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Bed-Material Sample Number Left side Center Right side Above bridge 8703 8704 8705 Below bridge 8706 8707 8708 No bed-material samples were available for this site, so samples collected during the same event at Coushatta, located about 50 miles downstream, will be used. Bed-Material Sample Number Left side Center Right side Above bridge 8703 8704 8705 Below bridge 8706 8707 8708 No bed-material samples were available for this site, so samples collected during the same event at Coushatta, located about 50 miles downstream, will be used. Bed-Material Sample Number Left side Center Right side Above bridge 8703 8704 8705 Below bridge 8706 8707 8708 No bed-material samples were available for this site, so samples collected during the same event at Coushatta, located about 50 miles downstream, will be used. Bed-Material Sample Number Left side Center Right side Above bridge 8703 8704 8705 Below bridge 8706 8707 8708 No bed-material samples were available for this site, so samples collected during the same event at Coushatta, located about 50 miles downstream, will be used. Bed-Material Sample Number Left side Center Right side Above bridge  c cH~z v r v y ~ } @@~P~IIINooookf@@@@@e@W@IIINooookf|:@y@?@^@I@IIINooookf|@2@@@`h@^@IIINooookf|<~P~UnknownNosssof?<~P~UnknownNosssof?m@<~P~OtherNoqqqmf?i@@@Y@Y@N@Q@IIINooookf c@@E@E@{Gz?{Gz?IINonnnjfGz@@@@@@@ȉ@y@IIINooookf ףp=@@<B@H@@@IIINooookf@@@G@G@$@pw@~P~IIINooookf?(@@<B@B@ |@~P~IIINooookf?t@@@A@A@.@D@^@IIINooookf@4@4@@@F@F@333333@@@@IIINooookf{@?F@F@>@$@9@IVYesooojf@@?=@=@i@Y@UnknownNosssofe@@< V@ V@IIIYespppkf xq@<0@0@F@IVYesooojf? `v@<8@8@IVNonnnjf? ̄@@<F@F@>@IIINooookf Gz@Rd@.@.@@@ffffffG@ffffffG@.@P@w@IIIYespppkf (\@q= +6@@@Q@Q@Q@~@IIINooookfq= ד@{G @$@$@<J@J@$@@@IIINooookf?<~P~UnknownNosssof?<~P~UnknownNosssof?<~P~UnknownNosssof?<~P~UnknownNosssof?<~P~UnknownNosssof?<~P~UnknownNosssof?<~P~UnknownNosssof?t    "'+/.3<>(d@?@333333F@333333F@F@$@K@IYesmmmhf=)\@SF@@@R@R@a@Q@INolllhf<Ș,@fj1@@@E@E@4@F@@]@IYesmmmhf;^)7@@b4@@?ffffff?P@P@$@=@~P~INolllhf?:@@@<@Ј@OtherNoqqqmf?|9< XB~P~UnknownYestttof'8h@??K@F@4@F@IIINooookf7@e@??N@N@D@>@IIINooookf6i@?H@G@>@^@~P~IVYesooojf?5e@8??S@S@N@>@IIINooookf4n@@@X@a@D@Y@IIINooookf3 g@P@P@>@Y@IVYesooojf2n@?9@9@>@$@IINonnnjf1q@??A@A@N@K@IIINooookf0#J{/2@0*1@@@K@K@@>@T@IIINooookf/#|ʁ@hہ@??33333V@fffffU@@T@D@INolllhf.' .@ 1@@@R@R@9@>@4@INolllhf-HPh1@{G/@@@D@F@$@4@7@UnknownYestttof,gfffff)@%@@@E@E@A@A@IIINooookf+p= ?^@\(^@@@G@G@@U@F@IIINooookf*=yX("@)\&@@@I@I@4@I@K@IIINooookf)Gz><@)\4@@@33333sT@33333sT@ b@`@IIINooookf(H@<M@M@IIYesooojf?'y@@@A@A@b@I@IIIYespppkf&Ѓ@@@A@A@b@I@IIINooookf%v@@<b@IIIYespppkf\$9(@@@H@H@ |@I@IIINooookf#@g@<4@I@IIIYespppkf?|"r@@@~P~IIINooookf! |@A@A@??A@~P~IIINooookf o@DD??D~P~IIINooookft       GnFEdEB On April 28, 1993, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected : Cross Section no. Distance upstream(ft) Sample no. C]ףp= @)\@?@N@N@F@IIIYesRiprapRiprapxpkf\@@G@G@IIINoRiprapRiprapwokf[Q@Q@??@@(@@IVNoRiprapRiprap~vnjfxܘ@Ĕ@@tt(\E@(\E@ttIII0mmmkf y(\@(\]@@ ףp= ?P@P@AredDisplayIIINoNoneNone{uokfi@Unknown0qqqof'Rp= W@@(\?YS@YS@>@F@B@@@IVYesRiprapRiprapwojf5e@ColumnHiddenDecimalPlacesRequiredDisplayUnknown0qqqof#Pp@@?8@8@A@$IIINoNoneRiprap}uokfOa2U0*|@Qh|@@ @J@M@ XB333334@M@INoUnknownUnknown~ulhfN@P@@@@@@F@IVYesooojfMA@@ C@ C@F@IVYesooojfJ@a$$@@G@G@D XB|@|@IIINoNoneNone{uokfI@@@.@.@@@P@P@.V@IIIYespppkfH g@@@fffff&C@fffff&C@F@OtherYesrrrmfG=yXr@MStr@@?LW@YF@I@4@I@IYesmmmhfFiqjg@ΪVg@@@@P@@P@>@D@N@IIINooookfEH.!.@E&@@@C@ffffffB@Y@4@INolllhfDJ4Q@5v!@@?33333sH@33333sH@2@$@I@IYesmmmhfCHPsT@ۊeV@@@X@X@@P@D@T@IYesmmmhfB"@ffff朅@@@O@O@@L@IIINooookfAp= K@\(K@@?<@<@<@$@INolllhf@z6>W{@H}8z@@@yQ@Q@F@@P@F@IIINooookf?=U^@M O$_@@@̌L@fffffJ@$@9@IIINooookf  @ @ @ @ @ @ @ @ @ @ @           !"#$%&'() * + , - ./0123456789:;<=>?@ABCDEFGH I J K}L~M N OPQRSTU@V<WgXY[\] 1 Bed at about mid- span between bents 16-17L. 1 100 2 Bed in vicinity of main piers 17-18L. 2 500 3 Mid-channel. 2 500 4 Left part channel. 3 900 5 Mid-to-left part channel. The right part of the channel bed at cross sections 2 & 3 seems to be mostly silty clay. Bed sample no.1 was used for bents 14-16R and sample no.2 was used for main piers 17-18R. For pile bent 12-13R, the material is a clay with a cohesion of about 240 lb/ft2 and an angle of internal friction of about 27 degrees, as determined from shear-strength tests on Sept.20, 1991.  @ @ @ @ @ @ @ @ @ @ @           !"#$%&'() * + , - ./0123456789:;<=>?@ABCDEFGH I J K}L~M N OPQRSTU@V<WgXY[\] 1 Bed at about mid- span between bents 16-17L. 1 100 2 Bed in vicinity of main piers 17-18L. 2 500 3 Mid-channel. 2 500 4 Left part channel. 3 900 5 Mid-to-left part channel. The right part of the channel bed at cross sections 2 & 3 seems to be mostly silty clay. Bed sample no.1 was used for bents 14-16R and sample no.2 was used for main piers 17-18R. For pile bent 12-13R, the material is a clay with a cohesion of about 240 lb/ft2 and an angle of internal friction of about 27 degrees, as determined from shear-strength tests on Sept.20, 1991.1 Y&NY Y  Y  ( Y Y Y  Y $Y Y   Y  <(Y  (Y  0Y  8Y  @Y HY P Y ( Y t(Y XY `Y hY pY x Y gID SiteIDMeasurementNoAbutmentDateTimeUPDSScourDepthAccuracySedTransVelAtAbutDepthAtAbutQBlockedAvgVelBlockedAvgDepthBlockedEmbankLengthDebrisEffectBedMaterialD16D50D84D95 SigmaCommentsYYY6Y NoDupsPrimaryKey"SiteAbutmentScour SiteID span between bents 16-17L. 1 100 2 Bed in vicinity of main piers 17-18L. 2 500 3 Mid-channel. 2 500 4 Left part channel. 3 900 5 Mid-to-left part channel. The right part of the channel bed at cross sections 2 & 3 seems to be mostly silty clay. Bed sample no.1 was used for bents 14-16R and sample no.2 was used for main piers 17-18R. For pile bent 12-13R, the material is a clay with a cohesion of about 240 lb/ft2 and an angle of internal friction of about 27 degrees, as determined from shear-strength tests on Sept.20, 1991. [5 o * zk;Bridge-section composite sample, colBridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.D16 was less than 0.002 See comments for US1000a.D50 was less than 0.002 See comments for US1000a.D16 was less than 0.002 See comments for US1000a.Bed material samples were collected at the St. Louis gage by the USGS Missouri District. 1200 ft from right bankBed material samples were collected at the St. Louis gage by the USGS Missouri District. 1000 ft from right bankBed material samples were collected at the St. Louis gage by the USGS Missouri District. 700 ft from right bankBed material samples were collected at the St. Louis gage by the USGS Missouri District. 500 ft from right bankBed material samples were collected at the St. Louis gage by the USGS Missouri District. 200 ft from right bankBed material samples were collected at the St. Louis gage by the USGS Missouri District. average for dayBed material samples were collected at the St. Louis gage by the USGS Missouri District. 1400 ft from right bankBed material samples were collected at the St. Louis gage by the USGS Missouri District. 1000 ft from right bank On November 18, 1991, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples: Cross section no. Distance upstream (ft) Sample no. Comments ------------------------- -------------------------------- ---------------- -------------------- 1 0 1 Mostly gravel, some sand. 2 300 2 Mostly gravel. 3 550 3 Mostly sand. From available bed samples, the bed material seems to be gap-graded, indicating a mixture of uniform sand and uniform gravel. Bed sample no.1 was considered most representative of the bed material at the base of pier Nos. 4- 6. On November 18, 1991, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples: Cross section no. Distance upstream (ft) Sample no. Comments ------------------------- ----------------------- ww[LVAL o @The reference surface used to determine the depth of abutment scour was the concurrent ambient bed. Therefore, the depth of abutment scour reported is additional local scour below the depth of contraction scour. For this site, it appears that the scour holes may interact as there is only one or two depth measurement between the holes that define the ambient bed. There was significant flow from the left upstream flood plain through the bridge opening. This flow from the left flood plain significantly skewed the flow through the bridge opening, about 50 degrees on the average. Refer to maps and sketches included in Other Detailed Data. Measurements numbers 1 andThe reference surface used to determine the depth of abutment scour was the concurrent ambient bed. Therefore, the depth of abutment scour reported is additional local scour below the depth of contraction scour. For this site, it appears that the scour holes may interact as there is only one or two depth measurement between the holes that define the ambient bed. There was significant flow from the left upstream flood plain through the bridge opening. This flow from the left flood plain significantly skewed the flow through the bridge opening, about 50 degrees on the average. Refer to maps and sketches included in Other Detailed Data. Measurements numbers 1 and 4 were made during a discharge measurement along the upstream face of the bridge. The depths were measured with a sounding weight. All other measurements were made using an echo sounded mounted on a knee-board. The board was floated from upstream to downstream under the bridge. The measurements reflect the depths at the upstream or downstream face of the bridge. All hydraulic information is from the one discharge measurement. The velocity at the abutments was much higher on 4/5/97: Left - 5.1 ft /sec Right - 5.9 ft/sec Embankment lengths were determined by projecting the measured water surface elevation onto the approach section from the BRW WSPRO model.The reference surface used to determine the depth of abutment scour was the concurrent ambient bed. Therefore, the depth of abutment scour reported is additional local scour below the depth of contraction scour. Based on the cross sections from the bridge plans there appeared to be little contraction scour. Elevation of reference surfaces used: 4-4-97 1030 4-5-97 1029 4-9-97 1029 The rightmost pier may have had some influence on the depth of scour at the right abutment. It is difficult to separate its effect from the abutment. The abutment had the major effect and all scour is credited to the abutment with no scour reported for the pier. The velocity reported for  at the abutment is the maximum velocity observed in the area of the scour hole. Note that the velocity dropped considerably at the right abutment as the scour hole depth increased causing an increase in the flow area. The velocity at the left abutment held steady as did the depth and shape of the scour hole.The cross section at the bridge is deeper on the left side, which could indicate 1-2 ft of abutment scour, but the location of the pier also complicates the scour pattern and makes separating scour components difficult. All scour was classified as contraction scour since the site was both horizontally and vertically contracted.7eML K-JT >yC*dBA@Y2RightUpstreamUnknownUnknownUnknownY1UnknownUnknownUnknownUnknown9@ R@*@@@2LeftDownstreamUnknownUnknownUnknownP1UnknownUnknownUnknownUnknown@ R@(@@@1LeftUpstreamLive-bedUnknownUnknownMY@pM<( 1UnknownUnknownUnknownUnknownI Y@@?ffffff@,@pMd@Q?333333?ffffff?q= ףp?( 6LeftUpstreamLive-bedUnknownUnknownߏ?IX@ffffff@?@,@pM@c@Q?333333?ffffff?q= ףp?( 5LeftUpstreamLive-bedUnknownUnknownߏ?IX@@?*@pMa@Q?333333?ffffff?q= ףp?( 4LeftUpstreamLive-bedUnknownUnknownߋ? I Y@$@?ffffff @5@pM@Q?333333?ffffff?q= ףp?( 3RightUpstreamLive-bedUnknownUnknownߏ? IX@ffffff@? @333333/@pM@Q?333333?ffffff?q= ףp?( 2RightUpstreamLive-bedUnknownUnknownߏ? N Y@?@@ffffff@6@pMp@X9v?333333?q= ףp?Q??6LeftUpstreamLive-bedInsignificantUnknown$@N Y@??@ffffff@9@pMp@X9v?333333?q= ףp?Q??5LeftUpstreamLive-bedInsignificantUnknown$@N Y@UUUUUU?@@ffffff@9@pMp@X9v?333333?q= ףp?Q??4LeftUpstreamLive-bedInsignificantUnknown$@N Y@?&@@@;@pMx@X9v?333333?q= ףp?Q??3RightUpstreamLive-bedInsignificantUnknown$@N Y@?@@@?@pMx@X9v?333333?q= ףp?Q??2RightUpstreamLive-bedInsignificantUnknown$@N Y@UUUUUU? @@@>@pMx@X9v?333333?q= ףp?Q??1RightUpstreamLive-bedInsignificantUnknownP@IX@333333@?+@pM @Q?333333?ffffff?q= ףp?( 1RightUpstreamLive-bedUnknownUnknown@ߋHpM<( 1UnknownUnknownUnknownUnknownL@dLVAL pLLϛȈ100-yr Left Abutment Ae Qe Ve a' Ya Fr Ys 2509 1896 .76 470 5.34 .06 (*) ft (*) - Because velocity and Froude number are relatively small, abutment scour is presumed to not occur. 100-y100-yr Right Abutment Ae Qe Ve a' Ya Fr Ys 3077 2264 0.74 605 5.09 .06 100-yr Right Abutment Ae Qe Ve a' Ya Fr Ys 3077 2264 0.74 605 5.09 .06 (*) ft (*) - Because velocity and Froude number are relatively small, abutment scour is presumed to not occur.100-yr Left Abutment Ae Qe Ve a' Ya Fr Ys 2509 1896 .76 470 5.34 .06 (*) ft (*) - Because velocity and Froude number are relatively small, abutment scour is presumed to not occur. 100-yr Right Abutment Ae Qe Ve a' Ya Fr Ys 3077 2264 0.74 605 5.09 .06 (*) ft (*) - Because velocity and Froude number are relatively small, abutment scour is presumed to not occur. 500-yr Left Abutment Ae Qe Ve a' Ya Fr Ys 3027 2355 .78 470.5 6.43 .05 (*) ft (*) - Because velocity and Froude number are relatively small, abutment scour is presumed to not occur. 100-yr Right Abutment Ae QeNo measurement or computations of abutment scoNo measurement or computations of abutment scour were made at the Galvin Road overflow bridge.100-yr Left Abutment Ae Qe Ve a' Ya Fr K1 Theta K2 Ys 1603 6250 3.9 226 7.09 .26 .55 70 .97 23.7 ft Because ratio of a'/Ya exceeds 25, use Eqn 25 from Hec-18 for left abutment scour - Ys=18.1ft Adjust calculated scour for abutment scew from fig11, HEC-18, theta=70, adustment=.91 Ys=16.5 ft 100-yr Right Abutment Ae Qe Ve a' Ya Fr K1 Theta K2 Ys 3229 10302 3.19 541 5.97 .23 .55 110 1.03 27.6 Because ratio of a'/Ya exceeds 25, use Eqn 25 from Hec-18 for right abutment scour - Ys=14.7 Adjust calculated scour for abutment scew from fig11, HEC-18, theta=110, adustment=1.03 Ys=15.1 ft 500-yr Left Abutment Ae Qe Ve a' Ya Fr K1 Theta K2 Ys 2016 7753 3.85 233.5 8.63 .23 .55 70 .97 26.2 ft Because ratio of a'/Ya exceeds 25, use Eqn 25 from Hec-18 for left abutment scour - Ys=21.3ft Adjust calculated scour for abutment scew from fig11, HEC-18, theta=70, adustment=.91 Ys=19.4 ft 500-yr Right Abutment Ae Qe Ve a' Ya Fr K1 Theta K2 Ys 4232 13954 3.30 548.7 7.71 .21 .55 110 1.03 31.5 Because ratio of a'/Ya exceeds 25, use Eqn 25 from Hec-18 for right abutment scour - Ys=18.4 Adjust calculated scour for abutment scew from fig11, HEC-18, theta=110, adustment=1.03 Ys=19.0 ftSubstantial road overflow areas on both floodplains and dredge banks on both tops of banks preclude abutment scour. No measurement or computations of abutment scour were madeSee comments on measurement no. 1.See comments on measurement no. 1.See comments on measurement no. 1.See comments on measurement no. 1.See comments on measurement no. 1.  @ @ @ @H8I8I:I< I> I@ IB M8 N8N:N<N>N@NBP8R8R:R<(R>(S8(U8(V8AV:(W8W:X8X:Y8Y:\8(]8(vgVelBlockedAvgDepthBlockedEmbankLengthDebrisEffectBedMaterialD16D50D84D95 SigmaComments80 1 Represents right part of channel beginning near station 8180 1 180 2 Represents left part of channel ending near station 8180. 2 1,200 3 Within main flow of low-water channel, from tip of 4th jetty upstream to about 100 ft right. 2 1,200 4 Right part of channel, 175 ft from tip of 4th jetty to RWE. 2 1,200 5 Near upstream end of 4th jetty. 3 2,100 6 At upstream end of sand/gravel   @ @ @ @          (A (!("(#(%(&(nfoShortTypeni~~~~YYIdParentIdName         bar, all samples here combined. No bed samples were obtained at the piers due to debris, etc. Based on rod probings at the piers, the material at the base of the piers is thought to be mostly gravel with some sand and debris. Also, soil borings by the MDOT indicate gravel. Therefore, bed sample no. 6 was selected as representative.  @ @ @ @HIII I I I M NNNNNNPRRR(R(S(U(V(VAWWXXYY\(](----------------- -------------------------------- ---------------- -------------------------------- 1 180 1 Represents right part of channel beginning near station 8180 1 180 2 Represents left part of channel ending near station 8180. 2 1,200 3 Within main flow of low-water channel, from tip of 4th jetty upstream to about 100 ft right. 2 1,200 4 Right part of channel, 175 ft from tip of 4th jetty to RWE. 2 1,200 5 Near upstream end of 4th jetty. 3 2,100 6 At upstream end of sand/gravel % YTN (-T!ZY Y  Y  (Y Y Y Y   Y Y (Y  0Y  8Y  @Y  HY  P Y H( Y PPKeySiteMeasureNoDateYrMoDySamplerD95D84D50D16SP ShapeCohesionCommentsgkteenobotDSuhYYY6 NoDupsPrimaryKeySiteBedMat bar, all samples here combined. No bed samples were obtained at the piers due to debris, etc. Based on rod probings at the piers, the material at the base of the piers is thought to be mostly gravel with some sand and debris. Also, soil borings by the MDOT indicate gravel. Therefore, bed sample no. 6 was selected as representative. _5 g " On October 4-9, 1991, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected : Cross section Distance upstream Sample Comments No. (ft) No. -------------------- ---------------------------- ------ -------------------------------- 1 100 1 Represents right part of channel beginning near station 8180. 1 100 2 Represents left part of channel ending near station 8180. 2 1,100 3 Within main flow of low-water channel, from tip of 4th jetty upstream to about 100 ft right. 2 1,100 4 Right part of channel, 175 ft from tip of 4th jetty to RWE. 2 xP @Ps] `H@PsBF;plBF;LVALi  =2`!sBSample collected at theSample collected at the upstream face of pier 3Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 1Bridge-section composite sample, collected along the upstream bridge face.Sizes based on 100 samples using the grid-sampling technique.Sample 2 was collected at station 555 using a clamshell sampler.Sample 1 is a composite sample for the site, collected using a BM-54.Sample 3 is a composite sample for the site collected with a clamshell.Sample 2 is a composite of samples collected with a BM-54 between stations 600-800.Sample 1 was collected at station 870 with a BM-54.All bed-material samples were collected at the bridge. Samples 1-3 are composites for the section. Sample 4 was collected at station 700, sample 5 at station 760, sample 6 at station 800, sample 7 at station 700, and sample 8 at station 778. Only the D90=8 and D50=1.1 were reported with the data. The D95, D84, and D16 were computed from the provided data. The D84 was interpolated from the D90 and D50 using a log-probability interpolation. Sigma was computed as D84/D50. D95 and D16 were computed from the equation D50 * Sigma^(standard normal deviate of 95 or 16).All bed-material samples were collected at the bridge. Samples 1-3 are composites for the section. Sample 4 was collected at station 700, sample 5 at station 760, sample 6 at station 800, sample 7 at station 700, and sample 8 at station 778. Only the D90=7 and D50=0.58 were reported with the data. The D95, D84, and D16 were computed from the provided data. The D84 was interpolated from the D90 and D50 using a log-probability interpolation. Sigma was computed as D84/D50. D95 and D16 were computed from the equation D50 * Sigma^(standard normal deviate of 95 or 16).Only the D90=9 and D50=1 were reported with the data. The D95, D84, and D16 were computed from the provided data. The D84 was interpolated from the D90 and D50 using a log-probability interpolation. Sigma was computed as D84/D50. D95 and D16 were computed from the equation D50 * Sigma^(standard normal deviate of 95 or 16).Only the D90=6.5 and D50=1.5 were reported with the data. The D95, D84, and D16 were computed from the provided data. The D84 was interpolated from the D90 and D50 using a log-probability interpolation. Sigma was computed as D84/D50. D95 and D16 were computed from the equation D50 * Sigma^(standard normal deviate of 95 or 16).Only the D90=25 and D50=2.5 were reported with the data. The D95, D84, and D16 were computed from the provided data. The D84 was interpolated from the D90 and D50 using a log-probability interpolation. Sigma was computed as D84/D50. D95 and D16 were computed from the equation D50 * Sigma^(standard normal deviate of 95 or 16).Only the D90=13 and D50=1 were reported with the data. The D95, D84, and D16 were computed from the provided data. The D84 was interpolated from the D90 and D50 using a log-probability interpolation. Sigma was computed as D84/D50. D95 and D16 were computed from the equation D50 * Sigma^(standard normal deviate of 95 or 16).Only the D90=115 and D50=77 were reported with the data.The D95, D84, and D16 were computed from the provided data. The D84 was interpolated from the D90 and D50 using a log-probability interpolation. Sigma was computed as D84/D50. D95 and D16 were computed from the equation D50 * Sigma^(standard normal deviate of 95 or 16).Only the D90=90 and D50=70 were reported with the data. The D95, D84, and D16 were computed from the provided data. The D84 was interpolated from the D90 and D50 using a log-probability interpolation. Sigma was computed as D84/D50. D95 and D16 were computed from the equation D50 * Sigma^(standard normal deviate of 95 or 16).5{j ^ R F : . "{~}{ 9@@"@:@HzG?p= ף?Fx?q= ףp?333333@Y5HANDNon-Cohesiveppb\Z_ 9@@"@:@RQ?= ףp=?sh|??Zd;?333333@Y4HANDNon-Cohesiveppb\Z_ @@@@ffffff%@@ ףp= ?MbX?333333@Y2BM-54 (P)Non-Cohesiveuug\Z_ @@@@)\(@Q? rh?Q?333333@Y1BM-54Non-Cohesiveqqc\Z_ 9@@"@:@(\@ ףp= ?{Gz?q= ףp?333333@Y3HANDNon-Cohesiveppb\Z_ "@@@9@Q@Gz @6q=?MbX?333333@Y2BM-54 (P)Non-Cohesiveuug\Z_ "@@@9@0@Hz"@RQ@~jt?333333@Y1BM-54Non-Cohesiveqqc\Z_ ;@@$@@-@q= ףp@?Q?333333@Y2HANDNon-Cohesiveppb\Z_ "@@@:@$@{Gz@?Q?333333@Y1BM-54Non-Cohesiveqqc\Z_:@Ȟ@"@7@?@2@ffffff@@333333@Y1BM-54Unknown@xlc\Z@@@@<@7@3@.@(@333333@Y3UnknownUnknownv@#zne\Z@@@@<@3@,@"@@333333@Y2UnknownUnknown@#zne\Z@@@@<@{Gz?? ףp= ?p= ף?333333@Y1UnknownUnknown@#zne\Z@̞@@0@U@E@,@@333333@Y2DragUnknown;@#wkb\Z@̞@@8@M@F@>@4@333333@Y1DragUnknown;@#wkb\Z@Ğ@@6@b@^@V@Q@333333@Y1ZeissUnknown[@#xlc\Z@@@8@ @@?)\(?333333@Y8BM-54UnknownB@"xlc\Z @@@8@@@ffffff?HzG?333333@Y7BM-54UnknownB@"xlc\Z @@@1@ @?zG?)\(?333333@Y6BM-54UnknownC@"xlc\Z @@@1@7@&@@ffffff?333333@Y5BM-54Unknown?@"xlc\Z @@@1@@333333?(\?q= ףp?333333@Y4BM-54UnknownC@"xlc\Z @@@8@6@ @?(\?333333@Y3BM-54Unknown@@"xlc\Z@@@@7@,@@?Q?333333@Y2BM-54Unknown?@ xlc\Z@@@1@,@@(\?{Gz?333333@Y1BM-54UnknownA@ xlc\Z_@@@(@1@@? ףp= ?333333@Y4BM-54UnknownI@ xlc\Z_@@@(@$@@?Q?333333@Y3BM-54UnknownM@ xlc\Z_@@@&@G@.@@zG?333333@Y2BM-54UnknownL@ xlc\Z_@@@"@:@@?Q?333333@Y1BM-54UnknownJ@ xlc\Z@О@@@`@@Z@@S@L@333333@Y2PhotoZeissUnknownK@ }qh\Z@̞@@@X@@U@Q@M@333333@Y1DragUnknownL@ wkb\Z]LVAL } > wAll bed-material samples were collected at the bridge. Samples 1-3 are composites for the section. Sample 4 was collected at station 700, sample 5 at station 760, sample 6 at station 800, sample 7 at station 700, and sample 8 at station 778. Only the D90=5.4 and D50=1.6 were reportedAll bed-material samples were collected at the bridge. Samples 1-3 are composites for the section. Sample 4 was collected at station 700, sample 5 at station 760, sample 6 at station 800, sample 7 at station 700, and sample 8 at station 778. Only the D90=5.4 and D50=1.6 were reported with the data. The D95, D84, and D16 were computed from the provided data. The D84 was interpolated from the D90 and D50 using a log-probability interpolation. Sigma was computed as D84/D50. D95 and D16 were computed from the equation D50 * Sigma^(standard normal deviate of 95 or 16).All bed-material samples were collected at the bridge. Samples 1-3 are composites for the section. Sample 4 was collected at station 700, sample 5 at station 760, sample 6 at station 800, sample 7 at station 700, and sample 8 at station 778. Only the D90=4.8 and D50=1.4 were reported with the data. The D95, D84, and D16 were computed from the provided data. The D84 was interpolated from the D90 and D50 using a log-probability interpolation. Sigma was computed as D84/D50. D95 and D16 were computed from the equation D50 * Sigma^(standard normal deviate of 95 or 16).All bed-material samples were collected at the bridge. Samples 1-3 are composites for the section. Sample 4 was collected at station 700, sample 5 at station 760, sample 6 at station 800, sample 7 at station 700, and sample 8 at station 778. Only the D90=2.3 and D50=0.42 were reported with the data. The D95, D84, and D16 were computed from the provided data. The D84 was interpolated from the D90 and D50 using a log-probability interpolation. Sigma was computed as D84/D50. D95 and D16 were computed from the equation D50 * Sigma^(standard normal deviate of 95 or 16).All bed-material samples were collected at the bridge. Samples 1-3 are composites for the section. Sample 4 was collected at station 700, sample 5 at station 760, sample 6 at station 800, sample 7 at station 700, and sample 8 at station 778. Only the D90=16 and D50=4 were reported with the data. The D95, D84, and D16 were computed from the provided data. The D84 was interpolated from the D90 and D50 using a log-probability interpolation. Sigma was computed as D84/D50. D95 and D16 were computed from the equation D50 * Sigma^(standard normal deviate of 95 or 16).All bed-material samples were collected at the bridge. Samples 1-3 are composites for the section. Sample 4 was collected at station 700, sample 5 at station 760, sample 6 at station 800, sample 7 at station 700, and sample 8 at station 778. Only the D90=1.6 and D50=0.53 were reported with the data. The D95, D84, and D16 were computed from the provided data. The D84 was interpolated from the D90 and D50 using a log-probability interpolation. Sigma was computed as D84/D50. D95 and D16 were computed from the equation D50 * Sigma^(standard normal deviate of 95 or 16).All bed-material samples were collected at the bridge. Samples 1-3 are composites for the section. Sample 4 was collected at station 700, sample 5 at station 760, sample 6 at station 800, sample 7 at station 700, and sample 8 at station 778. Only the D90=13 and D50=1.8 were reported with the data. The D95, D84, and D16 were computed from the provided data. The D84 was interpolated from the D90 and D50 using a log-probability interpolation. Sigma was computed as D84/D50. D95 and D16 were computed from the equation D50 * Sigma^(standard normal deviate of 95 or 16).&LVAL j / hl:¼¼¼¼¼¼¼Z lBridge-s3 samples colBed samples colAt upstream 600 ft downstream from the bridge600 ft downstream from the bridges in the right third of the channelLeft side, upstream side of bridgeIn center of stream, 300 ft downstream from bridges.At upstream edge of bridge between piers 5 and 4 along left side of channel.Bed samples collected at the SR 35 bridge site in the main channel; gradation coefficient of 4.1Bridge-section composite sample, collected along the upstream bridge face.Sample collected at the upstream face of pier 2.Sample collected at the upstream face of pier 1.Bridge-section composite sample, collected along the upstream bridge face.Sample collected at the upstream face of pier 2.Sample collected at the upstream face of pier 1.Bridge-section composite sample, collected along the upstream bridge face.Sample collected at the upstream face of pier 4Sample collected 50 ft upstream from pier. Only the D90=21 and D50=15 were reported with the data. The D95, D84, and D16 were computed from the provided data. The D84 was interpolated from the D90 and D50 using a log-probability interpolation. Sigma was computed as D84/D50. D95 and D16 were computed from the equation D50 * Sigma^(standard normal deviate of 95 or 16).Sample collected 1000 ft upstream in the right half of the channel. Only the D90=16 and D50=9 were reported with the data. The D95, D84, and D16 were computed from the provided data. The D84 was interpolated from the D90 and D50 using a log-probability interpolation. Sigma was computed as D84/D50. D95 and D16 were computed from the equation D50 * Sigma^(standard normal deviate of 95 or 16).Sample collected 1000 ft upstream in the left half of the channel. Only the D90=0.28 and D50=0.18 were reported with the data. The D95, D84, and D16 were computed from the provided data. The D84 was interpolated from the D90 and D50 using a log-probability interpolation. Sigma was computed as D84/D50. D95 and D16 were computed from the equation D50 * Sigma^(standard normal deviate of 95 or 16).Only the D90=58 and D50=14 were reported with the data. The D95, D84, and D16 were computed from the provided data. The D84 was interpolated from the D90 and D50 using a log-probability interpolation. Sigma was computed as D84/D50. D95 and D16 were computed from the equation D50 * Sigma^(standard normal deviate of 95 or 16). Sediment sample number 1 was collected at the bridge near pier 4 using a drag sampler. Sediment sample number 2 was collected in the approach section upstream from the bridge and is thought to be more representative than sample number 1.Only the D90=50 and D50=30 were reported with the data. The D95, D84, and D16 were computed from the provided data. The D84 was interpolated from the D90 and D50 using a log-probability interpolation. Sigma was computed as D84/D50. D95 and D16 were computed from the equation D50 * Sigma^(standard normal deviate of 95 or 16). Sediment sample number 1 was collected at the bridge near pier 4 using a drag sampler. Sediment sample number 2 was collected in the approach section upstream from the bridge and is thought to be more representative than sample number 1.Photographs of the exposed streambed material at cross section 1 on April 22, 1969 were analyzed by the Zeiss method. Photographs of some of the larger material near the right bank in cross section 1 showed large cobbles of 200 to 250 mm in diameter and a few boulders. Only the D90=130 and D50=90 were reported with the data. The D95, D84, and D16 were computed from the provided data. The D84 was interpolated from the D90 and D50 using a log-probability interpolation. Sigma was computed as D84/D50. D95 and D16 were computed from the equation D50 * Sigma^(standard normal deviate of 95 or 16). LVAL,XXXXXXXXXXXXXXXX* H H No bed-material samples were available for this site, so samples collected during the same event at Coushatta, located about 50 miles downstream, will be used. Bed-Material Samp No bed-material samples were available for this site, so samples collected during the same event at Coushatta, located about 50 miles downstream, will be used. Bed-Material Sample Numbers: Left side Center Right side Above bridge 8703 8704 8705 Below bridge 8706 8707 8708 No bed-material samples were available for this site, so samples collected during the same event at Coushatta, located about 50 miles downstream, will be used. Bed-Material Sample Numbers: Left side Center Right side Above bridge 8703 8704 8705 Below bridge 8706 8707 8708 No bed-material samples were available for this site, so samples collected during the same event at Coushatta, loc No bed-material samples were available for this site, so samples collected during the same event at Coushatta, located about 50 miles downstream, will be used. Bed-Material Sample Numbers: Left side Center Right side Above bridge 8703 8704 8705 Below bridge 8706 8707 8708 No bed-material samples were available for this site, so samples collected during the same event at Coushatta, located about 50 miles downstream, will be used. Bed-Material Sample Numbers: Left side Center Right side Above bridge 8703 8704 8705 Below bridge 8706 8707 8708 No bed-material samples were available for this site, so samples collected during the same event at Coushatta, located about 50 miles downstream, will be used. Bed-Material Sample Numbers: Left side Center Right side Above bridge 8703 8704 8705 Below bridge 8706 8707 8708 No bed-material samples were available for this site, so samples collected during the same event at Coushatta, located about 50 miles downstream, will be used. Bed-Material Sample Numbers: Just upstream of bridge between piers 3 and 4. No documJust upstream of bridge between piers 3 and 4. No documentation on size analysis but field notes indicate clay.Just upstream Just upstream of bridge between piers 3 and 4. No documentation on size analysis but field notes indicate clay.Just upstream of bridge between piers 4 and 5. No documentation on size analysis but field notes indicate sand.Just upstream of bridge between piers 6 and 5. No documentation on size analysis but field notes indicate sand.Upstream of bridge in left third of channel.Two bed-material samples collected on 6/25/90 are both five-sample composites from the channel. Sample 1 was taken 1000 feet upstream from the bridge. Sample 2 was taken 500 feet downstream from the bridge.Two bed-material samples collected on 6/25/90 are both five-sample composites from the channel. Sample 1 was taken 1000 feet upstream from the bridge. Sample 2 was taken 500 feet downstream from the bridge.8 c b R B "rR2O)@U@@@?@F=`@ @$@6@9@/@@Q?333333@Y2scoopNon-Cohesiveqqc\Z_<`@ @$@6@d@S@6@*@333333@Y1grvl templNon-Cohesivevvh\Z_;@ @$@2@ffffff(@@ffffff@= ףp=?333333@Y2scoopNon-Cohesiveqqc\Z_:@ @$@2@u@ m@[@Q@333333@Y1HAND (GRID)Non-Cohesivewwi\Z_9 @@@0@Q??(\?Q?333333@Y8708SHIPEKNon-Cohesive@vh`Z8 @@@0@(\?(\?)\(?(\?333333@Y8707SHIPEKNon-Cohesivei@ vh`Z7 @@@0@333333??(\?Q?333333@Y8706SHIPEKUnknowni@}qh`Z6 @@@0@333333??HzG? ףp= ?333333@Y8705SHIPEKNon-Cohesivei@ vh`Z5 @@@0@Q??{Gz?)\(?333333@Y8704SHIPEKNon-Cohesivej@ vh`Z4 @@@0@??Q??333333@Y8703SHIPEKNon-Cohesivei@ vh`Z3 @@@0@Q??(\?Q?333333@Y8708SHIPEKNon-Cohesive@vh`Z2 @@@0@(\?(\?)\(?(\?333333@Y8707SHIPEKNon-Cohesivei@vh`Z1 @@@0@333333??(\?Q?333333@Y8706SHIPEKNon-Cohesivei@vh`Z0 @@@0@333333??HzG? ףp= ?333333@Y8705SHIPEKNon-Cohesivei@vh`Z/ @@@0@Q??{Gz?)\(?333333@Y8704SHIPEKNon-Cohesivei@ vh`Z. @@@0@??Q??333333@Y8703SHIPEKNon-Cohesive@ vh`Z-@$@(@,@9@,@333333? ףp= ?333333@Y2ClamshellUnknownB@ |pg\Z,@$@(@,@@@?Q?333333@Y1BM-54UnknownG@ xlc\Z+@$@(@.@ffffff?(\?(\??333333@Y3ClamshellUnknownI@ |pg\Z*@$@(@.@?ffffff?(\?HzG?333333@Y2BM-54UnknownV@ xlc\Z)@$@(@.@?q= ףp?(\?Q?333333@Y1BM-54Unknown5@ xlc\Z(]@@$@@ @@??333333@Y1BMH-53Unknownmmd\Z_'P@@@9@ffffff@333333?{Gz?Q?333333@Y2BMH-53 dsNon-Cohesive@$ug\Z&P@@@9@ffffff@@??333333@Y1BMH-53 usNon-Cohesive@$ug\Z%@ @ @4@?Gz? ףp= ? ףp= ?333333@Y1BMH-60Non-Cohesiverrd\Z_$@@ @ @2@ @ffffff??)\(?333333@Y1BMH-60Non-Cohesiverrd\Z_#9@@"@9@333333T@9Q@=@Q!@333333@Y3HAND (P)Non-Cohesivettf\Z_"9@@"@9@fffff>@3@ @S?333333@Y2HANDNon-Cohesiveppb\Z_!@@@?fffff=@L9@333333@Fx?333333@Y1BM-54Non-Cohesiveqqc\Z_= LVALPn" ~ ? F [ ) Bed-material samples were collected twice in the winter/spring of 1997. The first samples were colleBed material samples were collected at the St. Louis gaBed material samples were collected at the St. Louis gage by the USGS Missouri District. 800 ft from right bankSample collected at the upstream face of pier 4.Sample collected at the upstream face of pier 3.Sample collected at the upstream face of pier 1.Approach-section composite sampleBridge-section composite sample, collected along the upstream bridge face.Bed material sample # 46 (1980) coBed material samples were collected at the St. Louis gage by the USGS Missouri District. 800 ft from right bankSample collected at the upstream face of pier 4.Sample collected at the upstream face of pier 3.Sample collected at the upstream face of pier 1.Approach-section composite sampleBridge-section composite sample, collected along the upstream bridge face.Bed material sample # 46 (1980) colBed material samples were collected at the St. Louis gage by the USGS Missouri District. 800 ft from right bankSample collected at the upstream face of pier 4.Sample collected at the upstream face of pier 3.Sample collected at the upstream face of pier 1.Approach-section composite sampleBridge-section composite sample, collected along the upstream bridge face.Bed material sample # 46 (1980) coBed material samples were collected at the St. Louis gage by the USGS Missouri District. 800 ft from right bankSample collected at the upstream face of pier 4.Sample collected at the upstream face of pier 3.Sample collected at the upstream face of pier 1.Approach-section composite sampleBridge-section composite sample, collected along the upstream bridge face.Bed material sample # 46 (1980) colBed material samples were collected at the St. Louis gage by the USGS Missouri District. 800 ft from right bankSample collected at the upstream face of pier 4.Sample collected at the upstream face of pier 3.Sample collected at the upstream face of pier 1.Approach-section composite sampleBridge-section composite sample, collected along the upstream bridge face.Bed material sample # 46 (1980) colBed material samples were collected at the St. Louis gage by the USGS Missouri District. 800 ft from right bankSample collected at the upstream face of pier 4.Sample collected at the upstream face of pier 3.Sample collected at the upstream fBed material samples were collected at the St. Louis gage by the USGS Missouri District. 800 ft from right bankSample collected at the upstream face of pier 4.Sample collected at the upstream face of pier 3.Sample collected at the upstream face of pier 1.Approach-section composite sampleBridge-section composite sample, collected along the upstream bridge face.Bed material sample # 46 (1980) collected 0.28 mile downstream of bridgeBed material sample # 43 (1978) collected 0.22 mile upstream of bridgeSample collected at the upstream face of Pier 2.Sample collected at the upstream face of Pier 1.Bridge-section composite sample, collected along the upstream bridge face.Sample collected 4 ft upstream of the upstream face of Pier 2Sample collected at the upstream face of Pier 2Sample collected 2 ft upstream of the upstream face of Pier 1.Sample collected at the upstream face of Pier 1.Bridge-section composite sample, collected along the upstream bridge face.Sample collected at the upstream face of Pier 2.Sample collected at the upstream face of Pier 1.Bridge-section composite sample, collected along the upstream bridge face.Sample collected at the upstream face of pier 2.Sample collected at the upstream face of pier 1.Bridge-section composite sample, collected along the upstream bridge face.Sample collected at the upstream face of pier 2. e M 5   z bJ2" ~ndhuD{/zIZ!`@$@&@2@g@b@@R@<@333333@Y1HandNon-Cohesiveppb\Z_Y `@@&@t@l@W@C@333333@Y1HandNon-Cohesiveppb\Z_X@@$@&@1@a@V@C@1@333333@Y1HandNon-Cohesiveppb\Z_W^@@$@"@4@.@@(\?333333@Y6SHOVELNon-Cohesive@~rd\ZV^@@$@"@Q??{Gz?p= ף?333333@Y5BMH-60MILD@vjd\ZU`]@@$@@.@$@@Q?333333@Y4BMH-60Non-Cohesive@~rd\ZT`]@@$@@L1@$@@ffffff?333333@Y3BMH-60Non-Cohesive@~rd\ZS`]@@$@@Q?RQ?Q?Zd;O?333333@Y2BMH-60Non-Cohesive@~rd\ZR`]@@$@@333333@ ףp= ??{Gz?333333@Y1BMH-60Non-Cohesive@~rd\ZQ^@@$@"@4@.@@(\?333333@Y6SHOVELNon-Cohesive@~rd\ZP^@@$@"@Q??{Gz?p= ף?333333@Y5BMH-60MILD@vjd\ZO`]@@$@@.@$@@Q?333333@Y4BMH-60Non-Cohesive@~rd\ZN`]@@$@@L1@$@@ffffff?333333@Y3BMH-60Non-Cohesive@~rd\ZM`]@@$@@Q?RQ?Q?Zd;O?333333@Y2BMH-60Non-Cohesive@~rd\ZL`]@@$@@333333@ ףp= ??{Gz?333333@Y1BMH-60Non-Cohesive@~rd\ZKc@@&@2@9@2@RQ@RQ?333333@Y3SHOVELNon-Cohesive@~rd\ZJc@@&@2@;@6@q= ףp@?333333@Y2SHOVELNon-Cohesive@~rd\ZIc@@&@2@;@3333337@ ףp= @\(\?333333@Y1SHOVELNon-Cohesive@~rd\ZH@$@@<@??(\? ףp= ?333333@Y5BMH-60Non-Cohesive@p~rd\ZG@$@@<@333333??{Gz?ffffff?333333@Y4BMH-60Non-Cohesive@n~rd\ZF@$@@<@#@@(\?p= ף?333333@Y3BMH-60Non-Cohesive@l~rd\ZE@$@@<@??(\?p= ף?333333@Y2SCOOPNon-Cohesive@c}qc\ZD@$@@<@333333@333333?HzG? ףp= ?333333@Y1BMH-60Non-Cohesive@a~rd\ZC@$@@<@??(\? ףp= ?333333@Y5BMH-60Non-Cohesive@d~rd\ZB@$@@<@333333??{Gz?ffffff?333333@Y4BMH-60Non-Cohesive@b~rd\ZA@$@@<@#@@(\?p= ף?333333@Y3BMH-60Non-Cohesive@`~rd\Z@@$@@<@??(\?p= ף?333333@Y2HAND (CUP)Non-Cohesive@^vh\Z?@$@@<@333333@333333?HzG? ףp= ?333333@Y1BMH-60Non-Cohesive@C~rd\Z>@ @ @?@@xL{?RQ? ףp= ?333333@Y1scoopNon-Cohesiveqqc\Z_y <xNM L^ &]1UnknownUnknownUnknownUnknown`@ %\NEW Admin 1UnknownUnknownUnknownUnknownS@UUUUUU?@@ffffff@7@ F&1LeftUpstreamLive-bedUnknownUnknown"R@UUUUUU?@@D@h@$@@? ףp= ?q= ףp??4RightDownstreamLive-bedInsignificantNon-Cohesive? R@UUUUUU?1@@@3RightUpstreamUnknownUnknownUnknown V 5@@?j@333333@\(\@2RightUnknownUnknownUnknownUnknownU`3@1UnknownUnknownUnknownLVAL**CR14MR.XLS - Excel 97 workbook containing the following worksheets: Summary - summary of basic site, bridge, and scour data q-4597 - discharge measurement notes from 4-5-97 q-71697 - discharge measurement notes from 7-16-97 US0-71697 - cross section along upstream edge of bridge collected on 7-16-97 US75-71697 - cross section 75 ft upstream of bridge collected on 7-16-97 US100-71697 - cross section 100 ft upstream of bridge collected on 7-16-97 DS0-71697 - cross section along downstream edge of bridge collected on 7-16-97 DS25-71697 - cross section 25 ft downstream of bridge collected on 7-16-97 DS50-71697 - cross section 50 ft downstream of bridge collected on 7-16-97 DS100-71697 - cross section 100 ft downstream of bridge collected on 7-16-97 US0-4597 - cross section along upstream edge of bridge collected on 4-5-97 DS0-4597 - cross section along downstream edge of bridge collected on 4-5-97 DS25-4597 - cross section 25 ft downstream of bridge collected on 4-5-97 DS50-4597 - cross section 50 ft downstream of bridge collected on 4-5-97 DS90-4597 - cross section 90 ft downstream of bridge collected on 4-5-97 US0-4497 - cross section along upstream edge of bridge collected on 4-4-97 DS0-4497 - cross section along downstream edge of bridge collected on 4-4-97 DS50-4497 - cross section 50 ft downstream of bridge collected on 4-4-97 DS80-4497 - cross section 80 ft downstream of bridge collected on 4-4-97 DS-BRG-R.jpg - photo looking from the right bank across the downstream edge of the bridge on 4-4-97 DS-BRG-L.jpg - photo looking from the left bank across the downstream edge of the bridge on 4-5-97 DS-CHL-797.jpg - photo looking downstream on 7-16-97 DS-CHL-2-797.jpg - photo looking downstream from the right bank on 7-16-97 DS-RB-BE.jpg- photo looking at bank erosion on the downstream right bank on 7-16-97 EMB-FP-L.jpg - photo of the road overflow in the left floodplain on 4-4-97 Loc-Map.jpg - location map Satellite_Image.jpg - satellite image of area from TerraServer US-BRzLVALG-L.jpg - photo looking from the left bank across the upstream face of the bridge on 4-5-97 US-BRG-R.jpg - photo looking from the right bank across the upstream face of the bridge on 4-4-97 US-CHL-797.jpg - photo of the upstream channel on 7-16-97 US-FP-L-797.jpg - photo from the left approach looking upstream towards the main channel on 7-16-97 US-FP-OX-797.jpg - photo from bridge looking upstream into the oxbow lake on the left floodplain on 7-16-97 US-FP-497 - photo of upstream left floodplain in April 1997 US-LB-BE1.jpg - photo of bank erosion on left upstream bank on 7-16-97 US-LB-BE2.jpg - photo of bank erosion on left upstream bank on 7-16-97 Topo.jpg - scan of USGS topographic map Pier-1990.jpg - pier details from 1990 bridge plans Abut-L-1990.jpg - left abutment details from 1990 bridge plans Abut-R-1990.jpg - right abutment details from 1990 bridge plans Brg-Pln-1990.jpg - bridge plan overview, 1990 Brg-Pln-1946.jpg - bridge plan overview, 1946 HYD_ANAL1.jpg - page 1 of the hydraulic analysis HYD_ANAL2.jpg - page 2 of the hydraulic analysisLVALSR37_DetailExample.doc - detailed summary of the site and data collection during the April, 2001 flood. SR37.lpk - contour plot of detailed bathymetry data collected during April, 2001 flood, displayed in AmTec's Tecplot software package. SD37Contour.pdf - contour plot of detailed bathymetry data collected during April, 2001 flood in a PDF format. Site Photos: -------------------------------------------- DSCN0003.jpg - DSCN0008.jpg & DSCN0034.jpg - DSCN0053.jpg - Photos taken during April, 2001 flood, description of each photo is documented in SR37_Photos.doc Word file. SR370021.jpg - SR370037.jpg - Photos taken during October, 2001 low-flow survey, description for each is documented in Post-Flood_Photos.doc Microsoft Word file. SR37(TopoQuad).jpg - Topo map of bridge reach SR37.jpg - Descriptive Digital Ortho Quad image of the bridge site SR37(ADCP_Data).xls - Excel file with multiple worksheets containing SR37_DetailExample.doc - detailed summary of the site and data collection during the April, 2001 flood. SR37.lpk - contour plot of detailed bathymetry data collected during April, 2001 flood, displayed in AmTec's Tecplot software package. SD37Contour.pdf - contour plot of detailed bathymetry data collected during April, 2001 flood in a PDF format. Site Photos: -------------------------------------------- DSCN0003.jpg - DSCN0008.jpg & DSCN0034.jpg - DSCN0053.jpg - Photos taken during April, 2001 flood, description of each photo is documented in SR37_Photos.doc Word file. SR370021.jpg - SR370037.jpg - Photos taken during October, 2001 low-flow survey, description for each is documented in Post-Flood_Photos.doc Microsoft Word file. SR37(TopoQuad).jpg - Topo map of bridge reach SR37.jpg - Descriptive Digital Ortho Quad image of the bridge site SR37(ADCP_Data).xls - Excel file with multiple worksheets containing ADCP depth integrated velocities collected during April, 2001 flood. ________________________________________________________________________________________________________ Surveyed Sections: -------------------------------- SR37_(DS_Hec-Ras).xls - Excel spreadsheet containing surveyed data for the exit section used in a HEC-RAS model of the reach. SR37_(US_Hec-Ras).xls - Excel spreadsheet containing surveyed data for the approach section used in a HEC-RAS model of the reach. DS_Face.xls - Excel spreadsheet containing surveyed data for the downstream bridge face. US_Face.xls - Excel spreadsheet containing surveyed data for the upstream bridge face. HEC-RAS_Summary.xls - Excel spreadsheet summarizing the elev. and stationing for all sections in the HEC-RAS model of the reach. GrainSizeDist.xls - Bed material grain size distribution for the site, determined by analysis of samples collected during post-flood survey.LVALѻ-SR4CR.xls - Excel 97 workbook containing the following worksheets: Summary - Summary of basic site and scour data Note: All ranges are from right to left. The LOC is the approximate distance upstream from the centerline of the highway. All elevations are in ft MSL. VEL-4897 - Discharge measurement notes from 4-8-97 VEL-71497 - Discharge measurement notes from 7-14-97 US98-4897 - Cross section 98 ft upstream from bridge collected on 4-8-97 US75-71497 - Cross section 75 ft upstream from bridge collected on 7-14-97 US63-4897 - Cross section 63 ft upstream from bridge collected on 4-8-97 US37-4897 - Cross section 37 ft upstream from bridge collected on 4-8-97 US25-71497 - Cross section 25 ft upstream from bridge collected on 7-14-97 US9-4897 - Cross section collected 9 ft upstream from bridge collected on 4-8-97 US0-4897 - Cross section collected at the upstream edge of the bridge on 4-8-97 US0-71497 - Cross section collected at the u/s edge of the bridge on 7-14-97 USLW-4897 - Section collected along the left wing wall from 10 ft under the bridge to the upstream end of the wing wall, collected on 4-8-97 USRW-4897 - Section collected along the right wing wall from 10 ft under the bridge to the upstream end of the wing wall, collected on 4-8-97 DS0-4897 - Cross section at the downstream edge of the bridge on 4-8-97 DS17-4897 - Cross section 17 ft downstream from bridge collected on 4-8-97 DS23-71497 - Cross secton 23 ft downstream from bridge collected on 7-14-97 DS40-4897 - Cross section 40 ft downstream from bridge collected on 4-8-97 DS50-71497 - Cross section 50 ft downstream from bridge collected on 7-14-97 DS55-4897 - Cross section 55 ft downstream from bridge collected on 4-8-97 DS100-4897 - Cross section 100 ft downstream from bridge collected on 4-8-97 DS100-71497 - Cross section 100 ft d/s from bridge collected on 7-14-97 DS-4897.jpg - Photo looking downstream taken on 4-8-97 DS-71497.jpg - Photo looking downstream taken on 7-14-97 DS-BRG-4897.jpg - Photo of the down LVAL0 stream side of the bridge taken on 4-8-97 US-4897.jpg - Photo looking upstream taken on 4-8-97 US-71497.jpg - Photo looking upstream taken on 7-14-97 US-BRG-4897 - Photo looking at the upstream side of the bridge taken on 4-8-97 Brg_Plan_1.jpg - Scan of the bridge plans showing old bridge and site drawing Brg_Plan_2.jpg - Scan of bridge plans showing bridge dimensions Aerial.jpg - Satellite image of the study site from TerraServer Topo.jpg - Scan of the USGS topographic mapz pXO"NML; N))]w@<@9d@yd@33333d@  112NoneYesNo0N/ASlopingRelief@~vmhfb]WR \@<@O@O@Q@Y@0O539EllipticalYesYesNoDownstreamHorizontalMain@ }qmhcWR ^@W Admi &153.1None0NoYesN/AUnknownMain~~xojea_YR `p@>@fffff"@33333O@Q;@>@ , ( 18-153-030NoneYesNo0N/ASlopingMain}tomid^R v@E@fffffB@33333k@fffffb@A56-150-176NoneYesNo0N/ASlopingMain@}tomid^R Zi@`C@)W@ϰ@ffffѰ@<@Q@C@None0No0N/ASlopingMainttne`^ZXRR  i@tͰ@ϰ@q<@ tI00090292+04251Straight0Yes0UpstreamUnknownMainvtomcR  Oy^CO(]@a@[@T@S@Z@@U@ LVALУϣϣϣϣϣϣF9??        %eZ&eZ'eZ(e Z)e Z*e Z+e Z,e Z-eZ.eZ/eZ0eZ1eZ2eZ3eZ4eZ5eZ6eZ7eZ8eZ9eZ:eZ;e ZeZfZ?fZAfZBfZCfZDfZEfZFfZGfUfUfUfUfUf Uf Uf Uf Uf U fU fU fU fU fUfUfUfUfUfUfUfUfUfUfUfUfUfUfZ@gUgUgUgU gU!gU"gU#gU$gU%gU&gU'gU(gU)gU*g U+g U,g U-g U.g U/gU0gU1gU2gU3gU4gU5gU6gU7gU8gU9gU:gU;gUgU?gWgWgUhWhWhWhWhWhWiWiW iW iW iW iW jWjWjWjWjWjWkWkWkWkWkWkWlWlWlWlWlWlWmW mW$mW"mW#mW%mW!nW&nW*nPier #1 is on the right, looking downstream, and is supported by 82 concrete pilings driven to depths ranging from 660.28' to 637.28'. The foundation is dumThe rigPier #2 There are three piThere are three piers at location #2,Pier #2 has a tendency to accumulate a rather large pile of debriPier #2 is on the right, looking downstreaPier #2 is on the right, looking downstream and is a single concrete webbed structure.Pier #1 is on the left, looking downstream and is a single concrete webbed structure.Right pier when looking downstream, consists of 3 separate 3.75' diameter cylindrical piers.Left pier when looking downstream, consists of 3 separate 3.75' diameter cylindrical piers.Pier #2 has a tendency to accumulate a rather large pile of debris during high-flow events.]>O|NMLCLv J +I]G/mD\A??S]zGl@@@q= ףp?<@\a@7UnknownRoundNonePilesUnknown@~wz]zGg@ֹ@q= ףp?<@6GroupRoundUnknownUnknownUnknown~vQ]zG!c@@@q= ףp?<@9a@5GroupRoundNonePilesUnknown@~wP](\\@@@q= ףp?<@333333a@4GroupRoundNonePilesUnknown@ ~wO](\BS@d@@@<@,a@3GroupRoundNonePilesUnknown@ ~ww]2UnknownUnknownUnknownUnknownUnknown~GdM])\@(\@Q?<@33333a@1GroupRoundNonePilesUnknown@~wL[Y@nHid@333333?lPlacesRequiredDisw@ControlAllo4GroupCylindricalUnknownPilesUnknown@~gK[T@nHid@@lPlacesRequiredDisw@ControlAllo3GroupCylindricalUnknownPilesUnknown@~g[D@nHid@@lPla5@RequiredDispw@ControlAllo2GroupCylindricalUnknownPilesUnknown~w I[4@nHid@333333?lPla5@RequiredDis`w@ControlAllo1GroupCylindricalUnknownPilesUnknown@~w`\u@RQ@:@5@0@9@,2SingleSharpNonePilesSquare~_G\`c@@RQ@:@5@0@9@,1SingleSharpNonePilesSquareW@ 0~T@@=@Q@Q@ @2GroupCylindricalUnknownPilesSquare~wET@@=@Q@Q@ @1GroupCylindricalUnknownPilesSquare@~wS@A@(\Jl@3@@6frmI@(\@(\@%@Hzw@ommentstL<**2GroupRoundUnknownPilesSquare~S@A@(\Z{@3@@6frmI@Q@Q@%@Hzw@ommentstL<**1GroupRoundUnknownPilesUnknown~Y@c@73SingleUnknownUnknownUnknownSquare~_dYY@72SingleUnknownUnknownUnknownSquare~_dYI@71SingleSharpUnknownUnknownSquare~_dw LVALЍ= Y s ? ?                                                                  Bridge-section composite sample, colBridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.D16 was less than 0.002 See comments for US1000a.D50 was less than 0.002 See comments for US1000a.D16 was less than 0.002 See comments for US1000a.Bed material samples were collected at the St. Louis gage by the USGS Missouri District. 1200 ft from right bankBed material samples were collected at the St. Louis gage by the USGS Missouri District. 1000 ft from right bankBed material samples were collected at the St. Louis gage by the USGS Missouri District. 700 ft from right bankBed material samples were collected at the St. Louis gage by the USGS Missouri District. 500 ft from right bankBed material samples were collected at the St. Louis gage by the USGS Missouri District. 200 ft from right bankBed material samples were collected at the St. Louis gage by the USGS Missouri District. average for dayBed material samples were collected at the St. Louis gage by the Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.D16 was less than 0.002 See comments for US1000a.D50 was less than 0.002 See comments for US1000a.D16 was less than 0.002 See comments for US1000a.Bed material samples were collected at the St. Louis gage by the USGS Missouri District. 1200 ft from right bankBed material samples were collected at the St. Louis gage by the USGS Missouri District. 1000 ft from right bankBed material samples were collected at the St. Louis gage by the USGS Missouri District. 700 ft from right bankBed material samples were collected at the St. Louis gage by the USGS Missouri District. 500 ft from right bankBed material samples were collected at the St. Louis gage by the USGS Missouri District. 200 ft from right bankBed material samples were collected at the St. Louis gage by the USGS Missouri District. average for dayBed material samples were collected at the St. Louis gage by the Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.D16 was less than 0.002 See comments for US1000a.D50 was less than 0.002 See comments for US1000a.D16 was less than 0.002 See comments for US1000a.Bed material samples were collected at the St. Louis gage by the USGS Missouri District. 1200 ft from right bankBed material samples were collected at the St. Louis gage by the USGS Missouri District. 1000 ft from right bankBed material samples were collected at the St. Louis gage by the USGS Missouri District. 700 ft from right bankBed material samples were collected at the St. Louis gage by the USGS Missouri District. 500 ft from right bankBed material samples were collected at the St. Louis gage by the USGS Missouri District. 200 ft from right bankBed material samples were collected at the St. Louis gage by the USGS Missouri District. average for dayBed material samples were collected at the St. Louis gage by the USGS Missouri District. 1400 ft from right bankBed material samples were collected at the St. Louis gage by the USGS Missouri District. 1000 ft from right bankLVAL` ^ . ȺnK(ridge, 1667 ft long and 46.8 ft wide, is supported by 13 reinforced- concrete pile-bent piers. Each bent consistsSample collected at theSample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Approach-section composite sampleApproach-section composite sampleBridge-section composite sample, collected along the upstream bridge face.The boring logs of the site have been included in the bridge plan profile. Generally the logs indicate sand with some loam layers with fine gravel in the subbottom. No samples were collected and processed.No bed material data are available. There were not lithologic logs on the bridge plans. The discharge measurement at low flow indicated the bed was soft and uneven. Chippewa county highway engineer thought the bed material would be a stiff clay. Bed-material samples were collected in a shallow area of the channel near the bridge. The D16, D50, and D84 were analyzed. The D90 and D95 were not analyzed because of the accuracy of the limited data set. Bed-material samples were collected in a shallow area of the channel near the bridge. Sizes based on 100 samples using the grid-sampling technique. Bed material samples were collected in a shallow area near the right bank. The D16, D50, and D84 were analyzed, but the D90 Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Approach-section composite sampleApproach-section composite sampleBridge-section composite sample, collecSample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Approach-section composite sampleApproach-section composite sampleBridge-section composite sample, collected along the upstream bridge face.No bSample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Approach-section composite sampleApproach-section composite sampleBridge-section composite sample, collected along the upstream bridge face. Bed-material samples were collected in a shallow area of the channel near the bridge. The D16, D50, and D84 were analyzed. The D90 and D95 were not analyzed because of the accuracy of the limited data set. Bed-material samples were collected in a shallow area of the channel near the bridge. Sizes based on 100 samples using the grid-sampling technique. Bed material samples were collected in a shallow area near the right bank. The D16, D50, and D84 were analyzed, but the D90 and D95 were not analyzed because of the accuracy of the limited data set. Bed material samples were collected in a shallow area near the right bank. Sizes based on 100 samples using the grid-sampling technique. Bed-material samples were collected in a shallow area of the channel near the bridge. The D16, D50, and D84 were analyzed. The D90 or D95 were not analyzed because of the accuracy of the limited data. Bed-material samples were collected in a shallow area of the channel near the bridge. Sizes based on 100 samples using the grid-sampling technique.The streambed is armored by gravel. Bed-material samples were collected in a shallow area of the channel near the bridge. The D90 and D95 were not analyzed because of the accuracy of the limited data set.The streambed is armored by gravel. Bed-material samples were collected in a shallow area of the channel near the bridge. The sizes are based on 100 samples using a grid-sampling technique Bed-material samples were collected in a shallow area of the channel near the bridge. The D16, D50, and D84 were analyzed. The D90 or D95 were not analyzed because of the accuracy of the limited data set. Bed-material samples were collected in a shallow area of the channel near the bridge. The sizes are based on 100 samples using the grid-sampling techniquecLVAL Д3΃Niijjjjj j j j j jj j j jjRP1 - U/S bridge, top of concrete wall above 1st drain (Elev = 902.63) RP2 - D/S bridge, top of concrete wall @ marked RM (Elev = 906.96) BM #389 - Set nail and washer in north side of 18" oak,Elevations presented are to MDOT Datum, which appears toElevations presented are to MDOT Datum, which appears to be National Geodetic Vertical Datum of 1929 at this site.The datum of the site is 1208.34 ft above sea level, and the check bar elevation is 37.849 ft.RM #1 is a chiseled "x" in the left upstream concrete abutment set equal to elevation 99.99 ft.RM #1 is a chiseled "x" in the left upstream concrete abutment set equal to elevation 4305.48 (NGVD 1929).RP1 - U/S bridge, top of concrete wall above 1st drain (Elev = 902.63) RP2 - D/S bridge, top of concrete wall @ marked RM (Elev = 906.96) BM #389 - Set nail and washer in north side of 18" oak, 237' south of station 172+72 (Elev = 902.93) USGS Gaging Station located approximately 2300' upstream of bridge: Datum of gage is 868.26 ft above sea level, datum of 1929. The outside reference gage is a 6" wide channel iron with staff sections lThe elevations reported were taken froThe elevations reported were taken from the Galvin Road overflow bridge plans.The datum of the site is 1208.34 ft above sea level, and the check bar elevation is 37.849 ft.RM #1 is a chiseled "x" in the left upstream concrete abutment set equal to elevation 99.99 ft.RM #1 is a chiseled "x" in the left upstream concrete abutment set equal to elevation 4305.48 (NGVD 1929).\lttttt t t t t t t tt PierID% 3 PileTipElevation9 3CapShape) 3$FootOrPileCapWidth= 3BottomElevation7 3TopElevation1 3* Q@@@a@a@i@N@IIINoNoneNone{uokf ;yNML0LjK  R   W]zGw@ףp= @(\@Q?<@|a@11GroupRoundNonePilesUnknown@ ~wV]q= ףpu@n@@q= ףp?<@`@10GroupRoundNonePilesUnknown@ ~wU]q= ףs@H@@q= ףp?<@fffff6a@9GroupRoundNonePilesUnknown@ ~wT]q= ףp@"@@q= ףp?<@fffff6a@8GroupRoundNonePilesUnknown@~w3R@p= m@ierSco@6frm`B@Gz@Gz@/@Hzw@ommentstL<**2SingleSharpRiprapUnknownOtherK@ ~w2R@(\=@ierSco@6frm`B@ ףp=…@ ףp=@/@fffff@ommentstL<**1SingleSharpRiprapPilesOtherK@ ~w=Q@@6UnknownCylindricalUnknownUnknownUnknown~Gt>Q5UnknownUnknownUnknownUnknownUnknown~Gd?Q4UnknownUnknownUnknownUnknownUnknown~GdQ@2@QԊ@3SingleRoundUnknownUnknownUnknown~Gv9Q2SingleUnknownUnknownUnknownUnknown~Gd,Q@2@33333ߊ@J@2SingleRoundUnknownPouredSquare~GvtLVALNnnThe water-surface elevation was measured from the both the upstream (north) and downstream (south) edges of the bridge via a tapedown at rail #15. The elevation of the tapedown location wThe water-surface elevation was measured from the both the upstream (north) and downstream (south) edges of the bridge via a tapedown at rail #15. The elevation of the tapedown location was surveyed to be 1236.29 feet above sea level. The surveyed water-surface elevations were based on the elevation of the top of pavement at the right downstream abutment corner, 1230.78 ft.O{tmf_XQJC<5.'  xqjc\UNG@92+$ 2|||||||wwwwwwwsssssssjjjjjjjZZZZZZZ;;;;;;;QQQQQQQMMMMMMMDD@/-QW@@2@33333#@33333 @"@1SingleRoundNonePouredSquare@ ~O@ LVAL N        \t @>\t @~sq_dAbutment-Hydrograph~sq_dContractionScour@8/%4MR2KeepLocal T||||||z ` i\t @ i\t @~sq_dAbutment-Hydrograph~sq_dContractionScour2@. 4MR2KeepLocal T~~~~~~| `\t @\t @~sq_dAbutment-Hydrograph~sq_dContractionScour3@:/>4MR2KeepLocal T~~~~~~| `\t @\t @~sq_dAbutment-Hydrograph~sq_dContractionScour4@:/;4MR2KeepLocal T~~~~~~| `2\t @2\t @~sq_dAbutment-Hydrograph~sq_dContractionScour5@:/84MR2KeepLocal T~~~~~~| `2\t @2\t @~sq_dAbutment-Hydrograph~sq_dPierScour4@%54MR2KeepLocaRM1--Elevation 272.70 ft MSL. Chiseled square painted blue in left upstream end of headwall of culvert on Route 603, 30 ft south of junction of Route 603 and Route 602. RM2--Elevation 279.39 ft MSL. Chiseled notch painted blue on upstream handrail post at centerline of main channel, 57 ft north of south end of bridge and 263 ft south of north end of bridge. Marked with a chiseled arrow. RM3--Elevation 279.36 ft MSL. Chiseled notch painted blue on downstream handrail post RM1--Elevation 272.70 ft MSL. Chiseled square painted blue in left upstream end of headwall of culvert on Route 603, 30 ft south of junction of Route 603 and Route 602. RM2--Elevation 279.39 ft MSL. Chiseled notch painted blue on upstream handrail post at centerline of main channel, 57 ft north of south end of bridge and 263 ft south of north end of bridge. Marked with a chiseled arrow. RM3--Elevation 279.36 ft MSL. Chiseled notch painted blue on downstream handrail post at centerline of main channel approximately 50 ft north of south end of bridge and 270 ft south of north end of bridge. Marked with a chiseled arrow. BM--Elevation 451.239 ft MSL. On line 104 located 3.0 miles northwest of Blackstone, Va. C&GS reference mark disk at the NEBO station site: 65.28 ft south of the station, 55.2 ft east of the north corner of a frame house and just east of a wire fence line, set in the top of a concrete post, flush. Stamped NEBO NO 1 1965.fvO8 T @ 2 L  r| Nd  !D16PierScourD16frm_pierscr.D16V82   !D84PierScourD84frm_pierscr.D84V82   !D95PierScourD95frm_pierscr.D95V82    CommentsPierScourCommentsfrm_pierscr.CommentstL<**  ( DebrisEffectsPierScourDebrisEffectsfrm_pierscr.DebrisEffects`F44  !SigmaBedMaterialPierScourSigmaBedMaterialfrm_pierscr.SigmaBedMateriallL::  !D50PierScourD50frm_pierscr.D50V82   !CrestPierScourCrestfrm_pierscr.Crestb@6$$  !TroughPierScourTroughfrm_pierscr.TroughhD8&&  d BedFormPierScourBedFormfrm_pierscr.BedFormnH:((  d BedMaterialTypePierScourBedMaterialTypefrm_pierscr.BedMaterialTypehJ88  d SedTransportPierScourSedTransportfrm_pierscr.SedTransport\D22  !SkewToFlowPierScourSkewToFlowfrm_pierscr.SkewToFlowT@..  !EffectPierWidthPierScourEffectPierWidthfrm_pierscr.EffectPierWidthhJ88  !ApproachDepthPierScourApproachDepthfrm_pierscr.ApproachDepth`F44  !ApproachVelPierScourApproachVelfrm_pierscr.ApproachVelXB00  !TopWidthPierScourTopWidthfrm_pierscr.TopWidthtL<**  !SideSlopePierScourSideSlopefrm_pierscr.SideSlopezP>,,  !AccuracyPierScourAccuracyfrm_pierscr.AccuracytL<**  !ScourDepthPierScourScourDepthfrm_pierscr.ScourDepthT@..  ( USOrDSPierScourUSOrDSfrm_pierscr.USOrDShD8&&  !TimePierScourTimefrm_pierscr.Time\<4""  !DatePierScourDatefrm_pierscr.Date\<4""  d PierIDPierScourPierIDfrm_pierscr.PierIDhD8&&  !SiteIdPierScourSiteIdfrm_pierscrl`y@@@nDecimalPlacesRequiredDisplayIII0NoneRiprap{smkf?.N Discharge+ 3 Stage# 3Sec 3Min 3Hr 3Day 3Mon 3Year! 3HydrographNo1 3*([__SiteID] = SiteID)C __SiteID ' Day  1Q@@2@Hz@Hzߊ@"@@6UnknownRoundNonePilesSquare@~.N             Stage# 3Sec 3Min 3Hr 3Day 3Mon 3Year! 3HydrographNo1 3*([__SiteID] = SiteID)C __SiteID ' Day  Mon  Year!  HydrographNo1 0Q~@@2@(\@(\ފ@"@@5UnknownRoundNonePilesSquare@~.tJ b 6 L             Discharge+ 3 Stage# 3Sec 3Min 3Hr 3Day 3Mon 3Year! 3HydrographNo1 3*([__SiteID] = SiteID)C __SiteID ' Day  /Qx@@2@q= ף@q= ף@"@8@4UnknownRoundNonePilesSquare@~peϿ           R |@<@@@ @>@5260StraightYesNo0N/ASlopingMain!@{rmkgbXR Q@D@fffff@4@33333/@tact-Ref@EllipticalYesYesYesN/ASlopingMain{rmhc^RR  LVAL The elevation of the gage is 3330 ft above sea level; this value was determined from a topographic map rather than directly surveyed. RM #1 - standard brass cap set in right downstream bridge wingwall 50ft upstream from gage house. Elevation is 21.51 ft above gage datum. RM#2 - is the head of lag screw in a power pole 9ft upstream and 9ft shoreThe elevation of the gage is 3330 ft above sea level; this value was determined from a topographic map rather than directly surveyed. RM #1 - standard brass cap set in right downstream bridge wingwall 50ft upstream from gage house. Elevation is 21.51 ft above gage datum. RM#2 - is the head of lag screw in a power pole 9ft upstream and 9ft shoreward from gage house. Elevation is 12.85 ft above gage datum. RM#3 - is the head of a lag screw in pine tree 50 ft downstream from gage house. Elevation is 11.79 ft above gage datum. RP - is a yellow paint mark on the streamward end of a flat boulder, 15ft streamward from the gage house. Elevation is 10.43 ft above gage datum. LVALУLQ N ̪̪̪̪̪̪̪̪̪ 0 ,K ܉ C\uE LJ Ud*|^@  @ @ SiSupportFiles.SiteID2)\t @)\t @~sq_dAbutment-Hydrograph~sq_dAbutmentScour3@$C44MR2KeepLocal Txxxxxxv `>\t @>\t @~sq_dAbutment-Hydrograph~sq_dAbutmentScour4@$@44MR2KeepLocal Txxxxxxv `>\t @>\t @~sq_dAbutment-Hydrograph~sq_dContractionScour@8/%4MR2KeepLocal T||||||z ` i\t @ i\t @~sq_dAbutment-Hydrograph~sq_dContractionScour2@. 4MR2KeepLocal T~~~~~~| `\t @\t @~sq_dAbutment-Hydrograph~sq_dContractionScour3@:/>4MR2KeepLocal T~~~~~~| `\t @\t @~sq_dAbutment-Hydrograph~sq_dContractionScour4@:/;4MR2KeepLocal T~~~~~~| `2\t @2\t @~sq_dAbutment-Hydrograph~sq_dContractionScour5@:/84MR2KeepLocal T~~~~~~| `2\t @2\t @~sq_dAbutment-Hydrograph~sq_dPierScour4@%54MR2KeepLocal T|ppppppn `D\t @D\t @~sq_dAbutment-Hydrograph~sq_dContractionScour6@:/24MR2KeepLocal T~~~~~~| `D\t @D\t @~sq_dAbutment-Hydrograph~sq_dPierScour5@&/泓4MR2KeepLocal T|ppppppn `\t @\t @~sq_dAbutment-Hydrograph~sq_dSupport Files@? @.4MR2KeepLocal Tvvvvvvt `3;t @n7@Support Files@@|@THH<<<<<<<: @vT;b+@;b+@~sq_dSite - Bridge2~sq_dBed Material@s4 4MR2KeepLocal Tvjjjjjjh `R'+@'+@~sq_ffrm_peaks@=F!.4MR2KeepLocal TJ>>>>>>< `Gj@j@frm_pierscr@88888888886 F`ɼ@`ɼ@frm_Pier@22222222220 EQO@QO@frm_peaks@4ά( G&bSupportFilesJOwNMmM aLKoKJaJI{IIH"HG/GFIFEcED}DCCB]1Unknown@qe\\Z\I@olumnHiddenDecimalPlacesRequiredD5Unknownee\\Z@Q@%@@@(\?333333@CPipe DredgeCohesiveq@$si\ZQ@%@@@(\?333333@BUnknownee\\Z@Q@%@@@(\?333333@AUnknownee\\Z@Q@?Q?Gz?Q?333333@6Non-Cohesive.@$vj\\ZQ@*@@?{Gz?333333@5Unknownee\\Z_Q@%@@@(\?333333@4Unknownee\\Z@^\0c ` @c `4Unknownee\\Z@Z\0c ` @c `3Unknownee\\Z@Y\0c ` @c `2Unknownee\\Z@\    p1Unknownee\\Z@H )@  Y c(Y 333333@Y2BM-54Unknownllc\Z@[Gz?{Gz?9v?2GrabUnknownkkb\ZN[1Unknownee\\Z@R`)@ Admin ףp= ? F&4Unknownee\\Z@R`)@ Admin ףp= ? F&3Unknownee\\Z@R`)@ Admin ףp= ? F&2Unknownee\\Z@T(@ Admin F&redD3Unknownee\\Z@T(@ Admin F&redD2USGS BM-54 SamplerUnknownyyp\Z@T(@ Admin F&redD1USGS BM-54 SamplerUnknownyyp\Z@S(@ Adffffff?333333?Q? F&redD3UnknownZ@$qe\\ZS(@ Admin F&redD2Unknownee\\Z@S(@ AdHzG?{Gz?{Gz? F&redD1UnknownU@ $qe\\ZW@$@9@0@MbP?1Grab on bedCohesive*@si\ZX $@1grabCohesiveX@#xlb\ZR`)@ Admin ףp= ? F&1Non-Cohesive4@#vj\\ZZ$@HLN Adf@Z@33333sM@@@{Gz@1Grab on bedUnknownrri\ZOY0DMTHLN Ad@U@O@A@2@333333@1Grab on bedNon-CohesiveM@wi\ZGU@n@ E@NB1Non-Cohesivejj\\ZDTpd{tmf_XQJC<5.'  xqjc\UNG@92+$ |||||||wwwwwwwsssssssjjjjjjjZZZZZZZ;;;;;;U@o@>@None0No0N/ASlopingMain@tne`^ZXRR LVALƛРFD16 was less than 0.002 Bed-material samples were collected twice in the winter/spring of 1997. The first samples were collected in February, when the discharge at Rosharon, Tex. was about 5,000 cfs. All but two of the samples collected in March had median grain sizes in the clay-particle size range. Additional samples were collected in April when the discharge at Rosharon, Tex. was about 45,000 cfs. All but two of the April samples had median grain sizes in the sand-particle size range. Values reported in the data base were subjective judgements of the typical value from the complete data presented below. DATE LOCATION RANGE D16 D50 D84 D95 Sigma 2/4/97 US1000 20-60 <0.002 0.041 0.18 0.29 4.3732 2/4/97 US1000 100-140 0.15 0.226 0.32 0.41 1.4779 2/4/97 US1000 180-260 <0.002 0.002 0.05 0.16 21.948 2/4/97 US1000 300 <0.002 0.003 0.13 2.16 47.879 2/4/97 US1000 340 <0.002 0.003 0.02 0.04 6.427 2/4/97 US30 25-130 <0.002 0.018 0.08 0.12 4.5676 2/4/97 US30 175-225 <0.002 0.003 0.14 0.19 54.243 2/4/97 US30 275-375 <0.002 0.002 0.06 0.20 24.773 2/4/97 US30 425 <0.002 0.003 0.03 0.06 12.913 2/4/97 DS600 20 <0.002 0.006 0.08 0.17 13.118 2/4/97 DS600 60 <0.002 <0.002 0.02 0.04 2/4/97 DS600 100-220 0.002 <0.002 0.02 0.05 2/4/97 DS600 260-340 <0.002 <0.002 0.03 0.09 Apr-97 US1000 0-45 0.07 0.139 0.20 0.26 1.7341 Apr-97 US1000 90 0.14 0.197 0.27 0.33 1.4138 Apr-97 US1000 135-18 0.13 0.193 0.28 0.37 1.4565 Apr-97 US1000 225-270 0.17 0.251 0.37 0.49 1.4843 Apr-97 US100LVAL&N        0 315 0.18 0.393 10.65 17.95 7.7172 Apr-97 US1000 360 0.19 0.280 0.37 0.45 1.4133 Apr-97 US30 160-320 0.13 0.173 0.24 0.32 1.3796 Apr-97 US30 360 0.002 0.034 0.09 0.15 2.7418 Apr-97 US30 390 <0.002 <0.002 0.02 0.04 Apr-97 DS600 45-270 0.15 0.229 0.32 0.40 1.4644 Apr-97 DS600 315-360 0.14 0.20 0.28 19.80 1.3909 Lithologic logs from the bridge plans provided by the Texas Department of Transportation showed the streambed at FM 2004 to be composed of fine sand, silt, and clay. Clay is the predominant material throughout the main channel below an elevation of about  50 ft MSL. Above this elevation, clay was common but sands and silts were also noted. This reach of river apparently moves significant amounts of sand from upstream during higher flows as noted in the April bed material samples, but clay appears to be the predominant bed material at the bridge. During periods of low flow, sand is likely stored on the point bars located between Brazoria and FM 2004._oU@n@ @[@Q@E@Qk!@NB1Grab on BedNon-Cohesive#@wi\ZVpfOD@o@None000N/ASlopingUnknownn@ ulc^\ZXRR )9OU@W@RightSingleRoundNoneUnknownUnknown~WdLVALEK\DP*oP*  9?$oP*oo@%o <o:oRozoooo o2oRorooooo:ojooooo0oHopooooo(oHohooooo0o`oooo o o o o o o o o o o o o o o o o o o o oo:oRozCoooo o2oRorooooo:ojoooo       (       (       (  (     (    Pier.SiteIDPierPier.PierID#Pier.BridgeStationPier.Alignment%Pier.HighwayStationPier.PierType#Pier.NumberOfPilesPier.PileSpacingPier.PierWidthPier.PierShape'Pier.PierShapeFactorPier.PierLength%Pier.PierProtection%Pier.PierFoundation!Pier.TopElevation'Pier.BottomElevation-Pier.FootOrPileCapWidthPier.CapShape)Pier.PileTipElevationPier.Description( o oo oo7Ũn7@( o8 o oi{ :oi{ Roi{ zoi{ oi{ oi{ oi{  oi{ 2oi{ Roi{ roi{ oi{ oi{ oi{ oi{ :oi{ joi{ oi{ oi{ oi{ Pier(oooooS*@Pier Data8 o o8o 0o@o HoHo poPo oXo o`o ohoopo  (oxo  Hoo  hoo  oo  oo oo oo 0oo `oo oo oo ooo0oHopooooo(oHohooooo0o`oooooi{ :oi{ Roi{ zoi{ oi{ oi{ oi{  oi{ 2oi{ Roi{ roi{ oi{ oi{ oi{ oi{ :oi{ joi{ oi{ oi{ oi{ Pier oo :oo Roo zo o o(o o0o o8o o@o 2oHo RoPo roXo o`o oho opo oxo :oo joo oo oo ooo0oHopooooo(oHohooooo0o`oooo oP&o !o o8ooo(oxoooooooooooooooooooooooooooooooooooooooooooooooooooooooooooooo`*oh"oNoo PNoo Noo Noo Noo PNoo Noo Noo Noo  PNoo  Noo  Noo  PNoo  PNooLVALN  ////// Noo Noo Noo PNoo Noo Noo $oz #o)o#oo{8 opoooooo oPo oo oo0 oo@ o0oP oho` oop oo oo oHo oo oo oo o(o o`o o o!opo oooPo (ooo0o (hooo (o (Hoooo ((o`o oxP"o"o"o"o#o#o#o#o #o(#o0#o8#o@#oH#oP#oX#o`#oh#op#ox#opooooPoooo0ohooooHoooo(o`oooPier($o@$oP$oh$o x$o$o$oSitePier SiteIDPrimaryKeyPKey PierIDNumberOfPiles NoDups$oov 'o'o)ooP&oP&qoP&oP&oP&oP&oP&oP&oP&oP&oP&oP&oP&oP&oP&oP&oP&oP&oP&oP&oP&oP&oP&oP&oP&oP&oP&oP&oP&oP&o)o o)o)oH*o(oPierNo@%oPNo@%o No@%o'o!o'o`(o((op(oo @%o)o )o()o8)o NoDups p)o L)o{ t)oH)o)o (o)o)o)o(o NoDups((oNoP&o)o)o)o0*oo}g Q Q 9 ! {_C3#uY @ @w-`,@@"@@@@\(\?MbX9?333333@YP2-1HANDNon-Cohesive2@ &tf`Zv-`,@@"@@F@:@@?333333@YP1-1HANDNon-Cohesive2@&tf`Zu-`,@@"@@>@3@@Q?333333@YBR-1HANDNon-CohesiveL@&tf`Zt,+@@ @?@R@Q@N@(@333333@YP2-1Non-Cohesive2@&zn``Zs,+@@ @?@G@B@ffffff$@Q?333333@YBR-1Non-CohesiveL@#zn``Zr+@,@@"@@F@A@2@"@333333@YP2-1Non-Cohesive2@ #zn``Zq+@,@@"@@(\?333333?Zd;?J4q?333333@YP1-1Non-Cohesive2@ #zn``Zp+@,@@"@@A@9@$@@333333@YBR-1Non-CohesiveL@ #zn``Zo*/@@$@@??(\?Mb?333333@YP2-1HANDMildly2@ #znf`Zn*/@@$@@@@@Q?333333@YP1-1HANDMildly2@ #znf`Zm*/@@$@@333333?333333?)\(?p= ף?333333@YBR-1HANDMildlyL@#znf`Zl)-@@"@(@7@L3@@Q?333333@YP4-1HANDNon-Cohesive1@#tf`Zk)-@@"@(@??(\?Q?333333@YP3-1HANDNon-Cohesive1@ tf`Zj)-@@"@(@!@@Q??333333@YP2-1HANDNon-Cohesive1@ tf`Zi)-@@"@(@1@&@333333?Q?333333@YP1-1HANDNon-Cohesive1@ tf`Zh)-@@"@(@(@@??333333@YBR-1HANDNon-CohesiveL@ tf`Zg( %@@@&@ H@.@RQ?333333@Y2SHOVELAlluvial_Over@ 3sd\Zf( %@@@&@a@Y@F@,@333333@Y1GRIDAlluvial_Over@ 3}qb\Ze'@+@@ @=@ C@*@)\(?333333@Y2SHOVELAlluvial_Over@3sd\Zd'@+@@ @=@K@E@;@2@333333@Y1GRIDAlluvial_Over@3}qb\Zc&@*@@ @5@ ;@(@333333?333333@Y2SHOVELAlluvial_Over@3sd\Zb&@*@@ @5@@P@J@<@,@333333@Y1GRIDAlluvial_Over@3}qb\Za%&@@@7@ F@,@(\?333333@Y2SHOVELUnknownmmd\Z^`%&@@@7@W@N@@@.@333333@Y1GRIDUnknown?@ wkb\Z_$@@$@9@ B@.@333333?333333@Y2SHOVELNon-Cohesive@3~rd\Z^$@@$@9@@V@M@;@&@333333@Y1GRIDNon-Cohesive@3|pb\Z]#@@$@8@ @@.@@333333@Y2SHOVELNon-Cohesive@3~rd\Z\#@@$@8@S@K@@@2@333333@Y1GRIDNon-Cohesive@3|pb\Z["`q@ @@(@H@>@ @ffffff?333333@Y1std sieveNon-Cohesiveuug\Z_xj N 1    !!kO )@U@@@?@F@@@fffff7@ffffff-@333333@YP4-2HANDNon-Cohesive2@&tf`Z)@U@@@?@ffffff@??q= ףp?333333@YP3-2HANDNon-Cohesive2@&tf`Z)@U@@@?@ ףp= ??MbX?~jt?333333@YP1-2HANDNon-Cohesive2@&tf`Z)@U@@@?@7@2@RQ@?333333@YAP-1HANDNon-Cohesive#@&tf`Z)@U@@@?@.@ffffff@/$?Q?333333@YBR-2HANDNon-CohesiveL@&tf`Z:Y@?= ףp=?Q?y&1?333333@Y46Non-CohesiveJ@&xl^^Zw:Y@?q= ףp?Q??333333@Y43Non-CohesiveI@&xl^^Zw @;@@$@@"@@Fx?Q?333333@Y4HAND (P)Non-Cohesivettf\Z_ @;@@$@@333333&@Q@RQ?I +?333333@Y3HANDNon-Cohesiveppb\Z_9 @$@ @(@ ףp= @= ףp=@HzG??333333@Y2Non-Cohesivejj\\Z_9@$@ @?(\@HzG@ ףp= ?(\?333333@Y1Non-Cohesivejj\\Z_8@ @"@5@f@R@B@2@333333@Y1GRIDNon-Cohesiveppb\Z_7@ @"@9@@`@U@K@C@333333@Y1GRIDNon-Cohesiveppb\Z_6@G@@@$@ffffff??Gz?ffffff?333333@Y1BOTTLENon-Cohesiverrd\Z_5@@ @"@&@@o@@e@R@@@333333@Y1GRIDNon-Cohesiveppb\Z_4O@@@2@p= ף?q= ףp?Q?Q?333333@Y1BMH-60Non-Cohesiverrd\Z_3F@@@@%@333333@q= ףp?(\?333333@Y1SCOOPNon-Cohesiveqqc\Z_2@N@@@@@@Gz?ffffff?333333@Y1BMH-60Non-Cohesiverrd\Z_1M@@@?@ffffff@?ffffff?{Gz?333333@Y1BMH-53Non-Cohesiverrd\Z_0,@@"@$@)\(?A`"?jt?ZӼ}?333333@YP2-1HANDMildly2@&znf`Z0,@@"@$@?HzG?Gz?ʡE?333333@YP1-1HANDMildly2@&znf`Z0,@@"@$@ffffff?(\?zG?)\(?333333@YBR-1HANDMildlyL@&znf`Z/ *@@ @4@H@G@7@@333333@YP2-1AHANDNon-Cohesive?@&ugaZ~/ *@@ @4@D@=@1@333333@333333@YP2-1HANDNon-Cohesive1@&tf`Z}/ *@@ @4@"@@(\?333333?333333@YP1-1AHANDNon-CohesiveA@&ugaZ|/ *@@ @4@6@0@@q= ףp?333333@YP1-1HANDNon-Cohesive2@&tf`Z{/ *@@ @4@F@<@@?333333@YBR-1HANDNon-CohesiveL@ &tf`Zz. -@@"@*@ @@?Mb?333333@YP2HANDMildly2@ &xld^Zy. -@@"@*@ffffff? ףp= ?Q?Q?333333@YP1HANDCohesive2@ &znd^Zx. -@@"@*@@@Q?Mb?333333@YBRHANDCohesiveL@ &znd^ZONp m g i k m oc+okgc] | Z 8  ;O@@@2@@Q?'1Z?Mb?333333@YP1-2Unknown1@3ui``Z;.@@"@;@!@ffffff@?RQ?333333@YP1-1Unknown1@3ui``Z;@@(@@5@P@H@333333@zG?333333@YAP2Unknown#@3th__Z;@$@@6@7@1@ @?333333@YAP1Unknown#@3th__Z;@@(@@5@<@,@{Gz?)\(?333333@YBR5UnknownL@ 3th__Z;@$@@6@@@3@@333333?333333@YBR4UnknownL@2th__Z;~@ @@9@3@'@(\??333333@YBR3UnknownL@2th__Z;O@@@2@(\?ףp= ?{Gz?p= ף?333333@YBR2UnknownL@2th__Z;.@@"@;@4@)@?(\?333333@YBR1UnknownL@ 2th__ZJY@4@@ @?333333?zG?Q?333333@YDS600bBM50Non-CohesiveSee comments for US1000a.vhbZJY@4@@ @Q?(\?? 333333@YUS30bBM50Non-Cohesive4@ 2ugaZJY@4@@ @Gz?333333?)\(?(\?333333@YUS1000bBM50Non-CohesiveSee comments for US1000a.wicZJ Q@4@@@?Q?c(Y 333333@YDS600aBM50Cohesive4@ 2~rhbZJ Q@4@@@333333?Q?~jth? 333333@YUS30aBM50Cohesive4@ 2}qgaZL @$@ @@(\?HzG?ffffff?Gz?333333@Y10Unknowns@ 2sg^^ZL @$@ @@q= ףp @q= ףp@Q?Q?333333@Y9Unknowns@2qe\\ZL @$@ @@ ףp= ??Q?Q?333333@Y8Unknownr@2qe\\ZL @$@ @@(\@Gz?RQ?Gz?333333@Y7Unknownr@2qe\\ZL @$@ @@@= ףp=?zG?{Gz?333333@Y6Unknownr@2qe\\ZL@$@ @@Q@@Q??333333@Y5Unknownk@2qe\\ZL@$@ @@)\(@Gz @Q?HzG?333333@Y4Unknowns@2qe\\ZL@$@ @@Gz@= ףp=??{Gz?333333@Y3Unknowns@2qe\\ZL@$@ @@ffffff@zG@?q= ףp?333333@Y2Unknownr@&qe\\ZN` @,@@3@Q?q= ףp?333333? 333333@Y1UnknownMildly@Qyme\ZMY  Y c(Y 333333@Y1UnknownD@Qqe\\ZL@$@ @@ ףp= ??c(Y 333333@Y1Unknown@Qqe\\ZKY$@ @ Yffffff@@ffffff?Q?333333@Y1Non-Cohesive@Qvj\\Z7J Q@4@@@??~jth? 333333@YUS1000aBM50CohesiveHEƛsicZIY  Y c(Y 333333@Y1Non-Cohesive@ 3vj\\ZHY  Y c(Y 333333@Y1Unknown@ 3qe\\ZLVAL|P\D@0oR@0  9?*o@0ooP+o*  nLowM# 33= nLowL# 33< nHighM% 33; nHighR% 33: nHighL% 339$Bridge_Description= 338 Class# 3oxooooo@opoooo o`,o&o o8ooopoooooooooooooooooooooooooooooooooooooooooooooooooooooooooooooohoP0o(o#NoH$o PNoH$o NoH$o NoH$o PNoH$o NoH$o NoH$o NoH$o NoH$o  NoH$o  NoH$o  NoH$o  NoH$o  PNoH$o PNoH$o PNoH$o NoH$o NoH$o NoH$o NoH$o PNoH$o NoH$o $NoH$o NoH$o NoH$o oz )o/o)op{ oooX%o@oh%oxox%oo%oo%o o%oX o%o o%o o%o!o%o8!o%op!o&o!o&o!o(&o"o8&oP"oH&o"oX&o"oh&o"ox&o0#o&o h#o&o#o&o#o&o$o&oo do@oxo (oo oX o o o!o8!op!o d!o d!o d"oP"o"o"o"o (0#o h#o#o#o$od)o)o )o()o0)o8)o@)oH)oP)oX)o`)oh)op)ox)o)o)o)o)o)o)o)o)o)o)o)ooo@oxooo oX o o o!o8!op!o!o!o"oP"o"o"o"o0#oh#o#o#o$oH$oPierScour`*o*o*o*o d*oSitePierScour SiteIdPrimaryKeyPKey PierID*oov -o-o/oo`,o`,qo`,o`,o`,o`,o`,o`,o`,o`,o`,o`,o`,o`,o`,o`,o`,o`,o`,o`,o`,o`,o`,o`,o`,o`,o`,o`,o`,o`,o/o o/o/o80o`.oPierScourNoP+oNoP+o-o&o.o@.oo P+o.o /o/o/oSitePierScour P/o ,/o{ T/o(/od/o `.o/o`/oh/oP.oSitePierScour.oNo`,o/o/o/o 0oH$oLVAL4 U _ . j 9  ? [8_.j9uD{/zIT#Y Y Y Y  Y (Y 0Y 8Y @Y H SiSample collected at theSample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Approach-section composite sampleApproach-section composite sampleApproach-section composite sampleBridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Sample collected at the upstream face of pier 3Sample collected at the upstream face of pier 3Sample collected at the upstream face of pier 3Sample collected at the upstream face of pier 3Sample collected at the upstream face of pier 3Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Approach-section composite sampleApproach-section composite sampleApproach-section composite sampleBridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Bed-material size distribution reported are from information provided the MnDOT. A review of the lithologic logs for the replacement bridge show that the subsurface material is primarily sands, silts, with some gravel. D16 was less than 0.062No sieve information for bed material samples was available. The low-water survey completed in July 1997 noted that the bottom was composed of firm rock and gravel and was uneven. The bridge plans did not contain lithologic logs but did contain some penetration values, suggesting that there was no bed rock in the area.Bed material samples were collected at the St. Louis gage by the USGS Missouri District. 400 ft from right bank D50 was < 0.062No bed material samples were collected at this site. The boring logs show sand to be predominant. Bed material samples size distributions presented in Holmes, R.R., Jr., 1993, Sediment transport in the lower Missouri and the central Mississippi Rivers, June 26 through September 14: U.S. Geological Survey Circular 1120-I were fairly consistent for samples at St. Louis, Missouri and at Chester, Illinois. The bed material sizes reported herein were interpolated from this report.d}w q k f b ^ ZUOIC=71 @ @<`@$@$@9@R@P@7@333333?333333@YP3-4Unknown1@!Qui``Z<@ @@>@Q@@@"@ ףp= ?333333@YP3-3Unknown1@ Qui``Z<V@@ @&@K@B@L1@?333333@YP3-2Unknown1@Qui``Z<@3@@&@?E@@@3@333333#@333333@YP3-1Unknown1@Qui``Z<@(@@3@P@E@@(\?333333@YP2-5Unknown1@Qui``Z<`@$@$@9@N@3@@Q?333333@YP2-4Unknown1@Qui``Z<@ @@>@O@F@*@Q?333333@YP2-3Unknown1@Qui``Z<V@@ @&@O@@@$@Q?333333@YP2-2Unknown1@Qui``Z<@3@@&@?<@1@ffffff?T㥛 ?333333@YP2-1Unknown1@Qui``Z<@(@@3@N@C@*@{Gz?333333@YP1-5Unknown1@Qui``Z<`@$@$@9@O@A@*@RQ?333333@YP1-4Unknown1@Qui``Z<@ @@>@F@?@(@(\?333333@YP1-3Unknown1@Qui``Z<V@@ @&@Q@N@7@@333333@YP1-2Unknown1@Qui``Z<@3@@&@?F@@@$@ffffff@333333@YP1-1Unknown1@Qui``Z<@(@@3@@P@J@9@ ףp= ?333333@YAP3Unknown#@Qth__Z<`@$@$@9@P@K@.@333333?333333@YAP2Unknown#@Qth__Z<V@@ @&@@Q@O@33333G@ffffff@333333@YAP1Unknown#@Qth__Z<@(@@3@I@=@#@ ףp= ?333333@YBR5UnknownL@Qth__Z<`@$@$@9@P@E@333333@Q?333333@YBR4UnknownL@Qth__Z<@ 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@"@$@G@C@6@ffffff?333333@YP3-3Unknown1@Tui``Z=W@@ @5@R@P@fffff&B@@333333@YP3-2Unknown1@Tui``Z=@+@@ @=@H@E@$@@333333@YP3-1Unknown1@Tui``Z=@(@@(@I@=@%@Q?333333@YP2-5Unknown1@3Qui``Z=@@$@@<@E@@@2@ @333333@YP2-4Unknown1@2Qui``Z= @ @"@$@9@#@?~jt?333333@YP2-3Unknown1@1Qui``Z=W@@ @5@Q?ffffff?{Gz? 333333@YP2-2Unknown1@0Qui``Z=@+@@ @=@333333?q= ףp?Zd;O?Mbp?333333@YP2-1Unknown1@/Qui``Z=@(@@(@A@8@333333@333333?333333@YP1-5Unknown1@.Qui``Z=@@$@@<@D@@@ffffff @= ףp=?333333@YP1-4Unknown1@-Qui``Z= @ @"@$@@Zd;O?V-?333333@YP1-3Unknown1@,Qui``Z=W@@ @5@Q?sh|??Zd;O? 333333@YP1-20Unknown1@+Qwkb`Z=@+@@ @=@ ףp= ?? rh?{Gzd?333333@YP1-1Unknown1@*Qui``Z=@(@@(@L@F@8@333333 @333333@YAP3Unknown#@)Qth__Z=@@$@@<@Q@O@<@@333333@YAP2Unknown#@(Qth__Z=W@@ @5@ ;@@333333@YAP1Unknown#@'Qth__Z=@(@@(@P@I@%@Q?333333@YBR4UnknownL@&Qth__Z=@@$@@<@Q@M@<@1@333333@YBR3UnknownL@%Qth__Z=W@@ @5@@P@C@L0@ @333333@YBR2UnknownL@$Qth__Z=@+@@ @=@@@6@ffffff$@@333333@YBR1UnknownL@#Qth__Z<@(@@3@L@A@*@@333333@YP3-5Unknown1@"Qui``ZLVALFm< xG R ! ] , h 7  s B ^  ],h7X zW&b1MoLY  Y Y Y Y  Y (Y  Y $Y  , Y  Sample collected at theSample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Approach-section composite sampleApproach-section composite sampleApproach-section composite sampleBridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Approach-section composite sampleApproach-section composite sampleApproach-section composite sampleBridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Approach-section composite sampleApproach-section composite sampleApproach-section composite sampleBridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Sample collected at the upstream face of pier 8Sample collected at the upstream face of pier 8Sample collected at the upstream face of pier 8Sample collected at the upstream face of pier 8Sample collected at the upstream face of pier 8Sample collected at the upstream face of pier 7Sample collected at the upstream face of pier 7Sample collected at the upstream face of pier 7Sample collected at the upstream face of pier 7Sample collected at the upstream face of pier 7Sample collected at the upstream face of pier 6Sample collected at the upstream face of pier 6Sample collected at the upstream face of pier 6Sample collected at the upstream face of pier 6Sample collected at the upstream face of pier 6Sample collected at the upstream face of pier 5Sample collected at the upstream face of pier 5Sample collected at the upstream face of pier 5Sample collected at the upstream face of pier 5Sample collected at the upstream face of pier 5Sample collected at the upstream face of pier 4Sample collected at the upstream face of pier 4Sample collected at the upstream face of pier 4Sample collected at the upstream face of pier 4Sample collected at the upstream face of pier 4Sample collected at the upstream face of pier 3Sample collected at the upstream face of pier 3Sample collected at the upstream face of pier 3Sample collected at the upstream face of pier 3Sample collected at the upstream face of pier 3d}w q k e _ Y SMHD@<71>@(@@?@F@@@3@@333333@YP1-4Unknown1@)Tui``Z> @$@@1@@Q@L@9@ffffff@333333@YP1-3Unknown1@(Tui``Z>P@@@3@E@@@3@'@333333@YP1-2Unknown1@'Tui``Z>@*@@ @5@@C@;@$@ffffff@333333@YP1-1Unknown1@&Tui``Z>@(@@?@G@B@2@ @333333@YAP3Unknown#@%Tth__Z> @$@@1@@Q@M@B@@333333@YAP2Unknown#@$Tth__Z>P@@@3@@Q@M@3@@333333@YAP1Unknown#@#Tth__Z>@(@@?@B@<@2@333333@333333@YBR5UnknownL@"Tth__Z > @$@@1@P@I@4@zG?333333@YBR4UnknownL@!Tth__Z >~@ @@:@U@R@G@)\(?333333@YBR3UnknownL@ Tth__Z >P@@@3@Q@L@&@ffffff@333333@YBR2UnknownL@Tth__Z >@*@@ @5@F@@@$@?333333@YBR1UnknownL@Tth__Z =@(@@(@L@C@)@?333333@YP8-5Unknown1@Tui``Z=@@$@@<@P@I@;@ffffff@333333@YP8-4Unknown1@Tui``Z= @ @"@$@U@S@H@?333333@YP8-3Unknown1@Tui``Z=W@@ @5@Q@N@ffffff@zG?333333@YP8-2Unknown1@Tui``Z=@+@@ @=@F@A@6@?333333@YP8-1Unknown1@Tui``Z=@(@@(@F@<@#@?333333@YP7-5Unknown1@Tui``Z=@@$@@<@O@F@8@@333333@YP7-4Unknown1@Tui``Z= @ @"@$@V@T@L@333333@333333@YP7-3Unknown1@Tui``Z=W@@ @5@Q@M@ffffff@\(\?333333@YP7-2Unknown1@Tui``Z=@+@@ @=@@@333333??333333@YP7-1Unknown1@Tui``Z=@(@@(@A@;@/@ @333333@YP6-5Unknown1@Tui``Z=@@$@@<@@P@K@A@"@333333@YP6-4Unknown1@Tui``Z= @ @"@$@S@L@?@#@333333@YP6-3Unknown1@Tui``Z=W@@ @5@Q@O@A@?333333@YP6-2Unknown1@Tui``Z=@+@@ @=@S@@R@M@;@333333@YP6-1Unknown1@Tui``Z=@(@@(@I@A@ @333333@333333@YP5-5Unknown1@Tui``Z=@@$@@<@O@J@@@@333333@YP5-4Unknown1@ Tui``Z= @ @"@$@Q@M@=@@333333@YP5-3Unknown1@ Tui``Zb}w q m i e _ YSMGA;5/3@@(@@4@M@C@3@333333@333333@YP1-5Unknown1@Wui``Z2@ @$@@1@E@@@1@333333@333333@YP1-4Unknown1@Wui``Z1@@ @$@@333333?+?~jt? 333333@YP1-3Unknown1@ETui``Z0@@[@@"@1@F@3333330@HzG?;On?333333@YP1-2Unknown1@DTui``Z/@5@@&@5@@Q@L@!@?333333@YP1-1Unknown1@CTui``Z.@@(@@4@M@?@1@ @333333@YAP-3Unknown#@BTui``Z-@ @$@@1@7@5@ffffff@~jt?333333@YAP-2Unknown#@ATui``Z,@@ @$@@F@B@4@@333333@YAP-1Unknown#@@Tui``Z+@@(@@4@D@:@!@?333333@YBR-5UnknownL@?Tui``Z*@ @$@@1@D@<@*@Q?333333@YBR-4UnknownL@>Tui``Z)@@ @$@@:@4@ffffff@333333?333333@YBR-3UnknownL@=Tui``Z(@@[@@"@1@Q@J@$@?333333@YBR-2UnknownL@@4@"@@333333@YP2-1Unknown1@8Tui``Z#?@(@@0@ffffff?(\?Mb?_Q{?333333@YP1-3Unknown1@7Tui``Z"?@$@@??333333?q= ףp?Q?333333@YP1-2Unknown1@6Tui``Z!?@ @&@8@2@ @333333?Q?333333@YP1-1Unknown1@5Tui``Z ?@(@@0@L@A@)@ffffff?333333@YAP3Unknown#@4Tth__Z?@$@@?Q@L@@@@333333@YAP2Unknown#@3Tth__Z?@ @&@8@@@@5@@?333333@YAP1Unknown#@2Tth__Z?@(@@0@K@8@ @q= ףp?333333@YBR3UnknownL@1Tth__Z?@$@@?K@@@1@ @333333@YBR2UnknownL@0Tth__Z?@ @&@8@@@6@@ffffff?333333@YBR1UnknownL@/Tth__Z>@(@@?@:@-@@RQ?333333@YP2-5Unknown1@.Tui``Z> @$@@1@??HzG?Q?333333@YP2-4Unknown1@-Tui``Z>~@ @@:@@ffffff@?{Gz?333333@YP2-3Unknown1@,Tui``Z>P@@@3@5@(@ffffff?333333?333333@YP2-2Unknown1@+Tui``Z>@*@@ @5@#@@??333333@YP2-1Unknown1@*Tui``Z6LVALCm< xG R ! s ' C j 9  u D  {/tQ.f4l:r@xFb Y   SiteID PierIDStationElevationlnlnlnllnlnlnlYYBridge-section composite sample, colBridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Sample collected at the upstream face of pier 30Sample collected at the upstream face of pier 30Sample collected at the upstream face of pier 30Sample collected at the upstream face of pier 30Sample collected at the upstream face of pier 30Sample collected at the upstream face of pier 29Sample collected at the upstream face of pier 29Sample collected at the upstream face of pier 29Sample collected at the upstream face of pier 29Sample collected at the upstream face of pier 29Sample collected at the upstream face of pier 28Sample collected at the upstream face of pier 28Sample collected at the upstream face of pier 28Sample collected at the upstream face of pier 28Sample collected at the upstream face of pier 28Sample collected at the upstream face of pier 27Sample collected at the upstream face of pier 27Sample collected at the upstream face of pier 27Sample collected at the upstream face of pier 27Sample collected at the upstream face of pier 27Approach-section composite sampleApproach-section composite sampleApproach-section composite sampleBridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Approach-section composite sampleApproach-section composite sampleBridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Sample collected at the upstream face of pier 4Sample collected at the upstream face of pier 4Sample collected at the upstream face of pier 4Sample collected at the upstream face of pier 4Sample collected at the upstream face of pier 4Sample collected at the upstream face of pier 3Sample collected at the upstream face of pier 3Sample collected at the upstream face of pier 3Sample collected at the upstream face of pier 3Sample collected at the upstream face of pier 3Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1\}w q k e _ Y SMGA;5/)QA@ @@.@@@333333? ףp= ?333333@YP2-3Unknown1@Wui``ZPAW@@ @3@333333@ffffff@zG?(\?333333@YP2-2Unknown1@Wui``ZOA-@@"@1@{Gz?Gz?(\?MbX?333333@YP2-1Unknown1@Wui``ZNA`@(@@,@@ffffff?q= ףp?{Gz?333333@YP1-5Unknown1@Wui``ZMA@$@$@@ffffff??333333??333333@YP1-4Unknown1@Wui``ZLA@ @@.@ @ffffff@?(\?333333@YP1-3Unknown1@Wui``ZKAW@@ @3@1@333333@ ףp= ?zG?333333@YP1-2Unknown1@Wui``ZJA-@@"@1@?(\?J +?ŏ1w-!?333333@YP1-1Unknown1@Wui``ZIA`@(@@,@$@333333@?q= ףp?333333@YAP-2Unknown#@Wui``ZHA@$@$@@.@$@?{Gz?333333@YAP-1Unknown#@Wui``ZGA`@(@@,@333333@333333@Q?ffffff?333333@YBR-5UnknownL@Wui``ZFA@$@$@@.@ @@)\(?333333@YBR-4UnknownL@Wui``ZEA@ @@.@Q??q= ףp?y&1?333333@YBR-3UnknownL@Wui``ZDAW@@ @3@6@(@ffffff??333333@YBR-2UnknownL@Wui``ZCA-@@"@1@??{Gz?9v?333333@YBR-1UnknownL@Wui``ZB@@(@@4@ ףp= ?)\(?Mb?H}m?333333@YP4-5Unknown1@Wui``ZA@ @$@@1@RQ?HzG?Q? 333333@YP4-4Unknown1@Wui``Z@@@ @$@@+?V-?~jt? 333333@YP4-3Unknown1@Wui``Z?@@[@@"@1@HzG?Mb?q? 333333@YP4-2Unknown1@ Wui``Z>@5@@&@5@?p= ף?? 333333@YP4-1Unknown1@ Wui``Z=@@(@@4@2@*@@?333333@YP3-5Unknown1@ Wui``Z<@ @$@@1@@???333333@YP3-4Unknown1@ Wui``Z;@@ @$@@,@!@@ ףp= ?333333@YP3-3Unknown1@ Wui``Z:@@[@@"@1@ffffff@@?(\?333333@YP3-2Unknown1@Wui``Z9@5@@&@5@7@-@@?333333@YP3-1Unknown1@Wui``Z8@@(@@4@ ;@!@333333@YP2-5Unknown1@Wui``Z7@ @$@@1@D@@@2@@333333@YP2-4Unknown1@Wui``Z6@@ @$@@8@2@(@ffffff@333333@YP2-3Unknown1@Wui``Z5@@[@@"@1@J@F@L1@ffffff@333333@YP2-2Unknown1@Wui``Z4@5@@&@5@F@A@2@@333333@YP2-1Unknown1@Wui``ZH}w q k e ^ V NF>6.&oB @(@@,@.@ @?Q?333333@YP30-5Unknown2@=WvjaaZnB@$@ @&@3@0@HzG@ˡE?333333@YP30-4Unknown2@@4@333333@333333@YP28-1Unknown2@/WvjaaZ`B @(@@,@33333C@;@(@333333?333333@YP27-5Unknown2@.WvjaaZ_B@$@ @&@P@E@@?333333@YP27-4Unknown2@-WvjaaZ^B`@ @$@6@@@333333?ףp= ?333333@YP27-3Unknown2@,WvjaaZ]B@]@@$@@*@ @J +?y&1|?333333@YP27-2Unknown2@+WvjaaZ\B/@@$@@@333333@@?333333@YP27-1Unknown2@*WvjaaZ[B @(@@,@D@=@333333,@Gz?333333@YAP-3Unknown#@)Wui``ZZB@$@ @&@H@D@.@?333333@YAP-2Unknown#@(Wui``ZYB`@ @$@6@M@A@!@{Gz?333333@YAP-1Unknown#@'Wui``ZXB @(@@,@@@= ףp=?+η?333333@YBR-5UnknownL@&Wui``ZWB@$@ @&@@P@J@@?333333@YBR-4UnknownL@%Wui``ZVB`@ @$@6@@@ ףp= ??333333@YBR-3UnknownL@$Wui``ZUB@]@@$@@Q@H@\(\?HzG?333333@YBR-2UnknownL@#Wui``ZTB/@@$@@?ffffff?Gz?ףp= ?333333@YBR-1UnknownL@"Wui``ZSA`@(@@,@ffffff@@(\?ףp= ?333333@YP2-5Unknown1@!Wui``ZRA@$@$@@.@ @@q= ףp?333333@YP2-4Unknown1@ Wui``Z\}w q k e _ Y SMGA;5/)@4@@A@\(\@ffffff!@E@$@@>@@Q@K@4@@333333@YAP-1Unknown#@[ui``ZE@(@@2@P@M@4@p= ף?333333@YBR-5UnknownL@[ui``ZE@$@@>@3@0@@Q?333333@YBR-4UnknownL@[ui``ZE@@ @$@@D@<@$@?333333@YBR-3UnknownL@[ui``ZE W@@ @.@P@ffffffI@(@RQ?333333@YBR-2UnknownL@[ui``ZE6@@&@;@A@=@1@@333333@YBR-1UnknownL@[ui``ZDX@@ @6@ffffff)@333333@ffffff?/$?333333@YP2-2Unknown1@[ui``ZD@1@@$@0@"@ffffff@@= ףp=?333333@YP2-1Unknown1@[ui``ZDX@@ @6@333333@@?(\?333333@YP1-2Unknown1@[ui``ZD@1@@$@0@@?Q?Gz?333333@YP1-1Unknown1@[ui``ZDX@@ @6@.@ffffff @(\@(\?333333@YBR-2UnknownL@[ui``ZD6@@&@;@A@=@1@@333333@YBR-1UnknownL@ [ui``ZC`@(@@>@@ffffff@(\?Q?333333@YP2-5Unknown1@ [ui``ZC@$@@:@D@9@333333@?333333@YP2-4Unknown1@ [ui``ZC}@ @@2@333333@333333@Gz?V-?333333@YP2-3Unknown1@ [ui``Z~CW@@ @,@R@Q@8@ffffff@333333@YP2-2Unknown1@ [ui``Z}C3@@$@>@"@@)\(?/$?333333@YP2-1Unknown1@[ui``Z|C`@(@@>@R@P@G@4@333333@YP1-5Unknown1@[ui``Z{C@$@@:@O@F@3@ffffff@333333@YP1-4Unknown1@[ui``ZzC}@ @@2@T@P@5@Gz?333333@YP1-3Unknown1@[ui``ZyCW@@ @,@@R@N@1@(\?333333@YP1-2Unknown1@[ui``ZxC3@@$@>@F@@@,@@333333@YP1-1Unknown1@[ui``ZwC`@(@@>@B@8@@Q?333333@YAP-3Unknown#@[ui``ZvC@$@@:@F@A@(@?333333@YAP-2Unknown#@[ui``ZuCW@@ @,@O@G@fffff9@ffffff?333333@YAP-1Unknown#@[ui``ZtC`@(@@>@L@D@2@{Gz?333333@YBR-5UnknownL@BWui``ZsC@$@@:@C@<@*@333333?333333@YBR-4UnknownL@AWui``ZrC}@ @@2@D@?@+@?333333@YBR-3UnknownL@@Wui``ZqCW@@ @,@@Q@P@?@@333333@YBR-2UnknownL@?Wui``ZpC3@@$@>@2@,@@Q?333333@YBR-1UnknownL@>Wui``ZLVALEf5q@ a  Q  m ! ^ - i 8  tCIU$`/k;xGPile cap is near high-tide elevation, so piles make effective width for scour. Eight triplets ofSample collected at theSample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Approach-section composite sampleApproach-section composite sampleBridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Sample collected at the upstream face of pier 4Sample collected at the upstream face of pier 4Sample collected at the upstream face of pier 4Sample collected at the upstream face of pier 3Sample collected at the upstream face of pier 3Sample collected at the upstream face of pier 3Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Approach-section composite sampleApproach-section composite sampleBridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Sample collected at the upstream face of pier 3Sample collected at the upstream face of pier 3Sample collected at the upstream face of pier 3Sample collected at the upstream face of pier 3Sample collected at the upstream face of pier 3Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Approach-section composite sampleApproach-section composite sampleBridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Approach-section composite sampleApproach-section composite sampleApproach-section composite sample\}w q k e _ Y SMGA;5/)The two sharp-nosed piers (5 ft wide and 41.7 F@ @(@2@?Gz?333333?I +?333333@YP4-1Unknown1@6[ui``ZF @(@@<@S@Q@0@?333333@YP3-3Unknown1@5[ui``ZF@$@@"@7@1@@?333333@YP3-2Unknown1@4[ui``ZF@ @(@2@/@333333@zG?{Gzt?333333@YP3-1Unknown1@3[ui``ZF @(@@<@,@ffffff@Q?zG?333333@YP2-3Unknown1@2[ui``ZF@$@@"@.@@q= ףp?Q?333333@YP2-2Unknown1@1[ui``ZF@ @(@2@0@@zG?(\?333333@YP2-1Unknown1@0[ui``ZF @(@@<@ffffff?HzG??ʡE?333333@YP1-3Unknown1@/[ui``ZF@$@@"@.@@(\?Q?333333@YP1-2Unknown1@.[ui``ZF@ @(@2@??)\(?Q?333333@YP1-1Unknown1@-[ui``ZF @(@@<@:@@{Gz?Q?333333@YAP-2Unknown#@,[ui``ZF@$@@"@@@&@?Q?333333@YAP-1Unknown#@+[ui``ZF @(@@<@4@+@ @{Gz?333333@YBR-3UnknownL@*[ui``ZF@$@@"@I@(@@Q?333333@YBR-2UnknownL@)[ui``ZF@ @(@2@3@#@ffffff?(\?333333@YBR-1UnknownL@([ui``ZE@(@@2@B@<@/@@333333@YP3-5Unknown1@'[ui``ZE@$@@>@C@=@1@ @333333@YP3-4Unknown1@&[ui``ZE@@ @$@@@@6@'@@333333@YP3-3Unknown1@%[ui``ZE W@@ @.@F@B@4@333333@333333@YP3-2Unknown1@$[ui``ZE6@@&@;@D@@@4@@333333@YP3-1Unknown1@#[ui``ZE@(@@2@F@:@@q= ףp?333333@YP2-4Unknown1@"[ui``ZE@$@@>@D@;@$@?333333@YP2-3Unknown1@![ui``ZE@@ @$@@!@@ffffff?q= ףp?333333@YP2-2Unknown1@ [ui``ZE W@@ @.@Q@@P@-@@333333@YP2-1Unknown1@[ui``ZE@(@@2@.@@ffffff @Q?333333@YP1-5Unknown1@[ui``ZE@$@@>@ffffff?(\?;On?~jt?333333@YP1-4Unknown1@[ui``ZE@@ @$@@ @ @\(\?y&1|?333333@YP1-3Unknown1@[ui``ZE W@@ @.@?{Gz?y&1? ^)p?333333@YP1-2Unknown1@i``ZE6@@&@;@?zG?I +? 333333@YP1-1Unknown1@[ui``ZE@(@@2@P@E@2@@333333@YAP-2Unknown#@[ui``Z\}w q k e _ Y SMGA;5/))@ @$@.@E@>@+@?333333@YP3-3Unknown1@^ui``Z)`@(@@ @7@4@(@?333333@YP2-4Unknown1@^ui``Z)@$@ @@2@,@??333333@YP2-3Unknown1@ ^ui``Z)@ @$@.@'@ffffff @ffffff?333333?333333@YP2-2Unknown1@ ^ui``Z)`@(@@ @P@H@8@333333 @333333@YP1-5Unknown1@ ^ui``Z)@$@ @@p= ף?)\(??+eXw?333333@YP1-4Unknown1@ ^ui``Z)@ @$@.@(@?ףp= ?/$?333333@YP1-3Unknown1@ ^ui``Z)`@(@@ @M@C@/@q= ףp?333333@YAP-3Unknown#@^ui``Z)@$@ @@B@;@,@333333?333333@YAP-2Unknown#@^ui``Z)`@(@@ @A@6@#@?333333@YBR-5UnknownL@^ui``Z)@$@ @@E@>@&@?333333@YBR-4UnknownL@^ui``Z)@ @$@.@B@7@"@?333333@YBR-3UnknownL@^ui``ZG @(@@4@@Zd;?I +?{Gz?333333@YP2-4Unknown1@^ui``ZG @$@$@@(\?p= ף?J +?;On?333333@YP2-3Unknown1@^ui``ZG~@ @@;@p= ף?Q?9v?{Gzt?333333@YP2-2Unknown1@^ui``ZGO@@@2@(\? ףp= ?(\¥?y&1|?333333@YP2-1Unknown1@^ui``ZG @(@@4@ffffff"@@?Q?333333@YP1-5Unknown1@D[ui``ZG @$@$@@0@333333#@@zG?333333@YP1-4Unknown1@C[ui``ZG~@ @@;@7@0@333333@333333?333333@YP1-3Unknown1@B[ui``ZGO@@@2@=@1@(\@Q?333333@YP1-2Unknown1@A[ui``ZG.@@"@9@(@@ffffff?= ףp=?333333@YP1-1Unknown1@@[ui``ZG @(@@4@+@%@p= ף?Q?333333@YAP-2Unknown#@?[ui``ZG @$@$@@;@4@ @?333333@YAP-1Unknown#@>[ui``ZG @(@@4@%@@?ffffff?333333@YBR-5UnknownL@=[ui``ZG @$@$@@@P@I@ffffff?= ףp=?333333@YBR-4UnknownL@<[ui``ZG~@ @@;@*@@?333333?333333@YBR-3UnknownL@;[ui``ZGO@@@2@.@@zG?zG?333333@YBR-2UnknownL@:[ui``ZG.@@"@9@1@!@ffffff?333333?333333@YBR-1UnknownL@9[ui``ZF @(@@<@RQ??&1?9vz?333333@YP4-3Unknown1@8[ui``ZF@$@@"@333333?p= ף?Q?ZӼ}?333333@YP4-2Unknown1@7[ui``ZLVALCm<X5  N  Y ( z . i = y H  ib?{JkdAZ)JSee description for pier 1. Also pieBridge-section composite sample, colBridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Approach-section composite sampleApproach-section composite sampleApproach-section composite sampleBridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Approach-section composite sampleApproach-section composite sampleBridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Composite sample from the approach sectionComposite sample from the approach section.Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Sample collected at the upstream face of pier 4Sample collected at the upstream face of pier 4Sample collected at the upstream face of pier 4Sample collected at the upstream face of pier 3Sample collected at the upstream face of pier 3Sample collected at the upstream face of pier 3Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Approach-section composite sampleApproach-section composite sampleBridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2\}w q k e _ Y SMGA;5/)+ P@@@4@R@P@F@%@333333@YP2-2Unknown1@-^ui``Z+@(@@0@@ @Q?y&1?333333@YP1-5Unknown1@,^ui``Z+@@$@@(@??S㥫?l?333333@YP1-4Unknown1@+^ui``Z+`@ @@@@333333?X9v? 333333@YP1-3Unknown1@*^ui``Z+ P@@@4@ @ @HzG?/n?333333@YP1-2Unknown1@)^ui``Z+@(@@0@R@M@<@ffffff@333333@YAP-2Unknown#@(^ui``Z+@@$@@(@@P@K@ffffff?Q?333333@YAP-1Unknown#@'^ui``Z+@(@@0@@@3@ffffff@333333?333333@YBR-5UnknownL@&^ui``Z+@@$@@(@;@4@@RQ?333333@YBR-4UnknownL@%^ui``Z+`@ @@@E@@@@ rh?333333@YBR-3UnknownL@$^ui``Z+ P@@@4@Q@O@@Q?333333@YBR-2UnknownL@#^ui``Z*@(@@?q= ףp?Q?p= ף??333333@YP2-5Unknown1@"^ui``Z*@$@@>@RQ?p= ף?{Gz?L7A`?333333@YP2-4Unknown1@!^ui``Z*@@ @@"@RQ?333333?333333?~jt?333333@YP2-3Unknown1@ ^ui``Z*S@@@2@RQ?;On?/$?p= ף?333333@YP2-2Unknown1@^ui``Z*@(@@?'@@@\(\?333333@YP1-5Unknown1@^ui``Z*@$@@>@,@ @@(\?333333@YP1-4Unknown1@^ui``Z*@@ @@"@T@K@'@zG?333333@YP1-3Unknown1@^ui``Z*S@@@2@5@L0@(\!@333333?333333@YP1-2Unknown1@^ui``Z*@(@@?2@@RQ?Q?333333@YAP-2Unknown,@^ui``Z*@$@@>@#@333333@??333333@YAP-1Unknown-@^ui``Z*@(@@?333333@?ףp= ?Q?333333@YBR-5UnknownL@^ui``Z*@$@@>@??ffffff?㥛 ?333333@YBR-4UnknownL@^ui``Z*@@ @@"@E@1@Q?~jt?333333@YBR-3UnknownL@^ui``Z*S@@@2@333333@@Gz?Q?333333@YBR-2UnknownL@^ui``Z)`@(@@ @<@6@*@@333333@YP4-5Unknown1@^ui``Z)@$@ @@N@B@333333!@q= ףp?333333@YP4-4Unknown1@^ui``Z)@ @$@.@333333@zG?)\(?y&1?333333@YP4-3Unknown1@^ui``Z)`@(@@ @E@=@*@?333333@YP3-5Unknown1@^ui``Z)@$@ @@A@8@#@?333333@YP3-4Unknown1@^ui``Z\}w q k e _ Y SMGA;5/)*@c@4@;M #@&""@>@R뉄@Rq@-@ @@=@@@= ףp=?Q?333333@YP2-3Unknown1@hui``Z-R@@@"@333333?Q?/$?#~j?333333@YP2-2Unknown1@hui``Z-`@(@@6@C@:@333333@?333333@YP1-5Unknown1@hui``Z-@$@@@D@=@333333&@@333333@YP1-4Unknown1@hui``Z-@ @@=@F@>@333333@Q?333333@YP1-3Unknown1@hui``Z-R@@@"@8@1@ffffff(@@333333@YP1-2Unknown1@hui``Z-`@(@@6@D@;@@= ףp=?333333@YAP-2Unknown#@hui``Z-@$@@@E@=@*@?333333@YAP-1Unknown#@hui``Z-`@(@@6@Q@A@ffffff@Q?333333@YBR-5UnknownL@hui``Z-@$@@@M@A@@Q?333333@YBR-4UnknownL@B^ui``Z-@ @@=@@@4@@(\?333333@YBR-3UnknownL@A^ui``Z-R@@@"@Q@A@@Q?333333@YBR-2UnknownL@@^ui``Z,@(@@&@N@B@)@@333333@YP2-5Unknown1@?^ui``Z,@$@@.@F@B@4@@333333@YP2-4Unknown1@>^ui``Z,`@ @@@A@3@ffffff@p= ף?333333@YP2-3Unknown1@=^ui``Z, U@@@>@F@<@ffffff@333333?333333@YP2-2Unknown1@<^ui``Z,@(@@&@Q@N@A@333333@333333@YP1-4Unknown1@;^ui``Z,@$@@.@D@<@(@Q?333333@YP1-3Unknown1@:^ui``Z,`@ @@@Q@C@+@@333333@YP1-2Unknown1@9^ui``Z, U@@@>@C@C@A@ffffff-@333333@YP1-1Unknown1@8^ui``Z,@(@@&@;@1@ffffff?p= ף?333333@YAP-3Unknown#@7^ui``Z,@$@@.@D@;@&@?333333@YAP-2Unknown#@6^ui``Z, U@@@>@P@F@ffffff)@K7A?333333@YAP-1Unknown#@5^ui``Z,@(@@&@G@A@.@333333@333333@YBR-5UnknownL@4^ui``Z,@$@@.@E@A@*@?333333@YBR-4UnknownL@3^ui``Z,`@ @@@C@;@ffffff@9v?333333@YBR-3UnknownL@2^ui``Z, U@@@>@@Q@M@fffff1@ffffff@333333@YBR-2UnknownL@1^ui``Z+@(@@0@J@>@%@ffffff?333333@YP2-5Unknown1@0^ui``Z+@@$@@(@P@M@E@,@333333@YP2-4Unknown1@/^ui``Z+`@ @@@@U@@Q@K@(@333333@YP2-3Unknown1@.^ui``ZqxV4hF$ z X 6  j H &  | Z 8  l J (  ~ \ :  nL*^<pN, `>rP. b@tR0dB   @s  I@s  gfffffI@s  I@s  I@s  gffffI@s  J@s J@s 33333K@s L@s K@s K@s  O@s gfffffK@s L@s K@s K@s J@s L@s gffffL@s  33333K@s K@s  M@s L@s M@s K@s  M@s  L@s ̌L@s J@s YJ@s 8e ADMSLs 7e ADMSLs 6e ADMSLs 5e ADMSLs 4e ADMSLs 3e ADMSLs 2e ADMSLs 1e ADMSLs 0e ADMSLs /e ADMSLs .e ADMSLs -e ADMSLs ,e ADMSLs +e ADMSLs *e ADMSLs )e ADMSLs (e ADMSLs 'e ADMSLs &e ADMSLs %e ADMSLs $e ADMSLs #e ADMSLs "e ADMSLs !e ADMSLs e ADMSLs e ADMSLs e ADMSLs e ADMSLs e ADMSLs e ADMSLs e ADMSLs e ADMSLs e ADMSLs e ADMSLs gffffc@s c@s ̼c@s c@s ̼c@s ̼c@s gffffc@s c@s c@s c@s d@s Id@s |d@s d@s d@s d@s 33333d@s  d@s  ,d@s  d@s  c@s c@s c@s c@s lc@s x   :     = }  [ > % [ aw ن ll  8    ~=  !  ZbjRxV4hF$ z X 6  j H &  | Z 8  l J (  ~ \ :  nL*^<pN, `>River at mile 18.5 on the Seward Highway, about 16 miles north of Seward, Alaska. The 648-ft bridge is of girder design consisting of seven spans supported by six round-nosed pedestal-type piers. Two spur dikes force the flow of the river to pass through the opening parallel to the pier alignment. Upstream from the bridge, the Snow River is a braided channel covering the entire valley width of almost 1 mile. Prior to the 1966 construction of the present bridge, three bridge openings spanned the river's flow. When the present two bridges were const ,@s 3@s 1@s  333333%@s 333333$@s gfffff(@s .@s gfffff-@s ,@s gfffff"@s "@s !@s  gfffff"@s  @s gfffff!@s gfffff#@s e ADMSLs  (hB  8J   ]  (xi   Є  2@     0u   (a  hB  (0@s   (1@s   1@s   (3@s  24@s  25@s  23@s  0@s } @   s L  d   (.@s .@s 333333/@s  0@s 1@s 3@s  (L3@s gffff3@s 3@s /@s *@s gfffff)@s 333333(@s  333333(@s  xP  u    p    `[  (  `[    @   N  2'  X  #@s gfffff%@s &@s  ,@s  0@s  4@s  3333335@s  4@s  #@s   @s  333333@s  @sL @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @aRaSaTaUaVaWaXaYaZa[a\a]a^a_a`aaabacadaeafagahaiajakalamanaoapbbbbbbbbbb b b b b bbbbbbbbbbbbbbbbbbb b!b"b#b$b%b&b'b(b)b*b+b,b-b.b/b0b1b2b3b4b5b6b7b8b9b:b;b<b=b>b?b@bAbBbCbDbEbFbGbHbIbJbKbLbMbNbObPbQ         ! "#$%&'()*+,-./0123456789:;<=>?@ABCDEFGHIJKLMNOPQRSTUVWXYZ[\]^_`abcdefghijklmnaaaaaaaaaa a a a a aaaaaaaaaaaaaaaaaaa a!a"a#a$a%a&a'a(a)a*a+a,a-a.a/opa0a1a2a3a4a5a6a7a8 a9!a:"a;#a<$a=%a>&a?'a@(aA)aB*aC+aD,aE-aF.aG/aH0aI1aJ2aK3aL4aM5aN6aO7aP8aQ849734150030MainlineInterstateNAUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknown4@@MSLF@<ypg^ULC:1( yn#@1 s@@w<XBo@haRed RiverRed River at U.S. 71 at Index, ARARLittle River, MillerIndex333307940228733700071MainlineUSNAUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknown4@@Unknown1@<|sjaXOF=4+"yn#@ 6Y8N ee88Y Y Y Y Y Y  Y (Y 0Y 8Y @Y H SiteIDCSNO HighL HighM HighRTypLTypMTypRLowLLowMLowR;D;DeD;Y SiteIDs, diversions, ground-water withdrawals and return flows. A diversion dam is located about 1000 ft upsteam of the bridge. There is a sand-bed channel at this location. Two tributaries enter the South Platte River at about 100 ft and 25 ft upstream from the bridge on the right bank. The majority of the flow is along the right side of the channel. During low flows, there is a sandbar along the left side of the channel that extends upstream and downstream from the bridge. The bridge, estimated to be at least 40 years old, is 361 ft long, and it has eight concrete piers spaced 40 ft apart. The piers are perpendicular to the bridge and generally aligned with the flow. The piers are square nosed with a width of 0.95 ft and a length of 24 ft. (Sediment samples taken from the pier-scour holes are identified with a "P".) A USGS streamflow-gaging station is located on the right bank downstream from the bridge. The range of discharge during data collection was from 1,450 to 8,010 cubic feet per second. The maximum reported at-pier approach velocity was 5.2 feet per second. The maximum peak flow for 1984 (May 18) was 8,220 cubic feet per second. Data collection near piers 6, 7, and 8 (numbered from the left bank) was complicated by accumulated debris and (or) velocities that made positioning the sounding weights difficult. The depth of scour was measured on either side of these piers. The data reported herein were collected as part of a study of general scour at bridge crossings and local scour at bridge piers at sites in Colorado in 1984 (Jarret and Boyle, 1986). The purpose of the study was to develop and test guidelines for collecting streambed-scour data at bridges during high flows. Equv1ipment and procedures commonly used in the the U.S. Geological Survey streamflow-gaging program were employed. A secondary purpose was to evaluate local-sour-prediction equations. The four data-collection sites were selected because record or near-record snow packs were present in the basin headwaters, and the bridges at the sites did not appear to contract the main-channel flow. Estimates of local scour at piers based on the stream cross-section data collected at the upstream and downstream side of the bridge are reported here. Approach depths at piers were computed as the total depth minus the (d/X\ ` d  h  l  p  t x$|(,048<Y Y /?;On?Q? ףp= ? rh?)\(?{Gz?Mb?? .p= ף?Q?)\(?Q?y&1? ףp= ?)\(?y&1?{Gz? -)\(?Mb???Q? ףp= ?{Gz?Q?{Gz? ,333333? rh?333333?p= ף?Mb?p= ף? ףp= ?Q? ףp= ? +y&1?Mb?Q??Q? ףp= ?y&1?Q?Q? */$? rh?y&1?Q?Mb?y&1?y&1?Mb?y&1? )y&1?Q?y&1?y&1?Q?y&1?y&1?Q?y&1? (,@sowedQ?y missing ensembC 'L7A`?,@sowed many missing ensemb &,@sowed rh?y missing ensembC %,@s?Q?y missing ensembc $,@s?Q?y missing ensembc #,@s?L7A`?Q?ssing ensemb " ףp= ? ףp= ? ףp= ? ףp= ? ףp= ? ףp= ? ףp= ? ףp= ? ףp= ? !Q?Q?Q?Q?Q?Q?Q?Q?Q? ? ףp= ? ףp= ?? ףp= ? ףp= ?? ףp= ? ףp= ? ? ףp= ?Q?? ףp= ?Q?? ףp= ?Q? ,@s ףp= ?Q? ףp= ?ssing ensemb ,@s ףp= ?Q? ףp= ?ssing ensemb ,@szG?l?zG?ssing ensemb ,@s{Gz?~jt?Q?ssing ensemb ,@s{Gz?~jt?Q?ssing ensemb {Gz?,@sowed{Gz?y missin{Gz?sembK ,@s? ףp= ??ssing ensemb  ףp= ?,@sowed?y missinQ?sembK ,@sowed many missing ensemb ,@sowed many missing ensemb ,@sl?Mb? rh?ssing ensemb ,@s{Gz?Mb?~jt?ssing ensemb ,@sowedQ?y missing ensembC 333333?X9v?333333??Q??{Gz?V-?{Gz? Q?,@sowedQ?y missinQ?sembK ,@sowed many missing ensemb ,@sowed many missing ensemb ,@sowed many missing ensemb ,@sowed many missing ensemb ,@sowed many missing ensemb ,@sowed many missing ensemb ,@sowed many missing ensemb ,@sowed many missing ensemb ,@sowed many missing ensemb ,@sowed many missing ensemb ,@sowed many missing ensemb ,@sowed many missing ensemb ,@sowed many missing ensemb ,@sowed many missing ensemb ,@sowed many missing ensemb d X\ ` four data-collection sites were selected because record or near-record snow packs were present in the basin headwaters, and the bridges at the sites d 8,@sowed ףp= ?Q?ssing ensemb 7,@sQ? ףp= ?Q?ssin)\(?semb 6{Gz?Q?{Gz?owedQ?y missinQ?semb_ 5,@sQ?{Gz?Q?ssing ensemb 4,@s{Gz?Q?{Gz?ssing ensemb 3,@s?Q??ssing ensemb 2{Gz?Q?{Gz?owedQ?{Gz?ssinQ?semb 1{Gz?Q?{Gz?owedQ?y missinQ?semb_ 0333333?{Gz?333333?Q?Q?Q? ףp= ?Q? ףp= ?LVAL-n= yH N  p M  X ' ^  ] , h7b.eear, caisson footing 46 feet long by 16 feet wide with it's base at elevation 243.0 feet and extending up to elevation 325.0. From the top of the caisson a solid, round nosed section 42 feet long by 12 feet wide rises to elevation 360.0. The nose of the pier No bed-material samples were available for this site, so samples collected during the same event at Coushatta, located about 50 miles downstream, will be used. Bed-Material Sample Numbers No bed-material samples were available for this site, so samples collected during the same event at Coushatta, located about 50 miles downstream, will be used. Bed-Material Sample Numbers: Left side Center Right side Above bridge 8703 8704 8705 Below bridge 8706 8707 8708Diameters taken from VA analysis of a grab sample from the left overbank. Results: Size (mm) 1.00 0.500 0.250 0.125 0.062 % < than 100.0 98.0 94.1 65.9 34.3Diameters taken from a VA analysis of a grab sample from the bed at low flow. Results: Size (mm) 1.00 0.500 0.250 0.125 0.062 % < than 100.0 85.1 34.5 1.7 0.8Bed material samples were collected at the St. Louis gage by the USGS Missouri District. average for dayBed material samples were collected at the St. Louis gage by the USGS Missouri District. 1400 ft from right bankSample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Approach-section composite sampleApproach-section composite sampleApproach-section composite sampleBridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Approach-section composite sampleApproach-section composite sampleApproach-section composite sampleBridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Bridge-section composite sample, collected along the upstream bridge face.Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 2Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Sample collected at the upstream face of pier 1Approach-section composite sampleApproach-section composite sampleBridge-section composite sample, collected along the upstream bridge face.\}w q k e _ Y SMGA;5/)$0@$@@=@(\?Dl?~jt?{Gzt?333333@YP2-4Unknown1@&hui``Z#0`@ @@@p= ף? 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In the early 1990s, the bridge was widened. To accommodate the wider roadway a 20-inch round concrete-filled steel pile was placThe bridge was originally designed and constructed in the mid 1940s. The original bridge had two twin-column piers located at the toe of the bank slopes. The columns were hexagonal shaped, giving them a sharp upstream and downstream nose. The foundations were poured footings with untreated timber piles beneath the footings. The abutments had 45-degree wing walls both upstream and downstream. In the early 1990s, the bridge was widened. To accommodate the wider roadway a 20-inch round concrete-filled steel pile was placed upstream and downstream of each of the existing columns. The upstream left column was reenforced with 6-inches of reenforced concrete from its base up to a level determined by the contractor in the field. The abuments were widened and reinforced and new wing walls constructed. The spill slopes at the abutments were graded to 2:1 on the left and 3.4 to 1 on the right. The spill slopes were protected with grout to the waters edge at the time of construction, then large riprap was placed on the slope below the waterline.%                                                                                                                                                     !!!!!!!! ! ! ! ! ! ! !!!!!!!!!!!!!!! !!%"%#%$%%%&%'%(%)%*% +% ,% -% .% /%0%1%2%3%4%5%6%7%8%9%:%;%<%=%>'?'@'A'B'C'D'E'F'G' H' I' J' K' L'M'N'O'P'Q'R'S'T'U'V'W'X'Y'Z'[L\L]L^L_L`LaLbLcLdL eL fL gL hL iLjLkLlLmLnLoLpLqLrLsLtLuLvLwLxMyMzM{M|M}M~MMMM M M M M MMMMMMMMMMMMMMMMNNNNNNNNNN N N N N NNNNNNNNNNNNNNNNRRRRRRRRRR R R R R RRRRRRRRRRRRRRRRSSSSSSSSSS S S S S SSSSSSSSSSSSSSSSUUUUUUUUUU U U U U UUU U U U U UUUUUUUUUVVVVVVVVVV  V !V "V #V $V%V&V'V(V)V*V+V,V-V.V/V0V1V2V3V4X5X6X7X8X9X:X;X<X=X >X ?X @X AX BXCXDXEXFXGXHXIXJXKXLXMXNXOXPXQXRYSYTYUYVYWYXYYYZY[Y \Y ]Y ^Y _Y `YaYbYcYdYeYfYgYhYiYjYkYlYmYnYoYpZqZrZsZtZuZvZwZxZyZ zZ {Z |Z }Z ~ZZZZZZZZZZZZZZZZ\\\\\\\\\\ \ \ \ \ \\\\\\\\\\\\\\\\]]]]]]]]]] ] ] ] ] ]]]]]]]]]]]]]]]]__________ _ _ _ _ ________________`````````` ` ` ` ` ````````````````iii i i i i iii i i i i iiiiiiiiiiii!i"i#i$i%j&j'j(j)j*j+j,j-j.j /j 0j 1j 2j 3j4j5j6j7j8jjjjjjCCCCCCCCCC C C C C CCCCCCCCCCCCCCCC\ \ \ \ ~g, Y]N qqM[M[M[Y  Y <Y Y  Y Y Y $Y , Y ( Y  0 Y  8 Y  @ Y  4Y  < Y H(Y D Y M(Y FY N Y 8( Y  SiteIDStructNo Length WidthLow UpperOvertopSkew Guide PlansParallelContAbut DistCL DistPFUSDS SpansVertConfTrafficYear ClassDescriptionraKtq~MaetDqsEearl1q0YY6YPrimaryKeySiteBridge SiteIDqq8Di 8F^8Fi 8H^8Hi 8J8L ::: ::::::: ::: ::: :::: ::::::: : :::: : ::: : :::::::::::: :@  :D :F :H :J:L <<< <<< <<<< <<< < < <<<< <<<< << < <<<<<6 >>> >>>> >>>>>>>>> >>>>>>@@@@ @@ @@@@@@@@@B BBB BBBBBBBBB:6DD DD D DDD DFF FFF FFF FHH HHH HHLMM8M:M<M>MbmiMbmi MbmiOQSUW Y [ \ ^QSm^QSm ^QSm ^QSmf8 f: f< f>im imimim gi z 5  @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @         ! " #$%&'()*+,-./01 2 3 4 5 6789:;<=>?@ABCDE F G H I JKLMNOPQRSTUVWXY Z [ \ ] ^_`abcdefghijkl m n o p qrstuvwxyz{|}~                                            @ @-@@@@H@?LVAL  j K eaThe bridge, 1667 ft long and 46.8 ft wide, is supported by 13 reinforced- concrete pile-bent piers. Each bent consists of two piles spaced at approximately 26 ft on centers with a pile-cap pedestal supporting the bridge deck. The abutments are pile bents with four piles. Piers 7The bridge, 1667 ft long and 46.8 ft wide, is supported by 13 reinforced- concrete pile-bent piers. Each bent consists of two piles spaced at approximately 26 ft on centers with a pile-cap pedestal supporting the bridge deck. The abutments are pile bents with four piles. Piers 7, 8, and 10 (numbered from left bank when looking downstream), where scour depths were estimated, have 9.8-ft-diameter (minimum) drilled-shaft piles. Above grade, these piles taper to a 6-ft diameter. A 1.5-ft web wall extends between the piles at mid-level (elevation 212-238 ft).The bridge, 1294 ft long and 63 ft wide, is supported by eight reinforced- concrete piers. Piers 4 and 5, numbered from left abutment (looking downstream), have scour measurements entered here.The bridge, 1,604 ft long and 40 ft wide, is supported by 17 pile-bent reinforced-concrete piers (includes abutment supports). Each pile bent consists of two concrete piles placed in drilled shafts spaced at approximately 24 ft on center. Four 7-ft-diameter bents (numbered 8-11 from the left bank, looking downstream) support spans over the main channel. The overbank pile bents have 3.5-ft-diameter piles. The four main-channel bents, which have a solid, 1.5-ft-wide connecting web above grade between the piles, are included in this database entry. The pile-cap pedestals support the bridge deck.This bridge is of girder design consisting of seven spans supported by six round-nosed pedestal-type piers 3.2 ft wide and spaced 92 ft apart, center to center. The total length of the bridge is 648 ft. Two spur dikes, each 300 ft long, force the flow of the river to pass through the opening parallel to the pier alignment. The channel conveys the water during high flows.This bridge consists of two 500-ft overhead-truss spans supported in the center by a single pier. At high flows the pier is approximately parallel with the direction of the current at the water surface, but at low flows, the pier is skewed at an angle of 10 degrees to the flow. Not all of the flow of the Tanana River passes beneath this main bridge because a bridged side channel conveys water at high flows.This bridge is 784 ft long and consists of one overhead-truss span 399 ft long and four girder spans each about 95 ft long, supported by four round-nosed concrete piers. The piers, which taper from 2.5 ft wide at the cap to 5 ft wide at the footing, are perpendicular to the roadway but are skewed to the flow. At high stages the angle of attack varies from 35-40 degrees.The principal structure of this bridge consist of one 300-ft span and one 100-ft span, both supported by one large pointed-nose pier located in the right one third of the channel. The pier is founded on two concrete-filled sheet-piling caissons 15 ft in diameter whose centers are aligned with the flow.This bridge is 1500 ft long and crosses a channel of the Knik River at a 20 degree angle, 7.5 miles downstream from the scour site of the Knik River at Palmer, Alaska. Its seven round-nose piers are spaced about 200 ft apart and are aligned with the flow.The principal structure of this bridge is 1,500 ft long. It is supported by six 6-ft-wide piers with pointed noses, spaced 250 ft apart. A 500-ft approach on wooden pilings extends from the right bank to the bridge. All piers are approximately aligned with the flow.This bridge is 1072 ft long and is supported by four piers spaced 250 feet apart.pZk ! v  t $hwb f(IY Y  Y  dY`c@C@ףp= :@(\:@fffffJ@Y 11011StraightYesNoNoN/AUnknownMainB@u~uplhcYR  ףp=@@@h@̌j@e@b@[@ NoneNoYesNoUpstreamCurvilinearMainT@u|oea\XRR = ףp@B@h@̌j@e@b@[@ NoneYesYesNoDownstreamCurvilinearMain@urfb]XRR @G@4@P@@$@Y@@157-28-6589NoneYesNoNoN/ASlopingMainJ@uwrnje_R @B@33333k~@~@fffff~@.@Y d@163-83-5325ANoneYesNoNoN/ACurvilinearMain@txsokf`R `u@A@x@@@.@Y @59-11-1728ANoneYesNoNoN/ASlopingMain@twrnje_R @D@fffff&@@GztG@>@333333@V@G@@127-00405-04435NNoneYesYesYesUpstreamHorizontalMain@tytojdR {@C@{Gz&@= ףp=+@{Gz,@Y 437NoneYesNoNoN/AUnknownMainb@t~xojfb]WR @=@ףp= .@0@Y4@Y 2-2BNoneYesNoNoN/AUnknownMain@typkgc^XR f@V@@@@Y N-12-AXUnknownYesNoNoN/ASlopingMain@tvqmid[R  q@2@ <YN@Y=@qPUCO 0.98-601FUnknownYesYesNoDownstreamHorizontalMain@yupkbR  v@8@ <YY 87-44AUnknownYesNoNoN/AHorizontalUnknown@tuplhcZR  @@@@@@>@Y UnknownYesNoNoN/ASlopingMain@ {|vmhd`[RR  @G@m@o@Y.@Y 6174UnknownYesNoNoN/ACurvilinearMain=@ rsnjfaXR  :@O@p@0q@YY 3981UnknownYesNoNoN/ACurvilinearMain@rsnjfaXR @D@q@,r@Y$@Y 5817StraightYesNoNoN/ACurvilinearMainh@rtokgbXR @@ <YY 605EllipticalNoNoNoN/AHorizontalMain~@rtokgcWR @@ <Y$@Y 202UnknownNoNoNoN/AUnknownMain@rzqlhd`WR @ <YA@Y 524UnknownNoNoNoN/AUnknownMain|@rzqlhd`WR y@ <YY 573UnknownNoNoNoN/AUnknownMain2@rzqlhd`WR p@ <Y4@Y 1121UnknownNoNoNoN/AUnknownRelief@r{rmieaXR p@ <YY 539NoneNoNoNoN/AUnknownMain@r}wniea]WR @`q@r@YY 254NoneYesNoNoN/AHorizontalMainS@r{ojfb]WR LVAL TT}m 2űŌmN/ The left end of the bridge has a sloping abutment with levees upstream and downstream. The right end of the bridge has a modified sloping bank. However, there are no real sloping embankments at either end of the bridge, even thoughThe left end of the bridge has a sloping abutment with levees upstream and downstream. The right end of the bridge has a modified sloping bank. However, there are no real sloping embankments at eThe left end of the bridge has a sloping abutment with levees upstream and downstream. The right end of the bridge has a modified sloping bank. However, there are no real sloping embankments at either end of the bridge, even though the bridge type is coded as Type III. The piers are numbered 1 through 8, with pier 1 closest to the left abutment (looking downstream). The abutments and piers are skewed approximately 20 degrees right relative to the bridge deck.Piers are numbered 1 through 3 with pier 1 closest to the left abutment (lookiPiers are numbered from right to left, #1 beiPiers are numbered from right to left, #1 being right-most pier and #3 being left-most pier.The left end of the bridge has a sloping abutment with levees upstream and downstream. The right end of the bridge has a modified sloping bank. However, there are no real sloping embankments at either end of the bridge, even though the bridge type is coded as Type III. The piers are numbered 1 through 8, with pier 1 closest to the left abutment (looking downstream). The abutments and piers are skewed approximately 20 degrees right relative to the bridge deck.Piers are numbered 1 through 3 with pier 1 closest to the left abutment (looking downstream). The abutments and piers are aligned perpendicular to the bridge deck.This is the upstream, southbound lane bridge of I-95. The northbound lane is parallel and is about 80 feet downstream. The bridge has fenders between piers 13 and 14. These are supported by driven columns that also have local scour associated with them. The bridge deck is over 40 ft above the water surface. The bridge is skewed 20 degrees to flow, but piers are nearly parallel to the flow. There are actually 25 spans, but the BSDMS will only accept 21 at most. The main span is a three-span continuous steel girder with maximum span length of 154 feet. In the Edit>Site>Pier> section, piers that are alike are listed under the same pier ID. Piers that had scour data (11,12,13) are identified separately.The bridge is 440 ft long and is supported by 10 pile bents spaced 40 ft apart. The piles extend from the silt and sand below the mud line, through a concrete strut--located approximately at the high-water line--to pile caps located just under the bridge structure. (Pile bents J and K do not have struts.) Both abutments have riprap protection.The arched bridge, 547 ft long and 29 ft wide, has 12 pile-bent piers. Three spans over the water, with possible four piers in the flow. The bridge deck rests on the pile caps. Each pile bent includes 5 piles spaced 6 ft apart on centers. The piles in the center bents (C2 and C3) have a 3-ft-diameter concrete collar extending several ft above and below the waterline for protection from ice. It is unlikely that the bridge would be overtopped. Flow skew to the bridge (20 degrees maximum) varies during the tide cycle.The concrete bridge, built in 1972, is 176 ft long and 88.5 ft wide. One concrete pier is located at the center of the channel. The pier is perpendicular to the bridge and is generally aligned with the channel.The bridge is 361 ft long, and it has eight concrete piers (numbered left to right) spaced 40 ft apart with centerlines oriented perpendicular to the bridge centerline.LVAL hu;%(}cLwBl;d;%(Л{cLwBl;;%(ycLwtl;;%({cLwl;x;%(zcLw,l;Ա;%(ycLwl;0;%( |cLwl;;%(0jcLw@l;貛;eh@cThe bridge is 240 ft long and has four arch-supported spans. EachThe bridge has arched, steel I-beams with reThe bridge has arched, steel I-beams with reinforced-concrete deck, abutments, and piers.The bridge is 240 ft long and has four arch-supported spans. Each pier, formed by the the convergence of two arches, increases in width with elevation from the 4-ft width at the base. The face of each pier is flat. The abutments are outside the arches on each end. Plans are not available for this structure.The bridge is 200 ft long and has three 4-ft-wide, 32-ft-long piers spaced 51 ft apart. Each pier is a continuous web constructed on poured footers, which probably extend down to bedrock. The bridge has a constant slope from the left bank (366.70 ft) to the right bank (357.86 ft). The bridge has flow-through abutments and should not be overtopped during high flow. (Flow would possibly go over the roadway on the right bank.)The bridge is 155 ft long and has two 5-ft-wide piers on footers spaced 53 ft apart. The sharp-nosed piers and footers, skewed 30 degrees to the bridge deck, are aligned with the flow at most stages. The piers extend 2 ft upstream of the bridge at the nose but are square and flush with the bridge at the tail end.This is the upstream bridge of two parallel bridges comprising the S.R. 3032 crossing of the Red River near Shreveport. The bridge consists of 25 spans, 12 small piers on the left-overbank area, 6 larger piers from the left- overbank area through the main channel to the right-overbank area, and 6 small piers on the right-overbank area. Only the 6 large piers will be addressed in this database entry. The coordinate-system origin is located at the upstream corner of the left abutment. The x-axis is along the upstream face of the bridge with y increasing in the upstream direction.This is the downstream bridge of two parallel bridges comprising the S.R. 3032 crossing of the Red River near Shreveport. The bridge consists of 25 spans, 6 small piers on the right overbank, 6 larger piers from on the right overbank through the main channel and onto the left overbank, and 12 small piers on the left overbank. Only the six large piers will be addressed in this database entry. The x-coordinate will be zero at the left abutment and increase from left to right across the stream. The y-coordinate will be zero at the upstream face of the bridge and increase in the upstream direction. The y-coordinate of the abutments were measured from a 1 inch = 100 ft drawing.This bridge has a sloping left abutment and embankment, but the right abutment is a steep bank with rip rap. The right end of the bridge is high enough that it really does not have an embankment. There are also some levees/spoil banks on the right bank that would eliminate the effect of sloping embankments. The bridge type is coded as Type III, but both abutments do not meet this criteria. The piers are numbered 1 through 4, with pier 1 closest to the left abutment (looking downstream). The abutments and piers are skewed 10 degrees right relative to the bridge deck.7p\  r " p  ]w5:$s } ^ ?  f G ( n O 0  .`k@<@H@fffffn@fffffn@9@Y MAR-4-0345NoneYesNoNoUnknownHorizontalMain*@xzqmid^R -Qb@B@fffff@4@4@$@Y SHA-122-0.71NoneYesNoNoUnknownHorizontalMainW@x|sokf`R ,j@8@33333#@@@@@Y@WAR-350-0285NoneYesNoNoUnknownCurvilinearMain\@u|sokf`R +0l@A@fffff*@M@M@Y@SEN-67-0243NoneYesNoNoUnknownSlopingMain%@{rnje_R *k@<@I@d@d@4@Y@ATH-278-0294NoneYesNoNoUnknownHorizontalMain@w|sokf`R )@T@r@p= ׹@Ђ@Y @BUT-128-0855NoneYesNoNoUnknownSlopingMain@w|sokf`R (H@M@{@{@YY UnknownYesNoNoN/AHorizontalMainymhd`[RR 'y@A@@@YY 3319860NoneYesNoNoN/ASlopingMain@w|snjfa[R &@A@P@@0@Y@3349250NoneYesNoNoN/ASlopingMain|snjfa[R %@v@E@փ@<@Y 1021010NoneYesNoNoN/AHorizontalMainsnjfa[R $@G@@@<YY 1061330NoneYesNoNoN/AHorizontalMain@wsnjfa[R #`g@D@0@<H@>@Y 3312170NoneYesNoNoN/AHorizontalMainsnjfa[R "r@B@fffffW@W@fffffV@Y P00003096+05771NoneYesNoNoN/AHorizontalMain@w{vrnicR ! |@@@Hz.\@Gz]@YA@Y P00011020+04171NoneYesNoNoN/ASlopingMainO@w{vrnicR  o@D@ףp=@ @ @DY P00050070+04611NoneYesNoNoN/ASlopingUnknown@w{vrnicR r@F@ѡ@Rk@Y9Y P00004023+07461NoneYesNoNoN/AHorizontalMain@w{vrnicR @@@c@d@YR@I@ @118.5AEllipticalYesYesNoUpstreamCurvilinearMain~tpkfZR @;@pb@b@ffffffc@R@I@ @118.5BNoneYesYesNoDownstreamCurvilinearMainznje`ZR @@@n@n@n@Y̥@43.8EllipticalYesNoNoN/AHorizontalMainvqmidXR Б@@@q@33333q@33333q@9@V@M@@1.7BNoneYesYesNoDownstreamCurvilinearMain!Number of spans is actually 24.xlhc^XR p@@@q@33333q@33333q@9@V@M@@1.7AEllipticalYesYesNoUpstreamCurvilinearMain!Number of spans is actually 25.|rnidXR n@A@ <YY 5002NoneNoNoNoN/AUnknownMain>@u~xojfb^XR i@:@p= #v@zGv@(\]v@Y 6035NoneYesNoNoN/AUnknownMain@uypkgc^XR +LVALQ i ImN/ u V 7  } ^ ?  f G ( n O 0  v W 8  ~_@!gH) oP1uT3mL+ eD#~]<vU4!W@R<@P1 g@Hzn@P2 g@Hzn@P2 Thebridge is constructed of concrete and steel I-beams, and has solid- wall round-nose piers. The site Thebridge is constructed of concrete and steel I-beams, and has solid- wall round-nose piers. The site plans are dated 1984. The piers are referenced from the left the right abutments when looking downstream.The bridge is constructed of concrete and steel I-beams, and it has solid- wall round-nose piers. The site plans are dated 1963. The piers are referenced from the left to right abutments when looking downstream.The piers are recessed 5-10 ft under the bridge deck. During the streamflow measurements, it was not possible to sound directly upstream from the piers.A major flood in 1972 undermined 5 of 6 piers. Pilings prevented a bridge collapse. Crews placed material (streambed) around the piers after the flood, but high flow in 1975 removed material. Riprap was placed at the main- channel piers in 1988.Bridge is perpendicular to flow and consists of a five-span concrete deck with four concrete tapered piers providing support between the two abutments. Reference system for piers, abutments, and other longitudinal features is based on USGS survey work used for level-2 analysis. No flow angle of attack on piers was noted in the field. Stationing of piers is based on site surveys for level-2 work and does not relate to bridge-plan stationing. Channel-geometry measurements are not necessarily referenced from left edge of section thus, comparison of sections currently requires reference to the pier stationing data of this BSDMS file.Bridge is skewed 35 degrees to flow and consists of riveted plate girders having four spans supported by three concrete tapered piers. No flow angle of attack on piers was noted in the field. Channel-geometry data are referenced to left edge of bridge opening. Stationing of piers is based on site surveys for level-2 work and does not relate to bridge-plan stationing. Although flow impact to the bridge was indicated to be straight, the presence of riprap on the left bank and greater flow depth on left side of main channel indicate that flow tends to impinge on the left side.The bridge is a three-span concrete deck with two concrete piers providing support between the two abutments. Data describing piers, abutments, and other longitudinal and vertical features are based on USGS survey work for measuring on-site scour, to perform a level-2 analysis, and to perform beta-level verification of the BRISTARS model using scour-related data from the site (planned). In the past 30 years, the bridge has been subjected to three large floods having magnitudes of at least 85% of the 100-year peak flow (Q100). There is no evidence, however, of scour-induced foundation or structural problems. The bridge length described here is based on the opening available for conveyance and may not agree with drawings.The bridge is three-span prestressed concrete beams supported at two intermediate spans by concrete piers on spread footings. Abutments are type-III spillthru with concrete abutment ends supported on spread footings. Structural span measured from center of bearings of end bents equals 289 feet per drawing. Span measured in the field pertaining to conveyance of bridge section equals 288 feet. Data describing piers, abutments, and other longitudinal and vertical features are based on USGS survey work for measuring on-site scour, to perform a level-2 analysis, and to perform beta-level verification of the BRISTARS model using scour-related data from the site (planned).]LVAL Щ ˗ :VmN/ u V 7  } ^ ?  f G ( n O 0  v W 8  ~_@!gH)The bridge is 199 ft long and has three piers spaced 55 ft apart. The piers, 2 ft wide and 41 ft long, are a continuous web of uniform width supported by a footer keyed into undisturbed material. The bridge is part of a superelevaThe bridge is 199 ft long and has three piers spaced 55 ft apart. The piers, 2 ft wide and 41 ft long, are a continuous web of uniform width supported by a footer keyed into undisturbed material. The bridge is part of a superelevated curve in the roadway, and the upstream side of the bThe bridge is 199 ft long and has three piers spaced 55 ft apart. The piers, 2 ft wide and 41 ft long, are a continuous web of uniform width supported by a footer keyed into undisturbed material. The bridge is part of a supereThe bridge is 199 ft long and has three piers spaced 55 ft apart. The piers, 2 ft wide and 41 ft long, are a continuous web of uniform width supported by a footer keyed into undisturbed material. The bridge is part of a superelevated curve in the roadway, and the upstream side of the bridge is lower than the downstream side. The bridge is high above the streambed and will probably not be overtopped. The bridge has flow-through abutments supported by piles.The 360-ft-long, four-lane bridge has two concrete piers spaced 121 ft apart. Each pier, 3.17 ft wide and 83 ft long, is a continuous web its entire length and is supported by pile footings. The bridge is very wide and includes wide walkways on both sides and a wide median. South Boston Police close the bridge when high water inundates the the approach road from the south. Access to the bridge during floods is from the north. The bridge will probably not be overtopped.The westbound bridge is 187.5 ft long and is supported by four concrete piers on pile caps and steel piles. The 2.5-ft-wide, 43-ft-long piers are continuous webs and are spaced 37.5 ft apart. The roadway is elevated and there are no side channels, therefore all flow is under the bridge. There are two bridges at this site. The eastbound bridge (also two lanes but older and narrower than the westbound bridge) is located 150 ft upstream (approximately the width of the westbound bridge opening). No measurements were made at the eastbound bridge because of the narrow width and traffic load.The bridge is 250 ft long and has three 2.9-ft-wide, 32-ft-long piers on wooden-pile foundations spaced 62 ft apart. The piers are skewed 30 degrees to the bridge. The piers are slightly skewed to high flows (moving left to right), which causes greater scour on the right side of the pier than on the left side.The bridge has continuous steel beams with a reinforced-concrete deck and substructure. The site plans are dated 1972, and it is assumed construction was completed in 1973.The bridge is of reinforced-concrete, steel-beam construction. The site plans are dated 1934, and it is assumed that construction was completed in 1935. The bridge deck was renovated in 1992, but the piers and foundations were not renovated.The bridge is of reinforced-concrete, steel-beam construction. The site plans are dated 1933, and it is assumed construction was completed in 1935. Note: All bridge elevation data in this section was obtained from the 1933 site plans, the msl datum was reported revised by 4.06 feet in 1965.The bridge was constructed of reinforced concrete and steel beams. The site plans are dated 1972, and it is assumed construction was completed in 1973. The left abutment is a vertical wall with wingwalls that extend upstream and downstream from the bridge. The right abutment is a sloping abutment with spill-through-shaped embankments.pN I I Q N7 m T } ^ ?  Ex@fffff@@@Y Tuscarawas CR 14NoneYesNoNoUnknownHorizontalMain@{wsojdR Dj@X@~@~@Y PE-17-24NoneYesNoNoUnknownHorizontalMain@{xokgb\R Cg@L@}@zG@zG@:@Y@TUS-250-0511NoneYesNoNoUnknownHorizontalMain@{|sokf`R B'@O@̈@@@4@Y p@ROS-159-0043NoneYesNoNoUnknownHorizontalMainH@{|sokf`R Ac@<@Q΂@@@Y@ROS-50-3692NoneYesNoNoUnknownHorizontalMain@ z{rnje_R @fffff @B@̅@@@F@Y;@DEF-127-0053NoneYesNoNoUnknownHorizontalMain@ z|sokf`R ?Qea@F@̉@33333׉@33333׉@4@Y@GRE-68-1340NoneYesNoNoUnknownHorizontalMain@ z{rnje_R >(d@F@@@U@U@Y@CHP-36-1244NoneYesNoNoUnknownHorizontalMain@z{rnje_R =h@N@fffff҉@fffff@fffff@I@Y ֯@MIA-41-0833NoneYesNoNoUnknownHorizontalMain@z{rnje_R <fffffv@C@fffff@`@`@4@Yν@LAK-084-1888NoneYesNoNoUnknownHorizontalMain@z|sokf`R ;\@<@@@33333߇@$@>@4@@HOC-33-0060RNoneYesYesNoUpstreamHorizontalMain7@z~tpkf`R :n@P@@@`@X@YL@9800NoneYesNoNoUnknownCurvilinearMain @tkgc^XR O9@6@ <YY NoneYesNoNoN/ACurvilinearMain$@z}wjea]XRR 8j@=@E@H@T@Y 6042NoneYesNoNoUnknownUnknownMainV@z}tkgc^XR 7f@.4׳V@p= V@X@Y 6189NoneYesNoNoUnknownUnknownMain@z}tkgc^XR 6@j@8@zGq@(\;q@\(@q@Y 6171NoneYesNoNoUnknownUnknownMain-@z}tkgc^XR 5h@@fffffʂ@Ђ@Y 1017NoneYesNoNoUnknownCurvilinearMain@ xtkgc^XR 4v@Hzst@ffffft@YY 1900NoneYesNoNoUnknownUnknownMain@x}tkgc^XR 3pg@zGr@Qr@(\r@b@b@ 1031NoneYesYesNoDownstreamUnknownMain]@xxlhc^XR 2@o@6@:@:@>@>@Y 6111NoneYesNoNoUnknownUnknownMain?@x}tkgc^XR 1q@>@fffff6@333338@=@>@Y 6918NoneYesNoNoUnknownUnknownMain@}tkgc^XR 0g@A@33333?@]@]@@Y Holmes County 621NoneYesNoNoUnknownSlopingMain@xxtpkeR /i@E@fffff*@L@L@@Y@WAR-22-1054NoneYesNoNoUnknownHorizontalMain@x{rnje_R QLVAL 2 ʁ #Mw@ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @The bridge is constructed of concrete and steel I-beams, and it has solid- wall round-nose piers. The siThe bridge is constructed of concrete and steel I-beams, and it has solid- wall round-nose piers. The site plans are not dated. The piers are referenced from the left to right abutments when looking downstream.The bridge is constructed of concrete and steel I-beams, and it has solid- wall sharp-nose piers. The site plans are dated 1941. The piers are referenced from the left to right abutments when looking downstreamThe bridge is constructed of concrete and steel I-beams. The bridge rests on capped driven piles. The site plans are not dated. The piers are referenced from the left to right abutments when looking downstream.The bridge is constructed of concrete and steel I-beams, and it has solid- wall round-nose piers. The site plans are not dateThe bridge is constructed of concrete and steel I-beams, and it has solid- wall round-nose piers. The site plans are not dated. The piers are referenced from the left to right abutments when looking downstream.The bridge is constructed of concrete and steel I-beams, and it has solid- wall sharp-nose piers. The site plans are dated 1941. The piers are referenced from the left to right abutments when looking downstreamThe bridge is constructed of concrete and steel I-beams. The bridge rests on capped driven piles. The site plans are not dated. The piers are referenced from the left to right abutments when looking downstream.The bridge is constructed of concrete and steel I-beams, and it has solid- wall round-nose piers. The site plans are not dated. The piers are referenced from the left to right abutments when looking downstream.The bridge is constructed of concrete and steel I-beams, and it has solid- wall sharp-nose piers. The site plans are dated 1959. The piers are referenced from the left to the right abutments when looking downstream.The bridge is constructed of concrete and steel I-beams, and it has solid- wall round-nose piers. The site plans are dated 1931. The piers are referenced from the left to right abutments when looking downstream.The bridge is constructed of concrete and steel I-beams, and it has solid- wall round-nose piers. The site plans are dated 1934. The piers are referenced from the left to the right abutments when looking downstream. Note: Distances between centerlines and upstream / downstream pier faces are approximate.The SR 51/150 bridge is 2826 feet long. Pile bents 1 through 8 and pier 9 are located on the Missouri bank; Piers 10, 11, and 12 are located in the main channel; Pier 13 is located at the edge of the main channel, Illinois side; and Pile bent 14 is located on the Illinois overbank. The two spans from piers 10 to pier 12 are 670 feet each and are further supported by an overhead truss. An underdeck truss runs between bent 8 and pier 10 and between pier 12 and bent 14. The bridge was built around 1940 and was damaged by a tornado in 1944.The bridge, 208 ft long and 29 ft wide, has three concrete piers spaced approximately 50 ft apart. The three piers, 2 ft wide and 29.5 ft long, are continuous webs supported by footers on bedrock. The piers are aligned with the flow at most stages. The abutments are supported by piles and are protected by flow-through riprap aprons.The bridge, 180 ft long, has two concrete piers spaced 70 ft apart. The piers, continuous webs 2 ft wide and 30 ft long, are supported by footers on bedrock.The bridge, 210 ft long and 24 ft wide, is supported by three concrete piers on pile foundations. The piers are spaced 52 ft apart. The piers, 28-ft continuous webs resting on pile caps, taper from 2.25 ft wide at the base to 1.5 ft wide at the top. The piers are numbered from right to left.LVAL   I t OR8@ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @@@@@@ @ @ @ @ @ @ @ @ @ @ @ @ @ @@@@@@@@This concrete slab and beam bridge is 663 ft long and it has 12 concrete piers (numbered left to This concrete slab and beam bridge is 663 ft long and it has 12 concrete piers (numbered left to right) spaced 51 ft apart with centerlines oriented at a 60-degree angle to the roadway centerline.This concrete slab and beam bridge is 663 ft long and it has 12 concrete piers (numbered left to right) spaced 51 ft apart with centerlines oriented at a 60-degree angle to the roadway centerline.The bridge is an old truss bridge. The bridge and its approach embankments are perpendicular to the main channel. However, during the 1997 flood there was considerable skew as a significant amount of flow was coming from the left floodplain. The flow through the bridge opening in the center of the channel was skewed about 50 degrees.The bridge is a relatively new bridge with wide shoulders and concrete guardrails. The bridge is angled about 15 degrees to the low flow channel. All cross sections collected during the flood were collected approximately parallel to the bridge deck.The bridge was originally designed and constructed in the mid 1940s. The original bridge had two twin-column piers located at the toe of the bank slopes. The columns were hexagonal shaped, giving them a sharp upstream and downstream nose. The foundations were poured footings with untreated timber piles beneath the footings. The abutments had 45-degree wing walls both upstream and downstream. In the early 1990s, the bridge was widened. To accommodate the wider roadway a 20-inch round concrete-filled steel pile was placed upstream and downstream of each of the existing columns. The upstream left column was reenforced with 6-inches of reenforced concrete from its base up to a level determined by the contractor in the field. The abuments were widened and reinforced and new wing walls constructed. The spill slopes at the abutments were graded to 2:1 on the left and 3.4 to 1 on the right. The spill slopes were protected with grout to the waters edge at the time of construction, then large riprap was placed on the slope below the waterline.This bridge is constructed of concrete and steel I-beams, and has solid-wall round-nose piers. Plas state constructed in 1953. All piers are referenced from the left to right abutments when looking downstream.This bridge is a five span continuous concrete bridge resting on capped pile substructures. The site plans are dated 1964. All piers are referenced from the left to right abutments when looking downstream.This bridge is constructed of concrete and steel I-beams, and it has solid- wall round-nose piers. The site plans are dated 1958. All piers are referenced numerically from the left to right abutments when looking downstream.This bridge is construced of concrete and steel I-beams, and it has solid- wall round0nose piers. The site plans are dated 1941. The piers are referenced numerically from the left to right abutments when looking downstream.The bridge is constructed of concrete and steel I-beams, and it has solid- wall round-nose piers. The site plans are dated 1978. The piers are referenced from the left to right abutments when looking downstream.The bridge is constructed of concrete and steel I-beams, and it has solid- wall round-nose piers. The site plans are dated 1951 and consisted of plans for only four piers. The bridge was later widened on the left overflow bank in 1962. The piers are referenced from the left to the right abutments when looking downstream.p N Q D J  HB!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B                           ! " # $ % & ' ( ) * + , - . / 0 1 2 3 4 5 6 7 8 9 : ; < = > ? @ A B C D E F G H I J K L M N O P Q R S T U V W X Y Z [ \ ] ^ _ ` a b c d e f g h i j k l m n o p q r s t u v w x y z                           !"#$%&'()*+,-./0123456789:;<=>?@ABCDEFGHIJKLMNOPQRSTUVWXYZ[\]^_`abcdefghijklmnopqrstuvwx      !"#$%&'()*+,-./0123456789:;<=>?@ABCDEF@D@fffff@4@33333/@tact-Ref@cNoneYesYesYesN/ASlopingUnknown~~ulgb]XRR Pp@8@̎@„@(\a@Y@L-344NoneYesNoNoN/AHorizontalMainY@}}qlhd_YR O@m@>@ĉ@33333@33333@>@Y@AUG-198-0971NoneYesNoNoN/AHorizontalMain@}xsokf`R N33333V@;@@ףp= @fffff@Y 5359NoneYesNoNoN/ASlopingMainT@{ypkgc^XR MA@@A@33333@33333@@YЋ@6853NoneYesNoNoN/AHorizontalMainC@}|pkgc^XR LT@E@{@}@YY# 082-06001NoneYesNoNoN/ACurvilinearMain@}uplhc]R KG@K@tz@}@YY@R@ C-98-075-76EllipticalYesYesYesUpstreamSlopingMain@}zupk_R J0@G@;@E@3@DY 2523NoneYesNoNoN/ACurvilinearMain2@}}pkgc^XR I333333^@fffffC@p= D@zGF@L@.@Yk@76518NoneYesNoNoN/ASlopingMain@{zqlhd_YR Hg@fffffC@<@= ףpK@33333/@Y؃@6611NoneYesNoNoN/ASlopingMain%@{ypkgc^XR G`c@:@@@@D@Y PIC-CR7-15NoneYesNoNoUnknownHorizontalUnknown@{zqmid^R F̌n@fffff@fffff@fffff@>@Y`@MUS-16-0350NoneYesNoNoUnknownHorizontalMain@{{rnje_R LVAL 0 Structure L-344 consists of 60'-70'-70'-60' continuous I-beam spans supported by three dual-conical concrete column piers with partial web walls, and spill-through abutmenStructure L-344 consists of 60'-70'-70'-60' continuous I-beam spans supported by three dual-conical concrete column piers with partial web walls, and spill-through abutments. The piers and the abutments are founded on piling; the pier piling is driven to an elevation of 585-590 ft, and the abutment piling is driven to an elevation of 607 ft.The bridge is constructed of concrete and steel I-beams, and it has solid-wall round-nose piers. The site plans are dated 1964. The piers are referenced from the left to the right abutments when looking downstream.This bridge is a single-span structure with 45 degree wing-walls both upstream and downstream. The bridge opening is smaller than both the upstream and downstream channel top widths. The wing walls extend out to the width of the upstream and downstream channels. The bridge and wing walls are aligned with the channel.The structural characteristics of the bridge are reported from rehabilitation plans provide by the Illinois Department of Transportation. This is a truss bridge with 35 spans, however, only 3 spans comprise the section over the main channel of the Mississippi River. Many of the spans are on the floodplain and behind levees. The piers have a complex shape. The piers in the main channel consist of two columns above the flood elevation but are wall piers below the water. The wall portions of the piers have three main portions: (1) an upper section which is sharp nosed and about 14 ft wide, (2) a middle section with is also sharp nosed and about 20 ft wide, and (3) a deep footing that rests on bed rock.All of the piers were surveyed during the flood, but scour holes were only identified at piers 8 and 9. Scans of the bridge plans have been included for piers 7 through 12. Pier 12 is part of the navigation span and has a different design than piers 7 through 11. Piers 7 through 11 are all similar in design, but the elevations of the various components of the piers are different. Each pier consists of two square caissons connected by a web wall near elevation 416 ft MSL. The piers are tapered slightly in the direction of flow. The caissons and web wall rest on a wider square-nosed pedestal, that rests on a wider square-nosed footing, that rests on a wider square-nosed seal, that is supported by H-piles.The FM 2004 bridge over the Brazos River has 11 spans supported by pile bents. The piers consist of three columns that extend from a footing to a bent cap, which supports the bridge deck. The footings are located at the water-surface elevation or at the ground line and are supported by square concrete piles. The batter piles are exposed to drifting woody debris during normal flow conditions. Pile bents 5, 6, 7, 8 consist of 22 1.5-ft square concrete piles located in 2 rows 5-ft apart on centerlines driven with a batter 24:1. The piles in each row are 4.25 ft apart on centerlines. A web wall extends from the top of the footing up 13 ft between the three columns. Pile bents 2, 3, 4, 9, 10, 11 have 7.5 x 7.5 footings below each column. Each footing is supported by 4 piles arranged in two rows with 4 ft between the centerlines of the rows. These bents have no web walls. Pier footing elevations for bents 2, 3, 4, 9, 10, 11 were estimated from a profile view. Elevations for 5, 6, 7, 8 were provided on a drawing for proposed modifications to the foundations. Pile tip elevations for 5, 6, 7, 8 were provided on a drawing for proposed modifications. Pile tip elevations for 2, 3, 4, 9, 10, 11 were computed as the bottom footing elevation minus the pile length less 1 foot for embedment into the footing. p @ @ @ @ @ @ @ @ @ @ @ ssssssss s s  s  s  s s sssssssssvvvvvvvv v!v "v #v $v %v &v'v(v)v*v+v,v-v.v/y0y1y2y3y4y5y6y7y8y 9y :y ;y <y =y>y?y@yAyByCyDyEyF|G|H|I|J|K|L|M|N|O| P| Q| R@S.T.UHVW6XY.Z.[.\.].?`q<gfffff@@@o@h?ffffff@6@ @(\?2UpstreamLive-bedNon-cohesiveDuneUnknown@@??`q<@@@o@h?ffffff@6@ @(\?1UpstreamLive-bedNon-cohesiveDuneUnknown@@@?`q<@@@o@h?ffffff@6@ @(\?1UpstreamLive-bedNon-cohesiveDuneUnknown@ _@? @?`q<(@2@@o@h@@T@;@q= ףp?5UpstreamLive-bedNon-cohesiveDuneUnknown@@@?`q<#@1@@o@hQ@333333?X@@U@M@4DownstreamClear-waterNon-cohesiveUnknownSubstantial@@@?`q<@+@@o@hQ@333333?X@@U@M@4DownstreamClear-waterNon-cohesiveDuneSubstantial@@@?`q<'@1@@o@hQ@333333?X@@U@M@3UnknownClear-waterNon-cohesiveUnknownInsignificant}@@@?`q<@&@@o@hQ@333333?X@@U@M@3UpstreamClear-waterNon-cohesiveDuneInsignificant@@?`q<#@5@@o@hQ@333333?X@@U@M@2UnknownClear-waterNon-cohesiveUnknownInsignificantE@@@?`q<!@+@@o@hQ@333333?X@@U@M@2UpstreamClear-waterNon-cohesiveDuneInsignificant@@?`q<$@1@@o@hQ@333333?X@@U@M@1UpstreamClear-waterNon-cohesiveUnknownInsignificantN@@@?`q<@3@@o@hQ@333333?X@@U@M@1UpstreamClear-waterNon-cohesiveDuneInsignificant p @ @ @ @ @ @ @ @ @ @ @ ssssssss s s  s  s  s s sssssssssvvvvvvvv v!v "v #v $v %v &v'v(v)v*v+v,v-v.v/y0y1y2y3y4y5y6y7y8y 9y :y ;y <y =y>y?y@yAyByCyDyEyF|G|H|I|J|K|L|M|N|O| P| Q| R@S.T.UHVW6XY.Z.[.\.].&'(YYYY PierIDPKeyPrimaryKey SiteIdAZ@&\@PierScour22222222222 Y@AZ@PierCoordinates>>>>>>>>>>> }X@Y@Pier((((((((((( }X@~X@MSysModules288888888888 }X@}X@MSysModules66666666666 dH]X@I]X@Manning........... H]X@I]X@Hydrograph44444444444 H]X@H]X@Elev((((((((((( W@H]X@ContractionScour@@@@@@@@@@@ pW@W@Contact-Ref66666666666 ppW@pW@Bridge,,,,,,,,,,, xV@<9W@BedMat,,,,,,,,,,, /V@xV@AbutmentScour::::::::::: TU@0V@Abutment00000000000  TU@TU@AccessLayout88888888888 #T@#T@SysRel,,,,,,,,,,, #T@#T@Scripts........... #T@#T@Reports........... #T@#T@Modules........... #T@#T@Forms*********** #T@#T@MSysRelationshipsDDDDDDDDDDB #T@#T@MSysQueries88888888886 #T@#T@MSysACEs22222222220 #T@#T@MSysObjects88888888886 #T@#T@MSysDb .........., #T@#T@Relationships<<<<<<<<<<: #T@#T@Databases44444444442 #T@#T@Tables.........., FY]NO]O]Y  Y  Y  SiteIDContactPublication,,YYPrimaryKey SiteID@$@o@h.@?7@3@(@1DownstreamLive-bedNon-cohesiveDuneModerate:@%@@?`q<333333@(@@B@o@h,@@U@E@@2DownstreamLive-bedNon-cohesiveUnknownModerate?@$@@?`q<gfffff@(@@B@o@h,@@U@E@@1DownstreamLive-bedNon-cohesiveUnknownModerate3@#@@?`q<'@.@.@o@hV@HzG?b@^@Q@1UpstreamLive-bedNon-cohesiveRippleInsignificant5@ "@@?`q<#@(@.@o@hV@HzG?b@^@Q@1UpstreamLive-bedNon-cohesiveRippleInsignificant @ !@@?`q< @@@o@h?ffffff@6@ @(\?7UpstreamLive-bedNon-cohesiveDuneUnknown@  @@?`q<@$@@o@h?ffffff@6@ @(\?7UpstreamLive-bedNon-cohesiveDuneUnknown@ @@?`q<?@@o@h(\?@,@@{Gz?7UpstreamLive-bedNon-cohesiveDuneUnknown@ @??`q< @@@o@h?ffffff@6@ @(\?6UpstreamLive-bedNon-cohesiveDuneUnknown@@ @?`q<333333@!@@o@h?ffffff@6@ @(\?6UpstreamLive-bedNon-cohesiveDuneUnknown@@@?`q<??@o@h(\?@,@@{Gz?6UpstreamLive-bedNon-cohesiveDuneUnknown@@@?`q< @@@o@h?ffffff@6@ @(\?5UpstreamLive-bedNon-cohesiveDuneUnknown@@@?`q<@$@@o@h?ffffff@6@ @(\?5UpstreamLive-bedNon-cohesiveDuneUnknown@@??`q<333333@@@o@h(\?@,@@{Gz?5UpstreamLive-bedNon-cohesiveDuneUnknown@@@?`q<gfffff@ @@o@h?ffffff@6@ @(\?4UpstreamLive-bedNon-cohesiveDuneUnknown @@@?`q<@%@@o@h?ffffff@6@ @(\?4UpstreamLive-bedNon-cohesiveDuneUnknown@J _| 7 h c JThe reported velocity is the average velocity of the approach section. The reference surface was difficult to determine at this pier, which is located at the channel thalweg. There was no skew measured during the October measurement, however, basThe reported velocity is the average velocity of the approach section. The reference surface was difficult to determine at this pier, which is located at the channel thalweg. There was no skew measured during the October measurement, however, based on all previous measurements it is anticipated that skew would be present. Skew was evident in an approach section collected in October but the stationing could not be aligned with the bridge. The skew reported is that of the previous measurementThe maximum scour-hole depth is to the right of the pier.Channel bottom rises in vicinity of the pier.The maximum scour-hole depth is to the right of the pier.Average approach section velocity was 2.40 feet per second. There was no skew measured during the October measurement, however, based on all previous measurements it is anticipated that skew would be present. Skew was evident in an approach section collected in October but the stationing could not be aligned with the bridge. The skew reported is that of the previous measurementThe velocity reported is the average velocity of the approach cross section. The scour hole may be a remnant from previous scour activity. There was no skew measured during the October measurement, however, based on all previous measurements it is anticipated that skew would be present. Skew was evident in an approach section collected in October but the stationing could not be aligned with the bridge. The skew reported is that of the previous measurementFlow skew to the pier was 20 degrees at the nose and 7 degrees at the tail.The average approach velocity was 2.64 feet per second. The scour hole is probably a remnant of earlier scour activity.The average approach velocity was 2.64 feet per second. The scour hole is probably a remnant of earlier scour activity.Flow skew to the pier was 20 degrees at the nose and zero degrees at the tail.Flow skew to the pier was 20 degrees at the nose and zero degrees at the tail.Flow skew to the pier was 20 degrees at the nose and 7 degrees at the tail.Flow skew to the pier was 20 degrees at the nose and 7 degrees at the tail.Fathometer traces show that this scour hole at pier 5 was probably the maximum scour that occurred at the bridge although shallow depths prevented accurate readings at the other piers. NOTE: The report contains data for remnant scour holes at other piers during low flow, but insufficient detail for entry here.Longitudinal profi $$    LVALt\ K -  u 3 The bed-mHopkins, G.R., Vance, R.W., and Kasraie, B., 1975, Scour around bridge piers, Federal Highway Administration Report No. FHWA-Hopkins, G.R., Vance, R.W., and Kasraie, B., 1975, Scour around bridge piers, Federal Highway Administration Report No. FHWA-RD-75-56,205 p. ----, 1980, Scour around bridge piers, Federal Hopkins, G.R., Vance, R.W., and Kasraie, B., 1975, Scour around bridge piers, Federal Highway Administration Report No. FHWA-RD-75-56,205 p. ----, 1980, Scour around bridge piers, Federal Hopkins, G.R., Vance, R.W., and Kasraie, B., 1975, Scour around bridge piers, Federal Highway Administration Report No. FHWA-RD-75-56,205 p. ----, 1980, Scour around bridge piers, Federal Hopkins, G.R., Vance, R.W., and Kasraie, B., 1975, Scour around bridge piers, Federal Highway Administration Report No. FHWA-RD-75-56,205 p. ----, 1980, Scour around bridge piers, Federal Hopkins, G.R., Vance, R.W., and Kasraie, B., 1975, Scour around bridge piers, Federal Highway Administration Report No. FHWA-RD-75-56,205 p. ----, 1980, Scour around bridge piers, Federal Highway AdminiBridge no. 539 Knik River, Old Glenn Highway Bridge no. 539 Knik River, Old Glenn Highway Step-Backwater Model and Bridge Scour AnalysisTurnipseed, D.P., and Smith, J.A., 1992, Monitoring lateral movement of channel banks on the Pearl River in Mississippi: Mississippi Water Resources Conference Proceedings, 1992, p.101-108.Hayes, Donald C., 1993, Site Selection and Collection of Bridge-Scour Data in Delaware, Maryland, and Virginia: U.S. Geological Survey Water-Resources Investigations Report 93-4017, 23 p.U.S. Geological Survey Water Resources Investigations Report 86-4030 Pilot Study for Collection of Bridge-Scour Data by Robert D. Jarret and Jeanne M. BoyleU.S. Geological Survey Water Resources Investigations Report 86-4030 Pilot Study for Collection of Bridge-Scour Data by Robert D. Jarret and Jeanne M. BoyleU.S. Geological Survey Water Resources Investigations Report 86-4030 Pilot Study for Collection of Bridge-Scour Data by Robert D. Jarret and Jeanne M. BoyleU.S. Geological Survey Water Resources Investigations Report 86-4030 Pilot Study for Collection of Bridge-Scour Data by Robert D. Jarrett and Jeanne M. BoyleU.S. Geological Survey Water Resources Investigations Report "Scour around bridge piers on streams in Arkansas" by Rodney SouthardU.S. Geological Survey Water Resources Investigations Report 92-4126 "Scour around bridge piers on streams in Arkansas" by Rodney SouthardU.S. Geological Survey Water Resources Investigations Report 92-4126 "Scour around bridge piers on streams in Arkansas" by Rodney E. SouthardU.S. Geological Survey Water-Resources Investigations 32-75 Scour at Selected Bridge Sites in Alaska By Vernon W. Norman November 1975U.S. Geological Survey Water-Resources Investigations 32-75 Scour at Selected Bridge Sites in Alaska By Vernon W. Norman November 1975U.S. Geological Survey Water-Resources Investigations 32-75 Scour at Selected Sites in Alaska By Vernon W. Norman November 1975U.S. Geological Survey Water-Resources Investigations 32-75 Scour at Selected Bridge Sites in Alaska By Vernon W. Norman November 1975U.S. Geological Survey Water-Resources Investigations 32-75 Scour at Selected Bridge Sites in Alaska By Vernon W. Norman November 1975U.S. Geological Survey Water-Resources Investigations 32-75 Scour at Selected Bridge Sites in Alaska By Vernon W. Norman November 1975LVAL#И0`  ! l  P   ƳeUs|||| Bed-matStephen R. Holnbeck or Chuck ParretDave Clamon Hydraulic Engineer, Iowa DOT (515) 239-1Dave Clamon Hydraulic Engineer, Iowa DOT (515) 239-1487 or Dave Mueller Hydrologist, USGS (502) 493-1935Dave Clamon Hydraulic Engineer, Iowa DOT (515) 239-1487 or Dave Mueller Hydrologist, USGS (502) 493-1935Stephen R. Holnbeck or Chuck Parrett (406)449-5263 U.S. Geological Survey 301 South Park Ave., Fed. Bldg. Rm 428 Helena, MT 59626U.S. Geological Survey, WRD, MS. District 100 W. Capitol Street, Suite 710 Jackson, MS. 39269 (601) 965-4600U.S. Geological Survey, WRD, MS. District 100 W. Capitol Street, Suite 710 Jackson, MS. 39269 (601) 965-4600U.S. Geological Survey, WRD, MS. District 100 W. Capitol Street, Suite 710 Jackson, MS. 39269 (601) 965-4600U.S. Geological Survey, WRD, MS. District 100 W. Capitol Street, Suite 710 Jackson, MS. 39269U.S. Geological Survey, WRD, MS. District 100 W. Capitol Street, Suite 710 Jackson, MS. 39269USGS 3600 West Broad Street Suite 606 Richmond, VA 23230 (804) 771-2427USGS 3600 West Broad Street Suite 606 Richmond, VA 23230 (804) 771-2427USGS 3600 West Broad Street Suite 606 Richmond, VA 23230 (804) 771-2427Mark N. Landers U.S. Geological Survey, National Center 12201 Sunrise Valley Dr., Mail Stop 415 Reston, VA 22092 Phone: (703) 648-5977Robert L. Miller or John T. Wilson U.S.G.S.-W.R.D. 5957 Lakeside Boulevard Indianapolis, IN 46278 (317) 290-3333Robert L. Miller or John T. Wilson U.S.G.S.-W.R.D. 5957 Lakeside Boulevard Indianapolis, IN 46112 (317) 290-3333Robert L. Miller or John T. Wilson U.S.G.S. - W.R.D. 5957 Lakeside Boulevard Indianapolis, IN 46278 (317) 290-3333Landers, Mark. Hydrologist, Office of Surface Water, USGS National Center, 12201 Sunrise Valley Drive, Mail Stop 415, Reston, VA 22092. Ph. (703) 648-5977.USGS 3600 West Broad Street Suite 606 Richmond, VA 23230 (804) 771-2427USGS 3600 West Broad Street Suite 606 Richmond, VA 23230 (804) 771-2427Robert D. Jarret, Hydrologist U.S. Geological Survey, Water Resources Division, Colorado District Building 53, Denver Federal Center, Mail Stop 415, Box 25046 Denver, CO 80225Robert D. Jarret, Hydrologist U.S. Geological Survey, Water Resources Division, Colorado District Building 53, Denver Federal Center, Mail Stop 415, Box 25046 Denver, CO 80225Robert D. Jarret, Hydrologist U.S. Geological Survey, Water Resources Division, Colorado District Building 53, Denver Federal Center, Mail Stop 415, Box 25046 Denver, CO 80225Robert D. Jarrett, Hydrologist U.S. Geological Survey, Water Resources Division, Colorado District Building 53, Denver Federal Center, Mail Stop 415,Box 25046 Denver, CO 80225U.S. Geological Survey, Arkansas District 2301 Federal Office Building 700 West Capitol Bldg. Little Rock, Ark. 72201U.S. Geological Survey - Arkansas District 2301 Federal Office Building 700 West Capitol Bldg. Little Rock, Ark. 72201U.S. Geological Survey, Arkansas District 2301 Federal Office Building 700 West capitol Bldg. Little Rock, Ark. 72201U.S. Geological Survey, Water Resources Division 218 E Street, Skyline Building Anchorage, AK 99501U.S. Geological Survey, Water Resources Division 218 E Street, Skyline Building Anchorage, AK 99501U.S. Geological Survey, Water Resources Division 218 E Street, Skyline Building Anchorage, AK 99501U.S. Geological Survey, Water Resources Division 218 E Street, Skyline Building Anchorage, AK 99501U.S. Geological Survey, Water Resources Division 218 E Street, Skyline Building Anchorage, AK 99501U.S. Geological Survey, Water Resources Division 218 E Street, Skyline Building Anchorage, AK 99501Rd=zS, u Z ? $ y R 7  t M & ] 6  s L % b;]6sL%b;iN@?@D@?9@@o@h ףp= ?= ףp=@?Gz? ףp= ?EUpstreamUnknownUnknownUnknownUnknown \@?@?@F@Gz?333333:@@o@h ףp= ?= ףp=@?Gz? ףp= ?EUpstreamUnknownUnknownUnknownUnknown`|@???@1@zG?gfffff$@@o@h ףp= ?= ףp=@?Gz? ףp= ?CUpstreamUnknownUnknownUnknownUnknown`|@?333333??@6@HzG?333333$@@o@h ףp= ?= ףp=@?Gz? ףp= ?CUpstreamUnknownUnknownUnknownUnknown \@?333333@?@@@)\(?$@@R@Qp@"PV@O@@NV@@MV@ @LV@ @KV@ \@JV@ r@IV@ @HV@@G@@F@@E@@ D@@ C@@ B@@ A@@ @@@?@@>@@=@@<@@;@@:@9X@ @8N@@7N@@6N@@5N@@4N@@3N@@2N@@1N@@0@@ /@@ .@@ -@@ ,@@ +@@*@ @)@ @(o@'2@&/@%.@$C@#D@"@@!@@ @@@{@q@@ q@@q@@ a@a@@N@@N@@N@@@@w@x@{@@N@@N@@@ @  @ @  @ @  @ @  z@ @  {@@z@@h@@h@@h@@h@@h@@h@@h@@ LVALЅ ^ 0  k =====[VG@qq?9@?@q@#@ @@,@o@h333333?ffffff????5UpstreamLive-Hayes, Donald C., 1993, Site Selection and Collection of Bridge-Scour Data in Delaware, Maryland,Hayes, Donald C., 1993, Site Selection and Collection of Bridge-Scour Data in Delaware, Maryland, and Virginia: U.S. Geological Survey Water-Resources Investigations Report 93-4017, 23 pHayes, Donald C., 1993, Site Selection and Collection of Bridge-Scour Data in Delaware, Maryland, and Virginia: U.S. Geological Survey Water-Resources An unpublished level-2 analysis was performed by Montana USGS and is planned for submittal to MDT (January - 1994) under the title: An unpublished level-2 analysis was performed by Montana USGS and is planned for submittal to MDT (January - 1994) under the title: "Analysis of Scour Potential for Bridge Structure No. P00001491+08241 Beaver Creek Overflow 7 Miles West of Saco, MT" January - 1994An unpublished level-2 analysis was performed by Montana USGS and is planned for submittal to MDT (January 1994) under the title: "Analysis of Scour Potential for Bridge Structure No. P00001490+05771 Beaver Creek Overflow and Stock 9 Miles West of Saco, MT"An unpublished level-2 analysis was performed by Montana USGS and is planned for submittal to MDT (March 2001) under the title: "Analysis of scour potentialfor bridge structure no. I00090292+04251 & 52 crossing Gallatin River at Interstate 90, four miles southeast of Manhattan, Montana".Hayes, Donald C., 1993, Site Selection and Collection of Bridge-Scour Data in Delaware, Maryland, and Virginia: U.S. Geological Survey Water-Resources Investigations Report 93-4017, 23 p.Jackson, K.S., 1996, Evaluation of bridge-scour data at selected sites in Ohio: U.S. Geological Survey Water-Resources Investigations Report 97-4182.Jackson, K.S., 1996, Evaluation of bridge-scour data at selected sites in Ohio: U.S. Geological Survey Water-Resources Investigations Report 97-4182.Jackson, K.S., 1996, Evaluation of bridge-scour data at selected sites in Ohio: U.S. Geological Survey Water-Resources Investigations Report 97-4182.Jackson, K.S., 1996, Evaluation of bridge-scour data at selected sites in Ohio: U.S. Geological Survey Water-Resources Investigations Report 97-4182.Jackson, K.S., 1996, Evaluation of bridge-scour data at selected sites in Ohio: U.S. Geological Survey Water-Resources Investigations Report 97-4182.Jackson, K.S., 1996, Evaluation of bridge-scour data at selected sites in Ohio: U.S. Geological Survey Water-Resources Investigations Report 97-4182.Jackson, K.S., 1996, Evaluation of bridge-scour data at selected sites in Ohio: U.S. Geological Survey Water-Resources Investigations Report 97-4182.Jackson, K.S., 1996, Evaluation of bridge-scour data at selected sites in Ohio: U.S. Geological Survey Water-Resources Investigations Report 97-4182.An unpublished level-2 analysis was performed by USGS and submitted (March 1993) under the title: "Analysis of scour potential for bridge structure no. P00003096+05771 Badger Cr 15 M SE Browning, MT".An unpublished level-2 analysis was performed by USGS and is planned for submittal to MDT (February 1994) under the title: "Analysis of scour potential for bridge structure no. P00011020+04171 Yellowstone River 11M SW Emigrant, MT".An unpublished level-2 analysis was performed by USGS and submitted to MDT (April 1992) under the title: "Analysis of scour potential for bridge structure no. P00050070+04611 Gallatin River 5M S Gallatin Gateway, MT".An unpublished level-2 analysis, to be submitted to MDT, will be on file at USGS - Montana District in late-January 1994.= LVALxxi;  k kkkkkkkV@UUUUUU?333333??0@K@@ @@o@hScott Jackson William Krouse 614-469-5553 614-466-2398 U.S. Geological Survey WRD Ohio Department of 975 West ThScott Jackson William Krouse 614-469-5553 614-466-2398 U.S. Geological Survey WRD Ohio Department of 975 West Third Ave. Transportation Columbus, Ohio 43212 25 South Front St. Scott Jackson William Krouse 614-469-5553 614-466-2398 U.S. Geological Survey WRD Ohio Department of 975 West Third Ave. Transportation Columbus, Ohio 43212 25 South Front St. Columbus, Ohio 43216Scott Jackson William Krouse 614-469-5553 614-466-2398 U.S. Geological Survey WRD Ohio Department of 975 West Third Ave. Transportation Columbus, Ohio 43212 25 South Front St. Columbus, Ohio 43216Scott Jackson William Krouse 614-469-5553 614-466-2398 U.S. Geological Survey WRD Ohio Department of 975 West Third Ave. Transportation Columbus, Ohio 43212 25 South Front St. Columbus, Ohio 43216Scott Jackson William Krouse 614-469-5553 614-466-2398 U.S. Geological Survey WRD Ohio Department of 975 West Third Ave. Transportation Columbus, Ohio 43212 25 South Front St. Columbus, Ohio 43216Scott Jackson William Krouse 614-469-5553 614-466-2398 U.S. Geological Survey WRD Ohio Department of 975 West Third Ave. Transportation Columbus, Ohio 43212 25 South Front St. Columbus, Ohio 43216Scott Jackson William Krouse 614-469-5553 614-466-2398 U.S. Geological Survey WRD Ohio Department of 975 West Third Ave. Transportation Columbus, Ohio 43212 25 South Front St. Columbus, Ohio 43216Tom Soya, Pennsylvania Department of Transportation (PENNDOT), Bridge inspection coordinator (717) 963-3078.Terry LaFrance, NYSDOT,Tom Soya, Pennsylvania Department of Transportation (PENNDOT), Bridge inspection coordinator (717) 963-3078.Terry LaFrance, NYSDOT, Region 4 (716) 272-3383.Mike Ferrel, NYSDOT Region 9, (607) 771-5467.Mike Ferrel. NYSDOT Region 9, (607) 771-5467Craig Mozrall, NYSDOT hydraulic engineer, Region 6 (607) 324-7580Pete Riehlman, NYSDOT, Region 3 hydraulic engineer (315) 428-4715.Stephen R. Holnbeck or Charles Parrett (406)449-5263 U.S. Geological Survey 301 South Park Ave., Fed. Bldg. Rm 428 Helena, MT 59626Stephen R. Holnbeck or Charles Parrett (406)449-5263 U.S. Geological Survey 301 South Park Ave., Fed. Bldg. Rm 428 Helena, MT 59626 LVALвdz, 8 888888a  I@?@?@2@> ףp=@333330@HzG?7@o@hpq<lnlnlnScott Jackson William Krouse 614-469-5553 614-466-2398 U.S. Geological Survey WRD Ohio Department of 975 West ThScott Jackson William Krouse 614-469-5553 614-466-2398 U.S. Geological Survey WRD Ohio Department of 975 West Third Ave. Transportation Columbus, Ohio 43212 25 South Front St. Columbus, Ohio 43216Scott Jackson William Krouse 614-469-5553 614-466-2398 U.S. Geological Survey WRD Ohio Department of 975 West Third Ave. Transportation Columbus, Ohio 43212 25 South Front St. Columbus, Ohio 43216ScotScott Jackson William Krouse 614-469-5553 614-466-2398 U.S. Geological Survey WRD Ohio Department of 975 West Third Ave. Transportation Columbus, Ohio 43212 25 South Front St. Columbus, Ohio 43216Scott Jackson William Krouse 614-469-5553 614-466-2398 U.S. Geological Survey WRD Ohio Department of 975 West Third Ave. Transportation Columbus, Ohio 43212 25 South Front St. Columbus, Ohio 43216Scott Jackson William Krouse 614-469-5553 614-466-2398 U.S. Geological Survey WRD Ohio Department of 975 West Third Ave. Transportation Columbus, Ohio 43212 25 South Front St. Columbus, Ohio 43216Scott Jackson William Krouse 614-469-5553 Dave Mueller USGS - Kentucky District dmueller@usgs.gov (502) 493-1935 orDave Mueller USGS - Kentucky District dmueller@usgs.gov (502) 493-1935 or Chad Wagner USGS - North Carolina District cwagner@usgs.gov (919) 571-4021Jeff Conaway, Hydrologist U.S. Geological Survey Water Resources Division 4230 University Drive, Suite 201 Anchorage, Alaska 99508-4664 (907)-786-7041 jconaway@usgs.govScott Jackson U.S. Geological Survey 614-469-5553 75 West Third Ave. Columbus, Ohio 43212 or William Krouse Ohio Department of Transportation 614-466-2398 25 South Front St. Columbus, Ohio 43216David S. Mueller U.S. Geological Survey 9818 Bluegrass Parkway Louisville, KY 40299USGS 3600 West Broad Street Suite 606 Richmond, VA 23230 (804) 771-2427USGS 3600 West Broad Street Suite 606 Richmond, VA 23230 (804) 771-2427USGS 3600 West Broad Street Suite 606 Richmond, VA 23230 (804) 771-2427USGS 3600 West Broad Street Suite 606 Richmond, VA 23230 (804) 771-2427USGS 3600 West Broad Street Suite 606 Richmond, VA 23230 (804) 771-2427USGS 3600 West Broad Street Suite 606 Richmond, VA 23230 (804) 771-2427USGS 3600 West Broad Street Suite 606 Richmond, VA 23230 (804) 771-2427USGS 3600 West Broad Street Suite 606 Richmond, VA 23230 (804) 771-2427ULVAL<w I  V (%WWDAnalysis of Scour Potential for Bridge Structure No. S00370 000+0.5361 CrossiAn unpublished level-2 analysis was performed by Alaska USGS under the title: "Bridge An unpublished level-2 analysis was performed by Alaska USGS under the title: "Bridge no. 539 Knik River, Old Glenn Highway Step-Backwater Model and Bridge Scour Analysis"Analysis of Scour Potential for Bridge Structure No. S00370 000+0.5361 Crossing Bitterroot River at Secondary Route 370, 2 Miles Northeast of Victor, Montana WRD, US Geological Survey, Helena, MT in cooperation with the Montana Department of Transportation June- 1999Mueller, D.S., Landers, M.N., and Fischer, E.F., 1995, Scour measurements at bridge sites during 1993 Upper Mississippi River Basin flood: Transportation Research Record 1483, p. 47-55. Foster, J.E., 1988, Jefferson Barracks Brige movable-bed model study: U.S. Army Corpse of Engineers Waterways Experiment Station Miscellaneous Paper HL-88-7.Mueller, D.S., and Parola, A.C., 1998, Detailed scour measurements around a debris accumulation: ASCE, Water Resources Engineering  98, Memphis, TN, p. 234-239. Parola, A.C., Kamojjala, S., Richardson, J.E., and Kirby, M.W., 1998, Numerical Simulation of Flow Patterns at a Bridge with Debris: ASCE, Water Resources Engineering  98, Memphis, TN, p. 240-245.Mueller, D.S., and Hitchcock, H.A., 1998, Scour measurements at contracted highway crossings in Minnesota, 1997: ASCE, Water Resources Engineering  98, Memphis, TN, p. 210-215.Mueller, D.S., and Hitchcock, H.A., 1998, Scour measurements at contracted highway crossings in Minnesota, 1997: ASCE, Water Resources Engineering  98, Memphis, TN, p. 210-215.Jackson, K.S., 1996, Evaluation of bridge-scour data at selected sites in Ohio: U.S. Geological Survey Water-Resources Investigations Report 97-4182.Jackson, K.S., 1996, Evaluation of bridge-scour data at selected sites in Ohio: U.S. Geological Survey Water-Resources Investigations Report 97-4182.Jackson, K.S., 1996, Evaluation of bridge-scour data at selected sites in Ohio: U.S. Geological Survey Water-Resources Investigations Report 97-4182.Jackson, K.S., 1996, Evaluation of bridge-scour data at selected sites in Ohio: U.S. Geological Survey Water-Resources Investigations Report 97-4182.Jackson, K.S., 1996, Evaluation of bridge-scour data at selected sites in Ohio: U.S. Geological Survey Water-Resources Investigations Report 97-4182.Jackson, K.S., 1996, Evaluation of bridge-scour data at selected sites in Ohio: U.S. Geological Survey Water-Resources Investigations Report 97-4182.Jackson, K.S., 1996, Evaluation of bridge-scour data at selected sites in Ohio: U.S. Geological Survey Water-Resources Investigations Report 97-4182.Jackson, K.S., 1996, Evaluation of bridge-scour data at selected sites in Ohio: U.S. Geological Survey Water-Resources Investigations Report 97-4182.Jackson, K.S., 1996, Evaluation of bridge-scour data at selected sites in Ohio: U.S. Geological Survey Water-Resources Investigations Report 97-4182.Jackson, K.S., 1996, Evaluation of bridge-scour data at selected sites in Ohio: U.S. Geological Survey Water-Resources Investigations Report 97-4182.Jackson, K.S., 1996, Evaluation of bridge-scour data at selected sites in Ohio: U.S. Geological Survey Water-Resources Investigations Report 97-4182.Jackson, K.S., 1996, Evaluation of bridge-scour data at selected sites in Ohio: U.S. Geological Survey Water-Resources Investigations Report 97-4182.Jackson, K.S., 1996, Evaluation of bridge-scour data at selected sites in Ohio: U.S. Geological Survey Water-Resources Investigations Report 97-4182.Mueller, D.S., Landers, M.N., and Fischer, E.E., 1995, Scour measurements at bridge sites during the 1993 upper Mississippi River basin flood: Transportation Research Record, no. 1483, p. 47-55.LVAL"ЪTR ! J s S%%ŌChad Wagner USGS - Kentucky District cwagner@usgs.gov (502) 493-1912 or Rod Lakey, Senior EngineeChad Wagner USGS - Kentucky District cwagner@usgs.gov (502) 493-1912 or Rod Lakey, Senior Engineer Lewis County Department of Public Works 350 NChad Wagner USGS - Kentucky District cwagner@usgs.gov (502) 493-1912 or Rod Lakey, Senior Engineer Lewis County Department of Public Works 350 N. Market Boulevard Chehalis, WA 98532 (360) 740-1123K. Van Wilson, Hydrologist, P.E. U.S. Geological Survey 308 South Airport Road Pearl, MS 39208-6649 Phone: (601) 933-2922 E-mail: kvwilson@usgs.K. Van Wilson, Hydrologist, P.E. U.S. Geological Survey 308 South Airport Road Pearl, MS 39208-6649 Phone: (601) 933-2922 E-mail: kvwilson@usgs.K. Van Wilson, Hydrologist, P.E. U.S. Geological Survey 308 South Airport Road Pearl, MS 39208-6649 Phone: (601) 933-2922 E-mail: kvwilson@usgs.govDave Mueller USGS - Kentucky District dmueller@usgs.gov (502) 493-1935 or Chad Wagner USGS - Kentucky District cwagner@usgs.gov (502) 493-1912Steve Holnbeck USGS, Montana District (406) 457-5929 holnbeck@usgs.gov or Chad Wagner USGS, Kentucky District (502) 493-1912 cwagner@usgs.govSteve Holnbeck USGS, Montana District (406) 457-5929 holnbeck@usgs.gov or Chad Wagner USGS, Kentucky District (502) 493-1912 cwagner@usgs.govSteve Holnbeck USGS, Montana District (406) 457-5929 holnbeck@usgs.gov or Charles Parrett U.S. Geological Survey, Montant District (502) 457-5928Scott Jackson U.S. Geological Survey 614-469-5553 75 West Third Ave. Columbus, Ohio 43212 or William Krouse Ohio Department of Transportation 614-466-2398 25 South Front St. Columbus, Ohio 43216Scott Jackson U.S. Geological Survey 614-469-5553 75 West Third Ave. Columbus, Ohio 43212 or William Krouse Ohio Department of Transportation 614-466-2398 25 South Front St. Columbus, Ohio 43216Scott Jackson U.S. Geological Survey 614-469-5553 75 West Third Ave. Columbus, Ohio 43212 or William Krouse Ohio Department of Transportation 614-466-2398 25 South Front St. Columbus, Ohio 43216Scott Jackson U.S. Geological Survey 614-469-5553 75 West Third Ave. Columbus, Ohio 43212 or William Krouse Ohio Department of Transportation 614-466-2398 25 South Front St. Columbus, Ohio 43216Scott Jackson U.S. Geological Survey 614-469-5553 75 West Third Ave. Columbus, Ohio 43212 or William Krouse Ohio Department of Transportation 614-466-2398 25 South Front St. Columbus, Ohio 43216Scott Jackson U.S. Geological Survey 614-469-5553 75 West Third Ave. Columbus, Ohio 43212 or William Krouse Ohio Department of Transportation 614-466-2398 25 South Front St. Columbus, Ohio 43216Scott Jackson U.S. Geological Survey 614-469-5553 75 West Third Ave. Columbus, Ohio 43212 or William Krouse Ohio Department of Transportation 614-466-2398 25 South Front St. Columbus, Ohio 43216Scott Jackson U.S. Geological Survey 614-469-5553 75 West Third Ave. Columbus, Ohio 43212 or William Krouse Ohio Department of Transportation 614-466-2398 25 South Front St. Columbus, Ohio 43216David Mueller U.S. Geological Survey 9818 Bluegrass Parkway Louisville, KY 40299David Mueller U.S. Geological Survey 9818 Bluegrass Parkway Louisville, KY 40299David Mueller U.S. Geological Survey 9818 Bluegrass Parkway Louisville, KY 40299David Mueller U.S. Geological Survey 9818 Bluegrass Parkway Louisville, KY 40299David Mueller U.S. Geological Survey 9818 Bluegrass Parkway Louisville, KY 40299David Mueller U.S. Geological Survey 9818 Bluegrass Parkway Louisville, KY 40299David Mueller U.S. Geological Survey 9818 Bluegrass Parkway Louisville, KY 40299LVALE B  J JJJJdž:vScour variables for P3 were estimated on the basis oHayes, Donald C., 1993, Site Selection and Collection of Bridge-Scour Data in Delaware, MarylandHayes, Donald C., 1993, Site Selection and Collection of Bridge-Scour Data in Delaware, Maryland, and Virginia: U.S. Geological Survey Water-Resources Investigations Report 93-4017, 23 p.Hayes, Donald C., 1993, Site Selection and Collection of Bridge-Scour Data in Delaware, Maryland, and Virginia: U.S. Geological Survey Water-Resources Investigations Report 93-4017, 23 p.Hayes, Donald C., 1993, Site Selection and Collection of Bridge-Scour Data in Delaware, Maryland, and Virginia: U.S. Geological Survey Water-Resources Investigations Report 93-4017, 23 p.Hayes, Donald C., 1993, Site Selection and Collection of Bridge-Scour Data in Delaware, Maryland, and Virginia: U.S. Geological Survey Water-Resources Investigations Report 93-4017, 23 p.Hayes, Donald C., 1993, Site Selection and Collection of Bridge-Scour Data in Delaware, Maryland, and Virginia: U.S. Geological Survey Water-Resources Investigations Report 93-4017, 23 p.Hayes, Donald C., 1993, Site Selection and Collection of Bridge-Scour Data in Delaware, Maryland, and Virginia: U.S. Geological Survey Water-Resources Investigations Report 93-4017, 23 p.Hayes, Donald C., 1993, Site Selection and Collection of Bridge-Scour Data in Delaware, Maryland, and Virginia: U.S. Geological Survey Water-Resources Investigations Report 93-4017, 23 p.U.S. Geological Survey Water-Resources Investigations 32-75 Scour at Selected Bridge Sites in Alaska By Vernon W. Norman November 1975Turnipseed, D.P., and Smith, J.A., 1992, Monitoring lateral movement of channel banks on the Pearl River in Mississippi: Mississippi Water Resources Conference Proceedings, 1992, p.101-108.Hopkins, G.R., Vance, R.W., and Kasraie, B., 1975, Scour around bridge piers, Federal Highway Administration Report No. FHWA-RD-75-56,205 p.----, 1980, Scour around bridge piers, Federal Highway Administration Report No. FHWA-RD-79-103, 141 p.Turnipseed, D.P., and Smith, J.A., 1992, Monitoring lateral movement of channel banks on the Pearl River in Mississippi: Mississippi Water Resources Conference Proceedings, 1992, p.101-108.Hayes, Donald C., 1993, Site Selection and Collection of Bridge-Scour Data in Delaware, Maryland, and Virginia: U.S. Geological Survey Water-Resources Investigations Report 93-4017, 23 p.Hayes, Donald C., 1993, Site Selection and Collection of Bridge-Scour Data in Delaware, Maryland, and Virginia: U.S. Geological Survey Water-Resources Investigations Report 93-4017, 23 p.Hayes, Donald C., 1993, Site Selection and Collection of Bridge-Scour Data in Delaware, Maryland, and Virginia: U.S. Geological Survey Water-Resources Investigations Report 93-4017, 23 p.Hayes, Donald C., 1993, Site Selection and Collection of Bridge-Scour Data in Delaware, Maryland, and Virginia: U.S. Geological Survey Water-Resources Investigations Report 93-4017, 23 p.Jackson, K.S., 1996, Evaluation of bridge-scour data at selected sites in Ohio: U.S. Geological Survey Water-Resources Investigations Report 97-4182.Mueller, D.S., and Hitchcock, H.A., 1998, Scour measurements at contracted highway crossings in Minnesota, 1997: ASCE, Water Resources Engineering  98, Memphis, TN, p. 210-215.Mueller, D.S., and Hitchcock, H.A., 1998, Scour measurements at contracted highway crossings in Minnesota, 1997: ASCE, Water Resources Engineering  98, Memphis, TN, p. 210-215.Mueller, D.S., Landers, M.N., and Fischer, E.F., 1995, Scour measurements at bridge sites during 1993 Upper Mississippi River Basin flood: Transportation Research Record 1483, p. 47-55.LVALЪBBBBBϱαα  , U ~ DmzThe scour is assumed to have occurred durScoSteve Holnbeck USGS, Montana District (406) 457-5929 holnbeck@usgs.gov Steve Holnbeck USGS, Montana District (406) 457-5929 holnbeck@usgs.gov or Chad Wagner USGS, Kentucky District (502) 493-1912 cwagner@usgs.govSteve Holnbeck USGS, Montana District (406) 457-5929 holnbeck@usgs.gov or Chad Wagner USGS, Kentucky District (502) 493-1912 cwagner@usgs.govSteve Holnbeck USGS, Montana District (406) 457-5929 holnbeck@usgs.gov or Chad Wagner USGS, Kentucky District (502) 493-1912 cwagner@usgs.govScott Jackson U.S. Geological Survey 614-469-5553 75 West Third Ave. Columbus, Ohio 43212 or William Krouse Ohio Department of Transportation 614-466-2398 25 South Front St. Columbus, Ohio 43216Scott Jackson U.S. Geological Survey 614-469-5553 75 West Third Ave. Columbus, Ohio 43212 or William Krouse Ohio Department of Transportation 614-466-2398 25 South Front St. Columbus, Ohio 43216Scott Jackson U.S. Geological Survey 614-469-5553 75 West Third Ave. Columbus, Ohio 43212 or William Krouse Ohio Department of Transportation 614-466-2398 25 South Front St. Columbus, Ohio 43216Scott Jackson U.S. Geological Survey 614-469-5553 75 West Third Ave. Columbus, Ohio 43212 or William Krouse Ohio Department of Transportation 614-466-2398 25 South Front St. Columbus, Ohio 43216Scott Jackson U.S. Geological Survey 614-469-5553 75 West Third Ave. Columbus, Ohio 43212 or William Krouse Ohio Department of Transportation 614-466-2398 25 South Front St. Columbus, Ohio 43216George H. Carlson (612) 783-3220 USGS-WRD 2280 Woodale Drive Mounds View, MN 55112-4900 or Scott Jackson (614) 469-5553 USGS-WRD 975 W. 3rd Avenue Columbus, OH 43212Scott Jackson U.S. Geological Survey 614-469-5553 75 West Third Ave. Columbus, Ohio 43212 or William Krouse Ohio Department of Transportation 614-466-2398 25 South Front St. Columbus, Ohio 43216Scott Jackson U.S. Geological Survey 614-469-5553 75 West Third Ave. Columbus, Ohio 43212 or William Krouse Ohio Department of Transportation 614-466-2398 25 South Front St. Columbus, Ohio 43216Scott Jackson U.S. Geological Survey 614-469-5553 75 West Third Ave. Columbus, Ohio 43212 or William Krouse Ohio Department of Transportation 614-466-2398 25 South Front St. Columbus, Ohio 43216Scott Jackson U.S. Geological Survey 614-469-5553 75 West Third Ave. Columbus, Ohio 43212 or William Krouse Ohio Department of Transportation 614-466-2398 25 South Front St. Columbus, Ohio 43216Scott Jackson U.S. Geological Survey 614-469-5553 75 West Third Ave. Columbus, Ohio 43212 or William Krouse Ohio Department of Transportation 614-466-2398 25 South Front St. Columbus, Ohio 43216Scott Jackson U.S. Geological Survey 614-469-5553 75 West Third Ave. Columbus, Ohio 43212 or William Krouse Ohio Department of Transportation 614-466-2398 25 South Front St. Columbus, Ohio 43216Scott Jackson U.S. Geological Survey 614-469-5553 75 West Third Ave. Columbus, Ohio 43212 or William Krouse Ohio Department of Transportation 614-466-2398 25 South Front St. Columbus, Ohio 43216Scott Jackson U.S. Geological Survey 614-469-5553 75 West Third Ave. Columbus, Ohio 43212 or William Krouse Ohio Department of Transportation 614-466-2398 25 South Front St. Columbus, Ohio 43216Mark N. Landers U.S. Geological Survey, National Center 12201 Sunrise Valley Dr., Mail Stop 415 Reston, VA 22092 Phone: (703) 648-5977U.S. Geological Survey, Water Resources Division 218 E Street, Skyline Building Anchorage, AK 99501Richard J. Huizinga 1400 Independence Road, MS 200 Rolla, MO 65401 (573) 308-3570  @ @ @ @ @ @ @ @ @ @ @        ! "!#"$#%$&%'&(')(*)+*,+-,.-/.0/102132435465768798:9;:<;=<>=?>@?A@BACBDCEDFEGFHGIHJIKJLKMLNMONPOQPRQS/T/U/V8W:XY/Z/[/\/]/;p$Lwl;l;%('Lwl;ȅ;%('Lw8l;$;Lwl; ;Lwl;!܆;LwLl;"8;%(П'Lwl;#;ehLwl;$;Lw`l;%L;ehLwl;&;ehLwl;';eh Lwl;(`;eh0'LwTl;);58М'Lwl;*;58@)'Lw l;+t;%(P'Lwhl;,Њ;%(p'Lwl;-,;%( 'Lw l;.;%('Lwl;/䋞;%('LwИl;0@;%(!'Lwl;1;%(!'Lw|l;2;%(Р'LwdИl;3T;ehLwИl;4;ehLwјl;5 ;eh'Lwxјl;6h;58`V'Lwјl;7Ď;58'Lw0Ҙl;8 ; LwҘl;9|;%(@   @ @ @ @ @ @ @ @ @ @ @        ! "!#"$#%$&%'&(')(*)+*,+-,.-/.0/102132435465768798:9;:<;=<>=?>@?A@BACBDCEDFEGFHGIHJIKJLKMLNMONPOQPRQS/T/U/V8W:XY/Z/[/\/]/?1@@U@#@333332@@o@h;@ffffff@@V@M@&@4UpstreamUnknownNon-cohesiveUnknownUnknownP@O$@333333@?%@W@gfffff&@gffff?@@o@h;@ffffff@@V@M@&@4UpstreamUnknownNon-cohesiveUnknownUnknown@ N$B@?`q<gfffff @333333@@o@h;@ffffff@@V@M@&@4UpstreamUnknownNon-cohesiveUnknownUnknown<@ M$@@?`q<@'@@o@h;@ffffff@@V@M@&@5UpstreamClear-waterNon-cohesiveUnknownUnknown=@ L$@@gfffff??4@U@!@1@@o@h;@ffffff@@V@M@&@5UpstreamUnknownNon-cohesiveUnknownUnknownV@ K$@333333@?333333@N@%@:@@o@h;@ffffff@@V@M@&@5UpstreamUnknownNon-cohesiveUnknownUnknownX@ J$B@?`q<@@@o@h;@ffffff@@V@M@&@5UpstreamUnknownNon-cohesiveUnknownUnknown=@I$@@?`q<@!@@o@h;@ffffff@@V@M@&@6UpstreamClear-waterNon-cohesiveUnknownUnknown<@H$@@??0@>@@(@@o@h;@ffffff@@V@M@&@6UpstreamUnknownNon-cohesiveUnknownUnknownY@G$@@?&@\@gfffff!@3@@o@h;@ffffff@@V@M@&@6UpstreamUnknownNon-cohesiveUnknownUnknown`@F$B@?`q<?@@o@h;@ffffff@@V@M@&@6UpstreamUnknownNon-cohesiveUnknownUnknown<@E#@2@@?ffffff@J@333333@$@@>@o@h@@?S@K@2@1UpstreamClear-waterNon-cohesiveUnknownInsignificant@=Y2H؟~N# .22Y Y  Y (Y Y Y Y   Y  (Y (Y  0Y  8Y  @Y  HY  PY XY `Y hY pY xY Y  Y ( Y ( Y  (Y Y Y Y Y  Y ( Y"   Y PKey SiteIdMeasurementNoDateTime UCDate UCTime USOrDSScourDepthAccuracyCAverageVelCDischarge CDepth CWidthUCAverageVelUCDischargeUCDepthUCWidth.ChannelContractionRatio(PierContractionRatioEccentricitySedTransportBedMaterialTypeBedFormD16D50D84D95 SigmaBedMaterialDebrisEffectsLocationCommentst val  .aeotiYYYYY6Y NoDups PierIDPKeyPrimaryKey(SiteContractionScour SiteIdWater-surface slope was 0.00029.u.@qq?gfffff??@$@333333?@@ @o@hQ? @ffffff? ףp= ?Q?1UpstreamClear-waterNon-cohesiveUnknownModerate@t-:@UUUUUU???ffffff@&@@gfffff$@@o@h\(\? @@@MbX9?2UpstreamClear-waterNon-cohesiveUnknownInsignificant&@s-`*@qq???@@?@@o@h\(\? @@@MbX9?2UpstreamClear-waterNon-cohesiveUnknownInsignificantr-:@UUUUUU?@?333333@A@@$@@o@h@@F@:@?1UpstreamClear-waterNon-cohesiveUnknownUnknown/@q-`*@qq?@?@4@@@@o@h@@F@:@?1UpstreamClear-waterNon-cohesiveUnknownUnknown@ p,@9@qq?gfffff??@@ @gfffff@@o@hN@333333@R@Q@(@2UpstreamClear-waterNon-cohesiveUnknownInsignificantY@ o,@9@qq?@?#@>@333333@gfffff@@o@hA@(\?C@C@ffffff-@1UpstreamClear-waterNon-cohesiveUnknownInsignificant0@ n, @UUUUUU?333333??@@gfffff@ @@o@hA@(\?C@C@ffffff-@1UpstreamClear-waterNon-cohesiveUnknownInsignificant@  c- O ; l0CVThe width of the pier was calculated aThe width of the pier was calculated as the depth weighed average pier width.The width of the pier was calculated as the depth weighed average pier width.The width of the pier was calculated as the depth weighed average pier width.The width of the pier was calculated as the depth weighed average pier width.The width of the pier was calculated as the depth weighed average pier width.The width of the pier was calculated as the depth weighed average pier width.The width of the pier was calculated as the depth weighed average pier width.The width of the pier was calculated as the depth weighed average pier width.The width of the pier was calculated as the depth weighed average pier width.The width of the pier was calculated as the depth weighed average pier width.Water-surface elevation - 386.4. The reference elevation was determined to be 313 after careful analysis of contour plots of the detailed data. The minimum bed elevation was 292.6. The volume of the scour hole was computed to be 126282 cu. ft. The pier width varies with the detph, and it's depth-weighted average width thus increase with decreasing depth. Exposed portions of the pier below the local-scour reference surface elevation were not used in computing the pier width. The location of the maximum scour depth is at the upstream left corner of the pier, as expected because of the slight skew of the flow.Water surface elevation - 388.4. The reference elevation was determined to be 314.5 after careful analysis of contour plots of the detailed data. The minimum bed elevation was 291.2. The volume of the scour hole was computed to be 113260 cu. ft. The pier width varies with the detph, and it's depth-weighted average width thus increase with decreasing depth. Exposed portions of the pier below the local-scour reference surface elevation were not used in computing the pier width. The location of the maximum scour depth is at the upstream left corner of the pier, as expected because of the slight skew of the flow. Scour did not develop along the left side of the pier even with a skew of 11 degrees.Accuarcy of local scour estimate is probably 1 foot. Estimate is maximum scour for this cross section only and may not represent the maximum local scour at the pier.Accuracy of local scour estimate is probably 1 foot. Estimate is maximum scour for this cross section only and may not represent the maximum local scour at the pier.Accuarcy of local scour estimate is probably 1 foot. Estimate is maximum scour for this cross section only and may not represent the maximum local scour at the pier.Accuarcy of local scour estimate is probably 1 foot. Estimate is maximum scour for this cross section only and may not represent the maximum local scour@ @0@@0@H @@H jLVALQ D 74\$Lt6*@???(@>@(\The data for the contracted section were measured from the bridge deck during the flood event on the specified date. The geometry of the reference uncontracted section was measured during low flow. The hydraulic The data for the contracted section were measured from the bridge deck during the flood event on the specified date. The geometry of the reference uncontracted section was measured during low flow. The hydraulic data for the uncontracted section were estimated using WSPRO to estimate the approach hydraulics for the reference channel geometry and the flood discharge observed on the date of the contracted section measurement.The data for the contracted section were measured from the bridge deck during the flood event on the specified date. The geometry of the reference uncontracted section was measured during low flow. The hydraulic data for the uncontracted section were estimated using WSPRO to estimate the approach hydraulics for the reference channel geometry and the flood discharge observed on the date of the contracted section measurement.The data for the contracted section were measured from the bridge deck during the flood event on the specified date. The geometry of the reference uncontracted section was measured during low flow. The hydraulic data for the uncontracted section were estimated using WSPRO to estimate the approach hydraulics for the reference channel geometry and the flood discharge observed on the date of the contracted section measurement.The data for the contracted section were measured from the bridge deck during the flood event on the specified date. The geometry of the reference uncontracted section was measured during low flow. The hydraulic data for the uncontracted section were estimated using WSPRO to estimate the approach hydraulics for the reference channel geometry and the flood discharge observed on the date of the contracted section measurement.The data for the contracted section were measured from the bridge deck during the flood event on the specified date. The geometry of the reference uncontracted section was measured during low flow. The hydraulic data for the uncontracted section were estimated using WSPRO to estimate the approach hydraulics for the reference channel geometry and the flood discharge observed on the date of the contracted section measurement.The data for the contracted section were measured from the bridge deck during the flood event on the specified date. The geometry of the reference uncontracted section was measured during low flow. The hydraulic data for the uncontracted section were estimated using WSPRO to estimate the approach hydraulics for the reference channel geometry and the flood discharge observed on the date of the contracted section measurement.The data for the contracted section were measured from the bridge deck during the flood event on the specified date. The geometry of the reference uncontracted section was measured during low flow. The hydraulic data for the uncontracted section were estimated using WSPRO to estimate the approach hydraulics for the reference channel geometry and the flood discharge observed on the date of the contracted section measurement.The data for the contracted section were measured from the bridge deck during the flood event on the specified date. The geometry of the reference uncontracted section was measured during low flow. The hydraulic data for the uncontracted section were estimated using WSPRO to estimate the approach hydraulics for the reference channel geometry and the flood discharge observed on the date of the contracted section measurement.NMLKJI}HmG\FKE:D6D%CBAPIX@  Y?(Y Y Y Y   Y (1Live-bedNon-cohesivIX@  Y?(Y Y Y Y   Y (1Live-bedNon-cohesiveUnknownUnknown@ `HX@?X@?333333@? @ @fffff9@ g@ 6@ Y   Y (1UnknownUnknownUnknownInsignificant, ?`/ 9@?U@ Y??@%@%@b@@k@%@@`@)\(?)\(??@<@F@ @2Live-bedNon-cohesiveUnknownUnknown@ ?G@@?@ Y??RQ@$@$@R@Gz @ب@#@W@X9v?333333??@*@zG@2Live-bedNon-cohesiveUnknownUnknown@ ?G@?@ Y??Q@@@R@HzG@@333333@W@Q?333333??@*@zG@1Live-bedNon-cohesiveUnknownUnknown@ ?/@@? *@ Y??(\@ 333333$@b@Q@ 333333#@@`@)\(?)\(??@<@F@ @1Live-bedNon-cohesiveUnknownUnknown@ ?w.:@UUUUUU? @ Y??)\(@(@333330@P@Gz?^@L0@^@(\µ?Q?Mb?Q?@@ffffff@1Clear-waterCohesiveUnknownUnknown@ ?8B`@UUUUUU? @ Y??@@0@r@333333 @8@,@z@?A`"?x&1??@J@@P@'@1Clear-waterNon-cohesiveUnknownUnknown@ ?A@@?@ Y333333??Q@c@fffff2@Y@Q@Ҿ@3333332@T@RQ?Mb?V-?)\(?@ @.@{Gz @1Live-bedNon-cohesiveUnknownUnknown@ ?@@UUUUUU?@ Y??= ףp= @ @3333333@q@@~@3333333@b@333333?~jt?Q?333333?ffffff@4@:@ffffff@1Clear-waterNon-cohesiveUnknownUnknown@ ??@@?@ Y??(\@@ffffff@E@(\@Ȕ@333333@@P@jt?I +?;On? @1@@@K@)\(@1Clear-waterNon-cohesiveUnknownUnknown@ ?) @?,@ Yffffff??Q@@333333+@ w@@@*@u@S㥛?EԸ??@(@!@1Live-bedNon-cohesiveUnknownUnknown@ ?< @UUUUUU?`@ Y??Gz @ؽ@ffffff@s@p= ף@Ľ@@`m@)\(?Q?Y333333??(@5@L)@1Live-bedNon-cohesiveUnknownUnknown@ ?;@@?@@ Y??{Gz@@ffffff+@@P@{Gz@@ffffff)@F@y&1|? ףp= ? rh?333333?@@3@&@1Clear-waterNon-cohesiveUnknownUnknown@ ?SLVAL Q D uContraction scour was computed as the difference in average bed elevation between uncontracted and contracted sections, adjusted for bed slope. Based on the elevation of the main channel between the abutment scour holes there appears to be only 1 ft or less of contraction scour and therefore a value of zero contraction scour is reported. No measurements in the uncontracted sections could be made.Contraction scour was computed as the difference in average bed elevation between uncontracted and contracted sections, adjusted for bed slope. Based on the elevation of the main channel between the abutment scour holes there appears to be only 1 ft or less of contraction scour and therefore a value of zero contraction scour is reported. No measurements in the uncontracted sections could be made. However, comparisons of the center of the contracted section with the cross section on the bridge plans collected in 1991 showed not change in elevation except in the areas effected by local scour. Thus, a zero contraction scour was reported. The average depth and velocity of the contracted section were computed from the discharge measurements. The average depth included the abutment scour holes.See comments on measurement no. 1.See comments on measurement no. 1.See comments on measurement no. 1.No hydraulic measurements were made on this date. However, from the channel geometry measurements no contraction scour was observed.The data for the contracted section were measured from the bridge deck during the flood event on the specified date. The geometry of the reference uncontracted section was measured during low flow. The hydraulic data for the uncontracted section were estimated using WSPRO to estimate the approach hydraulics for the reference channel geometry and the flood discharge observed on the date of the contracted section measurement.The data for the contracted section were measured from the bridge deck during the flood event on the specified date. The geometry of the reference uncontracted section was measured during low flow. The hydraulic data for the uncontracted section were estimated using WSPRO to estimate the approach hydraulics for the reference channel geometry and the flood discharge observed on the date of the contracted section measurement.The data for the contracted section were measured from the bridge deck during the flood event on the specified date. The geometry of the reference uncontracted section was measured during low flow. The hydraulic data for the uncontracted section were estimated using WSPRO to estimate the approach hydraulics for the reference channel geometry and the flood discharge observed on the date of the contracted section measurement.The data for the contracted section were measured from the bridge deck during the flood event on the specified date. The geometry of the reference uncontracted section was measured during low flow. The hydraulic data for the uncontracted section were estimated using WSPRO to estimate the approach hydraulics for the reference channel geometry and the flood discharge observed on the date of the contracted section measurement.The data for the contracted section were measured from the bridge deck during the flood event on the specified date. The geometry of the reference uncontracted section was measured during low flow. The hydraulic data for the uncontracted section were estimated using WSPRO to estimate the approach hydraulics for the reference channel geometry and the flood discharge observed on the date of the contracted section measurement.LVAL,Scour at CR14 was measured on 4-4-97 and 4-5-97. The left approach was overtopped, with significant flow. Due to weather and site conditions the overflow could not be measured. The bridge substructure was partially submerged on 4-4-97, but the upper low-chord was still above the water surface. The fall through the bridge on 4-4-97 was 0.42 ft. On 4-5-97 the entire substructure was submerged both upstream and downstream and the water surface upstream and downstream was essentially the same. Discharge through the bridge, but not over the roadway, was measured on 4-5-97 and thus only scour data from 4-5-97 are reported. The cross sections collected on 4-4-97, 4-5-97, and 7-16-97 were compared. The downstream cross sections showed good agreement among all the measurements. Upstream the 4-4-97 and 4-5-97 measurements again showed reasonable agreement. However, the measurements made on 7-16-97 were more difficult to interpret. The left side of the upstream cross sections always reflected a location near the bridge because access to the upstream left bank was hindered by the oxbow lake. Thus the cross sections at 75 and 100 ft upstream collected on 7-16-97 are actually only about 25 ft upstream on the left bank. The left side of these cross sections displays scour. It could not be determined from the data if this was a remnant of the old channel or if the scour that developed under the bridge during the flood, extended some ways upstream. Due to the uncertainty in the upstream cross sections and the consistency of the downstream cross sections, the cross section approximately 90 ft downstream collected on 4-5-97 was used as the reference surface for determining the depth of scour. The average depth of contraction scour (3.9 ft) was determined from the difference in average elevation of the active channel bottom using the cross sections 90 ft downstream and along the upstream edge of the bridge collected on 4-5-97. Nearly 5 ft of elevation difference was observed from the downstream sect6 LVALF Channel cross sections were measured at the Martin Luther King Bridge on July 15, 1993. The cross section along the upstream edge of the bridge clearly showed a scour hole at pier 10 that is 13.5 ft deep. The width of pier 10 varies with depth; the weighted average pier width, which does not include the width of the footing or caisson is 17.9 ft. The pier is sharp nosed (but with a flat internal angle) for the main part of the pier, and the caisson and footing are round nosed. The flow was aligned with the pier. Approach velocities were estimated from a discChannel cross sections were measured at the Martin Luther King Bridge on July 15, 1993. The cross section along the upstream edge of the bridge clearly showed a scour hole at pier 10 that is 13.5 ft deep. The width of pier 10 varies with depth; the weighted average pier width, which does not include the width of the footing or caisson is 17.9 ft. The pier is sharp nosed (but with a flat internal angle) for the main part of the pier, and the caisson and footing are round nosed. The flow was aligned with the pier. Approach velocities were estimated from a discharge measurement on the Mississippi River made the same day at the Poplar Street Bridge on I-70, which is about mile downstream from the Martin Luther King Bridge. A nearly straight channel alignment and similarity of the measured cross-sectional areas and channel shape at the two bridges allowed the discharge measurement made at Poplar Street Bridge to be transferred with little error to the Martin Luther King Bridge. The discharge measured on July 15, 1993 was 804,000 cfs and the mean velocity of the subsection of the river containing pier 10 was 8.6 ft/sec.An initial check survey of the bridge on July 14, 1993 resulted in the establishment of this site as a detailed study site. Detailed bathymetric data were collected on July 17 and 19, 1993; however, only average approach velocities were measured on these dates because of the inability of a 1,200 kHz BB-ADCP to measure velocities ion to the deepest portion of the cross section collected along the upstream edge of the bridge. Due to the lack of access under the bridge, it is not know if the measured scour is the maximum scour at the site. No hydraulic measurements are available in the approach or exit sections of the channel. According the hydraulic analysis provided by Chippewa County the mean velocity through bridge at the overtopping flood of 17,500 cfs would be 6.3 ft/sec. On 4-5-97 only 11,800 cfs was measured going through the bridge with a mean velocity of 3.6 ft/sec and a maximum point velocity of 5 ft/sec. LVALBed material sampling was done at locations where bed material was exposed and judged to be reasonably representative of streambed material and could be readily evaluated using simple equipment and techniques. The partBed material sampling was done at locations where bed material was exposed and judged to be reasonably representative of streambed material and could be readily evaluated using simple equipment and techniques. The particle-size distribution of the surface layer, obtained by a random particle count of the streambed, was used in the analysis because the surface-layer gradation was representative of the bed material in the channel reach.*:O{tmf_XQJC<5.'  xqjc\UNG@92+$ |||||||wwwwwwwsssssssjjjjjjjZZZZZZZULeftSingleUnknownRiprapUnknownUnknown~dNMLKJIHGFwEgDWCF1A                                                                                       R@UUUUUU?@?Required @@roLe}@@r@<@s@DecimalPlaces Format S1Live-bedUnknownUnknownUnknownL@Unknown `#)`@?@ Yffffff@? ףp= @1@+@`x@q= ףp@@333333'@u@?Q?/$?ffffff@.@6@2Live-bedNon-cohesiveUnknownUnknown@ ?P`@olum`@denmalPq= ףp@@4@@ Y   Y (1UnknownUnknownUnknownUnknownJ, ?`LVAL,Contraction scour was computed as the difference in average bed elevation between uncontracted and contracted sections, adjusted for bed slope. The appropriate reference surface was determined from an analysis of cross sections collected by BRW on 6/5/95 and the USGS during the flood on 4/5/97. Cross sections on these two dates collected approximately 300 ft upstream from the bridge show only about 0.5 difference the channel bottom elevation. The flood section was the lower of the two. Downstream from the bridge the cross section surveyed on 6/5/95 (approximately 75 ft downstream) and the cross section surveyed on 4/5/97 (approximately 200 ft downstream) are similar, with less than 1 ft in variation in the channel bottom elevations. The 4/5/97 cross section 100 ft downstream was about 1.5 below the 6/5/97 cross section at 75 ft downstream. It was assumed that the 4/5/97 cross section could have been effected by the scour at the bridge section. Thus, it was not considered in the setting of the reference surface. The WSPRO bridge section surveyed by BRW on 6/5/95 showed from 1 to 2 ft of abutment scour in the cross-section. However, the center of the channel at the bridge appears to be representative of consistent channel slope from the upstream section to the downstream section. Since little general scour was observed at the upstream and downstream sections the mean elevation of the unscoured portion of the WSPRO bridge section will be used as the contraction scour reference surface, elevation 981.5 ft. The contracted section on 4/5/97 was measured under the bridge from data collected by an acoustic Doppler current profiler. The depths represent a weighted average of the four beam depths. Because a weighted-average was used it is possible that the local abutment scour was not detected. The maximum lowering of the stream bed was actually 7.5 ft, however, when the entire bed below the bridge was averaged the depth of contraction scour was only 3.1 ft. The hydraulic data presented for mjLVALzv1easurement number 1 were collected with the ADCP. The ADCP data showed many missing ensembles that were estimated in the final processing. There was not clear delineation of the channel banks in the approach section, creating a degree of uncertainty in the approach discharge. Overall it is expected that the approach discharge is +/- 20% and the total discharge is +/- 10%. Measurements number 2 was made during a discharge measurement along the upstream face of the bridge. The depths were measured with a sounding weight. Measurements 3 and 4 were made using an echo sounded mounted on a knee-board. The board was floated from upstream to downstream under the bridge. The measurements reflect the depths at the upstream or downstream face of the bridge. The cross sections measured on 4/9/97 all showed a similar pattern with abutment scour holes on each side and a sharp mound in between the scour holes but skewed towards the left bank. It appears that the abutment scour holes may have overlapped. The highest elevation in the center of the cross section was subtracted from the reference surface to obtain the depth of contraction scour. No data in the approach section was collected on 4/9/97. LVAL  Z C#nY  Y PY Y  Y Y@@@"@?@@@"@?19902620001000199031.8719100{tnh`ZY @Y Y 196755000(none)ooooog`Z@:@"@6@Y@:@All contraction is onWSPRO Calculations: 500- yr Live-Bed Calculations Y1=10.37 Qmc1=24631 Qmc2=34000 Wc1= 565 Wc2 = 338.2 K1 =.59 Y2 = 18.51 Ys = 8.1 Clear-Water Calculations Y1=10.37 D50=.049 Dm = .062 W2=338.WSPRO Calculations: 500- yr Live-Bed Calculations Y1=10.37 Qmc1=24631 Qmc2=34000 Wc1= 565 Wc2 = 338.2 K1 =.59 Y2 = 18.51 Ys = 8.1 Clear-WContraction scour estimated from comparing real-time upstream bridge face bed elevation duContraction scour estimated from comparing real-time upstream bridge face bed elevation during June, 1997 flood with baseline upstream bridge face bed elevation surveyed on 9/23/92.Contraction scour estimated from comparing real-time upstream bridge face Contraction scour estimated from comparing real-time upstream bridge face bed elevation during June, 1997 flood with baseline upstream bridge face bed elevation surveyed on 9/23/92.Contraction scour estimated from comparing real-time upstream bridge face bed elevation during June, 1996 flood with baseline Contraction scour estimated from comparing real-time upstream bridge face bed elevation during June, 1997 flood with baseline upstream bridge face bed elevation surveyed on 9/23/92.Contraction scour estimated from comparing real-time upstream bridge face bed elevation during June, 1996 flood with baseline Contraction scour estimated from comparing real-time upstream bridge face bed elevation during June, 1997 flood with baseline upstream bridge face bed elevation surveyed on 9/23/92.Contraction scour estimated from comparing real-time upstream bridge face bed elevation during June, 1996 flood with baseline Contraction scour estimated from comparing real-time upstream bridge face bed elevation during June, 1997 flood with baseline upstream bridge face bed elevation surveyed on 9/23/92.Contraction scour estimated from comparing real-time upstream bridge face bed elevation during June, 1996 flood with baseline Contraction scour estimated from comparing Contracted and uncontracted section vContracted and uncontracted section variables taken directly from Table 1 inContracted width does not include the width of the riprap protection (~150 ft) around pier #3 of the old bridge.Contraction scour estimated from comparing real-time upstream bridge face bed elevation during June, 1997 flood with baseline upstream bridge face bed elevation surveyed on 9/23/92.Contraction scour estimated from comparing real-time upstream bridge face bed elevation during June, 1996 flood with baseline upstream bridge face bed elevation surveyed on 9/23/92.Contraction scour was computed as the difference in average bed elevation between uncontracted and contracted sections, adjusted for bed slope. Based on the elevation of the main channel between the abutment scour holes there appears to be only 1 ft or less of contraction scour and therefore a value of zero contraction scour is reported. No measurements in the uncontracted sections could be made. The average depth and velocity of the contracted section were computed from the discharge measurements. The average depth included the abutment scour holes. @ @ @ @ @ @ 8 : < 8 :K<K!8!:)8): .8/8/: ;8<8?8@8A8B8G8 G: H8 I8I:I<M8N8N:N<N>P8P:P< P> P@ Q8 R8 S8T8U8V8V:W8X8Y8[8[:\8]8K]:KhUCWidth.ChannelContractionRatio(PierContractionRatioEccentricitySedTransportBedMaterialTypeBedFormD16D50D84D95 SigmaBedMaterialDebrisEffectsCommentsLongitudeStationIDRouteNumberServiceLevelRouteClassRouteDirectionDrainageArea ImpactSlopeInVicinity ChannelEvolutionArmoringDebrisFrequencyDebrisEffectStreamSizeFlowHabitBedMaterial ValleyFloodplainNaturalLevees ApparentIncisionChannelBoundaryTreeCoverSinuosityBraidingAnabranchingBarsStreamWidthDescription nHighL nHighM nHighR nLowL nLowM nLowR nTypL nTypM nTypR DatumMSLDescElevREf7 7YYYYpYYY Y Y Y )YYY.rD.rE.rF.rG.rH.rI.rJ.rK.rL.rMPrimaryKeySite_IDStationID$77077@Abutment00000000000  TU@TU@AccessLayout88888888888 #T@#T@SysRel,,,,,,,,,,, #T@#T@Scripts........... #T@#T@Reports........... #T@#T@Modules........... #T@#T@Forms*********** #T@#T@MSysRelationshipsDDDDDDDDDDB #T@#T@MSysQueries88888888886 #T@#T@MSysACEs22222222220 #T@#T@MSysObjects88888888886 #T@#T@MSysDb .........., #T@#T@Relationships<<<<<<<<<<: #T@#T@Databases44444444442 #T@#T@Tables..........,  8888888888 8 88888 88888888 8 8 8K888: : : :::::: :K:K:<<< < <K>> @ ~YYIdParentIdName        @*@?.@(none)1991540mmmhbZZZ1Y Y`1@$@1@?>@(none)1990539.2ooohbZZZ0Y Y`1@$@1@?(none)1990539.2ooohbZZZ/Y Y @&@*@?>@(none)1992553.5ooohbZZZ. @&@*@?>@ @&@*@?>@19929130(none)1992553.3{{{tnf`Z-Y Y  Y yYZZZZZZZZ,Y Y  Y yYZZZZZZZZ+Y Y  Y yYZZZZZZZZ*9@"@9@UUUUUU?9@"@9@UUUUUU?1984108119842.77sssmge`Z)@@?UUUUUU?@@?UUUUUU?198416501019845.14vvvpjf`Z(@@6@?@@6@?198422001019845.72vvvpjf`Z' :@"@;@?:@"@;@?1984363119849.52sssmge`Z& @@@?@@@?1984369010198412.15wwwpjf`Z% @@@7@?@@@7@?1984246010198412.05wwwpjf`Z$ ;@$@??>@;@$@??>@198415701019844.57vvvpjf`Z# @;@$@@?@;@$@@?198414501019844.5uuupjf`Z" "@@9@?"@@9@?198427501019845.33vvvpjf`Z! @@2@UUUUUU?@@2@UUUUUU?198480101019848.04vvvpjf`Z ;@$@@?;@$@@?198412401019844580.53yyypjf`Z "@@:@?"@@:@?198422501019844581.09yyypjf`Z @@5@UUUUUU?@@5@UUUUUU?198466301019844583.6xxxpjf`Z @@,@?@@,@?199022200010001990236.93|||tnh`Z @@(@?@@(@?199025700010001990255yyytnh`Z^  @ @ @ @ @ @          +,- . / 0 123456789:;<=> @ A B C DKEKGKHKY Y@@3@(none)1990159.9ooohbZZZOY Y@@@1@(none)1990159.9ooohbZZZNY Y@@3@(none)1990159.9ooohbZZZMY Y@@@1@(none)1990159.9ooohbZZZLY Y"@@5@?(none)1990497.9ooohbZZZKY Y"@@4@UUUUUU?>@(none)1990497.2ooohbZZZJY Y|@@(@?>@(none)1992491.7ooohbZZZIY Y|@@(@UUUUUU?(none)1992491.7ooohbZZZHY Y @@@(@?F@(none)1991498.7ooohbZZZGY Y @@@(@?(none)1991498.7ooohbZZZFY Y@;@?@UUUUUU?(none)1991510.4ooohbZZZEY Y@;@?@?(none)1991510.4ooohbZZZDY Y,@"@$@?(none)1990492.9ooohbZZZCY Y,@"@$@UUUUUU?>@(none)1990492.9ooohbZZZB ;@?@?>@ ;@?@?>@199143400(none)1991510.5|||uog`ZAY Y!@@ @?"@(none)1990461.4ooohbZZZ@Y Y @@@?,@(none)1990461.3ooohbZZZ?Y Y|@@$@?"@(none)1992458mmmhbZZZ>Y Y|@@$@UUUUUU? @(none)1992458.1ooohbZZZ=Y Y@@@@*@UUUUUU?*@(none)1991464.5ooohbZZZ<Y Y@@@@*@?&@(none)1991464.5ooohbZZZ;Y Y<@?.@?.@(none)1991469.1ooohbZZZ:Y Y<@?.@?,@(none)1991469.1ooohbZZZ9Y Y,@"@&@?,@(none)1990458.2ooohbZZZ^  @ @ @ @ @ @          +,- . / 0 123456789:;<=> @ A B C DKEKGKHK0134.73ppphbZZZmY Y@?>@(none)1990139.09ppphbZZZl@?;@qq?A@@?;@qq?A@19907300051990140.3825{wwoig`ZkK@@$@rq?4@K@@$@rq?4@19917170051991140.3725{wwoig`ZjY Y@@<@(none)1990123.43ppphbZZZiY Y@@,@(none)1990134.09ppphbZZZhY Y@@@(none)1990134.73ppphbZZZgY Y@?>@(none)1990139.09ppphbZZZf@?;@qq?A@@?;@qq?A@19907300051990140.3825{wwoig`ZeK@@$@rq?4@K@@$@rq?4@19917170051991140.3725{wwoig`Zd`@ @;@UUUUUU?>@`@ @;@UUUUUU?>@19921340051992227.7vvvoig`Zc@@?9@?@@?9@?19901490051990228.2vvvoig`Zb`@ @;@Y`@ @;@19922180051992230.84xvvoig`Za@@?9@?F@@@?9@?F@19902180051990230.84xvvoig`Z`Y Y[@"@4@(none)1991250.8ooohbZZZ_Y Y.@"@4@(none)1990250.4ooohbZZZ^Y Y)@ @.@(none)1990250.4ooohbZZZ]Y Y@??@?(none)1990267mmmhbZZZ\I@@?rq?$@I@@?rq?$@19914980051991273.67xvvoig`Z[A@@9@?A@@9@88?19913680051991271.423ywwoig`ZZY Y[@"@4@(none)1991250.8ooohbZZZYY Y.@"@4@(none)1990250.4ooohbZZZXY Y)@ @.@(none)1990250.4ooohbZZZWY Y>@??@?(none)1991267mmmhbZZZ^  @ @ @ @ @ @    KK!!)) .// ;<?@ABG G H IIIMNNNNPPP P P Q R STUVVWXY[[\]K]K@Y>@@@19796150051979796.8724{ywoig`Z$@"@;@Y@"@;@197512500051975802.731760|xpjh`Z$@@@7@Y@@@7@197218900051972810.2520500|xpjh`Z$@@@@Y@@@@19703460051970792.7851{ywoig`Z#@@&@Y@@&@1993730095199315tpppjf`Z#@(@,@Y@(@,@198366009519838rpppjf`Z#@@.@Y@@.@198459009519845rpppjf`Z#@@.@Y@@.@198662009519866rpppjf`Z#@2@$@8@Y@2@$@8@199061009519906rpppjf`Z"@P@@5@?N@ Y 19911740902ljjjjf`Z" N@@@98?D@ Y 19911450902ljjjjf`Z"`L@@5@?>@ Y 19911930902ljjjjf`Z!@@>@?>@ Y 1993857090jjjjjf`Z~!@@;@? 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"!#"$#%$&%'&(')(*)+*,+-,.-/.0/1021324354657687       $Y'!( ,Y(!) 4Y)!* <Y*!+ DY+!, LY,!- TY-!. \ Y.!This site is located at bridge 539 where it crosses the Knik River at mile 39 on the original Glenn Highway about 7 miles south of Palmer, Alaska. The bridge opening is 2000 ft long. The Knik River is a braided glacial stream. It drains an area of approximately 1200 square miles, over half of which consists of glaciers. The braided channel narrows from 3 miles wide at the terminus of Knik Glacier to less than 0.5 miles at the bridge. In the vicinity of the bridge, the streambed consists of sand and gravel and some cobbles. Daily discharges have been determined at this site since October 1959. The average flow during the period October 1959 to October 1965 was 6,960 cfs. For a number of yeaThis site is located at bridge 539 where it crosses the Knik River at mile 39 on the original Glenn Highway about 7 miles south of Palmer, Alaska. The bridge opening is 2000 ft long. The Knik River is a braided glacial stream. It drains an area of approximately 1200 square miles, over half of which consists of glaciers. The braided channel narrows from 3 miles wide at the terminus of Knik Glacier to less than 0.5 miles at the bridge. In the vicinity of the bridge, the streambed consists of sand and gravel and some cobbles. Daily discharges have been determined at this site since October 1959. The average flow during the period October 1959 to October 1965 was 6,960 cfs. For a number of years, annual peaks were caused by the breakout of a glacier-dammed lake, Lake George. Scour during the 1966 breakout is reported herein. As of the time of this report (Nov 1975), no breakout had occured since 1966 because the Knik Glacier, which caused the annual ice dam, began to retreat. A description of the Lake George breakout and the possibility of its recurrence is given by Post and Mayo (1971). The fifth pier from the left bank was instrumented with four fixed transducers, and depths to the streambed below each transducer were recorded by fathometer. For more information on some of the methods and purpose of this study, see the location description for the Susitna River at Sunshine, AK.(  @ @ @ @ @ @ @       ! "!#"$#%$&%'&(')(*)+*,+-,.-/.0/1021324354657687%( Y$ % &Y%!& Y&!' $Y'!( ,Y(!) 4Y)!* <Y*!+ DY+!, LY,!- TY-!. \ Y.!/ 0dY/"0 d Y0"1 e SiteIDStreamIDRiverMile HighwayMilePointSiteName State CountyCityLatitudeLongitudeStationIDRouteNumberServiceLevelRouteClassRouteDirectionDrainageArea ImpactSlopeInVicinity ChannelEvolutionArmoringDebrisFrequencyDebrisEffectStreamSizeFlowHabitBedMaterial ValleyFloodplainNaturalLevees ApparentIncisionChannelBoundaryTreeCoverSinuosityBraidingAnabranchingBarsStreamWidthDescription nHighL nHighM nHighR nLowL nLowM nLowR nTypL nTypM nTypR DatumMSLDescElevREf7 7YYYPrimaryKeySite_IDStationID$77077@@@@@ pW@W@Contact-Ref66666666666 ppW@pW@Bridge,,,,,,,,,,, xV@<9W@BedMat,,,,,,,,,,, /V@xV@AbutmentScour::::::::::: TU@0V@Abutment00000000000  TU@TU@AccessLayout88888888888 #T@#T@SysRel,,,,,,,,,,, #T@#T@Scripts........... #T@#T@Reports........... #T@#T@Modules........... #T@#T@Forms*********** #T@#T@MSysRelationshipsDDDDDDDDDDB #T@#T@MSysQueries88888888886 #T@#T@MSysACEs22222222220 #T@#T@MSysObjects88888888886 #T@#T@MSysDb .........., #T@#T@Relationships<<<<<<<<<<: #T@#T@Databases44444444442 #T@#T@Tables..........,  WY4N 48Y Y Y Y Y  Y  Y Y Y Y  SiteIDHydrographNoYearMonDayHrMinSec StageDischarge (YcY 6YSiteHydrograph SiteID percent of the area is occupied by glaciers. In the vicinity of the bridge site the river channel is braided and consists of multiple bars and islands. Surface bed material consists of gravel and cobbles and some sand. Floodflows on the Susitna result from snow melt in the spring and from rain- fall combined with glacial melt water in mid to late summer. Records of flood data have been collected about 50 miles upstream on the Susitna River at Gold Creek since 1949. The peak flow occurred June 7, 1964. In 14 of these years, floods occurred in June. The mean annual flood for the scour site was estimated to be about 80,000 cfs. Information on floods in the Susitna River during the summer of 1971 is given by Lamke (1972). The data herein were collected as part of a study and report on general scour at bridge crossings and local scour at bridge piers at sites in south-central and interior Alaska during 1965-72. The purpose of the study was to collect scour data at bridge sites and compare the results with existing laboratory data, field data, and predicted values from selected scour formulas. The report includes a detailed description of the physical setting, hydraulic characteristics, and channel geometry at low and high flows to assist the reader in developing background knowledge on the scour phenomenon in various situations. For the study, all indications of scour were considered to be related to either channel contraction or localized flow conditions at piers and abutments (local scour). All of the scour conditions probably occurred when there was significant bedload transport throughout the streams and Froude Numbers were less than 1, because scour at high flows was followed by fv1ill. Information was obtained from floods greater than or equal to the mean annual flood. Soundings to determine cross-sectional profiles, longitudinal profiles, and scour-hole depths were generally obtained with a Raytheon Model DE119 D recording fathometer. Transducers used with the fathometer produced a 8-degree beam width. Equipment used to make soundings, measure velocities, and make discharge measurements were standard USGS equipment as described by Buchanan and Somers (1969). This equipment consists of the "B" reel, Price Type AA current meters, and sounding weights ranging from 50 to 100 lbs. Streambed-material samples were collected using samplers appropriate to stream velocities. Streambeds of sand and small gravel were sampled using a US-BM54. A locally constructed drag sampler was used in conjunction with a 100-lb sounding weight to sample bed material in gravel and cobble streams. Water-surface elevations were measured using standard surveying instruments and techniques. River stages were recorded by automatic recorders or by measuring down from a fixed point using a wire-weight gage. Photographs and surveys were used to aid in inqxV4hF$ z X 6  j H &  | Z 8  l J (  ~ \ :  nL*^<pN, `>rP. b@tR0dB   5  gffffc@s c@s ̼c@s c@s ̼c@s ̼c@s gffffc@s c@s c@s c@s c@s d@s Id@s |d@s d@s d@s d@s 33333d@s  d@s  gffff6d@s  d@s  c@s c@s c@s c@s lc@s x   :      = }  [ > % [ aw ن ll  8    ~=  !  Zb 5  e ADMSLs e ADMSLs e ADMSLs  333333s  s  s  s  s  ?s  333333?s  ?s  ?s  @s  gfffff@s  gfffff @s  gfffff@s  333333@s  333333@s  @s  @s  @s e ADMSLs e ADMSLs e ADMSLs e ADMSLs e ADMSLs e ADMSLs e ADMSLs e ADMSLs e ADMSLs e ADMSLs  `m  0u  P  8         $ p _      P   ȯ h   @s  @s  @s  333333 @s  !@s  !@s( d @ @ @ @ @ @ @ffffffff f f  f  f  f f fffffffffffffffff f!f "f!#f"$f#%f$&f%'f&(f')f(*f)+f*,f+-f,.f-/f.0g1g2g3g4g5g6g7g8g       ridge crossing the waterway connecting Assawoman Bay and Little Assawoman Bay near Fenwick Island, Delaware. The waterway is connected to the Atlantic Ocean 10 miles to the north and 8 miles to the south. The bridge connects the mainland to the island. The bridge is 440 ft long and is supported by 10 pile bents spaced 40 ft apart. The piles extend from the silt and sand below the mud line, through a concrete strut--located approximately at the high-water line--to pilThis site is located at the State Highway 54 bridge crossing the waterway connecting Assawoman Bay and Little Assawoman Bay near Fenwick Island, Delaware. The waterway is connected to the Atlantic Ocean 10 miles to the north and 8 miles to the south. The bridge connects the mainland to the island. The bridge is 440 ft long and is supported by 10 pile bents spaced 40 ft apart. The piles extend from the silt and sand below the mud line, through a concrete strut--located approximately at the high-water line--to pile caps located just under the bridge structure. (Pile bents J and K do not have struts.) Both abutments have riprap protection. The flow is tide affected and may reverse directions, but the predominant flow tends to be from south to north. The flow may not reverse when strong winds are coming from the southeast. (The west side of the channel is always considered the left edge, regardless of the direction of flow.) The bridge is arched and should not be overtopped. A large number of small boats use the waterway.This site is located at the State Route 9 bridge crossing the Leipsic River at Leipsic, Delaware, 5 miles north of Dover, Delaware. The arched bridge, 547 ft long and 29 ft wide, has 12 pile-bent piers. Three spans are over the water, with possibly four piers in the flow. The bridge deck rests on the pile caps. Each pile bent includes 5 piles spaced 6 ft apart on centers. The piles in the center bents (C2 and C3) have a 3-ft-diameter concrete collar extending several ft above and below the waterline for protection from ice. The Leipsic River is actually an estuary with tidal flows in both directions. Net downstream flow is probably a small percentage of tidal flow. Any extremely high water is probably associated with storms causing extremely high tides. Runoff would probably not contribute much flow. If the river rises above the tidal ban YYringB-NYY Y eDataID -rg1g YAOIndexThe site is located at Bruceville, Maryland at the State Highway 194 bridge crossing Big Pipe Creek. This is 3.5 miles upstream of the confluence with Little Big Pipe Creek at Detour, Maryland. The bridge is 200 ft long and has three 4-ft-wide, 32-ft-long piers spaced 51 ft apart. Each pier is a continuous weThe site is located at Bruceville, Maryland at the State Highway 194 bridge crossing Big Pipe Creek. This is 3.5 miles upstream of the confluence with Little Big Pipe Creek at Detour, Maryland. The bridge is 200 ft long and has three 4-ft-wide, 32-ft-long piers spaced 51 ft apart. Each pier is a continuous web constructed on poured footers, which probably extend down to bedrock. The bridge has a constant slope from the left bank (366.70 ft) to the right bank (357.86 ft). The bridge has flow-through abutments and should not be overtopped during high flow. (Flow would possibly go over the roadway on the right bank.)The site is in Friendsville, Maryland at the State Highway 42 bridge crossing the Youghiogheny River, 0.8 miles upstream from the mouth. The bridge is 155 ft long and has two 5-ft-wide piers on footers spaced 53 ft apart. The sharp-nosed piers and footers, skewed 30 degrees to the bridge deck, are aligned with the flow at most stages. The piers extend 2 ft upstream of the bridge at the nose but are square and flush with the bridge at the tail end. Bedrock is probably located several feet below the gravel and cobble channel bed. A reservoir provides some regulation of flow at this site. Peak flows generally recede rapidly and the velocity is very fast (> 7 ft/sec). The right bank has houses right up to the top of the bank, and the left bank has a gravel road at the top and houses along the road.This site is located about one mile southeast of the town of Worthington, and about half a mile south of the confluence with the Eel River. The site has a steep right bank that is wooded. The left overbank is low-lying farm fields with a strip of woods between the fields and the river. The road embankment is low enough left (east) of the bridge that during high flows a significant amount of flow will bypass the bridge. The measurement on 1-1-93 had 43,400 cubic ft per second (cfs) in the bridge opening, but the total discharge is estimated at 64,000 cfs. If this estimate is accurate, the flood on 1-3-93 had a 10-year recurrence interval.This site is at the the State Route 163 bridge crossing the Wabash River on the east side of the town of Clinton. The Wabash River is the county line between Vermillion County on the west and Parke County on the east. The mile point is referenced to the Indiana-Illinois State line. The left bank is leveed both upstream and downstream from the bridge, while the right bank has a natural hillside that has been terraced by construction. The left overbank is wooded upstream and downstream from the bridge. The right bank has some trees and brush, and remains steep for several hundred feet downstream from the bridge. Upstream from the bridge, the right bank levels off where there is a community park and boat launch. Approximately 1000 ft upstream from the S.R. 163 bridge, there is a railroad bridge. Only piers 6, 7, and 8 are in the channel.B The S.R. 3032 bridge over the Red River is referred to as the Barksdale Bridge and connects Shreveport and Bossier City. The flood plain is of low relief with numerous oxbow lakes. However, at the bridge the flood plain is narrowed by levees on both sides. The site consists of two bridges-- the upstream bridge is the westbound lane of S.R. 3032, and the downstream bridge is the eastbound lane of S.R. 3032. The river is straight for more than 10 channel widths upstream and downstream from this bridge. No bed-material samples were available for this site, so samples collected during the same event at Coushatta, located about 50 miles downstream, will be used. Bed-Material Sample Numbers: Left side Center Right side Above bridge 8703 8704 8705 Below bridge 8706 8707 8708 This entry is for the downstream or eastbound bridge. The stage and discharge hydrographs are from the Corps of Engineers gage at Shreveport, which is located about 2 miles upstream from the bridge. The peak stages are at the bridge. The drainage area is from the Shreveport gage. Approach and exit sections were surveyed on 5-18-90 using a Raytheon fathometer. The survey was from tree-line to tree-line. However, these cross sections appear to be 8-10 ft higher than the cross sections collected at the bridge and low-water cross sections taken from 1968-69 and 1980-81 hydrographic surveys published by the U.S. Army Corps of Engineers, New Orleans District. However, the elevation of the low-water sections did agree reasonably well with the ambient bed elevation of the cross sections collected at the bridge during the flood. Because of these discrepencies associated with the elevation of the approach and exit sections, no contractionx/?_K[  @ @ 6t10c<ctLLS@LL~~d<`f<e<d<~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~h<i< g<g<@~MSysAccountsx;~N;~ ~ D@Q@TablesMSysAccessObjectsT2&&rh@&T|x;T~ P~P@ #  3x;~K[ࡱ> {@N~Root Entry n@VBAЁU{0ȀnVBAProjectЁU{0ȀnVBAЁU{0Ȁn ;VP+ Y4d0 2 G)Z-'&1)*,Q6U59O$8:h< FAWBCESHIJKLMe\TH:i_`abf}# mnopqrstuvwxyzwcRoot Entry ,-Wn@VBAЁU{0ȀnVBAProjectЁU{0ȀnVBAЁU{0Ȁn VP+ Y"4d0 2 G)Z;-'&1)*,Q6NU59O$8:h< FWHIJKLMe\H.:i_`abf}# mnopqrstuvwxyzwcReportsYЁU{AqScripts ЁU{ЁU{PropData5DatabasesЁU{ЁU{DataAccessPages ЁU{ЁU{0VF{nDirData7:Blob lk<PropData10P5{P{Blob sSTypeInfoK[ ~EWiraHPropDataz{Y24q{Ps(Blob (<TypeInfo5PropData2368g8{&0Blob TypeInfo&PropData*+40Вo1{ )Blob ? TypeInfoPropData3`t{ͫBlob 6=TypeInfo(C32ñDDirDataBlob vTypeInfoUPropData1%$Z&{V~Blob v$TypeInfo0ЁU{ЁU{Blob DirData6CustomGroupsЁU{ЁU{PropData=PropData?BlobCopyK[S This is an 1,180-ft-long bridge BlobDeltaFLPropData:;+8@ >{hBlob <TypeInfo6dPropDataJK12P UL{OBlob  TypeInfoadSiteID_LabelmLeftStadLeftSta_LabelmRgtStad RgtSta_Labelm Lskewd Lskew_Labelm Rskewd Rskew_LabelmTypedType_LabelmAbutSlpdAbutSlp_LabelmEmbSlpdEmbSlp_LabelmLlengthdLlength_LabelmRlengthdRlength_LabelmEmbSkewdEmbSkew_LabelmWWdWW_LabelmWWAngdWWAng_LabelmLbankdLbank_Labelmtailm7U`abxDirectoryDirectoryd5U`habc Label0"Location of Filesm 27U`hab%c,kFileDescriptionFileDescriptiond5U`habc Label18Description of Support Filesate_LabeldUPDS_LabeldScourDepth_Labelͬ<[ELS#qDetailmLeftStad Label0mRgtStamLskewd Label2chargeSiteID]-{d81`<a<bcd &MeasurelMeasurement No.Coͬd#{?C cDetailmHighLmHighMmHighRmTypLmTypMmTypRmLowLmLowMm LowRd HighL_Labeld HighM_Labeld HighR_Labeld TypL_LabeldTypM_LabeldTypR_LabelfLine23SiteIDCSNOdAbutment_LabeldDate_087:<=Babc$e g&hXiJj-ks#fEb@Abutment QueryAbutment Arial8 hadminS odXXLetterPRIV0''''\KhC0#đ PropData27  @ @ @ @ @ @ @ @ @ @ @      !"#$%&'()*+,-./0123456789:;<=>?@ABCDE F G H I JKLMNOP Q!RSTUVWiX 16-17L. 1 8 2 Bed in vicinity of main piers 17-18L. 2 400 3 Mid-channel. 2 400 4 Left part channel. 3 800 5 Mid-to-left part channel. The right part of the channel bed at cross sections 2 & 3 seems to be mostly silty clay. Bed sample no. 1 was used for bents 15-16L and sample no. 2 was used for main piers 17-18L. For pile bents 12-14L, the material is a clay with a cohesion of about 240 lb/ft2 and an angle of internal friction of about 27 degrees, as determined from shear-strength tests on Sept. 20, 1991.QYMWN?MMZY Y  Y Y Y Y  Y (Y  Y $Y  , Y  S(Y  4Y  < Y  ( Y (Y DY LY T Y (Y \Y dY lY t Y uPKey SiteID PierIDBridgeStationAlignmentHighwayStationPierTypeNumberOfPilesPileSpacingPierWidthPierShapePierShapeFactorPierLengthPierProtectionPierFoundationTopElevationBottomElevation$FootOrPileCapWidthCapShape PileTipElevationXCoordinateYCoordinateZCoordinateDescriptionNuieymto D YYYYYYY 6 NoDupsNumberOfPiles PierIDPKeyPrimaryKey SiteIDSitePier 2 300 2 Mostly gravel. 3 550 3 Mostly sand. From available bed samples, the bed material seems to be gap-graded, indicating a mixture of uniform sand and uniform gravel. Bed sample no.1 was considered most representative of the bed material at the base of pier Nos. 4- 6. On September 18, 1990, gravel bars and 2- to 3-ft-high dunes were visible downstream of the bridge on the right (west) part of the low-water channel. From observations of water surface during flood-discharge measurements, waves were visible. Therefore, a dune bed form seems likely at this site during high flows.4 c] j % V is a 696-ft-long bridge crossing the Pearl River about 1.5 mi southwest of Columbia at river mile 137.8. This entry is for the eastbound lanes, which are downstream from the westbound lanes. The bridge has four piers (pier nos. 4-7) within the low-water channel and pier no. 8 near the right (west) edge of the low-water channel. Pier nos. 3-6 consist of two rectangular, vertically tapered piers with a connecting web wall. Pier nos. 2 and 7-9 consist of two rectangular, vertically tapered piers with no connecting web wall. The upstream side of this bridge is 78 ft downstream from the upstream side of the westbound-lane bridge. The bridge is in a 190-ft-long vertical curve with 0.35% approach grades. The spill-through slopes at the abutments are earthen. Riprap is scatterred on the left bank through the bridge opening and is scattered in the vicinity of pier no. 4, which should have an effect on the local scour. The upstream left (east) bank has experienced lateral erosion in recent years. The bridge crossing is in a channel reach in a transition between a 125-degree bend about 1,700 ft upstream and a 145-degree bend about 1,100 ft downstream from the bridge. In an effort to control the bank erosion on the left bank, five flow deflectors were constructed along the left bank in 1985-86 from the bridge to about 1,600 ft upstream. Scour data were collected during high and low flows using a fathometer. The flow velocities approaching the bridge piers were estimated using the velocities measured at the upstream side o UKi@@)B@X)LVAL | s j+, @Pier 1 is at the left edge of water for low flows. The pier tapers from 2.0 ft at the Pier 1 is at the left edge of water for low flows. The pier tapers from 2.0 ft at the top to 3.8 ft at the base. The footing is not exposed for any of the scour measurements.This pier tapers from 2.5 ft wide at the cap to 5 ft wide at the footing. It is perpendicular to the roadway but skewed approximately 35-40 degrees to the flow.This pier's width tapers from 2.5 ft wide at the cap to 5 ft wide at the footing. It is perpendicular to the roadway but skewed approximately 35-40 degrees to the flow.This pier's width tapers from 2.5 ft wide at the cap to 5 ft wide at the footing. It is perpendicular to the roadway but skewed approximately 35-40 degrees to the flow.Although the site description of this pier (Norman 1975), indicates a pointed nose, the pier is founded on two concrete-filled sheet-piling caissons 15 ft in diameter whose centers are aligned with the flow. For hydraulic purposes, the pier is two round piles or caissons.This is an expansion pier. It does not have a footing as large as at Pier 4 (fixed pier), and the elevation of the top of the footing is 3.5 ft lower than the elevation of the top of footing at Pier 4. Scour depth at this pier is not affected by the foundation.This is an expansion pier. It does not have a footing as large as at Pier 4 (fixed pier), and the elevation of the top of the footing is 3.5 ft lower than the elevation of the top of footing at Pier 4. Scour depth at this pier is not affected by the foundation.This is an expansion pier. It does not have a footing as large as at Pier 4 (fixed pier), and the elevation of the top of the footing is 3.5 ft lower than the elevation of the top of footing at Pier 4. Scour depth at this pier is not affected by the foundation.This is the only fixed pier at this bridge. Scour was measured here with a single fixed transducer.This is an expansion pier. It does not have a footing as large as at Pier 4 (fixed pier), and the elevation of the top of the footing is 3.5 ft lower than the elevation of the top of footing at Pier 4. Scour depth at this pier is not affected by the foundation.This is an expansion pier. It does not have a footing as large as at Pier 4 (fixed pier), and the elevation of the top of the footing is 3.5 ft lower than the elevation of the top of footing at Pier 4. Scour depth at this pier is not affected by the foundation.This is an expansion pier. It does not have a footing as large as at Pier 4 (fixed pier), and the elevation of the top of the footing is 3.5 ft lower than the elevation of the top of footing at Pier 4. Scour depth at this pier is not affected by the foundation.The pier is founded on a concrete-filled caisson.The upper portion of the pier (whose height varies) is 5 ft wide and 20 ft long as described. The lower 15 ft is a 7-ft-wide by 28-ft-long round-nose stem. It rests on a 21-ft by 33-ft footing and a 24-ft by 36-ft seal, which are both 5 ft high and are founded on piles.The upper portion of the pier (whose height varies) is 5 ft wide and 20 ft long as described. The lower 15 ft is a 7-ft-wide by 28-ft-long round-nose stem. It rests on a 21-ft by 33-ft footing and a 24-ft by 36-ft seal, which are both 5 ft high and are founded on piles.The upper portion of the pier (whose height varies) is 5 ft wide and 20 ft long as described. The lower 15 ft is a 7-ft-wide by 28-ft-long round-nose stem. It rests on a 21-ft by 33-ft footing and a 24-ft by 36-ft seal, which are both 5 ft high and are founded on piles.The upper portion of the pier (whose height varies) is 5 ft wide and 20 ft long as described. The lower 15 ft is a 7-ft-wide by 28-ft-long round-nose stem. It rests on a 21-ft by 33-ft footing and a 24-ft by 36-ft seal, which are both 5 ft high and are founded on piles.88p  X ;sS7nel  g@Y@d?@ Y Y 2SingleRoundUnknownPouredSquare@~vV@Y@d?@ Y Y 1SingleRoundUnknownPouredSquare@ ~vt@Y.@dY Y Y 1GroupRoundNonePilesRound@ ~f@@4@Y@d33333sB@@Y Y 7SingleRoundUnknownPilesSquare @ ~ @4@Y@d33333sB@@Y Y 6SingleRoundUnknownPilesSquare @ ~@4@Y@d33333sB@@Y Y 5SingleRoundUnknownPilesSquare @ ~@4@Y@d33333sB@@1@ Y 4SingleRoundUnknownPilesSquaref@~ @4@Y@d33333sB@@Y Y 3SingleRoundUnknownPilesSquare @~ v@4@Y@d33333sB@@Y Y 2SingleRoundUnknownPilesSquare @~ d@4@Y@d33333sB@@@Y Y 1SingleRoundUnknownPilesSquare @~ p@Y@d=@ Y Y 6SingleSharpUnknownPouredSquare-Rounded~v @Y@d=@@Y Y 5SingleSharpRiprapPouredSquare-Rounded3@~@@Y@d=@ Y Y 4SingleSharpRiprapPouredSquare-Rounded~vp@Y@d=@ Y Y 3SingleSharpRiprapPouredSquare-Rounded~v@@Y@d=@ Y Y 2SingleSharpRiprapPouredSquare-Rounded~v@o@Y@d=@ Y Y 1SingleSharpRiprapPouredSquare-Rounded~v@Y@d4@`m@ l@5@i@Y 4SingleSharpUnknownPilesSquare@~@Y@d4@`m@ l@5@i@Y 3SingleSharpUnknownPilesSquare@~@Y@d4@`m@ l@5@g@Y 2SingleSharpUnknownPilesSquare@~@Y@d4@m@@l@5@g@Y 1SingleSharpUnknownPilesSquare@~7n  @ i Kv>w' o@>@@Y?d@7@ ޱ@Y@Y 5SingleSharpUnknownPilesOther)@ ~v& i@>@@Y?d@7@ R+߱@Y@Y 4SingleSharpUnknownPilesOther)@~v% c@>@U@Y?d@7@ z߱@Y@Y 3SingleSharpUnknownPilesOther)@~v$ Y@>@"@Y?d@7@ ffffޱ@Y@Y 2SingleSharpUnknownPilesOther)@~v# I@>@@Y?d@7@ Qޱ@Y@Y 1SingleSharpUnknownPilesOther)@~v" @޺@:@#@dfffffA@ Y[@Y 10GroupRoundUnknownPilesSquare See pier 7.~w! x@@:@#@dfffffA@ Y[@Y 9GroupRoundUnknownPilesSquare See pier 7.~w @s@:@#@dfffffA@ Y[@Y 8GroupSquareUnknownPilesSquare See pier 7.~w P@@:@#@dfffffA@ Y^@Y 7GroupRoundUnknownPilesSquare0@~w @ X@Y@dY = ףph@Y Y 5UnknownSharpUnknownUnknownUnknown~f (@ e@Y@dY Hzh@Y Y 4UnknownSharpUnknownUnknownUnknown~fP@'@8@@d?@ YHz?i@Y 11GroupRoundUnknownPilesUnknown See Pier 8.~w0@p@@8@@d?@ YGzni@Y 10GroupRoundUnknownPilesUnknown See Pier 8.~w @X@8@@d?@ Yףp= _i@Y 9GroupRoundUnknownPilesUnknown See Pier 8.~wp@k@8@@d?@ Yp= ki@Y 8GroupRoundUnknownPilesUnknown'@~w@Y @dY Y Y 5SingleRoundUnknownUnknownUnknown @~f@33333C@$@dH@>,@ Y 1GroupSharpUnknownPilesRound0@~0w@Y@d333333F@ Y Y 4SingleRoundUnknownPouredSquare@~vq@Y@d?@ Y Y 3SingleRoundUnknownPouredSquare@~vvLVAL # g >q is 5 miles south of Gallatin Gateway, Montana. The bridge is at the mouth of the Pile cap is near high-tide elevation, so piles make effective width for scour. Six pairs of 2x2 ft concPile cap is near high-tide elevation, so piles make effective width for scour. Six pairs of 2x2 ft concrete piles are driven vertically and spaced 5 ft apart, cl to cl (3 ft clearance), perpendicular to flow.The pier encases six concrete-filled pipe piles (length 44 ft and diameter 1.1 ft) spaced at 3.8 ft on centers. The pile tip elevation was estimated from the plan drawings. Value reported as pile cap elevation is instead the bottom elevation of the pier. A 36-ft cantilever beam caps the pier.The pier encases six concrete-filled pipe piles (length 44 ft and diameter 1.1 ft) spaced at 3.8 ft on centers. The pile tip elevation was estimated from the plan drawings. Value reported as pile cap elevation is instead the bottom elevation of the pier. A 36-ft cantilever beam caps the pier.The pier encases six concrete-filled pipe piles (length 44 ft and diameter 1.1 ft) spaced at 3.8 ft on centers. The pile tip elevation was estimated from the plan drawings. Value reported as pile cap elevation is instead the bottom elevation of the pier. A 36-ft cantilever beam caps the pier.The pier encases six concrete-filled pipe piles (length 44 ft and diameter 1.1 ft) spaced at 3.8 ft on centers. The pile tip elevation was estimated from the plan drawings. Value reported as pile cap elevation is instead the bottom elevation of the pier. A 36-ft cantilever beam caps the pier.The pier encases six concrete-filled pipe piles (length 44 ft and diameter 1.1 ft) spaced at 3.8 ft on centers. The pile tip elevation was estimated from the plan drawings. Value reported as pile cap elevation is instead the bottom elevation of the pier. A 36-ft cantilever beam caps the pier.The pier encases six concrete-filled pipe piles (length 44 ft and diameter 1.1 ft) spaced at 3.8 ft on centers. The pile tip elevation was estimated from the plan drawings. Value reported as pile cap elevation is instead the bottom elevation of the pier. A 36-ft cantilever beam caps the pier.The pier encases six concrete-filled pipe piles (length 44 ft and diameter 1.1 ft) spaced at 3.8 ft on centers. The pile tip elevation was estimated from the plan drawings. Value reported as pile cap elevation is instead the bottom elevation of the pier. A 36-ft cantilever beam caps the pier.Each bent has two piles spaced at approx. 26 ft on centers with a pile-cap pedestal supporting the bridge deck. Each pile is 9.8 ft in diameter below grade and extends into a stiff clay layer. Above grade, the piles taper to a 6-ft diameter. Mid-level, there is a 1.5-ft web wall (elev. 212-238 ft).This is a pile-bent pier with two concrete piles spaced 24 ft on centers. The lower portion of the pile, placed in a drilled shaft in the channel bed, is 7 ft in diameter. The pile transitions to a 6 ft diameter above the channel bed. The pile cap is above grade, just below the bridge deck.This pier (the only one with complete scour data) is identical to the other 5 piers. It is a pedestal-type pier, 3.2 ft wide and spaced 92 ft apart from piers 4 & 6. Information on the piers was sketchy in the report, containing no data on the footings, caps, etc.This pier varies from a 14-ft-wide round-nosed stem at the foundation to two 6-ft-diameter columns supporting the pier cap. These are separated by a pointed 10-ft-wide stem with an extreme positive rake designed to resist ice forces. Pier is approx. parallel with high flows but skewed 10 deg. at low.This pier is a little bit bigger than the other ones. It tapers from 3 ft wide at the cap to 5 ft wide at the footing. The piers are perpendicular to the roadway but are skewed approximately 35-40 degrees to the flow.9r  R +a9qQated 11 miles ;Pt@@?d;@0@ףp= *@@EY C1GroupSquareNonePILESSquare@~:33333sU@@Y @dV@ Y@Y 1SingleSharpUnknownPilesUnknown@~v9 n@Y@d5@ Y Y 3SingleRoundNoneUnknownUnknown@~v8 pa@Y@d5@ Y Y 2SingleRoundNoneUnknownUnknown^@~v7 @@Y@d5@ Y Y 1SingleRoundNoneUnknownUnknown/@~v6 s@Ygfffff?d8@ Y Y 8SingleSquareUnknownPilesUnknown+@~v5 pq@Ygfffff?d8@ Y Y 7SingleSquareUnknownPilesUnknown+@ ~v4 m@Ygfffff?d8@ Y Y 6SingleSquareUnknownPilesUnknown+@ ~v3 h@Ygfffff?d8@ Y Y 5SingleSquareUnknownPilesUnknown+@ ~v2 c@Ygfffff?d8@ Y Y 4SingleSquareUnknownPilesUnknown,@~v1 ]@Ygfffff?d8@ Y Y 3SingleSquareUnknownPilesUnknown,@~v0 S@Ygfffff?d8@ Y Y 2SingleSquareUnknownPilesUnknown,@~v/ C@Ygfffff?d8@ Y Y 1SingleSquareUnknownPilesUnknown@~v. @>@ @Y?d@7@ G:߱@Y@Y 12SingleSharpUnknownPilesOther)@~v- @>@@Y?d@7@ p= ߱@Y@Y 11SingleSharpUnknownPilesOther)@~v, @>@@Y?d@7@ )\ޱ@Y@Y 10SingleSharpUnknownPilesOther)@~v+ |@>@@Y?d@7@ Gzޱ@Y@Y 9SingleSharpUnknownPilesOther)@~v* y@>@T@Y?d@7@ 33333߱@Y@Y 8SingleSharpUnknownPilesOther)@~v) Pv@>@!@Y?d@7@ (\߱@Y@Y 7SingleSharpUnknownPilesOther)@ ~v( s@>@@Y?d@7@ Hzޱ@Y@Y 6SingleSharpUnknownPilesOther)@ ~vLVAL  \ 3 2 X-dge site is 15 miles southeast of Browning, Montana. Drainge area at the site is 239 square miles, with headwatThe concrete pier encases six 8-inch by 8-inch steel "H" piles. Pier width is 0.95 ft, pier length is 24 ft, and pier height is at least 10.5 ft (eThe concrete pier encases six 8-inch by 8-inch steel "H" piles. Pier width is 0.95 ft, pier length is 24 ft, and pier height is at least 10.5 ft (exact height is unknown). Depth to pile tip is also unknown. (Detailed construction plans are unavailable.) NO Pier coordinates exist for pier ID 7.The concrete pier encases six 8-inch by 8-inch steel "H" piles. Pier width is 0.95 ft, pier length is 24 ft, and pier height is at least 10.5 ft (exact height is unknown). Depth to pile tip is also unknown. (Detailed construction plans are unavailable.) NO Pier coordinates exist for pier ID 6.The concrete pier encases six 8-inch by 8-inch steel "H" piles. Pier width is 0.95 ft, pier length is 24 ft, and pier height is at least 10.5 ft (exact height is unknown). Depth to pile tip is also unknown. (Detailed construction plans are unavailable.) NO Pier coordinates exist for pier ID 5.The concrete pier encases five 8-inch by 8-inch steel "H" piles. Pier width is 0.95 ft, pier length is 24 ft, and pier height is at least 10.5 ft (exact height is unknown). Depth to pile tip is also unknown. (Detailed construction plans are unavailable.) NO Pier coordinates exist for pier ID 4.The concrete pier encases five 8-inch by 8-inch steel "H" piles. Pier width is 0.95 ft, pier length is 24 ft, and pier height is at least 10.5 ft (exact height is unknown). Depth to pile tip is also unknown. (Detailed construction plans are unavailable.) NO Pier coordinates exist for pier ID 3.The concrete pier encases five 8-inch by 8-inch steel "H" piles. Pier width is 0.95 ft, pier length is 24 ft, and pier height is at least 10.5 ft (exact height is unknown). Depth to pile tip is also unknown. (Detailed construction plans are unavailable.) NO Pier coordinates exist for pier ID 2.The concrete pier encases six 8-inch by 8-inch steel "H" piles. Pier width is 0.95 ft, pier length is 24 ft, and pier height is at least 10.5 ft (exact height is unknown). Depth to pile tip is also unknown. (Detailed construction plans are unavailable.)The pier encases six concrete-filled pipe piles (length 44 ft and diameter 1.1 ft) spaced at 3.8 ft on centers. The pile tip elevation was estimated from the plan drawings. Value reported as pile cap elevation is instead the bottom elevation of the pier. A 36-ft cantilever beam caps the pier.The pier encases six concrete-filled pipe piles (length 44 ft and diameter 1.1 ft) spaced at 3.8 ft on centers. The pile tip elevation was estimated from the plan drawings. Value reported as pile cap elevation is instead the bottom elevation of the pier. A 36-ft cantilever beam caps the pier.The pier encases six concrete-filled pipe piles (length 44 ft and diameter 1.1 ft) spaced at 3.8 ft on centers. The pile tip elevation was estimated from the plan drawings. Value reported as pile cap elevation is instead the bottom elevation of the pier. A 36-ft cantilever beam caps the pier.The pier encases six concrete-filled pipe piles (length 44 ft and diameter 1.1 ft) spaced at 3.8 ft on centers. The pile tip elevation was estimated from the plan drawings. Value reported as pile cap elevation is instead the bottom elevation of the pier. A 36-ft cantilever beam caps the pier.The pier encases six concrete-filled pipe piles (length 44 ft and diameter 1.1 ft) spaced at 3.8 ft on centers. The pile tip elevation was estimated from the plan drawings. Value reported as pile cap elevation is instead the bottom elevation of the pier. A 36-ft cantilever beam caps the pier.LVAL  H 6 # 6 X)te is located at the State Route 23 briThe pile bent has eight 18-inch-wide piles. The first and last piles are battered at an angle of one horizontal to 4 vertical. A 3 by 2.5-ft concrete strut is just above theThe pile bent has eight 18-inch-wide piles. The first and last piles are battered at an angle of one horizontal to 4 vertical. A 3 by 2.5-ft concrete strut is just above the high-water line. A grout-filled nylon bag with mini- mum thickness of 6 inches covers the piles from the strut to the mud line. The pile bent has eight 18-inch-wide piles.The pile bent has eight 18-inch-wide piles. The first and last piles are battered at an angle of one horizontal to 4 vertical. A 3 by 2.5-ft concrete strut is just above the high-water line. A grout-filled nylon bag with mini- mum thickness of 6 inches covers the piles from the strut to the mud line.The pile bent has eight 18-inch-wide piles. The first and last piles are battered at an angle of one horizontal to 4 vertical. A 3 by 2.5-ft concrete strut is just above the high-water line. A grout-filled nylon bag with mini- mum thickness of 6 inches covers the piles from the strut to the mud line.This pile bent at the left edge of water includes 5 concrete piles (1.25 ft square) spaced 6 ft apart on centers. The bridge deck rests on the pile cap. Pile length of 55 ft is estimated from 1100 ft piles/4 piers/5 piles per pier. NO pier coordinates exist for pier ID C4.Pile bent C3 includes 5 concrete piles (1.25 ft square) spaced 6 ft apart on centers. This pile bent has a 3-ft-diameter concrete collar extending several ft above and below the waterline (approximately to low-tide elevation) for protection from ice. The collar should not affect scour. NO pier coordinates exist for pier ID C3.Pile bent C2 includes 5 concrete piles (1.25 ft square) spaced 6 ft apart on centers. This pile bent has a 3-ft-diameter concrete collar extending several ft above and below the waterline (approximately to low-tide elevation) for protection from ice. The collar should not affect scour. NO pier coordinates exist for pier ID C2.This pile bent at the right edge of water includes 5 concrete piles (1.25 ft square) spaced 6 ft apart on centers. The bridge deck rests on the pile cap. Pile length of 55 ft is estimated from 1100 ft piles/4 piers/5 piles per pier.The concrete pier is 3.25 ft wide at the bottom tapering to 2 ft wide at the top. It is 90 ft long at the bottom tapering to 86.76 ft at the top. The pier is 13 ft high from the bottom up to the beam capping the pier. The foundataion is 35-ft-long pipe piles and "H" piles.The pier is constructed from two 4-ft-diameter concrete-filled steel cylinders connected with a solid steel web. The total length is 21 ft and height is approximately 10-12 ft. Detailed plans of the pier/footings are unavailable. NO Pier coordinates exist for pier ID 3.The pier is constructed from two 4-ft-diameter concrete-filled steel cylinders connected with a solid steel web. The total length is 21 ft and height is approximately 10-12 ft. Detailed plans of the pier/footings are unavailable. Pier 2 is cracked and failing, possibly because of debris forces and scour. NO Pier coordinates exist for pier ID 2.The pier is constructed from two 4-ft-diameter concrete-filled steel cylinders connected with a solid steel web. The total length is 21 ft and height is approximately 10-12 ft. Detailed plans of the pier/footings are unavailable. Pier 1 is out-of-plumb, reportedly because of debris forces and scour.The concrete pier encases six 8-inch by 8-inch steel "H" piles. Pier width is 0.95 ft, pier length is 24 ft, and pier height is at least 10.5 ft (exact height is unknown). Depth to pile tip is also unknown. (Detailed construction plans are unavailable.) NO Pier coordinates exist for pier ID 8.8p  H } Q*cGated at tO@4@@dA@\(\@ffffff!@HY 15GroupSquareNonePilesSquare@ ~N@4@@dA@@&@KY 14GroupSquareNonePilesSquare@ ~M(@4@@dA@@&@IY 13GroupSquareNonePilesSquare@ ~L@4@ @dA@\(\@ffffff!@GY 12GroupSquareNonePilesSquare@ ~Kȃ@4@ @d@@@@!@ Y 11GroupSquareNONEPilesSquare@ ~J @d?@ @!@ Y 6,20GroupSquareNonePilesSquare2@~I@d;@33333;@?@@@QY 2-5GroupSquareNonePilesSquare#@~Hx@@@@dE@ ףp= (@ ףp= "@@$Y KGroupCylindricalOtherPilesSquare@~Ghv@@@@@dE@RQ)@RQ#@@#Y JGroupCylindricalOtherPilesSquare@~Fs@@@@dE@HzG*@HzG$@@"Y IGroupCylindricalOtherPilesSquare/@~Ehq@@@@dE@Q*@Q$@@!Y HGroupCylindricalOtherPilesSquare/@~Dm@@@@dE@= ףp=+@= ףp=%@@!Y GGroupCylindricalOtherPilesSquare/@~Ch@@@@@dE@= ףp=+@= ףp=%@@!Y FGroupCylindricalOtherPilesSquare/@~Bc@~@@@dE@Q*@Q$@@!Y EGroupCylindricalOtherPilesSquare.@~A]@{@@@dE@HzG*@HzG$@@"Y DGroupCylindricalOtherPilesSquare]@ ~@S@y@@@dE@RQ)@RQ#@@#Y CGroupCylindricalOtherPilesSquare/@ ~?LC@v@@@dE@ ףp= (@ ףp= "@@$Y BGroupCylindricalOtherPilesSquare/@ ~>W@@?d;@0@ףp= *@@EY C4GroupSquareNonePilesSquare@~=d@@?d;@ףp= .@ףp= (@@EY C3GroupSquareOtherPilesSquareL@~<o@@?d;@ףp= .@ףp= (@@EY C2GroupSquareOtherPilesSquareL@~LVAL  t E  Pile cap is near high-tide elevation, so piles make effective width for scour. Eight triplets of 2x2 ft conc. piers are drPile cap is near high-tide elevation, so piles make effective width for scour. Eight triplets of 2x2 ft conc. piers are driven vertically and spaced 3.7 ft apart, cl to cl (1.7 ft clearance), perpendicular to flow. The total numberof piles is 24.Pile cap is near high-tide elevation, so piles make effective width for scour. Six triplets and 2 pairs of 2x2 ft conc. piles are driven vertically. Triplets are spaced 3.7 ft apart, cl to cl (1.7 ft clearance), perpendicular to flow. The total number of piles is 22.Pile cap is near high-tide elevation, so piles make effective width for scour. Six pairs of 2x2 ft concrete piles are driven vertically and spaced 5 ft apart, cl to cl (3 ft clearance), perpendicular to flow.Pile cap is near high-tide elevation, so piles make effective width for scour. Six pairs of 2x2 ft concrete piles are angled 10 deg. from vertical. The piles are spaced about 5 ft apart, cl to cl (3 ft clearance) at pile cap, perpendicular to flow.Geometries noted for this pier id are for piers 6,6.5, & 15.5 to 20. Piles are angled out 10 deg. from vertical. Five pairs of 2x2 ft conc. piles are spaced 5 ft apart, centerline to centerline (3 ft clearance) at cap, perpen-dicular to flow. The piles make effective pier width for purposes of scour.The geometries noted for this 'Pier' are for piers 2,3,4,5, and 21,22,23 & 24. These piers are not skewed to the bridge, and are skewed to the flow. They are overbank piers. The piles are 3 x 3 ft concrete squares, and are capped at the bridge-deck support, with no ground-line pile cap.The pile bent has eight 18-inch-wide piles. The first and last piles are battered at an angle of one horizontal to 4 vertical. This pile bent does not have a strut. A grout-filled nylon bag with minimum thickness of 6 inches covers the piles from the mud line upward 3.8 ft.The pile bent has eight 18-inch-wide piles. The first and last piles are battered at an angle of one horizontal to 4 vertical. This pile bent does not have a strut. A grout-filled nylon bag with minimum thickness of 6 inches covers the piles from the mud line upward 3.8 ft.The pile bent has eight 18-inch-wide piles. The first and last piles are battered at an angle of one horizontal to 4 vertical. A 3 by 2.5-ft concrete strut is just above the high-water line. A grout-filled nylon bag with mini- mum thickness of 6 inches covers the piles from the strut to the mud line.The pile bent has eight 18-inch-wide piles. The first and last piles are battered at an angle of one horizontal to 4 vertical. A 3 by 2.5-ft concrete strut is just above the high-water line. A grout-filled nylon bag with mini- mum thickness of 6 inches covers the piles from the strut to the mud line.The pile bent has eight 18-inch-wide piles. The first and last piles are battered at an angle of one horizontal to 4 vertical. A 3 by 2.5-ft concrete strut is just above the high-water line. A grout-filled nylon bag with mini- mum thickness of 6 inches covers the piles from the strut to the mud line.The pile bent has eight 18-inch-wide piles. The first and last piles are battered at an angle of one horizontal to 4 vertical. A 3 by 2.5-ft concrete strut is just above the high-water line. A grout-filled nylon bag with mini- mum thickness of 6 inches covers the piles from the strut to the mud line.The pile bent has eight 18-inch-wide piles. The first and last piles are battered at an angle of one horizontal to 4 vertical. A 3 by 2.5-ft concrete strut is just above the high-water line. A grout-filled nylon bag with mini-mum thickness of 6 inches covers the piles from the strut to the mud line.`7n C _AxXb33333@7@Y,@dK@@]@Y@C@T@Y 4SingleSharpNonePilesOther@ ~a33333Ś@@}@Y,@dK@^@Y@B@T@Y 3SingleSharpUnknownPilesOther@ ~`33333@@Y,@dE@@b@a@4@Y@Y 2SingleRoundUnknownPilesSquarev@ ~_{Ga@ ףpg@Y$@dC@@b@a@4@Y@Y 1SingleRoundUnknownPilesSquare[@ ~^@$@Y@dE@Q%~@Q}@%@ Y 4SingleRoundUnknownPouredSquarea@~]v@$@Y@dE@33333/~@33333}@+@ Y 3SingleRoundUnknownPouredSquare5@~\ j@$@Y@dG@~@~@@ Y 2SingleRoundNonePouredSquare2@~[Y@$@Y@d G@P@ @ @ Y 1SingleRoundNonePouredSquare2@~Z33333g@4@ǵ@Y@d@A@\{@z@1@ Y 8SingleRoundUnknownPouredSquare@~Y33333@4@g@Y@d@C@{Gn{@{Gz@4@ Y 7SingleRoundUnknownPouredSquare@~Xgffff@4@@Y@d@C@Gz~{@Gzz@4@ Y 6SingleRoundUnknownPouredSquarePier 6 is in the channel.~W{@4@@Y@d@A@{@z@1@ Y 5SingleRoundNonePouredSquareR@~V33333 t@4@(@Y@dC@ ףp={@ ףp={@(@ Y 4SingleRoundNonePouredSquare!Pier 4 is on the left overbank.~U@o@4@q@Y@dA@Gz{@Gz{@"@ Y 3SingleRoundNonePouredSquare!Pier 3 is on the left overbank.~Td@4@θ@Y@dA@zG|@zGq|@@ Y 2SingleRoundNonePouredSquare!Pier 2 is on the left overbank.~SQ@4@)@Y@dA@|@m|@@ Y 1SingleRoundNonePouredSquare!Pier 1 is on the left overbank.~Rp@)@Y@d@@}@e@&@ Y 3SingleRoundUnknownPouredSquare@~Qd@#@Y@d@@33333{@33333c@&@ Y 2SingleRoundUnknownPouredSquare@~PR@ @Y@d@@33333{@33333c@+@ Y 1SingleRoundUnknownPouredSquare@~7LVALSA R # 5 G)Tmqe BaileyThe two sharp-nosed piers (5 ft wide and 41.7 ft long) and footers are skewed 30 degrees to the bridge and are aligned with the flow at most stages.The two sharp-nosed piers (5 ft wide and 41.7 ft long) and footers are skewed 30 degrees to the bridge and are aligned with the flow at most stages. Each pier is a solid web for its entire length. The piers extend 2 ft upstream of the bridge at the nose but are square and flush at the tail end.Pier 6 is located on the top bank. The pier is 12 ft wide at the top and 14 ft wide a the bottom with the change occurring at elevation 165 ft. The foundation is a caisson with a minimum elevation of 80 ft.Pier 5 is located in the main channel at the left edge. The pier is 12 ft wide at the top and 14 ft wide at the bottom with the change occurring at elevation 165 ft. The foundation is a caisson with a minimum elevation of 80 ft.Pier 4 is located in the main channel. The pier is 12 ft wide at the top and14 ft wide at the bottom with the change occurring at elevation 165 ft. The foundation is a caisson with a minimum elevation of 80 ft.Pier 3 is located in the main channel. The pier is 12 ft wide at the top and 14 ft wide at the bottom with the change occuring at elevation 165 ft. The foundation is a caisson with a minimum elevation of 80 ft.Pier 2 is located on a lower terrace above the low-water channel. The pier is 12 ft wide at the top and 14 ft wide at the bottom with the change occurring at elevation 165 ft. The foundation is a caisson with a minimum elevation of 80 ft.Pier 1 is located at the edge of top bank. The pier is 12 ft wide at the top and 14 ft wide at the bottom with the change occurring at elevation 165 ft. The foundation is a caisson with a minimum elevation of 80 ft.The pier is on the left overbank near the edge of the main channel. The pier is round nosed and rests on a square pile cap.The pier is located in the main channel of the river. The pier has an upper portion that is round nosed and a lower portion that is sharp nosed. The pier rests on a sharp-nosed pile cap. The pier width and footing widths are stepped.The pier is located in the main channel of the river. The pier has an upper portion that is round nosed and a lower portion that is sharp nosed. The pier rests on a sharp-nosed pile cap. The pier width and footing widths are stepped.The pier is located near the top bank on the lower right overbank area. The pier has an upper portion that is round nosed and a lower portion that is sharp nosed. The pier rests on a sharp-nosed pile cap. The pier width and footing width are stepped.This round-nosed pier is on the upper right overbank area and rests on a square pile cap. The pier width is stepped.This round-nosed pier is on the upper right overbank area and rests on a square pile cap.Pier 4 is in the main channel near the thalweg. This pier frequently has log jams piled on it.Pier 3 is near the left edge of water at low flows.Pier 2 is on the left overbank during low flows.Pier 1 is on the left overbank during low flows.Pier 8 is in the channel near the thalweg. Debris frequently collects on this pier during high flows, making depth soundings difficult or impossible near the pier nose.Pier 7 is in the channel near the thalweg. Debris frequently collects on this pier during high flows, making depth soundings difficult or impossible near the pier nose.Pier 5 is located at approximately the top of the left bank of the main channel.Pier 3 is on the right overbank, about 70 ft from the right bank. The pier tapers from 2.0 ft at the top to 3.8 ft at the base. The footing is not exposed for any of the scour measurements.Pier 2 is about 10 ft left of the right bank. The pier tapers from 2.0 ft at the top to 3.8 ft at the base. The footing is not exposed for any of the scour measurements.<t % ` 6n2Tu@@@HzG?dL:@ Y`k@Y 14LGroupSquareNonePilesUnknownV@~wt@@@HzG?dL:@ Y`k@Y 13LGroupSquareNonePilesUnknownV@~ws@@@HzG?dL:@ Y@k@Y 12LGroupSquareNonePilesUnknownV@~wrf@Y@dA@ Y Y RTSingleSquareUnknownUnknownUnknownSee left pier.~vq]@Y@dA@ Y Y CNTRSingleSquareUnknownUnknownUnknownSee left pier.~vpO@Y@dA@ Y Y LEFTSingleSquareUnknownUnknownUnknown@~voI@@Y@d@@p= ןt@p= t@@ Y 3SingleRoundNonePouredSquare@~nY@p@Y@d@@ףp= t@ףp= t@@ Y 2SingleRoundNonePouredSquare@~mc@ފ@Y@d@@Qt@Qt@@ Y 1SingleRoundRiprapPouredSquare@~lY@Y@dD@R@R@@ Y RTSingleSharpNonePouredOtherSee left pier.~kI@Y@dD@q= ף@q= ף@@ Y LEFTSingleSharpNonePouredOther+@~jq= ףn@J@Y,@dD@[@T@:@ Y 6SingleRoundNonePouredRound@~i{G*@@Y,@dD@[@T@:@ Y 5SingleRoundNonePouredRound@~h{G@7@Y,@dD@[@T@>@ Y 4SingleRoundNonePouredRound@~gHz@gfff&z@Y,@dD@[@T@>@ Y 3SingleRoundNonePouredRound@~f{Gz@@Y,@dD@[@T@:@ Y 2SingleRoundNonePouredRound@~eQ8@ ףpd@Y,@dD@[@T@:@ Y 1SingleRoundNonePouredRound@~dzGw@O@Y$@dC@@b@a@4@V@Y 6SingleRoundUnknownPilesSquare~@~c33333/@@Y,@dK@^@Y@B@T@Y 5SingleSharpNonePilesOther@ ~LVAL 3 f  d  The pier has two 3.5-ft-diameter concrete columns spaced 17 ft apart. Columns have 11-ft-wide by 10-ft-long by 4.5-ft-deep concrete footings (with 3.5-ft-wide connecting webs) supported by eight 18-in concrete piles. There are three piles at the us side of the footing, two in middle, and three at the ds side. Pier coordinates for pier ID 18L: -1.75 255.The pier has two 3.5-ft-diameter concrete columns spaced 17 ft apart. Columns have 11-ft-wide by 10-ft-long by 4.5-ft-deep concrete footings (with 3.5-ft-wide connecting webs) supported by eight 18-in concrete piles. There are three piles at the us side of the footing, two in middle, and three at the ds side. Pier coordinates for pier ID 18L: -1.75 255.6 -1.75 281.1 1.75 281.1 1.75 276.6 -1.75 276.6 1.75 276.6 1.75 255.6 5.5 255.6 5.5 251.1 -5.5 251.1 -5.5 255.6 1.75 255.6The pier has two 3.5-ft-diameter concrete columns spaced 17 ft apart. Columns have 11-ft-wide by 10-ft-long by 4.5-ft-deep concrete footings (with 3.5-ft-wide connecting webs) supported by eight 18-in concrete piles. There are three piles at the us side of the footing, two in middle, and three at the ds side. Pier coordinates for pier ID 17L: -1.75 255.7 -1.75 281.2 1.75 281.2 1.75 276.7 -1.75 276.7 1.75 276.7 1.75 255.7 5.5 255.7 5.5 251.2 -5.5 251.2 -5.5 255.7 1.75 255.7The pier has two rows of 16x16-inch concrete piles battered at 1 into 1 ft. One row has five piles spaced 6.25 ft apart, and the other row has four piles spaced 8.33 ft apart. At top of piles (elev.279.2), rows are spaced 2.0 ft apart. Bottom of cap is at elev. 278.1 ft.The pier consists of one row of five 16x16-inch concrete piles spaced 6.25 ft apart.The pier consists of one row of five 16x16-inch concrete piles spaced 6.25 ft apart.The pier consists of one row of five 16x16-inch concrete piles spaced 6.25 ft apart.The pier consists of one row of five 16x16-inch concrete piles spaced 6.25 ft apart.Each pier, formed by the the convergence of two arches, increases in width with elevation from the 4-ft width at the base. The face of each pier is flat. The piers are spaced approximately 56 ft apart.This is the left-most of the three piers, which are 4-ft-wide by 32-ft-long and spaced 51 ft apart. Each pier is a continuous web on poured footers, which probably extend to bedrock. There is no riprap protection at this pier.This is the middle of the three piers, which are 4-ft-wide by 32-ft-long and spaced 51 ft apart. Each pier is a continuous web on poured footers,which probably extend to bedrock. There is no riprap protection at this pier. This pier tends to collect debris.This is the right-most of the three piers, which are 4-ft-wide by 32-ft-long and spaced 51 ft apart. Each pier is a continuous web on poured footers,which probably extend to bedrock. This pier has some riprap protection.7n @ w M{N'@S'@Y@d:@333333]@33333Y@#@@U@Y 6SingleSquareUnknownPouredRound@~̿@S̿@Y@d:@fffff\@W@$@R@Y 5SingleSquareUnknownPouredSquare@~@S@Y@d:@fffff\@lW@$@S@Y 4SingleSquareUnknownPouredSquare=@ ~@@@@Y @d @j@i@.@ Y 5SingleCylindricalNonePouredSquare@ ~@n@@n@Y @d @j@i@.@ Y 4SingleCylindricalNonePouredSquare@ ~@Z@@Z@Y @d @j@i@.@ Y 3SingleCylindricalNonePouredSquare@ ~i@i@ Y\(\@dL:@ Yj@Y 19RGroupSquareNonePilesUnknown@~v<@<@1@ @d4@33333o@33333co@&@j@Y 18RGroupCylindricalUnknownPouredUnknown:@~@@1@ @d4@fffffo@ffffffo@&@j@Y 17RGroupCylindricalNonePouredUnknown:@~@@ Y\(\@dL:@ Yj@Y 16RGroupSquareNonePilesUnknown@~v~@@@HzG?dL:@ Y`k@Y 15RGroupSquareNonePilesUnknownR@~w}@@@HzG?dL:@ Y`k@Y 14RGroupSquareNonePilesUnknownR@~w|@@@HzG?dL:@ Y`k@Y 13RGroupSquareNonePilesUnknownR@~w{@@@HzG?dL:@ Y@k@Y 12RGroupSquareNonePilesUnknownR@~wzi@i@ Y\(\@dL:@ Yl@Y 19LGroupSquareNonePilesUnknown@~vy<@<@1@ @d4@33333o@33333co@&@j@Y 18LGroupCylindricalNonePouredSquare@ ~x@@1@ @d4@fffffo@ffffffo@&@j@Y 17LGroupCylindricalNonePouredSquare@ ~w@@ Y\(\@dL:@ Yj@Y 16LGroupSquareNonePilesUnknown@~vv@@@HzG?dL:@ Y`k@Y 15LGroupSquareNonePilesUnknownV@~w"LVALJ X   i+RSee description for pier 1. Also pier 2 has been observed to experience the most scour. Channel-geometry data (10/23/91) at exit and app sections were See description for pier 1. Also pier 2 has been observed to experience the most scour. Channel-geometry data (10/23/91) at exit and app sections were used to estimate reference surface at bridge for determining scour depth at pier 2 and to confirm lack of thalweg influence and lack of contraction scour.Because piers are tapered, pier width and length are based on avg exposed pier during 6/6/91 flooding. Stationing is based on field measurements and does not relate to bridge plans. Pier elevations relate to datum of MDT dwg. 3870, which closely approximates datum used in survey of sections (+/- 0.2 ft).See description for pier P1. Elevations of piers and footings are based on USCG dimensions from MDT drawing no. 9284. No as-built information was used to confirm the elevations shown in this file. Elevations are +/- 0.5 feet.Because pier is tapered, pier width is average of base and top-most widths.Pier consists of two 32-ft-high by 4.9-ft-long (at base) vertically tapered columns with a height of 9 ft at 4 ft wide, 11 ft at 5 ft wide, 12 ft at 6 ft wide connected by a 17.0-ft-long by 18-inch-wide web wall on a 10-ft-wide by 35-ft-long by 20-ft-deep concrete footing supported by untreated wooden piles.Pier consists of an 8-ft-diameter concrete column on a 15-ft-wide by 15-ft-long by 7.5-ft-deep concrete footing supported by 20 14x14-inch concrete piles.Pier consists of an 8-ft-diameter concrete column on a 15-ft-wide by 15-ft-long by 7.5-ft-deep concrete footing supported by 20 14x14-inch concrete piles.Pier consists of an 8-ft-diameter concrete column on a 15-ft-wide by 15-ft-long by 7.5-ft-deep concrete footing supported by 20 14x14-inch concrete piles.Pier consist of two rows of 16x16-inch concrete piles battered at 1 into 1 ft. One row has five piles spaced 6.25 ft apart, and the other row has four piles spaced 8.33 ft apart. At top of piles (elev.279.2), rows are spaced 2.0 ft apart. Bottom of cap is at elev. 278.1 ft.The pier has two 3.5-ft-diameter concrete columns spaced 17 ft apart. Columns have 11-ft-wide by 10-ft-long by 4.5-ft-deep concrete footings (with 3.5-ft-wide connecting webs) supported by eight 18-in concrete piles. There are three piles at the us side of the footing, two in middle, and three at the ds side.The pier has two 3.5-ft-diameter concrete columns spaced 17 ft apart. Columns have 11-ft-wide by 10-ft-long by 4.5-ft-deep concrete footings (with 3.5-ft-wide connecting webs) supported by eight 18-in concrete piles. There are three piles at the us side of the footing, two in middle, and three at the ds side.The pier has two rows of 16x16-inch concrete piles battered at 1 into 1 ft. One row has five piles spaced 6.25 ft apart, and the other row has four piles spaced 8.33 ft apart. At top of piles (elev.279.2), rows are spaced 2.0 ft apart. Bottom of cap is at elev. 278.1 ft.Pier consists of one row of five 16x16-inch concrete piles spaced 6.25 ft apart.Pier consists of one row of five 16x16-inch concrete piles spaced 6.25 ft apart.Pier consists of one row of five 16x16-inch concrete piles spaced 6.25 ft apart.Pier consists of one row of five 16x16-inch concrete piles spaced 6.25 ft apart.Pier has two rows of 16x16-in concrete piles battered at 1 in to 1 ft. One row has five piles spaced 6.25 ft apart, and the other row has four piles spaced 8.33 ft apart. At top of piles (elev. 279.2 ft), rows are spaced 2.0 ft apart. Bottom of cap is at elev. 278.1 ft.mLVAL K uuuuuuuuuŅPier consists of two 4-ft-diameter concrete columns spaced 17.0 ft apart. Each column is on a 11.2-ft-wide, 8.5-ft-long, 4.0-ft-deep concrete footing sPier consists of two 4-ft-diameter concrete columns spaced 17.0 ft apart. Each column is on a 11.2-ft-wide, 8.5-ft-long, 4.0-ft-deep concrete footing supported by 12 18x18-in concrete piles. There are four pilThe piers are numbered from right to left, looking downstream and consist of a group of 5-6 creosoted timber piles. TThe piers are numbered from right to left, looking downstream and consist of a group of 5-6 creosoted timber piles. The piles do not have foundations but rather driven into the bed material until refusal (penetration averaged 12.3 feet).The piers are numbered from right to left, looking downstream and consist of a group of 5-6 creosoted timber piles. The piles do not have foundations but rather driven into the bed material until refusal (penetration averaged 12.3 feet).Pier consists of two 26.6-ft-high by 3.2-ft-long (at base) vertically tapered columns with a height of 11.3 ft at 2.5 ft wide by 2.5 ft long and 15.3 ft at 3.2 ft wide by 3.2 ft long spaced 19.8 ft apart on two 5.2-ft-wide by 7.4- ft-long footing (includes sheet-piling cofferdam that has been installed). Pier coordinates for pier ID 7: -2.6 110.0 -2.6 124.7 -1.585 124.7 -1.585 139.6 -1.25 139.9 -1.25 151.2 1.25 151.2 1.25 139.9 1.585 139.6 1.585 124.7 -1.585 124.7 2.6 124.7 2.6 110.0Pier consists of two 29-ft-high by 4.6-ft-long (at base) vertically tapered columns with a height of 8 ft at 3.5 ft wide, 11 ft at 4.3 ft wide, and 10 ft at 5.2 ft wide connected by a 17.3-ft-long, 1.0-ft-wide web wall. Each column is on a 9.8-ft-dia., 13-ft-deep concrete footing with untreated wooden piles. Pier coordinates for pier ID 6: -2.585 116.8 -2.585 126.6 -2.165 126.8 -2.165 137.6 -1.75 137.8 -1.75 145.8 1.75 145.8 1.75 137.8 2.165 137.6 2.165 126.8 2.585 126.6 2.585 116.8 4.915 116.8 4.915 103.8 -4.915 103.8 -4.915 116.8 2.585 116.8Pier consists of two 32-ft-high by 4.9-ft-long (at base) vertically tapered columns with a height of 9 ft at 4 ft wide, 11 ft at 5 ft wide, 12 ft at 6 ft wide connected by a 17.0-ft-long by 18-inch-wide web wall on a 10-ft-wide by 35-ft-long by 20-ft-deep concrete footing supported by untreated wooden piles. Pier coordinates for pier ID 5: -3.0 115.1 -3.0 126.9 -2.5 127.1 -2.5 137.9 -2.0 138.1 -2.0 147.1 2.0 147.1 2.0 138.1 2.5 137.9 2.5 127.1 3.0 126.9 3.0 115.1 5.0 115.1 5.0 94.4 -5.0 94.4 -5.0 115.1 3.0 115.17m  M 5R/i$s@s@Y@dH@L@Y Y 4SingleRoundNonePilesUnknownSame as pier 6.~$@i@@i@Y@dH@D@Y Y 5SingleRoundNonePilesUnknownSame as pier 6.~$U@U@Y@dH@@Y Y 6SingleRoundNonePilesUnknownA@~#X@X@Y@dD@@@@ Y 1SingleRoundNonePilesSquare@~"n@ Y @dB@ Y Y P4SingleSharpNonePouredUnknownSee comments for P1 and P2.~v"g@ Y @dB@ Y Y P3SingleSharpNonePouredUnknownSee comments for P1 and P2.~v"^@ Y @dB@ Y Y P2SingleSharpNonePouredUnknown@~v"N@ Y @dB@ Y Y P1SingleSharpNonePouredUnknown.@~v!v@> Y@dA@(\D@(\=@!@ Y 3SingleSharpNonePouredSquareSee description for pier 2.~!`l@> Y@dA@p= D@p= =@$@ Y 2SingleSharpNonePouredSquare@~!Y@> Y@dA@RC@R<@!@ Y 1SingleSharpNonePouredSquare!@~ f@D@ Y333333 @dC@Hzn@Hzn@#@ Y 2SingleSharpNonePouredSquare5@~ T@D@ Ygfffff @dfffffC@Hz@Hz@!@ Y 1SingleSharpNonePouredSquare5@~h@4@ YQ@dI@(\Bs@(\Bi@ @ Y 2SingleSharpNonePouredSquare@~X@4@ YQ@dI@Qs@Qi@ @ Y 1SingleSharpNonePouredSquareM@ ~@@1@@d5@fffff^@fffff]@ffffff&@S@Y 4GroupCylindricalNonePilesSquare3@~@@1@@d5@33333^@33333]@ffffff&@@T@Y 5GroupCylindricalNonePilesSquare3@~,@,@1@@d5@fffff^@fffff]@ffffff&@T@Y 6GroupCylindricalNonePilesSquare3@~;@S;@3@ @d7@,_@@V@Y 7GroupSquareUnknownPouredSquare!@~LVAL  w PPd0_*q9The concrete pier is a solid wall with a segmented, trianglar-shaped face. The pier width tapers from 3.75 ft at the footer to 2.75 ft at thThe concrete pier is a solid wall with a segmented, trianglar-shaped face. The pier width tapers from 3.75 ft at the footer to 2.75 ft at the top. Note: All bridge elevation data in this section was obtained from the 1933 site plans, the msl datum was revised in 1965 by 4.06 feet.The concrete pier is a solid wall with a rounded nose.The concrete pier is a solid wall with a rounded nose.This is a concrete solid-wall pier with rounded nose.This is a concrete solid-wall pier with rounded nose.The piers are poured, formed concrete with a slight taper and round nose.This is a solid-wall concrete pier with round nose.This is a solid-wall concrete pier with round nose.The concrete pier is a solid wall with round nose.The concrete pier is a solid wall with round nose.The concrete pier is a solid wall with round nose.The concrete pier is a solid wall with round nose.The pier is founded on rock at 1086 ft msl. The elevation of the streambed was about 1092 ft msl.The pier is founded on rock. It is susceptible to debris accumulation because it is located near the outside of a bend in the stream.The pier is out of water, except during very high flow. The pier is founded on rock.The deepest scour is at this pier, despite having shallower and slower flow than at piers 2-3. The bed material may not be consistent at piers. Debris at this pier has wedged into the scour hole, and it may be "armoring" the hole.The pier is out of water except during extreme high flow.The pier was located in the main flow. The footer was exposed 0.9 ft. This footer is 3 ft lower than the footer at pier 2.The pier was near the left edge of low water. The footer was exposed 3.35 ft (0.75 ft from bottom of footer). An Eagle-Mach 1 fathometer and CR-10 were attached to pier for about 2 years. Instrumentation proved unsatisfactory. Pier coordinates for pier ID 2: 173.0 613.0 173.0 617.0 175.0 617.0 175.0 635.5 180.0 635.5 180.0 617.0 182.0 617.0 182.0 613.0The pier was out of water during low flow. The top of the footing was partly exposed.This is a concrete pier with a 9-ft-wide, 3.5-ft-thick footing.The flow angle of 30 degrees results in scour along the entire length of the right side of the pier. The footing is undermined 2 ft. Flow aligns with the pier before reaching the downstream side.See comments for P1. Also, pier width indicated above is average of top and base widths (excluding ftng) and may not be the same as width described under pier scour measurements.Data is based on dimensions shown on MDT dwgs 7042 and 7045, and local datum. Although dwgs show a maximum difference of 0.35 ft in the base elevation of the four pier ftngs, ftng and pier coordinates used in this file are based on the assumption that all ftngs are at about the same base elevation.Because pier is tapered, avg length and width are indicated. Stationing is based on field measurements and does not relate to bridge plans. Pier elevations relate to datum of MDT dwg. no. 3895, which closely approximates USCGS datum used in survey of sections (+/- 0.2 ft).Because pier is tapered, avg width and length are indicated. Channel-geometry data at exit and approach sections (8/28/92) was used to estimate reference surface at bridge for determining scour depth at pier 1 and to confirm lack of thalweg influence and lack of contraction scour.)Pw % _ %^'bM*@c@4@;M #@Y@d>@R뉄@Rq@"@ Y 2SingleRoundNonePilesSquare5@~*@Q@4@n4@B%@Y@d>@)\@)\t@"@ Y 1SingleRoundNonePilesSquare5@~)`@ףp= W6@Y @d33333sT@@@,@ Y 4SingleRoundNonePouredSquare4@~){@(\7@Y @d33333sT@<@ @,@0@Y 3SingleRoundNonePilesSquare4@~)`r@HzG9@Y @d33333sT@<@ @,@0@Y 2SingleRoundNonePilesSquare4@~)`b@:@Y @d33333sT@<@ @,@0@Y 1SingleRoundNonePilesSquare4@~(@t@@t@Y$@dM@y@Y Y 1SingleRoundNonePilesUnknownThe footing was not exposed.~'r@r@Y@d6@@@ Y 3SingleSharpNonePouredUnknownd@ ~'h@h@Y@d6@ @@ Y 2SingleSharpNonePouredUnknown@ ~'X@X@Y@d6@<@@ Y 1SingleSharpNonePouredUnknownW@ ~&@@Y@dD@H@Y Y 4SingleRoundNonePilesUnknown@ ~&pw@pw@Y@dD@ @Y Y 3SingleRoundNonePilesUnknown~&`n@`n@Y@dD@@Y Y 2SingleRoundNonePilesUnknown~&\@\@Y@dD@Њ@Y Y 1SingleRoundNonePilesUnknown;@ ~%p@p@Y@dE@@Y Y 1SingleRoundNonePilesUnknown@~% f@ f@Y@dE@(@Y Y 2SingleRoundNonePilesUnknown'@~%U@U@Y@dE@(@Y Y 3SingleRoundNonePilesUnknownZ@~$@@Y@dH@d@Y Y 1SingleRoundRiprapPilesUnknownSame as pier 6.~$@@Y@dH@\@Y Y 2SingleRoundRiprapPilesUnknownSame as pier 6.~$z@z@Y@dH@T@Y Y 3SingleRoundNonePilesUnknownSame as pier 6.~:c  M 9t!F}3b@*@ Y@dE@q@q@@p@Y 1SingleRoundNonePilesSquare@~2g@>@9I@ @333333@d@@ffffff@@@.Y RTSingleRoundNonePilesSquareSee center pier.~2^@>@)\I@ @333333@d@@ffffff@@@3Y CNTRSingleRoundNonePilesSquare$@~2N@>@QI@ @333333@d@@ffffff@@@2Y LEFTSingleRoundNonePilesSquareSee center pier.~1k@>@R`@Y@dA@ffffff333333@FY RTSingleRoundNonePilesSquareSee center pier.~1a@>@Q`@Y@dA@ @EY CNTRSingleRoundNonePilesSquare/@~1N@>@Q`@Y@dA@333333333333@GY LEFTSingleRoundNonePilesSquareSee center pier.~0_@@ףp= 1@Y@d?@@@"@@Y 2SingleRoundNonePilesSquareSame as Pier 1.~0L@@ ףp=J2@Y@d?@@@"@@Y 1SingleRoundNonePilesSquare4@~/a@@h|ρ@Y @dC@@@"@ Y 2SingleRoundNonePilesSquare8@~/O@@S%ց@Y @dC@@@"@ Y 1SingleRoundNonePilesSquare8@~.c@9@fffff0@Y@d33333@@ףp= @ףp= @@ףp= ݊@Y 2SingleSharpNonePilesSquare!@~.P@9@0@Y@d33333@@Gz@Gz@@Gzފ@Y 1SingleSharpNonePilesSquare!@~-X@$@$k0@Y@dfffffB@@x@@ Y 2SingleRoundNonePouredSquare8@~-H@$@ h"lx0@Y@dfffffB@@x@@ Y 1SingleRoundNonePouredSquare8@~,b@gfffff&@Y@dL8@T@8@%@p@Y 2SingleRoundNonePilesSquare7@~,N@333333(@Y@dL8@T@8@%@p@Y 1SingleRoundNonePilesSquare7@~+hc@33333^@Y@dA@@h@@ Y 2SingleRoundNonePouredSquareSame as Pier 1.~+Q@l^@Y@dA@@t@@ Y 1SingleRoundNonePouredSquareK@~LVALo; MPier 10 has a rectangular, caisson footing 46 feet long by 16 feet wide with it's base at elevation 243.0 feet and extending up to elevation 325.0. From the top of the caisson a solid, round nosed section 42 feet long by 12 feet wide rises to elevation 360.0. The nose of the pier is circular with a 6 foot radius. Two tapered columns extenPier 10 has a rectangular, caisson footing 46 feet long by 16 feet wide with it's base at elevation 243.0 feet and extending up to elevation 325.0. From the top of the caisson a solid, round nosed section 42 feet long by 12 feet wide rises to elevation 360.0. The nose of the pier is circular with a 6 foot radius. Two tapered columns extend from elevation 360 to the bridge deck (elevation 431.08). The columns are connected by a continuous web from elevation 360.0 to 382.5 feet. The columns are tapered and measure 9 feet wide at their base (elevation 360), and 6.5 feet wide at elevation 431.08 feet. The columns have a stepped, square face which will be classified as square.The three concrete piers, 2 ft wide and 29.5 ft long, are continuous webs supported by square footers keyed into bedrock. The piers are aligned with the flow at most stages.The concrete piers, continuous webs 2 ft wide and 30 ft long, are supported by footers on bedrock. The piers are rounded on the upstream and downstream ends. The footers are not exposed.The piers, 28-ft continuous webs resting on pile caps, taper from 2.25 ft wide at the base to 1.5 ft wide at the top. Ten piles support each pier.The piers, 2 ft wide and 41 ft long, are a continuous web of uniform width supported by a footer. The footer extends 1 ft beyond the ends of the pier, and the bottom 2 ft of the footer was keyed into undisturbed material without using forms.This is the left-bank pier. Each pier, 3.17 ft wide and 83 ft long, is a continuous web its entire length and is supported by pile footings. Steel I-beam piles (54) are arranged in two rows approximately 3.5 ft apart and pile pairs are spaced 3.25 ft apart. Pile length ranges from 11.5-21.0 ft.This is the right-bank pier. Each pier, 3.17 ft wide and 83 ft long, is a continuous web its entire length and is supported by pile footings. Steel I-beam piles (54) are arranged in two rows approximately 3.5 ft apart and pile pairs are spaced 3.25 ft apart. Pile length ranges from 11.5-21.0 ft.Each pier, 2.5 ft wide and 43 ft long, is a continuous web resting on a pile cap. Piles are arranged is two rows of seven piles (seven pairs of piles). The two rows of piles are 2.5 ft apart, and the pile pairs are 7.0 ft apart. The three piers, skewed 30 degrees to the bridge, are 2.9-ft-wide, 32-ft-long solid webs constructed on wooden-pile foundations spaced 62 ft apart. Each pier foundation consists of 18 piles 30-35 ft long spaced 3.6 ft apart under a pile cap. The piers are slightly skewed to high flows.The three piers have the same dimensions (3 ft wide and 35 ft long), but are set at different elevations. Each pier has a solid webb for its entire length. Each pier rests on 20 piles spaced at 3.7 ft (35-40 ft long) and a pile cap. The center pier is the only pier with the pile cap exposed.The concrete pier is a solid wall with round nose.This is a concrete, solid-wall pier with a round nose.This is a concrete, solid-wall pier with a round nose.The concrete pier is a solid wall with a segmented, trianglar-shaped face. The pier width tapers from 3.75 ft at the footer to 2.75 ft at the top. Note: All bridge elevation data in this section was obtained from the 1933 site plans, the msl datum was revised in 1965 by 4.06 feet.|.] & T Q~F}9R빃@  Y(@dE@Pt@s@0@ Y 12SingleUnknownUnknownPouredSquare@~O9RW@  Y.@dC@Pt@p@8@ Y 11SingleSquareNonePouredSquare@~O9Ҟ@  Y(@dE@Pt@`n@0@ Y 10SingleSquareUnknownPouredSquare@ ~O8b@\(@Y@d=@@@@ Y 3SingleRoundNonePouredSquare See pier 1.~8Y@QD@Y@d=@33333@33333@@ Y 2SingleRoundNonePouredSquare See pier 1.~8I@Q|@Y@d=@fffff@fffff@@ Y 1SingleRoundNonePouredSquare@ ~7^@}@Y@d>@S@R@@ Y 2SingleRoundNonePouredSquare See pier 1.~7I@_@Y@d>@= ףpS@= ףp=S@@ Y 1SingleRoundRiprapPouredSquare@ ~6`c@@Y@d<@Qnp@Q>p@@n@Y 3SingleRoundNonePilesSquare See pier 1.~6Y@y@Y@d<@{Gfp@{G6p@@ n@Y 2SingleRoundNonePilesSquare See pier 1.~6I@`@Y@d<@33333_p@33333/p@@`n@Y 1SingleRoundNonePilesSquare@ ~54@@Y@dD@ @fffff@@ Y 3SingleRoundNonePouredSquare See pier 1~5R@@Y@dD@fffff @fffff@@ Y 2SingleRoundNonePouredSquare See pier 1~5@`@@Y@dD@@@ffffff@ Y 1SingleRoundNonePouredSquare@ ~4@]@\(@ Y\(\ @dT@q= ףr@q= ףr@@q@Y 2SingleRoundUnknownPilesSquare-Rounded,@~4m@\(@ Y\(\ @dT@ ףp=r@ ףp=r@@q@Y 1SingleRoundUnknownPilesSquare-Rounded-@~3B@f@ Y@dE@Qq@Qq@@ p@Y 4SingleRoundNonePilesSquare See pier 1~3R@R@ Y@dE@(\q@(\¥q@@0p@Y 3SingleRoundNonePilesSquare See pier 1~3 \@>@ Y@dE@)\q@)\q@@`p@Y 2SingleRoundNonePilesSquare See pier 1.~FLVAL< HGT PL Brazos River west of Lake Jackson, Tex. (figure 1). This site is about 25 river-kilometers from the Gulf of Mexico.Steel I-beam (1 foot estimated width) concreteSteel I-beam (1 foot estimated width) concrete capped piles Spacing estimated to 4 feet wide.The concrete pier is a solid wall with round nose.The concrete pier is a solid wall with round nose.The concrete pier is a solid wall with sharp nose.The concrete pier is a solid wall with sharp nose.The concrete pier is a solid wall with sharp nose.The concrete pier is a solid wall with sharp nose.The concrete pier is a solid wall with sharp nose.The concrete pier is a solid wall with sharp nose.The concrete pier is a solid wall with sharp nose.The concrete pier is a solid wall with sharp nose.The concrete pier is a solid wall with round nose.The concrete pier is a solid wall with round nose.The concrete pier is a solid wall with round nose.The concrete pier is a solid wall with round nose. Pier width 4.0 feet at base of footer and tapers uniformly at top to 3.0 feet wide.The concrete pier is a solid wall with round nose. Pier width is 4.0 feet at base of footer and tapers uniformly at top to 3.0 feet wide.Pier 8 is 8.67 ft wide at base, 4.5 ft wide at top. Pier is in flood plain on right bank behind floodwall. Not subject to scour. Ground at base is at Elev. 703 ft.Pier 9 is in right 1/3 of channel. Pile cap is stepped, Lower 8 ft is 35 ft wide, upper 8 ft is 31 ft wide. Base of pier is 11.3 ft wide. Pier tapers to 7 ft wide at top. Approx elev. of top is 742 ft, about 34 ft above highest water level expected.Pier 10 is in left 1/3 of channel. Pile cap is stepped. Lower 8 ft is 31 ft wide, upper 8 ft is 27 ft wide. Base of pier is 11.4 ft wide. Pier tapers to 7 ft wide at top at approx elev. 744 ft.Pier 11 is in flood plain on left bank with pile cap below grade. Pier is 8.3 ft wide at base tapering to 5.5 ft wide at top. Ground level is at elev 704 ft at base. Not subject to scour.Pier 12 is in the flood plain on left bank. Pier is two 4 ft square posts spaced 33.3 ft on center with a 4 ft square beam between posts from Elev. 705.35 to Elev. 709.35 ft. Pier is turned about 9 degrees clockwise to be parallel to railroad tracks adjacent.Pier 13 is in the flood plain on left bank. Pier is two 3.5 ft sq posts spaced 33 ft on center with a 3.5 ft square beam between the posts from elev. 705.61 to 709.11 ft.Pier 12 has a rectangular, caisson footing 46 feet long by 16 feet wide with it's base at elevation 314.0 feet and extending up to elevation 325.0. From the top of the caisson a solid, round nosed section 42 feet long by 12 feet wide rises to elevation 360.0. The nose of the pier is circular with a 6 foot radius. Two tapered columns extend from elevation 360 to the bridge deck (elevation 441.651). The columns are connected by a continuous web from elevation 360.0 to 382.5 feet. The columns are tapered and measure 9 feet wide at their base (elevation 360), and 6.5 feet wide at elevation 441.65 feet. The columns have a stepped, square face which will be classified as square.Pier 11 has a rectangular, caisson footing 52.5 feet long by 24 feet wide with it's base at elevation 256.0 feet and extending up to elevation 325.0. From the top of the caisson a solid, round nosed section 48.5 feet long by 18 feet wide rises to elevation 360.0. The nose of the pier is circular with a 9.0 foot radius. Two tapered columns extend from elevation 360 to the bridge deck (elevation 440.1). The columns are connected by a continuous, 3.5 foot wide web from elevation 360.0 to 382.5 feet. The columns are tapered and measure 15 feet wide at their base (elevation 360), and 11 feet wide at elevation 403.0 feet. The columns have a stepped, square face which will be classified as square.P7n  M 9t%`L>J@Yffffff@dB@@̤@@ Y 1SingleRoundNonePouredSquare4@~=8@(\}@@@dL@D@(@@@Y 8SingleSharpNonePilesSquare4@~=@fffffv@@@dL@D@(@@@Y 7SingleSharpNonePilesSquare4@~=@ꕲ qo@@@dL@D@(@@@Y 6SingleSharpNonePilesSquare4@~= z@Gzh@@@dL@$@@ @@Y 5SingleSharpNonePilesSquare4@~=t@Qa@@@dL@$@@ @Ї@Y 4SingleSharpNonePilesSquare4@~=n@(\Z@@@dL@$@@ @Ї@Y 3SingleSharpNonePilesSquare4@~=c@S@@@dL@,@@ @؇@Y 2SingleSharpNonePilesSquare4@~=Q@q= ףL@@@dL@D@(@@@Y 1SingleSharpNonePilesSquare4@ ~<(\#q@(\1@Y@d(\A@Q@Q@"@ Y 3SingleRoundNonePilesSquare4@ ~<Qf@0@Y@d(\A@Q@Q@"@ Y 2SingleRoundNonePilesSquare4@ ~<= ףpmV@{GZ.@Y@d(\A@Q@Q@"@ Y 1SingleRoundNonePilesSquare4@ ~; S@)\@@Y@d?@6@@@ Y 2SingleRoundNonePilesSquare@ ~;B@ףp= g@@Y@d?@6@@@ Y 1SingleRoundNonePilesSquare@~:x@ `O@Yffffff!@d8@@x@.@ Y 8SingleSquareNonePilesSquare@~:\@ @Y&@d@@@@A@ Y 9SingleSquareRiprapPilesSquare@~:@ `@Yffffff&@dfffff&@@@@?@ Y 10SingleSquareRiprapPilesSquare@~:@ ,@Y @d333333>@@څ@.@ Y 11SingleSquareOtherPilesSquare@~:@ M@Y@dfffffB@@΅@*@ Y 12SingleSquareOtherPilesSquare @~:۠@ e@Y @d@B@{G@{Gʅ@*@ Y 13SingleSquareOtherPilesSquare@~Q:u $ ^ C|)dLEhr@H.!(@ @ffffff @dL=@؈@@ @ Y 3SingleRoundNonePilesSquare5@~E333333h@+ݓ'*@ @ffffff @dL=@؈@@ @ Y 2SingleRoundNonePilesSquare5@~E,W@"uq-,@ @ffffff @dL=@؈@@ @ Y 1SingleRoundNonePilesSquare5@~D`b@r#< @Y@dG@@@ @ Y 2SingleRoundRiprapPilesSquare4@~DP@MJD@Y@dG@@@ @ Y 1SingleRoundRiprapPilesSquare4@ ~C`@:biV@@@d ףp=N@ ףp=@ ףp=ҋ@@@Y 2SingleRoundNonePilesSquare4@ ~CM@:b9V@@@d ףp=N@ ףp=@ ףp=ҋ@@@Y 1SingleRoundNonePilesSquare4@ ~B@ ףp=@Y@dN@= ףp)@= ףp@*@ Y 30SingleRoundNonePilesSquare4@ ~B@ꕲ q@Y@dN@= ףp)@= ףp@*@ Y 29SingleRoundNonePilesSquare4@ ~B@q= ף@Y@dN@)@@*@ Y 28SingleRoundNonePilesSquare4@~B@p= Å@Y @dN@Hz@Hzт@@ Y 27SingleRoundRiprapPilesSquare4@~A[@YK@ Y@d;@@@@ Y 2SingleRoundNonePouredSquare0@~AH@fffffK@Y@d;@@@@ Y 1SingleRoundNonePouredSquare0@~@z@F@zGz@Y@dfffffJ@Є@@!@ Y 4SingleSharpNonePouredSquare.@~@s@F@zGz@Y@dfffffJ@Ȅ@@%@ Y 3SingleSharpNonePouredSquare.@~@h@F@zGz@Y@dfffffJ@p= ń@p= ץ@"@ Y 2SingleSharpNonePouredSquare.@~@U@F@zG {@Y@dfffffJ@QɄ@Q@!@ Y 1SingleSharpNonePouredSquare.@~?W@4ۊe_@ 333333@?dfffffG@ ? Y 2GroupSquareNonePilesSquareX@~w?E@4Ac]^@ 333333@?dfffffG@ ? Y 1GroupSquareNonePilesSquare`@~w>Z@Yffffff@dB@@̤@@ Y 2SingleRoundNonePouredSquare4@~LVAL!zL\( X $ Q )  | G wC/?O_miles west of DanvThe piers are numbered from right to left, looking downstream and consist of a group of 5-6 creosoted timber piles. TThe piers are numbered from right to left, looking downstream and consist of a group of 5-6 creosoted timber piles. The piles do not have foundations but rather driven into the bed material until refusal (penetration averaged 12.3 feet).The piers are numbered from right to left, looking downstream and consist of a group of 5-6 creosoted timber piles. The piles do not have foundations but rather driven into the bed material until refusal (penetration averaged 12.3 feet).The piers are numbered from right to left, looking downstream and consist of a group of 5-6 creosoted timber piles. The piles do not have foundations but rather driven into the bed material until refusal (penetration averaged 12.3 feet).The piers are numbered from right to left, looking downstream and consist of a group of 5-6 creosoted timber piles. The piles do not have foundations but rather driven into the bed material until refusal (penetration averaged 12.3 feet).The piers are numbered from right to left, looking downstream and consist of a group of 5-6 creosoted timber piles. The piles do not have foundations but rather driven into the bed material until refusal (penetration averaged 12.3 feet).The concrete pier is a solid wall with round nose.The concrete pier is a solid wall with round nose.The bridge was originally designed and constructed in the mid 1940s. The original bridge had two twin-column piers located at the toe of the bank slopes. The columns were hexagonal shaped, giving them a sharp upstream and downstream nose. The foundations were poured footings with untreated timber piles beneath the footings. The abutments had 45-degree wing walls both upstream and downstream. In the early 1990s, the bridge was widened. To accommodate the wider roadway a 20-inch round concrete-filled steel pile was placed upstream and downstream of each of the existing columns. The upstream left column was reenforced with 6-inches of reenforced concrete from its base up to a level determined by the contractor in the field. The abuments were widened and reinforced and new wing walls constructed. The spill slopes at the abutments were graded to 2:1 on the left and 3.4 to 1 on the right. The spill slopes were protected with grout to the waters edge at the time of construction, then large riprap was placed on the slope below the waterline.The piers are pile bents consisting of 5, 16-inch diameter concrete piles spaced 9 ft apart in a single line. The upstream and downstream piles are battered at 2 on 12.This concrete pier is a solid wall with round nose.This concrete pier is a solid wall with round nose.Round steel casing with concrete fill.Round steel casing with concrete fill.Round steel casing with concrete fill.Round steel casing with concrete fill.This concrete pier is a solid wall with round nose.This concrete pier is a solid wall with round nose.This concrete pier is a solid wall with round nose.The concrete pier is a solid wall with round nose.The concrete pier is a solid wall with round nose.The concrete pier is a solid wall with round nose.The concrete pier is a solid wall with round nose.The concrete pier is a solid wall with round nose.The concrete pier is a solid wall with round nose.The concrete pier is a solid wall with round nose.The concrete pier is a solid wall with round nose.Concrete solid wall pier, with a rounded face.Concrete solid wall pier, with a rounded face.Concrete solid wall pier, with a sharp face.Concrete solid wall pier, with a sharp face.Concrete solid wall pier, with a sharp face.Concrete solid wall pier, with a sharp face.Steel I-beam (estimated width 1 foot) concrete capped piles Spacing estimated 4 feet.8p  V 4n=~FLG@ Y1@dQ@w@(\Ur@>@ Y 11SingleSharpNonePouredRound~_L@ Y3333331@dQ@w@r@>@ Y 10SingleSharpNonePouredRound~_LHz@ Yffffff-@d`P@w@(\v@<@ Y 9SingleSharpNonePouredSquare~_K(\@ Y)\((@dM@u@t@L@ Y 12SingleSquareUnknownPilesSquare~_K= ףu@ Y= ףp=#@d=@0v@u@D@ Y 11SingleSquareUnknownPilesSquare~_K= ףe@ YQ"@d=@`v@u@D@ Y 10SingleSquareUnknownPilesSquare~_ K= ף@V@ YRQ"@d=@v@v@D@ Y 9SingleSquareNonePilesSquare~_ KF@ Y"@d=@v@v@D@ Y 8SingleSquareNonePilesSquare~_ K(\7@ Y)\(!@d=@v@v@D@ Y 7SingleSquareUnknownPilesSquare~_ H`@9@@d333333@Gz@Gz@@ Y 1bGroupSharpNonePilesSquare%@~ HH@9@@d333333@ ףp=@ ףp=@@ Y 2bGroupSharpNonePilesSquare%@~H`@A@333333?dY Y Y 1aGroupRoundNoneUnknownUnknown%@~gHH@A@333333?dY Y Y 2aGroupRoundNoneUnknownUnknown%@~gI@.@"@HzG?dY Y Y 2GroupRoundUnknownUnknownUnknown@~gG[@33333r@@@d ףp=@@@@p= ף@@Y 2SingleRoundNonePilesSquare5@~GH@r@@@d ףp=@@@@p= ף@@Y 1SingleRoundNonePilesSquare5@~Fh@>@ ffffff@333333?dF@ Y Y 4GroupRoundUnknownPilesUnknown(@~wF`b@>@ ffffff@333333?dF@ Y Y 3GroupRoundUnknownPilesUnknown(@~wFW@>@ ffffff@333333?dF@ Y Y 2GroupRoundUnknownPilesUnknown(@~wFE@>@ ffffff@333333?dF@ Y Y 1GroupRoundUnknownPilesUnknown(@~wcLVAL Ƕuiy @ @ @ @ @ @ @ @ @The piers are numbered from right to left, looking downstream and consist of a group of 5-6 creosoted timber piles. TThe piers are numbered from right to left, looking downstream and consist of a group of 5-6 creosoted timber piles. The piles do not have foundations but rather driven into the bed material until refusal (penetration averaged 12.3 feet).The piers are numbered from right to left, looking downstream and consist of a group of 5-6 creosoted timber piles. The piles do not have foundations but rather driven into the bed material until refusal (penetration averaged 12.3 feet).Note: Elevations for bottom of footing are approximates, final elevations determined by engineer and contractor during construction.Note: Elevations for bottom of footing are approximates, final elevations determined by engineer and contractor during construction.Note: Elevations for bottom of footing are approximates, final elevations determined by engineer and contractor during construction.There are three piers at location #1, positioned at the upstream, centerline and downstream portion of the bridge. None of the three piers are skewed to one another, but rather positioned in a straight line, parrallel to the flow.There are three piers at location #2, positioned at the upstream, centerline and downstream portion of the bridge. None of the three piers are skewed to one another, but rather positioned in a straight line, parrallel to the flow.There are three piers at location #3, positioned at the upstream, centerline and downstream portion of the bridge. None of the three piers are skewed to one another, but rather positioned in a straight line, parrallel to the flow.The bridge was originally designed and constructed in the mid 1940s. The original bridge had two twin-column piers located at the toe of the bank slopes. The columns were hexagonal shaped, giving them a sharp upstream and downstream nose. The foundations were poured footings with untreated timber piles beneath the footings. The abutments had 45-degree wing walls both upstream and downstream. In the early 1990s, the bridge was widened. To accommodate the wider roadway a 20-inch round concrete-filled steel pile was placed upstream and downstream of each of the existing columns. The upstream left column was reenforced with 6-inches of reenforced concrete from its base up to a level determined by the contractor in the field. The abuments were widened and reinforced and new wing walls constructed. The spill slopes at the abutments were graded to 2:1 on the left and 3.4 to 1 on the right. The spill slopes were protected with grout to the waters edge at the time of construction, then large riprap was placed on the slope below the waterline.The bridge was originally designed and constructed in the mid 1940s. The original bridge had two twin-column piers located at the toe of the bank slopes. The columns were hexagonal shaped, giving them a sharp upstream and downstream nose. The foundations were poured footings with untreated timber piles beneath the footings. The abutments had 45-degree wing walls both upstream and downstream. In the early 1990s, the bridge was widened. To accommodate the wider roadway a 20-inch round concrete-filled steel pile was placed upstream and downstream of each of the existing columns. The upstream left column was reenforced with 6-inches of reenforced concrete from its base up to a level determined by the contractor in the field. The abuments were widened and reinforced and new wing walls constructed. The spill slopes at the abutments were graded to 2:1 on the left and 3.4 to 1 on the right. The spill slopes were protected with grout to the waters edge at the time of construction, then large riprap was placed on the slope below the waterline.LVAL \ rrrrrrrrrĉThere are three piers at location #3, positioned at the upstream, centerline and downstream portion of the bridge. There are three piers at location #3, positioned at the upstream, centerline and downstream portion of the bridge. None of the three piers are skewed to one another, but rather positioned in a straight line, parrallel to the flow.There are three piers at location #2, positioned at the upstream, centerline and downstream portion of the bridge. None of the three piers are skewed to one another, but rather positioned in a straight line, parrallel to the flow.There are three piers at location #1, positioned at the upstream, centerline and downstream portion of the bridge. None of the three piers are skewed to one another, but rather positioned in a straight line, parrallel to the flow.Pier consists of two 4-ft-diameter concrete columns spaced 17.0 ft apart. Each column is on a 11.2-ft-wide, 8.5-ft-long, 4.0-ft-deep concrete footing supported by 12 18x18-in concrete piles. There are four piles at the upstream side of the footing, four in the middle, and four at the downstream side.Pier consists of two 4-ft-diameter concrete columns spaced 17.0 ft apart. Each column is on a 11.2-ft-wide, 8.5-ft-long, 4.0-ft-deep concrete footing supported by 12 18x18-in concrete piles. There are four piles at the upstream side of the footing, four in the middle, and four at the downstream side.Pier consists of two 4-ft-diameter concrete columns spaced 17.0 ft apart. Each column is on a 11.2-ft-wide, 8.5-ft-long, 4.0-ft-deep concrete footing supported by 12 18x18-in concrete piles. There are four piles at the upstream side of the footing, four in the middle, and four at the downstream side.Dual concrete columns with partial web walls. Each column, from bottom up: 9' x 6' x 4.5' (WxLxH) footings over 6 concrete piles (28' average in place); cylindrical sub-column 4.625' in diameter and 11.5' high with conical column above tapering from 4.625' to 3' in 19.625'; 3.5' x 23.5' x 2' cap; webwall from elevation 642.0' to cap.Dual concrete columns with partial web walls. Each column, from bottom up: 11.5' x 9' x 4.5' (WxLxH) seal course over 9 concrete piles (34' average in place); footing of 7.5' x 6.5' x 3'; conical column tapering from 5.375' to 3' in 28.6'; 3.5' x 23.5' x 2' cap; webwall from elevation 635.0' to cap.Dual concrete columns with partial web walls. Each column, from bottom up: 9' x 6' x 4.5' (WxLxH) footings over 6 concrete piles (30' average in place); cylindrical sub-column 4.625' in diameter and 11.5' high with conical column above tapering from 4.625' to 3' in 19.625'; 3.5' x 23.5' x 2' cap; webwall from elevation 642.0' to cap.The bridge was originally designed and constructed in the mid 1940s. The original bridge had two twin-column piers located at the toe of the bank slopes. The columns were hexagonal shaped, giving them a sharp upstream and downstream nose. The foundations were poured footings with untreated timber piles beneath the footings. The abutments had 45-degree wing walls both upstream and downstream. In the early 1990s, the bridge was widened. To accommodate the wider roadway a 20-inch round concrete-filled steel pile was placed upstream and downstream of each of the existing columns. The upstream left column was reenforced with 6-inches of reenforced concrete from its base up to a level determined by the contractor in the field. The abuments were widened and reinforced and new wing walls constructed. The spill slopes at the abutments were graded to 2:1 on the left and 3.4 to 1 on the right. The spill slopes were protected with grout to the waters edge at the time of construction, then large riprap was placed on the slope below the waterline.Ba  :Wt#^AY  Y  Y  SiteIDDirectoryFileDescription,,YYPrimaryKey SiteIDYQ1UnknownUnknownUnknownUnknownUnknown~Gd+P8i@nHiddenRe@edA8@|@X@"@x@ayControlDe3SingleRoundNonePilesSquareQ@~_*Pp\@nHiddenRe= ףp=@edA8@x@X@'@P@ayControlDe2SingleRoundNonePilesSquare.@~_)PN@nHiddenRe@edA8@|@X@"@p@ayControlDe1SingleRoundNonePilesSquareQ@~_ O@d@b=t|@ Y@d33333?@,@@@ Y 2SingleRoundNonePouredSquare4@~OR@T|@ Y@d33333>@,@@@ Y 1SingleRoundNonePouredSquare4@~JF>@ @?dY.@(@@6Y 11GroupSquareNonePilesSquareSee description of bridge.~JT@>@ @?dY.@(@@;Y 10GroupSquareNonePilesSquareSee description of bridge.~Ji@>@ @?dY.@(@@<Y 9GroupSquareNonePilesSquareSee description of bridge.~Ju@>@@?dG@@@!@QY 8GroupSquareNonePilesSquareSee description of bridge.~JP~@>@@?dG@@@!@QY 7GroupSquareNonePilesSquareSee description of bridge.~J@>@@?dG@@@!@NY 6GroupSquareNonePilesSquareSee description of bridge.~J@>@@?dG@@@!@NY 5GroupSquareNonePilesSquareSee description of bridge.~JH@>@ @?dY.@(@@FY 4GroupSquareNonePilesSquareSee description of bridge.~J@>@ @?dY.@(@@DY 3GroupSquareNonePilesSquareSee description of bridge.~J @>@ @?dY.@(@@?Y 2GroupSquareNonePilesSquareSee description of bridge.~IЄ@.@"@HzG?dY Y Y 1GroupRoundUnknownUnknownUnknown~g @ @ @@@@ @ @@ @ @@ @ @ @ @@ @ @  @ @@ @ @ @ @ @@ @ @   @ @ @@ @ @   @ @ @ @ @ @ @@ @8:<>8:<>@B 8 : < > @BD88:<>8@8688FH > @ 86 D F H 8 86 88 8: : < > @ B D F H 8 : < > @ B D F 8 : <8M8M:M<M>LMOQSUW Y [ \ 888:8<8>8@:@  B:68:<8:<>@BD F 8 : < >8:<>@B8:<>@B^QSmim 8 : < Mbmi^QSm im8:^8<^8>^8@^8B^8D^8F^8H^8:i8i8@i8Bi 8Di 8Fi 8Hi < >@>@BD>@B8: 8 :!8!: !< "f8 "f: "f< "f>#8$8$:$<$>$@$B%8%:%<&8&:&<&> '8 ': '< (8 )8):)<)>*8*:+8+:,8,:-8-:.8.:/8/: 08 0: 1Mbmi 1^QSm 1im2Mbmi2^QSm2im383:3<3>484:585:5<686: 6< 78 7: 88 8:8<98698898::86:88:8::8<:F:H;8;:<8<: << =8 =: =< =>=@=B=D=F>8>:?8?:@8@:@<@>A8A:B:D B:F B:H B<6 C8 C:D8D:E8E:E<F8F:F<F>G8G:H8JH8L H:JH:L I8I:J86 J88 J:J<J>J@JBJDJFJHK86K88K8:KD KF KH L86L88LHO8 O: P8 P:P<Q86Q:Q<6Q>6Q@6QB6R86R:6S81S:1T81T:1U8U:IU<V:V<V>W8hW:kW<mX8X:X<Y81Y:1Y<1[81 [:1 [<1 [>1 \81\:1 ]81]866 ]886 ]:1]<1]>1]@1]B1]D1]F6]H6 >8>:?8?:@8@:@<@>A8A:B:D B:F B:H B<6 C8 C:D8D:E8E:E<F8F:F<F>G8G:H8JH8L H:JH:L I8I:J86 J88 J:J<J>C B!B!B!B!B!B!B @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ 1111111 66I   hkm66666                                                    111 1 16 11111166 6 1 1                            I @ @ @ @   @@@@@@@@@@@@@@@@@@@@@@@@@@@@@@@@ @ @8181818181 8186868888 8888888888 888 88888888 8 88888888 88888 8 888 88888 888888 8 8h8866 8686 868686868686 886 8888888888888888 8:8:8:8:8:8:^8:i8<8<8<^88>^8>i8@8@^8@i8B^8Bi 8D^8Di 8F^8Fi 8H^8Hi 8J8L :1:1:1:1 :1 :1:6:I::: ::::::: ::: ::: :::: ::::::: : :::: : ::: : :::::::::::: :::k:::@  :D :F :H :J:L <1<1 <1<6<<< <<< <<<< <<< < < <<<< <<<< << < <<<<<<<m<<<6 >1 >1>6>>> >>>> >>>>>>>>> >>>>>>>@1@6@@@@ @@ @@@@@@@@@B1B6B BBB BBBBBBBBB:6D1DD DD D DDD DF6FF FFF FFF FH6 HH HHH HHLMM8M:M<M>MbmiMbmi MbmiOQSUW Y [ \ ^QSm^QSm ^QSm ^QSmf8 f: f< f>im imimim bk @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @          ! " #$%&'()*+,-./01 2 3 4 5 6789:;<=>?@ABCDE F G H I JKLMNOPQRSTUVWXY Z [ \ ] ^_`abcdefghijkl m n o p qrstuvwxyz{|}~                                            ) *+,-6.6/6061626364I56789:h;k<m=>?@1A1B1C1D1E1F1G1H1 I1 J1 K1 L1 M1N1O1P1Q1R1S1T6U6 V6 W6 plans Pier1012.jpg - scan of pier details for piers 10 and 12 from bridge plans Profile.jpg - scan of bridge profile from bridge plans topo.jpg - scan of USGS topographic map covering study area The following figures were scanned from Holmes, R.R., Jr., 1993, Sediment transport in the lower Missouri and the central Mississippi Rivers, June 26 through September 14: U.S. Geological Survey Circular 1120-I. Figure4.jpg - Discharge and suspended sediment hydrographs Table5.jpg - Miscellaneous hydraulic and sediment characteristics Figure5.jpg - Bedload estimates Figure8.jpg - Bed-material size distributionsk @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @          ! " #$%&'()*+,-./01 2 3 4 5 6789:;<=>?@ABCDE F G H I JKLMNOPQRSTUVWXY Z [ \ ] ^_`abcdefghijkl m n o p qrstuvwxyz{|}~                                            ) *+,-6.6/6061626364I56789:h;k<m=>?@1A1B1C1D1E1F1G1H1 I1 J1 K1 L1 M1N1O1P1Q1R1S1T6U6 V6 W6 tionshipsDDDDDDDDDDB #T@#T@MSysQuʾSite  :6k @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @                                                         !! ! " " " "#$$$$$$%%%&&&& ' ' ' ( ))))**++,,--..// 0 0 1 1 122233334455566 6 7 7 8 88999::::::;;<< < = = = =====>>??@@@@AAB B B B C CDDEEEFFFFGGHHH H IIJJJJJJJJJ J K K K KKKLLLO O P PPQ6Q6Q6Q6Q6QR6R6S1S1T1T1UIUUVVVWhWkWmXXXY1Y1Y1[1 [1 [1 [1 \1\1 ]1]1]1]1]1]1]1]6]6 ]6 ]6 N@MLQ@KJ@I\@HZ9\pub\Site57\@ ?YN !Y  Y dY Y   SiteID PierIDStationElevationD;D;D;DD;D;D;DYY PierID SiteIDPdt22-brgpln-profile.jpg - profile plot from bridge plan, includes bed material information. Planview.wmf - is a file showing the bridge with a sketch of the channel and the locations of the cross sections. Note the location of the cross sections from the bridge plans located 500 ft upstream and downstream are approximate. Pdt22-pier-details.jpg - scan of bridge plan pier details pdt22-topo.jpg pdt22-brgpln-profile.jpg Photos taken on 7-15-97: Pdt22-ds-bridge.jpg - photo along downstream edge of bridge Pdt22-ds-channel.jpg - photo of main channel downstream Pdt22-ds-lbnk.jpg - photo of left bank downstream from bridge Pdt22-ds-rbnk.jpg - photo of right bank downstream from bridge Pdt22-us-bridge.jpg - photo along upstream edge of bridge CR22PDT.XLS - contains the follPdt22-brgpln-profile.jpg - profile plot from bridge plan, includes bed material information. Planview.wmf - is a file showing the bridge with a sketch of the channel and the locations of the cross sections. Note the location of the cross sections from the bridge plans located 500 ft upstream and downstream are approximate. Pdt22-pier-details.jpg - scan of bridge plan pier details pdt22-topo.jpg pdt22-brgpln-profile.jpg Photos taken on 7-15-97: Pdt22-ds-bridge.jpg - photo along downstream edge of bridge Pdt22-ds-channel.jpg - photo of main channel downstream Pdt22-ds-lbnk.jpg - photo of left bank downstream from bridge Pdt22-ds-rbnk.jpg - photo of right bank downstream from bridge Pdt22-us-bridge.jpg - photo along upstream edge of bridge CR22PDT.XLS - contains the following worksheets cross sections are label by location upstream (us) or downstream (ds) distance from bridge date or source (bp is bridge plans) See appropriate worksheet us500_bp us70_7-15 us50_7-15 us50_7-15(2) usfv_bp us0_4-4 us0_4-5 us0_4-9 us0Q_4-5 us0Q_4-9 us0Q_7-15 lsrtww_4-9 - longitudinal section along the right wing wall lsp1p2_7-15 - longitudinal section between piers 1 and 2 ds0_4-4 ds0_4-5 ds0_7-15 dsfv_bp ds10_4-9 ds15_4-5 ds20_4-9 ds25_4-4 ds40_4-5 ds50_4-4 ds50_4-9 ds50_7-15 ds80_4-5 ds80_4-5(2) ds90_4-9 ds100_4-4 ds100_7-15 ds500_bp Q4-5-97- velocities from discharge measurement on 4-5-97 Q4-9-97 - velocities from discharge measurement on 4-9-97 Q7-15-97 - velocities from discharge measurement on 7-15-97 Hydrograph - hydrograph from nearest gagev1MLK.xls - contains the following worksheets: Summary - summary of site, bridge, and scour characteristics Hydrograph - Hydrograph from USGS station 07010000 US100 - cross section collected approximately 100 ft upstream US0 - cross section collected along the upstream edge of the bridge DS0 - cross section collected along the downstream edge of the bridge DS100 - cross section collected approximately 100 ft downstrMLK.xls - contains the following worksheets: Summary - summary of site, bridge, and scour characteristics Hydrograph - Hydrograph from USGS station 07010000 US100 - cross section collected approximately 100 ft upstream US0 - cross section collected along the upstream edge of the bridge DS0 - cross section collected along the downstream edge of the bridge DS100 - cross section collected approximately 100 ft downstream Qmeas - Discharge measurement notes from measurement at St. Louis gage Aerial.jpg - Satellite image of St. Louis PierNose.jpg - Flow at nose of pier 10 PierSide.jpg - Looking at side of pier 10 x-secs.jpg - figure of plotted cross sections collected on 7-15-93 profile.jpg - profile view of bridge prof-main.jpg - detailed profile view of main channel portion of bridge pier10.jpg - plan details for pier 10FM2004.XLS - Workbook Containing: Summary - Summary of site and scour characteristics Hydrograph - Hydrograph from nearest USGS gage Bath_10-22 - XYZ bathymetry data collected on 10-22-94 Bath-10-23 - XYZ bathymetry data collected on 10-23-94 Bath-grd - CombinedXYZ bathymetry data interpolated on to a dense grid Vel-2d - Depth averaged velocity vectors measured with an ADCP Vel-3d - 3-dimensional velocity vectors measured with an ADCP Brazos-fnl.dwg - AutoCad drawing of bridge with contours, water-surface elevations, and velocity vectors Debris-1.jpg - Photo of debris looking towards the left descending bank Debris-2.jpg - Photo of debris looking upstream towards the right descending bank Debris-3.jpg - Field sketch of debris accumulation Inspect-1.jpg - Sketches from bridge inspection Inspect-2.jpg - Sketches from bridge inspection Hist-CS.jpg - Scan of historical cross sections Brg-prof.jpg - Drawing of bridge (profile view) Bents-min.jpg - Drawings for minor pile bents Bents-maj.jpg - Drawings for major pile bents (5, 6, 7, 8) Topo.jpg - Scan of USGS topographic map in the area (note: bridge not present at time of mapping) Aeri {eF'mN/ u V 7  } ^ ? 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" # $ % & ' ( ) * + , - . / 0 1 2 3 4 5 6 7 8 9 : ; < = > ? @ A B C D E F G H I J K L M N O P Q R S T U V W X Y Z [ \ ] ^ _ ` a b c d e f g h i j k l m n o p q r s t u v w x y z                           !"#$%&'()*+,-./0123456789:;<=>?@ABCDEFGHIJKLMNOPQRSTUVWXYZ[\]^_`abcdefghijklmnopqrstuvwx      !"#$%&'()*+,-./0123456789:;<=>?@ABCDEFGHIJKLMNOPQRSTUVWXYZ[\]^_`abcdefghijklmnopqrstuvwxyz      !"#$%&'()*+,-./0123456789:;<=>?@ABCDEFGHIJKLMNOPQRSTUVWXYZ[\]^_`abcdefghijklmnopqrstuvwxyz      !"#$%&'()*+,-./0123456789:;<=>?@ABCDEFGHIJKLMNOPQRSTUVWXYZ[\]^_`abcdefghijklmnopqrstuvwxyz      !"#$%&'()*+,-./0123456789:;<=>?@ABCDEFGHIJKLMNOPQRSTUVWXYZ[\]^_`abcdefghijklB!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B                           ! 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"!"""#"$"%"&"'"(")"*"+","-"."/"0"1"2"3"4"5"6"7#8#9#:#;#<#=#>#?$@$A$B$C$D$E$F$G$H$I$J$K$L$M$N$O$P$Q$R$S$T$U$V$W$X$Y$Z$[$\$]$^$_$`$a$b$c$d$e$f$g$h$i$j$k$l$m$n$o%p%q%r%s%t%u%v%w%%%%%%%%%% % % % % %%&&&&&&&&&&&&&&&&& &!&"&#&$&%&&&'&(&)&*&+&,&-&.&/'0'1'2'3'4'5'6'7'8'9':';'<'='>'?'@'A'B'C'D'E'F'G(H(I(J(K1L1M1N1O1P1Q1R1S1T1U1V1W1X1Y1Z1[1\1]1^1_1`1a1b1c1d1e1f2g2h2i2j2k2l2m2n2o2p2q2r2s2t2u2v2222222222 2 3 3 3 3333333333333333333 3!3"3#3$3%3&3'3(3)3*3+3,3-3.3/303132333435363738393:3;3<3=3>3?3@3A3B4C4D4E4F4G4H4I4J4K4L4M4N4O4P4Q4R4S4T4U4V5W5X5Y5Z5[5\5]5^5_5`5a5b5c5d5e5f5g5h5i5j5k5l5m5n5o5p5q6r6s6t6u6v6w6x6y6666666666 6 6 6 6 6666666666666666666 6!7"7#7$7%7&7'7(7)7*7+7,7-7.7/707172737475767778797:7;7<7=8>8?8@8A8B8C8D8E8F8G8H8I8J8K8L8M8N8O8P8Q8R8S8T8U8V8W8X8Y8Z8[8\8]8^8_8`8a8b8c8d8e8f8g&& k Y$N)RY Y  Y dY Y  Y (Y Y  Y (Y  0Y  8Y  @Y  HY  P Y (d Y (d Y dY XY `Y hY p Y ( Y Y xY Y PKey SiteId PierIDDateTime USOrDSScourDepthAccuracySideSlopeTopWidthApproachVelApproachDepthEffectPierWidthSkewToFlowSedTransportBedMaterialTypeBedForm Trough CrestD50 SigmaBedMaterialDebrisEffectsCommentsD95D84D16aod#Zeert&'y(YYYYY 6 PierIDPKeyPrimaryKey SiteIdSitePierScour @@  @@z oE g " @8@@ (@@ R8 ]jnR8K)E S o } 0Ib{@ @@@?? @@@ (\?@,@@{Gz?4UpstreamLive-bedNon-cohesiveDuneUnknown@@??  @@@ ?ffffff@6@ @(\?3UpstreamLive-bedNon-cohesiveDuneUnknown@ @@? @$@@ ?ffffff@6@ @(\?3UpstreamLive-bedNon-cohesiveDuneUnknown@ @?? ?@@ (\?@,@@{Gz?3UpstreamLive-bedNon-cohesiveDuneUnknown@ @@?  @@@ ?ffffff@6@ @(\?2UpstreamLive-bedNon-cohesiveDuneUnknown@ @@? gfffff@@@ ?ffffff@6@ @(\?2UpstreamLive-bedNon-cohesiveDuneUnknown@@?? @@@ ?ffffff@6@ @(\?1UpstreamLive-bedNon-cohesiveDuneUnknown@@@? @@@ ?ffffff@6@ @(\?1UpstreamLive-bedNon-cohesiveDuneUnknown@ _@? @? (@2@@ @@T@;@q= ףp?5UpstreamLive-bedNon-cohesiveDuneUnknown@@@? #@1@@ Q@333333?X@@U@M@4DownstreamClear-waterNon-cohesiveUnknownSubstantial@@@? @+@@ Q@333333?X@@U@M@4DownstreamClear-waterNon-cohesiveDuneSubstantial@@@? '@1@@ Q@333333?X@@U@M@3UnknownClear-waterNon-cohesiveUnknownInsignificant}@@@? @&@@ Q@333333?X@@U@M@3UpstreamClear-waterNon-cohesiveDuneInsignificant@@? #@5@@ Q@333333?X@@U@M@2UnknownClear-waterNon-cohesiveUnknownInsignificantE@@@? !@+@@ Q@333333?X@@U@M@2UpstreamClear-waterNon-cohesiveDuneInsignificant@@? $@1@@ Q@333333?X@@U@M@1UpstreamClear-waterNon-cohesiveUnknownInsignificantN@@@? @3@@ Q@333333?X@@U@M@1UpstreamClear-waterNon-cohesiveDuneInsignificantLVAL m# # Scour was difficult to measure because the dune heights were of the same magnitude as the apparent depth of the local-scour holes Scour was difficult to measure because the dune heights were of the same magnitude as the apparent depth of the local-scour holes and ambient-streambed elevation was hard to describe. This is an expansion pier and scour depth was not affected by the foundation.Scour was difficult to measure because the dune heights were of the same magnitude as the apparent depth of the local-scour holes and ambient-streambed elevation was hard to describe. This is an expansion pier and scour depth was not affected by the foundation.Scour was difficult to measure because the dune heights were of the same magnitude as the apparent depth of the local-scour holes and ambient-streambed elevation was hard to describe. This is an expansion pier and scour depth was not affected by the foundation.Scour was difficult to measure because the dune heights were of the same magnitude as the apparent depth of the local-scour holes and ambient-streambed elevation was hard to describe. This is an expansion pier and scour depth was not affected by the foundation.Scour was difficult to measure because the dune heights were of the same magnitude as the apparent depth of the local-scour holes and ambient-streambed elevation was hard to describe. This is an expansion pier and scour depth was not affected by the foundation.Scour was difficult to measure because the dune heights were of the same magnitude as the apparent depth of the local-scour holes and ambient-streambed elevation was hard to describe. This is an expansion pier and scour depth was not affected by the foundation.Scour was difficult to measure because the dune heights were of the same magnitude as the apparent depth of the local-scour holes and ambient-streambed elevation was hard to describe. This is an expansion pier and scour depth was not affected by the foundation. Scour was difficult to measure because the dune heights were of the same magnitude as the apparent depth of the local-scour holes and ambient-streambed elevation was hard to describe. This is an expansion pier and scour depth was not affected by the foundation.Local scour was only studied at Pier 5 using four fixed transducers. Although riprap was not visible at this pier during low flow, a "rock" was detected near the left side of the upstream caisson during a survey of the scour hole. After the flood, riprap was found at about the 1-ft elevation. Bed-material samples on exposed bars contain material larger than the values from the sieve analysis. The median diameter of the material just upstream from pier 5 is estimated to be between 5 and 10 mm. The sigma reported is an average of the sigmas for the four samples. The D95, D84, and D16 were computed from the provided data. D95, D84, and D16 were computed from the equation D50 * Sigma^(standard normal deviate of 95, 84 or 16).This scour measurement was estimated from soundings on cross sections at the bridge and from results obtained in July 1971. Submerged debris probably caued the scour depth to be twice that expected if debris had not been present and probably caused the scour to move downstream.Submerged debris at the nose of the pier probably caused the scour depth to be about twice that expected if the debris had not been present. It also probably caused the scour to move further downstream.This scour measurement was estimated from soundings on cross sections at the bridge and from results obtained in July 1971.This scour measurement was estimated from partial fathometer trace.For this date, this is the only pier where scour could be actually measured.LVALI= 5 - %   Maximum observed scour occurred this date. Turbulence was severe during high water. Scour was measured using soundings from a sounding weight. The nosMaximum observed scour occurred this date. Turbulence was severe during high water. Scour was measured using soundings from a sounding weight. The nose wave this pier created during high flow shed almost all of the debris that the current directed toward it. Minimum bed elevation was near nose of pier.Scour was sampled using soundings from a sounding weight. Turbulence was severe during high water. Minimum bed elevation was near the nose of the pier. The nose wave this pier created at high flow sheds almost all of the debris that the current directed toward it.Scour was difficult to measure because the dune heights were of the same magnitude as the apparent depth of the local-scour holes and ambient-streambed elevation was hard to describe. This is an expansion pier and scour depth was not affected by the foundation.Scour was difficult to measure because the dune heights were of the same magnitude as the apparent depth of the local-scour holes and ambient-streambed elevation was hard to describe. This is an expansion pier and scour depth was not affected by the foundation.Scour was difficult to measure because the dune heights were of the same magnitude as the apparent depth of the local-scour holes and ambient-streambed elevation was hard to describe. This is an expansion pier and scour depth was not affected by the foundation.Scour was difficult to measure because the dune heights were of the same magnitude as the apparent depth of the local-scour holes and ambient-streambed elevation was hard to describe. This is an expansion pier and scour depth was not affected by the foundation.Scour was difficult to measure because the dune heights were of the same magnitude as the apparent depth of the local-scour holes and ambient-streambed elevation was hard to describe. This is an expansion pier and scour depth was not affected by the foundation.Scour was difficult to measure because the dune heights were of the same magnitude as the apparent depth of the local-scour holes and ambient-streambed elevation was hard to describe. This is an expansion pier and scour depth was not affected by the foundation.Scour was difficult to measure because the dune heights were of the same magnitude as the apparent depth of the local-scour holes and ambient-streambed elevation was hard to describe. This is an expansion pier and scour depth was not affected by the foundation.Scour was difficult to measure because the dune heights were of the same magnitude as the apparent depth of the local-scour holes and ambient-streambed elevation was hard to describe. This is an expansion pier and scour depth was not affected by the foundation.Scour was difficult to measure because the dune heights were of the same magnitude as the apparent depth of the local-scour holes and ambient-streambed elevation was hard to describe. This is an expansion pier and scour depth was not affected by the foundation.Footing was exposed by scour on this pier, the only one of the 7 to be a fixed pier. Scour depth was difficult to measure because the dune heights were of the same magnitude as the apparent depth of local scour holes, and the ambient streambed was hard to describe.Footing was exposed by scour. Scour depth was hard to measure because dune heights were of the same magnitude as the apparent depth of the local-scour holes, and the ambient streambed was hard to describe.Scour was difficult to measure because the dune heights were of the same magnitude as the apparent depth of the local-scour holes, and ambient streambed elevation was hard to describe. This is the only fixed pier of the 7 piers.S2K d } $5H[q':@@? 333333@@ @ ffffff@@?@2@@5UnknownLive-bedNon-cohesiveRippleInsignificant;@&@@@? !@6@$@ .@?7@3@(@1DownstreamLive-bedNon-cohesiveDuneModerate:@%@@? 333333@(@@B@ ,@@U@E@@2DownstreamLive-bedNon-cohesiveUnknownModerate?@$@@? gfffff@(@@B@ ,@@U@E@@1DownstreamLive-bedNon-cohesiveUnknownModerate3@#@@? '@.@.@ V@HzG?b@^@Q@1UpstreamLive-bedNon-cohesiveRippleInsignificant5@ "@@? #@(@.@ V@HzG?b@^@Q@1UpstreamLive-bedNon-cohesiveRippleInsignificant @ !@@?  @@@ ?ffffff@6@ @(\?7UpstreamLive-bedNon-cohesiveDuneUnknown@  @@? @$@@ ?ffffff@6@ @(\?7UpstreamLive-bedNon-cohesiveDuneUnknown@ @@? ?@@ (\?@,@@{Gz?7UpstreamLive-bedNon-cohesiveDuneUnknown@ @??  @@@ ?ffffff@6@ @(\?6UpstreamLive-bedNon-cohesiveDuneUnknown@@ @? 333333@!@@ ?ffffff@6@ @(\?6UpstreamLive-bedNon-cohesiveDuneUnknown@@@? ??@ (\?@,@@{Gz?6UpstreamLive-bedNon-cohesiveDuneUnknown@@@?  @@@ ?ffffff@6@ @(\?5UpstreamLive-bedNon-cohesiveDuneUnknown@@@? @$@@ ?ffffff@6@ @(\?5UpstreamLive-bedNon-cohesiveDuneUnknown@@?? 333333@@@ (\?@,@@{Gz?5UpstreamLive-bedNon-cohesiveDuneUnknown@@@? gfffff@ @@ ?ffffff@6@ @(\?4UpstreamLive-bedNon-cohesiveDuneUnknown @@@? @%@@ ?ffffff@6@ @(\?4UpstreamLive-bedNon-cohesiveDuneUnknown@LVAL T  } - c JThe reported velocity is the average velocity of the approach section. The reference surface was difficult to determine at this pier, which is located at the channel thalweg. There was no skew measured during the October measurement, however, basThe reported velocity is the average velocity of the approach section. The reference surface was difficult to determine at this pier, which is located at the channel thalweg. There was no skew measured during the October measurement, however, based on all previous measurements it is anticipated that skew would be present. Skew was evident in an approach section collected in October but the stationing could not be aligned with the bridge. The skew reported is that of the previous measurementThe maximum scour-hole depth is to the right of the pier.Channel bottom rises in vicinity of the pier.The maximum scour-hole depth is to the right of the pier.Average approach section velocity was 2.40 feet per second. There was no skew measured during the October measurement, however, based on all previous measurements it is anticipated that skew would be present. Skew was evident in an approach section collected in October but the stationing could not be aligned with the bridge. The skew reported is that of the previous measurementThe velocity reported is the average velocity of the approach cross section. The scour hole may be a remnant from previous scour activity. There was no skew measured during the October measurement, however, based on all previous measurements it is anticipated that skew would be present. Skew was evident in an approach section collected in October but the stationing could not be aligned with the bridge. The skew reported is that of the previous measurementFlow skew to the pier was 20 degrees at the nose and 7 degrees at the tail.The average approach velocity was 2.64 feet per second. The scour hole is probably a remnant of earlier scour activity.The average approach velocity was 2.64 feet per second. The scour hole is probably a remnant of earlier scour activity.Flow skew to the pier was 20 degrees at the nose and zero degrees at the tail.Flow skew to the pier was 20 degrees at the nose and zero degrees at the tail.Flow skew to the pier was 20 degrees at the nose and 7 degrees at the tail.Flow skew to the pier was 20 degrees at the nose and 7 degrees at the tail.Fathometer traces show that this scour hole at pier 5 was probably the maximum scour that occurred at the bridge although shallow depths prevented accurate readings at the other piers. NOTE: The report contains data for remnant scour holes at other piers during low flow, but insufficient detail for entry here.Longitudinal profiles of the streambed beside the pier were obtained using the boat and fathometer. Debris on the pier nose prevented the boat from getting closer than 10 ft. A significant change in profile shape between two measurements on July 28 & 30 indicate a shift in angle of attack from < 5 deg to > 5.Because of the skew to flow, water on the left side of the pier had a placid appearance, while the water surface on the right was extremely turbulent. The only characteristic of the streambed profiles common to all four piers is minimum streambed elevation, which apparently was on pier's downstream end of the pier.Because of the skew to flow, water on the left side of the pier had a placid appearance, while the water surface on the right was extremely turbulent. 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@$@{Gz@Q?3UpstreamLive-bedNon-cohesiveUnknownUnknownN@1 @?gfffff%@?@U@333333@gffff=@#@ {Gz? n(Y10DownstreamLive-bedUnknownUnknownUnknown)/ @?@?'@@Z@@F@#@,@ {Gz? n(Y8DownstreamLive-bedUnknownUnknownUnknown). @?,@?@`h@@@C@#@ {Gz? n(Y7DownstreamLive-bedUnknownUnknownUnknown)- @?gfffff!@?&@a@333333@33333:@@  ףp= ? n(Y5UpstreamLive-bedUnknownUnknownUnknown), @?333333-@?333333 @k@#@gffffA@@  ףp= ? n(Y4UpstreamLive-bedUnknownUnknownUnknown))@@?gfffff&@?#@@e@)@gfffffE@@ @ X9v? n(Y9DownstreamLive-bedUnknownUnknownUnknown)(@@?gfffff@?333333!@`f@gfffff!@333333D@@&@ X9v? n(Y8DownstreamLive-bedUnknownUnknownUnknown)!Cc  ,Eg|U "@???#@.@gfffff @?gfffff?0@ Gz?ףp= @Q@Gz @?4DownstreamLive-bedNon-cohesiveUnknownUnknownT "@?333333??@6@gfffff @?gfffff?0@ Gz?ףp= @Q@Gz @?4UpstreamLive-bedNon-cohesiveUnknownUnknownS @??? 9@333333@333333@gfffff?7@ Gz?ףp= @Q@Gz @?4DownstreamLive-bedNon-cohesiveUnknownSubstantial;@R @UUUUUU?333333??@$@333333@333333@gfffff?7@ Gz?ףp= @Q@Gz @?4UpstreamLive-bedNon-cohesiveUnknownSubstantialQ "@?? 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;@?ffffff??333333(@A@@@?E@ ?Gz@-@q= ףp@Q?5DownstreamUnknownNon-cohesiveUnknownUnknown8L n $:N`pf "@?333333??@1@ @@gfffff?*@ Gz?ףp= @Q@Gz @?7DownstreamLive-bedNon-cohesiveUnknownUnknowne "@?333333??@,@ @@gfffff?*@ Gz?ףp= @Q@Gz @?7UpstreamLive-bedNon-cohesiveUnknownUnknownd @???333333 @1@@gfffff"@gfffff?,@ Gz?ףp= @Q@Gz @?7DownstreamLive-bedNon-cohesiveUnknownSubstantial;@c @UUUUUU???@ @@gfffff"@gfffff?,@ Gz?ףp= @Q@Gz @?7UpstreamLive-bedNon-cohesiveUnknownSubstantial@b @;@UUUUUU?@?333333 @0@ @@gfffff? @ q= ףp?(\@"@@333333?6DownstreamLive-bedNon-cohesiveUnknownUnknownC@a @;@?@?@"@ @@gfffff? @ q= ףp?(\@"@@333333?6UpstreamLive-bedNon-cohesiveUnknownUnknownC@` "@???@.@ @333333?gfffff? @ Gz?ףp= @Q@Gz @?6DownstreamLive-bedNon-cohesiveUnknownUnknown_ "@?333333??ffffff@0@ @333333?gfffff? @ Gz?ףp= @Q@Gz @?6UpstreamLive-bedNon-cohesiveUnknownUnknown^ @?@?@B@333333@gfffff!@gfffff?0@ Gz?ףp= @Q@Gz @?6DownstreamLive-bedNon-cohesiveUnknownUnknown;@] @UUUUUU?333333@?333333@>@333333@gfffff!@gfffff?0@ Gz?ףp= @Q@Gz @?6UpstreamLive-bedNon-cohesiveUnknownUnknown@\ @;@UUUUUU???@0@ @gfffff@gfffff?&@ Gz?(\@Q@Gz @?5DownstreamLive-bedNon-cohesiveUnknownUnknown}@[ @;@?333333??333333 @&@ @gfffff@gfffff?&@ Gz?(\@Q@Gz @?5UpstreamLive-bedNon-cohesiveUnknownUnknownC@Z "@???@0@ @gfffff?gfffff?&@ Gz?ףp= @Q@Gz @?5DownstreamLive-bedNon-cohesiveUnknownUnknownY "@???@"@ @gfffff?gfffff?&@ Gz?ףp= @Q@Gz @?5UpstreamLive-bedNon-cohesiveUnknownUnknownX @???,@2@ffffff@gfffff@gfffff?0@ Gz?ףp= @Q@Gz @?5DownstreamLive-bedNon-cohesiveUnknownUnknown;@W @UUUUUU?@?@2@ffffff@gfffff@gfffff?0@ Gz?ףp= @Q@Gz @?5UpstreamLive-bedNon-cohesiveUnknownUnknownV @;@???@3@333333@333333 @gfffff?0@ q= ףp?(\@"@@333333?4UpstreamLive-bedNon-cohesiveUnknownUnknown@LVAL ^ # t$NThe bed-material information reported is from bed-maThe bed-material information reported is from bed-material sample no. 1, which was collected near pier 8.The bed-material information reported is from bed-material sample no. 1, which was collected near pier 8.Scour measurement was done as a discharge measurement with a 100-pound weight.Channel geometry measurements were made by fathomeThe channel thalweg coincides with the pier location for this measurement, making the accuracy less certain.The reported velocity is the average velocity in the approach cross section. There was no skew measured during the October measurement, however, based on all previous measurements it is anticipated that skew would be present. Skew was evident in an approach section collected in October but the stationing could not be aligned with the bridge. The skew reported is that of the previous measurementThe maximum scour depth is to the right of the pier.Debris pile prevented measurement of depth at pier nose. Scour depth estimated based on nearby measurements. Actual scour depth may be larger than the estimate.The velocity reported is the average velocity of the approach cross section. There was no skew measured during the October measurement, however, based on all previous measurements it is anticipated that skew would be present. Skew was evident in an approach section collected in October but the stationing could not be aligned with the bridge. The skew reported is that of the previous measurementThe velocity reported is the average velocity of the approach cross section. There was no skew measured during the October measurement, however, based on all previous measurements it is anticipated that skew would be present. Skew was evident in an approach section collected in October but the stationing could not be aligned with the bridge. The skew reported is that of the previous measurementThe maximum scour-hole depth is to the right of the pier.High velocity and debris accumulation prevented depth measurement at the pier nose. Scour depth estimated based on nearby measurements. Actual scour depth may be larger than the estimate.There was no skew measured during the October measurement, however, based on all previous measurements it is anticipated that skew would be present. Skew was evident in an approach section collected in October but the stationing could not be aligned with the bridge. The skew reported is that of the previous measurementThere was no skew measured during the October measurement, however, based on all previous measurements it is anticipated that skew would be present. Skew was evident in an approach section collected in October but the stationing could not be aligned with the bridge. The skew reported is that of the previous measurementThe maximum scour-hole depth is to the right of the pier.High velocity prevented depth measurement at the pier nose. Scour depth estimated based on nearby measurements. Actual scour depth may be larger than the estimate.The maximum scour-hole depth is to the left of the pier. There was no skew measured during the October measurement, however, based on all previous measurements it is anticipated that skew would be present. Skew was evident in an approach section collected in October but the stationing could not be aligned with the bridge. The skew reported is that of the previous measurementThere was no skew measured during the October measurement, however, based on all previous measurements it is anticipated that skew would be present. Skew was evident in an approach section collected in October but the stationing could not be aligned with the bridge. The skew reported is that of the previous measurementThe maximum scour-hole depth is to the right of the pier.*< L \ p  *Llx@?333333??#@;@@@@:@ =@= ףp=@333333T@9Q@Q!@1UpstreamLive-bedNon-cohesiveUnknownUnknownw @???@.@gfffff @333333 @@  ףp= ?zG @ffffff%@@?3DownstreamLive-bedNon-cohesiveUnknownUnknownv @???@:@gfffff @333333 @@  ףp= ?zG @ffffff%@@?3UpstreamLive-bedNon-cohesiveUnknownUnknownu @@??? @@@@@  ףp= ?zG @ffffff%@@?3DownstreamLive-bedNon-cohesiveUnknownUnknownt @@???@.@@@@  ףp= ?zG @ffffff%@@?3UpstreamLive-bedNon-cohesiveUnknownUnknownr :@UUUUUU?gfffff??ffffff@.@@gfffff@@3@ {Gz?Gz?(\@ ףp= ?(\?1DownstreamLive-bedNon-cohesiveUnknownUnknownq :@?@?ffffff@.@@gfffff@@3@ {Gz?Gz?(\@ ףp= ?(\?1UpstreamLive-bedNon-cohesiveUnknownUnknownp @???@.@@@@  ףp= ?zG @ffffff%@@?1DownstreamLive-bedNon-cohesiveUnknownUnknowno @?333333@? @@@@@@  ףp= ?zG @ffffff%@@?1UpstreamLive-bedNon-cohesiveUnknownUnknownn@n @@?gfffff??@(@gfffff @@@(@  ףp= ?zG @ffffff%@@?1DownstreamLive-bedNon-cohesiveUnknownUnknownm @@?@?333333@.@gfffff @@@(@  ףp= ?zG @ffffff%@@?1UpstreamLive-bedNon-cohesiveUnknownUnknownl @;@UUUUUU???ffffff@9@333333@@gfffff?&@ q= ףp?(\@"@@333333?8DownstreamLive-bedNon-cohesiveUnknownUnknown@k @;@?333333??@ @333333@@gfffff?&@ q= ףp?(\@"@@333333?8UpstreamLive-bedNon-cohesiveUnknownInsignificant@ j @?@?@7@333333@"@gfffff?&@ Gz?ףp= @Q@Gz @?8DownstreamLive-bedNon-cohesiveUnknownSubstantial6@ i @UUUUUU?gfffff??ffffff @$@333333@"@gfffff?&@ Gz?ףp= @Q@Gz @?8UpstreamLive-bedNon-cohesiveUnknownSubstantial@ h @;@UUUUUU?@?333333? @333333@@gfffff?*@ q= ףp?(\@"@@333333?7DownstreamLive-bedNon-cohesiveUnknownUnknown@ g @;@?gfffff??@4@333333@@gfffff?*@ q= ףp?(\@"@@333333?7UpstreamLive-bedNon-cohesiveUnknownUnknown@ LVAL 5 r? Bed-material information reported is from bed-material sample no. 1, which is a composite sample collected with a BM-54. The bed material could be coarBed-material information reported is from bed-material sample no. 1, which is a composite sample collected with a BM-54. The bed material could be coarser that reported, as indicated by sample no. 2. However, sample no. 2 was collected with a clamshell sampler, and significant fines may have been lost.Bed-material information reported is from bed-material sample no. 1, which is a composite sample collected with a BM-54. The bed material could be coarser that reported, as indicated by sample no. 2. However, sample no. 2 was collected with a clamshell sampler, and significant fines may have been lost.Bed-material information reported is from bed-material sample no. 1, which is a composite sample collected with a BM-54. The bed material could be coarser that reported, as indicated by sample no. 2. However, sample no. 2 was collected with a clamshell sampler, and significant fines may have been lost.Channel geometry measurements were made by fathometer from boats. Velocities measured real-time at pier. Flow depth computed as water surface minus reference elevation at scour hole. Three 2x2 ft concrete piles give an effective pier width of 6 ft.Channel geometry measurements were made by fathometer from boats. Velocities measured real-time at pier. Flow depth computed as water surface minus reference elevation at scour hole. Three 2x2 ft concrete piles give an effective pier width of 6 ft.Channel geometry measurements were made by fathometer from boats. Velocities measured real-time at pier. Flow depth computed as water surface minus reference elevation at scour hole. Two 2x2 ft concrete piles give an effective pier width of 4 ft.Channel geometry measurements were made by fathometer from boats. Velocities measured real-time at pier. Flow depth computed as water surface minus reference elevation at scour hole. Two 2x2 ft concrete piles give an effective pier width of 4 ft.Channel geometry measurements were made by fathometer from boats. Velocities measured real-time at pier. Flow depth computed as water surface minus reference elevation at scour hole. Two 2x2 ft concrete piles give an effective pier width of 4 ft.Measurement made from boat. Two 2x2 ft square concrete piles have effective width of 4 feet. Channel was live-bed, but no large transport was ongoing. Velocity was measured at pier at 17:34. Flow depth computed as water-surface elevation minus reference elevation at scour holes.Measurement made from boat. Depth computed as ws - ref. elev. at hole. Velocity was measured at 15:09 at pier. Scour-hole cl offset from pier cl by 10 ft. Channel did have live-bed mat. entering scour hole, however at small rate of transport. Two 2x2 ft conc. piles have an eff. width of 4 ft.Accuracy of local scour estimate is probably 1 foot. Estimate is maximum scour for this cross section only and may not represent the maximum local scour at the pier.Channel bottom elevation along the pier is higher at the downstream end than at the upstream end. Flow channel near the pier may be largely a remnant of previous scour activity.The maximum scour-hole depth is to the left of the pier. The velocity reported is the average velocity in the approach cross section. There was no skew measured during the October measurement, however, based on all previous measurements it is anticipated that skew would be present. Skew was evident in an approach section collected in October but the stationing could not be aligned with the bridge. The skew reported is that of the previous measurementc 7Q w  5[Em`|@?@?@D@?9@@  ףp= ?= ףp=@?Gz? ףp= ?EUpstreamUnknownUnknownUnknownUnknown \@?@?@F@Gz?333333:@@  ףp= ?= ףp=@?Gz? ףp= ?EUpstreamUnknownUnknownUnknownUnknown`|@???@1@zG?gfffff$@@  ףp= ?= ףp=@?Gz? ףp= ?CUpstreamUnknownUnknownUnknownUnknown`|@?333333??@6@HzG?333333$@@  ףp= ?= ףp=@?Gz? ףp= ?CUpstreamUnknownUnknownUnknownUnknown \@?333333@?@@@)\(?$@@  ףp= ?= ףp=@?Gz? ףp= ?CUpstreamUnknownUnknownUnknownUnknown|@???@&@Q?3333330@? ?333333@ @ffffff?)\(?C3UpstreamUnknownUnknownUnknownUnknown5@?333333??!@@ףp= ?gfffff*@? ?333333@ @ffffff?)\(?C3UpstreamUnknownUnknownUnknownUnknown|@???$@$@RQ?(@? ?333333@ @ffffff?)\(?C2UpstreamUnknownUnknownUnknownUnknown|@?gfffff??$@,@Q?+@? ?333333@ @ffffff?)\(?C2UpstreamUnknownUnknownUnknownUnknown|@UUUUUU?333333??0@J@gfffff?.@? ?333333@ @ffffff?)\(?C2UpstreamUnknownUnknownUnknownUnknown]@UUUUUU???4@4@?gfffff.@? ?333333@ @ffffff?)\(?C2UpstreamUnknownUnknownUnknownUnknown`7@???@.@Q?/@? ?333333@ @ffffff?)\(?C2UpstreamUnknownUnknownUnknownUnknown 7@??? @*@q= ףp@+@? ?333333@ @ffffff?)\(?C2UpstreamUnknownUnknownUnknownUnknown~ 7@UUUUUU???@.@HzG?gfffff/@? ?333333@ @ffffff?)\(?C2UpstreamUnknownUnknownUnknownUnknown}5@???@$@(\@L1@? ?333333@ @ffffff?)\(?C2UpstreamUnknownUnknownUnknownUnknown|@UUUUUU???4@4@Q?.@? ?333333@ @ffffff?)\(?C2UpstreamUnknownUnknownUnknownUnknown@z9@UUUUUU???@.@ @?@B@ =@= ףp=@333333T@9Q@Q!@1UpstreamUnknownNon-cohesiveUnknownUnknown@y@???#@7@@@@:@ =@= ףp=@333333T@9Q@Q!@1DownstreamLive-bedNon-cohesiveUnknownUnknown(Px  @ hv@rq?@?@T@ףp= @7@@ ?@ffffff@@?13UpstreamLive-bedNon-cohesiveUnknownInsignificant4@@?333333@?333333@S@333333@8@@ ?@ffffff@@?13UpstreamLive-bedNon-cohesiveUnknownInsignificant@ @UUUUUU?333333@?@U@333333?gfffff:@@ ?@ffffff@@?13UpstreamLive-bedNon-cohesiveUnknownInsignificant@@rq?@?@Q@gfffff@3333334@@ ?@ffffff@@?12UpstreamLive-bedNon-cohesiveUnknownInsignificant@@?@?@@R@gfffff@gffff4@@ ?@ffffff@@?12UpstreamLive-bedNon-cohesiveUnknownInsignificant@@UUUUUU?@?@@P@?3333337@@ ?@ffffff@@?12UpstreamLive-bedNon-cohesiveUnknownInsignificant@@rq?gfffff@?333333 @M@333333?2@@ ?@ffffff@@?11UpstreamLive-bedNon-cohesiveUnknownInsignificant@@?@?ffffff@O@gfffff?333332@@ ?@ffffff@@?11UpstreamLive-bedNon-cohesiveUnknownInsignificant,@`|@?gfffff??.@4@ ףp= ??@  ףp= ?= ףp=@?Gz?Q?IUpstreamUnknownUnknownUnknownUnknown`|@???@5@333333?333333@@  ףp= ?= ףp=@?Gz?Q?HUpstreamUnknownUnknownUnknownUnknown`|@???@7@?@@  ףp= ?= ףp=@?Gz?Q?HUpstreamUnknownUnknownUnknownUnknown`|@???@ @p= ף?gfffff(@@  ףp= ?= ףp=@?Gz?Q?GUpstreamUnknownUnknownUnknownUnknown \@?gfffff??@@q= ףp?333333)@@  ףp= ?= ףp=@?Gz?Q?GUpstreamUnknownUnknownUnknownUnknown`|@?@?@A@Q?8@@  ףp= ?= ףp=@?Gz?Q?FUpstreamUnknownUnknownUnknownUnknown`|@?@?@C@Q?9@@  ףp= ?= ףp=@?Gz?Q?FUpstreamUnknownUnknownUnknownUnknown \@???"@;@Q?gfffff7@@  ףp= ?= ףp=@?Gz?Q?FUpstreamUnknownUnknownUnknownUnknown`|@?@?@I@HzG?9@@  ףp= ?= ףp=@?Gz? ףp= ?EUpstreamUnknownUnknownUnknownUnknown6L ` v .<L@qq?9@?@q@#@ @@,@ 333333?ffffff????5UpstreamLive-bedNon-cohesiveUnknownInsignificant@ @?1@@@k@$@33333D@,@ 333333?ffffff????5DownstreamLive-bedNon-cohesiveUnknownInsignificant@@qq?gffff6@@@pq@$@C@,@ 333333?ffffff????5UpstreamLive-bedNon-cohesiveUnknownInsignificant@@? @?ffffff#@W@@>@,@ 333333?ffffff????4DownstreamLive-bedNon-cohesiveUnknownInsignificant@@qq?&@?@]@@gffff>@,@ 333333?ffffff????4UpstreamLive-bedNon-cohesiveUnknownInsignificant@@?@?"@@^@ @D@,@ 333333?ffffff????4DownstreamLive-bedNon-cohesiveUnknownInsignificant@@qq?gfffff(@@@e@ @C@,@ 333333?ffffff????4UpstreamLive-bedNon-cohesiveUnknownInsignificant@@;@?ffffff@?@S@gfffff@3333334@@$@ ?@@@Q?4UpstreamLive-bedNon-cohesiveUnknownUnknown3@ ;@? @?@V@@5@@$@ ?@@@Q?4UpstreamLive-bedNon-cohesiveUnknownUnknown3@ ;@?@?@L@@333330@@ ?@@@Q?3UpstreamLive-bedNon-cohesiveUnknownUnknown3@@;@UUUUUU???&@3@gfffff @$@@@ ?@@@Q?2DownstreamLive-bedNon-cohesiveUnknownUnknown3@ @;@???@,@gfffff @$@@@ ?@@@Q?2UpstreamLive-bedNon-cohesiveUnknownUnknown3@  ;@?333333??#@8@ @&@@@ ?@@@Q?2UpstreamLive-bedNon-cohesiveUnknownUnknown3@  ;@UUUUUU???@6@@gffff>@@@ (\?Gz??(\?Q?8DownstreamLive-bedNon-cohesiveUnknownUnknownk@ ;@UUUUUU?gfffff@?ffffff/@8@@gffff>@@@ (\?Gz??(\?Q?8UpstreamLive-bedNon-cohesiveUnknownUnknownk@ @?333333 @?@A@@3@@ ?@ @@?2UpstreamLive-bedNon-cohesiveUnknownUnknown @?gfffff?? @333333#@)\(?0@@ ?@ @@?1DownstreamLive-bedNon-cohesiveUnknownUnknownP@LVAL g  i m!WVelocity reported as approach velocity was actually measured on 5-23-90, but no location was repVelocity reported as approach velocity was actually measured on 5-23-90, but no location was reported. No sediment samples were collected--sediment sizes were estimated from the Coushatta data.Velocity reported as approach velocity was actually measured on 5-23-90, but no location was reported. No sediment samples were collected--sediment sizes were estimated from the Coushatta data.Velocity reported as approach velocity was actually measured on the upstream side of this bridge on 5-18-90. No sediment samples were collected--sediment sizes were estimated from the Coushatta data.Velocity reported as approach velocity was actually measured at the upstream side of this bridge on 5-18-90. No sediment samples were collected--sediment sizes were estimated from the Coushatta data.Velocity reported as approach velocity was actually measured at the downstream side of this bridge. No sediment samples were collected--sediment sizes were estimated from the Coushatta data.Velocity reported as approach velocity was actually measured at the downstream side of this bridge. No sediment samples were collected--sediment sizes were estimated from the Coushatta data.Approach velocity was taken from measurement on 5-23-90 (no location recorded). No sediment samples were collected--sediment information was estimated from the Coushata data.Approach velocity was taken from measurement on 5-23-90 (no location recorded). No sediment samples were collected--sediment information was estimated from the Coushata data.Approach velocity is from a measurement on 5-18-90 at the upstream side of the upstream bridge (westbound). No sediment samples were collected--sediment information was estimated from the Coushata data.Approach velocity is from a measurement on 5-18-90 at the upstream side of the upstream bridge (westbound). No sediment samples were collected--sediment information was estimated from the Coushata data.Approach velocity was taken from measurement on 5-23-90 (no location recorded). No sediment samples were collected--sediment information was estimated from the Coushatta data.Approach velocity was taken from measurement on 5-23-90 (no location recorded). No sediment samples were collected--sediment information was estimated from the Coushatta data.Approach velocity is from a measurement on 5-18-90 at the upstream side of the upstream bridge (westbound). No sediment samples were collected--sediment information was estimated from the Coushata data.Approach velocity is from a measurement on 5-18-90 at the upstream side of the upstream bridge (westbound). No sediment samples were collected--sediment information was estimated from the Coushata data.Bed-material information reported is from bed-material sample no. 1, which is a composite sample collected with a BM-54. The bed material could be coarser that reported, as indicated by sample no. 2. However, sample no. 2 was collected with a clamshell sampler, and significant fines may have been lost.Bed-material information reported is from bed-material sample no. 1, which is a composite sample collected with a BM-54. The bed material could be coarser that reported, as indicated by sample no. 2. However, sample no. 2 was collected with a clamshell sampler, and significant fines may have been lost.Bed-material information reported is from bed-material sample no. 1, which is a composite sample collected with a BM-54. The bed material could be coarser that reported, as indicated by sample no. 2. However, sample no. 2 was collected with a clamshell sampler, and significant fines may have been lost.&, < J Z h v 0V@UUUUUU?333333??0@K@@ @@ [@?u@ m@Q@RTUpstreamUnknownUnknownUnknownUnknown`%@UUUUUU?@?#@J@C*q=!@#@@ [@?u@ m@Q@RTUpstreamUnknownUnknownUnknownUnknown@UUUUUU?gfffff??*@A@gfffff@333333@@ [@?u@ m@Q@LEFTUpstreamUnknownUnknownUnknownUnknown`%@UUUUUU???.@9@p= ף@@@ [@?u@ m@Q@LEFTUpstreamUnknownUnknownUnknownUnknown@rq?2@@@@j@#@?@,@ 333333?ffffff????5DownstreamLive-bedNon-cohesiveUnknownInsignificant@@?(@?@`d@#@?@,@ 333333?ffffff????5UpstreamLive-bedNon-cohesiveUnknownInsignificant@@88?fffff0@?@`m@$@gffff&C@,@ 333333?ffffff????5DownstreamLive-bedNon-cohesiveUnknownInsignificant@@rq?2@?@@k@$@YB@,@ 333333?ffffff????5UpstreamLive-bedNon-cohesiveUnknownInsignificant@@@?-@?ffffff @@_@#@C@,@ 333333?ffffff????5UpstreamLive-bedNon-cohesiveUnknownInsignificant@@@88?333333/@@ffffff @@m@#@@C@,@ 333333?ffffff????5DownstreamLive-bedNon-cohesiveUnknownInsignificant@@rq?gfffff+@?@@a@@gfffff>@,@ 333333?ffffff????4DownstreamLive-bedNon-cohesiveUnknownInsignificant@@?333333)@?@@]@@>@,@ 333333?ffffff????4UpstreamLive-bedNon-cohesiveUnknownInsignificant@@88?333333@?&@e@ @B@,@ 333333?ffffff????4DownstreamLive-bedNon-cohesiveUnknownInsignificant@@rq?%@@ffffff@a@ @A@,@ 333333?ffffff????4UpstreamLive-bedNon-cohesiveUnknownInsignificant@ @@88?)@@ffffff@f@ffffff @@C@,@ 333333?ffffff????4DownstreamLive-bedNon-cohesiveUnknownInsignificant@ @@?,@?@`@ffffff @gffff&C@,@ 333333?ffffff????4UpstreamLive-bedNon-cohesiveUnknownInsignificant@ @?2@?@p@#@ @@,@ 333333?ffffff????5DownstreamLive-bedNon-cohesiveUnknownInsignificant@ }LVAL>|  Z B p>DgReference bed is at elev. 252.2 ft. Minimum bed elev. at pier is at upstream side at 248.1 ft. Scour-hReference bed is at elev. 252.2 ft. Minimum bed elev. at pier is at upstream side at 248.1 ft. Scour-hole depth = 252.2 - 248.1 = 4.1 ft. Effective pier width is depth weighted using column and footing widths.Reference bed is at elev. 249.4 ft. Minimum bed elev. at pier is at upstream side at 245.8 ft. Scour--hole depth = 249.4 - 245.8 = 3.6 ft. Effective pier width is depth weighted using column and footing widths.Reference bed is at elev. 249.5 ft. Minimum bed elev. at pier is at the upstream side at 247.5 ft. Scour-hole depth = 249.5 -247.5 = 2.0 ft. Effective pier width is depth weighted using column and footing widths.Reference bed is at elev. 246.7 ft. Minimum bed elev.iIs at upstream side at 244.8 ft, but bed is at 245.3 ft for Dmax of the hole. Scour-hole depth = 246.7 - 245.3 = 1.4 ft. Scour-hole side slope was not determined--a tree was caught on a pile.Reference bed is at elev. 242.4 ft. Minimum bed elev. at the pier is at the upstream side at 241.0 ft. Scour-hole depth = 242.4 - 241.0 = 1.4 ft.Reference bed is at elev. 244.6 ft. Minimum bed elev. At the pier is at the downstream side at 241.6 ft. Scour-hole depth = 244.6 - 241.6 = 3.0 ft.Reference bed is at elev. 242.2 ft. Minimum bed is at downstream side at 239.4 ft, but it is not in a defined scour hole. Scour-hole depth = 242.2 - 240.9 = 1.3 ft.Reference bed is at elev. 252.6 ft. Minimum bed at the pier at the upstream side is at 252.6 ft. Scour-hole depth = 252.6 - 252.6 = 0 ft. Pile is on edge of bank. Bed elev. at downstream side is at 250.0 ft, but there is not defined hole.Reference bed is at elev. 247.3 ft. Minimum bed elev. at the pier at the upstream side is at 247.3 ft. Scour-hole depth = 247.3 - 247.3 = 0 ft.Reference bed is at elev. 256.9 ft. Minimum bed elev. at the pier is at the downstream side at 254.4 ft. Scour-hole depth = 256.9 - 254.4 = 2.5 ft.Reference bed is at elev. 261.8 ft. Minimum bed elev. at the pier is at the downstream side at 256.9 ft. Scour-hole depth = 261.8 - 259.8 = 2.0 ft. The downstream bed is not in a defined hole.Accuracy of local scour estimate is probably 1 foot. Estimate is maximum scour for this cross section only and may not represent the maximum local scour at the pier.Accuracy of local scour estimate is probably 1 foot. Estimate is maximum scour for this cross section only and may not represent the maximum local scour at the pier.Velocity reported as approach velocity was actually measured on 5-23-90, but no location was recorded. No sediment samples were collected--sediment sizes were estimated from the Coushatta data.Velocity reported as approach velocity was actually measured on 5-23-90, but no location was recorded. No sediment samples were collected--sediment sizes were estimated from the Coushatta data.Velocity reported as approach velocity was actually measured at the upstream side of this bridge on 5-18-90. No sediment samples were collected--sediment sizes were estimated from the Coushatta data.Velocity reported as approach velocity was actually measured at the upstream side of this bridge on 5-18-90. No sediment samples were collected--sediment sizes were estimated from the Coushatta data.Velocity reported as approach velocity was actually measured at the downstream side of this bridge. No sediment samples were collected--sediment sizes were estimated from the Coushatta data.Velocity reported as approach velocity was actually measured at the downstream side of this bridge. No sediment samples were collected--sediment sizes were estimated from the Coushatta data.((Pl + Jn@NZI@?@?@2@> ףp=@333330@HzG?7@  Y n(Y12LDownstreamClear-waterCohesiveUnknownInsignificant@ aA@UUUUUU?@??0@)\(@333333#@HzG?<@  Y n(Y12LUpstreamClear-waterCohesiveUnknownInsignificant@aT@?@?&@H@p= ף?333333@@ RQ?RQ@@Gz? ףp= ?RTUpstreamUnknownUnknownUnknownUnknown@?gfffff@?*@N@> ףp=?@@ RQ?RQ@@Gz? ףp= ?RTUpstreamUnknownUnknownUnknownUnknown@UUUUUU???2@M@? @@ RQ?RQ@@Gz? ףp= ?RTUpstreamUnknownUnknownUnknownUnknownT@?@?@;@Q?@@ RQ?RQ@@Gz? ףp= ?CNTRUpstreamUnknownUnknownUnknownUnknown@?333333@?@9@(\?gfffff@@ RQ?RQ@@Gz? ףp= ?CNTRUpstreamUnknownUnknownUnknownUnknown@UUUUUU?@?@8@(\? @@ RQ?RQ@@Gz? ףp= ?CNTRUpstreamUnknownUnknownUnknownUnknown@T@?333333@? @K@)\(@333333@@ RQ?RQ@@Gz? ףp= ?LEFTUpstreamUnknownUnknownUnknownUnknown@?@?@R@> ףp=@333333$@@ RQ?RQ@@Gz? ףp= ?LEFTUpstreamUnknownNon-cohesiveUnknownUnknown@UUUUUU?@?@I@q= ףp@@@ RQ?RQ@@Gz? ףp= ?LEFTUpstreamUnknownNon-cohesiveUnknownUnknown 2@?333333??@0@ ףp= @333333$@@ 6@333333@d@S@*@2UpstreamUnknownUnknownUnknownUnknown 2@?333333??@$@(\@gfffff@@ 6@333333@d@S@*@2UpstreamUnknownUnknownUnknownUnknown@UUUUUU???@(@(\ @333333@@ 6@333333@d@S@*@2UpstreamUnknownUnknownUnknownUnknown@UUUUUU??? @(@@ @@ 6@333333@d@S@*@2UpstreamUnknownUnknownUnknownUnknown@@UUUUUU?333333@?%@I@(\ @ @@ 6@333333@d@S@*@2UpstreamUnknownUnknownUnknownUnknown@@UUUUUU?gfffff??!@8@Q@gfffff$@@ 6@333333@d@S@*@1UpstreamUnknownUnknownUnknownUnknown@@UUUUUU?333333??@.@Q@333333'@@ 6@333333@d@S@*@1UpstreamUnknownUnknownUnknownUnknown) 4 A S ` mzA@qq???@;@gfffff@L7@@0@ (\?ffffff???p= ף?17RUpstreamLive-bedNon-cohesiveUnknownInsignificant@I@88?@?333333@:@@:@\(\@&@ HzG??333333@333333? ףp= ?16RDownstreamLive-bedNon-cohesiveUnknownInsignificant@A@qq?333333@?ffffff@3@333333@;@\(\@0@ HzG??333333@333333? ףp= ?16RUpstreamLive-bedNon-cohesiveUnknownInsignificant@I@88?gfffff??@4@gfffff@>@HzG?0@ HzG??333333@333333? ףp= ?15RUpstreamLive-bedNon-cohesiveUnknownInsignificant@I@?@?@2@Gz@L6@@,@ (\?ffffff???p= ף?18LDownstreamLive-bedNon-cohesiveUnknownInsignificant4@A@UUUUUU?@?333333@5@(\?5@333333@0@ (\?ffffff???p= ף?18LUpstreamLive-bedNon-cohesiveUnknownModerate@@???333333@3@?gfffff1@333333@&@ (\?ffffff???p= ף?18LUpstreamLive-bedNon-cohesiveUnknownModerate@I@?ffffff@?333333@D@(\ @gfffff5@@&@ (\?ffffff???p= ף?17LUpstreamLive-bedNon-cohesiveUnknownInsignificant@A@UUUUUU? @?ffffff@D@(\ @6@@0@ (\?ffffff???p= ף?17LUpstreamLive-bedNon-cohesiveUnknownInsignificant@@?@?@9@Q@1@333333@&@ (\?ffffff???p= ף?17LUpstreamLive-bedNon-cohesiveUnknownInsignificant@I@?gfffff?? 8@Q@gffff:@HzG@ @ HzG??333333@333333? ףp= ?16LUpstreamLive-bedNon-cohesiveUnknownModerate@A@UUUUUU?gfffff??ffffff@7@Gz@=@HzG@0@ HzG??333333@333333? ףp= ?16LUpstreamLive-bedNon-cohesiveUnknownInsignificant@I@?@?333333@D@(\@=@HzG?,@ HzG??333333@333333? ףp= ?15LDownstreamLive-bedNon-cohesiveUnknownInsignificant@ A@UUUUUU???@4@> ףp=@333333=@HzG?0@ HzG??333333@333333? ףp= ?15LUpstreamLive-bedNon-cohesiveUnknownInsignificant@ I@?? p= ף@5@HzG?0@  Y n(Y14LUpstreamClear-waterCohesiveUnknownInsignificant@ aA@UUUUUU?? Q @8@HzG?2@  Y n(Y14LUpstreamClear-waterCohesiveUnknownInsignificant@ aTLVAL> w E ] z 1dfReference bed is at 218.2 ft. Minimum bed (213.5 ft) was estimated by projecting the measured scour-hole side Reference bed is at 218.2 ft. Minimum bed (213.5 ft) was estimated by projecting the measured scour-hole side slope downstream to pier. Minimum bed at the pier face is affected by the top of the pier footing (213.0 ft.).Reference bed is elev. 219.0 ft. Minimum bed at upstream side is 212.6 ft. The maximum scour is affected by the footing, at 213.0 ft. Scour is 219.0 - 212.6 = 6.4 ft. USSB section was supplemented with soundings at the pier (26037 213.4, 26041 212.6, 26045, 213.0) and 10 ft upstream from the pier.Reference bed is at elev. 218.7 ft. Minimum bed elev. is at upstream side at 214.7 ft. Scour-hole depth = 218.7 - 214.7 = 4.0 ft. Minimum bed elevation at the pier was estimated from the measured scour-hole side slope and distance to the pier.Reference bed is at elev. 217.0 ft. Minimum bed elev. recorded is at 214.1 ft. Scour-hole depth = 217.0 - 214.1 = 2.9 ft. Values were determined from FHWA reports and USGS discharge measurements.Reference bed is at elev. 217.7 ft. Minimum bed elev. recorded is at 214.8 ft. Scour-hole depth = 217.7 - 214.8 = 2.9 ft. Values were determined from FHWA reports and USGS discharge measurements.Reference bed is at downstream side at elev. 220.0 ft. Minimum bed is at downstream side, 28 ft left of pier at elev. 216.8 ft. Scour-hole depth = 220.0 - 216.8 = 3.2 ft. Debris prevented soundings at the upstream side of pier.Reference bed is at elev. 218.2 ft. Minimum bed is 3-4 ft upstream from pier at elev. 214.1 ft. Scour-hole depth = 218.2 - 214.1 = 4.1 ft..Reference bed is at elev. 250.6 ft. ft. Minimum bed elev. at pier is at upstream side is at 246.9 ft. Scour-hole depth = 250.6 - 246.9 = 3.7 ft. Eff. pier width is a depth-weighted ave. of column, footing, and piling width.Reference bed is at elev. 251.2 ft. Minimum bed elev. at pier at upstream side is at 245.5 ft. Scour-hole depth = 251.2 - 245.5 = 5.7 ft. Eff. pier width is a depth-weighted ave. of column, footing, and piling width.Reference bed is at elev. 251.9 ft. Minimum bed elev. at the pier is at the upstream side at 248.0 ft. Scour-hole depth = 251.9 - 248.0 = 3.9 ft. Eff. pier width is a depth-weighted ave. of column, footing, and piling.Reference bed is at elev. 248.1 ft. Minimum bed elev. at pier is at upstream side at 246.5 ft. Scour-hole depth = 248.1 - 246.5 = 1.6 ft. Effective pier width is a depth-weighted average of column, footing, and piling widths.Reference bed is at elev. 247.0 ft. Minimum bed elev. at the pier is at the downstream side at 244.9 ft. Scour-hole depth = 247.0 - 244.9 = 2.1 ft.Reference bed is at elev. 243.9 ft. Minimum bed elev. at the pier is at the upstream side at 241.0 ft. Scour-hole depth = 243.9 - 241.0 = 2.9 ft.Reference bed is at elev. 243.0 ft. Minimum bed elev. at the pier is at the upstream side at 241.6 ft. Scour-depth = 243.0 - 241.6 = 1.4 ft.Reference bed is at elev. 251.3 ft.at upstream and downstream sides. Minimum bed at pier at downstream side is at 248.7 ft., and 248.8 ft. upstream. Scour-hole depth = 251.3 - 248.7 = 2.6 ft., 251.3 - 248.8 = 2.5 ft. upstream. Effective pier width is depth weighted using column and footing widths.Reference bed is at elev. 250.3 ft. Minimum bed elev. at the pier is at upstream side at 248.3 ft. Scour-hole depth = 250.3 - 248.3 = 2.0 ft. Effective pier width is depth weighted using column and footing widths.Reference bed is at elev. 249.6 ft. Minimum bed elev. at the pier is at the upstream side at 248.0 ft. Scour-hole depth = 249.6 - 248.0 = 1.6 ft. Effective pier width is depth weighted using column and footing widths. ' : M f  @?@?@B@ @gfffff:@@ @@4@.@(\?6UpstreamLive-bedNon-cohesiveUnknownInsignificant@K@?333333@?@G@@gffff<@@&@ @@4@.@(\?5DownstreamLive-bedNon-cohesiveUnknownInsignificant#@@?333333@?ffffff@A@@<@gfffff@ @ @@4@.@(\?5UpstreamLive-bedNon-cohesiveUnknownInsignificant@K@?gfffff@?ffffff @5@@8@@ @ @@4@.@(\?4UpstreamLive-bedNon-cohesiveUnknownInsignificant@@?333333@?@A@@L6@@,@ @@4@.@(\?4DownstreamLive-bedNon-cohesiveUnknownInsignificant>@`@qq?@? 333333@gfffff$@ @  ףp= @@;@3333337@\(\?5UpstreamLive-bedNon-cohesiveDuneInsignificant7@@@?@? (\@$@ @  ףp= @@;@3333337@\(\?5UpstreamLive-bedNon-cohesiveDuneInsignificant@`@rq?@? @gfffff!@ @  ףp= @@;@3333337@\(\?4UpstreamLive-bedNon-cohesiveDuneInsignificant6@ @@?333333@? (\@#@ @  ףp= @@;@3333337@\(\?4UpstreamLive-bedNon-cohesiveDuneInsignificant@ &@UUUUUU?333333@? gfffff@gfffff!@ @  ףp= @@;@3333337@\(\?4UpstreamLive-bedNon-cohesiveDuneUnknown@  @?333333@? @)@ @  ףp= @@;@3333337@\(\?4UpstreamLive-bedNon-cohesiveDuneUnknown@  `@qq? @? @I@(\@!@ @  ףp= @@;@3333337@\(\?3DownstreamLive-bedNon-cohesiveDuneSubstantial@  @@?ffffff@? @$@ @  ףp= @@;@3333337@\(\?3UpstreamLive-bedNon-cohesiveDuneInsignificant@ I@88? @? @:@@7@gfffff@,@ (\?ffffff???p= ף?18RUpstreamLive-bedNon-cohesiveUnknownInsignificant@ A@qq?@?ffffff@?@333333@3333334@gfffff@4@ (\?ffffff???p= ף?18RUpstreamLive-bedNon-cohesiveUnknownInsignificant@I@88?333333@?@<@ @333335@333333@ @ (\?ffffff???p= ף?17RUpstreamLive-bedNon-cohesiveUnknownInsignificant@LVAL Reference bed is at elev. 112.0 ft. Minimum bed elev. at pier is upstream side at 104.5 ft. Scour-hole depth = 1Reference bed is at elev. 112.0 ft. Minimum bed elev. at pier is upstream side at 104.5 ft. Scour-hole depth = 112.0 - 104.5 = 7.5 ft. Effective pier width is a depth-weighted average of the column, footing, and piling widths.Reference bed is at elev. 113.1 ft. Minimum bed elev. at pier is at upstream side at 103.2 ft. Scour-hole depth = 113.1 - 103.2 = 9.9 ft. Effective pier width is a depth-weighted average of the column, footing, and piling widths.Reference bed is at elev. 109.6 ft at downstream side. Minimum bed elev. at pier is at downstream side at 103.0 ft. Scour-hole depth = 109.6 - 103.0 = 6.6 ft, at us side, 109.3 - 105.6 = 3.7 ft. Eff. pier width is a depth-weighted ave. of the column, footing, and piling.Reference bed is at elev. 111.4 ft. Minimum bed elev. at pier is at downstream side at 104.9 ft. Scour-hole depth = 111.4 - 104.9 = 6.5 ft. Effective pier width is a depth-weighted average of the column, footing, and piling widths.Reference bed is at elev. 110.3 ft. Minimum bed elev. at pier is at upstream side at 105.4 ft. Scour-hole depth = 110.3 - 105.4 = 4.9 ft. Effective pier width is a depth-weighted average of the column, footing, and piling widths. Reference bed at upstream side is at elev 111.5 ft. Minimum bed at upstream side is at 109.0 ft. At downstream side, bed is at 108.6 ft, but there is no defined hole. Scour-hole depth = 111.5 - 109.0 = 2.5 ft. Effective pier width is a depth-weighted average of the irregular pier widths.Reference bed is at elev. 116.1 ft. Minimum bed elev. at pier is at upstream side at 112.0 ft. Scour-hole depth = 116.1 - 112.0 = 4.1 ft. Effective pier width is a depth-weighted average of the irregular pier widths.Reference bed is at elev. 110.3 ft at downstream side. Minimum bed elev. at pier is at downstream side at 102.9 ft (rough soundings). Scour-hole depth = 110.3 - 102.9 = 7.4 ft, at us side, 110.7 - 105.7 = 5.0 ft. Effective pier width is a depth-weighted average of the irregular pier widths.Reference bed is at elev. 112.7 ft. Minimum bed elev. at pier is at upstream side at 107.0 ft (rough soundings). Scour-hole depth = 112.7 - 107.0 = 5.7 ft. Effective pier width is a depth-weighted average of the irregular pier widths.Reference bed at downstream side of pier is at elev. 11.5 ft. Minimum bed elev. at pier is at downstream side at 107.6 ft. Scour-hole depth = 111.5 - 107.6 = 3.9 ft, at us side, 111.7 - 108.6 = 3.1 ft. Effective pier width is a depth-weighted average of the irregular pier widths.Reference bed is at elev. 111.0 ft. Minimum bed elev. At pier is at upstream side at 105.7 ft. Scour-hole depth = 111.0 - 105.7 =5.3 ft. Effective pier width is a depth-weighted average of the irregular pier widths.Reference bed is at elev. 115.8 ft. Minimum bed elev. at pier is at upstream side at 113.5 ft. Scour-hole depth = 115.8 - 113.5 = 2.3 ft. Effective pier width is a depth-weighted average of the irregular pier widths.Reference bed is at elev. 116.8 ft at downstream side. No defined scour hole is on upstream side. Minimum bed is at downstream side at 112.0 ft. At upstream side, bed is at 116.4 ft. Scour-hole depth = 116.8 - 112.0 = 4.8 ft. Effective pier width is a depth-weighted average of the irregular pier widths.Reference bed is at 217.5 ft. Minimum bed (213.0 ft) at pier face is affected by the top of the footing (213.0 ft). Cross section measured at upstream side of bridge was supplemented with soundings at pier (26117 213.0, 26125 214.8) and 5 ft upstream from pier (26111 214.6, 26121 215.2, 26131 214.5)., < P d z  %N@?@333333?(@G@)\(@@333333@@ C@ffffff@a@V@1@1UpstreamClear-waterNon-cohesiveUnknownInsignificant See 6/6/91 description for P1.$`N@? @333333?@K@33333 @333333!@333333@@ C@ffffff@a@V@1@1UpstreamClear-waterNon-cohesiveUnknownInsignificant1@#K@?gfffff??@*@(\@=@@&@ @@4@.@(\?4UpstreamLive-bedNon-cohesiveUnknownUnknown@"@? @?@D@(\@9@@ @ @@4@.@(\?4UpstreamLive-bedNon-cohesiveUnknownUnknown@!@98?gfffff??@A@RQ@gffff:@@ @ @@4@.@(\?4UpstreamLive-bedNon-cohesiveUnknownUnknown&@ K@?@?ffffff@B@(\@gffff<@@&@ @@4@.@(\?5DownstreamLive-bedNon-cohesiveUnknownUnknown@@qq?@?@C@\(\@333339@333333@0@ @@4@.@(\?5UpstreamLive-bedNon-cohesiveUnknownUnknown@@?gfffff @?ffffff @F@(\@<@@ @ @@4@.@(\?5UpstreamLive-bedNon-cohesiveUnknownUnknown@@?@?333333@T@(\@gfffff<@@6@ @@4@.@(\?5UpstreamLive-bedNon-cohesiveUnknownUnknown@ K@?#@?@H@Gz@L;@@,@ @@4@.@(\?6UpstreamLive-bedNon-cohesiveUnknownUnknown@ @qq?gfffff@?@>@(\@9@333333@2@ @@4@.@(\?6DownstreamLive-bedNon-cohesiveUnknownUnknown@ @?@?ffffff@O@(\@33333;@@,@ @@4@.@(\?6DownstreamLive-bedNon-cohesiveUnknownUnknown@ @98?@?333333 @G@333333@>@@0@ @@4@.@(\?6UpstreamLive-bedNon-cohesiveUnknownInsignificant@ K@?@?@A@333333@gffff<@ffffff@ @@4@.@(\?7DownstreamLive-bedNon-cohesiveUnknownInsignificant&@@?ffffff@?ffffff@;@gfffff?7@333333@ @@4@.@(\?7UpstreamLive-bedNon-cohesiveUnknownInsignificant@K@?@?@N@gfffff@>@@&@ @@4@.@(\?6DownstreamLive-bedNon-cohesiveUnknownInsignificant(@+LVAL*)    ilYScour variables for P3 were estimated on the basis of measurements and resScour variables for P3 were estimated on the basis of measurements and results for 9/23/92, 5/27/93, and 6/30/93. Also see 5/21/93 comments for P1.See 5/21/93 comments for P1 for explanation of how flow velocity was estimated at P2. All scour determinations first required adjusting section for 35- degree skew to flow.See 5/21/93 and 5/27/93 comments for P1. Also, for all P1 measurements, determination of scour first required adjusting section for 35-degree skew. The skew adjustment generally applies to all sections measured and all resultant scour measurements.See 5/21/93 comments for P1. For all P1 cases, reference surface for estim- ating pier scour, top width, and side slope was determined on the basis of surveyed sections (8/28/92) at approach and exit.Measurements made from bridge w/sounding wt and reel. Because current-meter measurements were not taken, approach velocity was estimated using surveyed channel-geometry data, streamflow data, and REW and LEW elevations input to HP2 option of WSPRO.See 6/23/93 description for P1. See 6/6/91 description for P2 for discussion of how reference surface was estimated for determining scour depth.See 6/18/92 description for P1. See 6/6/91 description for P2 for discussion of how reference surface was estimated for determining scour depth.See description for P1 for 6/6/91. Reference surface for determining scour at P2 is estimated using 10/23/91 data for exit and approach overlayed on bridge section data for 6/6/91. Data for exit and approach sections dated 10/7/92 demonstrate no change in channel geometry for the two sections.Measurement made from bridge w/sounding wt and reel. Effective pier width is avg at WSEL and at reference surface used to measure to base of scour hole. Approach velocity was estimated using surveyed channel-geometry data, streamflow data, and REW and LEW elevations input to HP2 option of WSPRO.Measurements made from bridge w/sounding wt and reel. Effective pier width is avg at WSEL and at reference surface used to measure to base of scour hole. Approach velocity was estimated w/current meter at several stations located away from pier acceleration zone using the two-point velocity method.Reference bed is at elev. 111.3 ft. Minimum bed elev. at pier is at upstream side at 109.9 ft. Scour-hole depth = 111.3 - 109.9 = 1.4 ft. Effective pier width is a depth-weighted average of the column, footing, and piling widths.Reference bed is at elev. 114.1 ft. Minimum bed at upstream side is at 110.9 ft. At ds side, bed is at 110.4 ft. Scour-hole depth = 114.1 - 110.9 = 3.2 ft. Effective pier width is a depth-weighted average of the column, footing, and piling widths.Reference bed is at elev. 113.5. Scour-hole side slope is rough due to close proximity of bank. Minimum bed elev. at pier is at upstream side at 111.6 ft. Scour-hole depth = 113.5 - 111.6 = 1.9 ft. Effective pier width is a depth-weighted average of the column, footing, and piling widths.Reference bed is at elev. 111.5 ft. Minimum bed elev. at pier is at downstream side at 107.0 ft. Scour-hole depth = 111.5 - 107.0 = 4.5 ft, at us side: 112.0 - 107.9 = 4.1 ft. Eff. pier width is a depth-weighted ave. of the column, footing, and piling.Reference bed is at elev. 109.0 ft. Minimum bed at pier is at upstream side at 107.0 ft. Scour-hole depth = 109.0 - 107.0 = 2.0 ft. Effective pier width is a depth-weighted average of the column, footing, and piling widths.Reference bed is at elev. 110.5 ft. Minimum bed elev. at pier is at upstream side of pier at 107.2 ft. Scour-hole depth = 110.5 - 107.2 = 3.3 ft. Effective pier width is a depth-weighted average of the column, footing, and piling widths. y4!@?gfffff??333333@2@@gfffff@@ @R@ffffff@g@b@<@1UpstreamClear-waterNON-COHUnknownUnknown@ 3!@?gfffff@?#@G@ffffff @ @@ @R@ffffff@g@b@<@1UpstreamClear-waterNon-cohesiveUnknownUnknown@ 2!@88?@?333333@A@ @gfffff!@@ @R@ffffff@g@b@<@1UpstreamClear-waterNon-cohesiveUnknownUnknown@ 1 @@?@H@@gfffff@333333 @@ W@@t@l@C@2UpstreamClear-waterNon-cohesiveUnknownInsignificant@ 0 }@?gfffff@?333333@F@@ @333333 @@ W@@t@l@C@2UpstreamClear-waterNon-cohesiveUnknownInsignificant@ / `N@qq?@?ffffff@F@333333%@@333333 @@ W@@t@l@C@2UpstreamClear-waterNon-cohesiveUnknownInsignificant-@. @gfffff?333333? @7@@333333 @333333 @@ W@@t@l@C@1UpstreamClear-waterNon-cohesiveUnknownInsignificant See 6/6/91 description for P1.- }@?333333?333333?333333(@3@gfffff@gfffff @333333 @@ W@@t@l@C@1UpstreamClear-waterNon-cohesiveUnknownInsignificant See 6/6/91 description for P1., `N@qq??333333?@.@ @333333@333333 @@ W@@t@l@C@1UpstreamClear-waterNon-cohesiveUnknownInsignificant.@+O@?@333333?@F@ ףp= @ffffff@333333@@ C@ffffff@a@V@1@2UpstreamClear-waterNon-cohesiveUnknownInsignificant!See 6/18/91 description for P1.*@O@?gfffff@333333?ffffff!@F@Q@333333@333333@@ C@ffffff@a@V@1@2UpstreamClear-waterNon-cohesiveUnknownInsignificant!See 6/13/91 description for P1.)N@?@333333?@F@ ףp= @gfffff@333333@@ C@ffffff@a@V@1@2UpstreamClear-waterNon-cohesiveUnknownInsignificant!See 6/10/91 description for P1.(`N@?@333333?@F@Q@gfffff@333333@@ C@ffffff@a@V@1@2UpstreamClear-waterNon-cohesiveUnknownInsignificant See 6/6/91 description for P1.'O@? @333333?#@F@@gfffff@333333@@ C@ffffff@a@V@1@1UpstreamClear-waterNon-cohesiveUnknownInsignificant See 6/6/91 description for P1.&@O@?@333333?ffffff@F@Q@@333333@@ C@ffffff@a@V@1@1UpstreamClear-waterNon-cohesiveUnknownInsignificantSee 6/6/91 description.    +    D"@P@rq?333333?333333?@.@@?333333 @  @"@H@>@ffffff?P4UpstreamLive-bedNon-cohesiveUnknownModerateSee 5/21/91 comments for P3.C" N@98??333333?ffffff@(@@?333333 @  @"@H@>@ffffff?P4UpstreamLive-bedNon-cohesiveUnknownModerateSee 5/21/91 comments for P3.B"`L@??333333?!@,@ffffff@?333333 @  @"@H@>@ffffff?P4UpstreamLive-bedNon-cohesiveUnknownModerateSee 5/21/91 comments for P3.A"@P@rq? @333333?@F@@?333333 @  @"@H@>@ffffff?P3UpstreamLive-bedNon-cohesiveUnknownModerateSee 5/21/91 comments for P3.@" N@98?333333 @333333?ffffff@F@@?333333 @  @"@H@>@ffffff?P3UpstreamLive-bedNon-cohesiveUnknownModerateSee 5/21/91 comments for P3.?"`L@? @333333?@F@@?333333 @  @"@H@>@ffffff?P3UpstreamLive-bedNon-cohesiveUnknownModerate@="@P@rq???ffffff%@@@@?333333 @  @"@H@>@ffffff?P1UpstreamLive-bedNon-cohesiveUnknownModerate"See comments for P1 for 5/21/91.<" N@98?333333??@0@@?333333 @  @"@H@>@ffffff?P1UpstreamLive-bedNon-cohesiveUnknownModerate"See comments for P1 for 5/21/91.;"`L@?333333??$@8@@333333?333333 @  @"@H@>@ffffff?P1UpstreamLive-bedNon-cohesiveUnknownModerate@:!@??333333?@&@ @@@ @R@ffffff@g@b@<@3UpstreamClear-waterNon-cohesiveUnknownUnknowny@9!@??333333?@@ @333333@@ @R@ffffff@g@b@<@3UpstreamClear-waterNon-cohesiveUnknownUnknownSee 5/21/93 comments for P1.8!@88?333333?333333?@@gfffff @@@ @R@ffffff@g@b@<@3UpstreamClear-waterNon-cohesiveUnknownUnknown@7!@??333333?@2@333333@@ @ @R@ffffff@g@b@<@2UpstreamClear-waterNon-cohesiveUnknownUnknownSee 5/21/93 comments for P2.6!@??333333?333333&@D@ @333333@@ @R@ffffff@g@b@<@2UpstreamClear-waterNon-cohesiveUnknownUnknownSee 5/21/93 comments for P2.5!@88??333333?.@H@gfffff@ffffff @ @ @R@ffffff@g@b@<@2UpstreamClear-waterNon-cohesiveUnknownUnknown@*LVAL H S  h + W  7wt$nThe scour is assumed to have occurred during the record 1987 flood. Hydraulic data are based on 52,000 cfs flowing under the bridge, eThe scour is assumed to have occurred during the record 1987 flood. Hydraulic data are based on 52,000 cfs flowing under the bridge, excluding about 25,000 cfs bypassing bridge. The scour depth is based on the ambient bed from stations 242-284 for 1989-92 inspections.The scour is assumed to have occurred during the record 1987 flood. Hydraulic data are based on 52,000 cfs flowing under the bridge, excluding about 25,000 cfs bypassing bridge. The scour depth is based on the ambient bed from stations 152-194 for 1989-92 inspections. USGS measurement #675, 06-24-72. Scour based on ambient bed from station 603 and ambient bed from station 600-640 of measurement #653 (1970).USGS measurement #653, 10-23-70. Scour based on ambient bed from station 640.USGS measurement #736, 03-25-80. Elevation of scour hole dropped 0.8 ft from measurement #708 (1975) to measurement #736 (1980). Added to the previous local scour of 2.2 ft results in 3.0 ft "total" local scour used in USGS national scour study. Each scour is analyzed separately in the New York study.USGS measurement #675, 06-24-72. Scour based on ambient bed from station 470 to 590 of measurement #676 (6-25-72).USGS measurement #653, 10-23-70. Scour based on ambient bed from station 520 to 580.USGS measurement #736, 03-25-80. Elevation of scour hole dropped 1.0 ft from measurement #708 (1975) to measurement #736 (1980). Added to 2.3 ft previous local scour results in 3.3 ft "total" local scour used in USGS national scour study. The New York study analyzes this scour separately.USGS measurement #708, 09-28-75. Scour based on ambient bed from station 436 of measurement #680, 8-18-72 (streambed material placed around pier).USGS measurement #675, 06-24-72. Scour based on ambient bed from station 395 to 457.USGS measurement #653, 10-23-70. Zero scour was measured.USGS measurement #736, 03-25-80. Zero scour was measured.USGS measurement #708, 09-28-75. Scour based on ambient bed from station 285.USGS measurement #675, 06-24-72. Scour based on ambient bed from station 278 to 345. Other supporting data were used to help define the ambient bed.USGS measurement #653, 10-23-70. Zero scour was measured.USGS measurement # 736, 03-25-80. Zero scour was measured.USGS measurement # 708, 09-28-75. Scour depth based on ambient bed at station 245.USGS measurement #675, 06-24-72. Scour based on ambient bed from station 165 to 228.USGS measurement # 653, 10-23-70. Zero scour was measured.USGS measurement #736, 03-25-80. Zero scour was measured.USGS measurement #708, 09-28-75. Scour depth is based on ambient bed from station 90.USGS measurement #675, 06-24-72. Scour depth is based on ambient bed from station 70 to 115.USGS measurement #653, 10-23-70. Zero scour was measured.The sounding weight became lodged under the footing during measurement. Local scour at the upstream side of the bridge (ussb) is 4.5 ft. The maximum local scour is 5.2 ft 25 ft downstream from ussb, based on the 8-28-91 cross section. The ambient bed was lowered 0.4 ft.Sounding measurements were made from u/s face of bridge w/four-wheel base, reel, and 100-lb weight. Velocities were measured w/current meter. Reference surface was estimated from section plot and surface was used to estimate approach flow depth and other scour-hole variables.Used soundings to left of pier to estimate approach-flow depth. Measurements made with four-wheel base and sounding weights. Velocity measurements made w/current meter for estimating approach flow velocity.All measurements at P3 to date involve estimation of velocity using HP2 output of WSPRO. See 5/21/93 comments for P1.= $; R e | ,CZmU$@@gfffff @? gfffff@333333)@@ ;@ffffff@@V@M@&@3UpstreamClear-waterNon-cohesiveUnknownUnknown*@T$@@gfffff@?,@Q@$@3@@ ;@ffffff@@V@M@&@3UpstreamUnknownNon-cohesiveUnknownUnknown@S$@333333@?ffffff@N@(@gfffff?@@ ;@ffffff@@V@M@&@3UpstreamUnknownNon-cohesiveUnknownUnknownX@R$B@? @gfffff&@@ ;@ffffff@@V@M@&@3UpstreamUnknownNon-cohesiveUnknownUnknown<@Q$@@? @(@@ ;@ffffff@@V@M@&@4UpstreamClear-waterNon-cohesiveUnknownUnknown<@P$@@gfffff??1@@U@#@333332@@ ;@ffffff@@V@M@&@4UpstreamUnknownNon-cohesiveUnknownUnknownP@O$@333333@?%@W@gfffff&@gffff?@@ ;@ffffff@@V@M@&@4UpstreamUnknownNon-cohesiveUnknownUnknown@ N$B@? gfffff @333333@@ ;@ffffff@@V@M@&@4UpstreamUnknownNon-cohesiveUnknownUnknown<@ M$@@? @'@@ ;@ffffff@@V@M@&@5UpstreamClear-waterNon-cohesiveUnknownUnknown=@ L$@@gfffff??4@U@!@1@@ ;@ffffff@@V@M@&@5UpstreamUnknownNon-cohesiveUnknownUnknownV@ K$@333333@?333333@N@%@:@@ ;@ffffff@@V@M@&@5UpstreamUnknownNon-cohesiveUnknownUnknownX@ J$B@? @@@ ;@ffffff@@V@M@&@5UpstreamUnknownNon-cohesiveUnknownUnknown=@I$@@? @!@@ ;@ffffff@@V@M@&@6UpstreamClear-waterNon-cohesiveUnknownUnknown<@H$@@??0@>@@(@@ ;@ffffff@@V@M@&@6UpstreamUnknownNon-cohesiveUnknownUnknownY@G$@@?&@\@gfffff!@3@@ ;@ffffff@@V@M@&@6UpstreamUnknownNon-cohesiveUnknownUnknown`@F$B@? ?@@ ;@ffffff@@V@M@&@6UpstreamUnknownNon-cohesiveUnknownUnknown<@E#@2@@?ffffff@J@333333@$@@>@ @@?S@K@2@1UpstreamClear-waterNon-cohesiveUnknownInsignificant@.A X o | '4m+@@???ffffff @4@333333@@ @ 2@ffffff?F@A@"@2UpstreamClear-waterNon-cohesiveUnknownInsignificant@ k*:@UUUUUU???@@@+@@0@ (\?ffffff@??Mb?2UpstreamLive-bedNon-cohesiveUnknownInsignificantc@j*:@UUUUUU?@?@1@@1@@6@ @ffffff@@@Q?1UpstreamLive-bedNon-cohesiveUnknownInsignificantc@h) @???@&@@*@ @ (\?333333 @??Q?3UpstreamLive-bedNon-cohesiveUnknownInsignificantA@g) @???/@I@@gfffff)@ @ Q?@!@@?2UpstreamLive-bedNon-cohesiveUnknownInsignificantA@e(@@?@9@gfffff-@9@$@ F@@a@Y@,@1UpstreamClear-waterNon-cohesiveUnknownUnknown@d' @ @? #@5@@ ;@?K@E@2@3UpstreamClear-waterNon-cohesiveUnknownUnknown9@a&X@ @? 333333@0@@ <@ffffff?@P@J@,@4UpstreamClear-waterNon-cohesiveUnknownModerate@`&X@?? "@L2@@ <@ffffff?@P@J@,@3UpstreamClear-waterNon-cohesiveUnknownUnknown7@_&X@??  @2@@ <@ffffff?@P@J@,@2UpstreamClear-waterNon-cohesiveUnknownUnknown@]%@gfffff??%@B@(@gffff1@@ @@@W@N@.@1UpstreamClear-waterNon-cohesiveUnknownInsignificant@\%@ @?ffffff@D@&@333330@@ @@@W@N@.@2UpstreamClear-waterNon-cohesiveUnknownInsignificant@Z$@gfffff@?@P@*@L;@@ ;@ffffff@@V@M@&@1UpstreamUnknownNon-cohesiveUnknownUnknown@Y$B@333333??#@C@@)@@ ;@ffffff@@V@M@&@1UpstreamUnknownNon-cohesiveUnknownUnknownP@X$@@@?333333@S@ @3333330@@ ;@ffffff@@V@M@&@2UpstreamClear-waterNon-cohesiveUnknownUnknown5@W$@ffffff@?)@@[@)@?@@ ;@ffffff@@V@M@&@2UpstreamUnknownNon-cohesiveUnknownUnknownv@V$B@??333333?@R@@(@@ ;@ffffff@@V@M@&@2UpstreamUnknownNon-cohesiveUnknownUnknownX@LVAL,v The study site is located at the County Road 87 bridge crossing the South Platte River, 1 mile north of Masters and U.S. Highway 34. The drainage basin (12,119 sq mi) includes rolling, irrigated farmland and mountainous areas. Natural streamflow is affected by reservoirs, diversions, ground-water withdrawals and return flows. A diversion dam is located about 1000 ft upsteam of the bridge. There is a sand-bed channel at this location. Two tributaries enter the South Platte River at about 100 ft and 25 ft upstream from the bridge on the right bank. The majority of the flow is along the right side of the channel. During low flows, there is a sandbar along the left side of the channel that extends upstream and downstream from the bridge. The bridge, estimated to be at least 40 years old, is 361 ft long, and it has eight concrete piers spaced 40 ft apart. The piers are perpendicular to the bridge and generally aligned with the flow. The piers are square nosed with a width of 0.95 ft and a length of 24 ft. (Sediment samples taken from the pier-scour holes are identified with a "P".) A USGS streamflow-gaging station is located on the right bank downstream from the bridge. The range of discharge during data collection was from 1,450 to 8,010 cubic feet per second. The maximum reported at-pier approach velocity was 5.2 feet per second. The maximum peak flow for 1984 (May 18) was 8,220 cubic feet per second. Data collection near piers 6, 7, and 8 (numbered from the left bank) was complicated by accumulated debris and (or) velocities that made positioning the sounding weights difficult. The depth of scour was measured on either side of these piers. The data reported herein were collected as part of a study of general scour at bridge crossings and local scour at bridge piers at sites in Colorado in 1984 (Jarret and Boyle, 1986). The purpose of the study was to develop and test guidelines for collecting streambed-scour data at bridges during high flows. EquP LVAL` ipment and procedures commonly used in the the U.S. Geological Survey streamflow-gaging program were employed. A secondary purpose was to evaluate local-sour-prediction equations. The four data-collection sites were selected because record or near-record snow packs were present in the basin headwaters, and the bridges at the sites did not appear to contract the main-channel flow. Estimates of local scour at piers based on the stream cross-section data collected at the upstream and downstream side of the bridge are reported here. Approach depths at piers were computed as the total depth minus the estimated scour-hole depth. At-pier approach velocity and flow skew angle are reported if available.LVAL, The study site is located at the County Road 613 bridge crossing the Arkansas River, 0.98 mile north of Nepesta and U.S. Highway 50. The drainage basin (9400+ sq mi) includes rolling, irrigated farmland and mountainous areas. Natural streamflow is affected by reservoirs, diversions, ground-water withdrawals and return flows. About 60 ft upstream from the bridge, there is a railroad bridge with two piers that may affect scour at this site. There is a sand-bed channel at this location. The majority of the flow is along the left side of the channel. During low flows, there is a sandbar (about 140 ft wide) in the middle of the channel that extends upstream and downstream from the bridge. The bridge, built in 1905, is 283 ft long, and it has three concrete- filled steel-cylinder piers spaced 105 ft apart. The steel cylinders, 4 ft in diameter, are at each end of the pier, and they are connected by a solid steel web. Pier length is 21 ft, and pier height is approximately 10-12 ft. The piers are perpendicular to the bridge and are generally aligned with the flow. (Sediment samples taken from pier-scour holes are identified with a "P".) Bridge inspections by Pueblo County officials in 1984 indicated evidence of scour-related and (or) debris-related deterioration of the left abutment, pier 1, and pier 2 (numbered from left bank). Accumulated debris on the sandbar at pier 2 hampered measurement of scour depths on occasion. A streamflow-gaging station operated by the State of Colorado is located on the right bank about 3 miles upstream from the bridge. The range of discharge during data collection was from 360 to 3,690 cubic feet per second. The maximum reported at-pier approach velocity was 5.4 feet per second. The maximum peak flow for 1984 (August 22) was 13,600 cubic feet per second. The data reported herein were collected as part of a study of general scour at bridge crossings and local scour at bridge piers at sites in Colorado in 1984 (Jarret and Boyl2 LVALB e, 1986). The purpose of the study was to develop and test guidelines for collecting streambed-scour data at bridges during high flows. Equipment and procedures commonly used in the the U.S. Geological Survey streamflow-gaging program were employed. A secondary purpose was to evaluate local-sour-prediction equations. The four data-collection sites were selected because record or near-record snow packs were present in the basin headwaters, and the bridges at the sites did not appear to contract the main-channel flow. Estimates of local scour at piers based on the stream cross-section data collected at the upstream and downstream side of the bridge are reported here. Approach depths at piers were computed as the total depth minus the estimated scour-hole depth. At-pier approach velocity and flow skew angle are reported if available.LVAL,The study site is located at the U.S. Highway 285 bridge crossing the Rio Grande River, 2 mi north of Monte Vista, Colo. The drainage basin (1,590 sq mi) includes rolling, irrigated farmland and mountainous areas. Natural streamflow is affected by reservoirs, diversions, ground-water withdrawals and return flows. The majority of the flow is along the left side of the channel. There is a gravel channel bed at this site. During low flows, there is a gravel bar along the right bank that extends upstream and downstream from the bridge. Also, there is a gravel bar along the left side of the single pier at the site, and it extends downstream from the bridge. The bridge, built in 1972, is 176 ft long, and one concrete pier is located at the center of the channel. The pier is 3.25 ft wide at the bottom tapering to 2 ft wide at the top. It is 90 ft long at the bottom tapering to 86.76 ft at the top. The pier is 13 ft high from the bottom up to the beam capping the pier. The pier is perpendicular to the bridge and is generally aligned with the channel. (A sediment sample taken from pier-scour hole is identified with a "P".) A streamflow-gaging station operated by the State of Colorado is located on the left bank downstream from the bridge. The range of discharge during data collection was from 108 to 2,200 cubic feet per second. The maximum reported at-pier approach velocity was 5.4 feet per second. The maximum peak flow for 1984 (May 27) was 3,830 cubic feet per second. The data reported herein were collected as part of a study of general scour at bridge crossings and local scour at bridge piers at sites in Colorado in 1984 (Jarret and Boyle, 1986). The purpose of the study was to develop and test guidelines for collecting streambed-scour data at bridges during high flows. Equipment and procedures commonly used in the the U.S. Geological Survey streamflow-gaging program were employed. A secondary purpose was to evaluate local-sour-prediction equations. The  LVAL four data-collection sites were selected because record or near-record snow packs were present in the basin headwaters, and the bridges at the sites did not appear to contract the main-channel flow. Estimates of local scour at piers based on the stream cross-section data collected at the upstream and downstream side of the bridge are reported here. Approach depths at piers were computed as the total depth minus the estimated scour-hole depth. At-pier approach velocity and flow skew angle are reported if available.LVAL% . I " * c={R$VThe width of the pier was calculated aThe width of the pier was calculated as the depth weighed average pier width.The scour depth is probably not valid where the velocity is zero (remnant hole).See comments for 5/17/90 scour measurment.Bed-material samples were collected during low flow on 8/20/90. Refer to comment for scour measurement on 5/16/90. Water-surface slope was 0.00299.Bed-material samples were collected during low flow on 8/20/90. Refer to comment for scour measurement on 5/16/90. Water-surface slope was 0.00081.Bed-material samples were collected during low flow on 8/20/90. Two samples were collected at Pier 1 on 8/20/90: The first sample was collected in the scour hole (D50 is 5.0 mm), and the second sample was collected 2 feet upstream from the scour hole (D50 is 0.83 mm). W.S. slope was 0.00096.Field data indicates the possibility that debris was near the pier during scour measurement. Soundings could be made in the vicinity of pier 1 with effort. Water-surface slope was 0.00018.The water-surface slope was 0.00135.The large top width of the scour hole (35 ft) was doubled checked. Refer to comment on 8/22/90 pier 1 measurement. Submerged debris may possibly have reduced the scour depth that occurred with the increased flow and velocity. The bed sample was collected during low flow. W.S. slope was 0.00135.The top width of the scour hole at pier 1 (20 ft) seems quite wide--yet from a check of the data, this value appears reasonable. Possibly, a large debris pile may have been on pier 1 prior to data collection. The bed- material sample was collected during low flow.The bed-material sample was collected on 8/31/90. The water-surface slope was 0.00158.Refer to comments for pier 1 scour measurement of 5/16/90, as the same situation is applicable for this scour measurement, (Use D50 of 10.2 mm). The accuracy of the 12/19/90 scour-hole depth was estimated to be 1.0 foot, because of ambient-bed elevation uncertainty. Water-surface slope was 0.00158.The bed-material sample for pier 1 could not be analyzed because of standing water. For the 5/16/90 scour measurement, the bridge-section composite bed-material sample D50 value of 10.2 mm was used for pier 1. Water-surface slope was 0.00153.There is scour at the right pier only and there is no apparent, significant contraction scour. Bed-material samples were collected during low flow on 9/6/90. Water-surface slope was 0.00080.Bed-material samples were collected during low-flow on 10/2/90. Water-surface slope was 0.00065.Bed-material samples were collected during low-flow on 10/2/90. Water-surface slope was 0.00065.Bed-material samples were collected during low-flow on 9/12/90.Bed-material samples were collected during low-flow on 9/12/90.The measurements in 1989-92 all indicate about 3.1 ft of scour. The scour is assumed to have occurred during the 1955 flood.NYSDOT measurement extends from 30 ft upstream to 30 ft downstream from pier 3 at 5-ft increments along left side of pier. Local scour is based on change in ambient bed from station -10 (10 ft upstream) to station 5 (5 ft downstream from pier nose). NYSDOT 1986-88 x-sections: 0001=right side 0002=left side.Same as pier 2 except ambient bed is station 484-524. Scour is deeper at pier 4 than at piers 2 and 3 despite lower velocities. The precise cause in unknown, but it could be related to possible differences in bed material or the presence of debris at pier 4.Same as pier 2 except ambient bed is station 367-384.Scour depth is based on the ambient bed from station 234-250. It is assumed that the highest previous flow in 1979 produced the scour. However, high flows in 1977, 1984, and 1986 may have contributed to the scour. ' : M f s p^n~~/ 9@UUUUUU? @?@D@@333333&@@ 1@@D@=@333333@2UpstreamLive-bedNon-cohesiveUnknownInsignificant@}/@@88?@?@D@@%@@ 1@@D@=@333333@2UpstreamLive-bedNon-cohesiveUnknownInsignificant@|/ @UUUUUU?333333@?!@F@@@333333@ 1@@D@=@333333@2UpstreamLive-bedNon-cohesiveUnknownInsignificant)@{/ 9@UUUUUU???@7@@333333$@ @ @@6@0@q= ףp?1UpstreamLive-bedNon-cohesiveUnknownInsignificant@z/@@88?333333@?ffffff"@D@@"@ @ @@6@0@q= ףp?1UpstreamLive-bedNon-cohesiveUnknownInsignificant@y/ @UUUUUU???@4@@gfffff@ @ @@6@0@q= ףp?1UpstreamLive-bedNon-cohesiveUnknownInsignificant)@w.:@rq???333333@"@@+@@ @ Q? @ffffff? ףp= ?Q?1UpstreamLive-bedNon-cohesiveUnknownInsignificant"Water-surface slope was 0.00043.v.`@98???ffffff$@@? @@ @ Q? @ffffff? ףp= ?Q?1UpstreamClear-waterNon-cohesiveUnknownInsignificant"Water-surface slope was 0.00029.u.@qq?gfffff??@$@333333?@@ @ Q? @ffffff? ףp= ?Q?1UpstreamClear-waterNon-cohesiveUnknownModerate@t-:@UUUUUU???ffffff@&@@gfffff$@@ \(\? @@@MbX9?2UpstreamClear-waterNon-cohesiveUnknownInsignificant&@s-`*@qq???@@?@@ \(\? @@@MbX9?2UpstreamClear-waterNon-cohesiveUnknownInsignificantr-:@UUUUUU?@?333333@A@@$@@ @@F@:@?1UpstreamClear-waterNon-cohesiveUnknownUnknown/@q-`*@qq?@?@4@@@@ @@F@:@?1UpstreamClear-waterNon-cohesiveUnknownUnknown@ p,@9@qq?gfffff??@@ @gfffff@@ N@333333@R@Q@(@2UpstreamClear-waterNon-cohesiveUnknownInsignificantY@ o,@9@qq?@?#@>@333333@gfffff@@ A@(\?C@C@ffffff-@1UpstreamClear-waterNon-cohesiveUnknownInsignificant0@ n, @UUUUUU?333333??@@gfffff@ @@ A@(\?C@C@ffffff-@1UpstreamClear-waterNon-cohesiveUnknownInsignificant@ LVAL@ H J l0CVThe width of the pier was calculated aThe width of the pier was calculated as the depth weighed average pier width.The width of the pier was calculated as the depth weighed average pier width.The width of the pier was calculated as the depth weighed average pier width.The width of the pier was calculated as the depth weighed average pier width.The width of the pier was calculated as the depth weighed average pier width.The width of the pier was calculated as the depth weighed average pier width.The width of the pier was calculated as the depth weighed average pier width.The width of the pier was calculated as the depth weighed average pier width.The width of the pier was calculated as the depth weighed average pier width.The width of the pier was calculated as the depth weighed average pier width.Water-surface elevation - 386.4. The reference elevation was determined to be 313 after careful analysis of contour plots of the detailed data. The minimum bed elevation was 292.6. The volume of the scour hole was computed to be 126282 cu. ft. The pier width varies with the detph, and it's depth-weighted average width thus increase with decreasing depth. Exposed portions of the pier below the local-scour reference surface elevation were not used in computing the pier width. The location of the maximum scour depth is at the upstream left corner of the pier, as expected because of the slight skew of the flow.Water surface elevation - 388.4. The reference elevation was determined to be 314.5 after careful analysis of contour plots of the detailed data. The minimum bed elevation was 291.2. The volume of the scour hole was computed to be 113260 cu. ft. The pier width varies with the detph, and it's depth-weighted average width thus increase with decreasing depth. Exposed portions of the pier below the local-scour reference surface elevation were not used in computing the pier width. The location of the maximum scour depth is at the upstream left corner of the pier, as expected because of the slight skew of the flow. Scour did not develop along the left side of the pier even with a skew of 11 degrees.Accuarcy of local scour estimate is probably 1 foot. Estimate is maximum scour for this cross section only and may not represent the maximum local scour at the pier.Accuracy of local scour estimate is probably 1 foot. Estimate is maximum scour for this cross section only and may not represent the maximum local scour at the pier.Accuarcy of local scour estimate is probably 1 foot. Estimate is maximum scour for this cross section only and may not represent the maximum local scour at the pier.Accuarcy of local scour estimate is probably 1 foot. Estimate is maximum scour for this cross section only and may not represent the maximum local scour at the pier.Accuracy of local scour measurement is probably 1 foot. Estimate of local scour is for this cross section only and may not represent maximum local scour at the pier.A large, tightly interwoven debris pile was found on pier 1 when the site was initially established in December 1989, and it was removed by county highway crews around March 1990.Bed-material samples were collected during low flow on 8/20/90. Refer to comment for scour measurement on 5/16/90. Water-surface slope was 0.00299.Bed-material samples were collected during low flow on 8/20/90. Refer to comment for scour measurement on 5/16/90. Water-surface slope was 0.00081.Bed-material samples were collected during low flow on 8/20/90. Two samples were collected at Pier 2 on 8/20/90: The first sample was collected in the scour hole (D50 is 17 mm), and the second sample was collected 4 feet upstream from the scour hole (D50 is 23.5 mm). W.S. slope was 0.00096." D h @d| 0T1@?@?@9@p= ף@333335@@ ffffff?Q@ffffff@?{Gz?CNTRUpstreamUnknownUnknownUnknownUnknown1@?gfffff@? @B@Q@L5@@ ffffff?Q@ffffff@?{Gz?CNTRUpstreamUnknownUnknownUnknownUnknown1 @UUUUUU?@?@A@Gz@6@@ ffffff?Q@ffffff@?{Gz?CNTRUpstreamUnknownUnknownUnknownUnknown1@? @? @8@{Gz @6@@ ffffff?Q@ffffff@?{Gz?CNTRUpstreamUnknownUnknownUnknownUnknown1@?@?@A@q= ףp @3333330@@ ffffff?Q@ffffff@?{Gz?CNTRUpstreamUnknownUnknownUnknownUnknown1<@?@?@A@HzG @8@@ ffffff?Q@ffffff@?{Gz?CNTRUpstreamUnknownUnknownUnknownUnknown1 @?@?@R@> ףp=@33333<@@ ffffff?Q@ffffff@?{Gz?CNTRUpstreamUnknownUnknownUnknownUnknown@1@?gfffff@?@<@333333?gffff2@@ ffffff?Q@ffffff@?{Gz?LEFTUpstreamUnknownUnknownUnknownUnknown1@UUUUUU?@?@>@?gfffff2@@ ffffff?Q@ffffff@?{Gz?LEFTUpstreamUnknownUnknownUnknownUnknown1@???@3@(\?2@@ ffffff?Q@ffffff@?{Gz?LEFTUpstreamUnknownUnknownUnknownUnknown1@???@6@gfffff?333333/@@ ffffff?Q@ffffff@?{Gz?LEFTUpstreamUnknownUnknownUnknownUnknown1 @UUUUUU?@?@7@RQ?fffff0@@ ffffff?Q@ffffff@?{Gz?LEFTUpstreamUnknownUnknownUnknownUnknown1@?@?@@@?1@@ ffffff?Q@ffffff@?{Gz?LEFTUpstreamUnknownUnknownUnknownUnknown1@???$@A@\(\?0@@ ffffff?Q@ffffff@?{Gz?LEFTUpstreamUnknownUnknownUnknownUnknown1@?@?@8@)\(?ffffff0@@ ffffff?Q@ffffff@?{Gz?LEFTUpstreamUnknownUnknownUnknownUnknown1 @? @? @7@Gz?3333335@@ ffffff?Q@ffffff@?{Gz?LEFTUpstreamUnknownUnknownUnknownUnknown0&@qq?gfffff?? @3@@333333"@@ Gz?@?HzG?ʡE?1UpstreamLive-bedNon-cohesiveUnknownInsignificant,@0@@UUUUUU???ffffff@,@333333@333333@@ Gz?@?HzG?ʡE?1UpstreamLive-bedNon-cohesiveUnknownInsignificant@h$Hl  * Pv .Rv2@UUUUUU?gfffff??0@N@(\ @gfffff.@333333@ Gz?333333@@@ffffff?LEFTUpstreamUnknownUnknownUnknownUnknown2`q@???,@G@(\@,@333333@ Gz?333333@@@ffffff?LEFTUpstreamUnknownUnknownUnknownUnknown2F@???.@@@{Gz@,@333333@ Gz?333333@@@ffffff?LEFTUpstreamUnknownUnknownUnknownUnknown2F@UUUUUU???9@G@> ףp=@-@333333@ Gz?333333@@@ffffff?LEFTUpstreamUnknownUnknownUnknownUnknown2=@???9@D@{Gz@,@333333@ Gz?333333@@@ffffff?LEFTUpstreamUnknownUnknownUnknownUnknown2<@???>@K@gfffff@,@333333@ Gz?333333@@@ffffff?LEFTUpstreamUnknownUnknownUnknownUnknown1@?@??"@HzG?gfffff7@@ ffffff?Q@ffffff@?{Gz?RTUpstreamUnknownUnknownUnknownUnknown1@UUUUUU??? @$@HzG?5@@ ffffff?Q@ffffff@?{Gz?RTUpstreamUnknownUnknownUnknownUnknown1@???@@(\?4@@ ffffff?Q@ffffff@?{Gz?RTUpstreamUnknownUnknownUnknownUnknown1@???@@gfffff?L3@@ ffffff?Q@ffffff@?{Gz?RTUpstreamUnknownUnknownUnknownUnknown1@???@@Q?2@@ ffffff?Q@ffffff@?{Gz?RTUpstreamUnknownUnknownUnknownUnknown1 @UUUUUU?333333??!@4@> ףp=?2@@ ffffff?Q@ffffff@?{Gz?RTUpstreamUnknownUnknownUnknownUnknown1@?@?@;@333333?4@@ ffffff?Q@ffffff@?{Gz?RTUpstreamUnknownUnknownUnknownUnknown1@???$@>@?3@@ ffffff?Q@ffffff@?{Gz?RTUpstreamUnknownUnknownUnknownUnknown1 @?@? 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@@ Gz?ffffff?ffffff??ffffff?2UpstreamUnknownUnknownUnknownUnknown6E@UUUUUU?333333??@$@Q?333333@@ Gz?ffffff?ffffff??ffffff?1UpstreamUnknownUnknownUnknownUnknown6E@?gfffff??@"@333333?gfffff@@ Gz?ffffff?ffffff??ffffff?1UpstreamUnknownUnknownUnknownUnknown6E@??? @"@)\(?333333@@ Gz?ffffff?ffffff??ffffff?1UpstreamUnknownUnknownUnknownUnknown6*@UUUUUU?gfffff??@"@@gfffff@@ Gz?ffffff?ffffff??ffffff?1UpstreamUnknownUnknownUnknownUnknown6*@?333333??@"@@@@ Gz?ffffff?ffffff??ffffff?1UpstreamUnknownUnknownUnknownUnknown6@UUUUUU???@2@333333@gfffff@@ Gz?ffffff?ffffff??ffffff?1UpstreamUnknownUnknownUnknownUnknown@5v@UUUUUU?@?@:@!@333333!@@ R@ffffff@@o@@e@@@3UpstreamUnknownNon-cohesiveUnknownUnknown5@?333333??#@4@> ףp=@@@ R@ffffff@@o@@e@@@3UpstreamUnknownNon-cohesiveUnknownUnknown5@???#@1@333333@@@ R@ffffff@@o@@e@@@3UpstreamUnknownNon-cohesiveUnknownUnknown5v@UUUUUU???@3@zG@@@ R@ffffff@@o@@e@@@2UpstreamUnknownNon-cohesiveUnknownUnknown5@?333333??@@gfffff@@@ R@ffffff@@o@@e@@@2UpstreamUnknownNon-cohesiveUnknownUnknown5@???@"@q= ףp??@ R@ffffff@@o@@e@@@2UpstreamUnknownNon-cohesiveUnknownUnknown4v@?@? @B@ףp= @;@ @ Q??p= ף?q= ףp?Q?2UpstreamUnknownNon-cohesiveUnknownUnknown4`2@UUUUUU? @?"@O@q= ףp@>@ @ Q??p= ף?q= ףp?Q?2UpstreamUnknownNon-cohesiveUnknownUnknown(Ps Hp:@UUUUUU?333333??333331@N@HzG@,@%@ Q???@?10UpstreamLive-bedNon-cohesiveUnknownInsignificant5@@ @? @,@@B@ ,@@U@E@@4DownstreamLive-bedNon-cohesiveUnknownModerate0@@@? 333333@.@@B@ ,@@U@E@@3DownstreamLive-bedNon-cohesiveUnknownModerate.@9 @ ffffff5@@ Q@ffffffK@.@@ 333333?p= ף@@?333333?11UpstreamLive-bedNon-cohesiveUnknownInsignificanto@9 @ ffffff4@@ = ףp=@YR@+@@ 333333?p= ף@@?333333?11UpstreamLive-bedNon-cohesiveDuneInsignificantm@ 9@ L7@@ zG@yR@*@&@ 333333?p= ף@@?333333?11UpstreamLive-bedNon-cohesiveDuneInsignificant@ 8@UUUUUU?333333?? @3@gfffff@gfffff%@@ B@@f@R@2@2UpstreamUnknownUnknownUnknownUnknown8@???(@4@)\(@#@@ B@@f@R@2@2UpstreamUnknownUnknownUnknownUnknown8o@???$@4@gfffff@gfffff#@@ B@@f@R@2@2UpstreamUnknownUnknownUnknownUnknown8E@???$@1@zG@!@@ B@@f@R@2@2UpstreamUnknownUnknownUnknownUnknown8@UUUUUU???3@.@gfffff@@@ B@@f@R@2@2UpstreamUnknownUnknownUnknownUnknown8@UUUUUU???G@3@RQ@gfffff@@ B@@f@R@2@1UpstreamUnknownNon-cohesiveUnknownUnknown@7@UUUUUU???(@F@@%@@ K@?@`@U@C@2UpstreamUnknownNon-cohesiveUnknownUnknown7|@?@?!@B@ ףp= @%@@ K@?@`@U@C@2UpstreamUnknownNon-cohesiveUnknownUnknown7E@UUUUUU???@0@ @@@ K@?@`@U@C@2UpstreamUnknownNon-cohesiveUnknownUnknown6E@UUUUUU???@2@Gz? @@ Gz?ffffff?ffffff??ffffff?3UpstreamUnknownUnknownUnknownUnknown6*@UUUUUU?gfffff??@,@ףp= ?@@ Gz?ffffff?ffffff??ffffff?3UpstreamUnknownUnknownUnknownUnknownQLVAL c 3 bh0Pp80hThe bed-material sample was collected during low fThe bed-material sample was collected during low flow on XXXXXX The water-surface slope was 0.00780.The bed-material sample was collected during low flow on 7/9/92. The water-surface slope was 0.00091.The bed-material sample was collected during low flow on 7/9/92. The water-surface slope was 0.00299.The bed-material sample was collected during low flow on The water-surface slope was 0.00780.The bed-material sample was collected during low flow on 7/9/92. The water-surface slope was 0.00091.The bed-material sample was collected during low flow on 7/9/92. The water-surface slope was 0.00299.Bed-material sample collected during low flow 9/10/92.Bed-material sample collected during low flow 8/21/91.Bed-material sample collected during low flow 9/10/92.Bed-material sample collected during low flow 8/21/91.Bed-material sample collected during low flow 9/10/92.Bed-material sample collected during low flow 8/21/91.Bed-material sample collected during low flow 9/10/92.Bed-material sample collected during low flow 8/21/91.Bed-material sample collected during low flow 9/10/92.Bed-material sample collected during low flow 8/21/91.Bed-material sample collected during low flow 9/10/92.Bed-material sample collected during low flow 8/21/91.Bed-material sample collected during low flow 9/10/92.Bed-material sample collected during low flow 8/21/91.The bed-material sample was collected after the scour measurement on 10/15/92.Bed-material sample collected during low flow 7/30/92.Bed-material sample collected during low flow 7/30/92.Note: For all measurements, side slope of scour hole is horizontal distance per foot change in stream bed elevation in the scour hole. The width of the pier was calculated as the depth weighed average pier width.A deep scour hole did not develop around pier 10. Practically no scour occured in the left 1/2 of channel until after peak. In 8 days following peak, the river bed to left of pier 10 scoured out nearly 5 ft which did not fill in as occured around pier 9. The width of the pier was calculated as the depth weighed average pier width.Note: For all measurements, the side slope of scour hole is horizontal distance per foot change in elevation of stream bed in the scour hole. Note: For all measurements, bed material samples were not obtained in 1969. Note: The width of the pier was calculated as the depth weighed average pier width.Because of the skew to flow, water on the left side of the pier had a placid appearance, while the water surface on the right was extremely turbulent. The only characteristic common to all four piers was the minimum streambed elevation, which apparently was located at the downstream end of the piers.Adjacent to this pier, the bed scoured down to the top of the footing for a length of at least 10 ft at the downstream end of the pier. The minimum streambed elevation occurred downstream of the pier. The depth of scour to be expected in the absence of the footing probably wouldn't be significant.Water-surface elevation - 372.6. The reference elevation was determined to be 317.8 after careful analysis of contour plots of the detailed data. The minimum bed elevation was 296.4. The volume of the scour hole was computed to be 149830 cu. ft. The pier width varies with the detph, and it's depth-weighted average width thus increase with decreasing depth. Exposed portions of the pier below the local-scour reference surface elevation were not used in computing the pier width. The location of the maximum scour depth is at the upstream left corner of the pier, as expected because of the slight skew of the flow.* 8 F T d t < @88???5@F@@@@@U@ "@L3@Q@@@ ףp= ?3UpstreamLive-bedNon-cohesiveUnknownInsignificant8@< @88?ffffff??Q@2@333333@@@ (@ףp= !@F@?@(\?1UpstreamLive-bedNon-cohesiveUnknownInsignificant8@;@@?ffffff@?@&@ @333333%@@ 333333?HzG@ffffff?Q?L7A`?1UpstreamClear-waterNon-cohesiveUnknownUnknown:@88?@?+@N@p= ף?2@0@ Q???q= ףp??9UpstreamLive-bedNon-cohesiveUnknownUnknownO@:@@UUUUUU?$@?ffffff@W@)\(@<@2@ Q???q= ףp??9UpstreamLive-bedNon-cohesiveUnknownInsignificantO@:@OO?+@?Q@[@Q@L?@333331@ Q???q= ףp??9UpstreamLive-bedNon-cohesiveUnknownInsignificantO@:@98?.@?@Y@p= ף@LC@L1@ Q???q= ףp??9UpstreamLive-bedNon-cohesiveUnknownInsignificantO@:@PO?@?*@Y@ ףp= @;@-@ Q???q= ףp??9UpstreamLive-bedNon-cohesiveUnknownInsignificantO@:@?ffffff@?+@R@Gz@3333335@/@ Q???q= ףp??9UpstreamLive-bedNon-cohesiveUnknownInsignificant@:@UUUUUU?@?,@V@HzG@3@ffffff0@ Q???q= ףp??9UpstreamLive-bedNon-cohesiveUnknownInsignificantS@:@qq???2@N@p= ף?/@*@ Q???q= ףp??10UpstreamLive-bedNon-cohesiveUnknownInsignificantO@:@@UUUUUU???7@N@)\(@:@(@ Q???q= ףp??10UpstreamLive-bedNon-cohesiveUnknownInsignificantO@:@OO?@?'@I@Q@@@(@ Q???q= ףp??10UpstreamLive-bedNon-cohesiveUnknownInsignificantO@ :@98?@?333333*@I@p= ף@ @@$@ Q???q= ףp??10UpstreamLive-bedNon-cohesiveUnknownInsignificantO@ :@PO?333333@?333333"@R@ ףp= @6@%@ Q???@?10UpstreamLive-bedNon-cohesiveUnknownInsignificantO@ :@?ffffff??ffffff3@I@Gz@ffffff/@%@ Q???@?10UpstreamLive-bedNon-cohesiveUnknownInsignificantO@ ? L Y x= @88?333333@?ffffff@>@@333333!@@ P@ =@Q@Q@M@@5UpstreamClear-waterNon-cohesiveUnknownInsignificant8@=@@qq?@?@>@@#@@9P@ ffffff@(\@C@$@?5UpstreamClear-waterNon-cohesiveUnknownInsignificant8@=`@qq?@? @T@@333333@@N@ ;@(\@H@E@@4UpstreamClear-waterNon-cohesiveUnknownUnknown= @88?333333@?@D@ffffff?ffffff!@@33333O@ ,@HzG@D@B@ffffff?4UpstreamClear-waterNon-cohesiveUnknownInsignificant8@=@@qq?@?)@J@@ffffff#@@N@ ffffff)@Gz @@Q@N@@4UpstreamClear-waterNon-cohesiveUnknownInsignificant8@=`@qq?ffffff @?ffffff@F@ffffff? @@O@ 5@Q@Q@@P@@3UpstreamClear-waterNon-cohesiveUnknownUnknown= @88?@?ffffff(@N@333333?333333@@fffffO@ 6@(\@G@C@ffffff?3UpstreamClear-waterNon-cohesiveUnknownInsignificant8@=@@qq? @?$@N@?"@@fffffO@ fffff&B@(\@R@P@@3UpstreamClear-waterNon-cohesiveUnknownInsignificant8@ =`@qq???ffffff@4@?@@P@ 2@@E@@@ @2UpstreamClear-waterNon-cohesiveUnknownUnknown= @88???+@D@?ffffff@@P@ ?333333,@9@#@~jt?2UpstreamClear-waterNon-cohesiveUnknownInsignificant8@ =@@qq???@2@?ffffff@@P@ {Gz?Q?ffffff?Y2UpstreamClear-waterNon-cohesiveUnknownInsignificant8@ =`@qq???ffffff@*@ffffff?ffffff@@P@ ffffff @@D@@@= ףp=?1UpstreamClear-waterNon-cohesiveUnknownUnknown= @88?333333??ffffff,@.@333333?@@N@ V-?@Zd;O?Y1UpstreamClear-waterNon-cohesiveUnknownInsignificant8@ =@@qq?ffffff??,@4@?ffffff@@N@ Zd;O?Q?sh|??Y1UpstreamClear-waterNon-cohesiveUnknownInsignificant8@ )`@qq???&@6@333333@+@ @ ?@2@,@?2UpstreamClear-waterNon-cohesiveUnknownInsignificantneed 1993 sample data)`@???0@D@333333@333333(@ @333333 @ Q?@!@@?2UpstreamLive-bedNon-cohesiveUnknownInsignificantR@,9 X e r #2>@?@?333333@D@@333333@333333@ 9@Q@@Q@L@ffffff@1UpstreamClear-waterNon-cohesiveUnknownSubstantialt@>@88?@?@E@ @@@ 3@Q?E@@@'@1UpstreamClear-waterNon-cohesiveUnknownSubstantialt@+@@qq???@.@ffffff@@@ K@333333@@U@@Q@(@2UpstreamClear-waterNon-cohesiveUnknownInsignificanth@+@88???@.@ffffff@@@'@ K@333333@@U@@Q@(@2UpstreamClear-waterNon-cohesiveUnknownInsignificanth@*`@qq???@&@@(@@ {Gz?Gz?RQ?p= ף?L7A`?2UpstreamLive-bedNon-cohesiveUnknownUnknowng@*@@98???@ @ffffff@ffffff@@ @ 333333?@RQ?333333?~jt?2UpstreamLive-bedNon-cohesiveUnknownInsignificanth@*@98???ffffff@"@@ffffff@@(@ 333333?@RQ?333333?~jt?2UpstreamClear-waterNon-cohesiveUnknownInsignificanth@*`@qq?ffffff@?@5@333333@fffff0@@,@ @q= ףp @,@ @(\?1UpstreamLive-bedNon-cohesiveUnknownUnknown`@*@@98?@?ffffff@4@ffffff@'@@4@ '@&@T@K@zG?1UpstreamLive-bedNon-cohesiveUnknownInsignificanth@*@98?@?@4@@'@@?@ '@&@T@K@zG?1UpstreamLive-bedNon-cohesiveUnknownInsignificanth@=`@qq? @?$@Q@333333@@@N@ 8@)\( @O@F@@7UpstreamClear-waterNon-cohesiveUnknownUnknown= @88? @? @K@@333333 @@N@ L@ @V@T@333333@7UpstreamClear-waterNon-cohesiveUnknownInsignificant8@=@@qq?@? @I@@#@@N@ ffffff@(\@Q@M@\(\?7UpstreamClear-waterNon-cohesiveUnknownInsignificant8@ =`@qq?ffffff @?ffffff(@D@333333@@@N@ A@(\@@P@K@"@6UpstreamClear-waterNon-cohesiveUnknownUnknown = @88?333333 @?ffffff@D@ffffff@!@@fffffL@ ?@q= ףp@S@L@#@6UpstreamClear-waterNon-cohesiveUnknownInsignificant8@ =@@qq?@?333333@B@@"@@N@ A@{Gz@Q@O@?6UpstreamClear-waterNon-cohesiveUnknownInsignificant8@ =`@qq?@?#@F@@@@P@ @@Q @O@J@@5UpstreamClear-waterNon-cohesiveUnknownUnknownwLVAL#0H i 1 N c + \ $ ~ [ 8  MThese values represent computed pier scour from an "equilibrium bed" elevation (established in Nov, 1999, based on survey and historical data). The effective pier diameter is calculated using Melville & Dongel (1992) wherein the effect of a debris raft is converted to an effective pier diameter based on the thickness of the raft (asThese values represent computed pier scour from an "equilibrium bed" elevation (established in Nov, 1999, based on survey and historical data). The effective pier diameter is calculated using Melville & Dongel (1992) wherein the effect of a debris raft is converted to an effective pier diameter based on the thickness of the raft (assumed to be the approach depth divided by 3.4 = (15.4/3.4) = 4.53) and the diameter of the raft (approximated from discharge notes as 44 feet). The computed contraction scour was 1.2 feet, for a total scour of 16.5 feet. The actual measured total scour on this date was 17.2 feet (depth below "equilibrium bed" from measurement notes).See comments pier 8 on 7/14/1993.See comments pier 8 on 7/14/1993.Bed-material sample collected during low flow on 6/30/1992Bed-material sample collected during low flow on 6/30/1992See comments pier 8 on 7/14/1993.See comments pier 8 on 7/14/1993.See comments pier 8 on 7/14/1993.See comments pier 8 on 7/14/1993.See comments pier 8 on 7/14/1993.See comments pier 8 on 7/14/1993.See comments pier 8 on 7/14/1993.Bed-material sample collected during low flow 6/27/92Bed-material sample collected during low flow 6/27/92Bed-material sample collected during low flow 10/5/92.Bed-material sample collected during low flow 10/5/92.The bed-material sample was collected during low flow on XXXXXX. The water-surface slope was 0.00038.The bed-material sample was collected during low flow on XXXXX. The water-surface slope was 0.00038.Bed-material sample collected during low flow 6/18/92.Fathometer data was used to estimate bed geometry.Fathometer data was used to estimate bed geometry.Fathometer data was collected and used to estimate bed-geometry.The bed-material sample was collected during low flow on xxxxx.The bed-material sample was collected during low flow on xxxxxx.The bed-material sample was collected during low flow on 6/29/92. The water-surface slope was 0.00060.Bed-material sample collected during low flow 10/7/92.Bed-material sample collected during low flow 9/17/91.Bed-material sample collected during low flow 9/17/91.Bed-material sample collected during low flow 10/7/92.Bed-material sample collected during low flow 9/17/91Bed-material sample collected during low flow 9/17/91.Bed-material sample collected during low flow 6/19/91. No bed-material sample obtained for this pier during 1992.Bed-material sample collected during low flow 6/19/91. No bed-material sample obtained for this pier during 1992.The bed-material sample was collected during low flow on 7/2/92. The water-surface slope was 0.00168.The bed-material sample was collected during low flow on 7/2/92. The water-surface slope was 0.00053.>K X e r  *7./@@qq?ffffff??333333@4@@ffffff @ @ >@?G@D@*@1UpstreamClear-waterNon-cohesiveUnknownInsignificantg@-C@88?ffffff??!@$@333333@@@ 3@(\@O@F@ffffff@1UpstreamClear-waterNon-cohesiveUnknownUnknown,C@???@&@@@@ 5@zG"@T@P@Gz?1UpstreamClear-waterNon-cohesiveUnknownInsignificant8@+B`@88?ffffff@?@I@@333332@@$@ HzG@3@3@0@ˡE?30UpstreamLive-bedNon-cohesiveUnknownUnknown4@*B`@88?@? @>@@ffffff3@@ @ zG?Q@333333?? ףp= ?29UpstreamLive-bedNon-cohesiveUnknownUnknown4@)B`@88?ffffff??&@>@333333@(@@ @HzG@6@2@ffffff?28UpstreamClear-waterNon-cohesiveUnknownInsignificantB@ 'A@@98?333333@? @>@ffffff@333333@@2@ @Gz@.@ @q= ףp?2UpstreamLive-bedNon-cohesiveUnknownUnknownA@ &A@@98?@?@>@@ffffff-@@2@ 333333?Q@ffffff???1UpstreamLive-bedNon-cohesiveUnknownInsignificantB@ %-@@???@1@@@@ 333333@333333@F@>@Q?1UpstreamClear-waterNon-cohesiveUnknownModeratei@ #@@88?333333??$@1@ffffff@3@ffffff@#@ @(\@,@!@ ףp= ?3UpstreamClear-waterNon-cohesiveUnknownModerate8@ "@`@UUUUUU?ffffff??333333%@<@@'@ffffff@?@ ?(\@ffffff@@(\?3UpstreamClear-waterNon-cohesiveUnknownSubstantial8@!@@???ffffff'@;@333333@@ffffff@33333A@ ?(\@ffffff@@(\?3UpstreamClear-waterNon-cohesiveUnknownInsignificant8@ @@88?ffffff??3@33333=@333333@3@333333@ffffff.@ (@(\@J@F@ffffff@2UpstreamClear-waterNon-cohesiveUnknownInsignificant8@@`@UUUUUU???6@N@ @)@ffffff@33333sB@ L1@= ףp= @J@F@ffffff@2UpstreamClear-waterNon-cohesiveUnknownInsignificant7@@@???ffffff&@=@@@333333@?@ L1@= ףp= @J@F@ffffff@2UpstreamClear-waterNon-cohesiveUnknownInsignificant8@?@@98???333333 @@?@?333333,@ q= ףp?HzG @?333333?Q?1UpstreamClear-waterNon-cohesiveUnknownUnknown>@@qq?333333 @? @9@@@@ 9@Q@@Q@L@ffffff@1UpstreamClear-waterNon-cohesiveUnknownUnknown%; R t  /BUHK @(@@ @333333I@333333#@ ffffff?@ffffff@@Q?9UpstreamLive-bedNon-cohesiveDuneInsignificant#@GK@*@@ @H@333333#@ ffffff?@ffffff@@Q?9UpstreamLive-bedNon-cohesiveDuneInsignificant#@FK@*@@ 9dYE@333333#@ ffffff?@ffffff@@Q?9UpstreamLive-bedNon-cohesiveDuneInsignificant#@EK@,@@  @B@"@ ffffff?@ffffff@@Q?8UpstreamLive-bedNon-cohesiveDuneInsignificant#@DK@)@@ @fffff&E@"@ ffffff?@ffffff@@Q?8UpstreamLive-bedNon-cohesiveDuneInsignificant#@CK @333333)@@ ffffff@33333H@"@ ffffff?@ffffff@@Q?8UpstreamLive-bedUnknownDuneInsignificant#@BK@,@@ 333333@G@"@ ffffff?@ffffff@@Q?8UpstreamLive-bedNon-cohesiveDuneInsignificant#@AL@+@@ffffff@d@333333!@lP@fffff1@ Q?@Q@@?10UpstreamLive-bedNon-cohesiveUnknownInsignificantv@!@K@(@@ 9dYD@"@ ffffff?@ffffff@@Q?8UpstreamLive-bedNon-cohesiveDuneInsignificant@!?J@8@@ @ @D@R@  Y n(Y6DownstreamLive-bedCohesiveTransitionSubstantial,,a9G@@???@*@ffffff@333333$@@ 333333@333333 @7@0@333333?1UpstreamLive-bedNon-cohesiveUnknownModerate7@8G@???333333@4@ffffff@@@ 333333@333333 @7@0@333333?1UpstreamLive-bedNon-cohesiveUnknownInsignificant7@7E@?333333??%@>@ffffff@333333$@ffffff @ 1@ffffff@C@=@ @3UpstreamLive-bedNon-cohesiveUnknownUnknown6E@?333333??*@>@333333@#@ffffff @ '@Q@@@6@@3UpstreamClear-waterUnknownUnknownModerate8@5E@?333333@?ffffff @D@333333@333333@ffffff @ $@= ףp=@D@;@?2UpstreamLive-bedNon-cohesiveUnknownInsignificant4E@?333333??333333@4@ffffff@@ffffff @ ffffff?@!@@q= ףp?2UpstreamClear-waterNon-cohesiveUnknownInsignificant8@//@@qq?ffffff @?@?@@!@@ I@?Q@O@B@2UpstreamClear-waterUnknownUnknownInsignificanth@LVAL, The data collected on 10/22/94 and 10/23/94 were considered one measurement and are reported as collected on 10/23/94. The classification of the scour present at this site was difficult. The scour was caused primarily by the large debris accumulation on bent 6, but determining if it should be classified as pier or contraction scour was difficult as the scour patterns showed signs of both. It was not possible to separate the components at this complex site. Because the scour originated at the bent and general degradation of the streambed across the cross section was not observed separate from debris on bents 6 and 7 it was determined that the scour should be classified as local scour with significant debris effects. The inspection reports show that the bottom of the scour hole was about  47 ft msl on both sides of bent 6 prior to the flood. During the flood an elevation of  51.6 was measured along the left side and an elevation of -46.1 ft msl on the right side of bent 6. Inspection reports also show that the hole apparently refilled from an elevation of -46 to -35 ft msl along the left side and from  45 to  42 along the right side of bent 6, at the upstream edge of the bridge (which did not represent the deepest portion of the scour holes). Although the surficial bed material is generally noncohesive the scour reached a clay layer near elevation  52 ft msl between bents 5 and 6. This clay layer appears to have restricted further scour. The length and shape of the scour hole between bents 5 and 6 may be affected by the restricting clay layer and contraction effects of the left bank. The borings show the clay layer to be at about  48 ft msl between bents 6 and 7 where the scour reach about  46.1 ft msl, and the volume of the scour hole was considerably less. The reference surface was difficult to determine, as the bridge is located at a channel crossing as the flow moves from the left to the right bank. During high flow, crossings may fill and then scour as the flow recedes. AfterLVAL careful study of the thalweg pattern, an elevation of  27 ft msl was selected as the expected elevation of the channel bed in the absence of the pier and debris.pLVAL Channel cross sections were measured at the Martin Luther King Bridge on July 15, 1993. The cross section along the upstream edge of the bridge clearly showed a scour hole at pier 10 that is 13.5 ft deep. The width of pier 10 varies with depth; the weighted average pier width, which does not include the width of the footing or caisson is 17.9 ft. The pier is sharp nosed (but with a flat internal angle) for the main part of the pier, and the caisson and footing are round nosed. The flow was aligned with the pier. Approach velocities were estimated from a discChannel cross sections were measured at the Martin Luther King Bridge on July 15, 1993. The cross section along the upstream edge of the bridge clearly showed a scour hole at pier 10 that is 13.5 ft deep. The width of pier 10 varies with depth; the weighted average pier width, which does not include the width of the footing or caisson is 17.9 ft. The pier is sharp nosed (but with a flat internal angle) for the main part of the pier, and the caisson and footing are round nosed. The flow was aligned with the pier. Approach velocities were estimated from a discharge measurement on the Mississippi River made the same day at the Poplar Street Bridge on I-70, which is about mile downstream from the Martin Luther King Bridge. A nearly straight channel alignment and similarity of the measured cross-sectional areas and channel shape at the two bridges allowed the discharge measurement made at Poplar Street Bridge to be transferred with little error to the Martin Luther King Bridge. The discharge measured on July 15, 1993 was 804,000 cfs and the mean velocity of the subsection of the river containing pier 10 was 8.6 ft/sec.An initial check survey of the bridge on July 14, 1993 resulted in the establishment of this site as a detailed study site. Detailed bathymetric data were collected on July 17 and 19, 1993; however, only average approach velocities were measured on these dates because of the inability of a 1,200 kHz BB-ADCP to measure velocities accurately under these extreme conditions. Detailed bathymetric and three-dimensional velocities were measured at this site on August 17 and September 16, 1993. No times are recorded with the measurements as a detailed measurement takes a half to a full day to complete. The water-surface elevations initially peaked at an elevation of 420.7 on July 19, but additional rain resulted in a slightly higher peak in the following weeks. No scour data were collected during this second peak. The sediment transport upstream from pier 9 was characterized by 6 to 8 ft dunes; upstream from pier 8 dunes were somewhat smaller. The depth of scour for each measurement was measured from a reference surface that was subjectively established based on a visual analysis of a 3-dimensional representation of the site. The presence of dunes made identification of the reference surface difficult and uncertainty is the major contributing factor to the accuracy presented for each measurement. The configuration of the piers may have reduced scour due the stair-stepped design. However, scour reached several feet below the top of the seals at piers 8 and 9 but did not threaten the stability of the bridge. - @ R d { FEE$im 8 8 8 88888888888 8 8 88888888888888 8 888 8 8 8 8 8888888 8 8 8 8888888 8 8 8 8 88 8888888 888888 888888"8"868686868686868686 88 88 88 88 88 8: 8: 8: 8:^8:^8<8<8<8>^8>^8@^8@^8@i 8B^8B^8Bi 8Bi8D^8D^8D^8Di8Di8F^ 8F^ 8F^ 8Fi8Fi::: : ::::::::::::::::: : : :::: : : : : : : : :::: ::::::::::::::::: : :::::: : : : ::::: ::::F :H <<< <<<<< < < < < < <<<<<<<<< <<<< < < <<<<<<<<<<< < <<<<<<6 >>>>>>> > > > > >> >>>>>> > > > > >>>>>>>>>>> > > > > > > > > > >> > > @@@@@@@@@@@@@@@@@@@@@@ @ @ @ @ @ @ @@@@ @ @@@@@@@BBBBBB B B B BBBBBBBBBBBBBBDD D DD DDDDDDDDDDFFFFFFFFFF F F F HHHHH H H H HHHH"H"M MMM:M:M:M:M:M:M:M: M: M< M< Mbmi Mbmi Mbmi Mbmi Mbmi Mbmi MbmiMbmiMbmiMbmiMbmiMbmiMbmiMbmiMbmiMbmiMbmiMbmiMbmi Mbmi Mbmi Mbmi Mbmi QQQSSSUUWWY^QSm ^QSm^QSm^QSm^QSm ^QSm^QSm^QSm^QSm^QSm^QSm^QSm^QSm ^QSm ^QSm ^QSm ^QSm^QSm^QSm^QSm^QSm^QSm^QSm^QSmf8f8f8f< f< f< f> f> f>imimim im n@ @ @ @ @ @ @ @ @ @ @ @  @@@@ @ @@ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ 888 8 8 8 8 88888888888 8 8 88888888888888 8 888 8 8 8 8 8888888 8 8 8 8888888 8 8 8 8 88 8888888 888888 888888"8"8" 8" 8" 8"8"8"8y8868686868686868686 88 88 88 88 88 8: 8: 8: 8:^8:^8<8<8<8>^8>^8@^8@^8@i 8B^8B^8Bi 8Bi8D^8D^8D^8Di8Di8F^ 8F^ 8F^ 8Fi8Fi::: : ::::::::::::::::: : : :::: : : : : : : : :::: ::::::::::::::::: : :::::: : : : ::::: ::::":":":":":" ::|::::F :H <<< <<<<< < < < < < <<<<<<<<< <<<< < < <<<<<<<<<<< < <<<<<<" <~<<<6 >>>>>>>>>>> > > > > > > > > > >> > > @@@@@@@@@@@@@@@@@@@@@@ @ @ @ @ @ @ @@@@ @ @@@@@@@BBBBBB B B B BBBBBBBBBBBBBBDD D DD DDDDDDDDDDFFFFFFFFFF F F F HHHHH H H H HHHH"H"M MMM:M:M:M:M:M:M:M: M: M< M< Mbmi Mbmi Mbmi Mbmi Mbmi Mbmi MbmiMbmiMbmiMbmiMbmiMbmiMbmiMbmiMbmiMbmiMbmiMbmiMbmi Mbmi Mbmi Mbmi Mbmi QQQSSSUUWWY^QSm ^QSm^QSm^QSm^QSm ^QSm^QSm^QSm^QSm^QSm^QSm^QSm^QSm ^QSm ^QSm ^QSm ^QSm^QSm^QSm^QSm^QSm^QSm^QSm^QSmf8f8f8f< f< f< f> f> f>imimim im   @imimimimimimimim im im                                                                                                                                         ! " # $ %&'(),-./1456 8 9 : ; <=>?FGHIJKLMN O P Q R STUVWXYZ[\]^_ ` a b c defghijklmnop q r t u vwxyz|}~                     ! " # $%&'()*+,-./ 0 1 2 3 456789:;<=? @ A B C DEFGHIJKLMN O P Q R STUV W X Y Z \ ] _ ` a d e g h j k m nopqrstuvw y z { | }~                                             !"#%& ' ) * + ,-./456789?@A B C D E FGHJ"K"L"M" " " """y|~" " " " "  "!"""#$                                                                                                                                                         ! " # $ %&'(),-./1456 8 9 : ; <=>?FGHIJKLMN O P Q R STUVWXYZ[\]^_ ` a b c defghijklmnop q r t u vwxyz|}~                     ! " # $%&'()*+,-./ 0 1 2 3 456789:;<=? @ A B C DEFGHIJKLMN O P Q R STUV W X Y Z \ ] _ ` a d e g h j k m nopqrstuvw y z { | }~                                             !"#%& ' ) * + ,-./456789?@A B C D E FGHJ"K"L"M" " " """y|~" " " " "  "!"""#$                 B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!                                                                                                   ! ! !!!!!!!!" !""""" " " " " "#$$$$$$$$$ $ $ $ $ $$$$ $ $ $ $ % % & & & ' ( ) ) ))* * *** * * * + + +,,,-----... / / / / ////0011111111 1 1 1 1 11111111111111 1 1 2 2 22222222222222 2 2 2 2 34444455555566 6 6 6 6 66666677788888 8 9 9 9 ::::::::::: : : : ; <<======== = = = = =========>>>?@@@@@@A A B B B CCEEEEGGJKK K K K KKKK"K"L O"O"P"P"P"P"P"R"T"TUVVVWyW|W~XXXY" Y" Y" Y" ]$ $ $ % % & & & ' ( ) ) ))* * *** * * * + + +,,,-----... / / / / ////0011111111 1 1 1 1 11111111111111 1 1 2 2 22222222222222 2 2 2 2 34444455555566 6 6 6 6 6 XYPN**YY Y Y  Y Y Y Y  Y ( Y  Y   Y  0 Y   Y  8Y  @Y HY P Y  Y  Y ID SiteID QDate QyearQmoQdyQhrQmiFlowQacc SDate SyearSmoSdyShrSmi StageWatTempReturnPeriodiIDei*3SOuehcr*4Sipdp*5hVYYYY 6IDPrimaryKey SiteIDSiteSandQ gD  `~  `~ |)kF #  q P * vTC#nY@@@@@@@"@?@@@"@?19902620001000199031.8719100{tnh`Z 27 @sl was sted as the expec196755000(none)ooooog`Z@:@"@6@as s@:@"@6@xpec197017800(none)1970441.8|||uog`Z9@"@3@as s9@"@3@xpec19708170(none)1970440.4{{{tnf`Z-@$@&@as s-@$@&@xpec196719300(none)19674.1zzzuog`Z@@ @1@as s@@ @1@xpec1967156000(none)196718.4100||vph`Z@@@<@as s@@@<@xpec1967123000(none)196715zzzvph`Z@@;@as s@@;@xpec1967117000(none)196714.8|||vph`Z@@@8@as s@@@8@xpec196793900(none)196712.2{{{uog`Z 27 ft msl was st@@,@xpec(none)197160lllhbZZZ@ @*@as s@ @*@xpec197152600(none)197166.2{{{uog`Z@@0@as s@@0@xpec197146500(none)197166.59}}{uog`Z@@8@as s@@8@xpec197127700(none)197165yyyuog`Z@$@?as s@$@?xpec19713530(none)197111.26||ztnf`Z @"@@as s@"@@xpec197139400(none)1971208.56~yuog`Z @"@@as s@"@@xpec197125000(none)197118.48.56{uog`Z @@6@as s@@6@xpec1969280(none)19697.81zzxsme`Z @@<@as s@@<@xpec196626000999196615.44zzxrlg`Z @@8@as s@@8@xpec196673600999196619.44.5}}xrlg`Z@@1@as s@@1@xpec19666670999196612.29.5||wqkf`ZD@@7@as sD@@7@xpec1965500(none)19655.8xxxsme`Z_@@"@as s_@@"@xpec19659220(none)19657.210.5ytnf`Z_@@&@as s_@@&@xpec1965226000(none)196520.94~~|vph`Zx@@;@as sx@@;@xpec197137400(none)197152.9{{{uog`ZU@@?as sU@@he expec196580200(none)196556.2{{{uog`Z@@@as s@@@xpec197174600(none)197156.67.5{uog`Z@ @&@as s@ @$@xpec1971171000(none)197162920|zvph`Zu)rT 8 " m W`nfbZA8 27 ft msl was s,@"@&@UUUUUU?*@(none)1990458.2ooohbZZZ7 27 ft msl was s ;@?@UUUUUU?&@(none)1991481.2ooohbZZZ6 ;@?@UUUUUU? ;@?@UUUUUU?&@199198700(none)1991481.410||uog`Z5 27 ft msl was s|@@(@?(none)1992536.1ooohbZZZ4 27 ft msl was s|@@(@?>@(none)1992536.1ooohbZZZ3 27 ft msl was s@@@@*@UUUUUU?F@(none)1991540mmmhbZZZ2 27 ft msl was s@@@@*@?.@(none)1991540mmmhbZZZ1 27 ft msl was s`1@$@1@?>@(none)1990539.2ooohbZZZ0 27 ft msl was s`1@$@1@?(none)1990539.2ooohbZZZ/ 27 ft msl was s @&@*@?>@(none)1992553.5ooohbZZZ. @&@*@?>@ @&@*@?>@19929130(none)1992553.3{{{tnf`Z- 27 ft msl was selected as the expected ZZZZZZZZ, 27 ft msl was selected as the expected ZZZZZZZZ+ 27 ft msl was selected as the expected ZZZZZZZZ*9@"@9@UUUUUU?9@"@9@UUUUUU?1984108119842.77sssmge`Z)@@?UUUUUU?@@?UUUUUU?198416501019845.14vvvpjf`Z(@@6@?@@6@?198422001019845.72vvvpjf`Z' :@"@;@?:@"@;@?1984363119849.52sssmge`Z& @@@?@@@?1984369010198412.15wwwpjf`Z% @@@7@?@@@7@?1984246010198412.05wwwpjf`Z$ ;@$@??>@;@$@??>@198415701019844.57vvvpjf`Z# @;@$@@?@;@$@@?198414501019844.5uuupjf`Z" "@@9@?"@@9@?198427501019845.33vvvpjf`Z! @@2@UUUUUU?@@2@UUUUUU?198480101019848.04vvvpjf`Z ;@$@@?;@$@@?198412401019844580.53yyypjf`Z "@@:@?"@@:@?198422501019844581.09yyypjf`Z @@5@UUUUUU?@@5@UUUUUU?198466301019844583.6xxxpjf`Z @@,@?@@,@?199022200010001990236.93|||tnh`Z @@(@?@@(@?199025700010001990255yyytnh`Za)|t l f ^ I A 91)!58VI@@?rq?$@I@@?rq?$@19914980051991273.67xvvoig`ZUA@@9@?A@@9@?19913680051991271.423ywwoig`ZT 27 ft msl was selected as the expected ZZZZZZZZS 27 ft msl was selected as the expected ZZZZZZZZR 27 ft msl was selected as the expected ZZZZZZZZQ 27 ft msl was s@@6@xpec(none)1990156mmmhbZZZP 27 ft msl was s@@3@xpec(none)1990159.9ooohbZZZO 27 ft msl was s@@@1@xpec(none)1990159.9ooohbZZZN 27 ft msl was s@@3@xpec(none)1990159.9ooohbZZZM 27 ft msl was s@@@1@xpec(none)1990159.9ooohbZZZL 27 ft msl was s"@@5@?(none)1990497.9ooohbZZZK 27 ft msl was s"@@4@UUUUUU?>@(none)1990497.2ooohbZZZJ 27 ft msl was s|@@(@?>@(none)1992491.7ooohbZZZI 27 ft msl was s|@@(@UUUUUU?(none)1992491.7ooohbZZZH 27 ft msl was s @@@(@?F@(none)1991498.7ooohbZZZG 27 ft msl was s @@@(@?(none)1991498.7ooohbZZZF 27 ft msl was s@;@?@UUUUUU?(none)1991510.4ooohbZZZE 27 ft msl was s@;@?@?(none)1991510.4ooohbZZZD 27 ft msl was s,@"@$@?(none)1990492.9ooohbZZZC 27 ft msl was s,@"@$@UUUUUU?>@(none)1990492.9ooohbZZZB ;@?@?>@ ;@?@?>@199143400(none)1991510.5|||uog`ZA 27 ft msl was s!@@ @?"@(none)1990461.4ooohbZZZ@ 27 ft msl was s @@@?,@(none)1990461.3ooohbZZZ? 27 ft msl was s|@@$@?"@(none)1992458mmmhbZZZ> 27 ft msl was s|@@$@UUUUUU? @(none)1992458.1ooohbZZZ= 27 ft msl was s@@@@*@UUUUUU?*@(none)1991464.5ooohbZZZ< 27 ft msl was s@@@@*@?&@(none)1991464.5ooohbZZZ; 27 ft msl was s<@?.@?.@(none)1991469.1ooohbZZZ: 27 ft msl was s<@?.@?,@(none)1991469.1ooohbZZZ9 27 ft msl was s,@"@&@?,@(none)1990458.2ooohbZZZf)~v d U M < $  yoeE;1/sN@@$@as sted as the expec19916740902ljjjjf`Zr`N@@@as sted as the expec1991101009010okkkkg`ZqJ@@ @as sted as the expec199138090iiiiie`Zp 27 ft msl was s@@<@xpec(none)1990123.43ppphbZZZo 27 ft msl was s@@,@xpec(none)1990134.09ppphbZZZn 27 ft msl was s@@@xpec(none)1990134.73ppphbZZZm 27 ft msl was s@?>@xpec(none)1990139.09ppphbZZZl@?;@qq?A@@?;@qq?A@19907300051990140.3825{wwoig`ZkK@@$@rq?4@K@@$@rq?4@19917170051991140.3725{wwoig`Zj 27 ft msl was s@@<@xpec(none)1990123.43ppphbZZZi 27 ft msl was s@@,@xpec(none)1990134.09ppphbZZZh 27 ft msl was s@@@xpec(none)1990134.73ppphbZZZg 27 ft msl was s@?>@xpec(none)1990139.09ppphbZZZf@?;@qq?A@@?;@qq?A@19907300051990140.3825{wwoig`ZeK@@$@rq?4@K@@$@rq?4@19917170051991140.3725{wwoig`Zd`@ @;@UUUUUU?>@`@ @;@UUUUUU?>@19921340051992227.7vvvoig`Zc@@?9@?@@?9@?19901490051990228.2vvvoig`Zb`@ @;@as s`@ @;@xpec19922180051992230.84xvvoig`Za@@?9@?F@@@?9@?F@19902180051990230.84xvvoig`Z` 27 ft msl was s[@"@4@xpec(none)1991250.8ooohbZZZ_ 27 ft msl was s.@"@4@xpec(none)1990250.4ooohbZZZ^ 27 ft msl was s)@ @.@xpec(none)1990250.4ooohbZZZ] 27 ft msl was s@??@?(none)1990267mmmhbZZZ\I@@?rq?$@I@@?rq?$@19914980051991273.67xvvoig`Z[A@@9@?A@@9@88?19913680051991271.423ywwoig`ZZ 27 ft msl was s[@"@4@xpec(none)1991250.8ooohbZZZY 27 ft msl was s.@"@4@xpec(none)1990250.4ooohbZZZX 27 ft msl was s)@ @.@xpec(none)1990250.4ooohbZZZW 27 ft msl was s>@??@?(none)1991267mmmhbZZZh) } ~ x t t rdV=`@&@@.@as s@@.@xpec198644400951986858.148{yyqkg`Z&M@(@,@as sM@(@,@xpec198444700951984858.218{yyqkg`Z&@>@@@as s@>@@@xpec197945200951979858.298{yyqkg`Z&@@0@as s@@0@xpec197743400951977857.947{yyqkg`Z% @@@as s @@@xpec19875200051987634.85100}xvoig`Z$>@@@as s>@@@xpec19796150051979796.8724{ywoig`Z$@"@;@as s@"@;@xpec197512500051975802.731760|xpjh`Z$@@@7@as s@@@7@xpec197218900051972810.2520500|xpjh`Z$@@@@as s@@@@xpec19703460051970792.7851{ywoig`Z#@@&@as s@@&@xpec1993730095199315tpppjf`Z#@(@,@as s@(@,@xpec198366009519838rpppjf`Z#@@.@as s@@.@xpec198459009519845rpppjf`Z#@@.@as s@@.@xpec198662009519866rpppjf`Z#@2@$@8@as s@2@$@8@xpec199061009519906rpppjf`Z"@P@@5@?N@ted as the expec19911740902ljjjjf`Z" N@@@98?D@ted as the expec19911450902ljjjjf`Z"`L@@5@?>@ted as the expec19911930902ljjjjf`Z!@@>@?>@ted as the expec1993857090jjjjjf`Z~!@@;@?ted as the expec199317100902mkkkkg`Z}!@@5@88?$@ted as the expec199317600902mkkkkg`Z|!@"@7@as sted as the expec1992138085jjjjjf`Z{ @@7@as sted as the expec19933360 (none)2rppppf`Zz @$@@as sted as the expec199243185iiiiie`Zy }@@2@?F@ted as the expec19922930902ljjjjf`Zx _@$@6@as sted as the expec199135185iiiiie`Zw `N@@@qq?A@`N@@@qq?A@199164209019915rpppjf`Zv@$@ @as sted as the expec199227090iiiiie`ZuO@@2@as sted as the expec1991389090jjjjjf`Zt@O@@*@as sted as the expec19918070902ljjjjf`Z[)xa ] W Q M G ?7Y{ .+*)=`@?=@qq?elected as the expected 199499600.71mkffff`Z= @&@*@88?elected as the expected 1992954021jhffff`Z=@@@1@qq?elected as the expected 199212400222mkgggg`Z< @(@?@88?elected as the expected 1992819021jhffff`Z;@@?<@?elected as the expected 199435102.52mkffff`Z9`@ @@as selec`@ @@xpected 19939500001993390.6426100zvnhh`Z?=8 27 ft msl was selected as the expected ZZZZZZZZ7 27 ft msl was selected as the expected ZZZZZZZZ6 27 ft msl was selected as the expected ZZZZZZZZ5 27 ft msl was selected as the expected ZZZZZZZZ4 27 ft msl was selected as the expected ZZZZZZZZ3 27 ft msl was selected as the expected ZZZZZZZZ2 27 ft msl was selected as the expected ZZZZZZZZ1 27 ft msl was selected as the expected ZZZZZZZZ0&@@7@qq?@ted as the expec19901890519.52pnhhhf`Z0@@@1@UUUUUU?.@ted as the expec199015008152nlhhhf`Z/ 9@(@2@UUUUUU?>@ted as the expec199010500845mkiiig`Z/@@@1@88?@ted as the expec199011700816.55qoiiig`Z/ @@0@UUUUUU?F@ted as the expec199053705162nlhhhf`Z.:@(@?@rq?K@ted as the expec199077501042nljjjf`Z.`@@2@98?I@ted as the expec19903060515.5nnhhhf`Z.@@,@qq?@ted as the expec19901810513llhhhf`Z-:@(@>@UUUUUU?>@ted as the expec199044405425njhhhf`Z-`*@ @6@qq?D@ted as the expec199010605182nlhhhf`Z,@9@(@3@qq?$@ted as the expec19904620542ljhhhf`Z, @@0@UUUUUU?>@ted as the expec19904590515.52pnhhhf`Z+@@@@?>@ted as the expec199011901042nljjjf`Z*:@(@?@UUUUUU?ted as the expec19908660842ljhhhf`Z) @@0@?ted as the expec1990243005182omiiig`Z(@ @3@as s@ @3@xpec1955233000951955439.3500~yyrlh`Z' @@2@as sted as the expec198438700952010sokkkg`Z')~ z { } x u rtvvst~sK @@3@as selec @@3@xpected 19939800001993420.4uuunhh`Z?=K@@1@as selec@@1@xpected 19939270001993419sssnhh`Z?=K@@,@as selec@@,@xpected 19937940001993416.5uuunhh`Z?=H 27 ft msl was selected as the expected ZZZZZZZZH 27 ft msl was selec`e@@0@?ted 1997928.9ggg`ZZZZ|H 27 ft msl was selecX@@@?ted 1997939eee`ZZZZ|H 27 ft msl was selecX@@@88?ted 1997937.5ggg`ZZZZ|)`@?=@qq?elected as the expected 1994341002.22nlgggg`Z)`@@2@?elected as the expected 199224200222mkgggg`ZG@@@1@?elected as the expected 19923450222ljffff`ZG@@*@?elected as the expected 19921970202ljffff`ZE@(@@?elected as the expected 1993888011jhffff`ZE@?.@?elected as the expected 1993833021jhffff`Z/@@?<@qq?elected as the expected 1994705012jhffff`ZC@(@@88?elected as the expected 1993183041jhffff`ZC@?,@?elected as the expected 1993181021jhffff`ZB`@?=@88?elected as the expected 1994266000.51nlgggg`ZA@@?<@98?elected as the expected 19941050032kigggg`Z-@@@1@?elected as the expected 19921840152ljffff`Z@@?@88?elected as the expected 199324100410migggg`Z@`@@2@UUUUUU?elected as the expected 199211400241mkgggg`Z@@@,@?elected as the expected 1992310024.51nlffff`Z?@@?<@98?elected as the expected 1994176042jhffff`Z>@@?<@qq?elected as the expected 1994222022jhffff`Z>@@@?elected as the expected 19932200152ljffff`Z>@?@88?elected as the expected 199386621igeeee`Z+@@@1@qq?elected as the expected 19921380222ljffff`Z+@@.@88?elected as the expected 1992120022.52nlffff`Z*`@?=@qq?elected as the expected 19941020042kigggg`Z*@@@1@98?elected as the expected 19924430241ljffff`Z*@@,@98?elected as the expected 19924500241ljffff`Z)o[ T GLKPKJV M U]YUNFRBAVA^FY0DMTHLN Admin F&14,100500gbbbbbZZEY0DMTHLN Admin F&12,000100gbbbbbZZYa@HLN ?mina@ F&qq?52709.45fff```ZZGER@ PublicationC@ct-RefPublicatio87000728.547lhhaaaZZuQ@olumnHiddenDeci@lacesRequiredDZZZZZZZZ8P`@olumnHiddenRequiredAllowZeroLength28200653.9741.67piiaaaZZ7P@olumnHiddenRequiredAllowZeroLength24300653.0115.4oiiaaaZZ6P@olumnHiddenRequiredAllowZeroLength27500651.3133.3oiiaaaZZ5P&@olumnHiddenRequiredAllowZeroLength31300653.8983.3oiiaaaZZ4P}@olumnHiddenRequiredAllowZeroLength18200650.514.5niiaaaZZO@@@1@88?elected as the expected 19922530242ljffff`ZO@@*@UUUUUU?elected as the expected 199266802510njffff`ZM 27 ft msl was selected @he expected 19971122fff`ZZZZMY@@ @UUUUUU?elecY@@ @UUUUUU?ted 199764619971120.25tttkee`Z}J 27 ft msl was selec@$@8@98?ted 199414.16ggg`ZZZZ|J 27 ft msl was selec@$@8@UUUUUU?ted 199414.26ggg`ZZZZ|J 27 ft msl was selec@$@7@?ted 199414.06ggg`ZZZZ| J 27 ft msl was selec@$@7@98?ted 199414.26ggg`ZZZZ| J 27 ft msl was selec@$@6@xpected 199414.06ggg`ZZZZ< J@$@7@as selec@$@6@DDDDDD?ted 199469300199413.9620xttmgg`Z?} I 27 ft msl was selec Y@@"@xpected 19971041.2hhh`ZZZZ<I 27 ft msl was selecX@@@xpected 19971040.6hhh`ZZZZ<I 27 ft msl was selecX@@@xpected 19971040.1hhh`ZZZZ<N 27 ft msl was selec Y@@"@xpected 1997993eee`ZZZZ<(N 27 ft msl was selecX@@@xpected 1997990.5ggg`ZZZZ<L@ @?as selec@ @?xpected 199310500001993429.5>100|vvoii`Z?=L @@3@as selected as the expected 1993980000hhhhhh`Z?L@@.@as selec@@.@xpected 19938060001993423.5uuunhh`Z?=K@"@0@as selec@"@0@xpected 19935340001993407.2uuunhh`Z?=K@ @1@as selec@ @1@xpected 19936550001993411.3uuunhh`Z?=K@ @?as selec@ @?xpected 199310500001993429.5>100|vvoii`Z?= ) @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @++++++++ + +  +  +  + + +++++++++++++,,,, ,!,",#,$,%, &, ', (, ), *,+,,,-,.,/,0,1,2,3,4,5,6,7,8,9-:-;-<-=->-?-@-A-B- C- D- E- F- G-H-I-J-K-L-M-N-O-P-Q-R-S-T-U-V-W.X.Y.Z.[.\.].^._.`. a. b. c. d. e.f.g.h.i.j.k.l.m.n.o.p.q.r.s.t/u/v/w/x/y/z/{/|/}/ ~/ / / / ///////////////0000000000 0 0 0 0 000000000000000001111111111 1 1 1 1 11111111111111111222222222 2  2  2  2  2 2222222425262728292:2;<=>?@ABCD2E2F2GHIJKLMNO P  ) @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @++++++++ + +  +  +  + + +++++++++++++,,,, ,!,",#,$,%, &, ', (, ), *,+,,,-,.,/,0,1,2,3,4,5,6,7,8,9-:-;-<-=->-?-@-A-B- C- D- E- F- G-H-I-J-K-L-M-N-O-P-Q-R-S-T-U-V-W.X.Y.Z.[.\.].^._.`. a. b. c. d. e.f.g.h.i.j.k.l.m.n.o.p.q.r.s.t/u/v/w/x/y/z/{/|/}/ ~/ / / / ///////////////0000000000 0 0 0 0 000000000000000001111111111 1 1 1 1 11111111111111111222222222 2  2  2  2  2 2222222425262728292:2;<=>?@ABCD2E2F2GHIJKLMNO P  ) @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @++++++++++ + + + + +++++++++++++ , , , , , , , , , ,  ,  , , , ,,,,,,,,,,,,,,,---------- - - - - ----------------.......... . . . . .............../// / / / / /!/!/ !/ !/ !!"/ "/ "/#/#/#/#/#/$/$/$/$/%/&/&/&/&/'0(0)0)1)1*0*1*1*1+0+1+1,0,0-0-0-1 .0 .0 .0 /0 /0 /0/10000102030405060708090;0<0=0=0=0>1>1>1?1@1 @1 @1 A1 B1C1C1E1E1G1G1H1H1H1H1I2I2 I2 J2 J2 J2 J2J2J2K1K1K1K2K2K2L2L2L2M2M2N2N2O2O2P2P2P2P2P2Q2R2SSTUVVVWWWXXY2Y2Y2[[\\ ] f Y]<N1#1 77IIH)Y  Y  Y Y   Y  Y   Y  d Y  d Y  ( Y   ( Y   ( Y   < Y  ( Y   ( Y   (Y   Y    Y    Y   Y   Y   Y   Y   Y  ( Y   Y   Y  Y  Y  Y  Y  Y  Y !  Y!"  Y"#  Y#$ ( Y$ % Y%!& Y&!' $Y'!( ,Y(!) 4Y)!* <Y*!+ DY+!, LY,!- TY-!. \ Y.!/ dY/"0 d Y0"1  SiteIDStreamIDRiverMile HighwayMilePointSiteName State CountyCityLatitudeLongitudeStationIDRouteNumberServiceLevelRouteClassRouteDirectionDrainageArea ImpactSlopeInVicinity ChannelEvolutionArmoringDebrisFrequencyDebrisEffectStreamSizeFlowHabitBedMaterial ValleyFloodplainNaturalLevees ApparentIncisionChannelBoundaryTreeCoverSinuosityBraidingAnabranchingBarsStreamWidthDescription nHighL nHighM nHighR nLowL nLowM nLowR nTypL nTypM nTypR DatumMSLDescElevREf7 7YYYYpYYY Y Y Y )YYY.rD.rE.rF.rG.rH.rI.rJ.rK.rL.rMPrimaryKeySite_IDStationID$77077 g5  I  @@@@@ @(b @ @v @100 @  @   @Vd\.W) B  y ' | ^  o Q  l N aCxZ<sU7bD&hJ,,,,,,,,,,,,,,,,, c   Site.Ro Site.RouteC Site.RouteClass. Site.RouteClass.  Site.RouteClass.  Site.RouteClass.  Site.RouteClass. Site.RouteClass. Site.RouteClass.  Site.RouteClass.  Site.RouteClass.  Site.RouteClass. g Site.RouteClass. g Site.RouteClass. gc c GbContractionScour111 b  Gb b GaSite a  Ga a G`([__SiteID] = SiteID)4 '`__SiteID!!! O`Contact-Reffrm_Master;;' `  G` ` G_([__SiteID] = Site)2 '___SiteID!!! O_BedMatfrm_Master11 _  G_ _ G^([__SiteID] = SiteID)4 '^__SiteID!!! O^Bridgefrm_Master11 ^  G^ ^ G]([__SiteID] = SiteID)4 ']__SiteID!!! O]Abutmentfrm_Master55! ]  G] ] G\([__SiteID] = SiteID)4 '\__SiteID!!! O\Pierfrm_Master-- \  G\ \ G[([__SiteID] = SiteId)4 '[__SiteID!!! O[PierScourfrm_Master77# [  G[ [ GZ([__SiteID] = SiteId)4 'Z__SiteID!!! OZContractionScourfrm_MasterEE1 Z  GZ Z GY([__SiteID] = SiteID)4 'Y__SiteID!!! OYAbutmentScourfrm_Master??+ Y  GY Y GX([__SiteID] = SiteID)4 'X__SiteID!!! OXSandQfrm_Master// X  GX X GW([__SiteID] = SiteID)4 'W__SiteID!!! OWSupportFilesfrm_Master==) W  GW W GqLVAL0 uElevations given for pier definitions are to mean sea level. Elevations given for all stage data (including theElevations given for pier definitions are to mean sea level. Elevations given for all stage data (including the hydrograph) and channel cross-section coordinates are given with reference to the gage datum, 208.35 ft (63.50 m)Chiseled square on top of downstream handrail near center of channel set on February 15, 1990. (Elev. 246.66 ft) BM84V-5(1975)-- Bronze disk set in the the north end of the left (east) abutment of the main-channel bridge, about 4 ft lower than the highway. (Elev. 240.442 ft)RP-3.-- Chiseled square on top of light-pole base on upstream side of upstream bridge near right (east) edge of channel (Elev. 289.41 ft). RP-4.-- Chiseled square on top of upstream handrail near RP-3 on upstream side of upstream bridge (Elev. 291.18 ft).RP-3.-- Chiseled square on top of light-pole base on upstream side of upstream bridge near right (east) edge of channel (Elev. 289.41 ft). RP-4.-- Chiseled square on top of upstream handrail near RP-3 on upstream side of upstream bridge (Elev. 291.18 ft).P-78-1942, located 0.5 miles west of the bridge, is at elevation 46.088 ft MSL. RM1, at elevation 28.229 ft, is a lag bolt in a poplar tree with four trunks located 30 ft northeast of bridge (upstream on left bank). The bolt is 1.5 ft above the ground. MP1, at elevation 29.383 ft, is a cross is the outside edge of a steel strap at station 41 on the upstream side of the bridge MP2, at elevation 29.232 ft, is a cross in the outside edge of a steel strap at station 42 on the downstream side of the bridge.All elevations are given in MSL. The gage datum is 336.88 ft. BM-1 (1976): Bronze tablet stamped "V 81 RESET 1976" located on highway bridge, 4.8 miles south along State Highway 194 from first junction with State Highway 97 in the center of Taneytown, Md. The tablet is located in sidewalk on the southeast abutment of bridge number 6035. It is 23 ft northwest of telephone pole number 55, 15.8 ft east of the center of State Highway 194, 5 ft north of the south edge of the sidewalk, and 2.4 ft east of the wheel guard. The elevation is 367.401 ft NVGD. RM-1 (1947): Standard USGS bronze tablet set in the top of the upper intake headwall at the gage 300 feet downstream of the bridge. The elevation is 3.326 ft gage datum. (The headwall is cracked.) RM-7 (1989): Railroad spike located in telephone pole number 55, 20 ft shoreward from left upstream end of bridge. The elevation is 31.204 ft gage datum, 368.088 ft NVGD. RP-2 (1989): Chiseled square on the upstream side of the walkway on the bridge, 80 ft streamward from BM V-81. The elevation is 25.982 ft gage datum, 362.866 ft NVGD.The datum of the gage is 1487.33 ft. The datum of the wire weight (COE) at the bridge (approximately 0.5 miles downstream) is 1472.58. The datum of the original bridge plans (assumed 100.00 ft elevation on corner of step) is approximately 1394.64. Wire-weight readings were taken on approximately half the discharge measurements made at the bridge. A relation was computed between the wire-weight reading and the stage at the gage. The maximum error between predicted wire-weight and actual wire-weight readings was 0.30 ft.R.P. #1 set on upstream (westbound) bridge, on upstream side of bridge, chiseled square on top of handrail 40 ft west (rt) of centerline of pier #4, which is at Hwy Plans sta 103+48, 1340 ft from left abutment. Elevation for R.P. #1 was determined by taping up: Finished grade centerline elevation at piers 3 and 4 = 226.4 ft (msl) Taped up centerline to wheel guard (0.75) to concrete handrail (2.05) Elevation at R.P. #1 = 229.2 = 226.4 + 0.75 + 2.056 1 Yf@Y Y zG?l?zG?Homochitto RiverHomochitto River at U.S. 84 at Eddiceton, MSMSFranklinEddiceton313010904635729100084MainlineUSNAStraight0.000928RestabilizationPartialOccasionalLocalMediumPerennialGravelModerateWideLittleNoneAlluvialHighStraightLocallyNoneNarrowEquiwidthJ"MSL9@:zpjb\RJ?70$ n#x1 Y333333?t@Y Y {Gz?~jt?Q?Pearl RiverPearl River at eastbound S.R. 25 at Jackson, MSMSHindsJackson321956900742248573525AlternateStateEastRight0.00019PremodifiedNoneOccasionalLocalMediumPerennialSandModerateWideBothNoneAlluvialLowMeanderingNoneNoneNarrowWiderVL MSL@:{oj`ZTND>3+${n#x1 Y333333?t@Y Y {Gz?~jt?Q?Pearl RiverPearl River at westbound S.R. 25 at Jackson, MSMSHindsJackson321956900742248573525MainlineStateWestRight0.00019PremodifiedNoneOccasionalLocalMediumPerennialSandModerateWideBothNoneAlluvialLowMeanderingNoneNoneNarrowWiderpnMSL@:zni_YSMC=2*#{n#x1 Y {Gz? {Gz?  {Gz? Choptank RiverChoptank River at S.R. 287 near Goldsboro, MDMDCarollineGoldsboro3902007545001490750287MainlineStateNAStraightUnknownNoneUnknownUnknownSmallPerennialSandNoneNarrowLittleNoneAlluvialHighSinuousNoneNoneNarrowRandomf@<MSL@:~xricYSKC=7,% ~n#_R1 YY@Y Y ? ףp= ??Big Pipe CreekBig Pipe Creek at S.R. 194 at Bruceville, MDMDCarrollBruceville3936457714101639500194MainlineStateNAStraight0.00157UnknownPartialOccasionalLocalMediumPerennialGravelModerateNarrowLittleNoneSemi-alluvialHighStraightNoneNoneUnknownEquiwidth}@<MSLZ@:zke]UKC80) ~n#x1 Ypr@ ףp= ? Q?  ? YoughioghenyYoughiogheny River at S.R.42 at Friendsville, MDMDGarrett CountyFriendsville393913792431307650042MainlineStateNAStraight0.005UnknownUnknownOccasionalLocalMediumPerennialCobblesModerateNarrowLittleNoneNon-alluvialLowStraightNoneNoneUnknownUnknown8@<MSL@:tnf^TK@81% |n#_R1 Y@Y Y   Y Red RiverRed River at S.R. 3032 near Shreveport, LA, W.B.LABossierShreveport3157119342383032MainlineStateWestStraight0.0001RestabilizationNoneRareNoneWidePerennialSandLowNarrowLittleNoneAlluvialLowStraightNoneNoneWideRandom&uMSL@:}wqgbXRJB=7,& yn#@LVAL K The site is located near Goldsboro, Maryland at the State Highway 287 bridge crossing the Choptank River. The bridge is 240 ft long and has four arch-supported spans. Each pier, formed by the the convergence of two arches, increases in width with elevation from the 4-ft width at the base. The facThe site is located near Goldsboro, Maryland at the State Highway 287 bridge crossing the Choptank River. The bridge is 240 ft long and has four arch-supported spans. Each pier, formed by the the convergence of two arches, increases in width with elevation from the 4-ft width at the base. The face of each pier is flat. The abutments are outside the arches on each end. Plans are not available for this structure. Flow is through the left two arches most of the time. Debris can clog the arched passages and cause backwater and pressure flow. Existing scour holes are probably from a 1967 storm.The site is located at Bruceville, Maryland at the State Highway 194 bridge crossing Big Pipe Creek. This is 3.5 miles upstream of the confluence with Little Big Pipe Creek at Detour, Maryland. The bridge is 200 ft long and has three 4-ft-wide, 32-ft-long piers spaced 51 ft apart. Each pier is a continuous web constructed on poured footers, which probably extend down to bedrock. The bridge has a constant slope from the left bank (366.70 ft) to the right bank (357.86 ft). The bridge has flow-through abutments and should not be overtopped during high flow. (Flow would possibly go over the roadway on the right bank.)The site is in Friendsville, Maryland at the State Highway 42 bridge crossing the Youghiogheny River, 0.8 miles upstream from the mouth. The bridge is 155 ft long and has two 5-ft-wide piers on footers spaced 53 ft apart. The sharp-nosed piers and footers, skewed 30 degrees to the bridge deck, are aligned with the flow at most stages. The piers extend 2 ft upstream of the bridge at the nose but are square and flush with the bridge at the tail end. Bedrock is probably located several feet below the gravel and cobble channel bed. A reservoir provides some regulation of flow at this site. Peak flows generally recede rapidly and the velocity is very fast (> 7 ft/sec). The right bank has houses right up to the top of the bank, and the left bank has a gravel road at the top and houses along the road.\LVALlvcO< ; ( '   v u b aNM:9&%ts`_L9V@ Vʚ7 wrk煬D053: f1<;.D1#mЅw?NԢf9uG] .2 0SiteSitePAbutmentAbutmentAbutmentScourAbutmentScour(BedMatBedMatHBridgeBridgexContractionScourContractionScour0ElevElevP4HydrographHydrograph4PierPier(4PierScourPierScourH4SandQSandQ  LVAL           !" #!$"%#&$'%(&)'*(+),*-+.,/-0.1/2031425364758697:8;9<:=;><?=@>A?B@CADMR2ODBCTimeoutMaxRecordsReplicableRecordLocksRecordsetType FilterOrderByOrderByOnOrientationDisplayControl: <    0 Site.SiteName  nMR2ODBCTimeoutMaxRecordsReplicableRecordLocksRecordsetType FilterOrderByOrderByOnOrientationDisplayControl: <    0 Site.SiteName  nMR2RecordLocksODBCTimeoutMaxRecordsRecordsetType FilterOrderByOrderByOnOrientationReplicable:  <   MR2RecordLocksODBCTimeoutMaxRecordsRecordsetType FilterOrderByOrderByOnOrientationReplicable:  < MR2RecordLocksODBCTimeoutMaxRecordsRecordsetType FilterOrderByOrderByOnOrientationReplicable:  <   MR2RecordLocksODBCTimeoutMaxRecordsRecordsetType FilterOrderByOrderByOnOrientationReplicable:  <   MR2RecordLocksODBCTimeoutMaxRecordsRecordsetType FilterOrderByOrderByOnOrientationReplicable:  <   MR2RecordLocksODBCTimeoutMaxRecordsRecordsetType FilterOrderByOrderByOnOrientationReplicable:  <   MR2RecordLocksODBCTimMR2RecordLocksODBCTimeoutMaxRecordsRecordsetType FilterOrderByOrderByOnOrientationReplicable:  <   LVAL)?а\D8.4Ia8.  9?(4I8.4I4I`)4IU <\4I4I,4I\4I4I4I4I 4I<4Il4I4I4I4I<4I|4I4I4I$4IL4It4I4I4I4I\4I4I4I@4Ih4I4I4I4I 4IP4I4I4I4I 4I`4I4I4I4I04IX4I4I4I4I\4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I\4I4I,4I\4I4I4I4I 4I<4Il4I4I4I4I<4I|4I4I4I$4IL4It4I4I4I4I  (           (            (  (        'AbutmentScour.SiteIDAbutmentScour5AbutmentScour.MeasurementNo+AbutmentScour.Abutment#AbutmentScour.Date#AbutmentScour.Time#AbutmentScour.UPDS/AbutmentScour.ScourDepth+AbutmentScour.Accuracy+AbutmentScour.SedTrans-AbutmentScour.VelAtAbut1AbutmentScour.DepthAtAbut+AbutmentScour.QBlocked5AbutmentScour.AvgVelBlocked9AbutmentScour.AvgDepthBlocked3AbutmentScour.EmbankLength3AbutmentScour.DebrisEffect1AbutmentScour.BedMaterial!AbutmentScour.D16!AbutmentScour.D50!AbutmentScour.D84!AbutmentScour.D95%AbutmentScour.Sigma+AbutmentScour.Commentsh 4I` 4I 4I@ 4I 4I% n7@P 4Ip 4I 4Ii{ 4Ii{ ,4Ii{ \4Ii{ 4Ii{ 4Ii{ 4Ii{  4Ii{ <4Ii{ l4Ii{ 4Ii{ 4Ii{ 4Ii{ <4Ii{ |4Ii{ 4Ii{ 4Ii{ $4Ii{ L4Ii{ t4Ii{ 4Ii{ 4Ii{ 4Ii{AbutmentScour`4I4I@4I"4I 4I@Abutment Scourp 4I 4I4I 4I 4I 4I(4I @4I04I h4I84I 4I@4I 4IH4I 4IP4I  4IX4I  P4I`4I  4Ih4I  4Ip4I  4Ix4I 4I4I `4I4I 4I4I 4I4I 4I4I 04I4I X4I4I 4I4I 4I4I 4I4I4I4I4I@4Ih4I4I4I4I 4IP4I4I4I4I 4I`4I4I4I4I04IX4I4I4I4I4Ii{ 4Ii{ ,4Ii{ \4Ii{ 4Ii{ 4Ii{ 4Ii{  4Ii{ <4Ii{ l4Ii{ 4Ii{ 4Ii{ 4Ii{ <4Ii{ |4Ii{ 4Ii{ 4Ii{ $4Ii{ L4Ii{ t4Ii{ 4Ii{ 4Ii{ 4Ii{AbutmentScour 4I@4I 4IH4I ,4IP4I \4IX4I 4I`4I 4Ih4I 4Ip4I 4Ix4I <4I4I l4I4I 4I4I 4I4I 4I4I <4I4I |4I4I 4I4I 4I4I $4I4I L4I4I t4I4I 4I4I 4I4I 4I4I4I4I4I@4Ih4I4I4I4I 4IP4I4I4I4I 4I`4I4I4I4I04IX4I4I4I4I 4Ip*4IH%4I 4I84I4I4IcsU>@V@III0RiprapRiprap}umkf9< LVALL L & [ [+) } _ A  V  p6B~<LJ Sm`QbmkMdoi kYmQLQO`Jm kYmQLiYOUQ kYmQMdbmiJMmYdbkMdoiZZZ e Site.StreamID, 'e  Site.State) 'ePierScourPier PierScour.PierID = Pier.PierIDW+# ePierSitePier.SiteID = Site.SiteIDH! eSitePierScour Site.SiteID = PierScour.SiteIdW+ eeb/o @b/o @Pier_Scour_Data@@@@@@@@@@@> dR,n @n @Site_Data@u>@[@XLL@4444442 `cE~:m @E~:m @~sq_ffrm_AbutScr@[4MR2KeepLocal TNBBBBBB@ `bs}:m @s}:m @~sq_ffrm_contractscr@"W4MR2KeepLocal TVJJJJJJH `az:m @z:m @~sq_ffrm_Master@+T4MR2KeepLocal TL@@@@@@> ``z:m @z:m @~sq_cfrm_Master~sq_cfrm_Contact@x @S4MR2KeepLocal Tl``````^ `_z:m @z:m @~sq_cfrm_Master~sq_cFrm_BedMat@oN4MR2KeepLocal Tj^^^^^^\ `^N|z:m @N|z:m @~sq_cfrm_Master~sq_cfrm_Bridge@?4MR2KeepLocal Tj^^^^^^\ `]N|z:m @N|z:m @~sq_cfrm_Master~sq_cfrm_Abutment@n.4MR2KeepLocal Tnbbbbbb` `\N|z:m @N|z:m @~sq_cfrm_Master~sq_cfrm_Pier@M,4MR2KeepLocal TfZZZZZZX `[z:m @z:m @~sq_cfrm_Master~sq_cfrm_pierscr@Oά-SitePPierPierScourLVAL@TPDT22-brgpln-profile.jpg - profile plot from bridge plan, includes bed material information. Planview.wmf - is a file showing the bridge with a sketch of the channel and the locations of the cross sections. Note the location of the cross sections from the bridge plans located 500 ft upstream and downstream are approximate. PDT22-pier-details.jpg - scan of bridge plan pier details PDT22-topo.jpg PDT22-brgpln-profile.jpg Photos taken on 7-15-97: PDT22-ds-bridge.jpg - photo along downstream edge of bridge PDT22-ds-channel.jpg - photo of main channel downstream PDT22-ds-lbnk.jpg - photo of left bank downstream from bridge PDT22-ds-rbnk.jpg - photo of right bank downstream from bridge PDT22-us-bridge.jpg - photo along upstream edge of bridge Pictures taken on 10/29/01: HWY220001.jpeg  Looking downstream at right bend from left upstream fldpln HWY220002.jpeg  same as 0001 HWY220003.jpeg  Left upstream fldpln near bend closest to bridge HWY220004.jpeg  Looking upstream at left fldpln, upstream of bridge, OP#2 HWY220005.jpeg  same as 0004 HWY220006.jpeg  same as 0004 HWY220007.jpeg  Looking at upstream right fldpln from roadway, OP#3 HWY220008.jpeg  same as 0007, looking at US x-secs 9 and 10. HWY220009.jpeg  Looking downstream at right fldpln, OP#4 HWY220010.jpeg  Looking downstream from roadway, OP#4 HWY220011.jpeg  same as 0010 HWY220012.jpeg  Chad Wagner collecting bathymetry data with scour board HWY220013.jpeg  Scour board collecting bathymetry data HWY220014.jpeg  same as 0012 HWY220015.jpeg  Looking downstream from bridge deck HWY220016.jpeg  same as 0015 HWY220017.jpeg  same as 0015 HWY220018.jpeg  Looking upstream from bridge deck HWY220019.jpeg  Upstream bridge face and area of scour along right bank HWY220020.jpeg  Looking upstream at channel and left overbank from deck HWY220021.jpeg  Looking at right abutment from US left bank HWY220022.jpeg  Looking at bridge from US left bank, in bend HWY220023.jpeg  Looking upstLVAL A5 FThe Galvin Road Overflow bridge is approximately 2.5 miles northwest of the town of Centralia, WA and serves as a relief opening on the east floodplain of the Chehalis River during high-flow events (figure 1). The current bridge at the site is 382 feet (ft) long and consists of 10 spans supported on 11 piers. A low spot in the embankment fill 500 ft east of the bridge overtops during major floods and prevents pressure flow at the overflow bridge. The main channel of the Chehalis River is 1200 ft west of the Overflow bridge and is spanned by a 400 ft concrete bridge. The main bridge, Overflow bridge, and low spot in the fill are the only places where flood flows can pass to downstream of Galvin Road. The bridge was damaged on February 9, 1996, when the Chehalis River experienced a major flood. The flood produced a massive scour hole under the western one-third of the bridge and undermined the timber piles of one intermediate pier, which caused the bridge deck to sag 18 inches. A USGS gaging station (12027500) on the Chehalis River at Grand Mound has been operational four miles downstream of the Galvin Road Overflow bridge from 1929 - 2002. The Chehalis River is a fine- to medium-grained sand channel with a wide floodplain in the vicinity of the Galvin Road overflow bridge. The Galvin site is more complicated than most other bridge sites in the area because of a wide flood plain, upstream overbank flow diversion, off-channel storage and backwater effects from the downstream reaches of the Chehalis River. The backwater effects stems from an adverse channel gradient in the vicinity of the bridge crossing. Rather than a uniformly sloping channel in the downstream direction, the main channel of the Chehalis River between river miles 61.7 and 62.9 (the Galvin Road bridge is located at river mile 64.08) has an adverse slope of .0005 ft/ft. The adverse slope of the channel in the vicinity of Galvin Road is attributed to an abrupt narrowing (pinch) of the Chehalis River valley topography approx6 G1 Y2@b@Y Y   Y ?Snow RiverSnow River at Seward Highway (S.R. 9) near Seward, AKAKTown of SewardSeward60200014921009MainlineStateNAStraightUnknownUnknownUnknownUnknownMediumFlashyGravelHighWideUnknownUnknownAlluvialMediumSinuousGenerallyGenerallyWideWiderK,MSL,@LuldZQHB<4,$ zn#1 Y@Y Y   Y Tanana RiverTanana River at S.R. 3 at Nenana, AKAKTown of NenanaNenana64500014840003MainlineStateNAStraight0.00015RestabilizationPartialUnknownUnknownUnknownUnknownUnknownNoneNarrowConcaveApparentNon-alluvialHighUnknownGenerallyGenerallyWideWider@JGage~uoaWNF@7.% |n#@1 Yq@^@Y Y   Y Q@Tanana RiverTanana River at S.R. 2 at Big Delta, AKAKTown of Big DeltaBig Delta64300014610002MainlineStateNARight0.0006UnknownPartialUnknownUnknownWidePerennialGravelModerateWideUnknownUnknownAlluvialLowSinuousLocallyLocallyIrregularWider@IGage~ulg]TKE;3("|n#h Y ]@ܤ@Y Y   Y Tazlina RiverTazlina River at Richardson Hwy (S.R. 4) nr Glennallen,AKAKTown of GlennallenGlennallen62000014550004MainlineStateNAStraight0.0021DegradationHighUnknownUnknownMediumPerennialCobblesUnknownUnknownUnknownUnknownAlluvialMediumSinuousLocallyUnknownIrregularUnknown@HGage|sjaXOD<3*$}n#@1 Y Y Y   Y Knik RiverKnik River at S.R. 1 near Eklutna, AKAKEklutnaEklutan61500014855001MainlineStateNAStraight0.001UnknownPartialUnknownUnknownWidePerennialSandUnknownUnknownUnknownUnknownAlluvialMediumSinuousLocallyLocallyWideWider@GGage|sjaYOF=4+% zn#{@1 YZ@v@Y Y   Y 33333 j@Susitna RiverSusitna River at S.R. 3 near Sunshine, AKAKTown of SunshineSunshine62100015005003MainlineStateNARight0.0004UnknownUnknownUnknownUnknownWidePerennialCobblesUnknownUnknownUnknownUnknownSemi-alluvialHighUnknownGenerallyGenerallyWideWider/Gage@:vpaXOF=4)#}n#1 YC@@Y Y   Y 333333>@Knik RiverKnik River at Old Glenn Highway near Palmer, AKAKPalmerPalmer6150001483000Old Glenn HighwayMainlineUnknownNAStraight0.00069UnknownPartialUnknownUnknownWidePerennialGravelModerateUnknownUnknownNoneAlluvialHighSinuousGenerallyGenerallyWideWider}@Gage|vlf]TJB71( zn#LVALFThe Bell Crossing bridge over the Bitterroot River is part of a roadway that connects the East Side highway with US 93. Due to the expansivness of the Bitterroot river floodplain in the vicinity of the Bell Crossing bridge, there are many relief structures along the connector roadway that assist in conveying high-flow events. A USGS gaging station is located at Bell Crossing (12350250) and has provided seasonal records since 1987. Discharge measurments are made from July through September to help regulate to intense irrigation pressure from the surronding farmlands during the late summer. Water from the Bitterroot river is diverted upstream of the bridge for irrigation of about 80,000 acres. The Painted Rocks Lake (station number 12342000) provides some regulation at the site. At high stages, the left bank overflows and the channel becomes braided with trees and vegetation creating some amount of backwater. The right bank above and below the bridge is riprapped and will overflow at extremely high stages. Bypass flow will occur through 8 ft wide culverts located 500 ft from both ends of the bridge and through a bridge opening 1/2 mile to the east of the site. The nature of the streambed in the vicinity of the site is highly unstable also prone to a large volume of debris. The Bell Crossing is a 4 span bridge having three, 4.5 ft wide sharp-nosed, webbed piers. No real-time measurements were made on the upstream side of the bridge or the approach section during the flood event. A level 2 scour analysis was however, conducted on the site using the WSPRO computer model. The model was used to conduct a step-backwater calculations for the 100-year and 500-year peak discharges at the bridge. The 100-year discharge passed through the bridge as free-surface flow without any overtopping of the roadway. Upon analysis of the 500-year discharge, it was determined that unsubmerged pressure flow conditions would be used in the scour assessment. The scour results are probably conservative and ov LVAL erstate the hydraulic conditions for the 500-year discharge because of the relief that the bridge would likely receive from nearby overflow structures. WSPRO Hydraulic Results: Uncontracted Section 100-yr Average Velocity = 3.96 ft/s Depth = 8.51 Main Channel K = 593320 Left K = 46136 Rigth K = 138971 Bridge Section 100-yr Worst Case K-tube velocity = 8.82 area = 141.7 sq. ft. Uncontracted Section 500-yr Average velocity = 4.20 ft/s Depth = 10.37 ft Main Channel K=824755 Left K=78353 Right K=235360 Bridge Section 500-yr Worst Case K-tube = 9.24 area = 183.9 sq ft LVAL This study site is located 7.5 miles downstream from the site at Palmer, Alaska. It is 10 miles southwest of the village of Eklutna. The bridge at this site is 1500 ft long and crosses a channel of the Knik River at a 20-degree angle. Its seven round-nosed piers are spaced about 200 ft apart and aligned with the flow. The Knik River at this location has a braided channel, and the islands are inundated at flood stage. The channel streambed consisted of sand and gravel and was in a dune regime at the time of the peak discharge. In the study channel the river begins to widen as it flows beneath the Alaska Railroad Bridge, about 2000 ft upstream from the highway bridge, and continues to widen for about 0.5 mile where it merges with the MatanuskThis study site is located 7.5 miles downstream from the site at Palmer, Alaska. It is 10 miles southwest of the village of Eklutna. The bridge at this site is 1500 ft long and crosses a channel of the Knik River at a 20-degree angle. Its seven round-nosed piers are spaced about 200 ft apart and aligned with the flow. The Knik River at this location has a braided channel, and the islands are inundated at flood stage. The channel streambed consisted of sand and gravel and was in a dune regime at the time of the peak discharge. In the study channel the river begins to widen as it flows beneath the Alaska Railroad Bridge, about 2000 ft upstream from the highway bridge, and continues to widen for about 0.5 mile where it merges with the Matanuska River to form the upper end of Knik Arm. Tides reach the highway bridge, but even at flood stage their effect probably is insignificant. The high-water data in this report is the latest flood breakout (as of Nov 1975) in glacier-dammed Lake George. Such breakouts often caused annual peaks from 1959-1965, but they had not occurred since 1966 because the Knik Glacier, which caused the annual ice dam, began to retreat. For this study, the fourth pier from the left bank was instrumented with a single transducer at the nose of the pier. Depth to the streambed below the transducer was recorded by fathometer. For more information on the methods of sampling and purpose of this study, see the Location description for the Susitna River near Sunshine. LVAL# This study site is located at bridge 573 at mile 116.2 on the Richardson Highway where it crosses the Tazlina River, 2 miles upstream from its confluence with the Copper River. It is 5 miles southeast of Glennallen. The Tazlina River flows from a large glacier-fed lake about 26 miles west of the study site. The variations in discharge in the Tazlina River are subdued by the lake. Almost annually one of several glacier-dammed lakes above the lake breaks out to produce floodflows in the river. Post and Mayo discuss these lake breakouts in their report on glacier-dammed lakes. Stream-gaging records have been maintained at the bridge since 1951. Recorded annual peaks range from a low of 15,300 cfs in 1956 to a high of 60,700 cfsThis study site is located at bridge 573 at mile 116.2 on the Richardson Highway where it crosses the Tazlina River, 2 miles upstream from its confluence with the Copper River. It is 5 miles southeast of Glennallen. The Tazlina River flows from a large glacier-fed lake about 26 miles west of the study site. The variations in discharge in the Tazlina River are subdued by the lake. Almost annually one of several glacier-dammed lakes above the lake breaks out to produce floodflows in the river. Post and Mayo discuss these lake breakouts in their report on glacier-dammed lakes. Stream-gaging records have been maintained at the bridge since 1951. Recorded annual peaks range from a low of 15,300 cfs in 1956 to a high of 60,700 cfs in 1962. The mean-annual and 50-year recurrence-interval floods are about 25,000 and 78,000 cfs respectively. Brice (1971) suggests that the recent history of the Tazlina River has been one of slow degradation. There is a large meander in the river about 4,000 ft upstream from the bridge, which may eventually be cut off by erosion. Alternate bars composed largely of cobbles and gravel but containing occasional boulders are located in the study area. Heavy riprap protection is provided on both banks at the bridge opening and on the right bank for a distance of 200 ft upstream from the bridge. The data included in this report were collected during a flood in Sept 1971 (Q = 39,700 cfs). Its recurrence interval is about 6 years.p LVAL This study site is located at bridge 524, which spans the Tanana River at mile 281 on the Richardson Highway, and is 0.5 miles northwest of Big Delta. The bridge at this site is 784 ft long and consists of one overhead-truss span 399 ft long and four girder spans each about 95 ft long, supported by four round-nosed concrete piers. Upstream from the bridge, the Tanana River channel is braided and contains gravel bars and islands. Immediately down- stream from the bridge the Delta River empties into the Tanana River and forms a delta. This forces the Tanana River into a narrow channel against a bluff on the opposite bank, which creates turbulence and has caused the bed of the streamThis study site is located at bridge 524, which spans the Tanana River at mile 281 on the Richardson Highway, and is 0.5 miles northwest of Big Delta. The bridge at this site is 784 ft long and consists of one overhead-truss span 399 ft long and four girder spans each about 95 ft long, supported by four round-nosed concrete piers. Upstream from the bridge, the Tanana River channel is braided and contains gravel bars and islands. Immediately down- stream from the bridge the Delta River empties into the Tanana River and forms a delta. This forces the Tanana River into a narrow channel against a bluff on the opposite bank, which creates turbulence and has caused the bed of the stream to scour a large hole to a depth of about 40 ft. The streambed in the vicinity of the bridge is composed of sand, gravel, and some cobbles. The drainage area of the bridge is about 13,500 square miles, a small part of which is covered by glaciers. Daily discharge was recorded at this site for 8 years during the period 1949 through 1957. The annual peaks observed during that time ranged from 37,600 cfs to 62,800 cfs. Mean-annual and 50-year peak flows were approximately 49,000 cfs and 67,000 cfs, respectively. Stage- discharge relations were very poor because of the alternate advance and retreat of the controlling delta. Most of the measurements in this data set were made in 1971.LVAL_ +This study site is located at bridge 202, which crosses the Tanana River at the town of Nenana on the Anchorage-Fairbanks Highway. The principal bridge consists of two 500-ft overhead-truss spans supported in the cThis site is located at the U.S. 82 bridge crossing the Red River at Garland, Arkansas, near the border with Texas and Louisiana. The site is in the Coastal This site is located at the U.S. 82 bridge crossing the Red River at Garland, Arkansas, near the border with Texas and Louisiana. The site is in the Coastal Plain Province, which is underlain by alluvial deposits and other unconsolidated sediments. The channel bed consists primarily of fine sands, silts, and clays.This site is located at the I-30 bridge crossing the Red River near Fulton, Arkansas, near the border with Texas. The site is in the Coastal Plain Province, which is underlain by alluvial deposits and other unconsolidated sediments. The channel bed consists primarily of fine sands, silts, and clays.This site is located at the U.S. 71 bridge crossing the Red River at Index, Arkansas, near the border with Texas. The site is in the Coastal Plain Province, which is underlain by alluvial deposits and other unconsolidated sediments. The channel bed consists primarily of fine sands, silts, and clays.This study site is located at bridge 202, which crosses the Tanana River at the town of Nenana on the Anchorage-Fairbanks Highway. The principal bridge consists of two 500-ft overhead-truss spans supported in the center by a single pier. Not all of the flow of the Tanana River passes beneath this main bridge because a bridged side channel conveys water at high flows. The drainage area of the Tanana River upstream from Nenana is approximately 25,600 square miles, a small part of which is covered by glaciers. The Nenana River enters the Tanana River about 200 ft downstream from the bridge. Upstream and downstream from the site, the Tanana River exhibits a meandering pattern. About 1 mile upstream from the bridge, a rock bluff resists a northward migration of the river and forces it into a channel extending in a west-southwestward direction. About 2,000 ft downstream from the bridge, the river again turns to the north around the western end of low-lying hills. The bridge is located at a crossover of the river channel. Crossovers on a meandering channel usually are characterized by scouring during low and medium flow and filling during high flows. At the bridge, the left or south bank has been stabilized by vertical bulkheads which form a loading dock for commercial rail and barge operations. Particle-size analyses of streambed material show that it is comprised of sand and gravel. Streamflow-gaging records have been maintained at Nenana since 1962. The mean-annual and 50-year floods are approximately 84,000 cfs and 168,000 cfs, respectively. The measurements included in this study were made in 1967. The maximum discharge was 174,000 cfs.0LVAL,@This study site is located at bridge 605 over the Snow River at mile 18.5 on the Seward Highway, about 16 miles north of Seward, Alaska. The 648-ft bridge is of girder design consisting of seven spans supported by six round-nosed pedestal-type piers. Two spur dikes force the flow of the river to pass through the opening parallel to the pier alignment. Upstream from the bridge, the Snow River is a braided channel covering the entire valley width of almost 1 mile. Prior to the 1966 construction of the present bridge, three bridge openings spanned the river's flow. When the present two bridges were constructed, the right channel was blocked completely and bridge 605 was designed to handle the majority of the entire river flow. Downstream from the bridge, the river enters Kenai Lake, which may cause some backwater effect on the flow beneath the bridge when the lake level is high. The surface streambed material in the vicinity of the bridge ranges from fine sand to coarse gravel. The foundation study along the centerline of the bridge conducted by the State of Alaska, Department of Highways, indicates silt and sand containing some gravel to a depth of about 100 ft. Much of the approximately 150 square miles drainage basin of the Snow River upstream from the bridge is covered by glaciers. One glacier, known locally as the Snow River Glacier, dams an unnamed lake from which water is released, causing flooding. The breakout occurs at 2- to 3-year intervals. During the period 1961-1965, the USGS operated a gaging station about 10 miles upstream from bridge 605. The peak discharge during that period was 25,000 cfs. During August and September 1970, the USGS operated a temporary gaging station 3 miles upstream from the bridge. The flood that occured during this period peaked on Sept 22 at a discharge of 17,800 cfs. The majority of data presented in this study were collected during that flood. An estimated peak flood of 55,000 cfs occurred in August 1967.LVAL] G z ; P\GR.P. #1 set on upstream (westbound) bridge, on upstream side of bridge, chiseled square on top of handrail 40 ft west (rt) of centerline of Pier #4, which is at Hwy Plans sta 103+48, 1340 ft from left abutment. Elevation for R.R.P. #1 set on upstream (westbound) bridge, on upstream side of bridge, chiseled square on top of handrail 40 ft west (rt) of centerline of Pier #4, which is at Hwy Plans sta 103+48, 1340 ft from left abutment. Elevation for R.P. #1 was determined by taping up: Finished grade centerline elevation at piers 3 and 4 = 226.4 ft (msl) Taped up centerline to wheel guard (0.75) to concrete handrail(2.05) Elevation at R.P. #1 = 229.2 = 226.4 + 0.75 + 2.05INDOT bronze tablet on the northwest end (upstream right) of the bridge, elevation = 528.06 ft. RP-1: Mark on the guard rail at bridge station 622 on the upstream side of the bridge, elevation = 530.02 ft. RP-2: Mark on the guard rail at bridge station 622 on the downstream side of the bridge, elevation = 530.04 ft.INDOT bronze tablet #VERM C-29 at the northwest end of the bridge (upstream right end), elevation = 495.325 ft. The bridge has a wire-weight gage on the upstream side. The elevation of the check bar is 499.24 ft at a reading of 46.822 ft.BM: Unlabeled INDOT bronze tablet on the downstream left end of the bridge, elevation = 562.54 ft. RP-1: Mark on guard rail at bridge station 108, on the upstream side of the bridge, elevation = 565.33 ft. RP-2: Mark on the guard rail at bridge station 108, on the downstream side of the bridge, elevation = 565.33 ft.Bridge repairs may have damaged or destroyed these RPs. RP1: BENT 15 of northbound lane, top of base of pier, which is also the pile cap and is near mean high-water elevation, at each of it's four corners, Elevation 4.00 ft, MSL (elevation from construction crews) RP2: BENT 15.5, northbound lane, top of base of pier, which is also the pile cap and is near mean high-water elevation, at each of it's four corners, Elevation 3.50 ft, MSL (elevation from construction crews) RP3: handrail on upstream end of left (North) fender. Top of handrail is 15.38 ft from levels run from RP2 on 2/11/90. Temporary staff gage was set.The elevations entered here are values from the bridge plans adjusted to mean sea level (MSL). Surveys tying the bridge to MSL indicated that the plan elevations are not MSL elevations.BM 4038C 1984 -- assumed elevation 49.990 ft. Located on approach to bridge on left bank, downstream side, in concrete curb.The elevations given are referenced to a local datum, the elevation of which was not determined. A reference point on the top of the left upstream wingwall was given an arbitrary elevation of 20.0 ft.The elevations given are referenced to the gage datum, the elevation of which was not determined. The gage altitude from the topographic map was 4450 ft. Reference point, gage elevation 11.23, was on the top of the H-beam in the upstream wingwall of the right-bank abutment. The gage was discontinued in 1988.The elevations given are referenced to mean sea level, based on reported gage heights and a gage datum of 4575.77 ft above mean sea level. Reference point 1 (yellow paint mark) was located above the fourth pier (from the left side looking downstream) on the sidewalk. The bench mark is a brass tablet set in the concrete sidewalk on left upstream end of the bridge at a gage elevation of 14.54 ft.Structure elevations given are from the bridge construction plans.Structure elevations entered are from the bridge construction plans.Structure elevations are from the bridge plans.Gage datum is 1.0 ft above mean sea level.6 1 Yؘ@Y Y   Y \(@Rio Grande RiverRio Grande River at U.S.285 near Monte Vista, COCORio GrandeMonte Vista3736341060848285MainlineUSNAUnknown0.00075UnknownUnknownUnknownUnknownMediumPerennialGravelLowUnknownUnknownUnknownAlluvialMediumUnknownLocallyLocallyUnknownUnknown ,Gagezrh_VMH@5-$ n#1  Y Y Y   Y Arkansas RiverArkansas River at C.R. 613 near Nepesta, COCOPuebloNepesta38105010408207117000613OtherCountyNAStraight0.0005UnknownUnknownFrequentLocalMediumPerennialSandLowUnknownUnknownUnknownAlluvialLowUnknownLocallyLocallyUnknownUnknown ,Local@Lxoj`WNE@:/'  ~n#@1  Y@Y Y   Y South Platte RiverSouth Platte River at C.R. 87 near Masters, COCOWeldMasters4018221041440675699587MainlineCountyNAStraight0.00132UnknownUnknownFrequentLocalMediumPerennialSandLowUnknownUnknownUnknownAlluvialMediumUnknownLocallyLocallyUnknownUnknown ,Gage=@Lzrh_VMHB7/( n#@1  Y@Y Y   Y South Platte RiverSouth Platte River at S.R. 37 near Kersey, COCOWeldKersey4024441043346675400037MainlineStateNAStraight0.00093UnknownUnknownFrequentLocalWidePerennialSandLowUnknownUnknownUnknownAlluvialMediumUnknownLocallyGenerallyUnknownUnknownZN,MSL@L~umcZQHC=2,% n#@1  Y`@Y Y   Y Red RiverRed River at U.S. 82 at Garland, ARARLaFayette, MillerGarland332121934223734200082MainlineUSNAUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownD@JMSLD@L}tkbYPG>5,#yn#@1  Y@Y Y   Y Red RiverRed River at I-30 near Fulton, ARARMiller, HempsteadFulton333626934849734150030MainlineInterstateNAUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknown4@JMSLF@Lypg^ULC:1( yn#@1 Ys@Y Y   Y Red RiverRed River at U.S. 71 at Index, ARARLittle River, MillerIndex333307940228733700071MainlineUSNAUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknown4@JUnknown1@L|sjaXOF=4+"yn#@LVAL,OThe study site is located at the State Highway 37 bridge crossing the South Platte River, 2.5 mi downstream of Cache la Poudre River and 1.9 mi north of Kersey, Colo. The drainage basin (9,598 sq mi) includes rolling, irrigated farmland and mountainous areas. Natural streamflow is affected by reservoirs, diversions, ground-water withdrawals and return flows. There is a sand-bed channel at this location. A small channel, separated from the main channel by a large island, merges with the main channel about 100 ft upstream from the bridge on the right bank (looking downstream). There are three small islands approximately 250 ft downstream from the bridge, and during low flows, there are sandbars along the right side of the river downstream from the bridge. The bridge, built in 1958, is 663 ft long, and it has 12 concrete piers spaced 51 ft apart, centerlines oriented at a 60-degree angle to the roadway centerline. During high flow, the piers are aligned with most of the flow, but during low flows, the piers are at angle to the flow. This angle is approximately 0 degrees at the left bank and increases to about 50 degrees on the right bank. The majority of the flow is along the left side of the river, and it is usually contained between the left bank and the 10th pier from the left bank. Scour measurements at the first nine piers from the left bank are reported herein. A streamflow-gaging station is located on the left bank downstream of the bridge. The range of discharge during data collection was from 1,240 to 6,630 cubic feet per second. The maximum reported at-pier approach velocity was 5.8 feet per second. The maximum peak flow for 1984 (May 17) was 9,550 cubic feet per second. Data collection at this site was complicated by the bridge configuation, accumulation of debris, and flow skewed to the piers. The bridge deck over- hangs the upstream edge of the piers by 6.4 ft. Therefore, the sounding weights were allowed to drift downstream to measure zLVALthe scour at the piers. Large logs and other debris were lodged against the piers on the left side of the river, making it difficult or sometimes impossible to measure scour depths near some piers. Flow skewed to the piers on the right side of the channel complicated the scour conditions. The data reported herein were collected as part of a study of general scour at bridge crossings and local scour at bridge piers at sites in Colorado in 1984 (Jarret and Boyle, 1986). The purpose of the study was to develop and test guidelines for collecting streambed-scour data at bridges during high flows. Equipment and procedures commonly used in the the U.S. Geological Survey streamflow-gaging program were employed. A secondary purpose was to evaluate local-sour-prediction equations. The four data-collection sites were selected because record or near-record snow packs were present in the basin headwaters, and the bridges at the sites did not appear to contract the main-channel flow. Estimates of local scour at piers based on the stream cross-section data collected at the upstream and downstream side of the bridge are reported here. Approach depths at piers were computed as the total depth minus the estimated scour-hole depth. At-pier approach velocity and flow skew angle are reported if available.LVAL This site is located at the State Highway 54 bridge crossing the waterway connecting Assawoman Bay and Little Assawoman Bay near Fenwick Island, Delaware. The waterway is connected to the Atlantic Ocean 10 miles to the north and 8 miles to the south. The bridge connects the mainland to the island. The bridge is 440 ft long and is supported by 10 pile bents spaced 40 ft apart. The piles extend from the silt and sand below the mud line, through a concrete strut--located approximately at the high-water line--to pilThis site is located at the State Highway 54 bridge crossing the waterway connecting Assawoman Bay and Little Assawoman Bay near Fenwick Island, Delaware. The waterway is connected to the Atlantic Ocean 10 miles to the north and 8 miles to the south. The bridge connects the mainland to the island. The bridge is 440 ft long and is supported by 10 pile bents spaced 40 ft apart. The piles extend from the silt and sand below the mud line, through a concrete strut--located approximately at the high-water line--to pile caps located just under the bridge structure. (Pile bents J and K do not have struts.) Both abutments have riprap protection. The flow is tide affected and may reverse directions, but the predominant flow tends to be from south to north. The flow may not reverse when strong winds are coming from the southeast. (The west side of the channel is always considered the left edge, regardless of the direction of flow.) The bridge is arched and should not be overtopped. A large number of small boats use the waterway.This site is located at the State Route 9 bridge crossing the Leipsic River at Leipsic, Delaware, 5 miles north of Dover, Delaware. The arched bridge, 547 ft long and 29 ft wide, has 12 pile-bent piers. Three spans are over the water, with possibly four piers in the flow. The bridge deck rests on the pile caps. Each pile bent includes 5 piles spaced 6 ft apart on centers. The piles in the center bents (C2 and C3) have a 3-ft-diameter concrete collar extending several ft above and below the waterline for protection from ice. The Leipsic River is actually an estuary with tidal flows in both directions. Net downstream flow is probably a small percentage of tidal flow. Any extremely high water is probably associated with storms causing extremely high tides. Runoff would probably not contribute much flow. If the river rises above the tidal banks (several feet above normal high tide), a very wide floodplain would be inundated. It is unlikely that the bridge would be overtopped.6   1 Y@Y Y   Y Red RiverRed River at S.R. 3032 near Shreveport, LA, E.B.LABossierShreveport3157119342383032MainlineStateEastStraight0.0001RestabilizationNoneRareNoneWidePerennialSandLowNarrowLittleNoneAlluvialLowStraightNoneNoneWideRandomuL/MSL@ L}wqgbXRJB=7,& yn#@1 YGz @(@Y Y l?Mb? rh?White RiverWhite River at S.R. 157 at Worthington, ININGreeneWorthington390637865748157MainlineStateNAStraight0.0002PremodifiedUnknownFrequentUnknownMediumPerennialGravelLowWideLittleNoneAlluvialMediumMeanderingNoneNoneUnknownEquiwidth@SMSLF@ L}wkcYSKE@8-% {n#x1 Yffffff@@Y Y {Gz?Mb?~jt?Wabash RiverWabash River at S.R. 163 at Clinton, ININVermillionClinton393922872343163MainlineStateNAStraight0.00014PremodifiedUnknownFrequentUnknownWidePerennialSandLowWideLittleNoneAlluvialMediumStraightNoneNoneUnknownEquiwidtha@SMSL@ L|vpf^TNF@;5*$|n#x1 Yףp= /@@Y Y  Q? Eel RiverEel River at S.R. 59 near Clay City, ININClayClay City39201887063559MainlineStateNAStraight0.00035ThresholdNoneOccasionalUnknownMediumPerennialSandLowWideLittleNoneAlluvialLowMeanderingNoneNoneUnknownEquiwidth@RMSLH@ L{rlfZUKE=72,!yn#P1 YX@333333?X9v?333333?{Gz?V-?{Gz??Q??South Altamaha RiverSouth Altamaha River at I-95 near Brunswick, GAGAGlynn/McIntoshBrunswick312015812800222616895MainlineInterstateSouthLeftPremodifiedNoneNoneNoneWidePerennialSandLowWideLittleNoneAlluvialMediumSinuousNoneNoneIrregularEquiwidth7@RMSL@ L~umc]UOJD93-'!n#1 Y Q? Q?  Q? Assawoman BayAssawoman Bay at S.R. 54 near Fenwick Island, DEDESussexFenwick Island382720750400148470254MainlineStateNAStraightUnknownNoneNoneNoneMediumPerennialSandNoneLittleLittleNoneAlluvialLowStraightNoneNoneNarrowEquiwidth$@PMSL@L|vpfaWQIA;5*"}n#_R1 Y Y Y   Y Leipsic RiverLeipsic River at S.R. 9 at Leipsic, DEDEKentLeipsic39144475310514835309MainlineStateNAStraightUnknownUnknownRareNoneMediumPerennialUnknownNoneUnknownLittleUnknownAlluvialLowSinuousNoneNoneUnknownEquiwidth@PMSL@Lypjd[VLC;2,# }n#@ LVALThe I-95 crossing of the Altamaha River is located in the Southeastern tip of Georgia. It was built in 1970 over a waterway whose flows are tidally affected but do not normally reverse direction over the tide cycle. This data set is fThe State Route 59 bridge crosses the Eel River 3.7 miles north of Clay City, Clay County, Indiana. The Conneley ditch bridge, located approximately 1.8 miles south, will act as a relief bridge for very large floods. No scour data has been obtained for this relief bridge. Both upstream overbanks are tilled with some woods between theThe State Route 59 bridge crosses the Eel River 3.7 miles north of Clay City, Clay County, Indiana. The Conneley ditch bridge, located approximately 1.8 miles south, will act as a relief bridge for very large floods. No scour data has been obtained for this relief bridge. Both upstream overbanks are tilled with some woods between the fields and the channel. The downstream right overbank is wooded for several hundred ft downstream of the bridge. The downstream left overbank is mostly tilled with some trees and cabins between the field and channel. At low flows, the channel banks are steep and relatively high. Sloughing indicates that the banks are actively eroding.The I-95 crossing of the Altamaha River is located in the Southeastern tip of Georgia. It was built in 1970 over a waterway whose flows are tidally affected but do not normally reverse direction over the tide cycle. This data set is for the southbound, upstream bridge. The northbound lane crosses on a nearly identical, parallel bridge 47 feet downstream. On January 23, 1990 a passing motorist on the southbound bridge noticed a pronounced bump and called Georgia Department of Transportation (GDOT). GDOT inspected the bridge and found a 4-inch sag in the deck at pier 15. Divers then found a large scour hole at pier 15 and found exposed pile tips on at least four of the 12 supporting piles. Emergency contracts were let to provide additional support for repairs of bents 14,15, & 16 of the southbound bridge and bent 14 of the northbound bridge. In subsequent years additional repairs and countermeasures have been made at additional piers on the northbound and southbound bridges. Personnel of the USGS visited the site in February, 1990 to collect detailed channel geometry, geophysical, and velocity data. Analyses indicate that the failure was due to a combination of local scour at pier 15, and the northward migration of the thalweg since 1970, to a present location coinciding with pier 15. This broadly meandering stream has had stable channel boundaries according to areal photos from 1951 to present. However, there is a meander cut-off forming about 2000 feet north of the bridge. The near channel banks were about 200 feet apart at the upstream and downstream side of the potential meander cut-off location in 1951 and 1974 and were about 160 feet apart in 1988. The average channel width is about 500 feet. When this cut-off occurs, it could place the bridge at increased risk due to scour. LVAL This site is located about one mile southeast of the town of Worthington, and about half a mile south of the confluence with the Eel River. The site has a steep right bank that is wooded. The left overbank is low-lying farm fields with a strip of woods between the fields and the river. The road embankment is low enough This site is located about one mile southeast of the town of Worthington, and about half a mile south of the confluence with the Eel River. The site has a steep right bank that is wooded. The left overbank is low-lying farm fields with a strip of woods between the fields and the river. The road embankment is low enough left (east) of the bridge that during high flows a significant amount of flow will bypass the bridge. The measurement on 1-1-93 had 43,400 cubic ft per second (cfs) in the bridge opening, but the total discharge is estimated at 64,000 cfs. If this estimate is accurate, the flood on 1-3-93 had a 10-year recurrence interval.This site is at the the State Route 163 bridge crossing the Wabash River on the east side of the town of Clinton. The Wabash River is the county line between Vermillion County on the west and Parke County on the east. The mile point is referenced to the Indiana-Illinois State line. The left bank is leveed both upstream and downstream from the bridge, while the right bank has a natural hillside that has been terraced by construction. The left overbank is wooded upstream and downstream from the bridge. The right bank has some trees and brush, and remains steep for several hundred feet downstream from the bridge. Upstream from the bridge, the right bank levels off where there is a community park and boat launch. Approximately 1000 ft upstream from the S.R. 163 bridge, there is a railroad bridge. Only piers 6, 7, and 8 are in the channel.@LVALPream at upstream bend from left bank HWY220024.jpeg  same as 0021 HWY220025.jpeg  Looking at DS right bank from left abutment HWY220027.jpeg  same as 0025 HWY220028.jpeg  Looking DS from left abutment HWY220029.jpeg  Looking US at right bank from left abutment HWY220030.jpeg  Looking US from left abutment HWY220031.jpeg  Upstream left floodplain, gravel pits HWY220032.jpeg  same as 0031 HWY220033.jpeg  Downstream left floodplain HWY220034.jpeg  Looking westward at upstream bridge face from roadway HWY220035.jpeg  Upstream left overbank HWY220036.jpeg  Looking eastward at upstream right overbank from roadway HWY220037.jpeg  Looking westward at bridge from roadway HWY220038.jpeg  Upstream bridge face and the source of 3 days of pleasant odors HWY220039.jpeg  Upstream right overbank from bridge deck CR22PDT.doc - MS Word summary of site, bridge and scour data CR22PDT.xls - contains the following worksheets cross sections are label by location upstream (us) or downstream (ds) distance from bridge date or source (bp is bridge plans) See appropriate worksheet us500_bp us70_7-15 us50_7-15 us50_7-15(2) usfv_bp us0_4-4 us0_4-5 us0_4-9 us0Q_4-5 us0Q_4-9 us0Q_7-15 lsrtww_4-9 - longitudinal section along the right wing wall lsp1p2_7-15 - longitudinal section between piers 1 and 2 ds0_4-4 ds0_4-5 ds0_7-15 dsfv_bp ds10_4-9 ds15_4-5 ds20_4-9 ds25_4-4 ds40_4-5 ds50_4-4 ds50_4-9 ds50_7-15 ds80_4-5 ds80_4-5(2) ds90_4-9 ds100_4-4 ds100_7-15 ds500_bp Q4-5-97- velocities from discharge measurement on 4-5-97 Q4-9-97 - velocities from discharge measurement on 4-9-97 Q7-15-97 - velocities from discharge measurement on 7-15-97 Hydrograph - hydrograph from nearest gage a}<p) Z  ` 6 X  X . X  ȅȅȅȅȅȅȅȅȅȅȅȅȅȅȅȅȅȅȅȅȅȅȅȅȅȅȅȅȅȅȅȅȅgI#NYYHs.w:QgAbutment.AbutSlp/ ggAbutment.Rskew- ggAbutment.Lskew- ggAbutment.Type, gg Abutment.WW* ggAbutmentScour.Sigma2 ggAbutmentScour.D950 ggAbutmentScour.D840 ggAbutmentScour.D500 ggAbutmentScour.D160 ggAbutmentScour.BedMaterial8 ggAbutmentScour.DebrisEffect9 ggAbutmentScour.EmbankLength9 ggAbutmentScour.AvgDepthBlocked< ggAbutmentScour.AvgVelBlocked: gg AbutmentScour.QBlocked5 gg AbutmentScour.DepthAtAbut8 gg AbutmentScour.VelAtAbut6 gg AbutmentScour.SedTrans5 gg AbutmentScour.UPDS1 ggAbutmentScour.Abutment5 ggAbutmentScour.Time1 ggAbutmentScour.Date1 ggAbutmentScour.MeasurementNo: ggSite.SiteName, gg Site.SiteID* ggSite.StreamID, gg Site.State) ggAbutment!!! gAbutmentScour+++ gSite g Gg Gg g GfSiteContractionScourJ@E9 fContractionScour.Accuracy8 gfContractionScour.ScourDepth: gfContractionScour.Location8 gf ContractionScour.DebrisEffects= gfB@ gfContractionScour.D953 gfContractionScour.D843 gfContractionScour.D503 gfContractionScour.D163 gf"ContractionScour.BedMaterialType? gfContractionScour.SedTransport< gfContractionScour.Eccentricity< gfJ@ gfP@ gfContractionScour.UCWidth7 gfContractionScour.UCDepth7 gfContractionScour.UCDischarge; gf ContractionScour.UCAverageVel< gf ContractionScour.CWidth6 gf ContractionScour.CDepth6 gf ContractionScour.CDischarge: gf ContractionScour.CAverageVel; gfContractionScour.USOrDS6 gfContractionScour.Time4 gfContractionScour.Date4 gf ContractionScour.MeasurementNo= gfSite.SiteName, g#Q @ @ @ @ @ @ @ @ @ @ @ @ @ d ZdZeZeZeZeZeZeZ eZ!eZ"eZ#eZ$eZ%eZ&eZ'eZ(e Z)e Z*e Z+e Z,e Z-eZ.eZ/eZ0eZ1eZ2eZ3eZ4eZ5eZ6eZ7eZ8eZ9eZ:eZ;e ZeZfZ?fZAfZBfZCfZDfZEfZFfZGfUfUfUfUfUf Uf Uf Uf Uf U fU fU fU fU fUfUfUfUfUfUfUfUfUfUfUfUfUfUfZ@gUgU@gUAgUBgUCgUDgUEgUFgUGgUHgUIgUJgUKgULg UMg UNg UOg UPg UQgURgUSgUTgUUgUVgUWgUXgUYgUZgU[gU:gU;gUgU?gWgWgUhWhWhWhWhWhWiWiW iW iW iW iW jWjWjWjWjWjWkWkWkWkWkWkWlWlWlWlWlWlWmW mW$mW"mW#mW%mW!nW&nW*nW(nW)nW+nW'oW,oW0oW.oW/oW1oW-pW2pW6pW4pW5pW7pW3qW8qWrWBrW@rWArWCrW?sWDsWHsWFsWGsWIsWEtWJt}tWLt}t}tWKu}u}u}u}u}u}v} v} v} v} v}v} w}w}w}w}w}w}x}x}$ LVAL us12pdt-REV.xls - contains the following data: Summary - Summary of basic site and scour data Hydrograph - Hydrograph from nearest USGS gaging station X-Sec - cross section data Site Photos/Sketches ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ The following photos were scanned from a black and white copy of the bridge scour evaluation report completed by BRW: pdt12-scrrpt-ds-channel.jpg pdt12-scrrpt-abuts.jpg pdt12-scrrpt-bridge.jpg pdt12-scrrpt-nwcorner-bridge.jpg pdt12-scrrpt-us-channel.jpg pdt12-scrrpt-us-dam.jpg pdt12-brgpln-siteplan.jpg is a site plan scanned from the bridge plans provided by MnDOT. pdt12-flood-us-bus12pdt-REV.xls - contains the following data: Summary - Summary of basic site and scour data Hydrograph - Hydrograph from nearest USGS gaging station X-Sec - cross section data Site Photos/Sketches ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ The following photos were scanned from a black and white copy of the bridge scour evaluation report completed by BRW: pdt12-scrrpt-ds-channel.jpg pdt12-scrrpt-abuts.jpg pdt12-scrrpt-bridge.jpg pdt12-scrrpt-nwcorner-bridge.jpg pdt12-scrrpt-us-channel.jpg pdt12-scrrpt-us-dam.jpg pdt12-brgpln-siteplan.jpg is a site plan scanned from the bridge plans provided by MnDOT. pdt12-flood-us-bridge.jpg is a photo taken during the flood, from the right bank looking across the face of the bridge to the left floodplain. Note the slump in the foreground. pdt12-flowfield.jpg - sketch of flow field observed on 4-9-97 pdt12-rwingwall - photo of data collection along the right upstream wingwall. Note the slump in the embankment. HEC-RAS Files --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- PreFlood_US12.zip - HEC-RAS model files with pre-flood bathymetry, includes scour computations. Flood_US12.zip - HEC-RAS model files with main channel bathymetry collected during flooding on April 9, 1997; used as calibration model.LVALQ8)1999 Level 2-scour analysis files: ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ 539_knik_ics.txt - Raw data files from the data logger in Northing, Easting, Elevation (ics) and full information formats. 539_knik_survey.xls - Excel spreadsheet containing transformation of points, surveyed cross sections, interpolated cross sections, and data exported to HEC-RAS 539_knik_writeup.doc - Document summarizing 1999 analysis 539_knik.g02 - Final HEC-RAS geometry file 539_knik.h01 - Final HEC-RAS hydraulic design file 539_knik.f02 - Final HEC-RAS flow file 539_knik.p02 - Final HEC-RAS plan file 539_knik.prj - Final HEC-RAS project file (details of files used, units, default parameters, etc.) 539_knik.r02 - Final HEC-RAS run file 2001 Survey Files: ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- finaltable.txt - All bathymetry, topo and bride survey data from 1999 survey, in a text file format. gps points.txt - Summary of all bathymetry, topo and bride gps data from 1999 survey, in a text file. Hydrographic data collection on the Knik River.doc - Document summarizing 2001 survey. GPS_data.xls - GPS and Total Station data for the overbanks and channel, contains historic plot of old bridge x-sec bathymetry 1999-2001. Total_translate.txt - Total station data in a text file format. Knik_stage.prn - Stage data from USGS gaging station at the site (7/23/01 - 8/3/01). Edited ADCP (folder) - ADCP measurements at the following locations: Knik013 1330 ft upstream of old bridge Knik014 800 ft upstream of old bridge Knik015 350 ft upstream of old bridge Knik017 upstream of spur dike Knik018 immediately upstream of old bridge Knik019 between bridges Knik021 immediately downstream of new bridge KniLVAL^ X 6 ? 0eNmRM1 = Chiseled square located on top of eastRM1 = Chiseled square located on top of east upstream abutment. MSL elevation = 758.21 ftRM1 = Chiseled square on the left upstream wingwall (northeast wingwall). MSL elevation = 944.76RM2 - Bolt in power pole on left upstream bank. Approximately 15 feet upstream of bridge. MSL elevation = 601.02 ft.BM1 - ODOT brass tablet on downstream left wingwall. MSL elevation = 703.17RM1 = Chiseled square on landward side of south upstream abutment. MSL elevation = 827.16 ftRM1 - Chiseled square on right upstream abutment (northwest corner of bridge) MSL elevation = 830.34 ftRM2 - Chiseled square on top of left upstream abutment. MSL elevation = 620.35RM1 - Chiseled square on streamward side of left upstream abutment (the northeast abutment). MSL elevation = 765.83 ftWire-weight gage: 30.30 ft gage datum BM on top right bank, downstream abutmentRM1 - Chiseled square on left upstream abutment. MSRM1 = Chiseled square located on top of east upstream abutment. MSL elevation = 758.21 ftRM1 = Chiseled square on the left upstream wingwall (northeast wingwall). MSL elevation = 944.76RM2 - Bolt in power pole on left upstream bank. Approximately 15 feet upstream of bridge. MSL elevation = 601.02 ft.BM1 - ODOT brass tablet on downstream left wingwall. MSL elevation = 703.17RM1 = Chiseled square on landward side of south upstream abutment. MSL elevation = 827.16 ftRM1 - Chiseled square on right upstream abutment (northwest corner of bridge) MSL elevation = 830.34 ftRM2 - Chiseled square on top of left upstream abutment. MSL elevation = 620.35RM1 - Chiseled square on streamward side of left upstream abutment (the northeast abutment). MSL elevation = 765.83 ftWire-weight gage: 30.30 ft gage datum BM on top right bank, downstream abutmentRM1 - Chiseled square on left upstream abutment. MSL elevation = 812.32 ft.RM1 - chiseled square on streamward, upstream side of the right abutment. MSL elevation = 648.09 ft.RM2 - chiseled square in left upstream concrete abutment. Assumed elevation = 111.29 ft MSL elevation = 679.12Reference mark number 1 (RM1) is chiseled "X" on left upstream (southwest) concrete abutment wingwall set to elevation 99.99 feet.Benchmark is US Coast and Geodetic Survey (USCGS) monument number Z565 (1988 datum) equal to elevation 4964.63, located on right upstream corner of bridge and set in concrete walkway.Benchmark is US Coast and Geodetic Survey monument number G160 (1960), equal to elevation 5,129.271.Benchmark is US Coast and Geodetic Survey (USCGS) monument (C564) having elevation 3670.388 from datum of 1988 and located on right upstream concrete abutment. Datum used on Montana Department of Transportation (MDT) drawings does not equal USCGS datum described above. The MDT datum is estimated to be about 3 feet lower (+/- 0.5 ft) than USCGS. The USCGS datum is used through- out this file. Elevations for pier and footings were estimated using USCGS datum and dimensions indicated on the MDT drawings.Wire-weight gage attached to the upstream side of the upstream bridge. Check- bar reading at 61.00 ft (elev. 176.81 ft (NGVD)). Centerline elevation of downstream bridge at the left (east) abutment (Elev. 155.46 ft). BM-6.-- Chiseled square on downstream streamward corner of bridge seat of left (east) abutment (Elev. 151.47 ft).Wire-weight gage attached to the upstream side of the upstream bridge. Check- bar reading at 61.00 ft (elev. 176.81 ft (NGVD)). Centerline elevation of downstream bridge at the left (east) abutment (Elev. 155.46 ft). BM-6.-- Chiseled square on downstream streamward corner of bridge seat of left (east) abutment (Elev. 151.47 ft).r6 1# Y c@Y Y ?L7A`?Q?Otselic RiverOtselic River at S.R. 23 at Cincinnatus, NYNYCortlandCincinnatus423200755412151020023MainlineStateNAStraight0.0004PremodifiedHighOccasionalLocalMediumFlashyGravelModerateNarrowConcaveNoneAlluvialLowSinuousNoneNoneNarrowUnknownfe,MSL@wrhbYQG?7/( }n#x1" Yrh$X@m@ ףp= ? ףp= ? ףp= ? ףp= ? ףp= ? ףp= ? ףp= ? ףp= ? ףp= ?Badger CreekBadger Creek at U.S. 89 near Browning, MTMTGlacierBrowning4826031124214609250089MainlineUSNAStraight0.0039AggradationNoneOccasionalBothMediumPerennialGravelModerateWideLittleNoneAlluvialLowSinuousLocallyNoneUnknownUnknownc,Local@Yvmh^XPJ@8-% |n#1! Ynj4@8@Q?Q?Q?Q?Q?Q?Q?Q?Q?Yellowstone RiverYellowstone River at U.S. 89 near Emigrant, MTMTParkEmigrant4515151105203619150089MainlineUSNAStraight0.0022PremodifiedHighOccasionalLocalMediumPerennialGravelModerateNarrowUnknownNoneAlluvialLowSinuousNoneLocallyUnknownUnknowna,MSL@YxsicZRH@5-&n#1  Y/$Q@ȉ@? ףp= ? ףp= ?? ףp= ? ףp= ?? ףp= ? ףp= ?Gallatin RiverGallatin River at U.S. 191 near Gallatin Gateway, MTMTGallatinGallatin Gateway45311911114586043500191MainlineUSNAStraight0.0063UnknownHighOccasionalLocalMediumPerennialCobblesHighNarrowLittleApparentAlluvialMediumSinuousNoneNoneNarrowEquiwidth@5MSLg@Yukc[ULA92& ~n#1 Y"7@D@? ףp= ?Q?? ףp= ?Q?? ףp= ?Q?Clarks Fork Yellowstone RiverClarks Fork Yellowstone River near Bridger, MTMTCarbonBridger45155110854366207500310MainlineUSNAStraight0.007PremodifiedHighOccasionalLocalMediumPerennialGravelModerateLittleLittleNoneAlluvialMediumSinuousLocallyLocallyUnknownUnknown@^MSL@Yuog_UMB:3'! n#1 Y]@X@Y Y  ףp= ?Q? ףp= ?Pearl RiverPearl River at westbound U.S. 98 near Columbia, MSMSMarionColumbia311414895054248900098MainlineUSWestLeft0.000189UnknownUnknownOccasionalLocalWideUnknownGravelModerateWideLittleNoneAlluvialMediumMeanderingNoneNoneNarrowRandomP A2MSLQ@Y~rj`ZRLB:1+${n#x1 Y]@X@Y Y  ףp= ?Q? ףp= ?Pearl RiverPearl River at eastbound U.S. 98 near Columbia, MSMSMarionColumbia311414895054248900098MainlineUSEastRight0.000189UnknownUnknownOccasionalLocalWideUnknownGravelModerateWideLittleNoneAlluvialMediumMeanderingNoneNoneNarrowRandom,MSLQ@Yska[SMC;2,%{n#xLVAL::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::RecorMR2RecordLocksODBCTimeoutMaxRecordsRecordsetType FilterOrderByOrderByOnOrientation:  <   MR2OrderByOnColumnWidthColumnOrderColumnHiddenDecimalPlacesRequiredDisplayControlDescription FormatAllowZeroLengthValidationRuleValidationTextOrientation FilterOrderByCaptionInputMaskDefaultValue$UnicodeCompression   ]ScourDepth      mYAccuracy      m]CDischarge      mU CWidth      mU CDepth      mO D50      m& SigmaBedMaterial   < 4Sigma of Bed Material Size   mZTime    Short Time O D16      mO D84      mO D95      m^ UCTime    Short Time _CAverageVel      mw4.ChannelContractionRatio      mq.(PierContractionRatio      maUCAverageVel      m_UCDischarge      mWUCDepth      mWUCWidth      mU SiteId      m^ USOrDS       m jSedTransport       m p$BedMaterialType       m `BedForm       m l DebrisEffects       m XComments       ZDate    Short Date ^ UCDate    Short Date 5PKey   l MeasurementNo       m aEccentricity      mbLocation       m lLVAL| @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @    $%&'() * + , - . / 0 1 2 3 4 5 6 7 89:;<=>?@A3456789:;<=>?@ABCDE        !.D@   0<?p  F 0  F     !frm_Master.SiteIDSupportFiles'frm_Master.Directory3frm_Master.FileDescription8` hy:m @x ~ ~ F~frm_MasterhP h~@E~sq_cfrm_Master~sq_cfrmSupportFiles PX 0`0 ~ ~ F~SupportFiles X ` Fh0Е__SiteID (  h8HXhx   P  0P  P  $z  @~  `   p      4    P SupportFileshxSiteIDPrimaryKeyv ((q(((((((((((((((((((((((((((( 0SupportFiles  " SiteID   [__SiteID]$ D 0l@H0 SiteID(xP K LVAL[ The site is 2 miles south of Bridger, Montana. The bridge spans the main channel and has no scour countermeasures or upstream or downstream influ- ences. The USGS gaging station "Clark Fork Yellowstone River near Belfry, MT" (06207500) is about 25 river miles upstream from the bridge. The USGS gaging station "Clarks Fork Yellowstone River at Edgar, MT", (06208500), is about 24 river miles downstream from the bridge. Selected flood-frequency estimates for the site using USGS stations 06207500 and 06208500 result in a 100-year peak estimate (Q100) of 13,800 cfs and a 500-year peak (Q500) of 15,900 cfs. The watershed is presumed to be fairly stable in terms of sediment yield and channel-change potential. An inspection of historic rating curves for the two gages showed no more than a few tenths of a foot shift per year and no The site is 2 miles south of Bridger, Montana. The bridge spans the main channel and has no scour countermeasures or upstream or downstream influ- ences. The USGS gaging station "Clark Fork Yellowstone River near Belfry, MT" (06207500) is about 25 river miles upstream from the bridge. The USGS gaging station "Clarks Fork Yellowstone River at Edgar, MT", (06208500), is about 24 river miles downstream from the bridge. Selected flood-frequency estimates for the site using USGS stations 06207500 and 06208500 result in a 100-year peak estimate (Q100) of 13,800 cfs and a 500-year peak (Q500) of 15,900 cfs. The watershed is presumed to be fairly stable in terms of sediment yield and channel-change potential. An inspection of historic rating curves for the two gages showed no more than a few tenths of a foot shift per year and no consistent trend towards scouring or filling over the long term. The bed-material-sample transect was located within the bridge opening and because material was coarse, the sampling method used was a random-count procedure performed by hand in the field. Although live-bed scour was presumed for a level-2 analysis, critical-velocity and shear-stress calculations showed only marginal conditions for live-bed scour at Q100 and Q500. Clear-water scour was thus presumed for the measurements reported here, because armoring was believed to be a factor and actual flows were less than those (Q100 and Q500) used in the level-2 analysis. Determination of scour variables first required adjusting the horizontal stationing of the bridge for the 25-degree skewness to flow. The adjusted section was then plotted and scour variables measured.LVALփ`.D8(.8( 0<?".8(..@#. .8. L.>.f......6.V.v.....&.F.n..L.(.P.x..... .@.`......0.X..L...................L.>.f......6.V.v.....&.F.n..                               frm_Master.ID SandQ!frm_Master.SiteIDfrm_Master.QDatefrm_Master.Qyearfrm_Master.Qmofrm_Master.Qdyfrm_Master.Qhrfrm_Master.Qmifrm_Master.Flowfrm_Master.Qaccfrm_Master.SDatefrm_Master.Syearfrm_Master.Smofrm_Master.Sdyfrm_Master.Shrfrm_Master.Smifrm_Master.Stage#frm_Master.WatTemp-frm_Master.ReturnPeriod . .. . .y:m @.. .~ >.~ f.~ .~ .~ .~ .~ .~ 6.~ V.~ v.~ .~ .~ .~ .~ &.~ F.~ n.~ .~frm_Master.h....S*@9~sq_cfrm_Master~sq_cfrm_peaks. . . (. . P. . x. . . . . . .... ..  @..  `. .  .(.  .0.  .8. .@. .H. 0.P. X.X. .`..(.P.x..... .@.`......0.X...~ >.~ f.~ .~ .~ .~ .~ .~ 6.~ V.~ v.~ .~ .~ .~ .~ &.~ F.~ n.~ .~ SandQ .. >.. f.. .. .. .. .. .. 6.. V.. v.. .. .. .. .. &.. F.. n.. ...(.P.x..... .@.`......0.X..8.h.Е.__SiteID8. .P$.. .8...(.x..............................................................H(. ...`.. .. 0.. .. .. .. .. 0.. 0..  ..  0..  ..  ..  .. .. 0.. 0.. 0.. .zLVAL  @ @ @ @ @ @ @ @ @ @ @ @       ! " # $ % &'()*+      !"#$%&'()*+,-./0123 4!5"6#7$8%9&:';(<>?@ABCDE F G RTUVvWvdp)6 ".'. ".~.X........8..p........P... ..0..@.0.P.h.`..p.....H..X... .8.p... . P.. ..0.h.. . . H.tLp!.x!.!.!.!.!.!.!.!.!.!.!.!.!.!.!.!.!.".X....8.p....P....0.h....H.. SandQp".".".".SiteSandQ SiteIDPrimaryKeyID"..rv %.%.'..P$.P$.qP$.P$.P$.P$.P$.P$.P$.P$.P$.P$.P$.P$.P$.P$.P$.P$.P$.P$.P$.P$.P$.P$.P$.P$.P$.P$.P$.P$.'. .'.'.0(.H&.SandQ.@#..@#.%..%.(&.. @#.&. &.&.&.SiteSandQ @'. '. 8.[__SiteID]D'.'.'.8&.d'. H&.'.`'.h'.P'.SiteSandQ%..P$.'.'.'.(..LVAL,bThe site is located 11 miles southwest of Emigrant, Montana and drains an area of about 2,844 square miles. Annual-peak-discharge data were collected for 42 years at the USGS streamflow-gaging station "Yellowstone River at Corwin Springs, Montana" (06191500). The largest recorded peak discharge at the gage was 32,000 cubic feet per second (cfs) in 1918. The next two largest peak discharges occurred in 1974 (30,900 cfs) and 1911 (25,800 cfs). Selected flood-frequency data for the gage (Omang, 1992), adjusted for drainage area, give 100-year and 500-year peak discharge estimates at the bridge equal to 31,900 cfs and 35,700 cfs, respectively. Bed material was sampled within the bridge opening and because material was coarse and armoring was observed, the sampling method used was a random-count procedure performed by hand in the field. Although the watershed has been subject to recent fires and land-use changes, their overall effect on basin sediment yields is believed to be relatively minor. The watershed is thus presumed to be fairly stable in terms of sediment yield and channel-change potential. The station history for the USGS gage (06191500) indicates only minor shifts, generally on the order of a tenth of a foot or less. An example of channel stability during high flows is demonstrated by a rating, which has been used at the gage since 1979. Runoff measured at the gage for the period 1979-present (1994) included three floods that had peaks ranging from 21,900 cfs to 24,700 cfs (69 to 77 percent of 100-year flood peak). Although the gage is about 13 miles upstream from the bridge, channel stability at the two locations is presumed to be similar. Measured scour holes were observed to change over time, however, the change was considered minor and thus, clear-water scour was presumed to occur during measurements. In performing level-2 analyses at the 100-year and 500-year floods, shear-stress calculations for the streambed indicated that live-bed scour was only LVALmarginally more likely to occur, compared to clear-water scour. In contrast, comparison of critical and mean velocities indicated clear-water scour conditions. Taking into account other factors, including the presence of armoring at the site and the fact that only minor rating shifts have occurred at the USGS gage, lead to the conclusion that clear-water scour predominates at the site. The presence of riprap and greater main- channel flow depth on the left side indicates that the left bridge opening has been subjected to some form of abutment scour. A compar- ison of cross sections surveyed in 1992 and 1993 and at the time of construction confirm that about 2 feet of abutment scour has occurred. Left abutment scour is probably caused by flow impingement, rather than by the factors accounted for in prediction equations, such as return of overbank flood-plain flow to the main channel. Based on a comparison of sections, contraction scour was found to not be a factor. Data describing piers, abutments, and other horizontal and vertical features are based on USGS survey work for measuring on-site scour, to perform a level-2 analysis, and to perform beta-level verification of the BRISTARS model using scour-related data from the site (planned).LVAL,dThe bridge site is 15 miles southeast of Browning, Montana. Drainge area at the site is 239 square miles, with headwaters draining from the Rocky Mountain front. The main channel of Badger Creek is perched in relation to the right flood plain, and the main channel has a a high degree of lateral instability. There is a significant right overbank flood plain and the majority of flood flows are conveyed by road overtopping to the right of the bridge. A USGS streamflow-gaging station (06092500) is located several river miles upstream of the bridge site and has a drainage area of 133 square miles. Annual-peak-discharge data were collected for 23 years at the USGS streamflow-gaging station "Badger Creek near Browning, Montana" (06092500). As reported by Omang (1992), selected flood-frequency data for the site give 100-year and 500-year peak discharge estimates equal to 13,000 cfs and 26,500 cfs, respectively. The largest recorded peak discharge at the gage was 49,700 cfs on June 8, 1964. The next two largest peak discharges occurred in 1953 (4,220 cfs) and 1970 (3,670 cfs). Although drainage area at the site is greater than at the gage, the area upstream from the gage contributes most to producing flood flows-- thus, the 100-year and 500-year peak discharges are presumed to apply at the bridge site. The streambed is composed of relatively coarse material, however, the bed is not armored and is therefore considered unstable. Bed-material sample used in the sieve analysis (performed at the Materials Bureau of MDT) was from the bridge opening, between the upstream and downstream face. Two core logs shown on MDT drawing no. 7043 describe material underlying pier footings and abutments as being composed of dense sandy gravel with traces of clay. A third core log describes foundation material as dense gravelly sand with cobbles and some trace of clay. Drill holes ranged in depth from 41 feet to about 76 feet below the surface of the streambed. The gaging-station history at thLVALe USGS streamflow-gaging station "Badger Creek below Four Horns Canal near Browning, Montana" (06093200) indicated that "the channel is often unstable, especially during high flows." This gaging station was used instead of station 06092500 for interpreting stability because channel control occurs, whereas the control for station 06093200 is a diversion dam structure. Inspection of stage-discharge rating curves for the period 1973 to the present (1994) indicate a trend towards channel aggradation (filling) at high flows. Relative channel stability was also evaluated using incipient motion analysis. Hydraulic results from WSPRO, coupled with gradation curve data and shear stress calculations for the stream bed indicate channel instability at both the 100-year and 500-year floods. Because calculations indicate that live-bed scour occurs, development of an armor layer is presumed to be unlikely. There is evidence of about 2.5 ft of scour at the left and right abutments. A comparison of bridge sections for different dates show that contraction scour (to a maximum of about 0.5 ft) may occur. If the vertical changes (excluding local scour at piers and abutments) were accumulated laterally across the section, however, the net change would be zero.LVAL,fThis site is located at the State Route 23 bridge crossing the Otselic River at Cincinnatus, New York. The bridge, 187 ft long and 40 ft wide with one pier, is 0.5 mile downstream from a USGS streamflow gage. The pier footing has been undermined by scour, but the bridge is supported by pilings. A 30-degree angle between the pier and flow increases the tendency of the streambed to scour and has resulted in scour along the entire length of the pier. The deepest scour is 10 to 25 ft downstream from the pier nose. Clear-water scour is common at this site. Multiple high flows have progressively deepened the local-scour hole. Each additional scour event is being analyzed separately for the New York study. However for the USGS national scour study, the "total" local scour is the depth of scour that the earlier high flows may have produced if the flow duration was sufficient to produce an equilibrium scour depth. The local-scour value listed in this data base for the 1990 high flow includes the previous local scour from earlier high flows. General or contraction scour may have lowered the ambient bed 1-2 ft from the 1027 ft elevation listed in the bridge plans. The USGS stage-discharge relation can account for 0.3 ft. Contraction scour is insignificant based on approach, bridge, and exit cross sections. The streambed is armored by gravel. Occassional mining in the stream about 0.5 mile upstream from the bridge at point bars does not appear to be degrading the thalweg. However, the thalweg may be migrating into the local-scour hole because the hole is now the lowest point in the channel. Bed-material samples were collected in a shallow area of the channel near the bridge. The D16, D50, and D84 were analyzed. The D90 or D95 were not analyzed because of the accuracy of the limited data set. Debris and high flow in 1993 lowered the channel near station 120 to 1019 ft msl, but the debris prevented additional local scour at the nose of the pier. TnLVAL~he local-scour hole does not refill after each high flow. Local-scour depth is based on USGS measurements, although New York State Department of Transportation (NYSDOT) measurements are considered in the analysis. The 1988 NYSDOT ambient bed is questionable because it is 1.3 ft higher than the 1989 USGS measurement, and no significant high flow occurred. A USGS measurement in 1989 found scour hole at 1022.7 ft at the upstream side of the bridge (ussb). Because ambient bed is 1025.5 ft, 2.8 ft of local scour is calculated. The location of maximum scour was not measured in 1989, based on later data that show the deepest scour located 10-25 ft downstream from the pier nose. High flows in 1983, 1984, and 1986 are assumed to have contributed to the scour measured in 1989. High flow in 1990 lowered the scour hole to 1020.6 at ussb and 1019.9 25 ft downstream. The ambient bed was lowered 0.4 ft, therefore, local scour is calculated to be 5.2 ft under the bridge (1025.1-1019.9). In the New York study, each high flow is analyzed separately. Because the elevation of the scour hole under the bridge is unknown before the 1990 high flow, 1.7 ft of local scour is attributed to the 1990 high flow based on ussb data (scour hole was 2.1 ft deeper and ambient bed was 0.4 ft lower in 1991 than in 1990).LVAL,hThe site is located at the State Road 427 bridge crossing the Chemung River at Chemung, New York. The bridge, 798 ft long and 47 ft wide with six concrete piers, is about 100 ft downstream from a USGS streamflow gage. A spur dike is located at the left abutment. Clear-water scour is common at this site. High flow in 1972 undermined piers 2-6 and piles prevented a bridge collapse. Streambed material placed around piers in 1972-73 was eroded by high flow in 1975. It is uncertain whether riprap or bed material was placed at pier 1. Additional scour occurred during high flow in 1979. Riprap was placed at piers 1-2 (main channel) in 1988. Regulation has reduced high flows since 1979, but the scour hole at pier 1 has widened. The scour data are entered for the date on which they were collected, although the scour and hydraulics are associated with the previous flood (scour measured from the 1980 data is associated with the 1979 flood). The 1979 scour is analyzed separately for the New York study. However, for the USGS national scour study the "total" local scour is the depth of scour that earlier high flows may have produced if the flow duration was sufficient to produce an equilibrium scour depth. Therefore, the local scour listed for 1979 includes the local scour during the 1975 high flow. In clear-water scour conditions, high-flow events leave remnant scour holes that subsequent high- flow events progressively deepen. The local scour reported here is referenced to concurrent ambient-bed level (equilibrium conditions assumed). A separate analysis of the progressive increase in scour from one event to the next is being made by U.S. Geological Survey personnel in New York. Significant contraction scour or general scour occurred in 1972, however, measured data are incomplete and are not included in this database. The USGS stage-discharge relation indicated filling of the low-water control followed by a gradual return to pre-flood elevations. The stre\LVALlambed is armored by gravel. Bed-material samples were collected in a shallow area of the channel near the bridge. The D90 and D95 were not analyzed because of the accuracy of the limited data set.`LVALР/zUSSB: RM = Lag bolt at station 354, left abutment ELEVATION = 637.59 ft mBridge data elevations are taken from MoDOBridge data elevations are taken from MoDOT plans, but are consistent with gage datum.RM1 - Chisled square on streamward side of right upstream wingwall. MSL elevation = 830.96All elevations and stages are referenced to mean sea level, based on the elevation of the finished bridge deck.RM1 - Chiseled square on streamward side of left upstream wingwall. MSL elevation = 714.83 ftUSSB: RM = Lag bolt at station 354, left abutment ELEVATION = 637.59 ft msl RP = Wire weight gage at station 45, checkbar = 640.91 ft msl. DSSB: RP = Beveled corner of concrete sidewalk across from WWG at station 308. ELEVATION = 638.76 ft msl. APPR: RP = Staple in upstream side of 30-inch tree, 300 ft upstream, rght bank ELEVATION = 628.58 ft msl. EXIT: RP = StaBridge data elevations are taken from MoDOT plans, but are consistent with gage datum.RM1 - Chisled square on streamward side of right upstream wingwall. MSL elevation = 830.96All elevations and stages are referenced to mean sea level, based on the elevation of the finished bridge deck.RM1 - Chiseled square on streamward side of left upstream wingwall. MSL elevation = 714.83 ftUSSB: RM = Lag bolt at station 354, left abutment ELEVATION = 637.59 ft msl RP = Wire weight gage at station 45, checkbar = 640.91 ft msl. DSSB: RP = Beveled corner of concrete sidewalk across from WWG at station 30Bridge data elevations are taken from MoDOT plans, but are consistent with gage datum.RM1 - Chisled square on streamward side of right upstream wingwall. MSL elevation = 830.96All elevations and stages are referenced to mean sea level, based on the elevation of the finished bridge deck.RM1 - Chiseled square on streamward side of left upstream wingwall. MSL elevation = 714.83 ft`6 E|1* YQ@@/$? rh?y&1?y&1?Mb?y&1?Q?Mb?y&1?Hocking RiverHocking River at S.R. 278 at Nelsonville, OHOHAthensNelsonville392731821424278MainlineStateNAStraight0.00038PremodifiedUnknownRareLocalMediumPerennialSandModerateNarrowLittleNoneAlluvialMediumSinuousNoneLocallyUnknownEquiwidth@rMSLc@p~xog]WOG=7,$}n#1) Y!@\@y&1?Q?y&1?y&1?Q?y&1?y&1?Q?y&1?Great Miami RiverGreat Miami River at S.R. 128 at Hamilton, OHOHButlerHamilton3923408434173274000128MainlineStateNAStraight0.00049ConstructedUnknownFrequentLocalWidePerennialGravelModerateNarrowLittleNoneAlluvialMediumStraightNoneNoneUnknownUnknown|@qMSL@p~vlf^VLD93," n# Y?@Y Y  Q? Delaware RiverDelaware River near Port Jervis, NYNYOrangePort Jervis41221874423614340006BusinessCityNAStraight0.00114ConstructedHighOccasionalUnknownWideFlashyGravelModerateLittleBothApparentAlluvialMediumSinuousNoneNoneNarrowEquiwidthi@qMSL@yph^TNF<4,& ~n#P1' Y@L7A`? Y   Y Genesee RiverGenesee River at Bailey Road at Portageville, NYNYWyomingPortageville4234007803004222998Bailey RoadAlternateCountyNALeft0.0009PremodifiedHighFrequentBothMediumFlashyGravelModerateLittleBothApparentSemi-alluvialHighSinuousNoneNoneNarrowEquiwidthn,MSL@rhbZPH@82(" }n#_@1& Y @p@Y Y   rh? Susquehanna RiverSusquehanna River at C.R. 314 at Conklin, NYNYBroomeConklin4202127548121503000314BusinessCountyNAStraight0.00057PremodifiedHighOccasionalUnknownMediumFlashyGravelModerateLittleLittleApparentAlluvialMediumSinuousNoneNoneNarrowEquiwidth@mMSLi@yoe]UKC;3* n#P1% Y A@Y Y ?Q? Schoharie CreekSchoharie Creek at S.R. 30 at Middleburg, NYNYSchoharieMiddleburg423600742012135050030MainlineStateNAStraight0.002ThresholdHighOccasionalLocalMediumFlashyGravelModerateNarrowBothApparentAlluvialMediumSinuousLocallyLocallyNarrowEquiwidth@kMSLY@{si_YQG?7/( n#X1$ Y@Y Y ?Q? Chemung RiverChemung River at S.R. 427 at Chemung, NYNYChemungChemung4200127638121531000427OtherStateNAStraight0.00075PremodifiedHighOccasionalUnknownWideFlashyGravelModerateNarrowBothApparentAlluvialMediumSinuousUnknownUnknownUnknownUnknownxg,MSL@{rj`VPH>6.( }n#X LVAL& This site is located at the State Road 30 bridge crossing Schoharie Creek in Middleburg, New York. The bridge, 356 ft long and 43 ft wide, has three piers. Piers 1 and 2 are in the main flow channel and have exposed footings. Clear-water scour is common at this site. Local-scour holes do not refill after high flows. The local-scour depth is based on the ambient bed. Flow is partially regulated by Schoharie reservoir, which has a drainage area of 315 square miles. Except for periods of spilling, the reservoir impounds water for the New York City water supply. Flow begins to bypass the bridge al This site is located at the State Road 30 bridge crossing Schoharie Creek in Middleburg, New York. The bridge, 356 ft long and 43 ft wide, has three piers. Piers 1 and 2 are in the main flow channel and have exposed footings. Clear-water scour is common at this site. Local-scour holes do not refill after high flows. The local-scour depth is based on the ambient bed. Flow is partially regulated by Schoharie reservoir, which has a drainage area of 315 square miles. Except for periods of spilling, the reservoir impounds water for the New York City water supply. Flow begins to bypass the bridge along the left bank at about 50,000 cfs (recurrence interval of about 25 years). Only one local-scour depth is listed for each pier. However, the stream may not have reached equilibrium local-scour depth because of the gravel armor layer. If additional local scour occurs, the scour will be added to the present scour assuming the ambient bed does not change (USGS national scour study). In the New York study, additional local scour is to be analyzed separately. About 1.3 ft of contraction scour appears to have occurred in 1987 based on the bridge thalweg elevation minus the exit thalweg elevation.brV`y@@@@@b@b@>@iredIIINoRiprapRiprapwokf LVAL The site is located at the County Road 314 bridge crossing the Susquehanna River at Conklin, New York. The bridge, 642 ft long and 34 ft wide with four piers, is 500 ft downstream from a USGS streamflow gage. Piers 3 and 4 (center and right) have footings exposed. The footing at pier 4 is exposed by 3 ft--however, it was constructed at an elevation 3 ft higher than pier 3. The footing at pier 2 is not exposed, but it is at an elevation 1.5 ft lower than pier 3. High flows in 1977, 1979, 1983, 1986 may have added to the local scour measured at piers 2-4 in 1989-92. It is unknown at this time why the greatest local scour is measured at pier 4 where flows are slower and shallower than at piers 2-3. Perhaps the bed material is coarser at piers 2-3 thaThe site is located at the County Road 314 bridge crossing the Susquehanna River at Conklin, New York. The bridge, 642 ft long and 34 ft wide with four piers, is 500 ft downstream from a USGS streamflow gage. Piers 3 and 4 (center and right) have footings exposed. The footing at pier 4 is exposed by 3 ft--however, it was constructed at an elevation 3 ft higher than pier 3. The footing at pier 2 is not exposed, but it is at an elevation 1.5 ft lower than pier 3. High flows in 1977, 1979, 1983, 1986 may have added to the local scour measured at piers 2-4 in 1989-92. It is unknown at this time why the greatest local scour is measured at pier 4 where flows are slower and shallower than at piers 2-3. Perhaps the bed material is coarser at piers 2-3 than at pier 4. The streambed is armored by gravel. Clear-water scour is common at this site. Multiple high flows may have progressively deepened the local-scour hole, but hydraulic data for the highest flow is analyzed because the amount of scour caused by each flow is unknown. The local-scour depth is based on the ambient bed and changes in elevation of the scour hole. Contraction and general scour are insignificant. Bed-material samples were collected in a shallow area of the channel near the bridge. The D16, D50, and D84 were analyzed. The D90 or D95 were not analyzed because of the accuracy of the limited data. Local-scour holes do not refill after each high flow. A minor debris pile may be "armoring" the scour hole at pier 4 in 1993.LVAL,oThe site is at the Bailey Road bridge crossing the Genesee River at Portageville, New York. The bridge, 400 ft long and 34 ft wide with three piers, is 2 miles upstream from a USGS streamflow gage. Pier 1 (on left side when looking downstream) is out of the water except during very high flows. The piers are founded on bedrock, although the bridge plans show a 5-10 ft layer of gravel above the bedrock at the right pier. Bedrock is visible at pier 2, and a gravel bar extends along the right bank. Stream velocity is concentrated toward the left half of the channel because of a bend 500-1000 ft upstream. Clear-water scour is common here. Local scour is based on a 1988 inspection and 1986-88 New York State Department of Transportation (NYSDOT) inspections because the deepest scour is about 5 ft downstream from pier 3. The location of the scour hole may be affected by the large sharp-nosed pier producing vorticies at the break in pier shape. Reference for the scour depth is the ambient bed. General scour is minimal at the USGS site because of bedrock outcrops in the channel. Significant contraction scour (greater than 3 ft) occurred in 1989 from a large debris jam at pier 2 that blocked one third of the bridge opening. However, insufficient data are available to include a contraction scour measurement. Hydraulic analysis of debris blockage showed an 11+ ft per second average flow velocity, comparable to velocities during the 1972 flood (recurrence interval 100+ years) that destroyed the previous bridge. There was about 5 ft of aggradation in the bridge opening from 1989-1991, possibly from bed material that was mobilized in the bridge reach in 1989. The 1992 inspection showed minor degradation as the channel began to restabilize. Bed material samples were collected in a shallow area near the right bank. The D16, D50, and D84 were analyzed, but the D90 and D95 were not analyzed because of the accuracy of the limited data set. There is an ample supply of deb LVAL ris coming from Letchworth State Park. Local scour is assumed to have occurred during the greatest flow previous to the 1988 NYSDOT measurement--6/18/84 (recurrence interval of about 10 years). Local scour was observed only at pier 3.> LVAL" 7 \ The streamflow gage datum is 5.94 ft. A wire weight is located on theThe streamflow gage datum is 5.94 ft. A wire weight is located on the downstream side of the bridge, with gage datum at elevation 25.552 ft.RM1 - chiseled square on top of left upstream abutment (Destroyed in 1991) MSL elevation = 915.27 ft. RM3 - Lag bolt 2 ft above ground in power pole on left upstream bank 60 ft upstream from the bridge. MSL elevation = 903.19 ft.BM (COE OR-2 831.637-1965) S.W. of Lima, Allen County, on the S.E. corner of Standard Oil outfall near Adgate Rd. bridge over the Ottawa River, near the S. 1/4 post of Sec. 2, T4S, N6E, Shawnee Twp. BM established by Corps. of Eng. 1965, Floodplain Info. Report, Ottawa R. 1967 Standard disk stamped OR-2. MSL elevation = 831.637 ftRM1 = head of 3/8 in. brass bolt in top of right upstream bridge abutment, Assumed elevation = 129.39 ft. MSL elevation = 846.04 ft.BM = USGS BM Nelsonville on State Highway 278 at bridge over the Hocking R. 21 ft. NW of, and level with centerline of hwy., in NW end of NE abutment of bridge, standard tablet stamped "113 JVC 1959 685" Elevation = 685.439 ft. Assumed elevation = 100.00 ft. used as datum for scour elevation data presented (datum conversion to MSL = 585.439 ft).RM1 - chiseled square in left upstream sloThe streamflow gage datum is 5.94 ft. A wire weight is located on the downstream side of the bridge, with gage datum at elevation 25.552 ft.RM1 - chiseled square on top of left upstream abutment (Destroyed in 1991) MSL elevation = 915.27 ft. RM3 - Lag bolt 2 ft above ground in power pole on left upstream bank 60 ft upstream from the bridge. MSL elevation = 903.19 ft.BM (COE OR-2 831.637-1965) S.W. of Lima, Allen County, on the S.E. corner of Standard Oil outfall near Adgate Rd. bridge over the Ottawa River, near the S. 1/4 post of Sec. 2, T4S, N6E, Shawnee Twp. BM established by Corps. of Eng. 1965, Floodplain Info. Report, Ottawa R. 1967 Standard disk stamped OR-2. MSL elevation = 831.637 ftRM1 = head of 3/8 in. brass bolt in top of right upstream bridge abutment, Assumed elevation = 129.39 ft. MSL elevatioThe streamflow gage datum is 5.94 ft. A wire weight is located on the downstream side of the bridge, with gage datum at elevation 25.552 ft.RM1 - chiseled square on top of left upstream abutment (Destroyed in 1991) MSL elevation = 915.27 ft. RM3 - Lag bolt 2 ft above ground in power pole on left upstream bank 60 ft upstream from the bridge. MSL elevation = 903.19 ft.BM (COE OR-2 831.637-1965) S.W. of Lima, Allen County, on the S.E. corner of Standard Oil outfall near Adgate Rd. bridge over the Ottawa River, near the S. 1/4 post of Sec. 2, T4S, N6E, Shawnee Twp. BM established by Corps. of Eng. 1965, Floodplain Info. Report, Ottawa R. 1967 Standard disk stamped OR-2. MSL elevation = 831.637 ftRM1 = head of 3/8 in. brass bolt in top of right upstream bridge abutment, Assumed elevation = 129.39 ft. MSL elevation = 846.04 ft.BM = USGS BM Nelsonville on State Highway 278 at bridge over the Hocking R. 21 ft. NW of, and level with centerline of hwy., in NW end of NE abutment of bridge, standard tablet stamped "113 JVC 1959 685" Elevation = 685.439 ft. Assumed elevation = 100.00 ft. used as datum for scour elevation data presented (datum conversion to MSL = 585.439 ft).RM1 - chiseled square in left upstream sloping abutment apron (2nd. set of panels from upstream side) painted orange under bridge near bike path. Assumed elevation of RM1 = 96.52 ft. MSL elevation of RM1 = 572.80 ft. LVAL The site is located at the Columbia Road Bridge (S.R. 128) crossing the Great Miami River at Hamilton, Butler County, Ohio. The Ohio Department of Transportation (ODOT) bridge identification is "BUT-128-0855", but the bridge is maintained by the Butler County Engineers Office (phone 513-867- 5744). A USGS streamflow gage, Great Miami River at Hamilton (03274000), is just downstream from the bridge on the right bank. Gage data are available from 1927 (some fragmentary data are available to 1907). The bridge is located in a straight channel. Bed-material saThe site is located at the Columbia Road Bridge (S.R. 128) crossing the Great Miami River at Hamilton, Butler County, Ohio. The Ohio Department of Transportation (ODOT) bridge identification is "BUT-128-0855", but the bridge is maintained by the Butler County Engineers Office (phone 513-867- 5744). A USGS streamflow gage, Great Miami River at Hamilton (03274000), is just downstream from the bridge on the right bank. Gage data are available from 1927 (some fragmentary data are available to 1907). The bridge is located in a straight channel. Bed-material samples were collected during an annual low-flow survey. Notes: All piers are referenced numerically, increasing from left to right, when viewing the upstream face of the bridge while facing in the downstream direction. Slope in Vicinity (reported in Stream Site Data) is estimated from USGS 7.5-minute quadrangle topographic maps. Water-surface slope (if reported in Pier Scour Data comments section) is the measured slope between water surfaces at the approach and bridge sections during the scour measurement. The site is located at the Route 6 bridge crossing the Delaware River in Port Jervis, New York. The bridge, 649 ft long and 58 ft wide with one pier, is 250 ft upstream from a USGS streamflow gage. There is significant regulation of flow by upstream reservoirs. There is no general scour based on the USGS gage rating, and there is no apparent contraction scour. The streambed is armored by gravel. The local-scour hole does not refill after high flow. Clear-water scour is common. Local scour occurred before the initial scour measurements. Therefore, the 1955 flood (peak of record with a recurrence interval (RI) of 100+ years) is assumed to have produced all the scour. However, high flows during 1942 (RI about 30 years), 1940 (RI about 12 years), 1973 (RI about 10 years), and 1986 (RI about 8 years could have contributed to the scour measured from 1986-1992. Local scour is based on the ambient bed and is an average of measurements 1989, 1991, and 1992. The cross sections at the downstream side of the bridge show little change in elevation from 1942-1989. Bed-material samples were collected in a shallow area of the channel near the bridge. The D16, D50, and D84 were analyzed. The D90 and D95 were not analyzed because of the accuracy of the limited data set. Significant ice jams may occur during severe winters and low flow.LVALp The site is located at the State Route 350 bridge crossing the Little Miami River at Fort Ancient, Warren County, Ohio. The drainage area for the site is 675 sq. mi., and drainage from approximately 35 percent of this basin is regulated by Caesar Creek Lake reservior. The site is in a straight reach of the Little Miami River. Bed-material samples were collected during annual low-flow surveys. Notes: All piers are referenced numerically, increasing fThe site is located at the State Route 350 bridge crossing the Little Miami River at Fort Ancient, Warren County, Ohio. The drainage area for the site is 675 sq. mi., and drainage from approximately 35 percent of this basin is regulated by Caesar Creek Lake reservior. The site is in a straight reach of the Little Miami River. Bed-material samples were collected during annual low-flow surveys. Notes: All piers are referenced numerically, increasing from left to right, when viewing the upstream face of the bridge while facing in the downstream direction. Slope in Vicinity (reported in Stream Site Data) is estimated from USGS 7.5-minute quadrangle topographic maps. Water-surface slope (if reported in Pier Scour Data comments section) is the measured slope between water surfaces at the approach and bridge sections during the scour measurement.The site is located at the State Route 67 bridge crossing Honey Creek in Melmore, Ohio. A USGS streamflow gage, Honey Creek at Melmore (04197100), is just downstream from the bridge on the right bank. Annual maximum discharges (1961-1975) and daily discharge from 1976 to current year (1994) are available. The bridge is in a straight portion of a meandering channel. The bridge section is a "panhandle section" with the main-channel flow concentrated on the right side of the channel. Pier 2 lies in the main channel, and Pier 1 lies in the overbank. The channel was modified upstream and downstream from the bridge during construction. Bed-material samples were collected during annual low-flow surveys. Notes: All piers are referenced numerically, increasing from left to right, when viewing the upstream face of the bridge while facing in the downstream direction. Slope in Vicinity (reported in Stream Site Data) is estimated from USGS 7.5-minute quadrangle topographic maps. Water-surface slope (if reported in Pier Scour Data comments section) is the measured slope between water surfaces at the approach and bridge sections during the scour measurement.The site is located on the Ohio State Route 278 bridge crossing the Hocking River, in Nelsonville, Athens County, Ohio. A railroad bridge is located approximately 200 ft upstream from the S.R. 278 bridge. Flood flows are contracted by the railroad bridge and generally remain contracted through the S.R. 278 bridge. Bed-material samples were collected during annual low-flow surveys. Notes: All piers are referenced numerically, increasing from left to right, when viewing the upstream face of the bridge while facing in the downstream direction. Slope in Vicinity (reported in Stream Site Data) is estimated from USGS 7.5-minute quadrangle topographic maps. Water-surface slope (if reported in Pier Scour Data comments section) is the measured slope between water surfaces at the approach and bridge sections during the scour measurement.6 11 Y@{Gz?Q?{Gz?Q?  Q? q= ףp-@Pamunkey RiverPamunkey River at S.R. 614 near Hanover, VAVAHanoverHanover3746037719571673000614MainlineStateNARight0.00012UnknownNoneOccasionalLocalMediumPerennialSandLowNarrowLittleNoneAlluvialMediumMeanderingNoneNoneNarrowEquiwidthj@uGageR@ Y~xldZTLD?9.& ~n#10 Y|@333333?{Gz?333333? ףp= ?Q? ףp= ?Q?Q?Q?Killbuck CreekKillbuck Creek at C.R. 621 at Killbuck, OHOHHolmesKillbuck4029418159123139000621MainlineCountyNAStraight0.00023ThresholdNoneOccasionalBothMediumPerennialSandModerateNarrowLittleNoneAlluvialHighStraightNoneNoneUnknownEquiwidth@uMSLR@ Y}smc]UMC=2*$~n#1/ YGz%@`p@?;On?Q?{Gz?Mb?? ףp= ? rh?)\(?Todd ForkTodd Fork at S.R. 22 at Morrow, OHOHWarrenMorrow39211584076022MainlineStateNAStraight0.00179PremodifiedPartialRareLocalMediumPerennialGravelModerateLittleLittleNoneAlluvialMediumSinuousLocallyNoneNarrowEquiwidth@tMSLk@Y}uof]UKE=5+# yn#1. Y @@p= ף?Q?)\(?)\(?y&1?{Gz?Q?y&1? ףp= ?Scioto RiverScioto River at S.R. 4 near Prospect, OHOHMarionProspect4029028311284MainlineStateNAStraight0.00008PremodifiedNoneFrequentLocalMediumPerennialSandLowNarrowLittleNoneAlluvialMediumStraightNoneNoneUnknownEquiwidth@tMSL@pvpj`XNH@83-" |n#1- YQ?@`@)\(?Mb??{Gz?Q?{Gz??Q? ףp= ?Ottawa RiverOttawa River at Township Road 122 at Lima, OHOHAllenLima4042578408154187100122MainlineCountyNAStraight0.00144PremodifiedUnknownRareUnknownSmallPerennialGravelLowNarrowLittleNoneSemi-alluvialLowMeanderingNoneNoneUnknownEquiwidtht@tMSLX@p}ql]WOGB:/(|n#1, Y@@333333? rh?333333? ףp= ?Q? ףp= ?p= ף?Mb?p= ף?Little Miami RiverLittle Miami River at S.R.350 at Fort Ancient,OHOHWarrenFort Ancient392424840604350MainlineStateNAStraight0.00084PremodifiedPartialRareLocalMediumPerennialGravelModerateNarrowLittleNoneAlluvialHighSinuousNoneNoneUnknownUnknown@rMSLr@Yysic[SIA6.'! n#1+ Yq= ףp@b@y&1?Mb?Q?y&1?Q?Q??Q? ףp= ?Honey CreekHoney Creek at S.R. 67 at Melmore, OHOHSenecaMelmore410120830635419710067MainlineStateNAStraight0.0014PremodifiedPartialOccasionalLocalMediumPerennialGravelModerateLittleLittleNoneAlluvialMediumMeanderingNoneNoneNarrowRandom@rMSL@p}qi_YQI?7,${n##LVAL 7The site is located at the Ohio Route 22 bridge crossing Todd Fork in Morrow, Warren County, Ohio. The Ohio Department of Transportation (ODOT) identification for the bridge is WAR-22-1054. The site is upstream from the confluence with the Little Miami River. Based on the scour measurements, there appears to be some backwater effect from the confluence with the Little Miami River. Bed-material samples were collected during annual low-flow surveys. Notes: All piers are referenThe site is located at the Ohio Route 22 bridge crossing Todd Fork in Morrow, Warren County, Ohio. The Ohio Department of Transportation (ODOT) identification for the bridge is WAR-22-1054. The site is upstream from the confluence with the Little Miami River. Based on the scour measurements, there appears to be some backwater effect from the confluence with the Little Miami River. Bed-material samples were collected during annual low-flow surveys. Notes: All piers are referenced numerically, increasing from left to right, when viewing the upstream face of the bridge while facing in the downstream direction. Slope in Vicinity (reported in Stream Site Data) is estimated from USGS 7.5-minute quadrangle topographic maps. Water-surface slope (if reported in Pier Scour Data comments section) is the measured slope between water surfaces at the approach and bridge sections during the scour measurement.This site was approximately 2 miles north of Prospect, Ohio at the State Route 4 bridge crossing the Scioto River, near the junction of Routes 4 and 203. The bridge was replaced in 1991 with a new structure with T-type (hammerhead) piers. Therefore, scour measurement was discontinued at this site. Bed-material samples were collected during annual low-flow surveys. Notes: All piers are referenced numerically, increasing from left to right, when viewing the upstream face of the bridge while facing in the downstream direction. Slope in Vicinity (reported in Stream Site Data) is estimated from USGS 7.5-minute quadrangle topographic maps. Water-surface slope (if reported in Pier Scour Data comments section) is the measured slope between water surfaces at the approach and bridge sections during the scour measurement.The site is located at the Adgate Road (Shawnee Township Rd. 122) bridge crossing the Ottawa River, west of the intersection with Collett Street in Lima, Ohio. The site is approximately 1000 ft downstream from the USGS streamflow gage Ottawa River at Lima, Ohio (04187100). Gage data are available from June 1988 to the current year (1994). The Adgate Rd. bridge is maintained by the Allen County Engineers Office (phone 419-228-3196). The bridge identification is SHA-122-0.71. The bridge is in a straight portion of a meandering channel. Bed-material samples were collected during annual low-flow surveys. Notes: All piers are referenced numerically, increasing from left to right, when viewing the upstream face of the bridge while facing in the downstream direction. Slope in Vicinity (reported in Stream Site Data) is estimated from USGS 7.5-minute quadrangle topographic maps. Water-surface slope (if reported in Pier Scour Data comments section) is the measured slope between water surfaces at the approach and bridge sections during the scour measurements.LVAL/ The site is located 2.0 mi east of Hanover, Virginia at the State Highway 614 bridge crossing the Pamunkey River. The bridge, 282 ft long, has three 3-ft-wide piers constructed on pile footings spaced 81 ft apart. The left end of the bridge is approximately 3 ft lower than the right end. The piers are aligned with the flow at most stages. There is a sand-bed channel at this location, and a sand bar is generally located on the left bank 50-200 ft upstream from the bridge. At high flows, the sand bed may shift, and the sand bar may flush through tThe site is located 2.0 mi east of Hanover, Virginia at the State Highway 614 bridge crossing the Pamunkey River. The bridge, 282 ft long, has three 3-ft-wide piers constructed on pile footings spaced 81 ft apart. The left end of the bridge is approximately 3 ft lower than the right end. The piers are aligned with the flow at most stages. There is a sand-bed channel at this location, and a sand bar is generally located on the left bank 50-200 ft upstream from the bridge. At high flows, the sand bed may shift, and the sand bar may flush through the bridge opening. The center pier tends to collect floating debris, and the largest local-scour values at this site were observed at the center pier. High flows generally last several days, and the flow generally peaks 1-2 days after the most intense period of rainfall. The streamflow-gaging station, located 100 ft downstream from the bridge on the right bank, has a loop rating curve. Normally, a good measurement can be made near the peak flow. The stage generally falls 4-5 ft per day after the peak. There is some regulation of flow by Lake Anna.The site is at the Front St. (Holmes County Road 621) bridge crossing Killbuck Creek in Killbuck, Holmes County, Ohio. A USGS streamflow-gaging station, Killbuck Creek at Killbuck (03139000), is 0.9 mi downstream from the site at U.S. 62. Gage data is available from 1930 to current year (1994). The site is in a straight reach with a wide, wooded floodplain along the right bank. Bed-material samples were collected during annual low-flow surveys. Notes: All piers are referenced numerically, increasing from left to right, when viewing the upstream face of the bridge while facing in the downstream direction. Slope in Vicinity (reported in Stream Site Data) is estimated from USGS 7.5-minute quadrangle topographic maps. Water-surface slope (if reported in Pier Scour Data comments section) is the measured slope between water surfaces at the approach and bridge sections during the scour measurement.LVAL This site is located at the U.S. Highway 460 westbound two-lane bridge crossing the Bush River, about 3 miles west of Rice, Virginia. There are two bridges at this site. The eastbound bridge (also two lanes but older and narrower than the westbound bridge) is located 150 ft upstream (approximately the width of the westbound bridge opening). No measurements were made at the eastbound bridge because of the narrow width and traffic load. The westbound bridge is 187.5 ft long and is supported by four concrete piers on pile caps and steel piles. The 2.5-ft-wide, 43-ft-long piers are continuous webs and are spaced 37.This site is located at the U.S. Highway 460 westbound two-lane bridge crossing the Bush River, about 3 miles west of Rice, Virginia. There are two bridges at this site. The eastbound bridge (also two lanes but older and narrower than the westbound bridge) is located 150 ft upstream (approximately the width of the westbound bridge opening). No measurements were made at the eastbound bridge because of the narrow width and traffic load. The westbound bridge is 187.5 ft long and is supported by four concrete piers on pile caps and steel piles. The 2.5-ft-wide, 43-ft-long piers are continuous webs and are spaced 37.5 ft apart. The roadway is elevated and there are no side channels, therefore all flow is under the bridge. The normal stream width is about 40 ft, but can spread to the full bridge width during high flows. The drainage area at this site is 64 square miles. Bush River joins Briery River 0.2 miles downstream. Briery River appears to cause some backwater and reduced velocities at the bridge site. The bed material at the bridge site, probably fill material, has more sand and clay than the bed material upstream from the bridge. This site was discontinued because of the small drainage area and backwater conditions.The site is located 2.5 mi southwest of Sebrell, Virgina and 5.5 mi upstream from Assamoosick Swamp at the State Highway 653 bridge crossing the Nottoway River. The bridge is 250 ft long and has three 2.9-ft-wide by 32-ft-long piers on wooden-pile foundations spaced 62 ft apart. The piers are slightly skewed to high flows (moving left to right), which causes greater scour on the right side of the pier than on the left side. There is a sand channel bed at the site, which has been scoured out around the pile cap of the right pier. One or two large logs have lodged against the piles on the right pier and have limited the depth of the scour hole. There is a buried log at the face of the right pier that had an unknown effect on the scour. The piles remain submerged in water year-round. Flow at high stages will be around the bridge on the roadway. The streambed profile at this site is probably controlled more by the bed shear in a channel bend rather than by local-scour forces. There is light two-way traffic on the bridge, primarily farming and logging vehicles.6  18 Y Y Y   ףp= ?Q?North Fork Holston RiverNorth Fork Holston River at S.R. 633 near North Holston, VAVASmythNorth Holston3654298142083487990633MainlineStateNAStraight0.001UnknownNoneOccasionalLocalMediumPerennialGravelModerateNarrowLittleNoneAlluvialHighMeanderingNoneNoneNarrowEquiwidth@yMSL@zrj`XME>2,#n#p17 Y Y )\(? Q? ףp= ?Q?Reed CreekReed Creek at S.R. 649 near Wytheville, VAVAWytheWytheville3656478101323166700649MainlineStateNAStraight0.0001UnknownNoneRareLocalSmallPerennialGravelModerateNarrowLittleNoneAlluvialMediumSinuousNoneNoneNarrowEquiwidth@yGage@ ysjbXRJB80% zn#z16 Y {Gz?Q?{Gz?Q?  Q? Little Nottoway RiverLittle Nottoway River S.R. 603 nr Blackstone, VAVANottowayBlackstone3705167803232044280603MainlineStateNAStraight0.002UnknownNoneRareLocalSmallPerennialSandModerateNarrowLittleApparentAlluvialHighStraightNoneNoneNarrowEquiwidthf@yMSL@;}wmc[SIC81*$n#R15 Y333333W@Y Y Q?{Gz?Q?Tye RiverTye River at S.R. 56 near Lovingston, VAVANelsonLovingston374255785855202700056MainlineStateNAStraight0.0029UnknownUnknownOccasionalLocalMediumPerennialGravelModerateNarrowLittleNoneSemi-alluvialHighMeanderingLocallyNoneNarrowEquiwidth@yMSL@ tn_YQI?7,$yn#x14 YT@Y Y {Gz?Q?{Gz?Dan RiverDan River at U.S. 501 at South Boston, VAVACity of South BostonSouth Boston3641377854092076000501MainlineUSNAStraight0.00025UnknownUnknownFrequentLocalMediumPerennialSandLowLittleLittleUnknownAlluvialMediumSinuousNoneNoneNarrowEquiwidth@yMSL@ {si`XPKE:2+!yn#x13 YP@Y Y ?Q??Bush RiverBush River at U.S. 460 near Rice, VAVAPrince EdwardRice3716427821042039550460MainlineUSWestStraight0.0011UnknownNoneNoneNoneSmallPerennialSandLowNarrowLittleNoneAlluvialMediumSinuousNoneNoneNarrowEquiwidth@vMSL@xzrlf]UKE=50* zn#x12 Y4@{Gz?Q?{Gz?Q?  Q? Nottoway RiverNottoway River at S.R. 653 near Sebrell, VAVASouthamptonSebrell3646137709592047000653MainlineStateNARight0.00016UnknownNoneOccasionalLocalMediumPerennialSandLowNarrowLittleNoneAlluvialMediumMeanderingNoneNoneNarrowEquiwidthI@vMSL@p|ph^XPHC=2*#~n#R LVALt tt Datum of gage is 578.39 ft. RM5--Elevation 26.465 ft gage datum. Chisiled square on dowAll elevations and stages are referenced to mean sea level, based on the All elevations and stages are referenced to mean sea level, based on the elevation of the finished bridge deck, take from the plans dated 5-4-1990.Datum of gage is 578.39 ft. RM5--Elevation 26.465 ft gage datum. Chisiled square on downstream hand rail. Probably on right bank. RM6--Elevation 24.519 ft gage datum. Chisiled square on upstream hand rail. Probably on right bank. MP1--Elevaton 26.656 ft gage datum. Chisiled arrow at station 62 (62 ft from right bank) . MP2--Elevation 24.735 ft gage datum. Chisiled arrow at station 62 (62 ft from right bank).RM1 (gage)--Elevation 331.19 ft MSL, USGS tablet stamped 331 located in the All elevations and stages are referenced to mean sea level, based on the elevation of the finished bridge deck, take from the plans dated 5-4-1990.Datum of gage is 578.39 ft. RM5--Elevation 26.465 ft gage datum. Chisiled square on downstream hand rail. Probably on right bank. RM6--Elevation 24.519 ft gage datum. Chisiled square on upstream hand rail. Probably on right bank. MP1--Elevaton 26.656 ft gage datum. Chisiled arrow at statioAll elevations and stages are referenced to mean sea level, based on the elevation of the finished bridge deck, take from the plans dated 5-4-1990.USCGS Benchmark stamped F443 1965 is located about 2.8 miles east along U.S. highway 460 from the post office in Farmville, Virginia to the mark set in the top of the northeast wingwall of the eastbound bridge over the Bush River, 18.0 ft northeast of the centerline of the highway and about level with the highway. The elevation is 301.768 ft MSL. RM1--A chiseled notch painted blue on the upstream handrail near the centerline of the main channel 89 ft west of the east end of the westbound bridge is at elevation 307.28 ft MSL. RM2--A chiseled notch painted blue on the downstream handrail near the centerline of the main channel, 87 ft west of east end of the west- bound bridge is at elevation 307.22 ft MSL. RM3-- An HP nail in the powerline pole at the left downstream end of the westbound bridge, 35 ft from downsteam edge of road and 2 ft above ground, is at elevation 293.66 ft MSL.LVAL[ c  7This site is located at the S.R. 663 bridge crossing the North Fork Holston River, 1 mile southeast of North Holston, Virginia and 2 miles southwest of Broadford, Virginia. The bridge, 208 ft long and 29 ft wide, has three concrThis site is located at the S.R. 663 bridge crossing the North Fork Holston River, 1 mile southeast of North Holston, Virginia and 2 miles southwest of Broadford, Virginia. The bridge, 208 ft long and 29 ft wide, has three concrete piers spaced approximately 50 ft apart. The three piers, 2 ft wide and 29.5 ft long, are continuous webs supported by footers on bedrock. The abutments are supported by piles and are protected by flow- through riprap aprons.This site is located at the State Route 649 bridge crossing Reed Creek, 2.5 miles east of Wytheville, Virginia and 0.2 miles north of State Route 11. The bridge, 180 ft long, has two concrete piers spaced 70 ft apart. The piers, 2 ft wide and 30 ft long, are supported by footers on bedrock. A layer of alluvium several ft thick is present. A gravel storage area is located on the right bank 200 ft upstream from the bridge. This is apparently the source of much of the gravel in the streambed at this site. Elevations from a field survey of the site do not correspond to elevations from the bridge plans (obtained after the survey). Elevations reported here are from the field survey. Bridge dimensions are from the construction plans.This site is located in the headwaters of the Nottoway River, just north of the intersection of State Highways 602 and 603, and 2.5 miles west of Blackstone, Virginia. The bridge, 210 ft long and 24 ft wide, is supported by three concrete piers on pile foundations. The tapered piers are spaced 52 ft apart. The piers are numbered from right to left.This site is located at the State Route 56 bridge crossing the Tye River 6.8 miles southwest of Lovingston, Virginia, 4.8 miles upstream from the confluence with the Piney River, and 3.5 miles downstream from Hat Creek. The bridge is 199 ft long and has three piers spaced 55 ft apart. The piers, 2 ft wide and 41 ft long, are a continuous web of uniform width supported by a footer keyed into undisturbed material. The bridge is part of a superelevated curve in the roadway, and the upstream side of the bridge is lower than the downstream side. The bridge is high above the streambed and will probably not be overtopped. The bridge has flow-through abutments supported by piles. Plans for the previous bridge (before 1985) are not available.This site is located at the U.S. 501 bridge crossing the Dan River at South Boston, Virginia. The 360-ft-long, four-lane bridge has two concrete piers spaced 121 ft apart. Each pier, 3.17 ft wide and 83 ft long, is a continuous web its entire length and is supported by pile footings. The bridge is very wide and includes wide walkways on both sides and a wide median. South Boston Police close the bridge when high water inundates the approach road from the south. Access to the bridge during floods is from the north. The bridge will probably not be overtopped. The water is normally too deep with too much suspended sediment for the channel bottom to be visible. Use of a fathometer and sounding weights is required to determine if the footers are exposed or if debris is located on the bottom. This site was eliminated from the scour-measurement program because of excessive floating and submerged debris. LVAL  ` BM1 - Corps of Engineers brass tablet on the left downstream abutment, (southeast corner BM1 - Corps of Engineers brass tablet on the left downstream abutment, (southeast corner of the bridge). Tablet is marked with the elevation 820.63 feet. MSL elevation = 819.86 ftRM5 - Chiseled cross on anchor bolt for guard rail at base of ground, 50 feet downstream of USGS streamgage shelter located on left (east) bank. MSL elevation = 912.66 ftRM1 - USGS Reference mark (brass tablet) located on top of upstream right abutment (southwest corner of bridge). MSL elevation = 630.82RM7 - Aluminum tablet in top of right upstream wingwall (northwest corner of of bridge). Tablet stamped (US Dept. of Interior, reset 1969). MSL elevation = 1002.46Benchmarks: #6244A, in SE corner, 0.8 ft north of south end of east concrete railing. Elev. 730.569 ft. #K349, set vertically in south face of southeast most concrete pier, 17.4 ft east of east rail of RR tracks, Elev. 763.933 ft. #L254, in bridge pier 1.8 ft west of southeast corner of east pier in second row of piers from south end of bridge. Elev. 704.769 ft. #W250, 34 ft north of Warner Road in east face of first pier east of rBM1 - Corps of Engineers brass tablet on the left downstream abutment, (southeast corner of the bridge). Tablet is marked with the elevation 820.63 feet. MSL elevation = 819.86 ftRM5 - Chiseled cross on anchor bolt for guard rail at base of ground, 50 feet downstream of USGS streamgage shelter located on left (east) bank. MSL elevation = 912.66 ftRM1 - USGS Reference mark (brass tablet) located on top of upstream right abutment (southwest corner of bridge). MSL elevation = 630.82RM7 - Aluminum tablet in top of right upstream wBM1 - Corps of Engineers brass tablet on the left downstream abutment, (southeast corner of the bridge). Tablet is marked with the elevation 820.63 feet. MSL elevation = 819.86 ftRM5 - Chiseled cross on anchor bolt for guard rail at base of ground, 50 feet downstream of USGS streamgage shelter located on left (east) bank. MSL elevation = 912.66 ftRM1 - USGS Reference mark (brass tablet) located on top of upstream right abutment (southwest corner of bridge). MSL elevBM1 - Corps of Engineers brass tablet on the left downstream abutment, (southeast corner of the bridge). Tablet is marked with the elevation 820.63 feet. MSL elevation = 819.86 ftRM5 - Chiseled cross on anchor bolt for guard rail at base of ground, 50 feet downstream of USGS streamgage shelter located on left (east) bank. MSL elevation = 912.66 ftRM1 - USGS Reference mark (brass tablet) located on top of upstream right abutment (southwest corner of bridge). MSL elevation = 630.82RM7 - Aluminum tablet in top of right upstream wingwall (northwest corner of of bridge). Tablet stamped (US Dept. of Interior, reset 1969). MSL elevation = 1002.46Benchmarks: #6244A, in SE corner, 0.8 ft north of south end of east concrete railing. Elev. 730.569 ft. #K349, set vertically in south face of southeast most concrete pier, 17.4 ft east of east rail of RR tracks, Elev. 763.933 ft. #L254, in bridge pier 1.8 ft west of southeast corner of east pier in second row of piers from south end of bridge. Elev. 704.769 ft. #W250, 34 ft north of Warner Road in east face of first pier east of river, 2.5 ft south of northeast corner or pier. Elev. 708.201 ft. Additional marks available from MN DOT mapping unit, tel (612)296-3027.All elevations are presented in ft reference to MSL. The gage datum at Chester is 341.05 ft MSL and all reference to stages refer to this datum. Horizontal positioning of the data were accomplished with a range-azimuth tracking system. The coordinates are a local grid in feet.4LVAL FDetailed bridge-scour measurements were made at the State Route 51/150 crossAt east side of downtown St. Paul, MN. Undivided 4 lane freeway bridge 3,363 ft long of 29 spans with span 9, (270ft), span 10 (362 ft),and span 11 (250.5 ft) over river channel. Spans are numbered from south end. End spans carry highway 3 over streets in flood plain now protected by levees which At east side of downtown St. Paul, MN. Undivided 4 lane freeway bridge 3,363 ft long of 29 spans with span 9, (270ft), span 10 (362 ft),and span 11 (250.5 ft) over river channel. Spans are numbered from south end. End spans carry highway 3 over streets in flood plain now protected by levees which confine flow through St. Paul to 1200ft width or less where floods previously had relief above 700 ft across 3500ft of flood plain on right bank. Piers in channel initially had riprap for 20 ft out all around the bases. Named "Lafayette Freeway Bridge." Note: Piers 8 - 11 have wide beveled cornersDetailed bridge-scour measurements were made at the State Route 51/150 crossing of the Mississippi River at Chester, Illinois; at river mile 109.9 above the Ohio River and about 70 river miles south of St. Louis Missouri. This highway is numbered as Missouri State Route 51, and Illinois Sate Route 150. The USGS has operated a discharge gaging station (USGS Station No. 07020500) at this site since 1942 and river stage records have been recorded at this site since 1891. The datum of the gage is 341.05 feet above NGVD 1929 datum (MSL). Periodic bed-material samples and daily suspended-sediment samples were obtained at the gage during the flood. The Mississippi River drainage area at this stie is 708,600 sq. mi. The Mississippi River flows at the eastern (Illinois) edge of its flood plain in the study reach. The Illinois bank rises steeply at slopes of 0.1 to 0.7 ft/ft from the main channel to about 280 ft above normal river levels. The main channel is fairly straight in the study reach. There is a gradual bend to the left about 2.5 miles upstream, a very gradual bed to the right at the bridge, and a gradual bend left about 2 miles downstream. The main channel is about 1700 feet wide at the bridge and averages about 2200 feet wide over a 4-mile reach centered at the bridge. The annual average daily discharge at this site is 198,700 cfs.6 1? Y*@U@333333?/$?p= ף?Q?~jt?)\(?Q?{Gz?Q?Massies CreekMassies Creek at U.S. 68 at Oldtown, OHOHGreeneOldtown39441083561068MainlineUSNorthStraight0.00357PremodifiedNoneOccasionalLocalSmallPerennialGravelLowLittleUnknownNoneNon-alluvialMediumStraightLocallyLocallyNarrowEquiwidth@~MSL_@Y|siaSMD<7/$ }n#1> YzG(@@d@333333? ףp= ?333333??~jt??p= ף?/$?p= ף?Mad RiverMad River at U.S. 36 near Urbana, OHOHChampaignUrbana40062783475736MainlineUSEastStraight0.00136PremodifiedPartialFrequentLocalSmallPerennialCobblesLowWideLittleNoneNon-alluvialHighStraightNoneNoneUnknownEquiwidth@~MSL@zvpj`ZLF>83*yn#1= Y)\ @@y&1?Mb?y&1?y&1?y&1?y&1?y&1?Q?y&1?Great Miami RiverGreat Miami River at S.R. 41 at Troy, OHOHMiamiTroy40015084111341MainlineStateWestLeft0.00023ConstructedHighRareLocalMediumPerennialCobblesLowNarrowLittleNoneSemi-alluvialLowSinuousNoneLocallyUnknownEquiwidth@~MSLj@ Yypja\MG?72) n#1< YzG2@h@p= ף? ףp= ?333333?Q?{Gz?Q?p= ף?/$?333333?Grand RiverGrand River at S.R. 84 near Painesville, OHOHLakePainesville41430881134184OtherStateSouthLeft0.00109DegradationPartialOccasionalLocalMediumPerennialGravelModerateNarrowLittleNoneAlluvialMediumMeanderingLocallyLocallyIrregularRandom:@}MSLQ@ Yyme[UME;3(  {n#1; Y333333?33333V@333333??333333?p= ף?~jt?p= ף?Q? ףp= ?Q?Clear CreekClear Creek at U.S. 33 near Rockbridge, OHOHHockingRockbridge39354982324733MainlineUSNorthStraight0.0019PremodifiedNoneOccasionalLocalSmallPerennialSandModerateLittleUnknownNoneAlluvialHighStraightLocallyNoneIrregularEquiwidthe@}MSLz@ Y}tjdZTKC93(!{n#1: Y@{Gz?Q? Q?{Gz? Q?? Mississippi RiverMississippi River at S.R. 3 at St. Paul, MNMNRamseySt. Paul4456489304443MainlineStateNAStraight0.000222ConstructedNoneRareNoneWidePerennialSandModerateLittleLittleNoneAlluvialLowSinuousNoneNoneNarrowEquiwidtha@{MSLP@zysmd_UOG?5/$ n#[19 Y%AY Y   Y Mississippi RiverMississippi River at S.R. 51/150 at Chester, Ill.ILRandolphChester37541089501051/150MainlineStateNAStraight0.0003UnknownNoneRareNoneWidePerennialSandModerateWideUnknownNoneAlluvialLowSinuousNoneNoneNarrowEquiwidthY@{MSL@zysje[ULF<6+% n#@OLVAL aThis site is located at the SR 84 bridge crossing the Grand River near Painesville, Lake County, Ohio. The Ohio Department of Transportation (ODOT) bridge identification is "LAK-084-1888". (Upstream of Big Gordon Creek) USGS streamgage Grand River at Painesville (04212100) is located on left downstream abutment of bridge. Data available from 1974 to current year. Site is located on large bend in channel, and flow velocity is greatest at left side of channel. Also, there is an large wooded island located upstream of bridge and at highflow, the flow splits around the island. The right portion of the flow attacks the right most pier at 90 degrees (or dThis site is located at the SR 84 bridge crossing the Grand River near Painesville, Lake County, Ohio. The Ohio Department of Transportation (ODOT) bridge identification is "LAK-084-1888". (Upstream of Big Gordon Creek) USGS streamgage Grand River at Painesville (04212100) is located on left downstream abutment of bridge. Data available from 1974 to current year. Site is located on large bend in channel, and flow velocity is greatest at left side of channel. Also, there is an large wooded island located upstream of bridge and at highflow, the flow splits around the island. The right portion of the flow attacks the right most pier at 90 degrees (or directly at the long axis of the pier) causing a large scour hole along the side of the pier. Bed-material samples were collected during an annual low-flow survey. Note: All piers are referenced numerically, increasing from left to right, when viewing the upstream face of the bridge while facing in the downstream direction. Slope in Vicinity (reported in Stream Site Data) is estimated from USGS 7.5-minute quadrangle topographic maps. Water surface slope (if reported in Pier Scour Data Comments section) is the measured slope between water surfaces at the approach and bridge sections during the scour measurement.The site is located at the US Route 33 bridge crossing Clear Creek north of Rockbridge, Hocking County, Ohio. The Ohio Department of Transportation (ODOT) bridge identification is "HOC-33-0060". Site is located 200 feet upstream of the confluence with the Hocking River and is subject to backwater from the Hockng RIver. Site is located near USGS streamgage Clear Creek nr Rockbridge (03157000) and is located approximately 10000 feet upstream of the bridge (data available from 1939 to current year). Care had to be taken to obtain high-flow scour measurements not affected by backwater from the Hocking River. Notes: All piers are referenced numerically, increasing from left to right, when viewing the upstream face of the bridge while facing in the downstream direction. Slope in Vicinity (reported in Stream Site Data) is estimated 7.5-minute quadrangle topographical maps. Water-surface slope (if reported in Pier Scour Data comments section) is the measured slope between water surfaces at the approach and bridge sections during the scour measurement.LVAL^ This site is located at the SR 68 bridge crossing Massies Creek at Greene County, Ohio. Site is located downstream of USGS streamgage Massies Creek at Wilberforce (03241500, Drainage area = 63.2 sq. mi. at gage). ODOT ID of US68 bridge is GRE-68-1340. Scour site is located roughly 500 ft. downstream of the confluence of Massies Creek and Oldtown Creek. Bed-material samples were collected during an annual low-flow survey. Notes: All piers are referenced numericaThis site is located at the SR 68 bridge crossing Massies Creek at Greene County, Ohio. Site is located downstream of USGS streamgage Massies Creek at Wilberforce (03241500, Drainage area = 63.2 sq. mi. at gage). ODOT ID of US68 bridge is GRE-68-1340. Scour site is located roughly 500 ft. downstream of the confluence of Massies Creek and Oldtown Creek. Bed-material samples were collected during an annual low-flow survey. Notes: All piers are referenced numerically, increasing from left to right, when viewing the upstream face of the bridge, while facing in the downstream direction. Slope in Vicinity (reported in Stream Site Data) is estimated from USGS 7.5-minute quadrangle topographic maps. Water-surface slope (if reported in Pier Scour Data comments section) is the measured slope between water surfaces at the approach and bridge sections during the scour measurement.This site is located at the US 36 bridge crossing the Mad River at Urbana, Champaign County, Ohio. USGS streamgage Mad River nr Urbana (03267000) is located on the left downstream abutment. Streamgage data available from 1939 to current year. Some data available 1925-1931. THe Ohio Department of Transportation (ODOT) bridge identification is "CHP-36-1244". Bed-material samples were collected during an annual low-flow survey. Notes: All piers are referenced numerically, increasing from left to right, when viewing the upstream face of the bridge while facing in the downstream direction. Slope in Vicinity (reported in Stream Site Data) is estimated from USGS 7.5-minute quadrangle topographic maps. Water-surface slope (if reported in Pier Scour Data comments section) is the measured slope between water surfaces at the approach and bridge sections during the scour measurement.This site is located at the SR 41 bridge crossing the Great Miami River at Troy, Miami County, Ohio. THe Ohio Department of Transportation (ODOT) bridge identification is "MIA-41-0833". Site is located roughly 4500 feet downstream of USGS streamgage Great Maimi River at Troy (03262700). Streamgage data available from 1962 to current year. Bed-material samples were collected during an annual low-flow survey. Notes: All piers are referenced numerically, increasing from left ot right, when viewing the upstream face of the bridge while facing in the downstream direction. Slope in Vicinity (reported in Stream Site Data) is estimated from USGS 7.5-minute quadrangle topographic maps. Water-surface slope (if reported in Pier Scour Data comments section) is the measured slope between water surfaces at the approach and bridge sections during the scour measurement.jLVAL h ~This site is located at SR 159 crossing the Scioto River at Chillicothe, Ross Couty, Ohio. The site is located about 0.25 mile North of were the B&O Railroad crosses S.R. 159. USGS streamgage Scioto River at Chillicothe (03231500) located 1400 feet downstream of scour site bridge. Gage data from 1920 (some fragmentary data available to 1907). Bridge is located at downstream end of large bend of the channel. Bed-material samples were collected during an annual low-flow survey. Notes: AllThis site is located at SR 159 crossing the Scioto River at Chillicothe, Ross Couty, Ohio. The site is located about 0.25 mile North of were the B&O Railroad crosses S.R. 159. USGS streamgage Scioto River at Chillicothe (03231500) located 1400 feet downstream of scour site bridge. Gage data from 1920 (some fragmentary data available to 1907). Bridge is located at downstream end of large bend of the channel. Bed-material samples were collected during an annual low-flow survey. Notes: All piers are referenced numerically, increasing form left to right, when viewing the upstream face of the bridge while facing in the downstream direction. Slope in Vicinity (reported in Stream Site Data) is estimated from USGS 7.5-minute quadrangle topographic maps. Water-surface slope (if reported in Pier Scour Data comments section) is the measured slope between water surfaces at the approach and bridge sections during the scour measurement.This site is located at the US 50 bridge crossing Salt Creek near Londonderry, Ross County, Ohio. Site is located approximely two-thirds of a mile from the Ross - Vinton County line. The Ohio Department of Transportation (ODOT) bridge identification is "ROS-50-3692". Bed-material samples were collected during an annual low-flow survey. Notes: All piers are referenced numerically, increasing from left to right, when viewing the upstream face of the bridge while facing in the downstream direction. Slope in Vicinity (reported in Stream Site Data) is estimated from USGS 7.5-minute quadrangle topographic maps. Water-surface slope (if reported in Pier Scour Data comments section) is the measured slope between water surfaces at the approach and bridge sections during the scour measurement.This site is located at the US 127 bridge near Sherwood, Defiance County, Ohio. The site is located approximately 800 feet upstream of Penn Central rail line THe Ohio Department of Transportation (ODOT) bridge identification is "DEF-127-0053". Bed-material samples were collected during an annual low-flow survey. Notes: All piers are referenced numerically, increasing from left to right, when viewing the upstream face of the bridge while facing in the downstream direction. Slope in Vicinity (reported in Stream Site Data) is estimated from USGS 7.5-minute quadrangle topographic maps. Water-surface slope (if reported in Pier Scour Data comments section) is the measured slope between water surfaces at the approach and bridge sections during the scour measurement.6 1F Y @a@333333?)\(?(\µ?p= ף? ףp= ?Q?Q??333333?Wakatomika CreekWakatomika Creek at S.R. 16 near Frazeysburg, OHOHMuskingumFrazeysburg40071082081016MainlineStateEastRight0.00062PremodifiedNoneFrequentBothMediumPerennialGravelModerateWideLittleNoneAlluvialMediumSinuousLocallyLocallyNarrowRandom@MSL\@Ywoe_WQG?4,& n#1E Y@333333?{Gz?Q?p= ף?~jt?p= ף?Q?{Gz? rh?Tascarwas RiverTuscarawas River at C.R. 14 near Port Washington, OHOHTuscarawasPort Washington40193381301014ServiceCountyEastStraight0.00047PremodifiedHighOccasionalLocalMediumPerennialGravelModerateWideLittleNoneNon-alluvialLowSinuousLocallyLocallyNarrowEquiwidth@MSL@zsme_UMB:3'! n#1D Y@{Gz?~jt?{Gz?Mb?Q?Mb?~jt?;On?~jt?Tuscarawas RiverTuscarawas River at Walnut Rd at Massillon, OHOHStarkMassillon404715813122Walnut RoadOtherCityEastStraight0.00008ConstructedUnknownOccasionalLocalMediumPerennialGravelModerateNarrowLittleNoneNon-alluvialLowStraightNoneNoneUnknownEquiwidth|@MSLc@Y{mg_WME:2+ n#1C Yq= ףp@ps@Q?/$?333333??~jt?Q?Q?{Gz?p= ף?Sugar CreekSugar Creek at U.S. 250 at Strasburg, OHOHTuscarawasStrasburg403515813124250MainlineUSSouthStraight0.00087ConstructedPartialOccasionalLocalSmallPerennialGravelLowLittleLittleNoneNon-alluvialMediumSinuousNoneNoneNarrowEquiwidth@MSL@zzqi[UME@8-& {n#1B YQ?@333333? ףp= ??Q?~jt?)\(?p= ף?/$?Q?Scioto RiverScioto River at S.R. 159 at Chillicothe, OHOHRossChillicothe392031825827159MainlineStateNorthRight0.00035PremodifiedUnknownFrequentLocalWidePerennialGravelModerateNarrowLittleNoneAlluvialMediumSinuousLocallyLocallyNarrowEquiwidth@MSL@zxog]WOG=5*$ |n#1A Y(\uB@q@333333?/$?333333?Q?~jt?Q?Q?{Gz?Q?Salt CreekSalt Creek at U.S. 50 near Londonderry, OHOHRossLondonderry39152082461250MainlineUSWestRight0.00082PremodifiedNoneFrequentLocalSmallPerennialSandModerateNarrowLittleNoneAlluvialMediumMeanderingNoneNoneNarrowEquiwidthX@MSL~@Y{uoc[QKC;1+ zn#1@ Y(\?ȡ@(\µ? ףp= ? ףp= ?Q?~jt?333333?333333?{Gz?(\µ?Maumee RiverMaumee River at U.S. 127 near Sherwood, OHOHDefianceSherwood411536843314127MainlineUSNorthStraight0.00022PremodifiedPartialOccasionalLocalMediumPerennialGravelLowNarrowLittleNoneAlluvialMediumMeanderingNoneLocallyNarrowEquiwidth@@MSLN@Yznf\VNFA9.& |n#VLVAL hThis site is located at Walnut Rd bridge over the Tuscarawas R. in Massillon, Stark County, Ohio. Bridge is maintained by Stark County Engineers Ofice. USGS streamgage Tucarawas River at Massillon (03117000) is located approximately 1 mile downstream of scour site. Steamgage data available from 1937 to current year, (prior to April 1938 monthly discharge only). No highflow scour measurements were obtained at this site and the bridge was renovated (new deck and riprap placed around piers) during 1992 rendering the site unusable for scour measurement. Bed-mateThis site is located at Walnut Rd bridge over the Tuscarawas R. in Massillon, Stark County, Ohio. Bridge is maintained by Stark County Engineers Ofice. USGS streamgage Tucarawas River at Massillon (03117000) is located approximately 1 mile downstream of scour site. Steamgage data available from 1937 to current year, (prior to April 1938 monthly discharge only). No highflow scour measurements were obtained at this site and the bridge was renovated (new deck and riprap placed around piers) during 1992 rendering the site unusable for scour measurement. Bed-material samples were collected during an annual low-flow survey. Notes: All piers are referenced numerically, increasing from left to right, when viewing the upstream face of the bridge while facing in the downstream direction. Slope in Vicinity (reported in Stream Site Data) is estimated from USGS 7.5-minute quadrangle topographic maps. Water-surface slope (if reported in Pier Scour Data comments section) is the measured slope between water surfaces at the approach and bridge sections during the scour measurement.This site is located at the US 250 bridge crossing Sugar Creek at Strasburg, Tuscarawas County, Ohio. Site is located at USGS streamgage Sugar Creek at Strasburg (03124500), data available from 1961 to current year. Also, streamgage data available from 1931-1933 and 1935-1939. Note : of the 300 sq. miles of drainage area for this site, 96% is regulated by Beach City Dam. The Ohio Department of Transportation (ODOT) bridge identification is "TUS-250-0511". Bed-material samples were collected during an annual low flow-survey. Notes: All piers are referenced numerically, increasing from left to right, when viewing the upstream face of the bridge while facing in the downstream direction. Slope in Vicinity (reported in Stream Site Data) is estimated from USGS 7.5-minute quadrangle topographic maps. Water-surface slope (if reported in Pier Scour Data comments section) is the measured slope between water surfaces at the approach and bridge sections during the scour measurement.jLVAL CR 14 over Minnesota River is located in a rural area. Satellite images show four oxbow lakes in the vicinity of the bridge, however, the current channel is relatively straight having a sinuosity of 1.07. The flood plane to the left is wide as indicated by the oxbow lakes. The highway on the left floCR 14 over Minnesota River is located in a rural area. Satellite images show four oxbow lakes in the vicinity of the bridge, however, the current channel is relatively straight having a sinuosity of 1.07. The flood plane to the left is wide as indicated by the oxbow lakes. The highway on the left floodplain is overtopped at the 25-year flood (17,500 cfs). The approach from the right is much steeper with a much narrower flood plain. The floodplains are primarily forest and with some pasture. In 1994 a relief bridge in the left approach was apparently removed and the main channel bridge widened.This site is located on CR 17 (Walnut Cr. Pike Rd) over Walnut Cr., Ashville, Pickaway County, Ohio. Bridge is maintained by Pickaway County Engineers Office. Bridge is located within a relatively straight reach of Walnut Creek. Bed-material samples were collected during annual low-flow surveys. Notes: All piers are referenced numerically, increasing from left to right, when viewing the upstream face of the bridge while facing in the downstream direction. Slope in Vicinity (reported in Stream Site Data) is estimated from USGS 7.5-minute quadrangle topographic maps. Water-surface slope (if reported in Pier Scour Data comments section) is the measured slope between water surfaces at the approach and bridge sections during the scour measurement.This site is located at the SR 16 bridge crossing Wakatomika Creek, .3 mi W of Frazeysburg, Ohio. Site is approximatley 2.5 mi. east of the intersection of State Routes 16 and 586. Site is located approximately one mile downstream of USGS streamgage Wakatomika Creek near Frazeysburg (03144000): streamgage data available from 1936 to current year. The Ohio Department of Transportation bridge identification is "MUS-16-0350". Bed-material samples were collected during an annual low-flow survey. Notes: All piers are referenced numerically, from the left to right, when viewing the upstream face of the bridge while facing in the downstream direction. Slope in Vicinity (reported in Stream Site Data) is estimated from USGS 7.5-minute quadrangle topographic maps. Water-surface slope (if reported in Pier Scour Data comments section) is the measured slope between water surfaces at the approach and bridge sections during the scour measurement.This site is at CR 14 over the Tuscarawas R. at Port Washington, Tuscarawas Cty, Ohio. It is located apporximately 9.6 miles upstream of USGS streamgage Tuscarawas River at Newcomerstown (03129000): with streamgage data available from 1921. Flow is regulated by eight flood-control reservoirs at points upstream 40 to 64 miles from the Newcomerstown streamgage. The bridge is maintained by the Tuscarawas County Engineers Office. Bed-material samples were collected during an annual low-flow survey. Notes: All piers are referenced numerically, increasing from left to right, when viewing the upstream face of the bridge while facing in the downstream direction. Slope in Vicinity (reported in Stream Site Data) is estimated from USGS 7.5-minute quadrangle topographic maps. Water-surface slope (if reported in Pier Scour Data comments section) is the measured slope between water surfaces at the approach and bridge sections during the scour measurement.s6 1M Y Y Y  Q? Middle Fork Crow RiverMiddle Fork Crow River at S.R. 4 near Manannah, MNMNMeekerManannah45144809440174MainlineStateNAStraight0.001RestabilizationUnknownUnknownContractionSmallPerennialUnknownLowWideUnknownNoneAlluvialLowStraightNoneNoneNarrowEquiwidthN@MSLq@i}xnh_YTK@9,# n#{P1L YPE%AY Y   Y Mississippi RiverMississippi River at Martin Luther King Memorial Bridge (S.R. 799) at St. Louis, MOMOSt. LouisSt. Louis3837530901042799MainlineStateNAStraightUnknownUnknownRareNoneWidePerennialSandLowNarrowUnknownNoneAlluvialLowSinuousNoneNoneNarrowEquiwidth@MSL@wqh`[UJD>8/&&n#@1K Y ?Y Q?Y  y&1??Mississippi RiverMississippi River at I-255 (Jefferson Barracks Bridge) near St. Louis, MOMOSt. LouisSt. Louis3829110901630255MainlineInterstateNAStraight0.0001UnknownUnknownOccasionalLocalWidePerennialSandLowNarrowUnknownNoneAlluvialMediumSinuousNoneNoneWideWider@MSL @zqid^SMF:1( n#{?q1J Yt@Y Y  ? Brazos RiverBrazos River at FM2004 near Lake Jackson, TXTXBrazoriaLake Jackson29013609528362004AlternateCountyNAStraight0.0003DegradationNoneFrequentBothMediumPerennialClayLowLittleUnknownApparentAlluvialMediumMeanderingNoneNoneWideRandom4",MSL@tlbXOGB<1)#|n#P1I Y @Q?Q?p= ף?{Gz?Y{Gz??Q?Q?Pomme De TerPomme De Terre River at CR 22 near Fairfield, MNMNSwiftFairfield452304095564622MainlineCountyNAStraight0.0006PremodifiedUnknownUnknownUnknownSmallPerennialSandLowWideUnknownNoneAlluvialMediumMeanderingNoneLocallyIrregularRandom~`?MSL@yme[ULFA;0) |n#}1H Y@Y Y )\(?Q?(\µ?Minnesota RiverMinnesota River at CR 14 near Lac qui Parle, MNMNChippewaLac qui Parle445935095500314MainlineCountyNAStraightUnknownUnknownUnknownBothMediumPerennialUnknownLowWideUnknownNoneAlluvialMediumSinuousNoneNoneNarrowEquiwidthc@MSL@xztkcYSJD?6+# n#x1G Yk@{Gz?)\(?{Gz?Q?~jt?Q?Q? ףp= ?Q?Walnut CreekWalnut Creek at C.R. 17 near Ashville, OHOHPickawayAshville39460982544217AlternateCountyNorthStraight0.00068PremodifiedPartialOccasionalLocalSmallPerennialGravelLowNarrowUnknownNoneAlluvialMediumSinuousLocallyNoneUnknownEquiwidth/@MSL`@izqi_YPHC;0)" |n#LVAL.DI8/8/ 0<?)8/x@*  Nv.VN~>^8`@p8h(HpNv.VN~>^   (           (            (  (        frm_Master.IDAbutmentScour!frm_Master.SiteID/frm_Master.MeasurementNo%frm_Master.Abutmentfrm_Master.Datefrm_Master.Timefrm_Master.UPDS)frm_Master.ScourDepth%frm_Master.Accuracy%frm_Master.SedTrans'frm_Master.VelAtAbut+frm_Master.DepthAtAbut%frm_Master.QBlocked/frm_Master.AvgVelBlocked3frm_Master.AvgDepthBlocked-frm_Master.EmbankLength-frm_Master.DebrisEffect+frm_Master.BedMaterialfrm_Master.D16frm_Master.D50frm_Master.D84frm_Master.D95frm_Master.Sigma%frm_Master.Comments(  h   z:m @   ~ ~ ~ N~ v~ ~ ~ ~ ~ .~ V~ ~ ~ ~ ~ N~ ~~ ~ ~ ~ ~ >~ ^~ ~frm_MasterhH#@=~sq_cfrm_Master~sq_cfrm_AbutScr    8  `( 0 8 @ H  P  @X  p`  h  px 8 h     ( H p8`@p8h(Hp~ ~ ~ N~ v~ ~ ~ ~ ~ .~ V~ ~ ~ ~ ~ N~ ~~ ~ ~ ~ ~ >~ ^~ ~AbutmentScour H P X N` vh p x   . V     N ~     > ^ 8`@p8h(Hp PЕ__SiteID  P+& 8XxxxxGLVALW @ @ @ @ @ @ @ @ @ @ @ @ @      ! " # $ % &'()*+      !"#$%&'()*+,-./0123 4!5"6#7$8%9&:';(<>?@ABCDE F xxxxxxxxxxxxxxxxxxxxxxxxxx8H/'"#`# 0# 0# # # 0# # # 0#  #  #  #  #  # # 0# 0# # # # # # # $z (.)~ @hx$$$ $X$$$ %8 %p  % 0% @%!P%P!`%!p%!%!%0"%h"%"%"%#% H#%@x (  X   (8 p   !P!! (! (!0"h"""# H#` (((0(8(@(H(P(X(`(h(p(x(((((((((((((@x X 8 p   !P!!!!0"h"""#H##AbutmentScourX)h)))SiteID!SiteAbutmentScourPrimaryKey NoDups)v ,,.P+P+qP+P+P+P+P+P+P+P+P+P+P+P+P+P+P+P+P+P+P+P+P+P+P+P+P+P+P+P+. x..0/!X-AbutmentScour@*@*,&-8- @*---. SiteID H..  [__SiteID]L...H-l. X-.h.p.X. SiteID-P+.../# LVALC CͶ Vertical elevations are referenced to MSL. The surveyed streambed elevations were referenced to the stage reported at the St. Louis gage, which is about 3/4 mile from the study site. HorizontalVertical elevations are referenced to MSL. The surveyed streambed elevations were referenced to the stage reported at the St. Louis gage, which is about 3/4 mile from the study site. Horizontal control is approximate, no tracking or GPS was used. A paper chart was used to record the data and the location of structural members marked on the chart. The chart was then digitized and scaled.The water-surface elevations were measured at a staff gage about 1,000 ft downstream from the bridge. The staff gage had a datum of 377.7 ft MSL. All elevations are presented in ft MSL. Horizontal positioning of the velocity profiles and bathymetry was measured using a range-azimuth positioning system. The horizontal coordinates are in an arbitrary local grid. The bridge was correctly positioned in the grid by surveying 2 or more piers from each instrument setup location. All horizontal coordinates are in ft.Vertical elevations are referencVertical elevations are referenced to MSL. The surveyed streambed elevations were referenced to the stage reported at the St. Louis gage, which is about 3/4 mile from the study site. Horizontal control is approximate, no tracking or GPS was used. A paper chart was used to record the data and the location of structural members marked on the chart. The chart was then digitized and scaled.The water-surface elevations were measured at a staff gage about 1,000 ft downstream from the bridge. The staff gage had a dVertical elevations are referenced to MSL. The surveyed streambed elevations were referenced to the stage reported at the St. Louis gage, which is about 3/4 mile from the study site. Horizontal control is approximate, no tracking or GPS was used. A paper chart was used to record the data and the location of structural members marked on the chart. The chart was then digitized and scaled.Vertical elevations are referenced to MSL. The local reference point was a bolt in the concrete base of a power pole and had an elevation of 16.75 ft MSL per TxDOT. The water surface elevation under the bridge was measured from the top of the web wall at pile bent 6. The elevation of the top of the web wall and all other water-surface elevations were surveyed with a total station. A local coordinate system was established for horizontal coordinate. The origin of the local coordinate system is near the right abutment. The y-coordinate increase from right to left at the bridge and is aligned with the upstream face of the bridge. The x-coordinate increases in the downstream direction.LVAL,FM 2004 crosses the Brazos River west of Lake Jackson, Tex. (figure 1). This site is about 25 river-kilometers from the Gulf of Mexico. The FM 2004 bridge over the Brazos River has 11 spans supported by pile bents (figure 2). The bents are composed of batter piles with a 1.2-m thick footing located at elevation 0.61 m MSL (bottom of cap), which is just above the normal water surface. Three columns extend from the footing to a bent cap, which supports the bridge deck. A web wall extends from the footing up about 4 m between the three columns. The batter piles are exposed to drifting woody debris during normal flow conditions. Dive reports (Texas Department of Transportation, 1994) and several visits to the site by USGS personnel prior to the October 1994 flood noted the presence of debris on bents 6, 7, and 8. The accumulations on bents 7 and 8 were submerged and much smaller than the one on bent 6. During data collection in October 1994, the accumulation of woody debris centered on bent 6 was approximately 75 ft wide, and extended about 45 ft upstream from the nose of bent 6. The accumulations at bents 7 and 8 were submerged and could not be visually inspected. The Brazos River has long reaches of nearly straight alignment upstream from Brazoria, Tex. (located about 15 km upstream from FM 2004) and downstream from FM 2004; however, between Brazoria and FM 2004, the Brazos River is highly sinuous with several bends of nearly 180? (figure 1). The nearest USGS gaging station is located approximately 34 river-miles upstream near Rosharon, Tex. The discharge at Rosharon reached a record peak of 84,400 cfs on October 22, 1994. The October 1994 flood attenuated between Rosharon and FM 2004 with a measured discharge of 69,300 cfs at FM 2004 on October 23, 1994. The water-surface elevation at FM 2004 was nearly constant, oscillating about 0.3 ft from October 22-24, 1994. Water-surface elevations along both banks were surveyed from about 2,000 ft upstream from the bridge to about 1,000 ft downLVALstream from the bridge using a 5-second total station. Upstream from the bridge, the water-surface elevation on the left bank (outside of upstream bend) was about 0.6 cm higher than the water-surface on the right bank (inside of upstream bend). This differential caused a significant difference in the water-surface slopes measured along each bank. The water-surface slope along the left bank was about 0.00046 ft/ft while it was only 0.00004 ft/ft along the right bank. Downstream from the bridge, the water-surface elevations were fairly uniform on both banks with a slope of 0.00025 ft/ft. The drop in water-surface elevation from the upstream edge of the debris accumulation to the downstream edge of bent 6 was 0.6 cm. Overall, the water-surface elevations and slopes are consistent with the velocity distributions measured by the BB-ADCP. The nearest hydrograph is at Rosharon, Texas: 08116650 BRAZOS RIVER NEAR ROSHARON, TX LOCATION Lat 2920'58", long 9534'56", Fort Bend-Brazoria County line, Hydrologic Unit 12070104, on right bank at downstream side of bridge on Farm Road 1462, 2.0 mi downstream from Big Creek, 2.1 mi upstream from Cow Creek, and 7.3 mi west of Rosharon and at mile 56.7. (MAP) DRAINAGE AREA 45,339 mi, approximately, of which 9,566 mi probably is noncontributing. PERIOD OF RECORD April 1967 to September 1980, Apr. 25, 1984, to current year. (Details) GAGE Water-stage recorder. Datum of gage is sea level. REMARKS FOR 1997 WATER YEAR DATA Records good except those for estimated daily discharges, which are fair. Since installation of gage in April 1967, at least 10 percent of contributing drainage area has been regulated by six upstream reservoirs with a combined capacity of 4,828,600 acre- ft, of which 3,482,690 acre-ft is for flood control. Flow is affected at times by discharge from the flood-detention pools of 145 floodwater-retarding structures with a combined detention capacity of 152,800 acre-ft. These structures control runoff from 450 mi. Water LVAL is diverted above station for irrigation, industrial, and municipal supply and materially affect low flows. Satellite telemeter at station. EXTREMES OUTSIDE PERIOD OF RECORD Maximum elevation since at least 1884, 56.4 ft about Dec. 11, 1913, from information by the Texas Department of Transportation.x LVALu The I-255 (Jefferson Barracks Bridge) over the Mississippi River is located just south of St. Louis, Missouri. The river in this reach varies from 2,000 to 2,500 ft wide. The thalweg crosses from the left (Illinois) bank to the right (Missouri) bank upstream from the bridge and follows the right bank through the bridge and crosses back to the Martin Luther King Memorial Bridge is located in downtown St. Louis, Missouri. St. Louis occupies the right descendiMartin Luther King Memorial Bridge is located in downtown St. Louis, Missouri. St. Louis occupies the right descending bank and there is industry along the left descending bank. The floodplain is constricted on both sides by levees.The I-255 (Jefferson Barracks Bridge) over the Mississippi River is located just south of St. Louis, Missouri. The river in this reach varies from 2,000 to 2,500 ft wide. The thalweg crosses from the left (Illinois) bank to the right (Missouri) bank upstream from the bridge and follows the right bank through the bridge and crosses back to the left bank downstream from the bridge. The channel alignment is a very gentle bend with a high bluff along the right upstream bank. The left floodplain is about a mile wide and is predominately farmland. A levee restricts the extent of the left floodplain. The bridge is 4,003 ft long and is supported by 14 piers. Piers are numbered from right to left (Missouri to Illinois). The navigation channel is along the right (Missouri) bank. Piers 12 and 13 support the navigation span of 910 ft. Piers 8 through 10 are set on a large sand bar along the left (Illinois) bank, which is exposed during very low flow. Dikes have been installed by the U.S. Army Corps of Engineers along the left bank both upstream and downstream of the bridge to maintain a sufficient depth in the navigation channel during low flow.LVAL This site is located at the State Route 198 bridge crossing the Auglaize River North of Wapakoneta, Auglaize County, Ohio. The Ohio Department of Transportation (ODOT) bridge identification is BUT-198-0971. The site is located 2 miles upstream of Two Mile Creek. Notes: All piers are referenced numerically, increasing from left to right, when vieThis site is located at the State Route 198 bridge crossing the Auglaize River North of Wapakoneta, Auglaize County, Ohio. The Ohio Department of Transportation (ODOT) bridge identification is BUT-198-0971. The site is located 2 miles upstream of Two Mile Creek. Notes: All piers are referenced numerically, increasing from left to right, when viewing the upstream face of the bridge while facing downstream. Slope in Vicinity (reported in Stream Site Data) is estimated from USGS 7.5 minute quadrangle topographic maps. Water-surface slope (if reported in Pier Scour Data comments section) is the measured slope between water surfaces at the approach and bridge section during the scour measurement.S.R. 4 runs north and south through low relief terrain of pastures and meadows, with some areas of woody vegetation. The nearest town of Manannah is located to the northwest. According to the MnDOT bridge plan notes,  The channel appears to have been dredged and straightened. No records at courthouse of it being a public ditch. The channel in 1997 still appear unusually straight, but banks were well vegetated and appeared stable. There is no gaging station near this site, but according to the bridge plans, local residents reported a historic high water of 1124.9 ft MSL, which occurred in the spring of 1952. The current bridge built in 1955 apparently replaced a smaller bridge (having an opening of only about 25 ft), which was located about 20 ft upstream. The construction plans indicated that the contractor was to clean out the channel and dress slopes to the section shown in the plans, for a distance of 60 ft both sides of the highway centerline. The design cross section had a bottom width of 26 ft at an elevation of 1115.25 ft MSL with side slopes of 2:1. Data collected in 1997 was collected after the flood peak had passed. The time of the peak is not known but based on highwater marks the peak appeared to be at 1122.1 ft MSL, approximately 1.86 ft higher than the stage of 1120.25 ft MSL measured of April 4, 1997.PϦψψψψψψψψψψψψψψψψψψψψψψψψψψjLLLLLLLLLLLLLLLLLLLLLLLLLL     ContractionScour.Accuracy8 ContractionScour.Accuracy8  ContractionScour.Accuracy8 g ContractionScour.Accuracy8  ContractionScour.Accuracy8  ContractionScour.Accuracy8  ContractionScour.Accuracy8  ContractionScour.Accuracy8  ContractionScour.Accuracy8 g ContractionScour.Accuracy8 g      G  G  G  G  G  G  G  G  G  G  G  G  G  G  G  G  G  G  G  G  G  G  G  G       G          G    G  G  G         G  G  G    G  G  G,F d  ]  N K > |ev-JQ`ccc =9A;;;;\t @\t @~sq_dAbutment-Hydrograph~sq_dSupport F      \t @\t @~sq_dAbutment-Hydrograph~sq_dSite@3*ֳ4MR2KeepLocal Tpddddddb `Ct @Ct @Support Files@<<<<<<<<<<: 9r@r@Site - Bridge2@>>>>>>>>>>< 8O@O@Site - Bridge1@>>>>>>>>>>< 7j@j@Site@**********( 6!@!@SandQ1@.........., 5oY@oY@PierScour5@66666666664 4I)@I)@PierScour4@66666666664 3캏@캏@PierScour3@66666666664 29@9@PierScour2@66666666664 1ۦ@ۦ@PierScour1@66666666664 0w@w@PierScour@44444444442 /aN@aN@Pier3@,,,,,,,,,,* .h@h@Pier2@,,,,,,,,,,* -i @i @Pier1@,,,,,,,,,,* ,.@.@Pier@**********( +@@Master Report@<<<<<<<<<<: *8 @8 @Manning1@22222222220 ):G@:G@Hydrograph1@88888888886 (@@ContractionScour6@DDDDDDDDDDB 'Xi@Xi@ContractionScour5@DDDDDDDDDDB &L@L@ContractionScour4@DDDDDDDDDDB %+{@+{@ContractionScour3@DDDDDDDDDDB $@@ContractionScour2@DDDDDDDDDDB #dx@dx@ContractionScour@BBBBBBBBBB@ "Ƃգ@Ƃգ@BedMat3@0000000000. ![@[@BedMat2@0000000000.  e@e@AbutmentScour4@>>>>>>>>>>< ua@ua@AbutmentScour3@>>>>>>>>>>< ӡ@ӡ@AbutmentScour2@>>>>>>>>>>< *@@*@@AbutmentScour1@>>>>>>>>>>< @@AbutmentScour@<<<<<<<<<<: }"@}"@Abutment-Hydrograph@HHHHHHHHHHF 4@4@Abutment@22222222220 Ȧ@Ȧ@frm_Master@66666666664 B֚@=n@Stage&Discharge@'@/|@XLL@@@@@@@> @մ)@m@Site Query1@u@&@PDD88888886 @J@l@Pier Scour@'@|@NBB66666664 @@n1+l@Pier Data@Y@|@L@@44444442 @m-@k@Hydrograph1@'@ |@PDD88888886 @P2@wj@Contraction Scour@'@|@\PPDDDDDDDB @ZϦψψψψψψψψψψψψψψψψψψψψψψψψψjLLLLLLLLLLLLLLLLLLLLLLLLcour###    ContractionScour.   Contrac ContractionScour.DebrisE ContractionScour.DebrisE ContractionScour.DebrisEffects= ContractionScour.DebrisEffe ContractionScour.DebrisEffects= ContractionScour.DebrisEff ContractionScour.DebrisEffects= ContractionScour.DebrisEffect ContractionScour.DebrisEffe ContractionScour.DebrisEffe ContractionScour.DebrisEffects= ContractionScour.DebrisEffec ContractionScour.DebrisEffects= ContractionScour.DebrisEffects= ContractionScour.DebrisEffects ContractionScour.DebrisEffects= ContractionScour.DebrisEffects= ContractionScour.DebrisEff ContractionScour.DebrisEffects= ContractionScour.DebrisEffect ContractionScour.DebrisEffects= ContractionScour.DebrisE ContractionScour.DebrisE   ContractionScour.De ContractionScour.DebrisEffects ContractionScour.DebrisEffects= ContractionScour.DebrisEffec ContractionScour.DebrisEffe ContractionScour.DebrisEffe ContractionScour.DebrisEff ContractionScour.DebrisEffe ContractionScour.DebrisEffe ContractionScour.DebrisEffect ContractionScour.DebrisEffects= ContractionScour.DebrisEffects=  ContractionScour.DebrisEffects=  ContractionScour.DebrisEffects=  ContractionScour.DebrisEffects= ContractionScour.DebrisEffects= ContractionScour.DebrisEffects=  ContractionScour.DebrisEffects=  ContractionScour.DebrisEffects= ContractionScour.DebrisEffects= Contraction Contraction ContractionScour.DebrisEffects=  ContractionScour.DebrisEffects=  ContractionScour.DebrisEffects= g ContractionScour.DebrisEffects= ContractionScour.DebrisEffects= ContractionScour.DebrisEffects= ContractionScour.DebrisEffects= ContractionScour.DebrisEffects= Contraction ContractionScour.DebrisEffects= g  G  G  G6  IMHNKB@ ?P@     pHBelt CreekUnknownUnknownNAUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknown  zzzzzzzznn#p}@m?     pHGallatin RiverGallatin River near Manhattan, MTMTGallatinManhattan06043500I-90MainlineInterstateNAUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownttkkkkbbYPG>5,#~n#|}@12UnknownUnknownNAUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknown    wnnnnnnnnnn#p}@1   nnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnn#1R E@{Gz??{Gz?{Gz??{Gz?Hz@Minnesota RiverHighway 25 over Minnesota River at Belle Plaine, MNMNScottBelle Plaine44380293455825MainlineStateNALeft.000063PremodifiesUnknownOccasionalLocalMediumPerennialSandLowNarrowAlluvialMediumMeanderingNoneNoneNarrowEquiwidth:NMSLV@ ~xrf^TTTLGA6.'n#_xofffffi@@@!@!Gz"@Cedar RiverCedar River at US 218 near Janesville, IAIABremerJanesville420178227844505458500218MainlineUSNorth0.000379????Partial?Occasional????PerennialSandMediumStraight???GageMMGGGGGB8000000* {n#n3@(\u'@8@333333? ףp= ?333333? ףp= ?Q? ףp= ?Q?Q?Q?fffff@Chariton RiverzingaMOCharitonPrairie Hill393225092472306905500129MainlineStateNorthStraight0.000325ConstructedNoneFrequentBothMediumPerennialSandLowWideLittleNoneAlluvialMediumStraightLocallyNoneWideEquiwidth:_GageX@i~smg^TLB<4.)# ~n#1O YQk#@i@333333?/$?{Gz?p= ף?{Gz?Q?Q?{Gz?Q?Agulaize RiverAuglaize River at S.R. 198 near WapakonetaOHAuglaizeWapakoneta404037841552198MainlineStateNAStraight0.0006PremodifiedPartialOccasionalLocalMediumPerennialGravelLowNarrowLittleNoneAlluvialMediumSinuousNoneNoneUnknownEquiwidth@MSL]@izqi_YQID<1)" ~n#1N Yh@{Gz?Q?{Gz??Y? 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Pomme De Terre RiverPomme De Terre River at U.S. 12 near Holloway, MNMNSwiftHolloway451658095584512MainlineUSNARight0.0005PremodifiedUnknownRareNoneSmallPerennialSandLowWideUnknownNoneAlluvialMediumStraightNoneNoneUnknownEquiwidthЪCMSL@~xrh`VPGA<6+$n#U 6 @ @ @ @ @ @ @ @ @ @ @ DDDDDDDM M M M M MMQQQQQQQ;;;;;;;ZZZ Z!Z"Z#Z$j%j&j'j(j)j*j+s,s-s.s/s0s1s2w3w4w5w6w7w8w9|:|;|<|=|>|?|@ABCDEFGHIJKLMNOPQRSTUV2WXYZ[$\$]$ 6 B!B!B!B!B!B @@        ;DDDDDDDMQQQQjsss|||||||$$6@>@F@666B6><@666B>DD6666BH6@@668:<>>6668:<@6:@628<@6@66j8><>666j8>F<@<6Q8>F>D6:Q8>H6D@6;8@6<666j8@86:66Z8@:F8666$8@<8666j8B>:F6w:6>D666w:6DB666w:::B8BFQ:>F@D<@;:>F@D<@;:>FH666Z:>FH666Z<6DB@66;<8666j<>FDHH6w>8FD866s>8HD866s>:::HHFjB6><@66ZB6H:@66ZB8H8@66ZB:6D@66ZBD@>666MBD@BHH@MD88D666MD:H8666;D<8@66MD<>:666MSdiiQkmLoiU #Y.N....Y  Y d Y d Y pd Y D Y ;dStreamIDStreamNameBasinArea LengthDescriptionGNIS;D;D;D;;D;D;D;YYPrimaryKeyStreamIDv1@  .sR2{P0  x V / g C  a ?  f A j OJmJJMMQkkfJUQkOJmJLJkQkSdi`k `dOo^Qk iQ^JmYdbkWYfkiQfdimk kMiYfmk kvkiQ^ mJL^QkJLom`QbmJLom`QbmkMdoiLQO`JmLiYOUQMdbmJMmiQS#MdbmiJMmYdbkMdoiQ^QqWvOidUiJfW`JbbYbU`kvkJMMQkkdL[QMmk`kvkJMQk`kvkdL[QMmk`kvkhoQiYQk`kvkiQ^JmYdbkWYfkfYQifYQiMddiOYbJmQkfYQikMdoikJbOhkYmQJMMQkk^Jvdom`kvkOL.North Fork Holston River -Reed Creek,Little Nottoway+Tye River*Dan River)Bush River(Nottoway River'Pamunkey River&Killbuck Creek%Todd Fork$Scioto River#Ottawa River"Little Miami River!Honey Creek Hocking RiverGreat Miami RiverDelaware RiverGenesee RiverSusquehanna RiveSchoharie CreekChemung RiverOtselic RiverBadger CreekYellowstone RiverGallatin RiverClarks Fork Yellowstone River%%%%%Homochitto RiverPearl RiverChoptank RiverBig Pipe CreekYoughiogheny RiverWhite RiverWabash River Eel River South Altamaha River Assawoman Bay Leipsic River Rio Grande RiverArkansas RiverSouth PlatteRed RiverSnow RiverTanana RiverTazlina RiverKnik RiverSusitana River  @ @ @ @ @ @           ! "!#"$#%$&%'&(')(*)+*,+-,.-YIdParentIdName          @ @ @ @ @ @           ! "!#"$#%$&%'&(')(*)+*,+-,.-DYNY  Y  Y  SiteIDDirectoryFileDescription,,YYPrimaryKey SiteID` 6 z @0> 0  LVALgO.D#v#  M?v#vHv( v  Dvv"vBvbvvvvvv:vbvzvvvvvDvvv0vPvpvvvvv(vPvhvvvvvDvvvvvvvvvvvvvvvvvDvv"vBvbvvvvvv:vbvzvvvvv      (                 d  d Abutment.SiteIDAbutmentAbutment.LeftStaAbutment.RgtStaAbutment.LskewAbutment.RskewAbutment.TypeAbutment.AbutSlpAbutment.EmbSlpAbutment.LlengthAbutment.RlengthAbutment.EmbSkewAbutment.WWAbutment.WWAngAbutment.LbankAbutment.Rbank!Abutment.LProtect!Abutment.RProtect v vvv vyfl @v v vP vP "vP BvP bvP vP vP vP vP vP :vP bvP zvP vP vP vP vP AbutmentHv v0vvv@!~sq_ffrm_Abutment v v v v v v v 0v v Pv v pv v v v v v v v v v  (v v  Pv v  hv v  v v v v v v v vvvv0vPvpvvvvv(vPvhvvvvvvP vP "vP BvP bvP vP vP vP vP vP :vP bvP zvP vP vP vP vP Abutment vv vv "vv Bvv bvv vv vv vv vv vv :vv bvv zv v v(v v0v v8v v@vvvv0vPvpvvvvv(vPvhvvvvv v8!vv v8vvvvXvHvvHvvHvvHvvHvvHvvHvvHvvHvvHvvHvvHvvHvvHvvHvvHvvHvvHvvHvvHvvHvvHvvHvvHvvHvvHvvHvvHvvHvvHvvhv#vvvv vv vv vv vv 0vv vv vv vv vv  vv  0vv  vv  vv  vv 0vv 0vv vz v(#vvR  vvHvvvvvvvv(vv`v(vv8vvHvvXv@vhvxvxvvvvv vvXvvvvvHvvvv ((v`v kP5V;  QJF]`h \XQ8TJ@CSW@+R qᤸY@4@_!@_U@iV9@N?@WM,ѻLQ@K,J@IB@HZ)*9\pub\Site57\@  LVAL  @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @gU;gUgU?gWgWgU97=7>7?7@7A99:}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}ʼn}É}ĉ}Ɖ}Š}NJ}ˊ}Ɋ}ʊ}̊}ȋ}͋}ы}ϋ}Ћ}ҋ}Ό}ӌn}Ռ}֌o}ԍptrsuqvzxy{w|耏~聏}肐膐脐腐臐胑舑茑芑苑荑艒莒蒒萒葒蓒菓蔓蘓薓藓虓蕔蚔螔蜔蝔蟔蛕蠕褕袕裕襕衖視B訖詖a觗aavvv@v  xvvv v dXv dvlDpvxvvvvvvvvvvvvvvvvvHvvvv(v`vvvv@vxvvv vXvvvAbutmentXvhvv SiteIDSiteAbutmentPrimaryKeyvvv "v"v"vv8!v8!qv8!v8!v8!v8!v8!v8!v8!v8!v8!v8!v8!v8!v8!v8!v8!v8!v8!v8!v8!v8!v8!v8!v8!v8!v8!v8!v8!v8!v#v Hv(#v#vx#v( vAbutmentPrimaryKeyv( v"vv"vv8!v(#v"v(#v`#vvsLVAL.N \ " X tF rFTV&^~N^0EStreamID) 3D HighwayMilePoint9 3CCity! 3B nTypR# 3A nTypM# 3@ nTypL# 3? nLowR# 3> nLowM# 3= nLowL# 3< nHighM% 3; nHighR% 3: nHighL% 39$Bridge_Description= 38 Class# 37Year! 36Traffic' 35VertConf) 34 Spans# 33USDS! X4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I4I(4IH.4I&4I!N4I"4I PN4I"4I PN4I"4I N4I"4I N4I"4I PN4I"4I N4I"4I N4I"4I PN4I"4I  N4I"4I  N4I"4I  N4I"4I  N4I"4I  N4I"4I N4I"4I PN4I"4I PN4I"4I N4I"4I N4I"4I N4I"4I N4I"4I N4I"4I N4I"4I $4Iz (4I-4I((4Ihp{p 4I4I4I#4I04I#4Ih4I#4I4I$4I4I$4I4I($4IH4I8$4I4IH$4I4IX$4I4Ih$4I( 4Ix$4I` 4I$4I 4I$4I 4I$4I!4I$4I@!4I$4Ix!4I$4I!4I$4I!4I$4I "4I%4IX"4I%4I "4I(%4I4I (4I 04Ih4I4I 4I4IH4I (4I4I4I( 4I` 4I 4I 4I (!4I (@!4Ix!4I!4I!4I "4IX"4I "4I\H'4IP'4IX'4I`'4Ih'4Ip'4Ix'4I'4I'4I'4I'4I'4I'4I'4I'4I'4I'4I'4I'4I'4I'4I'4I'4I4I4I04Ih4I4I4I4IH4I4I4I4I( 4I` 4I 4I 4I!4I@!4Ix!4I!4I!4I "4IX"4I"4I"4IAbutmentScourx(4I(4I(4I(4ISiteID!SiteAbutmentScourPrimaryKey NoDups(4I4I v +4I+4I-4I4Ip*4Ip*4qIp*4Ip*4Ip*4Ip*4Ip*4Ip*4Ip*4Ip*4Ip*4Ip*4Ip*4Ip*4Ip*4Ip*4Ip*4Ip*4Ip*4Ip*4Ip*4Ip*4Ip*4Ip*4Ip*4Ip*4Ip*4Ip*4Ip*4Ip*4I-4I 4I-4I-4I0.4I!x,4IAbutmentScourN4I`)4IN4I`)4I+4I8%4I ,4IX,4I4I `)4I,4I-4I-4I -4I SiteID X-4I 4-4I{ \-4I0-4Il-4I x,4I-4Ih-4Ip-4Ih,4I SiteID ,4IN4Ip*4I-4I-4I-4I.4I"4I @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @}肐膐脐腐臐胑舑茑芑苑荑艒莒蒒萒葒蓒菓蔓蘓薓藓虓蕔蚔螔蜔蝔蟔蛕蠕褕袕裕襕衖視B訖詖a觗aaaaaaaa a aa aa aaa aaaaaaaaaaaavvvvvv v v v vv vvvvvB>B@BAB?+-.,suvt/////// /BОПРСТУE LVALY YYus12pdt-REV.xls - contains the following data: Summary - Summary of basic site and scour data Hydrograph - Hydrograph from nearest USGS gaging station X-Sec - cross section data The following photos were scanned from a black and white copy of the bridge scour evaluation report completed by BRW: pdt12-scrrpt-ds-channel.jpg pdt12-scrrpt-abuts.jpg pdt12-scrrpt-bridge.jpg pdt12-scrrpt-nwcorner-bridge.jpg pdt12-scrrpt-us-channel.jpg pdt12-scrrpt-usus12pdt-REV.xls - contains the following data: Summary - Summary of basic site and scour data Hydrograph - Hydrograph from nearest USGS gaging station X-Sec - cross section data The following photos were scanned from a black and white copy of the bridge scour evaluation report completed by BRW: pdt12-scrrpt-ds-channel.jpg pdt12-scrrpt-abuts.jpg pdt12-scrrpt-bridge.jpg pdt12-scrrpt-nwcorner-bridge.jpg pdt12-scrrpt-us-channel.jpg pdt12-scrrpt-us-dam.jpg pdt12-brgpln-siteplan.jpg is a site plan scanned from the bridge plans provided by MnDOT. pdt12-flood-us-bridge.jpg is a photo taken during the flood, from the right bank looking across the face of the bridge to the left floodplain. Note the slump in the foreground. pdt12-flowfield.jpg - sketch of flow field observed on 4-9-97 pdt12-rwingwall - photo of data collection along the right upstream wingwall. Note the slump in the embankment.FM2004.XLS - Workbook Containing: Summary - Summary of site and scour characteristics Hydrograph - Hydrograph from nearest USGS gage Bath_10-22 - XYZ bathymetry data collected on 10-22-94 Bath-10-23 - XYZ bathymetry data collected on 10-23-94 Bath-grd - CombinedXYZ bathymetry data interpolated on to a dense grid Vel-2d - Depth averaged velocity vectors measured with an ADCP Vel-3d - 3-dimensional velocity vectors measured with an ADCP Brazos-fnl.dwg - AutoCad drawing of bridge with contours, water-surface elevations, and velocity vectors Debris-1.jpg - Photo of debris looking towards the left descending bank Debris-2.jpg - Photo of debris looking upstream towards the right descending bank Debris-3.jpg - Field sketch of debris accumulation Inspect-1.jpg - Sketches from bridge inspection Inspect-2.jpg - Sketches from bridge inspection Hist-CS.jpg - Scan of historical cross sections Brg-prof.jpg - Drawing of bridge (profile view) Bents-min.jpg - Drawings for minor pile bents Bents-maj.jpg - Drawings for major pile bents (5, 6, 7, 8) Topo.jpg - Scan of USGS topographic map in the area (note: bridge not present at time of mapping) Aerial-1.jpg - Satellite image of area Aerial-2.jpg - Satellite image of bridge Contour-1.jpg - Color contours of reach Contour-2.jpg - Color contours near debris accumulation Site_map.jpg - Site map of area WS-Elev.jpg - Satellite image of area with water-surface elevationsLVAL,JB.XLS - Contains the following worksheets: Summary - Summary of bridge and scour characterists Hydrograph - Hydrograph from gage at downtown St. Louis 071493 - Bathymetry for July 14, 1993 071793 - Bathymetry for July 17, 1993 071993 - Bathymetry for July 19, 1993 081793 - Bathymetry for August 17, 1993 081793-3D - 3-dimensional velocities collected on August 17, 1993 081793-DI - depth integrated velocities collected on August 17, 1993 091693- Bathymetry for September 16, 1993 091693-3D - 3-dimensional velocities collected on September 16, 1993 091693-DI - depth integrated velocities collected on September 16, 1993 Definition of heading for ADCP files Transect - transect file number Ensemble - ensemble number (averaged every 5 ensembles) BinElev - Elevation to center of depth cell in ft MSL BinDepth - Depth to center of depth cell in ft U - u-velocity component (east) in ft/sec V - v-velocity component (north) in ft/sec W - vertical velocity component in ft/sec X-SP - x location in State Plane coordinates Missouri East NAD-27 Y-SP - y location in State Plane coordinate Missouri East NAD-27 Mag - velocity magnitude in ft/sec Dir - velocity direction referenced to north UnitQ - discharge contain in depth cell BotElev - Elevation of streambed in ft MSL X-Loc - x location in local coordinate system Y-Loc - y location in local coordinate system U-Loc - u-velocity component in x direction in local coordinate system V-Loc - v-velocity component in y direction in local coordinate system Dir-Loc - velocity direction referenced to the local coordinate system Aerial-1.jpg - Satellite image of river reach Aerial-2.jpg - Satellite image of study area Topo.jpg - scan of USGS topographic map Profile.jpg - profile view of bridge from bridge plans Plan.jpg - plan view of bridge from bridge plans Pier12W-1.jpg - Pier details for pier 12 Pier12W-2.jpg - Pier details for pier 12 Pier12W-3.jpg - Pier details for pier 12 Pier12W-4.jpg - Pier details for pier 12 Pier11W-1.jpg - PiLVALer details for pier 11 Pier11W-2.jpg - Pier details for pier 11 Pier10W-1.jpg - Pier details for pier 10 Pier10W-2.jpg - Pier details for pier 10 Pier9W-1.jpg - Pier details for pier 9 Pier9W-2.jpg - Pier details for pier 9 Pier8W-1.jpg - Pier details for pier 8 Pier8W-2.jpg - Pier details for pier 8 Pier7W.jpg - Pier details for pier 7 Photo-1.jpg - Photograph looking from left descending abutment across upstream face of bridge. Photo-2.jpg - Photograph from left descending abutment looking across stream between bridges. Photo-2.jpg - Photograph of pier 12 during flood P8-BoringB-10.jpg - Soils boring at downstream bridge near pier 8 P8-BoringH-11.jpg - Soils boring at upstream bridge near pier 8 P9-BoringB-11.jpg - Soils boring at downstream bridge near pier 9 P9-BoringH-10.jpg - Soils boring at upstream bridge near pier 9 Bridge-Loc.dxf - DXF file of bridge (piers 7-13) in local coordinates Pier9.jpg - 3-dimensional graphic showing streambed and pier Pier8.jpg - 3-dimensional graphic showing streambed and pierLVAL@\D--X  ?)-`*H ,d Dt <t$\$ Hx(X X@h ,d Dt <t$\$    (           (            (  (        AbutmentScour.IDAbutmentScour'AbutmentScour.SiteID5AbutmentScour.MeasurementNo+AbutmentScour.Abutment#AbutmentScour.Date#AbutmentScour.Time#AbutmentScour.UPDS/AbutmentScour.ScourDepth+AbutmentScour.Accuracy+AbutmentScour.SedTrans-AbutmentScour.VelAtAbut1AbutmentScour.DepthAtAbut+AbutmentScour.QBlocked5AbutmentScour.AvgVelBlocked9AbutmentScour.AvgDepthBlocked3AbutmentScour.EmbankLength3AbutmentScour.DebrisEffect1AbutmentScour.BedMaterial!AbutmentScour.D16!AbutmentScour.D50!AbutmentScour.D84!AbutmentScour.D95%AbutmentScour.Sigma+AbutmentScour.Comments     8 U7@     , d      D t     < t   $ \     $ AbutmentScourX#8 @#~sq_rAbutmentScour     H x    (  X         X     @( h0 8 @ H  PHx(X X@h   , d      D t     < t   $ \     $ AbutmentScour   , d     D t  ( 0 8 <@ tH P X $` \h p x   $ Hx(X X@h  p+0& 8 8LVAL @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @gU;gUgU?gWgWgU9999:}}}}}}}}}}}}}}}}}}}}}}}}}}}}}X8-'"N#`N# PN# PN# N# N# PN# N# N# PN#  N#  N#  N#  N#  N# N# PN# PN# N# N# N# N# N# N# $z )h-()H `$$$@$x$%%  %X 0% @% P%!`%8!p%p!%!%!%"%P"%"%"%"%0#& h#&` ( @x   (X   !8!p!! (! ("P""""0# h#`@(H(P(X(`(h(p(x(((((((((((((((((`@x X   !8!p!!!"P""""0#h##AbutmentScourx))))SiteID!SiteAbutmentScourPrimaryKey NoDups)v -,,p+p+qp+p+p+p+p+p+p+p+p+p+p+p+p+p+p+p+p+p+p+p+p+p+p+p+p+p+p+p+X- h-H--!`*AbutmentScourPrimaryKeyN`*- &-Np+h-8-h--#LVAL ǸǸǸǸMLK.xls - contains the folBvr9saco.xls - bvr7AND9saco.dwg - AutoCad file of the surveyed points collected during the 9/17-9/18/01 data collection trip. File contains both overflow bridges of the Beaver Creek. Bvr9saBvr9saco.xls - bvr7AND9saco.dwg - AutoCad file of the surveyed points collected during the 9/17-9/18/01 data collection trip. File contains both overflow bridges of the Beaver Creek. Bvr9saco.dxf - AutoCad file of 9/17-9/18/01 survey in a .dxf file format. Bvr9saco.txt - ASCII file of the data points collected at the overflow bridge 9 miles W of Saco during the 9Bvr9saco.xls - bvr7AND9saco.dwg - Autbellcrossing.xls - Excel worksheet with real-time and post-flood survey data and the resbellcrossing.xls - Excel worksheet with real-time and post-flood survey data and the resulting plot of bathymetry profiles used to estimate depth of scour during the 1986 flood.BVR7Saco.xls - Excel worksheet with survey data (September 18, 2001) and the resulting plot of bathymetry profiles used to estimate depth of scour during the 1986 flood. bvr7AND9saco.dwg - AutoCad file of the surveyed points collected during the 9/17-9/18/01 data collection trip. File contains both overflow bridges of the Beaver Creek. Bvr7saco.dxf - AutoCad file of 9/17-9/18/01 survey in a .dxf file format. Bvr7saco.txt - ASCII file of the data points collected at the overflow bridge 7 miles W of Saco during the 9/17-9/18/01 survey.MLK.xls - contains the following worksheets: Summary - summary of site, bridge, and scour characteristics Hydrograph - Hydrograph from USGS station 07010000 US100 - cross section collected approximately 100 ft upstream US0 - cross section collected along the upstream edge of the bridge DS0 - cross section collected along the downstream edge of the bridge DS100 - cross section collected approximately 100 ft downstream Qmeas - Discharge measurement notes from measurement at St. Louis gage Aerial.jpg - Satellite image of St. Louis PierNose.jpg - Flow at nose of pier 10 PierSide.jpg - Looking at side of pier 10 X-Secs.jpg - figure of plotted cross sections collected on 7-15-93 Profile.jpg - profile view of bridge Prof-Main.jpg - detailed profile view of main channel portion of bridge Pier10.jpg - plan details for pier 10Chester.xls - Excel 97 workbook containing the following worksheets Hydrograph - stage and discharge hydrograph at Chester, Illinois 080593 - bathymetric data collected on 8-5-93 081293 - bathymetric data collected on 8-12-93 091393 - bathymetric data collected on 9-13-93 AerialPhoto93.jpg - Photograph of bridge from airplane during the flood. Borings.jpg DataCollection.jpg - Photograph of USGS boat collecting data under the bridge. FlowPier11.jpg - Photograph of flow around pier 11 during the flood. Chester.dxf - dxf file of bridge in local coordinate system Pier11.jpg - scan of pier details of pier 11 from bridge plans Pier1012.jpg - scan of pier details for piers 10 and 12 from bridge plans Profile.jpg - scan of bridge profile from bridge plans Topo.jpg - scan of USGS topographic map covering study area The following figures were scanned from Holmes, R.R., Jr., 1993, Sediment transport in the lower Missouri and the central Mississippi Rivers, June 26 through September 14: U.S. Geological Survey Circular 1120-I. Figure4.jpg - Discharge and suspended sediment hydrographs Table5.jpg - Miscellaneous hydraulic and sediment characteristics Figure5.jpg - Bedload estimates Figure8.jpg - Bed-material size distributionsc  @ @  ! 9HIJKLMNQR STU VWXY \]e LvPropName OwnerParentIdRmtInfoLongRmtInfoShortTypeni~~~~YYIdParentIdName        c  @ @  ! 9HIJKLMNQR STU VWXY \]  "l % g  SiteSandQSandQSiteIDSiteSiteIDJ>6* SitePierScourPierScourSiteIdSiteSiteIDZNF:(SitePierPierSiteIDSiteSiteIDF:2&SiteHydrographHydrographSiteIDSiteSiteID^RJ>*SiteElevElevSiteIDSiteSiteIDF:2&SiteContractionScourContractionScourSiteIdSiteSiteIDvjbV6SiteBridgeBridgeSiteIDSiteSiteIDNB:."SiteBedMatBedMatSiteSiteSiteIDJ>6."SiteAbutmentScourAbutmentScourSiteIDSiteSiteIDj^VJ0SiteAbutmentAbutmentSiteIDSiteSiteIDVJB6&  @ @ @ @ @ @ @ @ @ @ @           !"#$%&'() * + , - ./0123456789:;<=>?@ABCDEFGH I J K}L~M N OPQRSTU@V<WgXY[\]en j@  en MSysObjects### n CStr(Database)5 3en  n  #xB!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!B!!!!!!!!!! ! ! ! ! !!!!!!! ! ! ! ! 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"!#"$#%$&%'&(')(*)+*,+-,.-/.0/1021324354657687 UCTime USOrDSScourDepthAccuracyCAverageVelCDischarge CDepth CWidthUCAverageVelUCDischargeUCDepthUCWidth.ChannelContractionRatio(PierContractionRatioEccentricitySedTransportBedMaterialTypeBedFormD16D50D84D95 SigmaBedMaterialDebrisEffectsCommentsYYYYYY NoDups PierIDPKeyPrimaryKey SiteIdverSinuosityBraidingAnabranchingBarsStreamWidthDescription nHighL nHighM nHighR nLowL nLowM nLowR nTypL nTypM nTypR DatumMSLDescElevREf7 7YYYYYY.rD.rE.rFPrimaryKeySite_IDStationID$77077@BedMat,,,,,,,,,,, K~@9@AbutmentScour::::::::::: K~@9@Abutment00000000000  K~@K~@AccessLayout88888888888 K~@K~@SysRel,,,,,,,,,,, K~@K~@Scripts........... K~@K~@Reports........... K~@K~@Modules........... 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mMR2OrderByOnColumnWidthColumnOrderColumnHiddenDecimalPlacesRequiredDisplayControlAllowZeroLength WLeftSta      mU RgtSta      mS Lskew      mS Rskew      mWLlength      mWRlength      mWEmbSkew      mS WWAng      mS Lbank      mS Rbank      mQType      mM WW      mU SiteID      mWAbutSlp      mU EmbSlp      mYLProtect      mYRProtect      mLVALƗ MR2OrderByOnColumnWidthColumnOrderColumnHiddenDecimalPlacesRequiredDisplayControlAllowZeroLength Format FilterOrderBy M Yr      mM Mo <     mM Dy      mWSampler      mO D50      mM SP      mO D95      mO D84      mO D16      mOComments     YCohesion      mS Shape      mQSite      m[MeasureNo      m5PKey   ZDate    Short Date MR2OrderByOnColumnWidthColumnOrderColumnHiddenDecimalPlacesRequiredDisplayControlAllowZeroLength FormatDefaultValue U SiteID      mYAbutment      mZDate    Short Date QUPDS      mgScourDepth      0  mcAccuracy      0  mYSedTrans      m[VelAtAbut      m_DepthAtAbut      mYQBlocked      mc AvgVelBlocked      mg$AvgDepthBlocked      maEmbankLength      maDebrisEffect      m_BedMaterial      mO D16      mO D50      mO D84      mO D95      mS Sigma      mOComments     1 ID   c MeasurementNo      mZTime    Short Time pFcP=) y f e R d Q P = )   yfR?,{hUA.~jWD0 Y   Y  Y   Y  d Y@ @ ʚ7 wrk煬D053: f1<;.D1#mЅw?NԢf9uG] >>>>>>< @S*@S*@SiteSandQ@44444444442 S*@S*@SitePierScour@<<<<<<<<<<: S*@S*@SitePier@22222222220  S*@S*@SiteHydrograph@>>>>>>>>>><  @@SiteElev@22222222220  @@SiteContractionScour@JJJJJJJJJJH  @@SiteBridge@66666666664  @@SiteBedMat@66666666664 @@SiteAbutmentScour@DDDDDDDDDDB @@SiteAbutment@::::::::::8 ~@~@SupportFiles@@FFF:::::::8 @K@ @Stream@#@:::......., @6C|@ِ_Y#@Site@%>666*******( @)[@S*@SandQ@@888,,,,,,,* @^Y@S*@PierScour@e @@@@44444442 @*w@^Y@PierCoordinates@E@LLL@@@@@@@> @N@S*@Pier@ @666*******( @h@i@MSysAccessObjects@DDDDDDDDDDB d@t@Manning@N@<<<0000000. @ɨ@S*@Hydrograph@+@BBB66666664 @@@Elev@@666*******( @r@l @ContractionScour@ @[NNNBBBBBBB@ @Q@n(y @Contact-Ref@"@DDD88888886 @p5@@Bridge@@:::......., @|@@BedMat@@:::......., @l@@AbutmentScour@W @HHH<<<<<<<: @@@Abutment@@>>>22222220 @ @ @:AW7@AccessLayout@4MR2KeepLocal T@zz:::::::8 @,r> @,r> @SysRel@.........., ,r> @,r> @Scripts@0000000000. ,r> @,r> @Reports@0000000000. ,r> @,r> @Modules@0000000000. ,r> @,r> @Forms@,,,,,,,,,,* @@DataAccessPages@@@@@@@@@@@> lj@lj@MSysRά(  2qAbutmentLVAL  ŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧŧpe FilterOrderByOrderByOnOMR2ODBCTimeoutMaxRecordsReplicableMR2ODBCTimeoutMaxRecordsRecordLocksRecordsetType FilterOrderByOrderByOnOrientationReplicable: <    MR2ODBCTimeoutMaxRecordsRecordLocksRecordsetType FilterOrderByOrderByOnOrientationReplicable: <    MR2RecordLocksODBCTimeoutMaxRecordsRecordsetType FilterOrderByOrderByOnOrientationReplicable:  <   MR2OrderByOnColumnWidthColumnOrderColumnHiddenDecimalPlacesRequiredDisplayControl S HighL      mS HighM      mS HighR      mQTypL      mQTypM      mQTypR      mQLowL      mQLowM      mQLowR      mQCSNO      mU SiteID      mMR2OrderByOnColumnWidthColumnOrderColumnHiddenDecimalPlacesRequiredDisplayControlDefaultValue U SiteID      maHydrographNo      mQYear      mO Mon      mO Day      mM Hr      mO Min      mO Sec      mS Stage      meDischarge      0  mMR2OrderByOnColumnWidthColumnOrderColumnHiddenRequiredAllowZeroLengthDisplayControlDecimalPlaces S Datum      mU SiteID      mO MSL      mLVALMcordLocksODBCMR2RecordLocksODBCTimeoutMaxRecordsRecordsetType FilterOrderByOrderByOnOrientation:  <   MR2RecordLocksODBCTimeoutMaxRecordsRecordsetType FilterOrderByOrderByOnOrientation:  <   MR2OrderByOnColumnWidthColumnOrderColumnHiddenRequiredAllowZeroLengthDisplayControlDecimalPlaces U PierID      mWStation      m[Elevation      mU SiteID      mMR2OrderByOnColumnWidthColumnOrderColumnHiddenRequiredAllowZeroLengthDisplayControlDecimalPlaces U PierID      mc BridgeStation      m[Alignment      me"HighwayStation      m[PierWidth      mUDescription     c NumberOfPiles      m_PileSpacing      m]PierLength      maTopElevation      mg$BottomElevation      mm*$FootOrPileCapWidth      mi& PileTipElevation      m_XCoordinate      m_YCoordinate      m_ZCoordinate      mU SiteID      mYPierType      m[PierShape      mg$PierShapeFactor      me"PierProtection      me"PierFoundation      mYCapShape      m5PKey   LVALśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśśOrderByOnOrientationReplicable:MR2ODBCTimeoutMaxRecoMR2RecordLocksODBCTimeoutMaxRecordsRecordsetType FilterOrderByOrderByOnOrientationReplicable:  <   MR2ODBCTimeoutMaxRecordsRecordLocksRecordsetType FilterOrderByOrderByOnOrientationReplicable: <    MR2ODBCTimeoutMaxRecordsRecordLocksRecordsetType FilterOrderByOrderByOnOrientationReplicable: <    MR2OrderByOnColumnWidthColumnOrderColumnHidden FormatRequiredDecimalPlacesDisplayControlAllowZeroLengthDescriptionDefaultValue ZDate    Short Date ]ScourDepth      mYAccuracy      m[SideSlope      mYTopWidth      m_ApproachVel      mg$EffectPierWidth      maSedTransport      mg$BedMaterialType      mWBedForm      mc ApproachDepth      mU PierID      mO D50      m& SigmaBedMaterial   < 4Sigma of Bed Material Size   mZTime    Short Time U SiteId      mU USOrDS      mU Trough      mS Crest      mc DebrisEffects      mOComments     O D95      mO D84      mO D16      m5PKey   gSkewToFlow      0  mLVALñññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññññpe FilterOrderByOrderByOnOrientationReplicable:MR2RecordLocksODBCTimMR2ODBCTimeoutMaxRecordsReplicableRecordLocksRecordsetType FilterOrderByOrderByOnOrientation: <    MR2OrderByOnColumnWidthColumnOrderColumnHiddenDecimalPlacesDefaultValueRequiredDisplayControlAllowZeroLength _ SiteID      0  m[Directory      m]$FileDescription     MR2OrderByOnColumnWidthColumnOrderColumnHiddenRequiredAllowZeroLengthDisplayControlDecimalPlacesDefaultValue ]StreamName      m[BasinArea      mU Length      m_Description      mQGNIS      mcStreamID      0  mMR2OrderByOnColumnWidthColumnOrderColumnHiddenRequiredAllowZeroLengthDisplayControlDecimalPlaces Format S Qyear      mO Qmo \     mO Qdy \     mO Qmi      mQFlow      mQQacc      mS Syear      mO Smo      mO Sdy      mO Smi      mS Stage      mWWatTemp      maReturnPeriod      mU SiteID p     m1 ID   X Qhr    Short Time X Shr    Short Time \ QDate    Short Date \ SDate    Short Date  LVAL No real-time measurements were made on the upstream side of the bridge or the approach section during the flood event. A level 2 scour analysis was however, conducted on the site using the WSPRO comp500- yr Clear-Water Calculations Y1=5.20 D50=.59 Dm = .74 W2=81.0 Ys = 0 ft 100-yr Clear-Water Calculations Y1=3.95 D50=.59 Dm=.74 W2=81.0 Ys=0 ft -------------- WSPRO contraction scour calculations were based on the bridge conditions after the 1986 flood, which prompted the MTDOT to lined the section through the bridge with riprap, hence the very large D50 and Dm values. The grain size distribution found in this section a500- yr Clear-Water Calculations Y1=5.20 D50=.59 Dm = .74 W2=81.0 Ys = 0 ft 100-yr Clear-Water Calculations Y1=3.95 D50=.59 Dm=.74 W2=81.0 Ys=0 ft -------------- WSPRO contraction scour calculations were based on the bridge conditions after the 1986 flood, which prompted the MTDOT to lined the section through the bridge with riprap, hence the very large D50 and Dm values. The grain size distribution found in this section and in the bed material section are representative of the material that was present prior to the 1986 flood. Since clear-water scour is assumed to take place and no other event has occurred since 1986 that forced the overflow bridge to convey water, post-flood surveys of the section provided a reasonable estimate of the scour that occurred during the 1986 flood. The scour depths specified in this section were determined from these post-flood survey500- yr Clear-Water Calculations Y1=5.20 D50=.59 Dm = .74 W2=81.0 Ys = 0 ft 100-yr Clear-Water Calculations Y1=3.95 D50=.59 Dm=.74 W2=81.0 Ys=0 ft -------------- WSPRO contraction scour calculations were based on the bridge conditions after the 1986 flood, which prompted the MTDOT to lined the section through the bridge with riprap, hence the very large D50 and Dm values. The grain size distribution found in this section and in the bed material section are representative of the material that was present prior to the 1986 flood. Since clear-water scour is assumed to take place and no other event has occurred since 1986 that forced the overflow bridge to convey water, post-flood surveys of the section provided a reasonable estimate of the scour that occurred during the 1986 flood. The scour depths specified in this section were determined from these post-flood surveys.500- yr Live-Bed Calculations Y1=10.37 Qmc1=24631 Qmc2=34000 Wc1= 565 Wc2 = 338.2 K1 =.59 Y2 = 18.51 Ys = 8.1 Clear-Water Calculations Y1=10.37 D50=.049 Dm = .062 W2=338.2 Ys = 4.5 100-yr Live-Bed Calculations Y1=8.51 Qmc1=19055 Qmc2=25000 Wc1=565 Wc2=322.2 K1 = .59 Y2 = 14.92 Ys=6.5 Clear-Water Calculations Y1=8.51 D50=.049 Dm=.062 W2=322.2 Ys=3.4NMLKJIHyG`FREJDBC:B2AS@@333333???q@@p@@q@?@U@1UnknownUnknownUnknownUnknownUnknown / R@@ @?$@Affffff2@@333333@A-@@3UnknownUnknownUnknownUnknownUnknown / N@@@?ffffff@6@(@@ffffff@6@$@@2UnknownUnknownUnknownUnknownUnknown / KU@U@?? @@333333%@@333333@@333333#@@1UnknownUnknownUnknownUnknownUnknown / Q@lum@den @?equiredDeci@j@lacesDispla g@trolAllowZeroLengthDescription1Live-bedUnknownUnknownUnknownMain Channel /# \@$#@@-!-!.! .!8.!X.!p.!.!1Live-bedNon-CohesiveUnknownInsignificantMain Channel  .[@@@@ @@"@^@"@R@(\?^@+@E@ rh??(\?2Live-bedNon-CohesiveUnknownInsignificantMain Channel / [@G@@@1UnknownUnknownUnknownUnknownLCFloodplain `T`@olumnHidden??@&@+@n@isplayControlAllowZeroLength Format M1UnknownUnknownUnknownUnknownUnknown ? S@?@rq?@@/@`m@ @l@/@@`@1UnknownUnknownUnknownUnknownUnknown  !rderColumnHidde??lPlacesRequiredDisplayControlAllowZeroLengthValidationRuleV2UnknownNon-CohesiveUnknownUnknownMain Channel  !rderColumnHidde??lPlacesRequiredDisplayControlAllowZeroLengthValidationRuleV1UnknownUnknownUnknownUnknownMain Channel  YrderColumnHiddenDecimalPlacesRequiredDisplayControlAllowZeroLengthValidationRuleV1UnknownUnknownUnknownUnknown@Unknown `KVrderColumnHiddenDecimalPlacesRequiredDisplayControlAllowZeroLengthValidationRuleV1UnknownUnknownUnknownUnknown@Unknown `LVALZ.Db"H:"H: 0<?4H:!H5   >v.^6f. n    . N n     F (`Hp P X     8 X x    0 >v.^6f. n    . N n     F    (      (                    (  (  (       ( "    frm_Master.PKeyContractionScour!frm_Master.SiteId/frm_Master.MeasurementNofrm_Master.Datefrm_Master.Time!frm_Master.UCDate!frm_Master.UCTime!frm_Master.USOrDS)frm_Master.ScourDepth%frm_Master.Accuracy+frm_Master.CAverageVel)frm_Master.CDischarge!frm_Master.CDepth!frm_Master.CWidth-frm_Master.UCAverageVel+frm_Master.UCDischarge#frm_Master.UCDepth#frm_Master.UCWidthCfrm_Master.ChannelContractionRatio=frm_Master.PierContractionRatio-frm_Master.Eccentricity-frm_Master.SedTransport3frm_Master.BedMaterialType#frm_Master.BedFormfrm_Master.D16frm_Master.D50frm_Master.D84frm_Master.D955frm_Master.SigmaBedMaterial/frm_Master.DebrisEffects%frm_Master.Location%frm_Master.Commentsp  h!(   X z:m @8P ~ ~ >~ v~ ~ ~ ~ ~ .~ ^~ ~ ~ ~ ~ 6~ f~ ~ ~ ~ . ~ n ~  ~  ~  ~ . ~ N ~ n ~  ~  ~  ~  ~ F ~frm_Master   ,X l @E~sq_cfrm_Master~sq_cfrm_contractscrP  ( `     ( 0  H8  p@  H  P  X ` Ph p x    X       8  X  x      0 (`Hp P X     8 X x    0 ~ ~ >~ v~ ~ ~ ~ ~ .~ ^~ ~ ~ ~ ~ 6~ f~LVAL ~ ~ ~ . ~ n ~  ~  ~  ~ . ~ N ~ n ~  ~  ~  ~  ~ F ~#ContractionScour   > v     . ^      6  f      (  . 0  n 8  @  H   P  . X  N `  n h  p  x       F  (`Hp P X     8 X x    0   Е__SiteID  X6/ X 888!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!8X:1 *,`, 0, , , , , 0, , ,  ,  ,  ,  ,  , , , , , , , 0, 0, 0, , , , , , 0, 0," , $z 393~P% &-@&-x&.&.& . '0.X'@.'P.'`.(p.8(.p(.(.(.).P).).).)/0*/h* /*0/*@/+P/H+`/+p/+/+/(,/`,/ ,/%& (@&x&&& ' (X'''(8(p((()P))))0* (h* (* (*+H++++ ((, `, ,222222222222223333 3(30383@3H3P3X3`3h3p3x333%&@&x&&& 'X'''(8(p((()P))))0*h***+H++++(,`,,,ContractionScour84H4x44 (44SiteId'SiteContractionScourPrimaryKeyPKey PierID NoDups4rvLVALNxx Y @n_Scourm7`abText231 SiteIDd5`8abcLabel232Site ID:m7`|abText233SiteNamed5`ab0cLabel234Site Name:p3`aHb'cfrm_contractscr(Form.frm_contractscr SiteId SiteID|1`ab-cmAbutment USSB: RM = Chiseled X in top of upstream bolt at base of first guardrail at LE of bridge. ELEVATION = 50.00 ft (local). RP = Chiseled X in top of guardrail post at station 49. ELEVATION = 53.26 ft (local). Bottom of pier footing = 1022.0 ft MSL (bridge plans) RP = station 49 LE footing = station 93, LE pier atUSSB: RM = Chiseled X in top of upstream bolt at base of first guardrail at LE of bridge. ELEVATION = 50.00 ft (local). RP = Chiseled X in top of guardrail post at station 49. ELEVATION = 53.26 ft (local). Bottom of pier footing = 1022.0 ft MSL (bridge plans) RP = station 49 LE footing = station 93, LE pier at station 94 RE footing = station 99, RE pier at station 98 DSSB: RP = Chiseled X in top of guardrail post across from RP at USSB. ELEVATION = 53.27 ft (local) APPR: RP = Lag bolt in 6-inch elm tree 200 ft upstream, left bank. ELEVATION = 41.19 ft. EXIT: RP = Lag bolt in 8-inch willow tree 200 ft downstream, left bank. ELEVATION = 40.70 ft (local)Elevations are referenced to MSL based on values provided by MNDOT on their scour monitoring plan. Plans for the new bridge developed by BRW showed elevations 30 ft higher. The scour report from BRW agreed with the MNDOT scour monitoring plan and thus, that elevation reference was used. The top of curb near the east abutment was used and was to have an elevation of 998.7 ft. The horizontal stationing of data collected from the bridge deck was referenced to the left abutment then adjusted in post-processing to be consistent with stationing used in the BRW WSPRO model. Distance of ADCP data from the bridge was visually estimated. Horizontal stationing for the ADCP is based on bottom tracking. The stationing was visually adjusted to agree with the BRW WSPRO model. (3/8/2000) Note: The elevations that were provided by MNDOT, and the elevations from the BRW sour report, when used to build a HEC-RAS model of the bridge section, were discovered to be inconsistent with the downstream gaging station (Appleton) elevations during the 1997 flood. MNDOT was again contacted and it was discovered that elevation 995 ft above MSL on the BRW scour report should actually be 1023.9 feet above MSL, thus validating the new bridge plan elevations. Therefore, the elevation of the top of curb near the east abutment should actually be 1027.6 ft, making the bridge section more consistent with elevations upstream at CR 22 bridge (see entry 73) and downstream at the Appleton gaging station. A correction of +28.9 ft should be made to MNDOT's reference elevation on their sour monitoring plan and all elevations from the BRW sour report. The April 1997 field data, found in the attached excel file (us12pdt-REV.xls), has already been corrected to reflect the new reference elevation. ) OON NM+M 0 K3 P]$@ColumnHiddenDe$@lPlacesDefaultV74900160.8100mhhaaaZZO\@olumnHiddenDeci@lacesRequiredD21,70041.1340mmibbbZZa\@olumnHiddenDecimalPlacesRequiredD23,00045ffbbbbZZM[@@@@6,800401.7hhhaaaZZL[@G@@G@10,200405.0iiibbbZZT`@16800aaaaaaZZS@ Publ?ionC@ct-RefPuUUUUUU?atio15,2001224.2jjjbbbZZGES@ PublicationC@ct-RefPu?atio17,1001227.04kkkbbbZZ!`@olumnHiddenRequiredAllowZeroLength33300aaaaaaZZ!3@olumnHiddenRequiredAllowZeroLength31900100faaaaaZZGV 5@ZZZZZZZZ,<6U3GroupCylindricalRiprapUnknownUnknown~d$%@ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @       @ @@@@@@>>>>> > > > > >> >>>>>> > > > > >>>>>>>>>>> > > > > > > > > > >> > > >@@@@@@@@@@@@@@@@@@@@@@ @ @ @ @ @ @ @@@@ @ @@@@@@@BBBBBB B B B BBBBBBBBBBBBBBDD D DD DDDDDDDDDDFFFFFFFFFF F F F HHHHH H H H HHHH"H"HM MMM:M:M:M:M:M:M:M: M: M< M< Mbmi Mbmi Mbmi Mbmi Mbmi Mbmi MbmiMbmiMbmiMbmiMbmiMbmiMbmiMbmiMbmiMbmiMbmiMbmiMbmi Mbmi Mbmi Mbmi Mbmi QQQSSSUUWWY^QSm ^QSm^QSm^QSm^QSm ^QSm^QSm^QSm^QSm^QSm^QSm^QSm^QSm ^QSm ^QSm ^QSm ^QSm^QSm^QSm^QSm^QSm^QSm^QSm^QSmf8f8f8f< f< f< f> f> f>imimim im1P3@(\u'@8@333333? ףp= ?333333? ףp= ?Q? ףp= ?Q?Q?Q?fffff@Chariton RiverChariton River near Prairie Hill, MOMOCharitonPrairie Hill393225092472306905500129MainlineStateNorthStraight0.000325ConstructedNoneFrequentBothMediumPerennialSandLowWideLittleNoneAlluvialMediumStraightLocallyNoneWideEquiwidthAҎGageX@}ska[SMHB7/) ~n#1OscouQk#@i@333333?/$?{Gz?p= ף?{Gz?Q?Q?{Gz?Q?lishAgulaize RiverAuglaize River at S.R. 198 near WapakonetaOHAuglaizeWapakoneta404037841552198MainlineStateNAStraight0.0006PremodifiedPartialOccasionalLocalMediumPerennialGravelLowNarrowLittleNoneAlluvialMediumSinuousNoneNoneUnknownEquiwidth@MSL]@zqi_YQID<1)" ~n#1Nscour frh@{Gz?Q?{Gz??ed" ?atioQ?stablishPomme De Terre RiverPomme De Terre River at U.S. 12 near Holloway, MNMNSwiftHolloway451658095584512MainlineUSNARight0.0005PremodifiedUnknownRareNoneSmallPerennialSandLowWideUnknownNoneAlluvialMediumStraightNoneNoneUnknownEquiwidth@AҎMSL@V~xrh`VPGA<6+$n#UJLVALb Z g   q  R9Ju h[ b S*@S*@SiteSandQE44444444442 S*@S*@SitePierScourE<<<<<<<<<<: S*@S*@SitePierE22222222220  S*@S*@SiteHThese values represent computed pier scour from an "equilibrium bed" elevation (established in Nov, 1999, based on survey and historical data). The effective pier diameter is calAlthough pier #2 has a tendency to accumulate a rather large pile of debris dAlthough pier #2 has a tendency to accumulate a rather large pile of debris during high-flow events, nothing was present during the measurements on 6/11/96.These values represent computed pier scour from an "equilibrium bed" elevation (established in Nov, 1999, based on survey and historical data). The effective pier diameter is calculated using Melville & Dongel (1992) wherein the effect of a debris raft is converted to an effective pier diameter based on the thickness of the raft (assumed to be the approach depth divided by 3.4 = (19.1/3.4) = 5.62) and the diameter of the raft (approximated from discharge notes as 70 feet). The computed contraction scour wasAlthough pier #2 has a tendency to accumulate a rather large pile of debris during high-flow events, nothing was present during the measurements on 6/11/96.These values represent computed pier scour from an "equilibrium bed" elevation (established in Nov, 1999, based on survey and historical data). The effective pier diameter is calculated using Melville & Dongel (1992) wherein the effect of a debris raft is converted to an effective pier diameter based on the thickness of the raft (assumed to be the approach depth divided by 3.4 = (19.1/3.4) = 5.62) and the diameter of the raft (approximated from discharge notes as 70 feet). The computed contraction scour wasAlthough pier #2 has a tendency to accumulate a rather large pile of debris during high-flow events, nothing was present during the measurements on 6/11/96.These values represent computed pier scour from an "equilibrium bed" elevation (established in Nov, 1999, based on survey and historical data). The effective pier diameter is calculated using Melville & Dongel (1992) wherein the effect of a debris raft is converted to an effective pier diameter based on the thickness of the raft (assumed to be the approach depth divided by 3.4 = (19.1/3.4) = 5.62) and the diameter of the raft (approximated from discharge notes as 70 feet). The computed contraction scour wasAlthough pier #2 has a tendency to accumulate a rather large pile of debris during high-flow events, nothing was present during the measurements on 6/11/96.These values represent computed pier scour from an "equilibrium bed" elevation (established in Nov, 1999, based on survey and historical data). The effective pier diameter is calculated using Melville & Dongel (1992) wherein the effect of a debris raft is converted to an effective pier diameter based on the thickness of the raft (assumed to be the approach depth divided by 3.4 = (19.1/3.4) = 5.62) and the diameter of the raft (approximated from discharge notes as 70 feet). The computed contraction scour wasAlthough pier #2 has a tendency to accumulate a rather large pile of debris during high-flow events, nothing was present during the measurements on 6/11/96. LVALаf$            !"#$ % & ' ( )*+,-./012345789:;<=>?@A B C   6@@(((Abutment.LeftSta)=43) AND ((Abutment.(((Abutment.LeftSta)=43) AND ((Abutme(((Abutment.LeftSta)=43) AND ((Ab(((Abutment.LeftSta)=43) AND ((Abu(((Abutment.LeftSta)=43) AND ((Abutment.SiteID)=3))AbutmentScour.SiteID = Abutment.SiAbutmentScour.SiteID = Abutment.SiteIDSite.SiteID = ContractionScour.SiteIdContractionScour.SigmaBedMaterialContractionScour.PierContractionRatioContractionScour.ChannelContractionRatio LVAL The scour value represent computed pier scour from an "equilibrium bed" elevation (established in Nov, 1999, based on survey and historical data) and hydraulic parameters were etimated with a WSPRO simulation. The effective pier diameter is calculated using Melville & Dongel (1992) wherein the effect of a debris raft is converted to an effective pier diameter basedThe scour value represent computed pier scour from an "equilibrium bed" elevation (established in Nov, 1999, based on survey and historical data) and hydraulic parameters were etimated with a WSPRO simulation. The effective pier diameter is calculated using Melville & Dongel (1992) wherein the effect of a debris raft is converted to an effective pier diameter based on the thickness of the raft (assumed to be the approach depth divided by 3.4 = (15.4/3.4) = 4.53) and the diameter of the raft (approximated from discharge notes as 44 feet). The computed contraction scour was 1.2 feet, for a total scour of 16.5 feet. The actual measured total scour on this date was 17.2 feet (depth below "equilibrium bed" from measurement notes).T Site.Va Site.FlSite.FlowHaSite.FlowHabit-Site.FlowHabit- Site.FlowHabit- Site.FlowHabit- Site.FlowHabit-Site.FlowHabit- Site.FlowHabit- Site.FlowHabit- gSite.FlowHabit- gSite.FlowHabit- gSite.FlowHabit- gSite.FlowHabit- gSite.FlowHabit- gSite.FlowHabit- gSite.FlowHabit- Site.FlowHabit- gSite.FlowHabit- gSite.FlowHabit- gSite.FlowHabit- gSitSite.FlowHabit- Site.FlowHabit-Site.FlowHabit- gSite.FlowHabit- gSite.FlowHabit- gSite.FlowHabit- Site.FlowHabit- gSite.FlowHabit- Site.FlowHabit- gSite.FlowHabit- gSite.FlowHabit- gSite.FlowHabit- g  G  G      G  G  G  G  G  G  G  G  G  G  G  G  G      G  G  G        G  GKvcO<)   x e R > +  {  g T A -}jVC0 lYE2 n[H@0@ /@ /ʚ7 wrk煬D053: f1<;.D1#mЅw?NԢf9uG] s?s@sAsBsCsDsEsFsG      !# "$%&'()*+,-. / 0 1 2 3456789:;<=>5BCDEFGHIJK? @         6LMNOPQRSTU  %%()*+,-./01 2 3 4 5 6789:;<=> ? @&ACDE          B !"#$%&'( ) * + , -./0123456789:;<=>? 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c,k+SkewSkew&m@Yd`<aabDc,Skew_LabelSkew(degrees):dPB=SKvm`abbc,k, Guide Guide/KC_6;d`<abbDc,Guide_Label Guide:3ҳDEe5&m`aPdbdc,k- Plans Plans,fA^N~\d`<aPdbDc,Plans_LabelPlans on File:C[aIN]KNm`aebdc,k.ParallelParallelT wA*PwՓd`<aebDc,Parallel_Label"Parallel Bridges::`?6KAɲm`agbdc,k/ContAbutContAbutF}MU|Dd`<agbDc,ContAbut_Label Contracted Abut:gM@et'Um;`am;`` aBc,k> nLowL nLowL0*+vC6Md7`aBbcLabel187Low:MhFo*~m;`<aBc,k? nLowM nLowMoKILPևl{Ҩm;`aBc,k@ nLowR nLowREs coBKe9V@d7`a>b)cLabel189Right OBbF>bO4zՆm;`` adAc,kA nTypL nTypL=$0 *~C%.{d7`adAbHcLabel190Typical:eȆ CeCK[r- @ @ @ @ @ @ @aXm;`<adAc,kB nTypM nTypMdqB HF5g[d7`a>bcLabel191Channel8fNHqm;`adAc,kC nTypR nTypRbC.Jb[Y:H~d7` a>bcLabel192Left OB5&OZod`axNaturalLeveesd?NaturalLevees_Labelm@ApparentIncisiondAApparentIncision_LabelmBChannelBoundarydCChannelBoundary_LabelmDTreeCoverdETreeCover_LabelmFSinuositydGSinuosity_LabelmHBraidingdIBraiding_LabelmJAnabranchingdKAnabranching_LabelmLBarsdMBars_LabelmNStreamWidthdOStreamWidth_LabelmPStructNodQStructNo_LabelmRLengthdSLength_LabelmTWidthdUWidth_LabelmVLowdWLow_LabelmXUpperdYUpper_LabelmZOvertopdvertop_Labelm\Skewd]Skew_Labelm^Guided_Guide_Labelm`PlansdaPlans_LabelmbParalleldcParallel_LabelmdContAbutdeContAbut_LabelmfDistCLdgDistCL_LabelmhDistPFdiDistPF_LabelmjUSDSdkUSDS_LabelmlSpansdmSpans_LabelmnVertConfdoVertConf_LabelmpTrafficdqTraffic_LabelmrYeardsYear_LabelmtClassduClass_LabelmvBridge_DescriptiondwBridge_Description_LabeldxLabel156pyBedMat2dzBedMat2_LabelBedMat2 Labelf{Line177p|Bed_MaterialBed Materialm}nHighLd~Label184mnHighRmnHighMmnLowLdLabel187mnLowMmnLowRdLabel189mnTypLdLabel190mnTypMdLabel191mnTypRdLabel192dLabel196fLine197PageFooterSectionmText133mText134CityHighwayMilePointStreamIDSkewToFlowD50Comments D95!D84"D16Courier Newl*툠GPier3PierScour1PierScou ͬ ~@A#W|:ڝGroupHeader0dPierID_LabeldD95_LabeldD84_LabeldD50_LabeldD16_LabelDetailmPierIDmD95m D84m D50m D16 SiteId08:<=Babc{e ghxi-j8k"ೌ@Site Query1Site Query1 Arial8$'nh`adminS odXXLetterPRIV0''''\KhC0#đ EK[d _ Z g   q  R9} x!g`8winspooladminIP_130.11.24.154 d27d e Ariale24f2g37jghm5Ci Arialn=j Arialo3Al Arialp6 SiteID`8"PageHeaderSection$VJG.)j;d2`a<bcdLabel132(BSDMS Summary Report Tahoma`:C 6lpm;`abc,i Text180 SiteIDe9EOImId`(abc,d Label181Site ID:9!ݷӖD:u[m` abTc,i kText182SiteNameykPG?)@f2`<aHbT$Line1837$9Fbd|`{ DetailHy;C.1Hm;`a<bc,i SiteID SiteIDG1ΧGsF!ENd`<a<bDc,d SiteID_LabelSite ID:uӁLML~m` a<bTc,i kSiteNameSiteNamenH2J>7m`ab c,k County Countyb~IJCĨd`<abDc,County_LabelCounty:_\?oOWsm`abVc,k State State9s@5V$d`<abDc,State_Label State:;N#$Le/m`a(bDc,ekLatitudeLatitude3&sbL]ILd`<a(bDc,Latitude_LabelLatitude:倥5^F$1l2ƾm`abDc,ekLongitudeLongitudeg qGA/nd`<abDc,Longitude_LabelLongitude:Lb?A+ c3*m`apbDc,ekStationIDStationID\N0}.DWj]pd`<apbDc,StationID_LabelStation ID:ZnjKq;m`a b c,ekRouteNumberRouteNumberPV[mFmjFd`<a bDc,"RouteNumber_LabelRoute Number:- E:kb(^m`a bDc,ekServiceLevelServiceLevel+G 3d`<a bDc,$ServiceLevel_LabelService Level:_L;\(E];̏m`a\ bDc,ek RouteClassRouteClassﮦeM4GY>d`<a\ bDc, RouteClass_LabelRoute Class:P~ޢJ ua-m`abDc,ek RouteDirectionRouteDirectionU燪G/˙ d`<abDc,(RouteDirection_Label Route Direction:{vvN&zϤ}m;`ab c,ek RiverMileRiverMile@A=vG`rd`<abDc,RiverMile_LabelRiver Mile:΃nTިG%\m`<abT$c,ik Site_Description Site_Description@rGaf|Ld`<aHbDc,,Site_Description_Label"Site Description:VΡgH2Nm`ab c,k Datum Datumb}NE&wd`<abDc,Datum_Label Datum:OonvIm;`a4b c,kMSLMSLNJ?Fˏ9d`<a4bDc,MSL_LabelMSL (ft):hvFs'71m`<a@bT$chkDescElevREfDescElevREf).A|T4d`<ab ch"DescElevREf_LabelFDescription of Reference Elevation:@Ch:$L;cm;`a b cekDrainageAreaDrainageAreaUCd`<a bbc$DrainageArea_Label0Drainage Area (sq mi):`@Ll[Zꏐm`a<b6cekSlopeInVicinitySlopeInVicinity=mF;jF7Wd`<a<bDc*SlopeInVicinity_Label4Slope In Vicinity (ft/ft):{8~O_hm`a bc,k Impact ImpactWM-r3Ad`<a bDc,Impact_LabelFlow Impact:'}@LRBm`a8"bc,ek ChannelEvolution FK[r-@ @ChannelEvolutionި`jI7:+]d`<a8"bqc,ChannelEvolution_Label$Channel Evolution:좕ץ/H6mm`a#bc,kArmoringArmoringp Ar߾Mzd`<a#bDc,Armoring_LabelArmoring:;qA5Dm_v_6m`a%bc,kDebrisFrequencyDebrisFrequencyR&Hn=chd`<a%bDc,*DebrisFrequency_Label"Debris Frequency:i"ҥLi'SOQm`a$'bc,kDebrisEffectDebrisEffectF(dA !d`<a$'bDc,$DebrisEffect_LabelDebris Effect:UFYjD_6=m`a(bc,kStreamSizeStreamSize4CmDHa6d`<a(bDc, StreamSize_LabelStream Size:E@$LZb:0~m`al*bDc,kFlowHabitFlowHabit1Aqd`<al*bDc,FlowHabit_LabelFlow Habit:NM$pA9m`a,bc,kBedMaterialBedMaterial\)UQJV)d`<a,bDc,"BedMaterial_LabelBed Material:٭pAEKN[m`a-bc,k Valley ValleyrezA~:|sd`<a-bDc,Valley_LabelValley Setting:m0O#孴m`aX/bc,kFloodplainFloodplainDwkN d`<aX/bDc, Floodplain_LabelFlood Plain:ECFX]p_bm`a0bc,kNaturalLeveesNaturalLeveesKq!.K4d`<a0bDc,&NaturalLevees_LabelNatural Levees:*>J?^m`a2bc,k ApparentIncision ApparentIncision' ˩AAwtN>d`<a2bDc,,ApparentIncision_Label$Apparent Incision: kCNnl^m`aD4bTc,kChannelBoundaryChannelBoundary'a\GWh d`<aD4bDcd *ChannelBoundary_Label"Channel Boundary:Vu4KJTFm`a5bc,kTreeCoverTreeCovervf ESAT.#d`<a5bDc,TreeCover_Label"Banks Tree Cover:CFhcY5m`a7bc,k SinuositySinuosityi&Hd`<a7bDc,Sinuosity_LabelSinuosity:T}D>m`a09bc,k!BraidingBraidingr(/l`D<Զd`<a09bDc,Braiding_LabelBraiding: u* |OKm`a:bc,k"AnabranchingAnabranchingDOhKiީүd`<a:bDc,$Anabranching_LabelAnabranching:J#JI=om`a09bc,k#BarsBars űM7ʋyq,d`a09bDc,Bars_Label Bars:D^ԓH; &z}m`a:bDc,k$StreamWidthStreamWidthX1=MPj}d`a:bDc,"StreamWidth_Label"Stream Width(ft): 3(Ng.}|m`a0Wb c,k%StructNoStructNo?Ljʇd`<a0WbDc,StructNo_LabelStructure No:5J۵F4 vRm;`aXb c,k& Length Length p@qa7Id`<aXbDc,Length_LabelLength(ft):5C6 |IH m;`axZb c,k' Width Width)GJvFd`<axZbDc,Width_LabelWidth(ft):r+.I?Hū~m;`a\b c,k(LowLowhL=FHSd`<a\bDc,Low_LabelLow:_DݨL61و>m;`a]b c,k) Upper Upperb~yL^J1)"d`<a]bDc,Upper_Label Upper:#U3@uhUm;`ad_b c,k*OvertopOvertopj>diwA!%;d`<ad_bDc,OvGK[r- @ @ @ @ @ @ @ertop_LabelOvertop:GvpsF5}@&m;`aab c,k+SkewSkewF:,FT(.pUd`<aabDc,Skew_LabelSkew(degrees):(O\m`abbc,k, Guide Guide+&:CŜ0d`<abbDc,Guide_Label Guide:aB}qm`aPdbdc,k- Plans PlansC=qI/Od`<aPdbDc,Plans_LabelPlans on File: qN" 9m`aebdc,k.ParallelParallelr?s[H'<&쑨d`<aebDc,Parallel_Label"Parallel Bridges:KLQKNN߃m`agbdc,k/ContAbutContAbutJQL@Aܾd`<agbDc,ContAbut_Label Contracted Abut:S eEI%qm;`a nLowL nLowL/ }N񤹔rd7`aBbcLabel187Low:[:7G~tV3m;`<aBc,k? nLowM nLowM`c73IIy|Շm;`aBc,k@ nLowR nLowRM-0@r႔8d7`a>b)cLabel189Right OBP+G'm;`` adAc,kA nTypL nTypLt#N1vrL)d7`adAbHcLabel190Typical:?D9 L.f~7fm;`<adAc,kB nTypM nTypMrv`Fv\d7`a>bcLabel191Channel\SsO(&CiKm;`adAc,kC nTypR nTypRšcGsd7` a>bcLabel192Left OB4fevE1kd`ax?@ABCdGH-STUV[tYe]^_`abcTJfriklmnopquvwxyz{|}~{nLowLd|Label187m}nLowMm~nLowRdLabel189mnTypLdLabel190mnTypMdLabel191mnTypRdLabel192dLabel196fLine197CityHighwayMilePointStreamIDContactPublication Bridge2Support Files  ͬvBVLm9UPageHeaderSectiondort TimeCourier Neww31+'9d781`@ a<bvcd Label20 Time:Courier Neww31+'9m<1`a<bc,i k USOrDS USOrDSCourier Neww31+'9d781`a<bcd Label21 US/DS:Courier Neww31+'9 <ab.cmPierm7`abText207 SiteIDd5`8abcLabel208Site ID:m7`|abText209SiteNamed5`ab0cLabel210Site Name:p3`<abX,cfrm_PierForm.frm_Pier SiteID SiteID|1`ab-cmPier ScourPier_Scourm7`abText226 SiteIDd5`8abcLabel227Site ID:m7`|abkText228mSPoCohesionmSamplermShapemCommentsd Label24mDateFormFooterPKeySiteYrMoDyChannelBoundaryTreeCover Sinuosity9=Babc@)e gh|ij,k bε@ BedMatFrm_BedMat Ariald37e Ariale24f2g27hg Ariali16ghj16ghkl:m Arialn Arialo Arialpr45zi Arial{5e Arial`FormHeader d5U`xabHce333MeasureNo Label NumberDetachedLabelMeasureNo_Labeld5U7`tabce333Dy LabelDateDetachedLabelDy_Labeld5U` abce333Sampler LabelSamplerDetachedLabelSampler_Labeld5U7`hIv}~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~     Site.Co Site.County Site.County*  Site.County* g Site.County* g Site.County* gRderSandQRderSandQ RRderSandQRderSandQ R er GRRderSandQ R erRderSandQRderSandQRderSandQ RRderSandQRderSandQ R erRderSandQ R erRderSandQRderSandQRderSandQ RRderSandQRderSandQ R er GRRderSandQ R erRderSandQRderSandQRderSandQ RRderSandQRderSandQ R er GRdeRderSandQ R erRderSandQRderSandQRderSandQ RRderSandQRderSandQ R er RderSandQ R erRderSandQRderSandQRderSandQ RRderSandQRderSandQ R erRderSandQ R erRderSandQRderSandQRderSandQ RRderSandQRderSandQ R er RderSandQ R erRderSandQRderSandQRderSandQ RRderSandQRderSandQ R erRderSandQ R erRderSandQRderSandQRderSandQ RRderSandQRderSandQ R erRderSandQ R erRderSandQRderSandQRderSandQ RRderSandQRderSandQ R er GRderSandQ R erRderSandQRderSandQRderSandQRderSandQ RderSandQRderSandQ RRderSandQRderSandQ R er RderSandQ R erRderSandQRderSandQ RRderSandQRderSandQ R er RderSandQ R erRderSandQRderSandQ R er GRder Rer GV Dj $]9UnknownUnknownUnknownUnknown;@{a#T`@98???333333 @*@!@ffffff@@L@@\@fffff&U@ffffff&@2UnknownUnknownUnknownUnknown!U`3@98???333333 @*@!@ffffff@@L@@\@fffff&U@ffffff&@2UpstreamClear-waterNon-CohesiveUnknownModerate@LVALIv1There was no apparent scour at the bridge, either abutment or contraction scour, despite the contraction present at the bridge. However, there was a scoured area about a channel width downstream from the bridge. This could have been caused by the flow contracted through the bridge opening, which may have reached a maximum contraction downstream from the bridge. This however, was not the flow pattern observed on 4-8-97. The configuration of this scour hole and the channel upstream and downstream from the bridge was nearly identical on 4-8-97 and in July 1997. The contraction scour reference surface was determined by computing the average bottom elevation of the each cross section collected on 4-8-97. The scour area was located between 55 and 70 ft downstream. Thus the sections near the hole were not used in the average. The average elevation was about 1114.7 ft MSL. The minimum average bottom elevation of a cross section was 1113.2 ft MSL. Thus, the depth of scour was 1.5 ft. Due to the variability of streambed elevation the accuracy is only about 1 ft, with the majority of the error attributed to determining the reference surface. A thalweg profile also showed a scour 1.5 ft. There was about 0.1 ft of fall through the bridge on 4-8-97. Analysis of cross sections collected on 4-8-97 Location Avg. Bot. Elev. Bottom width Top width US 113 1114.95 30 55 US 78 1114.75 24 56 US 52 1114.5 30 50 US 24 1114.26 29 37 US 15 1114.83 20 35 DS 15 1115.29 18 35 DS 55 1113.86 30 60 DS 70 1113.16 -- 70 DS 115 1115.6 --+УLQ N ̪̪̪̪̪̪̪̪̪ 0 ,K ܉ C\uBrUzb+@zb+@~sq_dSite - Bridge2~sq_dBedMat2@``````````^ vT;)\t @)\t @~sq_dAbutment-Hydrograph~sq_dAbutmentScour3@$C44MR2KeepLocal Txxxxxxv `>\t @>\t @~sq_dAbutment-Hydrograph~sq_dAbutmentScour4@$@44MR2KeepLocal Txxxxxxv `>\t @>\t @~sq_dAbutment-Hydrograph~sq_dContractionScour@8/%4MR2KeepLocal T||||||z ` i\t @ i\t @~sq_dAbutment-Hydrograph~sq_dContractionScour2@. 4MR2KeepLocal T~~~~~~| `\t @\t @~sq_dAbutment-Hydrograph~sq_dContractionScour3@:/>4MR2KeepLocal T~~~~~~| `\t @\t @~sq_dAbutment-Hydrograph~sq_dContractionScour4@:/;4MR2KeepLocal T~~~~~~| `2\t @2\t @~sq_dAbutment-Hydrograph~sq_dContractionScour5@:/84MR2KeepLocal T~~~~~~| `2\t @2\t @~sq_dAbutment-Hydrograph~sq_dPierScour4@%54MR2KeepLocal T|ppppppn `D\t @D\t @~sq_dAbutment-Hydrograph~sq_dContractionScour6@:/24MR2KeepLocal T~~~~~~| `D\t @D\t @~sq_dAbutment-Hydrograph~sq_dPierScour5@&/泓4MR2KeepLocal T|ppppppn `\t @\t @~sq_dAbutment-Hydrograph~sq_dSupport Files@? @.4MR2KeepLocal Tvvvvvvt `3;t @no@Support Files@@8|@THH<<<<<<<: @vT;b+@;b+@~sq_dSite - Bridge2~sq_dBed Material@s4 4MR2KeepLocal Tvjjjjjjh `R'+@'+@~sq_ffrm_peaks@p4MR2KeepLocal TJ>>>>>>< `Gj@j@frm_pierscr@88888888886 F`ɼ@`ɼ@frm_Pier@22222222220 EQO@QO@frm_peaks@44444444442 Dh̻@h̻@frm_contractscr@@@@@@@@@@@> C6$@6$@frm_Contact@88888888886 BW"@W"@frm_Bridge@66666666664 Aҋ@ҋ@Frm_BedMat@66666666664 @@@frm_AbutScr@88888888886 ?To@To@frm_Abutment@::::::::::8 >"@"@frmSupportFiles@@@@@@@@@@@>  LVAL N            67 The typical bottom widths for the upstream and bridge opening are reported as the uncontracted and contracted widths. The average velocity in the contracted section is the average velocity in the bridge opening. No other criteria are reported due to the unusual configuration of the scour and the possibility that the scour hole could be a result of something other than the bridge contraction. ;Bridge.Traf;Bridge.Traffic-;Bridge.Traffic- ;Bridge. C6 C6 C6Bridge. C6Bridge.Dist C6Bridge.DistCL, C6Bridge.DistCL,  C6Bridge.DistCL, g C6Bridge.DistCL,  C6Bridge.DistCL,  C6Bridge.DistCL,  C6Bridge.DistCL, g C6Bridge.DistCL, g C6Bridge.DistCL, g C6Bridge.DistCL, g C6Bridge.DistCL, g C6Bridge.DistCL, g C6Bridge.DistCL, g C6Bridge.DistCL, g C6Bridge.DistCL, g C6Bridge.DistCL, g C6Bridge.DistCL, g C6Bridge.DistCL, g  C6Bridge.DistCL, g C5Brid C6Bridge.DistCL,  C6Bridge.DistCL, C6Bridge.DistCL, g C6Bridge.DistCL, g C6Bridge.DistCL, g C6Bridge.DistCL,  C6Bridge.DistCL, g C6Bridge.DistCL, g C6Bridge.DistCL, g C6Bridge.DistCL, g C6Bridge.DistCL, g C6Bridge.DistCL, g C6Bridge.DistCL, g C6Bridge.DistCL,  C6Bridge.DistCL, g C6Bridge.DistCL, g C6Bridge.DistCL, g C6Bridge.DistCL, g C6Bridge.DistCL, g C6Bridge.DistCL, g C6Bridge.DistCL, g C6Bridge.DistCL, g C6Bridge.DistCL,  C6Bridge.DistCL, g C6Bridge.DistCL, g C6Bridge.DistCL, g C6Bridge.DistCL,  C6Bridge.DistCL,  C6Bridge.DistCL,  C6Bridge.DistCL, g C6Bridge.DistCL,  C6Bridge.DistCL,  C6Bridge.DistCL,  C6Bridge.DistCL, g C6Bridge.DistCL, g C6Bridge.DistCL, gLVALbellcrossing.xls - Excel worksheet with real-time, post-flood, and bridge-plan survey data and the resulting plot of bathymetry profiles used to estimate depth of scour during the 1996 flood. bittbell.txt - WSPRO input file used to model the hydraulics and scour at the Bell Crossing bridge over the Bitterroot River. Photos of the Site (Dscn prefix; .jpg formats): # Description ------------------------------------------------------------------ 176. Looking upstream from bar on left side 177. Looking upstream from bar on left side 178. Looking at center pier from bar 179. Looking upstream to right from downstream bar 180. Looking upstream to right at downstream right edge of bridge 181. Looking at pier on left, note buried debris 182. Looking downstream along right side of left pier 183. same as 182 184. Looking upstream at left pier 185. Looking at potential abutments scour on left abutmebellcrossing.xls - Excel worksheet with real-time, post-flood, and bridge-plan survey data and the resulting plot of bathymetry profiles used to estimate depth of scour during the 1996 flood. bittbell.txt - WSPRO input file used to model the hydraulics and scour at the Bell Crossing bridge over the Bitterroot River. Photos of the Site (Dscn prefix; .jpg formats): # Description ------------------------------------------------------------------ 176. Looking upstream from bar on left side 177. Looking upstream from bar on left side 178. Looking at center pier from bar 179. Looking upstream to right from downstream bar 180. Looking upstream to right at downstream right edge of bridge 181. Looking at pier on left, note buried debris 182. Looking downstream along right side of left pier 183. same as 182 184. Looking upstream at left pier 185. Looking at potential abutments scour on left abutment 186. same as 185 187. same as 185 188. same as 185 189. Looking from right to left along upstream side of bridge 190. Looking from right bank at upstream edge of bridge 191. Looking from right bank at center upstream of bridge 192. Looking from right bank at right side of bridge 193. Looking from right bank at right abutment 194. Montana crew with knee board 195. From bridge looking right to left 196. Looking upstream along right bank 197. Looking upstream at right floodplain 198. Looking upstream into right floodplain 199. Looking down road into right floodplain 200. Looking upstream at left bank 201. Looking upstream at hole along left abutment 202. Looking from center of bridge towards left bank. 203. Same as 202 204. Looking downstream at abutment scour on left bank 205. same as 204 206. Looking downstream from bar on downstream left bank 207. Looking downstream into left floodplain" LVAL2 Gallatin(I90).xls - Excel worksheet with survey data (1995-1997) and the resulting plot of bathymetric profiles used to estimate depth of scour during the various Spring-runoff flood events. Photos of the Site (DSCN0 prefix; .jpg format): # Description -------- --------------------------------------------------------- 263. from right bank at upstream side of bridge (10/27/00). 264. from right bank at right upstream side of bridge (10/27/00) 265. looking upstream at guidebank on right bank (10/27/00) 266. looking from right bank along upstream side of bridge (10/27/00) 267. looking at left upstream bank (10/27/00) 268. scour at left most pier (10/27/00) 269. looking upstream from bridge (10/27/00) 270. looking upstream from bridge (10/27/00) 271. looking upstream (10/27/00) 272. looking downstream from upstream bridge (10/27/00) 273.Gallatin(I90).xls - Excel worksheet with survey data (1995-1997) and the resulting plot of bathymetric profiles used to estimate depth of scour during the various Spring-runoff flood events. Photos of the Site (DSCN0 prefix; .jpg format): # Description -------- --------------------------------------------------------- 263. from right bank at upstream side of bridge (10/27/00). 264. from right bank at right upstream side of bridge (10/27/00) 265. looking upstream at guidebank on right bank (10/27/00) 266. looking from right bank along upstream side of bridge (10/27/00) 267. looking at left upstream bank (10/27/00) 268. scour at left most pier (10/27/00) 269. looking upstream from bridge (10/27/00) 270. looking upstream from bridge (10/27/00) 271. looking upstream (10/27/00) 272. looking downstream from upstream bridge (10/27/00) 273. looking from right bank between bridges (10/27/00) 274. looking from right bank along downstream edge of downstream bridge (10/27/00) Photos of the Site (P000 prefix; .jpg format): # Description -------- --------------------------------------------------------- 1099. Looking across river at right bank upstream of bridge and guide bank (9/25/01) 1100. Looking downstream at bridge opening (9/25/01) 1101. same as 1100. 1102. Standing on guide bank looking downstream at bridge (9/25/01). 1103. Standing on guide bank looking across river in the upstream direction (9/25/01). 1104. Looking downstream at bridge opening from right bank (9/25/01). 1105. Looking upstream at westbound lane of I-90 from under railroad bridge (9/25/01). 1106. Pier #2, upstream face of eastbound lane I-90 (9/25/01). 1107. Looking upstream from bridge deck (9/25/01). LVALSR37_DetailExample.doc - detailed summary of the site and data collection during the April, 2001 flood. SR37.lpk - contour plot of detalied bathymetry data collected during April, 2001 flood, displayed in AmTec's Tecplot software package. SD37Contour.pdf - contour plot of detalied bathymetry data collected during April, 2001 flood in a PDF format. Site Photos: -------------------------------------------- DSCN0003.jpg - DSCN0008.jpg & DSCN0034.jpg - DSCN0053.jpg - Photos taken during April, 2001 flood, description of each photo is documented in SR37_Photos.doc Word file. SR370021.jpg - SR370037.jpg - Photos taken during October, 2001 low-flow survey, description for each is documented in Post-Flood_Photos.doc Microsoft Word file. SR37(TopoQuad).jpg - Topo map of bridge reach SR37.jpg - Descriptive Digital Ortho Quad image of the bridge site SR37(ADCP_Data).xls - Excel file with multiple worksheets containing ASR37_DetailExample.doc - detailed summary of the site and data collection during the April, 2001 flood. SR37.lpk - contour plot of detalied bathymetry data collected during April, 2001 flood, displayed in AmTec's Tecplot software package. SD37Contour.pdf - contour plot of detalied bathymetry data collected during April, 2001 flood in a PDF format. Site Photos: -------------------------------------------- DSCN0003.jpg - DSCN0008.jpg & DSCN0034.jpg - DSCN0053.jpg - Photos taken during April, 2001 flood, description of each photo is documented in SR37_Photos.doc Word file. SR370021.jpg - SR370037.jpg - Photos taken during October, 2001 low-flow survey, description for each is documented in Post-Flood_Photos.doc Microsoft Word file. SR37(TopoQuad).jpg - Topo map of bridge reach SR37.jpg - Descriptive Digital Ortho Quad image of the bridge site SR37(ADCP_Data).xls - Excel file with multiple worksheets containing ADCP depth integrated velocities collected during April, 2001 flood. ________________________________________________________________________________________________________ Surveyed Sections: -------------------------------- SR37_(DS_Hec-Ras).xls - Excel spreadsheet containing surveyed data for the exit section used in a HEC-RAS model of the reach. SR37_(US_Hec-Ras).xls - Excel spreadsheet containing surveyed data for the approach section used in a HEC-RAS model of the reach. DS_Face.xls - Excel spreadsheet containing surveyed data for the downstream bridge face. US_Face.xls - Excel spreadsheet containing surveyed data for the upstream bridge face. HEC-RAS_Summary.xls - Excel spreadsheet summarizing the elev. and stationing for all sections in the HEC-RAS model of the reach. GrainSizeDist.xls - Bed material grain size distribution for the site, determined by analysis of samples collected during post-flood survey. LVAL& Z/U } 5 | ^ @ i K - d F ( m O< Ͳ ; ( '   w d c  @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @     $%&'() * + , - . / 0 1 2 3 4 5 6 7 89:;<=>?@A3456789:;<=>?@ABCDE        !!!" "!""###$#%$&$'$(%)%*%+&,&-&.'/'0'1(2(3(4)5)6)7*8*9*:+;+<+=,>,?,@-A-B-C.D.E.F/G/H/I0J0011122233 3 4 4 4 555666777888999:::: ;!;";#;$<%<&<'<(>->.>/?0?1?2@3@4@5A6A7A8B9B:B;C<C=C>D?D@DAEBECEDFEFY([__SiteID] = SiteID)4 'Y__SiteID!!! 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( '   w d c P O < ;('vubaNM:9&053: f1<;.D1#mЅw?Na @ aʚ7 wrk煬D053: f1<;.D1#mЅw?NԢf9uG] ?@ABCd-STUV[tYe]^_`abcTJfriklmnopquvwxyz{|}~SideSloped Label15mTopWidthd Label16mD50d Label20mSigmaBedMateriald Label21m Troughd !Label23m"Crestd #Label24d $Label25f%Line26d &Label27f'Line28d (Label32f)Line33m*D95d +Label38m,D84d -Label39m.D16d /Label40o0USOrDSd 1Label3o2DebrisEffectsd 3Label17o4SedTransportd 5Label18o6BedFormd 7Label22o8BedMaterialTyped 9Label19m:Commentsd ;Label41<PKey=SiteId(mm)Courier NewDetachedLab=Babc|)e g*hij-koF@PierScour Ariald2m45o2`  Detail#m7W`a b PierID PierIDd5]`abc Label0Pier IDm7W`a bkDateDateShort Dated5]` abc Label1DaateCourier New*ϪJtMBLKFm<1`a| bDc,ei kLongitudeLongitudeCourier Newis-I`>*n5d81`<a| bDc,d Longitude_LabelLongitude:Courier Newjӎ@3F}Dh1m<1`a bDQLVALH(hD#`;# T ?`#`H`x ` D``"`B`b``````:`b`z`````D```0`P`p`````(`P`h`````D`````````````````D``"`B`b``````:`b`z`````      (                 d  d Abutment.SiteIDAbutmentAbutment.LeftStaAbutment.RgtStaAbutment.LskewAbutment.RskewAbutment.TypeAbutment.AbutSlpAbutment.EmbSlpAbutment.LlengthAbutment.RlengthAbutment.EmbSkewAbutment.WWAbutment.WWAngAbutment.LbankAbutment.Rbank!Abutment.LProtect!Abutment.RProtect ` ``` `yfl @` ` d! !`d! d!J!`d! d!!"`d! d!!B`d! d!!b`d! d!`d! `d! `d! `d! `d! :`d! b`d! z`d!S `d! `d!`d!`d!AbutmentH` `0```@!~sq_ffrm_Abutment ` ` ` ` ` ` ` 0` ` P` ` p` ` ` ` ` ` ` ` ` `  (` `  P` `  h` `  ` ` ` ` ` ` ` ````0`P`p`````(`P`h````` `d! d!!`d! d!!"`d! d!!B`d! d!!b`d! d!!`d! d!!`d! d!!`d! d!!`d! d!!`d! d! !:`d! d! !b`d! d! !z`d! d! !`d! d! !`d! d!!`d! d!!`d! d!!Abutment `` `` "`` B`` b`` `` `` `` `` `` :`` b`` z` ` `(` `0` `8` `@````0`P`p`````(`P`h````` `!`` `8````X`H``H``H``H``H``H``H``H``H``H``H``H``H``H``H``H``H``H``H``H``H``H``H``H``H``H``H``H``H``H``h`#`P``` `` `` `` `` H`` `` `` `` ``  ``  H``  ``  ``  `` H`` H`` `z P`#`h`d! ``H````````(` ```0``@``P````@`p`x`````` ``X`````H] LVALm NrrThe US 93 bridge over the Bitterroot River is a USGS gaging station site that has been in continuous operation since 1939 and located 4.1 miles southeast of Darby in southwestern Montana. A cable way is located between 50-100 feet upstream of the bridge. The bridge is highly skewed, therefore the distance to the cable way is about 100 feet on the left bank and approximately 50 feet on the right bank. The site is slightly regulated by Painted Rocks Lake (station number 12342000) located upstream along the West Fork of the Bitterroot River. The river is essential for irregation in the region. Diversions irrigate approximately 5000 acres of land upstream and about 500 acres immediately downstream of tThe US 93 bridge over the Bitterroot River is a USGS gaging station site that has been in continuous operation since 1939 and located 4.1 miles southeast of Darby in southwestern Montana. A cable way is located between 50-100 feet upstream of the bridge. The bridge is highly skewed, therefore the distance to the cable way is about 100 feet on the left bank and approximately 50 feet on the right bank. The site is slightly regulated by Painted Rocks Lake (station number 12342000) located upstream along the West Fork of the Bitterroot River. The river is essential for irregation in the region. Diversions irrigate approximately 5000 acres of land upstream and about 500 acres immediately downstream of the site. The river bed is comprised of coarse material (mostly cobbles), having a D50 on the order of 50 mm. The channel is void of vegetation, and overbanks are lined with mostly desciduous trees and some shrubbery. US 93 bridge is supported by one webbed pier (center of bridge) and two piers consisting of 6 separate cylindrical piles located on the abutments. The bridge spans the channel under low-flow conditions, with the center pier located along the right edge of water. The flow splits around a small island approximately 250 feet upstream of the bridge under both low- and high-flow conditions. Large debris piles have been witnessed to accumulate on the center peir during high-flow periods.G6L@J]HvQP@   X^ pChehalis RiverGalvin Road Overflow Bridge for the Chehalis River near Centralia, WAWALewisCentralia4644091230108MainlineCountyNAUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownwne\SJA88/&  ~n#s}@G Y!@@Y Y   Y 333333>@Knik RiverKnik River at Old Glenn Highway near Palmer, AKAKMatnuska SusitnaPalmer613018149014815281000576MainlineStateNAUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknown||sjaXOF=44+"zn#}@?    p@Conehoma CreekConehoma Creek at State Highway 35, near Kosciusko, MississippiMSAttalaKosciusko33002289335635MainlineStateNAUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknown}}tkbYPG>55,#~n#{}@1ULS@d@)\(?Q?)\(?{Gz?Q? ףp= ?Bitterroot RiverBitterroot River near Darby, MTMTRavalliDarby45582011408261234400093MainlineUSNAStraight.0038ThresholdPartialOccasionalLocalMediumPerennialCobblesHighNarrowUnknownNoneNon-alluvialMediumSinuousNoneLocallyWideRandom@#MSLk@ |vmeWQH@:1& n#xLVAL>0MR2OrderByOnColumnWidthColumnOrderColumnHiddenDecimalPlacesRequiredDisplayControlAllowZeroLengthValidationRuleValidationText FilterOrderByDescription FormatInputMaskCaptionDefaultValue U SiteID      mUDescription     U County      mQCity      maDrainageArea      mg$SlopeInVicinity      mi& ChannelEvolution      mU Impact      mYArmoring      mg$DebrisFrequency      maDebrisEffect      m]StreamSize      m_BedMaterial      mU Valley      m]Floodplain      mc NaturalLevees      mi& ApparentIncision      mg$ChannelBoundary      m[TreeCover      m[Sinuosity      mYBraiding      maAnabranching      mQBars      mU nHighL      mU nHighM      mU nHighR      mS nLowL      mS nLowM      mS nLowR      mS nTypL      mS nTypR      mS nTypM      mS Datum      mO MSL      mi& HighwayMilePoint      m[RiverMile      mS State      mYLatitude      m[Longitude      m[StationID      maServiceLevel LVALu'The S.R. 3032 bridge over the Red River is referred to as the Barksdale Bridge and connects Shreveport and Bossier City. The flood plain is of low relief with numerous oxbow lakes. However, at the bridge the flood plain is narrowed by levees on both sides. The site consists of two bridges--the upstream bridge is the westbound lane of S.R. 3032. The river is straight for more than 10 channel widths upstream and downstream from this bridge. No bed- material samples were available for this site, so samples collected during the same event at Coushatta, located about 50 miles downstream, will be used. Bed-Material Sample Numbers: Left side Center Right side Above bridge 8703 8704 8705 Below bridge 8706 8707 8708 This entry is for the upstream or westbound bridge. The stage and discharge hydrographs are from the Corps of Engineers gage at Shreveport, which is located about 2 miles upstream from the bridge. The peak stages reported are at the bridge. The drainage area reported is from the Corps of Engineers gage at Shreveport. Approach and exit sections were surveyed on 5-18-90 using a Raytheon fathometer. The survey was from tree-line to tree-line. However, these cross sections appear to be 8-10 ft higher than the cross sections collected at the bridge and low-water cross sections taken from 1968-69 and 1980-81 hydrographic surveys published by the U.S. Army Corps of Engineers, New Orleans District. However, the elevation of the low-water sections did agree reasonably well with the ambient bed elevation of the cross sections collected at the bridge during the flood. Because of these discrepencies associated with the elevation of the approach and exit sections, no contraction scour is reported based on these data. The shapes of the approach and exit sections were used to assist in the determination of the ambient bed for the local scour reportLVALРn< X  `   PierID% 3PierFoundation5 3PierProtection5 3PierLength- 3PierShapeFactor7 ed herein. The approach and exit sections are included as part of this data set because of their use in determining the ambient bed, however, their usefulness for other purposes is questionable based on the information presented above.s)NuubP` '*bP` (BbP` )bP` >:bP` @"bP` ?RbP` AjbP` BbP` CbP` DbP` EbP` F bP` "bP` :bP` Site R b0;b b8;b * b@;b bH;b z bP;b bX;b b`;b bh;b bp;b  bx;b " b;b B b;b j b;b b;b b;b bb;b b;b b;b b;b b;b "b;b Rb;b zb;b b;b b;b b;b bn6fFf > @h(X P0P ( .V~>n6f#Ff >    d    (               d  d  d      (      frm_Master.PKeyPierScour!frm_Master.SiteId!frm_Master.PierIDfrm_Master.Datefrm_Master.Time!frm_Master.USOrDS)frm_Master.ScourDepth%frm_Master.Accuracy'frm_Master.SideSlope%frm_Master.TopWidth+frm_Master.ApproachVel/frm_Master.ApproachDepth3frm_Master.EffectPierWidth)frm_Master.SkewToFlow-frm_Master.SedTransport3frm_Master.BedMaterialType#frm_Master.BedForm!frm_Master.Troughfrm_Master.Crestfrm_Master.D505frm_Master.SigmaBedMaterial/frm_Master.DebrisEffects%frm_Master.Commentsfrm_Master.D95frm_Master.D84frm_Master.D16     H z:m @   ~ .~ V~ ~~ ~ ~ ~ ~ >~ n~ ~ ~ ~ 6~ f~ ~ ~ ~ ~ F~ f~ ~ ~ ~  ~ > ~frm_Master%H S*@=~sq_cfrm_Master~sq_cfrm_pierscr  @ H @P hX ` h px (  X         P     0 P      ( @h(X P0P ( ~ .~ V~ ~~ ~ ~ ~ ~ >~ n~ ~ ~ ~ 6~ f~ ~ ~ ~ ~ F~ f~ ~ ~ ~  ~ > ~PierScour  . V  ~( 0 8 @ H >P nX ` h p 6x f     F f      > LVAL @ @ @ @ @ @ @ @ @ @ @ @ @      ! " # $ % &'()*+@h(X P0P ( (Е__SiteID .x( H 8pPPPPPPPPPPPPPPPPPPPPPPPPPPPPPPx2 *$%`% 0% % % 0% % % % %  %  %  %  %  0% 0% 0% % % % % 0% % $% % % z +1+~  @P & & & '0!'h!('!8'!H'"X'H"h'"x'"'"'(#'`#'#'#'$'@$'x$($( $(( %8(X%H(%X( P  d    (0!h!!!"H"""" d(# d`# d##$@$x$ ($ $ %X%%h**********++++ +(+0+8+@+H+P+X+`+h+p+x+ P    0!h!!!"H""""(#`###$@$x$$$ %X%%%PierScour,(,8,P, d`,SitePierScour SiteIdPrimaryKeyPKey PierIDx,v x/`/p1..q............................1 P1120PierScour,,x/h(// ,0 000SitePierScour 10 [__SiteID] 100/,1 0T1(1011SitePierScour/.1`111%LVAL-.D 80^M80 0<?*^80^^@+^^^U ^^^.^f^^^^.^^^^^^&^^^^^^>^f^^^^. ^^^^^P^^^^^H^x^^^^H^^^^(^P^^^^ ^^^^^^^^^^^^^^^^^^^^^^^^^^^^.^f^^^^.^^^^^^&^^^^^^>^f^^^^. ^        (       (       (  (     (       frm_Master.PKeyPier!frm_Master.SiteID!frm_Master.PierID/frm_Master.BridgeStation'frm_Master.Alignment1frm_Master.HighwayStation%frm_Master.PierType/frm_Master.NumberOfPiles+frm_Master.PileSpacing'frm_Master.PierWidth'frm_Master.PierShape3frm_Master.PierShapeFactor)frm_Master.PierLength1frm_Master.PierProtection1frm_Master.PierFoundation-frm_Master.TopElevation3frm_Master.BottomElevation9frm_Master.FootOrPileCapWidth%frm_Master.CapShape5frm_Master.PileTipElevation+frm_Master.XCoordinate+frm_Master.YCoordinate+frm_Master.ZCoordinate+frm_Master.Description ^ ^ ^ ^ H ^N|z:m @ ^ ^ ^~ ^~ ^~ .^~ f^~ ^~ ^~ ^~ .^~ ^^~ ^~ ^~ ^~ &^~ ^^~ ^~ ^~ ^~ >^~ f^~ ^~ ^~ ^~ . ^~frm_Master^x^^ $^H ^S*@7~sq_cfrm_Master~sq_cfrm_Pier ^ ^^ ^^ ^^ ^^ P^^ ^^ ^^ ^^ ^^  H^^  x^^  ^^  ^^  ^ ^ H^(^ ^0^ ^8^ ^@^ (^H^ P^P^ ^X^ ^`^ ^h^  ^p^^^^^P^^^^^H^x^^^^H^^^^(^P^^^^ ^^~ ^~ ^~ .^~ f^~ ^~ ^~ ^~ .^~ ^^~ ^~ ^~ ^~ &^~ ^^~ ^~ ^~ ^~ >^~ f^~ ^~ ^~ ^~ . ^~ Pier ^^ ^^ ^^ .^^ f^^ ^^ ^^ ^ ^ .^(^ ^^0^ ^8^ ^@^ ^H^ &^P^ ^^X^ ^`^ ^h^ ^p^ >^x^ f^^ ^^ ^^ ^^ . ^^^^^^P^^^^^H^x^^^^H^^^^(^P^^^^ ^^^LVAL @ @ @ @ @ @ @ @ @ @ @ @ @      ! " # $ % &'()*+      !"#$%&'()*+,-./0Е^__SiteID^ ^P,^&^ H ^8^^^X^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^8^H0^8(^"^ $^`^ $^ 0^ $^ ^ $^ ^ $^ ^ $^ 0^ $^ ^ $^ ^ $^ ^ $^  0^ $^  ^ $^  ^ $^  0^ $^  0^ $^ ^ $^ ^ $^ ^ $^ 0^ $^ ^ $^ ^ $^ ^ $^ ^ $^ ^ $^ $^z )^/^)^~ ^^^^0%^P^@%^^P%^^`%^^p%^0 ^%^h ^%^ ^%^ ^%^!^%^H!^%^!^%^!^%^!^&^("^&^`"^ &^"^0&^"^@&^#^P&^@#^`&^x#^p&^#^&^ #^&^^^ P^^^^ (0 ^h ^ ^ ^ (!^H!^!^ (!^ (!^("^`"^"^ ("^#^@#^x#^#^ #^`(^(^(^(^(^(^(^(^)^)^)^)^ )^()^0)^8)^@)^H)^P)^X)^`)^h)^p)^x)^^^P^^^^0 ^h ^ ^ ^!^H!^!^!^!^("^`"^"^"^#^@#^x#^#^#^ $^Pier(*^@*^P*^h*^ x*^*^*^SitePier SiteIDPrimaryKeyPKey PierIDNumberOfPiles NoDups*^^rv -^-^/^^P,^P,^qP,^P,^P,^P,^P,^P,^P,^P,^P,^P,^P,^P,^P,^P,^P,^P,^P,^P,^P,^P,^P,^P,^P,^P,^P,^P,^P,^P,^/^ ^/^/^00^H.^Pier^@+^^@+^-^&^-^(.^^ @+^.^.^.^.^SitePier @/^ /^ ^[__SiteID]D/^/^/^8.^d/^ H.^/^`/^h/^P/^SitePier-^^P,^/^/^/^0^ $^LVAL/.D*%n% 0<?x % !U D.V~>f&ND@h(Px8DD.V~>f&N      (                 d  d !frm_Master.SiteIDAbutment#frm_Master.LeftSta!frm_Master.RgtStafrm_Master.Lskewfrm_Master.Rskewfrm_Master.Type#frm_Master.AbutSlp!frm_Master.EmbSlp#frm_Master.Llength#frm_Master.Rlength#frm_Master.EmbSkewfrm_Master.WWfrm_Master.WWAngfrm_Master.Lbankfrm_Master.Rbank%frm_Master.LProtect%frm_Master.RProtect  08  `N|z:m @Ph ~ ~ .~ V~ ~~ ~ ~ ~ ~ >~ f~ ~ ~ ~ ~ &~ N~frm_Master `@?~sq_cfrm_Master~sq_cfrm_Abutmenth       @  h  (  0  8 @   (H   PP   xX   `   h  p  x  8 @h(Px8~ ~ .~ V~ ~~ ~ ~ ~ ~ >~ f~ ~ ~ ~ ~ &~ N~Abutment ( 0 .8 V@ ~H P X ` h >p fx     & N@h(Px8Е__SiteID " `8X                              h&     0        0       0 0 z %~h X8p 0@f LVALv  @ @ @ @ @ @ @ @ @ @ @ @ @      ! " # $ % &'()*+      !"#$%&'()*+,-./0123 4!5"6#7$8%9&:';(<>?@ABCDE F G RTUVvWvXvYv Zv [v \v dp)6ileTipElevationbB::{   ( CapShapePierCapShapefrm_Master.CapShapehB2**{   !FootOrPileCapWidthPierFootOrPileCapWidthfrm_Master.FootOrPileCapWidthjF>>{   !BottomElevationPierBottomElevationfrm_Master.BottomElevation^@88{   !TopElevationPierTopElevationfrm_Master.TopElevationR:22{   ( PierFoundationPierPierFoundationfrm_Master.PierFoundationZ>66{   ( PierProtectionPierPierProtectionfrm_Master.PierProtectionZ>66{   !PierLengthPierPierLengthfrm_Master.PierLengthtJ6..{   !PierShapeFactorPierPierShapeFactorfrm_Master.PierShapeFactorPP`p0h X (8p  P d0 dhlDHPX`hpx X8pP0hAbutment0 @ `  SiteIDSiteAbutmentPrimaryKey v #h#h%""q""""""""""""""""""""""""""""% %x%%$Abutment!!### !$$$$ SiteID %$ [__SiteID]%$$$$% $L% %(%% SiteID#"%X%%% LVAL j     m]RouteClass      me"RouteDirection      m[FlowHabit      m_StreamWidth      mUDescElevREf     YStreamID      mYSiteName      m_RouteNumber      m O @ @ @ @ @ @ @ @*+,-./0123456 7!8"9#:$;%<&='>(?)@*A+B,C-D.E/F0G1H2I3456(789:;<=>?@A B C   )<<<<<<<<<<<<<<<<= = = = L(L(L(L(L(L(L(L(L(L(L(L(L(L(L(L(L(L(L(L(L(L(L(L(L(L(L(L+L'M,M0M.M/M1M-N2N6N4N5N7N3O8OPBP@PAPCP?QDQHQFQGQIQERJRLRMRKSNSPSQSRSSSTSUSVSWSMSMSMSMSMSMSMSMSMSM S M S M S M S M S MSMSMSMSMSMSMSMSMSMSMSMSMSMSMSMSMSMSM S M!S!M"S"M#S#M$S$M%S%M&S&M'S'M(S(M)S)M*S*M+S+M,S,M-S-M.S.M/S/M0S0M1S1M2S2M3S3M4S4M5S5M6S6M7S7M8S8M9S9M:SO"{6/O  jBitterroot Rivern# LVALNssbellcrossing.xls - Excel worksheet with real-time, post-flood, and bridge-plan survey data and the resulting plot of bathymetry profiles used to estimate depth of scour during the 1996 flood. bittbell.txt - WSPRO input file used to model the hydraulics and scour at the Bell Crossing bridge over the Bitterroot River. Photos of the Site: # 176. Looking upstream from bar on left side 177. Looking upstream from bar on left side 178. Looking at center pier from bar 179. Looking upstream to right from downstream bar 180. Looking upstream to right at downstream right edge of bridge 181. Looking at pier on left, note buried debris 182. Looking downstream along right side of left pier 183. same as 182 184. Looking upstream at left pier 185. Looking at potential abutments scour on left abutment 186. same as 185 187. same as 185 188. same as 185bellcrossing.xls - Excel worksheet with real-time, post-flood, and bridge-plan survey data and the resulting plot of bathymetry profiles used to estimate depth of scour during the 1996 flood. bittbell.txt - WSPRO input file used to model the hydraulics and scour at the Bell Crossing bridge over the Bitterroot River. Photos of the Site: # 176. Looking upstream from bar on left side 177. Looking upstream from bar on left side 178. Looking at center pier from bar 179. Looking upstream to right from downstream bar 180. Looking upstream to right at downstream right edge of bridge 181. Looking at pier on left, note buried debris 182. Looking downstream along right side of left pier 183. same as 182 184. Looking upstream at left pier 185. Looking at potential abutments scour on left abutment 186. same as 185 187. same as 185 188. same as 185 189. Looking from right to left along upstream side of bridge 190. Looking from right bank at upstream edge of bridge 191. Looking from right bank at center upstream of bridge 192. Looking from right bank at right side of bridge 193. Looking from right bank at right abutment 194. Montana crew with knee board 195. From bridge looking right to left 196. Looking upstream along right bank 197. Looking upstream at right floodplain 198. Looking upstream into right floodplain 199. Looking down road into right floodplain 200. Looking upstream at left bank 201. Looking upstream at hole along left abutment 202. Looking from center of bridge towards left bank. 203. Same as 202 204. Looking downstream at abutment scour on left bank 205. same as 204 206. Looking downstream from bar on downstream left bank 207. Looking downstream into left floodplain LVALF d  ]  N K > |ev-JQ`ccc =9AX\Q :i,u6SiteBridgeSite.SiteID = Bridge.SiteIDN% AbutmentScour.Comments5 g \t @\t @~sq_dAbutment-Hydrograph~sq_dSite@3*ֳ4MR2KeepLocal Tpddddddb `Ct @Ct @Support Files@<<<<<<<<<<: 9r@r@Site - Bridge2@>>>>>>>>>>< 8O@O@Site - Bridge1@>>>>>>>>>>< 7j@j@Site@**********( 6!@!@SandQ1@.........., 5oY@oY@PierScour5@66666666664 4I)@I)@PierScour4@66666666664 3캏@캏@PierScour3@66666666664 29@9@PierScour2@66666666664 1ۦ@ۦ@PierScour1@66666666664 0w@w@PierScour@44444444442 /aN@aN@Pier3@,,,,,,,,,,* .h@h@Pier2@,,,,,,,,,,* -i @i @Pier1@,,,,,,,,,,* ,.@.@Pier@**********( +@@Master Report@<<<<<<<<<<: *8 @8 @Manning1@22222222220 ):G@:G@Hydrograph1@88888888886 (@@ContractionScour6@DDDDDDDDDDB 'Xi@Xi@ContractionScour5@DDDDDDDDDDB &L@L@ContractionScour4@DDDDDDDDDDB %+{@+{@ContractionScour3@DDDDDDDDDDB $@@ContractionScour2@DDDDDDDDDDB #dx@dx@ContractionScour@BBBBBBBBBB@ "Ƃգ@Ƃգ@BedMat3@0000000000. ![@[@BedMat2@0000000000.  e@e@AbutmentScour4@>>>>>>>>>>< ua@ua@AbutmentScour3@>>>>>>>>>>< ά( &qSite qBridge2bContact-Ref lC @ @ G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G  G  G  G  G  G  G G G G G G G G G G G G G G  G G G  G G G G G  G  G G G  G GApQWV@D@PW@W@QW@poeP00001491+08241NoneYesNo0N/ASlopingRelief@ytrnicR  TOedSite.DrainageAr   Pier.PierWidth- Pier.PierWidth- g Pier.PierWidth- g Pier.PierWidth- g Pier.PierWidth- g Pier.PierWidth- g Pier.PierWidth- g Pier.PierWidth- g Pier.PierWidth- g Pier.PierWidth- g Pier.PierWidth- g Pier.PierWidth- g Pier.PierWidth- g Pier.PierWidth- g Pier.PierWidth- g Pier.PierWidth- g Pier.PierWidth- g Pier.PierWidth- g Pier.PierWidth- g Pier.PierWidth-  Pier.PierWidth- g Pier.PierWidth- g Pier.PierWidth- g Pier.PierWidth-  Pier.PierWidth-  Pier.PierWidth-  Pier.PierWidth- g   Pier.Pi Pier.PierWi Pier.PierWidth- Pier.PierWidth-  Pier.PierWidth-  Pier.PierWidth-  Pier.PierWidth- Pier.PierWidth-  Pier.PierWidth-  Pier.PierWidth- g Pier.PierWidth- g Pier.PierWidth- g Pier.PierWidth- g Pier.PierWidth- g Pier.PierWidth- g Pier.PierWidth- g Pier.PierWidth-  Pier.PierWidth- g Pier.PierWidth- g Pier.PierWidth- g Pier.PierWidth- gPie Pier.PierWidth-  Pier.PierWidth- Pier.PierWidth- g Pier.PierWidth- g   Pier.Pi Pier.PierWidth-  Pier.PierWidth-  Pier.PierWidth- g Pier.PierWidth- g Pier.PierWidth- g Pier.PierWidth-  Pier.PierWidth- g Pier.PierWidth- g Pier.PierWidth- g LVALbellcrossing.xls - Excel worksheet with real-time, post-flood, and bridge-plan survey data and the resulting plot of bathymetry profiles used to estimate depth of scour during the 1996 flood. bittbell.txt - WSPRO input file used to model the hydraulics and scour at the Bell Crossing bridge over the Bitterroot River. Photos of the Site: # Description ------------------------------------------------------------------ 176. Looking upstream from bar on left side 177. Looking upstream from bar on left side 178. Looking at center pier from bar 179. Looking upstream to right from downstream bar 180. Looking upstream to right at downstream right edge of bridge 181. Looking at pier on left, note buried debris 182. Looking downstream along right side of left pier 183. same as 182 184. Looking upstream at left pier 185. Looking at potential abutments scour on left abutment 186. same bellcrossing.xls - Excel worksheet with real-time, post-flood, and bridge-plan survey data and the resulting plot of bathymetry profiles used to estimate depth of scour during the 1996 flood. bittbell.txt - WSPRO input file used to model the hydraulics and scour at the Bell Crossing bridge over the Bitterroot River. Photos of the Site: # Description ------------------------------------------------------------------ 176. Looking upstream from bar on left side 177. Looking upstream from bar on left side 178. Looking at center pier from bar 179. Looking upstream to right from downstream bar 180. Looking upstream to right at downstream right edge of bridge 181. Looking at pier on left, note buried debris 182. Looking downstream along right side of left pier 183. same as 182 184. Looking upstream at left pier 185. Looking at potential abutments scour on left abutment 186. same as 185 187. same as 185 188. same as 185 189. Looking from right to left along upstream side of bridge 190. Looking from right bank at upstream edge of bridge 191. Looking from right bank at center upstream of bridge 192. Looking from right bank at right side of bridge 193. Looking from right bank at right abutment 194. Montana crew with knee board 195. From bridge looking right to left 196. Looking upstream along right bank 197. Looking upstream at right floodplain 198. Looking upstream into right floodplain 199. Looking down road into right floodplain 200. Looking upstream at left bank 201. Looking upstream at hole along left abutment 202. Looking from center of bridge towards left bank. 203. Same as 202 204. Looking downstream at abutment scour on left bank 205. same as 204 206. Looking downstream from bar on downstream left bank 207. Looking downstream into left floodplain 4_ContactSandQ.ReturnPeriod1SandQ.ReturnPeriod1 gSandQ.ReturnPeriod1 gSandQ.ReturnPeriod1 gSandQ.ReturnPeriod1 gSandQ.ReturnPerSandQ.ReturnPeriod1 SandQ.ReturnPeriod1 SandQ.ReturnPeriod1 SandQ.ReturnPeriod1 SandQ.ReturnPeriod1SandQ.ReturnPeriod1 SandQ.ReturnPeriod1 SandQ.ReturnPeriod1 SandQ.ReturnPeriod1 SandQ.ReturnPeriod1 SandQ.ReturnPeriod1SandQ.ReturnPeriod1 SandQ.ReturnPeriod1 SandQ.ReturnPeriod1 SandQ.ReturnPeriod1 SandQ.ReturnPeriod1 SandQ.ReturSandQ.ReturnPeriod1 SandQ.ReturnPeriod1SandQ.ReturnPeriod1 gSandQ.ReturnPeriod1 gSandQ.ReturnPeriod1 gSandQ.ReturnPeriod1 gSandQ.ReturnPeriod1 gSandQ.ReturnPeriod1 gSandQ.ReturnPeriod1 gSandQ.ReturnPeriod1 gSandQ.ReturnPeriod1 gSandQ.ReturnPeriod1 gSandQ.ReturnPeriod1 gSandQ.ReturnPeriod1 gSandQ.ReturnPeriod1 gSandQ.ReturnPeriod1 gSandQ.RSandQ.ReturSandQ.ReturnPeriod1SandQ.RetSandQ.ReturnPeriod1SandQ.ReturnPeriod1SandQ.ReturnPeriod1SandQ.ReturnPeriod1SandQ.ReturnPeriod1SandQ.ReturnPeriod1SandQ.ReturnPeriod1SandQ.ReturnPeriod1SandQ.ReturnPeriod1SandQ.ReturnPeriod1SandQ.ReturnPeriod1SandQ.ReturnPeriod1SandQ.ReturnPeriod1SandQ.ReturnPeriod1SandQ.ReturnPeriod1SandQ.ReturnPeriod1SandQ.ReturnPeriod1SandQ.ReturnPeriod1 gLVAL_;The study site is located on the Chariton River at mile 11.73 of State Route 129, about 9 miles north of the town of Salisbury (at the intersection of State Route 129 and U.S. Route 24), and about 18 mile south of the intersection of State Route 129 and U.S. Route 36. The Chariton River basin above the bridge covers approximately 1,870 square miles, and is partially regulated by Rathbun Lake in Iowa (station 06903880) built in 1969. The period of record for this station is from October 1928 to the current year, with an annual mean flow of 1,273 cfs, and an instantaneous peak flow of 33,600 cfs recorded on May 27, 1996 (stage 22.33 ft, gage datum). The structure number for this site is L-344. The Missouri Dept of Transportation (MoDOT) built the current bridge in 1949 and channelized the Chariton River, replacing a structure over the old channel on the current right floodplain. The channel has been regularly dredged, evidenced by the dredge piles observed on both banks. Structure L-344 consists of 60'-70'-70'-60' continuous I-beam spans supported by three dual-conical concrete column piers with partial web walls, and spill-through abutments. The piers and the abutments are founded on piling; the pier piling is driven to an elevation of 585-590 ft, and the abutment piling is driven to an elevation of 607 ft. The right abutment extends into the channel, whereas the left abutment is set back about 35 feet from the top of the left bank. Both the left bank and the right abutment are covered with large chunks of concrete debris and riprap. Apparently due to channelization, this site is prone to catch drift. Several of the flood measurement on record indicate a large debris drift pileup on the central pier and the consequent scour that occurs as a result of the raft. Several measurements of scour have occurred at this site, by Larry Becker and by Dave Mueller/Rick Huizinga et.al. The propensity to catch debris and the resulting scour are what make this site an interesting case study. A rev$LVAL4NeCapWidthCapShapePileTipElevationDescriptionAbutm087:<=Babcye g5hijc3k׈%ӌ@Pier DataPier Arial8yhadminS odXXLetterPRIV0''''\KhC0#đ iew of flood measurement notes seems to indicate that this site does not experience substantial scour of any form when there is no debris raft. The bed elevations in these cases are consistently steady, matching the ground line at the time of construction of L-344 and a channel survey taken in November 1999 during low flow. The only change in the channel from the time of construction is a widening and lateral migration of the channel. The channel configuration--with the dredge banks on either side and low road embankments on both floodplains--is such that for flows less than bank-full, flow direction is straight through the bridge opening with little contraction of flow, resulting in no contraction scour and minimal pier scour. For greater than bank-full flows, flow direction (in the roadway ditches upstream and downstream of the bridge) is observed to be AWAY from the channel into the floodplains, again resulting in no contraction scour and minimal pier scour. However, for floods where a debris raft forms on the central pier, the bed elevations drop by as much as 20 feet in what appears to be a combination of contraction scour (caused by the reduced flow area due to the raft) and local scour effects caused by the raft and pier.pLVAL " """X WSPRO Results: 100-yr (HEC-18) Qbridge K1 K2 K3 a Y1 V1 Fr Ys (cfs) (ft) (ft) (fps) (ft) 2,180 1.0 1.0 1.1 2.0 5.41 6.95 .53 WSPRO Results: 100-yr (HEC-18) Qbridge K1 K2 K3 a Y1 V1 Fr Ys (cfs) (ft) (ft) (fps) (ft) 2,180 1.0 1.0 1.1 2.0 5.41 6.95 .53 Scour shifted from pier 1 to pier 2 during the period between measurements on 6/8/97 and 6/18/97. WSPRO Results: 100-yr (HEC-18) Qbridge K1 K2 K3 a Y1 V1 Fr Ys (cfs) (ft) (ft) (fps) (ft) Scour shifted from pier 1 to pier 2 during the period between measurements on 6/8/97 and 6/18/97. WSPRO Results: 100-yr (HEC-18) Qbridge K1 K2 K3 a Y1 V1 Fr Ys (cfs) (ft) (ft) (fps) (ft) 11,400 .90 1.0 1.1 4.0 14.87 10.86 .50 9.3 500-yr (HEC-18) Qbridge K1 K2 K3 a Y1 V1 Fr Ys (cfs) (ft) (ft) (fps) (ft) 12400 .90 1.0 1.1 4.0 15.55 10.49 .47 9.2WSPRO Results: 100-yr (HEC-18) Qbridge K1 K2 K3 a Y1 V1 Fr Ys (cfs) (ft) (ft) (fps) (ft) 2,180 1.0 1.0 1.1 2.0 5.41 6.95 .53 4.7 500-yr (HEC-18) Qbridge K1 K2 K3 a Y1 V1 Fr Ys (cfs) (ft) (ft) (fps) (ft) 2,680 1.0 1.0 1.1 2.0 7.09 5.90 .39 4.7WSPRO Results: 100-yr (HEC-18) Qbridge K1 K2 K3 a Y1 V1 Fr Ys (cfs) (ft) (ft) (fps) (ft) 2,180 1.0 1.0 1.1 2.0 5.41 6.95 .53 4.7 500-yr (HEC-18) Qbridge K1 K2 K3 a Y1 V1 Fr Ys (cfs) (ft) (ft) (fps) (ft) 2,680 1.0 1.0 1.1 2.0 7.09 5.90 .39 4.7WSPRO Results: 100-yr (HEC-18) Qbridge K1 K2 K3 a Y1 V1 Fr Ys (cfs) (ft) (ft) (fps) (ft) 4,570 1.0 1.0 1.1 2.0 11.54 8.26 .43 5.6 500-yr (HEC-18) Qbridge K1 K2 K3 a Y1 V1 Fr Ys (cfs) (ft) (ft) (fps) (ft) 5,690 1.0 1.0 1.1 2.0 11.54 10.29 .53 6.2WSPRO Results: 100-yr (HEC-18) Qbridge K1 K2 K3 a Y1 V1 Fr Ys (cfs) (ft) (ft) (fps) (ft) 25000 1.0 2.1 1.1 4.7 12.06 8.82 .45 21.4 100-yr (Froehlich Eqn) phi a' Y1 Fr D50 Ys -- (ft) (ft) -- (ft) (ft) 1.0 14.8 8.5 .45 .049 19.9 500-yr (HEC-18) Qbridge K1 K2 K3 a Y1 V1 Fr Ys (cfs) (ft) (ft) (fps) (ft) 34000 1.0 2.1 1.1 4.7 14.39 9.24 .43 22.3 500-yr (Froehlich Eqn) phi a' Y1 Fr D50 Ys -- (ft) (ft) -- (ft) (ft) 1.0 14.8 10.4 .43 .049 20.3 LVAL ͼ ̶̼̼̼̼̼̼ ˶˶˶˶˶˶˶b bbbbbbb\ \\\\\\\llllllllfffffff`bybzb{b|b}b~bbbbb b b b b d=d>d?d@g9 dAdBdCdDdEdFdGdHdIdJdKdL dM dN dO dP dQdRdSdTdUdVdWdXdYdZg:5_____b@bAbBbCbDbE bF bG bH bI MR2RecordLocksODBCTimeoutMaxRecordsRecordsetType FilterOrderByOrderByOnOrientationReplicable:  <   MR2ODBCTimeoutMaxRecordsRecordLocksRecordsetType FilterOrderByOrderByOnOrientationReplicable: <    MR2RecordLocksODBCTimeoutMaxRecordsRecordsetType FilterOrderByOrderByOnOrientation:  <   MR2RecordLocksODBCTimeoutMaxRecordsRecordsetType FilterOrderByOrderByOnOrientationReplicable:  <   MR2ODBCTimeoutMaxRecordsReplicableRecordLocksRecordsetType FilterOrderByOrderByOnOrientationDisplayControl: <    0 Site.SiteName  nMR2RecordLocksODBCTimeoutMaxRecordsRecordsetType FilterOrderByOrderByOnOrientationReplicable:  <   MR2RecordLocksODBCTimeoutMaxRecordsRecordsetType FilterOrderByOrderByOnOrientationColumnWiά( &qAbutmentScour LVALF d  ]  N K > |ev-JQ`ccc =9ARc-dL SContraction \t @\t @~sq_dAbutment-Hydrograph~sq_dSite@3*ֳ4MR2KeepLocal Tpddddddb `Ct @Ct @Support Files@<<<<<<<<<<: 9r@r@Site - Bridge2@>>>>>>>>>>< 8O@O@Site - Bridge1@>>>>>>>>>>< 7j@j@Site@**********( 6!@!@SandQ1@.........., 5oY@oY@PierScour5@66666666664 4I)@I)@PierScour4@66666666664 3캏@캏@PierScour3@66666666664 29@9@PierScour2@66666666664 1ۦ@ۦ@PierScour1@66666666664 0w@w@PierScour@44444444442 /aN@aN@Pier3@,,,,,,,,,,* .h@h@Pier2@,,,,,,,,,,* -i @i @Pier1@,,,,,,,,,,* ,.@.@Pier@**********( +@@Master Report@<<<<<<<<<<: *8 @8 @Manning1@22222222220 ):G@:G@Hydrograph1@88888888886 (@@ContractionScour6@DDDDDDDDDDB 'Xi@Xi@ContractionScour5@DDDDDDDDDDB &L@L@ContractionScour4@DDDDDDDDDDB %+{@+{@ContractionScour3@DDDDDDDDDDB $@@ContractionScour2@DDDDDDDDDDB #dx@dx@ContractionScour@BBBBBBBBBB@ "Ƃգ@Ƃգ@BedMat3@0000000000. ![@[@BedMat2@0000000000.  e@e@AbutmentScour4@>>>>>>>>>>< ua@ua@AbutmentScour3@>>>>>>>>>>< ӡ@ӡ@AbutmentScour2@>>>>>>>>>>< *@@*@@AbutmentScour1@>>>>>>>>>>< @@AbutmentScour@<<<<<<<<<<: }"@}"@Abutment-Hydrograph@HHHHHHHHHHF 4@4@Abutment@22222222220 Ȧ@Ȧ@frm_Master@66666666664 B֚@1v7@ά( &qContractionScourLVALZM.D;** 0<?h%*% 8U TV&Nv6^>fT@x8` Hp(PThhhhhhhhhhhhhhhhhhhhhTV&Nv6^>f  <                       (   (    (   !frm_Master.SiteID Bridge%frm_Master.StructNo!frm_Master.Lengthfrm_Master.Widthfrm_Master.Lowfrm_Master.Upper#frm_Master.Overtopfrm_Master.Skewfrm_Master.Guidefrm_Master.Plans%frm_Master.Parallel%frm_Master.ContAbut!frm_Master.DistCL!frm_Master.DistPFfrm_Master.USDSfrm_Master.Spans%frm_Master.VertConf#frm_Master.Trafficfrm_Master.Yearfrm_Master.Class+frm_Master.Description  P  N|z:m @   V~ ~ ~ ~ ~ &~ N~ v~ ~ ~ ~ ~ 6~ ^~ ~ ~ ~ ~ ~ >~ f~frm_Master0 @;~sq_cfrm_Master~sq_cfrm_Bridge  @( x0 8 @ H P 8X `` h  p  x      H p     ( P@x8` Hp(PV~ ~ ~ ~ ~ &~ N~ v~ ~ ~ ~ ~ 6~ ^~ ~ ~ ~ ~ ~ >~ f~Bridge Vx     & N v     6 ^      > f@x8` Hp(P8hЕ__SiteID8 'P" 8@*# 0     8 T @ 2 L  r| Nd  !D16PierScourD16frm_pierscr.D16V82   !D84PierScourD84frm_pierscr.D84V82   !D95PierScourD95frm_pierscr.D95V82    CommentsPierScourCommentsfrm_pierscr.CommentstL<**  ( DebrisEffectsPierScourDebrisEffectsfrm_pierscr.DebrisEffects`F44  !SigmaBedMaterialPierScourSigmaBedMaterialfrm_pierscr.SigmaBedMateriallL::  !D50PierScourD50frm_pierscr.D50V82   !CrestPierScourCrestfrm_pierscr.Crestb@6$$  !TroughPierScourTroughfrm_pierscr.TroughhD8&&  d BedFormPierScourBedFormfrm_pierscr.BedFormnH:((  d BedMaterialTypePierScourBedMaterialTypefrm_pierscr.BedMaterialTypehJ88  d SedTransportPierScourSedTransportfrm_pierscr.SedTransport\D22  !SkewToFlowPierScourSkewToFlowfrm_pierscr.SkewToFlowT@..  !EffectPierWidthPierScourEffectPierWidthfrm_pierscr.EffectPierWidthhJ88  !ApproachDepthPierScourApproachDepthfrm_pierscr.ApproachDepth`F44  !ApproachVelPierScourApproachVelfrm_pierscr.ApproachVelXB00  !TopWidthPierScourTopWidthfrm_pierscr.TopWidthtL<**  !SideSlopePierScourSideSlopefrm_pierscr.SideSlopezP>,,  !AccuracyPierScourAccuracyfrm_pierscr.AccuracytL<**  !ScourDepthPierScourScourDepthfrm_pierscr.ScourDepthT@..  ( USOrDSPierScourUSOrDSfrm_pierscr.USOrDShD8&&  !TimePierScourTimefrm_pierscr.Time\<4""  !DatePierScourDatefrm_pierscr.Date\<4""  d PierIDPierScourPierIDfrm_pierscr.PierIDhD8&V 5@UUUUUU? @?@$@3DownstreamLive-bedNon-CohesiveUnknownUnknown@<a'7OV1UnknownUnknownUnknownUnknown@ |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||PierScour.D50, Site.FlowSite.FlowHabit- Site.FlowHabit-Site.FlowHabit- gSite.FlowHabit- gSite.FlowHabit- gSite.FlowHabit- gSite.FlowHabit- gSite.FlowHabit- gSite.FlowHabit- gSite.FlowHabit- gSite.FlowHabit- gSite.FlowHabit- gSite.FlowHabit- gSite.FlowHabit- gSite.FlowHabit- gSite.FlowHabit- gSite.FlowHabit- gSite.FlowHabit- gSite.FlowHabit- gSite.FlowHabit- gSite.FlowHabit- Site.FlSite.FlowHaSite.FlowHabit-Site.FlowHabit- Site.FlowHabit- Site.FlowHabit- Site.FlowHabit-Site.FlowHabit- Site.FlowHabit- Site.FlowHabit- gSite.FlowHabit- gSite.FlowHabit- gSite.FlowHabit- gSite.FlowHabit- gSite.FlowHabit- gSite.FlowHabit- gSite.FlowHabit- Site.FlowHabit- gSite.FlowHabit- gSite.FlowHabit- gSite.FlowHabit- gSitSite.FlowHabit- Site.FlowHabit-Site.FlowHabit- gSite.FlowHabit- gSite.FlowHabit- gSite.FlowHabit- Site.FlowHabit- gSite.FlowHabit- Site.FlowHabit- gSite.FlowHabit- gSite.FlowHabit- gSite.FlowHabit- gS1 GBedMat   G  G LVAL Nzz On April 28, 1993, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected : Cross Section no. Distance upstream(ft) Sample no. Comments ------------------------- ----------------------------- ---------------- ------------------------- 1 8 1 Bed at about mid- span between bents 16-17L. 1 8 On April 28, 1993, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected : Cross Distance Section Upstream Sample Comments 1 8 ft 1 Bed at about mid-span between bents 16-17L. 1 8 ft 2 Bed in vicinity of main piers 17-18L. 2 400 ft On April 28, 1993, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected : Cross Distance Section Upstream Sample Comments 1 8 ft 1 Bed at about mid-span between bents 16-17L. 1 8 ft 2 Bed in vicinity of main piers 17-18L. 2 400 ft 3 Mid-channel. 2 400 ft 4 Left part channel. 3 800 ft 5 Mid-to-left part of channel. The right part of the channel bed at cross sections 2 & 3 seems to be mostly silty clay. Bed sample no. 1 was used for bents 15-16L and sample no. 2 was used for main piers 17-18L. For pile bents 12-14L, the material is a clay with a cohesion of about 240 lb/ft2 and an angle of internal friction of about 27 degrees, as determined from shear-strength tests on Sept. 20, 1991.LVALUPE\DKh!}{h!p  ?}{h!}{}{}{ }{}{}{}{}{}{6}{N}{n}{}{}{}{}{}{}{&}{x}{}{}{}{}{}{(}{@}{`}{x}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{6}{N}{n}{}{}{}{}{}{}{&}{   (                   (   BedMat.PKey BedMatBedMat.SiteBedMat.MeasureNoBedMat.DateBedMat.YrBedMat.MoBedMat.DyBedMat.SamplerBedMat.D95BedMat.D84BedMat.D50BedMat.D16BedMat.SPBedMat.ShapeBedMat.CohesionBedMat.Comments }{}{}{}{ 8}{q*=u @}{(}{ }{ }{ }{ }{ }{ }{ 6}{ N}{ n}{ }{ }{ }{ }{ }{ }{ &}{BedMat }{ }{ }{}{8}{@~sq_rBedMat3(}{ x}{` }{ }{h }{ }{p }{ }{x }{ }{ }{ }{ }{ (}{ }{ @}{ }{ `}{ }{  x}{ }{  }{ }{  }{ }{  }{ }{  }{ }{ }{ }{ }{ }{x}{}{}{}{}{}{(}{@}{`}{x}{}{}{}{}{}{}{}{ }{ }{ }{ }{ }{ 6}{ N}{ n}{ }{ }{ }{ }{ }{ }{ &}{BedMat }{0}{ }{8}{ }{@}{ }{H}{ }{P}{ }{X}{ 6}{`}{ N}{h}{ n}{p}{ }{x}{ }{}{ }{}{ }{}{ }{}{ }{}{ &}{}{x}{}{}{}{}{}{(}{@}{`}{x}{}{}{}{}{}{}{ }{(}{}{ 8}{8}{x}{}{}{8}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{8}{x!}{}{N}{}{`N}{}{ PN}{}{ N}{}{ N}{}{ N}{}{ N}{}{ PN}{}{ N}{}{ N}{}{  N}{}{  N}{}{  N}{}{  N}{}{  PN}{}{ N}{}{ $}{z }{!}{}{@(}{x}{}{}{}{}{ }{(}{X}{8}{}{H}{}{X}{}{h}{8}{x}{p}{}{}{}{}{}{}{}{P}{}{}{}{ }{}{x}{}{ (}{ }{X}{}{}{ }{8}{p}{}{}{}{P}{ (}{ }{h@x}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{}{x}{}{}{ }{X}{}{}{}{8}{p}{}{}{}{P}{}{}{}{ BedMatP}{h}{E LVALU  @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @gU;gUgU?gWgWgU9<~<<<<<B=:}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}ʼn}É}ĉ}Ɖ}Š}NJ}ˊ}Ɋ}ʊ}̊}ȋ}͋}ы}ϋ}Ћ}ҋ}Ό}ӌn}Ռ}֌o}ԍptrsuqvzxy{w|耏~聏}肐膐脐腐臐胑舑茑芑苑荑艒莒蒒萒葒蓒菓蔓蘓薓藓虓蕔蚔螔蜔蝔蟔蛕蠕褕袕裕襕衖視B訖詖a觗aaaaaaaa a aa aa aaa aaaaaaa}{SiteBedMatPrimaryKey NoDups}{}{v  }{ }{ }{}{(}{(}q{(}{(}{(}{(}{(}{(}{(}{(}{(}{(}{(}{(}{(}{(}{(}{(}{(}{(}{(}{(}{(}{(}{(}{(}{(}{(}{(}{(}{!}{ }{!}{ }{`!}{}{BedMatPrimaryKeyN}{}{ }{}{ }{N}{(}{!}{ }{!}{H!}{}{LVALimately 3.5 river miles downstream of the Galvin Road crossing. The severe pinch in the river valley creates backwater during high flow events and leads to frequent flooding of Centralia and Interstate 5. Under most hydraulic conditions, the backwater created by the downstream adverse channel slope is just as or more severe than the backwater caused by the Galvin Road overflow bridge contraction. Three hydraulic reports involving the Galvin Road Overflow bridge were developed prior to the 1996 flood: 1) FEMA Flood Insurance Study Report for Unincorporated Lewis County (FEMA, 1991); 2) Galvin Road Overflow Bridge Hydraulics Study dated November 1986 by Robert E. Meyer Consultants (REM 1986); 3) a second Galvin Road Overflow Bridge Hydraulics Study dated October 1991, also by REM (1991). The purpose of the November 1986 study was to provide Lewis County with the hydraulic information necessary to select a replacement design for the Galvin Road Overflow bridge. Due to the bridge being within FEMA s regulatory floodway, a hydraulic study had to be completed to show that the new bridge would not increase the 100-yr flood water surface elevation. REM developed a HEC-2 model of the Chehalis River and used it to show that with minor channel bed excavation, the overflow bridge could be shortened from 530 ft to about 360 ft and still meet FEMA s requirements. In 1991, a 382 ft long bridge was selected and REM completed a second study, which showed that the proposed bridge satisfied FEMA s no increase requirement (Northwest Hydraulic Consultants 1996). The REM studies were restricted to satisfying FEMA s no increase requirement, and did not give a realistic picture of the hydraulic conditions that could develop during major flood, and did not accurately address scour as a potential problem at the site. A review of the HEC-2 input and output by Northwest Hydraulic Consultants prior to the 1996 flood revealed several problems. The major problem involved the use of non-representative Manning s n rn)~Nss<V 5@ 5@?6,4807.401.25mggaaaZZE& LVAL6 The study site is located on the James River approximatley 6 miles north of the town of Mitchell and east of State Highway 37 on 247 street. The site is approximately 21 miles downstream from the USGS gaging station near Forestburg (06477000). The USGS National Bridge Scour Team was deployed to the site to collect real-time bridge scour measurments during the flood in April of 2001. Boat access at the site was unavaliable therefore all scour measurements were collected from the bridge deck. 247 street and the bridge were closed at the time of the measurements due to overtopping of the roadway on the The study site is located on the James River approximatley 6 miles north of the town of Mitchell and east of State Highway 37 on 247 street. The site is approximately 21 miles downstream from the USGS gaging station near Forestburg (06477000). The USGS National Bridge Scour Team was deployed to the site to collect real-time bridge scour measurments during the flood in April of 2001. Boat access at the site was unavaliable therefore all scour measurements were collected from the bridge deck. 247 street and the bridge were closed at the time of the measurements due to overtopping of the roadway on the left floodplain. The site is located in a highly rural/agriculatural landscape with very little topographic relief, especially in the left floodplain. The bridge is a concrete girder, three span structure supported by two groups of cylindrical piers (2 in each group) which are both founded on timber piles. The channel bed is comprised of a silty-clay with a narrow horizontal clay wedge. The James River has a great deal of meander in the vicinty of the bridge. The left floodplain is expansive at the bridge and the right overbank consists of bluffs rising relatively steeply from the edge of channel.LVALY^The bridge site is located 4 miles southeast of Manhattan, Montana over the Gallatin River and is part of the I-90 Interstate highway. I-90 crosses the Gallatin River via parrallel bridges, one for eastbound (upstream bridge) and the other for westbound traffic (downstream bridge). Both bridges have two traffic lanes with a space approximately two lanes wide seperating the eastbound and westbound bridges. A USGS gaging station (06043500) is located upstream of the site near Gallatin Gateway providing contiuous discharge data from 1984 to present and annual peak discharge data for 60 years (1889-Present). Diversions for irrigation are common along the Gallatin River in the vicinity of the site. The data from the gage, along with drainage-area-adjustments resulted in flood-frequency estimates for the 100- and 500-year peak discharges at the bridge. Q100 = 12,000 cfs and Q500 = 14,100 cfs at the bridge. Depending upon the year, the river is either highly anabranched or braided as it approaches the bridge and flow splits around a large flood bar immediately upstream of the I-90 crossing. The bed material is very mobile, and can be compared to mounds of ball bearings. The streambed configuration is highly variable from year to year. Between measurements made on 5/22/97 and 6/18/97 at the bridge, the measured pier scour hole completely moved from pier 1 to pier 2. A guide bank was installed on the right bank in the early 1990's in response to erosion that was encroaching upon the highway embankment. The guide bank eliminated contraction of the river approximately one bridge width upstream of I-90, but 4-5 bridge widths upstream the river braids out considerably and an obvious contration at the bridge opening is observed. A level 2 scour analysis was conducted on the site using the WSPRO computer model. The model was used to conduct step-backwater calculations for the 100-year and 500-year peak discharges at the bridge. The 100-year discharge passed through the bridge as free-surface flowLVAL\D%?8%@ ѫ?@ ?%?? ? <???,?D?\?t????????4?L?d????? ?8?P?h????????(?@?X?x??????????????????????,?D?\?t???#?????4?L?d??                              SandQ.SiteID SandQSandQ.QDateSandQ.QyearSandQ.QmoSandQ.QdySandQ.QhrSandQ.QmiSandQ.FlowSandQ.QaccSandQ.SDateSandQ.SyearSandQ.SmoSandQ.SdySandQ.ShrSandQ.SmiSandQ.StageSandQ.WatTemp#SandQ.ReturnPeriod??p???5F@?? ?@ ?@ ?@ ,?@ D?@ \?@ t?@ ?@ ?@ ?@ ?@ ?@ ?@ ?@ 4?@ L?@ d?@ ?@ SandQ? ??8??S*@Stage&Discharge? ?P ? ?X ? ?` ? ?h ? 8?p ? P?x ? h? ? ? ?  ? ?  ? ?  ? ?  ? ?  ? ? ? ? (? ? @? ? X? ? x? ???? ?8?P?h????????(?@?X?x??@ ?@ ?@ ,?@ D?@ \?@ t?@ ?@ ?@ ?@ ?@ ?@ ?@ ?@ 4?@ L?@ d?@ ?@ SandQ ?? ?? ?? ,?? D?? \?? t? ? ?(? ?0? ?8? ?@? ?H? ?P? ?X? 4?`? L?h? d?p? ?x???? ?8?P?h????????(?@?X?x? ?!?h? ?8????X?????????????????????????????????????????????????????????????x?%??N?8? N?8? PN?8? N?8? N?8? N?8? N?8? PN?8? PN?8?  N?8?  PN?8?  N?8?  N?8?  N?8? N?8? PN?8? PN?8? PN?8? ?z ?H%???H??H??X??h?(?x?`????????@??x?????? ??X???(??8?z  L J] 2UnknownUnknownUnknownUnknown@]Unknown `#G]$@$@@?ffffff@j@Q"@pv@@S@= ףp=@y@ 1Clear-waterNon-CohesiveUnknownUnknown@|Floodplain /`X@@ffffff$@=@@z@3UnknownUnknownUnknownUnknownUnknown / #D@@?ffffff!@j@333333@w@@j@ @y@Q@V@^@b@HzG?2UnknownUnknownUnknownUnknown@\Unknown /#2VrderColumnHiddenDecimalPlacesRequiredDisplayControlAllowZeroLengthValidationRuleV1UnknownNon-CohesiveUnknownUnknown@Main Channel ` LVAL 2 L  r| NdThe US 93 brThe bridge site is located 4 miles southeast of Manhattan, Montana oThe site is located approximately 6 miles south of Belt, MT on highway 89, adjacent to a roadside rest area. Big Otter Creek joins Belt Creek about 1/2 mile upstream of the bridge. A series of channels and high water marks are evident on the left bank, upstream of the bridge. The flow contraThe study site is located on the James River approximatley 10 miles north of the town of Mitchell, east of State Highway 37 on 247 street. The site is approximately 21 miles downstream from the USGS gaging station near Forestburg (06477000). The USGS National Bridge Scour Team was deployed to the site to collect real-time bridge scour measurments during the flood in April of 2001. Boat access at the site was unavaliable therefore all scour measurements were collected from the bridge deck. 247 street and the bridge were closed at the time of the measurements due to overtopping of the roadway on the lThe study site is located on the James River approximatley 10 miles north of the town of Mitchell, east of State Highway 37 on 247 street. The site is approximately 21 miles downstream from the USGS gaging station near Forestburg (06477000). The USGS National Bridge Scour Team was deployed to the site to collect real-time bridge scour measurments during the flood in April of 2001. Boat access at the site was unavaliable therefore all scour measurements were collected from the bridge deck. 247 street and the bridge were closed at the time of the measurements due to overtopping of the roadway on the left floodplain. The site is located in a highly rural/agriculatural landscape with very little topographic relief, especially in the left floodplain. The bridge is a concrete girder, three span structure supported by two groups of cylindrical piers (2 in each group) which are both founded on timber piles. The channel bed is comprised of a silty-clay with a narrow horizontal clay wedge. The James River has a great deal of meander in the vicinty of the bridge. The left floodplain is expansive at the bridge and the right overbank consists of bluffs rising relatively steeply from the edge of channel.The site is located approximately 6 miles south of Belt, MT on highway 89, adjacent to a roadside rest area. Big Otter Creek joins Belt Creek about 1/2 mile upstream of the bridge. A series of channels and high water marks are evident on the left bank, upstream of the bridge. The flow contracts from the left bank, approximately 75 feet upstream of the bridge. The large scour hole around pier 1 is from the 1981 flood that raveged most of the state. Inspection of the bed material in the pier scour hole revealed an absence of finer material suggested that the site was subject to clear-water scour. The downstream exit section appears to be re-establishing the edge of the main channel that was present prior to the 1981 flood through the presence of a vegetated berm directly downstream of pier #2.ULVALe @ @ @ @ @ @ @ @ @ @ @ @ @      ! " # $ % &'()*+      !"#$%&'()*+,-./0123 4!5"6#7$8%9&:';(<>?@ABCDE F G RTUVvWvXvYv Zv [v \v ]v dp)6""###$#%$&$'$(%)%*%+&,&-&.'/'0'1(2(3(4)5)6)7*8*9*:+;+<+=,>,?,@-A-B-C.D.E.F/G/H/   0 0  0  0      0  0   0  $z $*$~ X!! !80!p@!P!`!p!P!!!!0!h!!!"H" " 0"X <8p   P    0 (h (H ( |T($0$8$@$H$P$X$`$h$p$x$$$$$$$$$$$X8pP0hH Bridge(%8%P% SiteIDSiteBridgePrimaryKeyp%rv h(X(P*''q''''''''''''''''''''''''''''p* *`**(Bridge%%h(@"(( %x)))) SiteID )) 8[__SiteID])))( * (4***) SiteID('*@***LVALP.D+($o($ 0<?($0Xp$ .Nn6V~x8Xx @h.Nn6V~   (                   (   frm_Master.PKey BedMatfrm_Master.Site'frm_Master.MeasureNofrm_Master.Datefrm_Master.Yrfrm_Master.Mofrm_Master.Dy#frm_Master.Samplerfrm_Master.D95frm_Master.D84frm_Master.D50frm_Master.D16frm_Master.SPfrm_Master.Shape%frm_Master.Cohesion%frm_Master.Comments z:m @ ~ ~ ~ ~ .~ N~ n~ ~ ~ ~ ~ ~ 6~ V~ ~~ ~frm_Master   @;~sq_cfrm_Master~sq_cFrm_BedMat x        (  80  X8  x@  H   P   X  `   h   @p  hx   x8Xx @h~ ~ ~ ~ .~ N~ n~ ~ ~ ~ ~ ~ 6~ V~ ~~ ~BedMat     . 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"  # ( $  % & ' ( ) * + , - . d / 0  Site.SiteIDSiteSite.StreamIDSite.RiverMile)Site.HighwayMilePointSite.SiteNameSite.StateSite.CountySite.CitySite.LatitudeSite.LongitudeSite.StationIDSite.RouteNumber!Site.ServiceLevelSite.RouteClass%Site.RouteDirection!Site.DrainageAreaSite.Impact'Site.SlopeInVicinity)Site.ChannelEvolutionSite.Armoring'Site.DebrisFrequency!Site.DebrisEffectSite.StreamSizeSite.FlowHabitSite.BedMaterialSite.ValleySite.Floodplain#Site.NaturalLevees)Site.ApparentIncision'Site.ChannelBoundarySite.TreeCoverSite.SinuositySite.Braiding!Site.AnabranchingSite.BarsSite.StreamWidthSite.DescriptionSite.nHighLSite.nHighMSite.nHighRSite.nLowLSite.nLowMSite.nLowRSite.nTypLSite.nTypMSite.nTypRSite.DatumSite.MSLSite.DescElevREf11x2XX z:m @x :~ b~ ~ ~ ~ ~  ~ " ~ : ~ Z ~ z ~  ~  ~  ~  ~ 2 ~ Z ~ r ~  ~  ~  ~ " ~ J ~ j ~  ~  ~  ~  ~  ~ B ~ r ~  ~  ~  ~ ! ~ " ~ #: ~ $b ~ %z ~ & ~ ' ~ ( ~ ) ~ * ~ + ~ ,"~ -:~ .R~ /j~ 0Site "111" =/@ @~sq_ffrm_Master 0x X x       0   P   p   LVALV      (  P  h        @ ( ` 0 8 @ H P  X 8 ` h h p  x! " #  $ 0 % X & p ' ( ) * + ,- . 0/ H0 `0Xx  0 P p     ( P h     @ `      8 h      0 X p      0H`:~ b~ ~ ~ ~ ~  ~ " ~ : ~ Z ~ z ~  ~  ~  ~  ~ 2 ~ Z ~ r ~  ~  ~  ~ " ~ J ~ j ~  ~  ~  ~  ~  ~ B ~ r ~  ~  ~  ~ ! ~ " ~ #: ~ $b ~ %z ~ & ~ ' ~ ( ~ ) ~ * ~ + ~ ,"~ -:~ .R~ /j~ 0Site :, b , (, 0, 8, @, H, " P, : X, Z `, z h, p, x, , , 2 , Z , r , , , , " , J , j , , , , ,  , B - r - - -  - (-  0- : 8- b @- z H- P- X- `- h- p- x- "- :- R- j-0Xx  0 P p     ( P h     @ `      8 h      0 X p      0H` I@A1 8X------------------------------hPKXD1; = 0 =  =  = 0 = 0 = 0 = 0 = 0 = 0 =  0 =  0 =  0 =  0 =  0 =  = 0 = 0 = 0 = 0 = 0 = 0 = 0 = 0 = 0 = 0 = 0 = 0 = 0LVAL @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @    $%&'() * + , - . / 0 1 2 3 4 5 6 7 89:;<=>?@A3 = 0 = 0 = 0 = 0 =  0 =! 0 =" 0 =#  =$ $ =%  =&  ='  =(  =)  =*  =+  =,  =- 0 =.  =/  =0 $z FJF@~h220>2@>3P>H3`>3p>3>3>(4>`4>4>4>5>@5>x5?5?5 ? 60?X6@?6P?6`?7p?87?p7?7?7?8?P8?8?8?8@09@h9 @90@9@@:P@ H:`@:p@:@:@(;@`;@;@;@<@@<@x<A<A < Ah2 223 ȃH3 3 d3 d3 ((4 (`4 (4 <4 (5 (@5 (x55 5  6 X6 6 6 7 87 (p7 7 7 8 P8 8 8 8 09 h9 9 9 (: H::::(;`;;;<@< dx<< <HEPEXE`EhEpExEEEEEEEEEEEEEEEEEFFFF F(F0F8F@FEHFPFXF`FhFpFxFFFFFFFFFFFh2223H3333(4`4445@5x555 6X666787p7778P888809h999:H::::(;`;;;<@<x<<< =Site  ((G@GPGStationID Site_IDPrimaryKeypGv JXJhJIIqIIIIIIIIIIIIIIIIIIIIIIIIIIIIJ -JJ8KGSitePrimaryKeyGJ0AJIJJJ K =LVALX.D"9N "9$ 0<?5N 9N @"N 6N  N 2N bN N N N 2N bN N N N BN zN N N  N Z N N N " N r N N N : N r N N N  N 2 N z N N N N N @N N N N N @N pN N N N XN N N N 8 N p N N N P N N N  N P N N N N  N X N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N 2N bN N N N 2N bN N N N BN zN N N  N Z N N N " N r N N N : N r N N N  N 2 N z N N  N    (      (                    (  (  (       ( "    )ContractionScour.PKeyContractionScour-ContractionScour.SiteId;ContractionScour.MeasurementNo)ContractionScour.Date)ContractionScour.Time-ContractionScour.UCDate-ContractionScour.UCTime-ContractionScour.USOrDS5ContractionScour.ScourDepth1ContractionScour.Accuracy7ContractionScour.CAverageVel5ContractionScour.CDischarge-ContractionScour.CDepth-ContractionScour.CWidth9ContractionScour.UCAverageVel7ContractionScour.UCDischarge/ContractionScour.UCDepth/ContractionScour.UCWidthOContractionScour.ChannelContractionRatioIContractionScour.PierContractionRatio9ContractionScour.Eccentricity9ContractionScour.SedTransport?ContractionScour.BedMaterialType/ContractionScour.BedForm'ContractionScour.D16'ContractionScour.D50'ContractionScour.D84'ContractionScour.D95AContractionScour.SigmaBedMaterial;ContractionScour.DebrisEffects1ContractionScour.Location1ContractionScour.CommentsN  N ! N N   N s}:m @N N N @ 2N @ bN @ N @ N @ N @ 2N @ bN @ N @ N @ N @ BN @ zN @ N @ N @  N @ Z N @  N @  N @ " N @ r N @  N @  N @ : N @ r N @  N @  N @  N @ 2 N @ z N @  N @  N @#ContractionScourN   N N .N  N l @'~sq_ffrm_contractscrN  N N  N N  @N N  N N  N N  N N  N N  @N N  pN N   N N   N N   N N   XN N   N N  N N  N N  8 N N  p N N  N (N  N 0N  P N 8N  N @N  N HN   N PN  P N XN  N `N  N hN  N pN   N xN  X N N  N N  N N N N @N N N N N @N pN LVALYN N  N XN N N N 8 N p N  N  N P N  N  N  N P N  N  N  N  N X N  N  N N @ 2N @ bN @ N @ N @ N @ 2N @ bN @ N @ N @ N @ BN @ zN @ N @ N @  N @ Z N @  N @  N @ " N @ r N @  N @  N @ : N @ r N @  N @  N @  N @ 2 N @ z N @  N @  N @#ContractionScour N @!N  2N H!N  bN P!N  N X!N  N `!N  N h!N  2N p!N  bN x!N  N !N  N !N  N !N  BN !N  zN !N  N !N  N !N   N !N  Z N !N  N !N  N !N  " N !N  r N !N  N !N  N !N  : N !N  r N "N  N "N  N "N   N "N  2 N "N  z N ("N  N 0"N  N 8"N N N @N N N N N @N pN N N  N XN N N N 8 N p N  N  N P N  N  N  N P N  N  N  N  N X N  N  N  N 7N 1N  N 8N N 8N N 8N @"N N @"N N @"N N @"N N @"N N @"N N @"N N @"N N @"N N @"N N @"N N @"N N @"N N @"N N @"N N @"N N @"N N @"N N @"N N @"N N @"N N @"N N @"N N @"N N @"N N @"N N @"N N @"N N @"N N @"N N 8N 9N  3N *N .N `N .N  0N .N  N .N  N .N  N .N  N .N  0N .N  N .N  N .N  N .N  N .N  N .N  N .N  N .N  N .N  N .N  N .N  N .N  N .N  N .N  0N .N  0N .N  0N .N  N .N  N .N  N .N  N .N  N .N  0N .N  0N .N " N .N  $N z 4N 9N 4N x N 'N @'N /N x'N (/N 'N 8/N 'N H/N  (N X/N X(N h/N (N x/N (N /N )N /N 8)N /N p)N /N )N /N )N /N *N /N P*N /N *N 0N *N 0N *N (0N 0+N 80N h+N H0N +N X0N +N h0N ,N x0N H,N 0N ,N 0N ,N 0N ,N 0N (-N 0N `-N 0N -N 0N  -N 0N 'N @'N  (x'N 'N 'N  (N X(N  ((N (N )N 8)N p)N )N )N *N P*N *N *N *N 0+N h+N  (+N  (+N  (,N H,N ,N ,N ,N (-N  (`-N  -N  -N 3N 3N 3N 3N 3N 3N 3N 4N 4N 4N 4N 4N (4N 04N 84N @4N H4N P4N X4N `4N h4N p4N x4N 4N 4N 4N 4N 4N 4N 4N 4N 4N 'N @'N x'N 'N 'N  (N X(N (N (N )N 8)N p)N )N )N *N P*N *N *N *N 0+N h+N +N +N ,N H,N ,N ,N ,N (-N `-N -N -N .N ContractionScourp5N  LVAL NEE5N 5N 5N  (5N 5N SiteId'SiteContractionScourPrimaryKeyPKey PierID NoDups6N N v (9N 8N 9N N 7N 7Nq 7N 7N 7N 7N 7N 7N 7N 7N 7N 7N 7N 7N 7N 7N 7N 7N 7N 7N 7N 7N 7N 7N 7N 7N 7N 7N 7N 7N 9N  @"N 9N p9N 9N '6N ContractionScourPrimaryKeyN 6N (9N 1N (9N N 7N 9N `9N 9N 9N .N )HnP2 s< K  d , _ ) } _ A  V  p6B~<LJ SI+ m7 @ @ @ @ @f Site.SiteID* gfSite.StreamID, gf Site.State) gfContractionScour111 fSite f Gf Gf f Ge  Site.SiteID* 'e Site.StreamID, 'e  Site.State) 'ePierScourPier PierScour.PierID = Pier.PierIDW+# ePierSitePier.SiteID = Site.SiteIDH! eSitePierScour Site.SiteID = PierScour.SiteIdW+ ePierScour.Accuracy1 gePierScour.ScourDepth3 gePierScour.DebrisEffects6 gePierScour.SigmaBedMaterial9 gePierScour.D95, gePierScour.D84, gePierScour.D50, gePierScour.D16, gePierScour.BedMaterialType8 gePierScour.SedTransport5 gePierScour.ApproachDepth6 ge PierScour.ApproachVel4 ge PierScour.SkewToFlow3 ge PierScour.EffectPierWidth8 ge Pier.PierShape- ge Pier.PierType, gePierScour.USOrDS/ gePierScour.Time- gePierScour.Date- gePierScour.PierID/ geSite.SiteName, ge Site.SiteID* geSite.StreamID, ge Site.State) gePierScour### ePier eSite e Ge Ge e Gd  Site.SiteID* 'd Site.StreamID, 'd  Site.State) 'dSiteBridgeSite.SiteID = Bridge.SiteIDN% d Bridge.Year* gd Bridge.Parallel. gd Bridge.Guide+ gd Bridge.Spans+ gd Bridge.Length, gd Site.BedMaterial/ gdSite.Sinuosity- gdSite.StreamSize. gdSite.SlopeInVicinity3 gdSite.DrainageArea0 gdSite.SiteName, gd Site.SiteID* gdSite.StreamID, gd Site.State) gdBridge dSite d Gd Gd d GcAbutmentScour+++ c  GLVAL\.D-!-$ 0<?)!-!!`*! !!,!d!!!! !D!t!!! !<!t!!!$!\!!!!!$ !!!!H!x!!!!(!X!!!! !X!!!!@!h!!!! !!!!!!!!!!!!!!!!!!!!!!!!!!!,!d!!!! !D!t!!! !<!t!!!$!\!!!!!$ !   (           (            (  (        AbutmentScour.IDAbutmentScour'AbutmentScour.SiteID5AbutmentScour.MeasurementNo+AbutmentScour.Abutment#AbutmentScour.Date#AbutmentScour.Time#AbutmentScour.UPDS/AbutmentScour.ScourDepth+AbutmentScour.Accuracy+AbutmentScour.SedTrans-AbutmentScour.VelAtAbut1AbutmentScour.DepthAtAbut+AbutmentScour.QBlocked5AbutmentScour.AvgVelBlocked9AbutmentScour.AvgDepthBlocked3AbutmentScour.EmbankLength3AbutmentScour.DebrisEffect1AbutmentScour.BedMaterial!AbutmentScour.D16!AbutmentScour.D50!AbutmentScour.D84!AbutmentScour.D95%AbutmentScour.Sigma+AbutmentScour.Comments ! ! ! ! 8 !E~:m @ ! ! !@ !@ ,!@ d!@ !@ !@ !@  !@ D!@ t!@ !@ !@  !@ <!@ t!@ !@ !@ $!@ \!@ !@ !@ !@ !@ $ !@AbutmentScour!X!!#!8 !@~sq_ffrm_AbutScr ! !! !! !! H!! x!! !! !! !! (!!  X!!  !!  !!  !!  !! X!! !! !! ! ! @!(! h!0! !8! !@! !H!  !P!!!!H!x!!!!(!X!!!! !X!!!!@!h!!!! !!@ !@ ,!@ d!@ !@ !@ !@  !@ D!@ t!@ !@ !@  !@ <!@ t!@ !@ !@ $!@ \!@ !@ !@ !@ !@ $ !@AbutmentScour !! !! ,!! d!! !! !! !! !! D!! t! ! !(! !0! !8! <!@! t!H! !P! !X! $!`! \!h! !p! !x! !! !! $ !!!!!H!x!!!!(!X!!!! !X!!!!@!h!!!! ! !p+!0&! 8 !8!!LVAL< J NHH!X!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!8!-!'!"!#!`!#! 0!#! 0!#! !#! !#! 0!#! !#! !#! 0!#!  !#!  !#!  !#!  !#!  !#! !#! 0!#! 0!#! !#! !#! !#! !#! !#! !#! $!z )!h-!()!p  !`!!$!!$!!$!@!$!x!$!!%!!%! ! %!X !0%! !@%! !P%!!!`%!8!!p%!p!!%!!!%!!!%!"!%!P"!%!"!%!"!%!"!%!0#!&! h#!&!`!! (! !@!x! !! ! (X ! ! !!!8!!p!!!! (!! ("!P"!"!"!"!0#! h#!`@(!H(!P(!X(!`(!h(!p(!x(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!`!!!!@!x!!! !X ! ! !!!8!!p!!!!!!"!P"!"!"!"!0#!h#!#!AbutmentScourx)!)!)!)!SiteID!SiteAbutmentScourPrimaryKey NoDups)!!rv -!,!,!!p+!p+q!p+!p+!p+!p+!p+!p+!p+!p+!p+!p+!p+!p+!p+!p+!p+!p+!p+!p+!p+!p+!p+!p+!p+!p+!p+!p+!p+!p+!X-! !h-!H-!-!!`*!AbutmentScourPrimaryKey!`*!-! &!-!!p+!h-!8-!h-!-!#! LVALF d  ]  N K > |ev-JQ`ccc =9A{I Tm1q1edSiteContact-RefD@;/  Pier.PierLength. g \t @\t @~sq_dAbutment-Hydrograph~sq_dSite@3*ֳ4MR2KeepLocal Tpddddddb `Ct @Ct @Support Files@<<<<<<<<<<: 9r@r@Site - Bridge2@>>>>>>>>>>< 8O@O@Site - Bridge1@>>>>>>>>>>< 7j@j@Site@**********( 6!@!@SandQ1@.........., 5oY@oY@PierScour5@66666666664 4I)@I)@PierScour4@66666666664 3캏@캏@PierScour3@66666666664 29@9@PierScour2@66666666664 1ۦ@ۦ@PierScour1@66666666664 0w@w@PierScour@44444444442 /aN@aN@Pier3@,,,,,,,,,,* .h@h@Pier2@,,,,,,,,,,* -i @i @Pier1@,,,,,,,,,,* ,.@.@Pier@**********( +@@Master Report@<<<<<<<<<<: *8 @8 @Manning1@22222222220 ):G@:G@Hydrograph1@88888888886 (@@ContractionScour6@DDDDDDDDDDB 'Xi@Xi@ContractionScour5@DDDDDDDDDDB &L@L@ContractionScour4@DDDDDDDDDDB %+{@+{@ContractionScour3@DDDDDDDDDDB $@@ContractionScour2@DDDDDDDDDDB #dx@dx@ContractionScour@BBBBBBBBBB@ "Ƃգ@Ƃգ@BedMat3@0000000000. ![@[@BedMat2@0000000000.  e@e@AbutmentScour4@>>>>>>>>>>< ua@ua@AbutmentScour3@>>>>>>>>>>< ά( &qSite qBridge2bContact-Ref LVAL  R H  On April 28, 1993, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected : Cross Section no. Distance upstream(ft) Sample no. Comments ------------------------- ----------------------------- ---------------- ------------------------- 1 8 1 Bed at about mid- span between bents 16-17L. 1 8 On April 28, 1993, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected : Cross Distance Section Upstream Sample Comments 1 8 ft 1 Bed at about mid-span between bents 16-17L. 1 8 ft 2 Bed in vicinity of main piers 17-18L. 2 400 ft On April 28, 1993, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected : Cross Distance Section Upstream Sample Comments 1 8 ft 1 Bed at about mid-span between bents 16-17L. 1 8 ft 2 Bed in vicinity of main piers 17-18L. 2 400 ft 3 Mid-channel. 2 400 ft 4 Left part channel. 3 800 ft 5 Mid-to-left part of channel. The right part of the channel bed at cross sections 2 & 3 seems to be mostly silty clay. Bed sample no. 1 was used for bents 15-16L and sample no. 2 was used for main piers 17-18L. For pile bents 12-14L, the material is a clay with a cohesion of about 240 lb/ft2 and an angle of internal friction of about 27 degrees, as determined from shear-strength tests on Sept. 20, 1991. LVAL%% NssDarbyxsections.xls - Exce Photos of the Site (Dscn prefix; .jpg formats): # Description ------------------------------------------------------------------ 172. Looking Photos of the Site (Dscn prefix; .jpg formats): # Description ------------------------------------------------------------------ 172. Looking from right to left Photos of the Site (Dscn prefix; .jpg formats): # Description ------------------------------------------------------------------ 172. Looking from right to left across upstream side of bridge. 173. Looking upstream along right bank 174. Looking upstream along left bank 175. Looking downstream Photos of the Site (Dscn prefix; .jpg formats): # Description ------------------------------------------------------------------ 246. Picture from upstream left bank 247. Looking upstream from left bankDarbyxsections.xls - Excel worksheet with real-time, pre- and post-flood survey data and the resulting plot of bathymetry profiles used to estimate depth of scour during the June, 1996 flood. Photos of the Site (Dscn prefix; .jpg formats): # Description ------------------------------------------------------------------ 208. Photos of the Site (Dscn prefix; .jpg formats): # Description ------------------------------------------------------------------ 172. Looking from right to left across upstream side of bridge. 173. Looking upstream along right bank 174. Looking upstream along left bank 175. Looking downstream Photos of the Site (Dscn prefix; .jpg formats): # Description ------------------------------------------------------------------ 246. Picture from upstream left bank 247. Looking upstream from left bankbellcrossing.xls - Excel worksheet with real-time, post-flood, and bridge-plan survey data and the resulting plot of bathymetry profiles used to estimate depth of scour during the 1996 flood. bittbell.txt - WSPRO input file used to model the hydraulics and scour at the Bell Crossing bridge over the Bitterroot River. Photos of the Site (Dscn prefix; .jpg formats): # Description ------------------------------------------------------------------ 176. Looking upstream from bar on left side 177. Looking upstream from bar on left side 178. Looking at center pier from bar 179. Looking upstream to right from downstream bar 180. Looking upstream to right at downstream right edge of bridge 181. Looking at pier on left, note buried debris 182. Looking downstream along right side of left pier 183. same as 182 184. Looking upstream at left pier 185. Looking at potential abutments scour on left abutment 186. same as 185 187. same as 185 188. same as 185 189. Looking from right to left along upstream side of bridge 190. Looking from right bank at upstream edge of bridge 191. Looking from right bank at center upstream of bridge 192. Looking from right bank at right side of bridge 193. Looking from right bank at right abutment 194. Montana crew with knee board 195. From bridge lookin Photos of the Site (Dscn prefix; .jpg formats): # Description ------------------------------------------------------------------ 172. Looking from right to left across upstream side of bridge. 173. Looking upstream along right bank 174. Looking upstream along left bank 175. Looking downstream Photos of the Site (Dscn prefix; .jpg formats): # Description ------------------------------------------------------------------ 246. Picture from upstream left bank 247. Looking upstream from left bank LVAL  On April 28, 1993, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected : Cross Section no. Distance upstream(ft) Sample no. Comments ------------------------- ----------------------------- ---------------- ------------------------- 1 8 1 Bed at about mid- span between bents 16-17L. 1 8 On April 28, 1993, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected : Cross Distance Section Upstream Sample Comments 1 8 ft 1 Bed at about mid-span between bents 16-17L. 1 8 ft 2 Bed in vicinity of main piers 17-18L. 2 400 ft On April 28, 1993, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected : Cross Distance Section Upstream Sample Comments 1 8 ft 1 Bed at about mid-span between bents 16-17L. 1 8 ft 2 Bed in vicinity of main piers 17-18L. 2 400 ft 3 Mid-channel. 2 400 ft 4 Left part channel. 3 800 ft 5 Mid-to-left part of channel. The right part of the channel bed at cross sections 2 & 3 seems to be mostly silty clay. Bed sample no. 1 was used for bents 15-16L and sample no. 2 was used for main piers 17-18L. For pile bents 12-14L, the material is a clay with a cohesion of about 240 lb/ft2 and an angle of internal friction of about 27 degrees, as determined from shear-strength tests on Sept. 20, 1991. LVAL N||||||| | | | | || | | ||    On April 28, 1993, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected : Cross Distance Section Upstream Sample Comments 1 100 ft 1 Bed at about mid-span between bents 16-17L. 1 100 ft 2 Bed in vicinity of main piers 17-18L. 2 500 ft On April 28, 1993, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected : Cross Distance Section Upstream Sample Comments 1 100 ft 1 Bed at about mid-span between bents 16-17L. 1 100 ft 2 Bed in vicinity of main piers 17-18L. 2 500 ft 3 Mid-channel. 2 500 ft 4 Left part channel. 3 900 ft 5 Mid-to-left part of channel. The right part of the channel bed at cross sections 2 & 3 seems to be mostly silty clay. Bed sample no.1 was used for bents 14-16R and sample no.2 was used for main piers 17-18R. For pile bent 12-13R, the material is a clay with a cohesion of about 240 lb/ft2 and an angle of internal friction of about 27 degrees, as determined from shear-strength tests on Sept.20, 1991. LVAL  On April 28, 1993, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected : Cross Section no. Distance upstream(ft) Sample no. Comments ------------------------- ----------------------------- ---------------- ------------------------- 1 8 1 Bed at about mid- span between bents 16-17L. 1 8 On April 28, 1993, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected : Cross Distance Section Upstream Sample Comments 1 8 ft 1 Bed at about mid-span between bents 16-17L. 1 8 ft 2 Bed in vicinity of main piers 17-18L. 2 400 ft On April 28, 1993, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected : Cross Distance Section Upstream Sample Comments 1 8 ft 1 Bed at about mid-span between bents 16-17L. 1 8 ft 2 Bed in vicinity of main piers 17-18L. 2 400 ft 3 Mid-channel. 2 400 ft 4 Left part channel. 3 800 ft 5 Mid-to-left part of channel. The right part of the channel bed at cross sections 2 & 3 seems to be mostly silty clay. Bed sample no. 1 was used for bents 15-16L and sample no. 2 was used for main piers 17-18L. For pile bents 12-14L, the material is a clay with a cohesion of about 240 lb/ft2 and an angle of internal friction of about 27 degrees, as determined from shear-strength tests on Sept. 20, 1991. LVAL  X  `              On April 28, 1993, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected : Cross Distance Section Upstream Sample Comments 1 100 ft 1 Bed at about mid-span between bents 16-17L. 1 100 ft 2 Bed in vicinity of main piers 17-18L. 2 500 ft On April 28, 1993, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected : Cross Distance Section Upstream Sample Comments 1 100 ft 1 Bed at about mid-span between bents 16-17L. 1 100 ft 2 Bed in vicinity of main piers 17-18L. 2 500 ft 3 Mid-channel. 2 500 ft 4 Left part channel. 3 900 ft 5 Mid-to-left part of channel. The right part of the channel bed at cross sections 2 & 3 seems to be mostly silty clay. Bed sample no.1 was used for bents 14-16R and sample no.2 was used for main piers 17-18R. For pile bent 12-13R, the material is a clay with a cohesion of about 240 lb/ft2 and an angle of internal friction of about 27 degrees, as determined from shear-strength tests on Sept.20, 1991. LVAL N On April 28, 1993, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected : Cross Section no. Distance upstream(ft) Sample no. Comments ------------------------- ----------------------------- ---------------- ------------------------- 1 8 1 Bed at about mid- span between bents 16-17L. 1 8 On April 28, 1993, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected : Cross Distance Section Upstream Sample Comments 1 8 ft 1 Bed at about mid-span between bents 16-17L. 1 8 ft 2 Bed in vicinity of main piers 17-18L. 2 400 ft On April 28, 1993, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected : Cross Distance Section Upstream Sample Comments 1 8 ft 1 Bed at about mid-span between bents 16-17L. 1 8 ft 2 Bed in vicinity of main piers 17-18L. 2 400 ft 3 Mid-channel. 2 400 ft 4 Left part channel. 3 800 ft 5 Mid-to-left part of channel. The right part of the channel bed at cross sections 2 & 3 seems to be mostly silty clay. Bed sample no. 1 was used for bents 15-16L and sample no. 2 was used for main piers 17-18L. For pile bents 12-14L, the material is a clay with a cohesion of about 240 lb/ft2 and an angle of internal friction of about 27 degrees, as determined from shear-strength tests on Sept. 20, 1991.f@@ @ @     @@ @@Si`+JLom`QbmSi`+JLomkMiSi`+LQO`JmSi`+LiYOUQSi`+MdbmJMmSi`+MdbmiJMmkMiSi`+`JkmQiSi`+fQJ\k Si`+fYQi Si`+fYQikMi Si`koffdimSY^QkJLom`QbmJLom`QbmWvOidUiJfW'JLom`QbmkMdoi JLom`QbmkMdoi8 JLom`QbmkMdoi: JLom`QbmkMdoi< JLom`QbmkMdoi> LQO`Jm:LQO`Jm<MdbmiJMmYdbkMdoiMdbmiJMmYdbkMdoi:MdbmiJMmYdbkMdoi<MdbmiJMmYdbkMdoi>MdbmiJMmYdbkMdoi@MdbmiJMmYdbkMdoiBWvOidUiJfW8`JbbYbU8`JkmQiiQfdimfYQifYQi8fYQi:fYQi<fYQikMdoifYQikMdoi8fYQikMdoi:fYQikMdoi< fYQikMdoi>!fYQikMdoi@"kJbOh8#kYmQ$kYmQLiYOUQ8%kYmQLiYOUQ:&koffdimSY^Qk)JO`YbvOJmJJMMQkkfJUQkOJmJLJkQkSdi`k `dOo^Qk iQ^JmYdbkWYfkiQfdimk kMiYfmk kvkiQ^ mJL^Qk+kh+MSi`+`JkmQi+kh+MSi`+JLom`Qbmv +kh+MSi`+`JkmQi+kh+MSi`+JLomkMiv +kh+MSi`+`JkmQi+kh+MSi`+LQO`Jmv+kh+MSi`+`JkmQi+kh+MSi`+LiYOUQv+kh+MSi`+`JkmQi+kh+MSi`+MdbmJMmv+kh+MSi`+`JkmQi+kh+MSi`+MdbmiJMmkMiv +kh+MSi`+`JkmQi+kh+MSi`+fQJ\kv+kh+MSi`+`JkmQi+kh+MSi`+fYQiv +kh+MSi`+`JkmQi+kh+MSi`+fYQikMiv +kh+MSi`+`JkmQi+kh+MSi`koffdimSY^Qkv+kh+OJLom`QbmWvOidUiJfW+kh+O88;O+kh+OJLom`QbmWvOidUiJfW+kh+OJLom`QbmkMdoi;v +kh+OJLom`QbmWvOidUiJfW+kh+OJLom`QbmkMdoi:;v+kh+OJLom`QbmWvOidUiJfW+kh+OJLom`QbmkMdoi<;*+kh+OJLom`QbmWvOidUiJfW+kh+OJLom`QbmkMdoi>;)+kh+OJLom`QbmWvOidUiJfW+kh+OMdbmiJMmYdbkMdoi;(+kh+OJLom`QbmWvOidUiJfW+kh+OMdbmiJMmYdbkMdoi:;'+kh+OJLom`QbmWvOidUiJfW+kh+OMdbmiJMmYdbkMdoi<;&im+kh+OJLom`QbmWvOidUiJfW'+kh+O`JkmQiiQfdim+kh+OLQO`JmQiYJ^(+kh+O`JkmQiiQfdim+kh+OLQO`Jm:+kh+OkYmQLiYOUQ:+kh+OLQO`JmQiYJ^/+kh+OkYmQLiYOUQ:+kh+OLQO`Jm:/+kh+SSi`+JLomkMiv+kh+SSi`+MdbmiJMmkMiv+kh+SSi`+`JkmQiv+kh+SSi`+fQJ\kJLom`QbmJLom`QbmhoQiv*JLom`QbmkMdoi+JLom`Qbm+kMdoi+OJmJvJLom`QbmkMdoiLQO`JmLiYOUQMdbmJMmiQS#MdbmiJMmYdbkMdoiMdbmiJMmYdb+kMdoi+OJmJvMdbmiJMmYdbkMdoiQ^QqWvOidUiJfWWvOidUiJfW8`JbbYbU`kvkJMMQkkdL[QMmk`kvkJMQk`kvkdL[QMmk`kvkhoQiYQk`kvkiQ^JmYdbkWYfkfYQifYQiOJmJfYQikMdoifYQi+kMdoi+OJmJvfYQiMddiOYbJmQkfYQikMdoikJbOhkYmQkYmQhoQiv8kYmQ+OJmJvkmJUQOYkMWJiUQkmiQJ`koffdimSY^QkJMMQkk^Jvdom`kvkOLkYmQJLom`Qbm kYmQJLom`QbmkMdoi!kYmQLQO`Jm"kYmQLiYOUQ#kYmQMdbmiJMmYdbkMdoi$kYmQQ^Qq%kYmQWvOidUiJfW&kYmQfYQi'kYmQfYQikMdoi(kYmQkJbOh)be@@@@  @ @ @@  @@ @@@@+kh+OJLom`QbmWvOidUiJfW+kh+OMdbmiJMmYdbkMdoi>;%+kh+OJLom`QbmWvOidUiJfW+kh+OMdbmiJMmYdbkMdoi@;$+kh+OJLom`QbmWvOidUiJfW+kh+OMdbmiJMmYdbkMdoiB;"+kh+OJLom`QbmWvOidUiJfW+kh+OWvOidUiJfW8;O+kh+OJLom`QbmWvOidUiJfW+kh+OfYQiOJmJ;O+kh+OJLom`QbmWvOidUiJfW+kh+OfYQi8;O+kh+OJLom`QbmWvOidUiJfW+kh+OfYQi:;O+kh+OJLom`QbmWvOidUiJfW+kh+OfYQi<;O+kh+OJLom`QbmWvOidUiJfW+kh+OfYQikMdoi;O+kh+OJLom`QbmWvOidUiJfW+kh+OfYQikMdoi<;v!+kh+OJLom`QbmWvOidUiJfW+kh+OfYQikMdoi>;#+kh+OJLom`QbmWvOidUiJfW+kh+OfYQikMdoi@;!+kh+OJLom`QbmWvOidUiJfW+kh+OkJbOh8;O+kh+OJLom`QbmWvOidUiJfW+kh+OkYmQ;*+kh+OJLom`QbmWvOidUiJfW+kh+OkoffdimSY^Qk;++kh+O`JkmQiiQfdim+kh+OJLom`QbmWvOidUiJfWO +kh+O`JkmQiiQfdim+kh+OLQO`JmQiYJ^O +kh+O`JkmQiiQfdim+kh+OLQO`Jm:O +kh+OkYmQLiYOUQ8+kh+OLQO`JmQiYJ^/O +kh+OkYmQLiYOUQ8+kh+OLQO`Jm:/O+kh+OkYmQLiYOUQ:+kh+OLQO`JmQiYJ^/+kh+OkYmQLiYOUQ:+kh+OLQO`Jm:/+kh+SSi`+JLom`QbmO+kh+SSi`+JLomkMiv+kh+SSi`+LQO`JmO+kh+SSi`+LiYOUQ3+kh+SSi`+MdbmiJMmkMiv+kh+SSi`+`JkmQiv+kh+SSi`+fQJ\k+kh+SSi`+fYQikMi3+kh+iJLom`QbmWvOidUiJfW;O+kh+iJLom`QbmkMdoiO+kh+iLQO`Jm:O+kh+iLQO`Jm<O+kh+ikYmQO JLom`QbmJLom`QbmhoQiv*JLom`QbmkMdoi+JLom`Qbm+kMdoi+OJmJvJLom`QbmkMdoiLQO`JmLiYOUQMdbmJMmiQS#MdbmiJMmYdbkMdoiMdbmiJMmYdb+kMdoi+OJmJvMdbmiJMmYdbkMdoiQ^QqWvOidUiJfWWvOidUiJfW8`JbbYbU`kvkJMMQkkdL[QMmk`kvkJMQk`kvkdL[QMmk`kvkhoQiYQk`kvkiQ^JmYdbkWYfkfJkmQQiidik3fYQifYQiOJmJfYQikMdoifYQi+kMdoi+OJmJvfYQiMddiOYbJmQkfYQikMdoikJbOhkYmQkYmQhoQiv8kYmQ+OJmJvkmJUQOYkMWJiUQkmiQJ`koffdimSY^QkkoffdimSY^QkkoffdimSY^QkhoQiv3JMMQkk^Jvdom`kvkOLkYmQJLom`Qbm kYmQJLom`QbmkMdoi!kYmQLQO`Jm"kYmQLiYOUQ#kYmQMdbmiJMmYdbkMdoi$kYmQQ^Qq%kYmQWvOidUiJfW&kYmQfYQi'kYmQfYQikMdoi(kYmQkJbOh)]mW??Y@Y@IIIYesRiprapRiprapxpkf"2N,,:W=@@(\uU@(\T@@1SingleCylindricalUnknownPilesSquare@~_LVALU Darbyxsections.xls - Excel worksheet with real-time, pre- and post-flood survey data aBVR7Saco.xls - Excel worksheet with survey data (September 18, 2001) and the resulting plot of bathymetry profiles used to estimate depth of scour during the 1986 flood. bvr7AND9saco.dwg - AutoCad file of the surveyed points collected during the 9/17-9/18/01 data collection trip. File contains both overflow bridges of the Beaver Creek. Bvr7saco.dxf - AutoCad file of 9/17-9/18/01 survey in a .dxf file format. Bvr7saco.txt - ASCII file of the data points collected at the overflow bridge 7 miles W of Saco during the 9/17-9/18/01 survey. BVR7Saco.xls - Excel worksheet with survey data (September 18, 2001) and the resulting plot of bathymetry profiles used to estimate depth of scour during the 1986 flood. bvr7AND9saco.dwg - AutoCad file of the surveyed points collected during the 9/17-9/18/01 data collection trip. File contains both overflow bridges of the Beaver Creek. Bvr7saco.dxf - AutoCad file of 9/17-9/18/01 survey in a .dxf file format. Bvr7saco.txt - ASCII file of the data points collected at the overflow bridge 7 miles W of Saco during the 9/17-9/18/01 survey. Photos of the Site (P000 prefix; .jpg format): # Description -------- --------------------------------------------------------- 1063. Under bridge looking upstream, cow carcass adds to scenery and aroma of site. 1064. Under bridge looking downstream between line of piers #2 and #3. 1065. Upstream of bridge, looking downstream 1066. Chad Wagner collects bed material sample at upstream approach section 1067. Picture of bed material sample hole 1068. From bridge looking downstream at the extent of contraction scour 1069. same as 1068Darbyxsections.xls - Excel worksheet with real-time, pre- and post-flood survey data and the resulting plot of bathymetry profiles used to estimate depth of scour during the June, 1996 flood. Photos of the Site (Dscn prefix; .jpg formats): # Description ------------------------------------------------------------------ 208. Looking downstream from cableway 209. Looking downstream from cableway 210. Looking downstream from cableway at right abutment 211. Looking downstream from cableway at right floodplain 212. Looking upstream from bridge 213. Looking upstream at left floodplain and cableway 214. Local scour at right pier 215. Looking downstream at scour at right pier 216. Looking downstream from bar on right bank 217. Looking upstream along right pier 218. Looking upstream from bar on right side 219. Note flow line on right pier Photos of the Site (Bitterroot River prefix; .jpg formats): # Description ------------------------------------------------------------------ 1 Flow where some contraction probably occurred 2 TLH assisting in pebble count U/S of approach section 3 No Description 4 Note SRH standing in scour hole 5 No Description 000Bridge.Ov0Bridge.Overtop- 000Bridge.Overtop-000Bridge.Overtop- 0Bridge.Overtop- g0Bridge.Overtop- g000Bridge.0Bridge.Over0Bridge.Overtop-0Bridge.Overtop- 0Bridge.Overtop- 0Bridge.Overtop- 0Bridge.Overtop-0Bridge.Overtop- 0Bridge.Overtop- 0Bridge.Overtop- g0Bridge.Overtop- g0Bridge.Overtop- g0Bridge.Overtop- g0Bridge.Overtop- g0Bridge.Overtop- g0Bridge.Overtop- g0Bridge.Overtop- 0Bridge.Overtop- g0Bridge.Overtop- g0Bridge.Overtop- g0Bridge.Overtop- g/Bri0Bridge.Overtop- 0Bridge.Overtop-0Bridge.Overtop- g0Bridge.Overtop- g0Bridge.Overtop- g0Bridge.Overtop- 0Bridge.Overtop- g0Bridge.Overtop- 0Bridge.Overtop- g0Bridge.Overtop- g0Bridge.Overtop- g0Bridge.Overtop- g0Bridge.Overtop- g0Bridge.Overtop- 0Bridge.Overtop- g0Bridge.Overtop- g0Bridge.Overtop- g0Bridge.Overtop- g0Bridge.Overtop- g0Bridge.Overtop- g0Bridge.Overtop- 0Bridge.Overtop- g0Bridge.Overtop-0Bridge.Overtop- g0Bridge.Overtop- g0Bridge.Overtop- 0Bridge.Overtop- 0Bridge.Overtop- 0Bridge.Overtop- 0Bridge.Overtop- g#3;WF@@(\uU@(\T@@2GroupCylindricalUnknownPilesSquare@~_ LVAL N~~         On April 28, 1993, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected : Cross Distance Section Upstream Sample Comments 1 100 ft 1 Bed at about mid-span between bents 16-17L. 1 100 ft 2 Bed in vicinity of main piers 17-18L. 2 500 ft On April 28, 1993, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected : Cross Distance Section Upstream Sample Comments 1 100 ft 1 Bed at about mid-span between bents 16-17L. 1 100 ft 2 Bed in vicinity of main piers 17-18L. 2 500 ft 3 Mid-channel. 2 500 ft 4 Left part channel. 3 900 ft 5 Mid-to-left part of channel. The right part of the channel bed at cross sections 2 & 3 seems to be mostly silty clay. Bed sample no.1 was used for bents 14-16R and sample no.2 was used for main piers 17-18R. For pile bent 12-13R, the material is a clay with a cohesion of about 240 lb/ft2 and an angle of internal friction of about 27 degrees, as determined from shear-strength tests on Sept.20, 1991.#3<WN@@QuU@QT@@3GroupCylindricalUnknownPilesSquare@~_ LVAL ||||| | | | | | | | ||  On April 28, 1993, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected : Cross Distance Section Upstream Sample Comments 1 100 ft 1 Bed at about mid-span between bents 16-17L. 1 100 ft 2 Bed in vicinity of main piers 17-18L. 2 500 ft On April 28, 1993, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected : Cross Distance Section Upstream Sample Comments 1 100 ft 1 Bed at about mid-span between bents 16-17L. 1 100 ft 2 Bed in vicinity of main piers 17-18L. 2 500 ft 3 Mid-channel. 2 500 ft 4 Left part channel. 3 900 ft 5 Mid-to-left part of channel. The right part of the channel bed at cross sections 2 & 3 seems to be mostly silty clay. Bed sample no.1 was used for bents 14-16R and sample no.2 was used for main piers 17-18R. For pile bent 12-13R, the material is a clay with a cohesion of about 240 lb/ft2 and an angle of internal friction of about 27 degrees, as determined from shear-strength tests on Sept.20, 1991. N55;W@@2GroupCylindricalUnknownPilesSquare@~Wf LVAL              On April 28, 1993, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected : Cross Distance Section Upstream Sample Comments 1 100 ft 1 Bed at about mid-span between bents 16-17L. 1 100 ft 2 Bed in vicinity of main piers 17-18L. 2 500 ft On April 28, 1993, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected : Cross Distance Section Upstream Sample Comments 1 100 ft 1 Bed at about mid-span between bents 16-17L. 1 100 ft 2 Bed in vicinity of main piers 17-18L. 2 500 ft 3 Mid-channel. 2 500 ft 4 Left part channel. 3 900 ft 5 Mid-to-left part of channel. The right part of the channel bed at cross sections 2 & 3 seems to be mostly silty clay. Bed sample no.1 was used for bents 14-16R and sample no.2 was used for main piers 17-18R. For pile bent 12-13R, the material is a clay with a cohesion of about 240 lb/ft2 and an angle of internal friction of about 27 degrees, as determined from shear-strength tests on Sept.20, 1991. <W@@3GroupCylindricalUnknownPilesSquare@~Wf :W@@1SingleCylindricalUnknownPilesSquare@~WfLVAL4 t.D$%$8  ?@%$%`%%%%$ %%%.%V%~%%%%&%N%v%%%%&%x%%%%8%`%%%%%0%X%%%%%%%%%%%%%%%%%%%%%%%%.%V%~%%%%&%N%v%%%%&%   (                   (   %Site - Bridge2.PKey BedMat%Site - Bridge2.Site/Site - Bridge2.MeasureNo%Site - Bridge2.Date!Site - Bridge2.Yr!Site - Bridge2.Mo!Site - Bridge2.Dy+Site - Bridge2.Sampler#Site - Bridge2.D95#Site - Bridge2.D84#Site - Bridge2.D50#Site - Bridge2.D16!Site - Bridge2.SP'Site - Bridge2.Shape-Site - Bridge2.Cohesion-Site - Bridge2.Comments` %X %% % 8%;b+@%8% % % % .% V% ~% % % % &% N% v% % % % &%Site - Bridge20% % %%8%@G~sq_dSite - Bridge2~sq_dBed Material8% x% % % % % % % % 8% % `% % % % % % % %  % %  0% %  X% %  % %  % % % % % %x%%%%8%`%%%%%0%X%%%%%% % % .% V% ~% % % % &% N% v% % % % &%BedMat %p% %x% %% .%% V%% ~%% %% %% %% &%% N%% v%% %% %% %% &%%x%%%%8%`%%%%%0%X%%%%%%8%Е%__SiteID% % %% 8%8%x%%%8%`%%`%%`%%`%%`%%`%%`%%`%%`%%`%%`%%`%%`%%`%%`%%`%%`%%`%%`%%`%%`%%`%%`%%`%%`%%`%%`%%`%%`%%`%%8%$%%%%`%% 0%% %% %% %% %% 0%% %% %%  %%  %%  %%  %%  0%% %% $%z %h$%%h8%(%P%`%%%%%%%%@%%x%%%%%(% %8%X%H%%X%%h%%x%8%% p%%(% LVAL  @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @S;NS<NS=NS>NS?NS@NSANSBNSCN SDN SEN SFN SGN SHNSINSJNSKNSLNSMNSNNSONSPNSQNSRNSSNSTNSUNSVNSWNSXNSYNSZN S[N!S\N"S]N#S^N$S_N%S`N&SaN'SbN(ScN)SdN*SeN+SfN,SgN-ShN.SiN/SjN0SkN1SlN2SmN3SnN4SoN5SpN6SqN7SrN8SsN9StPSuPSvPSwPSxPSyPSzPS{PS|PS}P S~P SP SP SP SPSPSPSPSPSPSPSPSPSPSPSPSPSPSPSPSPSPSP SP!SP"SP#SP$SP%SP&SP'SP(SP)SP*SP+SP,SP-SP.SP/SP0SP1SP2SP3SP4SP5SP6SP7SP8SP9SP:SRSRSRSRSRSRSRSRSRSR SR SR SR SR SRSRSRSRSRS`% (%%%@%x% %% %X%%%% (8% p%h@(%0%8%@%H%P%X%`%h%p%x%%%%%%(%`%%%%@%x%%% %X%%%%8%p%% BedMat%%0%SiteBedMatPrimaryKey NoDupsH%%v @"%0"%0$%% % q% % % % % % % % % % % % % % % % % % % % % % % % % % % % %X$% `%h$%H$%$%"%BedMat%%%%@"%%x"%"%% %P#% h#%p#%#%SiteBedMat #%#% %[__SiteID]#%#%#%"%#% "%$%#%#%#%SiteBedMatx"%% %h$% $%h$%$%%ωωωωωωωωωωωωωωu t a ` M MMM: &  v vvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvv u b aNM:9&%ts`_L] <q @  @ ʚ7 wrk煬D053: f1<;.D1#mЅw?NԢf9uG] `dR,n @n @Site_Data@ҏs@I@XLL@4444442 `cE~:m @E~:m @~sq_ffrm_AbutScr@[4MR2KeepLocal TNBBBBBB@ `bs}:m @s}:m @~sq_ffrm_contractscr@"W4MR2KeepLocal TVJJJJJJH `az:m @z:m @~sq_ffrm_Master@+T4MR2KeepLocal TL@@@@@@> ``z:m @z:m @~sq_cfrm_Master~sq_cfrm_Contact@x @S4MR2KeepLocal Tl``````^ `_z:m @z:m @~sq_cfrm_Master~sq_cFrm_BedMat@oN4MR2KeepLocal Tj^^^^^^\ `^N|z:m @N|z:m @~sq_cfrm_Master~sq_cfrm_Bridge@?4MR2KeepLocal Tj^^^^^^\ `]N|z:m @N|z:m @~sq_cfrm_Master~sq_cfrm_Abutment@n.4MR2KeepLocal Tnbbbbbb` `\N|z:m @N|z:m @~sq_cfrm_Master~sq_cfrm_Pier@M,4MR2KeepLocal TfZZZZZZX `[z:m @z:m @~sq_cfrm_Master~sq_cfrm_pierscr@O*4MR2KeepLocal Tl``````^ `Zz:m @z:m @~sq_cfrm_Master~sq_cfrm_contractscr@"4MR2KeepLocal Tthhhhhhf `Yz:m @z:m @~sq_cfrm_Master~sq_cfrm_AbutScr@4MR2KeepLocal Tl``````^ `Xy:m @y:m @~sq_cfrm_Master~sq_cfrm_peaks@_փ4MR2KeepLocal Th\\\\\\Z `WBXy:m @y:m @~sq_cfrm_Master~sq_cfrmSupportFiles@ @]4MR2KeepLocal Tthhhhhhf `V @ @Admin@ @=8,,,,,,,,,* Uzb+@zb+@~sq_dSite - Bridge2~sq_dBedMat2@NwC 4MR2KeepLocal Tl``````^ `LVALC x.D $'N$8  ?0'$'P''''$ '''.'V'~''''&'N'v''''&'x''''8'`'''''0'X''''''''''''''''''''''''.'V'~''''&'N'v''''&'   (                   (   %Site - Bridge2.PKey BedMat%Site - Bridge2.Site/Site - Bridge2.MeasureNo%Site - Bridge2.Date!Site - Bridge2.Yr!Site - Bridge2.Mo!Site - Bridge2.Dy+Site - Bridge2.Sampler#Site - Bridge2.D95#Site - Bridge2.D84#Site - Bridge2.D50#Site - Bridge2.D16!Site - Bridge2.SP'Site - Bridge2.Shape-Site - Bridge2.Cohesion-Site - Bridge2.CommentsP 'H '' ' 8'zb+@'8'%'''`.'% V'~''%'%%'&' N'% v' ў'  '% '&'Site -  Bridge2 ' '''8'@=~sq_dSite - Bridge2~sq_dBedMat28' x' ' ' ' ' ' ' ' 8' ' `' ' ' ' ' ' ' '  ' '  0' '  X' '  ' '  ' ' ' ' ' 'x''''8'`'''''0'X''''' 'Е'itI'%.'V'%x~'%`'`%'%'}%&' N'% v'% %'` '`% '%&'%BedMat '`' 'h' 'p' .'x' V'' ~'' '' '' '' &'' N'' v'' '' '' '' &''x''''8'`'''''0'X''''''('Е'__SiteID' ' '' 8'8'x'''8'P''P''P''P''P''P''P''P''P''P''P''P''P''P''P''P''P''P''P''P''P''P''P''P''P''P''P''P''P''P''8'$''''`'' 0'' '' '' '' '' 0'' '' ''  ''  ''  ''  ''  0'' '' $'z 'X$''X8''@'P''''''''0''h'''''''('H'8''H' LVAL 'X''h'('x' `'''P' ('''0'h' '''H'''' ((' `'h@' '('0'8'@'H'P'X'`'h'p'x'''''P''''0'h''''H''''('`'' BedMat'' 'SiteBedMatPrimaryKey NoDups8''v 0"' "' $'' ' q' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' 'H$' P'X$'8$'$'"'BedMat''''0"''h"'"'' '@#' X#'`#'p#'SiteBedMat #'#' '[__SiteID]#'#'#'"'#' "'$'#'#'#'SiteBedMath"'' 'X$'$'X$'$''"2OPWYVD Admin F&1UnknownUnknownUnknownUnknown! LVAL NrrThe scour value represent computed pier scour from an "equilibrium bed" elevation (established in Nov, 1999, based on survey and historical data) and hydraulic parameters were etimated with a WSPRO simulation. The effective pier diameter is calculated using Melville & Dongel (1992) wherein the effect of a debris raft is converted to an effective pier diameter basedThe scour value represent computed pier scour from an "equilibrium bed" elevation (established in Nov, 1999, based on survey and historical data) and hydraulic parameters were etimated with a WSPRO simulation. The effective pier diameter is calculated using Melville & Dongel (1992) wherein the effect of a debris raft is converted to an effective pier diameter based on the thickness of the raft (assumed to be the approach depth divided by 3.4 = (17.1/3.4) = 5.03) and the diameter of the raft (approximated from discharge notes as 70 feet). The computed contraction scour was 0.4 feet, for a total scour of 21.5 feet. The actual measured total scour on this date was 20.0 feet (depth below "equilibrium bed" from measurement notes).&ON77WYVD Admin F&2UnknownUnknownUnknownUnknown@<aZ,3 j  g I t V 8  S 5  e $  d65ly[=hJ,?!………………ContracContracContractionScour111 PNEAbutment ScourAbutment-HydrographSS-  NE GPNE NE GPNE([__SiteID] = SiteID)4 'NE__SiteID!!! OPNEAbutment ScourAbutment-HydrographSS-  NE GPNE NE GPNE([__SiteID] = SiteId)4 'NE__SiteID!!! OPNEContraction ScourAbutment-HydrographYY3  NE GPNE NE GPNE([__SiteID] = SiteId)4 'NE__SiteID!!! OPNEContraction ScourAbutment-HydrographYY3  NE GPNE NE GPNE([__SiteID] = SiteId)4 'NE__SiteID!!! OPNEContraction ScourAbutment-HydrographYY3  NE GPNE NE GPNE([__SiteID] = SiteId)4 'NE__SiteID!!! OPNEContraction ScourAbutment-HydrographYY3  NE GPNE NE GPNE([__SiteID] = SiteId)4 'NE__SiteID!!! OPNEContraction ScourAbutment-HydrographYY3  NE GPNE NE GPNE([__SiteID] = SiteId)4 'NE__SiteID!!! OPNEPier ScourAbutment-HydrographKK%  NE GPNE NE GPNE([__SiteID] = SiteId)4 'NE__SiteID!!! OPNEContraction ScourAbutment-HydrographYY3  NE GPNE NE GPNE([__SiteID] = SiteId)4 'NE__SiteID!!! OPNEPier ScourAbutment-HydrographKK%  NE GPNE NE GPNE([__SiteID] = SiteID)4 'NE__SiteID!!! OPNESupport FilesAbutment-HydrographQQ+  NE GPNE NE GPNE([__SiteID] = SiteID)4 'NE__SiteID!!! OPNESiteAbutment-Hydrograph??  NE GPNE NE G OWYVD Admin F&3Clear-waterUnknownUnknownInsignificant@<aLVALn This is an 1,180-ft-long bridge crossing the Pearl River at Jackson at river mile 292.5. At this crossing, State Highway 25 is also known as Lakeland Drive. This entry is for the westbound lanes, which are upstream from the eastbound lanes. The bridge has a span arrangement of 15 at 40 ft, 1 at 90 ft, 1 at 120 ft, 1 at 90 ft, and 7 at 40 ft from right to left (west to east). The 40-ft spans are supported by single-pile bents (2L-15L and 20L-25L), the 90-ft spans are supported by a double-pile bent (16L & 19L) and a main pier (17L & 18L), and the 120-ft span is supported by two main piers (17L & 18L). The main piers consist of two 3.5-ft-diameter columns on a pile-supported footing. The pile bents consist of 16x16-in piles. A 75-ft-long spur dike is located at the right (west) abutment, and a 150-ft-long spur dike is located at the left (east) abutment. Scour data were collected during high and low flows using a fathometer. The flow velocities approaching the bridge piers were determined from velocity soundings during discharge measurements obtained at the upstream side of the bridge. Ground-pentrating radar was also used at the site in July 1992 to detect infilling of scour holes. On April 28, 1993, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected: Cross Distance Section Upstream Sample Comments 1 8 ft 1 Bed at about mid-span between bents 16-17L. 1 8 ft 2 Bed in vicinity of main piers 17-18L. 2 400 ft 3 Mid-channel. 2 400 ft 4 Left part channel. 3 800 ft 5 Mid-to-left part of channel. The right part of the channel bed at cross sections 2 & 3 seems to be mostly silty clay. Bed sample no. 1 was used for bents 15-16L and sample no. 2 was used for main piers 17-18L. FodLVALtNooAvgVelBlocked3 3QBlocked) 3DepthAtAbut/ 3VelAtAbut+ 3MeasurementNo3 r pile bents 12-14L, the material is a clay with a cohesion of about 240 lb/ft2 and an angle of internal friction of about 27 degrees, as determined from shear-strength tests on Sept. 20, 1991.'NssWrderColffffff@?nDecimalPlacesRequiredDisMbP?0@9@Desc1LeftUnknownClear-waterInsignificantUnknown@ "2OWrderColnDecimalPlacesRequiredDisplayControlDesc2RightUnknownClear-waterInsignificantUnknownLVALh ~):_ho$'HwQ3N0;ʾContractionScourʾPierScourContraction_Scour_Datafrm_Master Create report in Design viewv^7ά>,0SitePContractionScourά~0SiteXBridgeLVALL This is an 1,140-ft-long bridge crossing the Pearl River at Jackson at river mile 292.5. At this crossing, State Highway 25 is also known as Lakeland Drive. This entry is for the eastbound lanes, which are down- stream from the westbound lanes. The bridge has a span arrangement of 15 at 40 ft, 1 at 90 ft, 1 at 120 ft, 1 at 90 ft, and 6 at 40 ft from right to left (west to east). The 40-ft spans are supported by single-pile bents (2R-15R & 20R-24R), the 90-ft spans are supported by a double- pile bent (16R & 19R) and a main pier (17R & 18R), and the 120-ft span is supported by two main piers (17R & 18R). The main piers consist of two 3.5- ft-diameter columns on a pile-supported footing. The pile bents consist of 16x16-in piles. The bridge is 88 ft downstream from the upstream side of the westbound-lane bridge. Scour data were collected during high and low flows using a fathometer. The flow velocities approaching the bridge piers were determined from velocity soundings during discharge measurements obtained at the upstream side of the upstream bridge, about 88 ft upstream. Ground-pentrating radar was also used at the site in July 1992 to detect infilling of scour holes. On April 28, 1993, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected: Cross Distance Section Upstream Sample Comments 1 100 ft 1 Bed at about mid-span between bents 16-17L. 1 100 ft 2 Bed in vicinity of main piers 17-18L. 2 500 ft 3 Mid-channel. 2 500 ft 4 Left part channel. 3 900 ft 5 Mid-to-left part of channel. The right part of the channel bed at cross sections 2 & 3 seems to be mostly silty clay. Bed sample no.1 was used for bents 14-16R and sample no.2 was used for main piers 17-18R. For pile bent~LVALn< R H  ~~~~~ ~ ~ ~ ~ ~ ~ ~~ PierID% 3 PileTipElevation9 3CapShape) 3$FootOrPileCapWidth= 3BottomElevation7 3TopElevation1  12-13R, the material is a clay with a cohesion of about 240 lb/ft2 and an angle of internal friction of about 27 degrees, as determined from shear-strength tests on Sept.20, 1991.. LVAL> Рn< X  `             On November 18, 1991, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples: Cross Distance Section Upstream Sample Comments 1 0 f On November 18, 1991, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples: Cross Distance Section Upstream Sample Comments 1 0 ft 1 Mostly gravel, some sand. 2 300 ft 2 Mostly gravel. 3 550 ft 3 Mostly sand. From available bed samples, the bed material seems to be gap-graded, indicating a mixture of uniform sand and uniform gravel. Bed sample no.1 was considered most representative of the bed material at the base of pier Nos. 4- 6.0 LVAL@ N          On November 18, 1991, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples:Cross Distance Section Upstream Sample Comments 1 0 ft On November 18, 1991, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples:Cross Distance Section Upstream Sample Comments 1 0 ft 1 Mostly gravel, some sand. 2 300 ft 2 Mostly gravel. 3 550 ft 3 Mostly sand. From available bed samples, the bed material seems to be gap-graded, indicating a mixture of uniform sand and uniform gravel. Bed sample no.1 was considered most representative of the bed material at the base of pier Nos. 4- 6.. LVAL>          On November 18, 1991, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples: Cross Distance Section Upstream Sample Comments 1 0 f On November 18, 1991, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples: Cross Distance Section Upstream Sample Comments 1 0 ft 1 Mostly gravel, some sand. 2 300 ft 2 Mostly gravel. 3 550 ft 3 Mostly sand. From available bed samples, the bed material seems to be gap-graded, indicating a mixture of uniform sand and uniform gravel. Bed sample no.1 was considered most representative of the bed material at the base of pier Nos. 4- 6.&NIIWrderColffffff@?nDecimalPlacesRequiredDisplayControlDesc2RightUnknownClear-waterInsignificantUnknown@GLVAL ;;;;;t ttq kNIINo evidence of abutment scour found during post-flood survey. 100-yr Left Abutment Ae Qe Ve a' Ya Fr Ys 1973 940 .48 515 3.83 .04 (*) ft (*) - Because velocity and Froude number are relatively small, abutment scoNo evidence of abutment scour found during post-flood survey. 100-yr Left Abutment Ae Qe Ve a' Ya Fr Ys 1973 940 .48 515 3.83 .04 (*) ft (*) - Because velocity and Froude number are relatively small, abutment scour is presumed to not occur. 500-yr Left Abutment Ae Qe Ve a' Ya Fr Ys 2616 1174 .45 515 5.08 .04 (*) ft (*) - Because velocity and Froude number are relatively small, abutment scour is presumed to not No evidence of abutment scour found during post-flood survey. 100-yr Left Abutment Ae Qe Ve a' Ya Fr Ys 1973 940 .48 515 3.83 .04 (*) ft (*) - Because velocity and Froude number are relatively small, abutment scour is presumed to not occur. 500-yr Left Abutment Ae Qe Ve a' Ya Fr Ys 2616 1174 .45 515 5.08 .04 (*) ft (*) - Because velocity and Froude number are relatively small, abutment scour is presumed to not occur.No evidence of abutment scour found during post-flood survey. 100-yr Left Abutment Ae Qe Ve a' Ya Fr Ys 2509 1896 .76 470 5.34 .06 (*) ft (*) - Because velocity and Froude number are relatively small, abutment scour is presumed to not occur. 500-yr Left Abutment Ae Qe Ve a' Ya Fr Ys 3027 2355 .78 470.5 6.43 .05 (*) ft (*) - Because velocity and Froude number are relatively small, abutment scour is presumed to not occur.100-yr Right Abutment Ae Qe Ve a' Ya Fr Ys 2099 1030 0.49 527 3.98 .04 (*) ft (*) - Because velocity and Froude number are relatively small, abutment scour is presumed to not occur. 500-yr Right Abutment Ae Qe Ve a' Ya Fr Ys 2764 1266 0.46 527 5.24 .04 (*) ft (*) - Because velocity and Froude number are relatively small, abutment scour is presumed to not occur.100-yr Right Abutment Ae Qe Ve a' Ya Fr Ys 3077 2264 0.74 605 5.09 .06 (*) ft (*) - Because velocity and Froude number are relatively small, abutment scour is presumed to not occur. 500-yr Right Abutment Ae Qe Ve a' Ya Fr Ys 3742 2838 0.76 605.7 6.18 .05 (*) ft (*) - Because velocity and Froude number are relatively small, abutment scour is presumed to not occur.K LVAL[ E On October 4-9, 1991, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected : Cross section Distance upstream Sample On October 4-9, 1991, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected : Cross Distance Section Upstream Sample Comments 1 100 ft 1 Represents right part of chanel begin near station 8180. 1 100 ft 2 Represents left part of channel end near station 8180. 2 1,100 ft 3 Within main flow of low-water channel, from tip of 4th jetty upstream to about 100 ft right. 2 1,100 ft 4 Right part of channel, 175ft from tip of 4th jetty to RWE 2 1,100 ft 5 Near upstream end of 4th jetty. 3 2,000 ft 6 At upstre On October 4-9, 1991, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected : Cross Distance Section Upstream Sample Comments 1 100 ft 1 Represents right part of chanel begin near station 8180. 1 100 ft 2 Represents left part of channel end near station 8180. 2 1,100 ft 3 Within main flow of low-water channel, from tip of 4th jetty upstream to about 100 ft right. 2 1,100 ft 4 Right part of channel, 175ft from tip of 4th jetty to RWE 2 1,100 ft 5 Near upstream end of 4th jetty. 3 2,000 ft 6 At upstream end of sand/gravel bar, all samples here combined. No bed samples were obtained at the piers due to debris, etc. Based on rod probings at the piers, the material at the base of the piers is thought to be mostly gravel with some sand and debris. Also, soil borings by the MDOT indicate gravel is present. Therefore, bed sample no. 6 is thought to be most representative for the bed material at the base of pier nos. 4-6. The International Standard ISO 9195, "Liquid flow measurement in open channels -Sampling and analysis of gravel-bed material", prepared by Technical Committee ISO/TC 113 suggests sampling at the upstream end of gravel bars. The coarse material is associated with the channel-forming processes and sediment^ transport. Therefore sample no. 6 was selected as the most representative.LVAL"This is a 560-ft-long bridge crossing the Homochitto River about 0.8 mi east of Eddiceton. This bridge has six 8-ft-diameter interior pier bents supporting seven 80-ft-long spans. Three of the piers (Nos.3-5) are within the low-water channel. The bridge deck is flat. A 150-ft-long spur dike is located at the right (west) abutment. The bridge is skewed about 10 degrees from normal to the channel and about 20 degrees from normal to the flood plain. Scour data were collected during high flows using a fathometer and during low flows by standard surveys. The bridge piers are inset about 12 ft from the upstream side of the bridge. During high-flow measurements, rubber balls (flotation devices) were used to float the transducer downstream to the upstream side of the pier. Channel sections were sounded on the upstream and downstream sides of the bridge and, in some cases, additional soundings were made close to the upstream side of the inset piers. Because a complete cross section could not usually be obtained along the face of the inset piers, the scour-hole top width and side slope are not defined in most cases. The flow velocities approaching the bridge piers were determined from velocity soundings during discharge measurements obtained at the upstream side of the bridge. On November 18, 1991, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples: Cross Distance Section Upstream Sample Comments 1 0 ft 1 Mostly gravel, some sand. 1 300 ft 2 Mostly gravel. 2 550 ft 3 Mostly sand. From available bed samples, the bed material seems to be gap-graded, indicating a mixture of uniform sand and uniform gravel. Bed sample no.1 was considered most representative of the bed material at the base of pier Nos. 4- 6. On September LVAL Noo     18, 1990, gravel bars and 2- to 3-ft-high dunes were visible downstream of the bridge on the right (west) part of the low-water channel. From observations of water surface during flood-discharge measurements, waves were visible. Therefore, a dune bed form seems likely at this site during high flows.@LVAL! !    1ttUS 93 bridge is supported by one webbed pier (right pier looking downstream) and Piers are numbered from left to right, #1 being the left-most pier (looking downstream) and #3 being the right-most pier. Each of the three piers aPiers are numbered from left to right, #1 being the left-most pier (looking downstream) and #3 being the right-most pier. Each of the three piers are resting on 5.5 ft x 5.5 ft footers, which are supported by 12 concrete? piles. The abutments are constructed with a 1.5:1 slope and are riprapped.Piers are numbered from left to right, #1 being pile-bent on the left abutment and #5 being lpile-bent on the right abutment. Piers #2 - #4 are located from left to right in the channel.US 93 bridge is supported by one webbed pier (right pier looking downstream) and two piers consisting of 6 separate cylindrical piles located on the abutments. The piers are numbered, beginning with the right pier (looking downstream). The bridge spans the channel under low-flow conditions, with the pier #2 located along the right edge of water andPiers are numbered from left to right, #1 being pile-bent on the left abutment and #5 being lpile-bent on the right abutment. Piers #2 - #4 are located from left to right in the channel.US 93 bridge is supported by one webbed pier (right pier looking downstream) and two piers consisting of 6 separate cylindrical piles located on the abutments. The piers are numbered, beginning with the right pier (looking downstream). The bridge spans the channel under low-flow conditions, with the pier #2 located along the right edge of water and the left pier located on the left abutment. The piers located on the abutments (#1 and #3) are protected with rip-rap.Concrete bridge supported by concrete piers on piles. Only pier 9 & 10 are in the main channel. Top of pile caps for piers 9 & 10 approx elev initially, of stream bed, at 673 ft NGVD. Pile caps are 16ft thick, extending down to 657 ft under piers. Lowest part of bridge deck over channel at approx elev 744 ft. Bridge is perpindicular to channel. Confinement of flood flows to width between levees on both banks results in high velocities at bridge. Abutments are behind levees and flow does not get near them. River banks under bridge are the levees and floodwalls which are continuous for 2.25 miles US and 0.5 mile DS of bridge. There is no contraction of flow width from approach to bridge, the only contraction in area is due to presence of the piers.The bridge, 282 ft long, has three 3-ft-wide piers constructed on pile footings spaced 81 ft apart. The left end of the bridge is approximately 3 ft lower than the right end. The piers are aligned with the flow at most stages.The bridge has a concrete deck on steel beam girders and solid-wall round- nose concrete piers. The channel was modified upstream and downstream from the bridge during construction. The site plans are dated 1951. The piers are referenced from the left to right when looking downstream.Constructed in 1905, this 18-ft-wide one-lane bridge is 283 ft long, and it has three concrete-filled steel-cylinder piers (numbered left to right) spaced 105 ft apart with centerlines oriented perpendicular to the bridge centerline. The middle spans are steel "through trusses", and the approach spans are timber stringers. A 2.5-in asphalt pavement covers timber deck planks. State inspections in 1984 indicated component of the spans are in fair to poor condition, and structural analysis indicated limited load-bearing capacity. Undermining of the left approach fill and abutment, as well as possible foundation failures at piers 1 and 2 were also indicated. Consideration of bridge closure or replacement was recommended. LVAL$ &5 On October 4-9, 1991, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected: Cross section no. Distance upstream (ft) Sample no. Comments ------------------------- -------------------------------- ---------------- -------------------------------- 1 180 1 Represents right part of channel beginning near station 8180 1 On October 4-9, 1991, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected: Cross Distance Section Upstream Sample Comments 1 180 ft 1 Represents right part of chanel begin near station 8180. 1 180 ft 2 Represents left part of channel end near station 8180. 2 1,200 ft 3 Within main flow of low-water channel, from tip of 4th On October 4-9, 1991, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected: Cross Distance Section Upstream Sample Comments 1 180 ft 1 Represents right part of chanel begin near station 8180. 1 180 ft 2 Represents left part of channel end near station 8180. 2 1,200 ft 3 Within main flow of low-water channel, from tip of 4th jetty upstream to about 100 ft right. 2 1,200 ft 4 Right part of channel, 175ft from tip of 4th jetty to RWE 2 1,200 ft 5 Near upstream end of 4th jetty. 3 2,100 ft 6 At upstream end of sand/gravel bar, all samples here combined. No bed samples were obtained at the piers due to debris, etc. Based on rod probings at the piers, the material at the base of the piers is thought to be mostly gravel with some sand and debris. Also, soil borings by the MDOT indicate gravel. Therefore, bed sample no. 6 was selected as representative.V @ @ @ @ @ @ @ @ @ @ @ @ @ @gU\gU]gU^gU_gU`gp0gp1gp2gp3gp4gU9     :}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}ʼn}É}ĉ}Ɖ}Š}NJ}ˊ}Ɋ}ʊ}̊}ȋ}͋}ы}ϋ}Ћ}ҋ}Ό}ӌn}Ռ}֌o}ԍptrsuqvzxy{w|耏~聐脐腐臐胑舑茑芑苑荑艒莒蒒萒葒蓒菓蔓蘓薓藓虓蕔蚔螔蜔蝔蟔蛕蠕褕袕裕襕衖視B訖詖a觗aaaaaaaa a aa aa aaa aaaaaaaaaaaavvvvvv v v v vv vvvvvB>B@BAB?+-.,suvtp  LVAL% %Bvr9saco.xls - Excel worksheet with survey data (September 18, 2001) and the resulting plot of bathymetric profiles used to estimate depth of scour during the 1986 flood. bvr7AND9saco.dwg - AutoCad file of the surveyed points collected during the 9/17-9/18/01 data collection trip. File contains both overflow bridges of Beaver Creek. Bvr9saco.dxf - AutoCaGallatin(I90).xls - Excel worksheet with survey data (1995-1997) and the resulting plot of bathymetric profiles used to estimate depth of scour during the during various Spring-runoff flood events. Photos of the Site (DSCN0 prefix; .jpg format): # Description -------- --------------------------------------------------------- 263. from right bank at upstream side of bridge 264. from right bank at right upstream side of Gallatin(I90).xls - Excel worksheet with survey data (1995-1997) and the resulting plot of bathymetric profiles used to estimate depth of scour during the during various Spring-runoff flood eventGallatin(I90).xls - Excel worksheet with survey data (1995-1997) and the resulting plot of bathymetric profiles used to estimate depth of scour during the during various Spring-runoff flood events. Photos of the Site (DSCN0 prefix; .jpg format): # Description -------- --------------------------------------------------------- 263. from right bank at upstream side of bridge 264. from right bank at right upstream side of bridge 265. looking upstream at guidebank on right bank 266. looking from right bank along upstream side of bridge 267. looking at left upstream bank 268. scour at left most pier 269. looking upstream from bridge 270. looking upstream from bridge 271. looking upstream 272. looking downstream from upstream bridge 273. looking from right bank between bridges 274. looking from right bank along downstream edge of downstream bridgeBvr9saco.xls - Excel worksheet with survey data (September 18, 2001) and the resulting plot of bathymetric profiles used to estimate depth of scour during the 1986 flood. bvr7AND9saco.dwg - AutoCad file of the surveyed points collected during the 9/17-9/18/01 data collection trip. File contains both overflow bridges of Beaver Creek. Bvr9saco.dxf - AutoCad file of 9/17-9/18/01 survey in a .dxf file format. Bvr9saco.txt - ASCII file of the data points collected at the overflow bridge 9 miles W of Saco during the 9/17-9/18/01 survey. Photos of the Site (P000 prefix; .jpg format): # Description -------- --------------------------------------------------------- 1071. From bridge, looking downstream at the extent of contraction scour 1072. From bridge, looking upstream at approach section 1073. Under bridge, looking upstream between #1 and #2 piers. 1074. Under bridge, looking downstream at pier #2 1075. Under bridge, looking downstream 1076. Under bridge, looking downstream at pier #1 1077. Under bridge, looking upstream at pier #1 and #2 1078. Under bridge, looking upstream at pier #3 and #2 1079. Looking U/S (8/20/91) 1080. Looking D/S (8/20/91) 1081. Panoramic view looking D/S (8/20/91) LVAL$ 7 On October 4-9, 1991, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected: Cross section no. Distance upstream (ft) Sample no. Comments ------------------------- -------------------------------- ---------------- -------------------------------- 1 180 1 Represents right part of channel beginning near station 8180 1 On October 4-9, 1991, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected: Cross Distance Section Upstream Sample Comments 1 180 ft 1 Represents right part of chanel begin near station 8180. 1 180 ft 2 Represents left part of channel end near station 8180. 2 1,200 ft 3 Within main flow of low-water channel, from tip of 4th On October 4-9, 1991, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected: Cross Distance Section Upstream Sample Comments 1 180 ft 1 Represents right part of chanel begin near station 8180. 1 180 ft 2 Represents left part of channel end near station 8180. 2 1,200 ft 3 Within main flow of low-water channel, from tip of 4th jetty upstream to about 100 ft right. 2 1,200 ft 4 Right part of channel, 175ft from tip of 4th jetty to RWE 2 1,200 ft 5 Near upstream end of 4th jetty. 3 2,100 ft 6 At upstream end of sand/gravel bar, all samples here combined. No bed samples were obtained at the piers due to debris, etc. Based on rod probings at the piers, the material at the base of the piers is thought to be mostly gravel with some sand and debris. Also, soil borings by the MDOT indicate gravel. Therefore, bed sample no. 6 was selected as representative.K[GNho$'c,ei kStationIDStationIDCourier New>gyN0#h,d81`<a bDc,d StationID_Label USGS Station ID:Courier Newpk1CO,er'm<1`ab c,ei kRouteNumberRouteNumberCourier New-5IN%AFd81`<abDc,d "RouteNumber_LabelRoute Number:Courier NewV@hB`;m<1`a bDc,ei kServiceLevelServiceLevelCourier Newd81`<a3bc,d *DebrisFrequency_Label"Debris Frequency:Courier NeẃJ#* m<1`ap5bDc,i kDebrisEffectDebrisEffectCourier NewU)RK[`L#td81`<ap5bDc,d $DebrisEffect_LabelDebris Effect:Courier NewU+;a0NH1s-m<1`a7bDc,i kStreamSizeStreamSizeCourier NewhL׋V\d81`<a7bDc,d StreamSize_LabelStream Size:Courier NewPZ GbHm<1`a8bDc,i kFlowHabitFlowHabitCourier NewȻHM| *]d81`<a8bDc,d FlowHabit_LabelFlow Habit:Courier New[EJkMJЃOm<1`a\:bDc,i kBedMaterialBedMaterialCourier NewrmCO3Ol`d81`<a\:bDc,d "BedMaterial_LabelBed Material:Courier New+#I[@y/m<1`ax1],B Ξd81`a(2bc,d TreeCover_Label"Banks Tree Cover:Courier NewY`OG{6=m<1`Pa3b@ c,i k SinuositySinuoc,i j Text35 =Now()Long DateQ/WHhm;`abc,i jk Text36H="Page " & [Page] & " of " & [Pages]wEꤌd $DrainageArea_Label.Drainage Area (sq mi):Courier New5|a5D="m<1`a,bcei kSlopeInVicinitySlopeInVicinityCourier NewygkLjI{bd81`<a,bcd *SlopeInVsityCourier New"@Jq|bId81`a3bc,d SK[4& H X \ 0 R .Lfjhl|Sinuosity_LabelSinuosity:Courier NewkEi"m<1`Pap5b@ c,i k!BraidingBraidingCourier New3&!`M:ieZd81`ap5bc,d Braiding_LabelBraiding:Courier Newt}#;=mI m<1`Pa7b@ c,i k"AnabranchingAnabranchingCourier Newn*NBd81`a7bc,d $Anabranching_LabelAnabranching:Courier New6)9De={m<1`Pa8b@ c,i k#BarsBarsCourier NewztAI;AN5_`od81`a8bc,d Bars_Label Bars:Courier New+DqPm<1`Pa\:b@ c,i k$StreamWidthStreamWidthCourier New %,K-ˮd81`a\:bcd "StreamWidth_Label2Stream Width Variability:Courier New6Lhd0m<1`a4Sb c,i k%StructNoStructNoCourier New؏|JEd81`<a4SbDc,d StructNo_LabelStructure No:Courier Newyx=M^m;<1`aTb c,i k& Length LengthCourier NewڙGKId81`<aTbDc,d Length_LabelLength(ft):Courier New5dDtym;<1`a|Vb c,i k' Width WidthCourier NewqhLAqd81`<a|VbDc,d Width_LabelWidth(ft):Courier New誸|$G:m;<1` ah[b c,i k(LowLowCourier New#aLDӓkjd81`<ah[bcd Low_Label(Low Chord Elev (ft):Courier NewQHoEm;<1` a ]b c,i k) Upper UpperCourier NewNDKAId81`<a ]b cd Upper_Label,Upper Chord Elev (ft):Courier NewAdB 7lm;<1` a^b c,i k*OvertopOvertopCourier New1wSEI,E8d81`<a^b cd Overtop_Label,Overtopping Elev (ft):Courier NewJќ-@~4m;<1`aT`b c,i k+SkewSkewCourier New}K O<gZsd81`<aT`bDc,d Skew_LabelSkew (degrees):Courier New(raOB7~}/m<1`aabc,i k, Guide GuideCourier NewCh[A5!c1d81`<aabDc,d Guide_LabelGuide Banks:Courier Newƽ|@~@;m m<1`ahbdc,i k- Plans PlansCourier NewJuREL"3}d81`<ahbDc,d Plans_LabelPlans on File:Courier NewM[G@iw m<1`a,jbdc,i k.ParallelParallelCourier Newk\a/fEp~d81`<a,jbDc,d Parallel_Label"Parallel Bridges:Courier New f{@&h'ʟm<1`` ambdc,i k/ContAbutContAbutCourier New5$Az`Gud81`<ambc,d ContAbut_Label(Continuous Abutment:Courier NewA(R}LGm;<1` aTob c,i k0 DistCL DistCLCourier New/F /eMHKɾd81`<aTob c,d DistCL_Label:Distance Between Centerlines:Courier NewkjPA6%m;<1` apb c,i k1 DistPF DistPFCourier New6$*H U<3d81`<apb! c,d DistPF_Label8Distance Between Pier Faces:Courier New (Kϫm;<1`` akbDc,i k2USDSUSDSCourier NewTw'LBUڱ#d81`<akbc,d USDS_Label(UpstreamTK[D ` p  * ` : |2b0fpPB/Downstream:Courier Newɻ~D|Gm;<1`a Xb c,i k3 Spans SpansCourier New>F>ڹ]d81`<a XbDc,d Spans_Label Number of Spans:Courier New~vI,؞;m;<1` aYbDc,i k4VertConfVertConfCourier New? sBzڽ$d81`<aYb c,d VertConf_Label.Vertical Configuration:Courier NewgL^aA m;<1`pafb c,i k5TrafficTrafficCourier New2bp:O箭id81`<afbc,d Traffic_Label$Avg Daily Traffic:Courier NewI3AFm;<1`a@eb c,i k6YearYearCourier NewژaAxd81`<a@ebDc,d Year_LabelYear Built:Courier New@U@1c!m;<1` acbDc,i k7 Class ClassCourier NewjB @r`Hf d81`<acbn c,d Class_Label0Waterway Classification:Courier New*7C@&.m<1`<atb$c,k8$Bridge_Description$Bridge_DescriptionCourier NewfBhYn :d81`<arb` c0Bridge_Description_Label&Bridge Description:Courier NewvU,KtٯKd`<aQb@ c,d Label156Bridge Datao$HF1p4`<aIb$cd9BedMat2Report.BedMat2Site SiteIDCzԮJZmd7`<aHbcJd BedMat2 LabelBed MaterialBedMat2_Label|Q@adf2`<aRbT$3fLine177 }wHg{XLYp46`<aMb$cd:Bed MaterialReport.BedMat3Site SiteIDBed_Materialx.GIvVm;<1`aCc,i k; nHighL nHighLCourier New1W.嶢M~dd781`xaCbHcd Label184 High:Courier New!^o_3C= kJm;<1`aCc,i k< nHighR nHighRCourier Neww.\IzxT^Nm;<1` aCc,i k= nHighM nHighMCourier NewS;{A p+'m;<1`aEc,i k> nLowL nLowLCourier New }OnI~nd781`xaEbcd Label187Low:Courier NewY>#O~1 IGm;<1` aEc,i k? nLowM nLowMCourier Newc$ HIe(m;<1`aEc,i k@ nLowR nLowRCourier NewdOa/:8d781`xaAbTcd Label189Right OverbankCourier New|E5f?סm;<1`apDc,i kA nTypL nTypLCourier Newv)/S&GN3d781`xapDbHcd Label190Typical:Courier New*X8I̅!mm;<1` apDc,i kB nTypM nTypMCourier NewȯIhnmd781` aAbcd Label191ChannelCourier Newk. O7:m;<1`apDc,i kC nTypR nTypRCourier Newa#YHDhnd781`aAbcd Label192Left OverbankCourier NewhKM8ӄbsd`<a>b chd Label196Roughness Dataez0Csf2`<a?bLine197aۯICTHdjp4a\vbD%cddD&Abutment-Hydrograph4Report.Abutment-Hydrograph SiteID SiteID&Abutment_Hydrograph'QR>ZO:W%Kd`<abchd Label200&Elevation Reference_WKYb@f2`<abT$Line201PIN|d`<aP(bcd Label202Stream Data~N-vA(J5f2`<a|)b$Line203AS%j^FfZ0d81`<UK[a bDc,d Label204Site Name:Courier NewŤSKAЗJwf2`<a\bT$Line205i̡!DzDzmLd`<a<bcJd Label206Site Location:#H\@D65ʇ"f2`<ahbT$Line207x]|bnM'Ud81`4a?bcLabel208$Manning's n ValuesCourier NewOp#Doaxim;<1`ab| c,ei kECityCityCourier New(W}KjA|'+qvd781`<abcd Label216Nearest City:Courier NewָFO>5-m;<1`aTc,i kF HighwayMilePoint HighwayMilePointCourier NewWN}d781`<aTbRc,d Label217&Highway Mile Point:Courier New8NJ9m;<1`abc,i kGStreamIDStreamIDCourier NewG@q>kKd-kd781`<abcd Label218Stream Name:Courier Newl04Bpf2`<aIb%Line2192B_TwoH} 0om 2<1`abcsei kHContactContactCourier Newg7=iLυ4d781`abcd Label220Contact:Courier Neww%ٸmvE?%+Hm 2<1`aXb<cpi kIPublicationPublicationCourier New0/M_ȺOCd781`ahbcd Label221Publication:Courier New9+zblHƔfz`"PageFooterSection{G8]Kb rrm;<1`<abci Text133 =Now()Long DateCourier New*ϪJtMB nLowL nLowLCourier New }OnI~nd781`xaEbcd Label187Low:Courier NewY>#O~1 IGm;<1` aEc,i k? nLowM nLowMCourier Newc$ HIe(m;<1`aEc,i k@ nLowR nLowRCourier NewdOa/:8d781`xaAbTcd Label189Right OverbankCourier New|E5f?סm;<1`apDc,i kA nTypL nTypLCourier Newv)/S&GN3d781`xapDbHcd Label190Typical:Courier New*X8I̅!mm;<1` apDc,i kB nTypM nTypMCourier NewȯIhnmd781` aAbcd Label191ChannelCourier Newk. O7:m;<1`apDc,i kC nTypR nTypRCourier Newa#YHDhnd781`aAbcd Label192Left OverbankCourier NewhKM8ӄbsd`<a>b chd Label196Roughness Dataez0Csf2`<a?bLine197aۯICTHdjp4a\vbD%cddD&Abutment-Hydrograph4Report.Abutment-Hydrograph SiteID SiteID&Abutment_Hydrograph'QR>ZO:W%Kd`<abchd Label200&Elevation Reference_WKYb@f2`<abT$Line201PIN|d`<aP(bcd Label202Stream Data~N-vA(J5f2`<a|)b$Line203AS%j^FfZ0d81`<aHbDc,d Label204Site Name:Courier NewŤSKAЗJwf2`<a\bT$Line205i̡!DzDzmLd`<a<bcJd Label206Site Location:#H\@D65ʇ"f2`<ahbT$Line207x]|bnM'Ud81`4a?bcLabel208$Manning's n ValuesCourier NewOp#Doaxim;<1`VK LVAL[ G On October 4-9, 1991, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected : Cross section Distance upstream Sample On October 4-9, 1991, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected : Cross Distance Section Upstream Sample Comments 1 100 ft 1 Represents right part of chanel begin near station 8180. 1 100 ft 2 Represents left part of channel end near station 8180. 2 1,100 ft 3 Within main flow of low-water channel, from tip of 4th jetty upstream to about 100 ft right. 2 1,100 ft 4 Right part of channel, 175ft from tip of 4th jetty to RWE 2 1,100 ft 5 Near upstream end of 4th jetty. 3 2,000 ft 6 At upstre On October 4-9, 1991, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected : Cross Distance Section Upstream Sample Comments 1 100 ft 1 Represents right part of chanel begin near station 8180. 1 100 ft 2 Represents left part of channel end near station 8180. 2 1,100 ft 3 Within main flow of low-water channel, from tip of 4th jetty upstream to about 100 ft right. 2 1,100 ft 4 Right part of channel, 175ft from tip of 4th jetty to RWE 2 1,100 ft 5 Near upstream end of 4th jetty. 3 2,000 ft 6 At upstream end of sand/gravel bar, all samples here combined. No bed samples were obtained at the piers due to debris, etc. Based on rod probings at the piers, the material at the base of the piers is thought to be mostly gravel with some sand and debris. Also, soil borings by the MDOT indicate gravel is present. Therefore, bed sample no. 6 is thought to be most representative for the bed material at the base of pier nos. 4-6. The International Standard ISO 9195, "Liquid flow measurement in open channels -Sampling and analysis of gravel-bed material", prepared by Technical Committee ISO/TC 113 suggests sampling at the upstream end of gravel bars. The coarse material is associated with the channel-forming processes and sediment^ transport. Therefore sample no. 6 was selected as the most representative. LVAL$ 9 On October 4-9, 1991, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected: Cross section no. Distance upstream (ft) Sample no. Comments ------------------------- -------------------------------- ---------------- -------------------------------- 1 180 1 Represents right part of channel beginning near station 8180 1 On October 4-9, 1991, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected: Cross Distance Section Upstream Sample Comments 1 180 ft 1 Represents right part of chanel begin near station 8180. 1 180 ft 2 Represents left part of channel end near station 8180. 2 1,200 ft 3 Within main flow of low-water channel, from tip of 4th On October 4-9, 1991, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected: Cross Distance Section Upstream Sample Comments 1 180 ft 1 Represents right part of chanel begin near station 8180. 1 180 ft 2 Represents left part of channel end near station 8180. 2 1,200 ft 3 Within main flow of low-water channel, from tip of 4th jetty upstream to about 100 ft right. 2 1,200 ft 4 Right part of channel, 175ft from tip of 4th jetty to RWE 2 1,200 ft 5 Near upstream end of 4th jetty. 3 2,100 ft 6 At upstream end of sand/gravel bar, all samples here combined. No bed samples were obtained at the piers due to debris, etc. Based on rod probings at the piers, the material at the base of the piers is thought to be mostly gravel with some sand and debris. Also, soil borings by the MDOT indicate gravel. Therefore, bed sample no. 6 was selected as representative.LVAL,This is a 696-ft-long bridge crossing the Pearl River about 1.5 mi southwest of Columbia at river mile 137.8. This entry is for the eastbound lanes, which are downstream from the westbound lanes. The bridge has four piers (pier nos. 4-7) within the low-water channel and pier no. 8 near the right (west) edge of the low-water channel. Pier nos. 3-6 consist of two rectangular, vertically tapered piers with a connecting web wall. Pier nos. 2 and 7-9 consist of two rectangular, vertically tapered piers with no connecting web wall. The upstream side of this bridge is 78 ft downstream from the upstream side of the westbound-lane bridge. The bridge is in a 190-ft-long vertical curve with 0.35% approach grades. The spill-through slopes at the abutments are earthen. Riprap is scatterred on the left bank through the bridge opening and is scattered in the vicinity of pier no. 4, which should have an effect on the local scour. The upstream left (east) bank has experienced lateral erosion in recent years. The bridge crossing is in a channel reach in a transition between a 125-degree bend about 1,700 ft upstream and a 145-degree bend about 1,100 ft downstream from the bridge. In an effort to control the bank erosion on the left bank, five flow deflectors were constructed along the left bank in 1985-86 from the bridge to about 1,600 ft upstream. Scour data were collected during high and low flows using a fathometer. The flow velocities approaching the bridge piers were estimated using the velocities measured at the upstream side of the upstream bridge, about 78 ft upstream of this bridge. Therefore, the change in flow velocity that may have occurred between the upstream bridge and the upstream side of this downstream bridge is not accountable. On October 4-9, 1991, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief ُNjjNN N NY@$@ LVAL$ ; On October 4-9, 1991, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected: Cross section no. Distance upstream (ft) Sample no. Comments ------------------------- -------------------------------- ---------------- -------------------------------- 1 180 1 Represents right part of channel beginning near station 8180 1 On October 4-9, 1991, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected: Cross Distance Section Upstream Sample Comments 1 180 ft 1 Represents right part of chanel begin near station 8180. 1 180 ft 2 Represents left part of channel end near station 8180. 2 1,200 ft 3 Within main flow of low-water channel, from tip of 4th On October 4-9, 1991, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected: Cross Distance Section Upstream Sample Comments 1 180 ft 1 Represents right part of chanel begin near station 8180. 1 180 ft 2 Represents left part of channel end near station 8180. 2 1,200 ft 3 Within main flow of low-water channel, from tip of 4th jetty upstream to about 100 ft right. 2 1,200 ft 4 Right part of channel, 175ft from tip of 4th jetty to RWE 2 1,200 ft 5 Near upstream end of 4th jetty. 3 2,100 ft 6 At upstream end of sand/gravel bar, all samples here combined. No bed samples were obtained at the piers due to debris, etc. Based on rod probings at the piers, the material at the base of the piers is thought to be mostly gravel with some sand and debris. Also, soil borings by the MDOT indicate gravel. Therefore, bed sample no. 6 was selected as representative.K LVAL[ I On October 4-9, 1991, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected : Cross section Distance upstream Sample On October 4-9, 1991, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected : Cross Distance Section Upstream Sample Comments 1 100 ft 1 Represents right part of chanel begin near station 8180. 1 100 ft 2 Represents left part of channel end near station 8180. 2 1,100 ft 3 Within main flow of low-water channel, from tip of 4th jetty upstream to about 100 ft right. 2 1,100 ft 4 Right part of channel, 175ft from tip of 4th jetty to RWE 2 1,100 ft 5 Near upstream end of 4th jetty. 3 2,000 ft 6 At upstre On October 4-9, 1991, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected : Cross Distance Section Upstream Sample Comments 1 100 ft 1 Represents right part of chanel begin near station 8180. 1 100 ft 2 Represents left part of channel end near station 8180. 2 1,100 ft 3 Within main flow of low-water channel, from tip of 4th jetty upstream to about 100 ft right. 2 1,100 ft 4 Right part of channel, 175ft from tip of 4th jetty to RWE 2 1,100 ft 5 Near upstream end of 4th jetty. 3 2,000 ft 6 At upstream end of sand/gravel bar, all samples here combined. No bed samples were obtained at the piers due to debris, etc. Based on rod probings at the piers, the material at the base of the piers is thought to be mostly gravel with some sand and debris. Also, soil borings by the MDOT indicate gravel is present. Therefore, bed sample no. 6 is thought to be most representative for the bed material at the base of pier nos. 4-6. The International Standard ISO 9195, "Liquid flow measurement in open channels -Sampling and analysis of gravel-bed material", prepared by Technical Committee ISO/TC 113 suggests sampling at the upstream end of gravel bars. The coarse material is associated with the channel-forming processes and sediment^ transport. Therefore sample no. 6 was selected as the most representative. LVAL$ = On October 4-9, 1991, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected: Cross section no. Distance upstream (ft) Sample no. Comments ------------------------- -------------------------------- ---------------- -------------------------------- 1 180 1 Represents right part of channel beginning near station 8180 1 On October 4-9, 1991, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected: Cross Distance Section Upstream Sample Comments 1 180 ft 1 Represents right part of chanel begin near station 8180. 1 180 ft 2 Represents left part of channel end near station 8180. 2 1,200 ft 3 Within main flow of low-water channel, from tip of 4th On October 4-9, 1991, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected: Cross Distance Section Upstream Sample Comments 1 180 ft 1 Represents right part of chanel begin near station 8180. 1 180 ft 2 Represents left part of channel end near station 8180. 2 1,200 ft 3 Within main flow of low-water channel, from tip of 4th jetty upstream to about 100 ft right. 2 1,200 ft 4 Right part of channel, 175ft from tip of 4th jetty to RWE 2 1,200 ft 5 Near upstream end of 4th jetty. 3 2,100 ft 6 At upstream end of sand/gravel bar, all samples here combined. No bed samples were obtained at the piers due to debris, etc. Based on rod probings at the piers, the material at the base of the piers is thought to be mostly gravel with some sand and debris. Also, soil borings by the MDOT indicate gravel. Therefore, bed sample no. 6 was selected as representative. LVAL 6Velocity = .49 ft/s Depth = 3.95 Main Channel K = 369110 Left K = 0 Rigth K = 0 Bridge Section 100-yr Worst Case K-tube velocity = 6.95 area = 15.7 sq. ft. Uncontracted Section 500-yr Average velocity = .46 ft/s Depth = 5.2 ft Main Channel K=582823 Left K=0 Right K=0 Bridge Section 500-yr Worst Case K-tube = 5.9 area = 22.7 sq ftLVAL.bNoovvvvv v v v v v v v vv description of the bed samples collected: Cross Distance Section Upstream Sample Comments 1 180 ft 1 Represents right part of chanel begin near station 8180. 1 180 ft 2 Represents left part of channel end near station 8180. 2 1,200 ft 3 Within main flow of low-water channel, from tip of 4th jetty upstream to about 100 ft right. 2 1,200 ft 4 Right part of channel, 175ft from tip of 4th jetty to RWE 2 1,200 ft 5 Near upstream end of 4th jetty. 3 2,100 ft 6 At upstream end of sand/gravel bar, all samples here combined. No bed samples were obtained at the piers due to debris, etc. Based on rod probings at the piers, the material at the base of the piers is thought to be mostly gravel with some sand and debris. Also, soil borings by the MDOT indicate gravel. Therefore, bed sample no. 6 was selected as representative.o    $%&'() * + , - . / 0 1 2 3 4 5 6 7 89:;<=>?@A3456789:;<=>?@ABCDE        !!!" "!""###$#%$&$'$(%)%*%+&,&-&.'/'0'1(2(3(4)5)6)7*8*9*:+;+<+=,>,?,@-A-B-C.D.E.F/G/H/I0J0011122233 3 4 4 4 555666777888999>->.>/?0?1?2@3@4@5A6A7A8B9B:B;C<C=C>D?D@DAEBECEDFEFFGGGR-R.R/R0T@TATBTBTBTBTBTBTBTBTBTBTBTBTBTCUDUEUFUuVGVHVIWFWGWHWIXJXKXLXMYNYOYPYQZRZSZTZU[V[W[X[Y\Z\[\\\]]^]_]`]a^b^c^d^e_f_g_h_i`j`k`l`manaoapaububububucucucucudududueueu eu!fu"fu#fu$gu%gu&gu'hu(hu)hu*hu+iu,iu-iu.iu/ju0ju1ju2ju3ku4ku5ku6ku7lu8lu9lu:lu;mu<mu=mu>mu?nu@nuAnuBnuCouDouEouFouGpuHpuIpuJpuKqjqjqjquLrjrjrjrjsjsjsj sj tj tj tj tjujujujujvjvjvjvjwjwjwjwjxjxjxjxjyjyj yj!yj"zj#zj$zj%zj&BCDEFGHIJd d d pKpLpMNO   !"#$%&)')())6*6+6,-./012  !"#wTCUDUEUFUuVGVHVIWFWGWHWIXJXKXLXMYNYOYPYQZRZSZTZU[V[W[X[Y\Z\[\\\]]^]_]`]a^b^c^d^e_f_g_h_i`j`k`l`manaoapaububububucucucucudududueueu eu!fu"fu#fu$gu%gu&gu' JKLMNOPQRSTUuoupuqurusutuuuvuwuxuyuzu{u|u}u~uuuuuuuuuuuuuuuuuu     !"#$%&'()*+,-./0123456789:;<=>?jjjjjjjjjj j j j j jjjjjjjjjjjjjjj j!j"j#j$j%j&j'j(j)j*j+j,j-j.j/j0j1j2j3j4j5j6j7j8j9BCDEFGHIJd d d pKpLpMNO   !"#$%&)')())6*6+6,-./012Tj:Tj;Tj<  !"# LVAL$ ? On October 4-9, 1991, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected: Cross section no. Distance upstream (ft) Sample no. Comments ------------------------- -------------------------------- ---------------- -------------------------------- 1 180 1 Represents right part of channel beginning near station 8180 1 On October 4-9, 1991, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected: Cross Distance Section Upstream Sample Comments 1 180 ft 1 Represents right part of chanel begin near station 8180. 1 180 ft 2 Represents left part of channel end near station 8180. 2 1,200 ft 3 Within main flow of low-water channel, from tip of 4th On October 4-9, 1991, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected: Cross Distance Section Upstream Sample Comments 1 180 ft 1 Represents right part of chanel begin near station 8180. 1 180 ft 2 Represents left part of channel end near station 8180. 2 1,200 ft 3 Within main flow of low-water channel, from tip of 4th jetty upstream to about 100 ft right. 2 1,200 ft 4 Right part of channel, 175ft from tip of 4th jetty to RWE 2 1,200 ft 5 Near upstream end of 4th jetty. 3 2,100 ft 6 At upstream end of sand/gravel bar, all samples here combined. No bed samples were obtained at the piers due to debris, etc. Based on rod probings at the piers, the material at the base of the piers is thought to be mostly gravel with some sand and debris. Also, soil borings by the MDOT indicate gravel. Therefore, bed sample no. 6 was selected as representative.LVALuL/The S.R. 3032 bridge over the Red River is referred to as the Barksdale Bridge and connects Shreveport and Bossier City. The flood plain is of low relief with numerous oxbow lakes. However, at the bridge the flood plain is narrowed by levees on both sides. The site consists of two bridges-- the upstream bridge is the westbound lane of S.R. 3032, and the downstream bridge is the eastbound lane of S.R. 3032. The river is straight for more than 10 channel widths upstream and downstream from this bridge. No bed-material samples were available for this site, so samples collected during the same event at Coushatta, located about 50 miles downstream, will be used. Bed-Material Sample Numbers: Left side Center Right side Above bridge 8703 8704 8705 Below bridge 8706 8707 8708 This entry is for the downstream or eastbound bridge. The stage and discharge hydrographs are from the Corps of Engineers gage at Shreveport, which is located about 2 miles upstream from the bridge. The peak stages are at the bridge. The drainage area is from the Shreveport gage. Approach and exit sections were surveyed on 5-18-90 using a Raytheon fathometer. The survey was from tree-line to tree-line. However, these cross sections appear to be 8-10 ft higher than the cross sections collected at the bridge and low-water cross sections taken from 1968-69 and 1980-81 hydrographic surveys published by the U.S. Army Corps of Engineers, New Orleans District. However, the elevation of the low-water sections did agree reasonably well with the ambient bed elevation of the cross sections collected at the bridge during the flood. Because of these discrepencies associated with the elevation of the approach and exit sections, no contraction scour is reported based on these data. The shape of the approach and exit sections were used to assist in the determination of the ambient bed for th LVAL Noo           e local scour reported herein. The approach and exit sections are included as part of this data set because of their use in determining the ambient bed, however, their usefulness for other purposes is questionable based on the information presented above. This is the downstream bridge of two parallel bridges. The velocities reported with the local-scour measurement are from measurements made at the upstream bridge. The piers at the two bridges are aligned, therefore the actual approach velocity for the downstream bridge may be less than the values reported, because of the effect of the piers of the upstream bridge.LVAL/This study site is located on the Susitna River at mile 104 of the Anchorage- Fairbanks Highway, about 3.2 miles west of Sunshine and 10.5 miles downstream from the mouth of the Talkeetna River. The Susitna River basin above the bridge site covers about 11,500 square miles. Less than 15 percent of the area is occupied by glaciers. In the vicinity of the bridge site the river channel is braided and consists of multiple bars and islands. Surface bed material consists of gravel and cobbles and some sand. Floodflows on the Susitna result from snow melt in the spring and from rain- fall combined with glacial melt water in mid to late summer. Records of flood data have been collected about 50 miles upstream on the Susitna River at Gold Creek since 1949. The peak flow occurred June 7, 1964. In 14 of these years, floods occurred in June. The mean annual flood for the scour site was estimated to be about 80,000 cfs. Information on floods in the Susitna River during the summer of 1971 is given by Lamke (1972). The data herein were collected as part of a study and report on general scour at bridge crossings and local scour at bridge piers at sites in south-central and interior Alaska during 1965-72. The purpose of the study was to collect scour data at bridge sites and compare the results with existing laboratory data, field data, and predicted values from selected scour formulas. The report includes a detailed description of the physical setting, hydraulic characteristics, and channel geometry at low and high flows to assist the reader in developing background knowledge on the scour phenomenon in various situations. For the study, all indications of scour were considered to be related to either channel contraction or localized flow conditions at piers and abutments (local scour). All of the scour conditions probably occurred when there was significant bedload transport throughout the streams and Froude Numbers were less than 1, because scour at high flows was followed by fLVALNoo           ill. Information was obtained from floods greater than or equal to the mean annual flood. Soundings to determine cross-sectional profiles, longitudinal profiles, and scour-hole depths were generally obtained with a Raytheon Model DE119 D recording fathometer. Transducers used with the fathometer produced a 8-degree beam width. Equipment used to make soundings, measure velocities, and make discharge measurements were standard USGS equipment as described by Buchanan and Somers (1969). This equipment consists of the "B" reel, Price Type AA current meters, and sounding weights ranging from 50 to 100 lbs. Streambed-material samples were collected using samplers appropriate to stream velocities. Streambeds of sand and small gravel were sampled using a US-BM54. A locally constructed drag sampler was used in conjunction with a 100-lb sounding weight to sample bed material in gravel and cobble streams. Water-surface elevations were measured using standard surveying instruments and techniques. River stages were recorded by automatic recorders or by measuring down from a fixed point using a wire-weight gage. Photographs and surveys were used to aid in interpreting channel patterns, variations in channel cross-sectional shapes, and velocity distributions.`pN44Yi@Unknown0RiprapRiprapyqof'r)DYa@HLN ?mina@ F&qq?5,2709.452iggaaaZZGEُW@@ُV@@LVAL A2This is a 785-ft-long bridge crossing the Pearl River about 1.5 mile southwest of Columbia at river mile 137.8. This entry is for the westbound lanes, which are upstream from the eastbound lanes. The bridge has three 4-ft-diameter pier bents (Nos. 4-6) within the low-water channel supporting the main span over the channel and five interior double-18x18-inch-pile bents (Nos. 2-3 & 7-9) supporting the approach spans on the flood plain. The bridge is in a 680-ft-long vertical curve with 4.0% approach grades. A 150-ft-long spur dike is located at the right (west) abutment. The left (east) bank is covered with riprap through the bridge. The spill-through abutments are paved under the bridge but are not paved on the upstream slope. The upstream left (east) bank has experienced lateral erosion in recent years. The bridge crossing is in a channel reach in a transition between a 125-degree bend about 1,600 ft upstream and a 145-degree bend about 1,200 ft downstream of the bridge. In an effort to control the bank erosion on the left bank, five flow deflectors were constructed in 1985-86 along the left bank from the bridge to about 1500 ft upstream. Scour data were collected during high and low flows using a fathometer. The flow velocities approaching the bridge piers were determined from velocity soundings during discharge measurements at the upstream side of the bridge. On October 4-9, 1991, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected : Cross Distance Section Upstream Sample Comments 1 100 ft 1 Represents right part of chanel begin near station 8180. 1 100 ft 2 Represents left part of channel end near station 8180. 2 1,100 ft 3 Within main flow of low-water channel, from tip of 4th LVALvvvvv v v v v v v v vv  jetty upstream to about 100 ft right. 2 1,100 ft 4 Right part of channel, 175ft from tip of 4th jetty to RWE 2 1,100 ft 5 Near upstream end of 4th jetty. 3 2,000 ft 6 At upstream end of sand/gravel bar, all samples here combined. No bed samples were obtained at the piers due to debris, etc. Based on rod probings at the piers, the material at the base of the piers is thought to be mostly gravel with some sand and debris. Also, soil borings by the MDOT indicate gravel is present. Therefore, bed sample no. 6 is thought to be most representative for the bed material at the base of pier nos. 4-6. The International Standard ISO 9195, "Liquid flow measurement in open channels -Sampling and analysis of gravel-bed material", prepared by Technical Committee ISO/TC 113 suggests sampling at the upstream end of gravel bars. The coarse material is associated with the channel-forming processes and sediment^ transport. Therefore sample no. 6 was selected as the most representative. LVAL The scour value represent computed pier scour from an "equilibrium bed" elevation (established in Nov, 1999, based on survey and historical data) and hydraulic parameters were etimated with a WSPRO simulation. The effective pier diameter is calculated using Melville & Dongel (1992) wherein the effect of a debris raft is converted to an effective pier diameter basedThe scour value represent computed pier scour from an "equilibrium bed" elevation (established in Nov, 1999, based on survey and historical data) and hydraulic parameters were etimated with a WSPRO simulation. The effective pier diameter is calculated using Melville & Dongel (1992) wherein the effect of a debris raft is converted to an effective pier diameter based on the thickness of the raft (assumed to be the approach depth divided by 3.4 = (19.1/3.4) = 5.62) and the diameter of the raft (approximated from discharge notes as 70 feet). The computed contraction scour was 0.0 feet, for a total scour of 12.8 feet. The actual measured total scour on this date was 11.8 feet (depth below "equilibrium bed" from measurement notes). 6Ntt1WrderColZd;?iddenRequiredAllowZero ףp= ?? ףp= ?fffffp@Beaver CreekBeaver Creek Overflow 7 Miles West of Saco. MTMTPhillipsSaco48282910730092MainlineUSNAStraightUnknownPartialNoneNoneUnknownEphemeralSiltLowWideUnknownNoneAlluvialLowUnknownNoneNoneUnknownUnknownu>Local@wne_YPKA;2,'! |n#*6:NlrderColZd;?iddenRequiredAllowZeroLengthDisplfffffp@Beaver CreekBeaver Creek Overflow 9 Miles West of Saco. MTMTPhillipsSaco48281810731452MainlineUSNAUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownLocalssllllccZQH?6-$ |n#{}O{tmf_XQJC<5.'  xqjc\UNG@92+$ 2|||||||wwwwwwwsssssssjjjjjjjZZZZZZZ;;;;;;;QQQQQQQMMMMMMMDDD@ُNX@@K LVAL[ K On October 4-9, 1991, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected : Cross section Distance upstream Sample On October 4-9, 1991, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected : Cross Distance Section Upstream Sample Comments 1 100 ft 1 Represents right part of chanel begin near station 8180. 1 100 ft 2 Represents left part of channel end near station 8180. 2 1,100 ft 3 Within main flow of low-water channel, from tip of 4th jetty upstream to about 100 ft right. 2 1,100 ft 4 Right part of channel, 175ft from tip of 4th jetty to RWE 2 1,100 ft 5 Near upstream end of 4th jetty. 3 2,000 ft 6 At upstre On October 4-9, 1991, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected : Cross Distance Section Upstream Sample Comments 1 100 ft 1 Represents right part of chanel begin near station 8180. 1 100 ft 2 Represents left part of channel end near station 8180. 2 1,100 ft 3 Within main flow of low-water channel, from tip of 4th jetty upstream to about 100 ft right. 2 1,100 ft 4 Right part of channel, 175ft from tip of 4th jetty to RWE 2 1,100 ft 5 Near upstream end of 4th jetty. 3 2,000 ft 6 At upstream end of sand/gravel bar, all samples here combined. No bed samples were obtained at the piers due to debris, etc. Based on rod probings at the piers, the material at the base of the piers is thought to be mostly gravel with some sand and debris. Also, soil borings by the MDOT indicate gravel is present. Therefore, bed sample no. 6 is thought to be most representative for the bed material at the base of pier nos. 4-6. The International Standard ISO 9195, "Liquid flow measurement in open channels -Sampling and analysis of gravel-bed material", prepared by Technical Committee ISO/TC 113 suggests sampling at the upstream end of gravel bars. The coarse material is associated with the channel-forming processes and sediment^ transport. Therefore sample no. 6 was selected as the most representative.K LVAL[ A On October 4-9, 1991, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected : Cross section Distance upstream Sample On October 4-9, 1991, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected : Cross Distance Section Upstream Sample Comments 1 100 ft 1 Represents right part of chanel begin near station 8180. 1 100 ft 2 Represents left part of channel end near station 8180. 2 1,100 ft 3 Within main flow of low-water channel, from tip of 4th jetty upstream to about 100 ft right. 2 1,100 ft 4 Right part of channel, 175ft from tip of 4th jetty to RWE 2 1,100 ft 5 Near upstream end of 4th jetty. 3 2,000 ft 6 At upstre On October 4-9, 1991, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected : Cross Distance Section Upstream Sample Comments 1 100 ft 1 Represents right part of chanel begin near station 8180. 1 100 ft 2 Represents left part of channel end near station 8180. 2 1,100 ft 3 Within main flow of low-water channel, from tip of 4th jetty upstream to about 100 ft right. 2 1,100 ft 4 Right part of channel, 175ft from tip of 4th jetty to RWE 2 1,100 ft 5 Near upstream end of 4th jetty. 3 2,000 ft 6 At upstream end of sand/gravel bar, all samples here combined. No bed samples were obtained at the piers due to debris, etc. Based on rod probings at the piers, the material at the base of the piers is thought to be mostly gravel with some sand and debris. Also, soil borings by the MDOT indicate gravel is present. Therefore, bed sample no. 6 is thought to be most representative for the bed material at the base of pier nos. 4-6. The International Standard ISO 9195, "Liquid flow measurement in open channels -Sampling and analysis of gravel-bed material", prepared by Technical Committee ISO/TC 113 suggests sampling at the upstream end of gravel bars. The coarse material is associated with the channel-forming processes and sediment^ transport. Therefore sample no. 6 was selected as the most representative.s);U`3@olumnHidUUUUUU?Deci`3@lacesRe?edD8,7877.55hffaaaZZGEK LVAL[ C On October 4-9, 1991, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected : Cross section Distance upstream Sample On October 4-9, 1991, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected : Cross Distance Section Upstream Sample Comments 1 100 ft 1 Represents right part of chanel begin near station 8180. 1 100 ft 2 Represents left part of channel end near station 8180. 2 1,100 ft 3 Within main flow of low-water channel, from tip of 4th jetty upstream to about 100 ft right. 2 1,100 ft 4 Right part of channel, 175ft from tip of 4th jetty to RWE 2 1,100 ft 5 Near upstream end of 4th jetty. 3 2,000 ft 6 At upstre On October 4-9, 1991, bed samples were collected from the main channel at selected intervals along three channel cross sections. Individual samples with similiar characteristics were combined for gradation analyses. The following is a brief description of the bed samples collected : Cross Distance Section Upstream Sample Comments 1 100 ft 1 Represents right part of chanel begin near station 8180. 1 100 ft 2 Represents left part of channel end near station 8180. 2 1,100 ft 3 Within main flow of low-water channel, from tip of 4th jetty upstream to about 100 ft right. 2 1,100 ft 4 Right part of channel, 175ft from tip of 4th jetty to RWE 2 1,100 ft 5 Near upstream end of 4th jetty. 3 2,000 ft 6 At upstream end of sand/gravel bar, all samples here combined. No bed samples were obtained at the piers due to debris, etc. Based on rod probings at the piers, the material at the base of the piers is thought to be mostly gravel with some sand and debris. Also, soil borings by the MDOT indicate gravel is present. Therefore, bed sample no. 6 is thought to be most representative for the bed material at the base of pier nos. 4-6. The International Standard ISO 9195, "Liquid flow measurement in open channels -Sampling and analysis of gravel-bed material", prepared by Technical Committee ISO/TC 113 suggests sampling at the upstream end of gravel bars. The coarse material is associated with the channel-forming processes and sediment^ transport. Therefore sample no. 6 was selected as the most representative. LVAL No material collected under bridge, rocks and/or concrete present. 3 samples were collected from boat during low-flow just downstream of the bridge along the left bank at a dNo material collected under bridge, rocks and/or concrete present. 3 samples were collected from boat during low-flow just downstream of the bridge along the left bank at a depth ~ 4 ft. Size (mm) 4 5.6 8 11 16 23 32 45 64 90 128 180 % < than 8.26 10.1 14.7 20.2 27.5 42.2 52.3 65.1 81.7 91.7 98.2 100Bed material sampling was done at locations where bed material was exposed and judged to be reasonably representative of streambed material and could be readily evaluated using simple equipment and techniques. The particle-size distribution of the surface layer, obtained by a random particle count of the streambed, was used in the analysis because the surface-layer gradation was representative of the bed material in the channel reach. The bed material is very mobile, and can be related to mounds of ball bearings. The streambed configuration is highly variable from year to year.LVAL \D@0VR@0  9?*V@0VVP+V* <?=@>A?B@CADBECFDGEHFG @@@@@{P@ `  @\ @`   `@X @xxSiteBedMatPrimaryKey NoDupsxxv  x x xx(x(qx(x(x(x(x(x(x(x(x(x(x(x(x(x(x(x(x(x(x(x(x(x(x(x(x(x(x(x(x!x x!x x`!xxBedMatPrimaryKeyNxx xx xNx(x!x x!xH!xxLVALf<The overflow bridge 9 miles west of Saco, is one of three openings that convey water of Beaver Creek through US Highway 2 during high-runoff periods. This site is located on the left overbank floodplain of Beaver Creek, which flows northeast out of the Little Rocky Mountains in the Highline Country of Montana. No clearly-defined main channel exists and the floodplain consists of densely-vegetated erosion resistant pasture and rangeland. No peak-discharge data are available at the bridge site, but indirect measurements on Beaver Creek indicated that the magnitude of the September 1986 flood was approximately a 100-year return period event. High water marks surveyed after the 1986 flood suggest that the peak stage at the bridge was 92.89 ft. Inspection of the surronding area and a lack of evidence of additional scour following the 1986 flood, the floodplain is presumed to be stable and clear-water scour is likely to occur at the bridge. The magitude of the 100- and 500-year floods for Beaver Creek are 13,500 and 20,700 cfs, respectively. Step-backwater calculations (WSPRO) at the bridge for the 100-year discharge indicated that the overflow bridge 9 miles west of Saco would carry 16% of the total Beaver Creek discharge (2,180 cfs) as free-surface flow. For discharges greater than the 100-year flood, step-backwater calculations showed that the road would be overtopped east of the bridge. For the 500-year flood, it was estimated that the road overflow would carry approximately 3,960 cfs and the bridge would carry the same percentage of the flow for the remainder of the 500-year flood (2,680 cfs). A level 2 scour analysis was conducted on the site using the WSPRO computer model and the 100- and 500-year discharges. The results of the WSPRO hydraulic characteristics are summarized below: WSPRO Hydraulic Results: Uncontracted Section 100-yr Average Velocity = .49 ft/s Depth = 3.95 Main Channel K = 369110 Left K = 0 Rigth K = 0 Bridge Section 100-yr Wors LVALt Case K-tube velocity = 6.95 area = 15.7 sq. ft. Uncontracted Section 500-yr Average velocity = .46 ft/s Depth = 5.2 ft Main Channel K=582823 Left K=0 Right K=0 Bridge Section 500-yr Worst Case K-tube = 5.9 area = 22.7 sq ftLVALu>The overflow bridge 7 miles west of Saco, is one of three openings that convey water of Beaver Creek through US Highway 2 during high-runoff periods. This site is located on the left overbank floodplain of Beaver Creek, which flows northeast out of the Little Rocky Mountains in the Highline Country of Montana. No clearly-defined main channel exists and the floodplain consists of densely-vegetated erosion resistant pasture and rangeland. No peak-discharge data are available at the bridge site, but indirect measurements on Beaver Creek indicated that the magnitude of the September 1986 flood was approximately a 100-year return period event. High water marks surveyed after the 1986 flood suggest that the peak stage at the bridge was 92.35 ft. Inspection of the surronding area and a lack of evidence of additional scour following the 1986 flood, the floodplain is presumed to be stable and clear-water scour is likely to occur at the bridge. The magitude of the 100- and 500-year floods for Beaver Creek are 13,500 and 20,700 cfs, respectively. Step-backwater calculations (WSPRO) at the bridge for the 100-year discharge indicated that the overflow bridge 7 miles west of Saco would carry 34% of the total Beaver Creek discharge (4,570 cfs) as unsubmerged pressure flow. For discharges greater than the 100-year flood, step-backwater calculations showed that the road would be overtopped near the bridge, and it was estimated the the bridge would carry the same percentage of the flow for the 500-year flood (5,690 cfs). A level 2 scour analysis was conducted on the site using the WSPRO computer model and the 100- and 500-year discharges. The results of the WSPRO hydraulic characteristics are summarized below: WSPRO Hydraulic Results: Uncontracted Section 100-yr Average Velocity = .75 ft/s Depth = 5.24 Main Channel K = 607596 Left K = 0 Rigth K = 0 Bridge Section 100-yr Worst Case K-tube velocity = 8.26 area = 27.7 sq. ft. Uncontracted Section 500-yr Average LVALvelocity = .77 ft/s Depth = 6.33 ft Main Channel K=833666 Left K=0 Right K=0 Bridge Section 500-yr Worst Case K-tube = 10.29 area = 27.7 sq ftLVAL: ::::::::s ȡc@''' No bed-material samples were available for this site, so samples collected during the same event at Cou350' Downstream of bridge, 3 samples collected from boat during low-flow at depth ~ 8 ft. Size (mm) 4 5.6 8 350' Downstream of bridge, 3 samples collected from boat during low-flow at depth ~ 8 ft. Size (mm) 4 5.6 8 11 16 23 32 45 64 90 128 180 % < than 8.26 10.1 14.7 20.2 27.5 42.2 52.3 65.1 81.7 91.7 98.2 100350' Downstream of bridge, 3 samples collected from boat during low-flow at depth ~ 8 ft. Size (mm) 4 5.6 8 11 16 23 32 45 64 90 128 180 % < than 8.26 10.1 14.7 20.2 27.5 42.2 52.3 65.1 81.7 91.7 98.2 100Diameters taken from a VA analysis of a grab sample from the bed at low flow near both sides of pier #4. Results: Size (mm) 4 9.5 12.5 19 25 31.5 37.5 50 63 % < than 23 32 40 60 75 83 89 97 100Diameters taken from a VA analysis of a grab sample from the bed at low flow under the upstream face of the bridge. Results: Size (mm) 4 5.6 8 11 16 23 32 45 64 90 128 180 % < than 10.3 12.1 15.0 15.7 25.2 30.8 41.1 56.1 69.2 87.9 99.1 100Diameters taken from a VA analysis of a grab sample from the bed at low flow under the downstream face of the bridge. Results: Size (mm) 4 5.6 8 11 16 23 32 45 64 90 128 180 % < than 8.26 10.1 14.7 20.2 27.5 42.2 52.3 65.1 81.7 91.7 98.2 100Diameters taken from a VA analysis of a grab sample from the bed at low flow upstream approx. 1/8 mile at campground/ Hannon fishing access. Results: Size (mm) 4 5.6 8 11 16 23 32 45 64 90 128 180 % < than 6.80 8.74 11.7 14.6 24.3 30.1 38.8 54.4 68.9 88.3 99.0 100 No bed-material samples were available for this site, so samples collected during the same event at Coushatta, located about 50 miles downstream, will be used. Bed-Material Sample Numbers: Left side Center Right side Above bridge 8703 8704 8705 Below bridge 8706 8707 8708 No bed-material samples were available for this site, so samples collected during the same event at Coushatta, located about 50 miles downstream, will be used. Bed-Material Sample Numbers: Left side Center Right side Above bridge 8703 8704 8705 Below bridge 8706 8707 8708Bed-Material Sample Numbers: Left side Center Right side Above bridge 8703 8704 8705 Below bridge 8706 8707 8708Streambed material particle sizes varied widely in samples collected along the cross section on the upstream side of the bridge. The analyses of the surface samples collected upstram and between the piers showed that the D50 ranged between 0.1 mm and 9.8 mm. No particular pattern in the distribution was observed, and a computed composite of all samples collected showed the average D50 to be about 3 mm. The samples of fine material probably represented the material being transported in the standing waves. The material which controlled the scour at the piers is that obtained in the samples containing the coarser materials. Only the D90=23 and D50=7.6 were reported with the data. The D95, D84, and D16 were computed from the provided data. The D84 was interpolated from the D90 and D50 using a log-probability interpolation. Sigma was computed as D84/D50. D95 and D16 were computed from the equation D50 * Sigma^(standard normal deviate of 95 or 16).nLVAL`?~Swift county road 22 over the Pomme De Terre River is three-span structure supported by round concrete pile bents. The site is located in a rural / agricultural area. During the flooding in April 1997, the USGS visited this site four times. The cross sections show a progression of scour at the right abutment. During all three visits the floodplain flow was concentrated in the right floodplain. This concentration of flow in the right floodplain is likely due to the channel alignment upstream of the bridge. The field crew searched for but could not define a location of flow reattachment along the right embankment. Flow was towards the main channel along the entire length of the embankment. The flow separated from the right embankment, nearly perpendicular to the main channel flow, and joined the main flow just left of the rightmost pier. During the 4-5-97 visit the flow from the right floodplain was so strong that a standing wave formed upstream of the bridge where the floodplain and main channel flow began mixing. The area from the rightmost pier to the right abutment was primarily slack and reverse flow. A slump failure in the right upstream highway embankment was observed during the last visit on 4-9-97. In July 1997 it was observed that riprap was used to fill scour at the right wingwall. Cross-section data were collected using a chart-recording echo sounder with the transducer mounted on a knee board. The charts were digitized and scaled. Velocities were measured using standard discharge measurement procedures and a Price AA cup meter. Manning's n reported the stream data are for the upstream reach. A complete distribution of Manning's is provide below: Upstream Left Main Right Downstream Left Main Right High 0.12 0.035 0.13 0.09 0.035 0.09 Typical 0.10 0.030 0.12 0.08 0.030 0.08 Low 0.08 0.08 0.07 0.07LVALԔ\DQh!-sh!  ?-sh!-s-s-s -s-s-s-s-s-s6-sN-sn-s-s-s-s-s-s-s&-sx-s-s-s-s-s-s(-s@-s`-sx-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s6-sN-sn-s-s-s-s-s-s-s&-s   (                   (   BedMat.PKey BedMatBedMat.SiteBedMat.MeasureNoBedMat.DateBedMat.YrBedMat.MoBedMat.DyBedMat.SamplerBedMat.D95BedMat.D84BedMat.D50BedMat.D16BedMat.SPBedMat.ShapeBedMat.CohesionBedMat.Comments -s-s-s-s 8-s"-v @-s(-s -s -s -s -s -s -s 6-s N-s n-s -s -s -s -s -s -s &-sBedMat -s -s -s-s8-s@~sq_fFrm_BedMat(-s x-s` -s -sh -s -sp -s -sx -s -s -s -s -s (-s -s @-s -s `-s -s  x-s -s  -s -s  -s -s  -s -s  -s -s -s -s -s -sx-s-s-s-s-s-s(-s@-s`-sx-s-s-s-s-s-s-s-s -s -s -s -s -s 6-s N-s n-s -s -s -s -s -s -s &-sBedMat -s0-s -s8-s -s@-s -sH-s -sP-s -sX-s 6-s`-s N-sh-s n-sp-s -sx-s -s-s -s-s -s-s -s-s -s-s &-s-sx-s-s-s-s-s-s(-s@-s`-sx-s-s-s-s-s-s-s -s(-s-s 8-s8-sx-s-s-s8-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s8-sx!-s-sN-s-s`N-s-s PN-s-s N-s-s N-s-s N-s-s N-s-s PN-s-s N-s-s N-s-s  N-s-s  N-s-s  N-s-s  N-s-s  PN-s-s N-s-s $-sz -s!-s-s@(-sx-s-s-s-s-s -s(-sX-s8-s-sH-s-sX-s-sh-s8-sx-sp-s-s-s-s-s-s-s-sP-s-s-s-s -s-sx-s-s (-s -sX-s-s-s -s8-sp-s-s-s-sP-s (-s -sh@x-s-s-s-s-s-s-s-s-s-s-s-s-s-s-s-sx-s-s-s -sX-s-s-s-s8-sp-s-s-s-sP-s-s-s-s BedMatP-s? LVALO  @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @ @gU;gUgU?gWgWgU9lmnopqr:}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}ʼn}É}ĉ}Ɖ}Š}NJ}ˊ}Ɋ}ʊ}̊}ȋ}͋}ы}ϋ}Ћ}ҋ}Ό}ӌn}Ռ}֌o}ԍptrsuqvzxy{w|耏~聏}肐膐脐腐臐胑舑茑芑苑荑艒莒蒒萒葒蓒菓蔓蘓薓藓虓蕔蚔螔蜔蝔蟔蛕蠕褕袕裕襕衖視B訖詖a觗aaaaaaaa a aa aa aaa aaaaaaah-s-sSiteBedMatPrimaryKey NoDups-s-sv  -s -s -s-s(-s(-qs(-s(-s(-s(-s(-s(-s(-s(-s(-s(-s(-s(-s(-s(-s(-s(-s(-s(-s(-s(-s(-s(-s(-s(-s(-s(-s(-s(-s!-s -s!-s -s`!-s-sBedMatPrimaryKeyN-s-s -s-s -sN-s(-s!-s -s!-sH!-s-sLVALЗ. . ; ;;;;;h8ý½No material collected under bridge, rocks and/or concrete present. 3 samples were collected No material collected under bridge, rocks and/or concrete present. 3 samples were collected from boat during low-flow just downstream of the bridge along the left bank at a depth ~ 4 ft.Pebble count started approx. 50 ft U/S of bridge, thru the bridge and to about 10' - 15' D/S of bridge. Efforts focused mainly around Pier1. The surface layer is armored with coarse material and underlain by gravel and some sand.Diameters taken from a VA analysis of a grab sample from the bed at low flow in the approach section. Results: Size (mm) 4 5.6 8 11 16 23 32 45 64 90 128 180 % < than 11.3 13.4 14.8 22.5 25.4 35.2 51.4 63.4 79.6 91.5 97.2 100 No bed-material samples were available for this site, so samples collected during the same event at Coushatta, located about 50 miles downstream, will be used. Bed-Material Sample Numbers: Left side Center Right side Above bridge 8703 8704 8705 Below bridge 8706 8707 8708Bed-Material Sample Numbers: Left side Center Right side Above bridge 8703 8704 8705 Below bridge 8706 8707 8708 No bed-material samples were available for this site, so samples collected during the same event at Coushatta, located about 50 miles downstream, will be used. Bed-Material Sample Numbers: Left side Center Right side Above bridge 8703 8704 8705 Below bridge 8706 8707 8708 No bed-material samples were available for this site, so samples collected during the same event at Coushatta, located about 50 miles downstream, will be used. Bed-Material Sample Numbers: Left side Center Right side Above bridge 8703 8704 8705 Below bridge 8706 8707 8708 No bed-material samples were available for this site, so samples collected during the same event at Coushatta, located about 50 miles downstream, will be used. Bed-Material Sample Numbers: Left side Center Right side Above bridge 8703 8704 8705 Below bridge 8706 8707 87088 No bed-material samples were available for this site, so samples collected during the same event at Coushatta, located about 50 miles downstream, will be used. Bed-Material Sample Numbers: Left side Center Right side Above bridge 8703 8704 8705 Below bridge 8706 8707 8708 No bed-material samples were available for this site, so samples collected during the same event at Coushatta, located about 50 miles downstream, will be used. Bed-Material Sample Numbers: Left side Center Right side Above bridge 8703 8704 8705 Below bridge 8706 8707 8708 No bed-material samples were available for this site, so samples collected during the same event at Coushatta, located about 50 miles downstream, will be used. Bed-Material Sample Numbers: Left side Center Right side Above bridge 8703 8704 8705 Below bridge 8706 8707 8708 No bed-material samples were available for this site, so samples collected during the same event at Coushatta, located about 50 miles downstream, will be used. Bed-Material Sample Numbers: Left side Center Right side Above bridge 8703 8704 8705 Below bridge 8706 8707 87083LVAL-Z  ]]]]]This is a relatively new bridge built iThis is a relatively new bridge built in 1997. Maps from Delorme do not have the bridge in the correct (new) location. This site has two parallel bridges. Each bridge has six round-nose piers. The piers of the downstream bridge are located directly downstrThis is a relatively new bridge built in 1997. Maps from Delorme do not have the bridge in the correct (new) location. This site has two parallel bridges. Each bridge has six round-nose piers. The piers of the downstream bridge are located directly downstream of the piers on the upstream bridge. The piers are hammer-head type piers that are 18 ft long at the water surface and hammer-heads are 40 ft long. There was a rock dike (berm) about 100 ft upstream extending from the left abutment out the top of bank.Two bridges are located at the site, bridge 539 and an older structure approximately 100 ft upstream. The bridge and piers are aligned relatively perpendicular to flow for both bridges. The bridge is supported by sloping spillthrough abutments and two concrete webbed piers. The foundations of the abutments and the two piers are supported by pilings driven to an elevation -14 ft MSL.The structure is a high truss bridge with 3 - 150' spans supported by two piers, both located in the main channel of the Minnesota River. Pier #1 is on the right, looking downstream, and is supported by 82 concrete pilings driven to depths ranging from 660.28' to 637.28'. Pier #2 is supported by 82 concrete pilings driven to depths ranging from 665.96' and 654.96'. The south and north abutments are supported by creosoted piles driven to 670.53' and 665.96', respectively. The bridge has a 1% downhill grade in the northbound direction.The State Highway 35 crossing of Conehoma Creek consists of a 120-foot-long bridge near station 1642+58 (Bridge No. 153.1) with a span arrangement of 2 spans at 20 ft (feet), 1 span at 40 ft, and 2 spans at 20 ft. The bridge has 2 intermediate single-pile bents (nos. 2 & 5) and 2 intermediate double-pile bents (nos. 3 & 4). Both abutments are partially riprapped. Construction of the bridge was completed in 1941.The structure is a prestressed girder bridge with 3 - 120' spans supported by two piers, both located in the main channel of the James River. Pier #1 is on the left, looking downstream, and is supported by 13 concrete pilings. Pier 2 is on the right and is also supported by 13 concrete pilings. The south and north abutments are each supported by 11 piles driven. The bridge has a 2.897% downhill grade in the northbound direction.Piers are numbered from left to right, #1 being the left-most line of piers (looking downstream) and #3 being the right-most line of piers. There are three separate cyclindrical piers at each numbered line of piers, positioned at the upstream, centerline and downstream portion of the bridge. Each of the nine piers are resting on 5.5 ft x 5.5 ft footers, which are supported by concrete piles. The abutments are constructed with a 1.5:1 slope and are riprapped.Piers are numbered from left to right, #1 being the left-most line of piers (looking downstream) and #3 being the right-most line of piers. There are three separate cyclindrical piers at each numbered line of piers, positioned at the upstream, centerline and downstream portion of the bridge. Each of the nine piers are resting on 5.5 ft x 5.5 ft footers, which are supported by concrete piles. The abutments are constructed with a 1.5:1 slope and are riprapped.Noo'  xqjc\UNG@92+$ 2|||||||wwwwwwwsssssssjjjjjjjZZY@@"@? @G@@1UpstreamUnknownNon-CohesiveUnknownModerate@aLVALЪCBridge 5359 is located 10.7 miles west of Danvers, Minnesota on U.S. Route 12 over the Pomme De Terre River. The single-span steel-truss structure was constructed in 1933 with a maximum span length of 88.3 ft. The upstream floodplain consists of a mixture of open agricultural land with scattered trees and brush. There is a park on the upstream left bank. The area downstream is more heavily wooded and is classified on the maps as a wetland area. The bridge has vertical-wall abutments with wing walls. Each abutment and wing wall rest on concrete footings supported on timber piling. Neither abutment is riprapped nor do they have any other scour protection measures. A field investigation conducted by BRW, Inc. (during a scour evaluation) revealed no evidence of significant scour at the abutment face. Regarding bed material, BRW reported the following: The stream bed material in the vicinity of the bridge generally consists of fine grained organic silty sand. A sieve analysis of a field sample indicated a mean diameter of 0.00049 ft. Based on the soil borings and blow counts documented for the bridge construction, the river bed materials appear to become harder and denser as depth increases. Since the type of the soil was not recorded, it is difficult to ascertain the makeup of the soils at depth. BRW noted minimal debris during their field investigation and the USGS note no debris during the flood measurements. There are trees locate on the upstream floodplain so the potential for debris exists, but is probably low. The nearest gaging station is located at Appleton, MN approximately 15 miles downstream. Station No. 05293960 has over 60 years of record. There is one small drainage noted between the site and Appleton on the right floodplain. Summary of flood frequencies from BRW s scour analysis: Return Period - Discharge (cfs) 10 yr - 2,075 50 yr - 3,925 100 yr - 4,880 390 yr - 7,130 overtopping flood 500 yr - 7,530 A scour-monitoring plan had been implemented  LVAL       by MNDOT and was available at the time of the flood. This bridge was scheduled to be replaced and has now been replaced with a new structure. The stream data portion of the database only allows one set of Manning's n values. Below is the estimated upstream and downstream values. Upstream Left Main Right Downstream Left Main Right High 0.08 0.035 0.08 0.12 0.035 0.12 Typical 0.030 0.08 0.030 0.08 Low 0.05 0.05^nX??Y@Y@IIINoRiprapRiprapwokf&6=X=@@QU@QKU@@1GroupCylindricalNonePilesSquare@~_&6N,,>XF@@{GU@{GJU@@2GroupCylindricalNonePilesSquare@~_&6N55?XN@@ ףp=U@ ףp=JU@@3GroupCylindricalNonePilesSquare@~_x LVAL tions would be used in the scour assessment. The results of the WSPRO hydraulic characteristics are summarized below: WSPRO Hydraulic Results: Uncontracted Section 100-yr Average Velocity = .49 ft/s Depth = 3.95 Main Channel K = 369110 Left K = 0 Rigth K = 0 Bridge Section 100-yr Worst Case K-tube velocity = 6.95 area = 15.7 sq. ft. Uncontracted Section 500-yr Average velocity = .46 ft/s Depth = 5.2 ft Main Channel K=582823 Left K=0 Right K=0 Bridge Section 500-yr Worst Case K-tube = 5.9 area = 22.7 sq fts LVAL NppThis site is located at bridge 539 where it crosses the Knik River at mile 39 on the original Glenn Highway about 7 miles south of Palmer, Alaska. The bridge opening is 2000 ft long. The Knik River is a braided glacial stream. It drains an area of approximately 1200 square miles, over half of which consists of glaciers. The braided channel narrows from 3 miles wide at the terminus of Knik Glacier to less than 0.5 miles at the bridge. In the vicinity of the bridge, the streambed consists of sand and gravel and some cobbles. Daily discharges have been determined at this site since October 1959. The average flow during the period October 1959 to October 1965 was 6,960 cfs. For a number of years, annual peaks were caused by the breakout of a glacier-dammed lake, Lake George. Scour during the 1966 breakout is repoThis site is located at bridge 539 where it crosses the Knik River at mile 39 on the original Glenn Highway about 7 miles south of Palmer, Alaska. The bridge opening is 2000 ft long. The Knik River is a braided glacial stream. It drains an area of approximately 1200 square miles, over half of which consists of glaciers. The braided channel narrows from 3 miles wide at the terminus of Knik Glacier to less than 0.5 miles at the bridge. In the vicinity of the bridge, the streambed consists of sand and gravel and some cobbles. Daily discharges have been determined at this site since October 1959. The average flow during the period October 1959 to October 1965 was 6,960 cfs. For a number of years, annual peaks were caused by the breakout of a glacier-dammed lake, Lake George. Scour during the 1966 breakout is reported herein. As of the time of this report (Nov 1975), no breakout had occured since 1966 because the Knik Glacier, which caused the annual ice dam, began to retreat. A description of the Lake George breakout and the possibility of its recurrence is given by Post and Mayo (1971). The fifth pier from the left bank was instrumented with four fixed transducers, and depths to the streambed below each transducer were recorded by fathometer. For more information on some of the methods and purpose of this study, see the location description for the Susitna River at Sunshine, AK. A new bridge was built at the site in 1975 after the cessation of the outburst floods and its approaches constrict the flow of the Knik River. The embankments for the new bridge are rip rapped and spur dikes extend upstream beyond the old bridge. LVALThese values represent computed contraction scour from an "equilibrium bed" elevation (established in Nov, 1999, based on survey and historical data). The computed pier scour was 12.8 feet, for a total scour of 12.8 feet. The actual measThese values represent computed contraction scour from an "equilibrium bed" elevation (established in Nov, 1999, based on survey and historical data). The computed pier scour was 12.8 feet, for a total scour of 12.8 feet. The actual measured total scour on this date was 11.8 feet (from measurement notes). The engineer decided not to attempt to separate the total scour measurement into components due to the complexity that was introduced by the large debris raft at the pier. OQXYVD Admin F&@1Clear-waterUnknownUnknownInsignificant@a XYVD Admin F&2Clear-waterUnknownUnknownInsignificant@<a NttXYVD Admin F&3Clear-waterUnknownUnknownInsignificant@<aELVALq q̱ ɱɱXXXXsThe datum of the gage is 3,942.14 feet above sea level. RM #4 - is top of steel fence The datum for the surveys is an RM#3 (chiseled X) located on the left uThe datum for the surveys is an RM#3 (chiseled X) located on the left upstream concrete abutment. The local datum elevation of RM#3 = 96.15 ft.The datum for the surveys is an RM#2 (chiseled X) located on the left upstream concrete abutment. The local datum elevation of RM#2 = 94.40 ft.The datum of the gage is 3,942.14 feet above sea level. RM #4 - is top of steel fence post, painted yellow, in fence line 29 ft shoreward and 10 ft upstream from gage. Elevation is 13.71 ft above datum, and 3,955.85 ft above sea level. RM #5 - is top of yellow painted anchor bolt on downstream side of left bank A-frame pedestal. Elevation is 14.22 ft above datum, and 3,956.36 ft above sea level. RM #6 - is top of lag bolt in power pole 50 ft shoreward and 10 ft upstream at end of fence line. Elevation is 17 ft above gage datum, and 3,959.00 ft above sea leve.The water-surface elevation was measured from the left upstream (north) abutment corner via a tapedown. The elevation of the tapedown location was determined by inspection of the bridge plans to be 736.96 feet above sea level. The surveyed water-surface elevations were also based on the elevation of the north abutment corner, 736.96 ft.USSB: RM = Lag bolt at station 354, left abutment ELEVATION = 637.59 ft msl RP = Wire weight gage at station 45, checkbar = 640.91 ft msl. DSSB: RP = Beveled corner of concrete sidewalk across from WWG at station 308. ELEVATION = 638.76 ft msl. APPR: RP = Staple in upstream side of 30-inch tree, 300 ft upstream, rght bank ELEVATION = 628.58 ft msl. EXIT: RP = Staple in upstream side of 36-inch tree, 350 ft downstream, right bank, streamward of pole #4 and light #7. ELEVATION = 627.14 ft msl.USSB: RM = USGS tablet, right abutment. ELEVATION = 32.15 ft (gage datum). gage datum = 778.63 ft. RP = Wire-weight gage at station 595. ELEVATION = 35.57 ft (gage datum) Left abutment = station -25 LE pier 6 = station 86 RE pier 6 = station 89 LE pier 5 = station 201 RE pier 5 = station 204 LE pier 4 = station 315 RE pier 4 = station 318 LE pier 3 = station 429 RE pier 3 = station 432 LE pier 2 = station 544 RE pier 2 = station 547 LE pier 1 = station 658 RE pier 1 = station 661 Right abutment= station 773 DSSB: RP = Chiseled square (lower section of slant) at station 630.USSB: RM = Chiseled X in top of upstream bolt at base of first guardrail at LE of bridge. ELEVATION = 50.00 ft (local). RP = Chiseled X in top of guardrail post at station 49. ELEVATION = 53.26 ft (local). Bottom of pier footing = 1022.0 ft MSL (bridge plans) RP = station 49 LE footing = station 93, LE pier at station 94 RE footing = station 99, RE pier at station 98 DSSB: RP = Chiseled X in top of guardrail post across from RP at USSB. ELEVATION = 53.27 ft (local) APPR: RP = Lag bolt in 6-inch elm tree 200 ft upstream, left bank. ELEVATION = 41.19 ft. EXIT: RP = Lag bolt in 8-inch willow tree 200 ft downstream, left bank. ELEVATION = 40.70 ft (local)Ntt#5XerColumnHidden @?lacesRequiredDisplayControlAllowZeroLength WLef1Clear-waterUnknownUnknownInsignificant@Floodplain `^||||||||||||||||||Abutment.Rbank- gAbutmentScour.SiteID3AbutmentScour.SiteID3AbutmentScour.SiteID3AbutmentScour.SiteID3AbutmentScour.SiteID3AbutmentScour.SiteID3 gf@AbutmentScour.SiteID3AbutmentScour.SiteID3AbutmentScour.SiteID3AbutmentScour.SiteID3AbutmentScour.SiteID3AbutmentScour.SiteID3AbutmentScour.SiteID3AbutmentScour.SiteID3AbutmentScour.SiteID3AbutmentScour.SiteID3 gAbutmentScour.SiteID3 gf@AbutmentScour.SiteID3 gAbutmentSAbutmentScour.SiteID3AbutmentScour.SiteID3AbutmentScour.SiteID3AbutmentScour.SiteID3AbutmentScour.SiteID3AbutmentScour.SiteID3AbutmentScour.SiteID3AbutmentScour.SiteID3AbutmentScour.SiteID3AbutmentScour.SiteID3AbutmentScour.SiteID3AbutmentScour.SiteID3AbutmentScour.SiteID3AbutmentScour.SiteID3AbutmentScour.SiteID3AbutmentScour.SiteID3AbutmentScour.SiteID3AbutmentScour.SiteID3 AbutmentScour.SiteID3 gAbutmentScour.SiteID3AbutmentScour.SiteID3 AbutmentScour.SiteID3 gAbutmentScour.SiteID3 gAbutmentScour.SiteID3 gAbutmentScour.SiteID3AbutmentScour.SiteID3AbutmentScour.SiteID3AbutmentScour.SiteID3 AbutmentScour.SiteID3AbutmentScour.SiteID3 AbutmentScour.SiteID3 AbutmentScour.SiteID3 AbutmentScour.SiteID3AbutmentScour.SiteID3AbutmentScour.SiteID3AbutmentScour.SiteID3AbutmentScour.SiteID3 AbutmentScour.SiteID3 AbutmentScoAbutmentScour.SiteID3AbutmentScour.SiteID3 gderBedMat  er Gder er Goxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxr     Hydrogr Hydrograph.Discharge3 Hydrograph.Discharge3 Hydrograph.Discharge3  Hydrograph.Discharge3 Hydrograph.Discharge3  Hydrograph.Discharge3 Hydrograph.Discharge3  Hydrograph.Discharge3  Hydrograph.Discharge3 Hydrograph.Discharge3 Hydrograph.Discharge3 g Hydrograph.Discharge3 Hydrograph.Discharge3  Hydrograph.Discharge3   Hydrograph.Discharge3  Hydrograph.Discharge3 g Hydrograph.Discharge3 g Hydrograph.Discharge3 g Hydrograph.Discharge3 g Hydrograph.Discharge3 g Hydrograph.Discharge3 g Hydrograph.Discharge3 g Hydrograph.Discharge3 g Hydrograph.Discharge3 g Hydrograph.Discharge3 g Hydrograph.Discharge3 g Hydrograph.Discharge3 g Hydrograph.Discharge3 g Hydrograph.Discharge3 g Hydrograph.Discharge3 g Hydrograph.Discharge3 g Hydrograph.Discharge3 g Hydrograph. Hydrograph. Hydrograph.Discharge3 g Hydrograph.Discharge3 g Hydrograph.Discharge3 g Hydrograph.Discharge3 g Hydrograph.Discharge3 g Hydrograph.Discharge3 g Hydrograph.Discharge3 g Hydrograph.Discharge3 g Hydrograph. Hydrograph.Discharge3 g   Hydrograph.Discharg Hydrograph.Discharge3  Hydrograph.Discharge3 g Hydrograph.Discharge3 Hydrograph.Discharge3 Hydrograph.Discharge3 Hydrograph.Discharge3 Hydrograph.Discharge3 Hydrograph.Discharge3 Hydrograph.Discharge3  Hydrograph.Discharge3 g|Abutment!!!  | G| | G'N77XrderColffffff @?nDecimalPlacesRequiredDisMbP?0@9@Desc1LeftUnknownClear-waterInsignificantUnknown@ 3COvXrderColnDecimalPlacesRequiredDisplayControlDesc2UnknownUnknownUnknownUnknown'7NIIXrderColffffff @?nDecimalPlacesRequiredDisplayControlDesc2UnknownUnknownUnknownUnknown@t)NttBX13,500100gbbbbbZZt)NttCX20,700500gbbbbbZZNKKWT@i LVAL {tmf_XQJC<5.'  xqjc\UNG@92+$ | This is a relatively new bridge built in 1992. Maps from Delorme do not have the bridge in the correct (new) location. This site has two parallel bridges. Each bridge has six round-nose piers. The piers of the downstream bridge are located directly downstream of the piers on the upstream bridge. The piers are hammer-head type piers that are 18 ft long at the water surface and hammer-heads are 40 ft long. There wThis is a relatively new bridge built in 1992. Maps from Delorme do not have the bridge in the correct (new) location. This site has two parallel bridges. Each bridge has six round-nose piers. The piers of the downstream bridge are located directly downstream of the piers on the upstream bridge. The piers are hammer-head type piers that are 18 ft long at the water surface and hammer-heads are 40 ft long. There was a rock dike (berm) about 100 ft upstream extending from the left abutment out the top of bank. Although the concrete portion of the abuments is not continuous between the bridges, there is only a short distance and shallow ditch between the two bridges, so the abutments have been treated for hydraulic purposes as if they were continuous abutments. The right abutment had a short guidebank on the upstream side.This is a relatively new bridge built in 1992. Maps from Delorme do not have the bridge in the correct (new) location. This site has two parallel bridges. Each bridge has six round-nose piers. The piers of the downstream bridge are located directly downstream of the piers on the upstream bridge. The piers are hammer-head type piers that are 18 ft long at the water surface and hammer-heads are 40 ft long. There was a rock dike (berm) about 100 ft upstream extending from the left abutment out the top of bank. Although the concrete portion of the abuments is not continuous between the bridges, there is only a short distance and shallow ditch between the two bridges, so the abutments have been treated for hydraulic purposes as if they were continuous abutments. The right abutment had a short guidebank on the upstream side.The Galvin Road Overflow bridge (structure #112) was constructed in 1993 and replaced a previous 530 ft long bridge at the same location. The current bridge is 382 ft long and consists of ten composite glue-lam timber/concrete spans supported by 11 piers. When the previous bridge was removed and replaced by the new shorter structure, the west approach fill was extended 146 feet and greatly increased the contraction of the floodplain flow path. Piers 1 and 11 at the ends of the bridge are completely buried in the approach fills. Piers 2 and 10 are intermediate piers. The approach fills at the ends of the bridge are 15 to 20 ft high and block the floodplain. The end slopes of both approach fills are sloped 1.5H to 1V and protected by riprap (D50 = 12 inches).6/NNJames RiverSR 37 over James River near Mitchell, SDSDSanbornMitchell4356339801490647700037MainlineStateStraightRareNoneMediumPerennialSiltModerateNarrowNoneAlluvialMediumNoneNoneNarrowEquiwidth7@MSL`@4tocXPJDD<2,,$ {n#?w@16AO{tmf_XQJC<5.'  xqjc\UNG@92+$ |||||||wwwwwwwsssssssjjjjjjjZZZZZZZ;nnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnn#16AO{tmf_XQJC<5.'  xqjc\UNG@92+$ |||||||wwwwwwwsssssssjjjjjjjZZZZZZZ;innnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnn#66FNkrderColumnHiddenRequiredAllowZeroLengthDisplayCoBeaver CreekBeaver Creek Overflow 7 Miles West of Saco. MTMTPhillipsSaco2MainlineUnknownNAUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownii````WWNE<3*!|n#x}@ 61Y?P@     pHGallatin RiverGallatin River near Manhattan, MTMTGallatinManhattan06043500I-90MainlineInterstateNAUnknownUnknownUnknownOccasionalUnknownMediumPerennialGravelUnknownUnknownUnknownUnknownAlluvialUnknownUnknownGenerallyUnknownIrregularRandom~;?MSLl@4zof]SJA8/' ~n#@ LVAL NssPier scour totally shifted from pier 1 to pier 2 during the period between measurements on 6/6/97 and 6/18/97. WSPRO Results: 100-yr (HEC-18) Qbridge K1 K2 K3 a Y1 V1 Fr Ys (cfs) (ft) (ft) (fps) Pier scour totally shifted from pier 1 to pier 2 during the period between measurements on 6/6/97 and 6/18/97. WSPRO Results: 100-yr (HEC-18) Qbridge K1 K2 K3 a Y1 V1 Fr Ys (cfs) (ft) (ft) (fps) (ft) 11,400 .90 1.0 1.1 4.0 14.87 10.86 .50 9.3 500-yr (HEC-18) Qbridge K1 K2 K3 a Y1 V1 Fr Ys (cfs) (ft) (ft) (fps) (ft) 12400 .90 1.0 1.1 4.0 15.55 10.49 .47 9.2 6{tmf_XQJC<5.'  xqjc\UNG@92+$ 21XrderCol@ ףp= ?? ףp= ?edAllowZero ףp= ?? ףp= ?fffffp@Beaver CreekBeaver Creek Overflow 9 Miles West of Saco. MTMTPhillipsSaco48281810731452MainlineUSNAStraightUnknownNoneNoneNoneSmallEphemeralSiltLowWideUnknownNoneAlluvialLowStraightNoneNoneUnknownUnknownf<Local@sja[UKF<6-'" |n#"sU7hJ, ? !  _  j < K  , c bDaC%^@"ĢĢĢĢĢĢĢĢĢĢĢĢĢĢStage&DPNEStage&   Site.Se Site.Servic Site.ServiceLevel0 Site.ServiceLevel0 Site.ServiceLevel0  Site.ServiceLevel0 Site.ServiceLevel0 Site.ServiceLevel0 Site.ServiceLevel0  Site.ServiceLevel0  Site.ServiceLevel0  Site.ServiceLevel0  Site.ServiceLevel0 gPNEStage&DischargeAbutment-HydrographUU/  NE GPNE NE GPNE([__SiteID] = SiteId)4 'NE__SiteID!!! OPNEPier ScourAbutment-HydrographKK%  NE GPNE NE GPNE([__SiteID] = SiteID)4 'NE__SiteID!!! OPNEPier DataAbutment-HydrographII#  NE GPNE NE GPNE([__SiteID] = SiteID)4 'NE__SiteID!!! OPNEPier DataAbutment-HydrographII#  NE GPNE NE GPNE([__SiteID] = SiteID)4 'NE__SiteID!!! OPNEPier DataAbutment-HydrographII#  NE GPNE NE GPNE([__SiteID] = SiteID)4 'NE__SiteID!!! OPNEPier DataAbutment-HydrographII#  NE GPNE NE GPNE([__SiteID] = SiteID)4 'NE__SiteID!!! OPNEHydrograph1Abutment-HydrographMM'  NE GPNE NE GPNE([__SiteID] = SiteId)4 'NE__SiteID!!! OPNEPier ScourAbutment-HydrographKK%  NE GPNE NE GPNE([__SiteID] = SiteID)4 'NE__SiteID!!! OPNEAbutment ScourAbutment-HydrographSS-  NE GPNE NE GPNE([__SiteID] = SiteID)4 'NE__SiteID!!! OPNEAbutment ScourAbutment-HydrographSS-  NE GPNE NE GPNE([__SiteID] = SiteID)4 'NE__SiteID!!! ONttX@NTTWYVD ??min F&3UpstreamClear-waterUnknownUnknownInsignificanth@a ;Bridge.Traf;Bridge.Traffic-;Bridge.Traffic- ;Bridge.Traffic- ;Bridge.555Bridge.5Bridge.Cont5Bridge.ContAbut.5Bridge.ContAbut. 5Bridge.ContAbut. 5Bridge.ContAbut. 5Bridge.ContAbut.5Bridge.ContAbut.5Bridge.ContAbut. 5Bridge.ContAbut. 5Bridge.ContAbut. 5Bridge.ContAbut. g5Bridge.ContAbut. g5Bridge.ContAbut. g5Bridge.ContAbut. g5Bridge.ContAbut. g5Bridge.ContAbut. 5Bridge.ContAbut. 5Bridge.ContAbut. g5Bridge.ContAbut. g5Bridge.ContAbut. g4Br5Bridge.ContAbut.5Bridge.ContAbut.5Bridge.ContAbut. g5Bridge.ContAbut. g5Bridge.ContAbut. g5Bridge.ContAbut. 5Bridge.ContAbut. g5Bridge.ContAbut. 5Bridge.ContAbut. g5Bridge.ContAbut. g5Bridge.ContAbut. g5Bridge.ContAbut. 5Bridge.ContAbut. g5Bridge.ContAbut. 5Bridge.ContAbut. g5Bridge.ContAbut. g5Bridge.ContAbut. g5Bridge.ContAbut. g5Bridge.ContAbut. 5Bridge.ContAbut. 5Bridge.ContAbut. 5Bridge.ContAbut. g5Bridge.ContAbut.5Bridge.ContAbut. g5Bridge.ContAbut. g5Bridge.ContAbut. 5Bridge.ContAbut. 5Bridge.ContAbut.5Bridge.ContAbut. 5Bridge.ContAbut. 5Bridge.ContAbut. 5Bridge.ContAbut. 5Bridge.ContAbut. 5Bridge.ContAbut. g5Bridge.ContAbut. gNTTWYVD ??min F&@2UpstreamClear-waterUnknownUnknownInsignificantg@aQLVAL 1 g KyWSPRO Results: 100-ySSee SeeSee 5/21/93 comments for P1. Reference surface for estimating pier scour, top width, and side slope wasSee 5/21/93 comments for P1. Reference surface for estimating pier scour, top width, and side slope was determined on the basis of surveyed sections (8/2/92) at approach and exit and bridge opening (9/23/92).SeSee 5/21/93 comments for P1. Reference surface for estimating pier scour, top width, and side slope was determined on the basis of surveyed sections (8/2/92) at approach and exit and bridge opening (9/23/92).See 5/21/93 comments for P1. Reference surface for estim-ating pier scour, top width, and side slope was determined on the basis of surveyed sections (8/2/92) at approach and exit and bridge opening (9/23/92).WSPRO Results: 100-yr (HEC-18) Qbridge K1 K2 K3 a Y1 V1 Fr Ys (cfs) (ft) (ft) (fps) (ft) 11,400 .90 1.0 1.1 4.0 14.87 10.86 .50 9.3 500-yr (HEC-18) Qbridge K1 K2 K3 a Y1 V1 Fr Ys (cfs) (ft) (ft) (fps) (ft) 12400 .90 1.0 1.1 4.0 15.55 10.49 .47 9.2WSPRO Results: 100-yr (HEC-18) Qbridge K1 K2 K3 a Y1 V1 Fr Ys (cfs) (ft) (ft) (fps) (ft) 11,400 .90 1.0 1.1 4.0 14.87 10.86 .50 9.3 500-yr (HEC-18) Qbridge K1 K2 K3 a Y1 V1 Fr Ys (cfs) (ft) (ft) (fps) (ft) 12400 .90 1.0 1.1 4.0 15.55 10.49 .47 9.2WSPRO Results: 100-yr (HEC-18) Qbridge K1 K2 K3 a Y1 V1 Fr Ys (cfs) (ft) (ft) (fps) (ft) 11,400 .90 1.0 1.1 4.0 14.87 10.86 .50 9.3 500-yr (HEC-18) Qbridge K1 K2 K3 a Y1 V1 Fr Ys (cfs) (ft) (ft) (fps) (ft) 12400 .90 1.0 1.1 4.0 15.55 10.49 .47 9.2WSPRO Results: 100-yr (HEC-18) Qbridge K1 K2 K3 a Y1 V1 Fr Ys (cfs) (ft) (ft) (fps) (ft) 2,180 1.0 1.0 1.1 2.0 5.41 6.95 .53 4.7 500-yr (HEC-18) Qbridge K1 K2 K3 a Y1 V1 Fr Ys (cfs) (ft) (ft) (fps) (ft) 2,680 1.0 1.0 1.1 2.0 7.09 5.90 .39 4.7The pier scour depth entered in the database was determined from analysis of the surveyed cross-sections collected during the 9/17 - 9/18/01 post-flood survey. WSPRO Results: 100-yr (HEC-18) Qbridge K1 K2 K3 a Y1 V1 Fr Ys (cfs) (ft) (ft) (fps) (ft) 4,570 1.0 1.0 1.1 2.0 11.54 8.26 .43 5.6 500-yr (HEC-18) Qbridge K1 K2 K3 a Y1 V1 Fr Ys (cfs) (ft) (ft) (fps) (ft) 5,690 1.0 1.0 1.1 2.0 11.54 10.29 .53 6.2The pier scour depth entered in the database was determined from analysis of the surveyed cross-sections collected during the 9/17 - 9/18/01 post-flood survey. WSPRO Results: 100-yr (HEC-18) Qbridge K1 K2 K3 a Y1 V1 Fr Ys (cfs) (ft) (ft) (fps) (ft) 4,570 1.0 1.0 1.1 2.0 11.54 8.26 .43 5.6 500-yr (HEC-18) Qbridge K1 K2 K3 a Y1 V1 Fr Ys (cfs) (ft) (ft) (fps) (ft) 5,690 1.0 1.0 1.1 2.0 11.54 10.29 .53 6.2LVAL jNAll contraction is on the right portion of the approach section, therefore eccentricity is 0. It should be understood that although clear-water conditions are predicted for this flow regime, this site has the capabilities of eAll contraction is on the right portion of the approach section, therefore eccentricity is 0. It should be understood that although clear-water conditions are predicted for this flow regime, this site has the capabilities of experiencing live-bed conditions under slightly higher flows. If debris accumulates during a flood event, it could have had a significant effect on the amount of contraction scour due to the relatively minimal contraction ratio.WSPRO Calculations: 500- yr Live-Bed Calculations Y1=10.37 Qmc1=24631 Qmc2=34000 Wc1= 565 Wc2 = 338.2 K1 =.59 Y2 = 18.51 Ys = 8.1 Clear-Water Calculations Y1=10.37 D50=.049 Dm = .062 W2=338.2 Ys = 4.5 -------- 100-yr Live-Bed Calculations Y1= 8.51 Qmc1=19055 Qmc2=25000 Wc1=565 Wc2=322.2 K1 = .59 Y2 = 14.92 Ys=6.5 Clear-Water Calculations Y1=8.51 D50=.049 Dm=.062 W2=322.2 Ys=3.4WSPRO Calculations: 500- yr Live-Bed Calculations Y1=8.08 Qmc1=12400 Qmc2=12400 Wc1= 294 Wc2 = 158.4 K1 =.59 Y2 = 11.64 Ys = 3.6 Clear-Water Calculations Y1=8.08 D50=.098 Dm = .12 W2=158.4 Ys = 1.7 -------- 100-yr Live-Bed Calculations Y1=6.26 Qmc1=11400 Qmc2=11400 Wc1=290 Wc2=127.5 K1 = .59 Y2 = 10.17 Ys=3.9 Clear-Water Calculations Y1=6.26 D50=.098 Dm=.12 W2=127.5 Ys=4.7The cont. scour depth entered in the database was determined from analysis of the surveyed cross-sections collected during the 9/17 - 9/18/01 post-flood survey. WSPRO Results: 500- yr Clear-Water Calculations Y1=5.20 D50=.59 Dm = .74 W2=81.0 Ys = 0 ft 100-yr Clear-Water Calculations Y1=3.95 D50=.59 Dm=.74 W2=81.0 Ys=0 ft -------------- WSPRO contraction scour calculations were based on the bridge conditions after the 1986 flood, which prompted the MTDOT to lined the section through the bridge with riprap, hence the very large D50 and Dm values. The grain size distribution found in this section and in the bed material section are representative of the material that was present prior to the 1986 flood. Since clear-water scour is assumed to take place and no other event has occurred since 1986 that forced the overflow bridge to convey water, post-flood surveys of the section provided a reasonable estimate of the scour that occurred during the 1986 flood. The scour depths specified in this section were determined from these post-flood surveys.The cont. scour depth entered in the database was determined from analysis of the surveyed cross-sections collected during the 9/17 - 9/18/01 post-flood survey. WSPRO Results: 500- yr Clear-Water Calculations Y1=6.33 D50=.59 Dm=.74 W2=83.0 Ys = 0 ft 100-yr Clear-Water Calculations Y1=5.24 D50=.59 Dm=.74 W2=83 Ys=0 ft -------------- WSPRO contraction scour calculations were based on the bridge conditions after the 1986 flood, which prompted the MTDOT to lined the section through the bridge with riprap, hence the very large D50 and Dm values. The grain size distribution found in this section and in the bed material section are representative of the material that was present prior to the 1986 flood. Since clear-water scour is assumed to take place and no other event has occurred since 1986 that forced the overflow bridge to convey water, post-flood surveys of the section provided a reasonable estimate of the scour that occurred during the 1986 flood. The scour depths specified in this section were determined from these post-flood surveys. LVALN Nqq100-yr Left Abutment Ae Qe Ve a' Ya Fr K1 Theta K2 Ys 28 133 4.75 8.0 3.49 .45 .55 70 .97 7.2 ft Based on low values of hydraulic variables key to abutment scour calculations, and presence of riprap, abutment scour is believed to not be a factor. 50100-yr Left Abutment Ae Qe Ve a' Ya Fr K1 Theta K2 Ys 28 133 4.75 8.0 3.49 .45 .55 70 .97 7.2 ft Based on low values of hydraulic variables key to abutment scour calculations, and presence of riprap, abutment scour is believed to not be a factor. 500-yr Left Abutment Ae Qe Ve a' Ya Fr K1 Theta K2 Ys 23 87 3.78 5.0 4.60 .31 .55 70 .97 7.4 ft Based on low values of hydraulic variables key to abutment scour calculations, and presence of riprap, abutment scour is believed to not be a factor.100-yr Right Abutment Ae Qe Ve a' Ya Fr K1 Theta 458 2155 4.71 128.6 3.56 .44 .55 62 Because ratio of a'/Ya exceeds 25, use Eqn 25 from Hec-18 for right abutment scour - Ys=10.9 Adjust calculated scour for abutment scew from fig11, HEC-18, theta=54, adustment=1.03 Ys=5.9 ft 500-yr Right Abutment Ae Qe Ve a' Ya Fr K1 Theta 621 2480 3.99 118.2 5.25 .31 .55 62 Because ratio of a'/Ya exceeds 25, use Eqn 25 from Hec-18 for right abutment scour - Ys=14.2 Adjust calculated scour for abutment scew from fig11, HEC-18, theta=62, adustment=.54 Ys=7.7 ft100-yr Left Abutment Ae Qe Ve a' Ya Fr K1 Theta K2 Ys 28 133 4.75 8.0 3.49 .45 .55 70 .97 7.2 ft Based on low values of hydraulic variables key to abutment scour calculations, and presence of riprap, abutment scour is believed to not be a factor. 500-yr Left Abutment Ae Qe Ve a' Ya Fr K1 Theta K2 Ys 23 87 3.78 5.0 4.60 .31 .55 70 .97 7.4 ft Based on low values of hydraulic variables key to abutment scour calculations, and presence of riprap, abutment scour is believed to not be a factor.100-yr Right Abutment Ae Qe Ve a' Ya Fr K1 Theta 458 2155 4.71 128.6 3.56 .44 .55 62 Because ratio of a'/Ya exceeds 25, use Eqn 25 from Hec-18 for right abutment scour - Ys=10.9 Adjust calculated scour for abutment scew from fig11, HEC-18, theta=54, adustment=1.03 Ys=5.9 ft 500-yr Right Abutment Ae Qe Ve a' Ya Fr K1 Theta 621 2480 3.99 118.2 5.25 .31 .55 62 Because ratio of a'/Ya exceeds 25, use Eqn 25 from Hec-18 for right abutment scour - Ys=14.2 Adjust calculated scour for abutment scew from fig11, HEC-18, theta=62, adustment=.54 Ys=7.7 ftLVALxThe bridge site is located 4 miles southeast of Manhattan, Montana over the Gallatin River and is part of the I-90 Interstate highway. I-90 crosses the Gallatin River via parrallel bridges, one for eastbound (upstream bridge) and the other for westbound traffic (downstream bridge). Both bridges have two traffic lanes with a space approximately two lanes wide seperating the eastbound and westbound bridges. A USGS gaging station (06043500) is located upstream of the site near Gallatin Gateway providing contiuous discharge data from 1984 to present and annual peak discharge data for 60 years (1889-Present). Diversions for irrigation are common along the Gallatin River in the vicinity of the site. The data from the gage, along with drainage-area-adjustments resulted in flood-frequency estimates for the 100- and 500-year peak discharges at the bridge. Q100 = 12,000 cfs and Q500 = 14,100 cfs at the bridge. Depending upon the year, the river is either highly anabranched or braided as it approaches the bridge and flow splits around a large flood bar immediately upstream of the I-90 crossing. The bed material is very mobile, and can be compared to mounds of ball bearings. The streambed configuration is highly variable from year to year. A guide bank was installed on the right bank in the early 1990's in response to erosion that was encroaching upon the highway embankment. The guide bank eliminated contraction of the river approximately one bridge width upstream of I-90, but 4-5 bridge widths upstream the river braids out considerably and an obvious contration at the bridge opening is observed. A level 2 scour analysis was conducted on the site using the WSPRO computer model. The model was used to conduct step-backwater calculations for the 100-year and 500-year peak discharges at the bridge. The 100-year discharge passed through the bridge as free-surface flow without any overtopping of the roadway but approx. 5% (600 cfs) overtopping an embankment on the left bank, just upstream of the bridge.  LVAL Upon analysis of the 500-year discharge, it was determined that unsubmerged pressure flow conditions would be used in the scour assessment and that 12% of the flow (1,692 cfs) overtopped the same embankment on the left bank, just upstream of the bridge. The results of the WSPRO hydraulic characteristics are summarized below: WSPRO Hydraulic Results: Uncontracted Section 100-yr Average Velocity = .49 ft/s Depth = 3.95 Main Channel K = 369110 Left K = 0 Rigth K = 0 Bridge Section 100-yr Worst Case K-tube velocity = 6.95 area = 15.7 sq. ft. Uncontracted Section 500-yr Average velocity = .46 ft/s Depth = 5.2 ft Main Channel K=582823 Left K=0 Right K=0 Bridge Section 500-yr Worst Case K-tube = 5.9 area = 22.7 sq ftwLVAL ɣ~f]]]From the soil logs for four test holes the bed material in the top layer consists of 6 to 10 feet of fine to medium sand underlain by 4 tFrom the soil logs for four test holes the bed material in the top layer consists of 6 to 10 feet of fine to medium sand underlain by 4 to 10 feet of coarser material, composed of 50% sand and 50% gravel up to 2.5-in size. No bed material samples were collected for the study.Only the D90=9 and D50=1 were reported with the data. The D95, D84, and D16 were computed from the provided data. The D84 was interpolated from the D90 and D50 using a log-probability interpolation. Sigma was computed as D84/D50. D95 and D16 were computed from the equation D50 * Sigma^(standard normal deviate of 95 or 16).Only the D90=6.5 and D50=1.5 were reported with the data. The D95, D84, and D16 were computed from the provided data. The D84 was interpolated from the D90 and D50 using a log-probability interpolation. Sigma was computed as D84/D50. D95 and D16 were computed from the equation D50 * Sigma^(standard normal deviate of 95 or 16).3 samples collected in the scour hole in the upstream left bank scour hole at a depth ~ 12 ft. Results: Size (mm) 8 4 2 1 .5 .25 .125 .062 .016 .004 .002 % < than 100 100 100 99.9 99.7 99.4 95.7 78.5 40.5 23.6 19.03 samples collected in the scour hole at the upstream left abutment in the bridge opening at a depth ~ 24 ft. Results: Size (mm) 8 4 2 1 .5 .25 .125 .062 .016 .004 .002 % < than 100 100 100 99.9 99.9 99.8 95.2 75.7 39.2 24.6 20.1150 ft downstream of bridge in middle of the exit section, 3 samples collected from boat during low-flow at depth ~ 27.5 ft. Results: Size (mm) 8 4 2 1 .5 .25 .125 .062 .016 .004 .002 % < than 100 100 100 100 99.8 99.7 98.6 92.4 58.0 35.8 30.6150 ft upstream of bridge in middle of the approach channel, 3 samples collected from boat during low-flow at depth ~ 5 ft. Results: Size (mm) 8 4 2 1 .5 .25 .125 .062 % < than 100 100 100 99.8 95.6 16.3 0.5 .23 samples collected from boat during low-flow in the bridge opening at a depth ~ 11 ft. Results: Size (mm) 8 4 2 1 .5 .25 .125 .062 .016 .004 .002 % < than 100 95.5 95.2 94.8 94.5 92.2 83.1 66.0 42.9 34.6 31.3Downstream of bridge, 3 samples collected from boat during low-flow at depth ~ 9 ft. Results: Size (mm) 8 4 2 1 .5 .25 .125 .062 .016 .004 .002 % < than 100 99.0 98.9 98.6 98.2 94.4 82.9 72.0 44.8 30.4 25.0Upstream of bridge, 3 samples collected from boat during low-flow at depth ~ 14 ft. Results: Size (mm) 8 4 2 1 .5 .25 .125 .062 .016 .004 .002 % < than 100 100 98.9 98.6 97.4 94.1 79.2 61.8 38.3 29.6 27.2No material collected under bridge, rocks and/or concrete present. 3 samples were collected from boat during low-flow just downstream of the bridge along the left bank at a depth ~ 4 ft. Results: Size (mm) 8 4 2 1 .5 .25 .125 .062 .016 .004 .002 % < than 100 100 99.8 99.2 98.4 96.9 90.2 76.7 46.7 35.8 30.3350' Downstream of bridge, 3 samples collected from boat during low-flow at depth ~ 8 ft. Results: Size (mm) 8 4 2 1 .5 .25 .125 .062 .016 .004 .002 % < than 100 96.5 95.8 95.1 93.4 91.8 87.1 70.7 44.3 29.0 25.1200 ft Upstream of bridge, 3 samples collected from boat during low-flow at depth ~ 9 ft. Results: Size (mm) 8 4 2 1 .5 .25 .125 .062 .016 .004 .002 % < than 100 95.0 93.0 91.2 89.6 86.8 79.0 59.9 35.4 24.4 22.7 LVALА . This is an 1,180-ft-long bridge crossing the Pearl River at Jackson at river mile 2Detailed data of the bridge reach was collected during the flood with a manned boat and ADCP. Inspection of the "approach" section (one bridge width upstream) revealed a large discharge relative to that of the contracted opening. It was discovered that the blockage caused by the roadway embankment forced a majority of the left floodplain flow back into the main channel at the "approach" section. A cross section made further upsA few logs were jamed perpendicular to the flow along the nose of pier #1. The deepest area of scour through the bridge reach was observed to be downstream of the bridge on the left side of the channel (between the left abutment and pier #2). ThRemanents of the old bridge appear to be influencing the bathmetry of the bridge section, where the upstream bridge face section is 3-4 feet higher than the downstream bridge Remanents of the old bridge appear to be influencing the bathmetry of the bridge section, where the upstream bridge face section is 3-4 feet higher than the downstream bridge face section as well as other section collected further upstream of the bridge. It would also explain the inability to collect bed material samples at the upstream bridge face.A few logs were jamed perpendicular to the flow along the nose of pier #1. The deepest area of scour through the bridge reach was observed to be downstream of the bridge on the left side of the channel (between the left abutment and pier #2). The riprap protection on the abutments and piers greatly diminished scour through the bridge and focuRemanents of the old bridge appear to be influencing the bathmetry of the bridge section, where the upstream bridge face section is 3-4 feet higher than the downstream bridge face section as well as other section collected further upstream of the bridge. It would also explain the inability to collect bed material samples at the upstream bridge face.Detailed data of the bridge reach was collected during the flood with a manned boat and ADCP. Inspection of the "approach" section (one bridge width upstream) revealed a large discharge relative to that of the contracted opening. It was discovered that the blockage caused by the roadway embankment forced a majority of the left floodplain flow back into the main channel at the "approach" section. A cross section made further upstream showed much less discharge, which was consistent with channel discharge downstream of the bridge opening. Data from an ADCP section that cut-off the left floodplain flow accounted for all but 500 cfs of the difference in discharge between the "approach" section and the section further upstream. The section furthest upstream was used as the uncontracted section because it was most representative of the flow naturally carried by the main channel had the roadway embankment not be present. The widths and corresponding hydraulic characteristics for both the contracted and uncontracted sections are representative of the portion of the channel in which live-bed transport would be expected.M6]1Z?P@     pHBelt CreekBelt Creek at Highway 89 near Belt, MTMTBelt89MainlineUSNAUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownUnknownLocalPPIIII@@7.% zn#x}@"621Z?P@     pHBelt CreekBelt Creek at Highway 89 near Belt, MTMTBelt89MainlineUSNAStraightUnknownPartialOccasionalLocalMediumEphemeralGravelHighLittleUnknownApparentAlluvialMediumUnknownNoneNoneIrregularEquiwidthLocala@4}qjj_TNH?7-# zn#x@LVAL NDatum of gage is 868.26 ft above sea level, The water-surface elevations were measured at a staff gage about 1,000 ft downstream from the bridge. The staff gage had a datum of 377.7 ft MSL. All elevations are presented in ft MSL. Horizontal positioning of the velocity profiles and bathymetry was meThe water-surface elevations were measured at a staff gage about 1,000 ft downstream from the bridge. The staff gage had a datum of 377.7 ft MSL. All elevations are presented in ft MSL. Horizontal positioning of the velocity profiles and bathymetry was measured using a range-azimuth positioning system. The horizontal coordinates are in an arbitrary local grid. The bridge was correctly positioned in the grid by surveying 2 or more piers from each instrument setup location. All horizontal coordinates are in ft.Water-surface elevations were measured from the bridge deck. The elevation of the bridge deck was determined from the bride plans. All measurements were made between the leftmost pier and the left abutment. Date Time Upstream Downstream 4-4-97 1040.13 1039.85 4-5-97 1430 1040.57 1040.27 4-9-97 1800 1041.2 7-15-97 1410 1032.75 A local right-hand coordinate system was established with the postive y-axis in the upstream direction and the x-axis parallel to the upstream face of the bridge. This resulted in x-coordinates increasing from right to left. Since step backwater models typically us left to right coordinates, stationing was added which increases from left to right. The stationing on the two sections 500-ft upstream was adjusted so that the main channel aligned with the main channel at the bridge.RM1--Elevation 1748.42 ft msl. Chiseled square on northwest abutment of bridge, top at northwest corner. MP1--elevation 1752.06 ft MSL. Chiseled V on upstream concrete rail 74 ft from south end (left bank) of bridge. MP2--Elevation 1751.98 ft msl. Chiseled V on downsream concrete rail 74 ft from south end (left bank) of bridge. MSL elevations were computed from elevation of top of piers from bridge plans and field survey.USSB: RM = Tablet set in left abutment. ELEVATION = 900.92 ft RP = Wire-weight gage at station 294. ELEVATION = 893.57 ft Right abutment = station 634 RE pier = station 246 RE pier = station 507 LE pier = station 241 LE pier = station 502 RE pier = station 116 RE pier = station 377 LE pier = station 112 LE pier = station 372 Left abutment = station 0 RP = station 294 DSSB: RP = Chiseled square on downstream right corner of guardrail-support foot plate at station 276, across from WWG. ELEVATION = 891.83 ft APPR: RP = Lag bolt in downstream side of maple tree 650 ft upstream, 160 ft upstream of gage, 1.5 ft LSD, left bank. Tree is fourth cluster of trees upstream of gage. ELEVATION = 11.79 ft (gage datum). EXIT: RP = Lagbolt in streamward side of upstream-most 3-ft maple tree in cluster of three trees, 1 ft LSD, left bank. Bolt approx. 700 ft downstream of bridge and 30 ft upstream of culvert under railroad tracks. ELEVATION = 11.63 ft (gage datum). RP = Lag bolt on upstream side of 1.5 ft maple tree, 5 ft landward and 5 ft downstream of first RP. Bolt in cluster of two trees, 3 ft LSD. ELEVATION = 14.90 ft (gage datum)._oZ$@HLN Adf@Z@33333sM@@@{Gz@1Grab on bedNon-Cohesive@wi\ZLVAL.6 3 i $  C D ZOl'CCCCCCVxVVVVV@VpVVVV V`,V&V V8VVVpVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVhVP0V(V#NVH$V PNVH$V NVH$V NVH$V PNVH$V NVH$V NVH$V NVH$V NVH$V  NVH$V  NVH$V  NVH$V  NVH$V  PNVH$V PNVH$V PNVH$V NVH$V NVH$V NVH$V NVH$V PNVH$V NVH$V $NVH$V NVH$V NVH$V Vz )V/V)Vp{ VVVX%V@Vh%VxVx%VV%VV%V V%VX V%V V%V V%V!V%V8!V%Vp!V&V!V&V!V(&V"V8&VP"VH&V"VX&V"Vh&V"Vx&V0#V&V h#V&V#V&V#V&V$V&VV dV@VxV (VV VX V V V!V8!Vp!V d!V d!V d"VP"V"V"V"V (0#V h#V#V#V$Vd)V)V )V()V0)V8)V@)VH)VP)VX)V`)Vh)Vp)Vx)V)V)V)V)V)V)V)V)V)V)V)VVV@VxVVV VX V V V!V8!Vp!V!V!V"VP"V"V"V"V0#Vh#V#V#V$VH$VPierScour`*V*V*V*V d*VSitePierScour SiteIdPrimaryKeyPKey PierID*VVv -V-V/VV`,V`,qV`,V`,V`,V`,V`,V`,V`,V`,V`,V`,V`,V`,V`,V`,V`,V`,V`,V`,V`,V`,V`,V`,V`,V`,V`,V`,V`,V`,V/V V/V/V80V`.VPierScourNVP+VNVP+V-V&V.V@.VV P+V.V /V/V/VSitePierScour P/V ,/V{NT/V(/Vd/V `.V/V`/Vh/VP.VSitePierScour.VNV`,V/V/V/V 0VH$VLVALX \D7#X:V{#X:  9?4VX:V!Vx5VU <|V"VbVVVV"VRVVVV:VjVVV VR V V V2 Vr V V V2 Vb V V V V: Vz V V|VV@VpVVVV0VhVVVVHVxVVV0 Vh V V VP V V V V@ Vp V V V VX V V|VVVVVVVVVVVVVVVVVVVVVVVVVVVVVVV|V"VbVVVV"VRVVVV:VjVVV VR V V V2 Vr V V V2 Vb V V V V: Vz V V  (      (                    (  (  (       (   "  -ContractionScour.SiteIdContractionScour;ContractionScour.MeasurementNo)ContractionScour.Date)ContractionScour.Time-ContractionScour.UCDate-ContractionScour.UCTime-ContractionScour.USOrDS5ContractionScour.ScourDepth1ContractionScour.Accuracy7ContractionScour.CAverageVel5ContractionScour.CDischarge-ContractionScour.CDepth-ContractionScour.CWidth9ContractionScour.UCAverageVel7ContractionScour.UCDischarge/ContractionScour.UCDepth/ContractionScour.UCWidthOContractionScour.ChannelContractionRatioIContractionScour.PierContractionRatio9ContractionScour.Eccentricity9ContractionScour.SedTransport?ContractionScour.BedMaterialType/ContractionScour.BedForm'ContractionScour.D16'ContractionScour.D50'ContractionScour.D84'ContractionScour.D95AContractionScour.SigmaBedMaterial;ContractionScour.DebrisEffects1ContractionScour.Comments1ContractionScour.LocationVV  VV Vxn7@VV Vi{ "Vi{ bVi{ Vi{ Vi{ Vi{ "Vi{ RVi{ Vi{ Vi{ Vi{ :Vi{ jVi{ Vi{ Vi{  Vi{ R Vi{  Vi{  Vi{ 2 Vi{ r Vi{  Vi{  Vi{ 2 Vi{ b Vi{  Vi{  Vi{  Vi{ : Vi{ z Vi{  Vi{#ContractionScour V  VV(-V Vl @!Contraction ScourV VVVV @V V pV(V V0V V8VV@V 0VHV  hVPV  VXV  V`V  VhV  HVpV xVxV VV VV 0 VV h VV VV  VV P VV VV VV  VV @ VV p VV VV VV  VV X VV VVVV@VpVVVV0VhVVVV LVALThese values represent computed contraction scour from an "equilibrium bed" elevation (established in Nov, 1999, based on survey and historical data). The computed pier scour was 21.1 feet, for a total scour of 21.5 feet. The actual measThese values represent computed contraction scour from an "equilibrium bed" elevation (established in Nov, 1999, based on survey and historical data). The computed pier scour was 21.1 feet, for a total scour of 21.5 feet. The actual measured total scour on this date was 20.0 feet (from measurement notes). The engineer decided not to attempt to separate the total scour measurement into components due to the complexity that was introduced by the large debris raft at the pier.<LVAL`x - 5%p\l|The piers are numbered from right to left, looking downstream and consist of a group of 5-6 creosoted timber piles. TThe piers are numbered from right to left, looking downstream and consist of a group of 5-6 creosoted timber piles. The piles do not have foundations but rather driven into the bed material until refusal (penetration averaged 12.3 feet).The piers are numbered from right to left, looking downstream and consist of a group of 5-6 creosoted timber piles. The piles do not have foundations but rather driven into the bed material until refusal (penetration averaged 12.3 feet).Pier #4 is an intermediate pile bent consisting of 4 cylindrical timber piles. Pier numbering is from left to right looking downstream.Pier #3 is an intermediate pile bent consisting of 8 cylindrical timber piles. Pier numbering is from left to right looking downstream.Pier #1 is an intermediate pile bent consisting of 4 cylindrical timber piles. Pier numbering is from left to right looking downstream.Pier #2 is an intermediate pile bent consisting of 8 cylindrical timber piles. Pier numbering is from left to right looking downstream.Piers are numbered from left to right looking downstream. All piers have a uniform vertical profile. Piers are 18 foot long, with hammer-head design at top.Pier 6 was in eddy fence, but fence was reasonably aligned at pier. Flow appoached pier 6 at 5 degree angle. Piers are numbered from left to right looking downstream. All piers have a uniform vertical profile. Piers are 18 foot long, with hammer-head design at top.Flow approached pier 5 at approximately 22 degree angle. Piers are numbered from left to right looking downstream. All piers have a uniform vertical profile. Piers are 18 foot long, with hammer-head design at top.Flow approached pier 4 at approximately 20 degree angle. Piers are numbered from left to right looking downstream. All piers have a uniform vertical profile. Piers are 18 foot long, with hammer-head design at top.Piers are numbered from left to right looking downstream. All piers have a uniform vertical profile. Piers are 18 foot long, with hammer-head design at top.Piers are numbered from left to right looking downstream. All piers have a uniform vertical profile. Piers are 18 foot long, with hammer-head design at top.Pier #1 is on the right, looking downstream, and is supported by 82 concrete pilings driven to depths ranging from 660.28' to 637.28'. The foundation is dumbell shaped with 15.5' squares on each end connected by a 5' by 14' rectangle. In 1952, the pier was reinforced with stone rip-rap at a 2:1 slope from the top of the foundation due to a major scouring event that occurred in April, 1951. The remaining exposed channel bottom between the piers was lined with stone rip-rap paving to an elevation of 680'. Debris frequently accumulates in front of pier 1 and is a noted problem.Pier #2 is on the left, looking downstream, and is supported by 82 concrete pilings driven to depths ranging from 665.96' and 654.96'. The foundation is dumbell shaped with 15.5' squares on each end connected by a 5' by 14' rectangle. In 1952, the pier was reinforced with stone rip-rap at a 2:1 slope from the top of the foundation due to a major scouring event that occurred in April, 1951. The remaining exposed channel bottom between the piers was lined with stone rip-rap paving to an elevation of 680'. Debris frequently accumulates in front of pier 2 and is a noted problem.Pier #1 is the left-most pier (looking downstream) and consists of two separate 3' diameter cylindrical piers with foudations supported by 10 batter piles.Pier #2 is the right-most pier (looking downstream) and consists of two separate 3' diameter cyclindrical piers with foudations supported by 10 batter piles. LVAL   kYmQJLom`QbmkYmQJLom`QbmkMdoikYmQLQO`JmkYmQLiYOUQkYmQMdbmiJMmYdbkMdoikYmQQ^QqkYmQWvOidUiJfWkYmQfYQikYmQfYQikMdoikYmQkJbOh ?H?H?? ??(?`?? ? ?@? x??? ?X? ? ? ?pG???? ?(?0?8?@?H?P?X?`?h?p?x???H????(?`????@?x??? ?X????8? SandQ? ? ?8 ?SiteSandQ SiteIDPrimaryKeyIDH ??sv @#?0#?%??!?!q?!?!?!?!?!?!?!?!?!?!?!?!?!?!?!?!?!?!?!?!?!?!?!?!?!?!?!?!?8%? ?H%?(%?%?#?SandQN? ?N? ?@#?X?x#?#?? ?P$? h$?p$?$?SiteSandQ $? $?T$?$?$? #?$?$?$?#?SiteSandQx#?N?!?H%?%?H%?%?8?LVALМHVxVVV0 Vh V V VP V V V V@ Vp V V V VX V VVi{ "Vi{ bVi{ Vi{ Vi{ Vi{ "Vi{ RVi{ Vi{ Vi{ Vi{ :Vi{ jVi{ Vi{ Vi{  Vi{ R Vi{  Vi{  Vi{ 2 Vi{ r Vi{  Vi{  Vi{ 2 Vi{ b Vi{  Vi{  Vi{  Vi{ : Vi{  Vi{ z Vi{#ContractionScour V V "V V bV V V V V V V V "V V RV V V V V V V V :V V jV!V V!V V!V  V!V R V !V V(!V V0!V 2 V8!V r V@!V VH!V VP!V 2 VX!V b V`!V Vh!V Vp!V Vx!V : V!V V!V z V!VVV@VpVVVV0VhVVVVHVxVVV0 Vh V V VP V V V V@ Vp V V V V VX V V6V(0V V8VV8VV8V!VV!VV!VV!VV!VV!VV!VV!VV!VV!VV!VV!VV!VV!VV!VV!VV!VV!VV!VV!VV!VV!VV!VV!VV!VV!VV!VV!VV!VV!VV(Vh:V 2V)NV(-V PNV(-V NV(-V NV(-V NV(-V NV(-V PNV(-V NV(-V NV(-V  NV(-V  NV(-V  NV(-V  NV(-V  NV(-V NV(-V NV(-V NV(-V NV(-V NV(-V NV(-V PNV(-V PNV(-V PNV(-V NV(-V NV(-V NV(-V NV(-V NV(-V PNV(-V NV(-V $PNV(-V" Vz 3V:V3Vr{V`&V&V8.V&VH.V'VX.V@'Vh.Vx'Vx.V'V.V'V.V (V.VX(V.V(V.V(V.V)V.V8)V.Vp)V/V)V/V)V(/V*V8/VP*VH/V*VX/V*Vh/V*Vx/V0+V/Vh+V/V+V/V+V/V,V/VH,V/V,V/V ,V/V,V0V`&V (&V&V'V@'Vx'V ('V'V (VX(V(V(V)V8)Vp)V)V)V*VP*V*V (*V (*V (0+Vh+V+V+V,VH,V (,V ,V ,V|2V2V2V2V2V2V2V3V3V3V3V 3V(3V03V83V@3VH3VP3VX3V`3Vh3Vp3Vx3V3V3V3V3V3V3V3V3V`&V&V&V'V@'Vx'V'V'V (VX(V(V(V)V8)Vp)V)V)V*VP*V*V*V*V0+Vh+V+V+V,VH,V,V,V,V(-VContractionScourh4Vx4V4V4V (A LVALQ H H B 0 \ ,\,h \ " X tF rFTV&^~N^0 @EStreamID) 3D HighwayMilePoint9 3CCity! 3B nTypR# 3A nTypM# 3@ nTypL# 3? nLowR# 3> nLowM# 3= nLowL# 3< nHighM% 3; nHighR% 3: nHighL% 39$Bridge_Description= 3  !D16PierScourD16PierScour.D16R82 {  !D84PierScourD84PierScour.D84R82 {  !D95PierScourD95PierScour.D95R82 {   CommentsPierScourCommentsPierScour.CommentspL<**{  ( DebrisEffectsPierScourDebrisEffectsPierScour.DebrisEffects`F44{  !SigmaBedMaterialPierScourSigmaBedMaterialPierScour.SigmaBedMateriallL::{  !D50PierScourD50PierScour.D50R82 {  !CrestPierScourCrestPierScour.Crest^@6$${  !TroughPierScourTroughPierScour.TroughdD8&&{  d BedFormPierScourBedFormPierScour.BedFormjH:(({  d BedMaterialTypePierScourBedMaterialTypePierScour.BedMaterialTypehJ88{  d SedTransportPierScourSedTransportPierScour.SedTransport\D22{  !SkewToFlowPierScourSkewToFlowPierScour.SkewToFlow|T@..{  !EffectPierWidthPierScourEffectPierWidthPierScour.EffectPierWidthhJ88{  !ApproachDepthPierScourApproachDepthPierScour.ApproachDepth`F44{  !ApproachVelPierScourApproachVelPierScour.ApproachVelXB00{  !TopWidthPierScourTopWidthPierScour.TopWidthpL<**{  4V4VSiteId'SiteContractionScourPrimaryKeyPKey PierID NoDups4VVv 8V7V9VV6V6qV6V6V6V6V6V6V6V6V6V6V6V6V6V6V6V6V6V6V6V6V6V6V6V6V6V6V6V6V9V !V:V9VP:V'8VContractionScourNVx5VNVx5V8V0V@8Vx8VV x5V9V(9V09V@9V SiteId x9V T9V{N|9VP9V9V 8V9V9V9V8V SiteId@8VNV6V:V9V:V8:V(-VLVAL without any overtopping of the roadway but approx. 5% (600 cfs) overtopping an embankment on the left bank, just upstream of the bridge. Upon analysis of the 500-year discharge, it was determined that unsubmerged pressure flow conditions would be used in the scour assessment and that 12% of the flow (1,692 cfs) overtopped the same embankment on the left bank, just upstream of the bridge. The results of the WSPRO hydraulic characteristics are summarized below: WSPRO Hydraulic Results: Uncontracted Section 100-yr Average Velocity = 6.28 ft/s Depth = 6.26 Main Channel K = 182446 Left K = 0 Rigth K = 0 Bridge Section 100-yr Worst Case K-tube velocity = 10.86 ft/s area = 52.5 sq. ft. Uncontracted Section 500-yr Average velocity = 5.22 ft/s Depth = 8.08 ft Main Channel K=281153 Left K=0 Right K=0 Bridge Section 500-yr Worst Case K-tube = 10.49 ft/s area = 59.1 sq ft6&N))1Z?P@     pHBelt CreekBelt Creek at Highway 89 near Belt, MTMTBelt89MainlineUSNAStraightUnknownPartialOccasionalLocalMediumEphemeralGravelHighLittleUnknownApparentAlluvialMediumUnknownNoneNoneIrregularEquiwidth @LLocala@4}vj_TNH?7-# zn#x@LVALThe overflow bridge 9 miles west of Saco, is one of three openings that convey water of Beaver Creek through US Highway 2 during high-runoff periods. This site is located on the left overbank floodplain of Beaver Creek, which flows northeast out of the Little Rocky Mountains in the Highline Country of Montana. No clearly-defined main channel exists and the floodplain consists of densely-vegetated erosion resistant pasture and rangeland. No peak-discharge data are available at the bridge site, but indirect measurements on Beaver Creek indicated that the magnitude of the September 1986 flood was approximately a 100-year return period event. High water marks surveyed after the 1986 flood suggest that the peak stage at the bridge was 92.89 ft. Inspection of the surronding area and a lack of evidence of additional scour following the 1986 flood, the floodplain is presumed to be stable and clear-water scour is likely to occur at the bridge. The magitude of the 100- and 500-year floods for Beaver Creek are 13,500 and 20,700 cfs, respectively. Step-backwater calculations (WSPRO) at the bridge for the 100-year discharge indicated that the overflow bridge 9 miles west of Saco would carry 16% of the total Beaver Creek discharge (2,180 cfs) as free-surface flow. For discharges greater than the 100-year flood, step-backwater calculations showed that the road would be overtopped east of the bridge. For the 500-year flood, it was estimated that the road overflow would carry approximately 3,960 cfs and the bridge would carry the same percentage of the flow for the remainder of the 500-year flood (2,680 cfs). A level 2 scour analysis was conducted on the site using the WSPRO computer model and the 100- and 500-year discharges. The results of the WSPRO hydraulic characteristics are summarized below: WSPRO Hydraulic Results: Uncontracted Section 100-yr Average Velocity = .49 ft/s Depth = 3.95 Main Channel K = 369110 Left K = 0 Rigth K = 0 Bridge Section 100-yr WorstLVAL Case K-tube velocity = 6.95 area = 15.7 sq. ft. Uncontracted Section 500-yr Average velocity = .46 ft/s Depth = 5.2 ft Main Channel K=582823 Left K=0 Right K=0 Bridge Section 500-yr Worst Case K-tube = 5.9 area = 22.7 sq ftlLVAL ZNRM1--Elevation 100.00 ft gage datum. Chiseled + on left upstream concrete guard rail of bridge (Northwest corner of bridge). RM2--Elevation 99.68 ft gage datum. Chiseled + on left downstream concrete guard rail of bridge (Northeast corner of bRM1--Elevation 100.00 ft gage datum. Chiseled + on left upstream concrete guard rail of bridge (Northwest corner of bridge). RM2--Elevation 99.68 ft gage datum. Chiseled + on left downstream concrete guard rail of bridge (Northeast corner of bridge). RP1--Elevation 98.26 ft gage datum. Chiseled notch on top of upstream concrete guard rail 100 ft from left abutment. RP2--Elevation 98.20 ft gage datum. Chiseled notch on top of downstream concrete guard rail 109 ft from left abutment.Datum of gage is 578.39 ft. RM5--Elevation 26.465 ft gage datum. Chisiled square on downstream hand rail. Probably on right bank. RM6--Elevation 24.519 ft gage datum. Chisiled square on upstream hand rail. Probably on right bank. MP1--Elevaton 26.656 ft gage datum. Chisiled arrow at station 62 (62 ft from right bank) . MP2--Elevation 24.735 ft gage datum. Chisiled arrow at station 62 (62 ft from right bank).RM1 (gage)--Elevation 331.19 ft MSL, USGS tablet stamped 331 located in the northeast corner of north abutment pier of Norfolk and Western Railway bridge. RM1 (bridge)--Elevation 338.94 ft MSL, Chiseled square on downstream bridge at station 160. RM2 (bridge)--Elevation 335.04 ft MSL, Chiseled sq on top of downstream right abutment. RP1--Elevation 339.42 ft MSL, Chiseled notch with arrow on upstream side of bridge at station 169 (169 feet from left bank). RP2--Elevation 338.88 ft MSL, Chiseled notch with arrow on downstream side of bridge at station 160 (160 feet from left bank).USSB: RP = Top vertical railing support at station #57, painted yellow. ELEVATION = 451.27 ft. Right abutment = station 0 RP = station 57 RE pier = station 318 LE pier = station 328 Left abutment = station 649 DSSB: RM = Bolt set vertically in right abutment at station -2. ELEVATION = 446.32 ft. RP = Wire-weight gage at station 54. ELEVATION = 449.49 ft. APPR: RP = Bolt set in tree about 650 ft upstream, right bank. ELEVATION = 448.09 ft. EXIT: RP = Bolt set in pole about 650 ft downstream, right bank. ELEVATION = 439.22 ft.USSB: RM = Chiseled square on left abutment at station 0. ELEVATION = 1152 ft. Top of pier footing = 1102 ft msl. RP = 2 file marks on 2nd handrail at station 235. ELEVATION = 1143.49 ft. Left abutment = station 0. LE pier = station 96. RE pier = station 100. LE pier = station 196. RE pier = station 202. RP = station 235. LE pier = station 296. RE pier = station 302. Right abutment = station 400. DSSB: RP = 2 file marks on 2nd handrail at station 235. ELEVATION = 1143.67 ft. APPR: RP = Lag bolt in large sycamore tree 354 ft upstream, overhanging water on left bank. ELEVATION = 1112.05 ft. Lag bolt in pole, ELEVATION = 1113.13 ft. 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Bridge2@>>>>>>>>>>< 8O@O@Site - Bridge1@>>>>>>>>>>< 7j@j@Site@**********( 6!@!@SandQ1@.........., 5oY@oY@PierScour5@66666666664 4I)@I)@PierScour4@66666666664 3캏@캏@PierScour3@66666666664 29@9@PierScour2@66666666664 1ۦ@ۦ@PierScour1@66666666664 0w@w@PierScour@44444444442 /aN@aN@Pier3@,,,,,,,,,,* .h@h@Pier2@,,,,,,,,,,* -i @i @Pier1@,,,,,,,,,,* ,.@.@Pier@**********( +@@Master Report@<<<<<<<<<<: *8 @8 @Manning1@22222222220 ):G@:G@Hydrograph1@88888888886 (@@ContractionScour6@DDDDDDDDDDB 'Xi@Xi@ContractionScour5@DDDDDDDDDDB &L@L@ContractionScour4@DDDDDDDDDDB %+{@+{@ContractionScour3@DDDDDDDDDDB $@@ContractionScour2@DDDDDDDDDDB #dx@dx@ContractionScour@BBBBBBBBBB@ "Ƃգ@Ƃգ@BedMat3@0000000000. ![@[@BedMat2@0000000000.  e@e@AbutmentScour4@>>>>>>>>>>< ua@ua@AbutmentScour3@>>>>>>>>>>< ά( &qSite qBridge2bContact-RefLVAL2 p2 p2 p2 p2p p2 p2Hp2p2p2Xp2p2p2xp2@p2p2h1p21p2Еp2__SiteIDh1p2 p2Fp2P@p2 p28p2p28p2p28p21p2p21p2p21p2p21p2p21p2p21p2p21p2p21p2p21p2p21p2p21p2p21p2p21p2p21p2p21p2p21p2p21p2p21p2p21p2p21p2p21p2p21p2p21p2p21p2p21p2p21p2p21p2p21p2p21p2p21p2p2(p2Mp2HBp2)p2P=p2 0p2P=p2 p2P=p2 p2P=p2 p2P=p2 p2P=p2 0p2P=p2 p2P=p2 p2P=p2  p2P=p2  p2P=p2  p2P=p2  p2P=p2  p2P=p2 p2P=p2 p2P=p2 p2P=p2 p2P=p2 p2P=p2 p2P=p2 0p2P=p2 0p2P=p2 0p2P=p2 p2P=p2 p2P=p2 p2P=p2 p2P=p2 p2P=p2 0p2P=p2 p2P=p2 $0p2P=p2" p2z Cp2@Mp2Dp2wp26p21p26p2`>p26p2p>p207p2>p2h7p2>p27p2>p27p2>p28p2>p2H8p2>p28p2>p28p2>p28p2?p2(9p2?p2`9p2 ?p29p20?p29p2@?p2:p2P?p2@:p2`?p2x:p2p?p2:p2?p2:p2?p2 ;p2?p2X;p2?p2;p2?p2;p2?p2*&" SiteElevElevSiteIDSiteSiteIDL@8,$ SiteContractionScourContractionScourSiteIdSiteSiteIDpd\P0,($ SiteBridgeBridgeSiteIDSiteSiteIDRF>2&" SiteBedMatBedM#+P}@olum}@den333333?malP(\@@1@fffffvd@@@ffffff/@i@V-?ption FormatAllowZeroLength1Live-bedUnknownUnknownSubstantial@Main Channel /`d{tmf_XQJCkYmQJLom`Qbm kYmQJLom`QbmkMdoi kYmQLQO`Jm kYmQLiYOUQ kYmQMdbmiJMmYdbkMdoi kYmQQ^Qq kYmQWvOidUiJfW kYmQfYQi kYmQfYQikMdoi  Cohesion) 3 Shape# 3 SP 3 D16 3D50 3D84 3D95 3Sampler' 3Dy 3Mo 3Yr 3MeasureNo+ 3#,P&@olum&@den333333malP(\@@fffff4@d@ףp= @@3@i@ +?ption FormatAllowZeroLength2Live-bedUnknownUnknownSubstantial@Main Channel /`d{tmf_XQJCkYmQJLom`QbmkYmQJLom`QbmkMdoikYmQLQO`JmkYmQLiYOUQkYmQMdbmiJMmYdbkMdoikYmQQ^QqkYmQWvOidUiJfWkYmQfYQikYmQfYQikMdoikYmQkJbOh szObject$szReferencedObjectszRelationship Shape# 3 SP 3 D16 3D50 3D84 3D95 3((Sit|||||||wwwwwwwsssssssj#-P@olum@denffffffmalPQ@@333333@@d@)\(@@2@i@Q?ption FormatAllowZeroLength3Live-bedUnknownUnknownSubstantial@rMain Channel /`d{tmf_XQJC  #)`@?@ Yffffff@? ףp= @1@+@`x@q= ףp@@333333'@u@?Q?/$?ffffff@.@6@2Live-bedNon-cohesiveUnknownUnknown@ ?#/P`@olum`@denmalPq= ףp@@4@FpWYkJUd88>F+koLpWYkJUd88@FpWYkJUd88@F+koLpWYkJUd8::DpWYkJUd8::D+koLpWYkJUd8@6pWYkJUd8@6+koLp WYkJUd:<<p WYkJUd:<<+koLp WYkJUd<@pWYkJUd>@+koLpWYkJUd>F6pWYkJUd>F6+koLp\J`dfdkmMJiO+Wp\J`dfdkmMJiO+qp\d\ovd8868p\d\ovd8868+koLp\d\ovd886>p\d\ovd886>+koLp\d\ovd886@p\d\ovd886@+koLp\d\ovd8:68p\d\ovd8:68+koLp\d\ovd8:6Bp\d\ovd8:6B+koLp\d\ovd8<68p\d\ovd8<68+koLp\d\ovd8<6Bp \d\ovd8<6B+koLp!\diQJbLYxSdi`p"\diQJbLYxSdi`+bdfiYbmp#\diQJbLYxSdi`+bdfiYbm+koLp$\diQJbLYxSdi`+koLp%\diQJbLYxSdi`:p&\diQJbLYxSdi`:+bdfiYbmp'\diQJbLYxSdi`:+bdfiYbm+koLp(\diQJbLYxSdi`:+koLp)\diQJbfdkmMJiOp*bQsfdkmMJiO+WbQsfdkmMJiO+qbdi`J^fdkmMJiO+Wbdi`J^fdkmMJiO+qdiUfdkmMJiO+WdiUfdkmMJiO+WLWdiUfdkmMJiO+qdiUfdkmMJiO+qLWdiUfdkmMJiO+qLqiQf^vfdkmMJiO+W iQf^vfdkmMJiO+q kJ\oiJfdkmMJiO+W kJ\oiJfdkmMJiO+q kQufiQkk+k^Yf mMfdkmMJiOvQufiQkk+k^YfOJmJJMMQkkfJUQkOJmJLJkQkSdi`k `dOo^QkiQ^JmYdbkWYfkiQfdimk kMiYfmk kvkiQ^mJL^Qk+kh+OWYkJUd:<<+kh+OkoLLdobO8Jfsx+hivL^dM\Mdbmid^kJfsx+hivMdbmid^bJ`QkJfsx+hivOLmvfQYbOQuQkJfsx+hivOLmvfQfJbQkJfsx+hivOLmvfQhoQiYQkJfsx+hivOLmvfQiQ^JmYdbkJfsx+hivOLmvfQmJL^QkJfsx+hivSi`kmv^QkJfsx+hivfJbQL^dM\kJfsx+hivfJbQUidof^QqQ^kJfsx+hivifmkmv^QkJfsx+hivkJ`f^QOJmJJfsx+hivmJL^QSYQ^OkLYx+mL^Jim`JfkLYx+mL^Mdbmid^^Ykm LYx+mL^mQ`f^Ykm!Ls+mL^LmbJMmYdbk"Ls+mL^fYMmoiQk#Sisx+mL^JOdib`Qbmk$^LsYx+mL^Jim%`kvkJMMQkkdL[QMmk`kvkJMQk`kvkdL[QMmk`kvkhoQiYQk`kvkiQ^JmYdbkWYfkSitePierScourPierScourSiteIdSiteSiteID[OG;)%! SitePierPierSiteIDSiteSiteIDL@8,$ SiteHydrographHydrographSiteIDSiteSiteID^RJ>*&" SiteElevElevSiteIDSiteSiteIDL@8,$ SiteContractionScourContractionScourSiteIdSiteSiteIDpd\P0,($ SiteBridgeBridgeSiteIDSiteSiteIDRF>2&" SiteBedMatBedM#/P`@olum`@denmalPq= ףp@@4@?@ABCD E!F"G#H$I%&'(99999999 9 9 9  9  9 9 9 99999 @@@  @{P@  B0@\ @`   ά( &qSite qBridge2bContact-Ref zG G      Pier.PierID*  Pier.PierID* '  Pier.PierID* '  Pier.PierID* '  Pier.PierID* '  Pier.PierID* '  Pier.PierID* '   Pier.PierID* '   Pier.PierID* '       Pier.PierID*      Pier.PierID* '  Pier.PierID* '   Pier.PierID* '   Pier.PierID* '   Pier.PierID* '   Pier.PierID* '   Pier.PierID* '   Pier.PierID* '   Pier.PierID* '   Pier.PierID* '   Pier.PierID* '   Pier.PierID* '   Pier.PierID* '   Pier.PierID* '   Pier.PierID* '    Pier.PierID* '   Pier.PierID* '   Pier.PierID* '   Pier.PierID* '  Pier.PierID* '  Pier.PierID* '  Pier.PierID* '  Pier.PierID* '               Pier.Pi  Pier.PierID* '  Pier.PierID* '  Pier.PierID* '   Pier.PierID* '  Pier.PierID* '   Pier.PierID* '  Pier.PierID* '   Pier.PierID* '  Pier.PierID* '  Pier.PierID* '  Pier.PierID* '   Pier.PierID* '  Pier.PierID* '   Pier.PierID* '   Pier.PierID* '  Pier.PierID* '   Pier.PierID* '   Pier.PierID* '  Pier.PierID* '   Pier.PierID* '  Pier.PierID* '  Pier.PierID* ' LVALF d  ]  N K > |ev-JQ`ccc =9A \t @\t @~sq_dAbutment-Hydrograph~sq_dSite@3*ֳ4MR2KeepLocal Tpddddddb `Ct @Ct @Support Files@<<<<<<<<<<: 9r@r@Site - Bridge2@>>>>>>>>>>< 8O@O@Site - Bridge1@>>>>>>>>>>< 7j@j@Site@**********( 6!@!@SandQ1@.........., 5oY@oY@PierScour5@66666666664 4I)@I)@PierScour4@66666666664 3캏@캏@PierScour3@66666666664 29@9@PierScour2@66666666664 1ۦ@ۦ@PierScour1@66666666664 0w@w@PierScour@44444444442 /aN@aN@Pier3@,,,,,,,,,,* .h@h@Pier2@,,,,,,,,,,* -i @i @Pier1@,,,,,,,,,,* ,.@.@Pier@**********( +@@Master Report@<<<<<<<<<<: *8 @8 @Manning1@22222222220 ):G@:G@Hydrograph1@88888888886 (@@ContractionScour6@DDDDDDDDDDB 'Xi@Xi@ContractionScour5@DDDDDDDDDDB &L@L@ContractionScour4@DDDDDDDDDDB %+{@+{@ContractionScour3@DDDDDDDDDDB $@@ContractionScour2@DDDDDDDDDDB #dx@dx@ContractionScour@BBBBBBBBBB@ "Ƃգ@Ƃգ@BedMat3@0000000000. ![@[@BedMat2@0000000000.  e@e@AbutmentScour4@>>>>>>>>>>< ua@ua@AbutmentScour3@>>>>>>>>>>< ά( &qSite qBridge2bContact-Ref LVALF d  ]  N K > |ev-JQ`ccc =9A>w2 ~ E ~ E T  o 3 Q  p8Pl5d-T{DSite.ChannelBoundary3 g \t @\t @~sq_dAbutment-Hydrograph~sq_dSite@3*ֳ4MR2KeepLocal Tpddddddb `Ct @Ct @Support Files@<<<<<<<<<<: 9r@r@Site - Bridge2@>>>>>>>>>>< 8O@O@Site - Bridge1@>>>>>>>>>>< 7j@j@Site@**********( 6!@!@SandQ1@.........., 5oY@oY@PierScour5@66666666664 4I)@I)@PierScour4@66666666664 3캏@캏@PierScour3@66666666664 29@9@PierScour2@66666666664 1ۦ@ۦ@PierScour1@66666666664 0w@w@PierScour@44444444442 /aN@aN@Pier3@,,,,,,,,,,* .h@h@Pier2@,,,,,,,,,,* -i @i @Pier1@,,,,,,,,,,* ,.@.@Pier@**********( +@@Master Report@<<<<<<<<<<: *8 @8 @Manning1@22222222220 ):G@:G@Hydrograph1@88888888886 (@@ContractionScour6@DDDDDDDDDDB 'Xi@Xi@ContractionScour5@DDDDDDDDDDB &L@L@ContractionScour4@DDDDDDDDDDB %+{@+{@ContractionScour3@DDDDDDDDDDB $@@ContractionScour2@DDDDDDDDDDB #dx@dx@ContractionScour@BBBBBBBBBB@ "Ƃգ@Ƃգ@BedMat3@0000000000. ![@[@BedMat2@0000000000.  e@e@AbutmentScour4@>>>>>>>>>>< ua@ua@AbutmentScour3@>>>>>>>>>>< ά( &qSite qBridge2bContact-RefLVAL@#\D%] % 9?@ ] %] ]  ]  <] ] ] ,] D] \] t] ] ] ] ] ] ] ] 4] L] d] ] ] ] ] ] 8] P] h] ] ] ] ] ] ] ] (] @] X] x] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ,] D] \] t] ] ] #] ] ] ] ] 4] L] d] ]                               SandQ.SiteID SandQSandQ.QDateSandQ.QyearSandQ.QmoSandQ.QdySandQ.QhrSandQ.QmiSandQ.FlowmSandQ.QacctSandQ.SDateSandQ.SyearSandQ.SmoouSandQ.SdycuSandQ.ShrdTSandQ.SmiSandQ.StageSandQ.WatTemp'aSandQ.ReturnPeriod] ] p] ] ] S$o7@] ] ] y{ ] y{ ] y{ ,] y{ D] y{ \] y{ t] y{ ] y{ ] y{ ] y{ ] y{ ] y{ ] y{ ] y{ 4] y{ L] y{ d] y{ ] y{ SandQ]  ] ] 8] ] S*@Stage&Discharge]  ] P ]  ] X ]  ] ` ]  ] h ]  8] p ]  P] x ]  h] ]  ] ]   ] ]   ] ]   ] ]   ] ]   ] ]  ] ]  (] ]  @] ]  X] ]  x] ] ] ] ]  ] 8] P] h] ] ] ] ] ] ] ] ] ] ut(] nt@] coX] x] ] y{ ] y{ ] y{ ,] y{ D] y{ \] y{ t] y{ ] y{ ] y{ ] y{ ] y{ ] y{ ] y{ ] y{ 4] y{ L] y{ d] y{ ] y{ SandQ ] ]  ] ]  ] ]  ,] ]  D] ]  \] ]  t] ]  ] (]  ] 0]  ] 8]  ] @]  ] H]  ] P]  ] X]  4] `]  L] h]  d] p]  ] x] ] ] ]  ] 8] ] P] ] h] ] ] ] ] ] ] ] ] (] ] @] X] x]  ] !] h]  ] 8] ] ] ] X] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] ] x] %] ] N] 8]  N] 8]  PN] 8]  N] 8]  N] 8]  N] 8]  N] 8]  PN] 8]  PN] 8]  N] 8]  PN] 8]  N] 8]  N] 8]  N] 8]  N] 8]  PN] 8]  PN] 8]  PN] 8]  ] z ] H%] ] {] H] ] H] ] X] ] h] (] x]  `] ] te] ]  ] ] ] ] ] @] ] ax] ] ] ] ]  LVAL бF d  ]  N K > |ev-JQ`ccc =9A @ @ @ @ @ @ @ @ \t @\t @~sq_dAbutment-Hydrograph~sq_dSite@3*ֳ4MR2KeepLocal Tpddddddb `Ct @Ct @Support Files@<<<<<<<<<<: 9r@r@Site - Bridge2@>>>>>>>>>>< 8O@O@Site - Bridge1@>>>>>>>>>>< 7j@j@Site@**********( 6!@!@SandQ1@.........., 5oY@oY@PierScour5@66666666664 4I)@I)@PierScour4@66666666664 3캏@캏@PierScour3@66666666664 29@9@PierScour2@66666666664 1ۦ@ۦ@PierScour1@66666666664 0w@w@PierScour@44444444442 /aN@aN@Pier3@,,,,,,,,,,* .h@h@Pier2@,,,,,,,,,,* -i @i @Pier1@,,,,,,,,,,* ,.@.@Pier@**********( +@@Master Report@<<<<<<<<<<: *8 @8 @Manning1@22222222220 ):G@:G@Hydrograph1@88888888886 (@@ContractionScour6@DDDDDDDDDDB 'Xi@Xi@ContractionScour5@DDDDDDDDDDB &L@L@ContractionScour4@DDDDDDDDDDB %+{@+{@ContractionScour3@DDDDDDDDDDB $@@ContractionScour2@DDDDDDDDDDB #dx@dx@ContractionScour@BBBBBBBBBB@ ]  ] ] X] ]  ] (] ] 8] ] H] H] ]  ] ] (] `] ]  ]  ] @]  x] ] ]  ] X]  ]  ]  ] pG] ] ] ] ] (] 0] 8] @] H] P] X] `] h] p] x] ] ] H] ] ] ] (] `] ] ] ] @] x] ] ]  ] X] ] ] ] 8] SandQ]  ]  ] 8 ] SiteSandQ SiteIDPrimaryKey] IDH ]  ] @] x]  ] ]  ]  (X] ] v @#] 0#] %] ] !] !]q !] !] !] !] !] !] !] !] !] !] !] !] !] !] !] !] !] !] !] !] !] !] !] !] !] !] !] !] 8%]  ] H%] (%] %] #] SandQN] ] N] ]  @#] X] ] x#] #] ] ] P$] h$] p$] $] SiteSandQ $]  $] { ج$] $] $] #] ] $] $] $] #] SiteSandQ] x#] N] !]  H%] %] X%] H%] %] X%] 8] X%]  LVALЀCt @Ct @Support Files@<<<<<<<<<<: 9r@r@Site - Bridge2@>>>>>>>>>>< 8O@O@Site - Bridge1@>>>>>>>>>>< 7j@j@Site@**********( 6!@!@SandQ1@.........., 5oY@oY@PierScour5@66666666664 4I)@I)@PierScour4@66666666664 3캏@캏@PierScour3@66666666664 29@9@PierScour2@66666666664 1ۦ@MR2ODBCTimeoutMaxRecordsReplicableMR2ODBCTimeoutMaxRecordsRecordLocksRecordsetType FilterOrderByOrderByOnOrientationReplicable: <    MR2ODBCTimeoutMaxRecordsRecordLocksRecordsetType FilterOrderByOrderByOnOrientationReplicable: <    MR2RecordLocksODBCTimeoutMaxRecordsRecordsetType FilterOrderByOrderByOnOrientation:  <   MR2RecorMR2RecordLocksODBCTimeoutMaxRecordsRecordsetType FilterOrderByOrderByOnOrientation:  <   MR2RecorMR2RecordLocksODBCTimeoutMaxRecordsRecordsetType FilterOrderByOrderByOnOrientation:  <   MR2RecorMR2RecordLocksODBCTimeoutMaxRecordsRecordsetType FilterOrderByOrderByOnOrientation:  <   MR2RecordLocksODBCTimeoutMaxRecMR2RecordLocksODBCTimeoutMaxRecordsRecordsetType FilterOrderByOrderByOnOrientation:  <   MR2RecorMR2RecordLocksODBCTimeoutMaxRecordsRecordsetType FilterOrderByOrderByOnOrientation:  <   MR2RecordLocksODBCTimeoutMaxRecordsRecordsetMR2RecordLocksODBCTimeoutMaxRecordsRecordsetType FilterOrderByOrderByOnOrientation:  <   MR2RecorMR2RecordLocksODBCTimeoutMaxRecordsRecordsetType FilterOrderByOrderByOnOrientation:  <     LVALЀCt @Ct @Support Files@<<<<<<<<<<: 9r@r@Site - Bridge2@>>>>>>>>>>< 8O@O@Site - Bridge1@>>>>>>>>>>< 7j@j@Site@**********( 6!@!@SandQ1@.........., 5oY@oY@PierScour5@66666666664 4I)@I)@PierScour4@66666666664 3캏@캏@PierScour3@66666666664 29@9@PierScour2@66666666664 1ۦ@ۦ@PierScour1@66666666664 0w@w@PierScour@44444444442 /aN@aN@Pier3@,,,,,,,,,,* .h@h@Pier2@,,,,,,,,,,* -i @i @Pier1@,,,,,,,,,,* ,.@.@Pier@**********( +@@Master Report@<<<<<<<<<<: *8 @8 @Manning1@22222222220 ):G@:G@Hydrograph1@88888888886 (@@ContractionScour6@DDDDDDDDDDB 'Xi@Xi@ContractionScour5@DDDDDDDDDDB &L@L@ContractionScour4@DDDDDDDDDDB %+{@+{@ContractionScour3@DDDDDDDDDDB $@@ContractionScour2@DDDDDDDDDDB #dx@dx@ContractionScour@BBBBBBBBBB@ "Ƃգ@Ƃգ@BedMat3@0000000000. ![@[@BedMat2@0000000000.  e@e@AbutmentScour4@>>>>>>>>>>< ua@ua@AbutmentScour3@>>>>>>>>>>< ӡ@ӡ@AbutmentScour2@>>>>>>>>>>< *@@*@@AbutmentScour1@>>>>>>>>>>< @@AbutmentScour@<<<<<<<<<<: }"@}"@Abutment-Hydrograph@HHHHHHHHHHF 4@4@Abutment@22222222220 Ȧ@Ȧ@frm_Master@66666666664 B֚@ޱ8 @Stage&Discharge@@ |@#XLL@@@@@@@> @մ)@">8 @Site Query1@@ (((SContractionScour.SigmaBedMaterialCContracti(((Abutment.LeftSta)=10) AND ((Abutment.(((Abutment.LeftSta)=10) AND ((Abutme(((Abutment.LeftSta)=10) AND ((Ab(((Abutment.LeftSta)=10) AND ((Abu(((Abutment.LeftSta)=10) AND ((Abutment.SiteID)=3)) XM @     AbutmentScour.QBlocked5  AbutmentScour.QBlocked5 g AbutmentScour.QBlocked5 g AbutmentScour.QBlocked5  AbutmentScour.QBlocked5  AbutmentScour.QBlocked5 g AbutmentScour.QBlocked5 g AbutmentScour.QBlocked5 g AbutmentScour.QBlocked5 g AbutmentScour.QBlocked5 g AbutmentScour.QBlocked5 g AbutmentScour.QBlocked5 g AbutmentScour.QBlocked5 g AbutmentScour.QBlocked5 g AbutmentScour.QBlocked5 g AbutmentScour.QBlocked5 g AbutmentScour.QBlocked5 g AbutmentScour.QBlocked5 g AbutmentSco AbutmentSco AbutmentScour.QBlocked5 g AbutmentScour.QBlocked5 g AbutmentScour.QBlocked5 g AbutmentScour.QBlocked5 g AbutmentScour.QBlocked5  AbutmentScour.QBlocked5  AbutmentScour.QBlocked5  AbutmentScour.QBlocked5  AbutmentSco AbutmentScour.QBlocked5 g AbutmentScour.QBlocked5 g AbutmentScour.QBlocked5 g AbutmentScour.QBlocked5 g   AbutmentScour.QBloc AbutmentScour.QBlocked5 AbutmentScour.QBlocked5 g AbutmentScour.QBlocked5 AbutmentScour.QBlocked5 AbutmentScour.QBlocked5 AbutmentScour.QBlocked5 AbutmentScour.QBlocked5 AbutmentScour.QBlocked5 AbutmentScour.QBlocked5 AbutmentScour.QBlocked5    AbutmentScour.QBlocked5 AbutmentScour.QBlocked5  AbutmentScour.QBlocked5 g AbutmentScour.QBlocked5 g AbutmentScour.QBlocked5  AbutmentScour.QBlocked5  AbutmentScour.QBlocked5  AbutmentScour.QBlocked5 g AbutmentScour.QBlocked5 g AbutmentScour.QBlocked5 g AbutmentScour.QBlocked5 g AbutmentScour.QBlocked5 g AbutmentScour.QBlocked5 g LVAL A few logs were jamed perpendicular to the flow along the nose of pier #1. The deepest area of scour through the bridge reach was observed to be downstream of the bridge on the left side of the channel (between the left abutment and pier #2). The riprap protection on the abutments and piers greatly diminished scour through the bridge and focused the contracted flow energy beyond the bridge and the protected areas, resulting in the deep scour hole downstream of the bridge (see measurement 2). Detailed data of the bridge reach was collected during the flood with a manned boat and ADCP. Inspection of the "approach" section (one bridgA few logs were jamed perpendicular to the flow along the nose of pier #1. The deepest area of scour through the bridge reach was observed to be downstream of the bridge on the left side of the channel (between the left abutment and pier #2). The riprap protection on the abutments and piers greatly diminished scour through the bridge and focused the contracted flow energy beyond the bridge and the protected areas, resulting in the deep scour hole downstream of the bridge (see measurement 2). Detailed data of the bridge reach was collected during the flood with a manned boat and ADCP. Inspection of the "approach" section (one bridge width upstream) revealed a large discharge relative to that of the contracted opening and a bed elevation similar to the contracted section. It was discovered that the upstream bend forced a majority of the left floodplain flow back into the main channel before the "approach" section. A cross section made further upstream showed much less discharge, which was consistent with channel discharge downstream of the bridge opening, and an average channel elevation ~ 15 higher than contracted section.The widths and corresponding hydraulic characteristics for the uncontracted sections are representative of the portion of the channel in which live-bed transport would be expected. LVALF d  ]  N K > |ev-JQ`ccc =9AMd* v ; B { = y 7 } D d-Gf+ {E \t @\t @~sq_dAbutment-Hydrograph~sq_dSite@3*ֳ4MR2KeepLocal Tpddddddb `Ct @Ct @Support Files@<<<<<<<<<<: 9r@r@Site - Bridge2@>>>>>>>>>>< 8O@O@Site - Bridge1@>>>>>>>>>>< 7j@j@Site@**********( 6!@!@SandQ1@.........., 5oY@oY@PierScour5@66666666664 4I)@I)@PierScour4@66666666664 3캏@캏@PierScour3@66666666664 29@9@PierScour2@66666666664 1ۦ@ۦ@PierScour1@66666666664 0w@w@PierScour@44444444442 /aN@aN@Pier3@,,,,,,,,,,* .h@h@Pier2@,,,,,,,,,,* -i @i @Pier1@,,,,,,,,,,* ,.@.@Pier@**********( +@@Master Report@<<<<<<<<<<: *8 @8 @Manning1@22222222220 ):G@:G@Hydrograph1@88888888886 (@@ContractionScour6@DDDDDDDDDDB 'Xi@Xi@ContractionScour5@DDDDDDDDDDB &L@L@ContractionScour4@DDDDDDDDDDB %+{@+{@ContractionScour3@DDDDDDDDDDB $@@ContractionScour2@DDDDDDDDDDB #dx@dx@ContractionScour@BBBBBBBBBB@ "Ƃգ@Ƃգ@BedMat3@0000000000. ![@[@BedMat2@0000000000.  e@e@AbutmentScour4@>>>>>>>>>>< ua@ua@AbutmentScour3@>>>>>>>>>>< ά( &qSite qBridge2bContact-RefLVALֳ+.D2`S0)3`S(  ?M0)`S0)(40)xN0)30)30) X0)0)0) 0)p 0) 0) 0) 0)X 0) 0) 0) 0)X 0) 0) 0)( 0)p 0) 0) 0)@ 0) 0) 0)0)P0)0)0)0)H0)0)0)(0)h0E)0)0)00)h0)0)0) 0)X0)0)0)0)80)p0)0)0)0)H0)00)x0)0)0)H 0) 0) 0) 0)0 0)p 0) 0) 0)0 0)x 0) 0) 0)H 0) 0) 0) 0)X 0) 0) 0)(0)h0)0)0) 0)h0)0)0)@0E)0)0)0)@0)0)0)0)00)h0)0)0)0)H0)0)0)0) 0)h0)h0)h0)h0)h0)h0)h0)h0)h0)h0)h0)h0)h0)h0)h0)h0)h0)h0)h0)h0)h0)h0)h0)h0)h0)h0)h0)h0)h0)h0)h0)h0E)h0)h0)h0)h0)h0)h0)h0)h0)h0)h0)h0)h0)h0)h0)h0)h0)h0)X0)0)0) 0)p 0) 0) 0) 0)X 0) 0) 0) 0)X 0) 0) 0)( 0)p 0) 0) 0)@ 0) 0) 0)0)P0)0)0)0)H0)0)0)(0)h0E)0)0)00)h0)0)0) 0)X0)0)0)0)80)p0)0)0)0)H0)      ȅ    d  d  (   (   (   <   (   (  (                 (                    !  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OBedMatMaster Report77   G  G([__SiteID] = Site)2 '__SiteID!!! OBedMatMaster Report77   G  G([__SiteID] = SiteID)4 '__SiteID!!! OAbutmentMaster Report;;!   G  GPNEAbutment!!!  NE GPNE NE GPNE([__SiteID] = SiteId)4 'NE__SiteID!!! 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Site Photos: -------------------------------------------- DSCN0068.jpg - DSCN0107.jpg - Photos taken during April, 2001 flood, description of each photo is documented in MN25_Photos.doc Word file. HWY250041.jpg - HWY250068.jpg - Photos taken during October, 2001 low-flow survey, description for each is documented in MN25_Post-Flood_Photos.doc Microsoft Word file. Minn25.jpg - USGS topo quad of the bridge site. BellePlaine(Aerial).jpg - Aerial photo of MN 25 bridge site BellePlaine(Aerial)2.jpg - Aerial photo of MN 25 bridge site BellePlaine(Aerial)3.jpg - Aerial photo of MN 25 bridge site BellePlaine(Aerial)4.jpg - Aerial photo of MN 25 bridge site _________________________________________________________________________________________________________ Surveyed Sections: -------------------------------- DS_xsection(HEC-RAS).xls - Excel spreadsheet containing surveyed data for the exit section used in a HEC-RAS model of the reach. US_xsection(HEC-RAS).xls - Excel spreadsheet containing surveyed data for the approach section used in a HEC-RAS model of the reach. 100'_US.xls - Excel spreadsheet containing surveyed data for the section 100' upstream of bridge; location of overbank scour hole. DS_Face.xls - Excel spreadsheet containing surveyed data for the downstream bridge face. US_Face.xls - Excel spreadsheet containing surveyed data for the upstream bridge face. Hwy25_HEC-Ras.xls - Excel spreadsheet summarizing the elev. and stationing for all sections in the HEC-RAS model of the reach. MN25_GrainSizeDist.xls - Bed material grain size distribution for the site, determined by analysis of samples collected during post-flood survey. ADCP_Data.zip - WinZip file containing all ADCP data collected in the reach during April, 2001 flood. The ADCP 3-D velocity data for each transect has been processed into depth-integrated 2-D velocity data and s LVALThese values represent computed contraction scour from an "equilibrium bed" elevation (established in Nov, 1999, based on survey and historical data). The computed pier scour was 19.2 feet, for a total scour of 19.2 feet. The actual measThese values represent computed contraction scour from an "equilibrium bed" elevation (established in Nov, 1999, based on survey and historical data). The computed pier scour was 19.2 feet, for a total scour of 19.2 feet. The actual measured total scour on this date was 20.0 feet (from measurement notes). The engineer decided not to attempt to separate the total scour measurement into components due to the complexity that was introduced by the large debris raft at the pier. 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}ContractionScouContractionScour.UCDepth7ContractionScour.UCDepth7ContractionScour.UCDepth7ContractionScour.UCDepth7ContractionScour.UCDepth7ContractionScour.UCDepth7ContractionScour.UCDepth7ContractionScour.UCDepth7ContractionScour.UCDepth7ContractionScour.UCDepth7ContractionScour.UCDepthContractionScour.UCDepth7ContractionScour.UCDepth7ContractionScour.UCDepth7ContractionScour.UCDepth7ContractionScour.UCDepth7 ContractionScour.UCDepth7 gContractionScour.UCDepth7 ContractionScour.UCDepth7ContractionScour.UCDepth7ContractionScour.UCDepth7ContractionScour.UCDepth7 gContractionScour.UCDepth7 ContractionScour.UCDepth7 ContractionScour.UCDepth7 ContractionScour.UCDepth7 gContractionScour.UCDepth7 ContractionScour.UCDepth7 gContractionScour.UCDepth7 gContractionScour.UCDepth7 gContractionScour.UCDepth7 gContractionScour.UCDepth7 gContractionScour.UCDepth7ContractionScour.UCDepth7ContractionScour.UCDepth7ContractionScour.UCDepth7ContractionScour.UCDepth7ContractionScour.UCDepth7 ContractionScour.UCDepth7ContractionScour.UCDepth7 ContractionScour.UCDepth7 gContractionScour.UCDepth7 ContractionScour.UCDepth7 ContractionScour.UCDepth7 ContractionScour.UCDepth7 ContractionScour.UCDepth7 ContractionScour.UCDepth7 gContractionScour.UCDepth7 gContractionScour.UCDepth7 gContractionScour.UCDepth7 gContractionScour.UCDepth7 ContractionScour.UCDepth7 ContractionScour.UCDepth7 gContractionScour.UCDepth7 gContractionScour.UCDepth7 gLVAL M MMMMDžFlow separation point on left valley wall was too far upstream to get a measurement and much of the floodplain flow re-entered the channel at a the section located one bridge-width upstream. A section Flow separation point on left valley wall was too far upstream to get a measurement and much of the floodplain flow re-entered the channel at a the section located one bridge-width upstream. A section was made with the ADCP along the left bank of the channel to cut-off the floodplain flow entering the channel and gain insight to the amount of discharge that was being blocked by the roadway embankment.Flow separation point on left valley wall was too far upstream to get a measurement and much of the floodplain flow re-entered the channel at a the section located one bridge-width upstream. A section was made with the ADCP along the left bank of the channel to cut-off the floodplain flow entering the channel and gain insight to the amount of discharge that was being blocked by the roadway embankment.The left upstream abutment was exposed to very high velocities coming out of the floodplain. Intense boils and eddys were also present through the bridge opening at the left abutment. The left abutment slope and adjacent pier (#2) both had scour protection (rip-rap), which most likely amplified the amount of scour in the channel at the left abutment.The left upstream abutment was exposed to very high velocities coming out of the floodplain. Intense boils and eddys were also present through the bridge opening at the left abutment. The left abutment slope and adjacent pier (#2) both had scour protection (rip-rap), which most likely amplified the amount of scour in the channel at the left abutment.100-yr Left Abutment Ae Qe Ve a' Ya Fr K1 Theta K2 Ys 1603 6250 3.9 226 7.09 .26 .55 70 .97 23.7 ft Because ratio of a'/Ya exceeds 25, use Eqn 25 from Hec-18 for left abutment scour - Ys=18.1ft Adjust calculated scour for abutment scew from fig11, HEC-18, theta=70, adustment=.91 Ys=16.5 ft 100-yr Right Abutment Ae Qe Ve a' Ya Fr K1 Theta K2 Ys 3229 10302 3.19 541 5.97 .23 .55 110 1.03 27.6 Because ratio of a'/Ya exceeds 25, use Eqn 25 from Hec-18 for right abutment scour - Ys=14.7 Adjust calculated scour for abutment scew from fig11, HEC-18, theta=110, adustment=1.03 Ys=15.1 ft 500-yr Left Abutment Ae Qe Ve a' Ya Fr K1 Theta K2 Ys 2016 7753 3.85 233.5 8.63 .23 .55 70 .97 26.2 ft Because ratio of a'/Ya exceeds 25, use Eqn 25 from Hec-18 for left abutment scour - Ys=21.3ft Adjust calculated scour for abutment scew from fig11, HEC-18, theta=70, adustment=.91 Ys=19.4 ft 500-yr Right Abutment Ae Qe Ve a' Ya Fr K1 Theta K2 Ys 4232 13954 3.30 548.7 7.71 .21 .55 110 1.03 31.5 Because ratio of a'/Ya exceeds 25, use Eqn 25 from Hec-18 for right abutment scour - 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Bridge2@>>>>>>>>>>< 8O@O@Site - Bridge1@>>>>>>>>>>< 7j@j@Site@**********( 6!@!@SandQ1@.........., 5oY@oY@PierScour5@66666666664 4I)@I)@PierScour4@66666666664 3캏@캏@PierScour3@66666666664 29@9@PierScour2@66666666664 1ۦ@ۦ@PierScour1@66666666664 0w@w@PierScour@44444444442 /aN@aN@Pier3@,,,,,,,,,,* .h@h@Pier2@,,,,,,,,,,* -i @i @Pier1@,,,,,,,,,,* ,.@.@Pier@**********( +@@Master Report@<<<<<<<<<<: *8 @8 @Manning1@22222222220 ):G@:G@Hydrograph1@88888888886 (@@ContractionScour6@DDDDDDDDDDB 'Xi@Xi@ContractionScour5@DDDDDDDDDDB &L@L@ContractionScour4@DDDDDDDDDDB %+{@+{@ContractionScour3@DDDDDDDDDDB $@@ContractionScour2@DDDDDDDDDDB #dx@dx@ContractionScour@BBBBBBBBBB@ "Ƃգ@Ƃգ@BedMat3@0000000000. ![@[@BedMat2@0000000000.  e@e@AbutmentScour4@>>>>>>>>>>< ua@ua@AbutmentScour3@>>>>>>>>>>< ά( &qSite qBridge2bContact-Ref rPier.Description/8 8 8 Bridge.US8 Bridge.USDS* g8 Bridge.USDS* g8 Bridge.USDS* g8 Bridge.USDS* 8 Bridge.USDS* 8 Bridge.USDS* 8 Bridge.USDS* 8 Bridge.USDS* 8 Bridge.USDS* 8 Bridge.USDS* g8 Bridge.USDS* g8 Bridge.USDS* 8 Bridge.USDS* 8 Bridge.USDS* 8 Bridge.USDS* 8 Bridge.USDS* g8 Bridge.USDS* g8 8 8 Bridge.8 Bridge.USDS* g8 Bridge.USDS* g8 Bridge.USDS* g8 Bridge.USDS* g8 Bridge.USDS* g8 Bridge.USDS* g8 Bridge.USDS* g8 Bridge.USDS* g8 Bridge.USDS* g8 Bridge.USDS* g8 Bridge.USDS* g8 Bridge.USDS* g8 Bridge.USDS* g8 Bridge.USDS* g8 Bridge.USDS* g8 Bridge.USDS* g8 Bridge.USDS* g8 Bridge.USDS* g8 Bridge.USDS* g8 Bridge.USDS* g8 Bridge.USDS* g8 Bridge.USDS* g8 Bridge.USDS* g8 Bridge.USDS* g8 Bridge.USDS* g8 Bridge.USDS* g8 Bridge.USDS* g8 Bridge.USDS* g8 Bridge.USDS* g8 Bridge.USDS* g8 Bridge.USDS* g8 Bridge.USDS* g8 Bridge.USDS* g8 Bridge.USDS* g8 Bridge.USDS* g8 Bridge.USDS* g8 Bridge.USDS* g8 Bridge.USDS* g8 Bridge.USDS* g8 Bridge.USDS* g8 Bridge.USDS* g8 Bridge.USDS* g8 Bridge.USDS* g8 Bridge.USDS* g LVALF d  ]  N K > |ev-JQ`ccc =9A,J  9 l:E ^"~`:VNt>e.SiteContact-RefD@;/  \t @\t @~sq_dAbutment-Hydrograph~sq_dSite@3*ֳ4MR2KeepLocal Tpddddddb `Ct @Ct @Support Files@<<<<<<<<<<: 9r@r@Site - Bridge2@>>>>>>>>>>< 8O@O@Site - Bridge1@>>>>>>>>>>< 7j@j@Site@**********( 6!@!@SandQ1@.........., 5oY@oY@PierScour5@66666666664 4I)@I)@PierScour4@66666666664 3캏@캏@PierScour3@66666666664 29@9@PierScour2@66666666664 1ۦ@ۦ@PierScour1@66666666664 0w@w@PierScour@44444444442 /aN@aN@Pier3@,,,,,,,,,,* .h@h@Pier2@,,,,,,,,,,* -i @i @Pier1@,,,,,,,,,,* ,.@.@Pier@**********( +@@Master Report@<<<<<<<<<<: *8 @8 @Manning1@22222222220 ):G@:G@Hydrograph1@88888888886 (@@ContractionScour6@DDDDDDDDDDB 'Xi@Xi@ContractionScour5@DDDDDDDDDDB &L@L@ContractionScour4@DDDDDDDDDDB %+{@+{@ContractionScour3@DDDDDDDDDDB $@@ContractionScour2@DDDDDDDDDDB #dx@dx@ContractionScour@BBBBBBBBBB@ "Ƃգ@Ƃգ@BedMat3@0000000000. ![@[@BedMat2@0000000000.  e@e@AbutmentScour4@>>>>>>>>>>< ua@ua@AbutmentScour3@>>>>>>>>>>< ά( &qSite qBridge2bContact-Ref hESandQSandQSandQ SandQ SandQ  SandQ  GSandQ  GSandQSandQSandQ SandQ SandQ SandQ SandQ SandQ SandQ SandQ SandQ SandQ SandQ SandQ SandQ SandQ SandQ SandQ SandQ SandQ  SandQ SandQSandQSandQ SandQ SandQ  GSandQ  SandQ SandQ SandQ SandQ  SandQ  SandQ  SandQ  SandQ  SandQ  SandQ  GSandQ  GSandQ  GSandQ  GSandQ  SandQ SandQ SandQ SandQ SandQ SandQ  SandQ  GSandQSandQSandQ SandQ  SandQ  GSandQ SandQ SandQ  SandQ  SandQSandQSandQ LVAL@\D@0cER@0  ?*cE@0cEcEP+cE*  |ev-JQ`ccc =9A `(X!Io'SiteBridgeSite.SiteID = Bridge.SiteIDN%  \t @\t @~sq_dAbutment-Hydrograph~sq_dSite@3*ֳ4MR2KeepLocal Tpddddddb `Ct @Ct @Support Files@<<<<<<<<<<: 9r@r@Site - Bridge2@>>>>>>>>>>< 8O@O@Site - Bridge1@>>>>>>>>>>< 7j@j@Site@**********( 6!@!@SandQ1@.........., 5oY@oY@PierScour5@66666666664 4I)@I)@PierScour4@66666666664 3캏@캏@PierScour3@66666666664 29@9@PierScour2@66666666664 1ۦ@ۦ@PierScour1@66666666664 0w@w@PierScour@44444444442 /aN@aN@Pier3@,,,,,,,,,,* .h@h@Pier2@,,,,,,,,,,* -i @i @Pier1@,,,,,,,,,,* ,.@.@Pier@**********( +@@Master Report@<<<<<<<<<<: *8 @8 @Manning1@22222222220 ):G@:G@Hydrograph1@88888888886 (@@ContractionScour6@DDDDDDDDDDB 'Xi@Xi@ContractionScour5@DDDDDDDDDDB &L@L@ContractionScour4@DDDDDDDDDDB %+{@+{@ContractionScour3@DDDDDDDDDDB $@@ContractionScour2@DDDDDDDDDDB #dx@dx@ContractionScour@BBBBBBBBBB@ "Ƃգ@Ƃգ@BedMat3@0000000000. ![@[@BedMat2@0000000000.  e@e@AbutmentScour4@>>>>>>>>>>< ua@ua@AbutmentScour3@>>>>>>>>>>< ά( &qSite qBridge2bContact-Ref LVAL._ s . b KmFw2 @@@   @ {P@  @ @@ (\ @`  D `@ @X @0 0```p-PpxMR2ODBCTimeoutMaxRecordsReplicableRecordLocksRecordsetType FilterOrderByOrderByOnOrientationDisplayControl: <    0 Site.SiteName  n LVAL._ s . b KmFw2 @@@   @ {P@  @ @@ (\ @`  D `@ @@X @0 0```p-PpxMR2ODBCTimeoutMaxRecordsReplicableRecordLocksRecordsetType FilterOrderByOrderByOnOrientationDisplayControl: <    0 Site.SiteName  n LVALF d  ]  N K > |ev-JQ`ccc =9Ak5]'q \t @\t @~sq_dAbutment-Hydrograph~sq_dSite@3*ֳ4MR2KeepLocal Tpddddddb `Ct @Ct @Support Files@<<<<<<<<<<: 9r@r@Site - Bridge2@>>>>>>>>>>< 8O@O@Site - Bridge1@>>>>>>>>>>< 7j@j@Site@**********( 6!@!@SandQ1@.........., 5oY@oY@PierScour5@66666666664 4I)@I)@PierScour4@66666666664 3캏@캏@PierScour3@66666666664 29@9@PierScour2@66666666664 1ۦ@ۦ@PierScour1@66666666664 0w@w@PierScour@44444444442 /aN@aN@Pier3@,,,,,,,,,,* .h@h@Pier2@,,,,,,,,,,* -i @i @Pier1@,,,,,,,,,,* ,.@.@Pier@**********( +@@Master Report@<<<<<<<<<<: *8 @8 @Manning1@22222222220 ):G@:G@Hydrograph1@88888888886 (@@ContractionScour6@DDDDDDDDDDB 'Xi@Xi@ContractionScour5@DDDDDDDDDDB &L@L@ContractionScour4@DDDDDDDDDDB %+{@+{@ContractionScour3@DDDDDDDDDDB $@@ContractionScour2@DDDDDDDDDDB #dx@dx@ContractionScour@BBBBBBBBBB@ "Ƃգ@Ƃգ@BedMat3@0000000000. ![@[@BedMat2@0000000000.  e@e@AbutmentScour4@>>>>>>>>>>< ua@ua@AbutmentScour3@>>>>>>>>>>< ά( &qSite qBridge2bContact-Ref 6Nqq'  xqjc\UNG@92+$ 21SE@{Gz? rh?p= ף?James RiverSR 37 over James River near Mitchell, SDSDSanbornMitchell4356339801490647700037MainlineStateStraight.000104RareNoneMediumPerennialSiltModerateNarrowNoneAlluvialMediumMeanderingNoneNoneNarrowEquiwidthh@MSL`@4xme_YME;55-# {n#x LVAL._ s . b KmFw2@ @@@   @ {P@  @ @@ (\ @`  D `@ @X @0 0```p-PpxMR2ODBCTimeoutMaxRecordsReplicableRecordLocksRecordsetType FilterOrderByOrderByOnOrientationDisplayControl: <    0 Site.SiteName  n LVAL{tmf_XQJC<5.'  xqjc\UNG@92+$ The study site is located on the James River 20 miles north of the town of Mitchell on State Highway 37. The site is approximately 4.5 miles downstream from the USGS gaging station near Forestburg (06477000). High flow measurements for the Forestburg gaging station are actually made from the SR 37 bridge therefore a wire weight is installed on the upstream side of the bridge. The period of record for the station is from March 1920 to the current year, with an annual mean flow of 493 cfs, and an instantaneous peak flow of 25,600 cfs recorded on April 6, 1997. The SD USGS measured 17,100 cfs during the flood of April 2001 during which real-time bridge scour measurements were made at the site by the USGS National Bridge Scour Team. A manned boat was deployed during the April 2001 flood and detailed scour dThe study site is located on the James River 20 miles north of the town of Mitchell on State Highway 37. The site is approximately 4.5 miles downstream from the USGS gaging station near Forestburg (06477000). High flow measurements for the Forestburg gaging station are actually made from the SR 37 bridge therefore a wire weight is installed on the upstream side of the bridge. The period of record for the station is from March 1920 to the current year, with an annual mean flow of 493 cfs, and an instantaneous peak flow of 25,600 cfs recorded on April 6, 1997. The SD USGS measured 17,100 cfs during the flood of April 2001 during which real-time bridge scour measurements were made at the site by the USGS National Bridge Scour Team. A manned boat was deployed during the April 2001 flood and detailed scour data was collected with a 600 kHz ADCP The site is located in a highly rural/agriculatural landscape with moderate topographic relief. The was no roadovertopping nor any relief bridges associated with the SR 37 bridge, therefore all of the flow in the James River contracted and passed through the bridge opening. The bridge is a concrete girder, three span structure supported by two groups of cylindrical piers (3 in each group) which are both founded on steel piles. The upper 10-15' of the bed is comprised of a sandy-silt followed by 10-20 ft of silty-clay. Some of the information (slope in vicinity and drainage area) found in the stream data tab were taken from the description of the Forestburg gaging station and applied to the SR37 bridge due to its close proximity and similar basin characteristics.$4BY@c@;@@`@Q^@@3SingleUnknownUnknownPouredSquare@ ~_vLVAL\~ The State Highway 35 crossing of Conehoma Creek consists of a 120-foot-long bridge near station 1642+58 (Bridge No. 153.1) with a span arrangement of 2 spans at 20 ft (feet), 1 span at 40 ft, and 2 spans at 20 ft. The bridge has 2 intermediate single-pile bents (nos. 2 & 5) and 2 intermediate double-pile bents (nos. 3 & 4). Both abutments are partially riprapped. Construction of the bridge was completed in 1941. The drainage area at the site is about 10.3 mi2 (square miles). The length of the channel from the site to the basin divide is about 6.0 mi (miles) and the average slope of the channel between points located at 10 and 85 percent of the length is about 17 ft/mi (feet per mile). Average channel and valley slopes in the vicinity of the crossing are about 5.4 ft/mi. The highway alignment is near normal to the channel and the flood plain in the vicinity of the crossing. Conehoma Creek converges with Yockanookany River about 2 mi downstream of the State Highway 35 crossing (fig. 1). The floods of April 12, 1979, and April 5, 2001, were significant at this site. The 1979 and 2001 flood hydraulics and scour estimates are presented in this report. The estimated peak discharges for both of these floods were greater than the 100-year flood estimated using procedures outlined in the 1991 USGS report, "Flood Characteristics of Mississippi Streams." The USGS recovered flood marks on May 9, 1979, along the upstream and downstream sides of the highway following the extreme flood of April 12, 1979. A bridge cross section, an approach cross section, and the flood marks were surveyed and photographs were taken by a private contractor in June 1979. The flood crested at an elevation of 402.6 ft at the downstream side of the bridge. The cross section surveyed at the downstream side of the bridge in June 1979 indicates scour occurred at the bridge during the flood. The scour likely occurred as the flood was peaking and perhaps beginning to recede. The MDOT obtained photographs and ground-to-grade in PierScour.ApproachDepth6 PierS[Contact-Ref].Conta[Contact-Ref].Contact4 [Contact-Ref].Contact4 g[Contact-Ref].Contact4[Contact-Ref].Contact4[Contact-Ref].Contact4[Contac[Contact-Ref].Contact4[Contact-Ref].Contact4[Contact-Ref].Contact4 [Contact-Ref].Contact4[Contact-Ref].Contact4 [Contact-Ref].Contact4[Contact-Ref].Contact4 [Contact-Ref].Contact4[Contact-Ref].Contact4[Contact-Ref].Contact4[Contact-Ref].Contact4 [Contact-Ref].Contact4[Contact-Ref].Contact4 [Contact-Ref].Contact4 [Contact-Ref].Contact4 [Contact-Ref].Contact4 [Contact-Ref].Contact4 g[Contact-Ref].Contact4[Contact-Ref].Contact4 g[Contact-Ref].Contact4[Contact-Ref].Contact4[Contact-Ref].Contact4[Contact-Ref].Con[Contact-Ref].Contact4[Contact-Ref].Contact4[Contact-Ref].Contact4[Contact-Ref].Contact4[Contact-Ref].Contact4[Contact-Ref].Contact4 [Contact-Ref].Contact4 [Contact-Ref].Contact4 [Contact-Ref].Contact4 [Contact-Ref].Contact4 g[Contact-Ref].Contact4 g[Contac[Contact-Re[Contact-Ref].Contact[Contact-Ref].Contact4[Contact-Ref].Contact4[Contact-Ref].Contact4[Contact-Ref].Contact4[Contact-Ref].Contact4[Contact-Ref].Contact4[Contact-Ref].Contact4[Contact-Ref].Contact4[Contact-Ref].Contact4[Contact-Ref].Contact4 [Contact-Ref].Contact4[Contact-Ref].Contact4 [Contact-Ref].Contact4 g[Contact-Ref].Contact4[Contact-Ref].Contact4[Contact-Ref].Contact4 g r''SandQ.ReturnPeriod1SandQ.ReturnPeriod1 gSandQ.ReturnPeriod1 gSandQ.ReturnPeriod1 gSandQ.ReturnPeriod1 gSandQ.ReturnPerSandQ.ReturnPeriod1 SandQ.ReturnPeriod1 SandQ.ReturnPeriod1 SandQ.ReturnPeriod1 SandQ.ReturnPeriod1SandQ.ReturnPeriod1 SandQ.ReturnPeriod1 SandQ.ReturnPeriod1 SandQ.ReturnPeriod1 SandQ.ReturnPeriod1 SandQ.ReturnPeriod1SandQ.ReturnPeriod1 SandQ.ReturnPeriod1 SandQ.ReturnPeriod1 SandQ.ReturnPeriod1 gSandQ.ReturnPeriod1 gSandQ.ReturnPeriod1SandQ.ReturnPeriod1SandQ.ReturnPeriod1 SandQ.ReturnPeriod1 SandQ.ReturnPeriod1 gSandQ.ReturnPeriod1SandQ.ReturnPeriod1 gSandQ.ReturnPeriod1SandQ.ReturnPeriod1 gSandQ.ReturnPeriod1 SandQ.ReturnPeriod1 SandQ.ReturnPeriod1 SandQ.ReturnPeriod1 SandQ.ReturnPeriod1SandQ.ReturnPeriod1 SandQ.ReturnPeriod1 gSandQ.ReturnPeriod1 gSandQ.ReturnPeriod1 gSandQ.ReturnPeriod1 SandQ.ReturnPeriod1 SandQ.ReturnPeriod1SandQ.RetSandQ.ReturnPeriod1SandQ.ReturnPeriod1SandQ.ReturnPeriod1SandQ.ReturnPeriod1SandQ.ReturnPeriod1SandQ.ReturnPeriod1SandQ.ReturnPeriod1SandQ.ReturnPeriod1SandQ.ReturnPeriod1SandQ.ReturnPeriod1SandQ.ReturnPeriod1SandQ.ReturnPeriod1SandQ.ReturnPeriod1SandQ.ReturnPeriod1SandQ.ReturnPeriod1SandQ.ReturnPeriod1SandQ.ReturnPeriod1SandQ.ReturnPeriod1 g v> @ @ @ @B@\ gB@\ gB@\ gB@\ gB@\B@\B@\ gB@\ gB@\ gB@\ gB@\ gB@\ gB@\ gB@\ gB@\ gB@\ gB@\ gB@\ gB@\ gB@\ gB@\ gB@\ gB@\ gB@\ gB@\ gB@\ gB@\ gB@\ gB@\ gB@\ gB@\ gB@\B@\B@\ gB@\ gB@\ gCB@\ gB@\ gB@\ gB@\ gB@\ gB@\ gB@\ gB@\ gB@\ gB@\ gB@\ gB@\ gB@\ gB@\ gB@\ gB@\ gB@\ gB@\ gB@\ gB@\ gConB@\ gB@\ gB@\ gB@\ gB@\ gB@\ g   Hydrograph.Year.Hydrograph.Year. gHydrograph.Year. gHydrograph.Year. 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Hydrograph.Year. gHydrograph.Year. gHydrograph.Year. gHydrograph.Year.Hydrograph.Year. gHydrograph.Year. gHydrograph.Year. g r@ @ @ @ @  ContractionScour.CDepth ContractionScour.CDepth6  ContractionScour.CDepth6  ContractionScour.CDepth6 g ContractionScour.CDepth6 g   ContractionScou ContractionScour.CDepth6 ContractionScour.CDepth6 ContractionScour.CDepth6 ContractionScour.CDepth6 ContractionScour.CDepth6 ContractionScour.CDepth6 ContractionScour.CDepth6 ContractionScour.CDepth6 ContractionScour.CDepth6 ContractionScour.CDepth6 ContractionScour.CDepth6 ContractionScour.CDepth6 ContractionScour.CDepth6 ContractionScour.CDepth6 ContractionScour.CDepth6 ContractionScour.CDepth6 Contraction ContractionScour.CDepth6   ContractionScour.CDepth6 ContractionScour.CDepth6  ContractionScour.CDepth6 g ContractionScour.CDepth6  ContractionScour.CDepth6 ContractionScour.CDepth6 ContractionScour.CDepth6 ContractionScour.CDepth6 g ContractionScour.CDepth6  ContractionScour.CDepth6  ContractionScour.CDepth6 g ContractionScour.CDepth6 g ContractionScour.CDepth6  ContractionScour.CDepth6 g ContractionScour.CDepth6 g ContractionScour.CDepth6 g ContractionScour.CDepth6 g ContractionScour.CDepth6 g ContractionScour.CDepth6 ContractionScour.CDepth6 ContractionScour.CDepth6 ContractionScour.CDepth6 ContractionScour.CDepth6  ContractionScour.CDepth6  ContractionScour.CDepth6 g ContractionScour.CDepth6  ContractionScour.CDepth6  ContractionScour.CDepth6 g ContractionScour.CDepth6 g ContractionScour.CDepth6 g ContractionScour.CDepth6 g ContractionScour.CDepth6 g ContractionScour.CDepth6 g ContractionScour.CDepth6 g ContractionScour.CDepth6 g NR @PierScour.D16,ContractionScour.SedTranspoContractionScour.SedTranspContractionScour.SedTranspoContractionScour.SedTranspoContractionScour.SedTransportContractionScour.SedTransport<ContractionScour.SedTransport< ContracContractionScour.SedTranContractionScour.SedTranContractionScour.SedTransport<ContractionScour.SedTranspoContractionScour.SedTransport<ContractionScour.SedTranspContractionScour.SedTransport<ContractionScour.SedTransportContractionScour.SedTranspoContractionScour.SedTranspoContractionScour.SedTransport<ContractionScour.SedTransporContractionScour.SedTransport<ContractionScour.SedTransport<ContractionScour.SedTransport<ContractionScour.SedTransport<ContractionScour.SedTransport<ContractionScour.SedTranspContractionScour.SedTransport<ContractionScour.SedTransportContractionScour.SedTransport<ContractionScour.SedTranContractionScour.SedTranContractionScour.SedTransport<ContractionScour.SedTransport< ContractionScour.SedTransport<ContractionScour.SedTransportContractionScour.SedTransporContractionScour.SedTranspContractionScour.SedTransport< ContractionScour.SedTransport<ContractionScour.SedTransport<ContractionScour.SedTranspContractionScour.SedTranspContractionScour.SedTranspContractionScour.SedTransport<ContractionScour.SedTransport<ContractionScour.SedTransport<ContractionScour.SedTransport<ContractionScour.SedTransport<ContractionScour.SedTransport< ContractionScour.SedTransport< ContractionScour.SedTransport< ContractionScour.SedTransport< ContractionScour.SedTransport<ContractionScour.SedTransport<ContractionScour.SedTransport< gContractionScour.SedTransport< ContractionScour.SedTransport<ContractionScour.SedTransport<ContractionContractionContractionScour.SedTransport< gContractionScour.SedTransport< gNssYa@"@? 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Hydrograph.Year.Hydrograph.Year.Hydrograph.Year. gHydrograph.Year. gHydrograph.Year. g  LVALЀCt @Ct @Support Files@<<<<<<<<<<: 9r@r@Site - Bridge2@>>>>>>>>>>< 8O@O@Site - Bridge1@>>>>>>>>>>< 7j@j@Site@**********( 6!@!@SandQ1@.........., 5oY@oY@PierScour5@66666666664 4I)@I)@PierScour4@66666666664 3캏@캏@PierScour3@66666666664 29@9@PierScour2@66666666664 1ۦ@MR2ODBCTimeoutMaxRecordsReplicableMR2ODBCTimeoutMaxRecordsRecordLocksRecordsetType FilterOrderByOrderByOnOrientationReplicable: <    MR2ODBCTimeoutMaxRecordsRecordLocksRecordsetType FilterOrderByOrderByOnOrientationReplicable: <    MR2RecordLocksODBCTimeoutMaxRecordsRecordsetType FilterOrderByOrderByOnOrientationReplicable:  <   MR2RecordLocksODBCTimeoutMaxRecordsRecordsetType FilterOrderByOrderByOnOrientationReplicable:  <   MR2RecordLocksODBCTimeoutMaxRecordsRecordsetType FilterOrderByOrderByOnOrientationReplicable:  <   MR2RecordLocksODBCTimeoutMaxRecordsRecordsetType FilterOrderByOrderByOnOrientationReplicable:  <   MR2RecordLocksODBCTimMR2RecordLocksODBCTimeoutMaxRecordsRecordsetType FilterOrderByOrderByOnOrientationReplicable:  <   MR2RecordLocksODBCTimeoutMaxRecordsRecordsetType FilterOrderByOrderByOnOrientationReplicable:  <   MR2RecordLocksODBCTimeoutMaxRecordMR2RecordLocksODBCTimeoutMaxRecordsRecordsetType FilterOrderByOrderByOnOrientationReplicable:  <   MR2RecordLocksODBCTimeoutMaxRecordsRecordsetType FilterOrderByOrderByOnOrientation:  <    Hydrograph.Min- Site.BedMSite.BedMaterial/ Site.BedMaterial/Site.BedMaterial/ gSite.BedMaterial/ gSite.BedMaterial/ gSite.BedMaterial/ gSite.BedMaterial/ gSite.BedMaterial/ gSite.BedMaterial/ gSite.BedMaterial/ gSite.BedMaterial/ gSite.BedMaterial/ gSite.BedMaterial/ gSite.BedMaterial/ gSite.BedMaterial/ gSite.BedMaterial/ gSite.BedMaterial/ gSite.BedMaterial/ gSite.BedMaterial/ gSite.BedMaterial/ gSite.BedMatSite.BedMatSite.BedMaterial/ gSite.BedMaterial/ gSite.BedMaterial/ Site.BedMaterial/ Site.BedMaterial/ Site.BedMaterial/Site.BedMaterial/ Site.BedMaterial/ Site.BedMaterial/ Site.BedMaterial/ gSite.BedMaterial/ gSite.BedMaterial/ Site.BedMaterial/ gSite.BedMaterial/ gSite.BedMaterial/ Site.BedMaterial/ Site.BedMaterial/ gSite.BedMaterial/ gSite.BedMaterial/ gSSite.BedMaterial/Site.BedMaterial/Site.BedMaterial/ gSite.BedMaterial/ gSite.BedMaterial/ gSite.BedMaterial/Site.BedMaterial/ gSite.BedMaterial/ Site.BedMaterial/ gSite.BedMaterial/ gSite.BedMaterial/ Site.BedMaterial/ Site.BedMaterial/ g LVALd  ]  N K > |ev-JQ`ccc =9AКJ g-Bridge.Width+ g, \t @\t @ά( &qAbutmentScourά(  2qAbutmentά( &qAbutmentScourά( &qAbutmentScourά( &qAbutmentScourά( &qAbutmentScour LVAL> |ev-JQ`ccc =9A~5e%{1мV\h)m*^N \t @\t @ά( ά( &qSite qBridgeά(  2qAbutmentά( G&bSupportFilesά(  2qAbutmentά(  2qAbutmentά(  2qAbutmentm)}NeeH!`@olumnHiddenRequ`@AllowZeroLength333004948.7100niiaaaZZo)G!3@olumnHiddenRequ3@AllowZeroLength319004948100lggaaaZZ+V 5@@?j@333333@\(\@/@@@@33333sG@1LeftUnknownUnknownUnknownNon-Cohesive@$R@rq?2@@+@E@P@@0@@? ףp= ?q= ףp??1LeftUpstreamLive-bedInsignificantNon-Cohesived@+ V 5@@?j@333333@\(\@/@@@@33333sG@2RightUnknownUnknownUnknownNon-Cohesive@4LVALDformation at the site on April 9, 2001, after the severe flooding that occurred on April 5. The USGS flagged flood marks along the upstream and downstream sides of the highway on April 9, 2001, and surveyed these marks and additional channel geometry on February 13, 2002. The bridge section was surveyed during the site visit on October 27, 1994, for a scour evaluation report provided to the MDOT on February 10, 1995. When the 1979 and 1994 bridge sections were compared, it was apparent that some repairs (probably consisting of some earthwork and riprap) had been made, but no details were available at the time of this report. The flood crested at an elevation of 401.7 ft at the downstream side of the bridge. The cross sections surveyed at the downstream side of the bridge in April 2001 and February 2002 indicate scour occurred at the bridge during the flood. Bed samples collected by the USGS on October 27, 1994, indicated the channel material was fine sand with a D84 of 0.29 mm, D50 of 0.10 mm, D16 of 0.017 mm, and a gradation coefficient of about 4.1. Based on MDOT geotechnical reports in the area, the stream has very likely scoured down into or near the top of the Zilpha Clay formation during the floods of April 12, 1979, and the April 5, 2001. A 1997 MDOT geotechnical report for Yockanookany River at proposed State Highway 14 Bypass of Kosciusko, located about 1.9 mi northwest of this site, indicates that the top of the Zilpha formation possesses a cohesion of about 1,320 lb/ft3, a friction angle of 31 degrees, and a unit weight of 119 lb/ft3. Gradation tests suggest that the top of the formation has a D84 of about 0.37 mm, D50 of 0.16 mm, D16 of 0.026 mm, and a gradation coefficient of about 3.8. The 1941 test-pile reports at this site noted that soil borings indicated sand stone at elevation 377.0 ft, and indicated a significant increase in bearing capacity at about the same elevation. So, the top of the Zilpha formation is likely at about elevation 377 ft at this site."R@UUUUUU?*@@E@P@@0@@? ףp= ?q= ףp??2LeftDownstreamLive-bedInsignificantNon-Cohesived@/!R@UUUUUU?@@@D@h@q= ףp?$@@? ףp= ?q= ףp??3RightUpstreamLive-bedInsignificantNon-Cohesive?)Npp#S@UUUUUU?@@@L3@@@@p@{Gz?{Gz?HzG?1LeftUpstreamLive-bedInsignificantMildly@  61[?$@    p@Conehoma CreekConehoma Creek at State Highway 35, near Kosciusko, MississippiMSAttalaKosciusko33002289335635MainlineStateNAStraight.0010UnknownNoneUnknownUnknownMediumPerennialSandLowWideUnknownNoneAlluvialMediumSinuousNoneUnknownUnknownUnknown\~MSL@2vnd^UOJD91( ~n#@   SandQ.Stage* g SandQ.Stage* g SandQ.Stage* g SandQ.Stage* g SandQ.Stage* g SandQ.Stage* g SandQ.Stage* g SandQ.Stage* g SandQ.Stage*  SandQ.Stage* g SandQ.Stage* g SandQ.Stage* g SandQ.Stage* g SandQ.Stage*  SandQ.Stage* g SandQ.Stage* g SandQ.Stage* g SandQ.Stage* g SandQ.Stage* g SandQ.Stage* g SandQ.Stage* g SandQ.Stage* g SandQ.Stage* g SandQ.Stage* g SandQ.Stage* g SandQ.Stage* g SandQ.Stage* g SandQ.Stage* g SandQ.Stage* g SandQ.Stage* g SandQ.Smi( SandQ.Stage* g SandQ.Stage* g SandQ.Stage* g SandQ.Stage*  SandQ.Stage*  SandQ.Stage*  SandQ.Stage*  SandQ.Stage*  SandQ.Stage*  SandQ.Stage* g SandQ.Stage* g SandQ.Stage* g SandQ.Stage* g SandQ SandQ.Stage* g   SandQ.Sta SandQ.Stage* g SandQ.Stage* g SandQ.Stage* g SandQ.Stage*  SandQ.Stage*  SandQ.Stage*  SandQ.Stage*  SandQ.Stage*  SandQ.Stage*  SandQ.Stage* g SandQ.Stage* g SandQ.Stage*  SandQ.Stage*  SandQ.Stage*  SandQ.Stage*  SandQ.Stage* gfv[@@(\?? rh?333333@1GrabNon-Cohesiveb@#|pb\ZwLVAL E gkAAOnly the D90=25 and D50=2.5 were reported with the data. The D95, D84, and D16 were computed from the provided data. The D84 was interpolated from the D90 and D50 Only the D90=25 and D50=2.5 were reported with the data. The D95, D84, and D16 were computed from the provided data. The D84 was interpolated from the D90 and D50 using a log-probability interpolation. Sigma was computed as D84/D50. D95 and D16 were computed from the equation D50 * Sigma^(standard normal deviate of 95 or 16).Only the D90=13 and D50=1 were reported with the data. The D95, D84, and D16 were computed from the provided data. The D84 was interpolated from the D90 and D50 using a log-probability interpolation. Sigma was computed as D84/D50. D95 and D16 were computed from the equation D50 * Sigma^(standard normal deviate of 95 or 16).50 ft upstream of bridge, able to make a ribbon in hand with the wet sample. Results: Size (mm) 32 16 8 4 2 1 .5 .25 .125 .062 .032 .016 .008 .004 .002 % < than 100 84.6 79.8 75.9 75.1 74.2 73.6 70.0 65.4 63.0 62.0 61.1 56.8 56.2 55.050 ft upstream of bridge, able to make a ribbon in hand with the wet sample. Results: Size (mm) 32 16 8 4 2 1 .5 .25 .125 .062 .032 .016 .008 .004 .002 % < than 100 84.6 79.8 75.9 75.1 74.2 73.6 70.0 65.4 63.0 62.0 61.1 56.8 56.2 55.0The bed material sample was collected from the upstream bridge face during low flow. The material appears to be medium sand mixed with some small shells and has the following grain size distribution: Size (mm) 16 8 4 2 1 .5 .25 .125 .062 .016 .004 .002 % < than 100 67.4 64.8 61.1 56.7 45.4 20.8 13.1 7.9 3.3 2.4 1.9 There were no lithologic logs on the bridge plans in which to compare the samples.The bed material sample was collected from the downstream bridge face during low flow. The material appears to consist mostly of medium to course sand mixed with some small shells and has the following grain size distribution: Size (mm) 8 4 2 1 .5 .25 .125 .062 .016 .004 .002 % < than 100 97.1 91.5 76.7 51.9 23.4 18.2 13.2 5.9 4.8 4.3 There were no lithologic logs on the bridge plans in which to compare the samples.The samples were collected from the upstream bridge face and appeared consist of non-cohesive fine sandy/silt with the following grain size distribution: Size (mm) 4 2 1 .5 .25 .125 .062 .016 .004 .002 % < than 100 99.8 99.3 97.8 76.2 42.7 27.0 10.4 8.0 7.0 The boring logs of the site have been included in the bridge plan profile. Generally the logs indicate sand with some loam layers with fine gravel in the subbottom.This measurement was taken in the Zilpha Clay formation, which based on MDOT geotechnical reports in the area, the stream has very likely scoured down into or near the top of this formation during the floods of April 12, 1979, and the April 5, 2001. A 1997 MDOT geotechnical report for Yockanookany River at proposed State Highway 14 Bypass of Kosciusko, located about 1.9 mi northwest of this site, indicates that the top of the Zilpha formation possesses a cohesion of about 1,320 lb/ft3, a friction angle of 31 degrees, and a unit weight of 119 lb/ft3. Gradation tests suggest that the top of the formation has a D84 of about 0.37 mm, D50 of 0.16 mm, D16 of 0.026 mm, and a gradation coefficient of about 3.8. The 1941 test-pile reports at this site noted that soil borings indicated sand stone at elevation 377.0 ft, and indicated a significant increase in bearing capacity at about the same elevation. So, the top of the Zilpha formation is likely at about elevation 377 ft at this site.LVALp\Dz8%Lm8% 6<?`!Lm8%Lm8Lm!Lm LLm,LmLLmdLm|LmLmLmLmLmLm Lm$Lm<LmTLmlLmLmLmLmLmLLm Lm@LmXLmpLmLmLmLmLmLmLmLm0LmHLm`LmxLmLmLmLmLLmLmLmLmLmLmLmLmLmLmLmLmLmLmLmLmLmLmLmLLm,LmLLmdLm|LmLmLmLmLmLm Lm$Lm<LmTLmlLmLmLmLmLm                               SandQ.ID SandQSandQ.SiteIDSandQ.QDateSandQ.QyearSandQ.QmoSandQ.QdySandQ.QhrSandQ.QmiSandQ.FlowSandQ.QaccSandQ.SDateSandQ.SyearSandQ.SmoSandQ.SdySandQ.ShrSandQ.SmiSandQ.StageSandQ.WatTemp#SandQ.ReturnPeriod Lm LmLmLm Lm'+@LmLm Lmi{ ,Lmi{ LLmi{ dLmi{ |Lmi{ Lmi{ Lmi{ Lmi{ Lmi{ Lmi{  Lmi{ $Lmi{ <Lmi{ TLmi{ lLmi{ Lmi{ Lmi{ Lmi{ Lmi{ SandQLm LmLm(LmLmS*@~sq_ffrm_peaksLm Lm Lm Lm Lm @Lm Lm XLm Lm pLm Lm Lm Lm Lm Lm Lm Lm Lm( Lm  Lm0 Lm Lm8 Lm  Lm@ Lm  0LmH Lm  HLmP Lm `LmX Lm xLm` Lm Lmh Lm Lmp Lm Lmx LmLm Lm@LmXLmpLmLmLmLmLmLmLmLm0LmHLm`LmxLmLmLmLmLmi{ ,Lmi{ LLmi{ dLmi{ |Lmi{ Lmi{ Lmi{ Lmi{ Lmi{ Lmi{  Lmi{ $Lmi{ <Lmi{ TLmi{ lLmi{ Lmi{ Lmi{ Lmi{ Lmi{ SandQ LmLm ,LmLm LLmLm dLmLm |LmLm LmLm LmLm LmLm LmLm LmLm LmLm $LmLm <LmLm TLmLm lLmLm LmLm Lm Lm Lm(Lm Lm0LmLm Lm@LmXLmpLmLmLmLmLmLmLmLm0LmHLm`LmxLmLmLmLm Lm"LmhLm Lm8LmLmLm(LmxLm8LmLm8LmLm8LmLm8LmLm8LmLm8LmLm8LmLm8LmLm8LmLm8LmLm8LmLm8LmLm8LmLm8LmLm8LmLm8LmLm8LmLm8LmLm8LmLm8LmLm8LmLm8LmLm8LmLm8LmLm8LmLm8LmLm8LmLm8LmLm8LmLm8LmLmLmH%LmLmNLm(Lm`NLm(Lm NLm(Lm PNLm(Lm NLm(Lm NLm(Lm NLm(Lm NLm(Lm PNLm(Lm PNLm(Lm  NLm(Lm  PNLm(Lm  NLm(Lm  NLm(Lm  NLm(Lm NLm(Lm PNLm(Lm PNLm(Lm PNLm(Lm Lmz  Lm$Lm Lmk{LmLm8Lm8LmpLmHLmLmXLmLmhLmLmxLmPLmLmLmLmLmLmLmLm0LmLmhLmLmLmLmLmLmLm LVAL& Ϣ|@&^ `  L 6jtbJRX. rFTV&^~N lj@lj@TablesMSysObjectsH2& lj@lj@TablesMSysACEsB2& h@i@TablesMSysAccessObjectsT2& @t@TablesManning@2& m-@ss7@Tab 3;t @ ws7@TablesSupport FilesL2& B֚@6ަvs7@TablesStage&DischargeP2& R,n @n @TablesSite_DataD2& մ)@> vs7@TablesSite Query1H2& b/o @H/o @TablesPier_Scour_DataP2& J@-us7@TablesPier ScourF2& @its7@TablesPier DataD2& m-@ss7@TablesHydrograph1H2& Š7o @7o @TablesContraction_Scour_Data^2& P2@rs7@TablesContraction ScourT2& ONo @ENo @TablesAbutment_Scour_DataX2& @.rs7@TablesAbutment ScourN2& |@=sqs7@TablesAbutment QueryN2& eEt @eEt @Tables~sq_rSiteD2& e=u @q*=u @Tables~sq_rBedMat3J2& ߭v @+v @Tables~sq_rBedMat2J2& :JU7@U7@Tables~sq_rAbutmentScourV2& W\t @W\t @Tables~sq_rAbutment-Hydrographb2& '+@'+@Tables~sq_ffrm_peaksN2& z:m @z:m @Tables~sq_ffrm_MasterP2& s}:m @s}:m @Tables~sq_ffrm_contractscrZ2& v @"-v @Tables~sq_fFrm_BedMatP2& E~:m @E~:m @Tables~sq_ffrm_AbutScrR2& yfl @yfl @Tables~sq_ffrm_AbutmentT2& zb+@zb+@Tables~sq_dSite - Bridge2~sq_dBedMat2p2& ;b+@;b+@Tables~sq_dSite - BLmHLmLmLm(LmLm8LmLmHLmLm8LmpLm LmLmLmPLmLm Lm Lm0Lm hLmLmLmLmHLm Lm Lm LmtL Lm Lm( Lm0 Lm8 Lm@ LmH LmP LmX Lm` Lmh Lmp Lmx Lm Lm Lm Lm Lm Lm LmLm8LmpLmLmLmLmPLmLmLmLm0LmhLmLmLmLmHLmLmLmLm(Lm SandQ!Lm0!Lm@!LmX!LmSiteSandQ SiteIDPrimaryKeyIDh!LmLmv x$LmP$Lm`$LmLm"Lm"Lqm"Lm"Lm"Lm"Lm"Lm"Lm"Lm"Lm"Lm"Lm"Lm"Lm"Lm"Lm"Lm"Lm"Lm"Lm"Lm"Lm"Lm"Lm"Lm"Lm"Lm"Lm"Lm"Lm$Lm 8Lm$Lm$Lm0%Lm!LmSandQPrimaryKeyNLm!Lmx$LmXLmx$LmNLm"Lm$Lm$Lm$Lm%Lm(Lm LVALдppppppppppppppppppppppppppppppppppppppppppppppppppppppppppppppppppppppppppppppppppppppppppppppppppppp PR2KeepLocal Tpddddddb `Ct @Ct @Support Files@<<<<<<<<<<: 9r@r@Site - Bridge2@>>>>>>>>>>< 8O@O@Site - Bridge1@>>>>>>>>>>< 7j@j@Site@**********( 6!@!@SandQ1@.........., 5oY@oY@PierScour5@66666666664 4I)@I)@PierScour4@66666666664 3캏@캏@PierScour3@66666666664 29@9@PierScour2@66666666664 1ۦ@ۦ@PierScour1@66666666664 0w@w@PierScour@44444444442 /aN@aN@Pier3@,,,,,,,,,,* .h@h@Pier2@,,,,,,,,,,* -i @i @Pier1@,,,,,,,,,,* ,.@.@Pier@**********( +@@Master Report@<<<<<<<<<<: *8 @8 @Manning1@22222222220 ):G@:G@Hydrograph1@88888888886 (@@ContractionScour6@DDDDDDDDDDB 'Xi@Xi@ContractionScour5@DDDDDDDDDDB &L@L@ContractionScour4@DDDDDDDDDDB %+{@+{@ContractionScour3@DDDDDDDDDDB $@@ContractionScour2@DDDDDDDDDDB #dx@dx@ContractionScour@BBBBBBBBBB@ "Ƃգ@Ƃգ@BedMat3@0000000000. ![@[@BedMat2@0000000000.  e@e@AbutmentScour4@>>>>>>>>>>< ua@ua@AbutmentScour3@>>>>>>>>>>< ӡ@ӡ@AbutmentScour2@>>>>>>>>>>< *@@*@@AbutmentScour1@>>>>>>>>>>< @@AbutmentScour@<<<<<<<<<<: }"@}"@Abutment-Hydrograph@HHHHHHHHHHF 4@4@Abutment@22222222220 Ȧ@Ȧ@frm_Master@66666666664 B֚@m8@Stage&Discharge@@A |@BeXLL@@@@@@@> @մ)@m8@Site Query1@T@9 @PDD88888886 @Site.SiteID = [Contact-Ref].SiteIDContractionScour.SigmaBedMaterialContractionScour.PierContractionRatioContractionScour.ChannelContractionRatioSite.SiteID = AbutmentScour.SiteIDAbutmentScour.SiteID = Abutment.SiteIDjz[Gz?{Gz?9v?2GrabCohesive@xlb\ZLVALqoughness coefficients in the vicinity of the bridge. The REM model used an n value of 0.015 for the main channel of the Chehalis River and 0.104 for the Overflow bridge opening. The n value is too low in the main channel and too high for the overflow waterway; reasonable values for both model sections range from 0.03 - 0.05. This, along with other problems in the model, caused the model to significantly underestimate the flow through the Overflow bridge. The REM output indicated that for the FEMA 100-yr flood (56,000 cubic feet per second (cfs)), less than 3,800 cfs was conveyed through the overflow and average velocities were less than 1 foot per second (fps). A simplified HEC-2 model of the site was developed by Northwest Hydraulic Consultants using surveyed high-water marks and cross-sections from the 1996 flood. The model developed from field data showed that 25,000 to 30,000 cfs passed under the overflow bridge with average velocities ranging from 8 to 10 fps. The hydrologic event responsible for the 1996 flood was an intense winter storm that hit southwestern Washington. The peak discharge that was measured during the 1996 flood was approximately 74,900 cfs on February 9. Northwest Hydraulic Consultants conducted a flood frequency analysis on the historical data (1929-1996) from the Grand Mound gaging station. Estimates of the 100- and 500-year discharges are 73,600 cfs and 99,800 cfs, respectively. The existing FEMA flood insurance study lists the 100-yr and 500-yr discharges as 56,000 cfs and 70,000 cfs; however these were based upon a shorter period of record (1929-1976). From surveyed high-water marks of the February 9, 1996 flood, it appears that 45,000 to 50,000 cfs remained in the Chehalis River main channel and 25,000 to 30,000 cfs passed through the Overflow bridge. As the floodplain flow approached the new Overflow bridge, the new western approach fill significantly blocked the flow and intensified the contraction and velocities at the left (western) portion of the Overf LVALά(  2iAbutment LVAL, ,NooThese values represent WSPRO model computed contraction scour from an "equilibrium bed" elevation (established in Nov, 1999, based on survey and historical data). The computed pier scour was 15.3 feet, for a total scour of 16.5 feet. The actuaThese values represent WSPRO model computed contraction scour from an "equilibrium bed" elevation (established in Nov, 1999, based on survey and historical data). The computed pier scour was 15.3 feet, for a total scour of 16.5 feet. The actual measured total scour on this date was 17.2 feet (from measurement notes). The engineer decided not to attempt to separate the total scour measurement into components due to the complexity that was introduced by the large debris raftContraction scour was estimated for the floods of April 12, 1979, and April 5, 2001, and compared to measured scour. Since the measured scour was based on a post-flood sections, infilling could possibly suggest measured scour depths less than what actually occurred. Contraction scour characteristics included in the database were taken from the WSPRO model. The HEC-18 estimated post-scour elevations suggest that the bridge would have collapsed during both the 1979Contraction scour was estimated for the floods of April 12, 1979, and April 5, 2001, and compared to measured scour. Since the measured scour was based on a post-flood sections, infilling could possibly suggest measured scour depths less than what actually occurred. Contraction scour characteristics included in the database were taken from the WSPRO model. The HEC-18 estimated post-scour elevations suggest that the bridge would have collapsed during both the 1979 and 2001 floods because the piling would have been undermined. Keeping the same subarea stationing limits for the post-scour section as were used for the pre-scour section so that a consistent top width could be determined, the average depths for pre- and post-scour conditions were determined for the overbank and the main channel. These pre- and post-scour depths were used to determine average contraction (mostly) scour depths in the overbank and main-channel areas.These values represent WSPRO model computed contraction scour from an "equilibrium bed" elevation (established in Nov, 1999, based on survey and historical data). The computed pier scour was 15.3 feet, for a total scour of 16.5 feet. The actual measured total scour on this date was 17.2 feet (from measurement notes). The engineer decided not to attempt to separate the total scour measurement into components due to the complexity that was introduced by the large debris raft at the pier.These values represent computed contraction scour from an "equilibrium bed" elevation (established in Nov, 1999, based on survey and historical data). The computed pier scour was 17.1 feet, for a total scour of 17.1 feet. The actual measured total scour on this date was 17.1 feet (from measurement notes). The engineer decided not to attempt to separate the total scour measurement into components due to the complexity that was introduced by the large debris raft at the pier. LVALNrrSR37_DetailExample.doc - detailed summary of the site and data collection during the April, 2001 flood. SR37.lpk - contour plot of detalied bathymetry data collected during April, 2001 flood, displayed in AmTec's Tecplot software package. SD37Contour.pdf - contour plot of detalied bathymetry data collected during April, 2001 flood in a PDF format. Site Photos: -------------------------------------------- DSCN0003.jpg - DSCN0008.jpg & DSCN0034.jpg - DSCN0053.jpg - Photos taken during April, 2001 flood, description of each photo is documented in SR37_Photos.doc Word file. SR370021.jpg - SR370037.jpg - Photos taken during October, 2001 low-flow survey, description for each is documented in Post-Flood_Photos.doc Microsoft Word file. SR37(TopoQuad).jpg - Topo map of bridge reach SR37.jpg - Descriptive Digital Ortho Quad image of the bridge site SR37_DetailExample.doc - detailed summary of the site and data collection during the April, 2001 flood. SR37.lpk - contour plot of detalied bathymetry data collected during April, 2001 flood, displayed in AmTec's Tecplot software package. SD37Contour.pdf - contour plot of detalied bathymetry data collected during April, 2001 flood in a PDF format. Site Photos: -------------------------------------------- DSCN0003.jpg - DSCN0008.jpg & DSCN0034.jpg - DSCN0053.jpg - Photos taken during April, 2001 flood, description of each photo is documented in SR37_Photos.doc Word file. SR370021.jpg - SR370037.jpg - Photos taken during October, 2001 low-flow survey, description for each is documented in Post-Flood_Photos.doc Microsoft Word file. SR37(TopoQuad).jpg - Topo map of bridge reach SR37.jpg - Descriptive Digital Ortho Quad image of the bridge site _________________________________________________________________________________________________________ Surveyed Sections: -------------------------------- SR37_(DS_Hec-Ras).xls - Excel spreadsheet containing surveyed data for the exit section used in a HEC-RAS model of the reach. SR37_(US_Hec-Ras).xls - Excel spreadsheet containing surveyed data for the approach section used in a HEC-RAS model of the reach. DS_Face.xls - Excel spreadsheet containing surveyed data for the downstream bridge face. US_Face.xls - Excel spreadsheet containing surveyed data for the upstream bridge face. HEC-RAS_Summary.xls - Excel spreadsheet summarizing the elev. and stationing for all sections in the HEC-RAS model of the reach. GrainSizeDist.xls - Bed material grain size distribution for the site, determined by analysis of samples collected during post-flood survey.  LVALMR2ODBCTimeoutMaxRecordsReplicableRecordLocksRecordsetType FilterOrderByOrderByOnOrientationDisplayControl: <    0 Site.SiteName  nMR2ODBCTimeoutMaxRecordsReplicableRecordLocksRecordsetType FilterOrderByOrderByOnOrientationDisplayControl: < MR2ODBCTimeoutMaxRecordsReplicableRecordLocksRecordsetType FilterOrderByOrderByOnOrientationDisplayControl:MR2ODBCTimeoutMaxRecordsReplicableRecordLocksRecordsetType FilterOrderByOrderByOnOrientationDisplayControl: < MR2ODBCTimeoutMaxRecordsReplicableRecordLocksRecordsetType FilterOrderByOrderByOnOrientationDisplayControl: < MR2ODBCTimeoutMaxRecordsReplicableRecordLocksRecordsetType FilterOrderByOrderByOnOrientationDisplayControl: < MR2ODBCTimeoutMaxRecordsReplicableRecordLocksRecordsetType FilterOrderByOrderByOnOrientationDisplayControl: < MR2ODBCTimeoutMaxRecordsReplicableRecordLocksRecordsetType FilterOrderByOrderByOnOrientationDisplayControl: <    0 SiteMR2ODBCTimeoutMaxRecordsReplicableRecordLocksRecordsetType FilterOrderByOrderByOnOrientationDisplayControl: < MR2ODBCTimeoutMaxRecordsReplicableRecordLocksRecordsetType FilterOrderByOrderByOnOrientationDisplayControl: <    0 Site.SiteName  nLVALNHContraction scour was estimated for the floods of April 12, 1979, and April 5, 2001, and compared to measured scour. Since the measured scour was based on a post-flood sections, infilling could possibly suggest measured scour depths less than what actually occurred. The only approach cross-section data available for the site was surveyed just after the 1979 flood. Channelization of the reach downstream of the bridge has lead to significant changes in the channel. The accuracy of the scour observations, especially for the 2001 flood, is degraded due to the absence of a reliable reference surface. Contraction scour characteristics included in the database were taken from the WSPRO model. The HEC-18 estimated post-scour elevations suggest that the bridge would have collapsed during both the 1979 and 2001 floods because the piling would have been undermined. Keeping the same subarea stationing limits for the post-scour section as were used for the pre-scour section so that a consistent top width could be determined, the average depths for pre- and post-scour conditions were determined for the overbank and the main channel. These pre- and post-scour depths were used to determine average contraction (mostly) scour depths in the overbank and main-channel areas. April 5, 2001: About 0, 8, and 2 ft of mostly contraction scour occurred in the left (south) overbank, main channel, and right (north) overbank, respectively. HEC-18 method suggested about 3, 19, and 4 ft of contraction scour in the left (south) overbank, main channel, and right (north) overbank, respectively. HEC-18 method for pressure-flow conditions suggested about 1, 19, and 2 ft of contraction scour in the left (south) overbank, main channel, and right (north) overbank, respectively.LVAL9ummarized in the .vel files. 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Hydrograph a    a aa(aS*@Hydrograph1a aa aa aa 0aa Paa paa aa aa aa  a aaaa0aPapaaaaa ad!`ad!&ad!HFad!`fad!ad!ad!ad!ad!%ad! Hydrograph a a a a &a a Fa a fa a a a a a a a a a a aaaa0aPapaaaaa aPaa (a8a`aaaa aa aa aa aa aa aa aa aa aa aa aa aa aa aa aa aa aa aa aa aa aa aa aa aa aa aa aa aa aa aaxa0aa aa aa aa aa aa aa aa aa aa aa  az @aaXad!aaa(aPa8aaHaaXaaha0axahaaaaaaaaPaaaa0ahaaaP(aaaaaaa a(a0aaaPaaaa0ahaaaaHydrographaaSiteIDSiteHydrographaav aaaaPaPqaPaPaPaPaPaPaPaPaPaPaPaPaPaPaPaPaPaPaPaPaPaPaPaPaPaPaPaPaa  aaaaPaHydrographa8aa8aaaa0aa 8aaaaa SiteID(8a ad!WXv<aaLa PataHaPa@a SiteIDaaPaaaaaaO LVAL_ `6X6X6X(8XSite  ((?X@?XP?XStationID Site_IDPrimaryKeyContractionScour@X@XH@X`@X (p@X@XSiteId'SiteContractionScourPrimaryKeyPKey PierID NoDups 6X@X@X(8X @X (8XAX=X Site_ID(AXXv IXIXIXXv xJXXJXhJXXCXCqXCXCXCXCXCXCXCXCXCXCXCXCXCXCXCXCXCXCXCXCXCXCXCXCXCXCXCXCX0KX x+XPKXKX 0EX XAXBXContractionScour SiteIdXAXXAXIX:XJX8JXSite Site_IDXBXXBXxJXHJXJXJXJXJXXCXXCXPKXJXKXKXPKXKXKXKX6X(8X    PierScoPierScour.DPierScour.D16,PierScour.D16, PierScour.D16, gPierScour.D16, PierScour.D16, PierScour.D16, PierScour.D16,PierScour.D16, gPierScour.D16, gPierScoPierScour.D16, PierScour.D16, PierScour.D16, gPierScour.D16, gPierScour.D16, gPierScour.D16, gPierScour.D16, gPierScour.D16, gPierScour.D16, gPierScour.D16, gPierScour.D16, gPierScour.D16, gPierScour.D16, gPierScour.D16, gPierScour.D16, gPierScour.D16, gPierScour.D16, gPierScour.D16, gPierScour.D16, gPierScour.D16, gPierScour.D16, PierScour.D16, PierScour.D16,PierScour.D16, gPierScour.D16, gPierScour.D16, gPierScour.D16, gPierScour.D16, gPierScour.D16, gPierScour.D16, gPierScour.D16, gPierScour.D16, gPierScour.D16, gPierScour.D16, gPierScour.D16, gPierScour.D16, gPierScour.D16, gPierScour.D16, gPierScour.D16, gPierScour.D16, gPierScour.D16, gPierScour.D16, gPierScour.D16, gPierScour.D16, gPierScour.D16, gPierScour.D16, gPierScour.D16, gPierScour.D16, g pSupportFiles.SiteID2SiteBriSiteBriSiteBridgeSiteBridgeSite.SiteBridgeSiteSiteBridgeSiteSiteBridgeSiSiteBridgeSiSiteBridgeSiSiteBridgeSiSiteBridgeSitSiteBridgeSitSiteBridgeSiteSiteBridgeSiteSiteBridgeSiSiteBridgeSiSiteBridgeSiSiteBridgeSiSiteBridgeSiteSiteBridgeSite.SSiteBridgeSite.SiteIDSiteBridgeSite.SiteID = SiteBriSiteBriSiteBridgeSitSiteBridgeSite.SiteID SiteBridgeSite.SiteIDSiteBridgeSite.SiteID = SiteBridgeSite.SiteID =SiteBridgeSite.SiSiteBridgeSite.SiSiteBridgeSite.SSiteBridgeSite.SiteISiteBridgeSiSiteBridgeSite.SiteSiteBridgeSite.SitSiteBridgeSite.SSiteBridgeSite.SiteBridgeSitSiteBridgeSite.SiteBridgeSite.SiSiteBridgeSiteSiteBridgeSite.SiteBridgeSite.SiteBridgeSite.SitSiteBridgeSite.SitSiteBridgeSite.SSiteBridgeSite.SSiteBridgeSiteSiteBridgeSite.SiteBridgeSite.SitSiteBridgeSite.SiSiteBridgeSiteSiteBridgeSite.SiteBridgeSite.SiteID = Bridge.SiteIDN% SiteBridgeSiteSiteBridgeSiteSiteBridgeSiteSiteBridgeSitSiteBridgeSitSiteBridgeSitSiteBridgeSitSiteBridgeSitSiteBridgeSitSiteBridgeSiteSiteBridgeSiteSiteBridgeSite.SiteID = Bridge.SiteBridgeSite.SiteID = Bridge.SiteIDN% LVALk023 immediately upstream of old bridge Knik024 400 ft downstream of new bridge Knik025 800 ft downstream of new bridge Knik026 1200 ft downstream of new bridge Knik027 tributary channel 1200 ft downstream Knik028 1500 ft downstream of new bridge Photos: Name Description --------------------------------------------------------------------------------------------- Knik_002 - Downstream view to bridge piers Knik_003 - Upstream view to bridges Knik_004 - ADCP/GPS mount Knik_005 - Tributary, US Right bank above spur dike Knik_006 - Old bridge pier Knik_007 - Right bank to left bank downstream of bridges Knik_008 - Downstream right bank from new bridge Knik_009 - Downstream channel from new bridge Knik_010 - Right bank to left bank from new bridge Knik_011 - Right bank to left bank between bridges Knik_012 - Old bridge from new Knik_013 - Left bank downstream of bridges Knik_014 - Right bank to left bank under new bridge Knik_016 - Tributary from end of right bank spur dike Knik_017 - Right bank to left bank under old bridge Knik_018 - Upstream from right bank spur dike Knik_019 - Upstream view to bridges Knik_020 - Right bank approach to bridge Knik_021 - Upstream left bank Knik_air1 - Aerial view of bridges looking downstream Knik_air2 - Aerial view of bridges looking downstream Knik_air3 - Aerial view of bridges looking downstream ;Bridge.Traf;Bridge.Traffic-;Bridge.Traffic- ;Bridge.666Bridge.6Bridge.Dist6Bridge.DistCL,6Bridge.DistCL, 6Bridge.DistCL, g6Bridge.DistCL, 6Bridge.DistCL, 6Bridge.DistCL, 6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, g5Brid6Bridge.DistCL, 6Bridge.DistCL,6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, 6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, 6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, 6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, 6Bridge.DistCL, 6Bridge.DistCL, 6Bridge.DistCL, g6Bridge.DistCL, 6Bridge.DistCL, 6Bridge.DistCL, 6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, g LVALά( U&iHydrograph LVALά( & Pier LVALά( V&iPierScourێNQQ#<[@@@@@@"@^@"@R@(\?^@+@E@ rh??(\?2Live-bedNon-CohesiveUnknownInsignificantfNHMain Channel /` |^@"AbutmentScour.Comments5 G G G G G G G G G G G  G  G  G  G G G  G G G G G G G G  G  G  G G G G G G G  G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G GuppPierScour###  pp Gupp pp G AuBridge  Au G Au Au G n Gme  C" C" C"Site.Natu C"Site.NaturalLevees1 C"Site.NaturalLevees1 C"Site.NaturalLevees1 C"Site.NaturalLevees1 C"Site.NaturalLevees1 C"Site.NaturalLevees1 C"Site.NaturalLevees1 C"Site.NaturalLevees1 C"Site.NaturalLevees1 C"Site.NaturalLevees1 C"Site.NaturalLevees1 C"Site.NaturalLevees1 C"Site.NaturalLevees1 C"Site.NaturalLevees1 C"Site.NaturalLevees1 C"Site.NaturalLevees1 C"Site.NaturalLevees1 C"Site.NaturalLevees1 g C"Site.NaturalLevees1 g C" C" C"Site.NaturalLevees1 C"Site.NaturalLevees1 g C"Site.NaturalLevees1 g C"Site.NaturalLevees1 g C"Site.NaturalLevees1 g C" C" C" C"Site.Na C"Site.Natura C"Site.NaturalLevees1 C"Site.NaturalLevees1 C"Site.NaturalLevees1 C"Site.NaturalLevees1 C"Site.NaturalLevees1 C"Site.NaturalLevees1 C"Site.NaturalLevees1 C"Site.NaturalLevees1  C"Site.NaturalLevees1  C"Site.NaturalLevees1  C"Site.NaturalLevees1  C"Site.NaturalLevees1  C"Site.NaturalLevees1 g C"Site.NaturalLevees1 g C"Site.NaturalLevees1 C"Site.NaturalLevees1  C"Site.NaturalLevees1 g C"Site.NaturalLevees1 g C"Site.NaturalLevees1 g C! C"Site.NaturalLevees1 C"Site.NaturalLevees1 C"Site.NaturalLevees1  C"Site.NaturalLevees1  C"Site.NaturalLevees1 g C"Site.NaturalLevees1 C"Site.NaturalLevees1 g C"Site.NaturalLevees1 C"Site.NaturalLevees1 g C"Site.NaturalLevees1  C"Site.NaturalLevees1  C"Site.NaturalLevees1  C"Site.NaturalLevees1  C"Site.NaturalLevees1 C"Site.NaturalLevees1  C"Site.NaturalLevees1 gLVAL8Nee'  xqjc\UNG@92+$ | The Knik River is located approximately 35 miles northeast of Anchorage near the town of Palmer. The river emanates from the Knik Glacier approximately 17 miles upstream from the bridges and drains into Knik Arm, the northern most extent of Cook Inlet, approximately 8 miles downstream of the bridge. At the mouth of the glacier, the river is anastomosing, but reduces to a single strand through the bridge reach. Branching of the channel resumes downstream of the bridge, but not to the extent found in the headwaters. A daily station (station 15281000) was operational at this site from 1958-1988 , 1991-1992, and was reactivated in 2001. The gage is located at the new bridge on the right bank. Average annual mean flow (from 1960-1987) is 6904 cfs, with annual peaks occurring in August-September and averaging 37,000 cfs (excluding outburst floods). High volume (up to 359,000 cfs) glacial outburst floods occurred annually on the Knik River up until 1966. Due to recession of the Knik glacier these flows no longer occur. Two bridges are located in the study reach (figure 2). The upstream bridge was built to accommodate the high volume outburst floods and extends across the entire channel. The newer downstream bridge was built after the cessation of the outburst floods and its approaches constrict the flow. The embankments for the new bridge are rip rapped and spur dikes extend upstream beyond the old bridge, which is discussed in the database under Site ID #2. The right overbank is wide, level, unvegetated, and armored with gravel and cobbles. The left overbank rises steeply from the river and is densely vegetated. A survey of the Knik River and the new bridge was conducted in 1999 for the purpose of conducting a level 2 bridge scour anaylsis. A HEC-RAS model of the site was developed and used in conjunction with HEC-18 procedures to predict the scour attributed to the contracted bridge opening.M LVALc RP1 - U/S bridge, top of concrete wall above 1st drain (Elev = 902.63) RP2 - D/S bridge, top of concrete wall @ marked RM (Elev = 906.96) BM #389 - Set nail and washer in north side of 18" oak, 237' south of station 172+72 (Elev = 902.93) from bridge plans USGS Gaging Station located approximately 2300' upstream of bridge: Datum of stream gage is 868.26 ft above sea level, datum of 1929. The outside reference gage is a 6" wide channel iron wRP1 - U/S bridge, top of concrete wall above 1st drain (Elev = 902.63) RP2 - D/S bridge, top of concrete wall @ marked RM (Elev = 906.96) BM #389 - Set nail and washer in north side of 18" oak, 237' south of station 172+72 (Elev = 902.93) from bridge plans USGS Gaging Station located approximately 2300' upstream of bridge: Datum of stream gage is 868.26 ft above sea level, datum of 1929. The outside reference gage is a 6" wide channel iron with staff sections located 15' streamward of gage. RM 14 - 1/2" bolt on dowstream side of gage house, 11 ft west of river. (Elev=12.414 ft) RM 16 - USGS monument set in concrete 3' west of gaging station (Elev = 9.693 ft) RP 2 - Middle of float hole opening on angle iron in well (Elev = 6.61 ft) RP 3 - Top of nail located in upper staff plate backing (Elev = 10.294 ft) RP 4 - Top of nail located in lower staff plate backing (Elev = 3.RP1 - U/S bridge, top of concrete wall above 1st drain (Elev = 902.63) RP2 - D/S bridge, top of concrete wall @ marked RM (Elev = 906.96) BM #389 - Set nail and washer in north side of 18" oak, 237' south of station 172+72 (Elev = 902.93) from bridge plans USGS Gaging Station located approximately 2300' upstream of bridge: Datum of stream gage is 868.26 ft above sea level, datum of 1929. The outside reference gage is a 6" wide channel iron with staff sections located 15' streamward of gage. RM 14 - 1/2" bolt on dowstream side of gage house, 11 ft west of river. (Elev=12.414 ft) RM 16 - USGS monument set in concrete 3' west of gaging station (Elev = 9.693 ft) RP 2 - Middle of float hole opening on angle iron in well (Elev = 6.61 ft) RP 3 - Top of nail located in upper staff plate backing (Elev = 10.294 ft) RP 4 - Top of nail located in lower staff plate backing (Elev = 3.216 ft)Elevations presented are to MDOT Datum from the bridge plans, which appears to be National Geodetic Vertical Datum of 1929 at this site.A gage (station 15281000) was operational at this site from 1958-1988 and from 1991-1992. Gage datum is tied to a Corps of Engineers benchmark (elevation 62.67 ft above MSL) on the upstream side of the left abutment of the old bridge. Elevation to gage datum for this point is 32.50 ft. To correct elevations to gage datum adjust by 30.17 ft.  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gLVALN;The study site is located on the Minnesota River .7 miles north of the town of Belle Plaine on State Highway 25. The site is approximately 7.5 miles upstream from the USGS gaging station near Jordan (05330000) and 12 miles downstream from the USGS gaging station at Henderson (33032001). The period of record for the Jordan station is from October 1935 to the current year, with an annual mean flow of 4425 cfs, and an instantaneous peak flow of 117,000 cfs recorded on April 11, 1965. The USGS measured a discharge of 73,200 cfs and significant abutment and contraction scour at the site during real-time bridge scour measurments during the flood in April of 2001. The structure number for this site is 5260. The Minnesota Dept of Transportation (MnDOT) built the current bridge in 1934. The channel bottom at the time of construction was at approx. the same elevation as the top of footings (elev 695'). Eventually, the channel was scoured well below the footing bottoms, requiring restablization of the channel bed around the piers and left abutment with rip-rap due to a flood in April of 1951 that caused extinsive scouring of the channel. An underwater inspection was completed in 1991and 2000. The 2000 inspection report contained upstream and downstream bridge face profiles which reflected streambed elevations had been returned to levels similar to the initial construction conditions. Both inspections revealed the piers to be in generally good structural condition. Debris buildup at the piers appears to be a recurring problem, especially at pier 1. Structure #5260 is a metal truss bridge consisting of 3-150' continuous I-beam spans supported by two concrete column piers with partial web walls, and vertical abutments with wingwalls. The piers and the abutments are founded on piling; the pier piling is driven to an elevation of 637 - 667 ft, and the abutment piling is driven to an elevation of 665-670 ft. Both abutments are set back about 30-40 feet from the top of the channel banks. Several  LVAL measurements of scour have occurred at this site, by MnDOT and Collins Engineers, Inc. Collins Engineers, Inc. preformed a series of investigations on the highway 25 bridge in the mid to late 1990's and found the bridge to be in good condition with minor scour depressions at the upstream end of pier #2. The USGS revisited the site in October 2001 to conduct a post-flood survey and noted that both abutments had been re-stablized and lined with riprap as a result of the damage induced by the April 2001 flood.< LVALL  ά>.0SitePAbutmentScourAbutment LVALά( &iSite iBridge2ZContact-Ref AbutmenAbutment.AbAbutment.AbutSlp/Abutment.AbutSlp/Abutment.AbutSlp/ Abutment.AbutSlp/Abutment.AbutSlp/Abutment.AbutSlp/Abutment.AbutSlp/ Abutment.AbutSlp/ Abutment.AbutSlp/ Abutment.AbutSlp/ gAbutment.AbutSlp/ gAbutment.AbutSlp/ Abutment.AbutSlp/ gAbutment.AbutSlp/ gAbutment.AbutSlp/ Abutment.AbutSlp/ Abutment.AbutSlp/ gAbutment.AbutSlp/ gAbutment.AbutSlp/ gAAbutment.AbutSlp/Abutment.AbutSlp/Abutment.AbutSlp/ gAbutment.AbutSlp/ gAbutment.AbutSlp/ gAbutment.AbutSlp/Abutment.AbutSlp/ gAbutment.AbutSlp/ Abutment.AbutSlp/ gAbutment.Abutment.AbutSlp/ Abutment.AbutSlp/Abutment.AbutSlp/Abutment.AbutSlp/Abutment.AbutSlp/Abutment.AbutSlp/Abutment.AbutSlp/Abutment.AbutSlp/Abutment.AbutSlp/Abutment.AbutSlp/Abutment.AbutSlp/Abutment.AbutSlp/Abutment.AbutSlp/Abutment.AbutSlp/Abutment.AbutSlp/Abutment.AbutSlp/Abutment.AbutSlp/ Abutment.AbutSlp/ gAbutment.AbutSlp/Abutment.AbutSlp/ gAbutment.AbutSlp/ gAbutment.AbutSlp/ gAbutment.AbutSlp/ gAbutment.AbutSlAbutment.AbutSlp/ gAbutment.AbutSlp/ Abutment.AbutSlp/ Abutment.AbutSlp/ Abutment.AbutSlp/ Abutment.AbutSlp/ g LVALά( V&iSandQ k g    Hydrogr Hydrograph.Stage/ Hydrograph.Stage/ Hydrograph.Stage/ g Hydrograph.Stage/  Hydrograph.Stage/ g Hydrograph.Stage/  Hydrograph.Stage/ g Hydrograph.Stage/ g Hydrograph.Stage/  Hydrograph.Stage/  Hydrograph.Stage/ g Hydrograph.Stage/  Hydrograph.Stage/ g Hydrograph.Stage/ g Hydrograph.Stage/ g Hydrograph.Stage/ g Hydrograph.Stage/ g   Hydrograph.Stage/ g Hydrograph.Stage/ g Hydrograph.Stage/ g Hydrograph.Stage/ g Hydrograph.Stage/ g Hydrograph.Stage/ g Hydrograph.Stage/ g Hydrograph.Stage/ g Hydrograph.Stage/ g Hydrograph.Stage/ g Hydrograph.Stage/ g Hydrograph.Stage/ g Hydrograph.Stage/ g Hydrograph.Stage/ g Hydrograph.Stage/ g Hydrograph.Stage/ g Hydrograph.Stage/ g Hydrograph.Stage/ g Hydrograph. 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Hydrograph.Stage/ g   Hydrograph.Stage/ Hydrograph.Stage/ g Hydrograph.Stage/ g Hydrograph.Stage/  Hydrograph.Stage/  Hydrograph.Stage/  Hydrograph.Stage/  Hydrograph.Stage/  Hydrograph.Stage/  Hydrograph.Stage/ g LVALhD dd-  ? ddddXdddd < ddddJdd dddd0dd dddddd ddddJdd     %SupportFiles.SiteIDSupportFiles+SupportFiles.Directory7SupportFiles.FileDescriptiondddd@ddpddpddo*D@ddddddd!a9ddd!Jddd!SupportFilesddPdddd ddpdd~@Support Filesdd dd8dddd@dd 0ddHdddddd0dd ddd! a9ddd!aJddd!aSupportFiles dd@dd ddHdd JddPdddddd0dd dddd dd pdd8ddHddXddhddxddXddddXddddXddddXddddXddddXddddXddddXddddXddddXddddXddddXddddXddddXddddXddddXddddXddddXddddXddddXddddXddddXddddXddddXddddXddddXddddXddddXddddXddddXddddddddX dd dd dd Hdd dd dd dd $ddz  dd@dd dd@d!dd ddX dd dd  dd dd dd X dd  dd4 dd dd dd ddX dd dd ddSupportFiles ddddSiteIDPrimaryKey(ddddv 8dddddddddddqddddddddddddddddddddddddddddddddddddddddddddddddddddddddd0dd Xdd@ddddddddSupportFilesdddddddd8dd ddpdddddd ddHddXdd`ddtdd" SiteID(dd ddd!W@dddddd dddddddddd SiteIDpdddddd@dddd@ddxdd dd LVALά( V&ZSupportFiles LVAL ɶɶɶNttsaab.meas.outp - scour calculations output worksheet wsp_calb.prt - WSPRO output file for calibration model using survyed high-water marks and discharge wsp_prel.prt - WSPRO output file for model using pre-flood geometry for scour calculations. AllSections.xls - Excel spreadsheet with all surveyed channel bathymetry f218.xls - Excel spreadsheet with all surveyd floodplain topograpsaab.meas.outp - scour calculations output worksheet wsp_calb.prt - WSPRO output file for calibration model using survyed high-water marks and discharge wsp_prel.prt - WSPRO output file for model using pre-flood geometry for scour calculations. AllSections.xls - Excel spreadsheet with all surveyed channel bathymetry f218.xls - Excel spreadsheet with all surveyd floodplain topography. Janesville_Topo.jpg - plot of surveyed channel batheymetry on July 23, 1999. Photos: DCP00172.jpg - DCPsaab.meas.outp - scour calculations output worksheet wsp_calb.prt - WSPRO output file for calibration model using survyed high-water marks and discharge wsp_prel.prt - WSPRO output file for model using pre-flood geometry for scour calculations. AllSections.xls - Excel spreadsheet with all surveyed channel bathymetry f218.xls - Excel spreadsheet with all surveyd floodplain topography. Janesville_Topo.jpg - plot of surveyed channel batheymetry on July 23, 1999. Photos: DCP00172.jpg - DCP00207.jpg - photos taken during 1999 flood DCP00252.jpg-DCP00344.jpg - photos taken during after 1999 flood receeded. DSCN0123.jpg-DSCN0138.jpg - photos taken during low-flow and floodplain survey (2000). Janesville photos.doc - Word document decsription of all site photos.247St_DetailExample.doc - detailed summary of the site and data collection during the April, 2001 flood. Site Photos: -------------------------------------------- DSCN0017.jpg - DSCN0032.jpg & DSCN0054.jpg - DSCN0055.jpg - Photos taken during April, 2001 flood, description of each photo is documented in 247_Photos.doc Word file. 247St0001.jpg - 247St0018.jpg & 247St0020.jpg - Photos taken during October, 2001 low-flow survey, description for each is documented in Post-Flood_Photos.doc Microsoft Word file. 247st.jpg - Descriptive Digital Ortho Quad image of the bridge site _________________________________________________________________________________________________________ Surveyed Sections: -------------------------------- Q_Measurement.xls - Excel spreadsheet containing current meter discharge measurement during April, 2001 flood. Bathymetry.xls - Excel spreadsheet containing cross-sections collected during the April, 2001 flood from the bridge deck. 247DS(FullValley).xls - Excel spreadsheet containing surveyed data for the exit section used in a HEC-RAS model of the reach. 247US(FullValley).xls - Excel spreadsheet containing surveyed data for the approach section used in a HEC-RAS model of the reach. 247(ROAD).xls - Excel spreadsheet containing surveyed data of the roadway (247th Street). 247st_Hec-Ras.xls - Excel spreadsheet summarizing the elev. and stationing for all sections in the HEC-RAS model of the reach. GrainSizeDist.xls - Bed material grain size distribution for the site, determined by analysis of samples collected during post-flood survey.LVAL _(MhD)%KXm%K N ? 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JX< X  X X "X bX X X* X ,z X  X  X B X r X  X  X  X J X  X  X  X SiteHX11X8X6X Xِ_Y#@ContractionScour($X  `"X$X(8X Xl @+Contraction_Scour_DataXX pXX XX XX X X X(X XX0X X8X X@X  XHX  (XPX  `XXX  X`X XhXXpX @XxX xXX XX  XX X XX XX XX XX P XX XX XX XX ( XX h XX XX  XXpXXXXXXXXXX(X`XXXX@X  G G G66666Bridge.6Bridge.Dist6Bridge.DistCL,6Bridge.DistCL, 6Bridge.DistCL, g6Bridge.DistCL, 6Bridge.DistCL, 6Bridge.DistCL, 6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, g5Brid6Bridge.DistCL, 6Bridge.DistCL,6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, 6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, 6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, 6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, 6Bridge.DistCL, 6Bridge.DistCL, 6Bridge.DistCL, g6Bridge.DistCL, 6Bridge.DistCL, 6Bridge.DistCL, 6Bridge.DistCL, g6Bridge.DistCL, g6Bridge.DistCL, gGLVAL ggggggggContracted and uncontracted section variables taken directly from Table 14 in U.S. Geological Survey Water-Contracted and uncontracted section variables taken directly from Table 14 in U.S. Geological Survey Water-Resources Investigations 32-75 Scour at Selected Bridge Sites in Alaska By Vernon W. Norman November 1975Contracted and uncontracted section variables taken directly from Table 14 in U.S. Geological Survey Water-Resources Investigations 32-75 Scour at Selected Bridge Sites in Alaska By Vernon W. Norman November 197Contracted and uncontracted section variables taken directly from Table 14 in U.S. Geological Survey Water-Resources Investigations 32-75 Scour at Selected Bridge Sites in Alaska By Vernon W. Norman November 197Contracted and uncontracted section variables taken directly from Table 14 in U.S. Geological Survey Water-Resources Investigations 32-75 Scour at Selected Bridge Sites in Alaska By Vernon W. Norman November 197Contracted and uncontracted section variables taken directly from Table 14 in U.S. Geological Survey Water-Resources Investigations 32-75 Scour at Selected Bridge Sites in Alaska By Vernon W. Norman November 1975Contracted and uncontracted section variables taken directly from Table 14 in U.S. Geological Survey Water-Resources Investigations 32-75 Scour at Selected Bridge Sites in Alaska By Vernon W. Norman November 1975The reference surface used to determine the reported contraction scour of 2 feet was established by inspection of a longitudinal profile through the SR 218 surveyed bridge reach. The plot (shown in the longplot.jpg file in the supporting files) illustrated a natural degradation of the channel bed through the bridge opening due to the bend rather than contraction scour. The contraction scour was measured below the bed elevation in the bend rather than average channel elevation in uncontracted sections further upstream and downstream (see Janesville_Topo.jpg in supporting files). A spur dike extending upstream of the bridge s right abutment forced the right floodplain flow to enter the channel approximately 100 feet upstream of the bridge at which point scour in the channel was observed. The reference surface was established from a cross-section located upstream of the convergence between the floodplain and main channel flow. The maximum contraction scour depth was ~5.7 feet and observed upstream of the bridges between pier #4 and #5.Left overbank scour measurement. Contraction scour was estimated for the floods of April 12, 1979, and April 5, 2001, and compared to measured scour. Since the measured scour was based on a post-flood sections, infilling could possibly suggest measured scour depths less than what actually occurred. Contraction scour characteristics included in the database were taken from the WSPRO model. The HEC-18 estimated post-scour elevations suggest that the bridge would have collapsed during both the 1979 and 2001 floods because the piling would have been undermined. Keeping the same subarea stationing limits for the post-scour section as were used for the pre-scour section so that a consistent top width could be determined, the average depths for pre- and post-scour conditions were determined for the overbank and the main channel. These pre- and post-scour depths were used to determine average contraction (mostly) scour depths in the overbank and main-channel areas. April 12, 1979: HEC-18 method suggested about 3, 19, and 3 ft of contraction scour in the left (south) overbank, main channel, and right (north) overbank, respectively. HEC-18 method for pressure-flow conditions suggested about 2, 27, and 0 ft of contraction scour in the left (south) overbank, main channel, and right (north) overbank, respectively. 6{tmf_XQJC<5.'  xqjc\UNG@92+$ | $$21\ Y!@@l? 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Abutment!!!  GAbutment!!! Abutment!!!  Abutment!!!  GAbutment!!! Abutment!!!Abutment!!! Abutment!!! Abutment!!! Abutment!!! Abutment!!! Abutment!!! Abutment!!! Abutment!!! Abutment!!! Abutment!!! Abutment!!! Abutment!!! Abutment!!! Abutment!!! Abutment!!! Abutment!!! Abutment!!! Abutment!!! Abutment!!! AbutmenAbutmenAbutment!!! Abutment!!! Abutment!!! Abutment!!!  Abutment!!!  AbutmenAbutmenAbutment!!! LVALFesaab.meas.outp - scour calculations output worksheet wsp_calb.prt - WSPRO output file for calibration model using surveyed high-water marks and discharge wsp_prel.prt - WSPRO output file for model using pre-flood geometry for scour calculations. AllSections.xls - Excel spreadsheet with all surveyed channel bathymetry f218.xls - Excel spreadsheet with all surveyed floodplain topography. Janesville_Topo.jpg - plot of surveyed channel bathymetry on July 23, 1999. LongProfile.jpg - longitudinal profile of surveyed channel reach used to establish contraction scour reference surface. NewBridgeLocation.jpg - sketch of new bridge location and alignment relative to old bridge. Photos: --------------------------------------------------------------------------------------------------------------------------------------------- DCP00172.jpg - DCP00207.jpg - photos taken during 1999 flood DCP00252.jpg-DCP00344.jpg - photos taken during after 1999 flood receded. DSCN0123.jpg-DSCN0138.jpg - photos taken during low-flow and floodplain survey (2000). Janesville photos.doc - Word document description of all site photos. Iowa_Janesville_3-25-90.jpg - Aerial photo of site taken in 1990, prior to construction of new bridges Iowa_Janesville_5-01-94.jpg - Aerial photo of site taken in 1994, after construction of new bridges ADCP Data Files: -------------------------------------------------------------------------- IOWA003.vel - IOWA 031.vel - output files of ADCP data collected on at site 7-23-99. Definition of headings for ADCP files: Transect - transect file number Ensemble - ensemble number BinElev - Elevation to center of depth cell in ft MSL BinDepth - Depth to center of depth cell in ft U - u-velocity component (east) in ft/sec V - v-velocity component (north) in ft/sec W - vertical velocity component in ft/sec X-SP - x location in UTM coordinates Y-SP - y location in UTMcoordinate Mag - velocity magnitude in ft/sec Dir - velocity direction referenced to north UnitQ - dischaNQQ#@U@U@@? @@333333%@@333333@@333333#@@M@Q@@U@X@333333?1UnknownUnknownUnknownUnknownp@\Unknown / Au Au HydrogrAu Hydrograph.Discharge3Au HydrograAuAuAuAuPier.PierFoundaAuAuAuPier.PierFoundation2AuPier.PierFoundation2 gAuAuAuPier.PierFoundation2 AuPier.PierFoundation2 gAuPier.PierFoundation2 gAAuPier.PierFoundation2 gAuPier.PierFoundation2 gAuPier.PierFoundation2 gAuPier.PierFoundation2 gAuPier.PierFoundation2 gAuPier.PierFoundation2 gAuPier.PierFoundation2 gAuPier.PierFoundation2 gAuPier.PierFoundation2 gAuPier.PierFoundation2 gAuPier.PierFoundation2 gAuPier.PierFoundation2 gAuPier.PierFoundation2 gAuPier.PierFoundation2 gAuPier.PierFoundation2 gAuPier.PierFoAuPier.PierFoAuPier.PierFoundation2 gAuAuAuPier.PierFoundationAuPier.PierFoundation2 AuPier.PierFoundation2 gAuPier.PierFoundation2 AuPier.PierFoundation2AuPier.PierFoundation2AuPier.PierFoundation2AuPier.PierFoundation2AuPier.PierFoundation2AuPier.PierFoundation2 AuPier.PierFoundation2 gAuAuAuPier.PiAuPier.PierFoundation2AuPier.PierFoundation2AuPier.PierFoundation2 AuPier.PierFoundation2AuPier.PierFoundation2 gAuPier.PierFoundation2AuPier.PierFoundation2 AuPier.PierFoundation2 AuPier.PierFoundation2AuPier.PierFoundation2AuPier.PierFoundation2 gAuPier.PierFoundation2 AuPier.PierFoundation2 gAuPier.PierFoundation2 gLVAL&xXX XX X X X XP X X X X( Xh X X XX X X zX Site X@"X XH"X XP"X zXX"XXXXpXX zX X X  X  X  X JX X X X "X bX X X * X z X  X  X B X r X  X  X  X J X  X#ContractionScour X*X zX*X X*X X*X X*X X*X X*X JX*X X*X X*X X*X "X+X bX+X X+X X+X * X +X z X(+X X0+X X8+X B X@+X r XH+X XP+X XX+X  X`+X J Xh+X Xp+XXXXXX X XX(X`XXXX@XxXX XX X X X XP X X X X( Xh X XCX:X  X8XX(XXXx+XXx+XXx+XXx+XXx+XXx+XXx+XXx+XXx+XXx+XXx+XXx+XXx+XXx+XXx+XXx+XXx+XXx+XXx+XXx+XXx+XXx+XXx+XXx+XXx+XXx+XXx+XXx+XXx+XXx+XXXLX@=X(HX6X HX6X X6X HX6X HX(8X X(8X X(8X HX(8X X(8X  X(8X  X(8X  X(8X  X(8X X(8X X(8X X(8X X(8X X(8X X(8X HX(8X HX(8X X(8X X(8X X(8X X(8X X(8X HX(8X HX(8X" X(8X X(8X  Xz >XAXPKX>X@X@X(X@0Xx0X7X0X7X0X8XXz h?XKX?X@XpX 1X8XX1X@9X1XP9X1X`9X2Xp9X82X9Xp2X9X2X9X2X9X3X9XP3X9X3X9X3X9X3X:X04X:Xh4X :X4X0:X4X@:X5XP:XH5X`:X5Xp:X5X:X5X:X(6X:X`6X:X6X:X @0X x0X0X ȃ0X ( 1XX1X1X (1X2X82Xp2X2X2X3XP3X3X3X3X04X (h4X (4X4X5XH5X5X5X (5X (6X`6X6X|=X=X=X=X>X>X>X>X >X(>X0>X8>X@>XH>XP>XX>X`>Xh>Xp>Xx>X>X>X>X>X>X>X>X>X>X>X@X@0Xx0X0X0X 1XX1X1X1X2X82Xp2X2X2X3XP3X3X3X3X04Xh4X4X4X5XH5X5X5X5X(6X#A@@ @?ffffff@6@(@@ffffff@6@$@@M@Q@@U@X@333333?2UnknownUnknownUnknownUnknownp@\Unknown / LVALF d  ]  N K > |ev-JQ`ccc =9Aj3Yаf$Bridge.Length, g+Bridge.StructNo. g \t @\t @~sq_dAbutment-Hydrograph~sq_dSite@3*ֳ4MR2KeepLocal Tpddddddb `Ct @Ct @Support Files@<<<<<<<<<<: 9r@r@Site - Bridge2@>>>>>>>>>>< 8O@O@Site - Bridge1@>>>>>>>>>>< 7j@j@Site@**********( 6!@!@SandQ1@.........., 5oY@oY@PierScour5@66666666664 4I)@I)@PierScour4@66666666664 3캏@캏@PierScour3@66666666664 29@9@PierScour2@66666666664 1ۦ@ۦ@PierScour1@66666666664 0w@w@PierScour@44444444442 /aN@aN@Pier3@,,,,,,,,,,* .h@h@Pier2@,,,,,,,,,,* -i @i @Pier1@,,,,,,,,,,* ,.@.@Pier@**********( +@@Master Report@<<<<<<<<<<: *8 @8 @Manning1@22222222220 ):G@:G@Hydrograph1@88888888886 (@@ContractionScour6@DDDDDDDDDDB 'Xi@Xi@ContractionScour5@DDDDDDDDDDB &L@L@ContractionScour4@DDDDDDDDDDB %+{@+{@ContractionScour3@DDDDDDDDDDB $@@ContractionScour2@DDDDDDDDDDB #dx@dx@ContractionScour@BBBBBBBBBB@ "Ƃգ@Ƃգ@BedMat3@0000000000. ![@[@BedMat2@0000000000.  e@e@AbutmentScour4@>>>>>>>>>>< ua@ua@AbutmentScour3@>>>>>>>>>>< ά( &qSite qBridge2bContact-Ref WYVD Admin F&@1Clear-waterCohesiveUnknownInsignificant@<a NuuXYVD Admin F&@1Clear-waterCohesiveUnknownInsignificant@a#B@@@?$@Affffff2@@333333@A-@@M@Q@@U@X@333333?3UnknownUnknownUnknownUnknownp@\Unknown /#C@@??q@@U@@q@?@U@Q@V@^@b@HzG?1UnknownUnknownUnknownUnknown@\Unknown /s YNUUY  Y  Y Y SY AY NY  Y 4Y 4Y Y MY MY MY M Y M Y MPKeySiteMeasureNoDateYrMoDySamplerD95D84D50D16SP ShapeCohesionCommentsUU upstream Sample Comments No. (ft) No. -------------------- ---------------------------- ------ -------------------------------- 1 100 1 Represents right part of channel beginning near station 8180. 1 100 2 Represents left part of channel ending near station 8180. 2 1,100 3 Within main flow of low-water channel, from tip of 4th jetty upstream to about 100 ft right. 2 1,100 4 Right part of channel, 175 ft from tip of 4th jetty to RWE.xX @Ps] `H@PsBS8plBS8v1E gkAAOOnly the D90=9 and D50=1 were reported with the data. The D95, D84, and D16 were computed from the provided data. The D84 was interpolated from the D90 and D50 usOnly the D90=9 and D50=1 were reported with the data. The D95, D84, and D16 were computed from the provided data. The D84 was interpolated from the D90 and D50 using a log-probability interpolation. Sigma was computed as D84/D50. D95 and D16 were computed from the equation D50 * Sigma^(standard normal deviate of 95 or 16).50 ft upstream of bridge, able to make a ribbon in hand with the wet sample. Results: Size (mm) 32 16 8 4 2 1 .5 .25 .125 .062 .032 .016 .008 .004 .002 % < than 100 84.6 79.8 75.9 75.1 74.2 73.6 70.0 65.4 63.0 62.0 61.1 56.8 56.2 55.050 ft upstream of bridge, able to make a ribbon in hand with the wet sample. Results: Size (mm) 32 16 8 4 2 1 .5 .25 .125 .062 .032 .016 .008 .004 .002 % < than 100 84.6 79.8 75.9 75.1 74.2 73.6 70.0 65.4 63.0 62.0 61.1 56.8 56.2 55.0The bed material sample was collected from the upstream bridge face during low flow. The material appears to be medium sand mixed with some small shells and has the following grain size distribution: Size (mm) 16 8 4 2 1 .5 .25 .125 .062 .016 .004 .002 % < than 100 67.4 64.8 61.1 56.7 45.4 20.8 13.1 7.9 3.3 2.4 1.9 There were no lithologic logs on the bridge plans in which to compare the samples.The bed material sample was collected from the downstream bridge face during low flow. The material appears to consist mostly of medium to course sand mixed with some small shells and has the following grain size distribution: Size (mm) 8 4 2 1 .5 .25 .125 .062 .016 .004 .002 % < than 100 97.1 91.5 76.7 51.9 23.4 18.2 13.2 5.9 4.8 4.3 There were no lithologic logs on the bridge plans in which to compare the samples.The samples were collected from the upstream bridge face and appeared consist of non-cohesive fine sandy/silt with the following grain size distribution: Size (mm) 4 2 1 .5 .25 .125 .062 .016 .004 .002 % < than 100 99.8 99.3 97.8 76.2 42.7 27.0 10.4 8.0 7.0 The boring logs of the site have been included in the bridge plan profile. Generally the logs indicate sand with some loam layers with fine gravel in the subbottom.This measurement was taken in the Zilpha Clay formation, which based on MDOT geotechnical reports in the area, the stream has very likely scoured down into or near the top of this formation during the floods of April 12, 1979, and the April 5, 2001. A 1997 MDOT geotechnical report for Yockanookany River at proposed State Highway 14 Bypass of Kosciusko, located about 1.9 mi northwest of this site, indicates that the top of the Zilpha formation possesses a cohesion of about 1,320 lb/ft3, a friction angle of 31 degrees, and a unit weight of 119 lb/ft3. Gradation tests suggest that the top of the formation has a D84 of about 0.37 mm, D50 of 0.16 mm, D16 of 0.026 mm, and a gradation coefficient of about 3.8. TheP@P@PP4LVALl HNUU Y  Y Y  Y SY AY NY Y 4 Y 4Y Y MY MY MY MY M Y MCommentsPKeySiteMeasureNoDateYrMoDySamplerD95D84D50D16SP ShapeCohesionUU @ ʚ7 wrk煬D053: f1<;.D1#mЅw?NԢf9uG] _+Li@_+f88L+f8:_+f8<_+f8>_+f8@_+f:8L+f::_+f:<`+f:>`+f:@`,Jf8`,Jf:`,Jf<` ,Li8L,Li:`,Li<`,Li>`,Li@`,f88` ,f8:` ,f8<` ,f8>` ,f:8L,f::`,f:<`,f:>`,f:@`-Jf8`-Jf:`-Li8L-Li:`-Li<`-Li>`-Li@`-f88L-f8:`-f8<`-f8>`-f8@`-f:8L-f::`-f:<`-f:>i-f:@i.LiM.f8M.f:M/Jf8i/Jf:i/Jf<i/Li8M/Li:i/Li<i/Li>i/Li@i/f88M/f88JM/f8:i /f8<i /f8>i /f8@i /f:8M/f:8JM/f::i /f:<i/f:>i0Jf8i0Jf:i0Jf<i0Li8M0Li:i0Li<i0Li>i0Li@i0f88M 0f8:i0f8<i0f8>i0f8@i0f:8M 0f::i0f:<i0f:>i0f:@j18M 28M 38M 48M58M68M78M88M98M9:M:><M:>BM;Jf8N;Jf:N;Li8N;Li:N;Li<N;Li>N;Li@N;f88N;f8:N;f8<R4_@@@(@BM-541@@? ףp= ?333333@Unknown@Vxl^^VNF>6,$ 3_@@@(@BM-54$@@?Q?333333@Unknown@Vxl^^VNF>6,$ 2_@@@&@BM-54G@.@@zG?333333@Unknown@Vxl^^VNF>6,$ NQQ#E@@??333333$@=@$@w@ffffff$@=@ffffff"@@z@Q@V@^@b@HzG?3UnknownUnknownUnknownUnknown@]Unknown /jz{tmf_XQJC<5.'  xqjc\UNG@92+$ | u n g ` Y R K D = 6 / ( !    y r k d ] V O 8!:!8!8C:!<!>!8!:!<!>! @! 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Since there was not contraction on 4/22 and little contraction on 9/2 it was determined that there was typically a 1 ft difference between the average bed elevation at the apprContraction scour was computed as the difference in the mean bed elevation in the approach section and the contracted section as reported in Table 14, while accounting for the slope in the streambed. Since there was not contraction on 4/22 and little contraction on 9/2 it was determined that there was typically a 1 ft difference between the average bed elevation at the approach and contracted sections. This 1 ft difference is treated as the slope of the streambed. Differences on 9/4 greater than 1 ft are called contraction scour. Contracted and uncontracted section variables taken directly from Table 14 in U.S. Geological Survey Water-Resources Investigations 32-75 Scour at Selected Bridge Sites in Alaska By Vernon W. Norman November 1975Contraction scour was computed as the difference in the mean bed elevation in the approach section and the contracted section as reported in Table 14, while accounting for the slope in the streambed. Since there was not contraction on 4/22 and little contraction on 9/2 it was determined that there was typically a 1 ft difference between the average bed elevation at the approach and contracted sections. This 1 ft difference is treated as the slope of the streambed. Differences on 9/4 greater than 1 ft are called contraction scour. Contracted and uncontracted section variables taken directly from Table 14 in U.S. Geological Survey Water-Resources Investigations 32-75 Scour at Selected Bridge Sites in Alaska By Vernon W. Norman November 1975Contraction scour was computed as the difference in the mean bed elevation in the approach section and the contracted section as reported in Table 1. Contracted and uncontracted section variables taken directly from Table 1 in U.S. Geological Survey Water-Resources Investigations 32-75 Scour at Selected Bridge Sites in Alaska By Vernon W. Norman November 1975Contraction scour was computed as the difference in the mean bed elevation in the approach section and the contracted section as reported in Table 1. Contracted and uncontracted section variables taken directly from Table 1 in U.S. Geological Survey Water-Resources Investigations 32-75 Scour at Selected Bridge Sites in Alaska By Vernon W. Norman November 1975Contraction scour was computed as the difference in the mean bed elevation in the approach section and the contracted section as reported in Table 1. Contracted and uncontracted section variables taken directly from Table 1 in U.S. Geological Survey Water-Resources Investigations 32-75 Scour at Selected Bridge Sites in Alaska By Vernon W. Norman November 19758 LVAL R The reported scour depth was taken from post-flood observations at the site. The contracted and uncontracted scour parameters reported in the database were taken from the HEC-2 model developed following the flood utilizing surveyd high-water marks. The model developed from field data showed that 25,000 to 30,000 cfs passed through the overflow bridge; the hydraulic parameters for measurement 1 are representative of the conveyance of 30,000 cfs. -- The contraction at The reported scour depth was taken from post-flood observations at the site. The contracted and uncontracted scour parameters reported in the database were taken from the HEC-2 model developed following the flood utilizing surveyd high-water marks. The model developed from field data showed that 25,000 to 30,000 cfs passed through the overflow bridge; the hydraulic parameters for measurement 1 are representative of the conveyance of 30,000 cfs. -- The contraction at this site is most notably attributed to the severe constriction in the floodplain flow width created by extending the western approach fill 146 feet to accommodate the new shorter Galvin Road overflow bridge. Although the hydraulic analysis for the new bridge revealed that the shorter structure would meet the Federal Emergency Management Agency s (FEMA) requirement of less than 1-foot increase inThe reported scour depth was taken from post-flood observations at the site. The contracted and uncontracted scour parameters reported in the database were taken from the HEC-2 model developed following the flood utilizing surveyd high-water marks. The model developed from field data showed that 25,000 to 30,000 cfs passed through the overflow bridge; the hydraulic parameters for measurement 1 are representative of the conveyance of 30,000 cfs. -- The contraction at this site is most notably attributed to the severe constriction in the floodplain flow width created by extending the western approach fill 146 feet to accommodate the new shorter Galvin Road overflow bridge. Although the hydraulic analysis for the new bridge revealed that the shorter structure would meet the Federal Emergency Management Agency s (FEMA) requirement of less than 1-foot increase in the floodplain depth, the analysis did not consider the potential for scour.Contraction scour was computed as the difference in the mean bed elevation in the approach section and the contracted section as reported in Table 14, while accounting for the slope in the streambed. Since there was not contraction on 4/22 and little contraction on 9/2 it was determined that there was typically a 1 ft difference between the average bed elevation at the approach and contracted sections. This 1 ft difference is treated as the slope of the streambed. Differences on 9/4 greater than 1 ft are called contraction scour. Contracted and uncontracted section variables taken directly from Table 14 in U.S. Geological Survey Water-Resources Investigations 32-75 Scour at Selected Bridge Sites in Alaska By Vernon W. Norman November 1975jzxN&([__SiteID] = Site)? __SiteID '\_@@@(@1@@? ףp= ?333333@`4BM-54UnknownI@xlc\Z    ContractionScour.Me   Contrac ContractionScour.Measure ContractionScour.Measure ContractionScour.MeasurementNo= ContractionScour.Measuremen ContractionScour.MeasurementNo= ContractionScour.Measureme ContractionScour.MeasurementNo= ContractionScour.MeasurementN ContractionScour.Measuremen ContractionScour.Measuremen ContractionScour.MeasurementNo= ContractionScour.Measurement ContractionScour.MeasurementNo= ContractionScour.MeasurementNo= ContractionScour.MeasurementNo   ContractionScour. 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Elevation of streambed in ft MSL X-Loc - x location in local coordinate system Y-Loc - y location in local coordinate system U-Loc - u-velocity component in x direction in local coordinate system V-Loc - v-velocity component in y direction in local coordinate system Dir-Loc - velocity direction referenced to the local coordinate system r@ @,Bridge.Length, g,Bridge.Length, g,Bridge.Length, g,Bridge.Length, g,Bridge.Length, g,Bridge.Length, g,Bridge.Length, ,Bridge.Length, ,Bridge.Length, g,Bridge.Length, g,Bridge.Length, g,Bridge.Length, g,Bridge.Length, g,Bridge.Length, g,Bridge.Length, g,Bridge.Length, g,Bridge.Length, g,Bridge.Length, g,Bridge.Length, g,Bridge.Length, g,Bridge.Length, g,Bridge.Length, g,Bridge.Length, g,Bridge.Length, g,Bridge.Length, g,Bridge.Length, g,Bridge.Length, g,Bridge.Length, g,Bridge.Length, g,Bridge.Length, g,Bridge.Length, g,Bridge.Length, g,Bridge.Length, g,Bridge.Length, g,Bridge.Length, g,Bridge.Length, g,Bridge.Length, g,Bridge.Length, g+Brid,Bridge.Length, ,Bridge.Length,,Bridge.Length, g,Bridge.Length, g,Bridge.Length, g,Bridge.Length, ,Bridge.Length, g,Bridge.Length, g,Bridge.Length, g,Bridge.Length, g,Bridge.Length, g,Bridge.Length, g,Bridge.Length, g,Bridge.Length, ,Bridge.Length, g,Bridge.Length, g,Bridge.Length, g,Bridge.Length, g,Bridge.Length, g,Bridge.Length, g,Bridge.Length, g,Bridge.Length, g,Bridge.Length, ,Bridge.Length, g,Bridge.Length, g,Bridge.Length, g  nScour.DebrisEffec ContractionScour.DebrisEff ContractionScour.DebrisEf ContractionScour.Debris ContractionScour.DebrisEf ContractionScour.DebrisEffe ContractionScour.DebrisE ContractionScour.DebrisEfSandQ.WatTemp, gSandQ.WatTemp, gSandQ.WatTemp, gSandQ.WatTemp, gSandQ.WatTemp, gSandQ.WatTemp, gSandQ.WatTemp, gSandQ.WatTemp, gSandQ.WatTemp, gSandQ.WatTemp, gSandQ.WatTemp, gSandQ.WatTeSandQ.WatTeSandQ.WatTemp, gSandQ.WatTemp, gSandQ.WatTemp, gSandQ.WatTemp, gSandQ.WatTemp, gSandQ.WatTemp, gSandQ.WatTemp, gSandQ.WatTemp, gSandQ.WatTeSandQ.WatTemp, gSandQ.WatTemp, SandQ.WatTemp, gSandQ.WatTemp, gSandQ.WatTemp, gSandQ.WatTemp, gSandQ.WatTemp, SandQ.WatTemp, SandQ.WatTemp, gSandQ.WatTemp, gSandQ.WatTemp, SandQ.WatTemp, SandQ.WatTemp, g(((Site.SiSandQ.WatTemp, SandQ.WatTemp, SandQ.WatTemp, SandQ.WatTemp, SandQ.WatTemp, SandQ.WatTemp, SandQ.WatTemp, SandQ.WatTemp, SandQ.WatTemp, SandQ.WatTemp, SandQ.WatTemp, SandQ.WatTemp, gSandQ.WatTemp, g(((SandQ.WatTemp, gSandQ.WatTemp, g 6ߍ1 Y ]@ܤ@Y Y   Y Tazlina RiverTazlina River at Richardson Hwy (S.R. 4) nr Glennallen, AKAKTown of GlennallenGlennallen62000014550004MainlineStateNAStraight0.0021DegradationHighUnknownUnknownMediumPerennialCobblesUnknownUnknownUnknownUnknownAlluvialMediumSinuousLocallyUnknownIrregularUnknown@HGage}tkbYPE=4+%}n#@ 61ULS@d@)\(?Q?)\(?{Gz?Q? ףp= ?Bitterroot RiverUS 93 over Bitterroot River near Darby, MTMTRavalliDarby45582011408261234400093MainlineUSNAStraight.0038ThresholdPartialOccasionalLocalMediumPerennialCobblesHighNarrowUnknownNoneNon-alluvialMediumSinuousNoneLocallyWideRandom@#MSLk@ xpb\SKE<1)" n#x 6{tmf_XQJC<5.'  xqjc\UNG@92+$ $21Vfffff&C@@Q?Q?{Gz?'@Bitterroot RiverSR 370 over Bitterroot River at Bell Crossing near Victor, MTMTRavalliVictor462636114072212350250370OtherStateUnknown.0017AggradationPartialOccasionalBothMediumPerennialGravelHighNarrowLittleNoneAlluvialMeanderingGenerallyNoneIrregularRandomELocal@A{{qkc[UMB:4( n# 61WrderCol@iddenRequiredAllowZero ףp= ?? ףp= ?fffffp@Beaver CreekUS 2 over Beaver Creek Overflow 7 Miles West of Saco. MTMTPhillipsSaco48282910730092MainlineUSNAStraight.000145UnknownPartialNoneNoneUnknownEphemeralSiltLowWideUnknownNoneAlluvialLowUnknownNoneNoneUnknownUnknownu>Local@xrlc^TNE?:4)  |n# 6 {tmf_XQJC<5.'  xqjc\UNG@92+$ $21XrderCol@ ףp= ?? ףp= ?edAllowZero ףp= ?? ףp= ?fffffp@Beaver CreekUS 2 over Beaver Creek Overflow 9 Miles West of Saco. MTMTPhillipsSaco48281810731452MainlineUSNAStraight.000145UnknownNoneNoneNoneSmallEphemeralSiltLowWideUnknownNoneAlluvialLowStraightNoneNoneUnknownUnknownLocal@}tnh^YOI@:5/$ |n# 61Y?P@     pHGallatin RiverI-90 over Gallatin River near Manhattan, MTMTGallatinManhattan06043500I-90MainlineInterstateNAStraight.0046UnknownNoneFrequentLocalMediumPerennialGravelHighNarrowLittleApparentAlluvialMediumUnknownLocallyLocallyIrregularRandom4IY^MSLl@4~uldZPH@:2'~n#@ 61P3@(\u'@8@333333? ףp= ?333333? ףp= ?Q? ףp= ?Q?Q?Q?fffff@Chariton RiverChariton River @ State Route 129 near Prairie Hill, MOMOCharitonPrairie Hill393225092472306905500129MainlineStateNorthStraight0.000325ConstructedNoneFrequentBothMediumPerennialSandLowWideLittleNoneAlluvialMediumStraightLocallyNoneWideEquiwidth:_GageX@i}sme_ZTIA;1+ ~n# 61Qfffffi@@333333? rh?333333??~jt?/$??Q?A`"?ףp= 5@Cedar RiverCedar River at US 218 near Janesville, IAIABremerJanesville42391392275205458500218MainlineUSNorthLeft0.000379UnknownUnknownOccasionalLocalMediumPerennialSandLowNarrowLittleUnknownAlluvialMediumStraightNoneLocallyNarrowRandom@ MSL@2zph^UME@:/'  {n#m мz&yyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyy0Bridge.Overtop- 0Bridge.Overtop- g0Bridge.Overtop- g0Bridge.Overtop- g0Bridge.Overtop- g0Bridge.Overtop- g000Bridge.0Bridge.Overtop- 0Bridge.Overtop- 0Bridge.Overtop- g0Bridge.Overtop- g0Bridge.Overtop- g0Bridge.Overtop- 0Bridge.Overtop- g0Bridge.Overtop- g0Bridge.Overtop- g0Bridge.Overtop- g0Bridge.Overtop- g0Bridge.Overtop- g0Bridge.Overtop- g0Bridge.Overtop- g0Bridge.Overtop- g0Bridge.Overtop- g0Bridge.Overtop- g0Bridge.Overtop- 0Bridge.Overtop- g0Bridge.Overtop- g0Bridge.Overtop- g0Bridge.Overtop- 0Bridge.Overtop-  Site.State) g Site.State) g Site.State) g Site.State) g Site.State) g Site.State) g Site.State) g Site.State) g Site.State) g Site.State) g Site.State) g Site.State) g Site.State) g Site.State) g   Site.St Site.State) Site.State)  Site.State) g Site.State) g Site.State) g Site.State)  Site.State) ggSiteAbutmentScourD@m?3 gSiteAbutmentSite.SiteID = Abutment.SiteIDT) gAbutmentScourAbutmentL@lG;+ gAbutmentScour.Accuracy5 ggAbutmentScour.ScourDepth7 gLVAL9low bridge LVALά(  2iAbutment] HZr6 ckAbutment.EmbSlp. Abutment.EmbSlp. gAbutment.EmbSlp. gAbutment.EmbSlp. gAbutment.EmbSlp. gAbutment.EmbSlp. gAbutment.EmbSlp. gAbutment.EmbSlp. gAbutment.EmbSlp. gAbutment.EmbSlp. gAbutment.EmbSlp. gAbutment.EmbSlp. gAbutment.EmbSlp. gAbutment.EmbSlp. gAbutment.EmbSlp. gAbutment.EmbSlp. gAbutment.EmbSlp. gAbutment.EmbSlp. gAbutment.EmbSlp. gAbutment.EmbSlp. gAbutment.EmbSlp. gAbutment.EmbSlp. gAbutment.EmbSlp. gAbutment.EmbSlp. gAbutment.EmbSlp. gAbutment.EmbSlp. gAbutment.EmbSlp. gAbutment.EmbSlp. gAbutment.EmbSlp. gAbutment.EmbSlp. gAbutment.EmbSlp. gAbutment.EmbSlp. gAbutment.EmbSlp. gAbutment.EmbSlp. gAbutment.EmbSlp. gAbutment.EmbSlp. gAbutment.EmbSlp. gAbutment.EmbSlp. gAbutment.EmbSlp. gAbutment.EmbSlp. gAbutment.EmbSlp. gAbutment.EmbSlp. gAbutment.EmbSlp. gAbutment.EmAbutment.EmAbutment.EmbSlp. gAbutment.EmbSlp. gAbutment.EmbSlp. gAbutment.EmbSlp. gAbutment.EmbSlp. gAbutment.AbutSlp/ gAbutment.Type, gAbutment.Rskew- gAbutment.Lskew- gAbutment.RgtSta. gAbutment.LeftSta/ gAbutment!!!  G G LVALά(  2iAbutmentu){tmf_XQJC<5.'  xqjc\UNG@92+$ | u $$$2|||||||wwwwwwwsssssssjjjjjjjZZZZZZZ;;;;;;;QQQ9Q@olumnHiddenDeci@lacesRequiredD42200100faaaaaZZ 61]QP@@??? Q?Q?Q?Chehalis RiverGalvin Road Overflow Bridge for the Chehalis River near Centralia, WAWALewisCentralia4644091230108MainlineCountyNAStraight.00074UnknownPartialUnknownUnknownWidePerennialSandLowNarrowUnknownNoneAlluvialLowMeanderingNoneGenerallyUnknownUnknown/C A5 MSLP@4zuke\TOI>8/& ~n#x+;{tmf_XQJC<5.'  xqjc\UNG@92+$ | u $$$2|||||||wwwwwwwsssssssjjjjjjjZZZZZZZN]QC@>@@q= ףp?<@33333a@2GroupRoundNonePilesUnknown@~wdtNqq'  xqjc\UNG@92+$ 2|||||||wwwwwwwsssssssjjjjjjjZZZZZZZ;;;;;;;QTܘ@Ĕ@@?(\E@(\E@tt.@III0RiprapRiprap}umkfeuS(\@(\]@@ ףp= ?P@P@AredDisplayIIINoNoneOther|uokf+;N33R]zGg@ֹ@@q= ףp?<@Ya@6GroupRoundNonePilesUnknown@~wLVALAlthough local pier scour around the base of the piles may have contributed to the total scour depth and failure of the piles, it was determined by NHC to bAlthough local pier scour around the base of the piles may have contributed to the total scour depth and failure of the piles, it was determined by NHC to be insignificant compared to the contraction scour. Therefore, no measurement or computations of abutment scour were made at the Galvin Road overflow bridge. LVAL NttA few logs were jamed perpendicular to the flow along the nose of pier #1. The deepest area of scour through the bridge reach was observed to be downstream of the bridge on the left side of the channel (between the left abutment and pier #2). The riprap protection on the abutments and piers greatly diminished scour through the bridge and focusThe reported scour depth was taken from post-flood observations at the site. The maximum scour was 14 ft around pier #8. The contracted and uncontracted scour parameters reported in the database were taken from the HEC-2 model developed following the flood utilizing surveyd high-water marks. The model developed from field data showed that 25,000 to 30,000 cfs passed through the overflow bridge; the hydraulic parameters for measurement 1 are representative of the conveyance of 25,000 cfs. -The reported scour depth was taken from post-flood observations at the site. The maximum scour was 14 ft around pier #8. The contracted and uncontracted scour parameters reported in the database were taken from the HEC-2 model developed following the flood utilizing surveyd high-water marks. The model developed from field data showed that 25,000 to 30,000 cfs passed through the overflow bridge; the hydraulic parameters for measurement 1 are representative of the conveyance of 25,000 cfs. -- The contraction at this site is most notably attributed to the severe constriction in the floodplain flow width created by extending the western approach fill 146 feet to accommodate the new shorter Galvin Road overflow bridge. Although the hydraulic analysis for the new bridge revealed that the shorter structure would meet the Federal Emergency Management Agency s (FEMA) requirement of less than 1-foot increase in the floodplain depth, the analysThe reported scour depth was taken from post-flood observations at the site. The maximum scour was 14 ft around pier #8. The contracted and uncontracted scour parameters reported in the database were taken from the HEC-2 model developed following the flood utilizing surveyd high-water marks. The model developed from field data showed that 25,000 to 30,000 cfs passed through the overflow bridge; the hydraulic parameters for measurement 1 are representative of the conveyance of 25,000 cfs. -- The contraction at this site is most notably attributed to the severe constriction in the floodplain flow width created by extending the western approach fill 146 feet to accommodate the new shorter Galvin Road overflow bridge. Although the hydraulic analysis for the new bridge revealed that the shorter structure would meet the Federal Emergency Management Agency s (FEMA) requirement of less than 1-foot increase in the floodplain depth, the analysis did not consider the potential for scour.rv1g # N  kYmQJLom`Qbm kYmQJLom`QbmkMdoi kYmQLQO`Jm kYmQLiYOUQ kYmQMdbmiJMmYdbkMdoi kYmQQ^Qq kYmQWvOidUiJfW kYmQfYQi kYmQfYQikMdoi SitePierScourPierScourSiteIdSiteSiteID[OG;)%! SitePierPierSiteIDSiteSiteIDL@8,$ SiteHydrographHydrographSiteIDSiteSiteID^RJ>*&" SiteElevElevSiteIDSiteSiteIDL@8,$ SiteContractionScourContractionScourSiteIdSiteSiteIDpd\P0,($ SiteBridgeBridgeSiteIDSiteSiteIDRF>KcimalPlacesRequiredDisplayUnknownoooof{{tmf_XQJC<5.'  xqjc\UNG@92+$        =`@qq?8@O@F@@797 = @88?L@V@T@333333@797 =@@qq?ffffff@Q@M@\(\?797 =`@qq?A@@P@K@"@69 SiteSandQSandQSiteIDSiteSiteIDOC;/%!SitePierScourPierScourSiteIdSiteSiteID[OG;)%! SitePierPierSiteIDSiteSiteIDL@8,$ SiteHydrographHydrographSiteIDSiteSiteID^RJ>*&" SiteElevElevSiteIDg<@          LrderColumnHiddenDecimalPlacesRequiredDisplayfffffN>>#H]$@$@@@333333"@L@)\"@v@@6@RQ@y@ 2Clear-waterNon-CohesiveUnknownUnknown@]Floodplain /` 6 1T{Gz?333333? ףp= ?Q?V-?James River247 Street over James River near Mitchell, SDSDDavidsonMitchell434815980122Forrestburg247OtherCountyStraight.000104UnknownUnknownUnknownMediumPerennialSiltLowWideNoneAlluvialMediumHighNoneLocallyNarrowEquiwidth@HMSL|@7zric]UKEE?:4)!{n#?ULVAL U.S. 218 over the Cedar River was relocated from the north edge of Janesville to a location further north in 1992. Maps from Delorme do not have the bridge in the correct (new) location. The highway now crosses the Cedar River near the apex of a river bend. This new location consists of two parallel bridges, each with two lanes of traffic and wide shoulders. Each bridge has six round-nose piers. The piers of the downstream bridge are located directly downstream of the piers on the upstream bridge. The piers are hammer-head type piers that are 18 ft long at the water surface and hammer-heads are 40 ft long. There was a rock dike (berm) about 100 ft upstream extending from the left abutment out the top of bank. Although the concrete portion of the abutments is not continuous between the bridges, there is only a short distance and shallow ditch between the two bridges, so the abutments have been treated for hydraulic purposes as if they were continuous abutments. The right abutment has a guidebank on the upstream side to help redirect flow from the right floodplain. This site is used by the USGS for making streamflow measurements. The actual gage is located in a park about 0.25 miles downstream from the bridge. The bridge is located near the apex of a bend in the river. Standing on the bridge looking upstream reveals a straight channel for about 500 ft and looking downstream, a straight channel for a much longer distance. The channel beyond 500 ft is divided by several islands. The description of the USGS gaging station states that the streambed is composed of sand, gravel, and rock. The left floodplain is fairly narrow, high, and thinly wooded. The right floodplain is low with trees and a bushy undergrowth. A small field is located on the upstream right floodplain and a residence with large yard is located on the downstream right floodplain. In both situations the field and yard are several hundred feet from the streambank and the area between the streambank and the field or yard is covered LVAL`h "Northwest Hydarulic Consultants, 1996, Galvin Road Overflow Bridge Failure Scour and Hydraulic Investigation, Report prepared for Lewis County Department of Public Works. Tukwila, Wash. 9 p. Robert E. Meyer Consultants, Inc., 1986, Bridge Hydrualics Study for Galvin Overflow Bridge and Scheuber Road Bridge Chehalis River, Washington, Report prepared for Lewis County Department of Public Works. Beaverton, Oregon. 22 p. Robert E. Meyer Consultants, Inc., 1991, Bridge Hydrualics Study for Galvin Overflow Bridge and Scheuber Road Bridge Chehalis River, Washington, Report prepared for Lewis County Department of Public Works. Beaverton, Oregon. 20 p. ------------------------------------- Photo2.jpg - Looking east across upstream face of Galvin Road Overflow Bridge for Chehalis River near Centralia, WA on 2/9/1996. Photo3.jpg - Looking east at Pier 10 (foreground) and Pier 9 (the pier that failed) of Galvin Road Overflow Bridge, 2/9/1996. Photo4.jpg - Looking east along downstream side of Galvin Road overflow bridge into scour hole during dewatering. Photo5.jpg - Looking downstream (north) to the Galvin Road overflow bridge. Photo6.jpg - Looking east at failed pier #9 following the February 1996 flood. Photo7.jpg - Looking upstream at left abutment and area of failure from downstream of bridge. Photo8.jpg - Looking downstream at piers 8, 9 (the pier that failed) and 10 following the February 1996 flood. Photo10.jpg - Looking west toward sag in bridge deck (from bridge deck) due to failure of pier #9 during the February 1996 flood. GalvinRdFlowPatterns.jpg - Sketch of flow patterns and HEC-2 model sections through Galvin Road overflow bridge during February 1996 flood. GalvinRdScourHole.jpg - Plan and profile plots of scour hole location at Galvin Road overflow bridge for the Chehalis River, Centralia, WA. ChehalisMap.jpg - Location and topographic map of Galvin Road Overflow bridge site. AerialPhoto.jpg - Aerial photo of the Gavin Road Overflow bridge site taken in 1990 LVALά( &iAbutmentScour LVAL by trees with a bushy undergrowth. The narrow left floodplain is almost completely spanned by the bridge, but there is a significant contraction on the right side. The USGS collected real-time data at this site on 7-23-99. During this visit the stage was just past the peak and receding. A second visit was made on 7-25-99. By this time the stage had fallen to within the top banks. 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AbutmentScour.SedTrans5 AbutmentScour.SedTrans5 g AbutmentScour.SedTrans5   AbutmentScour.SedTrans5 AbutmentScour.SedTrans5  AbutmentScour.SedTrans5 g AbutmentScour.SedTrans5 g AbutmentScour.SedTrans5  AbutmentScour.SedTrans5  AbutmentScour.SedTrans5  AbutmentScour.SedTrans5 g AbutmentScour.SedTrans5 g AbutmentScour.SedTrans5 g(((SupportFiles.SiteID)(((SupportFiles.SiteID)=83));(((SupportFiles.SiteID)=83)); '(((SupportFiles.SiteID)=83)); '  LVALά( U&iHydrographm LVALy yyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyy FilterOrderByOrderByOnOrientationReplicable:  <   MR2RecordLocksODBCTimeoutMaxRecordsRecordsetType FilterOrderByOrderByOnOrientationReplicable:  <   MR2RecordLoMR2RecordLocksODBCTimeoutMaxRecordsRecordsetType FilterOrderByOrderByOnOrientationReplicable:  <   MR2RecordLocksODBCTimeoutMaxRecordsRecordsetType FilterOrderByOrderByOnOrientationReplicable:  <   MR2RecordLocksODBCTimeoutMaxRecordsRecordsetType FilterOrderByOrderByOnOrientationReplicable:  <   MR2RecordLocksODBCTimeoutMaxRecordsRecordsetType FilterOrderByOrderByOnOrientationReplicable:  <   MR2RecordLocksODBCTimeoutMaxRecordsRecordsetType FilterOrderByOrderByOnOrientationReplicable:  <   MR2ODBCTimeoutMaxRecoMR2RecordLocksODBCTimeoutMaxRecordsRecordsetType FilterOrderByOrderByOnOrientationReplicable:  <   MR2RecordLocksODBCTimeoutMaxRecordsRecordsetType FilterOrderByOrderByOnOrientationReplicable:  <   MR2ODBCTimeoutMaxRecordsReplicableMR2RecordLocksODBCTimeoutMaxRecordsRecordsetType FilterOrderByOrderByOnOrientationReplicable:  <   MR2ColumnWidthColumnOrderColumnHiddenRecordLocksODBCTimeoutMaxRecordsRecordsetType FilterOrderByOrderByOnOrientationASite.State   G Site.StreamID (  7Site.SiteID   ; Site.SiteName ( A& PierScour.PierID  ="PierScour.Date  ="PierScour.Time x S82PierScour.EffectPierWidth  E*$PierScour.Accuracy  :  <     l)|NqqIS@ PublicationC@ct-RefPu?atio17,1001227.0445okkbbbZZn)~NqqKT`@`@?168001221.345miiaaaZZEn)~Nrr:R@ PublicationC@ct-RefPublicatio73,200728.534miibbbZZm)}IX@ft msl was selecX@@@xpected 457019971040.1nnnf``ZZ=m)} I Y@ft msl was selecX@@@xpected 515019971040.6nnnf``ZZ=m)}NssN Y@ft msl was selec Y@@"@xpected 575019971021.9nnnf``ZZ=m)}JS@ Publ?ionC@ct-RefPuUUUUUU?atio15,2001224.236njjbbbZZGE  LVALMR2ODBCTimeoutMaxRecordsReplicableMR2RecordLocksODBCTimeoutMaxRecordsRecordsetType FilterOrderByOrderByOnOrientationReplicableDefaultViewC  <     MR2RecordLocksODBCTimeoutMaxRecordsRecordsetType FilterOrderByOrderByOnOrientationReplicableDefaultViewC  <     MR2RecordLocksODBCTimeoutMaxRecordsRecordsetType FilterOrderByOrderByOnOrientationReplicableDefaultViewC  <     MR2RecordLocksODBCTimeoutMaxRecordsRecordsetType FilterOrderByOrderByOnOrientationReplicableDefaultViewC  <     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