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HomeMy WebLinkAboutSWP272281 City of Renton Monster Road Bridge HYDRAULIC REPORT November, 1994 Prepared by: INCA Engineers,Inc. Contact: Dave Cole,P.E. Address: 11120 NE 2nd Street Bellevue,Washington 98004 Phone: (206)635-1000 r H:WBS19V9--ND,SDMeAMONSBRO.DOC Z 'L 11/09Aa va),LM TABLE OF CONTENTS PAGE HYDRAULIC REPORT 1.0 PROJECT DESCRIPTION 1 2.0 EXISTING HYDRAULIC CONDITIONS 1 i 3.0 BLACK RIVER HYDROLOGY 1 4.0 HYDRAULIC ANALYSIS PERFORMED 4.1 HEC H 3 4.2 Wetland Mitigation 3 4.3 Backwater Calculation 4 i 5.0 BACKUP INFORMATION 5.1 Corp of Engineers Letter Defining Water Surface Elevation 3 5.2 Hec H Output 3 i 105 foot Span 80 foot Span 40 foot Span 5.3 Backwater Calculation 4 LIST OF FIGURES Project Site Map 2 Hydraulic Plan View 5 i I KVD �. VM«NSBRr-DOC Page i IL09M09s50Aw I . HYDRAULIC REPORT FOR THE MONSTER ROAD BRIDGE REPLACEMENT 1.0 Project Description (See Project Site Map) The existing Monster Road Bridge built in 1950, is a two lane, three span bridge over a body of water commonly referred to as either the P-1 Channel or the Black River. The existing bridge surface elevation varies between 26 feet and 31 feet. This project proposes construction of a new bridge to the northeast of the existing bridge with an elevation varying from 31 feet to 33 feet. The existing bridge is being replaced because it was found to be structurally and geometrically substandard when compared with current day design requirements. The proposed bridge structure consists of three spans totaling 180 lineal feet and is 45 feet wide including an 8 foot sidewalk. The bridge will be designed to accommodate future widening to a 58 foot, 5 lane roadway with sidewalks on both sides. 2.0 Existing Hydraulic Conditions (See Hydraulic P1an'View) I The P-1 Channel enters the Green River approximately 900 feet downstream of the existing Monster Road Bridge. The P-1 Channel has a very flat bottom from its confluence with the Green River approximately 1500 feet upstream to the P-1 dam and pumping station. The P-1 pumping station is part of a flood control levee system for the Green River which lifts water approximately 5 feet (information received from FEMA) up to the downstream side of the dam. The pump station has a maximum capacity of 2500 cfs although the agreed upon maximum pumping rate is 400 cfs (information received from the COE). The P-1 Channel has an average 100 year flow cross sectional area of about 1100 sf which would convey the 400 cfs flow at a velocity of less than 0.4 fps. At this velocity, we expect the bridge structure to have very little effect on the water surface profile. I 3.0 Black River Hydrology Much of the Black River (P-1 channel) is lower than the Green River and is heavily influenced by the water surface profile of the Green River. For this reason the P-1 dam and pumping station was constructed to control the backwater effects from the Green River. The upstream basin tributary to the Black River has a calculated peak flow of 1200 cfs during the 100 year event (information received from the COE). The difference between this 1200 cfs and the 400 cfs pump capacity is stored behind the P-1 dam. H:VOBS93099tMUN1NDML,IM0NSBRG.DOC Page 1 11,09n409-43 AM 3 10 1994 4:52 P.M. H: JOBS 93098 CADD STRUCT TRSP0001.DWG O1F 1.0 Y QiC, �✓ d � m iv i n h H 3 MOII ICR RD Sv Fl MLL "MN mAn"R RR 7 S � a LorcACRc: oRrv[ 0 1 J 3i R s g � � O 4 7 M z CA o mU v a > m � C/) 0 F-7 D v. m y 0 y ' o � co p 0 R �C)•S� t VALLEY rRctvAr " (Y.'31V YJIIUVY 4.0 Hydraulic Analysis Performed 4.1 Hec II The existing bridge has three spans totaling approximately 140 feet lying outside of the flood plain with the exception of the bridge piers. Different bridge scenarios were input into HEC II to model the effects to the water surface elevation of the P-1 Channel. For each of the HEC II models, assumptions were made as summarized below. 1) We received information showing the 100 year water surface elevation (WSEL) at the confluence of the Green River to be elevation 19 (from FEMA), and elevation 21 (from a COE study). After discussion with the COE, it was decided to assume a WSEL of 20 for our modeling purposes (see 5.1, October 17, 1984 letter from the COE in the appendix). 2) It was assumed that the 100 year peak flow is 400 cfs to match the maximum pump station output as agreed upon by the CORPS and King Co. The model was also run at 2500 cfs which is the actual pump station capacity. 3) It was assumed that the 1971 topography maps received from a SCS study ■ were adequate to use as a basis for channel cross sections HEC II was used to model single span bridges of 105 feet, 80 feet and 40 feet. The HEC II output is in 5.2, backup information and the results are summarized in the table below. HEC II Summary Table I Bridge Span Flow Area of Opening *MaxWSEL 40 400 764 20.02 2500 775 20.66 80 400 1338 20.01 2500 1362 20.54 105 400 1543 2001. 2500 1575 20.54 *WSEL 610 feet upstream of bridge As the summary above indicates, moving the bridge abutments closer together and reducing the flow width of the P-1 channel will not significantly effect the WSEL until we approach a bridge span of 40 feet at 2500 cfs flow. 4.2 Wetland Mitigation Moving the bridge abutments closer together and reducing the span would require filling in the existing channel area. This area currently contains standing water and is a class H wetland. Eliminating any of the wetland would most likely require mitigation by constructing wetland at a minimum replacement ratio of 2:1. Filling in H.'V0&3%3DNWU.%TADMeAM0NSBRQD0C Page 3 11M90%091.47 AM 1 , Ithe wetland would also require a Corps of Engineers nationwide 404 permit as well as a Shoreline permit from the City of Renton. I4.3 Backwater Calculation A backwater calculation was completed by hand as a check to verify the HEC II model. This calculation is shown in 5.3 supporting information and the results showed that the WSEL does not change from the confluence of the Green and Black Rivers back to the existing bridge. This is consistent with our HEC II analysis. I 1 H:UOBS%930M%fUNMDMU4%MONSBRO.DOC Page 4 ,,,OWU W.,,,kM RR , o � � �(p J, SCAU: t'-soo' 0 1 P-1 CHANNEL 0`N LACK R R CHANNEL / 2 / •� NEo EXISTIN BR GE oti A o P-1 DAM AND PUMP STATION / 400 cfs 0 MAXIMUM ALLOWED , PUMP OUTPUT (2500 cfs CAPACITY) V' z o \� RENTON WASTEWATER O \ TREATMENT PLANT 7, y � D INCA ENGINEERS INC. MONSTER ROAD HYDRALIC REPORT HYDRAULIC PLAN VIEW 5.1. CORP OF ENGINEERS LETTER DEFINING WATER SURFACE ELEVATION ' H:UOBS9309t1M72NMDMQhMON$SRO.DOC - t1AG9� Oi+3.1M .' DEPARTMENT OF THE ARMY SEATTLE DISTRICT, CORPS OF ENGINEERS P.O. BOX 3755 I SEATTLE. WASHINGTON 98124-2255 ■S ,. October 17, 1994 REPLY TO ■■q ATTENTION OF Hydrology and Hydraulics Branch R E C E I V E 'IT 251Q James Zandia 1 "�� INCA Engineering N0A FNGINL�RS 11120 NE 2nd St. Bellevue, WA 98004-5849 Dear Mr. Zandia: This letter is in response to your request for information on the 100-year flood levels for the Black River at Monster Road. I am enclosing a photocopy of the Flood Insurance Rate Maps (FIRM #'s 53033CO326 and 328) for this area. It shows that the Black River 100- year water surface elevation is 19 feet at Monster Road. I am also enclosing a copy of the water surface elevation (WSE) profile of the Standard Project Flood (SPF) for the Green River at the confluence with the Black River. These WSE's were initially computed around 1980 and were reconfirmed in 1990 as part of a Tukwila levee improvement study. It assumes a flow of 12,000 cfs at the gage near Auburn and local flows with SPF magnitude. The WSE is 20.5 feet at the Black River confluence. Our studies have shown that local inflows of 100-year magnitude will generate a aWSE about one half-a-foot lower than the SPF generated WSE at the Black River. We conclude that the 100-year water surface elevation of the Black River at Monster Road is 20 feet (NGVD). We recommend using this value which is one-foot higher than the FIRM shows. The fee for this service is $55.00, your canceled check will be your receipt. Please call Joe Weber at (206) 764-3661 or myself at (206) 764-6701 if you need further assistance. Sincerely, Christopher J. nch Flood Plain Management Services Enclosure -2- Copies furnished (without) enclosures: Mr. Tim D'Acci Flood Planner Department of Ecology, HQ PO Box 47600 Olympia, WA 98504-7600 Mr. Carl Cook Natural Hazards Officer Mitigation Division Federal Emergency Management Agency Federal Regional Center 130 - 228th St. S.W. Bothell, WA 98021-9796 I ' I 5.2 HE C II OUTPUT I H:WBS9109VMUMUDM04MONSBRO.DOC IIA9Aa 09al AM j � I I 11 MONSTER ROAD BRIDGE REPLACEMENT 2 , BLACK RIVER: GREEN RIVER TO P-1 PUMP STATION SUBCRITICAL RUN, 105 FT 3 JAMES ZANDIAN p-1 CIANNEL '4 PREPARED BY: 11 BLACK ANNER ALL RIVER CROSS SECTIONS WERE RIMPROVEMENTOPLANS-- EAST SIDE GREEN RIVER W.P• P• �� = THESE PLANS WERE PREPARED BY SCS WOO DBURY) 97THEACDTYRDIDDNOTTKN WCIFBY r THE CITY OF RENTON (SCOTT k THESE PLANS WERE THE TSTHESETS.PLANSEREFLECT FIELD IVVERYTCLOSELY THE 10/18/94 REVEALED T k ION EXISTING CONDITIONS. THE CORPS OF ENGINEERS CFUENOCESOFHBLACK RIVER STUY WATEFACE EL AND GREENE4A RIVER.' j� (WSEL) AT 21 . 0 AT THEONL y= ENGINEER (CHRIS LYNCH) H THE CORPS OF E OWEVER RECOMMENDS USING THE ; * WSEL=2 . 0' . THE FEMA MAP SHOWS THE WSEL AT THE CONFLUENCE TO BE 19 . 0' . 0 BRIDGE SPAN 105 FT 0 0 1. 0 0 20 . 0 0 131 0 2 0 0 0 0 0 0 0 J2 1 1 0 rJ5 1501 -10 ON 10 18/94 THE RIVER SURFACE COVER WAS DURING THE FIELD INVESTIGATION CONCLUSIONS WERE MADE: :NO APPARENT MAINTENANCE, * OBSERVED AND THE FOLLOWING WERE DENSELY NS * THE SURFACE OF BOTH BANKS WERE HANDBOOK OPEN CHANNELFLOW DESIGN RECOMMENDSS, I* AND SOME TREES. THE CHOW S HANAB * USING n=0 . 05 . PHOTOS ARE AVAILABLE IN THE PROJECT FILE. NC 0. 05 0 . 05 0 . 05 * ACCORDING TO THE COPRS OF ENGINEERS THE P-1 PUMP STATION IS REGULATED TO � * HE GREEN RIVER. DISCHARGE- MAXIMUM OF 400 CFS O FROM HYPOTHETICAL BLACK RIVER HYDROGRAPH * THE 1280 CFS IS PEAK DISCHARGE * PROVIDED BY THE COE. THE 2500 CFS IS THE MAXIMUM' CAPACtTY OF THE P-1 PUMP ' * ALSO PROVIDED BY THE COE. QT 3 400 1280 2500 I * THIS INPUT IS PREPAR ED FOR SINGLE SPAN BRIDGE �,TRNATIVE DESIGNI. SPECIAL I * BRIDGE METHOD IS USED TO ANALYZE LOSSES THROUGH THE OSTRT�CT oE• 0 1 X1 74700 12 100 177 0 1 107 12 . 0 112 GR 22 . 0 55 15.0 85 15. 0 100 12 . 0 GR 0. 05 133 0 . 172 15. 0 177 22 . 0 220 05 147 15. 0 IGR 22 .0 220 22. 0 220 300 300 300 0 0 1 X1 74400 12 100 174 112 12 . 0 117 85 15. 0 100 12. 0 174 15 . 0 180 GR 22 . 0 55 15 . 0 I 147 12 .0 169 12 . 0 GR 0. 08 133 0. 08 I GR 15. 0 195 22 . 0 225 30 0 0 1 Xl 74430 12 100 174 30 30 12 . 0 112 12 . 0 117 GR 22 . 0 55 15. 0 85 15.0 100 12. 0174 15 . 0 180 20 GR 0.083 133 0. 083 225 GR 15. 0 195 22 .0 20 0 0 1 X1 74450 8 100 187 2Q 20 133 0. 085 147 ' GR 22 .0 55 15 . 0 85 15.0 247 0 . 085 GR 21. 0 187 21. 0 207 22. 0 247 0 0 1 X1 74000 10 100 177 450 450 .450 105 . 12 . 0 110 GR 22 . 0 55 15 . 0 85 15. 0 100 12 .8 177 23 . 0 230 GR 0. 13 133 0 . 13 147 1240 40 40 I 0 0 1 X1 73960 8 100 180 15. 0 100 0 13 4 135 0 . 134 157 GR 22 . 0 50 15. 0 190 25. 0 100 GR 13 . 0 185 13 . 0 I 0 0 1 X1 73920 8 100 225 40 40 40 GR 23 .0 55 16. 0 85 16. 0 100 0 , 138 135 0 . 138 170 GR 21. 0 220 21. 0 225 23 . 0 230 0 0 1 X1 73860 8 100 235 60 60 60 205 GR 21. 0 100 12 . 5 120 23 .E 245 0. 144 j 150 0 . 144 GR 21. 0 235 21.0 240 60 60 l 0 0 1. X1 73800 8 100 204 60 16 , GR 23 . 0 100 12. 8 120 12 .8 125 0 . 150 i 150 0 . 150 214 GR 21. 0 204 21. 0 209 23 .0 I 12-@8-2214 B1 _�4F f 1 t tl<url im-H tng lneers TIJ y1 Llbb)JiiZ,u r.U-) 122 . 5 227 . 5 20 20 20 i 0 0 1 1 7378C 14 93 23 . 0 110 17 .'0 12Z .5 17 . 0 122 . 6 R 32 .7 80 32 . 0 13 .;0 227 .5 13 . 0 227 .6 0 . 15 165 2 185 5. 0 215 2 R 0 . 152 21 260 23 . 0 283 31.:0 95 ;R 18 . 0 240 0 . 050 0 . 6 0. 8 C 0. 025 0. 025 20 20 20 1 73760 75.0 24 . 4 3 10 14 0 1544 I 2 0 . 157 0 . 152 3B 0 1 . 5 2 .7 0 50 50 �0 i 1 73710 1 24 . 4 31. 0 2 32. 2 3�. 4 {3 10 93 32 . 5 32; 0 ;110 32 .3 23 . 0 3T 14 80 32 .7 32 .7 tT T 6 6 122 . 5 32 .2 17 . 0 122 . 6 32 . 0 25 . 0 1 5 32 .0 2 . 0 1 . T 31. 24 . 215 31. 6 24 . 6 227 . 5 . 227 . 6 314 31j4 4.4 BT 13 . 024 31.3 18 .0 260 31.2 21. 5 I283 31. 0 23 .0 9T 295 31. 0 31. 0 j 1C 0 . 05 0. 05 0 . 05 0 . 6 050 50 50I1 73660 8 100 204 125 0 . L57 j150 0 . 157 164 . 0 100 12 . 8 120 12 .8 C� 1R23 . 0 204 21. 0 209 23 . 0 214 001 GR 231 73300 4 100 150 0 . 16 164 23'160 200 GR 23 . 0 100 0 . 16 P-1 PUMP STATION 0 0 1 1 73100 4 100 320 . 0 320 lOQ 100 Y00 R 23 . 0 100 0. 16 150 0 .16 270 2 i EJ FROM HYPOTHETICAL HYDROGRAPH 1 T1 INPUT FOR PEAK DISCHARGE i 20 . 0 1 3 J2 2 T1 INPUT FOR MAXIMUM P-1 PUMP OUTFLOW 20. 0 1 4 U72 3 -1 i t � ER f i I � i 1 ` f F j i 4 P 1 12-08-2214 01:34P'1 FROM INCH Engineers TO -----------------------* *------------ S U M P O Interactive Summary Printout for MS/PC-DOS Mmic90 computers May * left of profile number NOTE - Asterisk ( ) at f indicates message in summary of errors list SUBCRITICAL RUN 105 FT SPAN Summary Printout SECNO CWSEL 4 TOPWID AREA H DEPTH 74700. 00 20. 00 400. 00 144 . 14 1200. 51 . 37 19 . 95 74700. 00 20 . 00 1280. 00 144 . 14 1200. 51 1. 18 19 . 95 74700. 00 20. 00 2500. 00 144 . 14 1200. 51 2 .;31 19 . 95 74400 .00 20. 00 400. 00 152. 87 1263 . 80 . 36 19 . 92 74400. 00 20. 08 2500. 00 153 .44 1273 . 90 2 . 23 20 . 00 74400.00 20. 0 19 .92 36 74430. 00 20 . 00 280 . 00 152. 04 1266. 73 I 11264 . 16 '15 19 .94 74430. 00 20. 02 1280. 00 153 .57 1276 .22 2�23 20. 00 74430. 00 20 . 08 2500 . 00 20 . 00 400. 00 121.54 1198. 24 �35 19 . 92 74450. 00 74450. 00 20. 02 1280. 00 121. 66 1200. 50 1� 13 20 .9 74450.00 20. 09 2500.00 122. 06 1208 . 43 2119 20 . 00 74000.00 20. 00 400.00 150.89 1309. 53 t34 19 .87 74000. 00 20.18 2500. 00 152 .55 1336. 12 1280.00 2111 20.05 74000. 00 73960. 00 20 . 01 400. 00 145.48 1487 . 17 29 19 .87 73960. 00 20. 06 1280-00 500. 00 146.78 1517 .40 1 .81 20.08 73960. 00 20. 22 2 73920. 00 20.01 400.00 149 .81 1681.22 1 19 . 87 73920. 00 20. 06 1280. 00 150. 14 1688 . 53 .78 19 . 93 73920.00 20 .24 2500 . 00 151.29 1714 .48 1 51 20. 10 73860 . 00 20.01 400. 00 131.25 1822.87 22 19 . 86 73860. 00 20 . 07 1280. 00 131. 45 1829 .80 ; 70 19 .92 73860. 00 20. 25 2500. 00 132. 14 1853 . 62 1�. 35 20. 11 * 73800. 00 20. 01 400. 00 96.25 1082 . 02 , . 37 19 .86 * 73800. 00 20. 06 1280. 00 96.47 1087. 42 1. 18 19 . 91 * 73800. 00 20. 24 2500. 00 97 . 17 1105. 02 21,.26 20. 09 * 73780. 00 20. 01 400. 00 135.24 1620. 28 ! `• 25 19 .86 * 73780 .00 20. 08 1280.00 135.75 1629 . 16 81 19 . 93 * 73780. 00 20. 31 2500. 00 137. 61 1661.74 1�. 55 20 . 16 73760.00 20.01 400.00 105. 00 1542 . 71 I`I 26 19 . 86 73760. 00 20. 08 1280. 00 105.00 1550. 66 I. 83 19 .93 i 12-08-2214 01:j'-fFM FROM INCH Engineers TO r-.UD ' I 1, 9 20. 16 73760.00 20. 31 2500. 00 105.00 1574 .99 73710. 00 20. 01 400 . 00 105 . 00 1543 .18 1 6 19 . 86 3 19 . 93 20 . 08 1280 . 00 105. 00 1551.06 20 . 17 73710 . 00 73710 . 00 20 . 32 2500.00 105. 00 1575.21 1 1. 9 7 19 . 85 * 73660. 00 20 . 01 400. 00 96 .25 1081.76 1. 8 19. 93 * 73660. 00 20 . 08 1280. 00 96. 53 1088 .73 2 . 5 20. 16 73660.00 20 . 32 2500. 00 97 . 45 1111. 64 9 19 . 85 73300. 00 20. 01 400 . 00 88 .75 1019 .82 19 . 95 73300 . 00 20 . 11 1280. 00 89 .08 1027 1055.51 2 . 7 20 . 25 73300. 00 20. 41 2500 .00 400.00 206.91 3244 .75 ; .�12 19 . 85 73100. 00 20 . 01 , 39 19 . 99 * 73100 . 00 20 . 15 1280 .00 207 .50 3272 . 78 .75 20.38 * 73100 . 00 20 . 54 2500 . 00 209 . 23 3354 . 82 i i i I i E i 1 12-06-2214 01 J�t'I'i rr<uri lwl r+ any inter - --------- - Tl MONSTER ROAD BRIDGE REPLACEMENT r2 BLACK RIVER: GREEN RIVER TO P-1 PUMP STATION SUBCRITICAL RUN 80 ft SPAN r3 JAMES ZANDIAN T4 PREPARED BY: ":, P-1 C NEL * ALL RIVER CROSS SECTIONS WERE RETRIEVED FROM THE �* S-- BLACK EAST SIDE GREEN RIVERW-P'BY 'SCSM(1971MENT ANDPPR VIDED TO NCAEBY * THESE PLANS WERE PREPARED * THE CITY OF RENTON (SCOTT WOODBURY) . THE CITY DID ;NOT KN W Z * THESE PLANS WERE THE AS BUILTS. THE FIELD INVESTIGATION N �* 10/13/94 REVEALED THAT THESE PLANS REFLECT VERY CLOSELY THE * EXISTING CONDITIONS. SHOWS THE WATER SURFACE ELE� ATION * THE CORPS OF ENGINEERS STUDY * HE CONFLUENCE OF BLACK AND GR (WSEL) AT 21. EEN RIVER. 0' AT T LACK RI � * R (CHRIS LYNCH) HOWEVER RECOMMENDS �IN THE CORPS OF ENGINEE G THE * WSEL=2 . 0' . THE FNMA MAP SHOWS THE-WSEL AT THE CONFLUENG TO BE * 19 . 0' . � * BRIDGE SPAN 80 FT 0 0 0 0 1 . 0 i 0 20 . 0 0 J1 0 2 0 _1 0 0 0 J2 1 1 0 0 0 J3 150 -10 *5 ION ON 10/18/94 THE RIVER SU FACE COVER WAS DURING THE FIELD INVESTIGAT * OBSERVED AND THE FOLLOWING CONCLUSIONS WERE MADE: ; NO APPARENT MALpNN LTHE SURFACE OF BOTH BANKS WERE DENSELY COVERED WITH LON� GRASS, G SHRUBS, AND SOME TREES. THE CHOW'S HANDBOOK OF OPEN CHANNEL FL04 DESIGN RECOMMENDS * USING n=0 . 05 . PHOTOS ARE AVAILABLE IN THE PROJECT: FILE. NC 0. 05 0 . 05 0 . 05 0. 6 0. 6 * ACCORDING TO THE COPRS OF ENGINEERS THE P-1 PUMP STATIOi IS REGULATED TO * DISCHARGE MAXIMUM OF 400 CFS TO THE GREEN RIVER. 400 1280 2500 4T THIS INPUT IS PREPARED FOR SINGLE SPAN BRIDGE ALTERNATI n DESIGN. NORMAL * BRIDGE METHOD IS USED TO ANALYZE LOSSES THROUGH THE STRWCTURE• 0 1 X1 74700 12 100 177 0 p 0 0 GR 22 . 0 112 55 15 . 0 15. 0 100 12 . 0 107 12 . 0 147 15 . 0 172 15. 0 1177 22 . 0 220 GR 0. 05 133 0.05 GR 22 . 0 220 22 . 0 220 0 1 X1 74400 12 100 174 300 300 300 0 GR 22 . 0 55 15. 0 85 15 . 0 100 12 . 0 112 12 . 0 117 iGR 0.08 133 0 .08 147 12. 0 169 12 . 0 174 15 . 0 180 GR 15. 0 195 22 . 0 225 30 ; 30 0 0 1 X1 74430 12 100 174 30 GR 22 . 0 55 15. 0 85 15. 0 100 1.2 . 0 112 12 . 0 117 GR 0. 083 133 0. 083 147 12 . 0 169 12 . 0 174 15. 0 180 GR 15. 0 195 22. 0 225 1 X1 74450 8 100 187 20 20 20 0 0 GR 22 . 0 55 15.0 85 15. 0 100 0.`085 133 0. 085 147 GR 21. 0 187 21. 0 207 22. 0 247 1 X1 74000 10 100 177 450 450 '450 0 0 GR 22.0 55 15 . 0 85 15 .0 100 12 . 0 105 12. 0 110 GR 0. 13 133 0. 13 147 12.8 172 12 .8 1777 23 . 00 230 Xl 73960 8 100 185 40 40 . 40 GR 22 . 0 50 15. 0 80 15. 0 100 0.,134 1 135 0 . 134 157 GR 13 . 0 185 13 . 0 190 23 . 0 210 0 1 X1 73920 8 100 220 40 40 40 0 GR 23 . 0 55 16 . 0 85 16. 0 100 0138 135 0 . 138 170 GR 21. 0 220 21. 0 225 23 . 0 230 p 1 X1 73860 8 100 235 60 60 60 0 GR 21. 0 100 12 .5 120 12 .5 125 01144 150 0. 144 205 GR 21. 0 235 21. 0 240 23 . 0 245 p 1 X1 73800 8 100 204 60 60 60 0 GR 23 .0 100 12 . 8 120 12.8 125 0. 150 150 0. 150 164 GR 21. 0 204 21. 0 209 23 . 0 214 p 1 X1 73780 14 135 215 20 20 20 0 GR 32 .7 80 32 .0 93 23 .0 110 12 . 0 135 12. 0 13235 GR 0. 152 165 0. 152 185 5. 0 215 5 . 0 ,215. 1 17 . 0 12_0F3_2214 01:37PM FROM INCH Engineers TO GR 18. 0 283 31. 0 ! 295 240 21. 5 260 23 .0 C 0. 025 0. 025 0 . 050 0 . 6 00 20 1 73760 2 20 t5 . 2 24 . 6 X3 10 0 14 0 1260 11.5 0. 157 0 . 152 B 0 1. 5 2 . 7 f1 73710 50 50 50 1 24 . 6 31.0 X2 �2 ,2 X3 10 31. 2 �" 8d 32 . 7 32 .7 93 32 .5 32. 0 110 32 . 3 23 . 0 IBT 14 BT 135 32 . 2 12 . 0 131. E 24 . 6 215 . 1 31. 6 35 . 0 2235 31.4 BT 32 . 0 25. 0 BT 17 . 0 240 31. 31.3 18 . 0 260 31. 2 21. 5 283 31. 0 23 . IBT 295 31. 0 NC 0 . 05 0 . 05 0 . 05 0. 6 0.8 50 i p 0 X1 73660 1 8 100 204 50 50 Xl 23 . 0 100 12 .8 120 12.8 125 0 . 157 150 0 . 157 164 IGR 214 GR 21. 0 204 21. 0 209 23 . 0 360 360 0 360 0 1 Xl 73300 4 100 200 360 I GR 23 . 0 100 0 . 16 150 0. 16 164 23 . 0 200 I * p-1 PUMP STATION 320 100 100 i0o ( 0 1 X1 73100 100 01016 150 0. 116 2770 23 . 0 i 320 GR 23 . 0 I IEJ i T1 3 I 20. 0 JI J2 2 -1 I T1 4 20. 0 J1 _1 J2 3 ER i f _ I 12-03-2214 01:37PM FROM [NCR Engineers TO 912066351150 P.08 . 1 i I (� *--------------------- --------- ----* 1 S U M P O fInteractive Summary Printout for MS/PC-DOS micro computers May 1991 I *-----------------------------------* i I NOTE - Asterisk (*) at left of profile number indicates message in summary of errors list SUBCRITICAL RUN 80 FT SPAN t Summary Printout SECNO CWSEL Q TOPWID AREA VCH DEPTH 74700. 00 20 . 00 400. 00 144 . 14 1200. 51 37 19 .95 74700 . 00 20 . 00 1280 . 00 144 . 14 1200.51 1�13 19 . 95 74700. 00 20 . 00 2500 . 00 144 . 14 1200. 51 2 �31 19 .95 74400. 00 20. 00 400- 00 152 . 87 1263 .80 : 36' 19 . 92 74400. 00 20. 02 1280. 00 153 . 01 1266. 22 1; 15 19 .94 74400 . 00 20. 08 2500 . 00 153 .44 1273 .90 2123 20. 00 74430. 00 20. 00 400.00 152 . 90 1264 . 16 � 36 19 . 92 74430. 00 20. 02 1280. 00 153 . 04 1266. 73 1j15 19 .94 74430 . 00 20. 08 2500. 00 153 . 57 1276.22 2 � 35 23 20 . 00 74450. 00 20. 00 400. 00 121. 54 1198 .24 19 . 92 74450. 00 20. 02 1280 . 00 121. 66 1200.50 1113 19 . 94 74450. 00 20. 09 2500. 00 122. 06 1208 . 43 2i19 20. 00 74000. 00 20.00 400. 00 150.89 1309.53 . 34 19 . 87 74000. 00 20 . 05 1280. 00 151.29 1315.98 1 1110 19 . 92 74000 . 00 20. 18 2500. 00 152 .55 1336. 12 21. 11 20. 05 73960. 00 20. 01 400. 00 145.48 1487 .17 ' 29 19 . 87 73960. 00 20. 06 1280. 00 145.75 1493 . 25 1194 19 .92 73960.`00 20 . 22 2500. 00 146.78 1517 . 40 1i. 81 20 . 08 73920. 00 20 . 01 400. 00 149.81 1681. 22 . 25 19 . 87 73920. 00 20. 06 1280. 00 150. 14 1688.53 . 78 19 .93 73920. 00 20. 24 2500. 00 151. 29 1714 .48 ii. 51 20 . 10 i 73860. 00 20 .01 400. 00 131. 25 1822 .87 22 19 . 86 73860.00 20. 07 1280. 00 131. 45 1829 .80i I. 70 19 .92 i 73860. 00 20. 25 2500. 00 132. 14 1853 . 62 11.35 20. 11 * 73800.00 20. 01 400. 00 96.25 1082.02 1. 37 19 .86 * 73800.00 20. 06 1280. 00 96. 47 1087 .42 11. 18 19 . 91 * 73800. 00 20. 24 2500. 00 97 . 17 1105.02 21. 26 20. 09 * 73780.00 20. 01 400. 00 134. 68 1615. 17 1. 27 19 . 86 * 73780. 00 20. 08 1280. 00 135.20 1623 .94 . 86 19 . 93 * 73780. 00 20. 31 2500. 00 137 . C7 1655 . 91 1. 65 20 . 16 73760. 00 20. 01 400. 00 80. 00 1337 . 45 .30 19 .86 73760. 00 20. 08 1280. 00 80. 00 1343 . 42 .95 19 . 93 12-08-2214 01*38Ff1 FROM INCH Engineers TO �l�CIOOJJ11JtJ i 73760 . 00 20 . 31 2500 . 00 80.00 1361.72 1, 4 20 . 16 73710 . 00 20 . 01 400 . 00 80. 00 1343 .49 . 95 19 . 93 73710 . 00 20 . 08 1280 . 00 80. 0 1 .�4 20 . 16 20 . 31 2500 . 00 80. 00 1361. 52 1 73710 . 00 . 37 19 . 85 * 73660 . 00 20 . 01 1280. 00 96.53 1088 . 60 1.�8 19 . 93 * 73660 . 00 20. 08 2 .25 20 . 16 * 73660 . 00 20. 31 2500. 00 97 . 43 1111. 16 73300. 00 20. 01 400 . 00 88 .75 1019. 82 , 39 19 . 85 73300 . 00 20 . 11 1280 . 00 89 .09 1027 .83 1.125 19 .95 20.41 2500 . 00 90 .24 1055.32 2 . 37 20 . 25 73300. 00 * 73100. 00 20. 01 400 . 00 206 . 91 3244 . 73 .!12 19 .85 * 73100 . 00 20 . 15 1280 . 00 207 . 50 3272 . 65 .139 1999 * 73100. 00 20 .54 2500 . 00 209 . 22 3354 . 39 20 . 38 I i I I � I I I I I i I I i 12-o3-2=14 01:ZSPrl F-Kull IM-H engineers iu ----------- D BRIDGE REPLACEMENT ITI MONSTER ROA GREEN R i TZ BLACK RIVER: RIVER TO P-1 PUMP STATION i T3 SUBCRITICAL RUN 40 ft SPAN T4 PREPARED BY: DAMES ZANDIAN ALL RIVER CROSS SECTw EAST SIDE GREEN RIVESPWPRE R IMPROVEMENT ETRIEVED OPLAN5-t' BLACKHR VER � * O NA * THESE PLANS WEREONR(SCOTTT WOODBURY) . THE CITYRDIDDNOTTKN WCIFBY * THE CITY OF RENT * THESE LEDTHE THATSTHESETS.PLANSE FIELD REFLECTI ERYTCLOSELY THE 10/18/94 94 REVEALED EA i * EXISTING CONDITIONS. * THE CORPS OF ENGINEERS STUDY SHOWS THE WATER SURFACE ELEVATION (WSEL) AT 21. 0' AT THE CONFLUENCE OF BLACK RIVER AND GREEN RIVER. * THE CORPS OF ENGINEER (CHRIS LYNCH) HOWEVER RECOMMENDS USING THE * WSEL=OOPS' . THE FEMA MAP SHOWS THE WSEL AT THE CONFLUENCE TO BE * 19 . 0' . * BRIDGE SPAN 40 FT 0 0 0 0 1. 0 ! 0 20 . 0 0 J1 0 2 0 0 0 -1 i 0 0 0 J2 1 1 0 ` I J3 150 I *5 DURING THEIFIELD IN ON 10/18/94 THE RIVER E: NO APPAACE COVER WAS MAINTENANCE, * OBSERVED AND THE FOLLOWING CONCLUSIONS WERE MADE: RENT * Y COVERED WITH LONG GRASS, LONG SHRUBS, THE SURFACE OF BOTH BANKS WERE DENSEL * AND SOME TREES. THE CHOW' S HANDBOOK OF OPEN CHANNEL FLO'V� DESIGN RECOMMENDS * USING n=0.05. PHOTOS ARE AVAILABLE IN THE PROJECT FILE. ! NC 0 . 05 0. 05 0 . 05 0. 6 0. 6 * ACCORDING TO THE COPRS OF ENGINEERS THE P-1 PUMP STATIODI IS REGULATED TO * DISCHARGE MAXIMUM OF 400 CFS TO THE GREEN RIVER. 400 1280 2500 QT SPAN BRIDGE ALTERNATI�7E DESIGN. NORMAL THIS INPUT IS PREPARED FOR SINGLE * BRIDGE METHOD IS USED TO ANALYZE LOSSES THROOUGH THE OSTRyCTURE. 0 1 X1 74700 12 100 177 0 1 107 12 . 0 112 GR 22 . 0 55 15 . 0 85 15. 0 100 12. 0 GR 0. 05 133 0. 05 147 15.0 172 15. 0 ` 177 22 . 0 220 GR 22 . 0 220 22 . 0 220 X1 74400 12 100 174 3085 15. 0 100 12 . 0 112 12 . 0 117 0 300 300 j 0 0 1 GR 22. 0 5 15. 0 147 12 . 0 169 12 . 0 ! 174 15. 0 130 GR 0. 08 133 GR 15. 0 195 22 . 0 225 ; O 1 X1 74430 12 100 174 30 30 30 I 0 GR OOPS 55 15 . 0 85 15. 0 100 12 . 0 ; 112 12 .0 117 GR 0. 083 133 0. 083 147 12 . 0 169 12 . 0 174 15. 0 18C GR 15. 0 195 22 . 0 225 0 1 Xl 74450 8 100 187 20 20 20 0 GR 22 . 0 55 15 . 0 85 15. 0 100 0. 085 1 133 0 . 085 147 GR 21. 0 187 21. 0 207 22. 0 247 1 0 0 1 177 450 450 450 X1 74000 10 100 i 85 15. 0 100 12 . 0 105 12 . 0 110 GR 22.0 55 15. 0 GR 0. 13 133 0. 13 147 12 .8 172 12. 8 177 23 . 00 23i X1 73960 8 100 185 40 40 40 0 GR 22 . 0 50 15. 0 80 15. 0 100 0. 134 135 0. 134 157 GR 13 . 0 185 13 . 0 190 23 . 0 210 0 1 X1 73920 8 100 220 40 40 40 0 GR 23 . 0 55 16 . 0 85 16.0 100 0. 138 135 0. 138 170 GR 21. 0 220 21. 0 225 23 .0 230 0 1 X1 73860 8 100 235 60 60 60 1 0 GR 21. 0 100 12 . 5 120 12 .5 125 0. 144 i 150 0. 144 205 GR 21. 0 235 21. 0 240 23 . 0 245 0 1 X1 73800 8 100 204 60 60 60 0 GR 23 . 0 100 12.8 120 12.8 125 0. 150 150 0. 150 164 GR 21. 0 204 21. 0 209 23 .0 214 0 X1 73780 14 155 195 20 20 20 0 GR 32. 7 80 32. 0 93 23 .0 110 4 . 15 5 . 1 17 . 0 1523' GR 0. 152 165 0. 152 185 2 . 14 195 2 . 14 195 . 1 17 . 0 i GR 18.. 0 240 21. 5 260 23. 0 283 31. 0 295 'NC 0 . 025 0 . 025 0 . 050 0. 6 0. 8 20 X1 73760 20 20 25 . 2 24 . 6 X3 10 0 970 0 0 . 157 0 . 152 SB 1 . 5 2 . 7 0 40 50 50 50 X1 73710 1 24 . 6 31.0 X2 �32 . 2 31. 2 X3 10 BT 14 80 32 . 7 32 .7 93 32 .5 3165 !3212 25 . 0 23 . 0 185 BT 155 32 . 0 4 . 15 155. 1 32 . 0 25.0 BT 32 . 0 25 . 0 195 31'� 2260 4 . 8 131.2 21. 5 2283 3130 23 .0 BT 17 . 0 240 31. 3 18 . IBT 295 31. 0 31 . 0 NC 0. 05 0 . 05 0 . 05 0 . 6 0 . 8 0 0 1 X1 73660 8 100 204 50 50 50 GR 23 . 0 100 12 . 8 120 12 . 8 125 0 . 157 ! 150 0 . 157 164 IGR 21. 0 204 21. 0 209 23 .0 214 360 360 0 0 1 X1 73300 4 100 200 360 GR 23 . 0 100 0 . 16 150 0. 16 164 23 . 0 200 * P-1 PUMP STATION 0 1 IX1 73100 4 100 320 100 100 100 0 GR 23 . 0 100 0. 16 150 0. 16 270 23 . 0 1320 EJ I T1 3 20. 0 11 _1 J2 2 T1 20. 0 I J1 4 -Z J2 3 ER i I I --------------------- *-------------5 U M P O IInteractive Summary Printout for MS/PC-DOS micro computers May 1991 *-----------------------------------* NOTE - Asterisk (*) at left of profile number indicates message in summary of errors list SUBCRITICAL RUN 40 FT SPAIT Summary Printout VCH DEPTH CWSEL Q SECNO TOPWID AREA 37 19 .95 20. 00 400 . 00 144. 14 1200. 51 74700. 00 19 .95 74700 . 00 20. 00 1280 . 00 144 . 14 1200 . 51 2. 3$ 19 .95 74700. 00 20. 00 2500 . 00 144 . 14 1200. 51 . 36 19 . 92 74400 . 00 20 . 00 400. 00 152 . 87 1263 . 80 1. 36 19 . 94 74400. 00 20 . 02 1280. 00 153 .01 1273 .90 2 . 23 20. 00 74400 . 00 20. 08 2500. 00 153 . 44 1273 .90 . 36 2 19 .9 74430 . 00 20 . 00 400 . 00 152 . 90 1264 . 16 19 .92 74430. 00 20.02 2500. 00 153 . 57 1276 .22 2!. 23 20. 00 74430. 00 20 . 35 19 . 92 74450 . 00 20 . 00 08 400. 00 121.54 1198 . 24 19 . g4 74450. 00 20. 02 2500 . 00 122 . 06 1208. 433 2 . 19 20. 00 74450 . 00 . 34 19 .87 74000. 00 20.00 400. 00 150. 89 1309 . 53 1. 10 19 . 92 74000 . 00 20 . 05 1280.00 151.29 1315. 98 20. 05 74000. 00 20. 18 2500 . 00 152. 55 1336 . 12 � . 11 . 29 19 . 87 73960 . 00 20. 01 400. 00 145. 75 11493 . 2 . 94 19 .92 73960. 00 20 . 06 1280. 00 145. . 73960 . 00 20 . 22 2500 . 00 146.78 1517 .40 1. 81 20 . 08 . 25 19 .87 73920 . 00 20 .01 400. 00 149 .81 1681. 22 .78 19 . 93 73920. 00 20. 06 1280. 00 150. 14 1688 . 53 73920 .00 20. 24 2500. 00 151. 29 1714 . 48 1. 51 20. 10 73860. 00 20.01 400 . 00 131.25 1822 . 87 . 22 19 . 86 73860 . 00 20.07 1280. 00 131.45 1829 . 80 .70 19 .92 73860 . 00 20. 25 2500. 00 132. 14 1853 . 62 1. 35 20. 11 * 73800. 00 20 . 01 400. 00 96.25 1082 . 02 . 37 19. 86 * .91 73800 . 00 20. 06 1280 . 00 97.47 1105. 42 2 . 26 20. 09 * 73800. 00 20. 24 2500. 00 97 . 17 1105 . 02 2 .26 * 134 . 33 1506. 64 . 33 19.86 73780. 00 20. 01 400. 00 * 134 . 84 1515 . 11 1. 06 19 .93 73780. 00 20. 08 1280.00 * 73780. 00 20. 29 2500. 00 136. 64 1545 . 26 2 . 03 20. 14 4000 764 . 09 . 52 19 .86 . * 73760 . 00 20. 01 400. 00 4000 766. 94 1. 67 19 .92 * 73760. 00 20 . 07 1280.00 12-06-2214 01:4Ur" rIL..M I 1.- -i i�j,..,- � --- * 73,760 . 00 20. 27 2500. 00 40.00 774 .73 3 . 23 20. 12 I 20. 01 400. 00 40. 00 763 . 67 . 52 19 . 86 73710 . 00 1. 67 19 .92 40.00 774 . 31 73710 . 00 20 . 08 1280. 00 40.00 7 . 2 3 . 23 20 . 14 73710. 00 20 . 29 2500. 00 I . 37 19 . 85 73660 . 00 20 . 01 400. 00 96.25 1091. 68 19 . 96 73660. 00 20 . 12 1280 . 00 97. 90 1123. 66 2. 23 20 . 23 73660. 00 20 . 44 2500. 00 97 . 90 1123 . 06 ,fig 19 . 85 73300 .00 20 . 01 400. 00 88 . 1031 . 81 1 . 24 19 . 98 73300 . 00 20. 14 1280. 00 89 . 73300 . 00 20. 53 2500. 00 90.7253 10 1067 . 19 2 . 34 20. 37 . 12 19. 86 * 73100. 00 20 . 02 400. 00 206.93 3245 . . 39 20 . 02 * 73100. 00 20 . 18 1280 .00 207 . 64 3279 . 22 22 .74 20. 50 * 73100. 00 20 . 66 2500.00 209.74 3379 . 23 I T.-.ram 5.3 BACKWATER CALCULATION I i 1 1 1 1 1 1 1 0 0 'o SZQO.67 : /�hl� I �� ,' ! c 1 X,t 8,`I �i 4/0 z !lb/��;�� 9�-d��s .�l-v'(Y,� •oaf -f r , � � U I Z 5�0 • QOS ! ._ � v0�1 cl ( G,,�; of O 0 ► 'd QUO/ to/ 0111 00 v' 0 7071 Iw .fF J Z W w O ,t7d! ��'? •�!�� I ` ). . ),� �it:.'! 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