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Drainage Reports - 04/30/2000
FINAL DRAINAGE REPORT ADDENDUM FOR HARMONY RIDGE P.U.D. , -F 4- A S c /( : T1 u ►� � - )/VO Submitted to: CITY OF FORT COLLINS September 7, 1999 FINAL DRAINAGE REPORT ADDENDUM ITU-0 RMONY RIDGE P U D F 4' 11A S E 4 Vie I Sf- :Fj Q J G f Submitted to CITY OF FORT COLLINS \ September 7, 1999 [1 1 1 1 1 1 I� Mr Basil Hamden City of Fort Collins Stormwater Department P O Box 580 Fort Collins, CO 80522 Re Harmony Ridge P U D Project No 0927-001 Dear Mr Hamden September 7 1999 We are re submitting an addendum to the Final Drainage Report for Harmony Ridge P U D dated January 20 1999 This addendum is necessary due to changes in the site layout All calculations in this addendum were calculated using the criteria as set forth in the Final Drainage Report The most significant change in the site is the removal of Morning Dove Lane south of Dusty Sage This removed the conveyance for storm water to Design Point 12 so the drainage design was modified as necessary The runoff that previously went to Design Point 12 has been rerouted to Design Point 2 This required reanalyzing Subbasms Al & A2 A new Subbasin A2 1 was added and Subbasms B3 & B4 were renamed A2 2 & A2 3 accordingly New hydrologic calculations and attenuation can be found in Appendix A The south inlet at Design Point 2 was increased to a 20 Type R inlet to account for the larger flows New models were provided for ST-5 and ST 7 with the pipes of ST 5 being increased to 48 RCP New channel calculations are provided for the channel in Subbasin Al and those below the discharge of ST-5 With Design Point 12 being removed, Storm Sewer Line ST 6 was reanalyzed for the smaller flow using that line New calculations are provided in Appendix C The other change is to reroute ST 10 from discharging to the pond in Subbasin A9 to the pond in Subbasin A10 New calculations are provided in Appendix C for ST-10 and Appendix E for the spillway and channel from the pond This modification did not change any of the flows going over/through the other downstream structures Included with this letter are the revised tables and calculations The appendices correspond to those of the approved report with this information superseding the corresponding information in that report We look forward to your review and comment on these changes If you should have any questions please feel free to contact us Sincerely, TS CONSULTING ENGINEERS Eric M Fuhrman EMF/tdy TST, INC. Consulting Engineers 748 Whalers Way Bu Idmg D Fort Collins CO 80525 (970) 226 0557 Metro (303) 595 9103 Fax (970) 226 0204 Email info@tstinc coin www tshnc com I ASteve�F iumit-n-tn, P E Terrace East Suite 105 Englewood CO 80112 (303) 792 0557 Fax (303) 792 9489 •' N F v; , Il 1 1 1 1 1 TABLE OF CONTENTS Technical Appendices Appendix A - Rational Method Analysis Appendix B - Street Capacity Analysis Appendix C - Storm Sewer Design Appendix D - Inlet Analysis Design Appendix E - Channel, Spillway and Riprap Design Sheets Drainage and Erosion Control Plans 0 1 APPENDIX A Rational Method Analysis 1 TABLE 1 HYDROLOGIC CALCULATIONS WORKSHEET �' SUB h BASIN I, �DESIGNi i TOINT AREA (Ac) RUNOFF COEFF C FREQUENCY` COE"VV " Ct ' �� Cf t, 2 yr 1 6 r 100-5'Fk( ;OVERLAND G AVERAGE OVERLANi �SLOPEII'''hr2']m OVERLAND TRAVEL TIME '1 TI iq TI 'I ih �� ��i 100 yr "! �I i' )' ti< z I (min)Al ',GUTTER FLAW l4� dC ENGTHBASIN1i 1 386 043 1 00 1 250 1500 628 527 530 A2 2 0 18 0 85 1 00 1 25 13 200 134 054 270 A2 1 2 Oil 076 100 1 25 14 200 189 083 175 A2 2 13 142 077 100 1 25 30 800 l 70 071 820 A2 3 13 1 09 074 100 1 25 35 400 252 123 900 A3 2 0 10 074 100 1 25 20 1000 141 068 120 A4 3 158 071 100 125 40 Soo 271 148 520 A A5 3 056 071 100 1 25 30 300 278 1 S 1 430 A6 2 036 095 100 125 15 200 086 058 590 A7 4 1 19 057 100 125 35 300 408 298 430 AS 10 032 060 100 1 25 35 2000 206 144 65 A9 5 0 43 059 100 1 25 50 1200 297 211 30 Al0 6 048 060 too 1 25 50 450 402 282 0 All 7 022 064 100 1 25 10 2000 101 066 0 Al2 8 0 40 0 57 100 1 25 40 650 338 247 0 A13 9 050 078 100 1 25 35 200 282 1 10 220 A14 9 1 14 078 100 125 35 2 00 282 1 10 580 B I 11 337 060 1 00 1 25 80 300 582 407 960 135 14 140 0 76 100 1 25 35 200 299 1 32 930 Cl 21 743 038 100 1 25 500 650 1623 1409 360 C C2 15 2 29 0 25 100 1 25 300 1333 1171 1085 230 C3 16 231 020 100 1 25 430 1163 1553 1467 220 C4 17 178 020 100 1 25 500 971 1777 16 79 250 DI 31 084 046 100 1 25 200 650 913 749 0 D2 32 064 080 100 1 25 35 800 167 056 360 D3 33 050 060 100 1 25 150 10 00 536 375 60 D D4 34 0 14 035 1 00 125 25 2500 242 2 14 0 D5 35 0 28 049 100 1 25 70 2 00 759 607 120 D6 36 0 14 085 100 1 25 25 200 186 028 90 D7 37 037 049 100 1 25 40 650 399 3 11 200 D8 38 028 075 100 1 25 30 200 295 --1-32 215 El 18 090 020 100 l 25 200 2143 8 66 8 18 70 E E2 19 253 020 100 1 25 290 1250 1245 1176 230 E3 20 185 020 100 1 25 280 1071 1288 12 16 300 TST INC CONSULTING 7/14/99 ENGINEERS 000_HYDIIdXLS m = = m TABLE 1 HYDROLOGIC CALCULATIONS WORKSHEET BASINr SUB „ BASIN DESIGN hPOIN,T, AVERAGE GUTTER SLOPE (°/.) „a GUTTER FLOW i VELOCITY u r (fps) I' f l GUTTER u�TRA,VE�LTIME a Tt Ili 1 4 (�n) r TIME OF CONCENTRATION 'i 'Tc a � Tc 2 ]00. 3? ° yr Ii ` (+�) 1 L (�) RAINFALLIINTENSITY ' I� ' 2 yY I r (h qw) _ i 4 I I 100'-yr '' (6hr) , PEAK DISCHARGE' r V i i Q' i 2 yr a' 111 1100.yT 0s) ' (cfs) Al 1 5 50 384 230 858 757 270 700 448 1452 A2 2 370 548 082 216 136 330 700 050 134 A2 1 2 086 264 110 300 1 94 330 700 028 073 A22 13 250 451 303 473 374 330 700 361 957 A2 3 13 400 570 263 5 15 3 86 330 700 264 699 A3 2 4 16 581 034 175 103 330 700 024 065 A4 3 212 415 209 480 3 57 330 700 370 982 A A5 3 220 423 170 448 321 330 700 131 348 A6 2 400 570 173 259 230 330 700 1 13 299 A7 4 3 50 307 234 642 532 295 700 200 594 AB 10 667 423 026 231 1 70 330 700 063 168 A9 5 2000 733 007 304 218 330 700 084 222 A10 6 000 000 000 402 282 330 700 095 252 All 7 000 000 000 101 066 330 700 046 123 Al2 8 000 000 000 338 247 330 700 075 200 A l3 9 060 221 166 449 276 330 700 129 341 A l4 9 100 285 339 621 449 300 700 267 778 B B l 11 230 415 3 85 967 793 255 700 5 16 1769 B5 14 225 428 363 662 495 300 700 3 19 931 C 1 21 900 492 1 22 1745 1531 200 590 565 2082 C C2 15 435 342 1 12 1293 1197 230 660 132 472 C3 16 455 3 50 1 05 1658 1572 200 590 092 341 C4 17 400 329 1 27 1905 18 06 190 550 068 245 DI 31 000 000 000 913 749 255 700 099 338 D2 32 333 520 1 15 282 171 330 700 169 448 D3 33 300 284 035 571 4 10 3 10 700 093 263 D D4 34 000 000 000 242 2 14 330 700 0 16 043 D5 35 200 232 086 846 693 270 700 037 120 D6 36 230 4 15 036 222 064 330 700 039 104 D7 37 200 232 144 533 455 330 700 060 159 D8 38 l 15 329 109 394 241 330 700 069 184 El 18 571 392 030 895 847 260 700 047 158 E E2 19 435 342 1 12 1 13 58 12 88 220 640 1 11 405 E3 20 333 299 167 1455 13 83 2 10 630 078 291 TST INC CONSULTING 7/14/99 ENGINEERS 000—HI DIIdXLS m M = = m in= m m m = = w m m m TABLE 2 SUMMARY OF ATTENUATED RUNOFF lii �I i1 IIa ' 1BASIN DESIGN POINT x I iw II �Ii�1 i/ i'lhil 11CONTRD3UTINGlp�l 1 II 11IIp 5 BASINS 1 l t� I�B d i t CONIRI811'I7IQG QI 1 AREAIy I mill I Ac 1i ( 1 I i RUNOFF �� COE '� h C� t II tFREQULTNCY COEFF yF II ill C{IIJ II �1 1111 Cf Ild 1 rn I + 1100- 1 2 tT L�a1 3'r 1 1 TIME OF CONCENTRATION 4 Tc el t TIC .. 1) h 2 yr10I4F III 11 100 r' I I min h1111 �I 11 t n) . r Ki � {I _(win) RAINFALL INTENSITY 4 Ip K I 11 p 12 ycI111 1 p I00 yr, R I ` 11111 I tJhr Inlhr IIPEAKDISCHARGE i Q I �Q t 2 yr 1,00-#T II� 11Pi`I II di i(dr) t 09 A14 114 078 100 125 621 449 3 00 700 267 778 -9 A13 050 078 100 125 449 276 330 700 129 341 9 AB AI4 164 078 too 125 621 449 3 00 700 3 84 1119 8 Al2 040 057 100 125 338 247 330 700 075 200 7 All DP 8 062 059 100 125 338 247 330 700 122 323 6 Al O,DP 7 DP 9 274 071 100 125 621 449 300 700 581 1694 A 5 A9 DP 6 317 069 100 125 621 449 300 700 657 1916 4 A7 1 19 057 too 125 642 532 295 700 200 394 3 A4 A5 214 071 100 125 480 357 330 700 501 1329 10 A8 DP 5 349 068 100 125 621 449 300 700 715 2084 t0 A8 DP 4 DP 5 468 065 100 125 642 532 295 700 903 2678 2 A3 A6 DP3 Z60 074 100 125 480 357 330 700 639 1693 2 A3 A6 DP3 DPIO 728 069 100 125 642 S32 295 700 1474 4371 13 A2 Z A2 3 250 076 100 125 515 386 1 330 700 625 1656 2 A2, A2 1 DP 13 79 076 100 12.5 515 386 330 700 703 1863 A2 A21 A3 A6 DP3 DPIQDPl3 1007 071 100 125 642 532 295 700 2102 6234 1 Al DP 2 1393 063 100 1 125 858 757 270 700 372 7686 B 14 B5 140 076 100 125 662 495 300 700 319 931 11 B I 337 060 100 125 967 793 255 700 516 1769 A/B IS BASIN A. BASINB 1870 063 100 125 1 967 793 255 700 3027 10387 21 Cl 743 038 100 125 1745 1531 200 590 565 2082 C 15 C2 DP 21 972 035 1 00 1 2S 1745 1531 200 590 679 2504 16 C3 DP 15 1203 032 too 1 25 1745 1572 200 590 772 2845 17 C4 DP 16 1391 031 100 125 1905 1806 190 550 801 2897 37 D7 037 049 100 125 533 455 330 700 060 159 36 D6 DP 37 051 059 too 125 533 455 330 700 099 263 D 35 D5 028 049 too 125 1 846 693 270 700 037 120 34 D4 DP 35 042 044 too 125 846 693 270 700 050 163 33 D3 DP 34 092 053 1 100 125 946 693 270 700 131 425 32 D2 064 080 100 125 282 171 330 700 169 448 32 DZ DP 33 156 064 100 125 846 693 270 7 00 270 873 31 DI DP32 240 058 100 125 913 749 255 700 353 1212 38 DP36 OFFSITE, DP32 PASSING D8 703 061 100 125 2390 2240 167 472 270 2220 I8 El BASIN A, BASIN 1960 061 100 12S 967 847 255 700 3113 10544 E 19 E2 DP 18 22 13 0 57 1 00 1 25 13 5H 12 88 2 20 6 40 27 62 10045 20 E3 DP 19 2399 054 100 125 1455 1383 210 630 2715 10180 TST INC CONSULTING -Mmtes not all bases contributing 7/14/99 ENGINEERS Of0site area is 6 24 Ac Runoff coefficient of 0 60 4 4 cis into the offsite inlet on Harmony 000 II Ijd XIS ' TSTINC Consulting Engineers CLIENT JOB NO 69'Z -7 -001 ' PROJECT /'/may '"�'E ��y D CALCULATIONS FOR MADE BY 17/),& DATE -71'3 CHECKED BY DATE SHEET OF ' 5�,mAs,a Al /3 y ImR, 87 i P&-�Zv 4j�c=Cl3(15)t 87(35� 043 ' :af3S451163 AZ ! 73� Jnw 27�,, Paw 0� 4- Z7( U)3/1=0,76 ' G0507/3 84 I APPENDIX B Street Capacity Analysis 1 1 1 1 � m m m m m m m ! m m m m m m m TABLE 3 SUNEV(ARY OF STREET CAPACITY ANALYSIS BASIN d DESIGN POINT „j CONTRIBU f1P1G SUBBASINS q STREt; NAME 1 11 STREET" SLOPE'," (A) 1',' 1 �' CAPACITY REIJUCTION FACTOR ALLOWABLE CAPACITY �� Qai, ' Qa) 2 yr 100 yr (cfs) (crs) PEAK DISCHARGEO Qk' ' r Q ' 2 yi 100 yr, (cfs) i (crs) 9 A14 PRAIRIE RIDGE DR too 08 572 1376 267 778 3 A4 'CHOKECHERRY TRAIL 600 04 1447 3282 370 992 A 2 A6 MORNING DOVE LN 200 08 935 1895 113 299 2 A3 A4 A5 A6 DUSTY SAGE 200 08 835 1895 639 1693 13 A2 2 DUSTY SAGE too 08 591 1340 361 957 13 A2 3 MORNING DOVE LN 200 09 935 1895 264 699 2 A2 1 A2 2 A2 3 A6 'DUSTY SAGE 100 08 1 181 2680 8 15 2162 B 14 B5 DUSTY SAGE LOOP 100 08 591 1340 3 19 931 11 B I *PRAIRIE RIDGE DR 300 072 991 4288 5 16 1769 D 36 D6 D7 SENECA ST 200 08 908 1858 099 263 32 D2 'CHOKECHERRY TRAIL 2 00 08 835 3790 169 448 38 D8 OFFSITE D6 D7 D2 NEW HARMONY RD 1 15 08 934 5271 270 2220 TST INC CONSULTING 7/14/99 ENGINEERS ' Denotes capacity shown is for full street width 000 HYD1Id XLS I t 1 1 I APPENDIX C Storm Sewer Design 1 TABLE 4 SUMMARY OF STORM SEWER DESIGN I 11 III 0 }' w LINE ili r FROM , li (DO,WN STREAM) 'I TO (ur, STREAM) c DESIGN a y i�FLOW iE pl ,(cfs) PIPE Ira t DIAMETER a (in } i��l �j� 11 Ilia PI Ili 14 �Yr MATERIAL EXISTING CHANNEL MH #IA 237 15 RCP ST 1 MH #IA MH #113 237 15 RCP MH #1 B POND D 237 15 RCP POND D INLET 2A 730 15 RCP ST 2 INLET 2A INLET 213 620 15 RCP INLET 2B DP 33 430 15 RCP CHANNEL MH #4A 1769 24 RCP ST4 MH #4A MH #413 1769 15 RCP MH #413 INLET 4A 1769 15 RCP ST 5 CHANNEL MH #5A 7686 48 RCP MH #5A DPI 7686 48 RCP CHANNEL MH #6A 931 18 RCP ST-6 MH #6A MH #613 931 15 RCP M K #613 INLET 6A 931 15 RCP CHANNEL INLET 7A 6234 36 RCP ST 7 INLET 7A INLET 713 4371 30 RCP INLET 7B DP 2 2678 24 RCP ST 8 DP 2 DP 4 594 18 RCP ST 9 POND DP 7 323 15 RCP ST 10 POND INLET IOA 1119 18 RCP INLET 10A INLET I OB 778 15 RCP ST 11 CHANNEL MH # I 1 A 2082 3000 RCP MH # 11 A DP 21 2082 2400 RCP ' TST, INC CONSULTING ENGINEERS 7/15/99 000_HYD11d XLS ' TS r, me Consulting Engineers q CLIENT �J /7 JOB NO D / Z -7 - OO / PROJECT c�Y ii/DLL rQ�pV D CALCULATIONS FORM MADE BY L F DATE 7�Z'/r / CHECKED BY DATE SHEET OF Z NY-4 Aa�ws�s / ' /%v 205A Darc�l � DP / G//AF7,✓� 76 !v%/, Z / 9 2G • 3 /N��?rm ///rc73' FlAt = gy, porrD 1W uvr= 7,3 s Ive /v= g/O 4h 1 1 t 1 I Ouru--i" fo O- /N✓= -73� /z n is v ' / 3 elmz /�✓ /N- �y Zs /Ah✓ //.)= 9,f /N✓ ivrz �3 5z /,)v du>- 95 38 T.P Alf — NY 8 k4ys E5 .L vP'wgk Amcysq —� 1 G0507/3 84 CiaE �jT- 5 DµTCEr PIPE 1 'CURRENT DATE CURRENT TIME 1 07-14-1999 15 36 59 FHWA CULVERT ANALYSIS HY-8, VERSION 4 0 FILE DATE 07-08-1997 FILE NAME ST-5_OUT C SITE DATA CULVERT SHAPE, MATERIAL, INLET U L INLET OUTLET CULVERT BARRELS V ELEV. ELEV LENGTH SHAPE SPAN RISE MANNING INLET (FT) (FT) (FT) MATERIAL (FT) (FT) n TYPE 1 73 88 73 50 76 64 1 RCP 4 00 4 00 013 CONVENTIONAL 2 3 4 6 ' FILE ST-5_OUT DISCHARGE 0 9 18 27 36 45 54 ' 63 72 -,77 ' 28980 The ab CULVERT HEADWATER ELEVATION (FT) DATE 07-08-1997 1 2 3 4 5 6 ROADWAY 73 88 0 00 0 00 0 00 0 00 0 00 8 00 74 94 0 00 0 00 0 00 0 00 0 00(92 90 04 75 53 0 00 0 00 0 00 0 00 0 0091 23 76 03 0 00 0 00 0 00 0 00 0 00 24 76 46 0 00 0 00 0 00 0 00 0 0093 13 76 83 0 00 0 00 0 00 0 00 0 0093 95 77 19 0 00 0 00 0 00 0 00 0 00 { 94 72 77 53 0 00 0 00 0 00 0 00 0 00 1 95 45 77 87 0 00 0 00 0 00 0 00 0 00 96 15 78 06 0 00 0 00 0 00 0 00 0 00 96 51 8 74 0 00 0 00 0 00 0 00 0 00 97 46 97 64 0 00 0 00 0 00 0 00 0 00 0 00 Q and HW are for a point above the roadway x4rtn SuR ,SCE /S 5e"t,1 ' /,01/67z-r iu 61 MR '°L5A �dr r iN E4e- CF m N �sA CURRENT CURRENT DATE 07-14-1999 TIME 15 36 59 PERFORMANCE CURVE FOR CULVERT # 1 - 1 ( 4 FILE DATE FILE NAME BY 4 ) RCP 2 07-08-1997 ST-5_OUT DIS- CHARGE HEAD- INLET WATER CONTROL OUTLET CONTROL FLOW NORMAL CRITICAL OUTLET TAILWATER FLOW ELEV DEPTH DEPTH TYPE DEPTH DEPTH VEL DEPTH VEL DEPTH (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (fps) (ft) (fps) (ft) 0 73 88 0 00 0 00 0-NF 0 00 0 00 0 00 0 00 0 00 0 00 9 74 94 1 06 1 06 1-S2n 0 80 0 86 4 99 0 80 4 07 0 35 18 75 53 1 65 1 65 1-S2n 1 13 1 24 6 13 1 13 5 05 0 51 ' 27 76 03 2 15 2 15 1-S2n 1 40 1 53 6 87 1 40 5 70 0 63 36 76 46 2 58 2 58 1-S2n 1 64 1 78 7 40 1 64 6 19 0 73 45 76 83 2 95 2 95 1-S2n 1 86 2 01 7 84 1 86 6 59 0 82 ' 54 77 19 3 31 3 31 1-S2n 2 08 2 20 8 20 2 08 6 94 0 90 63 77 53 3 65 3 65 1-S2n 2 28 2 39 8 50 2 28 7 24 0 98 72 77 87 3 99 3 99 1-S2n 2 49 2 56 8 75 2 49 7 51 1 04 'y 77 78 06 4 18 4 18 5-S2n 2 61 2 65 2 61 7 64 1 08 90 78 74 4 73 4 86 2-M2c 2 94 2 87 2 87 7 98 1 17 E1 inlet face invert 73 E1 inlet throat invert 0 88 00 ft ft E1 E1 outlet inlet nvert rest 73 50 ft 0 00 ft �iva.4r� �Uu?GeTis ***** SITE DATA ***** CULVERT INVERT ************** RE.6L INLET STATION (FT) 76 64 INLET ELEVATION (FT) 73 88 OUTLET STATION (FT) 0 00 ' OUTLET ELEVATION (FT) 73 50 NUMBER OF BARRELS 1 SLOPE (V-FT/H-FT) CULVERT LENGTH ALONG SLOPE (FT) 0 76 0050 64 ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE CIRCULAR BARREL DIAMETER 4 00 FT BARREL MATERIAL CONCRETE BARREL MANNING'S N 0 013 INLET TYPE CONVENTIONAL INLET EDGE AND WALL SQUARE EDGE WITH HEADWALL INLET DEPRESSION NONE ' r CURRENT DATE 07-14-1999 CURRENT TIME 15 36 59 1 TAILWATER 3 FILE DATE 07-08-1997 FILE NAME ST-5_OUT ******* REGULAR CHANNEL CROSS SECTION **************** BOTTOM WIDTH (FT) 5 00 SIDE SLOPE H/V (X 1) 4 0 CHANNEL SLOPE V/H (FT/FT) 0 050 MANNING'S N ( 01-0 1) 0 035 CHANNEL INVERT ELEVATION (FT) 73 50 CULVERT NO 1 OUTLET INVERT ELEVATION 73 50 FT 1 ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W S E FROUDE DEPTH VEL SHEAR (CFS) (FT) NUMBER (FT) (FPS) (PSF) 0 00 73 50 0 000 0 00 0 00 0 00 9 00 73 85 1 220 0 35 4 07 1 08 18 00 74 01 1 250 0 51 5 05 1 58 27 00 74 13 1 264 0 63 5 70 1 97 36 00 74 23 1 274 0 73 6 19 2 29 45 00 74 32 1 281 0 82 6 59 2 57 54 00 74 40 1 286 0 90 6 94 2 82 63 00 74 48 1 291 0 98 7 24 3 05 72 00 74 54 1 295 1 04 7 51 3 26 76 86 74 58 1 297 1 08 7 64 3 37 90 00 74 67 1 303 1 17 7 98 3 64 ' ROADWAY OVERTOPPING DATA ROADWAY SURFACE PAVED ' EMBANKMENT TOP WIDTH (FT) 1 00 CREST LENGTH (FT) 1 00 OVERTOPPING CREST ELEVATION (FT) 88 00 1 11 i �R1 LtT �,I�c 1 'CURRENT DATE 07-14-1999 FILE DATE 07-08-1997 CURRENT TIME 15 56 06 FILE NAME ST-5_IN 1 L FHWA CULVERT ANALYSIS HY-8, VERSION 4 0 C SITE DATA CULVERT SHAPE, MATERIAL, INLET U L INLET OUTLET CULVERT BARRELS V ELEV ELEV LENGTH SHAPE SPAN RISE MANNING INLET (FT) (FT) (FT) MATERIAL (FT) (FT) n TYPE 1 88 50 86 96 19 32 1 RCP 4 00 4 00 013 CONVENTIONAL 2 3 4 5 6 ' FILE ST-5_IN CULVERT HEADWATER ELEVATION (FT) DATE 07-08-1997 DISCHARGE 1 0 88 50 9 89 41 18 90 00 27 90 50 36 90 93 45 91 30 54 91 66 ' 63 92 00 72 92 34 —20 77 92 53 90 93 08 216 102 76 The above Q ang 1 1 2 3 4 5 6 ROA 0 00 0 00 0 00 0 00 0 00 93 00 0 00 0 00 0 00 0 00 0 00 4 0 00 0 00 0 00 0 00 0 00 96 23 0 00 0 00 0 00 0 00 0 00 97 24 0 00 0 00 0 00 0 00 0 00 98 13 0 00 0 00 0 00 0 00 0 00 98 95 0 00 0 00 0 00 0 00 0 00 99 72 0 00 0 00 0 00 0 00 0 00 100 45 0 00 0 00 0 00 0 00 0 00 101 15 0 00 0 00 0 00 0 00 0 00 101 51 0 00 0 00 0 00 0 00 0 00 102 46 0 00 0 00 0 00 0 00 0 00 0 00 are for a point above the roadway f/�LD /�u ✓DiA 6 i S �fZvW Y►�i�X W 5 EGEd )Iglr hl S Fu'P U/ Pe"aD 2 LURRENT DATE 07-14-1999 FILE DATE 07-08-1997 CURRENT TIME 15 56 06 FILE NAME ST-5 IN PERFORMANCE CURVE FOR CULVERT # 1 - 1 ( 4 BY 4 ) RCP DIS- CHARGE FLOW (cfs) HEAD- INLET WATER CONTROL ELEV DEPTH (ft) (ft) OUTLET CONTROL DEPTH (ft) FLOW TYPE <F4> NORMAL DEPTH (ft) CRITICAL OUTLET DEPTH VEL DEPTH (ft) (fps) (ft) TAILWATER VEL DEPTH (fps) (ft) 0 88 50 0 00 0 00 0-NF 0 00 0 00 0 00 0 00 0 00 -8 90 9 89 41 0 91 0 91 1-S2n 0 41 0 86 10 77 0 47 0 00 -8 90 18 90 00 1 50 1 50 1-S2n 0 54 1 24 11 82 0 71 0 00 -8 90 27 90 50 2 00 2 00 1-S2n 0 67 1 53 12 50 0 91 0 00 -8 90 36 90 93 2 43 2 43 1-S2n 0 80 1 78 13 04 1 08 0 00 -8 90 ' 45 54 91 91 30 66 2 80 3 16 2 80 3 16 1-S2n 1-S2n 0 0 88 97 2 2 01 20 13 13 47 90 1 1 25 39 0 0 00 00 -8 90 -8 90 63 92 00 3 50 3 50 1-S2n 1 05 2 39 14 26 1 53 0 00 -8 90 72 92 34 3 84 3 84 1-S2n 1 13 2 56 14 61 1 66 0 00 -8 90 --�>77 92 53 4 03 4 03 5-S2n 1 17 2 65 14 79 1 73 0 00 -8 90 90 93 08 4 58 4 58 5-S2n 1 27 2 87 15 1 90 0 00 -8 90 E1 inlet face invert 88 50 ft E1 outle invert 86 96 ft E1 inlet throat invert 0 00 ft E1 inle crest 0 00 ft **** SITE DATA ***** CULVERT INVERT ************** amner /5 To INLET STATION (FT) 19 26 /rim SA INLET ELEVATION (FT) 88 50 OUTLET STATION (FT) 0 00 ' OUTLET ELEVATION (FT) 86 96 NUMBER OF BARRELS 1 ' SLOPE (V-FT/H-FT) CULVERT LENGTH ALONG SLOPE (FT) 0 19 0800 32 ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE CIRCULAR BARREL DIAMETER 4 00 FT BARREL MATERIAL CONCRETE BARREL MANNING'S N 0 013 ' INLET TYPE CONVENTIONAL INLET EDGE AND WALL SQUARE EDGE WITH HEADWALL _ INLET DEPRESSION NONE I LURRENT DATE CURRENT TIME 07-14-1999 15 56 06 TAILWATER CONSTANT WATER SURFACE ELEVATION 1 78 06 ROADWAY OVERTOPPING DATA ' ROADWAY SURFACE EMBANKMENT TOP WIDTH (FT) CREST LENGTH (FT) OVERTOPPING CREST ELEVATION (FT) 1 1 PAVED 1 00 1 00 93 00 3 FILE DATE 07-08-1997 FILE NAME ST-5_IN a 1 CURRENT DATE 07-15-199? CURRENT TIME 11 38 02 FHWA CULVERT ANALYSIS HY-8, VERSION 4 0 G /Pi 77- (a fl)CF- iz launET) 1 FILE DATE 07-08-1997 FILE NAME ST-6_P12 C U SITE DATA CULVERT SHAPE, MATERIAL, INLET L INLET OUTLET CULVERT BARRELS V ELEV ELEV LENGTH SHAPE SPAN RISE MANNING INLET (FT) (FT) (FT) MATERIAL (FT) (FT) n TYPE 1 73 52 73 00 103 00 1 RCP 1 50 1 50 013 CONVENTIONAL 2 3 5 /01 �IGP 6 FILE ST-6_P12 DISCHARGE 0 1 73 52 2 74 25 4 74 74 ' 6 75 05 8 9 75 79 12 6 81 14 77 73 16 78 78 ' 18 20 79 92 81 20 30 89 5 The above Q d CULVERT HEADWATER ELEVATION (FT) 2 3 4 5 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 i 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 HW are for a point above the roadway -W*rtk Swee4cE /s 5Ez0w /,c/reP-r ijo P m N -h�6•4 DATE 07-08-1997 6 ROADWAY 0 00 84 25 0 00 5 0 00 85 44 0 00 85 80 0 00 86 13 0 00 86 33 0 00 86 72 0 00 86 98 0 00 87 24 0 00 87 48 0 00 87 72 0 00 0 00 1 W GA 2 'CURRENT DATE 07-15-1999 FILE DATE 07-08-1997 CURRENT TIME 11 38 02 FILE NAME ST-6_P12 ' PERFORMANCE CURVE FOR CULVERT # 1 - 1 ( 1 5 BY 1 5 ) RCP DIS- CHARGE HEAD- WATER INLET CONTROL OUTLET CONTROL FLOW NORMAL CRITICAL OUTLET TAILWATER FLOW ELEV DEPTH DEPTH TYPE DEPTH DEPTH VEL DEPTH VEL DEPTH (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (fps) (ft) (fps) (ft) t0 73 52 0 00 0 00 0-NF 0 00 0 00 0 00 0 00 0 00 0 00 2 74 25 0 73 0 73 1-S2n 0 53 0 53 3 61 0 53 2 45 0 15 4 74 74 1 13 1 22 2-M2c 0 78 0 76 4 42 0 76 3 12 0 22 6 75 05 1 46 1 53 2-M2c 1 02 0 94 5 12 0 94 3 57 0 28 8 75 37 1 82 1 85 6-FFn 1 50 1 09 4 53 1 50 3 92 0 32 --�i9 75 79 2 10 2 27 6-FFn 1 50 1 18 5 2 1 50 4 12 0 35 ' 12 76 81 2 82 3 29 6-FFn 1 50 1 31 6 79 1 50 4 46 0 41 14 77 73 3 49 4 21 6-FFn 1 50 1 40 7 92 1 50 4 68 0 44 16 78 78 4 26 5 26 6-FFn 1 50 1 49 9 05 1 50 4 87 0 48 18 79 92 5 13 6 40 6-FFn 1 50 1 50 10 19 1 50 5 05 0 51 ' 20 81 20 6 09 7 68 6-FFn 1 50 1 50 11 32 1 50 5 21 0 54 ri E1 inlet face invert 73 52 ft E1 outlet /invert 73 00 ft E1 inlet throat invert 0 00 ft E1 inlet crest 0 00 ft SITE DATA ***** CULVERT INVERT Pc )cmE-r i.PRAP INLET STATION (FT) 103 00Q INLET ELEVATION (FT) 73 52 OUTLET STATION (FT) 0 00 ' OUTLET ELEVATION (FT) 73 00 NUMBER OF BARRELS 1 SLOPE (V-FT/H-FT) 0 0050 CULVERT LENGTH ALONG SLOPE (FT) 103 00 ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE CIRCULAR BARREL DIAMETER 1 50 FT BARREL MATERIAL CONCRETE BARREL MANNING'S N 0 013 INLET TYPE CONVENTIONAL INLET EDGE AND WALL SQUARE EDGE WITH HEADWALL INLET DEPRESSION NONE I ' CURRENT DATE CURRENT TIME 11 07-15-1999 11 38 02 TAILWATER 3 FILE DATE 07-08-1997 FILE NAME ST-6_P12 ******* REGULAR CHANNEL CROSS SECTION **************** BOTTOM WIDTH (FT) 5 00 SIDE SLOPE H/V (X 1) 4 0 CHANNEL SLOPE V/H (FT/FT) 0 050 MANNING'S N ( 01-0 1) 0 035 CHANNEL INVERT ELEVATION (FT) 73 00 CULVERT NO 1 OUTLET INVERT ELEVATION 73 00 FT ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL ' FLOW W S E FROUDE DEPTH VEL SHEAR (CFS) (FT) NUMBER (FT) (FPS) (PSF) 0 00 73 00 0 000 0 00 0 00 0 00 2 00 73 15 1 131 0 15 2 45 0 46 4 00 73 22 1 176 0 22 3 12 0 68 6 8 00 00 73 73 28 32 1 1 200 215 0 0 28 32 3 3 57 92 0 1 86 01 9 31 73 35 1 222 0 35 4 12 1 10 12 00 73 41 1 233 0 41 4 46 1 27 ' 14 00 73 44 1 240 0 44 4 68 1 38 16 00 73 48 1 245 0 48 4 87 1 48 18 00 73 51 1 250 0 51 5 05 1 58 20 00 73 54 1 254 0 54 5 21 1 67 ROADWAY OVERTOPPING DATA ROADWAY SURFACE ' EMBANKMENT TOP WIDTH (FT) CREST LENGTH (FT) OVERTOPPING CREST ELEVATION (FT) I I 1 PAVED 1 00 1 00 84 25 I I 1 1 1 STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL Developed by Dr James Guo, Civil Eng Dept U of Colorado at Denver Metro Denver Cities/Counties & UDFCD Pool Fund Study USER TST Inc Consulting Engineers ON DATA 07-15-1999 AT TIME 11 49 45 VERSION=07-17-1995 *** PROJECT TITLE Harmony Ridge - ST-6 *** SUMMARY OF HYDRAULICS AT MANHOLES ------------------------------------------------------------------------------- MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION MINUTES INCH/HR CFS FEET FEET ------------------------------------------------------------------------------- 2 00 0 00 0 00 0 00 9 31 5088 75 5085 00 OK 3 00 23 72 347 68 0 39 9 31 5102 50 5096 53 OK 4 00 13 95 172 10 0 67 9 31 5118 95 5111 10 OK 5 00 12 82 153 62 0 73 9 31 5118 95 5111 42 OK OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION *** SUMMARY OF SEWER HYDRAULICS THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= 85 --NOTE ----- ----------------------------------------------------------------------- SEWER MANHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE) DIA(RISE) DIA(RISE) WIDTH ID NO ID NO (IN) (FT) (IN) (FT) (IN) (FT) (FT) ------------------------------------------------------------------------------- 23 00 3 00 2 00 ROUND 13 42 15 00 15 00 0 00 34 00 4 00 3 00 ROUND 10 31 15 00 15 00 0 00 45 00 5 00 4 00 ROUND 10 29 15 00 15 00 0 00 DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES DIMENSION UNITS FOR BOX SEWER ARE IN FEET REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE FOR A NEW SEWER FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE OTHERWISE, EXISITNG SIZE WAS USED ------------------------------------------------------------------------------- SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT ID FLOW Q FULL Q DEPTH VLCITY DEPTH VLCITY VLCITY NO NUMBER CFS CFS FEET FPS FEET FPS FPS ------------------------------------------------------------------------------- 23 0 9 3 12 6 0 80 11 22 1 15 7 90 7 59 2 38 V-OK ' 34 0 9 3 25 4 0 52 19 07 1 15 7 90 7 59 5 34 V-OK 45 0 9 3 25 5 0 52 19 14 1 15 7 90 7 59 5 37 V-OK ' FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM % (FT) (FT) (FT) (FT) ' ---------------------------------------------------------------------- 23 00 3 77 5095 38 5084 25 5 87 3 25 OK I ' 34 00 15 33 5109 95 5098 25 7 75 3 00 OK 45 00 15 50 5109 95 5109 80 7 75 7 90 OK OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 1 FEET *** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS -------------- - --- --------------- --------------- ---- ------------------- -------- SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION FEET -------------- FEET -------------FEET------FEET------FEET------FEET 23 00 295 22 0 00 5096 63 5085 50 5096 53 5085 00 JUMP 34 00 76 34 0 00 5111 20 5099 50 5111 10 5096 53 JUMP _ 45 00 1 00 1 00 5111 20 5111 05 5111 42 5111 10 PRSS ED PRSS'ED=PRESSURED FLOW JUMP=POSSIBLE HYDRAULIC JUMP SUBCR=SUBCRITICAL FLOW *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS ------------------------------------------------------------------------------- UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE ' SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY ID NO ID NO ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID FT ------------------------------------------------------------------------------- 23 0 3 00 5097 50 12 50 0 05 0 00 0 00 0 00 2 00 5085 00 34 0 4 00 5112 07 13 67 1 01 0 90 0 00 0 00 3 00 5097 50 45 0 5 00 5112 31 0 02 0 25 0 22 0 00 0 00 4 00 5112 07 BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE NOTICE VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION A MINIMUM JUCTION LOSS OF 0 05 FT WOULD BE INTRODUCED UNLESS LATERAL K=0 FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS I 1 I I ' TST, INC consulting Engineers CLIENT l/� JOB NO 09ZT mU/ PROJECT 14AVAJY �OGE /�7 (/ I% CALCULATIONS FOR �!�R�''l 15re'»i MADE BY �i�tF DATE 7 �Z�99 CHECKED BY DATE SHEET Z OF UN6 ST-/v I I I r 1 DP `I wEST /Nzc-r ios -3537 n 15� OR 9 641 r 19�7=35z5 iv✓ 31'z 43Y G\YY / 15 RcP e / oy / i �i✓E sr-7 I S-w AwAcNca (%DEER OurPu7-� DP z, SeurH >7P z, NoR�I LAP Z /PLer '74 /NET 76 LucV6727- dPENi/JG 1(7 Oarrer �o n / �7 gi 7 I z Z 7 iG 71 fly- s /C- G0507/3 84 1 1 I 1 1 I I I I elmo s-r- -7 STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL Developed by Dr James Guo, Civil Eng Dept U of Colorado at Denver Metro Denver Cities/Counties 6 UDFCD Pool Fund Study ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ USER TST Inc Consulting Engineers ON DATA 07-15-1999 AT TIME 09 11 32 VERSION=07-17-1995 *** PROJECT TITLE Harmony Ridge - ST-7 *** SUMMARY OF HYDRAULICS AT MANHOLES ------------------------------------------------------------------------------- MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION MINUTES INCH/HR CFS FEET FEET ------------------------------------------------------------------------------- 1 00 0 00 0 00 0 00 62 34 5114 00 5115 32 NO 2 00 52 20 76 85 1 19 62 34 5118 75 5117 16 OK 3 00 13 77 5 94 4 53 62 34 5118 75 5117 47 OK 4 00 24 66 42 55 1 77 43 71 5118 75 5117 59 OK 5 00 12 82 12 87 3 41 43 71 5118 75 5117 91 OK 6 00 10 89 24 65 2 46 26 78 5119 00 5117 90 OK 7 00 1 13 5 00 23 80 26 78 5119 00 5118 48 OK OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION *** SUMMARY OF SEWER HYDRAULICS ------- NOTE ----------------------------------------------------------------------- THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= 85 SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE) DIA(RISE) DIA(RISE) WIDTH -------------- ID NO - --------- ID NO(IN)(FT) ------------ - (IN) ----------------------------- (FT) (IN) (FT) (FT) 12 00 2 00 1 00 ROUND 39 98 42 00 36 00 0 00 23 00 3 00 2 00 ROUND 39 98 42 00 36 00 0 00 24 00 4 00 2 00 ROUND 26 98 27 00 30 00 0 00 45 00 5 00 4 00 ROUND 26 98 27 00 30 00 0 00 46 00 6 00 4 00 ROUND 21 50 24 00 24 00 0 00 67 00 7 00 6 00 ROUND 21 50 24 00 24 00 0 00 DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES DIMENSION UNITS FOR BOX SEWER ARE IN FEET REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE FOR A NEW SEWER FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE OTHERWISE, EXISITNG SIZE WAS USED ---------------------------------------------------------------- SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL ID FLOW Q FULL Q DEPTH VLCITY DEPTH VLCITY VLCITY NUMBER CFS CFS FEET FPS FEET FPS FPS -- ----------------------------------------------------------- 12 0 62 3 47 3 3 00 8 82 2 53 9 81 8 82 23 0 62 3 47 3 3 00 8� 2 53 9 81 8 82 24 0 43 7 58 2 1 62 13 01 2 18 9 62 8 90 45 0 43 7 58 2 1 62 13 01 2 18 9 62 8 90 46 0 26 8 36 0 1 28 12 5 1 78 9 07 8 52 67 0 26 8 36 0 1 28 12 6 1 78 9 07 8 52 lZ/eA UVTLET , t PFi4 P --------------- FROUDE COMMENT NO 0 00 V-OK 0 00 V-OK 1 93 V-OK 1 93 V-OK 2 10 V-OK 2 10 V-OK 1 FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM ' $-------- (FT -- (FT) ( -------- 12 00 0 50 ------ 5114 09 5114 00 1 66 -3 00 NO 23 00 0 50 5114 09 5114 09 1 66 1 67 OK 24 00 2 00 5114 73 5114 08 1 52 2 17 OK ' 45 00 2 00 5114 73 5114 71 1 52 1 54 OK 46 00 2 52 5115 00 5114 73 2 00 2 02 OK 67 00 2 52 5115 00 5114 97 2 00 2 03 OK ' OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 1 FEET ' *** SUMMARY OF HYDRAULIC ------------------------------------------------------------------------------- GRADIENT LINE ALONG SEWERS SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION FEET FEET FEET FEET FEET FEET ------------------------------------------------------------------------------- 12 00 17 81 17 81 5117 09 5117 00 5117 16 5115 32 PRSS ED 23 00 1 00 1 00 5117 09 5117 09 5117 47 5117 16 PRSS'ED ' 24 00 32 27 32 27 5117 23 5116 58 5117 59 5117 16 PRSS'ED 45 00 1 00 1 00 5117 23 5117 21 5117 91 5117 59 PRSS'ED 46 00 10 71 10 71 5117 00 5116 73 5117 90 5117 59 PRSS ED ' 67 00 1 00 1 00 5117 00 5116 97 5118 46 5117 90 PRSS ED PRSS'ED=PRESSURED FLOW JUMP=POSSIBLE HYDRAULIC JUMP SUBCR=SUBCRITICAL FLOW ' *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS ------------------------------------------------------------------------------- UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE ' SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY ID NO ID NO ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID FT ------------------------------------------------------------------------------- 12 0 2 00 5118 36 3 04 0 25 0 00 0 00 0 00 1 00 5115 32 23 0 3 00 5118 67 0 01 0 25 0 30 0 00 0 00 2 00 5118 36 24 0 4 00 5118 83 0 36 0 08 0 10 0 00 0 00 2 00 5118 36 45 0 5 00 5111 15 0 01 0 25 0 31 0 00 0 00 4 00 5111 83 46 0 6 00 5119 03 0 15 0 05 0 06 0 00 0 00 4 00 5118 83 67 0 7 00 5119 61 0 01 0 50 0 56 0 00 0 00 6 00 5119 03 BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER ' LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE NOTICE VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION ' A MINIMUM JUCTION LOSS OF 0 05 FT WOULD BE INTRODUCED UNLESS LATERAL K=0 FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS I ' Harmony Ridge -- Existing Drainageway downstream of DP2 INPUT DATA DISCHARGE _ BOTTOM WIDTH = BED SLOPE _ SIDE SLOPE _ MANNINGS N = RESULTS NORMAL DEPTH = FLOW VELOCITY = HYDR DEPTH = TOP WIDTH = FROUDE NUMBER = SPECIFIC ENERGY= 1 1 62 340000 CFS 0 000000E+00 FT 8 000000E-02 FT/FT 4 000000 3 500000E-02 1 321318 FT 8 927485 FPS 6 606026E-01 FT 10 570550 FT 1 935669 2 558896 FT %3c%u f N�.onrAc /7a��y I [J 11 1 1 -------------- STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL Developed by Dr James Guo Civil Eng Dept U of Colorado at Denver Metro Denver Cities/Counties & UDFCD Pool Fund Study ----------------------------------- USER TST Inc Consulting Engineers ON DATA 07-14-1999 AT TIME 09 06 16 VERSION=07-17-1995 *** PROJECT TITLE Harmony Ridge - ST-10 *** SUMMARY OF HYDRAULICS AT MANHOLES ------------------------------------------------------------------------------- MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION ------------------------------------------------------------------------------- MINUTES INCH/HR CFS FEET FEET 2 00 0 00 0 00 0 00 11 19 5132 50 131 50 OK 3 00 41 31 563 48 0 27 11 19 5135 25 13 8 OK 4 00 13 77 131 74 0 81 11 19 5135 25 5133 45 OK 5 00 13 77 215 07 0 56 7 78 5135 37 5134 58 OK 6 00 12 82 195 61 0 61 7 78 5135 37 5134 7 OK OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION yR 'P *** SUMMARY OF SEWER HYDRAULICS 'P-ND NOTE ------------------------------------------------------------------------------- THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= 85 SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE) DIA(RISE) DIA(RISE) WIDTH ------------------------------------------------------------------------------- ID NO ID NO (IN) (FT) (IN) (FT) (IN) (FT) (FT) 23 00 3 00 2 00 ROUND 18 30 21 00 18 00 0 00 34 00 4 00 3 00 ROUND 18 30 21 00 18 00 0 00 35 00 5 00 3 00 ROUND 16 09 18 00 15 00 0 00 56 00 6 00 5 00 ROUND 16 09 18 00 15 00 0 00 DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES DIMENSION UNITS FOR BOX SEWER ARE IN FEET REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE OTHERWISE, EXISITNG SIZE WAS USED ------------------------------------------------------------------------------- SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT ID FLOW Q FULL Q DEPTH VLCITY DEPTH VLCITY VLCITY NO NUMBER CFS CFS FEET FPS FEET FPS FPS ------------------------------------------------------------------------------- 23 0 11 2 10 7 1 50 6 33 1 27 7 01 6 33 0 00 V-OK 34 0 11 2 10 7 1 50 6 33 1 27 7 01 6 33 0 00 V-OK 35 0 7 8 6 5 1 25 6 34 1 09 6 84 6 34 0 00 V-OK 56 0 7 8 6 5 1 25 6 34 1 09 6 84 6 34 0 00 V-OK DycNARlti -/V rc—'4MRE po,aD t' R iPRA P FROUDE NUMBER--0 INDICATES THAT A PRESSURED FLOW OCCURS ---------------------------------------------------------------------- SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM I 1 1 1 II� J IIL7 --------------------------------------------------------------------- % (FT) (FT) (FT) (FT) 23 00 1 04 5131 72 5131 00 2 03 -0 00 NO 34 00 1 04 5131 73 5131 72 2 02 2 03 OK 35 00 1 00 5132 42 5131 72 1 70 2 28 OK 56 00 1 00 5132 42 5132 41 1 70 1 71 OK OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 1 FEET *** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS --------------------------- SEWER SEWER SURCHARGED ID NUMBER LENGTH LENGTH FEET ------------------ 23 00 ------FEET 69 22 - 69 22 34 00 1 00 1 00 35 00 70 21 70 21 56 00 1 00 1 00 ------------------------------------------------ CROWN ELEVATION WATER ELEVATION FLOW UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION FEET FEET FEET FEET ------------------------------------------------ 5133 22 5132 50 5133 28 5131 50 PRSS'ED 5133 23 5133 22 5133 45 5133 28 PRSS'ED 5133 67 5132 97 5134 58 5133 28 PRSS'ED 5133 67 5133 66 5134 75 5134 58 PRSS'ED PRSS'ED=PRESSURED FLOW JUMP=POSSIBLE HYDRAULIC JUMP SUBCR=SUBCRITICAL FLOW *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS ------------------------------- UPST MANHOLE SEWER SEWER MANHOLE ENERGY FRCTION ID NO ID NO ELEV FT FT ------------------------------- 23 0 3 00 5133 90 2 40 34 0 4 00 5134 07 0 01 35 0 5 00 5135 20 1 01 56 0 6 00 5135 37 0 01 ---------------------------------------------- JUNCTURE LOSSES DOWNST MANHOLE BEND BEND LATERAL LATERAL MANHOLE ENERGY K COEF LOSS FT K COEF LOSS FT ID FT ---------------------------------------------- 0 50 0 00 0 00 0 00 2 00 5131 50 0 25 0 16 0 00 0 00 3 00 5133 90 0 46 0 29 0 00 0 00 3 00 5133 90 0 25 0 16 0 00 0 00 5 00 5135 20 BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE NOTICE VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION A MINIMUM JUCTION LOSS OF 0 05 FT WOULD BE INTRODUCED UNLESS LATERAL K=0 FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS I LJ 1 APPENDIX D Inlet Analysis and Design 1 1 1 m = = = m = = m TABLE 5 SUMMARY OF INLET ANALYSIS AND DESIGN r r BASIN 111 DESIGN POINT I IF lt, ,� INLET TYPE a ,, �� CONDITION " ,t 4 PONDING4 DEPTH (ft) , ALLOWABLE CAPACITY (cfs) 1 100 yr DESIGN FLOW (cfs)' r MIMIMUMr ii INLET LENGTH (ft) ACTUAL INLET LENGTH 001 2 NORTH TYPE R SUMP 0 D0 099 1693 1710 17 A 2 SOUTH TYPE R SUMP 050 099 1863 1882 20 9 WEST TYPE R SUMP 045 081 778 963 10 9 EAST TYPE R SUMP 045 076 341 449 5 11 TYPE R SUMP 100 2 13 1769 832 9 H 12 TYPE R SUMP 100 225 2414 1073 11 14 TYPE R SUMP 030 1 094 931 996 10 D 32 WEST TYPE R ON GRADE NA 1 95 300 1000 10 32 EAST TYPE R ON GRADE NA 105 150 1000 10 TST INC CONSULTING 7/16/99 ENGINEERS 000 HYDIjd XLS ' TST, INC Consulting Engineers CLIENT /�� JOB NO 0977 �/ 1 PROJECT 11W w"y (�O�E D CALCULATIONS FOR /NxlErf MADE BY fex DATE / �'I�°fi CHECKED BY DATE SHEET OF /�IoN �ia'r Z souTt/ /NGf7' /7�� `rig CKRB /NI G 56 f� Sitim.P� N = /�G3 �} C4V,4c /ry 1R;dc7/0,u >54,-rcoz = d 90 pp G0507/3 84 z m HEIGHT OF OPENING (h) IN FEET GO) N N IN 46 01 Ol V (D to O 32 UI N N W t►1 w OD l0 m N N ui L" cn I v HEIGHT OF OPENING (h) IN INCHES I \\ n o \o p 0 30 � A W Ni 2 o CAPACITY PER FOOT OF LENGTH OF OPENING (Q/L) IN C FS PER FOOT cr m r I— N w A _ m m O 5 Z N O N W A 001 pOp_ N (AA O) co O — I \ O ai (n 1 I \ o z (n \ m m _ m_ U) I \ U z RATIO OF DEPTH OF WATER IN GUTTER, yo, TO HEIGHT OF OPENING,h,(yo/h) IN FT/FT o v m Z N W A U Of V CID to — — N O to W A N r7kriiil N N O 5i � L o Z r ?{ L i y IN 7 LJ APPENDIX E Channel, Spillway and Rcprap Design [1 11 I e 11 m M TABLE 6 SUMMARY OF RIPRAP DESIGN t c h y BASIN 1 1 1 1 1 II Y I, I I L0001ION& 1 ,DESCRIPTION � �I I 100 yr1 DESIGNS FLO1Y, � (da) 1 1 1 1 1 1 I I �� 1 1001 yr' 1,ELOCITY, 1 (fps) ' Il 1 1 1 PIPE SIZE 1 I(Ir{,)i r1 11 ¢ I I 'DEPTH 4T 1 OUTLET; 1 n II r(ft�'li � 1 1 ' +RIPRAP 1 1 � I ;� DESIGN CONTROLS I�' " I'li "' I 1 Q/Dt it » Y/DI , II 1 1 1 I ; CHANNEL ,1 i 'ISLOP9 '' 14+ i� (°Je) K �' ` VS /(S'1)1 I �Ir(Si=215)t111L 11 o 1 RIPRAPr, � ro SIZE old SUBBASIN Al CHANNEL 7686 770 NA NA NA NA 550 360 CLASS 9 LINE ST 7 OUTLET 6234 982 36 132 1200 044 NA NA CLASS 12 POND A8 SPILLWAY 2094 250 NA NA NA NA 750 123 CLASS 9 A SUBBASIN All CHANNEL 1916 626 NA NA NA NA 750 308 CLASS 9 POND A9 SPILLWAY l9 16 240 NA NA NA NA 550 112 CLASS 9 SUBBASIN A9 CHANNEL 1694 838 NA NA NA NA 2500 507 CLASS 12 POND AIO SPILLWAY 1694 1 89 NA NA NA NA 2500 114 CLASS 9 LINE ST 10 OUTLET 112 6 33 18 050 610 033 NA NA CLASS 9 POND Al2 SPILLWAY 200 114 NA NA NA NA 200 045 CLASS 9 C LINE ST 1 I OUTLET 2082 652 30 055 527 022 NA NA CLASS 12 D LINE ST 2 OUTLET 73 592 15 125 522 100 NA NA CLASS 9 LINE ST I OUTLET 237 376 15 125 170 100 NA NA CLASS 9 E SUBBASIN E2 DRAINAGEWAY SUBBASIN El DRAINAGEWAY LINE ST4 OUTLET 10388 10958 1769 6 26 702 5 57 NA NA 24 NA NA 050 NA NA 6 25 NA NA 025 435 571 NA 281 330 NA "CLASS 6 "CLASS 6 CLASS 9 LINE ST 5 OUTLET 5687 803 36 0 93 IO 94 031 NA NA CLASS 12 LINE ST-6 OUTLET 33 45 681 30 071 8 46 0 28 NA NA CLASS 12 TST, INC CONSULTING *Urban Drainage and Flood Control District 7/16/99 ENGINEERS "Recomend Class 12 Riprap cutoff walls spaced every 100 feet in lem of nprap lined channel 000 HYDIId XIS I I I I 1 File DP 20JD Harmony Ridge -- Existing Drainageway at DP 20 INPUT DATA DISCHARGE = 27 150000 CFS BOTTOM WIDTH = 15 000000 FT BED SLOPE = 3 300000E-02 FT/FT SIDE SLOPE = 7 500000 MANNINGS N = 4 500000E-02 RESULTS NORMAL DEPTH = 4 613222E-01 FT FLOW VELOCITY = 3 187891 FPS —F— XA, �e-,pvAP HYDR DEPTH = 3 885341E-01 FT TOP WIDTH = 21 919830 FT FROUDE NUMBER = 9 012825E-01 SPECIFIC ENERGY= 6 191273E-01 FT INPUT DATA DISCHARGE = 101 800000 CFS Q,o BOTTOM WIDTH = 15 000000 FT BED SLOPE = 3 300000E-02 FT/FT SIDE SLOPE = 7 500000 MANNINGS N = 4 500000E-02 RESULTS NORMAL DEPTH = 9 546629E-01 FT FLOW VELOCITY = 4 811768 FPSRiioRj4P ReR:� HYDR DEPTH = 7 215725E-01 FT TOP WIDTH = 29 319940 FT FROUDE NUMBER = 9 982441E-01 SPECIFIC ENERGY= 1 314183 FT 2 ro 95 � J c File DP_19JD Harmony Ridge -- Existing Drainageway at DP 19 INPUT DATA DISCHARGE = 27 620000 CFS Q L BOTTOM WIDTH = 5 000000 FT BED SLOPE = 4 350000E-02 FT/FT SIDE SLOPE = 5 000000 MANNINGS N = 4 500000E-02 RESULTS NORMAL DEPTH = 7 293602E-01 FT FLOW VELOCITY = 4 379213 FPS F�� �2rPRRP HYDR DEPTH = 5 130367E-01 FT TOP WIDTH = 12 293600 FT FROUDE NUMBER = 1 077442 SPECIFIC ENERGY= 1 027148 FT INPUT DATA DISCHARGE = 100 450000 CFS <- BOTTOM WIDTH = 5 000000 FT BED SLOPE = 4 350000E-02 FT/FT SIDE SLOPE = 5 000000 MANNINGS N = 4 500000E-02 RESULTS NORMAL DEPTH = 1 367899 FT FLOW VELOCITY = 6 202790 FPSE-- HYDR DEPTH = 8 669806E-01 FT TOP WIDTH = 18 678990 FT FROUDE NUMBER = 1 173963 SPECIFIC ENERGY= 1 965331 FT rz J 9 137� z / 5 File DP_18JD Harmony Ridge -- Existing Drainageway at DP 18 INPUT DATA DISCHARGE = 30 730000 CFS �Z BOTTOM WIDTH = 5 000000 FT BED SLOPE = 5 710000E-02 FT/FT SIDE SLOPE = 5 000000 MANNINGS N = 4 500000E-02 RESULTS NORMAL DEPTH = 7 185790E-01 FT FLOW VELOCITY = 4 976420 FPS —I)o IP+oRAP HYDR DEPTH = 5 067478E-01 FT TOP WIDTH = 12 185790 FT FROUDE NUMBER = 1 231950 SPECIFIC ENERGY= 1 103125 FT INPUT DATA DISCHARGE = 105 440000 CFSe-- BOTTOM WIDTH = 5 000000 FT BED SLOPE = 5 710000E-02 FT/FT SIDE SLOPE = 5 000000 MANNINGS N = 4 500000E-02 RESULTS NORMAL DEPTH = 1 312896 FT FLOW VELOCITY = 6 944980 FPS -;FPRAP K-kQ HYDR DEPTH = 8 374553E-01 FT TOP WIDTH = 18 128960 FT FROUDE NUMBER = 1 337403 SPECIFIC ENERGY= 2 061851 FT File DP_1JD Harmony Ridge -- Subbasin Al Channel INPUT DATA DISCHARGE = 23 720000 CFS E— cCz BOTTOM WIDTH = 3 000000 FT BED SLOPE = 5 500000E-02 FT/FT SIDE SLOPE = 5 000000 MANNINGS N = 3 500000E-02 RESULTS NORMAL DEPTH = 6 631135E-01 FT FLOW VELOCITY = 5 663110 FPS E—/�O lzr�RR? HYDR DEPTH = 4 348928E-01 FT TOP WIDTH = 9 631135 FT FROUDE NUMBER = 1 513338 SPECIFIC ENERGY= 1 161107 FT INPUT DATA DISCHARGE = 76 860000 nj CFS F'GYwu BOTTOM WIDTH = 3 000000 FT BED SLOPE = 5 500000E-02 FT/FT SIDE SLOPE = 5 000000 MANNINGS N = 3 500000E-02 RESULTS NORMAL DEPTH = 1 144274 FT FLOW VELOCITY = 7 702488 FPS-- RjPRAP HYDR DEPTH = 6 909073E-01 FT TOP WIDTH = 14 442740 FT FROUDE NUMBER = 1 633026 SPECIFIC ENERGY= 2 065521 FT rpO� S i v s 1 1 1 1 I 1 i File DP_5JD Harmony Ridge -- Subbasin A9 Channel INPUT DATA DISCHARGE = 5 810000 CFS �-- Q Z BOTTOM WIDTH = 5 000000 FT BED SLOPE = 2 500000E-01 FT/FT SIDE SLOPE = 5 000000 MANNINGS N = 3 500000E-02 RESULTS NORMAL DEPTH = 1 684952E-01 FT FLOW VELOCITY = 5 898699 FPS R)0 �Pi"""Ap HYDR DEPTH = 1 473403E-01 FT TOP WIDTH = 6 684952 FT FROUDE NUMBER = 2 708117 SPECIFIC ENERGY= 7 087847E-01 FT INPUT DATA DISCHARGE = 16 940000 CFS�' /� — n(oo BOTTOM WIDTH = 5 000000 FT BED SLOPE = 2 500000E-01 FT/FT SIDE SLOPE = 5 000000 MANNINGS N = 3 500000E-02 RESULTS NORMAL DEPTH = 3 088560E-01 FT FLOW VELOCITY = 8 378549 FPS — A9,PRAp t � HYDR DEPTH = 2 499616E-01 FT TOP WIDTH = 8 088560 FT FROUDE NUMBER = 2 953277 SPECIFIC ENERGY= 1 398919 FT lit i v JI I t TST, INC Consulting Engineers CLIENT ' PROJECT �7 MADE BY l 1 r 1 JOB NO CALCULATIONSFOR ��LLlJA�S YV11" DATE ' f 199 CHECKED BY DATE SHEET / OF ' ,lz,t> , 4, = /� 9yc-s = 3► 5 v Z �)OIZWA _ t 5 =31° z9 '- CP= L'W L N v ID 5 Aoi PcvD G0507/3 84