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LARIMER COUNTY COURTHOUSE - ODP - 37-98 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORT
AUG-11-98 TUE 12:36 PM NOLTBASSOCIATES FAX N0, 303 220 9001 P. 17 10-01-87 07:20:3,' P 2EC10 XL08 E11RO ELLC ELM: 0 CWSEL CBIWS EG 10}:"5 4•C❑ 3580.000 250.00 .00 .00 428'.4C 90,00 4062.49 _ .00 4982.45 2.77 .94 3350.000 260.00 ,00 .00 4351.4C 17C,00 4352.59 .CO 4262.61 3,46 1.26 3500.000 2130.00 .00 .30 4981.41 240.03 4982.67 .00 4952.70 3.31 1.48 3580,000 2GO.00 .00 ,CO 4981,40 370,CC 4982.72 .00 4982.82 4.36 1.86 3580,000 260.00 .00 .00 4M1,40 500.00 4382.67 ,CO 4981. 92 5.53 2.17 4 3730.300 150.00 .00 .00 4982.10 90.00 4962.80 4962.80 4982.96 30.23 3.23 ' " 3730.000 150.00 .00 .00 4952.10 170.00 4982,99 4a62.99 4963,18 23.60 3.72 * 3730,000 150,00 .00 ,00 4082.10 240.00 4153.11 4983.11 4283.JI 20.21 3,91 " 3730,000 150.00 ,00 .00 4982.10 370.00 4983.26 4083.Z6 4983.49 18,63 4,29 3730.000 3820.000 150.00 .00 ,00 4982.10 500,OC 4963,38 4983.38 4983.63 18.01 4.61 GOAD .00 •00 4983.10 90,00 4983,46 4983.43 4983.53 30.08 2.68 " 3820,D00 90.00 ,CO ,00 4983.13 160.00 4983.5E 4983.56 4983.68 25'.98 3.07 " 3820,000 3820.000 90,00 90.00 .00 .00 .00 .00 4083.10 4993.10 230.0C 350.00 4983.63 4983.73 4G83.63 4903.73 4983.77 4083,00 24.52 23.04 3.37 " 3820.000 90.00 .00 .00 4M.10 440.03 4983.81 4983,81 4083.98 20.73 3.78 3.84 " " 4C80.000 4080.000 240.00 242.00 .00 ,00 4984.3C 4934,30 80.00 10C,00 4985.16 4325.22 4085.16 4965.22 4985,34 36.65 3.44 .00 .00 4985.43 33.15 3.65 " 4060.000 240.00 .00 .00 4964.30 140,00 4085.33 4985.33 4965,50 Z9.38 4,01 " 40GO.000 243,00 ,00 .00 4984.30 2GO.CC 4085,48 4995,48 4985. 77 25,65 1.41 " 4060.000 240,00 .00 .00 4954.3C 290.CC 4985.67 4385.67 4996.01 22.41 . 4,84 " 4310.000 250.00 .00 .00 4966.51 80.00 4967,11 4987.11 4987,19 22.00 2.07 " 4310,000 250.00 .00 ,CO 4986.5C 100.CC 4987.13 4987.13 4987.22 24,72 3.21 ' 4310.003 2`c0.00 .00 .00 4986,_`0 140.00 4987,10 4907,18 4987.28 26.22 3.53 " 431;.000 250.00 .00 .00 4966.`3 200,00 4387.24 4987.24 4967.36 25.54 3.85 " 4310.9C0 250.00 .00 .00 4926.50 290,C0 4987,30 49?7.37 4987.46 30,19 4.42 ' 4320.000 4320.000 50.00 .00 .00 4982,70 50.03 4987.21 .CO 4507.25 8.11 1.77 �O.GO .CC ,OD 4965.73 70.OG 6907.23 .00 4987,30 12.23 2.2G 4320.3CO 50.OG ,00 .06 4986.70 W. 00 4987,23 .00 4987.36 11,71 2.41 432C.000 4320,OOC .0.00 50.00 ,.00 .00 4986.70 4988.7D 130,00 i60.00 4957.35 .CO 4987,46 14.87 2.04 ,00 ,DO• 4987,64 .CO 4987.57 15.07. 3.Z5 " 4570,000 250.00 .00 ,00 4987.1C S0.00 4838.51 4988.51 4380.65 32.46 2,Sfi 4570.000 250,00 .00 .00 '4987.70 70.00 4928.50 4988.5.8 4988.7$ 23.46 Z.84 ' " 4570.000 250.00 .00 ,CO 4957.73 90.03 4966.65 4988.65 4986.93 33.24 3.03 " 4570.000 250,03 .00 ,00 4987.7C 1.0.00 4988.75 4988.76 4988.07 31.90 3.30 " 4570.000 250.00 .00 .00 4967.7C 1e0,00 498B.89 4986.63 4989,10 Z8.07 3.43 1 1 Old Town Basin Master Plan - Jan. 7, 1993 HEC-2 OUTPUT - ACE ref:90-411 I 1 1 1 APPENDIX 1 HYDROLOGIC AND HYDRAULIC CALCULATIONS I I I 1 u I I I 1 I AUG-11-98 TUE 12:44 PM NOLTEBASSOGIATES 1 8/11/98 12:17:34 1 SECNO IILCH 4320.000 50.00 4320.000 50.00 '4320.000 50.00 4320.000 50.00 4320.000 50.00 1" 4570.000 250.00 " 4570.000 250.00 • 4570,000 250,00 " 4570.000 250.00 " 4570.000 250,00 1 I 1 1 1 1 1 1 1 1 FAX NO. 3U3 �[U yUUI I r. J,) PAGE 35 ELTRD ELLC ELMIN Q CUSEL CRIVS EG 10"KS VCH AREA .01K .00 .00 4986.70 50.00 4987.21 .00 4987.24 6.87 1.64 38.14 19.08 .00 .00 4986.70 70.00 '1987.24 .00 4987.29 10.20 2.09 42.14 21.92 .00 .00 4986.70 90.CO 4987.30 .00 4987.36 9.67 2.21 51.15 25.94 .00 .00 4966.70 130.00 4987.37 .03 4987.45 11.7$ 2,66 61.46 37.93 .00 .00 4986.70 180.U0 4987.46 .00 4987.57 11.82 2.96 76.13 52.35 .00 .00 4987.70 50.00 4988.36 4988.36 4988.50 34.18 2.19 17.35 8.55 .00 .00 4987.70 70.00 4988.44 4988,44 4988.60 32.69 2.37 22,71 12.24 .00 .00 4987.70 90.00 4988.51 4988.51 4988.68 3D.12 2.48 28.31 16.40 .00 .00 4987470 130.00 4988.61 4988.61 4988.81 29.88 2.76 37.50 23.73 .00 .00 4987.70 180.00 4988.72 4988.72 4988.94 21.72 2.97 49.36 34.19 AJG-11-98 I'UE 12:44 M NODE&HSSWiI TES 8/11/98 12:17:34 SECNO aLCH 77.500 100.00 * 77.500 100.00 77.500 100,00 77.500 100.00 ' 77.500 100.00 3320.000 50.00 3320.000 50.00 " 3320.000 50.00 3320.000 50.00 3320.000 50.00 78.500 60.00 78.500 60.00 78.500 60.00 78.500 60.00 78.500 60.00 * 3580.000 200.00 '3$80.000 200.00 3580.000 200.00 3580.000 200.00 3580.000 200.00 3730.000 150.00 3730.000 150.00 3730,000 150.00 3730.000 150.00 * 3733.000 150.00 3820.000 90.00 • 3820.000 . 90.00 3820.000 90.00 3820.000 90.00 3820,OCO 90.00 '4060.000 240.00 4060.000 240.00 * 4060.000. Z40.00 4060.000 240.00 4C60,000 240,00 4310.000 250.00 4313.000 250.00 4310.000 250.00. 4310.000 250.00 ' 4310.000 250.00 FAX N0 303 220 9001 P. 32 PACE 34 ELTRD ELLC ELMIN 0 CVSEL CRILIS EG WKS VCH AREA .01K .00 .00 4931.10 90.00 4981.91 .00 4981.92 1.45 1.13 93,43 74.77 .00 .00 4981.10 170.00 4982.16 .00 4982.18 1.37 1.34 159.01 145,07 .00 .00 4981.10 240.00 4982.28 .00 4982.31 1.56 1.54 196.97 192.31 .00 .00 4981.10 370.00 4982.44 .00 4982.48 2.02 1.90 246.08 2ti0.40 .00 .00 4961.10 500.00 4982.55 GO 4982.61 2.42 2.21 236.72 321.71 .00 .00 4982.00 90.00 4982.24 4982.24 4982.32 35.35 2.46 42.65 15.14 .00 .00 4982.00 170.00 4982.32 4982.32 4982.43 32.97 2,93 68.56 20.61 .00 .00 4982.00 240,00 4982.38 4982.38 4982.50 30.02 3.16 90.70 43.81 .00 .00 4982.00 370,00 4982.47 4982.47 4982.61 26.93 3.46 128.26 7.1.30 .00 .00 4982.00 500.00 4982.54 4982.54 4982.70 25.62 3.72 163.30 90,78 .00 .00 4981.00 90.00 4982.32 .00 4982.34 1.69 1.29 100.60 69.32 .00 .00! 4981.00 170.00 4982.43 .00 . 4982.47 3.47 2,01 128.75 91.20 .00 .00 4981.00 240.00 4982.49 .60 4982.56 5.09 2.54 147,71 106.41 .00 .00, 4981.00 370.00 4982.57 .00 4982.69 8.18 3.39 173.42 129.40 .00 .00 4981.00 500.00 4982.62 .00 4982.80 12.16 4.25 188.00 143.39 .00 .00 4981.40 90.00 4982.38 A 4982.42 15.50 1.97 67.97 22.86 .00 .00 4981.40 170.00 4982.54 .00 4982.58 10.38 2.04 119,00 52.76 .00 .00 4981.40 240.00 4982.65 .00 4982.70 9.11 2.19 155.30 79.52 .00 .00 4981.40 370.00 4962.80 .CO 4982.86 8.50 2.51 209.78 126,90 .00 .00 4981.40 500.00 4982.93 .00 4983.00 8.21 2.77 257.89 174.53 .00 .00 4982.10 90.00 4962.61 4982.81 4982.96 27.50 3.14 30.97 17.16 .00 .00 4982.10 170.00 4983.00 4983.00, 4983.18 21.66 3.61 53.99 36.53 .00 .00 4982.10 240.00 4983.11 4983.11 4983.30 18.60 3.78 78.09 55.66 .00 .00 4982.10 370.00 4983.27 4983.27 4983.47 16.16 4.03 118.19 92.04 .00 .00 4982.10 500.00 4983.37 4983.37 4983.60 17.25 4.47 146.73 120.39 .00 .00 4983.10 90.00 4983.45 4983.45 4983.55 30.51 2.70 37.72 16.29 .00 .00 4983.10 160.00 4983.56 4983.56 4983.68 26.69 3.10 61.84 30.97 .00 .00 4983.10 . 230.00 4983.63 4983.63 4983.77 25.34 3.40 82.84 45.69 .00 .00 4983.10 350.00 4983.73 4983,73 4983.90 24.13 3.79 115.32 71.25 .00 .00 4983.10 440.00 4983.81 4983.81 4983.98 21.20 3.88 143.93 95.57 .00 .00 4984.30 80.00 4985.16 4985.16 4985.34 36.65 3,44 23.30 13.21 .00 .00 4984.30 1CO.00 4905.22 4985.22 4985.43 33.42 3.66 27.53 17.30 .00 .00 4984.30 140.00 4985.33 4985.33 4985.58 29.85 4.03 35.61 25.63 .00 .00 4984.30 200.00 4985.48 4985.48 4985.77 25.85 4.42 48,33 39.34 .00 .00 4984.30 . 290,00 4985.67 4985.67 4986.01 22.41 4.84 67.74 61.26 .00 .00 4986.50 80.00 4987.11 4987.11 4987.19 22.90 2.97 49.07 16.72 .00 00 4986.50 100.00 4987.14 4987.14 4987.22 21.45 3.03 59.84 21.59 .00 .00 4986.50 140.00 4987.19 4987.19 4987.28 23.51 3.38 74.00 28.88 .00 .00 4986.50 200.00 4987.24 4987.24 4987.36 25.1.0 3.77 92.72 39.92 .00 00 4986.50 290.00 4987.30 4987.30 .4987.46 30.19 4.42 111.96 52.78 AUG-11-98 TUE 12:43 PH NOLTE&ASSOCIATES FAX NO 303 220 9001 P. 31 8/11/98 12:17:34 PAGE 33 THIS RUN EXECUTED 8111/98 12:17:36 f fff*frr•++frrr vY'W WWWi++••YY w*}{*}rrtrWY*W**if eYr'k ' HEC2 RELEASE DATED SEP 88 UPDATED SEPT 1989 ERROR CORR - 11,12,11 IMODIFICATION w rirrtrif rwwWWwtirr•rwwwW*+t++{rrwwrwtirfrrtwwta+ ROTE- ASTERISK (*) AT LEFT OF CROSS-SECTION NUMBER .INDICATES MESSAGE IN SUMMARY OF ERRORS LIST EACH 6, 5-YR PROPOSED SUMMARY PRINTOUT TABLE 150 SECNO XLCH ELTRD ELLC ELMIN 0 CUSEL CRIUS EG ' 2080.000 .00 .00 .00 4979.10 80.00 4979.83 4979.83 4979.98 * 2080.000 .00 .00 .00 4979.10 170.00 4980.07 4980.01 4980.25 2080,000 .00 ,00 .00 4979.10 240.00 4980.19 4980.19 4980.38 2080.000 .00 .00 .00 4979.10 360.00 4980.29 4980.29 4980.53 2080.000 .00 .00 .00 4979.10 500.00 4980.39 4980.39 4980.70 2160.000 220.00 .00 .00 4980.00 110.00 4980.49 4980.48 4980.58 2160,000 220.00 .00 .00 4980.00 240.00 4980.66 4980.65 4980.73 2160.000 220.00 .00 .00 4980.00 340.00 4900.71 4980.69 4980,19 '2160.000 220.00 .00 .00 4980.00 500.00 4980.82 .00 4980.90 2160.000 220.00 .00 .00 4980.00 690.00 4980.92 00 4981,00 2800.000 1.00 :00 .00 4979.80 90.00 4980.71 .00 4980.74 2800.000 1.00 .00 .00 4979.80 160.00 4980.85 .00 4980.89 2800.000 1.00 .00 .00 4979.80 200,00 4980.91 .00 4980.96 2800.000 1.00 .00 .00 4979.50 300,00 4980.97 .00 4981.06 ' 2800,000 1.00 .00 .00 4979.80 370.00 4981.04 .00 4981.14 " 76.500 420.00 .00 .00 4980.00 90.00 4981.00 4981.00 4981.13 76.500 420,00 00 .00 4980,00 160.00 4981.12 4081.12 4981.29 76.500 420.00 .00 .00 4980.00 200.00 4981.18 4081.18 4981.37 ' 76.500 420.00 .00 .00 4980.00 300.004981.30 4981.30 4981,54 76.500 420.00 .00 .CO 4980.00 370.00 4981.38 4981.38 4981.64 3170.000 80.00 .00 .00 4980.40 90.00 4981.68 4981.68 4981.89 " 3170.000 80.00 .00 .00 4980.40 170.00 4981.96 4981.96 4982.15' '3170.000. 80.00 .00 .00 4980.40 240.00 4982.08 4982.08 4982.28- 3170.000 80.00 .00 .00 4980.40 370.00 4982.23 4982.23 4982,43 " 1170.000 80.00 .00 .00 4980.40 500.00 4982.34 4982.34 4982.56 10{KS VCH AREA .01K 33.43 3.31 26.20 13.84 23.85 3.60 51.69 34.81 20.91 3.73 73.16 52.49 29.45 4.01 92.93 66.33 30.90 4.57 113.74 89.95 32.43 2.54 45.75 19.31 32.58 2.05 113.21 42.05 29.39 2.31 146.84 62.72 19.43 2.23 222.63 113.43 14.37 2.32 298.93 182.04 4.84 .75 68.68 40.90 5.07 1.16 101.63 71.09 5.61 1.3S 114.21 84.47 8.47 1.86 130.45 103,10 8.76 2.10 147.88 125.01 23.66 3.15 33.56 18.56 28.32 3.70 49.53 30,07 29.21 3.89 57.82 37.00 28.20 4.11 78.56 56.49 27.86 4.25 91.64 70.09 25.24 2.77 26.17 17.92 17.03 3.18 53.11 41.19 16.02 3,48 76.47 59.96 15.48 3.87 114.63 94.05 16.02 4.23 145.47 124.92 HUU-11-yt3 IUt iC 1 ' 8/11/98 12:17:34 NC .020 ,013 OT 6 80 100 140 200 290 X1 4310 08 250 280 170 250 250 GR 4988,0 0 4987.0 30 4987.0 180 4987.0 GR 4986.9 280 4986.9 340 4988.0 370 NC 020 ' 0T 6 50 70 90 130 180 X1 4320 07 50 80 140 01 50 GR 4988,0 0 4987.0 0 4987.2 50 4986.7 ' GR 4986.9 140 4988.0 170 NC ,013 6 50 70 90 130 180 ,'aT X1 4570 10 22 86 250 250 250 GR 4988,9 0 4967.7 22 4988.0 24 4988.9 GR 4988.0 86 4988.0 104 4989.4 154 4989.4 PAGE 3 250 4986.5 250 50 4986.9 080 54 4988,2 084 204 4989.7 250 nuu 1 uu iuc c ,c III iwi- I cun.;uuuInILD rnn iiu,uuD ccu ouui r ca 8/11/98 12:17:34 OR 4982.1 500 4981.4. ' GR 4982.0 540 4982.5 X1 77.5 20 323 x's 'GR 4982.8 0 4902.0 OR 4982.0 187 4981.2 GR 4984,0 284 4984.0 ' OR 4981.2 323 4981.1 OT 6 90 3320 10 350 tX1 OR 4982.6 . 0 4982.4 OR 4982.0 400 4982.1 NC .02 07 6 90 X1 78.5 18 522 X3 OR 4983.0 0 4982.5 GR 4983.5 58 4983.0 OR ' OR 4981.5 4902.0 522 590 4981.0 4983.0 X1 3580 24 550 X3 GR 4983.4 0 4982.2 GR 4982.2 320 4982.2 4982.1 559 4982.6 'OR GR 4982.4 594 4982.3 OR 4982.5 661 4982.3 'NC .013 OT 6 90 X1 3730 20 550 'OR 4983.4 0 4983.0 OR 4983.0 260 4984.0 OR 4984.0 330 4984.0 OR 4982.7 590 4982.1 NC 013 OT 6 90 'x1 3820 15 35o GR 4983,9 0 4983.8 OR 4983.4 250 4903.9 ' OR 4983.8 500 4964.0 NC .02 .02 QT 6 80 t1 4060 15 218 R 4988.2 0 4988.5 OR 4985.3 212 4985.1 �R 4985.4 283 4985.6 510 4980.4 580 4982.5 403 100 93 4982.0 239 4981.7 292 4983.0 403 4981.E 170 240 450 50 100 4982.2 450. 1,982.4 170 240 582 60 16 4982.0 286 4982.5 522 4982.0 612 4933.0 636 200 120 4982.2 400 4984.0 564 4982.2 616 4981.4 661 4981.8 170 240 620 150 140 4984,0 260 4984.0 550 4982.6 620 4982.6 160 230 450 90 50 4963.8• 300 4983.1 550 4984.3 100 140 283 240 70 4988.0 218 4984.3 300 4986,0 520 4980.9 520 4981.5 680 100 100 428 4984.1 158 4981.5 158 4981.5 239 4982.0 255 4983.0 304 4982.0 314 4981.7 403 4982.0 431 4982.5 370 $00 50 50 200 4982.1 300 4982.0 500 4982.6 600 4982.9 370 500 60 60 602 4984.6 16 4982.0 49 4982.5 321' 4982.0 491 4981.7 552 4981.0 582 4981.5 711 200 200 640 4984.6 260 4984.0 260 4984.0 400 4984.0 550 4982.3 571 4981.5 571 4982.2 636 4982.0 636 4982.0 682 4982.4 736 370 500 150 150 140 4984.0 220 4983.0 320 4983.0 320 4983.0 550 4982,6 56o 4982.1 620 4983.0 690 4984.0 350 440 90 90 100 4983.6 ISO 4983.4 350 4983.2 400 4983.2 600 4984.6 650 4984.8 200 290 240 240 100 4986.9 218 4985,1 307 4986.2 150 4985.3 250 4984.7 350 4986.9 GAGE 2 530 187 c'69 323 446 350 700. 49 513 582 320 550 586 643 220 330 560 690 200 450 700 202 283 400 IR 4982.6 0 4982.0 50 0 4981.8 100 4982.0 150 4982.3 GR 4982.6 250 4982,5 300 4982.4 350 4982.6 400 4983.1 �R 4981.5 420 4981.4 430 0 4980.9 430 4981.8 460 4982.2 1 200 410 470 8/11/98 12:17:34 �r wwwftw•f rrf wawrxxttaxffxwrwaaaaaa+rxtraa+a+awr.r HEC2 RELEASE DATED SEP 88 UPDATED SEPT 1989 1 ERROR CORR - 01,02,03 MODIFICATION a'wa'xWiwaaffftt+iiiiii•rx •'Y wwWaf4da*tarraraxa•afrxk 1HEC2 RUNS FOR FORT COLLINS OLOTOWN BASIN (RESOURCE CONSULTANTS, INC.) 2 CHANNEL FORMED BY MOUNTAIN AND LAPORTE BETWEEN MF.LDRUM AND COLLEGE T3 REACH 6, 5-YR PROPOSED COURTHOUSE & PARKING STRUCTURE (NOLTE 8/11/98) I1 ICHECK INO NINV IDIR STRT METRIC HVINS 0 0 3 0 0 -1 0 0 0 J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW 1 1 .1 IT .013 .013 .013 80 170 240 360 500 X1 2080 23 100 71.0 4980.5 0 4980.5 20 4980.1 20 4980.1 4979.6 80 4979.6 100 4982 100 4982 4979.1 680 4979.9 700 4979.6 700 4980.3 GR 4980.5 740 4980.5 750 4980.1 750 4980.0 4980.0 '770 4980.0 800 4982.0 800 OT 110 240 340 500 690 �t 2160 28 150 680 70 80 220 4982.0 0 4980.6 0 4980.6 20 4980.2 GR 4980.4 150 4980.8 150 4980.8 220 4980.6 4980.0 680 4981.S 680 4982.4 730 4980.7 4961.3 740 4981.3 755 4981.0 755 4980.4 4980.7 850 4980.2 850 4980.2 860 4982.0 GR 4981.3 910 4981.6 960 4982.0 1010 6 90 160 200 300 370 x1 2800 10 100 160 1 400 1 .4982.0 0 4980.6 4980.6 20 4980.2 4980.4 160. 4979.8 210 4980.3 210 4961.0 76.5 .13 60 178 160 290 420 ' �X1 • 4982.0 0 4981.0 58 4980.8 60 4980.3 4981.5 100 4982;0 100 4982.0 139 4981.5 GR 4980.5 178 4980.8 194.9 4981.0 260 6 90 170 240 370 500 X1 3170 23 250 460 80 00 SO 540 4984..1 PAGE 1 THIS RUN EXECUTED 8/11/98 12:17:34 WSEL FO 4968 0 CHNIM ITRACE 60 4979.2 80 660 4979.7 660 720 4980.2 740 760 4979.5 770 20 4980.7 90 220 4980.6 S00 730 4980.8 740 835 4980.7 835 860 4982.6 910 20 4980.7 100 250 4982.0 250 60 4981.0 01 139 4980.0 178 aa««r�w•wax..xvawwa+trravva;+aaafvxa:aa«xrxwaaaasvxx+a WATER SURFACE PROFILES f VERSION OF SEPTEMBER 1988 = ` ERROR: 01,02,03 " UPDATED: SEPTEMBER 1989 r RUN DATE 8/11/98 TIME 12:17:34 + a;rrrrrrt"w+taaxr+ww+w+aafrrwa:iaaaxxxtw+taa r.r;a;aa;r x x xxxxxxx xxxxx ' x x x x x x x Ix x xxxxxxx xxxx x x x x x ' x x x x x x x xxxxxxx xxxxx END OF BANNER n L- 1 k;i#xrtx##a;axri;;wf arr �•;;;rx v\+;iirrry ` U.S. ARMY CORPS OF ENGINEERS • THE HYDROLOGIC ENGINEERING CENTER " * 609 SECOND STREET, SUITE D " DAVIS, CALIPORNIA 95616-4687 r (916) 756-1104 +#;axyxww###ar'Y x;rwwrfrxa#•aiiaax;;;;;• 11 _ .. ... .. .iv.. .. ..vim. �J 8/11198 10: 8:46 PACE 31 SECNO XLCH ELTRD ELLC ELMIN 0 CWSEL CRIWS EG 10 KS VCH AREA ,07K ' 4320.000 43ZO.000 50.00 5o.00 '00 .00 4986.70 50.00 4987,21 .00 4987.24 6.87 1.64 38.14 19,08 4320.000 50.00 ,00 .00 4986.70 70.00 4987.24 .00 4987.29 10.35 2.10 41.92 21.76 4320.000 50.00 .00 .00 4986.70 90.00 4987.30 .00 4987.36 9.32 2.19 51.82 29.49 t 4320,000 50.00 .00 .00 4986.70 130,00 4987.38 .00 4987.46 11.09 2.60 62.65 D.04 .00 .CO 4986.70 180.00 4987.46 .00 4987.57 11.82 2.96 76.13 52.35 ` * 4570.000 4570.000 250.00 250.00 .00 :.00 4987.70 50.00 4988.36 4988.36 4988.50 34,18 2,19 17.35 17.35 8.55 * ,00 .00 4967.70 70.00 4988.44 4988.44 4988.60 32,83 2.19 * 4570.000 250.00 .00 .00 4987.70 90,00 4988.51 4988.51 4988.68 32.83 30.71 2.37 28,17 10.55 * 4570.000 250.00 .00 ,00 4987.70 130.00 4988.61 4988.61 4988,81 2.49 38,03 12.2•2 4570,000 250.00 .00 .00 4987.70 180,00 4988.72 4988.72 4988,94 27,72 2,97 49,36 24.23 34.19 8/11/98 10; 8:46 SECNO XLC11 77,500 100.00 77.500 100.00 * 77.500 100.00 77.500 100,00 77.500 %0.00 3320.000 50.00 3320.000 50.00 3320.000 50.00 3320.000 50.00 3320.000 50.00 ' 77.500 60.00 77.500 60.00 77.500 60.00 * 77,500 60.00 77.500 60.00 3580,000 200.00 '3580,000 200,00 3580.000 200.00 3580.000 200.Oo * 3580.000 200.00 ' 3730.000 150.00 3730,000 150.00 3710.000 150.00 3730.000 150.00 3730.000 150.00 '3820,000 90.00 3820.000 90.00 * 3820.000 90.00 3620.000 90.00 3820.000 90.00 4060.000 240.00 4060.000 240.00 4060.000 240,00 4060.000 240.00 4060.000240.00 * 4310.000 250.00 4310.000 250.00 4310.000 250.00 4310.000 250.00 4310.000 250,00 PAGE 30 EORO ELLC ELMIN 0 CUSEL CRIwS EG 10*KS VCH AREA OIK .00 .00 4981.10 90.00 4981.91 .00 4981.92 1.45 1.13 93.43 74.77 .00 .00 4981.10 170.00 4982,16 .00 4982.18 1.37 1.34 159.95 145.28 .00 .00 4981.10 240.00 4982.28 .00 4982.31 1.57 1.54 191.99 191.72 .00 .00 4981.10 370.00 4982,43 .00 4982.47 2.05 1.91 247.54 258,67 .00 .00 4981.10 500.00 4982.54 .00 4982.59 2.49 2.22 287,38 317.07 .00 .00 4982.00 90.00 4982.24 4982.24 4982.32 35.35 2.46 42.65 15.14 .00 .00 4982.00 170.00 4982.32 4982.32 4982.43 32.97 2.93 68.56 29.61 .00 .00 4982.00 240.00 4982.38 4982.38 4982.50 29.67 3.14 91.08 44.06 ,00 .00 4902.00 370.00 4982.47 4982.47 4982.61 26.80 3.45 128.49 71.47 .00 .00 4982.00 500.00 4982.54 4982.54 4982.70 25.73 3.72 163.04 98.56 .00 .00 4981.00 90.00 4982.32 .00 4982.34 1.69 1.29 100.60 69.32 .00 .00 4981.00 170.00 '1982.43 .00 4982.47 3.47 2.01. 128.75 91.20 ,00 .00 4961 400 240.00 4982.49 .00 4982.56 5.06 2.53 148.02 106.66 .00 00 4981.00 370.00 4962.57 .00 4982.69 8,15 3.38 173.74 129.64 .00 .00 4981.00 500.00 4982.62 .00 4982.80 12.05 4.23 188.86 144.04 .00 .00 4981.40 90.00 4982.38 .00 4982.41 8.06 1.42' 85.74 31.70 .00 .00 4981.40 170.00 4982.54 .00 4982.56 5.90 1.51 147.84 69.99 .00 .00 4981.40 240.00 4982.64 .00 4982.67 5.25 1.63 192.23 104.77 .00 .00 4981.40 370.00 4982.78 .00 4982.82 4.96 1.07 258.18 166.05 .00 .00 4981.40 500.00 4982.90 .00 4982.94 4.88 Z.08 315,04 226.43 .00 .00 4982.10 90.00 4982.80 4992.80 4982.96 31.12 3.26 29.62 16.13 .00 .00 4982.10 170.00 4982.99 4982.99 4983.18 23.03 3.69 52,76 35.42 .00 .00 4982.10 240.00 4983.11 4983,11 4983.31 20.08 3.90 76.31 53.56 .00 .00 4982.10 370.00 4983.27 4983.27 4983.49 17.12 4.16 119.31 89.43 .00 .00 4982.10 500.00 4983.38 4983.38 4983.63 18.01 4.61 151.2*7 117.83 .00 .00 '4983.10 90.00 4983.46 4983.46 4983.55 29.26 2.66 38.35 16.64 .00 .00 4983.10 1SO. 00 4983.56 4983.56 4983.68 26.26 3.08 62.22 31.22 .00 .00 4983.10 230.00 4903.63 4983,63 4983.77 24.62 3.37 83.72 46.35 ,00 .00 4983.10 350.00 4983.73 4983.73 4983.90 24.62 3.82 114,47 70.54 .00 .00 4983.10 440.00 4983.81 4983.81 4983.98 20.73 3.84 145.23 96.63 .00 .00 4984.30 80.00 4985,16 4985.16 4985.34 36.65 3.44 23.30 13.21 .00 .00 4984.30 100.00 4985.22 4985.22 4985.43 33.04 3.64 27.63 17.40 .00 .00 4984.30 140.00 4985.33 4985.33 4985.58 29.38 4.01 35.81 25.83 .00 .00 4984.30 200.00 4985.48 4985.48 4985.77 26.12 4.43 48.15 39.13 .00 .00 4984.30 200.00 4985.67 .4985.67 4986.01 22.41 4.84 67.74 61.26 .00 .00 4986.50 80.00 4987.11 4987.11 4987.19 22.90 2.97 49.07 16.72 .00 _00 4986.50 100.00 4987,14 4987.14 4987.22 20.86 3.00 60.47 21.39 ,00 ,00 4986.50 140.00 L987.18 4987.18 4987.28 26.22 3.53 71.16 27.34 .00 .00 4986.50 200.00 4987.23 4987,23 4987.36 29.44 4.00 87.78 36.86 ,00 .00 4986.50 290.00 4987.30 4907.30 4987.46 30.19 4.42 111.96 52.78 nuu 11 .7o luc 1G .i0 rll IVVLicunoouulnlLQ rnn IVu. Juj CCU 27Uu1 r CJ 8/11/98 10: 8:46 PACE 29 war} THIS RUN EXECUTED 8/11/98 10: 8:47 R}tYrtYWYWtWWaaaRw A'/rW WWa}ai}}tttWwWWaWa}a+ttrtrt HCC2 RELEASE DATED SEP 88 UPDATED SEPT 1989 ERROR CORR • 01,02,03 . 'MODIFICATION t rtWxa++a+xeYYtttwwwkWatttrttwrtYxWa«a++wY%'t txww«k+} ,OTE- ASTERISK (w) AT LEFT OF CROSS-SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST �ACH 6, 5•YR (EXISTING SUMMARY PRINTOUT TABLE. 150 SECNO XLCH ELTRD ELLC ELMIN 0- CWSEL CRIWS EG 2080,000 .00 .00 .00 4979,10 80.00 4979.83 4979.83 4979.98 2080.000 .00 .00 .00 4979.10 170.00 4980.07 4980.07 4980.25 w 2080.000 .00 .00 .00 4979.10 240.00 4980.19 4980.19 4980.38 ' 2080.000 .00 OO .CO 4979.10 360.00 4980.29 4980.29 4980.53 2080.000 .00 .00 .00 4979.10 500.00 4980.39 4980.39 4980.70 2160.000 220.00 .00 .00 4980.00 110.00 4980.49 4980.48 4980.58 2160.000 220.00 .00 .00 4980.00 240.00 4980.66 4980.65 4980,73 2160.000 220.00 .00 .00 4980.00 340.00 4980.71 4980.69 4980.79 2160.000 220,00 .00 .00, 4980.00 500.00 4980.82 .00 4980.90 2160.000 220.00 .00 .00 4980.00 690.00 4980.92 .00 4981.00 t 2800.000 '2800.000 1.00 1.00 .00 .00 .00 .00 4979.80 4979.80 90.00 160.00 4980.71 4980.85 .00 .00 4980.74 4980.89 E800.000 1.00 .00 .00 4979.80 200.00 4980.91 .00 4980.96 2800.000 1.00 .00 .00 4979.80 300.00 4980.97 .CO 4981.06 2800.000 1.00 .00 .00 4979.80 370.00 4981.04 .00 4981.14 76.500 76.500 76.500 76,500 " 76.500 3170.000 + 3170.000 3170.000 420.00' 420.00 420.00 420,00' 420.00 80.00 80.00 80.00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 4980.00 4980.00 4980.00 4980.00 4980.00 4980.40 4980.40 4980.40 90.00 160.00 200.00 300.00 370.00 90.00 170.00 240,00 4981.00 4981.12 4981.18 4981.30 4981.38 4981.68 4981.96 4982.09 4981.00 4981.12 4981.18 4481.30 4981.38 4981.68 4981.96 4982.09. 4981.13 .4981.29 4981.37 4981.54 4981.64 4981.39 4982.15 4982.27 3170.000 3170.00p 80.00 80.00 .00 .00 00 .00 4980.40' 4980.40 370.00 500.00 4982.23 4982.34 4982:23 4982.34 4982.42 4982.54 1 10+KS VCR AREA .01K 33.43 3.31 26.20 13.84 23.85 3.6p 51.69 34.81 20.91 3.73 73.16 52.49 29.45 4.01 92.93 66.33 30.90 4.57 113.74 89.95 32.43 2.54 45,75 19.31 32.58 2.05 113.21 42.05 29.39 2.31 146.84 62.72 19.43 2.23 222.63 113.43 14.37 2.32 298.93 182.04 4.84 .75 68:68 40.90 5.07 1.16 101.63 71.09 5.61 1.35 114.21 84.47 8.47 1.86 130.45 103..10 8.76 2.10 147.88 . 125.01 23.66 3.15 33.56 18.50 28.32 3.70 49.53 30.07 29.21 3.89 57.62 37.00 . 28.20 4.11 78.56 $6.49 27.86 4.25 91.64 70.09 25.24 2.77 26.17 17.92 17.33 3.20 52.63 40.84 15.25 3,42 78.44 61.46 15.52 3.87 115.94 93.90 15.80 4.19 149.23 125.79 hUU-I1-d0 IUC IC•J,7 rll NULICUMOOWiblCJ 0/11/96 10: 8:46 NC .020 .013 OT 6 80 100 140 X1 4310 08 250 280 170 GR GR 4988.0 4986.9 0 280 4987.0 4986.9 30 340 4987.0 4908.0 NC .020 OT 6 50 70 90 X1 4320 07 50 80 140 GR 4988.0 0 4987,0 0 4987.2 ' GR 4986.9 140 4988.0 170 NC .013 6 50 70 90 '0T K1 4570 10 22 86 250 GR 4988,9 0 4987.7 22 4988.0 GR 4988.0 86 4988.0 104 4989,4 rr1A NU JUJ CCU JUU1 200 290 250 250 180 4987.0 370 130 180 01 50 50 4986.7 130 180 250: 250 24 4988.9 154 4989.4 u 250 4986.5 50 4986.9 r cc PAGE 3 250 080 54 4988.2 084 204 4989.7 250 nuu ii-db iut i& ub r 1111198 10: 8:46 OR 4982.0 540 4982.5 91 77.5 20 323 GR 4982.8 0 4982.0 R 4982.0 187 4981.2 R 4984.0 284 064,0 R 4981.2 323 4981.1 T 6 90 1 3320 10 350 OR 4982.6 0 4982.4 �R 4982.0 400 4982.1 NC .02 T 1 0 3 18 $22 R 4983.0 0 4982.5 OR 4983.5 58 4983.0 IR 4981.5 522 4981.0 R 4982.0 590 4983.0 3580 24 550 '1 R 4983.4 0 4982.2 OR 4982.2 320 4982.2 4982.1 559 4982.6 OR R 4982.4 594 4982.3 R 4982.5 661 4982.3 6 90 3730 20 550 GR 4983.4 0 4983.0 4983.0 260 4984.0 4984.0 330 4984.0 4982.7 $90 4982.1 .013 6 90 X1 3820 15 350 4983.9 0 4983.8 4983.4 250 4983.9 OR 4983.8 500 4984.0. 02 .02 6 80 X1 4060 15 218 4988.2 0 4988.5, 4985.3 212 4985.1 OR 4985.4 283 4985.6 580 4982.5 403 100 93 4982.0 239 4901.7 292 4983.0 403 4981.6 170 240 450 50 100 4982.2 450. 4982.4 170 240 582 60 16 4982.0 286 4982.5; 522 4982.0 612 4983.0 636 200 120 4982.2 400 4984.0 $64 4982.2 616 4981.4 681 4981.8 170 240 620 1S0 740 4904.0 260 4984.0 550 4982.6 620 4982.6 160 230 450 90 50 4983.a 300 4983.1 550 4984.3 loo 140 ' 283 240 70 4986.0 218 4984.3 300 4986.0 MA Nu, 303 22u auul 680 100 100 158 4981.5 239 4982.0 304 4982,0 403 4982.0 370 Soo 50 50 200 4982.1 500 4982.6 370 500 60 60 16 4982.0 321 4982.0 552 4981.0 711 200 200 260 4984.0 400 4984.o 571 4981.5 636 4982.0 682 4982.4 370 500 150 150 140 4984.0 320 .4983.0 550 4982.6 620 4983.0 350 440 90 90 100 4983.6 350 4983.2 600 4964.6 200 290 240 240 100 4986.9 218 4985.1 307 4986.2 PACE 2 158 4981.5 187 255 4983.0 269 314 4981.7 323 431 4982.5 446 300 4982.0 600 4982.9 49 4982.5 491 4981.7 582 4981.5 350 700., 49 513 582 260 4984.0 320 550 4982.3 550 571 4982.2 586 636 4982.0 643 736 220 4983.0 220 320 4983.0 330 560 4982.1 S60 690 4984.0 690 150 4983.4 200 400 4983.2 450 650 4984.8 700 150 4985.3 202 250 4984.7 283 350 4986.9 400 HUU-11-M IUt 1L:UU rn NULIt&HbbUUIHILb 8R 4982.6 GR 4981.5 ,CR 4982.1 1 1 250 4982.5 300 4982.4 350 420 4981.4 430 0 4980.9 430 $00 4981.4 510 4980.4 520 u HA NU 3U3 CCU buul 4982.6 400 4983.1 4981.8 440 4962.2 4980.9 520 4981.5 410 470 530 GU AUG-11-98 TUE 12:37 PM NOLTE&ASSOCIATES FAX NO, 303 220 9001 ' 8/11/98 10: 8:46 +rwriwwila+ffrrrwwik#+i#ilrwiwiiiaaf ry r'r kwwi++rrww ' HEC2 RELEASE DATED SEP 88 UPDATED SEPT 1989 OR CORR - 01,02,03 MODIFICATION ii}a}t#x}rliwNii}4rw+wwrti##!}fla wr#w###atttrwl'w wf �1 HEC2 RUNS FOR FORT COLLINS OLDTOWN BASIN (RESOURCE CONSULTANTS, INC) T2 CHANNEL FORMED BY 'MOUNTAIN AND LAPORTE BETWEEN MELDRUM AND COLLEGE �3 REACH 6, 5-YR (EXISTING CONDITIONS BY NOLTE 8 ASSOC., 8/11/98) J1 ICHECK INO NINV IDIR STRT METRIC IIVINS q ' O 3 0 0 .1 0 0 0 J2 NPROF 1 IPLOT PRFVS XSECV XSECH -1 FN ALLDC IBW ,C .013 .013 .013 OT 6 80 170 240 360 500 1 2080 23 100 740 4980.5 0 4980.5 20 4980.1 20 4980.1 4979.6 80 4979.6 100 4982 100 4982 GR 4979.1 .680 4979.9 700 4979.6 700 4980.3 4980.5 740 4980.$ 750 4980.1 750 4980.0 4980.0 770 4980.0 800 4982.0 800 110 240 340 500 690 2160 28 150 680 70 80 220 GR 4982.0 0 4980.6 0 4980.6 20 4980.2 G 4980.1, 150 4980.8 150 4980.8 220 4980.6 4980.0 680 4981.5 680 4982.4 730 4980.7 4981,3 740 4981.3 755 4981.0 755 4980.4 GR 4980.7 850 4980.2 850 4980.2 860 4982.0 4981.3 910 4981.6 960 4982.0 1010 qT 6 90 160 200 300 370 2800 10 100 160 1 400 1 4982.0 0 4980.6 4980.E 20 4980.2 4980.4 160 4979.8 210 4980.3 210 4981.0 ' 76.5 4982.0 13 60 178 160 290 420 0 4981.0 58 4980.8 60 4980.3 GR 4981.5 100 4982.0 106 4982.0 139 4981.5 4980.5 178 4980.8 194.9 4981.0 260 qT 6 90 170 240 370 500 3170 23 250 460 00 80 80 4982.E 0 4982.0 50 0 4981.8 100 4982.0 P. 19 PAGE 1 THIS RUN EXECUTED 8/11/98 10: 8:46 WSEL Fo 4968 0 CHNIM ITRACE 60 4979.2 00 660 4979.7 660 720 4980.2 740 760 4979.5 770 20 4980.7 90 220 4980.6 S00 730 4980.8 740 835 4980.7 835 860 4982.6 910 20 4980.7 100 250 4982.0 250 60 4981.0 81 139 4980.0 178 150 4982.3 200 AUG-11-98 TUE 12:37 PM NOLTHASSOCIATES i<Rttt#a##iaaa4ftitY'Ia'#kw#RWR+if ki/t<tttt#t#ktiR+ffk+r WATER SURFACE PROFILES VERSION OF SEPTEMBER 198E * ERROR: 01,02,03 + UPDATED: SEPTEMBER 1989 x RUN DATE 8/11/98 TIME 10: 8:46 W WW#+Wax if f•'v wvaYtWWRawWxif Rxrv#tWWW#Ra++wf ff vf'ttRaWWRR FAX NO, 303 220 9001 P. 18 +aWifrra#wR+++f.f•rwrraaaa.f R,rt+aaaa.• * U.S. ARMY CORPS OF ENGINEERS * THE HYDROLOGIC ENGINEERING CENTER, W 609 SECOND STREET, SUITE D • DAVIS, CALIFORNIA 95616-4687 * (916) 756.1104 W+aW+ia♦♦f RYkRWRRf <aRf ttY+ftt#aaatafvYv x x xxxxxxx xxxxx xxxxx x x x x x x x x x x x x xxxxxxx xxxx x xxxxx xxxxx x x x x x x x x x x x �0 OF BANNER x x xxxxxxx xxxxx xxxxxxx; I .1 LI flue I VV I 10-OS-87 07:20:37 THIS RUN EXECUTED 10-01-87 nwwnwAhwwwwwnyhwhwwwwwwwnwwwhwwww whwwwwrtrtnwwwwwnww HEG2 RELEA5t DATED NOV 76 UPDATED NJ:Y 1986 ERROR CCFR - 01,C2,03,04,05,06 MODIFICATION - 50,51,52,53,54,55,56 IBM-PC-Y.T VERSION AUGUST 1985 w"wwhw"wwwwwwwynwwA wwwwwwwwwwwwwwwnwkwwwNw^wwwnwww NOTE- ASTERISK (") AT LEFT OF CROSS-SECTION NUMBER INDICATES nSSAGE IN SUM9ARY OF ERRORS LIST REACH 6, 5-1-R SI.HWY PRINTOUT TABLE 150 SECNO XLCH ECTRD ELLC ELKIN 0 CWSEL CRI'WS EG' SOK"S VCH' " 2C80,000 .00 .00 ,00 4979,10 80.00 A979.83 4079.63 4979.90 35,41 3.38 ^ 2060.000 .00 .00 .00 4979,10 170.00 4980,06 4980.06 4980.25 25.97 3.75 " 2080.000 .00 .00 .00 4979.10 240.00 4080.20 4980.20 4000.37 20,93 3.71 " 2080.000 .00 100 .00 4979.10 360,00 4980.29 4980.29 4980.53 29.90 4.03 " 2060.060 .00 ,00 ,00 4979.10 500.00 4980,41 4280.41 49a0.70 28.15 4.41 2160,000 220,00 .00 .00 4950.00 110.00 4980,49 .00 49a0.56 31.33 2.50 2160.000 220.00 .00 .00 4980.00 240.6D 4350.66 4980.G5 4980.73 29.02 1.99 21GO 000 220.00 .00 .00 4980.00 340.CC 4386.71 4980,69 4950.79 29,41 2.31 2163.000 220.00 .00 ,00 4980.00 500.C4 4980.82 .CO 4080.90 19.23 2.22 2160.000 220.00 .00 :00 4960.00 690,00 4960.91 .CO 4981.00 15.05 2.35 2800.000 1.00 .00 .00 4979.80 00,00 4980.71 .00 4080.74 4.07 .73 2500.000 1.00 .06 .00 4979.80 160.00 4980.81, ,00 4909.59 5.33 1.17 2800.CO0 1,00 .00 .90 4970.80 200.00 4.50.91 .00 4980.9G 5.52 1.35 20" .000 1.00 .00 .00 A979.80 300.00 4960.97 .00 498i.06 8.49 1.87 2803,000 1.00 .00 .00 4979,80 370.00 481.04 .00 4981,14 6.71 2.10 ^ 3170.000 370.00 .00 .00 4980,40 90,00 4981.68 4061.68 4981,89 26.15 2.80 " 3170,000. 370,00 .00 .00 4960.40 170.00 4081,26 '4981.9a 4992.15 17.18 3.19 ^ 3170.000. 370.00 .00 .00 4960,40 240.00 4982.09 .4982.09 4982,27 14.76 3,38 " 317C.000 370.00 .00 .00 4960.40 370.00 4982,23 4982.23 4982.42 15,79 1.09 " 3170.000 370.00 .00 .00, 4980.40 500.00 4362.33 4962.33 4082.54 16.27 4.24 3320.000 :50,00 .00 .00 4862.00 80.00 4982.25 4982.24 4982,32 31.86 2.37 3323,000 150,00 .00 .00 4902.00 170.00 4632.3G ,00 4082.43 20.24 2,47 3320.000. 150,00 .Do .00 . 49a2,00 240.00 4982.43 .00 4982.51 17.09 1.59 3323.000 150.00 .00 .00 4982,OC 370.00 4962.55 .00 4982.63 12,25 2.62 332C,000 150.00 .00 .00 4982.00 500.00 4982.65 .C3 4982.73 10.20 2.68 Old Town Basin Master Plan - Jan. 7. 1993 HF(,-:) Of ITAI IT - Rr :F rcf 0n.411 AUG-11-98 TUE 12:35 PM NOLTE&ASSOCIATES FAX NO 303 220 9001 P. 15 10-01-87 07:20:37 PAGE 3 NC 1013 .013 .013 .000 .000 .000 .000 .No .000 .000 QT 1000 .000 50.000 70.000 90.000 130.000 180,000 .000 .DOD ,ODD_- X1 4570.000 10.000 22.000 56.000 250,000 250.000 250.000 .000 .000 .000 GA 4988,900 1000 4081.100 22,000 4988.000 24,000 4988.90D 54.000 4966.Z00 64.Oco G8 4986,0o0 $6.000 4988.8c0 104,000 4989.400 154.000 4989.400 204,00D 4089.700 250.000 EJ .000 '003 .000 .000 .030 1000 .coo ,000 .000 .000 AUU-11-98 TUL 12:34 F11 NULIL&A66W iRiLb hAX NO, 3U3 �[u JUUI 10-01-87 07:20;37 14 NC .013 .013 .013 .0]0 .coo + .000 .00O ,0:0 QJC . 000 .000 90.000 :10.0)C 241.000 370,000 500,00C .3C0 .000 X1 2320.000 10.000 350.000 450.000 i50.00o 1°0.000 151.000 .0 OR 4582,600 .000 .00O 49J2.4C0 C0100.ccC 4962.2C; 203.000 49 ^ GR 4982.000 4CO.00O 4 62,600 600.001 4992,900 392,100 CSO.000 4992.400 507.000 43B2,fi00 600.000 4592.3C0 NC .020 .013 .013 .Ico loco .000 QT .000 '000 .CCO .000 .000 00,000 170.000 240.GC0 370,000 5CO3000 .000 .000 X1 3580,Co0 24.000 5`0.000 936.000 290,000 2SO.000 280.000 .000 .coo OR 4963,400 000 .000 49az.z00 120.coo 4982.200 Z601000 4954.000 260.000 4084.000 OR 4982.200 320,000 4982.200 400,CCO 4984.000 400.000 4384,000 550,OCO 4962.300 OR 4982.100 5$9.000 4382.600 564.000 4982,200 571.000 4981.500 571,C00 4962.200 OR 4982,400 504.000 4982,300 619.090 4961.400 636.000 4962.000 636.000 4982,oco OR 4082.500 661.000 4962.30.0 881.o00 4981.800 682.07o 4982.400 736.000' .COO NO .026 .013 .013 .000 .COO ,300 .coo Or 000 .000 90,000 170.G00 240.Coo 370.000 `,00.000 .0.,00 ^0 .000 X1 3730,000 20.000 550.000 620,000 '00 'S^,OOC i50.00C � i57.000 loco 3 0 OR 4903,400 .000 4981.000 140.000 4964.000 140.000 4564.000 22D.000 4p80.000 OR 4983.000 260.000 4994.000 260,CC0 4984,000 320.000 4983.000 320,03 4363.000 OR 4904.000 330.000 4984.000 550,70C 4:82.600 550.COG OR 4082.700 590.000 4952.10C 623.000 4962.600 1'=2.G00 560,000 4982.IC0 62C,000 4883.000 690.001 '984,000 NC .013. .013 .oA .Coo .Cco .000OT .000 0C. O ,03o .030 .000 30.000 16C.000 230,000 350.000 44o'.00 000 X1 3620,000 15.000 350.00o 45C.000 90.070 90,000 93,000 .0t0 .000 CR 4983.900 .000 4963,900 SO,COC 4983•r70 100.000 4903.600 150.000 4393.400 OR 4983.400 250,000 4963.90o 300.00C 4983.1CC 350,000 4983.Zoo 400.Ot0 4983.20C OR 4983.800 SQO.000 4984,0CC 550.CCt 4984.3)0 . 900.000 4:64,600 650,5C0 4564.8C0 NO .020 .020 .013 .30'0 .CCo .oC0 loco .oe7 cJQ 4. ODc eoG 901000 :00.c30 14C.LL'0 200.000 230.D00 .oe7 X1 4000.000 15,003 218.000 2 ,470 83.C70 G4a.cc0 240.7C0 2U ,000 .09. .031 GR 4080.200 .DJC 49B6.500 7c.Fi1 4g86.CQC 1^ OR 49B5,300 1.12.000 4985,107 218.000 4 v0.00� H65.9C0 :SO,000 4985,3C6 964.3^0 218,00C c585.1)C 250.0c) 4CS4.710 OR 4985.400 283.000 4365.630 200.:CC 4689.DCO 307,OCO 4=E6.23 3 0.: - 5' ^C7 43.36.3C3 N'C .020 .013 ]13 COJ CCO "v00 CC Qr ,000 .000 ;C,Cco 1CC.430 14C Co) ^ o •OOC o)o X1 43.0.000 25C.00• 200.Coo 2S3.000 loco .p00 ,• 6.Gpp o 28C.00] :7c,0p0 250.000 257.000 .00C .00O OR a_68.000 '000 4587.000 c0.GC0 4957.Co; OR 4086.900 28 00 180,G00 4c87.000 250.0Co 4986.5C0 .0.0 4.5a ,6.90_ 40.CCJ 4?S.Op^ ]70,000 .000 )C0 ,Cc .. 0 NO .� ar '0 •coo .7c0 .00o .00O coo .000 Sc.000 7c.773. 3C.Cco i5o.7C] 1" .coo Coo X1 432p.000 7.000 50.000 00 CA) GeG : c.Go] 1.CDG 50.e00 e7 CCO G% 4368.000 , ,000 4�61.200 ==J 45,:O) c . OR 4986 A00 50,000 4986,730 •5C,000 4986.903 140.00p 489,000 17Q.000 .GCC .00O . ]CO C07 .000 Old Town Basin Master Plan - Jan. 7. 1993 HEC-2 OUTPUT • RCE ref:90-41 1 PASE . OCC OCO .00O 350,C00 7CO.003 .000 .000 .000 320.000 550.000 588,000 643.003 .000 .000 .000 .006 220,coo 330.000 450.000 69C.000 .000 .CCO .000 200.Coo 450,000 7C3.000 .000 .000 .000 20z.coo 233.000' 4)0.00C .000 070 .000 250.000 .000 ,COO coo .000 80,006 LL coo Page 236 AUG-11-98 TUE 12:34 PM NOLTHASSOCIATES FAX N0, 303 220 9001 P, 13 !C-01-87 07:20:37 FACIE 1 THIS RUN EXECUTED 10-01.07 hAAAwRRhwAAwwwyywwwwwwwVVnww nwvwywAAi wwVkwdwAnw wn HEC2 RELEASE DATED Nov 76 UPDATED(MAY 1"a84 ERROR CORR - 0.,02,03,04,05,06 MODIFICATION 50.51,52,53,54,55,56 IBM-PC-XT VERSION AUGUST 1985 wwwRwyFwAARyRywWWwwwwRRwwwwwwwwAnwwRwkMAwAAwwwwwww T1 HEC2 RUNS FOR FT COLLINS OLDTOWN BASIN 72 CHANNEL FORMED BY MOUNTAIN AND LAFORT BETWEEN MELDRUM AND COLLEGE T3 REACH 6, S-YR J1 ICNECK IHQ N1NV IDIR STRT METRIC HVINS Q WSZL FQ 0, 3. 0. 0, -1.000000 .00 ,0 0. 4969.000 .000 J2 NPROF IPLOT PRFVS Y.SECV XSEC9 FF ALLDC IBW CHNIM ITRACE 1.300 .000 -1.000 OGO .CDO .000 .000 .000 .000 .003 NC .013 .013 1013 OCO .000 .000 .000 .000 .000 .000 QT ,000 .000 60.000 170.000 240.000 360.000 500.000 .000 .000 .000 XS 2080.000 23,000 100.000 740.000 .030 .000 .000 .000 .000 .COD -� 0 OR 4980.500 .000 4980,500 20.000 4980.100 20,000 4960,100 60.000 4979.200 80.000 OR 4970.600 80,000 4979.600 100,000 4962.000 100.003 4982.000 660.000 4979.70C 6$0,000 OR 4171,10, 110,111 1171,111 710.001 4979.600 700,000 4980.300 720.000 4960.200 740.000 OR 4960,500 740.000 4980,500 75C,OCC 4980.103 750.000 4960.000 760,000 4979.S00 770,003 OR 4980,000 770,000 4980.000 609.000' 4582.000 800,000 .000 1000 .000 .000 NC :313 ,C13 .01.3 .000 .00O .00O .000 .000 ,CDC '000 QT .000 .000 110.000 240.000 340,000 500.000 990.000 .000 '000 .000 XI 2160,000 28.000 150,000 680.000 70.000 80.000 220.000 .000 .CDC ,000 -7 0 CR 4962,000 .000 4900,600 .000 4680,600 20.000 4980,200GA 4980.400 20,000 4950.700 90.000 .,1.000 4980.800 220.000 496C.60C 210.000 4960,6 0 500.000 OR 4980.000 680.000 4981.500 660.000 4282,400 730.000 4960.700 730,000 49BC.600 740.000 OR 4981,300 740.000 4961.300 755.000 4981.003 755.000 49BD.400 835.0DO 4900.700 835,000 OR 4960,700 850,000 4880,200 850,C00 4960.200 890,000 4982.000 800.000 4382.600 910.000 OR 4981.3CO 810.000 4961.600 960,OCD 49e2.000 lC10.000 000 000 C00 .000 RC . M .013 .011 ,OCO .000 .000 .CCO .000 .000 .000 OT 000 .000 90.000 150.000 M .000 300,000 370.000 .000 .0'0 000 X1 2800,000 13.000 100.000 160.000 1.000 600.003 11000 .000 ,COO ..000 OR 4982.000 ,000 4980.600 .000 4956.600 20.000 4980.200 20.000 4g8C.7C0 100.000 OR 4980,400 150,000 4979.800 210.000 4*660.30C 210,000 4981.000 250.000 4932.0:O 250.000 NC .013 .013 .011 .400 .000 .00C .000 .000 .0 6 .ODO QT ,000 .000 90.000 00,000 '40.000 373,000 500,000 .000 .030 .000 X1 3170.000 23.000 250.000 460.000 130.000 330.000 370.000 .700 .0:0 .CDO GA 4982.E00 .000 4982.000 50.000 4"I.9CC 100.000 4982,000 150.000 4882 300 2C0.000 GR 4FiS2.600 250.000 4962.500 300.000 4982.430 350,000 .982.600 400.000 4963.!00 410.000 OR 4961.500 420.000 4991,400 430,00p 4985.900 430,000 4981.800 460.000 4982.2CO 470,000 OR 4962.100 503.000 4981.4CO3 5101000 4^480,400 520.000 ;980,no 520.000 4981.500 530.000 OR 4982.000 540,C00 4962.50C 500.000 4912.500 68C,000 .ODO .000 ,003 .000 1 1 1 1 1 AUG-11-98 TUE 12'.33 PM NOLTBASSOCIATES 10-01-97 07:49:37 w"ww"w"wwwwwww""""wwwwnwwwwwwA wf wwww Awww•wffw ww♦ww HEC2 RELL SE DATED NOV 76 UPDATED MAY 1964 ERROR CCRR - 01,02,03,04,05,06 , MODIFICATION - 50,51,52,53,54,35,5E IBM-?C-XT VERSION AUGUST 19a5 ww wiw wwwww"""wwwwwhwwwwAAii•ww}www"AAwfffw•wRwhwww """lwwwwwwwwwwRwwwiwwww►wfwRRRRRRwR1wAAiwwAwwwwwwwwwwf " WATER SURFACE PROFILES w " VERSION OF NOVEMHER 1976 " UPDATEC MAY 1964 f " IBM-PC-XT VERSION AUGUST 1905 " RUN DATE 30-.01-67, TI1E 07;20;3a w hkAAiwwnwww wkwwww*w•nwwwwwwwwwwf}wwwwwfwwwwwwMAww Awww FAX NO. 303 220 9001 P. 12 PAG! 1 s x x xx�o= X X x X r' X X X X xxxx)Doc xxxx X X X x x x x x X x x x Xxxxxxx xaoc Old Town Basin Master Plan -Jan. 7, 1993 THIS R7N EXECUTED 10-01-87 hhwwwf hwwwwwwRwwwwwlw wwwfw•Hwffw " U.S. ARMY CORPS OF ENGIX= " TUE. HYDROLOGIC ENGINEERING " 609'SECOND STREET, SUITE 0 " CAMS, CALIFORNIA 95616 " (916) 440-2105 (F,TS) 445-21 w Aiwwwwwwwhwhwwwwwwwwwwwwfwwwwfw xxxxx R X X X X)D= X)Om x x rAaDDOa Al HEC-2 OUTPUT • RCE ref:90-411 Page AUG-11-98 TUE 12:33 PH NOLTE&ASSOCiATES FAX NO, 303 220 9001 k NOLTE and ASSOCIATES, Inc. Engineers (Planners / Surv",ors f7 C t) DATE SuBjfcl. Ce "? ri'm T-7 01-i DR DISICNEn BY—./ CHECKED RY_ (.1 ve, /'4 t- �'Z-vr) t... /0(.) < -7 17 4 7- -7 71 7, 3 Pi 0 —7/ 71 -7 40 3. e7 q. 25 7.6 ILI L. J w■ w �w ■� w w w w w w ■� w �s w w w w w� Justice Center Park Rating Curve c m 4983.w 4982.5D 4982.OD Q 4981.50 w ' 4981M 498D.50 498D.00 VolumelDischange Sheetl Chart 1 8110198 —Eiev. -n x z O w 0 w N fV O Co 0 0 -o 0 TIME OFCONCENTRATIGN - JUST3CF CENTER.PROPOSED) => LOCATOR: JUSITCE CENTER Pha". U DESIG4 BY: JSG DATE: WIV98 FORMULAS: 1.9 Tt = ill-9 LA3.'HI-.395 x 60 SLML SIWDATA ll".MDNLAWDTIKEM I T WtnwE(ft) TOTAL Tc Ch"S f"wd 1 9) n"LTC ox-sjrK4mv Ctt JAR=kf^_? LFXGTHzi) UEN r,?-Ahj- tEW.rHJFTj DF.F YE: ('PS? TKNilY' T-IKMI? LGTH.(FT) S-1UIB04.11 A D.Eg 3.41 -1303 2.03 .4.74 775 CO 6.03 1.19 257 GIB 325.00 11.8 B e) %_R 005 f, C-85 D 13 5 D OSA 0.45 RXTgsx,A COMPOSITE RUNOFF COEFFICIENTS - JUSTICE CENTER (PROPOSED) => c_- LOCATION: JUSTICE CENTER Phase 11 DESIGN BY. JSG DATE: 611 V98 BASIN AREAS (FTA2) PAVED'C'FACTOR ROOF'C FACTOR IUNPAVEDC'FACTOR COMPOSITE'C7 FACTOR DESIGNATION 77=777 PAVED -.77 UNPAVED ROOFS TOTAL 777 10 YEAR 100YEAR 10YEAR 100YEAR . I 10YEAR TT7 100YEAR 77— � - 7. -J� 10 YEAR �t- 100 YEAR —7";: A 41.130 50,103 57,171 148,404 0.95 0.95 0-95 0.95 0.15 0.15-- 0.68 0.68 B 2,118 0 0 2,118 0.95 0.95 0.95 0,95 0.15 0.15 0.95 1 0.95 c 4.990 630 0 5,620 0.95 0.95 0.95 095 0.15 0.15 0.86 0.06 D, 9,218 10,285 0 19,503 0.95 0-95 0.9 5 0,95 D.15 0.15 0.53 0.53 RA'nO.','ALpr.As RUNDF MIPUTAMONS — JUMSTICECENTMER(PROPOSMED) M M STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Design Stomi 100 -YEAR Ca%. Lpy, RBM LOCATION: JUSTICE CEWER P�zse 11 DESIUJ CJTV OF FT. COL LINS 5�hk'd PL JSG Date: b.-11:96 IDIRECT RUNOFF RATIONALpt.,.'s AUG-11-98 TUE-12'- 30 PM__ NOLTUASSOCIATES FAX NO, 303 220 9001 F. Ub NOLTE and ASSOCIATES, Inc. Engineers / Planners SUrvoyors JOB NO. DATE SUBJECT bene- Ap vr'.� U D B__ fw CHECKED Vo t- 37. '7 281 6646 Pr = = = = = = = = = m m = = = = = = = = T.-YEOFCONCF14TRATION - .]LjSl7CECFNTF-R(EXISTINZ;) TM'E OF C40NCENTRATI0N REMARKS LOCATION: JUSTICE CENTER(EX Phase 11 DESIGN BY: JS4G DA TE: 6-4f93 FORMULAS: Tt (11.9 L-&W�-.39S A GD SLOB %CATA NMI)VERL-kNE) 11ME Ill 14LAWL nwE fry TOTAL tK%Ll, U'iGlh(-!) Dl=EL Trj!-v- loTIM... wrh.,T. ff. 116 142 F.51co 6.00 1. &i 655 84 67000 137 5 069 11AG loc(I 510 1.28 255.00 2 &D 1.2.4 3.20 I 47 26500 11.5 5 COMPOSITE RUNOFF COEFFICIENTS - JUSTICE CENTER (EXISTING) _.. CC3 PDl7 , C ; _.FACTORS LOCATION: JUSTICE CENTER (EX.) Phase 11 DESIGN BY: JSG DATE- 814/98 BASIN AREAS (FT^2) PAVED'C' FACTOR ROOF V FACTOR UNPAVED'C' FACTOR qYEA DESIGNATION PAVED UNPAVED --- - ROOFS z-a- TOTAL -_- Y 10 YEAR 100 YEAR 13 10 YEAR f 00 YEAR 10 YEAR 100 YEAR 10 YEAR A 122.363 30,874 B 13,46E 6.614 10.694 0 163,931 20,08D 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.15 0.15 0.15 0.15 0.80 0.69 0.B0 0.69 RATIONALexAs RUNO"FCCPAPUTATIONS - JUSTICE CENTER (E)USTiNG) S70RM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Design Staffn: 100 -YEAR Cak. pt. RBU LOCATiON: JUSPCE CENTE F (EX) Phase tl DESIGN c"'y OF FT. COLUNS ��rk'�LbyASG 0,4198 mlDate: Imimm RIMMEN MIME EMEN �i ME MEEME EM ME MEMN RIMEME MIN Ml C� MR mmmmw m ME IMME M MEMMIRIMEM! 0 E ME EMMIME RIM MEMN MEME ME ME MEMOMN IM HNIMMIN EM IM SO MWEIMM MEMNIMME IM MN RATi0.'zA,Lcx,xis No Text ' AUG-11-98 TUE 12:28 PM NOLTE&ASSOCIATES FAX NO, 303 220 9001 F. 02 tR-M-P Medium Density Planned Residential District --- designation for medium density areas planned as a unit (PUD) to provide a variation in use and building placements ' With a rrlinimurn lot area of 6,000 square feet. R-L-M Low Density Multiple Family District — areas containing low density multiple family units or any other use in the R-L District with a minimum lot area of 6,000 square feet for one -family or two-family dwellings and 9,000 square feet for multiple -family ,. dwellings. M-L Low Density Mobile Home District -- designation for areas for mobile home parks containing independent mobile homes not exceeding 6 units per acre. 1 M-M Medium Density Mobile Home District — designation for areas of mobile home parks containing independent mobile homes not exceeding 12 units per acre. B: G General Business District — district designation for downtown business areas, ' including a variety of permitted uses, with minimum lot areas equal to 1 /2 of the) total floor area of the building. B-P Planned Business District — designates areas planned as unit developments to ' provide business services while protecting tho surrounding residential areas with minulnum lot areas the same as R-M. H-S Highway Business District -- designates an area of automobilo-orientated busi- nesses with a minimum tot area equal to 1 /2 of the total floor area of the building. B-1_ Limited Business District — designates areas for neighborhood convenience ' centers, including a variety of community uses with minimum lot areas equal to two times the total floor area of the building. C Commercial District —designates areas of commercial, service and storage areas. ' I-L Limited Industrial District —designates areas of light industrial uses wilt) a minimum area of lot equal to two times the total floor area of the building not to be less than 20,000 square feet. 1 I-P Industrial Park District --designates light industrial park areas containing controlled industrial uses with minimum lot areas equal to two times the total floor area.of the, building not to be less than 20,000 square feet. I-G General Industrial District -- designates areas of major industrial development, ' T Transition District — designates areas which are in a transitional stage with regard to ultimate development. For current and more explicit definitions of land uses and zoning classifications, refer to the ' Code of the City of Fort Collins, Chapters 99 and 118. Table 3-3 RATIONAL METHOD RUNOFF COEFFICIENTS FOR COMPOSITE ANALYSIS Character of Surface Runoff coefficient ' Slrc;ets, Parking Lots, Drives: Asphalt................................................................................................ 0.95 Concrete............................................................................................. 0.95 Gravel................................. :.......................................................... ..... 0.50 ' ' Roofs.......................................................................................................... 0.95 1'..awns, Sandy Soil: Flat= 2%. ........................... ....................... 0.10 Average 2 to 7%............................................................0.16 :Sleep 7% .................................................................................. 0.20 (..awns, Heavy Soil: Flat,--:2%............................................................................................. 0.20 Average2 to 7%.................................................................................. 0.25 Sleep>7%.......................................................................................... 0.35 ' MAY 1964 3-4 DESIGN CRITERIA NOt7E ad A'BDCWT� ire Engineers / Planners / Surveyor: Final Drainage Report Larimer County Courthouse REFERENCES A. CijX of Fort Collins Storm Drainage Design Criteria and Construction Standards, City of Fort Collins Stormwater Utility, May 1984. B. Urban Storm Drainage Criteria Manual, Wright -McLaughlin Engineers, Inc., Denver Regional Council of Governments, Denver 1969. C. Old Town Drainage Basin Plan, City of Fort Collins, Resource Consultants and Engineers, Inc, January 1993. D. HEC-2 Computer Program - Water Surface Profiles, U.S. Army Corp of Engineers Hydraulic Engineering Center, Davis, California, 1990. NOLTE and ASSOCIATES, Inc. :�' CAMy n«,men,\9802ricvustCtrDr cd« r- i 1 L ' Final Drainage Report Larimer County Courthouse NODE"ASSOQATS A= Engineers / Planners / Surveyors 5.0 CONCLUSIONS/SUMMARY 5.1 COMPLIANCE WITH STANDARDS The proposed storm drainage design for the site complies with the intent of the following regulations, standards, and reports: ♦ City of Fort Collins Storm Drainage Design and Technical Criteria ♦ Old Town Master Drainage Plan for the City of Fort Collins, by Resource. Consultants and Engineers, dated January 1993. 5.2 DRAINAGE CONCEPT The drainage system is designed to control storm water discharges, protect surface water quality, and to safely convey runoff from the site in compliance with local regulations and consistent with current studies of the major drainageway basin. NOLTE and ASSOCIATES, Inc. 41 CAMy DommenU\9802cjcvuaCtrDrsinRepoe.doc Fort Collins Old Town Existing River = RIVERA Reach = Reach-1 Section 81- Howes Section 81 - Howes Street RS = 3820 ----- .013- ---- --- ._... -_---013--- >----.013--- ---- r 3986.04- -- - -- ----- -- --- --- - ---- `depend -i WS 500-Year WS 100-Year WS 25-Year i985.5 I ------ = ------ — WS t Year iWS -Year i I Ground ! Bank Sta I I — i 985.01 i ' I 994.5-1 I i ` I ' i ,.. I i , • I r, 0 200 400 600 800 Station (ft) = 100 ft t in Vert. = 0.5 ft FIGURE 5 Fort Collins Old Town Existing River =RIVER-1 Reach =Reach -I SectioniSO RS=3130 —02 4984.5 4984 01---- 4982.0 0 2DD 400 Station (ft) XISTING SECTION VJS 5 DD-Yea r WS 100-Year WS 25-Year WS 10-Year i WS 5-Year Ground a 6 Bank Sta ORIGINAL SECTION = 10011 1 in Vert. -7 FIGURE 4 49,34.5-- Fort Collins Old Town Existing River = RIVER-1 Reach = Reach-1 Seeflon 79 RS = 3580 —.013 — —.013 WS 5WYear; WS 100-Year; 4984-0- ...... 4 9,93.0 > W 4932.5 4982.0 Z 0 260 400 Station (ft) .-I- ; WS 2 5-Ye a r WS 10-Year —W—s 5—Year Ground Ineff lank Sta JUSTICE CENTER \\X i. it LOST CONVEYANCE 600 FIGURE 3 4e84oj 4983.5 uj Fort Collins Old Town Existing R-;vur=PJVER` Rmoch=Reach-I Section 78`Mason Street RS=532O | '---°--- ma VVS In0-�emr| -- WS 25-Year / | | -- ^----' | | � mS 10-Yea WS 5-year Ground 0mpk --Sta � ----�—'--�-----'----�—�----------------- ' i ! ' —---� � � « | ` / � ! «yuu�m�'------' �-----^'---�-----��'----------� ~'^AD � _--�—'__----^----- __—__—'_-_ 400 � 600 800 . HuN0mr z I LJ 1 LJ 1 1 M , Final Drainage Report ML Larimer County Courthouse nouEa„aAMCK711% 1= Engineers / Planners / Surveyors 4.4 EROSION CONTROL AND WATER QUALITY Erosion control during construction of this project will consist of silt fence installed around the perimeter of the landscaped areas. Once foundations are in place and floor slabs constructed, the potential for erosion will be minimized. The Grading and Erosion Control Plan in the construction drawings indicates the type and timing of proposed measures. Water quality of stormwater discharge from the site in the long-term will be controlled by a by the detention pond. The overall imperviousness of the site is being reduced from the existing condition, and the reduction in surface parking will reduce oil and grease and other pollutants from the site. ' NOLTE and ASSOCIATES, Inc. 6 CAMy Documents\9902cjcvugCrrDminRepatdoc M kk Final Drainage Report Larimer County Courthouse N0UEwWAS9DC3K Engineers / Planners / Surveyors discharge from Basin A will be 0.87 cfs in a 100-year event, and the pond will store up to 23,500 ' cubic feet before overtopping the sidewalk. Drainage Basins B and C are driveways to the underground parking. Subsurface drains will be installed to intercept runoff from these areas. Basin D is the remnant surface parking and ' landscape berms which will sheet flow to the street sections. 4.3 IMPACTS TO THE FLOODPLAIN The Old Town floodplain was delineated in the Master Plan using the HEC2 computer program (Reference D). Input and output files are fisted in the Technical Addendum, Volume I, to the ' Master Plan. The HEC2 input file for Reach 6 was copied and run as part of this analysis to duplicate the results of the Master Plan, and to determine the affect this project will have on ' existing flood elevations. The HEC2 input and output files from the Master Plan are included in the Appendix to this report. Four hydraulic cross -sections, numbered 78, 79, 80 and 81 define the flood elevations at this site. These cross -sections are illustrated in Figures 2 through 5 on the following pages. The Courthouse and landscape berm will occupy some area used for conveyance adjacent to Laporte Avenue in cross -sections 79 and 80 but will not affect section 78 or 81. The location of the ' Courthouse is indicated in cross -sections 79 and 80, Figures 3 and 4. The HEC2 model was run with the area occupied by the Courthouse blocked out. This area represents are small portion of the total conveyance available in the cross -sections. The result is that the Courthouse will cause ' an increase of 0.02 feet in the Old Town base flood elevations at cross-section 79. The impact does not effect cross -sections 80 or 81, at Howes Street. Input and output files from the HEC2 runs are listed in the Appendix. ' The site is still subject to flooding on the northern and eastern perimeter, and first floor elevations for the Courthouse have been set 1.5 feet above the 100-year flood elevation in Laporte Avenue. The driveway to the underground parking is set at elevation 4984.60 on Laporte Avenue and at elevation 4984.10 on Mason Street. Landscape beans will keep floodwaters out of the site. The proposed 100-year flood boundary is illustrated on the Drainage Exhibit. NOLTE and ASSOCIATES, Inc. 5 CAMy DoNmems\9802cjcvustcvnreinReporcdoc I r L� I� I ■, Final Drainage Report Larimer County Courthouse NOUEad AMCIRTM bm Engineers / Planners / Surveyors The site drainage plan was prepared with consideration given to the Master Plan for Old Town Basin prepared by Resource Consultants, Inc. There are no specific site constraints that will adversely impact the drainage. 3.2 RUNOFF CALCULATIONS The Rational Method has been used to calculate peak runoff from the 10-year and 100-year recurrence interval storms. Storm water detention is proposed for the center of the site, so discharges from the site will not be increased over the "existing" conditions because the site was completely paved before this project. Peak flow calculations are listed in the Appendix and summarized on the Drainage Exhibit. 4.0 DRAINAGE FACILITY DESIGN 4.1 GENERAL CONCEPT The proposed drainage scheme for the Courthouse site is shown on the Drainage Exhibit at the back of this report. Runoff from the site will be collected on the rooftops of the Courthouse and adjacent buildings and piped to the detention pond in the center of the site. Landscaped areas will be graded toward the detention pond, except for some perimeter areas which will be graded toward the streets. A single outlet pipe will be constructed from the detention pond east between the buildings (Design Point 1 on the Drainage Exhibit), then north in Mason Street to the existing manhole on the north side of Laporte Avenue. 4.2 BASIN DESCRIPTION For the purpose of calculating runoff, the site has been divided into four sub -basins, identified by the letters A, B, C and D as shown on the Proposed Drainage Exhibit. Potential off -site discharges from the west will be conveyed in Laporte Avenue on the north side of the property. No off -site flows will be conveyed through the site. No analysis has been performed for landscaping which will occur within the right-of-way of Laporte Avenue and Mason Street. ' Basin A consists of the proposed Justice Center building and the existing buildings on the south, and the landscaped park and parking areas within the property. Discharges from Basin A will be controlled by a storm sewer inlet at the entrance to the 15" RCP outlet pipe. The inlet will have a 4" diameter PVC pipe at the invert, and a grated top at Elevation 4982.5. The maximum ' NOLTE and ASSOCIATES, Inc. 4 CAMY Dwuments\9802cjcvustctrDmtnReporLdoc F, J 1 1 I I^ u M IL Final Drainage Report Larimer County Courthouse NOLTE ad ASSOC RTE% fit Engineers / Planners / Surveyors 2.0 DRAINAGE BASINS AND SUB -BASINS 2.1 MAJOR BASIN DESCRIPTION The proposed development lies within the Old Town Drainage Basin. The Basin is located in the central part of Fort Collins and is almost completely developed. There is no major drainage channel, and runoff is carried within a network of storm sewers and street sections to the Poudre River. The Basin is also subject to discharges resulting from irrigation surcharge flows occurring in the basin upstream of Shields Street. Although this project is within the Old Town Basin floodplain, the proposed structures are above the 100-year flood elevations. 2.2 SUB -BASIN DEVELOPMENT As shown on the Existing Site Drainage Exhibit at the back of this report, the site historically drained overland to the northeast to an existing storm sewer in Laporte Avenue. A small area also drained to the northwest corner to the existing storm sewer in Laporte Avenue. The site has accepted sheet flows from the offsite area to the west which may infrequently overtop Howes Street, and also from existing buildings on the south. Detention exists on the northeast corner of the site, with a total volume available of approximately 17,000 cubic feet at 1.5 feet of depth. Upon development of the Courthouse, a majority of the asphalt parking will be removed. A landscaped park will be constructed towards the center of the site with a depressed area which will be utilized for detention. The roof of the Courthouse will be drained to the detention pond before being released from the site as will the roofs of the existing buildings on the south. The small diameter pipe at the northwest corner of the site will be removed and some perimeter landscaped areas will drain directly to the streets. Landscape berms will prevent off -site discharges from the west from entering the site. Two small areas consisting of driveways to underground parking will drain to a subsurface system. 3.0 DRAINAGE DESIGN CRITERIA 3.1 CRITERIA This drainage report was prepared in accordance with the City of Fort Collins' Storm Drainage Design Criteria and Construction Standards Manual (Reference A). The design rainfall data used to calculate runoff for the site was obtained from the Time -Intensity -Frequency curves contained within the City's Criteria Manual. NOLTE and ASSOCIATES, Inc. 3 Q\My Documrnts\9802cjcvustCtrDminReporLdoc Final Drainage Report Larimer County Justice Center NOLTE and ASSOCIATES, Inc. Engineers Planners 50fveyors Jt i. X-Al Z 01 C f771 i:-7N V 7" EAST• . VIA >1 ri 7' Zj- r L,:PirE li fAIN!; L 7 7. 50,P !L &h :1 bike L7C,-,? VI "S r ,7 ,L-, I I iZ Z L rl It: ...... .... - I NOLI'L. and ASSOCIXI'E'S, Inc. \,x -fir r r* lu 101' IF rj:j W FIGURE 1 VICINITY MAP I I I I i I I I I F L d Q , Final Drainage Report Sk Larimer County Courthouse NODE and A►SSDC RTM the Engineers / Planners / Surveyors 1.0 GENERAL LOCATION AND DESCRIPTION 1.1 LOCATION The proposed Larimer County Courthouse is located on the northern part of Block 31 in downtown Fort Collins. It is located in the southeast quadrant of Section 11, Township 7 North South, Range 69 West of the Sixth Principal Meridian, see Figure 1, Vicinity Map. To the south of the site are six single story brick commercial buildings which house City of Fort Collins and Larimer County offices; to the north across Laporte Avenue are brick buildings zoned for commercial use and new Temporary Parking; to the east across Mason Street is the proposed Civic Center Parking Structure and commercial space; and to the west across Howes Street is Saint Joseph's Catholic Church and School. 1.2 DESCRIPTION OF PROPERTY The Courthouse lot is approximately 4.0 acres in area and is currently paved and used for surface parking. The ground slopes downward from the southwest to northeast at approximately 1.0 percent. The overall change in grade across the lot is just over six feet, from a maximum elevation of 4987.0 to a minimum of 4980.5. The proposed development will include a single five -story building with lower level parking for the Courthouse, with an area for future expansion on the west. The site will include a landscaped urban park with a depressed area in the center of the site which will be used for detention. Some surface parking will remain on the west side of the site. 1.3 PREVIOUS REPORT AND STUDIES The site is in the drainageway known as Old Town Basin. The flood prone areas were delineated in a master planning study, and are documented in a report entitled, Old Town Master Drainage Basin Plan, City of Fort Collins, (Master Plan) prepared by Resource Consultants and Engineers, Inc., dated January 1993 (Reference Q. This report includes a hydrologic model, evaluation of the downtown area storm sewer system, delineation of the floodplain, and recommendations for future improvements to alleviate flooding problems. The Larimer County Courthouse is adjacent to Reach 6 of the Old Town Basin drainageway. The Master Plan calls for a future diversion channel to be constructed upstream (west) of Mason Street which will significantly reduce flooding problems in the vicinity of the Larimer County Courthouse. NOLTE and ASSOCIATES, Inc. 1 C:Wy Dom,mems\9802cjcUustCtrDminReportdw I I I i 1 1 I 0 L I I r 'I i, lk NODE ard/SOCY M ]he eigineers / Planners / Surveyors Final Drainage Report Larimer County Courthouse TABLE OF CONTENTS PAGE 1.0. GENERAL LOCATION AND DESCRIPTION........................................................... 1 1.1 Location............................................................................................................1 1.2 Description of Property ..................................................................................... I 1.3 Previous Report and Studies.............................................................................. 1 FIGURE1 - VICINITY MAP...................................................................................... 2 2.0 DRAINAGE BASINS AND SUB-BASINS.................................................................. 3 2.1 Major Basin Description.................................................................................... 3 2.2 Sub -Basin Development.................................................................................... 3 3.0 DRAINAGE DESIGN CRITERIA............................................................................... 3 3.1 Criteria..............................................................................................................3 3.2 Runoff Calculations........................................................................................... 4 4.0 DRAINAGE FACILITY DESIGN............................................................................... 4 4.1 General Concept............................................................................................... 4 4.2 Basin Descriptions............................................................................................. 4 4.3 Impacts to the Floodplain.................................................................................. 5 4.4 Erosion Control and Water Quality ................................................................... 6 Figures2-5........................................................................................................ 7 5.0 CONCLUSIONS/SUN MARY................................................................................... 11 5.1 Compliance with Standards............................................................................. 11 5.2 Drainage Concept........................................................................................... 11 REFERENCES........................................................................................................... 12 APPENDIX DRAINAGE EXMIT ' i CAMy Documew\9802c eVustCtrDminxep«tdx 1 1 1 1 1 1 1 1 1 1 LARIMER COUNTY COURTHOUSE FINAL DRAINAGE REPORT for ...................... ..................... 432 Link Lane Plaza Fort Collins, Colorado 80S24 (970)221-2400 by Nolte and Associates, Inc. 7000 S. Yosemite Street, Suite 200 Englewood, Colorado 80112 (303)220-1001 August 1998