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TIMBERLINE CENTER - PDP - 41-05A - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORT
PROPOSED POND VOLUME LOCATION: TIMBERLINE CENTER -POND C PROJECT NO: 114-38 COMPUTATIONS BY: MPO SUBMITTED BY: North Star Design DATE: 09/07/2005 Water Quality WSEI 100-Year WSE1 Spillivap Top of Berm Water quality required = 0.09 ac-ft 100-Year Detention Required = 0.79 ac-ft Total Detention Required = 0.89 ac-ft Stage (ft) Surface Area (ftz) Incremental Storage (ac-ft) Detention Storage (ac-ft) Total Storage (ac-ft) 4934.0 0 4935.0 1000 0.01 0.01 4936.0 4000 0.05 0.06 4936.3 4900 0.03 0.00 0.09 4937.0 7000 0.10 0.10 0.19 4938.0 10000 0.19 0.29 0.38 4939.0 13000 0.26 0.55 0.64 4939.7 15880 0.24 0.79 0.88 4940.0 17000 0.11 0.90 0.99 4940.5 20500 0.21 1.11 1.20 4941.0 24000 0.26 1.37 1.46 4941.5 26000 0.29 1.65 1.75 LOCATION: PROJECT NO: COMPUTATIONS BY SUBMITTED BY: DATE: MINIMUM DETENTION VOLUME REQUIRED FAA METHOD (100-YEAR) TIMBERLINE CENTER -POND C 114-38 MPO North Star Design 09/07/2005 Equations: A trib. To pond = 3.69 acre QD = CiA Cioo = 0.86 64% V; = T*CiA = T*QD Developed C*A = 3.18 acre Vo = K*QPo*T QPp = 0.92 cfs S = V; - Vo K = 1.00 (from fig 2.1) Rainfall intensity from City of Fort Collins IDF Curve Storm Duration, T (min) Rainfall Intensity, i (in/hr) QD (cfs) Vol. In V; (ft3) Vol. Out Vo (ft) Storage S (ft3) Storage S (ac-ft) 5 9.95 31.7 9500 277 9223 0.21 10 7.72 24.6 14742 554 14188 0.33 20 5.60 17.8 21387 1107 20280 0.47 30 4.52 14.4 25894 1661 24233 0.56 40 3.74 11.9 28567 2214 26353 0.60 50 3.23 10.3 30840 2768 28072 0.64 60 2.86 9.1 32768 3321 29447 0.68 70 2.60 8.3 34754 3875 30880 0.71 80 2.34 7.4 35747 4428 31319 0.72 90 2.17 6.9 37294 4982 32312 0.74 100 1.99 6.3 38001 5535 32466 0.75 110 1.87 6.0 39280 6089 33191 0.76 120 1.75 5.6 40101 6642 33459 0.77 130 1.66 5.3 41209 7196 34013 0.78 140 1.57 5.0 41972 7749 34223 0.79 150 1.48 4.7 42393 8303 34090 0.78 - 1.42 4.5 43386 8856 34530 0.79 Lid 1.35 4.3 43825 9410 34415 0.79 1.29 4.1 44340 9963 34377 0.79 Required Storage Volume: 34530 ft3 0.79 acre-ft Required Water Quality Volume: 0.25 in 120% Water Quality Volume: 0.09 acre-ft PROPOSED POND VOLUME LOCATION: TIMBERLINE CENTER - POND B PROJECT NO: 114-37 COMPUTATIONS BY: MPO SUBMITTED BY: North Star Design DATE: 09/07/2005 Water quality required = 0.15 ac-ft 100-Year Detention Required = 1.05 ac-ft Total Detention Required = 1.20 ac-ft Water Quality WSEL 100-Year WSEL Spillway Top of Berm Stage (ft) Surface Area (ft) Incremental Storage (ac-ft) Detention Storage (ac-ft) Total Storage (ac-ft) 4931.0 0 4932.0 0 0.00 0.00 4933.0 3000 0.02 0.02 4934.0 6000 0.10 0.12 4934.2 6800 0.03 0.00 0.15 4935.0 10000 0.15 0.15 0.31 4936.0 13000 0.26 0.42 0.57 4937.0 15500 0.33 0.74 0.90 4937.9 17300 0.34 1.08 1.24 4938.0 17500 0.04 1.12 1.28 4939.0 20500 0.44 1.56 1.71 4940.0 25000 0.52 2.08 2.23 LOCATION: PROJECT NO: COMPUTATIONS BY SUBMITTED BY: DATE: Equations: MINIMUM DETENTION VOLUME REQUIRED FAA METHOD (100-YEAR) TIMBERLINE CENTER - POND B 114-37 MPO North Star Design 09/07/2005 Qo = CiA V; = T*CiA = T*Qo Va = K*QPo*T S=V; -Vo Rainfall intensity from City of Fort Collins IDF Curve A trib. To pond = 5.77 acre C100 = 0.88 66% Developed C*A = 5.05 acre ... QPo = 2.50 cfs K = 1.00 (from fig 2.1) Storm Duration, T (min) Rainfall Intensity, i (in/hr) Qo (cfs) Vol. In V; (ft3) Vol. Out Vo (ft3) Storage S (ft3) Storage S (ac-ft) 5 9.95 50.2 15071 750 14321 0.33 10 7.72 39.0 23386 1500 21886 0.50 20 5.60 28.3 33928 3000 30928 0.71 30 4.52 22.8 41077 4500 36577 0.84 40 3.74 18.9 45318 6000 39318 0.90 50 3.23 16.3 48922 7500 41422 0.95 60 2.86 14.4 51982 9000 42982 0.99 70 2.60 13.1 55132 10500 44632 1.02 80 2.34 11.8 56708 12000 44708 1.03 90 2.17 11.0 59161 13500 45661 1.05 100 1.99 10.0 60282 15000 45282 1.04 Ho 1.87 9.4 62312 16500 45812 1.05 120 1.75 8.8 63614 18000 45614 1.05 130 1.66 8.4 65371 19500 45871 1.05 140 1.57 7.9 66583 21000 45583 1.05 150 1.48 7.5 67249 22500 44749 1.03 160 1.42 7.2 68825 24000 44825 1.03 170 1 1.35 1 6.8 69521 1 25500 1 44021 1.01 180 1 1.29 1 6.5 70339 1 27000 1 43339 0.99 Required Storage Volume: 45871 ft3 1.05 acre-ft Required Water Quality Volume: 0.26 in 120% Water Quality Volume: 0.15 acre-ft PROPOSED POND VOLUME LOCATION: TIMBERLINE CENTER -POND A PROJECT NO: 114-37 COMPUTATIONS BY: MPO SUBMITTED BY: North Star Design DATE: 09/07/2005 Water quality required = 0.32 ac-ft 100-Year Detention Required = 2.93 ac-ft Total Detention Required = 3.25 ac-ft Water Quality WSEI 100-Year WSEL Spillway Top of Berm Stage (ft) Surface Area (ft2) Incremental Storage (ac-ft) Detention Storage (ac-ft) Total Storage (ac-ft) 4932.0 0 4933.0 5500 0.04 0.04 4934.0 9500 0.17 0.21 4934.5 10500 0.11 0.00 0.33 4935.0 11500 0.13 0.13 0.45 4936.0 13500 0.29 0.41 0.74 4937.0 15500 0.33 0.75 1 1.07 4938.0 18000 0.38 1.13 1.46 4939.0 20500 0.44 1.57 1.90 4940.0 23500 0.50 2.08 2.40 4941.0 27000 0.58 2.66 2.98 4941.5 29250 0.32 2.98 3.30 4942.0 31500 0.35 3.33 3.65 4942.9 36000 0.70 4.02 4.35 4943.5 LOCATION: PROJECT NO: COMPUTATIONS BY SUBMITTED BY: DATE: MINIMUM DETENTION VOLUME REQUIRED FAA METHOD (100-YEAR) TIMBERLINE CENTER -POND A 114-37 MPO North Star Design 09/07/2005 Equations: A trib. To pond = 10.60 acre QD = CiA Cioo = 0.98 75% V; = T*CiA = T*QD Developed C*A = 10.34 acre V. = K*QPo*T QPo = 1.50 cfs S = V; - Vo K = 1.00 (from fig 2.1) Rainfall intensity from City of Fort Collins IDF Curve Storm Duration, T (min) Rainfall Intensity, i (in/hr) Qo (cfs) Vol. In V; (ft}) Vol. Out Vo (ft3) Storage S (ft) Storage S (ac-ft) 5 9.95 102.8 30850 450 30400 0.70 10 7.72 79.8 47872 900 46972 1.08 20 5.60 57.9 69451 1800 67651 1.55 30 4.52 46.7 84086 2700 81386 1.87 40 3.74 38.7 92767 3600 89167 2.05 50 3.23 33.4 100146 4500 95646 2.20 60 2.86 29.6 106409 5400 101009 2.32 70 2.60 26.9 112858 6300 106558 2.45 80 2.34 24.2 116083 7200 108883 2.50 90 2.17 22.4 121106 8100 113006 2.59 100 1.99 20.6 123400 9000 114400 2.63 110 1.87 19.3 127555 9900 117655 2.70 120 1.75 18.1 130221 1 8800 119421 2.74 130 1.66 17.2 133818 11700 122118 2.80 140 1.57 16.2 136298 12600 123698 2.84 150 1.48 15.3 137662 13500 124162 2.85 160 1.42 14.7 140887 14400 126487 2.90 170 1.35 14.0 142313 15300 127013 2.92 180 1.29 1�.3 143987 16200 127787 2.93 Required Storage Volume: 127787 ft' 2.93 acre-ft Required Water Quality Volume: 0.30 in 120% Water Quality Volume: 0.32 acre-ft APPENDIX D DETENTION AND WATER QUALITY CALCULATIONS I! � i Label: POND B Rim: 40.00 ft Sump: 34.80 ft f Profile Scenario: Base Label: DP13 Rim: 39.00 ft Sump: 35.00 ft 0 00 0 20 0+40 0+6 / Station (ft) Label: DP14+16 Rim: 39.00 ft Sump: 35.30 ft 40.00 38.50 37.50 36.50 35.50 34.50 0 0+80 Elevation (ft) Label: STP21 Label: STP22 Up. Invert: 35.00 ft Up. Invert: 35.30 ft Dn. Invert: 34.80 ft Dn. Invert: 35.00 ft L: 37.00 ft L: 40.00 ft Size: 18 inch Size: 18 inch S: 0.005405 ft/ft S: 0.007500 ft/ft Title: TIMBERLINE COMMERCIAL STREET SUMP SYSTEM n:\...\drainage\street sump.stm Project Engineer: MIKE OBERLANDER North Star Design, Inc. StornnCAD v4.1.1 [4.20141 09/07/05 06:45:16 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 r� r� rr r r �rl rr rr r� M M = is �r r r r r rr Scenario: Base Pipe\Node Report Label Number of Sections pstrea Node M. ownstrea Node Section Size Length (ft) Slope (ft/ft) System Flow (cfs) Full Capacity (cfs) Average velocity (ft/s) Upstream Invert (ft) STP21 STP22 1 1 DP13 DP14+1 POND B DP13 18 inch 18 inch 37.00 40.00 0.005405 0.007500 11.10 8.70 1.12 9.10 6.28 4.92 35.00 35.30 Downstream Upstream Downstrean Invert Crown Crown (ft) (ft) (ft) 34.80 36.50 36.30 35.00 36.80 36.50 Hydraulic Hydraulic Grade Grade Line In Line Out (ft) (ft) 36.91 36.50 37.681 37.40 Title: TIMBERLINE COMMERCIAL STREET SUMP SYSTEM n:\...\drainage\street sump.stm Project Engineer: MIKE OBERLANDER 09/07/05 06:44:50 AM North Star Design, Inc. © 203-755-1666 PaHaestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- StormCAD v4. Page I oof ] f 1 41 1 J4* -Scenario: Base STORM SYSTEM E ...... .. . .. ..... DP14+16 r A Title: TIMBERLINE COMMERCIAL STREET SUMP SYSTEM nA .. \drainage\street sump.stm North Star Design, Inc. Project Engineer: MIKE OBERLANDER StormCAD v4.1.1 [4+20141 09/07/05 06:44:29 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203-755-1666 Page 1 of 1 Profile Scenario: Base Label: J-1 Rim:. 39.50 ft } Sump: 35.80 ft Label: DP12B 5% Rim: 40.10 ft Label: DP12C 5% Sump:, Rim: 40.80 ft p: . 35.60 ft Sum 36.10 ft Al 00 Label: -POND B Rim: 40.00 ft Sump: 35.40 ft / 0+00 0+ Label: STP17 Up.;lnvert: 35 601.;ft4 Dn.-.-,Invert: 35.40. ft`' L:11.00ft 0+40 0+60 Station (ft) 40.00 n Elevation (ft) Label: STP20 Size: 24 inch Label: STP18 - Up. Invert: 36.10 ft S: 0.018182 ft/ft Up. Invert: 35.80 ft Dn. Invert: 35.80 ft Dn. Invert: 35.60 ft L: 38.00 ft L: 30.00 ft Size: 18 inch Size: 24 inch S: 0.007895 ft/ft S: 0.006667 ft/ft } Tale: TIMBERLINE COMMERCIAL SOUTH SYSTEM n ..%draina \getsouth system.stm Project Engineer MIKE OBERLAND ®Haestad ER2 } 09/07/05: 06:42:49 AM North Star Design, Inc. 1 [42014] ' 3 '� Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +t_203-755-1666 StorMCAD v41 - •. � .��:,.' �'awx E Label: POND B Rim: 40.00 ft Su mp: 35.40 ft Profile Scenario: Base Label: DP12B 5% Ri m: 40.1.0 ft Sump: 35.60 ft Label: J-1 Rim: 39.50 ft Su n-p: 35.80 ft 0+00 0+20. 0+40�, 0+60 0+80 1+00 1+20 Station (ft) Label: STP17 Label: STP18 Up. Invert: 35.60 ft Up. Invert: 35.80 ft On. Invert: 35.40 ft Dn. Invert: 35.60 ft L: 11.00 ft L: 30.00 ft Size: 24 inch Size: 24 inch S:.0.018182 ft/ft S: 0.006667 ft/ft Label: DP12A 45% Rim: 40.10 ft Su mp: 36.80 ft -.--.- _....-. 140.50 ---I------------------ j 39.00 Bevation 38.00 x i ----- - _ 37.00 36.00 35.00 +40 1+60: Label: STP19 Up. Invert: 36.80 ft Dn. Invert: 35.80 ft L: 119.00 ft Size: 24 inch S• 0 008403 M • �3 Title: TIMBERLINE COMMERCIAL SOUTH SYSTEM n:\..%dralnagMsouth system.stm Project Engineer: MIKE OBERL 09/07/05 06:42:12 AM North Star Design, Inc. , ®H' aestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 StormCAD,v4.1.1;[� - .. 'ir�• r �PagE Scenario: Base Pipe\Node Report Label Number of Section Upstream Node :)ownstrean, Node Section Size Length (ft) Slope (ft/ft) System Flow (cfs) Full Capacity (cfs) Average Velocity (ft/s) Upstream Invert (ft) Downstream Invert (ft) Upstream Crown (ft) Downstream Crown (ft) STP17 STP18 STP19 STP20 1 1 1 1 DP128 50/ J-1 DP12A45 DP12C 5°/ POND B DP12B 5% J-1 J-1 24 inch 24 Inch 24 inch 18 inch 11.00 30.00 119.00 38.00 0.018182 0.006667 0.008403 0.007895 17.00 15.00 13.00 2.00 30.50 18.47 20.74 9.33 7.49 4.78 4.59 1,13 35.60 35.80 36.80 36.10 35.40 35.60 35.80 35.80 37.60 37.80 38.80 37.60 37.40 37.60 37.80 37.30 Title: TIMBERLINE COMMERCIAL SOUTH SYSTEM n:\...\dralnage\south system.stm 09/07/O5 06:41:30 AM North Star Design, Inc. ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Hydraulic Hydraulic Grade Grade. ' Line In _ Line Out (ft) (ft) 37.09 36.65 37.79 37.66 ' 38.33 38.07 38.09 38.07• ` t " rY4 f:. i'i i 4t ; Y 1 x�, y L-1• = x 4 t G -tja � � V iY �:;+:".-.":r:3i.• ,ter Project Engineer. MIKE OBERLANDER Storm D v4 1 1 [4.2014) i Pagell�of 1 ' i'F r'. �x .fl ( ttyi f .y t +"r �JY.�t �Scen&arioc Base STORM SYSTEM D i P12C5 t Title: TIMBERLINE COMMERCIAL SOUTH SYSTEM Project Engineer. MIKE OBERLANDER n:l..Wrainage\south system.stm North Star Design, Inc. . StormCAD v4.1.1 [4.2014] 09/07/05 06:41:06 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 - 0+00 Profile Scenario: Base Label: DP18 Rim: 40.60 ft Sump: 35.80 ft 0+50- 1+ 1+50 2+00 Station (ft) 2+50 Label: DP17 Rim: 40.00 ft Sump: 36.50 ft 3+00 41.00 39.00 - 37.00 35.00 3+50 Elevation-(ft)- Label: STP14 Up. Invert: 35.30 ft Label: STP15 Label: STP16 Up. Invert: 36.50 ft Dn. Invert: 35.20 ft Up. Invert: 35.80 ft D Inver Dn. Invert: 35.80 ft L: 25.00 ft Dn. invert: 35.30 ft . ft Size: 30 inch - L: 128.00 ft .. Size: .0 inch S: 0.004000 ft/ft Size. 30 inch S: 0.004167 Wk. .'S 0 003906;-Vft - Y Title: TIMBERLINE COMMERCIAL NORTH SYSTEM - - n:%... WrainageMorth System.stm Project Engineer. MIKE `OBE! 09/07/05 06:39:32 AM North Star Design, Inc. ® Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +t_ StonnCAD v4.1. 203-755-1666 _ ..P Scenario: Base Pipe\Node Report Label Number U stre of p am Node ownstrean Node Section Size Length (ft) Slope (ft/ft) System Flow Full Average Upstream Downstream Upstream Section Capacity. Velocity Invert Invert Crown (cfs) (cts) (ft/s) (ft) (ft) (ft) STP14 1 DP20A 151 POND C 30 inch 25.00 0.004000 25.00 25.94 5.31 35.30 35.20 STP15 1 DP18 DP20A 150, 30 inch 128.00 0.003906 23.50 25.63 4.79 35.80 35.30 37.80 STP16 1 DP17 DP18 24 inch 168.00 0.004167 17.90 14.60 5.70 36.50 35.80 38.30 38.50 Downstream Hydraulic Hydraulic Crown Grade Grade (ft) Line In Line Out (ft) (ft) 37.70 37.57 37.50 37.80 38.35 37.93 37.80 39.68 38.63 I 5 71, t • 4 4 d' �,.et rtff `Yl fL. L��• Project Engineer: MIKE OBERLANDER StormCAD v4.1.1 [4.2o14]. : Page 1. oL ] ? " - Ml 01 f"F 4 uz Scenario: Bas-Base STORM SYSTEM C DP.17 Title: TIMBERLINE COMMERCIAL NORTH SYSTEM n:X .. %drainageXnorth system.stm Project Engineer: MIKE OBERLANDER North Star Design, Inc. StormCAD v4.1.1 [4.2014] 09/07/05 06:38:42 AM C) Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA 11-203-755-1666 Page 1 of 1 Label: POND A. Rim: 41.50 ft Sump: 33.00 ft J Profile Scenario: Base Label: J-2 Rim: 43.60 ft Sump: 34.80 ft 1 , 1 +50 2+00 Label: J-3 Rim: 42.00 ft Sump: 35.80 ft 2+50 3+00 3+50 Station (ft) Label: STP6 Label: STP7 Label m STP8 Label: DP9 Ri m: 42.00 ft Sump: 37.00 ft Up. Invert: 33.90 ft Up: Invert: 34.80 ft Up. Invert: 35.80 ft Dn. Invert: 33.00 ft Dn. Invert: 33.90 ft Dn. Invert: 34.80 ft Label: STP13 F L: 68.00 ft L: 69.00 ft L: 194 00 ft Up. Invert: 37' 00 ft { Size: 36 inch Size: 36.inch Size: 36 inch Dn. Invert: 36.80 ft S: 0.0132354ftfft S: 0 013043 ftfft S: 0.005155 ftfft L: 36.00 ft Size: 24 inch S: 0.005556 ;fffft Title: TIMBERLINE COMMERCIAL SAGEBRUSH SYSTEM n:%... %drainage\stonn sagebrush system.stm 09/07/05 06:37:16 AM North Star Design, Inc. ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: MIKE OB StonnCAD v4. Label: POND A Rim: 41.50 ft Sump: 33.00 ft k I Label: J-1 Rim: 44.10 ft Sump:.33.90 ft Profile Scenario: Base Label: J-2 Rim: 43.60 ft Sump: 34.80 ft 1+50 2+0b Station (ft) Label: J-3 Rim: 42.00 ft Sump: 35.80 ft 3+00 3+50 Label: STP6 Label: \ STP7 Up. Invert: 33.90 ft Up. Invert: 34.80 ft Label: STP8 Dn. Invert: 33.00 ft Dn. Invert: 33.90 ft Up. Invert: 35.80 ft L: 68.00 ft L: 69.00 ft Dn. Invert: 34.80 ft Sze: 36 inch Size: 36 inch L: 194.00 ft S:;.0.011 3235 ft(ft :- 0- 0 13043 ft)ft Size: 36 inch. S S: 0.005155 ft(ft Title: TIMBERLINE COMMERCIAL SAGEBRUSH SYSTEM n:\..\drainagelstorm sagebrush systern.strn North Star Design, Inc. 1 09/07/05 06:36:37 AM QHaestad Methods, Inc. 37 Brookside Road Waterbury, CT06708 USA +1-203-755-1666 Elevation (ft) Label: STP1 2 Up. Invert: 37.00-ft Dn. Invert 36.80 ft L: 16.00.1 Sze:,24 inch., s- o.bl 2506 Project Engineer: MIKE OBEF StorrnCAD v4. I. n Label: POND A Rim: 41.50 ft Sump: 33.00 ft 0+00 Label: J-1 Rim: 44.10ft Sump: 33.90 ft 0+50. -1+00 Label: STP6 Up. Invert: 33.90 ft Dn. Invert: 33.00 ft L: 68.00 ft Size:,36 inch S: 0.013235 ft/ft Profile Scenario: Base Label: DP10 Rim: 42.00 ft Sump: 38.00 ft --------- - 46.00 --.......... _.--- 44.00 42.00 _ .............. _. __ 40.00 _ 38.00 _ 36.00 .... _., 34.00 32 .00- 1_+50 2+00 2+50 3+00' Station (ft) Label: STP7 Label: STP11 Up. Invert: 34.80 ft Up. Invert: 38.00 ft Dn. Invert: 33.90 ft Dn. Invert: 37.00 ft L: 69.00 ft L: 124.00 ft Size: 36 inch Size: 18 inch S: 0.01.3043 ft/ft S: 0.008065 ft/ft Label: J-2 Rim: 43.60 ft Sump: 34.80 ft Title: TIMBERLINE COMMERCIAL SAGEBRUSH SYSTEM n:V..Xdrainagelstonn sagebrush system.stm North Star Design, Inc. 09/07/05 06:35:41 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Elevation (ft) Project Engineer. MIKE OF StorrnCAD v4 r :..r.� :fix —, Label: J-1 Rim 44.10 ft Sump: 33.90 ft Label: POND A Rim 41.50 ft Sump: 33.00 ft Profile Scenario: Base Label: J-3 Rim: 42.00 ft Sump: 35.80 ft ......_..-. ........ ......... .... 1+00 2+00,-- 3+00 4+00 5+00 Station (ft) Label: STP6 Up. Invert 33.0 ft Dn. Invert 33.00 ft Label: STP7 Up. Invert 34.80 ft Label: STP8 Label: STP9 L: ft Dn. Invert 33.90 ft Up. Invert 35.80 ft Up. Invert 37.20 ft Size: 36 in e: 36 L: 69.00 ft Dn. Invert 34.80 ft L: 194.00 ft Dn. Invert 35.80 ft S: 0.013235 ft/It Size: 36 inch Size: 36 inch L: 281.00 ft S: 0.013043 N - S 0 005155 tuft' Size: 30 inch S: 0.004982 tuft 4 Label: J-4 Rim: 43.70 ft Sump: 37.20 ft ra � Title: TIMBERLINE COMMERCIAL SAGEBRUSH SYSTEM n:t...Xdrainagelstonn sagebrush system.stm North Star Design, Inc. 09/07/05 08:35:04 AM_, - ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1_ �Y. 203-755-1666 Label: DP11 Rim 42.50 ft Sump: 39.00 ft .....- ------ _.. - 46.00 - 42A0 _.... 40.00 . Y Y Y ..._.. .. ... 38.00 ' Bevatlon 36.00 - - 34.00 w - ---� 32.00 7+00 8+00 _ = Label: STP10 Up. Invert 39.00 ft Dn. Invert 37.20 ft L: 173.00 ft Slze: 30 inch . S: 0.010405 Wit G Y"3'�S\aQr !.. + if Project Engineer: MIKE OBERLANDER StonnCAD V4 1.1 [4.20141'-;;' '#q Scenario: Base PipelNode Report Label Number of Upstreaff Node DownstreanSection Node Size Length Slope System Full Average Upstream Downstream Upstream Downstream Hydraulic Hydraulic Section (ft) (ft/ft) Flow Capacity Velocity Invert Invert Crown Crown Grade Grade (cfs) (cfs (ft/s) (ft) (ft) (ft) (ft) Line In Line Out (ft) STP6 1 J-1 POND A 36 inch 68.00 0.013235 50.60 76.73 7.16 33.90 33.00 36.90 (ft) STP7 1 J-2 J-1 36 inch 69.00 0.013043 50.60 76.17 7.16 34.80 33.90 37.80 36.00 38.39 38.00 STP8 1 J-3 J-2 36 inch 194.00 0.005155 43.20 47.88 6.11 35.80 34.80 38.80 36.90 39.43 39.03 STP9 1 J-4 J-3 30 inch 281.00 0.004982 19.70 28.95 4.01 37.20 35.80 39.70 37.80 40.88 40.06 STP10 1 DP11 J-4 .; 30 inch 173.00 0.010405 19.70 41.84 4.01 39.00 37.20 38.30 41.99 41.34 STP11 1 DP10 J-2 18 inch 124.00 0.008065 7.40 9.43 4.19 38.00 41.50 39.70 42.59 42.19 STP12 1 DP8 J-3 24 inch 16.00 0.012500 13.70 25.29 37.00 39.50 38.50 40.68 40.08 STP131 1 I DP9 J-3 24 inch 36.00 0.0055561 9.80 16.86 4.36 37.00 36.80 39.00 38.80 41.40 41.34 3.12 37.00 36.80 39.00 38.80 41.41 41.314 Title: TIMBERLINE COMMERCIAL SAGEBRUSH SYSTEM nA ..\drainage\storm sagebrush system.stm 09/07/05 06:34:09 AM North Star Design, Inc. ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: MIKE OBER StormCAD v4.1.1 �i *zj Yar..zY r_k ray¢+. bt. r f; 1hf NY r t 3' V * ,jam y }' Z1j�5T r y-�htl Y y � Y5 to Base'. rEM a DP11.... Title: TIMBERLINE COMMERCIAL SAGEBRUSH SYSTEM Projed,Engineer: MIKE OBERLANDER n:l..%drainageXstorm sagebrush system.stm North Star Design, Inc. StormCAD v4.1.1 [4.20141 ' 09/07/05 06:33:42 A.M. 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 _ Page 1 of 1 Label: J-2 Rim: 44.50 ft Sump: 36.50 ft Label: POND A --_ Rim: 41.50 ft Sump: 35.00 ft i 0+00 0+50 1+00 1+50 2+00 Station (ft) Label: STP1 Up. Invert:.-,,36.50 ft Dn. Invert: 35.00 ft L: 268.00 ft . Size: 24.i nch. S: 0.005507 ft(ft 2+50 3+00 Label: DP6 :. f Rim: 43.10 ft 1 Sump: 37.00 ft 1: 45.00 143.00 41.00 Elevation ft 39.00 i 37.00 35.00 3+50 y f; I, Label: STP5 i .Up. Invert: 37.00 ft ' Dn. Invert: 36.50 ft° L: 71.00 ft Size: 18 inch S: 0.007042 ft(ft. 7 pry Title: TIMBERLINE COMMERCIAL STORAGE SYSTEM Project Engineer: MIKE MIOBERLANDERW:, x n:\ ..\drainagelstorage system.stm North Star Design, Inc. Engineer: StoMI AD v4.1t1 [4.2014J „; ram 09/07/05. 06:30:32 AM _, m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +f _203-755-1666 .Pageit Profile Scenario: Base Label: POND A R.m:.41.50 ft Sump: 35.00 ft 0+00 0+50 1+0 1+50 2+00 2+50 0 3+50 0 4+50 Station (ft) 1 Label: STP1 Label: STP2 Label: STP3 Up. Invert: 36.50 ft Up. Invert: 37.00 ft Up. Invert: 37.50 ft Dn. Invert: 35.00 ft Dn. Invert: 36.50 ft Dn. Invert: 37.00 ft L: 268.00 ft L: 88.00 ft L: 43.00 ft Size: 24 inch Size: 18 inch Size: 18 inch S: 0.0055.97.ftM - S: 0.005682 ft(ft S: 0.011628 ft(ft Title: TIMBERLINE COMMERCIAL STORAGE SYSTEM nA ... \drainage\storage systern.stm North Star Design, Inc. 09/07/05 06:30:03 AM CHaestad Methods, Inc. 37 Brookside Road Waterbury, CT06708 USA +1-203-755-1666 Label: STP4 Up. Invert:-38.00,ft, Dn. Invert: 37.501 L: 57.00-ft Size: 18 inch S - 0.0087-72 Project Engineer: MIKE OBERLANDER StorrnCAD v4.1.1 [4.2014] Page 1 of 1 t .4 Scenario: Base Pipe\Node Report Label Number Upstrearr :)ownstrearySection Length Slope System Full Average Upstream Downstream Upstream Downstream Hydraulic Hydraulic of Node Node Size (ft) (ft/ft) Flow Capacity Velocity Invert Invert Crown Crown Grade Grade Section (cfs) (cfs) (ft/s) (ft) (ft) (ft) (ft) Line In Line Out. (ft) (ft) STPt 1 J-2 POND A 24 inch 268.00 0.005597 12.50 16.92 3.98 36.50 35.00 38.50 37.00 38.82 38.00 STP2 1 J-1 J-2 18 inch 88.00 0.005682 9.30 7.92 5.26 37.00 36.50 38.50 38.00 39.71 39.02 STP3 1 DP4 J-1 18 inch 43.00 0.011628 9.30 11.33 5.26 37.50 37.00 •• 39.00 • • 38.50 40.39 40.05 STP4 1 DP5 DP4, 18 inch 57.00 0.008772 5.30 9.84 3.00 38.00 37.50 39.50 39.00 40.88 40.73 STPS 1 DP6 J-2'.'• "• 18 inch 71.00 0.007042 3.20 8.81 1.81 37.001 36.501 38.501 38.001 39.081. 39.02 t _ y V ! - .. - t y Title: TIMBERLINE COMMERCIAL STORAGE SYSTEM nA ..\drainage%torage system.stm North Star Design, Inc. 09/07/05 06:29:06 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 F { a -U. -q W 5 r r� � a r i.: xx�k I Project Engineer: MIKE OBERLANDER StormCAD v4.1.1 (4.2014) Page 1 of 1 .'?� 4 r J , t i i i i i f 1 i 1 i i i i tx Y3 xi a}r , r. f' ", t l x x"'"{`F"�. jZ'+.`iP'.. p•' dr ji t'{.:y, 4' ffas rm- Y r 7y.,. ' jl tJ'w� 1: h t F• iM' , I 4jv- 1 ilZ Jf� ,•t� �P �Ii 3(�i � �1k.r .tt�'�� t , '.ti rfr/' r��;a i1�'"� , `��n YiF t'� t�n'oe ,f(J" k �":' t ♦ , < r '+ xt♦ ,1 f{ it Scenaft: Base f, 1 r i ! ! STP3 - STP4 - ! ! J-1 DP4 1 DP5 j Title: TIMBERLINE COMMERCIAL STORAGE SYSTEM Project Engineer: MIKE OBERLANDER n:\..Wrainage\storage system.stm �NoithBtar Design, Inc. Engineer: StoMIKE CAD BER [4NDER .20141 09/07/05 06:28:33 AM ®Haested Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 ` �' \ i M ( � t 4 / lf� Ii'R! 4-1•},�fL 4 �{{ it i. jll �/r("��s_yY'' ~ tY L 1 � 7t` . �t I 34 �i �Y��� f' y II N�l. ! r' �. r 7 \ Z t It 1y l 04 t • ;. $ .... 'V vli.� r .. r ��:, 7'#A(� 1:< 5� t vey+ :� t f Fvn f{+P�.� I APPENDIX C HYDRAULIC COMPUTATIONS North Star Design, Inc. 700 Automation Drive, Unit I Windsor, CO 80550 RATIONAL METHOD PEAK RUNOFF (NEW IDF CURVE) (100-YEAR) LOCATION: Timberline Center PDP PROJECT NO: 114-37 COMPUTATIONS BY: MPO DATE:. 09/07/2005 100-yr storm, Cf = 1.25 0.234 DIRECT RUNOFF CARRY OVER ITOTAL REMARKS Des. 1` Point-' Area Design. A (so) C Cf tc (min) i (new) (iNhr) Q (100) (cfs) from Design Point Q (100) lets) Q(100)tot (cfs) I 1 1 2 2.15 2.17 42.4 9.3 3.58 7.94 1.9 17.2 1.9 '17.2 TimberlineBasin 11A2 3 3 = 0.38 kO.2 5.0 9.953.737 4 4 0.41 5.0 9.95 4.0q,p 6 5 0.53 5.0 9.95 5.3 5.3 6 6 0.33 5.0 9.95 3.2 32 7 71.07 .1 5.0 9.95 4.4 4.4 8 8 1.73 0.99 9.3 7.94 13.7 13.7 99 1.25 0.92 7.4 8.63 9.8 9.8 10 10 0.75 1.00 5.0 9.95 7.4 7.4 11 11 1.99 0.99 5.0 9.95 19.7 19.7 12 12 3.44 0.85 5.8 9.44 27.6 27.6 13 13 0.24 0.99 5.0 9.95 2.4 2.4 14 14 0.29 0.84 5.0 9.95 2.5 2.5 15 16 17 15 16 17 0.91 0.88 1.80 0.96 0.89 1.00 5.6 8.3 5.0 9.57 7.93 9.95 8.4 6.2 17.9 8.4 6.2 17.9 Timberline Basin 10A - Timberline Basin 10B is 18 0.61 0.92 5.0 9.95 5.6 5.6 19 19 0.11 0.94 5.0 9.95 1.0 1.0 20 20 1.18 0.63 5.0 9.95 7.3 7.3 21 7 12 20 21 Basin 2-11 Basin 12.16 Basin 17-20 3.72 10.60 5.77 3.69 0.63 0.98 0.88 0.87 42.4 9.3 8.3 7.5 3.58 7.94 7.93 7.66 8.5 82.4 40.2 24.5 1 1 8.5 82.4 40.2 24.5 Timberline Basin 11B POND A POND B POND C Q=CiA Q = peak discharge (cfs) C = runoff coefficient 1 = rainfall intensity (in/hr) from OF curve A = drainage area (acres) NOTE:, Intensity based on Figure 3-1, 1999 (Regional Analysis) Flow.)ds Q100 M M North Star Design, Inc. 700 Automation Drive, Unit I Windsor, CO80550 RATIONAL METHOD PEAK RUNOFF (NEW IDF CURVE) (10-YEAR) LOCATION: Tintberline Center PDP PROJECT NO: 114-37 COMPUTATIONS BY: Mk - DATE: 09/07/2005 10-yr storm, Cf = 1.00 DIRECT RUNOFF CARRY OVER TOTAL REMARKS Design Point' Tributary Sub -basin A ac ( ) C Cf to (min) i (new) (infir) Q (10) (cfs) from Design Point Q (10) (cfs) Q(10)tot (cfs), i 1 2 1 2 2.15 2.17 0.20 0.89 44.4 9.8 1.72 3.93 0.7 7.6 0.7 7.6 Timberline Basin 11 A 3 3 0.38 0.95 5.0 4.87 1.7 1.7 4 4 0.41 0.95 5.0 4.87 1.9 1.9 6 5 0.53 0.95 5.0 4.87 2.4 12.4 6 6 0.33 0.95 5.0 4.87 1.5 1.5 7 7 1.07 0.33 5.0 4.87 1.7 17 6 8 1.73 0.80 10.2 3.78 5.2 5.2 9 9 1.25 6 73 8.5 4.10 3.7 3.7 10 10 0.75 0.80 5.0 T87 2.9 2 g 11 11 1.99 0.79 8.3 4.10 6.5 6.5 12 12 3.44 0.68 8.1 4.10 9.6 9.6 13 13 0.24 0.79 5.0 4.87 0.9 0.9 14 14 0.29 0.68 5.0 4.87 1.0 1.0 15 16 17 15 16 17 0.91 0.88 1.80 0.77 0.71 0.80 8.6 10.0 7.6 4.10 3.78 4.31 2.9 2.4 6.2 2.9 2.4 6.2 Timberline Basin 10A Timberline Basin 10B 18 18 0.61 0.74 5.0 4.87 2.2 2.2 19 19 0.11 0.75 8.2 4.10 0.3 0.3 20 20 1.18 0.50 5.0 4.87 2.9 2.9 21 7 12 20 21 Basin 2-11 Basin 12-16 Basin 17-20 3.72 10.60 5.77 3.69 0.51 0.78 0.70 0.69 44.4 10.2 10.1 11.5 1.72 3.78 3.78 3.50 3.2 31.4 15.3 9.0 3.2 31.4 15.3 9.0 Timberline Basin 118 POND A POND B POND C Q=CtCiA Q = peak discharge (cfs) C = runoff coefficient Ct = frequency adjustment factor I = rainfall intensity (in/hr) from OF curve A = drainage area (acres) NOTE: Intensity based on Figure 3.1, 1999 (Regional Analysis) Flow.tds 010 North St D " ar esign, Inc. 700 Automation Drive, Unit I Windsor, CO 80550 LOCATION: - PROJECT NO: COMPUTATIONS BY: DATE: 100-yr storm Timberline Center PDP 114-37 MPO 09/07/2005 Cf = 1.25 STANDARD FORM SF-2 TIME OF CONCENTRATION -100 YR SUB -BASIN DATA DESIGN SUBBpSIN(s) Area POINT (so) () (2) INITIAL /OVERLAND TIME (U) C C'Cf Length Slope ti (ft) (%) (min) (3) (4) (5) (6) TRAVEL TIME / GUTTER OR CHANNEL FLOW Length Slope n Vel, tt tc = (ft) (%) Manning (ft/s) (min) ti+tt (7) (B) 1 rough. (9) (10) (11) tc CHECK (URBANIZED BASIN) Total L tc=(V180)+10 (ft) (min) ) (12) (13) FINAL tc (min) (14) REMARKS 1 2 1 2 3 4 2.15 2.17 0.38 0.41 0.53 0.33 1.07 1.73 1.25 0.75 1.99 3.44 0.24 0.20 0.89 0.95 0.95 i 0.95" 0.95 0.33 0.80 0.73 0.80 0.79 0.68 0.79 0.68 0.77 0.25 1.00 1.00 1.00 1.00 1.00 0.41 0.99 0.92 1.00 0.99 0.85 0.99 0.84 0.96 0.89 1.00 0.92 0.94 0.63 0.63 0.98 0.88 0.87 TOC Taken 25 15 13 26 56 8 25 21 37 148 113 11 11 116 54 217 16 112 27 TOC Taken 25 54 217 from Sidehill 7.6 3.1 1.9 0.9 1.8 20.7 7.6 2.7 38.2 1.1 2.7 6.2 6.2 1.8 2.3 1.5 0.9 0.5 3.9 from Sidehill 7.6 2.3 1.5 Filing 0.5 0.5 0.5 1.0 1.1 1.2 0.5 1.1 0.3 2.3 3.4 0.4 0.8 2.2 2.1 2.3 1.3 3.8 2.8 1 Filing 0.5 2.2 5.4 2 Report - 824 211 310 310 97 200 441 537 137 173 216 4 22 412 295 532 59 236 0 2 Report - JR 841 532 200 JR Engineering 0.60 0.60 0.60 0.60 0.60 0.60 0.63 0.50 0.61 0.65 0.60 0.89 0.89 0.54 0.52 0.66 0.94 1.00 Engineering 0.63 0.52 0.60 0.016 0.016 0.016 0.016 0.016 0.016 0.0 66 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 1.6 1. 6 1.6 1.6 1.6 1.6 1.6 1.4 1.6 1.6 1.6 1.9 1.9 1.5 1.4 1.6 1.9 2.0 2.0 1.6 1.4 1.6 8.8 2.3 3.3 3.3 1.0 2.1 8.8 6.3 1.5 1.8 2.3 3.6 3.6 3.3 6.1 0.6 2.0 0.0 0.0 11.8 6.1 2.1 9.3 2.7 3.8 4.3 2.1 3.4 9.3 7.4 1.8 4A 5.8 4.0 4.4 5.6 8.3 2.9 3.3 3.8 2.8 -9.3 8.3 7.5 848 226 323 336 153 208 865 558 174 321 329 423 423 411 586 276 252 112 27 865 586 117 14.7 111.3 11.8 11.9 10.9 11.2 14.8 13.1 11.0 11.8 11.8 12.3 12.3 12.3 13.3 11.5 11.4 10.6 10.1 14.8 13.3 12.3 42.4 9.3 5.0 5.0 5.0 5.0 5.0 9.3 7.4 5.0 5.0 5.8 5.0 5.0 5.6 8.3 5.0 5.0 Timberline Basin 11A Timberline Basin 10A imberline Basin 10B 3 4 5 5 6 6 7 7 8 8 9 9 10 10 11 11 t2 13 14 0.29 15 =17 0.91 16 0.88 0.71 17 1.80 0.80 18 19 20 21 18 19 20 21 Basin 2-11 Basin 12-16 Basin 17.20 0.61 0.11 1.18 3.72 10.60 5.77 3.69 0.74 0.75 0.50 0.51 0.78 0.70 0.69 5.0 5 .0 42.4 9.3 8.3 7.5 Timberline Basin 11 B PONO A POND B POND C 12 20 tWUH I IUNS: tc=ti+tt ti=[1.87(1.1 -CC1) Le'5)/S tfa tt = LNel. Velocity from Manning's Equation with R=0.1 (corresponds to Figure 3-3 of City of Fort Collins Design Manual) final tc = minimum of b + H and urbanized basin check min. tc = 5 min. due to limits'of OF curves Flow.bs - TOC-100 North Star Design, Inc. 700 Automation Drive, Unit I Windsor, CO 80550 STANDARD FORM SF-2 TIME OF CONCENTRATION -10 YEAR ; LOCATION: Timberline Center PDP f PROJECTNO: 114-37 t COMPiTTATIONS BY: MPO DATE: 09/07/2605. , ; .; •I 10-yrstorm C1= 1.00 SUB43ASIN DATA DESIGN SUBBASIN(s) Area POINT (ac) (1) (2) INITIAL /OVERLAND TIME (III C Length Slope ti (ft) (°h) (min) (3) (4) (5) (6) TRAVEL TIME / GUTTER OR CHANNEL FLOW (tt) Length Slope n Val. it tc= (ft) (%) Manning (ft/s) (min) ti+it (7) (8) rough. (9) (10) (11) tc CHECK (URBANIZED BASIN) Total tc=(1/180)+10 (It) (min) (12) (13) FINAL tc (min) (14) REMARKS 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 7 12 20 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 Basin 2-11 Basin 12-16 Basin 17-20 2.15 2.17 .0.38 0.41 0.53 . 1 .07 07 1.73 1.25 0.75 1.99 3.44 0.24 0.29 0.91 0.88 1.80 0.61 0.11 1.18 3.72 10.60 5.77 3.69 0.20 0.89 0.95 0.95 .0.95 0.95 0.33 -0.80 0.73 0.80 1 .0.79 0.68 0.79 0.68 0.77 0.71 0.80 0.74 0.75 0.50 0.51 0.78 0.70 0.69 TOC Taken ,25 115 13 26 56 8 25 21 37 148 113 11 11 116 54 217 16 112 27 TOC Taken 25 54 1 217 from Sidehill 1 7.6 3.1 1.9 0.9 1.8 20.7 7.6 2.7 38.2 1.1 2.7 6.2 6.2 1.8 2.3 1.5 0.9 0.5 3.9 from Sidehill 7.6 2.3 1.5 Filing 2 Report - 1 1.0 824 0.7 211 0.8 310 1.4 310 1.7 97 1.4 200 1.4 841 2.2 537 1.0 137 6.5 173 5.8 216 1.0 1 412 1.3 412 5.3 295 32 7.09 3.9E236 2.7 8.20 3.60 Filing 2 Report - 1.4 841 4.0 532 9.4 2001 JR Engineering 0.6 0.6 0.6 1 0.6 0.6 0.6 6.6 0.5 0.6 0.7 0.6 0.9 0.9 0.5 0.5 0.7 0.9 10 1.0 JR Engineering 0.6 0.5 0.6 0.016 0. 116 0.016 1 0.016 0.016 0.016 0,016 0,016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.4 1.6 1.6 1.6 1.9 1.9 1.5 1.4 1.6 1.9 2.0 2.0 1.6 1.4 1.6 8.8 2.3 3.3 3.3 1.0 2.1 8.8 6.3 1.5 1.8 2.3 3.6 3.6 3.3 6.1 0.6 2.0 0.0 0.0 8.8 6.1 2.1 9.8 3.0 4.1 4.8 2.7 3.5 10.2 8.5 1 2.4 8.3 8.1 4.6 5.0 8.6 10.0 7.6 4.7 8.2 3.6 10.2 10.1 11.5 1 848 226 323 336 153 208 865 558 774 321 329 423 423 411 586 276 252 112 27 865 586 417 14.7 11.3 11.8 11.9 10.9 11.2 14.8 13.1 11.0 11.8 11.8 12.3 12.3 12.3 13.3 11.5 11.4 10.6 10.1 44.8 13.3 12.3 '� 44.4 9.8 5.0 5.0 5.0 5.0 5.0 10.2 8.5 5.0 8.3 8.1 5.0 5.0 8.6 10.0 7.6 5.0 8.2 5.0 44.4 - 10.2 10.1 11.5 Timberline Basin 11A Timberline Basin t0A Timberline Basin 108 Timberline Basin 11B POND A POND B POND C EQUATIONS: tc=tl+tt ti=[1.87(1.1 -CCr) Lo.s]/S 1rJ It = LNel. Velocity from Manning's Equation with R=0.1 (corresponds to Figure 3-3 of City of Fort Collins Design Manual) final tc = minimum of ti + tt and urbanized basin check min. tc = 5 min. due to limits of OF curves Flow.xls TOC-10 0 North Star Design, Inc. - 700 Automation Drive, Unit I 1 Windsor, CO 80550 LOCATION: Timberline Center PDP PROJECT NO: 114-37' COMPUTATIONS BY: WO ), DATE:' 09/07/2005 Recommended Runoff Coefficients from Table 3-3 of City of Fort Collins Design Criteria Recommended .% Impervious from Urban Storm Drainage Criteria Manual i rn Streets, parking lots (asphalt): Sidewalks (concrete): Roofs: Lawns (flat <2%, heavy soil): Runoff % coefficient Impervious C 0.95 100 0.95 96 0.95 90 0.20 1 0 ' -i SUBBASIN DESIGNATION TOTAL AREA (aO') TOTAL AREA (sq.ft) ROOF AREA (sq.ft) PAVED AREA (sq.ft) SIDEWALK AREA (sq.ft) LANDSCAPE AREA (sq.ft) RUNOFF COEFF. (C) % Impervious REMARKS 18 0.61 26.500 4,634 14,397 0 7,469 0.74 70 19 0.11 4700 992 2,460 0 1.248 0.75 71 20 1.18 51,300 10,580 9.940 0 30.780 0.50 38 21 3.72 162,128 18.000 48.500 0 95.628 0.51 40 Timberline Basin 11B Basin 2-11 10.60 461,666 119,413 219,412 20.270 102.571 0.78 75 POND A Basin 12-16 5.77 251,131 18,060 137,200 13,176 82.695 0.70 66 POND B Basin 17-20 3.69 160,800 29.656 68,097 8.200 54,847 0.69 64 POND C Eauations - Calculated C coefficients & % Impervious,are area weighted C=E(Ci Ai) /At._ c. Ci = runoff coefficient for specific area, Ai Ai = areas of surface with runoff coefficient of Ci n = number of different surfaces to consider At = total area over which C is applicable; the sum of all Ai's Flow.xls _ Cval I North Star Design, Inc. 700 Automation Drive, Unit I Windsor, CO80550 RUNOFF COEFFICIENTS & % IMPERVIOUS LOCATION: Timberlirie Center PDP PROJECT NO: COMPUTATIONS BY: lvfpp`` DATE: 09/07/2005 Recommended Runoff Coefficients from Table 3-3 of City of Fort Collins Design Criteria Recommended % Impervious from Urban Storm Drainage Criteria Manual Streets, pa&ngaots (asphalt): t. Sidewalks (concrete): Roofs: Lawns (flat <2%, heavy soil): Flow.)ds Runoff % coefficient Impervious C 0.95 100 0.95 96 0.95 90 0.20 1 0 SUBBASIN DESIGNATION TOTAL AREA (ac.) TOTAL AREA (sq.ft) ROOF AREA (sq.ft) PAVED AREA (sq.ft) SIDEWALK AREA (sq.ft) LANDSCAPE AREA (sq.ft) RUNOFF COEFF. (C) % Impervious REMARKS 1 2.15 93.477 0 0 0 93,477 0.20 0 Timberline Basin 11A 2 2.17 94,545 34.301 52,312 0 7,932 0.89 88 3 0.38 16,353 8,537 7,789 0 27 0.95 95 4 0.41 17,685 8,743 8,902 0 40 0.95 95 S 0.53 23,000 12,628 10,356 0 16 0.95 94 6 0.33 14.210 4,379 9.213 618 0 0.95 97 7 1.07 46,745 4,152 3,932 0 38,661 0.33 16 8 1.73 75,537 14,036 42,348 3,604 15,549 0.80 1 77 9 1.25 54,291 9,747 24,000 4,800 15,744 0.73 69 10 0.75 32,500 5,500 17,070 3,360 6,570 0.80 78 11 1.99 86,800 17,390 43,490 7.888 18,032 0.79 77 12 3.44 149.749 18,060 73.930 3,883 53,876 0.68 63 13 D.24 10.626 0 7,100 1,285 2.241 0.79 78 14 0.29 12,800 0 7,410 703 4.687 0.68 63 15 1 0.91 39,700 0 26,515 3,537 9,648 0.77 75 Timberline Basin 10A 16 0.88 38.256 1 0 22.245 3,768 12,243 0.71 68 Timberline Basin 10B 17 1.80 78,300. 1 13.450. 41.300 8,200 15,350 0.80 78 Cval M ' APPENDIX B ' HYDROLOGIC COMPUTATIONS 1 o' VICINITY MAP SCALE: 1' = 1.000' r.a S 1 _ ' APPENDIX A i i- 1 1 VICINITY MAP 1 1 1� � r 5. EROSION CONTROL Erosion control design and calculations will be prepared with the final design of ' prof ect. 6. CONCLUSIONS 6.1. Compliance with Standards All computations that have been completed within this report are in compliance with the Storm Drainage Design Criteria Manual and the Timberline Report. 6.2. Drainage Concept ' All runoff from the devolvement will be directed to detention ponds and released to the Sidehill development east of Timberline Road and to FCRID. Release rates are in ' accordance with the Timberline Report and these release rates are significantly less than the approved design of Sidehill Filing 2 (100-year existing rates). All buildings have been designed to be elevated for protection from the failure of ponds and the overtopping ' of streets to the east. ' 7. REFERENCES ' 1. City of Fort Collins, "Storm Drainage Criteria Manual", (SDCM), dated March, 1986. 2. Urban Drainage and Flood'Control District, "Urban Storm 'Drainage Cnteria' 1 �• .-1.rvl... t.c v Manual", Volumes 1 and 2, dated June 2001 and Volume 3, dated September ' 2001. ' 3. City of Fort Collins, "Stormwater Basins Map", dated June 1, 2004. 4. North Star Design and Interwest Consulting Group, "160%o Design Drainage 'Report for Interim Timberline Road Widening, Drake to Prospect', dated July 20. 2005. 8 s • I` ;a "�.` a & .'r. 4. DRAINAGE FACILITY DESIGN 4.1. General Concept ' Proposed flow patterns will match existing patterns and those required by adjacent developments as closely as possible. ' 4.2. Specific Flow Routing ' There are 21 basins within this project of which 19 will be detained to the 2-year historic rate of 0.25 cfs per acre. All of the flows will be directed to Storm 2 and Storm 3 ' (Timberline Plans) and through the Sidehill development to FCRID. This is in accordance with the design in the Timberline Report. A summary of the release from the project is as follows: Timberline Report: ' • Total flow to Storm 2 (Pond 10) = 2.1 cfs • Total flow to Storm 3 (Pond 11) = 13.3 cfs ' • Total flow to Sidehill and FCRID =15.4 cfs ' Timberline Center PDP: ' • Basins 12-16 (5.77 acres) to Storm 2 (Pond B) = 2.5 cfs • Basins 2-11 10.60 acres to Storm 3 ( ) (Pond A) = 1:5 c'fs; :� •.' , • Basins 17-20 (3.69 acres) to Storm 3 (Pond C) 0.9 cfs ' • Flow over spillways from Basin 1 1.9 cfs • Flow over spillways from Basin 21 = 8.5 cfs ' • Total flow to Sidehill and FCRID =15.3 cfs ' 4.3. Drainage Summary Drainage patterns for this project will meet the requirements -,of the Master Drainage: ' Basin and will meet the requirements stated in the Timberline Report. ', 1 � 1". ' t these existing flows to the pond. ' 3. DRAINAGE DESIGN CRITERIA - ' 3.1. Regulations ' This report was prepared to meet or exceed the "City of Fort- Collins Storm Drainage Design Criteria Manual' specifications. Where applicable, the criteria established in the "Urban Storm Drainage Criteria Manual" (UDFCD), 2001, developed by the Denver Regional Council of Governments, has been used. The "Timberline Report" has been used to determine release rates to the Sidehill Development. ' 3.2. Development Criteria Reference and Constraints ' The runoff from this project will be routed to conform to the Master Drainage Basins and the requirements on adjacent, developing parcels. 3.3. Hydrologic Criteria ' Runoff computations were prepared for the 10-year minor and 100-year major storm frequencies utilizing the Rational Method. All hydrologic calculations associated with the basins are included in Appendix B of this report. Additional sub -basins will be added with the final drainage design of the project. ' 3.4. Hydraulic Criteria ' All hydraulic calculations within. this report have been -prepared in accordance -,with the City of Fort Collins Drainage Criteria and are included in Appendix C of this report, All storm sewers have been sized based on the 100-year storm (with tailwater based on time of concentration to the'` receiving ponds). The final drainage design will include calculations for inlets, curb cuts, street capacities, and swales. Three detention ponds were designed using the FAA (Rational) Method. These ' calculations are in Appendix C of this report. All ponds release separately and are not'in series, so this method is acceptable. The final drainage design will include calculations` for the pond spillways, water quality outlets, and orifice plates. ' 6 Sub -basin 14 includes the north side of Bear Mountain Drive. sump inlet on Storm System E and into Pond B. This basin drains to a Sub -basin 15 is the same as Basin 10A in the Timberline Report. This basin will drain to a sump inlet and pipe to Pond B. The inlet storm sewer will be constructed with -the Timberline Road project. ■ Sub -basin 16 is the same as Basin lOB in the Timberline Report. This basin will drain (along with Basin 14) to a sump inlet and pipe to Pond B. Basins draining to Pond C & Timberline Storm 3 (release rate 0.9 cfs) Sub -basin 17 contains the central portion of the development lying north of Bear Mountain Drive. This basin will drain to a sump inlet and Storm System C. The system drains to Pond C. Note that all of Lot 4 within this basin must be directed to Storm System C; if it drains to the street, it will reach Pond B rather than Pond C. Sub -basin 18 includes the proposed car wash and will drain east to Storm System C and Pond C. Sub -basin 19 includes a very small portion of the development that will drain through a curb cut directly to the north end of Pond C. Sub -basin 20 includes the northwest edge of the development and Pond C. Pond C has been designed to detain Basins 17 through 20 to 0.9. cfs and release directly to -Timberline_: . Storm 3. The outlet pipe, which will be 'constructed with the Timberline Project, will have a water quality outlet structure added with this PDP. Basin 21 drains to this pond, but will not be routed through the outlet pipe. Rather, these flows will be directed over the pond spillway into Timberline Road. It would be preferable to route the off site flow from Basin 21 through the outlet pipe (increasing the size of the pond orifice); this option will. be discussed with 'the • Stormwater Department as the design and review, process continues. Sub -basin 21 is the same as Basin IIB in the Timberline Report and will be routed through Pond C. There is a possibility that some storm sewer may be needed to route 5 ' Sub -basin 10 includes a portion of the development area northeast of the two public ' streets. This area will drain to a sump inlet and to Storm System B. This system drains'- to Pond A. Sub -basin 11 includes a portion of the development area southeast of the two public streets. This area will drain to a sump inlet and to Storm System B. This system drains - to Pond A. All of the inlet elevations are very close to the 100-year WSEL's of the ponds. For the hydraulic calculations, the pond elevation that corresponded to the time of concentration for the basin was used as the tailwater elevation. Basins draining to Pond B & Timberline Storm 2 (release rate 2.5 cfs) - Sub -basin 12 includes the southeast portion of the development and Pond B. This basin will be further divided during final design. The majority of the basin drains to Storm System D. The preliminary design of this system just accounted for the percentage of the overall basin draining to each of the proposed inlets. Additional sub -basins will be added with the final design to size the inlets and pipes more exactly. Pond B has been designed to detain Basins 12 through 16 to 2.5 cfs and release directly to Timberline Storm 2. This pond will release 0.4 cfs more than is proposed with the Timberline Report; but, because Storm 2 is designed for significantly more flow, this is not problematic. The overall release from the development site is still 0.25 cfs per acre. Pond A will overdetain slightly (0.14 cfs per acre for 10.60 acres), and pond B wilt underdetain slightly (0.43 cfs per acre for 5.77 acres), but the total acreage of 16 acres will.release 4.0 cfs to -the Sidehill system. The outlet pipe will have a water -quality outlet - structure added with this PDP. Pond B has been designed with an emergency overflow spillway into the proposed Timberline Road. It should be noted that if water flows over the spillway, it will not be directed to the east.until it reaches the crown of Timberline Road. All buildings in the development have been designed to be at least 1 foot higher than the overtopping elevation of Timberline Road (4940.5). Sub -basin 13 includes the south side of Bear Mountain Drive. This basin drains to a sump inlet on Storm System E and into Pond B. 4 i b 1 Sub -basin 2 includes the west portion of the self -storage area P g and drams north via 1 overland flow to Pond A. Sub -basin 3 includes the north portion of the self -storage area and drains directly to Pond 1 A. 1 Sub -basin 4 and Sub -basin 5 both are iri the south-central portion of the self -storage area and drain north to area inlets, Storm System A and Pond A. 1 Sub -basin 6 includes the entry drive of the self -storage complex and drains to an area 1 inlet on Storm System A. - Sub -basin 7 includes Pond A. Pond A has been designed to detain Basins 2 through 11 1 to 1.5 cfs and release to Storm System F. Storm System F is a very deep pipe system -that drains south and west in the public streets to the Timberline Storm 3 Outlet Pipe. Basin 1 1 drains to this pond, but will not be routed through the outlet pipe. Rather, these flows will be directed over the pond spillway into the public right of way. It would be 1 preferable to route the off site flow from Basin 1 through the outlet pipe (increasing the size of the pond orifice); this option will be discussed with the Stormwater Department as 1 the design and review process continues. Sub -basin 8 includes the south portion of the self -storage area and the west side of 1 Sagebrush Drive. All flows will be directed to the street (under the sidewalk). The street drains to sump inlet and into Storm System B. This system drains to Pond A. 1 Sub -basin 9 includes the west side of Sagebrush Drive, a portion of Bear Mountain 1 Drive, and adjacent development area. The street flows to a sump inlet and into Storm System B. This system drains to Pond A. The basin boundary in Bear Mountain Drive is critical to the overall development's design. This highpoint is the location where 1 emergency flows will ultimately drain east in a case where Pond A is completely overwhelmed. -.All buildings adjacent to and west of this highpoint have been designed to 1 be elevated at- least 1 foot above this overtopping elevation (4943.0). Note that the overtopping elevation is considerably higher than the 100-year water surface elevation 1 and the spillway elevation of Pond A. 1 3 DRAINAGE BASINS AND SUB -BASINS 2.1. Major Basin Descriptions ' Timberline Center PDP is in the Foothills Basin. and will drain east through the Sidehill Filing 2 Development and into the Fossil Creek Reservoir Inlet Ditch. The Timberline ' Report identifies the PDP area as Basin 10 which drains to Pond 10 and Storm 2 and Basin 11 which drains to Pond 11 and Storm 3. There are other basins from the Timberline Report that contribute to the release to Sidehill. Basin IOA, 1OB, 11A and ' 11B also will be addressed within this report. ' The Sidehill Development is currently approved and designed to receive the 100-year existing flows from this area. Because Sidehill may not be completely constructed prior to the approval of this PDP, the development area proposed with the Timberline Center ' PDP is required to release at the 2-year historic rate (0.25 cfs per acre). ' There are two outfall pipes crossing Timberline Road (Storm 2 and Storm 3 from the Timberline Report). Basins 10, l0A and IOB drain to Storm 2 and Basins 11, 11A, and t 11B drain to Storm 3. The Timberline Road project will provide interim detention ponds to reduce flows through the Sidehill Development. With the Timberline Report, the detained release to Storm 2 is 2.1 cfs and the detained release to Storm 3 is 13.3 cfs. The ' total release from the six basins is 15.4 cfs. These storm pipes were designed for approximately 70 cfs, so the size of the outfall pipes is not in question. JR Engineering ' has been notified that.the Timberline Road project will provide these release rates, and they may redesign future construction phases of Sidehill for this reduced release rate. 2.2. Sub-basin'Description ' The 6 basins from the -Timberline Report (10, 1OA,. IOB, 11, 11A & 11B) have been divided into 21 sub -basins for discussion in this report. ' Basins draining to Pond A & Timberline Storm 3 (release rate 1.5 cfs) ' Sub -basin 1 is;tfie same as the Timberline Report Basin 11A. This sub basin includes the small area of the Railroad Right of Way lying west of the proposed Timberline Center. This basin currently drains east to Pond A. This basin will drain through the development (over the spillways) at its present 100-year rate of 1.9 cfs. 2 rtfGC�F`-i Yr�'k<F*e^T 1. GENERAL LOCATION AND DESCRIPTION 1.1. Location This project will provide the drainage and detention design for the Timberline Center PDP commercial development. The project is approximately % mile north of Drake in Section 19, Township 7 North, Range 68 West of the Sixth Principal Meridian, in the City of Fort Collins, Larimer County, Colorado 1.2. Description of Project This project will provide 20 acres of commercial development in combined properties currently owned by Fleischli Enterprises and Timberline Autoplex (this land is presently held by Integrated Equities and a portion by Timberline Star). The development is bounded on the west by the Union Pacific Railroad, on the east by Timberline Road, on the south by the Spring Creek Farms North Development (the new Police Facility) and on the north by the remaining portion of the Timberline Star property. The development is presently planned to include automotive service uses (convenience store, lube shop, car wash, etc.), retail, commercial and financial services as well as a large self -storage complex. The site will gain access from a new street off of Timberline Road and will extend the proposed Sagebrush Drive along the west side of the proposed Police Station. This project will not widen Timberline Road. Timberline Road is currently being designed adjacent to this parcel and the parcels to the south and east with the "Timberline Road Widening — Interim" project (Fort Collins Street Oversizing). The Timberline Center owners have contributed funds- to the .construction of : these roadway improvements; construction is scheduled to begin in the winter of 2005. With the Timberline design, drainage constraints and release rates for the project were identified; these release rates will be used as the basis for the detention design for this PDP. The "100% Design Drainage Report for Interim Timberline Road Widening, Drake to Prospect" prepared by North Star Design and Interwest Consulting Group is referenced throughout this report as the "Timberline Report". Drainage patterns will remain similar to existing conditions. There are off site flows from the railroad right of way on the west and from the Timberline Star property to the north. 1 �,rA*� �,`l -` Ni Y77 t i ST T A ij K TABLE OF CONTENTS TABLE OF CONTENTS ...................... ' 2 GENERAL LOCATION AND DESCRIPTION 1.1 Location.......................................................................:........:.....:......:.............:...:..1 ._ 1.2 Description of Project ................................. :.................... :................... I ................... 1 DRAINAGE BASINS AND SUB -BASINS 2.1 Master Basin Description.........................................................................................2 2.2 Major and Sub -Basin Description............................................................................2 3. DRAINAGE DESIGN CRITERIA 3.1 Regulations....:........................................................:................................................6 3.2 3.3 Development Criteria Reference and Constraints....................................................6 Hydrologic Criteria..................................................................................................6 3.4 Hydraulic Criteria...................................................................................:................6 4. DRAINAGE FACILITY DESIGN 4.1 General Concept.......................................................................................................7 4.2 Specific Flow Routing.............................................................................................7 4.3 Drainage Summary ...................................................................................................7 5. EROSION CONTROL 6. CONCLUSIONS 6.1 Compliance with Standards..................................:............:....................................8 6.2 Drainage Concept ........................ .:::............... ......................................................... 8 7. REFERENCES .............................. ..... ....... 8 r ; L. APPENDICES o A Vicinity Map B Hydrologic Compiutations C Hydraulic Computations D Detention and Water Quality Calculations BACK POCKET PRELIMINARY DRAINAGE PLAN iii North Star, 'Alfto, design, inc. _ September 20, 2005 ' Mr. Basil Hamdan City of Fort Collins Stormwater Utility ' 700 Wood Street Fort Collins, Colorado 80522-0580 ' RE: Preliminary Drainage Report for Timberline Center PDP Dear Basil, ' I am pleased to submit for your review, this preliminary drainage report for the proposed Timberline Center PDP. Hydraulic and Hydrologic calculations are per the City of Fort Collins Storm Drainage Manual. Erosion control calculations will be provided in final study for this ' project. I appreciate your time and consideration in reviewing this submittal. Please call if you have any ' questions. Sincerely, North Star Design, Inc. ' Michael Oberlander, P.E., L.S.I. ' 700 Automation Drive, Unit I Windsor, Colorado 80550 970-686-6939 Phone • 970-686-1188 Fax ow" tV `f L ; , 'ti t ' PRELIMINARY DRAINAGE REPORT FOR ' TIMBERLINE CENTER PDP 1 Prepared for: Fleischli Enterprises and Timberline Autoplex ' Prepared by: North Star Design' ' 700 Automation Drive; Unit I Windsor, Colorado 80550 (970) 686 6939. _ September 20, 2005 ' Y ' Job Number 114-37 & 114-38 f