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Home My WebLink AboutCSURF RESEARCH CAMPUS - ODP - 4-04B - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORTInterwest Consulting Group 700000 500000 400000 m E c 300000 200000 100000 I 50 100 150 Storm Duration (min) Inflow Volume -N-Outflow Volume 200 250000 200000 150000- 100000 - m E -'0 50000- 0-- 50 100 io 210 -50000 -100000 Storm Duration (min) Storage Volume Detention 100-yr.xls,FAA-100yr Pond C Interwest Consulting Group DETENTION VOLUME CALCULATIONS Rational Volumetric (FAA) Method POND C 100-Year Event LOCATION: AVA Solar PROJECT NO: 1071-028-00 COMPUTATIONS BY: es DATE: 10/15/2007 Equations: Area trib. to pond = 56 Developed flow = QD = CIA C (100) = 0.74 Vol. In = Vi = T C I A = T QD Developed C A = 41.4 Vol. Out = Vo =K Qao T Release rate, QPo = 72.5 storage = S = Vi - Vo K = 0.9 Rainfall intensity from City of Fort Collins IDF Curve with updated (3.67") rainfall acre acre cfs (from fig 2.1) Storm Duration, T (min) Rainfall Intensity, I (in/hr) Qp (cfs) Vol. In Vi (ft) Vol. Out Vo (ft) Storage S (ft) Storage S (ac-ft) 5 9.95 412.3 123698 19575 104123 2.39 10 7.77 321.8 193104 39150 153954 3.53 20 5.62 232.9 279504 78300 201204 4.62 30 4.47 185.2 333304 117450 216854 4.96 40 3.74 155.0 371958 156600 215358 4.94 50 3.23 134.0 402028 195750 206278 4.74 60 2.86 118.5 426626 234900 191726 4.40 70 2.57 106.5 447451 274050 173401 3.98 80 2.34 97.0 465526 313200 152326 3.50 90 2.15 89.2 481509 352350 129159 2.97 100 1.99 82.6 495851 391500 104351 2.40 110 1.86 77.1 508871 430650 78221 1.80 120 1.75 72.3 520803 469800 51003 1.17 130 1.65 66.2 531825 508950 22875 0.53 140 1.56 64.5 542072 548100 -6028 -0.14 150 1.48 61.3 551655 587250 -35595 -0.82 160 1.41 58.4 560659 626400 -65741 Required Storage Volume: 216854 W 4.96 acre-ft WQCV 1.4 acre-ft Total Volume: 6.4 acre-ft Detention 1 00-yr.xls, FAA-1 00yr Pond C Interwest Consulting Group u 90000 80000 70000 60000 50000 E 40000 0 30000 20000 10000 0 0 10 20 30 40 50 Storm Duration (min) -�— Inflow Volume —f— Outflow Volume 70000 60000 x 50000 m 40000 E 30000 0 20000 10000 0 0 5 10 15 20 25 30 35 40 45 Stone Duration (min) —*--storage Volume Detention 2-yr.xls,FAA-2yr Pond C Interwest Consulting Group DETENTION VOLUME CALCULATIONS Rational Volumetric (FAA) Method POND C 2-Year Event LOCATION: AVA Solar PROJECT NO: 1071-028-00 COMPUTATIONS BY: es DATE: 10/15/2007 Equations: Area trib. to pond = 56 Developed flow = Qp = CIA I C (100) = 0.59 Vol. In = Vi = T C I A = T Qo Developed C A = 33.0 Vol. Out = Vo =K QPo T Release rate, QPo = 8.3 storage = S = Vi - Vo K = 0.9 Rainfall intensity from City of Fort Collins IDF Curve with updated (3.67") rainfall acre acre cfs (from fig 2.1) Stone Duration, T min Rainfall Intensity, I (in/hr) Qp (cfs) Vol. In Vi (ft) Vol. Out Vo (ft) Storage S (ft) Storage S (ac-ft) 5 2.85 94.2 28249 2241 26008 0.60 10 2.21 73.0 43811 4482 39329 0.90 20 1.61 53.2 63833 8964 1 54869 1.26 30 1.30 43.0 77314 13446 63868 1.47 40 0.92 30.4 72952 17928 55024 1.26 Required Storage Volume: 63868 ft3 1.47 acre-ft WQCV 1.4 acre-ft Total Volume: 2.9 acre-ft Detention 2-yr.xls,FAA-2yr Pond C Interwest Consulting Group 700000 500000 400000 m E 6 300000 200000 100000 04 0 50 100 150 Storm Duration (min) Inflow Volume -f- Outflow Volume 200 300000 250000 200000 n E .150000 — 0 > 100000 50000 0 0 50 100 160 200 Storm Duration (min) --+—Storage Volume Detention 100-yr.xls,FAA-100yr Pond B Interwest Consulting Group DETENTION VOLUME CALCULATIONS Rational Volumetric (FAA) Method POND B 100-Year Event LOCATION: AVA Solar PROJECT NO: 1071-028-00 COMPUTATIONS BY: es DATE: 10/ 15/2007 Equations: Area trib. to pond = 59 Developed flow = QD = CIA C (100) = 0.74 Vol. In = Vi = T C I A = T QD Developed C A = 43.7 Vol. Out = Vo =K QPo T Release rate, QPo = 53.1 storage = S = Vi - Vo K = 0.9 Rainfall intensity from City of Fort Collins IDF Curve with updated (3.67") rainfall acre acre cfs (from fig 2.1) Storm Duration, T (min) Rainfall Intensity, I (in/hr) Qp (cfs) Vol. In Vi (ft) Vol. Out Vo (ft) Storage S (ft) Storage I S (ac-ft) 5 9.95 434.4 130325 14337 115988 2.66 10 7.77 339.1 203449 28674 174775 4.01 20 5.62 245.4 294477. 57348 237129 5.44 30 .4.47 195.1 351160 86022 265138 6.09 40 3.74 163.3 391884 114696 277188 6.36 50 3.23 141.2 423565 143370 280195 6.43 60 2.86 124.9 449481 172044 277437 6.37 .70 2.57 112.2 471422 200718 270704 6.21 80 2.34 102.2 490465 229392 261073 5.99 90 2.15 93.9 507304 258066 249238 . 5.72 100 1.99 87.1 522415 286740 235675 5.41 110 1.86 81.2 536132 315414 220718 5.07 120 1.75 76.2 548703 344088 204615 4.70 130 1.65 71.8 560315 372762 187553 4.31 140 1.56 68.0 571112 401436 169676 3.90 150 1.48 64.6 581208 430110 151098 3.47 160 1.41. 61.5 590695 458784 131911 3.03 170 1.35 58.8 599646 487458 112188 2.58 180 1.29 56.3 608125 516132 91993 2.11 Required Storage Volume: 280195 ft3 6.43 acre-ft WQCV 1.5 acre-ft FOR Volume: 7.9 acre-ft Detention 100-yr.xls,FAA-100yr Pond B Interwest Consulting Group 90000 80000 70000 60000 50000 - E 2 40000 0 30000 - 20000 10000 - 0 0 . 10 20 30., 40 50 Storm Duration (min) Inflow Volume —a—Outflow Volume 80000 70000 60.000 - �^ 50000 eZ E 40000 E�- > 30000 20000 10000 0 0 10 20 30 40 50 Storm Duration (min) —*—Storage Volume e Detention 2-yr.xls,FAA-2yr Pond B Interwest Consulting Group DETENTION VOLUME CALCULATIONS Rational Volumetric (FAA) Method POND B 2-Year Event LOCATION: AVA Solar PROJECT NO: 1071-028-00 COMPUTATIONS BY: es DATE: 10/15/2007 Equations: Area trib. to pond = 59 Developed flow = Qp = CIA C (100) = 0.59 Vol. In = Vi = T C I A = T Qo Developed C A = 34.8 Vol. Out = Vo =K QPo T Release rate, QPo = 7.6 storage=S=Vi -Vo K= 0.9 Rainfall intensity from City of Fort Collins IDF Curve with updated (3.67") rainfall acre acre cfs (from fig 2.1) Storm Duration, T (min) Rainfall Intensity, I in/hr) Qp (cfs) Vol. In Vi (ft3) Vol. Out Vo (ft) Storage S (ft) Storage S (ac-ft) 5 2.85 99.2 29763 2052 27711 0.64 10 2.21 76.9 46158 4104 42054 0.97 20 1.61 56.0 67253 8208 59045 1.36 30 1.30 1 46.3 81455 12312 69143 1.69 40 0.92 1 32.0 76860 16416 60444 1.39 Required Storage Volume: 69143 ft3 1.59 acre-ft WQCV 1.5 acre-ft Total Volume: 3.1 acre-ft Detention 2-yr.xls,FAA-2yr Pond B Interwest Consulting Group 350000 250000 200000 d E c 150000 100000 50000 0+ 0 20 40 60 80 100 120 140 Storm Duration (min) Inflow Volume —*—Outflow Volume 200000 180000- 160000 - 140000 120000- E 100000- 80000 - — — 60000 - — 40000 - 20000 0 0 20 40 60 80 100 Storm Duration (min) --4 Storage Volume ILu IYu Detention 100-yr.xls,FAA-100yr Pond A Interwest Consulting Group DETENTION VOLUME CALCULATIONS Rational Volumetric (FAA) Method POND A 100-Year Event LOCATION: AVA Solar PROJECT NO: 1071-028-00 COMPUTATIONS BY: es DATE: 10/15/2007 Equations: Area trib. to pond = 25 Developed flow = Qo = CIA C (100) = 0.94 Vol. In = Vi = T C I A = T Qp Developed C A = 23.5 Vol. Out = Vo =K QPo T Release rate, QPo = 17.2 storage = S = Vi - Vo K = 0.9 Rainfall intensity from City of Fort Collins IDF Curve with updated (3.67") rainfall acre acre cfs (from fig 2.1) Storm Duration, T min Rainfall Intensity, I in/hr QD (cfs) Vol. In Vi (ft) Vol. Out Vo (ft) Storage S (ft) Storage S (ac-ft) 5 9.95 233.8 70148 4644 65504 1.50 10 7.77 182.5 109506 9288 100218 2.30 20 5.62 132.1 158502 18576 139926 3.21 30 4.47 105.0 189012 27864 161148 3.70 40 3.74 87.9 210932 37152 173780 3.99 50 3.23 76.0 227984 46440 181544 4.17 60 2.86 67.2 241933 55728 186205 4.27 70 2.57 60.4 253743 65016 188727 4.33 80 2.34 55.0 263993 74304 189689 4.36 90 2.15 50.6 273057 83592 189465 4.35 100 1.99 46.9 281190 92880 188310 4.32 110 1.86 43.7 288573 102168 186405 4.28 120 1.75 41.0 295340 111456 183884 4.22 Required Storage Volume: 189689 ft3 4.35 acre-ft WQCV 0.9 acre-ft Total Volume: 5.3 acre-ft Detention 100-yr.xls,FAA-100yr Pond A i1 t 1 1 1 1 50000 45000 40000 35000 30000 E 25000 0 > 20000 15000 10000 5000 0 Interwest Consulting Group 0 10 20 30 40 50 Storm Duration (min) Inflow Volume -*- Outflow Volume 45000 40000 - ^� 35000 - m 30000 - � 25000 - 20000 - 15000 10000 5000 0 0 10 20 30 40 50 Storm Duration (min) - �—Storage Volume Detention 2-yr.xls,FAA-2yr Pond A 1 Interwest Consulting Group DETENTION VOLUME CALCULATIONS Rational Volumetric (FAA) Method POND A 2-Year Event LOCATION: AVA Solar PROJECT NO: 1071-028-00 COMPUTATIONS BY: es DATE: 10/15/2007 Equations: Area trib. to pond = 25 Developed flow = QD = CIA C (100) = 0.75 Vol. In = Vi = T C I A = T QD Developed C A = 18.8 Vol. Out = Vo =K Qro T Release rate, QPo = 2.9 storage = S = Vi - Vo K = 0.9 Rainfall intensity from City of Fort Collins OF Curve with updated (3.67) rainfall acre acre cfs (from fig 2.1) Storm Duration, T (min) Rainfall Intensity, 1 in/hr QD (cfs) Vol. In Vi . (ft) Vol. Out Vo (ft) Storage S (ft) Storage S (ac-ft) 5 2.85 53.4 16031 783 15248 0.35 10 2.21 41.4 24863 1566 23297 0.53 20 1.61 1 30.2 36225 3132 33093 0.76 30 1.30 24.4 43875 4698 39177 0.90 40 0.92 17.3 41400 6264 35136 1 0.81 Required Storage Volume: 39177 ft3 0.90 acre-ft WQCV 0.9 acre-ft Total Volume: 1.8 acre-ft Detention 2-yr.xls,FAA-2yr Pond A Interwest Consulting Group WATER QUALITY CAPTURE VOLUME SUMMARY FOR EXTENDED DETENTION PROJECT NAME: AVA Solar PROJECT NO: 1071-028-00 COMPUTATIONS BY: es DATE: 10/15/2007 Guidelines from Urban Strom Drainage Criterial Manual, September 1999 (Referenced figures are attached at the end of this section). Use 40-hour brim -full volume drain time for extended detention basin Water quality Capture Volume, WQCV = 1.0 * (0.91 * i3 - 1.19 * i2 + 0.78i) Design Volume: Vol = WQCV/12 * Area * 1.2 MAJOR BASIN Trib. area (acres) Impervious Ratio, la % Impervious i = la/100 WQCV (watershed inches) Design Volume, Vol. (ac-ft) POND A 25 85 0.85 0.36 0.91 POND B 59 65 0.65 0.25 1.50 POND C 56 65 0.65 0.25 1.42 wq.XLS,10/15/2007,11:42 AM APPENDIX E WQCV AND DETENTION VOLUME CALCULATIONS City of Fort Collins ODP Drainage Report for Page 14 CSURF Research Campus October 2007 RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 100-Yr Storrn) LOCATION: AVA Solar PROJECT NO: 1071-028-00 COXVLTTATIONS BY:" es DATE: ######## 100 yr storm, Cf = 1.25 DIRECT RUNOFF CARRYOVER TOTAL REMARKS Des. Point Area Design. A (ac) C Cf tc (min) i (iNhr) Q (100) (ds) from Design Point Q (100) Ids) Q(loogot (ds) 1 1 24.93 0.94 13.5 6.84 159.8. 159.8 2 2 56.46 0.74 11.0 6.12 254.6 254.6 3 3 56.95 0.74 20.5 5.54 240.9 240.9 Q=CfA Q = peak discharge (cfs) C = runoff coefficient i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16/99) A = drainage area (acres) i = 84.682 / (10+tCf-M5 FC FLow Calcs.)ds Interwest Consulting Group 1218 W. Ash Street, Suite C Windsor, CO 85550 RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 10-Yr Storrn) LOCATION: AVA Solar PROJECT NO: 1071-028-00 COMPUTATIONS BY: es DATE: ######## 10 yr storm, Cf = 1.00 DIRECT RUNOFF ICARRY OVER TOTAL REMARKS Design Pant Tributary Sub -basin A (ac) C Cf tc (min) i (inlhr) Q (10) (CIS) from Design Point Q (10) (CIS) Q(tOnot ids) 1 1 24.93 0.75 15.1 3.18 59.4 59.4 0 2 2 56.46 0.59 17.0 2.99 .99.7 99.7 0 3 3 58.95 0.59 20.5 2.71 94.3 94.3 0 Q=C,CiA Q = peak discharge (cfs) C = runoff coefficient C, = frequency adjustment factor i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16/99) A = drainage area (acres) i = 41.44 / (10+tC)1 10 Interwest Consulting Group 1218 W. Ash Street, Suite C Windsor. CO 85550 FC FLow Calm -As RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 2-Yr Storm) LOCATION: AVA Solar PROJECT NO: 1071-028-00 COMPUTATIONS BY: es DATE: ######## 2 yr storm, Cf = 1.00 DIRECT RUNOFF CARRYOVER TOTAL REMARKS Design Point Tributary Sub -basin A (ac) C Cf tc (min) i (nlhr) Q (2) (ds) from Design Poirrt Q (2) Ws) Q(2)tat (ds) 1 1 24.93 0.75 15.1 1.86 34.8 34.8 0 2 2 56.46 0.59 17.0 1.75 - 58.4 58.4 0 3 3 58.95 0.69 20.5 1.59 55.2 55.2 0 Q=CrCiA Q = peak discharge (cfs) C = runoff coefficient Cr = frequency adjustment factor i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16199) A = drainage area (acres) i = 24.2211 (10+tc)°'8QB Interwest Consulting Group 1218 W. Ash Street, Suite C Windsor, CO 85550 FC FLm Calcs.rds STANDARD FORM SF-2 TIME OF CONCENTRATION - 100 YR LOCATION: AVA Solar PROJECT NO: 1071-028-00 COMPUTATIONS BY: es DATE: ####### 1007K storm Cf = 1.25 Interwest Consulting Group 1218 W. Ash Street, Suite C Windsor, CO 85550 SUB -BASIN DATA INITIAL /OVERLAND TIME (d) TRAVEL TIME I GUTTER OR CHANNEL FLOW (to tc CHECK (URBANIZED BASIN) FINAL tc REMARKS DESIGN PONIT SUBBASIN(s) (1) Area (ac) . (2) C (3) C'Cf Length (tt) (4) Slope (%) (5) ti (min) (6) Length 00 (7) Slope (%) (8) n Manning rough. Val. (tt/s) (9) tt (min) (10) tc = ti+tt (11) Total (11) (12) tG(II180)+10 (min) (13) (min) (14) , 1 1 24.93 0.75 0.94 33 2.0 1.4 1030 0.5 0.016 1.4 12.08 13.5 1063 15.9 13.5 2 2 56.46 0.59 0.74 33 2.0 3.1 1225 0.5 0.016 1.4 14.37 17.5 1258 17.0 17.0 3 3 58.951 0.59 0.74 33 2.0 3.1 1865 0.5 0.016. 1.4 21.88 25.0 1898 20.51 20.5 EQUATIONS: tc=b+tt ti=[1.87(1.1-Cq)L0.5]fSIra tt = LA/el. 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 IDF curves FC FLow Calm.)ds STANDARD FORM SF-2 TIME OF CONCENTRATION -10 YR LOCATION: AVA Solar PROJECT NO: 1071-028-00 COMPUTATIONS BY: es DATE: ####### 14yr storm Cf = 1.00 Interwest Consulting Group 1218 W. Ash Street, Suite C. Windsor. CO 85550 SUB -BASIN DATA INITIAL /OVERLAND TIME (6) TRAVEL TIME / GUTTER OR CHANNEL FLOW 01) tc CHECK (URBANIZED BASIN) FINAL tc REMARKS DESIGN PONIT SUBBASIN(s) (1) Area (ac) (2) C (3) Length (ft) (4) Slope (%) (5) ti (min) (6) Length (ft) (7) Slope (%) (8) n Manning rough. Vel. (tl/s) '(9) It (min) (10) tc = ti+tt (11) Total (ft) (12) tr (11180)+10 (min) (13) (min) (14) 1 1 24.93 0.75 33 2.0 3.0 1030 0.5 0.016 1.4 12.D8 16.1 1063 15.9 . 15.1 2 2 56.46 0.59 33 2.0 4.3 1225 0.5 0.016 1.4 14.37 18.7 1258 17.0 17.0 3 3 58.95 0.59 33 2.0 4.3 1865 0.5 0.016 1.4 21.88 2621 1898 20.51 20.5 EQUATIONS: tc=ti+tt ti=[1.87 (1.1 -CC,) Los]/S 1r3 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 ti + tt and urbanized basin check min. tc = 5 min. due to limits of IDF curves FC FLow Calcs.rds STANDARD FORM SF-2 TIME OF CONCENTRATION - 2 YR LOCATION: AVA Solar PROJECT NO: 1071-028-00 COMPUTATIONS BY: CS DATE: ####### 2 yr storm Cf = 1.00 Interwest Consulting Group 1218 W. Ash Street, Suite C Windsor, CO 85550 SUB -BASIN DATA INITIAL /OVERLAND TIME (1i) TRAVEL TIME I GUTTER OR CHANNEL FLOW (tq tc CHECK (URBANIZED BASIN) FINAL tc REMARKS DESIGN PONrr SUBBASIN(s) (1) Area (ac) (2) C (3) Length (ft) (4) Slope (%) (6) ti (min) (6) Length -(ft) (7) Slope (%) (8) n Manning rough. Val. (ft/s) (9) tt (min) (10) tc= ti+tt (11) Total (R) (12) tF(II180)+10 (min) (13) (min) (14) 1 1 24.93 0.75 33 2.0 3.0 1030 0.5 0.016 1.4 12.08 15.1 1063 15.9 15.1 2 2 56.46 0.59 33 2.0 4.3 1225 0.5 0.016 1.4 14.37 18.7 1258 17.0 . 17.0 3 3 58.951 0.59 33 20 4.3 1,865 0.5 0.016 1.4 21.88 26.2 1898 20.51 20.5 EQUATIONS: tc=ti+tt ti=11.87 (1.1 -CCI) L05)/S lM tt = UVel. 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 IDF curves FC FLow Calm.)ds RUNOFF COEFFICIENTS & % IMPERVIOUS LOCATION: AVA Solar PROJECT NO: 1071-028-00 COMPUTATIONS BY: es DATE: 1011512007 Recommended Runoff Coefficients from Table 3-3 of City of Fort Collins Design Criteria Recommended % Impervious from Urban Storm Drainage Criteria Manual Streets, parking lots (asphalt): Sidewalks (concrete): Roofs: Lawns (flat <2%, sandy soil): Runoff % coefficient Impervious C 0.95 100 0.95 96 0.95 90 0.10 1 0 Interwest Consulting Group 1218 W. Ash Street, Suite C Windsor, CO 85550 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 1 25 1,086.043 0 0 0 0 0.75 85 2 56 2,459,463 0 0 0 0 0.59 65 3 59 2,567,754 0 0 0 0 0.59 65 ' Equations Calculated C coefficients & % Impervious are area weighted C=E(Ci Ai) /At t 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 ' FC FLow Calcs.Xls SUMMARY DRAINAGE SUMMARY TABLE Design Point Tributary Sub -basin Area (ac) C (2) C. (10) C (100) tc (2) (min) tc (10) (min) tc (100) (min) Q(2)tot (cfs) Q(10)tot (cfs) Q(100)tot (cfs) 1 1 24.93 0.75 0.75 0.94 15.1 15.1 13.5 34.8 59.4 159.8 2 2. 56.46 0.59 0.59 0.74 17.0 17.0 17.0 58.4 99.7 254.6 3 1 3 1 58.95 0.59 0.59 0.74 1 20.5 20.5 20.5 1 55.2 1 94.3 1 240.9 Page 1 APPENDIX D HYDROLOGIC CALCULATIONS City of Fort Collins ODP Drainage Report for Page 13 CSURF Research Campus October 2007 I BOX ELDER sANirwTTON w 3 5 BOXELDFR CREEK � ,p ID C//TOFPVRTCCWACE 5 ' � EIS f RnfN¢DlDe exmc_ /\... \ lEX PM I �qa om7m r\ao�.. PARz l \ I SAWrAYMN � � _ / �� _ ♦ '�� \yam ,, 1 � I� � I r � . f /PwRca.z 3 ✓ / / ��— \ \\ Teter ` \\ \ � \�"' �� III � II ittom C / i/ /� / v,,,� \ \ ♦�� /�\ 1 \\ -� \\ _ .1D- PT MlLF .W W CT - OF 113-- W W :,� NOTES: 1. A INFORMATION SHOWN ON THIS PLAN IS BASED ON MAPPING PROVIDED BY OTHF NO GROUND SURVEY HAS BEEN PERFORMED ON THIS SITE 2. PROPOSED U IL . POND. AND STREET LAYOUTS ARE CONCEPTUAL IN NATURE AND WILL SE MODIPEDAS SPECIFIC PROJECT DESiGNSARE BROUGW FORWARD. 3. ALL STORM DETENTION PONDSWILL BE DESIGNEDTO DISCHARGETO BOX ELDERCRFJDLATHISTORIC RA'TES. TFEREARE NO FLDODPLNNS ON THIS SRE 4, ANEW NRMYSEWEft MAINWIL BE RUN FROMTHE BOX ELDER'- NRATPJNTREATMENT PLAM TO SERVE THIS SfTE 5. A NEW ELCO WATERLINE WILL BE RUN TO THIS SITE FOR WATER SERVICE. THE EXACT MANNER OF LOOPING WATER TdHOUGH THE SITE WILL BE DETERMINED IN T1HE FUTURE B. ULTIMATE ACCESS TO THIS SITE WILL BE VIA AN IMPROVED FRONTAGE ROAD CONNECTING TO PROSPECT. THE EXACT LOCATION AND GEOMETRY OF THIS ROAD WILLBEDETERMINEDINT EFUTURE T. NONE OFTHE MSTING STRUCTURES OR PARKINGAREABARE PROPOSEDTO REMAIN AFTERTHE REDEVELOR.ENTOFTHISSRE DRAINAGE SUMMARY TABLE aaomm®m®��mm� aaoom®m�mm®�� DETENTION SUMMARY TABLE Pq0 WOIV IALFTI 2-YR REREASE I¢51 SYRSTORAGE VOLUME i NGET• i .ab RREIEASE 'cFs' '0 YRSTOPAGE VOLUME �ACfTI + 6e zs as_ 15 IS rn 7 11__ _ 25 s. 6• 50 R C IS T.6 t0 6.3 LEGEND N FA41NOwMFA1W1 -- S caslnc swrunx lun OFASINGrIMA1nE ��--S FASINa00@I mMm ® t]IMINOMYfi1W]IIr MILTYR9 ® OoflNq YlfY. Eworo:n allWAr w � rlororn w+Tu.6rN � $ � i11LNORD fM1fMf1'S.N91 N.W 20D 100 O 200 40D SCALE:V - 2w DEIENTION POND A S f C SrArmv G Il STw�E VN/VEIPS/TY s p/ "El?n ni A" a ANVEw71Ne NWPRONTAGERD. wak f w glpV1/ PARCEL I m n 1101WI•EIA I 3 � -+�/ WS NCMNp1CCNlgq �Hoam� evmwc.a+orscomae --� rRarosm W£cT>1a PD6Mb «wv � �.O pWW¢Slwlc-rVi PMip¢O ONMNY' E BA9N OMOE 41E 7 oruw,v:eewNrur.eEN MWdi SlO1M TWCFF WEFFlaETrt MbLGE Bl9N 41EA 10S5 QdWNwGE CEYQIPpM vrew.+w mrc wwrw.A.+..r WHO EIVN: IfMHnd10 Fm P.1 Pai1N wruwur coNSVIr.NV .ROVY Rwm 02 co. MSAMN i ,NPE4TT/EA79 I OVERALL UTILITY AND DRAINAGE PLAN CSURE RESEARCH CAMPUS OVERALL DEVELOPMENT PLAN FORT COLLINS, COLORADO MIA DESKK NC. • 1lDS 0.61Om1E MiVE • FT OmLm w 915i5 • ft to - W S H E E T 3 OF 3 OCTOBER 17, 2007 O C tH Y- z ® 0 S A 0 a R = - a S i p S S c a A ■9p s'� a I3ta pa a A a i y5 3�p{p{�e p Y x a III : o w €B LLJ LJ U Z U gg Cn<Q O all = = a 3 `�� - C) O $ i oil �/'i a a s J Y a �5 Q ccn a pif Y9 A C f A S I p �rq � 7Q7Q7Q�� $V(5SJ 3 _-- - 9 I leg a � j Z A C i gg c_I cn U S i a A a Y�B • p R A% Ch wLLJ o G R ; a d a S- s a c11) 0 Q ga a ) J �ss9B $ xLLJ LL U :> w ItLLJ o 0 -' a X � B B m� • i A - v.) ' 64 130. 1.5 0 47. 819 310. (DIRECT FLOW) 2 1. 70 240. 4.3 2 50. 20 352. 1.2 0 47. ' 231 1222. 4.7 3 24. 26 188. 3.2 1 15. 302 4054. 5.4 4 48. 30 412. 3.6 2 50. 29 529. 3.4 0 46. ' 601 6956. (DIRECT FLOW) 4 18. 564 5689. (DIRECT FLOW) 6 17. 63 130. 2.1 1 56. 901 659. (DIRECT FLOW) 1 46. 891 1345. (DIRECT FLOW) 3 24. ' 102 4018. 6.4 5 13. 829 804. (DIRECT FLOW) 2 56. 530 1904. (DIRECT FLOW) 4 18. 86 5685. 9.8 6 25. 888 130. (DIRECT FLOW) 1 56. ' 3 611. 1.8 0 38. 902 - 604. (DIRECT FLOW) 1 46. 426 924. .0 255.1 5 47. 608 -4018. (DIRECT FLOW) 5 13. 547 3449. (DIRECT FLOW) 5 13, 229 804. 4.4 2 58. 560 5051. (DIRECT FLOW) 4 18. 106 1869. 4.7 4 46. 925 5685. (DIRECT FLOW) 6 25. - 930 2312, (DIRECT FLOW) 6 19, 889 90. (DIRECT FLOW) 0 39. ' 835 611. (DIRECT FLOW) 0 38. 1170. (DIRECT FLOW) 5 32. _-904 548 569. (DIRECT FLOW) 5 13. 2 39. . 5 10. 25 25 83 839. 5 .2 3 0. ' 305 5079. 6.2 4 31. 937 1869. (DIRECT FLOW) 4 46. 926 1469. (DIRECT FLOW) 6 25. 66 2307. 2.9 6 27• 62 . 2 . ' 818 22525. (DIRECT FLOW) 1 3737. 836 440. (DIRECT FLOW) 0 34. 905 1030. (DIRECT FLOW) 5 32. 567 568. 4.3 5 22• 99 3450. 5.5 5 23. ' 425 557. .0 91.1 4 25. -105 719. 3.3 1 0. 939 5903. (DIRECT FLOW) 4 36. 938 1038. (DIRECT FLOW) 4 46. 563 3866. (DIRECT FLOW) 6 27. ' 890 40. (DIRECT FLOW) 1 56. 204 224. 1.0 1 44. 61 407. 6.1 0 51. 907 5579. (DIRECT FLOW) 5 23. 602 6977. (DIRECT FLOW) 4 36. ' 84 3868. 8.5 6 29. 284 40. .9 3 10.. 60 415. 6.1 1 10. . 908 3624. (DIRECT FLOW) 5 23. 529 2908.- (DIRECT FLOW) 4 36. ' 103 947. 4.8 0 49. 104 588. 3.0 0 41. 884 3992. (DIRECT FLOW) 6 28. 837 171. (DIRECT FLOW) 0 38. 910 3624. (DIRECT FLOW) 5 23. ' 301 2905. 7.2 4 46. 402 278. .0 80.1 2 30. 401 65. .0 42.9 2 41. 285 3991. 12.4 6 32. 203 2 3. 234. 2. 9.0 0 0 . 59. 54 ' 911 3509. (DIRECT FLOW) 5 23. 100 139. 2.4 0 45. 101 3141. 7.0 4 47. 887 2251. (DIRECT FLOW) 6 38, 85 3996 10.1 6 37. _ 83 42. 2.1 0 55. . 802 265. (DIRECT FLOW) 0 52. 913 3509. (DIRECT FLOW) 5 23. 295 3136. 8.6 5 0. 893 2251. (DIRECT FLOW) 6 38. ' 885 3999. (DIRECT FLOW) 6 37. 914 1059. (DIRECT FLOW) 5 23. 95 3152. 8.4 5 9. 98 .48. 1.4 0 41. 894 719. (DIRECT FLOW) 6 38. ' 886 1749. (DIRECT FLOW) 6 37. 916 4209. (DIRECT FLOW) 5 14. 943 2471. (DIRECT FLOW) 6 37. 906 140. (DIRECT FLOW) 5 32. 1 0 31. 25. 69. 17. 32. 33. 92. 21. '0 0 33. 39. 107. 25. 0 34. 45. 120. 28. ,0 35. 51. 132. 1 30. p 1 0 36. 50. 127. 29. 0 ' 0 37. 38. 48. 49. 115. 113. 25. 24. 0 39. 50. 115. 23. '0 40. 52. 118. 23. 0 41. 52. 118. 23. 0 12, 52. 116. 22. t0 43. 52. 116. 21. 0 44. 52. 117. 21. '0 45. 53. 118. 21. 0 46. 52. 117. 21. 0 47. 51. 115. 20. ' 0 48. 50. 114. 20. 0 49. 50. 113. 20. 50. 49. 113. 20. '0 0 51. 49. 113. 19. 0 52. 48. 112. 19. 0 53. 47. 112. 19. 0 54. 47. 111. 19. 0 55. 46. 111. 19. ' 0 56. 46. 111. 19. 0 57. 45. 110. 19. '0 58. 44. 109. 19. 0 59. 44. 109. 19. 1 ' 1 0, 1. 43. 43. 108. 108. 19. 19. 1 2. 42. 107. 19. 1 3.' 41. 107. 19. 1 4. 41. 106. 19. 1 5. .40. 106. 19. ' 1 6. 40. 105. 19. 1 7. 39. 105. 19. 8. 39. 104. 19. '1 1 9. 38. 104. 19. 1 10. 38. 103. 19. ' 1 11. 37. 103. 19. 1 12. 37. 102. 19. 13. 36. 102. 19. '1 1 14. 36. 101. 19. 1 15. 35. 101. 19. 162 762 99870. 2293.0 5.0 .0210 .016 .250 .100 .300 2.00 763 763 99870. 2293.0 5.0 .0210 .016 .250 .100 .300 2.00 764 764 99870. 2293.0 5.0 .0210 .016 .250 .100 .300 2.00 765 99870. 2293.0 5.0 .0210 .016 .250 .100 .300 2.00 �65 66 766 99870. 2293.0 5.0 .0210 .016 .250 .100 .300 2.00 67 767 99870. 2293.0 5.0 .0210 .016 .250 .100 .300 2.00 781 781 95344. 2189.0 5.0 .0770 .016 .250 .100 .300 2.00 782 782 95344. 2189.0 5.0 .0770 .016 .250 .100 .300 2.00 783 95344. 2189.0 5.0 .0770 .016 .250 .100 .300 2.00 �83 84 784 95344. 2199.0 5.0 .0770 .016 .250 .100 .300 2.00 90 190 43060. 989.0 21.0 .0240 .016 .250 .100 .300 2.00 191 191 59660. 1232.0 19.0 .0090 .016 .250 .100 .300 2.00 194 194 18590. 299.0 11.0 .0200 .016 .250 .100 .300 2.00 96 196 75140. 1725.0 5.0 .0100 .016 .250 .100 .300 2.00 95 195 30240. 694.0 11.0 .0090 .016 .250 .100 .300 2.00 92 192 61320. 1407.0 19.0 .0110 .016 .250 .100 .300 2.00 193 493 34630. 398.0 30.0 .0120. .016 .250 .100 .300 2.00 OTOTAL NUMBER OF SUBCATCHMENTS, 241 1TAL TRIBUTARY AREA (ACRES), 184982.60 BOXELDER/COOPER SLOUGH MASTER DRAINAGE PLAN FILE: BECSX100.IN I00-YEAR EVENT, EXISTING CONDITIONS W/ EXISTING FACILITIES - ACE, INC. HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 3 SUBCATCHMENTS - AVERAGE VALUES WITHIN TIME INTERVALS .IME(HR/MIN) 80 81 91 0 1. 0. 0. 0. 0 2. 0, 0, 0. 0 3. 0. 0. 0. 0 4. 0. 0. 0. t0 5. 0. 0. 0. 0 6. 0. 0. 0. 0 7. - 0. 0. 0. t0 8. 1. 2. 0. 0 9. 1. 3. 1. 10. 2. 5. 1. '0 0 11. 2. 6. 1. 0 12. 2. 7. 1. ' 0 13. 2. 8. 2. 0 14. 2. 8. 2. 15. 2. 9. _ 2. '0 0 16. 3. 10. 3. 0 17. 3. 12. 3. 0 18. 4. 14. 4. 0 19. 4. 15. 4. 0 20, 4, 15. 4. ' 0 21. 4. 16. 5. 0 22. 5. 16. 5. '0 23. 5.20. 6. 0 24. 6. 21. 6. 0 25. 6. 22. 6. ' 0 26. 9. 28. 7. 0 27. 12. 38. 10. 28. 14. 45. 11. '0 0 29. 16. 50. 12. 0 30. 18. 54. 14. 50 .00180 3 50 .00180 3 50 .00180 3 50 .00180 3 50 .00180 3 50 .00180 3 50 .00180 3 50 .00180 3 50 .00180 3 50 .00180 3 50 .00180 3 50 .00180 3 50 .00180 3 50 .00180 3 50 .00180 3 50 .00180 3 50 .00180 3 I �AN DRAINAGE STORM WATER MANAGEMENT MODEL - 32 BIT VERSION 1996 REVISED BY UNIVERSITY OF COLORADO AT DENVER • ENTRY MADE TO RUNOFF MODEL ` �XELDER/COOPER SLOUGH MASTER DRAINAGE PLAN FILE: BECSX100.IN O-YEAR EVENT, EXISTING CONDITIONS W/ EXISTING FACILITIES - ACE, INC ONUMBER OF TIME STEPS 1440 . TEGRATION TIME INTERVAL (MINUTES) 1.00 0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH R 24 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES OFOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR ' 1.00 1.14 1.33 .2.23 2.84 5.49 1.22 1.06 1.00 .95 .91 .87 .73 .71 .69 .67 OFOR RAINGAGE NUMBER 2 RAINFALL HISTORY IN INCHES PER HOUR ' .93 1.06 1.24 2.07 2.64 5.11 1.13 .99 .93 .88 .85 .81 .68 .66 .64 .62 OFOR.RAINGAGE NUMBER 3 RAINFALL HISTORY IN INCHES PER HOUR ' .75 .86 1.00 1.67 2.13 4.12 .92 .80 .75 .71 .68 .65 .55 .53 .52 .50 1 I 9.95 4.12 2.48 1.46 .84 .81 .78 .75 9.25 3.83 2.31 1.36 .78 .75 .73 .70 7.46 3.09 1.86 1.10 .63 .61 .59 .56 �XELDER/COOPER SLOUGH MASTER DRAINAGE PLAN FILE: BECSX100.IN 0-YEAR EVENT, EXISTING CONDITIONS W/ EXISTING FACILITIES - ACE, INC. UBAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) BER OR MANHOLE (FT) (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. MAXIMUM MINIMUM DECAY RATE -2. 0 0. .0 .0 .0300 .016 .250 .100 .300 .51 .50 .00180 200 26 2440. 33.6 40.0 .0160 .016 .250 .100 .300 .51 .50 .00180 437 3220. 14.6 5.0 .0200 .016 .250 .100 .300 .51 .50 .00180 �01 2 2 12700. 160.3 20.0 .0080 .016 .250 .100 .300 .51 .50 .00180 3 3 33020. 151.6 41.0 .0050 .016 .250 .100 .300 .51 .50 .00180 4 4 8650. 29.8 40.0 .0130 .016 .250 .100 .300 .51 .50 .00180 -5 5 18380. 147.7 55.0 .0070 .016 .250 .100 .300 .51 .50 .00180 6 6120. 63.2 6.0 .0180 .016 .250 .100 .300 .51- .50 .00180 7 7 6270. 136.7 10.0 .0060 .016 .250 .100 .300 .51 .50 .00180 '6 8 BOB 8040. 36.9 53.0 .0910 .016 .250 .100 .300 .51 .50 .00180 9 809 1930. 22.1 23.0 .0070 .016 .250 .100 .300 .51 .50 .OG180 10 10 4480. 87.3 5.0 .0150 .016 .250 .100 .300 .51 .50 .00180 11 811 6420. 147.3 6.0 .0110 .016 .250 .100 .300 .51 .50 .00180 '12 13 12 13 23960. 8590. 27.5 197.1 90.0 8.0 .0090 .0080 .016 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50. .50 00180 .00180 15 815 1740. 40.0 5.0 .0210 .016 .250 .100 .300 .51 .50 .00180 16 16 2640. 60.5 7.0 .0160 .016 .250 .100 .300 .51 .50 .00180 17 117 4140. 52.3 5.0 .0390 .016 .250 .100 .300 .51 .50 .00110 18 19 18 �19 5460. 3570. 125.3 82.0 5.0 5.0 .0100 .0250 .016 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 20 20 14080. 161.6 20.0 .0200 .016 .250 .100 .300 .51 .50 .00160 21 821 2190. 22.6 5.0 .0290 .016 .250 .100 .300 .51 .50 .00100 22 822 1150, 10.6 5,0 .0320 .016 .250 .100 .300 .51 .50 .00110 '23 24 23 424 1700. 9790. 31.3 33.7 5.0 45.0 .0200 .0330 .016 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 25 25 5630. 129.1 5.0 .0070 .016 .250 .100. .300 .51 .50 .001BO 26 26 6756. 155.1 5,0 .0200 .016 .250 .100 .300 .51 .50 .00180 27 27 4230. 72.8 5.0 .0260 .016 .250 .100 .300 .51 .50 .00180 28 10400. 179.0 9.0 .0310 .016 .250 .100 .300 .51 .50 .00180 '28 29 29 21290. 266.8 29.0 .0060 .016 .250 .100 .300 .51 .50 .00180 30 430 4870. 33.5 49.0 .0150 .016 .250 .100 .300 .51 .50 .00IBO 31 31 8040. 184.5 7.0 .0210 .016 .250 .100 .300 .51 .50 .00180 32 32 9290. 213.3 6.0 .0140 .016 .250 .100 .300 .51 .50 .00180 33 6300. 144.5 8.0 .0210 .016 .250 .100 .300 .51 .50 .00180.. '33 34 34 6220. 128.5 9.0 .0100 .016 .250 .100 .300 .51 .50 .00180 35 35 13390. 307.3 6.0 .0070 .016 .250 .100 .300 .51 .50 .001BO 36 36 13840.. 317.8 6.0 .0100 .016 .250 .100 .300 .51 .50 .00160 37 37 3770. 34.6 23.0 .0180 .016 .250 .100 .300 .51 .50 .001BO 38 12660. 290.7 5.0 .0280 .016 .250 .100 .300 .51 .50 .00180 '38 39 839 2480. 17.1 5.0 .3080 .016 .250 .100 .300 .51 .50 .00180 40 40 6430. 110.7 5.0 .0270 .016 .250 .100 .300 .51 .50 .00180 41 441 38510. 132.6 29.0 .0170 .016 .250 .100 .300 .51 .50 .00IBO 42 42 2350. 54.0 5.0 .0130 .016 .250 .100 .300 .51 .50 .00180 43 43 2060. 37.8 40.0 .0190 .016 .250 .100 .300 .51 .50 .00180 44 44 3370. 77.4 7.0 .0140 .016 .250 .100 .300 .51 .50 - .00180 45 45 2370. 54.3 5.0 .0100 .G16 .250 .100 .300 .51 .50 .00180 46 46 5920. 135.8 18.0 .0360 .016 .250 .100 .300 .51 .50 .00180 -2 p 0, ,0 .0 .0300 .016 .250 .100 .300 2.00 .50 .00180 GAGE NO 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 i 0 0 31. 32. 33. 16. 22. 25. 47. 63. 74. 12. 15. 18. 0 0 34. 35. 29. 33. 82. 90. 20. 22. 0 0 ' 0 36. 37. 36. 32. 30. 30. 85. 75. 73. 20. 18. 16. 0 ' 0 39. 40. 31. 33. 74. 76. 75. 16. 16. 15. 0 0 ' 0 41. 42, 43. 33. 32. 32. 73. 73. 14. 14. 0 44. 33. 73. 14. '0 0 45. 46. 33. 33. 74. 73. 14. 13., 0 0 47. 48. 32.. 31. 71. 71. 13. 13. 0 49. 50. 31. 31. 70. 70. 12. 12. '0 0 0 ' 0 51. 52. 53. 31. 30. 30. 70. 69. 69. 12. 12. 12. 0 0 54. 55. • 30. 29. - 69. 68. 12, 12. 0 0 t0 56. 57. 58. 29.- 29. 2B. 68. 68. 67. 12. 12. 12. 0 1 ' 1 59.. 0. 1. 26. 28. 27. 67. 67. 66. 12. 12. 12. 1 '1 2. 3. 27. 27. 66. fib. 12. 12. 1 1 ' 1 4. 5. 6. 26. 26. 26. 66. 65. 65. 12. 12. 11. '1 1 7. 8. 25. 25. 65. 64. 11. 11. 1 .1 1 9. 10. 11. 25. 25. 24. 64. 64. 63. 11. 11. 11. 1 12. 13. 24. 24. 63. 63. 11. 11. '1 1 1 14. 15. 23. 23. 62. 62. 11. 11. 1162 762 99870. 2293.0 5.0 .0210 .016 .250 .100 .300 2 763 763 99870. 2293.0 5.0 .0210 .016 .250 .100 .300 2 764 764 99870. 2293.0 5.0 .0210 .016 .250 .100 .300 2 65 765 99870. 2293.0 5.0 .0210 .016 .250 .100 .300 2 66 766 99870. 2293.0 5.0 .0210 .016 .250 .100 .300 2 67 767 99870. 2293.0 5.0 .0210 .016 .250 .100 .300 2 781 781 95344. 2169.0 5.0 .0770 .016 .250 .100 .300 2 782 782 95344. 2189.0 5.0 .0770 .016 .250 .100 .300 2 783 95344. 2189.0 5.0 .0770 .016 .250 .100 .300 2 �783 84 784 95344. 2189.0 5.0 .0770 .016 .250 .100 .300 2 90 190 43060. 989.0 21.0 .0240 .016 .250 .100 .300 2 191 191 59660. 1232.0 19.0 .0090 .016 .250 .100 .300 2 194 194 18590. 299.0 11.0 .0200 .016 .250 .100 .300 2 196 75140. 1725.0 5.0 .0100 .016 .250 .100 .300 2 95 195 30240. 694.0 11.0 .0090 .016 .250 .100 .300 2 t96 92 192 61320. 1407.0 19.0 .0110 .016 .250 .100 .300 2 93 493 34630. 398.0 30.0 .0120 .016 .250 .100 .300 2 OTOTAL NUMBER OF SUBCATCHMENTS, 241 �TAL TRIBUTARY AREA )ACRES), 184982.60 BOXELDER/COOPER SLOUGH MASTER DRAINAGE PLAN FILE: BECSEX50.IN �O-YEAR EVENT, EXISTING CONDITIONS W/ EXISTING FACILITIES - ACE, INC. HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 3 SUBCATCHMENTS - AVERAGE VALUES WITHIN TIME INTERVALS ME)HR/MIN) 80 al 91 0 1. 0. 0. 0. 0 2. 0. 0. 0. ' 0 3. 0. 0. 0. 0 4. 0. 0. 0. 5. 0. 0. 0. '0 0 6. 0. 0. 0. 0 7. 0. 0. 0. ' 0 B. 0. 0. 0. 0 9. 0. 1. 0. 0 10. 1. 2. 0. 0 11. 1. 3. 1. 0 12. 1. 4. 1. 0 13. 2. 5. 1. 0 14. 2. 6. 1. 0 15. 2. - 6. 1. ' 0 16. 2. B. 2. 0 17. 3. 9. 2. '0 18. 3. 11. 3. 0 19. 3. 11. 3. 0 20. 3. 12. 3. ' 0 21. 3. 13. 4. 0 22. 4. 14. 4. 0 23. 4. 15. 4. 0 24. 4. 15. 4. 0 25. 4. 16. 5. ' 0 26. 6. 20. 5. 0 27. 9. 26. 7. 28. 9. 31. B. '0 0 29. 10. 34. 9. 0 30. 11. 37. 10. .00 .50 .00180 3 .00 .50 .00180 3 .00 .50 .00180 3 .00 .50 .00180 3 .00 .50 .00180 3 .00 .50 .00180 3 .00 .50 .00180 3 .00 .50 .00190 3 .00 .50 .00180 3 .00 .50 .00180 3 .00 .50 .00180 3 .00 .50 .00180 3 .00 .50 .00180 3 .00 .50 .00180 3 .00 .50 .00180 3 .00 .50 .00180 3 .00 .50 .00180 3 AN DRAINAGE STORM WATER MANAGEMENT MODEL - 32 BIT VERSION 1998 REVISED BY UNIVERSITY OF COLORADO AT DENVER / A ^ * ENTRY MADE TO RUNOFF MODEL *** / `x/ \ l Lam,`/A^I XELDER/COOPER SLOUGH MASTER DRAINAGE PLAN FILE: BECSEX50.IN -YEAR EVENT, EXISTING CONDITIONS W/ EXISTING FACILITIES - ACE, INC. ✓✓✓ III�� ONUMBER OF TIME STEPS 1440 TEGRATION TIME INTERVAL (MINUTES) 1.00 0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH R 24 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES ' OFOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR .79 .90 1.05 1.77 2.25 4.36 7.90 3.27 1.97 1.16 .97 .84 .79 .75 .72 .69 .66 .64 .62 .60 .58 .56 .54 .53 OFOR RAINGAGE NUMBER 2 RAINFALL HISTORY IN INCHES PER HOUR ' .73 .84 .98 1.65 2.09 4.05 7.35 3.04 1.83 1.08 .90 .78 .73 .70 .67 .64 .61 .60 .58 .56 .54 .52 .50 .49 OFOR RAINGAGE NUMBER 3 RAINFALL HISTORY IN INCHES PER HOUR .59 .68 .79 1.33 1.69 3.27 5.93 2.45 1.48 .87 .73 .63 .59 .56 .54 .52 .50 .48 .47 .45 .44 .42 .41 .40 1 XELDER/COOPER SLOUGH MASTER DRAINAGE PLAN FILE: BECSEX50.IN -YEAR EVENT, EXISTING CONDITIONS W/ EXISTING FACILITIES - ACE, INC. J,BAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) GAGE BER OR MANHOLE (FT) (AC) IMPERV. (FT/FT) .IMPERV. PERV. IMPERV. PERV. MAXIMUM MINIMUM DECAY RATE NO -2 0 0. .0 .0 .0300 .016 .250 .100 .300 .51 .50 .00180 200 26 2440. 33.6 40.0 .0160 .016 .250 .100 .300 .51 .50 .00180 1 �01 437 3220. 14.8 5.0 .0200 .016 .250 .100 .300 51 .50 .00180 1 2 2 12700: 160.3 20.0 .0080 .016 .250 .100 .300 .51 .50 .00180 1 3 3 33020. 151.6 41.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 4 4 8650. 29.8 40.0 .0130 .016 .250 .100 .300 .51 .50 .00180 1 5 5 18380. 147.7 55.0 .0070 016 .250 .100 .306 .51 .50 .00180 1 6 6 6120.' 63.2 6.0 .0180 .016 .250 .100 .300 .51 .50 .00180 1 7 7 6270. 136.7 10.0 .0060 .016 .250 .100 .300 .51 .50 .00180 1 8 808 8040. 36.9 53.0 .0910 .016 .250 .100 .300 .51 .50 .00160 1 9 809 1930. 22.1 23.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1 10 10 4480. 87.3 5.0 .0150 .016 .. 250 .100 .300 .51 .50 .00180 1 11 811 6420. 147.3 6.0 .0110 .016 .250 .100 .300 .51 .50 .00180 1 12 12 23960. 27.5 90.0 .0090 .016 .250 .100 .300 .51 .50 .00180 1 13 13 8590. 197.1 8.0 .0080 .016 .250 .100 .300 .51 .50 .00180 1 15 815 1740. 40.0 5.0. .0210 .016 .250 .100 .300 .51 .50 .00180 1 16 16 2640. 60.5 7.0 .0160 .016 .250 .100 .300 .51 .50 .00180 1 17 417 4140. 52.3 5.0 .0390 .016 .250 .100 .300 .51 .50 .00180 1 18 18 5460. 125.3 5.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 19 19 3570. 82.0 5.0 .0250 .016 .250 .100 .300 .51 .50 .00180 1 20 20 14080. 161.6 20.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 21 821 2190. 22.6 5.0 .0290 .016 .250 .100 .300 .51 .50 .00180 1 22 822 1150. 10.6 5.0 .0320 .016 .250 .100 .300 .51 .50 .00180 1 23 23 1700. 31.3 5.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 24 424 9790. 33.7 45.0 .0330 .016 .250 .100 .300 .51 .50 .00180 1 25 25 5630. 129.1 5.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1 26 26 6756. 155.1 5.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 27 27 4230. 72.8 5.0 .0260 .016 .250 .100 .300 .51 .50 .00180 1 '28 28 10400. 179.0 9.0 .0310 .016 .250 .100 .300 .51 .50 .00180 1 29 29 21290. 268.B 29.0 .0060 .016 .250 .100 .300 .51 .50 .00180 1 30 430 4870. 33.5 49.0. .0150 .016 .250 .100 .300 .51 .50 .00180 1 31 31 8040. 184.5 7.0 .0210 .016 .250 .100 .300 .51 .50 .00180 1 32 32 9290. 213.3 6.0 .0140 .016 .250 .100 .300 .51 .50 .00180 1 t33 33 6300. 144.5 8.0 .0210 .016 .250 .100 .300 .51 .50 .00180 1 34 34 6220. 12B.5 9.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 35 35 13390. 307.3 6.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1 36 36 13840. 317.8 6.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 37 37 3770. 34.6 23.0 .0180 .016 .250 .100 .300 .51 .50 .00180 1 38 38 12660. 290.7 5.0 .0280 .016. .250 .100 .300 .51 .50 .00180 1 39 839 2480. 17.1 5.0 .3080 .016 .250 .100 .300 .51 .50 .00180 1 40 40 6430. 110.7 5.0 .0270 .016 .250 .100 .300 .51 .50 .00180 1 41 441 38510. 132.6 29.0 .0170 .016 .250 .100 .300 .51 .50 .00160 1 42 42 2350. 54.0 5.0 .0130 .016 .250 .100 .300 .51 .50 .00180 1 43 43 2060. 37.8 40.0 .0190 .016 .250 .100 .300 .51 .50 .00180 1 44 44 3370. 77.4 7.0 .0140 .016 .250 .100 .300 .51 .50 .00180 1 45 45 2370. 54.3 5.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 46 46. 5920. 135.8 18.0 .0360 .016 .250 .100 .300 .51 .50 .00180 1 -2 " 0 0. .0 .0 .0300 .016 .250 .100 .300 2.00 .50 .00180 0 I 31. 32. 6. 9. 23. 30. 6. 8. '0 0 0 0 33. 34. 35. 10. 11. 12. 34. 38. 41. 9. 10. 11. ' 0 0 ' 0 36. .37. 38. 11. 10. 10. 37. 31. 28. 10. 9. 6. 0 ' 0 39. 40. 10. 10. 28. 28. 7. 7. 7. 0 0 ' 0 91. 42. 43. 10. 10. 10. 27. 25. 24. 6. 6. 0 '0 44. 45. 10. 10. 24. 24. 23. 6. 5. 5. 0 0 46. 47. 10. 10. 22. 5. ' 0 0 48. 49. 9. 9. 22. 2L 5. 4. '0 0 50. 51. 9. 9. 21. 21. 4. ' 4. 0 ' 0 52. 53. 9. 9. 20. 20. 4. 4. . 0 0 54. - 55. 9. 9. 20. 20. 4. - 4. 0 0 t0 56. 57. 58. 9. 8.. B. 20. 19. 19. 4. 4. 4. - 0 1 ' 1 59. 0, 1. 8. 8. 8. 19. 19, 19. 4. 4. 4. 1 '1 2. 3. 8.. B. 18. 18. 3. 3. 1 1 ' 1 4. 5. 6. 8. 8, 7. 18. 11, 18. 3. _ 3. 3. _ 1 1 7: 8. 7. 7. 17. 17. 3. 3. 1 1 ' 1 9. 10. 11. 7. 7. 7. 17. 17. 17. 3. 3. 3. 1 12. 13. 7. 7. 17. 17. 3. ' 3. '1 1 1 14. 15. 7. 7. 17. 16. 3. 3. 162 762 99870. 2293.0 5.0 .0210 .016 .250 .100 .300 2 763 763 99870. 2293.0 5.0 .0210 .016 .250 .100 .300 2 764 764 99870. 2293.0 5.0 .0210 .016 .250 .100 .300 2 765 99870. 2293.0 5.0 .0210 .016 .250 .100 .300 2 �65 66 766 99870. 2293.0 5.0 .0210 .016 .250 .100 .300 2 67 767 99870. 2293.0 5.0 .0210 .016 .250 .100 .300 2 781 781 95344. 2189.0 5.0 .0770 .016 .250 .100 .300 2 782 782 95344. 2189.0 5.0 .0770 .016 .250 .100 .300 2 783 783 95344. 2189.0 5.0 .0770 .016 .250 .100 .300 2 84 784 95344. 2189.0 - 5.0 .0770 .016 .250 .100 .300 2 90 190 43060. 989.0 21.0 .0240 .016 .250 .100 .300 2 91 191 59660. 1232.0 19.0 .0090 .016 .250 .100 .300 2 194 194 18590. 299.0 11.0 .0200 .016 .256 .100 .300 2 96 196 75140. 1725.0 5.0 .0100 .016 .250 .100 .300 2 95 195 30240. 694.0 11.0 .0090 .016 .250 .100 .300 2 92 192 61320. 1407.0 19.0 .0110 .016 .250 .100 .300 2 93 493 34630. 398.0 30.0 .0120 .016 .250 .100 .300 2 OTOTAL NUMBER OF SUBCATCHMENTS, 241 fTAL TRIBUTARY AREA (ACRES), 184982.60 BOXELDER/COOPER SLOUGH MASTER DRAINAGE PLAN FILE: BECSEXI0.IN �0-YEAR EVENT, EXISTING CONDITIONS W/ EXISTING FACILITIES - ACE, INC. HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 3 SUBCATCHMENTS - AVERAGE VALUES WITHIN TIME INTERVALS IME(HR/MIN) 80 81 91 0 1. 0. 0. 0. 0 2. 0. 0. 0. ' 0 3. 0. 0. 0. 0 4. 0. 0. 0. 0 5. 0. - 0. 0. 0 6. 0. 0. 0. 0 7.- 0. 0. 0. ' 0 8. 0. 0. 0. 0 9. 0. 0. 0. 10. 0. 0. 0. '0 0 11. 0. 0. 0. - 0 12. 0. 0. 0. ' 0 13. 0. 1. 0. 0 14. 1. 1. 0. 0 ' 0 15, 16. 1, 1. 2. 3. 0. 1. 0 17. 1. 4. 1. . '0 18. 2. 5. _ 1. 0 19. 2. 6. - 1. 0 20. 2. 7. 1. ' 0 21. 2. 7. 2. 0 . 22. 2. B. 2. - '0 23. 2. 9. 2. - 0 24. 2. 9. 2. 0 25. 2. 9. 3. ' 0 26. 3. 11. 3. 0 27. 4. 14. 4. 28. 5. 16. 4. '0 0 29. 5. 18. 5. 0 30. 5. 18. 5. .00 .50 .00180 3 .00 .50 ..00180 3 .00 .50 .00180 3 .00 .50 .00180 3 .00 .50 .00180 3 .00 .50 .00180 3 .00 .50 .00180 3 .00 .50 .00180 3 .00 .50 . .00180 3 .00 .50 .00180 3 .00 .50 .00180 3 .00 .50 .00180 3 .00 .50 .00180 3 .00 .50 .00180 - 3 .00 .50 .00180 3 .00 .50 .00180 3 .00 .50 .00180 3 IANDRAINAGE STORM WATER MANAGEMENT MODEL - 32 BIT VERSION 1998 REVISED BY UNIVERSITY OF COLORADO AT DENVER *** ENTRY MADE TO RUNOFF MODEL *** XELDER/COOPER SLOUGH MASTER DRAINAGE PLAN FILE: BECSEXIO.IN -YEAR EVENT, EXISTING CONDITIONS W/ EXISTING FACILITIES - ACE, INC. ONUMBER OF TIME STEPS 1440 / TEGRATION TIME INTERVAL (MINUTES) 1.00 r•^// _ / .0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH �`' ' ✓ L� �1 ,v R 24 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES OFOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR ' .49 .56 .65 1.09 1.39 2.69 4.87 2.02 1.21 .71 .60 .52 .39 .37 .35 .34 .32 .31 .30 .29 .28 .27 .26 .25 OFOR RAINGAGE NUMBER 2 RAINFALL HISTORY IN INCHES PER HOUR ' .46 .52 .60 1.01 1.29 2.50 4.53 1.88 1.13 .66 .56 .48 .36 .34 .33 .32 .30 .29 .28 .27 .26 .25 .24 .23 OFOR RAINGAGE NUMBER 3 RAINFALL HISTORY IN INCHES PER HOUR ' .37 .42 .49 .82 1.04 2.02 3.65 1.52 .91.53 .45 .39 .29 .28- .26 .26 .24 .23 .23 .22 .21 .20 .20 .19 1 XELDER/COOPER SLOUGH MASTER DRAINAGE PLAN FILE: BECSEXIO.IN -YEAR EVENT, EXISTING CONDITIONS W/ EXISTING FACILITIES - ACE, INC. AREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) GAGE BER OR MANHOLE (FT) (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. MAXIMUM MINIMUM DECAY RATE NO -2 0 0. .0 .0 .0300 .016 .250 .100 .300 .51 .50 .00180 200 26 2440. 33.6 40.0 .0160 .016 .250 .100 .300 .51 .50 .00180 1 �01 437 3220. 14.8 5.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 2 2 12700. 160.3 20.0 .0080 .016 .250 .100 .300 .51 .50 .00180 1 3 3 33020. 151:6 41.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 4 4 B650. 29.8 40.0 .0130 .016 .250 .100 .300 .51 .50 .00180 1 5 5 18360. 147.7 55.0 .0070 .016 .250 - .100 .300 .51 .50 .00180 1 '6 6 6120. 63.2 6.0 .0180 .016 .250 .100 .300 .51 .50 .00180 1 7 7 6270. 136.7 10.0 .0060 .016 .250 - .100 .300 .51 .50 .00180 1 8 808 8040. 36.9 53.0 .0910 .016 .250 .100 .300 .51 .50 .00180 1 9 809 1930. 22.1 23.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1 10 10 4480. 87.3 5.0 .0150 .016 .250 .100 .300 .51 .50 .00180 1 11 811 6420. 147.3 6.0 .0110 .016 .250 .100 .300 .51 .50 .00180 1 12 12 23960. 27.5 90.0 .0090 .016 .250 .100 .300 .51 .50 .00180 1 13 13 8590. 197.1 8.0 .0080 .016 .250 .100 .300 .51 .50 .00180 1 15 815 1740. 40.0 5.0 .0210 .016 .250 .100 .300 .51 .50 .00180 1 16 16 2640. 60.5 7..0 .0160 .016 .250 .100 .300 .51 .50 .00180 1 17 417 4140. 52.3 5.0 .0390 .016 .250 .100 .300 .51 .50 .00180 1 '18 1B 5460. 125.3 5.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 19 19 3570. 82.0 5.0 .0250 .016 .250 .100 .300 .51 .50 .00180 1 20 20 14080. 161.6 20.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 21 821 2190. 22.6 5.0 .0290 .016 .250 .100 .300 .51 .50 .00180 1 22 122 1150, 10.6 5.0 .0320 .016 .250 .100 ..300 .51 .50 .00180 1 23 23 1700. 31.3 5.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 24 424 -9790. 33.7 45.0 .0330 .016 .250 .100 .300 .51 .50 .00180 1 25 25 5630. 129.1 5.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1 26 26 6756. 155.1 5.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 27 27 4230. 72.8 5.0 .0260 .016 .250 .100 .300 .51 .50 .00180 1 '28 28 10400. 179.0 9.0 .0310 .016 .250 .100 .360 .51 .50 .00180 1 29 29 21290. 268.8 29.0 .0060 .016 .250 .100 .300 .51 .50 .00180 .1 30 430 4870. 33.5 49.0 .0150 .016 .250 .100 .300 .51 .50, .00180 1 31 31 8040. 184.5 7.0 .0210 .016 .250 .100 .300 .51 .50 .00180 1 32 32 9290. 213.3 6.0 .0140 .016 .250 .100 .300 .51 .50 .00180 1 '33 33 6300. 144.5 8.0 .0210 .016 .250 .100 .300 .51 .50 .00180 1 34 34 6220. 128.5 9.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 35 35 13390. 307.3 6.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1 36 36 13840. 317.8 6.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 37 37 3770. 34.6 23.0 .0180 .016 .250 .100 .300 .51 .50 .00180 1 38 38 12660. 290.7 5.0 .0280 .016 .250 .100 .300 .51 .50 .00180 1 39 839 2480. 17.1 5.0 .3080 .016 .250 .100 .300 .51 .50 .00180 1 40 40 6430. 110.7 5.0 .0270 .016 .250 .100 .300 .51 .50 .00160 1 41 441 38510. 132.6 29.0 .0170 .016 .250 .100 .300 .51 .50 .001BO 1 42 42 2350. 54.0 5.0 .0130 .016 .250 .100 .300 .51 .50 .00180 1 '43 43 2060. 37.8 40.0 .0190 .016 .250 .100 .300 .51 .50 .00180 1 44 44 3370. 77.4 7.0 .0140 .016 .250 .100 .300 .51 .50 .00180 1 45 45 2370. 54.3 5.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 46 46 5920. 135.8 18.0 .0360 .016 .250 .100 .300 .51 .50 .00180 1 -2 0 0. .0 .0 .0300 .016 .250 .100 .300 2'.00 .50 .00180 0 31. 32. 3. 4. 12. 16. 3. 4. '0 0 0 0 33. 34. 35. 5. 5. 5. 18. 19. 19. 5. 5. 5. `0 0 t0 36. 17. 38. 4. 3, 3. 17. 13, 11. 5. 4. 4. 0 '0 39. 40. 2. 2. 10. 10. 9. 4. 3. 3. 0 0 ' 0 41. 42. 43. 2. 2. 2. 8. - 7. 3. 2. 0 '0 44. 45. 2. 2. 7. 6. 2. 2. 0 0 ' 0 46. 47. 48. 2. 1. 1. 6. 5. 5. 2. 2. 2. 0 49. 50. 1. 1. S. 4. 2. 1. '0 0 0 ' 0 51. 52. 53. 1. 1. 1. 4. 4. 4. 1. 1. 1. 0 54. 55. 1. 1. 4. 4. 1. 1. '0 0 0 0 56. 57. 58. 1. 1. 1. 3. 3. 3. 3. 1. 1. 1. 1. 0 1 ' 1 59. 0. 1. 1. 1. 1. 3. 3. 1. 1. 1 '1 2. 3. 1. 1. 3. 3. 3. 1. 1. 1. 1 1 ' 1 4. 5. 6. 1. 1. 1. 2. 2. 1. 1. 1 7. 8. 1. 1. 2. 2. 1. 1. '1 1 1 t1 9. 10. 11. 1. 1. 1. 2. 2. - 2. 1. 1. 1. 1 12. 13. 1. 1. 2. 2. 1. 1. t1 1 1 1 14. 15. 1. 1. 2. 2. 1. 1. �62 762 99870. 2293.0 5.0 .0210 .016 .250 .100 .300 2.00 763 763 99870. 2293.0 5.0 .0210 .016 .250 .100 .300 2.00 764 764 99870. 2293.0 5.0 .0210 .016 .250 .100 .300 2.00 765 99870. 2293.0 5.0 .0210 .016 .250 .100 .300 2.00 �65 66 766 99870. 2293.0 5.0 .0210 .016 .250 .100 .300 2.00 67 767 99870. 2293.0 5.0 .0210 .016 .250 .100 .300 2.00 781 781 95344. 2189.0 5.0 .0770 .016 .250 .100 .300 .2.00 782 782 95344. 2189.0 5.0 .0770 .016 .250 .100. .300 2.00 783 783 95344. 2189.0 5.0 .0770 .016 .250 .100 .300 2.00 84 784 95344. 2189.0 5.0 .0770 .016 .250 .100 .300 2.00 90 190 43060. 989.0 21.0 .0240 .016 .250 .100 .300 2.00 191 191 - 59660. 1232.0 19.0 .0090 .016 .250 .100 .300 2.00 194 194 18590. 299.0 11.0 .0200 .016 .250 .100 .300 2.00 96 196 75140. 1725.0 5.0 .0100 .016 .250 .100 .300 2.00 95 195 30240. 694.0 .11.0 .0090 .016 .250 .100 .300 2.00 92 192 61320. 1407.0 19.0 .0110 .016 .250 .100 .300 2.00 193 493 34630. 398.0 30.0 .0120 .016 .250 .100 .300 2.00 OTOTAL NUMBER OF SUBCATCHMENTS, 241 �TAL TRIBUTARY AREA (ACRES), 184982.60 BOXELDER/COOPER SLOUGH MASTER DRAINAGE PLAN FILE: BECSEX2.IN YEAR EVENT, EXISTING CONDITIONS W/ EXISTING FACILITIES - ACE, INC. HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 3 SUBCATCHMENTS - AVERAGE VALUES WITHIN TIME INTERVALS MIME(HR/MIN) 80 81 91 0 1. 0. 0. 0. 0 2. 0. 0. 0. 0 3. 0. 0. 0. 0 4. 0. 0. 0. - 5. 0. 0. 0. '0 0 6. 0. 0. 0. 0 7. 0. 0. 0. ' 0 B. 0. 0. 0. - 0 9. 0. 0. 0. 10, 0. 0. 0. '0 0 11. 0. 0. 0. 0 12. 0. 0. 0. ' 0 13. 0. 0. 0. 0 14. 0. 0. 0.- 0 15. 0. 0. 0. 0 16. 0. 0. 0. 0 17. 0. 0. 0. '0 18. 0. 0. 0. 0 19. 0. 1. 0. 0 20, 1, 2. 0. ' 0 21. 1. 2. 0. 0 22. 1. 3. 1. '0 23.. 1. 4. 1. 0 24. 1. 4. 1. 0 25. 1. 5. 1. ' 0 26. 2. 6. 1. 0 27.. 2. 8. 2. 0 28. 3. 9. 2. 0 29. 3. 10. 2. 0 30. 3. 10. 3. .50 .00180 3 .50 .00180 3 .50 .00180 3 .50 .00180 3 .50 .00180 3 .50 .00180 3 .50 .00180 3 .50 .00180 3 .50 .00180 3 .50 .00180 3 .50 .00180 3 .50 .00180 3 .'50 .00180 3 .50 .00180 3 .50 .00160 3 .50 .00180 3 .50 .00180 3 I AN DRAINAGE STORM WATER MANAGEMENT MODEL - 32 BIT VERSION 1998 REVISED BY UNIVERSITY OF COLORADO AT DENVER it ENTRY MADE TO RUNOFF MODEL �XELDER/COOPER SLOUGH MASTER DRAINAGE PLAN FILE: BECSEX2.IN YEAR EVENT, EXISTING CONDITIONS W/ EXISTING FACILITIES - ACE, INC. ONUMBER OF TIME STEPS 2880 TEGRATION TIME INTERVAL (MINUTES) 1.00 7 v ■l.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH R 24 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES OFOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR ' .29 .33 .38 .64 .81 1.57 2.85 1.18 .71 .42 .35 .30 .20 .19 .18 .17 .17 .16 .15 .15 .14 .14 .13 .13 OFOR RAINGAGE NUMBER 2 RAINFALL HISTORY IN INCHES PER HOUR ' .27 .31 .35 .60 .75 1.46 2.65 1.10 .66 .39 .33 .28 .19 .18 .17 .16 .16 .15 .14 .14 .13 .13 .12 .12 OFOR RAINGAGE NUMBER 3 RAINFALL HISTORY IN INCHES PER HOUR ' .22 .25 .29 .48 .61 1.18 2.14 .89 .53 .32 .26 .23 .15 .14 .14 .13 .13 .12 .11 .11 .11 .11 .10 .10 1 'OXELDER/COOPER SLOUGH MASTER DRAINAGE PLAN FILE: BECSEX2.IN -YEAR EVENT, EXISTING CONDITIONS W/ EXISTING FACILITIES - ACE, INC. 'UBAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) GAGE UMBER OR MANHOLE (FT) (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. MAXIMUM MINIMUM DECAY RATE NO -2 0 0: .0 .0 .0300 .016 .250 .100 .300 .51 .50 .00180 200 26 2440. 33.6 40.0 .0160 .016 .250 .100 .300 .51 .50 .00180 ' 1 ,201 437 3220. 14.8 5.0 .0260 .016 .250 .100 .300 .51 .50 .00180 1 2 2 12700. 160.3 20.0 .0080 .016 .250 .100 .300 .51 .50 .00180 1 33 33020. 151.6 41.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 4 4 8650. 29.8 40.0 .0130 .016 .250 .100 .300 .51 .50 .00180 1 5 5 18380. 147.7 55.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1 '6 6 6120, 63.2 6.0 .0180 .016 .250 .100 .300 .51 .50 .00180 1 7 7 6270. 136.7 10.0 .0060 .016 .250 .100 ..300 .51 .50 .00180 1 8 808 8040. 36.9 53.0 .0910 .016 .250 .100 .300 .51 .50 .00180 1 9 809 1930. 22.1 23.0 .0070 .016- .250 .100 .300 .51 .50 .00180 1 10 10 4480. 87.3 5.0 .0150 .016 .250 .100 .300 .51 .50 .00180 1 11 811 6420. 147.3 6.0 .0110 .016 .250 .100 .300 .51 .50 .00180 1 12 12 23960. 27.5 90.0 .0090 .016 .250 .100 .300 .51 .50 .00180 1 13 13 8590. 197.1 8.0 .0080 .016 .250 .100 .300 .51 .50 .00180 1 15 815 1740. 40.0 5.0 .0210 .016 .250 .100 .300 .51 .50 .00180 1 16. 16 2690. 60.5 7.0 .0160 .016 .250 .100 .300 .51 .50 .00180 1 17 417 4140, 52.3 5.0 .0390 .011, .250 .100 .300 .51 .50 .00180 1 '18 18 5460. 125.3 5.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 19 19 3570. 82.0 5-.0 .0250 .016 .250 .100 .300 .51 .50 .00180 1 20 20 14080. 161.6 20.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 21 821 2190. 22.6 5.0 .0290 .016 .250 - .100 .300. .51 .50 .00180 1 22 822 1150. 10.6 5.0 .0320 .016 .250 .100 .300 .51 .50 .00180 1 '23 23 1700. 31.3 5.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 24 424 9790. 33.7 45.0 .0330 .016 .250 .100 .300 .51 :50 .00180 1 25 25 5630. 129.1 5.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1 26 26 6756. 155.1 5.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 27 27 4230. 72.8 5.0 .0260 .016 .250 .100 .300 .51 .50 .00180 1 '28 28 10400. 179.0 9.0 .0310 .016 .250 .100 .300 .51 .50 .00180 1 29 29 21290. 268.8 29.0 .0060 .016 .250 .100 .300 .51" .50 .00180 1 30 430 4870. 33.5 49.0 .0150 .016 .250 .100 .300 .51 .50 .00180 1 31 31 8040. 184.5 7.0 .0210 .016 .250 .100 .300 .51 .50 .00180 1 32 32 9290. 213.3 6.0 .0140 .016 .250 .100 .300 .51 .50 .00180 1 '33 33 6300. 144.5 8.0 .0210 .016 .250 .100 .300 .51 .50 .00180 1 34 34 6220. 126.5 - 9.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 35 35 13390. 307.3 6.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1. 36 36 13640. 317.8 6.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 37 37 3770. 34.6 23.0 .0180 .016 .250 .100 .300 .51 .50 .00180 1 '38 38 12660. 290.7 5.0 .0280 .016 .250 .100 .300 .51 .50 .00180 1 39 839 2480. 17.1 5.0 .3080 .016 .250 .100 .300 .51 .50 .00180 1 40 40 6430. 110.7 5.0 .0270 ".016 .250 .100 .300 .51 .50 .00180 1 41 441 38510. 132.6 29.0 .0170 .016 .250 .100 .300 .51 .50 .00180 1 42 42 2350. 54.0 5.0 .0130 .016 .250 .100 .300 .51 .50 .00180 1 43 43 2060. 37.8 40.0 .0190 .016 .250 .100 .300 .51 .50 .00180 1 44 44 3370. 77.4 7.0 .0140 .016 .250 .100 .300 .51 .50 .00180 1 45 45 2370. 54.3 5.0 .G100 .016 .250 .100 .300 .51 .50 .00180 1 46 46 5920. 135.8 18.0 .0360 .016 .250 .100 .300 .51 .50 .00180 1 -2 0 0. .0 .0 .0300 .016 .250 .100 .300 2.00 .50 .00180 lucklgwV97 961 J on 1 E ME OR � H ]U -� ,�•,• '' ' .FI•, r p I e it 4 77 19 K 92 93 y to r 94 J c , a. Y 66 r i •�, , 4.2 I� as it l �Kt�,7,c1. ' 7 8 •.. I� _._ ..IT °0 4 69 `.�..th • Jam_ Y�f I .rkwl' \ °�A� •�V rwN, q '• q '� \ 'udr �^• ov 62 i 'E,1 ••Atro�►hge '.r .,, ,r �' + 9 ' .:. e i �L �•�) _' �r I f I � 3 , 63 EE • ` y 14 84 `��•"?t 83 1 sp r 1 ._. 7�e•ta Iti al , , A I .r I o u �x s I �,z 1 Sy "WI��! • v ' (J r /+'E ... � , - l r l \ ' `+:5=1 YYY :^ � 3-q'TM,' ,' ,i i —' •fit, �:. r i 23 21 NMl�Y*�li: �-� 7�' r•..e• I r' i iI t_i �..�r� i ; fin__ SL t :I S�I�. UM Vjr•. fit' zh 4 u I I rd"' l`ILs II 28 I �_• i �� 27�. j/ I I u t 11 Determination of Existing Release Rates SWMM Basin ID Area Acres %I Peak Q (cfs) Time to Peak (min) Release Rate (cfs/acre) 2- r 80 34.9 5 5 35 0.14 81 139.2 5 19 35 0.14 91 43.5 5 5 35 0.11 10- r 80 34.9 5 12 35 0.34 81 139.2 5 41 35 0.29 91 43.5 5 11 35 0.25 50- r 80 34.9 5 33 35 0.95 81 139.2 5 90 35 0.65 91 43.5 5 32 35 0.74 100- r 801 34.9 1 5 51 35 1.46 811 139.2 1 5 132 35 0.95 911 43.5 1 5 30 35 0.69 Basin ID Area (acres) Storm Event Release Rates 2-yr 10-yr 50-yr 100-yr 1 25 2.9 6.3 18.4 17.2 2 56 7.6 16.5 36.2 53.1 3* 59 8.3 19.0 31.3 72.8 *Weighted average from above based on 20% of basin 81 and 100% of basin 80. ' SWMM Basin 91 Corresponds to Basin 1, Pond A. SWMM Basin 81 Corresponds to Basin 2, Pond B. 1 1 t APPENDIX C DETERMINATION OF RELEASE RATES AND EXCERPTS FROM THE UDSWMM MODEL City of Fort Collins ODP Drainage Report for CSURF Research Campus Page 1: October 2007 I 1M, i ' Mah Risk 1 H Floodway - Area of 100-year floodplain with greatest depths and fastest velocities. Flood Fringe: - Areas of FEMA 100-year floodplain (FEMA Zones A, AE, AO, and AH) There is a 1% annual chance that these areas will be flooded. Moderate Risk - Areas of FEMA 500-year floodplain (FEMA Zone X-shaded). ' - Areas of FEMA 100-year floodplain (sheet flow) with average depths of less than 1 foot. - Areas protected by levees from the 100-year flood. Low Risk C Areas outside of FEMA mapped 100-year and 500-year floodplains. Local drainage problems may still exist. DFIRM Map This information is based on the Federal Emergency Management Agency (FEMA) Preliminary Digital Flood Insurance Rate Map (DFIRM). This map will be become effective Fall of 2006. This map does not imply that the referenced property will or will not be free from flooding or damage. A property not in the special Flood Hazard Area or in a City Designated Floodplain may be damaged by a Ilood greater than that predicted on the map or from a local drainage problem not shown on the map. This map does not create liability on the part of the City, or any officer or employee thereof, for any damage that results from reliance on this informatton. All floodplain boundaries are approximate. AN WADE 0 210 420 840 Feet 1 APPENDIX B DFIRM MAP ' City of Fort Collins ODP Drainage Report for CSURF Research Campus Page 11 October2007 I APPENDIX A ' OVERALL UTILITY AND DRAINAGE PLAN 1 II II II ' City of Fort Collins ODP Drainage Report for Page 10 CSURF Research Campus October 2007 II 5.0 REFERENCES 1. "Storm Drainage Design Criteria and Construction Standards", City of Fort Collins, Colorado, May 1984. 2. Urban Storm Drainage Criteria Manual, Volume 1, Urban Drainage and Flood Control District, Denver, Colorado, June, 2001. City of Fort Collins ODP Drainage Report for Page 9 CSURF Research Campus October 2007 The following is a summary table of the pond designs: Table 3. Summary of Pond Storage Volumes. Basin ID Pond WQCV (ac-ft) 2-yr Storage Volume (ac-ft) 100-yr Storage Volume (ac-ft) i A 0.9 0.9 4.4 2 j B 1.5 1.6 6.4 3 C 1.4 1.5 5.0 The ponds will be refined during final designs. Please refer to Appendix E for the FAA Method and WQCV calculations. 4.0 CONCLUSIONS 4.1 Compliance with Standards All computations that have been completed within this report are in compliance with the City of Fort Collins "Storm Drainage Design Criteria and Construction Standards" and the "Urban Drainage Storm Drainage Criteria Manual". 4.2 Drainage Concept The proposed drainage concepts presented in this report and on the Overall Utility and Drainage Plan adequately provide for an overall conveyance, detention and stormwater quality treatment of proposed impervious areas. Final drainage reports for this development will provide further design and information to ensure that this overall development plan will be followed and that flows will be conveyed safely. Final drainage reports will address erosion control and best management practices. City of Fort Collins ODP Drainage Report for Page 8 CSURF Research Campus I October 2007 .1 J I Table 2. Developed Basin Peak Flows (cfs) and Release Rates (cfs). Storm Event Basin 1 Peak Flow Basin 1 Release Rates Basin 2 Peak Flow Basin 2 Release Rates Basin 3 Peak Flow Basin 3 Release Rates 2-year 34.8 2.9 58.4 7.6 55.2 8.3 10-year 59.4 6.3. 99.7 16.5 94.3 19.0 50-year - 18.4 - 36.2 - 47.8 100-year 159.8 17.2 254.E 53.1 240.9 72.5 Please refer to Appendix D for the hydrologic calculations for these basins. The 50-yr ' developed condition will be determined during final designs. Please refer to Appendix C for the spreadsheet of release rate determinations. ' 3.0 DRAINAGE FACILITY DESIGN 3.1 General Concept The majority of the proposed development will be routed via sheet and gutter flow to the ' proposed water quality and detention ponds. The ponds will release the detained 2-, 10-, 50-, and 100-yr flows into the Boxelder Creek with sensitivity to the Erosion Buffer Limit. No ' new runoff will be directed to the Sand Dyke Ditch. ' 3.2 Detention and Water Quality The detention ponds have been preliminarily sized using the U.S. Federal Aviation Administration Equation (FAA Method). The ponds are required to store the 2-,10-, 50- and 100-yr developed flows and release at the allowable 2-, 10-, 50-, and 100-yr respective ' release rates. For this report, the 2-yr and 100-yr storage volumes were determined. It will be required that the 10-yr and 50-yr storage volumes be determined during final designs of the area. The Urban Drainage Storm Drainage Criteria Manual was used to determine the water ' quality capture volume. A 40-hour brim -full volume drain time for extended detention basin was used. .1 ' City of Fort Collins ODP Drainage Report for Page 7 CSURF Research Campus October 2007 system located just upstream of this area (refer to SWMM conveyance element 85 in ' Appendix C, 6 hours and 30 minutes), it was deemed acceptable by the City of Fort Collins Stormwater Department to release the developed basins into the Boxelder Creek at existing ' flow rates because these flows will reach the Boxelder well before the overall system flows. Each developed basin will detain 2-yr, 10-yr, 50-yr and 100-yr developed conditions to 2-yr, ' 10-yr, 50-yr and 100-yr existing release rates. Releases into the Boxelder Creek will be is delineated by Erosion Buffer treated with sensitivity as the Boxelder Creek in this area an Limit. Please refer to the Stormwater Staff Project Review Comments from the Preliminary ' Design Review located in Appendix F. For the purposes of the ODP, the site has been broken into three developed sub -basins: 1, 2 and 3. All developed sub -basins are delineated on the Drainage Plan included in Appendix A of this report. As the site develops, patterns and pond locations may be changed. The ODP plan is intended to show that the master plan will be adhered to and will be used as a guide for future development. Basin 1: Basin 1 generally corresponds to major sub -basin 91 and is roughly 25 acres. This area was analyzed assuming 85% impervious developed area. Increased flows will be detained in proposed detention Pond A and will be released into the Boxelder Creek. Pond A will also include water quality capture volume. Please refer to Table 2 for this pond's release rates. Basin 2: Basin 2 generally corresponds to major sub -basin 81 and contains of the mid -portion of the site. It is approximately 56 acres. This area was analyzed_ assuming 65% impervious developed area. Increased flows will be either be detained in the existing depression that would be modified into detention and water quality Pond B and will be released into the Boxelder Creek or detention could take place in new ponds. Please refer to Table 2 for this pond's release rates. Basin 3: Basin 3 generally corresponds to major sub -basin 80 and a portion of major sub -basin 81. It consists of the remainder of the site, is approximately 59 acres and was also assumed to have 65% impervious developed area. Under current plans, the existing Sand Dyke Ditch will be realigned. Increased flows will be detained in Pond C and will also be released into the Boxelder Creek. Pond C will also include water quality capture volume. Please refer to Table 2 for this pond's release rates. City of Fort Collins ODP Drainage Report for Page 6 CSURF Research Campus October 2007 overland flow towards the interstate where it is captured by an old pipe and is then conveyed west to the Boxelder Creek where it is released. Sub -basin 81: This sub -basin consists of 139.2 acres and contains the central portion of the site. It is bounded to the north by sub -basin 91, to the east by I-25 and sub -basin 80 and to the west by Boxelder Creek. The Poudre River is located to the south of this sub -basin. The majority of this sub -basin drains via overland flow to a large depression located in the center of this sub -basin. The water from this depression is release west via a pipe to the Boxelder Creek. The rest of the sub -basin drains west via overland flow to the Boxelder Creek. Sub -basin 91: This sub -basin is located just south of Prospect Road at the southwest corner of the intersection of Prospect Road and I-25. It consists of 43.5 acres and drains via overland flow south and west towards the Boxelder Creek. Table 1 lists the existing peak flows for the 2-, 10-, 50-, and 100-yr events based on the Cooper Slough/Boxelder Master Basin Urban Drainage Stormwater Management Model (UDSWMM). Table 1. Existing Peak Flows (cfs) for Boxelder Sub -basins. Boxelder Sub -basin ID Area (acres) 2-yr Peak Flow 10-yr Peak Flow 50-yr Peak Flow 100-yr Peak Flow Time to Peak (min) 80 .34.9 5 12 33 51 35 81 139.2 19 41 90 132 35 91 43.5 5 11 32 30 35 Please refer to Appendix C for excerpts from the UDSWMM model. These historic flows were used to determine the release rates of the proposed basins which will be discussed in the following sections. 2.2 Developed Basin Description ' The proposed development will increase the amount of flows that currently exist on site because of an increase in impervious area due to developments. Because the time -to -peak of these basins (35 minutes) is much smaller than the time -to -peak of the overall drainage ' City of Fort Collins ODP Drainage Report for Page 5 CSURF Research Campus October 2007 E 1.0 GENERAL LOCATION AND DESCRIPTION ' 1.1 Location The proposed site is a tract of land located in Sections 21 and 22, Township 7 North, Range ' 68 West of the Sixth Principal Meridian, City of Fort Collins, Larimer County, Colorado. In particular, it is located near the southwest corner of I-25 and Prospect Road. The proposed ' site is approximately 143 acres and is bounded by I-25 on the east, Prospect Road on the north, South Fort Collins Sanitation District and the City of Fort Collins Archery Range on ' the south and the Boxelder Creek on the west. 1.2 Description of the -Property ' The proposed site is a rectangular shaped parcel that is currently covered by irrigated farm fields, native grasses and wetlands and slopes south and west at an average slope of 03%. An existing irrigation ditch, Sand Dyke Ditch, runs through the east and south portion of the site. The proposed improvements to this site will occur in several phases and will generally ' consist of uses allowed in the "B" zoning district including but not limited to light industrial and office uses. Please refer to Appendix A for the Overall Utility and Drainage Plan. Digital Flood Insurance Rate Map (DFIRM) map indicates that the site is located near a Federal Emergency Management Agency (FEMA) designated floodplain. Please refer to Appendix B for a copy of the DFIRM. This map also delineates, with a yellow line, an Erosion Buffer Limit along the Boxelder Creek. No disturbance of the floodplain is expected ' with the development of this area. The floodplain does not cross into any portion of the property. 2.0 DRAINAGE BASINS AND SUB -BASINS ' 2.1 Major Basin Description The site lies within the City of Fort Collins Cooper Sough/Boxelder master drainage basin. ' Specifically, the site is within sub -basins 80, 81 and 91 of this drainage basin. ' Sub -basin 80: This sub -basin is located west of I-25 and is bounded by the Sand Dyke Ditch to the west and I-25 to the east. It consists of 34.9 acres and drains via ' City of Fort Collins ODP Drainage Report for Page 4 CSURF Research Campus October 2007 TABLE OF CONTENTS ' 1.0 GENERAL LOCATION AND DESCRIPTION................................................................ 1 1.1 1.2 Location.......................................................................................................................... 1 Description of the Property ............................................................................................. 1 1 2.0 2.1 DRAINAGE BASINS AND SUB-BASINS....................................................................... I Major Basin Description................................................................................................. 1 2.2 Developed Basin Description ................................ ................................................ :......... 2 ' 3.0 DRAINAGE FACILITY DESIGN..................................................................................... 4 3.1 General Concept.............................................................................................................. 4 ' . 3.2 Detention and Water Quality.......................................................................................... 4 4.0 CONCLUSIONS.................................................................................................................5 4.1 Compliance with Standards............................................................................................ 4.2 Drainage Concept................................................................:........................................... 5 t 5.0 REFERENCES................................................................................................................... 6 APPENDIX A OVERALL UTILITY AND DRAINAGE PLAN APPENDIX B DFIRM MAP ' APPENDIX C DETERMINATION OF EXISTING RELEASE RATES AND EXCERPTS FROM THE UDSWMM MODEL ' APPENDIX D HYDROLOGIC CALCULATIONS ' APPENDIX E WQCV AND DETENTION VOLUME CALCULATIONS APPENDIX F STORMWATER COMMENTS FROM PRELIMINARY DESIGN REVIEW t 1 INTERWEST = CONSULTING G R O U P October 10, 2007 Glen Schlueter City of Fort Collins Stormwater 700 Wood Street Fort Collins, CO 80522-0580 RE: Overall Development Plan Drainage Report for CSURF Research Campus ' Dear Glen, ' I am pleased to submit for your review and approval, this Overall Development Plan (ODP) Drainage Report for the CSURF Research Campus. This report is a general analysis of the CSURF Research Campus and gives a general drainage design for the entire area. It is to be used as a guide for development of this area. This report for the drainage design was prepared in accordance with the criteria in the City of Fort Collins Storm Drainage Manual. ' I appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. z ly, ' Erika Schneider 1 Reviewed by, Michael OberlarAder, P.E., L.S.I. I '••q�l�lo� a�� F......: ' \p.4 ' 1218 WEST ASH, SUITE C WINDSOR, COLORADO 80550 TR. 970.674.3300 • FAX. 970.674.3303 G I i 1 1 1 1 1 1 1 i 1 1 CITY OF FORT COLLINS OVERALL DEVELOPMENT PLAN DRAINAGE REPORT FOR CSURF RESEARCH CAMPUS PREPARED BY: INTERWEST CONSULTING GROUP 1 21 B WEST ASH, SUITE C WINDSOR, COLORADO 80550 PHONE: 970.674.3300 FAx: 970.674.3303 DATED OCT013ER 1 7, 2007 INTERWEST = CONSULTING GROUP