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Drainage Reports - 02/11/1998 (2)
0�0 v0 Find AX O O 0 0 0 �1� ° O Report if o O O o Final Drainage and O Control Study -�%Do O OMiramont Offi0. 0 Fo ,O O rt Collins, C o O o i 1 December, 1997 ce Park olorado THE SEAR —BROWN GROUP Standards in Excellence I El THE SEAR -BROWN GROUP FULL,SERVICE DESIGN PROFESSIONALS FORMERLY RBD, INC. 209 SOUTH MELDRUM FORT COLLINS, COLORADO 80521-2603 970-482-5922 FAX:970-482-6368 December 23, 1997 Mr. Basil Hamdan City of Fort Collins Utility Services Stormwater 235 Mathews Street Fort Collins, Colorado 80524 ' RE: Final Drainage and Erosion Control Study for Miramont Office Park ' Dear Basil: We are pleased to re -submit to you for your review and approval, this Final Drainage and Erosion ' Control Study for the Miramont Office Park. All computations within this report have been performed in compliance with the City of Fort Collins Storm Drainage Design Criteria. ' We appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. ' Respectfully, ' The Sear -Brown Group Revised by: Reviewed by: Debbie Haferman, EIT Kevin W. Gingery, P.E. ' Water Resources Engineer Senior Engineer 1. NEW YORK•PEN NSYLVANIA COLORADO•UTAH STANDARDS IN EXCELLENCE EQUAL OPPORTUNITY EMPLOYER TABLE OF CONTENTS DESCRIPTION PAGE GENERAL LOCATION AND DESCRIPTION Location 1 Description of Property 1 DRAINAGE BASINS Major Basin Description 1 Sub -Basin Description 1 DRAINAGE DESIGN CRITERIA Regulations 3 Development Criteria Reference and Constraints 3 Hydrologic Criteria 3 Hydraulic Criteria 3 Variances from Criteria 3 I� ' �Q���i�=mil `f���.`ICe��►I General Concept 4 Specific Details 4 STORM WATER QUALITY General Concept 5 EROSION CONTROL General Concept 5 Specific Details 5 CONCLUSIONS Compliance with Standards 6 Drainage Concept 6 Storm Water Quality 6 Erosion Control Concept 6 REFERENCES 7 1 1 1 1 1 APPENDIX VICINITY MAP I HYDROLOGY SWMM FOR McCLELLAND'S MASTER DRAINAGE BASIN 9 OFF -SITE FLOWS SUPPLEMENT 28 MIRAMONT SELF STORAGE ENTRANCE FLOWS 36 STREET CAPACITY FOR UNDETAINED FLOWS 40 DETENTION POND CALCULATIONS 47 EMERGENCY OVERFLOW WEIR 55 DESIGN POINT 1 SIDEWALK CULVERTS AND SIDEWALK WEIR 58 EROSION CONTROL 63 TABLES AND FIGURES 70 FINAL DRAINAGE AND ' EROSION CONTROL STUDY FOR THE MIRAMONT OFFICE PARK FORT COLLINS, COLORADO GENERAL LOCATION AND DESCRIPTION A. Location The Miramont Office Park is located south of Harmony Road between Boardwalk ' Drive and the Fairway Estates Third Filing. It can also be described as being north of the Upper Meadow at Miramont First Filing P.U.D. and the proposed Miramont Self -Storage P.U.D. More specifically, this site is located in the Northeast Quarter of Section 1, Township 6 North, Range 69 West of the 6th Principal Meridian, City of Fort Collins, Larimer County, Colorado. B. Description of Property ' The Miramont Office Park site is currently undeveloped and sparsely covered with natural ground vegetation. The site slopes from north to south at a grade of approximately 1 %. The proposed purpose for the subject site is currently understood to be for a privately owned and operated office park. H. DRAINAGE BASINS A. Major Basin Description The project site is located within the McClellands Basin, SWMModeled as Basin 202. No major drainage way exists within the Miramont Office Park site. ' B. Sub -Basin Description As stated, the Miramont Office Park lies within Basin 202, as laid out in the McClellands Basin Regional SWMModel. Basin 202 also contains the proposed Miramont Self Storage P.U.D., Front Range Baptist Church and Bank One at Harmony Market. The completion of this project will partially develop Basin 202. Detention for Basin 202 is provided by on -site ponds - one for each of the four sites. ' The Miramont Office Park will provide an on -site detention pond in the southeast corner of the site. I [1 This site will be receiving flows from the future detention pond on the Front Range Baptist Church, to the west. Currently, the church free releases stormwater onto the ' property that is planned for the office park. The Bank One at Harmony Market P.U.D. site to the north of the office park will ' release its detained runoff to Boardwalk Drive. When the Bank One drainage report was submitted by Meline & Irelan, Inc. it planned for a swale (Section G-G) starting at the southwest corner of their property. This swale was designed to carry the Church's historic runoff around the Bank One site. When the Front Range Baptist Church access drive plan and profile was approved earlier this year, this swale was connected to a culvert under the access drive. The culvert has been constructed, and now discharges into a swale with a similar cross-section, which releases onto the office park site. ' Since the Miramont Office Park is in the flow path of the historic drainage path for Front Range Baptist Church, it was necessary to deflect flow around the office park ' so that it would still reach Boardwalk. A continuation of the swale designed with the Bank One site has been proposed along the east property line of the church to carry the church's historic runoff to the south, and then release it into the Miramont Office Park south access drive. Since this access drive is integral not only to the office park and the church, but also the Miramont Self -Storage Units, it imposes grading cross - restrictions on all the sites. In order to drain the church's runoff into Boardwalk Drive without intercepting it between the swale and the drive, it was necessary to plan for this driveway to free release into Boardwalk Drive. An easement from Front Range Baptist Church has been obtained for the proposed swale. The undetained flow from the Front Range Baptist Church, along with release from the Miramont Office Park site will flow along Boardwalk Drive and will be captured in the Detention Pond at Lemay and Boardwalk. Due to grading restrictions, Basins 5 & 6 release undetained onto Boardwalk Drive. The allowable 2 year release rate for this project is 0.12 cfs/acre. The release rate has been decreased to 0.09 cfs/acre in order to detain as much run off as possible in light of the fact that Basins 5 & 6 run off undetained. Even with the decreased release rate, an additional 0.53 cfs enters Boardwalk Drive during the 2 year storm. An orifice plate controls flow from the pond at the decreased rate up to the 10 year WSEL. At this point, water will overflow into the release structure and discharge at the 100 year rate of 0.5 cfs/acre. ' During the 100 year storm event, the site is releasing 2.39 cfs more than is allowed per the Master Plan. This additional release will not require any additional storage in the downstream detention pond #180, SWMM conveyence element #341 tallowable flows of 120 cfs are not exceeded, (see SWMM calculations in appendix) nor are street capacities being exceeded. According to calculations by RBD, Inc. in August 1994, the street capacity of Boardwalk Drive (south half) are 8.39 cfs for the 2 year storm and 70 cfs for the 100 yr storm. From revisions to the calculations for ' 2 flow in Boardwalk Drive (see appendix) that takes into account the undetained runoff from Basins 5 & 6, the 2 year and 100 year flows are 6.43 cfs and 23.18 cfs respectively; both below street capacities. Per meetings with Stormwater Utility, the additional release during the 2 and 100 year events would be permitted as long as ' street capacities are not exceeded and the available downstream detention pond volume is sufficient. DRAINAGE DESIGN CRITERIA A. Regulations ' The City of Fort Collins Storm Drainage Design Criteria is being used for this subject site. B. Development Criteria Reference and Constraints ' As stated earlier, flows from the site are detained on -site in a pond. Basin 202, as shown on the Overall Drainage Plan for the McClellands Basin, had only one pond within it, but the individual property owners have elected to prorate the detention requirements so that each of the pieces have their own detention ponds. Basin 202 was originally modeled with an impervious percentage of 50.00%. ' C. H dy rologic Criteria The Rational Method is being used to determine run-off peak flows from the study site. Rainfall criteria for this study was obtained from the City of Fort Collins and is included in the Appendix. The 2- and 100-year rainfall criteria were utilized to ' determine the developed flows. The release rate from the pond was obtained by proportioning the acceptable release ' rate from Basin 202 on a per -acre basis, and then applying that figure to the Miramont Office Park site area. D. Hydraulic Criteria All calculations within this study have been prepared in accordance with the City of ' Fort Collins Drainage Criteria. ' E. Variances from Criteria A variance of 2.39 cfs from the allowable site release for a 100 year storm event is being sought for Basins 5 & 6 which drain undetained into Boardwalk Drive because of site grading restraints. 1 3 I IV. DRAINAGE FACILITY DESIGN A. General Concept Stormwater for the office park site will sheet flow southward across the parking lots ' and be directed by curb & gutter to sidewalk culverts. The sidewalk culverts discharge the flow into the detention pond. Discharge from the detention pond will be regulated through a staged release structure attached to a 15-inch HDPE drain pipe. The drain pipe will terminate at a concrete chute that will carry the flow into a metal covered sidewalk culvert. The sidewalk culvert discharges the on -site flow into the flowline of Boardwalk Drive, as indicated in the Master Plan. B. Specific Details ' The required storage for the detention pond has been calculated to be 0.64 acre-feet using the FAA method. The pond size was computed for drainage from Basins 1, 2 ' and 4 only. Basin 3, Boardwalk Drive, is not included in these calculations because it is allowed to run off undetained per the Master Drainage Plan. Basins 5 and 6 are not included in the calculation because they drain into Boardwalk Drive and also run off undetained. The Master Planned 2 year release rate for Basin 202 was 0.12 cfs/acre. In order to help compensate for the undetained release of Basins 5 & 6 during events less than or equal to the 10 year event, the proposed 2 year release rate ' for this site has been reduced to 0.09 cfs/acre. The Master Planned 100 year release rate for Basin 202 is 0.50 cfs/acre which translates into an allowable release for this site (Basins 1, 2, 4, 5 and 6, 4.02 acres) of 2.01 cfs. The detention pond has been designed to release at 1.80 cfs in order to partially compensate for the undetained run off from Basins 5 & 6 (2.6 cfs). This rate will be controlled by an orifice plate 1 structure attached to the upstream end of the 15" HDPE outfall pipe. As can be seen from the SWMM output located in the appendix, the required storage in the downstream detention pond #180 (2.8 acre-ft) does not change when the area of site Basins 5 & 6 is added to SWMM Basin #214 (Boardwalk Drive), nor does the total flow under Lemay Avenue exceed the allowable flow of 120 cfs. The net 100 year flow increase in the release from this site (2.39 cfs) is obtained by taking the allowable release (2.01 cfs) less the pond release (1.80 cfs) and subtracting this difference from the release from Basins 5 & 6 (2.6 cfs). A variance for the release of 2.39 cfs is being sought from the Stormwater Utility for the undetained release ' during the 100 year storm event. The detention pond has been designed to realize a 100-year water surface elevation of 4999.29, providing 1.01 feet of freeboard. An emergency overflow spillway has been designed that will allow stormwater to flow into Boardwalk Drive should the Ioutlet become plugged. I4 I 1,11 V. STORM WATER QUALITY A. General Concept ' The water quality of storm water runoff must be addressed on all final design utility plans. Construction is anticipated to begin in the Fall of 1997. We have sought to find various Best Management Practices for the treatment of storm water runoff. The on -site grass -lined detention pond provides some filtration and time for impurities to settle out of the stormwater runoff. ' VI. EROSION CONTROL A. General Concept The Miramont Office Park lies within the Moderate Rainfall and Wind Erodibility Zone per the City of Fort Collins zone maps. The potential exists for silt movement ' during construction of the parking/driveways and building. Thus the new improvements will be subjected to both wind and rainfall erosion. Per the City of Fort Collins Erosion Control Reference Manual for Construction Sites and related calculations in the appendix, the erosion control performance standard (PS) for the subject site during construction is 75.3 and after construction is 88.6. From the calculations in the appendix, the effectiveness (EFF) of the proposed erosion control plan is 81.07 during construction and 98.29 after construction. It is anticipated that the construction duration of this project will be less than 8 weeks due to the limited amount of work to be completed, therefore the erosion control plan as specifically detailed below, should meet the City of Fort Collins requirements. A copy of the erosion control calculations is included in the Appendix. An erosion control escrow cost estimate of $13,755 is also included in the Erosion Control Section of the Appendix. B. Specific Details Before the start of over lot grading the silt fencing shown on the drainage and erosion control plan should be installed. In order to protect the curb chases from receiving excessive silt deposits, the curb chases will have gravel filters installed around them. A sediment trap will be provided in the detention pond until the pond is vegetated. The above items can be removed once asphalt and landscaping in their respective areas have been completed. ' 5 1 �J VII. CONCLUSIONS A. Compliance with Standards All computations within this report have been completed in compliance with the City of Fort Collins Storm Drainage Design Criteria. ' B. Drainage Concept The proposed drainage concepts presented in this report and shown on the Drainage ' and Erosion Control Plan are in compliance with the City of Fort Collins drainage criteria. This project was designed to be in conformance with the intent of the McClelland's Basin Master Drainage Plan. C. Storm water Ouality Because storm water quality has become a requirement, the site has addressed this storm water aspect. We have designed the erosion control to reduce the sediment which runs into the storm water system. The on -site detention pond also provides a ' settling period during which impurities may be filtered out of the stormwater runoff before leaving the site. D. Erosion Control Concept The proposed erosion control plan adequately provides for the control of wind and rainfall erosion from the study site. 1 The proposed erosion control concepts presented in this report and shown on the Erosion Control Plan are in compliance with the City of Fort Collins erosion control criteria. ON 1. City of Fort Collins, Storm Drainage Design Criteria and Construction Standards, May 1984, Revised 1992. 2. City of Fort Collins, Erosion Control Reference Manual for construction Sites, January 1992. 3. Overall Drainage Study for Oak/Cottonwood Farm, McClellands Basin, Fort Collins, Colorado, by RBD, Inc., May 4, 1992, revised October 10, 1994. 4. McClellands Basin 100-year Master Plan Update (County Road 9 to Fairway Estates) for Proposed Modifications to the Oakridge Village Regional Detention Pond, Fort Collins, Colorado, by RBD, Inc., April 1, 1996 %/ APPENDIX LJ [l I I I u I VICINITY MAP I I I 1 I I I I i VICINITY MAP i 1 1 1 C i 1 171 1 r 1 1 r 1 I APPROXIMATE SCALE: 1 "=2000' HYDROLOGY I q I 1 I ti N 2 a) m O Y V 0 ^cc T C7 D O 0 O CO V 0) LO 0 C � � C1 O U N U) d H NNd'NNNN c3 LO m OCOOMMWN O_ E V 6666666 O c 0) 0 C 00 O � Cy) M � � � C) O U.O a) CL C. 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V� Np�epp-170 t�1000 y p0 p0 6SS Z A W6.60666 m�NN v n td t6 W mmmm tml m mm U m 6666000 0000 OQQQOOO Ommm tc tc so O'i0 vi 16 w 16�i Vic^ — E aim E a J_ 0 0 N oc a of 6 6 -Q.Em LL Q as O as Z m p O O O ?ZvQ m tO Nt0 1n In n mm CJ O Q Q Q p p p m m m m .y_ N E mmmmYlNYI Olm^' m 2 � q N QQ �NNfVOmm �Ih LLNE a m LLL V V m m m a d- o N M J 00 I I r I 1 I 1 1 1 j i 1 I t SWMM FOR McCLELLAND'S MASTER DRAINAGE PLAN r No Text ISWMM input file 504021NW.DAT: October 8, 1997 z 1 1 2 t 4 2SHED 0 Mct;LELLANDS BASIN REGIONAL SWMM MODEL --POND 180 CONCEPT STUDY EVENT SEAR -BROWN GROUP/RBD (dkt) 30 SEP 97 FILE: 567006S1.DAT �O-YEAR 50 0 0 5.0 1 1.0 1 25 5 0.60 0.96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 1.56 1.20 0.84 0.60 0.48 0.36 0.36 0.24 0.24 0.24 0.24 24 0.24 0.12 0.12 0.00 -2 .016 .250 0.1 0.5 0.5 0.5 .0018 1 80 8 313057.12 40 .01 1 60 6 1150 8.95 40 .01 1 70 7 135029.38 40 .01 1 130 13 67524.66 40 .01 1 100 10 85013.19 40 .01 1 150 15 50 1.84 80 .02 1 110 11 1 320 11 34 9.58 305 2.14 84 .02 10 .01 1 120 12 50017.79 80 .02 1 90 9 40013.12 10 .01 1 190 19 250 1.38 80 .01 1 200 20 70031.34 80 .01 1 210 21 500 7.51 80 .01 1 240 24 300 5.00 80 .01 1 280 28 50 6.90 80 .02 1 330 33 1 160 16 700 5.63 3500 4.02 80 .01 84 .02 1 250 250 500 1.60 80 .01 - OAKRIDGE BLOCK ONE 1 270 270 625 3.30 60 .01 1 271 271 2017 6.30 55 .01 1 272 272 817 1.50 31 .09 1 360 36 3223 2.37 87 .02 * ----------------------------------------------------------------------- LL FOLLOWING BASINS FROM MIRAMONT MASTER PLAN, RBD, INC. 1 201 320 31514.75 25.0183 1 202 322 70021.50 50.0165 1 203 172 100032.25 80.0100 1 204 166 90019.00 80.0100 1 205 168 650 5.85 47.0105 1 206 171 650 7.70 70.0080 1 207 176 100013.80 57.0235 1 208 178 95033.60 70.0170 1 209 321 1 165 324 43523.40 40010.30 40.0085 40.0100 UNDEVELOPED BASIN 211 1 211 325 100010.90 5.0.0200 * DEVELOPED BASIN 211 (THE HAMLET) 1 211 325 100010.90 64.0200 UNDEVELOPED BASIN 212 (ACCOUNTING FOR CONSTRUCTED PORTION OF BOARDWALK) 1 212 328 400 4.20 20.0380 * FUTURE BASIN 212 (RIOPEL) 1 212 328 400 4.20 80.0380 UNDEVELOPED BASIN 213 1 213 333 600 8.78 5.0.0092 * FUTURE BASIN 213 * 1 213 333 1780 8.78 71.4.0092 MIRAMONT NEIGHBORHOOD PARK 1 219 332 1010 7.34 11-4.0050 UNDETAINED FLOW FROM MIRAMONT OFFICE PARK (0.426 AC) ADDED TO BASIN 214 1 214 179 2200 2.05 90.0110 aa s� Ak.1 .. _ -1. 1 .'_ _ _1 CA _ 1 215 331 500 0.70 90.0270 1 216 327 1400 0.96 90.0060 --------------------------�du�ari_Jx * ALL FOLLOWING BASINS FROM STETSON CREEK MASTER PLAN, RBD, INC. * SUBBASIN 301 MODIFIED FOR DEVELOPED CONDITION 1 301 301 438530.20 45.0077 .430 0.6 1 -302 95 350047.30 45 .01 .390 0.6 JBBASIN 303 MODIFIED FOR DEVELOPED CONDITION, REDUCED BY L8A WILLOW SPRINGS 1 303 303 7260 50.0 45.0113 1 305 365 198878.50 3.9.0110 .25 1 306 372 1729 8.73 31.2.0200 .95 1 307 359 960 5.42 17.0.1262 .95 1 308 370 1335 7.03 40.0.0200 .60 1 309 361 507 1.63 4.0.1262 .99 C.2 - Ya�-te 1% 1 311 371 315 2.78 40.0.0200 0.9 1 312 363 569 2.09 2.3.1262 .99 1 313 366 495 0.91 1.0.0500 0.9 1 314 373 993291.15 34.0.0200 .55 1 315 374 100014.39 40.0.0200 .35 1 316 39 276499.00 2.0.0169 0.3 * ----------------------------------------------------------------------- rALL FOLLOWING SUBBASINS ARE FROM G&O 1986 McCLELLANDS BASIN MASTER PLAN ' EXISTING CONDITION SUBBASINS BTWN STETSON CREEK & CTY RD 9 1 217 367 890 18.4 5.0 .010 1 218 367 950 17.4 5.0 .030 1 222 32 375 19.3 5.0 .008 1 223 368 2000 23.0 5.0 .040 1 224 368 1500 13.8 5.0 .010 . * G&O SUBBASIN 215 RENUMBERED AS 225, REDUCED TO EXCLUDE WILDWOOD 1 225 35 2858 65.6 5.0 .006 SUBBASIN 304 MODELED BY FOLLOWING DEVELOPED BASINS, FROM WILLOW SPRINGS PUD DRAINAGE PLAN, LIDSTONE & ANDERSON, AUGUST 1994 1 1 201 1200 8.4 38. .020 .020 .25 .1 .3 .51 .5 .0018 1 2 202 1350 4.6 64. .020 .020 .25 .1 .3 .51 .5 .0018 1 3 203 800 5.7 44. .020 .020 .25 .1 .3 .51 .5 .0018 1 4 209 300 1.6 74. .020 .020 .25 .1 .3 .51 .5 .0018 1 5 209 800 3.1 64. .020 .020 .25 .1 .3 .51 .5 .0018 1 6 210 2500 11.6 60. .020 .020 .25 .1 .3 .51 .5 .0018 1 7 209 750 3.3 57. .020 .020 .25 .1 .3 .51 .5 .0018 1 8 210 450 2.3 67. .020 .020 .25 .1 .3 .51 .5 .0018 1 9 209 3000 18.3 29. .020 .020 .25 .1 .3 .51 .5 .0018 1 10 210 1400 8.5 25. .020 .020 .25 .1 .3 .51 .5 .0018 1 15 215 1300 7.1 17. .015 .020 .25 .1 .3 .51 .5 .0018 1 16 216 200 1.8 12. .020 .020 .25 .1 .3 .51 .5 .0018 1 20 219 600 4.1 46. .020 .020 .25 .1 .3 .51 .5 .0018 1 21 219 1400 9.0 46. .020 .020 .25 .1 .3 .51 .5 .0018 1 22 219 1800 7.2 51. .020 .020 .25 .1 .3 .51 .5 .0018 1 23 224 1000 2.2 61. .020 .020 .25 .1 .3 .51 .5 .0018 1 24 224 500 3.4 42. .020 .020 .25 .1 .3 .51 .5 .0018 1 25 226 900 4.0 65. .020 .020 .25 .1 .3 .51 .5 .0018 1 26 226 1000 2.9 31. .020 .020 .25 .1 .3 .51 .5 .0018 1 30 330 1700 11.7 60. .020 .020 .25 .1 .3 .51 .5 .0018 1 40 140 1300 6.1 29. .020 .020 .25 .1 .3 .51 .5 .0018 1 41 357 800 3.5 50. .020 .020 .25 .1 .3 .51 .5 .0018 0 0 0 15 4 0 1 0 1600 0.004 50 0 0.016 1.5 0 4 6 0 1 0 800 0.0044 4 4 0.035 5.0 0 7 6 0 1 0 1400 0.0100 0 50 0.016 1.5 0 6 50 0 1 0 1200 0.0032 4 4 0.035 5.0 0 8 50 0 1 0 1800 0.0033 4 4 0.035 5.0 0 13 50 0 1 0 3600 0.006 50 0 0.016 1.5 0 12 22 0 1 0 1300 0.006 50 0 0.016 2.5 0 16 22 0 1 0 3500 0.006 50 50 0.016 2.0 0 11 50 0 1 0 8350 0.006 50 0 0.016 1.5 0 10 50 0 1 0 1600 0.006 50 0 0.016 1.5 0 9 51 0 1 5 1000 0.006 15 15 0.035 5.0 0 18 51 0 1 0 1100 0.006 50 0 0.016 1.5 0 19 51 0 1 0 200 0.005 100 100 0.016 1.5 0 20 51 0 1 0 2100 0.005 4 4 0.035 5.0 0 21 44 0 1 0 1200 0.005 50 0 0.016 1.5 0 44 51 0 1 3 800 0.005 10 10 0.035 2.0 1 220 22 3 3 0 1 0 0 0.32 11.87 4.1 0 0 22 43 0 1 0 1600 0.007 4 4 0.035 5.0 0 43 51 4 2 0.1 1 0.001 0.016 0.1 0 0 0 133 .01 140 .02 150 CONVEYANCE ELEMENTS 50 AND 51 REPLACE C.E. 17 FOR PROPER ROUTING TO POND 2 0 50 2 0 1 10 500 0.005 15 15 0.040 5.0 0 51 2 0 1 10 500 0.005 15 15 0.040 5.0 -1 230 23 3 3 0 1 0. 0. 0.30 7.21 7.16 0 0 23 18 0 1 0 1300 0.005 50 0 0.016 1.5 0 24 7 0 1 0 700 0.008 50 0 0.016 1.5 \KRIDGE BUSINESS PARK 4TH & 8TH FILING OUTLET 0 250 25 6 2 0.1 1 0.005 0.013 0.1 0 0 0.0 0.19 0.01 0.24 0.08 0.28 0.31 0.32 0.33 5 0 25 22 0 2 1.25 500 0.005 0.013 1.25 -1 260 26 3 3 0 1 /3 0. 0. 0.24 11.19 6.99 0 0 26 42 0 5 3.5 800 0.005 0.016 3.5 10 800 0.005 4 4 0.035 5.0 0 42 22 0 2 6 1 0.005 0.016 6.0 '4KRIDGE BLOCK ONE J 270 27 0 3 0 1 0.001 0.001 10.0 0 271 27 0 5 2.25 45 0.004 0.013 2.25 0 45 0.004 198 117 0.020 5.0 0 272 275 6 2 0.1 10 0.001 0.013 0.1 0 0 0.02 0.43 0.13 0.76 0.29 0.98 0.50 1.16 0.76 1.32 0 275 27 0 2 3.5 676 0.0084 0.013 3.5 0 27 41 8 2 0.1 10 0.001 0.013 0.1 0 0 0.03 0.78 0.22 2.51 0.52 3.46 0.90 4.21 1.37 4.84 2.10 57.63 3.20 191.38 0 41 26 0 5 4.0 100 0.005 0.016 4.0 10 100 0.005 50 50 0.016 1.0 0 36 26 0 5 1.25 90 0.014 0.013 1.25 0 90 0.014 200 200 0.020 5.0 0 28 275 0 1 0 5000 0.005 0 50 0.016 1.5 1 30. 11 3 3 0 1 0. 0. 0.23 1.91 6.96 0 -1 310 31 11 3 0 1 0. 0. 0.08 0. 0.17 0. 0.25 2. 0.33 10. 0.42 25. 0.50 38. 0.58 53. 0.67 59. 0.75 55. 5.00 55. 0 31 275 0 2 3 108 0.0075 0.013 3.0 -1 290 29 3 3 0 1 0. 0. 0.22 3.06 6.98 0 ARTIFICIAL OVERFLOW CHANNEL TO ELIMINATE SURCHARGE 0 29 18 0 5 1.00 500 0.005 0.013 1.0 20 500 0.005 0.5 0.5 0.016 5.0 0 33 21 0 1 0 700 0.008 50 0 0.016 1.5 .• OAKRIDGE POND WITH REVISED OUTLET HYDRAULICS 0 2 116 12 2 0.1 77 0.007 0.013 0.1 0.0 0.0 0.00 2.30 0.02 16.06 0.11 51.28 0.59 86.17 2.36 115.72 6.17 144.72 12.05 169.80 19.65 193.70 28.60 214.81 33.64 224.38 38.67 233.10 LL FOLLOWING CONVEYANCE ELEMENTS FROM MIRAMONT MASTER PLAN, RBD, INC. POND 166 (301) RATING CURVE COMPOSITES 3 DETENTION PONDS IN BASIN 204 0 166 167 3 2 0.1 96 0.0060 0 0 0.013 0.10 0.0 0.0 1.6 24.0 3.4 26.4 J� 0 167 169 0 1 4.00 260 0.0021 2 2 0.035 4.00 (r POND 168 (303) RATING CURVE FROM EVANGELICAL COVENANT REPORT BY LANDMARK 0 168 169 3 2 0.1 10 0.0010 0 0 0.013 0.10 0.0 0.0 0.07 0.90 0.43 1.36 0 169 170 0 2 2.27 40 0.0070 0 0 0.013 2.27 0 170 174 0 1 4.00 460 0.0021 2 2 0.035 4.00 FUTURE DETENTION POND 171 (306) 0 171 174 3 2 0.1 10 0.0038 0 0 0.013 0.10 0.0 0.0 1.0 4.0 2.0 4.3 ' POND 172 (307) RATING CURVE COMPOSITES 5 DETENTION PONDS IN BASIN 203 0 172 173 3 2 0.1 120 0.0033 0 0 0.013 0.10 0.0 0.0 6.5 5.5 8.0 6.0 0 173 175 0 1 0 1200 0.0050 4 4 0.035 1.10 0 174 175 0 2 2.25 75 0.0211 0 0 0.013 2.25 0 175 177 0 2 2.50 853 0.0123 0 0 0.013 2.50 POND 176 (311) RATING CURVE FROM OAKRIDGE WEST PUD REPORT BY RBD 0 176 177 5 2 0.1 315 0.0020 0 0 0.013 0.10 0.0 0.0 0.04 1.10 0.23 1.71 0.79 2.15 1.78 2.56 0 177 341 0 2 3.00 480 0.0100 0 0 0.013 3.00 0 178 177 11 2 0.10 1310 0.0033 0 0 0.013 0.10 0.00 0.0 0.34 0.84 0.64 1.67 1.30 3.35 1.96 5.02 2.71 5.79 3.47 6.48 3.88 6.79 4.28 8.83 4.69 16.75 5.10 29.48 0 320 321 0 1 5.00 1350 0.0050 4 4 0.035 4.00 0 321 324 8 2 0.1 300 0.0053 0 0 0.013 0.10 0.0 0.0 0.05 0.0 0.31 2.6 0.79 4.3 1.52 5.5 2.55 6.4 3.85 7.3 5.40 8.0 FUTURE DETENTION POND 322 322 323 3 2 0.1 10 0.0100 0 0 0.013 0.10 0.0 0.0 1.9 11.0 4.0 11.3 0 323 324 0 1 0 1500 0.0142 50 0 0.016 1.50 CE 324 MODELED USING HGL AS SLOPE 0 324 331 0 2 3.00 36 0.0222 0 0 0.013 3.00 0 325 326 0 1 4.00 420 0.0050 4 4 0.035 3.00 CE 326 MODELED USING HGL AS SLOPE 0 326 327 0 2 3.50 214 0.0168 0 0 0.013 3.50 0 327 329 0 1 4.00 750 0.0050 4 4 0.035 3.00 CE 328 MODELED WITH STREET CROWN OVERFLOW USING HGL AS SLOPE 0 328 329 0 5 1.75 101 0.0149 0.013 1.75 0 101 0.0149 133 44 0.016 5.0 0 329 180 0 1 5.00 240 0.0050 4 4 0.035 4.00 MIRAMONT NEIGHBORHOOD PARK POND I 0 332 327 6 2 1.00 560 0.0050 4 4 0.035 4.00 0.0 0.0 0.06 0.29 0.19 0.95 0.32 2.00 0.88 4.78 1.45 7.56 0 333 180 0 5 2.50 220 0.0050 0.013 2.50 0 220 0.0050 10 10 0.035 5.0 CE 179 (330) MODELED WITH STREET CROWN OVERFLOW USING HGL AS SLOPE 0 179 324 0 5 1.50 80 0.0110 0.013 1.50 0 80 0.0110 167 167 0.016 5.0 CE 331 MODELED USING HGL AS SLOPE 0 331 325 0 2 3.00 30 0.0267 0 0 0.013 3.00 POND 180 (340) RATING CURVE FOR CONSTRUCTION WITH THE HAMLET (BASIN 212) 0 180 341 8 2 0.10 20 0.0040 0 0 0.013 0.10 0.0 0.0 0.32 0.11 0.71 2.29 1.10 13.32 1.55 29.75 2.01 42.40 2.52 51.95 3.04 60.48 POND 180 (340) RATING CURVE (EXISTING SEPT 1997) 0 180 341 8 2 0.10 20 0.0040 0 0 0.013 0.10 * 0.0 0.0 0.19 0.11 0.41 2.29 0.63 13.32 0.87 29.75 1.12 42.40 1.41 51.95 1.70 60.48 0 341 4 0 2 5.20 120 0.0040 0 0 0.013 5.20 - -------------------------------------------------------------- * ALL FOLLOWING CONVEYANCE ELEMENTS FROM STETSON CREEK MASTER PLAN, RBD, INC. 0 91 93 0 1 0 1325 0.0150 4 4 0.060 5.0 0 93 94 10 2 0.1 1 0.0050 0.013 0.1 0.00 0.0 0.05 0.00 0.51 0.0 0.98 0.0 1.62 1.9 2.40 5.40 3.33 7.7 4.35 14. 5.41 20.7 6.52 93.90 0 94 357 0 1 0 1000 0.0027 3 3 0.035 5.0 0 95 93 0 3 0 1 CONCEPTUAL DETENTION FOR SUBBASINS 301 AND 303 0 301 91 2 2 0.1 1 0.0050 0.013 0.1 0.00 0.0 3.25 15.1 0 303 357 2 2 0.1 1 0.0050 0.013 0.1 0.00 0.0 6.30 25.0 0 357 358 0 1 16 10 0.0050 4 4 0.045 4.00 0 358 359 0 2 9.44 103 0.0050 0.013 9.44 0 359 360 0 1 16 950 0.0050 4 4 0.045 4.00 ' 0 360 361 0 2 9.44 46 0.0050 0.013 9.44 0 361 362 0 1 16 619 0.0050 4 4 0.045 4.00 0 362 363 0 1 16 215 0.0050 4 4 0.045 4.00 0 363 364 0 1 16 415 0.0050 4 4 0.045 4.00 0 364 366 0 1 16 90 0.0050 4 4 0.045 4.00 0 365 366 0 1 0 1125 0.0045 4 4 0.035 2.35 0 366 367 0 1 16 377 0.0050 4 4 0.045 4.00 0 38 373 0 1 0 1080 0.0050 4 4 0.035 3.50 0 39 38 0 1 0 2160 0.0050 4 4 0.035 3.50 0 370 361 9 2 0.10 1 0.0050 0.013 0.10 0.00 0.0 .00 0.00 .04 0.80 .19 1.14 .41 1.40 .57 3.52 .68 3.71 .80 3.88 .99 4.13 j 0 371 362 7 2 0.10 1 0.0015 0.013 0.10 0.00 0.0 .00 0.52 .103 1.18 .219 1.39 .304 1.39 .371 1.58 .550 1.75 POND 372 RATING CURVE FROM STETSON CREEK 2ND FILING, BY NORTHERN ENGINEERING 0 372 363 6 2 0.10 1 0.0020 0.013 0.10 0.00 0.00 0.17 10.00 0.42 22.37 0.74 33.27 0.94 37.98 1.17 50.54 0 373 364 16 2 0.10 1 0.0042 0.013 0.10 0.00 0.0 .061 0.00 .465 0.0 1.578 0.0 3.566 6.4 6.256 16.8 6.909 18.0 7.562 18.8 8.216 19.6 8.869 20.8 9.522 21.6 9.910 31.5 10.298 49.4 10.687 72.6 11.075 99.7 11.463 130.9 0 374 38 13 2 0.10 1 0.0040 0.013 0.10 �i 0.00 0.0 .009 0.00 .119 0.0 0.230 0.0 0.409 1.13 0.469 2.11 0.528 2.76 0.678 3.94 0.827 4.84 1.062 5.60 1.297 6.27 1.532 6.87 1.711 7.29 ALL FOLLOWING CONV. ELEMENTS ARE FROM G&O 1986 McCLELLANDS BASIN MASTER PLAN EXISTING CONDITION CONVEYANCE ELEMENTS SUBBASINS BTWN STETSON CREEK & CTY RD 0 35 102 0 1 1.0 1250 0.010 50 50 0.045 5.0 r. �7 0 32 102 0 1 1.0 3300 0.006 75 1.5 0.045 5.0 0 367 368 0 4 5.0 950 0.007 1.5 2.8 0.045 5.0 31.0 950 0.007 50 50 0.045 10.0 0 368 102 0 4 5.0 1960 0.010 3.0 3.0 0.045 5.0 29.0 1960 0.010 25 100 0.045 10.0 ,ROSSING UNDER CTY RD 9; PER RBD 1987 McCLELLANDS BASIN CH. IMP. PHASE ONE 0 102 103 0 5 4.5 50 0.005 0.024 5.6 29.0 50 0.005 25 100 0.018 10.0 ------------------------------------- SUBBASIN 304 MODELED BY FOLLOWING CONVEYANCE ELEMENTS, FROM * WILLOW SPRINGS PUD DRAINAGE PLAN, LIDSTONE 8 ANDERSON, AUGUST 1994 201 202 0 3 .1 1. 202 209 0 3 .1 1. 203 209 0 3 .1 1. 209 210 0 3 .1 1. 210 309 0 3 .1 1. 309 140 14 2 .1 1. .1 0.0 0.0 0.59 0.47 1.06 1.29 1.72 2.13 2.68 3.12 3.61 4.20 4.09 6.97 5.09 7.51 6.09 7.51 7.43 7.92 8.77 8.40 9.85 8.64 10.56 8.81 10.92 9.00 215 315 0 3 .1 1. 315 216 5 2 .1 1. .1 0.0 0.0 0.08 0.5 0.34 0.75 0.86 1.0 1.21 1.1 216 116 0 3 .1 1. �I 116 140 0 1 10. 1650. .003 4. 4. .035 5. 140 357 0 1 10. 700. .003 4. 4. .035 5. 219 224 0 3 .1 1. 224 218 0 3 .1 1. 218 124 8 2 .1 1. .1 0.0 0.0 0.07 4.0 0.24 6.0 0.52 8.0 0.97 10.0 1.64 12.0 2.46 14.0 3.44 16.0 124 226 0 2 3, 825, 008 0, 0. 011 5. 226 217 0 3 .1 1. 217 357 8 2 .1 1. .1 0.0 0.0 0.04 4.0 0.12 6.0 0.24 8.0 0.45 10.0 0.73 12.0 1.16 14.0 1.72 16.0 330 357 7 2 .1 1. .1 0.0 0.0 0.08 1.0 0.27 2.0 0.65 3.0 1.11 4.0 1.86 5.0 2.82 6.0 0 I0 NDPROGRAM 19 SWMM output file 504021NW.OUT: October 8, 1997 ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1 DEVELOPED BY METCALF + EDDY, INC. UNIVERSITY OF FLORIDA WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970) UPDATED BY UNIVERSITY OF FLORIDA (JUNE 1973) HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974) BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 1985) 'WATERSHED PROGRAM CALLED *** ENTRY MADE TO RUNOFF MODEL *** ,McCLELLANDS BASIN REGIONAL SWMM MODEL --POND 180 CONCEPT STUDY 100-YEAR EVENT SEAR -BROWN GROUP/RBD (dkt) 30 SEP 97 FILE: 567006S1.DAT GNUMBER OF TIME STEPS 50 INTEGRATION TIME INTERVAL (MINUTES) 5.00 0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH 25 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES FOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR .60 .96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 1.56 \ 1.20 .84 .60 .48 .36 .36 .24 .24 .24 .24 .24 .24 .12 .12 .00 �MCCLELLANDS BASIN REGIONAL SWMM MODEL --POND 180 CONCEPT STUDY 100-YEAR EVENT SEAR -BROWN GROUP/RBD (dkt) 30 SEP 97 FILE: 567006S1.DAT ,SUBAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) GAGE NUMBER 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 .500 .50 .50 .00180 80 60 8 6 3130.0 1150.0 57.1 8.9 40.0 40.0 .0100 .0100 .016 .016 .250 .250 .100 .100 .500 .500 .50 .50 .50 .50 .00180 .00180 1 1 70 7 1350.0 29.4 40.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 130 13 675.0 24.7 40.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 100 10 850.0 13.2 40.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 150 15 50.0 1.8 80.0 .0200 .016 .250 .100 .500 .50 .50 .00180 1 110 11 34.0 9.6 84.0 .0200 .016 .250 .100 .500 .50 .50 .00180 1 320 11 305.0 2.1 10.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 120 12 500.0 17.8 80.0 .0200 .016 .250 .100 .500 .50 .50 .00180 1 90 190 9 19 400.0 250.0 13.1 1.4 10.0 80.0 .0100 .0100 .016 .016 .250 .250 .100 .100 .500 .500 .50 .50 .50 .50 .00180 .00180 1 1 200 20 700.0 31.3 80.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 210 21 500.0 7.5 80.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 240 24 300.0 5.0 80.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 1� 280 28 50.0 6.9 80.0 .0200 .016 .250 .100 .500 .50 .50 .00180 1 330 33 700.0 5.6 80.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 1 16 3500.0 4.0 84.0 .0200 .016 .250 .100 .500 .50 .50 .00180 1 J 250 500.0 1.6 80.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 270 270 625.0 3.3 60.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 271 271 2017.0 6.3 55.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 272 272 817.0 1.5 31.0 .0900 .016 .250 .100 .500 .50 .50 .00180 1 360 36 3223.0 2.4 87.0 .0200 .016 .250 .100 .500 .50 .50 .00180 1 201 320 315.0 14.8 25.0 .0183 .016 .250 .100 .500 1 ' .50 .50 .00180 t202 322 700.0 21.5 50.0 .0165 .016 .250 .100 .500 .50 .50 .00180 203 172 1000.0 32.3 80.0 .0100 .016 .250 .100 .500 .50 .50 .00180 166 900.0 19.0 80.0 .0100 .016 .250 .100 .500 .50 .50 .00180 '204 205 168 650.0 5.8 47.0 .0105 .016 .250 .100 .500 .50 .50 .00180 '6 171 650.0 7.7 70.0 .0080 .016 .250 .100 .500 .50 .50 .00180 ,7 176 1000.0 13.8 57.0 .0235 .016 .250 .100 .500 .50 .50 .00180 208 178 950.0 33.6 70.0 .0170 .016 .250 .100 .500 .50 .50 .00180 209 321 435.0 23.4 40.0 .0085 .016 .250 .100 .500 .50 .50 .00180 165 324 400.0 10.3 40.0 .0100 .016 .250 .100 .500 .50 .50 .00180 211 325 1000.0 10.9 64.0 .0200 .016 .250 .100 .500 .50 .50 .00180 212 328 400.0 4.2 20.0 .0380 .016 .250 .100 .500 .50 .50 .00180 213 219 333 332 600.0 1010.0 8.8 7.3 5.0 11.4 .0092 .0050 .016 .016 .250 .250 .100 .100 .500 .500 .50 .50 .50 .50 .00180 .00180 214 179 2200.0 2.0 90.0 .0110 .016 .250 .100 .500 .50 .50 .00180 215 331 500.0 .7 90.0 .0270 .016 .250 .100 .500 .50 .50 .00180 216 327 1400.0 1.0 90.0 .0060 .016 .250 .100 .500 .50 .50 .00180 301 301 4385.0 30.2 45.0 .0077 .016 .430 .100 .600 .50 .50 .00180 302 95 3500.0 47.3 45.0 .0100 .016 .390 .100 .600 .50 .50 .00180 303 303 7260.0 50.0 45.0 .0113 .016 .250 .100 .500 .50 .50 .00180 305 365 1988.0 78.5 3.9 .0110 .016 .250 .100 .250 .50 .50 .00180 '306 307 372 359 1729.0 960.0 8.7 5.4 31.2 17.0 .0200 .1262 .016 .016 .250 .250 .100 .100 .950 .950 .50 .50 .50 .50 .00180 .00180 308 370 1335.0 7.0 40.0 .0200 .016 .250 .100 .600 .50 .50 .00180 309 361 507.0 1.6 4.0 .1262 .016 .250 .100 .990 .50 .50 .00180 311 371 315.0 2.8 40.0 .0200 .016 .250 .100 .900 .50 .50 .00180 363 569.0 2.1 2.3 .1262 .016 .250 .100 .990 .50 .50 .00180 '312 313 366 495.0 .9 1.0 .0500 .016 .250 .100 .900 .50 .50 .00180 314 373 9932.0 91.2 34.0 .0200 .016 .250 .100 .550 .50 .50 .00180 315 374 1000.0 14.4 40.0 .0200 .016 .250 .100 .350 .50 .50 .00180 316 39 2764.0 99.0 2.0 .0169 .016 .250 .100 .300 .50 .50 .00180 217 367 890.0 18.4 5.0 .0100 .016 .250 .100 .500 .50 .50 .00180 218 367 950.0 17.4 5.0 .0300 .016 .250 .100 .500 .50 .50 .00180 222 32 375.0 19.3 5.0 .0080 .016 .250 .100 .500 .50 .50 .00180 223 368 2000.0 23.0 5.0 .0400 .016 .250 .100 .500 .50 .50 .00180 368 1500.0 13.8 5.0 .0100 .016 .250 .100 .500 .50 .50 '00180 '224 225 35 2858.0 65.6 5.0 .0060 .016 .250 .100 .500 .50 .50 .00180 1 201 1200.0 8.4 38.0 .0200 .020 .250 .100 .300 .51 .50 .00180 2 202 1350.0 4.6 64.0 .0200 .020 .250 .100 .300 .51 .50 .00180 203 800.0 5.7 44.0 .0200 .020 .250 .100 .300 .51 .50 .00180 4 t3 209 300.0 1.6 74.0 .0200 .020 .250 .100 .300 .51 .50 .00180 5 209 800.0 3.1 64.0 .0200 .020 .250 .100 .300 .51 .50 .00180 6 210 2500.0 11.6 60.0 .0200 .020 .250 .100 .300 .51 .50 .00180 7 209 750.0 3.3 57.0 .0200 .020 .250 .100 .300 8 210 450.0 2.3 67.0 .0200 .020 .250 .100 .300 .51 .51 .50 .50 .00180 .00180 9 209 3000.0 18.3 29.0 .0200 .020 .250 .100 .300 .51 .50 .00180 10 210 1400.0 8.5 25.0 .0200 .020 .250 .100 .300 .51 .50 .00180 15 215 1300.0 7.1 17.0 .0150 .020 .250 .100 .300 .51 .50 .00180 216 200.0 1.8 12.0 .0200 .020 .250 .100 .300 .51 .50 .00180 '16 20 219 600.0 4.1 46.0 .0200 .020 .250 .100 .300 .51 .50 .00180 21 219 1400.0 9.0 46.0 .0200 .020 .250 .100 .300 .51 .50 .00180 22 219 1800.0 7.2 51.0 .0200 .020 .250 .100 .300 .51 .50 .00180 23 224 1000.0 2.2 61.0 .0200 .020 .250 .100 '24 224 500.0 3.4 42.0 .0200 .020 .250 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 25 226 900.0 4.0 65.0 .0200 .020 .250 .100 .300 .51 .50 .00180 26 226 1000.0 2.9 31.0 .0200 .020 .250 .100 .300 .51 .50 .00180 30 330 1700.0 11.7 60.0 .0200 .020 .250 .100 .300 .51 .50 .00180 40 140 1300.0 6.1 29.0 .0200 .020 .250 .100 .300 .51 .50 .00180 41 357 800.0 3.5 50.0 .0200 .020 .250 .100 .300 .51 .50 .00180 OTAL NUMBER OF SUBCATCHMENTS, 81 TOTAL TRIBUTARY AREA (ACRES), 1198.73 RcCLELLANDS BASIN REGIONAL SWMM MODEL --POND 180 CONCEPT STUDY 100-YEAR EVENT SEAR -BROWN GROUP/RBD (dkt) 30 SEP 97 FILE: 567006S1.DAT *** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL TERSHED AREA (ACRES) 1198.730 ._.AL RAINFALL (INCHES) 2.890 TOTAL INFILTRATION (INCHES) .536 TOTAL WATERSHED OUTFLOW (INCHES) 1.843 I ,TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .512 �RROR IN CONTINUITY, PERCENTAGE OF RAINFALL .002 McCLELLANDS BASIN REGIONAL SWMM MODEL --POND 180 CONCEPT STUDY 100-YEAR EVENT SEAR -BROWN GROUP/RBD (dkt) 30 SEP 97 FILE: 567006S1.DAT WIDTH INVERT SIDE SLOPES OVERBANK/SURCHARGE UTTER GUTTER NDP NP OR DIAM LENGTH SLOPE HORI2 TO VERT MANNING DEPTH JK UMBER CONNECTION (FT) (FT) (FT/FT) L R N (FT) 15 4 0 1 CHANNEL .0 1600. .0040 50.0 .0 .016 1.50 0 4 6 0 1 CHANNEL .0 800. .0044 4.0 4.0 .035 5.00 0 7 6 0 1 CHANNEL .0 1400. .0100 .0 50.0 .016 1.50 0 6 50 0 1 CHANNEL .0 1200. .0032 4.0 4.0 .035 5.00 0 8 50 0 1 CHANNEL .0 1800. .0033 4.0 4.0 .035 5.00 0 '13 12 50 22 0 0 1 1 CHANNEL CHANNEL .0 .0 3600. 1300. .0060 .0060 50.0 50.0 .0 .0 .016 .016 1.50 2.50 0 0 16 22 0 1 CHANNEL .0 3500. .0060 50.0 50.0 .016 2.00 0 11 50 0 1 CHANNEL .0 8350. .0060 50.0 .0 .016 1.50 0 10 50 0 1 CHANNEL .0 1600. .0060 50.0 .0 .016 1.50 0 9 51 0 1 CHANNEL 5.0 1000. .0060 15.0 15.0 .035 5.00 0 18 51 0 1 CHANNEL .0 1100. .0060 50.0 .0 .016 1.50 0 19 51 0 1 CHANNEL .0 200. .0050 100.0 100.0 .016 1.50 0 20 51 0 1 CHANNEL .0 2100. .0050 4.0 4.0 .035 5.00 0 21 44 44 51 0 0 1 1 CHANNEL CHANNEL .0 3.0 1200. 800. .0050 50.0 10.0 .0 10.0 .016 1.50 2.00 0 0 220 22 3 3 .0 1. .0050 .0010 .0 .0 .035 .001 10.00 -1 TIME IN HRS VS INFLOW IN CFS .0 .0 .3 11.9 4.1 .0 22 43 0 1 CHANNEL .0 1600. .0070 4.0 4.0 .035 5.00 0 43 51 4 2 PIPE .1 1. .0010 .0 .0 .016 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 133.0 .0 140.0 .0 150.0 1 2 0 1 CHANNEL 10.0 500. .0050 15.0 15.0 .040 5.00 0 1 2 0 1 CHANNEL 10.0 500. .0050 15.0 15.0 .040 5.00 0 230 23 3 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN HRS VS INFLOW IN CFS .0 .0 .3 7.2 7.2 23 18 0 1 CHANNEL .0 .0 1300. .0050 50.0 .0 .016 1.50 0 24 7 0 1 CHANNEL .0 700. .0080 50.0 .0 .016 1.50 0 250 25 6 2 PIPE .1 1. .0050 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .2 .0 .2 .1 .3 .3 .3 .3 5.0 25 22 0 2 PIPE 1.3 500. .0050 .0 .0 .013 1.25 0 260 26 3 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN HRS VS INFLOW IN CFS .0 .0 .2 11.2 7.0 ' 26 42 0 5 PIPE 3.5 .0 800. .0050 .0 .0 .016 3.50 0 OVERFLOW 10.0 800. .0050 4.0 4.0 .035 5.00 42 22 0 2 PIPE 6.0 1. .0050 .0 .0 .016 6.00 0 270 27 0 3 .0 1. .0010 .0 .0 .001 10.00 0 271 27 0 5 PIPE 2.3 45. .0040 .0 .0 .013 2.25 0 OVERFLOW .0 45. .0040 198.0 117.0 .020 5.00 272 275 6 2 PIPE .1 10. .0010 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 275 27 .0 0 .0 2 .0 .4 PIPE .1 3.5 .8 676. .3 .0084 1.0 .0 .5 .0 1.2 .013 .8 3.50 1.3 0 27 41 8 2 PIPE .1 10. .0010 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .8 .2 2.5 .5 3.5 .9 4.2 1.4 4.8 2.1 57.6 3.2 191.4 41 26 0 5 PIPE 4.0 100. .0050 .0 .0 .016 4.00 0 OVERFLOW 10.0 100. .0050 50.0 50.0 .016 1.00 36 26 0 5 PIPE 1.3 90. .0140 .0 .0 .013 1.25 0 28 275 0 1 OVERFLOW CHANNEL .0 .0 90. 5000. .0140 .0050 200.0 .0 200.0 50.0 .020 .016 5.00 1.50 0 'Z40 11 3 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN HRS VS INFLOW IN CFS .0 .0 .2 1.9 7.0 .0 31 11 3 .0 1. .0010 .0 .0 .001 10.00 -1 �310 TIME IN HRS VS INFLOW IN CFS .0 .0 .1 .0 .2 .0 .3 2.0 .3 10.0 .4 25.0 .5 38.0 .6 53.0 .7 59.0 .8 55.0 5.0 55.0 31 275 0 2 PIPE 3.0 108. .0075 .0 .0 .013 3.00 0 290 29 3 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN HRS VS INFLOW IN CFS ' .0 .0 .2 3.1 7.0 .0 `9 18 0 5 PIPE 1.0 500. .0050 .0 .0 .013 1.00 0 OVERFLOW 20.0 500. .0050 .5 .5 .016 5.00 33 21 0 1 CHANNEL .0 700. .0080 50.0 .0 .016 1.50 0 2 116 12 2 PIPE .1 77. .0070 .0 .0 .013 .10 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 2.3 .0 16.1 .1 51.3 .6 86.2 2.4 115.7 6.2 144.7 12.1 169.8 19.6 193.7 28.6 214.8 33.6 224.4 38.7 233.1 166 167 3 2 PIPE .1 96. .0060 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.6 24.0 3.4 26.4 167 169 0 1 CHANNEL 4.0 260. .0021 2.0 2.0 .035 4.00 0 168 169 3 2 PIPE .1 10. .0010 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 .9 .4 1.4 169 170 0 2 PIPE 2.3 40. .0070 .0 .0 .013 2.27 0 170 174 0 1 CHANNEL 4.0 460. .0021 2.0 2.0 .035 4.00 0 171 174 3 2 PIPE .1 10. .0038 .0 .0 .013 .10 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.0 4.0 2.0 4.3 172 173 3 2 PIPE .1 120. .0033 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 6.5 5.5 8.0 6.0 173 175 0 1 CHANNEL .0 1200. .0050 4.0 4.0 .035 1.10 0 174 175 0 2 PIPE 2.3 75. .0211 .0 .0 .013 2.25 0 175 177 0 2 PIPE 2.5 853. .0123 .0 .0 .013 2.50 0 176 177 5 2 PIPE .1 315. .0020 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 1.1 .2 1.7 .8 2.1 1.8 2.6 177 341 0 2 PIPE 3.0 480. .0100 .0 .0 .013 3.00 0 178 177 11 2 PIPE .1 1310. .0033 .0 .0 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .013 .10 ' .0 .0 .3 .8 .6 1.7 1.3 3.4 2.0 5.0 2.7 5.8 3.5 6.5 3.9 6.8 4.3 8.8 4.7 16.8 5.1 29.5 320 321 0 1 CHANNEL 5.0 1350. .0050 4.0 4.0 .035 4.00 0 1 324 8 2 PIPE .1 300. .0053 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 .0 .3 2.6 .8 4.3 1.5 5.5 2.5 6.4 3.9 7.3 5.4 8.0 322 323 3 2 PIPE .1 10. 0100 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.9 11.0 4.0 11.3 323 324 0 1 CHANNEL .0 1500. .0142 50.0 .0 .016 1.50 0 324 331 0 2 PIPE 3.0 36. .0222 .0 .0 .013 3.00 0 325 326 0 1 CHANNEL 4.0 420. .0050 4.0 4.0 .035 3.00 0 326 327 0 2 PIPE 3.5 214. .0168 .0 .0 .013 3.50 0 327 329 0 1 CHANNEL 4.0 750. .0050 4.0 4.0 .035 3.00 0 328 329 0 5 PIPE 1.8 101. .0149 .0 .0 .013 1.75 0 OVERFLOW .0 101. .0149 133.0 44.0 .016 5.00 329 180 0 1 CHANNEL 5.0 240. .0050 4.0 4.0 .035 4.00 0 332 327 6 2 PIPE 1.0 560. .0050 4.0 4.0 .035 4.00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 .3 .2 .9 .3 2.0 .9 4.8 1.5 7.6 333 180 0 5 PIPE 2.5 220. .0050 .0 .0 .013 2.50 0 OVERFLOW .0 220. .0050 10.0 10.0 .035 5.00 179 324 0 5 PIPE 1.5 80. .0110 .0 .0 .013 1.50 0 OVERFLOW .0 80. .0110 167.0 167.0 .016 5.00 331 180 325 341 0 8 2 2 PIPE 3.0 30. PIPE .1 20. .0267 .0040 .0 .0 .0 .0 .013 .013 3.00 .10 0 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .3 .1 .7 2.3 1.1 13.3 1.6 29.8 2.0 42.4 2.5 52.0 3.0 60.5 4 0 2 PIPE 5.2 120. .0040 .0 .0 .013 5.20 0 '341 91 93 0 1 CHANNEL .0 1325. .0150 4.0 4.0 .060 5.00 0 93 94 10 2 PIPE .1 1. .0050 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 .0 .5 .0 1.0 .0 1.6 1.9 2.4 5.4 3.3 7.7 4.3 14.0 5.4 20.7 6.5 93.9 94 357 0 1 CHANNEL .0 1000. .0027 3.0 3.0 .035 5.00 0 93 0 3 .0 1. .0010 .0 .0 .001 10.00 0 1 91 2 2 PIPE .1 1. .0050 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 3.3 15.1 303 357 2 2 PIPE .1 1. .0050 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 1 .0 .0 6.3 25.0 357 358 0 1 CHANNEL 16.0 10. 359 0 2 PIPE 9.4 103. '358 359 360 0 1 CHANNEL 16.0 950. '0 361 0 2 PIPE 9.4 46. 1 362 0 1 CHANNEL 16.0 619. 362 363 0 1 CHANNEL 16.0 215. 364 0 1 CHANNEL 16.0 415. '363 364 366 0 1 CHANNEL 16.0 90. 365 366 0 1 CHANNEL .0 1125. 366 367 0 1 CHANNEL 16.0 377. 38 373 0 1 CHANNEL .0 1080. 39 38 0 1 CHANNEL .0 2160. 370 361 9 2 PIPE .1 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .0 .0 .8 .7 3.7 .8 3.9 1.0 4.1 371 362 7 2 PIPE .1 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .5 .1 1.2 .6 1.8 ' 372 363 6 2 PIPE .1 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .2 10.0 .4 22.4 373 364 16 2 PIPE .1 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .0 .0 .1 .0 .5 .0 6.9 18.0 7.6 18.8 8.2 19.6 10.3 49.4 10.7 72.6 11.1 99.7 374 38 13 2 PIPE .1 1. ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .0 .1 .0 .5 2.8 .7 3.9 .8 4.8 1.7 7.3 102 0 1 CHANNEL 1.0 1250. '35 32 102 0 1 CHANNEL 1.0 3300. 367 368 0 4 CHANNEL 5.0 . 950. OVERFLOW 31.0 950. 9 102 0 4 CHANNEL 5.0 1960. OVERFLOW 29.0 1960. 201 202 0 3 .1 1. 202 209 0 3 .1 1. 203 209 0 3 1. '209 210 0 3 .1 .1 1. 210 309 0 3 .1 1. 309 140 14 2 PIPE .1 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .6 .5 1.1 1.3 4.1 7.0 5.1 7.5 6.1 7.5 10.6 8.8 10.9 9.0 215 315 0 3 .1 1. 315 216 5 2 PIPE J 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 .5 .3 .8 216 116 0 3 .1 1. 116 140 0 1 CHANNEL 10.0 1650. 140 357 0 1 CHANNEL 10.0 700. 219 224 0 3 .1 1. 224 218 0 3 .1 1. 218 124 8 2 PIPE .1 1. RESERVOIR .0 STORAGE IN .0 ACRE-FEET VS SPILLWAY OUTFLOW .1 4.0 .2 6.0 2.5 14.0 3.4 16.0 124 226 0 2 PIPE 3.0 825. 226 217 0 3 .1 1. 217 357 8 2 PIPE .1 1. ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 4.0 .1 6.0 1.2 14.0 1.7 16.0 330 357 7 2 PIPE .1 1. ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 1.0 .3 2.0 2.8 6.0 AL NUMBER OF GUTTERS/PIPES, 118 McCLELLANDS BASIN REGIONAL SWMM MODEL --POND 180 CONCEPT STUDY a� .0050 4.0 4.0 .045 4.00 0 .0050 .0 .0 .013 9.44 0 .0050 4.0 4.0 .045 4.00 0 .0050 .0 .0 .013 9.44 0 .0050 4.0 4.0 .045 4.00 0 .0050 4.0 4.0 .045 4.00 0 .0050 4.0 4.0 .045 4.00 0 .0050 4.0 4.0 .045 4.00 0 .0045 4.0 4.0 .035 2.30 0 .0050 4.0 4.0 .045 4.00 0 .0050 4.0 4.0 .035 3.50 0 .0050 4.0 4.0 .035 3.50 0 .0050 .0 .0 .013 .10 0 .2 1.1 .4 1.4 .6 3.5 .0015 .0 .0 .013 .10 0 .2 1.4 .3 1.4 .4 1.6 .0020 .0 .0 .013 .10 0 .7 33.3 .9 37.9 81.2 50.5 .0042 .0 .0 .013 .10 0 1.6 .0 3.6 6.4 6.3 16.8 8.9 20.8 9.5 21.6 9.9 31.5 11.5 130.9 .0040 .0 .0 .013 .10 0 .2 .0 .4 1.1 .5 2.1 1.1 5.6 1.3 6.3 1.5 6.9 .0100 50.0 50.0 .045 5.00 0 .0060 75.0 1.5 .045 5.00 0 .0070 1.5 2.8 .045 5.00 0 .0070 50.0 50.0 .045 10.00 .0100 3.0 3.0 .045 5.00 0 .0100 25.0 100.0 .045 10.00 .0010 .0 .0 .001 10.00 0 .0010 .0 .0 .001 10.00 0 .0010 .0 .0 .001 10.00 0 .0010 .0 .0 .001 10.00 0 .0010 .0 .0 .001 10.00 0 .0010 .0 .0 .001 .10 0 1.7 2.1 2.7 3.1 3.6 4.2 7.4 7.9 8.8 8.4 9.8 8.6 .0010 .0 .0 .001 10.00 0 .0010 .0 .0 .001 .10 0 .9 1.0 1.2 1.1 .0010 .0 .0 .001 10.00 0 .0030 4.0 4.0 .035 5.00 0 .0030 4.0 4.0 .035 5.00 0 .0010 .0 .0 .001 10.00 0 .0010 .0 .0 .001 10.00 0 .0010 .0 .0 .001 .10 0 .5 8.0 1.0 10.0 1.6 12.0 .0080 .0 .0 .011 5.00 0 .0010 .0 .0 .001 10.00 0 .0010 .0 .0 .001 .10 0 .2 8.0 .5 10.0 .7 12.0 .0010 .0 .0 .001 .10 0 .7 3.0 1.1 4.0 1.9 5.0 �100-YEAR EVENT SEAR -BROWN GROUP/RBD (dkt) 30 SEP 97 FILE: 567006S1.DAT ANGEMENT OF SUBCATCRMENTS AND GUTTERS/PIPES ' GUTTER 2 TRIBUTARY GUTTER/PIPE 50 51 0 0 0 0 0 0 0 0 TRIBUTARY SUBAREA 0 0 0 0 0 0 0 0 0 D.A.(AC) 0 471.7 4 15 341 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 218.9 6 4 7 0 0 0 0 0 0 0 0 60 0 0 0 0 0 0 0 0 0 262.3 7 24 0 0 0 0 0 0 0 0 0 70 0 0 0 0 0 0 0 0 0 34.4 8 0 0 0 0 0 0 0 0 0 0 80 0 0 0 0 0 0 0 0 0 57.1 ' 9 0 0 0 0 0 0 0 0 0 0 90 0 0 0 0 0 0 0 0 0 13.1 10 0 0 0 0 0 0 0 0 0 0 100 0 0 0 0 0 0 0 0 0 13.2 11 340 0 0 0 0 0 0 0 0 0 110 320 0 0 0 0 0 0 0 0 11.7 12 0 0 0 0 0 0 0 0 0 0 120 0 0 0 0 0 0 0 0 0 17.8 13 0 0 0 0 0 0 0 0 0 0 130 0 0 0 0 0 0 0 0 0 24.7 ' 15 0 0 0 0 0 0 0 0 0 0 150 0 0 0 0 0 0 0 0 0 1.8 16 0 0 0 0 0 0 0 0 0 0 160 0 0 0 0 0 0 0 0 0 4.0 18 23 29 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 19 0 0 0 0 0 0 0 0 0 0 190 0 0 0 0 0 0 0 0 0 1.4 ' 20 0 0 0 0 0 0 0 0 0 0 200 0 0 0 0 0 0 0 0 0 31.3 21 33 0 0 0 0 0 0 0 0 0 210 0 0 0 0 0 0 0 0 0 13.1 22 12 16 220 25 42 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 43.8 23 230 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 24 0 0 0 0 0 0 0 0 0 0 240 0 0 0 0 0 0 0 0 0 .0 5.0 25 250 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1.6 26 260 41 36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 20.4 27 270 271 275 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.0 28 0 0 0 0 0 0 0 0 0 0 280 0 0 0 0 0 0 0 0 0 6.9 29 290 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 31 310 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 32 0 0 0 0 0 0 0 0 0 0 222 0 0 0 0 0 0 0 0 0 19.3 ' 33 35 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 330 225 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5.6 65.6 36 0 0 0 0 0 0 0 0 0 0 360 0 0 0 0 0 0 0 0 0 2.4 38 39 374 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 113.4 39 0 0 0 0 0 0 0 0 0 0 316 0 0 0 0 0 0 0 0 0 99.0 41 27 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.0 ' 42 26 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 20.4 43 22 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 43.8 44 21 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13.1 50 51 6 9 8 18 13 19 11 20 10 44 0 43 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 368.9 102.8 91 301 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 30.2 93 91 95 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 77.5 94 93 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 77.5 95 0 0 0 0 0 0 0 0 0 0 302 0 0 0 0 0 0 0 0 0 47.3 116 2 216 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 480.6 124 218 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 25.9 140 309 116 0 0 0 0 0 0 0 0 40 0 0 0 0 0 0 0 0 0 554.1 166 167 0 166 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 204 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 19.0 19.0 168 0 0 0 0 0 0 0 0 0 0 205 0 0 0 0 0 0 0 0 0 5.8 169 167 168 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 24.9 170 169 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 24.9 171 0 0 0 0 0 0 0 0 0 0 206 0 0 0 0 0 0 0 0 0 7.7 172 0 0 0 0 0 0 0 0 0 0 203 0 0 0 0 0 0 0 0 0 32.3 173 172 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 32.3 174 170 171 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 32.6 175 176 173 0 174 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 207 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 64.8 13.8 177 175 176 178 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 112.2 178 0 0 0 0 0 0 0 0 0 0 208 0 0 0 0 0 0 0 0 0 33.6 179 0 0 0 0 0 0 0 0 0 0 214 0 0 0 0 0 0 0 0 0 2.0 180 329 333 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 104.9 201 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 8.4 202 201 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 13.0 203 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 5.7 209 210 202 209 203 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 6 5 8 7 10 9 0 0 0 0 0 0 0 0 0 0 0 0 0 45.0 67.4 215 0 0 0 0 0 0 0 0 0 0 15 0 0 0 0 0 0 0 0 0 7.1 216 315 0 0 0 0 0 0 0 0 0 16 0 0 0 0 0 0 0 0 0 8.9 217 226 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 32.8 218 224 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 25.9 219 0 0 0 0 0 0 0 0 0 0 20 21 22 0 0 0 0 0 0 0 20.3 220 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 224 219 0 0 0 0 0 0 0 0 0 23 24 0 0 0 0 0 0 0 0 25.9 ' 226 124 0 0 0 0 0 C 230 0 0 0 0 0 0 C 250 0 0 0 0 0 0 0 260 0 0 0 0 0 0 0 270 0 0 0 0 0 0 0 271 0 0 0 0 0 0 0 272 0 0 0 0 0 0 0 275 272 28 31 0 0 0 0 290 0 0 0 0 0 0 0 301 0 0 0 0 0 0 0 303 0 0 0 0 0 0 0 309 210 0 0 0 0 0 0 ' 310 0 0 0 0 0 0 0 315 215 0 0 0 0 0 0 320 0 0 0 0 0 0 0 321 320 0 0 0 0 0 0 322 0 0 0 0 0 0 0 ' 323 322 0 0 0 0 0 0 324 321 323 179 0 0 0 0 325 331 0 0 0 0 0 0 326 325 0 0 0 0 0 0 ' 327 326 332 0 0 0 0 0 328 0 0 0 0 0 0 0 329 327 328 0 0 0 0 0 330 0 0 0 0 0 0 0 331 324 0 0 0 0 0 0 332 0 0 0 0 0 0 0 333 0 0 0 0 0 0 0 340 0 0 0 0 0 0 0 341 177 180 0 0 0 0 0 357 94 303 140 217 330 0 0 358 357 0 0 0 0 0 0 359 358 0 0 0 0 0 0 360 359 0 0 0 0 0 0 ' 361 360 370 0 0 0 0 0 362 361 371 0 0 0 0 0 363 362 372 0 0 0 0 0 364 363 373 0 0 0 0 0 365 0 0 0 0 0 0 0 366 364 365 0 0 0 0 0 367 366 0 0 0 0 0 0 368 367 0 0 0 0 0 0 37 0 0 0 0 0 0 0 3711 0 0 0 0 0 0 0 372 0 0 0 0 0 0 0 373 38 0 0 0 0 0 0 374 0 0 0 0 0 0 0 ONCONVERGENCE IN GUTTER DURING TIME STEP 26 AT ONCONVERGENCE IN GUTTER DURING TIME STEP 28 AT HE FOLLOWING CONVEYANCE ELEMENTS HAVE NUMERICAL STABILITY PROBLEMS THAT LEAD TO HYDRAULIC SCILLLATIONS DURING THE SIMULATION. 2 19 27 29 31 36 41 42 43 93 124 166 167 168 169 171 172 174 175 176 177 178 179 180 217 218 250 271 272 275 301 303 309 315 321 322 324 325 326 328 329 330 331 332 333 341 357 358 360 362 363 364 366 370 371 372 373 374 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 CONVEYANCE CONVEYANCE ELEMENT 271 ELEMENT 271 o`C 25 26 0 0 0 0 0 0 0 0 32.8 0 0 0 0 0 0 0 0 0 0 .0 250 0 0 0 0 0 0 0 0 0 1.6 0 0 0 0 0 0 0 0 0 0 .0 270 0 0 0 0 0 0 0 0 0 3.3 271 0 0 0 0 0 0 0 0 0 6.3 272 0 0 0 0 0 0 0 0 0 1.5 0 0 0 0 0 0 0 0 0 0 8.4 0 0 0 0 0 0 0 0 0 0 .0 301 0 0 0 0 0 0 0 0 0 30.2 303 0 0 0 0 0 0 0 0 0' 50.0 0 0 0 0 0 0 0 0 0 0 67.4 0 0 0 0 0 0 0 0 0 0 .0 0 0 0 0 0 0 0 0 0 0 7.1 201 0 0 0 0 0 0 0 0 0 14.8 209 0 0 0 0 0 0 0 0 0 38.1 202 0 0 0 0 0 0 0 0 0 21.5 0 0 0 0 0 0 0 0 0 0 21.5 165 0 0 0 0 0 0 0 0 0 72.0 211 0 0 0 0 0 0 0 0 0 83.6 0 0 0 0 0 0 0 0 0 0 83.6 216 0 0 0 0 0 0 0 0 0 91.9 212 0 0 0 0 0 0 0 0 0 4.2 0 0 0 0 0 0 0 0 0 0 96.1 30 0 0 0 0 0 0 0 0 0 11.7 215 0 0 0 0 0 0 0 0 0 72.7 219 0 0 0 0 0 0 0 0 0 7.3 213 0 0 0 0 0 0 0 0 0 8.8 0 0 0 0 0 0 0 0 0 0 .0 0 0 0 0 0 0 0 0 0 0 217.1 41 0 0 0 0 0 0 0 0 0 729.6 0 0 0 0 0 0 0 0 0 0 729.6 307 0 0 0 0 0 0 0 0 0 735.0 0 0 0 0 0 0 0 0 0 0 735.0 309 0 0 0 0 0 0 0 0 0 743.7 0 0 0 0 0 0 0 0 0 0 746.5 312 0 0 0 0 0 0 0 0 0 757.3 0 0 0 0 0 0 0 0 0 0 961.8 305 0 0 0 0 0 0 0 0 0 78.5 313 0 0 0 0 0 0 0 0 0 1041.2 217 218 0 0 0 0 0 0 0 0 1077.0 223 224 0 0 0 0 0 0 0 0 1113.8 308 0 0 0 0 0 0 0 0 0 7.0 311 0 0 0 0 0 0 0 0 0 2.8 306 0 0 0 0 0 0 0 0 0 8.7 314 0 0 0 0 0 0 0 0 0 204.5 315 0 0 0 0 0 0 0 0 0 14.4 cCLELLANDS BASIN REGIONAL SWMM MODEL --POND 180 CONCEPT STUDY 00-YEAR EVENT SEAR -BROWN GROUP/RBD (dkt) 30 SEP 97 FILE: 567006S1.DAT 1** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT 2 (CFS) 220.3 (FT) .1 (AC -FT) 31.5 (HR/MIN) 2 20. 4 113.9 2.9 1 20. 6 164.E 3.5 0 55. 7 111.3 .9 0 40. 8 142.7 3.3. 0 40. 9 9.2 .5 0 45. 10 35.9 .7 0 40. 1 a3 [1 1 I J 11 1 rl u [1 I I 11 12.0 .4 1 25. 12 82.5 .9 0 40. 13 39.3 .7 0 45. 15 5.8 .4 0 45. 16 12.4 .3 0 40. 18 9.6 .4 0 50. 19 9.6 .2 0 35. 20 99.3 2.6 0 45. 21 68.4 .9 0 40. 22 147.2 2.9 0 50. 23 6.8 .4 0 45. 24 27.5 .6 0 40. 25 .3 .2 1 50. 26 86.9 4.3 1 0. 27 76.4 .1 2.3 0 55. 28 9.8 .4 1 5. 29 2.9 1.0 0 35. 31 58.5 2.5 0 40. 32 4.6 .4 1 55. 33 33.4 .6 0 40. 35 37.9 .7 1 0. 36 25.5 1.5 0 35. 38 72.7 2.4 1 5. 39 66.7 2.3 1 0. 41 77.6 3.1 0 55. 42. 86.9 2.5 1 0. 43 147.0 .1 .0 0 50. 44 59.3 1.4 0 45. 50 354.4 2.4 0 45. 51 317.4 2.3 0 50. 91 15.0 1.3 1 30. 93 35.1 .1 5.6 1 30. 94 34.4 2.2 1 35. 95 206.6 (DIRECT FLOW) 0 35. 102 524.4 (DIRECT FLOW) 1 25. 116 221.5 2.9 2 25. 124 15.9 1.0 1 10. 140 230.7 3.0 2 25. 166 24.7 .1 2.1 1 0. 167 24.7 1.7 1 0. 168 1.8 .1 .8 1 35. 169 26.4 1.9 1 10. 170 26.4 1.7 1 10. 171 4.0 .1 1.1 1 20. 172 5.0 .1 5.9 2 15. 173 5.0 .9 2 25. 174 30.4 1.4 1 10. 175 34.6 1.6 1 30. 176 2.7 .1 2.1 1 55. 177 57.1 2.1 1 20. 178 19.9 .1 4.8 1 20. 179 20.6 1.7 0 35. 180 56.5 .1 2.8 1 5. 201 47.7 (DIRECT FLOW) 0 357 202 88.6 (DIRECT FLOW) 0 35. 203 35.0 (DIRECT FLOW) 0 35. 209 285.2 (DIRECT FLOW) 0 35. 210 439.5 (DIRECT FLOW) 0 35. 215 28.5 (DIRECT FLOW) 0 35. 216 5.9 (DIRECT FLOW) 0 35. 217 15.0 .1 1.4 2 5. 218 15.9 .1 3.4 1 10. 219 140.4 (DIRECT FLOW) 0 35. 220 12.4 (DIRECT FLOW) 0 20. 224 181.7 (DIRECT FLOW) 0 35. 226 65.0 (DIRECT FLOW) 0 35. 230 8.0 (DIRECT FLOW) 0 20. 250 .3 .1 .3 1 45. 260 11.7 (DIRECT FLOW) 0 15. 27D 23.8 (DIRECT FLOW) 0 35. 271 43.9 2.6 0 35. 272 .8 .1 .2 1 0. 275 65.6 2.2 1 10: 290 3.5 (DIRECT FLOW) 0 15. 301 15.1 .1 3.2 1 20. 303 24.8 .1 6.3 1 20. 309 9.1 .1 11.0 2 0. 310 58.3 (DIRECT FLOW) 0 40. I ' 315 1.1 .1 .9 2 0. 320 22.0 1.0 0 40. 321 7.0 .1 3.4 2 30. 322 11.1 .1 2.2 1 25. 323 11.1 .4 1 30. 324 62.7 1.7 0 35. 325 120.5 2.4 0 35. 326 117.4 2.6 0 35. ' 327 120.3 2.4 0 40. 328 14.6 1.1 0 35. 329 130.5 2.4 0 40. 330 5.0 .1 1.8 1 15. 331 70.4 1.8 0 35. 332 3.6 1.0 .4 1 30. 333 9.2 1.0 0 50. 340 2.1 (DIRECT FLOW) 0 15. 341 112.0 2.9 1 15.E t �+✓ 357 303.0 2.9 1 45. 358 303.2 3.6 1 50. c 359 303.3 2.9 1 50. 360 303.3 3.6 1 55. ' 361 307.1 2.9 1 55. 362 308.6 3.0 1 55. 363 310.6 3.0 1 55. 364 410.4 3.4 1 25. 365 47.8 2.1 0 55. 366 449.0 3.6 1 20. 367 468.4 5.2 1 25. 368 488.7 4.4 1 25. 370 3.9 .1 .8 1 10. 371 1.4 .1 .3 1 15. 372 16.3 .1 .3 0 45. 373 131.1 .1 11.5 1 15. 374 7.2 .1 1.7 1 25, UjPROGRAM PROGRAM CALLED I r r I I I I ' SWMM input file 504021NW.DAT: ,z<- October 8, 1997 z 1 1 2 z 4 2SHED 0 McCLELLANDS BASIN REGIONAL SWMM MODEL --POND 180 CONCEPT STUDY �O-YEAR EVENT SEAR -BROWN GROUP/RBD (dkt) 30 SEP 97 FILE: 567006S1.DAT 50 0 0 5.0 1 1.0 1 25 5 0.60 0.96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 1.56 1.20 0.84 0.60 0.48 0.36 0.36 0.24 0.24 0.24 0.24 24 0.24 0.12 0.12 0.00 -2 .016 .250 0.1 0.5 0.5 0.5 .0018 1 80 8 313057.12 40 .01 1 60 6 1150 8.95 40 .01 1 1 70 7 135029.38 40 .01 1 130 13 67524.66 40 .01 1 100 10 85013.19 40 .01 1 150 15 50 1.84 80 .02 '1 110 11 34 9,58 84 .02 1 320 11 305 2.14 10 .01 1 120 12 50017.79 80 .02 1 90 9 40013.12 10 .01 1 190 19 250 1.38 80 .01 1 200 20 70031.34 80 .01 1 210 21 500 7.51 80 .01 1 240 24 300 5.00 80 .01 1 280 28 50 6.90 80 .02 1 330 33 700 5.63 80 .01 1 160 16 3500 4.02 84 .02 1 250 250 500 1.60 80 .01 OAKRIDGE BLOCK ONE 1 270 270 625 3.30 60 .01 '1 271 271 2017 6.30 55 .01 1 272 272 817 1.50 31 .09 1 360 36 3223 2.37 87 .02 * ----------------------------------------------------------------------- 'LL FOLLOWING BASINS FROM MIRAMONT MASTER PLAN, RBD, INC. 1 201 320 31514.75 25.0183 1 202 322 70021.50 50.0165 1 203 172 100032.25 80.0100 1 204 166 90019.00 80.0100 1 205 168 650 5.85 47.0105 1 206 171 650 7.70 70.0080 1 207 176 100013.80 57.0235 1 208 178 95033.60 70.0170 1 209 321 43523.40 40.0085 1 165 324 40010.30 40.0100 UNDEVELOPED BASIN 211 1 211 325 100010.90 5.0.0200 * DEVELOPED BASIN 211 (THE HAMLET) 1 211 325 100010.90 64.0200 UNDEVELOPED BASIN 212 (ACCOUNTING FOR CONSTRUCTED PORTION OF BOARDWALK) 1 212 328 400 4.20 20.0380 * FUTURE BASIN 212 (R10PEL) 1 212 328 400 4.20 80.0380 UNDEVELOPED BASIN 213 1 213 333 600 8.78 5.0.0092 * FUTURE BASIN 213 * 1 213 333 1780 8:78 71.4.0092 MIRAMONT NEIGHBORHOOD PARK 1 219 332 1010 7.34 11.4.0050 1 215 331 500 0.70 90.0270 1 216 327 1400 0.96 90.0060 ---------------------------------------------------------------------- * ALL FOLLOWING BASINS FROM STETSON CREEK MASTER PLAN, RBD, INC. * SUBBASIN 301 MODIFIED FOR DEVELOPED CONDITION 1 301 301 438530.20 45.0077 .430 0.6 1 302 95 350047.30 45 .01 .390 0.6 '16BASIN 303 MODIFIED FOR DEVELOPED CONDITION, REDUCED BY L&A WILLOW SPRINGS 1 303 303 7260 50.0 45.0113 1 305 365 198878.50 3.9.0110 .25 1 306 372 1729 8.73 31.2.0200 .95 1 307 359 960 5.42 17.0.1262 .95 1 308 370 1335 7.03 40.0.0200 .60 ' 1 309 361 507 1.63 4.0.1262 .99 a�lc Ar\wL Flows 6t McCLELLANDS BASIN REGIONAL SWMM MODEL --POND 180 CONCEPT STUDY 100-YEAR EVENT SEAR -BROWN GROUP/RBD (dkt) 30 SEP 97 FILE: 567006S1.DAT *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT 2 (CFS) 220.2 (FT) .1 (AC -FT) 31.4 (HR/MIN) 2 20. 4 113.3 2.8 1 20. 6 163.6 3.5 0 55. 7 111.3 .9 0 40. 8 142.7 3.3 0 40. 9 9.2 .5 0 45. 10 35.9 .7 0 40. 11 12 12. 82.5 .4 .9 1 . 40 0 40. 13 39.3 .7 0 45. 15 5.8 .4 0 45. 16 12.4 .3 0 40. 18 9.6 .4 0 50. 19 9.6 .2 0 35. 20 99.3 2.6 0 45. 21 68.4 .9 0 40. 22 23 147.2 6.8 2.9 .4 0 50. 0 45. 24 27.5 .6 0 40. 25 .3 .2 1 50. 26 86.9 4.3 1 0. 27 76.4 .1 2.3 0 55. 28 9.8 .4 1 5. 29 2.9 1.0 0 35. 31 58.5 2.5 0 40. 32 33 . 33.4 .4 .6 1 . 0 40. 40 35 37.9 .7 1 0. 36 25.5 1.5 0 35. 38 72.7 2.4 1 5. 39 66.7 2.3 1 0. 41 77.6 3.1 0 55. 42 86.9 2.5 1 0. 43 147.0 .1 .0 0 50. 44 50 59.3 353.8 1.4 2.4 0 45. 0 45. 51 317.4 2.3 0 50. 91 15.0 1.3 1 30. 93 35.1 .1 5.6 1 30. 94 34.4 2.2 1 35. 95 206.6 (DIRECT FLOW) 0 35. 102 524.3 (DIRECT FLOW) 1 25. 116 221.4 2.9 2 25. 1. 140 40 23030.6 1.0 3.0 1 . 2 25. 25 166 24.7 .1 2.1 1 0. 167 24.7 1.7 1 0. 168 1.8 .1 .8 1 35. 169 26.4 1.9 1 10. ' 170 26.4 1.7 1 10. 171 4.0 .1 1.1 1 20. 172 5.0 .1 5.9 2 15. 173 5.0 .9 2 25. 174 30.4 1.4 1 10. 175 34.6 1.6 1 30. 176 2.7 .1 2.1 1 55. 177 57.1 2.1 1 20. 178 19.9 .1 4.8 1 20. 179 80 16.8 55.8 1.6 .1 2.8 0 35. 1 5 . n /1 � L �r� r ov..S - 201 47.7 (DIRECT FLOW) 0 35. 202 88.6 (DIRECT FLOW) 0 35. 203 35.0 (DIRECT FLOW) 0 35. 209 285.2 (DIRECT FLOW) 0 35. 210 439.5 (DIRECT FLOW) 0 35. 215 216 28.5 5.9 (DIRECT (DIRECT FLOW) FLOW) 0 35. 0 35. 217 15.0 .1 1.4 2 5. 218 15.9 .1 3.4 1 10. 219 140.4 (DIRECT FLOW) 0 35. is tw � 3W> r r F� L I C 0 I I I I I 220 12.4 (DIRECT FLOW) 0 20. 224 181.7 (DIRECT FLOW) 0 35. 226 65.0 (DIRECT FLOW) 0 35. 230 8.0 (DIRECT FLOW) 0 20. 250 .3 .1 .3 1 45. 260 11.7 (DIRECT FLOW) 0 15. 270 23.8 (DIRECT FLOW) 0 35. 271 43.9 2.6 0 35. 272 .8 .1 .2 1 0. 275 65.6 2.2 1 10. 290 3.5 (DIRECT FLOW) 0 15. 301 15.1 .1 3.2 1 20. 303 24.8 .1 6.3 1 20. 309 9.1 .1 11.0 2 0. 310 58.3 (DIRECT FLOW) 0 40. 315 1.1 .1 .9 2 0. 320 22.0 1.0 0 40. 321 7.0 .1 3.4 2 30. 322 11.1 .1 2.2 1 25. 323 11.1 .4 1 30. 324 58.9 1.7 0 35. 325 117.0 2.4 0 35. 326 114.0 2.5 0 35. 327 117.1 2.4 0 40. 328 14.6 1.1 0 35. 329 127.2 2.4 0 40. 330 5.0 .1 1.8 1 15. 331 66.6 1.7 0 35. 332 3.6 1.0 .4 1 30. 333 9.2 1.0 0 50. 340 2.1 (DIRECT FLOW) 0 15. 341 111.3 2.9 1 15.4 357 302.9 2.9 1 45. 358 303.1 3.6 1 50. 359 303.2 2.9 1 50. 360 303.2 3.6 1 55. 361 307.0 2.9 1 55. 362 308.4 3.0 1 55. 363 310.5 3.0 1 55. 364 410.3 3.4 1 25. 365 47.8 2.1 0 55. 366 448.9 3.6 1 20. 367 468.3 5.2 1 25. 368 488.6 4.4 1 25. 370 3.9 .1 .8 1 10. 371 1.4 .1 .3 1 15. 372 16.3 .1 .3 0 45. 373 131.1 .1 11.5 1 15. 374 7.2 .1 1.7 1 25. ENDPROGRAM PROGRAM CALLED I 1l I 1 11 OFF -SITE FLOWS SUPPLEMENT I L� 11 I 1 I I r I - itIRAD j @i\,, '2 90k� FINAL DRAINAGE AND EROSION CONTROL REPORT FOR BANK ONE AT HARMONY MARKET Mms ASSOCIATES 3665 John F. Kennedy Parkway Building 2, Suite 300 P.O. Box 270460 Fort Collins, CO 80527 (303) 223-5556, FAX (303) 223-5578 AVMS ASSOCIATES I 30 1. INTRODUCTION ' This report summarizes the storm drainage investigations performed for the proposed Bank One development at Harmony Market in Fort Collins, Colorado. A hydrologic analysis of the proposed development was completed to determine the magnitude and location of storm runoff, effects on Boardwalk Drive, and to develop a detention pond. This study and drainage plan, was prepared to meet City of Fort Collins Storm Drainage Design Criteria for the development. ' The Bank One development is located at the southwest comer of Harmony Road and Boardwalk Drive and to the north of Miramont First Filing as shown in Figure 1. It consists of approximately 1.95 acres occupying the east half of Section 1, Township 6 North, Range 69 West, of the 6th Principal Meridian and lies within the McClellands/Mail Creek drainage basin. A site master drainage plan for the overall development of the Oak/Cottonwood Farm was prepared by RBD, Inc. to meet the City's submittal requirements for Overall Development Plans and is contained in an April 1994 report "Overall Drainage Study, Oak/Cottonwood Farm, Fort Collins, Colorado." Although this plan is not approved yet, it was used as a basis for the proposed drainage facilities of this development. 2. PREVIOUS STUDIES Previous drainage studies of the area include (1) "Overall Drainage Study, Oak/Cottonwood Farm,. Fort Collins, Colorado" by RBD, Inc. (RBD), April 20, 1994; (2) "Final Drainage and Erosion Control Study For The Upper Meadow At Miramont First Fling, Fort Collins, Colorado" by RBD, November 10, 1992; and (3) "Final Drainage and Erosion Control Study for The Upper Meadow at Miramont Second Fling, Fort Collins, Colorado" by RBD. These ■ were reviewed to assist with the preparation of this report. 3. EXISTING DRAINAGE CONDITIONS The Bank One site lies along the east border of the Front Range Baptist Church property and immediately to the west of Boardwalk Drive. It is in the north east comer of a 22.9 acre off -site basin in the Oak/Cottonwood Farm Overall Drainage Study (RBD). The basin is currently at historic conditions covered with native grasses. Runoff sheet flows south across the Bank One property onto adjacent property owned by GT Land. ■ Existing runoff calculations were performed to determine the 10- and 100-year runoffs for the site using the rational method. Concentration point 1 (Figure 2) represents the area near the northern boundary of the project from which runoff flows directly into the drainage ditch along Harmony Drive. The area of this basin is 0.27 acres with 2-year storm runoff of 0.17 cfs, 10-year storm runoff of 0.29 cfs, and 100-year runoff of 0.60 cfs. Concentration point 2 is the off-sdrainage from the adjacent church property to the east This area had 1.60 acres and the 2 , 10-, and 100-year runoff is 1.57, 2.76, and 5.90 cfs, respectively. 4 Concentration point 3 represents the remainder of the project site, including the off-site5�^J drainage from Basin B. The area of the basin is 3.44 acres and the runoff is 1.23, 2.19, and Q` �`a-:i � 4.53 cfs, respectively, for the 2-, 10-, and 100-year events. Drainage from the west half of 1� Boardwalk Drive is shown at concentration point 4. The 2- and 100-year runoff from Boardwalk Drive is 0.90 and 3.42 cfs, respectively. �l 1 Ayres Associates R ' II II II II � II c II•......... ' 11 9.0 N s I I • �i" •.Y U v Ua0 1------- :� ¢ o JlIt m' 0a: I o0 r .if :1 I 9 Z Z o o a Q Z 0 U ¢ < O Z ? Z v Z Q O m m U m o I I f m m n W J�a v K Ayres Associates LL. s/ 3, o� i t- I I r orm 7Z V I Q q 3-Z uo y I ' 1 wGC1c-� Z O L / o u 1 o � t- � Q Q J IL N o oc a o o*�atr —� �-'w ooQM � k' o 72 �r LU oQ it O Lu 4 $X � it 0CYwrn c 1� 00 c Q^� X u; a U U h N N V M M II It C cc m d N >1>. O O O O v v a� W cc U U 1 as(D^N N N W Q Q 0 o LLI T T O O v LLJ <NOO to d O J L L I L an.W 0 0 LL Q U. I L W O 6 0 o O F- Z M Z o.a wa ZZ ZwZ W L X cc Q U wZ2 Ucc u �U Jam, �0 0 O ca mco O v oc g W Q- cn W ,V U tO H � C U U ` O U et7 Cc !6' U C) m C, O W N N OONc� .�C O G7 E E L O cu �p o � m a�i>°' E aci — •''' N 0 �m>F-O h W i D J O 0 z (J a z O f.. 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Uj LLI N ,17 Swale A Worksheet for Trapezoidal Channel 1M Worksheet Flow Element Miramont Office Park Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data Mammngs Coefficient 0.060 Channel Slope 0.013000 ft/ft Left Side Slope 11.300000 H : V Right Side Slope 7.500000 H : V Bottom Width 2.00 ft Discharge 9.30 cfs A----Q,c= Results Depth 0.71 ft ' Flow Area 6.10 ftz Wetted Perimeter 15.35 ft Top Width Critical Depth 15.27 ft 0.48 ft Critical Slope 0.080532 ft/ft Velocity 1.53 ft/s Velocity Head 0.04 ft Specific Energy 0.74 ft Froude Number 0.43 Flow is subcritical. 12/23/97 The Sear -Brown Group FlowMaster v5.15 09:14:43 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 1 3s Swale A Worksheet for Trapezoidal Channel Protect Description Project File h:\user\hafermaMprojects\miramontlmiramont.fm2 Worksheet Flow Element Miramont Office Park Trapezoidal Channel Method Manning's Formula Solve For Channel Depth 1 Input Data Mannings Coefficient 0.060 Channel Slope 0.013000 ft/ft Left Side Slope 11.300000 H : V Right Side Slope 7.500000 H : V (- Bottom Width 2.00 ft Discharge 12.37 cfs 4-- a>c Q.eo Results Depth 0.80 ft Flow Area 7.54 ftz Wetted Perimeter 17.05 ft Top Width Critical Depth 16.96 ft 0.54 ft Critical Slope 0.077468 ft/ft Velocity 1.64 ft/s Velocity Head 0.04 ft Specific Energy 0.84 ft Froude Number 0.43 Flow is subcritical. I I 12/23/97 The Sear -Brown Group FlowMaster v5.15 09:14:58 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 I LJ I I 1 I r I I I I I MIRAMONT SELF STORAGE ENTRANCE FLOWS I 31 Worksheet Flow Element Method Solve For Self Storage Entrance Cross Section for Irregular Channel Self Storage Entrance Irregular Channel Manning's Formula Water Elevation Section Data Wtd. Mannings Coefficient 0.014 Channel Slope 0.007800 ft/ft Water Surface Elevation 97.71 ft Discharge 12.50 cfs 98.6 98.4 98.2 0 98.Q 00 a) w I 97.8 97.6 97.4 I 1 1 1 1 I I 1 I I I I I I I I I I I I I 1 I I I 1 I I I t I I I I I I I 1 I I 1 1 1 1 1 1 I I I 1 I I 1 I I I 1 I I I I I I I I I I I I I 1 I I I I I i I I 1 I I I I I I 1 1 I I I 1 1 I I I I I I 1 I I I I I I I 1 I I I I I I I 1 I I I I I 1 1 I 1- Xj I I I I I 1 I I I 1 I 1 I I I 1 1 I 1 I I 101 I I I I (fl '✓ 1 I I I -----'-P_-----'------'-- �r I I I I 1 Ilpyr_ I I I I I I 1 1 I I I I I I I I I I 1 1 I I I I -----'------'------' ---'------' -----' -----' � ----- ------' I -----'------' I I I I I I 1 1 I I I I I 1 1 I I I I I I I I I I I I I I 1 I I I I I I 1 I I I I 1 1 I I I I I I I I I 1 I I I I I I 1 I I I I I 1 I I I I -----'------'------'- ''----- I I I I 1 1 -----'----- ----- ----- ------ I I 1 I I I ------ I ------ I ------ I I I 1 1 I I I I I I I I I 1 I 1 I 1 I I I 1 I I I 1 I I 1 1 1 I I I 1 I I I 1 I I I I I 1 1 I I 1 1 1 I 1 1 I I i I I I 1 I I I 1 I I I I 1 I 1 I 1 I I I I I 1 I 1 1 1 I I I 97.21 0.0 5.0 10.0 15.0 20.0 - '----- ' -- - -- - - - -- ' - - - -- ' -- - -- '------'------' I i I 1 I I 1 I I 1 1 1 1 I I I I 1 I I 1 I I I I 1 i 1 1 I I I I 1 1 1 I I 1 I I I I 1 I I I I ----=-----=------------- ------------ I I I I I 1 I I 1 I I I I t I 1 1 1 I I I 1 I I I I I 1 I 1 I 1 I I I I 1 I I 1 1 I I I I I I I 25.0 30.0 35.0 40.0 45.0 50.0 55.0 60.0 Station (ft) 11/18/97. FlowMaster v5.15 11:22:55 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 3V Self Storage Entrance Worksheet for Irregular Channel Worksheet Self Storage Entrance Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.007800 ft/ft Elevation range: 97.33 ft to 98.79 ft. Station (ft) Elevation (ft) Start Station End Station Roughness 0.00 98.00 0.00 24.00 0.016 21.00 97.80 24.00 30.00 0.013 24.00 97.41 30.00 59.00 0.016 27.00 97.33 30.00 97.41 45.00 98.00 59.00 Discharge 98.79 12.50 cfs 4 q 3 (C'y'"M4 + S. z. C aa,,�n Co) Results Wtd. Mannings Coefficient 0.014 Water Surface Elevation 97.71 ft Flow Area 3.54 ftz Wetted Perimeter 15.98 ft Top Width 15.95 ft Height 0.38 ft '�. Critical Depth 97.76 ft Critical Slope 0.004412 ft/ft Velocity 3.53 ft/s Velocity Head 0.19 ft Specific Energy 97.90 ft Froude Number 1.32 Flow is supercritical. I I 11/18/97 FlowMaster v5.15 11:22:44 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 w U) Oz -i -i I.- RX 0 450 z W L) 0 LLI ww ix zm 2 cn —0 0 cngV) = CO cr Z w N WgF w 0 ZOO �- + �- Li L) XZLU Z co z co ou MW z 0 z -i 7j I 0 LL 0 uiyr 0 LU (n ui Cl) L Z za o cur, 0 Z F3 z Z ol —Z z , 0 x 0 V* f) LJ -� I -i Za: W 0 J En 0 z a: < z 0 00 UJ LU Z LU w z LU > Z- soy4c -j -im a 0 00 a: z z z of- 2 Co. -j z ZI.- rj) -0i 'w w CL ,<L 42 x 0 ca w co w U) w L 0 z 0 co z w LU z .9 R CC 7j cr) w z J z > o z po 0 LL w LU z cn LU LU cr w LLI 09 z LL cs rm _j LL. Z 0 ui C/) 0 z 0 Z z o D-17 u 11 STREET CAPACITY FOR UNDETAINED FLOWS I I -4.1 U U i U e F I J, TRANSMITTAL LETTER ENGINEERING CONSULTANTS 209 South Meldrum Fort Collins, CO 80521 303/482-5922 FAX 303/482-6368 TO: Basil Hamdan utility Services Stormwater City of Fort Collins 235 Mathews Fort Collins, Colorado 80522 DATE: August 26, 1994 PROJECT: Oak/Cottonwood Farm PROJECT NO: 504-001 We are transmitting herewith: Copies of calculations revising Basin 202 of the Master Plan For your review. A new agreement will need to be drawn up if this meets approval by all parties. I don't think it is our place to initiate new negotiations for a new agreement, but we will be happy to provide input. Please call if you have any questions. I will be gone Monday and Tuesday, Kevin is up on this issue, though. Thanks, I've also sent a copy of this to Vic Received By: Date: Copies To: Very Truly Yours, RBD, INC. Roger Curtiss P.E. No Text ' CLIENT ��_r �n�T-� JOB NO. z-k=-Q'���� ■��INC PROJECT ^ /�1[STiT� 1� �_/Q'�D CALCULATIONS FOR Pr17 _ T Engineering Consultants MADE BY1W, iDATE CHECKED BY DATE SHEET Js_OF No Text I 4s ._.zutations for Curb Capacities and Velocities a)or and Minor Storms r City of Fort Collins Storm Drainage Design Criteria COLLECTOR w/ 6" Vertical curb and gutter Prepared by: RBD, Inc. is for one side of the road only February 28, 1992 is based on theoretical capacities . Area = 3.55 sq.ft. Area = 28.96 sq.ft. Minor Storm • Major Storm Slope Red. . Minor . 0 V . Major . 0 V �(X) :Factor : X . (cfs) (fps) . X . (cfs) (fps) 0.40 : 0.50 : 135.32 : 4.28 2.41 . 1129.59 35.72 : 2.47 : 0.50 : 0.65 : 135.32 : 6.22 2.70 : 1129.59 51.92 : 2.76 : 0.60 : 0.80 : 135.32 : 8.39 : 2.95 : 1129.59 70.00 3.02 : 0.70 : 0.80 : 135.32 : 9.06 : 3.19 : 1129.59 75.61 3.26 : 0.80 : 0.80 : 135.32 : 9.68 : 3.41 : 1129.59 : 80.83 : 3.49 : '0.90 : 0.80 : 135.32 : 10.27 : 3.62 : 1129.59 : 85.73 : 3.70 : 1.00 : 0.80 : 135.32 : 10.83 : 3.81 : 1129.59 : 90.37 : 3.90 : 1.25 : 0.80 : 135.32 : 12.10 : 4.26 : 1129.59 : 101.03 : 4.36 : 1.50 0.80 : 135.32 : 13.26 : 4.67 : 1129.59 : 110.68 : 4.78 : '1.75 0.80 : 135.32 : 14.32 : 5.04 : 1129.59 : 119.54 : 5.16 : 2.00 0.80 : 135.32 : 15.31 : 5.39 : 1129.59 : 127.80 : 5.52 : 2.25 0.78 : 135.32 : 15.83 : 5.72 : 1129.59 : 132.16 : 5.85 : '50 0.76 : 135.32 : 16.26 : 6.03 : 1129.59 : 135.74 : 6.17 : 2.75 0.74 : 135.32 : 16.61 : 6.32 : 1129.59 : 138.62 : 6.47 : 3.00 : 0.72 : 135.32 : 16.88 : 6.60 : 1129.59 : 140.87 : 6.76 : '3.25 : 0.69 : 135.32 16.83 : 6.87 : 1129,59 : 140.51 : 7.03 : 3.50 : 0.66 : 135.32 : 16.71 : 7.13 : 1129.59 : 139.48 : 7.30 : 3.75 : 0.63 : 135.32 : 16.51 : 7.38 : 1129.59 : 137.81 : 7.55 : 4.00 : 0.60 : 135.32 : 16.24 : 7.62 : 1129.59 : 135.55 : 7.80 : '4.25 : 0.58 : 135.32 : 16.18 : 7.86 : 1129.59 : 135.07 : 8.04 : 4.50 : 0.54 : 135.32 : 15.50 : 8.09 : 1129.59 : 129.40 : 8.27 : 4.75 : 0.52 : 135.32 : 15.34 : 8.31 : 1129.59 : 128.02 : 8.50 : '5.00 : 0.49 : 135.32 : 14.83 : 8.52 : 1129.59 : 123.77 : 8.72 : 5.25 : 0.46 : 135.32 : 14.26 : 8.73 : 1129.59 : 119.06 : 8.94 : 5.50 : 0.44 : 135.32 : 13.96 : 8.94 : 1129.59 : 116.56 : 9.15 : 5.75 : 0.42 : 135.32 : 13.63 : 9.14 : 1129.59 : 113.76 : 9.35 : 6.00 : 0.40 : 135.32 : 13.26 : 9.34 : 1129.59 : 110.68 : 9.55 : �I 1 44 I I JA I I I I I I 11 I I I I Engineering Consultants CLIENT nJT-*4 QP PQZ7r (5-n4 I 1kic, JOB NO. PROJECT —CALCULATIONS FOR (-Al YrTRIP- ;7;!mot _k1 MADE BYJIL-DATE Z-')Z CHECKEDBY—DATE —SHEET 2' OF 77: 77 -4- . FEE ...... LJZ�tuu U. Q _N N' 14. 4 7"17 -71T. 1 jj q7 [1 7 DETENTION POND CALCULATIONS 1 I I I --------------------------------------------- DETENTION POND SIZING BY FAA METHOD Developed by Civil Eng. Dept., U. of Colorado Supported by Denver Metro Cities/Counties Pool Fund Study Denver Urban Drainage and Flood Control District, Colorado USER=Kevin Gingery__, ' .... EXECUTED ON 07-21-1997 AT TIME 16:35:46 ...... PROJECT TITLE: Mirawnt Pond -Actual Basins DRAINAGE BASIN DESCRIPTION BASIN ID NUMBER = 1.00 ' BASIN AREA (acre)= 3.60 RUNOFF COEF 0.98 ***** DESIGN RAINFALL STATISTICS . DESIGN RETURN PERIOD (YEARS) = 100.00 INTENSITY(IN/HR)-DURATION(MIN) TABLE IS GIVEN DURATION 5 10 20 30 40 50 60 80 100 120 150 180 ' INTENSITY 9.0 7.3 5.2 4.2 3.5 3.0 2.6 2.1 1.7 1.5 1.2 1.0 ***** POND OUTFLOW CHARACTERISTICS: MAXIMUM ALLOWABLE RELEASE RATE = 1.8 CFS OUTFLOW ADJUSTMENT FACTOR = .97 AVERAGE RELEASE RATE = 1.746 CFS AVERAGE RELEASE RATE = MAXIMUM RELEASE RATE * ADJUSTMENT FACTOR. ***** COMPUTATION OF POND SIZE ------------------------------------------------------ RAINFALL RAINFALL INFLOW OUTFLOW REQUIRED DURATION INTENSITY VOLUME VOLUME STORAGE MINUTE INCH/HR ACRE -FT ACRE -FT - ------- ACRE -FT -------- ------- ' 0.00 0.00 0.00 0.00 ------- .. 0.00 5.00 9.00 0.22 0.01 0.21 ' 10.00 7.30 0.36 0.02 0.33 15.00 6.25 0.46 0.04 0.42 20.00 5.20 0.51 0.05 0.46 25.00 4.70 0.58 0.06 0.52 30.00 4.20 0.62 0.07 0.55 35.00 3.85 0.66 0.08 0.58 40.00 3.50 0.69 0.10 0.59 45.00 3.25 0.72 0.11 0.61 50.00 3.00 0.74 0.12 0.61 55.00 2.80 0.75 0.13 0.62 60.00 2.60 0.76 0.14 0.62 65.00 2.47 0.79 0.16 0.63 70.00 2.35 0.81 0.17 0.64 75.00 2.22 0.82 0.18 0.64 ' 80.00 2.10 0.82 0.19 0.63 85.00 2.00 0.83 0.20 0.63 90.00 1.90 0.84 0.22 0.62 95.00 1.80 0.84 0.23 0.61 100.00 1.70 0.83 0.24 0.59 THE REQUIRED POND SIZE = .6377029 ACRE r -FT THE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 70 MINUTES Ul I 4 DETENTION POND SIZING BY FAA METHOD Developed by Civil Eng. Dept., U. of Colorado ' Supported by Denver Metro Cities/Counties Pool Fund Study Denver Urban Drainage and Flood Control District, Colorado ------------------------ USER=Kevin Gingery........................................................... ' EXECUTED ON 11-10-1997 AT TIME 16:59:01 PROJECT TITLE: Miramont Office Park DRAINAGE BASIN DESCRIPTION BASINID NUMBER = 1.00 BASIN AREA (acre)= 3.60 ' RUNOFF COEF = 0.98 ***** DESIGN RAINFALL STATISTICS DESIGN RETURN PERIOD (YEARS) = 10.00 INTENSITY(IN/HR)-DURATION(MIN) TABLE IS GIVEN DURATION 5 10 20 30 40 50 60 80 100 120 150 180 INTENSITY 5.6 4.4 3.3 2.6 2.2 1.9 1.6 1.3 1.1 0.9 0.8 0.6 ***** POND OUTFLOW CHARACTERISTICS: MAXIMUM ALLOWABLE RELEASE RATE _ .482 CFS OUTFLOW ADJUSTMENT FACTOR = 1 AVERAGE RELEASE RATE _ .482 CFS AVERAGE RELEASE RATE = MAXIMUM RELEASE RATE * ADJUSTMENT FACTOR. ***** COMPUTATION OF ----------------------------------------------------- POND SIZE RAINFALL RAINFALL INFLOW OUTFLOW REQUIRED DURATION INTENSITY VOLUME VOLUME STORAGE ' MINUTE INCH/HR ------------------------------------------- ACRE -FT ACRE -FT ACRE -FT 0.00 0.00 0.00 0.00 0.00 5.00 5.60 0.14 0.00 0.13 10.00 4.40 0.22 0.01 0.21 15.00 3.85 0.28 0.01 0.27 20.00 3.30 0.32 0.01 0.31 25.00 2.95 0.36 0.02 0.34 30.00 2.60 0.38 0.02 0.36 35.00 2.40 0.41 0.02 0.39 40.00 2.20 0.43 0.03 0.40 45.00 2.05 0.45 0.03 0.42 50.00 1.90 0.47 0.03 0.43 55.00 1.75 0.47 0.04 0.44 60.00 1.60 0.47 0.04 0.43 65.00 1.52 0.49 0.04 0.44 70.00 1.45 0.50 0.05 0.45 75.00 1.38 0.51 0.05 0.46 80.00 1.30 0.51 0.05 0.46 85.00 1.25 0.52 0.06 0.46 90.00 1.20 0.53 0.06 0.47 95.00 1.15 0.54 0.06 0.47 100.00 1.10 0.54 0.07 0.47 105.00 1.05 0.54 0.07 0.47 110.00 1.00 0.54 0.07 0.47 115.00 0.95 0.54 0.08 0.46 120.00 0.90 0.53 0.08 0.45 125.00 0.88 0.54 0.08 0.46 130.00 0.87 0.55 0.09 0.47 THE REQUIRED POND SIZE _ .4726088 ACRE -FT e THE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 100 MINUTEPS ' The Sear -Brown Group Miramont Office Park 504-021 Detention Pond Area-Capacily Rating Curve Cumulative Elev Area Area Storage (ft) (ft2) (ac) (ac-ft) - ---__ —_ __—_—_-- -------___- --------- -- V = d/3" (A+(AB)A.5+B) 4997.0 0 4998.0 10,938 0.00 0.25 0 0.08 4999.0 18,490 0.42 0.42�o•��/ ,ems ' 5000.0 49,496 50000 1.14 1.17 _ 4999 a9 - 40000 U 07 ' N 30000 Q U 20000 7 cn 10000 ' 0 U 0] A w �U RS d M U 50 4997 4997.5 4998 4998.5 4999 4999.5 5000 Stage (ft elevation) -�- Area Capacity 1 1 1 ' 23-Jul-97 THE SEAR -BROWN GROUP Project: Aar Project No. 5a�-d�/ By: /� Checked: Date: l%✓�� //, /99� Sheet -'of �4-k I Lqk= -.7- t•8 C-?k h7 4999.2-9Lkc(gt.iz+ - 1.�8 o. a 3 � lay{-• C lam• `l� ' /�%o•�� r9 Z r= D•a9e04 d= G 9/rJZf4S .00 �i issue- 4' /o 645 1 li o �W-2- �-� R,e.E.e.cvu- r«ic = CQ.3� � - (, • � 3 � 4S� = o . D %/ � ��SinS st! � �.Fi1f 1 RENT DATE: 10-01-1997 RENT TIME: 14:47:47 FILE DATE: 10-01-1997 FILE NAME: OUTFALL - ------ - -- - FHWA CULVERT ANALYSIS HY-8, VERSION 6.0 -C--------SITE DATAI---==CULVERT SHAPE, MATERIAL, INLET=====_______� U L V 1 2 3 4 5 6 INLET OUTLET CULVERT ELEV. ELEV. LENGTH (ft) (ft) (ft) 97.12 97.00 18.00 BARRELS SHAPE SPAN RISE MANNING INLET MATERIAL (ft) (ft) n TYPE 1 CSP 1.25 1.25 .024 CONVENTIONAL UMMARY OF CULVERT FLOWS (cfs) FILE: OUTFALL DATE: 10-01-1997 (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR ,ELEV 97.50 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 97.53 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 97.58 0.5 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 97.68 0.8 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 ' 97.73 1.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 97.81 1.3 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 97.87 97.95 1.5 1.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.00 0 0 97.96 1.8 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 98.08 2.3 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 98.14 2.5 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 OVERTOPPING SUMMARY OF ITERATIVE SOLUTION ERRORS FILE OUTFALL DATE 10-01-1997 1 HEAD HEAD TOTAL FLOW o FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 97.50 0.000 0.00 0.00 0.00 97.53 0.000 0.25 0.00 0.00 97.58 0.000 0.50 0.00 0.00 97.68 0.000 0.75 0.00 0.00 97.73 97.81 0.000 0.000 1.00 1.25 0.00 0.00 0.00 0.00 97.87 0.000 1.50 0.00 0.00 97.95 0.000 1.75 0.00 0.00 97.96 0.000 1.80 0.00 0.00 98.08 0.000 2.25 0.00 0.00 98.14 0.000 2.50 0.00 0.00 <1> TOLERANCE (ft) = 0.010 <2> TOLERANCE (°>) = 1.000 I 2 !�,3 '2RENT DATE: 10-01-1997 FILE DATE: 10-01-1997 dRENT TIME: 14:47:47 FILE NAME: OUTFALL PERFORMANCE CURVE FOR CULVERT 1 - 1( 1.25 (ft) BY 1.25 (ft)) CSP DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) 0.00 97.50 0.00 0.38 0-NF 0.00 0.00 0.00 0.50 0.00 0.00 0.25 97.53 0.30 0.41 3-Mlt 0.25 0.18 0.50 0.50 0.55 0.00 0.50 0.75 97.58 97.68 0.38 0.46 0.46 0.56 3-Mlt 3-Mlt 0.35 0.43 0.27 0.33 0.50 0.50 0.50 0.50 1.09 1.64 0.00 0.00 1.00 97.73 0.54 0.61 3-M2t 0.51 0.39 0.50 0.50 2.18 0.00 1.25 97.81 0.61 0.69 3-M2t 0.58 0.44 0.50 0.50 2.73 0.00 1.50 97.87 0.67 0.75 3-M2t 0.64 0.48 0.50 0.50 3.27 0.00 1.75 97.95 0.74 0.83 2-M2c 0.70 0.52 0.52 0.50 3.60 0.00 1.80 97.96 0.75 0.84 2-M2c 0.72 0.53 0.53 0.50 3.64 0.00 2.25 98.08 0.86 0.96 2-M2c 0.83 0.60 0.60 0.50 3.89 0.00 -------------------------------------------------------------------------------- 2.50 98.14 0.91 1.02 2-M2c 0.91 0.63 0.63 0.50 4.01 0.00 -------------------------------------------------------------------------------- E1. inlet face invert 97.12 ft El. outlet invert 97.00 ft El. inlet throat invert 0.00 ft El. inlet crest 0.00 ft I SITE DATA ***** CULVERT INVERT ************** INLET STATION 18.00 ft INLET ELEVATION 97.12 ft OUTLET STATION 0.00 ft OUTLET ELEVATION 97.00 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0.0067 CULVERT LENGTH ALONG SLOPE 18.00 ft CULVERT DATA SUMMARY BARREL SHAPE BARREL DIAMETER BARREL MATERIAL BARREL MANNING'S n INLET TYPE INLET EDGE AND WALL INLET DEPRESSION ************************ CIRCULAR 1.25 ft CORRUGATED STEEL 0.024 CONVENTIONAL SQUARE EDGE WITH HEADWALL NONE ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- I I 5:4 3 '2RENT DATE: 10-01-1997 FILE DATE: 10-01-1997 .2RENT TIME: 14:47:47 FILE NAME: OUTFALL ---------------------------------------------------- -------------------------- ------------------------------------------------------------------------------- TAILWATER ---------------------------------------- --------------------------------- --------------_--_----------------------- --------------- ------ ------------------- ----------------- ------------------------ ---------------------------- ------------------- CONSTANT WATER SURFACE ELEVATION 97.50 ------------ ROADWAY OVERTOPPING DATA =------------------------- ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 10.00 ft CREST LENGTH 10.00 ft OVERTOPPING CREST ELEVATION 100.30 ft I I I L I I 55 1 I 11 I I I I I I j I J 71 EMERGENCY OVERFLOW WEIR r RBD INC. ENGINEERING CONSULTANTS WEIR SECTION FLOW DATA 1 Miramont Office Park Emergency Overflow Weir WEIR COEF. 3.400 STA ELEV 0.0 1.00 4.0 0.00 10.0 0.00 14.0 1.00 ELEVATION DISCHARGE (feet)_ _ _--------- 0.00 0.00 ' 0.10 0.68 0.20 2.00 0.30 3.83 0.40 6.13 0.50 8.91 0.60 12.16 * 0.70 15.89 i� 0.80 20.10 0.90 24.81 ' y 1.00 30.02' LQ ^� t�oNA = 3o C4E , r THE SEAR -BROWN GROUP ST T- Project: /i'�ii.Arov% ��� �•��� Project No. Soy02-1 By: Checked: Date: "�- ��' 9 C, Sheet -of .%7 ;Z>6,v,,6 , iau �c �v£/iT = �999. -79 I C DESIGN POINT 1 SIDEWALK CULVERTS AND SIDEWALK WEIR I I r I I 1 u I I I 0 I 59 1, y RBD INC. ENGINEERING CONSULTANTS WEIR SECTION FLOW DATA Miramont Office Park - Sidewalk at Design Point 1 WEIR COEF. 3.000 STA ELEV 0.0 99.60 5.0 99.20 15.0 99.20 20.0 99.60 ELEVATION DISCHARGE (feet) (cfs) 99.20 0.00 99.30 1.03 99.40 3.16 99.50 6.24 99.60 10.27' Q I THE SEAR -BROWN GROUP Project: %2Jr� -�-o��/ Project No. By: ✓`LA— Checked: _ Date: Sheet of 7Y•SIZz �.,�Sa-••r.�Y Gc-�.:_..UC./TS � a? Lr;r I o. &s !J oK 61 11 'i I 1 it 11 1 t North Channel Worksheet for Irregular Channel Project Description Project File d:\haestad\fmw\miramont.fm2 Worksheet Detention Pond North Channel Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation t n Lrrua lr Input Data Channel Slope 0.008100 ft/ft Elevation range: 4,998.00 ft to 5,000.00 ft. Station (ft) Elevation (ft) Start Station 0.00 5,000.00 0.00 70.00 4,998.00 70.00 72.00 4,998.00 72.00 112.00 5,000.00 Discharge 19.60 cfs Results Wtd. Mannings Coefficient 0.037 Water Surface Elevation 4,998.61 ft Flow Area 11.58 ft2 Wetted Perimeter 35.77 ft Top Width 35.74 ft Height 0.61 ft4--_-- Critical Depth 4,998.47 ft Critical Slope 0.026612 ft/ft Velocity 1.69 ft/s Velocity Head 0.04 ft Specific Energy 4,998.66 ft Froude Number 0.52 Flow is subcritical. End Station 70.00 72.00 112.00 Roughness 0.060 0.013 0.060 aw. p�m Q 5Z7� 07/25/97 FlowMaster v5.15 02:00:31 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 IJ 4y North Channel Cross Section for Irregular Channel r1 Protect Description Project File d:\haestad\fmw\miramont.fm2 Worksheet Detention Pond North Channel Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation �I Section Data Wtd. Mannings Coefficient 0.037 Channel Slope 0.008100 ft/ft Water Surface Elevation 4,998.61 ft Discharge 19.60 cfs I I ,1, I 4999.5 E= a 4999.0 4998.5 4998. ---------------------------------------------------------------- - - -- ------ --- -'-------- --'------- - - - - -'----------' ---------'-----------' �- r- 1 ---------- J----------- ------ ---'-----------� 0.0 20.0 40.0 60.0 80.0 Station (ft) 100.0 120.0 07/25/97 FlowMaster v5.15 02:01:07 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 I r I I I 1 I u 1 1 I I 11 I EROSION CONTROL 1 THE SEAR -BROWN GROUP C Project: By: ' "a Date: _ Project No, Checked: _ Sheet CciG/.A c of iRBD, Inc., Engineering Consultants (6 1 9504-021 t RAINFALL PERFORMANCE STANDARD EVALUATION PROJECT: Miramont Office Park STANDARD FORM CALCULATED BY: DDH DATE: 07/28/97 DEVELOPE ERODIBILIT Asb Lsb Ssb Lb Sb PS SUBBASIN ZONE (ac) (ft) (%) (ft) (%) (%) 1 moderate 2.28 460 0.6 216.2 0.3 2 moderate 1.15 320 0.4 75.9 0.1 3 moderate 0.83 730 0.6 124.9 0.1 4 moderate 0.17 245 .2.0 8.6 0.1 5 moderate 0.07 120 2.0 1.7 0.0 6 moderate 0.35 210 2.0 15.2 0.1 Total 4.85 442.5 0.7 75.3 EXAMPLE CALCULATIONS Lb = sum(AiLi)/sum(Ai) _ (2.28 x 460 + .., + 1.15 x 320)/ 4.85 442.5 ft Sb = sum(AiSi)/sum(Ai) _ (2.28 x 0.60 +... + 1.15 x 0.40)/ 4.85 = 0.7 % .1 PS (during construction) = 75.3 PS (after construction) = 75.3/0.85 = I (from Table 8A) 88.6 RBD, Inc., Engineering Consultants EFFECTIVENESS CALCULATIONS ;r #504-021 t I 1 11 PROJECT: Miramont Office Park STANDARD FORM B CALCULATED BY: DDH DATE: 11/11/97 Erosion Control C-Facto P-Facto Comment Number Method Value Value 4 Sediment/Basin Trap 1 0.5 8 Silt Fence Barrier 1 0.5 9 Asphalt/Concrete Pavement 0.01 1 38 Gravel Mulch 0.05 1 39 Hay or Straw Dry Mulch (1-5% slope) 0.06 1 SUB PS AREA BASIN M (ac) Site 75.3 4.85 SUB SUB AREA Practice C *A P * A Remarks BASIN AREA (ac) DURING CONSTRUCTION 1 2.28 38 0.11 2.28 Gravel Mulch 2 1.15 4 1.15 0.58 Sediment/Basin Trap 3 0.83 9 0.01 0.83 Asphalt/Concrete Pavement 4 0.17 38 0.01 0.17 Gravel Mulch 5 0.07 38 0.00 0.07 Gravel Mulch 6 0.35 38 0.02 0.35 Gravel Mulch Cnet = [2.28x1.00+...+0.17x1.00]/4.85 = 0.27 Pnet = [2.28x0.50+...+0.17x0.50]/4.85 = 0.71 EFF = (1-C*P)100 = (1-0.27*0.71)100 - 81.07 > 75.3 (PS) IRBD, Inc., Engineering Consultants 11 1, i Ci I I 0 11 EFFECTIVENESS CALCULATIONS #504-021 PROJECT: Miramont Office Park STANDARD FORM B CALCULATED BY: DDH DATE: 10/01/97 Erosion Control C-Facto P-Facto Comment Number Method Value Value 9 Asphalt/Concrete Pavement 0.01 1 13 Established Grass Ground Cover - 40% 0.11 1 14 Established Grass Ground Cover - 50% 0.08 1 16 Established Grass Ground Cover - 70% 0.04 1 SUB PS AREA BASIN N (ac) Site 88.6 4.85 SUB SUB AREA Practice C *A P * A Remarks BASIN I AREA (ac) AFTER CONSTRUCTION 1 2.28 9 0.02 2.28 Asphalt/Concrete Pavement 2 1.15 16 0.05 1.15 Established Grass Ground Cover - 70 3 0.83 9 0.01 0.83 Asphalt/Concrete Pavement 4 0.17 9 0.00 0.17 Asphalt/Concrete Pavement 5 0.07 9 0.00 0.07 Asphalt/Concrete Pavement 6 0.35 9 0.00 0.35 Asphalt/Concrete Pavement Cnet= [2.284.01+...+0.83x0.01]/4.85 = 0.02 Pnet = [2.28x1.00+...+0.83x1.00]/4.85 = 1.00 EFF = (1-C*P)100 = (1-0.02*1.00)100 = 98.29 > 88.6 (PS) It IRBD, Inc., Engineering Consultants 12 EROSION CONTROL CONSTRUCTION SEQUENCE #504-021 �I l� r FKUJt:c l : Mvamont Qtnce Park STANDARD FORM C CALCULATED BY: DDH DATE: 10/02/97 SEQUENCE FOR LATE 1997 AND EARLY 1998 ONLY Indicate by use of a bar line or symbols when erosion control measures will be installed. Major modifications to an approved schedule may require submitting a new schedule for approval by the City Engineer. STRUCTURES: INSTALLED BY _ MAINTAINED BY VEGETATION/MULCHING CONTRACTOR DATE SUBMITTED APPROVED BY CITY OF FORT COLLINS r ,r r IRBD, Inc. I 11 I� 1 I EROSION CONTROL COST ESTIMATE PREPARED BY: DDH DATE: 07/29/97 Method Quantity Unit Unit Cost I oa Cost Notes Reseed/mulch 4.02 ac $650 $2,613 See Note 1. Subtotal $2,613 Contingency 50% $1,306 Total $3,919 EROSION CONTROL MEASURES Unit Total Number Method Quantity Unit Cost Cost Notes 4 Sediment Basin/Trap 1 ea $2,000 $2,000 5 Straw Bale Barrier 1 ea $750 $750 6 Gravel Filter 3 ea $300 $900 8 Silt Fence Barrier 510 If $3 $1,530 21 Temporary Vegetation 1.15 ac $300 $345 38 Gravel Mulch 2.7 ac $1,350 $3,645 Subtotal $9,170 Contingency 50% $4,585 Total $13,755 Total Security $13,755 Notes: 1. A<1 ac=$1300/ac; A=1-10 ac=$650/ac; A>10 ac=$500/ac. 11 70 I LI 1 I i n I TABLES AND FIGURES 1 1 L1_J 1 o cr 0 � a" 1 ,Y U z 9 Z 27N O u O c F- 1 U ��r a N cr � CO_Up Z ci = 1- t Q 1 �Q~zo J 0 J -u n °vz° i O U }. Licu=u CI] cu F. F75 c oar G , L F-. z Ll Fi fL Z L>J 1 3 1 O Li.! > r N m W o<Qr- ? Z 1 [c" O o<oo , 0 Q N La 6ZQ 1 �z a . 1 :. I T-I 1 11 11 1 1 11 1 1 1 1 1 I I I 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 1 1 1 1 1 1 1 1 1 1 1 1( 1 11 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 fill 1 1 1 1 I I I I III I I 1 t l l l l l l l! I I 1 1 1 1 1 1 11. 1111 111111:11 1 1 1 1 1 1 11 11 11 1.111 i 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I waMi ■ C7 >n � n N 1 anOH aid S3N0N1—NC1!y11d1338d 11Y SSc< I L9 O N N u i•- z_ a) z Ld :. OES1CNCRI ERIA 1� 1� l� l� 1� �i ' 1.00 ' Y 0.96 0 U 0.92 N 0.88 ' O 0 0.84 1 ' 0.80 Figure 1. Peak Flow Adjustment Factor For FAA Method Opo=peak outflow from the pond Opi=peak inflow to the pond .q , a.. 0.05 0.4 0.75 0.2 0.6 ' Opo/Opi Ratio .