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HomeMy WebLinkAboutDrainage Reports - 12/21/2000No Text I W�SE�AR-B�ROW�N ' Mr. Basil Hamdan City of Fort Collins Utilities 700 Wood Street Fort Collins, Colorado 80522 ARCHITECTURE 209 South Meldrum ENGINEERING Fort Collins, CO 80521-2603 PLANNING 970.482.5922 phone CONSTRUCTION 970.482.6368 fax www.searbrown.com October 10, 2000 RE: Final Design of Regional Detention Pond 278, McClellands and Mail Creek Basin, Adjacent to Mountainridge Farm P.U.D. ' Dear Basil: We are pleased to submit to you, for your review and approval, this Final Design of Regional Detention Pond 278 between Westfield Park and the Mountainridge Farm PUD. All computations within this report have been completed in compliance with the City of Fort Collins Storm Drainage Design Criteria. L� J We appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. Respectfully, The Sear -Brown Group Prepared by: Debbie Haferman, EIT Water Resource Engineer cc: File 504-023A Miramont Associates Dennis Donovan, Land Development Services Reviewed by: b�y: �% !Do--�-!/� f, David K. Thaeme Senior Engineer-' TABLE OF CONTENTS DESCRIPTION PAGE I. GENERAL DESCRIPTION ................................. 1 a. Location .................................... 1 b. Wetland Delineation ............................ 1 II. DRAINAGE DESIGN CRITERIA ............................. 1 a. Regulations .................................. 1 b. Development Criteria Reference and Constraints .......... 1 C. Hydrologic Criteria ............................. 2 d. Hydraulic Criteria .............................. 2 e. Variances from Criteria .......................... 2 III. REGIONAL DETENTION POND 278 ......................... 2 a. SWMM Model Revisions ......................... 2 b. Emergency Overflow ............................ 5 IV. IRRIGATION DIVERSION AND STORAGE ...................... 5 V. SENECA STREET STORMWATER CROSSING .................. 6 VI. STORMWATER QUALITY ................................ 6 VII. EROSION CONTROL .....:.............................. 7 VIII. CONCLUSIONS........................................7 REFERENCES...................................................8 iii APPENDICES DESCRIPTION PAGE VICINITYMAP.......................:......................................2 APPENDIX 1: SWMM HYDROLOGY ......................................... 1-1 SWMM SCHEMATIC AND SUPPORTING CALCULATIONS ................ 1-2 100-YEAR SWMM MODEL ........................................... 1-12 2-YEAR SWMM MODEL ............................................. 1-31 5-YEAR SWMM MODEL ............................................. 1-40 10-YEAR SWMM MODEL ............................................ 1-49 25-YEAR SWMM MODEL ............................ I ............... 1-58 50-YEAR SWMM MODEL ............................................ 1-67 APPENDIX 2: HYDRAULIC DESIGN .......................................... 2-1 SENECA STREET CROSSING/INLET.................................... 2-2 POND OUTLET ..................................................... 2-21 POND 278 EMERGENCY OVERFLOW ANALYSIS ....................... 2-39 IRRIGATION DIVERSION ............................................ 2-52 3 ' FINAL DESIGN OF REGIONAL DETENTION POND 278 FOR THE MCCLELLANDS AND MAIL CREEK BASIN FORT COLLINS, COLORADO I. GENERAL DESCRIPTION The development of Westfield Park by the City of Fort Collins Parks & Recreation Department and subsequent final design of Mountainridge Farm P.U.D., 3rd Filing, has initiated the need to complete final design of this regional detention pond. This report documents the final design of and revisions to the 1996 (RBD, Inc.) conceptual design of Pond 278. a. Location ' Regional Detention Pond 278 is located in the southwest part of Fort Collins, west of the Pleasant Valley & Lake (PV&L) Canal and Wabash Street, east of Seneca ' Street and Westfield Park, north of the extension of Troutman Parkway, and approximately '/a mile south of Horsetooth Road. The pond is specifically located in the south half of the northeast quarter of Section 34, Township 7 North, Range 69 West, of the 6th Principal Meridian. These improvements are located in the McClellands and Mail Creek Drainage Basin. ' b. Wetland Delineation Wetland delineation for this site has been completed by City of Fort Collins ' Stormwater Utility staff. The Stormwater Utility has completed submittal of the delineated area and Wetland Determination Report to the U.S. Army Corps of Engineers. Additionally, any wetland mitigation measures are being completed and coordinated by Stormwater Utility staff. ' II. DRAINAGE DESIGN CRITERIA a. Regulations ' The City of Fort Collins (1997) Storm Drainage Design Criteria is being used for the project site. b. Development Criteria Reference and Constraints As documented in the Regional Detention Pond 247 design report (RBD, Inc., 1996), the downstream Troutman Park Pond was limited to a maximum storage of 11 I h 20.7 acre-feet. This limitation was addressed by the Regional Detention Pond 247 outfall design and verified with the Regional Detention Pond 247 drainage certification (Sear -Brown Group, 1997a). As part of the Alternative Analysis Report (SBG, 1999), Pond 43 (Troutman Park) was surveyed and the detention volume available was found to be 32.3 acre-feet. A tabulation of stage, discharge, and/or volume at key points along the drainage path follows later in this report. C. Hydrologic Criteria SWMM (Stormwater Management Model; UDFCD version) was used to determine surface runoff and tributary inflow for the project site. For the final design, the new 100-year storm hyetograph (April, 1999) provided by the City of Fort Collins was used in the SWMM model. The model calculations and criteria are included in the Appendices of this report. d. Hydraulic Criteria All hydraulic calculations within this report have been prepared in accordance with the City of Fort Collins Drainage Criteria and are also included in the Appendix. e. Variances from Criteria No variances are being requested. REGIONAL DETENTION POND 278 The final design of Regional Detention Pond 278 is based on previous design alternatives ' presented by RBD, Inc., (1993 and 1996), and by The Sear Brown Group (1999). Concurrently, Land Development Services staff are proceeding with design of the adjacent Seneca Street and Mountainridge Farm P.U.D. Third Filing. a. SWMM Model Revisions ' The current SWMM schematic is shown in the Appendix, with greater detail shown in the full-size exhibit included in the back pocket of this report. The following tSWMM modifications have been previously documented: ► Westfield Park (Sear -Brown Group, 1997b)—revision of divide between ' sub -basins 178 through 180; parameter update for conveyance elements 47, 48, 50, and 200. (The hydraulic analysis for the future storm drain pipe between Westfield Park and the Taft Hill and Harmony Roads intersection ' is also documented in the referenced report.) 2 11 ► Woodridge Fourth Filing (Sear -Brown Group, 1998a; Sear -Brown Group, 1998b)—parameter documentation for upstream sub -basins 77, 78, and 82. ' ► Westfield Park —update of sub -basin 180 boundaries and SWMM parameters based upon recent development filings for Mountain Ridge Farm and ' Westfield Park (specifically, Mountainridge Farm P.U.D', 4th Filing, Westfield Park P.U.D., Mountainridge Farm P.U.D., 3rd Filing). ' The final Pond 278 rating curve was completed and the 100-year SWMM model was run to determine the detention requirements. The owners' representative for the ' Mountainidge Farm development was given the required detention pond volume to create the proposed pond grading plan. The grading was revised to provide maximum detention volume in Pond 278. Because the available volume in Pond 278 ' was slightly less than the volume required, the available Westfield Park volume, which will be backwatered by the downstream pond anyway, is being accounted for. In addition, the Westfield Park area is required for channel flow capacity to Pond 278. The 8' x 4' RCBC does not provide significant hydraulic control west of Seneca, therefore the EXTRAN model is not required for this small incremental storage. The detention pond will drain out through a 42-inch diameter outfall pipe underneath the PV&L Canal, as was designed and constructed with detention pond 247. A new drop inlet structure, including an orifice plate and trash rack, is proposed to replace the existing upstream flared end section on this pipe. The drop inlet structure will accommodate water quality volume and discharge requirements while still passing required flows. ' To ensure conformance with previously documented limitations along the drainage path, peak discharge, storage volume, and water surface elevations in detention pond 278 and affected downstream structures are shown below in Table I. The most recent design information (SBG, 1999) reflects the increased rainfall standards used in the Alternative Analysis Report. The specific design presented herein is consistent with Alternative 1. Alternative 1 specifies maximizing volume in Regional Detention ' Pond 278 and placing an orifice plate on the outlet structure sized to produce a 100- year WSEL of 5102.00 and allowable discharge of approximately 102 cfs. The 100- year SWMM model input and output files are included in Appendix 1. In Table I below, note that the 100-year WSEL in the Lower Mountainridge Pond (CE #247) is below the spill elevation of 5085.50 (Alternative Analysis Report, SBG, ' 1999). Variations in release rates and detention volumes for the Troutman Park Pond (CE #43) and the Lower Mountainridge Pond are contained within those ponds and are generally consistent with the Alternative Analysis Report conditions. 3 I1 I I 7 Cl 1 1 r I Table I Comparison of 100-year Runoff Characteristics at Selected Key Locations Conveyance Element Description 100-Year SWMM Model RBD, 1993 RBD, 1996 SBG, 1998b SBG,1999 Altl This Report Discharge cfs 42 Troutman Outlet 74. 78.9 81.4 87.2 87.2 43 Troutman Pond 31. 31.4 31.5 36.7 37.1 50 Seneca Street 404. 478.3 471.5 488.6 506.0 102 Detention Pond at BN Tracks 79. 87.5 92.6 145.8 145.8 247 Lower Mountainridge Pond 41. 37.4 38.5 40.7 41.3 278 Upper Mountainridge Pond 139. 135.5 133.1 101.5 102.8 366 Benthaven Channel 84. 119.3 122.3 137.0 138.2 Detention Volume ac-ft 43 Troutman Pond 18.0 19.3 19.6 29.9 29.9 102 Detention Pond at BN Tracks 16.0 16.0 16.0 16.1 16.1 247 Lower Mountainridge Pond 37.1 43.9 40.6 44.8 46.1 278 Upper Mountainridge Pond 17.6 21.1 19.9 29.2 29.0 Detention Stage ft el 247 Lower Mountainridge Pond 5085.47 5085.29 n/a - 5085.21 5085.43 278 Upper Mountainridge Pond 5099.55 5100.11 5099.75 5101.80 5101.90 I I Ib. Emergency Overflow The interim emergency overflow spillway for Pond 278 on the east side of the PV&L Canal was previously designed and constructed with detention pond 247. Excerpts of that design are included in Appendix 2 of this report. An overflow spillway on the west side of the PV&L Canal is proposed with the construction of Pond 278. Future modifications to the Pond 278 emergency overflow spillway may include a flume over the canal or a check structure in the canal to ensure stormwater spills at this location. Although the 100-year WSEL in Pond 278 is 5101.90, the spillway elevation will be set at 5102.15, the same as the as -built elevation of the east side spillway, to prevent water from the PV&L flowing into Pond 278. The west bank pond spillway is located directly across from the east bank ditch spillway. The pond rating curve was revised in the 100-year SWMM model to reflect a blocked outlet pipe and discharge through the overflow weir only. The overflow SWMM model was rerun to verify performance of detention pond 278 in an emergency overflow condition. This indicated a maximum pond water surface elevation of 5102.35 (0.20 foot flow depth through the weir) if the outlet pipe should become clogged. This water surface elevation is fully contained in the west bank overflow weir section. IV. IRRIGATION DIVERSION AND STORAGE In conjunction with construction of Westfield Park, the City of Fort Collins Park & Recreation Department has already completed construction of a diversion headwall and gate within the PV&L Canal. Based on information provided from the Parks Department, the outlet pipe consists of 12-inch diameter ADS N-12 pipe which has been stubbed out behind the gate for connection to the irrigation pond with this project. A bend with a cleanout will be extended from the stub to the detention pond. Land Development Services has indicated that the storm drainage from the adjacent culdesac will be carried in a separate pipe. Both pipes will terminate in a common headwall and enter the irrigation pool below the normal WSEL. A check gate will be placed on the lower end of the irrigation diversion pipe at the headwall to prevent backflow of stormwater from the detention pond into the PV&L Canal during a storm event. Because of local groundwater considerations, significant improvements were constructed ' with detention pond 247, including an extensive underdrain system and lining the adjacent reach of the PV&L Canal. As the irrigation storage pool within pond 278 will be above the detention pond 247 invert and peak water surface elevation, groundwater effects caused by ' this irrigation storage must be considered. The City of Fort Collins Parks Department, in cooperation with Land Development Services staff, is addressing this groundwater aspect by determining the extent and any material required to line the irrigation storage portion of pond 278. According to City of Fort Collins Parks & Recreation Department staff, geotechnical evaluation of the site indicates an impervious clay layer that could and most likely will be used to line the irrigation storage portion of pond 278. 5 I ' V. SENECA STREET STORMWATER CROSSING The drainage culvert crossing Seneca Street was originally proposed with the Westfield Park drainage study (Sear -Brown Group, 1997b). For this final design, the previous culvert design was lowered in the ground to meet the following objectives: ► Reduce the size of box culvert from I Vx4' reinforced concrete box culvert (RCBC) to 8'x4' RCBC. ► Reduce areal extent, aesthetic effect, and cost of grouted riprap rundown from 1 drainage culvert into detention pond 278. ► Reduce burial depth of the 12-inch waterline which is to be relocated within Seneca Street. With the proposed depth of the storm drainage culvert, the relocated waterline can be located 18 inches above the RCBC. and another storm pipe (designed by others), leaving approximately 16 inches vertical clearance on both sides of the pipe. The upstream end of the culvert crossing Seneca Street terminates in an improved inlet. The inlet is designed to pass the peak stormwater discharge without exceeding detention freeboard requirements adjacent to Seneca Street. The downstream end of the culvert crossing Seneca Street will connect to detention pond 278 at the maximum irrigation storage elevation (5088.02). The outlet will include a grouted riprap rundown within the irrigation storage portion of the pond to prevent undercutting. VI. STORMWATER QUALITY To enhance stormwater quality, the regional detention pond will be comprised of a grassed zone above the irrigation pool to allow for settlement of suspended solids. The Mountainridge regional detention pond 247 design report (RBD, Inc., 1996) indicated that 2.76 ac-ft of water quality capture volume (WQCV) should also be provided in detention pond 278. Note that this WQCV is based on the entire tributary area of the drainage basin and storage within a normally dry water quality pond. As directed by City of Fort Collins ' Stormwater Utility staff, the outlet from pond 278 will be modified to restrict "first -flush" outflow while still passing the 100-year stormwater discharge. Pond 278 is considered to be a wet pond because of the irrigation storage volume below the stormwater outlet. Therefore the water quality outlet has been designed to release the WQCV within this pond over a 12- hour duration (UDFCD, 1992). The water quality outlet consists of a flat plate mounted on the proposed drop inlet to the existing outlet pipe. The dimensions and spacing of the holes in this plate have been designed in a manner consistent with the UDFCD standard riser pipe. A steel trash skimmer screen is to be mounted outside of the water quality outlet plate; sizing of the trash screen is also consistent with UDFCD guidelines. 0 i I 'VII. EROSION CONTROL The overall erosion control for the regional detention pond 278 is included with the Mountain Ridge Farm P.U.D., 3rd Filing report and construction drawings. Construction of adjacent improvements, including the proposed residential lots both north and south of detention pond 278, will need to design appropriate energy dissipation and erosion control measures for any associated surface or piped outfalls into the pond. Erosion control for the Westfield Park area includes the installation of a permanent erosion control blanket in the channelized approach to the culvert. VIII. CONCLUSIONS The proposed grading for detention pond 278, in conjunction with Westfield Park, provide sufficient capacity for stormwater detention and is consistent with applicable master plans and reports for the McClellands and Mail Creek Basin. The outlet structure for this pond will be a drop inlet incorporating a water quality outlet. The emergency overflow for pond 278 is located west of the PV&L. From there, any overflow will follow the previously -established overflow path into detention pond 247. Future modifications to the Pond 278 emergency overflow spillway may include a flume over the canal or a check structure in the canal to ensure stormwater spills at this location. The Seneca Street culvert crossing will be composed of approximately 165 feet of 8'x4' RCBC and an improved inlet structure with wingwalls. The irrigation diversion from the PV&L Canal will connect the irrigation storage component of pond 278 with the existing headgate structure constructed during Spring 1998. Stormwater quality issues are addressed by using the bottom 2.61 feet of detention pond 278 ' to satisfy the remaining 2.76 acre-foot WQCV requirement for the tributary basin. I 1 H 1 7 I REFERENCES Ayres Associates. 1995. Groundwater Investigation and Recommendations for Groundwater Control, Mountain Ridge Farm PUD. September 13. Fort Collins, Colorado. City of Fort Collins. 1992. Erosion Control Reference Manual for Construction Sites. January. City of Fort Collins. 1997. Storm Drainage Design Criteria and Construction Standards (interim update). January. RBD, Inc., Engineering Consultants. 1993. Feasibility Analysis for Regional Detention Facilities Adjacent to Mountainridge P.U.D. for the McClellands and Mail Creek Basin. November 19. Fort Collins, Colorado. ' RBD, Inc., Engineering Consultants. 1996. Final Design Of Regional Detention Pond 247 and Outfall For the McClellands and Mail Creek Basin. June 19. Fort Collins, Colorado. The Sear -Brown Group. 1997. Mountainridge Regional Detention Facility drainage certification. 22 October. Fort Collins, Colorado. The Sear -Brown Group. 1998. Final Drainage and Erosion Control Study: The Gates at Woodridge Fourth Filing Phases 2 & 3. April 17. Fort Collins, Colorado. The Sear -Brown Group. 1998. Final Drainage and Erosion Control Study: Westfield Park. ' February 20. Fort Collins, Colorado. The Sear -Brown Group. 1998. Hydraulic Report: Harmony Road Realignment. January 26. Fort Collins, Colorado. The Sear -Brown Group. 1999. Alternative Analysis Report: Regional Detention Pond 278 Hydrology Re-evaluation, McClellands & Mail Creek Basin. July 16. Fort Collins, Colorado. Urban Drainage & Flood Control District (UDFCD). 1992. Drainage criteria manual (V. 3; Best Management Practices). September 1. Denver, Colorado. Water Engineering & Technology, Inc. 1991. Mail Creek Hydrology Update. April 1. Fort Collins, Colorado. I 8 I APPENDICES I I fl I 1 I 1 I I I J � Q . � ` r � V eotfielo Dr Cu cz S/10er Ike a d'O'* W- 5i MOL" f!t Lei OIVU Gunnison ur oZ:,.��,�. .,: Zu ',.. Laredo ,1 0% n 0 Q *.-Patterson ...... Q Patterson San ford.-'Qr,. th Rd Se� Yllb ffy Brook:Dr ct Teo �4�74..,V Krem COO Arbj:, .009 OL De A Winter fit. Marble Dr C, .0 4n E ltP Ln rs fc?4 StoneTiogver jj" 100 Fr A t�- n Jt;P. V 16� W Front Stoc Range (1) tv.CommunityMc( College !.3 date I APPENDIX 1: 5WMM HYDROLOGY /- Z SWMM SCHEMATIC & SUPPORTING CALCULATIONS { I rAl SBU i 1 419 Coyon Sude 225- Fart Ccj nt Co oraao 80521 USA ... _—...._._ _ .. .. __ -. . _ .. _. _ t /7L� 40 1 1.303A82.8201 ._ ._.- ----- 1•—.. .. _.. - _ 1 a •. . 168 job. Na 48-400-89I2-19-90 368 - /6 _ :__� %6DL� By 2;. I - P Re NM . ���` 365 k' \jr�375 Dl� BY S.E.L/M.D.N Si 63 1 cnec.ea Br' 1 of 2 �• ' F Nr\ /64 • 1 369 167, 367 r— 99 364 �•�..� t ` 38 / I •1 I f 470 83 s 62 y °' / 7 - ---- /7/ 45 ftzit 84 _ ► , _ 42. 1 _ 67 —36 �/.— 17 1 lam. -. li—_- •... � �- - i� •�'" �LOL �_ 68 S4 `. .._F.. /59. 55 z61 20-- '� 1 :` to 69 07 --- 31Ei 3191 5-9 287 • IS - 1 ' 87 27 74 7/ 1 a ' �7 58 16 O• 54 14 i 3 12 73 28 -� — ...88 O ,, • 29 Project: WESMELLI Project No. By: swrn(A sc-me-rni'V1 IC Checked: Date: Sheet of u THE SEAR -BROWN GROUP I I I I I I M I I I I I so ' The Sear -Brown Group Mountainridge Farm 504-023 Detention Pond 278 Capacity -Discharge Rating Curve Pond 278 at CE 51peak: = 48.33 cfs 'Q(100) Elevation Storage Outflow Q V(100) = 3.45 ac-ft (ft) (ac-ft) (cfs) WSEL = 5092.38 ft el 5090.18 0.00 0.00 Pond 278 at CE 50peak: 5091.00 1.20 36.06 Q(100) = 75.39 cfs 5092.00 2.78 45.17 V(100) = F.WSEL 10.74 ac-ft 5093.00 4.52 53.40 = 5096.02 ft el 5094.00 6.41 61.62 5095.00 8.46 68.45 Pond 278peak: 5096.00 10.69 75.27 Q(100) = 102.8 cfs 5097.00 13.13 81.06 V(100) = 29.0 ac-ft 5098.00 15.79 86.85 WSEL = 5101.90 ft el 5099.00 18.71 90.93 5100.00 21.98 95.02 5101.00 25.56 99.11 5102.00 29.37 103.19 5102.50 31.38 200.72 5103.00 33.39 298.25 Storage: See Area -Capacity Rating Curve. Outflow Q: From HY-8 analysis (see Pond Outlet section in Appendix 2). 300 ' 250 200 ' ME 150 � 100 ' 50 0 35 30 25 iF 20 SO >. Z 15 n U 10 5 0 5090 5092 5094 5096 5098 5100 5102 5104 ' Stage (ft el) .( 1� Capacity -*- Discharge 1, I• 28-Jul-2000 The Sear -Brown Group Mountainridge Farm Detention Pond 278 Area -Capacity Rating Curve Pond 278 Westfield Elev Area Park Area Total Area (ft) (ft2) ----------------- (ft2) -------------- (ac) ----------------- ----------------- 5079.00 15,074 0 0.35 5087.00 29,159 0 0.67 5088.00 44,775 0 1.03 5089.00 55,972 0 1.28 5090.00 60,929 0 1.40 5090.18 61,830 0 1.42 5091.00 65,885 0 1.51 5092.00 72,307 0 1.66 5093.00 78,954 0 1.81 5094.00 5095.00 85,841 92,840 0 0 1.97 2.13 5096.00 99,974 1,479 2.33 5097.00 107,392 3,421 2.54 5098.00 115,172 6,084 2.78 5099.00 123,292 9,742 3.05 5100.00 127,335 24,488 3.49 5101.00 132,157 28,504 3.69 5102.00 137,539 33,851 3.93 5103.00 137,539 41,059 4.10 5104.00 504-023 Cumulative WQCV Irrigation Storage Storage Storage -(ac-ft) (ac-ft) (ac-ft) ------------------------------------ 0.00 3.99 0.00 4.83 1.15 2.50 0.00 2.76 1.20 3.95 2.78 4.52 6.41 8.46 10.69 13.13 15.79 18.71 21.98 25.56 29.37 Spillway ryoi c�nfyn�Q'* 5 33.39 Area assumedA S/o Top of berm L�onS<I ✓A �' �` Note: Area -capacity calculations based on proposed contours by Land Development Services and BHA Design. V = d/3*(A+(AB)A.5+B) 4.5 4 U 3.5 N 3 Q V 2.5 � 2 1.5 1 A Soso 5092 5M4 5095 5098 5100 5102 5104 Stage (ft elevation) -.- Area � Capacity 07-Apr-2000 The Sear -Brown Group 1-7 ' Discharge rating curve for project detention pond: Existing 42" outlet pipe with 36.25" orifice plate and overflow weir section Control. Outlet Structure Inlet Walls Overflow Weir Elevation Discharge Elevation Discharge Elevation Discharge (ft MSQ (cfs) (ft MSQ (cfs) (ft MSQ (cfs) 5090.18 0 5090.18 0 5102.15 0.0 5091.00 36.06 Orifice 5090.38 4.1 5102.25 14.3 5092.00 45.17 Orifice 5090.58 11.8 5102.35 40.6 ' 5094.00 61.62 Orifice 5090.78 22.1 5102.45 75.0 5096.00 75.27 Orifice 5090.98 34.6 5102.55 116.0 5098,00 86.85 Orifice 5091.18 49.2 5102.65 162.8 5100.00 95.02 Orifice 5091.38 65.9 5102.00 103.19 Orifice 5091.58 84.5 5102.50 200.72 Overflow Weir 5091.78 105.1 5091.98 127.5 5092.18 151.9 5092.38 178.1 5092.58 206.2 5092.78 236.3 5092.98 268.2 5093.18 302.1 5093.38 337.9 Orifice Flow 2-"23 --------------------------------------------------------------- Q - from HY-8 analysys V - Outfall velocity (pipe velocity) from HY-8 Total H - elev from HY-8 analysis (includes entrance loss) He = Ke * VA2/2g (entrance loss in HY-8) Ke = 0.5 (loss coefficient for square edge with headwall in HY-8) Cd = 0.65 (loss coefficient for orifice plate - sharp edged with bottom suppression) A = 7.38 36.25" orifice d/s H = Total H - He (head downstream of the orifice plate) dH = (Q/Cd*A)^2/2g (orifice equation includes entrance loss) u/s H = d/s H + delta H (for use in rating curve) 1 - Q (cfs) V (fps) Total H (ft) He (ft) d/s H (ft) dH (ft) u/s H (ft) ' 42 8.98 5091.05 0.63 5090.42 1.19 5091.61 63 9.5 5092.19 0.70 5091.49 2.68 5094.17 84 10.01 5093.32 0.78 5092.54 4.76 5097.30 105 11.67 5096.06 1.06 5095.00 7.44 5102.44 126 13.33 5098.79 1.38 5097.41 10.71 5108.12 28-Jul-2000 I "CLIENT: Project No:S2>,,�401;Z3 i,a THE SEAR -BROWN GROUP Project: -;� 72 8 Checked By: �By: -2 �i Date: /7/00 Sheet: Of: �•e-��.e��c-eS : /. r%�%Gce.� iS9-rn /CCd� �/n / L(-,d - �'` -� i7/U /2-IZZ 195ncin �3 • /Yl a �..,.� -fin-. � /�d�¢ ,�—r //ter, ��,b - 3 !`� �i /.:, S-4x-t-,f- n �. �e , io / z-/ 9 S1 1291r4­127 a�q t /41s /-rc. v 14C- S-a214 d­ N7h� a/��-•'-�-ncz irr riv -�.v L �/r�-� r¢cw �� � m m P pcalfll ram � S 0 L 1 1 r fqK—r -& = f�v�51�Q,c /%'J-�i-, /1-cs��/,e 3 � •�- � o i,, ..e �s�� %J .1 MOUNTAINRIDGE REGIONAL DETENTION POND 247 AND 831 (AS -BUILT -- 21 OCT 97) 1 347 0 -33 5. 831 47 9 2 1 .1 .005 0.0 0.0 .013 .1 9.0 0.0 0.03 3.1E 0.22 10.45 0.40 18.63 .65 2=:50 0.90 28.68 1.22 31.20 1.54 33.70 i.79 41.62 247 366 14 2 0 193. 0026 0.0 0.0 .013 0 0.0 0.0 2.03 0.61 3.76 7.97 6.67 17.94 10.12 25.67 14.06 28.18 18.32 29.94 22.84 31.62 27.61 33.30 32.63 34.97 37.92 36.97 43.51 40.05 -6.54 1.55 49.57 211.1E 254 107 0 4 0.5 1100. .004 12.0 12.0 .016 0.5- 10. 1100. .004 20.0 20.0 .020 .10. 266 366 C 1 10.0 800. .005 4.0 1.0 .035 5.0 270 272 0 1 10.0 1000001 2.0 2.0 .035 5.0 1. -1 271 272 8 3 1. rY'd v� 8 , ✓ O� 0.0 0.0 C83 155. 0.2 155. 0.3 155. 0.5 155. 1.0 155. 2.0 155. 3.0 155. 272 12 0 1 10.0 100. C.001 2.0 2.0 .035 25.0 f MOUNTAINRIDGE REGIONAL DETENTION POND 278--PROPOSED 278 278 C 3 S. 278 347 11 2 0.0 360. 0083 0.0 0.0 .013 0.0 94 9 9.0 7.0 2.24 26.70 4.04 47.77 8.14 62.59 �y 2.74 74.52 17.87 84.79 23.55 93.94 26.69 98.11 �.%1-- 29.82 102.26 31.46 117.49 33.10 200.20 279 46 4 2 0.1 50. .005 0.0 0.0 .013 0.1 0, 0. 0.18 0.84 20, 280 279 0 1 2'.0 1400. 01 4.0 4. 4.0 .06060 5.0 290 270 0 2 5.0 100. C006 0. 0. .013 5.0 �/ �//' ° �'j� �`�78 1 0.0 301 8 3 1. �n9 zww 0.0 0.0 0.083 80.0 0.2 80.0 0.5 80.0 /"mot L./ 1.0 80.0 2.0 80.0 3.0 80.0 4.0 80.0 301 33 0 3 1. 318 319 0 1 4.0 1900. .011 4.0 4.0 .035 6.0 319 16 0 3 1. 320 19 7 2 i 10. .1 0.0 0.0 .1 .1 0. 0. 19 15. .65 30. 1.4 45. 2.39 54. 3.75 6-7. 5.1 208. 321 35 11 2 .1 10. .1 0.0 0.0 .1 .1 0, 0. .59 5. .76 45. .27 55. 41 22. 59 33. i6 45. 97 55. .17 70. 1.41 82.5 1.64 97.6 H2 374 4 5 i100. 008 12.0 12.0 .016 .5 J v 10.0 1100. -GB 2'u.0 20.0 .020 5.0 4 1800. 308 _2.0 _2.0 .016 5 10.0 _800. Oo _3.3 20.0 .020 5.0 - 5 2300. ,3i 016 .5 :0.0 -300. 23.0 2C.0 .020 5.0 iO.G 1350. 335 =.0 '.v .035 5.0 30: Z== 6.0 2200. di0 i'J,0 K. .060 3.0 3-_ - 6 1'00. 1 :2.0 :2.0 .016 .5 1400. ?_: c'.0 20.0 .020 5.0 -70. `05 =.0 4.G .035 5.0 370 ;24 C o -'.0 950. 00- -..0 0.0 .013 2.0 2.0 950. 2C.0 20.0 .020 5.0 243 : --.. 800. G5 2 035 5.0 - - - _1. - n ulo .5 10.0 30000. 1 0 0 .020 c.0 - -_30. .74 -G50. �05D. 2C.0 20.0 02020 5.0 a.5 21S 8C0. '0_ 0 O.0 015 3.0 20.0 2G.0 .020 5.0 .015 0.1 1 J o .i 2.4 7,4 rz C „ r MCMAILA I .DAT 6 Au(yust 1999 4 DRAINAGE CRITERIA MANUAL RUNOFF ' TABLE 3-1 (42) RECOMMENDED -RUNOFF COEFFICIENTS AND PERCENT IMPERVIOUS LAND USE OR PERCENT FREQUENCY ' SURFACE CHARACTERISTICS IMPERVIOUS 2 5 10 100 Business: Commercial Areas 95 .87 .87 .88 .89 Neighborhood Areas 70 .60 .65 .70 .80. Residential: Single -Family * .40 .45 .50 .60 ' Multi -Unit (detached) 50 .45 .50 .60 .70 Multi -Unit (attached) 70 .60 .65 .70 .80 1/2 Acre Lot or Larger * .30 .35 .40 .60 Apartments 70 .65 .70 .70 .80 Industrial: Light Areas 80 .71 .72 .76 .82 Heavy Acres 90 .80 .80 .85 .90 Parks, Cemetaries: 7 .10 .18'. .25 .45 Playgrounds: 13 .15 .20 .30 .50 Schools: 50 .45 .50 .60 .70 Railroad Yard Areas 20 .20 .25 .35 .45 Undeveloped Areas: Historic Flow Analysis- 2 (See "Lawns") Greenbelts, Agricultural 1 Offsite Flow Analysis 45 .43 .47 .55 .65 (when land use not defined) Streets: Paved 100 .87 .88 .90 .93 Gravel (Packed) 40 .40 .45 .50 .60 Drive and Walks: 96 .87 .87 .88 .89 Roofs: 90 .80 .85 .90 .90 x . Lawns, Sandy Soil 0 .00 .01 .05 .20 _ Lawns, Clayey Soil 0 .05 .15 .25 .50 NOTE: These Rational formula coefficients may not be valid for large basins. for impervious. ;'1:Mt--*See.Figure-2'-1 percent 'All `... ,,.;; 11-1=-90 ' :: sa URBAN._DRAINAGE= ANFLOOD CONTROL DISTRICT DRAINAGE CRITERIA MANUAL RUNOFF � �-:) 50 ,kv 40 0 U) M O 20 W a 10 0 C' TEST AREA LOCATIONS O ARAPAHOE COUNTY O rl LITTLE -ION 1-3 LOW DENSITY MEDIUM DENSITY 1 2 3 4 7 5 IIi HOUSING DENSITY — UNITS PER ACRE NS FIGURE 2-1. RESIDENTIAL HOUSING DENSITY VS. IMPERVIOUS AREA 5 1- 84 URBAN DRAINAGE •'8`!FL00DP'_C0NTR0L DISTRICT I 1 1 1 1 I I I I r i 1 r 100-YEAR SWMM I SWMM input file MCMAILSI.DAT: July 28, 2000 1-13 1 2 1 1 2 3 4 TERSHED MAIL CREEK BASIN, 100-YEAR STORM, DEVELOPED CONDITIONS 1998, DETENTION POND 278 VISED 28, JULY, 2000 SBG (ddh) FILE: MCMAILS1.DAT 1 170 000 5. 1 1. 1 24 5. 1.0 1.14 1.33 2.23 2.84 5.49 9.95 4.12 2.48 1.46 1.22 1.06 1.0 .95 .91 .87 .84 .81 .78 .75 1 73 .71 .69 .67 Prepared for: City of Fort Collins * SWMM developed condition, 100-yr recurrence interval -2 .016 .250 .1 .3 .51 .5 .0018 1 51 102800. 97.7 30.0 .040 1 52 113100. 35.1 35.0 .064 1 53 2111400, 34.4 35.0 .032 1 54 142200. 12.5 90.0 .048 1 55 261 900. 11.5 90.0 .016 1 56 2625000. 99.5 90.0 .016 1 57 2902200. 75.8 75.0.0088 1 58 162700. 41.2 45.0 .032 1 59 161260. 9.6 45.0.0134 1 159 331000. 6.1 45.0 .01 1 60 352830. 59.0 45.0 .016 1 61 421250" 16.3 45.0 .016 1 62 383000. 47.9 50.0 .016 1 162 3622200. 24.7 45.0 .015 1 63 33 950. 16.2 65.0 .01 1 165 3654600. 27.0 45.0 .016 1 66 2663862. 13.3 45.0 .01 1 166 3663891. 13.4 45.0 .01 1 167 3674400. 21.5 45.0 .01 1 168 3682800. 13.0 45.0 .01 1 170 3703000, 30.8 45.0 .01 1 171 3711600. 23.2 45..0 .01 1 172 3722000. 3.1 45.0 .01 1 173 3734600. 39.2 45.0 .010 1 164 3642600. 32.9 45.0 .010 1 65 2104420. 20.3 50.0 .064 1 67 362700. 34.7 45.0.0088 1 68 325200. 50.7 45.0 .016 1 69 3183600. 6.6 45.0 .011 1 70 2543000. 16.7 45.0 .016 1 71 18 302. 9.7 65.0.0143 1 72 1392900. 52.3 50.0 .032 1 73 29 702. 13.7 50.0.0235 1 74 27 734, 5.9 45.0.0104 1 75 2511225 53.6 34.9.0134 1 175 243357. 13.1 39.0 .015 1 76 2211600. 39.7 65.0 .016 1 176 373311. 13.8 42.4 .019 1 77 442717. 16.0 28.0 .012 1 177 46 901. 15.4 41.0 .020 "1 78 494912. 61.1 37.0 .016 13t*►WESTFIELD PARK 1 178 482463. 16.1 25.0 .035 1 79 399588. 37.3 24.2 .019 1 179 2802025. 20.1 67.0 .020 1 80 317386. 18.4 45.6 .032 1 186 263094. 13.7 31.2 .032 11 81 2041000. 24.4 45.0 .016 1 181- 203 900. 16.2 45.0 .016 00&182. 2061200. 17.8 45.0 .016 82 2012653. 33.0 68.2.0091 "DIVIDE BASIN 83 TO REFLECT FLOW TO POND 831 1 83 3478337.28.71 35.0 .020 1 831 8311420. 4.89 35.0 .020 fw'U:L; 84 842800. 22.2 75.0.0072 t�l-- 1.�'""x�' 85w 185 900. 16.1 45.0 .016 1:86= 345132. 29.1 34.4 .032 87 2871385. 33.3 25.0 .020 88. 28 417. 11.0 25.0.0154 I - 1- 89- 412622. 6.6 86.1 .032 " r-180 5.1-11325t28.0-38.0:.012 I1 90 288 716 7.9 25.0.020 1 189 379 647 20.8 50.0 .013 0 3 1 177 178 180 10 1 0 1 10.0 3400. .011 4.0 4.0 .044 12.0 11 10 0 1 10.0 1900. .013 2.5 2.5 .047 16.0 12 210 0 1 10.0 400. .011 2.0 2.0 .068 12.0 13 12 0 1 8.0 150. .011 0.0 0.0 .013 8.0 14 13 0 1 8.0 800. .0159 0.0 0.0 .013 6.0 I 15 14 6 2 .1 1. 1.005 0.0 0.0 .013 0.1 .0 .0 .0 3.0 .1 103.6 .4 233.4 1.1 460.4 1.6 643.8 16 15 0 1 10.0 2050. .011 4.0 4.0 .035 5.0 17 16 0 1 2.0 1050. .005 4.0 4.0 .035 5.0 18 16 0 1 2.0 1400. .014 4.0 4.0 .035 5.0 19 107 0 1 4.0 700. .011 4.0 4.0 .035 6.0 20 320 0 3 1. 21 20 0 1 2.0 1500. .005 4.0 4.0 .035 5.0 REGENCY REGIONAL DETENTION FACILITY 22 21 10 2 0.1 1. .005 0.0 0.0 .013 0.1 0.0 0.0 0.28 3.5 1.55 8.9 3.96 12.0 7.65 14.0 13.06 17.5 19.95 20.0 27.46 21.0 35.31 22.8 43.48 66, 23 39 0 1 12.0 1300. .0056 4.0 4.0 .030 5.0 WOODRIDGE DETENTION POND 230 24 10 2 0.0 50. .005 0.0 0.0 .013 0.0 0.0 0.0 0.07 2.60 1.00 25.60 1.62 43.78 2.62 69.62 3.62 110.19 4.83 150.41 6.04 193.45 7.47 237.48 8.90 280.98 SENECA STREET/REGENCY DRIVE CULVERTS AND CHANNEL 24 222 0 5 4.95 1600. .004 0.0 0.0 .013 4.95 20.0 1600. .010 5.0 5.0 .060 8.0 25 222 0 1 2.0 2000. .005 4.0 4.0 .035 5.0 26 23 0 1 1.0 1320. .02 10.0 5.0 .060 5.0 27 19 0 1 10.0 1100. .012 1.0 10.0 .035 5.0 288 287 0 1 2.0 670. .013 4.0 4.0 .035 5.0 287 379 0 1 2.0 1730. .016 1.0 10.0 .035 5.0 28 29 0 1 10.0 1100. .020 10.0 10.0 .035 5.0 379 30 0 1 10.0 1200. .005 1.0 50.0 .035 5.0 29 30 0 1 10.0 900. .020 10.0 10.0 .035 5.0 139 17 0 1 2.0 2400. .011 4.0 4.0 .035 5.0 30 139 0 3 31 23 0 5 2.75 750. .013 0.0 0.0 .013 2.75 70.0 750. .006 50.0 50.0 .016 10.0 32 105 0 4 .50 2600. 007 12.0 12.0 .016 0.5 10. 2600. .007 20.0 20.0 .020 10. 33 14 7 2 0.1 280. .003 0.0 0.0 .013 .1 .13 14. .61 30. 1.72 57. 2.58 93. 3.70 127. 5.30 155. 26.7 204. 34 23 0 5 1.75 950. .0051 0.0 0.0 .013 1.75 70.0 950. .006 50.0 50.0 .016 10.0 35 102 0 4 0.5 1370. .0164 12.0 12.0 .016 .5 10.0 1370. .0164 20.0 20.0 .020 10. 36 321 0 4 .5 1500. 007 12.0 12.0 .016 .5 10. 1500. .007 20.0 20.0 .020 10. 37 24 0 4 0.5 850. .0149 50.0 50.0 .016 0.5 50.0 850. .0149 20.0 20.0 .016 10.0 38 245 0 1 4.0 1200. .01 4.0 4.0 .035 5.0 POND 230 INFLOW 39 230 0 3 1. 40 375 0 4 .5 900. .011 12.0 12.0 .016 .5 10.0 900. .011 20.0 20.0 .020 5.0 FUTURE WOODRIDGE COMMERCIAL DETENTION POND 41 31 3 2 0.0 50. .005 0.0 0.0 .013 0.0 0.0 0.0 1.2 2.40 2.0 2.40 42 102 0 5 2.0 1180. .015 0.0 0.0 .013 2.0 1.0 1180. .015 20.0 20.0 .016 5.0 TROUTMAN PARK REGIONAL DETENTION POND 43 42 11 2 0.1 1. .005 0.0 0.0 .013 0.1 0.0 0.0 0.69 4.75 2.64 12.01 5.15 16.2 8.55 18.92 13.14 20.75 18.84 22.07 25.58 23.39 28.93 24.05 30.61 46.78 32.29 213.46 84 45 3 2 0.1 1. .005 0.0 0.0 .013 0.1 0.0 0.0 6.77 6.80 10.0 10.0 45 347 0 1 2.0 1250. .005 4.0 4.0 .035 5.0 Le: 46 347 0 1 2.0 1550. .005 2-.- 4.0 4.0 .035 5.0 1'/q I44 47 0 1 4.0 1100. .01 4.0 4.0 .016 5.0 47 48 0 2 5.0 342. .0102 0 0 .013 5.0 48 49 50 0 1 48 0 1 6.0 4.0 740. .0089 2600. .005 6.0 4.0 8.0 4.0 .035 .035 5.0 5.0 WESTFIELD PARK POND 50 378 0 2 7.1 156 .031 0.0 0.0 .013 7.1 51 378 0 1 45.0 500. .008 10.0 10.0 .020 5.0 261 13 0 2 3.5 900. .003 0.0 0.0 .013 3.5 262 261 0 2 3.0 3400. .0025 0.0 0.0 .013 3.0 100 11 12 1 19.5 50. .005 0.0 0.0 .013 0.5 0.0 0.0 3.9 51.0 5.9 96. 7.6 140. 11.0 260.0 12.7 300.0 14.5 340. 17. 390. 20.0 490.0 22.6 740.0 25.0 1070. 27.5 1626. 101 211 7 1 35.0 3. .0001 .013 0.5 0.0 0.0 0.7 13.2 1.4 74.9 2.1 141.1 2.8 288.9 4.3 831.5 5.9 1742.9 211 100 0 3 1. 102 33 9 2 0.1 1. 0.1 0.0 0.0 .024 0.1 0.0 0.0 0.4 3.8 1.4 10.5 4.4 16.0 7.7 20.0 11.1 24.0 13.3 25.0 15.9 36.1 19.7 1910.0 103 33 7 2 0.1 1. 0.1 0.0 0.0 .024 0.1 0.0 0.0 1.1 4.2 1.8 9.3 3.5 14.0 5.2 16.0 6.2 41.0 7.3 590.0 104 38 9 2 .1 10. .1 0.0 0.0 .1 .1 0.. 0. .84 6. 2.6 10.5 5.2 13.5 8.7 16. 10.8 16.5 12.8 17. 15.3 18. 19.3 45. 105 319 5 2 0.1 50. 0.01 0.0 0.0 .013 0.1 0.0 0.0 1.5 2.8 3.9 4.5 6.7 6.1 9.9 196.9 107 318 6 2 0.1 1. 0.1 0.0 0.0 .020 0.1 0.0 0.0 0.1 20.0 0.3 39. 0.7 58.0 1.1 185 6 0 1 22 0 1 1.6 2.0 80.0 850. .010 4.0 4.0 .035 5.0 210 101 0 3 5. 222 22 0 3 5. 243 43 0 3 5. 244 104 0 3 5. 245. 103 0 3 5. 200 47 0 5 4.5 2500. .0099 0.0 0.0 .013 4.5 5.0 2500. .0099 4.0 4.0 .035 5.0 202 208 0 1 2.0 1170. .01 4.0 4.0 .060 2.0 1, 201 200 0 1 2.0 1400. .005 4.0 4.0 .060 5.0 203 207 0 1 2.0 900. .018 4.0 4.0 .060 2.0 204 208 0 1 2.0 970. .005 4.0 4.0 .035 3.0 205 204 6 2 0 100. .08 0.0 0.0 .024 0 0.0 0.0 0.33 0.0 0.68 2.93 1.06 7.69 1.47 10.0 1.91 100.0 206 205 0 1 2.0 1200. .020 4.0 4.0 .060 2.5 207 202 4 2 0 50. .010 0.0 0.0 .024 0 0.0 0.0 0.94 0.0 1.31 3.99 1.70 100.0 208 200 0 3 5. 221 20 0 1 2.0 1600. .010 4.0 4.0 .035 5.0 * MOUNTAINRIDGE REGIONAL DETENTION POND 247 AND 831 (AS -BUILT -- 21 OCT 97) 347 247 0 3 5. 831 347 9 2 .1 .1 .005 0.0 0.0 .013 .1 "1f ._ ._ 0.0 0.0 0.03 3.16 0.22 10.45 0.40 18.63 'Ir MA.0.65 24.50 0.90 28.68 1.22 31.20 1.54 33.70 1.79 41.62 247 366 14 2 0 193. .0026 0.0 0.0 .013 0 0.0 0.0 2.03 0.61 3.78 7.97 6.67 17.94 10.12 25.67 14.06 28.18 18.32 29.94 22.84 31.62 27.61 33.30 32.63 34.97 37.92 36.97 43.51 40.05 46.54 41.55 49.57 211.15 ut� .254 107 0 4 0.5 1100. .004 12.0 12.0 .016 0.5 10. 1100. .004 20.0 20.0 .020 10. II: -.AM266- 366 0 1 10.0 800. .005 4.0 4.0 .035 5.0 II:Za -r- 270 272 0 1 10.0 1000. .0001 2.0 2.0 .035 5.0 "-1 271 272 8 3 1. mill 0.0 0.0 .083 155. 0.2 155. 0.3 155. ' !! ,.tV;_ 0.5 - 155. 1.0 155. 2.0 155. 3.0 155. UIW272 "12 0 1 10.0 100. .0001 2.0 2.0 .035 25.0 -MOUNTAINRIDGE REGIONAL DETENTION POND 278--PROPOSED 378 278 0 3 5. 278 347 14 2 0.0 360. .0083 0.0 0.0 .013 0.0 0.0_.:' 10.0 1.20 36.06 2.78 45.17 4.52 53.40 t.196.41M61.62. •=• 8.46s'-mv--68.45e« -. 10.69 75.27 13.13 81.06 15.79 86.85 18.71 90.93 21.98 95.02 25.56 99.11 29.37 103.19 31.38 200.72 279 46 4 2 0.1 50. .005 0.0 0.0 .013 0.1 0. 0. 0.18 4. 0.84 13. 2.10 20. 280 279 0 1 2.0 1400. .01 4.0 4.0 .060 5.0 290 270 0 2 5.0 100. .0006 0. 0. .013 5.0 1 0 301 8 3 1. ` 0. 0.0 0.0 0.083 80.0 0.2 80.0 0.5 80.0 1.0 80.0 2.0 80.0 3.0 80.0 4.0 80.0 301 33 0 3 1. 318 319 0 1 4.0 1900. .011 4.0 4.0 .035 6.0 319 16 0 3 1. 32020 19 7 2 .1 10. .1 0.0 0.0 .1 .1 0. 0. .18 16. .65 30. 1.4 45. 2.39 54. 3.75 62. 5.1 208. 321 35 11 2 .1 10. .1 0.0 0.0 .1 .1 0. 0. .06 5. .12 10. .27 13. .41 22. .59 33. .76 45. .97 55. 1.17 70. 1.41 82.5 1.64 97.6 362 374 0 4 .5 1100. .008 12.0 12.0 .016 .5 10.0 1100. .008 20.0 20.0 .020 5.0 364 399 0 4 .5 1800. .008 12.0 12.0 .016 .5 10.0 1800. .008 20.0 20.0 .020 5.0 365 369 0 4 .5 2300. .007 12.0 12.0 .016 .5 ' 366 371 0 1 10.0 10.0 2300. 1350. .007 .005 20.0 4.0 20.0 4.0 .020 .035 5.0 5.0 367 244 0 1 5.0 2200. .010 10.0 10.0 .060 3.0 368 372 0 4 .5 1400. .011 12.0 12.0 .016 .5 10.0 1400. .011 20.0 20.0 .020 5.0 369 244 0 1 5.0 570. .005 4.0 4.0 .035 5.0 370 244 0 5 2.0 950. .007 0.0 0.0 .013 2.0 2.0 950. .007 20.0 20.0 .020 5.0 371 243 0 1 17.0 800. .005 3.0 3.0 .035 5.0 372 40 0 4 .5 1000. .011 12.0 12.0 .016 .5 10.0 1000. .011 20.0 20.0 .020 5.0 373 243 0 5 2.5 2300. .010 0.0 0.0 .013 2.5 2.0 2300. .010 20.0 20.0 .020 5.0 374 245 0 4 .5 1050. .004 12.0 12.0 .016 .5 10.0 1050. .004 20.0 20.0 .020 5.0 375 245 0 5 3.0 1800. .002 0.0 0.0 .015 3.0 2.0 1800. .004 20.0 20.0 .020 5.0 399 370 7 2 0.1 50. .010 0.0 0.0 .015 0.1 0. 0. .10 1.7 0.6 2.7 1.7 3.4 3.2 4.1 4.8 4.6 6.4 5.0 0 9 1 378 278 � 247 43 50 831 347 200 201 DPROGRAM 1 I r SWMM output file MCMAILSLOUT: July 28, 2000 I-l� 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) I'ATERSHED PROGRAM CALLED *** ENTRY MADE TO RUNOFF MODEL *** MAIL CREEK BASIN, 100-YEAR STORM, DEVELOPED CONDITIONS-1998, DETENTION POND 278 REVISED 28, JULY, 2000 SBG (ddh) FILE: MCMAILSI.DAT UMBER OF,TIME STEPS 170 INTEGRATION TIME INTERVAL (MINUTES) 5.00 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH OR 24 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES OR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR 1.00 1.14 1.33 2.23 2.84 5.49 9.95 4.12 2.48 1.46 1.22 1.06 1.00 .95 .91 .87 .84 .81 .78 .75 .73 .71 .69 .67 AIL CREEK BASIN, 100-YEAR STORM, DEVELOPED CONDITIONS 1998, DETENTION POND 278 EVISED 28, JULY, 2000 SBG (ddh) FILE: MCMAILSI.DAT IUBAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) UMBER 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 51 10 2800.0 97.7 30.0 .0400 .016 .250 .100 .300 .51 .50 .00180 52 11 3100.0 35.1 35.0 .0640 .016 .250 .100 .300 .51 .50 .00180 '!E - 53 211 1400.0 34.4 35.0 .0320 .016 .250 .100 .300 .51 .50 .00180 54 14 2200.0 12.5 90.0 .0480 .016 .250 .100 .300 .51 .50 .00180 55 261 900.0 11.5 90,0 .0161 .016 .250 .100 .300 .51 .10 .00180 56 262 5000.0 99.5 90.0 .0160 .016 .250 .100 .300 .51 .50 .00180 57 290 2200.0 75.8 75.0 .0088 .016 .250 .100 .300 .51 .50 .00180 58 16 2700.0 41.2 45.0 .0320 .016 .250 .100 .300 .51 .50 .00180 59 16 1260.0 9.6 45.0 .0134 .016 .250 .100 .300 .51 .50 .00180 159 33 1000.0 6.1 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 ,ifi 60 _ 35 2830.0 59.0 45.0 .0160 .016 .250 .100 .300 .51 .50 .00180 11 & 61zs 42 1250.0 16.3 45.0 .0160 .016 .250 .100 .300 .51 .50 .00180 0 In 620-M- 38 3000.0 47.9 50.0 .0160 .016 .250 .100 .300 .51 .50 .00180 162'� 362 2200.0 24.7 45.0 .0150 .016 .250 .100 .300 .51 .50 .00180 1P- 1r 63 33 950.0 16.2 65.0 .0100 .016 .250 .100 .300 .51 .50 .00180 h"114165 365 4600.0 27.0 45.0 .0160 .016 .250 .100 .300 .51 .50 .00180 11166 &+*-266. 3862.0 13.3 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 166i?r„ 366=.: 3891.0 13.4 45.0 .0100 .016 .250 .100 .300 .51 .50 .00110 1671'.k =367" -- 4400.0 21.5 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 168=''0+_----368-F . 2800.0 13.0 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 170. ,,_. 370a,j� 3000.0 30.8 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 171 =i4.. 371 ,* - 1600.0 23.2 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 ! -172 as's-372+il4--2000.0 3.45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 GAGE NO t73 373 4600.0 39.2 164 364 2600.0 32.9 65 210 4420.0 20.3 67 36 2700.0 34.7 68 32 5200.0 50.7 69 318 3600.0 6.6 70 254 3000.0 16.7 71 18 302.0 9.7 72 139 2900.0 52.3 73 29 702.0 13.7 74 27 734.0 5.9 75 25 11225.0 53.6 175 24 3357.0 13.1 76 221 1600.0 39.7 176 37 3311.0 13.8 77 44 2717.0 16.0 '177 46 901.0 15.4 ,78 49 4912.0 61.1 178 48 2463.0 16.1 79 39 9588.0 37.3 179 280 2025.0 20.1 80 31 7386.0 18.4 186 26 3094.0 13.7 81 204 1000.0 24.4 181 203 900.0 16.2 182 206 1200.0 17.8 82 201 2653.0 33.0 83 347 8337.0 28.7 831 831 1420.0 4.9 84 2800.0 22.2 '84 85 185 900.0 16.1 „ 86 34 5132.0 29.1 87 287 1385.0 33.3 88 89 28 41 417.0 2622.0 11,0 6.6 180 51 11325.0 28.0 90 288 716.0 7.9 189 379 647.0 20.8 OTAL NUMBER OF SUBCATCHMENTS, OTAL TRIBUTARY AREA (ACRES), 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 50.0 .0640 .016 .250 .100 .300 .51 .50 .00180 45.0 .0088 .016 .250 .100 .300 .51 .50 .00180 45.0 .0160 .016 .250 .100 .300 .51 .50 .00180 45.0 .0110 .016 .250 .100 .300 .51 .50 .00180 45.0 .0160 .016 .250 .100 .300 .51 .50 .00180 65.0 .0143 .016 .250 .100 .300 .51 .50 .00180 50.0 .0320 .016 .250 .100 .300 .51 .50 .00180 50.0 .0235 .016 .250 .100 .300 .51 .50 .00180 45.0 .0104 .016 .250 .100 .300 .51 .50 .00180 34.9 .0134 .016 .250 .100 .300 .51 .50 .00180 39.0 .0150 .016 .250 .100 .300 .51 .50 .00180 65.0 .0160 .016 .250 .100 .300 .51 .50 .00180 42.4 .0190 .016 .250 .100 .300 .51 .50 .00180 28.0 .0120 .016 .250 .100 .300 .51 .50 .00180 41.0 .0200 .016 .250 .100 .300 .51 .50 .00180 37.0 .0160 .016 .250 .100 .300 .51 .50 .00180 25.0 .0350 .016 .250 .100 .300 .51 .50 .00180 24.2 .0190 .016 .250 .100 .300 .51 .50 .00180 67.0 .0200 .016 .250 .100 .300 .51 .50 .00180 45.6 .0320 .016 .250 .100 .300 .51 .50 .00180 31.2 .0320 .016 .250 .100 .300 .51 .50 .00180 45.0 .0160 .016 .250 .100 .300 .51 .50 .00180 45.0 .0160 .016 .250 .100 .300 .51 .50 .00180 45.0 .0160 .016 .250 .100 .300 .51 .50 .00180 68.2 .0091 .016 .250 .100 .300 .51 .50 .00180 35.0 .0200 .016 .250 .100 .300 .51 .50 .00180 35.0 .0200 .016 .250 .100 .300 .51 .50 .00180 75.0 .0072 .016 .250 .100 .300 .51 .50 .00180 45.0 .0160 .016 .250 .100 .300 .51 .50 .00180 34.4 .0320 .016 .250 .100 .300 .51 .50 .00180 25.0 .0200 .016 .250 .100 .300 .51 .50 .00180 25.0 .0154 .016 .250 .100 .300 .51 .50 .00180 86.1 .0320 .016 .250 .100 .300 .51 .50 .00180 38.0 .0120 .016 .250 .100 .300 .51 .50 .00180 25.0 .0200 .016 .250 .100 .300 .51 .50 .00180 50.0 .0130 .016 .250 .100 .300 .51 .50 .00180 61 1633.80 JAIL CREEK BASIN, 100-YEAR STORM, DEVELOPED CONDITIONS 1998, DETENTION POND 278 EVISED 28, JULY, 2000 SBG (ddh) FILE: MCMAILSI.DAT IYDROGRAPHS ARE LISTED FOR THE FOLLOWING 3 SUBCATCHMENTS - AVERAGE VALUES WITHIN TIME INTERVALS TIME(HR/MIN) 177 178 180 0 5. .0 .0 .0 0 10. .5 1.1 2.8 0 15. 4.1 5.5 14.7 0 20. 9.1 7,7 20,4 0 25. 15.1 12.2 32.1 0 30. 28.0 27.8 71.6 0 35. 60.7 70.0 169.9 0 40. 64.0 74.4 158.0 45. 41.8 52.9 92.4 '0 0 50. 32.9 41.7 66.9 0 55. 26.6 30.4 44.6 1 0. 22.8 24.5 35.5 1 5. 20.1 20.0 28.9 1 10. 18.1 17.1 25.0 1 15. 16.5 14.8 22.2 1 20. 15.2 13.1 20.1 1 25. 14.0 11.8 18.4 1 30. 13.0 10.7 17.1 1 35. 12.1 9.8 15.9 1 40. 11.3 9.0 14.9 rl 1 45, 10,6 8,3 14.0 1 50. 10.0 7.7 13.2 1 55. 9.5 7.2 12.5 2 0. 8.9 6.7 11.9 2 5. 7.1 4.7 7.2 2 10. 5.1 3.1 3.5 2 15. 4.1 2.5 2.6 2 20. 3.4 2.1 2.0 2 25. 3.0 1.7 1.6 2 30. 2.6 1.5 1.3 2 35. 2.3 1.3 1.0 2 40. 2.1 1.1 .9 2 45. 1.8 .9 .7 50. 1.7 .8 .6 [2 2 55. 1.5 .7 .5 3 0. 1.4 .6 .4 3 5. 1.3 .5 .3 10. 1.1 .5 .3 3 15. 1.1 '3 .4 .2 3 20. 1.0 .4 .2 3 25. .9 .3 .1 3 30. .8 .3 .1 35. .8 .2 .1 '3 3 40. .7 .2 .0 3 45. .6 .2 .0 3 50. .6 .2 .0 3 5. . .1 .0 4 0. .55 0 .1 .0 4 5. .5 .1 .0 4 10. .4 .1 .0 4 15, .4 .1 .0 4 20. .4 .1 .0 4 25. .4 .0 .0 4 30. .3 .0 .0 4 35. .3 .0 .0 4 40. .3 .0 .0 4 45. .3 .0 .0 4 50. .2 .0 .0 4 55. .2 .0 .0 5 0. .2 .0 .0 5 5. .2 - .0 .0 5 10. .2 .0 .0 5 15. .2 .0 .0 5 20. .2 .0 .0 5 25. .1 .0 .0 5 30. .1 .0 .0 5 35. .1 .0 .0 5 40. .1 .0 .0 5 . .1 .0 .0 50 5 50. .1 .0 .0 5 55. .1 .0 .0 6 0. .1 .0 .0 6 5. .1 6 10. .1 .0 .0 .0 .0 6 15. .1 .0 .0 6 20. .1 .0 .0 6 25. .0 .0 .0 6 3. .0 .0 .0 6 355. .0 .0 .0 6 40. .0 . .0 .0 6 45. .0 .0 .0 6 50. .0 .0 .0 6 55. .0 .0 .0 i ,.7 a 0. .0 .0 .0 .0 .0 .0 7"' 10..0 .0 .0 7 15. .0 .0 .0 7 20. .0 .0 .0 7 25. .0 .0 .0 7 30. .0 .0 .0 7 35. .0 .0 .0 7 40. .0 .0 .0 T. 45, .0 .0 .0 -::7 r. 50. .0 .0 .0 J. i,MTW 55.. --._. .0 .0 .0 a 8. 5. _.....0 .0 .0 "8 15. '. _. -. o .0 .0 . 8.. 30.,`. .0 .0 .0 '835..::�:�: -0 .0 .0 8 45. -.0 .0 .0 8 50. .0 .0 .0 8 55. .0 .0 .0 9 0. .0 .0 .0 9 5. .0 .0 .0 9 10. .0 .0 .0 9 15. .0 .0 .0 9 20. .0 .0 .0 9 25. .0 .0 .0 9 30. .0 .0 .0 9 35. .0 .0 .0 9 40. .0 .0 .0 9 45. .0 .0 .0 9 50. .0 .0 .0 9 55. .0 .0 .0 10 0. .0 .0 .0 '10 5. .0 .0 .0 10 10. .0 .0 .0 10 15. .0 .0 .0 10 20. .0 .0 .0 C110 25. .0 .0 .0 10 30. .0 .0 .0 0 35. .0 .0 .0 10 40. .0 .0 .0 10 45. .0 .0 .0 10 50. .0 .0 .0 10 55. .0 .0 .0 11 0. .0 .0 .0 11 5. .0 .0 .0 11 1. .0 .0 .0 11 155- .0 .0 .0 11 20. .0 .0 .0 11 25. .0 .0 .0 '11 30. .0 .0 .0 11 35. .0 .0 .0 11 40. .0 .0 .0 11 45. .0 .0 .0 11 50. .0 .0 .0 111 55. .0 .0 .0 12 0. .0 .0 .0 12 5. .0 .0 .0 12 10. .0 .0 .0 12 15. .0 .0 .0 #12 20. .0 .0 .0 12 25. .0 .0 .0 12 30. .0 .0 .0 12 35. .0 .0 .0 12 40. .0 .0 .0 112 12 45. .0 .0 .0 50. .0 .0 .0 12 55. .0 .0 .0 113 0. .0 .0 .0 13 5. .0 .0 .0 13 10. .0 .0 .0 13 15. .0 .0 .0 113 20. .0 .0 .0 13 25. .0 .0 .0 13 30. .0 .0 .0 13 35. .0 .0 .0 13 40. .0 .0 .0 113 45. .0 .0 .0 13 50. .0 .0 .0 13 55. .0 .0 .0 14 0. .0 .0 .0 14 5, 0 0 .0 14 10. .0 .0 .0 AIL CREEK BASIN, 100-YEAR STORM, DEVELOPED CONDITIONS 1998, DETENTION POND 278 EVISED 28, JULY, 2000 SBG (ddh) FILE: MCMAILSI.DAT «<�** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSNM2-PC MODEL *** 1u.JATERSHED AREA (ACRES) 1633.800 �OTAL RAINFALL (INCHES) 3.669 �OTAL INFILTRATION (INCHES) .676 OTAL WATERSHED OUTFLOW (INCHES) 2.886 TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .107 �RROR IN CONTINUITY, PERCENTAGE OF RAINFALL .000 AIL CREEK BASIN, 100-YEAR STORM, DEVELOPED CONDITIONS 1998, DETENTION POND 278 EVISED 28, JULY, 2000 SBG (ddh) FILE: MCMAILSI.DAT RUTTER WIDTH INVERT SIDE SLOPES OVERBANK/SURCHARGE GUTTER NDP NP OR DIAM LENGTH SLOPE HORI2 TO VERT MANNING DEPTH JK NUMBER CONNECTION (FT) (FT) (FT/FT) L R N (FT) '10 1 0 1 CHANNEL 10.0 3400. .0110 4.0 4.0 .044 12.00 0 11 10 0 1 CHANNEL 10.0 1900. .0130 2.5 2.5 .047 16.00 0 12 210 0 1 CHANNEL 10.0 400. .0110 2.0 2.0 .068 12.00 0 13 12 0 1 CHANNEL 8.0 150. .0110 .0 .0 .013 8.00 0 13 0 1 CHANNEL 8.0 800. .0159 .0 .0 .013 6.00 0 '14 15 14 6 2 PIPE .1 1. 1.0050 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 3.0 .1 103.6 .4 233.4 1.1 460.4 1.6 643.8 15 0 1 CHANNEL 10.0 2050. .0110 4.0 4.0 .035 5.00 0 '16 17 16 0 1 CHANNEL 2.0 1050. .0050 4.0 4.0 .035 5.00 0 18 16 0 1 CHANNEL 2.0 1400. .0140 4.0 4.0 .035 5.00 0 19 107 0 1 CHANNEL 4.0 700. .0110 4.0 4.0 .035 6.00 0 20 320 0 3 .0 1. .0010 .0 .0 .001 10.00 0 21 20 0 1 CHANNEL 2.0 1500. .0050 4.0 4.0 .035 5.00 0 22 21 10 2 PIPE .1 1. .0050 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .3 3.5 1.6 8.9 4.0 12.0 7.7 14.0 13.1 17.5 19.9 20.0 27.5 21.0 35.3 22.8 43.5 66.0 ' 23 39 0 1 CHANNEL 12.0 1300. .0056 4.0 4.0 .030 5.00 0 230 24 10 2 PIPE .0 50. .0050 .0 .0 .013 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 2.6 1.0 25.6 1.6 43.8 2.6 69.6 3.6 110.2 .0 4.8 .0 150.4 .1 6.0 193.4 7.5 237.5 8.9 281.0 24 222 0 5 PIPE 5.0 1600. .0040 .0 .0 .013 4.95 0 OVERFLOW 20.0 1600. .0040 5.0 5.0 .060 8.00 25 222 0 1 CHANNEL 2.0 2000. .0050 4.0 4.0 .035 5.00 0 26 23 0 1 CHANNEL 1.0 1320. .0200 10.0 5.0 .060 5.00 0 27 19 0 1 CHANNEL 10.0 1100. .0120 1.0 10.0 .035 5.00 0 288 287 0 1 CHANNEL 2.0 670. .0130 4.0 4.0 .035 5.00 0 287 379 0 1 CHANNEL 2.0 1730. .0160 1.0 10.0 .035 5.00 0 28 29 0 1 CHANNEL 10.0 1100. .0200 10.0 10.0 .035 5.00 0 379 30 0 1 CHANNEL 10.0 1200. .0050 1.0 50.0 .035 5.00 0 29 30 0 1 CHANNEL 10.0 900. .0200 10.0 10.0 .035 5.00 0 139 17 0 1 CHANNEL 2.0 2400. .0110 4.0 4.0 .035 5.00 0 30 139 0 3 .0 0. .0010 .0 .0 .001 10.00 0 31 23 0 5 PIPE 2.8 750. .0130 .0 .0 .013 2.75 0 OVERFLOW 70.0 750. .0130 50.0 50.0 .016 10.00 732 105 0 4 CHANNEL .5 2600. .0070 12.0 12.0 .016 .50 0 OVERFLOW 10.0 2600. .0070 20.0 20.0 .020 10.00 33 14 7 2 PIPE .1 280. .0030 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .1 14.0 .6 30.0 1.7 57.0 2.6 93.0 3.7 127.0 5.3 155.0 26.7 204.0 34 23 0 5 PIPE 1.8 950. .0051 .0 .0 .013 1.75 0 OVERFLOW 70.0 950. .0051 50.0 50.0 .016 10.00 _T35 .'r,° 102 0 4 CHANNEL .5 1370. .0164 12.0 12.0 .016 .50 .0 OVERFLOW 10.0 1370. .0164 20.0 20.0 .020 10.00 V,1036;"t: ,!MLW321 0 4 CHANNEL .5 1500. .0070 12.0 12.0 .016 .50 0 OVERFLOW 10.0 1500. .0070 20.0 20.0 .020 10.00 37 & 24 0 4 CHANNEL .5 850. .0149 50.0 50.0 .016 .50 0 OVERFLOW 50.0 850. .0149 20.0 20.0 .016 10.00 333&,A _v7 245 0 1 CHANNEL 4.0 1200. .0100 4.0 4.0 .035 5.00 0 39 {' ? ? w 230 0 3 .0 1. .0010 .0 .0 .001 10.00 0 40 3 75 - 0 4 CHANNEL .5 900. .0110 12.0 12.0 .016 .50 0 OVERFLOW 10.0 900. .0110 20.0 20.0 .020 5.00 41i' 31�_ 3 2 PIPE .0 50. .0050 .0 .0 .013 .00 0 ;' '•''`w$=" RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW I ' .0 .0 1.2 2.4 2.0 2.4 42 102 0 5 -PIPE 2.0 1180. .0150 .0 .0 .013 2.00 0 OVERFLOW 1.0 1180. .0150 20.0 20.0 .016 5.00 ' 43 42 11 2 PIPE .1 1. .0050 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .7 4.8 2.6 12.0 5.2 16.2 8.6 18.9 13.1 20.8 18.8 22.1 25.6 23.4 28.9 24.1 30.6 46.8 32.3 213.5 84 45 3 2 PIPE .1 1. .0050 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 6.8 6.8 10.0 10.0 45 347 0 1 CHANNEL 2.0 1250. .0050 4.0 4.0 .035 5.00 0 46 347 0 1 CHANNEL 2.0 1550. .0050 4.0 4.0 .035 5.00 0 44 47 0 1 CHANNEL 4.0 1100. .0100 4.0 4.0 .016 5.00 0 47 48 0 2 PIPE 5.0 342. .0102 .0 .0 .013 5.00 0 48 50 0 1 CHANNEL 6.0 740. .0089 6.0 8.0 .035 5.00 0 49 48 0 1 CHANNEL 4.0 2600. 0050 4.0 4.0 .035 5.00 0 378 0 2 PIPE 7.1 156. .0310 .0 .0 .013 7.10 0 '50 51 378 0 1 CHANNEL 45.0 500. .0080 10.0 10.0 .020 5.00 0 261 13 0 2 PIPE 3.5 900. .0030 .0 .0 .013 3.50 0 262 261 0 2 PIPE 3.0 3400. .0025 .0 .0 .013 3.00 0 100 11 12 1 CHANNEL 19.5 50. .0050 .0 .0 .013 .50 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 3.9 51.0 5.9 96.0 7.6 140.0 11.0 260.0 12.7 300.0 14.5 340.0 17.0 390.0 20.0 490.0 22.6 740.0 25.0 1070.0 27.5 1626.0 101 211 7 1 CHANNEL 35.0 3. 0001 .0 .0 .013 .50 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .0 .0 .7 13.2 1.4 74.9 2.1 141.1 2.8 288.9 4.3 831.5 5.9 1742.9 211 100 0 3 .0 1. .0010 .0 .0 .001 10.00 0 102 33 9 2 PIPE .1 1. .1000 .0 .0 .024 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .4 3.8 1.4 10.5 4.4 16.0 7.7 20.0 11.1 24.0 13.3 25.0 15.9 36.1 19.7 1910.0 103 33 7 2 PIPE .1 1. .1000 .0 .0 .024 .10 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.1 4.2 1.8 9.3 3.5 14.0 5.2 16.0 6.2 41.0 7.3 590.0 104 38 9 2 PIPE .1 10. .1000 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .8 6.0 2.6 10.5 5.2 13.5 8.7 16.0 10.8 16.5 12.8 17.0 15.3 18.0 19.3 45.0 105 319 5 2 PIPE .1 50. - .0100 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.5 2.8 3.9 4.5 6.7 6.1 9.9 196.9 107 318 6 2 PIPE .1 1. .1000 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 20.0 .3 39.0 .7 58.0 1.1 68.0 1.6 80.0 185 22 0 1 CHANNEL 2.0 850. .0100 4.0 4.0 .035 5.00 0 210 101 0 3 .0 5. .0010 .0 .0 .001 10.00 0 222 22 0 3 .0 5. .0010 .0 .0 .001 10.00 0 243 43 0 3 .0 5. .0010 .0 .0 .001 10.00 0 104 0 3 .0 5. .0010 .0 .0 .001 10.00 0 '244 245 103 0 3 .0 5. .0010 .0 .0 .001 10.00 0 200 47 0 5 PIPE 4.5 2500. .0099 .0 .0 .013 4.50 0 OVERFLOW 5.0 2500. .0099 4.0 4.0 .035 5.00 202 208 0 1 CHANNEL 2.0 1170. .0100 4.0 4.0 .060 2.00 0 200 0 1 CHANNEL 2.0 1400. .0050 4.0 4.0 .060 5.00 0 '201 203 207 0 1 CHANNEL 2.0 900. .0180 4.0 4.0 .060 2.00 0 204 208 0 1 CHANNEL 2.0 970. .0050 4.0 4.0 .035 3.00 0 205 204 6 2 PIPE .0 100. .0800 .0 .0 .024 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .3 .0 .7 2.9 1.1 7.7 1.5 10.0 1.9 100.0 206 205 0 1 CHANNEL 2.0 1200. .0200 4.0 4.0 .060 2.50 0 207 202 4 2 PIPE .0 50. .0100 .0 .0 .024 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .9 .0 1.3 4.0 1.7 100.0 208 200 0 3 .0 5. .0010 .0 .0 .001 10.00 0 221 20 0 1 CHANNEL 2.0 1600. .0100 4.0 4.0 .035 5.00 0 347 247 0 3 .0 5. .0010 .0 .0 .001 10.00 0 831 347 9 2 PIPE .0 1. .0050 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 3.2 .2 10.4 .4 18.6 .7 24.5 .9 28.7 1.2 31.2 1.5 33.7 1.8 41.6 247 366 14 2 PIPE .0 193. .0026 .0 .0 .013 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 2.0 .6 3.8 8.0 6.7 17.9 10.1 25.7 14.1 28.2 18.3 29.9 22.8 31.6 27.6 33.3 32.6 35.0 37.9 37.0 43.5 40.0 w;• 46.5 41.5 49.6 211.2 1254 -;P3 107 0 4 CHANNEL .5 1100. .0040 12.0 12.0 .016 .50 0 OVERFLOW 10.0 1100. .0040 20.0 20.0 .020 10.00 266 366 0 1 CHANNEL 10.0 800. .0050 4.0 4.0 .035 5.00 0 270 272 0 1 CHANNEL 10.0 1000. .0001 2.0 2.0 .035 5.00 0 271 272 8 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN HRS VS INFLOW IN CFS .0 .0 .1 155.0 .2 155.0 .3 155.0 .5 155.0 1.0 155.0 2.0 155.0 3.0 155.0 272 12 0 1 CHANNEL 10.0 100. .0001 2.0 2.0 .035 25.00 0 378 278 0 3 .0 5. .0010 .0 .0 .001 10.00 0 278 347 14 2 PIPE .0 360. .0083 .0 .0 .013 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .0 .0 1.2 36.1 2.8 45.2 4.5 53.4 6.4 61.6 8.5 68.5 10.7 75.3 13.1 81.1 15.8 86.8 18.7 90.9 22.0 95.0 25.6 99.1 29.4 103.2 31.4 200.7 46 4 2 PIPE .1 50. .0050 .0 .0 .013 .10 0 1279 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .2 4.0 .8 13.0 2.1 20.0 280 279 0 1 CHANNEL 2.0 1400. .0100 4.0 4.0 .060 5.00 0 290 270 0 2 PIPE 5.0 100. .0006 .0 .0 .013 5.00 0 300 301 8 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN HRS VS INFLOW IN CFS .0 .0 .1 80.0 .2 80.0 .5 80.0 1.0 80.0 2.0 80.0 3.0 80.0 4.0 80.0 301 33 0 3 .0 1. .0010 .0 .0 .001 10.00 0 318 319 0 1 CHANNEL 4.0 1900. .0110 4.0 4.0 .035 6.00 0 319 16 0 3 .0 1. .0010 .0 .0 .001 10.00 0 320 19 7 2 PIPE .1 10. .1000 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .2 16.0 .7 30.0 1.4 45.0 2.4 54.0 3.8 62.0 5.1 208.0 321 35 11 2 PIPE .1 10. .1000 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 5.0 .1 10.0 .3 13.0 .4 22.0 .6 33.0 .8 45.0 1.0 55.0 1.2 70.0 1.4 82.5 1.6 97.6 362 374 0 4 CHANNEL .5 1100. .0080 12.0 12.0 .016 .50 0 OVERFLOW 10.0 1100. .0080 20.0 20.0 .020 5.00 364 399 0 4 CHANNEL 5 1800, .0080 12.0 12.0 .016 .50 0 OVERFLOW 10.0 1800. .0080 20.0 20.0 .020 5.00 365 369 0 4 CHANNEL .5 2300. .0070 12.0 12.0 .016 .50 0 OVERFLOW 10.0 2300. .0070 20.0 20.0 .020 5.00 366 371 0 1 CHANNEL 10.0 1350. .0050 4.0 4.0 .035 5.00 0 367 244 0 1 CHANNEL 5.0 2200. .0100 10.0 10.0 .060 3.00 0 ' 368 372 0 4 CHANNEL .5 1400. .0110 12.0 12.0 .016 .50 0 OVERFLOW 10.0 1400. .0110 20.0 20.0 .020 5.00 369 244 0 1 CHANNEL 5.0 570. .0050 4.0 4.0 .035 5.00 0 370 244 0 5 PIPE 2.0 950. .0070 .0 .0 .013 2,00 0 OVERFLOW 2.0 950. .0070 20.0 20.0 .020 5.00 371 243 0 1 CHANNEL 17.0 800. .0050 3.0 3.0 .035 5.00 0 372 40 0 4 CHANNEL .5 1000. .0110 12.0 12.0 .016 .50 0 OVERFLOW 10.0 1000. .0110 20.0 20.0 .020 5.00 373 243 0 5 PIPE 2.5 2300. .0100 .0 .0 .013 2.50 0 ' OVERFLOW 2.0 2300. .0100 20.0 20.0 .020 5.00 374 245 0 4 CHANNEL .5 1050. .0040 12.0 12.0 .016 .50 0 OVERFLOW 10.0 1050. .0040 20.0 20.0 .020 5.00 375 245 0 5 PIPE 3.0 1800. .0020 .0 .0 .015 3.00 0 OVERFLOW 2.0 1800. .0020 20.0 20.0 .020 5.00 399 370 7 2 PIPE .1 50. .0100 .0 .0 .015 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 1.7 .6 2.7 1.7 3.4 3.2 4.1 4.8 4.6 6.4 5.0 TOTAL NUMBER OF GUTTERS/PIPES, 107 IRAIL CREEK BASIN, 100-YEAR STORM, DEVELOPED CONDITIONS 1998, DETENTION POND 278 EVISED�28,-JULY, 2000 SBG (ddh) FILE: MCMAILS1.DAT S�ARRANGEMENTJOF SUBCATCHMENTS AND GUTTERS/PIPES >A;I4f44,.GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA D.A.(AC) 10 11 0 0 0 0 0 0 0 0 0 51 0 0 0 0 0 0 0 0 0 1633.8 "`w 11 j k7 a 100 0 0 0 0 0 0 0 0 0 52 0 0 0 0 0 0 0 0 0 1536.1 12 - 13 272 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1446.3 .,k._tY 4 2,�T 1-; .. i .`13tia�xa 14 261 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1370.5 1 1.'= 14 V> i' 15 33 0- 0 -- 0 0 0 0 0 0 54 0 0 0 0 0 0 0 0 0 1259.5 _ 15 16 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 520.8 16 17 18 319 0 0 0 0 0 0 0 58 59 0 0 0 0 0 0 0 0 520.8 17 139 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 139.0 18 0 0 0 0 0 0 0 0 0 0 71 0 0 0 0 0 0 0 0 0 9.7 19 27 320 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 247.3 20 21 221 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0. 241.4 21 22 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 201.7 22 185 222 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 201.7 ' 23 26 31 34 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 67.8 24 230 37 0 0 0 0 0 0 0 0 175 0 0 0 0 0 0 0 0 0 132.0 25 0 0 0 0 0 0 0 0 0 0 75 0 0 0 0 0 0 0 0 0 53.6 26 0 0 0 0 0 0 0 0 0 0 186 0 0 0 0 0 0 0 0 0 13.7 ' 27 0 0 0 0 0 0 0 0 0 0 74 0 0 0 0 0 0 0 0 0 5.9 28 0 0 0 0 0 0 0 0 0 0 88 0 0 0 0 0 0 0 0 0 11.0 29 28 0 0 0 0 0 0 0 0 0 73 0 0 0 0 0 0 0 0 0 24.7 31 41 0 0 0 0 0 0 0 0 0 80 0 0 0 0 0 0 0 0 0 25.0 32 0 0 0 0 0 0 0 0 0 0 68 0 0 0 0 0 0 0 0 0 50.7 ' 33 102 103 301 0 0 0 0 0 0 0 159 63 0 0 0 0 0 0 0 0 726.2 34 0 0 0 0 0 0 0 0 0 0 86 0 0 0 0 0 0 0 0 0 29.1 35 321 0 0 0 0 0 0 0 0 0 60 0 0 0 0 0 0 0 0 0 93.7 36 0 0 0 0 0 0 0 0 0 0 67 0 0 0 0 0 0 0 0 0 34.7 ' 37 0 0 0 0 0 0 0 0 0 0 176 0 0 0 0 0 0 0 0 0 13.8 38 104 0 0 0 0 0 0 0 0 0 62 0 0 0 0 0 0 0 0 0 160.1 39 23 0 0 0 0 0 0 0 0 0 79 0 0 0 0 0 0 0 0 0 105.1 40 372 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16.1 41 0 0 0 0 0 0 0 0 0 0 89 0 0 0 0 0 0 0 0 0 6.6 ' 42 43 0 0 0 0 0 0 0 0 0 61 0 0 0 0 0 0 0 0 0 409.3 43 243 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 393.0 44 0 0 0 0 0 0 0 0 0 0 77 0 0 0 0 0 0 0 0 0 16.0 45 84 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 22.2 ' 46 279 0 0 0 0 0 0 0 0 0 177 0 0 0 0 0 0 0 0 0 35.5 47 44 200 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 107.4 48 47 49 0 0 0 0 0 0 0 0 178 0 0 0 0 0 0 0 0 0 184.6 49 0 0 0 0 0 0 0 0 0 0 78 0 0 0 0 0 0 0 0 0 61.1 50 48 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 184.6 ' 51 0 0 0 0 0 0 0 0 0 0 180 0 0 0 0 0 0 0 0 0 28.0 84 0 0 0 0 0 0 0 0 0 0 84 0 0 0 0 0 0 0 0 0 22.2 100 211 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1501.0 101 210 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1466.6 ' 102 35 42 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 503.0 103 245 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 200.9 104 244 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 112.2 105 32 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 50.7 ' 107 19 254 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 264.0 139 30 0 0 0 0 0 0 0 0 0 72 0 0 0 0 0 0 0 0 0 139.0 185 0 0 0 0 0 0 0 0 0 0 85 0 0 0 0 0 0 0 0 0 16.1 200 201 208 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 91.4 201 0 0 0 0 0 0 0 0 0 0 82 0 0 0 0 0 0 0 0 0 33.0 ' 202 207 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16.2 203 0 0 0 0 0 0 0 0 0 0 181 0 0 0 0 0 0 0 0 0 16.2 204 205 0 0 0 0 0 0 0 0 0 81 0 0 0 0 0 0 0 0 0 42.2 205 206 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17.8 206 0 0 0 0 0 0 0 0 0 0 182 0 0 0 0 0 0 0 0 0 17.8 207 203 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16.2 208 202 204 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 58.4 210 12 0 0 0 0 0 0 0 0 0 65 0 0 0 0 0 0 0 0 0 1466.E 211 101 0 0 0 0 0 0 0 0 0 53 0 0 0 0 0 0 0 0 0 1501.0 ' 221 0 0 0 0 0 0 0 0 0 0 76 0 0 0 0 0 0 0 0 0 39.7 222 24 25 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 185.6 230 39 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 105.1 243 371 373 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 393.0 ' 244 367 369 370 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 112.2 245 38 374 375 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 200.9 247 347 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 303.9 254 0 0 0 0 0 0 0 0 0 0 70 0 0 0 0 0 0 0 0 0 16.7 261 262 0 0 0 0 0 0 0 0 0 55 0 0 0 0 0 0 0 0 0 111.0 262 0 0 0 0 0 0 0 0 0 0 56 0 0 0 0 0 0 0 0 0 99.5 266 0 0 0 0 0 0 0 0 0 0 66 0 0 0 0 0 0 0 0 0 13.3 270 290 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 75.8 271 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 272 270 271 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 75.8 278 378 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 212.6 279 280 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 20.1 •a s f 280 0 0 0 0 0 0 0 0 0 0 179 0 0 0 0 0 0 0 0 0 20.1 ' 287 288 0 0 0 0 0 0 0 0 0 87 0 0 0 0 0 0 0 0 0 41.2 288 0 0 0 0 0 0 0 0 0 0 90 0 0 0 0 0 0 0 0 0 7.9 - 290 0 0 0 0 0 0 0 0 0 0 57 0 0 0 0 0 0 0 0 0 75.8 ^' 300 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 301 300 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 318 107 0 0 0 0 0 0 0 0 0 69 0 0 0 0 0 0 0 0 0 270.6 ' 319 105 318 0 0 0• 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 321.3 320 20 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 241.4 321 36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 34.7 347 45 46 831 278 0 0 0 0 0 0 83 0 0 0 0 0 0 0 0 0 303.9 362 0 0 0 0 0 0 0 0 0 0 162 0 0 0 0 0 0 0 0 0 24.7 ' 364 0 0 0 0 0 0 0 0 0 0 164 0 0 0 0 0 0 0 0 0 32.9 365 0 0 0 0 0 0 0 0 0 0 165 0 0 0 0 0 0 0 0 0 27.0 366 247 266 0 0 0 0 0 0 0 0 166 0 0 0 0 0 0 0 0 0 330.6 367 0 0 0 0 0 0 0 0 0 0 167 0 0 0 0 0 0 0 0 0 21.5 ' 368 0 0 0 0 0 0 0 0. 0 0 168 0 0 0 0 0 0 0 0 0 13.0 369 365 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 27.0 370 399 0 0 0 0 0 0 0 0 0 170 0 0 0 0 0 0 0 0 0 63.7 371 366 0 0 0 0 0 0 0 0 0 171 0 0 0 0 0 0 0 0 0 353.8 372 368 0 0 0 0 0 0 0 0 0 172 0 0 0 0 0 0 0 0 0 16.1 373 0 0 0 0 0 0 0 0 0 0 173 0 0 0 0 0 0 0 0 0 39.2 374 362 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 24.7 375 40 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16.1 378 50 51 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 212.6 ' 379 287 0 0 0 0 0 0 0 0 0 189 0 0 0 0 0 0 0 0 0 62.0 399 364 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 32.9 831 0 0 0 0 0 0 0 0 0 0 831 0 0 0 0 0 0 0 0 0 4.9 NONCONVERGENCE IN GUTTER DURING TIME STEP 49 AT CONVEYANCE ELEMENT 290 RAIL CREEK BASIN, 100-YEAR STORM, DEVELOPED CONDITIONS 1998, DETENTION POND 278 REVISED 28, JULY, 2000 SBG (ddh) FILE: MCMAILSI.DAT HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 9 CONVEYANCE ELEMENTS ' THE UPPER NUMBER IS DISCHARGE IN CFS THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES: ( ) DENOTES DEPTH ABOVE INVERT IN FEET (S) DENOTES STORAGE IN AC -FT FOR DETENTION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. (I) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH (D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER (0) DENOTES STORAGE IN AC -FT FOR SURCHARGED GUTTER �IME(HR/MIN) 43 50 200 201 247 278 347 378 831 0 5. .00 .00 .00 .00 .00 .00 .08 .00 .00 .00( ) .00( ) .00( ) .00( ) .00(S) .00(S) .00( ) .00( ) .00(S) 0 10. .02 .19 .01 .08 .01 .11 5.69 1.15 .25 .00(S) .07( ) .02( ) .10( ) .02(S) .00(S) .00( ) .00( ) .00(S) 0 15. .28 4.24 .53 1.81 .04 1.67 26.39 15.73 1.38 .04(S) .31( ) .17( ) .52( ) .13(S) .06(S) .00( ) .00( ) .01(S) 0 20. 1.31 16.76 5.14 8.06 .10 6.30 28.15 36.99 2.39 .19(S) .59( ) .50( ) 1.04( ) .32(S) .21(S) .00( ) .00( ) .02(S) 0 25. 3.63 45.35 20.38 20.85 .20 15.94 72.50 78.36 3.47 .53(S) .96( ) .98( ) 1.57( ) .66(S) .53(S) .00( ) .00( ) .04(S) 0 30. 6.41 117.81 54.22 47.14 .43 36.63 152.68 197.14 5.38 1.13(S) 1.52( ) 1.62( ) 2.21( ) 1.44(S) 1.30(S) .00( ) .00( ) .09(S) 1Y MOiu 35. 11.19 311.49 133.00 110.73 5.17 48.33 340.15 512.04 10.69 2.42(S) 2.50( ) 2.72( ) 3.13( ) 3.11(S) 3.45(S) .00( ) .00( ) .23(S) 0' 40. 15.23 494.64 210.39 154.69 12.13 63.65 220.31 636.82 15.05 4.56(S) 3.22( ) 4.51( ) 3.58( ) 4.98(S) .02(S) .00( ) .00( ) 32(S) e 78 0 45 17.58 506.04 215.44 136.16 17.56 75.39 266.60 583.10 15.39 6.87(S) 3.27( ) 4.89( ) 3.40( ) 6.56(S) L 0. S 00( ) 00( ) 33(S)tr � `P 0 50. 19.03 456.12 212.02 108.44 20.86 82.94 182.45 520.54 14.47 0 8.81(S) 3.08( ) 4.71( ) 3.11( ) 7.97(S) 14.00(S) 00( ) .00( ) .31(S) o `� K it; 0 -55.-. 19.65 410.60 202.78 84.74 23.65 88.20 223.44 451.32 12.75 't 10.37(S) 2.91( ) 3.86( ) 2.81( ) 9.22(S) 16.75(S) .00( ) .00( ) .27(S) 0�.�` 20.15 361.18 176.14 67.69 25.83 91.36 160.81 395.91 11.04 11.63(S) 2.71( ) 3.34( ) 2.57( ) 10.37(S) 19.05(S) .00( ) .00( ) .23(S) �1�' 5°., 20.57 311.80 156.22 55.75 26.52 93.73 206.19 340.02 9.60 +� 'W 12.68(S) 2.50( ) 3.04( ) 2.37( ) 11.45(S) 20.95(S) .00( ) .00( ) .20(S) 1t tO.,A' 20.86 275.07 137.06 47.40 27.18 95.61 149.76 299.86 8.41 w 6`� 13.59(S) 2.34( ) 2.78( ) 2.22( ) 12.49(S) 22.50(S) .00( ) .00( ) .17(S) 21.05 242.57 121.33 41.43 27.82 97.08 197.64 264.65 7.37 PuP 14.40(S) 2.20( ) 2.56( ) 2.10( ) 13.50(S) 23.78(S) .00( ) .00( ) .14(S) "tT°'20*.p'°'- '21.22 217.36 109.00 37.02 28.35 98.28 142.87 237.39 6.48 a� =yMiiff 15`. 13(S) 2.07( ) 2.40( ) 2.00( ) 14.48(S) 24.84(S) .00( ) .00( ) .12(S) ' -1 b25':9:`?W21.37 "196.44i2 M>:;-99.22 33.64 28.75 99.27 191.89 214.84 5.73 ' ' 15.81(S) 1.97( ) 2.27( ) 1.92( ) 15.44(S) 25.71(S) .00( ) .00( ) .10(S) 1 30. 21.51 179.88 91.29 30.98 29.14 100.06 137.92 196.97 5.09 16.41(S) 1.88( ) 2.16( ) 1.86( ) 16.37(S) 26.45(S) 00( ) 00( ) 18(S) ' 1 35. 21.64 165.52 84.69 28.81 29.52 100.71 187.39 181.45 4.55 16.95(S) 1.81( ) 2.07( ) 1.80( ) 17.29(S) 27.06(S) .00( ) .00( ) .07(S) 1 40. 21.75 153.68 79..05 26.98 29.89 101.26 133.78 168.56 4.10 17.45(S) 1.74( ) 1.99( ) 1.75( ) 18.19(S) 27.57(S) .00( ) .00( ) .05(S) 1 45. 21.86 142.97 74.12 25.41 30.22 101.71 183.66 156.98 3.71 17.92(S) 1.68( ) 1.92( ) 1.71( ) 19.08(S) 27.99(S) .00( ) .00( ) .04(S) 1 50. 21.97 133.99 69.79 24.06 30.55 102.08 130.41 147.25 3.37 18.37(S) 1.62( ) 1.86( ) 1.67( ) 19.95(S) 28.33(S) .00( ) .00( ) .04(S) 1 55. 22.07 125.72 65.95 22.89 30.87 102.38 180.40 138.29 3.00 ' 18.80(S) 1.57( ) 1.80( ) 1.64( ) 20.81(S) 28.61(S) .00( ) .00( ) .03(S) 2 0. 22.15 118.66 62.52 21.84 31.18 102.62 127.04 130.58 2.49 19.21(S) 1.53( ) 1.75( ) 1.60( ) 21.66(S) 28.83(S) .00( ) .00( ) .02(S) 2 5. 22.22 108.39 58.11 19.57 31.48 102.77 168.42 116.13 1.85 19.58(S) 1.46( ) 1.68( ) 1.53( ) 22.46(S) 28.98(S) .00( ) .00( ) 02(S) C 5� 2 10. 22.28 95.22 51.59 16.19 31.75 102.81 115.39 99.59 1.22 19.89(S) 37( ) 1.58( ) 1.41( ) 23.22(S) 29.01(S) 00( ) 00( ) 01(S) G £ 7 g fjm G 2 15. 22.33 81.77 44.56 13.10 32.01 102.73 161.82 84.87 .84 �L�K 20.13(S) 1.27( ) 1.46( ) 1.29( ) 23.95(S) 28.94(S) .00( ) .00( ) .01(S) pJ 2 20. 22.37 70.19 38.53 10.58 32.26 102.55 110.19 72.56 .60 20.34(S) 1.18( ) 1.35( ) 1.17( ) 24.67(S) 28.77(S) .00( ) .00( ) .01(S) 2 25. 22.41 60.54 33.62 8.61 32.51 102.29 157.48 62.43 .45 20.52(S) 1.10( ) 1.26( ) 1.07( ) 25.37(S) 28.53(S) 00( ) 00( ) 00(S) 2 30. 22.44 52.87 29.70 7.06 32.75 101.97 106.38 54.41 .35 ' 20.69(S) 1.03( ) 1.19( ) .98( ) 26.05(S) 28.23(S) .00( ) .00( ) .00(S) 2 35. 22.47 46.58 26.64 5.86 32.99 101.60 154.02 47.85 .28 20.83(S) .97( ) 1.12( ) .90( ) 26.72(S) 27.88(S) .00( ) .00( ) .00(S) 2 40. 22.49 41.64 24.25 4.91 33.22 101.18 103.15 42.69 .22 ' 20.97(S) .92( ) 1.07( ) .83( ) 27.38(S) 27.50(S) .00( ) .00( ) .00(S) 2 45. 22.52 37.53 22.34 4.15 33.44 100.74 150.95 38.41 .18 21.10(S) .87( ) 1.03( ) .77( ) 28.02(S) 27.08(S) .00( ) .00( ) .00(S) 2 50. 22.54 34.24 20.76 3.55 33.65 100.27 100.21 34.97 .15 21.23(S) .83( ) .99( ) .72( ) 28.66(S) 26.64(S) .00( ) .00( ) .00(S) 2 55. 22.57 31.38 19.42 3.05 33.86 99.78 148.11 32.00 .12 21.35(S) .80( ) .96( ) .67( ) 29.28(S) 26.18(S) .00( ) .00( ) .00(S) 3 0. 22.59 29.01 18.26 2.65 34.06 99.27 97.46 29.53 :10 21.46(S) .77( ) .93( ) .63( ) 29.89(S) 25.71(S) .00( ) .00( ) .00(S) 3 5. 22.61 26.88 17.22 2.31 34.26 98.73 145.41 27.32 .09 21.58(S) .74( ) .90( ) .59( ) 30.49(S) 25.22(S) .00( ) .00( ) .00(S) 3 10. 22.63 25.03 16.22 2.03 34.46 98.16 94.79 25.40 .07 21.69(S) .72( ) .88( ) .55( ) 31.08(S) 24.73(S) .00( ) .00( ) .00(S) ' 3 15. 22.65 23.27 15.24 1.79 34.65 97.58 142.80 23.58 .06 21.80(S) .69( ) .85( ) .52( ) 31.66(S) 24.22(S) .00( ) .00( ) .00(S) 3 20. 22.68 21.67 14.29 1.59 34.84 96.99 92.14 21.93 .05 21.90(S) .67( ) .82( ) .49( ) 32.23(S) 23.71(S) .00( ) .00( ) .00(S) 3 25. 22.70 20.14 13.38 1.42 35.03 96.40 139.93 20.36 .04 22.01(S) .65( ) .80( ) .46( ) 32.79(S) 23.19(S) .00( ) .00( ) .00(S) 3 30. 22.72 18.76 12.53 1.27 35.24 95.80 89.02 18.93 .03 22.11(S) .63( ) .77( ) .44( ) 33.34(S) 22.66(S) .00( ) .00( ) .00(S) 3 35. 22.74 17.45 11.74 1.14 35.44 95.19 136.70 17.59 .02 22.22(S) .61( ) .75( ) .42( ) 33.87(S) 22.13(S) .00( ) .00( ) .00(S) 3 40. 22.76 16.27 11.00 1.03 35.64 94.54 85.77 16.39 .02 22.32(S) .59( ) .72( ) .39( ) 34.39(S) 21.59(S) .00( ) .00( ) .00(S) 3 45, 22.78 15.16 10.31 .93 35.83 93.86 133.47 15.26 .01 22.43(S) .57( ) .70( ) .37( ) 34.90(S) 21.05(S) .00( ) .00( ) .00(S) 3 50. 22.80 14.16 9.67 .84 36.02 93.18 82.63 14.24 .01 22.53(S) .55( ) .68( ) .36( ) 35.40(S) 20.51(S) .00( ) .00( ) .00(S) 3 55. 22.82 13.21 9.07 .76 36.20 92.50 130.45 13.28 .01 22.63(S) .53( ) .66( ) .34( ) 35.88(S) 19.97(S) .00( ) .00( ) .00(S) 4 0. 22.84 12.35 8.52 .69 36.38 91.82 79.73 12.40 .00 22.73(S) .51( ) .64( ) .32( ) 36.36(S) 19.42(S) .00( ) .00( ) .00(S) 4 5. 22.86 11.54 8.00 .63 36.55 91.13 127.67 11.59 .00 22.84(S) .50( ) .62( ) 31( ) 36.82(S) 18.87(S) 00( ) .00( ) 00(S) ' 4 10. 22.88 10.80 7.51 .58 36.73 90.39 77.01 10.84 .00 22.94(S) .48( ) .60( ) .29( ) 37.27(S) 18.32(S) .00( ) .00( ) .00(S) 4 15. 22.90 10.11 7.06 .53 36.89 89.63 124.98 10.14 .00 23.04(S) .47( ) .58( ) .28( ) 37.71(S) 17.78(S) .00( ) .00( ) .00(S) 4 20. 22.92 9.47 6.65 .48 37.09 88.86 74.39 9.50 .00 23.15(S) .45( ) .57( ) .27( ) 38.15(Sj 17.23(S) .00( ) .00( ) .00(S) 4 25. 22.94 8.89 6.28 .44 37.33 88.10 122.42 8.91 .00 23.25(S) .44( ) .55( ) .25( ) 38.57(S) 16.68(S) .00( ) .00( ) .00(S) 4 30. 22.96 8.36 5.95 .40 37.55 87.34 71.84 8.38 .00 23.36(S) .43( ) .54( ) .24( ) 38.98(S) 16.14(S) .00( ) .00( ) .00(S) 4 35. 22.98 7.87 5.64 .37 37.77 86.43 119.72 7.89 .00 23.46(S) .42( ) .52( ) .23( ) 39.38(S) 15.60(S) .00( ) .00( ) .00(S) 4 40. 23.00 7.42 5.35 .34 37.99 85.26_ 68.77 7.44 .00 23.57(S) AN ) .51( ) .22( ) 39.77(S) 15.06(S) .00( ) .00( ) .00(S) 4 45. 23.02 7.00 5.07 .31 38.19 84.10 116.47 7.02 .00 23.67(S) .39( ) 50( ) 21( ) 40.14(S) 14.53(S) .00( ) 001 ) .00( ) 4 50. 23.04 6.62 4.82 .29 38.40 82.95 65.62 6.63 .00 ' 23.78(S) .38( ) .49( ) .20( ) 40.51(S) 14.00(S) .00( ) .00( ) .00( ) 4 55. 23.07 6.25 4.57 .26 38.59 81.81 113.42 6.26 .00 23.89(S) .37( ) .47( ) .19( ) 40.86(S) 13.47(S) .00( ) .00( ) .00( ) 5 0. 23.09 5.91 4.34 .24 38.78 80.65 62.63 5.92 .00 24.00(S) .36( ) .46( ) .18( ) 41.20(S) 12.96(S) .00( ) .00( ) .00( ) 5 5. 23.11 5.59 4.12 .22 38.96 79.43 110.43 5.60 .00 24.11(S) .35( ) .45( ) .18( ) 41.53(S) 12.44(S) .00( ) .00( ) .00( ) 5 10. 23.13 24.22(S) 5.29 .35( ) 3.92 .44( ) .20 .17( ) 39.13 41.84(S) 78.23 11.94(S) 59.67 .00( ) 5.29 .00( ) .00 .00( ) 5 15. 23.15 5.00 3.72 .19 39.30 77.05 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) .35( ) .11( ) 44.18(S) 7.71(S) .00( ) .00( ) .00( ) 6 0. 23.36 3.03 2.33 .09 40.48 64.54 44.46 3.04 .00 25.37(S) .27( ) .34( ) .10( ) 44.39(S) 7.29(S) .00( ) .00( ) .00( ) 6 5, 23.38 2.87 2.21 .08 40.58 63.14 92.28 2.87 .00 25.49(S) .26( ) .34( ) .10( ) 44.58(S) 6.87(S) .00( ) .00( ) .00( ) 6 10. 23.40 2.72 2.10 .07 40.67 61.78 41.53 2.72 .00 25.61(S) .25( ) .33( ) .10( ) 44.76(S) 6.46(S) .00( ) .00( ) .00( ) 6 15. 23.43 2.57 1.99 .07 40.75 60.08 89.06 2.57 .00 25.73(S) .25( ) .32( ) .09( ) 44.93(S) 6.06(S) .00( ) .00( ) .00( ) 6 20. 23.45 2.43 1.89 .06 40.83 58.38 37.99 2.43 .00 25.85(S) .24( ) .31( ) .09( ) 45.09(S) 5.66(S) .00( ) .00( ) .00( ) 6 25. 23.47 2.30 1.79 .06 40.90 56.73 85.57 2.30 .00 25.97(S) 23( ) .30( ) 08( ) 45.23(S) 5.28(S) 00( ) 00( ) 00( ) ' 6 30. 23.50 2.18 1.70 .06 40.97 55.12 34.61 2.18 .00 26.09(S) .23( ) .30( ) .08( ) 45.36(S) 4.91(S) .00( ) .00( ) .00( ) 6 35. 23.52 2.06 1.62 .05 41.03 53.55 82.29 2.06 .00 26.21(S) .22( ) .29( ) .08( ) 45.48(S) 4.56(S) .00( ) .00( ) .00( ) 6 40. 23.54 1.95 1.53 .05 41.08 51.91 31.30 1.95 .00 26.33(S) .22( ) .28( ) .08( ) 45.59(S) 4.21(S) .00( ) .00( ) .00( ) 6 45. 23.57 1.84 1.46 .05 41.13 50.31 78.94 1.84 .00 26.45(S) .21( ) .28( ) .07( ) 45.69(S) 3.87(S) .00( ) .00( ) .00( ) 6 50. 23.59 1.74 1.38 .04 41.17 48.76 28.04 1.75 .00 26.57(S) .21( ) .27( ) .07( ) 45.77(S) 3.54(S) .00( ) .00( ) .00( ) 6 55. 23.61 1.65 1.31 .04 41.21 47.25 75.79 1.65 .00 26.69(S) .20( ) .26( ) .07( ) 45.85(S) 3.22(S) .00( ) .00( ) .00( ) 7 0. 23.64 1.56 1.24 .04 41.24 45.78 24.98 1.56 .00 26.81(S) .20( ) .26( ) .07( ) 45.91(S) 2.91(S) .00( ) .00( ) .00( ) t '•724u 5. 23.66 1.47 1.18 .04 41.26 44.19 72.65 1.48 .00 26.93(S) .19( ) .25( ) .06( ) 45.96(S) 2.61(S) .00( ) .00( ) .00( ) 7" 10. 23.69 1.39 1.12 .04 41.28 42.53 21.65 1.40 .00 27.06(S) .19( ) .24( ) .06( ) 46.00(S) 2.32(S) .00( ) .00( ) .00( ) 7 15. 23.71 1.32 1.06 .03 41.30 40.93 69.31 1.32 .00 27.18(S) .18( ) .24( ) .06( ) 46.03(S) 2.04(S) .00( ) .00( ) .00( ) 7 20. 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7.70 .32 .00 29.69(S) .09( ) .12( ) .03( ) 41.53(S) .02(S) .00( ) .00( ) .00( ) 9 30. 34.73 .31 .24 .01 38.83 .67 .00 .31 .00 29.72(S) .09( ) .12( ) .03( ) 41.29(S) .02(S) .00( ) .00( ) .00( ) 9 35. 35.11 .29 .22 .01 38.69 .60 7.28 .29 .00 29.75(S) .09( ) .11( ) .03( ) 41.05(S) .02(S) .00( ) .00( ) .00( ) 9 40. 35.45 .28 .21 .01 38.56 .54 .00 .28 .00 29.77(S) .09( ) .11( ) .03( ) 40.81(S) .02(S) .00( ) .00( ) .00( ) ' 9 45. 35.74 .26 .20 .01 38.43 .49 6.96 .26 .00 29.79(S) .09( ) .11( ) .03( ) 40.57(S) .02(S) .00( ) .00( ) .00( ) 9 50. 36.00 .25 .19 .01 38.30 .44 .00 .25 .00 29.81(S) .08( ) .11( ) .03( ) 40.33(S) .01(S) .00( ) .00( ) .00( ) 9 55. 36.22 29.83(S) .24 .08( ) .18 .10( ) .01 .03( ) 38.16 40.09(S) .41 .01(S) 6.70 .00( ) .24 .00( ) .00 .00( ) 10 0. 36.41 .23 .17 .01 38.03 .37 .00 .23 .00 29.84(S) .08( ) .10( ) .03( ) 39.85(S) .01(S) .00( ) .00( ) .00( ) 10 5. 36.57 .22 .16 .01 37.90 .35 6.49 .22 .00 29.86(S) .08( ) AN ) .03( ) 39.61(S) .01(S) .00( ) .00( ) .00( ) 10 10. 36.71 .21 .16 .01 37.77 .32 .00 .21 .00 29.87(S) .08( ) .10( ) .03( ) 39.37(S) .01(S) .00( ) .00( ) .00( ) 10 15. 36.82 .20 .15 .01 37.64 .30 6.31 .20 .00 20. 29.87(S) 36.91 .07( ) .09( ) .03( ) 39.13(S) 37.51 .01(S) .28 .00( ) .00 .00( ) .19 .00( ) .00 10 29.88(S) .19 .07( ) .14 .09( ) .01 .03( ) 38.89(S) .01(S) .00( ) .00( ) .00( ) 10 25. 36.98 .18 .13 .01 37.38 .26 6.15 .18 .00 29.89(S) .07( ) .09( ) .03( ) 38.66(S) .01(S) .00( ) .00( ) .00( ) 10 30. 37.03 .17 .13 .01 37.25 .24 .00 .17 .00 29.89(S) .07( ) .09( ) .03( ) 38.42(S) .01(S) .00( ) .00( ) .00( ) 10 35. 37.07 .16 .12 .01 37.12 .23 6.01 .16 .00 29.89(S) .07( ) .09( ) .03( ) 38.19(S) .01(S) .00( ) .00( ) .00( ) 10 40. 37.09 .16 .12 .01 36.99 .22 .00 .16 .00 29.89(S) .07( ) .08( ) .03( ) 37.95(S) .01(S) .00( ) .00( ) .00( ) 10 45. 37.10 .15 .11 .01 36.89 .20 5.88 .15 .00 29.89(S) .07( ) .08( ) .03( ) 37.72(S) .01(S) .00( ) .00( ) .00( ) 10 50. 37.10 .14 .11 .01 36.80 .19 .00 .14 .00 29.89(S) .06( ) .08( ) .02( ) 37.48(S) .01(S) .00( ) .00( ) .00( ) 10 55. 37.08 .14 .10 .01 36.72 .18 5.76 .14 .00 29.89(S) .06( ) .08( ) .02( ) 37.25(S) .01(S) .00( ) .00( ) .00( ) 11 0. 37.06 .13 .10 .01 36.63 .17 .00 .13 .00 , 29.89(S) .06( ) .08( ) .02( ) 37.02(S) .01(S) .00( ) .00( ) .00( ) 11 5. 37.04 .12 .09 .01 36.54 .17 5.65 .13 .00 lit, 29.89(S) .06( ) .08( ) .02( ) 36.78(S) .01(S) .00( ) .00( ) .00( ) ��`� 11 10. 37.00 .12 .09 .01 36.45 .16. .00 .12 .00 ' 29.89(S) .06( ) .07( ) 11 15. 36.97 .11 .08 29.88(S) .06( ) .07( ) 11 20. 36.92 .11 .08 29.88(S) .06( ) .07( ) 11 25. 36.88 .11 .08 29.88(S) 06( ) .07( ) 11 30. 36.83 .10 .07 29.87(S) .05( ) .07( ) 11 35. 36.78 .10 .07 29.87(S) .05( ) .07( ) 11 40. 36.72 .09 .07 29.87(S) .05( ) .07( ) 11 45. 36.66 .09 .06 29.86(S) .05( ) .06( ) 11 50. 36.60 .09 .06 29.86(S) .05( ) .06( ) 11 55. 36.54 .08 .06 29.85(S) .05( ) .06( ) 12 0. 36.47 .08 .06 29.85(S) .05( ) .06( ) 12 5. 36.40 .08 .05 29.84(S) 05( ) .06( ) 12 10. 36.34 .07 .05 29.84(S) 05( ) 06( ) �12 15. 36.26 .07 .05 29.83(S) .05( ) .06( ) 12 20. 36.19 .07 .05 29.83(S) .05( ) .06( ) ' 12 25. 36.12 .07 .05 29.82(S) .04( ) .05( ) 12 30. 36.05 .06 .04 29.82(S) .04( ) .05( ) 12 35. 35.97 .06 .04 29.81(S) .04( ) .05( ) 12 40. 35.89 .06 .04 29.80(S) .04( ) .05( ) 12 45. 35.82 .06 .04 29.80(S) .04( ) .05( ) 12 50. 35.74 .05 .04 29.79(S) .04( ) .05( ) 12 55. 35.66 .05 .04 29.79(S) .04( ) .05( ) �13 0. 35.59 .05 .03 29.78(S) .04( ) .05( ) 13 5. 35.51 .05 .03 29.78(S) 04( ) 051 ) �13 10. 35.43 .05 .03 29.77(S) .04( ) .05( ) 13 15. 35.36 .05 .03 29.77(S) .04( ) .05( ) ' 13 20. 35.28 .04 .03 29.76(S) .04( ) .04( ) 13 25. 35.21 .04 .03 29.75(S) .04( ) .04( ) 13 30. 35.13 .04 .03 29.75(S) .04( ) .04( ) 13; .35. 35.05 .04 .03 29.74(S) .04( ) .04( ) 13 40. 34.98 .04 .03 29.74(S) .04( ) .04( ) 13 45. 34.90 .04 .02 29.73(S) .03( ) .04( ) 13 50. 34.83 .04 .02 29.73(S) .03( ) .04( ) 13 55. 34.76 .03 .02 29.72(S) .03( ) .04( ) O' .- 34.68 .03 .02 "u 17 29.72(S) .03( ) .04( ) E 14X05V;-a = 34.61 .03 .02 ills 1;E7- 29.71(S) .03( ) .04( ) ' 14`.5Z 10 ati 34.53 .03 .02 29.70(S) .03( ) .04( ) HE''FOLLOWING CONVEYANCE ELEMENTS WERE SURCHARGED LURING THE SIMULATION. THIS COULD LEAD TO ERRORS N THE SIMULATION'RESULTS!! 261c,_2621i 290 f� it .02( ) 36.55(S) .01(S) .00( ) .00( ) .00( ) .01 36.37 .15 5.54 .12 .00 .02( ) 36.32(S) .00(S) .00( ) .00( ) .00( ) .01 36.28 .14 .00 .11 .00 .02( ) 36.09(S) .00(S) .00( ) .00( ) .00( ) .01 36.19 .14 5.44 .11 .00 .02( ) 35.86(S) .00(S) .00( ) .00( ) .00( ) .01 36.10 .13 .00 .10 .00 .02( ) 35.63(S) .00(S) .00( ) .00( ) .00( ) .01 36.02 .12 5.34 .10 .00 .02( ) 35.40(S) .00(S) .00( ) .00( ) .00( ) .01 35.93 .12 .00 .09 .00 .02( ) 35.17(S) .00(S) .00( ) .00( ) .00( ) .01 35.84 .11 5.25 .09 .00 .02( ) 34.94(S) .00(S) .00( ) .00( ) .00( ) .01 35.76 .11 .00 .09 .00 .02( ) 34.71(S) .00(S) .00( ) .00( ) .00( ) .01 35.67 .10 5.16 .08 .00 .02( ) 34.48(S) .00(S) .00( ) .00( ) .00( ) .01 35.58 .10 .00 .08 .00 .02( ) 34.25(S) .00(S) .00( ) .00( ) .00( ) .01 35.50 .10 5.08 .08 .00 .02( ) 34.03(S) .00(S) .00( ) .00( ) .00( ) .01 35.41 .09 .00 .07 .00 .02( ) 33.80(S) .00(S) .00( ) .00( ) .00( ) .01 35.33 .09 5.00 .07 .00 .02( ) 33.57(S) .00(S) .00( ) .00( ) .00( ) .00 35.24 .08 .00 .07 .00 .02( ) 33.35(S) .00(S) .00( ) .00( ) .00( ) .00 35.16 .08 4.92 .07 .00 .02( ) 33.12(S) .00(S) .00( ) .00( ) .00( ) .00 35.07 .08 .00 .06 .00 .02( ) 32.90(S) .00(S) .00( ) .00( ) .00( ) .00 34.99 .08 4.84 .06 .00 .02( ) 32.67(S) .00(S) .00( ) .00( ) .00( ) .00 34.91 .07 .00 .06 .00 .02( ) 32.45(S) .00(S) .00( ) .00( ) .00( ) .00 34.84 .07 4.76 .06 .00 .02( ) 32.22(S) .00(S) .00( ) .00( ) .00( ) .00 34.76 .07 .00 .05 .00 .02( ) 32.00(S) .00(S) .00( ) .00( ) .00( ) .00 34.69 .06 4.69 .05 .00 .02( ) 31.78(S) .00(S) .00( ) .00( ) .00( ) .00 34.61 .06 .00 .05 .00 .02( ) 31.56(S) .00(S) .00( ) .00( ) .00( ) .00 34.54 .06 4.62 .05 .00 .02( ) 31.33(S) .00(S) .00( ) .00( ) .00( ) .00 34.46 .06 .00 .05 .00 .02( ) 31.11(S) .00(S) .00( ) .00( ) .00( ) .00 34.39 .06 4.55 .05 .00 .02( ) 30.89(S) .00(S) .00( ) .00( ) .00( ) .00 34.32 .05 .00 .04 .00 .02( ) 30.67(S) .00(S) .00( ) .00( ) .00( ) .00 34.24 .05 4.48 .04 .00 .02( ) 30.45(S) .00(S) .00( ) .00( ) .00( ) .00 34.17 .05 .00 .04 .00 .02( ) 30.23(S) .00(S) .00( ) .00( ) .00( ) .00 34.10 .05 4.41 .04 .00 .02( ) 30.01(S) .00(S) .00( ) .00( ) .00( ) .00 34.02 .05 .00 .04 .00 .02( ) 29.79(S) .00(S) .00( ) .00( ) .00( ) .00 33.95 .04 4.34 .04 .00 .02( ) 29.57(S) .00(S) .00( ) .00( ) .00( ) .00 33.88 .04 .00 .04 .00 .02( ) 29.35(S) .00(S) .00( ) .00( ) .00( ) .00 33.81 .04 4.28 .04 .00 .02( ) 29.13(S) .00(S) .00( ) .00( ) .00( ) .00 33.73 .04 .00 .03 .00 .02( ) 28.91(S) .00(S) .00( ) .00( ) .00( ) .00 33.66 .04 4.22 .03 .00 .02( ) 28.70(S) .00(S) .00( ) .00( ) .00( ) .00 33.59 .04 .00 .03 .00 .02( ) 28.48(S) .00(S) .00( ) .00( ) .00( ) �11A IHE FOLLOWING CONVEYANCE ELEMENTS HAVE NUMERICAL STABILITY PROBLEMS THAT LEAD TO HYDRAULIC MSCILLLATIONS DURING THE SIMULATION. 12 13 14 15 22 31 33 41 42 43 44 47 48 50 51 84 100 101 102 103 104 105 107 205 207 230 247 261 272 278 279 290 320 321 399 831 MAIL CREEK BASIN, 100-YEAR STORM, DEVELOPED CONDITIONS 1998, DETENTION POND 278 9VISED 28, JULY, 2000 SBG (ddh) FILE: MCMAILSI.DAT *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) 1 1154.2 (DIRECT FLOW) 1 15. 10 1154.2 5.1 1 15. 11 1089.3 5.6 1 5. 12 1075.1 7.3 0 50. 13 866.7 5.2 0 50. 14 803.6 4.3 0 50. 15 621.6 .1 1.5 0 50. 16 620.2 3.5 0 50. 17 382.7 4.1 0 45. 18 43.7 1.4 0 40. 19 91.2 1.8 1 5. 20 .207.1 (DIRECT FLOW) - 0 40. 21 39.1 1.6 2 50. 22 23 39.4 300.8 .1 2.6 38.4 2 0 40. 40. 24 268.2 6.7 1 0. 25 225.0 3.4 0 40. 26 64.3 1.6 0 40. 27 26.4 .7 0 40. 28 26.6 .5 0 40. 29 88.5 1.0 0 40. 30 222.0 (DIRECT FLOW) 0 40. 31 126.6 3.0 0 35. ' 32 209.5 1.4 0 40. 33 189.8 .1 20.5 2 20. 34 147.3 2.2 0 40. 35 307.0 1.3 0 40. 36 143.5 1.2 0 40. 37 79.4 .5 0 35. 38 236.5 2.8 0 40. 39 443.7 (DIRECT FLOW) 0 35. 40 74.5 .9 0 45. 41 2.4 .0 1.6 2 0. 42 87.2 2.7 0 40. 43 37.1 .1 29.9 10 45. 45 5.3 .7 2 20. 46 62.6 2.0 0 40. 47 275.4 4.4 0 40. 48 505.6 3.1 0 45. 49 186.5 2.9 0 40. ' 50 506.0 3.3 0 45. 51 200.6 .8 0 35. 84 5.3 .1 5.3 2 10. 100 1051.9 .5 24.5 1 5, ' 101 1094.5 .5 4.7 0 50. 102 145.8 .1 16.1 1 25. 103 307.3 .1 6.7 0 50. 104 22.5 .1 16.0 2 25. 105 52.3 .1 7.5 1 20. 107 99.7 .1 2.4 1 15. 139 389.3 3.6 0 40. 185 69.2 1.8 0 40. 200 215.4 4.9 0 45. 201 154.7 3.6 0 40. 202 27.4 1.5 1 0. 203 67.9 2.0 0 40. 204 98.7 2.4 0 40. ' i / Dn� ' 205 38.2 206 74.7 208 ' 208 98.7 98.7 210 1101.3 211 1149.1 221 222 418.9 418.9 230 237.4 243 376.1 244 326.2 245 369.E 247 41.3 254 86.4 261 59.3 266 266 73.9 73.4 270 68.6 271 155.6 272 223.6 278 123.8 279 23.2 280 109.9 287 107.8 290 290 68.6 68.6 300 80.3 301 80.3 318 104.1 320 181.2 320 81.2 321 91.6 347 340.1 364 364 114.2 134.2 365 124.0 366 138.3 368 68.1 368 67.3 369 115.0 370 143.2 371 220.0 372 373 56.8 156.1 374 101.3 375 50.4 378 379 149.8 149.2 399 5.0 831 15.4 r tNDPROGRAM PROGRAM CALLED 1 r i r .0 2.0 .0 (DIRECT (DIRECT (DIRECT 2.8 (DIRECT .0 (DIRECT (DIRECT (DIRECT .0 1.1 3.5 3.0 1.5 1.6 1.5 FLOW) FLOW) FLOW) FLOW) 7.5 FLOW) FLOW) FLOW) 46.1 0 0 0 0 0 0 0 0 0 0 0 0 7 55. 40. 50. 40. 55. 50. 40. 40. 55. 40. 40. 40. 25. 0 40. 1.1 0 50. 21.5 2 5. 0 40. 4.4 3 25. (DIRECT FLOW) 0 5. 7.7 3 15. .0 29.0 2 10. .1 2.7 1 15. 2.7 0 40. 1.8 0 40. 1.1 0 40. 5.0 8.9 1 30. (DIRECT FLOW) 0 5. (DIRECT FLOW) 0 5. 1.9 1 15. (DIRECT FLOW) 1 20. .1 3.9 1 5. .1 1.5 0 50. (DIRECT FLOW) 0 35. 1.1 0 40. 1.1 0 40. 1.1 0 40. 2.0 0 40. 1.5 0 45. .8 0 40. 2.3 0 40. 3.1 0 40. 2.2 0 40. .9 0 40. 3.5 0 40. 1.1 0 40. 3.7 0 50. (DIRECT FLOW) 0 40. 1.3 0 45. .1 6.5 2 40. .0 .3 0 45. 4" I I I I I I r I 2-YEAR SWMM MODEL i ' SWMM input file MCMAILSI.DAT: July 31, 2000 32- 2 1 1 2 3 4 ERSHED MAIL CREEK BASIN 1ISED 28 JULY, 1 170 000 24 5. 0.29 0.33 0.38 0.35 0.30 0.20 t14 0.14 0.13 repared for: * SWMM developed 2-YEAR STORM, DEVELOPED CONDITIONS 1998, DETENTION POND 278 2000 SBG (ddh) FILE: MCMAILSI.DAT 5. 1 1. 0.64 0.81 1.57 2.85 1.18 0.71 0.42 0.19 0.18 0.17 0.17 0.16 0.15 0.15 0.13 City of Fort ColLins condition, 2-yr recurrence interval 2 .016 .250 .1 .3 .51 1 51 102800. 97.7 30.0 .040 1 52 113100. 35.1 35.0 .064 1 53 2111400, 34.4 35.0 .032 1 54 142200. 12.5 90.0 .048 1 55 261 900. 11.5 90.0 .016 1 56 2625000. 99.5 90.0 .016 1 57 2902200. 75.8 75.0.0088 1 58 162700. 41.2 45.0 .032 1 59 161260. 9.6 45.0.0134 . 1 159 331000. 6.1 45.0 .01 1 60 352830. 59.0 45.0 .016 1 61 421250, 16.3 45"0 .016 1 62 383000. 47.9 50.0 .016 1 162 3622200. 24.7 45.0 .015 1 63 33 950. 16.2 65.0 .01 1 165 3654600. 27.0 45.0 .016 1 66 2663862. 13.3 45.0 .01 1 166 3663891. 13.4 45.0 .01 1 167 3674400. 21.5 45.0 .01 1 168 3682800. 13.0 45.0 .01 1 170 3703000. 30.8 45.0 .01 1 171 3711600. 23.2 45.0 .01 1 172 3722000. 3.1 45.0 .01 1 173 3734600. 39.2 45.0 .010 1 164 3642600. 32.9 45.0 .010 1 65 2104420. 20.3 50.0 .064 1 67 362700. 34.7 45.0.0088 1 68 325200. 50.7 45.0 .016 1 69 3183600. 6.6 45.0 .011 1 70 2543000. 16.7 45.0 .016 1 71 18 302. 9.7 65.0.0143 1 72 1392900. 52.3 50.0 .032 1 73 29 702. 13.7 50.0.0235 1 74 27 734. 5.9 45.0.0104 1 75 2511225 53.6 34.9.0134 1 175 243357. 13.1 39.0 .015 1 76 2211600. 39.7 65.0 .016 1 176 373311. 13.8 42.4 .019 1 77 442717. 16.0 28.0 .012 1 177 46 901. 15.4 41.0 .020 1— 78 494912. 61.1 37.0 .016 WESTFIELD PARK 1 178 482463, 16.1 25.0 .035 1 79 399588. 37.3 24.2 .019 1 179 2802025. 20.1 67.0 .020 1 80 317386. 18.4 45.6 .032 1 186 263094. 13.7 31.2 .032 1 81 _ 2041000. 24.4 45.0 .016 1 &_,181 ,= 203 900. 16.2 45.0 .016 '.L.__ WWI82: 2061200. 17.8 45.0 .016 '4d>W1� 82 2012653. 33.0 68.2.0091 `/Qw DIVIDE -BASIN 83 TO REFLECT FLOW TO POND 831 AM 1 83f-3478337.28.71 35.0 .020 11'111 831.7 8311420. 4.89 35.0 .020 1,T 84f,_0- 842800. 22.2 75.0.0072 t_r-1 85!w185 900. 16.1 45.0 .016 ,'1�86! -345132. 29.1 34.4 .032 1"'"V87;>2871385. 33.3 25.0 .020 1- _ 88>, 28. 417.. 11.0 25.0.0154 1^t 89E, 412622. 6.6 86.1 .032 .0018 '�IWN8001�51:11325-28.0 38.0 .012 ' 1 90 288 716 7.9 25.0 .020 1 189 379 647 20.8 50.0 .013 0 3 1 177 178 180 10 1 0 1 10.0 3400. .011 4.0 4.0 .044 12.0 11 10 0 1 10.0 1900. .013 2.5 2.5 .047 16.0 12 210 0 1 10.0 400. .011 2.0 2.0 .068 12.0 13 12 0 1 8.0 150. .011 0.0 0.0 .013 8.0 14 13 0 1 8.0 800. .0159 0.0 0.0 .013 6.0 15 14 6 2 .1 1. 1.005 0.0 0.0 .013 0.1 ' .0 .0 .0 3.0 .1 103.6 .4 233.4 1.1 460.4 1.6 643.8 16 15 0 1 10.0 2050. .011 4.0 4.0 .035 5.0 17 16 0 1 2.0 1050, 005 4.0 4.0 .035 5.0 18 16 0 1 2.0 1400. .014 4.0 4.0 .035 5.0 19 107 0 1 4.0 700. .011 4.0 4.0 .035 6.0 20 320 0 3 1. 21 20 0 1 2.0 1500. .005 4.0 4.0 .035 5.0 REGENCY REGIONAL DETENTION FACILITY 22 21 10 2 0.1 1. .005 0.0 0.0 .013 0.1 0.0 0.0 0.28 3.5 1.55 8.9 3.96 12.0 7.65 14.0 13.06 17.5 19.95 20.0 27.46 21.0 35.31 22.8 43.48 66, 23 39 0 1 12.0 1300. .0056 4.0 4.0 .030 5.0 WOODRIDGE DETENTION POND . 230 24 10 2 0.0 50. .005 0.0 0.0 .013 0.0 0.0 0.0 0.07 2.60 1.00 25.60 1.62 43.78 2.62 69.62 3.62 110.19 4.83 150.41 6.04 193.45 7.47 237.48 8.90 280.98 SENECA STREET/REGENCY DRIVE CULVERTS AND CHANNEL 24 222 0 5 4.95 1600. .004 0.0 0.0 .013 4.95 25 222 0 1 20.0 2.0 1600. .010 2000. .005 5.0 4.0 5.0 4.0 .060 .035 8.0 5.0 26 23 0 1 1.0 1320. .02 10.0 5.0 .060 5.0 27 19 0 1 10.0 1100. .012 1.0 10.0 .035 5.0 288 287 0 1 2.0 670. .013 4.0 4.0 .035 5.0 287 379 0 1 2.0 1730. .016 1.0 10.0 .035 5.0 28 29 0 1 10.0 1100. .020 10.0 10.0 .035 5.0 379 30 0 1 10.0 1200. .005 1.0 50.0 .035 5.0 29 30 0 1 10.0 900. .020 10.0 10.0 .035 5.0 139 17 0 1 2.0 2400. .011 4.0 4.0 .035 5.0 ' 30 139 0 3 31 23 0 5 2.75 750. .013 0.0 0.0 .013 2.75 70.0 750. .006 50.0 50.0 .016 10.0 32 105 0 4 .50 2600. .007 12.0 12.0 .016 0.5 10. 2600. .007 20.0 20.0 .020 10. ' 33 14 7 2 0.1 280. .003 0.0 0.0 .013 .1 .13 14. .61 30. 1.72 57. 2.58 93. 3.70 127. 5.30 155. 26.7 204. 34 23 0 5 1.75 950. .0051 0.0 0.0 .013 1.75 70.0 950. .006 50.0 50.0 .016 10.0 35 102 0 4 0.5 1370. .0164 12.0 12.0 .016 .5 10.0 1370. .0164 20.0 20.0 .020 10. 36 321 0 4 .5 1500. 007 12.0 12.0 .016 .5 10. 1500. .007 20.0 20.0 .020 10. 37 24 0 4 0.5 850. .0149 50.0 50.0 .016 0.5 50.0 850. .0149 20.0 20.0 .016 10.0 38 245 0 1 4.0 1200. .01 4.0 4.0 .035 5.0 POND 230 INFLOW 39 230 0 3 1. 40 375 0 4 .5 900. .011 12.0 12.0 .016 .5 10.0 900. .011 20.0 20.0 .020 5.0 FUTURE WOODRIDGE COMMERCIAL DETENTION POND 41 31 3 2 0.0 50. .005 0.0 0.0 .013 0.0 0.0 0.0 1.2 2.40 2.0 2.40 42 102 0 5 2.0 1180. .015 0.0 0.0 .013 2.0 1.0 1180. .015 20.0 20.0 .016 5.0 TROUTMAN PARK REGIONAL DETENTION POND 43 42 11 2 0.1 1. .005 0.0 0.0 .013 0.1 0.0 0.0 0.69 4.75 2.64 12.01 5.15 16.2 • 8.55 18.92 13.14 20.75 18.84 22.07 25.58 23.39 28.93 24.05 30.61 46.78 32.29 213.46 84 45 3 2 0.1 1. .005 0.0 0.0 .013 0.1 0.0 0.0 6.77 6.80 10.0 10.0 45 347 0 1 2.0 1250. .0051:--- 4.0 4.0 .035 5.0 M1� 46 347 0 1 2.0 1550. .005F1-qk-4.0. 4.0 .035 5.0 44 47 0 1 4.0 1100. .01 4.0 4.0 47 48 0 2 5.0 342. .0102 0 0 48 50 0 1 6.0 740. .0089 6.0 8.0 49 48 0 1 4.0 2600. .005 4.0 4.0 WESTFIELD PARK POND 50 378 0 2 7.1 156 .031 0.0 0.0 51 378 0 1 45.0 500. .008 10.0 10.0 261 13 0 2 3.5 900. .003 0.0 0.0 262 261 0 2 3.0 3400. .0025 0.0 0.0 100 11 12 1 19.5 50. .005 0.0 0.0 0.0 0.0 3.9 51.0 5.9 96. ' 11.0 260.0 12.7 300.0 14.5 340. 20.0 490.0 22.6 740.0 25.0 1070. 101 211 7 1 35.0 3. .0001 0.0 0.0 0.7 13.2 1.4 74.9 2.8 288.9 4.3 831.5 5.9 1742.9 211 100 0 3 1. 102 33 9 2 0.1 1. 0.1 0.0 0.0 .024 0.0 0.0 0.4 3.8 1.4 10.5 4.4 7.7 20.0 11.1 24.0 13.3 25.0 15.9 19.7 103 33 7 7 2 2 0.1 1. 0.1 0.0 0.0 0.0 0.0 1.1 9.3 5.2 16.0 6.2 590.0 ' 1010. .1 0.0 38 9 .1 0. 0.. 0.. 6. 2.6 .84 10.5 8.7 16. 10.8 17. 19.3 45. 105 319 5 2 0.1 50. 0.01 0.0 0.0 .013 0.1 ' 0.0 0.0 1.5 2.8 3.9 4.5 6.7 9.9 196.9 107 318 6 2 0.1 1. 0.1 0.0 0.0 0.0 0.0 0.1 20.0 0.3 39. 1.1 61.6 80.0 0 1 185 22 0 1 2.0 850. .010 4.0 4.0 .035 210 101 0 3 5. 222 22 0 3 5. 243 43 0 3 5. 244 104 0 3 5. 245 103 0 3 5. 200 47 0 5 4.5 2500. .0099 0.0 0.0 5.0 2500. .0099 4.0 4.0 202 208 0 1 2.0 1170. .01 4.0 4.0 201 200 0 1 2.0 1400. .005 4.0 4.0 203 207 0 1 2.0 900. .018 4.0 4.0 204 208 0 1 2.0 970. .005 4.0 4.0 205 204 6 2 0 100. .08 0.0 0.0 0.0 0.0 0.33 0.0 0.68 2.93 1.47 10.0 1.91 100.0 206 205 0 1 2.0 1200. .020 4.0 4.0 207 202 4 2 0 50. .010 0.0 0.0 0.0 0.0 0.94 0.0 1.31 3.99 208 200 0 3 5. 221 20 0 1 2.0 1600. .010 4.0 4.0 • MOUNTAINRIDGE REGIONAL DETENTION POND 247 AND 831 (AS -BUILT 347 247 0 3 5, 831 347 9 2 .1 .1 .005 0.0 0.0 P .._0.0 0.0 0.03 3.16 0.22 10.45 �..:" 0.65 24.50 0.90 28.68 1.22 31.20 1.79 41.62 ' 247 366 14 2 0 193. .0026 0.0 0.0 0.0 0.0 2.03 0.61 3.78 7.97 10.12 25.67 14.06 28.18 18.32 29.94 27.61 33.30 32.63 34.97 37.92 36.97 46.54 41.55 49.57 211.15 .254. 107 0 4 0.5 1100. .004 12.0 12.0 10. 1100. .004 20.0 0MOM 266'- 366 0 1 10.0 800. .005 4.0 � AM 270' 272 0 1 10.0 1000. .0001 2.0 4 -1 :.2711l272_ 8 3 1. 1t 0.0- 0.0 .083 155. 0.2 it I :n1-;a 0.5! " `155. 1.0 155. 2.0 #3 .u_F2721 - 12 0 1 10.0 100. .0001 2.0 `MOUNTAINRIDGE REGIONAL DETENTION POND 278--PROPOSED 378 278 0 3 5. 278 347 14 2 0.0 360. .0083 0.0 A. M 0.0=.*-, " 0.0'"' 1.20 36.06 2.78 8.46 ... 68.45 10.69 20.0 4.0 2.0 .016 5.0 .013 5.0 .035 5.0 .035 5.0 013 020 013 013 013 7.6 17. 27.5 013 2.1 7.1 5.0 3.5 3.0 0.5 140. 390. 1626. 0.5 141.1 0.1 16.0 36.1 024 0.1 3.5 14.0 .1 .1 5.2 13.5 15.3 18. 6.1 .020 0.1 0.7 58.0 5.0 .013 4.5 .035 5.0 .060 2.0 .060 5.0 .060 2.0 .035 3.0 .024 0 1.06 7.69 .060 2.5 .024 0 1.70 100.0 .035 5.0 - 21 OCT 97) .013 .1 0.40 18.63 1.54 33.70 .013 0 6.67 17.94 22.84 31.62 43.51 40.05 .016 0.5 .020 10. .035 5.0 .035 5.0 155. 0.3 155. 155. 3.0. 155. 2.0 .035 25.0 0.0 .013 0.0 45.17 4.52 53.40 75.27 13.13 81.06 r-34 4.2 1.8 15.79 86.85 18.71 90.93 21.98 95.02 25.56 99.11 29.37 103.19 31.38 200.72 279 46 4 2 0.1 50, .005 0.0 0.0 .013 0.1 0. 0. 0.18 4. 0.84 13. 2.10 20. 280 279 0 1 2.0 1400. .01 4.0 4.0 .060 5.0 290 270 0 2 5.0 100. .0006 0. 0. .013 5.0 -1 300 301 8 3 1. 0.0 0.0 0.083 80.0 0.2 80.0 0.5 80.0 1.0 80.0 2.0 80.0 3.0 80.0 4.0 80.0 301 33 0 3 1. 318 319 0 1 4.0 1900. .011 4.0 4.0 .035 6.0 319 16 0 3 1. 320 19 7 2 .1 10. .1 0.0 0.0 .1 .1 0. 0. .18 16. .65 30. 1.4 45. 2.39 54. 3.75 62. 5.1 208. 321 35 11 2 .1 10, A 0"0 0.0 A .1 0. 0. .06 5. .12 10. .27 13. .41 22. .59 33. .76 45. .97 55. 1.17 70. 1.41 82.5 1.64 97.6 362 374 0 4 .5 1100. .008 12.0 12.0 .016 .5 10.0 1100. .008 20.0 20.0 .020 5.0 364 399 0 4 .5 1800. .008 12.0 12.0 .016 .5 10.0 1800. .008 20.0 20.0 .020 5.0 365 369 0 4 .5 2300. .007 12.0 12.0 .016 .5 10.0 2300. .007 20.0 20.0 .020 5.0 366 371 0 1 10.0 1350. .005 4.0 4.0 .035 5.0 367 244 0 1 5.0 2200. .010 10.0 10.0 .060 3.0 368 372 0 4 .5 1400. .011 12.0 12.0 .016 .5 10.0 1400. .011 20.0 20.0 .020 5.0 369 244 0 1 5.0 570. .005 4.0 4.0 .035 5.0 370 244 0 5 2.0 950. .007 0.0 0.0 .013 2.0 2.0 950. .007 20.0 20.0 .020 5.0 371 243 0 1 17.0 800. .005 3.0 3.0 .035 5.0 372 40 0 4 .5 10.0 1000" 1000. .011 .011 12.0 20.0 12.0 20.0 .016 .020 .5 5.0 373 243 0 5 2.5 2300. .010 0.0 0.0 .013 2.5 2.0 2300. .010 20.0 20.0 .020 5.0 374 245 0 4 .5 1050. .004 12.0 12.0 .016 .5 10.0 1050. .004 20.0 20.0 .020 5.0 375 245 0 5 3.0 1800. .002 0.0 0.0 .015 3.0 2.0 1800. .004 20.0 20.0 .020 5.0 399 370 7 2 0.1 50. .010 0.0 0.0 .015 0.1 0. 0. .10 1.7 0.6 2.7 1.7 3.4 3.2 4.1 4.8 4.6 6.4 5.0 0 9 1 278 247 43 50 831 347 200 201 �378 DPROGRAM I 11 SWMM output Tile MCMAILSI.OUT: (EXCERPT) July 31, 2000 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) 1ATERSHED PROGRAM CALLED f* ENTRY MADE TO RUNOFF MODEL *** MAIL CREEK BASIN, 2-YEAR STORM, DEVELOPED CONDITIONS 1998, DETENTION POND 278 REVISED 28 JULY, 2000 SBG (ddh) FILE: MCMAILSI.DAT MBER OF TIME STEPS 170 TEGRATION TIME INTERVAL (MINUTES) 5.00 t1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH OR 24 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES ��OOR 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 IL CREEK BASIN, 2-YEAR STORM, DEVELOPED CONDITIONS 1998, DETENTION POND 278 VISED 28 JULY, 2000 SBG (ddh) FILE: MCMAILSI.DAT tBAREA 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 .300 .51 .50 .00180 10 2800.0 97.7 30.0 .0400 .016 .250 .100 .300 .51 .50 .00180 1 ..�51 52 11 3100.0 35.1 35.0 .0640 .016 .250 .100 .300 .51 .50 .00180 1 53- 211 1400.0 34.4 35.0 .0320 .016 .250 .100 .300 .51 .50 .00180 1 11 " 54 14 2200.0 12.5 90.0 .0480 .016 .250 .100 .300 .51 .50 .00180 1 55 261 900.0 11.5 90.0 .0160 .016 .250 .100 .300 .51 .50 .00180 1 56 262 5000.0 99.5 90.0 .0160 .016 .250 .100 .300 .51 .50 .00180 1 57 290 2200.0 75.8 75.0 .0088 .016 .250 .100 .300 .51 .50 .00180 1 58 16 2700.0 41.2 45.0 .0320 .016 .250 .100 .300 .51 .50 .00180 1 59 16 1260.0 9.6 45.0 .0134 .016 .250 .100 .300 .51 .50 .00180 1 159 33 1000.0 6.1 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 c 60, o n.. 35 2830.0 59.0 45.0 .0160 .016 .250 .100 .300 .51 .50 .00180 1 _11. 61Mi=. - 42 1250.0 16.3 45.0 .0160 .016 .250 .100 .300 .51 .50 .00180 1 }113JV6202= 38 3000.0 47.9 50.0 .0160 .016 .250 .100 .300 .51 .50 .00180 1 i+ 1621r s 362 2200.0 24.7 45.0 .0150 .016 .250 .100 .300 .51 .50 .00180 1 :I 63-""` 33 950.0 16.2 65.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 11,11 .165. - 365 4600.0 27.0 45.0 .0160 .016 .250 .100 .300 .51 .50 .00180 1 �66(, ._:266 3862.0 13.3 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 166k _366 .__ 3891.0 13.4 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 4400.0 21.5 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 �167`•'`��.367':-_ 168 - •--368%, - 2800.0 13.0 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 170-- w 370.,-gA 3000.0 - 30.8 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 17VA- 371�-• 1600.0 23.2- 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 1,172ZM�.372 " 2000.0 3.1• - 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 111 15. 5.87 .03 .02 .99(S) .03( ) .04( ) 11 20. 5.78 .03 .02 .96(S) .03( ) .04( ) 11 25. 5.69 .03 .02 .94(S) .03( ) .04( ) 11 30. 5.60 .03 .02 .92(S) .03( ) .04( ) ' 11 35. 5.51 .03 .02 .89(S) .03( ) .04( ) 11 40. 5.42 .03 .02 .87(S) .03( ) .03( ) 11 � 45. 5.34 .03 .02 .85(S) .03( ) .03( ) 11 50. 5.25 .03 .02 .82(S) .03( ) .03( ) 11 55. 5.17 .03 .02 .80(S) .03( ) .03( ) 12 0. 5.09 .02 .02 .78(S) .03( ) .03( ) 5. 5.01 .02 .01 #12 .76(S) .03( ) .03( ) 12 10. 4.93 .02 .01 .74(S) .03( ) .03( ) 12 15. 4.85 .72(S) .02 .03( .01 ) .03( ) 12 20. 4.77 .02 .01 .69(S) .03( ) .03( ) 12 25. 4.65 .02 .01 67(S) .03( ) .03( ) ' 12 30. 4.51 .02 .01 .65(S) .03( ) .03( ) 12 35. 4.38 .02 .01 .64(S) .03( ) .03( ) 12 � 40. 4.25 .02 .01 .62(S) .03( ) .03( ) 12 45. 4.13 .02 .01 .60(S) .03( ) .03( ) 50. 4.02 .02 .01 ,`12 .58(S) .03( ) .03( ) 12 55. 3.90 .02 .01 .57(S) .03( ) .03( ) 13 0. 3.79 .02 .01 113 .55(S) .02( ) .03( ) 5. 3.69 .02 .01 .53(S) .02( ) .03( ) 13 10. 3.59 .02 .01 .52(S) .02( ) .03( ) 13 15. 3.49 .02 .01 .51(S) .02( ) .03( ) 13 20. 3.39 .02 .01 .49(S) .02( ) .03( ) 13 � 25. 3.30 .02 .01 .48(S) .02( ) .03( ) 13 30. 3.21 .02 .01 13 35. 47(S) 3.13 .02( .02 ) .03( ) .01 .45(S) .02( ) .03( ) 13 40. 3.04 .02 .01 .44(S) .02( ) .03( ) 13 45. 2.96 .02 .01 .43(S) .02( ) .03( ) 13 50. 2.88 .01 .01 .42(S) .02( ) .03( ) 13 55. 2.81 .41(S) .01 .02( .01 ) .02( ) 14 0. 2.74 .01 .01 .40(S) .02( ) .02( ) 14 5. 2.67 .01 .01 .39(S) .02( ) .02( ) 14 10. 2.60 .01 .01 .38(S) .02( ) .02( ) THE FOLLOWING CONVEYANCE ELEMENTS WERE SURCHARGED URING THE SIMULATION. THIS COULD LEAD TO ERRORS N THE SIMULATION RESULTS!! 262 lHE FOLLOWING CONVEYANCE ELEMENTS HAVE NUMERICAL .01 2.07 .04 1.19 .03 .00 .02( ) 2.38(S) .00(S) .00( ) .00( ) .00( ) .01 2.03 .04 .00 .03 .00 .02( ) 2.37(S) .00(S) .00( ) .00( ) .00( ) .01 1.99 .04 1.17 .03 .00 .02( ) 2.36(S) .00(S) .00( ) .00( ) .00( ) .01 1.95 .03 .00 .03 .00 .02( ) 2.35(S) .00(S) .00( ) .00( ) .00( ) .01 1.91 .03 1.15 .03 .00 .02( ) 2.34(S) .00(S) .00( ) .00( ) .00( ) .01 1.87 .03 .00 .03 .00 .02( ) 2.33(S) .00(S) .00( ) .00( ) .00( ) .01 1.83 .03 1.13 .03 .00 .02( ) 2.32(S) .00(S) .00( ) .00( ) .00( ) .01 1.80 .03 .00 .03 .00 .02( ) 2.31(S) .00(S) .00( ) .00( ) .00( ) .00 1.76 .03 1.11 .03 .00 .02( ) 2.30(S) .00(S) .00( ) .00( ) .00( ) .00 1.73 .03 .00 .03 .00 .02( ) 2.30(S) .00(S) .00( ) .00( ) .00( ) .00 1.69 .03 1.09 .02 .00 .02( ) 2.29(S) .00(S) .00( ) .00( ) .00( ) .00 1.66 .03 .00 .02 .00 .02( ) 2.28(S) .00(S) .00( ) .00( ) .00( ) .00 1.63 .03 1.08 .02 .00 .02( ) 2.27(S) .00(S) .00( ) .00( ) .00( ) .00 1.60 .03 .00 .02 .00 .02( ) 2.26(S) .00(S) .00( ) .00( ) .00( ) .00 1.57 .03 1.06 .02 .00 .02( ) 2.26(S) .00(S) .00( ) .00( ) .00( ) .00 1.54 .02 .00 .02 .00 .02( ) 2.25(S) .00(S) .00( ) .00( ) .00( ) .00 1.51 .02 1.04 .02 .00 .02( ) 2.24(S) .00(S) .00( ) .00( ) .00( ) .00 1.48 .02 .00 .02 .00 .02( ) 2.24(S) .00(S) .00( ) .00( ) .00( ) .00 1.45 .02 1.03 .02 .00 .02( ) 2.23(S) .00(S) .00( ) .00( ) .00( ) .00 1.43 .02 .00 .02 .00 .02( ) 2.22(S) .00(S) .00( ) .00( ) .00( ) .00 1.40 .02 1.01 .02 .00 .02( ) 2.22(S) .00(S) .00( ) .00( ) .00( ) .00 1.37 .02 .00 .02 .00 .02( ) 2.21(S) .00(S) .00( ) .00( ) .00( ) .00 1.35 .02 1.00 .02 .00 .02( ) 2.21(S) .00(S) .00( ) .00( ) .00( ) .00 1.32 .02 .00 .02 .00 .02( ) 2.20(S) .00(S) .00( ) .00( ) .00( ) .00 1.30 .02 .98 .02 .00 .02( ) 2.19(S) .00(S) .00( ) .00( ) .00( ) .00 1.28 .02 .00 .02 .00 .02( ) 2.19(S) .00(S) .00( ) .00( ) .00( ) .00 1.25 .02 .97 .02 .00 .02( ) 2.18(S) .00(S) .00( ) .00( ) .00( ) .00 1.23 .02 .00 .02 .00 .02( ) 2.18(S) .00(S) .00( ) .00( ) .00( ) .00 1.21 .02 .95 .02 .00 .02( ) 2.17(S) .00(S) .00( ) .00( ) .00( ) .00 1.19 .02 .00 .02 .00 .02( ) 2.17(S) .00(S) .00( ) .00( ) .00( ) .00 1.17 .02 .94 .02 .00 .02( ) 2.16(S) .00(S) .00( ) .00( ) .00( ) .00 1.15 .02 .00 .02 .00 .02( ) 2.16(S) .00(S) .00( ) .00( ) .00( ) .00 1.13 .02 .92 .01 .00 .01( ) 2.15(S) .00(S) .00( ) .00( ) .00( ) .00 1.11 .02 .00 .01 .00 .01( ) 2.15(S) .00(S) .00( ) .00( ) .00( ) .00 1.09 .02 .91 .01 .00 .01( ) 2.14(S) .00(S) .00( ) .00( ) .00( ) .00 1.07 .02 .00 .01 .00 .01( ) 2.14(S) .00(S) .00( ) .00( ) .00( ) L-r� ie a�2 Cf✓/t wL a- , 9-/ 4 ��" • f -<3 % ABILITY PROBLEMS THAT LEAD TO HYDRAULIC OSCILLLATIONS DURING THE SIMULATION. 12 13 14 15 22 31 33 41 42 43 47 50 '84 100 101 102 103 104 105 107 205 230 247 261 272 278 279 290 320 321 370 399 831 TAIL CREEK BASIN, 2-YEAR STORM, DEVELOPED CONDITIONS 1998, DETENTION POND 278 REVISED 28 JULY, 2000 SBG (ddh) FILE: MCMAILSI.DAT 11 *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) 1 382.1 (DIRECT FLOW) 2 0. 10 382.1 3.1 2 0. 11 378.1 3.4 1 50. 12 425.9 4.7 1 0. 13 235.8 2.0 1 0. 14 19.6 1.6 1 0. 15 93.6 .1 .1 1 0. 16 93.6 1.4 1 0. 17 52.9 1.9 0 50. 18 7.0 .6 0 45. 19 26.0 1.0 1 0. 20 35.9 (DIRECT FLOW) 0 45. 21 11.7 1.0 2 30. 22 11.7 .1 3.7 2 20. 23 34.8 .8 0 40. 24 34.3 1.6 0 40. 25 27.6 1.4 0 40. 26 6.5 .6 0 40. 27 3.9 .2 0 40. 28 4.0 .2 0 40. 29 14.9 .4 0 40. 30 32.6 (DIRECT FLOW) 0 45. 31 26.0 1.3 0 35. 32 32.2 33 106.4 .7 .1 3.0 0 2 40. 15. 34 16.9 1.8 0 40. 35 56.4 .7 0 40. 36 25.0 .7 0 40. 37 12.5 .3 0 35. 38 45.1 1.3 0 40. 39 59.7 (DIRECT FLOW) 0 35. 40 11.7 .5 0 45. 41 .7 .0 .3 2 0. 42 18.3 1.2 0 40. 43 12.7 .1 3.0 4 35. 44 9.8 .4 0 35. 45 1.1 .3 2 30. 46 10.2 .9 0 50. .47 42.0 1.4 0 45. 148 68.5 1.3 0 50. 49 25.3 1.2 0 45. 50 68.7 1.2 0 50. 51 27.1 .2 0 35. 84 1.1 .1 1.1 2 15. 100 376.0 .5 14.0 1 45. 101 428.6 .5 3.2 1 0. 102 13.7 .1 3.1 2 50. 103 11.9 .1 2.7' 2 25. ti ::?'fit 104 8.7 .1 1.9 2 5. at11E W 109 ... .._. 2.6 .1 1.4 2 15. rzwyl 107i'-! 29.8 .1 .2 1 0. i�ili 139,rt �'. 56.7 1.6 0 45. 185-!=.:_.13.1 .9 0 40. aw200' a i;-r37.6 1.3 0 50. "w201-.�=�-4�'25.0 202'•f;sn .0 r 1.7 .0 0 0 45. 0. 203 " "@12.1 .9 0 40. ` 2041, 16.2"' 1.1 0 40. -.0 _ . .5 2 5. "U 5 '1 206 12.5 .9 0 40. 207 .0 .0 .6 14 10. 208 16.2 (DIRECT FLOW) O 40, 210 435.2 (DIRECT FLOW) 1 5. 211 433.2 (DIRECT FLOW) 1 5. 221 32.7 1.3 0 45. 222 61.9 (DIRECT FLOW) 0 40. 230 23.9 .0 .9 1 0. 243 63.7 (DIRECT FLOW) 0 40. 244 49.8 (DIRECT FLOW) 0 40. 245 62.7 (DIRECT FLOW) 0 40. 247 254 16.1 13.7 .0 .6 6.1 2 0 45, 40. 261 55.7 2.9 0 40. 262 35.9 3.0 2.5 1 5. 266 11.2 .5 0 40. 270 36.4 3.2 1 0. 271 155.E (DIRECT FLOW) 0 5. 272 191.5 7.2 1 0. 278 39.6 .0 1.8 1 10. 7.0 .1 .4 1 5. #279 280 18.3 1.3 0 40. 287 15.8 .8 0 40. 288 4.0 .5 0 40. 290 68.6 4.8 0 40. 300 80.3 (DIRECT FLOW) 0 5. 301 80.3 (DIRECT FLOW) 0 5. 318 30.1 1.1 1 10. 319 32.2 (DIRECT FLOW) 1 10. 320 24.4 .1 .5 1 5. 321 14.2 .1 .3 0 55. 347 62.5 (DIRECT FLOW) 0 55. 362 21.2 .6 0 40. 364 22.6 .6 0 40, 365 18.3 .6 0 40. 366 16.3 .7 2 45. 367 8.5 .6 0 45. 368 11.4 .5 0 40. 369 16.8 .9 0 45. 370 27.0 2.4 0 40. 371 28.9 .7 0 45. 372 12.8 .5 0 40. 373 374 35.4 16.7 1.8 .6 0 0 40. 45. 375 9.1 1.2 0 50. 378 76.6 (DIRECT FLOW) 0 50. 379 20.9 .6 0 50. 399 2.8 .1 .7 1 50. 831 3.2 .0 .0 0 40. 11 ENDPROGRAM PROGRAM CALLED I i f 2� I I - 4) 5-YEAR SWMM MODEL I r SWMM input file MCMAILSV.DAT: 2 1 1 2 3 4 TERSHED MAIL CREEK BASIN, 5-YEAR STORM, DEVELOPED CONDITIONS 1998, DETENTION POND 278 1ISED 28 JULY, 2000 SBG (ddh) FILE: MCMAILSV.DAT 1 170 000 5. 1 1. 1 24 5. 0.40 0.45 0.53 0.89 1.13 2.19 3.97 1.64 0.99 0.58 49 0.42 0.28 0.27 0.25 0.24 0.23 0.22 0.21 0.20 .19 0.19 0.18 0.18 Prepared for: City of Fort Collins * SWMM developed condition, 5-yr recurrence interval 2 .016 .250 .1 .3 .51 .5 .0018 1 51 102800. 97.7 30.0 .040 1 52 113100. 35.1 35.0 .064 #1 53 2111400. 34.4 35.0 .032 1 54 142200. 12.5 90.0 .048 1 55 261 900. 11.5 90.0 .016 1 56 2625000. 99.5 90.0 .016 1 57 2902200. 75.8 75.0.0088 1 58 162700. 41.2 45.0 .032 1 59 161260. 9.6 45.0.0134 1 159 331000. 6.1 45.0 .01 1 60 352830. 59.0 45.0 .016 1 61 421250. 16.3 45.0 .016 1 62 383000. 47.9 50.0 .016 1 162 3622200. 24.7 45.0 .015 1 63 33 950. 16.2 65.0 .01 1 165 3654600. 27.0 45.0 .016 1 66 2663862. 13.3 45.0 .01 1 166 3663891. 13.4 45.0 .01 1 167 3674400. 21.5 45.0 .01 1 168 3682800. 13.0 45.0 .01 1 170 3703000. 30.8 45.0 .01 1 171 3711600. 23.2 45.0 .01 1 172 3722000. 3.1 45.0 .01 1 173 3734600. 39.2 45.0 .010 1 164 3642600, 32.9 45.0 .010 1 65 2104420. 20.3 50.0 .064 1 67 362700. 34.7 45.0.0088 1 68 325200. 50.7 45.0 .016 1 69 3183600. 6.6 45.0 .011 1 70 2543000. 16.7 45.0 .016 1 71 18 302. 9.7 65.0.0143 1 72 1392900. 52.3 50.0 .032 1 73 29 702. 13.7 50.0.0235 1 74 27 734. 5.9 45.0.0104 1 75 2511225 53.6 34.9.0134 1 175 243357. 13.1 39.0 .015 1 76 2211600. 39.7 65.0 .016 1 176 373311. 13.8 42.4 .019 1 77 442717. 16.0 28.0 .012 1 177 46 901. 15.4 41.0 .020 1 78 494912. 61.1 37.0 .016 * WESTFIELD PARK 1 178 482463. 16.1 25.0 .035 1 79 399588. 37.3 24.2 .019 1 179 2802025. 20.1 67.0 .020 1 80 317386. 18.4 45.6 .032 17 1 186 263094, 13.7 31.2 .032 1 81 2041000. 24.4 45.0 .016 1 181 203 900. 16.2 45.0 .016 1 182 2061200. 17.8 45.0 .016 1 82 2012653. 33.0 68.2.0091 DIVIDE BASIN 83 TO REFLECT FLOW TO POND 831 1 83 3478337.28.71 35.0 .020 1 831 8311420. 4.89 35.0 .020 1 84 842800. 22.2 75.0.0072 1 85 185 900. 16.1 45.0 .016 ,• 1 86 345132. 29.1 34.4 .032 1 87 2871385. 33.3 25.0 .020 1 88 28 417. 11.0 25.0.0154 1 89 412622. 6.6 86.1 .032 1 180 5111325 28.0 38.0 .012 r. July 31, 2000 1 90 288 716 7.9 25.0 .020 1 189 379 647 20.8 50.0 .013 0 3 1 177 178 180 10 1 0 1 10.0 3400, 011 4.0 4.0 .044 12.0 ,1 11 10 0 1 10.0 1900. .013 2.5 2.5 .047 16.0 12 210 0 1 10.0 400. .011 2.0 2.0 .068 12.0 13 12 0 1 8.0 150. .011 0.0 0.0 .013 8.0 14 13 0 1 8.0 800. .0159 0.0 0.0 .013 6.0 15 14 6 2 .1 1. 1.005 0.0 0.0 .013 0.1 ' .0 .0 .0 3.0 .1 103.6 .4 233.4 1.1 460.4 1.6 643.8 16 15 0 1 10.0 2050. .011 4.0 4.0 .035 5.0 17 16 0 1 2.0 1050. .005 4.0 4.0 .035 5.0 18 16 0 1 2.0 1400. .014 4.0 4.0 .035 5.0 19 107 0 1 4.0 700. .011 4.0 4.0 .035 6.0 20 320 0 3 1. 21 20 0 1 2.0 1500. .005 4.0 4.0 .035 5.0 �iREGENCY REGIONAL DETENTION FACILITY 22 21 10 2 0.1 1. .005 0.0 0.0 .013 0.1 0.0 0.0 0.28 3.5 1.55 8.9 3.96 12.0 7.65 14.0 13.06 17.5 19.95 20.0 27.46 21.0 35.31 22.8 43.48 66. 23 39 0 1 12.0 1300. .0056 4.0 4.0 .030 5.0 I WOODRIDGE DETENTION POND 230 24 10 2 0.0 50. .005 0.0 0.0 .013 0.0 0.0 0.0 0.07 2.60 1.00 25.60 1.62 43.78 2.62 69.62 3.62 110.19 4.83 150.41 6.04 193.45 7.47 237.48 8.90 280.98 SENECA STREET/REGENCY DRIVE CULVERTS AND CHANNEL 24 222 0 5 4.95 1600. .004 0.0 0.0 .013 4.95 20.0 1600. .010 5.0 5.0 .060 8.0 25 222 0 1 2.0 2000. .005 4.0 4.0 .035 5.0 26 23 0 1 1.0 1320. .02 10.0 5.0 .060 5.0 27 19 0 1 10.0 1100. .012 1.0 10.0 .035 5.0 <1 288 287 0 1 2.0 670. .013 4.0 4.0 .035 5.0 287 379 0 1 2.0 1730. .016 1.0 10.0 .035 5.0 28 29 0 1 10.0 1100. .020 10.0 10.0 .035 5.0 379 30 0 1 10.0 1200. .005 1.0 50.0 .035 5.0 29 30 0 1 10.0 900. .020 10.0 10.0 .035 5.0 139 17 0 1 2.0 2400. .011 4.0 4.0 .035 5.0 310 3 31 23 23 0 5 2.75 750. .013 0.0 0.0 .013 2.75 70.0 750. .006 50.0 50.0 .016 10.0 32 105 0 4 .50 2600. 007 12.0 12.0 .016 0.5 10. 2600. .007 20.0 20.0 .020 10. 33 14 7 2 0.1 280. .003 0.0 0.0 .013 .1 .13 14. .61 30. 1.72 57. 2.58 93. 3.70 127. 5.30 155. 26.7 204. 34 23 0 5 1.75 950. .0051 0.0 0.0 .013 1.75 70.0 950. .006 50.0 50.0 .016 10.0 35 102 0 4 0.5 1370. .0164 12.0 12.0 .016 .5 10.0 1370. .0164. 20.0 20.0 .020 10. 36 321 0 4 .5 1500. .007 12.0 12.0 .016 .5 10. 1500. .007 20.0 20.0 .020 10. 37 24 0 4 0.5 850. .0149 50.0 50.0 .016 0.5 50.0 850. .0149 20.0 20.0 .016 10.0 38 245 0 1 4.0 1200. .01 4.0 4.0 .035 5.0 POND 230 INFLOW 39 230 0 3 1. 40 375 0 4 .5 900. .011 12.0 12.0 .016 .5 10.0 900. .011 20.0 20.0 .020 5.0 FUTURE WOODRIDGE COMMERCIAL DETENTION POND 41 31 3 2 0.0 50. .005 0.0 0.0 .013 0.0 11 cc 0.0 0.0 1.2 2.40 2.0 2.40 •1 '"' 3IL 42- 102 0 5 2.0 1180. .015 0.0 0.0 .013 2.0 1.0 1180. .015 20.0 20.0 .016 5.0 l-TROUTMAN.PARK REGIONAL DETENTION POND 43 -42 11 2 0.1 1. .005 0.0 0.0 .013 0.1 0.0 0.0 0.69 4.75 2.64 12.01 5.15 16.2 8.551::. 18.92 13.14 20.75 18.84 22.07 25.58 23.39 F�7-28.93"�:-. 24.05 30.61 46.78 32.29 213.46 w . 84 ;a� 45 3 2 0.1 1. .005 0.0 0.0 .013 0.1 0.0 0.0 6.77 6.80 10.0 10.0 { ;•:• 45 347` 0 1 2.0 1250. .005 4.0 4.0 .035 5.0 lf�MiW(:.0 1r. 2.0.,E-1550:n-- .005 4.0 4.0 .035 5.0 I,q , 44 47 0 1 4.0 1100. .01 4.0 4.0 .016 5.0 47 48 0 2 5.0 342. .0102 0 0 .013 5.0 48 50 0 1 6.0 740. .0089 6.0 8.0 .035 5.0 49 48 0 1 4.0 2600. .005 4.0 4.0 .035 5.0 WESTFIELD PARK POND 50 378 0 2 7.1 156 .031 0.0 0.0 .013 7.1 51 378 0 1 45.0 500. .008 10.0 10.0 .020 5.0 261 13 0 2 3.5 900. .003 0.0 0.0 .013 3.5 262 261 0 2 3.0 3400. .0025 0.0 0.0 .013 3.0 100 11 12 1 19.5 50. .005 0.0 0.0 .013 0.5 0.0 0.0 3.9 51.0 5.9 96. 7.6 140. 11.0 260.0 12.7 300.0 14.5 340. 17. 390. 20.0 490.0 22.6 740.0 25.0 1070. 27.5 1626. 101 211 7 1 35.0 3. .0001 .013 0.5 0.0 0.0 0.7 13.2 1.4 74.9 2.1 141.1 2.8 288.9 4.3 831.5 5.9 1742.9 211 100 0 3 1. 102 33 9 2 0.1 1. 0.1 0.0 0.0 .024 0.1 0.0 0.0 0.4 3.8 1.4 10.5 4.4 16.0 7.7 20.0 11.1 24.0 13.3 25.0 15.9 36.1 19.7 103 103 33 7 7 2 2 0.1 1. 0.1 0.0 0.0 .024 0.1 0.0 0.0 1.1 4.2 1.8 9.3 3.5 14.0 5.2 16.0 6.2 41.0 7.3 590.0 104 38 9 2 .1 10. .1 0.0 0.0 .1 .1 0. 0. .84 6. 2.6 10.5 5.2 13.5 8.7 16. 10.8 16.5 12.8 17. 15.3 18. 19.3 45. 105 319 5 2 0.1 50. 0.01 0.0 0.0 .013 0.1 0.0 0.0 1.5 2.8 3.9 4.5 6.7 6.1 9.9 196.9 107 318 6 2 0.1 1. 0.1 0.0 0.0 .020 0.1 0.0 0.0 0.1 20.0 0.3 39. 0.7 58.0 1.1 68.0 1.6 80.0 185 22 0 1 2.0 850. .010 4.0 4.0 .035 5.0 210 101 0 3 5. 222 22 0 3 5. 243 43 0 3 5. 244 104 0 3 5. 245 103 0 3 5. 200 47 0 5 4.5 2500. .0099 0.0 0.0 .013 4.5 5.0 2500. .0099 4.0 4.0 .035 5.0 1� 202 208 0 1 2.0 1170. .01 4.0 4.0 .060 2.0 201 200 0 1 2.0 1400. .005 4.0 4.0 .060 5.0 203 207 0 1 2.0 900. .018 4.0 4.0 .060 2.0 204 208 0 1 2.0 970. .005 4.0 4.0 .035 3.0 205 204 6 2 0 100. .08 0.0 0.0 .024 0 0.0 0.0 0.33 0.0 0.68 2.93 1.06 7.69 1.47 10.0 1.91 100.0 206 205 0 1 2.0 1200. .020 4.0 4.0 .060 2.5 207 202 4 2 0 50. .010 0.0 0.0 .024 0 0.0 0.0 0.94 0.0 1.31 3.99 1.70 100.0 208 200 0 3 5. 221 20 0 1 2.0 1600. .010 4.0 4.0 .035 5.0 * MOUNTAINRIDGE REGIONAL DETENTION POND 247 AND 831 (AS -BUILT -- 21 OCT 97) 347 247 0 3 5. 831 347 9 2 .1 .1 .005 0.0 0.0 .013 .1 0.0 0.0 0.03 3.16 0.22 10.45 0.40 18.63 0.65 24.50 0.90 28.68 1.22 31.20 1.54 33.70 1.79 41.62 247 366 14 2 0 193. .0026 0.0 0.0 .013 0 0.0 0.0 2.03 0.61 3.78 7.97 6.67 17.94 10.12 25.67 14.06 28.18 18.32 29.94 22.84 31.62 27.61 33.30 32.63 34.97 37.92 36.97 43.51 40.05 46.54 41.55 49.57 211.15 254 107 0 4 0.5 1100. .004 12.0 12.0 .016 0.5 �r 10. 1100. .004 20.0 20.0 .020 10. 266 366 0 1 10.0 800. .005 4.0 4.0 .035 5.0 270 272 0 1 10.0 1000. .0001 2.0 2.0 .035 5.0 -1 271 272 8 3 1. 0.0 0.0 .083 155. 0.2 155. 0.3 155. 0.5 155. 1.0 155. 2.0 155. 3.0 155. 272 12 0 1 10.0 100. .0001 2.0 2.0 .035 25.0 MOUNTAINRIDGE REGIONAL DETENTION POND 278--PROPOSED 378 278 0 3 5. 278 347 14 2 0.0 360. .0083 0.0 0.0 .013 0.0 0.0 0.0 1.20 36.06 2.78 45.17 4.52 53.40 6.41 61.62 8.46 68.45 --u- 10.69 75.27 13.13 81.06 1-43 ' 15.79 86.85 18.71 90.93 21.98 95.02 25.56 99.11 29.37 103.19 31.38 200.72 279 46 4 2 0.1 50. .005 0.0 0.0 .013 0.1 0. 0. 0.18 4. 0.84 13. 2.10 20. 280 279 0 1 2.0 1400. .01 4.0 4.0 .060 5.0 290 270 0 2 5.0 100. .0006 0. .0. .013 5.0 -1 300 301 8 3 1. 0.0 0.0 0.083 80.0 0.2 80.0 0.5 80.0 ' 1.0 80.0 2.0 80.0 3.0 80.0 4.0 80.0 301 33 0 3 1. 318 319 0 1 4.0 1900. .011 4.0 4.0 .035 6.0 319 16 0 3 1. 32020 19 7 2 .1 10. .1 0.0 0.0 .1 .1 0. 0. .18 16. .65 30. 1.4 45. 2.39 54. 3.75 62. 5.1 208. 321 35 11 2 .1 10. .1 0.0 0.0 .1 .1 0. 0. .06 5. .12 10. .27 13. ' .41 22. .59 33. .76 45. .97 55. 1.17 70. 1.41 82.5 1.64 97.6 362 374 0 4 .5 1100. .008 12.0 12.0 .016 .5 10.0 1100. .008 20.0 20.0 .020 5.0 364 399 0 4 .5 1800. .008 12.0 12.0 .016 .5 10.0 1800. .008 20.0 20.0 .020 5.0 365 369 0 4 .5 2300. .007 12.0 12.0 .016 .5 10.0 2300. .007 20.0 20.0 .020 5.0 ' 366 371 0 1 10.0 1350. .005 4.0 4.0 .035 5.0 367 244 0 1 5.0 2200. .010 10.0 10.0 .060 3.0 368 372 0 4 .5 1400. .011 12.0 12.0 .016 .5 10.0 1400. .011 20.0 20.0 .020 5.0 369 244 0 1 5.0 570. .005 4.0 4.0 .035 5.0 370 244 0 5 2.0 950. .007 0.0 0.0 .013 2.0 2.0 950. .007 20.0 20.0 .020 5.0 371 243 0 1 17.0 800. .005 3.0 3.0 .035 5.0 372 40 0 4 .5 1000. .011 12.0 12.0 .016 .5 10.0 1000. .011 20.0 20.0 .020 5.0 373 243 0 5 2.5 2300. .010 0.0 0.0 .013 2.5 2.0 2300. .010 20.0 20.0 .020 5.0 374 245 0 4 .5 1050. .004 12.0 12.0 .016 .5 10.0 1050. .004 20.0 20.0 .020 5.0 375 245 0 5 3.0 1800. .002 0.0 0.0 .015 3.0 2.0 1800. .004 20.0 20.0 .020 5.0 399 370 7 2 0.1 50. .010 0.0 0.0 .015 0.1 0. 0. .10 1.7 0.6 2.7 1.7 3.4 3.2 4.1 4.8 4.6 6.4 5.0 0 9 1 378 278 � 247 43 50 831 347 200 201 DPROGRAM 1 9 -q ' SWMM output file MCMAILWOUT: (EXCERPT) July 31, 2000 ' ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1 DEVELOPED BY METCALF + EDDY, INC. ' UNIVERSITY OF FLORIDA WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970) 1 UPDATED BY UNIVERSITY OF FLORIDA (JUNE 1973) t HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974) BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 1985) 1ATERSHED PROGRAM CALLED f* ENTRY MADE TO RUNOFF MODEL *** MAIL CREEK BASIN, 5-YEAR STORM, DEVELOPED CONDITIONS 1998, DETENTION POND 278 REVISED 28 JULY, 2000 SBG (ddh) FILE: MCMAILSV.DAT MBER OF TIME STEPS 170 TEGRATION TIME INTERVAL (MINUTES) 5.00 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH �R 24 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES R RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR .40 .45 .53 .89 1.13 2.19 3.97 1.64 .99 .58 ' 49 .42 .28 .27 .25 .24 .23 .22 .21 .20 .19 .19 .18 .18 IL CREEK BASIN, 5-YEAR STORM, DEVELOPED CONDITIONS 1998, DETENTION POND 278 VISED 28 JULY, 2000 SBG (ddh) FILE: MCMAILSV.DAT kBAREA 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 51 10 2800.0 97.7 30.0 .0400 .016 .250 .100 .300 .51 .50 .00180 1 52 11 3100.0 35.1 35.0 .0640 .016 .250 .100 .300 .51 .50 .00180 1 53 211 1400.0 34.4 35.0 .0320 .016 .250 .100 .300 .51 .50 .00180 1 54 14 2200.0 12.5 90.0 .0480 .016 .250 .100 .300 .51 .50 .00180 1 55 261 900.0 11.5 90.0 .0160 .016 .250 .100 .300 .51 .50 .00180 1 56 262 5000.0 99.5 90.0 .0160 .016 .250 .100 .300 .51 .50 .00180 1 57 290 2200.0 75.8 75.0 .0088 .016 .250 .100 .300 .51 .50 .00180 1 58 16 2700.0 41.2 45.0 .0320 .016 .250 .100 .300 .51 .50 .00180 1 59 16 1260.0 9.6 45.0 .0134 .016 .250 .100 .300 .51 .50 .00180 1 33 1000.0 6.1 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 ,159 60 35 2830.0 59.0 45.0 .0160 .016 .250 .100 .300 .51 .50 .00180 1 61 42 1250.0 16.3 45.0 .0160 .016 .250 .100 .300 .51 .50 .00180 1 62 38 3000.0 47.9 50.0 .0160 .016 .250 .100 .300 .51 .50 .00180 1 162 362 2200.0 24.7 45.0 .0150 .016 .250 .100 .300 .51 .50 .00180 1 63 33 950.0 16.2 65.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 165 365 4600.0 27.0 45.0 .0160 .016 .250 .100 .300 .51 .50 .00180 1 66 266 3862.0 13.3 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 366 3891.0 13.4 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 167 367 4400.0 21.5 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 J166 168 368 2800.0 13.0 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 170 370 3000.0 30.8 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 171 371 1600.0 23.2 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 '-"`�172 372 2000.0 3.1 45.0 ---.0100 .016 .250 -.100 .300 .51 .50 .00180 1 ' 4.39(S) .04( ) .05( ) .02( ) 3.03(S) .00(S) .00( ) .00( ) .00( ) 11 15. 14.82 .05 .03 .01 4.70 .06 1.08 .05 .00 4.32(S) .04( ) .05( ) .02( ) 3.00(S) .00(S) .00( ) .00( ) .00( ) �1 20. 14.71 .05 .03 .01 4.59 .06 .70 .05 .00 4.25(S) .04( ) .05( ) .02( ) 2.98(S) .00(S) .00( ) .00( ) .00( ) 11 25. 14.60 .05 .03 .01 4.48 .06 1.07 .05 .00 4.19(S) .04( ) .05( ) .02( ) 2.95(S) .00(S) .00( ) .00( ) .00( ) I1 30. 14.49 .05 .03 .01 4.38 .06 .68 .05 .00 4.12(S) .04( ) .05( ) .02( ) 2.93(S) .00(S) .00( ) .00( ) .00( ) ll 35. 14.38 .05 .03 .01 4.28 .05 1.05 .05 .00 4.05(S) .04( ) .05( ) .02( ) 2.90(S) .00(S) .00( ) .00( ) .00( ) 11 40. 14.27 .04 .03 .01 4.18 .05 .67 .04 .00 3.99(S) .04( ) .04( ) .02( ) 2.88(S) .00(S) .00( ) .00( ) .00( ) 11 45. 14.15 .04 .03 .01 4.09 .05 1.04 .04 .00 3.92(S) .04( ) .04( ) .02( ) 2.86(S) .00(S) .00( ) .00( ) .00( ) 11 50. 14.04 .04 .03 .01 3.99 .05 65 .04 .00 3.85(S) .04( ) .04( ) .02( ) 2.83(S) .00(S) .00( ) .00( ) .00( ) 11 55. 13.93 .04 .03 .01 3.90 .05 1.02 .04 .00 3.79(S) .04( ) .04( ) .02( ) 2.81(S) .00(S) .00( ) .00( ) .00( ) 12 0. 13.82 .04 .03 .01 3.82 .05 .64 .04 .00 3.72(S) .04( ) .04( ) .02( ) 2.79(S) .00(S) .00( ) .00( ) .00( ) ,12 5. 13.71 .04 .02 .00 3.73 .04 1.01 .04 .00 3.65(S) .03( ) .04( ) .02( ) 2.77(S) .00(S) .00( ) .00( ) .00( ) 12 10. 13.60 .04 .02 .00 3.65 .04 .63 .04 .00 3.59(S) 03( ) .04( ) :02( ) 2.75(S) .00(S) .00( ) 00( ) 00( ) 12 15. 13.49 .04 .02 .00 3.57 .04 1.00 .04 .00 3.52(S) .03( ) .04( ) .02( ) 2.73(S) .00(S) .00( ) .00( ) .00( ) 12 20. 13.38 .03 .02 .00 3.49 .04 .61 .03 .00 3.46(S) .03( ) .04( ) .02( ) 2.71(S) .00(S) .00( ) .00( ) .00( ) 1 12 25. 13.27 .03 .02 .00 3.41 .04 .98 .03 .00 3.39(S) .03( ) .04( ) .02( ) 2.70(S) .00(S) .00( ) .00( ) .00( ) 12 30. 13.16 .03 .02 .00 3.34 .04 .60 .03 .00 3.33(S) .03( ) .04( ) .02( ) 2.68(S) .00(S) .00( ) .00( ) .00( ) 12 35. 13.05 .03 .02 .00 3.26 .04 .97 .03 .00 3.26(S) .03( ) .04( ) .02( ) 2.66(S) .00(S) .00( ) .00( ) .00( ) 12 40. 12.94 .03 .02 .00 3.19 .04 .59 .03 .00 3.19(S) .03( ) .04( ) .02( ) 2.64(S) .00(S) .00( ) .00( ) .00( ) 12 45. 12.83 .03 .02 .00 3.12 .04 .96 .03 .00 3.13(S) .03( ) .04( ) .02( ) 2.63(S) .00(S) .00( ) .00( ) .00( ) 12 50. 12.73 .03 .02 .00 3.06 .03 .57 .03 .00 3.07(S) .03( ) .04( ) .02( ) 2.61(S) .00(S) .00( ) .00( ) .00( ) 12 55. 12.62 .03 .02 .00 2.99 .03 .95 .03 .00 3.00(S) .03( ) .04( ) .02( ) 2.60(S) .00(S) .00( ) .00( ) .00( ) ' 13 0. 12.51 .03 .02 .00 2.93 .03 .56 .03 .00 2.94(S) .03( ) .04( ) .02( ) 2.58(S) .00(S) .00( ) .00( ) .00( ) 13 5. 12.40 .03 .02 .00 2.86 .03 .93 .03 .00 2.87(S) 03( ) 031 ) 02( ) 2.57(S) .00(S) 00( ) 00( ) 00( ) 13 10. 12.30 .03 .02 .00 2.80 .03 .55 .03 .00 2.81(S) .03( ) .03( ) .02( ) 2.55(S) .00(S) .00( ) .00( ) .00( ) 13 15. 12.19 .03 .02 .00 2.74 .03 .92 .03 .00 2.75(S) .03( ) .03( ) .02( ) 2.54(S) .00(S) .00( ) .00( ) .00( ) 13 20. 12.09 .02 .02 .00 2.69 .03 .54 .02 .00 2.68(S) .03( ) .03( ) .02( ) 2.52(S) .00(S) .00( ) .00( ) .00( ) 13 25. 11.94 .02 .01 .00 2.63 .03 .91 .02 .00 2.62(S) .03( ) .03( ) .02( ) 2.51(S) .00(S) .00( ) .00( ) .00( ) 13 30, 11.71 02 .01 .00 2.58 .03 .53 .02 .00 2.56(S) .03( ) .03( ) .02( ) 2.50(S) .00(S) .00( ) .00( ) .00( ) 13s .35. 11.49 .02 .01 .00 2.52 .03 .90 .02 .00 2.50(S) .03( ) .03( ) .02( ) 2.48(S) .00(S) .00( ) .00( ) .00( ) 13 40. 11.27 .02 .01 .00 2.47 .03 .52 .02 .00 2.44(S) .03( ) .03( ) .02( ) 2.47(S) .00(S) .00( ) .00( ) .00( ) 13 45. 11.05 .02 .01 .00 2.42 .03 .89 .02 .00 2.38(S) .03( ) .03( ) .02( ) 2.46(S) .00(S) .00( ) .00( ) .00( ) 13 50. 10.84 .02 .01 .00 2.37 .02 .51 .02 .00 2.32(S) .03( ) .03( ) .02( ) 2.45(S) .00(S) .00( ) .00( ) .00( ) 13 55. 10.63 .02 .01 .00 2.32 .02 .88 .02 .00 2.27(S) .03( ) .03( ) .02( ). 2.44(S) .00(S) .00( ) .00( ) .00( ) ! ll :r&14 �^ O0 <.e. 10.42 .02 .01 .00 2.28 .02 .50 .02 .00 .MMC 2.21(S) .03( ) .03( ) .01( ) 2.43(S) .00(S) .00( ) .00( ) .00( ) 14 Z' 5'''.V s_10.22 .02 .01 .00 2.23 .02 .87 .02 .00 2.16(S) .03( ) .03( ) .01( ) 2.42(S) .00(S) .00( ) .00( ) .00( ) ' 14W. 10 M7..10.02 .02 .01 .00 2.19 .02 .49 .02 .00 2.10(S) .03( ) .03( ) .01( ) 2.40(S) .00(S) .00( ) .00( ) .00( ) HEFFOL'LOWING CONVEYANCE ELEMENTS WERE SURCHARGED URING THE SIMULATION. THIS COULD LEAD TO ERRORS N THE SIMULATION RESULTS!!��'('4i Coy aka U" 261-__262£ 290$p,.o7. IHE FOLLOWING CONVEYANCE ELEMENTS HAVE NUMERICAL STABILITY PROBLEMS THAT LEAD TO HYDRAULIC SCILLLATIONS DURING THE SIMULATION. 12 13 14 15 22 31 33 41 42 43 47 50 51 84 100 101 102 103 104 105 107 205 207 230 247 261 272 278 279 290 320 321 399 .831 MAIL CREEK BASIN, 5-YEAR STORM, DEVELOPED CONDITIONS 1998, DETENTION POND 278 �EVISED 28 JULY, 2000 SBG (ddh) FILE: MCMAILSV.DAT *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS *** ' CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) 1 457.4 (DIRECT FLOW) 1 50. 10 457.4 3.4 1 50. 11 448.8 3.7 1 40. 12 522.9 5.2 0 55. 13 318.5 2.5 0 55. 14 267.9 1.9 1 0. ' 15 157.7 .1 .2 0 55. 16 158.6 1.8 0 55. 17 90.9 2.3 0 50. 18 11.5 .8 0 45. ' 19 36.7 1.2 1 0. 20 57.3 (DIRECT FLOW) 0 40. 21 14.1 1.1 2 45. 22 14.1 .1 7.8 2 35. 23 59.5 1.1 0 40. ' 24 58.9 2.1 0 55. 25 46.8 1.8 0 40. 26 11.9 .8 0 40. 27 6.6 .3 0 40. ' 28 6.7 .3 0 40. 29 24.4 .5 0 40. 30 54.5 (DIRECT FLOW) 0 45. 31 1. 0 ' 32 .2 52 52.6 .88 0 . 40. 40 33 114.6 .1 3.3 2 5. 34 28.7 1.9 0 40. 35 87.5 .9 0 40. 36 40.0 .8 0 40. 37 19.4 .3 0 40. 38 71.2 1.6 0 40. 39 84.5 (DIRECT FLOW) 0 35. 1 4 41 18.8 1.0 .6 .0 .5 0 2 4. 0 0. 42 27.5 1.6 0 40. 43 17.6 .1 6.9 6 25. 44 14.9 .5 0 35. 45 1.6 .4 2 25. ' 46 16.5 1.1 0 45. 47 72.9 1.8 0 45. 48 120.1 1.7 0 45. 49 42.5 1.5 0 40. ' 50 119.9 1.5 0 45. 51 41.5 .3 0 35. 84 1.7 .1 1.6 2 10. 100 444.5 .5 17.2 1 40. 101 529.7 .5 3.4 1 0. 102 17.7 .1 5.8 5 50. 103 15.4 .1 4.7 2 35. 104 11.5 .1 3.4 2 10. 105 3.5 .1 2.4 2 20. ' 107 43.3 .1 .4 1 5. 139 95.6 2.0 0 45. 185 20.4 1.1 0 40. 200 201 63.7 40.7 1.8 2.1 0 0 45. 45. 202 .0 .1 5 55. 203 19.3 1.2 0 40. • • 204 26.6 1.4 =.= 0 40. /` / 7 e:; 205 2.9 .0 .7 1 45. 206 20.3 1.2 0 40. ' 207 208 .1 26.6 .0 (DIRECT .9 FLOW) 5 0 10, 40. 210 531.9 (DIRECT FLOW) 0 55. 211 539.0 (DIRECT FLOW) 1 0. 221 54.4 1.6 0 40. 222 104.3 (DIRECT FLOW) 0 40. 230 47.1 .0 1.7 1 0. 243 96.4 (DIRECT FLOW) 0 40. 244 79.5 (DIRECT FLOW) 0 40. 245 102.8 (DIRECT FLOW) 0 40. ' 247 25.8 .0 10.3 3 15. 254 21.9 .7 0 40. 261 59.3 3.5 .1 0 40. 262 35.9 3.0 4.5 1 15, 266 18.5 .7 0 40. ' 270 61.9 4.2 1 10. 271 155.6 (DIRECT FLOW) 0 5. 272 216.4 7.6 1 10. 278 51.2 .0 4.1 1 20. ' 279 10.6 .1 .7 1 5. 280 30.2 1.6 0 40. 287 25.8 1.0 0 40. 2.3 .6 0 0. ' 290 90 68.6 5.0 .7 0 5 50. 300 80.3 (DIRECT FLOW) 0 5. 301 80.3 (DIRECT FLOW) 0 5. 318 44.4 1.3 1 10. 319 47.5 (DIRECT FLOW) 1 10. ' 320 33.8 .1 .8 1 0. 321 24.7 .1 .5 0 50. 347 82.1 (DIRECT FLOW) 0 45. 362 32.7 .7 0 40. ' 364 36.4 .7 0 40. 365 29.6 .7 0 40. 366 28.2 .9 0 40. 367 14.9 .8 0 45. 368 17.5 .5 0 40. ' 369 27.6 1.1 0 45. 370 40.5 2.6 0 40. 371 49.7 1.0 0 40. 372 20.0 .6 0 40. ' 373 46.7 2.7 0 40. 374 26.6 .7 0 45. 375 15.8 1.7 0 50. 378 140.5 (DIRECT FLOW) 0 45, 379 34.8 .7 0 50. ' 399 3.2 .1 1.4 2 10. 831 4.3 .0 .1 0 40. NDPROGRAM PROGRAM CALLED 'P I 10-YEAR SWMM MODEL /,�p SWMM input Tile MCMAILSX.DAT: 2 1 1 2 3 4 TERSHED MAIL CREEK BASIN, 10-YEAR STORM, DEVELOPED CONDITIONS 1998, DETENTION POND 278 ,VISED 28 JULY, 2000 SBG (ddh) FILE: MCMAILSX.DAT 1 170 000 5. 1 1. 1 24 5. 0.49 0.56 0.65 1.09 1.39 2.69 4.87 2.02 1.21 0.71 .60 0.52 0.39 0.37 0.35 0.34 0.32 0.31 0.30 0.29 28 0.27 0.26 0.25 Prepared for: City of Fort Collins * SWMM developed condition, 10-yr recurrence interval ' -2 1 51 102800. 1 52 113100. 1 53 2100, 1 54 142242200. 1 55 261 900. 1 56 2625000. 1 57 2902200. '1 58 162700. 1 59 161260. 1 159 331000. 1 60 352830. 1 61 0. 38300 1 62 383000. 1 162 3622200. 1 63 33 950. 1 165 3654600. 1 1 66 2663862. 1 166 3663891. 1 167 3674400. 1 168 3682800. 1 170 3703000. 1 171 3711600. 1 172 3722000. 1 173 3734600. ' 1 160. 1 65 2104422104420. 1 67 362700. 1 68 325200. 1 69 3183600. '1 70 2543000. 1 71 18 302. 1 72 1392900. 1 73 29 702. ' 1 74 27 734, 1 75 25112251225 1 175 243357. 1 76 2211600. 1 176 373311. 1 77 442717. 1 177 46 901. 1 78 494912. * WESTFIELD PARK 1 178 482463. 1 79 399588. 1 179 2802025. 1 80 317386. 1 186 263094. 1 81 2041000. uji 1- 181 203 900. 'I ` 2061200. 1:,40F`l 82 2012653. ,i,�DIVIDE BASIN 83 1 83 3478337. 1 831 8311420. 1 84 842800. 1 -Z;85 185 900. x 1ds 86 345132. 1hr 87 2871385. Fx- 1 88 28 417. t 1 89 412622. 1 19-180t'� -511132`. .1` 016 .250 .1 .3 .51 .5 .0018 97.7 30.0 .040 35.1 35.0 .064 34.4 35.0 .032 12.5 90.0 .048 11.5 90.0 .016 99.5 90.0 .016 75.8 75.0.0088 41.2 45.0 .032 9.6 45.0.0134 6.1 45.0 .01 59.0 45.0 .016 16.3 45.0 .016 47.9 50.0 .016 24.7 45.0 .015 16.2 65.0 .01 27.0 45.0 .016 13.3 45.0 .01 13.4 45.0 .01 21.5 45.0 .01 13.0 45.0 .01 30.8 45.0 .01 23.2 45.0 .01 3.1 45.0 .01 39.2 45.0 .010 32.9 45.0 .010 20.3 50.0 .064 34.7 45.0.0088 50.7 45.0 .016 6.6 45.0 .011 16.7 45.0 .016 9.7 65.0.0143 52.3 50.0 .032 13.7 50.0.0235 5.9 45.0.0104 53.6 34.9.0134 13.1 39.0 .015 39.7 65.0 .016 13.8 42.4 .019 16.0 28.0 .012 15.4 41.0 .020 61.1 37.0 .016 16.1 25.0 .035 37.3 24.2 .019 20.1 67.0 .020 18.4 45.6 .032 13.7 31.2 .032 24.4 45.0 .016 16.2 45.0 .016 17.8 45.0 .016 33.0 68.2.0091 TO REFLECT FLOW TO POND 831 28.71 35.0 .020 4.89 35.0 .020 22.2 75.0.0072 16.1 45.0 .016 29.1 34.4 .032 33.3 25.0 .020 11.0 25.0.0154 6.6 86.1 .032 28.0 38.0 .012. July 31, 2000 j -S7 1 90 288 716 7.9 25.0 .020 1 189 379 647 20.8 50.0 .013 ' 0 3 1 177 178 180 10 1 0 1 10.0 3400. .011 4.0 4.0 .044 12.0 11 10 0 1 10.0 1900. .013 2.5 2.5 .047 16.0 12 210 0 1 10.0 400. .011 2.0 2.0 .068 12.0 13 12 0 1 8.0 150. .011 0.0 0.0 .013 8.0 14 13 0 1 8.0 800. .0159 0.0 0.0 .013 6.0 15 14 6 2 .1 1. 1.005 0.0 0.0 .013 0.1 .0 .0 .0 3.0 .1 103.6 .4 233.4 1.1 460.4 1.6 643.8 16 15 0 1 10.0 2050. .011 4.0 4.0 .035 5.0 ' 17 16 0 1 2.0 1050. .005 4.0 4.0 .035 5.0 18 16 0 1 2.0 1400. .014 4.0 4.0 .035 5.0 19 107 0 1 4.0 700. .011 4.0 4.0 .035 6.0 20 320 0 3 1. 21 20 0 1 2.0 1500. .005 4.0 4.0 .035 5.0 REGENCY REGIONAL DETENTION FACILITY 22 21 10 2 0.1 1. .005 0.0 0.0 .013 0.1 0.0 0.0 0.28 3.5 1.55 8.9 3.96 12.0 7.65 14.0 13.06 17.5 19.95 20.0 27.46 21.0 35.31 22.8 43.48 66, 23 39 0 1 12.0 1300. .0056 4.0 4.0 .030 5.0 WOODRIDGE DETENTION POND 230 24 10 2 0.0 50. .005 0.0 0.0 .013 0.0 0.0 0.0 0.07 2.60 1.00 25.60 1.62 43.78 2.62 69.62 3.62 110.19 4.83 150.41 6.04 193.45 7.47 237.48 8.90 280.98 SENECA STREET/REGENCY DRIVE CULVERTS AND CHANNEL 24 222 0 5 4.95 1600. .004 0.0 0.0 .013 4.95 - 20.0 1600. .010 5.0 5.0 .060 8.0 25 222 0 1 2.0 2000. .005 4.0 4.0 .035 5.0 26 23 0 1 1.0 1320. .02 10.0 5.0 .060 5.0 27 19 0 1 10.0 1100. .012 1.0 10.0 .035 5.0 288 287 0 1 2.0 670. .013 4.0 4.0 .035 5.0 ' 287 379 0 1 2.0 1730. .016 1.0 10.0 .035 5.0 28 29 0 1 10.0 1100. .020 10.0 10.0 .035 5.0 379 30 0 1 10.0 1200. .005 1.0 50.0 .035 5.0 29 30 0 1 10.0 900. .020 10.0 10.0 .035 5.0 ' 139 17 0 1 2.0 2400. .011 4.0 4.0 .035 5.0 30 139 0 3 31 23 0 5 2.75 750. .013 0.0 0.0 .013 2.75 70.0 750. .006 50.0 50.0 .016 10.0 32 105 0 4 .50 2600. .007 12.0 12.0 .016 0.5 10. 2600. .007 20.0 20.0 .020 10. 33 14 7 2 0.1 280. .003 0.0 0.0 .013 .1 .13 14. .61 30. 1.72 57. 2.58 93. 3.70 127. 5.30 155. 26.7 204. ' 34 23 0 5 1.75 950. .0051 0.0 0.0 .013 1.75 70.0 950. .006 50.0 50.0 .016 10.0 35 102 0 4 0.5 1370. .0164 12.0 12.0 .016 .5 10.0 1370. .0164 20.0 20.0 .020 10. ' 36 321 0 4 .5 1500. 007 12.0 12.0 .016 .5 10. 1500. .007 20.0 20.0 .020 10. 37 24 0 4 0.5 850. .0149 50.0 50.0 .016 0.5 50.0 850. .0149 20.0 20.0 .016 10.0 38 245 0 1 4.0 1200. .01 4.0 4.0 .035 5.0 POND 230 INFLOW 39 230 0 3 1. 40 375 0 4 .5 900. .011 12.0 12.0 .016 .5 10.0 900. .011 20.0 20.0 .020 5.0 FUTURE WOODRIDGE COMMERCIAL DETENTION POND 41 31 3 2 0.0 50. .005 0.0 0.0 .013 0.0 0.0 0.0 1.2 2.40 2.0 2.40 42 102 0 5 2.0 1180. .015 0.0 0.0 .013 2.0 1.0 1180. .015 20.0 20.0 .016 5.0 j TROUTMAN PARK REGIONAL DETENTION POND 43 42 11 2 0.1 1. .005 0.0 0.0 .013 0.1 0.0 0.0 0.69 4.75 2.64 12.01 5.15 16.2 8.55 18.92 13.14 20.75 18.84 22.07 25.58 23.39 ' 28.93 24.05 30.61 46.78 32.29 213.46 84 45 3 2 0.1 1. .005 0.0 0.0 .013 0.1 0.0 0.0 6.77 6.80 10.0 10.0 • 45 347 0 1 2.0 1250. .005. 4.0 4.0 .035 5.0 UL, 46 347 0 1 2.0 1550. .005[blb=_4.0 4.0 .035 5.0 44 47 0 1 4.0 1100. .01 4.0 4.0 .016 5.0 47 48 0 2 5.0 342. .0102 0 0 .013 5.0 ' 48 50 0 1 6.0 740. .0089 6.0 8.0 .035 5.0 49 48 0 1 4.0 2600. .005 4.0 4.0 .035 5.0 WESTFIELD PARK POND 50 378 0 2 7.1 156 .031 0.0 0.0 .013 7.1 51 378 0 1 45.0 500. .008 10.0 10.0 .020 5.0 261 13 0 2 3.5 900. .003 0.0 0.0 .013 3.5 262 261 0 2 3.0 3400. .0025 0.0 0.0 .013 3.0 100 11 12 1 19.5 50. .005 0.0 0.0 .013 0.5 0.0 0.0 3.9 51.0 5.9 96. 7.6 140. 11.0 260.0 12.7 300.0 14.5 340. 17. 390. 20.0 490.0 22.6 740.0 25.0 1070. 27.5 1626. 101 211 7 1 35.0 3. .0001 .013 0.5 0.0 0.0 0.7 13.2 1.4 74.9 2.1 141.1 2.8 288.9 4.3 831.5 5.9 1742.9 211 100 0 3 1. 102 33 9 2 0.1 1. 0.1 0.0 0.0 .024 0.1 0.0 0.0 0.4 3.8 1.4 10.5 4.4 16.0 7.7 20.0 11.1 24.0 13.3 25.0 15.9 36.1 19.7 103 103 33 7 7 2 2 0.1 1. 0.1 0.0 0.0 .024 0.1 0.0 0.0 1.1 4.2 1.8 9.3 3.5 14.0 5.2 16.0 6.2 41.0 7.3 590.0 104 38 9 2 .1 10. 1 0.0 0.0 .1 .1 0. 0. .84 6. 2.6 10.5 5.2 13.5 8.7 16. 10.8 16.5 12.8 17. 15.3 18. 19.3 45. 105 319 5 2 0.1 50. 0.01 0.0 0.0 .013 0.1 ' 0.0 0.0 1.5 2.8 3.9 4.5 6.7 6.1 9.9 196.9 107 318 6 2 0.1 1. 0.1 0.0 0.0 .020 0.1 0.0 0.0 0.1 20.0 0.3 39. 0.7 58.0 1.1 61.6 80.0 0 1 185 22 0 1 2.0 850. .010 4.0 4.0 .035 5.0 210 101 0 3 5. 222 22 0 3 5. 243 43 0 3 5. ' 244 104 0 3 5. 245 103 0 3 5. 200 47 0 5 4.5 2500. .0099 0.0 0.0 .013 4.5 5.0 2500. .0099 4.0 4.0 .035 5.0 202 208 0 1 2.0 1170; .01 4.0 4.0 .060 2.0 201 200 0 1 2.0 1400. .005 4.0 4.0 .060 5.0 203 207 0 1 2.0 900. .018 4.0 4.0 .060 2.0 204 208 0 1 2.0 970. .005 4.0 4.0 .035 3.0 205 204 6 2 0 100. .08 0.0 0.0 .024 0 0.0 0.0 0.33 0.0 0.68 2.93 1.06 7.69 1.47 10.0 1.91 100.0 206 205 0 1 2.0 1200. .020 4.0 4.0 .060 2.5 207 202 4 2 0 50. .010 0.0 0.0 .024 0 0.0 0.0 0.94 0.0 1.31 3.99 1.70 100.0 208 200 0 3 5. 221 20 0 1 2.0 1600. .010 4.0 4.0 .035 5.0 * MOUNTAINRIDGE REGIONAL DETENTION POND 247 AND 831 (AS -BUILT -- 21 OCT 97) ' 347 247 O 3 5. 831 347 9 2 .1 .1 .005 0.0 0.0 .013 .1 0.0 0.0 0.03 3.16 0.22 10.45 0.40 18.63 0.65 24.50 0.90 28.68 1.22 31.20 1.54 33.70 1.79 41.62 ' 247 366 14 2 0 193. .0026 0.0 0.0 .013 0 0.0 0.0 2.03 0.61 3.78 7.97 6.67 17.94 10.12 25.67 14.06 28.18 18.32 29.94 22.84 31.62 27.61 33.30 32.63 34.97 37.92 36.97 43.51 40.05 46.54 41.55 49.57 211.15 _254 107 0 4 0.5 1100. .004 12.0 12.0 .016 0.5 10. 1100. .004 20.0 20.0 .020 10. 266 366 0 1 10.0 800. .005 4.0 4.0 .035 5.0 270- 272 0 1 10.0 1000. .0001 2.0 2.0 .035 5.0 1 1 271 272 8 3 1. is i, 0.0 0.0 .083 155. 0.2 155. 0.3 155. m_ 0.5 155. 1.0 155. 2.0 155. 3.0 155. w'rl% 272 12 0 1 10.0 100. .0001 2.0 2.0 .035 25.0 MOUNTAINRIDGE REGIONAL DETENTION POND 278--PROPOSED 378 278 0 3 5. 278 347 14 2 0.0 360. .0083 0.0 0.0 .013 0.0 O.O_ 0.0 1.20 36.06 2.78 45.17 4.52 53.40 __F 6.41FM. L 61.62 8.46 68.45 10.69 75.27 13.13 81.06 15.79 86.85 18.71 90.93 21.98 95.02 25.56 99.11 29.37 103.19 31.38 200.72 ' 279 46 4 2 0.1 50. .005 0.0 0.0 .013 0.1 0. 0. 0.18 4. 0.84 13. 2.10 20. 280 279 0 1 2.0 1400. .01 4.0 4.0 .060 5.0 290 270 0 2 5.0 100. 0006 0. 0. .013 5.0 -1 300 301 8 3 1. 0.0 0.0 0.083 80.0 0.2 80.0 0.5 80.0 1.0 80.0 2.0 80.0 3.0 80.0 4.0 80.0 301 33 0 3 1. 318 319 0 1 4.0 1900. .011 4.0 4.0 .035 6.0 319 16 0 3 1. 32020 19 7 2 .1 10. .1 0.0 0.0 .1 .1 0. 0. .18 16. .65 30. 1.4 45. 2.39 54. 3.75 62. 5.1 208. 1 321 35 11 2 10, 1 0.0 0.0 .1 .1 0. 0. .06 5. .12 10. .27 13. .41 22. .59 33. .76 45. .97 55. 1.17 70. 1.41 82.5 1.64 97.6 362 374 0 4 .5 1100. .008 12.0 12.0 .016 .5 10.0 1100. .008 20.0 20.0 .020 5.0 364 399 0 4 .5 1800. .008 12.0 12.0 .016 .5 10.0 1800. .008 20.0 20.0 .020 5.0 365 369 0 4 .5 2300. .007 12.0 12.0 .016 .5 ' 10.0 2300. .007 20.0 20.0 .020 5.0 366 371 0 1 10.0 1350. .005 4.0 4.0 .035 5.0 367 244 0 1 5.0 2200. .010 10.0 10.0 .060 3.0 368 372 0 4 .5 1400. .011 12.0 12.0 .016 .5 10.0 1400. .011 20.0 20.0 .020 5.0 ' 369 244 0 1 5.0 570. .005 4.0 4.0 .035 5.0 370 244 0 5 2.0 950. .007 0.0 0.0 .013 2.0 2.0 950. .007 20.0 20.0 .020 5.0 371 243 0 1 17.0 800. .005 3.0 3.0 .035 5.0 372 40 0 4 .5 1000. .011 12.0 12.0 .016 .5 10.0 1000. .011 20.0 20.0 .020 5.0 373 243 0 5 2.5 2300. .010 0.0 0.0 .013 2.5 2.0 2300. .010 20.0 20.0 .020 5.0 374 245 0 4 .5 1050. .004 12.0 12.0 .016 .5 ' 10.0 1050. .004 20.0 20.0 .020 5.0 375 245 0 5 3.0 1800. .002 0.0 0.0 .015 3.0 2.0 1800. .004 20.0 20.0 .020 5.0 399 370 7 2 0.1 50. .010 0.0 0.0 .015 0.1 0. 0. .10 1.7 0.6 2.7 1.7 3.4 3.2 4.1 4.8 4.6 6.4 5.0 0 � 9 1 378 278 247 43 50 831 347 200 201 DPROGRAM I U r M R t�l is .i /-53 SWMM output file MCMAILSX.OUT: - (EXCERPT) July 31, 2000 I<q 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) IATERSHED PROGRAM CALLED I** ENTRY MADE TO RUNOFF MODEL *** MAIL CREEK BASIN, 10-YEAR STORM, DEVELOPED CONDITIONS 1998, DETENTION POND 278 REVISED 28 JULY, 2000 SBG (ddh) FILE: MCMAILSX.DAT UMBER OF TIME STEPS 170 NTEGRATION TIME INTERVAL (MINUTES) 5.00 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH OR 24 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES OR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR 49 .56 .65 1,09 1.39 2.69 4,87 2.02 1.21 .60 .52 .39 .37 .35 .34 .32 .31 .30 .28 .27 .26 .25 AIL CREEK BASIN, 10-YEAR STORM, DEVELOPED CONDITIONS 1998, DETENTION POND 278 EVISED 28 JULY, 2000 SBG (ddh) FILE: MCMAILSX.DAT IUBAREA GUTTER WIDTH NUMBER OR MANHOLE (FT) .2 0 .0 51 10 2800.0 52 11 3100.0 53 211 1400.0 54 14 2200.0 55 56 261 262 900.0 5000.0 57 290 2200.0 58 16 2700.0 59 16 1260.0 159 33 1000.0 _.60 35 2830.0 NP61+.e:r - 42 1250.0 38 3000.0 f 162%='- 362 2200.0 LS 63 ' "` 33 950.0 RI 165 365 4600.0 V-664LZ ._ 266 3862.0 C166'be ; -366 3891.0 '167:'t' 367 4400.0 168"•-- 368 2800.0 1701 370 3000.0 1710" .. 371 1600.0 !#M72,I$ 372T"= 2000.0 .71 .29 AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) GAGE (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. MAXIMUM MINIMUM DECAY RATE NO .0 .0 .0300 .016 .250 .100 .300 .51 .50 .00180 97.7 30.0 .0400 .016 .250 .100 .300 .51 .50 .00180 1 35.1 35.0 .0640 .016 .250 .100 .300 .51 .50 .00180 1 34.4 35.0 .0320 .016 .250 .100 .300 .51 .50 .00180 1 12.5 90.0 .0480 .016 .250 .100 .300 .51 .50 .00180 1 11.5 90.0 .0160 .016 .250 .100 .300 .51 .50 .00180 1 99.5 90.0 .0160 .016 .250 .100 .300 .51 .50 .00180 1 75.8 75.0 .0088 .016 .250 .100 .300 .51 .50 .00180 1 41.2 45.0 .0320 .016 .250 .100 .300 .51 .50 .00180 1 9.6 45.0 .0134 .016 .250 .100 .300 .51 .50 .00180 1 6.1 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 59.0 45.0 .0160 .016 .250 .100 .300 .51 .50 .00180 1 16.3 45.0 .0160 .016 .250 .100 .300 .51 .50 .00180 1 47.9 50.0 .0160 .016 .250 .100 .300 .51 .50 .00180 1 24.7 45.0 .0150 .016 .250 .100 .300 .51 .50 .00180 1 16.2 65.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 27.0 45.0 .0160 .016 .250 .100 .300 .51 .50 .00180 1 13.3 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 13.4 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 21.5 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 13.0 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 30.8 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 23.2 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 3.1 " 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 S5� 9.84(S) .05( ) .06( ) .02( ) 4.43(S) .00(S) .00( ) .00( ) .00( ) 11 15. 19.42 .07 .05 .01 10.01 .08 .00 .07 .00 9.78(S) .05( ) .06( ) .02( ) 4.37(S) .00(S) .00( ) .00( ) .00( ) I1 20. 19.39 .07 .05 .01 9.80 .08 2.34 .07 .00 9.72(S) .04( ) .05( ) .02( ) 4.31(S) .00(S) .00( ) .00( ) .00( ) 11 25. 19.37 .06 .04 .01 9.60 .08 .00 .06 .00 9.66(S) 04( ) .05( ) 02( ) 4.25(S) 00(S) .00( ) 00( ) 00( ) 1 30. 19.34 .06 .04 .01 9.40 .07 2.29 .06 .00 9.59(S) .04( ) .05( ) .02( ) 4.20(S) .00(S) .00( ) .00( ) .00( ) 1 35. 19.32 .06 .04 .01 9.21 .07 .00 .06 .00 9.53(S) .04( ) .05( ) .02( ) 4.14(S) .00(S) .00( ) .00( ) .00( ) 1 40. 19.29 .06 .04 .01 9.02 .07 2.25 .06 .00 9.46(S) .04( ) .05( ) .02( ) 4.08(S) .00(S) .00( ) .00( ) .00( ) 1 45. 19.26 .05 .04 .01 8.83 .07 .00 .05 .00 9.39(S) .04( ) .05( ) .02( ) 4.03(S) .00(S) .00( ) .00( ) .00( ) 11 50. 19.23 .05 .04 .01 8.65 .06 2.21 .05 .00 9.33(S) .04( ) .05( ) .02( ) 3.98(S) .00(S) .00( ) .00( ) .00( ) 1 55. 19.21 .05 .03 .01 8.47 .06 .00 .05 .00 9.26(S) .04( ) .05( ) .02( ) 3.93(S) .00(S) .00( ) .00( ) .00( ) 12 0. 19.18 .05 .03 .01 8.30 .06 2.18 .05 .00 9.19(S) .04( ) .05( ) .02( ) 3.88(S) .00(S) .00( ) .00( ) .00( ) 2 5. 19.15 .05 .03 .00 8.13 .06 .00 .05 .00 9.11(S) .04( ) .05( ) .02( ) 3.83(S) .00(S) .00( ) .00( ) .00( ) 12 10. 19.12 .05 .03 .00 7.96 .06 2.14 .05 .00 9.04(S) .04( ) .05( ) .02( ) 3.78(S) .00(S) .00( ) .00( ) .00( ) I2 15. 19.09 .04 .03 .00 7.77 .05 .00 .04 .00 8.97(S) .04( ) .05( ) .02( ) 3.73(S) .00(S) .00( ) .00( ) .00( ) 12 20. 19.06 .04 .03 .00 7.58 .05 2.10 .04 .00 8.89(S) .04( ) .04( ) .02( ) 3.69(S) OO(S) .00( ) .00( ) .00( ) 12 25. 19.03 .04 .03 .00 7.39 .05 .00 .04 .00 8.82(S) .04( ) .04( ) .02( ) 3.64(S) .00(S) .00( ) .00( ) .00( ) 12 30. 19.00 .04 .03 .00 7.21 .05 2.07 .04 .00 8.74(S) .04( ) .04( ) .02( ) 3.60(S) .00(S) .00( ) .00( ) .00( ) 12 35. 18.97 .04 .03 .00 7.03 .05 .00 .04 .00 8.66(S) .04( ) .04( ) .02( ) 3.56(S) .00(S) .00( ) .00( ) .00( ) 12 40. 18.94 .04 .02 .00 6.86 .05 2.03 .04 .00 8.58(S) .03( ) .04( ) .02( ) 3.52(S) .00(S) .00( ) .00( ) .00( ) 12 45. 18.89 .04 .02 .00 6.69 .04 .00 .04 .00 8.50(S) .03( ) .04( ) .02( ) 3.48(S) .00(S) .00( ) .00( ) .00( ) 12 50. 18.82 .04 .02 .00 6.53 .04 2.00 .04 .00 8.42(S) .03( ) .04( ) .02( ) 3.44(S) .00(S) .00( ) .00( ) .00( ) 12 55. 18.76 .03 .02 .00 6.37 .04 .00 .03 .00 8.34(S) .03( ) .04( ) .02( ) 3.40(S) .00(S) .00( ) .00( ) .00( ) 3 0. 18.69 .03 .02 .00 6.22 .04 1.97 .03 .00 8.26(S) .03( ) .04( ) .02( ) 3.36(S) .00(S) .00( ) .00( ) .00( ) 13 5. 18.63 .03 .02 .00 6.07 .04 .00 .03 .00 8.18(S) 03( ) .041 ) 02( ) 3.33(S) .00(S) 00( ) .001 ) .00( ) �13 10. 18.56 .03 .02 .00 5.92 .04 1.94 .03 .00 8.09(S) .03( ) .04( ) .02( ) 3.29(S) .00(S) .00( ) .00( ) .00( ) 13 15. 18.49 .03 .02 .00 5.78 .04 .00 .03 .00 8.01(S) .03( ) .04( ) .02( ) 3.26(S) .00(S) .00( ) .00( ) .00( ) 113 20. 18.43 .03 .02 .00 5.64 .04 1.91 .03 .00 7.93(S) .03( ) .04( ) .02( ) 3.23(S) .00(S) .00( ) .00( ) .00( ) 13 25. 18.36 .03 .02 .00 5.51 .03 .00 .03 .00 7.84(S) .03( ) .04( ) .02( ) 3.19(S) .00(S) .00( ) .00( ) .00( ) 13 30. 18.29 .03 .02 .00 5.38 .03 1.88 .03 .00 7.76(S) .03( ) .04( ) .02( ) 3.16(S) .00(S) .00( ) .00( ) .00( ) 13 35. 18.22 .03 .02 .00 5.25 .03 .00 .03 .00 7.67(S) .03( ) .04( ) .02( ) 3.13(S) .00(S) .00( ) .00( ) .00( ) 13 40. 18.15 .03 .02 .00 5.13 .03 1.85 .03 .00 7.58(S) .03( ) .03( ) .02( ) 3.10(S) .00(S) .00( ) .00( ) .00( ) 13 45. 18.08 .03 .02 .00 5.01 .03 .00 .03 .00 7.50(S) .03( ) .03( ) .02( ) 3.08(S) .00(S) .00( ) .00( ) .00( ) 13 50. 18.01 .02 .02 .00 4.89 .03 1.82 .03 .00 7.41(S) .03( ) .03( ) .02( ) 3.05(S) .00(S) .00( ) .00( ) .00( ) 13 55. 17.94 .02 .02 .00 4.78 .03 .00 .02 .00 7.32(S) .03( ) .03( ) .02( ) 3.02(S) .00(S) .00( ) .00( ) .00( ) 14 0. 17.87 .02 .01 .00 4.67 .03 1.80 .02 .00 7.23(S) 03( ) 03( ) 02( ) 2.99(S) 00(S) 00( ) 00( ) 00( ) �14 5. 17.80 .02 .01 .00 4.56 .03 .00 .02 .00 7.15(S) .03( ) .03( ) .01( ) 2.97(S) .00(S) .00( ) .00( ) .00( ) 14 10. 17.73 .02 .01 .00 4.45 .03 1.77 .02 .00 7.06(S) .03( ) .03( ) .01( ) 2.94(S) .00(S) .00( ) .00( ) .00( ) �HE FOLLOWING CONVEYANCE ELEMENTS WERE SURCHARGED URING THE SIMULATION. THIS COULD LEAD TO ERRORS N THE SIMULATION RESULTS!! {tii 261 262 290 #3?tt;: IE FOLLOWING CONVEYANCE ELEMENTS HAVE NUMERICAL STABILITY PROBLEMS THAT LEAD TO HYDRAULIC CILLLATIONS DURING THE SIMULATION. 12 13 14 15 22 31 33 41 42 43 47 50 51 84 100 101 102 103 104 105 107 205 207 230 247 261 272 278 279 290 t20 321 370 399 831 MAIL CREEK BASIN, 10-YEAR STORM, DEVELOPED CONDITIONS 1998, DETENTION POND 278 9VISED 28 JULY, 2000 SBG (ddh) FILE: MCMAILSX.DAT ** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) 1 541.0 (DIRECT FLOW) 1 45. 10 541.0 3.6 1 45. 11 525.2 4.0 1 40. 12 599.6 5.5 0 55. 13 392.1 2.9 0 55. ' 14 333.1 2.3 0 55. 15 218.0 .1 .4 0 55. 16 217.0 2.1 0 55. 17 125.9 2.7 0 50. 18 15.4 .9 0 40. 19 45.0 1.3 1 0. 20 78.1 (DIRECT FLOW) 0 40. 21 16.7 1.1 2 45. 22 16.7 .1 11.8 2 40. ' 23 87.9 1.3 0 40. 24 86.1 2.6 0 50. 25 67.1 2.0 0 40. 26 1. 1. 0 40. 27 9 .1 .44 0 40. 28 9.2 .3 0 40. 29 32.8 .6 0 40. 30 74.5 (DIRECT FLOW) 0 45. 31 55.8 2.1 0 35. 32 71.9 .9 0 40. 33 130.0 .1 3.9 2 20. 34 42.8 1.9 0 40. 35 36 1.6 53.6 53 .9 .8 0 0 40. 40. 37 27.1 .4 0 40. 38 93.7 1.8 0 40. 39 128.7 (DIRECT FLOW) 0 40. 40 26.0 .6 0 45. 41 1.3 .0 .6 2 0. 42 33.7 2.2 0 40. 43 19.8 .1 10.8 8 35. 44 45 21. 2.22 .6 .4 0 2 . 25 25. -46 22.4 1.3 0 45. 47 100.8 2.1 0 45. 48 171.9 2.0 0 45. 49 59.4 1.7 0 40. 50 171.8 1.8 0 45. 51 59.0 .4 0 35. 84 2.2 .1 2.2 2 10. 100 519.1 .5 19.4 1 40. 101 609.4 .5 3.7 1 0. .._ 10-, 20.6 .1 8.2 4 0. I "i o 30.4 .1 5.8 2 0. Ib�,',3J9r�104 13.3 .1 5.0 2 15. 4.2 .1 3.5 2 25. j-105 107 53.7 .1 .6 1 5. . "1, ..._.139 .. 131.9 2.3 0 45. n rc?rl-185 . 26.9 1.2 0 40. Vli,200 86.8 2.1 0 45. 201 54.4 2.3 0 45. 202 1.8 .4 2 35. i kta• 203%. -- 25.7 1.3 0 40. 1' 'h�$:204EL 35.7 1.6 0 40. 205 5. 1' .0 .9 1 30. 206 27.3 1.3 0 40. 207 1.9 .0 1.1 2 15. 208 35.7 (DIRECT FLOW) 0 40. 210 609.6 (DIRECT FLOW) 0 55. 211 623.9 (DIRECT FLOW) 1 0. 221 . 0 40. 222 14949.7 (DIRECT FLOW) 0 40. 230 68.6 .0 2.6 1 0. 243 127.1 (DIRECT FLOW) 0 40. 244 109.5 (DIRECT FLOW) 0 40. 245 138.7 (DIRECT FLOW) 0 40. 247 28.4 .0 14.7 4 0. 254 30.0 .8 0 40. 261 59.3 3.5 '.2 0 45. 262 266 35.9 25.7 3.0 .8 6.9 1 0 25, 40. 270 67.3 4.3 1 35. 271 155.6 (DIRECT FLOW) 0 5. 272 222.3 7.7 1 35. 278 61.8 .0 6.5 1 30. 279 13.3 .1 .9 1 5. 280 40.9 1.8 0 40. 287 35.4 1.1 0 40. 2 8.8 .7 0 . 1 290 90 68.6 5.0 1.5 0 5555. 300 80.3 (DIRECT FLOW) 0 5. 301 80.3 (DIRECT FLOW) 0 5. 318 5. 1 10. 319 59.0 (DIRECT FLOW) 1 10. 320 41.1 .1 1.2 1 0. 321 33.7 .1 .6 0 50. 347 111.3 (DIRECT FLOW) 0 35. 362 43.3 .8 0 40. I 364 49.0 .8 0 40. 365 41.1 .8 0 40. 366 40.6 1.1 0 40. 36 21.3 .9 0 4. 368 23.7 .6 0 400. 369 38.5 1.4 0 45. 370 54.2 2.7 0 40. 371 69.9 1.2 0 40. 372 27.7 .6 0 40. 373 57.2 2.9 0 40. 374 35.7 .8 0 45. 375 22.0 2.1 0' 50. 378 379 202.0 48.5 (DIRECT .8 FLOW) 0 0 45, 45. 399 3.6 .1 2.0 2 20. 831 5.5 .0 .1 0 45. r� L INDPROGRAM PROGRAM CALLED I /,-S/ 11 i I I I I I I I I I I 25-YEAR SWMM MODEL I SWMM input file MCMAILS2.DAT: 2 1 1 z 3 4 WATERSHED MAIL CREEK BASIN, 25-YEAR STORM, DEVELOPED CONDITIONS 1998, DETENTION POND 278 �VISED 28 JULY, 2000 SBG (ddh) FILE: MCMAILS2.DAT 1 170 000 5. 1 1. 1 24 5. 0.63 0.72 0.84 1.41 1.80 3.48 6.30 2.61 1.57 0.92 19 77 0.67 0.62 0.59 0.56 0.54 0.52 0.50 0.48 0.47 .45 0.44 0.42 0.41 * Prepared for: • SWMM developed City of Fort Collins condition, 25-yr recurrence interval .2 1 51 102800. 97.7 30.0 .040 1 52 113100: 35.1 35.0 .064 1 53 2111400. 34.4 35.0 .032 1 54 142200. 12.5 90.0 .048 1 55 261 900. 11.5 90.0 .016 1 56 2625000. 99.5 90.0 .016 1 57 2902200. 75.8 75.0.0088 1 58 162700. 41.2 45.0 .032 1 59 161260. 9.6 45.0.0134 1 159 331000. 6.1 45.0 .01 1 60 352830. 59.0 45.0 .016 1 61 421250. 16.3 45.0 .016 1 62 383000. 47.9 50.0 .016 1 162 3622200. 24.7 45.0 .015 1 63 33 950. 16.2 65.0 .01 1 165 3654600, 27.0 45.0 .016 1 66 2663862. 13.3 45.0 .01 1 166 3663891. 13.4 45.0 .01 1 167 3674400. 21.5 45.0 .01 1 168 3682800. 13.0 45.0 .01 1 170 3703000. 30.8 45.0 .01 1 171 3711600. 23.2 45.0 .01 1 172 3722000. 3.1 45.0 .01 1 173 3734600. 39.2 45.0 .010 1 164 3642600. 32.9 45.0 .010 1 65 2104420. 20.3 50.0 .064 1 67 362700. 34.7 45.0.0088 1 68 325200. 50.7 45.0 .016 1 69 3183600. 6.6 45.0 .011 1 70 2543000. 16.7 45.0 .016 1 71 18 302. 9.7 65.0.0143 1 72 1392900. 52.3 50.0 .032 1 73 29 702. 13.7 50.0.0235 1 74 27 734. 5.9 45.0.0104 1 75 2511225 53.6 34.9.0134 1 175 243357. 13.1 39.0 .015 1 76 2211600. 39.7 65.0 .016 1 176 373311. 13.8 42.4 .019 1 77 442717. 16.0 28.0 .012 1 177 46 901. 15.4 41.0 .020 1 78 494912. 61.1 37.0 .016 * WESTFIELD PARK 1 178 482463. 16.1 25.0 .035 1 79 399588. 37.3 24.2 .019 1 179 2802025. 20.1 67.0 .020 1 80 317386. 18.4 45.6 .032 1 186 263094. 13.7 31.2 .032 1 81 2041000. 24.4 45.0 .016 1 181 203 900. 16.2 45.0 .016 I& tea- 1•--182 2061200. 17.8 45.0 .016 '''!'.tZM1Ft7.82L 2012653. 33.0 68.2.0091 DIVIDE BASIN 83 TO REFLECT FLOW .' 1 83 3478337.28.71 35.0 .020 IAS=- �lI "1% 831 8311420. 4.89 35.0 .020 1 M- 84- 842800. 22.2 75.0.0072 1 85 185 900. 16.1 45.0 .016 1 86..: 345132. 29.1 34.4 .032 1 87 2871385. 33.3 25.0 .020 1 88 •- 28 417. 11.0 25.0.0154 016 .250 TO POND 831 3 .51 .5 .0018 July 31, 2000 1 89.._ 412622. 6.6 86.1 .032 ,.A IBOM-`5111325`28.0'38.0•.012 1 90 288 716 7.9 25.0 .020 1 189 379 647 20.8 50.0 .013 0 3 1 177 178 180 10 1 0 1 10.0 3400. .011 4.0 4.0 .044 12.0 11 10 0 1 10.0 1900. .013 2.5 2.5 .047 16.0 12 210 0 1 10.0 400. .011 2.0 2.0 .068 12.0 13 12 0 1 8.0 150. .011 0.0 0.0 .013 8.0 14 13 0 1 8.0 800. .0159 0.0 0.0 .013 6.0 15 14 6 2 .1 1. 1.005 0.0 0.0 .013 0.1 .0 .0 .0 3.0 .1 103.6 .4 233.4 1.1 460.4 1.6 643.8 16 15 0 1 10.0 2050. .011 4.0 4.0 .035 5.0 17 16 0 1 2.0 1050. .005 4.0 4.0 .035 5.0 18 16 0 1 2.0 1400. .014 4.0 4.0 .035 5.0 19 107 0 1 4.0 700. .011 4.0 4.0 .035 6.0 20 320 0 3 1. 21 20 0 1 2.0 1500. 005 4.0 4.0 .035 5.0 REGENCY REGIONAL DETENTION FACILITY 22 21 10 2 0.1 1. .005 0.0 0.0 .013 0.1 0.0 0.0 0.28 3.5 1.55 8.9 3.96 12.0 7.65 14.0 13.06 17.5 19.95 20.0 27.46 21.0 35.31 22.8 43.48 66. 23 39 0 1 12.0 1300. .0056 4.0 4.0 .030 5.0 'WOODRIDGE DETENTION POND 230 24 10 2 0.0 50. .005 0.0 0.0 .013 0.0 0.0 0.0 0.07 2.60 1.00 25.60 1.62 43.78 2.62 69.62 3.62 110.19 4.83 150.41 6.04 193.45 7.47 237.48 8.90 280.98 SENECA STREET/REGENCY DRIVE CULVERTS AND CHANNEL 24 222 0 5 4.95 1600. .004 0.0 0.0 .013 4.95 20.0 1600. .010 5.0 5.0 .060 8.0 I 25 222 0 1 2.0 2000. .005 4.0 4.0 .035 5.0 26 23 0 1 1.0 1320. .02 10.0 5.0 .060 5.0 27 19 0 1 10.0 1100. .012 1.0 10.0 .035 5.0 288 287 0 1 2.0 670. 013 4.0 4.0 .035 5.0 287 379 0 1 2.0 1730. .016 1.0 10.0 .035 5.0 28 29 0 1 10.0 1100. .020 10.0 10.0 .035 5.0 379 30 0 1 10.0 1200. .005 1.0 50.0 .035 5.0 29 30 0 1 10.0 900. .020 10.0 10.0 .035 5.0 139 17 0 1 2.0 2400. .011 4.0 4.0 .035 5.0 30 139 0 3 31 23 0 5 2.75 750. .013 0.0 0.0 .013 2.75 70.0 750. .006 50.0 50.0 .016 10.0 32 105 0 4 .50 2600. .007 12.0 12.0 .016 0.5 10. 2600. .007 20.0 20.0 .020 10. 33 14 7 2 0.1 280. .003 0.0 0.0 .013 .1 .13 14. .61 30. 1.72 57. 2.58 93. 3.70 127. 5.30 155. 26.7 204. 34 23 0 5 1.75 950. .0051 0.0 0.0 .013 1.75 70.0 950. .006 50.0 50.0 .016 10.0 35 102 0 4 0.5 1370. .0164 12.0 12.0 .016 .5 10.0 1370. .0164 20.0 20.0 .020 10. 36 321 0 4 .5 1500. .007 12.0 12.0 .016 .5 10. 1500. .007 20.0 20.0 .020 10. 37 24 0 4 0.5 850. 0149 50.0 50.0 .016 0.5 50.0 850. .0149 20.0 20.0 .016 10.0 38 245 0 1 4.0 1200, 01 4.0 4.0 .035 5.0 POND 230 INFLOW 39 230 0 3 1. 40 375 0 4 .5 900. .011 12.0 12.0 .016 .5 10.0 900. .011 20.0 20.0 .020 5.0 FUTURE WOODRIDGE COMMERCIAL DETENTION POND 41 31 3 2 0.0 50. .005 0.0 0.0 .013 0.0 0.0 0.0 1.2 2.40 2.0 2.40 42 102 0 5 2.0 1180. .015 0.0 0.0 .013 2.0 1.0 1180. .015 20.0 20.0 .016 5.0 TROUTMAN PARK REGIONAL DETENTION POND 43 42 11 2 0.1 1. .005 0.0 0.0 .013 0.1 0.0 0.0 0.69 4.75 ..- 2.64 12.01 5.15 16.2 8.55 18.92 13.14 20.75 18.84 22.07 25.58 23.39 28.93 24.05 30.61 46.78 _..32.29 213.46 84 45 3 2 0.1 1. .005 0.0 0.0 .013 0.1 0.0 0.0 6.77 6.80 ® 10.0 10.0 45 347 0 1 2.0 1250. .005w---.4.0 4.0 .035 5.0 46 347 0 1 2.0_ 1550.d,-J-v.OG5;;,`.,W.A.O 4.0 .035 5.0 44 47 0 1 4.0 1100. .01 4.0 4.0 .016 5.0 47 48 0 2 5.0 342. .0102 0 0 .013 5.0 48 50 0 1 6.0 740. .0089 6.0 8.0 .035 5.0 49 48 0 1 4.0 2600. .005 4.0 4.0 .035 5.0 WESTFIELD PARK POND 50 378 0 2 7.1 156 .031 0.0 0.0 .013 7.1 51 378 0 1 45.0 500" .008 10.0 10.0 .020 5.0 261 13 0 2 3.5 900. .003 0.0 0.0 .013 3.5 262 261 0 2 3.0 3400. .0025 0.0 0.0 .013 3.0 100 11 12 1 19.5 50. .005 0.0 0.0 .013 0.5 0.0 0.0 3.9 51.0 5.9 96. 7.6 140. 11.0 260.0 12.7 300.0 14.5 340. 17. 390. 20.0 490.0 22.6 740.0 25.0 1070. 27.5 1626. 101 211 7 1 35.0 3. .0001 .013 0.5 0.0 0.0 0.7 13.2 1.4 74.9 2.1 141.1 2.8 288.9 4.3 831.5 5.9 1742.9 211 100 0 3 1. 102 33 9 2 0.1 1. 0.1 0.0 0.0 .024 0.1 0.0 0.0 0.4 3.8 1.4 10.5 4.4 16.0 7.7 20.0 11.1 24.0 13.3 25.0 15.9 36.1 19.7 103 33 7 7 2 2 0.1 1. 0.1 0.0 0.0 .024 0.1 0.0 0.0 1.1 4.2 1.8 9.3 3.5 14.0 5.2 16.0 6.2 41.0 7.3 590.0 104 38 9 2 .1 10, .1 0.0 0*1 .1 .1 0. 0. 84 6. 2.6 10.5 5.2 13.5 8.7 16. 10.8 16.5 12.8 17. 15.3 18. 19.3 45. 105 319 5 2 0.1 50. 0.01 0.0 0.0 .013 0.1 0.0 0.0 1.5 2.8 3.9 4.5 6.7 6.1 9.9 196.9 107 318 6 2 0.1 1. 0.1 0.0 0.0 .020 0.1 0.0 0.0 0.1 20.0 0.3 39. 0.7 58.0 1.1 68.0 1.6 80.0 185 22 0 1 2.0 850. .010 4.0 4.0 .035 5.0 210 101 0 3 5. 222 22 0 3 5. 243 43 0 3 5, 244 104 0 3 5. 245 103 0 3 5. 200 47 0 5 4.5 2500. .0099 0.0 0.0 .013 4.5 5.0 2500. .0099 4.0 4.0 .035 5.0 202 208 0 1 2.0 1170. .01 4.0 4.0 .060 2.0 201 200 0 1 2.0 1400. .005 4.0 4.0 .060 5.0 203 207 0 1 2.0 900. .018 4.0 4.0 .060 2.0 204 208 0 1 2.0 970. .005 4.0 4.0 .035 3.0 205 204 6 2 0 100, 08 0.0 0.0 .024 0 0.0 0.0 0.33 0.0 0.68 2.93 1.06 7.69 1.47 10.0 1.91 100.0 206 205 0 1 2.0 1200. .020 4.0 4.0 .060 2.5 207 202 4 2 0 50. .010 0.0 0.0 .024 0 0.0 0.0 0.94 0.0 1.31 3.99 1.70 100.0 208 200 0 3 5. 221 20 0 1 2.0 1600. .010 4.0 4.0 .035 5.0 * MOUNTAINRIDGE REGIONAL DETENTION POND 247 AND 831 (AS -BUILT -- 21 OCT 97) 347 247 0 3 5. 831 347 9 2 .1 .1 .005 0.0 0.0 .013 .1 0.0 0.0 0.03 3.16 0.22 10.45 0.40 18.63 0.65 24.50 0.90 28.68 1.22 31.20 1.54 33.70 1.79 41.62 247 366 14 2 0 193. .0026 0.0 0.0 .013 0 0.0 0.0 2.03 0.61 3.78 7.97 6.67 17.94 10.12 25.67 14.06 28.18 18.32 29.94 22.84 31.62 27.61 33.30 32.63 34.97 37.92 36.97 43.51 40.05 46.54 41.55 49.57 211.15 •ii� _ 254 107 0 4 0.5 1100. .004 12.0 12.0 .016 0.5 10. 1100. .004 20.0 20.0 .020 10. "UiaMMr266-366 0 1 10.0 800. .005 4.0 4.0 .035 5.0 i!'svts' 270 272 0 1 10.0 1000. .0001 2.0 2.0 .035 5.0 M, 47_271 ..272 8 3 1. "6 mrxL0.0 0.0 .083 155. 0.2 155. 0.3 155. Tt0.5 155. 1.0 155. 2.0 155. 3.0 155. 272' 12 0 1 10.0 100. .0001 2.0 2.0 .035 25.0 MOUNTAINRIDGE REGIONAL DETENTION POND 278--PROPOSED 378 278 0 3 5. 278 347 14 2 0.0 360. .0083 0.0 0.0 .013 0.0 0.0 _ , 0.0 1.20.Z.-. 36.06 2.78 45.17 4.52 53.40 i 6.41.4rdX61.62 8.46Y.'Mi 68.45 10.69 75.27 13.13 81.06 15.79 86.85 18.71 90.93 21.98 95.02 25.56 99.11 29.37 103.19 31.38 200.72 279 46 4 2 0.1 50. .005 0.0 0.0 .013 0.1 0. 0. 0.18 4. 0.84 13. 2.10 20. 280 279 0 1 2.0 1400. .01 4.0 4.0 .060 5.0 290 270 0 2 5.0 100. .0006 0. 0. .013 5.0 1 300 301 8 3 1. 0.0 0.0 0.083 80.0 0.2 80.0 0.5 80.0 1.0 80.0 2.0. 80.0 3.0 80.0 4.0 80.0 301 33 0 3 1. 318 319 0 1 4.0 1900. .011 4.0 4.0 .035 6.0 319 16 0 3 1. 320 19 7 2 .1 10. 1 0.0 0.0 0. 0. .18 16. .65 30. 1.4 45. 2.39 54. 3.75 62. 5.1 208. 321 0. 35 11 2 0. .1 .06 10. .1 5. 0.0 .12 0.0 10. .1 .27 .1 13. .41 22. .59 33. .76 45. .97 55. 1.17 70. 1.41 82.5 1.64 97.6 362 374 0 4 .5 1100. .008 12.0 12.0 .016 .5 10.0 1100. .008 20.0 20.0 .020 5.0 364 399 0 4 .5 1800. .008 12.0 12.0 .016 .5 10.0 1800. .008 20.0 20.0 .020 5.0 365 369 0 4 .5 2300. .007 12.0 12.0 .016 .5 10.0 2300. .007 20.0 20.0 .020 5.0 366 371 0 1 10.0 1350. .005 4.0 4.0 .035 5.0 367 244 0 1 5.0 2200. .010 10.0 10.0 .060 3.0 368 372 0 4 .5 1400. .011 12.0 12.0 .016 .5 10.0 1400. .011 20.0 20.0 .020.,. 5.0 369 244 0 1 5.0 570. .005 4.0 4.0 .035 5.0 370 244 0 5 2.0 950. .007 0.0 0.0 .013 2.0 2.0 950. .007 20.0 20.0 .020 5.0 371 243 0 1 17.0 800. .005 3.0 3.0 .035 5.0 372 40 0 4 .5 1000. .011 12.0 12.0 .016 .5 10.0 1000. .011 20.0 20.0 .020 5.0 373 243 0 5 2.5 2300. .010 0.0 0.0 .013 2.5 2.0 2300. .010 20.0 20.0 .020 5.0 374 245 0 4 .5 1050, 004 12.0 12.0 .016 .5 10.0 1050. .004 20.0 20.0 .020 5.0 375 245 0 5 3.0 1800. .002 0.0 0.0 .015 3.0 2.0 1800. .004 20.0 20.0 .020 5.0 399 370 7 2 0.1 50. .010 0.0 0.0 .015 0.1 0. 0. .10 1.7 0.6 2.7 1.7 3.4 3.2 4.1 4.8 4.6 6.4 5.0 0 1 �9 378 278 247 43 50 831 347 200 201 DPROGRAM I I I i1 1,6Z. 11 SWMM output file MCMAILSIOUT: (EXCERPT) July 31, 2000 /'-�`J 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) 4ATERSHED PROGRAM CALLED I** ENTRY MADE TO RUNOFF MODEL *** MAIL CREEK BASIN, 25-YEAR STORM, DEVELOPED CONDITIONS 1998, DETENTION POND 278 REVISED 28 JULY, 2000 SBG (ddh) FILE: MCMAILS2.DAT IUMBER OF TIME STEPS 170 NTEGRATION TIME INTERVAL (MINUTES) 5.00 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH OR 24 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES OR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR 63 .72 .114 1.41 1.80 3,48 6.30 2,61 1.57 .92 .77 .67 .62 .59 .56 .54 .52 .50 .48 .47 .45 .44 .42 .41 AIL CREEK BASIN, 25-YEAR STORM, DEVELOPED CONDITIONS 1998, DETENTION POND 278 EVISED 28 JULY, 2000 SBG (ddh) FILE: MCMAILS2.DAT IUBAREA 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 .300 .51 .50 .00180 51 10 2800.0 97.7 30.0 .0400 .016 .250 .100 .300 .51 .50 .00180 1 52 11 3100.0 35.1 35.0 .0640 .016 .250 .100 .300 .51 .50 .00180 1 53 211 1400.0 34.4 35.0 .0320 .016 .250 .100 .300 .51 .50 .00180 1 54 14 2200.0 12.5 90.0 .0480 .016 .250 .100 .300 .51 .50 .00180 1 55 261 900.0 11.5 90.0 .0160 .016 .250 .100 .300 .51 .50 .00180 1 56 262 5000.0 99.5 90.0 .0160 .016 .250 .100 .300 .51 .50 .00180 1 57 290 2200.0 75.8 75.0 .0088 .016 .250 .100 .300 .51 .50 .00180 1 58 16 2700.0 41.2 45.0 .0320 .016 .250 .100 .300 .51 .50 .00180 1 59 16 1260.0 9.6 45.0 .0134 .016 .250 .100 .300 .51 .50 .00180 1 S 159 33 1000.0, 6.1 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 (I!. • 60 ._35 2830.0 59.0 45.0 .0160 .016 .250 .100 .300 .51 .50 .00180 1 " T,„ > 61 •-- - 42 1250.0 16.3 45.0 .0160 .016 .250 .100 .300 .51 .50 .00180 1 '.?!17b 62•.'-_ _. 38 3000.0 47.9 50.0 .0160 .016 .250 .100 .300 .51 .50 .00180 1 162U �- 362 2200.0 24.7 45.0 .0150 .016 .250 .100 .300 .51 .50 .00180 1 1 63':"- 33 950.0 16.2 65.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 165';E• 365 4600.0 27.0 45.0 .0160 .016 .250 .100 .300 .51 .50 .00180 1 66 T" 266 3862.0 13.3 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 166 366 3891.0 13.4 - 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 167 367 4400.0 21.5 - 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 168 368 2800.0 13.0 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 170 370 � • � - �-3000.0 . �30.8.•-••. • 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 171 371 1600.00-- 23.2tkia 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 14�172. !!.'&.:3722 F:" 2000.0"" -.." 3.11:Y vM 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 17.55(S) .05( ) .06( ) 11 15. 21.78 .09 .06 17.58(S) .05( ) .06( ) 11 20. 21.79 .08 .06 17.61(S) .05( ) .06( ) 11 25. 21.80 .08 .06 17.64(S) .05( ) .06( ) 11 30. 21.81 .08 .0517.67(S) ill .05( ) .06( ) 35. 21.81 .07 .05 17.70(S) .05( ) .06( ) 11 40. 21.82 .07' .OS I11 17.73(S) .05( ) .06( ) 45. 21.82 .07 .05 17.75(S) .05( ) .06( ) 11 50. 21.83 .06 .05 `�i 17.78(S) .04( ) .05( ) 11 55. 21.84 .06 .04 17.80(S) .04( ) .05( ) 12 0. 21.84 .06 .04 17.82(S) .04( ) .05( ) �12 5. 21.84 .06 .04 17.84(S) .04( ) .05( ) 12 10. 21.85 .06 .04 17.85(S) .04( ) .05( ) 15. 21.85 .05 .04 �12 17.87(S) .04( ) .05( ) 12 20. 21.85 .05 .04 17.88(S) .04( ) .05( ) 12 25. 21.85 .05 .03 17.89(S) .04( ) .05( ) 12 30. 21.86 .05 .03 17.89(S) .04( ) .05( ) 12 �12 35. 21.86 17.90(S) .05 .04( ) .03 .05( ) 40. 21.86 .05 .03 17.90(S) .04( ) .05( ) 12 45. 21.86 .04 .03 17.90(S) .04( ) .04( ) �12 50. 21.86 .04 .03 17.89(S) .04( ) .04( ) 12 55. 21.86 .04 .03 17.89(S) .04( ) .04( ) �13 0. 21.85 .04 .03 17.88(S) .04( ) .04( ) 13 5. 21.85 .04 .03 17.87(S) .04( ) .04( ) 10. 21.85 .04 .02 �13 17.86(S) .03( ) .04( ) 13 15. 21.85 .04 .02 17.85(S) .03( ) .04( ) 13 20. 21.84 .04 .02 17.84(S) .03( ) .04( ) 13 25. 21.84 .03 .02 17.82(S) .03( ) .04( ) 13 30. 21.84 .03 .02 17.80(S) .03( ) .04( ) 13 35. 21.83 .03 .02 17.78(S) .03( ) .04( ) 13 40. 21.83 .03 .02 17.76(S) .03( ) .04( ) �13 45. 21.82 .03 .02 17.73(S) .03( ) .04( ) 13 50. 21.81 .03 .02 17.71(S) .031 ) .04( ) 13 55. 21.81 .03 .02 17.68(S) .03( ) .04( ) 14 0. 21.80 .03 .02 17.65(S) .03( ) .04( ) 14 5. 21.79 .03 .02 17.62(S) .03( ) .03( ) 14 10. 21.78 .03 .02 17.58(S) .03( ) .03( ) 02( ) 10.93(S) .00(S) .00( ) .00( ) .00( ) 01 26.08 .11 3.30 .09 .00 02( ) 10.76(S) .00(S) .00( ) .00( ) .00( ) 01 25.97 .10 .00 .08 .00 02( ) 10.59(S) .00(S) .00( ) .00( ) .00( ) 01 25.86 .10 3.24 .08 .00 02( ) 10.43(S) .00(S) .00( ) .00( ) .00( ) 01 25.76 .09 .00 .08 .00 02( ) 10.26(S) .00(S) .00( ) .00( ) .00( ) 01 25.61 .09 3.18 .07 .00 02( ) 10.09(S) .00(S) .00( ) .00( ) .00( ) 01 25.24 .09 .00 .07 .00 02( ) 9.93(S) .00(S) .00( ) .00( ) .00( ) O1 24.88 .08 3.13 .07 .00 02( ) 9.77(S) .00(S) .00( ) .00( ) .00( ) 01 24.52 .08 .00 .07 .00 02( ) 9.61(S) .00(S) .00( ) .00( ) .00( ) 01 24.17 .08 3.07 .06 .00 02( ) 9.45(S) .00(S) .00( ) .00( ) .00( ) O1 23.82 .07 .00 .06 .00 02( ) 9.30(S) .00(S) .00( ) .00( ) .00( ) 01 23.48 .07 3.02 .06 .00 02( ) 9.14(S) .00(S) .00( ) .00( ) .00( ) 01 23.14 .07 .00 .06 .00 .02( ) 8.99(S) .00(S) .00( ) .00( ) .00( ) 00 22.81 .07 2.97 .05 .00 .02( ) 8.84(S) .00(S) .00( ) .00( ) .00( ) 00 22.49 .06 .00 .05 .00 .02( ) 8.70(S) .00(S) .00( ) .00( ) .00( ) 00 22.16 .06 2.92 .05 .00 .02( ) 8.56(S) .00(S) .00( ) .00( ) .00( ) 00 21.85 .06 .00 .05 .00 .02( ) 8.41(S) .00(S) .00( ) .00( ) .00( ) 00 21.53 .06 2.87 .05 .00 .02( ) 8.27(S) .00(S) .00( ) .00( ) .00( ) 00 21.23 .06 .00 .05 .00 .02( ) 8.14(S) .00(S) .00( ) .00( ) .00( ) 00 20.92 .05 2.83 .04 .00 .02( ) 8.00(S) .00(S) .00( ) .00( ) .00( ) 00 20.62 .05 .00 .04 .00 .02( ) 7.87(S) .00(S) .00( ) .00( ) .00( ) 00 20.33 .05 2.78 .04 .00 .02( ) 7.74(S) .00(S) .00( ) .00( ) .00( ) 00 20.04 .05 .00 .04 .00 .02( ) 7.61(S) .00(S) .00( ) .00( ) .00( ) 00 19.75 ' .05 2.74 .04 .00 .02( ) 7.48(S) .00(S) .00( ) .00( ) .00( ) 00 19.47 .04 .00 .04 .00 .02( ) 7.35(S) .00(S) .00( ) .00( ) .00( ) 00 19.19 .04 2.70 .04 .00 .02( ) 7.23(S) .00(S) .00( ) .00( ) .00( ) 00 18.92 .04 .00 .04 .00 .02( ) 7.11(S) .00(S) .00( ) .00( ) .00( ) 00 18.65 .04 2.66 .03 .00 .02( ) 6.99(S) .00(S) .00( ) .00( ) .00( ) 00 18.39 .04 .00 .03 .00 .02( ) 6.87(S) .00(S) .00( ) .00( ) .00( ) 00 18.12 .04 2.62 .03 .00 .02( ) 6.75(S) .00(S) .00( ) .00( ) .00( ) 00 17.83 .04 .00 .03 .00 .02( ) 6.64(S) .00(S) .00( ) .00( ) .00( ) 00 17.44 .04 2.58 .03 .00 .02( ) 6.52(S) .00(S) .00( ) .00( ) .00( ) 00 17.06 .03 .00 .03 .00 .02( ) 6.41(S) .00(S) .00( ) .00( ) .00( ) 00 16.69 .03 2.54 .03 .00 .02( ) 6.31(S) .00(S) .00( ) .00( ) .00( ) 00 16.33 .03 .00 .03 .00 .02( ) 6.20(S) .00(S) .00( ) .00( ) .00( ) 00 15.97 .03 2.50 .03 .00 .02( ) 6.10(S) .00(S) .00( ) .00( ) .00( ) 00 15.63 .03 .00 .03 .00 .01( ) 6.00(S) .00(S) .00( ) .00( ) .00( ) HE FOLLOWING CONVEYANCE ELEMENTS WERE SURCHARGED URING THE SIMULATION. THIS COULD LEAD TO ERRORS- � Ck .m N THE SIMULATION RESULTS!! 261 262 290,67 ✓1 RHE FOLLOWING CONVEYANCE ELEMENTS HAVE NUMERICAL STABILITY PROBLEMS THAT LEAD TO HYDRAULIC SCILLLATIONS DURING THE SIMULATION. 12 13 14 15 22 31 33 41 42 43 47 50 51 84 100 101 102 103 104 105 107 205 207 230 247 261 272 278 279 290 320 321 399 831 11 MAIL CREEK BASIN, 25-YEAR STORM, DEVELOPED CONDITIONS 1998, DETENTION POND 278 91 EVISED 28 JULY, 2000 SBG (ddh) FILE: MCMAILS2.DAT *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS *** i CONVEYANCE PEAK STAGE STORAGE TIME 1 711.8 (DIRECT FLOW) 1 30. 10 , 711.8 4.7 1 30. 11 684.2 4.5 1 25. 12 779.8 6.0 0 55. 13 508.4 3.5 0 50. 14 449.2 2.8 0 55. 15 320.1 .1 .7 0 55. 16 324.9 2.6 0 50. 17 187.4 3.1 0 50. 18 22.9 1.0 0 40. 19 55.7 1.4 0 55. 20 113.0 (DIRECT FLOW) 0 40. 21 19.7 1.2 2 50. 22 19.7 .1 19.0 2 45. 23 141.4 1.7 0 40. 24 146.1 3.7 0 55. 25 106.0 2.5 0 40. 26 29.6 1.2 0 40. 27 13.5 .5 0 40. 28 13.5 .4 0 40. 29 47.2 .7 0 40. 30 110.0 (DIRECT FLOW) 0 45. 31 72.2 2.8 0 35. 32 106.7 1.1 0 40. 33 155.6 .1 5.6 2 0. 34 70.2 2.0 0 40. 35 164.5 1.1 0 40. 36 76.9 .9 0 40. 37 40.9 .4 0 40. 38 132.0 2.1 0 40. 39 210.1 (DIRECT FLOW) 0 45. 40 39.0 .7 0 45. 41 1.8 .0 .9 2 0. 42 47.3 2.4 0 40. 43 21.9 .1 17.9 12 40. 44 32.7 .8 0 40. 45 3.1 .5 2 25. 46 32.8 1.5 0 45. 47 148.9 2.7 0 45. 48 263.5 2.4 0 45. 49 90.3 2.1 0 40. �50 263.5 2.3 0 45. 51 95.5 .5 0 35. 84 3.1 .1 3.1 2 10. 100 673.9 .5 21.4 1 20. 101 732.1 .5 4.0 0 55. tll� 102 24.6 .1 12.3 3 25. 103 93.3 .1 6.3 1 10. 104 15.5 .1 8.0 2 20. 105 5.4 .1 5.4 2 30. n if <107 66.4 .1 1.0 1 10. ' it P139 195.9 2.7 0 45. 185 38.0 1.4 0 40. 200 126.0 2.6 0 45. 201 80.5 2.8 0 40. 202 6.4 .8 1 45. 204:6051.8 0 40. � .._1.8 205 8.4 .0 1.2 1 30. 206 39.5 1.5 0 40. 207 7.6 .0 1.3 1 30. 208 51.8 (DIRECT FLOW) 0 40. 210 745.5 (DIRECT FLOW) 0 55. 211 758.5 (DIRECT FLOW) 0 55. 221 107.6 2.2 0 40. 222 234.1 (DIRECT FLOW) 0 40. 230 118.4 .0 3.9 0 55. 243 186.0 (DIRECT FLOW) 0 40. 244 163.7 (DIRECT FLOW) 0 40. 245 201.4 (DIRECT FLOW) 0 40. 247 31.8 .0 23.2 5 5. 254 44.8 :9 9 0 40. 261 59.3 3.5 .4 0 45. 262 35.9 3.0 10.8 2 0. 266 38.7 1.1 0 40. 270 68.5 4.4 2 15. 271 155.6 (DIRECT FLOW) 0 5. ;` 272 223.5 7.7 2 15. 278 77.1 .0 11.5 1 50. ' 279 15.9 .1 1.4 1 10. 280 59.3 2.1 0 40. 287 52.9 1.3 0 40. 288 13.5 .8 0 40. 290 68.6 5.0 3.2 1 5. 300 80.3 (DIRECT FLOW) 0 5. 301 80.3 (DIRECT FLOW) 0 5. 318 69.4 1.6 1 10. 319 73.9 (DIRECT FLOW) 1 10. 320 49.5 .1 1.9 1 5. 321 48.9 .1 .8 0 50. 347 181.3 (DIRECT FLOW) 0 35. 362 62.0 . 9 0 40. 364 70.9 .9 0 40. 365 62.1 .9 0 40. 366 64.6 1.4 0 40. 367 33.2 1.1 0 45. 368 35.1 .7 0 40. 369 58.1 1.6 0 45. 370 77.6- 2.8 0 40. 371 106.8 1.5 0 40. 372 41.8 .7 0 40. 373 79.1 3.1 0 40. 374 51.7 .9 0 45. 375 28.7 3.2 0 50. 4 378 312.8 (DIRECT FLOW) 0 40. 379 73.4 1.0 0 45. ,r 399 4.1 .1 3.2 2 25. 831 8.0 .0 .2 0 45. NDPROGRAM PROGRAM CALLED I /- !7 7 I i I 11 Ci I U I I 1-1 I 1 I 50-YEAR SWMM MODEL i 11 SWMM input file MCMAILS5.DAT: 2 1 1 2 3 4 IIERSHED MAIL CREEK BASIN, 50-YEAR STORM, DEVELOPED CONDITIONS 1998, DETENTION POND 278 1ISED 28 JULY, 2000 SBG (ddh) FILE: MCMAILS5.DAT 11 170 000 5. 1 1. 1 24 5. 0.79 0.90 1.05 1.77 2.25 4.36 7.90 3.27 1.97 1.16 497 0.84 0.79 0.75 0.72 0.69 0.66 0.64 0.62 0.60 58 0.56 0.54 0.53 repared for: City of Fort Collins * SNMM developed condition, 50-yr recurrence interval 2 .016 .250 .1 .3 .51 1 51 102800. 97.7 30.0 .040 1 52 113100. 35.1 35.0 .064 1 53 2111400. 34.4 35.0 .032 1 54 142200. 12.5 90.0 .048 1 55 261 900. 11.5 90.0 .016 1 56 2625000. 99.5 90.0 .016 1 57 2902200. 75.8 75.0.0088 1 58 162700. 41.2 45.0 .032 1 59 161260. 9.6 45.0.0134 1 159 331000. 6.1 45.0 .01 1 60 352830. 59.0 45.0 .016 1 61 421250, 16.3 45.0 .016 1 62 383000. 47.9 50.0 .016 1 162 3622200. 24.7 45.0 .015 1 63 33 950. 16.2 65.0 .01 1 165 3654600. 27.0 45.0 .016 1 66 2663862. 13.3 45.0 .01 1 166 3663891. 13.4 45.0 .01 1 167 3674400. 21.5 45.0 .01 1 168 3682800. 13.0 45.0 .01 1 170 3703000. 30.8 45.0 .01 + 1 171 3711600. 23.2 45.0 .01 1 172 3722000. 3.1 45.0 .01 1 173 3734600. 39.2 45.0 .010 1 164 3642600. 32.9 45.0 .010 1 65 2104420. 20.3 50.0 .064 1 67 362700. 34.7 45.0.0088 1 68 325200. 50.7 45.0 .016 1 69 3183600. 6.6 45.0 .011 1 70 2543000. 16.7 45.0 .016 1 71 18 302. 9.7 65.0.0143 1 72 1392900. 52.3 50.0 .032 1 73 29 702. 13.7 50.0.0235 1 74 27 734. 5.9 45.0.0104 1 75 2511225 53.6 34.9.0134 1 175 243357. 13.1 39.0 .015 1 76 2211600. 39.7 65.0 .016 1 176 373311. 13.8 42.4 .019 `�1 77 442717. 16.0 28.0 .012 1 177 46 901. 15.4 41.0 .020 . 1 78 494912. 61.1 37.0 .016 * WESTFIELD PARK 1 178 482463, 16.1 25.0 .035 1 79 399588. 37.3 24.2 .019 1 179 2802025. 20.1 67.0 .020 1 80 317386. 18.4 45.6 .032 1 186 263094. 13.7 31.2 .032 1 81 2041000. 24.4 45.0 .016 1111- 1.. 181 e 203 900. 16.2 45.0 .016 U :. 511K182;- 2061200. 17.8 45.0 .016 82 2012653. 33.0 68.2.0091 ii DIVIDE BASIN 83 TO REFLECT FLOW TO POND 831 -ai 1 83 3478337.28.71 35.0 .020 H" !' 1 831 .8311420. 4.89 35.0 .020 1 _ 84ML 842800. 22.2 75.0.0072 1.iX'85=185 900. 16.1 45.0 .016 I"1`86 345132. 29.1 34.4 .032 F-11--87 �2871385. 33.3 25.0 .020 �- 1- 88� 28, 417.- 11.0 25.0.0154 1:aa 89&s 412622. 6.6 86.1 .032 !' "`1,'L BOW5111325-28.0 38.0 .012 .0018 July 31, 2000 /�O 1 90 288 716 7.9 25.0 .020 1 189 379 647 20.8 50.0 .013 0 3 1 177 178 180 10 1 0 1 10.0 3400, 011 4.0 4.0 .044 12.0 �l 11 10 0 1 10.0 1900. .013 2.5 2.5 .047 16.0 12 210 0 1 10.0 400. .011 2.0 2.0 .068 12.0 13 12 0 1 8.0 150. .011 0.0 0.0 .013 8.0 14 13 0 1 8.0 800. .0159 0.0 0.0 .013 6.0 15 14 6 2 .1 1. 1.005 0.0 0.0 .013 0.1 .0 .0 .0 3.0 .1 103.6 .4 233.4 1.1 460.4 1.6 643.8 V 16 15 0 1 10.0 2050. .011 4.0 4.0 .035 5.0 17 16 0 1 2.0 1050. .005 4.0 4.0 .035 5.0 18 16 0 1 2.0 1400. .014 4.0 4.0 .035 5.0 19 107 0 1 4.0 700. .011 4.0 4.0 .035 6.0 20 320 0 3 1. 21 20 0 1 2.0 1500. .005 4.0 4.0 .035 5.0 \REGENCY REGIONAL DETENTION FACILITY 22 21 10 2 0.1 1. .005 0.0 0.0 .013 0.1 0.0 0.0 0.28 3.5 1.55 8.9 3.96 12.0 7.65 14.0 13.06 17.5 19.95 20.0 27.46 21.0 35.31 22.8 43.48 66. 23 39 0 1 12.0 1300. .0056 4.0 4.0 .030 5.0 WOODRIDGE DETENTION POND 230 24 10 2 0.0 50. .005 0.0 0.0 .013 0.0 0.0 0.0 0.07 2.60 1.00 25.60 1.62 43.78 2.62 69.62 3.62 110.19 4.83 150.41 6.04 193.45 7.47 237.48 8.90 280.98 SENECA STREET/REGENCY DRIVE CULVERTS AND CHANNEL 24 222 0 5 4.95 1600. .004 0.0 0.0 .013 4.95 1 20.0 1600. .010 5.0 5.0 .060 8.0 25 222 0 1 2.0 2000. .005 4.0 4.0 .035 5.0 26 23 0 1 1.0 1320. .02 10.0 5.0 .060 5.0 27 19 0 1 10.0 1100. .012 1.0 10.0 .035 5.0 288 287 0 1 2.0 670. .013 4.0 4.0 .035 5.0 287 379 0 1 2.0 1730. .016 1.0 10.0 .035 5.0 28 29 0 1 10.0 1100. .020 10.0 10.0 .035 5.0 379 30 0 1 10.0 1200. .005 1.0 50.0 .035 5.0 c 29 30 0 1 10.0 900. .020 10.0 10.0 .035 5.0 139 17 0 1 2.0 2400. .011 4.0 4.0 .035 5.0 30 139 0 3 31 23 0 5 2.75 750. .013 0.0 0.0 .013 2.75 70.0 750. .006 50.0 50.0 .016 10.0 32 105 0 4 .50 2600. .007 12.0 12.0 .016 0.5 10. 2600. .007 20.0 20.0 .020 10. 33 14 7 2 0.1 280. .003 0.0 0.0 .013 .1 .13 14. .61 30. 1.72 57. 2.58 93. 3.70 127. 5.30 155. 26.7 204. 34 23 0 5 1.75 950. .0051 0.0 0.0 .013 1.75 70.0 950. .006 50.0 50.0 .016 10.0 35 102 0 4 0.5 1370. .0164 12.0 12.0 .016 .5 10.0 1370. .0164 20.0 20.0 .020 10. 36 321 0 4 .5 1500. .007 12.0 12.0 .016 .5 10. 1500. .007 20.0 20.0 .020 10. 37 24 0 4 0.5 850. .0149 50.0 50.0 .016 0.5 50.0 850. .0149 20.0 20.0 .016 10.0 38 245 0 1 4.0 1200. .01 4.0 4.0 .035 5.0 POND 230 INFLOW 39 230 0 3 1. 40 375 0 4 .5 900. .011 12.0 12.0 .016 .5 10.0 900. .011 20.0 20.0 .020 5.0 FUTURE WOODRIDGE COMMERCIAL DETENTION POND 41 31 3 2 0.0 50. .005 0.0 0.0 .013 0.0 0.0 0.0 1.2 2.40 2.0 2.40 42 102 0 5 2.0 1180. .015 0.0 0.0 .013 2.0 1.0 1180. .015 20.0 20.0 .016 5.0 TROUTMAN PARK REGIONAL DETENTION POND 43 42 11 2 0.1 1. .005 0.0 0.0 .013 0.1 0.0 0.0 0.69 4.75 2.64 12.01 5.15 16.2 8.55 18.92 13.14 20.75 18.84 22.07 25.58 23.39 28.93 24.05 30.61 46.78 32.29 213.46 84 45 3 2 0.1 1. .005 0.0 0.0 .013 0.1 0.0 0.0 6.77 6.80 10.0 10.0 45 347 0 1 2.0 1250. - .005- 4.0 4.0 .035 5.0 46 347 0 1 2.0'-s. 1550..bM .005 -- 4.0 4.0 .035 5.0 44 47 0 1 4.0 1100. .01 4.0 4.0 .016 5.0 47 48 0 2 5.0 342. .0102 0 0 .013 5.0 48 50 0 1 6.0 740. .0089 6.0 8.0 .035 5.0 49 48 0 1 4.0 2600. .005 4.0 4.0 .035 5.0 WESTFIELD PARK POND 50 378 0 2 7.1 156 .031 0.0 0.0 .013 7.1 51 378 0 1 45.0 500. .008 10.0 10.0 .020 5.0 261 13 0 2 3.5 900. .003 0.0 0.0 .013 3.5 262 261 0 2 3.0 3400. .0025 0.0 0.0 .013 3.0 100 11 12 1 19.5 50. .005 0.0 0.0 .013 0.5 0.0 0.0 3.9 51.0 5.9 96. 7.6 140. 11.0 260.0 12.7 300.0 14.5 340. 17. 390. 20.0 490.0 22.6 740.0 25.0 1070. 27.5 1626. 101 211 7 1 35.0 3. .0001 .013 0.5 0.0 0.0 0.7 13.2 1.4 74.9 2.1 141.1 2.8 288.9 4.3 831.5 5.9 1742.9 211 100 0 3 1. 102 33 9 2 0.1 1. 0.1 0.0 0.0 .024 0.1 0.0 0.0 0.4 3.8 1.4 10.5 4.4 16.0 7.7 20.0 11.1 24.0 13.3 25.0 15.9 36.1 103 33 7 2 0.1 1. 0.1 0.0 0.0 .024 0.1 0.0 0.0 1.1 4.2 1.8 9.3 3.5 14.0 5.2 16.0 6.2 41.0 7.3 590.0 104 0. 38 9 2 0. 1 .84 10. .1 6. 0.0 2.6 0.0 10.5 .1 5.2 .1 13.5 8.7 16. 10.8 16.5 12.8 17. 15.3 18. 19.3 45. 105 319 5 2 0.1 50. 0.01 0.0 0.0 .013 0.1 0.0 0.0 1.5 2.8 3.9 4.5 6.7 6.1 9.9 196.9 107 318 6 2 0.1 1. 0.1 0.0 0.0 .020 0.1 0.0 0.0 0.1 20.0 0.3 39. 0.7 58.0 1.1 68.0 1.6 80.0 �r 185 22 0 1 2.0 850. .010 4.0 4.0 .035 5.0 210 101 0 3 5. 222 22 0 3 5. 243 43 0 3 5. 244 104 0 3 5. 245 103 0 3 5. 200 47 0 5 4.5 2500. .0099 0.0 0.0 .013 4.5 5.0 2500. .0099 4.0 4.0 .035 5.0 ` 202 208 0 1 2.0 1170. .01 4.0 4.0 .060 2.0 1 201 200 0 1 2.0 1400. .005 4.0 4.0 .060 5.0 203 207 0 1 2.0 900. .018 4.0 4.0 .060 2.0 204 208 0 1 2.0 970. .005 4.0 4.0 .035 3.0 205 204 6 2 0 100. .08 0.0 0.0 .024 0 0.0 0.0 0.33 0.0 0.68 2.93 1.06 7.69 1.47 10.0 1.91 100.0 206 205 0 1 2.0 1200. .020 4.0 4.0 .060 2.5 207 202 4 2 0 50. .010 0.0 0.0 .024 0 0.0 0.0 0.94 0.0 .1.31 3.99 1.70 100.0 208 200 0 3 5. 221 20 0 1 2.0 1600. .010 4.0 4.0 .035 5.0 * MOUNTAINRIDGE REGIONAL DETENTION POND 247 AND 831 (AS -BUILT -- 21 OCT 97) 347 831 247 0 3 347 9 2 .1 5. .1 .005 0.0 0.0 .013 .1 0.0 0.0 0.03 3.16 0.22 10.45 0.40 18.63 0.65 24.50 0.90 28.68 1.22 31.20 1.54 33.70 1.79 41.62 247 366 14 2 0 193. .0026 0.0 0.0 .013 0 I\ 0.0 0.0 2.03 0.61 3.78 7.97 6.67 17.94 10.12 25.67 14.06 28.18 18.32 29.94 22.84 31.62 27.61 33.30 32.63 34.97 37.92 36.97 43.51 40.05 46.54 41.55 49.57 211.15 c: 254 _107 0 4 0.5 1100. .004 12.0 12.0 .016 0.5 10. 1100. .004 20.0 20.0 .020 10. TI .'':s &C266' 366 0 1 10.0 800. .005 4.0 4.0 .035 5.0 112SM" 270: 272 0 1 10.0 1000. .0001 2.0 2.0 .035 5.0 1'.-271 Z 272._ 8 3 1. ill 0.0:::. 0.0 .083 155. 0.2 155. 0.3 155. - Z- 0.5'T' 155. 1.0 155. 2.0 155. 3.0 155. 12 0 1 10.0 100. .0001 2.0 2.0 .035 25.0 MOUNTAINRIDGE'REGIONAL DETENTION POND 278--PROPOSED t 378 - 278 0 3 5. 278 -347 14 2 0.0 360. .0083 0.0 0.0 .013 0.0 0.0Y,1'x:.0.Ow 1.20_ 36.06 2.78 45.17 4.52 53.40 3.H¢6.41MWAl .621'4L'uA 8.46?M-it68.45 10.69 75.27 13.13 81.06 /-7L 15.79 86.85 18.71 90.93 21.98 95.02 25.56 99.11 29.37 103.19 31.38 200.72 279 46 4 2 0.1 50. .005 0.0 0.0 .013 0.1 0. 0. 0.18 4. 0.84 13. 2.10 20. 280 279 0 1 2.0 1400. .01 4.0 4.0 .060 5.0 290 270 0 2 5.0 100. .0006 0. 0. .013 5.0 -1 300 301 8 3 1. 0.0 0.0 0.083 80.0 0.2 80.0 0.5 80.0 1.0 80.0 2.0 80.0 3.0 80.0 4.0 80.0 301 33 0 3 1. 318 319 0 1 4.0 1900. .011 4.0 4.0 .035 6.0 319 16 0 3 1. 1�1 320 19 7 2 .1 10. .1 0.0 0.0 .1 .1 0. 0. .18 16. .65 30. 1.4 45. 2.39 54. 3.75 62. 5.1 208. 321 35 11 2 .1 10. .1 0.0 0.0 .1 .1 0. 0. .06 5. .12 10. .27 13. .41 22. .59 33. .76 45. .97 55. 1.17 70. 1.41 82.5 1.64 97.6 362 374 0 4 .5 1100. .008 12.0 12.0 .016 .5 10.0 1100. .008 20.0 20.0 .020 5.0 364 399 0 4 .5 1800. .008 12.0 12.0 .016 .5 10.0 1800. .008 20.0 20.0 .020 5.0 365 369 0 4 .5 2300. .007 12.0 12.0 .016 .5 10.0 2300. .007 20.0 20.0 .020 5.0 �i 366 371 0 1 10.0 1350. .005 4.0 4.0 .035 5.0 367 244 0 1 5.0 2200. .010 10.0 10.0 .060 3.0 368 372 0 4 .5 1400. .011 12.0 12.0 .016 .5 10.0 1400. .011 20.0 20.0 .020 5.0 369 244 0 1 5.0 570. .005 4.0 4.0 .035 5.0 370 244 0 5 2.0 950. .007 0.0 0.0 .013 2.0 2.0 950. .007 20.0 20.0 .020 5.0 371 243 0 1 17.0 800. .005 3.0 3.0 .035 5.0 372 40 0 4 .5 1000. .011 12.0 12.0 .016 .5 10.0 1000. .011 20.0 20.0 .020 5.0 373 243 0 5 2.5 2300. .010 0.0 0.0 .013 2.5 2.0 2300. .010 20.0 20.0 .020 5.0 374 245 0 4 .5 1050. .004 12.0 12.0 .016 .5 10.0 1050. .004 20.0 20.0 .020 5.0 375 245 0 5 3.0 1800. .002 0.0 0.0 .015 3.0 2.0 1800. .004 20.0 20.0 .020 5.0 399 370 7 2 0.1 50. .010 0.0 0.0 .015 0.1 0. 0. .10 1.7 0.6 2.7 1.7 3.4 3.2 4.1 4.8 4.6 6.4 5.0 0 9 1 ,r378 278 247 43 50 831 347 200 201 DPROGRAM r t 7/ SWMM output rile MCMMLS5.OUT: (EXCERPT) July 31, 2000 �1 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) 1ATERSHED PROGRAM CALLED ** ENTRY MADE TO RUNOFF MODEL *** AIL CREEK BASIN, 50-YEAR STORM, DEVELOPED CONDITIONS 1998, DETENTION POND 278 REVISED 28 JULY, 2000 SBG (ddh) FILE: MCMAILS5.DAT DUMBER OF TIME STEPS 170 INTEGRATION TIME INTERVAL (MINUTES) 5.00 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH OR 24 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES OR 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 AAIL CREEK BASIN, 50-YEAR STORM, DEVELOPED CONDITIONS 1998, DETENTION POND 278 EVISED 28 JULY, 2000 SBG (ddh) FILE: MCMAILS5.DAT `UBAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) GAGE `fdUMBER 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 51 10 2800.0 97.7 30.0 .0400 .016 .250 .100 .300 .51 .50 .00180 1 52 11 3100.0 35.1 35.0 .0640 .016 .250 .100 .300 .51 .50 .00180 1 ! V 53 211 1400.0 34.4 35.0 .0320 .016 .250 .100 .300 .51 .50 .00180 1 54 14 2200.0 12.5 90.0 .0480 .016 .250 .100 .300 .51 .50 .00180 1 55 261 900.0 11.5 90.0 .0160 .016 .250 .100 .300 .51 .50 .00180 1 56 262 5000.0 99.5 90.0 .0160 .016 .250 .100 .300 .51 .50 .00180 1 57 290 2200.0 75.8 75.0 .0088 .016 .250 .100 .300 .51 .50 .00180 1 58 16 2700.0 41.2 45.0 .0320 .016 .250 .100 .300 .51 .50 .00180 1 59 16 1260.0 9.6 45.0 .0134 .016 .250 .100 .300 .51 .50 .00180 1 159 33 1000.0 6.1 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 1. ca. 60 35 2830.0 59.0 45.0 .0160 .016 .250 .100 .300 .51 .50 .00180 1 42 1250.0 16.3 45.0 .0160 .016 .250 .100 .300 .51 .50 .00180 1 ill+;r�620=- 38 3000.0 47.9 50.0 .0160 .016 .250 .100 .300 .51 .50 .00180 1 1621T y-362 2200.0 24.7 45.0 .0150 .016 .250 .100 .300 .51 .50 .00180 1 63 " ' 33 950.0 16.2 65.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 if'1165 365- 4600.0 27.0 45.0 .0160 .016 .250 .100 .300 .51 .50 .00180 1 1.66 266c 3862.0 13.3 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 166 -366 3891.0 13.4 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 167:.'-..' '367 - 4400.0 21.5 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 168" 368.&i5�r- 2800.0 13.0 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 170 3700ilrm3000.0 30.8 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 171 't,.' = 371 ii �,- 1600.0 23.2 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 1 172''t�:�'3'y 372�r�- 2000.0 I,^ 3.1 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 I23.78(S) .06( ) .07( ) .02( ) 22.00(S) .00(S) .00( ) .00( ) .00( ) 11 15. 23.05 .10 .07 .01 31.23 .13 4.29 .10 .00 23.84(S) .06( ) .07( ) .02( ) 21.80(S) OO(S) .00( ) .00( ) .00( ) ,11 20. 23.07 .10 .07 .01 31.16 .12 .00 .10 .00 �!// 23.89(S) .05( ) .07( ) .02( ) 21.60(S) .00(S) .00( ) .00( ) .00( ) 11 25. 23.08 .09 .07 .01 31.08 .12 4.21 .09 .00 23.95(S) .05( ) .07( ) .02( ) 21.40(S) .00(S) .00( ) .00( ) .00( ) 1 30. 23.09 .09 .06 .01 31.01 .11 .00 .09 .00 24.01(S) .05( ) .06( ) .02( ) 21.20(S) .00(S) .00( ) .00( ) .00( ) ti 1 35. 23.10 .09 .06 .01 30.94 .11 4.14 .09 .00 24.06(S) .05( ) .06( ) .02( ) 21.00(S) .00(S) .00( ) .00( ) .00( ) 11 40. 23.11 .08 .06 .01 30.86 .10 .00 .08 .00 24.12(S) .05( ) .06( ) .02( ) 20.80(S) .00(S) .00( ) .00( ) .00( ) ill 45. 23.12 .08 .06 .01 30.79 .10 4.07 .08 .00 24.17(S) .05( ) .06( ) .02( ) 20.60(S) .00(S) .00( ) .00( ) .00( ) 11 50. 23.13 .08 .05 .01 30.72 .10 .00 .08 .00 24.22(S) .05( ) .06( ) .02( ) 20.41(S) .00(S) .00( ) .00( ) .00( ) �11 55. 23.14 .07 .05 .01 30.64 .09 4.00 .07 .00 24.28(S) .05( ) .06( ) .02( ) 20.21(S) .00(S) .00( ) .00( ) .00( ) 12 0. 23.15 .07 .05 .01 30.57 .09 .00 .07 .00 24.33(S) .05( ) .06( ) .02( ) 20.01(S) .00(S) .00( ) .00( ) .00( ) �12 5. 23.16 .07 .05 .01 30.50 .09 3.93 .07 .00 24.38(S) .05( ) .06( ) .02( ) 19.81(S) .00(S) .00( ) .00( ) .00( ) 12 10. 23.17 .07 .05 .01 30.42 .08 .00 .07 .00 24.43(S) .05( ) .06( ) .02( ) 19.62(S) OO(S) .00( ) .00( ) .00( ) 12 15. 23.18 .06 .04 .00 30.35 .08 3.86 .06 .00 / 24.48(S) .04( ) .05( ) .02( ) 19.42(S) .00(S) .00( ) .00( ) .00( ) 12 20. 23.19 .06 .04 .00 30.28 .08 .00 .06 .00 `. 24.53(S) .04( ) .05( ) .02( ) 19.23(S) .00(S) .00( ) .00( ) .00( ) 2 25. 23.20 .06 .04 .00 30.20 .07 3.80 .06 .00 24.58(S) .04( ) .05( ) .02( ) 19.03(S) .00(S) .00( ) .00( ) .00( ) & 12 30. 23.21 .06 .04 .00 30.13 .07 .00 .06 .00 24.63(S) .04( ) .05( ) .02( ) 18.84(S) .00(S) .00( ) .00( ) .00( ) 6#12 35. 23.22 .05 .04 .00 30.06 .07 3.74 .06 .00 24.68(S) .04( ) .05( ) .02( ) 18.64(S) .00(S) .00( ) .00( ) .00( ) 12 40. 23.23 .05 .04 .00 29.99 .07 .00 .05 .00 24.73(S) .04( ). .05( ) .02( ) 18.45(S) .00(S) .00( ) .00( ) .00( ) 2 45. 23.24 .05 .03 .00 29.91 .06 3.68 .05 .00 24.77(S) .04( ) .05( ) .02( ) 18.25(S) .00(S) .00( ) .00( ) .00( ) 12 50. 23.25 .05 .03 .00 29.83 .06 .00 .05 .00 10 24.82(S) .04( ) .05( ) .02( ) 18.06(S) .00(S) .00( ) .00( ) .00( ) 12 55. 23.26 .05 .03 .00 29.75 .06 3.62 .05 .00 't 24.87(S) .04( ) .05( ) .02( ) 17.87(S) .00(S) .00( ) .00( ) .00( ) 3 0. 23.27 .05 .03 .00 29.67 .06 .00 .05 .00 24.91(S) .04( ) .05( ) .02( ) 17.68(S) .00(S) .00( ) .00( ) .00( ) 13 5. 23.27 .04 .03 .00 29.59 .05 3.57 .04 .00 24.96(S) .04( ) .05( ) .02( ) 17.48(S) .00(S) .00( ) .00( ) .00( ) M 13 10. 23.28 .04 .03 .00 29.52 .05 .00 .04 .00 25.00(S) .04( ) .04( ) .02( ) 17.29(S) .00(S) .00( ) .00( ) .00( ) 13 15. 23.29 .04 .03 .00 29.44 .05 3.51 .04 .00 25.05(S) .04( ) .04( ) .02( ) 17.10(S) .00(S) .00( ) .00( ) .00( ) ,113 20. 23.30 .04 .03 .00 29.36 .05 .00 .04 .00 25.09(S) .04( ) .04( ) .02( ) 16.91(S) .00(S) .00( ) .00( ) .00( ) 13 25. 23.31 .04 .03 .00 29.28 .05 3.46 .04 .00 25.13(S) .04( ) .04( ) .02( ) 16.72(S) .00(S) .00( ) .00( ) .00( ) 13 30. 23.32 .04 .02 .00 29.20 .05 .00 .04 .00 25.17(S) .03( ) .04( ) .02( ) 16.53(S) .00(S) .00( ) .00( ) .00( ) 13 35. 23.32 .04 .02 .00 29.12 .04 3.40 .04 .00 25.22(S) .03( ) .04( ) .02( ) 16.34(S) .00(S) .00( ) .00( ) .00( ) 13 40. 23.33 .04 .02 .00 29.05 .04 .00 .04 .00 25.26(S) .03( ) .04( ) .02( ) 16.15(S) .00(S) .00( ) .00( ) .00( ) �13 45. 23.34 .03 .02 .00 28.97 .04 3.35 .03 .00 25.30(S) .03( ) .04( ) .02( ) 15.97(S) .00(S) .00( ) .00( ) .00( ) 13 50. 23.35 .03 .02 .00 28.89 .04 .00 .03 .00 25.34(S) .03( ) .04( ) .02( ) 15.78(S) .00(S) .00( ) .00( ) .00( ) �113 55. 23.36 .03 .02 .00 28.81 .04 3.30 .03 .00 25.38(S) .03( ) .04( ) .02( ) 15.59(S) .00(S) .00( ) .00( ) .00( ) 14 0. 23.36 .03 .02 .00 28.74 .04 .00 .03 .00 25.41(S) .03( ) .04( ) .02( ) 15.40(S) OO(S) .00( ) .00( ) .00( ) �14 5. 23.37 .03 .02 .00 28.66 .04 3.25 .03 .00 25.45(S) .03( ) .04( ) .02( ) 15.22(S) .00(S) .00( ) .00( ) .00( ) 14 10. 23.38 .03 .02 .00 28.58 .04 .00 .03 .00 25.49(S) .03( ) .04( ) .01( ) 15.03(S) .00(S) .00( ) .00( ) .00( ) �I FOLLOWING CONVEYANCE ELEMENTS WERE SURCHARGED'�IHE URING THE SIMULATION. THIS COULD LEAD TO ERRORS C . 1�� � 07 e�115p e N THE SIMULATION RESULTS!! 261 262 290 .� •` e:,..-:.`v7'�y'`n vt«,.. ......�r;'j 1.;,;.,_ •• /V C�(� JT /f.�K.�7 +7-7e".J/1�- a' iGJ 7,q�0 �y0 1- 73 FOLLOWING CONVEYANCE ELEMENTS HAVE NUMERICAL STABILITY PROBLEMS THAT LEAD TO HYDRAULIC CILLLATIONS DURING THE SIMULATION. 12 13 14 15 22 31 33 41 42 43 47 48 50 51 84 100 101 102 103 104 105 107 205 207 230 247 261 272 278 279 290 320 321 370 399 831 MAIL CREEK BASIN, 50-YEAR STORM, DEVELOPED CONDITIONS 1998, DETENTION POND 278 VISED 28 JULY, 2000 SBG (ddh) FILE: MCMAILS5.DAT *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) 1 903.0 (DIRECT FLOW) 1 20. 10 903.0 4.6 1 20. 11 860.8 5.0 1 15. 12 864.5 6.6 0 55. 13 656.0 4.2 0 50. 14 594.6 3.4 0 50. J 15 445.9 .1 1.1 0 50. 16 452.0 3.0 0 50. 17 267.8 3.6 0 45. 18 31.8 1.2 0 40. 19 65.3 1.5 0 50. 20 153.3 (DIRECT FLOW) 0 40. 21 21.1 1.3 3 0. 22 21.1 .1 27.8 2 55. 23 205.9 2.1 0 40. 24 192.8 5.7 1 0. 25 155.6 2.9 0 40. 26 . 1. 0 40. 27 19.0 19 .55 0 40. 28 18.9 .4 0 40. 29 64.7 .8 0 40. 30 155.7 (DIRECT FLOW) 0 40. 31 91.4 2.9 0 35. 32 149.7 1.2 0 40. 33 165.1 .1 9.7 2 25. 34 103.7 2.1 0 40. 35 224.6 1.2 0 40, 36 105.1 1.1 0 40. 1 37 58.0 .5 0 35. 38 176.9 2.4 0 40. 39 310.3 (DIRECT FLOW) 0 45. 40 54.5 .8 0 45. tj 41 2.3 .0 1.2 2 0. 42 64.2 2.6 0 40. 43 23.4 .1 25.5 14 10. 44 47.1 45 4.0 .9 .6 0 2 40. 20. 46 44.9 1.7 0 45. „ 47 205.3 3.3 0 45. 48 373.1 2.8 0 45. 49 .8 2. 0 4. 373 50 373.2 2.8 0 455. 51 140.7 .6 0 35. 84 4.1 .1 4.0 2 10. 100 843.2 .5 23.0 1 10. 1� 101 889.4 .5 4.4 0 55. f{11; -102`- 50.8 .1 15.9 2 20. 'I'l 45W103=^-= 201.7 .1 6.5 0 55. I•'.i.4211*104Fe-- 16.7 .1 11.5 2 25. 1057- 21.7 .1 7.0 2 0. i i91 107.' ::: 78.7 .1 1.5 1 10. 139L ->•- 274.1 3.1 0 45. 185:' : ,-- 51.3 1.6 0 40. `200:' -!!;.`_'171.9 3.3 0 45. ;:_ 201112.0 3.1 0 40. 202• - =T" 14.2 1.1 1 15. llg� 2036is;`Qif`49.9=' '" 1.7 0 40. k#Y204I7c71..2tt a- 2.1 0 40. 205 17.2 .0 1.5 1 10. 206 54.3 1.8 0 40. 20.1 .0 1.4 1 0, 208 7171.2 (DIRECT FLOW) 0 40. 210 906.2 (DIRECT FLOW) 0 55. 211 929.9 (DIRECT FLOW) 0 55. 221 146.7 2.5 0 40. 222 328.4 (DIRECT FLOW) 0 40. 230 171.1 .0 5.4 0 55. 243 264.4 (DIRECT FLOW) 0 40. 244 231.7 (DIRECT FLOW) 0 40. 245 247 276.1 35.2 (DIRECT .0 FLOW) 33.3 0 6 40, 10. 254 62.6 1.0 0 40. 261 59.3 3.5 .7 0 50. 262 35.9 3.0 15.7 2 5. 266 53.8 1.3 0 40. 270 68.6 4.4 2 55. 271 155.6 (DIRECT FLOW) 0 5. 272 223.6 7.7 2 55. 278 90.7 .0 18.6 2 5. 279 19.0 .1 1.9 1 10. 280 81.0 2.4 0 40. 287 75.4 1.5 0 40. 288 19.4 1.0 0 40. 290 68.6 5.0 5.5 1 15. 300 80.3 (DIRECT FLOW) 0 5. 301 80.3 (DIRECT FLOW) 0 5. 318 82.8 1.7 1 10. 319 94.8 (DIRECT FLOW) 1 55. 320 56.6 .1 2.8 1 10. 321 67.8 .1 1.1 0 50. 347 253.3 (DIRECT FLOW) 0 35. 362 364 84.5 97.6 1.0 1.0 0 0 40. 40. I 365 88.3 1.0 0 40. 366 95.2 1.7 0 40. 367 47.9 1.3 0 45. i 368 48.9 .7 0 40. 369 81.6 1.9 0 45. 370 105.6 3.0 0 40. 371 153.6 1.8 0 40. 372 373 .3 11010.7 .8 3.3 0 0 40. 40. 374 71.4 1.0 0 40. 375 36.6 3.5 0 55. 378 452.7 (DIRECT FLOW) 0 40. 379 104.8 1.2 0 45. 399 4.6 .1 4.6 2 30. 831 11.0 .0 .2 0 45. ENDPROGRAM PROGRAM CALLED It ,7s APPENDIX 2: HYDRAULIC DESIGN I n SENECA STREET CROSSING / INLET 11 1 11 1 z-3 Westfield Park Channel 1 Worksheet for Trapezoidal Channel ' Project Description Project File I:\jobs\504-023\data\talcs\westpark.fm2 Worksheet Westfield Park Channel 1 Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth 1 Input Data ' Mannings Coefficient 0.035 Channel Slope 0.015900 ft/ft Left Side Slope 3.000000 H : V Right Side Slope 3.000000 H : V 1 Bottom Width 20.00 ft Discharge 506.00 cfs Results Depth 2.35 ft Flow Area 63.40 ft2 Wetted Perimeter 34.83 ft Top Width 34.07 ft Critical Depth 2.39 ft Critical Slope 0.014874 ft/ft 1 Velocity Velocity Head 7.98 ft/s 0.99 ft Specific Energy 3.33 ft Froude Number 1.03 1 Flow is supercritical. f G'R IGS J 1 1 1 1 03/31/00 FlowMaster v5.15 08:24:16 AM Haestad.Methods; Inc- 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Westfield Park Channel Worksheet for Trapezoidal Channel ' Project Description Project File Worksheet Flow Element Method Solve For Input Data I:\jobs\504-023\data\calcs\westpark.fm2 Westfield Park Channel Trapezoidal Channel Manning's Formula Channel Depth Mannings Coefficient 0.035 Channel Slope 0.015900 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V ' Bottom Width 26.00 ft Discharge 506.00 cfs Results Depth 2.02 ft Flow Area 68.74 ft2 Wetted Perimeter 42.64 ft Top Width 42.14 ft Critical Depth 2.04 ft Critical Slope 0.015362 ft/ft Velocity 7.36 ft/s ' Velocity Head 0.84 ft Specific Energy 2.86 ft Froude Number /1.02 ' Flow is supercritical. �03/31/OD FlowMaster v5.15 08:23:59WAM',.;,i;� ,. ... ,,�� .. Waterbury, ( ) 9 �lS;;yJ :,;w` Haestad Methods, Inc. 37 Brookside Road Waterbu CT 06708 203 755-1666 Page 1 of 1 Westfield Park Channel Worksheet for Trapezoidal Channel Project Description Project File I:\jobs\504-023\data\calcs\westpark.fm2 Worksheet Westfield Park Channel ' Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data ' Mannings Coefficient 0.035 Channel Slope 0.015900 ft/ft Left Side Slope 5.000000 H : V Right Side Slope 5.000000 H : V Bottom Width 30.00 ft Discharge 506.00 cfs 1 Results Depth 1.85 ft Flow Area 72.59 ftz Wetted Perimeter 48.86 ft Top Width 48.50 ft Critical Depth 1.85 ft Critical Slope 0.015751 ft/ft Velocity 6.97 ft/s Velocity Head 0.76 ft Specific Energy 2.60 ft Froude Number / 1.00 ' Flow is supercritical.✓ -7 L I L 03/31/00 FlowMaster v5.15 III �I� 08:22:33 AM Haestad Methodst lh& 37 Brookside Road Waterbury, CT 06708 (203) 756-1666 Page 1 of 1 k RESULTS Discharge ds Peak Flew Period Dwsl Velocity (fps) Area (soft.) Hydraulic RadW[tl Normal Depth IN 06.0 2.0 10.88 46.52 1 1.47 1.83 BEND RESULTS Bend Radius It Length Protection It Super Elevation Depth flt, 200.0 42.6 2.4 S = 0.0159 r 1 IL Bottom JI 3.0 Width.20.00f1 3.01 Not to Scab Reach MalaialType Phase Vea.TvDe Sod Type Marhrhihp's'n Pmmissible Shear Stress(psf) Calculated Shear Stress (psf) Safety Factor Remarks Staple Pattern Cless Vag Density Straight C350 1 0.022 3.20 1.81 1.77 STABLE Staple E Bend C350 1 0.022 3.20 1.86 1.72 STABLE Staple E 11 1�17 tRRENT DATE: 08-01-2000 RRENT TIME: 10:23:19 FHWA CULVERT ANALYSIS HY-8, VERSION 6.1 FILE DATE: 08-01-2000 FILE NAME: IMPINLET C SITE DATA CULVERT SHAPE, MATERIAL, INLET U L INLET OUTLET CULVERT BARRELS V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET 0. (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE 1 92.00 88.16 165.04 1 RCB 7.78 4.00 .013 IMPR SLT REC 2 3 L $ 4 ,,A H�� 6 JJMMARY OF CULVERT FLOWS (cfs) FILE: IMPINLET DATE: 08-01-2000 (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR �LEV 96.02 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 96.09 50.6 50.6 0.0 0.0 0.0 0.0 0.0 0.00 1 96.30 101.2 101.2 0.0 0.0 0.0 0.0 0.0 0.00 1 '96.66 151.8 151.8 0.0 0.0 0.0 0.0 0.0 0.00 1 97.17 202.4 202.4 0.0 0.0 0.0 0.0 0.0 0.00 1 97.82 253.0 253.0 0.0 0.0 0.0 0.0 0.0 0.00 1 98.61 303.6 303.6 0.0 0.0 0.0 0.0 0.0 0.00 1 99.55 354.2 354.2 0.0 0.0 0.0 0.0 0.0 0.00 1 100.63 404.8 404.8 0.0 0.0 0.0 0.0 0.0 0.00 1 101.86 455.4 455.4 0.0 0.0 0.0 0.0 0.0 0.00 1 103.23 506.0 506.0 0.0 0.0 0.0 0.0 0.0 0.00 1 105.00 564.5 564.5 0.0 0.0 0.0 0.0 0.0 OVERTOPPING SUMMARY OF ITERATIVE SOLUTION ERRORS ' HEAD HEAD ELEV (ft) ERROR (ft) 96.02 0.000 ' 96.09 0.000 96.30 0.000 96.66 0.000 97.17 0.000 97.82 0.000 98.61 0.000 99.55 0.000 ' 100.63 0.000 101.86 0.000 103.23 0.000 FILE: IMPINLET DATE: 08-01-2000 TOTAL FLOW % FLOW FLOW (cfs) ERROR (cfs) ERROR 0.00 0.00 0.00 50.60 0.00 0.00 101.20 0.00 0.00 151.80 0.00 0.00 202.40 0.00 0.00 253.00 0.00 0.00 303.60 0.00 0.00 354.20 0.00 0.00 404.80 0.00 0.00 455.40 0.00 0.00 506.00 0.00 0.00 0 <1> TOLERANCE (ft) = 0.010 <2> TOLERANCE M = 1.000 2 `URRENT DATE: 08-01-2000 FILE DATE: 08-01-2000 CURRENT TIME: 10:23:19 FILE NAME: IMPINLET PERFORMANCE CURVE FOR CULVERT 1 - 1( 7.78 (ft) BY 4.00 (ft)) RCB 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 96.02 0.00 4.02 0-NF 0.00 0.00 0.00 7.86 0.00 0.00 50.60 96.09 1.64 4.09 4-FFt 0.57 1.10 4.00 7.86 1.63 0.00 101.20 96.30 2.59 4.30 4-FFt 0.90 1.74 4.00 7.86 3.25 0.00 '151.80 96.66 3.41 4.66 4-FFt 1.19 2.28 4.00 7.86 4.88 0.00 202.40 97.17 4.13 5.17 4-FFt 1.43 2.77 4.00 7.86 6.50 0.00 253.00 97.82 4.82 5.82 4-FFt 1.67 3.21 4.00 7.86 8.13 0.00 '303.60 98.61 5.48 6.61 4-FFt 1.89 3.62 4.00 7.86 9.76 0.00 354.20 99.55 6.17 7.55 4-FFt 2.11 4.00 4.00 7.86 11.38 0.00 404.80 100.63 6.90 8.63 4-FFt 2.32 4.00 4.00 7.86 13.01 0.00 455.40 101.86 7.70 9.86 4-FFt 2.52 4.00 4.00 7.86 14.63 0.00 506.00 103.23 8.57 11.23 4-FFt 2.72 4.00 4.00 7.86 16.26 0.00 El. inlet face invert 92.00 ft El. outlet invert 88.16 ft El. inlet throat invert 92.00 ft El. inlet crest 92.00 ft **** SITE DATA ***** CULVERT INVERT ************** INLET STATION 185.00 ft INLET ELEVATION 92.00 ft OUTLET STATION 20.00 ft OUTLET ELEVATION 88.16 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0.0233 CULVERT LENGTH ALONG SLOPE 165.04 ft ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE BOX BARREL SPAN 7.78 ft BARREL RISE 4.00 ft ' BARREL MATERIAL BARREL MANNING'S n CONCRETE 0.013 INLET TYPE IMPR SLT RECT �y INLET EDGE AND WALL BEVELED EDGE TOP (15-26 DEG WINGWALL) INLET DEPRESSION FALL INCLUDED IN SLOPE TAPER ***** SLOPE -TAPERED IMPROVED INLET *************** FACE WIDTH 17.73 ft SIDE TAPER (4:1 TO 6:1) (X:1) 6.00 1 ^•,=aata,,�FALL SLOPE (2:1 TO 3:1) (X:1) 2.00 A"r' 'FALL 0.00 ft MITERED FACE (Y/N) N FACE -CREST LENGTH IF MITERED 17.73 ft � -q RENT DATE CURRENT TIME 08-01-2000 10:23:19 TAILWATER FILE DATE: 08-01-2000 FILE NAME: IMPINLET CONSTANT WATER SURFACE ELEVATION ' 96 . 02 .4 /won vw 278 ROADWAY OVERTOPPING DATA ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 50.00 ft CREST LENGTH 100.00 ft OVERTOPPING CREST ELEVATION 105.00 ft I The Sear -Brown Group rMountainridge Farm 504-023 Detention Pond 278 Capacity -Discharge Rating Curve - RUNDOWN SIZING ' Elevation Storage Outflow Q (ft) (ac-ft) (cfs) ' ----------------- 5079.00 ----------------- 0 ----------------- 0 5087.00 3.99 0.00 5088.00 4.83 0.00 5089.00 5.99 0.00 ' 5090.00 7.33 0.00 5091.00 8.78 36.06 5092.00 10.37 45.17 5093.00 12.11 53.40 5094.00 14.00 61.62 5095.00 5096.00 16.05 18.28 68.45 75.27 5097.00 20.71 81.06 5098.00 23.38 86.85 5099.00 26.29 90.94 5100.00 29.56 95.02 5101.00 33.15 99.11 ' 5102.00 36.96 103.19 5103.00 40.97 298.25 Storage: See Area -Capacity Rating Curve. Outflow Q: From HY-8 analysis (see Pond Outlet section in Appendix 2). 1 ' 300 250 200 U A 150 MA 0 100 ' 50 _ 0 45 40 35 30 U 25 n 20 tj 15 10 5 ' 5090 5092 5094 5096 5098 5100 5102 5104 Stage (ft el) ' i- Capacity - Discharge 'ID h� 31-Jul-2000 IThe Sear -Brown Group Mountainridge Farm Detention Pond 278 Area -Capacity Rating Curve - RUNDOWN SIZING Cumulative Elev Area(278) Area(50) Total Area Storage (ft) (ft2) (ft2) (ac) ----------------- (ac-ft) ------------ 5079.00 ----------------- 15,074 -------------- 0 ----------------- 0.35 0.00 5087.00 29,159 0 0.67 3.99 5088.00 44,775 0 1.03 4.83 5089.00 55,972 0 1.28 5.99 5090.00 60,929 0 1.40 7.33 5091.00 65,885 0 1.51 8.78 5092.00 72,307 0 1.66 10.37 5093.00 78,954 0 1.81 12.11 5094.00 85,841 0 1.97 14.00 5095.00 92,840 0 2.13 16.05 5096.00 99,974 1,479 2.33 18.28 5097.00 107,392 3,421 2.54 20.71 5098.00 115,172 6,084 2.78 23.38 5099.00 123,292 9,742 3.05 26.29 5100.00 127,335 24,488 3.49 29.56 5101.00 132,157 28,504 3.69 33.15 5102.00 137,539 33,851 3.93 36.96 Spillway 5103.00 137,539 41,059 4.10 40.97 Area assumed 5104.00 Top of berm Note: Area -capacity calculations based on proposed contours by Land Development Services and BHA Design. 100 V = d/3'(A+(AB)A.5+B) -T5105 p,". 5100 so �, -m" f6 s' r 5095 U 60 _______y'__________________________ Q 5090 1° ■ U Boas COCL U W20 /----------------------------------- 5080 0 i i I I I 15075 0 10 20 30 40 50 Stage (ft elevation) - Area --0- Capacity 504-023 10-Jul-2000 SWMM input file MCMAILSRDAT: July 31, 2000 � /;L 1 2 1 1 2 3 4 TERSHED MAIL CREEK BASIN, FISED 28 JULY, 1 170 000 4 5. 1.0 1.14 1.33 2 1.22 1.06 1.0 73 .71 .69 Prepared for: * SWMM developed 100-YEAR STORM, DEVELOPED CONDITIONS 1998, DETENTION POND 278� 2000 SBG (ddh) FILE: MCMAILSR.DAT 5. 1 1. 1 .23 2.84 5.49 9.95 4.12 2.48 1.46 .95 .91 .87 .84 .81 .78 .75 .67 City of Fort Collins condition, 100-yr recurrence interval 2 .016 .250 1 51 102800. 97.7 30.0 .040 1 52 113100. 35.1 35.0 .064 '1 53 2111400. 34.4 35.0 .032 1 54 142200. 12.5 90.0 .048 1 55 261 900. 11.5 90.0 .016 1 56 2625000. 99.5 90.0 .016 1 57 2902200. 75.8 75.0.0088 1 58 162700. 41.2 45.0 .032 1 59 161260. 9.6 45.0.0134 1 159 331000. 6.1 45.0 .01 1 60 352830. 59.0 45.0 .016 '1 61 421250. 16.3 45.0 .016 1 62 383000. 47.9 50.0 .016 1 162 3622200. 24.7 45.0 .015 1 63 33 950. 16.2 65.0 .01 1 165 3654600. 27.0 45.0 .016 1 66 2663862. 13.3 45.0 .01 1 166 3663891. 13.4 45.0 .01 1 167 3674400. 21.5 45.0 .01 1 168 3682800. 13.0 45.0 .01 1 170 3703000. 30.8 45.0 .01 1 171 3711600. 23.2 45.0 .01 1 172 3722000. 3.1 45.0 .01 1 173 3734600. 39.2 45.0 .010 1 164 3642600. 32.9 45.0 .010 '1 65 2104420. 20.3 50.0 .064 1 67 362700. 34.7 45.0.0088 1 68 325200. 50.7 45.0 .016 1 69 3183600. 6.6 45.0 .011 1 70 2543000. 16.7 45.0 .016 1 71 18 302. 9.7 65.0.0143 1 72 1392900. 52.3 50.0 .032 1 73 29 702. 13.7 50.0.0235 1 74 27 734, 5.9 45.0.0104 1 75 2511225 53.6 34.9.0134 1 175 243357. 13.1 39.0 .015 1 76 2211600. 39.7 65.0 .016 1 176 373311. 13.8 42.4 .019 .'1 77 442717. 16.0 28.0 .012 1 177 46 901. 15.4 41.0 .020 1 78 494912. 61.1 37.0 .016 " * WESTFIELD PARK '1 178 482463, 16.1 25.0 .035 1 79 399588. 37.3 24.2 .019 1 179 2802025. 20.1 67.0 .020 1 80 317386. 18.4 45.6 .032 1 186 263094. 13.7 31.2 .032 1 81 2041000. 24.4 45.0 .016 1 181 203 900. 16.2 45.0 .016 1 182 2061200. 17.8 45.0 .016 �,WIVW 1'.g 82 2012653. 33.0 68.2.0091 " DIVIDE BASIN 83 TO REFLECT FLOW TO POND 831 1• 83. 3478337.28.71 35.0 .020 'Il v 1� 831 8311420. 4.89 35.0 .020 "P,- 84-- 842800. 22.2 75.0.0072 1 "•85 -185 900. 16.1 45.0 .016 1 86 345132. 29.1 34.4 .032 1 87 2871385. 33.3 25.0 .020 1 88 28 417. 11.0 25.0.0154 1 89 412622. 6.6 86.1 .032 .3 .51 .5 .0018 y1c_180ye5111325.28.0 38.0-.012 1 90 288 716 7.9 25.0 .020 1 189 379 647 20.8 50.0 .013 0 3 1 177 178 180 10 1 0 1 10.0 3400. .011 4.0 4.0 .044 12.0 11 10 0 1 10.0 1900. .013 2.5 2.5 .047 16.0 12 210 0 1 10.0 400. .011 2.0 2.0 .068 12.0 13 12 0 1 8.0 150. .011 0.0 0.0 .013 8.0 14 13 0 1 8.0 800. .0159 0.0 0.0 .013 6.0 15 14 6 2 .1 1. 1.005 0.0 0.0 .013 0.1 .0 .0 .0 3.0 .1 103.6 .4 233.4 1.1 460.4 1.6 643.8 16 15 0 1 10.0 2050. .011 4.0 4.0 .035 5.0 17 16 0 1 2.0 1050. .005 4.0 4.0 .035 5.0 ' 18 16 0 1 2.0 1400. .014 4.0 4.0 .035 5.0 19 107 0 1 4.0 700. .011 4.0 4.0 .035 6.0 20 320 0 3 1. 21 20 0 1 2.0 1500. .005 4.0 4.0 .035 5.0 REGENCY REGIONAL DETENTION FACILITY 22 21 10 2 0.1 1. .005 0.0 0.0 .013 0.1 0.0 0.0 0.28 3.5 1.55 8.9 3.96 12.0 7.65 14.0 13.06 17.5 19.95 20.0 27.46 21.0 35.31 22.8 43.48 66, 23 39 0 1 12.0 1300. .0056 4.0 4.0 .030 5.0 WOODRIDGE DETENTION POND 230 24 10 2 0.0 50. .005 0.0 0.0 .013 0.0 0.0 0.0 0.07 2.60 1.00 25.60 1.62 43.78 2.62 69.62 3.62 110.19 4.83 150.41 6.04 193.45 7.47 237.48 8.90 280.98 SENECA STREET/REGENCY DRIVE CULVERTS AND CHANNEL 24 222 0 5 4.95 1600. .004 0.0 0.0 .013 4.95 20.0 1600. .010 5.0 5.0 .060 8.0 25 222 0 1 2.0 2000. .005 4.0 4.0 .035 5.0 26 23 0 1 1.0 1320. .02 10.0 5.0 .060 5.0 27 19 0 1 10.0 1100. .012 1.0 10.0 .035 5.0 288 287 0 1 2.0 670. .013 4.0 4.0 .035 5.0 ' 287 379 0 1 2.0 1730. .016 1.0 10.0 .035 5.0 28 29 0 1 10.0 1100. .020 10.0 10.0 .035 5.0 379 30 0 1 10.0 1200. .005 1.0 50.0 .035 5.0 29 30 0 1 10.0 900. .020 10.0 10.0 .035 5.0 139 17 0 1 2.0 2400. .011 4.0 4.0 .035 5.0 30 139 0 3 31 23 0 5 2.75 750. .013 0.0 0.0 .013 2.75 70.0 750. .006 50.0 50.0 .016 10.0 32 105 0 4 .50 2600. .007 12.0 12.0 .016 0.5 10. 2600. .007 20.0 20.0 .020 10. 33 14 7 2 0.1 280. .003 0.0 0.0 .013 .1 .13 14. .61 30. 1.72 57. 2.58 93. 3.70 127. 5.30 155. 26.7 204. 34 23 0 5 1.75 950. .0051 0.0 0.0 .013 1.75 70.0 950. .006 50.0 50.0 .016 10.0 35 102 0 4 0.5 1370. .0164 12.0 12.0 .016 .5 10.0 1370. .0164 20.0 20.0 .020 10. 36 321 0 4 .5 1500. 007 12.0 12.0 .016 .5 10. 1500. .007 20.0 20.0 .020 10. 37 24 0 4 0.5 850. .0149 50.0 50.0 .016 0.5 50.0 850. .0149 20.0 20.0 .016 10.0 38 245 0 1 4.0 1200. .01 4.0 4.0 .035 5.0 POND 230 INFLOW 39 230 0 3 1. 40 375 0 4 .5 900. .011 12.0 12.0 .016 .5 10.0 900. .011 20.0 20.0 .020 5.0 FUTURE WOODRIDGE COMMERCIAL DETENTION POND 41 31 3 2 0.0 50. .005 0.0 0.0 .013 0.0 0.0 0.0 1.2 2.40 2.0 2.40 42 102 0 5 2.0 1180. .015 0.0 0.0 .013 2.0 1.0 1180. .015 20.0 20.0 .016 5.0 'TROUTMAN PARK REGIONAL DETENTION POND 43 42 11 2 0.1 1. .005 0.0 0.0 .013 0.1 0.0 0.0 0.69 4.75 2.64 12.01 5.15 16.2 8.55 18.92 13.14 20.75 _ 18.84 22.07 25.58 23.39 ' 28.93 24.05 30.61 46.78 32.29 213.46 84 45 3 2 0.1 1. .005 0.0 0.0 .013 0.1 0.0 0.0 6.77 6.80 " 10.0 10.0 45 347 0 1 2.0 1250. .005- 4.0 4.0 .035 5.0 46 347 0 1 2.0 1550. .005d F"F ._4.0 4.0 .035 5.0 0 ...) �Z� !/ ' 44 47 0 1 4.0 1100. .01 4.0 4.0 .016 5.0 47 48 0 2 5.0 342. .0102 0 0 .013 5.0 48 50 0 1 6.0 740. 0089 6.0 8.0 .035 5.0 49 48 0 1 4.0 2600. .005 4.0 4.0 .035 5.0 WESTFIELD PARK POND 50 378 0 2 7.1 156 .031 0.0 0.0 .013 7.1 51 378 0 1 45.0 500. .008 10.0 10.0 .020 5.0 261 13 0 2 3.5 900. .003 0.0 0.0 .013 3.5 262 261 0 2 3.0 3400. .0025 0.0 0.0 .013 3.0 100 11 12 1 19.5 50. .005 0.0 0.0 .013 0.5 0.0 0.0 3.9 51.0 5.9 96. 7.6 140. 11.0 20.0 260.0 490.0 12.7 22.6 300.0 740.0 14.5 25.0 340. 1070. 17. 27.5 390. 1626. 101 211 7 1 35.0 3. .0001 .013 0.5 0.0 0.0 0.7 13.2 1.4 74.9 2.1 141.1 2.8 288.9 4.3 831.5 5.9 1742.9 211 100 0 3 1. 1 102 33 9 2 0.1 1. 0.1 0.0 0.0 .024 0.1 0.0 0.0 0.4 3.8 1.4 10.5 4.4 16.0 7.7 20.0 11.1 24.0 13.3 25.0 15.9 36.1 19.71910.0 ' 103 33 7 2 0.1 1. 0.1 0.0 0.0 .024 0.1 0.0 0.0 1.1 4.2 1.8 9.3 3.5 14.0 5.2 16.0 6.2 41.0 7.3 590.0 104 38 9 2 .1 10. .1 0.0 0.0 .1 .1 0. 0. .84 6. 2.6 10.5 5.2 13.5 8.7 16. 10.8 16.5 12.8 17. 15.3 18. 19.3 45. 105 319 5 2 0.1 50. 0.01 0.0 0.0 .013 0.1 0.0 0.0 1.5 2.8 3.9 4.5 6.7 6.1 9.9 196.9 107 318 6 2 0.1 1. 0.1 0.0 0.0 .020 0.1 0.0 0.0 0.1 20.0 0.3 39. 0.7 58.0 1.1 68.0 1.6 80.0 185 22 0 1 2.0 850. .010 4.0 4.0 .035 5.0 210 101 0 3 5. 222 22 0 3 5. 243 43 0 3 5. 244 104 0 3 5. 245 103 0 3 5. 200 47 0 5 4.5 2500. .0099 0.0 0.0 .013 4.5 5.0 2500. .0099 4.0 4.0 .035 5.0 202 208 0 1 2.0 1170. .01 4.0 4.0 .060 2.0 201 200 0 1 2.0 1400. .005 4.0 4.0 .060 5.0 203 207 0 1 2.0 900. .018 4.0 4.0 .060 2.0 204 208 0 1 2.0 970. .005 4.0 4.0 .035 3.0 205 204 6 2 0 100. .08 0.0 0.0 .024 0 0.0 0.0 0.33 0.0 0.68 2.93 1.06 7.69 1.47 10.0 1.91 100.0 206 205 0 1 2.0 1200. .020 4.0 4.0 .060 2.5 207 202 4 2 0 50. .010 0.0 0.0 .024 0 0.0 0.0 0.94 0.0 1.31 3.99 1.70 100.0 ' 208 200 0 3 5. 221 20 0 1 2.0 1600. .010 4.0 4.0 .035 5.0 * MOUNTAINRIDGE REGIONAL DETENTION POND 247 AND 831 (AS -BUILT -- 21 OCT 97) 347 247 0 3 5. 831 347 9 2 .1 .1 .005 0.0 0.0 .013 .1 ' 0.0 0.0 0.03 3.16 0.22 10.45 0.40 18.63 0.65 24.50 0.90 28.68 1.22 31.20 1.54 33.70 1.79 41.62 247 366 14 2 0 193. .0026 0.0 0.0 .013 0 0.0 0.0 2.03 0.61 3.78 7.97 6.67 17.94 10.12 25.67 14.06 28.18 18.32 29.94 22.84 31.62 27.61 33.30 32.63 34.97 37.92 36.97 43.51 40.05 46.54 41.55 49.57 211.15 254 107 0 4 0.5 1100. .004 12.0 12.0 .016 0.5 10. 1100. .004 20.0 20.0 .020 10. •;i:'266-.-366 0 1 10.0 800. 005 4.0 4.0 .035 5.0 w:V" 270 272 0 1 10.0 1000. .0001 2.0 2.0 .035 5.0 -1 271 272 8 3 1. 0.0 0.0 .083 155. 0.2 155. 0.3 155. 0.5 155. 1.0 155. 2.0 155. 3.0 155. 272 12 0 1 10.0 100. .0001 2.0 2.0 .035 25.0 MOUNTAINRIDGE REGIONAL DETENTION POND 278--PROPOSED OZ5378 278 0 3 5. , -r-278 347 14 2 0.0 360. .0083 0.0 0.0 .013 0.0 -0.O:";.: *.:. 0. 0 3. 99 R-_ 0.0 4.83 0.0 5.99 , 0.0 , 7.33s O.Oe-- "�8L78tYFs7"s36.06 - 10.37 45.17 12.11 53.40 14.00 61.62 18.28 75.27 23.38 86.85 29.56 95.02 36.96 103.19 40.97 298.25 279 46 4 2 0.1 50. .005 0.0 0.0 .013 0.1 0. 0. 0.18 4. 0.84 13. 2.10 20. 280 279 0 1 2.0 1400. .01 4.0 4.0 .060 5.0 290 270 0 2 5.0 100. .0006 0. 0. .013 5.0 -1 300 301 8 3 1. 0.0 0.0 0.083 80.0 0.2 80.0 0.5 80.0 ' 1.0 80.0 2.0 80.0 3.0 80.0 4.0 80.0 301 33 0 3 1. 318 319 0 1 4.0 1900. .011 4.0 4.0 .035 6.0 319 16 0 3 1. 32020 19 7 2 .1 10. .1 0.0 0.0 .1 .1 0. 0. .18 16. .65 30. 1.4 45. 2.39 54. 3.75 62. 5.1 208. 321 35 11 2 .1 10. .1 0.0 0.0 .1 .1 0. 0. .06 5. .12 10. .27 13. .41 22. .59 33. .76 45. .97 55. 1.17 70. 1.41 82.5 1.64 97.6 362 374 0 4 .5 1100. .008 12.0 12.0 .016 .5 10.0 1100. .008 20.0 20.0 .020 5.0 364 399 0 4 .5 1800. .008 12.0 12.0 .016 .5 10.0 . 1800. .008 20.0 20.0 .020 5.0 365 369 0 4 .5 2300. .007 12.0 12.0 .016 .5 10.0 2300. .007 . 20.0 20.0 .020 5.0 366 371 0 1 10.0 1350. .005 4.0 4.0 .035 5.0 367 244 0 1 5.0 2200. .010 10.0 10.0 .060 3.0 368 372 0 4 .5 1400. .011 12.0 12.0 .016 .5 10.0 1400. .011 20.0 20.0 .020 5.0 369 244 0 1 5.0 570. .005 4.0 4.0 .035 5.0 370 244 0 5 2.0 950. .007 0.0 0.0 .013 2.0 2.0 950. .007 20.0 20.0 .020 5.0 371 243 0 1 17.0 800. .005 3.0 3.0 .035 5.0 372 40 0 4 .5 1000. .011 12.0 12.0 .016 .5 10.0 1000. .011 20.0 20.0 .020 5.0 373 243 0 5 2.5 2300. .010 0.0 0.0 .013 2.5 2.0 2300. .010 20.0 20.0 .020 5.0 374 245 0 4 .5 1050. .004 12.0 12.0 .016 .5 10.0 1050. .004 20.0 20.0 .020 5.0 375 245 0 5 3.0 1800. .002 0.0 0.0 .015 3.0 2.0 1800. .004 20.0 20.0 .020 5.0 399 370 7 2 0.1 50. .010 0.0 0.0 .015 0.1 1 0. 3.2 0. 4.1 .10 4.8 1.7 4.6 0.6 6.4 2.7 5.0 1.7 3.4 0 9 1 278 247 43 50 831 347 200 201 �378 DPROGRAM I 1 1 I i 1 I 1 i i 1. 1 1 1 SNMM output file MCMAILSR.OUT: July 31, 2000 MAIL CREEK BASIN, 100-YEAR STORM, DEVELOPED CONDITIONS 1998, DETENTION POND 278 REVISED 28 JULY, 2000 SBG (ddh) FILE: MCMAILSR.DAT ��pc�(,/4� ep- L HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 9 CONVEYANCE ELEMENTSr �J THE UPPER NUMBER IS DISCHARGE IN CFS v THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES: ( ) DENOTES DEPTH ABOVE INVERT IN FEET (S) DENOTES STORAGE IN AC -FT FOR DETENTION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. (I) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH (D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTERH,/�aG.,s (0) DENOTES STORAGE IN AC -FT FOR SURCHARGED GUTTER ^ J ; s, TIME(HR/MIN) 43 50 200 201 247 278 347 378 831 0 5. .00 .00 .00 .00 .00 .00 .08 .00 .00 .00( ) .00( ) .00( ) .00( ) .00(S) .00(S) .00( ) .00( ) .00(S) 0 10. .02 .19 .01 .08 .01 .00 5.58 1.15 .25 .00(S) .07( ) .02( ) .10( ) .02(S) .00(S) .00( ) .00( ) .00(S) 0 15. .28 4.24 .53 1.81 .04 .00 24.72 15.73 1.38 .04(S) .31( ) .17( ) .52( ) .12(S) .06(S) .00( ) .00( ) .01(S) 0 20.. 1.31 16.76 5.14 8.06 .09 .00 21.85 36.99 2.39 .19(S) .59( ) .50( ) 1.04( ) .28(S) .24(S) .00( ) .00( ) .02(S) 0 25. 3.63 45.35 20.38 20.85 .17 .00 56.56 78.36 3.47 .53(S) .96( ) .98( ) 1.57( ) .55(S) .64(S) .00( ) .00( ) .04(S) 0 30. 6.41 117.81 54.22 47.14 .34 .00 116.05 197.14 5.38 1.13(S) 1.62( ) 2.21( ) 1.15(S) 1.59(S) 00( ) .00( ) .09(S) 0 35. 11.19 311.49 133.00 110.73 2.75 291.82 512.04 10.69 2.42(S) 2.50( ) 2.72( ) 3.13( ) 2.54(S) 4.03 S) .00( ) .00( ) 23(S) 0 40. 15.21 494.64 210.39 154.69 9.06 15.07 171.73 636.82 15.05 4.55(S) 3.22( ) 4.51( ) 3.58( ) 4.10(S) 7.94(S) .00( ) .00( ) .32(S) 0 45. 17.57 506.04 215.44 136.16 13.72 52.43 243.64 583.10 15.39 6.85(S) 3.27( ) 4.89( ) 3.40( ) 5.45(S) 11.90(S) .00( ) .00( ) .33(S) 0 50. 19.01 456.12 212.02 108.44 18.11 65.76 165.26 520.54 14.47 8.76(S) 3.08( ) 4.71( ) 3.11( ) 6.75(S) 15.30(S) .00( ) .00( ) .31(S) 0 55. 19.62 410.60 202.78 84.74 20.71 74.89 210.13 451.32 12.75 10.30(S) 2.91( ) 3.86( ) 2.81( ) 7.90(S) 18.16(S) .00( ) .00( ) .27(S) 1 0. 20.12 361.18 176.14 67.69 23.15 80.41 149.86 395.91 11.04 11.55(S) 2.71( ) 3.34( ) 2.57( ) 8.99(S) 20.54(S) .00( ) .00( ) .23(S) 1 5. 20.53 311.80 156.22 55.75 25.45 84.87 197.33 340.02 9.60 12.58(S) 2.50( ) 3.04( ) 2.37( ) 10.02(S) 22.51(S) .00( ) .00( ) .20(S) 1 10. 20.83 275.07 137.06 47.40 26.24 87.82 141.96 299.86 8.41 13.48(S) 2.34( ) 2.78( ) • 2.22( ) 11.01(S) 24.12(S) .00( ) .00( ) .17(S) 1 15. 21.02 242.57 121.33 41.43 26.85 89.59 190.15 264.65 7.37 14.28(S) 2.20( ) 2.56( ) 2.10( ) 11.97(S) 25.45(S) .00( ) .00( ) .14(S) 1 20. 21.19 217.36 109.00 37.02 27.45 91.05 135.64 237.39 6.48 15.00(S) 2.07( ) 2.40( ) 2.00( ) 12.91(S) 26.56(S) .00( ) .00( ) .12(S) 1 25. 21.34 196.44 99.22 33.64 28.03 92.27 184.89 214.84 5.73 15.67(S) 1.97( ) 2.27( ) 1.92( ) 13.82(S) 27.48(S) .00( ) .00( ) .10(S) 1 30. 21.48 179.88 91.29 30.98 28.45 93.30 131.17 196.97 5.09 16.27(S) 1.88( ) 2.16( ) 1.86( ) 14.71(S) 28.26(S) .00( ) .00( ) .08(S) MAIL CREEK BASIN, 100-YEAR STORM, DEVELOPED CONDITIONS 1998, DETENTION POND 278 REVISED 28 JULY, 2000 SBG (ddh) FILE: MCMAILSR.DAT *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS *** CONVEYANCE 6 8 .ZL PEAK STAGE STORAGE TIME Q6b �� R I 1 �s a S CJS �C ti S� S%. w ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) 3 ,9 i "9"-- � 50 51 506.0 200.6 3.3 .8 0 0 45. 0 35. 31 2 2 10 _ ���•S(9 _ //• �t3 e 278 9 . 378 636.8 (DIRECT FLOW) 0 40. 'N "'?Tavlu► ENDPROGRAM PROGRAM CALLED ..rim s „So8$00 4 • 83 ,vc.i � 111A 1,411% i2 77�7� fx 3,*,. FA I � 1 THE SEAR -BROWN GROUP � C IL ENT: Project No: 6ay!-0a3 Project: T�w Checked By: :�/ /V° Sheet: E Of: -3 It 4" - L/ 40, e*-A 1,61 �y d/tru-mac fw.�zc�cs - '-o?58 67 0IZ`1111-1 �7 �4a� o/ /L2cc t�GoS 98 5 s� 97. er-0 0 CD 1 32.Z 11 I THE SEAR -BROWN GROUP I I f� r Project: By:J �7 Date: Protect No. Checked: Sheet e4? of ! 6f`l tc Iq, /S�-,tea r- 66o,�, t4-,� e( vC'e— �nVl Leh/ ,� ry�r� p�ra/w�l i1G `_"'Y 1 V t 1 ✓Y i ✓� lA \�Q.,1 L�! � �. L. �G71. S 1 c(-Crc,L`( L� / 1 `� _ �• - �/ 1 )f- 3kw I AJ rn n s ic` t .I&✓t C>< rip y 0.3 45 t�40 Mean Diameter, mm 1 2 4 10 20 40 60 100 RapM e Gtushea�ed9 idea • P� • o n �e< 0 O � e` 0 0 o Rounded 0 Rounded and Angulor. • Angulor 0.01 0.1 1.0 Mean Diameter, in. Fig. 3.7.3 Angle of repose. 67� ss u-r~,- 5, 45� > la s I:14 a. O ti ��'!r•':t��y'a,�• ���• .mot:. II C�NT: Project No: _az� ti I I I is THE SEAR -BROWN ,GROUP J Project: � � ° � 7.P Checked By: _ �12y: Date: Sheet: • az>s ( sL 74,-7 Gc J \ - �� t- Of:. ,' Go win/Gv�owS� f+' �oond ~ 52D�7.�0 6-.3• C¢G Cv5 �G•57 C153 4.7 S PS-v rlvo o i� � az�� . y �9 // �.�.� • a 9 qoA -RQCo?GC54/��'(� �✓✓t�f- �J ��aSE �^,�aro,� T -. � , go 1 1 1 1 t 1 ****** HYCHL ****** (Version 6.1) ****** 05-2000 Commands Read From File: 504023wo.chl JOB WESTFIELD PARK RUNDOWN UN 0 ** UNITS PARAMETER = 0 (ENGLISH) CHL .125 370.10 TRP 26 10 10 ** LEFT SIDE SLOPE 10.0 AND RIGHT SIDE SLOPE ** THE BASE WIDTH OF THE TRAPEZOID (ft) 26.00 LRR -1.5 2 0 2.65 0.15 ** STABILITY FACTOR 1.50 ** SPECIFIC GRAVITY 2.65 ** SHIELDS PARAMETER .150 END ***************END OF COMMAND FILE************ WESTFIELD PARK RUNDOWN ------------ INPUT REVIEW ------------ DESIGN PARAMETERS: 10.0 DESIGN DISCHARGE (ftA3/s): 370.10 CHANNEL SHAPE: TRAPEZOIDAL CHANNEL SLOPE (ft/ft): .125 ------------------------------------- HYDRAULIC CALCULATIONS USING BATHURST ------------------------------------- FLOW (cfs) 370.10 MAX DEPTH (ft) 1.00 AREA (ft�2) 36.00 WETTED PERIMETER (ft) 46.10 HYDRAULIC RADIUS (ft) .78 AVG VELOCITY (ft/s) 10.28 MANNINGS EQUIVALENT .044 Davg / D50 1.04 FROUDE NUMBER 1.81 REYNOLDS NUMBER (10"5) 1.50 RIPRAP DESIGN - LINING CONDITION TYPE D50 (ft) BOTTOM; STRAIGHT RIPRAP SIDE; STRAIGHT RIPRAP *** NORMAL END OF HYCHL *** Date 04- PERMIS SHR CALC. SHR STAB. (lb/ftA2) (lb/ftA2) FACTOR ------ ----- ---------- 11.64 --------- 7.82 1.50 .75 10.95 7.35 1.50 .72 I II 1 1 1 1 1 1 11 1 1 1 1 1 1 1 POND OUTLET 1 0 'P'l THE SEAR -BROWN GROUP WEIR SECTION FLOW DATA Detention Pond 278 Outfall Structure (Improved Inlet Walls) WEIR COEF. 2.800 STA ELEV 0.0 93.52 7.5 90.18 23.5 90.18 31.0 93.52 ELEVATION DISCHARGE (feet) (cfs) 90.18 0.0 90.38 4.1 90.58 11.8 90.78 22.1 90.98 34.6 91.18 49.2 91.38 65.9 91.58 84.5 91.78 105.1 91.98 127.5 92.18 151.9 92.38 178.1 92.58 206.2 92.78 236.3 92.98 268.2 93.18 302.1 93.38 337.9 �';3 G 7.38 SQ FT /0� 1-7 V 7� I/A/1ru 0 IURRENT DATE: 07-10-2000 O FILE DATE: 07-10-2b00 URRENT TIME: 10:08:43 FILE NAME: 504023PR FHWA CULVERT ANALYSIS HY-8, VERSION 6.1 C SITE DATA CULVERT SHAPE, MATERIAL, INLET U L INLET OUTLET CULVERT BARRELS V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET NO. (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE 1 5087.97 5085.71 360.01 1 RCP 3.50 3.50 .013 CONVENTIONAL 2 4 y6� ) Pilo, "a��. UMMARY OF CULVERT FLOWS (cfs) FILE: 504023PR DATE: 07-10-2000 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 5087.97 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5091.05 42.0 42.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5093.32 84.0 84.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5098.79 126.0 126.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5100.24 135.0 135.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5102.41 210.0 147.7 0.0 0.0 0.0 0.0 0.0 60.54 7 252.0 148.3 0.0 0.0 0.0 0.0 0.0 101.74 4 '5102.52 5102.61 294.0 148.8 0.0 0.0 0.0 0.0 0.0 143.88 4 5102.69 336.0 149.2 0.0 0.0 0.0 0.0 0.0 186.00 4 5102,77 378.0 149.6 0.0 0.0 0.0 0.0 0.0 225.55 3 5102.84 420.0 150.0 0.0 0.0 0.0 0.0 0.0 266.95 3 5102.15 146.2 146.2 0.0 0.0 0.0 0.0 0.0 OVERTOPPING SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: 504023PR DATE: 07-10-2000 HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 5087.97 0.000 0.00 0.00 0.00 ' 5091.05 0.000 42.00 0.00 0.00 5093.32 0.000 84.00 0.00 0.00 5098.79 0.000 126.00 0.00 0.00 5100.24 0.000 135.00 0.00 0.00 5102.41 -0.008 210.00 1.79 0.85 5102.52 -0.009 252.00 2.00 0.79 ' 5102.61 5102.69 -0.006 -0.005 294.00 336.00 1.35 0.77 0.46 0.23 5102.77 -0.004 378.00 2.81 0.74 5102.84 -0.004 420.00 3.02 0.72 <1> TOLERANCE (ft) = 0.010 <2> TOLERANCE M = 1.000 2 IURRENT DATE: 07-10-2000 FILE DATE: 07-10-2000 CURRENT TIME: 10:08:43 FILE NAME: 504023PR r PERFORMANCE CURVE FOR CULVERT 1 - 1( 3.50 (ft) BY 3.50 (ft)) RCP 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 5090.20 0.00 0.00 0-NF 0.00 0.00 0.00 -0.89 0.00 0.00 42.00 5091.05 3.08 3.08 1-S2n 1.80 2.01 1.71 -0.89 8.98 0.00 5093.32 5.35 5.14 2-M2c 3.09 2.85 2.85 -0.89 10.01 0.00 '84.00 126.00 5098.79 9.14 10.82 2-M2c 3.50 3.38 3.38 -0.89 13.33 0.00 135.00 5100.24 10.16 12.27 2-M2c 3.50 3.50 3.50 -0.89 14.04 0.00 5102,41 11.70 14.44 6-FFc 3.50 3.50 3.50 -0.89 15.35 0.00 '147.67 148.26 5102.51 11.77 14.54 6-FFc 3.50 3.50 3.50 -0.89 15.41 0.00 148.77 5102.61 11.84 14.64 6-FFc 3.50 3.50 3.50 -0.89 15.46 0.00 149.23 5102.69 11.90 14.72 6-FFc 3.50 3.50 3.50 -0.89 15.51 0.00 149.63 5102.76 11.95 14.79 6-FFc 3.50 3.50 3.50 -0.89 15.55 0.00 150.03 5102.83 12.00 14.86 6-FFc 3.50 3.50 3.50 -0.89 15.59 0.00 ' El. inlet face invert 5087.97 ft El. outlet invert 5085.71 ft El. inlet throat invert 0.00 ft El. inlet crest 5090.20 ft r �I SITE DATA ***** CULVERT INVERT INLET STATION INLET ELEVATION OUTLET STATION OUTLET ELEVATION NUMBER OF BARRELS SLOPE (V/H) CULVERT LENGTH ALONG SLOPE ************** 360.00 ft 5090.18 ft 0.00 ft 5085.71 ft 1 0.0063 360.01 ft CULVERT DATA SUMMARY ************************ BARREL SHAPE CIRCULAR BARREL DIAMETER 3.50 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.013 INLET TYPE CONVENTIONAL INLET EDGE AND WALL SQUARE EDGE WITH HEADWALL TNLET DEPRESSION YES r 3 1URRENT DATE: 07-10-2000 FILE DATE: 07-10-2000 CURRENT TIME: 10:08:43 FILE NAME: 504023PR IMPROVED INLET FOR CULVERT 1 - 1( 3.50 (ft) BY 3.50 (ft)) RCP DIS- HEAD- INLET OUTLET CREST FACE THROAT CHARGE WATER CONTROL CONTROL FLOW CONTROL CONTROL CONTROL TAILWATER Flow Elev. Depth Depth TYPE Elev. Elev. Elev. Elev. (cfS) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) 0 5090.20 0.00 0.00 0-NF 5090.20 5087.97 0.00 5084.82 42 5091.05 3.08 3.08 1-S2n 5091.05 5091.01 0.00 5084.82 84 5093.32 5.35 5.14 2-M2c 5091.55 5093.32 0.00 5084.82 126 5098.79 9.14 10.82 2-M2c 5091.97 5097.11. 0.00 5084.82 5100,24 10.16 12.27 2-M2c 5092,05 5098.13 0.00 5084,82 '135 148 5102.41 11.70 14.44 6-FFc 5092.17 5099.67 0.00 5084.82 148 5102.51 11.77 14.54 6-FFc 5092.17 5099.75 0.00 5084.82 149 5102.61 11.84 14.64 6-FFc 5092.18 5099.81 0.00 5084.82 149 5102.69 11.90 14.72 6-FFc 5092.18 5099.87 0.00 5084.82 150 5102.76 11.95 14.79 6-FFc 5092.18 5099.92 0.00 5084.82 150 5102.83 12.00 14.816 6-FFc 5092.19 5099.97 0.00 5084.82 ***** FALL SUMMARY ****************************** MAXIMUM ALLOWABLE FALL 2.26 ft j P "' JN :,1� INLET DEPRESSION 2.21 ft FALL SLOPE (X:1) 0.10 ' CREST WIDTH 19.00 ft I 1 I I LRENT DATE: 07-10-2000 CURRENT TIME: 10:08:43 TAILWATER 4 FILE DATE: 07-10-2000 FILE NAME: 504023PR CONSTANT WATER SURFACE ELEVATION 5 0 8 4. 8 2 ..I-- bA Yt-k- 7�or? ROADWAY OVERTOPPING DATA ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 10.00 ft **** USER DEFINED ROADWAY PROFILE CROSS-SECTION X Y COORD. NO. ft ft 5102.65 S/ 1 0.00 �nd �9gi�/ 2 5.00 5102.15 3 4 155.00 160.00 5102.15 5102.65 P� _Z/0 11 I [1 I I 1 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 Mr. Basil Harridan City of Fort Collins Water Utilities—Stormwater 235 Mathews Street Fort Collins, CO 80522 I 1 L� I I Re: Mountainridge Regional Detention Facility Drainage Certification; SBG/RBD Job No. 504-009 Dear Basil: �7CG-F tZ rT 22 October 1997 Please find enclosed as -built drawings from The Sear -Brown Group with as -built information noted in red on the drawings. Note that topography and spot elevations used for this drainage certification were provided by Land Development Services. This drainage certification includes the pond volume and outlet system capacity only. Using the "as -built" pond volume and outlet system elevations, the outlet EXTRAN model was updated and verified. Subsequently, the Pond 247 discharge -capacity rating curve was updated in the most recent McClelland's and Mail Creek Basin SWMM model. Printouts of both the EXTRAN and SWMM model input and output files are enclosed with this letter. The results of this update —compared to the approved June 19, 1996 final design report —are summarized in the following table: Parameter Units Design "As -Built" Mountainridge Regional Detention Pond 247 Maximum volume ac-ft 48.24 49.57 100-year detained volume ac-ft 43.9 42.5 Peak 100-year detained release cfs 37.4 39.5 100-year water surface elevation ft MSL 5085.29 5084.82 1 2-23 NEP. YORK•PENNSYLVAN[A COLOR.�%DO • UTAH I. STANDARDS IN EXCELLENCE EQUAL OPPORTUNITY ENIPLOYER ' RBD, Inc., Engineering Consultants MountainRidge Detention Pond 247 Capacity -Discharge Rating Curve AS -BUILT Elevation Storage Outlet Q (ft) (ac-ft) (cfs) (1) (2) ---------------------------------------- 5073.80 -------------------- 0 0 Pond bottom 1 5075.23 2.03 0 Outlet invert 5076.00 3.78 8.04 5077.00 6.67 18.09 5078.00 10.12 25.53 5079.00 14.06 28.30 5080.00 18.32 29.93 5081.00 22.84 31.61 5082.00 27.61 33.30 5083.00 32.63 34.97 5084.00 37.92 36.97 5085.00 43.51 40.06 5086.00 49.57 43.06 (3) Notes: 504-009 (i) Storage -- see Area -Capacity Rating Curve. (2) Outlet discharge interpolated from EXTRAN model output. (3) Discharge above elevation 5084 extrapolated from EXTRAN ou and does not account for any overflow weir discharge. 50 40 30 D ' rn m L 20 O 10 0 - - -- / ----------3C L------------ /---- 11�------------------------ 1( 40 5072 5074 5076 5078 5080 5082 5084 5086 Stage (ft el) -w- Discharge - Capacity :2-Z 21-Oct-97 FINAL DESIGN OF REGIONAL DETENTION POND 247 AND OUTFALL FOR THE McCLELLANDS AND MAIL CREEK BASIN FORT COLLINS, COLORADO June 19, 1996 Prepared for: Client: City of Fort Collins Stormwater Utility 235 Mathews P.O. Box 580 Fort Collins, Colorado 80522 Prepared by: RBD, Inc. Engineering Consultants A division of The Sear -Brown Group 209 S. Meldrum Fort Collins, Colorado 80521 (970) 482-5922 RBD Job No. 504-009 No Text C, 0 cc z 0 CL f Z 0 Z030 > Q a. UP CL co n z z II, Boa L!j L ANI 11 Io (Q to I to Ic Ic 0. I p ICe Z F(X; sc W 0 0. 10 < 0 03 CO m m m 03 o 0 0. 0 0 0 0 0 ILL) LJ ui be w x w x 0 w CL uj Ld L) ui LU LU u LO LO 9 ax m: m m < u u u L) U -- z [LLj It OO'Sk ANI i OO'Sk ANI i 0'60+ QS'94 AI 0 Ig.+ 0 0 z 0 pi 0 t !A i.00+9 t it t t Ot j c1r, . o co r (4n P-HFS L'i z it ott it it C41 it, I I z it 1 r 4 t 4H VNYO -1 /�d j i ;V z 0 W V) (n z J�. i co ix uj IX X 0 55 0. (>Ifg NI 0 (x P: :0 -09+ to Ln < V) cr IL z M' co co fit. Iiii... 0 LO LO H S33UX CBHDYIIV 5KG'tO6GOtOS :3nVN 'SAO RBD, Inc. WATER QUALITY CAPTURE VOLUME (WQCV): Percent impervious: Required storage: 0.19 in UDFCD Fig. 5-1 q 9 ( 9 ) WQCV = (Required storage)(Area) _ (0.19 in) / (12 in/ft) * (314.9 ac) WQCV = 4.99 ac-ft. Available WQ volume = Remaining WO volume = Tributary Area Impervious Basin ---------------------------- (ac) N 77 26.3 -------------- 45 78 74.7 37 81 24.4 45 82 30.0 65 83 33.6 35 84 22.2 75 177 11.5 41 178 11.7 14 179 13.9 67 180 29:8 40 181 18.2 45 182 17.8 45 400 2.8 75 Total 314.9 Average S" 2.23 ac-ft provided in Pond 247 2.76 ac-ft to be provided in Pond 278 2- 3,3 504-009 10/12/94 DRAINAGE CRITERIA MANUAL (V. 3) STORMWATER QUALITY MANAGEMENT 0.19 Note: Watershed inches of runoff shall apply to the entire watershed tributary to the OF Facility. FIGURE 5-1. WATER QUALITY CAPTURE VOLUME (WQCV) s-1-tsaz UDFCD I I DRAINAGE CRITERIA MANUAL(V. 3) STRUCTURAL BMPs PV&, 10.0 8.0 6.0 .c 2.0 .0 0.8( 'm 0.6( . 4 D E (D 0.4( .2 :R <D 0.21 0.1( 0.0E .OE 0.04 0.019 m Mom m 0 0 0 �A WAOMMAJI EXAMPLE: DWQ= 2.0 ft WCICV � 2,1 acre-leel SOLUTION: Req uired Area per Row = 16.5 in�2 i 1101PA loll VAJA VAKAP11 KiNSPAP r VA4A I F Add 01110WAA NUNN, Arll�ml m 0 0 MA WAR FAAr PA, v WAS I I = 0 1 111111111N 11119 AJPAA 0 11311111111 01 P011111011 WAS PAAAAFAIA 40k 0.01 - 0.2 0.4 0.6 0.8 1.0 2.0 4.0 6.0 8.0 10 20 m AA R 2 equ re rea per ow t n I JWSource:. Douglas County Storm Drainage and Technical Criteria, 1986. FIGURE 6-3. WATER QUALITY OUTLET SIZING: WET EXTENDED DETENTION BASIN RETENTION POND Rev. 3-1r1994 UDFCD: .,,..-.WITH A 12-HOUR DRAIN TIME OF THE CAPTURE VOLUME 4V ou DRAINAGE CRITERIA MANUAL (V. 3) STRUCTURALBMPs Threaded Cap Removable 8 Lockable Overflow Grate for Larger Storms Stiff Steel Screen for __' Water Quality Capture ..a::`. �'u•:•� Trash Skimmer Volume Level;;r. Open on Top & Bottom Perforated Holes Above Permanent Pool Permanent Pool Level ,t•.::: .,;..:.. •. "" 2 feeRs t".• ,., .. Permanent Pool Trash Rs > 4D of Riser Skimmer Pond Bottom See Detail Drain Valve Concrete Access Pit Outlet Pipe—► Water Quality (min. 3 ft) Riser Pipe (See Detail) Notes: 1. Alternate designs are acceptable as long as the hydraulics provides the required emtying times. 2. Use trash skimmer screens of stiff green steel material to protect perforated riser. Must extend Size Base to Prevent from the top of the riser to 2 ff. below the OUTLET WORKS Hydrostatic Uplift permanent pool level. NOT TO SCALE Notes: 1. Minimum number of holes = 8 2. Minimum hole diameter = 1/8" Dia. Rows 4 1-1/2"diameter Air Vent in Threaded Cap O Water Quality Outlet Holes O O Ductile Iron or Steel Pipe WATER QUALITY RISER PIPE NOT TO SCALE Maximum Number of Perforated Columns Riser Diameter Hole Diameter, inches 1/4" 1/2" 3/4' 1' (in.) 4 8 8 6 12 12 9 8 16 16 12 8 10 20 20 14 10 12 24 24 18 12 Hole Diameter Area (in.) (in. 2) 1 /8 0.013 1 /4 0.049 318 0.110 1/2 0.196 518 0.307 3/4 0.442 7/8 0.601 1 1 0.785 FIGURE 6-2. WATER QUALITY OUTLET FOR A WET ,,..,,... EXTENDED DETENTION BASIN 9-1-1992 UDFCD / The Sear -Brown Group Westfield Park 504-023 Water Quality Outlet Riser Columns Hole Hole Hole Area Remarks Diameter (in) (#) Diameter (in) Unit Area (in2) per Row (in2) Single Riser Trials: 4 8 0.50 0.196 1.571 6 9 0.75 0.442 3.976 8 8 1.00 0.785 6.283 10 10 1.00 0.785 7.854 12 12 1.00 0.785 9.425 Dual Riser Trials: 2x8 8 1.00 0.785 12.566 2x8 12 0.75 0.442 10.603 2xl0 7 1.00 0.785 10.996 2x10 13 0.75 0.442 11.486 Plate Trials: 24 7 1.00 0.785 5.498 3" O.C. 28 13 0.75 0.442 5.743 2" O.C. 70 23 1.00 0.785 18.064 3" O.C. 31-Jul-2000 Worksheet Worksheet for Circular Channel 7 Worksheet PVC WQ Outlet Flow Element Circular Channel Method Manning's Formula Solve For Full Flow Capacity Input Data Mannings Coefficient 0.010 Channel Slope 0.0069ft/ft 65arnc_ Diameter 12.00 in 1 1h Pr0f IAiG I` Wo1 -� �a SS wQC� co u-H,✓t s G/ ✓� . r�11762- Results Depth 1.00 ft Discharge 3.85 cfs Flow Area .0.79 ft2 Wetted Perimeter 3.1.4 ft Top Width 0.00 ft TkA IZ'/ PVL Critical Depth 0.83 ft SGr2E>=� Percent Full 100.00 Critical Slope 0.006699 ft/ft Velocity 4.90 ft/s W 6t LV Velocity Head 0.37 ft �kE71F D/(op TNI,�T WgLI Specific Energy FULL ft Froude Number FULL Maximum Discharge 4.14 cfs Full Flow Capacity 3.85 cfs Full Flow Slope 0.006900 ft/ft -QwQ- / - oo �J29� l n I�n1 a. < wacv sc�-n/p(�� = 05/10/98 The Sear -Brown Group, Inc. FlowMaster v5.12 04:57:37 PM Haestad Methods, Inc. 37 Brookside Road Waterbury;, CT 06708 (203) 755-1666 Page 1 of 1 POND 278 EMERGENCY OVERFLOW ANALYSIS 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 RBD INC. ENGINEERING CONSULTANTS WEIR SECTION FLOW DATA Pond 278 Overflow Weir WEIR COEF. 3.000 STA ELEV 0.0 2.65 5.0 2.15 155.0 2.15 160.0 2.65 ELEVATION DISCHARGE (feet) (cfs) 2.15 0.0 2.25 14.3 2.35 40.6 2.45 75.0 2.55 116.0 2.65 162.8 W6 r- J a -y�' ' SWMM input file MCMAILWI.DAT: 2 1 1 z 3 4 TERSHED MAIL CREEK BASIN, 100-YEAR STORM, DEVELOPED CONDITIONS 1998, DETENTION POND 278 VISED 28 JULY, 2000 SBG (ddh) FILE: MCMAILWI.DAT 1 170 000 5. 1 1. 1 24 5. 1.0 1.14 1.33 2.23 2.84 5.49 9.95 4.12 2.48 1.46 1.22 1.06 1.0 .95 .91 .87 .84 .81 .78 .75 73 .71 .69 .67 Prepared for: City of Fort Collins * SWMM developed condition, 100-yr recurrence interval 2 .016 .250 .1 1 51 102800. 97.7 30.0 .040 1 52 113100. 35.1 35.0 .064 1 53 2111400, 34.4 35.0 .032 1 54 142200. 12.5 90.0 .048 1 55 261 900. 11.5 90.0 .016 1 56 2625000. 99.5 90.0 .016 1 57 2902200. 75.8 75.0.0088 1 58 162700. 41.2 45.0 .032 1 59 161260. 9.6 45.0.0134 1 159 331000. 6.1 45.0 .01 1 60 352830. 59.0 45.0 .016 1 61 421250, 16.3 45.0 .016 1 62 383000. 47.9 50.0 .016 1 162 3622200. 24.7 45.0 .015 1 63 33 950. 16.2 65.0 .01 1 165 3654600. 27.0 45.0 .016 '1 66 2663862. 13.3 45.0 .01 1 166 3663891. 13.4 45.0 .01 1 167 3674400. 21.5 45.0 .01 1 168 3682800. 13.0 45.0 .01 1 170 3703000, 30.8 45.0 .01 1 171 3711600. 23.2 45.0 .01 1 172 3722000. 3.1 45.0 .01 1 173 3734600. 39.2 45.0 .010 1 164 3642600. 32.9 45.0 .010 '1 65 2104420. 20.3 50.0 .064 1 67 362700. 34.7 45.0.0088 1 68 325200. 50.7 45.0 .016 1 69 3183600. 6.6 45.0 .011 '1 70 2543000. 16.7 45.0 .016 1 71 18 302. 9.7 65.0.0143 1 72 1392900. 52.3 50.0 .032 1 73 29 702. 13.7 50.0.0235 '1 74 27 734. 5.9 45.0.0104 1 75 2511225 53.6 34.9.0134 1 175 243357. 13.1 39.0 .015 1 76 2211600. 39.7 65.0 .016 1 176 373311. 13.8 42.4 .019 1 77 442717. 16.0 28.0 .012 1 177 46 901. 15.4 41.0 .020 1 78 494912. 61.1 37.0 .016 '* WESTFIELD PARK '1 178 482463, 16.1 25.0 .035 1 79 399588. 37.3 24.2 .019 1 179 2802025. 20.1 67.0 .020 1 80 317386. 18.4 45.6 .032 1 186 263094. 13.7 31.2 .032 1 81 2041000. 24.4 45.0 .016 1 181 203 900. 16.2 45.0 .016 .Ai 1 182.. 2061200. 17.8 45.0 .016 t YfNVF 1- - 82' 2012653. 33.0 68.2.0091 "`DIVIDE BASIN 83 TO REFLECT FLOW TO POND 831 aV-1•• 83 3478337.28.71 35.0 .020 114 831 8311420. 4.89 35.0 .020 1'V 84 842800. 22.2 75.0.0072 1 '85" 1115 900, 16.1 45.0 .016 1 86 345132. 29.1 34.4 .032 1 87 2871385. 33.3 25.0 .020 1 88 28 417. 11.0 25.0.0154 1 89._ 412622. 6.6 86.1 .032 1 1805;5-111325-28.0.38.0-.012 3 .51 .5 .0018 July 31, 2000 d-Vl ' 1 90 288 716 7.9 25.0 .020 1 189 379 647 20.8 50.0 .013 0 3 1 177 178 180 10 1 0 1 10.0 3400. .011 4.0 4.0 .044 12.0 11 10 0 1 10.0 1900. .013 2.5 2.5 .047 16.0 12 210 0 1 10.0 400. .011 2.0 2.0 .068 12.0 13 12 0 1 8.0 150. .011 0.0 0.0 .013 8.0 14 13 0 1 8.0 800. .0159 0.0 0.0 .013 6.0 15 14 6 2 .1 1. 1.005 0.0 0.0 .013 0.1 .0 .0 .0 3.0 .1 103.6 .4 233.4 1.1 460.4 1.6 643.8 16 15 0 1 10.0 2050. .011 4.0 4.0 .035 5.0 17 16 0 1 2.0 1050. .005 4.0 4.0 .035 5.0 ' 18 16 0 1 2.0 1400. .014 4.0 4.0 .035 5.0 19 107 0 1 4.0 700. .011 4.0 4.0 .035 6.0 20 320 0 3 1. 21 20 0 1 2.0 1500. .005 4.0 4.0 .035 5.0 REGENCY REGIONAL DETENTION FACILITY 22 21 10 2 0.1 1. .005 0.0 0.0 .013 0.1 0.0 0.0 0.28 3.5 1.55 8.9 3.96 12.0 7.65 14.0 13.06 17.5 19.95 20.0 27.46 21.0 35.31 22.8 43.48 66, 23 39 0 1 12.0 1300. .0056 4.0 4.0 .030 5.0 WOODRIDGE DETENTION POND 230 24 10 2 0.0 50. .005 0.0 0.0 .013 0.0 0.0 0.0 0.07 2.60 1.00 25.60 1.62 43.78 2.62 69.62 3.62 110.19 4.83 150.41 6.04 193.45 7.47 237.48 8.90 280.98 SENECA STREET/REGENCY DRIVE CULVERTS AND CHANNEL 24 222 0 5 4.95 1600. .004 0.0 0.0 .013 4.95 20.0 1600. .010 5.0 5.0 .060 8.0 25 222 0 1 2.0 2000. .005 4.0 4.0 .035 5.0 26 23 0 1 1.0 1320. .02 10.0 5.0 .060 5.0 27 19 0 1 10.0 1100. .012 1.0 10.0 .035 5.0 288 287 0 1 2.0 670. .013 4.0 4.0 .035 5.0 ' 287 379 0 1 2.0 1730. .016 1.0 10.0 .035 5.0 28 29 0 1 10.0 1100. .020 10.0 10.0 .035 5.0 379 30 0 1 10.0 1200. .005 1.0 50.0 .035 5.0 29 30 0 1 10.0 900. .020 10.0 10.0 .035 5.0 139 17 0 1 2.0 2400. .011 4.0 4.0 .035 5.0 30 139 0 3 31 23 0 5 2.75 750. .013 0.0 0.0 .013 2.75 70.0 750..006 50.0 50.0 .016 10.0 32 105 0 4 .50 2600. .007 12.0 12.0 .016 0.5 ' 10. 2600. .007 20.0 20.0 .020 10. 33 14 7 2 0.1 280. .003 0.0 0.0 .013 .1 .13 14. .61 30. 1.72 57. 2.58 93. 3.70 127. 5.30 155. 26.7 204. ' 34 23 0 5 1.75 950. .0051 0.0 0.0 .013 1.75 70.0 950. .006 50.0 50.0 .016 10.0 35 102 0 4 0.5 1370. .0164 12.0 12.0 .016 .5 10.0 1370. .0164 20.0 20.0 .020 10. ' 36 321 0 4 .5 1500. 007 12.0 12.0 .016 5 10. 1500. .007 20.0 20.0 .020 10. 37 24 0 4 0.5 850. .0149 50.0 50.0 .016 0.5 50.0 850. .0149 20.0 20.0 .016 10.0 38 245 0 1 4.0 1200. .01 4.0 4.0 .035 5.0 ' POND 230 INFLOW 39 230 0 3 1. 40 375 0 4 .5 900. .011 12.0 12.0 .016 .5 10.0 900. .011 20.0 20.0 .020 5.0 FUTURE WOODRIDGE COMMERCIAL DETENTION POND 41 31 3 2 0.0 50. .005 0.0 0.0 .013 0.0 0.0 0.0 1.2 2.40 2.0 2.40 42 102 0 5 2.0 1180. .015 10.0 0.0 .013 2.0 1.0 1180. .015 20.0 20.0 .016 5.0 ' TROUTMAN PARK REGIONAL DETENTION POND 43 42 11 2 0.1 1. .005 0.0 0.0 .013 0.1 0.0 0.0 0.69 4.75 2.64 12.01 5.15 16.2 8.55 18.92 13.14 20.75 18.84 22.07 25.58 23.39 28.93 24.05 30.61 46.78 32.29 213.46 84 45 3 2 0.1 1. .005 0.0 0.0 .013 0.1 0.0 0.0 6.77 6.80 10.0 10.0 45 347 0 1 2.0 1250. .005 4.0 4.0 .035 5.0 46 347 0 1 2.0 1550. 015,,, �, 4, 0 4.0 .035 5.0 -yam 44 47 0 1 4.0 1100. .01 4.0 4.0 .016 5.0 47 48 0 2 5.0 342. .0102 0 0 .013 5.0 48 50 0 1 6.0 740. 0089 6.0 8.0 .035 5.0 ' 49 48 0 1 4.0 '2600. .005 4.0 4.0 .035 5.0 WESTFIELD PARK POND 50 378 0 2 7.1 156 .031 0.0 0.0 .013 7.1 51 378 0 1 45.0 500. .008 10.0 10.0 .020 5.0 261 13 0 2 3.5 900. .003 0.0 0.0 .013 3.5 262 261 0 2 3.0 3400. .0025 0.0 0.0 .013 3.0 100 11 12 1 19.5 50. .005 0.0 0.0 .013 0.5 0.0 0.0 3.9 51.0 5.9 96. 7.6 140. 11.0 260.0 12.7 300.0 14.5 340. 17. 390. ' 20.0 490.0 22.6 740.0 25.0 1070. 27.5 1626. 101 211 7 1 35.0 3. .0001 .013 0.5 0.0 0.0 0.7 13.2 1.4 74.9 2.1 141.1 2.8 288.9 4.3 831.5 5.9 1742.9 211 100 0 3 1. ' 102 33 9 2 0.1 1. 0.1 0.0 0.0 .024 0.1 0.0 0.0 0.4 3.8 1.4 10.5 4.4 16.0 7.7 20.0 11.1 24.0 13.3 25.0 15.9 36.1 19.71910.0 ' 103 33 7 2 0.1 1. 0.1 0.0 0.0 .024 0.1 0.0 0.0 1.1 4.2 1.8 9.3 3.5 14.0 5.2 16.0 6.2 41.0 7.3 590.0 104 38 9 2 .1 10. 1 0.0 0.0 .1 .1 0. 0. .84 6. 2.6 10.5 5.2 13.5 8.7 16. 10.8 16.5 12.8 17. 15.3 18. 19.3 45. 105 319 5 2 0.1 50. 0.01 0.0 0.0 .013 0.1 0.0 0.0 1.5 2.8 3.9 4.5 6.7 6.1 ' 9.9 196.9 107 318 6 2 0.1 1. 0.1 0.0 0.0 .020 0.1 0.0 0.0 0.1 20.0 0.3 39. 0.7 58.0 1.1 68.0 1.6 80.0 185 22 0 1 2.0 850. .010 4.0 4.0 .035 5.0 210 101 0 3 5. 222 22 0 3 5. 243 43 0 3 5. 244 104 0 3 5. 245 103 0 3 5. 200 47 0 5 4.5 2500. .0099 0.0 0.0 .013 4.5 5.0 2500. .0099 4.0 4.0 .035 5.0 202 208 0 1 2.0 1170. .01 4.0 4.0 .060 2.0 ' 201 200 0 1 2.0 1400. .005 4.0 4.0 .060 5.0 203 207 0 1 2.0 900. .018 4.0 4.0 .060 2.0 204 208 0 1 2.0 970. .005 4.0 4.0 .035 3.0 205 204 6 2 0 100. .08 0.0 0.0 .024 0 0.0 0.0 0.33 0.0 0.68 2.93 1.06 7.69 ' 1.47 10.0 1.91 100.0 206 205 0 1 2.0 1200. .020 4.0 4.0 .060 2.5 207 202 4 2 0 50. .010 0.0 0.0 .024 0 0.0 0.0 0.94 0.0 1.31 3.99 1.70 100.0 ' 208 200 0 3 5. 221 20 0 1 2.0 1600. .010 4.0 4.0 .035 5.0 * MOUNTAINRIDGE REGIONAL DETENTION POND 247 AND 831 (AS -BUILT -- 21 OCT 97) 347 247 0 3 5. 831 347 9 2 .1 .1 .005 0.0 0.0 .013 .1 ' 0.0 0.0 0.03 3.16 0.22 10.45 0.40 18.63 0.65 24.50 0.90 28.68 1.22 31.20 1.54 33.70 1.79 41.62 247 366 14 2 0 193. .0026 0.0 0.0 .013 0 ' 0.0 0.0 2.03 0.61 3.78 7.97 6.67 17.94 10.12 25.67 14.06 28.18 18.32 29.94 22.84 31.62 27.61 33.30 32.63 34.97 37.92 36.97 43.51 40.05 46.54 41.55 49.57 211.15 254 107 0 4 0.5 1100. .004 12.0 12.0 .016 0.5 10. 1100. .004 20.0 20.0 .020 10. s,;JW266"366 0 1 10.0 800. .005 4.0 4.0 .035 5.0 2706 272. 0 1 10.0 1000. .0001 2.0 2.0 .035 5.0 v -1 271 272 8 3 1. 0.0 0.0 .083 155. 0.2 155. 0.3 155. 0.5 . 155. 1.0 155. 2.0 155. 3.0 155. 272 12 0 1 10.0 100. .0001 2.0 2.0 .035 25.0 MOUNTAINRIDGE REGIONAL DETENTION POND 278--PROPOSED ij&378 278 0 3 5. 2`278 347 14 2 0.0 360. .0083 0.0 0.0 .013 0.0 Jr: 0.0 .Z!" 0.0'" 1.20i t.: 0.00 2.78 0.00 4.52 0.00 Jir 6.41i?iC-0.00. 0.00.__ 10.69 0.00 13.13 0.00 ' 15.79 0.00 18.71 0.00 21.98 0.00 25.56 0.00 29.37 103.19 31.38 200.72 279 46 4 2 0.1 50, 005 0.0 0.0 .013 0.1 ' 0. 0. 0.18 4. 0.84 13. 2.10 20. 280 279 0 1 2.0 1400. .01 4.0 4.0 .060 5.0 290 270 0 2 5.0 100. .0006 0. 0. .013 5.0 -1 300 301 8 3 1. 0.0 0.0 0.083 80.0 0.2 80.0 0.5 80.0 1.0 80.0 2.0 80.0 3.0 80.0 4.0 80.0 301 33 0 3 1. 318 319 0 1 4.0 1900. .011 4.0 4.0 .035 6.0 319 16 0 3 1. 32020 19 7 2 .1 10. .1 0.0 0.0 .1 .1 0. 0. .18 16. .65 30. 1.4 45. 2.39 54. 3.75 62. 5.1 208. 321 35 11 2 .1 10. .1 0.0 0.0 .1 .1 0. 0. .06 5. .12 10. .27 13. ' .41 22. .59 33. .76 45. .97 55. 1.17 70. 1.41 82.5 1.64 97.6 362 374 0 4 .5 1100. .008 12.0 12.0 .016 .5 10.0 1100. .008 20.0 20.0 .020 5.0 364 399 0 4 .5 1800. .008 12.0 12.0 .016 .5 10.0 1800. .008 20.0 20.0 .020 5.0 365 369 0 4 .5 2300. .007 12.0 12.0 .016 .5 10.0 2300. .007 20.0 20.0 .020 5.0 366 371 0 1 10.0 1350. .005 4.0 4.0 .035 5.0 ' 367 244 0 1 5.0 2200. .010 10.0 10.0 .060 3.0 368 372 0 4 .5 1400. .011 12.0 12.0 .016 .5 10.0 1400. .011 20.0 20.0 .020 5.0 369 244 0 1 5.0 570. .005 4.0 4.0 .035 5.0 ' 370 244 0 5 2.0 950. .007 0.0 0.0 .013 2.0 2.0 950. .007 20.0 20.0 .020 5.0 371 243 0 1 17.0 800. .005 3.0 3.0 .035 5.0 372 40 0 4, 5 1000. 011 12.0 12.0 .016 .5 10.0 1000. .011 20.0 20.0 .020 5.0 373 243 0 5 2.5 2300. .010 0.0 0.0 .013 2.5 2.0 2300. .010 20.0 20.0 .020 5.0 374 245 0 4 .5 1050. .004 12.0 12.0 .016 .5 10.0 1050. .004 20.0 20.0 .020 5.0 ' 375 245 0 5 3.0 1800. .002 0.0 0.0 .015 3.0 2.0 1800. .004 20.0 20.0 .020 5.0 399 370 7 2 0.1 50. .010 0.0 0.0 .015 0.1 0. 0. .10 1.7 0.6 2.7 1.7 3.4 3.2 4.1 4.8 4.6 6.4 5.0 0 9 1 278 247 43 50 831 347 200 201 �378 DPROGRAM 1 a,w 11 ' SWMM output file MCMAILWI.OUT: (EXCERPT) July 31, 2000 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 *** MAIL CREEK BASIN, 100-YEAR STORM, DEVELOPED CONDITIONS 1998, DETENTION POND 278 REVISED 28 JULY, 2000 SBG (ddh) FILE: MCMAILW1.DAT UMBER OF TIME STEPS 170 NTEGRATION TIME INTERVAL (MINUTES) 5.00 ,1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH OR 24 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES OR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR 1.00 1.14 1.33 2.23 2.84 5.49 9.95 4.12 2.48 1.46 1.22 1.06 1.00 .95 .91 .87 .84 .81 .78 .75 .73 .71 .69 .67 AIL CREEK BASIN, 100-YEAR STORM, DEVELOPED CONDITIONS 1998, DETENTION POND 278 EVISED 28 JULY, 2000 SBG (ddh) FILE: MCMAILWI.DAT RUBAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(1N) 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 .300 .51 .50 .00180 51 10 2800.0 97.7 30.0 .0400 .016 .250 .100 .300 .51 .50 .00180 1 52 11 3100.0 '5.1 35.0 .0640 .016 .250 .100 .300 .51 .50 .00180 1 53 211 1400.0 34.4 35.0 .0320 .016 .250 .100 .300 .51 .50 .00180 1 54 14 2200.0 12.5 90.0 .0480 .016 .250 .100 .300 .51 .50 .00180 1 55 261 900.0 11.5 90.0 .0160 .016 .250 .100 .300 .51 .50 .00180 1 '56 262 5000.0 99.5 90.0 .0160 .016 .250 .100 .300 .51 .50 .00180 1 57 290 2200.0 75.8 75.0 .0088 .016 .250 .100 .300 .51 .50 .00180 1 58 16 2700.0 41.2 45.0 .0320 .016 .250 .100 .300 .51 .50 .00180 1 59 16 1260.0 9.6 45.0 .0134 .016 .250 .100 .300 .51 .50 .00180 1 159 33 1000.0 6.1 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 60 35 2830.0 59.0 45.0 .0160 .016 .250 .100 .300 .51 .50 .00180 1 ;A6 . 61.. ,..- 42 1250.0 16.3 45.0 .0160 .016 .250 .100 .300 .51 .50 .00180 1 62 38 3000.0 47.9 50.0 .0160 .016 .250 .100 .300 .51 .50 .00180 1 ''jW62 - 362 2200.0 24.7 45.0 .0150 .016 .250 .100 .300 .51 .50 .00180 1 63 33" - 950.0 16.2 65.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 1v!165 365• 4600.0 27.0 45.0 .0160 .016 .250 .100 .300 .51 .50 .00180 1 66 266 3862.0 13.3- 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 166 "' 366 3891.0 13.4=- 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 :.•` 367 4400.0 21.5--- 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 '167 168.1- 368 - 2800.0 - 13.0-. - 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 170.._ 370.,..::.-3000.0-•..30.8....... 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 171!: _-- 371',,.__- 1600.00.dv-- 23.2E9ie - 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 l72`'"ttu .3725'�±^�2000.011"^�- 3.1 WTW45.0 .0100 .016 .250 .100 _. , -300 .51 .50 .00180 1 27.54(S) .06( ) .07( ) .02( ) 15.93(S) 25.57(S) .00( ) .00( ) .00( ) 11 ' 15. 23.79 .11 .08 .01 28.88 .15 5.54 .12 .00 27.57(S) .06( ) .07( ) .02( ) 15.75(S) 25.57(S) .00( ) .00( ) .00( ) ' 11 20. 23.80 .11 .08 .01 28.80 .15 .00 .11 .00 27.61(S) .06( ) .07( ) .02( ) 15.57(S) 25.57(S) .00( ) .00( ) .00( ) 11 25. 23.80 .11 .08 .01 28.73 .14 5.45 .11 .00 27.64(S) .06( ) .07( ) .02( ) 15.39(S) 25.57(S) .00( ) .00( ) .00( ) ' 11 30. 23.81 .10 .07 .01 28.66 .13 .00 .10 .00 27.68(S) .05( ) .07( ) .02( ) 15.21(S) 25.56(S) .00( ) .00( ) .00( ) 11 35. 23.82 .10 .07 .01 28.58 .13 5.35 .10 .00 27.71(S) .05( ) .07( ) .02( ) 15.03(S) 25.56(S) .00( ) .00( ) .00( ) 11 40. 23.82 .09 .07 .01 28.51 .12 .00 .09 .00 27.75(S) .05( ) .07( ) .02( ) 14.85(S) 25.56(S) .00( ) .00( ) .00( ) 11 45. 23.83 .09 .06 .01 28.43 .12 5.26 .09 .00 27.78(S) .05( ) .06( ) .02( ) 14.68(S) 25.56(S) .00( ) .00( ) .00( ) 11 50. 23.84 .09 .06 .01 28.36 .11 .00 .09 .00 27.81(S) .05( ) .06( ) .02( ) 14.50(S) 25.56(S) .00( ) .00( ) .00( ) 11 55. 23.84 .08 .06 .01 28.29 .11 5.17 .08 .00 27.85(S) .05( ) .06( ) .02( ) 14.32(S) 25.56(S) .00( ) .00( ) .00( ) 12 0. 23.85 .08 .06 .01 28.21 .10 .00 .08 .00 27.88(S) .05( ) .06( ) .02( ) 14.14(S) 25.56(S) .00( ) .00( ) .00( ) 12 5. 23.85 .08 .05 .01 28.12 .10 5.08 .08 .00 27.91(S) .05( ) .06( ) .02( ) 13.97(S) 25.56(S) .00( ) .00( ) .00( ) 12 10. 23.86 .07 .05 .01 28.01 .09 .00 .07 .00 27.94(S) .05( ) 06( ) .02( ) 13.79(S) 25.56(S) 00( ) .00( ) .00( ) 12 15. 23.87 .07 .05 .01 27.90 .09 5.00 .07 .00 27.97(S) .05( ) .06( ) .02( ) 13.62(S) 25.56(S) .00( ) .00( ) .00( ) 12 20. 23.87 .07 .05 .00 27.79 .09 .00 .07 .00 28.00(S) .05( ) .06( ) .02( ) 13.44(S) 25.56(S) .00( ) .00( ) .00( ) 12 25. 23.88 .07 .05 .00 27.68 .08 4.92 .07 .00 28.02(S) .04( ) .05( ) .02( ) 13.27(S) 25.56(S) .00( ) .00( ) .00( ) 12 30. 23.88 .06 .04 .00 27.56 .08 .00 .06 .00 28.05(S) .04( ) .05( ) .02( ) 13.09(S) 25.56(S) .00( ) .00( ) .00( ) 12 35. 23.89 .06 .04 .00 27.45 .08 4.84 .06 .00 28.08(S) .04( ) .05( ) .02( ) 12.92(S) 25.56(S) .00( ) .00( ) .00( ) 12 40. 23.89 .06 .04 .00 27.35 .07 .00 .06 .00 28.10(S) .04( ) .05( ) .02( ) 12.75(S) 25.56(S) .00( ) .00( ) .00( ) 12 45. 23.90 .06 .04 .00 27.24 .07 4.77 .06 .00 28.13(S) .04( ) .05( ) .02( ) 12.58(S) 25.56(S) .00( ) .00( ) .00( ) 12 50. 23.90 .05 .04 .00 27.13 .07 .00 .05 .00 28.15(S) .04( ) .05( ) .02( ) 12.41(S) 25.56(S) .00( ) .00( ) .00( ) 12 55. 23.91 .05 .04 .00 27.02 .07 4.69 .05 .00 28.18(S) 04( ) 05( ) 02( ) 12.24(S) .25.56(S) .00( ) 00( ) 00( ) 13 0. 23.91 .05 .03 .00 26.91 .06 .00 .05 .00 28.20(S) .04( ) .05( ) .02( ) 12.07(S) 25.56(S) .00( ) .00( ) .00( ) 13 5. 23.92 .05 .03 .00 26.80 .06 4.62 .05 .00 28.22(S) .04( ) .05( ) .02( ) 11.90(S) 25.56(S) .00( ) .00( ) .00( ) ' 13 10. 23.92 .05 .03 .00 26.70 .06 .00 .05 .00 28.24(S) .04( ) .05( ) .02( ) 11.73(S) 25.56(S) .00( ) .00( ) .00( ) 13 15. 23.92 .05 .03 .00 26.59 .06 4.55 .05 .00 28.26(S) .04( ) .05( ) .02( ) 11.56(S) 25.56(S) .00( ) .00( ) .00( ) 13 20. 23.93 .04 .03 .00 26.48 .05 .00 .04 .00 28.28(S) .04( ) .04( ) .02( ) 11.39(S) 25.56(S) .00( ) .00( ) .00( ) 13 25. 23.93 .04 .03 .00 26.38 .05 4.48 .04 .00 28.30(S) .04( ) .04( ) .02( ) 11.23(S) 25.56(S) .00( ) .00( ) .00( ) 13 30. 23.94 .04 .03 .00 26.27 .05 .00 .04 .00 . 28.32(S) .04( ) .04( ) .02( ) 11.06(S) 25.56(S) .00( ) .00( ) .00( ) 13 35. 23.94 .04 .03 .00 26.16 .05 4.41 .04 .00 28.34(S) .04( ) .04( ) .02( ) 10.90(S) 25.56(S) .00( ) .00( ) .00( ) 13 40. 23.94 .04 .03 .00 26.06 .05 .00 .04 .00 28.35(S) .04( ) .04( ) .02( ) 10.73(S) 25.56(S) .00( ) .00( ) .00( ) 13 45. 23.95 .04 .02 .00 25.96 .05 4.35 .04 .00 28.37(S) .03( ) .04( ) .02( ) 10.57(S) 25.56(S) .00( ) .00( ) .00( ) 13 50. 23.95 .04 .02 .00 25.85 .04 .00 .04 .00 28.38(S) .03( ) .04( ) .02( ) 10.40(S) 25.56(S) .00( ) .00( ) .00( ) 13 55. 23.95 .03 .02 .00 25.75 .04 4.28 .04 .00 28.40(S) .03( ) .04( ) .02( ) 10.24(S) 25.56(S) .00( ) .00( ) .00( ) '14 0. 23.95 .03 .02 .00 25.58 .04 .00 .03 .00 - 28.41(S) .03( ) .04( ) .02( ) 10.08(S) 25.56(S) .00( ) .00( ) .00( ) ' 14 5. 23.96 .03 .02 .00 25.22 .04 4.22 .03 .00 28.42(S) .03( ) .04( ) .02( ) 9.92(0 25.56(S) .00( ) .00( ) .00( ) 14 10. 23.96 .03 .02 .00 24.87 .04 .00 .03 .00 28.44(S) .03( ) .04( ) .02( ) 9.76(S) 25.56(S) .00( ) .00( ) .00( ) IHE FOLLOWING CONVEYANCE ELEMENTS WERE SURCHARGED p' UR1NG THE SIMULATION. THIS COULD LEAD TO ERRORS N THE SIMULATION RESULTS!! 11 261 262 290 lHE FOLLOWING CONVEYANCE ELEMENTS HAVE NUMERICAL STABILITY PROBLEMS THAT LEAD TO HYDRAULIC SCILLLATIONS DURING THE SIMULATION. 12 13 14 15 22 31 33 41 42 43 44 47 48 50 51 84 100 101 102 103 104 105 107 205 207 230 247 261 272 278 279 290 320 321 399 831 MAIL CREEK BASIN, 100-YEAR STORM, DEVELOPED CONDITIONS 1998, DETENTION POND 278 9 EVISED 28 JULY, 2000 SBG (ddh) FILE: MCMAILWI.DAT *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS *** ' CONVEYANCE PEAK ELEMENT (CFS) STAGE STORAGE TIME (FT) (AC -FT) (HR/MIN) ' 1 1154.2 (DIRECT FLOW) 1 15. 10 1154.2 5.1 1 15. 11 1089.3 5.6 1 5. 12 1075.1 7.3 0 50. 13 866.7 5.2 0 50. 14 803.6 4.3 0 50. 15 621.6 .1 1.5 0 50. 16 620.2 3.5 0 50. 17 382.7 4.1 0 45. 18 43.7 1.4 0 40. 19 91.2 1.8 1 5. 20 207.1 (DIRECT FLOW) 0 40. 21 39.1 1.6 2 50. 22 39.4 .1 38.4 2 40, 23 300.8 2.6 0 40. 24 268.2 6.7 1 0. 25 225.0 3.4 0 40. 26 64.3 1.6 0 40. 27 26.4 .7 0 40. 28 26.6 .5 0 40. 29 88.5 1.0 0 40. 30 222.0 (DIRECT FLOW) 0 40. ' 31 32 126.6 209.5 3.0 1.4 0 0 35. 40. 33 189.8 .1 20.5 2 20. 34 147.3 2.2 0 40. 35 307.0 1.3 0 40. 36 143.5 1.2 0 40. 37 79.4 .5 0 35. 38 236.5 2.8 0 40. 39 443.7 (DIRECT FLOW) 0 35. 40 74.5 .9 0 45. ' 41 2.4 .0 1.6 2 0. 42 87.2 2.7 0 40. 43 24.0 .1 28.4 14 10. 44 6. 1.1 0 . 45 5.33 5 .7 2 20. 20 46 62.6 2.0 0 40. 47 275.4 4.4 0 40. 48 505.6 3.1 0 45. 49 186.5 2.9 0 40. 50 506.0 3.3 0 45. 51 200.6 .8 0 35. 84 5.3 .1 5.3 2 10. 100 1051.9 .5 24.5 1 5. 101 1094.5 .5 4.7 0 50. 102 145.8 .1 16.1 1 25. 1034_"-'' 307.3 .1 6.7 0 50. `Gi 7'lw104'n7-_- 22.5 .1 16.0 2 25. ti -M105}_' 52.3 .1 7.5 1 20. i(f' "T 107 -' ' 99.7 .1 2.4 1 15. 139: ::.:...-389.3 3.6 0 40. 185... -- 69.2 1.8 0 40. 200 215.4 4.9ri, '- 0 45. 201 154.7 3.6'' 0 40. 202 27.4 1.5 1 0. 203 "` 67.9 2.0 0 40. ,:ups. 204k),i' %gam 98.7a - 2.4 0 40. F LJ /Y7 205 38.2 .0 1.6 0 55. 206 74.7 2.0 0 40. 207 40.0 .0 1.5 0 50. ' 208 98.7 (DIRECT FLOW) 0 40. 210 1101.3 (DIRECT FLOW) 0 55. 211 1149.1 (DIRECT FLOW) 0 50. 221 199.0 2.8 0 40. 222 418.9 (DIRECT FLOW) 0 40. 230 237.4 .0 7.5 0 55. 243 374.4 (DIRECT FLOW) 0 40. 244 326.2 (DIRECT FLOW) 0 40. 245 369.6 (DIRECT FLOW) 0 40. ' 247 34.1 .0 30.0 4 0. 254 86.4 1.1 0 40. 261 59.3 3.5 1.1 0 50. 262 35.9 3.0 21.5 2 5, 266 73.4 1.5 0 40. ' 270 68.6 4.4 3 25. 271 155.6 (DIRECT FLOW) 0 5. 272 223.6 7.7 3 15. 278 170.8 .0 30.8 1 40. 279 23.2 .1 2.7 1 280 109.9 2.7 0 40. 287 107.8 1.8 0 40. 1 288 290 27.8 68.6 1.1 5.0 8.9 0 1 40. 30. 300 80.3 (DIRECT FLOW) 0 5. 301 80.3 (DIRECT FLOW) 0 5. 318 104.1 1.9 1 15. 319 156.2 (DIRECT FLOW) 1 20. 320 81.2 .1 3.9 1 5. 321 91.6 .1 1.5 0 50. 347 291.8 (DIRECT FLOW) 0 35. 362 364 114.8 134.2 1.1 1.1 0 0 40. 40. 365 124.0 1.1 0 40. 366 135.9 2.0 0 40. 367 68.1 1.5 0 45. 368 67.3 .8 0 40. ' 369 115.0 2.3 0 40. 370 143.2 3.1 0 40. 371 218.3 2.2 0 40. 372 82.8 .9 0 40. 373 156.1 3.5 0 40. 374 101.3 1.1 0 40. 375 50.4 3.7 0 50. 378 636.8 (DIRECT FLOW) 0 40. 379 149.2 1.3 0 45. 399 5.0 .1 6.5 2 40. 831 15.4 .0 .3 0 45. �NDPROGRAM PROGRAM CALLED r i RIC 1 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 16 December 1998 Mr. Basil Harridan City of Fort Collins Water Utilities—Stormwater 235 Mathews Street Fort Collins, CO 80522 Re: Mountainridge Regional Detention Facility Drainage Certification; SBG/RBD Job No. 504-009 Dear Basil: As -built drawings for this detention pond have previously been provided by The Sear -Brown Group (outlet system) and Land Development Services (topographic survey; note that topography and spot elevations used for this drainage certification were provided by Land Development Services). One additional spot elevation at the flared end section immediately upstream of Benthaven Drive was obtained by The Sear -Brown Group to complete this revision. This drainage certification includes the pond volume and outlet system capacity only. r Using the "as -built" pond volume and outlet system elevations, the outlet EXTRAN model was updated and verified. Subsequently, the Pond 247 discharge -capacity rating curve was updated in the most recent McClelland's and Nlail Creek Basin SWMM model. Printouts of both the EXTRAN and SWMM model input and output files (containing both the final SWN11M results as well as the EXTRAN inflow hydrographs) are enclosed with this letter. The results of this update —compared to the approved June 19, 1996 final design report —are summarized in the following table. Note that no pond parameters have changed relative to the original pond certification submitted on 22 October 1997. Parameter Units Design "As -Built" Mountainridge Regional Detention Pond 247 Nlarimum volume ac-ft 48.24 49.57 100-year detained volume ac-ft 43.9 42.5 11 ' tr STANDARDS=IN-EXCELLENCE' 1l,4i�. "iGa a .:_ EOUALOPPORTUM7YE?APLOYE^ RBD INC. ENGINEERING CONSULTANTS / WEIR SECTION FLOW DATA 1 Interim overflow weir on east bank PV&L @ Mountainridge Farm . WEIR COEF. 3.000 ' STA ELEV __ 0.0 _ 5103.57 29.3 5102.41 ' 57.1 5102.15 78.5 5102.54 105.8 5103.64 ELEVATION DISCHARGE __ (feet) _ __ (ofs) __ 5102.15 0.0 5102.25 5102.35 0.5 3.1 5102.45 8.7 5102.55 17.8 5102.65 30.3 5102.75 45.4 5102.85 63.0 5102.95 83.2 1 5103.05 106.0 5103.15 131.4 5103.25 159.3 1 5103.35 190.0 5103.45 223.4/__Cv'Gcz�?�,� 5103.55 259.5 ' CLH"3/2. Program uses weir equation Q = r i 1 1 r r No Text I ,�---Cra- 1 IRRIGATION DIVERSION I I I I i 1 z- 51:51 I�i 7 is R-5050 Series Types SF, CF and FF Automatic Drainage Gates Gates with Vertical Closure STANDARD GATES: Furnished with vertical closure for maximum ease of operation. GENERAL INFORMATION: Gates are made of cast iron. All moving parts operate on stainless steel hinge pins. Bearing surfaces are machined to 500 microinch finish. The cover is hung with cast iron arms —Ductile Iron arms on larger sizes —located at the outer edges near the center of gravity to ensure sensitive operation. For improved seating, order with neoprene seat at extra cost. Aluminum covers can be furnished for special requirements, if specified. Also available on special order and at extra cost are neoprene or solid bronze seat mountings and bronze bushed hinges. For applications with extreme head pressures, contact Product Engineering Dept. See page 3 for complete specifications or write for further information. TYPE SF Attached to concrete wall. o � b z tl6 z N Size and dimension details. TYPE CF Attached to corrugated metal pipe. Not designed to fit helical corrugated metal pipe. Attached to corrugated metal pipe. Specify: 1. Catalog number and diameter. 2. Type SF, Type CF, or Type FF. 3. Aluminum covers when required. A. Other special requirements such as neoprene or bronze seat mounting or bronze bushings. TYPE FF Attached to flanged iron pipe. Catalog Numbe IDimensions Diameter in inches Type SF Type CF 'Type FF A B C D E F N S R-5050-SF6 R-5050-CF6 R-5050-FF6 6 7 11 13 11 N 7 4 s/8 R-5050-SFB R-5050-CFB R-5050-FF8 8 9%4 11 13 11 1 ye 91/4 4 s/8 R-5050-SF I O R 5050-CF 10 R-5050-FF 10 10 11 y4 13Y2 15%2 13 _ 1 ye 11 ya 4 s/8 R-5050-SF12 R-5050-CF12 R-5050-FF12 12 13%4 153/8 18 15=-4 1ya 13%4 4 s/e R-5050-SF15 R-5050-CF15 15 1614 19 21 18=, lye 16r/4 4 s/e R-5050-SF18 R-5050-CF18 R-5050-FF18 18 19%4 22%8 24%4 22't ll; 191,/4 4 -3/4 R-5050-SF20 R-5050-CF20 R-5050-FF20 20 22%4 25Ye 27%4 25: 111; 221/4 4 3/4 R-5050-SF21 R-5050-CF21 21 22Y4 25Y8 27%4 25'._ 1%4 22Y4 4 3/4 R-5050-SF24`- R-5050-CF24 R-5050-FF24 24 25%4 28%4 30Y4 28 4 1y 25%4 6 3/4 R=5050-SF27 27 28%4 31 %4 33%4 31':-. 1 ya 28 j4 6 R-5050-SF30- R-5050-CF30 30 31 %4 34%4 36%2 34;4 1 : 31 6 %e R-5050-SF36w - R-5050-CF36 36 37i2 41%2 43%2 41'. 1?-= 371;1; 6 ?'8 R-5050-SF42 R-5050-CF42 42 43i2 47%2 49Y2 47'- 1?e i 43},n 6 ie R-5050-SF48 R-5050-CF48 48 491,/2 54 56%2 54 1 49y 6 1 imensionsppply.to,Type SF and CF gates only — the Type-FF,Flonge faced and drilled A.W.W.A. class 125 standard. 239 .I r r I I I THE SEAR -BROWN GROUP CLIENT: Project No:..� 'Oa3 Project: �r� 98 Checked By: //Dbtf Date: `!/3 Sheet: Of: /7'r�iti ��✓ A GC ow f� L ,/ ' - � �7 r�'! F,a7iv�'li 71r.G� / _" G5X` sue, w/ �.� ,or2✓.�ud�l. �2in A �o�no� S _ D.� ��� CZG•5"7J %3 o?a• is 17 I TAFT CANYON i ESA FOSSIL CREEK BASIN IMPERIAL ESTATES O < Iowa \ m R � r 0 C Colo -= O.b7 \Uj 1 DP-QSi-u r, •yw 511, H0r OF TYI PA ti M F ERbptos2-x I FA I I p I P IN wI DP-OS3-x �--+ 031 E rn w _ ` 4 -A- - r� 2.30 09 f 1 E P I. OF. 3.5 0E.13.0 1OY4, 7 18Y,r A III TWS A II'I TYPES A 1YII TWEE I TWE A TY E A � I wkt s �• 1 if A'A oF,te n G� •._9..�. e was B toF30}' ,w9 p, YPE A j �32 iHPE P iW11 1 --_ E^' 5116 tVP 513� - ..SIIJ" -t1 r6 • /-._ -------------------- A III11 JtPE_A Y PROPOSED 5' TYPE R INLET SEE MIMTAIN RIDGE FARM FILING 3 PROPOSED 2e• RCP SEE 3OWTAIN RIDGE FARM FILING 3 PROPOSED IS- TYPE R INLET _ SEE NWNTAIN RIDGE FARM FILING 3 PROPOSED RCBC SEE MWNTAIN RIDGE FARM FILING 3 -_ -------_= SUMMERY OF DRAINAGE DATA DESIGN POINT SUB -BASINS AREA C 2 0 2 C 100 0 100 051 OSA 0.37 0.45 0.43 0.56 1.56 OS2 OSB 0.22 0.45 0.25 0.56 0.93 OS3 OSC 0.31 0.45 0.36 0.56 1.31 OS4 OSO .00 ' 0.50 1 1.95 0.62 7.06 DP1 A+OSA+OSD 4.69 0.53 3.67 0.66 13.3 DP2 DPI+OSB+B 7.45 0.53 5,70 0.66 20.6 DP3 DP2+OSC+C 41.04 0.56 8.27 0.70 30.3 DP4 SUM ALL BASINS • 1.33 0.56 8.03 0.70 29.4 NOTE: THE CONSTRUCTION OF SENECA STREET WILL BE COMPLETED AS A PART OF MOUNTAIN RIDGE FARM FILING 3. LEGEND SUBBASIN BWNDARY A SUBBASIN 1.16 AREA IN AC, DP 1 DESIGN POINT -1�------ GRAPHIC SCALE b 0 if b rOD 300 1\rrrrr 1 a rzn 1 CMy Ma UTIUTYPUN APPROVAL APPROVED: O roclor If [npineolnp Cole '. CHECKED BY: wabr N woarval r UDIIry DeN CHECKED BY: srorm.aler mllry Dale CHECKED BY: Pane A Rnmofl" Dot, CHECKED BY: CHECKED BY: 0 m � � v n U o m DDu°�H o Nro- $ u° > bl u6"F % E.w.er�s PROJEC:No 002SHEE 6