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HomeMy WebLinkAboutBLOOM FILING FIVE - MA230059 - SUBMITTAL DOCUMENTS - ROUND 2 - DRAINAGE REPORT5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 •GallowayUS.com Memorandum HFH22 - Memorandum F1 Amendment.docx Page 1 of 2 To:Wes Lamarque, PE City of Fort Collins From:Matthew Pepin, PE Galloway, Inc. Date:06/20/2023 Re:Bloom Filing 1 Amendment - Drainage Modifications To Mr. Lamarque, Bloom Filing 1 required revisions that would include a modified pond, an added pond, and modifications to associated storm infrastructure. This memorandum is to help provide information on the changes from the approved Bloom F1 Final Drainage Report for the stated Amendment. Pond Modification / Addition Pond G was initially approved to provide 9.5 ac-ft of volume and release at a rate of 17.6 cfs. This pond is being split into two separate ponds to allow for increased development within the piece of land where Pond G initially was planned. Pond G will now be reduced to a volume of 4.8 ac-ft and releasing at 13.5 cfs. A second pond, Pond G1, will be located on the western part of the site. Pond G1 will provide 5.1 ac-ft of volume and release at 4.4 cfs. This would increase the amount of total flow existing both ponds from the original by 0.2 cfs. In order to maintain a maximum of 22.3 cfs releasing into the southern part of the Cooper Slough outfall, Pond I’s flow will be restricted from 0.35 cfs to 0.15 cfs. Storm Infrastructure The associated basin that were tributary to the effected modification storm infrastructure are labeled as A-G1, A-G2,…A-G6. Inlet calculations were added for these basins as well. An updated StormCAD output for the effected storm lines has been included a part of this memo. Tailwater conditions were set based on the 100-year WSEL for the major storm event and a free outfall condition in the minor event. Note: there is HGL surcharging from SD Inlet L1.5 and SD Inlet L1. The HGL at this location is .27 higher than the RIM at the MH of SD MH L1.4. This equates to 3.24 inches and would remain within the ROW, not impacting the lots. Storm Infrastructure incorporating Bloom F2 In order to take into account LID’s within Bloom F2, there is another modification to the storm pipe infrastructure. A concern of too much flow entering the LID in the major storm events would cause damage needed to be mitigated. To prevent this from happening, a manhole would split flow from outfalling into the LID and by passing downstream to outfall into the EDB (Pond E). This flow split would have flow entering into the LID at a maximum of 15.5 cfs in the major storm event. The flow split is achieved by having the smaller 15” pipe sit lower than the larger pipe, restricting flow for the minor event to only pass through the 15” pipe. The flow rate allowing for all flow in the minor storm event to enter the LID at a flow rate of 12.02 cfs. Bloom Filing 1 06/20/2023 HFH22 - Memorandum F1 Amendment.docx Galloway & Company, Inc.Page 2 of 2 CONCLUSION The modifications to the site will not change the overall design intent that was originally approved with Bloom F1 Drainage Report. Sincerely, GALLOWAY Matthew Pepin, PE Civil Project Engineer MatthewPepin@Gallowayus.com Tributary Area tc | 2-Year tc | 100-Year Q2 Q100 Sub-basin (acres)(min)(min)(cfs)(cfs) D1 1.37 0.59 0.73 10.8 8.4 1.7 8.5 D2 3.29 0.59 0.74 15.9 15.9 3.6 15.5 D3 1.11 0.69 0.86 10.2 7.4 1.7 8.5 D3.1 0.71 0.60 0.75 13.2 10.7 1.3 4.0 D4 1.04 0.60 0.75 10.8 8.4 1.3 6.6 D5 1.13 0.62 0.77 12.8 10.3 1.4 6.6 D6 1.32 0.63 0.78 13.8 11.3 1.6 7.7 D7 1.57 0.62 0.78 12.8 10.3 2.0 9.4 D8 1.24 0.60 0.75 6.4 5.4 2.0 9.1 D8.1 0.17 0.79 0.99 8.1 5.0 0.3 1.7 D9 1.56 0.63 0.79 6.9 6.0 2.6 11.8 D10 0.54 0.72 0.91 7.8 5.0 1.0 4.9 D11 1.15 0.65 0.81 9.6 6.9 1.7 8.5 D12 1.48 0.64 0.80 11.6 9.4 2.0 9.4 D13 0.97 0.20 0.26 11.9 11.9 0.4 1.8 D14 0.75 0.70 0.87 6.2 5.0 1.4 6.5 D15 0.70 0.59 0.74 8.3 7.1 1.0 4.7 D15.1 0.93 0.63 0.79 10.7 9.4 1.3 5.9 D16 1.06 0.72 0.91 6.2 5.0 2.1 9.5 D17 1.07 0.72 0.90 6.2 5.0 2.1 9.6 D18 0.37 0.25 0.31 13.1 13.1 0.2 0.8 D19 0.62 0.79 0.99 13.3 11.4 1.0 4.5 D20 0.60 0.82 1.00 9.2 7.5 1.1 5.3 D21 1.60 0.19 0.23 15.1 15.1 0.6 2.4 D22 0.24 0.15 0.19 5.6 5.5 0.1 0.4 D23 0.68 0.43 0.53 9.8 8.7 0.7 3.0 D24 3.02 0.15 0.19 5.0 5.0 1.3 5.6 OS1 0.70 0.44 0.55 9.0 7.8 0.7 3.3 OS2 0.54 0.35 0.44 9.0 8.1 0.4 2.0 OS3 0.85 0.33 0.41 12.4 11.8 0.6 2.6 OS4 0.29 0.46 0.57 5.0 5.0 0.4 1.7 OS5 0.15 0.79 0.99 5.0 5.0 0.3 1.5 OS6 0.43 0.60 0.75 8.2 7.2 0.6 2.9 OS7 0.41 0.57 0.72 8.4 7.4 0.6 2.6 BASIN SUMMARY TABLE C2 C100 H:\Hartford Homes\HFHLV0001.01 Timberline Vine Dr\3. Permit Const Docs\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports- Info\Hydrology\Rational\HFHLV0001.01_Drainage_Calcs_Template_v2.0-CoFC.xls E1 1.07 0.72 0.90 6.6 5.0 2.0 9.6 E2 0.96 0.76 0.95 6.0 5.0 2.0 9.1 E3 0.80 0.68 0.85 10.7 9.4 1.2 5.4 E3.1 0.80 0.68 0.85 10.7 9.4 1.2 5.4 E4 0.40 0.22 0.28 10.3 9.8 0.2 0.9 E5 1.07 0.72 0.90 5.0 5.0 2.2 9.5 E6 0.63 0.68 0.85 7.9 6.8 1.1 4.9 E7 1.03 0.74 0.92 5.0 5.0 2.2 9.5 E8 0.35 0.21 0.27 10.4 9.9 0.2 0.7 E9 1.07 0.72 0.90 5.0 5.0 2.2 9.6 E10 1.03 0.74 0.93 5.0 5.0 2.2 9.5 E11 0.40 0.55 0.68 8.8 7.9 0.5 2.3 E11.1 0.34 0.68 0.85 7.9 6.7 0.6 2.7 E12 0.44 0.79 0.99 7.2 5.9 0.9 4.1 E12.1 0.21 0.94 1.00 5.0 5.0 0.6 2.1 E13 0.59 0.15 0.19 10.1 9.8 0.2 0.9 E14 0.30 0.65 0.81 8.8 6.5 0.5 2.2 E14.1 1.30 0.80 1.00 10.0 10.0 2.3 10.0 E15 0.57 0.82 1.00 14.4 12.3 0.9 4.1 E15.1 0.56 0.80 1.00 10.0 10.0 1.0 4.3 E16 1.00 0.15 0.19 14.8 14.8 0.3 1.2 E17 0.59 0.65 0.81 9.2 7.6 0.9 4.2 E17.1 0.40 0.55 0.69 10.1 8.8 0.5 2.3 E18 0.41 0.55 0.69 7.8 6.6 0.6 2.6 E19 2.72 0.80 1.00 10.0 10.0 4.8 21.0 E20 0.74 0.76 0.95 15.7 15.7 1.0 4.5 E20.1 0.23 0.76 0.96 8.5 7.0 0.4 2.0 E21 1.04 0.20 0.26 14.0 14.0 0.4 1.8 E22 0.99 0.76 0.96 5.0 5.0 0.4 9.4 E23 0.99 0.77 0.96 5.0 5.0 2.2 9.4 E24 0.73 0.54 0.67 12.8 11.6 0.8 3.6 E24.1 0.36 0.67 0.84 11.6 9.4 0.5 2.4 E25 0.74 0.78 0.98 14.0 13.3 1.1 5.0 E25.1 0.19 0.62 0.78 9.8 8.5 0.3 1.2 E26 2.39 0.80 1.00 10.0 10.0 0.3 18.5 E26.1 0.72 0.80 1.00 10.0 10.0 1.3 5.5 E27 0.33 0.69 0.86 6.5 5.0 0.6 2.9 E28 0.84 0.76 0.95 14.6 14.6 1.2 5.3 E29 1.77 0.15 0.19 5.0 5.0 0.8 3.3 E30 1.04 0.77 0.97 15.7 15.7 1.5 6.4 A-G1 1.91 0.71 0.88 18.6 18.6 2.3 9.9 A-G2 0.20 0.76 0.94 5.0 5.0 0.4 1.9 A-G3 1.15 0.78 0.98 16.5 16.5 1.6 7.0 A-G4 1.15 0.79 0.99 17.7 17.7 1.6 6.9 A-G5 0.87 0.54 0.68 13.4 13.0 0.9 4.1 A-G6 0.83 0.58 0.73 11.1 10.0 1.0 4.6 G5 0.34 0.77 0.96 9.0 7.6 0.6 2.9 G6 0.37 0.77 0.96 9.0 7.6 0.7 3.1 G6.1 0.45 0.77 0.96 9.0 7.6 0.8 3.8 G7.1 0.42 0.81 1.00 8.7 7.3 0.8 3.7 G7 0.46 0.78 0.98 6.8 5.4 0.9 4.4 G8 0.48 0.78 0.97 6.9 5.5 1.0 4.5 H1 0.44 0.77 0.97 7.3 5.9 0.0 4.1 H:\Hartford Homes\HFHLV0001.01 Timberline Vine Dr\3. Permit Const Docs\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports- Info\Hydrology\Rational\HFHLV0001.01_Drainage_Calcs_Template_v2.0-CoFC.xls H2 0.53 0.77 0.96 7.3 5.9 0.9 4.9 H3 0.92 0.80 1.00 7.3 5.8 1.0 8.8 H4 1.02 0.80 0.99 7.4 5.9 1.9 9.7 H:\Hartford Homes\HFHLV0001.01 Timberline Vine Dr\3. Permit Const Docs\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports- Info\Hydrology\Rational\HFHLV0001.01_Drainage_Calcs_Template_v2.0-CoFC.xls Subdivision:Mulberry Project Name:Mulberry Filing 1 Location:CO, Fort Collins Project No.: Calculated By:MJP Checked By:JP Date:8/3/21 1 2 3 4 5 6 7 8 9 10 13 15 16 17 18 19 20 21 22 23 24 BASIN D.A.Hydrologic C2 C5 C100 L S Ti | 2-Year Ti | 100-Year L S Cv VEL.Tt COMP. Tc | 2-Year COMP. Tc | 100-Year TOTAL Urbanized Tc Tc | 2-Year Tc | 100-Year ID (AC)Soils Group Cf=1.00 Cf=1.00 Cf=1.25 (FT)(%)(MIN)(MIN)(FT)(%)(FPS)(MIN)(MIN)(MIN)LENGTH(FT)(MIN)(MIN)(MIN) D1 1.37 B 0.59 0.59 0.73 130 2.00 8.7 6.2 325 0.50 20 2.5 2.1 10.8 8.4 455 12.5 10.8 8.4 D2 3.29 B 0.59 0.59 0.74 100 2.00 7.5 5.3 966 0.50 20 1.2 13.0 20.5 18.3 1066 15.9 15.9 15.9 D3 1.11 B 0.69 0.69 0.86 120 2.00 6.7 3.9 400 0.50 20 1.9 3.6 10.2 7.4 520 12.9 10.2 7.4 D3.1 0.71 B 0.60 0.60 0.75 120 2.00 8.2 5.8 500 0.50 20 1.7 5.0 13.2 10.7 620 13.4 13.2 10.7 D4 1.04 B 0.60 0.60 0.75 120 2.00 8.2 5.7 300 0.87 20 1.9 2.7 10.8 8.4 420 12.3 10.8 8.4 D5 1.13 B 0.62 0.62 0.77 120 2.00 7.9 5.4 480 0.67 20 1.6 4.9 12.8 10.3 600 13.3 12.8 10.3 D6 1.32 B 0.63 0.63 0.78 120 2.00 7.7 5.2 640 0.76 20 1.7 6.1 13.8 11.3 760 14.2 13.8 11.3 D7 1.57 B 0.62 0.62 0.78 120 2.00 7.8 5.3 430 0.51 20 1.4 5.0 12.8 10.3 550 13.1 12.8 10.3 D8 1.24 B 0.60 0.60 0.75 20 2.00 3.3 2.3 360 0.92 20 1.9 3.1 6.4 5.4 380 12.1 6.4 5.4 D8.1 0.17 B 0.79 0.79 0.99 120 2.00 5.0 1.8 360 0.92 20 1.9 3.1 8.1 4.9 480 12.7 8.1 5.0 D9 1.56 B 0.63 0.63 0.79 15 2.00 2.7 1.8 560 1.20 20 2.2 4.3 6.9 6.0 575 13.2 6.9 6.0 D10 0.54 B 0.72 0.72 0.91 120 2.00 6.1 3.2 160 0.63 20 1.6 1.7 7.8 4.9 280 11.6 7.8 5.0 D11 1.15 B 0.65 0.65 0.81 120 2.00 7.3 4.7 210 0.60 20 1.5 2.3 9.6 6.9 330 11.8 9.6 6.9 D12 1.48 B 0.64 0.64 0.80 90 2.00 6.5 4.3 500 0.66 20 1.6 5.1 11.6 9.4 590 13.3 11.6 9.4 D13 0.97 B 0.20 0.20 0.26 90 2.00 12.6 11.9 250 0.68 20 1.6 2.5 15.1 14.4 340 11.9 11.9 11.9 D14 0.75 B 0.70 0.70 0.87 30 2.00 3.3 1.9 250 0.50 20 1.4 2.9 6.2 4.8 280 11.6 6.2 5.0 D15 0.70 B 0.59 0.59 0.74 30 2.00 4.1 2.9 560 1.25 20 2.2 4.2 8.3 7.1 590 13.3 8.3 7.1 D15.1 0.93 B 0.63 0.63 0.79 30 2.00 3.8 2.5 780 0.50 20 1.9 6.9 10.7 9.4 810 14.5 10.7 9.4 D16 1.06 B 0.72 0.72 0.91 80 2.00 5.0 2.6 100 0.50 20 1.4 1.2 6.2 3.8 180 11.0 6.2 5.0 D17 1.07 B 0.72 0.72 0.90 80 2.00 5.0 2.6 100 0.50 20 1.4 1.2 6.2 3.8 180 11.0 6.2 5.0 D18 0.37 B 0.25 0.25 0.31 100 2.00 12.6 11.7 450 0.67 20 1.6 4.6 17.2 16.3 550 13.1 13.1 13.1 D19 0.62 B 0.79 0.79 0.99 40 2.00 2.9 1.0 950 0.58 20 1.5 10.4 13.3 11.4 990 15.5 13.3 11.4 D20 0.60 B 0.82 0.82 1.00 40 2.00 2.6 0.9 700 0.50 20 1.8 6.6 9.2 7.5 740 14.1 9.2 7.5 D21 1.60 B 0.19 0.19 0.23 300 0.50 37.3 35.4 610 0.98 20 2.0 5.1 42.4 40.5 910 15.1 15.1 15.1 D22 0.24 B 0.15 0.15 0.19 10 2.00 4.5 4.3 100 0.51 20 1.4 1.2 5.6 5.5 110 10.6 5.6 5.5 D23 0.68 B 0.43 0.43 0.53 50 2.00 7.1 6.0 300 0.86 20 1.9 2.7 9.8 8.7 350 11.9 9.8 8.7 D24 3.02 B 0.15 0.15 0.19 30 25.00 3.3 3.2 100 0.91 20 1.9 0.9 4.2 4.1 130 10.7 5.0 5.0 OS1 0.70 B 0.44 0.44 0.55 50 2.00 7.0 5.8 180 1.00 20 1.5 2.0 9.0 7.8 230 11.3 9.0 7.8 OS2 0.54 B 0.35 0.35 0.44 50 2.00 7.9 7.0 120 1.00 20 1.8 1.1 9.0 8.1 170 10.9 9.0 8.1 OS3 0.85 B 0.33 0.33 0.41 25 2.00 5.7 5.1 400 1.00 20 1.0 6.7 12.4 11.8 425 12.4 12.4 11.8 OS4 0.29 B 0.46 0.46 0.57 25 2.00 4.8 3.9 45 2.00 20 3.0 0.3 5.0 4.2 70 10.4 5.0 5.0 OS5 0.15 B 0.79 0.79 0.99 50 2.00 3.3 1.2 45 2.00 20 3.0 0.3 3.5 1.4 95 10.5 5.0 5.0 OS6 0.43 B 0.60 0.60 0.75 20 2.00 3.3 2.3 325 1.25 20 1.1 4.9 8.2 7.2 345 11.9 8.2 7.2 OS7 0.41 B 0.57 0.57 0.72 20 2.00 3.5 2.6 325 1.25 20 1.1 4.9 8.4 7.4 345 11.9 8.4 7.4 EX-1 0.78 B 0.88 0.88 1.00 20 2.00 1.5 0.7 870 0.50 20 0.7 21.4 22.9 22.0 890 14.9 14.9 14.9 DATA STANDARD FORM SF-2 TIME OF CONCENTRATION SUB-BASIN Tc CHECK HFH22 FINALINITIAL/OVERLAND (Ti) TRAVEL TIME (URBANIZED BASINS)(Tt) Page 5 of 14 6/20/2023 Subdivision:Mulberry Project Name:Mulberry Filing 1 Location:CO, Fort Collins Project No.: Calculated By:MJP Checked By:JP Date:8/3/21 1 2 3 4 5 6 7 8 9 10 13 15 16 17 18 19 20 21 22 23 24 BASIN D.A.Hydrologic C2 C5 C100 L S Ti | 2-Year Ti | 100-Year L S Cv VEL.Tt COMP. Tc | 2-Year COMP. Tc | 100-Year TOTAL Urbanized Tc Tc | 2-Year Tc | 100-Year ID (AC)Soils Group Cf=1.00 Cf=1.00 Cf=1.25 (FT)(%)(MIN)(MIN)(FT)(%)(FPS)(MIN)(MIN)(MIN)LENGTH(FT)(MIN)(MIN)(MIN) DATA STANDARD FORM SF-2 TIME OF CONCENTRATION SUB-BASIN Tc CHECK HFH22 FINALINITIAL/OVERLAND (Ti) TRAVEL TIME (URBANIZED BASINS)(Tt) E1 1.07 C 0.72 0.72 0.90 80 2.00 5.1 2.7 150 0.67 20 1.6 1.5 6.6 4.2 230 11.3 6.6 5.0 E2 0.96 C 0.76 0.76 0.95 80 2.00 4.5 2.0 150 0.67 20 1.6 1.5 6.0 3.5 230 11.3 6.0 5.0 E3 0.80 C 0.68 0.68 0.85 30 2.00 3.4 2.0 585 0.44 20 1.3 7.3 10.7 9.4 615 13.4 10.7 9.4 E3.1 0.80 C 0.68 0.68 0.85 30 2.00 3.4 2.0 585 0.44 20 1.3 7.3 10.7 9.4 615 13.4 10.7 9.4 E4 0.40 C 0.22 0.22 0.28 40 2.00 8.3 7.7 250 1.04 20 2.0 2.0 10.3 9.8 290 11.6 10.3 9.8 E5 1.07 C 0.72 0.72 0.90 45 2.00 3.8 2.0 100 2.59 20 3.2 0.5 4.3 2.5 145 10.8 5.0 5.0 E6 0.63 C 0.68 0.68 0.85 20 2.00 2.8 1.7 460 0.56 20 1.5 5.1 7.9 6.8 480 12.7 7.9 6.8 E7 1.03 C 0.74 0.74 0.92 45 2.00 3.6 1.7 100 2.59 20 3.2 0.5 4.1 2.3 145 10.8 5.0 5.0 E8 0.35 C 0.21 0.21 0.27 40 2.00 8.3 7.8 250 1.04 20 2.0 2.0 10.4 9.9 290 11.6 10.4 9.9 E9 1.07 C 0.72 0.72 0.90 45 2.00 3.8 2.0 100 2.59 20 3.2 0.5 4.3 2.5 145 10.8 5.0 5.0 E10 1.03 C 0.74 0.74 0.93 45 2.00 3.6 1.7 100 2.59 20 3.2 0.5 4.1 2.2 145 10.8 5.0 5.0 E11 0.40 C 0.55 0.55 0.68 20 2.00 3.7 2.8 460 0.56 20 1.5 5.1 8.8 7.9 480 12.7 8.8 7.9 E11.1 0.34 C 0.68 0.68 0.85 20 2.00 2.8 1.6 460 0.56 20 1.5 5.1 7.9 6.7 480 12.7 7.9 6.7 E12 0.44 C 0.79 0.79 0.99 20 2.00 2.1 0.8 460 0.56 20 1.5 5.1 7.2 5.9 480 12.7 7.2 5.9 E12.1 0.21 C 0.94 0.94 1.00 20 2.00 1.1 0.7 200 1.30 20 2.3 1.5 2.6 2.1 220 11.2 5.0 5.0 E13 0.59 C 0.15 0.15 0.19 20 2.00 6.3 6.1 375 0.69 20 1.7 3.8 10.1 9.8 395 12.2 10.1 9.8 E14 0.30 C 0.65 0.65 0.81 90 2.00 6.4 4.1 275 0.94 20 1.9 2.4 8.8 6.5 365 12.0 8.8 6.5 E14.1 1.30 C 0.80 0.80 1.00 10.0 10.0 10.0 E15 0.57 C 0.82 0.82 1.00 60 2.00 3.2 1.1 775 0.33 20 1.2 11.2 14.4 12.3 835 14.6 14.4 12.3 E15.1 0.56 C 0.80 0.80 1.00 10.0 10.0 10.0 E16 1.00 C 0.15 0.15 0.19 10 2.00 4.5 4.3 855 0.30 20 1.1 12.9 17.4 17.2 865 14.8 14.8 14.8 E17 0.59 C 0.65 0.65 0.81 40 2.00 4.2 2.7 450 0.58 20 1.5 4.9 9.2 7.6 490 12.7 9.2 7.6 E17.1 0.40 C 0.55 0.55 0.69 40 2.00 5.1 3.8 450 0.58 20 1.5 4.9 10.1 8.8 490 12.7 10.1 8.8 E18 0.41 C 0.55 0.55 0.69 40 2.00 5.2 3.9 300 0.86 20 1.9 2.7 7.8 6.6 340 11.9 7.8 6.6 E19 2.72 C 0.80 0.80 1.00 10.0 10.0 10.0 E20 0.74 C 0.76 0.76 0.95 30 2.00 2.8 1.2 1000 0.26 20 1.0 16.4 19.1 17.6 1030 15.7 15.7 15.7 E20.1 0.23 C 0.76 0.76 0.96 30 2.00 2.7 1.2 500 0.50 20 1.4 5.8 8.5 7.0 530 12.9 8.5 7.0 E21 1.04 C 0.20 0.20 0.26 50 2.00 9.4 8.9 675 2.00 15 0.9 12.1 21.5 21.0 725 14.0 14.0 14.0 E22 0.99 C 0.76 0.76 0.96 45 2.00 3.3 1.4 100 2.59 20 3.2 0.5 3.9 2.0 145 10.8 5.0 5.0 E23 0.99 C 0.77 0.77 0.96 45 2.00 3.3 1.4 100 1.47 20 2.4 0.7 4.0 2.1 145 10.8 5.0 5.0 E24 0.73 C 0.54 0.54 0.67 80 2.00 7.5 5.7 420 0.35 20 1.2 5.9 13.4 11.6 500 12.8 12.8 11.6 E24.1 0.36 C 0.67 0.67 0.84 80 2.00 5.7 3.5 420 0.50 20 1.2 5.9 11.6 9.4 500 12.8 11.6 9.4 E25 0.74 C 0.78 0.78 0.98 50 2.00 3.3 1.3 675 0.22 20 0.9 12.1 15.4 13.3 725 14.0 14.0 13.3 E25.1 0.19 C 0.62 0.62 0.78 30 2.00 3.9 2.6 420 0.50 20 1.2 5.9 9.8 8.5 450 12.5 9.8 8.5 E26 2.39 C 0.80 0.80 1.00 10.0 10.0 10.0 E26.1 0.72 C 0.80 0.80 1.00 10.0 10.0 10.0 E27 0.33 C 0.69 0.69 0.86 100 2.00 6.1 3.5 75 1.96 20 2.8 0.4 6.5 4.0 175 11.0 6.5 5.0 E28 0.84 C 0.76 0.76 0.95 20 2.00 2.3 1.0 800 0.18 20 0.9 15.6 17.8 16.6 820 14.6 14.6 14.6 E29 1.77 C 0.15 0.15 0.19 10 2.00 4.5 4.3 75 1.96 20 2.8 0.4 4.9 4.7 85 10.5 5.0 5.0 E30 1.04 C 0.77 0.77 0.97 25 2.00 2.4 1.0 1000 0.50 20 0.8 21.7 24.2 22.7 1025 15.7 15.7 15.7 A-G1 1.91 C 0.71 0.71 0.88 25 2.00 2.9 1.6 1520 0.60 20 0.6 40.7 43.7 42.4 1545 18.6 18.6 18.6 A-G2 0.20 C 0.76 0.76 0.94 25 2.00 2.6 1.2 173 0.60 20 1.8 1.6 4.1 2.7 198 11.1 5.0 5.0 A-G3 1.15 C 0.78 0.78 0.98 25 2.00 2.4 0.9 1140 0.60 20 0.7 26.5 28.8 27.4 1165 16.5 16.5 16.5 A-G4 1.15 C 0.79 0.79 0.99 25 2.00 2.3 0.8 1355 0.60 20 0.7 34.3 36.6 35.1 1380 17.7 17.7 17.7 A-G5 0.87 C 0.54 0.54 0.68 25 2.00 4.2 3.2 590 0.60 20 1.0 9.9 14.0 13.0 615 13.4 13.4 13.0 A-G6 0.83 C 0.58 0.58 0.73 25 2.00 3.9 2.8 480 0.67 20 1.1 7.2 11.1 10.0 505 12.8 11.1 10.0 G5 0.34 C 0.77 0.77 0.96 25 2.00 2.5 1.1 450 1.50 20 1.1 6.6 9.0 7.6 475 12.6 9.0 7.6 G6 0.37 C 0.77 0.77 0.96 25 2.00 2.5 1.1 450 1.50 20 1.1 6.6 9.0 7.6 475 12.6 9.0 7.6 G6.1 0.45 C 0.77 0.77 0.96 25 2.00 2.5 1.0 450 1.50 20 1.1 6.6 9.0 7.6 475 12.6 9.0 7.6 G7.1 0.42 C 0.81 0.81 1.00 25 2.00 2.2 0.7 450 1.50 20 1.1 6.6 8.7 7.3 475 12.6 8.7 7.3 G7 0.46 C 0.78 0.78 0.98 25 2.00 2.3 0.9 350 0.60 20 1.3 4.5 6.8 5.4 375 12.1 6.8 5.4 G8 0.48 C 0.78 0.78 0.97 25 2.00 2.4 1.0 350 0.60 20 1.3 4.5 6.9 5.5 375 12.1 6.9 5.5 FUT-G 17.03 C 0.85 0.85 1.00 100 2.00 3.7 1.5 500 0.05 20 1.1 7.7 11.4 9.2 600 13.3 11.4 9.2 H1 0.44 C 0.77 0.77 0.97 25 2.00 2.4 1.0 370 0.50 20 1.3 4.9 7.3 5.9 395 12.2 7.3 5.9 H2 0.53 C 0.77 0.77 0.96 25 2.00 2.4 1.0 370 0.50 20 1.3 4.9 7.3 5.9 395 12.2 7.3 5.9 H3 0.92 C 0.80 0.80 1.00 25 2.00 2.2 0.7 380 0.50 20 1.2 5.1 7.3 5.8 405 12.3 7.3 5.8 H4 1.02 C 0.80 0.80 0.99 25 2.00 2.3 0.8 380 0.50 20 1.2 5.1 7.4 5.9 405 12.3 7.4 5.9 FUT-A 56.00 C 0.80 0.80 1.00 10.0 10.0 10.0 FUT-B 15.30 C 0.80 0.80 1.00 10.0 10.0 10.0 FUT-C 22.00 C 0.80 0.80 1.00 10.0 10.0 10.0 Future Developed Area | Multi-Family Future Developed Area | Multi-Family Future Developed Area Future Developed Area Future Developed Area Future Developed Area | Multi-Family Future Developed Area | Multi-Family Future Developed Area | Multi-Family Page 6 of 14 6/20/2023 Subdivision:Mulberry Project Name:Mulberry Filing 1 Location:CO, Fort Collins Project No.: Calculated By:MJP Checked By:JP Date:8/3/21 1 2 3 4 5 6 7 8 9 10 13 15 16 17 18 19 20 21 22 23 24 BASIN D.A.Hydrologic C2 C5 C100 L S Ti | 2-Year Ti | 100-Year L S Cv VEL.Tt COMP. Tc | 2-Year COMP. Tc | 100-Year TOTAL Urbanized Tc Tc | 2-Year Tc | 100-Year ID (AC)Soils Group Cf=1.00 Cf=1.00 Cf=1.25 (FT)(%)(MIN)(MIN)(FT)(%)(FPS)(MIN)(MIN)(MIN)LENGTH(FT)(MIN)(MIN)(MIN) DATA STANDARD FORM SF-2 TIME OF CONCENTRATION SUB-BASIN Tc CHECK HFH22 FINALINITIAL/OVERLAND (Ti) TRAVEL TIME (URBANIZED BASINS)(Tt) NOTES: Ti = (1.87*(1.1 - CCf)*(L)^0.5)/((S)^0.33), S in %Cv Tt=L/60V 2.5 Velocity V=Cv*S^0.5, S in ft/ft 5 Tc Check = 10+L/180 7 For urbanized basins a minimum Tc of 5.0 minutes is required.10 For non-urbanized basins a minimum Tc of 10.0 minutes is required 15 20Paved Areas and Shallow Paved Swales Type of Land Surface Heavy Meadow Tillage/Field Short Pasture and Lawns Nearly Bare Ground Grassed Waterway Page 7 of 14 6/20/2023 Project Name:Mulberry Filing 1 Subdivision:Mulberry Project No.:HFH22 Location:CO, Fort Collins Calculated By:MJP Design Storm:Checked By:JP Date: TRAVEL TIME STREET DesignPointBasinIDArea(Ac)RunoffCoeff.|C2Tc|2-Year(min)C*A(Ac)I(in/hr)Q(cfs)Tc(min)C*A(Ac)I(in/hr)Q(cfs)Slope(%)StreetFlow(cfs)DesignFlow(cfs)Slope(%)PipeSize(inches)Length(ft)Velocity(fps)Tt(min)REMARKS D1 D1 1.37 0.59 10.8 0.80 2.15 1.7 D2 D2 3.29 0.59 15.9 1.95 1.82 3.6 D3 D3 1.11 0.69 10.2 0.76 2.19 1.7 D3.1 D3.1 0.71 0.60 13.2 0.42 2.00 0.8 D4 D4 1.04 0.60 10.8 0.63 2.15 1.3 D5 D5 1.13 0.62 12.8 0.69 2.02 1.4 D6 D6 1.32 0.63 13.8 0.83 1.95 1.6 13.8 1.52 1.95 3.0 D7 D7 1.57 0.62 12.8 0.98 2.02 2.0 D8 D8 1.24 0.60 6.4 0.74 2.67 2.0 D8.1 D8.1 0.17 0.79 8.1 0.14 2.45 0.3 D9 D9 1.56 0.63 6.9 0.99 2.60 2.6 D10 D10 0.54 0.72 7.8 0.39 2.49 1.0 D11 D11 1.15 0.65 9.6 0.75 2.27 1.7 D12 D12 1.48 0.64 11.6 0.94 2.10 2.0 D13 D13 0.97 0.20 11.9 0.20 2.08 0.4 D14 D14 0.75 0.70 6.2 0.52 2.69 1.4 D15 D15 0.70 0.59 8.3 0.42 2.43 1.0 D15.1 D15.1 0.93 0.63 10.7 0.59 2.16 1.3 D16 D16 1.06 0.72 6.2 0.77 2.70 2.1 D17 D17 1.07 0.72 6.2 0.77 2.69 2.1 D18 D18 0.37 0.25 13.1 0.09 2.00 0.2 D19 D19 0.62 0.79 13.3 0.49 1.99 1.0 D20 D20 0.60 0.82 9.2 0.49 2.31 1.1 D21 D21 1.60 0.19 15.1 0.30 1.87 0.6 D22 D22 0.24 0.15 5.6 0.04 2.77 0.1 D23 D23 0.68 0.43 9.8 0.29 2.24 0.7 D24 D24 3.02 0.15 5.0 0.45 2.85 1.3 OS1 OS1 0.70 0.44 9.0 0.31 2.34 0.7 OS2 OS2 0.54 0.35 9.0 0.19 2.34 0.4 OS3 OS3 0.85 0.33 12.4 0.28 2.05 0.6 OS4 OS4 0.29 0.46 5.0 0.13 2.85 0.4 OS5 OS5 0.15 0.79 5.0 0.12 2.85 0.3 OS6 OS6 0.43 0.60 8.2 0.26 2.44 0.6 OS7 OS7 0.41 0.57 8.4 0.23 2.42 0.6 DIRECT RUNOFF TOTAL RUNOFF STREET PIPE STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) 2-Year 8/3/21 Page 8 of 14 6/20/2023 Project Name:Mulberry Filing 1 Subdivision:Mulberry Project No.:HFH22 Location:CO, Fort Collins Calculated By:MJP Design Storm:Checked By:JP Date: TRAVEL TIME STREET DesignPointBasinIDArea(Ac)RunoffCoeff.|C2Tc|2-Year(min)C*A(Ac)I(in/hr)Q(cfs)Tc(min)C*A(Ac)I(in/hr)Q(cfs)Slope(%)StreetFlow(cfs)DesignFlow(cfs)Slope(%)PipeSize(inches)Length(ft)Velocity(fps)Tt(min)REMARKS DIRECT RUNOFF TOTAL RUNOFF STREET PIPE STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) 2-Year 8/3/21 E1 E1 1.07 0.72 6.6 0.77 2.65 2.0 E2 E2 0.96 0.76 6.0 0.73 2.72 2.0 E3 E3 0.80 0.68 10.7 0.54 2.16 1.2 E3.1 E3.1 0.80 0.68 10.7 0.54 2.16 1.2 E4 E4 0.40 0.22 10.3 0.09 2.19 0.2 E5 E5 1.07 0.72 5.0 0.77 2.85 2.2 E6 E6 0.63 0.68 7.9 0.43 2.48 1.1 E7 E7 1.03 0.74 5.0 0.76 2.85 2.2 E8 E8 0.35 0.21 10.4 0.07 2.18 0.2 E9 E9 1.07 0.72 5.0 0.77 2.85 2.2 E10 E10 1.03 0.74 5.0 0.76 2.85 2.2 E11 E11 0.40 0.55 8.8 0.22 2.37 0.5 E11.1 E11.1 0.34 0.68 7.9 0.23 2.48 0.6 E12 E12 0.44 0.79 7.2 0.34 2.57 0.9 E12.1 E12.1 0.21 0.94 5.0 0.20 2.85 0.6 E13 E13 0.59 0.15 10.1 0.09 2.21 0.2 E14 E14 0.30 0.65 8.8 0.19 2.37 0.5 E14.1 E14.1 1.30 0.80 10.0 1.04 2.21 2.3 E15 E15 0.57 0.82 14.4 0.47 1.91 0.9 E15.1 E15.1 0.56 0.80 10.0 0.45 2.21 1.0 E16 E16 1.00 0.15 14.8 0.15 1.88 0.3 E17 E17 0.59 0.65 9.2 0.38 2.32 0.9 E17.1 E17.1 0.40 0.55 10.1 0.22 2.21 0.5 E18 E18 0.41 0.55 7.8 0.22 2.49 0.6 E19 E19 2.72 0.80 10.0 2.18 2.21 4.8 E20 E20 0.74 0.76 15.7 0.57 1.83 1.0 E20.1 E20.1 0.23 0.76 8.5 0.18 2.40 0.4 E21 E21 1.04 0.20 14.0 0.21 1.94 0.4 E22 E22 0.99 0.76 5.0 0.76 2.85 2.2 E23 E23 0.99 0.77 5.0 0.76 2.85 2.2 E24 E24 0.73 0.54 12.8 0.39 2.02 0.8 E24.1 E24.1 0.36 0.67 11.6 0.24 2.10 0.5 E25 E25 0.74 0.78 14.0 0.58 1.94 1.1 E25.1 E25.1 0.19 0.62 9.8 0.12 2.24 0.3 E26 E26 2.39 0.80 10.0 1.91 2.21 4.2 E26.1 E26.1 0.72 0.80 10.0 0.57 2.21 1.3 E27 E27 0.33 0.69 6.5 0.23 2.66 0.6 E28 E28 0.84 0.76 14.6 0.64 1.90 1.2 E29 E29 1.77 0.15 5.0 0.27 2.85 0.8 E30 E30 1.04 0.77 15.7 0.80 1.83 1.5 Page 9 of 14 6/20/2023 Project Name:Mulberry Filing 1 Subdivision:Mulberry Project No.:HFH22 Location:CO, Fort Collins Calculated By:MJP Design Storm:Checked By:JP Date: TRAVEL TIME STREET DesignPointBasinIDArea(Ac)RunoffCoeff.|C2Tc|2-Year(min)C*A(Ac)I(in/hr)Q(cfs)Tc(min)C*A(Ac)I(in/hr)Q(cfs)Slope(%)StreetFlow(cfs)DesignFlow(cfs)Slope(%)PipeSize(inches)Length(ft)Velocity(fps)Tt(min)REMARKS DIRECT RUNOFF TOTAL RUNOFF STREET PIPE STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) 2-Year 8/3/21 G1 A-G1 1.91 0.71 18.6 1.35 1.68 2.3 G2 A-G2 0.20 0.76 5.0 0.15 2.85 0.4 G3 A-G3 1.15 0.78 16.5 0.90 1.79 1.6 G4 A-G4 1.15 0.79 17.7 0.91 1.73 1.6 A-G5 A-G5 0.87 0.54 13.4 0.47 1.98 0.9 A-G6 A-G6 0.83 0.58 11.1 0.48 2.14 1.0 G5 G5 0.34 0.77 9.0 0.26 2.33 0.6 G6 G6 0.37 0.77 9.0 0.28 2.33 0.7 G6.1 G6.1 0.45 0.77 9.0 0.34 2.33 0.8 G7.1 G7.1 0.42 0.81 8.7 0.34 2.37 0.8 G7 G7 0.46 0.78 6.8 0.36 2.61 0.9 G8 G8 0.48 0.78 6.9 0.37 2.61 1.0 H1 H1 0.44 0.77 7.3 0.34 2.55 0.9 H2 H2 0.53 0.77 7.3 0.41 2.55 1.0 H3 H3 0.92 0.80 7.3 0.73 2.55 1.9 H4 H4 1.02 0.80 7.4 0.81 2.55 2.1 Page 10 of 14 6/20/2023 STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Project Name:Mulberry Filing 1 Subdivision:Mulberry Project No.:HFH22 Location:CO, Fort Collins Calculated By:MJP Design Storm:Checked By:JP Date: TRAVEL TIME STREET DesignPointBasinIDArea(Ac)RunoffCoeff.|C100Tc|100-Year(min)C*A(Ac)I(in/hr)Q(cfs)Tc(min)C*A(Ac)I(in/hr)Q(cfs)Slope(%)StreetFlow(cfs)DesignFlow(cfs)Slope(%)PipeSize(inches)Length(ft)Velocity(fps)Tt(min)REMARKS D1 D1 1.37 0.73 8.4 1.00 8.45 8.5 0.5 3.7 734 14.1 0.9 D2 D2 3.29 0.74 15.9 2.44 6.35 15.5 D3 D3 1.11 0.86 7.4 0.96 8.86 8.5 0.5 8.5 400 14.1 0.5 8.8 1.96 8.24 16.1 D3.1 D3.1 0.71 0.75 10.7 0.53 7.54 4.0 10.7 2.48 7.54 18.7 Total Flow at D3 D4 D4 1.04 0.75 8.4 0.78 8.43 6.6 D5 D5 1.13 0.77 10.3 0.87 7.66 6.6 D6 D6 1.32 0.78 11.3 1.03 7.41 7.7 11.3 1.90 7.41 14.1 D7 D7 1.57 0.78 10.3 1.22 7.65 9.4 D8 D8 1.24 0.75 5.4 0.93 9.75 9.1 D8.1 D8.1 0.17 0.99 5.0 0.17 9.95 1.7 D9 D9 1.56 0.79 6.0 1.24 9.49 11.8 D10 D10 0.54 0.91 5.0 0.49 9.95 4.9 D11 D11 1.15 0.81 6.9 0.94 9.09 8.5 D12 D12 1.48 0.80 9.4 1.18 7.99 9.4 D13 D13 0.97 0.26 11.9 0.25 7.27 1.8 D14 D14 0.75 0.87 5.0 0.66 9.95 6.5 D15 D15 0.70 0.74 7.1 0.52 9.01 4.7 D15.1 D15.1 0.93 0.79 9.4 0.73 8.00 5.9 D16 D16 1.06 0.91 5.0 0.96 9.95 9.5 D17 D17 1.07 0.90 5.0 0.96 9.95 9.6 D18 D18 0.37 0.31 13.1 0.11 6.99 0.8 D19 D19 0.62 0.99 11.4 0.61 7.38 4.5 11.4 0.94 7.38 7.0 Combined with D23 D20 D20 0.60 1.00 7.5 0.60 8.83 5.3 D21 D21 1.60 0.23 15.1 0.37 6.51 2.4 D22 D22 0.24 0.19 5.5 0.05 9.75 0.4 D23 D23 0.68 0.53 8.7 0.36 8.32 3.0 D24 D24 3.02 0.19 5.0 0.57 9.95 5.6 OS1 OS1 0.70 0.55 7.8 0.38 8.69 3.3 OS2 OS2 0.54 0.44 8.1 0.24 8.58 2.0 OS3 OS3 0.85 0.41 11.8 0.35 7.30 2.6 OS4 OS4 0.29 0.57 5.0 0.17 9.95 1.7 OS5 OS5 0.15 0.99 5.0 0.15 9.95 1.5 OS6 OS6 0.43 0.75 7.2 0.32 8.96 2.9 OS7 OS7 0.41 0.72 7.4 0.29 8.87 2.6 EX-1 EX-1 0.78 1.00 14.9 0.78 6.53 5.1 14.9 2.68 6.53 17.5 Total Flow to Existing Inlet 100-Year DIRECT RUNOFF TOTAL RUNOFF STREET 6/2/21 PIPE Page 11 of 14 6/20/2023 STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Project Name:Mulberry Filing 1 Subdivision:Mulberry Project No.:HFH22 Location:CO, Fort Collins Calculated By:MJP Design Storm:Checked By:JP Date: TRAVEL TIME STREET DesignPointBasinIDArea(Ac)RunoffCoeff.|C100Tc|100-Year(min)C*A(Ac)I(in/hr)Q(cfs)Tc(min)C*A(Ac)I(in/hr)Q(cfs)Slope(%)StreetFlow(cfs)DesignFlow(cfs)Slope(%)PipeSize(inches)Length(ft)Velocity(fps)Tt(min)REMARKS 100-Year DIRECT RUNOFF TOTAL RUNOFF STREET 6/2/21 PIPE E1 E1 1.07 0.90 5.0 0.96 9.95 9.6 E2 E2 0.96 0.95 5.0 0.91 9.95 9.1 E3 E3 0.80 0.85 9.4 0.68 8.01 5.4 E3.1 E3.1 0.80 0.85 9.4 0.68 8.01 5.4 E4 E4 0.40 0.28 9.8 0.11 7.81 0.9 E5 E5 1.07 0.90 5.0 0.96 9.95 9.5 E6 E6 0.63 0.85 6.8 0.54 9.16 4.9 E7 E7 1.03 0.92 5.0 0.95 9.95 9.5 E8 E8 0.35 0.27 9.9 0.09 7.78 0.7 E9 E9 1.07 0.90 5.0 0.96 9.95 9.6 E10 E10 1.03 0.93 5.0 0.95 9.95 9.5 E11 E11 0.40 0.68 7.9 0.27 8.66 2.3 E11.1 E11.1 0.34 0.85 6.7 0.29 9.18 2.7 E12 E12 0.44 0.99 5.9 0.43 9.56 4.1 E12.1 E12.1 0.21 1.00 5.0 0.21 9.95 2.1 E13 E13 0.59 0.19 9.8 0.11 7.80 0.9 E14 E14 0.30 0.81 6.5 0.24 9.29 2.2 E14.1 E14.1 1.30 1.00 10.0 1.30 7.72 10.0 E15 E15 0.57 1.00 12.3 0.57 7.16 4.1 E15.1 E15.1 0.56 1.00 10.0 0.56 7.72 4.3 E16 E16 1.00 0.19 14.8 0.19 6.57 1.2 E17 E17 0.59 0.81 7.6 0.48 8.78 4.2 E17.1 E17.1 0.40 0.69 8.8 0.28 8.27 2.3 E18 E18 0.41 0.69 6.6 0.28 9.26 2.6 E19 E19 2.72 1.00 10.0 2.72 7.72 21.0 E20 E20 0.74 0.95 15.7 0.71 6.39 4.5 E21 E20.1 0.23 0.96 7.0 0.22 9.08 2.0 E21 E21 1.04 0.26 14.0 0.27 6.75 1.8 E22 E22 0.99 0.96 5.0 0.95 9.95 9.4 E23 E23 0.99 0.96 5.0 0.94 9.95 9.4 E24 E24 0.73 0.67 11.6 0.49 7.33 3.6 E24.1 E24.1 0.36 0.84 9.4 0.30 7.97 2.4 E25 E25 0.74 0.98 13.3 0.73 6.93 5.0 E25.1 E25.1 0.19 0.78 8.5 0.15 8.37 1.2 E26 E26 2.39 1.00 10.0 2.39 7.72 18.5 E26.1 E26.1 0.72 1.00 10.0 0.72 7.72 5.5 E27 E27 0.33 0.86 5.0 0.29 9.95 2.9 E28 E28 0.84 0.95 14.6 0.80 6.63 5.3 E29 E29 1.77 0.19 5.0 0.33 9.95 3.3 E30 E30 1.04 0.97 15.7 1.00 6.39 6.4 Page 12 of 14 6/20/2023 STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Project Name:Mulberry Filing 1 Subdivision:Mulberry Project No.:HFH22 Location:CO, Fort Collins Calculated By:MJP Design Storm:Checked By:JP Date: TRAVEL TIME STREET DesignPointBasinIDArea(Ac)RunoffCoeff.|C100Tc|100-Year(min)C*A(Ac)I(in/hr)Q(cfs)Tc(min)C*A(Ac)I(in/hr)Q(cfs)Slope(%)StreetFlow(cfs)DesignFlow(cfs)Slope(%)PipeSize(inches)Length(ft)Velocity(fps)Tt(min)REMARKS 100-Year DIRECT RUNOFF TOTAL RUNOFF STREET 6/2/21 PIPE G1 A-G1 1.91 0.88 18.6 1.68 5.86 9.9 G2 A-G2 0.20 0.94 5.0 0.19 9.95 1.9 G3 A-G3 1.15 0.98 16.5 1.13 6.25 7.0 G4 A-G4 1.15 0.99 17.7 1.14 6.03 6.9 A-G5 A-G5 0.87 0.68 13.0 0.59 7.00 4.1 A-G6 A-G6 0.83 0.73 10.0 0.60 7.72 4.6 G5 G5 0.34 0.96 7.6 0.33 8.78 2.9 G6 G6 0.37 0.96 7.6 0.35 8.78 3.1 G6.1 G6.1 0.45 0.96 7.6 0.43 8.79 3.8 G7.1 G7.1 0.42 1.00 7.3 0.42 8.92 3.7 G7 G7 0.46 0.98 5.4 0.45 9.78 4.4 G8 G8 0.48 0.97 5.5 0.47 9.74 4.5 FUT-G FUT-G 17.03 1.00 9.2 17.03 8.09 137.8 H1 H1 0.44 0.97 5.9 0.43 9.56 4.1 H2 H2 0.53 0.96 5.9 0.51 9.55 4.9 H3 H3 0.92 1.00 5.8 0.92 9.58 8.8 H4 H4 1.02 0.99 5.9 1.02 9.56 9.7 Page 13 of 14 6/20/2023 Subdivision:0 Project Name:Mulberry Filing 1 Location:CO, Fort Collins Project No.:HFH22 Calculated By:MJP Checked By:JP Date:8/3/21 DP-18.1 DP-D22 FUT-B FUT-C (Cooper Slough) DP-E20 G2 G3 G7 Q100 (cfs)37.2 38.0 17.2 23.0 54.5 13.9 84.3 32.8 Flows are the greater of proposed vs. future D or H (in)36 48 24 30 42 28.8 54 36 W (ft)3.8 Slope (%)0.30 0.3 0.4 0.1 0.4 0.4 0.2 0.1 Yn (in)23.16 23.50 18.00 19.60 29.00 12.00 43.20 19.80 Yt (ft)2.00 2.00 1.50 1.50 2.00 1.00 3.60 2.00 If "unknown" Yt/D=0.4 Yt/D, Yt/H 0.67 0.50 0.75 0.60 0.57 0.42 0.80 0.67 Per section 11-3 Supercritical Yes Yes Yes Yes Yes Yes Yes Yes Q/D^2.5, Q/WH^1.5 2.39 1.19 3.04 2.33 2.38 0.98 1.96 2.10 Q/D^1.5, Q/WH^0.5 Da, Ha (in) *29.58 35.75 21.00 24.80 35.50 20.40 48.60 27.90 Da=0.5(D+Yn), Ha=0.5(H+Yn) Q/Da^1.5, Q/WHa^0.5 *9.61 7.39 7.43 7.74 10.71 2.81 10.34 9.25 d50 (in), Required 4.50 4.89 3.02 4.12 6.04 1.13 3.89 4.33 Required Riprap Size L L L L L L L L Fig. 8-34 Use Riprap Size L L L L L L L L d50 (in)9 9 9 9 9 9 9 9 Fig. 8-34 1/(2 tan q)4.30 0.00 2.00 1.00 2.00 0.00 0.00 0.00 Fig. 9-35 OR Fig 9-36 Erosive Soils Yes Yes Yes Yes Yes Yes Yes Yes At 6.76 6.91 3.13 4.18 9.91 2.53 15.33 5.96 At=Q/5.5 L 1.6 0.0 0.2 0.3 2.9 0.0 0.0 0.0 L=(1/(2 tan q))(At/Yt - D) Min L 9.0 12.0 6.0 7.5 10.5 7.2 13.5 9.0 Min L=3D or 3H Max L 30.0 40.0 20.0 25.0 35.0 24.0 45.0 30.0 Max L=10D or 10H Length (ft)9.0 12.0 6.0 7.5 10.5 7.2 13.5 9.0 Bottom Width (ft)9.0 12.0 6.0 7.5 10.5 7.2 13.5 9.0 Width=3D (Minimum) Riprap Depth (in)18 18 18 18 18 18 18 18 Depth=2(d50) Type II Base Depth (in)6 6 6 6 6 6 6 6 Table 8-34 fine grained soils) Cutoff Wall No No No No No No No No Cutoff Wall Depth (ft)Depth of Riprap and Base Cutoff Wall Width (ft) PIPE OUTFALL RIPRAP SIZING CALCULATIONS STORM DRAIN SYSTEM FUT-A 56.00 0.80 1.00 FUT-B 15.30 0.80 1.00 FUT-C 22.00 0.80 1.00 D BASINS (TO DETENTION)37.17 --37.3 172.1 E BASINS (TO DETENTION)28.49 --42.2 213.0 TO LID 1 8.35 -- TO LID 2 15.33 -- TO LID 3 1.06 -- TO LID 4 1.03 -- TO LID 5 1.07 -- TO LID 6 1.07 -- TO LID 7 0.96 -- TO LID 8 1.03 -- TO LID 9 1.07 -- TO LID 10 1.03 -- TO LID 12 0.99 -- TO LID 13 0.99 -- H:\Hartford Homes\HFHLV0001.01 Timberline Vine Dr\3. Permit Const Docs\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports- Info\Hydrology\Rational\HFHLV0001.01_Drainage_Calcs_Template_v2.0-CoFC.xls Scenario: 2 Year Current Time Step: 0.000 h FlexTable: GAL_Conduit H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Hydraulics\FDP_F1\StormCAD\HFH022_Storm F1 Amendment.stsw Label Start Node Stop Node Invert (Start) (ft) Invert (Stop) (ft) Length (User Defined) (ft) Slope (Calculated) (ft/ft) Diameter (in) Manning's n Flow (cfs) Velocity (ft/s) Capacity (Full Flow) (cfs) Hydraulic Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Energy Grade Line (In) (ft) Energy Grade Line (Out) (ft) Headloss (ft) P-189 (2) (Storm K)SD INLET K2 SD INLET K1 4,932.19 4,931.97 55.0 0.004 24.0 0.013 2.37 3.37 14.31 4,932.92 4,932.91 4,933.00 4,932.95 0.05 P-189 (1) (Storm K)SD INLET K1 SD FES K 4,931.97 4,931.58 98.5 0.004 24.0 0.013 3.19 3.67 14.31 4,932.61 4,932.20 4,932.82 4,932.43 0.40 P-191 (Storm L)SDMH L1.1 (Storm L)SDMH L1.2 (Storm L)4,928.43 4,929.78 337.0 -0.004 60.0 0.013 60.89 7.76 164.71 4,932.11 4,932.14 4,932.83 4,932.36 0.46 P-187 (2) (Storm L)STUB L1.1-1 SDMH L1.1 (Storm L)4,930.19 4,929.93 50.5 0.005 42.0 0.013 10.00 5.22 71.14 4,932.25 4,932.25 4,932.30 4,932.29 0.01 P-190 (Storm L)SDMH L1.1 (Storm L)SD FES L1.0 (Storm L)4,928.43 4,928.10 83.1 0.004 60.0 0.013 70.77 8.07 164.71 4,930.81 4,930.39 4,931.73 4,931.40 0.33 P-192 (Storm L)SDMH L1.2 (Storm L)SDMH L1.3 (Storm L)4,929.78 4,930.46 171.0 -0.004 36.0 0.013 5.99 4.23 42.18 4,933.27 4,933.26 4,933.29 4,933.27 0.01 P-166 (Storm L)STUB L1.2-1 SDMH L1.2 (Storm L)4,931.03 4,930.78 50.5 0.005 42.0 0.013 55.00 8.16 71.14 4,933.35 4,933.09 4,934.38 4,933.62 0.76 P-193 (Storm L)SDMH L1.4 (Storm L)SDMH L1.3 (Storm L)4,931.10 4,930.46 158.8 0.004 -0.013 6.11 4.00 41.77 4,933.29 4,933.28 4,933.30 4,933.29 0.01 P-187 (5) (Storm L)SDMH L1.1A SD FES L1A 4,929.62 4,928.21 87.9 0.016 24.0 0.013 3.14 5.99 28.64 4,930.24 4,929.42 4,930.46 4,929.46 1.00 P-187 (6) (Storm L)SD INLET L1.2A SDMH L1.1A 4,930.72 4,930.12 37.5 0.016 18.0 0.013 3.14 6.16 13.29 4,931.39 4,930.62 4,931.65 4,931.19 0.46 P-187 (7) (Storm L)SD INLET L1.3A SD INLET L1.2A 4,931.40 4,930.72 42.7 0.016 18.0 0.013 2.84 5.98 13.29 4,932.04 4,931.74 4,932.28 4,931.81 0.47 P-101 (Storm L)SDMH L1.4 (Storm L)SD INLET L1 (PUBLIC) (Storm L)4,931.73 4,931.88 37.5 -0.004 24.0 0.013 2.99 3.60 14.31 4,933.30 4,933.30 4,933.33 4,933.32 0.01 P-194 (Storm L)SD INLET L1.5 (Storm L)SDMH L1.4 (Storm L)4,931.83 4,931.76 17.5 0.004 24.0 0.013 3.25 3.69 14.31 4,933.30 4,933.29 4,933.32 4,933.32 0.00 Page 1 of 1 5/9/2023file:///C:/Users/matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/i4vtq5xl.xml Scenario: 2 Year Current Time Step: 0.000 h FlexTable: GAL_Manhole H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Hydraulics\FDP_F1\StormCAD\HFH022_Storm F1 Amendment.stsw Label Elevation (Rim) (ft) Elevation (Invert) (ft) Hydraulic Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Energy Grade Line (In) (ft) Energy Grade Line (Out) (ft) Headloss (ft) SD INLET K2 4,936.80 4,932.19 4,932.93 4,932.93 4,933.01 4,933.01 0.02 SD INLET K1 4,936.80 4,931.97 4,932.72 4,932.65 4,932.93 4,932.86 0.11 SDMH L1.1 (Storm L)4,938.88 4,928.43 4,931.35 4,930.99 4,932.27 4,931.91 0.55 SDMH L1.2 (Storm L)4,938.70 4,929.78 4,932.55 4,932.25 4,933.27 4,932.97 0.44 SDMH L1.3 (Storm L)4,937.81 4,930.46 4,933.27 4,933.27 4,933.29 4,933.29 0.00 SDMH L1.1A 4,936.99 4,929.62 4,930.31 4,930.28 4,930.54 4,930.51 0.07 SD INLET L1.2A 4,936.70 4,930.72 4,931.52 4,931.45 4,931.78 4,931.70 0.13 SD INLET L1.3A 4,936.58 4,931.40 4,932.09 4,932.09 4,932.33 4,932.33 0.05 SDMH L1.4 (Storm L)4,936.27 4,931.10 4,933.30 4,933.29 4,933.31 4,933.30 0.01 SD INLET L1 (PUBLIC) (Storm L)4,936.17 4,931.88 4,933.30 4,933.30 4,933.33 4,933.33 0.00 SD INLET L1.5 (Storm L)4,936.17 4,931.83 4,933.30 4,933.30 4,933.32 4,933.32 0.00 STUB L1.2-1 4,936.12 4,931.03 4,933.35 4,933.35 4,934.38 4,934.38 0.00 STUB L1.1-1 4,936.27 4,930.19 4,932.25 4,932.25 4,932.30 4,932.30 0.00 Page 1 of 1 5/9/2023file:///C:/Users/matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/2zyvz4ui.xml Scenario: 2 Year Current Time Step: 0.000 h FlexTable: GAL_Outfall H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Hydraulics\FDP_F1 \StormCAD\HFH022_Storm F1 Amendment.stsw Label Elevation (Invert) (ft) Elevation (Rim) (ft) Flow (Total Out) (cfs) Boundary Condition Type Elevation (User Defined Tailwater) (ft) SD FES K 4,931.58 4,935.41 3.13 User Defined Tailwater 4,931.26 SD FES L1.0 (Storm L)4,928.10 4,932.48 70.75 User Defined Tailwater 4,929.42 SD FES L1A 4,928.21 4,931.50 3.12 User Defined Tailwater 4,929.42 Page 1 of 1 5/9/2023file:///C:/Users/matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/0vbqbcje.xml Scenario: 100 Year Current Time Step: 0.000 h FlexTable: GAL_Conduit H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Hydraulics\FDP_F1\StormCAD\HFH022_Storm F1 Amendment.stsw Label Start Node Stop Node Invert (Start) (ft) Invert (Stop) (ft) Length (User Defined) (ft) Slope (Calculated) (ft/ft) Diameter (in) Manning's n Flow (cfs) Velocity (ft/s) Capacity (Full Flow) (cfs) Hydraulic Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Energy Grade Line (In) (ft) Energy Grade Line (Out) (ft) Headloss (ft) P-189 (2) (Storm K)SD INLET K2 SD INLET K1 4,932.19 4,931.97 55.0 0.004 24.0 0.013 8.25 2.63 14.31 4,936.79 4,936.72 4,936.90 4,936.83 0.07 P-189 (1) (Storm K)SD INLET K1 SD FES K 4,931.97 4,931.58 98.5 0.004 24.0 0.013 11.14 3.54 14.31 4,936.49 4,936.25 4,936.68 4,936.45 0.24 P-191 (Storm L)SDMH L1.1 (Storm L)SDMH L1.2 (Storm L)4,928.43 4,929.78 337.0 -0.004 60.0 0.013 125.24 6.38 164.71 4,935.17 4,934.39 4,935.80 4,935.02 0.78 P-187 (2) (Storm L)STUB L1.1-1 SDMH L1.1 (Storm L)4,930.19 4,929.93 50.5 0.005 42.0 0.013 20.00 2.08 71.14 4,934.75 4,934.73 4,934.82 4,934.80 0.02 P-190 (Storm L)SDMH L1.1 (Storm L)SD FES L1.0 (Storm L)4,928.43 4,928.10 83.1 0.004 60.0 0.013 144.78 9.46 164.71 4,933.40 4,933.15 4,934.25 4,934.00 0.25 P-192 (Storm L)SDMH L1.2 (Storm L)SDMH L1.3 (Storm L)4,929.78 4,930.46 171.0 -0.004 36.0 0.013 20.77 2.94 42.18 4,936.27 4,936.11 4,936.41 4,936.24 0.17 P-166 (Storm L)STUB L1.2-1 SDMH L1.2 (Storm L)4,931.03 4,930.78 50.5 0.005 42.0 0.013 105.00 10.91 71.14 4,935.63 4,935.08 4,937.48 4,936.93 0.55 P-193 (Storm L)SDMH L1.4 (Storm L)SDMH L1.3 (Storm L)4,931.10 4,930.46 158.8 0.004 -0.013 21.29 2.99 41.77 4,936.43 4,936.27 4,936.57 4,936.41 0.17 P-187 (5) (Storm L)SDMH L1.1A SD FES L1A 4,929.62 4,928.21 87.9 0.016 24.0 0.013 13.95 4.44 28.64 4,933.48 4,933.15 4,933.79 4,933.46 0.33 P-187 (6) (Storm L)SD INLET L1.2A SDMH L1.1A 4,930.72 4,930.12 37.5 0.016 18.0 0.013 13.97 7.91 13.29 4,933.97 4,933.31 4,934.95 4,934.28 0.66 P-187 (7) (Storm L)SD INLET L1.3A SD INLET L1.2A 4,931.40 4,930.72 42.7 0.016 18.0 0.013 12.90 7.30 13.29 4,935.59 4,934.94 4,936.41 4,935.77 0.64 P-101 (Storm L)SDMH L1.4 (Storm L)SD INLET L1 (PUBLIC) (Storm L)4,931.73 4,931.88 37.5 -0.004 24.0 0.013 10.45 3.32 14.31 4,936.66 4,936.58 4,936.83 4,936.75 0.08 P-194 (Storm L)SD INLET L1.5 (Storm L)SDMH L1.4 (Storm L)4,931.83 4,931.76 17.5 0.004 24.0 0.013 11.34 3.61 14.31 4,936.60 4,936.56 4,936.80 4,936.76 0.04 Page 1 of 1 5/9/2023file:///C:/Users/matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/a4kzopc2.xml Scenario: 100 Year Current Time Step: 0.000 h FlexTable: GAL_Manhole H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Hydraulics\FDP_F1\StormCAD\HFH022_Storm F1 Amendment.stsw Label Elevation (Rim) (ft) Elevation (Invert) (ft) Hydraulic Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Energy Grade Line (In) (ft) Energy Grade Line (Out) (ft) Headloss (ft) SD INLET K2 4,936.80 4,932.19 4,936.80 4,936.80 4,936.90 4,936.90 0.00 SD INLET K1 4,936.80 4,931.97 4,936.59 4,936.53 4,936.79 4,936.72 0.10 SDMH L1.1 (Storm L)4,938.88 4,928.43 4,933.92 4,933.57 4,934.77 4,934.42 0.52 SDMH L1.2 (Storm L)4,938.70 4,929.78 4,935.55 4,935.30 4,936.19 4,935.93 0.38 SDMH L1.3 (Storm L)4,937.81 4,930.46 4,936.27 4,936.27 4,936.41 4,936.41 0.00 SDMH L1.1A 4,936.99 4,929.62 4,933.59 4,933.55 4,933.89 4,933.85 0.10 SD INLET L1.2A 4,936.70 4,930.72 4,934.47 4,934.17 4,935.44 4,935.14 0.49 SD INLET L1.3A 4,936.58 4,931.40 4,935.75 4,935.75 4,936.58 4,936.58 0.17 SDMH L1.4 (Storm L)4,936.27 4,931.10 4,936.54 4,936.46 4,936.68 4,936.60 0.11 SD INLET L1 (PUBLIC) (Storm L)4,936.17 4,931.88 4,936.17 4,936.17 4,936.34 4,936.34 0.00 SD INLET L1.5 (Storm L)4,936.17 4,931.83 4,936.17 4,936.17 4,936.37 4,936.37 0.00 STUB L1.2-1 4,936.12 4,931.03 4,935.63 4,935.63 4,937.48 4,937.48 0.00 STUB L1.1-1 4,936.27 4,930.19 4,934.75 4,934.75 4,934.82 4,934.82 0.00 Page 1 of 1 5/9/2023file:///C:/Users/matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/doijrrkx.xml Scenario: 100 Year Current Time Step: 0.000 h FlexTable: GAL_Outfall H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Hydraulics\FDP_F1 \StormCAD\HFH022_Storm F1 Amendment.stsw Label Elevation (Invert) (ft) Elevation (Rim) (ft) Flow (Total Out) (cfs) Boundary Condition Type Elevation (User Defined Tailwater) (ft) SD FES K 4,931.58 4,935.41 10.92 User Defined Tailwater 4,936.25 SD FES L1.0 (Storm L)4,928.10 4,932.48 144.70 User Defined Tailwater 4,933.15 SD FES L1A 4,928.21 4,931.50 13.85 User Defined Tailwater 4,933.15 Page 1 of 1 5/9/2023file:///C:/Users/matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/eogfdv33.xml Scenario: 100 Year Current Time Step: 0.000 h FlexTable: GAL_Conduit H:\H\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Hydraulics\FDP_F1\StormCAD\HFH022_Storm E_Split_Amendment F1.stsw Label Start Node Stop Node Invert (Start) (ft) Invert (Stop) (ft) Length (User Defined) (ft) Slope (Calculated) (ft/ft) Diameter (in) Manning's n Flow (cfs) Velocity (ft/s) Capacity (Full Flow) (cfs) Hydraulic Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Energy Grade Line (In) (ft) Energy Grade Line (Out) (ft) Headloss (ft) P-156 (Storm I)MH-1 SDMH I2-A.6 4,942.30 4,942.10 50.5 0.004 24.0 0.013 7.00 2.23 14.23 4,947.73 4,947.68 4,947.81 4,947.76 0.05 P-143 (Storm I)SDMH I2-A.6 SDMH I2-A.5 4,942.10 4,941.60 134.8 0.004 24.0 0.013 7.00 2.23 13.78 4,947.59 4,947.46 4,947.67 4,947.54 0.13 P-142 (Storm I)SDMH I2-A.5 SDMH I2-A.4 4,941.60 4,941.20 99.8 0.004 24.0 0.013 14.00 4.46 14.32 4,946.95 4,946.56 4,947.25 4,946.87 0.38 P-141 (Storm I)SDMH I2-A.4 SDMH I2-A.3 4,941.20 4,940.60 141.4 0.004 36.0 0.013 21.00 2.97 43.44 4,946.55 4,946.41 4,946.69 4,946.55 0.14 P-140 (Storm I)SDMH I2-A.3 SDMH I2-A.2 4,940.60 4,940.40 51.0 0.004 36.0 0.013 30.25 4.28 41.78 4,946.10 4,945.99 4,946.38 4,946.28 0.10 CO-32 SDMH I2-A.2 MH-33 4,940.40 4,939.95 108.0 0.004 42.0 0.013 39.50 4.11 64.94 4,945.81 4,945.65 4,946.08 4,945.91 0.17 CO-33 MH-33 SDMH I2-A.1 4,939.95 4,939.70 70.7 0.004 42.0 0.013 54.61 5.68 59.82 4,945.16 4,944.95 4,945.66 4,945.46 0.21 CO-36 SDMH I2 SD FES I (Storm I)4,937.25 4,937.00 -0.004 54.0 0.013 100.75 6.33 125.31 4,944.27 4,944.11 4,944.90 4,944.73 0.16 CO-41 SDMH I2-A.1 O-4 4,939.70 4,939.52 61.4 0.003 15.0 0.013 15.46 0.00 3.50 4,944.28 4,940.76 4,946.75 4,943.23 3.52 CO-42 SDMH I2-A.1 SDMH I2 4,940.95 4,937.75 60.9 0.053 48.0 0.013 39.05 3.11 329.25 4,945.07 4,945.03 4,945.23 4,945.18 0.05 Page 1 of 1 6/20/2023file:///C:/Users/matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/ig40nuyi.xml Scenario: 100 Year Current Time Step: 0.000 h FlexTable: GAL_Manhole H:\H\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Hydraulics\FDP_F1 \StormCAD\HFH022_Storm E_Split_Amendment F1.stsw Label Elevation (Rim) (ft) Elevation (Invert) (ft) Hydraulic Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Energy Grade Line (In) (ft) Energy Grade Line (Out) (ft) Headloss (ft) MH-1 4,948.00 4,942.82 4,947.75 4,947.75 4,947.83 4,947.83 0.02 MH-33 4,946.64 4,939.74 4,945.30 4,945.26 4,945.80 4,945.76 0.14 SDMH I2 4,947.01 4,937.75 4,944.50 4,944.40 4,945.12 4,945.02 0.22 SDMH I2-A.1 4,946.69 4,937.55 4,945.10 4,945.10 4,945.26 4,945.26 0.03 SDMH I2-A.2 4,946.46 4,938.26 4,945.90 4,945.87 4,946.16 4,946.13 0.09 SDMH I2-A.3 4,946.72 4,940.69 4,946.21 4,946.15 4,946.50 4,946.44 0.12 SDMH I2-A.4 4,947.44 4,941.40 4,946.61 4,946.58 4,946.75 4,946.72 0.06 SDMH I2-A.5 4,947.84 4,941.90 4,947.20 4,947.01 4,947.51 4,947.32 0.25 SDMH I2-A.6 4,948.96 4,942.57 4,947.65 4,947.60 4,947.73 4,947.68 0.06 Page 1 of 1 6/20/2023file:///C:/Users/matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/oglfwcqi.xml Scenario: 100 Year Current Time Step: 0.000 h FlexTable: GAL_Outfall H:\H\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Hydraulics\FDP_F1 \StormCAD\HFH022_Storm E_Split_Amendment F1.stsw Label Elevation (Invert) (ft) Elevation (Rim) (ft) Flow (Total Out) (cfs) Boundary Condition Type Elevation (User Defined Tailwater) (ft) SD FES I (Storm I)4,939.01 4,945.07 111.60 User Defined Tailwater 4,944.11 O-4 4,939.52 4,937.55 15.46 User Defined Tailwater 4,944.50 Page 1 of 1 6/20/2023file:///C:/Users/matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/hyugttla.xml Scenario: 2 Year Current Time Step: 0.000 h FlexTable: GAL_Conduit H:\H\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Hydraulics\FDP_F1\StormCAD\HFH022_Storm E_Split_Amendment F1.stsw Label Start Node Stop Node Invert (Start) (ft) Invert (Stop) (ft) Length (User Defined) (ft) Slope (Calculated) (ft/ft) Diameter (in) Manning's n Flow (cfs) Velocity (ft/s) Capacity (Full Flow) (cfs) Hydraulic Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Energy Grade Line (In) (ft) Energy Grade Line (Out) (ft) Headloss (ft) P-156 (Storm I)MH-1 SDMH I2-A.6 4,942.30 4,942.10 50.5 0.004 24.0 0.013 2.40 3.37 14.23 4,942.99 4,942.98 4,943.09 4,943.03 0.06 P-143 (Storm I)SDMH I2-A.6 SDMH I2-A.5 4,942.10 4,941.60 134.8 0.004 24.0 0.013 2.40 3.29 13.78 4,942.88 4,942.86 4,942.95 4,942.88 0.07 P-142 (Storm I)SDMH I2-A.5 SDMH I2-A.4 4,941.60 4,941.20 99.8 0.004 24.0 0.013 4.80 4.11 14.32 4,942.40 4,942.30 4,942.66 4,942.40 0.26 P-141 (Storm I)SDMH I2-A.4 SDMH I2-A.3 4,941.20 4,940.60 141.4 0.004 36.0 0.013 6.20 4.36 43.44 4,941.98 4,941.84 4,942.26 4,941.91 0.35 P-140 (Storm I)SDMH I2-A.3 SDMH I2-A.2 4,940.60 4,940.40 51.0 0.004 36.0 0.013 7.60 4.49 41.78 4,941.63 4,941.63 4,941.82 4,941.73 0.09 CO-32 SDMH I2-A.2 MH-33 4,940.40 4,939.95 108.0 0.004 42.0 0.013 9.00 4.75 64.94 4,941.38 4,941.41 4,941.64 4,941.49 0.15 CO-33 MH-33 SDMH I2-A.1 4,939.95 4,939.70 70.7 0.004 42.0 0.013 12.02 4.86 59.82 4,941.01 4,940.75 4,941.38 0.00 4,941.38 CO-36 SDMH I2 SD FES I (Storm I)4,937.25 4,937.00 -0.004 54.0 0.013 14.33 5.24 125.31 4,939.01 4,939.01 4,939.10 4,939.08 0.02 CO-41 SDMH I2-A.1 O-4 4,939.70 4,939.52 61.4 0.003 15.0 0.013 12.01 0.00 3.50 4,942.88 4,940.74 4,944.37 4,942.25 2.12 CO-42 SDMH I2-A.1 SDMH I2 4,940.95 4,937.75 60.9 0.053 48.0 0.013 0.00 0.00 329.25 4,940.95 4,939.12 4,940.95 4,939.12 1.83 Page 1 of 1 6/20/2023file:///C:/Users/matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/iys1lwy0.xml Scenario: 2 Year Current Time Step: 0.000 h FlexTable: GAL_Manhole H:\H\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Hydraulics\FDP_F1 \StormCAD\HFH022_Storm E_Split_Amendment F1.stsw Label Elevation (Rim) (ft) Elevation (Invert) (ft) Hydraulic Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Energy Grade Line (In) (ft) Energy Grade Line (Out) (ft) Headloss (ft) MH-1 4,948.00 4,942.82 4,943.01 4,943.01 4,943.11 4,943.11 0.02 MH-33 4,946.64 4,939.74 4,941.09 4,941.09 4,941.46 4,941.45 0.07 SDMH I2 4,947.01 4,937.75 4,939.03 4,939.03 4,939.12 4,939.12 0.02 SDMH I2-A.1 4,946.69 4,937.55 (N/A)(N/A)(N/A)(N/A)0.00 SDMH I2-A.2 4,946.46 4,938.26 4,941.43 4,941.43 4,941.69 4,941.69 0.05 SDMH I2-A.3 4,946.72 4,940.69 4,941.69 4,941.67 4,941.89 4,941.86 0.06 SDMH I2-A.4 4,947.44 4,941.40 4,942.08 4,942.04 4,942.36 4,942.32 0.10 SDMH I2-A.5 4,947.84 4,941.90 4,942.61 4,942.45 4,942.87 4,942.71 0.21 SDMH I2-A.6 4,948.96 4,942.57 4,942.94 4,942.89 4,943.01 4,942.96 0.06 Page 1 of 1 6/20/2023file:///C:/Users/matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/hj2dpjxz.xml Scenario: 2 Year Current Time Step: 0.000 h FlexTable: GAL_Outfall H:\H\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Hydraulics\FDP_F1 \StormCAD\HFH022_Storm E_Split_Amendment F1.stsw Label Elevation (Invert) (ft) Elevation (Rim) (ft) Flow (Total Out) (cfs) Boundary Condition Type Elevation (User Defined Tailwater) (ft) SD FES I (Storm I)4,939.01 4,945.07 23.24 Free Outfall - O-4 4,939.52 4,937.55 12.01 Free Outfall - Page 1 of 1 6/20/2023file:///C:/Users/matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/mmt4vwtr.xml Profile ReportEngineering Profile - Storm I2-A SDMH I2 - SDMH I2-A.6 (HFH022_Storm E_Split_Amendment F1.stsw)4,935.004,940.004,945.004,950.00-0+500+000+501+001+502+002+503+003+504+004+505+005+506+006+507+00Station (ft)Elevation (ft)SDMH I2-A.2 Rim: 4,946.46 ftInvert: 4,938.26 ftSDMH I2-A.1 Rim: 4,946.69 ftInvert: 4,937.55 ftSDMH I2-A.3 Rim: 4,946.72 ftInvert: 4,940.69 ftSDMH I2-A.4 Rim: 4,947.44 ftInvert: 4,941.40 ftSDMH I2-A.5 Rim: 4,947.84 ftInvert: 4,941.90 ftSDMH I2-A.6 Rim: 4,948.96 ftInvert: 4,942.57 ftSDMH I2-A.1-1Rim: 4,946.64 ftInvert: 4,939.74 ftSDMH I2 Rim: 4,947.01 ftInvert: 4,937.75 ftP-140 (Storm I): 51.0 ft @ 0.004 ft/ftCircle - 36.0 in RCPP-141 (Storm I): 141.4 ft @ 0.004 ft/ftCircle - 36.0 in RCPP-142 (Storm I): 99.8 ft @ 0.004 ft/ft RCPP-143 (Storm I): 134.8 ft @ 0.004 ft/ft RCPCO-33: 70.7 ft @ 0.004 ft/ftCircle - 42.0 in RCPCO-32: 108.0 ft @ 0.004 ft/ftCircle - 42.0 in RCPCO-42: 60.9 ft @ 0.053 ft/ftCircle - 48.0 in Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16666/19/2023StormCAD[10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution CenterHFH022_Storm E_Split_Amendment F1.stsw Profile Report Engineering Profile - Storm I2-A SDMH I2 - SDMH I2-A.6 (HFH022_Storm E_Split_Amendment F1.stsw) 4,935.00 4,940.00 4,945.00 4,950.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 Station (ft)Elevation (ft)SDMH I2-A.2 Rim: 4,946.46 ft Invert: 4,938.26 ft SDMH I2-A.1 Rim: 4,946.69 ft Invert: 4,937.55 ft SDMH I2-A.3 Rim: 4,946.72 ft Invert: 4,940.69 ft SDMH I2-A.4 Rim: 4,947.44 ft Invert: 4,941.40 ft SDMH I2-A.5 Rim: 4,947.84 ft Invert: 4,941.90 ft SDMH I2-A.6 Rim: 4,948.96 ft Invert: 4,942.57 ft SDMH I2-A.1-1 Rim: 4,946.64 ft Invert: 4,939.74 ft SDMH I2 Rim: 4,947.01 ft Invert: 4,937.75 ft P-140 (Storm I): 51.0 ft @ 0.004 ft/ft Circle - 36.0 in RCP P-141 (Storm I): 141.4 ft @ 0.004 ft/ft Circle - 36.0 in RCP P-142 (Storm I): 99.8 ft @ 0.004 ft/ft RCP P-143 (Storm I): 134.8 ft @ 0.004 ft/ft RCP CO-33: 70.7 ft @ 0.004 ft/ft Circle - 42.0 in RCP CO-32: 108.0 ft @ 0.004 ft/ft Circle - 42.0 in RCP C O-42: 60.9 ft @ 0.053 ft/ft Circle - 48.0 in Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 6/19/2023 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution CenterHFH022_Storm E_Split_Amendment F1.stsw Bloom Filing 1 Final Drainage Report Proposed SWMM Model A D E C G H B I S4 S5 G1 C1 C2 C3 C4Pond_H_Outlet Pond_D_Outlet Pond_E_Outlet Pond_B_Outlet Pond_C_Outlet Pond_A_Outlet PondG_Outlet Pond_I_Outlet C5 PondG1_Outlet J2 J1 J3 J4 Peakview_Storm_Stub CooperSlough Lake_Canal CooperSloughNorth O1 Pond_A Pond_B Pond_C Pond_D Pond_E Pond_G Pond_HPond_I Fut_CommercialPond Pond_G1 CityofFortCollins CoFC_2yr 03/19/2021 00:15:00 SWMM 5.1 Page 1 ***2-Year Storm Event*** EPA STORM WATER MANAGEMENT MODEL - VERSION 5.2 (Build 5.2.3) ------------------------------------------------------------ **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES RDII ................... NO Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ NO Water Quality .......... NO Infiltration Method ...... HORTON Flow Routing Method ...... KINWAVE Starting Date ............ 03/19/2021 00:00:00 Ending Date .............. 03/20/2021 00:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:15:00 Wet Time Step ............ 00:05:00 Dry Time Step ............ 01:00:00 Routing Time Step ........ 30.00 sec ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 18.191 0.978 Evaporation Loss ......... 0.000 0.000 Infiltration Loss ........ 5.155 0.277 Surface Runoff ........... 11.762 0.633 Final Storage ............ 1.334 0.072 Continuity Error (%) ..... -0.330 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 11.762 3.833 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 10.809 3.522 Flooding Loss ............ 0.000 0.000 Evaporation Loss ......... 0.000 0.000 Exfiltration Loss ........ 0.000 0.000 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0.945 0.308 Continuity Error (%) ..... 0.063 ******************************** Highest Flow Instability Indexes ******************************** Link Pond_C_Outlet (54) ************************* Routing Time Step Summary ************************* Minimum Time Step : 30.00 sec Average Time Step : 30.00 sec Maximum Time Step : 30.00 sec % of Time in Steady State : 0.00 Average Iterations per Step : 1.00 % of Steps Not Converging : 0.00 *************************** Subcatchment Runoff Summary *************************** ------------------------------------------------------------------------------------ ------------------------------------------ Total Total Total Total Imperv Perv Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff Subcatchment in in in in in in in 10^6 gal CFS ------------------------------------------------------------------------------------ ------------------------------------------ A 0.98 0.00 0.00 0.29 0.62 0.00 0.62 0.94 35.83 0.631 D 0.98 0.00 0.00 0.51 0.42 0.00 0.43 0.43 23.47 0.435 E 0.98 0.00 0.00 0.38 0.54 0.00 0.54 0.39 16.91 0.551 C 0.98 0.00 0.00 0.10 0.79 0.00 0.80 0.48 22.13 0.813 G 0.98 0.00 0.00 0.10 0.79 0.00 0.80 0.42 20.75 0.814 H 0.98 0.00 0.00 0.19 0.71 0.00 0.71 0.32 21.49 0.727 B 0.98 0.00 0.00 0.29 0.62 0.00 0.62 0.26 13.91 0.634 I 0.98 0.00 0.00 0.19 0.71 0.00 0.71 0.12 9.41 0.728 S4 0.98 0.00 0.00 0.20 0.70 0.02 0.72 0.02 2.01 0.731 S5 0.98 0.00 0.00 0.69 0.22 0.05 0.27 0.02 1.59 0.276 G1 0.98 0.00 0.00 0.10 0.79 0.00 0.80 0.44 22.00 0.814 ****************** Node Depth Summary ****************** --------------------------------------------------------------------------------- Average Maximum Maximum Time of Max Reported Depth Depth HGL Occurrence Max Depth Node Type Feet Feet Feet days hr:min Feet --------------------------------------------------------------------------------- J2 JUNCTION 0.00 0.00 4935.00 0 00:00 0.00 J1 JUNCTION 0.00 0.00 4943.00 0 00:00 0.00 J3 JUNCTION 0.00 0.00 4927.00 0 00:00 0.00 J4 JUNCTION 0.00 0.00 4923.00 0 00:00 0.00 Peakview_Storm_Stub OUTFALL 0.00 0.00 4922.94 0 00:00 0.00 CooperSlough OUTFALL 0.00 0.00 4938.00 0 00:00 0.00 Lake_Canal OUTFALL 0.00 0.00 0.00 0 00:00 0.00 CooperSloughNorth OUTFALL 0.00 0.00 4940.00 0 00:00 0.00 O1 OUTFALL 0.00 0.00 0.00 0 00:00 0.00 Pond_A STORAGE 0.51 2.30 4947.80 0 02:11 2.30 Pond_B STORAGE 0.97 2.80 4945.30 0 04:58 2.80 Pond_C STORAGE 0.24 2.49 4940.99 0 01:16 2.49 Pond_D STORAGE 0.86 1.03 4945.03 0 03:24 1.03 Pond_E STORAGE 0.28 1.11 4937.11 0 01:59 1.11 Pond_G STORAGE 0.51 3.01 4931.01 0 01:35 3.01 Pond_H STORAGE 0.48 2.36 4925.36 0 01:58 2.36 Pond_I STORAGE 2.49 2.87 4925.37 0 02:58 2.87 Fut_CommercialPond STORAGE 0.10 0.19 4924.19 0 02:07 0.18 Pond_G1 STORAGE 0.56 2.27 2.27 0 02:11 2.27 ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------ ------------- Maximum Maximum Lateral Total Flow Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence Volume Volume Error Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent ------------------------------------------------------------------------------------ ------------- J2 JUNCTION 0.00 0.35 0 03:24 0 0.198 0.000 J1 JUNCTION 0.00 0.35 0 03:24 0 0.198 0.000 J3 JUNCTION 0.00 7.77 0 01:35 0 0.82 0.000 J4 JUNCTION 0.00 9.99 0 01:39 0 1.15 0.000 Peakview_Storm_Stub OUTFALL 0.00 9.99 0 01:39 0 1.15 0.000 CooperSlough OUTFALL 0.00 12.69 0 01:30 0 1.87 0.000 Lake_Canal OUTFALL 0.00 0.10 0 02:58 0 0.0588 0.000 CooperSloughNorth OUTFALL 0.00 0.00 0 00:00 0 0 0.000 gal O1 OUTFALL 0.00 2.56 0 02:11 0 0.443 0.000 Pond_A STORAGE 35.83 35.83 0 00:45 0.938 0.938 0.069 Pond_B STORAGE 13.91 17.84 0 00:45 0.258 1.2 0.021 Pond_C STORAGE 22.13 22.13 0 00:45 0.475 0.475 0.072 Pond_D STORAGE 23.47 23.47 0 00:40 0.429 0.429 -0.002 Pond_E STORAGE 16.91 16.91 0 00:45 0.389 0.389 0.058 Pond_G STORAGE 22.57 22.80 0 00:40 0.439 0.821 0.057 Pond_H STORAGE 21.49 21.49 0 00:40 0.321 0.321 0.071 Pond_I STORAGE 9.41 9.41 0 00:40 0.124 0.124 0.000 Fut_CommercialPond STORAGE 1.59 1.59 0 00:40 0.0155 0.0155 -0.004 Pond_G1 STORAGE 22.00 22.00 0 00:45 0.443 0.443 0.058 ********************* Node Flooding Summary ********************* No nodes were flooded. ********************** Storage Volume Summary ********************** ------------------------------------------------------------------------------------ ------------ Average Avg Evap Exfil Maximum Max Time of Max Maximum Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft³ Full Loss Loss 1000 ft³ Full days hr:min CFS ------------------------------------------------------------------------------------ ------------ Pond_A 10.714 1.9 0.0 0.0 70.020 12.7 0 02:11 6.56 Pond_B 14.711 4.4 0.0 0.0 53.442 15.9 0 04:58 5.09 Pond_C 1.141 0.6 0.0 0.0 19.947 11.0 0 01:16 8.11 Pond_D 41.008 10.3 0.0 0.0 52.428 13.2 0 03:24 0.35 Pond_E 7.177 2.4 0.0 0.0 30.543 10.1 0 01:59 3.20 Pond_G 2.492 1.2 0.0 0.0 25.454 12.1 0 01:35 7.77 Pond_H 4.597 2.3 0.0 0.0 28.178 14.0 0 01:58 2.19 Pond_I 11.848 11.3 0.0 0.0 15.361 14.6 0 02:58 0.10 Fut_CommercialPond 0.957 3.2 0.0 0.0 1.850 6.2 0 02:07 0.05 Pond_G1 6.908 3.1 0.0 0.0 38.755 17.6 0 02:11 2.56 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg Max Total Freq Flow Flow Volume Outfall Node Pcnt CFS CFS 10^6 gal ----------------------------------------------------------- Peakview_Storm_Stub 99.55 1.79 9.99 1.153 CooperSlough 99.55 2.90 12.69 1.867 Lake_Canal 99.03 0.09 0.10 0.059 CooperSloughNorth 0.00 0.00 0.00 0.000 O1 98.72 0.69 2.56 0.443 ----------------------------------------------------------- System 79.37 5.48 25.28 3.522 ******************** Link Flow Summary ******************** ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- C1 DUMMY 0.35 0 03:24 C2 DUMMY 0.35 0 03:24 C3 DUMMY 7.77 0 01:35 C4 DUMMY 9.99 0 01:39 Pond_H_Outlet ORIFICE 2.19 0 01:58 0.00 Pond_D_Outlet ORIFICE 0.35 0 03:24 0.00 Pond_E_Outlet ORIFICE 3.20 0 01:59 0.00 Pond_B_Outlet ORIFICE 5.09 0 04:58 0.00 Pond_C_Outlet ORIFICE 8.11 0 01:16 0.00 Pond_A_Outlet ORIFICE 6.56 0 02:11 0.00 PondG_Outlet ORIFICE 7.77 0 01:35 0.00 Pond_I_Outlet ORIFICE 0.10 0 02:58 0.00 C5 ORIFICE 0.05 0 02:07 0.00 PondG1_Outlet ORIFICE 2.56 0 02:11 0.00 ************************* Conduit Surcharge Summary ************************* No conduits were surcharged. Analysis begun on: Tue May 9 16:24:04 2023 Analysis ended on: Tue May 9 16:24:04 2023 Total elapsed time: < 1 sec ***100-Year Storm Event*** EPA STORM WATER MANAGEMENT MODEL - VERSION 5.2 (Build 5.2.3) ------------------------------------------------------------ **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES RDII ................... NO Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ NO Water Quality .......... NO Infiltration Method ...... HORTON Flow Routing Method ...... KINWAVE Starting Date ............ 03/19/2021 00:00:00 Ending Date .............. 03/20/2021 00:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:15:00 Wet Time Step ............ 00:05:00 Dry Time Step ............ 01:00:00 Routing Time Step ........ 30.00 sec ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 68.225 3.669 Evaporation Loss ......... 0.000 0.000 Infiltration Loss ........ 10.547 0.567 Surface Runoff ........... 56.639 3.046 Final Storage ............ 1.335 0.072 Continuity Error (%) ..... -0.433 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 56.639 18.457 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 46.231 15.065 Flooding Loss ............ 0.000 0.000 Evaporation Loss ......... 0.000 0.000 Exfiltration Loss ........ 0.000 0.000 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 10.394 3.387 Continuity Error (%) ..... 0.025 ******************************** Highest Flow Instability Indexes ******************************** Link Pond_C_Outlet (53) ************************* Routing Time Step Summary ************************* Minimum Time Step : 30.00 sec Average Time Step : 30.00 sec Maximum Time Step : 30.00 sec % of Time in Steady State : 0.00 Average Iterations per Step : 1.00 % of Steps Not Converging : 0.00 *************************** Subcatchment Runoff Summary *************************** ------------------------------------------------------------------------------------ ------------------------------------------ Total Total Total Total Imperv Perv Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff Subcatchment in in in in in in in 10^6 gal CFS ------------------------------------------------------------------------------------ ------------------------------------------ A 3.67 0.00 0.00 0.62 2.51 0.48 2.99 4.55 233.48 0.815 D 3.67 0.00 0.00 1.14 1.72 0.77 2.49 2.52 144.67 0.679 E 3.67 0.00 0.00 0.84 2.19 0.59 2.78 2.01 108.80 0.758 C 3.67 0.00 0.00 0.15 3.23 0.22 3.45 2.06 138.82 0.939 G 3.67 0.00 0.00 0.15 3.23 0.22 3.45 1.83 129.25 0.940 H 3.67 0.00 0.00 0.31 2.87 0.43 3.30 1.49 119.43 0.900 B 3.67 0.00 0.00 0.54 2.51 0.56 3.08 1.28 85.59 0.838 I 3.67 0.00 0.00 0.30 2.88 0.44 3.31 0.58 49.26 0.903 S4 3.67 0.00 0.00 0.29 2.80 0.52 3.32 0.08 8.81 0.906 S5 3.67 0.00 0.00 1.01 0.90 1.77 2.67 0.15 19.35 0.726 G1 3.67 0.00 0.00 0.15 3.23 0.22 3.45 1.92 136.89 0.940 ****************** Node Depth Summary ****************** --------------------------------------------------------------------------------- Average Maximum Maximum Time of Max Reported Depth Depth HGL Occurrence Max Depth Node Type Feet Feet Feet days hr:min Feet --------------------------------------------------------------------------------- J2 JUNCTION 0.00 0.00 4935.00 0 00:00 0.00 J1 JUNCTION 0.00 0.00 4943.00 0 00:00 0.00 J3 JUNCTION 0.00 0.00 4927.00 0 00:00 0.00 J4 JUNCTION 0.00 0.00 4923.00 0 00:00 0.00 Peakview_Storm_Stub OUTFALL 0.00 0.00 4922.94 0 00:00 0.00 CooperSlough OUTFALL 0.00 0.00 4938.00 0 00:00 0.00 Lake_Canal OUTFALL 0.00 0.00 0.00 0 00:00 0.00 CooperSloughNorth OUTFALL 0.00 0.00 4940.00 0 00:00 0.00 O1 OUTFALL 0.00 0.00 0.00 0 00:00 0.00 Pond_A STORAGE 3.18 6.54 4952.04 0 02:36 6.53 Pond_B STORAGE 6.13 7.11 4949.61 0 11:54 7.11 Pond_C STORAGE 1.24 5.94 4944.44 0 02:07 5.93 Pond_D STORAGE 3.87 4.29 4948.29 0 03:36 4.28 Pond_E STORAGE 1.54 5.17 4941.17 0 02:22 5.16 Pond_G STORAGE 3.14 7.98 4935.98 0 02:23 7.98 Pond_H STORAGE 3.46 8.00 4931.00 0 02:17 8.00 Pond_I STORAGE 5.30 5.60 4928.10 0 03:05 5.60 Fut_CommercialPond STORAGE 1.19 1.93 4925.93 0 02:09 1.92 Pond_G1 STORAGE 3.33 5.99 5.99 0 02:25 5.99 ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------ ------------- Maximum Maximum Lateral Total Flow Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence Volume Volume Error Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent ------------------------------------------------------------------------------------ ------------- J2 JUNCTION 0.00 0.75 0 03:36 0 0.454 0.000 J1 JUNCTION 0.00 0.75 0 03:36 0 0.454 0.000 J3 JUNCTION 0.00 13.51 0 02:23 0 3.9 0.000 J4 JUNCTION 0.00 17.96 0 02:21 0 5.5 0.000 Peakview_Storm_Stub OUTFALL 0.00 17.96 0 02:21 0 5.5 0.000 CooperSlough OUTFALL 0.00 21.91 0 02:20 0 7.56 0.000 Lake_Canal OUTFALL 0.00 0.14 0 03:05 0 0.0866 0.000 CooperSloughNorth OUTFALL 0.00 0.00 0 00:00 0 0 0.000 gal O1 OUTFALL 0.00 4.37 0 02:25 0 1.92 0.000 Pond_A STORAGE 233.48 233.48 0 00:40 4.55 4.55 0.029 Pond_B STORAGE 85.59 92.51 0 00:40 1.28 5.82 0.002 Pond_C STORAGE 138.82 138.82 0 00:40 2.06 2.06 0.029 Pond_D STORAGE 144.67 144.67 0 00:40 2.52 2.52 -0.000 Pond_E STORAGE 108.80 108.80 0 00:40 2.01 2.01 0.046 Pond_G STORAGE 138.06 142.01 0 00:40 1.91 3.9 0.019 Pond_H STORAGE 119.43 119.43 0 00:40 1.49 1.49 0.031 Pond_I STORAGE 49.26 49.26 0 00:40 0.576 0.576 -0.000 Fut_CommercialPond STORAGE 19.35 19.35 0 00:40 0.153 0.153 0.004 Pond_G1 STORAGE 136.89 136.89 0 00:40 1.92 1.92 0.024 ********************* Node Flooding Summary ********************* No nodes were flooded. ********************** Storage Volume Summary ********************** ------------------------------------------------------------------------------------ ------------ Average Avg Evap Exfil Maximum Max Time of Max Maximum Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft³ Full Loss Loss 1000 ft³ Full days hr:min CFS ------------------------------------------------------------------------------------ ------------ Pond_A 185.389 33.6 0.0 0.0 495.551 89.8 0 02:36 12.13 Pond_B 219.784 65.5 0.0 0.0 274.945 81.9 0 11:54 8.57 Pond_C 27.246 15.0 0.0 0.0 177.236 97.9 0 02:07 13.64 Pond_D 289.304 72.7 0.0 0.0 326.657 82.1 0 03:36 0.75 Pond_E 52.777 17.4 0.0 0.0 201.128 66.2 0 02:22 8.85 Pond_G 62.862 30.0 0.0 0.0 208.826 99.5 0 02:23 13.51 Pond_H 59.829 29.7 0.0 0.0 168.893 83.8 0 02:17 4.23 Pond_I 68.022 64.6 0.0 0.0 75.236 71.5 0 03:05 0.14 Fut_CommercialPond 11.941 39.8 0.0 0.0 19.259 64.2 0 02:09 0.22 Pond_G1 94.135 42.9 0.0 0.0 219.170 99.8 0 02:25 4.37 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg Max Total Freq Flow Flow Volume Outfall Node Pcnt CFS CFS 10^6 gal ----------------------------------------------------------- Peakview_Storm_Stub 99.62 8.54 17.96 5.501 CooperSlough 99.58 11.74 21.91 7.558 Lake_Canal 99.41 0.13 0.14 0.087 CooperSloughNorth 0.00 0.00 0.00 0.000 O1 99.27 2.99 4.37 1.919 ----------------------------------------------------------- System 79.58 23.41 44.38 15.064 ******************** Link Flow Summary ******************** ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- C1 DUMMY 0.75 0 03:36 C2 DUMMY 0.75 0 03:36 C3 DUMMY 13.51 0 02:23 C4 DUMMY 17.96 0 02:21 Pond_H_Outlet ORIFICE 4.23 0 02:17 0.00 Pond_D_Outlet ORIFICE 0.75 0 03:36 0.00 Pond_E_Outlet ORIFICE 8.85 0 02:22 0.00 Pond_B_Outlet ORIFICE 8.57 0 11:54 0.00 Pond_C_Outlet ORIFICE 13.64 0 02:07 0.00 Pond_A_Outlet ORIFICE 12.13 0 02:36 0.00 PondG_Outlet ORIFICE 13.51 0 02:23 0.00 Pond_I_Outlet ORIFICE 0.14 0 03:05 0.00 C5 ORIFICE 0.22 0 02:09 0.00 PondG1_Outlet ORIFICE 4.37 0 02:25 0.00 ************************* Conduit Surcharge Summary ************************* No conduits were surcharged. Analysis begun on: Tue May 9 16:22:43 2023 Analysis ended on: Tue May 9 16:22:43 2023 Total elapsed time: < 1 sec Project: Basin ID: WQCV Design Volume (Input): Catchment Imperviousness, Ia =90.0 percent Catchment Area, A =20.50 acres Diameter of holes, D =1.275 inches Depth at WQCV outlet above lowest perforation, H =3.00 feet Number of holes per row, N =1 Vertical distance between rows, h =4.00 inches OR Number of rows, NL =9.00 Orifice discharge coefficient, Co =0.65 Height of slot, H =inches Slope of Basin Trickle Channel, S =0.008 ft / ft Width of slot, W =inches Time to Drain the Pond =40 hours Watershed Design Information (Input):3 Percent Soil Type A =0 % Percent Soil Type B =0 % Percent Soil Type C/D =100 % Outlet Design Information (Output): Water Quality Capture Volume, WQCV =0.401 watershed inches Water Quality Capture Volume (WQCV) =0.685 acre-feet 0.00 Design Volume (WQCV / 12 * Area * 1.2) Vol =0.823 acre-feet Outlet area per row, Ao =1.28 square inches Total opening area at each row based on user-input above, Ao =1.28 square inches Total opening area at each row based on user-input above, Ao =0.009 square feet 3 Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23 S 4927.11 4927.44 4927.78 4928.11 4928.44 4928.78 4929.11 4929.44 4929.78 Flow 4927.11 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4927.61 0.0327 0.0191 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.05 4928.11 0.0462 0.0378 0.0265 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.11 4928.61 0.0566 0.0500 0.0421 0.0327 0.0191 0.0000 0.0000 0.0000 0.0000 0.20 4929.11 0.0654 0.0597 0.0533 0.0462 0.0378 0.0265 0.0000 0.0000 0.0000 0.29 4929.61 0.0731 0.0681 0.0625 0.0566 0.0500 0.0421 0.0327 0.0191 0.0000 0.40 4930.11 0.0801 0.0755 0.0705 0.0654 0.0597 0.0533 0.0462 0.0378 0.0265 0.52 4930.61 0.0865 0.0823 0.0777 0.0731 0.0681 0.0625 0.0566 0.0500 0.0421 0.60 4931.11 0.0924 0.0885 0.0843 0.0801 0.0755 0.0705 0.0654 0.0597 0.0533 0.67 4931.61 0.0980 0.0944 0.0904 0.0865 0.0823 0.0777 0.0731 0.0681 0.0625 0.73 4932.11 0.1033 0.0999 0.0962 0.0924 0.0885 0.0843 0.0801 0.0755 0.0705 0.79 4932.61 0.1084 0.1051 0.1016 0.0980 0.0944 0.0904 0.0865 0.0823 0.0777 0.84 4933.11 0.1132 0.1101 0.1067 0.1033 0.0999 0.0962 0.0924 0.0885 0.0843 0.89 4933.61 0.1178 0.1148 0.1116 0.1084 0.1051 0.1016 0.0980 0.0944 0.0904 0.94 4934.11 0.1223 0.1194 0.1163 0.1132 0.1101 0.1067 0.1033 0.0999 0.0962 0.99 4934.61 0.1266 0.1238 0.1208 0.1178 0.1148 0.1116 0.1084 0.1051 0.1016 1.03 4935.11 0.1307 0.1280 0.1251 0.1223 0.1194 0.1163 0.1132 0.1101 0.1067 1.07 4935.61 0.1347 0.1321 0.1293 0.1266 0.1238 0.1208 0.1178 0.1148 0.1116 1.11 4936.11 0.1387 0.1361 0.1334 0.1307 0.1280 0.1251 0.1223 0.1194 0.1163 1.15 4936.61 0.1425 0.1400 0.1373 0.1347 0.1321 0.1293 0.1266 0.1238 0.1208 1.19 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A Override Area Row 1 Override Area Row 2 Override Area Row 3 Override Area Row 4 Override Area Row 5 Override Area Row 6 Override Area Row 7 Override Area Row 8 Override Area Row 9 Override Area Row 10 Override Area Row 11 Override Area Row 12 Override Area Row 13 Override Area Row 14 Override Area Row 15 Override Area Row 16 Override Area Row 17 Override Area Row 18 Override Area Row 19 Override Area Row 20 Override Area Row 21 Override Area Row 22 Override Area Row 23 Override Area Row 24 Central Elevations of Rows of Holes in feet Collection Capacity for Each Row of Holes in cfs STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Bloom Filing 1 Pond G1 - Filing 1 Amendment HFH22_Pond G1 WQCV_F1 Amendment.xls, WQCV 5/8/2023, 3:46 PM Worksheet Protected Project: Basin ID: STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Bloom Filing 1 Pond G1 - Filing 1 Amendment 4926.00 4928.00 4930.00 4932.00 4934.00 4936.00 4938.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 Stage(feet,elev.)Discharge (cfs) STAGE-DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE HFH22_Pond G1 WQCV_F1 Amendment.xls, WQCV 5/8/2023, 3:46 PM Project: Basin ID: X 1 #1 Vertical #2 Vertical Sizing the Restrictor Plate for Circular Vertical Orifices or Pipes (Input)Orifice Orifice Water Surface Elevation at Design Depth Elev: WS =5.99 Pipe/Vertical Orifice Entrance Invert Elevation Elev: Invert =0.00 Required Peak Flow through Orifice at Design Depth Q =4.37 Pipe/Vertical Orifice Diameter (inches)Dia =18.0 Orifice Coefficient Co =0.65 Full-flow Capacity (Calculated) Full-flow area Af =1.77 Half Central Angle in Radians Theta =3.14 Full-flow capacity Qf =21.1 Percent of Design Flow =483% Calculation of Orifice Flow Condition Half Central Angle (0<Theta<3.1416)Theta =1.05 Flow area Ao =0.35 Top width of Orifice (inches)To =15.61 Height from Invert of Orifice to Bottom of Plate (feet)Yo =0.38 Elevation of Bottom of Plate Elev Plate Bottom Edge =0.38 Resultant Peak Flow Through Orifice at Design Depth Qo =4.4 Width of Equivalent Rectangular Vertical Orifice Equivalent Width =0.92 Centroid Elevation of Equivalent Rectangular Vertical Orifice Equiv. Centroid El. =0.19 Bloom Filing 1 Pond G1 Restrictor Plate RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES HFH22_Pond G1 WQCV_F1 Amendment.xls, Restrictor Plate 5/8/2023, 3:46 PM Project: Basin ID: WQCV Design Volume (Input): Catchment Imperviousness, Ia =90.0 percent Catchment Area, A =19.50 acres Diameter of holes, D =1.593 inches Depth at WQCV outlet above lowest perforation, H =3.75 feet Number of holes per row, N =1 Vertical distance between rows, h =4.00 inches OR Number of rows, NL =11.00 Orifice discharge coefficient, Co =0.65 Height of slot, H =inches Slope of Basin Trickle Channel, S =0.008 ft / ft Width of slot, W =inches Time to Drain the Pond =40 hours Watershed Design Information (Input):3.75 Percent Soil Type A =0 % Percent Soil Type B =0 % Percent Soil Type C/D =100 % Outlet Design Information (Output): Water Quality Capture Volume, WQCV =0.401 watershed inches Water Quality Capture Volume (WQCV) =0.652 acre-feet 0.00 Design Volume (WQCV / 12 * Area * 1.2) Vol =0.782 acre-feet Outlet area per row, Ao =1.08 square inches Total opening area at each row based on user-input above, Ao =1.99 square inches Total opening area at each row based on user-input above, Ao =0.014 square feet 3 Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23 S 4929.00 4929.33 4929.67 4930.00 4930.33 4930.67 4931.00 4931.33 4931.67 4932.00 4932.33 Flow 4929.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4929.50 0.0511 0.0298 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.08 4930.00 0.0722 0.0591 0.0415 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.17 4930.50 0.0885 0.0781 0.0658 0.0511 0.0298 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.31 4931.00 0.1022 0.0933 0.0833 0.0722 0.0591 0.0415 0.0000 0.0000 0.0000 0.0000 0.0000 0.45 4931.50 0.1142 0.1064 0.0977 0.0885 0.0781 0.0658 0.0511 0.0298 0.0000 0.0000 0.0000 0.63 4932.00 0.1251 0.1180 0.1103 0.1022 0.0933 0.0833 0.0722 0.0591 0.0415 0.0000 0.0000 0.81 4932.50 0.1351 0.1286 0.1215 0.1142 0.1064 0.0977 0.0885 0.0781 0.0658 0.0511 0.0298 1.02 4933.00 0.1445 0.1384 0.1318 0.1251 0.1180 0.1103 0.1022 0.0933 0.0833 0.0722 0.0591 1.18 4933.50 0.1532 0.1475 0.1414 0.1351 0.1286 0.1215 0.1142 0.1064 0.0977 0.0885 0.0781 1.31 4934.00 0.1615 0.1561 0.1503 0.1445 0.1384 0.1318 0.1251 0.1180 0.1103 0.1022 0.0933 1.43 4934.50 0.1694 0.1642 0.1588 0.1532 0.1475 0.1414 0.1351 0.1286 0.1215 0.1142 0.1064 1.54 4935.00 0.1769 0.1720 0.1668 0.1615 0.1561 0.1503 0.1445 0.1384 0.1318 0.1251 0.1180 1.64 4935.50 0.1842 0.1794 0.1744 0.1694 0.1642 0.1588 0.1532 0.1475 0.1414 0.1351 0.1286 1.74 4936.00 0.1911 0.1866 0.1817 0.1769 0.1720 0.1668 0.1615 0.1561 0.1503 0.1445 0.1384 1.83 4936.50 0.1978 0.1934 0.1888 0.1842 0.1794 0.1744 0.1694 0.1642 0.1588 0.1532 0.1475 1.91 4937.00 0.2043 0.2001 0.1956 0.1911 0.1866 0.1817 0.1769 0.1720 0.1668 0.1615 0.1561 1.99 4937.50 0.2106 0.2065 0.2021 0.1978 0.1934 0.1888 0.1842 0.1794 0.1744 0.1694 0.1642 2.07 4938.00 0.2167 0.2127 0.2085 0.2043 0.2001 0.1956 0.1911 0.1866 0.1817 0.1769 0.1720 2.15 4938.50 0.2226 0.2187 0.2147 0.2106 0.2065 0.2021 0.1978 0.1934 0.1888 0.1842 0.1794 2.22 4939.00 0.2284 0.2246 0.2206 0.2167 0.2127 0.2085 0.2043 0.2001 0.1956 0.1911 0.1866 2.29 4939.50 0.2341 0.2304 0.2265 0.2226 0.2187 0.2147 0.2106 0.2065 0.2021 0.1978 0.1934 2.36 4940.00 0.2396 0.2360 0.2322 0.2284 0.2246 0.2206 0.2167 0.2127 0.2085 0.2043 0.2001 2.42 4940.50 0.2450 0.2414 0.2377 0.2341 0.2304 0.2265 0.2226 0.2187 0.2147 0.2106 0.2065 2.49 4941.00 0.2502 0.2468 0.2431 0.2396 0.2360 0.2322 0.2284 0.2246 0.2206 0.2167 0.2127 2.55 4941.50 0.2554 0.2520 0.2485 0.2450 0.2414 0.2377 0.2341 0.2304 0.2265 0.2226 0.2187 2.61 4942.00 0.2604 0.2571 0.2536 0.2502 0.2468 0.2431 0.2396 0.2360 0.2322 0.2284 0.2246 2.67 4942.50 0.2654 0.2621 0.2587 0.2554 0.2520 0.2485 0.2450 0.2414 0.2377 0.2341 0.2304 2.73 4943.00 0.2703 0.2671 0.2637 0.2604 0.2571 0.2536 0.2502 0.2468 0.2431 0.2396 0.2360 2.79 4943.50 0.2751 0.2719 0.2686 0.2654 0.2621 0.2587 0.2554 0.2520 0.2485 0.2450 0.2414 2.84 4944.00 0.2798 0.2767 0.2734 0.2703 0.2671 0.2637 0.2604 0.2571 0.2536 0.2502 0.2468 2.90 4944.50 0.2844 0.2813 0.2782 0.2751 0.2719 0.2686 0.2654 0.2621 0.2587 0.2554 0.2520 2.95 4945.00 0.2889 0.2859 0.2828 0.2798 0.2767 0.2734 0.2703 0.2671 0.2637 0.2604 0.2571 3.01 4945.50 0.2934 0.2905 0.2874 0.2844 0.2813 0.2782 0.2751 0.2719 0.2686 0.2654 0.2621 3.06 4946.00 0.2978 0.2949 0.2919 0.2889 0.2859 0.2828 0.2798 0.2767 0.2734 0.2703 0.2671 3.11 4946.50 0.3022 0.2993 0.2963 0.2934 0.2905 0.2874 0.2844 0.2813 0.2782 0.2751 0.2719 3.16 4947.00 0.3065 0.3036 0.3007 0.2978 0.2949 0.2919 0.2889 0.2859 0.2828 0.2798 0.2767 3.21 4947.50 0.3107 0.3079 0.3050 0.3022 0.2993 0.2963 0.2934 0.2905 0.2874 0.2844 0.2813 3.26 4948.00 0.3149 0.3121 0.3093 0.3065 0.3036 0.3007 0.2978 0.2949 0.2919 0.2889 0.2859 3.31 4948.50 0.3190 0.3163 0.3135 0.3107 0.3079 0.3050 0.3022 0.2993 0.2963 0.2934 0.2905 3.35 4949.00 0.3230 0.3204 0.3176 0.3149 0.3121 0.3093 0.3065 0.3036 0.3007 0.2978 0.2949 3.40 4949.50 0.3271 0.3244 0.3217 0.3190 0.3163 0.3135 0.3107 0.3079 0.3050 0.3022 0.2993 3.45 4950.00 0.3310 0.3284 0.3257 0.3230 0.3204 0.3176 0.3149 0.3121 0.3093 0.3065 0.3036 3.49 4950.50 0.3349 0.3324 0.3297 0.3271 0.3244 0.3217 0.3190 0.3163 0.3135 0.3107 0.3079 3.54 Override Area Row 1 Override Area Row 2 Override Area Row 3 Override Area Row 4 Override Area Row 5 Override Area Row 6 Override Area Row 7 Override Area Row 8 Override Area Row 9 Override Area Row 10 Override Area Row 11 Override Area Row 12 Override Area Row 13 Override Area Row 14 Override Area Row 15 Override Area Row 16 Override Area Row 17 Override Area Row 18 Override Area Row 19 Override Area Row 20 Override Area Row 21 Override Area Row 22 Override Area Row 23 Override Area Row 24 Central Elevations of Rows of Holes in feet Collection Capacity for Each Row of Holes in cfs STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Bloom Filing 1 Pond G HFH22_Pond G WQCV_F1 Amendment.xls, WQCV 5/8/2023, 3:44 PM Worksheet Protected Project: Basin ID: STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Bloom Filing 1 Pond G 4925.00 4930.00 4935.00 4940.00 4945.00 4950.00 4955.00 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 Stage(feet,elev.)Discharge (cfs) STAGE-DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE HFH22_Pond G WQCV_F1 Amendment.xls, WQCV 5/8/2023, 3:44 PM Project: Basin ID: X 1 #1 Vertical #2 Vertical Sizing the Restrictor Plate for Circular Vertical Orifices or Pipes (Input)Orifice Orifice Water Surface Elevation at Design Depth Elev: WS =7.98 Pipe/Vertical Orifice Entrance Invert Elevation Elev: Invert =0.00 Required Peak Flow through Orifice at Design Depth Q =13.51 Pipe/Vertical Orifice Diameter (inches)Dia =18.0 Orifice Coefficient Co =0.65 Full-flow Capacity (Calculated) Full-flow area Af =1.77 Half Central Angle in Radians Theta =3.14 Full-flow capacity Qf =24.8 Percent of Design Flow =183% Calculation of Orifice Flow Condition Half Central Angle (0<Theta<3.1416)Theta =1.62 Flow area Ao =0.94 Top width of Orifice (inches)To =17.98 Height from Invert of Orifice to Bottom of Plate (feet)Yo =0.79 Elevation of Bottom of Plate Elev Plate Bottom Edge =0.79 Resultant Peak Flow Through Orifice at Design Depth Qo =13.5 Width of Equivalent Rectangular Vertical Orifice Equivalent Width =1.19 Centroid Elevation of Equivalent Rectangular Vertical Orifice Equiv. Centroid El. =0.40 Bloom Filing 1 Pond G Restrictor Plate RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES HFH22_Pond G WQCV_F1 Amendment.xls, Restrictor Plate 5/8/2023, 3:42 PM FAIRCHILD STREETLOT 12 LOT 13 LOT 14 LOT 19 LOT 20 LOT 18 LOT 17 LOT 16 LOT 15 LOT 3 LOT 2 LOT 4 LOT 1 BLOCK 21 BLOCK 22 8''SSS S S S S S M D5 D2 D3 D12 D1 D6 D4 D21 D21 acres D1 0.59 0.73 1.37 acres D21 0.15 0.19 2.84 acres D2 0.59 0.74 3.29 acres D3 0.69 0.86 1.11 acres D5 0.62 0.77 1.13 D11 acres D4 0.60 0.75 1.04 acres D6 0.63 0.78 1.32 acres D12 0.64 0.80 1.48 acres D13 0.20 0.26 0.97 acres D7 0.62 0.78 1.57 acres D3.1 0.60 0.75 0.71 acres D21.1 0.15 0.19 2.84 Know what's before you dig. DESIGN POINT DETENTION POND BASIN BOUNDARY (i.e., MHFD-Detention_v4.03 and/or SWMM) SUB-BASIN BOUNDARY (i.e., Rational Method) OVERLAND FLOW DIRECTION (I.E., LANDSCAPING) DIRECT FLOW DIRECTION (I.E., PAVEMENT, CURB AND GUTTER) BASIN ID 2-YR RUNOFF COEFFICIENT BASIN AREA (ACRES) acres A1 0.05 0.35 2.50 A APPROXIMATE DETENTION POND OVERFLOW PATH 100-YR RUNOFF COEFFICIENT FEMA CROSS SECTION SCALE: 1"=50' 0 20 5010 - - - - - - - - - - - - STAMP H:\H\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\3-CD\FDP_F1\HFH022_C10.0_DRAINAGE.dwg - Matthew Kasch - 6/20/2023Init.#Issue / DescriptionDateFINAL DEVELOPMENT PLANS BLOOM FILING ONEFORT COLLINS, COTHESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT GallowayUS.com 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 Date: Drawn By: Project No: Checked By: 11.07.2022 HFH000022 1 05/10/2023 F1 AMENDMENT JEP -02.13.2023 ENGINEERS STAMP ADDED JEP NOTES: 1.PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA-REGULATED, 100-YEAR COOPER SLOUGH FLOODPLAIN/FLOODWAY AND MUST COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE. 2.THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY (BUILDING OF STRUCTURES, GRADING, FILL, DETENTION PONDS, BIKE PATHS, PARKING LOTS, UTILITIES, LANDSCAPED AREAS, FLOOD CONTROL CHANNELS, ETC.) WITHIN THE COOPER SLOUGH FLOODPLAIN LIMITS--. STORAGE OF EQUIPMENT AND MATERIALS (TEMPORARY OR PERMANENT) IS NOT ALLOWED IN THE FLOODWAY. ALL ACTIVITIES WITHIN THE FLOODPLAIN ARE SUBJECT TO THE REQUIREMENTS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE. 3.CRITICAL FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN. CRITICAL FACILITIES INCLUDE ESSENTIAL SERVICES, AT-RISK POPULATION, HAZARDOUS MATERIALS, AND GOVERNMENT FACILITIES. 4.CONSTRUCTION OF NEW STRUCTURES, HARD SURFACE PATHS, WALKWAYS, DRIVEWAYS, WALLS, AND PARKING AREAS IS PROHIBITED IN THE FLOODWAY UNLESS NO-RISE CONDITIONS ARE MET. ANY CONSTRUCTION ACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDE A NO-RISE CERTIFICATION PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN COLORADO.MATCHLINE-SEE SHEET C10.3MATCHLINE-SEE SHEET C10.1 KEYMAP JKD JEP DRAINAGE PLAN C10.0 IRRIGATION POND LIMITS NOTES CONTINUED: 5.AN APPROVED FEMA ELEVATION CERTIFICATE COMPLETED BY A LICENSED SURVEYOR OR CIVIL ENGINEER SHOWING THAT THE BUILDING IS CONSTRUCTED TO THE REQUIRED ELEVATION IS REQUIRED POST-CONSTRUCTION PRIOR TO A CERTIFICATE OF OCCUPANCY (CO) BEING ISSUED. PLEASE NOTE: IF ANY PART OF THE BUILDING IS WITHIN THE FLOODPLAIN BOUNDARY, THEN THE ENTIRE STRUCTURE IS CONSIDERED IN THE FLOODPLAIN AND THE ENTIRE BUILDING ENVELOPE MUST MEET THE REQUIREMENTS OF ELEVATING TO THE RFPE. 6.ALL BASE FLOOD ELEVATIONS ARE BASED ON NAVD 1988 DATUM. GFAIRCHILD STREETDELOZIER ROADALLEY A LOT 4 LOT 5 LOT 6 LOT 7 LOT 8 LOT 6 LOT 7 LOT 10LOT 11 LOT 9 LOT 8 LOT 12 LOT 11 LOT 8LOT 7 LOT 10 LOT 9 LOT 5 LOT 6 LOT 7 LOT 10LOT 11LOT 12 LOT 9 LOT 8 BLOCK 22 BLOCK 24 BLOCK 26 E5 E8 E22E9 E3E1 E2 D16 D17 D15 D10 D9 D7 D13 D8 D2D6 D8.1 D15.1 E3.1 D14 E20.1 D11 0.65 0.81 acres D8 0.60 0.75 1.24 acres D18.1 0.80 1.00 2.22 acres D9 0.63 0.79 1.56 acres D19 0.79 0.99 0.62 acres D20 0.82 1.00 0.60 acres D17 0.72 0.90 1.07 acres D15 0.61 0.76 0.86 acres D10 0.72 0.91 0.54 acres D16 0.72 0.91 1.06 acres E1 0.72 0.90 1.07 acres E2 0.76 0.95 0.96 acres E3 0.48 0.60 1.32 acres E6 0.68 0.85 0.63 E5 acres E8 0.21 0.27 0.35 E9 acres E22 0.76 0.96 0.99 acres 0.62 0.78 1.57 acres D14 0.70 0.87 0.75 acres OS1 0.44 0.55 0.70 acres OS2 0.41 0.51 0.68 acres EX-1 0.41 0.51 0.68 acres D18 0.25 0.31 0.37 acres E20.1 0.67 0.83 1.11 acres E3.1 0.69 0.86 0.71 acres D15.1 0.63 0.79 0.93 acres D8.1 0.79 0.99 0.17 acres E11.1 0.68 0.85 0.34 acres E25 0.78 0.98 0.74 - - - - - - - - - - - - STAMP H:\H\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\3-CD\FDP_F1\HFH022_C10.0_DRAINAGE.dwg - Matthew Kasch - 6/20/2023Init.#Issue / DescriptionDateFINAL DEVELOPMENT PLANS BLOOM FILING ONEFORT COLLINS, COTHESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT GallowayUS.com 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 Date: Drawn By: Project No: Checked By: 11.07.2022 HFH000022 1 05/10/2023 F1 AMENDMENT JEP -02.13.2023 ENGINEERS STAMP ADDED JEP NOTES: 1.PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA-REGULATED, 100-YEAR COOPER SLOUGH FLOODPLAIN/FLOODWAY AND MUST COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE. 2.THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY (BUILDING OF STRUCTURES, GRADING, FILL, DETENTION PONDS, BIKE PATHS, PARKING LOTS, UTILITIES, LANDSCAPED AREAS, FLOOD CONTROL CHANNELS, ETC.) WITHIN THE COOPER SLOUGH FLOODPLAIN LIMITS--. STORAGE OF EQUIPMENT AND MATERIALS (TEMPORARY OR PERMANENT) IS NOT ALLOWED IN THE FLOODWAY. ALL ACTIVITIES WITHIN THE FLOODPLAIN ARE SUBJECT TO THE REQUIREMENTS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE. 3.CRITICAL FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN. CRITICAL FACILITIES INCLUDE ESSENTIAL SERVICES, AT-RISK POPULATION, HAZARDOUS MATERIALS, AND GOVERNMENT FACILITIES. 4.CONSTRUCTION OF NEW STRUCTURES, HARD SURFACE PATHS, WALKWAYS, DRIVEWAYS, WALLS, AND PARKING AREAS IS PROHIBITED IN THE FLOODWAY UNLESS NO-RISE CONDITIONS ARE MET. ANY CONSTRUCTION ACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDE A NO-RISE CERTIFICATION PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN COLORADO. AN APPROVED FEMA ELEVATION CERTIFICATE COMPLETED BY A LICENSED SURVEYOR OR CIVIL ENGINEER SHOWING THAT THE BUILDING IS CONSTRUCTED TO THE REQUIRED ELEVATION IS REQUIRED POST-CONSTRUCTION PRIOR TO A CERTIFICATE OF OCCUPANCY (CO) BEING ISSUED. PLEASE NOTE: IF ANY PART OF THE BUILDING IS WITHIN THE FLOODPLAIN BOUNDARY, THEN THE ENTIRE STRUCTURE IS CONSIDERED IN THE FLOODPLAIN AND THE ENTIRE BUILDING ENVELOPE MUST MEET THE REQUIREMENTS OF ELEVATING TO THE RFPE. 5.ALL BASE FLOOD ELEVATIONS ARE BASED ON NAVD 1988 DATUM.MATCHLINE-SEE SHEET C10.3MATCHLINE-SEE SHEET C10.0 MATCHLINE-SEE SHEET C10.2 DESIGN POINT DETENTION POND BASIN BOUNDARY (i.e., MHFD-Detention_v4.03 and/or SWMM) SUB-BASIN BOUNDARY (i.e., Rational Method) OVERLAND FLOW DIRECTION (I.E., LANDSCAPING) DIRECT FLOW DIRECTION (I.E., PAVEMENT, CURB AND GUTTER) BASIN ID 2-YR RUNOFF COEFFICIENT BASIN AREA (ACRES) acres A1 0.05 0.35 2.50 A APPROXIMATE DETENTION POND OVERFLOW PATH 100-YR RUNOFF COEFFICIENT FEMA CROSS SECTION IRRIGATION POND LIMITS KEYMAP Know what's before you dig.SCALE: 1"=50' 0 20 5010MATCHLINE-SEE SHEET C10.4JKD JEP DRAINAGE PLAN C10.1 GDELOZIER ROADLOT 10 LOT 7 LOT 9 LOT 8 LOT 7 LOT 10 LOT 9 LOT 8 BLOCK 28 BLOCK 30 E27 E6 E11 E24 E10 E7 E5 E22 E23 E9 E16 E14 E12 E12.1 E11.1 E24.1 E25.1 E15 E17 acres 0.68 0.85 0.63 acres E5 0.72 0.90 1.07 acres OS4 0.46 0.57 0.29 acres E7 0.74 0.92 1.03 acres E9 0.72 0.90 1.07 acres E10 0.74 0.93 1.03 acres E11 0.55 0.68 0.40 acres E12 0.79 0.99 0.44 acres E14 0.65 0.81 0.30 acres OS3 0.33 0.41 0.85 acres E15 0.82 1.00 0.57 acres OS6 0.60 0.75 0.43 acres E17 0.65 0.81 0.59 acres OS7 0.60 0.75 0.41 acres E22 0.76 0.96 0.99 acres E23 0.77 0.96 0.99 acres E24 0.54 0.67 0.73 acres E24.1 0.67 0.84 0.36 acres E27 0.69 0.86 0.33 acres FUT-G 0.90 1.00 20.5 acres OS5 0.79 0.99 0.15 acres E15.1 0.80 1.0 1.15 acres E26.1 0.80 1.00 0.72 acres E14.1 0.80 1.00 1.3 acres E12.1 0.94 1.00 0.21 acres E25.1 0.62 0.78 0.19 - - - - - - - - - - - - STAMP H:\H\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\3-CD\FDP_F1\HFH022_C10.0_DRAINAGE.dwg - Matthew Kasch - 6/20/2023Init.#Issue / DescriptionDateFINAL DEVELOPMENT PLANS BLOOM FILING ONEFORT COLLINS, COTHESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT GallowayUS.com 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 Date: Drawn By: Project No: Checked By: 11.07.2022 HFH000022 1 05/10/2023 F1 AMENDMENT JEP -02.13.2023 ENGINEERS STAMP ADDED JEPMATCHLINE-SEE SHEET C10.4MATCHLINE-SEE SHEET C10.1 MATCHLINE-SEE SHEET C10.8 DESIGN POINT DETENTION POND BASIN BOUNDARY (i.e., MHFD-Detention_v4.03 and/or SWMM) SUB-BASIN BOUNDARY (i.e., Rational Method) OVERLAND FLOW DIRECTION (I.E., LANDSCAPING) DIRECT FLOW DIRECTION (I.E., PAVEMENT, CURB AND GUTTER) BASIN ID 2-YR RUNOFF COEFFICIENT BASIN AREA (ACRES) acres A1 0.05 0.35 2.50 A APPROXIMATE DETENTION POND OVERFLOW PATH 100-YR RUNOFF COEFFICIENT FEMA CROSS SECTION IRRIGATION POND LIMITS KEYMAP Know what's before you dig.SCALE: 1"=50' 0 20 5010 JKD JEP DRAINAGE PLAN C10.2 NOTES: 1.PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA-REGULATED, 100-YEAR COOPER SLOUGH FLOODPLAIN/FLOODWAY AND MUST COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE. 2.THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY (BUILDING OF STRUCTURES, GRADING, FILL, DETENTION PONDS, BIKE PATHS, PARKING LOTS, UTILITIES, LANDSCAPED AREAS, FLOOD CONTROL CHANNELS, ETC.) WITHIN THE COOPER SLOUGH FLOODPLAIN LIMITS--. STORAGE OF EQUIPMENT AND MATERIALS (TEMPORARY OR PERMANENT) IS NOT ALLOWED IN THE FLOODWAY. ALL ACTIVITIES WITHIN THE FLOODPLAIN ARE SUBJECT TO THE REQUIREMENTS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE. 3.CRITICAL FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN. CRITICAL FACILITIES INCLUDE ESSENTIAL SERVICES, AT-RISK POPULATION, HAZARDOUS MATERIALS, AND GOVERNMENT FACILITIES. 4.CONSTRUCTION OF NEW STRUCTURES, HARD SURFACE PATHS, WALKWAYS, DRIVEWAYS, WALLS, AND PARKING AREAS IS PROHIBITED IN THE FLOODWAY UNLESS NO-RISE CONDITIONS ARE MET. ANY CONSTRUCTION ACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDE A NO-RISE CERTIFICATION PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN COLORADO. AN APPROVED FEMA ELEVATION CERTIFICATE COMPLETED BY A LICENSED SURVEYOR OR CIVIL ENGINEER SHOWING THAT THE BUILDING IS CONSTRUCTED TO THE REQUIRED ELEVATION IS REQUIRED POST-CONSTRUCTION PRIOR TO A CERTIFICATE OF OCCUPANCY (CO) BEING ISSUED. PLEASE NOTE: IF ANY PART OF THE BUILDING IS WITHIN THE FLOODPLAIN BOUNDARY, THEN THE ENTIRE STRUCTURE IS CONSIDERED IN THE FLOODPLAIN AND THE ENTIRE BUILDING ENVELOPE MUST MEET THE REQUIREMENTS OF ELEVATING TO THE RFPE. 5.ALL BASE FLOOD ELEVATIONS ARE BASED ON NAVD 1988 DATUM. D20 D19 D22 D24 D23 D21 acres D11 0.65 0.81 1.15 acres D24 0.15 0.19 3.02 acres D22 0.15 0.19 0.24 acres D23 0.43 0.53 0.99 acres E19 0.80 1.00 2.72 - - - - - - - - - - - - STAMP H:\H\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\3-CD\FDP_F1\HFH022_C10.0_DRAINAGE.dwg - Matthew Kasch - 6/20/2023Init.#Issue / DescriptionDateFINAL DEVELOPMENT PLANS BLOOM FILING ONEFORT COLLINS, COTHESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT GallowayUS.com 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 Date: Drawn By: Project No: Checked By: 11.07.2022 HFH000022 1 05/10/2023 F1 AMENDMENT JEP -02.13.2023 ENGINEERS STAMP ADDED JEPMATCHLINE-SEE SHEET C10.6MATCHLINE-SEE SHEET C10.0MATCHLINE-SEE SHEET C10.4 DESIGN POINT DETENTION POND BASIN BOUNDARY (i.e., MHFD-Detention_v4.03 and/or SWMM) SUB-BASIN BOUNDARY (i.e., Rational Method) OVERLAND FLOW DIRECTION (I.E., LANDSCAPING) DIRECT FLOW DIRECTION (I.E., PAVEMENT, CURB AND GUTTER) BASIN ID 2-YR RUNOFF COEFFICIENT BASIN AREA (ACRES) acres A1 0.05 0.35 2.50 A APPROXIMATE DETENTION POND OVERFLOW PATH 100-YR RUNOFF COEFFICIENT FEMA CROSS SECTION IRRIGATION POND LIMITS KEYMAP Know what's before you dig.SCALE: 1"=50' 0 20 5010MATCHLINE-SEE SHEET C10.1JKD JEP DRAINAGE PLAN C10.3 NOTES: 1.PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA-REGULATED, 100-YEAR COOPER SLOUGH FLOODPLAIN/FLOODWAY AND MUST COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE. 2.THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY (BUILDING OF STRUCTURES, GRADING, FILL, DETENTION PONDS, BIKE PATHS, PARKING LOTS, UTILITIES, LANDSCAPED AREAS, FLOOD CONTROL CHANNELS, ETC.) WITHIN THE COOPER SLOUGH FLOODPLAIN LIMITS--. STORAGE OF EQUIPMENT AND MATERIALS (TEMPORARY OR PERMANENT) IS NOT ALLOWED IN THE FLOODWAY. ALL ACTIVITIES WITHIN THE FLOODPLAIN ARE SUBJECT TO THE REQUIREMENTS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE. 3.CRITICAL FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN. CRITICAL FACILITIES INCLUDE ESSENTIAL SERVICES, AT-RISK POPULATION, HAZARDOUS MATERIALS, AND GOVERNMENT FACILITIES. 4.CONSTRUCTION OF NEW STRUCTURES, HARD SURFACE PATHS, WALKWAYS, DRIVEWAYS, WALLS, AND PARKING AREAS IS PROHIBITED IN THE FLOODWAY UNLESS NO-RISE CONDITIONS ARE MET. ANY CONSTRUCTION ACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDE A NO-RISE CERTIFICATION PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN COLORADO. AN APPROVED FEMA ELEVATION CERTIFICATE COMPLETED BY A LICENSED SURVEYOR OR CIVIL ENGINEER SHOWING THAT THE BUILDING IS CONSTRUCTED TO THE REQUIRED ELEVATION IS REQUIRED POST-CONSTRUCTION PRIOR TO A CERTIFICATE OF OCCUPANCY (CO) BEING ISSUED. PLEASE NOTE: IF ANY PART OF THE BUILDING IS WITHIN THE FLOODPLAIN BOUNDARY, THEN THE ENTIRE STRUCTURE IS CONSIDERED IN THE FLOODPLAIN AND THE ENTIRE BUILDING ENVELOPE MUST MEET THE REQUIREMENTS OF ELEVATING TO THE RFPE. 5.ALL BASE FLOOD ELEVATIONS ARE BASED ON NAVD 1988 DATUM. G E20E25 E28 E15.1 E17.1 E26 E19 E30 acres E19 0.80 1.00 2.72 acres E20 0.57 0.71 1.44 acres E22 0.99 acres E23 0.99 acres E26 0.80 1.0 2.39 acres E29 0.15 0.19 1.77 acres E28 0.76 0.95 0.84 acres FUT-C 0.80 1.00 22.00 acres E30 0.77 0.97 1.04 acres E25.1 0.62 0.78 0.19 E17.1 acres E15.1 0.80 1.00 0.56 - - - - - - - - - - - - STAMP H:\H\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\3-CD\FDP_F1\HFH022_C10.0_DRAINAGE.dwg - Matthew Kasch - 6/20/2023Init.#Issue / DescriptionDateFINAL DEVELOPMENT PLANS BLOOM FILING ONEFORT COLLINS, COTHESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT GallowayUS.com 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 Date: Drawn By: Project No: Checked By: 11.07.2022 HFH000022 1 05/10/2023 F1 AMENDMENT JEP -02.13.2023 ENGINEERS STAMP ADDED JEP IRRIGATION POND LIMITS MATCHLINE-SEE SHEET C10.5MATCHLINE-SEE SHEET C10.2MATCHLINE-SEE SHEET C10.3 MATCHLINE-SEE SHEET C10.9 DESIGN POINT DETENTION POND BASIN BOUNDARY (i.e., MHFD-Detention_v4.03 and/or SWMM) SUB-BASIN BOUNDARY (i.e., Rational Method) OVERLAND FLOW DIRECTION (I.E., LANDSCAPING) DIRECT FLOW DIRECTION (I.E., PAVEMENT, CURB AND GUTTER) BASIN ID 2-YR RUNOFF COEFFICIENT BASIN AREA (ACRES) acres A1 0.05 0.35 2.50 A APPROXIMATE DETENTION POND OVERFLOW PATH 100-YR RUNOFF COEFFICIENT FEMA CROSS SECTION IRRIGATION POND LIMITS KEYMAP Know what's before you dig.SCALE: 1"=50' 0 20 5010MATCHLINE-SEE SHEET C10.1JKD JEP DRAINAGE PLAN C10.4 NOTES: 1.PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA-REGULATED, 100-YEAR COOPER SLOUGH FLOODPLAIN/FLOODWAY AND MUST COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE. 2.THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY (BUILDING OF STRUCTURES, GRADING, FILL, DETENTION PONDS, BIKE PATHS, PARKING LOTS, UTILITIES, LANDSCAPED AREAS, FLOOD CONTROL CHANNELS, ETC.) WITHIN THE COOPER SLOUGH FLOODPLAIN LIMITS--. STORAGE OF EQUIPMENT AND MATERIALS (TEMPORARY OR PERMANENT) IS NOT ALLOWED IN THE FLOODWAY. ALL ACTIVITIES WITHIN THE FLOODPLAIN ARE SUBJECT TO THE REQUIREMENTS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE. 3.CRITICAL FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN. CRITICAL FACILITIES INCLUDE ESSENTIAL SERVICES, AT-RISK POPULATION, HAZARDOUS MATERIALS, AND GOVERNMENT FACILITIES. 4.CONSTRUCTION OF NEW STRUCTURES, HARD SURFACE PATHS, WALKWAYS, DRIVEWAYS, WALLS, AND PARKING AREAS IS PROHIBITED IN THE FLOODWAY UNLESS NO-RISE CONDITIONS ARE MET. ANY CONSTRUCTION ACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDE A NO-RISE CERTIFICATION PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN COLORADO. AN APPROVED FEMA ELEVATION CERTIFICATE COMPLETED BY A LICENSED SURVEYOR OR CIVIL ENGINEER SHOWING THAT THE BUILDING IS CONSTRUCTED TO THE REQUIRED ELEVATION IS REQUIRED POST-CONSTRUCTION PRIOR TO A CERTIFICATE OF OCCUPANCY (CO) BEING ISSUED. PLEASE NOTE: IF ANY PART OF THE BUILDING IS WITHIN THE FLOODPLAIN BOUNDARY, THEN THE ENTIRE STRUCTURE IS CONSIDERED IN THE FLOODPLAIN AND THE ENTIRE BUILDING ENVELOPE MUST MEET THE REQUIREMENTS OF ELEVATING TO THE RFPE. 5.ALL BASE FLOOD ELEVATIONS ARE BASED ON NAVD 1988 DATUM. acres FUT-B 0.80 1.00 15.30 acres FUT-C 0.80 1.00 22.00 - - - - - - - - - - - - STAMP H:\H\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\3-CD\FDP_F1\HFH022_C10.0_DRAINAGE.dwg - Matthew Kasch - 6/20/2023Init.#Issue / DescriptionDateFINAL DEVELOPMENT PLANS BLOOM FILING ONEFORT COLLINS, COTHESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT GallowayUS.com 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 Date: Drawn By: Project No: Checked By: 11.07.2022 HFH000022 1 05/10/2023 F1 AMENDMENT JEP -02.13.2023 ENGINEERS STAMP ADDED JEPMATCHLINE-SEE SHEET C10.4MATCHLINE-SEE SHEET C10.6 DESIGN POINT DETENTION POND BASIN BOUNDARY (i.e., MHFD-Detention_v4.03 and/or SWMM) SUB-BASIN BOUNDARY (i.e., Rational Method) OVERLAND FLOW DIRECTION (I.E., LANDSCAPING) DIRECT FLOW DIRECTION (I.E., PAVEMENT, CURB AND GUTTER) BASIN ID 2-YR RUNOFF COEFFICIENT BASIN AREA (ACRES) acres A1 0.05 0.35 2.50 A APPROXIMATE DETENTION POND OVERFLOW PATH 100-YR RUNOFF COEFFICIENT FEMA CROSS SECTION IRRIGATION POND LIMITS KEYMAP Know what's before you dig.SCALE: 1"=50' 0 20 5010 JKD JEP DRAINAGE PLAN C10.5 NOTES: 1.PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA-REGULATED, 100-YEAR COOPER SLOUGH FLOODPLAIN/FLOODWAY AND MUST COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE. 2.THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY (BUILDING OF STRUCTURES, GRADING, FILL, DETENTION PONDS, BIKE PATHS, PARKING LOTS, UTILITIES, LANDSCAPED AREAS, FLOOD CONTROL CHANNELS, ETC.) WITHIN THE COOPER SLOUGH FLOODPLAIN LIMITS--. STORAGE OF EQUIPMENT AND MATERIALS (TEMPORARY OR PERMANENT) IS NOT ALLOWED IN THE FLOODWAY. ALL ACTIVITIES WITHIN THE FLOODPLAIN ARE SUBJECT TO THE REQUIREMENTS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE. 3.CRITICAL FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN. CRITICAL FACILITIES INCLUDE ESSENTIAL SERVICES, AT-RISK POPULATION, HAZARDOUS MATERIALS, AND GOVERNMENT FACILITIES. 4.CONSTRUCTION OF NEW STRUCTURES, HARD SURFACE PATHS, WALKWAYS, DRIVEWAYS, WALLS, AND PARKING AREAS IS PROHIBITED IN THE FLOODWAY UNLESS NO-RISE CONDITIONS ARE MET. ANY CONSTRUCTION ACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDE A NO-RISE CERTIFICATION PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN COLORADO. AN APPROVED FEMA ELEVATION CERTIFICATE COMPLETED BY A LICENSED SURVEYOR OR CIVIL ENGINEER SHOWING THAT THE BUILDING IS CONSTRUCTED TO THE REQUIRED ELEVATION IS REQUIRED POST-CONSTRUCTION PRIOR TO A CERTIFICATE OF OCCUPANCY (CO) BEING ISSUED. PLEASE NOTE: IF ANY PART OF THE BUILDING IS WITHIN THE FLOODPLAIN BOUNDARY, THEN THE ENTIRE STRUCTURE IS CONSIDERED IN THE FLOODPLAIN AND THE ENTIRE BUILDING ENVELOPE MUST MEET THE REQUIREMENTS OF ELEVATING TO THE RFPE. 5.ALL BASE FLOOD ELEVATIONS ARE BASED ON NAVD 1988 DATUM. acres FUT-B 0.80 1.00 15.30 acres FUT-A 0.80 1.00 56.00 - - - - - - - - - - - - STAMP H:\H\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\3-CD\FDP_F1\HFH022_C10.0_DRAINAGE.dwg - Matthew Kasch - 6/20/2023Init.#Issue / DescriptionDateFINAL DEVELOPMENT PLANS BLOOM FILING ONEFORT COLLINS, COTHESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT GallowayUS.com 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 Date: Drawn By: Project No: Checked By: 11.07.2022 HFH000022 1 05/10/2023 F1 AMENDMENT JEP -02.13.2023 ENGINEERS STAMP ADDED JEPMATCHLINE-SEE SHEET C10.3MATCHLINE-SEE SHEET C10.7 MATCHLINE-SEE SHEET C10.5 DESIGN POINT DETENTION POND BASIN BOUNDARY (i.e., MHFD-Detention_v4.03 and/or SWMM) SUB-BASIN BOUNDARY (i.e., Rational Method) OVERLAND FLOW DIRECTION (I.E., LANDSCAPING) DIRECT FLOW DIRECTION (I.E., PAVEMENT, CURB AND GUTTER) BASIN ID 2-YR RUNOFF COEFFICIENT BASIN AREA (ACRES) acres A1 0.05 0.35 2.50 A APPROXIMATE DETENTION POND OVERFLOW PATH 100-YR RUNOFF COEFFICIENT FEMA CROSS SECTION IRRIGATION POND LIMITS KEYMAP Know what's before you dig.SCALE: 1"=50' 0 20 5010 JKD JEP DRAINAGE PLAN C10.6 NOTES: 1.PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA-REGULATED, 100-YEAR COOPER SLOUGH FLOODPLAIN/FLOODWAY AND MUST COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE. 2.THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY (BUILDING OF STRUCTURES, GRADING, FILL, DETENTION PONDS, BIKE PATHS, PARKING LOTS, UTILITIES, LANDSCAPED AREAS, FLOOD CONTROL CHANNELS, ETC.) WITHIN THE COOPER SLOUGH FLOODPLAIN LIMITS--. STORAGE OF EQUIPMENT AND MATERIALS (TEMPORARY OR PERMANENT) IS NOT ALLOWED IN THE FLOODWAY. ALL ACTIVITIES WITHIN THE FLOODPLAIN ARE SUBJECT TO THE REQUIREMENTS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE. 3.CRITICAL FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN. CRITICAL FACILITIES INCLUDE ESSENTIAL SERVICES, AT-RISK POPULATION, HAZARDOUS MATERIALS, AND GOVERNMENT FACILITIES. 4.CONSTRUCTION OF NEW STRUCTURES, HARD SURFACE PATHS, WALKWAYS, DRIVEWAYS, WALLS, AND PARKING AREAS IS PROHIBITED IN THE FLOODWAY UNLESS NO-RISE CONDITIONS ARE MET. ANY CONSTRUCTION ACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDE A NO-RISE CERTIFICATION PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN COLORADO. AN APPROVED FEMA ELEVATION CERTIFICATE COMPLETED BY A LICENSED SURVEYOR OR CIVIL ENGINEER SHOWING THAT THE BUILDING IS CONSTRUCTED TO THE REQUIRED ELEVATION IS REQUIRED POST-CONSTRUCTION PRIOR TO A CERTIFICATE OF OCCUPANCY (CO) BEING ISSUED. PLEASE NOTE: IF ANY PART OF THE BUILDING IS WITHIN THE FLOODPLAIN BOUNDARY, THEN THE ENTIRE STRUCTURE IS CONSIDERED IN THE FLOODPLAIN AND THE ENTIRE BUILDING ENVELOPE MUST MEET THE REQUIREMENTS OF ELEVATING TO THE RFPE. 5.ALL BASE FLOOD ELEVATIONS ARE BASED ON NAVD 1988 DATUM. acres FUT-A 0.80 1.00 56.00 - - - - - - - - - - - - STAMP H:\H\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\3-CD\FDP_F1\HFH022_C10.0_DRAINAGE.dwg - Matthew Kasch - 6/20/2023Init.#Issue / DescriptionDateFINAL DEVELOPMENT PLANS BLOOM FILING ONEFORT COLLINS, COTHESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT GallowayUS.com 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 Date: Drawn By: Project No: Checked By: 11.07.2022 HFH000022 1 05/10/2023 F1 AMENDMENT JEP -02.13.2023 ENGINEERS STAMP ADDED JEP MATCHLINE-SEE SHEET C10.6 DESIGN POINT DETENTION POND BASIN BOUNDARY (i.e., MHFD-Detention_v4.03 and/or SWMM) SUB-BASIN BOUNDARY (i.e., Rational Method) OVERLAND FLOW DIRECTION (I.E., LANDSCAPING) DIRECT FLOW DIRECTION (I.E., PAVEMENT, CURB AND GUTTER) BASIN ID 2-YR RUNOFF COEFFICIENT BASIN AREA (ACRES) acres A1 0.05 0.35 2.50 A APPROXIMATE DETENTION POND OVERFLOW PATH 100-YR RUNOFF COEFFICIENT FEMA CROSS SECTION IRRIGATION POND LIMITS KEYMAP Know what's before you dig.SCALE: 1"=50' 0 20 5010 JKD JEP DRAINAGE PLAN C10.7 NOTES: 1.PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA-REGULATED, 100-YEAR COOPER SLOUGH FLOODPLAIN/FLOODWAY AND MUST COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE. 2.THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY (BUILDING OF STRUCTURES, GRADING, FILL, DETENTION PONDS, BIKE PATHS, PARKING LOTS, UTILITIES, LANDSCAPED AREAS, FLOOD CONTROL CHANNELS, ETC.) WITHIN THE COOPER SLOUGH FLOODPLAIN LIMITS--. STORAGE OF EQUIPMENT AND MATERIALS (TEMPORARY OR PERMANENT) IS NOT ALLOWED IN THE FLOODWAY. ALL ACTIVITIES WITHIN THE FLOODPLAIN ARE SUBJECT TO THE REQUIREMENTS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE. 3.CRITICAL FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN. CRITICAL FACILITIES INCLUDE ESSENTIAL SERVICES, AT-RISK POPULATION, HAZARDOUS MATERIALS, AND GOVERNMENT FACILITIES. 4.CONSTRUCTION OF NEW STRUCTURES, HARD SURFACE PATHS, WALKWAYS, DRIVEWAYS, WALLS, AND PARKING AREAS IS PROHIBITED IN THE FLOODWAY UNLESS NO-RISE CONDITIONS ARE MET. ANY CONSTRUCTION ACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDE A NO-RISE CERTIFICATION PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN COLORADO. AN APPROVED FEMA ELEVATION CERTIFICATE COMPLETED BY A LICENSED SURVEYOR OR CIVIL ENGINEER SHOWING THAT THE BUILDING IS CONSTRUCTED TO THE REQUIRED ELEVATION IS REQUIRED POST-CONSTRUCTION PRIOR TO A CERTIFICATE OF OCCUPANCY (CO) BEING ISSUED. PLEASE NOTE: IF ANY PART OF THE BUILDING IS WITHIN THE FLOODPLAIN BOUNDARY, THEN THE ENTIRE STRUCTURE IS CONSIDERED IN THE FLOODPLAIN AND THE ENTIRE BUILDING ENVELOPE MUST MEET THE REQUIREMENTS OF ELEVATING TO THE RFPE. 5.ALL BASE FLOOD ELEVATIONS ARE BASED ON NAVD 1988 DATUM. E17 acres E17 0.65 0.81 0.59 acres 0.60 0.75 0.41 acres FUT-G 0.90 1.00 20.5 acres A-G3 0.78 0.98 1.15 acres A-G4 0.78 0.98 1.15 acres A-G1 0.71 0.88 1.91 - - - - - - - - - - - - STAMP H:\H\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\3-CD\FDP_F1\HFH022_C10.0_DRAINAGE.dwg - Matthew Kasch - 6/20/2023Init.#Issue / DescriptionDateFINAL DEVELOPMENT PLANS BLOOM FILING ONEFORT COLLINS, COTHESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT GallowayUS.com 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 Date: Drawn By: Project No: Checked By: 11.07.2022 HFH000022 1 05/10/2023 F1 AMENDMENT JEP -02.13.2023 ENGINEERS STAMP ADDED JEPMATCHLINE-SEE SHEET C10.9MATCHLINE-SEE SHEET C10.2 MATCHLINE-SEE SHEET C10.10 DESIGN POINT DETENTION POND BASIN BOUNDARY (i.e., MHFD-Detention_v4.03 and/or SWMM) SUB-BASIN BOUNDARY (i.e., Rational Method) OVERLAND FLOW DIRECTION (I.E., LANDSCAPING) DIRECT FLOW DIRECTION (I.E., PAVEMENT, CURB AND GUTTER) BASIN ID 2-YR RUNOFF COEFFICIENT BASIN AREA (ACRES) acres A1 0.05 0.35 2.50 A APPROXIMATE DETENTION POND OVERFLOW PATH 100-YR RUNOFF COEFFICIENT FEMA CROSS SECTION IRRIGATION POND LIMITS KEYMAP Know what's before you dig.SCALE: 1"=50' 0 20 5010 JKD JEP DRAINAGE PLAN C10.8 NOTES: 1.PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA-REGULATED, 100-YEAR COOPER SLOUGH FLOODPLAIN/FLOODWAY AND MUST COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE. 2.THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY (BUILDING OF STRUCTURES, GRADING, FILL, DETENTION PONDS, BIKE PATHS, PARKING LOTS, UTILITIES, LANDSCAPED AREAS, FLOOD CONTROL CHANNELS, ETC.) WITHIN THE COOPER SLOUGH FLOODPLAIN LIMITS--. STORAGE OF EQUIPMENT AND MATERIALS (TEMPORARY OR PERMANENT) IS NOT ALLOWED IN THE FLOODWAY. ALL ACTIVITIES WITHIN THE FLOODPLAIN ARE SUBJECT TO THE REQUIREMENTS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE. 3.CRITICAL FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN. CRITICAL FACILITIES INCLUDE ESSENTIAL SERVICES, AT-RISK POPULATION, HAZARDOUS MATERIALS, AND GOVERNMENT FACILITIES. 4.CONSTRUCTION OF NEW STRUCTURES, HARD SURFACE PATHS, WALKWAYS, DRIVEWAYS, WALLS, AND PARKING AREAS IS PROHIBITED IN THE FLOODWAY UNLESS NO-RISE CONDITIONS ARE MET. ANY CONSTRUCTION ACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDE A NO-RISE CERTIFICATION PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN COLORADO. AN APPROVED FEMA ELEVATION CERTIFICATE COMPLETED BY A LICENSED SURVEYOR OR CIVIL ENGINEER SHOWING THAT THE BUILDING IS CONSTRUCTED TO THE REQUIRED ELEVATION IS REQUIRED POST-CONSTRUCTION PRIOR TO A CERTIFICATE OF OCCUPANCY (CO) BEING ISSUED. PLEASE NOTE: IF ANY PART OF THE BUILDING IS WITHIN THE FLOODPLAIN BOUNDARY, THEN THE ENTIRE STRUCTURE IS CONSIDERED IN THE FLOODPLAIN AND THE ENTIRE BUILDING ENVELOPE MUST MEET THE REQUIREMENTS OF ELEVATING TO THE RFPE. 5.ALL BASE FLOOD ELEVATIONS ARE BASED ON NAVD 1988 DATUM. acres G5 0.77 0.96 0.34 acres G6 0.77 0.96 0.45 acres G7 0.78 0.98 0.46 acres G8 0.78 0.97 0.48 acres FUT-G 0.90 1.00 19.5 acres E17.1 0.55 0.69 0.40 acres G6.1 0.77 0.96 0.45 acres G7.1 0.81 1.00 0.42 G7 G5 G6 G6.1 G7.1 - - - - - - - - - - - - STAMP H:\H\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\3-CD\FDP_F1\HFH022_C10.0_DRAINAGE.dwg - Matthew Kasch - 6/20/2023Init.#Issue / DescriptionDateFINAL DEVELOPMENT PLANS BLOOM FILING ONEFORT COLLINS, COTHESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT GallowayUS.com 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 Date: Drawn By: Project No: Checked By: 11.07.2022 HFH000022 1 05/10/2023 F1 AMENDMENT JEP -02.13.2023 ENGINEERS STAMP ADDED JEPMATCHLINE-SEE SHEET C10.8MATCHLINE-SEE SHEET C10.4 MATCHLINE-SEE SHEET C10.11 DESIGN POINT DETENTION POND BASIN BOUNDARY (i.e., MHFD-Detention_v4.03 and/or SWMM) SUB-BASIN BOUNDARY (i.e., Rational Method) OVERLAND FLOW DIRECTION (I.E., LANDSCAPING) DIRECT FLOW DIRECTION (I.E., PAVEMENT, CURB AND GUTTER) BASIN ID 2-YR RUNOFF COEFFICIENT BASIN AREA (ACRES) acres A1 0.05 0.35 2.50 A APPROXIMATE DETENTION POND OVERFLOW PATH 100-YR RUNOFF COEFFICIENT FEMA CROSS SECTION IRRIGATION POND LIMITS KEYMAP Know what's before you dig.SCALE: 1"=50' 0 20 5010 JKD JEP DRAINAGE PLAN C10.9 NOTES: 1.PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA-REGULATED, 100-YEAR COOPER SLOUGH FLOODPLAIN/FLOODWAY AND MUST COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE. 2.THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY (BUILDING OF STRUCTURES, GRADING, FILL, DETENTION PONDS, BIKE PATHS, PARKING LOTS, UTILITIES, LANDSCAPED AREAS, FLOOD CONTROL CHANNELS, ETC.) WITHIN THE COOPER SLOUGH FLOODPLAIN LIMITS--. STORAGE OF EQUIPMENT AND MATERIALS (TEMPORARY OR PERMANENT) IS NOT ALLOWED IN THE FLOODWAY. ALL ACTIVITIES WITHIN THE FLOODPLAIN ARE SUBJECT TO THE REQUIREMENTS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE. 3.CRITICAL FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN. CRITICAL FACILITIES INCLUDE ESSENTIAL SERVICES, AT-RISK POPULATION, HAZARDOUS MATERIALS, AND GOVERNMENT FACILITIES. 4.CONSTRUCTION OF NEW STRUCTURES, HARD SURFACE PATHS, WALKWAYS, DRIVEWAYS, WALLS, AND PARKING AREAS IS PROHIBITED IN THE FLOODWAY UNLESS NO-RISE CONDITIONS ARE MET. ANY CONSTRUCTION ACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDE A NO-RISE CERTIFICATION PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN COLORADO. AN APPROVED FEMA ELEVATION CERTIFICATE COMPLETED BY A LICENSED SURVEYOR OR CIVIL ENGINEER SHOWING THAT THE BUILDING IS CONSTRUCTED TO THE REQUIRED ELEVATION IS REQUIRED POST-CONSTRUCTION PRIOR TO A CERTIFICATE OF OCCUPANCY (CO) BEING ISSUED. PLEASE NOTE: IF ANY PART OF THE BUILDING IS WITHIN THE FLOODPLAIN BOUNDARY, THEN THE ENTIRE STRUCTURE IS CONSIDERED IN THE FLOODPLAIN AND THE ENTIRE BUILDING ENVELOPE MUST MEET THE REQUIREMENTS OF ELEVATING TO THE RFPE. 5.ALL BASE FLOOD ELEVATIONS ARE BASED ON NAVD 1988 DATUM. A-G5 A-G6 G1 G2 acres FUT-H 0.80 1.00 33.3 acres A-G6 0.55 0.69 0.83 acres A-G5 0.52 0.65 0.87 acres FUT-G 0.90 1.00 20.5 acres A-G1 0.71 0.88 1.91 acres A-G2 0.20 0.76 0.94 G3 G4 - - - - - - - - - - - - STAMP H:\H\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\3-CD\FDP_F1\HFH022_C10.0_DRAINAGE.dwg - Matthew Kasch - 6/20/2023Init.#Issue / DescriptionDateFINAL DEVELOPMENT PLANS BLOOM FILING ONEFORT COLLINS, COTHESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT GallowayUS.com 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 Date: Drawn By: Project No: Checked By: 11.07.2022 HFH000022 1 05/10/2023 F1 AMENDMENT JEP -02.13.2023 ENGINEERS STAMP ADDED JEPMATCHLINE-SEE SHEET C10.11MATCHLINE-SEE SHEET C10.8 MATCHLINE-SEE SHEET C10.12 DESIGN POINT DETENTION POND BASIN BOUNDARY (i.e., MHFD-Detention_v4.03 and/or SWMM) SUB-BASIN BOUNDARY (i.e., Rational Method) OVERLAND FLOW DIRECTION (I.E., LANDSCAPING) DIRECT FLOW DIRECTION (I.E., PAVEMENT, CURB AND GUTTER) BASIN ID 2-YR RUNOFF COEFFICIENT BASIN AREA (ACRES) acres A1 0.05 0.35 2.50 A APPROXIMATE DETENTION POND OVERFLOW PATH 100-YR RUNOFF COEFFICIENT FEMA CROSS SECTION IRRIGATION POND LIMITS KEYMAP Know what's before you dig. SCALE: 1"=50' 0 20 5010 JKD JEP DRAINAGE PLAN C10.10 NOTES: 1.PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA-REGULATED, 100-YEAR COOPER SLOUGH FLOODPLAIN/FLOODWAY AND MUST COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE. 2.THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY (BUILDING OF STRUCTURES, GRADING, FILL, DETENTION PONDS, BIKE PATHS, PARKING LOTS, UTILITIES, LANDSCAPED AREAS, FLOOD CONTROL CHANNELS, ETC.) WITHIN THE COOPER SLOUGH FLOODPLAIN LIMITS--. STORAGE OF EQUIPMENT AND MATERIALS (TEMPORARY OR PERMANENT) IS NOT ALLOWED IN THE FLOODWAY. ALL ACTIVITIES WITHIN THE FLOODPLAIN ARE SUBJECT TO THE REQUIREMENTS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE. 3.CRITICAL FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN. CRITICAL FACILITIES INCLUDE ESSENTIAL SERVICES, AT-RISK POPULATION, HAZARDOUS MATERIALS, AND GOVERNMENT FACILITIES. 4.CONSTRUCTION OF NEW STRUCTURES, HARD SURFACE PATHS, WALKWAYS, DRIVEWAYS, WALLS, AND PARKING AREAS IS PROHIBITED IN THE FLOODWAY UNLESS NO-RISE CONDITIONS ARE MET. ANY CONSTRUCTION ACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDE A NO-RISE CERTIFICATION PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN COLORADO. AN APPROVED FEMA ELEVATION CERTIFICATE COMPLETED BY A LICENSED SURVEYOR OR CIVIL ENGINEER SHOWING THAT THE BUILDING IS CONSTRUCTED TO THE REQUIRED ELEVATION IS REQUIRED POST-CONSTRUCTION PRIOR TO A CERTIFICATE OF OCCUPANCY (CO) BEING ISSUED. PLEASE NOTE: IF ANY PART OF THE BUILDING IS WITHIN THE FLOODPLAIN BOUNDARY, THEN THE ENTIRE STRUCTURE IS CONSIDERED IN THE FLOODPLAIN AND THE ENTIRE BUILDING ENVELOPE MUST MEET THE REQUIREMENTS OF ELEVATING TO THE RFPE. 5.ALL BASE FLOOD ELEVATIONS ARE BASED ON NAVD 1988 DATUM. CITY OF GREELEY G7 G8 H1 H2 acres H1 0.77 0.97 0.55 acres H2 0.77 0.96 0.53 acres H3 0.80 1.00 0.92 acres H4 0.80 0.99 1.02 acres FUT-H 0.80 1.00 33.3 acres G7 0.78 0.98 0.57 acres G8 0.78 0.97 0.48 acres A-G5 0.52 0.65 0.87 acres A-G6 0.55 0.69 0.83 - - - - - - - - - - - - STAMP H:\H\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\3-CD\FDP_F1\HFH022_C10.0_DRAINAGE.dwg - Matthew Kasch - 6/20/2023Init.#Issue / DescriptionDateFINAL DEVELOPMENT PLANS BLOOM FILING ONEFORT COLLINS, COTHESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT GallowayUS.com 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 Date: Drawn By: Project No: Checked By: 11.07.2022 HFH000022 1 05/10/2023 F1 AMENDMENT JEP -02.13.2023 ENGINEERS STAMP ADDED JEPMATCHLINE-SEE SHEET C10.10MATCHLINE-SEE SHEET C10.9 MATCHLINE-SEE SHEET C10.13 DESIGN POINT DETENTION POND BASIN BOUNDARY (i.e., MHFD-Detention_v4.03 and/or SWMM) SUB-BASIN BOUNDARY (i.e., Rational Method) OVERLAND FLOW DIRECTION (I.E., LANDSCAPING) DIRECT FLOW DIRECTION (I.E., PAVEMENT, CURB AND GUTTER) BASIN ID 2-YR RUNOFF COEFFICIENT BASIN AREA (ACRES) acres A1 0.05 0.35 2.50 A APPROXIMATE DETENTION POND OVERFLOW PATH 100-YR RUNOFF COEFFICIENT FEMA CROSS SECTION IRRIGATION POND LIMITS KEYMAP Know what's before you dig.SCALE: 1"=50' 0 20 5010 JKD JEP DRAINAGE PLAN C10.11 NOTES: 1.PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA-REGULATED, 100-YEAR COOPER SLOUGH FLOODPLAIN/FLOODWAY AND MUST COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE. 2.THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY (BUILDING OF STRUCTURES, GRADING, FILL, DETENTION PONDS, BIKE PATHS, PARKING LOTS, UTILITIES, LANDSCAPED AREAS, FLOOD CONTROL CHANNELS, ETC.) WITHIN THE COOPER SLOUGH FLOODPLAIN LIMITS--. STORAGE OF EQUIPMENT AND MATERIALS (TEMPORARY OR PERMANENT) IS NOT ALLOWED IN THE FLOODWAY. ALL ACTIVITIES WITHIN THE FLOODPLAIN ARE SUBJECT TO THE REQUIREMENTS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE. 3.CRITICAL FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN. CRITICAL FACILITIES INCLUDE ESSENTIAL SERVICES, AT-RISK POPULATION, HAZARDOUS MATERIALS, AND GOVERNMENT FACILITIES. 4.CONSTRUCTION OF NEW STRUCTURES, HARD SURFACE PATHS, WALKWAYS, DRIVEWAYS, WALLS, AND PARKING AREAS IS PROHIBITED IN THE FLOODWAY UNLESS NO-RISE CONDITIONS ARE MET. ANY CONSTRUCTION ACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDE A NO-RISE CERTIFICATION PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN COLORADO. AN APPROVED FEMA ELEVATION CERTIFICATE COMPLETED BY A LICENSED SURVEYOR OR CIVIL ENGINEER SHOWING THAT THE BUILDING IS CONSTRUCTED TO THE REQUIRED ELEVATION IS REQUIRED POST-CONSTRUCTION PRIOR TO A CERTIFICATE OF OCCUPANCY (CO) BEING ISSUED. PLEASE NOTE: IF ANY PART OF THE BUILDING IS WITHIN THE FLOODPLAIN BOUNDARY, THEN THE ENTIRE STRUCTURE IS CONSIDERED IN THE FLOODPLAIN AND THE ENTIRE BUILDING ENVELOPE MUST MEET THE REQUIREMENTS OF ELEVATING TO THE RFPE. 5.ALL BASE FLOOD ELEVATIONS ARE BASED ON NAVD 1988 DATUM. acres FUT-I 0.80 1.00 6.4 acres FUT-H 0.80 1.00 33.3 - - - - - - - - - - - - STAMP H:\H\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\3-CD\FDP_F1\HFH022_C10.0_DRAINAGE.dwg - Matthew Kasch - 6/20/2023Init.#Issue / DescriptionDateFINAL DEVELOPMENT PLANS BLOOM FILING ONEFORT COLLINS, COTHESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT GallowayUS.com 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 Date: Drawn By: Project No: Checked By: 11.07.2022 HFH000022 1 05/10/2023 F1 AMENDMENT JEP -02.13.2023 ENGINEERS STAMP ADDED JEPMATCHLINE-SEE SHEET C10.13MATCHLINE-SEE SHEET C10.10 DESIGN POINT DETENTION POND BASIN BOUNDARY (i.e., MHFD-Detention_v4.03 and/or SWMM) SUB-BASIN BOUNDARY (i.e., Rational Method) OVERLAND FLOW DIRECTION (I.E., LANDSCAPING) DIRECT FLOW DIRECTION (I.E., PAVEMENT, CURB AND GUTTER) BASIN ID 2-YR RUNOFF COEFFICIENT BASIN AREA (ACRES) acres A1 0.05 0.35 2.50 A APPROXIMATE DETENTION POND OVERFLOW PATH 100-YR RUNOFF COEFFICIENT FEMA CROSS SECTION IRRIGATION POND LIMITS KEYMAP Know what's before you dig. SCALE: 1"=50' 0 20 5010 JKD JEP DRAINAGE PLAN C10.12 NOTES: 1.PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA-REGULATED, 100-YEAR COOPER SLOUGH FLOODPLAIN/FLOODWAY AND MUST COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE. 2.THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY (BUILDING OF STRUCTURES, GRADING, FILL, DETENTION PONDS, BIKE PATHS, PARKING LOTS, UTILITIES, LANDSCAPED AREAS, FLOOD CONTROL CHANNELS, ETC.) WITHIN THE COOPER SLOUGH FLOODPLAIN LIMITS--. STORAGE OF EQUIPMENT AND MATERIALS (TEMPORARY OR PERMANENT) IS NOT ALLOWED IN THE FLOODWAY. ALL ACTIVITIES WITHIN THE FLOODPLAIN ARE SUBJECT TO THE REQUIREMENTS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE. 3.CRITICAL FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN. CRITICAL FACILITIES INCLUDE ESSENTIAL SERVICES, AT-RISK POPULATION, HAZARDOUS MATERIALS, AND GOVERNMENT FACILITIES. 4.CONSTRUCTION OF NEW STRUCTURES, HARD SURFACE PATHS, WALKWAYS, DRIVEWAYS, WALLS, AND PARKING AREAS IS PROHIBITED IN THE FLOODWAY UNLESS NO-RISE CONDITIONS ARE MET. ANY CONSTRUCTION ACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDE A NO-RISE CERTIFICATION PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN COLORADO. AN APPROVED FEMA ELEVATION CERTIFICATE COMPLETED BY A LICENSED SURVEYOR OR CIVIL ENGINEER SHOWING THAT THE BUILDING IS CONSTRUCTED TO THE REQUIRED ELEVATION IS REQUIRED POST-CONSTRUCTION PRIOR TO A CERTIFICATE OF OCCUPANCY (CO) BEING ISSUED. PLEASE NOTE: IF ANY PART OF THE BUILDING IS WITHIN THE FLOODPLAIN BOUNDARY, THEN THE ENTIRE STRUCTURE IS CONSIDERED IN THE FLOODPLAIN AND THE ENTIRE BUILDING ENVELOPE MUST MEET THE REQUIREMENTS OF ELEVATING TO THE RFPE. 5.ALL BASE FLOOD ELEVATIONS ARE BASED ON NAVD 1988 DATUM. CITY OF GREELEY MODULAR HOME H3 H4 acres FUT-H 0.80 1.00 33.3 acres H3 0.80 1.00 0.92 acres H4 0.80 0.99 1.02 - - - - - - - - - - - - STAMP H:\H\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\3-CD\FDP_F1\HFH022_C10.0_DRAINAGE.dwg - Matthew Kasch - 6/20/2023Init.#Issue / DescriptionDateFINAL DEVELOPMENT PLANS BLOOM FILING ONEFORT COLLINS, COTHESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT GallowayUS.com 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 Date: Drawn By: Project No: Checked By: 11.07.2022 HFH000022 1 05/10/2023 F1 AMENDMENT JEP -02.13.2023 ENGINEERS STAMP ADDED JEPMATCHLINE-SEE SHEET C10.12MATCHLINE-SEE SHEET C10.11 DESIGN POINT DETENTION POND BASIN BOUNDARY (i.e., MHFD-Detention_v4.03 and/or SWMM) SUB-BASIN BOUNDARY (i.e., Rational Method) OVERLAND FLOW DIRECTION (I.E., LANDSCAPING) DIRECT FLOW DIRECTION (I.E., PAVEMENT, CURB AND GUTTER) BASIN ID 2-YR RUNOFF COEFFICIENT BASIN AREA (ACRES) acres A1 0.05 0.35 2.50 A APPROXIMATE DETENTION POND OVERFLOW PATH 100-YR RUNOFF COEFFICIENT FEMA CROSS SECTION IRRIGATION POND LIMITS KEYMAP Know what's before you dig. SCALE: 1"=50' 0 20 5010 JKD JEP DRAINAGE PLAN C10.13 NOTES: 1.PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA-REGULATED, 100-YEAR COOPER SLOUGH FLOODPLAIN/FLOODWAY AND MUST COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE. 2.THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY (BUILDING OF STRUCTURES, GRADING, FILL, DETENTION PONDS, BIKE PATHS, PARKING LOTS, UTILITIES, LANDSCAPED AREAS, FLOOD CONTROL CHANNELS, ETC.) WITHIN THE COOPER SLOUGH FLOODPLAIN LIMITS--. STORAGE OF EQUIPMENT AND MATERIALS (TEMPORARY OR PERMANENT) IS NOT ALLOWED IN THE FLOODWAY. ALL ACTIVITIES WITHIN THE FLOODPLAIN ARE SUBJECT TO THE REQUIREMENTS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE. 3.CRITICAL FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN. CRITICAL FACILITIES INCLUDE ESSENTIAL SERVICES, AT-RISK POPULATION, HAZARDOUS MATERIALS, AND GOVERNMENT FACILITIES. 4.CONSTRUCTION OF NEW STRUCTURES, HARD SURFACE PATHS, WALKWAYS, DRIVEWAYS, WALLS, AND PARKING AREAS IS PROHIBITED IN THE FLOODWAY UNLESS NO-RISE CONDITIONS ARE MET. ANY CONSTRUCTION ACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDE A NO-RISE CERTIFICATION PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN COLORADO. AN APPROVED FEMA ELEVATION CERTIFICATE COMPLETED BY A LICENSED SURVEYOR OR CIVIL ENGINEER SHOWING THAT THE BUILDING IS CONSTRUCTED TO THE REQUIRED ELEVATION IS REQUIRED POST-CONSTRUCTION PRIOR TO A CERTIFICATE OF OCCUPANCY (CO) BEING ISSUED. PLEASE NOTE: IF ANY PART OF THE BUILDING IS WITHIN THE FLOODPLAIN BOUNDARY, THEN THE ENTIRE STRUCTURE IS CONSIDERED IN THE FLOODPLAIN AND THE ENTIRE BUILDING ENVELOPE MUST MEET THE REQUIREMENTS OF ELEVATING TO THE RFPE. 5.ALL BASE FLOOD ELEVATIONS ARE BASED ON NAVD 1988 DATUM. CITY OF GREELEY