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HomeMy WebLinkAboutDrainage Reports - 06/21/2000,i Final A ved Repqtt FINAL DRAINAGE ANALYSIS MULBERRY AND LEMAY CROSSINGS FT COLLINS, COLORADO .! In I' FINAL DRAINAGE ANALYSIS MULBERRY AND LEMAY CROSSINGS FT COLLINS, COLORADO July 30, 1999 r. September 28, 1999 r. December 6, 1999 r. January 25, 2000 r. April 19, 2000 I r. June 15, 2000 Prepared For: Goldberg Properties 1120 Lincoln Street #1101 Denver, Colorado 80203 (303) 759-8000 Prepared By: CLC Associates, Inc. 8480 East Orchard Road, #2000 ' Englewood, Colorado 80111 (303) 770-5600 "This final report for the drainage design of Mulberry and Lemay Crossings was prepared by me (or under my direct supervision) in accordance with the provisions of City of Fort Collins Storm Drainage Design and Technical Criteria, and was designed ' to comply withl�t i' j is ereof." Jeffrey A.146y;;A:E. State of CoJadc�eg1 For and on be4�f CLC Associates, Inc. Q� pn No. 29099 � I I I I .. FINAL DRAINAGE ANALYSIS MULBERRY AND LEMAY CROSSINGS FT COLLINS, COLORADO CLC JOB NO. 95.040 TABLE OF CONTENTS I. GENERAL LOCATION AND DESCRIPTION ............................ 1 II. DRAINAGE BASINS AND SUB -BASINS ............................... 1 III. DRAINAGE DESIGN CRITERIA ...................................... 3 IV. DRAINAGE FACILITY DESIGN ...................................... 3 V. STORMWATER QUALITY CONTROL PLAN ............................ 4 VI. CONSTRUCTION ACTIVITIES STORMWATER MANAGEMENT PLAN ...... 5 VII. CONCLUSIONS .................................................. 5 VIII. REFERENCES.................................................... 6 FINAL DRAINAGE ANALYSIS MULBERRY AND LEMAY CROSSINGS FT COLLINS, COLORADO CLC JOB NO.95.040 LIST OF APPENDICES APPENDIX A - HYDROLOGIC CALCULATIONS / INLET SIZING APPENDIX B - SWMM INPUT DATA / DETENTION POND STAGE -STORAGE 1' APPENDIX C - 10-YEAR SWMM MODEL APPENDIX D -100-YEAR SWMM MODEL APPENDIX E - HYDRAULIC CALCULATIONS - STORM SYSTEM A APPENDIX F - HYDRAULIC CALCULATIONS - STORM SYSTEM B APPENDIX G - HYDRAULIC CALCULATIONS - STORM SYSTEM C-. MAPPENDIX H - HYDRAULIC CALCULATIONS - STORM SYSTEM D APPENDIX I - HYDRAULIC CALCULATIONS - STORM SYSTEM E APPENDIX J - MISCELLANEOUS HYDRAULIC CALCULATIONS APPENDIX K - STREET CAPACITY CALCULATIONS APPENDIX L - RIP -RAP CALCULATIONS APPENDIX M - POND 2 EMERGENCY OVERFLOW ANALYSIS APPENDIX N - EROSION CONTROL APPENDIX 0 - OUTFALL STRUCTURE AT POUDRE RIVER APPENDIX P -DRAINAGE CALCULATIONS FOR LINCOLN AND LEMAY APPENDIX Q - REFERENCE MATERIALS APPENDIX R - CITY COMMENTS AND CONSULTANTS RESPONSE BACK POCKET - DRAINAGE PLAN I I I' FINAL DRAINAGE ANALYSIS MULBERRY AND LEMAY CROSSINGS FT COLLINS, COLORADO GENERAL LOCATION AND DESCRIPTION The site, approximately 47.5 acres, is bordered by a newly constructed multifamily development adjacent to Lincoln Avenue on the north, Lemay Avenue on the west, and Mulberry Street (Colorado Highway 14) on the south. East of the site is an industrial area with existing buildings of various uses. The ground is graded very flat and is currently used for agriculture. The site slopes very slightly from north to south at grades of less than one percent. There is no detention provided for the existing use. Stormwater flows overland and is released to adjacent right of ways. The purpose of this report will be to: 1. Estimate required detention volumes to reduce the pipe size required at the outfall point, and 2. Calculate sizes of proposed storm sewer. II. DRAINAGE BASINS AND SUB -BASINS Historic Drainage The site lies within the Poudre River drainage basin. Historically, the stormwater from the site is directed south where it collects in low points on the north side of Mulberry Street. Culverts at various locations along the right-of-way allow the stormwater to pass under Mulberry and the developed area to the south where it enters the Poudre River. Historic drainage from the Buffalo Run Appartments PUD, the parcel to the north, shall be considered in this final report. A storm sewer is proposed on the north side of the site and is designed to receive runoff from the multifamily site. The site lies within the 100-year flood limits (Refer to the exhibits in the Appendix.) Development of the site will be done in accordance with FEMA and City of Fort Collins guidelines for construction within a floodplain. The floodway does not encroach upon the site. All proposed construction and land uses will be in ' accordance with the above guidelines. I FINAL DRAINAGE ANALYSIS MULBERRY AND LEMAY CROSSINGS FT COLLINS, COLORADO Developed Drainage The developed parcel is divided into five major sub -basins with a total area of appro)dmately 47.46 acres. Basin A The area north of the proposed Magnolia Street dedication. Storm water from this area is collected into Storm Sewer system A and conveyed first to Pond P1 where it is released to Storm Sewer System C and ultimately to Pond P2. Basin B The area along the west side of the site from Buffrun to Mulberry Street. Runoff from this area is collected into Storm Sewer System B and conveyed to Pond P2. Basin C The area along the east side of the site south of the proposed Magnolia Street. Sub -basins are collected in Storm Sewer system C and piped to detention Pond 2. Basin C also includes that portion of Mulberry Street draining to detention Pond 2. Basin L1 The basin along the east portion of Lemay Avenue that releases north. ' Basins P1 and P2 The proposed detention ponds. Output from UDSWM386 shows that P2 will contain both the 10-year and 100-year event and attenuate the flows released to the Poudre River. Pond P1 will contain the 10-year but will release the 100-year to 12`h Street. The new street will convey the runoff south and ultimately to detention Pond P2. Basin U Basins on the east of 12th street releasing very minimal undetained runoff to the east. I 2 I [1 FINAL DRAINAGE ANALYSIS MULBERRY AND LEMAY CROSSINGS FT COLLINS, COLORADO III. DRAINAGE DESIGN CRITERIA This analysis was prepared in accordance with the Storm Drainage Design Criteria Manual (SDDCM) of the City of Fort Collins and the Urban Drainage and Flood Control Manual (UDFCM). Runoff values for the 10-year rainfall event were used to size storm sewer. Calculations were done with StormCAD by Haestad Methods which uses the 1 Rational Method as allowed under Section 5.2 of the City of Fort Collins Storm Drainage Design Criteria. The analysis was done with the latest timefintensity/frequency curves provided by the City. A five minute time of concentration was used for each sub -basin. Detention volumes were determined using UDSWM386 as requested by the City. Input files and results appear in the appendix. IV. DRAINAGE FACILITY DESIGN Storm sewers across the site will be used to drain low points in parking areas. Major storms will partially be collected in the sewers but are allowed to proceed overland to the detention ponds. Proposed finished floor elevations will be set to 18 inches above the floodplain, which varies from west to east across the site, as ' indicated on the FIRM panels shown in the appendix. A detention pond will be provided although not required since the storm sewer system has adequate outfall to a major drainage way, the Poudre River. The pond will provide water quality enhancement features and will reduce the required size of the outfall pipe. The pond bottom will be lowered to elevations beneath the pond outlet to a point at or near the ground water table in order to support wetlands plants and act as an extended detention basin. Landscaping and turf filtering will be included in the pond. An easement will be required for the outfall pipe from Mulberry to the Poudre River. A letter of intent has been secured for the easement and is on file at the City planning office and included in the appendix. The pipe outlet will be constructed to blend with the natural features of the river as much as possible. The invert elevation of the outfall pipe will be near the water surface of the Poudre River, approximate elevation 4923. 3 I I FINAL DRAINAGE ANALYSIS MULBERRY AND LEMAY CROSSINGS FT COLLINS, COLORADO ' To reduce the chance of Poudre river floodwaters entering the site, backflow prevention devices will be included in the outlet pipe. A metal flap gate, as shown in Appendix N, will be provided at the pipe and a sluice gate will be provided in a monitoring manhole at the outlet of the pond. Design charts and details provided by the manufacturer appear in the appendix. They show that the flap gate will pass the required peak flow with minimal head loss. The flap gate does not seat completely under zero downstream head conditions and thus will not hold back water under non -flooding conditions at the ' Poudre outfall. The site includes several features designed to enhance water quality released from the site. Additional enhancements, such as wetlands plantings, are intended to compensate for traditional water quality capture volume not accommodated in the Pond Bottoms. V. STORMWATER QUALITY CONTROL PLAN The drainage plan for the site features two "constructed " Wetlands. Their purpose is to remove the Total Suspended Solids (TSS) from the stormwater run-off. This will be accomplished through the settling of the large sand particles and other solids in these areas. ' In order for these wetlands to be successful and self sustaining, a constant source of water is required. The wetlands pond located at the corner of Mulberry and Lemay has a bottom of pond elevation that is near the groundwater elevation - per Empire Laboratories Inc.'s report dated March 6, 1995. The detention pond at the corner of 12" and Magnolia Streets lies approximately 8 feet above the existing ' groundwater elevation. Although not a bonafide wetland, this area will act as a stormwater filter. The plantings in this pond will include sedges, rushes, and woody plant material. They provide a root system in which the pollutants may be absorbed and dispersed. For at least the first two years drip irrigation will help in the establishing these plants. Once they are established plants will be supported by rainwater and run-off. These constructed wetlands will be maintained in a similar manner as other features in the City of Fort Collins. The crucial time frame is during the 1 FINAL DRAINAGE ANALYSIS MULBERRY AND LEMAY CROSSINGS FT COLLINS, COLORADO establishment period. During this period, invasive plants will be removed from the wetlands. Trash will also be removed so that there is no restriction of water flow into these areas. VI. CONSTRUCTION ACTIVITIES STORMWATER MANAGEMENT PLAN ' Construction Activities Erosion Control Erosion control during the construction period will be outlined on the Grading and Drainage and Erosion Control plan. Silt fences will be used along the edges of the site abutting public right-of-way. The fence will be placed behind the back of curb or, in the case of an attached sidewalk, behind the back of walk. Inlet protection, consisting of gravel filters will be used for all of the inlets until disturbed areas are paved or landscaping is established. The contractor is advised to use vehicle tracking control where vehicles enter and exit the site. Specifically in the case of the roadway construction, inlet protection in the form of gravel filters will be used to reduce the opportunity of sediment transport from the, site. Permanent Stabilization When complete, all of the site will be either paved or landscaped. Landscaping will be either gravel mulch or turf grass. In disturbed areas not designated to be paved or landscaped, as in the case of Lot 2, the area will be re -seeded with an approved seed mix. CONCLUSIONS 1. The drainage scheme and storm sewer layout presented in the plan will provide some flood control and increase the opportunity to include water quality enhancement features to the design solution. 2. Calculations showing the magnitude of developed runoff and size and release rate for the proposed detention pond appear in the Appendix. 5 FINAL DRAINAGE ANALYSIS MULBERRY AND LEMAY CROSSINGS FT COLLINS, COLORADO VIII. REFERENCES 1. Storm Drainage Design Criteria Manual (SDDCM), City of Fort Collins, Colorado, May, 1984. 2. Urban Storm Drainage Criteria Manual, Denver Regional Council of Governments, Denver, Colorado March 1969 (with current revisions). 3. Poudre Master Drainageway Plan, Chapter 7, City of Fort Collins Stormwater Utility, by Ayres Associates, Fort Collins, Colorado, September, 1995. 4. StormCAD v. 1.5, by Haestad Methods, Inc., 1997. 5. Urban Drainage Storm Water Management Model, UDSWM386, v. 1996 as revised by the University of Colorado at Denver. P APPENDIX A - HYDROLOGIC CALCULATIONS / INLET SIZING } L Weighted Runoff Coefficients Date: 01/11/00 Job Name: Ft Collins - Mulberry and Lemay Crossings Job Number: 95.040 C C10 C100 Impervious Pavement 0.95 0.95 100% Landscape 0.25 0.25 1.25"C10 0% Roof 0.95 0.95 90% Land Use (Acres) Weighted Runoff Coefficient % Basin Pavement Landscape Roof Total C10 C100 Impervious Al 0.84 0.06 0.00 0.90 0.90 1.00 93% A2 0.15 0.08 0.00 0.23 0.71 0.88 65% Al-1 0.13 0.00 0.00 0.13 0.95 1.00 100% ' A1-2 0.27 0.05 0.00 0.32 0.84 1.00 84% A1-3 0.00 0.00 0.66 0.66 0.95 1.00 90% A2-1 0.43 0.14 0.00 0.57 0.78 0.97 75% A3-1 A4-1 0.46 0.00 0.08 0.00 0.00 0.04 0.54 0.04 0.85 0.95 1.00 1.00 85% 90% A4-2 0.11 0.00 0.00 0.11 0.95 1.00 100% A4-3 0.00 0.00 0.96 0.96 0.95 1.00 90% A4-4 0.30 0.00 0.00 0.30 0.95 1.00 100% A4-5 0.00 0.00 0.91 0.91 0.95 1.00 90% A4-6 0.34 0.00 0.00 0.34 0.95 1.00 100% A4-7 A4-8 0.00 0.08 0.00 0.00 1.23 0.00 1.23 0.08 0.95 0.95 1.00 1.00 90% 100% A4-9 0.00 0.00 0.94 0.94 0.95 1.00 90% A5-1 0.20 0.00 0.00 0.20 0.95 1.00 100% A5-2 0.42 0.19 0.00 0.61 0.73 0.91 69% ' A6-1 0.41 0.16 0.00 0.57 0.75 0.94 72% A6-2 0.47 0.34 0.00 0.81 0.66 0.82 58% A6-3 0.82 0.12 0.00 0.94 0.86 1.00 87% ' A7-1 0.15 0.03 0.00 0.18 0.83 1.00 83% A7-2 0.00 0.00 0.11 0.11 0.95 1.00 90% A8-1 1.51 0.18 0.00 1.69 0.88 1.00 89% ' B1 0.94 0.32 0.00 1.26 0.77 0.97 75% B2 0.34 0.18 0.00 0.52 0.71 0.88 65% B3 0.47 0.18 0.00 0.65 0.76 0.95 72% B4 0.47 0.28 0.00 0.75 0.69 0.86 63% B5 0.12 0.20 0.00 0.32 0.51 0.64 38% B6 0.62 0.25 0.00 0.87 0.75 0.94 71 % B7 0.80 0.19 0.00 0.99 0.82 1.00 81 % B8 1.95 0.15 0.00 2.10 0.90 1.00 93% B9 1.68 0.15 0.00 1.83 0.89 1.00 92% B10 3.18 0.25 0.00 3.43 0.90 1.00 93% 131-1 0.60 0.14 0.00 0.74 0.82 1.00 81% B1-2 0.81 0.17 0.00 0.98 0.83 1.00 83% 62-1 0.16 0.09 0.00 0.25 0.70 0.87 64% 62-2 0.10 0.05 0.00 0.15 0.72 0.90 67% 133-1 0.08 0.03 0.00 0.11 0.76 0.95 73% 64-1 0.30 0.03 0.00 0.33 0.89 1.00 91% 135-1 0.26 0.07 0.00 0.33 0.80 1.00 79% 136-1 0.56 0.11 0.00 0.67 0.84 1.00 84% Weighted Runoff Coefficients Job Name: Ft Collins - Mulberry and Lemay Crossings Job Number: 95.040 Land Use (Acres) Basin Pavement Landscape Roof C1 0.93 0.10 0.00 CIA 0.41 0.16 0.00 C1-2 1.67 0.45 0.00 C1-3 1.35 0.22 0.00 C2-1 0.78 0.11 0.00 C3-1 0.38 0.15 0.00 C3-2 0.89 0.12 0.00 C4-1 0.57 0.07 0.00 C5-1 0.40 0.05 0.00 C5-2 0.20 0.03 0.00 C6-1 0.84 0.90 0.00 D1 0.99 0.55 0.00 D2 0.97 0.65 0.00 E1 1.54 0.00 0.00 E2 1.92 0.00 0.00 L1 0.23 0.20 0.00 P1 0.25 1.44 0.00 P2 0.23 1.53 0.00 U1 0.00 0.16 0.00 U2 0.00 0.46 0.00 Total: OS-1 0.10 0.37 0.00 Date: 01/11/00 Weighted Runoff Coefficient % Total C10 C100 Impervious 1.03 0.88 1.00 90% 0.57 0.75 0.94 72% 2.12 0.80 1.00 79% 1.57 0.85 1.00 86% 0.89 0.86 1.00 88% 0.53 0.75 0.94 72% 1.01 0.87 1.00 88% 0.64 0.87 1.00 89% 0.45 0.87 1.00 89% 0.23 0.86 1.00 87% 1.74 0.59 0.73 48% 1.54 0.70 0.88 64% 1.62 0.67 0.84 60% 1.54 0.95 1.00 100% 1.92 0.95 1.00 100% 0.43 0.62 0.78 53% 1.69 0.35 0.44 15% 1.76 0.34 0.43 13% 0.16 0.25 0.31 0% 0.46 0.25 0.31 0% 51.55 77% 0.47 0.40 0.50 21 % Direct Runoff Table Date: 01/12/00 Job Name: Ft Collins - Mulberry and Lemay Crossings Job Number: 95.040 Direct Runoff based On: Tc = 5.00 min 1(2) = 2.85 in / hr ' 1(10) = 4.87 in / hr 1(100) = 9.95 in / hr ' Direct Runoff (cfs) Basin Area C2 C10 C100 02 Q10 0100 ' Al A2 0.90 0.23 0.90 0.71 0.90 0.71 1.00 0.88 2.32 0.46 3.96 0.79 8.96 2.02 Al-1 0.13 0.95 0.95 1.00 0.35 0.60 1.29 A1-2 0.32 0.84 0.84 1.00 0.77 1.31 3.18 A1-3 0.66 0.95 0.95 1.00 1.79 3.05 6.57 A2-1 0.57 0.78 0.78 0.97 1.26 2.16 5.52 A3-1 0.54 0.85 0.85 1.00 1.30 2.23 5.37 A4-1 0.04 0.95 0.95 1.00 0.11 0.19 0.40 A4-2 0.11 0.95 0.95 1.00 0.30 0.51 1.09 A4-3 0.96 0.95 0.95 1.00 2.60 4.44 9.55 A4-4 0.30 0.95 0.95 1.00 0.81 1.39 2.99 ' A4-5 0.91 0.95 0.95 1.00 2.46 4.21 9.05 A4-6 0.34 0.95 0.95 1.00 0.92 1.57 3.38 A4-7 1.23 0.95 0.95 1.00 3.33 5.69 12.24 ' A4-8 0.08 0.95 0.95 1.00 0.22 0.37 0.80 A4-9 0.94 0.95 0.95 1.00 2.55 4.35 9.35 A5-1 0.20 0.95 0.95 1.00 0.54 0.93 1.99 A5-2 0.61 0.73 0.73 0.91 1.27 2.17 5.55 A6-1 0.57 0.75 0.75 0.94 1.22 2.09 5.34 A6-2 0.81 0.66 0.66 0.82 1.51 2.59 6.61 A6-3 0.94 0.86 0.86 1.00 2.31 3.94 9.35 ' A7-1 0.18 0.83 0.83 1.00 0.43 0.73 1.79 A7-2 0.11 0.95 0.95 1.00 0.30 0.51 1.09 A8-1 .1.69 0.88 0.88 1.00 4.22 7.21 16.82 B1 1.26 0.77 0.77 0.97 2.77 4.74 12.10 B2 0.52 0.71 0.71 0.88 1.05 1.79 4.58 ' B3 B4 0.65 0.75 0.76 0.69 0.76 0.69 0.95 0.86 1.40 1.47 2.39 2.52 6.11 6.42 B5 0.32 0.51 0.51 0.64 0.47 0.80 2.04 B6 0.87 0.75 0.75 0.94 1.86 3.17 8.10 B7 0.99 0.82 0.82 1.00 2.30 3.93 9.85 B8 2.10 0.90 0.90 1.00 5.39 9.20 20.90 B9 1.83 0.89 0.89 1.00 4.66 7.96 18.21 B10 3.43 0.90 0.90 1.00 8.79 15.02 34.13 B1-1 0.74 0.82 0.82 1.00 1.72 2.95 7.36 B1-2 0.98 0.83 0.83 1.00 2.31 3.95 9.75 ' B2-1 B2-2 0.25 0.15 0.70 0.72 0.70 0.72 0.87 0.90 0.50 0.31 0.85 0.52 2.17 1.34 B3-1 0.11 0.76 0.76 0.95 0.24 0.41 1.04 B4-1 0.33 0.89 0.89 1.00 0.83 1.42 3.28 ' B5-1 0.33 0.80 0.80 1.00 0.75 1.29 3.28 B6-1 0.67 0.84 0.84 1.00 1.59 2.72 6.67 1 ' Direct Runoff Table Date: 01/12/00 Job Name: Ft Collins - Mulberry and Lemay Crossings ' Job Number: 95.040 Direct Runoff (cfs) Basin Area C2 C10 C100 Q2 Q10 0100 ' C1 1.03 0.88 0.88 1.00 2.59 4.42 10.25 C1-1 0.57 0.75 0.75 0.94 1.22 2.09 5.34 C1-2 C1-3 2.12 1.57 0.80 0.85 0.80 0.85 1.00 1.00 4.84 3.81 8.27 6.51 21.09 15.62 C2-1 0.89 0.86 0.86 1.00 2.19 3.74 8.86 C3-1 0.53 0.75 0.75 0.94 1.14 1.94 4.96 C3-2 1.01 0.87 0.87 1.00 2.50 4.26 10.05 C4-1 0.64 0.87 0.87 1.00 1.59 2.72 6.37 C5-1 0.45 0.87 0.87 1.00 1.12 1.91 4.48 C5-2 0.23 0.86 0.86 1.00 0.56 0.96 2.29 ' C6-1 1.74 0.59 0.59 0.73 2.92 4.98 12.72 D1 1.54 0.70 0.70 0.88 3.07 5.25 13.41 ' D2 1.62 0.67 0.67 0.84 3.09 5.28 13.48 E1 1.54 0.95 0.95 1.00 4.17 7.12 15.32 E2 1.92 0.95 0.95 1.00 5.20 8.88 19.10 L1 0.43 0.62 0.62 0.78 0.77 1.31 3.34 ' P1 1.69 0.35 0.35 0.44 1.70 2.91 7.43 02 1.76 0.34 0.34 0.43 111 2.93 7.47' ' U1 0.16 0.25 0.25 0.31 0.11 0.19 0.50 U2 0.46 0.25 0.25 0.31 0.33 0.56 1.43 OS-1 0.47 0.40 0.40 0.50 0.53 0.91 2.33 F ' Inlet Sizing Date: 0420/00 Job Name: Ft Collins - Mulberry and Lemay Crossings Job Number: 95.040 Direct Contributing Area Q(100) Inlet Inlet Area (ac) C(100) (cfs) Condition ' Al Al 0.90 1.00 8.96 Sump Double Type 13 A2 A2 0.23 0.88 2.02 Sump Double Type R Al-1 Al-1 0.13 1.00 1.29 0.8% Grade Single Type 13 Combo A1-2 A2-1 Al-2 A2-1 0.32 0.57 1.00 0.97 3.18 5.52 0.8% Grade Sump Double Type R Single Type 13 Combo A3-1 A3-1 0.54 1.00 5.37 Sump 4' wide curb opening A4-1 A4-4 0.30 1.00 2.99 Sump 4' wide curb opening A4-2 A4-6 0.34 1.00 3.38 Sump 4' wide curb opening A5-1 A5-1 0.20 1.00 1.99 0.5% Grade 4' wide curb opening A5-2 A5-2 0.61 0.91 5.55 0.5% Grade Triple Type R A6-1 A6-1 0.57 0.94 5.34 0.5% Grade Double Type R ' A6-2 A6-2 0.81 0.82 6.61 0.5% Grade Double Type R A6-3 A6-3 0.94 1.00 9.35 Sump 4' wide curb opening A7-1 A7-1 0.18 1.00 1.79 Sump 4' wide curb opening ' A8-1 A8-1 1.69 1.00 16.82 Sump Double Type R B1 131 1.26 0.97 12.10 Sump TripleType 13 B2 B2 0.52 0.88 4.58 Sump 4' wide curb opening B3 B3 0.65 0.95 6.11 Sump Double Type 13 ' B4 B4 0.75 0.86 6.42 Sump 4' wide curb opening B5 B5 0.32 0.64 2.04 1.5% grade 4' wide curb opening B6 B6 0.87 0.94 8.10 Sump 4' wide curb opening ' B7 B7 0.99 1.00 9.85 Sump 4' wide curb opening B8 B8 2.10 1.00 20.90 Sump 12' Type 13 B9 B9 1.83 1.00 18.21 Sump Triple Type 13 Combo B10 131-1 B10 131-1 3.43 0.74 1.00 1.00 34.13 7.36 Sump Sump Triple Type 13 Combo (Allow 1.0' ponding) 4' wide curb opening 131-2 131-2 0.98 1.00 9.75 Sump 4' wide curb opening 62-1 B2-1 0.25 0.87 2.17 3% Grade 4' wide curb opening 62-2 132-2 0.15 0.90 1.34 3% Grade 4' wide curb opening 133-1 133-1 0.11 0.95 1.04 0.5% Grade 4' wide curb opening 134-1 134-1 0.33 1.00 3.28 Sump 4' wide curb opening 135-1 135-1 0.33 1.00 3.28 Sump 4' wide curb opening ' 66-1 136-1 0.67 1.00 6.67 Sump Single Type 13 Combo 1. Allowable ponding for design is 1.0 feet ( Sump condition). 2. Minimum time of concentration of 5.0 minutes is used. 3. Inlets are sized to accept 100 year rainfall. Inlet Sizing Job Name: Ft Collins - Mulberry and Lemay Crossings Job Number: 95.040 Inlet C1 C1-1 C1-2 C1-3 C2-1 C3-1 C3-2 C4-1 C5-1 C5-2 C6-1 D1 D2 Contributing Area C1 C1-1 C1-2 C1-3 C2-1 C3-1 C3-2 C4-1 C5-1 C5-2 C6-1 D1 D2 Area (ac) 1.03 0.57 2.12 1.57 0.89 0.53 1.01 0.64 0.45 0.23 1.74 1.54 1.62 C(100) 1.00 0.94 1.00 1.00 1.00 0.94 1.00 1.00 1.00 1.00 0.73 0.88 0.88 Direct Q(100) Inlet (cfs) Condition 10.25 Sump !( 5.34 21.09 Sump 15.62 Sump 8.86 Sump 4.96 Sump 10.05 Sump 6.37 Sump 4.48 Sump 2.29 Sump 12.72 Sump 13.41 Sump 13.48 Sump E1 E1 1.54 1.00 15.32 Sump E2 E2 1.92 1.00 19.10 Sump 1. Allowable ponding for design is 1.0 feet ( Sump condition). 2. Minimum time of concentration of 5.0 minutes is used. 3. Inlets are sized to accept 100 year rainfall. Date: 04/20/00 Triple Type 13 Combo 4' wide curb opening Triple Type R Double Type R 4' wide curb opening 4' wide curb opening 4' wide curb opening 4' wide curb opening 4' wide curb opening 4' wide curb opening Double Type R Double Type R Double Type R Triple Type 13 Combo Triple Type 13 Combo APPENDIX B - SWMM INPUT DATA / DETENTION POND STAGE -STORAGE 1 1 1 1 1 1 1 1 1 1 1 1; �L rFROM 'FINAL DRAINAGE AND EROSION CONTROL STUDY, BUFFALO RUN APARTMENTS,' BY THE SEAR BROWN GROUP, SEPTEMBER, 1998 Buffalo Run �446 799 Storm System 'C' 106 870 Detention Pond Pt 2 4 3 6 Detention Pond P2 Storm 104 108 8 8 11 System 'A' Storm System 'B' 10 102 SUBCATCHMENT Fil CONVEYANCE ELEMENT OCONVEYANCE ELEMENT 5 W/DETENTION STORAGE 110 Storm System 'D' Poudre River Outfall SWMM SCHEMATIC MULBERRY AND LEMAY CROSSINGS FT. COLLINS, COLORADO CLC Associates, hw. by. J Holley date: July 30, 1999 Job no: 95.040 Buffalo Run 1 1 1 1 1 Storm System 'D' Poudre River Outfoll �Q2 SUBCATCHMENT CONVEYANCE ELEMENT OCONVEYANCE ELEMENT 5 W/DETENTION STORAGE i Detention SWMM PLAN VIEW MULBERRY AND LEMAY CROSSINGS FT. COLLINS. COLORADO CLC Assodatm I= by. J Holley date: July 30. 1999 Job no: 95.040 I 1 1 I SWM Input Parameters Job Name: Ft Collins - Mulberry and Lemay Crossings Job Number: 95.040 Tributary Area % Catchment Basin (Acres) Impervious 104 Al 0.90 93% A2 0.23 65% Al-1 0.13 100% A1-2 0.32 84% A1-3 0.66 90% A2-1 0.57 75% A3-1 0.54 85% A4-1 0.04 90% A4-2 0.11 100% A4-3 0.96 90% A4-4 0.30 100% A4-5 0.91 90% A4-6 0.34 100% A4-7 1.23 90% A4-8 0.08 100% A4-9 0.94 90% A5-1 0.20 100% A5-2 0.61 69% A6-1 0.57 72% A6-2 0.81 58% A6-3 0.94 87% A7-1 0.18 83% A7-2 0.11 90% A8-1 1.69 89% P1 1.69 15% Total: 78% 15.06 108 131 1.26 75% B2 0.52 65% B3 0.65 72% B4 0.75 63% B5 0.32 38% '86 0.87 71% B7 0.99 81% B8 2.10 93% B9 1.83 92% B10 3.43 93% 131-1 0.74 81% 131-2 0.98 83% 62-1 0.25 64% 132-2 0.15 67% 133-1 0.11 73% B4-1 0.33 91 % 135-1 0.33 79% B6-1 0.67 84% P2 1.76 13% Total: 18.04 76% Date: 01/12/00 Tributary Area % Catchment Basin (Acres) Impervious 106 C1 1.03 90% CIA 0.57 72% C1-2 2.12 79% C1-3 1.57 86% C2-1 0.89 88% C3-1 0.53 72% C3-2 1.01 88% C4-1 0.64 89% CS-1 0.45 89% C5-2 0.23 87% C6-1 1.74 48% 110 Total: 10.78 78% D1 1.54 64% D2 1.62 60% Total: 3.16 62% i Detention Stage - Storage Date: 30-Nov-1999 Job Name: Ft Collins - Mulberry and Lemay Crossings Job Number: 95.040 Detention Pond 1 LArea of Incremental Total Total h Release (2) Elevation Contour Volume Volume Ac-Ft (ft) (cfs) 29.1 4,222 4,514 4,514 0.10 - 0 30 5,865 9,745 9,745 0.22 - 0 31 14,255 15,713 25,458 0.58 0.3 17.0 32 17,250 18,745 44,203 1.01 1.3 35.3 33 20,319 6,229 50,431 1.16 1.6 39.2 33.3 21,250 4,308 54,739 1.26 1.8 41.6 Use 88.0 afs for spillway point 33.5 21,874 (1) Release calculated as a percentage of submerged opening. (2) Release calculated with orifice equation: Q=0.65A(2gh)lrz using a 27X42 horizontal ellipse 10-year tailwater of 31.7. Rq'd Det Vol Water Surface From SWMM Elevation 10•year 0.7 32.3 100-year 1.2 33.4 Detention Pond 2 W. Pond E. Pond i Area of Area of Total Incremental Total Total h (3) Release (4) Elevation Contour Contour Area Volume Volume Ac-Ft (Tw depth-29.39) (cfs) 25.5 19,850 1,074 20,924 11,342 11,342 0.26 0 0 26 22,781 1,756 24,537 27,243 38,585 0.89 0 0 27 27,133 2,965 30,098 32,848 71,433 1.64 0 0 28 31,427 4,318 35,745 38,620 110,053 2.53 0 0 29 35.848 5,799 41,647 47,758 157,811 3.62 0.61 115.2 30 40,414 13,828 54,242 68,950 226,761 5.21 1.61 187.2 31 45,104 39,835 84,939 (3) Release calculated with the orifice equation considering the 10-year tailwater of 29.39 at the Poudre Outfall. (4) Release calculated with orifice equation: Q=0.65A(2gh)lrz using a 77 pipe opening. Rq'd Det Vol Water Surface From SWMM Elevation ' 10-year 2.8 29.2 100-year 4.2 30.4 I „V� L 4 %% O O 3U �yyVT j H �`J T c Z f d O LLI U C W f. a !t o fo 4 (1J zY• a�f p0' or �J ;. w EdE rA d C ar m 7 `m c n f o�a n n S� a a m LL n N N 00 Q Y < n r e ( a .f 1101� rl N I •Mhj r (I • t r •11 (.� n � n r i Y 0 114 4 a ap rl r0 aT H o \' r N N CA< f n n t. Ho M flit. N � � � , I �•I '1 For; aD 'f Y '. 1 V(14 rrl 1D n n N L 11 iq 1 437 1167 7870 54.2 90..0100 1 438 868 6100 42.0 50..0100 439 543 2860 19.7 90..0060 1 453 55912690 87.4 60..0130 1 "0 86928420195.7 74..0100 1 443 549 1600 66.2 80..0040 1 456 874 2690 24.7 50..0060 1 455 875 2300 52.8 45..0060 1 1 414 445 873 41100 44.1 611 2690 18.5 80..0150 90..0050 STREETS DEPARTMENT DEVELOPMENT 1 424 803 800 23.9 90..0100 1 425 860 9470 65.2 90..0100 1 426 861 1660 7.6 90..0100 VAN WORKS DEVELOPMENT 1 427 804 1030 14.2 40..0060 1 428 862 3890 35.7 90..0050 1 429 863 2840 16.3 90..0100 1 430 730 840 2.9 90..0050 1 431 531 1380 14.1 55..0040 1 432 864 3760 22.9 70..0100 1 433 865 3620 24.9 90..0100 1 434 86612430 85.6 90..0100 1 435 6D6 5510 63.3 90..008C 1 436 9 1&0 15.4 5..0050 442 748 1240 7.1 80..0050 IL555 13.5 510.88 90..0080 D ppp 62..0050 ♦= &A coo v^ Ap 5 047.55 90..00504 10 41.5 90..0040 0 54.3 85..0050 0 18.1 90.0 0 1 452 614 670 7.7 75..0100 0 0 872 501 2 2 1. 0. 0. 1.0 35.6 501 702 1 10. 920. .0050 20. 3. .060 2.5 702 703 1 4. 1500. .0040 4. 4. .035 2.5 703 60D 1 e 6. 1240. .0040 4. 4. .035 3.5 504 600 1 15. 1260. .0012 5. 5. .050 3.0 705 706 1 4. f670. .0040 4. 4. .035 2.5 850 706 2 2 1. 0. 0. 0. 3.5 280.4 a 706 600 1 10. 880. .0040 4. 4. .035 4.0 • EXISTING Dtt�� CREEK AT COLLEGE AVE. AND HICKORY ST. 600 1117 3 1. 707 706 1 30. 1200. .0030 4. 4. .035 4.0 708 711 1 a 30. 800. .0030 4. 4. .035 4.0 851 711 2 2 0. 0. 41. 3.4 7.3 711 712 1 30. 510. .0030 4. 4. .035 4.0 GREENBRIARAVERGREEN WEST AREA BEGIN 316 354 2 2 1. u 0. 0. 1.4 10.1 354 356 3 1. r 315 203 2 2 i. 0. 0. 3.55 10.0 203 356 2 2.0 1350. 0.004 0.013 2.0 314 0. 250 2 2 0. 1, 3.7 12.0 301 250 2 2 1. 0. 0. 7.5 16. 250 201 3 1. 201 356 2 2.5 1350. 0.004 0.013 2.5 356 302 3 1. 302 202 11 2 1. 0.0 0.0 4.28 2.0 6.49 4.0 8.48 5.0 10.25 7.0 11.46 9.0 13.02 11.0 14.37 13.0 15.86 14.0 24.56 16.0 33.20 17.0 202 252 1 12.0 978. 0.0045 4. 4. 0.060 204 252 5 2.5 923. 0.003 0.013 . 0.001 923. 0.004 37.7 37.7 0.016 1-1 L N i ; Y 5.5 2.5 Taken from: 4.0 Final Drainage and Erosion Control Study Buffalo Run Apartments, Fort Collins, Colorado September, 1998 ►q 5 0. 0. 11.0 42.1 723 604 1 10. 1790. .0040 604 724 3 1. 724 725 1 10. 770. .0040 Boo ns 7 z 1. 0 0 0.17 0.89 1.49 2.19 1.68 3.66 $61 n5 2 2 1. 0. 0. 1.4 3.1 725 605 1 10. 490. .0040 4. 4. .035 4.0 862 526 2 2 1. 0. 0. 3.5 90.2 526 605 1 10. 1080. .0037 5. 5. .050 4.0 NW CORNER OF LINCOLN AND LE14AY ,� 727 729 3 1. n7 n8 1 15. 1200. .0040 .4. 4. .035 4.0 863 728 2 2 1. 0. 0, 1.7 43.2 728 729 1 15. 1140. .0040 729 730 1 15. 840. .0040 730 607• 1 15. 1280. .0040 531 732 4 0. 590. .0036 53. 870. OD40 732 733 1 3. 870. .0040 ' 864 733 2 2 1. 0. 0. 3.8 8.9 733 534 1 4. 1620. .0040 4. 4. .035 3.0 a 80. 534 2 2 1. 0. 0. 2.6 65.8 534 606 4 0. 2510. .0036 50. 50. .016 0.5 50. 2510. .0036 60. 60. .040 6.0 866 766 2 2 1. 0. 0. 5.3 405.8 766 535 1 15. 850. ow 535 536 4 0. 1620. .0033 50. 1620. .0033 536 606 4 0. 1050. D017 50. 1D50. .0017 606 537 3 1. 537 607 4 0. 1120. .0017 50. 1120. .0017 �NW CORNER OF LINCOLN AND AIRPARK 607 738 3 1. 738 739 1 55. M. .0030 739 608 1 55. 830. .0030 746 747 1 3. 1670. .0040 747 748 1 3. 1130. .0040 748 608 1 4. 670. .0040 1EXIS N 1. 1 3. 550. .0050 10. 10. 8 2 1. 0. 0.10 0.42 0.31 0.85 1.50 1.14 1.75 1.60 1.96 1 1. 2100. .0015 4. 4. 2 2.8 450. .0020 0. 0. 4 0. 500. .0020 50. 50. 1190. 0032 60. 0. 0. 6.0 11.5 769 615 3 1. IRW CORNER OF LINK LN. AND MULBERRY 609 754 3 1. 754 555 1 10. 1660. .0040 4. 4. 555 756 4 0. 530.. .0057 50. 50. 50. 530. .0057 60. 60. 756 612 1 30. 1120. .0030 4. 4. XISTING DRY CREEK AT MULBERRY 612 613 3 1. 557 613 1 10. 2450. .0017 6. 20. 613 758 3 1. 758 614 1 85. 510. .0030 4. 4. ONFLUENCE OF EXISTING DRY CREEK CHANNEL AND POUDRE RIVER 614 615 3 1. TOTAL DRY CREEK INFLOW INTO POUDRE RIVER ■ 615 3 1. 4. 4. .035 4.0 4. 4. .035 4.0 0.33 1.53 0.95 1.97 1.91 6.98 4. 4. .035 4.0 4. 4. .035 4.0 4. 4. .035 4.0 50. 50. .016 0.5 60. 60. .046 6.0 4. 4. .035 2.0 4. 4. .035 4.0 50. SD. .016 0.5 60. 60. .040 6.0 50. 50. .016 0.5 60. 60. .040 6.0 50. 50. .016 0.5 60. 60. .040 6.0 4. 4. .035 4.0 4. 4. .035 4.0 4. 4. .035 2.0 4. 4. .035 2.0 4. 4. .035 2.5 .020 5.0 02.52 06 1.22 J ,� din 0.2.18 o�`9L +�� /� .035 3.0 .013 2.8 035 0.5 dft 6.0 .035 4.0 .016 0.5 .040 6.0 .035 4.0 035 2.0 035 4.0 Taken from: Final Drainage and Erosion Control Study Bufalo Run Apartments, Fort Collins, Colorado September, 1998 I APPENDIX C -10-YEAR SWMM MODEL fc10.5IN 2 1 1 2 3 4 WATERSHED 0 MULBERRY AND LEMAY CROSSINGS - 10-YR RUNOFF ' by CLC ASSOCIATES, INC 60 0 0 5.0 1 1.0 1 24 5.0 0.49 0.56 0.65 1.09 1.39 2.69 4.87 2.02 1.21 0.71 0.60 0.52 0.39 0.37 0.35 0.34 0.32 0.31 0.30 0.29 0.28 0.27 0.26 0.25 1 446 799 67510.88 62 .005 .016 0.25 0.10 .30 0.51 .50 .0018 1 104 4 116515.06 78 .015 .016 0.25 0.10 .30 0.51 .50 '.0018 1 106 6 73610.78 78 .015 .016 0.25 0.10 .30 0.51 .50 .0018 1 108 8 129018.04 76 .015 .016 0.25 0.10 .30 0.51 .50 .0018 1 110 10 242 3.16 62 .015 .016 0.25 0.10 .30 0.51 .50 .0018 5 446 104 106 108 110 5 446 104 106 108 110 0 799 870 0 1 3.0 550. .0050 10.0 10.0 0.020 5.00 0 870 2 8 2 0.0 0.0 0.10 0.42 0.31 0.85 0.52 1.22 0.83 1.5 1.14 1.75 1.6 1.96 2.06 2.18 0 2 4 0 2 3.0 150. .0023 0.0 0.0 0.013 4.00 0 0 4 3 3 6 0 2 7 2 5.0 0.0 800. 500. .0023 .0023 0.0 0.0 0.0 0.0 0.013 4.00 0.013 4.00 0.0 0.0 0.1 0.0 0.22 0.0 0.58 17.0 1.01 35.3 1.16 39.2 1.26 80.0 0 6 9 0 2 4.5 1000. .0035 0.0 0.0 0.013 4.00 0 8 9 0 2 5.0 1500. .0053 0.0 0.0 0.013 4.00 0 10 9 0 2 2.5 1000. .0051 0.0 0.0 0.013 4.00 0 9 11 7 2 0.0 500. .0023 0.0 0.0 0.013 10.00 0.0 0.0 0.26 0.0 0.89 0.0 1.64 0.0 2.53 0.0 3.62 115.2 5.21 187.2 0 11 0 0 2 6.0 655. .0031 0 8 ' 2 3 4 6 8 9 10 11 ENDPROGRAM I I 1� Page 1 I Z r-I r4 r4 rq �4 i a V W O0 e9www00 00 x OO o0 00 rq r4 \ 0O 00O 00 Z} O O O O O H gV W W 1--D d� Z Z 0 0 0 0 0 OHutv1MMM H Z • • • • • d� J rl 01 INN LL H In v1 In v1 v1 J Z • • • • w H 0 VI K ri0 00 Z > 0 0 0 0 0 rn m Hce000 t Wmmmmm i W z H M a � u ? w 00 H F- F- W>a'000OO 3 H r4r4 Om WW u a roi rOi 1-1 roi rOi W Qf . . . . . tf LLH : 2-• H 3 N ' VI Z W W � 7 OOnLLnLn 000 W CI J OnInn > ' IN N 00 M G W N N N N N 0 IL • • • • • 00 tai Ln W Q to d J 0 O w m V O > 'O ) � z H > mw > t= S H Oe IL IL Zvi= O U tDrrnn N rnln {Q- w r-1 r�i rWi rWi rOi Ln Hm . . . . . z W H YE � FF�� Qu CL LnntonvoivoilOit w O\Ori rl ri rl 7O In z x Q U o r 4 a,K O O O VIW O O =Q WO 0 o O Q f O zO W V WLL Q}O zQF iH OC OL W W I-' > QH 3z > .h 4 J 0 O LL LL O z > LL O z D Oe ce >-n 1 H5W I ut u H N W OU KZ U H O o M VI z H V OJ to Q > w 0- H Z z W H WJH O>w c 0 wwWF wHVl NZH _ CA W J QQHQ LL7~Z ce QxH F� j- O VI H a ri >w OCF W N MM rl MNLn OMN ••• H to MN LL O z D OC } I r4Q/lor I ut U H 0 VI OV Kz U H J�000O0 Vl rl VI V v) rl l7 z>00000 H w-- 3 V W N0000 toN N O00 wato N r�NW mJo WF -Jri aH LnLL Vf ri 00ON x eC QOtn OOOM ~ QVrlrlrie-1 0^00 ZW LLrl feCO 2 /% ••••• x U W !- v1 v1 tO O N U Q> 0 r�wmrn Fi VtorNNNQQ VI 3 i rri IUJ LL 0 z m w } I ri I ut V H W W OU Um 00 N In V Z H 3 O J LL W H O LL 0 ►LU - 00 O to O ri O O O O O O o O O O ' E w>- Om F Ln0 W wo Q> Z W QH OC 1' o z Q 00 7 ce O H W } F z W t 4 itEM } - th W Wf• JQ H z0 VI QtA OCQ rry W J 00V J 7 0, az WH N W x W H iF F-z LL H ONH oc COCQ W l7 go ff- 7 Z 00 a W SJw HJm Q f LL Ozz HHa z0e 17 W Q V U a Q K O •OCK r1 0 0 00 tvNn V11nN • • • Ol 0 00 . . . ri } . 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M .J NN NN NN NN NN NN NN NN NN NN NN NN NN cm NN -44 '-IN rIN r4 4-3 p v v V V V V V V v v V V v v V V V V V V tT .- q rl rl rl rl rl rl H e-I rl rl rl rl rl H H rl H rl rl 1) o 0 0 0 0 0 0 0 0 0 0 0eN 0 M m M M M . . . N . . N . . N . . N . . N . . N . . N . . N . . N . . N . . r-1 . . rl . . r1 . . ri . . r1 . . rl . . rl . . ri . . r1 V v a V v V v V v V v V v V v V v V v V v V v V v V v V v V v V v V v V a v .V N N- N r r. r. rl rl r rl r-1 r r. r r r r. r. r.V (AA V�1 tA tA IAA VV) IAA th W (A tA in H tA IAA (A tA IAA to 'VV) V V V V V V V V v V V V v V v \J v V V V M M M M M M M M M M M M N N N N N N N N . . . N . . N . N . N . N . 4 . N . r. . r. . r . r . r r. . . 4 . ri . r.l . ri . 4 ri . v V V V V v v V V V V V V v V V V v v V • 4 r1 1; rl ri rl rl rl rl ri 14 1; rl ri rl rl rl rl ri O V1 O to O to O In O in O M O to O u1 O to O N N M M 't 't !n to rl rl N N M M -tr t to ' M In M rn M M M M Nr I�r 't at d' It N Z O IL CQ N H z w w z . 0 W N O00 NM0 OL^I -I .-I v Ln,*, It ~S Q ONNOO 00'4'-I V w W LL W LL Q� n Z u d OU N 0 LL FQ O In v Y W O 0 r-I 9 te- atn r.OV000+t-oo0a in 1I�L�/ U H Z o to N Q G In Z u Ln U M LL Q Y N YQ- F Q IL N r-I r-I V r-I S O H to M V) N �N 1naMMZ Ww av -i Q N W ri 3 S QN ILi QW V le ww a rnONVM000�orn,�G CU W 7J taco W W J IL Z W w m U O C x U O 7 T 4 U O APPENDIX D -100-YEAR SWMM MODEL fC100.5IN ' 2 1 1 2 3 4 WATERSHED 0 ' MULBERRY AND LEMAY CROSSINGS - CLC ASSOCIATES 100-YR RUNOFF 60 0 0 5.0 1 1.0 1 24 5.0 1.00 1.14 1.33 2.23 2.84 5.49 9.95 4.12 2.48 1.46 1.22 1.06 1.00 0.95 0.91 0.87 0.84 0.81 0.78 0.75 ' 0.73 0.71 0.69 0.67 1 446 799 67510.88 62 .005 .016 0.25 0.10 .30 0.51 .50 .0018 1 104 4 116515.06 78 .015 .016 0.25 0.10 .30 0.51 .50 .0018 1 106 6 73610.78 78 .015 .016 0.25 0.10 .30 0.51 .50 .0018 ' 1 108 8 129018.04 76 .015 .016 0.25 0.10 .30 0.51 .50 .0018 1 110 10 242 3.16 62 .015 .016 0.25 0.10 .30 0.51 .50 .0018 5 446 104 106 108 110 ' 5 446 104 106 108 110 0 799 870 0 1 3.0 550. .0050 10.0 10.0 0.020 5.00 0 870 2 8 2 ' 0.0 0.0 0.10 0.42 0.31 0.85 0.52 1.22 0.83 1.5 1.14 1.75 1.6 1.96 2.06 2.18 0 2 4 0 2 3.0 150. .0023 0.0 0.0 0.013 4.00 ' 0 0 4 3 3 6 0 2 7 2 5.0 0.0 800. 500. .0023 .0023 0.0 0.0 0.0 0.0 0.013 4.00 0.013 4.00 0.0 0.0 0.1 0.0 0.22 0.0 0.58 17.0 1.01 35.3 1.16. 39.2 1.26 80.0 0 6 9 0 2 5.0 1000. .0035 0.0 0.0 0.013 4.00 0 8 9 0 2 5.0 1500. .0053 0.0 0.0 0.013 4.00 ' 0 10 9 0 2 2.5 1000. .0051 0.0 0.0 0.013 4.00 0 9 11 7 2 0.0 500. .0023 0.0 0.0 0.013 10.00 0.0 0.0 0.26 0.0 0.89 0.0 1.64 0.0 2.53 0.0 3.62 115.2 5.21 187.2 0 11 0 0 2 6.0 655. .0031 0 8 ' 2 3 4 6 8 9 10 11 ENDPROGRAM L 1 Page 1 azH���r-I W ' r+ O0000 s Oo 00 0o m o0 2 0 0 r-I0 r-I0 000 Zs00000 ww v ' �p f Z H 0 0 0 0 0 OZ . . . .t. f F- f J H frIrIrIrIr 10 V1 LLN V11n Ntn In J ' 't r� Z x . . . . . 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C6D• UR 'lotN N v N N � � LC � t0 1� CO 0 6.- 1 QJ v OLM �p �p p� 1A p t(7 N M n l 1 M O V N 7 00) O (O N 1 m CaCd� ��cp0p N 00) CD c0 66 N� 0 h m N N N 0 c� R� 8 8 8 8 8 8 8 M o o of uo n ui ui vi in N n ui ui � N I,-w o Nc+.F" ao' ri0)gN 8`S_m Snn'c-D°Dv m�� �c�rc�'�`�`�o"vv8 8588SSBo�eo$81.8888So c?w o 0 0 0 0 0 o c o 0 06 o o d c o c o 6 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 U CO)Ocp Nc�pp C% 0 pp op fD Y � N CD CD CD CD� CD N N 1 8 8 8 8 8 8 8 8 $, $$ 8 8 8 8 8 8$$ to 8 8 8 6 Yd 8 g n °ca n ON ci c"� o No U to m !� O O O O O O D) O v ri of fV fV F NN V N O Q Q M M M N Q c0 V W N O a V Z Z C i l CD N of f.: Oi 6 N 6 0 lh p z z "''� 8 0 " �+' Z 8 83 8 N cUfr m N o d c 0 0 0 0 0 o c o 0 _ v Z �7 N— N N m O1 m Of m CD m m .a m m (� m N m N N m m � m N.N m m N 0 0 v Lo O v m m m m m= m== m= m= m= m m== m= m co m= o m= m m m m m m m m Z W 2 2 Z Z 2 m m m m m m m p tU Z Z z Z Z Z Z Z g 2 Z Z x Z Z Z 2 Z Z Z Z a a a a a a a a a a a a a a a a a a a I I I! � @ ; I � � � I I aco E A@9 I rFm2Rm r E nm#« £9®-9 D0 ! fR |{�£ EE m@q# $(@mmm 0 �£m■mm §IE 4«... § m / ~ LL § § 0 G§ 000 eddd \Lu Oil ! 2 m % m R© � ) 44f § § LM- § 7�{ § o 22 $ ( a o r EE )i$ 22§g o ZZ E � � 2 �E0 �2 Lq I F I I APPENDIX G - HYDRAULIC CALCULATIONS - STORM SYSTEM C I I r l 1 1 � N U m U W LL Z d U N to o U ( U ? a a a U v U Z S IL n `aa ch U LL t� ? U U Z S IL N U Z r a N U CS L n a M EL I a IL U U U U Z Z Z r a U W J U I I I 11 Ai a I I 1 E E a� O am0. a M n 1n Go N anD 'NV N W uNi aD N (D v u°i c0 c0 O O r ' �R vvcnvu)u)uiuiiiuiwco0w00cdcd P%:r-nP.:ww it N N N N N N N N N N N N N N N N N N N N N N N N N N N N (14 N N N C � Q3 E r up N W m N N O Ol r v N n up O N n N N N (n m Ol N � N0) N O ^ OO f`; r 1D O � �n0 Ero o8$0�((�i�vi�i�3v,c�c4ig.°.�,�(Qi�$$ C (D 7 a p p� o o O pp p O� O) m (V N (V (V N N N a N a O O O O M (9i M M M M N M N N m cn M (n (M m (M (o (o (n cn Cl) M (o Q EE � O E E c(OVi. c° a.�N. °N%c. . . i. cp�9�MpM �fV. . . . M"a M M M Mu� occ� N M'n N O()NOJ O� po Ong pN� Nrn N. 0 EE(pic`�igic%rNic�c�vccv�ocu��ic�nurn°adr�°aaumv�allov NvR3Yv'R3Yv'�R'R3Yv'R'iP3Yv'R3R3�Yv'�R3R3R3Y3R3c`�iR3c�ic�iMc`�iMMc`�ic�i Co !o - N ((1 O m11 a M N O O aw t� N li Q�v 0 LM ao m 0 (o co to rn m n w r n o o v n m co n (o cn N V r ao 0 0> m ^ N O N — O N ur N yr N O) � N N 9r 0 9� 0 o cn o (0 0 m r 0 cn O m o m o 0 cn 0 (o O m O N v O V) O n v cn O O O/ O) (O N (D �(f (G (o 6 n N O) N to N (O FL F �r"'Nwovrnnm0v0wwoin F)iono(0ODCDMtn0tnMr-8UU)ico c`r�($�r' 0�� c� (`Z—$ ogo W Q gg� n9Anm`� I 'S888 c Oo $ �i $ 000 o�100000 o 000 (.w o" o 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0'.o o o o o U L t t L U U U U U p d n C 1C C C* M Nl co �V m V 8 NN 1 1 O 8 pO p0 o ppO p O po 8 V) r a O) M N O o n O O O) O r l+1 m 'C If OD a0 M �n i,- N O to c0 J N M g{ rn no. a°3 °03 `u4 `o"� �1 (0 o V r r o o (o o (ri o a o ri ri N o 0 w_ pp pp pp (7 Q Of Q n Q r N Q n Q (rD O (n0 O y JI1 Jv V Z O Z (V Z of (V Z (M Z f0 O) (V O C � 0 �- Q N r°i g ufOi Q n v a 4 (°9i c°ii o Zug O Z O O Z O Z O O Z O Z E U U �+ U U U 4 0 0 0 (h U (� (i U U N U U U U N W U Z U O U U U U U U U U U U U U U U F- x x x x x x x x m x x x x x � x 0 z w g Z Z g z z� m Z g m g Z g Z z g 2 z 2 g m Z g Z Z Z Z U g uo� o(o (o �o w(� cfoo (ro o ((D oca r � n � n rl a a a a a a a a a a a a a a a a a ii, I In I a E I 11 O t0 V lh I� 1n c0 N N t^D V fV tN0 aD N w a c0 Ip O O h tEp v a v to to to N N N ON N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N co N a O tp N N O m r a N n V O N r N N N m (O r.-.- f0 O l+l m to 0) E� tK �� 10V 0 �Nm 8c9i8mIIVaN E co m9ci�n)Mmm8tn�8�8IT-'888$0vvv8� N N N N N N N g N �mMV) mmmmmmm8fmV cP7 0 EcNn�n��o��a�Dn���n°��vNmmto 0) OD m N N m m m N y N N (V p� m t� r� tO t� m th M M M m m m m m m m m m m ch th c9 fh m m m (7 g tgi th m M t'� M ii�00 11 v T O Q E E pp ��pp pppp pp r� pp Nt� t� pppp p �p p p �p p N V N 01 O Tp O T Of V /M7, n l? a n V g O ll� rl M (O t0 N f0 t0 t0 J p p �M} O O O M m tqi m op N N N N /h IN lh N tN�7 rNl fh m M Ol f+l lh M fh M l'� M fh m M /h v 1� NCV, OD N V c0 N n N O N r W n n fV to N W fV fM O N W In t0 c^ !D N r N r! f(O. O N OM1 7 OMl 8 61 N Oi M n V 'o 0) Lo 8 p 8 2 6 8 N 8 0O� 7 8 8 LL ^ rmiu°4 Fa 0t�iroerOP. eO} vr�-w 0)0((py) (j�aeppUNntOpo�ftOO�mCO �n�mr'�i 8p1'�t�(pry-O(ryjj N 0_ M O 0 0 0 9 8 0 off8 O O S 0 0 0 O O O O O V O ONI 0 0 0 0 0 0 0 0 0 0 0 0 0 `d o 0 0 0 0 8 0 0 0 0 0 0 0 0 0 0 0 0 �? w cc 0 6000000000000000000000000000000 U L L L L O y C r C C L L L M `�QCp O U U U N pc mm V N N rl lh N N co tn N 8 8 8a 8 8 8 8 8 8 8p�� 8 0 8 8 8� 88 J v a r p 0 N Ol a OD c0 N to r, m O IO pp tNO V w co co co I W t0O w m N n 8 o V f- of ro o o r o f-: .= o 0 o v v 6 0 0 to m' Q nt to Q N Q m 0 Q m Q 0 n 8 0 d co C C Z N v Z co Z 0 tri Z OD Z V) .N C O .+ Q 07 O r� �tOO Q N V Q Q O 10O Q MN Q N Y PM, 8 Z Z Z Z Z EU O O O .- O O N O O E W U yJS� Z iFCFn' U U t�1 U 6 U U 4 0 0 0 t✓1 U U U N U U UU •' � U 8 3 ' O U w U U U U U U U U U U U U U U W= S m m m m m m m m S m m S Z)S Z Z z z Z Z Z Z Z o z LL g z g z g z z g z g g 0 8 co % 3 2 `� 8 a I— n p a a a a a a M M. a a (L M a M a a a w J V) vw J i; WA 1: 9 x O ,i I I �~\ I I 11 I I F I , I @ 11 T k ■\0 C § 27 I � }k »&77 cti �\ a° EE A i §i2E ®- §,)g E re ��k£ � §� g ,EE @k § §$\@ o A « E| q� j �D o ( e 4« �, �) ■� 4 )� tri � 0J \ ) \LL ° I3 !■- # a ® §-!S ate- oo f a ! � kf ! Ato 2 k{tn 15{e | �{ t ° 7 0 k5{_ , �I/ E} H� (f� �| °° P$ s IL ƒ I I I r I 1 I w E4 0 i APPENDIX H - HYDRAULIC CALCULATIONS - STORM SYSTEM D E-1 O N w a a 0 x O S I 11 r I I I I I Em cpaop�pp�p��ornproNi,°wmc`°+>mtNw '70 E ry . . . . � r°. 0) y w ..... m ad m fV w .- 911 8 GO(N Np NE OD C O E E yy ee�� pp�� pp�� .O- 1p'�� O O N Ny N V(pp '�4 y � (C(ppD Gr�pp W � E E N . �i7V7 J w . . . . . op m o O ((�� W V o w f7 N (h m m m l'7 Cl) O'1 m M m S O q V N N b V N m V V V Q>� w M ^ If of v v v Sri ui O s 8 O co CO co U) UI NLLp r' ON1 8 O UVi OOOi NpON OOi 8 to C pV_ 0 0 0 0 8 8 0 0 8 0 0 N W Cp ` 6 6 6 6 6 6 6 6 6 0 6 6 U c N N N N N N N 8 8 8 8 8 8 o V I 8 8 N Q N O O O O O 0 H .w.. +y' O Q Q Q Q N Z Z Z Z w co ui C 2 Z Z Z cUv < E 0'al3 ? 3 N O 0 N 0 0 0 O 0 O W S S S S S S S S p Z LL Z <2 Z a n n m m a a CLEL a a WA 1 1 1 1 1 1 1 1 1 r i 8 O 8 m N 0 M N N�O qE o8p �RO �nO N N lrl N M m M M N N Tj iOOv O E pp a N O 2 O �Opp V V 2 t(pp N � 1 N < Op < < (V < V (V lV V < fV O � 0 9 :3 m N m N N II� (J9 cnin�NiMNi VNirNi��imr�c°9ic°9i w �o u��:'oO�rNiuiONon`admcei J NNNE < M M pp m lVM fV (V e} lVM fO V m m M M C� l�h O 0) Q 1 O o mLM m ufOi u°�i _ N L N < v (p 9 IT V 0tq (O O m �LL OD W uoi t6 F mtOncoo_mim nSvo �� c 0 moco�monS o o g S S S o S S o c �?wo" 000000000000 U fi f f fi N rn N N N N N 1 8 8 SO 8 8 oS n Omi, m M m fry oQ fV < < V F m Q/ QQ Q Q Q rD m^ C � L ' Z Z Z Z O c U m Z Z Z Z S < E N N 0 0 0 0 0 0 0 Z LL Z Z d a n w co CD M a a M a a I 1 I 1 APPENDIX I - HYDRAULIC CALCULATIONS - STORM SYSTEM E I 1 1 I 1 I i 1 1 1 [1 1 N w U) U rn O a M w co OD a w 2 O IL ano w a w z z w w J O 00 a = z w � z z O OF N w z Z u) 22 a� O a 11 F i 1 i 10 S s N N I'N w 0 0p� 0 0 0p� T �m ano�iSn n`a�gU)OD $a 0 E 80098888888828 0 E 88p a 9 2 `a N a n rn o a Ui pI p�� 8 m M m M N N Pv' c1 1V) lN�/ W � 0 E�Eypppcp�ppNpo�'pa��ippv�pg�°rp�;8�pp� 0 oafm ui ui ui vi v .- <B o o O O S N W M N tug V V r 1- N 0 O p S (0 8 N 8 1n 1A 1n 1n (0 N �U. M�NB gITODI 88148 y L. .-. owi �_ O pO_ N N 0 m f0 O O O N O S OSSS00 00 S0 W Co `� O O C C O 0 0 0 0 0 0 0 0 0 0 � �O, �& (�N N co It v N N 8 8 0 IN-V Ol J ' N 8 8 8 4 W m o V o 0 o ri ri of y O Q Q Q Q N f0 c Z Z Z Z M 0 wQ g a a a a O o z z z z cEE Z= _ _ N W W W W W W W W W W W N rl rL Z Z Z O LL LL a a1Oo m m OD $ m a a a a a m a 1 I i i 1 1 APPENDIX J - MISCELLANEOUS HYDRAULIC CALCULATIONS 1 1 1 1 1 1 1 1 1 1 1 1 1 I PIPE CULVERT ANALYSIS ' COMPUTATION OF CULVERT PERFORMANCE CURVE November 18, 1999 Mulberry and Lemay Crossings Pond 1 - Connection ------------------- ------------------- PROGRAM INPUT DATA: DESCRIPTION VALUE 1 -------------------------------------------------------------------- Culvert Diameter (feet) ................................. 4.00 FHWA Chart Number (1,2 or 3)............................ 2 ' Scale Number on Chart (Type of Culvert Entrance)........ 3 Manning's Roughness Coefficient (n-value)............... 0.0240 Entrance Loss Coefficient of Culvert Opening............ 0.50 Culvert Length (feet) ................................... 80.0 Culvert Slope (feet per foot) ........................... 0.0200 -------------------------------------------------------------------- -------------------------------------------------------------------- ' PROGRAM RESULTS: Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet Rate Depth Inlet u et Depth Depth Outlet Velocity ---(cfs)------(ft) Control Control (ft) (ft) (ft) (fps) --------------------------------------------- 110.3 1.00 6.4 5.38 3.29 3.17 3.29 9.99 ' 110.3 2.00 6.42 5.38 3.29 3.17 3.29 9.99 110.3 3.00 . 2 5.38 3.29 3.17 3.29 9.99 110.3 4.00 6.42 5.79 3.29 3.17 3.29 9.99 1/1� 5.00 6.42 6.7 3.29 3.17 4.00 8.78 110.3) 6.00 6.42 7.79 3.29 3.17 4.00 8.78 -------------------------------------------------------------------- -------------------------------------------------------------------- PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986 Dodson & Associates, Inc., 5629 FM 1960 W., #314, Houston, TX 77069 (713) 440-3787. All Rights Reserved. ' 9S-3I CPF-/.K LZ► gjLDrF F)zoM STorlNleAl� { S-Gz� ' Z • D SEA 12ELT RUND F F TA r3�-E� 1 \D•3Z CSrS �8 - I NLl-I G U L\I E1� 1 Cl�N 1�Lt�TI 1�1C� 1-FF E GA.sT A� \AI EST' �>c5p n nNS 2. 1 PIPE CULVERT ANALYSIS COMPUTATION OF CULVERT PERFORMANCE CURVE November 18, 1999 Mulberry and Lemay Crossings Pedestrian Crossing to Buffalo Run ' PROGRAM INPUT DATA._________________________________________________ DESCRIPTION VALUE iCulvert Diameter (feet).-- ------ ........ ...................1.00-- FHWA Chart Number (1,2 or 3)............................ 2 ' Scale Number on Chart (Type of Culvert Entrance)........ 3 Manning's Roughness Coefficient (n-value)............... 0.0240 Entrance Loss Coefficient of Culvert Opening............ 0.50 Culvert Length (feet).........40.0 Culvert Slope (feet per foot)........................... 0.0200 -------------------------------------------------------------------- ' PROGRAM RESULTS: Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet Rate Depth Inlet Outlet Depth Depth Outlet Velocity (cfs) (ft) Control Control (ft) (ft) (ft) (fps) 2.3 0.25 1.1 0.81 0.71 0.65 0.71 3.92 ' 2.3 0.50 1.1 0.81 0.71 0.65 0.71 3.92 2.3 0.75 1 0.81 0.71 0.65 0.71 3.92 7Dodson 1.00 11 0.98 0.71 0.65 0.71 3.92 ERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986 Associates, Inc., 5629 FM 1960 W., #314, Houston, TX 77069 -3787. All Rights Reserved. picZ�� RONLOFF7 TAC3LE INI APPE-N.D 1 C() L-A EfZ - AT 17E1� G�� kL� V . udZ +Y J' ((}} d :DJ.-Z H X x < < zzia W -•xo Z v < 2 O W U wbv) Z• Cr a. Ui _zC"¢c{P7w J < ZOO Cm O Z m <NO�. 2 C3 t7 v4z 133N S z=0¢� J h CW w X Z > cL . w z U)z� L6¢ 0 0 1z 3 O W a 0 Co W m LU V �4 a to Ca W f- az z> o< Truck -well Drain Detail Sheet t of 4 A 'V D v CO IL cc �UCn s J wu w Pm �� C (V Q N z a_ o <\ U Uu P.03 i'7i �. •.. D I I U Q d L S 11 I J t r 1 a 0 w LLJ I < Y; L D v < Q lJ - NQ> �o �- U �u m v � z „ o x xU,cr U �Uj N NZ0 0 Truck -well Drain Detail Sheet 2 of 4 Nov-17-99 04:04P r.ua 1 1 1 L r I I 011MIM (AIM U"ATIM AT WATE1 MAIM a HYPOI ETICAL , 461-00 film TRM= VITN iINOH FUM a"ATIO( ff IWOC' I I 1 ACTUAL 0104MOO IAM EL"AlICK AT BIATE) ♦A1T PU PRD W. I I I I I I I I I VARI Cs \ I `\ 96.3e (VARIES) ! 1! ull "+s • I C.. is Tw•a+ �. M.f7 �� — (z. cT ) R1•R4 ' I , D aa.as• TRUCKWELL DRAINAGE 4127198 N.T.S. Truck -well Drain Detail Sheet 3 of 4 Nov-17-99 04:04P f 1 ' PLACE DRAIN PIPE INVERT 1 1/2" BELOW TOP OF CONCRETE SLAB; RE: CIVIL PLANS FOR SIZE ' CONCRETE CURB 1 WARP LOW POINT OF ' TRUCK SWALE TO MEET WALL GRATE 1 t P.05 ..1 Truck -well Drain Detail Sheet 4 of 4 1 i '. Weir Capacity I, Description ' 100-year spillway - Pond 1 1 1 Date: 05-Dec-99 Proj:WM - Ft Collins By: j holley h L l Q CLhz Q = Discharge (cfe) C = Weir coefficient (from table 1401) L = Horizontal length (feet) h = Total energy head (feet) C L H Q (cap) Q (design) Comment M M (cls) (crs) 3.4 49.0 0.50 58.90 58 80 cis Q(100) developed from SWMM -22 cfs Q(10) developed from SWMM 9 I APPENDIX K - STREET CAPACITY CALCULATIONS Street Capacity Summary Date: 03-Feb-00 Initial Storm Proj: WM - Ft Collins By: j holley Theoretical Reduction Allowable Design Mirror Storm Factor Q(2) Q(2) Meets Street Point Slope Capacity (Fig 4-2) Capacity Direct Criteria ^: Service Road Al-1 0.7 5.32 0.80 4.26 0.35 Yes behind WM Al-2 0.7 5.32 0.80 4.26 0.77 Yes A5-1 0.5 4.49 0.65 2.92 0.54 Yes A5-2 0.5 4.49 0.65 2.92 1.27 Yes ' 121h Street A6-1 0.5 7.63 0.65 4.96 1.22 Yes A6-2 0.5 7.63 0.65 4.96 1.51 Yes C1-1 0.5 7.63 0.65 4.96 1.22 Yes C1-2 0.5 7.63 0.65 4.96 4.84 Yes ' C3-1 0.4 6.83 0.50 3.42 1.14 Yes C3-2 0.4 6.83 0.50 3.42 2.50 Yes C5-1 0.5 7.63 0.65 4.96 1.12 Yes -«' C5-2 0.5 7.63 0.65 4.96 0.56 Yes Magnolia 82-1 2 15.26 0.80 12.21 0.50 Yes "p 132-2 2 15.26 0.80 12.21 0.31 Yes 133-1 0.6 8.36 0.80 6.69 0.24 Yes 134-1 1 10.79 0.80 8.63 0.83 Yes 135-1 1 10.79 0.80 8.63 0.75 Yes Lemay D1 0.4 6.82 0.50 3.41 3.07 Yes D2 0.8 9.64 0.80 7.71 3.09 Yes Mulberry C6-1 1 10.78 0.80 8.62 2.92 Yes +1 u Np Npp ' d G O O O O as EE Na, c 0) U) 00 SJ U C� N p1 ry IL T 'WC rys N N N N N W (WON C.0N N N N W LL 8 8m02 88 � . dU O ' V N 0 0 H N l7 �04 N i d H O (V c'I m 15 O W N�OO pppp pppp �} 91" AN ONN pppp 00 A ' ay ��;v;a YO 0; 0; va aV-:C,h m8�� N� v n .-lh.--It) IAm �NN4 0 V N N �� (h Ih OO W O ii pep co t'tA ogarp.,A W m NNto to N 7 oCl� nnmlo ��Er94 V.Nmaeae Q U o a� g o $889 d is IiR�ig is�isi� 88888 �3$ w F0 � 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O NN C44,N OORRB@ NOHF F (Vpp O)O)O cd n n O00 8H m F- U ' c iow�ow i�i. apwooloa WipipiO;o i�w fo O 000c o0 0 ��oe coceaes o0 0 a HOUR p u u n u u p IIu IIIIu u u n 'C JJ .JJ JJ J J JJ J JJJ J JJ J C) LL LLU. LL LL LL. LLLLLLLLLLLL LL LLLLLLLL LLLL LL to %% M Q W W W M '/ M% V M M% W W W W W W W W % V M i/ 'm W W W W W Y � W W % LY,1 9999 99 T; v v v 4O 9v aMav 9V v 0 nn Nln NN toInNtn NNfO ^ �GO 0 0 0 O p 0 ca co C tc�pp � 6 66 �c'�cbo�66 pp OILQQQQ —I QQ UUUUU.0 mmmmm U ci € v ta0 U V IrO'DCO W O N p c O C O CO) m U) a m c W C ZO c « p N j � L qrg" C N U �NU d c « c W N �_prnNZ=.E_E W N 4 o E 0 3 C d N LL y � O p a N a 9 9 C N r O Iq _ V N C O p/ 2�530 `WUE«E E T Nd?�oa N . 0 Z .- cV I7 "t tt) 1 1 1 1 1 1 1 i 1 1 1 ST cc, 'Q N m U CM IE A a� E v b R � c � 3 'a LL3 c U ui d C U g m w w U N N C m O d U W !g o��!o cl c C R y CO3 a O C G F C w N U C 0 0 U) 0 Lo 11 0 0 0 U5 M 0 M v •v^7 • O C. J N d 0) z ^' 0 0 N O 6 0 • 0 O N O O OD N m U� 1� M NO O � 0) W � W (u) Uo!1en913 E T a m ED N E v i 7 E E C 3 v 1° o` oLL U m 0 c .c w gZ a°Di m C1 N C 0 c m E m i cm W v LL c o 0 o 3 2 c Q ) U E E Co O O_ O O O 0 0 o o voitoa U o 0 0 0 0 0 r' I�r r Service road behind WM Rating Table for Irregular Channel r r C r r r r J r r r r r Project Description Project File c:\projectslwm-ftc-lldmglstreets.fm2 Worksheet service road Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Constant Data Water Surface Elevation 99.80 ft Data Minimum Ma)dmum Increment Channel Slope 0.005000 0.007000 0.001000 f ift 1 ' ►� 02. �To1z� Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) (ftfs) 0.005000 0.016 16.47 2.40 0.006000 0.016 18.04 2.63 0.007000 0.016 19.49 2.84 02107700 10:48:01 PM FbwMaster v5.15 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06'70B (203) 755-1666 Page 1 of 1 i (D a eo v r- m o o to vui �ooco E c 0 L tL oocoty C G a; L6 +,. CD m � c m` O M C Q 3 d m w « m c Li s tg c a Um W w a) 0 0 N C o N _ E m c C w W p u m w c m c, m N Y • 3 fi c m v m Y crS _> a`�LLmm C�U3� O O r O O m O 0 to m O O M v C O O O g �L M O m o N O 0 O 0co h c0 UO IT m N O (4) U0118A913 LL Tr., I 1; 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 C l0 -14 w d m N V b 1O cc � �p Y L LLE U v, m {YV 0 m •p N C N •O 7 •C t g t m 2 � C CDN d d E +' 0 IL c � o C> 0 0 0 CD a u c U ( W 0 CV L p � � fV iL m Q N L `� 1'7 N 61 G1 � � y •a y O <O O O C N C •V O O � y a 0 U C O C, t U C. U o 0 0 to LL I i a 0 12th Street Capacity Rating Table for Irregular Channel i Project Description ' Project File c.Xprojectslwm-ftc-lldmglstreets.fm2 Worksheet 12th Street KAc,M Flow Element Irregular Channel - ' Method Manning's Formula �+ CAPAC-1 Solve For Discharge 11 I Constant Data Channel Slope 0.004000 ft/ft Input Data Minimum Mabmum Increment Water Surface Elevation 99.80 100.30 0.10 ft Rating Table Water Surface Elevation Wtd. Mannings Discharge Velocity (ft) Coefficient (cfs) (ft(s) 99.80 0.016 13.65 1.92 99.90 0.016 25.03 2.14 100.00 0.016 43.27 2.49 100.10 0.016 71.78 3.04 100.20 0.016 105.70 3.55 100.30 0.016 144.56 4.02 C 02Ja30o0 02:00:09 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Sremm Fk wMaster v5.15 Page 1 of 1 12th Street Capacity Rating Table for Irregular Channel I J I I n, Project Description Project File c:\projects\wm-ftc-1\dmg\streets.fm2 Worksheet 12th Street Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Constant Data Channel Slope 0.0050W ftlft t!x Sat IT Input Data Minimum Ma)dmum Increment Water Surface Elevation 99.80 100.30 0.10 It Rating Table Water Surface Elevation Wtd. Mannings Discharge Velocity (ft) Coefficient (cfs) (ft/s) 0ao3)00 01:59:21 PM 99.80 0.016 15.26 2.15 99.90 0.016 27.99 2.40 100.00 0.016 48.37 2.78 100.10 0.016 80.26 3.40 100.20 0.016 118.17 3.97 100.30 0.016 161.62 4.49 FbwMlaster v5.15 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755.1666 Page 1 of 1 N c C (6 L U d � m cc m o U N co 04 0 tm E m o o c to o 0 o ooao L LL 0 0 of U y aD � o c_ O C 7 C L -4 N C O N t0 fA y N C V t 8 U O cc O N U W CD (o (D 4)) c o is c N ►- a°�i y O W 0 R 75 V) N Y O N 3 O C E i Magnolia Street Rating Table for Irregular Channel IJ 1 I 1 1 1 1 1 I Project Description Project File c:lprojectslwm-ftc-1\dmglstreets.fm2 Worksheet Magnolia Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Constant Data Water Surface Elevation 99.80 ft Input Data Minimum Mabmum Increment 0.020000 Rating Table Channel Slope Wtd. Mannings Discharge Velocity (fUft) Coefficient (cfs) (ftfs) 1 02JU3CO 02:11,03 PM CAnAX,- IrE�s kv,s > ME,2-71- MaJo� sT't"A Ci?-1TE3zUA. 0.006000 0.016 16.71 2.35 0.008000 0.016 19.30 2.72 0.010000 0.016 21.58 3.04 0.012000 0.016 23.63 3.33 0.014000 0.016 25.53 3.59 0.016000 0.016 27.29 3.84 0.018000 0.016 28.95 4.07 0.020000 0.016 30.51 4.29 IL F"Ow is ��v►pED Flow star v5.15 Haestad McUrods, Inc. 37 Brookside Road Waterbury, CT 0670E (203) 755-1666 Page i of i H N a/ b a v E c E 3 0 � L lL d >, m � `a a E t m u 3J tZ- c c v a E W -o li 0 c a. � LL 2 con r r r r r (4) UOl}en913 O N N O O LO O N IT O O V i O o� co O Owui N O O N O N O O O ui 12 a �m I Lemay Rating Table for Irregular Channel I 1 1 Project Description Project File c:\projectslwm-ftc-lldmg\streets.fm2 Worksheet Lemay Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Constant Data Water Surface Elevation 99.80 ft Input Data Minimum Malamum Increment Channel Slope 0.004000 0.008000 0.004000 ft/ft MINOR, dsmraj-A Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) (ft/s) 0.004000 0.016 6.82 1.92 0.008000 0.016 9.64 2.72 owaoo ' 02:20:46 PM C A,PA„LtTN( S -� FbrvMaster v5.15 Haestad Methods, inc. 37 Brookside Road Waterbury, CT 0670e (203) 75&I W6 Page 1 of 1 Lemay Rating Table for Irregular Channel ' Project Description Project File c:\projects\wm-ftc-lldmglstreets.fm2 a�Q 1 A ` T=? 1.1�1- Worksheet Lemay .`-'�= Flow Element Method Irregular Channel Manning's Formula Solve For Discharge Constant Data Channel Slope 0.004000 Wit ' Input Data ' Minimum Mabmum Increment Water Surface Elevation 99.80 100.30 0.10 ft ' Rating Table Water Surface Elevation Wtd. Mannings Discharge Velocity (ft) Coefficient (cfs) (ftfs) 99.80 0.016 6.82 1.92 ' 99.90 0.016 11.99 2.03 100.00 0.016 20.82 2.25 100.10 0.016 36.18 2.72 100.20 0.016 56.64 3.24 100.30 0.016 80.81 3.72 1 ' 02A)NUO FbwMaster v5.15 02:48:25 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06706 (203) 755-1666 Page 1 of 1 H Lemay Rating Table for Irregular Channel Project Description ' Project File c:\projectsWm-ftc--lldmglstreets.fm2 Worksheet Lemay Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Constant Data Channel Slope 0.008000 f 1ft Input Data Minimum Mabmum Increment Water Surface Elevation 99.80 100.30 0.10 ft Rating Table Water Surface Elevation Wtd. Mannings Discharge Velocity ' (ft) Coefficient (cfs) (ft/s) 99.80 0.016 9.64 2.72 99.90 0.016 16.96 2.87 100.00 0.016 29.44 3.18 100.10 0.016 51.16 3.85 100.20 0.016 80.09 4.58 100.30 0.016 114.28 5.27 ' 02JO3000 FlowMaster v5.15 02:21:37 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 1 1 1 1 1 9= f 0 0 0 oQCD G M O 0) r r r r r (4) UOR8AG13 O O N O qT V 0 0 O to m O M$ O O N O O O N h x ' Mulberry Rating Tabu for Irregular Channel Project Description ' Project File Worksheet Flow Element Method Solve For 1 �I Constant Data c:lprojectslwm-ftc-1 \dmglstreets.fm2 Mulberry Irregular Channel Manning's Formula Discharge Channel Slope 0.010000 Nit Data Minimum Ma)dmum Increment Water Surface Elevation 99.80 100.30 0.10 ft Mrs©z S�o� ' Rating Table Water Surface Elevation Wild. Mannings Discharge Velocity ' (ft) Coefficient (cfs) MIS) 99.80 0.016 10.78 3.04 99.90 0.016 18.96 3.21 100.00 0.016 32.92 3.56 100.10 0.016 55.90 4.19 100.20 0.016 88.13 4.95 ' 100.30 0.016 127.94 5.74 1 1 C 02/07/00 FlowMaster v5.15 11:11:05 PM Hassled MelMds, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page I of 1 1 t 1 1 1 10000 9000 8000 7000 6000 S•Z•b; 4000 3000 2000 1000 900 800 700 600 ; ru 500 ; O 400 P Q 300 200 100 90 6o 70 60 S 40 30 20 ID From BPR I 2.0 , , r It is w011awA[ss CO[Pltcit.T 1. WaNWt.a .IQ r0AN0LA IWP.CP.t•T[ 10 W.T944L to NOTION Or 4"AftaIL C n RECIPROCAL OT CROSS SUOPs .08 1.0 REFERE.CE. . A R PAOGEEa s w. .07 PAOa 1". IOWTtO. 641 .80 .06 � .70 EXAMPLE list "Into Amu •05 E1.10: t . 0.01 100 .60 *,I V) ,o \ E/n.1100 U.so .O4 n•.of J • oil U s ti .SO o ls. P�NO: o • 1.0 CPS --- .03 .40 or .30 02 loot, CJ •� — s .... W z iNStgUC7EON5 1 -.j 01 Or .07 U.1O t. COA.CL1 1/n R411AtTw SLOP[ isl Q .as Z ..a CONOLCT ORC..AaL as ..1. T O' •006 0V1. VI Tom TWO "A'S nits, U .Ttestc, a TA "9 Lt.l IOA in.tom ,ot Q .007 GONRLt[ SOLYhON O ,OI i V •006 t. roR aw•ueW ' T �"- .-awAPtO .005 C.wtt[L Q •f Snow a!E NOWOGa.a+ ..T.:. _ .004 r W IZ f To KICR..L ^• ' .003 _ i pfC.AwOC at to T .toj N POAnON N Ott"", I -q) w•t.0 .toy. A: 1—.—. O[T[Ntn.t 01-1. , 10R TOTAL psC.AAOt . •002 tortac sactt0N , 1.1, Oft 005.0410.0. To OCTG.t.0 O, . 29cf-ON . rO. 011•Tw . CO -MO Sttt f[c TtM.• . it 10,10. I.s[NOCTtOV s TO 00?4. E.sc.A•at A 00l i laCTiM • AT assONaO 7,U•,'f' of -To ,; call'. a rot SLOK RAT. It AAO YC11. )' lot. 0, . 0, it 0, Figure 4-1 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce, Bureau of Public Roads, 1965) MAY 1984 4-3 20 Q. I' (n .10 W CL W oe W .OT O - .O6 0 .05 W .04 M U 03 Q 2 a •02 W 0 U. DESIGN CRITERIA MAY iau U. a 9 .8 7 .3 0 s=06 F: O a IN s:O.4% F=0.5 M.Ow MINIMUM ALLOWABLE ' STREET GRADE 0 2 4 6 a t0 12 14 ..SLOPE OF GUTTER (%) Figure 4-2 REDUCTION FACTOR FOR ALLOWABLE GUTTER CAPACITY Apply reduction factor for applicable slope to the theoretical gutter capacity to obtain allowable gutter capacity. (From: U.S. Dept. of Commerce, Bureau of Public Roads, 1965) 4-4 DESIGN CRITERIA APPENDIX L - RIP -RAP CALCULATIONS I C m N O O a it a w t N u) 'tA N N U� N O C ^ m fD fD O O t7 O O O o JX C N m O N g J s to N q N N pO O G Q N n rytup bl �' � W N t0 p n i0 N O t0 J C O O O Vl O O O O J L7 tD , O N q O N b Q a 6 N f`l N Q t7 0 0 a c P C x m S0 N N N N N N 1n N u7 L m .� u) � Vi vi ID ID vi QU> o C 0 a 0 co O to in m- CD CD N Q W W O c N � N C 0) 0) O 0) 0) 0) 0) 0) 0 '0 C N 0 f- 0 « N 10 {") N Q m C C Y U U y C N N N N N Q N n v 0 U1 O1 n _CO to^ WQ aUJ O Y Y N FED ca N r g^�iL»'0 0JE`o�'" �dm`'' i3 `m t u oY R C W _ Q Q _ m U l+} U U U W c w to to 4) to (o to to '0 LL U- u LL LL LL U- U 0_ LL .o LU po o �'ciricuitDr-� DRAINAGE CRITERIA MANUAL MAJOR DRAINAGE 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Table 5-1 CLASSIFICATION AND GRADATION OF ORDINARY RIPRAP Riprap % Smaller Than Intermediate Rock d50* Designation Given Size Dimension By Weight (Inches) Inches) Type VL 70-100 12 50-70 9 35-50 6 6** 2-10 2 Type L 70-100 15 50-70 12 35-50 9 9** 2-10 3 Type M. 70-100 21 50-70 18 35-50 12 12 2-10 4 Type H 100 30 50-70 24 35-50 18 18 2-10 6 Type VH 100 42 50-70 33 35-50 24 24 2-10 9 *d50 = Mean particle size ** Bury types VL and L with native top soil and revegetate to protect from vandalism. 5.2 Wire Enclosed Rock Wire enclosed rock refers to rocks that are bound together in a wire basket so that they act as a single unit. One of the major advantages of wire enclosed rock is that it provides an alternative in situations where available rock sizes are too small for ordinary riprap. Another advantage is the versatility that results from the regular geometric shapes of wire enclosed rock. The rectangular blocks and mats can be fashioned into almost any shape that can be 11-15-82 C. r DRAINAGE CRITERIA MANUAL RIPRAP 1 1 1 1 1 1 1 1 1 i 1 1 1 1 1 1 I 8 = Expansion Angle ME /A i .2 .3 A .5 .6 .r .0 TAILWATER DEPTH/CONDUIT HEIGHT, Yt/D FIGURE 5-9. EXPANSION FACTOR FOR CIRCULAR CONDUITS 1 1-15-82 URBAN DRAINAGE 6 FLOOD CONTROL DISTRICT DRAINAGE CRITERIA MANUAL RIPRAP NONE■ MEN ice/ EMAN EdgOOME V .L 9 Yt /D 6 .8 1.0 Use Da instead of D whenever flaw is supercritical in the barrel. **Use Type L for a distance of 3D downstream . FIGURE 5-7. RIPRAP EROSION .PROTECTION AT CIRCULAR CONDUIT OUTLET. 11-15-82 URBAN DRAINAGES FLOOD CONTROL DISTRICT APPENDIX M - POND 2 EMERGENCY OVERFLOW ANALYSIS a .39. 3T. I 1 0 49 itYi 00 NE WAY Q� .� p ' ::=:;t;:; ::;;:;.:::;.ct:;.:'.;:::,::•:;l . .. . ••:•:::•:::•::•::::• t ::::::::::: :..::.::::::::�:• D37 yam. .. a = o A3f Qt. =w D39 - :,:::;I;fiQ93aga fi O 1 49 88, . �.......... :...TOA vJ 1930 .p W 20- W SAWCUT LINE W W 241 4sm 92 ` 2 2412 2390 f X 4930.23 X 4930.69 W FL TOA I REMOVE W EXISTING 210 W � ASPHALT 930 W o p W A - 2A � 2417 — .✓L9Z 4929.96 Fp FL 2389 W 211 213i X 4930.23 930 2387 SWALE C E 930.52 TPY C RN I TALI' W W 308 W 929.67 2388 X 4930.04 W QA SAWCUT LINE TOA W P W 6�° 22 4,o\t. W x X 49 6p. W �� 4ewv W SWACUT L W � RGY/1AI1� No Text Emergency Storage for Pond 2 Date: 5-Dec-1999 Job Name: Ft Collins - Mulberry and Lemay Crossings Job Number: 95.040 Detention Pond 2 W. Pond E. Pond Area of Area of Total ncremental Total Total h (3) Release (4) Elevation Contour Contour Area Volume Volume Ac-Ft (Tw depth-29.39) (cfs) 25.5 19,850 1,074 20,924 11,342 11,342 0.26 0 0 26 22,781 1,756 24,537 27,243 38,585 0.89 0 0 27 27,133 2,965 30,098 32,848 71,433 1.64 0 0 28 31,427 4,318 35,745 38,620 110,053 2.53 0 0 29 35,848 5,799 41,647 47,758 157,811 3.62 0 0 30 40,414 13,828 54,242 68,950 226,761 5.21 0 0 31 45,104 39,835 84,939 46,919 273,680 6.28 0 100 31.5 103,220 103,220 (3) Release calculated with the orifice equation considering the 10-year tailwater of 29.39 at the Poudre Outfall. (4) Release calculated with orifice equation: Q=0.65A(2gh) Ia using a 72" pipe opening. See SWMM model fc-over.sin fc-over.SIN n I I r I I I I 11 2 1 1 2 3 4 WATERSHED 0 MULBERRY 'AND LEMAY CROSSINGS - 100-YR RUNOFF CLC ASSOCIATES 60 0 0 5.0 1 1.0 1 24 5.0 1.00 1.14 1.33 2.23 2.84 5.49 9.95 4.12 2.48 1.46 1.22 1.06 1.00 0.95 0.91 0.87 0.84 0.81 0.78 0.75 0.73 0.71 0.69 0.67 1 446 799 67510.88 62 .005 .016 0.25 0.10 .30 0.51 .50 .0018 1 104 4 116514.51 78 .015 .016 0.25 0.10 .30 0.51 .50 .0018 1 106 6 73611.34 78 .015 .016 0.25 0.10 .30 0.51 .50 .0018 1 108 8 129018.04 76 .015 .016 0.25 0.10 .30 0.51 .50 .0018 1 110 10 242 3.16 62 .015 .016 0.25 0.10 .30 0.51 .50 .0018 5 446 104 106 108 110 5 446 104 106 108 110 0 799 870 0 1 3.0 550. .0050 10.0 10.0 0.020 5.00 0 870 2 8 2 0.0 0.0 0.10 0.42 0.31 0.85 0.52 1.22 0.83 1.5 1.14 1.75 1.6 1.96 2.06 2.18 0 2 4 0 2 3.0 150. .0023 0.0 0.0 0.013 4.00 0 4 3 0 2 5.0 800. .0023 0.0 0.0 0.013 4.00 0 3 6 7 2 0.0 500. .0023 0.0 0.0 0.013 4.00 0.0 0.0 0.1 0.0 0.22 0.0 0.58 17.0 1.01 35.3 1.16 39.2 1.26 80.0 0 6 9 0 2 5.0 1000. .0035 0.0 0.0 0.013 4.00 0 8 9 0 2 5.0 1500. .0053 0.0 0.0 0.013 4.00 0 10 9 0 2 2.5 1000. .0051 0.0 0.0 0.013 4.00 0 9 11 8 2 0.0 500. .0023 0.0 0.0 0.013 10.00 0.0 0.0 0.26 0.0 0.89 0.0 1.64 0.0 2.53 0.0 3.62 0.0 5.21 0.0 6.28 100.0 0 11 0 0 2 6.0 655. .0031 0 8 2 3 4 6 8 9 10 11 ENDPROGRAM Page 1 1 Z 1 0 ri ri r-i H ri ' � w r.goo arw00w00wmH x rirlH000 00 zg00000 H v W W ' � p f Z Z 0 0 0 0 0 O H LA IA to to In HZ • • Q f ' ¢J :3 H m rA rl .-i rA rl tD IA rl ^ LL H IA V1 IA Vl IA M J O f th J tD Z> 0 0 0 0 0 00 M w W 0000 vn H w 00000 I W M M M M M w a V In z N • LU 0� O N m�00000 0•I Oi 3 H rO-I rOI rr W rNi 00¢ LL H I m H 3 V) In z z w w w � O J > IA A N N N N W N 0 ' l) Olm 0 Gam. 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V V V ' N N N N N rl '-I rl rl H 'i '-1 e-1 H 'i e-1 '-I "i l '-1 rl '-I H 'i e-1 -It M M M M YA M M M M fA fA ry N N N N N /\ ' v Vi '4 i r-I ' '-I i 'i e- '-1 rl '-1 -1 rI '- ri '-I '-I '-I '-I r1 O 0 O O O O O O O O O O O O O O O O O O 0 O VI VI N VI U1 M N V1 VI Vf VI IA VI UI VI VI lA VI IA VI '1 M N N N N N N N N N N N N N N N N N N ' /1 VM q;r1A MM MM MM MM MM M'A fAM M'A MM MM fAM NM NM NM NM NM NM � (n ' V N V N V N V rl V rl rl H \/ '-1 V '-I H e-i c-I .-1 i e-1 V rl V e�1 V V rl lJ c-1 V rl V '-I N O I o 0 0 0 0 0 0 0 0 0 •'-I 0 0 0 0 •'-I 0 0 0 0 0 U Ga v v v v V v v v v v v v v v v v v v v v M Ln M M M M M v M M M M M M M N N N N N N N N N N N N V V V V V V V V V V V V V V V V V V V V Ln M M -M -M M M M -M M -M M M M M M M N N N N N N rV N N N rV N N N .M N .M N N .M N N IA V1 IA N IA Vl IA IA M IA 0 VI IA IA IA IA IA M IA VI M M M M M M M M M M M M M M M M M M M M M fA M (A M N N N N N N N N N N N N N N N V v V V v v v V v V v v V v V v v V V M� . M M - M M - M - M M M - M M M M Ln M M M M M N N N N N N N N N N -M N N - N N N - N N . N N ' O N M N O M M M O .4, M ItM O M M O M O M H O N M N O m M M O d' M V O M M m M m fA M M IA c}' - V' V d' lt V I�t V I i� t C V) Z O H z W F n 0 WM ONO VI VIO LAOLn vNMM��M�V1 Vl ~ce Q 2 ONN0000000 v V1 LL W LL W 1 Fi F Z LLV M N N OC O r4 r1 tc LL v O V~I Y I VI O W O t9 r1 Q N VtL r♦OMlnOV00M OIL V1 •m V' FV H rINM Z 0 VI H Z VI Q O V U LLO VI } 9]C QLL InNNMMWLnOMN Vl aV inri��01 O1z r0ln JW 3 w zz ¢IQi LL u tO O� w IOn Q ww TON'cYM �a0 r-I-IF- UWa' wQ zw IOW Ow. m O J V V O f U OV �) N 0) fu a Loop road around liquor store Cross Section for Irregular Channel Project Description Project File c:tprojects\wm - ft collins\dmgls reets.fm2 Worksheet loop road around liquor store Flow Element Irregular Channel Method Manning's Formula ' Solve For Water Elevation Section Data Wtd. Mannings Coefficient 0.016 Channel Slope 0.004000 ft/ft ' Water Surface Elevation 31.16 ft Discharge 93.00 cfs 1 31.8 31.E 31.4 31.2 0 31.0 m tv ' lL 30.E 30.E 30.d Coss �,crtot�l %�•� 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 Station (ft) 12A06M Fky v ter v5.15 08:05:30 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 0670E (203) 755-1666 Page 1 of 1 TRAPEZOIDAL CHANNEL ANALYSIS INORMAL DEPTH COMPUTATION December 5, 1999 Mulberry and Lemay Crossings Emergency Outfall of Liquor Store Sovr�1 ------------------- ------------------- PROGRAM INPUT DATA: DESCRIPTION VALUE Flow Rate (cubic feet per second) ....................... 93.0 Channel Bottom Slope (feet per foot) .................... 0.0050 ' Manning-s Roughness Coefficient (n-value)............... Channel Side Slope - Left Side (horizontal/vertical).... 0.0270 4.00 Channel Side Slope - Right Side (horizontal/vertical)... 4.00 Channel Bottom Width (feet) ............................. 2.0 r �J 1 I LJ i 1 I I PROGRAM RESULTS: DESCRIPTION VALUE --------------------------------------------------------------- Normal Depth (feet) ..................................... 2.11 Flow Velocity (feet per second) ......................... Froude Number (Flow is Sub -Critical). .................... 0.691 velocity Head (feet) .................................... 0.28 Energy Head (feet) ...................................... 2.38 Cross -Sectional Area of Flow (square feet) .............. 21.96 Top width of Flow (feet)........ 18.85 -------------------------------------------------------------------- TRAPEZOIDAL CHANNEL ANALYSIS COMPUTER PROGRAM, Version 1.3 (c) 1986 Dodson & Associates, Inc., 5629 FM 1960 W., #314, Houston, TX 77069 (713) 440-3787. A manual with equations & flow chart is available. EG l lot�l - l�J Saui-f 0}: LIQUOR- sToiZ� 0. hL q QbF = 93cFS �_Z4'± APPENDIX N - EROSION CONTROL 1 11 a 1 RAINFALL PERFORMANCE STANDARD EVALUATION MARCH ISS1 ll .� EFFECTIVENESS CALCULATIONS 1 1 J 1 1 1 PROJECT: STANDARD FORM B n1 COMPLETED BY: t j C> U.F-Y DATE: 1Z 3 •�°,1 Erosion Control C-Factor P-Factor Method Value Value Comment 5oD 6tv>'0.sS 0.01 1 00 Fz � / INALa4s o.0,1 1.00 T-E,,A�F-AXLY Te4W, 0145 � 1�►�v-r -rr�A � 1 •cb o. So MAJOR PS SUB AREA BASIN ($) BASIN (Ac) CALCULATIONS 1-1•51 G-Fac-ToR = C -ZI-1V1.po)3 ►='7S /, P-Fk--MR, = Co BoiCo 50? - o q0 F-FP- - C. 1 - CO • JOx0.Z3) �t FAD I3 9.G�i. c-R4=r-< +C0-484 t.003A.6q =o•o 1=95Y• FI FAcToTt - 0•SOY-o•50) = 0.40 FFF = M-(o.40)(0•06)] GRAD 8r-vE t3 g•1q csFAcrrx< = [(8.14 0.4,)� /g.19 '0-95 1 =D'/. PE.D G '�.3�{ C-FAcrott = �C6.9?'� O. ot) +Cn•37 "� l•cb)]�J.3� =0-O (0•Bo)(0•50) = 0.40 EF*= =C 1- (0•90X0• 06) ] = O 98 G L�.13 c.,-F1cr-oR = (4-13-to.45) /4.1-3 = 0•45 1=0% JD-rkcrorz o anXO. 50) = 6.40 L1- F-7Fr- = 60--10Xpy5)1 = o.gz D 3•I!Q C. Fw--Ort,- = 0-zo4 Lo6)3A =0•39 1=62:1 P-F;S�ToR = 50= 0.40 C,-5&x ors, _ (3.96 * 0,01)/3-16 = a•o 1 P- FACTo2 _ o• 50} =0.40 C0.8oX EFL' 1- (o.4oX o• o t )] = o' 99 EFT =[l9 •sl•+Ic o.9 t) tC9.c4 �• 0.98) +<8.14 0 $z)-t•.C't •39� c "19 •� 5p•3g '. t C4.r3+to.B�)-1-C-�.16�•o.e4) tC3.gG9ka.99)�1 `• MARCH 1991 DESIGN CRrrER1A 1 1 1 1 1 1 1 1 1 1 1 0A 0.20 0.15 0.10 0.05 0.00 Figure 8-A ESTABLISHED GRASS AND C-FACTORS FORT COWS, COLORADO 0 20 40 60 80 FSTAMMED GRASS GROUND COVER MARCH 1991 8.9 100 DESIGN CRITERIA PAGE 32 Gravel Filter % "' (�Ippn'x �4 WireScreen— Diameter) (Appro)(JS Mesh) PLAN VIEW Over iced Filtered Wafer Runoff �� F� Wire 'Screen 2°x4"Wood Stud SF477ON A -A Inlet ' General Notes: 1. Inspect and repair fihers after each CURB INLET FILTER ' storm event. Remove sediment when GRAVEL one half of the filter depth has been filled. Removed sediment shall be de- CITY OF. -FORT COLLINSr COLORADO ' posited in an area tributary to a sedi- STORMWATER UTILITY ment basin or other filtering measure. APPROVED BY: 2. Sediment and gravel shall be immediately DATE: ' removers frnm travalrari way of rnarfe H6y161QN61 u-z5 FTr.77RF f. i. JV L Excavate Trench 4"Mlnitnum Depfl 2. Place and Stake Straw . Bales 3. BackfilI and Compact, Excavated GoiI Stake Straw Bale Twine tl p I� ►� mpacted Backfill Filtered Runoff Runoff 1 ' 1r I, �I n — un M4N. CROSS-8EcTIoW VIEW General Notes: 1. When used as a continuous perimeter filter barrier the maximum tributary area is limited to 0.25 acres per 100 feet of barrier. 2. Inspect, repair, and replace (if necessary) the filters after each storm event. 3. All bales must be replaced after 12 months unless approval is granted by the Engineering Division for longer use. STRAW BALE DIKE GENERAL INSTALLATION CITY OF FORT COLLINS, COLORADO STORMWATER UTILITY APPROVED BY: DATE: REVISIONS: D-26 6.6 Steel orWood Post Steel or - Wood Post T lo' MIN. Filter Fabric, Backfilled Trench Filter Fabric Attach Securely +.o Post Backfil I Ru�•iroff+�r :•..-•. om��lllllllh SECTION VIEW General Notes: 1. The maximum tributary area is limited to 0.25 acres per 100 feet of fence. 2. Inspect and repair fence after each storm event. Remove sediment when one half the height of the fence has been filled. Removed sediment shall be deposited in an area tributary to a sediment basin or other filtering measure. Apfrox i rnately 4 x 4 * Trench SILT FENCE CITY OF. -FORT COLLINS, COLORADO STORMWATER UTILITY APPROVED BY: DATE: REVISIONS: D-28 FIGURE 6-7 1 APPENDIX F - HYDRAULIC CALCULATIONS - STORM SYSTEM B I 11 1 APPENDIX 0 - OUTFALL STRUCTURE AT POUDRE RIVER MANUALLY OPERATED SLUICE GATE CONCRETE FLARED END SECTION W/TRASH RACK 72' OUTFALL PIPE MONITORING MANHOLE FROM DETENTION POND P2 W/ SLUICE GATE SIDE VIEW OUTFALL AT POND 2 MULBERRY AND LEMAY CROSSINGS FT. COLONS, COLORADO CLC AswdatM he by. J Holley date: September 28, 1999 Job no: 95.040 84' OUTFALL PIPE FROM DETENTION POND P2 TOP OF TRAPEZOIDAL OPENING BOTTOM OF BAFFLE WALL TOP OF CONCRETE. FRONT WALL BOTTOM OF CONCRE' BAFFLE WAI TOP OF TRAPEZOIDAL OPENING FLAP GATE i- CONCRETE BAFFLE WALL SIDE VIEW TOP OF CONCRETE WALL TO POUDRE RIVER "'BALL PIPE BEHIND BAFFLE WALL CONCRETE BAFFLE WALL VIEW FROM FRONT OUTFALL AT POUDRE RIVER MULBERRY AND LEMAY CROSSINGS FT. COLLINS, COLORADO CLC Aaeaalatea, bm by. J Holley date: Dec y 1999 Job no: 95.040 I 1 1 C.C.P. ORDER #: IPURCHASE ORDER # JOB ORDER #: DIMENSIONS DIMENSIONS PIPE DIA. "A" "B" "C" "D" "W" "L" PIPE DIA. "A" "B" "C" "D" "W" "L" 12" 11" 7.5" 3 6" 21" 30" 42" 21" 18.5" 7 9" 64" 75" 15" 9" 5.5" 3 6.5" 27" 28" 48" 24' 21.5" 9 8" 70" 2.75' 18" 10" 6.5" 3 8" 28" 31" 54" 24" 21" 14 6" 84" 84" 24" 12" 9.5" 5 8" 40" 47.5" 60" 24" 21" 22 6" 132" 108" 30" 15" 112.5" 5 9" 52" 9.75 72" 24" 21" 22 6" 132" 108" 36" 18" 115.5" 7 8.5" 58" 71.25" LOTHER GENERAL NOTES: LOCKING PIN DIMENSIONS ABOVE LISTED IN INCHES. — HINGE PIN TRASH GUARDS SHALL BE INSTALLED ----- AT LOCATIONS SHOWN ON PLANS OR _ — ---_1 AS SPECIFIED BY THE ENGINEER. (n z PADLOCKS FOR LOCKING BAR WILL BE m FURNISHED AND INSTALLED BY OTHERSN ¢ I I AS REQUIRED. TRASH GUARDS ARE NOT DESIGNED TO U p I CARRY WHEEL LOADINGS AND AS SUCHARE NOT TO BE USED AS SAFETY GRATES. _ A PLAN VIEW [B] o" i I I f — — — — — — — — — — — — — — — — — - Ll END VIEW SIDE VIEW PROJECT: SPECIFICATION � � % 8311 W. CARDER COURT UTRETON, CO 80125 303) 791-1600 LOCATION: SUBMITTAL DATE 303 791-1710 FAX COLORADO ONLY (800) 285-2902 ®� CONTRACTOR: BY REV. STANDARD TRASH ENGINEER: r RACK DETAILS r�TOl I No Text 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 it 1 3 1 75 P u- In Eel 5 PERFORMANCE 00M APRXABLE FCR WUMN F40 & F-50 GATES. HEAD LOSS THRU HEA4ER F-25 5 F-55 SERIES GATES MAY BE"SUa4TLY GREATER . 0 0 10 DISCHARGE (CFS) 3 00 50 too 130 200 250�300�350 4, DISCHARGE (CFS) nC pro �r SCALE- NE_jDATE� SEP.t9?9 GATE INDUSTFRIEMENC. CKTAW"s- - -- .. ........... Lm4n� EXETER,CALiF. DKNO-J. (0049 NOTE: FOR PRELIMINARY DESIGN PURPOSE ONLY 642" RATINGS Mat VARY UNDER ACTUAL ,WDRKNG coNDTIMS APPENDIX P - DRAINAGE CALCULATIONS FOR LINCOLN AND LEMAY �501 Ru i i STM IN G7 RIM=39.77� OUT=37.18 VI J OI ON (PART - OF ONSITE STORM SEWE_T rF3 1423 HERGPO 0.22% - . STM MH G4 RIM=40.45 IN=35.03 `ouT=34_s7 . 204LFf24' O J L,Nc-oLN f "EvlAy INrF-PsE:cnoF4 I8Il1�N/ \ !4 00.22% MH Sf/ G5 RIM=39.90 IN=34.79 OU,T=34.7 19 . C9 O O L a N O a g v 0 g Go rn a M a co � � a Z N d � 5w 77 s ry II w II FJ II II [1 E ��(�(pp((pp(a(pp�a�na24daato- a9a9a T N N t0 (O � nn N N fOV t0 O U1 l+1 f0 � P UD n O V (0 Q E NaCo ©88p989ww888 'e Q EE ��in��snE3P4�o °r��3�ic�gmr^�c^�r�i`c�3`�i`9`A`9 4,'� � �, Q to m Go ��� �38888m ;88888�8 � v ai ri of a o �On o n n 8 F3 O Oca 1 f}��p�j? � tm0 11 O C 8 8 8 8 8 W OAA G C O C O O C C 0 0 0 0 0 0 U y N m o v o v a 8 8 8m 8 8 8 8 aD I— q N Z Z Z Z Z Q � o Z Z Z d EE m� o 5D5�NU�cC�C�(�C� w x x x x x x x x x x Q W Z Z z g 22 i i 2 m 2 22 LL IL a a a 0a g IL II 11 APPENDIX 0 - REFERENCE MATERIALS I i I 1 i 1 1 1 1 1 1 11 1 1 11 1 1 9O-d 1 1 City of Fart Collins Design Storms for using SWMM Figure 3-1c Time (min)tensity Ain/hr) 5 year10-year Intensity irdhr Intensity inlhr 25-year Intensity inlhr 50-year Intensity in/hr 100-year Intensity iNhr 5 0.2- 0.40 0.45 0.49 0.56 0.65 0.63 0.72 0.79 0.90 1.00 1.14 1.33 2.23 10 0.33 15 0.38 0.53 0.64 1.05 1.77 20 0.64 1 0.89 1.13 1.09 1.41 25 0.81 1.39 1.80 2.54 5.49 _. 30 _ _1.57 I 2.19 2.69 3.48 35 2.85 3.97 4.87 6.30 Ell 9.95 40 1.18 1.84 2.02 2.61 557 092 6 4.12 2.48 1.46 1.22 45 50 0.71 0.42 0.99 0.58 1.21 0.71 55 .. 0.35 0.49 0.60 0.52 0.77 0.67 " 0.97 0.84 60. 0.30. 0.42 1.08 65 . 70 . 0.20 0.19 _ 0.18 0.28 0.27 0.25 0.39 0.37 0.62 0.59 0.79 0.75 1.00 0.95 _ 0.91 75 0.35 0.56 0.72 80 85 0.17 0.17 0.24 0.23 0.22 0.34 0.32 0.31 0.54 0.52 0.50 0.69 0.66 0.84 0.62 0.60 0.87 0.84 0.81 _ 0.78 0.75 90 0.16 95 100 0.15 0.15 0.21 0.20 0.30 0.29 0.48 0.47 105 110 11 S 0.14 0.14 0.13 _ 0.19 0.19 0.18 0.28 0.27 0.26 0.45 0.44 0.42 0.58 0.56 0.54 0.73 0.71 0.69 120 0.13 0.18 1 0.25 0.41 0.53 0.67 d6O:bO (+F-b7-inn II 11 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 vo-d 1. 1 City of Fort Collins Rainfall Intensity -Duration -Frequency Tablo for using the Rational Method (31 minutes - 60 minutes) Figure 3-1b Duration 2-year 10-year 100-year (minutes) Intensity Intensity Intensity inlhr itdttr r 31.00 1.27 2.16 --fin 4.42 32.00 1.24 2.12 4.33 33.00 1.22 2.08 4.24 34.00 1.19 2.04 1 4.16 35.00 1.17 2.00 4.08 38.00 1.15 1.96 4.01 37.00 1.13 1.93 3.93 38.00 1.11 1.89 3.8.7 39.00 1.09 1.86 3.80 40.00 1.07 3.74 41. 1.05 3.68 42.00 1.04 E1.74 3.62 43.00 1.02 356 44.00 1.01 3.51 45.00 0.99 1.69 3.46 46.00 0.98 1.67 3.41 47.00 0.98 1.84 3.38 48.00 0.95 1.62 3.31 49A0 0.94 1.60 3.27 50•00 0.92 1.58 3.23 51.00 0.91 1.56 3.18 52.00 0.90 1.54 3.14 53.00 0.89 1.52 3.10 54.00 0.88 1.60 3.07 •� 0.87 1.48 3.03 58.00 0.88 1.47 2.99 57.00 0.85 1.45 2.96 58.00 0.84 1.43 2.92 59.00 0.83 1.42 2.89 so.00 o.6z 1.40 2.88 .•IfNf : sn �c _ «� _ � .... 1 I I CO*d City of Fort Collins Rainfall Intensity-0uratlon-Frequency Table for using the Rational Method (5 minutes - 30 minutes) Figure 3-1a Duration (minutes) 2-year Intensity mft) 10-year Intensity (Whr) 100-year Intensity (irVhr) 5.00 2.85 4.87 9.95 6.00 2.67 4.56 9.31 7.00 2.52 4.31 8.80 8.00 2.40 4.10 8.38 9.00 2.30 3.93 8.03 10.00 2.21 3.78 7.72 11.00 2.13 3.63 7.42 12.00 2.05 3.50 7.16 13.00 1.95 3.39 8.92 14.00 1.92 3.29 6.71 15.00 1.87 3.19 6.52 16.00 1.81 3.08 6.30 .17.00 1.75 2.99 6.10 18.00 1.70 2.90 5.92 19.00 1.65 2.82 5.75 20.00 1.61 2.74 5.60 21.00 1.56 2.67 5.46 22.00 1.53 2.61 5.32 23.00 1.49 2.55 5.20 24.00 1.46 2.49 5.09 25.00 1.43 2.44 4.98 26.00 1.40 2.39 4.87 27.00 1.37 2.34 4.78 28.00 1.34 2.29 4.69 29.00 1.32 2.25 4.60 30.00 1.30 2.21 4.52 I FIGURE 7-6: MANHOLE AND JUNCTION LOSSES 1 I 1 1 / PLAN e, o.v , e,v , USE EQUATION SECTION CASE.I INLET OR STRAIGHT THROUGH MANHOLE ON MAIN LINE e• 1 PLAN USE EQUATION' o,y , o, SECTION CASE IL MANHOLE ON MAINLINE WITH 0' BRANCH LATERAL NOTE: FOR ANY TYPE OF INLET / PLAN e, o,r . o�v1 USE EQUATION evr, SECTION CASE 11 INLET ON MAIN LINE WITH BRANCH LATERAL / PLAN a, USE EQUATION or , SECTION CASE IV INLET OR MANHOLE AT � BEGINNING OF LINE CASE III CASE NO- KI 0• Ki I 0.05 22-1/2 0.75 II 0.25 45 0.50 IV 1.25 80 0.05 90 0.25 NO LATERAL SEE CASE I REFERENCE: APWA SPECIAL REPORT NO, 49, 1981 7.07 INLETS (A) Speedieadons (1) Required: Storm inlets shall be provided where sump (low -spot) conditions exist or street runoff -carrying capacities are exceeded. 7-29 DESIGN AND CONSTRUCTION STANDARDS Effective: July 2, 1998 �J tDRAINAGE CRITERIA MANUAL . „ , -1 RUNOFF H 0 11 I TABLE 3-1 (42) l RECOMMENDED RUNOFF COEFFICIENTS AND PERCENT IMPERVIOUS LAND USE OR PERCENT FREQUENCY SURFACE CHARACTERISTICS IMPERVIOUS 2 5 10 100 Business: Commercial Areas 95 .87 .87 .88 .89 Neighborhood Areas 70 .60 .65- .70 .80 Residential: Single -Family * .40 .45 .50 .60 Multi -Unit (detached) 50 .45 .50 .60• .70 Multi -Unit (attached) 70 .60 .65 .70 .80 1/2 Acre Lot or Larger * .30 .35 .40 .60 Apartments 70 .65 .70 .70 .80 Industrial: Light Areas 80 .71 .72 .76 .82 Heavy Acres 90 .80 .80 .85 .90 _ Parks, Cemetaries: 7 .10 .10 .35 .60 Playgrounds: 13 .15 .25 .35 .65 Schools: 50 .45 .50 .60 - .70 - Railroad Yard Areas - 40 - .40 .45 .50 - .60 Undeveloped Areas: Historic Flow Analysis- 2 (See "Lawns") Greenbelts, Agricultural Offsite Flow Analysis 45 .43 .47 .55 (when land use not defined) .65 Streets: Paved 100 .87 .88 •.90 .93 Gravel 13 .15 .25 .35 .65 Drive and Walks: 96 .87 .87 _ .88 .89 Roofs: 90 .80 .85 .90 .90 Lawns, Sandy Soil 0 .00 .01. .05 .20 Lawns, Clayey Soil 0 :05 .10 .20 .40 NOTE: These Rational Formula coefficients may not be valid for large basins. *See Figure 2-1 for percent impervious. 5-1-84 No Text STORM DRAINAGE DESIGN AND TECHNICAL CRITERIA FIGURE 903 H w J z 51 l'l C ALLOWABLE INLET CAPACITY SUMP CONDITIONS - ALL INLETS DEPTH OF FLOW (FT) Date: NOV 1984 REFERENCE: n__.. .... .. U. U.0 0.8 1.0 DEPTH OF FLOW (ft) z w U J ~ m 0 �z 03 �O ¢� Zo a. x� �w w 0 0.8 0.7 r-. 0.6 �L Z 0.5 ac W > 0.4 O W a 0.3 W O 30.2 O 2 O rm EXAMPLE 0.0 LIII_IIIIIIIIIIIIIIIIIIIIIIiIIIIIIIIIIiIIIIIIIII O 1 2 3 4 FLOW INTO INLET PER SO. FT. OF OPEN AREA (CFS/FT2) Figure 5-3 CAPACITY OF GRATED INLET IN SUMP (From: Wright -McLaughlin Engineers, 1969) MAY 1984 5 DESIGN CRITERIA 1 1 1 1 1 1 1 i 1 1 1 1 1 1 i Sx (Gass Slope) STREET S Longitudinal Siope) SIDE R4� CIO t. (Gutter Flow) ►- OVE �— _ prouds No. of This Point , +w+ r�� �: al g 41 (I„tercepted Flow) L' (Lao of Opening) A 4 -PLAN Origtnal Gutter Line o � usE 11 Gutter Depression of Inlet yiN O SECTION A -A e• on �o a $u w w v v ..v. $ CE TION 0-11 SECTION 8-& { Straight Cross Slops) ( Fort Collin, Standard 67 Vertical C11G) NOTE* THE FORT COLLINS STAHOAROS HAVE GUTTERS WITH CROSS SLOPES STEEPER THAN SX. FIGURE 5-4 STANDARD CURB —OPENING INLET MAY 19". 5-IG DESIGN CRITERIA No Text No Text f NYI—CJ—I JJ! 1C1. 1G u!�uc'uu rr��r us�.+ — — — — — — —-.— --- -- 0 Of Pages 1 •. ppgt-it• brand fax transmittal memo 7671 Nsa T Co. May 5, 1997 ' Mr. Ted Shepard, Sr. Planner City of Fort Collins Planning Department 281 North College Avenue Ft. Collins, CO 80522-0580 RE: Project #36-96B Lemay Mulberry Crossing P.U.D. Preliminary (LDGS) - Dear Mr. Shepard, Pursuant to your requirement that a "Letter of Intent" by the effected property owners for the grant of easement for outlet for the above referenced P_U.D. is needed prior to the P.U.D. #36-966 being considered, we the undersigned, owners of the property located at the southeast comer of Mulberry & Lemay (attached hereto is our legal description), do hereby register with the City of Ft. Collins our intent to grant an easement to the Poudre River through our property. This easement would be a non-exclusive perpetual easement for the purpose of storm water drainage pipe and shall include an easement for construction. At this time the actual size of the easement has not been determined, but will be appropriate for the size of the storm pipe as designed by the applicant. ' I'm enclosing for purposes of the letter of intent a drawing initialed by the undersigned owners showing the approximate location of the easement. Should you have any questions, please do not hesitate to call myself or the applicant's, representative, Mark Goldberg. Sincerely; David B. Hill - Owner Steven C. Fisher - Owner rTOTAL P.01 I ^t �L f �l ^t5 i MEMORANDUM ' Date: June 14, 2000 TO: Donnie Dustin, Ft. Collins Stormwater Utility From: Jeffrey Holley, PE RE., Revision Summary, June 14, 2000 Mulberry and Lemay Crossing The following revisions were made to the drainage report. ' 1. In Storm System 'A', the,length of pipe P33 was changed from 28 feet to 26 feet to match the construction drawings. ' 2. In Storm System 'B' the elevations for Storm Inlets B8, B9, and B10 were changed to 33.70, 33.60, and 33.10 respectively to match the construction drawings and the FEMA application for floodplain revision. 3. Information for Storm Drainage System 'G' was revised to match the construction drawings. Other responses to comments directed toward off -site improvements were addressed under separate cover. 1 I I I t Responses to City Comments From December 20, 1999. 1. Please provide high point and spot elevations at the eastern intersection of 12's and ' Magnolia Streets to show that flows from I Street will not enter Magnolia Street. RESPONSE: A High point was added on Magnolia 0.75 feet above 12"' Street flowline. Spot elevations are shown accordingly. The high point is 0.25 feet above 100-yr street flow in 1 P Street. 2. There are still a few inconsistencies between the inlets listed in the report and the inlets listed on the plans. Please review the plans and report and clarify these inconsistencies. RESPONSE: ' The inconsistencies noted on the red -lined set were reconciled. 3. The inlet labeled A4-2 in the storm sewer A calculations should consider flows from basin A4-6 (i.e., inlet A4-2 should probably be labeled IN A4-6). Please review and revise these calculations. ' RESPONSE: The inlets were relabeled. 4. There are a few inconsistencies in the storm sewer sizes between the plans and the calculations. Please review and revise these sizes. RESPONSE: Stone sewer sizes were revised to be consistent throughout. r5. Please use the 100-year flows from StormCAD in the riprap calculation for FES C2. ' RESPONSE: The rip -rap calculations now reflect 100-year peak runoff. ' 6. Please use the reduction factors in Figure 4-2 per sections 4.2.2.3 and 4.2.3.3 of the SDDC for each of the street capacity calculations. Also, the major storm street capacity calculations are not in a format to which the reduction factors can easily be applied. Please format these calculations similar to the minor storm street capacity calculations and apply the reduction factors. I RESPONSE: �. The 100-year capacity calculations were reformatted and reduction factors were added to the calculations. ' 7. Due to the large size of the outlet pipe, please provide a grate at the upstream end of storm sewer E per section 5.3.5 of the SDDC. Please show details for this trash rack ' in the plans. RESPONSE: A trash rack is now indicated at the upstream end of storm line 'E.' The trash rack detail appears in the appendix. 8. As a reminder, please show details of the flap gate and manual sluice gate for storm sewer E once the design is completed. RESPONSE: Details provided by the manufacturer appear in the appendix. ' Offsite Public Street and Utility Comments 1. Although grading was provided for the offsite streets, there are some areas where existing contours are not shown and/or not labeled. Please show and label all existing contours and clearly show how proposed grading ties -in with the existing contours. Also, please show grading and cross -sections for the work done on Lincoln Avenue. RESPONSE: All existing contours are now shown and labeled. All proposed contours are tied -in to existing contours. 2. The cross -sections and profiles of Lemay Avenue indicate that the section from Mulberry Street to approximately 375 feet north of the intersection will be lowered. The berm of Lemay Avenue acts as a barrier that prevents Poudre River floodwaters from continuing to the east. The FEMA maps do not indicate this because the berm is 1 not high enough to be considered a levee by their standards. Please keep the centerline of Lemay Avenue at or above its current elevation in this area_ Please do not consider the median as the high point of the road. RESPONSE: The centerline profile of Lemay is about 0.5' lower than existing ' along the area in question. It is the roadway designers belief that the elevation of the centerline, as designed, is an improvement to the existing condition. Three benefits to the proposed median are: First, that the median is 19 feet wide within most of the area, second, that the actual elevation of the finished grade at the centerline is higher that the existing elevation because the median is constructed with a reWonwldoc 64nch curb, 4 to 6 inches of concrete splash block, and 6-12 inches of landscaping, and third that this replaces a paved roadway section of only 30 feet in width. These items have been discussed with city staff and they indicated that this design meets their requirements for flood protection. 3. Please design a high point in Magnolia Street just east of 12's Street to prevent 12s Street flows from entering Magnolia Street. This high point should be high enough to ' contain the 100-year flows in le Street. Also, the east end of this extension is shown to be lower than the gutter pan at the intersection with Link Lane. Please review and revise the elevations as necessary. RESPONSE: The high point designed in Magnolia is 0.75 feet above the 1P Street flowline. Spot elevations were shown accordingly. This high point is approximately 0.25 feet above 100-year street flow calculated 12M Street. The elevations shown for the flowline in Magnolia at the intersection with Link Lane have been adjusted to show positive drainage from ' Magnolia into the Link Lane gutter pan. 4. Why is the irrigation line under Lemay Avenue (north of Magnolia Street) being extended? Will there be irrigation within the site from this system? Will the ditch on ' the west side of Lemay Avenue need to be moved? Does the ditch owner approve of these plans? Please address these issues and provide approval from the ditch company. RESPONSE: The owner of the Mulberry and Lemay Crossings property is a shareholder in the Coy Ditch Co. and, as such, wishes to retain the ability to utilize the irrigation water therein. The extension of the 1 ditch under Lemay makes it possible to maintain that ability. 5. The proposed storm sewer under Lemay Avenue (north of Lincoln Street) should only ' be designed to cross Lemay Avenue. The cost of this portion of the piping will be paid for by the City as a developer repay and should be built with this project. If additional piping is needed due to the road improvements on Lincoln Avenue, then that cost will be to the developer. Please contact Glen Schlueter (970-224-6065) to discuss this developer repay project. Also, please show how the two 30=mch pipe sizes were determined by providing storm sewer calculations (StormCAD). The ' amount of flows that should enter these pipes is 140 cfs. In addition, please limit the length of pipe between manholes to 400 feet per Table 5-5 of the SDDC. ' RESPONSE: rresponseldoc After further review in the field by the applicant and representatives of the City, it was agreed that the existing storm drainage condition is acceptable and will perform with the proposed improvements. ' 6. Please provide calculations that show how the inlet and pipe size was determined for the storm sewer along the south side of Lincoln Avenue (east of Lemay Avenue). Also, is there existing or proposed landscaping above this proposed storm sewer? Is ' this storm sewer adjacent to or crossing other utilities? If so, does its alignment meet setback requirements? Please address these landscaping concern and show all other utilities on the plan view. RESPONSE: An appendix showing the calculations for drainage in this area has been added to the report. 7. The plans show curb and gutter on the north side of Mulberry Street west of Lemay Avenue. Where will these concentrated flows be directed? Please address this concern and provide erosion protection at the end of the curb and gutter. ' RESPONSE: A buried rip -rap apron directs flow to a shallow swale to the west at the end of the curb and gutter. 8. There are several locations where grading is proposed outside of the right-of-way on the west side of Lemay Avenue (see cross -sections). Please provide easement(s) for ' this grading. RESPONSE: ' A twenty foot wide grading easement along the west side of Lemay has been obtained. ' 9. Where will the concentrated flows from the proposed curb and gutter on the south side of Mulberry Street (east of Lemay) be directed? Please explain how this flow ' will be handled and provide erosion protection where the curb ends. RESPONSE: ' A depressed section of curb (4' wide) and a concrete pan will direct flow to existing ditch. Rip -rap has been provided for erosion protection. The existing 18-inch CMP which currently drains the ' ditch will be cleaned of sediments and debris. Erosion/Sediment Control Comments ' 1. Please replace the first paragraph of the reseeding section, which doesn't make sense, (Plan Sheet C5.90) with the statement, "All disturbed areas are to be reseeded and responseldoc ' mulched." Time frame for this is spelled out in our standard erosion control note 4. Also, please delete your Seeding Season note. If the project is completed, say, in the ' middle of July, it still needs to be mulched, at a minimum, and although seeding at that time won't produce an immediate grass ground cover, eventually it will grow. ' RESPONSE: The plan has been revised accordingly. ' 2. Please delete your note 12 on sheets C5.10 and CS4.01. RESPONSE: The note has been deleted. 3. Because you show the outlet into the Poudre River on sheet C5.11, you should also show the erosion control for that construction on the same sheet. Still refer to the landscaping sheet for reseeding specifications. RESPONSE: Erosion control at the Poudre river was added to the plan. ' 4. Your plan sheet C5.11 indicates that additional erosion control for the streets is shown on the offsite street and utility plans, yet I find no erosion control BMP's for the streets on those erosion control sheets (CS 4.00, CS 4.01, CS 4.02). ???????? RESPONSE: Erosion control for the offsite improvements was added to the existing erosion control plans. References to sheets in the `CS' series were eliminated. Please refer to the redline plans and report for additional review comments. Please note that there were numerous redline comments that were not included with these written comments. Therefore, it will be very crucial that the redline plans and report are returned with the neat submittal. Also, in order to speed up the review process, written responses neat to each redline comment would be helpful. i�] I ' responseldoc 11 Revision Comment Sheet Date: September 29, 1999 To: Stormwater ' Project: #36-96D Mulberry Lemay Crossing PUD, Filing One — Final — LDGS ' All comments must be received by Ted Shepard no later than the staff review Meeting: Wednesday, October 20,1999 Although this submittal has changed somewhat from the previous submittal (comments dated 9/2/99), many of the previous comments were not addressed. As a result, the previous redline submittals are being returned with the current set of redlined plans and report. Please address the written and redline comments from both submittals. As mentioned before, it would be very helpful to receive written responses to all comments (written and redline). Once again, please be aware that additional comments may arise when subsequent information is provided. Please feel free to contact me if you have any questions regarding these or previous comments. 1. The proposed hydrology at the site is still a concern. According to the report, the ' storm sewer systems will only partially collect the major storm flows, allowing the remainder of the flows to precede to the detention ponds via overland flow. How much overland flow will occur? How much ponding at inlets will occur? Will the ponding exceed the 18-inch maximum criteria per section 9.4 of the City of Fort Collins Storm Drainage Design Criteria (SDDC)? The proposed 100-year WSEL of pond 1 is 34.5 feet, which is 0.5 feet above the top -of -berm elevation for the pond. How much water will enter the street at this location? How will street capacities be determined if the overflow goes into the streets? Please provide a full analysis of the hydrology at the site that considers overflow from each inlet (including carryover flows from on -grade inlets) to determine the amount of flow that carries over to adjacent inlets or ponds. These values should be used when considering inlet, street capacity, storm sewer and other calculations. ' RESPONSE: A detailed analysis of the hydrology and hydraulics has been provided. ' The analysis shows that the storm sewer system will function as intended under the anticipated circumstances without adversely ' impacting adjacent and upstream properties. The analysis was prepared in close coordination with the City staff to address these concerns. 2. The interconnectivity between the Buffalo Run Apartments pond and the on -site ' ponds through storm sewers may have an effect on discharge rates from each of the Page 1 of 11 ponds. The release rates of the ponds (and the rating curves developed for SWW will depend heavily on the downstream capacity of the storm sewer (which are not sized to carry the 100-year flows) and the downstream tailwater elevations. Has this been considered? Will the Buffalo Run pond be able to release at the rate it was intended to? Will backwater effects from pond 2 affect the release rate from pond 1? Please address these concerns. It may be necessary to analyze this situation with a hydraulic model. The City has found the EXTRAN program useful in these situations. Another method would be to use UDSEWER with constant tailwater elevations of the downstream 100-year WSEL. Please contact us prior to resubmittal once a method has been decided upon. ' RESPONSE: The interconnectivity was addressed by incorporating the exact model data used in the design of the Buffalo Run plans. The resulting hydraulic grade lines are in conformance with the water surface as calculated in the Buffalo Run approved final drainage report. ' 3. If the current 100-year WSEL of pond 2 is 31 feet, then the eastern portion of the pond will back up flow all the way to 12'h Street via storm sewers and pond overtopping, which may flow east of I Street and off -site. Also, if the current 100- ' year WSEL of pond 1 is 34.5 feet, then backflow will occur out of inlets A9-1 and A9-2, which may send flow to the east. Please provide a design that will prevent this from happening. ' RESPONSE: A9-1 and A9-2 were eliminated, overland flow relief is provided for the sump in 12th Street in accordance with the City Criteria. Additional calculations were added to support the design. 4. The storm sewer (StormCAD) calculations appear to give awkward results. The 100- year HGL's do not make sense. It appears as if each storm sewer section is being calculated individually. Based on standard hydraulic principles, the HGL's should not spike like they are shown on the profiles, but rather increase as you go upstream. As shown, the HGL's would produce immense amounts of ponding and/or manhole bubbling. Please review the StormCAD calculations and make any necessary ' changes. RESPONSE: The storm sewer system is designed to completely convey the 10-year rainfall event. Since the HGL shown on the profiles is for the 100-year event there are places of anticipated flooding. For a flooding condition grading has addressed conveying runoff overland though streets and parking areas to the detention facilities. As part of the response the ' actual text, taken from the StormCAD help manual, explaining the situation is included below. muMemcross-2.doc Inlet or junction flooding occurs whenever the hydraulic analysis of a system places the computed hydraulic grade line (HGL) above the inlet or junction rim elevation. Whenever this occurs, the backwater analysis ' will continue by resetting the HGL to the current structure rim elevation or, if the flooding is a continuation of downstream flooding, to the HGL at the downstream end of the exit conduit." "in actual flooding situations, storm flows may be diverted away from ' the inlet and out of the system or attenuated due to surcharged storage. In StortnCAD, even through the governing downstream boundary HGL for the next backwater, the peak discharges at the structure are conserved and are not reduced by the occurrence of inlet or junction ' flooding." 5. The grading along the northern border of the site is difficult to read. Based on what is shown, it does not appear that proposed grading will tie-in with existing contours on the west side of the northern border. Also, it appears the proposed wall along the north border may encroach into the Buffalo Run Apartments detention pond. Please show the grading in this area more clearly and prevent any encroachment into the existing detention pond. ' RESPONSE: The wall along Buffalo Run was moved north- out of the Buffalo Run site. Additional grading detail was added to this area. Please refer to ' the attached copy of the agreement for better understanding of the responsibilities of these neighboring property owners. I II 1 I 6. Grading for the adjacent streets is not shown in the utility plans or the off -site street construction plans. There are several locations throughout the site where proposed grading does not tie-in with existing grading (especially along the borders of the site). This comment has been made several times before. Please tie-in all proposed grading with existing grading. In addition, please show the proposed grading for all adjacent streets in both the utility and off -site street construction plans. Also, please provide detailed existing contours along the east side of I Street (at least 50' from the site boundary). Please check and make sure that the proposed elevations in I Street will allow existing properties to drain properly and will not cause any potential ponding on the east side of I Street. Please note that additional comments may arise when subsequent information is provided. RESPONSE: Grading for the adjacent streets has been added to the plan There are numerous crosspans that need to be shown throughout the site and adjacent streets. Please show these crosspans on all the plans and provide spot elevations in the crosspan to designate flow directions. 11 mulMemcross-2.doc 11 ' RESPONSE: Proposed crosspans are shown on the plans. 8. Is the 12-inch culvert for the pedestrian connection between the north access drive and the Buffalo Run site proposed (section C on sheet C4.12)? If so, how was it sized? Will the existing swale have enough capacity? Please address these concerns. RESPONSE: ' The calculations for this culvert, located at the bottom of basin OS-1, appear in the miscellaneous hydraulic calculation section of the report. 9. Please provide concentration points for all sub -basins at the site. This is a repeat comment. RESPONSE. - ' It was agreed that the unique inlet designations will be used as concentration point designations. ' 10. There are still numerous inconsistencies with the storm sewer profiles and the calculations (see redline plans). Please review and revise these profiles and the ' StormCAD and be sure that everything matches. RESPONSE: ' Plans and calculations were coordinated. 11. Please show storm sewer profiles for all laterals in StormCAD OR simply include an ' extra column in the StormCAD output that shows the inverts (both upstream and downstream). If the second option is taken, there will no longer be a need for the profiles in the report. RESPONSE: An extra column showing inverts was added to the report Hydraulic ' grade line elevations for every structure appear in the output. 12. There are no inlet calculations. How were the inlets sized? How are the flows captured by on -grade inlets determined? Please provide inlet calculations. Besides the inlet tables and charts included in section 5 of the SDDC, the City has found UDINLET an acceptable program for inlet calculations. Also, please note the comments from the previous review (dated 9/2/99) that relate to inlets. RESPONSE: ' A table showing inlet sizes appears in Appendix A. The design was done using charts in accordance with City criteria. ' 13. The street capacity calculations are incomplete and do not follow City criteria. Please provide calculations for each design point along 12' Street, Magnolia Street, Lemay muMemcross-2.doc F Avenue, and Mulberry Street. Note that these streets have different classifications and, therefore, have different criteria. Please note that at a minimum, the 2-year criteria does not allow curb or crown topping, therefore the maximum depth is 0.5 feet (unless the width of the street restricts the depth even further). Please use the reduction factors for allowable gutter capacities in the calculations, as noted in section 4.2.2.3 of the SDDC. In order to gain extra capacity, you can use the 2-year flows in the street as the minor storm flows, instead of the 10-year flows. If this option is taken, please show the calculations for the 2-year flows. ' RESPONSE: Additional detail was added to the street capacity section of the report. Street flow analysis was done for 12"' street, Magnolia, Mulberry, Lemay, ' and the access road behind the proposed Wal-Mart building. 14. How were the riprap dimensions determined? The table used in the calculations is not a method of the SDDC, or UDFCD criteria manuals. Please use the calculations explained in either of these manuals. Also, please provide riprap calculations for storm sewer E and list the dimensions of all riprap pads on the storm sewer profiles for construction purposes. RESPONSE: A table outlining the rip -rap design procedure now appears in the Appendix of the report. 15. The volume calculations for pond 2 do not appear to include the eastern portion of the pond. Please include this area in the calculations. Also, some of the volume ' calculations do not appear to be correct (see redline report). Please review and revise these calculations. ' RESPONSE: The pond volumes have been revised and the rating curves adjusted accordingly. 16. The 48-inch pipe that connects the two sides of pond 2 will act as an equalization pipe. How was the size of this pipe determined? Please provide calculations that show this pipe can pass the maximum inflow into the pond. RESPONSE: Calculations for the proposed culvert appear in the miscellaneous hydraulic calculations appendix. ' 17. How were the discharge rates calculated in Appendix B? The worksheets do not appear to follow a standard orifice equation. Please explain and document what equations are used to determine these discharge rates. Also, the discharge rates used in the SWMM do be rating curves not appear to match the calculation given. Please mulMemcross-2.doc ' sure the rating curves use the discharge rates determined in the calculations. Please keep in mind comment #2 when calculating the discharge rates. ' RESPONSE: Rating curves were revised and coordinated with City staff. 18. Please provide specific details for the proposed Tideflex and flap gate backflow preventers in the plans for construction purposes. The proposed `internal' Tideflex need some special considerations. The internal Tideflex valves have smaller areas if only within a pipe section. A housing on the downstream side of the valve will be needed to prevent this from happening. Was the head needed to open both backflow preventers considered? Would this head cause an unanticipated backwater in the ' pond? Please address these concerns and contact us to discuss this further. Also, please list the 100-year WSEL in the Poudre River to determine the potential ' backflow from the river into the site. RESPONSE: At this point, the size of the outlet pipe has made the use of a Tideflex backflow preventer prohibitive from an aesthetic standpoint. The original scheme of a flap gate and sluice gate are shown within the appendix of this report. Specific construction details for installation of a Sluice gate and flap gate are forthcoming with final construction drawings. Manufacturers data and preliminary sketches of details can be found within the drainage report. 19. Although most of the existing storm drains have been called out on the plans, some of the pipes still need to be called out. Please call out all existing storm sewers ' including the size and type and whether or not the pipes will be abandoned, removed, or left in place. Some of the pipes around the Mulberry and 12' Street area that are proposed to be abandoned or removed may disturb flow patterns for existing off -site flows. Please investigate the flow patterns in these storm sewers and be sure that off - site flow patterns are not negatively impacted. RESPONSE: Additional information concerning existing storm sewer was added to the plans. 20. What type of inlet will be used to remove drainage from the two sump docking areas ' on the north side of the Wal-Mart building (sub -basins A4-2 and A4-8)? Please call out the inlets on the and detail for plans provide a construction purposes. ' RESPONSE: Details for the proposed truck well drain is included in the miscellaneous hydraulic calculation section of the report. mulMemcrow1doc 21. It appears that there are some sections of sub -basins P1 and P2 that may be paved. If ' so, please increase the runoff coefficients to reflect the imperviousness. This will need to, be changed in all the hydrology and SWMM calculations. This is a repeat comment. RESPONSE: Runoff coefficient and imperviousness calculations were revised to reflect a portion of the basin as impervious. 22. How was the information for SWMM basin 102 (Buffalo Run Apartments) determined? Please show the information in the SWMM section of the report and provide documentation from the Buffalo Run Apartments report to show how this information was obtained. Since Buffalo Run has a detention pond, the rating curve ' for that pond should be incorporated into the SWMM. Excerpts from the Buffalo Run report have been included with the redline report. ' RESPONSE: SWMM data for the Buffalo Run apartments was revised to match the information in the approved final drainage report for Buffalo Run. 23. Although spillway calculations are provided in the report, nothing is shown on the plans. Please show the locations of both spillways, including cross -sections with erosion protection shown in the plans, and spillway and top of berm elevations on the grading plan. It appears that Pond 2 will continue to fill until it spills somewhere on Mulberry Street or Lemay Avenue (if there were a greater than 100-year storm event). Please describe in the report where this spill will occur. Also, please document the flows used in the spillway calculations. ' RESPONSE: A spillway location for Pond 2 appears on the plan. The spillway calculations appear in the miscellaneous hydraulic calculations appendix. There is no spillway for Pond 1, runoff exits the site along the ditch on the north side of Mulberry Street going east should an t emergency condition occur. For Pond 1, further analysis was done to investigate the roadway and roadside ditch in front of the adjacent property to the south-east of the site and south of Mulberry. ' 24. According to the SWMM data, the overland flow lengths used exceed the City's recommended maximums of 200' for developed areas. Please use this value as a ' maximum or justify the use of higher values. This is a repeat comment. RESPONSE: ' The `overland flow' lengths were revised. mulMemcross-2.doc ' 25. There are numerous problems with the subcatchments, conveyance elements, and rating curves used in SWMM (see redline report comments). Please review these redline comments and address them for both the 10-year and 100-year SWM models. Also, please provide a map of the SWMM basins and boundaries in Appendix B. This can be done with an exhibit in the report. RESPONSE: SWMM data was revised after coordination with City staff. ' 26. How were the last two points of the pond 1 rating curve determined in the SWMM? They do not seem to match anything in the spillway calculations. Please document ' these values, keeping comment #2 in mind. RESPONSE: ' Rating curves were revised after coordination with City staff. 27. Please show the FEMA cross -sections and WSEL's from the FIS study for this area ' on the drainage plan. RESPONSE: ' FEMA cross-section information was added to the plan. Offsite Public Street and Utility Comments ' 1. Please provide proposed and existing grading contours with these plans that show tie- ins. Please be sure this same grading matches the grading on the utility plans. Please note that additional comments may arise once proposed grading is provided. RESPONSE: ' Proposed contours for the roadways were added to show tie-in locations. 2. The intersection of Lemay Avenue and Lincoln Street is a concern. How will grading in this area affect the surrounding properties? Please show the proposed grading in this area and be sure that all off -site flows are conveyed properly. Also, there is a pipe that runs under Lemay on the north side of Lincoln that will need to be replaced. Please show the existing alignment, size, and type of this pipe and propose a replacement section. Since this is an improvement that is currently needed by the ' City, the City would pay for the cost of replacing the existing pipe with an adequate capacity system. Please contact us to find out what design flows to use for this pipe. ' RESPONSE: Proposed grading is reflected on the roadway plans. Drainage concerns were discussed in interim meetings with the City and solutions appear on the roadway plans. ' muMemcross-2.doc t3. Will the construction of Magnolia Street east of 12' Street block flow from the adjacent parking areas? Will the additional flows created by the street extension have capacity downstream? Will street capacities be exceeded? Please address these concerns. RESPONSE: These concerns are addressed on the roadway plans. The existing imperviousness and drainage patterns in this area have not been significantly altered. 4. There are two storm sewer additions shown on sheet CS5.32. What drains to these systems? How were they sized? How much flow comes to them? Do the ' downstream storm sewers have capacity? Please address these concerns in the report and provide any necessary calculations. Also, please provide profile views. This is a repeat comment. RESPONSE: ' Historically a portion of the subject property and the developed area drained to these existing culverts. Stormwater flows from the subject property are now being directed away from these culverts. The new ' storm sewer additions (pipe and inlets) area to collect an transfer in a positive manner the remaining stonnwater that flows to these existing culverts. 5. The typical street sections shown on sheet CS1.00 show slopes of 1.5:1. The City criteria requires maximum slopes of 4:1. A variance for slopes up to 3:1 may be accepted if requested. The City will not accept slopes greater than 3:1. RESPONSE: ' The project will no longer include a pedestrian bridge. The developer has reached an alternative agreement. ' 6. Please denote on the plans that the pedestrian bridge across the Poudre River will be designed to break away (anchored at one end only). Also, please show which side ' and how it will be anchored. RESPONSE: A pedestrian bridge across the Poudre River is not being proposed at this time. The developer of the project will be making a financial contribution to the city for the purpose of providing pedestrian and ' bicycle access across the river. 7. Please show the floodway and floodplain boundaries on the pedestrian path sheet ' CS3.50. The cross-section of the proposed path indicates some areas will be filled. This should not occur in the floodway. Additional comments may arise once further information is provided. muMemcross-2.doc RESPONSE: Please see the previous response. 8. There are numerous crosspans that need to be shown throughout the site and adjacent streets. Please show these crosspans on all the plans and provide spot elevations in the crosspan to designate flow directions. ' RESPONSE: The plans were revised to show the proposed cross -pans. ' 9. The roadside ditches on the south side of Mulberry Street will be filled with the proposed street configurations. Where will the flows that were previously in these ditches be directed? Also, where will the concentrated flows from the proposed curb and gutter on the south side of Mulberry Street be directed? Please address these concerns. ' RESPONSE: The drainage patterns will be preserved in this area. Drainage for this ' area has been discussed in meetings and coordinated with City staff. Erosion/Sediment Control Comments 1. The area south of Magnolia (Lot 2) cannot be stripped and regraded, then left unprotected. Please provide notes on the plan indicating seeding and mulching of this tarea, and any other areas (detention ponds?) that need protection. RESPONSE: ' All areas not specifically designated to be paved or landscaped shall be re -vegetated with an approved seed mix. Please refer to the erosion control plans. ' 2. What is your plan for protecting the area of the new I Street construction from sediment transport? ' RESPONSE: Inlet protection will be used at the inlets in 12"' street. ' 3. What is your plan to protect the Poudre River from the excavation/construction work of the outfall storm drain line? RESPONSE: Silt fence and straw bales will be used, as needed, during construction. ' Disturbed areas will be landscaped or reseeded with native grass upon mulMemcross-2.doc t completion of grading. Erosion protection should stay in place, and maintained, until vegetation is established. ' 4. Your plan effectiveness calculations are incorrect. They indicate most of the area south of Magnolia as pavement, which is not what the plan shows. Please make plan revisions necessary per the above comments, then revise your calculations to ' accurately reflect the BMP's being utilized. RESPONSE: t Pavement south of Magnolia is the ultimate treatment, however, the calculations were revised to show re -seeding as an interim solution. Please refer to the redline plans and report for additional review comments. Please note that there were numerous redline comments that were not included with these written comments. Therefore, it will be very crucial that the redline plans and ' report are returned with the neat submittal. Also, in order to speed up the review process, written responses neat to each redline comment would be helpful. 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