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HomeMy WebLinkAboutDrainage Reports - 11/01/2001I PROP ' t zk any T ff���_ D 26ui Poudre Health Services District Building Final Drainage and Erosion Report November, 2001 Prepa:d for: Pos Health Services i' Prepared by: Ba loffet-Batranco ®HA:-LOFFET-E_NI RAN CO 1 1 i 1 1 1 1 1 1 1 ® BALLOFFET—ENTRANCO Transportation Construction Management Development Final Drainage and Erosion surveying Environmental Control Report for Poudre Resources Ports/Airports Health Services Planning _ Water/ Wastewater November 16, 2001 Revised August 10, 2001 Revised October 12, 2001 Revised November 16, 2001 Prepared for: Poudre Health Services District Mr. Chris Sheafor 120 Bristlecone Drive Fort Collins, Colorado 80524 (970) 224-5209 Prepared by: Monty D. Winter, P.E. Balloffet-Entranco 345 East Mountain Avenue Fort Collins, Colorado 80524 (970) 221-3600 Project Number 72-840 Country Club Corners, 5te Filing Poudre Health Services — PDP — Type I (LUC) ' 345 East Mountain Avenue Fort Collins, Colorado 80524 Telephone 970 221 3600 Fax 970 221 9933 Permit # Floodplain Use Permit City of Fon Collin Code, Section ]0-37 (Attach application fee of $25.00. Iffloodplain analysis required ee is S315.00) PETITIONER NAME: Balloffet—Entranco ADDRESS: 345 East Mountain Avenue PHONE: (970)221-3600 OWNERNAME: POudre Health Services District ADDRESS: 120 Bristlecone Drive PHONE:(970)224-5209 CITY: Fort Col 1 i na STATE: CO ZIP: 80524 LEGAL ADDRESS ANDIOR ADDRESS OF PROPERTY: Lot 2, Country Club Corners, Fourth Filing, NW 4 of sect.1, VN, R69W of the 6th p.m., City of Fort Collins Larimer County, Colorado DESCRIPTION OF THE PROPOSED PROJECT (CIRCLE ONE): new residential new commercial accessory structure, fill, excavation, remodel -commercial, remodel -residential, other IS STRUCTURE: X ELEVATED. FLOODPROOFED IF FLOODPROOFED DESCRIBE METHOD USED: EXISTING GROUND ELEV:4947. 7 M.S.L. FINISHED GROUND ELEV: 4978. 6VS.L. LOWEST FLOOR ELEV (INCLUDING BASEMENT): 4978.65 M.S.L. BENCHMARK USED: V401 ELEV OF BENCHMARK:4974.64 M.S.L. FLOODPLAIN DESIGNATION: X FEMA FLOODPLAIN NAME: Dry Creek FEMA BASE FLOOD ELEVATION (BFE): 4974.7 CITY 'FLOODWAY (Y/N): N ZONE (CIRCLE ONE): A49 AH, AO, X-500, X MASTER PLAN BFE; ZONE (CIRCLE ONE): 100-M 500-YR, Shallow Flooding REGULATORY FLOOD ELEVATION (BFE+1.5') 4976.2 M.S.L. "VARIANCE FROM CITY CODE: YES X NO (if yes, attach variance application with additional S300 variance fee -City Code, Section 10-38) COST OF IMPROVEMENT FOR THIS PROJECT: (Submit an itemized cost list of the improvements) VALUE OF STRUCTURE: (Submit an assessors or appraisers valuation of the structure) CUMULATIVE VALUE OF SUBSTANTIAL IMPROVEMENTS: SIGNATURE OF PETITIONER: DATEI 0-15-01 SIGNATURE OF OWNER: DATE: FLOODPLAIN USE PERMIT: APPROVED: DENIED: SIGNATURE OF FLOODPLAIN ADMINISTRATOR: DATE: COMMENTS: "Variance application can be obtained from Utilities. Variance requestrrequires consideration by Water Board. ® BALLO FFET—E NTRANC0 nvpm pr IS I Transportation Construction Management Development Surveying Environmental Resources Ports/Alrports Planning Wafer/ Wastewater Mr. Wes Lamarque Stormwater Engineer Development Review Stormwater Utility City of Fort Collins 700 Wood Street Fort Collins, CO 80521 Re: Comments pertaining to the #72-840 Country Club Corners, 5`" Filing, Poudre Health Services - PDP Type I (LUC) Balloffet-Entranco has completed a revision of the above referenced report and has addressed the following concerns put forth by the City of Fort Collins Utilities: Storage in the parking lot has been revised such that 1 foot or less of depth is in the parking lot relative to the 100-year WSEL. The emergency spillway detail has been redone to reflect riprap on the downstream side. A plan -view has been included to show the 3 foot width. The size of the orifice plate opening has been included on the detail. The inconsistency between the two detention pond stage -storage rating charts has been corrected. The floodplain use permit has been signed and returned. City of Fort Collins Standard Erosion Control Notes have been added to the plan. A note stating that all distubed areas are to be seeded and mulched has been added to the plan. Protection from erosion/sediment transport from the installation of the twin. 30-inch HDPE is address in the general notes for erosion control for the site. Sincerely, �ty . Winter, PE Balloffet-Entranco 345 East Mountain Avenue _ Fort Collins, Colorado 80524 Telephone 970 221 3600 Fax 970 221 9933 1 ' ®BALLOFFET—ENTRANCO Transportation Construction November 16, 2001 ' Management Development Mr. Wes Lamarque Surveying Environmental Stormwater Engineer Development Review Resources Stormwater Utility Ports/Nrports City of Fort Collins ' Planning 700 Wood Street Water/ Fort Collins, CO 80521 Wastewater ' Re: Final Drainage and Erosion Control Report for the Poudre Health Services District Building. ' Dear Mr. Lamarque: ' Attached is the submittal of the Final Drainage and Erosion Control Report for the Poudre Health Services District Building. This report is prepared in conformance with the City of Fort Collins Storm Drainage Design Criteria. ' Runoff from this project will be conveyed by overland flow via parking lots, to an on -site detention pond. The release rate from the detention pond will be ' held to a maximum of 0.33 cfs (as per release rate from approved drainage study for Lot 1, Country Club Corners, Fourth Filing). Discharge from the site will be conveyed to the existing Bristlecone Drive 30-inch storm drain system via an existing 24-inch storm drain located on site. The proposed ' drainage design for the Poudre Health Services District Building will adhere to the City of Fort Collins Storm Drainage Design Criteria. ' We look forward to your review comments. We will be glad to address any concerns you may have. Your time and effort in reviewing this work is ' .greatly appreciated. ' Sincerely, Balloffet-Entranco X/O4 Monty D. Winter, PE 345 East Mountain Avenue Fort Collins, Colorado 80524 Telephone 970 221 3600 ' Fax.970 221 9933 ® BALLO FFET—E NTRAN CO November 16, 2001 Transportation Construction Management Mr. Wes Lamarque Stormwater Engineer Development • Development Review Surveying Stormwater Utility Environmental Resources City of Fort Collins 700 Wood Street Ports/PJrports Fort Collins, CO 80521 Planning water/ Wastewater Re: Final Drainage and Erosion Control Report for the Poudre Health Services District Building. Dear Mr. Lamarque: Attached is the analysis of costs for establishing an erosion control escrow account as required by the City of Fort Collins. These costs are based on the final erosion control improvements shown on sheet C6 of C10 of the Poudre Health Services District Building Utility Plans. Three alternatives were compared as follows: Alternative # 1 Cost of Construction TOTAL ITEM QUANTITY UNIT COST AMOUNT 1. Silt Fence 400 L.F $ 3.00 $1200.00 2. Straw Bale Filter 2 EA 50.00 100.00 3. Temporary Reseeding 0.17 Ac. 655.00 111.35 /Mulching Alternative # 1 Total $ 1,411.35 Alternative #2 Cost to Reseed in Lieu of Construction TOTAL ITEM QUANTITY UNIT COST AMOUNT 1. Seeding 0.81 Ac. $ 615.00 $ 498.15 The reseeding cost of $615.00/acre is provided by the City of Fort Collins for sites larger than 5 acres. 345 East Mountain Avenue Fort Collins, Colorado 80524 Telephone 970 221 3600 Fax 970 221 9933 Mr. Wes Lamarque Stormwater Engineer Development Review Stormwater Utility City of Fort Collins November 16, 2001 Page Two Alternative #3 Minimum Cost As per City of Fort Collins Policy, a minimum erosion control escrow balance shall be $ 1,000.00. Based on this analysis, Alternative #1 cost of construction should be used to establish the erosion escrow amount. City of Fort Collins Policy is to set the escrow amount at 150% of the highest alternative as follows: $ 1411.35 (Alternative #1) x 1.5 = $ 2,117.03 Please feel free to contact me at (970) 221-3600 if you have additional questions. Sincerely, Z/) �41 Monty D. Winter, PE Balloffet-Entranco Cc: Chris Sheafor, Poudre Health Services District Contents ' Final Drainage and Erosion Control Report Location of ' Supporting Report Text Page Documentation ' CERTIFICATIONS INTRODUCTION..................................................................1 ' Site Description.........................................................1 Characteristics of the Project Area ...............................2 Historic Drainage......................................................2 ' DESIGN CRITERIA................................................................2 PROPOSED DRAINAGE........................................................3 ' Basins Information....................................................3 STORM SEWER SYSTEM.........................................................3 ' EROSION CONTROL 4 ........................................... :................ ' CONCLUSION.....................................................................4 Basin Summaries ...................................................... Appendix A Hydrologic Calculations .............................................. ' Detention Storage Calculations .................................... Water Quality Capture Volume (WQCV) Calculations...... ' Outlet Works Detail .................................................... UD SEWER Storm Sewer Analysis ............................... Erosion Control and Water Quality Summaries ............... ' Vicinity Map of the Project Area .................................... Back Pocket Drainage and Erosion Control Plan ............................... i Poudre Health Services Final Drainage Report 1 1 ' ® BALLOFFET—ENTRANCO Transportation Constr ction Maanagncg emmenen t Development ' Surveying E Rrodurcesal November 16, 2001 Ports/Alrports Mr. Wes Lamarque 'Planning Stormwater Engineer w°'e Wastewater Development Review Stormwater Utility ' City of Fort Collins 700 Wood Street ' Fort Collins, CO 80521 Re: Final Drainage and Erosion Control Report for the Poudre Health ' Services District Building. ' Dear Mr. Lamarque: ' I hereby certify that this report for the Final Drainage and Erosion Control Report for the Poudre Health Services District Building was prepared by me or under my direct supervision in accordance with the provisions of the City ' of Fort Collins STORM DRAINAGE DESIGN CRITERIA and CONSTRUCTION STANDARDS for the owners thereof. I understand that the City of Fort Collins does not and will not assume liability for drainage facilities designed by others. 1 Respectfully Submitted, 1 �% lil�� onty D. inter�PE ' Colorado Professional Engineer No. 27745 For and on Behalf of Balloffet-Entranco O. 43 /# D. Q, 345 East Mountain Avenue Fort Collins, Colorado 80524 Telephone 970 221 3600 Fax 970 221 9933 I I I 1] 1 1 Final Drainage and Erosion Control Report for Poudre Health Services FINAL DRAINAGE REPORT Introduction This report is based on detailed site topography and final construction plans for the Poudre Health Services District Center to be constructed on Lot 2 of Country Club Corners Fifth Filing P.U.D. This report presents the results of the drainage analysis and the erosion control measures to be incorporated on the site. A comparison of existing and developed conditions is included in the hydrologic analysis contained in the appendices to this report. The hydrologic analysis includes areas, storm frequencies, rainfall intensities; runoff coefficients, times of concentration and all runoff computation. Calculations of pavement flows for both initial and major storms are provided. Calculations for sizing the proposed detention pond outfall structure are also included in this report. Conveyance of runoff from the site is in accordance with the City of Fort Collins Storm Drainage Design Criteria and adheres to the approved drainage plan for the Country Club Corners Fourth Filing P.U.D. Site Description and Location The Poudre Health Services District Center is to be located on the Southeast corner of Lot 2 of Country Club Corners Fifth Filing P.U.D. The site will . encompass approximately 0.86 Acres and is to be located on the North side of. Bristlecone Drive, immediately East of Lot 1 of Country Corners Fourth Filing P.U.D. The site is located in the Northwest 1/4 of Section 1, Township 7 North, Range 69 West of the 6°'' Principal Meridian. The proposed site development will include 23,958 sq. ft. of impervious area. The impervious areas consist of building, driveway access, concrete walks and parking area. The existing ground cover consists of native turf. For the proposed site development, ground cover around the building, adjacent to the parking Poudre Health Services' Final Drainage Report 1 0 ' areas and along the setback frontage on Bristlecone Drive will be turfed and lanscaped. The proposed detention pond will also be turfed. ' Characteristics of the Project Area The project is located in the 100-year floodplain fringe area of the Dry Creek drainage basin (Dry Creek Drainageway Planning; January 1980, Gingery Associates, Inc.). The corresponding 100-year water surface elevation is 4974.7 feet for the Lot 2 site based on information from the F.I.S. Flood ' Insurance Rate Map (FIRM), panel number 080102 0004 C, dated March 18, 1996. The finished floor elevation of the Poudre Health Services building is 4979.10 ft. A copy of the FIRM with the proposed development site marked is provided in the appendix to this report. ' Historic Drainage The drainage runoff from the existing Lot 2 site consists of sheet runoff onto adjacent Bristlecone Drive where it is conveyed by gutter flow to nearby ' storm sewer inlets. The existing street capacity is sufficient to accommodate the historic direct runoff from Lot 2. The existing drainage onto Bristlecone Drive is in conformance with the City of Fort Collins Storm Drain Design ' Criteria for street flow. The existing storm drainage pattern for Lot 2 was approved in the Final Drainage Study for Lot 1 of Country Club Corners ' Fourth Filing P.U.D. Lot 2 encompasses approximately 1.8% of A4 drainage basin, 5.6% of B8 drainage basin, 35% of C3 drainage basin and all of C4 drainage basin as delineated in the above referenced drainage study. A total of 1.73 cfs allowable direct runoff to Bristlecone Drive was approved for the ' a area proposed for Lot 2. There is n existing drainage ditch that runs through the middle of the proposed site. It primarily conveys storm discharge from a detention pond located on Lot 1. The ditch outlets to a storm drain under Bristlecone Drive. ' Design Criteria The Rational Formula has been used to develop all stormwater runoff for this, project. The Rational method is an empirical method for runoff calculation ' for drainage basins of 200 acres or less. The time of concentration equation, used for determining the rainfall intensity for the Rational Formula, was taken from the City of Fort Collins Storm Drainage Design Criteria. The corresponding rainfall intensities for use in the Rational Formula were taken from the City of Fort Collins Rainfall -Intensity -Duration -Frequency Table. Both the undeveloped and developed conditions were modeled as overland ' flow. The Rational Method was used to generate storm discharge for flow conveyance, detention pond sizing and hydraulic gradeline calculations. A Poudre Health Services Final Drainage Report copy of the City of Fort Collins Rainfall -Intensity -Duration -Frequency Table ' is included in the appendix to this report. The detention pond outlet pipe was designed in accordance with the design criteria set forth in the City of ' Fort Collins Storm Drainage Design Criteria. The outlet structure releases the on -site direct runoff at the maximum allowable release rate of 0.33 cfs. The undeveloped discharge rate is based on the approved direct runoff onto ' Bristlecone Drive, as presented in the Final Drainage Study for Lot 1 of Country Club Corners Fourth Filing P.U.D. ' Proposed Drainage Pavement drainage areas were modeled as overland flow into the proposed ' detention pond for the site. The detention pond was sized in accordance with the design criteria set forth in the City of Fort Collins Storm Drainage Design Criteria. The required detention pond storage is based on the difference ' between the developed discharge and the allowed direct runoff from the site. The detention storage volume includes an additional water quality capture volume (WQCV) based on a dry extended detention basin design. The WQCV release rate was designed in accordance with the design criteria set forth in ' the City of Fort Collins Storm Drainage Design Criteria. A summary of the proposed drainage condition follows. ' Basin Information ' The" site is 0.86 acres in area and encompasses portions of three sub -basins (A4, B8 and C3) and all of C4. The site presently discharges to either Bristlecone Drive or an existing drainage swale located on the site. Rainfall runoff from the site is ultimately intercepted by the existing 30-inch ' Bristlecone Drive storm drain. The undeveloped basin length is 158 feet with a basin slope of 1.33% and a runoff coefficient of 0.25 for native turf. ' The existing 2-year discharge is 0.28 cfs and the existing 100-year discharge is 1.27 cfs. The developed basin length is separated between two parking areas and shortened accordingly to 100 feet. The developed basin slope is ' 2.0% with a composite runoff coefficient of 0.72. The developed basin consists of .55 acres of impervious street, roof and parking and .31 acres of landscaped area. The developed 2-year discharge is 1.64 cfs and the ' developed 100-year discharge is 7.49 cfs. All hydrological calculations are included in the appendices to this report. Storm Sewer System ' There is a 24-inch H.D.P.E. pipe which outlets into an existing drainage swale located on the site. The pipe conveys discharge from the Phase 1 interim detention pond as detailed in the Final Drainage Study for Lot 1 of Poudre Health Services Final Drainage Report 1 1 ' Country Club Corners Fourth Filing P.U.D. An existing 24-inch H.D.P.E. pipe conveys discharge from the drainage swale to the existing 30-inch Bristlecone Drive storm drain system. The existing drainage swale will be ' filled in as part of the Poudre Health District Building proposal. According to the Final Drainage Study for Lot 1 of Country Club Corners , Fourth Filing P.U.D. , storm runoff from Lot 2 is directed onto Bristlecone ' Drive. This runoff is eventually intercepted by the Bristlecone Drive storm drain system via curb inlets. The contributary drainage basin located North of the Poudre Health District Building site was modeled as sheet flow onto ' the adjacent driveway in the above referenced drainage study. In actuality, a portion of the adjacent drainage basin drains into the existing on -site drainage swale (approximately 0.8 acre). It is recommended for this report, that this portion of the adjacent drainage be redirected to the East as originally modeled in the above referenced drainage study. The discharge from the adjacent drainage basin is ultimately intercepted by the existing 30- inch Bristlecone Drive storm drain. The above referenced drainage study indicates that 18.4 cfs of a total of 26.3 cfs for the 100-year storm event is intercepted by the existing 30-inch Bristlecone Drive storm drain. According to the Final Drainage Study for Lot 1, there is no available capacity in the existing 30" Bristlecone Drive storm drain. This necessitates the need for discharging direct runoff from Lot 2 on to Bristlecone Drive. ' According to the Final Drainage Study for Lot 1, there is sufficient capacity in the existing Bristlecone Drive street section to accommodate this flow, up to 1.73 cfs for the proposed site. Please refer to the Drainage Plan located in the back pocket of this report for further illustration. It is recommended, that rather than discharge directly onto the street, the discharge from the detention pond should be conveyed in the storm drain system instead. The detention pond outfall structure should be connected to ' the Bristlecone Drive storm drain system via the on -site 24" H.D.P.E. pipe. For the 100-year discharge, the Bristlecone Drive storm drain system would be surcharged, resulting in possible overflow onto the street via curb inlets. This would approximate the situation for direct discharge of runoff from Lot 2 ' on to the street. However, for smaller discharge events, conveyance of runoff from the site would be significantly improved over that of direct discharge on to the street. The storm sewer and detention storage analyses are included ' in the appendices to this report. ' Erosion Control Wind erosion will be minimized by the seeding and mulching of disturbed areas. Water erosion will be minimized by incorporating the detention pond as a sediment trap for the duration of the project. Construction of temporary silt fences around the perimeter of the site prior to the start of site grading, Poudre Health Services Final Drainage Report ' will be in place for the duration of the project. Coarse aggregate rock surfacing will be provided at the entrance to the site to prevent the transport of sediment by runoff or by vehicles tracking onto the paved surface. Inlet ' filters will also be in place to protect the outlet structure for the detention pond. ' After construction of the Poudre Health Services facility, pavement drainage will be conveyed through water -quality features prior to outlet into the Bristlecone Drive storm drain system. The detention pond will include a water quality capture volume component. The WQCV will include a 20% additional storage volume for sediment storage. A summary for the WQCV analysis is included in the appendices to this report. ' Conclusion t 1 11 Discharge from the developed site will be conveyed by overland flow via parking lots, to an on -site detention pond. The release rate from the detention pond will be based on the maximum allowable discharge of 0.33 cfs as outlined in the Final Drainage Study for Lot 1 of Country Club Corners Fourth Filing P.U.D. It is recommended that the discharge be directly conveyed to the existing Bristlecone Drive 30" storm drain system, rather than being discharged directly on to the street. The proposed drainage design for the Poudre Health Services facility will be in conformance with the City of Fort Collins Storm Drainage Design Criteria. Poudre Health Services Final Drainage Report I t 1 c ' Basin Information for Undeveloped and Developed Conditions I I I I 1 1 1 1 BALLOFFET-ENTRANCO Poudre Health District Center 00-045 Project Project No. Poudre Health Services Client Drainage Analysis Subject Basin Information Undeveloped Condition Fort Collins: (970) 221-3600 8-Nov-01 Date 1 Sheet No. GLM Designed by Area Basin Length Basin Slope Runoff Coefficient 2-year Tc 2-year Intensity 2-year Discharge (Acres) (feet) (%) (minutes) (in/hr) (cfs) 0.86 158 1.33 0.2 19.24 1.64 0.28 Developed Condition Area Basin Length Basin Slope Runoff Coefficient 2-year Te 2-year Intensity 2-year Discharge (Acres) (feet) N (minutes) (in/hr) (cfs) 0.86 100 2 0.70 5.97 2.74 1.64 - composite c value (Hatlonal Metnoa storm Hunott coefficient) Undeveloped Condition: " Area = 0.86 Total Impervious Area = 0 Acres Total Undeveloped Area = 0.86 Acres C value = 0.2 Basin Length = 158 feet Basin Slope = 1.33 % (Lawn, heavy soil, So d= 2.0%) Basin Information Drainage Report BALLOFFET-ENTRANCO Basin Information Undeveloped Condition: Tc= 1.87(1.1-(0.2)(1.0))(158)1" (1.33)1/3 12 = 1.64 in/hr Q2 = (1.0)(0.20)(1.64)(0.86) _ Developed Condition: Area = 0.86 Total Impervious Area = Total Undeveloped Area = Fort Collins: (970) 221-3600 (2-year event) (overland flow) (City of Fort Collins Storm Drainage Design Criteria) 0.28 cis Basin Length = 100 feet Basin Slope = 2 % 0.55 Acres 0.31 Acres Composite C value = 0.55'(0.95) + 0.31'(0.25) 0.31 + 0.55 0.70 Tc= 1.87(1.1-(0.70)(1.0))(100)";` (2.0)1/3 12 = 2.74 in/hr 02 = (1.0)(0.70)(2.74)(0.86) _ C = 0.95 C = 0.25 (2-year event) (overland flow) (City of Fort Collins Storm Drainage Design Criteria) 1.64 Basin Information Drainage Report 1 1 1 1 1 BALLOFFET-ENTRANCO Basin Information Undeveloped Condition Fort Collins: (970) 221-3600 Area Basin Length Basin Slope Runoff Coefficient 100-year T, 100-year Intensity 100-year Discharge (Acres) (feet) N (minutes) (in/hr) (cfs) 0:86 158 1.33 0.2 18.17 5.89 1.27 Developed Condition Area Basin Length Basin Slope Runoff Coefficient 100-year Tc 100-year Intensity 100-year Discharge (Acres) (feet) N (minutes) (in/hr) (cfs) 0.86 100 2 0.70 5 9.95 7.49 * Composite C value (Rational Method Storm Runoff Coefficient) Undeveloped Condition: Area = 0.86 Acres Tc = 1.87(1.1-(0.20)(1.25))(158)'/1! (100-year event) (1.33 ) 18.17 minutes (overland flow) 1100 = 5.89 in/hr (City of Fort Collins Storm Drainage Design Criteria) Q100 = (1.25)(0.20)(5.89)(0.86) = 1.27 cfs Basin Information Drainage Report BALLOFFET-ENTRANCO Fort Collins: (970) 221-3600 Basin Information Developed Condition: Area = 0.86 Acres To = 1.87(1.1-(0.70)(1.25)(100)1/` (100-year event) (2.0 )1/3 3.38 minutes '• Use 5.0 Minutes (Overland Flow) 1100 = 9.95 in/hr (City of Fort Collins Storm Drainage Design Criteria) f 0100 = (1.25)(0.70)(9.95)(0.86) = 7.49 cis Basin Information Drainage Report BALLOFFET-ENTRANCO Fort Collins: (970) 221-3600 Basin Information Developed Condition Basin Area Basin Length Basin Slope Runoff Coefficient .100-year Tc 100-year Intensity 100-year Discharge (Acres) (feet) (%) (minutes) (in/hr) (cfs) A 0.045 40 2 0.64 5.00 9.95 0.36 B 0.12 25 2 0.46 5.00 9.95 0.69 C 0.67 100 2 0.73 5.00 9.95 6.09 D 0.03 7.5 2 0.95 5.00 9.95 0.35 Basin Information Composite C value (Rational Method Storm Runoff Coefficient) Developed Condition: Area = 0.045 Sub -basin A Total Impervious Area = 0.025 Acres Total Undeveloped Area = 0.02 Acres C value = 0.64 Basin Length = 40 feet Basin Slope = 2 % (Lawn, heavy soil, So d= 2.0%) Basin Information Drainage Report BALLOFFET-ENTRANCO Basin Information Developed Condition: Tc= 1.87(1.1-(0.6)(1.25))(40)"` (2.0)1/3 1100 = 9.95 in/hr Q100 = (1.25)(0.64)(9.95)(0.045) _ Fort Collins: (970) 221-3600 (100-year event) (overland flow) Use 5.0 minutes (City of Fort Collins Storm Drainage Design Criteria) ' 0.36 cfs ' Composite C value (Rational Method Storm Runoff Coefficient) Developed Condition: Area = 0.12 Sub -basin B Total Impervious Area = 0.036 Acres Total Undeveloped Area = 0.084 Acres C value = 0.46 Basin Length = 25 feet Basin Slope = 2 % (Lawn, heavy soil, So </= 2.0%) ' Basin Information Drainage Report 1 1 1 1 BALLOFFET-ENTRANCO Basin Information Developed Condition: Tc= 1.87(1.1-(0.46)(1.25))(25)'/z • (2.0) 3.90 minutes 110 = 9.95 in/hr Q100 _ (1.25)(0.46)(9.95)(0.12) _ Fort Collins: (970) 221-3600 (100-year event) (overland flow) Use 5.0 minutes (City of Fort Collins Storm Drainage Design Criteria) 0.69 cfs ' Composite C value (Rational Method Storm Runoff Coefficient) Developed Condition: Area = 0.67 Sub -basin C Total Impervious Area = 0.46 Acres Total Undeveloped Area = 0.21 Acres C value = 0.73 (Lawn, heavy soil, S. d= 2.0%) Basin Length = 100 feet Basin Slope = 2 % Basin Information Drainage Report ' BALLOFFET-ENTRANCO Fort Collins: (970) 221-3600 ' Basin Information Developed Condition: ' Tc = 1.87(1.1-(0.73)(1.25))(100)1/L (100-year event) (2.0)1/3 ' 2.77 minutes (overland flow) Use 5.0 minutes ' 110 = 9.95 in/hr (City of Fort Collins Storm Drainage Design Criteria) Q100 6.09 = (1.25)(0.73)(9.95)(0.67) = cfs Developed Condition: Area = 0.03 Sub -basin D Total Impervious Area = 0.03 Acres Total Undeveloped Area = 0 Acres ' C value = 0.95 (Lawn, heavy soil, So </= 2.0%) Basin Length = 7.5 feet Basin Slope = 2 % Tc = 1.87(1.1-(0.95)(1.25))(7.5)"2 (100-year event) ' (2.0)1/3 -0.36 minutes (overland flow) Use 5.0 minutes ' 110 = 9.95 in/hr (City of Fort Collins Storm Drainage Design Criteria) ' Q10 _ (1.25)(0.95)(9.95)(0.03) = 0.35 cfs ' Basin Information Drainage Report City of Fort Collins Rainfall Intensity -Duration -Frequency Table for using the Rational Method (5 minutes - 30 minutes) Figure 3-1 a Duration (minutes) 2-year Intensity (in/hr) 10-year Intensity (in/hr) 100-year Intensity in/hr 5.00 2.85 I 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 1.98 3.39 6.92 14.00 1.92 3.29 6.71 15.00 1.87 3.19 6.52 16.00 1.81 1 3.08 6.30 17.00 1.75 2.99 6.10 18.00 1.70 2.90 5.92 19.00 1.65 I 2.82 5.75 20.00 1.61 2.74 5.60 21.00 1.56 2.67 5.46 2-2.00 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 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 I 2.25 4.60 30.00 1.30 2.21 4.52 City of Fort Collins Rainfall Intensity -Duration -Frequency Table for using the Rational Method (31 minutes - 60 minutes) Figure 3-1b Duration I (minutes) 2-year Intensity in/hr) 10-year Intensity I in/hr) 100-year Intensity (in/hr) 31.00 I 1.27 2.16 I 4.42 32.00 I 1.24 2.12 4.33 33.00 1.22 2.08 4.24 34.00 1.19 2.04 4.16 35.00 1.17 2.00 I 4.08 36.00 1.15 1.96 4.01 37.00 I 1.13 1.93 3.93 38.00 1.11 1.89 3.87 39.00 I 1.09 1.86 3.80 40.00 1.07 1.83 3.74 41.00 I 1.05 1.80 3.68 42.00 I 1.04 1.77 3.62 43.00 1.02 1.74 3.56 44.00 1.01 1.72 3.51 45.00 I 0.99 1.69 3.46 46.00 0.98 1.67 I 3.41 47.00 0.96 1.64 3.36 48.00 I 0.95 1.62 I 3.31 49.00 0.94 1.60 3.27 50.00 I 0.92 1.58 3.23 51.00 0.91 1.56 3.18 52.00 0.90 1.54 I 3.14 53.00 0.89 1.52 3.10 54.00 0.88 1.50 3.07 55.00 0.87 1.48 3.03 56.00 0.86 1 1.47 2.99 57.00 I 0.85 1.45 2.96 58.00 0.84 1.43 2.92 59.00 0.83 1.42 2.89 60.00 I 0.82 1.40 2.86 0 Water Quality Capture Volume (WQCV) ' BALLOFFET-ENTRANCO ' Poudre Health District Center 00-045 Project Project No. ' Poudre Health Services Client Drainage Analysis Subject Water Quality Capture Volume (WQCV) Fort Collins: (970) 221-3600 8-Nov-01 tPercent Impervious: Area Impervious (acres) ( % ) ' 0.31 0 0.55 100 ' Total 0.86 64.0 avg. ' Required Storage: 0.26 in (UDFCD, Fig. 5-1 attached) ' WQCV = (Required Storage)x(Area) = 0.26in (0.86Ac) = 0.019 ac-ft ' (12in/ft) WQCV + 20% Additional Storage Volume for Sediment Storage: ' = 0.022 ac-ft (for fully developed site) Corresponding WSEL in Detention Pond = 4972.05 ft 1 ' Basin Information Date 11 Sheet No. GLM Designed by Drainage Report I' 1 DRAINAGE CRITERIA MANUAL RUNOFF TABLE 3-1 (42) 1 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 B2 I90 Heavy Acres .80 .80 B5 .90 � Parks, Cemetaries: 7 10 _ .18 25 .45 13 .15 .20 .30 .50 .Elaygrounds: Schools: 50 .45 .50 .60 .70 Railroad Yard Areas 20 .20 .25 35 .45 Undeveloped Areas: Historic Flow Analysis- 2 (See "Lawns") Greenbelts, Agricultural Offsite Flow Analysis 45 .43 .47 .55 .65 r(when land use not defined) ; Streets: Paved 100 .87 .88 .90 .93 Gravel (Packed) 40 .40 .45 50 60 Drive and Walks: 96 .87 .87 .88 .89 Roofs: 90 .80 .85 .90 .90 Lawns, Sandy Soil 0 .00 .01 .05 .20 Lawns, Clayev Soil 0 05 15 25 .50 N07:-!: These Rational Formula coefficients may not be valid for large basins. *Sze Figure 2-1 for percent impervious. ,) 11-I-90 URBAN DRAINAGE AND FLOOD CONTROL DISTRICT DRAINAGE CRITERIA MANUAL.(V. 3) u 0.: s 0 c O d t U C 0.; m L N m 3 m n co `o 0. v o- m A STORMWATER QUALITY MANAGEMENT :-xtenc 0-HoL ir ed De Drai entio time Basi (Dry) O-Z6 I D 1 tenti -Hour n Pon Drain s (W Time t) 0 10 20 30 40 50 60 70 80 90 100 Percent Impervious Area in Tributary Watershed Source: Urbanos, Guo, Tucker (1989) Note: Watershed inches of runoff shall apply to the entire watershed tributary to the BMP Facility. FIGURE 5-1. WATER QUALITY CAPTURE VOLUME (WQCV) 9-1-1992 UDFCD 42 i ' BALLOFFET7 FortBallC Offices Fort Collll ins: 970-221-3600 & Associates, I n c. San Francisco: 415 922-4575 ' �ovr�2F i�F�GThL ao- ��¢5 oi�ai �oZ Project Project No. Date j�ov�2E NE�GY/� 5712/!7— / — Client Sheet of ' Lvc? Cy Ovrc.r'r 5770Utf7-4,2E' GGi1'l Subject Designed by Checked by - 02 o o ,S' /r7 z-Z Wit, o,- Gv:�fTE2 c2U�9c .Ti' C�¢?r�� E voLd VL ONE.: /�"' GpLvr!'i.V Of. ��2f�l2�gTi0oij5... - - -- -- O Z S o — r/ T/s� r c 1< 57- C` 4- hc,a-rE C?ez-' F e- 5 J Orifice Plate Perforation Sizing Circular Perforation Sizing Chart may be applied to orifice plate or vertical pipe outlet. Hole Dia (in) ' Hole Dia (in) Min. So (in) Area per Row (sq in) n=1 n=2 n=3 1 4 0.250 1 0.05 0.10 0.15 5/16 0.313 2 0.08 0.15 0.23 3/8 0.375 2 0.11 0.22 0.33 7/16 0.438' 2 0.15 0.30 0.45 1 /2 0.500 2 0.20 0.39 0.59 9/16 1 0.563 1 3 0.25 0.50 0.75 5/8 0.625 3 0.31 0.61 0.92 0.688 3 0.37 0.74 1.11 0.750 3 0.44 0.88 1.33 0.813 3 0.52 1.04 1.56 N 0.875 3 0.60 1.20 1.80 0.938 3 0.69 1.38 2.07 1.000 4 0.79 1.57 2.36 1.063 4 0.89 1.77 2.66 1.125 4 0.99 1.99 2.98 1 3 16 1.188 4 1.11 2.22 3.32 1.250 4 1.23 2.45 3.68 1.313 4 1.35 2.71 4.06 1.375 4 1.48 2.97 4.45 1.438 4 1.62 3.25 4.87 J516 1.500 4 1.77 3.53 5.30 1.563 4 1.92 3.83 5.75 1.625 4 2.07 4.15 6.22 1.688 4 2.24 4.47 6.71 1.750 4 2.41 4.81 7.22 1 13/161 1.813 4 2.58 5.16 1 7.74 1 7 8 1.875 4 2.76 5.52 8.28 1 15 16 1.938 4 2.95 5.90 8.84 2 1 2.000 4 3.14 6.28 9.42 n = Number of columns of perforations Minimum steel plate thickness 1/4 " 5/16 3/8 " " Designer may interpolate to the nearest 32nd inch to better match the required area, if desired. Rectangular Perforation Sizing Only one column of rectangular perforations ,allowed Rectangular Height = 2 inches Rectangular Width (inches), = Required Area per. Row (sq in) 2 Urban Drainage and Flood Control District Drainage Criteria Manual (V.3) File: Details.dvg f Rectangular Hole_ Width Min. Steel Thickness 5" 1 4 6" 1 4 7"' 5/32 „ 8" 5/16 " 9" 11 /32 10„ 3/8 „ >10" 1 /2 ., Figure 5 WQCV Outlet Orifice Perforation Sizing [1 1 n 1 t Structural Steel Channel Formed Into Concrete, To Span Width Structure. See Figures 6—a, 6—b I r 2111111111111. Orifice Perforation Details A� WPlate — WCone. + 6 inches (minimum) WConc. (see below) 01 0 10 O II of o to 4- of 0 10 0 1. 01 10 _L— J IMaax. 0 1 Hwc v -) B Permanent Water Surface 2'-4- Minimum 1 Circular Openings: Wcanc, Obtained From Table 5a-1 Rectangular Openings: Wconc. = (Width of Rectangular Perforation W) + 12" Rectangular Openings: WCpening (see Figure 6—b) Obtained From Table 6b-1 C. see So, see w - figure 5 Figure 5 D0O 0 0 0 0 0 o000 00000 0 O 0 0 0 0 0 0 O O O 000 0 0 0 0 0 0° O O O 0 0 0 O O O O O O 0 0 0 0 Example. Perforation Patterns Note: The goal in designing the outlet is to minimize the number of columns of perforations that will drain the WQCV in the desired time. Do not, however, increase the diameter of circular perforations or the height of the rectangular perforations beyond 2 inches. Use the allowed perforation shapes and configurations shown above along with Figure 5 to determine the pattern that provides an area per row closest to that required without exceeding it. Urban Drainage and Figure 4 Flood Control District ' Orifice Details- for Drainage Criteria Manual (V.3) Draining WQCV Flle: Details.dwg n ' Balloffet offices BALLOFFET7 Fort Collins:970-221-3600 ' & Associates,. Inc. San Francisco: 415 922-4575 7- - ' Project Project No. T—OLl7-->/1 r Z;�F/f-LY/4- /7/� i lL /C T 1 Client Sheet of Subject Designed by Checked by CU�-�2 O .I�LE.S _ /U _C�F2_r—c'J2i9 TE7J CD/ 1 0 o GohIG . ... _. Table 6a-1: Standardized WQCV Outlet Design Using 2" Diameter Circular Openings. Minimum Width (W,o�c.) of Concrete Opening for a Well -Screen -Type Trash Rack. See Figure 6-a for Explanation of Tenns. Maximum Dia. Width of Trash Rack O ening (W,o„,.) Per Column of Holes as a Function of Water Depth H of Circular Opening (inches) H=2.0' H=3.0' H=4.0' H=5.0' H=6.0' Maximum Number of Columns < 0.25 3 in. 3 in. 3 in. 3 in. 3 in. 14 < 0.50 .3 in. 3 in. 3 in. 3 in. 3 in. 14 < 0.75 3 in. 6 in. 6 in. 6 in. 6 in. 7 < 1.00 6 in. 9 in. 9 in. 9 in. 9 in. 4 < 1.25 9 in. 12 in. 12 in. 12 in. 15 in. 2 < 1.50 12 in. 15 in. 18 in. 18 in. 18 in. 2 < 1.75 18 in. 21 in. 21 in. 24 in. 24 in. 1 < 2.00 21 in. 24 in. 27 in. 30 in. 30 in. 1 Table 6a-2: Standardized WQCV Outlet Design Using 2" Diameter Circular Openings. US FilterTM Stainless Steel Well -Screen' (or equal) Trash Rack Design Specifications. Max. Width of Opening Screen #93 VEE Wire Slot Opening Support Rod Type Support Rod, On -Center, S acing Total Screen Thickness Carbon Steel Frame Type 9" 0.139 #156 VEE '/d' 0.31' 14'k1.0"flat bar 18" 0.139 TE .074"x.50" 1" 0.655 '/d'x 1.0 angle 24" 0.139 TE .074"x.75" 1" 1.03" 1.0"x 1'h"angle 27" 0.139 TE .074"x.75" 1" 1.03" 1.0"x 1%"angle 30" 1 0.139 TE .074"x1.0" 1" 1.155" 1 '/,'k 1 %z" angle 36" 0.139 TE.074"x1.0" 1" 1.155" 11/4'k 1%z"angle 42" 0.139 TE .105"x1.0" 1" 1.155" 1 '/,`k 11/2"an le US Filter, St. Paul, Minnesota, USA DESIGN EXAMPLE: Given: A WQCV outlet with three columns of 5/8 inch (0.625 in) diameter openings. Water Depth H above the lowest opening of 3.5 feet. Find: The dimensions for a well screen trash rack within the mounting frame. Solution: From Table 6a-1 with an outlet opening diameter of 0.75 inches (i.e., rounded up from 5/8 inch actual diameter of the opening) and the Water Depth H = 4 feet (i.e., rounded up from 3.5 feet). The minimum width for each column of openings is 6 inches. Thus, the total width is W ,, ,. = 36 = 18 inches. The total height, after adding the 2 feet below the lowest row of openings, and subtracting 2 inches for the flange of the top support channel, is 64 inches. Thus, . Trash rack dimensions within the mounting frame = 18 inches wide x 64 inches high ' From Table 63-2 select the ordering specifications for an IS", or less, wide opening trash rack using US Filter (or equal) stainless steel well -screen with #93 VEE wire, 0.139" openings between wires, TE .074" x .50" support rods on 1.0" on -center spacing, total rack thickness of 0.'655" and x 1.0" welded carbon steel frame. 1 ' Table 6a ' Note: Vertical WQCV Trash Racks are shown in Figures 6, 6—a, and 6—b for suggested standardized outlet design. Adverse -Slope Trash Rack design may be used for non —standardized designs, but must meet minimum design criteria. ' Structural Steel Channel Stainless Steel Bolts Formed Into Concrete. wconc. or Intermittant Welds, See Figures 6—a, 6=bq —a*--] See Figures 6—a, 6-1a t RIIIII I� �Fjffj�1, 1111111 H IVaries 2'-0" ' to 6'-0" B B 1 2 (minimum)LN I ' A­4� WQCV Trash Rocks: GleVatlon 1. Well —screen trash racks shall be stainless steel and shall be attached' by intermittant welds along the edge of the mounting frame. - ' 2. Bar grate trash racks shall be aluminum and •shall be bolted using stainless steel hardware. 3. Trash Rack widths are for specified trash rack material. Finer well —screen or "mesh size than specified is acceptable, however, trash rack dimensions need to be adjusted for ' materials having a different open area/gross area ratio (R value) a Structural design of trash rack shall be based on full hydrostatic head with zero head downstream of the rack. ' Overflow Trash Racks: 1. All trash racks shall be mounted using stainless steel hardware and provided with hinged and lockable or boltable access panels. ' 2. Trash racks shall be stainless steel, aluminum, or steel. Steel trash racks shall be hot dip galvanized and may be hot powder Painted after galvanizing. 3. Trash Racks shall .be designed such that the diagonal dimension�'of each opening is ' smaller than the diameter of the outlet pipe. 4 Structural design of trash rack shall be based on full hydrostatic head with zero head downstream of the rack. ' Urban Drainage and Figure 6 Flood Control District Suggested WQCV Outlet Standardized Drainage Criteria Manual (V.3) Trash Rack Design Re: Detafls.dwg ' DRAINAGE CRITERIA MANUAL(V. 3) ' 10.0 ' 6.0 ' 4.0 2.0 ' 1.0 0.60 ' ^ m 0.40 ID CD E 0.20 ' CD a m U i 0.10 CD CD CU 3 0.06 0.04 �z ac-fl 0.02 1 0.01 STRUCTURAL BMPs . ooz 1171z EXAMPLE: DWO = 4.5 ft W�CV = 2.1 acre-feet SOLUTION: Required Area per Row = 1.75 in? or/ x ,7" p �+� or OeQr � 17"4-1 Qr O� J� c.� oo ' a 0.06 0.10 0.20 0.40 0.60 1:0 2.0 4.0 6.0 o,os in z��ow Required Area per Row (in.2 ) ' Source: Douglas County Storm Drainage and Technical Criteria, 1986. ' FIGURE 5-3. WATER QUALITY OUTLET SIZING: DRY EXTENDED DETENTION BASIN WITH A 40-HOUR DRAIN TIME OF THE CAPTURE VOLUME Rev.3-1-1994 UDFCD I 3'-7"x3'-7" .105" DIA. WELDED WIRE CLOTH #304 STAINLESS 8 3'-0" 8" OVERFLOW TOP OF BERM © STEEL 2" MESH ATTACH TO TRASH OUTLET W/TRASH RACK WITH 1/2" U-BOLTS ROCK SWIVEL 4976.5' RACK BOLT DOWN OR HINGE 100 YR OR LARGER FLOOD WATER SURFACE 1— _- _—_� LOCK DOWN 4975.0' — C8x18.75 AMERICAN STANDARD BOTTOM OF STRUCTURAL STEEL CHANNEL GRATE @ 4972.8' TRASH RACK ATTACHED BY ° WELDING ° 4972 0' — WQCV WATER SURFACE L �" STEEL ORIFICE PLATE RODS PLACED ° 100-YR ORIFICE 1 4 ; ON 6" CONTROL OUTLET CENTERS , (2.2"0) 4972.0 - WQCV LEVEL 4. ° 4" 4 OUTLET PIPE=120% OF q 4969.5'1 100-YR CAPACITY —-------- � g a STEEL a 4969.5' U.S. FILTER* STAINLESS PERFERATED CONTROL TRASHONAL FLOW TRASH RACK 12"0 HDPE STEEL WELL -SCREEN ! FLOW CONTROL (SEE FIGURE 6, UDFCD) TYPE TRASH RACK PLATE ORIFICE P 2'-6" �" STUDS FOR ORIFICE PLATE G THE DROP BOX OUTLET OPTION ' ORi°cEPLATE NTS 6 TRASH RACK LOCK °------- 3'-0" OUTLET PIPE " THICK STEEL 6 12"0 HOPE PERFORATED ❑ El El ❑ FLOW CONTROL 4969.5 " , — — — — — — — 0 ❑ ❑ ❑ ❑ ❑ ❑ PLATE,. ° °. i" ANGLE IRON °- AA 2X2 IRON ° ° °- 3 _ 7 @ < ' ° . C8x18.75 AMERICAN STANDARD STRUCTURAL STEEL 3 8 CHANNEL FORMED INTO CONCRETE BOTTOM AND' SIDES ° OF WCONC. TRASH RACK ATTACHED BY INTERMITTENT WELDS PLACED AT MINIMUM DISTANCE OF 6" BETWEEN TRASH RACK ATTACHED INSIDE WQCV 3'X3' BOX ° .° BY INTERMITTANT WELDS . WELDS SHALL BE A MINIMUM OF 2" LONG. 8' WELDING ALL AROUND MINIMUM DISTANCE BETWEEN WELDS SHALL WELL -SCREEN FRAME 8 3-0 8 ° BE 6" MINIMUM LENGTH ATTACHED TO CHANNEL ` ° OF WELD = 2" BY INTERMITTANT WELDS MINIMUM DISTANCE BETWEEN WELDS SHALL 18 ORIF1ICExPLATEEEL SECTION B - B PLAN VIEW BE 6" MINIMUM LENGTH }" STUDS FROM OF WELD = 2" CONCRETE WALL NTS a . 12"0 HDPE 2.2"m ORIFICE LIMITS FOR THIS STANDARDIZED DESIGN I , 1. ALL OUTLET PLATE OPENINGS ARE CIRCULAR. SECTION A -A ° °' 2. MAXIMUM DIAMETER OF OPENING IN PERFORATED NTS FLOW CONTROL PLATE = 2 INCHES NOTE: * U.S. FILTER, ST. PAUL, MNNESOTA, USA USE LOCK WASHER AND NUT TO SECURE }" STEEL PLATE TO CONCRETE WALL I DATE NOTES gRG WQCV OUTLET FOR A DRY Date: ,-,°-D2 Job No. 00-045 �ALLO!l�1��MTRAMO O O. "/20/°° EXTENDED DETENTION BASIN Drawn: RGS Client 343 EAST MOUNTAIN AVENUE 7-25-01 Job No. Fm1 C°10m. 00 e0324 USA POUDRE HEALTH DISTRICT BUILDING Designed: GLM Figure or Sheet name: 1+n°�.: 070 221-3e00 8-10-01 I'mr. 970 221-2233 Approved: MDW E-man: 1n1,en,�roNd,,,.r 1-10-02 C6.01 IL Cadd File: WDCV601.DWG Sheet No.: of Scale: NTS t 1 Detention Pond Sizing and Outlet t Structure Design I I I I I I I I I BALLOFFET-ENTRANCO Fort Collins: (970) 221-3600 1 1 1 1 1 I Poudre Health District Center 00-045 Project Project No. Poudre Health Services Client Drainage Analysis Subject Comgutations for Detention Pond Sizing Time (Minutes) 2-year Frequency (in/hr) 100-year Frequency (in/hr) 5 2.85 9.95 10 2.21 7.72 15 1.87 6.52 20 1.61 5.6 30 1.3 4.52 40 1.07 3.74 60 0.82 2.86 120 0.5 1.86 8-Nov-01 Date 22 Sheet No. GLM Designed by `Intensities taken from City of Fort Collins Storm Drainage Design Criteria Manual Basin Information Drainage Report BALLOFFET-ENTRANCO Fort Collins: (970) 221-3600 Computations for Detention Pond Sizing Undeveloped Condition: Area = 0.86 C = 0.2 CA = 0.172 2-year 0.215 100-year Minutes 2-year Frequency (ft) 100-year Frequency ( ) 5 .172x(2.85)x(300) = 147.06 .215x(9.95)x(300) = 641.78 10 .172x(2.21)x(600) = 228.07 .215x(7.72)x(600) = 995.88 15 .172x(1.87)x(900) = 289.48 .215x(6.52)x(900) = 1261.62 20 .172x(1.61)x(1200) = 332.30 .215x(5.60)x(1200) = 1444.80 30 .172x(1.30)x(1800) = 402.48 .215x(4.52)x(1800) = 1749.24 40 .172x(1.07)x(2400) = 441.70 .215x(3.74)x(2400) = 1929.84 60 .172x(0.82)x(3600) = 507.74 .215x(2.86)x(3600) = 2213.64 120 .172x(0.50)x(7200) = 619.20 .215x(1.86)x(7200) = 2879.28 Initial Storm (2-year Storm Event): Runoff Rate when the Entire Area is Contributing Te = 19.24 1154sec x (0.28cfs) = 325.58 ft' 0.0075 ac-ft Basin Information Drainage Report BALLOFFET-ENTRANCO Fort Collins: (970) 221-3600 Computations for Detention Pond Sizing Developed Condition: Area =- 0.86 C = 0.70 CA = 0.60 2-year 0.75 100-year Minutes 2-year Frequency ( ) 100-year Frequency ( ) 5 0.60x(2.85)x(300) = 513.00 0.75x(9.95)x(300) = 2238.75 10 0.60x(2.21)x(600) = 795.60 0.75x(7.72)x(600) = 3474 15 . O.60x(1.87)x(900) = 1009.80 0.75x(6.52)x(900) = 4401 20 0.60x(1.61)x(1200) = 1159.2 0.75x(5.60)x(1200) = 5040 30 0.60x(1.30)x(1800) = 1404.00 0.75x(4.52)x(1800) = 6102 40 0.60x(1.07)x(2400) = 1540.8 0.75x(3.74)x(2400) = 6732 60 0.60x(0.82)x(3600) = 1771.2 0.75x(2.86)x(3600) = 7722 120 0.60x(0.50)x(7200) = 2160 0.75x(1.86)x(7200) = 10044 Initial Storm (2-year Storm Event): Runoff Rate when the Entire Area is Contributing Tc = 5.97 334sec x (1.64cfs) = 589.02 ft' 0.014 ac-ft Major Storm (100-year Storm Event): Runoff Rate when the Entire Area is Contributing Tc = 5 300sec x ( 7.49cfs) = 2247.00 ft' 0.052 ac-ft Basin Information Drainage Report C m 4a L. s a� a 0 a W. r- 0 c cc i+ 75 U 4 m d d ca 3 0 ■ E E I I I I I ■ I } c l ■ — C co —� c N • 01 E d 0 ■ O O N T N c6 3 O Q O O o ro o C/)cn E m o m U m Q Q_ 00 m o co 11 N d ¢ 0 N O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O 0 O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O m O LO O to O N O t0 O t0 O m O m O Ln O m T (;; •na);;ouna U) o Q)�o U N Z O O O UU L M N = 2 O �U U 0 o o LL d BALLOFFET-ENTRANCO Fort Collins: (970) 221-3600 Poudre Health District Center 00-045 Project Project No. Poudre Health Services Client Drainage Analysis Subject Detention Pond Volume Area -Capacity Rating Curve Elevation Area Depth Volume CumulativE WQCV Volume Volume (feet) (Acres) (feet) (Ac-ft) (Ac-ft) (Ac-ft) 4969.5 0.001 0.5 0.001 0.001 4970.0 0.003 1.0 0.006 0.007 4971.0 0.010 1.0 0.014 0.021 4972.0 0.019 0.022 1.0 0.025 0.024 4973.0 0.030 1.0 0.037 0.061 4974.0 0.044 1.0 0.114 0.18 4975.0 0.185 0.18 1.0 0.230 0.41 4976.0 0.276 8-Nov-01 Date 26 Sheet No. GLM Designed by NQCV (4972.05 it) _ess WQCV Detention Volume Required for I00-year Event (4975.0 it) Spillway Elevation (4975.1 it) Area Capacity Calculations Based on Proposed Contours For Detention Pond Volume = d(A, + 4Aa g + A2) (ft) 6 Where d = Depth Between Contours (it) A, = Surface Area of Contour Line (W) Aa,g = Mean Area ft ) A2 = Surface Area of Contour Line at Depth d Basin Information Drainage Report BALLOFFET-ENTRANCO Fort Collins: (970) 221-3600 Proposed Detention Storage Elevation (feet) Area, (ft1) Areaa 9 (ft1) Areal W) Volume; (ft) Volumes m (ft') VolumeCUM (ac-ft) 4969.5 25.0 4970.0 25.0 71.96 118.92 36.0 36.0 0.001 4971.0 118.92 274.3 429.68 274.3 310:3 0.007 4972.0 429.68 625.525 821.37 625.5 935.8 0.021 4973.0 821.37 1068.15 1314.93 1068.2 2004.0 0.024 4974.0 1314.93 1613.63 1912.33 1613.6 3617.6 0.061 4975.0 1912.33 4977.015 8041.7 4977.0 8594.6 0.18 4976.0 8041.7. 10021-.78 :12001.86 10021.8 18616.4 0.41 Stage (feet) Storage (ac-ft) Discharge (cfs) 4972.05 0.022 0.007 4973 0.046 0.32 4975 0.202 0.33 Storage includes WQCV D.022 =WQCV Less WQCV (Detention Volume Req'd. for 100-year) Vi = d(A, + 4Aa�g + AZ) (ft) 6 = Volume betweeen two (2) contours d feet in depth apart 4976 0.427 :7:.46 Emergency Spillway Designed to Discharge Developed 100-year Rainfall Runoff Allowable release rate as approved for Lot 1, Country Club Corners Fourth Filing P.U.D. Basin Information Drainage Report I � I I 1 o 7 LO oo 0 0 (14-od) Alloedeo N O N 'O L U m Z O N rn U) U v � co N c 2 O �U `o r 00 O LL LO d L6 n W y; n t c c rn O a m ar d w to 4) n 'M" m N TJ. M, 0 rn v W, I I I I I T.I., I I I I I I II I II � I I I I I I I I i I I I I I I I I I co r (D (n It co N (s;O) GBaeyOsia (N O N 'O r r U cu ` O ' O U Eli - m U o r m 0 'o LL IL v LO r BALLOFFET-ENTRANCO Fort Collins: (970) 221-3600 1 1 1 1 1 1 1 1 1 1 1 1 Discharge Rating Curve For Detention Pond: Major Storm (100-year Event): WSEL in Detention Pond = 4975 Cumulative Volume = 0.180 ac-ft 0.022 ac-ft (WQCV) 0.202 ac-ft 0.18 ac-ft Required Storage for Major Storm with 0.33 cfs Discharge from Site 0.33 cfs (Allowable release rate for site) -0.007 cfs (WQCV Outlet Rate) 0.32 cfs (for Sizing Orifice) Determine Major Storm Orifice Diameter Basin Information Area = Q Cd(2 gh) UZ Where Cd is the Orifice Flow Coefficient 0.65 g is the Acceleration of Gravity (32.2 ft/s2) h is the Depth to Centerline of Orifice 5.4 ft = 0.32 = 0.03 ft2 0.65 (64.4(5.4))"2 Diameter = ((4 x 0.03 )/pi)"2 = 0.18 it 2.21 in `• Use a 2.2-in diameter orifice plate over the outlet pipe for the 100-year Discharge of 0.33 cfs (Allowable release rate for site) A screen will be required in the outlet box to prevent debris from clogging the orifice opening (refer to outlet structure detail). Drainage Report BALLOFFET-ENTRANCO Fort Collins: (970) 221-3600 Discharae Ratina Curve For Detention Pond Outlet Structure: Determine Minimum Box Dimensions (Weir Length) for Minor Storm Weir length = QWB1f C(H)3'2 Where C is the Weir Coefficient (3.4 from Table 1401, Attached to Report) H is the Height of Upstream WSEL Above the Top of the Weir 0.1 ft 0.275 = 2.56 ft 3.4 (0.1)32 • Use a 3.0 ft x 3.0 ft Box for Ease of Access Outlet Pipe Capacity: 12-in Diameter HDPE Manning's n = .010 So = .03 QP;pe=8.04 cfs See Attached UDSewer Analysis For Detention Pond: Emergency Spillway Capacity for Q = 7.49 cfs (Developed 100-year Event) Weir length = 7.49 = 2.83 ft 3.1 (0..9)312 Spillway is 0.6 ft Above 100-yeas Floodplain WSEL for Dry Creek Submergence of Spillway Weir is not Likely Spillway elevation = 4975 feet Spillway length = 3.0 feet Basin Information Drainage Report 1 .-7 1 %dr%w LJMA1NAU= DESIGN AND TECHNICAL CRITERIA1 TABLE 1401 WEIR FLOW COEFFICIENTS SHAPE [arp Crested Projection Ratio (H/P = 0.4) Projection Ratio (H/P = 2.0) cad Crested W/Sharp U/S Corner ` W/Rounded U/S Corner giangular Section A) vertical U/S Slope 1:1 D/S Slope 4:1 D/S Slope 10:1 D/S Slope B) 1:1 U/S Slope 1:1 D/S Slope 3:1 D/S Slope apezoidal Section_ 1:1 U/S Slope, 2:1 D/S Slope 2:1 U/S Slope, 2:1 D/S Slope ORoad Crossings Gravel Paved CO77ICIENT 3.a 4.0 2.6 3.1 3.8 3.2 2.9 3.8 3.5 3.4 3.4 3.0 3.1 COMMENTS H< 1.0 H> 1.0 Minimum value Critical Depth H > 0.7 H> 0.7 H> 0.7 H >0.5 N >0.5 H �. 1.0 H t'. 1.0 H�1.0 H 1.0 SCHEMATIC 9 r Y . � S S 2 Y ' e � � Y • �� Y Y r •• Y Y Y =Yu W •wEt"U"ti 5 mate: NOV 1984 Rev: ADJUSTMENT FOR TAILWATER RE=cR�NCE King Brater, Handbook of Hydraulics, McGraw Hill Book Company, 1963 - Desion of Small Dams, •Bureau of Reclam.,1977 0 UD Sewer Storm Drain Analysis _____________________ STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL Civil Colorado Denver ' es/CouDept--U.-of- udy Metro Denver Cities/Counties & UDFCD Pool Fund Study --_-_---_-_-Developed -by- -at_ USER:Balloffet and Assocaites..................................... ........ ON DATA 08-10-2001 AT TIME 09:03:27 VERSION=09-02-2000 PROJECT TITLE :Poudre Health Services www RETURN PERIOD OF FLOOD IS 100 YEARS RAINFALL INTENSITY TABLE IS GIVEN www SUMMARY OF SU13BASIN RUNOFF PREDICTIONS -------------- -------- ------------ ---- - TIME OF CONCENTRATION MANHOLE BASIN OVERLAND GUTTER BASIN RAIN I PEAK FLOW ID NUMBER AREA * C To (MIN) Tf (MIN) Tc (MIN) INCH/HR CFS ' ---------------------------------------------------------------------- 108.00 1.84 0.00 0.00 5.00 9.95 18.40 107.00 0.00 0.00 0.00 0.00 0.00 0.00 106.00 0.00 0.00 0.00 0.00 0.00 0.00 105.00 0.03 0.00 0.00 5.00 9.95 0.33 104.00 0.00 0.00 0.00 0.00 0.00 0.00 103.00 0.00 0.00 0.00 0.00 0.00 0.00 102.00 0.66 0.00 0.00 5.00 9.95 6.60 ' THE SHORTEST DESIGN RAINFALL DURATION IS FIVE MINUTES FOR RURAL AREA, BASIN TIME OF CONCENTRATION =>10 MINUTES FOR URBAN AREA, BASIN TIME OF CONCENTRATION =>5 MINUTES AT THE 1ST DESIGN POINT, TC <=(10+TOTAL LENGTH/180) IN MINUTES WHEN WEIGHTED RUNOFF COEFF=> .2 , THE BASIN IS CONSIDERED TO BE URBANIZED ' WHEN TO+TF<>TC, IT INDICATES THE ABOVE DESIGN CRITERIA SUPERCEDES COMPUTATIONS *** SUMMARY OF HYDRAULICS AT MANHOLES ----------- - ------------------------ MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION MINUTES INCH/HR CFS FEET FEET ------------------------------------------------------------------ 108.00 2.37 5.00 9.95 23.60 72.20 71.02 --_-- OK ' 107.00 0.69 6.48 9.29 6.45 72.20 71.73 OK 106.00 0.69 6.30 9.37 6.50 76.10 71.74 OK 105.00 0.03 5,00 9.95 0.33 72.50 71.87 OK ' 104.00 0,66 5,54 9,71 6,42 77,11 103.00 0.66 5.07 9.92 6.56 76.00 71,11 71.97 OK OK 102.00 0.66 5.00 9.95 6.60 70.25 72.00 NO OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION 1 I 1 "" SUMMARY OF SEWER HYDRAULICS NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= 1 __________________________________ SEWER MAMHOLE NUMBER SEWER ________________--_______ REQUIRED SUGGESTED EXISTING ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE) DIA(RISE) DIA(RISE) WIDTH ID NO. ID NO. (IN) (FT) (IN) (FT) (IN) (FT) (FT) ___________________________________________________ 1.00 102.00 103.00 ROUND 15.08 18.00 _______ 24.00 0.00 2.00 103.00 104.00 ROUND 18.02 21.00 24.00 0.00 3.00 104.00 106.00 ROUND 17.59 18.00 24.00 0.00 4.00 105.00 106.00 ROUND 2.93 18.00 12.00 0.00 5.00 106.00 107.00 ROUND 17.68 18.00 24.00 0.00 6.00 107.00 108.00 ROUND 18.06 21.00 30.00 0.00 7.00 108.00 109.00 ROUND 29.38 30.00 30.00 0.00 DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES DIMENSION UNITS FOR BOX SEWER ARE IN FEET REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, EXISITNG SIZE WAS USED -------------------------- SEWER DESIGN FLOW NORMAL NORAML CRITIC ID FLOW Q FULL Q DEPTH VLCITY DEPTH NUMBER CPS CPS FEET FPS FEET ___________________________________________ 1.0 6.6 22.8 0.74 6.29 0.92 2.0 6.6 14.1 0.96 4.42 0.91 3.0 6.4 14.7 0.92 4.53 0.90 4.0 0.3 14.2 0.10 7.52 0.25 5.0 6.5 14.7 0.93 4.55 0.91 6.0 6.4 25.0 0.87 4.27 0.87 7.0 23.6 25.0 1.93 5.80 1.65 ----------------------------- CRITIC FULL FROUDE COMMENT VLCITY VLCITY NO. FPS FPS _________________________ 4.71 2.10 1.50 V-OK 4.70 2.09 0.90 V-OK 4.66 2.04 0.95 V-OK 2.10 0.42 4.95 V-OK 4.68 2.07 0.95 V-OK 4.24 1.31 0.94 V-OK 6.86 4.81 0.73 V-OK FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS ' ______________________________________________________________________ SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM % (FT) (FT) (FT) (FT) ____________________ 1.00 0.60 _-____________-___-________________ 70.25 70.10 -2.00 3.90 NO 2.00 0.23 69.92 69.63 4.08 5.38 OK 3.00 0.25 69.54 69.03 5.47 5.07 OK 4.00 9.40 70.50 70.03 1.00 5.07 NO 5.00 0.25 68.93 68.81 5.17 1.39 NO ' 6.00 0.37 68.70 68.63 1.00 1.07 NO 7.00 0.37 68.53 68.49 1.17 1.11 NO OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 2 FEET ' ••• SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS ' ---------------------------- SEWER ID NUMBER SEWER SURCHARGED LENGTH LENGTH ------ - CROWN ELEVATION UPSTREAM DNSTREAM WATER ELEVATION FLOW UPSTREAM DNSTREAM CONDITION FEET FEET FEET FEET FEET FEET _____________________________________________________________________ 1.00 25.00 0.00 72.25 72.10 72.00 71.97 JUMP 2.00 126.00 126.00 71.92 71.63 71.97 71.84 PRSS'ED ' 3.00 206.00 206.00 71.54 71.03 71.84 71.74 PRSS'ED 4.00 5.00 5.00 71.50 71.03 71.87 71.74 PRSS'ED 5.00 50.00 50.00 70.93 70.81 71.74 71.73 PRSS'ED ' 6.00 7.00 20.00 10.00 20.00 10.00 71.20 71.03 71.13 70.99 71.73 71.02 71.02 71.00 PRSS'ED PRSS'ED PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW 1 *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS ------------------------------------------------------------------------------- - ' UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE SEWER MANHOLE ENERGY FRCTION BIND BIND LATERAL LATERAL MANHOLE ENERGY ID NO ID NO. ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID FT ---------------------------------- --------------------------------------------- 1.0 102.00 72.07 0.00 0.40 0.03 0.00 0.00 103.00 72.05 2.0 103.00 72.05 0.13 0.10 0.01 0.00 0.00 104.00 71.90 3.0 104.00 71.90 0.10 0.05 0.00 0.00 0.00 106.00 71.80 4.0 105.00 71.87 0.00 1.32 0.00 0.25 0.07 106.00 71.80 5.0 106.00 71.80 0.02 0.40 0.03 0.00 0.00 107.00 71.75 6.0 107.00 71.75 0.00 0.05 0.00 0.25 0.35 108.00 71.39 7.0 108.00 71.39 0.39 0.00 0.00 0.00 0.00 109.00 71.00 BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER. LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O. FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS. G NATIONAL FLOOD INSURANCE PROGRAM FIRM FLOOD INSURANCE RATE MAP CITY OF FORT COLLINS) COLORADO LARIN ER COUNTY (SEE MAP INDEX FOR PANELS NOT PRINTED) COMMUNITY -PANEL NUMBER 080102 0004 C MAP REVISED: 1 MARCH 18, 1996 1 �ll I Federal Emergency Management Agency 0 MAPLEWOOD ROAD UNION PAGFIC — ---------- ZONEA LIMITOF DETAILED STUDY ZONEAE co 4? -e 0 0 9,/�a • 'F ASPE ST TE LIMITS V) EATON 3TREET git iLL6 and All I" A-V qgNC N, NN FF 0 m ou Z u z -i LL LLI 0 CL cr 0 u LUPINE` CR �' I / � lf 4949 4 f Ln It) CY) 7, N'. 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O O m m 01 01 a, O0 OI 0 0. 0• 0 0 0 0 0 0 0 0 0 0 0 0 n nnnn lnnnnnnOlom m co Coco m eommm0m mm 10 n o v n a� O ri N col m or v In In Ie) u1 IO tD %0 w n n %D IO IO . . . . . vlDnnnn0;c;c; . . . . c. em. mm. mcom. m. m. mm nnnnnnI-r nr. nnnnnnnnnnnnnn Q1 O Q c0 n m m n In v a m n N N 0% %D v ri 0 10 ONNNNNNNNNNNNNNNNNNN'i•i•i•-i 00 nnnnnlnnnnnnnnnnnnnnnnnnnnn 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0r"Ne�vin�onmo,o�-+Nnvul�onma,olnolelolno r-i •-I H •-i •i .-i •-1 •-1 •1 �-1 8-4 OF -SIGN CRITERIA i i i EFFECTIVENESS CALCULATIONS PROJECT: po �2 E { t ,¢L -� STANDARD FORM B COMPLETED BY: !. r N E L , 1", c �DATE: / Erosion Control C-Factor P-Factor Method Value Value Comment SLcDIl11C-'�,ji 7/!4 0O O.SO T>E77FN7-.1OJ D -5 C [A S S e7. o / o o 2, Z, 6 Ac _ C,,14r,EL/577?Apt, 7"F7S /, vO J•'oO i¢20vN� i.vLET �E.,JCE ;5,4/1/L1E/Z o o p, S'o sDvrif i�E2�ri,Er /�S P S°,vGT�GoVC2ETF 7'g �FrlaF��T p, O / i, oa MAJOR PS SUB AREA BASIN ($) BASIN (Ac) CALCULATIONS 7$•Y O, S r,[i PJ' E D, ..._---- C G✓f G /� TC I> C /=/f C 2!7v,-e 95• s 70, MARCH 1991 8-15 DESIGN CRfTERIA Ga J ), K , 11 CONSTRUCTION SEQUENCE PROJECT: /--0u4� N�f:Lri, D/>T/I/rT STANDARD FORM C SEQUENCE FOR 01 �O z- ONLY COLLETED BY: G E J F L . /'-"-5 c 7-->a ni /9 LU DATE : / 012, o 'Indicate by use of a bar line or symbols when erosion control measures will be installed. Major modifications to an approved schedule may require submitting a new schedule for approval by the City Engineer. YEAR MONTsIoliJl�lsl FIy�I�I�ITITI 4 IS M.OVERIM GRADING 5 -rR-r P G 2A rriff EROSION CONTROL 'WIND Soil Roughening Perimeter Barrier Additional Barriers 'Vegetative Methods Soil Sealant Other ,RAINFALL EROSION CONTROL 'STRUCTURAL: ' Sediment Trap/Basin Inlet Filters Straw Barriers Silt Fence Barriers ,42a�,N r� SOUTt ' Sand Bags Bare Soil Preparation rL r E T"E2 Contour Furrows Terracing Asphalt/Concrete Paving Other . VEGETATIVE: I Permanent Seed Planting S OZ7> rJ A'r" , V F. !FLAI-J , 5 Mulching/Sealant Temporary Seed Planting Installation 'Sod ' Nettings/Mats/Blankets Other 1 -- INSTALLED BY MAINTAINED BY 'UGETATION/MULCHING CONTRACTOR IDATE SUBMITTED APPROVED BY CITY OF FORT COLLINS ON I, MARCH 1991 8-16 DESIGN CRfTERIA I�F�REIE 0 NEW ASPHN.T SIDRY LINE —�— SIfIDARY ME —•— WATER ME (rS ME TELEPHONE THE ELECTRIC LEE —.—NEW WI UNE —NEW WS UK ---NEW SOIEW WE NEW ELECTRIC UK NEW STDRU NE Y.WHUTE FOR UD 0 SENER N YSIS O SEWER PUR UD 0 / / 4 387895 -_ E: 564639 4ST NEW !0• M. IN CONNECT NEW 24' HOPE 1 RIM EL - 077.01 INY IN = 4969.64 IW OUT - 4B89.54 ECEND EL SRIRII d WIM 11.3'! 24' 4 FA 10+0D / N: 38s2.98 E 5W.80 KNOW EC EES AND CONNECT NEW 24' HOPE TO EX. 24' HOPE (PERTMANUFACTJREI REWIMMENWTRIOMI \ c z D/kb I / t )I/ \O&rpO \ \S p �pµ♦ dp 0 MEW III / ^ad STA. 11+34.6UTILITY �' _ \N• / \ / CROSSING IINA PE / ///`, ION EIMY •r k/ 5' IFM 1E' MOPE � • -• C) �a + N NEW 48' M. W ON EL HOPE EL - 4976.10 OUT - 4966.93 (SE) N - 4961 (HE) 1� NOTE. ALL SEWER UNES II= LrnLr9R CRY PLAN APPROVAL D► PORT COWNS, COLORADO MPROVED: � c1lEclho er MY Ilollnr 0.Y W� u! 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PROFILE OF STORM SEWER A PROFILE OF STORM SEWER WATER QUALITY OUTLET WORKS W UNIT Meal MWWN rsl Cea. m p NSA 1e.m Ina IlI I'm I G W -wv E- mnermn.r POUDRE HEALTH SERVICES District Building STORM DRAIN PLAN & PROFILE Date: Designed: Drawn: Approved: Cadd File : DATE RE 11-16-01 Balloffet Job No. 10-17-01 EPW EPW MOW CB-STRM-P&P.DWG NOTES DRAWN Sheet Name: STORM DRAIN PLAN AND PROFILE Scale: 1- = 20' Sheet No.: C8 of C12 I I EVERGREEN PARK I I REPLAT No. 1 1 FIRST IN1 BANK v (VACANT) $u LOT 2 x9a9D•oD'w 1ro.0 REPUT W. I COUNTRY CLUB CORNERS THIRD FILING, PUD BIG '0' TIRE I I 1 LOT 1 LOT 3 REPUT W. I COUNTY CLUB REPUT No. I COUNTRY CLUB CORNERS THIRD ,;I CORNERS THIRD 60NC, PUD 61INc, PUD _ GREASE MONKEY NORTHSIDE HEOLTH CENTER W 8 p$ d 6 b �1 SB9'59'IrE f— N. COLLEGE AVE. AND LOT 1 COUNTRY CLUB CORNERS I FOIIRTx HUNG I I I POWRE NENSH SERUCES I DETRICT CENTER I 1! LOT 7 231AM Si. SM4 A4 L _ vn'-- ' / altl�2 IVY I N / / LOT 2 \ \ 9 PCI IS XBUILDING SERNICIES 061RM CT BULING LING \ e SIX. n m. .rule \ te\ NuIr § PNN1F c+xLn �x'W) US EMIT 110I AVENUE Fs1 L ,, CO 80324 USA Nwn.: 9J0 221-3E00 Eec 970 221-9933 E-mmIl: We hd.nN POUDRE HEALTH SERVICES District Building i i SITE PLAN z W W W Date: 10-17-2001 O LARWER COUNTY Designed: JWC HMN A — ENdRorAIFrT/ z Drawn: CAM HIMM DEVELOPMENT — Approved: MDW LOT 11 a of — W Cadd File PLANNING-SHT2-STEM 0 N --- Nc ® DATE NOTES DRAWN 0 m 11-16-01 — WINER COUNTY SCCX SERACES 1m 12 EN? r. N(ae -------------------r---r-- --.... _. ----------- —r T ------- 1 I I I T I i I i LOT 9 LOT a LeJ J LOL 0 Us5 LOT I I I I I REPLAT EVERGREEN PARK BLOCK 3 30 15 0 30 60 (VACANT) 1 = 30, %M0010i Balloffet Job No. Client Job No. Sheet Name: SITE PLAN Scale: 1' = 30' Sheet No.: 2 of 2 No Text