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HomeMy WebLinkAboutDrainage Reports - 06/15/2016 (2)Engineering City of Fort Collins Approved Plans Approved by; Date: to �s - FINAL DRAINAGE & EROSION CONTROL REPORT DUTCH BROS COFFEE 2039 TIMBERLINE ROAD FORT COLLINS, COLORADO Engineers Planners Surveyors Architects Geotechnical Imagine what experience can do Ij t 1 1 1 1 1 ' FINAL DRAINAGE & EROSION CONTROL REPORT DUTCH BROS COFFEE 2039 TIMBERLINE ROAD ' FORT COLLINS, COLORADO Prepared for: ' Mr. Nate Frary 729 South Oklahoma Street Kennewick, WA 99336 ' P.509.366.2884 Nate@dutchbros.com 1 , ' April 2016 Project No. DUTCH B-5EX01-200 Consulting Engineer ' LANDMARK ENGINEERING, LTD. ' 3521 West Eisenhower Blvd. Loveland, CO 80537 Ph: (970) 667-6286 ' Engineers Planners Surveyors Architects Geoteohnical ' April, 2016 Project No. DUTCHB-5E7C01-200 ' Wes Lamarque, P.E. Water -Wastewater Engineering ' 700 Wood Street Fort Collins, CO 80521 Engineering Loveland 970-667-6286 Toll Free 866- 3 79-625 2 Fax 970-667-6298 www.landmarkltd.com 3521 West Eisenhower Blvd. Loveland. Colorado 80537 IRE: Final Drainage & Erosion Control Report for Dutch Bros Coffee, 2039 Timberline Road, Fort Collins, CO ' Dear Wes, Enclosed, please find the Final Drainage Report for the proposed improvements for 2039 ' Timberline Road located in Section 19, Township 7 North, Range 68 West of the 6th Principal Meridian. The proposed site may also be described as being located on the northwest corner of ' South Timberline Road and Bear Mountain Drive and is Lot 3 of the Timberline Center Subdivision commercial development. The 0.70-acre site consists of flat open land with sparse grass vegetative cover. The proposed site is for a drive-thru Dutch Bros coffee shop. The ' following report addresses the proposed condition hydrology, hydraulics for drainage amenities, and erosion control measures for the proposed facilities to be installed on the site. ' If you have any questions regarding this report, please contact me at your convenience. Sincerely, ' LANDMARK ENGINEERING, LTD. ' Jeff Olhausen, P.E. CO Lic. # 37659 t CERTIFICATION I hereby certify that this report (plan) for the final drainage design of 2039 Timberline Road was prepared by me (or under my direct supervision) for the owners thereof and meet or exceed the criteria in the Larimer County Stormwater Design Standards. Prepared By and Approved By: Jeff Olhausen Colorado P.E. 37659 Seal: 1 1 1 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 1 TABLE OF CONTENTS SECTION 1 - EXECUTIVE SUMMARY ......................Page No. Introduction.......................................................................................................................... VicinityMap.......................................................................................................................... Findings, Conclusions and Recommendations....................................................... 1) Existing Drainage Patterns , 2) Proposed On -site Drainage Patterns & Storm Drainage System 3) Detention & Water Quality Facilities SECTION 2 - DRAINAGE FACILITY DESIGN General Concept....................................................... Details for On -site Storm Drainage System... Low Impact Development (LID) Table .............. SECTION 3 - SOILS Description ............................................. SECTION 4 - EROSION CONTROL REPORT Current Site Condition........................................................................ Nature and Purpose of Construction ............................................ Rainfall Erodibility & Erosion Sediment Control Methods... Stormwater Management Controls ............................................... DrylandVegetation............................................................................. Detailed Sequence of Construction Activities ........................... Erosion and Sediment Control Escrow/Security Calculation References............................................................................................... DesignSoftware.................................................................................... APPENDIX Basin Calculations Urban Drainage Erosion Control Details & Notes Map Pockets: Developed Drainage Plan Original Drainage Report Plan Erosion Control Plan 4 4 6 7 ........................... 7 ........................... 7 ........................... 8 ........................... 9 ........................11 ........................11 ........................12 ........................13 ........................ 13 I t t I SECTION 1 EXECUTIVE SUMMARY This section creates an overall understanding of 2039 Timberline Road, defines the need for implementation of storm water conveyance appurtenances and explains the major findings and recommendations of this Drainage Study. Introduction The property being considered in this Drainage Study is 2039 Timberline Road, Fort Collins, CO, located in Section 19, Township 7 North, Range 68 West of the 61h Principal Meridian. The above address is Lot 3 of the Timberline Center Subdivision commercial development for which there is a final approved drainage report prepared by North Star Design of Windsor Colorado. Adjacent areas to the 0.70 acre site include existing South Timberline Road to the east, existing Bear Mountain Drive to the south, an existing unnamed street to the west, and a Big-0 tire facility to the north. The purpose of this Drainage Study'is to provide drainage design which complies with the above ' mentioned drainage report. Detention and water quality are existing for the for the overall Timberline Center Subdivision commercial development which includes Lot 3. The development of Lot 3 provides drainage infrastructure to get onsite runoff into existing stormwater facilities. 1 t t 11 1 1 This Drainage Study evaluates the existing drainage patterns of the site and identifies future drainage patterns for the site based on proposed and existing grading. This includes investigating routing for design storms through the site and determining what improvements and structures are necessary along with required design capacity. The City of Fort Collins Storm Drainage Criteria Manual has been utilized for designing the site drainage facilities. The grading for the site and the storm drainage system has been designed as shown on the accompanying Drainage Exhibit. Pans, swales, and drive accesses have been designed to safely convey storm flows for the 100-Year storm event to downstream receiving facilities in a manner that minimizes hazards to proposed and existing facilities. 1 r 11 I I I I 1 I I I 1 I 1 i I i [1 1 Scale: 1" = ±1/4-Mile (#ZO ' Findings. Conclusions and Recommendations ' The principal findings, conclusions, and recommendations which arise out of this Drainage Study are presented below. These findings are supported by the detailed material presented in the appendix of this report. ' 1) Existing Drainage Patterns The site is virtually flat in a north -south direction. Approximately 10-foot of ground inside the ' north property boundary sheet flows to the north from 0.5% to 20% and follows a sidewalk on the property boundary to the east where it flows through a 12-inch culvert towards the existing detention pond north of the northeast corner of the property. Approximately 20-foot of ground ' inside the east property boundary sheet flows to a shallow grass lined swale which heads north at 1% to the same 12-inch culvert mentioned above. The southeast corner and south side of the t property include a 20-foot portion of land inside the property boundary that sheet flow to the east and south from 5% to 10% to South Timberline Road and Bear Mountain Drive. Approximately one-third of the site sheet flows to the west from 0.5% to 1.5%. The 0.70-acre ' site consists of flat open land with sparse grass vegetative cover. South Timberline Road is located on the east side of the lot and drains to the south, around the corner on Bear Mountain Drive, and into an inlet located at the southeast corner of the lot. Bear Mountain Drive on the south side of the lot also drains to the inlet located at the southeast corner of the lot on Bear Mountain Drive. The street on the west side of the lot drains to an inlet located at the northwest corner of the lot. This inlet is a ten foot Type R Inlet with openings on the west and east sides of the inlet. The west side is for the street drainage while the east side opening was designed to take the drainage from Lot 3. ' 2) Proposed On -site Drainage Patterns & Storm Drainage System The Final Drainage Report for the Timberline Center Subdivision commercial development, prepared by North Star Design of Windsor Colorado provided calculations and site layout used for runoff determinations in their drainage report. Lot 3 was kept below the imperviousness shown in the original drainage report in order to avoid onsite detention and stormwater quality requirements. Original basin sizes, runoff quantities, and existing facility design point locations were utilized as much as was practical for the proposed site layout. Overall, the existing inlets and storm drain facilities retain their original design intent. 3) Detention & Water Quality Facilities Detention and water quality facilities are not required for this individual lot. Facilities related to the entire commercial park can be found in the Final Drainage and Erosion Control Report for Timberline Center Subdivision, prepared by North Star Design of Windsor Colorado. 1 3 r ' SECTION 2 DRAINAGE FACILITY DESIGN This section describes the drainage facilities shown on the Developed Drainage Plan and ' explains how storm water will be routed through the development and safely conveyed downstream. General Concept The overall drainage plan for 2039 Timberline Road is to route the same or less storm runoff quantities to the existing storm drainage facilities located at the northeast, northwest, and southeast corners of the proposed site. ' Details for On -site Storm Drainage System The following describes the individual tributary drainage area summaries for the sub -basins indicated at the design points shown on the Developed Drainage plan. Calculations have been performed in the appendix of this report for the various drainage capacities and design of the ' project. The calculations that have been performed within this study, demonstrate that the storm drainage design for the lot meet or exceed the requirements specified in the City of Fort Collins Storm Drainage Criteria Manual. Referring to the Developed Drainage Plan (provided in sleeve at back), the sub -basin calculation summaries are as follows: Basin A ' The storm flow from Basin A is routed via sheet flow to curb, gutter, and the street located on the west side of the lot. Concentrated gutter flows on the street are released into the existing ' inlet located at the northwest corner of the site. Qio=..................................................................................................................................0.46 CFS Qioo=...................................................................................................................................1.16 CFS Basin B The storm flow from Basin B is routed via sheet flow to the curb and gutter of Timberline Road ' and Bear Mountain Drive. Both of these streets drain to the inlet located on Bear Mountain Drive at the southeast corner of the site. Qio=...................................................................................................................................0.26 CFS Qioo=...................................................................................................................................0.66 CFS I 1 4 ' Basin C The storm flow from Basin C is routed via sheet flow to curb, gutter, drive isles, and across the proposed permeable paving from two sides. From the low point located in the northwest corner of the permeable paving parking, stormwater flows north and west in a 2-foot wide concrete ' gutter before discharging into the existing inlet on the northwest corner of the site. Qio=...................................................................................................................................1.47 CFS Q1oo=...................................................................................................................................3.24 CFS Basin D The storm flow from Basin D is routed via sheet flow to shallow swales that run east and north to ' an existing 12-inch culvert located at the northeast corner of the site. The culvert discharges to the north into an existing detention pond. ' Qio=...................................................................................................................................0.11 CFS Qioo=...................................................................................................................................0.28 CFS ' Basin E The storm flow from Basin E is routed via sheet flow to Timberline Road on the east. This basin is extremely small. Timberline Road drains south to Bear Mountain Drive and discharges into ' the inlet located at the southeast corner of the site on Bear Mountain Drive. Qio=...................................................................................................................................0.00 CFS Qioo=...................................................................................................................................0.01 CFS Basin F The storm flow from Basin F is routed via sheet flow to Timberline Road on the east. This basin is relatively small. Timberline Road drains south to Bear Mountain Drive and discharges into the inlet located at the southeast corner of the site on Bear Mountain Drive. ' Qio=...................................................................................................................................0.01 CFS Qioo=............................................................................................ ..............0.03 CFS ......................... ' Basin G The storm flow from Basin G is routed via sheet flow to a pan located on the south and east side of the proposed coffee shop. The pan directs stormwater to the north where it will flow via an ' existing shallow grass lined swale to the culvert located at the southeast corner of the site. Qio=...................................................................................................................................0.11 CFS Qioo=...................................................................................................................................0.27 CFS 1 5 I 1 h I 1 I I r I I Original Drainage Report VS Proposed Conditions Runoff calculations were performed for the area within the property boundary for the original drainage report layout and the proposed conditions of Lot 3. The overall site runoff decreased as follows: Qio=...................................................................................................................................0.46 CFS Qioo=...................................................................................................................................1.16 CFS The runoff to the inlet (sump) in Bear Mountain Drive increased as follows with the resultant gutter flow depth @ 6.63-inches: Qio=...................................................................................................................................0.16 CFS Qioo=...................................................................................................................................0.44 CFS The runoff to the inlet in the northwest corner of the site decreased as follows: Qio=........................................ .......................0.36 CFS .................................................................... Qioo=...................................................................................................................................0.92 CFS The runoff to the 12-inch culvert in the northeast corner of the site decreased as follows: Qio = Qioo = Low Impact Development (LID) Table: ......................... 0.26 CFS .........................0.68 CFS 50% On -Site Treatment by LID Requirement New Impervious Area..................................................................0.35 acres / 15246 sq. ft. Required Minimum Impervious Area to be treated...............0.175 acres / 7623 sq. ft. (=50% of new impervious area) Area of Paver Section#1.............................................................0.05 acres / 2315.59 sq. ft. Run-on area for Paver Section#1.............................................0.15 acres / 6687 sq. ft. (up to 3:1 is permitted) Impervious Area Treated by LID Treatment Method #1....... 0.15 acres / 6687 sq. ft. (Permeable Pavers) Impervious Area Treated by LID Treatment Method #2....... 0.06 acres / 2591 sq. ft. (Grass Buffer or Landscape Areas) Total Impervious Area Treated...................................................0.21 acres / 9278 sq. ft. 25% Porous Pavement Requirement New Pavement Area.....................................................................0.22 acres / 9769.5 sq. ft. Required Minimum Area of Porous Pavement ........................0.06 acres / 2442.38 sq. ft. (=25% of new pavement area) Area of Paver Section#1.............................................................0.05 acres / 2315.59 sq. ft. Total Porous Pavement................................................................0.05 acres / 2315.59 sq. ft. Actual % of Porous Pavement Provided....................................23.7% I: ' SECTION 3 SOILS ' Description tThe upper 5-feet of soil is a fill material consisting of lean clay with sand and gravel. From the 5 to 10-foot depth, the soil consists of a lean clay with sand. For further information refer to the ' Geotechnical Investigation for Lot 3, Timberline Center PUD Fort Collins, Colorado, dated October 30, 2015 by Landmark Engineering Ltd., Loveland, CO. ' SECTION 4 ' EROSION CONTROL REPORT CURRENT SITE CONDITION tAside from the surrounding edges on the north, east, and south sides of the site, the property is relatively flat. An existing irrigated turf section exists on the east side of the lot while the rest of ' the lot is sparsely vegetated with grasses and weeds. The erosive potential of the site is minor due to the relatively flat grades and small area (0.70 acres) of the site. Existing streets with tree lawns and detached sidewalks occur on the east (South Timberline Road), and south (Bear Mountain Drive) sides of the lot. An existing unnamed paved street is located on the west side of the lot and there is an existing Big-O tire shop to the north. ' NATURE AND PURPOSE OF CONSTRUCTION ' The proposed use of the property is a drive-thru coffee shop. The site consists of parking areas, a one-way drive-thru lane, a small drive -up building structure with patio area, and connective sidewalks around and through the site. Various landscaping islands and buffer areas are ' proposed in and around the site as well. The proposed construction on the site will cause earthwork disturbance of the majority of the ' property. The existing irrigated turf area on the east side of the site and west of the existing detached walk adjacent to South Timberline Road is to remain undisturbed. ' Stormwater runoff from the majority of the lot will be routed via sheet flow to curb, gutter, drive isles, and eventually pass across the permeable paver section on the west side of the lot. From ' the low point located in the northwest corner of the concrete paver parking, stormwater flows north and west in a 2-foot wide concrete gutter before discharging into the existing inlet on the northwest corner of the site. Stormwater from the majority of land on the north and east sides of the drive-thru lane and southeast half of the coffee shop will discharge to the existing culvert at the northeast corner of the site. 1 7 I 1 1 1 I 11 1 1 1 A portion of the drive isle, parking, and sidewalk on the south side of the site will travel via sheet flow and curb and gutter to the street on the west side of the site, thence north to the existing inlet at the northwest corner of the site. The outliers on the south and east sides of the site sheet flow to the adjacent streets and eventually discharge to the inlet at the southeast corner of the site. RAINFALL ERODIBILITY & EROSION SEDIMENT CONTROL METHODS The site is currently exposed to erosion from precipitation and wind. Temporary erosion and sediment control measures will be needed to minimize impact to adjacent properties and existing stormwater facilities during the initial grading, during infrastructure and utilities construction, and during vertical structure construction. This site does not require a Fugitive Dust Control Permit. If dust becomes a problem during construction, the problem areas will be watered on an as needed basis. This site does not require a Storm Water Management Plan through the state as the total area of disturbance is under one acre. Permanent erosion and sediment control measures will be provided to minimize longer term erosion and sediment transport. An Erosion Control Plan sheet is included for this project showing the proposed erosion control measures for the following construction phases: 1. Prior to construction and during grading, 2. During infrastructure and utility construction, 3. During individual structure construction, and 4. Final stabilization. The Erosion Control Plan will need to be referenced for all phases of construction and modified, if necessary, during construction to mitigate unanticipated erosion and sediment transport issues that may arise. The choices for erosion control are shown below in the following section. Non-stormwater discharges are unlikely during utility installation as no ground water was encountered per the geotechnical investigation. Existing groundwater levels in excavations require dewatering operations. If encountered, the required state permits will be acquired, and any groundwater discharge will be routed to proposed on -site detention basins. Information regarding soils borings, groundwater levels and laboratory testing can be found in a report titled "Geotechnical Investigation for Lot 3, Timberline Center PUD Fort Collins, Colorado", dated October 30, 2015 by Landmark Engineering Ltd., Loveland, CO. Project No. DUTCHB- 5E7C-01-709. 91 ' STORMWATER MANAGEMENT CONTROLS (SWMC) ' Multiple best management practice (BMP) stormwater controls will be required for this project. The sequencing for both temporary and permanent erosion control is shown on the erosion control plan. Temporary controls include the following: - Vehicle tracking control pad. =Watering operations for dust abatement. Silt fence for perimeter sediment control. - Rock sock for curb and gutter sediment control. ' = Concrete washout area. Disturbed area seed mix. ' Permanent erosion controls include the following: - Landscape work (grass sod, vegetation, mulch, etc.) ' - Sidewalks, curb & gutter, pavement, concrete pans. The Storm Water Management Plan (SWMP) Administrator will be responsible for directing the ' installation and maintenance of temporary and permanent erosion control facilities. In addition, the administrator will be responsible for preparing the necessary bi-weekly and/or storm occurrence and maintenance reports. The administrator for this project is: ' Name: ' Position/Title Address: Phone Number: ' Cell Phone Number: Email Address: The primary pollutant source from this project will be sediment and dust transport resulting from site development. There are no known contaminated soils on the site, and the SWMP Administrator will take the necessary actions to prevent any soils contamination from on -site ' equipment repair and servicing, routine maintenance activities, and materials storage (construction materials, pesticide, fertilizer, etc.). If soils become contaminated from on -site activities, the contaminated soils will be removed from the site and disposed of per city, county and state requirements. ' Asphalt and concrete plants are readily available in the Fort Collins area, and no dedicated asphalt or concrete batch plants will be located on the site. ' To minimize off -site sediment tracking, the locations for employee parking, portable toilets, worker trash disposal, construction materials staging, vehicle/equipment maintenance and refueling should be near the construction site entrance on the un-named street on the west side 1 9 I of the site. Construction of temporary gravel pads may be required to minimize sediment transport to this street. Special attention should be given to insure routine maintenance activities involving fertilizers, chemicals, detergents, fuels, soluble oils, etc., do not create pollution issues. Storage of these and similar items may require temporary shelters with pallets on raised pads and/or lined and bermed containment enclosures to minimize soils contamination issues. Small dumpsters will be used initially for on -site waste management. During vertical construction of buildings and related facilities, larger waste containers may be required. All containers should be placed in locations where minimal off -site sediment tracking by haul vehicles will occur. A local waste management company will be used to supply and remove containers from the site. Placement of these containers will be determined or approved by the SWMP Administrator. t Initial best management control measures will include installation of the vehicle tracking control pad, silt fence, rock socks, and inlet protection on existing stormwater structures and streets before equipment unloading and earthwork operations begin. The SWMP Administrator will ' insure sediment is not transferred to any of the existing adjacent streets. Operations such as street sweeping and scraping activities may be required to insure existing streets are kept clean. I 1 1 t 1 During land disturbing activities, dust abatement and erosion and sediment controls will be implemented. All exposed soils are to be kept in a roughened condition by ripping or disking along land contours until temporary seeding, mulch, vegetation, or other permanent erosion control BMP's are installed. Installation of temporary drainage swales and wattles may be required during construction as a result of stockpiling soils, and the SWMP Administrator will assess potential dust, erosion and runoff conditions, taking the necessary measures to minimize the same. No soils in areas outside project street rights -of -way shall remain exposed by land disturbing activity for more than thirty (30) days before required temporary or permanent erosion control (seed/mulch, landscaping, etc.) is installed. A concrete washout pit will be constructed in the middle of the site after overlot grading work is complete or before any concrete placement operations occur. If dewatering operations are required, piping and/or drainage swales will be installed to direct pumped waters to stormwater detention basins. 1 10 ' The SWMP Administrator will inspect temporary erosion control BMP's every two weeks or after storm events to determine if maintenance, repair or replacement work is required. Examples where maintenance work is required include silted in detention basins and gravel berms, torn, ' leaning, or silted -in silt fences, torn or silted -in wattles or rock socks, and excessive erosion in drainage swales. All BMP facilities should be maintained and repaired so that they will function as required. After permanent landscaping and BMP's are installed and become functional, temporary BMP's will be removed as directed by the SWMP Administrator. ' DRYLAND VEGETATION 1 1 L� 1 From the Geotechnical Investigation for Lot 3, Timberline Center PUD Fort Collins, Colorado, dated October 30, 2015 by Landmark Engineering Ltd., the upper 5-feet of soil is a fill material consisting of lean clay with sand and gravel. Temporary seeding of disturbed areas shall consist of the following or approved equal: Seed Mix for Clay Soils (29lbs/Acre) (48%) Buffalograss (10%) Sideoats Grama (Vaughn) (4%) Blue Grama (Hachita) (27%) Western Wheatgrass (Arriba) (4%) Alkali Sacaton (7%) Inland Saltgrass Final site sodding, seeding, and proposed landscape areas are shown on the erosion control plan. The erosion control plan also shows locations for drainage curb and gutter and turf reinforcing mats to minimize erosion and promote vegetation growth. DETAILED SEQUENCE OF CONSTRUCTION ACTIVITIES A detailed sequence of land disturbing activity erosion control measures is provided on the erosion control plan. The plan shows the construction phases and the erosion control measures required for each phase. 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Erosion and Sediment Control Escrow/Security Calculation for The City of Fort Collins Project: Dutch Bros Coffee Disturbed Acres: 0.70 BMP Amount Estimated Unit Total EROSION CONTROL BMPs Units Quantity Price Price Rock Sock (RS) Each 8 $50.00 $400.00 Inlet Protection (IP) Each 4 $100.00 $400.00 Concrete Washout (CW) Each 1 $1,000.00 $1,000.00 Vehicle Tracking Control (VTC) Each 1 $1,000.00 $1,000.00 Silt Fence (SF) L.F. 550 $3.00 $1,650.00 (add all other BMPs for the site in this list) Sub -Total: $4,450.00 1.5 x Sub -Total: $6,675.00 Amount of security: $6,675.00 Reseeding Amount Total Acres x Price/acre: $700.00 Unit Price of Seeding per acre: $1,000.00 Sub -Total: $700.00 1.5 x Sub -Total: $1,050.00 Amount to Re -seed: $1,050.00 Miniumum Escrow Amount Minimum escrow amount: $3,000.00 Erosion Control Escrow. $6,675.00 "The amount of the security must be based on one and one-half times the estimate of the cost to install the approved measures, or one and one-half times the cost to re -vegetate the disturbed land to dry land grasses based upon unit cost determined by the City's Annual Revegetation and Stabilization Bid, whichever is greater. In no instance, will the amount of security be less than one thousand five hundred dollars (S1,500) for residential development or three thousand dollars (S3,000) for commercial development" 1/20/2016 8:37 AM F:TrojectsOutchBros-Timberline%DRAI pGEtFort Collins Erosion_ Escrow References 1. Urban Drainage and Flood Control District Manual With amendments unique to Fort Collins 2. Approved: FINAL DRAINAGE AND EROSION CONTROL REPORT FOR TIMBERLINE CENTER SUBDIVISION Prepared By: North Star Design 700 Automation Drive, Unit I Windsor, Colorado 80550 Revised April 12, 2006 February 21, 2006 3. Geotechnical Investigation for Lot 3, Timberline Center PUD Fort Collins, Colorado October 30, 2015 by Landmark Engineering Ltd., Loveland, CO. Project No. DUTCHB-5E7C-01-709. Design Software 1. Flowmaster 2. Urban Drainage — Rational v1.02a 13 I 1 1 1 APPENDIX t BASIN CALCULATIONS 1 1 1 1 t 11 1 i F 1 1 1 I (11) Section 4.0 is amended to read as follows: 4.0 Intensity-Duration-Freauency Curves for Rational Method: The one -hour rainfall Intensity -Duration -Frequency tables for use the Rational Method of runoff analysis are provided in Table RA-7 and in Table RA-8. Table RA-7 -- City of Fort Collins Rainfall Intensity -Duration -Frequency Table for Use with the Rational Method (5 minutes to 30 minutes) Duration (min) 5 2-Year Intensity (in/hr) 2.85 10-Year Intensity (in/hr) 4.87 100-Year Intensity (in/hr) 9.95 6 2.67 4.56 9.31 7 2.52 4.31 8.8 8 2.4 4.1 8.38 9 2.3 3.93 8.03 10 2.21 3.78 7.72 11 2.13 3.63 7.42 12 2.05 3.5 7.16 13 1.98 3.39 6.92 14 1.92 3.29 6.71 15 1.87 3.19 6.52 16 1.81 3.08 6.3 17 1.75 2.99 6.1 18 1.7 2.9 5.92 19 1.65 2.82 5.75 20 1.61 2.74 5.6 21 1.56 2.67 5.46 22 1.53 2.61 5.32 23 1.49 2.55 5.2 24 1.46 2.49 5.09 25 1.43 2.44 4.98 26 1.4 2.39 4.87 27 1.37 2.34 4.78 28 1.34 2.29 4.69 29 1.32 2.25 4.6 30 1 1.3 2.21 4.52 33 1 ' 2.10 Runoff Coefficient Adiustment for Infrequent Storms The runoff coefficients provided in tables RO-10 and RO-I I are appropriate for use with the 2-year storm event. For storms with higher intensities, an adjustment of the runoff coefficient is required due to the lessening amount of infiltration, depression retention, ' evapo-transpiration and other losses that have a proportionally smaller effect on storm runoff. This adjustment is applied to the composite runoff coefficient. ' These frequency adjustment factors are found in Table RO-12. Table RO-12 t 1 1 1 Rational Method Runoff Coefficients for Composite Analysis Storm Return Period Frequency Factor ears Ct 2 to 10 1.00 I l to 25 1.10 26 to 50 1.20 51 to 100 1.25 Note: The product of C times C f cannot exceed the value of 1, in the cases where it does a value of l must be used (6) Section 3.1 is deleted in its entirety. (7) Section 3.2 is deleted in its entirety. (8) Section 3.3 is deleted in its entirety. (9) A new Section 4.3 is added, to read as follows: 4.3 Computer Modeling Practices (a) For circumstances requiring computer modeling, the design storm hydrographs must be determined using the Stormwater Management Model (SWMM). Basin and conveyance element parameters must be computed based on the physical characteristics of the site. (b) Refer to the SWMM Users'• Manual for appropriate modeling methodology, practices and development. The Users' Manual can be found on the Environmental Protection Agency (EPA) website (http://www.epa.gov/ednnrmrl/models/swmm/index.htm). (c) It is the responsibility of the design engineer to verify that all of the models used in the design meet all current City criteria and regulations. 4.3.1 Surface Storage, Resistance Factors, and Infiltration Table RO-13 provides values for surface storage for pervious and impervious surfaces and the infiltration rates to be used with SWMM. Table RO-13 also lists the appropriate infiltration decay rate, zero detention depth and resistance factors, or Manning's "n" values, for pervious and impervious surfaces to be used for SWMM modeling in the city of Fort Collins. I 42 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Table RO-11 Rational Method Runoff Coefficients for Composite Analysis Character of Surface Runoff Coefficient Streets, Parking Lots, Drives: Asphalt 0.95 Concrete 0.95 Gravel 0.5 Roofs 0.95 Recycled Asphalt 0.8 Lawns, Sandy Soil: Flat <2% 0.1 Average 2 to 7% 0.15 Steep >7% 0.2 Lawns, Heavy Soil: Flat <2% 0.2 Average 2 to 7% 0.25 Steep >7% 0.35 (4) A new Section 2.9 is added, to read as follows: 2.9 Composite Runoff Coefficient Drainage sub -basins are frequently composed of land that has multiple surfaces or zoning classifications. In such cases a composite runoff coefficient must be calculated for any given drainage sub -basin. The composite runoff coefficient is obtained using the following formula: ,? J (C; * A, C = i=1 A, Where: C = Composite Runoff Coefficient C; = Runoff Coefficient for Specific Area (A) A; = Area of Surface with Runoff Coefficient of C;, acres or feetz n = Number of different surfaces to be considered A,= Total Area over which C is applicable, acres or feet2 (5) Anew Section 2.10 is added, to read as follows: 41 (RO-8) DRAINAGE CRITERIA MANUAL (V. 1) Table RO-3—Recommended Percentage Imperviousness Values Land Use or Surface Characteristics Percentage Imperviousness Business: Commercial areas 95 Neighborhood areas 85 Residential: Single-family Multi -unit (detached) 60 Multi -unit (attached) 75 Half -acre lot or larger Apartments 80 Industrial: Light areas 80 Heavy areas 90 Parks, cemeteries 5 Playgrounds 10 Schools 50 Railroad yard areas 15 Undeveloped Areas: Historic flow analysis 2 Greenbelts, agricultural 2 Off -site flow analysis (when land use not defined) 45 Streets: Paved 100 Gravel (packed) 40 Drive and walks 90 Roofs 90 Lawns, sandy soil 0 Lawns, clayey soil 0 * See Figures RO-3 through RO-5 for percentage imperviousness. CA = KA + (1.31i3-1.44iz + 1.135i - 0.12) for CA >— 0, otherwise CA = 0 CCD — KCD + (0.858i3 — 0.786i2 + 0.774i + 0.04) Ce = (C n + CcD)I2 RUNOFF (RO-6) (RO-7) 2007-01 Urban Drainage and Flood Control District RO-9 11 Area -Weighting for Runoff Coefficient Calculation Project Title: _ Catchment ID: Illustration TIMBERLINE DUTCH BROS EGEND: low Direction 4 Catcbm em Bottndaey Instructions: For each catchment subarea, enter values for A and C. .. / 1• 1 • 1 1• sum:l U.72 I sum:I U.uV ) Area -Weighted Runoff Coefficient (sum CA/sum A) = 0.78 *See sheet "Design Info" for inperviousness-based runoff coefficient values. UD-Rational 0.02a, Weighted C 12/3/2015, 9:19 AM I I I n I I I I I I I I I I [1 I 0 I I CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: I. Catchment Hydrologic Data Catchment ID = A Area = 0.12 Acres Percent Imperviousness = 0.78 % NRCS Soil Type = C A, B, C, or D TIMBERLINE DUTCH A It. Rainfall Information 1(inch/hr) = C1 " P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 10 years (input return period for design storm) C1 = 28.50 (input the value of Cl) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) Pi= . 4.87 inches (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.25 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.16 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration over LEGEND LEGEND Reach 1 tlgy Reach 2 Be&ming Flow Dimtioi Catchment Reach3 Dounaary NRCS Land Heavy Tilla e/ Short Nea Grassed Paved Areas 8 Type Meadow Field Pasture/ are Swales/ Shallow Paved Swales Lawns Ground Watenna 511 (Sheet Flow) Conve ante 2.5 0�7 10 15 20 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance I V Tf ff/ft It C-5 fps minutes Overland Computed Tc Regional Tc User -Entered Tc IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 20.11 inch/hr Peak Flowrate, Qp = '+6.6.1.c46• Rainfall Intensity at Regional Tc, I = 12.55 inch/hr Peak Flowrate, Qp = --e98-,cfs Rainfall Intensity at User -Defined Tc, I = 16.52 inch/hr Peak Flowrate, Qp = fiefs Q,o= e�g�>�g )c)1z :04, �s H�� 8 UD-Rational v1.02a, Tc and PeakQ `�' (00 I' Z� V' //�� / 12/312015, 9:22 AM 11 Area -Weighting for Runoff Coefficient Calculation I Project Title: TIMBERLINE DUTCH BROS Catchment ID: B Illustration EGEND: low Direction i— Catehm M& Boundary Instructions: For each catchment subarea, enter values for A and C. �� .. ® 11 1• 11 Sum:l U.13 I Sum:I U.Ub l Area -Weighted Runoff Coefficient (sum CA/sum A) = 10.41 "See sheet "Design Info" for in perviousness -based runoff coefficient values. A- LID -Rational 0.02a, Weighted C 12/3/2015, 9:24 AM 11 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: I. Catchment Hydrologic Data Catchment ID = B Area = 0.13 Acres Percent Imperviousness = 41.00 % NRCS Soil Type = C A, B, C, or D TIMBERLINE DUTCH BROS R It. Rainfall Information I (inch/hr) = C1 ' P1 I(C2 + Td)"C3 Design Storm Return Period, Tr = 10 years (input return period for design storm) Ct = 28.50 (input the value of Cl) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 4.87 inches (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.42 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.35 ' Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration t01'E1l�d LEGEND Beach 1 flaw Reach 2 0 Be&uung Flow Direciioi E Catchment Reach 3 Boundary NRCS Land LEGEND Beach 1 flaw Reach 2 0 Be&uung Flow Direciioi E Catchment Reach 3 Boundary NRCS Land ilea Y Tillage/ e/ 9 Short early Y Grassed Paved Areas & Type Meadow Field Pasture/ Bare Swales/ I Shallow Paved Swales Lawns Ground Waterwa s Sheet Flow) Conve nce 2.5 0�7 10 15 20 ' Calculations: Reach Slope Length ID S L ' tuft ft input input Overland 1 0.0267 39 ' 2 0.0117 138 3 4 5 Sum 177 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, 1 = 20.69 inch/hr Rainfall Intensity at Regional Tc, 1 = 12.69 inch/hr Rainfall Intensity at User -Defined Tc, 1 = 16,52 inch/hr Q�p = 014f 5-yr NRCS Flow Flow Runoff Convey- Velocity Time Coeff ance V Tf C-5 fps minutes Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = . ► 13-Lfs- Peak Flowrate, Qp = 0.689`cfs Peak Flowrate, Qp = a.l6e9t1'afs ' S p B- LID -Rational v1.02a, Tc and PeakQ Qj� -=:I r 2 y ) 9 9 pj3, - D �S 12/3/2015, 9:47 AM 11 Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment ID: Illustration TIMBERLINE DUTCH BROS ECETD: low Direction 4 Catchm eat Boundary Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C' CA input input input output 0.11 0.25 0.03 0.15 0.95 0.14 0.06 0.50 0.03 Sum:l 0.32 I Sum:l O.ZO Area -Weighted Runoff Coefficient (sum CA/sum A) = 0.63 'See sheet "Design Info" for inperviousness-based runoff coefficient values. C- UD-Rational v1.02a, Weighted C 12/3/2015, 1:59 PM c' CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD tProject Title: TIMBERLINE DUTCH BROS Catchment ID: C tI. Catchment Hydrologic Data Catchment ID = C Area = 0.32 Acres ' Percent Imperviousness = 63.00 % NRCS Soil Type = C A. B, C, or D ' II. Rainfall Information I (inch/hr) = Ct ' P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 10 years (input return period for design storm) C1 = 28.50 (input the value of Cl) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 4.87 inches (input one-hr precipitation --see Sheet "Design Info") ' III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.53 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) ' 5-yr. Runoff Coefficient, C-5 = 0.48 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration ' 0 &8 d LEGEND Reach I. flay ' Reach 2 0 Be&ud'g Flaw Direcda Catchment Reach3 B.0 aa,y t NRCS Land Hea Tilla e/ 9 Short Nead Y Grassed Paved Areas & T e YP Meatlow Field Pasture! Bare Swales! Shallow Paved Swales Lawns Ground Waterways (Sheet Flow Conveyance 2.5 0�7 10 15 20 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ' ID S L Runoff Coeff Convey- anoe Velocity V Time Tf Rift ft C-5 fps minutes input input output input output output Overland 0.48 N/A 0.00 0.00 1 0.0200 12 20.00 2.83 0.07 ' 2 0.0130 230 20.00 2.28 1.68 3 4 5 1.75 Computed Tc = Sum 242 Regional Tc = 11.34 User -Entered Tc = 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 20.01 inch/hr Peak Flowrate, Qp = -0-ey-efs Rainfall Intensity at Regional Tc, I = 12.52 inch/hr Peak Flowrate, Qp = 09244-cfs ' Rainfall Intensity at User -Defined Tc, I = 16.52 inch/hr Peak Flowrate, Qp = ..elm-efs �98L_J C- UD-Rational v1.02a, Tc and PeakQ �I� � � , 3L 51 — � z — C! S 12/3/2015, 2:00 PM I ' TRAPEZOIDAL CHANNEL ANALYSIS NORMAL DE TH COMPUTATION ' -fir, rn{CT C ---------------------------=====December -3=-2015=====___________________________ PROGRAM INPUT DATA -------------------------------------------------------------------------------- VALUE 'DESCRIPTION Flow Rate (cfs)............................................. 2.51 Channel Bottom Slope(ft/ft)................................ 0.0235 ' Manning's Channel Roughness Coefficient (n-value)................... Left Side Slope (horizontal/vertical)............... 0.013 0.01 Channel Right Side Slope (horizontal/vertical).............. 0.01 Channel Bottom Width(ft)................................... 2.0 t-------------------------=====COMPUTATION RESULTS------------------------------- DESCRIPTION VALUE ------------------------ Normal Depth(ft). 0.22 Flow Velocity (fps) .................. 5.65 Froude Number ............................................... 2.115 Velocity Head(ft).......................................... 0.5 Energy Head(ft)..................... 0.72 ' Cross -Sectional Area of Flow (sq ft) ....................... 0.44 Top Width of Flow (ft)•• ......••••• 2.0 ' HYDROCALC Hydraulics for Windows, Version 2.0.1, Copyright(c) 1996-2010 Dodson & Associates, Inc., 5629 FM 1960 West, Suite 314, Houston, TX 77069 Email:software@dodson-hydro.com, All Rights Reserved. 7 Area -Weighting for Runoff Coefficient Calculation iF Project Title: _ Catchment .ID: Illustration Subarea 3 TIMBERLINE DUTCH BROS S�em� Instructions: For each catchment subarea, enter values for A and C. 11• � 11 -- 1 • 1 1 t Flow Direction CateIm eat Boundary sum:l u.uy ) sum:I u.uz ) Area -Weighted Runoff Coefficient (sum CA/sum A) = 0.25 'See sheet "Design Info" for in perviousness -based runoff coefficient values. C- UD-Rational v1.02a, Weighted C 12/3/2015, 9:31 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD ' Project Title: TIMBERLINE DUTCH BROS Catchment ID: D ' I. Catchment Hydrologic Data Catchment ID = D Area = 0.09 Acres ' Percent Imperviousness = 25.00 % NRCS Soil Type = C A, B, C, or D ' II. Rainfall Information I (inch/hr) = C11 ' P1 I(C2 + Td)AC3 Design Storm Return Period, Tr = 10 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= C3= 10.00 (input the value of C2) 0.786 (input the value of C3) ' P1= 4.87 inches (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment ' Runoff Coefficient, C = 0.36 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) ' 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.28 (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration ' overland+ LEGEND Reach 1 Bow Reach 2 0 Be&ffdng ' now Direction Catchment Rewh 3 Boundary 1 NRCS Land HeavyTillage/ 9 e/ Short ear Y Grassed Paved Areas & Type Meadow Field Pasture/ Bare Swalesl Shallow Paved Swales Lawns 1 Ground Waterways (Sheet Flow) Conveyance 2.5 00 10 15 20_ ' Calculations: Reach Slope Length ID S L ' Rift It input input Overland 0.0900 30 1 0.0092 81 ' 2 3 4 ' S Sum ' 111 ' IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 16.85 inch/hr Rainfall Intensity at Regional Tc, I = 12.86 inch/hr Rainfall Intensity at User -Defined Tc, 1= 16.52 inch/hr 5-yr NRCS Flow Flow Runoff Convey- I Velocity I I Time Coeff ance V Tf C-5 fps minutes Regional Tc User -Entered Tc Peak Flowrate, Qp = �'9'99 Cfs Peak Flowrate, Qp = tfs Peak Flowrate, Qp = vog-64-efs ze C- LID -Rational v1.02a, Tc and PeakQ (�� /� ZS 995 (00 1 = �� 121312015, 9:34 AM I CID( Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment ID: Illustration TIMBERLINE DUTCH BROS E EGET-M: Yow Direcdcii 4 Catchment Botmdary Instructions: For each catchment subarea, enter values for A and C. - - 1 • e l l Sum:[ U.uu .'[ Sum:( u.uu Area -Weighted Runoff Coefficient (sum CA/sum A) = 0.25 "See sheet "Design Info" for inperviousness-based runoff coefficient values. D- UD-Rational 0.02a, Weighted C 12/3/2015, 9:36 AM I CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: TIMBERLINE DUTCH BROS Catchment ID: E 1. Catchment Hydrologic Data Catchment ID = E Area = 0.00 Acres Percent Imperviousness = 25.00 % NRCS Soil Type = C A, B, C, or D ' It. Rainfall Information I (inch/hr) = C1 ' P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = 10 years (input return period for design storm) Ct = 28.50 (input. the value of Cl) t C2= C3= 10.00 (input the value of C2) 0.786 (input the value of C3) P1= 4.87 inches (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment ' Runoff Coefficient, C = 0.36 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) ' 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.28 (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration 1 h 7 overland Reach 1 flow l7�I� / Catchment heath 3 Boundary NRCS Land Hea Tilla e/ Short Nearl Y Grassed Paved Areas & YP Type Meadow �� Field Pasture/ Bare Swales/ - Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) COnve ante 2.5 �5 �7 10 15 20 Calculations: Reach Slope Length 5-yr NRCS I Flow I Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes Overland Regional Tc =1 10.0! User -Entered Tc = 6.71 ' IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 15.17 inch/hr Peak Flowrate, Qp = r_&@2-ef5' Rainfall Intensity at Regional Tc, I = 13.15 inch/hr Peak Flowrate, Qp = __Ot "efs Rainfall Intensity at User -Defined Tc, I = 15.17 inch/hr Peak Flowrate, Op = *W" 04)2_cfs ' _ p95 003`) _ 01 D- UD-Rational v1.02a, Tc and PeakQ / ,/ �r%(�� (� — (O `/ v 0 ��� 12/3/2015, 9:37 AM v� �j� Scenario: STORM E - I OOYR I is Ir BEIRLANDER 4.1.114.20141 Page 1 of 1 1 t t I DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD Dutch Bros Coffee 2039 Timberline Road Existing Inlet E-2 (+0.44 cfs 100-YR check) Design Flow = Gutter Flow + Carry-over Flow (local peak flow for 1/2 of street, plus flow bypassing upstream subcatchments): If you entered a value here, skip the rest of this sheet and proceed to sheet Site: (Check One Box Only) Site is Urban: X Site Is Non -Urban: .Q SArea Acres Percent Imperviousness = NRCS Soil Type=A, B, C, or D Slope (ft/ft) Length (ft) Overland Flow = Gutter Flow = Design Storm Return Period, T, Return Period One -Hour Precipitation, P, C, User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 Bypass (Carry -Over) Flow from upstream Subcatchments, Qb a Catchment: Calculated Design Storm Runoff Coefficient, C = Calculated 5-yr. Runoff Coefficient, C5 = Overland Flow Velocity, Vo = Gutter Flow Velocity, VG = Overland Flow Time, to Gutter Flow Time, to Calculated Time of Concentration, Tc Time of Concentration by Regional Formula, T° Recommended T. : Time of Concentration Selected by User, T°: Design Rainfall Intensity, I Calculated Local Peak Flow, Qp Total Design Peak Flow, Q N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A NIA N/A N/A N/A N/A N/A N/A N/A NIA N/A N/A N/A N/A N/A 2.00 9.14 Ds Ps ninutes ninutes ninutes ninutes ninutes ninutes nch/hr Ifs; :fs ' UD-INet_v2.14c, Q-Peak 1/14/2016, 5:04 PM 11 I I u 1 I I 1 t ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: Dutch Bros Coffee 2039 Timberline Road Inlet ID: Existing Inlet E-2 (+0." cfs 100-YR check) -_—TBACK �/ — TCROWN ' _ T, T --/ SBACK W MATa Street -F7 V TT- Crown JOB=� 7 y \Q w / ",./�/ CURB a G) t mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) Ting's Roughness Behind Curb of Curb at Gutter Flow Line ce from Curb Face to Street Crown Depression Width Transverse Slope Longitudinal Slope - Enter 0 for sump condition Tg's Roughness for Street Section Allowable Water Spread for Minor & Major Storm Allowable Depth at Gutter Flow Line for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) :r Cross Slope (Eq. ST-8) er Depth without Gutter Depression (Eq. ST-2) ar Depth with a Gutter Depression cable Spread for Discharge outside the Gutter Section W (T - W) Br Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) harge outside the Gutter Section W, carried in Section Tx harge within the Gutter Section W (OT - Qx) barge Behind the Curb (e.g., sidewalk, driveways, & lawns) imum Flow Based On Allowable Water Spread Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth , Trefical Water Spread )retical Spread for Discharge outside the Gutter Section W (T - W) er Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Tretical Discharge outside the Gutter Section W, carried in Section Tx TH at Discharge outside the Gutter Section W. (limited by distance TCRmN) barge within the Gutter Section W (Qe - Qx) barge Behind the Curb (e.g., sidewalk, driveways, & lawns) it Discharge for Major & Minor Storm r Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth ie-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm Flow Based on Allow. Gutter Depth (Safety Factor Applied) ultant Flow Depth at Gutter Flowline (Safely Factor Applied) ultant Flow Depth at Street Crown (Safety Factor Applied) TRACK - 10.0 ft SBACK -1 0.0200 fl. vert. I ft. honz neACK = 0.0200 HCURS = 6.00 inches TCROWN = 16.0 ft a = 3.00 inches W = 2.00 ft Sx = 0.0200 ft. vert. / ft. honz So = 0.0000 ft. vert. / ft. horiz nSTREET = Minor Storm Major Storm TKO = 16.0 ft cl A = 87 inches X X=yes Sw = y= d= Tx = E. = Oz= Ow = ABACK = AT= V= V'd = TTN Tx TH Eo Ox TH Qx ow Qe CK Q V V'd R Qa d dcRowN Minor Storm Major Storm towable Gutter Capacity Based on Minimum of CT or Q. Qalluw = SUMPI SUMP cfs STORM max. allowable capacity OK - greater than Dow given on sheet'Q-Peak' STORM max. allowable capacity OK - greater than flow given on sheet'Q-Peak' 1 UD-Inlet_v2.14c, Q-Allow 1/14/2016, 5:05 PM INLET IN A SUMP OR SAG LOCATION Project = Dutch Bros Coffee 2039 Timberline Road Inlet ID = Existing Inlet E-2 (+0.44 cfs 100-YR check) i-Lo (C)-> H-Curb H-Vertji �.\ -`V \ \ W of of Inlet Depression (additional to continuous gutter depression 'a' from'Q-Allow') ter of Unit Inlets (Grate or Cum Opening) : Information in of a Unit Grate t of a Unit Grate Opening Ratio for a Grate (typical values 0.15-0.90) ling Factor for a Single Grate (typical value 0.50 -0.70) Weir Coefficient (typical value 3.00) Orifice Coefficient (typical value 0.67) Opening Information th of a Unit Curb Opening it of Verical Cum Opening in Inches ,t of Cum Onfice Throat in Inches of Throat (see USDCM Figure ST-5) Width for Depression Pan (typically the gutter width of 2 feet) ging Factor for a Single Cum Opening (typical value 0.10) Opening Weir Coefficient (typical value 2,30-3.00) ging Coefficient for Multiple Units ging Factor for Multiple Units e as a Weir Depth at Local Depression without Clogging (0 cis grate, 2 cfs cum) Row Used for Combination Inlets Only Depth at Local Depression with Clogging (0 cfs grate, 2 cfs curt)) Row Used for Combination Inlets Only e as an Orifice Depth at Local Depression without Clogging 0 cis grate, 2 cfs cum) Depth at Local Depression with Clogging (0 cfs grate, 2 cfs cum) ailing Gutter Flow Depth Outside of Local Depression ling Coefficient for Multiple Units ling Factor for Multiple Units as a Weir, Grate as an Orifice Depth at Local Depression without Clogging (0 cfs grate, 2 cfs cam) Depth at Local Depression Win Clogging (0 cfs grate, 2 cfs cum) as an Orifice, Grate as an Orifice Depth at Local Depression without Clogging (0 cfs grate, 2 cfs curb) Depth at Local Depression with Clogging (0 cfs grate, 2 cfs cum) ihiing Gutter Flow Depth Outside of Local Depression Inlet Length Inlet Interception Capacity (Design Discharge from Q-Peak) Itant Gutter Flow Depth (based on sheet Q-Allow geometry) Itant Street Flow Spread (based on sheet Q-Allow, geometry) Kant Flow Depth at Street Crown MINOR _ _MAJOR Type = CDOT Type R Curb Ope�00 3.00 inches No = Ni MINOR MAJOR L,(G) = N/A N/A Wa= A„,„= C.(G)= C. (G) = N/A N/A NIA N/A N/A NIA N/A N/A C,(G)= NIA N/A MINOR MAJOR L. (C) = H,,,, = Hp = 5.00 5.00 6.00 6.00 5.95 5.95 Theta= Wp= C,(C)= C. (C) = 63.4 634 2.00 2.00 0.10 0.1C 2.30 2.3C MINOR MAJOR Coef = N/A N/A Clog feet feel N/A N/A PEN N/A N/A inches inches inches inches da = NIA N/A inches dv= NIA NIA inches w,m= N/A NIA inches MINOR MAJOR Coatlog=�1.00 Clog 0.10 010 010 MINOR MAJOR d. = 2.60 7.17 inches Q„= 2.71 _ 7,46 inches MINOR MAJOR da= 2.93 8.30 inches d„ _ 2.99 9.63 inches I,L,,,s= 0.00 6.63 inche! MINOR MAJOR L = 5.01 5.0 feet Q.= 2.01 9.1 cfs d = 0.00 6.61 inche: T= 0.01 15.1 feet UD-Inlet v2.14c, Inlet In Sump 1/14/2016, 5:06 PM 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 l 1 1 11 Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment ID: _ Illustration TIMBERLINE DUTCH BROS F EGEND: tow Direction Catcbm ent Boundary Instructions: For each catchment subarea, enter values for A and C. �- 1 • 1 1 / Sum:l 0.07 I Sum:l U:UU Area -Weighted Runoff Coefficient (sum CA/sum A) = 0.25 "See sheet "Design Info" for in perviousness -based runoff coefficient values. E- UD-Rational v1.02a, Weighted C 12/3/2015, 9:38 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: TIMBERLINE DUTCH BROS Catchment ID: F ' 1. Catchment Hydrologic Data Catchment ID = F Area = 0.01 Acres Percent Imperviousness = 25.00 % t NRCS Soil Type = C A, B, C, or D ' If. Rainfall Information I (inch/hr) = C1 . P1 I(C2 + Td)AC3 Design Storm Return Period, Tr = 10 years (input return period for design storm) C1 = 28.50 (input the value of C1) ' C2= C3= 10.00 (input the value of C2) 0-786 (input the value of C3) P1= 4.87 inches (input one-hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.36 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.28 ' Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration O1'81 LEGEND Reach 1 ttay Q Beemidng Reach 2 Flow Direc do Catchment Reach Boundary NRCS Land Hea F Tillage/ Short Nearl Grassed Paved Areas & Type Meadow Field Pasture/ Barey Swales/ JShallow Paved Swales Lawns Ground Watenva s (Sheet Flow Conveyance 2.5 E �E 10 15 20 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ' ftlft ft C-5 fps minutes input input output input output output Overland 0.0167 12 0.28 NIA 0.05 4.32 1 2 3 4 ' 5 4.32 Computed Tc = Sum 1 12 Regional Tc = 10.07 User -Entered Tc = 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 17.13 inch/hr Peak Flowrate, Qp = ` o mefs Rainfall Intensity at Regional Tc, I = 13.14 inch/hr Peak Flowrate, Qp = w0t19�fs Rainfall Intensity at User -Defined Tc, I = 16.52 inch/hr Peak Flowrate, Qp = "GIG .Cfs 1 Q(o = OZ5(927)^0_I =col CPS E- UD-Rational v1.02a, Tc and PeakQ 12/3/2015, 9:39 AM Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment ID: Illustration TIMBERLINE DUTCH BROS G E(ENID: low Direction 4- catcbm mt Boundary Instructions: For each catchment subarea, enter values for A and C. 11 1• /1 sum:I VAS I sumo U.UA 1 Area -Weighted Runoff Coefficient (sum CA/sum A) = 0.72 'See sheet "Design Info" for inperviousness-based runoff coefficient values. G- UD-Rational v1.02a, Weighted C 12/3/2015, 9:45 AM I CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: TIMBERLINE DUTCH BROS Catchment ID: G I. Catchment Hydrologic Data Catchment ID = G Area = 0.03 Acres Percent Imperviousness = 72.00 % NRCS Soil Type = C A, B, C, or D It. Rainfall Information I (inch/hr) = C1 ' P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = 10 years (input return period for design storm) Ct = 28.50 (input the value of Cl) C2= C3= 10.00 (input the value of C2) 0.786 (input the value of C3) P1= 4.87 inches (input one-hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.59 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) ' 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.55 (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration I i 0 t NRCS Land Heavy Tillage/ Short NearlyGrassed Paved Areas 8 Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterway s (Sheet Flow) Conveyance 2.5 0�7 10 __ 15 20 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ante V Tf fUft ft C-5 I fps minutes Overland 61 102 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 21.85 inch/hr Rainfall Intensity at Regional Tc, I = 12.89, inch/hr Rainfall Intensity at User -Defined Tc, I = 16.52 inch/hr ��3 = Q C.FS 20.00 Regional Tc User -Entered Tc Peak Flowrate, Qp = wfP.339'Cfs Peak Flowrate, Op =-0-294efs Peak Flowrate, Qp = Q?9-efs Q� M Z5 Z� qy /bo3)z7 �S F- UD-Rational v1.02a, Tc and PeakQ ���l 12/3/2015, 9:45 AM COFFEE PAN Worksheet for Irregular Channel �451n G Project Description Worksheet COFFEE P, Flow Element Irregular Ch Method Manning's F Solve For Channel De Input Data Slope 35000 ft/ft Dischai 0.14 cfs Options Current Roughness I Lotter's Method Open Channel Weig Lotter's Method Closed Channel Wei-lorton's Method Results Mannings Coeff 0.013 Water Surface 1 0.98 ft Elevation Rang.5 to 1.00 Flow Area 0.1 ft' Wetted Perimet 1.72 ft Top Width 1.71 ft Actual Depth 0.13 ft Critical Elevatio 0.97 ft Critical Slope .006343 ft/ft Velocity 1.28 ft/s Velocity Head 0.03 ft Specific Energy 1.00 ft Froude Numbei 0.89 Flow Type ibcritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+02 0.013 Natural Canne Points Station Elevation (ft) (ft) 0+00 1.00 0+01 0.85 0+02 1.00 f:\...\dutchbros-timberline\drainage\project5.fm2 LANDMARK ENGINEERING LTD. FlowMaster v6.1 [614o] 12/03/15 04:45:10 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Project Description Worksheet COFFEE P, Flow Element Irregular Ch Method Manning's f Solve For Channel De Section Data Mannings Coefl 0.013 Slope .005000 ft/ft Water Surface 1 0.98 ft Elevation Rang-5 to 1.00 Discharge 0.14 cfs 1.00 0.92 0.84 — 0+00.0 Cross Section Cross Section for Irregular Channel t3as;A G 0+00.5 0+01.0 0+01.5 0+02.0 V:1 _ HA NTS f:\...\dutchbros-timberline\drainage\project5.fm2 LANDMARK ENGINEERING LTD. FlowMaster v6.1 (61401 12/03/15 04:45,21 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 I Project Description Worksheet COFFEE P, Flow Element Irregular Ch Method Manning's f Solve For Channel DE Section Data Mannings Coeft 0.013 Slope .045900 ft/ft Water Surface 1 0.96 ft Elevation Rang-3 to 1.00 Discharge 0.27 cfs 1.00 0.92 0.84 0+00.0 Cross Section Cross Section for Irregular Channel 130.Stt) G 0+00.5 0+01.0 0+01.5 0+02.0 VA H:1 NTS ?Cm� �' 0�ce, f:\...\dutchbros-timberline\drainage\project5.fm2 LANDMARK ENGINEERING LTD. FlowMaster v6.1 [6140] 12/03/15 04:46:22 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 COFFEE PAN Worksheet for Irregular Channel �vIf) Project Description Worksheet COFFEE P, Flow Element Irregular Ch Method Manning's F Solve For Channel DE Input Data Slope 45900 ft/ft Dischai 0.27 cfs Options Current Roughness I Lotter's Method Open Channel Weig Lotter's Method Closed Channel Wei-iorton's Method Results Mannings Coefl 0.013 Water Surface I 0.96 ft Elevation Rang,t5 to 1.00 Flow Area 0.1 ft2 Wetted Perimet 1.46 ft Top Width 1.44 ft Actual Depth 0.11 ft Critical Elevatio 1.01 ft Critical Slope 3.005795 ft/ft Velocity 3.47 ft/s Velocity Head 0.19 ft Specific Energy 1.15 ft Froude Numbei 2.63 Flow Type )ercritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+02 0.013 Natural Canne Points Station Elevation (ft) (ft) 0+00 1.00 0+01 0.85 0+02 1.00 f:\...\dutchbros-timberline\drainage\project5.fm2 LANDMARK ENGINEERING LTD. FlowMaster v6.1 [614o] 12/03/15 04:46:31 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 - Page 1 of 1 I 1 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: TIMBERLINE DUTCH BROS Catchment ID: G+D I. Catchment Hydrologic Data Catchment ID = G+D Area = 0.12 Acres Percent Imperviousness = 37.00 % NRCS Soil Type = C A, B, C, or D ' II. Rainfall Information I (inch/hr) = C1 ' P1 /(C2 + Td)"C3 Design Storm Return Period, Tr = 10 years (input return period for design storm) C1 = 28.50 (input the value of Cl) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) ' P1= 4.87 inches (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.41 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.34 ' Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration II 1 I overland Reach d flav Reach 2 J Beemdug Flmv Dim io: Catchment Boundary NRCS Land Hea Tillage/ Short NearlyGrassed Paved Areas & Type Meadow Field Pasture/ Bare I Swales/ Shallow Paved Swales Lawns Ground Waterways Sheet Flow) Conveyance 2.5 0�7 10 15 20 Calculations: Reach ID Overland Slope S ft/ft input Length L ft input 5-yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.34 N/A 0.00 0.00 1 2 3 4 5 0.0283 0.0092 Sum 102 81 183 20.00 3.36 15.00 1.44 Computed Tc = Regional Tc = User -Entered Tc = 0.51 0.94 1.44 11.02 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 20.44 inch/hr Peak Flowrate, Qp = 0.99 cfs Rainfall Intensity at Regional Tc, I = 12.67 inch/hr Peak Flowrate, Qp = 0.62 cfs Rainfall Intensity at User -Defined Tc,II = 16.52 inch/hr Peak Flowrate, Qp = 0.80 cfs �ID. o37 / s i) o(? = ZZ G 1 // �Z>~/]55 LID -Rational v1.02a, Tc and PeakQ(�37/ 95 12/3/2015, 5:09 PM l,� ~ V `� ' min T+aJ 03 a i ID o �09 Area = 0, 70 he rC6 /lardsr..o a0.9 <03 .71 , V? PAJerS = 0• 06 e O, 5 tb. 35 -O.P% _oR (35 Wrm6w% faver5� y e Z!5 - oq5 I 1 1 II I 1 +� =mFervio�s area = e 35 uirr.� mr��mwn Sm�crvIoLLs xv-0-40 4ren+ej SD .475 Acre6, _ 7&23 FtZ Drtv�n� Parkjrg area-= °I7�9 5 FT Z . ljA,n prape-� au-y 1�5?UWJ MiNinurn 4r�e& o� Paro'kS �ave-men4 9769s * z5% = Z4HZ 38 Frz Jrea:. c' 77rnperviou'�, Araa throlh �ra.� 6u�;r or lovd5capp, ate A) qH FTz 3) 1�6 FEZ G) 971 FT z Z511 F+? TeaW =mPerviou-s; Area (�,6 87 Wiz. ArW- Pe-rMulhle. "e.M = ZH6D FTZ \. (.Jes+ IDS roe- Rq�nrtf 44�� 3 • rea /7 Pr4on _ Latin = 3576 Ffz = Q 0, Aam7a �%r ^ 194Z7 5 F z = 08=D•N5f1r i��Ji lCY� 2 or basin 17 �j to ZD ar�lon ZacJn = 6S Sri _ q,3 LmP , (�,I `� /�{- - �,/3 �� ,y,��-✓ion �s L'omb�r� Area.= 0.62 � Area tji4Ain pmpar� Co lo Ft Lawn = /95Z FTZ , Z5 ZduZ. FTC ✓ C= DaZ.B AreA )6 �,�r�n preper�y = I3 F7"1 ✓ 0 = 002 f�cres I I I I I I I I I I I I �req ?-0 C= 059 T,o=�t87 ram= 9�s (qe7) 0" 0 �8 CFS Frof=c:,seJ S4e- �reQ olo - o u CFS C, - _ f4 : 0 17�cr�s CFS Q,� = 6= CF-S j fired 17 o$z Rio = 0 �EZ (q 87) D I`I �rct� _ l-zs (asZ j q9s �d Mom) = i,� 5q CAS I_ Froposej Si% Area A Oto = 0H l6 Area 092 Quo = 1 N CFS Q,Qo = 3 CF5 Ov era [ I Si-I-e, De cr�o, Quo = 0 q6 CFS Q got, - 1 % CFI I (Or��na 11) C= o?S 1�p-yg�Troo ` 995 %f= Dos Acres z8 (qS7 Dos 007 cFs Q�no Z� (aZ8) 995 CaoS) _ O 17 CFS Qua = o z.5 (qC7 ) 403 = Dorf ` (off) `lQ5 LDo3 _ Qo9 CFS AMA �10 � O L, G 0400 �s Fr>6 g5i-14'e, firms 8 Rio = b' CAS �1�� = 0 CGS F 010 d7CFS 0 Nit Gas URBAN DRAINAGE EROSION CONTROL DETAILS & NOTES Schedule B (Form 941): Report of Tax Liability for Semiweekly Schedule Depositors (Rev. January 2014) Department of the Treasury — Internal Revenue Service Employer identification number (EIN) EIE -EEEEMMFol Name (not your trade name) LANDMARK ENGINEERING LTD Calendar year M M F-11 M (Also check quarter) 960311 OMB No. 1545-0029 ❑X 1: January, February, March ❑ 2: April; May, June ❑ 3: July, August, September ❑ 4: October, November, December Use this schedule to show your TAX LIABILITY for the quarter; DO NOT use it to show your deposits. When you file this form with Form 941 or ' Form 941-SS, DO NOT change your tax liability by adjustments reported on any Forms 941-X or 944-X. You must fill out this form and attach it to Form 941 or Form 941-SS if you are a semiweekly schedule depositor or became one because your accumulated tax liability on any day was $100,000 or more. Write your daily tax liability on the numbered space that corresponds to the date wages were paid. See Section 11 in Pub. 15 (Circular E), Employer's Tax Guide, for details. 1 1 1 Month .. _ .. • 1 1 5643 , 8O 9 n ". .. .. zs • Tax liability for Month 1 2 101 181 1261 18,157 46 . 4 s 1 . 12`. . 20 . 28. 29 , 6540. 61 .. . 13 21 6 7 • 14 15 . 5973 • 05 22 23 1 1 1 `30 31 8 • 16 24 - _- Month 2 1 2 • 1 9 10 1 17 "- 18 • 25 • 266014 • 11 ` Tax liability for Month 2 12,302 96 4 121 6288 , 85 zo 1 28 6 • 14 • 22 • '130- 8 • 16 . .24 • ". '.. ' Month 1 9 • 17 Tax liability for Month 3 . • 25 6574 • 44 2 3 101 11 6287 • 24 1s is 1 zs 27 1 12,861 68 4 12 201 28 5 • 13 • 21 1 29 • - r --' 6 • 14 . 22 1 30 • - - 7 • 15 • 23: • 31. 8 • 16 • 24 Total liability for the quarter Fill in your total liability for the quarter (Month 1 + Month 2 + Month 3) Total must equal line 10 on Form 941 or Form 941-SS. 43,322 10 For Paperwork Reduction Act Notice, see separate instructions. IRS.gov/form941 Cat. No. 119670 Schedule B (Form 941) (Rev. 1-2014) I ' SC-6 Inlet Protection (IP) A ' SEE ROCK SOCK DESIGN ROCK DETAIL FOR JOINTING ROCK SOCKS 16" CINDER 16" CINDER SOCKS BLOCKS BLOCKS FLOW �. 2"x4wooa sruD I t 1 MIN.CURB INLET ' 2"x4" WOOD - SECTION A - STUD ' IP-1. BLOCK AND ROCK SOCK SUMP OR ON GRADE INLET PROTECTION BLOCK AND CURB SOCK INLET PROTECTION INSTALLATION NOTES 1 1. SEE ROCK SOCK DESIGN DETAIL FOR INSTALLATION REQUIREMENTS. 2. CONCRETE "CINDER" BLOCKS SHALL BE LAID ON THEIR SIDES AROUND THE INLET IN A SINGLE ROW, ABUTTING ONE ANOTHER WITH THE OPEN END FACING AWAY FROM THE CURB. 3. GRAVEL BAGS SHALL BE PLACED AROUND CONCRETE BLOCKS, CLOSELY ABUTTING ONE ANOTHER AND JOINTED TOGETHER IN ACCORDANCE WITH ROCK SOCK DESIGN DETAIL. ' MINIMUM OF O CURB APPROX 30 DEC, BLOCK AND ROCK SOCK INLET rSOCKS r ® PROTECTION(SEE DETAIL IP-1) CURB SOCK 7 -RAT, FLOW - � w ( i S' MIN V4 TYP I 1 P IP-2. CURB ROCK SOCKS UPSTREAM OF INLET PROTECTION CURB ROCK SOCK INLET PROTECTION INSTALLATION NOTES 1. SEE ROCK SOCK DESIGN DETAIL INSTALLATION REQUIREMENTS. 2. PLACEMENT OF THE SOCK SHALL BE APPROXIMATELY 30 DEGREES FROM PERPENDICULAR IN THE OPPOSITE DIRECTION OF FLOW. 3. SOCKS ARE TO BE FLUSH WITH THE CURB AND SPACED A MINIMUM OF 5 FEET APART. 4. AT LEAST TWO CURB SOCKS IN SERIES ARE REQUIRED UPSTREAM OF ON -GRADE INLETS. IP-4 Urban Drainage and Flood Control District November 2010 Urban Storm Drainage Criteria Manual Volume 3 r I I I r t I Inlet Protection (IP) SC-6 GENERAL INLET PROTECTION INSTALLATION NOTES 1. SEE PLAN VIEW FOR: —LOCATION OF INLET PROTECTION. —TYPE OF INLET PROTECTION (IP,I. IP.2, IP.3. IP.4. IP.5. IP.6) 2. INLET PROTECTION SHALL BE INSTALLED PROMPTLY AFTER INLET CONSTRUCTION OR PAVING IS COMPLETE (TYPICALLY WITHIN 48 HOURS). IF A RAINFALL/RUNOFF EVENT IS FORECAST, INSTALL INLET PROTECTION PRIOR TO ONSET OF EVENT. 3. MANY JURISDICTIONS HAVE BMP DETAILS THAT VARY FROM UDFCD STANDARD DETAILS. CONSULT WITH LOCAL JURISDICTIONS AS TO WHICH DETAIL SHOULD BE USED WHEN DIFFERENCES ARE NOTED. INLET PROTECTION MAINTENANCE NOTES 1. INSPECT BMPs EACH WORKDAY, AND MAINTAIN THEM IN EFFECTIVE OPERATING CONDITION. MAINTENANCE OF BMPs SHOULD BE PROACTIVE, NOT REACTIVE, INSPECT BMPs AS SOON AS POSSIBLE (AND ALWAYS WITHIN 24 HOURS) FOLLOWING A STORM THAT CAUSES SURFACE EROSION, AND PERFORM NECESSARY MAINTENANCE. 2. FREQUENT OBSERVATIONS AND MAINTENANCE ARE NECESSARY TO MAINTAIN BMPS IN EFFECTIVE OPERATING CONDITION. INSPECTIONS AND CORRECTIVE MEASURES SHOULD BE DOCUMENTED THOROUGHLY. 3. WHERE BMPs HAVE FAILED, REPAIR OR REPLACEMENT SHOULD BE INITIATED UPON DISCOVERY OF THE FAILURE. 4. SEDIMENT ACCUMULATED UPSTREAM OF INLET PROTECTION SHALL BE REMOVED AS NECESSARY TO MAINTAIN BMP EFFECTIVENESS, TYPICALLY WHEN STORAGE VOLUME REACHES 50% OF CAPACITY, A DEPTH OF 6" WHEN SILT FENCE IS USED, OR Y. OF THE HEIGHT FOR STRAW BALES. 5, INLET PROTECTION IS TO REMAIN IN PLACE UNTIL THE UPSTREAM DISTURBED AREA IS PERMANENTLY STABILIZED, UNLESS THE LOCAL JURISDICTION APPROVES EARLIER REMOVAL OF INLET PROTECTION IN STREETS. 6. WHEN INLET PROTECTION AT AREA INLETS IS REMOVED. THE DISTURBED AREA SHALL BE COVERED WITH TOP SOIL, SEEDED AND MULCHED, OR OTHERWISE STABILIZED IN A MANNER APPROVED BY THE LOCAL JURISDICTION. (DETAIL ADAPTED FROM TOWN OF PARKER, COLORADO AND CITY OF AURORA, COLORADO, NOT AVAILABLE IN AUTOCAD) NOTE: MANY JURISDICTIONS HAVE BMP DETAILS THAT VARY FROM UDFCD STANDARD DETAILS. CONSULT WITH LOCAL JURISDICTIONS AS TO WHICH DETAIL SHOULD BE USED WHEN DIFFERENCES ARE NOTED. NOTE: THE DETAILS INCLUDED WITH THIS FACT SHEET SHOW COMMONLY USED, CONVENTIONAL METHODS OF INLET PROTECTION IN THE DENVER METROPOLITAN AREA, THERE ARE MANY PROPRIETARY INLET PROTECTION METHODS ON THE MARKET. UDFCD NEITHER ENDORSES NOR DISCOURAGES USE OF PROPRIETARY INLET PROTECTION; HOWEVER, IN THE EVENT PROPRIETARY METHODS ARE USED, THE APPROPRIATE DETAIL FROM THE MANUFACTURER MUST BE INCLUDED IN THE SWMP AND THE BMP MUST BE INSTALLED AND MAINTAINED AS SHOWN IN THE MANUFACTURER'S DETAILS. NOTE: SOME MUNICIPALITIES DISCOURAGE OR PROHIBIT THE USE OF STRAW BALES FOR INLET PROTECTION. CHECK WITH LOCAL JURISDICTION TO DETERMINE IF STRAW BALE INLET PROTECTION IS ACCEPTABLE. November 2010 Urban Drainage and Flood Control District IP-7 I Urban Storm Drainage Criteria Manual Volume 3 SC-5 Rock Sock (RS) 1 IYZ" (MINUS) CRUSHED ROCK ENCLOSED IN WIRE MESH WIRE TIE ENDS 0" ON BEDROCK OR GROUND SURFACE ' L HARD SURFACE, 2" IN SOIL I r C I 1 C SS 114" (MINUS) CRUSHED ROCK ENCLOSED IN WIRE MESH 4" TO 6" MAX AT CURBS, OTHERWISE 6"-10" DEPENDING ON EXPECTED SEDIMENT LOADS ROCK SOCK SECTION ROCK SOCK PLAN ANY GAP AT JOINT SHALL BE FILLED WITH AN ADEQUATE AMOUNT OF 1)¢" (MINUS) CRUSHED ROCK AND WRAPPED WITH ADDITIONAL WIRE MESH SECURED TO ENDS OF ROCK ROCK SOCK, REINFORCED SOCK. AS AN ALTERNATIVE TO FILLING JOINTS TYP BETWEEN ADJOINING ROCK SOCKS WITH CRUSHED ROCK AND 12" 12" ADDITIONAL WIRE WRAPPING, ROCK SOCKS CAN BE OVERLAPPED (TYPICALLY 12-INCH OVERLAP) TO AVOID GAPS. ROCK SOCK JOINTING ROCK SOCK INSTALLATION NOTES 1. SEE PLAN VIEW FOR: -LOCATION(S) OF ROCK SOCKS. GRADATION TABLE SIEVE SIZE MASS PERCENT PASSING SQUARE MESH SIEVES NO. 4 2 100 1Y2" 90 - 100 1 20-55 3/4" 0 - 15 318" 0 - 5 MATCHES SPECIFICATIONS FOR NO, 4 COARSE AGGREGATE FOR CONCRETE PER AASHTO M43. ALL ROCK SHALL BE FRACTURED FACE, ALL SIDES. 2. CRUSHED ROCK SHALL BE 1)4- (MINUS) IN SIZE WITH A FRACTURED FACE (ALL SIDES) AND SHALL COMPLY WITH GRADATION SHOWN ON THIS SHEET (i)2" MINUS). 3. WIRE MESH SHALL BE FABRICATED OF 10 GAGE POULTRY MESH, OR EQUIVALENT, WITH A MAXIMUM OPENING OF Y2", RECOMMENDED MINIMUM ROLL WIDTH OF 48" 4. WIRE MESH SHALL BE SECURED USING "HOG RINGS" OR WIRE TIES AT 6" CENTERS ALONG ALL JOINTS AND AT 2" CENTERS ON ENDS OF SOCKS. 5. SOME MUNICIPALITIES MAY ALLOW THE USE OF FILTER FABRIC AS AN ALTERNATIVE TO WIRE MESH FOR THE ROCK ENCLOSURE. RS-1. ROCK SOCK PERIMETER CONTROL El RS-2 Urban Drainage and Flood Control District November 2010 Urban Storm Drainage Criteria Manual Volume 3 I I I 1 1 Ll I Rock Sock (RS) SC-5 ROCK SOCK MA 1. INSPECT BMPS EACH WORKDAY, AND MAINTAIN THEM IN EFFECTIVE OPERATING CONDITION MAINTENANCE OF BMPS SHOULD BE PROACTIVE, NOT REACTIVE. INSPECT BMPS AS SOON AS POSSIBLE (AND ALWAYS WITHIN 24 HOURS) FOLLOWING A STORM THAT CAUSES SURFACE EROSION, AND PERFORM NECESSARY MAINTENANCE. 2. FREQUENT OBSERVATIONS AND MAINTENANCE ARE NECESSARY TO MAINTAIN BMPS IN EFFECTIVE OPERATING CONDITION. INSPECTIONS AND CORRECTIVE MEASURES SHOULD BE DOCUMENTED THOROUGHLY. 3_ WHERE BMPS HAVE FAILED. REPAIR OR REPLACEMENT SHOULD BE INITIATED UPON DISCOVERY OF THE FAILURE. 4. ROCK SOCKS SHALL BE REPLACED IF THEY BECOME HEAVILY SOILED, OR DAMAGED BEYOND REPAIR. 5. SEDIMENT ACCUMULATED UPSTREAM OF ROCK SOCKS SHALL BE REMOVED AS NEEDED TO MAINTAIN FUNCTIONALITY OF THE BMP. TYPICALLY WHEN DEPTH OF ACCUMULATED SEDIMENTS IS APPROXIMATELY h OF THE HEIGHT OF THE ROCK SOCK. 6. ROCK SOCKS ARE TO REMAIN IN PLACE UNTIL THE UPSTREAM DISTURBED AREA IS STABILIZED AND APPROVED BY THE LOCAL JURISDICTION. 7- WHEN ROCK SOCKS ARE REMOVED, ALL DISTURBED AREAS SHALL BE COVERED WITH TOPSOIL. SEEDED AND MULCHED OR OTHERWISE STABILIZED AS APPROVED BY LOCAL JURISDICTION. (DETAIL ADAPTED FROM TOWN OF PARKER, COLORADO AND CITY OF AURORA, COLORADO, NOT AVNLADLE IN AUTOCAD) NOTE: MANY JURISDICTIONS HAVE BMP DETAILS THAT VARY FROM UDFCD STANDARD DETAILS. CONSULT WITH LOCAL JURISDICTIONS AS TO WHICH DETAIL SHOULD BE USED WHEN DIFFERENCES ARE NOTED. NOTE: THE DETAILS INCLUDED WITH THIS FACT SHEET SHOW COMMONLY USED, CONVENTIONAL METHODS OF ROCK SOCK INSTALLATION IN THE DENVER METROPOLITAN AREA. THERE ARE MANY OTHER SIMILAR PROPRIETARY PRODUCTS ON THE MARKET. UDFCD NEITHER NDORSES NOR DISCOURAGES USE OF PROPRIETARY PROTECTION PRODUCTS: HOWEVER, IN THE EVENT PROPRIETARY METHODS ARE USED, THE APPROPRIATE DETAIL FROM THE MANUFACTURER MUST BE INCLUDED IN THE SWMP AND THE BMP MUST BE INSTALLED AND MAINTAINED AS SHOWN IN THE MANUFACTURER'S DETAILS. November 2010 Urban Drainage and Flood Control District RS-3 IUrban Storm Drainage Criteria Manual Volume 3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Silt Fence (SF) SC-1 SF_SF_SF SILT FENCE GEOTEXTILE COMPACTED BACKFILL FIOW -� EXISTING GROUND 6" MIN AT LEAST 10" OF SILT FENCE "TAIL" SHALL BE 4" MIN BURIED JOIN IRST ROTATE SECOND POSTS SHALL BE JOINED AS SHOWN, THEN ROTATED 180 DEG. IN DIRECTION SHOWN AND DRIVEN INTO THE GROUND 1 Y2" X 1 Y2" S � (RECOMMENDED) WOODEN FENCE POST WITH 10* MAX SPACING 36"-48" TYP. 18" MIN SILT FENCE POSTS SHALL OVERLAP AT JOINTS SO THAT NO GAPS EXIST IN SILT FENCE, THICKNESS OF GEOTEXTILE HAS BEEN EXAGGERATED. TYP SECTION A SF-1. SILT FENCE November 2010 Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volume 3 SF-3 I I I J I 1 SC-1 Silt Fence (SF) ILT FENCE INSTALLATION NOT 1. SILT FENCE MUST BE PLACED AWAY FROM THE TOE OF THE SLOPE TO ALLOW FOR WATER PONDING. SILT FENCE AT THE TOE OF A SLOPE SHOULD BE INSTALLED IN A FLAT LOCATION AT LEAST SEVERAL FEET (2-5 FT) FROM THE TOE OF THE SLOPE TO ALLOW ROOM FOR PONDING AND DEPOSITION. 2. A UNIFORM 6" X 4" ANCHOR TRENCH SHALL BE EXCAVATED USING TRENCHER OR SILT FENCE INSTALLATION DEVICE. NO ROAD GRADERS. BACKHOES. OR SIMILAR EQUIPMENT SHALL BE USED. 3. COMPACT ANCHOR TRENCH BY HAND WITH A "JUMPING JACK" OR BY WHEEL ROLLING. COMPACTION SHALL BE SUCH THAT SILT FENCE RESISTS BEING PULLED OUT OF ANCHOR TRENCH BY HAND. 4. SILT FENCE SHALL BE PULLED TIGHT AS IF IS ANCHORED TO THE STAKES. THERE SHOULD BE NO NOTICEABLE SAG BETWEEN STAKES AFTER IT HAS BEEN ANCHORED TO THE STAKES. 5. SILT FENCE FABRIC SHALL BE ANCHORED TO THE STAKES USING 1" HEAVY DUTY STAPLES OR NAILS WITH I" HEADS. STAPLES AND NAILS SHOULD BE PLACED 3" ALONG THE FABRIC DOWN THE STAKE. 6. AT THE END OF A RUN OF SILT FENCE ALONG A CONTOUR, THE SILT FENCE SHOULD BE TURNED PERPENDICULAR TO THE CONTOUR TO CREATE A "J—HOOK." THE "J—HOOK" EXTENDING PERPENDICULAR TO THE CONTOUR SHOULD BE OF SUFFICIENT LENGTH TO KEEP RUNOFF FROM FLOWING AROUND THE END OF THE SILT FENCE (TYPICALLY 10' — 20'). 7. SILT FENCE SHALL BE INSTALLED PRIOR TO ANY LAND DISTURBING ACTIVITIES SILT FENCE MAINTENANCE NOTES 1. INSPECT BMPs EACH WORKDAY, AND MAINTAIN THEM IN EFFECTIVE OPERATING CONDITION. MAINTENANCE OF BMPs SHOULD BE PROACTIVE, NOT REACTIVE. INSPECT BMPs AS SOON AS POSSIBLE (AND ALWAYS WITHIN 24 HOURS) FOLLOWING A STORM THAT CAUSES SURFACE EROSION, AND PERFORM NECESSARY MAINTENANCE. 2. FREQUENT OBSERVATIONS AND MAINTENANCE ARE NECESSARY TO MAINTAIN BMPs IN EFFECTIVE OPERATING CONDITION. INSPECTIONS AND CORRECTIVE MEASURES SHOULD BE DOCUMENTED THOROUGHLY. 3. WHERE BMPs HAVE FAILED. REPAIR OR REPLACEMENT SHOULD BE INITIATED UPON DISCOVERY OF THE FAILURE. 4. SEDIMENT ACCUMULATED UPSTREAM OF THE SILT FENCE SHALL BE REMOVED AS NEEDED TO MAINTAIN THE FUNCTIONALITY OF THE BMP, TYPICALLY WHEN DEPTH OF ACCUMULATED SEDIMENTS IS APPROXIMATELY 6". 5. REPAIR OR REPLACE SILT FENCE WHEN THERE ARE SIGNS OF WEAR, SUCH AS SAGGING, TEARING, OR COLLAPSE. 6. SILT FENCE IS TO REMAIN IN PLACE UNTIL THE UPSTREAM DISTURBED AREA IS STABILIZED AND APPROVED BY THE LOCAL JURISDICTION, OR IS REPLACED BY AN EQUIVALENT PERIMETER SEDIMENT CONTROL BMP. 7. WHEN SILT FENCE IS REMOVED, ALL DISTURBED AREAS SHALL BE COVERED WITH TOPSOIL, SEEDED AND MULCHED OR OTHERWISE STABILIZED AS APPROVED BY LOCAL JURISDICTION. (DETAIL ADAPTED FROM TOWN OF PARKER, COLORADO AND CITY OF AURORA, NOT AVAILABLE IN AUTOCAD) NOTE: MANY JURISDICTIONS HAVE BMP DETAILS THAT VARY FROM UDFCD STANDARD DETAILS. CONSULT WITH LOCAL JURISDICTIONS AS TO WHICH DETAIL SHOULD BE USED WHEN DIFFERENCES ARE NOTED. SF-4 Urban Drainage and Flood Control District November 2010 Urban Storm Drainage Criteria Manual Volume 3 Vehicle Tracking Control (VTQ SM-4 20 FOOT (WIDTH CAN BE LESS IF CONST. VEHICLES ARE PHYSICALLY CONFINED ON BOTH SIDES) SIDEWALK OR OTHER 50 FOOT (MIN.) C PAVED SURFACE 9- (MIN,) PUBLIC UNLESS OTHERWISE SPECIFIED BY LOCAL JURISDICTION, USE ROADWAY COOT SECT. #703. AASHTO #3 COARSE AGGREGATE OR 6" MINUS ROCK NON -WOVEN GEOTEXTILE FABRIC BETWEEN SOIL AND ROCK INSTALL ROCK FLUSH WITH OR BELOW TOP OF PAVEMENT UNLESS OTHERWISE SPECIFIED BY LOCAL JURISDICTION, USE COOT SECT. #703, AASHTO #3 COARSE AGGREGATE 9" (MIN.) OR 6" MINUS ROCK f— { T NON -WOVEN GEOTEXTIL£ FABRIC COMPACTED SUBGRADE SECTION A VTC-1. AGGREGATE VEHICLE TRACKING CONTROL November 2010 Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volume 3 VTC-3 I 1 1 1 1 1 11 1 1 1 1 1 1 1 d 1 1, 1 SM-4 Vehicle Tracking Control (VTC) STABILIZED CONSTRUCTION ENTRANCE/EXIT INSTALLATION NOTES I. SEE PLAN VIEW FOR -LOCATION OF CONSTRUCTION ENTRANCES)/EXIT(S). -TYPE OF CONSTRUCTION ENTRANCES)/EXITS(S) (WITH/WITHOUT WHEEL WASH, CONSTRUCTION MAT OR TRM). 2. CONSTRUCTION MAT OR TRM STABILIZED CONSTRUCTION ENTRANCES ARE ONLY TO BE USED ON SHORT DURATION PROJECTS (TYPICALLY RANGING FROM A WEEK TO A MONTH) WHERE THERE WILL BE LIMITED VEHICULAR ACCESS. 3. A STABILIZED CONSTRUCTION ENTRANCE/EXIT SHALL BE LOCATED AT ALL ACCESS POINTS WHERE VEHICLES ACCESS THE CONSTRUCTION SITE FROM PAVED RIGHT-OF-WAYS. 4. STABILIZED CONSTRUCTION ENTRANCE/EXIT SHALL BE INSTALLED PRIOR TO ANY LAND DISTURBING ACTIVITIES. 5. A NON -WOVEN GEOTEXTILE FABRIC SHALL BE PLACED UNDER THE STABILIZED CONSTRUCTION ENTRANCE/EXIT PRIOR TO THE PLACEMENT OF ROCK. 6. UNLESS OTHERWISE SPECIFIED BY LOCAL JURISDICTION, ROCK SHALL CONSIST OF DOT SECT. #703, AASHTO #3 COARSE AGGREGATE OR 6" (MINUS) ROCK. STA8ILIZED CONSTRUCTION ENTRANCE/EXIT MAINTENANCE NOTES 1. INSPECT BMPS EACH WORKDAY, AND MAINTAIN THEM IN EFFECTIVE OPERATING CONDITION. MAINTENANCE OF BMPS SHOULD BE PROACTIVE, NOT REACTIVE. INSPECT BMPs AS SOON AS POSSIBLE (AND ALWAYS WITHIN 24 HOURS) FOLLOWING A STORM THAT CAUSES SURFACE EROSION, AND PERFORM NECESSARY MAINTENANCE. 2. FREOUENT OBSERVATIONS AND MAINTENANCE ARE NECESSARY TO MAINTAIN BMPS IN EFFECTIVE OPERATING CONDITION. INSPECTIONS AND CORRECTIVE MEASURES SHOULD BE DOCUMENTED THOROUGHLY. 3. WHERE BMPS HAVE FAILED, REPAIR OR REPLACEMENT SHOULD BE INITIATED UPON DISCOVERY OF THE FAILURE. 4. ROCK SHALL BE REAPPLIED OR REGRADED AS NECESSARY TO THE STABILIZED ENTRANCE/EXIT TO MAINTAIN A CONSISTENT DEPTH. 5. SEDIMENT TRACKED ONTO PAVED ROADS IS TO BE REMOVED THROUGHOUT THE DAY AND AT THE END OF THE DAY BY SHOVELING OR SWEEPING. SEDIMENT MAY NOT BE WASHED DOWN STORM SEWER DRAINS. NOTE: MANY JURISDICTIONS HAVE BMP DETAILS THAT VARY FROM UDFCD STANDARD DETAILS. CONSULT WITH LOCAL JURISDICTIONS AS TO WHICH DETAIL SHOULD BE USED WHEN DIFFERENCES ARE NOTED. (DETAILS ADAPTED FROM CITY OF BROOMFIELO. COLORADO. NOT AVAJLA13LE IN AUTOCAD) i VTC-6 Urban Drainage and Flood Control District November 2010 Urban Storm Drainage Criteria Manual Volume 3 11 ' Concrete Washout Area (CWA) MM-1 C I I 11 I 1 1 nm I CWA VEHICLE TRACKING CONTROL (SEE VTC DETAIL) OR OTHER STABLE SURFACE CONCRETE WASHOUT AREA PLAN 12' TYP. COMPACTED BERM AROUND >4 THE PERIMETER i� 2% SLOPE S3' MIN. UNDISTURBED OR ?3 1 >3 COMPACTED SOIL 8 X 8 MIN. VEHICLE TRACKING CONTROL (SEE VTC - SECTION A DETAIL ) CWA-1. CONCRETE WASHOUT AREA CWA INSTALLATION NOTES 1. SEE PLAN VIEW FOR: -CWA INSTALLATION LOCATION. 2. 00 NOT LOCATE AN UNLINED CWA WITHIN 400' OF ANY NATURAL DRAINAGE PATHWAY OR WATERBODY. DO NOT LOCATE WITHIN 1,000' OF ANY WELLS OR DRINKING WATER SOURCES. IF SITE CONSTRAINTS MAKE THIS INFEASIBLE, OR IF HIGHLY PERMEABLE SOILS EXIST ON SITE, THE CWA MUST BE INSTALLED WITH AN IMPERMEABLE LINER (16 MIL MIN. THICKNESS) OR SURFACE STORAGE ALTERNATIVES USING PREFABRICATED CONCRETE WASHOUT DEVICES OR A LINED ABOVE GROUND STORAGE ARE SHOULD BE USED, 3. THE CWA SHALL BE INSTALLED PRIOR TO CONCRETE PLACEMENT ON SITE. 4. CWA SHALL INCLUDE A FLAT SUBSURFACE PIT THAT IS AT LEAST B' BY S' SLOPES LEADING OUT OF THE SUBSURFACE PIT SHALL BE 3:1 OR FLATTER. THE PIT SHALL BE AT LEAST 3' DEEP. 5_ BERM SURROUNDING SIDES AND BACK OF THE CWA SHALL HAVE MINIMUM HEIGHT OF 1 '. 6. VEHICLE TRACKING PAD SHALL BE SLOPED 2% TOWARDS THE CWA 7. SIGNS SHALL BE PLACED AT THE CONSTRUCTION ENTRANCE, AT THE CWA, AND ELSEWHERE AS NECESSARY TO CLEARLY INDICATE THE LOCATION OF THE CWA TO OPERATORS OF CONCRETE TRUCKS AND PUMP RIGS. &. USE EXCAVATED MATERIAL FOR PERIMETER BERM CONSTRUCTION. November 2010 Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volume 3 CWA-3 I 1 1 [1 1 1 1 1 t 1 MM-1 Concrete Washout Area (CWA) CWA MAINTENANCE NOTES I. INSPECT BMPs EACH WORKDAY, AND MAINTAIN THEM IN EFFECTIVE OPERATING CONDITION MAINTENANCE OF BMPs SHOULD BE PROACTIVE, NOT REACTIVE. INSPECT BMPs AS SOON AS POSSIBLE (AND ALWAYS WITHIN 24 HOURS) FOLLOWING A STORM THAT CAUSES SURFACE EROSION, AND PERFORM NECESSARY MAINTENANCE. 2. FREOUENT OBSERVATIONS AND MAINTENANCE ARE NECESSARY TO MAINTAIN SMPS IN EFFECTIVE OPERATING CONDITION. INSPECTIONS AND CORRECTIVE MEASURES SHOULD BE DOCUMENTED THOROUGHLY. 3. WHERE BMPs HAVE FAILED, REPAIR OR REPLACEMENT SHOULD BE INITIATED UPON DISCOVERY OF THE FAILURE. 4. THE CWA SHALL BE REPAIRED, CLEANED, OR ENLARGED AS NECESSARY TO MAINTAIN CAPACITY FOR CONCRETE WASTE. CONCRETE MATERIALS, ACCUMULATED IN PIT, SHALL BE REMOVED ONCE THE MATERIALS HAVE REACHED A DEPTH OF 2'. 5. CONCRETE WASHOUT WATER, WASTED PIECES OF CONCRETE AND ALL OTHER DEBRIS IN THE SUBSURFACE PIT SHALL BE TRANSPORTED FROM THE JOB SITE IN A WATER —TIGHT CONTAINER AND DISPOSED OF PROPERLY. 6. THE CWA SHALL REMAIN IN PLACE UNTIL ALL CONCRETE FOR THE PROJECT IS PLACED. 7. WHEN THE CWA IS REMOVED, COVER THE DISTURBED AREA WITH TOP SOIL, SEED AND MULCH OR OTHERWISE STABILIZED IN A MANNER APPROVED BY THE LOCAL JURISDICTION. (OETAIL ADAPTED FROM DOUGLAS COUNTY, COLORADO AND THE CITY OF PARKER, COLORADO. NOT AVAILABLE IN AUTOCAD). NOTE: MANY JURISDICTIONS HAVE BMP DETAILS THAT VARY FROM UDFCD STANDARD DETAILS. CONSULT WITH LOCAL JURISDICTIONS AS TO WHICH DETAIL SHOULD BE USED WHEN DIFFERENCES ARE NOTED. CWA-4 Urban Drainage and Flood Control District November 2010 Urban Storm Drainage Criteria Manual Volume 3 v t®-sae as a Irp'jli-I�-�ti C O y r- `mmmmmmmmmm � 4944 t D I � BEAR MOUNTAIN DRIVE >rF I --�� oC D G 494 4944— —_-----� �46--. 1� �.. ♦ "IN ; II I1 \ BASIN D \ , .,E �I ` m I� i III .I II ° I a WE r2 01 am j� col II yor 40 / ' BASIN F I Lj�� ice' �,� ►. $� � �'''-r� III ; 04 + I� O I`4, 4 TE 45 BASIN B 4a P 1 'a ♦eW / CTV �ry on W I t �.......:.. .4944 I + I �4 ,rt Av CTV Esssaa� �'E 1- e RI /f r VICINITY MAP C7 I" � fit54 5 pFj IAf APAW 0� L SmIcIm-11/4-Mlle g® LEGEND ----- DRAINAGE SWALE m m m i BASIN BOUNDARY ----4938--- EXISTING COUNTOURS —e946— PROPOSED CONTOURS DRAINAGE FLOW DIRECTION QDESIGN POINT ® INTERLOCKING CONCRETE PAVERS DEVELOPED SUMMARY RUNOFF TABLE Th iZen1 CH91mi Benin Dmlopwl Basin Mee Acres 10.YR Rum (CFS) 100-YR Runoff CFS 11 A all on I'll we a un as tw e n am a. 2.51 w a Ba all o.m is s B aol IB F I apt w A 00 allall z o __ryr�T Q E � F D SCALE: 1'=10' m NORTH M n � t o a do 0 U N Q� a, W,4 LL �(1)a8 O � U 'a o � t no E H ej�� r U) 0am H A a N .XIBNh fe'ICBIMap ILb HE 9HIstBayLAa. Bw NrCKE execrceo _ of i... - MRIL20I6 MiE sxsFrm� DRAINAGE REPORT S�FTay 1 OF 1 ! PROPERTY BOUNDARY r y 117 t + 4 t PROPERTY BOUNDARY ff 1 ■ 17 ery 1 CURB 1 TO BACK SIDE OF i 1 73 F.I LOT 2 f c I BASIN 17 ram_ Mir i LOT 3 i I f a m m PROPERTY BOUNDARY Low SPILLWAY PQNO C BASIN 20 JilPROPERTY BOUNDARY i� w- t 4 BASIN 16 a t M t p a 0 E a � m U f fk � U vi i _8) a o to 4 ,LEGEND S ��+ m - BASIN BOUNDARY U Q Go m z QDESIGN POINT F�.I E 1 as V w v Si 't 0 n O M Original Drinage Report Summary O d N Runoff Table within Property Soumary C Area Acres) 1DYR Runoff CFS) 10(-YR Runoff CFS JOB NG �eao m-zu k: MDEBaf tilN R„r oos om an DruwN. my 0.03 aw aw 0A5 tp App ISSUE GATE0.17 aY 19 REVISION$ DATE 11 / 1 SHEE SCALE: 1"=10' DRAINAGE REPORT 10 m Bo NORTH FFM 5"; OF i I I SA� $ III I N 9 I _ r-SI � --- sF— �4 �•.F LOCATION 4 _I\ b3i4 J SIGNAGE TE PERMIT , - - 9~.:: JIFAl1 CURB _ PIaI COTTER ° a'°u? • .i � a .aye Imo,. • ,vA f u fi:::1�ESflr1:' "_____- 9� , ... (_SF:)_. SF sF sF sF- 4e75 3. 'S- IAFAII CIMBAN1 (CWA 'BF GUTTER 1TIER 41 ff BEAR MOUNTAIN DRIVE YP•6 fEE� M�Msf a d" ff' Hr — IP s:1m" ITCHEx �� dPv 31 Jn 11 I I I I F LEGEND 1R. G .I --4938-- EXISTING CONTOURS PROPOSED CONTOURS t, �I PROPOSED SPOT ELEVATION 1I f— DRAINAGE FLOW ARROW VVV���YYY PROPOSED OUTFALL CURB II p �I I CONSTRUCTION PHASES N 1. PRIOR TO CONSTRUCTION AND DURING GRADING O 2 DURING INFRASTRUCTURE AND UTILITY CONSTRUCTION C �I 3. DURING INWIDUA. STRUCTURE CONSTRUCTION m !f 4. FINAL STABIULITION S III CONSTRUCTION SYMBOL DESIGNATION DESCRIPTION ? 't 'S PHASE = G, I' 2. 3 ® cwA CONCRETE WASHOUT AREA 1, 2, 3, 4 1' sF SILT FENCE L '" �. g 1.2 O VEHICLE TRACKING CONTROL 1.21 3.4 O ROCK SOCK I m I rn I� F 1, 2, 3,4 I av CULVERT INLET PROTECTION VIc I� nf M 1, 2, 3, 4 Iv INLET PROTECTION �'�$ II I� 3 OR 4 I • os GRASS BUFFER (LAWN)gg W, Y �S li 1 2 3 4 I •O PROTECT EXISTING VEGETATIONS p I uVAINTAIN EXISTING IRRIGATED TURF THIS AREA) �• py 4 �I P 3 OR 4®�I�I • LANDSCAPE AREAS r�;•a£E I6�t 3 I.y • INTERLOCKING CONCRETE PAVERS �g CsxS• • DENOTES PERMANENT BMP DISTURBED AREAS SEED MIX FOR CLAY SOILS 4CIE 0 i III (48%)Buffalograss C t d 1j (10%) Sideoats Gmma(Vaughn) U 2 �I (4%) Blue Graina(Hachita) (D 0 (27%)WesleWheatgrass (Ardba) ' C U o I•\ 14%)Alkali Saglon .�• U Mi 3.5 I Q%)Inland Sa�i}}tgrass ? _ 291WACm I 2 �o NLSOILSEXPOSEDDUMJKLAND OI$TUMING ACTFVIIYSTRIPPING, GRADING, UTILITY INSTALLATIONS, LO '1 STOCKFUNG,FILLINGETC.ISIVLL BAKEPT IN AROUGHENEO CONDITION BY RIPPING OR gSKING ALONG LAND l LEI 11. CONTOURS UNTIL MULCH, OEGETATI OR OTHER PERMANENT EROSION CONTROL SUBS ME INSTALLED, NO gry SOILS SHALL REMAINEXPOSED BY LA D DISTURBINGACTM;TY FOR MORE THAN THIRTY BEFORE • UNOLESSOTEMRMS�PROVED BALE E GIMP FORT COWNSG.SFEOIMUIGH, VNpSCAPING ET.)IS INSTALLED, im O C TA m N %�J p E pp a 15 / �g�• a rn a04 JOB NO SETC01-0T3L0 KY➢RE: SIRSrtE IIAN."g SCALE: 1"=19 °P""N Bw D RG£D1TE: APR6M16 1 NORTH REMSIONB DATE City of Fort Collins, Colorado UTILITY PLAN APPROVAL u mow cnr gmev Dg<• aREa BY Sto"water Utility Date SHEETnRE: OIEIgQB Bm r a tea— �— EROSION RecreationCONTROL PLAN QIECXFD Bw Traffic --Ta f— s1EETw �EG� Br, r Environmental t•l Planner — 1 OF 1 Nb 6 mt N m In•Yuv:wt of pofawbiW •walm 0 LatJns4 FAyuwN:g Lm (LILL). ImJnvk AA ! as nI••t Nwt PwmMul LI ICY, It, SM ne„in• uq .N J 0 my A>twT. IF4Ytr. w vM aMg v dln, s1r •labs wt a walN:wbag mWhaUa4 Gms4 w ru