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COFFEE, TIMBERLINE CENTER - MAJOR AMENDMENT - MJA150008 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORTFINAL DRAINAGE 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 December, 2015 Project No. DUTCHB-5E7COl-200 Consulting Engineer LANDMARK ENGINEERING, LTD. 3521 West Eisenhower Blvd. Loveland, CO 80537 Ph: (970) 667-6286 Engineers Planners Surveyors Architects Geotechnical December, 2015 Enginee.ing Project No. DUTCHB-5E7C01-200 Loveland 970-667-6286 Toll Free 866-379-6252 Fax 970-667-6298 www.landrnarkltd.com Shane Boyle, P.E. 3521 West Eisenhower Blvd. Loveland, Colorado 80537 Water-Wastewater Engineering 700 Wood Street Fort Collins, CO 80521 RE: Final Drainage Report for Dutch Bros Coffee, 2039 Timberline Road, Fort Collins, CO Dear Shane, 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 6 th 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 ENGINEERlNG, LTD. Jeff Olhausen, P.E. CO Lie. # 37659 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: TABLE OF CONTENTS SECTION 1- EXECUTIVE SUMMARy Page No. Introduction 1 1) Existing Drainage Patterns 2) Proposed On-site Drainage Patterns & Storm Drainage System 3) Detention & Water Quality Facilities Vicinity Map' 2 Findings, Conclusions and Recommendations 3 SECTION 2 - DRAINAGE FACILITY DESIGN General Concept 4 Details for On-site Storm Drainage System .4 Low Impact Development (LID) Table 6 SECTION 3 - SOILS Description.............•...............................................................................................................................7 SECTION 4 - EROSION CONTROL REPORT Current Site Condition 7 Nature and Purpose of Construction 7 Rainfall Erodibility & Erosion Sediment Control Methods 8 Stormwater Management Controls 9 Dryland Vegetation 11 Detailed Sequence of Construction Activities 11 Erosion and Sediment Control Escrow/Security Calculation 12 References 13 Design Software 13 APPENDIX Basin Calculations Urban Drainage Erosion Control Details & Notes Map Pockets: Developed Drainage Plan Original Drainage Report Plan Erosion Control Plan 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 6 th 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-O 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. 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- Parkwood ""'-­ l1) East 3:­ en , £ ~ ~rinf ...... ree = Farms North .1+." .... ~ :s:I : • CD (c:j) : .(2" I)" .(.".) .. 0­Z - < --- < f » -S c 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 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 RInlet 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. 3 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. QlO = 0.46 CFS Q100 = 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. QlO = 0.26 CFS Q100 = 0.66 CFS 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. QlO = 1.47 CFS QlOo = 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. QlO = 0.11 CFS Q100 = 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. QlO = 0.00 CFS Q100 = 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. QlO = 0.01 CFS QlOo = 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. QlO = O.llCFS QlOo = 0.27 CFS 5 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: QlO = 0.46 CFS Q100 = 1.16 CFS The runoff to the inlet in Bear Mountain Drive increased as follows: QlO = 0.16 CFS QlOo = 0.44 CFS The runoff to the inlet in the northwest corner of the site decreased as follows: QlO = 0.36 CFS Q100 = 0.92 CFS The runoff to the 12-inch culvert in the northeast corner of the site decreased as follows: QlO = 0.26 CFS Q100 = 0.68 CFS LID Table: 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.. 0.06 acres / 2460.46 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.. 0.06 acres / 2460.46 sq. ft. Total Porous Pavement... 0.06 acres /2460.46 sq. ft. Actual % of Porous Pavement Provided 25% 6 SECTION 3 SOILS Description The 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 Aside 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. 7 .~ 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. l\Jon-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 3D, 2015 by Landmark Engineering Ltd., Loveland, CO. Project No. DUTCHB­ 5E7C-0l-709. 8 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. Sediment control logs 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 9 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. Initial best management control measures will include installation of the vehicle tracking control pad, sediment control logs, 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. 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. 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 BNlP's will be removed as directed by the SWMP Administrator. DRYLAND VEGETATION 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 (29Ibs/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. 11 Erosion and Sediment Control Escrow/Security Calculation for The City of Fort Collins Project: Dutch Bros Coffee Disturbed Acres: 0.70 BMP Amount EROSION CONTROL BMPs Rock Sock (RS) Inlet Protection (IP) Concrete Washout (CW) Vehicle Tracking Control (VTC) Sediment Control Log (SCL) Units Each Each Each Each L.F. Estimated Quantity 8 4 1 1 550 Unit Price $50.00 $100.00 $1,000.00 $1,000.00 $2.00 Total Price $400.00 $400.00 $1,000.00 $1,000.00 $1,100.00 (add all other BMPs for the site in this list) Sub-Total: 1.5 x Sub-Total: Amount ofsecurity: $3,900.00 $5,850.00 $5,850.00 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: $5,850.00 "The amount ofthe security must be based on one and one-halftimes the estimate ofthe cost to install the approved measures, or one and one-halftimes 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 ofsecurity be less tl,an one tllOusandjive hundred dollars ($1,500) for residential development or three thousand dollars ($3,000) for commercial development" 12/10/20159:56 AM F:\Projeets\DutchBros-Timberline\DRAINAGE\Fort Collins Erosion_Escrow References 1. Urban Drainage and Flood Control District Manual With amendments unique to Fort Collins 2. Approved: FII\JAL DRAII\JAGE 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 APPENDIX BASIN CALCULATIONS (11) Section 4.0 is amended to read as follows: 4.0 Intensity-Duration-Freguency 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 (inlhr) 2.85 lO-Year Intensity (in/hr) 4.87 lOO-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 I 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 1.3 2.21 4.52 33 4.3 2.10 Runoff Coefficient Adjustment for Infrequent Storms The runoff coefficients provided in tables RO-IO and RO-II 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 Rational Method Runoff Coefficients for Composite Analysis Storm Return Period Frequency Factor (years) Cr 2 to 10 1.00 II to 25 1.10 26 to 50 1.20 51 to 100 1.25 Note: The product of C times Cr cannot exceed the value of I, in the cases where it does a value of I 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: 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/ednnrmrllmodels/swmmlindex.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 ofFort Collins. 42 Table RO-ll 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: 1/ I(Cj *Aj ) C = ..:.i=--" _ (RO-8) Where: C = Composite Runoff Coefficient Cj = Runoff Coefficient for Specific Area (A) Ai = Area of Surface with Runoff Coefficient of Cj, acres or feet 2 n = Number of different surfaces to be considered At = Total Area over which C is applicable, acres or feet 2 (5) A new Section 2.10 is added, to read as follows: 41 DRAII\JAGE CRITERIA MANUAL CV. 1) RUNOFF 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. (RO-6) CCD = K CD + (0.858i3 - 0.786i 2 + 0.774i + 0.04) (RO-7) 2007-01 RO-9 Urban Drainage and Flood Control District Area-Weighting for Runoff Coefficient Calculation Project Title: ---.,;.,..:..:.;IM;:,:B:;.;;E;;.;,R..;;;L~IN...:..:E=_:=_D..=.U..:..TC..:...H:....:...;;;B..:..R;.;;;O...::S-------- Catchment ID: ------------_...::.A ...:.._-----------­ Illustration LEGEND: Flow Direction 4 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 0.03 0.25 0.01 0.09 0.95 0.09 Sum: 0.12 Sum: 0.09 Area-Weighted Runoff Coefficient (sum CAlsum A) = 0.78 ·See sheet "Design Info" for inperviousness-based runoff coefficient values. UD-Rational v1.02a, Weighted C 12/3/2015,9:19 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: T'-"IM=B=ER:.:.L=:I~N=E_::D:..::U:..:.T-=C.:..:H-=B::.R:..:O:..:S~------- Catchment 10: ----=.A.:....- _ I. Catchment Hydrologic Data CatchmentlD = A Area =-'---0=-.-:-12=-Acres Percent Imperviousness = 0.78 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I (inchlhr) = C1 * P1 I(C2 + Td)"C3 Design Storm Return Period, Tr = __-=-=--=10;.. years (input return period for design storm) C1:: 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1 = 4.87 inches (input one-hr precipitation-osee 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 F1u.v Direc:ti.o +-­ C.....,hment Boundary NRCS Land Type Heavy Meadow Tillage! Field Short Pasture! Lawns Nearly Bare Ground Grassed Swales! Waterways Paved Areas & Shallow Paved Swales (Sheet Flow Conveyance 2.5 5 7 10 II 15 II 20 Calculations: Reach 10 Overland Slope S tUft input Length L ft input 5-yr Runoff Coeff C-5 output NRCS Area-Weighting for Runoff Coefficient Calculation Project Title: ----:.T.:.:.;IM:.:.:;B;;.;E;;.R..;,;L;.;,;IN..:.;E:=.=:-D.=.UT-=-C=.;H:.:..=B..:.;R;.=O..=.S _ Catchment ID: --------------=B -------------­ Illustration LEGEND: Flow Direction C•atchment 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 0.10 0.25 0.03 0.03 0.95 0.03 Sum: 0.13 Sum: 0.05 Area-Weighted Runoff Coefficient (sum CAlsum A) = 0.41 ·See sheet "Design Info" for inperviousness-based runoff coefficient values. A- UD-Rational v1.02a, Weighted C 12/3/2015,9:24 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: T.:.:I=M.::B.::E.:.:R::;L1;.;.:N.::E.;:D;..:U:..:T-=C..:.;H;..:B:.:.R.:.:O:..:S'---- _ Catchment 10: ---=8=--- _ I. Catchment Hydrologic Data Catchment ID =..::B=---_=_:_=_ Area = 0.13 Acres Percent Imperviousness = 41.00 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I (inch/hr) = C1 • P1/(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= 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 Conveyance Flow Directio <E-----­ Catchment Boundary Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Slope S Length L 5-yr Runoff Coeff NRCS Convey­ ance Flow Velocity V Flow Time Tf Overland fUll input II input C-5 output input Ips output minutes output 0.35 N/A 0.00 0.00 1 0.0267 39 20.00 3.27 0.20 Area-Weighting for Runoff Coefficient Calculation Project Title: ----:.T..:.:.IM:.:.:B=.:E=.:R..:L=.:;IN:..:.;E=-:=-D..=U..:.T..:.C.:..:;H..=B:..:.;R.:..:;O:..,:S:...- _ Catchment 10: ---------------C '-------------­ Illustration LEGEND: Flow Direction 4 Catchment Boundary Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product 10 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: 0.32 Sum: 0.20 Area-Weighted Runoff Coefficient (sum CAlsum A) = 0.63 *See sheet "Design Info" for inperviousness-based runoff coefficient values. c- UD-Rational v1.02a, Weighted C 12/3/2015,1:59PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: ----'T..:;IM.:;.B=.E::;R:.:L::;I;.:.N=Ec::0:.:U:.;T:..:C:.:.H.:.B=.R:.:.O=S _ Catchment 10: ---'C'-- _ I. Catchment Hydrologic Oata Catchment 10 = ":C'--_::-::-=­ Area = 0.32 Acres Percent Imperviousness = 63.00 % NRCS Soil Type = C A, S, C, or 0 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 C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1 = 4.87 inches (input one-hr precipitation-osee 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 NRCS Land Type Heavy Meadow Tillagel Field Short Pasturel Lawns Nearly Bare Ground Grassed Swales! Waterways F1cJIv Directio Ca"khm.ent Boundary Paved Areas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 II 15 II 20 Calculations: Reach ID Overland Slope S ftlft input Length L ft input 5-yr Runoff Coeff C-5 output NRCS Convey­ TRAPEZOIDAL CHANNEL ANALYSIS NORMAL ft>.!l DEfTH to InIe.COMPUTATION ..+- ea.?!• n December 3, 2015 DESCRIPTION PROGRAM INPUT DATA VALUE Flow Rate (cfs) Channel Bottom Slope (ft/ft) Manning's Roughness Coefficient (n-va1ue) Channel Left Side Slope (horizontal/vertical) Channel Right Side Slope (horizontal/vertical) Channel Bottom Width (ft) . . . . . . 2.51 0.0235 0.013 0.01 0.01 2.0 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 Emai1:software@dodson-hydro.com. All Rights Reserved. --------------------------- Area-Weighting for Runoff Coefficient Calculation Project Title: T.:..:.IM:.;;.:B=..:E=R.:..:.L:.;;.:IN...;.;E~D.=..UT-=--C-=--H;",:,..::.B-=--R;..:.O....::S-------- Catchment ID: D Illustration LEGEND: Flow Catcl:• Direction ml.em: 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 0.09 0.25 0.02 0.95 0.00 Sum: 0.09 Sum: 0.02 Area-Weighted Runoff Coefficient (sum CAlsum A) = 0.25 *See sheet "Design Info" for inperviousness-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: l1:.:M=B""ER:.:L=I.:.:N=E=O:.:U:..:.T..=C.:.:H..=B:.:.R:.:O:.:S'----- _ Catchment 10: -=0 _ I. Catchment Hydrologic Data Catchment 10 =..:D::..-_-=-=-=­ Area - 0.09 Acres Percent Imperviousness = 25.00 % NRCS Soil Type = C A, B, C, or 0 II. Rainfall Information I (inch/hr) = C1 • P1 /(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= 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""'.;.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 NRCS Land Type Conveyance Heavy Meadow 2.5 Tillage! Field 5 Short Pasture! Lawns 7 Nearly Bare Ground 10 Flow Direcli.o +-----­ Caichment Boundary Grassed Swales! Waterways II 15 II Calculations: Reach ID Overland Slope S Wit input Length L It input 5-yr Runoff Coeff C-5 --------------------------- Area-Weighting for Runoff Coefficient Calculation Project Title: --.,;:..,.=.:IM"-'B::...:E=-R=L;.;.;IN..;.;E~D,;:...UT~C~H;.,:...,::B~R::...:O::...:S-------- Catchment ID: E Illustration LEGEND: Flow Direction ~ 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 0.00 0.25 0.00 0.95 0.00 Sum: 0.00 Sum: 0.00 Area-Weighted Runoff Coefficient (sum CAlsum A) = 0.25 "See sheet "Design Info" for inperviousness-based runoff coefficient values. D- UD-Rational v1.02a, Weighted C 12/3/2015,9:36 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: T:..::IM=B=ER:..:.L=I~N=E"==D:..:.U'-'T..::C:.:..:H:...:B::..:R..:.:O::..:S=----------- Catchment ID: ---=E=-- _ I. Catchment Hydrologic Data Catchment ID = .=E=---_-::-=-=­ Area = 0.00 Acres Percent Imperviousness = 25.00 % NRCS Soil Type = C A, S, C, or D II. Rainfall Information I (inch/hr) = C1 • P1/(C2 + Td)"C3 Design Storm Return Period, Tr = __...,...,.....:.1~0years (input return period for design storm) C1 = 28.50 (input the value of C1) 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",.",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 ifdesired, or leave blank to accept calculated C-5.) Illustration NRCS Land Type Conveyance Heavy Meadow 2.5 Tillage! Field 5 Short Pasture! Lawns 7 Nearly Bare Ground 10 FlmvDiredio +--- Catdunent BDuruIary Calculations: Reach ID Overland Slope S ftIft input Length L ft input 5-yr Runoff Coeff C-5 output NRCS Convey­ ance --------------------------- Area-Weighting for Runoff Coefficient Calculation Project Title: T_IM_B_E_R_L_IN_E-=D_U_T_CH_B_R_O_S _ Cdchme~ ID: F Illustration ~ LEGEND: Flow Direction Car:chm.ent 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 0.01 0.25 0.00 0.95 0.00 Sum: 0.01 Sum: 0.00 Area-Weighted Runoff Coefficient (sum CAisum A) = 0.25 *See sheet "Design Info" for inperviousness-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: T:..:I:::M=B=E:.:R=L1:.:.:N=E'=D:..::U:....:T-=C:.:.:H~B:::R.:.:O:..::S=__ _ Catchment ID: ---'F _ I. Catchment Hydrologic Data Catchment 10 = F Area = -'---0=-."="017" Acres Percent Imperviousness - 25.00 % NRCS Soil Type = C A, B, C, or 0 II. Rainfall Information I (inch/hr) = C1 • P1 I(C2 + Td)"C3 Design Storm Return Period, Tr=__=-=--=10=-years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 4.87 inches (input one-hr precipitation-osee 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 5 II 15 I Short Pasturel Lawns 7 Nearly Bare Ground 10 Grassed Swales! Waterways Cat<:hment Boundary Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Slope S Length L 5-yr Runoff Coeff NRCS Convey­ ance Flow Velocity V Flow Time Tf Overland flIlt input It Area-Weighting for Runoff Coefficient Calculation Project Title: T_IM_B_E_R_L_IN_E--:D::-U_T_C_H_B_R_O_S _ Catchment ID: --------------=G -------------­ Illustration • LEGEND: Flow DiJ:ection Catcbm.eot 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 0.01 0.25 0.00 0.02 0.95 0.02 Sum: 0.03 Sum: 0.02 Area-Weighted Runoff Coefficient (sum CAlsum 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 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: T:..:I:.:M=B=E:..:R=L1;.;.:N=E-:D:.:U:..:T..:C.:.:Hc..:B:.:R.:.:O:.:S::..- _ 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 II. Rainfall Information I (inch/hr) = C1 * P1/(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- 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::":'c=.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 = 0.55 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration FIcr.v Direc:& ~ Catchment Boundary NRCS Land Type Conveyance Heavy Meadow 2.5 Tillage! Field 5 Short Pasture! Lawns 7 Nearly Bare Ground 10 Grassed Swales! Waterways I 15 II Paved Areas & Shallow Paved Swales Sheet Flow) 20 Calculations: Reach ID Slope S Length L 5-yr Runoff Coeff NRCS Convey­ COFFEE PAN Worksheet for Irregular Channel B;t?~f) G Project Description Worksheet COFFEE P, Flow Element Irregular Ch Method Manning's F Solve For Channel De Input Data Slope )5000 ftlfl Dischal 0.14 cfs Options Current Roughness I Lotter's Method Open Channel Weig Lotter's Method Closed Channel Wei -lorton's Method Results Mannings Coeft 0.013 Water Surface I 0.98 fl Elevation Rang.) to 1.00 Flow Area 0.1 ft2 Wetted Perimet 1.72 fl Top Width 1.71 fl Actual Depth 0.13 fl Critical Elevatio 0.97 fl Critical Slope .006343 ftlfl Velocity 1.28 ftls Velocity Head 0.03 fl Specific Energy 1.00 fl Froude Number 0.89 Flow Type Jbcritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+02 0.013 Natural Channel points Station Elevation (tt) (tt) 0+00 1.00 0+01 0.85 0+02 1.00 f:\...\dutchbros-timberline\d rainage\projeet5.fm2 LANDMARK ENGINEERING LTD. FlowMaster v6.1 [6140) 12/03/15 04:45:10 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Cross Section Cross Section for Irregular Channel &t?;f) G Project Description Worksheet COFFEE P, Flow Element Irregular Ch Method Manning's F Solve For Channel De Section Data Mannings Coeft 0.013 Slope .005000 ftlfl Water Surface I 0.98 fl Elevation Rang,) to 1.00 Discharge 0.14 cfs 0.1.00 92.~ .............. :::::::::. ::::== :::;::::::::::= O.M . 0+00.0 0+00.5 0+01.0 0+01.5 0+02.0 V:1 H:1 NTS f:\...\dutchbros-timberline\drainage\project5.fm2 LANDMARK ENGINEERING LTD. FlowMaster v6.1 [6140] 12/03/15 04:45:21 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Cross Section Cross Section for Irregular Channel Be6~f') G 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 tuft Water Surface I 0.96 ft Elevation Rang, j to 1.00 Discharge 0.27 cfs 092 1.00 ~=~~:;;;::~ ::;;;::-=-===-=-=~;;;. :::::::::::::::..:...=..=...".."... ":::::~=-_~ . ~ 0.84 ------------=...........=-------------­ 0+00.0 0+00.5 0+01.0 0+01.5 0+02.0 V:1 H:1 NTS f CJ-f\ -;> ~I w; de­ D\§ Pe£.R f:\...\dutchbros-timberline\drainage\project5.fm2 LANDMARK ENGINEERING LTD. FlowMaster v6.1 [6140] 12/03/15 04:46:22 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 COFFEE PAN Worksheet for Irregular Channel ~)il) & Project Description Worksheet COFFEE P, Flow Element Irregular Ch Method Manning's F Solve For Channel DE Input Data Slope 45900 ftlft Dischal 0.27 cfs Options Current Roughness I Loiter's Method Open Channel Weig Loiter's Method Closed Channel Wei -lorton's Method Results Mannings Coefl 0.013 Water Surface I 0.96 ft Elevation Rang,:5 to 1.00 Flow Area 0.1 ft2 Welted Perimet 1.46 ft Top Width 1.44 ft Actual Depth 0.11 ft Critical Elevatio 1.01 ft Critical Slope J.005795 ftlft Velocity 3.47 ftls Velocity Head 0.19 ft Specific Energy 1.15 ft Froude Number 2.63 Flow Type Jercritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+02 0.013 Natural Channel points Station Elevation (1'1) (ft) 0+00 1.00 0+01 0.85 0+02 1.00 f:\...\dutchbros-timberline\drainage\project5.fm2 LANDMARK ENGINEERING LTO. FlowMasterv6.1 [6140) 12/03/15 04:46:31 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: T:.:IM=B=ER:.:L=Ic:.:N-:;E:-=D'=U:..:T-=C..:.;H:..:B::.:R.:.;O::..;S"-- _ Catchment ID: --=G=-+--=D=--- _ I. Catchment Hydrologic Data Catchment 10 = G+D Area = -=--=--0=-."7=12 -Acres Percent Imperviousness = 37.00 % NRCS Soil Type = C A, S, C, or 0 II. Rainfall Information I (inch/hr) = C1 • P1/(C2 + Td)"C3 Design Storm Return Period, Tr = __-==--=1=-0 years (input return period for design storm) C1 = 28.50 (input the value of C1) 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.:.:.-=4..:.;1 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 Fla.v Direetio <E---­ Cat<hment Boundary Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Slope S Length L 5-yr Runoff Coeff NRCS Convey­ ance Flow Velocity V Flow Time Tf Overland ftlit input It input C-5 output input fps output minutes output 0.34 N/A 0.00 0.00 1 0.0283 102 20.00 3.36 0.51 2 0.0092 81 15.00 1.44 0.94 :~Jst.rJ.f~ · .03 · olD ·"II : ~O~ ; t> 0 I ~Ol · c, 35 , .z5 ____ .. :/,tflkfr.fle._ ~L .13~_. 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BLOCK AND ROCK SOCK SUMP OR ON GRADE INLET PROTECTION BLOCK AND CURB SOCK INLET PROTECTION INSTALLATION NOTES 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 TWO CURB SOCKS APPROX 30 DEG. BLOCK AND ROCK saCK INLET r \e CURS PROTECTlON(SEE DETAIL IP-1) 5' MIN 3'-5' TYP. SOCK r \e - _ I IP-2. CURB ROCK SOCKS UPSTREAM OF INLET PROTECTION CURB ROCK SOCK INLET PROTECTION INSTALLATION NOTES 1. SEE ROCK SOCK DESIGN DETAIL INSTALLATION REOUIREMENTS. 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 REOUIRED UPSTREAM OF ON-GRADE INLETS. - SECTION A ­ IP-4 Urban Drainage and Flood Control District November 2010 Urban Storm Drainage Criteria Manual Volume 3 Inlet Protection (IP) SC-6 GENERAL INLET PROTECTION INSTALLATION NOTES 1. SEE PLAN VIEW FOR: -LOCATION OF INLET PROTECTION. - TYPE OF INLET PROTECTION (lP.1. IP.2, IP.3, IP.4-, IP.5, IP.G) 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 OETAILS THAT VARY FROM UDFCD STANDARD DETAILS. CONSULT WITH LOCAL JURISDICTIONS AS TO WHICH DETAIL SHOULD 8E USED WHEN DIFfERENCES ARE NOTED. INLET PROTECTION MAINTENANCE NOTES 1. INSPECT aMPs 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 PA.'ll<ER, COLORADO AND CITY OF AURORA, COLORADO. NOT AVAlL.A8LE IN AUTOCAD) NOTE: MANY JURISDICTIONS HAVE BMP DETAILS THAT VARY fROM UOFeD STANDARD DETAILS. CONSULT WITH LOCAiL 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 8MP MUST BE INSTALLED AND MAiNTAINED AS SHOWN IN THE MANUFACTURER'S DETAILS. t!QlE;, 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 20 I0 Urban Drainage and Flood Control District IP-7 Urban Storm Drainage Criteria Manual Volume 3 SC-5 Rock Sock (RS) 1)2" (MINUS) CRUSHED ROCK ENCLOSED IN WIRE MESH lW (MINUS) CRUSHED ROCK ENCLOSED IN WIRE MESH WIRE TIE ENDS I ___I ~ GROUND SURFACE ROCK SOCK SECTION ROCK SOCK PLAN ANY GAP AT JOINT SHALL BE FILLED WITH AN ADEQUATE AMOUNT OF 1)2" (MINUS) CRUSHED ROCK AND WRAPPED WITH ADDInONAL WIRE MESH SECURED TO ENDS OF ROCK SOCK. AS AN ALTERNATIVE TO filliNG JOINTS ADJOINING ROCK SOCKS WITH CRUSHED ROCK AND WIRE WRAPPING. ROCK SOCKS CAN BE (TYPICALLY 12-INCH OVERLAP) TO AVOID GAPS. 4" TO 6" MAX AT CURBS, OTHERWISE 6"-10" DEPENDING ON EXPECTED SEDIMENT LOADS REINFORCED BETWEEN ADDITIONAL OVERLAPPED 12" 12" GRADATION TABLE SIEVE SIZE MASS PERCENT PASSING SQUARE MESH SIEVES 2" 1J2" 1" W ~" NO.4 100 90 - 100 20 o ­ - 15 55 0-5 MATCHES SPECIFICATIONS FOR NO. 4 COARSE AGGREGATE FOR CONCRETE PER MSHTO M43. ALL ROCK SHALL BE FRACTURED FACE. ALL SlOES. ROCK SOCK JOINTING ROCK SOCK INSTALLATION NOTES 1. SEE PLAN VIEW FOR: -LOCATlON(S) OF ROCK SOCKS. 2. CRUSHED ROCK SHALL BE 1)2" (MINUS) IN SIZE WITH A fRACTURED fACE (ALL SIDES) AND SHALL COMPLY WITH GRADATION SHOWN ON THIS SHEET (1~" MINUS). 3. WIRE MESH SHAlL BE FABRICATED OF 10 GAGE POULTRY MESH, OR EQUIVALENT, WITH A MAXIMUM OPENING OF )S". 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 ENOS 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 RS-2 Urban Drainage and Flood Control District November 2010 Urban Storm Drainage Criteria Manual Volume 3 Rock Sock (RS) SC-5 ROCK SOCK MAINTENANCE NOTES 1. INSPECT 8MPs EACH WORKDAY, AND MAINTAIN THEM IN EFFECTIVE OPERATING CONDITION. MAINTENANCE OF 8MPs 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 8MP. TYPICALLY WHEN DEPTH OF ACCUMULATED SEDIMENTS IS APPROXIMATELY 12 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 REMOVEO, 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 orr Of AURORA, COLORADO. NOT AVAILABLE IN AUTOCAO) .llillE.;. 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. UDFeD 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 8MP MUST 8E INSTALLED AND MAINTAINED AS SHOWN IN THE MANUFACTURER'S DETAILS. November 2010 Urban Drainage and Flood Control District RS-3 Urban Stonn Drainage Criteria Manual Volume 3 Sediment Control Log (SCL) SC-2 I - SCL-SCL - SCl­ 1~" x lY,z" x 18" (MIN) / WOODEN STAKE 9" DIAMETER (MIN) SEDIMENT CONTROL LOG LARGER DIAMETER SEDIMENT CONTROL LOGS MAY NEED TO BE EMBEDDED DEEPER. SEDIMENT CONTROL LOG CENTER STAKE IN CONTROL LOG COMPACTED EXCAVATED 9" DIAMETER (MIN) TRENCH SOIL \ ..........-h-I..... ~SEDIMENT I r Y.l DIAM. SCL (TYP.) CONTROL LOG FLOW - \ :.:../ -I SECTION A 9" DIAMETER (MIN) SEDIMENT CONTROL LOG lY,z" x W' x 18" (MIN) WOODEN STAKE SEDIMENT CONTROL LOG JOINTS SCL-1. SEDIMENT COt\ITROL LOG November 2010 Urban Drainage and Flood Control District SCL-3 Urban Stonn Drainage Criteria Manual Volume 3 ." Sediment Control Log (SCL) SC-2 s.E.QlMENT CONTROL LOG INSTALLATION NOTES " SEE PLAN VIEW FOR LOCATION AND LENGTH OF SEDIMENT CONTROL LOGS. 2. SEDIMENT CONTROL LOGS THAT ACT AS A PERIMETER CONTROL SHALL BE INSTAlLED PRIOR TO ANY UPGRADIENT LAND-DISTURBING ACTIVITIES. 3. SEDIMENT CONTROL LOGS SHALL CONSIST OF STRAW. COMPOST. EXCELSIOR OR COCONUT FIBER, AND SHALL BE FREE OF ANY NOXIOUS WEED SEEDS OR OEFECTS INCLUDING RIPS, HOLES AND OBVIOUS WEAR. 4. SEDIMENT CONTROL LOGS MAY BE USED AS SMALL CHECK DAMS IN DITCHES AND SWALES. HOWEVER, THEY SHOULD NOT BE USED IN PERENNIAL STREAMS OR HIGH VELOCITY DRAiNAGE WAYS. 5. IT IS RECOMMENDED THAT SEDIMENT CONTROL LOGS 8E TRENCHED INTO THE GROUND TO A DEPTH OF APPROXIMATELY Y.3 OF THE DIAMETER OF THE LOG. IF TRENCHING TO THIS DEPTH IS NOT FEASIBLE AND/OR DESIRABLE (SHORT TERM INSTALLATION WITH DESIRE NOT TO DAMAGE LANDSCAPE) A LESSER TRENCHING DEPTH MAY BE ACCEPTABLE WITH MORE ROBUST STAKING 6. THE UPHILL SIDE OF THE SEDIMENT CONTROL LOG SHALL BE BACKFILLED WITH SOIL THAT IS FREE OF ROCKS AND DEBRIS. THE SOIL SHALL BE TIGHTLY COMPACTED INTO THE SHAPE OF A RIGHT TRIANGLE USING A SHOVEL OR WEIGHTED LAWN ROLLER. 7. FOLLOW MANUFACTURERS' GUIDANCE FOR STAKING. IF MANUFACTURERS' INSTRUCTiONS DO NOT SPECIFY SPACING, STAKES SHAlL BE PLACED ON 4' CENTERS AND EMBEDDED A MINIMUM OF 6" INTO THE GROUND. 3" OF THE STAKE SHALL PROTRUDE FROM THE TOP OF THE LOG, STAKES THAT ARE BROKEN PRIOR TO INSTALLATION SHALL BE REPLACED. SEDIMENT CONTROL LOG MAINTENANCE NOTES 1. INSPECT BMPs EACH WORKDAY, AND MAINTAIN THEM IN EFFECTIVE OPERATING CONDITION. MAINTENANCE OF 8MPs SHOULD BE PROACTIVE. NOT REACTIVE. INSPECT 8MPs 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 ACCUMULATIED UPSTREAM OF SEDIMENT CONTROL LOG SHALL BE REMOVED AS NEEDED TO MAINTAIN FUNCTIONALITY OF THE BMP, TYPICALLY WHEN DEPTH OF ACCUMULATED SEDIMENTS IS APPROXIMATELY ~ OF THE HEIGHT OF THE SEDIMENT CONTROL LOG. 5. SEDIMENT CONTROL LOG SHALL BE REMOVED AT THE END OF CONSTRUCTION. IF DISTURBED AREAS EXIST AFTER REMOVAL, THEY SHALL 8E COVERED WITH TOP SOIL, SEEDED AND MULCHED OR OTHERWISE STABILIZED IN A MANNER APPROVED BY THE LOCAL JURISDICTION. (OETAILS ADAPTED FRON TOWN OF PARKER. COLORADO. JEFFE~N COUNTY. COLORAOO, OOUCLAS COUNTY, COLORADO, AND CITY OF AURORA, COLORADO, NOT AVAILABlE IN AUTOCAD) t!QJL MANY JURISDICTIONS HAVE BMP DETAILS THAT VARY FROM UOFCD STANDARD DETAILS. CONSULT WITH LOCAl JURISDICTIONS p.S TO WHICH DETAIL SHOULD 8E USED WHEN DIFFERENCES ARE NOTED. November 2010 Urban Drainage and Flood Control District SCL-5 Urban Stonn Drainage Criteria Manual Volume 3 Vehicle Tracking Control (VTC) SM-4 20 FOOT (WIDTH CAN BE LESS IF CONST. VEHICLES ARE SIDEWALK OR OTHER PAVED SURFACE PHYSICALLY CONFINED ON BOTH SIDES) UNLESS OTHERWISE SPECIFIED BY LOCAL JURISDICTION, USE COOT SECT. #703. MSHTO 113 COARSE AGGREGATE OR 6" MINUS ROCK NON-WOVEN GEOTEXTIlE FABRIC BETWEEN SOIL AND ROCK UNLESS OTHERWISE SPECIFIED BY LOCAL INSTAlL ROCK FLUSH WITH JURISDICTION, USE COOT SECT. #703, AASHTO OR BELOW TOP OF PAVEMENT #J COARSE AGGREGATE OR 6" MINUS ROCK I 9" (MIN,) _ _ ......,,---iFrn:-;q-;q--:RRR i!--­ {..r- T NON-WOVEN GEOTEXTILE FABRIC COMPACTED SUBGRADE SECTION A VTC-1. AGGREGATE VEHICLE TRACKING CONTROL November 2010 Urban Drainage and Flood Control District VTC-3 Urban Storm Drainage Criteria Manual Volume 3 SM-4 Vehicle Tracking Control (VTC) STABILIZED CONSTRUCTION ENTRANCE/EXIT INSTALLATION NOTES 1. SEE PLAN VIEW FOR -LOCATION OF CONSTRUCTION ENTRANCE(S)/EXIT(S). - TYPE OF CONSTRUCTION ENTRANCE(S)/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. STABILIZED 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. FREQUENT OBSERVATIONS AND MAINTENANCE ARE NECESSARY TO MAINTAIN BMPs IN EFFECTIVE OPERATING CONDITION. INSPECTIONS AND CORRECTIVE MEASURES SHOULD 8E 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 T1HE END OF THE DAY BY SHOVELING OR SWEEPING. SEDIMENT MAY NOT BE WASHED DOWN STORM SEWER DRAINS. tiQIL MANY JURISDICTiONS HAVE BMP DETAILS THAT VARY FROM UDFCD STANDARD DETAILS. CONSULT WITH LOCAL JURISDICTiONS AS TO WHICH DETAIL SHOULD 8E USED WHEN DIFFERENCES ARE NOTED. (DETAILS ADAPrEO FROM CITY OF BROOMFIELD. COLORAOO. Nor ..VAILABLE IN A1JfOCAO) VTC-6 Urban Drainage and Flood Control District November 2010 Urban Stonn Drainage Criteria Manual Volume 3 ~-. Concrete Washout Area (CWA) MM-l D CONCRETE WASHOUT ySIGN VEHICLE TRACKING .3: 1 8 X 8 MIN. CONTROL (SEE VTC DETAIL) OR OTHER STABLE SURFACE 3:1 12" TYP'l 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 8' BY 8' SLOPES LEADING OUT OF THE SUBSURFACE PIT SHALL BE 3:1 OR FLATIER. 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. 8. USE EXCAVATED MATERIAL FOR PERIMETER BERM CONSTRUCTION. I I CONCRETE WASHOUT AREA PLAN COMPACTED BERM AROUND THE PERIMETER 1~4~_.......... r::::;;:; . 2'~-<-<F'<;<­ UNDISTURBEDO~ ~ COMPACTED SOIL I. 8 X 8 MIN. I 2% SLOPE ~1 >J VEHICLE TRACKING CONTROL (SEE VTC November 2010 Urban Drainage and Flood Control District CWA-3 Urban Storm Drainage Criteria Manual Volume 3 MM-l Concrete Washout Area (CWA) CWA 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. 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 fHE JOB SITE IN A WATER-TiGHf CONTAINER AND DISPOSED OF PROPERLY. 6. fHE 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. (DETAIL IJlAPTED 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 JURISDlcnONS AS TO WHICH DETAIL SHOULD BE USED WHEN DIFFERENCES ARE NOTED. CWA-4 Urban Drainage and Flood Control District November 2010 Urban Stonn Drainage Criteria Manual Volume 3 3 4 5 Sum 183 Computed Tc ­ 1.44 Regional Tc = 11.02 User-Entered Tc = 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, 1= 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, I=--716='.-=52""'inch/hr Peak Flowrate, Qp = 0.80 cfs QlD ~ 031 (4~) O'l:- -::.- O?:1- C,F? UD-Rational v1.02a, Tc and PeakQ QtOO-:::. /.25 lD- I "57)f 095! -- l0 I~) ::..O~ ~. /'IeS 12/3/2015,5:09 PM ance Flow Velocity V Flow Time Tf Overland ftllt input It input C-5 output input fps output minutes output 0.55 N/A 0.00 0.00 1 0.0283 102 20.00 3.36 0.51 2 3 4 5 Sum 102 Computed Tc = 0.51 Regional Tc = 10.57 User-Entered Tc = 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = __::;.2,:.;1.~8=-5 inch/hr Peak Flowrate, Qp = Rainfall Intensity at Regional Tc, I = 12.89 inch/hr Peak Flowrate, Qp = Rainfall Intensity at User-Defined Tc, I = 16.52 inch/hr Peak Flowrate, Qp = Q/O=o7J-(~!fJ]) 00) ~ oJlcrs ~ (D03 F- UD-Rational v1.02a, Tc and PeakQ l0ro-:;. f, 2.5 (b7l:) 9 ) ~ 0z;J tf~ 12/3/2015,9:45 AM input C-5 output input fps output minutes output 0.0167 12 0.28 N/A 0.05 4.32 1 2 3 4 5 Sum 12 Computed Tc = 4.32 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 = Rainfall Intensity at Regional Tc, 1= 13.14 inch/hr Peak Flowrate, Qp = Rainfall Intensity at User-Defined Tc, I = 16.52 inch/hr Peak Flowrate, Qp = Qw := O"§(y9J.)OOJ =- D~ CF~ E- UD-Rational v1.02a, Tc and PeakQ Q ~ I, 2!3(0~) q~ (oed.) =- 002 ltoAM tFS 12/3/2015, 9:39 input Flow Velocity V fps output Flow Time Tf minutes output 0.0031 10 0.28 N/A 0.02 6.71 1 2 3 4 5 Sum 10 Computed Tc = 6.71 Regional Tc = 10.05 User-Entered Tc = 6.71 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, 1= 15.17 inch!hr Peak Flowrate, Qp = r 6.6r-efs" Rainfall Intensity at Regional Tc, I = --713='.175=- inch/hr Peak Flowrate, Qp = -B.Bt ~s Rainfall Intensity at User-Defined Tc, I = 15.17 inch/hr Peak Flowrate, Qp = ~ Q,O;;.D2.5 ('-I~) oorff ~ O~ CF~ ZS) q5/ 003) ~00.C,F~~ D- UD-Rational v1.02a, Tc and PeakQ DIl;~ ~ (. 2.?(D-- ~ - ~ 0 - ;:;;; 12/3/2015, 9:37 AM output NRCS Convey­ ance input Flow Velocity V fps output Flow Time Tf minutes output 0.0900 30 0.28 N/A 0.13 3.91 1 0.0092 81 20.00 1.92 0.70 2 3 4 5 Sum 111 Computed Tc = 4.62 Regional Tc = 10.62 User-Entered Tc = 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 16.85 inch/hr Peak Flowrate, Qp = _~~4e~.:'l~:'l~d~S Rainfall Intensity at Regional Tc, 1= 12.86 inchlhr Peak Flowrate, Qp - ~fs Rainfall Intensity at User-Defined Tc, I =--716='.-=-52=-inch/hr Peak Flowrate. Qp = ~s OlD ~Ol;? (~~ ) O°C) ::: O!lcr? C- UD-Rational v1.02a, Tc and PeakQ QIC() - _I ,.'"?-)C, -~ (. O~)q~ (003..) ::;...O~ CF~ 12/3/2015,9:34AM ance input Flow Velocity V Ips output Flow Time Tf minutes output 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 Sum 242 Computed Tc ­ 1.75 RegionalTc = 11.34 User-Entered Tc = 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Te, I = 20.01 inch/hr Peak Flowrate, Qp = ~s Rainfall Intensity at Regional Tc, I = __..:.:12=-".:;:52o.-inch/hr Peak Flowrate, Qp = ~fs Rainfall Intensity at User-Defined Tc, 1= 16.52 inch/hr Peak Flowrate, Qp = ~fs OlD =- O&J (l1P1) og :;. O~CFS c- UD-Rational v1.02a, Tcand PeakQ {)/DO::: 1,2..5 (O"} ) q~ (0 32.) ::- 2. 51 CP5 12/3/2015,2:00 PM 2 0.0117 138 20.00 2.16 1.06 3 4 5 Sum 177 Computed Te = 1.26 Regional Tc = 10.98 User-Entered Tc = 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I =__=20-="'76-=-9 inch/hr Peak Flowrate, Qp = _1.13 eb­ Rainfall Intensity at Regional Tc, I = 12.69 inch/hr Peak Flowrate, Qp = ~fs Rainfall Intensity at User-Defined Te, I = 16.52 inch/hr Peak Flowrate, Qp = =-8.88 cfs QIO:: O~ (~~)O'} ~ OZfCF~ B- UD-Rational v1.02a, Tc and PeakQ 0.'00 =-1,Z-S(O'Jl) ~'1J (d~) c:. otrtt6 12/3/2015,9:47 AM Convey­ ance input Flow Velocity V fps output Flow Time Tf minutes output 0.16 N/A 0.00 0.00 1 0.0130 230 20.00 2.28 1.68 2 3 4 5 Sum 230 Computed Tc = 1.68 Regional Tc = 11.28 User-Entered Tc = 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, 1= 20.11 inch/hr Peak Flowrate, Qp = Rain~~i~~~~~::n:~~:~r~~;~~:~ ~~: : :--""~~::"":-=-;;=-:~~~~~~ Peak Peak Flowrate, Flowrate, Qp Qp = = Q'D =: • 7B (Ltg;[ )Dg , O~ CPS Uo.R,I;oool ,102'. T' """ poaka 0IDO ::.1. z.5(r;~)<r'lJ- (D 11-) -;. I'k CF~ 12/3/2015, 9:22 AM ~fs ~fs