No preview available
HomeMy WebLinkAboutDrainage Reports - 05/05/2022Fairway Lane Apartments – Fort Collins, CO Final Drainage Report Project No. 20065 Jensen LaPlante Development 1603 Oakridge Drive, Suite #101 Fort Collins, CO 80525 Submittal Date: 1/18/2022 Wes Lamarque 5/5/2022 March 30, 2022 City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, Colorado 80521 RE: Final Drainage and Erosion Control Report for FAIRWAY LANE APARTMENTS Dear Staff: Sanderson Stewart is pleased to submit this Final Drainage and Erosion Control Report for your review. This report accompanies the Final Development Plan submittal for the proposed Fairway Lane Apartments. This report has been prepared in accordance to Fort Collins Stormwater Criteria Manual (FCSCM) and serves to document the stormwater impacts associated with the proposed project. We understand that review by the City is to assure general compliance with standardized criteria contained in the FCSCM. If you should have any questions as you review this report, please feel free to contact us. Sincerely, SANDERSON STEWART Charles Sonnier, PE Senior Engineer/Project Manager Fairway Lane Apartments March 30, 2022 Page 1 Project No. 20065 March 30, 2022 Project No. 20065 FINAL (FDP) STORMWATER MANAGEMENT REPORT FOR FAIRWAY LANE APARTMENTS FORT COLLINS, COLORADO I. Overview Narrative The proposed project is a multi-family development that will include the construction of eight new apartment buildings, eight garages, a clubhouse with amenities and supporting infrastructure improvements. The purpose of this report is to identify the required stormwater management and water quality facilities for the developed site. The design standards governing this project are the Fort Collins Stormwater Criteria Manual (FCSCM), Dec 2018 and the Mile High Flood District’s Urban Storm Drainage Criteria Manual (USDCM), Volume 1-3. II. General Project Location The proposed development is approximately 11 acres located at the northwest corner of the South College Avenue and West Fairway Lane intersection. The project site associated with this report encompasses existing Parcel Nos. 9602100006, 9602100012, 9602100015, and 9602109002. More specifically, the project site lies within the northeast corner of Section 3, Township 6 North, Range 69 West, latitude 40.5188, longitude -104.5.0785. The site is generally bounded by the Fort Collins South Transit Center/Fossil Boulevard on the west, the Spradley Barr Ford car dealership on the north, College Avenue on the east and Fairway Lane on the south. Surrounding properties include: the Spradley Barr Ford car dealership adjacent to the property on the north side, Woodley’s Fine Furniture, Worldpac, and Florida Tile on the south side of Fairway Lane Road, and VCA Fort Collins Animal Hospital, and Fossil Ridge Animal Hospital east of South College Avenue. The existing project site is undeveloped and has several mature trees with the ground cover consisting of small shrubs and grasses. Refer to Appendix A for a Vicinity map. III. Existing Site Information Major Basin Description This property is located within the City of Fort Collins Fossil Creek Drainage Basin that outfalls to the Poudre River drainage basin which is a major tributary to the South Platte River. Sub-Basin Description The site is mostly flat to minimally sloped. Generally, runoff from the site sheet flows to the east and south to the existing detention pond, travels through an existing 15” RCP pipe to a water quality facility on the Woodley’s property south of Fairway Lane. The flow is then conveyed through a curb chase onto College Avenue where it is picked up by curb inlets approximately 700 feet south and 1400 feet south of the Woodley’s property, and ultimately discharges into Fossil Creek. Flow then conveys southeast approximately 2.5 miles to the Fossil Creek Reservoir and then another 0.5 miles from the Fossil Creek Reservoir Outlet to the Cache La Poudre River. Fairway Lane Apartments March 30, 2022 Page 2 Project No. 20065 This project site sits within the FEMA Zone X, Area of Minimal flood Hazard, per FEMA FIRM Maps 08069C1000F, dated December 19, 2006. According to the NRCS website, the site consists of primarily Nunn clay loam, 1 to 3 percent slopes, and Fort Collins loam, 0 to 3 percent slopes, both classified as Type C soils. The soils have an erodibility factor of 0.28 to 0.43 which suggests a moderate susceptibility to sheet and rill erosion by runoff. Refer to Appendix A for soil data and floodplain map. IV. Project Description The proposed project will consist of eight new multi-family buildings, eight garages, and one clubhouse. Proposed utility improvements will consist of storm sewer, sanitary sewer, and waterline improvements. Surface improvements will include driveway, parking lot, landscaped areas and concrete sidewalk surrounding the buildings. Off-site improvements will mainly consist of adjacent sidewalks, a driveway connection, and an emergency access connection on the north side of the site connecting to the adjacent property. Refer to Appendix A for Site Plan. V. Drainage Design Criteria A. Regulations/Development Criteria The design standards governing this project are the Fort Collins Stormwater Criteria Manual (FCSCM), Dec 2018 and the Mile High Flood District’s Urban Storm Drainage Criteria Manual (USDCM), Volume 1-3. B. Four-Step Process The overall stormwater management strategy to be employed with the proposed project will utilize the “Four Step Process” to minimize adverse impacts of urbanization on receiving waters. The following is a description of how the proposed development will incorporated each step. Step 1 – Employ Runoff Reduction Practices Several techniques will be utilized with the proposed development to facilitate the reduction of runoff peaks, volumes, and pollutant loads by implementing multiple Low Impact Development (LID) strategies. Proposed techniques will include providing landscaped islands and buffer areas throughout the site to reduce the overall impervious area, to minimize directly connected impervious areas (MDCIA) and to grade the site such that runoff is routed over a longer distance to increase the time of concentration. Step 2 – Implement BMPs That Provide a Water Quality Capture Volume (WQCV) with Slow Release The efforts taken in Step 1 will facilitate the reduction of runoff; however, urban development of this intensity will still generate stormwater runoff that will require additional BMPs and water quality. The majority of stormwater runoff from the site will ultimately be treated by the proposed detention pond with an associated outlet structure on the southeast corner of the property. The detention pond will act as a sedimentation basin by allowing for the sediment, fines and pollution suspended in the stormwater to settle out before being released downstream. Fairway Lane Apartments March 30, 2022 Page 3 Project No. 20065 Step 3 – Stabilize Streams There are no major wet drainage conveyances within the subject property. Step 4 – Implement Site Specific and Other Source Control BMPs The proposed project will improve upon site specific source controls compared to historic conditions: The proposed development will provide water quality treatment measures; thus, eliminating sources of potential pollution previously left exposed to weathering and runoff processes. The site-specific measure for this project that will provide a higher level of water quality treatment (LID) will consist of (2) sub-surface StormTech systems, one located north central of the site divided into an east and west system, and one located to the south of the site. C. Hydrological Criteria 1. The City of Fort Collins Rainfall Intensity-Duration-Frequency Curves, as depicted in Figure 3.4-1 of the FCSCM, serve as the source for all hydrologic computations associated with the proposed development. Tabulated data contained in Table 3.4-1 in the FCSCM has been utilized for Rational Method runoff calculations. Refer to Appendix B for criteria used. 2. The Rational Method will be utilized to compute stormwater runoff utilizing coefficients and calculation methods contained in Chapter 5, Section 3.2 of the FCSCM. 3. Three separate design storms will be utilized to address distinct drainage scenarios. The first design storm event analyzed was the “Minor,” or “Initial” Storm, which has a 2-year recurrence interval. The second event considered is the “Major Storm,” which has a 100-year recurrence interval. The third storm computed, for comparison purposes only, was the 10-year event. 4. The project site falls within the Fossil Creek Drainage Basin. According to the City of Fort Collins, the developed release rate from the stie must be a maximum 0.2 cfs/acre. 5. No other assumptions or calculation methods have been used with this development that are not referenced by current City of Fort Collins criteria. 6. Per recent meetings with City Stormwater staff, it was discussed that the preferred outfall would be to utilize the existing Weberg PUD outfall pipe that discharges to the south across the Woodly’s parking lot that ultimately collects in a water quality pond near the southeast corner of the parking lot and discharges to the South College Avenue right-of-way. Most, if not all, of the existing outfall pipe across the Woodly’s parking lot lies within an existing access and drainage easement. Coordination with Woodly’s Furniture store ownership and Water Utilities Development Review has been completed regarding discharging to this pipe and agreements put in place for maintenance of the storm pipe. Refer to Appendix F for excerpt of Weberg PUD Drainage Report and Plat. Fairway Lane Apartments March 30, 2022 Page 4 Project No. 20065 D. Hydraulic Criteria 1. All drainage and LID facilities proposed with the project are designed in accordance with criteria outlined in the FCSCM and/or the USDCM. Refer to Appendix B for Rational Method calculation. E. Modifications of Criteria 1. The proposed development is not requesting any modifications to criteria at this time. VI. Proposed Drainage Facilities A. General Concept The intent of the proposed design is to safely and adequately convey the minor and major design storm given the site’s existing constraints that were previously mentioned. 1. Stormwater from the project site will be collected into a proposed pond at the southeast corner of the site. This will serve as detention and provide standard water quality treatment for the contributing basins totaling approximately 10.8-acres. 2. A more detailed description of the projects sub-basins and drainage patterns is provided below. B. Specific Details The proposed storm drainage system will collect runoff via sheet flow, curb and gutter and drainage pans and convey to proposed area and curb inlets. The storm drain piping will then convey the collected stormwater to the proposed detention pond on the southeast corner of the property. Three total outfall pipes are proposed to discharge into the proposed detention pond. The basins contributory to the proposed detention pond and the off-site basins are described below. 1. There are nineteen (19) total sub-basins analyzed for this project. Seventeen (17) basins will be collected in the proposed storm system and detention pond while the two (2) remaining basins consist of areas that cannot be captured and detained but instead will flow to South College Avenue. These basins are further described below. Sub-Basin Nos. 1 through 4 and Nos. 6 through 17: These sub-basins total to approximately 10.8 acres and are proposed to be collected in various storm inlets throughout the site via sheet flow, curb and gutter and drainage pans. The flow will then be piped to two (2) outfalls into the proposed detention pond. These basins generally are comprised of rooftop, driveway and parking lot, sidewalk, and landscaping. The percent composite imperviousness for these basins is approximately 61%. Sub-Basin 5: This sub-basin totals to approximately 0.82 acres and consists of the southeast side of the transit center, the east half of Fossil Blvd, and the north side of Fairway Lane. The runoff is proposed to be collected in a storm inlet just to the east of the proposed access off West Fairway Lane. The flow will then be piped directly into the proposed detention pond at design point 5. The percent composite imperviousness of this basin is approximately 53%. Fairway Lane Apartments March 30, 2022 Page 5 Project No. 20065 Sub-Basin OS-1: This basin consists of a 0.27-acre area that cannot be collected or conveyed to the proposed detention pond. OS-1 is located along the east side of the site and will generally sheet flow east to the South College Avenue right-of-way. The percent composite imperviousness of this basin is approximately 67% with an approximate discharge rate of 0.54 cfs (2-year) and 2.3 cfs (100-year). To help off-set the flow that cannot be captured from this basin, approximately 0.41 acres of Basin 5 is proposed to be captured from off-site and conveyed to the proposed on-site detention basin (a net-positive 0.14-acre capture). Sub-Basin OS-2: Basin OS-2 is a small 0.12-acre strip of the north half of Fossil Blvd that currently flows into the existing detention basin for Lot 2 of the Weberg PUD. The on-site grading of the proposed detention pond would prevent this basin from being directed into the proposed detention pond and is therefore proposed to flow east to the South College Avenue right-of-way and then south to the same point that the flow from this basin historically discharges to. The percent composite imperviousness of this basin is approximately 92% with an approximate discharge rate of 0.30 cfs (2- year) and 1.2 cfs (100-year). Refer to Appendix B for the Drainage Basin Map 2. A curb cut currently exists at the southeast edge of the Spradley Barr Ford Dealership property to accommodate a future road to the south from the Spradley Barr property. Stormwater currently flows into the project site at this location and over a riprap rundown. This project proposes to re-establish the curb line at this location as the future roadway will no longer be constructed. As a result, stormwater on the Spradley Barr property will continue to flow east to the South College Avenue right-of-way rather than flow onto the project site. 3. Standard water quality and LID treatment will be served by the detention facility at the southeast portion of the site and two (2) StormTech systems located north central (divided into east and west systems) and south of the project site. 4. The MHFD spreadsheets were used to calculate the inlet capacities and perform the detention pond outlet works design. The storm pipe capacities and HGLs were modeled using Hydraflow Storm Sewers Extension for Autodesk Civil 3D Version: 2019.2 by Autodesk, Inc. Refer to Appendix C for inlet and storm drain calculations. 5. Stormwater facility Standard Operating Procedures (SOP) will be provided by the City of Fort Collins in the Development Agreement, as required. C. Low Impact Development (LID) The LID requirement option for this project will treat at least 75% of the new and/or modified impervious areas. Proposed on-site LID treatment intended to meet this requirement will include two (2) sub-surface StormTech chamber systems sized to accommodate the required WQCV for the project site. The north system (S1) is split into east and west sub-systems that will collectively be designed to intercept approximately 91,874 sf of new and/or modified impervious area and treat 3.007 cu-ft of WQCV. The south system (S2) will be designed to intercept approximately 124,846 sf of new and/or modified impervious area and treat 4,264 cu-ft of WQCV. Considering all systems on a total project site level, 75.9% of the new and or modified Fairway Lane Apartments March 30, 2022 Page 6 Project No. 20065 impervious areas will be treated and 7,271 cu-ft of WQCV will be provided (6,993 cu-ft is required). Refer to Appendix E for StormTech LID Location Exhibit and associated calculations for each system. D. Detention Pond Design The proposed detention pond is located at the southeast corner of the site. The basin is designed to store the required runoff from the proposed site and attenuate the flows to at or below the developed maximum release rate for the Fossil Creek Drainage Basin of 0.2 cfs/acre. The detention basin will also be designed to treat and release the WQCV with a 40-hour drain time. The detention pond’s outlet structure is designed with an orifice plate to slowly discharge the water quality volume while the structure’s horizontal and vertical openings will attenuate the flows to at or below the maximum 0.2 cfs/acre release rate. An emergency spillway will be designed to pass the developed 100-year event to the Fairway Lane right-of-way with the crest set at 4998.00. The control structure will utilize the existing 15-inch RCP outfall pipe that will convey runoff south under Fairway Lane, through the Weberg property, and outfall to the College Avenue Right-Of-Way. The condition of the outfall pipe was evaluated through a video camera and jet cleaning. It was determined that the pipe was in good functioning condition and sufficient for use by the proposed development. Refer to Table 1 below for proposed detention basin input parameters and storage volume results. Table 1. Proposed Detention Basin Summary Table Pond ID Contributing Area (Acres) Allowed Release Rate @ 0.2 cfs/acre Required 100-yr Detention Volume (ac-ft) Provided 100-yr Detention Volume (ac-ft) 100-yr Water Surface Elevation (ft) SE Pond 10.82 2.16 2.35 2.37 4998.0 Also refer to Appendix D for supporting detention pond calculations. Inlet and pipe sizing were calculated/modeled per City requirements and are presented in this report (refer to Appendix C). VII. Variance Requests (if necessary) The proposed development is not requesting any variances at this time. VIII. Erosion Control Erosion and sediment control will be achieved through construction control measure to include various BMPs selected from the FCSCM such as silt fencing, vehicle tracking devices, inlet/outlet protection and curb protection, concrete washout, vehicle tracking control and stabilized staging areas. BMP locations will be shown in the corresponding Utility Plans associated with this report. A separate Erosion Control Report and Erosion Control Plans has been provided as part of the Final Development Plan submittal. Fairway Lane Apartments March 30, 2022 Page 7 Project No. 20065 IX. Conclusion The proposed drainage system design will provide safe conveyance of the minor and major storm events while providing increased water quality treatment compared to the existing condition. The City of Fort Collins Stormwater Criteria Manual has been used to establish the criteria for the developed condition stormwater management plan within the project area. A. Compliance with Standards 1. The drainage design proposed with the proposed project complies with the City of Fort Collins’ Stormwater Criteria Manual. 2. The drainage design proposed with this project complies with requirements for the Fossil Creek Drainage Basin. 3. The drainage plan and stormwater management measures proposed with the proposed development are compliant with all applicable State and Federal regulations governing stormwater discharge. 4. The erosion control materials that will be submitted with the final plans will comply with the requirements set forth by the City of Fort Collins’ Stormwater Criteria Manual and the Urban Storm Drainage Criteria Manual. B. Drainage Concept 1. The drainage design proposed with this project will effectively limit any potential flooding and/or damage associated with runoff quantities while effectively treating runoff through water quality mitigation features. 2. Standard water quality and LID treatment will be provided by such measures as grass buffers, grassed swales, proposed detention pond, and sub-surface StormTech systems. Fairway Lane Apartments March 30, 2022 Page 8 Project No. 20065 REFERENCES 1. City of Fort Collins, December 2018, Fort Collins Stormwater Criteria Manual. 2. Mile High Flood District, 2001 (November 2010 with some sections updated April 2018), Urban Storm Drainage Criteria Manual, Volume 3, Stormwater Quality. 3. United States Department of Agriculture Natural Resources Conservation Service; Web Soil Survey; accessed on-line September 2019. 4. Federal Emergency Management Agency; FEMA Flood Map Service Center; accessed on-line September 2019. APPENDICES 1. Appendix A - Site Information a. Vicinity Map b. Site Plan c. NRCS Soils Data d. FEMA Maps 2. Appendix B – Hydrologic Calculations a. Storm Criteria b. Drainage Basin Map c. Rational Calculations 3. Appendix C – Hydraulic Calculations a. Inlet Calculations b. Storm Drain Modeling 4. Appendix D – Detention Basin Calculation a. Detention Basin Volume Calculations b. Outlet Works Calculations c. Emergency Spillway Calculations 5. Appendix E – LID Exhibit & Calculations a. LID Exhibit with StormTech Calculations 6. Appendix F - Relevant Drainage Reports a. Pages from the Weberg PUD Drainage Report APPENDIX A Fairway Lane Apartments – Fort Collins, CO 20065 ProjectSite BLDG 7 BLDG 5 BLDG 6 BLDG 4 BLDG 3 BLDG 2 BLDG 8 BLDG 1LOT 1SOUTH TRANSIT CENTER SUBDIVISIONLOT 1 SPRADLEY BARR FORD SUBDIVISION LOT 1 WEBERG, P.U.D.FOSSIL BLVDLOT 1 GEORGE T. SANDERS CO. P.U.D. REC. NO. 19960013545 WEST FAIRWAY LANE SOUTH COLLEGE AVENUE (SH 287)0 50 SCALE: 1" = 50' 1002550 FINAL DEVELOPMENT PLANNORTH FILE:PROJECT NO:CAD:QUALITY ASSURANCE:DRAWING HISTORYDATE DESCRIPTIONSITE PLANFAIRWAY APARTMENTSCOLLEGE AVE & FAIRWAY LANEFORT COLLINS, COLORADOC3.0 CJS20065_SITE_PROD.DWGERB3/30/22FINAL FDP PLANS--------------------------------------20065 PLAN NOTES 1 NEW ASPHALT PAVING NEW CONCRETE WALK NEW ACCESSIBILITY RAMP NEW 4" PAINTED WHITE STRIPE AT 3' O.C. (TYP.) NEW PAINTED INTERNATIONAL DISABLED SYMBOL (TYP.) NEW 4" PAINTED WHITE PARKING STRIPE (TYP.) NEW HIGH VOLUME DRIVE TYPE III CONCRETE DRIVE APPROACH PER LCUASS STANDARDS 12" WHITE STOP BAR STOP SIGN (R1-1) NEW TRASH PAD AND ENCLOSURE (TYP.) (SEE ARCH. FOR DETAILS) 2 3 4 5 6 7 8 9 10 NEW BIKE RACKS11 ACCESSIBILITY NOTE 1.ACCESSIBLE ROUTE TO MEET THE MINIMUM STANDARDS SET FORTH BY THE ADA STANDARDS FOR ACCESSIBLE DESIGN, LATEST EDITION. POOL AND AMENITY AREA (GRILL AREAS, FIRE TABLES, CABANAS, ETC.)12 TRANSFORMER PAD PARK SPACE/PLAYGROUND/TOT LOT 2' SOFT PAN TRICKLE CHANNEL OUTLET STRUCTURE & SCOURSTOP PROTECTION 13 14 15 16 SECONDARY EMERGENCY ACCESS WITH EMERGENCY ACCESS GATE AND ROLL-OVER CURB17 2' CONCRETE TRICKLE CHANNEL18 NEW CURB AND GUTTER (TYP.)19 DOG PARK20 CAR CARE CENTER & DOG WASH21 BIKE SHELTER22 LIGHT POLES (TYP.)23 PEDESTRIAN CORRIDOR AREA (SEE ARCH PLANS)24 PEDESTRIAN HANDICAP RAMPS (TYP.)25 RAISED PEDESTRIAN CROSSING (SEE DETAILS)26 STANDARD 90 DEGREE PARKING SPACE WITH 2' OVERHANG (TYP.)27 SIDEWALK ANGLED PARKING SPACE WITH 2' OVERHANG (TYP.)28 STANDARD COMPACT PARKING SPACES (TYP.)29 PARALLEL PARKING SPACES (TYP.)30 NOTES: 1.EXISTING UNDERGROUND INSTALLATIONS & PRIVATE UTILITIES SHOWN ARE INDICATED ACCORDING TO THE BEST INFORMATION AVAILABLE TO THE ENGINEER. THE ENGINEER DOES NOT GUARANTEE THE ACCURACY OF SUCH INFORMATION. SERVICE LINES (WATER, POWER, GAS, STORM, SEWER, TELEPHONE & TELEVISION) MAY NOT BE STRAIGHT LINES OR AS INDICATED ON THE PLANS. STATE LAW REQUIRES CONTRACTOR TO CALL ALL UTILITY COMPANIES BEFORE EXCAVATION FOR EXACT LOCATIONS. 2.UNLESS OTHERWISE SPECIFIED, ALL CONSTRUCTION LAYOUT AND STAKING SHALL BE PERFORMED UNDER THE RESPONSIBLE CHARGE OF A LAND SURVEYOR LICENSED IN THE STATE WHERE THE PROJECT IS LOCATED AND BY A PARTY CHIEF OR ENGINEERING TECHNICIAN EXPERIENCED IN CONSTRUCTION LAYOUT AND STAKING TECHNIQUES AS ARE REQUIRED BY THE SPECIFIC TYPE OF WORK BEING PERFORMED. FIRE DEPARTMENT CONNECTION (FDC)31 STABILIZED POND ACCESS32 SECONDARY EMERGENCY ACCESS NON-ENGINEERED GRAY ALLAN BLOCK RETAINING WALL (VARYING HEIGHT - 1 FT TO 2.5 FT)33 MAIL KIOSK34 AIR CONDITIONING CONDENSER UNITS FIRE LANE NOTE 1.ALL FIRE LANES SHALL BE CAPABLE OF SUPPORTING 40 TONS. POND GAUGE (SEE DETAILS)35 ELECTRIC VEHICLE PARKING SPACES (TYP)36 FUTURE ELECTRIC VEHICLE PARKING SPACES (TYP)37 SIDEWALK CHASE (TYP.), TO BE NDS 5" PRO SERIES CHANNEL DRAIN KIT, OR ACO SERIES K100 DRAIN KIT OR APPROVED EQUAL 38 9 Custom Soil Resource Report Soil Map 448516044852004485240448528044853204485360448540044854404485480448516044852004485240448528044853204485360448540044854404485480493240 493280 493320 493360 493400 493440 493480 493240 493280 493320 493360 493400 493440 493480 40° 31' 12'' N 105° 4' 47'' W40° 31' 12'' N105° 4' 36'' W40° 31' 1'' N 105° 4' 47'' W40° 31' 1'' N 105° 4' 36'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 50 100 200 300 Feet 0 20 40 80 120 Meters Map Scale: 1:1,650 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Larimer County Area, Colorado Survey Area Data: Version 15, Jun 9, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 11, 2018—Aug 12, 2018 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 10 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 35 Fort Collins loam, 0 to 3 percent slopes 3.4 26.8% 74 Nunn clay loam, 1 to 3 percent slopes 9.4 73.2% Totals for Area of Interest 12.9 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, Custom Soil Resource Report 11 onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 12 Larimer County Area, Colorado 35—Fort Collins loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2tlnc Elevation: 4,020 to 6,730 feet Mean annual precipitation: 14 to 16 inches Mean annual air temperature: 46 to 48 degrees F Frost-free period: 135 to 160 days Farmland classification: Prime farmland if irrigated Map Unit Composition Fort collins and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Fort Collins Setting Landform:Stream terraces, interfluves Landform position (three-dimensional):Interfluve, tread Down-slope shape:Linear Across-slope shape:Linear Parent material:Pleistocene or older alluvium and/or eolian deposits Typical profile Ap - 0 to 4 inches: loam Bt1 - 4 to 9 inches: clay loam Bt2 - 9 to 16 inches: clay loam Bk1 - 16 to 29 inches: loam Bk2 - 29 to 80 inches: loam Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.20 to 2.00 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:12 percent Maximum salinity:Nonsaline to very slightly saline (0.1 to 2.0 mmhos/cm) Available water capacity:High (about 9.1 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 3e Hydrologic Soil Group: C Ecological site: R067BY002CO - Loamy Plains Hydric soil rating: No Custom Soil Resource Report 13 Minor Components Nunn Percent of map unit:10 percent Landform:Stream terraces Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Ecological site:R067BY002CO - Loamy Plains Hydric soil rating: No Vona Percent of map unit:5 percent Landform:Interfluves Landform position (three-dimensional):Side slope, interfluve Down-slope shape:Linear Across-slope shape:Linear Ecological site:R067BY024CO - Sandy Plains Hydric soil rating: No 74—Nunn clay loam, 1 to 3 percent slopes Map Unit Setting National map unit symbol: 2tlpl Elevation: 3,900 to 5,840 feet Mean annual precipitation: 13 to 17 inches Mean annual air temperature: 50 to 54 degrees F Frost-free period: 135 to 160 days Farmland classification: Prime farmland if irrigated Map Unit Composition Nunn and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Nunn Setting Landform:Terraces Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Parent material:Pleistocene aged alluvium and/or eolian deposits Typical profile Ap - 0 to 9 inches: clay loam Bt - 9 to 13 inches: clay loam Btk - 13 to 25 inches: clay loam Bk1 - 25 to 38 inches: clay loam Bk2 - 38 to 80 inches: clay loam Custom Soil Resource Report 14 Properties and qualities Slope:1 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat):Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:7 percent Maximum salinity:Nonsaline to very slightly saline (0.1 to 2.0 mmhos/cm) Sodium adsorption ratio, maximum:0.5 Available water capacity:High (about 9.9 inches) Interpretive groups Land capability classification (irrigated): 2e Land capability classification (nonirrigated): 3e Hydrologic Soil Group: C Ecological site: R067BY042CO - Clayey Plains Hydric soil rating: No Minor Components Heldt Percent of map unit:10 percent Landform:Terraces Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Ecological site:R067BY042CO - Clayey Plains Hydric soil rating: No Satanta Percent of map unit:5 percent Landform:Terraces Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Ecological site:R067BY002CO - Loamy Plains Hydric soil rating: No Custom Soil Resource Report 15 Soil Information for All Uses Soil Properties and Qualities The Soil Properties and Qualities section includes various soil properties and qualities displayed as thematic maps with a summary table for the soil map units in the selected area of interest. A single value or rating for each map unit is generated by aggregating the interpretive ratings of individual map unit components. This aggregation process is defined for each property or quality. Soil Erosion Factors Soil Erosion Factors are soil properties and interpretations used in evaluating the soil for potential erosion. Example soil erosion factors can include K factor for the whole soil or on a rock free basis, T factor, wind erodibility group and wind erodibility index. K Factor, Whole Soil Erosion factor K indicates the susceptibility of a soil to sheet and rill erosion by water. Factor K is one of six factors used in the Universal Soil Loss Equation (USLE) and the Revised Universal Soil Loss Equation (RUSLE) to predict the average annual rate of soil loss by sheet and rill erosion in tons per acre per year. The estimates are based primarily on percentage of silt, sand, and organic matter and on soil structure and saturated hydraulic conductivity (Ksat). Values of K range from 0.02 to 0.69. Other factors being equal, the higher the value, the more susceptible the soil is to sheet and rill erosion by water. "Erosion factor Kw (whole soil)" indicates the erodibility of the whole soil. The estimates are modified by the presence of rock fragments. 16 Table—Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 35 Fort Collins loam, 0 to 3 percent slopes C 3.4 26.8% 74 Nunn clay loam, 1 to 3 percent slopes C 9.4 73.2% Totals for Area of Interest 12.9 100.0% Rating Options—Hydrologic Soil Group Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Custom Soil Resource Report 23 National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250 Feet Ü SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOOD HAZARD AREAS Without Base Flood Elevation (BFE) Zone A, V, A99 With BFE or DepthZone AE, AO, AH, VE, AR Regulatory Floodway 0.2% Annual Chance Flood Hazard, Areas of 1% annual chance flood with average depth less than one foot or with drainage areas of less than one square mileZone X Future Conditions 1% Annual Chance Flood HazardZone X Area with Reduced Flood Risk due to Levee. See Notes.Zone X Area with Flood Risk due to LeveeZone D NO SCREEN Area of Minimal Flood Hazard Zone X Area of Undetermined Flood HazardZone D Channel, Culvert, or Storm Sewer Levee, Dike, or Floodwall Cross Sections with 1% Annual Chance 17.5 Water Surface Elevation Coastal Transect Coastal Transect Baseline Profile Baseline Hydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of Study Jurisdiction Boundary Digital Data Available No Digital Data Available Unmapped This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA. This map was exported on 2/4/2021 at 5:35 PM and does not reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or become superseded by new data over time. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. Legend OTHER AREAS OF FLOOD HAZARD OTHER AREAS GENERAL STRUCTURES OTHER FEATURES MAP PANELS 8 B 20.2 The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location. 1:6,000 105°5'1"W 40°31'18"N 105°4'23"W 40°30'51"N Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020 Project Site APPENDIX B Fairway Lane Apartments – Fort Collins, CO 20065 FORT COLLINS STORMWATER CRITERIA MANUAL Hydrology Standards (Ch. 5) 2.0 Runoff Methodologies 3.1 Rational Formula Page 3 2.0 Runoff Methodologies There are two runoff analysis methodologies that are approved by the City: the Rational Method and the Stormwater Management Model (SWMM). In general, the chosen methodology should follow the basin size limitations listed in Table 2.0-1 below. SWMM must also be used to assess the performance of multiple detention basins in parallel or in series in a particular watershed. The City is the determining authority with respect to the appropriate methodology to use under uncertain circumstances. Please note that the Colorado Urban Hydrograph Procedure (CUHP) is not allowed to be utilized for hydrology analysis for Fort Collins area projects because this procedure is calibrated using Denver/Boulder rainfall data. Table 2.0-1: Runoff Calculation Method Project Size Runoff Calculation Method < 5 acres Rational Method Required 5-20 acres Rational Method or SWMM Accepted ≥ 20 acres SWMM Required Reference: Drainage Report submittal requirements must be prepared in accordance with the criteria set forth in Chapter 2: Development Submittal Requirements. 3.0 Rational Method 3.1 Rational Formula The methodology and theory behind the Rational Method is not covered in this Manual as this subject is well described in many hydrology reference books. However, the Rational Method procedure is generally provided in the following sections. Runoff coefficient calculations, rainfall data, and the time of concentration formula are specific to the City and are included below. The Rational Formula is represented by the following equation: 𝐐𝐐=𝐂𝐂𝐂𝐂𝐂𝐂 Equation 5-1 Where: Q = Peak Rate of Runoff, cfs C = Runoff Coefficient, dimensionless I = Rainfall Intensity, in/hr A = Area of the Basin or Sub-basin, acres FORT COLLINS STORMWATER CRITERIA MANUAL Hydrology Standards (Ch. 5) 3.0 Rational Method 3.2 Runoff Coefficients Page 4 3.2 Runoff Coefficients Runoff coefficients used for the Rational Method are determined based on either overall land use or surface type across the drainage area. For Overall Drainage Plan (ODP) submittals, when surface types may not yet be known, land use shall be used to estimate flow rates and volumes. Table 3.2-1 lists the runoff coefficients for common types of land uses in the City. Table 3.2-1. Zoning Classification - Runoff Coefficients Land Use Runoff Coefficient (C) Residential Urban Estate 0.30 Low Density 0.55 Medium Density 0.65 High Density 0.85 Commercial Commercial 0.85 Industrial 0.95 Undeveloped Open Lands, Transition 0.20 Greenbelts, Agriculture 0.20 Reference: For further guidance regarding zoning classifications, refer to the Land Use Code, Article 4. For a Project Development Plan (PDP) or Final Plan (FP) submittals, runoff coefficients must be based on the proposed land surface types. Since the actual runoff coefficients may be different from those specified in Table 3.2-1, Table 3.2-2 lists coefficients for the specific types of land surfaces. FORT COLLINS STORMWATER CRITERIA MANUAL Hydrology Standards (Ch. 5) 3.0 Rational Method 3.2 Runoff Coefficients Page 5 Table 3.2-2. Surface Type - Runoff Coefficients Surface Type Runoff Coefficients Hardscape or Hard Surface Asphalt, Concrete 0.95 Rooftop 0.95 Recycled Asphalt 0.80 Gravel 0.50 Pavers 0.50 Landscape or Pervious Surface Lawns, Sandy Soil, Flat Slope < 2% 0.10 Lawns, Sandy Soil, Avg Slope 2-7% 0.15 Lawns, Sandy Soil, Steep Slope >7% 0.20 Lawns, Clayey Soil, Flat Slope < 2% 0.20 Lawns, Clayey Soil, Avg Slope 2-7% 0.25 Lawns, Clayey Soil, Steep Slope >7% 0.35 3.2.1 Composite Runoff Coefficients Drainage sub-basins are frequently composed of land that has multiple surface types 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: ( ) t n i ii A xAC C ∑ ==1 Equation 5-2 Where: C = Composite Runoff Coefficient Ci = Runoff Coefficient for Specific Area (Ai), dimensionless Ai = Area of Surface with Runoff Coefficient of Ci, acres or square feet n = Number of different surfaces to be considered At = Total Area over which C is applicable, acres or square feet 3.2.2 Runoff Coefficient Frequency Adjustment Factor The runoff coefficients provided in Table 3.2-1 and Table 3.2-2 are appropriate for use with the 2-year storm event. For any analysis of storms with higher intensities, an adjustment of the runoff coefficient is required due to the lessening amount of infiltration, depression retention, evapotranspiration and other losses that have a proportionally smaller effect on high-intensity storm runoff. This adjustment is FORT COLLINS STORMWATER CRITERIA MANUAL Hydrology Standards (Ch. 5) 3.0 Rational Method 3.3 Time of Concentration Page 6 applied to the composite runoff coefficient. These frequency adjustment factors, Cf, are found in Table 3.2-3. Table 3.2-3. Frequency Adjustment Factors Storm Return Period (years) Frequency Adjustment Factor (Cf) 2, 5, 10 1.00 25 1.10 50 1.20 100 1.25 3.3 Time of Concentration 3.3.1 Overall Equation The next step to approximate runoff using the Rational Method is to estimate the Time of Concentration, Tc, or the time for water to flow from the most remote part of the drainage sub-basin to the design point under consideration. The Time of Concentration is represented by the following equation: 𝐓𝐓𝐜𝐜=𝐓𝐓𝐢𝐢+𝐓𝐓𝐭𝐭 Equation 5-3 Where: Tc = Total Time of Concentration, minutes Ti = Initial or Overland Flow Time of Concentration, minutes Tt = Channelized Flow in Swale, Gutter or Pipe, minutes 3.3.2 Overland Flow Time Overland flow, Ti, can be determined by the following equation: 𝐓𝐓𝐢𝐢=𝟏𝟏.𝟖𝟖𝟖𝟖(𝟏𝟏.𝟏𝟏−𝐂𝐂𝐂𝐂𝐂𝐂𝐟𝐟)√𝐋𝐋√𝐒𝐒𝟑𝟑 Equation 3.3-2 Where: C = Runoff Coefficient, dimensionless Cf = Frequency Adjustment Factor, dimensionless L = Length of Overland Flow, feet S = Slope, percent CXCF PRODUCT OF CXCF CANNOT EXCEED THE VALUE OF 1 OVERLAND FLOW LENGTH L=200’ MAX IN DEVELOPED AREAS L=500’ MAX IN UNDEVELOPED AREAS FORT COLLINS STORMWATER CRITERIA MANUAL Hydrology Standards (Ch. 5) 3.0 Rational Method 3.4 Intensity-Duration-Frequency Curves for Rational Method Page 7 3.3.3 Channelized Flow Time Travel time in a swale, gutter or storm pipe is considered “channelized” or “concentrated” flow and can be estimated using the Manning’s Equation: 𝐕𝐕= 𝟏𝟏.𝟒𝟒𝟒𝟒𝐧𝐧 𝐑𝐑𝟐𝟐/𝟑𝟑𝐒𝐒𝟏𝟏/𝟐𝟐 Equation 5-4 Where: V = Velocity, feet/second n = Roughness Coefficient, dimensionless R = Hydraulic Radius, feet (Hydraulic Radius = area / wetted perimeter, feet) S = Longitudinal Slope, feet/feet And: 𝐓𝐓𝐭𝐭=𝐋𝐋𝐕𝐕𝐂𝐂𝐕𝐕𝐕𝐕 Equation 5-5 3.3.4 Total Time of Concentration A minimum Tc of 5 minutes is required. The maximum Tc allowed for the most upstream design point shall be calculated using the following equation: 𝐓𝐓𝐜𝐜=𝐋𝐋𝟏𝟏𝟖𝟖𝐕𝐕+𝟏𝟏𝐕𝐕 Equation 3.3-5 The Total Time of Concentration, Tc, is the lesser of the values of Tc calculated using Tc = Ti + Tt or the equation listed above. 3.4 Intensity-Duration-Frequency Curves for Rational Method The two-hour rainfall Intensity-Duration-Frequency curves for use with the Rational Method is provided in Table 3.4-1 and Figure 3.4-1. TC • A MINIMUM TC OF 5 MINUTES IS REQUIRED IN ALL CASES. • A MAXIMUM TC OF 5 MINUTES IS TYPICAL FOR SMALLER, URBAN PROJECTS. FORT COLLINS STORMWATER CRITERIA MANUAL Hydrology Standards (Ch. 5) 3.0 Rational Method 3.4 Intensity-Duration-Frequency Curves for Rational Method Page 8 Table 3.4-1. IDF Table for Rational Method Duration (min) Intensity 2-year (in/hr) Intensity 10-year (in/hr) Intensity 100-year (in/hr) Duration (min) Intensity 2-year (in/hr) Intensity 10-year (in/hr) Intensity 100-year (in/hr) 5 2.85 4.87 9.95 39 1.09 1.86 3.8 6 2.67 4.56 9.31 40 1.07 1.83 3.74 7 2.52 4.31 8.80 41 1.05 1.80 3.68 8 2.40 4.10 8.38 42 1.04 1.77 3.62 9 2.30 3.93 8.03 43 1.02 1.74 3.56 10 2.21 3.78 7.72 44 1.01 1.72 3.51 11 2.13 3.63 7.42 45 0.99 1.69 3.46 12 2.05 3.50 7.16 46 0.98 1.67 3.41 13 1.98 3.39 6.92 47 0.96 1.64 3.36 14 1.92 3.29 6.71 48 0.95 1.62 3.31 15 1.87 3.19 6.52 49 0.94 1.6 3.27 16 1.81 3.08 6.30 50 0.92 1.58 3.23 17 1.75 2.99 6.10 51 0.91 1.56 3.18 18 1.70 2.90 5.92 52 0.9 1.54 3.14 19 1.65 2.82 5.75 53 0.89 1.52 3.10 20 1.61 2.74 5.60 54 0.88 1.50 3.07 21 1.56 2.67 5.46 55 0.87 1.48 3.03 22 1.53 2.61 5.32 56 0.86 1.47 2.99 23 1.49 2.55 5.20 57 0.85 1.45 2.96 24 1.46 2.49 5.09 58 0.84 1.43 2.92 25 1.43 2.44 4.98 59 0.83 1.42 2.89 26 1.4 2.39 4.87 60 0.82 1.4 2.86 27 1.37 2.34 4.78 65 0.78 1.32 2.71 28 1.34 2.29 4.69 70 0.73 1.25 2.59 29 1.32 2.25 4.60 75 0.70 1.19 2.48 30 1.30 2.21 4.52 80 0.66 1.14 2.38 31 1.27 2.16 4.42 85 0.64 1.09 2.29 32 1.24 2.12 4.33 90 0.61 1.05 2.21 33 1.22 2.08 4.24 95 0.58 1.01 2.13 34 1.19 2.04 4.16 100 0.56 0.97 2.06 35 1.17 2.00 4.08 105 0.54 0.94 2.00 36 1.15 1.96 4.01 110 0.52 0.91 1.94 37 1.16 1.93 3.93 115 0.51 0.88 1.88 38 1.11 1.89 3.87 120 0.49 0.86 1.84 FORT COLLINS STORMWATER CRITERIA MANUAL Hydrology Standards (Ch. 5) 3.0 Rational Method 3.4 Intensity-Duration-Frequency Curves for Rational Method Page 9 Figure 3.4-1. Rainfall IDF Curve – Fort Collins FORT COLLINS STORMWATER CRITERIA MANUAL Detention (Ch. 6) 2.0 Water Quantity Detention 2.2 SWMM Page 6 Table 2.1-1: Detention Calculation Method Project Size * Detention Calculation Method < 5 acres Modified FAA Required 5-20 acres Modified FAA or SWMM Accepted ≥20 acres SWMM Required *Project Size must include any offsite runoff that is tributary to the subject site Note about the UDFCD Manual: Because of the Master Drainage Plans detention requirements, the City does not allow for detention basins to be designed with the “full- spectrum detention” method that is described in the UDFCD Manual. 2.2 SWMM For project sites equal to or greater than 20 acres, the use of a Stormwater Management Model (SWMM) is required. If there are upstream detention facilities within the watershed that contribute and route runoff into the site being designed, hydrograph routing methods must be employed to allow for the upstream facilities to be included in the overall SWMM model. Reference: The theory and methodology for reservoir routing is not covered in this Manual as this subject is well described in many hydrology reference books. 2.3 Modified FAA Procedure The Modified FAA Procedure (1966) detention sizing method as modified by Guo (1999a), provides a reasonable estimate of volume requirements for detention facilities. This method provides sizing for one level of peak control only and not for multi-stage control facilities. The input required for this Modified FAA volume calculation procedure includes: A = area of the catchment tributary to the detention facility (acres) C = runoff coefficient Qout = allowable maximum release rate from the detention facility (cfs) Tc = time of concentration for the tributary catchment (minutes) I = rainfall intensity (inches/hour) at the site taken from Chapter 4: Hydrology Standards, for the relevant return frequency storms The calculations are best set up in a tabular (spreadsheet) form with each 5-minute increment in duration being entered in rows and the following variables being entered, or calculated, in each column: 1) Storm Duration Time, T (minutes), up to 120 minutes FORT COLLINS STORMWATER CRITERIA MANUAL Detention (Ch. 6) 2.0 Water Quantity Detention 2.4 Detention Basin Volume Page 7 2) Rainfall Intensity, I (inches per hour) 3) Inflow volume, Vi (cubic feet), calculated as the cumulative volume at the given storm duration using the equation: Vi = CIA (60T) Equation 6-1 4) Calculated outflow volume, Vo, (cubic feet), given the maximum allowable release rate, Qout (cfs), over the duration T: Vo= Qout (60 T) Equation 6-2 5) Required detention volume, Vs (cubic feet), calculated using the equation: Vs = Vi – Vo Equation 6-3 The value of Vs increases with time, reaches a maximum value, and then starts to decrease. The maximum value of Vs is the required detention volume for the detention facility. Note about UDFCD Manual: Please note that the UDFCD excel-based spreadsheets are not allowed to be used to calculate required detention volumes because they utilize Denver region rainfall data. The Design Engineer will be required to establish their own spreadsheet for calculating basin volume requirements based on the Modified FAA Procedure documented above using Fort Collins IDF curves. 2.4 Detention Basin Volume 2.4.1 Stage-Storage A relationship between the water surface elevation and detention basin volume, commonly referred to as a “stage-storage” curve, needs to be developed. This relationship, in conjunction with the “stage- discharge” relationship will provide the required detention volume. An initial detention basin design must be created and a “stage-storage” curve developed that corresponds to the design. The available detention volume shall be based on the following formula: 𝐕𝐕=𝐃𝐃𝟑𝟑�𝐀𝐀+𝐁𝐁+√𝐀𝐀𝐁𝐁� Equation 6-4 Where V = Volume between two contours, ft3 D = Depth between contours, feet A = Area of bottom contour, ft2 B = Area of top contour, ft2 Fairway Lane ApartmentsFort Collins, ColoradoLAND USE AND IMPERVIOUSNESS12/14/202120065Surface TypeRunoff Coefficients% ImperviousAsphalt0.95100%2-Year Cf1.00Concrete 0.95 100%10-Year Cf1.00Rooftop0.9590%100-Year Cf1.25Gravel0.5040%Landscape < 2%0.202%Landscape 2-7%0.202%BASIN IMPERVIOUS CALCSBasins Conveying to On-Site Detention Basin to NorthTotal Area, A Total Area, A2-Year 10-Year 100-Year %Basin Description sf Acres Asphalt/Concrete Rooftop Landscape Composite Composite Composite Composite IA Soil TypeDesign PointArea (sf) Area (sf) Area (sf) Runoff Coefficient Runoff Coefficient Runoff Coefficient Impervious, I (A,B,C,D)1 B-1 24,8510.578,097 10,487 6,267 0 0.76 0.76 0.9571% 0.41C2 B-2 43,8911.0118,198 9,782 15,911 0 0.68 0.68 0.8562% 0.63C3 B-3 50,7791.1720,669 14,533 15,577 0 0.72 0.72 0.9067% 0.78C4 B-4 40,4010.9313,411 10,748 14,743 1,499 0.66 0.66 0.8259% 0.55C5 B-5 34,6920.8023,441 0 11,251 0 0.71 0.71 0.8868% 0.54C6 B-6 10,7430.256,645 746 3,121 231 0.72 0.72 0.9070% 0.17C7 B-7 34,0800.7818,993 10,321 4,767 0 0.85 0.85 1.0083% 0.65C8 B-8 29,4630.6820,449 6,132 2,882 0 0.88 0.88 1.0088% 0.60C9 B-9 7,4880.174,924 0 2,564 0 0.69 0.69 0.8766% 0.11C10B-1022,5050.526,5135,5979,6497460.610.610.7754%0.28C11 B-11 38,5720.8914,442 14,926 9,205 0 0.77 0.77 0.9673% 0.64C12 B-12 27,4890.6312,450 7,271 7,768 0 0.74 0.74 0.9270% 0.44C13 B-13 27,8380.6414,671 2,501 10,666 0 0.66 0.66 0.8362% 0.39C14 B-14 11,7170.278,706 0 3,010 1 0.76 0.76 0.9575% 0.20C15 B-15 60,1111.386,312 0 53,799 0 0.28 0.28 0.3512% 0.17C16 B-16 3,4360.08300 0 3,136 0 0.27 0.27 0.3311% 0.01C17 B-17 3,3950.08200 0 3,195 0 0.24 0.24 0.318% 0.01CO1 OS-1 11,8110.273,970 0 7,841 0 0.45 0.45 0.5735% 0.09CO2OS-25,2190.124,286093300.820.821.0082%0.10CGravel Area (sf)Basins Fort Collins Rational Calculations_2-10-100-Yr_.xlsxComposite 100-Yr RunoffCoefficient = 0.82(contributory to detention) Fairway Lane ApartmentsFort Collins, Colorado12/14/202120065Note:Assumed C-value for flow over grassy surfaces is 0.25 (0.31 for 100-yr)Assumed C-value for flow over hard surfaces is 0.95 (1.00 for 100-yr)TIME OF CONCENTRATION CALCULATIONS INITIAL FLOW - Ti CHANNELIZED FLOW - TtC*Cf C*Cf C*Cf INIT. INIT. Trvl 1 Trvl 1 Trvl 12-Yr Tc = 10-Yr Tc = 100-Yr Tc =BASIN Is Length 2-yr Cf= 10-yr Cf= 100-yr Cf= L1 S1 Ti 2-yr Ti 10-yr Ti 100-yr L 2 V T2 (2yr Ti +Tt) (10yr Ti +Tt) (100yr Ti +Tt)Design Point >200' ?Flow path material 1 1 1.25(ft) (%) (min) (min) (min) (ft) (f/s) (min) (min) (min) (min)1NO Hard Surface 2 0.95 0.95 1.00 150.00 3.5% 2.27 2.27 1.51 50.0 0.0 -21.55.0 5.0 5.02NO Hard Surface 2 0.95 0.95 1.00 34.00 0.9% 1.71 1.71 1.14 290.0 0.0 -98.15.0 5.0 5.03NO Hard Surface 2 0.95 0.95 1.00 113.00 3.0% 2.07 2.07 1.38 448.5 2.2 3.45.5 5.5 5.04NO Hard Surface 2 0.95 0.95 1.00 102.00 1.2% 2.64 2.64 1.76 99.0 3.9 0.45.0 5.0 5.05NO Hard Surface 2 0.95 0.95 1.00 150.00 1.1% 3.30 3.30 2.20 47.0 5.0 0.25.0 5.0 5.06NO Hard Surface 2 0.95 0.95 1.00 160.00 3.0% 2.46 2.46 1.64 0.0 0.0 0.05.0 5.0 5.07NO Hard Surface 2 0.95 0.95 1.00 51.00 3.7% 1.30 1.30 0.87 0.0 0.0 0.05.0 5.0 5.08NO Hard Surface 0.95 0.95 1.00 91.00 3.1% 1.84 1.84 1.22 0.0 0.0 0.05.0 5.0 5.09NO Hard Surface 0.95 0.95 1.00 125.00 1.8% 2.59 2.59 1.73 0.0 0.0 0.05.0 5.0 5.010NO Hard Surface 0.95 0.95 1.00 95.00 5.2% 1.57 1.57 1.05 0.0 0.0 0.05.0 5.0 5.011NO Hard Surface 0.95 0.95 1.00 75.00 2.2% 1.87 1.87 1.25 0.0 0.0 0.05.0 5.0 5.012NO Hard Surface 0.95 0.95 1.00 88.00 1.6% 2.25 2.25 1.50 0.0 0.0 0.05.0 5.0 5.013NO Hard Surface 0.95 0.95 1.00 200.00 1.5% 3.47 3.47 2.31 0.0 0.0 0.05.0 5.0 5.014NO Hard Surface 0.95 0.95 1.00 114.00 1.5% 2.62 2.62 1.75 0.0 0.0 0.05.0 5.0 5.015NO Hard Surface 0.95 0.95 1.00 92.00 14.1% 1.11 1.11 0.74 0.0 0.0 0.05.0 5.0 5.016NO Hard Surface 0.95 0.95 1.00 57.00 1.0% 2.14 2.14 1.43 0.0 0.0 0.05.0 5.0 5.017NO Hard Surface 0.95 0.95 1.00 60.00 0.7% 2.47 2.47 1.64 0.0 0.0 0.05.0 5.0 5.0O1NO Hard Surface 0.95 0.95 1.00 25.00 1.0% 1.40 1.40 0.94 0.0 0.0 0.05.0 5.0 5.0O2NO Hard Surface 0.95 0.95 1.00 25.00 4.0% 0.88 0.88 0.59 0.0 0.0 0.05.0 5.0 5.0TRVL 2Basins Fort Collins Rational Calculations_2-10-100-Yr_.xlsx Fairway Lane ApartmentsFort Collins, Colorado12/14/202120065PEAK FLOW CALCULATIONTypeAREA C2 C10 C100 2-Yr Tc* 10-Yr Tc* 100-Yr Tc* I 2 I 10 I 100 Q Q QBASIN2-yr 10-yr 100-yrDesign Point(acres) (min) (min) (min) (in/hr) (in/hr) (in/hr) (cfs) (cfs) (cfs)1 B-1 0.57 0.76 0.76 0.95 5.0 5.0 5.0 2.85 4.87 9.95 1.24 2.11 5.402 B-2 1.01 0.68 0.68 0.85 5.0 5.0 5.0 2.85 4.87 9.95 1.95 3.33 8.503 B-3 1.17 0.72 0.72 0.90 5.5 5.5 5.0 2.85 4.87 9.95 2.39 4.09 10.444 B-4 0.93 0.66 0.66 0.82 5.0 5.0 5.0 2.85 4.87 9.95 1.74 2.98 7.615 B-5 0.80 0.71 0.71 0.88 5.0 5.0 5.0 2.85 4.87 9.95 1.60 2.74 7.006 B-6 0.25 0.72 0.72 0.90 5.0 5.0 5.0 2.85 4.87 9.95 0.51 0.87 2.227 B-7 0.78 0.85 0.85 1.00 5.0 5.0 5.0 2.85 4.87 9.95 1.88 3.22 7.788 B-8 0.68 0.88 0.88 1.00 5.0 5.0 5.0 2.85 4.87 9.95 1.69 2.89 6.739 B-9 0.17 0.69 0.69 0.87 5.0 5.0 5.0 2.85 4.87 9.95 0.34 0.58 1.4810 B-10 0.52 0.61 0.61 0.77 5.0 5.0 5.0 2.85 4.87 9.95 0.90 1.54 3.9411 B-11 0.89 0.77 0.77 0.96 5.0 5.0 5.0 2.85 4.87 9.95 1.95 3.32 8.4912 B-12 0.63 0.74 0.74 0.92 5.0 5.0 5.0 2.85 4.87 9.95 1.33 2.27 5.7913 B-13 0.64 0.66 0.66 0.83 5.0 5.0 5.0 2.85 4.87 9.95 1.21 2.06 5.2714 B-14 0.27 0.76 0.76 0.95 5.0 5.0 5.0 2.85 4.87 9.95 0.58 0.99 2.5315 B-15 1.38 0.28 0.28 0.35 5.0 5.0 5.0 2.85 4.87 9.95 1.10 1.87 4.7816 B-16 0.08 0.27 0.27 0.33 5.0 5.0 5.0 2.85 4.87 9.95 0.06 0.10 0.2617 B-17 0.08 0.24 0.24 0.31 5.0 5.0 5.0 2.85 4.87 9.95 0.05 0.09 0.24O1 OS-1 0.27 0.45 0.45 0.57 5.0 5.0 5.0 2.85 4.87 9.95 0.35 0.60 1.52O2OS-20.120.820.821.005.05.05.02.854.879.950.280.481.19* If time of concentration was less than 5 minutes, 5 minutes was used.Sub-basinIntensitiesBasin CharacteristicsBasins Fort Collins Rational Calculations_2-10-100-Yr_.xlsx APPENDIX C Fairway Lane Apartments – Fort Collins, CO 20065 Version 4.06 Released August 2018Worksheet ProtectedINLET NAMEINLET A3 & C1INLET A5INLET A7INLET A8INLET B1INLET B2 & B3URBAN URBAN URBAN URBAN URBAN URBANSTREET STREET STREET STREET STREET STREETIn Sump On Grade On Grade On Grade On Grade On GradeCDOT/Denver 13 Combination CDOT/Denver 13 Combination CDOT/Denver 13 Combination CDOT/Denver 13 Combination CDOT/Denver 13 Valley Grate CDOT/Denver 13 CombinationUSER-DEFINED INPUTUser-Defined Design Flows0.61.72.43.21.71.92.57.610.613.97.47.9User-Defined INLET A7 INLET A8 INLET A9 INLET B2 & B3 INLET B51.00.60.10.20.00.115.79.14.31.91.41.2Watershed CharacteristicsWatershed ProfileMinor Storm Rainfall InputMajor Storm Rainfall InputCALCULATED OUTPUT1.62.42.53.41.71.918.216.614.815.88.89.0N/A0.50.60.10.40.0N/A10.59.14.34.61.4Minor Storm (Calculated) Analysis of Flow TimeN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AMajor Storm (Calculated) Analysis of Flow TimeN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/ASite Type (Urban or Rural)Calculated Local Peak Flow, QpOverland Flow Velocity, ViChannel Flow Velocity, VtOverland Flow Time, TiChannel Travel Time, TtCalculated Time of Concentration, TcRegional TcCalculated Local Peak Flow, QpCRecommended TcTc selected by UserDesign Rainfall Intensity, IC5Minor Total Design Peak Flow, Q (cfs)Major Total Design Peak Flow, Q (cfs)CC5Overland Flow Velocity, ViRecommended TcTc selected by UserDesign Rainfall Intensity, IMinor Flow Bypassed Downstream, Qb (cfs)Major Flow Bypassed Downstream, Qb (cfs)Channel Flow Velocity, VtOverland Flow Time, TiChannel Travel Time, TtCalculated Time of Concentration, TcRegional TcChannel Slope (ft/ft)Channel Length (ft)Design Storm Return Period, Tr (years)One-Hour Precipitation, P1 (inches)Design Storm Return Period, Tr (years)One-Hour Precipitation, P1 (inches)Overland Length (ft)INLET MANAGEMENTInlet Application (Street or Area)Hydraulic ConditionMinor QKnown (cfs)Major QKnown (cfs)Receive Bypass Flow from:Minor Bypass Flow Received, Qb (cfs)Major Bypass Flow Received, Qb (cfs)Subcatchment Area (acres)Percent ImperviousNRCS Soil TypeOverland Slope (ft/ft)Inlet TypeBypass (Carry-Over) Flow from Upstream Version 4.06 Released August 2018Worksheet ProtectedINLET NAMEUSER-DEFINED INPUTUser-Defined Design FlowsWatershed CharacteristicsWatershed ProfileMinor Storm Rainfall InputMajor Storm Rainfall InputCALCULATED OUTPUTMinor Storm (Calculated) Analysis of Flow TimeMajor Storm (Calculated) Analysis of Flow TimeSite Type (Urban or Rural)Calculated Local Peak Flow, QpOverland Flow Velocity, ViChannel Flow Velocity, VtOverland Flow Time, TiChannel Travel Time, TtCalculated Time of Concentration, TcRegional TcCalculated Local Peak Flow, QpCRecommended TcTc selected by UserDesign Rainfall Intensity, IC5Minor Total Design Peak Flow, Q (cfs)Major Total Design Peak Flow, Q (cfs)CC5Overland Flow Velocity, ViRecommended TcTc selected by UserDesign Rainfall Intensity, IMinor Flow Bypassed Downstream, Qb (cfs)Major Flow Bypassed Downstream, Qb (cfs)Channel Flow Velocity, VtOverland Flow Time, TiChannel Travel Time, TtCalculated Time of Concentration, TcRegional TcChannel Slope (ft/ft)Channel Length (ft)Design Storm Return Period, Tr (years)One-Hour Precipitation, P1 (inches)Design Storm Return Period, Tr (years)One-Hour Precipitation, P1 (inches)Overland Length (ft)INLET MANAGEMENTInlet Application (Street or Area)Hydraulic ConditionMinor QKnown (cfs)Major QKnown (cfs)Receive Bypass Flow from:Minor Bypass Flow Received, Qb (cfs)Major Bypass Flow Received, Qb (cfs)Subcatchment Area (acres)Percent ImperviousNRCS Soil TypeOverland Slope (ft/ft)Inlet TypeBypass (Carry-Over) Flow from UpstreamINLET C6INLET C4INLET C2 & C3INLET B5INLET A9INLET E1URBAN URBAN URBAN URBAN URBAN URBANSTREET STREET STREET STREET STREET STREETOn Grade On Grade On Grade On Grade On Grade On GradeCDOT/Denver 13 Combination CDOT/Denver 13 Combination CDOT/Denver 13 Combination CDOT/Denver 13 Combination CDOT/Denver 13 Combination CDOT/Denver 13 Combination0.92.01.30.51.21.63.98.65.93.24.57.0No Bypass Flow Received INLET C6 INLET C4 No Bypass Flow Received No Bypass Flow Received User-Defined0.00.20.40.00.00.00.01.55.20.00.00.40.92.11.70.51.21.63.910.111.03.24.57.40.20.40.00.10.20.01.55.21.31.21.90.0N/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/A Version 4.06 Released August 2018Worksheet ProtectedINLET NAMEUSER-DEFINED INPUTUser-Defined Design FlowsWatershed CharacteristicsWatershed ProfileMinor Storm Rainfall InputMajor Storm Rainfall InputCALCULATED OUTPUTMinor Storm (Calculated) Analysis of Flow TimeMajor Storm (Calculated) Analysis of Flow TimeSite Type (Urban or Rural)Calculated Local Peak Flow, QpOverland Flow Velocity, ViChannel Flow Velocity, VtOverland Flow Time, TiChannel Travel Time, TtCalculated Time of Concentration, TcRegional TcCalculated Local Peak Flow, QpCRecommended TcTc selected by UserDesign Rainfall Intensity, IC5Minor Total Design Peak Flow, Q (cfs)Major Total Design Peak Flow, Q (cfs)CC5Overland Flow Velocity, ViRecommended TcTc selected by UserDesign Rainfall Intensity, IMinor Flow Bypassed Downstream, Qb (cfs)Major Flow Bypassed Downstream, Qb (cfs)Channel Flow Velocity, VtOverland Flow Time, TiChannel Travel Time, TtCalculated Time of Concentration, TcRegional TcChannel Slope (ft/ft)Channel Length (ft)Design Storm Return Period, Tr (years)One-Hour Precipitation, P1 (inches)Design Storm Return Period, Tr (years)One-Hour Precipitation, P1 (inches)Overland Length (ft)INLET MANAGEMENTInlet Application (Street or Area)Hydraulic ConditionMinor QKnown (cfs)Major QKnown (cfs)Receive Bypass Flow from:Minor Bypass Flow Received, Qb (cfs)Major Bypass Flow Received, Qb (cfs)Subcatchment Area (acres)Percent ImperviousNRCS Soil TypeOverland Slope (ft/ft)Inlet TypeBypass (Carry-Over) Flow from UpstreamINLET D1User-DefinedURBANSTREETOn GradeCDOT/Denver 13 Combination0.31.5No Bypass Flow Received0.00.00.31.50.00.4N/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/A Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK =0.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =26.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =26.0 26.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs Version 4.06 Released August 2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Enter Your Project Name Here INLET A3 & C1 UD-Inlet_v4.06 (1).xlsm, INLET A3 & C1 12/15/2021, 11:31 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No = 6 6 Water Depth at Flowline (outside of local depression)Ponding Depth = 6.0 7.8 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat (see USDCM Figure ST-5)Theta = 0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.523 0.669 ft Depth for Curb Opening Weir Equation dCurb =0.33 0.48 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.57 0.73 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.79 0.88 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.57 0.73 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =13.1 26.6 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =1.6 18.2 cfs CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION Version 4.06 Released August 2018 H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths UD-Inlet_v4.06 (1).xlsm, INLET A3 & C1 12/15/2021, 11:31 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK =0.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020 Height of Curb at Gutter Flow Line HCURB =8.00 inches Distance from Curb Face to Street Crown TCROWN =26.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.015 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =26.0 26.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0 inches Allow Flow Depth at Street Crown (leave blank for no)check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =18.0 18.0 cfs Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Version 4.06 Released August 2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Enter Your Project Name Here INLET A5 UD-Inlet_v4.06 (1).xlsm, INLET A5 12/15/2021, 11:31 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a')aLOCAL =2.0 2.0 inches Total Number of Units in the Inlet (Grate or Curb Opening)No = 2 2 Length of a Single Unit Inlet (Grate or Curb Opening)Lo =3.00 3.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =1.73 1.73 ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =0.50 0.50 Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR Total Inlet Interception Capacity Q = 1.8 6.1 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.5 10.5 cfs Capture Percentage = Qa/Qo =C% = 77 37 % INLET ON A CONTINUOUS GRADE Version 4.06 Released August 2018 CDOT/Denver 13 CombinationCDOT/Denver 13 Combination UD-Inlet_v4.06 (1).xlsm, INLET A5 12/15/2021, 11:31 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK =0.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =22.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.015 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =22.0 22.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0 inches Allow Flow Depth at Street Crown (leave blank for no)check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =18.0 18.0 cfs Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Version 4.06 Released August 2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Enter Your Project Name Here INLET A7 UD-Inlet_v4.06 (1).xlsm, INLET A7 12/15/2021, 11:31 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a')aLOCAL =2.0 2.0 inches Total Number of Units in the Inlet (Grate or Curb Opening)No = 2 2 Length of a Single Unit Inlet (Grate or Curb Opening)Lo =3.00 3.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =1.73 1.73 ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =0.50 0.50 Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR Total Inlet Interception Capacity Q = 1.9 5.8 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.6 9.1 cfs Capture Percentage = Qa/Qo =C% = 76 39 % INLET ON A CONTINUOUS GRADE Version 4.06 Released August 2018 CDOT/Denver 13 CombinationCDOT/Denver 13 Combination UD-Inlet_v4.06 (1).xlsm, INLET A7 12/15/2021, 11:31 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK =10.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =26.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.025 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.020 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =26.0 26.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0 inches Allow Flow Depth at Street Crown (leave blank for no)check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =17.9 17.9 cfs Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Version 4.06 Released August 2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Enter Your Project Name Here INLET A8 UD-Inlet_v4.06 (1).xlsm, INLET A8 12/15/2021, 11:31 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a')aLOCAL =2.0 2.0 inches Total Number of Units in the Inlet (Grate or Curb Opening)No = 4 4 Length of a Single Unit Inlet (Grate or Curb Opening)Lo =3.00 3.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =1.73 1.73 ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =0.50 0.50 Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR Total Inlet Interception Capacity Q = 3.2 11.5 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.1 4.3 cfs Capture Percentage = Qa/Qo =C% = 96 73 % INLET ON A CONTINUOUS GRADE Version 4.06 Released August 2018 CDOT/Denver 13 CombinationCDOT/Denver 13 Combination UD-Inlet_v4.06 (1).xlsm, INLET A8 12/15/2021, 11:31 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK =0.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =24.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.006 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =24.0 24.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0 inches Allow Flow Depth at Street Crown (leave blank for no)check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =11.4 11.4 cfs Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Version 4.06 Released August 2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Enter Your Project Name Here INLET B1 UD-Inlet_v4.06 (1).xlsm, INLET B1 12/15/2021, 11:31 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a')aLOCAL =2.0 2.0 inches Total Number of Units in the Inlet (Grate or Curb Opening)No = 2 2 Length of a Single Unit Inlet (Grate or Curb Opening)Lo =3.00 3.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =1.73 1.73 ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =0.50 0.50 Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =N/A N/A Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR Total Inlet Interception Capacity Q = 1.3 4.2 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.4 4.6 cfs Capture Percentage = Qa/Qo =C% = 76 48 % INLET ON A CONTINUOUS GRADE Version 4.06 Released August 2018 CDOT/Denver 13 Valley GrateCDOT/Denver 13 Valley Grate UD-Inlet_v4.06 (1).xlsm, INLET B1 12/15/2021, 11:31 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK =0.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =26.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.015 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =26.0 26.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0 inches Allow Flow Depth at Street Crown (leave blank for no)check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =18.0 18.0 cfs Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Version 4.06 Released August 2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Enter Your Project Name Here INLET B2 & B3 UD-Inlet_v4.06 (1).xlsm, INLET B2 & B3 12/15/2021, 11:31 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a')aLOCAL =2.0 2.0 inches Total Number of Units in the Inlet (Grate or Curb Opening)No = 4 4 Length of a Single Unit Inlet (Grate or Curb Opening)Lo =3.00 3.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =1.73 1.73 ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =0.50 0.50 Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR Total Inlet Interception Capacity Q = 2.1 7.7 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 1.4 cfs Capture Percentage = Qa/Qo =C% = 100 85 % INLET ON A CONTINUOUS GRADE Version 4.06 Released August 2018 CDOT/Denver 13 CombinationCDOT/Denver 13 Combination UD-Inlet_v4.06 (1).xlsm, INLET B2 & B3 12/15/2021, 11:31 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK =0.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =24.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.030 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =24.0 24.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =4.5 4.5 inches Allow Flow Depth at Street Crown (leave blank for no)check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =9.5 9.5 cfs Version 4.06 Released August 2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Enter Your Project Name Here INLET C6 Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' UD-Inlet_v4.06 (1).xlsm, INLET C6 12/15/2021, 11:31 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a')aLOCAL =2.0 2.0 inches Total Number of Units in the Inlet (Grate or Curb Opening)No = 2 2 Length of a Single Unit Inlet (Grate or Curb Opening)Lo =3.00 3.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =1.73 1.73 ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =0.50 0.50 Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR Total Inlet Interception Capacity Q = 0.7 2.3 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.2 1.5 cfs Capture Percentage = Qa/Qo =C% = 83 61 % INLET ON A CONTINUOUS GRADE Version 4.06 Released August 2018 CDOT/Denver 13 CombinationCDOT/Denver 13 Combination UD-Inlet_v4.06 (1).xlsm, INLET C6 12/15/2021, 11:31 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK =0.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =26.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.010 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =26.0 26.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0 inches Allow Flow Depth at Street Crown (leave blank for no)check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =14.7 14.7 cfs Version 4.06 Released August 2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Enter Your Project Name Here INLET C4 Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' UD-Inlet_v4.06 (1).xlsm, INLET C4 12/15/2021, 11:31 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a')aLOCAL =2.0 2.0 inches Total Number of Units in the Inlet (Grate or Curb Opening)No = 2 2 Length of a Single Unit Inlet (Grate or Curb Opening)Lo =3.00 3.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =1.73 1.73 ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =0.50 0.50 Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR Total Inlet Interception Capacity Q = 1.7 5.0 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.4 5.2 cfs Capture Percentage = Qa/Qo =C% = 82 49 % INLET ON A CONTINUOUS GRADE Version 4.06 Released August 2018 CDOT/Denver 13 CombinationCDOT/Denver 13 Combination UD-Inlet_v4.06 (1).xlsm, INLET C4 12/15/2021, 11:31 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK =0.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =24.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.010 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =24.0 24.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0 inches Allow Flow Depth at Street Crown (leave blank for no)check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =14.7 14.7 cfs Version 4.06 Released August 2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Enter Your Project Name Here INLET C2 & C3 Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' UD-Inlet_v4.06 (1).xlsm, INLET C2 & C3 12/15/2021, 11:31 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a')aLOCAL =2.0 2.0 inches Total Number of Units in the Inlet (Grate or Curb Opening)No = 4 4 Length of a Single Unit Inlet (Grate or Curb Opening)Lo =3.00 3.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =1.73 1.73 ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =0.50 0.50 Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR Design Discharge for Half of Street (from Sheet Inlet Management )Qo =1.7 11.0 cfs Water Spread Width T = 7.2 16.7 ft Water Depth at Flowline (outside of local depression)d = 3.2 5.5 inches Water Depth at Street Crown (or at TMAX)dCROWN =0.0 0.0 inches Ratio of Gutter Flow to Design Flow Eo =0.738 0.358 Discharge outside the Gutter Section W, carried in Section Tx Qx =0.5 7.1 cfs Discharge within the Gutter Section W Qw =1.3 3.9 cfs Discharge Behind the Curb Face QBACK =0.0 0.0 cfs Flow Area within the Gutter Section W AW =0.37 0.75 sq ft Velocity within the Gutter Section W VW =3.4 5.2 fps Water Depth for Design Condition dLOCAL =5.2 7.5 inches Grate Analysis (Calculated)MINOR MAJOR Total Length of Inlet Grate Opening L = 12.00 12.00 ft Ratio of Grate Flow to Design Flow Eo-GRATE =0.691 0.324 Under No-Clogging Condition MINOR MAJOR Minimum Velocity Where Grate Splash-Over Begins Vo =3.49 3.49 fps Interception Rate of Frontal Flow Rf =1.00 0.97 Interception Rate of Side Flow Rx =0.88 0.79 Interception Capacity Qi =1.7 9.3 cfs Under Clogging Condition MINOR MAJOR Clogging Coefficient for Multiple-unit Grate Inlet GrateCoef = 1.88 1.88 Clogging Factor for Multiple-unit Grate Inlet GrateClog = 0.24 0.24 Effective (unclogged) Length of Multiple-unit Grate Inlet Le =9.18 9.18 ft Minimum Velocity Where Grate Splash-Over Begins Vo =2.97 2.97 fps Interception Rate of Frontal Flow Rf =1.00 0.92 Interception Rate of Side Flow Rx =0.79 0.66 Actual Interception Capacity Qa =1.6 8.2 cfs Carry-Over Flow = Qo-Qa (to be applied to curb opening or next d/s inlet)Qb =0.1 2.8 cfs Curb or Slotted Inlet Opening Analysis (Calculated)MINOR MAJOR Equivalent Slope Se (based on grate carry-over) Se =0.128 0.072 ft/ft Required Length LT to Have 100% Interception LT =1.69 11.30 ft Under No-Clogging Condition MINOR MAJOR Effective Length of Curb Opening or Slotted Inlet (minimum of L, LT)L = 1.69 11.30 ft Interception Capacity Qi =0.3 1.7 cfs Under Clogging Condition MINOR MAJOR Clogging Coefficient CurbCoef = 1.25 1.25 Clogging Factor for Multiple-unit Curb Opening or Slotted Inlet CurbClog = 0.05 0.05 Effective (Unclogged) Length Le =11.63 11.63 ft Actual Interception Capacity Qa =0.3 1.5 cfs Carry-Over Flow = Qb(GRATE)-Qa Qb =0.0 1.3 cfs Summary MINOR MAJOR Total Inlet Interception Capacity Q = 1.9 9.7 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 1.3 cfs Capture Percentage = Qa/Qo =C% = 100 88 % INLET ON A CONTINUOUS GRADE Version 4.06 Released August 2018 CDOT/Denver 13 CombinationCDOT/Denver 13 Combination UD-Inlet_v4.06 (1).xlsm, INLET C2 & C3 12/15/2021, 11:31 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK =0.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =12.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.030 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.040 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =12.0 12.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0 inches Allow Flow Depth at Street Crown (leave blank for no)check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =13.4 13.4 cfs Version 4.06 Released August 2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Enter Your Project Name Here INLET B5 Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' UD-Inlet_v4.06 (1).xlsm, INLET B5 12/15/2021, 11:31 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a')aLOCAL =2.0 2.0 inches Total Number of Units in the Inlet (Grate or Curb Opening)No = 2 2 Length of a Single Unit Inlet (Grate or Curb Opening)Lo =3.00 3.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =1.73 1.73 ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =0.50 0.50 Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR Total Inlet Interception Capacity Q = 0.4 2.0 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.1 1.2 cfs Capture Percentage = Qa/Qo =C% = 90 63 % INLET ON A CONTINUOUS GRADE Version 4.06 Released August 2018 CDOT/Denver 13 CombinationCDOT/Denver 13 Combination UD-Inlet_v4.06 (1).xlsm, INLET B5 12/15/2021, 11:31 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK =0.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =20.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.025 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.035 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =20.0 20.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0 inches Allow Flow Depth at Street Crown (leave blank for no)check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =15.6 15.6 cfs Version 4.06 Released August 2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Enter Your Project Name Here INLET A9 Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' UD-Inlet_v4.06 (1).xlsm, INLET A9 12/15/2021, 11:31 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a')aLOCAL =2.0 2.0 inches Total Number of Units in the Inlet (Grate or Curb Opening)No = 2 2 Length of a Single Unit Inlet (Grate or Curb Opening)Lo =3.00 3.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =1.73 1.73 ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =0.50 0.50 Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR Total Inlet Interception Capacity Q = 1.0 2.5 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.2 1.9 cfs Capture Percentage = Qa/Qo =C% = 84 57 % INLET ON A CONTINUOUS GRADE Version 4.06 Released August 2018 CDOT/Denver 13 CombinationCDOT/Denver 13 Combination UD-Inlet_v4.06 (1).xlsm, INLET A9 12/15/2021, 11:31 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK =10.5 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.015 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =45.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.015 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =30.0 45.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 8.0 inches Allow Flow Depth at Street Crown (leave blank for no)check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =18.0 48.0 cfs Version 4.06 Released August 2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Enter Your Project Name Here INLET E1 Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' UD-Inlet_v4.06 (1).xlsm, INLET E1 12/15/2021, 11:31 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a')aLOCAL =2.0 2.0 inches Total Number of Units in the Inlet (Grate or Curb Opening)No = 5 5 Length of a Single Unit Inlet (Grate or Curb Opening)Lo =3.00 3.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =1.73 1.73 ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =0.50 0.50 Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR Total Inlet Interception Capacity Q = 1.8 7.4 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 0.0 cfs Capture Percentage = Qa/Qo =C% = 100 99 % INLET ON A CONTINUOUS GRADE Version 4.06 Released August 2018 CDOT/Denver 13 CombinationCDOT/Denver 13 Combination UD-Inlet_v4.06 (1).xlsm, INLET E1 12/15/2021, 11:31 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK =6.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.015 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =26.0 ft Gutter Width W =1.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.040 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =20.0 26.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0 inches Allow Flow Depth at Street Crown (leave blank for no)check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =24.6 24.6 cfs Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Version 4.06 Released August 2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Enter Your Project Name Here INLET D1 UD-Inlet_v4.06 (1).xlsm, INLET D1 12/15/2021, 11:31 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a')aLOCAL =2.0 2.0 inches Total Number of Units in the Inlet (Grate or Curb Opening)No = 2 2 Length of a Single Unit Inlet (Grate or Curb Opening)Lo =3.00 3.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =1.73 1.73 ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =0.50 0.50 Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR Total Inlet Interception Capacity Q = 0.3 1.1 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 0.4 cfs Capture Percentage = Qa/Qo =C% = 100 72 % CDOT/Denver 13 Combination INLET ON A CONTINUOUS GRADE Version 4.06 Released August 2018 CDOT/Denver 13 Combination UD-Inlet_v4.06 (1).xlsm, INLET D1 12/15/2021, 11:31 AM APPENDIX D Fairway Lane Apartments – Fort Collins, CO 20065 0.82 2.16 10.82 Time (min)Intensity (In/hr)Qin (cfs)Vin (ft3)Qout (cfs)Vout (ft3) Volume Detained (ft3) Volume Detained (acre-ft) 5 9.95 88.47 26540 2.16 649 25890 0.59 10 7.72 68.64 41183 2.16 1299 39885 0.92 15 6.52 57.97 52173 2.16 1948 50225 1.15 20 5.6 49.79 59748 2.16 2598 57151 1.31 25 4.98 44.28 66416 2.16 3247 63169 1.45 30 4.52 40.19 72338 2.16 3896 68442 1.57 35 4.08 36.28 76179 2.16 4546 71633 1.64 40 3.74 33.25 79806 2.16 5195 74611 1.71 45 3.46 30.76 83060 2.16 5844 77216 1.77 50 3.23 28.72 86155 2.16 6494 79661 1.83 55 3.03 26.94 88902 2.16 7143 81759 1.88 60 2.86 25.43 91543 2.16 7793 83750 1.92 65 2.71 24.09 93970 2.16 8442 85528 1.96 70 2.59 23.03 96717 2.16 9091 87626 2.01 75 2.48 22.05 99224 2.16 9741 89484 2.05 80 2.38 21.16 101572 2.16 10390 91182 2.09 85 2.29 20.36 103839 2.16 11039 92799 2.13 90 2.21 19.65 106106 2.16 11689 94417 2.17 95 2.13 18.94 107947 2.16 12338 95608 2.19 100 2.06 18.32 109894 2.16 12988 96906 2.22 105 2.00 17.78 112028 2.16 13637 98391 2.26 110 1.94 17.25 113841 2.16 14286 99555 2.29 115 1.88 16.72 115335 2.16 14936 100399 2.30 120 1.84 16.36 117789 2.16 15585 102204 2.35 Volume (ft^3)102,204 Detention requirements for Detention Pond for Major Storm (100-Yr) Modified FAA Method Runoff Coefficient Total Detention @ 120 mins (Acre-ft) = 2.35Allowed Release Rate (cfs) Area (B-1 - B-17) (Acres) Project: Basin ID: Depth Increment = ft Watershed Information Top of Micropool -- 0.00 -- -- -- 0 0.000 Selected BMP Type =EDB 4993 -- 0.75 -- -- -- 7,646 0.176 2,867 0.066 Watershed Area = 10.82 acres 4994 -- 1.75 -- -- -- 15,255 0.350 14,317 0.329 Watershed Length = 1,085 ft 4995 -- 2.75 -- -- -- 19,410 0.446 31,650 0.727 Watershed Length to Centroid = 500 ft 4996 -- 3.75 -- -- -- 22,737 0.522 52,723 1.210 Watershed Slope = 0.025 ft/ft 4997 -- 4.75 -- -- -- 25,008 0.574 76,596 1.758 Watershed Imperviousness = 60.80% percent crest 4998 -- 5.75 -- -- -- 27,251 0.626 102,725 2.358 Percentage Hydrologic Soil Group A = 0.0% percent top 4999 -- 6.75 -- -- -- 27,251 0.626 129,976 2.984 Percentage Hydrologic Soil Group B = 0.0% percent -- -- -- -- Percentage Hydrologic Soil Groups C/D = 100.0% percent -- -- -- -- Target WQCV Drain Time = 40.0 hours -- -- -- -- Location for 1-hr Rainfall Depths = User Input -- -- -- -- -- -- -- -- -- -- -- -- Optional User Overrides -- -- -- -- Water Quality Capture Volume (WQCV) = 0.215 acre-feet acre-feet -- -- -- -- Excess Urban Runoff Volume (EURV) = 0.632 acre-feet acre-feet -- -- -- -- 2-yr Runoff Volume (P1 = 0.82 in.) = 0.404 acre-feet 0.82 inches -- -- -- -- 5-yr Runoff Volume (P1 = 1.13 in.) = 0.623 acre-feet 1.13 inches -- -- -- -- 10-yr Runoff Volume (P1 = 1.4 in.) = 0.849 acre-feet 1.40 inches -- -- -- -- 25-yr Runoff Volume (P1 = 1.93 in.) = 1.353 acre-feet 1.93 inches -- -- -- -- 50-yr Runoff Volume (P1 = 2.4 in.) = 1.787 acre-feet 2.40 inches -- -- -- -- 100-yr Runoff Volume (P1 = 2.86 in.) = 2.238 acre-feet 2.86 inches -- -- -- -- 500-yr Runoff Volume (P1 = 4.51 in.) = 3.808 acre-feet 4.51 inches -- -- -- -- Approximate 2-yr Detention Volume = 0.389 acre-feet -- -- -- -- Approximate 5-yr Detention Volume = 0.609 acre-feet -- -- -- -- Approximate 10-yr Detention Volume = 0.738 acre-feet -- -- -- -- Approximate 25-yr Detention Volume = 0.953 acre-feet -- -- -- -- Approximate 50-yr Detention Volume = 1.086 acre-feet -- -- -- -- Approximate 100-yr Detention Volume = 1.276 acre-feet -- -- -- -- -- -- -- -- Define Zones and Basin Geometry -- -- -- -- Zone 1 Volume (WQCV) = 0.215 acre-feet -- -- -- -- Zone 2 Volume (EURV - Zone 1) = 0.417 acre-feet -- -- -- -- Zone 3 Volume (100-year - Zones 1 & 2) = 0.643 acre-feet -- -- -- -- Total Detention Basin Volume = 1.276 acre-feet -- -- -- -- Initial Surcharge Volume (ISV) = user ft 3 -- -- -- -- Initial Surcharge Depth (ISD) = user ft -- -- -- -- Total Available Detention Depth (Htotal) = user ft -- -- -- -- Depth of Trickle Channel (HTC) = user ft -- -- -- -- Slope of Trickle Channel (STC) = user ft/ft -- -- -- -- Slopes of Main Basin Sides (Smain) = user H:V -- -- -- -- Basin Length-to-Width Ratio (RL/W) = user -- -- -- -- -- -- -- -- Initial Surcharge Area (AISV) =user ft 2 -- -- -- -- Surcharge Volume Length (LISV) =user ft -- -- -- -- Surcharge Volume Width (WISV) =user ft -- -- -- -- Depth of Basin Floor (HFLOOR) =user ft -- -- -- -- Length of Basin Floor (LFLOOR) =user ft -- -- -- -- Width of Basin Floor (WFLOOR) =user ft -- -- -- -- Area of Basin Floor (AFLOOR) =user ft 2 -- -- -- -- Volume of Basin Floor (VFLOOR) =user ft 3 -- -- -- -- Depth of Main Basin (HMAIN) =user ft -- -- -- -- Length of Main Basin (LMAIN) =user ft -- -- -- -- Width of Main Basin (WMAIN) =user ft -- -- -- -- Area of Main Basin (AMAIN) =user ft 2 -- -- -- -- Volume of Main Basin (VMAIN) =user ft 3 -- -- -- -- Calculated Total Basin Volume (Vtotal) =user acre-feet -- -- -- -- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- After providing required inputs above including 1-hour rainfall depths, click 'Run CUHP' to generate runoff hydrographs using the embedded Colorado Urban Hydrograph Procedure. Volume (ft 3) Volume (ac-ft) Area (acre) DETENTION BASIN STAGE-STORAGE TABLE BUILDER Optional Override Area (ft 2) Length (ft) Optional Override Stage (ft) Stage (ft) Stage - Storage Description Area (ft 2) Width (ft) Fairway Lane Apartments SE POND MHFD-Detention, Version 4.04 (February 2021) ExampleZone Configuration (Retention Pond) MHFD-Detention_v4 04 (3).xlsm, Basin 12/14/2021, 8:01 PM Project: Basin ID: Estimated Estimated Stage (ft) Volume (ac-ft) Outlet Type Zone 1 (WQCV) 1.40 0.215 Orifice Plate Zone 2 (EURV) 2.54 0.417 Circular Orifice Zone 3 (100-year) 3.88 0.643 Weir&Pipe (Restrict) Total (all zones) 1.276 User Input: Orifice at Underdrain Outlet (typically used to drain WQCV in a Filtration BMP)Calculated Parameters for Underdrain Underdrain Orifice Invert Depth = ft (distance below the filtration media surface) Underdrain Orifice Area =ft2 Underdrain Orifice Diameter = inches Underdrain Orifice Centroid = feet User Input: Orifice Plate with one or more orifices or Elliptical Slot Weir (typically used to drain WQCV and/or EURV in a sedimentation BMP)Calculated Parameters for Plate Invert of Lowest Orifice = 0.00 ft (relative to basin bottom at Stage = 0 ft) WQ Orifice Area per Row = 7.083E-03 ft2 Depth at top of Zone using Orifice Plate = 1.40 ft (relative to basin bottom at Stage = 0 ft) Elliptical Half-Width = N/A feet Orifice Plate: Orifice Vertical Spacing = 4.00 inches Elliptical Slot Centroid = N/A feet Orifice Plate: Orifice Area per Row = 1.02 sq. inches (diameter = 1-1/8 inches)Elliptical Slot Area = N/A ft2 User Input: Stage and Total Area of Each Orifice Row (numbered from lowest to highest) Row 1 (required) Row 2 (optional) Row 3 (optional) Row 4 (optional) Row 5 (optional) Row 6 (optional) Row 7 (optional) Row 8 (optional) Stage of Orifice Centroid (ft) 0.00 0.30 0.60 0.90 1.20 Orifice Area (sq. inches) 1.02 1.02 1.02 1.02 1.02 Row 9 (optional) Row 10 (optional) Row 11 (optional) Row 12 (optional) Row 13 (optional) Row 14 (optional) Row 15 (optional) Row 16 (optional) Stage of Orifice Centroid (ft) Orifice Area (sq. inches) User Input: Vertical Orifice (Circular or Rectangular)Calculated Parameters for Vertical Orifice Zone 2 Circular Not Selected Zone 2 Circular Not Selected Invert of Vertical Orifice = 1.44 N/A ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Area = N/A Depth at top of Zone using Vertical Orifice = 2.57 N/A ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Centroid = N/A Vertical Orifice Diameter = N/A inches User Input: Overflow Weir (Dropbox with Flat or Sloped Grate and Outlet Pipe OR Rectangular/Trapezoidal Weir (and No Outlet Pipe) Calculated Parameters for Overflow Weir grate Zone 3 Weir Not Selected Zone 3 Weir Not Selected Overflow Weir Front Edge Height, Ho = 2.54 N/A ft (relative to basin bottom at Stage = 0 ft)Height of Grate Upper Edge, Ht =3.79 N/A Overflow Weir Front Edge Length = 5.00 N/A feet Overflow Weir Slope Length = 5.15 N/A Overflow Weir Grate Slope = 4.00 N/A H:V Grate Open Area / 100-yr Orifice Area = 39.13 N/A Horiz. Length of Weir Sides = 5.00 N/A feet Overflow Grate Open Area w/o Debris = 17.94 N/A Overflow Grate Type = Type C Grate N/A Overflow Grate Open Area w/ Debris = 8.97 N/A Debris Clogging % = 50% N/A % User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectangular Orifice)Calculated Parameters for Outlet Pipe w/ Flow Restriction Plate Zone 3 Restrictor Not Selected Zone 3 Restrictor Not Selected Depth to Invert of Outlet Pipe = 0.00 N/A ft (distance below basin bottom at Stage = 0 ft)Outlet Orifice Area = 0.46 N/A Outlet Pipe Diameter = 15.00 N/A inches Outlet Orifice Centroid = 0.29 N/A Restrictor Plate Height Above Pipe Invert = 6.00 inches Half-Central Angle of Restrictor Plate on Pipe = 1.37 N/A User Input: Emergency Spillway (Rectangular or Trapezoidal)Calculated Parameters for Spillway Spillway Invert Stage= ft (relative to basin bottom at Stage = 0 ft) Spillway Design Flow Depth= feet Spillway Crest Length = feet Stage at Top of Freeboard = feet Spillway End Slopes = H:V Basin Area at Top of Freeboard = acres Freeboard above Max Water Surface = feet Basin Volume at Top of Freeboard = acre-ft Max Ponding Depth of Target Storage Volume =4.75 feet Discharge at Top of Freeboard = cfs Routed Hydrograph Results Design Storm Return Period =WQCV EURV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year One-Hour Rainfall Depth (in) =N/A N/A 0.82 1.13 1.40 1.93 2.40 2.86 CUHP Runoff Volume (acre-ft) =0.215 0.632 0.404 0.623 0.849 1.353 1.787 2.238 Inflow Hydrograph Volume (acre-ft) =N/A N/A 0.404 0.623 0.849 1.353 1.787 2.238 CUHP Predevelopment Peak Q (cfs) =N/A N/A 0.1 1.3 3.4 9.2 13.6 18.4 OPTIONAL Override Predevelopment Peak Q (cfs) =N/A N/A 2.2 Predevelopment Unit Peak Flow, q (cfs/acre) =N/A N/A 0.01 0.12 0.31 0.85 1.26 0.20 Peak Inflow Q (cfs) =N/A N/A 6.7 10.4 14.1 23.1 30.4 38.4 Peak Outflow Q (cfs) =0.1 0.2 0.2 0.2 1.0 3.9 4.3 4.7 Ratio Peak Outflow to Predevelopment Q =N/A N/A N/A 0.2 0.3 0.4 0.3 2.2 Structure Controlling Flow =Plate Overflow Weir 1 Plate Plate Overflow Weir 1 Outlet Plate 1 Outlet Plate 1 Outlet Plate 1 Max Velocity through Grate 1 (fps) =N/A N/A N/A N/A 0.0 0.2 0.2 0.2 Max Velocity through Grate 2 (fps) =N/A N/A N/A N/A N/A N/A N/A N/A Time to Drain 97% of Inflow Volume (hours) =37 56 47 56 60 56 54 53 Time to Drain 99% of Inflow Volume (hours) =40 63 52 63 67 65 64 64 Maximum Ponding Depth (ft) =1.40 2.54 1.88 2.43 2.83 3.40 4.02 4.75 Area at Maximum Ponding Depth (acres) =0.29 0.43 0.36 0.41 0.45 0.50 0.54 0.57 Maximum Volume Stored (acre-ft) =0.217 0.635 0.371 0.585 0.762 1.032 1.353 1.753 The user can override the default CUHP hydrographs and runoff volumes by entering new values in the Inflow Hydrographs table (Columns W through AF). DETENTION BASIN OUTLET STRUCTURE DESIGN MHFD-Detention, Version 4.04 (February 2021) Fairway Lane Apartments SE POND Example Zone Configuration (Retention Pond) MHFD-Detention_v4 04 (3).xlsm, Outlet Structure 1/6/2022, 10:39 AM COUNTA for Basin Tab = 1 Ao Dia WQ Plate Type Vert Orifice 1Vert Orifice 2 Count_Underdrain = 0 0.11(diameter = 3/8 inch)2 2 1 Count_WQPlate = 1 0.14(diameter = 7/16 inch) Count_VertOrifice1 = 0 0.18(diameter = 1/2 inch)Outlet Plate 1 Outlet Plate 2 Drain Time Message Boolean Count_VertOrifice2 = 0 0.24(diameter = 9/16 inch)4 1 5yr, <72hr 0 Count_Weir1 = 1 0.29(diameter = 5/8 inch)>5yr, <120hr 0 Count_Weir2 = 0 0.36(diameter = 11/16 inch)Max Depth Row Count_OutletPipe1 = 1 0.42(diameter = 3/4 inch)WQCV 141 Watershed Constraint Check Count_OutletPipe2 = 0 0.50(diameter = 13/16 inch)2 Year 189 Slope 0.025 COUNTA_2 (Standard FSD Setup)= 1 0.58(diameter = 7/8 inch)EURV 255 Shape 2.50 Hidden Parameters & Calculations 0.67(diameter = 15/16 inch)5 Year 244 MaxPondDepth_Error? FALSE 0.76 (diameter = 1 inch)10 Year 284 Spillway Depth Cd_Broad-Crested Weir 3.00 0.86(diameter = 1-1/16 inches)25 Year 341 WQ Plate Flow at 100yr depth = 0.35 0.97(diameter = 1-1/8 inches)50 Year 403 CLOG #1= 50% 1.08(diameter = 1-3/16 inches)100 Year 476 1 Z1_Boolean n*Cdw #1 = 0.32 1.20(diameter = 1-1/4 inches)500 Year 676 0 Z2_Boolean n*Cdo #1 = 1.45 1.32(diameter = 1-5/16 inches)Zone3_Pulldown Message 1 Z3_Boolean Overflow Weir #1 Angle = 0.245 1.45(diameter = 1-3/8 inches)1 Opening Message CLOG #2= N/A 1.59(diameter = 1-7/16 inches)Draintime Running n*Cdw #2 = N/A 1.73(diameter = 1-1/2 inches)Outlet Boolean Outlet Rank Total (1 to 4) n*Cdo #2 = N/A 1.88(diameter = 1-9/16 inches)Vertical Orifice 1 0 0 1 Overflow Weir #2 Angle = N/A 2.03(diameter = 1-5/8 inches)Vertical Orifice 2 0 0 Boolean Underdrain Q at 100yr depth = 0.00 2.20(diameter = 1-11/16 inches)Overflow Weir 1 1 1 0 Max Depth VertOrifice1 Q at 100yr depth = 0.00 2.36(diameter = 1-3/4 inches)Overflow Weir 2 0 0 0 500yr Depth VertOrifice2 Q at 100yr depth = 0.00 2.54(diameter = 1-13/16 inches)Outlet Pipe 1 1 1 0 Freeboard 2.72(diameter = 1-7/8 inches)Outlet Pipe 2 0 0 0 Spillway Count_User_Hydrographs 0 2.90(diameter = 1-15/16 inches)0 Spillway Length CountA_3 (EURV & 100yr) = 1 3.09(diameter = 2 inches)FALSE Time Interval CountA_4 (100yr Only) = 1 3.29(use rectangular openings)Button Visibility Boolean COUNTA_5 (FSD Weir Only)= 0 0 WQCV Underdrain COUNTA_6 (EURV Weir Only)= 1 1 WQCV Plate 0 EURV-WQCV Plate Outlet1_Pulldown_Boolean 1 EURV-WQCV VertOriice Outlet2_Pulldown_Boolean 1 Outlet 90% Qpeak Outlet3_Pulldown_Boolean 0 Outlet Undetained 0 Weir Only 90% Qpeak 0 Five Year Ratio Plate 0 Five Year Ratio VertOrifice EURV_draintime_user Spillway Options Offset Overlapping S-A-V-D Chart Axis Default X-axis Left Y-Axis Right Y-Axis minimum bound 0.00 0 0 maximum bound 8.00 130,000 10 S-A-V-D Chart Axis Override X-axis Left Y-Axis Right Y-Axis minimum bound maximum bound MHFD-Detention, Version 4.04 (February 2021) DETENTION BASIN OUTLET STRUCTURE DESIGN 0 10 20 30 40 50 60 70 0.1 1 10FLOW [cfs]TIME [hr] 500YR IN 500YR OUT 100YR IN 100YR OUT 50YR IN 50YR OUT 25YR IN 25YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT EURV IN EURV OUT WQCV IN WQCV OUT 0 1 2 3 4 5 6 7 8 0.1 1 10 100PONDING DEPTH [ft]DRAIN TIME [hr] 500YR 100YR 50YR 25YR 10YR 5YR 2YR EURV WQCV 0 1 2 3 4 5 6 7 8 9 10 0 20,000 40,000 60,000 80,000 100,000 120,000 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 OUTFLOW [cfs]AREA [ft^2], VOLUME [ft^3]PONDING DEPTH [ft] User Area [ft^2] Interpolated Area [ft^2] Summary Area [ft^2] Volume [ft^3] Summary Volume [ft^3] Outflow [cfs] Summary Outflow [cfs] MHFD-Detention_v4 04 (3).xlsm, Outlet Structure 1/6/2022, 10:39 AM Outflow Hydrograph Workbook Filename: Inflow Hydrographs The user can override the calculated inflow hydrographs from this workbook with inflow hydrographs developed in a separate program. SOURCE CUHP CUHP CUHP CUHP CUHP CUHP CUHP CUHP CUHP Time Interval TIME WQCV [cfs] EURV [cfs] 2 Year [cfs] 5 Year [cfs] 10 Year [cfs] 25 Year [cfs] 50 Year [cfs] 100 Year [cfs] 500 Year [cfs] 5.00 min 0:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.26 0.25 1.39 0:15:00 0.00 0.00 0.31 1.07 1.62 1.53 2.27 2.46 4.67 0:20:00 0.00 0.00 2.47 3.80 4.87 3.86 5.08 5.97 11.66 0:25:00 0.00 0.00 5.53 8.64 12.18 8.80 12.52 15.13 28.49 0:30:00 0.00 0.00 6.67 10.41 14.12 21.15 28.21 33.93 57.53 0:35:00 0.00 0.00 6.06 9.38 12.57 23.15 30.36 38.37 63.84 0:40:00 0.00 0.00 5.33 8.04 10.76 21.77 28.40 35.67 59.09 0:45:00 0.00 0.00 4.40 6.76 9.16 18.90 24.64 31.91 52.73 0:50:00 0.00 0.00 3.65 5.73 7.58 16.63 21.62 27.81 45.89 0:55:00 0.00 0.00 3.15 4.88 6.53 13.62 17.76 23.52 38.91 1:00:00 0.00 0.00 2.80 4.29 5.81 11.58 15.15 20.65 34.23 1:05:00 0.00 0.00 2.49 3.79 5.18 10.08 13.22 18.56 30.78 1:10:00 0.00 0.00 2.07 3.31 4.57 8.34 10.98 14.92 24.88 1:15:00 0.00 0.00 1.69 2.76 4.03 6.82 9.02 11.83 19.85 1:20:00 0.00 0.00 1.42 2.30 3.40 5.26 6.96 8.66 14.68 1:25:00 0.00 0.00 1.27 2.04 2.86 4.12 5.47 6.34 10.96 1:30:00 0.00 0.00 1.19 1.90 2.52 3.30 4.39 4.92 8.67 1:35:00 0.00 0.00 1.15 1.81 2.29 2.77 3.69 4.05 7.26 1:40:00 0.00 0.00 1.13 1.61 2.12 2.42 3.22 3.45 6.27 1:45:00 0.00 0.00 1.11 1.47 2.00 2.19 2.91 3.05 5.62 1:50:00 0.00 0.00 1.09 1.36 1.92 2.04 2.70 2.76 5.15 1:55:00 0.00 0.00 0.95 1.28 1.81 1.93 2.55 2.56 4.83 2:00:00 0.00 0.00 0.83 1.18 1.63 1.86 2.45 2.46 4.66 2:05:00 0.00 0.00 0.61 0.87 1.18 1.35 1.78 1.79 3.39 2:10:00 0.00 0.00 0.44 0.62 0.84 0.96 1.27 1.28 2.43 2:15:00 0.00 0.00 0.31 0.44 0.59 0.68 0.90 0.92 1.73 2:20:00 0.00 0.00 0.22 0.30 0.41 0.48 0.63 0.64 1.21 2:25:00 0.00 0.00 0.15 0.20 0.28 0.33 0.43 0.44 0.82 2:30:00 0.00 0.00 0.10 0.14 0.19 0.22 0.29 0.30 0.57 2:35:00 0.00 0.00 0.06 0.09 0.12 0.15 0.19 0.19 0.37 2:40:00 0.00 0.00 0.03 0.05 0.07 0.08 0.11 0.11 0.21 2:45:00 0.00 0.00 0.01 0.02 0.03 0.04 0.05 0.05 0.09 2:50:00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.03 2:55:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:15:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:20:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:25:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:30:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:35:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:40:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:45:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:50:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:55:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:15:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:20:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:25:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:30:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:35:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:40:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:45:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:50:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:55:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:15:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:20:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:25:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:30:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:35:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:40:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:45:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:50:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:55:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DETENTION BASIN OUTLET STRUCTURE DESIGN MHFD-Detention_v4 04 (3).xlsm, Outlet Structure 1/6/2022, 10:39 AM Weir Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Tuesday, Oct 26 2021 Detention Pond Spillway Trapezoidal Weir Crest = Sharp Bottom Length (ft) = 30.00 Total Depth (ft) = 1.00 Side Slope (z:1) = 4.00 Calculations Weir Coeff. Cw = 3.10 Compute by: Known Q Known Q (cfs) = 88.57 Highlighted Depth (ft) = 0.92 Q (cfs) = 88.57 Area (sqft) = 30.99 Velocity (ft/s) = 2.86 Top Width (ft) = 37.36 0 5 10 15 20 25 30 35 40 45 50 Depth (ft)Depth (ft)Detention Pond Spillway -0.50 -0.50 0.00 0.00 0.50 0.50 1.00 1.00 1.50 1.50 2.00 2.00 Length (ft)Weir W.S. APPENDIX E Fairway Lane Apartments – Fort Collins, CO 20065 North System (S1 East and West Combined) Total Contributory Area: 124,910 sf - East: 79,855 sf - West: 45,055 sf Total Contributory New and/or Modified Impervious Area: 91,874 sf - East: 58,735 sf - West: 33,139 sf Total WQCV Required / Provided: 2,951 cu-ft / 3,007 cu-ft - East: 1,887 cu-ft / 1,888 cu-ft - West: 1,064 cu-ft / 1,119 cu-ft Site Information Total New and/or Modified Impervious Area: 286,910 sf 75% of Total New and/or Modified Impervious Area: 215,183 sf Total New and/or Modified Impervious Treated: 217,720 sf Total Percent of New and/or Modified Impervious Area Treated: 75.9% South System (S2) Total Contributory Area: 175,679 sf Total Contributory New and/or Modified Impervious Area: 124,846 sf WQCV Required / Provided: 4,042cu-ft / 4,264 cu-ft 108,467 sf 42,518 sf Proposed South System (S2) = 54 Chambers Proposed North System (S1- East) = 26 Chambers Purple area contributory to south (S2) Stormtech system Green area contributory to north (S1-East) Stormtech system Proposed North System (S1- West) = 15 Chambers Blue area contributory to north (S1-West) Stormtech system NORTHWEST SYSTEM SOUTHERN SYSTEM NORTHEAST SYSTEM ©2021 ADS, INC. PROJECT INFORMATION ADS SALES REP: ENGINEERED PRODUCT MANAGER: PROJECT NO: FAIRWAY LANE APARTMENTS FORT COLLINS, CO MARK KAELBERER 720-256-8225 MARK.KAELBERER@ADS-PIPE.COM S247917 Advanced Drainage Systems, Inc. JEROME MAGSINO 303-349-7555 JEROME.MAGSINO@ADS-PIPE.COM IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF THE SC-740 SYSTEM 1.STORMTECH SC-740 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A PRE-CONSTRUCTION MEETING WITH THE INSTALLERS. 2.STORMTECH SC-740 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE". 3.CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS. STORMTECH RECOMMENDS 3 BACKFILL METHODS: ·STONESHOOTER LOCATED OFF THE CHAMBER BED. ·BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. ·BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR. 4.THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS. 5.JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE. 6.MAINTAIN MINIMUM - 6" (150 mm) SPACING BETWEEN THE CHAMBER ROWS. 7.EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE 3/4-2" (20-50 mm). 8.THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGN ENGINEER. 9.ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. NOTES FOR CONSTRUCTION EQUIPMENT 1.STORMTECH SC-740 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE". 2.THE USE OF CONSTRUCTION EQUIPMENT OVER SC-740 CHAMBERS IS LIMITED: ·NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. ·NO RUBBER TIRED LOADERS, DUMP TRUCKS, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE". ·WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE". 3.FULL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING. USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO THE CHAMBERS AND IS NOT AN ACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD WARRANTY. CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT. SC-740 STORMTECH CHAMBER SPECIFICATIONS 1.CHAMBERS SHALL BE STORMTECH SC-740. 2.CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT-MODIFIED POLYPROPYLENE COPOLYMERS. 3.CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 4.CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION. 5.THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1) LONG-DURATION DEAD LOADS AND 2) SHORT-DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 6.CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787, "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<1 MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2) MAXIMUM PERMANENT (75-YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN TRUCK. 7.REQUIREMENTS FOR HANDLING AND INSTALLATION: ·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. ·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 2”. ·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT SHALL BE GREATER THAN OR EQUAL TO 550 LBS/IN/IN. THE ASC IS DEFINED IN SECTION 6.2.8 OF ASTM F2418. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. 8.ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGN ENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: ·THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER. ·THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FOR DEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE. ·THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGN EXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN. 9.CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY. FOR STORMTECH INSTRUCTIONS, DOWNLOAD THE INSTALLATION APP SiteASSIST SHEET OFDATE:PROJECT #:DRAWN:CHECKED:THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.4640 TRUEMAN BLVDHILLIARD, OH 430262 807/21/21S247917GGCJPR FAIRWAY LANE APARTMENTSFORT COLLINS, CODATEDRWNCHKDDESCRIPTION 12/10/21GDLGGCREVISED PER ENGINEER12-14-21MJKCTSREVISE PER COMMENTS01-12-22TSG- - -REVISED PER ENGINEER'S MARK UP0010'20'StormTechChamber System888-892-2694 | WWW.STORMTECH.COM®NOTES ·MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECHNICAL NOTE 6.32 FOR MANIFOLD SIZING GUIDANCE. ·DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD. ·THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET. ·THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR DETERMINING THE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION IS PROVIDED. ·THE SITE DESIGN ENGINEER MUST REVIEW THE PROXIMITY OF THE CHAMBERS TO THE BUILDING/STRUCTURE. NO FOUNDATION LOADS SHALL BE TRANSMITTED TO THE CHAMBERS. THE SITE DESIGN ENGINEER MUST CONSIDER EFFECTS OF POSSIBLE SATURATED SOILS ON BEARING CAPACITY OF SOILS AND SEEPAGE INTO BASEMENTS. ·ADS DOES NOT DESIGN OR PROVIDE MEMBRANE LINER SYSTEMS FOR CISTERNS. TO MINIMIZE THE LEAKAGE POTENTIAL OF LINER SYSTEMS, THE MEMBRANE LINER SYSTEM SHOULD BE DESIGNED BY A KNOWLEDGEABLE GEOTEXTILE PROFESSIONAL AND INSTALLED BY A QUALIFIED CONTRACTOR. ·NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT & THE REQUIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE. 24" X 24" ADS N-12 BOTTOM MANIFOLD INVERT 0.1" ABOVE CHAMBER BASE (SEE NOTES) 6" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAIN (SIZE TBD BY ENGINEER / SOLID OUTSIDE PERIMETER STONE) INSPECTION PORT (TYP 3 PLACES) STRUCTURE PER PLAN SHOWN AS 30" NYLOPLAST BASIN (24" SUMP MIN) ISOLATOR ROW PLUS (SEE DETAIL / TYP 3 PLACES) 24" PREFABRICATED END CAP, PART# SC740EPE24B TYP OF ALL SC-740 24" CONNECTIONS CONCEPTUAL LAYOUT - NORTHWEST SYSTEM 15 STORMTECH SC-740 CHAMBERS 6 STORMTECH SC-740 END CAPS 6 STONE ABOVE (in) 6 STONE BELOW (in) 40 % STONE VOID 1,522 INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED) 792 SYSTEM AREA (ft²) 130 SYSTEM PERIMETER (ft) CONCEPTUAL ELEVATIONS - NORTHWEST SYSTEM 5013.39 MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED) 5007.39 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC) 5006.89 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC) 5006.89 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT) 5006.89 MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT) 5005.89 TOP OF STONE 5005.39 TOP OF SC-740 CHAMBER 5002.90 24" ISOLATOR ROW PLUS MANIFOLD / CONNECTION INVERT 5002.89 BOTTOM OF SC-740 CHAMBER 5002.39 UNDERDRAIN INVERT 5002.39 BOTTOM OF STONE 24" PREFABRICATED END CAP, PART# SC740EPE24BR TYP OF ALL SC-740 24" ISOLATOR ROW PLUS CONNECTIONS THERMOPLASTIC LINER (SEE TECHNICAL NOTE 6.50 / PROVIDED BY OTHERS / DESIGN BY OTHERS) OUTLET STRUCTURE PER PLAN SHOWN AS 30" NYLOPLAST BASIN (DESIGN BY ENGINEER) 24" X 24" ADS N-12 BOTTOM MANIFOLD INVERT 0.1" ABOVE CHAMBER BASE (SEE NOTES) PROPOSED 30" NYLOPLAST BASIN (FOR ISOLATOR ROW ACCESS/24" MIN SUMP) 24" X 24" ADS N-12 BOTTOM MANIFOLD INVERT 0.1" ABOVE CHAMBER BASE (SEE NOTES) 24" ADS N-12 BOTTOM CONNECTION INVERT 0.1" ABOVE CHAMBER BASE (SEE NOTES) 24" ADS N-12 BOTTOM CONNECTION INVERT 0.1" ABOVE CHAMBER BASE (SEE NOTES)16.35'13.75'48.43' 37.19' Project: Chamber Model - SC-740 Units -Imperial Number of chambers - 15 Voids in the stone (porosity) - 40 % Base of Stone Elevation - 5002.39 ft Amount of Stone Above Chambers - 6 in Amount of Stone Below Chambers - 6 in 6 Area of system -792 sf Min. Area - Height of System Incremental Single Chamber Incremental Total Chamber Incremental Stone Incremental Ch & St Cumulative Chamber Elevation 1 (inches) (cubic feet) (cubic feet) (cubic feet) (cubic feet)(cubic feet) (feet) 42 0.00 0.00 26.40 26.40 1522.36 5005.89 41 0.00 0.00 26.40 26.40 1495.96 5005.81 40 0.00 0.00 26.40 26.40 1469.56 5005.72 0cf above elevation 39 0.00 0.00 26.40 26.40 1443.16 5005.64 0cf below elevation 38 0.00 0.00 26.40 26.40 1416.76 5005.56 1522.36cf above elevation 674.8 37 0.00 0.00 26.40 26.40 1390.36 5005.47 0cf below elevation 674.8 36 0.05 0.82 26.07 26.89 1363.96 5005.39 1522.36cf between elevations 674.8 and 35 0.16 2.44 25.42 27.87 1337.06 5005.31 34 0.28 4.23 24.71 28.94 1309.20 5005.22 33 0.60 9.06 22.78 31.84 1280.26 5005.14 WQ Volume: cf 32 0.80 12.03 21.59 33.62 1248.42 5005.06 0cf below elevation 31 0.95 14.26 20.70 34.96 1214.81 5004.97 30 1.07 16.12 19.95 36.07 1179.85 5004.89 29 1.18 17.71 19.32 37.02 1143.78 5004.81 WQv achieved at elevation: 28 1.27 18.98 18.81 37.79 1106.76 5004.72 27 1.36 20.33 18.27 38.60 1068.97 5004.64 26 1.45 21.81 17.68 39.49 1030.37 5004.56 25 1.52 22.87 17.25 40.12 990.88 5004.47 24 1.58 23.73 16.91 40.64 950.76 5004.39 23 1.64 24.63 16.55 41.18 910.12 5004.31 22 1.70 25.49 16.20 41.70 868.94 5004.22 21 1.75 26.29 15.88 42.18 827.24 5004.14 20 1.80 27.04 15.58 42.63 785.07 5004.06 19 1.85 27.82 15.27 43.09 742.44 5003.97 18 1.89 28.40 15.04 43.44 699.35 5003.89 17 1.93 29.01 14.80 43.81 655.91 5003.81 16 1.97 29.62 14.55 44.17 612.10 5003.72 15 2.01 30.15 14.34 44.49 567.93 5003.64 14 2.04 30.67 14.13 44.80 523.44 5003.56 13 2.07 31.12 13.95 45.07 478.63 5003.47 12 2.10 31.57 13.77 45.34 433.56 5003.39 11 2.13 31.98 13.61 45.59 388.22 5003.31 10 2.15 32.31 13.48 45.78 342.63 5003.22 9 2.18 32.66 13.34 45.99 296.84 5003.14 8 2.20 32.98 13.21 46.19 250.85 5003.06 7 2.21 33.11 13.16 46.27 204.67 5002.97 6 0.00 0.00 26.40 26.40 158.40 5002.89 5 0.00 0.00 26.40 26.40 132.00 5002.81 4 0.00 0.00 26.40 26.40 105.60 5002.72 3 0.00 0.00 26.40 26.40 79.20 5002.64 2 0.00 0.00 26.40 26.40 52.80 5002.56 1 0.00 0.00 26.40 26.40 26.40 5002.47 StormTech SC-740 Cumulative Storage Volumes REV3 - FAIRWAY - N.WEST - S247917 507 sf min. area Include Perimeter Stone in Calculations Click Here for Metric Max WQ Elev = 5004.75 (Equal to Inv Out South in Storm Structure B3) Provides 1,119 cf of WQCV 36" is top of chambers Fairway Lane Apartments S1 Stormtech System (West) Water Quality Capture Volume (WQCV) Calculations Total Area of New and/or Modified Impervious Area Contributory to Stormtech = 33,139 sq-ft a=0.8 12-Hour Drain Time I=90% WQCV=0.321 Watershed-Inches A=0.761 Acres V=0.024 Acre-Feet Therefore;1,064 cubic-feet of WQCV is required to be treated =12 x 1.2 = (0.91 −1.19 +0.78 Fairway Lane ApartmentsFort Collins, COVault IDIn-Flow, WQ(cfs)Chamber TypeMimimum No. ofChambersdMinimum ReleaseRatee (cfs)Required Chamber Volume by FAA Method (cf)Mimimum No. ofChambersfProvided Number of ChambersProvided Release Ratee (cfs)Provided Chamber Volumeg(cf)Total Installed Chamber Volumeh(cf)S1 (West) 0.98 SC-74015 0.35 264 4 15 0.35 689 1124Note: "Chamber Volume" refers to the open volume within the vaults. "Installed Chamber Volume" refers to the total volume provided, including the surrounding aggregates.a. Release rate per chamber, limited by flow through geotextile with accumulated sediment.b. Volume within chamber only, not accounting for void spaces in surrounding aggregate.c. Volume includes chamber and void spaces (40%) in surrounding aggregate, per chamber unit.In-Flow WQd. Number of chambers required to provide full WQCV within total installed system, including aggregate.C0.9e. Release rate per chamber times number of chambers.i1.43in/hrf. Number of chambers required to provide required FAA storage volume stored within the chamber only (no aggregate storage).A0.76acresg. Volume provided in chambers only (no aggregate storage). This number must meet or exceed the required FAA storage volume.h. System volume includes total number of chambers, plus surrounding aggregate. This number must meet or exceed the required WQCV.SC-160 SC-310MC-350025.0 34.07784.4 85.48612.0 16.04514.7 20.243.26.9 14.7109.915.0 29.31750.35 gpm/sf7.48052 gal0.133681 cf0.002228 cfs*Flow rate based on 1/2 of Nov 07 QMAX in Figure 17 of UNH Testing ReportSC-160 SC-310MC-35000.011426 0.0157240.03368710640.024 45.90 74.90Chamber Configuration SummaryTotal Required WQ Volume (cf)Individual Chamber Release Ratea(cfs)Individual ChamberVolumeb (cf)Individual Installed Chamber Volumec (cf)30.2Chamber Volume (cf)StormTech Chamber DataChamber DimensionsSC-74045.9Chamber/Aggregate Volume (cf)74.9Chamber Flow Rate Conversion (gpm/sf to cfs)Flow Rate*1 cf =1 gallon =1 GPM =Width (in)51.0Length (in)85.4Height (in)30.0Floor Area (sf)Chamber Flow RateSC-740Flow Rate/chamber (cfs)0.023586Inverts at storm structure B3 set to accommodatethis flow in 8" pipe to chambers S1 Stormtech System (West) Chamber Product SC-740 Design Storm WQ Required Detention Volume Developed "C" 0.9 Quantity Detention 264 (ft3) Area 0.76 acres Max Release Rate 0.35 cfs Time Time Ft.Collins WQ Intensity Q100 Inflow (Runoff) Volume Outflow (Release) Volume Storage Detention Volume (mins) (secs) (in/hr) (cfs)(ft3) (ft 3) (ft 3) 5 300 1.43 1.0 293 105 188 10 600 1.11 0.8 456 210 246 15 900 0.94 0.6 579 315 264 20 1200 0.81 0.6 665 420 245 25 1500 0.72 0.5 739 525 214 30 1800 0.65 0.4 800 630 170 35 2100 0.59 0.4 847 735 112 40 2400 0.54 0.4 886 840 46 45 2700 0.50 0.3 923 945 -22 50 3000 0.46 0.3 944 1050 -106 55 3300 0.44 0.3 993 1155 -162 60 3600 0.41 0.3 1010 1260 -250 65 3900 0.39 0.3 1040 1365 -325 70 4200 0.37 0.3 1063 1470 -407 75 4500 0.35 0.2 1077 1575 -498 80 4800 0.33 0.2 1083 1680 -597 85 5100 0.32 0.2 1116 1785 -669 90 5400 0.31 0.2 1145 1890 -745 95 5700 0.29 0.2 1131 1995 -864 100 6000 0.28 0.2 1149 2100 -951 105 6300 0.27 0.2 1163 2205 -1042 110 6600 0.26 0.2 1174 2310 -1136 115 6900 0.3 0.2 1416 2415 -999 120 7200 0.25 0.2 1231 2520 -1289 SHEET OFDATE:PROJECT #:DRAWN:CHECKED:THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.4640 TRUEMAN BLVDHILLIARD, OH 430263 807/21/21S247917GGCJPR FAIRWAY LANE APARTMENTSFORT COLLINS, CODATEDRWNCHKDDESCRIPTION 12/10/21GDLGGCREVISED PER ENGINEER12-14-21MJKCTSREVISE PER COMMENTS01-12-22TSG- - -REVISED PER ENGINEER'S MARK UP0010'20'StormTechChamber System888-892-2694 | WWW.STORMTECH.COM®6" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAIN (SIZE TBD BY ENGINEER / SOLID OUTSIDE PERIMETER STONE) INSPECTION PORT (TYP 3 PLACES) PROPOSED 30" NYLOPLAST BASIN (24" SUMP MIN) ISOLATOR ROW PLUS (SEE DETAIL / TYP 3 PLACES) 24" PREFABRICATED END CAP, PART# SC740EPE24B TYP OF ALL SC-740 24" CONNECTIONS CONCEPTUAL LAYOUT - NORTHEAST SYSTEM 26 STORMTECH SC-740 CHAMBERS 6 STORMTECH SC-740 END CAPS 6 STONE ABOVE (in) 6 STONE BELOW (in) 40 % STONE VOID 2,344 INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED) 1,162 SYSTEM AREA (ft²) 185 SYSTEM PERIMETER (ft) CONCEPTUAL ELEVATIONS - NORTHEAST SYSTEM 5011.72 MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED) 5005.72 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC) 5005.22 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC) 5005.22 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT) 5005.22 MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT) 5004.22 TOP OF STONE 5003.72 TOP OF SC-740 CHAMBER 5001.23 24" ISOLATOR ROW PLUS MANIFOLD / CONNECTION INVERT 5001.22 BOTTOM OF SC-740 CHAMBER 5000.72 UNDERDRAIN INVERT 5000.72 BOTTOM OF STONE 24" PREFABRICATED END CAP, PART# SC740EPE24BR TYP OF ALL SC-740 24" ISOLATOR ROW PLUS CONNECTIONS THERMOPLASTIC LINER (SEE TECHNICAL NOTE 6.50 / PROVIDED BY OTHERS / DESIGN BY OTHERS) OUTLET STRUCTURE PER PLAN SHOWN AS 30" NYLOPLAST BASIN (DESIGN BY ENGINEER) 24" X 24" ADS N-12 BOTTOM MANIFOLD INVERT 0.1" ABOVE CHAMBER BASE (SEE NOTES) PROPOSED 30" NYLOPLAST BASIN (FOR ISOLATOR ROW ACCESS /24" MIN SUMP) 24" X 24" ADS N-12 BOTTOM MANIFOLD INVERT 0.1" ABOVE CHAMBER BASE (SEE NOTES) 24" ADS N-12 BOTTOM CONNECTION INVERT 0.1" ABOVE CHAMBER BASE (SEE NOTES)15.75'13.75'24" ADS N-12 BOTTOM CONNECTION INVERT 0.1" ABOVE CHAMBER BASE (SEE NOTES)11.59'4.16'10.92'65.72' 76.64' NOTES ·MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECHNICAL NOTE 6.32 FOR MANIFOLD SIZING GUIDANCE. ·DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD. ·THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET. ·THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR DETERMINING THE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION IS PROVIDED. ·THE SITE DESIGN ENGINEER MUST REVIEW THE PROXIMITY OF THE CHAMBERS TO THE BUILDING/STRUCTURE. NO FOUNDATION LOADS SHALL BE TRANSMITTED TO THE CHAMBERS. THE SITE DESIGN ENGINEER MUST CONSIDER EFFECTS OF POSSIBLE SATURATED SOILS ON BEARING CAPACITY OF SOILS AND SEEPAGE INTO BASEMENTS. ·ADS DOES NOT DESIGN OR PROVIDE MEMBRANE LINER SYSTEMS FOR CISTERNS. TO MINIMIZE THE LEAKAGE POTENTIAL OF LINER SYSTEMS, THE MEMBRANE LINER SYSTEM SHOULD BE DESIGNED BY A KNOWLEDGEABLE GEOTEXTILE PROFESSIONAL AND INSTALLED BY A QUALIFIED CONTRACTOR. ·NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT & THE REQUIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE. 58.54' 65.66' Project: Chamber Model - SC-740 Units -Imperial Number of chambers - 26 Voids in the stone (porosity) - 40 % Base of Stone Elevation - 5000.72 ft Amount of Stone Above Chambers - 6 in Amount of Stone Below Chambers - 6 in 6 Area of system -1162 sf Min. Area - Height of System Incremental Single Chamber Incremental Total Chamber Incremental Stone Incremental Ch & St Cumulative Chamber Elevation 1 (inches) (cubic feet) (cubic feet) (cubic feet) (cubic feet)(cubic feet) (feet) 42 0.00 0.00 38.73 38.73 2343.63 5004.22 41 0.00 0.00 38.73 38.73 2304.90 5004.14 40 0.00 0.00 38.73 38.73 2266.17 5004.05 0cf above elevation 39 0.00 0.00 38.73 38.73 2227.43 5003.97 0cf below elevation 38 0.00 0.00 38.73 38.73 2188.70 5003.89 2343.63cf above elevation 674.8 37 0.00 0.00 38.73 38.73 2149.97 5003.80 0cf below elevation 674.8 36 0.05 1.43 38.16 39.59 2111.23 5003.72 2343.63cf between elevations 674.8 and 35 0.16 4.24 37.04 41.27 2071.64 5003.64 34 0.28 7.33 35.80 43.13 2030.37 5003.55 33 0.60 15.70 32.45 48.16 1987.24 5003.47 WQ Volume: cf 32 0.80 20.84 30.40 51.24 1939.08 5003.39 0cf below elevation 31 0.95 24.72 28.85 53.56 1887.84 5003.30 30 1.07 27.94 27.56 55.50 1834.28 5003.22 29 1.18 30.69 26.46 57.15 1778.78 5003.14 WQv achieved at elevation: 28 1.27 32.91 25.57 58.48 1721.63 5003.05 27 1.36 35.23 24.64 59.87 1663.15 5002.97 26 1.45 37.81 23.61 61.42 1603.28 5002.89 25 1.52 39.64 22.88 62.52 1541.87 5002.80 24 1.58 41.14 22.28 63.42 1479.35 5002.72 23 1.64 42.70 21.65 64.35 1415.93 5002.64 22 1.70 44.19 21.06 65.25 1351.58 5002.55 21 1.75 45.58 20.50 66.08 1286.33 5002.47 20 1.80 46.87 19.98 66.86 1220.25 5002.39 19 1.85 48.23 19.44 67.67 1153.39 5002.30 18 1.89 49.22 19.05 68.27 1085.72 5002.22 17 1.93 50.28 18.62 68.90 1017.46 5002.14 16 1.97 51.35 18.19 69.54 948.55 5002.05 15 2.01 52.26 17.83 70.09 879.01 5001.97 14 2.04 53.17 17.47 70.64 808.92 5001.89 13 2.07 53.95 17.15 71.10 738.29 5001.80 12 2.10 54.73 16.84 71.57 667.18 5001.72 11 2.13 55.43 16.56 71.99 595.61 5001.64 10 2.15 56.00 16.33 72.33 523.62 5001.55 9 2.18 56.60 16.09 72.70 451.29 5001.47 8 2.20 57.16 15.87 73.03 378.60 5001.39 7 2.21 57.39 15.78 73.17 305.57 5001.30 6 0.00 0.00 38.73 38.73 232.40 5001.22 5 0.00 0.00 38.73 38.73 193.67 5001.14 4 0.00 0.00 38.73 38.73 154.93 5001.05 3 0.00 0.00 38.73 38.73 116.20 5000.97 2 0.00 0.00 38.73 38.73 77.47 5000.89 1 0.00 0.00 38.73 38.73 38.73 5000.80 StormTech SC-740 Cumulative Storage Volumes REV3 - FAIRWAY - N.EAST - S247917 879 sf min. area Include Perimeter Stone in Calculations Click Here for Metric Max WQ Elev = 5003.00 (Equal to Inv Out South in Storm Structure C4) Provides 1,888 cf of WQCV 36" is top of chambers Fairway Lane Apartments S1 Stormtech System (East) Water Quality Capture Volume (WQCV) Calculations Total Area of New and/or Modified Impervious Area Contributory to Stormtech = 58,735 sq-ft a=0.8 12-Hour Drain Time I=90% WQCV=0.321 Watershed-Inches A=1.348 Acres V=0.043 Acre-Feet Therefore;1,887 cubic-feet of WQCV is required to be treated =12 x 1.2 = (0.91 −1.19 +0.78 Fairway Lane ApartmentsFort Collins, COVault IDIn-Flow, WQ(cfs)Chamber TypeMimimum No. ofChambersdMinimum ReleaseRatee (cfs)Required Chamber Volume by FAA Method (cf)Mimimum No. ofChambersfProvided Number of ChambersProvided Release Ratee (cfs)Provided Chamber Volumeg(cf)Total Installed Chamber Volumeh(cf)S1 (East) 1.74 SC-74026 0.61 479 7 26 0.61 1193 1947Note: "Chamber Volume" refers to the open volume within the vaults. "Installed Chamber Volume" refers to the total volume provided, including the surrounding aggregates.a. Release rate per chamber, limited by flow through geotextile with accumulated sediment.b. Volume within chamber only, not accounting for void spaces in surrounding aggregate.c. Volume includes chamber and void spaces (40%) in surrounding aggregate, per chamber unit.In-Flow WQd. Number of chambers required to provide full WQCV within total installed system, including aggregate.C0.9e. Release rate per chamber times number of chambers.i1.43in/hrf. Number of chambers required to provide required FAA storage volume stored within the chamber only (no aggregate storage).A1.35acresg. Volume provided in chambers only (no aggregate storage). This number must meet or exceed the required FAA storage volume.h. System volume includes total number of chambers, plus surrounding aggregate. This number must meet or exceed the required WQCV.SC-160 SC-310MC-350025.0 34.07784.4 85.48612.0 16.04514.7 20.243.26.9 14.7109.915.0 29.31750.35 gpm/sf7.48052 gal0.133681 cf0.002228 cfs*Flow rate based on 1/2 of Nov 07 QMAX in Figure 17 of UNH Testing ReportSC-160 SC-310MC-35000.011426 0.0157240.03368718870.024 45.90 74.90Chamber Configuration SummaryTotal Required WQ Volume (cf)Individual Chamber Release Ratea(cfs)Individual ChamberVolumeb (cf)Individual Installed Chamber Volumec (cf)30.2Chamber Volume (cf)StormTech Chamber DataChamber DimensionsSC-74045.9Chamber/Aggregate Volume (cf)74.9Chamber Flow Rate Conversion (gpm/sf to cfs)Flow Rate*1 cf =1 gallon =1 GPM =Width (in)51.0Length (in)85.4Height (in)30.0Floor Area (sf)Chamber Flow RateSC-740Flow Rate/chamber (cfs)0.023586Inverts at storm structure C4 set to accommodatethis flow in 8" pipe to chambers S1 Stormtech System (East) Chamber Product SC-740 Design Storm WQ Required Detention Volume Developed "C" 0.9 Quantity Detention 479 (ft3) Area 1.35 acres Max Release Rate 0.61 cfs Time Time Ft.Collins WQ Intensity Q100 Inflow (Runoff) Volume Outflow (Release) Volume Storage Detention Volume (mins) (secs) (in/hr) (cfs)(ft3) (ft 3) (ft 3) 5 300 1.43 1.7 521 183 338 10 600 1.11 1.3 809 366 443 15 900 0.94 1.1 1028 549 479 20 1200 0.81 1.0 1181 732 449 25 1500 0.72 0.9 1312 915 397 30 1800 0.65 0.8 1422 1098 324 35 2100 0.59 0.7 1505 1281 224 40 2400 0.54 0.7 1575 1464 111 45 2700 0.50 0.6 1640 1647 -7 50 3000 0.46 0.6 1677 1830 -153 55 3300 0.44 0.5 1764 2013 -249 60 3600 0.41 0.5 1793 2196 -403 65 3900 0.39 0.5 1848 2379 -531 70 4200 0.37 0.4 1888 2562 -674 75 4500 0.35 0.4 1914 2745 -831 80 4800 0.33 0.4 1925 2928 -1003 85 5100 0.32 0.4 1983 3111 -1128 90 5400 0.31 0.4 2034 3294 -1260 95 5700 0.29 0.4 2008 3477 -1469 100 6000 0.28 0.3 2041 3660 -1619 105 6300 0.27 0.3 2067 3843 -1776 110 6600 0.26 0.3 2085 4026 -1941 115 6900 0.3 0.4 2515 4209 -1694 120 7200 0.25 0.3 2187 4392 -2205 SHEET OFDATE:PROJECT #:DRAWN:CHECKED:THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.4640 TRUEMAN BLVDHILLIARD, OH 430264 807/21/21S247917GGCJPR FAIRWAY LANE APARTMENTSFORT COLLINS, CODATEDRWNCHKDDESCRIPTION 12/10/21GDLGGCREVISED PER ENGINEER12-14-21MJKCTSREVISE PER COMMENTS01-12-22TSG- - -REVISED PER ENGINEER'S MARK UP0015'30'StormTechChamber System888-892-2694 | WWW.STORMTECH.COM®6" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAIN (SIZE TBD BY ENGINEER / SOLID OUTSIDE PERIMETER STONE) INSPECTION PORT (TYP 3 PLACES) PROPOSED 30" NYLOPLAST BASIN (24" SUMP MIN) PROPOSED OUTLET STRUCTURE SHOWN AS 30" NYLOPLAST BASIN (DESIGN BY ENGINEER) ISOLATOR ROW PLUS (SEE DETAIL / TYP 3 PLACES) 24" PREFABRICATED END CAP, PART# SC740EPE24B TYP OF ALL SC-740 24" CONNECTIONS CONCEPTUAL LAYOUT - SOUTHERN SYSTEM 54 STORMTECH SC-740 CHAMBERS 6 STORMTECH SC-740 END CAPS 6 STONE ABOVE (in) 6 STONE BELOW (in) 40 % STONE VOID 4,727 INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED) 2,313 SYSTEM AREA (ft²) 316 SYSTEM PERIMETER (ft) CONCEPTUAL ELEVATIONS - SOUTHERN SYSTEM 5007.88 MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED) 5001.88 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC) 5001.38 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC) 5001.38 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT) 5001.38 MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT) 5000.38 TOP OF STONE 4999.88 TOP OF SC-740 CHAMBER 4997.39 24" ISOLATOR ROW PLUS MANIFOLD / CONNECTION INVERT 4997.38 BOTTOM OF SC-740 CHAMBER 4996.88 UNDERDRAIN INVERT 4996.88 BOTTOM OF STONE 24" PREFABRICATED END CAP, PART# SC740EPE24BR TYP OF ALL SC-740 24" ISOLATOR ROW PLUS CONNECTIONS THERMOPLASTIC LINER (SEE TECHNICAL NOTE 6.50 / PROVIDED BY OTHERS / DESIGN BY OTHERS) NOTES ·MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECHNICAL NOTE 6.32 FOR MANIFOLD SIZING GUIDANCE. ·DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD. ·THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET. ·THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR DETERMINING THE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION IS PROVIDED. ·THE SITE DESIGN ENGINEER MUST REVIEW THE PROXIMITY OF THE CHAMBERS TO THE BUILDING/STRUCTURE. NO FOUNDATION LOADS SHALL BE TRANSMITTED TO THE CHAMBERS. THE SITE DESIGN ENGINEER MUST CONSIDER EFFECTS OF POSSIBLE SATURATED SOILS ON BEARING CAPACITY OF SOILS AND SEEPAGE INTO BASEMENTS. ·ADS DOES NOT DESIGN OR PROVIDE MEMBRANE LINER SYSTEMS FOR CISTERNS. TO MINIMIZE THE LEAKAGE POTENTIAL OF LINER SYSTEMS, THE MEMBRANE LINER SYSTEM SHOULD BE DESIGNED BY A KNOWLEDGEABLE GEOTEXTILE PROFESSIONAL AND INSTALLED BY A QUALIFIED CONTRACTOR. ·NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT & THE REQUIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE. 141.46' 129.71' PROPOSED 30" NYLOPLAST BASIN (FOR ISOLATOR ROW ACCESS /24" MIN SUMP)16.35'13.75'24" X 24" ADS N-12 BOTTOM MANIFOLD INVERT 0.1" ABOVE CHAMBER BASE (SEE NOTES / TYP 2 PLACES) 24" ADS N-12 BOTTOM CONNECTION INVERT 0.1" ABOVE CHAMBER BASE (SEE NOTES/TYP 4 PLACES) PROPOSED 30" NYLOPLAST BASIN (24" SUMP MIN) Project: Chamber Model - SC-740 Units -Imperial Number of chambers - 54 Voids in the stone (porosity) - 40 % Base of Stone Elevation - 4996.88 ft Amount of Stone Above Chambers - 6 in Amount of Stone Below Chambers - 6 in 6 Area of system -2313 sf Min. Area - Height of System Incremental Single Chamber Incremental Total Chamber Incremental Stone Incremental Ch & St Cumulative Chamber Elevation 1 (inches) (cubic feet) (cubic feet) (cubic feet) (cubic feet)(cubic feet) (feet) 42 0.00 0.00 77.10 77.10 4727.01 5000.38 41 0.00 0.00 77.10 77.10 4649.91 5000.30 40 0.00 0.00 77.10 77.10 4572.81 5000.21 0cf above elevation 39 0.00 0.00 77.10 77.10 4495.71 5000.13 0cf below elevation 38 0.00 0.00 77.10 77.10 4418.61 5000.05 4727.01cf above elevation 674.8 37 0.00 0.00 77.10 77.10 4341.51 4999.96 0cf below elevation 674.8 36 0.05 2.97 75.91 78.88 4264.41 4999.88 4727.01cf between elevations 674.8 and 35 0.16 8.80 73.58 82.38 4185.53 4999.80 34 0.28 15.22 71.01 86.23 4103.15 4999.71 33 0.60 32.61 64.05 96.67 4016.91 4999.63 WQ Volume: cf 32 0.80 43.29 59.78 103.08 3920.24 4999.55 0cf below elevation 31 0.95 51.34 56.57 107.90 3817.17 4999.46 30 1.07 58.02 53.89 111.91 3709.27 4999.38 29 1.18 63.75 51.60 115.35 3597.35 4999.30 WQv achieved at elevation: 28 1.27 68.35 49.76 118.11 3482.00 4999.21 27 1.36 73.17 47.83 121.00 3363.90 4999.13 26 1.45 78.52 45.69 124.21 3242.89 4999.05 25 1.52 82.34 44.17 126.50 3118.68 4998.96 24 1.58 85.45 42.92 128.37 2992.18 4998.88 23 1.64 88.68 41.63 130.31 2863.81 4998.80 22 1.70 91.77 40.39 132.16 2733.50 4998.71 21 1.75 94.66 39.24 133.89 2601.34 4998.63 20 1.80 97.35 38.16 135.51 2467.44 4998.55 19 1.85 100.17 37.03 137.20 2331.93 4998.46 18 1.89 102.23 36.21 138.44 2194.73 4998.38 17 1.93 104.44 35.33 139.76 2056.29 4998.30 16 1.97 106.65 34.44 141.09 1916.53 4998.21 15 2.01 108.54 33.69 142.22 1775.44 4998.13 14 2.04 110.43 32.93 143.36 1633.22 4998.05 13 2.07 112.05 32.28 144.33 1489.86 4997.96 12 2.10 113.67 31.63 145.30 1345.54 4997.88 11 2.13 115.12 31.05 146.17 1200.24 4997.80 10 2.15 116.31 30.58 146.88 1054.07 4997.71 9 2.18 117.56 30.08 147.64 907.18 4997.63 8 2.20 118.71 29.62 148.33 759.54 4997.55 7 2.21 119.20 29.42 148.62 611.22 4997.46 6 0.00 0.00 77.10 77.10 462.60 4997.38 5 0.00 0.00 77.10 77.10 385.50 4997.30 4 0.00 0.00 77.10 77.10 308.40 4997.21 3 0.00 0.00 77.10 77.10 231.30 4997.13 2 0.00 0.00 77.10 77.10 154.20 4997.05 1 0.00 0.00 77.10 77.10 77.10 4996.96 StormTech SC-740 Cumulative Storage Volumes REV3 - FAIRWAY - SOUTHERN - S247917 1825 sf min. area Include Perimeter Stone in Calculations Click Here for Metric Max WQ Elev = 4999.86 (Equal to Inv Out East in Storm Structure A6) Provides 4,264 cf of WQCV 36" is top of chambers Fairway Lane Apartments S2 Stormtech System (South) Water Quality Capture Volume (WQCV) Calculations Total Area of New and/or Modified Impervious Area Contributory to Stormtech = 125,846 sq-ft a=0.8 12-Hour Drain Time I=90% WQCV=0.321 Watershed-Inches A=2.889 Acres V=0.093 Acre-Feet Therefore;4,042 cubic-feet of WQCV is required to be treated =12 x 1.2 = (0.91 −1.19 +0.78 Fairway Lane ApartmentsFort Collins, COVault IDIn-Flow, WQ(cfs)Chamber TypeMimimum No. ofChambersdMinimum ReleaseRatee (cfs)Required Chamber Volume by FAA Method (cf)Mimimum No. ofChambersfProvided Number of ChambersProvided Release Ratee (cfs)Provided Chamber Volumeg(cf)Total Installed Chamber Volumeh(cf)S2 3.72 SC-74054 1.27 1057 24 54 1.27 2479 4045Note: "Chamber Volume" refers to the open volume within the vaults. "Installed Chamber Volume" refers to the total volume provided, including the surrounding aggregates.a. Release rate per chamber, limited by flow through geotextile with accumulated sediment.b. Volume within chamber only, not accounting for void spaces in surrounding aggregate.c. Volume includes chamber and void spaces (40%) in surrounding aggregate, per chamber unit.In-Flow WQd. Number of chambers required to provide full WQCV within total installed system, including aggregate.C0.9e. Release rate per chamber times number of chambers.i1.43in/hrf. Number of chambers required to provide required FAA storage volume stored within the chamber only (no aggregate storage).A2.89acresg. Volume provided in chambers only (no aggregate storage). This number must meet or exceed the required FAA storage volume.h. System volume includes total number of chambers, plus surrounding aggregate. This number must meet or exceed the required WQCV.SC-160 SC-310MC-350025.0 34.07784.4 85.48612.0 16.04514.7 20.243.26.9 14.7109.915.0 29.31750.35 gpm/sf7.48052 gal0.133681 cf0.002228 cfs*Flow rate based on 1/2 of Nov 07 QMAX in Figure 17 of UNH Testing ReportSC-160 SC-310MC-35000.011426 0.0157240.033687Chamber Flow RateSC-740Flow Rate/chamber (cfs)0.023586Chamber/Aggregate Volume (cf)74.9Chamber Flow Rate Conversion (gpm/sf to cfs)Flow Rate*1 cf =1 gallon =1 GPM =Width (in)51.0Length (in)85.4Height (in)30.0Floor Area (sf)30.2Chamber Volume (cf)StormTech Chamber DataChamber DimensionsSC-74045.940420.024 45.90 74.90Chamber Configuration SummaryTotal Required WQ Volume (cf)Individual Chamber Release Ratea(cfs)Individual ChamberVolumeb (cf)Individual Installed Chamber Volumec (cf)Inverts at storm structure A6 set to accommodatethis flow in 10" pipe to chambers S2 Stormtech System (South) Chamber Product SC-740 Design Storm WQ Required Detention Volume Developed "C" 0.9 Quantity Detention 1057 (ft3) Area 2.89 acres Max Release Rate 1.27 cfs Time Time Ft.Collins WQ Intensity Q100 Inflow (Runoff) Volume Outflow (Release) Volume Storage Detention Volume (mins) (secs) (in/hr) (cfs)(ft3) (ft 3) (ft 3) 5 300 1.43 3.7 1116 381 735 10 600 1.11 2.9 1732 762 970 15 900 0.94 2.4 2200 1143 1057 20 1200 0.81 2.1 2528 1524 1004 25 1500 0.72 1.9 2809 1905 904 30 1800 0.65 1.7 3043 2286 757 35 2100 0.59 1.5 3223 2667 556 40 2400 0.54 1.4 3371 3048 323 45 2700 0.50 1.3 3511 3429 82 50 3000 0.46 1.2 3589 3810 -221 55 3300 0.44 1.1 3777 4191 -414 60 3600 0.41 1.1 3839 4572 -733 65 3900 0.39 1.0 3956 4953 -997 70 4200 0.37 1.0 4042 5334 -1292 75 4500 0.35 0.9 4097 5715 -1618 80 4800 0.33 0.9 4120 6096 -1976 85 5100 0.32 0.8 4245 6477 -2232 90 5400 0.31 0.8 4354 6858 -2504 95 5700 0.29 0.8 4299 7239 -2940 100 6000 0.28 0.7 4370 7620 -3250 105 6300 0.27 0.7 4424 8001 -3577 110 6600 0.26 0.7 4463 8382 -3919 115 6900 0.3 0.8 5384 8763 -3379 120 7200 0.25 0.7 4682 9144 -4462 SHEET OFDATE:PROJECT #:DRAWN:CHECKED:THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.4640 TRUEMAN BLVDHILLIARD, OH 430265 807/21/21S247917GGCJPR FAIRWAY LANE APARTMENTSFORT COLLINS, CODATEDRWNCHKDDESCRIPTION 12/10/21GDLGGCREVISED PER ENGINEER12-14-21MJKCTSREVISE PER COMMENTS01-12-22TSG- - -REVISED PER ENGINEER'S MARK UPStormTechChamber System888-892-2694 | WWW.STORMTECH.COM®ACCEPTABLE FILL MATERIALS: STORMTECH SC-740 CHAMBER SYSTEMS PLEASE NOTE: 1.THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE". 2.STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 6" (150 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR. 3.WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR COMPACTION REQUIREMENTS. 4.ONCE LAYER 'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER 'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION. NOTES: 1.CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 2.SC-740 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 3.THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. 4.PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 5.REQUIREMENTS FOR HANDLING AND INSTALLATION: ·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. ·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 2”. ·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 550 LBS/IN/IN. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. MATERIAL LOCATION DESCRIPTION AASHTO MATERIAL CLASSIFICATIONS COMPACTION / DENSITY REQUIREMENT D FINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE TOP OF THE 'C' LAYER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THE 'D' LAYER. ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS. CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS.N/A PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND PREPARATION REQUIREMENTS. C INITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THE TOP OF THE EMBEDMENT STONE ('B' LAYER) TO 18" (450 mm) ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THE 'C' LAYER. GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES OR PROCESSED AGGREGATE. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS LAYER. AASHTO M145¹ A-1, A-2-4, A-3 OR AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10 BEGIN COMPACTIONS AFTER 12" (300 mm) OF MATERIAL OVER THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN 6" (150 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FOR PROCESSED AGGREGATE MATERIALS. ROLLER GROSS VEHICLE WEIGHT NOT TO EXCEED 12,000 lbs (53 kN). DYNAMIC FORCE NOT TO EXCEED 20,000 lbs (89 kN). B EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS FROM THE FOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER ABOVE. CLEAN, CRUSHED, ANGULAR STONE AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57 NO COMPACTION REQUIRED. A FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER.CLEAN, CRUSHED, ANGULAR STONE AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57 PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.2,3 18" (450 mm) MIN* 8' (2.4 m) MAX 6" (150 mm) MIN D C B A 12" (300 mm) MIN 12" (300 mm) MIN51" (1295 mm)6" (150 mm) MIN 1 LAYER OF ADS GEOSYNTHETICS NON-WOVEN GEOTEXTILE ON BOTH SIDES OF THERMOPLASTIC LINER ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS. SEE ADS TECHNICAL NOTE 6.50 FOR NON-WOVEN WEIGHT RECOMMENDATIONS. 30" (762 mm) DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 6" (150 mm) MIN *TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 24" (600 mm). PERIMETER STONE (SEE NOTE 4) SC-740 END CAP SUBGRADE SOILS (SEE NOTE 3) PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) 1 LAYER OF ADS GEOSYNTHETICS NON-WOVEN GEOTEXTILE BEWTEEN COVER STONE AND C LAYER. EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) THERMOPLASTIC LINER DETAIL NON-WOVEN GEOTEXTILE EARTH THERMOPLASTIC LINER OVERLAP ON TOP SEVERAL INCHES TO ANCHOR (PER MANUFACTURER'S RECOMMENDATIONS) ANGULAR STONE NON-WOVEN GEOTEXTILE **THIS CROSS SECTION DETAIL REPRESENTS MINIMUM REQUIREMENTS FOR INSTALLATION. PLEASE SEE THE LAYOUT SHEET(S) FOR PROJECT SPECIFIC REQUIREMENTS. SHEET OFDATE:PROJECT #:DRAWN:CHECKED:THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.4640 TRUEMAN BLVDHILLIARD, OH 430266 807/21/21S247917GGCJPR FAIRWAY LANE APARTMENTSFORT COLLINS, CODATEDRWNCHKDDESCRIPTION 12/10/21GDLGGCREVISED PER ENGINEER12-14-21MJKCTSREVISE PER COMMENTS01-12-22TSG- - -REVISED PER ENGINEER'S MARK UPStormTechChamber System888-892-2694 | WWW.STORMTECH.COM®INSPECTION & MAINTENANCE STEP 1)INSPECT ISOLATOR ROW PLUS FOR SEDIMENT A.INSPECTION PORTS (IF PRESENT) A.1.REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN A.2.REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED A.3.USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG A.4.LOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL) A.5.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. B.ALL ISOLATOR PLUS ROWS B.1.REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUS B.2.USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPE i)MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY ii)FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE B.3.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. STEP 2)CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESS A.A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED B.APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN C.VACUUM STRUCTURE SUMP AS REQUIRED STEP 3)REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS. STEP 4)INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. NOTES 1.INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. 2.CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. SC-740 ISOLATOR ROW PLUS DETAIL NTS SC-740 END CAP OPTIONAL INSPECTION PORT SC-740 CHAMBER COVER ENTIRE ISOLATOR ROW PLUS WITH ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE 8' (2.4 m) MIN WIDE STORMTECH HIGHLY RECOMMENDS FLEXSTORM INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES ONE LAYER OF ADSPLUS125 WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 5' (1.5 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS ELEVATED BYPASS MANIFOLD 24" (600 mm) HDPE ACCESS PIPE REQUIRED USE FACTORY PRE-FABRICATED END CAP WITH FLAMP PART #: SC740EPE24BR NYLOPLAST SUMP DEPTH TBD BY SITE DESIGN ENGINEER (24" [600 mm] MIN RECOMMENDED) NOTE: INSPECTION PORTS MAY BE CONNECTED THROUGH ANY CHAMBER CORRUGATION CREST. STORMTECH CHAMBER CONCRETE COLLAR PAVEMENT 12" (300 mm) MIN WIDTH CONCRETE SLAB 6" (150 mm) MIN THICKNESS 4" PVC INSPECTION PORT DETAIL (SC SERIES CHAMBER) NTS 8" NYLOPLAST INSPECTION PORT BODY (PART# 2708AG4IPKIT) OR TRAFFIC RATED BOX W/SOLID LOCKING COVER CONCRETE COLLAR NOT REQUIRED FOR UNPAVED APPLICATIONS 4" (100 mm) SDR 35 PIPE 4" (100 mm) INSERTA TEE TO BE CENTERED ON CORRUGATION CREST INSPECTION PORT (SEE CHAMBER SYSTEM LAYOUTS FOR LOCATIONS) SHEET OFDATE:PROJECT #:DRAWN:CHECKED:THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.4640 TRUEMAN BLVDHILLIARD, OH 430267 807/21/21S247917GGCJPR FAIRWAY LANE APARTMENTSFORT COLLINS, CODATEDRWNCHKDDESCRIPTION 12/10/21GDLGGCREVISED PER ENGINEER12-14-21MJKCTSREVISE PER COMMENTS01-12-22TSG- - -REVISED PER ENGINEER'S MARK UPStormTechChamber System888-892-2694 | WWW.STORMTECH.COM®PART #STUB A B C SC740EPE06T / SC740EPE06TPC 6" (150 mm)10.9" (277 mm)18.5" (470 mm)--- SC740EPE06B / SC740EPE06BPC ---0.5" (13 mm) SC740EPE08T /SC740EPE08TPC 8" (200 mm)12.2" (310 mm)16.5" (419 mm)--- SC740EPE08B / SC740EPE08BPC ---0.6" (15 mm) SC740EPE10T / SC740EPE10TPC 10" (250 mm)13.4" (340 mm)14.5" (368 mm)--- SC740EPE10B / SC740EPE10BPC ---0.7" (18 mm) SC740EPE12T / SC740EPE12TPC 12" (300 mm)14.7" (373 mm)12.5" (318 mm)--- SC740EPE12B / SC740EPE12BPC ---1.2" (30 mm) SC740EPE15T / SC740EPE15TPC 15" (375 mm)18.4" (467 mm)9.0" (229 mm)--- SC740EPE15B / SC740EPE15BPC ---1.3" (33 mm) SC740EPE18T / SC740EPE18TPC 18" (450 mm)19.7" (500 mm)5.0" (127 mm)--- SC740EPE18B / SC740EPE18BPC ---1.6" (41 mm) SC740EPE24B*24" (600 mm)18.5" (470 mm)---0.1" (3 mm) SC740EPE24BR*24" (600 mm)18.5" (470 mm)---0.1" (3 mm) ALL STUBS, EXCEPT FOR THE SC740EPE24B/SC740EPE24BR ARE PLACED AT BOTTOM OF END CAP SUCH THAT THE OUTSIDE DIAMETER OF THE STUB IS FLUSH WITH THE BOTTOM OF THE END CAP. FOR ADDITIONAL INFORMATION CONTACT STORMTECH AT 1-888-892-2694. * FOR THE SC740EPE24B/SC740EPE24BR THE 24" (600 mm) STUB LIES BELOW THE BOTTOM OF THE END CAP APPROXIMATELY 1.75" (44 mm). BACKFILL MATERIAL SHOULD BE REMOVED FROM BELOW THE N-12 STUB SO THAT THE FITTING SITS LEVEL. NOTE: ALL DIMENSIONS ARE NOMINAL NOMINAL CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH)51.0" X 30.0" X 85.4" (1295 mm X 762 mm X 2169 mm) CHAMBER STORAGE 45.9 CUBIC FEET (1.30 m³) MINIMUM INSTALLED STORAGE*74.9 CUBIC FEET (2.12 m³) WEIGHT 75.0 lbs.(33.6 kg) *ASSUMES 6" (152 mm) STONE ABOVE, BELOW, AND BETWEEN CHAMBERS PRE-FAB STUB AT BOTTOM OF END CAP WITH FLAMP END WITH "BR" PRE-FAB STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B" PRE-FAB STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T" PRE-CORED END CAPS END WITH "PC" SC-740 TECHNICAL SPECIFICATION NTS 90.7" (2304 mm) ACTUAL LENGTH 85.4" (2169 mm) INSTALLED LENGTH BUILD ROW IN THIS DIRECTION A A C B 51.0" (1295 mm) 30.0" (762 mm) 45.9" (1166 mm)12.2" (310 mm) 29.3" (744 mm) OVERLAP NEXT CHAMBER HERE (OVER SMALL CORRUGATION) START END UNDERDRAIN DETAIL NTS A A B B SECTION A-A SECTION B-B NUMBER AND SIZE OF UNDERDRAINS PER SITE DESIGN ENGINEER 4" (100 mm) TYP FOR SC-310 & SC-160LP SYSTEMS 6" (150 mm) TYP FOR SC-740, DC-780, MC-3500 & MC-4500 SYSTEMS OUTLET MANIFOLD STORMTECH END CAP STORMTECH CHAMBERS STORMTECH CHAMBER STORMTECH END CAP DUAL WALL PERFORATED HDPE UNDERDRAIN ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE FOUNDATION STONE BENEATH CHAMBERS FOUNDATION STONE BENEATH CHAMBERS SHEET OFDATE:PROJECT #:DRAWN:CHECKED:THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.4640 TRUEMAN BLVDHILLIARD, OH 430268 807/21/21S247917GGCJPR FAIRWAY LANE APARTMENTSFORT COLLINS, CODATEDRWNCHKDDESCRIPTION 12/10/21GDLGGCREVISED PER ENGINEER12-14-21MJKCTSREVISE PER COMMENTS01-12-22TSG- - -REVISED PER ENGINEER'S MARK UPTRAFFIC LOADS: CONCRETE DIMENSIONS ARE FOR GUIDELINE PUPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE DESIGNED GIVING CONSIDERATION FOR LOCAL SOIL CONDITIONS, TRAFFIC LOADING & OTHER APPLICABLE DESIGN FACTORS ADAPTER ANGLES VARIABLE 0°- 360° ACCORDING TO PLANS A 18" (457 mm) MIN WIDTH AASHTO H-20 CONCRETE SLAB 8" (203 mm) MIN THICKNESS VARIABLE SUMP DEPTH ACCORDING TO PLANS [6" (152 mm) MIN ON 8-24" (200-600 mm), 10" (254 mm) MIN ON 30" (750 mm)] 4" (102 mm) MIN ON 8-24" (200-600 mm) 6" (152 mm) MIN ON 30" (750 mm) 12" (610 mm) MIN (FOR AASHTO H-20) INVERT ACCORDING TO PLANS/TAKE OFF BACKFILL MATERIAL BELOW AND TO SIDES OF STRUCTURE SHALL BE ASTM D2321 CLASS I OR II CRUSHED STONE OR GRAVEL AND BE PLACED UNIFORMLY IN 12" (305 mm) LIFTS AND COMPACTED TO MIN OF 90% INTEGRATED DUCTILE IRON FRAME & GRATE/SOLID TO MATCH BASIN O.D. NYLOPLAST DRAIN BASIN NTS NOTES 1.8-30" (200-750 mm) GRATES/SOLID COVERS SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05 2.12-30" (300-750 mm) FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05 3.DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS 4.DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212 FOR CORRUGATED HDPE (ADS & HANCOR DUAL WALL) & SDR 35 PVC 5.FOR COMPLETE DESIGN AND PRODUCT INFORMATION: WWW.NYLOPLAST-US.COM 6.TO ORDER CALL: 800-821-6710 A PART #GRATE/SOLID COVER OPTIONS 8" (200 mm)2808AG PEDESTRIAN LIGHT DUTY STANDARD LIGHT DUTY SOLID LIGHT DUTY 10" (250 mm)2810AG PEDESTRIAN LIGHT DUTY STANDARD LIGHT DUTY SOLID LIGHT DUTY 12" (300 mm)2812AG PEDESTRIAN AASHTO H-10 STANDARD AASHTO H-20 SOLID AASHTO H-20 15" (375 mm)2815AG PEDESTRIAN AASHTO H-10 STANDARD AASHTO H-20 SOLID AASHTO H-20 18" (450 mm)2818AG PEDESTRIAN AASHTO H-10 STANDARD AASHTO H-20 SOLID AASHTO H-20 24" (600 mm)2824AG PEDESTRIAN AASHTO H-10 STANDARD AASHTO H-20 SOLID AASHTO H-20 30" (750 mm)2830AG PEDESTRIAN AASHTO H-20 STANDARD AASHTO H-20 SOLID AASHTO H-20 VARIOUS TYPES OF INLET AND OUTLET ADAPTERS AVAILABLE: 4-30" (100-750 mm) FOR CORRUGATED HDPE WATERTIGHT JOINT (CORRUGATED HDPE SHOWN)Nyloplast770-932-2443 | WWW.NYLOPLAST-US.COM® APPENDIX F Fairway Lane Apartments – Fort Collins, CO 20065