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HomeMy WebLinkAboutSIT AND STAY DOG BAR - FDP230005 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORT1 SIT AND STAY DOG BAR DRAINAGE REPORT FORT COLLINS, CO Prepared For: City of Fort Collins Stormwater Engineering 281 North College Avenue Fort Collins, CO 80522 Prepared By: Olsson 1880 Fall River Road, Suite 200 Loveland, CO 80538 Taylor Ellis, EI Ryan Banning, PE 970.635-3727 February 2023 Olsson Project No. 021-04575 Fort Collins, CO Sit and Stay Dog Bar Drainage Report February 2023 2 February 15, 2023 City of Fort Collins Stormwater Engineering 281 North College Avenue Fort Collins, CO 80522 RE: 1524 N College Ave Dog Day-Care & Bar, PDR210009 Mr. Wes Lamarque: This memo is being submitted as a summary of the stormwater drainage design for the Dog Daycare & Bar located at 1524 N College Ave. The purpose of this memo is to verify the design of the project meets the analysis and intent of the Dry Creek Master Drainage Plan and the “Final Drainage Report for COUNTRY CLUB CORNERS 6th FILING” (Master Report) dated February 4, 2000 by Futura Engineering. If you have any questions or need additional information, please contact us. Sincerely, Taylor Ellis, EI Ryan Banning, PE Assistant Engineer Technical Leader Fort Collins, CO Sit and Stay Dog Bar Drainage Report February 2023 Olsson 021-04575 3 TABLE OF CONTENTS 1. GENERAL LOCATION AND DESCRIPTION ....................................................................... 5 1.1 LOCATION .................................................................................................. 5 1.2 DESCRIPTION OF PROPERTY .................................................................... 6 2 DRAINAGE BASINS AND SUB-BASINS .............................................................................. 6 2.1 MAJOR BASIN DESCRIPTION ..................................................................... 6 2.2 SUB-BASIN DESCRIPTION .......................................................................... 6 3 DRAINAGE DESIGN CRITERIA .......................................................................................... 6 3.1 STORMWATER MANAGEMENT STRATEGY ................................................. 6 3.2 STORM SEWER SYSTEM DESIGN .............................................................. 7 3.3 CONFORMANCE WITH LOW IMPACT DEVELOPMENT ................................. 8 3.4 CONFORMANCE WATER QUALITY TREATMENT CRITERIA ........................ 8 4 Conclusions ......................................................................................................................... 9 4.1 Compliance with Standards .......................................................................... 9 4.2 Concept Summary ........................................................................................ 9 Appendix A – Maps and Exhibits Appendix B – Hydrologic Calculations Appendix C – Hydraulic Calculations Fort Collins, CO Sit and Stay Dog Bar Drainage Report February 2023 Olsson 021-04575 4 REPORT CERTIFICATION I hereby certify that this report for the final drainage design of Commercial Lot 1 was prepared by me, or under my direct supervision, in accordance with the provisions of the City of Loveland Storm Drainage Criteria for the owners thereof. Ryan Banning, P.E. State of Colorado No. 44329 Fort Collins, CO Sit and Stay Dog Bar Drainage Report February 2023 Olsson 021-04575 5 1. GENERAL LOCATION AND DESCRIPTION 1.1 LOCATION The project site is located at 1524 North College Avenue, Lot 3 of Country Club Corners Six Filing. The project site is approximately 95,369 square feet or 2.19 acres and the lot is currently vacant. The property is bordered by a multi-tenant commercial building to the north, Firehouse car wash and vacant parcel to the west, and the Health District Family Clinic to the south. The primary access to the proposed development will be from the existing private drive which intersects with College Avenue between Burger King and First National Bank. Secondary points of access will extend from Bristlecone Drive to the south and Willox Ln to the north. Figure 1: Vicinity Map Fort Collins, CO Sit and Stay Dog Bar Drainage Report February 2023 Olsson 021-04575 6 1.2 DESCRIPTION OF PROPERTY Existing ground cover on site consists mostly of short pastured/lawn and native grasses. The proposed improvements for this site include a building with parking and landscaping, potable water and wastewater service connections, and grading and drainage improvements. Generally, the site slopes from northeast to southwest with average slopes of 2% to 4%. Soils within the property classify as Hydrologic Soil Group C according to the Custom Soil Resource Report included with this memo. The property is in Flood Zone X according to FEMA. 2 DRAINAGE BASINS AND SUB-BASINS 2.1 MAJOR BASIN DESCRIPTION The site is a located in the Dry Creek Master Drainage Basin and part of the “Final Drainage Report for COUNTRY CLUB CORNERS 6th FILING” (Master Report) dated February 4, 2000 by Futura Engineering. 2.2 SUB-BASIN DESCRIPTION Basin B-1 conveys flow from the north side of the building as well as most of the roof area into the proposed Stormtech chambers to the east of the building. Any flow that does not infiltrate the Stormtech system is discharged into the existing storm sewer to the east of the site. Basin B-2 captures flow from the areas to the south, east, and west of the building within the Stormtech chambers to the south of the building. Any flow that does not infiltrate the Stormtech system is discharged into the existing storm sewer to the east of the site. 3 DRAINAGE DESIGN CRITERIA 3.1 STORMWATER MANAGEMENT STRATEGY The drainage design for the site has been completed in accordance with the City of Fort Collins Stormwater Criteria Manual. Runoff from the building roof will be collected and conveyed in roof drains and discharged into underground detention basins located in the yard to the northeast of the building and the landscape area to the south of the building. The runoff from the parking and landscape areas will be captured within curb and landscape inlets and conveyed to two underground detention areas to the north and south via storm sewer pipes before being discharged at a rate no greater than the historic 2-year runoff rate of 0.2 cfs/acre. Fort Collins, CO Sit and Stay Dog Bar Drainage Report February 2023 Olsson 021-04575 7 Detention requirements will be met with underground Stormtech MC-3500 stormwater tanks located under the southern dog park area and near the northeast corner of the building. These stormwater tanks include isolator rows which will capture the first flush volume and release stormwater through geotextile fabric complying with LID requirements. Runoff generated on-site will be routed to the detention pond via storm sewer, and runoff from the northern portion of the site will routed into inlets and routed via storm sewer. In the Dry Creek Basin the two-year historic release rate is 0.2 cfs/acre, therefore the Stormtech underground storage tanks will provide the required 19,234 cf of stormwater detention. This volume was found using the modified FAA model. Since the total area is 2.19 acres with a 0.2 cfs/acre the total allowable release rate is 0.44 cfs. The LID bmps will treat 92% of the new impervious areas on site; approximately 56,664 sf of area will be treated by isolator rows out of 61,609 sf of total impervious area added. No rain gardens or pervious pavers will be designed for this site. 3.2 STORM SEWER SYSTEM DESIGN A private storm sewer system is proposed for the site to safely convey stormwater away from the building to the detention system. Per the Drainage Plan basin B-2 runoff will be captured via storm sewer and routed to a Stormtech stormwater underground tank system. The Stormtech system will have 70 chambers including 11 chambers within 2 isolator rows for water quality. This Stormtech system can hold 14,991 cf, which is more than the FAA method required volume of 14,597 cf. Refer to attached calculations. The runoff generated within basin B-1 will be captured via landscape inlets and roof drains and will be routed via storm sewer to a Stormtech stormwater underground tank system with 16 chambers including 6 chambers in an isolator row. This Stormtech chamber has been designed to hold 3,549 cf of water, which is larger than the FAA method required volume of 3,527 cf. Again, refer to attached calculations. During the 100-year storm event, the storm sewer connected to the outfall structure from Basin B2 will be inundated with water. This is caused because the 100-year HGL within the existing storm sewer is above the bottom of the rock layer beneath the Stormtech chambers. The storm pipes will then overflow and back up in to the storage rock layer. Due to the peaking offset, the initial flow from our site will fill the rock layer before the existing system will fill the rock on site. The downstream storm sewer has sufficient capacity for the 0.44 cfs release while flowing at 100- year peak and the differential of head will maintain flow control at the orifice plate. The system will drain completely after storm peaks recede. Fort Collins, CO Sit and Stay Dog Bar Drainage Report February 2023 Olsson 021-04575 8 3.3 CONFORMANCE WITH LOW IMPACT DEVELOPMENT The overall stormwater management strategy utilizes the “Four Step Process” to minimize adverse impacts of urbanization on receiving water. The following is a description of how the proposed development has incorporated each step. Step 1 – Employ Runoff Reduction Practices This site utilizes multiple techniques to facilitate the reduction of runoff peaks, volumes, and pollutant loads as the site is developed from the current use by implementing different Low-Impact (LID) strategies including: - Underground water quality Stormtech chambers and grass buffers are provided on site to promote infiltration and provide water quality. Step 2 – Implement BMPs That Provide a Water Quality Capture Volume (WQCV) with Slow Release Storm runoff from this site will be routed to underground Stormtech chambers via storm sewer. Upon entering the Stormtech chambers, the runoff will initially flow into isolator rows where the water can infiltrate through woven geotextile fabric into a layer of foundation stone. These isolator rows are oversized can hold more than the required WQCV. Step 3 – Stabilize Drainageways There are no major drainageways in or near the site. This step is not applicable to the site. Step 4 – Implement Site Specific and Other Source Control BMPs All flow generated from this site if captured by storm sewer and conveyed to the underground Stormtech chambers to be treated for water quality. Any site-specific pollutants generated from the development of the site will be treated prior to being released into the existing storm sewer system. 3.4 CONFORMANCE WATER QUALITY TREATMENT CRITERIA Water quality treatment to meet the LID requirement is being provided by isolator rows in the Stormtech underground tank systems to the north and to the south. Basin 1 is required by the FAA method to have a WQCV of 398 cf. Basin 1 has been designed to hold 1,140 cf of WQCV in the isolator row. Basin 2 is required by the FAA method to have a WQCV of 1,373 cf. Basin 2 is designed to have a WQCV of 2,104 cf within the isolator rows. The water volume for Basin 1 and Basin 2 are both greater than the required WQCV per equation 7-1 found in the stormwater criteria manual assuming a 40-hour drain time. Any area not already being captured by the Stormtech isolator rows will be treated downstream by the NEECO pond. Fort Collins, CO Sit and Stay Dog Bar Drainage Report February 2023 Olsson 021-04575 9 4 CONCLUSIONS 4.1 Compliance with Standards The drainage analysis has been completed in accordance with the City of Fort Collins criteria as well as the “Final Drainage Report for COUNTRY CLUB CORNERS 6th FILING” (Master Report) dated February 4, 2000 by Futura Engineering. 4.2 Concept Summary The proposed drainage facilities provide more WQCV than what is required, protection during the minor 2-year and major 100-year storm events. The storm sewers on site tie into the existing storm sewer within the roadway to the east of the site. The storm runoff is first captured by the Stormtech chambers on site for water quality treatment and detention. The Stormtech systems control the discharge rate and water quality from the site to the downstream storm sewer. Fort Collins, CO Sit and Stay Dog Bar Drainage Report February 2023 Olsson 021-04575 10 APPENDIX A - Maps and Exhibits Vicinity Map Web Soil Survey Drainage Maps LID Exhibit © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 TomTom PROJECT LOCATION VICINITY MAP SCALE: 1"=500' United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Larimer County Area, ColoradoNatural Resources Conservation Service September 21, 2021 9 Custom Soil Resource Report Soil Map 4495170449519044952104495230449525044952704495290449531044951704495190449521044952304495250449527044952904495310493700 493720 493740 493760 493780 493800 493700 493720 493740 493760 493780 493800 40° 36' 31'' N 105° 4' 28'' W40° 36' 31'' N105° 4' 23'' W40° 36' 26'' N 105° 4' 28'' W40° 36' 26'' N 105° 4' 23'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 35 70 140 210 Feet 0 10 20 40 60 Meters Map Scale: 1:779 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 73 Nunn clay loam, 0 to 1 percent slopes 2.3 100.0% Totals for Area of Interest 2.3 100.0% 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, onsite investigation is needed to define and locate the soils and miscellaneous areas. Custom Soil Resource Report 11 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 73—Nunn clay loam, 0 to 1 percent slopes Map Unit Setting National map unit symbol: 2tlng Elevation: 4,100 to 5,700 feet Mean annual precipitation: 14 to 15 inches Mean annual air temperature: 48 to 52 degrees F Frost-free period: 135 to 152 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 6 inches: clay loam Bt1 - 6 to 10 inches: clay loam Bt2 - 10 to 26 inches: clay loam Btk - 26 to 31 inches: clay loam Bk1 - 31 to 47 inches: loam Bk2 - 47 to 80 inches: loam Properties and qualities Slope:0 to 1 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 (0.1 to 1.0 mmhos/cm) Sodium adsorption ratio, maximum:0.5 Available water supply, 0 to 60 inches: High (about 9.1 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: C Ecological site: R067BY042CO - Clayey Plains Hydric soil rating: No Custom Soil Resource Report 13 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 Wages 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 14 LOT 1 COUNTRY CLUB CORNERS 6TH FILING 47,579 SF LOT 3 COUNTRY CLUB CORNERS 6TH FILING 110,722 SF LOT 2 COUNTRY CLUB CORNERS 6TH FILING 47,546 SF LOT 2 COUNTRY CLUB CORNERS 5TH FILING PRIVATE PARKING LOT REVISIONSNO.REV.DATEREVISIONS DESCRIPTIONproject no.: approved by: checked by: drawn by: drawing no.: QA/QC by: date: OLSSON ASSUMES NO RESPONSIBILITY FOR EXISTING UTILITY LOCATIONS (HORIZONTAL OR VERTICAL). THE EXISTING UTILITIES SHOWN ON THIS DRAWING HAVE BEEN PLOTTED FROM THE BEST AVAILABLE INFORMATION. IT IS HOWEVER THE RESPONSIBILITY OF THE CONTRACTOR TO FIELD VERIFY THE LOCATION OF ALL UTILITIES PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION ACTIVITIES.www.olsson.comTEL 970.461.7733Suite 200Loveland, CO 805381880 Fall River Drive, DUNCAN DOG PARK DEVELOPMENTCONSTRUCTION DOCUMENTSFORT COLLINS, CO2021021-04575 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R 07.23.2021 706.30.2021TOWN APPROVED PERMIT SET006.30.2021 DRAINAGE PLANSJD JD RB RB C_DRN01_02104575.dwg ----of C 13.0 REVISIONSNO.REV.DATEREVISIONS DESCRIPTIONproject no.: approved by: checked by: drawn by: drawing no.: QA/QC by: date: OLSSON ASSUMES NO RESPONSIBILITY FOR EXISTING UTILITY LOCATIONS (HORIZONTAL OR VERTICAL). THE EXISTING UTILITIES SHOWN ON THIS DRAWING HAVE BEEN PLOTTED FROM THE BEST AVAILABLE INFORMATION. IT IS HOWEVER THE RESPONSIBILITY OF THE CONTRACTOR TO FIELD VERIFY THE LOCATION OF ALL UTILITIES PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION ACTIVITIES. NOTE THIS DOCUMENT HAS BEEN RELEASED BY OLSSON ASSOCIATES ONLY FOR REVIEW BY REGULATORY AGENCIES AND OTHER PROFESSIONALS, AND IS SUBJECT TO CHANGE. THIS DOCUMENT IS NOT TO BE USED FOR CONSTRUCTION.www.olsson.comTEL 970.461.7733Suite 200Loveland, CO 805381880 Fall River Drive, UTILITY PLANS FORLOT 3, COUNTRY CLUB CORNERS 6TH FILINGFORT COLLINS, CO2022021-04575 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R 01.12.2023 23SIT AND STAY DOG BARofDRAINAGE PLANCS CS RB RB C_DRN01_02104575.dwg 20 LID TABLE C9.0 REVISIONSNO.REV.DATEREVISIONS DESCRIPTIONproject no.: approved by: checked by: drawn by: drawing no.: QA/QC by: date: OLSSON ASSUMES NO RESPONSIBILITY FOR EXISTING UTILITY LOCATIONS (HORIZONTAL OR VERTICAL). THE EXISTING UTILITIES SHOWN ON THIS DRAWING HAVE BEEN PLOTTED FROM THE BEST AVAILABLE INFORMATION. IT IS HOWEVER THE RESPONSIBILITY OF THE CONTRACTOR TO FIELD VERIFY THE LOCATION OF ALL UTILITIES PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION ACTIVITIES. NOTE THIS DOCUMENT HAS BEEN RELEASED BY OLSSON ASSOCIATES ONLY FOR REVIEW BY REGULATORY AGENCIES AND OTHER PROFESSIONALS, AND IS SUBJECT TO CHANGE. THIS DOCUMENT IS NOT TO BE USED FOR CONSTRUCTION.www.olsson.comTEL 970.461.7733Suite 200Loveland, CO 805381880 Fall River Drive, UTILITY PLANS FORLOT 3, COUNTRY CLUB CORNERS 6TH FILINGFORT COLLINS, CO2022021-04575 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R 01.12.2023 23SIT AND STAY DOG BARofLID DRAIANGE PLANCS CS RB RB C_DRN02_02104575.dwg LID TABLE BSN2 Fort Collins, CO Sit and Stay Dog Bar Drainage Report February 2023 Olsson 021-04575 11 APPENDIX B - Hydrologic Calculations Rational Method Calculations FAA Method Calculations Project Name:Sit and StayProject Number :021-04575Client:CLIENTBasin Name:BASIN 1Asphalt, ConcreteRooftopRecycled AsphaltGravel PaversUG Detention 2%Lawns, Sandy, 2-7%Lawns, Sandy, >7%Lawns, Clayey, <2%Lawns, Clayey, 2-7%Lawns, Clayey, >7%CC*Cf(acres) (acres) (acres) (acres) (acres) (acres) (acres) (acres) (acres) (acres) (acres) (acres)2, 5, 10 100 (%)EX1 Existing Site N/A - - - - - - - - 2.187 - - 2.187 0.20 0.25 2.00%OS1 Offsite N/A 1.547 0.459 - - - - - - 0.041 - - 2.048 0.93 1.00 95.78%Asphalt, ConcreteRooftopRecycled AsphaltGravel PaversUG Detention 2%Lawns, Sandy, 2-7%Lawns, Sandy, >7%Lawns, Clayey, <2%Lawns, Clayey, 2-7%Lawns, Clayey, >7%CC*Cf(acres) (acres) (acres) (acres) (acres) (acres) (acres) (acres) (acres) (acres) (acres) (acres)2, 5, 10 100 (%)B-1 North Site CAP 0.023 0.253 - - - 0.042 - - 0.132 - - 0.451 0.65 0.81 56.40%B-2 South Site CAP 0.812 0.063 - - - 0.143 - - 0.718 - - 1.736 0.57 0.71 51.02%Basin DescriptionMajor Basin RoutingTOTAL AREARunoff CoefficientsPercent ImperviousSURFACE TYPETOTAL AREAMajor Basin RoutingBasin DescriptionRATIONAL METHOD CALCULATIONS: COMPOSITE RUNOFF COEFFICIENT & PERCENT IMPERVIOUSRunoff CoefficientsPercent ImperviousBasin NameBasin NameEXISTING BASINSDEVELOPED BASINSSURFACE TYPEDMP2/10/2023Prepared By: Date: Project Name:Sit and StayProject Number :021-04575Client:CLIENTBasin Name:BASIN 1TcC C*CfEquation 5-32, 5, 10 100L(ft)S(ft/ft)Ti (min)L(ft)S(ft/ft)V2(ft/s)Tt(min)Tc (min)LengthTc (min)Tc (min)EX1 Existing Site 0.20 0.22 Yes 50.00 0.020 42.31 250.00 0.015 Paved Areas 20 2.4 1.70 44.01300 11.675.00OS1 Offsite 0.93 1.00 No 50.00 0.020 4.81 1500.00 0.005 Paved Areas 20 1.4 17.68 22.49 1550 18.6118.61TcC C*CfEquation 5-32, 5, 10 100L(ft)S(ft/ft)Ti (min)L(ft)S(ft/ft)V2(ft/s)Tt(min)Tc (min)LengthTc (min)Tc (min)B-1 North Site 0.65 0.71 Yes 93.00 0.041 19.92 284.48 0.005 Paved Areas 20 1.5 3.26 23.18377 12.105.00B-2 South Site 0.57 0.63 No 93.00 0.041 24.49 284.48 0.005 Paved Areas 20 1.5 3.26 27.75377 12.1012.10(1.49/n)*R^(2/3)(1.49/n)*R^(2/3)DEVELOPED BASINSBasin Name Basin DescriptionBasin CharacteristicsSmall, Urban Basin? Overland FlowChannelized FlowTcEquation 5-4 & 5-5Equation 3.3-5RATIONAL METHOD CALCULATIONS: COMPOSITE CALCULATED TIME OF CONCENTRATIONDate: 2/10/2023Prepared By: DMPEXISTING BASINSBasin DescriptionBasin NameBasin CharacteristicsSmall, Urban Basin? Equation 5-4 & 5-5Channelized FlowEquation 3.3-2Overland FlowEquation 3.3-5TcFinal TcFinal TcEquation 3.3-2 Project Name:Sit and StayProject Number :021-04575Client:CLIENTBasin Name:BASIN 1Area C C*Cf TcI2I100Q2Q100(acres)2, 5, 10 100(min) (in/hr) (in/hr) (cfs) (cfs)EX1 Existing Site 2.187 0.20 0.22 5.0 2.85 9.95 1.25 4.79OS1 Offsite 2.048 0.93 1.00 18.6 1.72 6.00 3.29 12.28Area C C*Cf TcI2I100Q2Q100(acres)2, 5, 10 100(min) (in/hr) (in/hr) (cfs) (cfs)B-1 North Site 0.451 0.65 0.81 5.0 2.85 9.95 0.83 3.64B-2 South Site 1.736 0.57 0.71 12.1 2.05 7.16 2.03 8.85Basin CharacteristicsIntensity RunoffBasin CharacteristicsIntensity RunoffDEVELOPED BASINSEXISTING BASINSRATIONAL METHOD CALCULATIONS: BASIN RUNOFF CALCULATIONSDate: 2/10/2023Prepared By: DMPBasin Name Basin DescriptionBasin Name Basin Description 100 0.18 1 3/4 in 1 3/4 inches 0.017 sf 0.610 MC-3500 60.0 in 0.18 cfs 1 0.00 0.00 2 2.50 0.21 3 5.00 0.42 4 7.50 0.63 5 10.00 0.83 6 12.50 1.04 7 15.00 1.25 8 17.50 1.46 9 20.00 1.67 10 22.50 1.88 11 25.00 2.08 12 27.50 2.29 13 30.00 2.50 14 32.50 2.71 15 35.00 2.92 16 37.50 3.13 17 40.00 3.33 18 42.50 3.54 19 45.00 3.75 20 47.50 3.96 21 50.00 4.17 22 52.50 4.38 23 55.00 4.58 24 57.50 4.79 25 60.00 5.00 If the outlet from the detention basin is under free outfall, the effective head is measured from the centroid of the orifice to the upstream water surface elevation. If the downstream jet or orifice is submerged, then the effective head is the difference in elevation between the upstream and downstream water surfaces. For square-edged, uniform orifice entrance conditions, a discharge coefficient of 0.61 should For rough-edged orifice entrance conditions, a discharge coefficient of 0.4 should be used. 0.00 0.16 0.16 0.09 0.08 0.07 0.06 0.05 0.04 0.13 0.12 0.12 0.18 0.18 0.18 0.17 0.17 0.11 0.11 0.10 Stage (in ) Stage (ft ) Outlet Release Rate (cfs ) 0.15 0.15 0.14 0.14 0.13 ResultsInput Variables Design Storm : Selected Chamber Height = Selected Chamber Type = Orifice Area = Orifice Diameter = PROPOSED ORIFICE RELEASE RATE : PROPOSED ORIFICE DIAMETER :Max. Allowable Release Rate = Orifice Coefficient = Client:0 Basin Name:B1 ORIFICE RATING CURVE: OUTLET STRUCTURE ORIFICE SIZING FOR 100-YEAR STORM Project Name:Dog Park Bar Date: 10/28/2022 Project Number :021-04575 Prepared By: DMP 0.203 in A = 0.450 acres V = 0.0091 ac-ft 398.52 cu. ft i = a = DRAIN TIME WQCV = 65.00% CITY OF FORT COLLINS (COFC) CALCULATION FOR: WATER QUALITY CAPTURE VOLUME (WQCV) 12 hr 0.80 Date: Prepared By: Basin Name: Client: Project Number : Project Name: B1 0 021-04575 Dog Park Bar DMP 10/28/2022 1 2 3 4 5 6 7 8 9 10 11 12 13 14Total Required WQ Volume [FCSCM Method] (cf)Flow WQ (cfs)Chamber TypeChamber Volume (cf)Chamber + Aggregate Volume (cf)Chamber Release Rate (cfs)Minimum No. of Chambers [FCSCM]Total Release Rate (cfs)Total Required WQ Volume [FAA Method] (cf)Minimum No. of Chambers [FAA]Minimum No. of ChambersTotal Chamber Volume (cf)Total Installed System Volume (cf)B1 398.52 0.417 MC-3500109.9175.00.03630.108 153.46 23 329.70 525SC-740MC-4500 MC-3500 SC-310 SC-160LP30.060.045.016.012.051.0100.0 77.0 34.0 25.00.350GPM/SF85.448.3 86.0 85.4 85.41 CF = 7.481GAL30.2 33.5 46.0 20.2 14.81 GALLON = 0.134CF 45.9106.5109.914.76.91 GPM = 0.002CFS74.9162.6175.031.015.00.024 0.026 0.036 0.016 0.012542CONTENTS:1FLOOR AREA (SF)INSTALLED LENGTH (IN)WIDTH (IN)HEIGHT (IN)CHAMBER DIMENSIONSFLOW RATE / CHAMBER (CFS) - ROW 3CHAMBER/AGGREGATE VOLUME (CF) - ROW 2CHAMBER VOLUME (CF) - ROW 11/2 of the 2-year developed flow rate for the basin. *FLOW RATE BASED ON 1/2 OF NOV 07 QMAX IN FIGURE 17 OF UNH TESTING REPORTFLOW RATE*CHAMBER FLOW RATE CONVERSION (GPM/SF TO CFS)STORMTECH CHAMBER DATA914131211103Greater number of required chambers through the two metods (Column 8 versus Column 11)Number of chambers required to provide required FAA storage volume stored within the chamber only (no aggregate storage); Rounded upRequired WQCV per FAA Method (based on Flow WQ and Total Release Rate) System volume includes total number of chambers, plus surrounding aggregate. This must meet or exceed the FCSCM Method required WQ VolumeVolume provided within the chambers only (no aggregate storage). This must meet or exceed the FAA Method required WQ VolumeRequired WQCV per FCSCM Equation 7-2Project Name and/or Vault IDRelease rate per chamber times the minimum number of chambers required through the FCSCM MethodNumber of chambers required to provide full WQCV within total installed system, including aggregate; Rounded UpRelease rate per chamber, limited by flow through geotextile with accumulated sediment (Selected Chamber Parameter from ROW 3)Voulme includes chamber and void spaces (40%) in surrounding aggregate (Selected Chamber Parameter from ROW 2)Volume within the chamber only, not accounting for void spaces in surrounding aggregate (Selected Chamber Parameter from ROW 1)Chamber Type Selection876COLUMN:CITY OF FORT COLLINS (COFC) SIZING CALCUALTIONS FOR LID SYSTEMS: ISOLATOR ROW CHAMBERS WITHIN ADS STORMTECH SYSTEMBasin Name:B1Project Name: Dog Park BarProject Number : 021-04575CHAMBER CONFIGURATION PARAMETERSFCSCM MethodFAA METHODRESULTSBasin Name:Client:0Prepared By: DMPDate: 10/28/2022 WQ 0.65 1.00 * C = 0.65 8.00 min 0.450 acres Max Release Rate* =0.108 cfs Time (min ) Time (sec ) Intensity (in/hr ) Inflow Flowrate (cfs ) Inflow Volume (ft 3 ) Outflow Volume (ft 3 ) Storage Volume (ft 3 ) Storage Volume (ac-ft ) 0 0 0.000 0.00 0 0 0 0 5 300 1.425 0.42 125 32 93 0.00 10 600 1.105 0.32 194 65 129 0.00 15 900 0.935 0.27 246 97 149 0.00 20 1200 0.805 0.24 283 129 153 0.00 25 1500 0.715 0.21 314 161 152 0.00 30 1800 0.650 0.19 342 194 149 0.00 35 2100 0.585 0.17 359 226 133 0.00 40 2400 0.535 0.16 376 258 117 0.00 45 2700 0.495 0.14 391 290 100 0.00 50 3000 0.460 0.13 404 323 81 0.00 55 3300 0.435 0.13 420 355 65 0.00 60 3600 0.410 0.12 432 387 44 0.00 65 3900 0.385 0.11 439 420 20 0.00 70 4200 0.365 0.11 448 452 -3 0.00 75 4500 0.345 0.10 454 484 -30 0.00 80 4800 0.330 0.10 463 516 -53 0.00 85 5100 0.315 0.09 470 549 -79 0.00 90 5400 0.305 0.09 482 581 -99 0.00 95 5700 0.290 0.08 484 613 -130 0.00 100 6000 0.280 0.08 491 645 -154 0.00 105 6300 0.270 0.08 498 678 -180 0.00 110 6600 0.260 0.08 502 710 -208 0.00 115 6900 0.255 0.07 515 742 -228 -0.01 120 7200 0.245 0.07 516 775 -259 -0.01 Input Variables Design Storm C = Results ac-ft0.00 ft3153.46 WQ Volume: Detention Required *DETERMINED BY ISOLATOR ROW PARAMETERS Tc = A = Dog Park Bar CITY OF FORT COLLINS (COFC) MODIFIED FAA METHOD: REQUIRED DETENTION VOLUME Date: 10/28/2022Project Name: Project Number :021-04575 Client: Basin Name:B1 0 Prepared By: DMP 100-year 0.65 1.25 * C = 0.81 8.00 min 0.450 acres Max Release Rate* =0.18 cfs Time (min ) Time (sec ) Intensity (in/hr ) Inflow Flowrate (cfs ) Inflow Volume (ft 3 ) Outflow Volume (ft 3 ) Storage Volume (ft 3 ) Storage Volume (ac-ft ) 0 0 0.00 0.00 0 0 0 0 5 300 9.95 3.638 1091 55 1037 0.02 10 600 7.72 2.823 1694 110 1584 0.04 15 900 6.52 2.384 2145 165 1981 0.05 20 1200 5.60 2.048 2457 219 2238 0.05 25 1500 4.98 1.821 2731 274 2457 0.06 30 1800 4.52 1.653 2975 329 2646 0.06 35 2100 4.08 1.492 3133 384 2749 0.06 40 2400 3.74 1.367 3282 439 2843 0.07 45 2700 3.46 1.265 3416 494 2922 0.07 50 3000 3.23 1.181 3543 549 2994 0.07 55 3300 3.03 1.108 3656 603 3053 0.07 60 3600 2.86 1.046 3764 658 3106 0.07 65 3900 2.72 0.995 3879 713 3165 0.07 70 4200 2.59 0.947 3977 768 3209 0.07 75 4500 2.48 0.907 4080 823 3258 0.07 80 4800 2.38 0.870 4177 878 3299 0.08 85 5100 2.29 0.837 4270 932 3338 0.08 90 5400 2.21 0.808 4363 987 3376 0.08 95 5700 2.13 0.779 4439 1042 3397 0.08 100 6000 2.06 0.753 4519 1097 3422 0.08 105 6300 2.00 0.731 4607 1152 3455 0.08 110 6600 1.94 0.709 4681 1207 3475 0.08 115 6900 1.89 0.691 4768 1262 3507 0.08 120 7200 1.84 0.673 4844 1316 3527 0.08 100-year Input Variables Design Storm Tc = Results Required CITY OF FORT COLLINS (COFC) MODIFIED FAA METHOD: REQUIRED DETENTION VOLUME Project Name:Dog Park Bar Date: Client:0 Basin Name:B1 10/28/2022 Project Number :021-04575 Prepared By: DMP *DETERMINED BY ORIFICE PARAMETERS Detention Volume: 3527.38 ft3 0.08 ac-ft A = C = 1 2 3 4 5 6 7 8 9 100-Year Required Volume (cf ) Chamber Type Chamber Volume (cf ) Chamber + Aggregate Volume (cf ) Chamber Release Rate (cfs ) Minimum No. of Chambers Total Chamber Volume (cf ) Total Installed System Volume (cf ) B1 3527.4 MC-3500 109.9 175.0 0.036 21 2307.90 3675 COLUMN: 1 2 3 4 5 6 7 8 9 SC-740 MC-4500 MC-3500 SC-310 30.0 60.0 45.0 16.0 51.0 100.0 77.0 34.0 85.4 48.3 86.0 85.4 30.2 33.5 46.0 20.2 45.9 106.5 109.9 14.7 74.9 162.6 175.0 31.0 0.024 0.026 0.036 0.016 0.350 GPM/SF 1 CF = 7.481 GAL 1 GALLON = 0.134 CF 1 GPM = 0.002 CFS *FLOW RATE BASED ON 1/2 OF NOV 07 QMAX IN FIGURE 17 OF UNH TESTING REPORT FLOW RATE / CHAMBER (CFS) - ROW 3 14.8 6.9 CHAMBER FLOW RATE CONVERSION (GPM/SF TO CFS) FLOW RATE* 15.0 0.012 FLOOR AREA (SF) CHAMBER VOLUME (CF) - ROW 1 CHAMBER/AGGREGATE VOLUME (CF) - ROW 2 CITY OF FORT COLLINS (COFC) SIZING CALCUALTIONS FOR EXTENDED DETENTION SYSTEMS: ADS STORMTECH SYSTEM FOR 100-YR STORM STORAGE VOLUME Chamber Type Selection Required 100-year storm volume per COFC Modified FAA Method Project Name and/or Vault ID CONTENTS: Basin Name: COFC Modified FAA Method RESULTS Project Name:Dog Park Bar Date: 10/28/2022 021-04575 DMP 85.4 Volume within the chamber only, not accounting for void spaces in surrounding aggregate (Selected Chamber Parameter from ROW 1) Client:0 Basin Name:B1 CHAMBER CONFIGURATION PARAMETERS INSTALLED LENGTH (IN) System volume includes total number of chambers, plus surrounding aggregate. Volume provided within the chambers only (no aggregate storage). Number of chambers required to provide full 100-year storm event storage volume within total installed system, including aggregate; Rounded Up Release rate per chamber, limited by flow through geotextile with accumulated sediment (Selected Chamber Parameter from ROW 3) CHAMBER DIMENSIONS 12.0 WIDTH (IN) HEIGHT (IN) SC-160LP Project Number : 25.0 Prepared By: Voulme includes chamber and void spaces (40%) in surrounding aggregate (Selected Chamber Parameter from ROW 2) STORMTECH CHAMBER DATA 4976.86 ft 398.52 cf 4978.58 ft 3527.38 cf 4982.23 ft 3 MC-3500 Chambers Height of System Incremental Single Incremental Total Incremental Stone Incremental Ch & St Cumulative Chamber Stage (inches) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (feet) 22 3.20 19.20 2.94 23.08 407.46 1.75 21 3.23 19.39 2.86 23.21 384.38 1.67 Volume of :398.52 cf 1.72 ft 21 MC-3500 Chambers Height of System Incremental Single Incremental Total Incremental Stone Incremental Ch & St Cumulative Chamber Stage (inches) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (feet) 66 0.00 0.00 36.97 36.97 3549.13 5.42 65 0.00 0.00 36.97 36.97 3512.17 5.34 Volume of :3527.38 cf 5.37 ft * Project Number :021-04575 Prepared By: DMP WATER SURFACE ELEVATION LEVELS: FOR WQCV AND 100-YR STORM Project Name:Dog Park Bar Date: 10/28/2022 WQCV Client:0 Basin Name:B1 Input Variables Results Base of Stone Elev. = Req. WQCV Volume = Req. 100-Yr Volume = WQCV WSEL = 100-Yr WSEL = See included ADS StormTech Stage-Storage spreadsheets for full Stage-Storage of the design systems. 100-Year Volume Provided By: Volume Provided By: Per ADS StormTech Stage-Storage for designed system: Per ADS StormTech Stage-Storage for designed system: will be met at Stage: will be met at Stage: WQCV will be met between these two stages: 100-Year Volume will be met between these two stages: 100 0.25 2 1/6 in 2 1/6 inches 0.026 sf 0.610 MC-3500 48.0 in 0.25 cfs 1 0.00 0.00 2 2.00 0.17 3 4.00 0.33 4 6.00 0.50 5 8.00 0.67 6 10.00 0.83 7 12.00 1.00 8 14.00 1.17 9 16.00 1.33 10 18.00 1.50 11 20.00 1.67 12 22.00 1.83 13 24.00 2.00 14 26.00 2.17 15 28.00 2.33 16 30.00 2.50 17 32.00 2.67 18 34.00 2.83 19 36.00 3.00 20 38.00 3.17 21 40.00 3.33 22 42.00 3.50 23 44.00 3.67 24 46.00 3.83 25 48.00 4.00 Client:dog Basin Name:B2 ORIFICE RATING CURVE: OUTLET STRUCTURE ORIFICE SIZING FOR 100-YEAR STORM Project Name:Dog Park Bar Date: 7/5/2022 Project Number :021-04575 Prepared By: MWB ResultsInput Variables Design Storm : Selected Chamber Height = Selected Chamber Type = Orifice Area = Orifice Diameter = PROPOSED ORIFICE RELEASE RATE : PROPOSED ORIFICE DIAMETER :Max. Allowable Release Rate = Orifice Coefficient = 0.21 0.21 0.20 0.19 0.19 0.16 0.15 0.14 Stage (in ) Stage (ft ) Outlet Release Rate (cfs ) 0.25 0.25 0.24 0.24 0.23 If the outlet from the detention basin is under free outfall, the effective head is measured from the centroid of the orifice to the upstream water surface elevation. If the downstream jet or orifice is submerged, then the effective head is the difference in elevation between the upstream and downstream water surfaces. For square-edged, uniform orifice entrance conditions, a discharge coefficient of 0.61 should For rough-edged orifice entrance conditions, a discharge coefficient of 0.4 should be used. 0.00 0.23 0.22 0.13 0.12 0.10 0.09 0.07 0.05 0.18 0.17 0.16 0.181 in A = 1.740 acres V = 0.0315 ac-ft 1373.36 cu. ft CITY OF FORT COLLINS (COFC) CALCULATION FOR: WATER QUALITY CAPTURE VOLUME (WQCV) 12 hr 0.80 Date: Prepared By: Basin Name: Client: Project Number : Project Name: B2 dog 021-04575 Dog Park Bar MWB 7/5/2022 i = a = DRAIN TIME WQCV = 57.00% 1 2 3 4 5 6 7 8 9 10 11 12 13 14Total Required WQ Volume [FCSCM Method] (cf)Flow WQ (cfs)Chamber TypeChamber Volume (cf)Chamber + Aggregate Volume (cf)Chamber Release Rate (cfs)Minimum No. of Chambers [FCSCM]Total Release Rate (cfs)Total Required WQ Volume [FAA Method] (cf)Minimum No. of Chambers [FAA]Minimum No. of ChambersTotal Chamber Volume (cf)Total Installed System Volume (cf)B2 1373.36 1.413 MC-3500109.9175.00.03680.250 710.41 78 879.20 1400SC-740MC-4500 MC-3500 SC-310 SC-160LP30.060.045.016.012.051.0100.0 77.0 34.0 25.00.350GPM/SF85.448.3 86.0 85.4 85.41 CF = 7.481GAL30.2 33.5 46.0 20.2 14.81 GALLON = 0.134CF 45.9106.5109.914.76.91 GPM = 0.002CFS74.9162.6175.031.015.00.024 0.026 0.036 0.016 0.012Client:dogPrepared By: MWBDate: 7/5/2022876COLUMN:CITY OF FORT COLLINS (COFC) SIZING CALCUALTIONS FOR LID SYSTEMS: ISOLATOR ROW CHAMBERS WITHIN ADS STORMTECH SYSTEMBasin Name:B2Project Name: Dog Park BarProject Number : 021-04575CHAMBER CONFIGURATION PARAMETERSFCSCM MethodFAA METHODRESULTSBasin Name:Greater number of required chambers through the two metods (Column 8 versus Column 11)Number of chambers required to provide required FAA storage volume stored within the chamber only (no aggregate storage); Rounded upRequired WQCV per FAA Method (based on Flow WQ and Total Release Rate) System volume includes total number of chambers, plus surrounding aggregate. This must meet or exceed the FCSCM Method required WQ VolumeVolume provided within the chambers only (no aggregate storage). This must meet or exceed the FAA Method required WQ VolumeRequired WQCV per FCSCM Equation 7-2Project Name and/or Vault IDRelease rate per chamber times the minimum number of chambers required through the FCSCM MethodNumber of chambers required to provide full WQCV within total installed system, including aggregate; Rounded UpRelease rate per chamber, limited by flow through geotextile with accumulated sediment (Selected Chamber Parameter from ROW 3)Voulme includes chamber and void spaces (40%) in surrounding aggregate (Selected Chamber Parameter from ROW 2)Volume within the chamber only, not accounting for void spaces in surrounding aggregate (Selected Chamber Parameter from ROW 1)Chamber Type SelectionFLOW RATE / CHAMBER (CFS) - ROW 3CHAMBER/AGGREGATE VOLUME (CF) - ROW 2CHAMBER VOLUME (CF) - ROW 11/2 of the 2-year developed flow rate for the basin. *FLOW RATE BASED ON 1/2 OF NOV 07 QMAX IN FIGURE 17 OF UNH TESTING REPORTFLOW RATE*CHAMBER FLOW RATE CONVERSION (GPM/SF TO CFS)STORMTECH CHAMBER DATA914131211103FLOOR AREA (SF)INSTALLED LENGTH (IN)WIDTH (IN)HEIGHT (IN)CHAMBER DIMENSIONS542CONTENTS:1 WQ 0.57 1.00 * C = 0.57 9.00 min 1.740 acres Max Release Rate* =0.250 cfs Time (min ) Time (sec ) Intensity (in/hr ) Inflow Flowrate (cfs ) Inflow Volume (ft 3 ) Outflow Volume (ft 3 ) Storage Volume (ft 3 ) Storage Volume (ac-ft ) 0 0 0.000 0.00 0 0 0 0 5 300 1.425 1.41 424 75 349 0.01 10 600 1.105 1.10 658 150 508 0.01 15 900 0.935 0.93 835 225 610 0.01 20 1200 0.805 0.80 958 300 658 0.02 25 1500 0.715 0.71 1064 375 689 0.02 30 1800 0.650 0.64 1160 450 710 0.02 35 2100 0.585 0.58 1218 525 693 0.02 40 2400 0.535 0.53 1273 600 673 0.02 45 2700 0.495 0.49 1326 675 651 0.01 50 3000 0.460 0.46 1369 750 619 0.01 55 3300 0.435 0.43 1424 825 599 0.01 60 3600 0.410 0.41 1464 900 564 0.01 65 3900 0.385 0.38 1489 975 514 0.01 70 4200 0.365 0.36 1520 1050 470 0.01 75 4500 0.345 0.34 1540 1125 415 0.01 80 4800 0.330 0.33 1571 1200 371 0.01 85 5100 0.315 0.31 1593 1275 318 0.01 90 5400 0.305 0.30 1633 1350 283 0.01 95 5700 0.290 0.29 1639 1425 214 0.00 100 6000 0.280 0.28 1666 1500 166 0.00 105 6300 0.270 0.27 1687 1575 112 0.00 110 6600 0.260 0.26 1702 1650 52 0.00 115 6900 0.255 0.25 1745 1725 20 0.00 120 7200 0.245 0.24 1750 1800 -50 0.00 B2 dog Prepared By: MWB Dog Park Bar CITY OF FORT COLLINS (COFC) MODIFIED FAA METHOD: REQUIRED DETENTION VOLUME Date: 7/5/2022Project Name: Project Number :021-04575 Client: Basin Name: Input Variables Design Storm C = Results ac-ft0.02 ft3710.41 WQ Volume: Detention Required *DETERMINED BY ISOLATOR ROW PARAMETERS Tc = A = 100-year 0.57 1.25 * C = 0.71 5.00 min 1.740 acres Max Release Rate* =0.25 cfs Time (min ) Time (sec ) Intensity (in/hr ) Inflow Flowrate (cfs ) Inflow Volume (ft 3 ) Outflow Volume (ft 3 ) Storage Volume (ft 3 ) Storage Volume (ac-ft ) 0 0 0.00 0.00 0 0 0 0 5 300 9.95 12.336 3701 76 3625 0.08 10 600 7.72 9.571 5743 152 5590 0.13 15 900 6.52 8.083 7275 228 7046 0.16 20 1200 5.60 6.943 8331 305 8027 0.18 25 1500 4.98 6.174 9261 381 8880 0.20 30 1800 4.52 5.604 10087 457 9630 0.22 35 2100 4.08 5.058 10622 533 10089 0.23 40 2400 3.74 4.637 11128 609 10519 0.24 45 2700 3.46 4.290 11582 685 10897 0.25 50 3000 3.23 4.004 12013 761 11252 0.26 55 3300 3.03 3.756 12396 837 11559 0.27 60 3600 2.86 3.546 12764 914 11851 0.27 65 3900 2.72 3.372 13151 990 12162 0.28 70 4200 2.59 3.211 13486 1066 12420 0.29 75 4500 2.48 3.075 13836 1142 12694 0.29 80 4800 2.38 2.951 14163 1218 12945 0.30 85 5100 2.29 2.839 14479 1294 13185 0.30 90 5400 2.21 2.740 14795 1370 13425 0.31 95 5700 2.13 2.641 15052 1446 13605 0.31 100 6000 2.06 2.554 15323 1523 13801 0.32 105 6300 2.00 2.480 15621 1599 14022 0.32 110 6600 1.94 2.405 15874 1675 14199 0.33 115 6900 1.89 2.343 16168 1751 14417 0.33 120 7200 1.84 2.281 16424 1827 14597 0.34 *DETERMINED BY ORIFICE PARAMETERS Detention Volume: 14597.05 ft3 0.34 ac-ft A = C = 7/5/2022 Project Number :021-04575 Prepared By: MWB 100-year Input Variables Design Storm Tc = Results Required CITY OF FORT COLLINS (COFC) MODIFIED FAA METHOD: REQUIRED DETENTION VOLUME Project Name:Dog Park Bar Date: Client:dog Basin Name:B2 1 2 3 4 5 6 7 8 9 100-Year Required Volume (cf ) Chamber Type Chamber Volume (cf ) Chamber + Aggregate Volume (cf ) Chamber Release Rate (cfs ) Minimum No. of Chambers Total Chamber Volume (cf ) Total Installed System Volume (cf ) B2 14597.1 MC-3500 109.9 175.0 0.036 84 9231.60 14700 COLUMN: 1 2 3 4 5 6 7 8 9 SC-740 MC-4500 MC-3500 SC-310 30.0 60.0 45.0 16.0 51.0 100.0 77.0 34.0 85.4 48.3 86.0 85.4 30.2 33.5 46.0 20.2 45.9 106.5 109.9 14.7 74.9 162.6 175.0 31.0 0.024 0.026 0.036 0.016 0.350 GPM/SF 1 CF = 7.481 GAL 1 GALLON = 0.134 CF 1 GPM = 0.002 CFS SC-160LP Project Number : 25.0 Prepared By: Voulme includes chamber and void spaces (40%) in surrounding aggregate (Selected Chamber Parameter from ROW 2) STORMTECH CHAMBER DATA 85.4 Volume within the chamber only, not accounting for void spaces in surrounding aggregate (Selected Chamber Parameter from ROW 1) Client:dog Basin Name:B2 CHAMBER CONFIGURATION PARAMETERS INSTALLED LENGTH (IN) System volume includes total number of chambers, plus surrounding aggregate. Volume provided within the chambers only (no aggregate storage). Number of chambers required to provide full 100-year storm event storage volume within total installed system, including aggregate; Rounded Up Release rate per chamber, limited by flow through geotextile with accumulated sediment (Selected Chamber Parameter from ROW 3) CHAMBER DIMENSIONS 12.0 WIDTH (IN) HEIGHT (IN) CITY OF FORT COLLINS (COFC) SIZING CALCUALTIONS FOR EXTENDED DETENTION SYSTEMS: ADS STORMTECH SYSTEM FOR 100-YR STORM STORAGE VOLUME Chamber Type Selection Required 100-year storm volume per COFC Modified FAA Method Project Name and/or Vault ID CONTENTS: Basin Name: COFC Modified FAA Method RESULTS Project Name:Dog Park Bar Date: 7/5/2022 021-04575 MWB *FLOW RATE BASED ON 1/2 OF NOV 07 QMAX IN FIGURE 17 OF UNH TESTING REPORT FLOW RATE / CHAMBER (CFS) - ROW 3 14.8 6.9 CHAMBER FLOW RATE CONVERSION (GPM/SF TO CFS) FLOW RATE* 15.0 0.012 FLOOR AREA (SF) CHAMBER VOLUME (CF) - ROW 1 CHAMBER/AGGREGATE VOLUME (CF) - ROW 2 4974.90 ft 1373.36 cf 4977.95 ft 14597.05 cf 4980.12 ft 8 MC-3500 Chambers Height of System Incremental Single Incremental Total Incremental Stone Incremental Ch & St Cumulative Chamber Stage (inches) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (feet) 38 2.38 26.23 9.39 36.74 1389.83 3.09 37 2.46 27.05 9.04 37.27 1353.09 3.00 Volume of :1373.36 cf 3.05 ft 84 MC-3500 Chambers Height of System Incremental Single Incremental Total Incremental Stone Incremental Ch & St Cumulative Chamber Stage (inches) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (feet) 64 0.00 0.00 153.90 153.90 14682.75 5.26 63 0.00 0.00 153.90 153.90 14528.85 5.18 Volume of :14597.05 cf 5.22 ft * See included ADS StormTech Stage-Storage spreadsheets for full Stage-Storage of the design systems. 100-Year Volume Provided By: Volume Provided By: Per ADS StormTech Stage-Storage for designed system: Per ADS StormTech Stage-Storage for designed system: will be met at Stage: will be met at Stage: WQCV will be met between these two stages: 100-Year Volume will be met between these two stages: WQCV Client:dog Basin Name:B2 Input Variables Results Base of Stone Elev. = Req. WQCV Volume = Req. 100-Yr Volume = WQCV WSEL = 100-Yr WSEL = Project Number :021-04575 Prepared By: MWB WATER SURFACE ELEVATION LEVELS: FOR WQCV AND 100-YR STORM Project Name:Dog Park Bar Date: 7/5/2022 Fort Collins, CO Sit and Stay Dog Bar Drainage Report February 2023 Olsson 021-04575 12 APPENDIX C - Hydraulic Calculations Inlet Sizing Calculations SSA Pipe Sizing Profiles Stormtech Chamber Stage Storage Tables Version 4.05 Released March 2017 Worksheet Protected INLET NAME CI-7.0 CI-4.0 AI-3.2 User-Defined URBAN URBAN URBAN STREET STREET STREET In Sump In Sump In Sump CDOT/Denver 13 Combination CDOT/Denver 13 Combination CDOT/Denver 13 Valley Grate USER-DEFINED INPUT User-Defined Design Flows 0.2 0.6 0.6 0.8 2.5 2.7 No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received 0.0 0.0 0.0 0.0 0.0 0.0 Watershed Characteristics Watershed Profile Minor Storm Rainfall Input Major Storm Rainfall Input CALCULATED OUTPUT 0.2 0.6 0.6 0.8 2.5 2.7 N/A N/A N/A N/A N/A N/A Minor Storm (Calculated) Analysis of Flow Time N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Major Storm (Calculated) Analysis of Flow Time N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Site Type (Urban or Rural) Calculated Local Peak Flow, Qp Overland Flow Velocity, Vi Channel Flow Velocity, Vt Overland Flow Time, Ti Channel Travel Time, Tt Calculated Time of Concentration, Tc Regional Tc Calculated Local Peak Flow, Qp C Recommended Tc Tc selected by User Design Rainfall Intensity, I C5 Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) C C5 Overland Flow Velocity, Vi Recommended Tc Tc selected by User Design Rainfall Intensity, I Minor Flow Bypassed Downstream, Qb (cfs) Major Flow Bypassed Downstream, Qb (cfs) Channel Flow Velocity, Vt Overland Flow Time, Ti Channel Travel Time, Tt Calculated Time of Concentration, Tc Regional Tc Channel 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 MANAGEMENT Inlet Application (Street or Area) Hydraulic Condition Minor 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 Impervious NRCS Soil Type Overland Slope (ft/ft) Inlet Type Bypass (Carry-Over) Flow from Upstream Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK =9.5 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 =0.012 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =17.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.023 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 =0.012 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =17.0 17.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0 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 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Sit and Stay CI-7.0 1 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 = 1 1 Water Depth at Flowline (outside of local depression)Ponding Depth = 6.0 6.0 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 0.523 ft Depth for Curb Opening Weir Equation dCurb =0.33 0.33 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.94 0.94 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.94 0.94 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =3.6 3.6 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.2 0.8 cfs CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 H-VertH-Curb W Lo (C) Lo (G) Wo W P CDOT/Denver 13 Combination Override Depths 1 Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK =6.5 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 =0.012 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =19.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.024 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 =0.012 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =19.0 19.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0 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 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Sit and Stay CI-4.0 1 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 = 1 1 Water Depth at Flowline (outside of local depression)Ponding Depth = 6.0 6.0 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 0.523 ft Depth for Curb Opening Weir Equation dCurb =0.33 0.33 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.94 0.94 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.94 0.94 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =3.6 3.6 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.6 2.5 cfs CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 H-VertH-Curb W Lo (C) Lo (G) Wo W P CDOT/Denver 13 Combination Override Depths 1 Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK =29.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.037 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.012 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =29.0 ft Gutter Width W =4.00 ft Street Transverse Slope SX =0.037 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 =0.012 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =29.0 29.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0 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 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Sit and Stay AI-3.2 1 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 = 1 1 Water Depth at Flowline (outside of local depression)Ponding Depth = 6.0 6.0 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) =N/A N/A feet Height of Vertical Curb Opening in Inches Hvert =N/A N/A inches Height of Curb Orifice Throat in Inches Hthroat =N/A N/A inches Angle of Throat (see USDCM Figure ST-5)Theta = N/A N/A degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =N/A N/A feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =N/A N/A Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =N/A N/A Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =N/A N/A Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.559 0.559 ft Depth for Curb Opening Weir Equation dCurb =N/A N/A ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =N/A N/A Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.94 0.94 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =2.9 2.9 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.6 2.7 cfs CDOT/Denver 13 Valley Grate INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 H-VertH-Curb W Lo (C) Lo (G) Wo W P CDOT/Denver 13 Valley Grate Override Depths 1 3130 Verona Avenue • Buford, GA 30518 (866) 888-8479 / (770) 932-2443 • Fax: (770) 932-2490 © Nyloplast Inlet Capacity Charts June 2012 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00 1.05 1.10Capacity (cfs)Head (ft) Nyloplast 8" Drop In Grate Inlet Capacity Chart 0.54 cfs Required 100-year CFS: 0.33 DB-8.8/DB-8.7 3130 Verona Avenue • Buford, GA 30518 (866) 888-8479 / (770) 932-2443 • Fax: (770) 932-2490 © Nyloplast Inlet Capacity Charts June 2012 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00 1.05 1.10Capacity (cfs)Head (ft) Nyloplast 18" Drop In Grate Inlet Capacity Chart 1.40 cfs Required 100-year CFS: 0.81 DB-5.1 Autodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary Analysis Autodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary Analysis Autodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary Analysis Autodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary Analysis Autodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary Analysis Autodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary Analysis Autodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary Analysis Autodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary Analysis Autodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary Analysis Autodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary Analysis Project: Chamber Model - MC-3500 Units -Imperial Number of Chambers -6 Number of End Caps -2 Voids in the stone (porosity) - 40 % Base of Stone Elevation - 4976.86 ft Amount of Stone Above Chambers - 12 in Amount of Stone Below Chambers - 9 in Area of system -330 sf Min. Area - Height of System Incremental Single Chamber Incremental Single End Cap Incremental Chambers Incremental End Cap Incremental Stone Incremental Ch, EC and Stone Cumulative System Elevation (inches)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(feet) 66 0.00 0.00 0.00 0.00 11.00 11.00 1139.76 4982.36 65 0.00 0.00 0.00 0.00 11.00 11.00 1128.76 4982.28 64 0.00 0.00 0.00 0.00 11.00 11.00 1117.76 4982.19 63 0.00 0.00 0.00 0.00 11.00 11.00 1106.76 4982.11 62 0.00 0.00 0.00 0.00 11.00 11.00 1095.76 4982.03 61 0.00 0.00 0.00 0.00 11.00 11.00 1084.76 4981.94 60 0.00 0.00 0.00 0.00 11.00 11.00 1073.76 4981.86 59 0.00 0.00 0.00 0.00 11.00 11.00 1062.76 4981.78 58 0.00 0.00 0.00 0.00 11.00 11.00 1051.76 4981.69 57 0.00 0.00 0.00 0.00 11.00 11.00 1040.76 4981.61 56 0.00 0.00 0.00 0.00 11.00 11.00 1029.76 4981.53 55 0.00 0.00 0.00 0.00 11.00 11.00 1018.76 4981.44 54 0.06 0.00 0.35 0.00 10.86 11.21 1007.76 4981.36 53 0.19 0.02 1.16 0.05 10.52 11.73 996.55 4981.28 52 0.29 0.04 1.76 0.08 10.26 12.10 984.82 4981.19 51 0.40 0.05 2.42 0.10 9.99 12.51 972.72 4981.11 50 0.69 0.07 4.12 0.14 9.30 13.55 960.20 4981.03 49 1.03 0.09 6.17 0.18 8.46 14.81 946.65 4980.94 48 1.25 0.11 7.50 0.21 7.92 15.63 931.84 4980.86 47 1.42 0.13 8.53 0.25 7.49 16.27 916.21 4980.78 46 1.57 0.14 9.44 0.29 7.11 16.84 899.94 4980.69 45 1.71 0.16 10.24 0.33 6.77 17.34 883.10 4980.61 44 1.83 0.18 10.97 0.36 6.47 17.80 865.76 4980.53 43 1.94 0.20 11.63 0.40 6.19 18.22 847.96 4980.44 42 2.04 0.22 12.24 0.44 5.93 18.61 829.75 4980.36 41 2.13 0.23 12.81 0.47 5.69 18.97 811.14 4980.28 40 2.22 0.25 13.35 0.50 5.46 19.31 792.17 4980.19 39 2.31 0.27 13.84 0.53 5.25 19.62 772.86 4980.11 38 2.38 0.28 14.31 0.56 5.05 19.92 753.24 4980.03 37 2.46 0.29 14.75 0.59 4.86 20.21 733.32 4979.94 36 2.53 0.31 15.17 0.62 4.69 20.47 713.11 4979.86 35 2.59 0.32 15.56 0.64 4.52 20.72 692.64 4979.78 34 2.66 0.33 15.94 0.67 4.36 20.96 671.92 4979.69 33 2.72 0.35 16.29 0.69 4.21 21.19 650.96 4979.61 32 2.77 0.36 16.63 0.72 4.06 21.41 629.77 4979.53 31 2.82 0.37 16.95 0.74 3.92 21.62 608.36 4979.44 30 2.88 0.38 17.25 0.77 3.79 21.81 586.74 4979.36 29 2.92 0.40 17.54 0.79 3.67 22.00 564.93 4979.28 28 2.97 0.41 17.82 0.82 3.55 22.18 542.93 4979.19 27 3.01 0.42 18.07 0.84 3.44 22.35 520.75 4979.11 26 3.05 0.43 18.32 0.86 3.33 22.51 498.40 4979.03 25 3.09 0.44 18.57 0.88 3.22 22.67 475.89 4978.94 24 3.13 0.45 18.78 0.90 3.13 22.81 453.22 4978.86 23 3.17 0.46 18.99 0.92 3.03 22.95 430.41 4978.78 22 3.20 0.47 19.20 0.94 2.94 23.08 407.46 4978.69 21 3.23 0.48 19.39 0.96 2.86 23.21 384.38 4978.61 20 3.26 0.49 19.57 0.98 2.78 23.33 361.17 4978.53 19 3.29 0.50 19.74 1.00 2.71 23.44 337.84 4978.44 18 3.32 0.51 19.91 1.01 2.63 23.55 314.40 4978.36 17 3.34 0.51 20.06 1.03 2.56 23.66 290.85 4978.28 16 3.37 0.52 20.21 1.04 2.50 23.75 267.19 4978.19 15 3.39 0.53 20.36 1.06 2.43 23.85 243.44 4978.11 14 3.41 0.54 20.49 1.07 2.38 23.94 219.59 4978.03 13 3.44 0.54 20.62 1.09 2.32 24.03 195.65 4977.94 12 3.46 0.55 20.75 1.10 2.26 24.11 171.63 4977.86 11 3.48 0.56 20.87 1.11 2.21 24.19 147.52 4977.78 10 3.51 0.59 21.03 1.19 2.11 24.33 123.33 4977.69 9 0.00 0.00 0.00 0.00 11.00 11.00 99.00 4977.61 8 0.00 0.00 0.00 0.00 11.00 11.00 88.00 4977.53 7 0.00 0.00 0.00 0.00 11.00 11.00 77.00 4977.44 6 0.00 0.00 0.00 0.00 11.00 11.00 66.00 4977.36 5 0.00 0.00 0.00 0.00 11.00 11.00 55.00 4977.28 4 0.00 0.00 0.00 0.00 11.00 11.00 44.00 4977.19 3 0.00 0.00 0.00 0.00 11.00 11.00 33.00 4977.11 2 0.00 0.00 0.00 0.00 11.00 11.00 22.00 4977.03 1 0.00 0.00 0.00 0.00 11.00 11.00 11.00 4976.94 REV1 Sit and Stay Dog Bar, CO North 330 sf min. area StormTech MC-3500 Cumulative Storage Volumes Include Perimeter Stone in Calculations Click Here for Metric Click for Stage Area Data Click to Invert Stage Area Data Project: Chamber Model - MC-3500 Units -Imperial Number of Chambers -16 Number of End Caps - 6 Voids in the stone (porosity) - 40 % Base of Stone Elevation - 4976.86 ft Amount of Stone Above Chambers - 12 in Amount of Stone Below Chambers - 9 in Area of system - 1109 sf Min. Area - Height of System Incremental Single Chamber Incremental Single End Cap Incremental Chambers Incremental End Cap Incremental Stone Incremental Ch, EC and Stone Cumulative System Elevation (inches)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(feet) 66 0.00 0.00 0.00 0.00 36.97 36.97 3549.13 4982.36 65 0.00 0.00 0.00 0.00 36.97 36.97 3512.17 4982.28 64 0.00 0.00 0.00 0.00 36.97 36.97 3475.20 4982.19 63 0.00 0.00 0.00 0.00 36.97 36.97 3438.23 4982.11 62 0.00 0.00 0.00 0.00 36.97 36.97 3401.27 4982.03 61 0.00 0.00 0.00 0.00 36.97 36.97 3364.30 4981.94 60 0.00 0.00 0.00 0.00 36.97 36.97 3327.33 4981.86 59 0.00 0.00 0.00 0.00 36.97 36.97 3290.37 4981.78 58 0.00 0.00 0.00 0.00 36.97 36.97 3253.40 4981.69 57 0.00 0.00 0.00 0.00 36.97 36.97 3216.43 4981.61 56 0.00 0.00 0.00 0.00 36.97 36.97 3179.47 4981.53 55 0.00 0.00 0.00 0.00 36.97 36.97 3142.50 4981.44 54 0.06 0.00 0.93 0.00 36.59 37.52 3105.53 4981.36 53 0.19 0.02 3.11 0.14 35.67 38.92 3068.01 4981.28 52 0.29 0.04 4.70 0.23 35.00 39.92 3029.09 4981.19 51 0.40 0.05 6.46 0.31 34.26 41.03 2989.17 4981.11 50 0.69 0.07 10.99 0.41 32.41 43.81 2948.14 4981.03 49 1.03 0.09 16.45 0.53 30.17 47.16 2904.34 4980.94 48 1.25 0.11 19.99 0.64 28.71 49.35 2857.18 4980.86 47 1.42 0.13 22.76 0.76 27.56 51.07 2807.83 4980.78 46 1.57 0.14 25.17 0.87 26.55 52.59 2756.76 4980.69 45 1.71 0.16 27.31 0.98 25.65 53.94 2704.17 4980.61 44 1.83 0.18 29.26 1.09 24.83 55.17 2650.23 4980.53 43 1.94 0.20 31.00 1.20 24.08 56.29 2595.05 4980.44 42 2.04 0.22 32.65 1.31 23.38 57.34 2538.76 4980.36 41 2.13 0.23 34.16 1.41 22.74 58.31 2481.42 4980.28 40 2.22 0.25 35.59 1.50 22.13 59.22 2423.11 4980.19 39 2.31 0.27 36.91 1.59 21.57 60.07 2363.89 4980.11 38 2.38 0.28 38.16 1.68 21.03 60.87 2303.82 4980.03 37 2.46 0.29 39.35 1.76 20.52 61.63 2242.95 4979.94 36 2.53 0.31 40.45 1.85 20.05 62.35 2181.32 4979.86 35 2.59 0.32 41.50 1.93 19.60 63.02 2118.98 4979.78 34 2.66 0.33 42.50 2.01 19.17 63.67 2055.95 4979.69 33 2.72 0.35 43.44 2.08 18.76 64.28 1992.29 4979.61 32 2.77 0.36 44.34 2.16 18.37 64.87 1928.00 4979.53 31 2.82 0.37 45.19 2.23 18.00 65.42 1863.14 4979.44 30 2.88 0.38 46.01 2.31 17.64 65.95 1797.71 4979.36 29 2.92 0.40 46.79 2.38 17.30 66.46 1731.76 4979.28 28 2.97 0.41 47.52 2.45 16.98 66.94 1665.30 4979.19 27 3.01 0.42 48.20 2.51 16.68 67.39 1598.35 4979.11 26 3.05 0.43 48.85 2.58 16.39 67.82 1530.96 4979.03 25 3.09 0.44 49.51 2.64 16.11 68.26 1463.13 4978.94 24 3.13 0.45 50.09 2.70 15.85 68.64 1394.87 4978.86 23 3.17 0.46 50.65 2.77 15.60 69.02 1326.23 4978.78 22 3.20 0.47 51.19 2.82 15.36 69.38 1257.22 4978.69 21 3.23 0.48 51.70 2.88 15.14 69.71 1187.84 4978.61 20 3.26 0.49 52.18 2.94 14.92 70.04 1118.13 4978.53 19 3.29 0.50 52.64 2.99 14.71 70.35 1048.09 4978.44 18 3.32 0.51 53.09 3.04 14.52 70.64 977.74 4978.36 17 3.34 0.51 53.51 3.09 14.33 70.92 907.10 4978.28 16 3.37 0.52 53.90 3.13 14.15 71.19 836.18 4978.19 15 3.39 0.53 54.28 3.18 13.98 71.44 764.99 4978.11 14 3.41 0.54 54.63 3.22 13.83 71.68 693.55 4978.03 13 3.44 0.54 54.99 3.26 13.67 71.92 621.87 4977.94 12 3.46 0.55 55.32 3.30 13.52 72.14 549.96 4977.86 11 3.48 0.56 55.66 3.33 13.37 72.36 477.82 4977.78 10 3.51 0.59 56.08 3.57 13.11 72.76 405.46 4977.69 9 0.00 0.00 0.00 0.00 36.97 36.97 332.70 4977.61 8 0.00 0.00 0.00 0.00 36.97 36.97 295.73 4977.53 7 0.00 0.00 0.00 0.00 36.97 36.97 258.77 4977.44 6 0.00 0.00 0.00 0.00 36.97 36.97 221.80 4977.36 5 0.00 0.00 0.00 0.00 36.97 36.97 184.83 4977.28 4 0.00 0.00 0.00 0.00 36.97 36.97 147.87 4977.19 3 0.00 0.00 0.00 0.00 36.97 36.97 110.90 4977.11 2 0.00 0.00 0.00 0.00 36.97 36.97 73.93 4977.03 1 0.00 0.00 0.00 0.00 36.97 36.97 36.97 4976.94 Sit and Stay North 891 sf min. area StormTech MC-3500 Cumulative Storage Volumes Project: Chamber Model - MC-3500 Units -Imperial Number of Chambers -11 Number of End Caps -4 Voids in the stone (porosity) - 40 % Base of Stone Elevation - 4974.90 ft Amount of Stone Above Chambers - 12 in Amount of Stone Below Chambers - 9 in Area of system -610 sf Min. Area - Height of System Incremental Single Chamber Incremental Single End Cap Incremental Chambers Incremental End Cap Incremental Stone Incremental Ch, EC and Stone Cumulative System Elevation (inches)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(feet) 66 0.00 0.00 0.00 0.00 20.33 20.33 2103.55 4980.40 65 0.00 0.00 0.00 0.00 20.33 20.33 2083.21 4980.32 64 0.00 0.00 0.00 0.00 20.33 20.33 2062.88 4980.23 63 0.00 0.00 0.00 0.00 20.33 20.33 2042.55 4980.15 62 0.00 0.00 0.00 0.00 20.33 20.33 2022.21 4980.07 61 0.00 0.00 0.00 0.00 20.33 20.33 2001.88 4979.98 60 0.00 0.00 0.00 0.00 20.33 20.33 1981.55 4979.90 59 0.00 0.00 0.00 0.00 20.33 20.33 1961.21 4979.82 58 0.00 0.00 0.00 0.00 20.33 20.33 1940.88 4979.73 57 0.00 0.00 0.00 0.00 20.33 20.33 1920.55 4979.65 56 0.00 0.00 0.00 0.00 20.33 20.33 1900.21 4979.57 55 0.00 0.00 0.00 0.00 20.33 20.33 1879.88 4979.48 54 0.06 0.00 0.64 0.00 20.08 20.72 1859.55 4979.40 53 0.19 0.02 2.14 0.10 19.44 21.67 1838.83 4979.32 52 0.29 0.04 3.23 0.15 18.98 22.36 1817.16 4979.23 51 0.40 0.05 4.44 0.21 18.47 23.12 1794.79 4979.15 50 0.69 0.07 7.56 0.27 17.20 25.03 1771.67 4979.07 49 1.03 0.09 11.31 0.35 15.67 27.33 1746.64 4978.98 48 1.25 0.11 13.74 0.43 14.66 28.84 1719.31 4978.90 47 1.42 0.13 15.64 0.51 13.87 30.02 1690.47 4978.82 46 1.57 0.14 17.30 0.58 13.18 31.06 1660.45 4978.73 45 1.71 0.16 18.78 0.65 12.56 31.99 1629.39 4978.65 44 1.83 0.18 20.11 0.73 12.00 32.84 1597.40 4978.57 43 1.94 0.20 21.32 0.80 11.49 33.60 1564.56 4978.48 42 2.04 0.22 22.45 0.87 11.00 34.33 1530.95 4978.40 41 2.13 0.23 23.48 0.94 10.56 34.99 1496.63 4978.32 40 2.22 0.25 24.47 1.00 10.15 35.61 1461.64 4978.23 39 2.31 0.27 25.37 1.06 9.76 36.20 1426.03 4978.15 38 2.38 0.28 26.23 1.12 9.39 36.74 1389.83 4978.07 37 2.46 0.29 27.05 1.18 9.04 37.27 1353.09 4977.98 36 2.53 0.31 27.81 1.23 8.72 37.76 1315.82 4977.90 35 2.59 0.32 28.53 1.28 8.41 38.22 1278.06 4977.82 34 2.66 0.33 29.22 1.34 8.11 38.67 1239.84 4977.73 33 2.72 0.35 29.87 1.39 7.83 39.09 1201.17 4977.65 32 2.77 0.36 30.48 1.44 7.56 39.49 1162.08 4977.57 31 2.82 0.37 31.07 1.49 7.31 39.87 1122.60 4977.48 30 2.88 0.38 31.63 1.54 7.07 40.23 1082.73 4977.40 29 2.92 0.40 32.17 1.58 6.83 40.58 1042.49 4977.32 28 2.97 0.41 32.67 1.63 6.61 40.91 1001.91 4977.23 27 3.01 0.42 33.14 1.67 6.41 41.22 961.00 4977.15 26 3.05 0.43 33.59 1.72 6.21 41.52 919.78 4977.07 25 3.09 0.44 34.04 1.76 6.01 41.81 878.26 4976.98 24 3.13 0.45 34.44 1.80 5.84 42.08 836.45 4976.90 23 3.17 0.46 34.82 1.84 5.67 42.33 794.37 4976.82 22 3.20 0.47 35.19 1.88 5.50 42.58 752.04 4976.73 21 3.23 0.48 35.54 1.92 5.35 42.81 709.46 4976.65 20 3.26 0.49 35.88 1.96 5.20 43.03 666.65 4976.57 19 3.29 0.50 36.19 1.99 5.06 43.24 623.62 4976.48 18 3.32 0.51 36.50 2.03 4.92 43.45 580.37 4976.40 17 3.34 0.51 36.79 2.06 4.80 43.64 536.92 4976.32 16 3.37 0.52 37.05 2.09 4.68 43.82 493.29 4976.23 15 3.39 0.53 37.32 2.12 4.56 43.99 449.47 4976.15 14 3.41 0.54 37.56 2.15 4.45 44.16 405.47 4976.07 13 3.44 0.54 37.81 2.17 4.34 44.32 361.31 4975.98 12 3.46 0.55 38.03 2.20 4.24 44.47 316.99 4975.90 11 3.48 0.56 38.27 2.22 4.14 44.63 272.52 4975.82 10 3.51 0.59 38.56 2.38 3.96 44.89 227.89 4975.73 9 0.00 0.00 0.00 0.00 20.33 20.33 183.00 4975.65 8 0.00 0.00 0.00 0.00 20.33 20.33 162.67 4975.57 7 0.00 0.00 0.00 0.00 20.33 20.33 142.33 4975.48 6 0.00 0.00 0.00 0.00 20.33 20.33 122.00 4975.40 5 0.00 0.00 0.00 0.00 20.33 20.33 101.67 4975.32 4 0.00 0.00 0.00 0.00 20.33 20.33 81.33 4975.23 3 0.00 0.00 0.00 0.00 20.33 20.33 61.00 4975.15 2 0.00 0.00 0.00 0.00 20.33 20.33 40.67 4975.07 1 0.00 0.00 0.00 0.00 20.33 20.33 20.33 4974.98 REV1 Sit and Stay Dog Bar, CO South 610 sf min. area StormTech MC-3500 Cumulative Storage Volumes Include Perimeter Stone in Calculations Click Here for Metric Click for Stage Area Data Click to Invert Stage Area Data Project: Chamber Model - MC-3500 Units -Imperial Number of Chambers -70 Number of End Caps -24 Voids in the stone (porosity) - 40 % Base of Stone Elevation - 4974.90 ft Amount of Stone Above Chambers - 12 in Amount of Stone Below Chambers - 9 in Area of system -4617 sf Min. Area - Height of System Incremental Single Chamber Incremental Single End Cap Incremental Chambers Incremental End Cap Incremental Stone Incremental Ch, EC and Stone Cumulative System Elevation (inches)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(feet) 66 0.00 0.00 0.00 0.00 153.90 153.90 14990.55 4980.40 65 0.00 0.00 0.00 0.00 153.90 153.90 14836.65 4980.32 64 0.00 0.00 0.00 0.00 153.90 153.90 14682.75 4980.23 63 0.00 0.00 0.00 0.00 153.90 153.90 14528.85 4980.15 62 0.00 0.00 0.00 0.00 153.90 153.90 14374.95 4980.07 61 0.00 0.00 0.00 0.00 153.90 153.90 14221.05 4979.98 60 0.00 0.00 0.00 0.00 153.90 153.90 14067.15 4979.90 59 0.00 0.00 0.00 0.00 153.90 153.90 13913.25 4979.82 58 0.00 0.00 0.00 0.00 153.90 153.90 13759.35 4979.73 57 0.00 0.00 0.00 0.00 153.90 153.90 13605.45 4979.65 56 0.00 0.00 0.00 0.00 153.90 153.90 13451.55 4979.57 55 0.00 0.00 0.00 0.00 153.90 153.90 13297.65 4979.48 54 0.06 0.00 4.07 0.00 152.27 156.34 13143.75 4979.40 53 0.19 0.02 13.59 0.57 148.24 162.40 12987.41 4979.32 52 0.29 0.04 20.58 0.90 145.31 166.79 12825.01 4979.23 51 0.40 0.05 28.26 1.24 142.10 171.60 12658.23 4979.15 50 0.69 0.07 48.10 1.62 134.01 183.73 12486.63 4979.07 49 1.03 0.09 71.98 2.12 124.26 198.36 12302.90 4978.98 48 1.25 0.11 87.47 2.57 117.88 207.92 12104.54 4978.90 47 1.42 0.13 99.56 3.03 112.86 215.45 11896.61 4978.82 46 1.57 0.14 110.12 3.47 108.47 222.05 11681.16 4978.73 45 1.71 0.16 119.50 3.91 104.54 227.95 11459.11 4978.65 44 1.83 0.18 127.99 4.36 100.96 233.31 11231.16 4978.57 43 1.94 0.20 135.64 4.81 97.72 238.17 10997.85 4978.48 42 2.04 0.22 142.86 5.24 94.66 242.76 10759.68 4978.40 41 2.13 0.23 149.43 5.64 91.87 246.94 10516.92 4978.32 40 2.22 0.25 155.70 6.01 89.22 250.92 10269.98 4978.23 39 2.31 0.27 161.48 6.37 86.76 254.61 10019.05 4978.15 38 2.38 0.28 166.93 6.72 84.44 258.09 9764.44 4978.07 37 2.46 0.29 172.14 7.05 82.22 261.41 9506.35 4977.98 36 2.53 0.31 176.97 7.39 80.16 264.52 9244.94 4977.90 35 2.59 0.32 181.56 7.71 78.19 267.46 8980.42 4977.82 34 2.66 0.33 185.92 8.03 76.32 270.27 8712.96 4977.73 33 2.72 0.35 190.06 8.33 74.55 272.93 8442.69 4977.65 32 2.77 0.36 193.99 8.64 72.85 275.48 8169.76 4977.57 31 2.82 0.37 197.73 8.94 71.24 277.90 7894.28 4977.48 30 2.88 0.38 201.28 9.22 69.70 280.20 7616.38 4977.40 29 2.92 0.40 204.69 9.51 68.22 282.42 7336.18 4977.32 28 2.97 0.41 207.89 9.78 66.83 284.50 7053.76 4977.23 27 3.01 0.42 210.87 10.05 65.53 286.45 6769.26 4977.15 26 3.05 0.43 213.73 10.31 64.28 288.32 6482.81 4977.07 25 3.09 0.44 216.60 10.57 63.03 290.20 6194.48 4976.98 24 3.13 0.45 219.14 10.82 61.92 291.88 5904.28 4976.90 23 3.17 0.46 221.60 11.06 60.84 293.49 5612.41 4976.82 22 3.20 0.47 223.96 11.30 59.80 295.05 5318.91 4976.73 21 3.23 0.48 226.18 11.52 58.82 296.52 5023.86 4976.65 20 3.26 0.49 228.30 11.74 57.88 297.92 4727.34 4976.57 19 3.29 0.50 230.32 11.95 56.99 299.26 4429.41 4976.48 18 3.32 0.51 232.26 12.15 56.14 300.55 4130.15 4976.40 17 3.34 0.51 234.09 12.35 55.33 301.76 3829.60 4976.32 16 3.37 0.52 235.80 12.53 54.57 302.90 3527.84 4976.23 15 3.39 0.53 237.48 12.71 53.83 304.01 3224.94 4976.15 14 3.41 0.54 239.02 12.88 53.14 305.04 2920.93 4976.07 13 3.44 0.54 240.59 13.04 52.45 306.08 2615.89 4975.98 12 3.46 0.55 242.04 13.19 51.81 307.04 2309.82 4975.90 11 3.48 0.56 243.51 13.33 51.17 308.00 2002.78 4975.82 10 3.51 0.59 245.36 14.28 50.05 309.68 1694.78 4975.73 9 0.00 0.00 0.00 0.00 153.90 153.90 1385.10 4975.65 8 0.00 0.00 0.00 0.00 153.90 153.90 1231.20 4975.57 7 0.00 0.00 0.00 0.00 153.90 153.90 1077.30 4975.48 6 0.00 0.00 0.00 0.00 153.90 153.90 923.40 4975.40 5 0.00 0.00 0.00 0.00 153.90 153.90 769.50 4975.32 4 0.00 0.00 0.00 0.00 153.90 153.90 615.60 4975.23 3 0.00 0.00 0.00 0.00 153.90 153.90 461.70 4975.15 2 0.00 0.00 0.00 0.00 153.90 153.90 307.80 4975.07 1 0.00 0.00 0.00 0.00 153.90 153.90 153.90 4974.98 REV1 Sit and Stay Dog Bar, CO South 3860 sf min. area StormTech MC-3500 Cumulative Storage Volumes Include Perimeter Stone in Calculations Click Here for Metric Click for Stage Area Data Click to Invert Stage Area Data