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SIT AND STAY DOG BAR - FDP230005 - SUBMITTAL DOCUMENTS - ROUND 3 - Drainage Related Document
1 FINAL DRAINAGE REPORT - SIT AND STAY DOG BAR 1524 N. COLLEGE AVENUE 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 Matt Barr, EI David Pendleton, PE 970-461-7733 May 2024 Olsson Project No. 021-04575 Sit and Stay Dog Bar Fort Collins, CO May 2024 2 Olsson 021-04575 TABLE OF CONTENTS 1 GENERAL LOCATION AND DESCRIPTION ........................................................................4 1.1 LOCATION ..................................................................................................4 1.2 DESCRIPTION OF PROPERTY ....................................................................4 2 DRAINAGE BASINS AND SUB-BASINS ...............................................................................6 2.1 MAJOR BASIN DESCRIPTION .....................................................................6 2.2 SUB -BASIN DESCRIPTION ..........................................................................6 3 DRAINAGE DESIGN CRITERIA ...........................................................................................7 3.1 STORMWATER MANAGEMENT STRATEGY .................................................7 3.2 STORM SEWER SYSTEM DESIGN ..............................................................7 3.3 CONFORMANCE WITH LOW IMPACT DEVELOPMENT .................................9 3.4 CONFORMANCE WATER QUALITY TREATMENT CRITERIA ........................9 4 CONCLUSIONS ..................................................................................................................10 4.1 COMPLIANCE WITH STANDARDS ............................................................. 10 4.2 CONCEPT SUMMARY ................................................................................ 10 Appendix A – Maps and Exhibits Appendix B – Hydrologic Calculations Appendix C – Hydraulic Calculations Sit and Stay Dog Bar Fort Collins, CO May 2024 3 Olsson 021-04575 REPORT CERTIFICATION I hereby certify that this report for the final drainage design of Sit and Stay Dog Bar was prepared by me, or under my direct supervision, in accordance with the provisions of the Fort Collins Stormwater Criteria Manual for the owners thereof. David Pendleton, P.E. State of Colorado No.: 60928 Sit and Stay Dog Bar Fort Collins, CO May 2024 4 Olsson 021-04575 1 GENERAL LOCATION AND DESCRIPTION 1.1 LOCATION The project site is located within Lot 3 of the Country Club Corners Sixth Filing and is currently listed as 1524 North College Avenue, Fort Collins, Colorado 80524. The project site is approximately 95,369 square feet (2.19 acres) and is currently vacant. The site is bordered by private drives on the west and east, and by other properties on the north and south. Neighboring properties are as follows: North: Single-Story Multi-Use Commercial Building South: Medical Building West: Carwash; Vacant Lot East: County Department Offices; Vacant Lot The primary access to the proposed development will utilize the existing private drive that connects the northwest corner of the site to N College Avenue to the west. Secondary points of access will utilize Bristlecone Drive to the south, Willox Lane to the north, and Blue Spruce Drive to the east. The location of the proposed development can be seen in Figure 1, as well as in the Vicinity Map located within Appendix A of this report. 1.2 DESCRIPTION OF PROPERTY The existing ground cover of the site currently consists mostly of short pastured/lawn and native grasses. Generally, the site slopes from northeast to southwest with average slopes of 2% to 4%. Soils within the property are classified as Hydrologic Soil Gro up C according to the Natural Resources Conservation Service (NRCS) Custom Soil Resource Report for the site. The property is designated as Zone X, Area of Minimal Flood Hazard, according to the National Flood Hazard Layer (NFHL) FIRMette Panel 08069C0977G, dated June 17, 2008. The NRCS report and NFHL FIRMette Panel are included within Appendix A of this report. The proposed improvements for this site include an approximately 13,000 square-foot building, parking and landscaping areas, potable water and wastewater service connections, and grading and drainage improvements. Sit and Stay Dog Bar Fort Collins, CO May 2024 5 Olsson 021-04575 Figure 1: Vicinity Map Sit and Stay Dog Bar Fort Collins, CO May 2024 6 Olsson 021-04575 2 DRAINAGE BASINS AND SUB -BASINS 2.1 MAJOR BASIN DESCRIPTION According to the City of Fort Collins Stormwater Criteria Manual (FCSCM) Master Drainage Basin Map, the proposed development is located within the Dry Creek Basin. 2.2 SUB-BASIN DESCRIPTION The proposed development of the site has been divided into two sub -basins based on the proposed drainage patterns. These basins are denoted as B -1 and B-2. Basin B-1 is comprised of the majority of the proposed building’s rooftop area, as well as lawns and pavement area to the north of the building. Flows generated within the basin will be routed into the proposed private storm sewer infrastructure via various area inlets and roof downspouts located throughout the site . The collected runoff will then enter the proposed northern private underground detention facility, where volumes will be attenuated and released at a controlled rate into the existing public storm sewer infrastructure located to the east of the site. Basin B-2 is comprised of the majority of the site’s outdoor lawn and pavement areas, parking lots, and a small portion of the southern rooftop area. Flows generated within the basin will be routed into the proposed private storm sewer infrastructure via various area inlets, curb inlets, roof downspouts, and a trench drain. The collected runoff will then enter the proposed southern private underground detention facility, where volumes will be attenuated and release d at a controlled rate into the existing public storm sewer infrastructure located to the east of the site. Sit and Stay Dog Bar Fort Collins, CO May 2024 7 Olsson 021-04575 3 DRAINAGE DESIGN CRITERIA 3.1 S TORMWATER MANAGEMENT STRATEGY The drainage design and analysis for the site has been completed in accordance with the FCSCM, existing drainage patterns, floodplain regulations, and all other applicable state and federal regulations. All runoff generated on -site will be routed to one of the two underground detention facilities. Runoff will be collected by various area inlets, curb inlets, roof downspouts, and trench drain systems. These systems will provide treatment of the water quality capture volume (WQCV), as well as attenuation of the runoff volume generated within the 100 -year major storm event. Each StormTech system will also be equipped with its own outlet structure, which has been designed to release the attenuated 100 -year volumes at a rate no greater than the historic 2-year runoff rate of 0.2 cfs/acre. The underground detention facilities are to be comprised of Advanced Drainage Solutions (ADS) StormTech chamber systems. These systems are to also be equipped with ADS Isolator Row PLUS systems in order to provide enhanced water quality treatment. 3.2 STORM SEWER SYSTEM DESIGN The proposed development’s private storm sewer infrastructure has been designed to safely convey stormwater away from the building and to the underground detention system. All proposed storm inlets and storm sewer piping have been sized to convey their respective portions of the runoff generated within the 100 -year storm event. The sizing of the proposed inlets, as well as the results of the pipe sizing model, are included within Appendix C of this report. Appendix B of this report includes the Rational Method calculations for the site, as well as sizing information for each of the StormTech systems. As previously stated, the StormTech facilities have been sized to treat their respective WQCV, as well as att enuated and release their respective 100-year storm event runoff volume. During the 100-year storm event, the high HGL’s within the existing storm sewer infrastructure may cause stormwater to back up into the proposed private storm sewer infrastructure. However, due to peaking offsets, the runoff generated onsite will fill the StormTech system first and create a positive head differential that will maintain the release through the outlet structure. As the existing storm sewer infrastructure has the capacity to withstand the addition of flow generated by the proposed development, the system will return to the normal operating condition after the storm peaks have receded. Sit and Stay Dog Bar Fort Collins, CO May 2024 8 Olsson 021-04575 Table 1 below summaries the allowable and proposed release rates from each of the proposed StormTech systems into the existing storm sewer infrastructure located to the east of the site. Table 1. Release Rates Summary I.D. Maximum Allowable Release Rate (cfs) Proposed Release Rate (cfs) B1 0.180 0.165 B2 0.250 0.250 TOTAL 0.430 0.415 As the total cumulative release rate from the two separate StormTech systems is less than the maximum allowable release rate designated for the site, the existing storm sewer will have the capacity to serve the needs of the proposed development. In addition to the criteria set forth within the FCSCM, the City of Fort Collins (COFC) has expressed unique concerns related to the proposed development plan to address the regular maintenance of the concentration of dog waste that is to be located within the site’s turf areas. Per discussions and coordination with the COFC, the following resolution has been agreed upon: • Low-flow sprinklers located throughout the turf area operate on a regular basis throughout the business day in order to provide a high frequency, low intensity maintenance. These minor flows will be allowed to infiltrate through the permeable turf section. • The turf area will be hard power washed on a much less regular basis. During these more intense cleaning sessions, runoff will drain into the proposed storm sewer system’s trench drain and the area inlet located within the eastern parking lot. However, pri or to entering the StormTech chambers, this runoff will be re -directed into the proposed sanitary sewer system via a network of various gate valves. During power washing sessions, the two valves on the storm sewer system will need to be closed, and the two valves on the sanitary sewer system will need to be open. • When not conducting hard power washes, the two sanitary sewer system valves are to be close and the two valves on the storm sewer system are to be open. This will prevent any runoff generated with storm events from entering the sanitary sewer infrastructure. Sit and Stay Dog Bar Fort Collins, CO May 2024 9 Olsson 021-04575 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 waters. The following is a description of how the proposed development has incorporated each step : Step 1 – Employ Runoff Reduction Practices The proposed development’s total pavement coverage has been minimized in order to facilitate the reduction of runoff peaks, volumes, and pollutant loads generated by the site. Step 2 – Implement BMPs That Provide a WQCV with Slow Release Water quality treatment and LID implementation for the proposed development will be provided by the Isolator Row PLUS systems located within each StormTech facility. Step 3 – Stabilize Drainageways All runoff generated onsite will flow overland before reaching either its respective or the proposed curb and gutter within the parking areas. Step 4 – Implement Site Specific and Other Source Control BMPs All site specific needs for the proposed development will be met through the utilization of the StormTech and Isolator Row PLUS systems. Additionally, the proposed trash enclosure located in the northeast corner of the site will provide adequate waste management and help prevent debris and pollutant from enter the private and public storm sewer networks. 3.4 CONFORMANCE WATER QUALITY TREATMENT CRITERIA Each of the Isolator Row PLUS systems have been sized to adequately store and treat each of their respective WQCV. Per the FCSCM, each of these systems will drain their WQCV within 12 hours. Sizing information for the Isolator Row PLUS systems is included within the calculations presented within Appendix B of this report. Sit and Stay Dog Bar Fort Collins, CO May 2024 10 Olsson 021-04575 4 CONCLUSIONS 4.1 COMPLIANCE WITH STANDARDS The drainage design and analysis for the proposed development has been completed in accordance with the FCSCM, existing drainage patterns, floodplain regulations, and all other applicable state and federal regulations. 4.2 CONCEPT SUMMARY The proposed grading and drainage improvements designed for the proposed development will provide an enhancement and adequate improvement to the existing drainage patterns and local and regional stormwater management. The stormwater runoff generated onsite will be directed to the two private underground detention facilities located on site. These facilities have been adequately sized to serve the needs of the site and will provide water quality treatment and runoff attenua tion. The outlet structures from the detention facilities have been designed to release runoff at or below their maximum allowable release rate. The proposed development of the site will not create any adverse impacts to the adjacent properties. Any areas located outside of the SITE’s property line that were routed onsite in the existing condition have been accounted for with the proposed storm sewer infrastructure. Sit and Stay Dog Bar Fort Collins, CO May 2024 11 Olsson 021-04575 APPENDIX A - Maps and Exhibits Vicinity Map NRCS Custom Soil Resource Report NFHL FIRMette Panel 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 44 9 5 1 7 0 44 9 5 1 9 0 44 9 5 2 1 0 44 9 5 2 3 0 44 9 5 2 5 0 44 9 5 2 7 0 44 9 5 2 9 0 44 9 5 3 1 0 44 9 5 1 7 0 44 9 5 1 9 0 44 9 5 2 1 0 44 9 5 2 3 0 44 9 5 2 5 0 44 9 5 2 7 0 44 9 5 2 9 0 44 9 5 3 1 0 493700 493720 493740 493760 493780 493800 493700 493720 493740 493760 493780 493800 40° 36' 31'' N 10 5 ° 4 ' 2 8 ' ' W 40° 36' 31'' N 10 5 ° 4 ' 2 3 ' ' W 40° 36' 26'' N 10 5 ° 4 ' 2 8 ' ' W 40° 36' 26'' N 10 5 ° 4 ' 2 3 ' ' W N 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 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 6/8/2023 at 3:08 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°4'45"W 40°36'42"N 105°4'8"W 40°36'15"N Basemap Imagery Source: USGS National Map 2023 RE V I S I O N S NO . RE V . DA T E RE V I S I O N S D E S C R I P T I O N project 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. ww w . o l s s o n . c o m TE L 9 7 0 . 4 6 1 . 7 7 3 3 Su i t e 2 0 0 Lo v e l a n d , C O 8 0 5 3 8 18 8 0 F a l l R i v e r D r i v e , UT I L I T Y P L A N S F O R LO T 3 , C O U N T R Y C L U B C O R N E R S 6 T H F I L I N G FO R T C O L L I N S , C O 20 2 4 021-04575 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 05.01.2024 32 SI T A N D S T A Y D O G B A R of DP TE RB DP EX I S T I N G D R A I N A G E P L A N CS CS RB RB C_DRN01_02104575.dwg 32 1 BASIN INFORMATION TABLE RE V I S I O N S NO . RE V . DA T E RE V I S I O N S D E S C R I P T I O N project 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. ww w . o l s s o n . c o m TE L 9 7 0 . 4 6 1 . 7 7 3 3 Su i t e 2 0 0 Lo v e l a n d , C O 8 0 5 3 8 18 8 0 F a l l R i v e r D r i v e , UT I L I T Y P L A N S F O R LO T 3 , C O U N T R Y C L U B C O R N E R S 6 T H F I L I N G FO R T C O L L I N S , C O 20 2 4 021-04575 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 05.01.2024 32 SI T A N D S T A Y D O G B A R of DP TE RB DP LID TABLE C10.0 BASIN INFORMATION TABLE 32 PR O P O S E D DR A I N A G E P L A N RE V I S I O N S NO . RE V . DA T E RE V I S I O N S D E S C R I P T I O N project 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. ww w . o l s s o n . c o m TE L 9 7 0 . 4 6 1 . 7 7 3 3 Su i t e 2 0 0 Lo v e l a n d , C O 8 0 5 3 8 18 8 0 F a l l R i v e r D r i v e , UT I L I T Y P L A N S F O R LO T 3 , C O U N T R Y C L U B C O R N E R S 6 T H F I L I N G FO R T C O L L I N S , C O 20 2 4 021-04575 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 05.01.2024 32 SI T A N D S T A Y D O G B A R of DP TE RB DP LID TABLE C10.0 BASIN INFORMATION TABLE 32 LI D DR A I N A G E P L A N Sit and Stay Dog Bar Fort Collins, CO May 2024 12 Olsson 021-04575 APPENDIX B - Hydrologic Calculations Rational Method Calculations Detention Facility Sizing Calculations Project Name:Sit and Stay Project Number :021-04575 Client: Basin Name: Asphalt, Concrete Rooftop Lawns, Clayey, <2%C C*Cf (acres) (acres) (acres) (acres)2, 5, 10 100 (%) EX1 Existing Site N/A - - 2.187 2.187 0.20 0.25 2.00% Asphalt, Concrete Rooftop Lawns, Clayey, <2%C C*Cf (acres) (acres) (acres) (acres)2, 5, 10 100 (%) B-1 North Site CAP 0.023 0.253 0.078 0.354 0.79 0.98 71.30% B-2 South Site CAP 0.608 0.063 1.162 1.833 0.47 0.59 37.54% Basin Description Major Basin Routing TOTAL AREA Runoff Coefficients Percent Impervious SURFACE TYPE TOTAL AREA Major Basin RoutingBasin Description RATIONAL METHOD CALCULATIONS: COMPOSITE RUNOFF COEFFICIENT & PERCENT IMPERVIOUS Runoff Coefficients Percent ImperviousBasin Name Basin Name EXISTING BASINS DEVELOPED BASINS SURFACE TYPE DMP 4/29/2024 Prepared By: Date: Project Name:Sit and Stay Project Number :021-04575 Client: Basin Name: Tc C C*Cf Equation 5-3 2, 5, 10 100 L (ft) S (ft/ft) Ti (min) L (ft) S (ft/ft) V2 (ft/s) Tt (min) Tc (min)Length Tc (min) Tc (min) EX1 Existing Site 0.20 0.25 Yes 50.00 0.020 40.87 250.00 0.015 Paved Areas 20 2.4 1.70 42.57 300 11.67 5.00 Tc C C*Cf Equation 5-3 2, 5, 10 100 L (ft) S (ft/ft) Ti (min) L (ft) S (ft/ft) V2 (ft/s) Tt (min) Tc (min)Length Tc (min) Tc (min) B-1 North Site 0.79 0.98 Yes 93.00 0.041 6.13 284.48 0.005 Paved Areas 20 1.5 3.26 9.39 377 12.10 5.00 B-2 South Site 0.47 0.59 No 93.00 0.041 26.22 284.48 0.005 Paved Areas 20 1.5 3.26 29.47 377 12.10 12.10 (1.49/n)*R^(2/3) (1.49/n)*R^(2/3) DEVELOPED BASINS Basin Name Basin Description Basin Characteristics Small, Urban Basin? Overland Flow Channelized Flow Tc Equation 5-4 & 5-5 Equation 3.3-5 RATIONAL METHOD CALCULATIONS: COMPOSITE CALCULATED TIME OF CONCENTRATION Date: 4/29/2024 Prepared By: DMP EXISTING BASINS Basin DescriptionBasin Name Basin Characteristics Small, Urban Basin? Equation 5-4 & 5-5 Channelized Flow Equation 3.3-2 Overland Flow Equation 3.3-5 Tc Final Tc Final TcEquation 3.3-2 Project Name:Sit and Stay Project Number :021-04575 Client: Basin Name: Area C C*Cf Tc I2 I100 Q2 Q100 (acres)2, 5, 10 100 (min) (in/hr) (in/hr) (cfs) (cfs) EX1 Existing Site 2.187 0.20 0.25 5.0 2.85 9.95 1.25 5.44 Area C C*Cf Tc I2 I100 Q2 Q100 (acres)2, 5, 10 100 (min) (in/hr) (in/hr) (cfs) (cfs) B-1 North Site 0.354 0.79 0.98 5.0 2.85 9.95 0.79 3.46 B-2 South Site 1.833 0.47 0.59 12.1 2.05 7.16 1.79 7.79 Basin Characteristics Intensity Runoff Basin Characteristics Intensity Runoff DEVELOPED BASINS EXISTING BASINS RATIONAL METHOD CALCULATIONS: BASIN RUNOFF CALCULATIONS Date: 4/29/2024 Prepared By: DMP Basin Name Basin Description Basin Name Basin Description acres cfs ft MWB 6/15/2023 Prepared By: Max Allowable Release Rate: 0.18 71.30% Base of Stone Elevation: 4976.86 0.79 % IMP: C (minor): BASIN PARAMETERS Project Name: Dog Park Bar Date: Project Number : 021-04575 Client: Basin Name: B1 0.354Area: 100 0.180 1 5/8 in 1 5/8 inches 0.014 sf 0.610 MC-3500 66.0 in 0.165 cfs 1 0.00 0.00 2 2.75 0.23 3 5.50 0.46 4 8.25 0.69 5 11.00 0.92 6 13.75 1.15 7 16.50 1.38 8 19.25 1.60 9 22.00 1.83 10 24.75 2.06 11 27.50 2.29 12 30.25 2.52 13 33.00 2.75 14 35.75 2.98 15 38.50 3.21 16 41.25 3.44 17 44.00 3.67 18 46.75 3.90 19 49.50 4.13 20 52.25 4.35 21 55.00 4.58 22 57.75 4.81 23 60.50 5.04 24 63.25 5.27 25 66.00 5.50 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 0.15 0.14 0.08 0.08 0.07 0.06 0.05 0.03 0.12 0.11 0.11 0.17 0.16 0.16 0.15 0.15 0.10 0.10 0.09 Stage (in ) Stage (ft ) Outlet Release Rate (cfs ) 0.14 0.14 0.13 0.13 0.12 ResultsInput Variables Design Storm : System Height = Chamber Type = Orifice Area = Orifice Diameter = PROPOSED ORIFICE RELEASE RATE : PROPOSED ORIFICE DIAMETER :Max. Allowable Release Rate = Orifice Coefficient = Client: Basin Name:B1 ORIFICE RATING CURVE: OUTLET STRUCTURE ORIFICE SIZING FOR 100-YEAR STORM Project Name:Dog Park Bar Date: 6/15/2023 Project Number :021-04575 Prepared By: MWB 0.225 in A = 0.354 acres V = 0.0080 ac-ft 346.49 cu. ft i = a = DRAIN TIME WQCV = 71.30% 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 021-04575 Dog Park Bar MWB 6/15/2023 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Total Required WQ Volume [FCSCM Method] (cf ) Flow WQ (cfs ) Chamber Type Chamber 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 Chambers Total Chamber Volume (cf ) Total Installed System Volume (cf ) B1 346.49 0.396 MC-3500 109.9 175.0 0.036 2 0.072 195.93 2 2 219.80 350 SC-740 MC-4500 MC-3500 SC-310 SC-160LP 30.0 60.0 45.0 16.0 12.0 51.0 100.0 77.0 34.0 25.0 0.350 GPM/SF 85.4 48.3 86.0 85.4 85.4 1 CF = 7.481 GAL 30.2 33.5 46.0 20.2 14.8 1 GALLON = 0.134 CF 45.9 106.5 109.9 14.7 6.9 1 GPM = 0.002 CFS 74.9 162.6 175.0 31.0 15.0 0.024 0.026 0.036 0.016 0.012 5 4 2 CONTENTS: 1 FLOOR AREA (SF) INSTALLED LENGTH (IN) WIDTH (IN) HEIGHT (IN) CHAMBER DIMENSIONS FLOW RATE / CHAMBER (CFS) - ROW 3 CHAMBER/AGGREGATE VOLUME (CF) - ROW 2 CHAMBER VOLUME (CF) - ROW 1 1/2 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 REPORT FLOW RATE* CHAMBER FLOW RATE CONVERSION (GPM/SF TO CFS) STORMTECH CHAMBER DATA 9 14 13 12 11 10 3 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 up Required 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 Volume Volume provided within the chambers only (no aggregate storage). This must meet or exceed the FAA Method required WQ Volume Required WQCV per FCSCM Equation 7-2 Project Name and/or Vault ID Release rate per chamber times the minimum number of chambers required through the FCSCM Method Number of chambers required to provide full WQCV 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) 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 Selection 8 7 6 COLUMN: CITY OF FORT COLLINS (COFC) SIZING CALCUALTIONS FOR LID SYSTEMS: ISOLATOR ROW CHAMBERS WITHIN ADS STORMTECH SYSTEM Basin Name:B1 Project Name: Dog Park Bar Project Number : 021-04575 CHAMBER CONFIGURATION PARAMETERS FCSCM Method FAA METHOD RESULTS Basin Name: Client: Prepared By: MWB Date: 6/15/2023 WQ 0.79 1.00 * C = 0.79 5.00 min 0.354 acres Max Release Rate* =0.072 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 0.40 119 22 97 0.00 10 600 1.105 0.31 184 43 141 0.00 15 900 0.935 0.26 234 65 169 0.00 20 1200 0.805 0.22 268 86 182 0.00 25 1500 0.715 0.20 298 108 190 0.00 30 1800 0.650 0.18 325 129 196 0.00 35 2100 0.585 0.16 341 151 191 0.00 40 2400 0.535 0.15 357 172 185 0.00 45 2700 0.495 0.14 371 194 178 0.00 50 3000 0.460 0.13 383 215 168 0.00 55 3300 0.435 0.12 399 237 162 0.00 60 3600 0.410 0.11 410 258 152 0.00 65 3900 0.385 0.11 417 280 137 0.00 70 4200 0.365 0.10 426 301 125 0.00 75 4500 0.345 0.10 431 323 109 0.00 80 4800 0.330 0.09 440 344 96 0.00 85 5100 0.315 0.09 446 366 81 0.00 90 5400 0.305 0.08 458 387 70 0.00 95 5700 0.290 0.08 459 409 50 0.00 100 6000 0.280 0.08 467 430 36 0.00 105 6300 0.270 0.08 473 452 21 0.00 110 6600 0.260 0.07 477 473 3 0.00 115 6900 0.255 0.07 489 495 -6 0.00 120 7200 0.245 0.07 490 516 -26 0.00 Input Variables Design Storm C = Results ac-ft0.00 ft3195.93 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: 6/15/2023Project Name: Project Number :021-04575 Client: Basin Name:B1 Prepared By: MWB 100-year 0.79 1.25 * C = 0.98 5.00 min 0.354 acres Max Release Rate* =0.17 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 3.455 1037 50 987 0.02 10 600 7.72 2.681 1608 99 1509 0.03 15 900 6.52 2.264 2038 149 1889 0.04 20 1200 5.60 1.945 2334 198 2135 0.05 25 1500 4.98 1.729 2594 248 2346 0.05 30 1800 4.52 1.570 2825 298 2528 0.06 35 2100 4.08 1.417 2975 347 2628 0.06 40 2400 3.74 1.299 3117 397 2720 0.06 45 2700 3.46 1.201 3244 446 2798 0.06 50 3000 3.23 1.122 3365 496 2869 0.07 55 3300 3.03 1.052 3472 546 2927 0.07 60 3600 2.86 0.993 3575 595 2980 0.07 65 3900 2.72 0.945 3684 645 3039 0.07 70 4200 2.59 0.899 3777 694 3083 0.07 75 4500 2.48 0.861 3875 744 3131 0.07 80 4800 2.38 0.826 3967 794 3173 0.07 85 5100 2.29 0.795 4056 843 3212 0.07 90 5400 2.21 0.767 4144 893 3251 0.07 95 5700 2.13 0.740 4216 942 3274 0.08 100 6000 2.06 0.715 4292 992 3300 0.08 105 6300 2.00 0.695 4375 1042 3334 0.08 110 6600 1.94 0.674 4446 1091 3355 0.08 115 6900 1.89 0.656 4529 1141 3388 0.08 120 7200 1.84 0.639 4600 1190 3410 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 6/15/2023 Project Number :021-04575 Prepared By: MWB *DETERMINED BY ORIFICE PARAMETERS Detention Volume: 3409.95 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 3409.9 MC-3500 109.9 175.0 0.036 20 2198.00 3500 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: 6/15/2023 021-04575 MWB 85.4 Volume within the chamber only, not accounting for void spaces in surrounding aggregate (Selected Chamber Parameter from ROW 1) Client: 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 346.49 cf 4978.47 ft 3409.95 cf 4981.33 ft 2 MC-3500 Chambers (MIN) Height of System Incremental Single Incremental Total Incremental Stone Incremental Ch & St Cumulative Chamber Elevation (inches) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (feet) 20 3.26 19.57 2.78 23.33 361.12 4978.53 19 3.29 19.74 2.70 23.44 337.80 4978.44 Volume of :346.49 cf 4978.47 ft 20 MC-3500 Chambers (MIN) Height of System Incremental Single Incremental Total Incremental Stone Incremental Ch & St Cumulative Chamber Elevation (inches) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (feet) 54 0.06 1.05 39.98 41.03 3422.87 4981.36 53 0.19 3.49 38.95 42.58 3381.84 4981.28 Volume of :3409.95 cf 4981.33 ft * Project Number :021-04575 Prepared By: MWB WATER SURFACE ELEVATION LEVELS: FOR WQCV AND 100-YR STORM Project Name:Dog Park Bar Date: 6/15/2023 WQCV Client: 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: 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 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 1139.59 4982.36 65 0.00 0.00 0.00 0.00 11.00 11.00 1128.59 4982.28 64 0.00 0.00 0.00 0.00 11.00 11.00 1117.60 4982.19 63 0.00 0.00 0.00 0.00 11.00 11.00 1106.60 4982.11 62 0.00 0.00 0.00 0.00 11.00 11.00 1095.60 4982.03 61 0.00 0.00 0.00 0.00 11.00 11.00 1084.60 4981.94 60 0.00 0.00 0.00 0.00 11.00 11.00 1073.61 4981.86 59 0.00 0.00 0.00 0.00 11.00 11.00 1062.61 4981.78 58 0.00 0.00 0.00 0.00 11.00 11.00 1051.61 4981.69 57 0.00 0.00 0.00 0.00 11.00 11.00 1040.61 4981.61 56 0.00 0.00 0.00 0.00 11.00 11.00 1029.62 4981.53 55 0.00 0.00 0.00 0.00 11.00 11.00 1018.62 4981.44 54 0.06 0.00 0.35 0.00 10.86 11.21 1007.62 4981.36 53 0.19 0.02 1.16 0.05 10.51 11.72 996.42 4981.28 52 0.29 0.04 1.76 0.08 10.26 12.10 984.69 4981.19 51 0.40 0.05 2.42 0.10 9.99 12.51 972.59 4981.11 50 0.69 0.07 4.12 0.14 9.29 13.55 960.08 4981.03 49 1.03 0.09 6.17 0.18 8.46 14.81 946.52 4980.94 48 1.25 0.11 7.50 0.21 7.91 15.62 931.72 4980.86 47 1.42 0.13 8.53 0.25 7.48 16.27 916.10 4980.78 46 1.57 0.14 9.44 0.29 7.11 16.83 899.83 4980.69 45 1.71 0.16 10.24 0.33 6.77 17.34 882.99 4980.61 44 1.83 0.18 10.97 0.36 6.46 17.80 865.65 4980.53 43 1.94 0.20 11.63 0.40 6.19 18.21 847.86 4980.44 42 2.04 0.22 12.24 0.44 5.92 18.61 829.64 4980.36 41 2.13 0.23 12.81 0.47 5.69 18.96 811.03 4980.28 40 2.22 0.25 13.35 0.50 5.46 19.31 792.07 4980.19 39 2.31 0.27 13.84 0.53 5.25 19.62 772.76 4980.11 38 2.38 0.28 14.31 0.56 5.05 19.92 753.14 4980.03 37 2.46 0.29 14.75 0.59 4.86 20.20 733.23 4979.94 36 2.53 0.31 15.17 0.62 4.68 20.47 713.02 4979.86 35 2.59 0.32 15.56 0.64 4.52 20.72 692.55 4979.78 34 2.66 0.33 15.94 0.67 4.36 20.96 671.83 4979.69 33 2.72 0.35 16.29 0.69 4.20 21.19 650.87 4979.61 32 2.77 0.36 16.63 0.72 4.06 21.41 629.69 4979.53 31 2.82 0.37 16.95 0.74 3.92 21.61 608.28 4979.44 30 2.88 0.38 17.25 0.77 3.79 21.81 586.67 4979.36 29 2.92 0.40 17.54 0.79 3.66 22.00 564.86 4979.28 28 2.97 0.41 17.82 0.82 3.54 22.18 542.86 4979.19 27 3.01 0.42 18.07 0.84 3.43 22.34 520.68 4979.11 26 3.05 0.43 18.32 0.86 3.33 22.50 498.33 4979.03 25 3.09 0.44 18.57 0.88 3.22 22.67 475.83 4978.94 24 3.13 0.45 18.78 0.90 3.12 22.81 453.16 4978.86 23 3.17 0.46 18.99 0.92 3.03 22.95 430.35 4978.78 22 3.20 0.47 19.20 0.94 2.94 23.08 407.41 4978.69 21 3.23 0.48 19.39 0.96 2.86 23.21 384.33 4978.61 20 3.26 0.49 19.57 0.98 2.78 23.33 361.12 4978.53 19 3.29 0.50 19.74 1.00 2.70 23.44 337.80 4978.44 18 3.32 0.51 19.91 1.01 2.63 23.55 314.36 4978.36 17 3.34 0.51 20.06 1.03 2.56 23.65 290.81 4978.28 16 3.37 0.52 20.21 1.04 2.50 23.75 267.15 4978.19 15 3.39 0.53 20.36 1.06 2.43 23.85 243.40 4978.11 14 3.41 0.54 20.49 1.07 2.37 23.93 219.56 4978.03 13 3.44 0.54 20.62 1.09 2.31 24.02 195.62 4977.94 12 3.46 0.55 20.75 1.10 2.26 24.10 171.60 4977.86 11 3.48 0.56 20.87 1.11 2.20 24.19 147.49 4977.78 10 3.51 0.59 21.03 1.19 2.11 24.33 123.31 4977.69 9 0.00 0.00 0.00 0.00 11.00 11.00 98.98 4977.61 8 0.00 0.00 0.00 0.00 11.00 11.00 87.98 4977.53 7 0.00 0.00 0.00 0.00 11.00 11.00 76.98 4977.44 6 0.00 0.00 0.00 0.00 11.00 11.00 65.99 4977.36 5 0.00 0.00 0.00 0.00 11.00 11.00 54.99 4977.28 4 0.00 0.00 0.00 0.00 11.00 11.00 43.99 4977.19 3 0.00 0.00 0.00 0.00 11.00 11.00 32.99 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 Sit and Stay Dog Bar: B1 WQ StormTech MC-3500 Cumulative Storage Volumes Project: Chamber Model - MC-3500 Units -Imperial Number of Chambers -18 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 - 1212 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 40.40 40.40 3907.67 4982.36 65 0.00 0.00 0.00 0.00 40.40 40.40 3867.27 4982.28 64 0.00 0.00 0.00 0.00 40.40 40.40 3826.87 4982.19 63 0.00 0.00 0.00 0.00 40.40 40.40 3786.47 4982.11 62 0.00 0.00 0.00 0.00 40.40 40.40 3746.07 4982.03 61 0.00 0.00 0.00 0.00 40.40 40.40 3705.67 4981.94 60 0.00 0.00 0.00 0.00 40.40 40.40 3665.27 4981.86 59 0.00 0.00 0.00 0.00 40.40 40.40 3624.87 4981.78 58 0.00 0.00 0.00 0.00 40.40 40.40 3584.47 4981.69 57 0.00 0.00 0.00 0.00 40.40 40.40 3544.07 4981.61 56 0.00 0.00 0.00 0.00 40.40 40.40 3503.67 4981.53 55 0.00 0.00 0.00 0.00 40.40 40.40 3463.27 4981.44 54 0.06 0.00 1.05 0.00 39.98 41.03 3422.87 4981.36 53 0.19 0.02 3.49 0.14 38.95 42.58 3381.84 4981.28 52 0.29 0.04 5.29 0.23 38.19 43.71 3339.26 4981.19 51 0.40 0.05 7.27 0.31 37.37 44.94 3295.55 4981.11 50 0.69 0.07 12.37 0.41 35.29 48.06 3250.61 4981.03 49 1.03 0.09 18.51 0.53 32.78 51.82 3202.54 4980.94 48 1.25 0.11 22.49 0.64 31.15 54.28 3150.72 4980.86 47 1.42 0.13 25.60 0.76 29.86 56.21 3096.44 4980.78 46 1.57 0.14 28.32 0.87 28.73 57.91 3040.22 4980.69 45 1.71 0.16 30.73 0.98 27.72 59.42 2982.31 4980.61 44 1.83 0.18 32.91 1.09 26.80 60.80 2922.89 4980.53 43 1.94 0.20 34.88 1.20 25.97 62.05 2862.09 4980.44 42 2.04 0.22 36.73 1.31 25.18 63.23 2800.04 4980.36 41 2.13 0.23 38.42 1.41 24.47 64.30 2736.81 4980.28 40 2.22 0.25 40.04 1.50 23.78 65.32 2672.51 4980.19 39 2.31 0.27 41.52 1.59 23.15 66.27 2607.19 4980.11 38 2.38 0.28 42.93 1.68 22.56 67.16 2540.92 4980.03 37 2.46 0.29 44.26 1.76 21.99 68.02 2473.75 4979.94 36 2.53 0.31 45.51 1.85 21.46 68.81 2405.74 4979.86 35 2.59 0.32 46.69 1.93 20.95 69.57 2336.93 4979.78 34 2.66 0.33 47.81 2.01 20.47 70.29 2267.36 4979.69 33 2.72 0.35 48.87 2.08 20.02 70.97 2197.07 4979.61 32 2.77 0.36 49.88 2.16 19.58 71.63 2126.10 4979.53 31 2.82 0.37 50.84 2.23 19.17 72.25 2054.47 4979.44 30 2.88 0.38 51.76 2.31 18.77 72.84 1982.22 4979.36 29 2.92 0.40 52.63 2.38 18.40 73.41 1909.38 4979.28 28 2.97 0.41 53.46 2.45 18.04 73.94 1835.98 4979.19 27 3.01 0.42 54.22 2.51 17.71 74.44 1762.04 4979.11 26 3.05 0.43 54.96 2.58 17.39 74.92 1687.59 4979.03 25 3.09 0.44 55.70 2.64 17.06 75.40 1612.67 4978.94 24 3.13 0.45 56.35 2.70 16.78 75.83 1537.27 4978.86 23 3.17 0.46 56.98 2.77 16.50 76.25 1461.44 4978.78 22 3.20 0.47 57.59 2.82 16.23 76.65 1385.19 4978.69 21 3.23 0.48 58.16 2.88 15.98 77.02 1308.54 4978.61 20 3.26 0.49 58.71 2.94 15.74 77.38 1231.51 4978.53 19 3.29 0.50 59.22 2.99 15.52 77.73 1154.13 4978.44 18 3.32 0.51 59.72 3.04 15.30 78.06 1076.40 4978.36 17 3.34 0.51 60.19 3.09 15.09 78.37 998.35 4978.28 16 3.37 0.52 60.64 3.13 14.89 78.66 919.98 4978.19 15 3.39 0.53 61.07 3.18 14.70 78.95 841.32 4978.11 14 3.41 0.54 61.46 3.22 14.53 79.21 762.37 4978.03 13 3.44 0.54 61.87 3.26 14.35 79.48 683.16 4977.94 12 3.46 0.55 62.24 3.30 14.19 79.72 603.69 4977.86 11 3.48 0.56 62.62 3.33 14.02 79.97 523.97 4977.78 10 3.51 0.59 63.09 3.57 13.74 80.40 444.00 4977.69 9 0.00 0.00 0.00 0.00 40.40 40.40 363.60 4977.61 8 0.00 0.00 0.00 0.00 40.40 40.40 323.20 4977.53 7 0.00 0.00 0.00 0.00 40.40 40.40 282.80 4977.44 6 0.00 0.00 0.00 0.00 40.40 40.40 242.40 4977.36 5 0.00 0.00 0.00 0.00 40.40 40.40 202.00 4977.28 4 0.00 0.00 0.00 0.00 40.40 40.40 161.60 4977.19 3 0.00 0.00 0.00 0.00 40.40 40.40 121.20 4977.11 2 0.00 0.00 0.00 0.00 40.40 40.40 80.80 4977.03 1 0.00 0.00 0.00 0.00 40.40 40.40 40.40 4976.94 Sit and Stay Dog Bar: B1 TOTAL 990 sf min. area StormTech MC-3500 Cumulative Storage Volumes acres cfs ft MWB 4/29/2024 Prepared By: Max Allowable Release Rate: 0.25 37.54% Base of Stone Elevation:4974.28 0.47 % IMP: C (minor): BASIN PARAMETERS Project Name: Dog Park Bar Date: Project Number : 021-04575 Client: Basin Name: B2 1.833Area: 100 0.250 2 in 2 inches 0.022 sf 0.610 MC-3500 66.0 in 0.250 cfs 1 0.00 0.00 2 2.75 0.23 3 5.50 0.46 4 8.25 0.69 5 11.00 0.92 6 13.75 1.15 7 16.50 1.38 8 19.25 1.60 9 22.00 1.83 10 24.75 2.06 11 27.50 2.29 12 30.25 2.52 13 33.00 2.75 14 35.75 2.98 15 38.50 3.21 16 41.25 3.44 17 44.00 3.67 18 46.75 3.90 19 49.50 4.13 20 52.25 4.35 21 55.00 4.58 22 57.75 4.81 23 60.50 5.04 24 63.25 5.27 25 66.00 5.50 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 0.22 0.22 0.13 0.11 0.10 0.09 0.07 0.05 0.18 0.17 0.16 0.25 0.25 0.24 0.23 0.23 0.15 0.14 0.14 Stage (in ) Stage (ft ) Outlet Release Rate (cfs ) 0.21 0.20 0.20 0.19 0.18 ResultsInput Variables Design Storm : System Height = Chamber Type = Orifice Area = Orifice Diameter = PROPOSED ORIFICE RELEASE RATE : PROPOSED ORIFICE DIAMETER :Max. Allowable Release Rate = Orifice Coefficient = Client: Basin Name:B2 ORIFICE RATING CURVE: OUTLET STRUCTURE ORIFICE SIZING FOR 100-YEAR STORM Project Name:Dog Park Bar Date: 4/29/2024 Project Number :021-04575 Prepared By: MWB 0.139 in A = 1.833 acres V = 0.0254 ac-ft 1106.78 cu. ft i = a = DRAIN TIME WQCV = 37.54% 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 021-04575 Dog Park Bar MWB 4/29/2024 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Total Required WQ Volume [FCSCM Method] (cf ) Flow WQ (cfs ) Chamber Type Chamber 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 Chambers Total Chamber Volume (cf ) Total Installed System Volume (cf ) B2 1106.78 1.240 MC-3500 109.9 175.0 0.036 7 0.251 566.14 6 7 769.30 1225 SC-740 MC-4500 MC-3500 SC-310 SC-160LP 30.0 60.0 45.0 16.0 12.0 51.0 100.0 77.0 34.0 25.0 0.350 GPM/SF 85.4 48.3 86.0 85.4 85.4 1 CF = 7.481 GAL 30.2 33.5 46.0 20.2 14.8 1 GALLON = 0.134 CF 45.9 106.5 109.9 14.7 6.9 1 GPM = 0.002 CFS 74.9 162.6 175.0 31.0 15.0 0.024 0.026 0.036 0.016 0.012 5 4 2 CONTENTS: 1 FLOOR AREA (SF) INSTALLED LENGTH (IN) WIDTH (IN) HEIGHT (IN) CHAMBER DIMENSIONS FLOW RATE / CHAMBER (CFS) - ROW 3 CHAMBER/AGGREGATE VOLUME (CF) - ROW 2 CHAMBER VOLUME (CF) - ROW 1 1/2 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 REPORT FLOW RATE* CHAMBER FLOW RATE CONVERSION (GPM/SF TO CFS) STORMTECH CHAMBER DATA 9 14 13 12 11 10 3 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 up Required 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 Volume Volume provided within the chambers only (no aggregate storage). This must meet or exceed the FAA Method required WQ Volume Required WQCV per FCSCM Equation 7-2 Project Name and/or Vault ID Release rate per chamber times the minimum number of chambers required through the FCSCM Method Number of chambers required to provide full WQCV 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) 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 Selection 8 7 6 COLUMN: CITY OF FORT COLLINS (COFC) SIZING CALCUALTIONS FOR LID SYSTEMS: ISOLATOR ROW CHAMBERS WITHIN ADS STORMTECH SYSTEM Basin Name: B2 Project Name: Dog Park Bar Project Number : 021-04575 CHAMBER CONFIGURATION PARAMETERS FCSCM Method FAA METHOD RESULTS Basin Name: Client: Prepared By: MWB Date: 4/29/2024 WQ 0.47 1.00 * C = 0.47 12.10 min 1.833 acres Max Release Rate* =0.251 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 1.24 372 75 297 0.01 10 600 1.105 0.96 577 151 426 0.01 15 900 0.935 0.81 732 226 506 0.01 20 1200 0.805 0.70 840 301 539 0.01 25 1500 0.715 0.62 933 377 557 0.01 30 1800 0.650 0.57 1018 452 566 0.01 35 2100 0.585 0.51 1069 527 542 0.01 40 2400 0.535 0.47 1117 602 515 0.01 45 2700 0.495 0.43 1163 678 485 0.01 50 3000 0.460 0.40 1201 753 448 0.01 55 3300 0.435 0.38 1249 828 421 0.01 60 3600 0.410 0.36 1284 904 381 0.01 65 3900 0.385 0.33 1306 979 327 0.01 70 4200 0.365 0.32 1334 1054 280 0.01 75 4500 0.345 0.30 1351 1130 221 0.01 80 4800 0.330 0.29 1378 1205 173 0.00 85 5100 0.315 0.27 1398 1280 118 0.00 90 5400 0.305 0.27 1433 1356 77 0.00 95 5700 0.290 0.25 1438 1431 7 0.00 100 6000 0.280 0.24 1462 1506 -44 0.00 105 6300 0.270 0.23 1480 1581 -101 0.00 110 6600 0.260 0.23 1493 1657 -164 0.00 115 6900 0.255 0.22 1531 1732 -201 0.00 120 7200 0.245 0.21 1535 1807 -273 -0.01 Input Variables Design Storm C = Results ac-ft0.01 ft3566.14 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: 4/29/2024Project Name: Project Number :021-04575 Client: Basin Name:B2 Prepared By: MWB 100-year 0.47 1.25 * C = 0.59 12.10 min 1.833 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 0.00 0.00 0 0 0 0 5 300 9.95 10.821 3246 75 3171 0.07 10 600 7.72 8.396 5038 150 4887 0.11 15 900 6.52 7.091 6382 225 6156 0.14 20 1200 5.60 6.090 7309 301 7008 0.16 25 1500 4.98 5.416 8124 376 7749 0.18 30 1800 4.52 4.916 8849 451 8398 0.19 35 2100 4.08 4.437 9318 526 8792 0.20 40 2400 3.74 4.068 9762 601 9161 0.21 45 2700 3.46 3.763 10160 676 9484 0.22 50 3000 3.23 3.513 10539 751 9787 0.22 55 3300 3.03 3.295 10875 827 10048 0.23 60 3600 2.86 3.110 11198 902 10296 0.24 65 3900 2.72 2.958 11537 977 10560 0.24 70 4200 2.59 2.817 11831 1052 10779 0.25 75 4500 2.48 2.697 12137 1127 11010 0.25 80 4800 2.38 2.588 12424 1202 11222 0.26 85 5100 2.29 2.491 12702 1277 11424 0.26 90 5400 2.21 2.404 12979 1352 11627 0.27 95 5700 2.13 2.317 13204 1428 11777 0.27 100 6000 2.06 2.240 13442 1503 11940 0.27 105 6300 2.00 2.175 13703 1578 12126 0.28 110 6600 1.94 2.110 13925 1653 12272 0.28 115 6900 1.89 2.056 14183 1728 12455 0.29 120 7200 1.84 2.001 14408 1803 12605 0.29 100-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:B2 4/29/2024 Project Number :021-04575 Prepared By: MWB *DETERMINED BY ORIFICE PARAMETERS Detention Volume: 12604.90 ft3 0.29 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 ) B2 12604.9 MC-3500 109.9 175.0 0.036 73 8022.70 12775 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: 4/29/2024 021-04575 MWB 85.4 Volume within the chamber only, not accounting for void spaces in surrounding aggregate (Selected Chamber Parameter from ROW 1) Client: 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) 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 4974.28 ft 1106.78 cf 4976.50 ft 12604.90 cf 4978.33 ft 7 MC-3500 Chambers (MIN) Height of System Single Chamber Total Chamber Incremental Stone Incremental Ch & St Cumulative Chamber Stage (inches) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (feet) 27 3.01 18.07 4.18 23.93 560.72 4976.53 26 3.05 18.32 4.07 24.10 536.79 4976.45 Volume of : 553.39 cf 4976.50 ft 1106.78 cf 73 MC-3500 Chambers (MIN) Height of System Single Chamber Total Chamber Incremental Stone Incremental Ch & St Cumulative Chamber Stage (inches) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (feet) 49 1.03 74.04 128.58 204.73 12684.61 4978.36 48 1.25 89.97 122.02 214.56 12479.88 4978.28 Volume of : 12604.90 cf 4978.33 ft * MWB WATER SURFACE ELEVATION LEVELS: FOR WQCV AND 100-YR STORM Project Name:Dog Park Bar Date: 4/29/2024 Req. 100-Yr Volume = WQCV WSEL = 100-Yr WSEL = Project Number :021-04575 Prepared By: B2 Input Variables Results Base of Stone Elev. = Req. WQCV Volume = 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: within each Isolator Row for a total volume of : WQCV Client: Basin Name: Project: Chamber Model - MC-3500 Units -Imperial Number of Chambers -6 Number of End Caps - 4 Voids in the stone (porosity) - 40 % Base of Stone Elevation - 4974.28 ft Amount of Stone Above Chambers - 12 in Amount of Stone Below Chambers - 9 in 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 12.08 12.08 1229.06 4979.78 65 0.00 0.00 0.00 0.00 12.08 12.08 1216.98 4979.70 64 0.00 0.00 0.00 0.00 12.08 12.08 1204.90 4979.61 63 0.00 0.00 0.00 0.00 12.08 12.08 1192.81 4979.53 62 0.00 0.00 0.00 0.00 12.08 12.08 1180.73 4979.45 61 0.00 0.00 0.00 0.00 12.08 12.08 1168.65 4979.36 60 0.00 0.00 0.00 0.00 12.08 12.08 1156.57 4979.28 59 0.00 0.00 0.00 0.00 12.08 12.08 1144.49 4979.20 58 0.00 0.00 0.00 0.00 12.08 12.08 1132.41 4979.11 57 0.00 0.00 0.00 0.00 12.08 12.08 1120.33 4979.03 56 0.00 0.00 0.00 0.00 12.08 12.08 1108.25 4978.95 55 0.00 0.00 0.00 0.00 12.08 12.08 1096.17 4978.86 54 0.06 0.00 0.35 0.00 11.94 12.29 1084.08 4978.78 53 0.19 0.02 1.16 0.10 11.58 12.84 1071.79 4978.70 52 0.29 0.04 1.76 0.15 11.32 13.23 1058.96 4978.61 51 0.40 0.05 2.42 0.21 11.03 13.66 1045.73 4978.53 50 0.69 0.07 4.12 0.27 10.32 14.72 1032.07 4978.45 49 1.03 0.09 6.17 0.35 9.47 15.99 1017.35 4978.36 48 1.25 0.11 7.50 0.43 8.91 16.84 1001.36 4978.28 47 1.42 0.13 8.53 0.51 8.47 17.50 984.52 4978.20 46 1.57 0.14 9.44 0.58 8.07 18.09 967.02 4978.11 45 1.71 0.16 10.24 0.65 7.72 18.62 948.93 4978.03 44 1.83 0.18 10.97 0.73 7.40 19.10 930.31 4977.95 43 1.94 0.20 11.63 0.80 7.11 19.54 911.21 4977.86 42 2.04 0.22 12.24 0.87 6.83 19.95 891.67 4977.78 41 2.13 0.23 12.81 0.94 6.58 20.33 871.72 4977.70 40 2.22 0.25 13.35 1.00 6.34 20.69 851.39 4977.61 39 2.31 0.27 13.84 1.06 6.12 21.02 830.70 4977.53 38 2.38 0.28 14.31 1.12 5.91 21.34 809.68 4977.45 37 2.46 0.29 14.75 1.18 5.71 21.64 788.34 4977.36 36 2.53 0.31 15.17 1.23 5.52 21.92 766.70 4977.28 35 2.59 0.32 15.56 1.28 5.34 22.19 744.78 4977.20 34 2.66 0.33 15.94 1.34 5.17 22.45 722.59 4977.11 33 2.72 0.35 16.29 1.39 5.01 22.69 700.14 4977.03 32 2.77 0.36 16.63 1.44 4.85 22.92 677.45 4976.95 31 2.82 0.37 16.95 1.49 4.71 23.14 654.53 4976.86 30 2.88 0.38 17.25 1.54 4.57 23.36 631.39 4976.78 29 2.92 0.40 17.54 1.58 4.43 23.56 608.03 4976.70 28 2.97 0.41 17.82 1.63 4.30 23.75 584.47 4976.61 27 3.01 0.42 18.07 1.67 4.18 23.93 560.72 4976.53 26 3.05 0.43 18.32 1.72 4.07 24.10 536.79 4976.45 25 3.09 0.44 18.57 1.76 3.95 24.28 512.69 4976.36 24 3.13 0.45 18.78 1.80 3.85 24.43 488.41 4976.28 23 3.17 0.46 18.99 1.84 3.75 24.58 463.98 4976.20 22 3.20 0.47 19.20 1.88 3.65 24.73 439.39 4976.11 21 3.23 0.48 19.39 1.92 3.56 24.87 414.67 4976.03 20 3.26 0.49 19.57 1.96 3.47 25.00 389.80 4975.95 19 3.29 0.50 19.74 1.99 3.39 25.12 364.80 4975.86 18 3.32 0.51 19.91 2.03 3.31 25.24 339.68 4975.78 17 3.34 0.51 20.06 2.06 3.23 25.35 314.44 4975.70 16 3.37 0.52 20.21 2.09 3.16 25.46 289.09 4975.61 15 3.39 0.53 20.36 2.12 3.09 25.57 263.63 4975.53 14 3.41 0.54 20.49 2.15 3.03 25.66 238.06 4975.45 13 3.44 0.54 20.62 2.17 2.96 25.76 212.40 4975.36 12 3.46 0.55 20.75 2.20 2.90 25.85 186.64 4975.28 11 3.48 0.56 20.87 2.22 2.84 25.94 160.79 4975.20 10 3.51 0.59 21.03 2.38 2.72 26.13 134.86 4975.11 9 0.00 0.00 0.00 0.00 12.08 12.08 108.73 4975.03 8 0.00 0.00 0.00 0.00 12.08 12.08 96.65 4974.95 7 0.00 0.00 0.00 0.00 12.08 12.08 84.57 4974.86 6 0.00 0.00 0.00 0.00 12.08 12.08 72.49 4974.78 5 0.00 0.00 0.00 0.00 12.08 12.08 60.41 4974.70 4 0.00 0.00 0.00 0.00 12.08 12.08 48.32 4974.61 3 0.00 0.00 0.00 0.00 12.08 12.08 36.24 4974.53 2 0.00 0.00 0.00 0.00 12.08 12.08 24.16 4974.45 1 0.00 0.00 0.00 0.00 12.08 12.08 12.08 4974.36 StormTech MC-3500 Cumulative Storage Volumes Sit and Stay Dog Bar: B2 WQ (WEST) Project: Chamber Model - MC-3500 Units -Imperial Number of Chambers -6 Number of End Caps - 4 Voids in the stone (porosity) - 40 % Base of Stone Elevation - 4974.28 ft Amount of Stone Above Chambers - 12 in Amount of Stone Below Chambers - 9 in 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 12.08 12.08 1229.06 4979.78 65 0.00 0.00 0.00 0.00 12.08 12.08 1216.98 4979.70 64 0.00 0.00 0.00 0.00 12.08 12.08 1204.90 4979.61 63 0.00 0.00 0.00 0.00 12.08 12.08 1192.81 4979.53 62 0.00 0.00 0.00 0.00 12.08 12.08 1180.73 4979.45 61 0.00 0.00 0.00 0.00 12.08 12.08 1168.65 4979.36 60 0.00 0.00 0.00 0.00 12.08 12.08 1156.57 4979.28 59 0.00 0.00 0.00 0.00 12.08 12.08 1144.49 4979.20 58 0.00 0.00 0.00 0.00 12.08 12.08 1132.41 4979.11 57 0.00 0.00 0.00 0.00 12.08 12.08 1120.33 4979.03 56 0.00 0.00 0.00 0.00 12.08 12.08 1108.25 4978.95 55 0.00 0.00 0.00 0.00 12.08 12.08 1096.17 4978.86 54 0.06 0.00 0.35 0.00 11.94 12.29 1084.08 4978.78 53 0.19 0.02 1.16 0.10 11.58 12.84 1071.79 4978.70 52 0.29 0.04 1.76 0.15 11.32 13.23 1058.96 4978.61 51 0.40 0.05 2.42 0.21 11.03 13.66 1045.73 4978.53 50 0.69 0.07 4.12 0.27 10.32 14.72 1032.07 4978.45 49 1.03 0.09 6.17 0.35 9.47 15.99 1017.35 4978.36 48 1.25 0.11 7.50 0.43 8.91 16.84 1001.36 4978.28 47 1.42 0.13 8.53 0.51 8.47 17.50 984.52 4978.20 46 1.57 0.14 9.44 0.58 8.07 18.09 967.02 4978.11 45 1.71 0.16 10.24 0.65 7.72 18.62 948.93 4978.03 44 1.83 0.18 10.97 0.73 7.40 19.10 930.31 4977.95 43 1.94 0.20 11.63 0.80 7.11 19.54 911.21 4977.86 42 2.04 0.22 12.24 0.87 6.83 19.95 891.67 4977.78 41 2.13 0.23 12.81 0.94 6.58 20.33 871.72 4977.70 40 2.22 0.25 13.35 1.00 6.34 20.69 851.39 4977.61 39 2.31 0.27 13.84 1.06 6.12 21.02 830.70 4977.53 38 2.38 0.28 14.31 1.12 5.91 21.34 809.68 4977.45 37 2.46 0.29 14.75 1.18 5.71 21.64 788.34 4977.36 36 2.53 0.31 15.17 1.23 5.52 21.92 766.70 4977.28 35 2.59 0.32 15.56 1.28 5.34 22.19 744.78 4977.20 34 2.66 0.33 15.94 1.34 5.17 22.45 722.59 4977.11 33 2.72 0.35 16.29 1.39 5.01 22.69 700.14 4977.03 32 2.77 0.36 16.63 1.44 4.85 22.92 677.45 4976.95 31 2.82 0.37 16.95 1.49 4.71 23.14 654.53 4976.86 30 2.88 0.38 17.25 1.54 4.57 23.36 631.39 4976.78 29 2.92 0.40 17.54 1.58 4.43 23.56 608.03 4976.70 28 2.97 0.41 17.82 1.63 4.30 23.75 584.47 4976.61 27 3.01 0.42 18.07 1.67 4.18 23.93 560.72 4976.53 26 3.05 0.43 18.32 1.72 4.07 24.10 536.79 4976.45 25 3.09 0.44 18.57 1.76 3.95 24.28 512.69 4976.36 24 3.13 0.45 18.78 1.80 3.85 24.43 488.41 4976.28 23 3.17 0.46 18.99 1.84 3.75 24.58 463.98 4976.20 22 3.20 0.47 19.20 1.88 3.65 24.73 439.39 4976.11 21 3.23 0.48 19.39 1.92 3.56 24.87 414.67 4976.03 20 3.26 0.49 19.57 1.96 3.47 25.00 389.80 4975.95 19 3.29 0.50 19.74 1.99 3.39 25.12 364.80 4975.86 18 3.32 0.51 19.91 2.03 3.31 25.24 339.68 4975.78 17 3.34 0.51 20.06 2.06 3.23 25.35 314.44 4975.70 16 3.37 0.52 20.21 2.09 3.16 25.46 289.09 4975.61 15 3.39 0.53 20.36 2.12 3.09 25.57 263.63 4975.53 14 3.41 0.54 20.49 2.15 3.03 25.66 238.06 4975.45 13 3.44 0.54 20.62 2.17 2.96 25.76 212.40 4975.36 12 3.46 0.55 20.75 2.20 2.90 25.85 186.64 4975.28 11 3.48 0.56 20.87 2.22 2.84 25.94 160.79 4975.20 10 3.51 0.59 21.03 2.38 2.72 26.13 134.86 4975.11 9 0.00 0.00 0.00 0.00 12.08 12.08 108.73 4975.03 8 0.00 0.00 0.00 0.00 12.08 12.08 96.65 4974.95 7 0.00 0.00 0.00 0.00 12.08 12.08 84.57 4974.86 6 0.00 0.00 0.00 0.00 12.08 12.08 72.49 4974.78 5 0.00 0.00 0.00 0.00 12.08 12.08 60.41 4974.70 4 0.00 0.00 0.00 0.00 12.08 12.08 48.32 4974.61 3 0.00 0.00 0.00 0.00 12.08 12.08 36.24 4974.53 2 0.00 0.00 0.00 0.00 12.08 12.08 24.16 4974.45 1 0.00 0.00 0.00 0.00 12.08 12.08 12.08 4974.36 StormTech MC-3500 Cumulative Storage Volumes Sit and Stay Dog Bar: B2 WQ (EAST) Project: Chamber Model - MC-3500 Units -Imperial Number of Chambers -72 Number of End Caps - 24 Voids in the stone (porosity) - 40 % Base of Stone Elevation - 4974.28 ft Amount of Stone Above Chambers - 12 in Amount of Stone Below Chambers - 9 in Area of system - 4771 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 0.00 159.04 159.04 15461.57 4979.78 65 0.00 0.00 0.00 0.00 159.04 159.04 15302.53 4979.70 64 0.00 0.00 0.00 0.00 159.04 159.04 15143.50 4979.61 63 0.00 0.00 0.00 0.00 159.04 159.04 14984.46 4979.53 62 0.00 0.00 0.00 0.00 159.04 159.04 14825.42 4979.45 61 0.00 0.00 0.00 0.00 159.04 159.04 14666.38 4979.36 60 0.00 0.00 0.00 0.00 159.04 159.04 14507.35 4979.28 59 0.00 0.00 0.00 0.00 159.04 159.04 14348.31 4979.20 58 0.00 0.00 0.00 0.00 159.04 159.04 14189.27 4979.11 57 0.00 0.00 0.00 0.00 159.04 159.04 14030.23 4979.03 56 0.00 0.00 0.00 0.00 159.04 159.04 13871.20 4978.95 55 0.00 0.00 0.00 0.00 159.04 159.04 13712.16 4978.86 54 0.06 0.00 4.18 0.00 157.36 161.55 13553.12 4978.78 53 0.19 0.02 13.98 0.57 153.22 167.77 13391.57 4978.70 52 0.29 0.04 21.17 0.90 150.21 172.28 13223.81 4978.61 51 0.40 0.05 29.06 1.24 146.92 177.22 13051.53 4978.53 50 0.69 0.07 49.48 1.62 138.60 189.70 12874.31 4978.45 49 1.03 0.09 74.04 2.12 128.58 204.73 12684.61 4978.36 48 1.25 0.11 89.97 2.57 122.02 214.56 12479.88 4978.28 47 1.42 0.13 102.40 3.03 116.86 222.30 12265.32 4978.20 46 1.57 0.14 113.27 3.47 112.34 229.08 12043.02 4978.11 45 1.71 0.16 122.91 3.91 108.31 235.13 11813.95 4978.03 44 1.83 0.18 131.65 4.36 104.63 240.65 11578.82 4977.95 43 1.94 0.20 139.52 4.81 101.30 245.64 11338.17 4977.86 42 2.04 0.22 146.94 5.24 98.17 250.34 11092.53 4977.78 41 2.13 0.23 153.70 5.64 95.30 254.64 10842.19 4977.70 40 2.22 0.25 160.14 6.01 92.58 258.73 10587.55 4977.61 39 2.31 0.27 166.09 6.37 90.05 262.52 10328.82 4977.53 38 2.38 0.28 171.70 6.72 87.67 266.09 10066.30 4977.45 37 2.46 0.29 177.05 7.05 85.39 269.50 9800.21 4977.36 36 2.53 0.31 182.03 7.39 83.27 272.69 9530.71 4977.28 35 2.59 0.32 186.75 7.71 81.25 275.71 9258.02 4977.20 34 2.66 0.33 191.24 8.03 79.33 278.60 8982.31 4977.11 33 2.72 0.35 195.49 8.33 77.51 281.33 8703.71 4977.03 32 2.77 0.36 199.53 8.64 75.77 283.94 8422.39 4976.95 31 2.82 0.37 203.37 8.94 74.11 286.42 8138.45 4976.86 30 2.88 0.38 207.03 9.22 72.54 288.79 7852.02 4976.78 29 2.92 0.40 210.54 9.51 71.02 291.06 7563.23 4976.70 28 2.97 0.41 213.83 9.78 69.59 293.21 7272.17 4976.61 27 3.01 0.42 216.90 10.05 68.26 295.20 6978.96 4976.53 26 3.05 0.43 219.83 10.31 66.98 297.13 6683.76 4976.45 25 3.09 0.44 222.79 10.57 65.69 299.05 6386.63 4976.36 24 3.13 0.45 225.40 10.82 64.55 300.77 6087.58 4976.28 23 3.17 0.46 227.93 11.06 63.44 302.43 5786.81 4976.20 22 3.20 0.47 230.36 11.30 62.38 304.03 5484.38 4976.11 21 3.23 0.48 232.64 11.52 61.37 305.54 5180.35 4976.03 20 3.26 0.49 234.82 11.74 60.41 306.98 4874.81 4975.95 19 3.29 0.50 236.90 11.95 59.50 308.35 4567.84 4975.86 18 3.32 0.51 238.89 12.15 58.62 309.67 4259.49 4975.78 17 3.34 0.51 240.78 12.35 57.79 310.91 3949.82 4975.70 16 3.37 0.52 242.54 12.53 57.01 312.08 3638.91 4975.61 15 3.39 0.53 244.26 12.71 56.25 313.22 3326.83 4975.53 14 3.41 0.54 245.85 12.88 55.55 314.27 3013.61 4975.45 13 3.44 0.54 247.47 13.04 54.84 315.34 2699.34 4975.36 12 3.46 0.55 248.96 13.19 54.18 316.32 2384.00 4975.28 11 3.48 0.56 250.47 13.33 53.52 317.31 2067.68 4975.20 10 3.51 0.59 252.37 14.28 52.38 319.02 1750.36 4975.11 9 0.00 0.00 0.00 0.00 159.04 159.04 1431.34 4975.03 8 0.00 0.00 0.00 0.00 159.04 159.04 1272.30 4974.95 7 0.00 0.00 0.00 0.00 159.04 159.04 1113.26 4974.86 6 0.00 0.00 0.00 0.00 159.04 159.04 954.23 4974.78 5 0.00 0.00 0.00 0.00 159.04 159.04 795.19 4974.70 4 0.00 0.00 0.00 0.00 159.04 159.04 636.15 4974.61 3 0.00 0.00 0.00 0.00 159.04 159.04 477.11 4974.53 2 0.00 0.00 0.00 0.00 159.04 159.04 318.08 4974.45 1 0.00 0.00 0.00 0.00 159.04 159.04 159.04 4974.36 3959 sf min. area StormTech MC-3500 Cumulative Storage Volumes Sit and Stay Dog Bar: B2 TOTAL Sit and Stay Dog Bar Fort Collins, CO May 2024 Olsson 021-04575 13 APPENDIX C - Hydr auli c Calculations Inlet Sizing Calculations SSA Pipe Sizing Profiles Version 4.05 Released March 2017 Worksheet Protected INLET NAME CI-4.0 CI-7.0 CI-7.1 CI-7.3 User-Defined URBAN URBAN URBAN URBAN STREET STREET STREET STREET In Sump In Sump In Sump In Sump CDOT/Denver 13 Combination CDOT/Denver 13 Combination CDOT/Denver 13 Combination CDOT/Denver 13 Combination USER-DEFINED INPUT User-Defined Design Flows 1.158 0.156 0.102 0.108 5.045 0.679 0.445 0.472 No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received 0.0 0.0 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 1.158 0.156 0.102 0.108 5.045 0.679 0.445 0.472 N/A N/A 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 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 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 This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 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 =0.045 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 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 = 2 2 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 = 0.71 0.71 Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = 0.71 0.71 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.3 5.3 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =1.2 5.0 cfs CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 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 H-VertH-Curb W Lo (C) Lo (G) W o 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 =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 =19.0 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 =0.000 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 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 0.7 cfs CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 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 H-VertH-Curb W Lo (C) Lo (G) W o 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 =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 =19.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX =0.015 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 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 = 5.1 5.1 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 = 0.444 0.444 ft Depth for Curb Opening Weir Equation dCurb = 0.26 0.26 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = 0.79 0.79 Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = 0.79 0.79 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =2.2 2.2 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.1 0.4 cfs CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 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-7.1 H-VertH-Curb W Lo (C) Lo (G) W o 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 =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 =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 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 =0.1 0.5 cfs CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 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-7.3 H-VertH-Curb W Lo (C) Lo (G) W o W P CDOT/Denver 13 Combination 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 1.10 Ca p a c i t y ( c f s ) Head (ft) Nyloplast 8" Drop In Grate Inlet Capacity Chart DB-8.8 - 0.45 cfs Required 100-year CFS: 0.21, 0.32, 0.45 DB-8.6, DB-8.7, DB-8.8 DB-8.6 - 0.21 cfs DB-8.7 - 0.32 cfs 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