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KING SOOPERS #146, MIDTOWN GARDENS MARKETPLACE - FDP210001 - SUBMITTAL DOCUMENTS - ROUND 4 - DRAINAGE REPORT
PREPARED FOR: Dillon Companies/King Soopers, Inc. 55 Tejon Street Denver, Colorado 80223 Phone: (303) 778-3053 PREPARED BY: Galloway & Company, Inc. 6162 S. Willow Drive, Suite 320 Greenwood Village, CO 80111 DATE: February 3, 2021 REVISED: March 24, 2021 May 19, 2021 May 11, 2022 MIDTOWN GARDENS MARKETPLACE KING SOOPERS STORE #146 Fort Collins, Colorado FINAL DRAINAGE REPORT Galloway & Company, Inc. Page 2 of 19 6162 S. Willow Drive, Suite 320 Greenwood Village, CO 80111 303.770.8884 • GallowayUS.com FINAL DRAINAGE REPORT Midtown Gardens Marketplace King Soopers Store #146 Legal Description Lots 1, 2, and 4 of K-Mart Plaza, and all of Lot 2 of the extension of K-Mart Plaza, situated in the Southeast 1/4 of Section 23, Township 7 North, Range 69 West, of the 6th Principle Meridian, City of Fort Collins, County of Larimar, State of Colorado. Preparation Date February 3, 2021 Revised Date March 24, 2021 May 19, 2021 May 11, 2022 Prepared for Dillon Companies/King Soopers, Inc. 55 Tejon Street Denver, Colorado 80223 Phone: (303) 778-3053 Prepared by: Reviewed by: ________________________________________ ____________________________ Name Name Midtown Gardens Marketplace 5/11/2022 Galloway & Company, Inc. Page 3 of 19 ENGINEER’S STATEMENT I hereby attest that this report and plan for the final drainage design for Midtown Gardens Marketplace was prepared by me or under my direct supervision, in accordance with the provisions of the Fort Collins Stormwater Criteria Manual. I understand that the City of Fort Collins does not and will not assume liability for drainage facilities designed by others. Phil Dalrymple, PE # 41171 Date For and on behalf of Galloway & Company, Inc. DEVELOPER’S CERTIFICATION “King Soopers, Inc. hereby certifies that the drainage facilities for Midtown Gardens Marketplace shall be constructed according to the design presented in this report. I understand that the City of Fort Collins does not and will not assume liability for the drainage facilities designed and/or certified by my engineer and that the City of Fort Collins review))s drainage plans pursuant to the Municipal Code; but cannot, on behalf of Midtown Gardens Marketplace, guarantee that final drainage design review will absolve King Soopers, Inc. and/or their successors and/or assigns of future liability for improper design.” Authorized Signature Date King Soopers, Inc. Midtown Gardens Marketplace 5/11/2022 Galloway & Company, Inc. Page 4 of 19 I. General Location and Existing Information ................................................................................................ 5 Location ............................................................................................................................................ 5 Description of Property..................................................................................................................... 5 II. Master Drainage Basin Description .......................................................................................................... 5 Major Basin Description ................................................................................................................... 5 Sub- Basin Description..................................................................................................................... 6 III. Floodplain Information .............................................................................................................................. 6 IV. Project Description ................................................................................................................................... 6 V. Drainage Design Criteria .......................................................................................................................... 7 Regulations ...................................................................................................................................... 7 The Four Step Process (Low Impact Development) ........................................................................ 7 Development Criteria Reference and Constraints ........................................................................... 7 Hydrologic Criteria ............................................................................................................................ 8 Hydraulic Criteria .............................................................................................................................. 8 VI. Proposed Drainage Facilities ................................................................................................................... 9 General Concept .............................................................................................................................. 9 Specific Details ............................................................................................................................... 10 VII. Variance Requests ............................................................................................................................... 12 VIII. Erosion Control .................................................................................................................................... 12 Construction Material & Equipment ............................................................................................... 13 Maintenance ................................................................................................................................... 13 IX. Conclusions ........................................................................................................................................... 13 Compliance with Standards ........................................................................................................... 13 Variances ....................................................................................................................................... 13 Drainage Concept .......................................................................................................................... 13 VI. References ............................................................................................................................................ 14 VII. Appendices ........................................................................................................................................... 15 A. Exhibits & Figures ............................................................................................................... 15 B. Hydrologic Computations .................................................................................................... 15 C. Hydraulic Computations ...................................................................................................... 15 D. Drainage Maps .................................................................................................................... 15 TABLE OF CONTENTS Midtown Gardens Marketplace 5/11/2022 Galloway & Company, Inc. Page 5 of 19 I. General Location and Existing Information Location Midtown Gardens Marketplace (hereafter referred to as “the site” or “project site”) will be located at the northwest corner of South College Avenue and West Drake Road. It is bounded on north by an existing commercial development; on the south by West Drake Road (including a Jiffy Lube and Loaf ‘N Jug to remain); on the east by College Avenue; and on the west by the MAX-BRT Bus Line. Spring Creek is located north of the site. More specifically, the site is located in the Southeast Quarter of Section 23, Township 7 North, Range 69 West in the City of Fort Collins, County of Larimer and State of Colorado. Refer to Appendix A for a Vicinity Map. Description of Property The project site is approximately 11.34 acres, and consists of a currently vacant Kmart store, a small retail building at the northeast corner of the site and small retail on the southeast corner of the site, and an existing Loaf N’ Jug fueling station. Existing grades on the site range from one to four percent, with historic runoff generally draining to the north and east across the site. There are no major drainage ways passing through the project site. According to the USDA NRCS Web Soil Survey, ‘Nunn Clay loam, 0 to 1 percent slopes’ covers the entire project site. This soil is associated with Hydrologic Soil Group (HSG) ‘C’. HSG ‘C’ soils have a slow infiltration rate when thoroughly wet and consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Refer to Appendix A for additional soils information. The Midtown Gardens Marketplace will be developed in one phase and is approximately 11.34 acres. The existing vacant Kmart building along with the vacant retail building at the northeast corner of the site will be removed. A new King Soopers Marketplace will replace the Kmart, while a new King Soopers fueling station will replace the vacant retail building. The existing parking lot will be reconstructed to accommodate the new structures. The lot containing the Loaf N’ Jug will remain vacant for future development but is included in this report in its developed condition. During the water quality storm event, surface runoff will be collected into an underground storm drain system through a series of inlets throughout the site through which it will be conveyed to an underground water quality and detention facility located at the southeast corner of the site. During the minor (i.e., 2-year) and major (i.e., 100-year) storm events, most of runoff volume generated in excess of the water quality event will be detained and attenuated in the underground detention system, and released into an existing storm drain system in College Avenue at a controlled release rate. The remaining runoff generated will release undetained to College Avenue. II. Master Drainage Basin Description Major Basin Description The project site is located in the Spring Creek drainage basin. According to the City of Fort Collins website (http://www.fcgov.com/utilities/what-we-do/stormwater/drainage-basins/spring-creek-basin), this basin “is a major watercourse that flow from Spring Canyon Dam at Horsetooth Reservoir to its confluence with the Poudre River. The basin is dominated by residential development, but also includes open space, parks, and isolated areas of commercial and industrial development.” Midtown Gardens Marketplace 5/11/2022 Galloway & Company, Inc. Page 6 of 19 On-site detention storage is not required for the site because the site is mostly impervious and the proposed development does not trigger detention requirements. While detention is not required, the applicant has coordinated with the City to provide 100-year detention for approximately 2/3’s of the proposed development to alleviate the impact to the downstream system. An Impervious Area Exhibit is provided in Appendix D, which shows a net decrease in total impervious area form the existing to proposed condition. Water quality for the site has been provided in accordance with the City of Fort Collins LID requirements for the redeveloped portions of the site. A Water Quality and detention structure has been sized for the redeveloped portions of the site in the form of an underground LID basin, herein referred to as Pond A (Detention and Water Quality for Basin A) and Pond BC (Water Quality for Basins B & C). Final calculations for the underground basin have been provided in Appendix C. Sub- Basin Description The site historically drains north and east towards the adjacent commercial development and College Avenue. There are several storm inlets along the northern property line and throughout the site which collect runoff. These storm sewer mains ultimately drain to Spring Creek. With the proposed detention provided, Fort Collins Stormwater Master Planning has allowed the option of connecting to the deeper Princeton Road system at the southeast corner of the site rather than to the existing storm drain system on the adjacent property to the north. Minor flows will be conveyed off-site at the site boundaries, which is consistent with the historic drainage pattern. At the sub-basin level, no offsite runoff is anticipated to enter the site, with the exception of a small amount of runoff at the southwest corner or the site coming from the MAX/BRT bus station, which is currently tributary to the site. A portion of the site along W Drake Rd. and S College Ave. will drain offsite, which is consistent with the current drainage pattern. The site has been broken into four basins, each with their own set of sub-basins. A description of each basin and their characteristics can be found later in the report. There are no irrigation, reservoir, or other facilities that influence, or are influenced by, the local drainage. III. Floodplain Information The project site is shown on FEMA Map Number 08069C0987G (refer to Appendix A for FEMA Firmette). This map shows that the project is not impacted by an existing floodplain/floodway. Refer to Appendix A for a copy of the Firmette. IV. Project Description The Midtown Gardens Marketplace will be developed in one phase and is approximately 11.34 acres. The existing vacant Kmart building along with the vacant retail building at the northeast corner of the site will be removed. A new King Soopers Marketplace will replace the Kmart, while a new King Soopers fueling station will replace the vacant retail building. The existing parking lot will be reconstructed to accommodate the new structures. The lot containing the Loaf N’ Jug will remain vacant for future development but is included in this report in its developed condition. Midtown Gardens Marketplace 5/11/2022 Galloway & Company, Inc. Page 7 of 19 V. Drainage Design Criteria Regulations This final drainage design presented herein is prepared in accordance with the Fort Collins Stormwater Criteria Manual, November 2017 (FCSCM), and Chapter 10, Flood Prevention and Protection, of the Fort Collins City Code. No other drainage reports could be provided for the site by the City of Fort Collins. The Mile High Flood District (MHFD) Urban Storm Drainage Criteria Manual, January 2016 (USDCM) was also used for reference. The Four Step Process (Low Impact Development) At final stage of the design process, we developed a commensurate implementation of the ‘The Four- Step Process’ for stormwater quality management. Ordinance No. 007, 2016 requires that no less than seventy-five percent (75%) of any newly developed or redeveloped area be treated using one or a combination of LID techniques. As previously mentioned, the developer proposes to replace the existing Kmart with a new King Soopers Marketplace. The runoff for the modified areas collected onsite will be treated using and underground LID water quality system. This LID system will address 100% of the captured volume rather than using a combination of LID and standard methods. Appropriate spill containment will be provided in the area of the proposed fuel station. Step 1 - Employ runoff reduction practices The attached drainage map (see Appendix D) delineates the proposed drainage basins, each of which drains to a proposed underground water quality and detention system (Ponds A & BC). Underground systems are an accepted LID method when surface BMPs are infeasible, which consist of an underground chamber that provide stormwater quality treatment via sedimentation, screening, filtration, and other physical and chemical processes. Step 2 - Implement BMPs that provide a Water Quality Capture Volume (WQCV) Due to site constraints, and underground storage system will provide the necessary Water Quality Capture Volume (WQCV). Step 3 - Stabilize drainageways The developed runoff generated by the proposed redevelopment will drain to an existing storm drain system located along the west side of South College Avenue. This system drains north and outfalls into Spring Creek. Our work assumes that an appropriate level of stabilization exists at the outfall into Spring Creek. LID practices also help stabilize drainage ways. Step 4 - Implement site specific and other source control BMPs Site specific considerations such as material handling/storage, fuel station spill containment, and other site operations will be addressed in the Stormwater Management Plan (SWMP). Development Criteria Reference and Constraints This final drainage design presented herein is prepared in accordance with the Fort Collins Stormwater Criteria Manual, November 2017 (FCSCM). No other drainage reports could be provided for the site by the City of Fort Collins. the Mile High Flood District (MHFD) Urban Storm Drainage Criteria Manual, January 2016 (USDCM) was also used for reference. Existing runoff for the proposed site generally drains to the north and east across the site. The majority of the existing on-site runoff is captured by an existing storm sewer system which has three Midtown Gardens Marketplace 5/11/2022 Galloway & Company, Inc. Page 8 of 19 connections to the offsite system downstream to the north. The site drains into an existing 24” storm pipe just north of the site (2 connections), and an existing 15” storm pipe along College Avenue. Due to the shallow and undersized nature of the existing storm drain infrastructure, the proposed system will be re-routed to the southeast corner of the site and connecting into the existing 30” storm pipe in College Avenue and Princeton Road per coordination with the City. Capacity calculations for the proposed and existing portions of the storm sewer system have been provided in Appendix C. Hydrologic Criteria For urban catchments that are not complex and are generally 160 acres or less in size, it is acceptable that the design storm runoff be analyzed using the Rational Method. The Rational Method is often used when only the peak flow rate or total volume of runoff is needed (e.g., storm sewer sizing or simple detention basin sizing). The Rational Method was used to estimate the peak flow at each design point. Routing calculations (i.e., time attenuation) that aggregate the basins draining to a specific design point are include in the Rational Method calculations in Appendix B. The Rational Method is based on the Rational Formula: Q = CiA Where: Q = the maximum rate of runoff, cfs C = a runoff coefficient that is the ratio between the runoff volume from an area and the average rate of rainfall depth over a given duration for that area i = average intensity of rainfall in inches per hour for a duration equal to the Time of Concentration (Tc) A = area, acres Runoff Coefficients were determined based on Tables 3.2-1, 3.2-2, and 3.2-3 of the the FCSCM. The one-hour rainfall Intensity-Duration-Frequency tables for use with the Rational Method of runoff analysis are provided in Table 3.4-1 of the FCSCM. The 2-year and 100-year storm events serve as the basis for the drainage system design. The 2-year storm is considered the minor storm event. It has a fifty percent probability of exceedance during any given year. The 100-year storm is considered the major storm event. It has a one percent probability of exceedance during any given year. The 2-year drainage system, at a minimum, must be designed to transport runoff from the 2-year recurrence interval storm event with minimal disruption to the urban environment. The 100-year drainage system, as a minimum, must be designed to convey runoff from the 100-year recurrence interval flood to minimize life hazards and health, damage to structures, and interruption to traffic and services. Hydraulic Criteria There are three on-site basins which drain to the proposed storm sewer system, which are identified in the proposed drainage map (Appendix D) as Basins A, B, and C. Runoff from each basin will be collected by storm sewer inlets and pipes and conveyed offsite to the existing storm drain system in College Ave at the southeast corner of the site. Basin A is collected by a storm sewer system on the west, south, and east sides of the proposed building. Basins B & C are collected by storm sewers on the east side of the building. Each of these three systems convey flows to a proposed underground Midtown Gardens Marketplace 5/11/2022 Galloway & Company, Inc. Page 9 of 19 water quality and detention system at the southeast corner of the site for water quality, detention, and attenuation, which then releases the detained flows into the existing storm drain system in College Ave. The detention component of the underground system has been designed to detain flows from Basin A. Water quality has been provided for the entire site through both Pond A and Pond BC. Once the storage volume is full, runoff from Basins B and C are released undetained to the College Avenue curb & gutter through a series of concrete chases and the access drive for the development. Additional areas for the site not collected by the proposed storm drain system are designated as Off- Site Basins (OS) and will drain offsite to existing storm drain infrastructure, consistent with the existing drainage pattern. Runoff from these offsite basins will be released undetained toward W Drake Rd, S College Ave, and existing inlets north of the site. Inlet Capacity Analysis CDOT Type ‘D’, Type R, and Type 13 combination inlets are proposed throughout the project for removing excess developed runoff from the site. In general, the inlet capacities for the minor and major storm event were estimated using Figure 7-7 (for area inlets) from Volume 1 of the USDCM, along with the MHFD spreadsheet UD-Inlet_v4.06 (for curb inlets). Capacity calculations for the proposed inlets have been provided in this report. For the inlets only required to capture water quality, capacity calculations only include water quality flows. All inlets on the site are in a sump condition, with the exception of the inlets located along the access drive which connect to College Avenue. An orifice plate will be included on inlets in Basins A-1, B and C to restrict the runoff generated so that only the water quality runoff will enter the storm sewer system and not additional flows since these basins do not have detention volume included in the underground system. Orifice plate calculations and details can be found in the Appendices. Storm Drain Capacity Analysis The storm drain system is typically sized to convey the sum of the 100-year developed runoff at each design point draining into the system. The pipes are sized to convey this runoff without surcharging (full-flow capacity). This method should provide a conservative estimate of total runoff and pipe sizes. It appears that the 100-year developed runoff for the site will not be able to be conveyed in the existing storm sewer system at the north end of the site, per the existing drainage pattern. Therefore, the City has granted that the proposed storm sewer system can be re-routed such that it will be detained and treated for water quality on site, then released at a controlled 2-year historic rate into the existing storm drain system in College Ave at the southeast corner of the site. The final design of the storm sewer system for the site has been sized to handle the 100-year storm event. For the Final Drainage Study, StormCAD has been utilized to analyze hydraulics of the proposed storm sewer system. StormCAD output calculations can be found in Appendix C. VI. Proposed Drainage Facilities General Concept This final design presents the detailed design of the proposed system for collecting and conveying developed runoff from current and proposed development at the Midtown Gardens Marketplace site to the Stormwater quality and detention features and offsite systems. The existing site runoff drains to existing storm sewer inlets within the parking lot. The proposed design matches this existing drainage pattern and includes the implementation of and underground StormTech system to provide water quality and detention for the site. Midtown Gardens Marketplace 5/11/2022 Galloway & Company, Inc. Page 10 of 19 Specific Details The site has been broken into three basins, each with their own set of sub-basins. A description of each basin and their characteristics can be found below. The intent of the drainage design is to have the runoff from the majority of the site collected and drain through a water quality and detention facility prior to entering the existing storm sewer system offsite. 96% of the site’s tributary area will be collected for water quality (see Table 1 below), and 67% of the site’s tributary area will be collected for detention. Pond A and Pond BC have been sized based on the City of Fort Collins LID requirements for the necessary portions of the site, which will be located at the downstream connection point to the existing storm drain system at the southeast corner of the site in College Ave. The released stormwater from the site will travel in the existing storm sewer system, and ultimately reach Spring Creek. Basin A Basin A consists of the west, and south portions of the site and is comprised of 12 sub-basins. The basin includes the proposed building, the south parking lots, the areas to the west of the proposed building, and the existing Loaf N’ Jug site (which will remain vacant as part of this project but is included in the drainage calculations in its future developed condition). Runoff from Basin A will be collected by the proposed storm sewer system and conveyed to the southeast corner of the site to the proposed underground water quality and detention facility, and ultimately discharge into the existing Princeton Road storm sewer system. Basin A includes the roof of the main proposed building (Basins A-9 through A-12), which will be collected through a roof drain system on the back (west) side of the building and routed to the detention facility. The underground water quality/detention system has been sized to provide water quality for the entire basin and detention storage for all basins. Basin B Basin B consists of the northeastern portion of the site between the building and the fuel center and is comprised of 3 sub-basins. The basin includes the east parking lot and the access drive to College Ave. Runoff from Basin B will be collected by the proposed storm sewer system and conveyed south to the southeast corner of the site to the proposed underground water quality and detention facility, and ultimately discharge into the existing Princeton Road storm sewer system. The underground water quality/detention system has been sized to provide water quality for the entire basin and no detention storage. Runoff greater than the water quality event will be restricted in the storm sewer system and will release undetained to College Avenue through proposed concrete chases and down the main access drive to College Avenue. Basin C Basin C consists of the northeast corner of the site and is comprised of 6 sub-basins. The basin includes the proposed fuel center and the northeast portion of the main parking lot. Runoff from Basin C will be collected by the proposed storm sewer system and conveyed south to the southeast corner of the site to the proposed underground detention facility, and ultimately discharge into the existing Princeton Road storm sewer system. Basin C includes the roof of the awning/overhangs at the northeast corner of the proposed building (Basin C-4), which will be collected through a roof drain system and routed to the water quality facility. Runoff greater than the water quality event will be restricted in the storm sewer system and will release undetained to College Avenue through a proposed concrete chase. Midtown Gardens Marketplace 5/11/2022 Galloway & Company, Inc. Page 11 of 19 Offsite Basins The remainder of the site consists of basins that flow offsite, as is current with the existing drainage pattern. These basins are located along W Drake Rd, S College Ave, and the northern portion of the site between the building and the adjacent property. These basins include sidewalk, tree lawn, and landscape areas between the sidewalk and the parking lot, and access drives off of S College Ave and W Drake Rd, as well as paved areas joining the site with the adjacent property. Flows from these areas historically sheet flow to either the existing roadways adjacent to the site or to existing inlets on the adjacent property north of the site, and ultimately drain to an existing inlet located in College Avenue near the northeast corner of the site and an existing inlet at the northwest corner of College and Drake. The characteristics of the tributary areas draining to these inlets will remain virtually the same, so anticipated flow rates generated should be the same and not negatively impact the existing storm sewer system. Once in the existing storm sewer inlets, the stormwater from this basin is conveyed through the existing storm sewer system and ultimately reaches Spring Creek. Water Quality Enhancement The site has been divided into multiple drainage basins as described above. Runoff from each basin will be collected and conveyed to Pond A and Pond BC, which provides water quality treatment for the entire site and detention for all of Basin A in the form of an underground LID system. The LID Summary Table below identifies the on-site impervious areas of the proposed improvements. In the proposed condition, there is approximately 10.06 acres of on-site new or modified impervious area. Of that area, 0.74 acres of impervious area are infeasible to be captured by the on-site drainage system due to grading constraints where the proposed improvements match existing grades. Thus, the system can capture 9.32 acres of the total on-site new and modified impervious area (93%). In lieu of the uncaptured area, 0.11 acres of off-site impervious area flows into the on- site detention system. The total impervious area captured onsite is therefore 9.43 acres (94% of the total new and modified impervious area). Based on coordination with the City, the 94% capture volume is acceptable for this site. These impervious areas are summarized in the table below. Table 1 LID – Impervious Area Summary Table Proposed Impervious Area (sf) (ac) (ac) On-Site New and Modified Impervious Area 438,305 10.06 100% Impervious Area Infeasible to Capture 32,310 0.74 7% Offsite Impervious Area Captured On-Site 4,586 0.11 1% On-Site Impervious Area Captured 405,995 9.32 93% Impervious Area Captured 410,581 9.43 94% In conformance with the requirement identified under the Four Step Process to treat at least 75% of impervious areas through LID methods, 100% of the captured on-site proposed impervious areas will be treated through the proposed underground detention system. A delineation of the on-site area boundaries for the existing and proposed conditions can be found in the Impervious Area Exhibit in Appendix D. More information for the calculation and sizing of the water quality system is provide in Appendix B. Water Quality treatment will be provided in the isolator rows of the StormTech detention system. The total volume of water quality has been calculated based on a release rate of 0.35 gpm/sf of storage Midtown Gardens Marketplace 5/11/2022 Galloway & Company, Inc. Page 12 of 19 area. Structures within the StormTech system will divert flows in excess of the water quality event to the remainder of the detention system. A summary of the water quality system calculations can be found in Appendix B. Storm Water Detention The proposed underground StormTech system, Pond A, will be designed as an LID basin for the site, including Water Quality treatment and 100-year detention with a controlled 2-year historic release rate of 0.50 cfs/acre. Detention storage has been designed for all of Basin A. The remainder of the site will have only water quality provided in the underground system. Required volumes were determined using the Modified FAA Method. Below is a summary of the total storage proposed. A tabulation of the stage storage volume for Pond A can be found in Appendix C. Table 2 Water Quality / LID Summary New or Modified Impervious Area 10.06 AC Impervious Area Captured 9.43 AC (94% of Total)1 WQCV Required 14,339 CF WQCV Provided 19,349 CF 1. Per discussions with the City, remainder of impervious area is infeasible to be captured Table 3 Detention Summary Table Tributary Area (WQ) 10.46 AC Tributary Area (Detention) 6.98 AC WSEL100 5017.21 Q100 Release Rate 3.49 CFS V100 Required 58,096 CF Total Volume Required (WQCV + V100) 72,435 CF Total Volume PRovided (WQCV + V100) 74,423 CF VII. Variance Requests No variances are being requested with the proposed improvements described herein. VIII. Erosion Control A General Permit for Stormwater Discharge Associated with Construction Activities issued by the Colorado Department of Public Health and Environment (CDPHE), Water Quality Control Division (WQCD), will be acquired for the site. A Stormwater Management Plan (SWMP) should be prepared to identity the Best Management Practices (BMPs) which, when implemented, will meet the requirements of said General Permit. Below is a summary of SWMP requirements which may be implemented on-site. A separate SWMP Report has been prepared for the site. Midtown Gardens Marketplace 5/11/2022 Galloway & Company, Inc. Page 13 of 19 The following temporary BMPs may be installed and maintained to control on-site erosion and prevent sediment from traveling off-site during construction: Silt Fence – a woven synthetic fabric that filters runoff. The silt fence is a temporary barrier that is placed at the base of a disturbed area. Vehicle Tracking Control – a stabilized stone pad located at points of ingress and egress on a construction site. The stone pad is designed to reduce the amount of mud transported onto public roads by construction traffic. Inlet protection – Inlet protection will be used on all existing and proposed storm inlets to help prevent debris from entering the storm sewer system. Inlet protection generally consists of straw wattles or block and gravel filters. Construction Material & Equipment The contractor shall store all construction materials and equipment and shall provide maintenance and fueling of equipment in confined areas on-site from which runoff will be contained and filtered. Maintenance The temporary BMPs will be inspected by the contractor at a minimum of once every two weeks and after each significant storm event. The property owner will be responsible for routine and non-routine maintenance of the temporary BMPs. Routine maintenance includes: Remove sediment from the bottom of the temporary sediment basin when accumulated sediment occupies about 20% of the design volume or when sediment accumulation results in poor drainage. Debris and litter removal-remove debris and litter to minimize outlet clogging and improve aesthetics as necessary. Inspection of the facility-inspect the facility annually to ensure that it functions as initially intended. Cleaning and repair of BMP’s is required when sediment has built up or the BMP is not working properly. IX. Conclusions Compliance with Standards The design presented in this final drainage report for the Midtown Gardens Marketplace has been prepared in accordance with the design standards and guidelines presented in the Fort Collins Stormwater Criteria Manual and the MHFD Urban Storm Drainage Criteria Manual. Variances No variances are being requested with the proposed improvements described herein. Drainage Concept The proposed Midtown Gardens Marketplace storm drainage improvements should provide adequate collection and Water Quality protection for the developed site. The proposed drainage design will sufficiently drain the proposed development and should not negatively impact the existing condition of the overall storm drainage system. Midtown Gardens Marketplace 5/11/2022 Galloway & Company, Inc. Page 14 of 19 VI. References 1. Fort Collins Stormwater Criteria Manual, November 2017 2. Urban Storm Drainage Criteria Manual, Mile High Flood District, January 2016 (with current revisions). 3. Flood Insurance Rate Map – Larimer County, Colorado and Incorporated Areas Community Panel No. 08069C0987G, Effective May 2, 2012. 4. Soil Map – Larimer County Area, Colorado as available through the Natural Resources Conservation Service National Cooperative Soil Survey web site via Web Soil Survey 2.0. Midtown Gardens Marketplace 5/11/2022 Galloway & Company, Inc. Page 15 of 19 VII. Appendices A. Exhibits & Figures Vicinity Map USGS Soil Survey Data FEMA Flood Insurance Rate Map B. Hydrologic Computations Existing Condition Basin Summary Existing Condition Rational Method Computations Existing Minor and Major Storm Runoff Computations Proposed Condition Basin Summary Proposed Condition Rational Method Computations Proposed Minor and Major Storm Runoff Computations Modified FAA Calculations - Water Quality Modified FAA Calculations – 100-Year Storage Water Quality System Calculation Summary SDI Data Sheet MHFD Detention Calculation Spreadsheet C. Hydraulic Computations StormCAD Results and Outputs ADS StormTech Specifications ADS StormTech Stage Storage Summary Inlet Calculations D. Drainage Maps Impervious Area Exhibit Existing Drainage Map Proposed Drainage Map Midtown Gardens Marketplace 5/11/2022 Galloway & Company, Inc. APPENDIX A Exhibits and Figures VICINITY MAP SITE SITE 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 July 22, 2020 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 Soil Map..................................................................................................................8 Soil Map................................................................................................................9 Legend................................................................................................................10 Map Unit Legend................................................................................................11 Map Unit Descriptions.........................................................................................11 Larimer County Area, Colorado......................................................................13 73—Nunn clay loam, 0 to 1 percent slopes.................................................13 74—Nunn clay loam, 1 to 3 percent slopes.................................................14 References............................................................................................................16 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and Custom Soil Resource Report 6 identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. Custom Soil Resource Report 7 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 9 Custom Soil Resource Report Soil Map 44890604489100448914044891804489220448926044893004489340448938044894204489060448910044891404489180448922044892604489300448934044893804489420493220 493260 493300 493340 493380 493420 493460 493500 493220 493260 493300 493340 493380 493420 493460 493500 40° 33' 19'' N 105° 4' 48'' W40° 33' 19'' N105° 4' 36'' W40° 33' 7'' N 105° 4' 48'' W40° 33' 7'' N 105° 4' 36'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 50 100 200 300 Feet 0 25 50 100 150 Meters Map Scale: 1:1,820 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 16.4 99.1% 74 Nunn clay loam, 1 to 3 percent slopes 0.2 0.9% Totals for Area of Interest 16.5 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, Custom Soil Resource Report 11 onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 12 Larimer County Area, Colorado 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 Natural 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 in profile: 7 percent Salinity, maximum in profile: Nonsaline (0.1 to 1.0 mmhos/cm) Sodium adsorption ratio, maximum in profile: 0.5 Available water storage in profile: High (about 9.1 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: C Ecological site: Clayey Plains (R067BY042CO) 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: Clayey Plains (R067BY042CO) 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: Loamy Plains (R067BY002CO) Hydric soil rating: No 74—Nunn clay loam, 1 to 3 percent slopes Map Unit Setting National map unit symbol: 2tlpl Elevation: 3,900 to 5,840 feet Mean annual precipitation: 13 to 17 inches Mean annual air temperature: 50 to 54 degrees F Frost-free period: 135 to 160 days Farmland classification: Prime farmland if irrigated Map Unit Composition Nunn and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Nunn Setting Landform: Terraces Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Linear Parent material: Pleistocene aged alluvium and/or eolian deposits Typical profile Ap - 0 to 9 inches: clay loam Bt - 9 to 13 inches: clay loam Btk - 13 to 25 inches: clay loam Bk1 - 25 to 38 inches: clay loam Bk2 - 38 to 80 inches: clay loam Custom Soil Resource Report 14 Properties and qualities Slope: 1 to 3 percent Depth to restrictive feature: More than 80 inches Natural 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 in profile: 7 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.1 to 2.0 mmhos/cm) Sodium adsorption ratio, maximum in profile: 0.5 Available water storage in profile: High (about 9.9 inches) Interpretive groups Land capability classification (irrigated): 2e Land capability classification (nonirrigated): 3e Hydrologic Soil Group: C Ecological site: Clayey Plains (R067BY042CO) Hydric soil rating: No Minor Components Heldt Percent of map unit: 10 percent Landform: Terraces Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Linear Ecological site: Clayey Plains (R067BY042CO) Hydric soil rating: No Satanta Percent of map unit: 5 percent Landform: Terraces Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Linear Ecological site: Loamy Plains (R067BY002CO) Hydric soil rating: No Custom Soil Resource Report 15 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 16 United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf Custom Soil Resource Report 17 Midtown Gardens Marketplace 5/11/2022 APPENDIX B Hydrologic Computations Tributary Area tc | 2-Year tc | 100-Year Q2 Q100 Sub-basin (acres)(min)(min)(cfs)(cfs) EX01 1.11 0.92 1.00 5.0 5.0 2.9 11.1 EX02 0.14 0.92 1.00 5.0 5.0 0.4 1.4 EX03 1.02 1.03 1.00 5.0 5.0 3.0 10.2 EX04 0.33 0.95 1.00 5.0 5.0 0.9 3.3 EX05 0.53 0.95 1.00 5.0 5.0 1.4 5.3 EX06 1.22 0.85 1.00 9.4 5.0 2.4 12.2 EX07 2.44 0.92 1.00 9.8 7.4 5.1 21.6 EX08 0.44 0.89 1.00 5.0 5.0 1.1 4.4 EX09 0.61 0.72 0.90 10.0 5.3 1.0 5.4 EX10 0.34 0.71 0.89 5.0 5.0 0.7 3.0 EX11 0.61 0.83 1.00 5.9 5.0 1.4 6.1 EX12 1.05 0.91 1.00 5.0 5.0 2.7 10.5 EX13 0.25 0.95 1.00 5.0 5.0 0.7 2.5 EX14 0.11 0.95 1.00 5.0 5.0 0.3 1.1 EX15 0.12 0.95 1.00 5.0 5.0 0.3 1.2 EX16 0.59 0.95 1.00 5.0 5.0 1.6 5.9 EX17 0.48 0.95 1.00 5.0 5.0 1.3 4.8 EX18 0.53 0.95 1.00 5.0 5.0 1.4 5.3 EX19 0.33 0.95 1.00 5.0 5.0 0.9 3.3 EX20 0.15 0.82 1.00 10.7 5.0 0.3 1.5 EX21 0.23 0.83 1.00 6.1 5.0 0.5 2.3 BASIN SUMMARY TABLE - EXISTING C2 C100 H:\King Soopers - City Market\CO, Fort Collins - KSS000146 -#18 College Drake\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydrology\KSS 146_Rational_Routing - Ex.xlsPage 1 of 1 5/11/2022 Subdivision:Midtown Gardens Marketplace Project Name: King Soopers Store #146 Location:CO, Fort Collins Project No.: Calculated By: E. Mowinckel Checked By: P. Dalrymple Date: 5/11/22 Single-Family Alley-Loaded SF Duplex/AttachedMulti-Family 95%5%62.5%70%75%80% EX01 1.11 95 0.81 69 20 0.04 1 95 0.26 22 0.92 EX02 0.14 95 0.13 86 20 0.01 1 95 0.01 5 0.92 EX03 1.02 95 1.02 95 20 0.24 5 95 0.04 3 1.03 EX04 0.33 95 0.30 88 20 0.00 0 95 0.03 7 0.95 EX05 0.53 95 0.51 91 20 0.004 0 95 0.02 3 0.95 EX06 1.22 95 0.98 77 20 0.16 3 95 0.08 6 0.85 EX07 2.44 95 2.32 90 20 0.08 1 95 0.04 1 0.92 EX08 0.44 95 0.40 87 20 0.04 2 95 0.00 0 0.89 EX09 0.61 95 0.42 66 20 0.19 6 95 0.00 0 0.72 EX10 0.34 95 0.23 65 20 0.11 6 95 0.00 0 0.71 EX11 0.61 95 0.51 79 20 0.10 3 95 0.00 0 0.83 EX12 1.05 95 0.86 78 20 0.05 1 95 0.14 13 0.91 EX13 0.25 95 0.00 0 20 0.00 0 95 0.25 95 0.95 EX14 0.11 95 0.00 0 20 0.00 0 95 0.11 95 0.95 EX15 0.12 95 0.00 0 20 0.00 0 95 0.12 95 0.95 EX16 0.59 95 0.00 0 20 0.00 0 95 0.59 95 0.95 EX17 0.48 95 0.00 0 20 0.00 0 95 0.48 95 0.95 EX18 0.53 95 0.00 0 20 0.00 0 95 0.53 95 0.95 EX19 0.33 95 0.00 0 20 0.00 0 95 0.33 95 0.95 EX20 0.15 95 0.12 79 20 0.03 3 95 0.00 0 0.82 EX21 0.23 95 0.19 80 20 0.04 3 95 0.00 0 0.83 Total 12.63 0.91 COMPOSITE RUNOFF COEFFICIENTS - EXISTING Area Weighted C2Basin ID Total Area (ac) Runoff Coefficient Area (ac) Building Roof Runoff Coefficient KSS000018.02 Area (ac)Area Weighted Asphalt + Concrete Walks Lawns, Heavy Soil: Flat <2% Area Weighted Runoff Coefficient Area (ac) H:\King Soopers - City Market\CO, Fort Collins - KSS000146 -#18 College Drake\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydrology\KSS 146_Rational_Routing - Ex.xls Page 1 of 1 5/11/2022 Subdivision:Midtown Gardens Marketplace Project Name: King Soopers Store #146 Location:CO, Fort Collins Project No.: Calculated By: E. Mowinckel Checked By: P. Dalrymple Date: 5/11/22 Single-Family Alley-Loaded SF Duplex/AttachedMulti-Family 95%5%62.5%70%75%80% EX01 1.11 100 0.81 73 2 0.04 0 90 0.26 21 0.94 EX02 0.14 100 0.13 91 2 0.01 0 90 0.01 5 0.95 EX03 1.02 100 1.02 100 2 0.24 0 90 0.04 3 1.04 EX04 0.33 100 0.30 92 2 0.00 0 90 0.03 7 0.99 EX05 0.53 100 0.51 96 2 0.00 0 90 0.02 3 0.99 EX06 1.22 100 0.98 81 2 0.16 0 90 0.08 6 0.87 EX07 2.44 100 2.32 95 2 0.08 0 90 0.04 1 0.96 EX08 0.44 100 0.40 92 2 0.04 0 90 0.00 0 0.92 EX09 0.61 100 0.42 69 2 0.19 1 90 0.00 0 0.70 EX10 0.34 100 0.23 68 2 0.11 1 90 0.00 0 0.69 EX11 0.61 100 0.51 84 2 0.10 0 90 0.00 0 0.84 EX12 1.05 100 0.86 82 2 0.05 0 90 0.14 12 0.94 EX13 0.25 100 0.00 0 2 0.00 0 90 0.25 90 0.90 EX14 0.11 100 0.00 0 2 0.00 0 90 0.11 90 0.90 EX15 0.12 100 0.00 0 2 0.00 0 90 0.12 90 0.90 EX16 0.59 100 0.00 0 2 0.00 0 90 0.59 90 0.90 EX17 0.48 100 0.00 0 2 0.00 0 90 0.48 90 0.90 EX18 0.53 100 0.00 0 2 0.00 0 90 0.53 90 0.90 EX19 0.33 100 0.00 0 2 0.00 0 90 0.33 90 0.90 EX20 0.15 100 0.12 83 2 0.03 0 90 0.00 0 0.83 EX21 0.23 100 0.19 84 2 0.04 0 90 0.00 0 0.84 Total 12.63 0.91 COMPOSITE % IMPERVIOUSNESS - EXISTING Area WeightedArea Weighted % Imp Area (ac)Area Weighted % Imp Area (ac) KSS000018.02 Asphalt + Concrete Walks Lawns, Heavy Soil: Flat <2%Building Roof % ImpBasin ID Total Area (ac)% Imp Area (ac) H:\King Soopers - City Market\CO, Fort Collins - KSS000146 -#18 College Drake\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydrology\KSS 146_Rational_Routing - Ex.xls Page 1 of 1 5/11/2022 Subdivision:Midtown Gardens Marketplace Project Name: King Soopers Store #146 Location:CO, Fort Collins Project No.: Calculated By: E. Mowinckel Checked By: P. Dalrymple Date: 5/11/22 1 BASIN D.A. Hydrologic C2 C5 C100 L S Ti | 2-Year Ti | 100-Year L S R VEL. Tt COMP. Tc | 2-Year COMP. Tc | 100-Year TOTAL Urbanized Tc Tc | 2-Year Tc | 100-Year ID (AC) Soils Group Cf=1.00 Cf=1.00 Cf=1.25 (FT) (%) (MIN) (MIN) (FT) (%) (FT) (FPS) (MIN) (MIN) (MIN) LENGTH(FT) (MIN) (MIN) (MIN) EX01 1.11 C 0.92 0.92 1.00 239 1.87 4.2 2.3 1.00 0.1 1.8 0.0 4.2 2.3 239 11.3 5.0 5.0 EX02 0.14 C 0.92 0.92 1.00 85 2.60 2.3 1.3 1.00 0.1 1.8 0.0 2.3 1.3 85 10.5 5.0 5.0 EX03 1.02 C 1.03 1.03 1.00 390 1.60 2.2 3.2 1.00 0.1 1.8 0.0 2.2 3.2 390 12.2 5.0 5.0 EX04 0.33 C 0.95 0.95 1.00 190 1.61 3.3 2.2 1.00 0.1 1.8 0.0 3.3 2.2 190 11.1 5.0 5.0 EX05 0.53 C 0.95 0.95 1.00 350 1.91 4.4 2.8 1.00 0.1 1.8 0.0 4.4 2.8 350 11.9 5.0 5.0 EX06 1.22 C 0.85 0.85 1.00 340 1.00 8.5 3.4 75 0.64 0.1 1.4 0.9 9.4 4.3 415 12.3 9.4 5.0 EX07 2.44 C 0.92 0.92 1.00 355 1.30 5.7 3.2 285 0.41 0.1 1.1 4.2 9.8 7.4 640 13.6 9.8 7.4 EX08 0.44 C 0.89 0.89 1.00 140 2.39 3.5 1.7 1.00 0.1 1.8 0.0 3.5 1.7 140 10.8 5.0 5.0 EX09 0.61 C 0.72 0.72 0.90 200 1.00 10.0 5.3 1.00 0.1 1.8 0.0 10.0 5.3 200 11.1 10.0 5.3 EX10 0.34 C 0.71 0.71 0.89 90 2.62 5.0 2.7 1.00 0.1 1.8 0.0 5.0 2.7 90 10.5 5.0 5.0 EX11 0.61 C 0.83 0.83 1.00 250 2.54 5.9 2.2 1.00 0.1 1.8 0.0 5.9 2.2 250 11.4 5.9 5.0 EX12 1.05 C 0.91 0.91 1.00 160 3.08 3.0 1.6 1.00 0.1 1.8 0.0 3.0 1.6 160 10.9 5.0 5.0 EX13 0.25 C 0.95 0.95 1.00 150 2.00 2.7 1.8 1.00 0.1 1.8 0.0 2.7 1.8 150 10.8 5.0 5.0 EX14 0.11 C 0.95 0.95 1.00 100 2.00 2.2 1.5 1.00 0.1 1.8 0.0 2.2 1.5 100 10.6 5.0 5.0 EX15 0.12 C 0.95 0.95 1.00 105 2.00 2.3 1.5 1.00 0.1 1.8 0.0 2.3 1.5 105 10.6 5.0 5.0 EX16 0.59 C 0.95 0.95 1.00 240 2.00 3.4 2.3 1.00 0.1 1.8 0.0 3.4 2.3 240 11.3 5.0 5.0 EX17 0.48 C 0.95 0.95 1.00 230 2.00 3.4 2.3 1.00 0.1 1.8 0.0 3.4 2.3 230 11.3 5.0 5.0 EX18 0.53 C 0.95 0.95 1.00 235 2.00 3.4 2.3 1.00 0.1 1.8 0.0 3.4 2.3 235 11.3 5.0 5.0 EX19 0.33 C 0.95 0.95 1.00 220 2.00 3.3 2.2 1.00 0.1 1.8 0.0 3.3 2.2 220 11.2 5.0 5.0 EX20 0.15 C 0.82 0.82 1.00 460 1.17 10.7 3.8 1.00 0.1 1.8 0.0 10.7 3.8 460 12.6 10.7 5.0 EX21 0.23 C 0.83 0.83 1.00 125 0.80 6.1 2.3 1.00 0.1 1.8 0.0 6.1 2.3 125 10.7 6.1 5.0 NOTES: Ti = (1.87*(1.1 - CCf)*(L)^0.5)/((S)^0.33), S in % Tt=L/60V (Velocity From Fig. 501) Velocity V=(1.4/n)*(R^(2/3))*(S^0.5), S in ft/ft, R=Area/Wetted Perimeter in ft, n=Roughness Coeff., Tc Check = 10+L/180R=Area/Wetted Perimeter in ft, assumes 2-in gutter flow depth For Urbanized basins a minimum Tc of 5.0 minutes is required. For non-urbanized basins a minimum Tc of 10.0 minutes is required SUB-BASIN FINALINITIAL/OVERLAND (Ti) TRAVEL TIME STANDARD FORM SF-2 TIME OF CONCENTRATION - EXISTING Tc CHECK DATA (URBANIZED BASINS)(Tt) KSS000018.02 H:\King Soopers - City Market\CO, Fort Collins - KSS000146 -#18 College Drake\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydrology\KSS 146_Rational_Routing - Ex.xls Page 1 of 1 5/11/2022 Project Name: King Soopers Store #146 Subdivision:Midtown Gardens Marketplace Project No.:KSS000018.02 Location:CO, Fort Collins Calculated By: E. Mowinckel Design Storm: Checked By: P. Dalrymple Date: TRAVEL TIME STREET Design PointBasin IDArea (Ac)Runoff Coeff. | C 2Tc | 2-Year (min)C*A (Ac)I (in/hr)Q (cfs)Tc (min)C*A (Ac)I (in/hr)Q (cfs)Slope (%)Street Flow (cfs)Design Flow (cfs)Slope (%)Pipe Size (inches)Length (ft)Velocity (fps)Tt (min)REMARKS EX01 1.11 0.92 5.0 1.02 2.85 2.9 EX02 0.14 0.92 5.0 0.13 2.85 0.4 EX03 1.02 1.03 5.0 1.05 2.85 3.0 EX04 0.33 0.95 5.0 0.31 2.85 0.9 EX05 0.53 0.95 5.0 0.50 2.85 1.4 EX06 1.22 0.85 9.4 1.04 2.26 2.4 EX07 2.44 0.92 9.8 2.26 2.22 5.0 EX08 0.44 0.89 5.0 0.39 2.85 1.1 EX09 0.61 0.72 10.0 0.44 2.21 1.0 EX10 0.34 0.71 5.0 0.24 2.85 0.7 EX11 0.61 0.83 5.9 0.50 2.69 1.4 EX12 1.05 0.91 5.0 0.96 2.85 2.7 EX13 0.25 0.95 5.0 0.24 2.85 0.7 EX14 0.11 0.95 5.0 0.10 2.85 0.3 EX15 0.12 0.95 5.0 0.11 2.85 0.3 EX16 0.59 0.95 5.0 0.56 2.85 1.6 EX17 0.48 0.95 5.0 0.46 2.85 1.3 EX18 0.53 0.95 5.0 0.50 2.85 1.4 EX19 0.33 0.95 5.0 0.31 2.85 0.9 EX20 0.15 0.82 10.7 0.12 2.16 0.3 EX21 0.23 0.83 6.1 0.19 2.66 0.5 DIRECT RUNOFF TOTAL RUNOFF STREET PIPE STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN - EXISTING (RATIONAL METHOD PROCEDURE) 2-Year 5/11/22 H:\King Soopers - City Market\CO, Fort Collins - KSS000146 -#18 College Drake\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydrology\KSS 146_Rational_Routing - Ex.xls Page 1 of 1 5/11/2022 (RATIONAL METHOD PROCEDURE) Project Name: King Soopers Store #146 Subdivision:Midtown Gardens Marketplace Project No.:KSS000018.02 Location:CO, Fort Collins Calculated By: E. Mowinckel Design Storm: Checked By: P. Dalrymple Date: TRAVEL TIME STREET Design PointBasin IDArea (Ac)Runoff Coeff. | C 100Tc | 100-Year (min)C*A (Ac)I (in/hr)Q (cfs)Tc (min)C*A (Ac)I (in/hr)Q (cfs)Slope (%)Street Flow (cfs)Design Flow (cfs)Slope (%)Pipe Size (inches)Length (ft)Velocity (fps)Tt (min)REMARKS EX01 1.11 1.00 5.0 1.11 9.95 11.0 EX02 0.14 1.00 5.0 0.14 9.95 1.4 EX03 1.02 1.00 5.0 1.02 9.95 10.1 EX04 0.33 1.00 5.0 0.33 9.95 3.3 EX05 0.53 1.00 5.0 0.53 9.95 5.3 EX06 1.22 1.00 5.0 1.22 9.95 12.1 EX07 2.44 1.00 7.4 2.44 8.64 21.1 EX08 0.44 1.00 5.0 0.44 9.95 4.4 EX09 0.61 0.90 5.3 0.55 9.79 5.4 EX10 0.34 0.89 5.0 0.30 9.95 3.0 EX11 0.61 1.00 5.0 0.61 9.95 6.1 EX12 1.05 1.00 5.0 1.05 9.95 10.4 EX13 0.25 1.00 5.0 0.25 9.95 2.5 EX14 0.11 1.00 5.0 0.11 9.95 1.1 EX15 0.12 1.00 5.0 0.12 9.95 1.2 EX16 0.59 1.00 5.0 0.59 9.95 5.9 EX17 0.48 1.00 5.0 0.48 9.95 4.8 EX18 0.53 1.00 5.0 0.53 9.95 5.3 EX19 0.33 1.00 5.0 0.33 9.95 3.3 EX20 0.15 1.00 5.0 0.15 9.95 1.5 EX21 0.23 1.00 5.0 0.23 9.95 2.3 STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN - EXISTING 100-Year DIRECT RUNOFF TOTAL RUNOFF STREET PIPE 5/11/22 H:\King Soopers - City Market\CO, Fort Collins - KSS000146 -#18 College Drake\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydrology\KSS 146_Rational_Routing - Ex.xls Page 1 of 1 5/11/2022 Tributary Area tc | 2-Year tc | 100-Year Q2 Q100 Sub-basin (acres)(min)(min)(cfs)(cfs) A-1 0.91 0.82 1.00 5.7 5.0 2.1 9.1 A-2 0.23 0.87 1.00 5.0 5.0 0.6 2.3 A-3 1.65 0.87 1.00 5.1 5.0 4.1 16.5 A-4 0.64 0.85 1.00 5.0 5.0 1.6 6.4 A-5 0.15 0.95 1.00 5.0 5.0 0.4 1.5 A-6 0.15 0.88 1.00 5.0 5.0 0.4 1.5 A-7 0.25 0.81 1.00 5.0 5.0 0.6 2.5 A-8 0.13 0.67 0.84 5.5 5.0 0.2 1.1 A-9 0.11 0.95 1.00 5.0 5.0 0.3 1.1 A-10 1.21 0.95 1.00 5.0 5.0 3.3 12.1 A-11 0.67 0.95 1.00 5.0 5.0 1.8 6.7 A-12 0.88 0.95 1.00 5.0 5.0 2.4 8.8 B-1 1.33 0.89 1.00 5.0 5.0 3.4 13.3 B-2 0.79 0.90 1.00 5.3 5.0 2.0 7.9 B-3 0.09 0.72 0.91 5.0 5.0 0.2 0.8 C-1 0.11 0.95 1.00 5.0 5.0 0.3 1.1 C-2 0.12 0.95 1.00 5.0 5.0 0.3 1.2 C-3 1.01 0.87 1.00 6.4 5.0 2.3 10.1 C-4 0.01 0.95 1.00 5.0 5.0 0.0 0.1 C-5 0.02 0.95 1.00 5.0 5.0 0.1 0.2 OS-1 0.51 0.54 0.68 13.6 13.6 0.5 2.4 OS-2 0.32 0.73 0.91 7.7 6.0 0.6 2.8 OS-3 0.10 0.91 1.00 5.0 5.0 0.3 1.0 OS-4 0.36 0.91 1.00 5.0 5.0 0.9 3.6 OS-5 0.71 0.87 1.00 5.0 5.0 1.8 7.1 OS-6 0.15 0.95 1.00 5.0 5.0 0.4 1.5 Offsite BASIN SUMMARY TABLE - PROPOSED C2 C100Detention / WQ Detention + WQ WQ Only H:\King Soopers - City Market\CO, Fort Collins - KSS000146 -#18 College Drake\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydrology\KSS 146_Rational_Routing.xlsPage 1 of 1 5/11/2022 Subdivision:Midtown Gardens Marketplace Project Name: King Soopers Store #146 Location:CO, Fort Collins Project No.: Calculated By: E. Mowinckel Checked By: P. Dalrymple Date: 5/11/22 Single-Family Alley-Loaded SF Duplex/AttachedMulti-Family 95%5%62.5%70%75%80% A-1 0.91 95 0.76 79 20 0.15 3 95 0.00 0 0.82 A-2 0.23 95 0.21 85 20 0.02 2 95 0.00 0 0.87 A-3 1.65 95 1.48 85 20 0.17 2 95 0.00 0 0.87 A-4 0.64 95 0.55 82 20 0.09 3 95 0.00 0 0.85 A-5 0.15 95 0.15 95 20 0.00 0 95 0.00 0 0.95 A-6 0.15 95 0.14 86 20 0.01 2 95 0.00 0 0.88 A-7 0.25 95 0.20 78 20 0.05 4 95 0.00 0 0.81 A-8 0.13 95 0.08 60 20 0.05 7 95 0.00 0 0.67 A-9 0.11 95 0.00 0 20 0.00 0 95 0.11 95 0.95 A-10 1.21 95 0.00 0 20 0.00 0 95 1.21 95 0.95 A-11 0.67 95 0.00 0 20 0.00 0 95 0.67 95 0.95 A-12 0.88 95 0.00 0 20 0.00 0 95 0.88 95 0.95 B-1 1.33 95 1.23 88 20 0.10 2 95 0.00 0 0.89 B-2 0.79 95 0.73 88 20 0.06 1 95 0.00 0 0.90 B-3 0.09 95 0.06 66 20 0.03 6 95 0.00 0 0.72 C-1 0.11 95 0.11 95 20 0.00 0 95 0.00 0 0.95 C-2 0.12 95 0.00 0 20 0.00 0 95 0.12 95 0.95 C-3 1.01 95 0.91 85 20 0.10 2 95 0.00 0 0.87 C-4 0.01 95 0.00 0 20 0.00 0 95 0.01 95 0.95 C-5 0.02 95 0.02 95 20 0.00 0 95 0.00 0 0.95 OS-1 0.51 95 0.23 44 20 0.28 11 95 0.00 0 0.54 OS-2 0.32 95 0.23 67 20 0.09 6 95 0.00 0 0.73 OS-3 0.10 95 0.09 89 20 0.01 1 95 0.00 0 0.91 OS-4 0.36 95 0.34 90 20 0.02 1 95 0.00 0 0.91 OS-5 0.71 95 0.63 85 20 0.08 2 95 0.00 0 0.87 OS-6 0.15 95 0.15 95 20 0.00 0 95 0.00 0 0.95 Basin A 6.98 0.89 Basin B 2.21 0.89 Basin C 1.27 0.89 Water Quality A 6.98 0.89 Water Qualtity BC 3.48 0.89 Detention 6.98 0.90 Offsite Tributary 2.15 0.79 Total 12.61 0.87 COMPOSITE RUNOFF COEFFICIENTS - PROPOSED Area (ac)Area Weighted Asphalt + Concrete Walks Lawns, Heavy Soil: Flat <2% Area Weighted Runoff Coefficient Area (ac) KSS000018.02 Area Weighted C2Basin ID Total Area (ac) Runoff Coefficient Area (ac) Building Roof Runoff Coefficient H:\King Soopers - City Market\CO, Fort Collins - KSS000146 -#18 College Drake\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydrology\KSS 146_Rational_Routing.xls Page 1 of 1 5/11/2022 Subdivision:Midtown Gardens Marketplace Project Name: King Soopers Store #146 Location:CO, Fort Collins Project No.: Calculated By: E. Mowinckel Checked By: P. Dalrymple Date: 5/11/22 Single-Family Alley-Loaded SF Duplex/AttachedMulti-Family 95%5%62.5%70%75%80% A-1 0.91 100 0.76 83 2 0.15 0 90 0.00 0 84% A-2 0.23 100 0.21 89 2 0.02 0 90 0.00 0 89% A-3 1.65 100 1.48 90 2 0.17 0 90 0.00 0 90% A-4 0.64 100 0.55 87 2 0.09 0 90 0.00 0 87% A-5 0.15 100 0.15 100 2 0.00 0 90 0.00 0 100% A-6 0.15 100 0.14 90 2 0.01 0 90 0.00 0 90% A-7 0.25 100 0.20 82 2 0.05 0 90 0.00 0 82% A-8 0.13 100 0.08 63 2 0.05 1 90 0.00 0 64% A-9 0.11 100 0.00 0 2 0.00 0 90 0.11 90 90% A-10 1.21 100 0.00 0 2 0.00 0 90 1.21 90 90% A-11 0.67 100 0.00 0 2 0.00 0 90 0.67 90 90% A-12 0.88 100 0.00 0 2 0.00 0 90 0.88 90 90% B-1 1.33 100 1.23 92 2 0.10 0 90 0.00 0 92% B-2 0.79 100 0.73 93 2 0.06 0 90 0.00 0 93% B-3 0.09 100 0.06 70 2 0.03 1 90 0.00 0 70% C-1 0.11 100 0.11 100 2 0.00 0 90 0.00 0 100% C-2 0.12 100 0.00 0 2 0.00 0 90 0.12 90 90% C-3 1.01 100 0.91 90 2 0.10 0 90 0.00 0 90% C-4 0.01 100 0.00 0 2 0.00 0 90 0.01 90 90% C-5 0.02 100 0.02 100 2 0.00 0 90 0.00 0 100% OS-1 0.51 100 0.23 46 2 0.28 1 90 0.00 0 47% OS-2 0.32 100 0.23 71 2 0.09 1 90 0.00 0 71% OS-3 0.10 100 0.09 94 2 0.01 0 90 0.00 0 94% OS-4 0.36 100 0.34 95 2 0.02 0 90 0.00 0 95% OS-5 0.71 100 0.63 89 2 0.08 0 90 0.00 0 89% OS-6 0.15 100 0.15 100 2 0.00 0 90 0.00 0 100% Basin A 6.98 88% Basin B 2.21 92% Basin C 1.27 91% Water Quality A 6.98 88% Water Qualtity BC 3.48 91% Detention 6.98 88% Offsite Tributary 2.15 78% Total 12.61 88% COMPOSITE % IMPERVIOUSNESS - PROPOSED KSS000018.02 Asphalt + Concrete Walks Lawns, Heavy Soil: Flat <2%Building Roof % ImpBasin ID Total Area (ac)% Imp Area (ac)Area WeightedArea Weighted % Imp Area (ac)Area Weighted % Imp Area (ac) H:\King Soopers - City Market\CO, Fort Collins - KSS000146 -#18 College Drake\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydrology\KSS 146_Rational_Routing.xls Page 1 of 1 5/11/2022 Subdivision:Midtown Gardens Marketplace Project Name: King Soopers Store #146 Location:CO, Fort Collins Project No.: Calculated By: E. Mowinckel Checked By: P. Dalrymple Date: 5/11/22 1 BASIN D.A. Hydrologic C2 C5 C100 L S Ti | 2-Year Ti | 100-Year L S R VEL. Tt COMP. Tc | 2-Year COMP. Tc | 100-Year TOTAL Urbanized Tc Tc | 2-Year Tc | 100-Year ID (AC) Soils Group Cf=1.00 Cf=1.00 Cf=1.25 (FT) (%) (MIN) (MIN) (FT) (%) (FT) (FPS) (MIN) (MIN) (MIN) LENGTH(FT) (MIN) (MIN) (MIN) A-1 0.91 C 0.82 0.82 1.00 175 1.75 5.7 2.1 1.00 0.1 1.8 0.0 5.7 2.1 175 11.0 5.7 5.0 A-2 0.23 C 0.87 0.87 1.00 125 1.50 4.2 1.8 1.00 0.1 1.8 0.0 4.2 1.8 125 10.7 5.0 5.0 A-3 1.65 C 0.87 0.87 1.00 230 2.00 5.1 2.3 1.00 0.1 1.8 0.0 5.1 2.3 230 11.3 5.1 5.0 A-4 0.64 C 0.85 0.85 1.00 60 1.90 2.9 1.2 200 0.80 0.1 1.6 2.1 5.0 3.3 260 11.4 5.0 5.0 A-5 0.15 C 0.95 0.95 1.00 80 7.00 1.3 0.9 1.00 0.1 1.8 0.0 1.3 0.9 80 10.4 5.0 5.0 A-6 0.15 C 0.88 0.88 1.00 50 2.00 2.3 1.0 1.00 0.1 1.8 0.0 2.3 1.0 50 10.3 5.0 5.0 A-7 0.25 C 0.81 0.81 1.00 60 2.00 3.3 1.1 40 0.80 0.1 1.6 0.4 3.7 1.6 100 10.6 5.0 5.0 A-8 0.13 C 0.67 0.67 0.84 60 2.00 4.9 3.0 60 1.00 0.1 1.8 0.6 5.5 3.5 120 10.7 5.5 5.0 A-9 0.11 C 0.95 0.95 1.00 20 2.00 1.0 0.7 1.00 0.1 1.8 0.0 1.0 0.7 20 10.1 5.0 5.0 A-10 1.21 C 0.95 0.95 1.00 230 2.00 3.4 2.3 1.00 0.1 1.8 0.0 3.4 2.3 230 11.3 5.0 5.0 A-11 0.67 C 0.95 0.95 1.00 230 2.00 3.4 2.3 1.00 0.1 1.8 0.0 3.4 2.3 230 11.3 5.0 5.0 A-12 0.88 C 0.95 0.95 1.00 230 2.00 3.4 2.3 1.00 0.1 1.8 0.0 3.4 2.3 230 11.3 5.0 5.0 B-1 1.33 C 0.89 0.89 1.00 250 3.00 4.3 2.1 100 2.00 0.1 2.5 0.7 4.9 2.7 350 11.9 5.0 5.0 B-2 0.79 C 0.90 0.90 1.00 250 1.80 4.9 2.4 40 1.00 0.1 1.8 0.4 5.3 2.8 290 11.6 5.3 5.0 B-3 0.09 C 0.72 0.72 0.91 40 2.50 3.3 1.7 90 2.00 0.1 2.5 0.6 3.9 2.3 130 10.7 5.0 5.0 C-1 0.11 C 0.95 0.95 1.00 45 1.50 1.6 1.1 75 1.00 0.1 1.8 0.7 2.3 1.8 120 10.7 5.0 5.0 C-2 0.12 C 0.95 0.95 1.00 20 2.00 1.0 0.7 1.00 0.1 1.8 0.0 1.0 0.7 20 10.1 5.0 5.0 C-3 1.01 C 0.87 0.87 1.00 170 2.50 4.1 1.8 250 1.00 0.1 1.8 2.3 6.4 4.1 420 12.3 6.4 5.0 C-4 0.01 C 0.95 0.95 1.00 15 2.00 0.9 0.6 1.00 0.1 1.8 0.0 0.9 0.6 15 10.1 5.0 5.0 C-5 0.02 C 0.95 0.95 1.00 30 1.50 1.3 0.9 35 3.00 0.1 3.1 0.2 1.5 1.1 65 10.4 5.0 5.0 OS-1 0.51 C 0.54 0.54 0.68 50 1.75 6.1 4.6 600 0.20 0.1 0.8 12.5 18.6 17.1 650 13.6 13.6 13.6 OS-2 0.32 C 0.73 0.73 0.91 40 2.00 3.5 1.8 450 1.00 0.1 1.8 4.2 7.7 6.0 490 12.7 7.7 6.0 OS-3 0.10 C 0.91 0.91 1.00 85 4.00 2.1 1.1 1.00 0.1 1.8 0.0 2.1 1.1 85 10.5 5.0 5.0 OS-4 0.36 C 0.91 0.91 1.00 150 2.50 3.2 1.7 1.00 0.1 1.8 0.0 3.2 1.7 150 10.8 5.0 5.0 OS-5 0.71 C 0.87 0.87 1.00 170 2.00 4.5 1.9 1.00 0.1 1.8 0.0 4.5 1.9 170 10.9 5.0 5.0 OS-6 0.15 C 0.95 0.95 1.00 124 3.00 2.2 1.4 1.00 0.1 1.8 0.0 2.2 1.4 124 10.7 5.0 5.0 NOTES: Ti = (1.87*(1.1 - CCf)*(L)^0.5)/((S)^0.33), S in % Tt=L/60V (Velocity From Fig. 501) Velocity V=(1.4/n)*(R^(2/3))*(S^0.5), S in ft/ft, R=Area/Wetted Perimeter in ft, n=Roughness Coeff., Tc Check = 10+L/180 For Urbanized basins a minimum Tc of 5.0 minutes is required. For non-urbanized basins a minimum Tc of 10.0 minutes is required STANDARD FORM SF-2 TIME OF CONCENTRATION - PROPOSED Tc CHECK DATA TRAVEL TIMEINITIAL/OVERLAND (Tt)FINAL(URBANIZED BASINS)(Ti) KSS000018.02 SUB-BASIN H:\King Soopers - City Market\CO, Fort Collins - KSS000146 -#18 College Drake\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydrology\KSS 146_Rational_Routing.xls Page 1 of 1 5/11/2022 Project Name: King Soopers Store #146 Subdivision:Midtown Gardens Marketplace Project No.:KSS000018.02 Location:CO, Fort Collins Calculated By: E. Mowinckel Design Storm: Checked By: P. Dalrymple Date: TRAVEL TIME STREET Design PointBasin IDArea (Ac)Runoff Coeff. | C 2Tc | 2-Year (min)C*A (Ac)I (in/hr)Q (cfs)Tc (min)C*A (Ac)I (in/hr)Q (cfs)Slope (%)Street Flow (cfs)Design Flow (cfs)Slope (%)Pipe Size (inches)Length (ft)Velocity (fps)Tt (min)REMARKS A1 A-1 0.91 0.82 5.7 0.75 2.73 2.1 Type 13 Combo Inlet A2 A-2 0.23 0.87 5.0 0.20 2.85 0.6 Type 13 Combo Inlet A3 A-3 1.65 0.87 5.1 1.44 2.83 4.1 Type D Inlet A4 A-4 0.64 0.85 5.0 0.54 2.85 1.5 Type D Inlet A5 A-5 0.15 0.95 5.0 0.14 2.85 0.4 Type 13 Inlet A6 A-6 0.15 0.88 5.0 0.13 2.85 0.4 Type D Inlet A7 A-7 0.25 0.81 5.0 0.20 2.85 0.6 Type D Inlet A8 A-8 0.13 0.67 5.5 0.09 2.76 0.2 Type D Inlet A9 A-9 0.11 0.95 5.0 0.10 2.85 0.3 Roof Drain/Manhole Connection A10 A-10 1.21 0.95 5.0 1.15 2.85 3.3 Roof Drain A11 A-11 0.67 0.95 5.0 0.64 2.85 1.8 Roof Drain A12 A-12 0.88 0.95 5.0 0.84 2.85 2.4 Roof Drain B1 B-1 1.33 0.89 5.0 1.19 2.85 3.4 Type R Inlet B2 B-2 0.79 0.90 5.3 0.71 2.79 2.0 Type R Inlet B3 B-3 0.09 0.72 5.0 0.07 2.85 0.2 Type 13 Combo Inlet C1 C-1 0.11 0.95 5.0 0.10 2.85 0.3 Type 13 Combo Inlet C2 C-2 0.12 0.95 5.0 0.11 2.85 0.3 Roof Drain/Manhole Connection C3 C-3 1.01 0.87 6.4 0.88 2.61 2.3 Type 13 Combo Inlet C2 C-4 0.01 0.95 5.0 0.01 2.85 0.03 Roof Drain/Manhole Connection C4 C-5 0.02 0.95 5.0 0.02 2.85 0.1 Type 13 Combo Inlet O1 OS-1 0.51 0.54 13.6 0.28 1.94 0.5 Sheet Flow to Offsite Inlet O2 OS-2 0.32 0.73 7.7 0.23 2.44 0.6 Sheet Flow to Offsite Inlet O3 OS-3 0.10 0.91 5.0 0.09 2.85 0.3 Sheet Flow to Offsite Inlet O4 OS-4 0.36 0.91 5.0 0.33 2.85 0.9 Sheet Flow to Offsite Manhole w/ Grated Inlet Lid O5 OS-5 0.71 0.87 5.0 0.62 2.85 1.8 Sheet Flow to Offsite Inlet O6 OS-6 0.15 0.95 5.0 0.14 2.85 0.4 Sheet Flow to Offsite Manhole w/ Grated Inlet Lid Basin A 6.98 5.0 6.23 2.85 17.7 SD System A Basin B 0.88 5.0 1.96 2.85 5.6 SD System B Basin C 1.27 5.0 1.13 2.85 3.2 SD System C Water Quality A 6.98 5.0 6.23 2.85 17.7 Area tributary to Water Quality System (Basin A) Water Qualtity BC 2.15 5.0 3.09 2.85 8.8 Area tributary to Water Quality System (Basins B & C) Detention 6.98 5.0 6.23 2.85 17.7 Area tributary to Detention System Offsite Tributary 2.15 5.0 1.69 2.85 4.8 Offsite basins DIRECT RUNOFF TOTAL RUNOFF STREET PIPE STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN - PROPOSED (RATIONAL METHOD PROCEDURE) 2-Year 5/11/22 H:\King Soopers - City Market\CO, Fort Collins - KSS000146 -#18 College Drake\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydrology\KSS 146_Rational_Routing.xls Page 1 of 1 5/11/2022 Project Name: King Soopers Store #146 Subdivision:Midtown Gardens Marketplace Project No.:KSS000018.02 Location:CO, Fort Collins Calculated By: E. Mowinckel Design Storm: Checked By: P. Dalrymple Date: TRAVEL TIME STREET Design PointBasin IDArea (Ac)Runoff Coeff. | C 100Tc | 100-Year (min)C*A (Ac)I (in/hr)Q (cfs)Tc (min)C*A (Ac)I (in/hr)Q (cfs)Slope (%)Street Flow (cfs)Design Flow (cfs)Slope (%)Pipe Size (inches)Length (ft)Velocity (fps)Tt (min)REMARKS A1 A-1 0.91 1.00 5.0 0.91 9.95 9.1 Type 13 Combo Inlet A2 A-2 0.23 1.00 5.0 0.23 9.95 2.3 Type 13 Combo Inlet A3 A-3 1.65 1.00 5.0 1.65 9.95 16.4 Type D Inlet A4 A-4 0.64 1.00 5.0 0.64 9.95 6.4 Type D Inlet A5 A-5 0.15 1.00 5.0 0.15 9.95 1.5 Type 13 Inlet A6 A-6 0.15 1.00 5.0 0.15 9.95 1.5 Type D Inlet A7 A-7 0.25 1.00 5.0 0.25 9.95 2.5 Type D Inlet A8 A-8 0.13 0.84 5.0 0.11 9.95 1.1 Type D Inlet A9 A-9 0.11 1.00 5.0 0.11 9.95 1.1 Roof Drain/Manhole Connection A10 A-10 1.21 1.00 5.0 1.21 9.95 12.0 Roof Drain A11 A-11 0.67 1.00 5.0 0.67 9.95 6.7 Roof Drain A12 A-12 0.88 1.00 5.0 0.88 9.95 8.8 Roof Drain B1 B-1 1.33 1.00 5.0 1.33 9.95 13.2 Type R Inlet B2 B-2 0.79 1.00 5.0 0.79 9.95 7.9 Type R Inlet B3 B-3 0.09 0.91 5.0 0.08 9.95 0.8 Type 13 Combo Inlet C1 C-1 0.11 1.00 5.0 0.11 9.95 1.1 Type 13 Combo Inlet C2 C-2 0.12 1.00 5.0 0.12 9.95 1.2 Roof Drain/Manhole Connection C3 C-3 1.01 1.00 5.0 1.01 9.95 10.0 Type 13 Combo Inlet C2 C-4 0.01 1.00 5.0 0.01 9.95 0.1 Roof Drain/Manhole Connection C4 C-5 0.02 1.00 5.0 0.02 9.95 0.2 Type 13 Combo Inlet O1 OS-1 0.51 0.68 13.6 0.35 6.79 2.4 Sheet Flow to Offsite Inlet O2 OS-2 0.32 0.91 6.0 0.29 9.33 2.7 Sheet Flow to Offsite Inlet O3 OS-3 0.10 1.00 5.0 0.10 9.95 1.0 Sheet Flow to Offsite Inlet O4 OS-4 0.36 1.00 5.0 0.36 9.95 3.6 Sheet Flow to Offsite Manhole w/ Grated Inlet Lid O5 OS-5 0.71 1.00 5.0 0.71 9.95 7.1 Sheet Flow to Offsite Inlet O6 OS-6 0.15 1.00 5.0 0.15 9.95 1.5 Sheet Flow to Offsite Manhole w/ Grated Inlet Lid Basin A 6.98 5.0 6.96 9.95 69.2 SD System A Basin B 0.88 5.0 2.20 2.85 6.3 SD System B Basin C 1.27 5.0 1.27 9.95 12.6 SD System C Water Quality A 6.98 5.0 6.96 9.95 69.2 Area tributary to Water Quality System (Basin A) Water Qualtity BC 2.15 5.0 3.47 9.95 34.5 Area tributary to Water Quality System (Basins B & C) Detention 6.98 5.0 6.96 9.95 69.2 Area tributary to Detention System Offsite Tributary 2.15 5.0 1.96 9.95 19.5 Offsite basins STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN - PROPOSED (RATIONAL METHOD PROCEDURE) 100-Year DIRECT RUNOFF TOTAL RUNOFF STREET 5/11/22 PIPE H:\King Soopers - City Market\CO, Fort Collins - KSS000146 -#18 College Drake\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydrology\KSS 146_Rational_Routing.xls Page 1 of 1 5/11/2022 Project Number:King Soopers Store #146 Date:5/11/2022 Project Location:CO, Fort Collins Calculations By:E. Mowinckel Checked By:P. Dalrymple Pond Description:Pond A Water Quality User Input Cell:Blue Text 1/2 2-year 4572 0.89 0.10 6.98 1.51 minutes seconds in/hr cubic feet cubic feet cubic feet acre-feet 5 300 1.43 2662 452.4 2210 0.05 10 600 1.11 4129 904.8 3224 0.07 15 900 0.94 5240 1357.2 3883 0.09 20 1200 0.81 6016 1809.6 4206 0.10 25 1500 0.72 6679 2262 4417 0.10 30 1800 0.65 7286 2714.4 4572 0.10 35 2100 0.59 7651 3166.8 4484 0.10 40 2400 0.54 7996 3619.2 4377 0.10 45 2700 0.50 8323 4071.6 4251 0.10 50 3000 0.46 8594 4524 4070 0.09 55 3300 0.44 8940 4976.4 3963 0.09 60 3600 0.41 9192 5428.8 3763 0.09 65 3900 0.39 9472 5881.2 3591 0.08 70 4200 0.37 9547 6333.6 3213 0.07 75 4500 0.35 9808 6786 3022 0.07 80 4800 0.33 9864 7238.4 2626 0.06 85 5100 0.32 10163 7690.8 2473 0.06 90 5400 0.31 10257 8143.2 2114 0.05 95 5700 0.29 10294 8595.6 1698 0.04 100 6000 0.28 10462 9048 1414 0.03 105 6300 0.27 10593 9500.4 1093 0.03 110 6600 0.26 10686 9952.8 734 0.02 115 6900 0.26 10957 10405.2 552 0.01 120 7200 0.25 10985 10857.6 128 0.00 Modified FAA Method - WQ Storage Volume Calculations Inputs | Tributary Area Output | Detention Volume Return Period for Detention Control: Required Storage, cubic feet: Catchment 'C': Required Storage, ac-ft: Average Outflow Storage Volume Storage Volume Catchment Drainage Area, ac: Release Rate, cfs: Storm Duration Time Rainfall Intensity Inflow Volume H:\King Soopers - City Market\CO, Fort Collins - KSS000146 -#18 College Drake\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports- Info\Hydrology\KSS 146_Rational_Routing.xls Page 1 of 2 5/11/2022 Release rate based on 0.35 gpm/sf of filter fabric area (.0022 cfs/sf) (See WQ System Calculation Summary) 0 2 4 6 8 10 12 0 20 40 60 80 100 120 140 Series1 H:\King Soopers - City Market\CO, Fort Collins - KSS000146 -#18 College Drake\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports- Info\Hydrology\KSS 146_Rational_Routing.xls Page 2 of 2 5/11/2022 Project Number:King Soopers Store #146 Date:5/11/2022 Project Location:CO, Fort Collins Calculations By:E. Mowinckel Checked By:P. Dalrymple Pond Description:Pond BC Water Quality User Input Cell:Blue Text 1/2 2-year 2163 0.89 0.05 3.48 0.81 minutes seconds in/hr cubic feet cubic feet cubic feet acre-feet 5 300 1.43 1321 241.8 1079 0.02 10 600 1.11 2048 483.6 1564 0.04 15 900 0.94 2599 725.4 1874 0.04 20 1200 0.81 2984 967.2 2017 0.05 25 1500 0.72 3313 1209 2104 0.05 30 1800 0.65 3614 1450.8 2163 0.05 35 2100 0.59 3795 1692.6 2102 0.05 40 2400 0.54 3966 1934.4 2032 0.05 45 2700 0.50 4128 2176.2 1952 0.04 50 3000 0.46 4263 2418 1845 0.04 55 3300 0.44 4434 2659.8 1774 0.04 60 3600 0.41 4559 2901.6 1658 0.04 65 3900 0.39 4698 3143.4 1555 0.04 70 4200 0.37 4735 3385.2 1350 0.03 75 4500 0.35 4865 3627 1238 0.03 80 4800 0.33 4893 3868.8 1024 0.02 85 5100 0.32 5041 4110.6 931 0.02 90 5400 0.31 5087 4352.4 735 0.02 95 5700 0.29 5106 4594.2 512 0.01 100 6000 0.28 5189 4836 353 0.01 105 6300 0.27 5254 5077.8 176 0.00 110 6600 0.26 5301 5319.6 -19 0.00 115 6900 0.26 5435 5561.4 -126 0.00 120 7200 0.25 5449 5803.2 -354 -0.01 Modified FAA Method - WQ Storage Volume Calculations Inputs | Tributary Area Output | Detention Volume Return Period for Detention Control: Required Storage, cubic feet: Catchment 'C': Required Storage, ac-ft: Average Outflow Storage Volume Storage Volume Catchment Drainage Area, ac: Release Rate, cfs: Storm Duration Time Rainfall Intensity Inflow Volume H:\King Soopers - City Market\CO, Fort Collins - KSS000146 -#18 College Drake\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports- Info\Hydrology\KSS 146_Rational_Routing.xls Page 1 of 2 5/11/2022 Release rate based on 0.35 gpm/sf of filter fabric area (.0022 cfs/sf) (See WQ System Calculation Summary) 0 2 4 6 8 10 12 0 20 40 60 80 100 120 140 Series1 H:\King Soopers - City Market\CO, Fort Collins - KSS000146 -#18 College Drake\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports- Info\Hydrology\KSS 146_Rational_Routing.xls Page 2 of 2 5/11/2022 Project Number:King Soopers Store #146 Date:5/11/2022 Project Location:CO, Fort Collins Calculations By:E. Mowinckel Checked By:P. Dalrymple Pond Description:Pond A 100-Year Detention User Input Cell:Blue Text 100-year 58096 0.90 1.33 6.98 3.49 minutes seconds in/hr cubic feet cubic feet cubic feet acre-feet 5 300 9.95 18752 1047 17705 0.41 10 600 7.72 29098 2094 27004 0.62 15 900 6.52 36863 3141 33722 0.77 20 1200 5.60 42215 4188 38027 0.87 25 1500 4.98 46927 5235 41692 0.96 30 1800 4.52 51110 6282 44828 1.03 35 2100 4.08 53824 7329 46495 1.07 40 2400 3.74 56387 8376 48011 1.10 45 2700 3.46 58686 9423 49263 1.13 50 3000 3.23 60873 10470 50403 1.16 55 3300 3.03 62814 11517 51297 1.18 60 3600 2.83 64001 12564 51437 1.18 65 3900 2.71 66394 13611 52783 1.21 70 4200 2.59 68336 14658 53678 1.23 75 4500 2.48 70107 15705 54402 1.25 80 4800 2.38 71766 16752 55014 1.26 85 5100 2.29 73367 17799 55568 1.28 90 5400 2.21 74969 18846 56123 1.29 95 5700 2.13 76270 19893 56377 1.29 100 6000 2.06 77646 20940 56706 1.30 105 6300 2.00 79153 21987 57166 1.31 110 6600 1.94 80435 23034 57401 1.32 115 6900 1.88 81490 24081 57409 1.32 120 7200 1.84 83224 25128 58096 1.33 Average Outflow Storage Volume Storage Volume Catchment Drainage Area, ac: Release Rate, cfs: Storm Duration Time Rainfall Intensity Inflow Volume Modified FAA Method - 100-Year Storage Volume Calculations Inputs | Tributary Area Output | Detention Volume Return Period for Detention Control: Required Storage, cubic feet: Catchment 'C': Required Storage, ac-ft: H:\King Soopers - City Market\CO, Fort Collins - KSS000146 -#18 College Drake\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports- Info\Hydrology\KSS 146_Rational_Routing.xls Page 1 of 2 5/11/2022 Release rate based on 0.5 cfs/ac 0 2 4 6 8 10 12 0 20 40 60 80 100 120 140 Series1 H:\King Soopers - City Market\CO, Fort Collins - KSS000146 -#18 College Drake\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports- Info\Hydrology\KSS 146_Rational_Routing.xls Page 2 of 2 5/11/2022 Basin Area (ac) % Imp Drain Time (hrs)a WQCV Volume (ac-ft) Volume (cf) WQ A 6.98 88% 12 0.8 0.31 0.215 9,365 WQ BC 3.48 91% 12 0.8 0.33 0.114 4,974 REQUIRED WATER QUALITY VOLUME H:\King Soopers - City Market\CO, Fort Collins - KSS000146 -#18 College Drake\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports- Info\Hydrology\KSS 146_Rational_Routing.xls Page 1 of 3 5/11/2022 (i) (ii) (iii) (iv) (v) (vi) (vii) (viii) (ix) (x) (xi) (xii) Vault ID Total Required WQ Volume (cf) Flow, WQ (cfs) Chamber Type Chamber Unit Release Rate (cfs) Chamber Unit Volume (cf) Installed Chamber Unit Volume with Aggregate (cf) Minimum No. of Chambers Total Release Rate (cfs) Required Storage Volume by FAA Method (cf) Minimum No. of Chambers Storage Provided within the Chambers (cf) Total Installed System Volume (cf) WQ A 9,365 13.30 MC-4500 0.026 106.5 162.6 58 1.508 4,572 43 6,177 9,430 WQ BC 4,974 13.30 MC-4500 0.026 106.5 162.6 31 0.806 2,163 21 3,301 5,040 (i) Calculated WQCV (Eq. 7-1 & 7-2) (ii) 1/2 of the 2-year developed flow rate for the basin being sized (use half of the 2-year intensity for the time of concentration used in the calc - i.e. for 5 min Tc, use 1.425). See SF-3 Minor Storm (iii) Per ADS, these equate to different chamber sizes they have available. (iv) Flow rate thru the bottom of the Isolator Row chamber which is equal to the area of the bottom of the chamber multiplied by the flow rate per unit area (.35 gpm/sf). (v) Volume within chamber only, not accounting for void spaces in surrounding aggregate. (vi) Volume includes chamber and void spaces (40%) in surrounding aggregate, per chamber unit. (vii) Number of chambers required to provide full WQCV within total installed system, including aggregate. (i) / (vi) (viii) Release rate per chamber times number of chambers. (iv) * (vii) (ix) FAA calc based on Flow, WQ and Total Release Rate. (x) Number of chambers required to provide required FAA storage volume stored within the chamber only (no aggregate storage). (ix) / (v) (xi) Volume provided in chambers only (no aggregate storage). This number must meet or exceed the required FAA storage volume. Greater of (vii) or (x) * (v) (xii) System volume includes total number of chambers, plus surrounding aggregate. This number must meet or exceed the required WQCV. Greater of (vi) or (x) * (vi) (i) (ii) (iii) (iv) (v) (vi) (vii) (viii) (ix) (x) (xi) (xii) (xiii) (iv) Vault ID Chamber Type No. of Water Quality Chambers Provided Total No. Detention Cambers Provided No. of End Caps Provided Installed Chamber Volume with Aggregate (cf) Installed End Cap Volume with Aggregate (cf) Detention Volume Required (cf) Water Quality Volume Required (cf) Total Volume Required (cf) Water Quality Volume Provided (cf) Detention Chamber Volume Provided (cf) Total End Cap Volume Provided (cf) Additional Storage in Perimeter Aggregate Total Installed System Volume (cf) Pond A MC-4500 88 268 46 162.6 115.3 58,096 9,365 67,461 14,308 43,576 5,303 WQ BC MC-4500 31 0 4 162.6 115.3 0 4,974 4,974 5,040 0 461 Combined MC-4500 119 268 50 162.6 115.3 58,096 14,339 72,435 19,349 43,576 5,765 5,733 74,423 (i) ADS chamber size provided in system. (ii) Number of WQ chambers provided. Please note that these vaules exceed the required number due to the fact that any chambers in a row containing isolator chambers must all be isolator chambers. (iii) Number of Detention chambers provided (non-isolator chambers). (iv) Number of end caps provided. (v) Volume includes chamber and void spaces (40%) in surrounding aggregate, per chamber unit. (vi) Volume includes end cap and void spaces (40%) in surrounding aggregate, per chamber unit. (vii) Total Detention Volume required based on 100-yr. Mod. FAA Volume + WQ. V100 + (xii) above per City Standards (viii) Required WQ storage volume. WQCV (i) from WQ System Calculation Summary (ix) Total System Volume Required. (vii) +(viii) (x) Total Volume provided in WQ chambers (excludes WQ end caps). (ii) * (v) (xi) Total Volume provided in Detention chambers, excluding WQ chambers and end caps. (iii) * (v) (xii) Total Volume provided in end caps. (iv) * (vi) (xiii) Additonal storage provided by void spaces (40%) in Perimeter aggregate (outside of chambers). (iv) System volume includes total number of chambers & end caps, and surrounding aggregate. See additional Stage Storage tabulation for total system volume. WQ System Calculation Summary Detention System Summary H:\King Soopers - City Market\CO, Fort Collins - KSS000146 -#18 College Drake\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydrology\KSS 146_Rational_Routing.xls Page 2 of 3 5/11/2022 Chamber Dimensions Width (in) Length (in) Height (in) Floor Area (sf) Chamber Volume (cf) Chamber w/ Aggregate Volume (cf) Flow Rate / Chamber (cfs) Installed End Cap Volume (cf) SC-160 25.0 85.4 12.0 14.8 6.85 15.0 0.01156 n/a SC-310 34.0 85.4 16.0 20.2 14.70 31.0 0.01572 n/a SC-740 51.0 85.4 30.0 30.2 45.90 74.9 0.02359 n/a DC-780 51.0 85.4 30.0 30.2 46.20 78.4 0.02359 n/a MC-3500 77.0 86.0 45.0 46.0 109.90 178.9 0.03586 46.0 MC-4500 100.0 48.3 60.0 33.5 106.50 162.6 0.02616 115.3 Flow Rate* 0.35 gpm / sf 1 cf = 7.4805 gal 1 gal = 0.1337 cf 1 gpm = 0.0022 cfs *Flow rate based on 1/2 of Nov 07 Qmax in Figure 17 of UNH Testing Report Chamber Flow Rate Conversion (gpm/sf to cfs) STORMTECH CHAMBER DATA H:\King Soopers - City Market\CO, Fort Collins - KSS000146 -#18 College Drake\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydrology\KSS 146_Rational_Routing.xls Page 3 of 3 5/11/2022 Stormwater Facility Name: Facility Location & Jurisdiction: User Input: Watershed Characteristics User Defined User Defined User Defined User Defined Selected BMP Type = No BMP Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs] Watershed Area = 6.98 acres 0.00 7,186 0.00 0.00 Watershed Length =700 ft 0.25 7,186 0.25 0.16 Watershed Length to Centroid = 372 ft 0.50 7,186 0.50 0.54 Watershed Slope =0.020 ft/ft 0.75 7,186 0.75 0.95 Watershed Imperviousness = 88.0%percent 1.00 14,536 1.00 1.18 Percentage Hydrologic Soil Group A = 0.0%percent 1.25 14,447 1.25 1.38 Percentage Hydrologic Soil Group B = 0.0%percent 1.50 14,343 1.50 1.55 Percentage Hydrologic Soil Groups C/D = 100.0%percent 1.75 14,221 1.75 1.70 Target WQCV Drain Time = N/A hours 2.00 14,080 2.00 1.85 2.25 13,921 2.25 1.98 User Input 2.50 13,741 2.50 2.10 2.75 13,540 2.75 2.22 3.00 13,315 3.00 2.33 3.25 13,065 3.25 2.43 3.50 12,786 3.50 2.54 3.75 12,474 3.75 2.63 4.00 12,123 4.00 2.73 4.25 11,723 4.25 2.82 4.50 11,264 4.50 2.91 4.75 10,722 4.75 2.99 5.00 10,049 5.00 3.07 5.25 9,080 5.25 3.15 5.50 7,785 5.50 3.23 5.75 7,300 5.75 3.31 6.00 7,186 6.00 3.39 6.25 7,186 6.25 3.46 6.50 7,186 6.50 3.53 6.75 7,186 6.75 3.60 After completing and printing this worksheet to a pdf, go to: https://maperture.digitaldataservices.com/gvh/?viewer=cswdif Create a new stormwater facility, and attach the PDF of this worksheet to that record. Routed Hydrograph Results Design Storm Return Period =WQCV 2 Year 5 Year 10 Year 50 Year 100 Year One-Hour Rainfall Depth =N/A 0.98 1.36 1.71 2.91 3.67 in CUHP Runoff Volume =N/A 0.470 0.690 0.898 1.618 2.079 acre-ft Inflow Hydrograph Volume =N/A 0.470 0.690 0.898 1.618 2.079 acre-ft Time to Drain 97% of Inflow Volume =N/A 9.4 9.5 9.8 11.0 11.9 hours Time to Drain 99% of Inflow Volume =N/A 12.8 13.0 13.3 14.5 15.2 hours Maximum Ponding Depth =N/A 1.32 1.84 2.35 4.43 6.46 ft Maximum Ponded Area =N/A 0.33 0.33 0.32 0.26 0.16 acres Maximum Volume Stored =N/A 0.292 0.464 0.625 1.239 1.643 acre-ft Once CUHP has been run and the Stage-Area-Discharge information has been provided, click 'Process Data' to interpolate the Stage-Area-Volume-Discharge data and generate summary results in the table below. Once this is complete, click 'Print to PDF'. Stormwater Detention and Infiltration Design Data Sheet King Soopers, Fort Collins College Ave and Drake Rd, Fort Collins, Colorado SDI-Design Data v2.00, Released January 2020 Location for 1-hr Rainfall Depths (use dropdown): After providing required inputs above including 1-hour rainfall depths, click 'Run CUHP' to generate runoff hydrographs using the embedded Colorado Urban Hydrograph Procedure. SDI_Design_Data_v2.00.xlsm, Design Data 5/11/2022, 10:11 AM Booleans for Message Booleans for CUHP Watershed L:W 1 CUHP Inputs Complete Watershed Lc:L 1 CUHP Results Calculated Watershed Slope FALSE Time Interval RunOnce 1 CountA 1 Draintime Coeff 1.0 User Precip 1 Equal SA Inputs 1 Equal SD Inputs 1 Stormwater Detention and Infiltration Design Data Sheet 0 5 10 15 20 25 30 35 40 45 0.1 1 10FLOW [cfs]TIME [hr] 100YR IN 100YR OUT 50YR IN 50YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT WQCV IN WQCV OUT 0 1 2 3 4 5 6 7 0.1 1 10 100PONDING DEPTH [ft]DRAIN TIME [hr] 100YR 50YR 10YR 5YR 2YR WQCV SDI_Design_Data_v2.00.xlsm, Design Data 5/11/2022, 10:11 AM Midtown Gardens Marketplace 5/11/2022 APPENDIX C Hydraulic Computations Active Scenario: 100-YEAR Scenario: 100-YEAR C-0B-1A-2C-2A-13A-7A-8A-6A-12D-2A-10A-11A-9O-1B-2D-1C-6C- 4C-5Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 5/12/2021 Bentley StormCAD V8i (SELECTseries 4) [08.11.04.54] Bentley Systems, Inc. Haestad Methods Solution CenterKSS146X_StormCAD.stsw Scenario: 100-YEAR Current Time Step: 0.000Hr FlexTable: Conduit Table H:\King Soopers - City Market\CO, Fort Collins - KSS000146 -#18 College & Drake\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\StormCAD\KSS146X_StormCAD.stsw Label Start Node Stop Node Invert (Start) (ft) Invert (Stop) (ft) Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Flow (cfs) Velocity (ft/s) Length (User Defined) (ft) Slope (Calculated) (ft/ft) Section Type Diameter (in)Material Manning's n Capacity (Full Flow) (cfs) Depth (Normal) (ft) A-1 SDMH A2 SDMH A1 5,011.61 5,011.38 5,017.21 5,017.32 69.40 5.52 45.5 0.005 Circle 48.0 Concrete 0.013 102.17 2.42 A-2 SDMH A3 SDMH A2 5,012.17 5,011.71 5,017.94 5,018.27 59.20 5.63 93.8 0.005 Ellipse -Concrete 0.013 69.82 1.92 A-3 SDMH A4 SDMH A3 5,012.71 5,012.18 5,018.64 5,019.02 59.20 5.65 105.5 0.005 Ellipse -Concrete 0.013 70.27 1.92 A-4 SDIN A1 SDMH A4 5,013.34 5,012.90 5,019.18 5,019.81 56.90 8.05 87.3 0.005 Circle 36.0 Concrete 0.013 47.35 (N/A) A-5 SDMH A5 SDIN A1 5,014.14 5,013.44 5,019.91 5,020.43 40.50 5.73 140.8 0.005 Circle 36.0 Concrete 0.013 47.02 2.15 A-6 SDIN A2 SDMH A5 5,014.93 5,014.24 5,020.64 5,021.15 40.50 5.73 137.9 0.005 Circle 36.0 Concrete 0.013 47.17 2.14 A-7 SDMH A6 SDIN A2 5,015.88 5,015.03 5,021.35 5,021.53 22.10 3.13 168.5 0.005 Circle 36.0 Concrete 0.013 47.36 1.44 A-8 SDIN A3 SDMH A6 5,016.53 5,015.98 5,021.54 5,021.65 20.60 2.91 109.9 0.005 Circle 36.0 Concrete 0.013 47.18 1.39 A-9 SDIN A4 SDIN A3 5,017.16 5,016.63 5,021.65 5,021.98 12.40 3.95 107.4 0.005 Circle 24.0 Concrete 0.013 15.89 1.33 A-10 SDIN A5 SDIN A4 5,017.73 5,017.26 5,021.98 5,021.98 1.10 0.35 92.5 0.005 Circle 24.0 Concrete 0.013 16.12 0.35 A-11 SDMH A7 SDMH A2 5,013.84 5,013.01 5,017.94 5,018.57 9.10 5.15 83.1 0.010 Circle 18.0 Concrete 0.013 10.50 1.08 A-12 SDIN A6 SDMH A7 5,014.11 5,013.94 5,018.61 5,018.73 9.10 5.15 16.2 0.010 Circle 18.0 Concrete 0.013 10.76 1.06 A-13 SDIN A7 SDMH A4 5,013.06 5,012.90 5,019.18 5,019.19 2.30 1.30 31.0 0.005 Circle 18.0 Concrete 0.013 7.55 0.57 A-14 SDIN A8 SDMH A6 5,016.10 5,015.98 5,021.54 5,021.54 1.50 0.85 12.2 0.010 Circle 18.0 Concrete 0.013 10.42 0.38 B-1 SDIN B1 SDMH C1 5,011.81 5,011.68 5,011.68 5,011.81 0.00 0.00 23.4 0.006 Circle 18.0 Concrete 0.013 7.83 (N/A) B-2 SDIN B2 SDIN B1 5,012.16 5,011.91 5,011.91 5,012.16 0.00 0.00 44.2 0.006 Circle 18.0 Concrete 0.013 7.90 (N/A) C-0 SDMH C1 SDMH C0 5,011.58 5,011.38 5,011.38 5,011.58 0.00 0.00 39.4 0.005 Circle 18.0 Concrete 0.013 7.48 (N/A) C-1 SDMH C2 SDMH C1 5,012.11 5,011.68 5,011.68 5,012.11 0.00 0.00 85.4 0.005 Circle 18.0 Concrete 0.013 7.45 (N/A) C-2 SDMH C3 SDMH C2 5,012.72 5,012.21 5,012.21 5,012.72 0.00 0.00 101.6 0.005 Circle 18.0 Concrete 0.013 7.44 (N/A) C-3 SDIN C1 SDMH C3 5,013.33 5,012.82 5,012.82 5,013.33 0.00 0.00 101.6 0.005 Circle 18.0 Concrete 0.013 7.44 (N/A) C-4 SDIN C3 SDIN C1 5,013.55 5,013.43 5,013.43 5,013.55 0.00 0.00 24.9 0.005 Circle 18.0 Concrete 0.013 7.30 (N/A) C-5 SDMH C4 SDIN C1 5,013.61 5,013.43 5,013.43 5,013.61 0.00 0.00 22.0 0.008 Circle 18.0 Concrete 0.013 9.49 (N/A) C-6 SDIN C2 SDMH C4 5,014.74 5,013.71 5,013.71 5,014.74 0.00 0.00 124.9 0.008 Circle 18.0 Concrete 0.013 9.54 (N/A) D-1 SDMH D2 SDMH D1 5,011.92 5,011.38 5,011.38 5,011.92 0.00 0.00 50.2 0.011 Circle 18.0 Concrete 0.013 10.89 (N/A) D-2 SDIN D1 SDMH D2 5,012.18 5,012.02 5,012.02 5,012.18 0.00 0.00 15.8 0.010 Circle 18.0 Concrete 0.013 10.57 (N/A) O-1 SDMH O1 SDMH EX1 5,010.16 5,009.67 5,010.34 5,010.87 3.49 4.53 76.6 0.006 Circle 18.0 Concrete 0.013 8.40 0.67 O-2 SDMH O2 SDMH O1 5,010.46 5,010.16 5,011.24 5,011.28 3.49 4.11 61.3 0.005 Circle 18.0 Concrete 0.013 7.35 0.73 Page 1 of 1 5/11/2022file:///C:/Users/Erland_Mowinckel/AppData/Local/Temp/Bentley/StormCAD/t3y2uigq.xml Scenario: 100-YEAR Current Time Step: 0.000Hr FlexTable: Catch Basin Table H:\King Soopers - City Market\CO, Fort Collins - KSS000146 -#18 College & Drake\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\StormCAD\KSS146X_StormCAD.stsw Label Elevation (Rim) (ft) Elevation (Invert) (ft) Flow (Additional Subsurface) (cfs) Structure Type Width (ft) Length (ft) Diameter (in) Hydraulic Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Headloss Method Notes SDIN A1 5,021.40 5,013.34 16.40 Box Structure 2.92 5.67 -5,019.91 5,019.81 Standard CDOT-TYPE D INLET (35' x 68') SDIN A2 5,022.66 5,014.93 18.40 Box Structure 2.92 5.67 -5,021.35 5,021.15 Standard CDOT-TYPE D INLET (35' x 68') SDIN A3 5,024.15 5,016.53 8.20 Box Structure 2.92 5.67 -5,021.65 5,021.65 Standard CDOT-TYPE D INLET (35' x 68') SDIN A4 5,023.80 5,017.16 11.30 Box Structure 2.92 5.67 -5,021.98 5,021.98 Standard - SDIN A5 5,023.88 5,017.73 1.10 Box Structure 2.92 5.67 -5,021.98 5,021.98 Standard CDOT-TYPE D INLET (35' x 68') SDIN A6 5,019.56 5,014.11 9.10 Box Structure 2.00 3.33 -5,018.73 5,018.73 Standard CDOT-TYPE 13 COMBO INLET (SINGLE) SDIN A7 5,021.77 5,013.06 2.30 Box Structure 2.00 3.33 -5,019.19 5,019.19 Standard CDOT-TYPE 13 COMBO INLET (SINGLE) SDIN A8 5,019.89 5,016.10 1.50 Box Structure 1.63 2.96 -5,019.89 5,019.89 Standard CDOT-TYPE 13 INLET (SINGLE) SDIN B1 5,018.09 5,011.81 0.00 Box Structure 3.00 5.00 -5,011.81 5,011.81 Standard CDOT-TYPE R INLET (5') SDIN B2 5,017.98 5,012.16 0.00 Box Structure 2.00 3.33 -5,012.16 5,012.16 Standard CDOT-TYPE 13 COMBO INLET (SINGLE) SDIN C1 5,019.85 5,013.33 0.00 Box Structure 2.00 3.33 -5,013.33 5,013.33 Standard CDOT-TYPE 13 COMBO INLET (SINGLE) SDIN C2 5,019.45 5,014.74 0.00 Box Structure 2.00 3.33 -5,014.74 5,014.74 Standard CDOT-TYPE 13 COMBO INLET (SINGLE) SDIN C3 5,017.98 5,013.55 0.00 Box Structure 2.00 3.33 -5,013.55 5,013.55 Standard CDOT-TYPE 13 COMBO INLET (SINGLE) SDIN D1 5,017.90 5,012.18 0.00 Box Structure 3.00 5.00 -5,012.18 5,012.18 Standard CDOT-TYPE R INLET (5') SDMH A2 5,021.04 5,011.61 1.10 Circular Structure --96.0 5,017.94 5,017.32 Standard MH-ECCENTRIC (8' %%C) SDMH A3 5,024.25 5,012.17 0.00 Circular Structure --96.0 5,018.64 5,018.27 Standard MH-ECCENTRIC (5' %%C) SDMH A4 5,022.43 5,012.71 0.00 Circular Structure --84.0 5,019.18 5,019.02 Standard MH-ECCENTRIC (6' %%C) SDMH A5 5,023.72 5,014.14 0.00 Circular Structure --60.0 5,020.64 5,020.43 Standard MH-ECCENTRIC (4' %%C) SDMH A6 5,024.23 5,015.88 0.00 Circular Structure --60.0 5,021.54 5,021.53 Standard MH-ECCENTRIC (5' %%C) SDMH A7 5,020.04 5,013.84 0.00 Circular Structure --48.0 5,018.61 5,018.57 Standard - SDMH C3 5,019.86 5,012.72 0.00 Box Structure 7.00 5.00 -5,012.72 5,012.72 Standard SPILL CONTAINMENT STRUCTURE SDMH C4 5,020.25 5,013.61 0.00 Circular Structure --48.0 5,013.61 5,013.61 Standard MH-ECCENTRIC (4' %%C) SDMH O1 5,018.65 5,010.16 0.00 Circular Structure --48.0 5,011.24 5,010.87 Standard MH-ECCENTRIC (4' %%C) SDMH O2 5,018.68 5,010.46 0.00 Box Structure 4.00 7.50 -5,011.28 5,011.28 Standard MH-ECCENTRIC (5' %%C) Page 1 of 1 5/11/2022file:///C:/Users/Erland_Mowinckel/AppData/Local/Temp/Bentley/StormCAD/nhkzsmug.xml Scenario: 100-YEAR Current Time Step: 0.000Hr FlexTable: Manhole Table H:\King Soopers - City Market\CO, Fort Collins - KSS000146 -#18 College & Drake\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\StormCAD\KSS146X_StormCAD.stsw Label Elevation (Rim) (ft) Elevation (Invert in 1) (ft) Elevation (Invert in 2) (ft) Elevation (Invert Out) (ft) Flow (Total Out) (cfs) Structure Type Diameter (in) Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Headloss Method Notes SDMH C1 5,018.59 5,011.68 5,011.68 5,011.58 0.00 Circular Structure 60.0 5,011.58 5,011.58 Standard MH-ECCENTRIC (5' %%C) SDMH C2 5,020.53 5,012.21 (N/A)5,012.11 0.00 Circular Structure 48.0 5,012.11 5,012.11 Standard MH-ECCENTRIC (5' %%C) SDMH D2 5,018.36 5,012.02 (N/A)5,011.92 0.00 Circular Structure 36.0 5,011.92 5,011.92 Standard MH-ECCENTRIC (4' %%C) Page 1 of 1 5/11/2022file:///C:/Users/Erland_Mowinckel/AppData/Local/Temp/Bentley/StormCAD/jrngflfi.xml Scenario: 100-YEAR Current Time Step: 0.000Hr FlexTable: Outfall Table H:\King Soopers - City Market\CO, Fort Collins - KSS000146 -#18 College & Drake\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports- Info\StormCAD\KSS146X_StormCAD.stsw Label Elevation (Rim) (ft) Elevation (Invert) (ft) Boundary Condition Type Elevation (User Defined Tailwater) (ft) Hydraulic Grade (ft) Flow (Total Out) (cfs) SDMH EX1 5,018.76 5,008.33 Free Outfall -5,010.34 3.49 SDMH A1 5,020.21 5,011.38 User Defined Tailwater 5,017.21 5,017.21 69.40 SDMH D1 5,019.10 5,011.38 Free Outfall -5,011.38 (N/A) SDMH C0 5,018.87 5,011.38 Free Outfall -5,011.38 (N/A) Page 1 of 1 5/11/2022file:///C:/Users/Erland_Mowinckel/AppData/Local/Temp/Bentley/StormCAD/h1hney1v.xml Active Scenario: 100-YEAR Profile Report Engineering Profile - Profile - A (KSS146X_StormCAD.stsw) Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 5/11/2022 Bentley StormCAD V8i (SELECTseries 4) [08.11.04.54]Bentley Systems, Inc. Haestad Methods Solution CenterKSS146X_StormCAD.stsw Active Scenario: 100-YEAR Profile Report Engineering Profile - Profile - A1 (KSS146X_StormCAD.stsw) Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 5/11/2022 Bentley StormCAD V8i (SELECTseries 4) [08.11.04.54]Bentley Systems, Inc. Haestad Methods Solution CenterKSS146X_StormCAD.stsw Active Scenario: 100-YEAR Profile Report Engineering Profile - Profile - A2 (KSS146X_StormCAD.stsw) Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 5/11/2022 Bentley StormCAD V8i (SELECTseries 4) [08.11.04.54]Bentley Systems, Inc. Haestad Methods Solution CenterKSS146X_StormCAD.stsw Active Scenario: 100-YEAR Profile Report Engineering Profile - Profile - A3 (KSS146X_StormCAD.stsw) Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 5/11/2022 Bentley StormCAD V8i (SELECTseries 4) [08.11.04.54]Bentley Systems, Inc. Haestad Methods Solution CenterKSS146X_StormCAD.stsw Active Scenario: 100-YEAR Profile Report Engineering Profile - Profile - Outlet (KSS146X_StormCAD.stsw) Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 5/11/2022 Bentley StormCAD V8i (SELECTseries 4) [08.11.04.54]Bentley Systems, Inc. Haestad Methods Solution CenterKSS146X_StormCAD.stsw ©2013 ADS, INC. PROJECT INFORMATION ADS SALES REP: ENGINEERED PRODUCT MANAGER: PROJECT NO: ADVANCED DRAINAGE SYSTEMS, INC. R KING SOOPERS FORT COLLINS, CO MARK KAELBERER 720-256-8225 MARK.KAELBERER@ADS-PIPE.COM S204757 EVAN FISCHGRUND 720-250-8047 EVAN.FISCHGRUND@ADS-PIPE.COM IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF MC-4500 CHAMBER SYSTEM 1.STORMTECH MC-4500 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A PRE-CONSTRUCTION MEETING WITH THE INSTALLERS. 2.STORMTECH MC-4500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". 3.CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR EXCAVATOR SITUATED OVER THE CHAMBERS. STORMTECH RECOMMENDS 3 BACKFILL METHODS: ·STONESHOOTER LOCATED OFF THE CHAMBER BED. ·BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. ·BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR. 4.THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS. 5.JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE. 6.MAINTAIN MINIMUM - 9" (230 mm) SPACING BETWEEN THE CHAMBER ROWS. 7.INLET AND OUTLET MANIFOLDS MUST BE INSERTED A MINIMUM OF 12" (300 mm) INTO CHAMBER END CAPS. 8.EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE MEETING THE AASHTO M43 DESIGNATION OF #3 OR #4. 9.STONE SHALL BE BROUGHT UP EVENLY AROUND CHAMBERS SO AS NOT TO DISTORT THE CHAMBER SHAPE. STONE DEPTHS SHOULD NEVER DIFFER BY MORE THAN 12" (300 mm) BETWEEN ADJACENT CHAMBER ROWS. 10.STONE MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBERS IN PLACE AND PRESERVE ROW SPACING. 11.THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIAL BEARING CAPACITIES TO THE SITE DESIGN ENGINEER. 12.ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. NOTES FOR CONSTRUCTION EQUIPMENT 1.STORMTECH MC-4500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". 2.THE USE OF EQUIPMENT OVER MC-4500 CHAMBERS IS LIMITED: ·NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. ·NO RUBBER TIRED LOADER, DUMP TRUCK, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". ·WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". 3.FULL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING. USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO CHAMBERS AND IS NOT AN ACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY USING THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD WARRANTY. CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT. MC-4500 STORMTECH CHAMBER SPECIFICATIONS 1.CHAMBERS SHALL BE STORMTECH MC-4500. 2.CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT-MODIFIED POLYPROPYLENE COPOLYMERS. 3.CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 60x101. 4.CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION. 5.THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1) LONG-DURATION DEAD LOADS AND 2) SHORT-DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 6.CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787, "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<1 MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2) MAXIMUM PERMANENT (75-YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN TRUCK. 7.REQUIREMENTS FOR HANDLING AND INSTALLATION: ·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. ·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3”. ·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 500 LBS/IN/IN. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. 8.ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGN ENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: ·THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER. ·THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FOR DEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE. ·THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGN EXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN. 9.CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY. FOR STORMTECH INSTRUCTIONS, DOWNLOAD THE INSTALLATION APP SHEET OFDATE:PROJECT #:DRAWN:CHECKED:THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.4640 TRUEMAN BLVDHILLIARD, OH 43026ADVANCED DRAINAGE SYSTEMS, INC.R2 710/11/2020S204757MFSRWDFORT COLLINS, COKING SOOPERSDATEDRWNCHKDDESCRIPTION10/15/20NBRJPR18 CHAMBERS RELOCATED 11/17/20GDLCJDINCREASED VOLUME, EXPANDED SYSTEM EAST01/21/2021GDLJPRREVISED PER ENGINEER01/29/21GDLJPRADDED UNDERDRAIN02/02/21SDMSDMREVISED BOTTOM OF STONE PER EPM03/15/21SDMCTSREVISED PER NEW PLANS & NOTES0030'60'520 CROMWELL AVENUE | ROCKY HILL | CT | 06067860-529-8188 |888-892-2694 | WWW.STORMTECH.COMDetention Retention Water QualityNOTES ·MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECHNICAL NOTE 6.32 FOR MANIFOLD SIZING GUIDANCE. ·DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD. ·THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET. ·THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR DETERMINING THE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION IS PROVIDED. ·STRUCTURES SHOWN ON THIS DESIGN ARE NOT INTENDED FOR MANWAY ACCESS. INSPECTION AND MAINTENANCE OF THE SYSTEM VIA THESE STRUCTURES IS RECOMMENDED TO BE COMPLETED WITH REMOTE CONTROLLED EQUIPMENT, OR ADHERE TO GUIDANCE BY PROFESSIONAL MAINTENANCE COMPANY. 24" X 24" ADS N-12 BOTTOM MANIFOLD INVERT 2.26" ABOVE CHAMBER BASE (SEE NOTES) INSPECTION PORT (TYP 14 PLACES) ISOLATOR ROW PLUS (SEE DETAIL / TYP 6 PLACES) OUTLET STRUCTURE PER PLAN MAXIMUM OUTLET FLOW 7.0 CFS (DESIGN BY ENGINEER / PROVIDED BY OTHERS) PLACE MINIMUM 17.5' OF ADSPLUS175 GEOTEXTILE OVER BEDDING STONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALL CHAMBER INLET ROWS 24" PARTIAL CUT END CAP, PART# MC4500IEPP24B OR MC4500IEPP24BW TYP OF ALL MC-4500 24" BOTTOM CONNECTIONS AND ISOLATOR PLUS ROWS PROPOSED LAYOUT 387 STORMTECH MC-4500 CHAMBERS 50 STORMTECH MC-4500 END CAPS 12 STONE ABOVE (in) 9 STONE BELOW (in) 40 % STONE VOID 74423 INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED) 67467 INSTALLED SYSTEM A VOLUME (CF) (PERIMETER STONE INCLUDED) 15232 ISOLATOR ROW WATER QUALITY A VOLUME PROVIDED (CF) (PERIMETER STONE INCLUDED) 5502 ISOLATOR ROW WATER QUALITY B VOLUME PROVIDED (CF) (PERIMETER STONE INCLUDED) 17965 SYSTEM AREA (ft²) 1118 SYSTEM PERIMETER (ft) PROPOSED ELEVATIONS 5023.21 MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED) 5018.71 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC) 5018.21 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC) 5018.21 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT) 5018.21 MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT) 5017.21 TOP OF STONE 5016.21 TOP OF MC-4500 CHAMBER 5011.40 36'' X 24" MANIFOLD INVERT 5011.40 24" ISOLATOR ROW PLUS CONNECTION INVERT 5011.40 24" BOTTOM CONNECTION INVERT 5011.38 36" BOTTOM CONNECTION INVERT 5011.21 BOTTOM OF MC-4500 CHAMBER 5010.46 UNDERDRAIN INVERT 5010.46 BOTTOM OF STONE 36" X 24" ADS N-12 INVERT MATCHING MANIFOLD MAXIMUM INLET FLOW 69.2 CFS 2.26" ABOVE CHAMBER BASE (SEE NOTES) OUTLET CONTROL STRUCTURE PER PLAN SHOWN AS 30" NYLOPLAST BASIN (DESIGN BY ENGINEER) STRUCTURE PER PLAN FOR ISOLATOR ROW ACCESS (DESIGN BY ENGINEER / PROVIDED BY OTHERS) STRUCTURE PER PLAN FOR ISOLATOR ROW ACCESS (DESIGN BY ENGINEER / PROVIDED BY OTHERS) STRUCTURE PER PLAN W/ WEIR (DESIGN BY ENGINEER / PROVIDED BY OTHERS) 36" BOTTOM CONNECTION 2.04" ABOVE CHAMBER BASE (SEE NOTES / TYP 3 PLACES) 24" X 24" ADS N-12 BOTTOM MANIFOLD INVERT 2.26" ABOVE CHAMBER BASE INSTALL FLAMP ON 24" ACCESS PIPE PART# MC450024RAMP (TYP 7 PLACES) 4" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAIN (SIZE TBD BY ENGINEER / SOLID OUTSIDE PERIMETER STONE) (TYP 2 PLACES) 24" ADS N-12 BOTTOM CONNECTION INVERT 2.26" ABOVE CHAMBER BASE 24" X 24" ADS N-12 BOTTOM MANIFOLD INVERT 2.26" ABOVE CHAMBER BASE (SEE NOTES) 30" NYLOPLAST BASIN PER PLAN (24" SUMP MIN) 30" NYLOPLAST BASIN PER PLAN (24" SUMP MIN) (SIZE TBD BY ENGINEER) ADS N-12 BOTTOM CONNECTION 30" NYLOPLAST BASIN PER PLAN (24" SUMP MIN) ENCASEMENT REQUIRED 24" X 24" ADS N-12 TEE 24" ADS N-12 BOTTOM CONNECTION INVERT 2.26" ABOVE CHAMBER BASE (SEE NOTES) WATER QUALITY SECTION B WATER QUALITY SECTION A SYSTEM A DATEDRWNCHKDDESCRIPTION03/19/21SDMJEKREVISED PER NEW PLANS & MARK UP03/22/21SDMRWDREVISED PER NEW PLANS & MARK UP03/24/21SDMJKLREVISED PER ENGINEER'S MARK UPS04/30/21SDMCTSREVISED PER ENGINEER'S MARK UPS-------------------------------- SHEET OFDATE:PROJECT #:DRAWN:CHECKED:THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.4640 TRUEMAN BLVDHILLIARD, OH 43026ADVANCED DRAINAGE SYSTEMS, INC.R3 710/11/2020S204757MFSRWDFORT COLLINS, COKING SOOPERSDATEDRWNCHKDDESCRIPTION10/15/20NBRJPR18 CHAMBERS RELOCATED 11/17/20GDLCJDINCREASED VOLUME, EXPANDED SYSTEM EAST01/21/2021GDLJPRREVISED PER ENGINEER01/29/21GDLJPRADDED UNDERDRAIN02/02/21SDMSDMREVISED BOTTOM OF STONE PER EPM03/15/21SDMCTSREVISED PER NEW PLANS & NOTES0025'50'520 CROMWELL AVENUE | ROCKY HILL | CT | 06067860-529-8188 |888-892-2694 | WWW.STORMTECH.COMDetention Retention Water Quality26.00'29.01'26.00'32.78' 69.87' 69.87' 25.59' 25.59'21.57' 29.62' 106.09' 166.47' 45.72' 53.77' 56.87'26.00'73.89' 81.15' 61.82' 69.08'10.33'20.02'81.00'20.71' 8.05' 33.64'13.52'17.42'24.15' 78.11'27.25'9.08'9.08'9.08'64.83'20.71'20.12'47.72'8.05'119.93'9.08'73.89'DATEDRWNCHKDDESCRIPTION03/19/21SDMJEKREVISED PER NEW PLANS & MARK UP03/22/21SDMRWDREVISED PER NEW PLANS & MARK UP03/24/21SDMJKLREVISED PER ENGINEER'S MARK UPS04/30/21SDMCTSREVISED PER ENGINEER'S MARK UPS-------------------------------- SHEET OFDATE:PROJECT #:DRAWN:CHECKED:THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.4640 TRUEMAN BLVDHILLIARD, OH 43026ADVANCED DRAINAGE SYSTEMS, INC.R4 710/11/2020S204757MFSRWDFORT COLLINS, COKING SOOPERSDATEDRWNCHKDDESCRIPTION10/15/20NBRJPR18 CHAMBERS RELOCATED 11/17/20GDLCJDINCREASED VOLUME, EXPANDED SYSTEM EAST01/21/2021GDLJPRREVISED PER ENGINEER01/29/21GDLJPRADDED UNDERDRAIN02/02/21SDMSDMREVISED BOTTOM OF STONE PER EPM03/15/21SDMCTSREVISED PER NEW PLANS & NOTES520 CROMWELL AVENUE | ROCKY HILL | CT | 06067860-529-8188 |888-892-2694 | WWW.STORMTECH.COMDetention Retention Water QualityACCEPTABLE FILL MATERIALS: STORMTECH MC-4500 CHAMBER SYSTEMS PLEASE NOTE: 1.THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE". 2.STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9" (230 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR. 3.WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR COMPACTION REQUIREMENTS. 4.ONCE LAYER 'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER 'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION. NOTES: 1.CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 60x101 2.MC-4500 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 3.THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. 4.PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 5.REQUIREMENTS FOR HANDLING AND INSTALLATION: ·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. ·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3”. ·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 500 LBS/IN/IN. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. MATERIAL LOCATION DESCRIPTION AASHTO MATERIAL CLASSIFICATIONS COMPACTION / DENSITY REQUIREMENT D FINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE TOP OF THE 'C' LAYER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THE 'D' LAYER ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS. CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS.N/A PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND PREPARATION REQUIREMENTS. C INITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THE TOP OF THE EMBEDMENT STONE ('B' LAYER) TO 24" (600 mm) ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THE 'C' LAYER. GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES OR PROCESSED AGGREGATE. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS LAYER. AASHTO M145¹ A-1, A-2-4, A-3 OR AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10 BEGIN COMPACTIONS AFTER 24" (600 mm) OF MATERIAL OVER THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN 12" (300 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FOR PROCESSED AGGREGATE MATERIALS. B EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS FROM THE FOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER ABOVE. CLEAN, CRUSHED, ANGULAR STONE AASHTO M43¹ 3, 4 A FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER.CLEAN, CRUSHED, ANGULAR STONE AASHTO M43¹ 3, 4 PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.2,3 NO COMPACTION REQUIRED. 24" (600 mm) MIN* 7.0' (2.1 m) MAX 12" (300 mm) MIN100" (2540 mm) ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS 12" (300 mm) MIN 12" (300 mm) MIN 9" (230 mm) MIN D C B A *TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 30" (750 mm). DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 9" (230 mm) MIN PERIMETER STONE (SEE NOTE 4) EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) MC-4500 END CAP SUBGRADE SOILS (SEE NOTE 3) PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) 60" (1524 mm) **THIS CROSS SECTION DETAIL REPRESENTS MINIMUM REQUIREMENTS FOR INSTALLATION. PLEASE SEE THE LAYOUT SHEET(S) FOR PROJECT SPECIFIC REQUIREMENTS.DATEDRWNCHKDDESCRIPTION03/19/21SDMJEKREVISED PER NEW PLANS & MARK UP03/22/21SDMRWDREVISED PER NEW PLANS & MARK UP03/24/21SDMJKLREVISED PER ENGINEER'S MARK UPS04/30/21SDMCTSREVISED PER ENGINEER'S MARK UPS-------------------------------- SHEET OFDATE:PROJECT #:DRAWN:CHECKED:THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.4640 TRUEMAN BLVDHILLIARD, OH 43026ADVANCED DRAINAGE SYSTEMS, INC.R5 710/11/2020S204757MFSRWDFORT COLLINS, COKING SOOPERSDATEDRWNCHKDDESCRIPTION10/15/20NBRJPR18 CHAMBERS RELOCATED 11/17/20GDLCJDINCREASED VOLUME, EXPANDED SYSTEM EAST01/21/2021GDLJPRREVISED PER ENGINEER01/29/21GDLJPRADDED UNDERDRAIN02/02/21SDMSDMREVISED BOTTOM OF STONE PER EPM03/15/21SDMCTSREVISED PER NEW PLANS & NOTES520 CROMWELL AVENUE | ROCKY HILL | CT | 06067860-529-8188 |888-892-2694 | WWW.STORMTECH.COMDetention Retention Water QualityINSPECTION & MAINTENANCE STEP 1)INSPECT ISOLATOR ROW PLUS FOR SEDIMENT A.INSPECTION PORTS (IF PRESENT) A.1.REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN A.2.REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED A.3.USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG A.4.LOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL) A.5.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. B.ALL ISOLATOR PLUS ROWS B.1.REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUS B.2.USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPE i)MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY ii)FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE B.3.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. STEP 2)CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESS A.A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED B.APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN C.VACUUM STRUCTURE SUMP AS REQUIRED STEP 3)REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS. STEP 4)INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. NOTES 1.INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. 2.CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. SUMP DEPTH TBD BY SITE DESIGN ENGINEER (24" [600 mm] MIN RECOMMENDED) CATCH BASIN OR MANHOLE MC-4500 ISOLATOR ROW PLUS DETAIL NTS OPTIONAL INSPECTION PORT MC-4500 END CAP 24" (600 mm) HDPE ACCESS PIPE REQUIRED USE FACTORY PARTIAL CUT END CAP PART #: MC4500REPE24BC OR MC4500REPE24BW STORMTECH HIGHLY RECOMMENDS FLEXSTORM INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES COVER PIPE CONNECTION TO END CAP WITH ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ONE LAYER OF ADSPLUS175 WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 10.3' (3.1 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS MC-4500 CHAMBER INSTALL FLAMP ON 24" (600 mm) ACCESS PIPE PART #: MC450024RAMP WEIR HEIGHT TBD BY SITE DESIGN ENGINEER WEIR NOTE: INSPECTION PORTS MAY BE CONNECTED THROUGH ANY CHAMBER CORRUGATION VALLEY. STORMTECH CHAMBER CONCRETE COLLAR PAVEMENT 12" (300 mm) MIN WIDTH CONCRETE SLAB 6" (150 mm) MIN THICKNESS 4" PVC INSPECTION PORT DETAIL (MC SERIES CHAMBER) NTS 8" NYLOPLAST INSPECTION PORT BODY (PART# 2708AG4IPKIT) OR TRAFFIC RATED BOX W/SOLID LOCKING COVER CONCRETE COLLAR NOT REQUIRED FOR UNPAVED APPLICATIONS 4" (100 mm) SDR 35 PIPE 4" (100 mm) INSERTA TEE TO BE CENTERED ON CORRUGATION VALLEY DATEDRWNCHKDDESCRIPTION03/19/21SDMJEKREVISED PER NEW PLANS & MARK UP03/22/21SDMRWDREVISED PER NEW PLANS & MARK UP03/24/21SDMJKLREVISED PER ENGINEER'S MARK UPS04/30/21SDMCTSREVISED PER ENGINEER'S MARK UPS-------------------------------- SHEET OFDATE:PROJECT #:DRAWN:CHECKED:THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.4640 TRUEMAN BLVDHILLIARD, OH 43026ADVANCED DRAINAGE SYSTEMS, INC.R6 710/11/2020S204757MFSRWDFORT COLLINS, COKING SOOPERSDATEDRWNCHKDDESCRIPTION10/15/20NBRJPR18 CHAMBERS RELOCATED 11/17/20GDLCJDINCREASED VOLUME, EXPANDED SYSTEM EAST01/21/2021GDLJPRREVISED PER ENGINEER01/29/21GDLJPRADDED UNDERDRAIN02/02/21SDMSDMREVISED BOTTOM OF STONE PER EPM03/15/21SDMCTSREVISED PER NEW PLANS & NOTES520 CROMWELL AVENUE | ROCKY HILL | CT | 06067860-529-8188 |888-892-2694 | WWW.STORMTECH.COMDetention Retention Water QualityMC-4500 TECHNICAL SPECIFICATION NTS PART #STUB B C MC4500IEPP06T 6" (150 mm)42.54" (1081 mm)--- MC4500IEPP06B ---0.86" (22 mm) MC4500IEPP08T 8" (200 mm)40.50" (1029 mm)--- MC4500IEPP08B ---1.01" (26 mm) MC4500IEPP10T 10" (250 mm)38.37" (975 mm)--- MC4500IEPP10B ---1.33" (34 mm) MC4500IEPP12T 12" (300 mm)35.69" (907 mm)--- MC4500IEPP12B ---1.55" (39 mm) MC4500IEPP15T 15" (375 mm)32.72" (831 mm)--- MC4500IEPP15B ---1.70" (43 mm) MC4500IEPP18T 18" (450 mm) 29.36" (746 mm)---MC4500IEPP18TW MC4500IEPP18B ---1.97" (50 mm) MC4500IEPP18BW MC4500IEPP24T 24" (600 mm) 23.05" (585 mm)---MC4500IEPP24TW MC4500IEPP24B ---2.26" (57 mm) MC4500IEPP24BW MC4500IEPP30BW 30" (750 mm)---2.95" (75 mm) MC4500IEPP36BW 36" (900 mm)---3.25" (83 mm) MC4500IEPP42BW 42" (1050 mm)---3.55" (90 mm) NOTE: ALL DIMENSIONS ARE NOMINAL NOMINAL CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH)100.0" X 60.0" X 48.3" (2540 mm X 1524 mm X 1227 mm) CHAMBER STORAGE 106.5 CUBIC FEET (3.01 m³) MINIMUM INSTALLED STORAGE*162.6 CUBIC FEET (4.60 m³) WEIGHT (NOMINAL)125.0 lbs.(56.7 kg) NOMINAL END CAP SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH)90.0" X 61.0" X 32.8" (2286 mm X 1549 mm X 833 mm) END CAP STORAGE 39.5 CUBIC FEET (1.12 m³) MINIMUM INSTALLED STORAGE*115.3 CUBIC FEET (3.26 m³) WEIGHT (NOMINAL)90 lbs.(40.8 kg) *ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION AND BETWEEN CHAMBERS, 12" (305 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITY. PARTIAL CUT HOLES AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B" PARTIAL CUT HOLES AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T" END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W" B C 52.0" (1321 mm) 48.3" (1227 mm) INSTALLED 60.0" (1524 mm) 100.0" (2540 mm)90.0" (2286 mm) 61.0" (1549 mm) 32.8" (833 mm) INSTALLED 38.0" (965 mm) CUSTOM PREFABRICATED INVERTS ARE AVAILABLE UPON REQUEST. INVENTORIED MANIFOLDS INCLUDE 12-24" (300-600 mm) SIZE ON SIZE AND 15-48" (375-1200 mm) ECCENTRIC MANIFOLDS. CUSTOM INVERT LOCATIONS ON THE MC-4500 END CAP CUT IN THE FIELD ARE NOT RECOMMENDED FOR PIPE SIZES GREATER THAN 10" (250 mm). THE INVERT LOCATION IN COLUMN 'B' ARE THE HIGHEST POSSIBLE FOR THE PIPE SIZE. UPPER JOINT CORRUGATION WEB CREST CREST STIFFENING RIB VALLEY STIFFENING RIB BUILD ROW IN THIS DIRECTION LOWER JOINT CORRUGATION FOOT MC-SERIES END CAP INSERTION DETAIL NTS NOTE: MANIFOLD STUB MUST BE LAID HORIZONTAL FOR A PROPER FIT IN END CAP OPENING. 12" (300 mm) MIN SEPARATION 12" (300 mm) MIN INSERTION MANIFOLD HEADER MANIFOLD STUB STORMTECH END CAP 12" (300 mm) MIN SEPARATION 12" (300 mm) MIN INSERTION MANIFOLD HEADER MANIFOLD STUB UNDERDRAIN DETAIL NTS A A B B SECTION A-A SECTION B-B NUMBER AND SIZE OF UNDERDRAINS PER SITE DESIGN ENGINEER 4" (100 mm) TYP FOR SC-310 & SC-160LP SYSTEMS 6" (150 mm) TYP FOR SC-740, DC-780, MC-3500 & MC-4500 SYSTEMS OUTLET MANIFOLD STORMTECH END CAP STORMTECH CHAMBERS STORMTECH CHAMBER STORMTECH END CAP DUAL WALL PERFORATED HDPE UNDERDRAIN ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE FOUNDATION STONE BENEATH CHAMBERS FOUNDATION STONE BENEATH CHAMBERS DATEDRWNCHKDDESCRIPTION03/19/21SDMJEKREVISED PER NEW PLANS & MARK UP03/22/21SDMRWDREVISED PER NEW PLANS & MARK UP03/24/21SDMJKLREVISED PER ENGINEER'S MARK UPS04/30/21SDMCTSREVISED PER ENGINEER'S MARK UPS-------------------------------- DATEDRWNCHKDDESCRIPTION03/19/21SDMJEKREVISED PER NEW PLANS & MARK UP03/22/21SDMRWDREVISED PER NEW PLANS & MARK UP03/24/21SDMJKLREVISED PER ENGINEER'S MARK UPS04/30/21SDMCTSREVISED PER ENGINEER'S MARK UPS--------------------------------SHEET OFDATE:PROJECT #:DRAWN:CHECKED:THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.4640 TRUEMAN BLVDHILLIARD, OH 43026ADVANCED DRAINAGE SYSTEMS, INC.R7 710/11/2020S204757MFSRWDFORT COLLINS, COKING SOOPERSDATEDRWNCHKDDESCRIPTION10/15/20NBRJPR18 CHAMBERS RELOCATED 11/17/20GDLCJDINCREASED VOLUME, EXPANDED SYSTEM EAST01/21/2021GDLJPRREVISED PER ENGINEER01/29/21GDLJPRADDED UNDERDRAIN02/02/21SDMSDMREVISED BOTTOM OF STONE PER EPM03/15/21SDMCTSREVISED PER NEW PLANS & NOTESTRAFFIC LOADS: CONCRETE DIMENSIONS ARE FOR GUIDELINE PUPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE DESIGNED GIVING CONSIDERATION FOR LOCAL SOIL CONDITIONS, TRAFFIC LOADING & OTHER APPLICABLE DESIGN FACTORS ADAPTER ANGLES VARIABLE 0°- 360° ACCORDING TO PLANS A 18" (457 mm) MIN WIDTH AASHTO H-20 CONCRETE SLAB 8" (203 mm) MIN THICKNESS VARIABLE SUMP DEPTH ACCORDING TO PLANS [6" (152 mm) MIN ON 8-24" (200-600 mm), 10" (254 mm) MIN ON 30" (750 mm)] 4" (102 mm) MIN ON 8-24" (200-600 mm) 6" (152 mm) MIN ON 30" (750 mm) 12" (610 mm) MIN (FOR AASHTO H-20) INVERT ACCORDING TO PLANS/TAKE OFF BACKFILL MATERIAL BELOW AND TO SIDES OF STRUCTURE SHALL BE ASTM D2321 CLASS I OR II CRUSHED STONE OR GRAVEL AND BE PLACED UNIFORMLY IN 12" (305 mm) LIFTS AND COMPACTED TO MIN OF 90% INTEGRATED DUCTILE IRON FRAME & GRATE/SOLID TO MATCH BASIN O.D. NYLOPLAST DRAIN BASIN NTS NOTES 1.8-30" (200-750 mm) GRATES/SOLID COVERS SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05 2.12-30" (300-750 mm) FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05 3.DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS 4.DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212 FOR CORRUGATED HDPE (ADS & HANCOR DUAL WALL) & SDR 35 PVC 5.FOR COMPLETE DESIGN AND PRODUCT INFORMATION: WWW.NYLOPLAST-US.COM 6.TO ORDER CALL: 800-821-6710 A PART #GRATE/SOLID COVER OPTIONS 8" (200 mm)2808AG PEDESTRIAN LIGHT DUTY STANDARD LIGHT DUTY SOLID LIGHT DUTY 10" (250 mm)2810AG PEDESTRIAN LIGHT DUTY STANDARD LIGHT DUTY SOLID LIGHT DUTY 12" (300 mm)2812AG PEDESTRIAN AASHTO H-10 STANDARD AASHTO H-20 SOLID AASHTO H-20 15" (375 mm)2815AG PEDESTRIAN AASHTO H-10 STANDARD AASHTO H-20 SOLID AASHTO H-20 18" (450 mm)2818AG PEDESTRIAN AASHTO H-10 STANDARD AASHTO H-20 SOLID AASHTO H-20 24" (600 mm)2824AG PEDESTRIAN AASHTO H-10 STANDARD AASHTO H-20 SOLID AASHTO H-20 30" (750 mm)2830AG PEDESTRIAN AASHTO H-20 STANDARD AASHTO H-20 SOLID AASHTO H-20 VARIOUS TYPES OF INLET AND OUTLET ADAPTERS AVAILABLE: 4-30" (100-750 mm) FOR CORRUGATED HDPE WATERTIGHT JOINT (CORRUGATED HDPE SHOWN)Nyloplast770-932-2443 | WWW.NYLOPLAST-US.COM® WATER QUALITY SECTION B WATER QUALITY SECTION A SYSTEM A Project: Chamber Model - MC-4500 Units -Imperial Number of Chambers -387 Number of End Caps - 50 Voids in the stone (porosity) - 40 % Base of Stone Elevation - 5010.46 ft Amount of Stone Above Chambers - 12 in Amount of Stone Below Chambers - 9 in 9 Area of system - 17965 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) 81 0.00 0.00 0.00 0.00 598.83 598.83 74422.66 5017.21 80 0.00 0.00 0.00 0.00 598.83 598.83 73823.83 5017.13 79 0.00 0.00 0.00 0.00 598.83 598.83 73224.99 5017.04 78 0.00 0.00 0.00 0.00 598.83 598.83 72626.16 5016.96 77 0.00 0.00 0.00 0.00 598.83 598.83 72027.33 5016.88 76 0.00 0.00 0.00 0.00 598.83 598.83 71428.49 5016.79 75 0.00 0.00 0.00 0.00 598.83 598.83 70829.66 5016.71 74 0.00 0.00 0.00 0.00 598.83 598.83 70230.83 5016.63 73 0.00 0.00 0.00 0.00 598.83 598.83 69631.99 5016.54 72 0.00 0.00 0.00 0.00 598.83 598.83 69033.16 5016.46 71 0.00 0.00 0.00 0.00 598.83 598.83 68434.33 5016.38 70 0.00 0.00 0.00 0.00 598.83 598.83 67835.49 5016.29 69 0.04 0.01 15.85 0.65 592.23 608.74 67236.66 5016.21 68 0.12 0.03 44.93 1.70 580.18 626.81 66627.92 5016.13 67 0.16 0.05 63.75 2.59 572.30 638.64 66001.11 5016.04 66 0.21 0.07 80.78 3.30 565.20 649.28 65362.48 5015.96 65 0.27 0.08 103.85 4.15 555.63 663.64 64713.20 5015.88 64 0.45 0.11 175.23 5.27 526.63 707.13 64049.56 5015.79 63 0.67 0.13 257.46 6.62 493.20 757.28 63342.43 5015.71 62 0.80 0.16 309.22 8.05 471.93 789.19 62585.15 5015.63 61 0.91 0.19 351.44 9.43 454.48 815.36 61795.96 5015.54 60 1.00 0.22 388.12 10.93 439.21 838.26 60980.60 5015.46 59 1.09 0.25 420.80 12.35 425.58 858.72 60142.33 5015.38 58 1.16 0.28 450.27 13.76 413.22 877.25 59283.61 5015.29 57 1.23 0.30 477.56 15.09 401.77 894.43 58406.36 5015.21 56 1.30 0.33 502.98 16.38 391.09 910.44 57511.94 5015.13 55 1.36 0.35 526.72 17.73 381.06 925.50 56601.49 5015.04 54 1.42 0.38 549.04 19.18 371.54 939.77 55675.99 5014.96 53 1.47 0.41 570.18 20.46 362.58 953.22 54736.22 5014.88 52 1.53 0.44 590.23 22.04 353.92 966.20 53783.01 5014.79 51 1.57 0.47 609.33 23.44 345.73 978.49 52816.81 5014.71 50 1.62 0.50 627.48 24.76 337.94 990.18 51838.31 5014.63 49 1.67 0.52 644.83 26.03 330.49 1001.35 50848.14 5014.54 48 1.71 0.54 661.43 27.22 323.37 1012.02 49846.78 5014.46 47 1.75 0.57 677.28 28.34 316.58 1022.21 48834.76 5014.38 46 1.79 0.59 692.46 29.43 310.08 1031.96 47812.55 5014.29 45 1.83 0.61 707.12 30.50 303.78 1041.41 46780.59 5014.21 44 1.86 0.63 721.15 31.61 297.73 1050.49 45739.18 5014.13 43 1.90 0.64 734.65 32.15 292.11 1058.92 44688.69 5014.04 42 1.93 0.68 747.62 33.87 286.24 1067.73 43629.78 5013.96 41 1.96 0.70 760.10 34.99 280.80 1075.89 42562.05 5013.88 40 2.00 0.72 772.11 36.12 275.54 1083.77 41486.16 5013.79 39 2.03 0.74 783.68 37.19 270.49 1091.35 40402.39 5013.71 38 2.05 0.76 794.82 38.22 265.62 1098.66 39311.04 5013.63 37 2.08 0.79 805.54 39.28 260.91 1105.72 38212.38 5013.54 36 2.11 0.80 815.83 40.14 256.45 1112.41 37106.66 5013.46 35 2.13 0.82 825.80 41.00 252.11 1118.91 35994.25 5013.38 34 2.16 0.84 835.41 41.93 247.90 1125.23 34875.34 5013.29 33 2.18 0.85 844.64 42.56 243.95 1131.16 33750.11 5013.21 32 2.21 0.86 853.54 42.98 240.23 1136.74 32618.95 5013.13 31 2.23 0.89 862.10 44.47 236.20 1142.78 31482.21 5013.04 30 2.25 0.90 870.31 45.21 232.62 1148.15 30339.43 5012.96 29 2.27 0.92 878.24 45.86 229.19 1153.29 29191.28 5012.88 28 2.29 0.92 885.84 45.99 226.10 1157.93 28037.99 5012.79 27 2.31 0.94 893.14 47.17 222.71 1163.02 26880.06 5012.71 26 2.33 0.96 900.14 47.82 219.65 1167.61 25717.04 5012.63 25 2.34 0.97 906.86 48.43 216.72 1172.01 24549.43 5012.54 24 2.36 0.98 913.28 49.07 213.89 1176.25 23377.43 5012.46 23 2.38 0.97 919.43 48.56 211.64 1179.63 22201.18 5012.38 22 2.39 1.00 925.31 50.16 208.65 1184.12 21021.55 5012.29 21 2.41 1.01 930.91 50.56 206.25 1187.72 19837.44 5012.21 20 2.42 1.02 936.25 51.02 203.92 1191.20 18649.72 5012.13 19 2.43 1.03 941.33 51.52 201.69 1194.54 17458.53 5012.04 18 2.44 1.04 946.15 51.94 199.60 1197.69 16263.98 5011.96 17 2.46 1.05 950.72 52.32 197.62 1200.66 15066.30 5011.88 16 2.47 1.05 955.03 52.70 195.74 1203.47 13865.64 5011.79 15 2.48 1.05 959.10 52.52 194.19 1205.80 12662.17 5011.71 14 2.49 1.06 962.95 52.83 192.52 1208.31 11456.37 5011.63 13 2.50 1.08 966.61 53.77 190.68 1211.06 10248.06 5011.54 12 2.51 1.08 970.02 54.14 189.17 1213.33 9037.00 5011.46 11 2.51 1.09 973.20 54.41 187.79 1215.39 7823.67 5011.38 10 2.53 1.11 977.92 55.32 185.54 1218.78 6608.28 5011.29 9 0.00 0.00 0.00 0.00 598.83 598.83 5389.50 5011.21 8 0.00 0.00 0.00 0.00 598.83 598.83 4790.67 5011.13 7 0.00 0.00 0.00 0.00 598.83 598.83 4191.83 5011.04 6 0.00 0.00 0.00 0.00 598.83 598.83 3593.00 5010.96 5 0.00 0.00 0.00 0.00 598.83 598.83 2994.17 5010.88 4 0.00 0.00 0.00 0.00 598.83 598.83 2395.33 5010.79 3 0.00 0.00 0.00 0.00 598.83 598.83 1796.50 5010.71 2 0.00 0.00 0.00 0.00 598.83 598.83 1197.67 5010.63 1 0.00 0.00 0.00 0.00 598.83 598.83 598.83 5010.54 StormTech MC-4500 Cumulative Storage Volumes Rev10 King Soopers (S204757) 4-30-2021 15844 sf min. area Include Perimeter Stone in Calculations Click Here for Metric Project: Basin ID: Depth Increment = ft Watershed Information Flood Control Only Media Surface -- 0.00 -- -- -- 7,186 0.165 Selected BMP Type =No BMP -- 0.08 -- -- -- 7,186 0.165 575 0.013 Watershed Area = 6.98 acres -- 0.17 -- -- -- 7,186 0.165 1,150 0.026 Watershed Length = 700 ft -- 0.25 -- -- -- 7,186 0.165 1,797 0.041 Watershed Length to Centroid = 372 ft -- 0.33 -- -- -- 7,186 0.165 2,371 0.054 Watershed Slope = 0.020 ft/ft -- 0.42 -- -- -- 7,186 0.165 2,946 0.068 Watershed Imperviousness = 88% percent -- 0.50 -- -- -- 7,186 0.165 3,593 0.082 Percentage Hydrologic Soil Group A = 0.0% percent -- 0.58 -- -- -- 7,186 0.165 4,168 0.096 Percentage Hydrologic Soil Group B = 0.0% percent -- 0.67 -- -- -- 7,186 0.165 4,743 0.109 Percentage Hydrologic Soil Groups C/D = 100.0% percent -- 0.75 -- -- -- 7,186 0.165 5,390 0.124 Target WQCV Drain Time = N/A hours -- 0.83 -- -- -- 14,599 0.335 6,250 0.143 Location for 1-hr Rainfall Depths = User Input -- 0.92 -- -- -- 14,562 0.334 7,417 0.170 -- 1.00 -- -- -- 14,536 0.334 8,726 0.200 -- 1.08 -- -- -- 14,508 0.333 9,888 0.227 Optional User Overrides -- 1.17 -- -- -- 14,478 0.332 11,048 0.254 Water Quality Capture Volume (WQCV) =0.329 acre-feet 0.329 acre-feet -- 1.25 -- -- -- 14,447 0.332 12,349 0.284 Excess Urban Runoff Volume (EURV) = 0.608 acre-feet acre-feet -- 1.33 -- -- -- 14,414 0.331 13,504 0.310 2-yr Runoff Volume (P1 = 0.98 in.) = 0.470 acre-feet 0.98 inches -- 1.42 -- -- -- 14,379 0.330 14,656 0.336 5-yr Runoff Volume (P1 = 1.36 in.) = 0.690 acre-feet 1.36 inches -- 1.50 -- -- -- 14,343 0.329 15,949 0.366 10-yr Runoff Volume (P1 = 1.71 in.) = 0.898 acre-feet 1.71 inches -- 1.58 -- -- -- 14,304 0.328 17,094 0.392 25-yr Runoff Volume (P1 = 2.31 in.) = 1.259 acre-feet 2.31 inches -- 1.67 -- -- -- 14,263 0.327 18,237 0.419 50-yr Runoff Volume (P1 = 2.91 in.) = 1.618 acre-feet 2.91 inches -- 1.75 -- -- -- 14,221 0.326 19,519 0.448 100-yr Runoff Volume (P1 = 3.67 in.) = 2.079 acre-feet 3.67 inches -- 1.83 -- -- -- 14,176 0.325 20,655 0.474 500-yr Runoff Volume (P1 = 3.14 in.) = 1.760 acre-feet inches -- 1.92 -- -- -- 14,129 0.324 21,788 0.500 Approximate 2-yr Detention Volume = 0.456 acre-feet -- 2.00 -- -- -- 14,080 0.323 23,057 0.529 Approximate 5-yr Detention Volume = 0.672 acre-feet -- 2.08 -- -- -- 14,029 0.322 24,182 0.555 Approximate 10-yr Detention Volume = 0.838 acre-feet -- 2.17 -- -- -- 13,976 0.321 25,302 0.581 Approximate 25-yr Detention Volume = 1.048 acre-feet -- 2.25 -- -- -- 13,921 0.320 26,558 0.610 Approximate 50-yr Detention Volume = 1.199 acre-feet -- 2.33 -- -- -- 13,867 0.318 27,669 0.635 Approximate 100-yr Detention Volume = 1.405 acre-feet -- 2.42 -- -- -- 13,805 0.317 28,777 0.661 -- 2.50 -- -- -- 13,741 0.315 30,016 0.689 Define Zones and Basin Geometry -- 2.58 -- -- -- 13,676 0.314 31,113 0.714 Zone 1 Volume (User Defined) = 1.663 acre-feet -- 2.67 -- -- -- 13,609 0.312 32,205 0.739 Select Zone 2 Storage Volume (Optional) = acre-feet -- 2.75 -- -- -- 13,540 0.311 33,427 0.767 Select Zone 3 Storage Volume (Optional) = acre-feet -- 2.83 -- -- -- 13,467 0.309 34,507 0.792 Total Detention Basin Volume = 1.663 acre-feet -- 2.92 -- -- -- 13,392 0.307 35,582 0.817 Initial Surcharge Volume (ISV) = N/A ft 3 -- 3.00 -- -- -- 13,315 0.306 36,784 0.844 Initial Surcharge Depth (ISD) = N/A ft -- 3.08 -- -- -- 13,234 0.304 37,846 0.869 Total Available Detention Depth (Htotal) =user ft -- 3.17 -- -- -- 13,151 0.302 38,902 0.893 Depth of Trickle Channel (HTC) = user ft -- 3.25 -- -- -- 13,065 0.300 40,082 0.920 Slope of Trickle Channel (STC) =user ft/ft -- 3.33 -- -- -- 12,975 0.298 41,124 0.944 Slopes of Main Basin Sides (Smain) =user H:V -- 3.42 -- -- -- 12,882 0.296 42,158 0.968 Basin Length-to-Width Ratio (RL/W) =user -- 3.50 -- -- -- 12,786 0.294 43,314 0.994 -- 3.58 -- -- -- 12,685 0.291 44,333 1.018 Initial Surcharge Area (AISV) =user ft 2 -- 3.67 -- -- -- 12,581 0.289 45,344 1.041 Surcharge Volume Length (LISV) =user ft -- 3.75 -- -- -- 12,474 0.286 46,472 1.067 Surcharge Volume Width (WISV) =user ft -- 3.83 -- -- -- 12,361 0.284 47,465 1.090 Depth of Basin Floor (HFLOOR) =user ft -- 3.92 -- -- -- 12,244 0.281 48,450 1.112 Length of Basin Floor (LFLOOR) =user ft -- 4.00 -- -- -- 12,123 0.278 49,547 1.137 Width of Basin Floor (WFLOOR) =user ft -- 4.08 -- -- -- 11,995 0.275 50,512 1.160 Area of Basin Floor (AFLOOR) =user ft 2 -- 4.17 -- -- -- 11,862 0.272 51,467 1.182 Volume of Basin Floor (VFLOOR) =user ft 3 -- 4.25 -- -- -- 11,723 0.269 52,529 1.206 Depth of Main Basin (HMAIN) =user ft -- 4.33 -- -- -- 11,578 0.266 53,461 1.227 Length of Main Basin (LMAIN) =user ft -- 4.42 -- -- -- 11,425 0.262 54,382 1.248 Width of Main Basin (WMAIN) =user ft -- 4.50 -- -- -- 11,264 0.259 55,403 1.272 Area of Main Basin (AMAIN) =user ft 2 -- 4.58 -- -- -- 11,095 0.255 56,298 1.292 Volume of Main Basin (VMAIN) =user ft 3 -- 4.67 -- -- -- 10,915 0.251 57,179 1.313 Calculated Total Basin Volume (Vtotal) =user acre-feet -- 4.75 -- -- -- 10,722 0.246 58,154 1.335 --4.83 ------10,515 0.241 59,003 1.355 --4.92 ------10,293 0.236 59,837 1.374 --5.00 ------10,049 0.231 60,753 1.395 --5.08 ------9,777 0.224 61,547 1.413 --5.17 ------9,463 0.217 62,318 1.431 --5.25 ------9,080 0.208 63,154 1.450 --5.33 ------8,479 0.195 63,857 1.466 --5.42 ------7,958 0.183 64,517 1.481 --5.50 ------7,785 0.179 65,226 1.497 --5.58 ------7,655 0.176 65,844 1.512 --5.67 ------7,513 0.172 66,451 1.526 --5.75 ------7,300 0.168 67,119 1.541 --5.83 ------7,186 0.165 67,698 1.554 --5.92 ------7,186 0.165 68,273 1.567 --6.00 ------7,186 0.165 68,920 1.582 --6.08 ------7,186 0.165 69,495 1.595 --6.17 ------7,186 0.165 70,069 1.609 --6.25 ------7,186 0.165 70,716 1.623 --6.33 ------7,186 0.165 71,291 1.637 --6.42 ------7,186 0.165 71,866 1.650 --6.50 ------7,186 0.165 72,513 1.665 --6.58 ------7,186 0.165 73,088 1.678 --6.67 ------7,186 0.165 73,662 1.691 --6.75 ------7,186 0.165 74,309 1.706 --6.83 ------7,186 0.165 74,884 1.719 -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- After providing required inputs above including 1-hour rainfall depths, click 'Run CUHP' to generate runoff hydrographs using the embedded Colorado Urban Hydrograph Procedure. Volume (ft 3) Volume (ac-ft) Area (acre) DETENTION BASIN STAGE-STORAGE TABLE BUILDER Optional Override Area (ft 2) Length (ft) Optional Override Stage (ft) Stage (ft) Stage - Storage Description Area (ft 2) Width (ft) King Soopers Store #146 - Fort Collins Underground Detention System MHFD-Detention, Version 4.03 (May 2020) Example Zone Configuration (Retention Pond) MHFD-Detention_v4 03.xlsm, Basin 5/11/2022, 11:18 AM 1 User Defined Stage-Area Booleans for Message 1 Equal Stage-Area Inputs Watershed L:W 1 CountA Watershed Lc:L Watershed Slope 0 Calc_S_TC Booleans for CUHP 1 CUHP Inputs Complete H_FLOOR 1 CUHP Results Calculated L_FLOOR_OTHER 0.00 ISV 0.00 ISV 0.00 Floor 0.00 Floor 6.49 Zone 1 (User) 6.49 Zone 1 (User) 0.00 Zone 2 0.00 Zone 2 0.00 Zone 3 0.00 Zone 3 DETENTION BASIN STAGE-STORAGE TABLE BUILDER MHFD-Detention, Version 4.03 (May 2020) 0.000 0.430 0.860 1.290 1.720 0.000 0.085 0.170 0.255 0.340 0.00 2.00 4.00 6.00 8.00 Volume (ac-ft)Area (acres)Stage (ft.) Area (acres)Volume (ac-ft) 0 3700 7400 11100 14800 0 5 10 15 20 0.00 2.00 4.00 6.00 8.00 Area (sq.ft.)Length, Width (ft.)Stage (ft) Length (ft)Width (ft)Area (sq.ft.) MHFD-Detention_v4 03.xlsm, Basin 5/11/2022, 11:18 AM Project: Basin ID: Estimated Estimated Stage (ft) Volume (ac-ft) Outlet Type Zone 1 (User) 6.49 1.663 Circular Orifice Zone 2 Zone 3 Total (all zones) 1.663 User Input: Orifice at Underdrain Outlet (typically used to drain WQCV in a Filtration BMP)Calculated Parameters for Underdrain Underdrain Orifice Invert Depth = N/A ft (distance below the filtration media surface) Underdrain Orifice Area = N/A ft2 Underdrain Orifice Diameter = N/A inches Underdrain Orifice Centroid = N/A feet User Input: Orifice Plate with one or more orifices or Elliptical Slot Weir (typically used to drain WQCV and/or EURV in a sedimentation BMP)Calculated Parameters for Plate Invert of Lowest Orifice = N/A ft (relative to basin bottom at Stage = 0 ft) WQ Orifice Area per Row = N/A ft2 Depth at top of Zone using Orifice Plate = N/A ft (relative to basin bottom at Stage = 0 ft) Elliptical Half-Width = N/A feet Orifice Plate: Orifice Vertical Spacing = N/A inches Elliptical Slot Centroid = N/A feet Orifice Plate: Orifice Area per Row = N/A inches Elliptical Slot Area = N/A ft2 User Input: Stage and Total Area of Each Orifice Row (numbered from lowest to highest) Row 1 (optional) Row 2 (optional) Row 3 (optional) Row 4 (optional) Row 5 (optional) Row 6 (optional) Row 7 (optional) Row 8 (optional) Stage of Orifice Centroid (ft) N/A N/A N/A N/A N/A N/A N/A N/A Orifice Area (sq. inches) N/A N/A N/A N/A N/A N/A N/A N/A Row 9 (optional) Row 10 (optional) Row 11 (optional) Row 12 (optional) Row 13 (optional) Row 14 (optional) Row 15 (optional) Row 16 (optional) Stage of Orifice Centroid (ft) N/A N/A N/A N/A N/A N/A N/A N/A Orifice Area (sq. inches) N/A N/A N/A N/A N/A N/A N/A N/A User Input: Vertical Orifice (Circular or Rectangular)Calculated Parameters for Vertical Orifice Zone 1 Circular Not Selected Zone 1 Circular Not Selected Invert of Vertical Orifice = 0.00 ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Area = 0.29 ft2 Depth at top of Zone using Vertical Orifice = 6.75 ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Centroid = 0.31 feet Vertical Orifice Diameter = 7.34 inches User Input: Overflow Weir (Dropbox with Flat or Sloped Grate and Outlet Pipe OR Rectangular/Trapezoidal Weir (and No Outlet Pipe) Calculated Parameters for Overflow Weir grate Not Selected Not Selected Not Selected Not Selected Overflow Weir Front Edge Height, Ho =ft (relative to basin bottom at Stage = 0 ft)Height of Grate Upper Edge, Ht =feet Overflow Weir Front Edge Length = feet Overflow Weir Slope Length = feet Overflow Weir Grate Slope =H:V Grate Open Area / 100-yr Orifice Area = Horiz. Length of Weir Sides = feet Overflow Grate Open Area w/o Debris =ft2 Overflow Grate Open Area % = %, grate open area/total area Overflow Grate Open Area w/ Debris =ft2 Debris Clogging % = % User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectangular Orifice)Calculated Parameters for Outlet Pipe w/ Flow Restriction Plate Not Selected Not Selected Not Selected Not Selected Depth to Invert of Outlet Pipe =ft (distance below basin bottom at Stage = 0 ft)Outlet Orifice Area =ft2 Circular Orifice Diameter = inches Outlet Orifice Centroid = feet Half-Central Angle of Restrictor Plate on Pipe = N/A N/A radians User Input: Emergency Spillway (Rectangular or Trapezoidal)Calculated Parameters for Spillway Spillway Invert Stage= ft (relative to basin bottom at Stage = 0 ft) Spillway Design Flow Depth= feet Spillway Crest Length = feet Stage at Top of Freeboard = feet Spillway End Slopes = H:V Basin Area at Top of Freeboard = acres Freeboard above Max Water Surface = feet Basin Volume at Top of Freeboard = acre-ft Max Ponding Depth of Target Storage Volume =#REF! feet Discharge at Top of Freeboard = cfs Routed Hydrograph Results Design Storm Return Period =WQCV EURV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year 500 Year One-Hour Rainfall Depth (in) =N/A N/A 0.98 1.36 1.71 2.31 2.91 3.67 3.14 CUHP Runoff Volume (acre-ft) =0.329 0.608 0.470 0.690 0.898 1.259 1.618 2.079 1.760 Inflow Hydrograph Volume (acre-ft) =N/A N/A 0.470 0.690 0.898 1.259 1.618 2.079 1.760 CUHP Predevelopment Peak Q (cfs) =N/A N/A 0.3 2.4 4.2 8.9 12.7 17.8 14.4 OPTIONAL Override Predevelopment Peak Q (cfs) =N/A N/A Predevelopment Unit Peak Flow, q (cfs/acre) =N/A N/A 0.04 0.34 0.61 1.28 1.82 2.55 2.07 Peak Inflow Q (cfs) =N/A N/A 9.1 13.1 16.6 24.0 30.7 39.1 33.3 Peak Outflow Q (cfs) =1.5 2.0 1.4 1.7 2.0 2.5 2.9 3.49 3.0 Ratio Peak Outflow to Predevelopment Q =N/A N/A N/A 0.7 0.5 0.3 0.2 0.2 0.2 Structure Controlling Flow =Vertical Orifice 1 Vertical Orifice 1 Vertical Orifice 1 Vertical Orifice 1 Vertical Orifice 1 Vertical Orifice 1 Vertical Orifice 1 Vertical Orifice 1 Vertical Orifice 1 Max Velocity through Grate 1 (fps) =N/A N/A N/A N/A N/A N/A N/A N/A N/A Max Velocity through Grate 2 (fps) =N/A N/A N/A N/A N/A N/A N/A N/A N/A Time to Drain 97% of Inflow Volume (hours) =13 10 12 10 10 11 11 12 12 Time to Drain 99% of Inflow Volume (hours) =31 21 25 20 18 17 16 16 16 Maximum Ponding Depth (ft) =1.39 2.25 1.28 1.81 2.31 3.33 4.39 6.39 4.95 Area at Maximum Ponding Depth (acres) =0.33 0.32 0.33 0.33 0.32 0.30 0.26 0.16 0.23 Maximum Volume Stored (acre-ft) =0.330 0.610 0.293 0.464 0.626 0.941 1.241 1.647 1.381 DETENTION BASIN OUTLET STRUCTURE DESIGN MHFD-Detention, Version 4.03 (May 2020) King Soopers Store #146 - Fort Collins Underground Detention System The user can override the default CUHP hydrographs and runoff volumes by entering new values in the Inflow Hydrographs table (Columns W through AF). Example Zone Configuration (Retention Pond) MHFD-Detention_v4 03.xlsm, Outlet Structure 5/11/2022, 11:19 AM COUNTA for Basin Tab = 1 Ao Dia WQ Plate Type Vert Orifice 1Vert Orifice 2 Count_Underdrain = 0 0.11(diameter = 3/8 inch)1 2 1 Count_WQPlate = 0 0.14(diameter = 7/16 inch) Count_VertOrifice1 = 1 0.18(diameter = 1/2 inch)Outlet Plate 1 Outlet Plate 2 Drain Time Message Boolean Count_VertOrifice2 = 0 0.24(diameter = 9/16 inch)1 1 5yr, <72hr 0 Count_Weir1 = 0 0.29(diameter = 5/8 inch)>5yr, <120hr 0 Count_Weir2 = 0 0.36(diameter = 11/16 inch)Max Depth Row Count_OutletPipe1 = 0 0.42(diameter = 3/4 inch)WQCV 140 Watershed Constraint Check Count_OutletPipe2 = 0 0.50(diameter = 13/16 inch)2 Year 129 Slope 0.020 COUNTA_2 (Standard FSD Setup)= 0 0.58(diameter = 7/8 inch)EURV 226 Shape 1.61 Hidden Parameters & Calculations 0.67(diameter = 15/16 inch)5 Year 182 MaxPondDepth_Error? FALSE 0.76 (diameter = 1 inch)10 Year 232 Spillway Depth Cd_Broad-Crested Weir 3.00 0.86(diameter = 1-1/16 inches)25 Year 334 WQ Plate Flow at 100yr depth = 0.00 0.97(diameter = 1-1/8 inches)50 Year 440 CLOG #1=0%1.08(diameter = 1-3/16 inches)100 Year 640 1 Z1_Boolean Cdw #1 = 1.20(diameter = 1-1/4 inches)500 Year 496 1 Z2_Boolean Cdo #1 = 1.32(diameter = 1-5/16 inches)Zone3_Pulldown Message 1 Z3_Boolean Overflow Weir #1 Angle = 1.45(diameter = 1-3/8 inches)1 Opening Message CLOG #2=0%1.59(diameter = 1-7/16 inches)Draintime Running Cdw #2 = 1.73(diameter = 1-1/2 inches)Outlet Boolean Outlet Rank Total (1 to 4) Cdo #2 = 1.88(diameter = 1-9/16 inches)Vertical Orifice 1 1 1 1 Overflow Weir #2 Angle = 2.03(diameter = 1-5/8 inches)Vertical Orifice 2 0 0 Boolean Underdrain Q at 100yr depth = 0.00 2.20(diameter = 1-11/16 inches)Overflow Weir 1 0 0 0 Max Depth VertOrifice1 Q at 100yr depth = 3.49 2.36(diameter = 1-3/4 inches)Overflow Weir 2 0 0 0 500yr Depth VertOrifice2 Q at 100yr depth = 0.00 2.54(diameter = 1-13/16 inches)Outlet Pipe 1 0 0 0 Freeboard 2.72(diameter = 1-7/8 inches)Outlet Pipe 2 0 0 0 Spillway Count_User_Hydrographs 0 2.90(diameter = 1-15/16 inches)0 Spillway Length CountA_3 (EURV & 100yr) =0 3.09(diameter = 2 inches)FALSE Time Interval CountA_4 (100yr Only) = 0 3.29(use rectangular openings)Button Visibility Boolean COUNTA_5 (FSD Weir Only)= 0 0 WQCV Underdrain COUNTA_6 (EURV Weir Only)= 0 0 WQCV Plate 0 EURV-WQCV Plate Outlet1_Pulldown_Boolean 0 EURV-WQCV VertOriice Outlet2_Pulldown_Boolean 0 Outlet 90% Qpeak Outlet3_Pulldown_Boolean 0 Outlet Undetained 0 Weir Only 90% Qpeak 0 Five Year Ratio Plate 0 Five Year Ratio VertOrifice EURV_draintime_user Spillway Options Offset Overlapping Vertical Orifice 1 S-A-V-D Chart Axis Default X-axis Left Y-Axis Right Y-Axis minimum bound 0.00 0 0 maximum bound 6.00 70,000 10 S-A-V-D Chart Axis Override X-axis Left Y-Axis Right Y-Axis minimum bound maximum bound DETENTION BASIN OUTLET STRUCTURE DESIGN MHFD-Detention, Version 4.00 (December 2019) 0 5 10 15 20 25 30 35 40 45 0.1 1 10FLOW [cfs]TIME [hr] 500YR IN 500YR OUT 100YR IN 100YR OUT 50YR IN 50YR OUT 25YR IN 25YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT EURV IN EURV OUT WQCV IN WQCV OUT 0 1 2 3 4 5 6 7 0.1 1 10 100PONDING DEPTH [ft]DRAIN TIME [hr] 500YR 100YR 50YR 25YR 10YR 5YR 2YR EURV WQCV 0 1 2 3 4 5 6 7 8 9 10 0 10,000 20,000 30,000 40,000 50,000 60,000 70,000 0.00 1.00 2.00 3.00 4.00 5.00 6.00 OUTFLOW [cfs]AREA [ft^2], VOLUME [ft^3]PONDING DEPTH [ft] User Area [ft^2] Interpolated Area [ft^2] Summary Area [ft^2] Volume [ft^3] Summary Volume [ft^3] Outflow [cfs] Summary Outflow [cfs] MHFD-Detention_v4 03.xlsm, Outlet Structure 5/11/2022, 11:19 AM Outflow Hydrograph Workbook Filename: Inflow Hydrographs The user can override the calculated inflow hydrographs from this workbook with inflow hydrographs developed in a separate program. SOURCE CUHP CUHP CUHP CUHP CUHP CUHP CUHP CUHP CUHP Time Interval TIME WQCV [cfs] EURV [cfs] 2 Year [cfs] 5 Year [cfs] 10 Year [cfs] 25 Year [cfs] 50 Year [cfs] 100 Year [cfs] 500 Year [cfs] 5.00 min 0:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:10:00 0.00 0.00 0.00 0.00 0.00 0.25 0.91 1.07 0.58 0:15:00 0.00 0.00 0.94 2.18 3.14 2.80 3.92 4.56 3.68 0:20:00 0.00 0.00 4.19 6.26 8.17 6.10 8.11 10.13 8.42 0:25:00 0.00 0.00 8.68 12.77 16.58 12.79 16.75 20.38 17.08 0:30:00 0.00 0.00 9.11 13.07 16.35 24.01 30.72 38.31 32.51 0:35:00 0.00 0.00 7.54 10.61 13.24 23.22 29.61 39.10 33.25 0:40:00 0.00 0.00 6.13 8.45 10.54 20.23 25.76 33.68 28.66 0:45:00 0.00 0.00 4.70 6.70 8.50 16.25 20.67 28.11 23.94 0:50:00 0.00 0.00 3.76 5.56 6.89 13.56 17.24 23.12 19.70 0:55:00 0.00 0.00 3.04 4.44 5.63 10.67 13.58 18.87 16.07 1:00:00 0.00 0.00 2.46 3.57 4.64 8.53 10.85 15.70 13.37 1:05:00 0.00 0.00 2.11 3.05 4.07 6.91 8.81 13.27 11.29 1:10:00 0.00 0.00 1.74 2.85 3.87 5.45 6.97 9.80 8.33 1:15:00 0.00 0.00 1.53 2.60 3.80 4.71 6.03 7.86 6.67 1:20:00 0.00 0.00 1.42 2.35 3.45 3.91 5.03 5.91 5.01 1:25:00 0.00 0.00 1.35 2.19 2.97 3.44 4.43 4.71 3.99 1:30:00 0.00 0.00 1.30 2.10 2.66 2.92 3.75 3.97 3.36 1:35:00 0.00 0.00 1.27 2.04 2.45 2.59 3.33 3.49 2.95 1:40:00 0.00 0.00 1.26 1.76 2.32 2.38 3.06 3.19 2.70 1:45:00 0.00 0.00 1.25 1.58 2.23 2.26 2.89 3.04 2.57 1:50:00 0.00 0.00 1.25 1.47 2.17 2.19 2.80 2.98 2.51 1:55:00 0.00 0.00 1.03 1.40 2.05 2.15 2.74 2.96 2.50 2:00:00 0.00 0.00 0.88 1.29 1.82 2.13 2.72 2.96 2.50 2:05:00 0.00 0.00 0.56 0.82 1.16 1.36 1.74 1.90 1.60 2:10:00 0.00 0.00 0.35 0.51 0.73 0.86 1.10 1.20 1.01 2:15:00 0.00 0.00 0.21 0.31 0.44 0.53 0.67 0.74 0.62 2:20:00 0.00 0.00 0.12 0.18 0.26 0.31 0.40 0.43 0.37 2:25:00 0.00 0.00 0.06 0.10 0.14 0.18 0.22 0.24 0.21 2:30:00 0.00 0.00 0.02 0.04 0.06 0.08 0.10 0.11 0.09 2:35:00 0.00 0.00 0.01 0.01 0.01 0.02 0.02 0.03 0.02 2:40:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2:45:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2:50:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2:55:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:15:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:20:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:25:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:30:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:35:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:40:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:45:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:50:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:55:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:15:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:20:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:25:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:30:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:35:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:40:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:45:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:50:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:55:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:15:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:20:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:25:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:30:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:35:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:40:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:45:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:50:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:55:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DETENTION BASIN OUTLET STRUCTURE DESIGN MHFD-Detention_v4 03.xlsm, Outlet Structure 5/11/2022, 11:19 AM Summary Stage-Area-Volume-Discharge Relationships The user can create a summary S-A-V-D by entering the desired stage increments and the remainder of the table will populate automatically. The user should graphically compare the summary S-A-V-D table to the full S-A-V-D table in the chart to confirm it captures all key transition points. Stage Area Area Volume Volume Total Outflow [ft][ft 2][acres][ft 3][ac-ft] [cfs] For best results, include the stages of all grade slope changes (e.g. ISV and Floor) from the S-A-V table on Sheet 'Basin'. Also include the inverts of all outlets (e.g. vertical orifice, overflow grate, and spillway, where applicable). DETENTION BASIN OUTLET STRUCTURE DESIGN Stage - Storage Description MHFD-Detention, Version 4.03 (May 2020) MHFD-Detention_v4 03.xlsm, Outlet Structure 5/11/2022, 11:19 AM Version 4.06 Released August 2018 Worksheet Protected INLET NAME BASIN B1 BASIN A1 BASIN A2 BASIN B2 BASIN B3 BASIN C1 URBAN URBAN URBAN URBAN URBAN URBAN STREET STREET STREET STREET STREET STREET In Sump In Sump In Sump In Sump On Grade On Grade CDOT Type R Curb Opening CDOT/Denver 13 Combination CDOT/Denver 13 Combination CDOT Type R Curb Opening CDOT/Denver 13 Combination CDOT/Denver 13 Combination USER-DEFINED INPUT User-Defined Design Flows 1.70 2.10 0.60 1.00 0.10 0.15 0.00 9.10 2.30 0.00 0.00 0.00 No Bypass Flow Received No Bypass Flow Received 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 0.0 0.0 0.0 0.0 Watershed Characteristics Watershed Profile Minor Storm Rainfall Input Major Storm Rainfall Input CALCULATED OUTPUT 1.7 2.1 0.6 1.0 0.1 0.2 0.0 9.1 2.3 0.0 0.0 0.0 N/A N/A N/A N/A 0.0 0.0 N/A N/A N/A N/A 0.0 0.0 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 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 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 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 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) 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 Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) C C5 Overland Flow Velocity, Vi 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 Version 4.06 Released August 2018 Worksheet Protected INLET NAME USER-DEFINED INPUT User-Defined Design Flows Watershed Characteristics Watershed Profile Minor Storm Rainfall Input Major Storm Rainfall Input CALCULATED OUTPUT Minor Storm (Calculated) Analysis of Flow Time Major Storm (Calculated) Analysis of Flow Time 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 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) 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 Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) C C5 Overland Flow Velocity, Vi 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 BASIN C3 BASIN C5 Ex College Ave InletUser-Defined URBAN URBAN URBAN STREET STREET STREET In Sump On Grade On Grade CDOT/Denver 13 Combination CDOT/Denver 13 Combination CDOT/Denver 13 Combination 1.10 0.01 7.43 0.00 0.00 7.43 No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received 0.0 0.0 0.0 0.0 0.0 0.0 1.1 0.0 7.4 0.0 0.0 7.4 N/A 0.0 0.0 N/A 0.0 0.0 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 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 Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK =10.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.010 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 =16.0 ft Gutter Width W =1.00 ft Street Transverse Slope SX =0.014 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.010 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 =16.0 16.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =3.00 6.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs Version 4.06 Released August 2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) King Soopers Store #146 BASIN B1 KSS146X_UD-Inlet_v4.06.xlsm, BASIN B1 5/11/2022, 11:31 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 2.6 2.6 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =1.00 1.00 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) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.21 0.21 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.34 0.34 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.89 0.89 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =1.89 1.89 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =1.70 0.00 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION Version 4.06 Released August 2018 H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths KSS146X_UD-Inlet_v4.06.xlsm, BASIN B1 5/11/2022, 11:31 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK =12.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.050 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.030 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =50.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.023 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.020 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 =20.0 40.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 7.0 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 Warning 01: Manning's n-value does not meet the USDCM recommended design range. Version 4.06 Released August 2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) King Soopers Store #146 BASIN A1 KSS146X_UD-Inlet_v4.06.xlsm, BASIN A1 5/11/2022, 11:31 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 5.4 7.0 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 =0.531 0.661 ft Depth for Curb Opening Weir Equation dCurb =0.41 0.54 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.85 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.85 1.00 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =3.76 6.27 cfs WARNING: Inlet Capacity less than Q Peak for Major Storm Q PEAK REQUIRED =2.10 9.10 cfs CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION Version 4.06 Released August 2018 H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths KSS146X_UD-Inlet_v4.06.xlsm, BASIN A1 5/11/2022, 11:31 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK =10.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.012 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =39.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.013 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.013 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 =30.0 30.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs Version 4.06 Released August 2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) King Soopers Store #146 BASIN A2 KSS146X_UD-Inlet_v4.06.xlsm, BASIN A2 5/11/2022, 11:31 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 4.7 4.7 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 =0.473 0.473 ft Depth for Curb Opening Weir Equation dCurb =0.36 0.36 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.73 0.73 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.73 0.73 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =2.69 2.69 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.60 2.30 cfs CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION Version 4.06 Released August 2018 H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths KSS146X_UD-Inlet_v4.06.xlsm, BASIN A2 5/11/2022, 11:31 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK =0.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.010 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 =10.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.010 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 =10.0 10.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =3.0 3.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs Version 4.06 Released August 2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) King Soopers Store #146 BASIN B2 KSS146X_UD-Inlet_v4.06.xlsm, BASIN B2 5/11/2022, 11:31 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 2.2 2.2 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 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) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.16 0.16 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.28 0.28 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.82 0.82 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =1.46 1.46 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =1.00 0.00 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION Version 4.06 Released August 2018 H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths KSS146X_UD-Inlet_v4.06.xlsm, BASIN B2 5/11/2022, 11:31 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK =10.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.030 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =18.3 ft Gutter Width W =1.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.020 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.013 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 =3.0 18.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =2.0 6.0 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Spread Criterion Qallow =0.14 17.11 cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Version 4.06 Released August 2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) King Soopers Store #146 BASIN B3 KSS146X_UD-Inlet_v4.06.xlsm, BASIN B3 5/11/2022, 11:31 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a')aLOCAL =2.0 2.0 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 1 1 Length of a Single Unit Inlet (Grate or Curb Opening)Lo =3.00 3.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =1.73 1.73 ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =0.50 0.50 Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR Total Inlet Interception Capacity Q =0.10 0.00 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.00 0.00 cfs Capture Percentage = Qa/Qo = C% = 100 0 % INLET ON A CONTINUOUS GRADE Version 4.06 Released August 2018 CDOT/Denver 13 CombinationCDOT/Denver 13 Combination KSS146X_UD-Inlet_v4.06.xlsm, BASIN B3 5/11/2022, 11:31 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK =0.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.010 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 =18.25 ft Gutter Width W =1.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.020 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.015 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.012 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =3.0 5.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =1.0 3.0 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Spread Criterion Qallow =0.16 0.62 cfs Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Version 4.06 Released August 2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) King Soopers Store #146 BASIN C1 KSS146X_UD-Inlet_v4.06.xlsm, BASIN C1 5/11/2022, 11:31 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a')aLOCAL =2.0 2.0 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 1 1 Length of a Single Unit Inlet (Grate or Curb Opening)Lo =3.00 3.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =1.73 1.73 ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =0.50 0.50 Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR Total Inlet Interception Capacity Q =0.16 0.00 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.00 0.00 cfs Capture Percentage = Qa/Qo = C% = 100 0 % INLET ON A CONTINUOUS GRADE Version 4.06 Released August 2018 CDOT/Denver 13 CombinationCDOT/Denver 13 Combination KSS146X_UD-Inlet_v4.06.xlsm, BASIN C1 5/11/2022, 11:31 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK =20.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.050 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 =18.0 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 =0.024 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 =18.0 18.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs Version 4.06 Released August 2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) King Soopers Store #146 BASIN C3 KSS146X_UD-Inlet_v4.06.xlsm, BASIN C3 5/11/2022, 11:31 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 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 =0.497 0.497 ft Depth for Curb Opening Weir Equation dCurb =0.38 0.38 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 =3.11 3.11 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =1.10 0.00 cfs CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION Version 4.06 Released August 2018 H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths KSS146X_UD-Inlet_v4.06.xlsm, BASIN C3 5/11/2022, 11:31 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK =0.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.010 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 =10.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.035 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.035 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.030 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.012 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =10.0 10.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Spread Criterion Qallow =14.1 14.1 cfs Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Version 4.06 Released August 2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) King Soopers Store #146 BASIN C5 KSS146X_UD-Inlet_v4.06.xlsm, BASIN C5 5/11/2022, 11:31 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a')aLOCAL =2.0 2.0 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 1 1 Length of a Single Unit Inlet (Grate or Curb Opening)Lo =3.00 3.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =1.73 1.73 ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =0.50 0.50 Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR Total Inlet Interception Capacity Q =0.0 0.0 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.0 0.0 cfs Capture Percentage = Qa/Qo = C% = 100 0 % INLET ON A CONTINUOUS GRADE Version 4.06 Released August 2018 CDOT/Denver 13 CombinationCDOT/Denver 13 Combination KSS146X_UD-Inlet_v4.06.xlsm, BASIN C5 5/11/2022, 11:31 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK =5.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =60.0 ft Gutter Width W =1.00 ft Street Transverse Slope SX =0.050 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 =0.003 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =54.0 60.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =5.1 40.6 cfs WARNING: MINOR STORM max. allowable capacity is less than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Version 4.06 Released August 2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) King Soopers Store #146 Ex College Ave Inlet KSS146X_UD-Inlet_v4.06.xlsm, Ex College Ave Inlet 5/11/2022, 11:31 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a')aLOCAL =2.0 2.0 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 3 3 Length of a Single Unit Inlet (Grate or Curb Opening)Lo =3.00 3.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =1.73 1.73 ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =0.50 0.50 Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10 Street Hydraulics: WARNING: Q > ALLOWABLE Q FOR MINOR STORM'MINOR MAJOR Total Inlet Interception Capacity Q =7.61 7.61 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.00 0.00 cfs Capture Percentage = Qa/Qo = C% = 100 100 % INLET ON A CONTINUOUS GRADE Version 4.06 Released August 2018 CDOT/Denver 13 CombinationCDOT/Denver 13 Combination KSS146X_UD-Inlet_v4.06.xlsm, Ex College Ave Inlet 5/11/2022, 11:31 AM Q2 = 4.1 CFS Q100 = 16.5 CFS BASIN A3 Q2 = 1.6 CFS Q100 = 6.4 CFS BASIN A4 Q2 = 0.4 CFS NOT APPLICABLE Q100 = 1.5 CFS BASIN A5 Q2 = 0.4 CFS Q100 = 1.5 CFS BASIN A6 Q2 = 0.6 CFS Q100 = 2.5 CFS BASIN A7 Q2 = 0.2 CFS Q100 = 1.1 CFS BASIN A8 Midtown Gardens Marketplace 5/11/2022 APPENDIX D Drainage Maps RxPICKUP21 CO CO E EVT ECB GM E E E E TL TL E TL GM IR TL WM TV CO CO E E IR IR IR EVT ECB GM IR CO IR E E E E TL TL RI CO EM WM GM DYHDYHE IR GM ECB ECB DYH DYH ECB EME TL GM WM IR CO TL CO CO WM TV - - - - - - - - - - - - - - STAMP H:\King Soopers - City Market\CO, Fort Collins - KSS000146 -#18 College & Drake\CADD\Exhibits\KSS146_Impervious Areas.dwg - Erland Mowinckel - 5/11/2022Init.#Issue / DescriptionDate THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT 6162 S. Willow Drive, Suite 320 Greenwood Village, CO 80111 303.770.8884 Planning. Architecture. Engineering. O www.gallowayUS.com C 2016. Galloway & Company, Inc. All Rights Reserved PRELIMINARYNOT FOR BIDDINGNOT FOR CONSTRUCTIONDate: Drawn By: Project No: Checked By: KSS000146 OF 1EXHIBIT FORMIDTOWN GARDENS MARKETPLACEKING SOOPERS MARKETPLACE #146S. COLLEGE AVE. & DRAKE RD.FORT COLLINS, COLORADOEKM PJD 05/11/2022 IMPERVIOUS AREA EXHIBIT 1SCALE: 1"=40' 0 20 40 COCOEEEEEKM PJD 05/11/2022 EXISTING DRAINAGE MAP 1 SCALE: 1"=40' 0 20 40 - - - - - - - - - - - - - - STAMP H:\King Soopers - City Market\CO, Fort Collins - KSS000146 -#18 College & Drake\CADD\Exhibits\kss146_Drainage_Existing.dwg - Erland Mowinckel - 5/11/2022Init.#Issue / DescriptionDate THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT 6162 S. Willow Drive, Suite 320 Greenwood Village, CO 80111 303.770.8884 Planning. Architecture. Engineering. O www.gallowayUS.com C 2016. Galloway & Company, Inc. All Rights Reserved PRELIMINARYNOT FOR BIDDINGNOT FOR CONSTRUCTIONDate: Drawn By: Project No: Checked By: KSS000146 OF 2EXISTING DRAINAGE MAPMIDTOWN GARDENS MARKETPLACEKING SOOPERS MARKETPLACE #146S. COLLEGE AVE. & DRAKE RD.FORT COLLINS, COLORADOBASIN SUMMARY TABLE - EXISTING Tributary Area C2 C100 tc | 2-Year tc | 100-Year Q2 Q100 Sub-basin (acres)(min)(min)(cfs)(cfs) EX01 1.11 0.92 1.00 5.0 5.0 2.9 11.1 EX02 0.14 0.92 1.00 5.0 5.0 0.4 1.4 EX03 1.02 1.03 1.00 5.0 5.0 3.0 10.2 EX04 0.33 0.95 1.00 5.0 5.0 0.9 3.3 EX05 0.53 0.95 1.00 5.0 5.0 1.4 5.3 EX06 1.22 0.85 1.00 9.4 5.0 2.4 12.2 EX07 2.44 0.92 1.00 9.8 7.4 5.1 21.6 EX08 0.44 0.89 1.00 5.0 5.0 1.1 4.4 EX09 0.61 0.72 0.90 10.0 5.3 1.0 5.4 EX10 0.34 0.71 0.89 5.0 5.0 0.7 3.0 EX11 0.61 0.83 1.00 5.9 5.0 1.4 6.1 EX12 1.05 0.91 1.00 5.0 5.0 2.7 10.5 EX13 0.25 0.95 1.00 5.0 5.0 0.7 2.5 EX14 0.11 0.95 1.00 5.0 5.0 0.3 1.1 EX15 0.12 0.95 1.00 5.0 5.0 0.3 1.2 EX16 0.59 0.95 1.00 5.0 5.0 1.6 5.9 EX17 0.48 0.95 1.00 5.0 5.0 1.3 4.8 EX18 0.53 0.95 1.00 5.0 5.0 1.4 5.3 EX19 0.33 0.95 1.00 5.0 5.0 0.9 3.3 EX20 0.15 0.82 1.00 10.7 5.0 0.3 1.5 EX21 0.23 0.83 1.00 6.1 5.0 0.5 2.3 COCOEEVTECBGMEEEETLTLETLGMIRTLWMCOTVBASIN SUMMARY TABLE - PROPOSED Tributary Detention / WQ Area C2 C100 tc | 2-Year tc | 100-Year Q2 Q100 Sub-basin (acres)(min)(min)(cfs)(cfs) A-1 Detention + WQ 0.91 0.82 1.00 5.7 5.0 2.1 9.1 A-2 0.23 0.87 1.00 5.0 5.0 0.6 2.3 A-3 1.65 0.87 1.00 5.1 5.0 4.1 16.5 A-4 0.64 0.85 1.00 5.0 5.0 1.6 6.4 A-5 0.15 0.95 1.00 5.0 5.0 0.4 1.5 A-6 0.15 0.88 1.00 5.0 5.0 0.4 1.5 A-7 0.25 0.81 1.00 5.0 5.0 0.6 2.5 A-8 0.13 0.67 0.84 5.5 5.0 0.2 1.1 A-9 0.11 0.95 1.00 5.0 5.0 0.3 1.1 A-10 1.21 0.95 1.00 5.0 5.0 3.3 12.1 A-11 0.67 0.95 1.00 5.0 5.0 1.8 6.7 A-12 0.88 0.95 1.00 5.0 5.0 2.4 8.8 B-1 WQ Only 1.33 0.89 1.00 5.0 5.0 3.4 13.3 B-2 0.79 0.90 1.00 5.3 5.0 2.0 7.9 B-3 0.09 0.72 0.91 5.0 5.0 0.2 0.8 C-1 0.11 0.95 1.00 5.0 5.0 0.3 1.1 C-2 0.12 0.95 1.00 5.0 5.0 0.3 1.2 C-3 1.01 0.87 1.00 6.4 5.0 2.3 10.1 C-4 0.01 0.95 1.00 5.0 5.0 0.0 0.1 C-5 0.02 0.95 1.00 5.0 5.0 0.1 0.2 OS-1 Offsite 0.51 0.54 0.68 13.6 13.6 0.5 2.4 OS-2 0.32 0.73 0.91 7.7 6.0 0.6 2.8 OS-3 0.10 0.91 1.00 5.0 5.0 0.3 1.0 OS-4 0.36 0.91 1.00 5.0 5.0 0.9 3.6 OS-5 0.71 0.87 1.00 5.0 5.0 1.8 7.1 OS-6 0.15 0.95 1.00 5.0 5.0 0.4 1.5 EKM PJD 05/11/2022 PROPOSED DRAINAGE MAP 2 SCALE: 1"=40' 0 20 40 - - - - - - - - - - - - - - STAMP H:\King Soopers - City Market\CO, Fort Collins - KSS000146 -#18 College & Drake\CADD\Exhibits\KSS146_Drainage_Proposed.dwg - Erland Mowinckel - 5/11/2022Init.#Issue / DescriptionDate THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT 6162 S. Willow Drive, Suite 320 Greenwood Village, CO 80111 303.770.8884 Planning. Architecture. Engineering. O www.gallowayUS.com C 2016. Galloway & Company, Inc. All Rights Reserved PRELIMINARYNOT FOR BIDDINGNOT FOR CONSTRUCTIONDate: Drawn By: Project No: Checked By: KSS000146 OF 2PROPOSED DRAINAGE MAPMIDTOWN GARDENS MARKETPLACEKING SOOPERS MARKETPLACE #146S. COLLEGE AVE. & DRAKE RD.FORT COLLINS, COLORADO