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Home My WebLink AboutDrainage Reports - 08/28/2023PREPARED 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 September 29, 2022 November 14, 2022 May 8, 2023 :: :: -- City of Fort Collins Approved Plans Approved by: SW-WWW - Matt Simpson Date: OS/28/2023 %\ Ga;;owa y 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 Leqal 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 Coilins, County of Larimar, State of Colorado. Preparation Date February 3, 2021 Revised Date March 24, 2021 May 19, 2021 May 11, 2022 September 29, 2022 November 14, 2022 May 8, 2023 Prepared for Dillon Companies/King Soopers, Inc. 55 Tejon Street Denver, Colorado 80223 Phone: (303) 778-3053 Prepared by: Erland Mowinckel, PE Name Reviewed by: Phil Dalrymple, PE Name Galloway & Company, Inc. Page 2 of 19 Midtown Gardens Marketplace 05/08/2023 ENGINEER'S STATEMENT 1 hereby attest that this report and plan for the f+nal drainage design for Midtown Gardens Marketplace was prepared by me or under my direct s � accordance with the provisions of the Fort Collins Stormwater Criteria Manual. 1 underst ��C�v ort Collins does not and will not assume liability for drainage facilities design �C�f�k�C/-�''•.:5�� C� .�. �vi_. U � Phil Dalrymple, PE # 41171 ��,�:'••b5/09/202�� Date For and on behalf of Galloway & Com cSrf �NAL EC�� DEVELOPER'S CERTIFICATION p illon Caa�p�.+ua�, L.1.C.. � hereby certifies fhat the drainage facilities for Midtown Gardens Markefplace shall be constructed according to the design presented in this report. 1 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 ccessors and/or assigns of future liability for improper design. " �, � � �n �, 2oZ 3 Authorized Signat e Date Kia�-�eepers-l+�e- � p� 1 I o n Go rr-�aa.•� , l� L C. 05 . r5. 3 Rick J. Landrum Vice President Galloway & Company, Inc. Page 3 of 19 Midtown Gardens Marketplace 05/08/2023 I. General Location and Existing Information ........................ Location.................................................................... Description of Property ............................................. II. Master Drainage Basin Description .................................. Major Basin Description ........................................... Sub- Basin Description ............................................. III. Floodpiain Information ...................................................... IV. Project Description ........................................................... V. Drainage Design Criteria .................................................. Regulations.............................................................. The Four Step Process (Low Impact Development) Development Criteria Reference and Constraints ... Hydrologic Criteria .................................................... Hydraulic Criteria ...................................................... VI. Proposed Drainage Facilities ........................................... General Concept ...................................................... Specific Details ......................................................... VII. Variance Requests ......................................................... VIII. Erosion Control .............................................................. Construction Material & Equipment ......................... Maintenance............................................................. IX. Conclusions ..................................................................... Compliance with Standards ..................................... Variances................................................................. Drainage Concept .................................................... VI. References ...................................................................... VII. Appendices ..................................................................... A. Exhibits & Figures ......................................... B. Hydrologic Computations .............................. C. Hydraulic Computations ................................ D. Drainage Maps .............................................. .5 .5 .5 .5 .5 .6 .6 .6 .7 .7 .7 .7 .8 .8 .9 .9 10 12 12 13 13 13 13 13 13 14 15 15 15 15 15 Galloway & Company, Inc. Page 4 of 19 Midtown Gardens Marketplace 05/08/2023 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." Galloway & Company, Inc. Page 5 of 19 Midtown Gardens Marketplace 05/08/2023 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 uitimately 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 infiuence, 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 �ot containing the Loaf N' Jug will remain vacant for future development but is included in this report in its developed condition. Galloway & Company, Inc. Page 6 of 19 Midtown Gardens Marketplace 05/08/2023 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 Galloway & Company, Inc. Page 7 of 19 Midtown Gardens Marketplace 05/08/2023 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 Galloway & Company, Inc. Page 8 of 19 Midtown Gardens Marketplace 05/08/2023 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 caiculations 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. Galloway & Company, Inc. Page 9 of 19 Midtown Gardens Marketplace 05/08/2023 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 Tabie 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. Galloway & Company, Inc. Page 10 of 19 Midtown Gardens Marketplace 05/08/2023 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 — Im ervious Area Summa Table Pro osed Im ervious Area s 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 Galloway & Company, Inc. Page 11 of 19 Midtown Gardens Marketplace 05/08/2023 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)' WQCV Required 14,339 CF WQCV Provided 19,349 CF 1. Per dfscussions wfth the City, remainder of impervfous area fs fnfeasible to be captured Table 3 Detention Summary Table Tributary Area (WQ) 10.46 AC Tributary Area (Detention) 6.98 AC WSEL�oo 5018.01 Q,00 Release Rate 3.49 CFS V�oo Required 58,096 CF Total Volume Required (WQCV + V�oo) 72,435 CF Total Volume PRovided (WQCV + V�oo) 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. Galloway & Company, Inc. Page 12 of 19 Midtown Gardens Marketplace 05/08/2023 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 iniets 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 wi�l be responsib�e 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. Galloway & Company, Inc. Page 13 of 19 Midtown Gardens Marketplace 05/08/2023 VI. References 1. Fort Collins Stormwater Criteria Manual, November 2017 2. Urban Storm Drainaqe 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. Galloway & Company, Inc. Page 14 of 19 Midtown Gardens Marketplace 05/08/2023 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 Galloway & Company, Inc. Page 15 of 19 Midtown Gardens Marketplace 05/08/2023 APPENDIX A Exhibits and Figures Galloway & Company, Inc. vr P��nneci ota w r�.owacr Ra E�,n�r_�� ke € tffaepen pd SH€ELY � PROSPECT kQDITYDIV 9 AT SPRING � OL[1 �ROSPECT " MfADOWS p E $[ueY1 S1 G'ardens on S,pningCreek �„yi�;�,� i��.-ir,r;..� INDIAN NILLS � r Y • � i -�,;; Wh�le �o�ds Market � � s STOVEFt AREA + MISSION HIILS S ITE r.ucky Mountain Box �i.omy�arry-FortCoP93ns Woadward � ' Induslrial Controls � S�U7H COLLEGE Q CDlorodo St�te — H E I G H T S University rt W'orokeikd dfl�lflB ��I:i4i�";� .•��eRd FpnkeRd 0 � �d `` �' s � � TkUPJ6ERBIRD SCOTCH PINES a � y P e EAST � � H � 3 MEhDONJLARK 7HUNDER-MOOR � W��DWEST Esw°Po»au �� Ra SOVTHMOOR w sw�"'" ? VILLAGE I VICINITY MAP ..I'NI � ., , .. . .=.=._- 23 ROAD � Q a •Lari�ner County Canal Na 2 SITE �s r 1032 � a W � a z 0 � � W _ z W > a � a � � a > This is an offcial copy of a portton c was extracted using F-MITOn-Line. or amendments which may have be�� title block. For the latest product in Program flood maps check the FEti USDA United States = Department of Agriculture �I R�S Natural Resources Conservation Service 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, Colorado �' � ,;�` �^ ; � t '�! `� .s�'.' � � � `� L �„ 3 - �'� �f . r , , ��' , ��-,a i�9 n;� `�„�4 ,� � ,� � r ,i � � ��'�_�� . 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'�.b- �;� _'. � � � S� .� � _ � . - � __ � ^ � � �' ' � , � ' ' I �'� � �. g .e r. .�a•� ��%_ 1� � ..�� , �ttl � ` �7 � ` �" 'f�� #� ,�` •. - � :��i5�`.��1 r � r.r' r�fc:''��c � � T y�`� � `�' �� I_ . � • ' � � i,� ,L 4�� ; � { !,� . y _ ...-�-•.�-,.-�.-==_ � - ;�� _ �- — �'L�}'.t 1'� �'� ►. _ — r -. _� — n_ '-�1 � �j"" .� F l . �-- -H -. ty {{ —_— �, — ' ��__ - _— � L__—t—_ ,r— �.�` r"I'_�� - � . . �..-_. . '_ . . .' ' `- � . ;=i �� -�00 ft �t�t �s� ' �s �v: )j,Y?t6/ �� "�rY � ' . - �� ;�i,�L E _ 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.nres.usda.gov/wps/ portal/nres/main/soils/health/) and certain conservation and engineering appiications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nres) or your NRCS State Soil Scientist (http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/? cid=nres142p2_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 pooriy 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, marita� 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 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. Contents Preface.................................................................................................................... 2 How Soil Surveys Are Made ..................................................................................5 SoilMap .................................................................................................................. 8 SoilMap ................................................................................................................9 Legend................................................................................................................10 MapUnit Legend ................................................................................................ 11 MapUnit Descriptions .........................................................................................11 Larimer County Area, Colorado ...................................................................... 13 73—Nunn clay Ioam, 0 to 1 percent slopes .................................................13 74—Nunn clay loam, 1 to 3 percent slopes .................................................14 Refere n c es . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .16 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 miscel�aneous 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 Custom Soil Resource Report 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 ineasurements 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 identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. 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. E:3 � � v 493220 40° 33' 19" N� I �-i ,� � ' �� ' � ��, �;, �; i,h I � b � $ � V � 8 � • • � q r-� ��'�a�,� Custom Soil Resource Report Soil Map 4�3x0 4� 45i340 497�87 493420 4934E0 � . -w + � .�. � - � � • �� ''' �� - � ` �.�,'�' 15 ' � . -_ �:1 i, . � � - - '.. � - :� ! - �'� A" � 'T-� :�.'7u y �7G.� � � . � � 1 r ' 4' i�i�. •� 11. y` � � ... - . ��` . � r� . �7 .� . �7'71 's � �i � ;�� / ' • ' � ,� i l � ��w A Y i �i• � F � . I .r _ f'=_. , �y. � I �� _ .� � �� 1 � '1 �� ! ` � 1 .? :�� = , . `-1 ad _ .� �, ;`y _`� , � � ' � � � � r � •� � � i , i 1 U`�€ � ",7� � �� zs� � }' , ',� -� � � �y � �• � � �-':�' ' � '� '��'� T" �:? .� �IM� � � .�..�,._.L� �i.�r�. ._ y�' � A �� -:_ r •��I" -� � . � + �' �� ::„ ' � , , , ', � fi �: � � , � T _ _ � � .�\�r v ,��' - r �' �.I �� ''0 �I -.�3>� '' ' : �..� j� � � ^ ` 1 ,r ' ~ ��,'� �� ` � � � , � � � �� ' �� , . _ • 1. � �' �� ► ; � ; , � � - . . � " yr ' '�� - � 1 % _ _ ' .. _ .. _ " ' � ' � � a-��T�if�1��;� ;;)�I),y;9�4d ,?� J'�� .�t �� . �— Soil �Ma�p may not be valid at this scale. � � --- ; � ��I1'' �.� �� •,� � ` _ �. � s �t' 40° 33' 7'� N , I. .. I, . I • 7 i� I. _ _, E. I I _ „- � 4�0 4� 493'.00 443340 45�3@J 493420 4�S14fi0 3 $ Map Scale: 1:1,820 if printed on A poitiait (8.5" x 11") sheet. ° N Meters � 0 25 50 100 150 � Feet 0 50 100 200 300 Map projection: Web Mercator Comer coordinates: WGS84 Edge dcs: UiM Zone 13N WGS84 9 � � a 0 49a500 � � 40° 33' 19" N G; � �� !� F; . �: � � L'A', f� Y, ; t� y�, T �fs. _ 8 � � � t � I 40° 33 7 N 493500 3 v 0 Custom Soil Resource Report MAP LEGEND Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons � _� Soil Map Unit Lines 0 Soil Map Unit Points Special Point Features V Blowout C;-� Borrow Pit tt' Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill • Lava Fiow ^ Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop ' _ Saline Spot ll 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 Canais Trensportation ,� Rails ti Interstate Highways US Routes Major Roads Local Roads Background � Aerial Photography MAPINFORMA The soil surveys that comprise your AOI � 1:24, 000. Warning: Soil Map may not be valid at thi Enlargement of maps beyond the scale o misunderstanding of the detail of mappin� line placement. The maps do not show th contrasting soils that could have been sh scale. Please rely on the bar scale on each maF measurements. Source of Map: Natural Resources Con Web Soil Survey URL: Coordinate System: Web Mercator (EP Maps from the Web Soil Survey are base projection, which preserves direction and distance and area. A projection that pres� Albers equal-area conic projection, shoul accurate calculations of distance or area This product is generated from the USOP of the version date(s) listed below. Soil Survey Area: Larimer County Area Survey Area Data: Version 15, Jun 9, 2 Soil map units are labeled (as space allo� 1:50,000 or larger. Date(s) aerial images were photographec 12, 2018 The orthophoto or other base map on wh compiled and digitized probably differs fr� imagery displayed on these maps. As a r shiftinq of map unit boundaries may be e 10 Custom Soil Resource Report Map Unit Legend Map Unit Symbol � Map Unit Name � Acres in AOI � Percent of AOI 73 Nu�n clay loam, 0 to 1 percent 16.4 99.1 % slopes 74 Nunn clay loam, 1 to 3 percent 0.2 0.9% slopes 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 c�asses 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, 11 Custom Soil Resource Report 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 undifferentiafed 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. 12 Custom Soil Resource Report Larimer County Area, Colorado 73—Nunn clay loam, 0 to 1 percent slopes Map Unit Setting National map unit symbol: 2ting 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 Salinify, 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 (R067BY042C0) Hydric soil rating: No 13 Custom Soil Resource Report 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 (R067BY042C0) 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 (R0676Y002C0) 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 14 Custom Soil Resource Report 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 Salinify, 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 (R067BY042C0) 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 (R067BY042C0) 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 (R0676Y002C0) Hydric soil rating: No 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. Wet�ands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nres.usda.gov/wps/portal/ nres/detail/national/soils/?cid=nres142p2_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. nres. usda.gov/wps/portal/nres/detail/national/soils/?cid=n res142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www. nres. usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_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, Natura� Resources Conservation Service. National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/ home/?cid=n res 142 p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/ detail/national/landuse/rangepasture!?cid=stelprdb 1043084 � Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nres.usda.gov/wps/portal/ nres/detail/soils/scientists/?cid=nres142p2_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.nres.usda.gov/wps/portal/nres/detail/national/soils/? cid=nres142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nres.usda.gov/Internet/FSE_DOCUMENTS/nres142p2_052290. pdf 17 Midtown Gardens Marketplace 05/08/2023 APPENDIX B Hydrologic Computations BASIN SUMMARY TABLE - EXISTING Tributary Sub-basin EX01 EX02 EX03 EX04 EX05 EX06 EX07 EX08 EX09 EX10 EX11 EX12 EX13 EX14 EX15 EX16 EX17 EX18 EX19 EX20 EX21 Area (acres) 1.11 0.14 1.02 0.33 0.53 1.22 2.44 0.44 0.61 0.34 0.61 1.05 0.25 0.11 0.12 0.59 0.48 0.53 0.33 0.15 0.23 Ciy 0.92 0, 92 1.03 0.95 0.95 0.85 0.92 0.89 0.72 0.71 0.83 0.91 0.95 0.95 0.95 0.95 0.95 0,95 0.95 0.82 0.83 C100 �� •� � :• �� tc � 2•Year (min) 5.0 5.0 5.0 5.0 5.0 9.4 9.8 5.0 10.0 5.0 5.9 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 10.7 6.1 tc�100•Year (min) 5.0 5.0 5.0 5.0 5.0 5.0 7.4 5.0 5.3 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 QZ (cfs) 2.9 0.4 3.0 0.9 1.4 2.4 5.1 1.1 1.0 0.7 1.4 2.7 0.7 0.3 0.3 1.6 1.3 1.4 0.9 0.3 0.5 Q,oa (cfs; 11.1 1.4 10.2 3.3 5.3 12.2 21.E 4.4 5.4 3.0 6.1 10.5 2.5 1.1 1.2 5.9 4.8 5.3 3.3 1.5 2.3 H:\King Soopers - City MarkeC\CO, Hort Collins - KSS000146 -# 18 College Drake\3.04 Grading-Drainage Studies\3.042 Proposed Drainage Reports-Info\Hydrology\KSS - COMPOSITE RUNOFF COEFFICIENTS - EXISTING Subdivision: Midtown Gardens Marketplace Location: CO. Fort Collins Project Name: King Soopers Store #146 Project No.: KSS000018.02 Calculated By: E. Mowinckel Checked By: P. Dalrymple Date: 5/11 /22 Asphait + Concrete Walks Lawns, Heavy Soil: Flat <2% Building Roof Basin ID Total Area (ac) Runoff qrea (ac) Area Weighted Runoff qrea (ac) Area Runoff qrea (ac) Coefficient Coefficient Weighted Coefficient EX01 1.11 95 0.81 69 20 0.04 1 95 0.26 EX02 0.14 95 0.13 86 20 0.01 1 95 0.01 EX03 1.02 95 1.02 95 20 0.24 5 95 0.04 EX04 0.33 95 0.30 88 20 0.00 0 95 0.03 EX05 0.53 95 0.51 91 20 0.004 0 95 0.02 EX06 1.22 95 0.98 77 20 0.16 3 95 0.08 EX07 2.44 95 2.32 90 20 0.08 1 95 0.04 EX08 0.44 95 0.40 87 20 0.04 2 95 0.00 EX09 0.61 95 0.42 66 20 0.19 6 95 0.00 EX10 0.34 95 0.23 65 20 0.11 6 95 0.00 EX11 0.61 95 0.51 79 20 0.10 3 95 0.00 EX12 1.05 95 0.86 78 20 0.05 1 95 0.14 EX13 0.25 95 0.00 0 20 0.00 0 95 0.25 EX14 0.11 95 0.00 0 20 0.00 0 95 0.11 EX15 0.12 95 0.00 0 20 0.00 0 95 0.12 EX16 0.59 95 0.00 0 20 0.00 0 95 0.59 EX17 0.48 95 0.00 0 20 0.00 0 95 0.48 EX18 0.53 95 0.00 0 20 0.00 0 95 0.53 EX19 0.33 95 0.00 0 20 0.00 0 95 0.33 EX20 0.15 95 0.12 79 20 0.03 3 95 0.00 EX21 0.23 95 0.19 80 20 0.04 3 95 0.00 Total 12.63 H:\Ki��; Soopers - City Market\CO, Fort Collii�s - KS5000146 -#18 Col]¢oe Drake\3.04 Gradina-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydrology\KSS 146_Rational_Routing - Ex.xls COMPOSITE °/a IMPERVIOUSNESS - EXISTING Subdivision: Midtown Gardens Marketplace Location: CO. Fort Collins Project Name: King Soopers Store #146 Project No.: KSS000018.02 Calculated By: E. Mowinckel Checked By: P. Dalrymple Date: 5/11 /22 Asphait + Concrete Walks Lawns, Heavy Soil: Flat <2% Building Roof Basin ID Total Area (ac) % Imp Area (ac) Area Weighted % Imp Area (ac) Area % Imp Area (ac) Weighted EX01 1.11 100 0.81 73 2 0.04 0 90 0.26 EX02 0.14 100 0.13 91 2 0.01 0 90 0.01 EX03 1.02 100 1.02 100 2 0.24 0 90 0.04 EX04 0.33 100 0.30 92 2 0.00 0 90 0.03 EX05 0.53 100 0.51 96 2 0.00 0 90 0.02 EX06 1.22 100 0.98 81 2 0.16 0 90 0.08 EX07 2.44 100 2.32 95 2 0.08 0 90 0.04 EX08 0.44 100 0.40 92 2 0.04 0 90 0.00 EX09 0.61 100 0.42 69 2 0.19 1 90 0.00 EX10 0.34 100 0.23 68 2 0.11 1 90 0.00 EX11 0.61 100 0.51 84 2 0.10 0 90 0.00 EX12 1.05 100 0.86 82 2 0.05 0 90 0.14 EX13 0.25 100 0.00 0 2 0.00 0 90 0.25 EX14 0.11 100 0.00 0 2 0.00 0 90 0.11 EX15 0.12 100 0.00 0 2 0.00 0 90 0.12 EX16 0.59 100 0.00 0 2 0.00 0 90 0.59 EX17 0.48 100 0.00 0 2 0.00 0 90 0.48 EX18 0.53 100 0.00 0 2 0.00 0 90 0.53 EX19 0.33 100 0.00 0 2 0.00 0 90 0.33 EX20 0.15 100 0.12 83 2 0.03 0 90 0.00 EX21 0.23 100 0.19 84 2 0.04 0 90 0.00 Total 12.63 H:\Ki��; Soopers - City Market\CO, Fort Collii�s - KS5000146 -#18 Col]¢oe Drake\3.04 Gradina-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydrology\KSS 146_Rational_Routing - Ex.xls STANDARD FORM SF-2 TIME OF CONCENTRATION - EXISTING Subdivision: Midtown Gardens Marketplace Location: CO, Fort Collins NOTES: T� _ (1.87'(1.1 - CCf)'(L)^0.5)/((S)^0.33), S in % T,=L/60V (Velocity From Fig. 501) Velocity V=(1.4/n)`(R^(2/3))"(S^0.5), S in ft/ft, R=Area/Weited Perimeter in ft, n=Roughness Coeff., Tc Check = 10+� R=Area/Wetted Perimeter in ft, assumes 2-in gutter flow depth For Urbanized basins a minimum T� of 5.0 minutes is required. For non-urbanized basins a minimum T� of 10.0 minutes is required Project Name: King Soopers Store #146 Project No.: KSS000018.02 Calculated By: E. Mowinckel Checked By: P. Dalrymple Date: 5/11 /22 H:\f� Eiooy�rs C.ivM2rAePCO,l�axt;otlins KS9000146-!llkCnllegeDraAe\4_O4('rra�tin@Ureinag bwdics�i.04.2Ropnse�Dr�iinaE R�porcvlfo\H}'�hob�}�\KSti146_Itutionl_Rou�i�g-H�.�is STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN - EXISTING (RATIONAL METHOD PROCEDURE) Subdivision: Midtown Gardens Marketplace Location: CO, Fort Collins Design Storm: 2-Year Project Name: King Soopers Store #146 Project No.: KSS000018.02 Calculated By: E. Mowinckel Checked By: P. Dalrymple Date: 5/11 /22 -� � • • • �� : � : .: . � . � � : � . ' -�� -�� -�� -�� -�� -�� -�� -�� -�� " �� -�� " �� -�� -�� • � �� -�� -�� -�� -�� -�� -�� ' '- �� -�� -�� -�� -�� -�� -�� -�� -�� -�� -�� -�� -�� -�� -�� -�� H��King Soopers - Cin� MarAedCO. Foct Collins - KSS000146 -#1H College Dcalce\3,04 GcaAing-Dcainage Snidies\3 042 Proposed Dcainage Repons-InfoAHvdrob�\KSS 146_Ravonal_Routing - Exsls STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN - EXISTING (RATIONAL METHOD PROCEDURE) Subdivision: Midtown Gardens Marketplace Location: CO, Fort Collins Design Storm: 100-Year Project Name: King Soopers Store # Project No.: KSS000018.02 Calculated By: E. Mowinckel Checked By: P. Dalrymple Date: 5/11 /22 � � • • � � . : .: . . s s � : � . _-------_---__ __ __ __ _�� _---________ _�� _---________ _�� _---________ _�� _---________ _�� _---________ _�� ___-________ _�� _---________ _� ��" � � � ��" ��_---________ _�� _---________ _�� _---________ _�� '�_---________ _�� _---________ _�� _---________ _�� _---________ _�� _---________ _�� _---________ _�� _---________ _�� _---________ _�� _---________ _�� _---________ _�� _---________ _-------_---__ __ __ __ _-------_---__ __ __ __ _-------_---__ __ __ __ _-------_---__ __ __ __ _-------_---__ __ __ __ _-------_---__ __ __ __ _-------_---__ __ __ __ _-------_---__ __ __ __ _-------_---__ __ __ __ _-------_---__ __ __ __ _-------__--__ __ __ __ H.AKing Soopecs - Ciry MarketVCO, Fort Collins - KSS000146 -#7 S College DrakeA3.04 Grading-Drainage Smdies\3.042 Proposed Drainage Reports-infoAHydrology�I{SS 146_Ranonal_Roubno - Axxls Tributary Sub-basin A-1 A-2 A-3 A-4 A-5 A-6 A-7 A-8 A-9 A-10 A-11 A-12 B-1 B-2 B-3 G1 C-2 G3 C-4 G5 C-6 OS-1 OS-2 OS-3 OS-4 OS-5 OS-6 BASIN SUMMARY TABLE - PROPOSED Detention / WQ Area CZ C100 tc � 2-Year tc I 100-Year (acres) (min) (min) 0.91 0.82 1.00 5.7 5.0 0.23 0.87 1.00 5.0 5.0 1.65 0.87 1.00 5.1 5.0 0.64 0.85 1.00 5.0 5.0 0.15 0.95 1.00 5.0 5.0 Detention +�/�/Q 0.15 0.88 1.00 5.0 5.0 0.25 0.81 1.00 5.0 5.0 0.13 0.67 0.84 5.5 5.0 0.11 0.95 1.00 5.0 5.0 1.21 0.95 1.00 5.0 5.0 0.67 0.95 1.00 5.0 5.0 0.88 0.95 1.00 5.0 5.0 1.33 0.89 1.00 5.0 5.0 0.79 0.90 1.00 5.3 5.0 0.09 0.72 0.91 5.0 5.0 0.11 0.95 1.00 5.0 5.0 WQ Only 0.12 0.95 1.00 5.0 5.0 0.37 0.84 1.00 5.8 5.0 0.01 0.95 1.00 5.0 5.0 0.02 0.95 1.00 5.0 5.0 0.65 0.89 1.00 5.3 5.0 0.51 0.54 0.68 13.6 13.6 0.32 0.73 0.91 7.7 6.0 Offsite 0.10 0.91 1.00 5.0 5.0 0.36 0.91 1.00 5.0 5.0 0.71 0.87 1.00 5.0 5.0 0,15 0.95 1.00 5.0 5.0 H:\Ihing Soopers - Cify Market\CO, Fort Colfins - KSS000146 -# 18 College Drake\3.04 Grading-Drainage Studies\3.042 Proposed Drainage Reports-Info\Hydrology\KSS 1 COMPOSITE RUNOFF COEFFICIENTS - PROPOSED Subdivision: Midtown Gardens Marketplace Project Name: King Soopers Store #146 Location: CO, Fort Coliins Project No.: KSS000018.02 Calculated By: E. Mowinckel Checked By: P. Dalrymple Date: 9/29/22 Basi� ID Total Area (ac) Runoff qrea (ac) Area Weighted Runoff qrea (ac) Area Coefficient Coefficient Weight A-1 0.91 95 0.76 79 20 0.15 3 A-2 0.23 95 0.21 85 20 0.02 2 A-3 1.65 95 1.48 85 20 0,17 2 A-4 0.64 95 0.55 82 20 0.09 3 A-5 0.15 95 0.15 95 20 0.00 0 A-6 0.15 95 0.14 86 20 0.01 2 A-7 0.25 95 0.20 78 20 0.05 4 A-8 0.13 95 0.08 60 20 0.05 7 A-9 0.11 95 0.00 0 20 0.00 0 A-10 1.21 95 0.00 0 20 0.00 0 A-11 0.67 95 0.00 0 20 0,00 0 A-12 0.88 95 0.00 0 20 0.00 0 B-1 1.33 95 123 88 20 0.10 2 B-2 0.79 95 0.73 88 20 0.06 1 B-3 0.09 95 0.06 66 20 0.03 6 C-1 0.11 95 0.11 95 20 0.00 0 C-2 0.12 95 0.00 0 20 0.00 0 C-3 0.37 95 0.31 81 20 0.05 3 C-4 0.01 95 0.00 0 20 0.00 0 C-5 0.02 95 0.02 95 20 0.00 0 C-6 0.65 95 0.60 88 20 0.05 2 OS-1 0.51 95 0.23 44 20 0.28 11 OS-2 0.32 95 023 67 20 0,09 6 OS-3 0.10 95 0.09 89 20 0.01 1 OS-4 0.36 95 0.34 90 20 0.02 1 OS-5 0.71 95 0.63 85 20 0.08 2 OS�-6 0.15 95 0.15 95 20 0.00 0 Basin B Water Quality A Vater Qualtity B( Detention Offsite Tributary Total 2.21 1.27 6.98 3.48 6.98 2.15 12.61 Runoff Coefficient 95 95 95 95 95 95 95 95 95 95 95 95 95 95 95 95 95 95 95 95 95 95 95 95 95 95 95 Area (ac) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.11 1.21 0.67 0.88 0.00 0.00 0.00 0.00 0.12 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Area 0 0 0 0 0 0 0 95 95 95 95 0 0 0 0 95 0 95 0 0 0 0 0 0 0 0 Soopers-em�MadcetVCQI��rtColl�n�-V:SSUOUIab-#INCoII�geUralc��,-046rading-Dr.ina�,�timdia:Ai049Ropos�dU�ainx�.�Repoit,-1nFUiydiolo��AKSS146_Ita(ional Routingsls COMPOSITE °/a IMPERVIOUSNESS - PROPOSED Subdivision: Midtown Gardens Marketplace Project Name: King Soopers Store #146 Location: CO, Fort Coliins Project No.: KSS000018.02 Calculated By: E. Mowinckel Checked By: P. Dalrymple Date: 9/29/22 Basi� ID Total Area (ac) % Imp Area (ac) Area Weighted % Imp Area (ac) Area Weight A-1 0.91 100 0.76 83 2 0.15 0 A-2 0.23 100 0.21 89 2 0.02 0 A-3 1.65 100 1.48 90 2 0,17 0 A-4 0.64 100 0.55 87 2 0.09 0 A-5 0.15 100 0.15 100 2 0.00 0 A-6 0.15 100 0.14 90 2 0.01 0 A-7 0.25 100 0.20 82 2 0.05 0 A-8 0.13 100 0.08 63 2 0.05 1 A-9 0.11 100 0.00 0 2 0.00 0 A-10 1.21 100 0.00 0 2 0.00 0 A-11 0.67 100 0.00 0 2 0,00 0 A-12 0.88 100 0.00 0 2 0.00 0 B-1 1.33 100 123 92 2 0.10 0 B-2 0.79 100 0.73 93 2 0,06 0 B-3 0.09 100 0.06 70 2 0.03 1 C-1 0.11 100 0.11 100 2 0.00 0 C-2 0.12 100 0.00 0 2 0.00 0 C-3 0.37 100 0.31 85 2 0.05 0 G4 0.01 100 0.00 0 2 0.00 0 C-5 0.02 100 0.02 100 2 0.00 0 C-6 0.65 100 0.60 92 2 0.05 0 OS-1 0.51 100 0.23 46 2 0.28 1 OS-2 0.32 100 023 71 2 0.09 1 OS-3 0.10 100 0.09 94 2 0.01 0 OS-4 0.36 100 0.34 95 2 0.02 0 OS-5 0.71 100 0.63 89 2 0.08 0 OS-6 0.15 100 0.15 100 2 0.00 0 Basin B Basin C Water Quality A Vater Qualtity B( Detention Offsite Tributary Total 2.21 1.27 6.98 3.48 6.98 2.15 12.61 % Imp 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 Area (ac) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.11 1.21 0.67 0.88 0.00 0.00 0.00 0.00 0.12 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Area 0 0 0 0 0 0 0 90 90 90 90 0 0 0 0 90 0 90 0 0 0 0 0 0 0 0 Soopers-em�MadcetVCQI��rtColl�n�-V:SSUOUIab-#INCoII�geUralc��,-046rading-Dr.ina�,�timdia:Ai049Ropos�dU�ainx�.�Repoit,-1nFUiydiolo��AKSS146_Ita(ional Routingsls STANDARD FORM SF-2 TIME OF CONCENTRATION - PROPOSED Subdivision: Midtown Gardens Marketplace Location: CO, Fort Collins Project Name: King Soopers Store #146 Project No.: KSS000018.02 Calculated By: E. Mowinckel Checked By: P. Dalrymple Date: 9/29/22 H.`�kn�Soop�nC'L�Mrk�f�LO,FnrtCnlli�s KSS0�0116-alRCollr.oeDrake_z.04CrndnoDrn'nnoeStidi�s_,1142P'opo.�dD'ii�eR�pol.�infn`Ilydroln�iKSSl4l.Rai eI_Ru1v.�is- NOTE5: T; _ (1.87*(1.1 - CCf)'(L)^0.5)/((S)^0.33), S in % T�=L/60V (Velacity 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+�/180 For Urbanized basins a minimum T� of 5.0 minutes is required. For non-urbanized basins a minimum T� of 10.0 minutes is required STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN - PROPOSED (RATIONAL METHOD PROCEDURE) Subdivision: Midtown Gardens Marketplace Location: CO, Fort Collins Design Storm: 2-Year Project Name: King Soopers Store #146 Project No.: KSS000018.02 Calculated By: E. Mowinckel Checked By: P. Dalrymple Date: 9/29/22 DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TRAVEL TIME U2 y " u�i c � � " 3 c N a� STREET a o Q �j } � ^ � � ^ o � � o N � Q c t c rn c '� �� 3 U Q c u � Q c � o � � o Q �' o E o m Q � F- i� o r � c� cn in o v> a � > f= A1 A-1 0.91 0.82 5.7 0.75 2.73 2.1 Ty e 13 C A2 A-2 0.23 0.87 5.0 020 2.85 0.6 T e 13 C A3 A-3 1.65 0.87 5.1 1.44 2.53 4.1 Type D Inl A4 A-4 0.64 0.85 5.0 0.54 2.85 1.5 T e D Inl A5 A-5 0.15 0.95 5.0 0.14 2.85 0.4 Type 13 Ir A6 A-6 0.15 0.88 5.0 0.13 2.85 0.4 T e D Inl A7 A-7 0.25 0.81 5.0 0.20 2.85 0.6 Ty e D Inl A8 A-8 0.13 0.67 5.5 0.09 2.76 0.2 Type D Inl A9 A-9 0.11 0.95 5.0 0.10 2.85 0.3 Roof Drair A10 A-10 1,21 0.95 5.0 1.15 2.85 3.3 Roof Drair A11 A-11 0.67 0.95 5.0 0.64 2.85 1.8 Roof Drair Al2 A-12 0.88 0.95 5.0 0.84 2.85 2.4 Roof Drair B1 B-1 1.33 0.89 5.0 1.19 2.85 3.4 T e R Inl B2 B-2 0.79 0.90 5.3 0.71 2.79 2.0 T e R Inl B3 B-3 0.09 0.72 5.0 0.07 2.85 0.2 Ty e 13 C C1 C-1 0,11 0.95 5.0 0.10 2.85 0.3 T e 13 C C2 C-2 0.12 0.95 5.0 0.11 2.85 0.3 Roof Drair C3 C-3 0.37 0.84 5.8 0.31 2.70 0.8 T e 13 C C4 C-4 0.01 0.95 5.D 0.01 2.55 0.03 Roof Drair CS C-5 OA2 0.95 5.0 0.02 2.85 0.1 T e 13 C C6 C-6 0.65 0.89 5.3 0.58 2.50 1.6 Type R Inl 01 OS-1 0.51 0.54 13.6 0.28 1.94 0.5 Sheet Flo� 02 OS-2 0.32 0.73 7.7 0.23 2.44 0.6 Sheet Flo� 03 OS-3 0.10 0.91 5.0 0.09 2.85 0.3 Sheet Flo� 04 OS-4 0.36 0.91 5.0 0.33 2.85 0.9 Sheet Flo� 05 OS-5 0.71 0.87 5.0 0.62 2.55 1.8 Sheet Flo� 06 OS-6 0.15 0.95 5.0 0.14 2.85 0.4 Sheet Flo� Basin A 6.98 5.0 6.23 2.85 17.7 SD Syster Basin B 0.88 5.0 1.96 2.85 5.6 SD Syster Basin C 127 5.0 1.13 2.85 3.2 SD S ster Water Quality A 6.98 5.0 6.23 2.85 17.7 Area tribul Water Qualtity BC 2.15 5.0 3.09 2.85 8.8 Area tribul Detention 6.98 5.D 6.23 2.85 17.7 Area tribul Offsite Tributar 2.15 5.0 1.69 2.85 4.8 Offsite ba: Pi:AKin; Soopers -Cin• MarketACO, Fori Collinr- KSSOOOII6 -1l18 College DrakeA3.0; Grading-Drainage Stndies�3.032 Proposed Drainaye Reports-LdoAHydroloy�AKSS 11(_Ratimi¢I_Roming.cls STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN - PROPOSED (RATIONAL METHOD PROCEDURE) Subdivision: Midtown Gardens Marketplace Location: CO, Fort Collins Design Storm: 100-Year Project Name: King Soopers Store #146 Project No.: KSS000018.02 Calculated By: E. Mowinckel Checked By: P. Dalrymple Date: 9/29/22 � • � � � �� . : .: . . . � : . -�� -m� '�' �' �� -m� '� " �' '��i� -m�� i� -m�� -m�� -m�� -m�� m��ia �m�� -.. �� m�� m�� m� � �• �� . ,: �� m�� m�� -.. �m�� m� , , ,. � . , �� -.. �m� , , ,. � . , �� m�� m�� m�� m� . , ., � . . �� m�� m�� m�� - -�� • - � - �� H:AKing Soopers - Citr MerketVCO. Fort ColGns - KSSOOOld6-#18 College DrekeA3 OJ Grading-Drafnage SNdIesU.Od2 Proposed Drafnage Reports-In[oAH��drology\KSS 146_Ra[Ional_Routing.sls Modified FAA Method - WQ Storage Volume Calculations Project Number: King Soopers Store #146 Project Location: CO, Fort Collins Calculations By: E. Mowinckel Checked By: P. Dalrymple Pond Description: Pond A Water Quality Date: 5/11 /2022 User Input Cell: Blue Text Inputs Tributar Area Output Detention Volume Return Period for Detention Control: 1/2 2-year Catchment 'C': 0.89 Catchment Drainage Area, ac: 6.98 Release Rate, cfs: 1.51 Required Storage, cubic feet: 4572 Required Storage, ac-ft: 0.10 Storm Rainfall Average Storage Storage Duration Time Intensity Inflow Volume Outflow Volume Volume 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 I I:AKing Soopers - City Market\CO, Port Collins - KSS000146 -# 18 College Drake\3.04 Grading-Drainage Studies\3.04.2 Aroposed Drainage Reports- lnfo\Hydrology\KSS 146_Rational_Routing.xls Page 1 of2 5/II/2022 12 I 10 8 - 6 4 2 0 - - I 0 20 I_ 40 60 80 100 FORT COLLINS STORMWATER CRITERIA MANUAL —�—Seriesl Detention (Ch. 6) 2.0 Water Quantity Detention 2) Rainfall Intensity, I(inches per hour) 3) Inflow volume, Vi (cubic feet), calculated as the cumulative volume at the given storm duration using the equation: Vi = CIA (60T) Equation 6-1 4) Calculated outflow volume, Vo, (cubic feet), given the maximum allowable release rate, Qo„t (cfs), over the duration T: Vo= q,o„c (60 T) Equation 6-2 5) Required detention volume, Vs (cubic feet), calculated using the equation: Vs = V; — V, Release rate based on 0.35 gpm/sf of filter fabric area (.0022 cfs/sf) (See WQ System Caiculation Summary) 120 140 Equation 6-3 I I:AKing Soopers - City Market\CO, Port Collins - KSS000146 -# 18 College Drake\3.04 Grading-Drainage Studies\3.04.2 Aroposed Drainage Reports- lnfo\Hydrology\KSS 146_Rational_Routing.xls Page 2 of2 5/I I/2022 Modified FAA Method - WQ Storage Volume Calculations Project Number: King Soopers Store #146 Project Location: CO, Fort Collins Calculations By: E. Mowinckel Checked By: P. Dalrymple Pond Description: Pond BC Water Quality Date: 5/11 /2022 User Input Cell: Blue Text Inputs Tributar Area Output Detention Volume Return Period for Detention Control: 1/2 2-year Catchment 'C': 0.89 Catchment Drainage Area, ac: 3.48 Release Rate, cfs: 0.81 Required Storage, cubic feet: 2163 Required Storage, ac-ft: 0.05 Storm Rainfall Average Storage Storage Duration Time Intensity Inflow Volume Outflow Volume Volume 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 I I:AKing Soopers - City Market\CO, Port Collins - KSS000146 -# 18 College Drake\3.04 Grading-Drainage Studies\3.04.2 Aroposed Drainage Reports- lnfo\Hydrology\KSS 146_Rational_Routing.xls Page 1 of2 5/II/2022 12 I 10 8 - 6 4 2 0 - - I 0 20 I_ 40 60 80 100 FORT COLLINS STORMWATER CRITERIA MANUAL —�—Seriesl Detention (Ch. 6) 2.0 Water Quantity Detention 2) Rainfall Intensity, I(inches per hour) 3) Inflow volume, Vi (cubic feet), calculated as the cumulative volume at the given storm duration using the equation: Vi = CIA (60T) Equation 6-1 4) Calculated outflow volume, Vo, (cubic feetj, given the maximum allowable release rate, Qo„t (cfs), over the duration T: V,= Q,,,,� (60 T) Equation 6-2 5) Required detention volume, Vs (cubic feet), calculated using the equation: Vs= V;-Vo Release rate based on 0.35 gpm/sf of filter fabric area (.0022 cfs/sf) (See WQ System Caiculation Summary) 120 140 Equation 6-3 I I:AKing Soopers - City Market\CO, Port Collins - KSS000146 -# 18 College Drake\3.04 Grading-Drainage Studies\3.04.2 Aroposed Drainage Reports- lnfo\Hydrology\KSS 146_Rational_Routing.xls Page 2 of2 5/I I/2022 Modified FAA Method -100-Year Storage Volume Calculations Project Number: King Soopers Store #146 Project Location: CO, Fort Collins Calculations By: E. Mowinckel Checked By: P. Dalrymple Pond Description: Pond A 100-Year Detention Date: 5/11 /2022 User Input Cell: Blue Text Inputs Tributar Area Output Detention Volume Return Period for Detention Control: 100-year Catchment 'C': 0.90 Catchment Drainage Area, ac: 6.98 Release Rate, cfs: 3.49 Required Storage, cubic feet: 58096 Required Storage, ac-ft: 1.33 Storm Rainfall Average Storage Storage Duration Time Intensity �nflow Volume Outflow Volume Volume 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 I I:AKing Soopers - City Market\CO, Port Collins - KSS000146 -# 18 College Drake\3.04 Grading-Drainage Studies\3.04.2 Aroposed Drainage Reports- lnfo\Hydrology\KSS 146_Rational_Routing.xls Page 1 of2 5/II/2022 12 10 8 6 4 2 0 0 20 40 60 80 100 120 FORT COLLINS STORMWATER CRITERIA MANUAL 140 �Seriesl Detention (Ch. 6) 2.0 Water Quantity Detention 2) Rainfall Intensity, I(inches per hour) 3) Inflow volume, Vi (cubic feet), calculated as the cumulative volume at the given storm duration using the equation: Vi = CIA (60T) Equation 6-1 4) Calculated outflow volume, Vo, (cubic feet), given the maximum allowable release rate, Qo�c (cfs), over the duration T: V,= q,o„t (60 T) Equation 6-2 5) Required detention volume, Vs (cubic feet), calculated using the equation: Vs= V,—Vo Release rate based on 0.5 cfs/ac Equation 6-3 I I:AKing Soopers - City Market\CO, Port Collins - KSS000146 -# 18 College Drake\3.04 Grading-Drainage Studies\3.04.2 Aroposed Drainage Reports- lnfo\Hydrology\KSS 146_Rational_Routing.xls Page 2 of2 5/I I/2022 REQUIRED WATER QUALITY VOLUME Drain Time Volume Volume Basin Area (ac) % Imp (hrs) a WQCV (ac-ft) (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 WQCV = uja-9lp- 1.19t+ 0.�8n Where: WQCV = Water Quality Capture Volume, watershe� irxhes c. - Coefflcient corrPspond�ng to WQCV dram Ume (Table 5.4-1) 1= Imperv�ousnes� (94.J100} Table 5.4-1. �rain Time Coefficients fot WQCV Calculations Equation 7-1 Drai� Time (hrs) Coeffitient (a) 17 nH 4;� ] �: O�ce che tiyQ�V m watershed inches is founo frcm F�gufe 3.2-I2 or using Equation 3.2-1, the required BMP volume in acre-feei can he calculated as follows: V = �~��Ax2.2 Where: V= required volume, acre-ft A= tributary catchment area upstream, acres Equatio� 7-2 WQCV = Water Quality Capturr Volume, w�tershed inches 1_2 = to account for the additional 2096 of required storage f�r sedimentation accumulation H:AKing Soopers - City MarkeC\CO, Fort Collins - KSS000146 � 18 College DrakeA3.04 Grading-Drainage Studies\3.042 Proposed Drainage Reports- Info\Hydrology\KSS 146_Rational_Routing.xls Page 1 of 3 5/11/2022 WQ Vault ID WQA WQ BC (i) (ii) (iii) (iv) (v) (vi) (vii) (viii) (ix) (x) (xi) (xii) Detention Calculation Sum c> c�� Totai Required WQ Flow, WQ Volume (cf) (cfs) 9,365 13.30 4,974 13.30 Chamber Unit Chamber Release Rate Chamber Uni Type (cfs) Volume (cf) MC-4500 0.026 106.5 MC-4500 OA26 106,5 Installed Chamber Unit Vofume with Total Release Aggregate Minimum No. Rate (cf) of Chambers (cfs) 162.6 58 1.508 162.6 31 0.806 Required Storage Volume by FAA Method (cf) 2,163 Storage Provided within the Minimum No. Chambers of Chambers (cf) 43 6,177 21 3,301 Calculated WQCV (Eq. 7-1 & 7-2) 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 Per ADS, these equate to different chamber sizes they have available. 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). Volume within chamber only, not accounting for void spaces in surrounding aggregate. Volume includes chamber and void spaces (40 %) in surrounding aggregate, per chamber unit. Number of chambers required to provide full WQCV within total installed system, including aggregate. (i) /(vi) Release rate per chamber times number of chambers. (iv) '(vii) FAA calc based on Flow, WQ and Total Release Rate. Number of chambers required to provide required FAA storage volume stored within the chamber only (no aggregate storage). (ix) /(v) 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) 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) Su No. of Water Totai No. Chamber Cap Volume Detention Quality Detention No. of End Volume with with Detention Water Quality Water Quality Chamber Chamber Chambers Cambers Caps Aggregate Aggregate Volume Volume Total Volume Volume Volume C Vault ID Type Provided Provided Provided (c� (cf) Required (cf) Required (cf) Required (cf) Provided (cf) Provided (cf) P Pond A MG4500 88 26S 46 162.6 115.3 58,096 9,365 67,461 14,308 43,576 WQ BC MC-4500 31 0 4 162.6 115.3 0 4,974 4,974 5,040 0 Combined MC-4500 119 268 50 162.6 115.3 58,096 14,339 72,435 19,349 43,576 (i) (ii) (iii) (iv) (v) (vi) (vii) (viii) (ix) (x) (xi) (xii) (xiii) (iv) ADS chamber size provided in system. 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 Number of Detention chambers provided (non-isolator chambers). Number of end caps provided. Volume includes chamber and void spaces (40 %) in surrounding aggregate, per chamber unit. Volume includes end cap and void spaces (40 %) in surrounding aggregate, per chamber unit. Total Detention Volume required based on 100-yr. Mod. FAA Volume + WQ. V100 +(xii) above per City Standards Required WQ storage volume. WQCV (i) from WQ System Calculation Summary Total System Vol�me Required. (vii) +(viii) Total Volume provided in WQ chambers (excludes WQ end caps). (ii) *(v) Tota� Volume provided in Detention chambers, excluding WQ chambers and end caps. (iii)' (v) Total Volume provided in end caps. (iv) *(vi) Additonal storage provided by void spaces (40 %) in Perimeter aggregate (outside of chambers). System volume includes total number of chambers & end caps, and surrounding aggregate. See additional Stage Storage tabulation for total system volume. H:Aliing Soope�s - Cin� MarketACO. Fon Collins - KSS00014G -#1 fr Coilege DcaAeA3 Od Geading-D�ainage Studies�3.0� 2 Proposed Drainage Reporrs-info\Hcdroloy�4KSS 146_Rauo�al_Rou[i�g.sls STORMTECH CHAMBER DATA Chamber Chamber Aggregate Flow Rate / Cap Volume Dimensions Width (in) Length (in) Height (in) Floor Area (sf) Volume (cf) Volume (cf) Chamber (cfs) (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 Chamber Flow Rate Conversion (gpm/sf to cfs) Flow Rate* 0.35 gpm / sf 1 cf = 7.4805 gal 1 gal = 0.1337 cf 1 gpm = 0.0022 cfs *Fiow rate based on 1/2 of Nov 07 Qmax in Figure 17 of UNH Testing Report H1King Soopers - Ciry Market\CQ Fort Collins - KS5000146 -#18 College Drake\3.04 Grading-Drainage Studies\3.043 Proposed Dramage Reports-[nfou-]ydrology\KSS 146_R2boiiai_Roulinn.xis Page 3 of 3 5/11/2022 SDI-Desiqn Data v2. 00, Re%ased January 2020 Stormwater Facility Name: King Soopers, Fort Collins Facility Location & Jurisdiction: College Ave and Drake Rd, Fort Collins, Colorado User InQut: Watershed Characteristics -- - __---- --- _ _ Flood Control Only � No BMP Watershed Area = 6.98 acres Watershed Length = 700 ft Watershed Length to Centroid = 372 ft Watershed Slope = 0.020 ft/ft Watershed Imperviousness = 88.0% percent Percentage Hydrologic Soil Group A= 0.0% percent Percentage Hydrologic Soil Group B= 0.0% percent Percentage Hydrologic Soil Groups C/D = 100.0% percent Target WQCV Drain Time = N/A hours Location for 1-hr Rainfall Depths (use dropdown): ,;,e� �,�,�:� � After providing required inputs above including 1-hour rainfall depths, click'Run CUHP' to generate runoff hydrographs using the embedded Colorado Urban Hydrograph Procedure. 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'. 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 = One-Hour Rainfall Depth = CUHP Runoff Volume = Inflow Hydrograph Volume = Time to Drain 97% of Inflow Volume = Time to Drain 99% of Inflow Volume = Maximum Ponding Depth = Maximum Ponded Area = Maximum Volume Stored = User Defined User Defined User Defined User Defined Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs] 0.00 7,186 0.00 0.00 0.25 7,186 0.25 0.16 0.50 7,186 0.50 0.54 0.75 7,186 0.75 0.95 1.00 14,536 1.00 1.18 1.25 14,447 1.25 1.38 1.50 14,343 1.50 1.55 1.75 14,221 1.75 1.70 2.00 14,080 2.00 1.85 2.25 13,921 2.25 1.98 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 WQCV 2 Year 5 Year 10 Year 50 Year 100 Year N/A 0.98 1.36 1.71 2.91 3.67 in N/A 0.470 0.690 0.898 1.618 2,079 acre-ft N/A 0.470 0.690 0.898 1.618 2.079 acre-ft N/A 9.4 9.5 9.8 11.0 11.9 hours N A 12,8 13.0 13.3 14.5 15.2 hours N/A 1.32 1.84 2.35 4.43 6.46 ft N/A 0.33 0.33 0.32 0.26 0.16 acres N/A 0.292 0,464 0.625 1.239 1,643 acre-ft SDI_Design_Data_v2.00.xlsm, Design Data 5/11/2022, 10:11 AM 45 40 35 30 � 25 3 0 LL 20 15 10 5 0 0.1 �. 6 5 x s � w 4 � l7 Z � Z O a 3 2 1 TIMfl [hr] DRAIN TIME [hr] 10 SDI_Design_Data_v2.00.xlsm, Design Data 5/11/2022, 10:11 AM 0 - 0.1 1 10 100 Midtown Gardens Marketplace 05/08/2023 APPENDIX C Hydraulic Computations Model Schematic SDIN A5 SDIN A4 SDIN A3 D � SDMH A6 I I L SDIN A2 SDMH A5 '� " `"! 11�31111111 � � SDW C2 � _ _. .� -- — �'� � � � o �' S�MN ca D SDMH C3 G3 C-4 �-�' � SD C6 �' G�. SDW C3 v 50�� SDIN B2 E-2 � SDMH C2 _ B� SDIN B1 n S��N �.�` o c e' � SDM CO SDIN A8 Q'�, SDMH Di D � .\\�., , "' o 0.2 SDMH D2 �SDIN D1 �"2 SDMH 01 �y�� SDMH 02 -- SDMH A3 A-2 `'� -1 SDMH A1 O �, ;7 .- � SO S�M P ¢ SDMHEXI / �'97 yq4 ^ SDMH A7 _5 A-4 ��3 �SDINA6 e- �� SDIN A7 6 I I � � ��--�� r � d°1=1°I°i^VJ°pel^pV°(^I°I�i � I I� I � 1 � I I � � Bentley Systems, Inc. Haestad Methods Solution Bentley StormCAD V8i (SELECTseries 4) KSS146X_StormCAD.stsw Center [08.11.04.54] 9/29/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA +1-203-755-1666 Scenario: 100-YEAR Current Time Step: O.00OHr FlexTable: Conduit Table �ength Hydraulic Hydraulic Has User Slope Label Start Node Stop Node Invert Invert Grede Line Grade Line Flow Velocity Defined (User �Calculated) Section Diameter Material (Start) (ft) (Stop) (ft) Out ft i�s) (ft/s) Defined) Type (in) ( j ( ) Qn) (ftj Length? �{t� (fVH) A-1 SDMHA2 SDMHA1 5,01241 5,012.t8 5,078.01 5,0'18.12 69.40 5.52 True 45.5 0.005 Cirde 48A Concrete A-2 SDMH A3 SDMH A2 5,012.97 5,012.51 5,0'1874 5,079.07 5920 5.63 True 93.8 0.005 Ellipse Concrete A-3 SDMH A4 SDMH A3 5,013.51 5,012.98 5,079.44 5,019.82 5920 5.65 True 105.5 0.005 Ellipse - Concrete A-4 SDIN A1 SDMH A4 5,014.14 5,01370 5,0�9.98 5,020.61 56.90 8.05 True 87.3 0.005 Circle 36A Concrete A-5 SDMH A5 SDIN A1 5,014.94 5,01424 5,020.71 5,02123 40.50 573 True 140.8 0.005 Circle 36.0 Concrete A-6 SDIN A2 SDMH A5 5,015.73 5,015.04 5,021.44 5,021.95 40.50 5.73 True 137.9 0.005 Circle 36.0 Concrete A-7 SDMH A6 SDIN A2 5,016.65 5,015.83 5,022.�5 5,022.33 22.10 3.13 True 168.5 0.005 Cirde 36A Concrete A-8 SDIN A3 SDMH A6 5,017.33 5,01678 5,02234 5,022A5 20.60 2.9'I True 109.9 0.005 Cirde 36.0 Concrete A-9 SDIN A4 SDIN A3 5,017.96 5,017.43 5,022.45 5,022J8 12.40 3.95 True 107.4 0.005 Circle 24.0 Concrete A-10 SDIN A5 SDIN A4 5,018.53 5,018.06 5,02278 5,022.78 1.70 0.35 True 92.5 0.005 Cirde 24.0 Concrete A-11 SDMH A7 SDMH A2 5,014.64 5,013.81 5,0�8.74 5,019.37 9.10 5.15 True 83.1 0.0�0 Circle 18A Concrete A-12 SDIN A6 SDMH A7 5,014.91 5,01474 5,0�9.41 5,019.53 9.10 5.15 True 162 0.0�0 Circle 18.0 Concrete A-13 SDIN A7 SDMH A4 5,013.86 5,01370 5,019.98 5,019.99 2.30 1.30 True 3L0 0.005 Circle 18.0 Concrete A-14 SDIN A8 SDMH A6 5,016.90 5,01678 5,022.34 5,022.34 1.50 0.85 True 722 0.0'10 Cirde 78A Concrete 8-1 SDIN B'I SDMH C1 5,012.61 5,012.48 5,012.48 5,0'12.6'1 0.00 0.00 True 23.4 0.006 Cirde 78A Concrete 8-2 SDIN 62 SDIN Bt 5,012.96 5,01271 5,0'1271 5,012.96 0.00 0.00 T�ue 44.2 0.006 Circle 78A Concrete C-0 SDMH C1 SDMH CO 5,012.38 5,012.18 5,012.78 5,0'12.38 0.00 0.00 True 39.4 0.005 Cirde iSA Concrete C-1 SDMH C2 SDMH C1 5,012.94 5,012.48 5,0�2.48 5,01291 0.00 0.00 True 85.4 0.005 Circle 18A Concrete C-2 SDMH C3 SDMH C2 5,013.51 5,013.04 5,0�3.01 5,013.52 0.00 0.00 True 94.9 0.005 Circle 18.0 Concrete C-3 SDW C6 SDMH C3 5,013.78 5,013.61 (NIA) (NIA) (N/A) (NIA) True 33.6 0.005 Circle 18.0 Concrete C-4 SDW C1 SDIN C6 5,01422 5,013.88 (NIA) (NIA) (N/A) (NIA) True 66.4 0.005 Circle 76.0 Concrete C-5 SDW C3 SDW C7 5,014.44 5,014.32 5,074.23 5,0'14.35 0.00 0.00 True 24.9 0.005 Cirde 78A Concrete C-6 SDMH C4 SDIN C7 5,014.41 5,01423 5,0'1423 5,014.41 0.00 0.00 True 22.0 0.008 Circle 78A Concrete C-7 SDIN C2 SDMH C4 5,015.54 5,014.51 5,014.51 5,0'15.54 0.00 0.00 True 124.9 0.008 Cirde iSA Concrete D-1 SDMH D2 SDMH D1 5,012.72 5,012.18 5,0�2.78 5,01272 0.00 0.00 True 502 0.0�1 Circle 18A Concrete D-2 SDIN D1 SDMH D2 5,012.98 5,012.82 5,0�2.82 5,012.98 0.00 0.00 True 15.8 0.0�0 Circle 76.0 Concrete O-1 SDMH 01 SDMH EX1 5,010.86 5,010.48 5,011.19 5,011.58 3.49 4.13 True 76.6 0.005 Circle 18.0 Concrete O-2 SDMH 02 SDMH O� 5,011.26 5,010.96 5,011.93 5,012.00 3.49 4.1'I True 6L3 0.005 CirGe 76.0 Concrete HiKing Soopers - City Markef�CO, Port Collins - KSS000146 -#18 College & Drake\3.04 Grading-Drainage Studies\3.042 Proposed Drainage Reports-Info'�StormCAD�KSS146X_StormCADstsw file:///C:/Users/Erland_Mowinckel/AppData/Local/Temp/Bentley/StormCAD/yj 15rw1 u.�nl Scenario: 100-YEAR Current Time Step: O.00OHr FlexTable: Catch Basin Table Label SDIN A4 SDMH A7 SDIN C6 SDIN A6 SDIN A7 SDIN 82 SDIN C1 SDIN C2 SDIN C3 SDIN AS SDIN A1 SDIN A2 SDIN A3 SDIN A5 sow oi SDIN 81 SDMH A5 SDMH C4 SDMH 01 SDMH A6 SDMH A3 SDMH 02 SDMH A4 SDMH A2 SDMH C3 Flow Elevation Elevation (Additional Structure Type Width (Rim) (ft) Qnvert) (ft) Bubsurface) (ft) (cfs) 5 024.60 5,017.96 1 t.30 Box Structure 2.92 5,020.84 5,014.64 0.00 Circular Stmdure - 5,02027 5,01378 0.00 CircularStruciure - 5,020.36 5,014.91 9.10 Box Structure 2.00 5,022.57 5,013.86 2.30 Box Structure 2.00 5,01878 5,012.96 0.00 Box Structure 2.00 5,020.65 5,01422 0.00 Box Structure 2.00 5 020.25 5,015.54 0.00 Box Structure 2.00 5,018.78 5,014.44 0.00 Box St�ucture 2.00 5,020.69 5,016.90 7.50 Box Slructure 1.63 5,02220 5,014.14 16.40 Box Structure 2.92 5,023.46 5,015.73 18.40 Box Structure 2.92 5,024.95 5,017.33 820 Box Structure 2.92 5,024.68 5,018.53 1.10 Box Structure 2.92 5 0'IS70 5,012.98 0.00 Box Structure 3.00 5,018.89 5,012.61 0.00 Box Stfucture 3.00 5,024.52 5,014.94 0.00 CircularStrudure - 5,02L05 5,014.41 0.00 CircularStructure - 5,019.45 5,010.86 0.00 Circular Structure - 5,025.03 5,016.68 0.00 Circular Structure - 5,025.05 5,012.97 0.00 Circular Stmcture - 5 0'19.48 5,01'126 0.00 Box Structure 4.00 5,02323 5,013.51 0.00 Circular Structure - 5,021.84 5,012.41 1.10 Circular5trudure - 5.020.72 5.013.51 0.00 Box Structure 7.00 Length (ft) 5.67 3.33 3.33 3.33 3.33 3.33 3.33 2.96 5.67 5.67 5.67 5.67 5.00 5.00 7.50 Diameter (in) 48.0 36.0 60.0 48.0 48.0 60.0 96.0 84.0 96.0 Hydraulic Hydraulic Grade Grade Headloss Line (In) Line (Out) Methad Notes (ft) (ft) 5,022.78 5,022.78 Standard 5,019.41 5,019.37 Standard (N/A) (NIA) Standard CDOT-TYPE R INLET (5') 5,019.53 5,019.53 Standard CDOT-TYPE 13 COMBO I 5,019.99 5,019.99 Standard CDOT-TYPE 13 COMBO I 5,012.96 5,012.96 Standard CDOT-TYPE 13 COMBO I 5,014J3 5,014.13 Standard CDOT-TYPE 13 COMBo I 5,015.54 5,015.54 Standard CDOT-TYPE 13 COMBO I 5,014.35 5,014.35 Standard CDOT-TYPE 13 COMBO I 5,020 69 5,020.69 Slandard CDOT-TYPE 13 INLET (SI 5,02071 5,020.67 Standard CDOT-TYPE D WLET (35 5,022.15 5,021.95 Standard CDOT-TYPE D WLET (35 5,022.45 5,022.45 Standard CDOT-TYPE D INLET (35 5,022.78 5,022.78 Standard CDOT-TYPE D W LET (35� 5,012.98 S,Ot2.98 Standard CDOT-TYPE R WLET (5') 5,012 61 5,012.6'I Standard CDOT-TYPE R W LET (5') Sp2�.44 5,02123 Standard MH-ECCENTRIC (4' / /C 5,014.41 5,014.41 Standard MH-ECCENTRIC(4' %%C 5,011.93 5,011.58 Standard MH-ECCENTRIC(4' %%C 5,022.34 5,022.33 Standard MH-ECCENTRIC(5' %%C 5,019.44 5,019.07 Standard MH-ECCENTRIC(5' %%C 5,012.00 S,Ot2.00 Standard MH-ECCENTRIC (5' // C 5,019.98 5,0'19.82 Standard MH-ECCENTRIC (6' %% C 5,018.74 5,018.12 Standard MH-ECCENTRIC (8' / /C 5.013.52 5.013.52 Standard SPILLCONTAINMENTSI H�\King Soopers- City Market�GO. fort Colhns - KSS'000146 -#18 College S Drake`,3.04 Grading-0rainage Studies\3.042 Proposed Drainage Reporis-Info'�SbnnCAD�KSSI4GX_SronnCADstsw file:///C:/Users/Erland_Mowinckel/AppData/Local/Temp/Bentley/StormCAD/xtbp 1 ezw.xml Scenario: 100-YEAR Current Time Step: O.00OHr FlexTable: Manhole Table Elevation Elevation Elevation Flow Hydraulic HydraWic Elevation Diameter Headloss Label (Imert in 1) Qnvert in 2) (Invert Out) (Total Stmcture Type Grade �ine Grade Line Note (Rim) (R) (ft) (ft) (ft) Out) (cfs) �1°� (Out) (fi) (In) (ft) Method SDMH D2 5,079.16 5,012.82 (NIA) 5,012J2 0.00 Circular Structure 36.0 5,012.72 5 01272 Standard MH-ECCENTRIC (4' SDMH C2 5,021.33 5,013.04 (NIA) 5,012.94 0.00 Circular Structure 48.0 5,0'12.97 5,012.91 Standard MH-ECCENTRIC (5' H��King Soopers- Ci�y Market�CO. fort Colhns- KSS000146-#18 College & DrakeA3.04 Grading-0rainage Studies\3.042 Proposed Drainage Reports-Info�SbrmCAD�KSS146X_StormCAD.stsw file :///C :/Users/Erland_Mowinckel/AppData/Local/Temp/B entley/StormCAD/bOghgsug. xml Scenario: 100-YEAR Current Time Step: O.00OHr FlexTable: Outfall Table Elevation Flow Elevation (User Hydraulic Elevation Boundary (Total Label (Invert) Defined Grade (Rim) (ft) �ft� Condition Type Tailwater) �ft� Out) � ft� (cfs) SDMH EX1 5,018.76 5,008.33 Free Outfall - 5,011.19 3.49 SDMH A1 5,021.01 5,012.18 User Defined Tailwater 5,018.01 5,018.01 69.40 SDMH D1 5,019.90 5,012.18 Free Outfall - 5,012.18 (N/A) SDMH CO 5,019.67 5,012.18 Free Outfall - 5,012.18 (N/A H:\King Soopers - City Market\CO, Fort Collins - KSS000146 -#18 College & Drake\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainac Info\StormCAD\KSS 146X_StormCAD.stsw file:///C:/Users/Erland_Mowinckel/AppData/Local/Temp/Bentley/StormCAD/mijcyyp 1.xm1 Profile Report Engineering Profile - Profile - A (KSS146X_StormCAD.stsw) Active Scenario: 100-YEAR 1 1 � r z.-liry� � ii �:il' �61 i ��:�I I L'� 3 i � ..,., i e i � n o N3 r" ' r za;�.n (� o?.i.1s r i�- `� znz� 4z i iiga5n / I�°R�oS I t (. c� I . �I . I.I IJ.fr— �I ,1 _ b1=— � .�I ��If `In�. ,� '. {1_It _ a 111 � � II . 502UV�� .. .. I . ---- . — — = l.. - -- — - I r, ,... w 5015 — :fiy, n ... . . .� .� I �t�li F 1 �,x- .f. r�p. �+"" A fa -0'i�t �.. p�'. i ,,.. , I� ' , � ... � � J'1 I� �.: OL" n� F�` ... .� 3f 4 3 ( YGL -l��l . - � ( .-fft �� i� . u C e. ) l ' � 2 f.:F �� Il._ � I I-2 N..� t ��. 0>nJ �_,o �a��_ ,UI i 2 H�I o� ' _- 501f:n:� � . . {.:�t. � �. i. . i. .I�. . . .. . _' . . . . . . P -0.5G i«0� 0�50 1.OJ I.50 L.w ..�0 "'3 ]i .. �i _.u� �� 5.9G 5.'.G 6+GG a�E� ]«i� . ..� 8N]G d«F� _r�. ,. 9�.iiinn(fii Bentle KSS146X_StormCAD.stsw Bentley Systems, Inc. Haestad Methods Solution Center 5/11/2022 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Profile Report Engineering Profile - Profile - A1 (KSS146X_StormCAD.stsw) Active Scenario: 100-YEAR 5,025.00 SDIN A6 Rim: 5.019.5€� ft SDMFI A2 Invert: 5.014.11 ft Rim: 5,021.04 fl SDMHI A7 Invert: 5.011.61 ft `Rim: 5,020.G4 ft �Invert: 5.013.84 ft 5,020.00 � c 0 � > � w 5,015.00 A-T2: 76.2 �t r� p.�,30 �ri`t Crrcle - 7g.0 ir� �o��ete Q=9. i0 cfs hGl fn=5.018.73 h HG� �ur�;;.U78.61 fr 5,010.00 -p+50 0+00 A-11: A3.1 (t rQ 0.010 t�i Cirr_Ie _ 1g.0 in Concr Q=9. i0 cfs HGL (n-5.p18.57 f� Nu�- Oiit=5.017.94 it 0+50 1+p0 Station (ft) 1+50 Bentie KSS146X_StormCAD.stsw Bentiey Systems, Inc. Haestad Methods Solution Center 5/11/2022 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Profile Report Engineering Profile - Profile - A2 (KSS146X_StormCAD.stsw) Active Scenario: 100-YEAR sornH aa 5,025.00 -Rim:5,02243f[ Invert: 5,012 71�IN A"i FRim: 5,021 77 ft Invert: 5,013.�6 ft 5,020.00 5,015.00 q.t3�.3 . ft@�.005fUfi Concr�;le (�=2.36 cf5 5,010.00 HG� ��_`� p19 �9 ft H - it=5.019.18 f� -0+50 �+�(� 0+50 Station (k) Bentie KSS146X_StormCAD.stsw Bentiey Systems, Inc. Haestad Methods Solution Center 5/11/2022 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Profile Report Engineering Profile - Profile - A3 (KSS146X_StormCAD.stsw) Active Scenario: 100-YEAR SDMH A6 Rim: 5,024.23 ft InverC 5.015.$$ ft 5,025.00 SDIN A8 {LOADING DOCK) Rim: 5,a19.89 ft Invert: 5,016.10 f1 � c ° 5,020.00 '@ ' itlft °' p.010 W p_74'. 12.2 ft �° Cr�ncrete �_, 5n cfs 5 ,p21.54 fl 5,015.00 �G� �ut-� p21 �'`� ft -0+50 0+00 0+50 5tation (ft) Bentie KSS146X_StormCAD.stsw Bentiey Systems, Inc. Haestad Methods Solution Center 5/11/2022 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Profile Report Engineering Profile - Profile - Outlet (KSS146X_StormCAD.stsw) Active Scenario: 100-YEAR � 0 m m W sr,N�N Exi r�� s ois �� a ri�,��c s oos ss « sr,Mi+o� sr�rn�-ioz 1-�inr. S 018.65 fl Rnn�. S.U18.G8 fL s,ozo.00 �i��P�t:S��o ir«� �rivert: S.U1D.a6 il 5,015.00 5,010.00 p�. 7r,.6 n f�,r� O.O�D6 ft�ft O-2: 6l �� re0905 ftlR (;pnCrete y{�L In F,O10$� � HGL In=5.01 L'28 ft HCiL Out>5.UtU:34 ft HGL Out=5,D1124 ft 5,005.00 -0+50 O+GG 0+50 �+pD 1+5D Stalion (ft) Bentle KSS146X_StormCAD.stsw Bentley Systems, Inc. Haestad Methods Solution Center 5/11/2022 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 PROJECT INFORMATION ENGINEERED JEROME MAGSINO PRODUCT 303-349-7555 MANAGER: JEROME.MAGSINO@ADS-PIPE.COM MARK KAELBERER ADS SALES REP: 720-256-8225 MARK.KAELBERER@ADS-PIPE.COM PROJECT NO: S204757 1 �� \ � �i� \� KING SC FORT COI 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 STACKWG 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. 002013 ADS, INC. PROPOSEDLAYOUT 387 STORMTECH MC-4500 CHAMBERS 50 STORMTECH MC-4500 END CAPS 12 STONE ABOVE (in) g STONE BELOW (in) 40 % STONE VOID 74423 INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED) 67467 INSTALLED SYSTEM A VOLUME (CF) (PERIMETER STONE INCLUDED) 15232 �SOLATOR ROW WATER QUALITY A VOLUME PROVIDED (CF) (PERIMETER STONE INCLUDED) 5502 ISOLATOR ROW WATER QUALITY B VOLUME PROVtDED (CF) (PERIMETER STONE INCLUDED) 17965 SYSTEM AREA (ft2) 1118 SYSTEM PERIMETER (ft) PROPOSED ELEVATIONS 5024.01 MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED) 5019.51 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC) 5019.01 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC) 5019.01 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT) 5019.01 MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT) 5018.01 TOP OF STONE 5017.01 TOP OF MC-4500 CHAMBER 5012.20 36" X 24" MANIFOLD INVERT 5012.20 24" ISOLATOR ROW PLUS CONNECTION INVERT 5012.20 24" BOTTOM CONNECTION INVERT 5012.18 36" BOTTOM CONNECTION INVERT 5012.01 BOTTOM OF MC-4500 CHAMBER 5011.26 UNDERDRAIN INVERT 5011.26 BOTTOM OF STONE 36" BOTTOM CONNECTION � 2.04" ABOVE CHAMBER BASE —1 (SEE NOTES / TYP 3 PLACES) STRUCTURE PER PLAN FOR ISOLATOR ROW ACCESS (DESIGN BY ENGINEER / PROVIDED BY OTHERS) I STRUCTURE PER PLAN W/ WEIR (DESIGN BY ENGINEER / PROVIDED BY OTHERS) 24" PARTIAL CUT END CAP, PART# MC45001EPP24B OR MC45001EPP246W TYP OF ALL MC-4500 24" BOTTOM CONNECTIONS AND ISOLATOR PLUS ROWS 36" X 24" ADS N-12 INVERT MATCHING MANIFOLD MAXIMUM INLET FLOW 69.2 CFS 2.26" ABOVE CHAMBER BASE (SEE NOTES) PLACE MINIMUM 17.5' OF ADSPLUS175 GEOTEXTILE OVER BEDDING STONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALL CHAMBER INLET ROWS 24" X 24" ADS N-12 BOTTOM MANIFOLD INVERT 2.26" ABOVE CHAMBER BASE (SEE NOTES) OUTLET STRUCTURE PER PLAN MAXIMUM OUTLET FLOW 7.0 CFS (DESIGN BY ENGINEER / PROVIDED BY OTHERS) NOTES • MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEE • DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPE ADDITIONAL PIPE TO STANDARD MANIFOLD COMPONENTS IN • THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND • THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPEC IS RESPONSIBLE FOR DETERMINING THE SUITABILITY OF THE MAY BE INCREASED OR DECREASED ONCE THIS INFORMATIOI • STRUCTURES SHOWN ON THIS DESIGN ARE NOT INTENDED Fi STRUCTURES IS RECOMMENDED TO BE COMPLETED WITH RE COMPANY. STRUCTURE PER PLAN FOR ISOLATOR ROW ACCESS (DESIGN BY ENGINEER / PROVIDED B` INSTALL FLAMP ON 24" ACCESS PIPE PART# MC450024RAMP (TYP 7 PLACE: WATER QUALITY SECTION A I� _ - - , ��////�//��//�/� �f�j�jjj/�/�/j�j/��j �'�jj/�j//��%/�/��% � � �//�� j�� j��% '��/%�!1,�.%�%�%%%%%%%� i�// � � ��IIIIIIIIII � �� _ � — — � � � — — � � 'Tr � � ""�_m — — ". I_ _-- — — 24" AD INVERT v 24" X INVEF 4" ADS N-12 DUAL WALL PE (SIZE TBD BY ENGINEER / ; (TYP 2 PLACES) 78.1T -'- 20.71' �'r� 20.12' � 0 0 � � ih rn � � 69.8T - ��//, % j � i %/ �'� %� / � � �j�j/��////jjjj//�ji � — — I I��% ; i i/��'/%/ /j i / I � � i jj/jj////'��;%,'j/�j/i�� `� � °' � 4 I ; / °° ' � //j � ��/ �/ �� °' � � 73.89' � ��' �� ` �/ /�//,%/,//��%j ��/��/��// �/% �� ,.. , �� e,e I166.47' ��. �.�K. - I53.77' -� 106.09' I I - I I 0 0 � N � � � � — — — � 32.78' � � � �1- � � � � Tr I -- 21.57' - � o � - - 25.59' N � N N 56.87' � � �� — — — r . 8A5' 33.64' ---- -- 13.52' -- -- 25.59' - - i --- 29.62' — =��"J — — - — — — — �- 20.71' I i — - ACCEPTABLE FILL MATERIALS: STORMTEC�- MATERIAL LOCATION DESCRIPTION FINAL FILL: FILL MATERIAL FOR LAYER'D' STARTS FROM THE p TOP OF THE'C' LAYER TO THE BOTTOM OF FLEXIBLE ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S F PAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THAT CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS. PAVEMENT SUBBASE MAY BE PART OF THE 'D' LAYER INITIAL FILL: FILL MATERIAL FOR LAYER'C' STARTS FROM THE C 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. EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS B FROM THE FOUNDATION STONE ('A' LAYER) TO TNE 'C' LAYER ABOVE. A FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER. GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FIN PROCESSED AGGREGATE. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF LAYER. CLEAN, CRUSHED, ANGULAR STONE CLEAN, CRUSHED, ANGULAR STONE PLEASE NOTE: 1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFIC 2. STORMTECH COMPACTION REQUIREMENTS ARE MET FOR'A' LOCATION MATERIA�S WHEN PLACED AND COMPACTED IN 9" (230 mm) (MAX) LIFTS USINC 3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACt- 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 1 ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A& B LAYERS PERIMETER STONE (SEE NOTE 4) EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) �'! ^��-�Z.% �A� \� � � �� , �. � � � \\, � `' ; �� , 12" (300 mm) MIN NOTES: � �� ,�V'� � ��\\��\��\� � MG4500 END CAP SUBGRADE SOILS (SEE NOTE 3) 1. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORA 2. MC-4500 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC C 3. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOIL; 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 LUG: • TO ENSURE A SECURE JOINT DURWG 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 AND b) TO RESIST CHAMBER DEFORMATION DURING INSTAL�ATION AT ELEVATED TEMPERATURES (ABOVE 73° F/ 23° C), CHAMBERS SHAL� BE COVER PIPE CONNECTION TO END CAP WITH ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE INSTALL FLAMP ON 24" (I PART #: MC450024RAMP MC-4500 CHAMBI STORMTECH HIGHLY RECOMMENDS FLEXSTORM INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES WEIR WEIR HEIGHT TBD BY SITE DESIGN ENGINEER SUMP DEPTH TBD BY SITE DESIGN ENGINEER (24" [600 mm] MIN RECOMMENDED) � �� ; % � i i � i �%,, �� i � � � � �,. � � � � � - � i � � i �, i � �� i � �� , i � � i � � � i � � i ,%, � � � i � i � � i � � i;' � i � � i �; � � i i i ; � � � i � , � � ��j; ; � CATCH BASW ;!. � �, OR MANHOLE�.'� ' � � ��, � . �%/ 24" (600 mm) HDPE ACCESS PIPE REQUIRED USE FACTORY PARTIAL CUT END CAP PART #: MC4500REPE24BC OR MC4500REPE24BW MC-4500 ISOLATOR ROVI NTS INSPECTION & MAINTENANCE STEP 1) INSPECT ISOLATOR ROW PLUS FOR SEDIMENT A. INSPECTION PORTS (IF PRESENT) A.1. REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN A.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED A.3. USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG A.4. LOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL) A.5. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. B. ALL ISOLATOR PLUS ROWS B.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUS B.2. USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPE i) MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY ii) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE B.3. IF SEDIMENT IS AT, OR ABOVE, 3° (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. STEP 2) CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESS A. A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED B. APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN C. VACUUM STRUCTURE SUMP AS REQUIRED STEP 3) REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS. STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. NOTES 1. INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. 2. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. UNDERDRAIN DETAIL NTS STORMTECH UTLET MANIFOLD STORMTr^' ' CHP � FOUNDATION STONE BENEATH CHAMBERS � MANI MANIFO ADS GEOSYNTHETICS 601 NON-WOVEN GEOTEXTIL STORMTECH END CAP � FOUNDATION STONE BENEATH CHAMBERS � ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE �.��. ,,�.� �� .,� �.��.��.,„�. � ��. � � � 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 L WALL FORATED E ERDRAIN SECTION B-B VALLEY STIFFENING RIB LOWER JOINT CORRUGATION MC-4500 TECHNICAL SPECIFICATION CREST NTS WEB UPPER JOINT CORRL��oTinni CREST STIFFE RIB � FOOT BUILD ROW IN THIS �� DIRECTION 4 (12: INSI NOMINA� CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH) CHAMBER STORAGE MINIMUM INSTALLED STORAGE* WEIGHT (NOMINAL) NOMINAL END CAP SPECIF�CATIONS SIZE (W X H X INSTALLED LENGTH) END CAP STORAGE MINIMUM INSTALLED STORAGE* WEIGHT (NOMINAL) 100.0" X 60.0" X 48.3" 106.5 CUBIC FEET 162.6 CUBIC FEET 125.0 Ibs. 90.0" X 61.0" X 32.8" 39.5 CUBIC FEET 115.3 CUBIC FEET 90 Ibs. nrr nm) (2540 mm X 1524 mm X 1227 mm) (3.01 m') (4.60 m') (56.7 kg) (2286 mm X 1549 mm X 833 mm) (1.12 m') (3.26 m') (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 ENDWG WITH "T" END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W" PART # STUB B C MC45001EPP06T 42.54" (1081 mm) --- 6" (150 mm) MC45001EPP06B --- 0.86" (22 mm) MC45001EPP08T 40.50" (1029 mm) --- 8" (200 mm) MC45001EPP08B --- 1.01" (26 mm) MC45001EPP10T 38.37" (975 mm) --- 10" (250 mm) MC45001EPP108 --- 1.33" (34 mm) MC45001EPP12T 35.69" (907 mm) --- MC45001EPP12B 12" (300 mm) ___ 1.55" (39 mm) MC45001EPP15T 15" (375 mm) 32.72" (831 mm) --- MC45001EPP15B --- 1.70" (43 mm) MC45001EPP18T 29.36" (746 mm) --- MC45001EPP18TW 18" (450 mm) MC45001EPP18B MC45001EPP18BW --- 1.97" (50 mm) MC45001EPP24T 23.05" (585 mm) --- MC45001EPP24TW 24" (600 mm) MC45001EPP24B MC45001EPP24BW --- 2.26" (57 mm) MC45001EPP30BW 30" (750 mm) --- 2.95" (75 mm) MC45001EPP36BW 36" (900 mm) --- 3.25" (83 mm) MC45001EPP42BW 42" (1050 mm) --- 3.55" (90 mm) NOTE: ALL DIMENSIONS ARE NOMINAL � �� ,., ! `\�� \"\ �\ �1� II� \111 III, III�I� :� � B � nm) 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. VARIOL OUTLET (CORR � 100.0" (2540 mm) �- � 90.0" (2286 mm) � Project: REV16 - KING SOOPER - 5204757 //� Chamber Model - MC-4500 Units- Imperial StormTech Number of Chambers- 387 NumberotEnd Caps- 50 Voids in the stone (pomsity) - 40 % Base of Stone Elevation - 5011.26 ft Amount of Stone Above Chambers - 12 Amount of Stone Below Chambers- 9 in Area of system - 17965 sf Min. Area - 15844 sf min. area StormTech MC-4500 Cumulative Stora e Volumes Height of Incremental Single Incremental Incremental Incremental Incremental Incremental Ch, Cumula6ve System Chamber Singie End Cap Chambers End Cap Stone EC and Stone System Elevation (Inches) � (cublc leet) �(cublc faet) �(cubic feeq �(cublc leet) �(cublc feet) �(cublc feet) �(cubic feet) 81 80 79 78 77 76 75 74 73 �z 77 70 69 68 67 66 65 64 63 62 61 60 59 58 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 37 30 29 28 27 26 25 24 23 22 27 20 19 18 77 16 75 74 73 72 it 70 9 8 � 6 5 4 3 2 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o.00 0.00 0.00 0.04 0.12 0.76 021 0.27 0.45 0.67 0.80 0.91 1.00 1.09 1.76 123 1.30 1.36 1A2 1.47 1.53 1.57 1.62 1.67 171 1.75 1.79 1.83 1.86 1.90 1.93 1.96 2.00 2.03 2.05 2.08 2.71 2.13 2.76 2.18 221 2.23 225 227 229 2.31 2.33 2.34 2.36 2.38 2.39 2.41 2.42 2.43 2.44 2.as 2.47 2.48 2.49 2.50 2.51 2.51 2.53 0.00 0.00 o.00 0.00 0.00 o.00 0.00 o.00 0.00 0.00 o.oa 0.00 0.00 0.00 0.00 o.00 o.oa o.00 0.00 0.00 o.oi 0.03 0.05 0.07 o.oa 0.71 0.73 0.16 0.19 022 025 028 0.30 0.33 0.35 0.38 0.41 0.44 0.47 0.50 0.52 0.54 0.57 0.59 0.61 0.63 0.64 0.68 o.�o 0.72 0.74 0.76 0.79 o.ao 0.82 0.84 0.85 0.86 0.89 0.90 092 0.92 0.94 0.96 0.9� 0.98 0.97 1.00 1.01 t.oz 1.03 1.04 �.os t.os 1A5 1.�6 1.08 1.08 1.09 1.11 0.00 o.oa o.00 0.00 0.00 0.00 0.00 o.00 0.00 a.00 o.00 0.00 0.00 0.00 0.00 a.00 0.00 0.00 0.00 0.00 15.85 44.93 6375 80.78 103.85 17523 257.46 30922 357.44 388.12 420.80 45027 477.56 502.98 526.72 549.04 570.18 590.23 609.33 627.48 644.83 667.43 67728 692.46 707.12 727.15 734.65 747.62 760.10 772.11 783.68 794.82 805.54 875.83 825.80 835.41 844.64 853.54 862.10 870.31 87824 885.84 893.14 900.14 906.86 91328 919.43 925.31 930.91 93625 941.33 946.15 sso.�z 955.03 959.10 962.95 966.61 970.02 97320 977.92 0.00 0.00 0.00 0.00 0.00 o.00 a.00 o.00 0.00 0.00 o.ao o.00 0.00 0.00 0.00 0.00 o.00 o.00 o.00 0.00 0.00 0.65 1.70 2.59 3.30 4.15 527 6.62 a.os 9.43 t0.�J3 12.35 13.76 15.09 76.38 77.73 19.18 20.46 22.04 23.44 24.76 26.03 2722 28.34 29.43 30.50 31.61 32.15 33.87 34.99 36.12 37.19 38.22 3928 40.14 41.00 41.93 42.56 42.98 44.47 45.21 45.86 45.99 47.17 47.82 48.43 49.07 48.56 50.16 50.56 51.02 51.52 51.94 52.32 52.70 52.52 52.83 53.77 54.14 54.41 55.32 0.00 0.00 o.00 0.00 0.00 o.00 o.ao o.00 0.00 598.83 598.83 598.83 598.83 598.83 598.83 598.83 598.83 598.83 598.83 598.83 598.83 59223 580.18 572.30 56520 555.63 526.63 49320 471.93 454.48 439.21 425,58 41322 401.77 391.09 381.06 371.54 362.58 353.92 345,73 337.94 330.49 323.37 316.58 310.08 303.78 297.73 292.11 28624 280.80 275.54 270.49 265.62 260.91 256A5 252.11 247.90 243.95 24023 236.20 232.62 229.19 226.10 22277 219.65 216.72 213.89 211.64 208.65 20625 203.92 201.69 199.60 197.62 195.74 194.19 192.52 190.68 189.17 18779 185.54 598.83 598.83 598.83 598.83 598.83 598.83 598.83 598.83 598.83 598.83 598.83 598.83 598.83 598.83 598.83 598,83 598.83 598.83 598.83 598.83 598.83 608.74 626.81 638.64 649.28 663.64 707.13 757.28 789.19 815.36 838.26 858.72 87725 894.43 910.44 925.50 �J39.77 953.22 966.20 978.49 990.18 7007.35 1012.02 702221 7037.96 1047.41 7050.49 7058.92 1067.73 7075.89 108377 7091.35 7098.66 1705.72 7712.41 ttt8.91 772523 7137.16 7 7 3674 1142.78 i 148.15 115329 7 7 57.93 7163.02 1767.61 7172.01 177625 7179.63 7184.12 118772 779120 i 194.54 1797.69 7200.66 7203.47 7205.80 7208.31 1217.06 7273.33 1215.39 1218.78 598.83 598.83 598.83 598.83 598.83 598.83 598.83 598.83 598.83 73823.83 73224.99 72626.16 72027.33 71428.49 70829.66 7�230.83 69631.99 69033.16 68434.33 67835.49 67236.66 66627.92 66007.11 65362.48 6471320 64049.56 63342.43 62585.15 61795.96 60980.60 60742.33 59283.61 58406.36 57517.94 56607.49 55675.99 54736.22 53783.01 52816.81 51838.31 50848.14 49846.78 4883d.76 47812.55 46780.59 45739.18 44688.69 43629.78 42562.05 41486.16 40402.39 39317.04 38212.38 377�6.66 35994.25 34875.34 33750.11 32618.95 37482.21 30339.43 2919728 28037.99 26880.06 25717.04 24549.43 23377.43 22207.18 21027.55 19837.44 18649.72 17458.53 16263.98 15066.30 13865.64 12662.17 71456.37 10248.06 9037.00 7823.67 660828 5389.50 4790.67 4191.83 3593.00 2994.17 2395.33 1796.50 1197.67 598.83 (fee[) 5018.01 501 �.93 5017.84 5017.76 5017.68 5017.59 5017.51 5017.43 5017.34 501726 5017.18 5017.09 5017.01 5016.93 5016.84 5016.76 5016.68 5016.59 5016.51 5016.43 5016,34 501626 5016.18 5016,09 5016.01 5015.93 5015.84 5015.76 5015.68 5015.59 5015.51 5015.43 5015.34 5015.26 5015.78 5015.09 5015.D7 5014.93 5014.84 5014,76 5014.68 5014,59 5014,57 5014.43 5014.3d 501426 5014.18 5014.09 5014.01 5013.93 5013.84 5013.76 5013.68 5013.59 5013.51 5013.43 5013.34 501326 5013.78 5013.09 5013.�7 5012.93 5012.84 5012.76 5012.68 5012.59 5012,57 5012.43 5012.3d 501226 5012.18 5012.09 5012.01 5011.93 5011.84 5011.76 5011.68 5011.59 5011.51 5011.43 5011.34 o maudeaenmerersrone�nczmmzeo�s ❑ Click br 5[age Nrea DaW ❑ Click to Invert Shage Area DaW Click Here for Metric MHFD-Detention, �ersion4.03(May1010J Project: King Soopere Store fF146 - Fort Cdlins Basin ID: Undergraund Deiention System .c. _ .- -_" -,J _- � ` � 'O"` M Ezample Zone Configuration (Retention Pond) Watershed Information Flood Control Only SeleCted BMPType = No BMP Watershed Area = 6.98 res Watershetl Length = 70� R Watershed �en9th to Centroid = 372 ft Watershed Slope = �A20 k/ft Watershetl Imperviousness = 88% percent Per<entage HydrologiC Soii Group A= 0.0 % perCent Pertentage Hytlrologic Soil Group B= 0.0 % per<ent Per<enta9e HydrWo9ic Soil Groups C/D = 100.0% percent Tar9et WQCV Drain Tlme = N/A hour5 LocatiOn for 1-hr Rainfall DepNS = User Input nrter proma�r,g rea��rea ��r,v�r aeo�e ��d�a�r,e i-nour ra�r,r�ii aevu,s, d��k �R�� cunP� r� e�,P�ee r��orcnvaroeravns �s��g the embedcled Goloiado Urban Hydi�graph Procedure. Water Quality Capture Volume (WQCV) = 0.329 acre-feet E�tCess Urban Runoff VOlume (EURV) = 0.608 a<re-feet 2-yr Runoff Volume (P1 = 0.98 in.) = 0.970 acre-feet 5-yr Runoff Voiume (Pl = 1.36 in.) _ �.690 acre-feet 10-yr Runoff Volume (Pl = 1.71 in.) = 0.898 acre-feet 25-yr Runofl VaWme (Pl = 231 In.) = 1.259 cre-feet 50-yr Runoff Volume (Pl = 2.91 in.) = 1.618 aCre-feet 100-yr Runofl VWume (PI = 3.67 in.) = 2.079 acre-feet 500-yr Runoff Volume (Pl = 3.14 in.) = 1.760 a<re-fee[ Approximate 2-yr Detention Voiume = 0.456 a<re-Feet Approximate 5-yr Detention Volume = 0.672 a<re-feet Approximate 10-yr Detention Volume = 0.838 acre-feet Approximate 25-yr Detention Voiume = 1.048 acre-feet Approximate 50-yr Detentlon Volume = 1.199 re-feet Approximate 100-yr Detentlon Vdume = 1.405 re-feet Define Zones and Basin Geometry Zone 1 Volume (User Definetl) = 1.663 acre-feet Select Zone 2 Sroraqe Volume (Optional) = aae-feet SeAect Zone 3 Storage Volume (Optional) = acre-Feet Total Detention Basin Volume = 1.663 acre-feet Initial SurCharge Volume (ISV) = N/A ft' Initlal SurCharqe Depth (ISD) = N/A ft Totai Available Detention Depth (Hmcai) = user ft Depth of Trickie Channel (H,�) = user k 51ope of TricWe Channel (5�� = ft/ft Slopes of Maln Basin Sitles (S,,,a;�) = user H:V Basin Leng[h-taWitlth Ratlo (Ri�w) = user Initial Surcharge Area (Aisy) = ft' Surcharge vWume Len9th (L�y�) = user ft Surcharge Volume Witlth (W�s�) = user ft Depth of Basin Fioor (HF�ooa) = ft Length of Basin Foor (L�woa) = ft Width of Basin Floor (Wr�oox) = user ft Area of Basin Foor (Af�o�a) = user ft'� Volume of Basin Roor (VFi�oa) = user ft' Depth of Main Basin (HMn�rv) = ft Length of Main Basin (IM��N) = user fr Wid[h of Main Basin (WMq�N) = user ft Afea of Main Bdsln (AMNrv) = ft� Vdume of Main Basn (VMq��) = ft3 Caiculatetl Totai Basln Volume (V�o�,i) = user acre-feet MHFD-Detention v4 03.dsm. Basin Optional User Ovemdes 0.329 acre-feet 2C�Pf22[ 0.98 inChes 1.36 In<hes 1.71 inches 231 Inthes 291 inches 3.67 inches inChes De th Increment = ft Op[ional Opcional SWge-Srora9e Stage Override Len9th Wldth Area Override qrea Voiume Volume Descn tlon ft Staqe k) R ft R' Area R�` atre k' ark Media Surface -- D.00 -- - - 7,186 0.165 -- 4�8 -- -- -- 7,186 0.165 575 0.013 -- 0.17 -- -- -- 7,186 0.165 1,150 0.026 -- 0.25 -- -- -- 7,186 0.165 1,797 0.041 -- 0.33 -- -- -- 7,186 0.165 2,371 0.059 -- 0.42 -- -- -- 7,186 0.165 2,946 0.068 -- 0.50 -- -- -- 7,186 0.165 3,593 0.082 -- 0.58 -- -- -- 7,186 0.165 4,168 0.096 -- 0.67 -- -- -- 7,186 0.165 4,743 0.109 -- 0.75 -- -- -- 7�186 0.165 5,390 0.124 -- 0.83 -- -- -- 14�599 0335 6,250 0.143 -- 0.92 -- -- - 14,562 0.334 7,417 0.170 -- 1.00 -- -- -- 14,536 0.334 8,726 0100 - 1.08 -- - -- 14,508 0.333 9�888 0.227 -- 1.17 -- - -- 14,478 0.332 11,048 0.259 -- 1.25 -- -- -- 14�447 0.332 12,349 0189 -- 1.33 - -- - 19,414 0.331 13,509 0.310 -- 1.42 -- -- -- 19�379 0.330 14,656 0.336 -- 15� -- -- -- 19,343 0.329 15,949 0.366 - 1.58 -- -- - 14,304 0.328 17,094 0.392 - 1.67 -- - - 14,263 0.327 18,237 0.419 -- 1.75 -- -- -- 14,221 0.326 19,519 0.448 -- 1.83 -- - - 14,176 0.325 20,655 0.979 -- 1.92 -- -- -- 14,129 0.329 21,788 0.50� -- 2.00 -- -- -- 14,080 0.323 23,057 0.529 -- 2.08 -- -- -- 19�029 0.322 24,182 0.555 -- 2.17 -- -- -- 13,976 0.321 25,302 0.581 -- 225 -- -- -- 13,921 0.320 26,558 0.610 -- 233 -- - - 13,867 0.318 27,669 0.635 - 2.42 -- -- -- 13,805 0.317 28,777 0.661 - 2.50 -- - -- 13,791 0.315 30,016 0.689 - 2.58 -- - -- 13,676 0.314 31,113 0.714 -- 2.67 -- -- -- 13,609 0.31Z 32,205 0.739 -- 2.75 -- -- -- 13,540 0.311 33,927 0.767 -- 2.83 -- -- -- 13,467 0.309 34,507 0.792 - 2.92 -- -- -- 13,392 0.307 35,582 0.817 -- 3.00 -- -- -- 13,315 0.306 36,794 0.844 -- 3.08 -- -- -- 13,234 0304 37,896 0.869 -- 3.17 -- -- -- 13,151 0.302 38,902 0.893 -- 3.25 -- -- -- 13,065 0.300 40,082 0.920 -- 3.33 -- -- -- 12,975 0.298 91,124 0.949 -- 3.92 -- - - 12,882 0.296 42�158 0.968 -- 3.50 -- -- -- 12,786 0194 43,314 0.994 -- 3.58 -- - -- 12,685 0.291 49,333 1.018 -- 3.67 -- -- -- 12,581 0.289 45,344 1.041 -- 3.75 -- -- -- 12,479 0.286 46,472 1.067 -- 3.83 -- -- -- 12,361 0.284 97,465 1.090 -- 3.92 -- -- -- 12,249 0.281 98,450 1.112 -- 4.00 -- - -- 12,123 0.278 49,547 1.137 - 4.08 -- - - 11�995 0.275 50,512 1.160 -- 4.17 -- -- -- 11,862 0.272 51,467 1.182 -- 4.25 -- - -- 11,723 0.269 52,529 1.206 -- 4.33 -- -- -- 11,578 0.266 53,461 1.227 -- 4.42 -- -- -- 11�425 0.262 59,382 1.248 - 4.50 -- -- -- 11,264 0.259 55,403 1.272 -- 4.58 -- -- -- 11,095 0.255 56,298 1.292 -- 4.67 -- - -- 10,915 0.251 57,179 1.313 -- 4.75 -- -- -- 10,722 0.246 56,159 1335 4,63 10,515 0.241 59,003 1.355 4.92 10,293 0136 59,83� 1.374 5.00 1�,049 0.231 60,]53 1.395 5.08 9,777 0.224 61,547 SR13 5.17 9,463 0.217 62,318 1.431 5.25 9,080 01�8 63,154 1.450 5.33 8,479 0.195 63,857 1.466 5.42 7,958 0.183 69,517 1.481 5,50 7,785 0.179 65,226 1.497 5.58 7,655 0.1�6 65,844 1.512 5.67 7,513 0.172 66,451 1,526 5.75 7,300 0.168 67,119 1.541 5.63 7,186 0.165 67,698 1.554 5.92 7,186 0.165 68,273 1567 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 �0,716 1.623 6.33 7,186 0.165 71,291 1.63� 6A2 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 6,63 7,186 0.165 74,884 1.719 5/i i/2022, i i'.18 AM MHFD-Detention, �ersion4.03(May1010J 14R00 15 i ; ia � � 5 0 ' 0.00 ]..00 4.0p 6 0p Sbge (ft) —Length�R� —Width(ft) Area�sqR.) � A 0,1�0 lIU:L] � � 4.W 6.00 Stage (tt.) mroa�acrms� —Volume�acft) 11100 x iaco = 3]00 0 8 00 � C 0.860 ry E fi�![I� � MHFD-Detentlon_v4 03.dsm. Basin 5/i i/2022, 11:18 AM MHFD-Detention, �ersion 4.03 (May 2010) ProjeCt: King Sooper5 Store #146 - Fort Collins Basin ID: Underground Detention System !zOn,ioM� Estimated Estimated ._- -}-�-�aogi,� �m,� � � _ _ Stage (ft) Volume (ac-ft) Outlet Type �� Zone 1(USfr) 6.49 1.663 Circular Orifice '- 06�°^ Zone 2 10NEiANG�..�� ORiFiCE ocar.Hcm-' o.i��crs Zone 3 °O01 Example Zone Configuration (Retention Pond) Total (all zones) 1.663 User Input: Orifice at Underdrain Outiet (typically used to drain WOCV in a Filtration BMPJ Underdrain Orifce Invert Depth = N/A R(distance below the filtration media surface) Underdrain Orifice Diameter = N/A inches Invert of Lowest Orifice = Depth at top of Zone using Orifice Plate = Orifice Plate: Orifice Vertical Spacing = Orifice Plate: Orifice Area per Row = Sta9e of Orifice Centroid Orifice Area (sq. ind Sta9e of Orifice Centroid Orifi�e Area (sq. incl (relative to basin bottom at Stage = 0 ft) (relative to basin bottom at Stage = 0 ft) Calculated Parameters for Underdrain Underdrain Orifice Area = N/A ft2 Underdrain Orifice Centroid = N/A feet B� Calculated Parameters for Plate WQ Orifice Area per Row = N/A ({Z Elliptical Haif-Width = N/A feet Elliptica151ot Centroid = N/A feet Elliptical Siot Area = N/A (�z User Input: Vertical Orifice lCircular or Rectanaularl 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 (�z Depth at top of Zone using Verticai Orifice = 6J5 ft(relative to basin bottom at SWge = 0 8) Vertical Orifice Centroid = 0.31 feet Vertical Orifice Diameter = 7.34 inches ut: Overflow Weir (Droobox with Flat or Sloped Grate and Outlet Pipe OR Rectangular/Tragezoidal Weir (and No Outlet Pinel Calculated Parameters for OverFlow Weir Not Selected Not Selected Not Selected Not Selected Overflow Weir Front Edge Height, Ho = ft(relative to basin bottom at Stage = o ft) Height of Grate Upper Edge, H� = feet Overftow 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 = ftZ Overttow Grate Open Area %_ %, grate open area/total area Overflow Grate Open Area w/ Debris = ftz Debris Clogging % _ % User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice. Restrictor Plate, or Rectanoular 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 = ftZ Ciralar Orifice Diameter = inches Outiet Orifice Centroid = feet Half-Centrai Angle of Restrictor Plate on Pipe = N/A N/A radians User Input: Emeraencv Spillwav (Rectanoular or Trapezoidalj Spillway Invert Stage= ft(relative to basin bottom at Stage = 0 ft) Spillway Crest Length = feet Spillway End Slopes = H:V Freeboard above Max Water Surface = feet Design Storm Retum Period One-Hour Rainfall Depth (in) CUHP Runoff Volume (acre-ft) Inflow HydrOgraph Volume (aCre-ft) CUHP Predevelopment Peak Q (cfs) OPTIONAL Override Predevelopment Peak Q(cfs) Predevelopment UNt Peak Flow, q(cfs/acre) Peak Inflow Q (cfs) Peak Outflow Q (cfs) Ratio Peak OutFlow to Predevelopment Q Structure Controlling Flow Mdx VeloCity through Grdte i(fps) Max Velaity through Grate 2(fps) Tfine to Drain 97 % of Inflow Volume (hours) Time to Drain 99 % of Inflow Volume (hours) Maximum Ponding Depth (ft) Area at Maximum Ponding Depth (acres) Maximum Volume Stored (acre-ft) MHFD-Detention_v4 03.xlsm, Outlet Structure usei can WQCV N/A 0.329 NA NA NA N/A N/A 1.5 N/A tiCdl Orifi N/A N/A 13 Calculated Parameters for Spillway Spillway Design Flow Depth= feet Stage at Top of Freeboard = feet Basin Area at Top of Freeboard = acres Basin Volume at Top of Freeboard = acre-ft 7etaua �uhN nyarog�apns ana �unott uoiumes by entenno new vaiues in the 1nt URV 2 Year 5 Year 10 Year 25 Ye N/A 0.98 1.36 1J1 2.3] .608 0.470 0.690 0.898 1.25 N/A 0.470 0.690 0.898 1.25' N/A 0.3 2.4 4.2 8.9 NA N/A 0.04 034 0.61 1.2f N A 9.1 13.1 16.6 24.[ 2.0 1.4 1.7 2.0 2.5 1.618 2.079 1.76 1.618 2.079 12J ll.8 14! 1.82 2.55 2.0; 30.7 39.1 2.9 3.49 3.0 10 12 10 10 11 11 12 12 21 25 20 18 17 16 16 16 2.25 1.28 1.81 2.31 333 439 6.39 4.95 0.32 0.33 033 032 030 0.26 0.16 0.23 ).610 0.293 0.464 0.6Z6 0.941 1.241 1.647 1.381 5I11I2022, 7 7:19 AM MHFD-Detention, �ersion 4.00 (December 2019) as � — SOOVRIN � ' •••��• SOOYR OUT ' ' ' � 40 -� � �100YRIN � � � —J � � 100VR OUT - �. . . . . �SOVRIN . . . . . .. 35 � � SOYROUT — "— -- . . 25YN IN ' ' ' � � 25YROUT . . . . 30 lOYRIN -� � lOVROUT N ZS � � SYR IN _.� .. . . . � � � ••��• SYROUT - -- � - p� � �YR IN . . . .. . . . .. LL 20 ��-� 2YROUT . . .. [URVIN .— g� ._ ,. .. — _. .. I. ._ EUNVOUT . . . . . I�. . 15 -- �WQNIN . �. — . . , ' — I I � �� ...... wncvour � �—� 10 - ,„' - _ - � 5 � � Q ........... ..�. .....-..,.,...�. .,�.,��`::.. ,,z+.�; . ....�' a'?'mx,s.,y o.i i io TIME [hr] 7 6 5 x 4 � c � z Z 3 O 2 I 1 0 0.1 1 DRAIN TIME [hr] 70,000 I User Area [ft^2] Interpolated Area [k^2J 60,000 � Summary Area [ft^2] —Volume [ft^3� •••�•• Summary Volume (f[^3] 50,000 -- —Outflow [<fsJ •••�•• Summary Outflow [cfs] `^ 40,000 - x � � � 30,000 x a 20,000 a �� _ .. ._ , . .._'_;� 10,000 0 I — 0.00 1.00 2.00 3.00 VONDIN6 �EPTH [k] S-A-V-D Chart Axis Override X-axis left Y-Axis Ri ht Y-Axis minimum bound maximum bound 10 4.00 5.00 100 � 10 I g 8 I � I II 5 � ? �I 4 O I 3 Z 1 I 0 6.00 MHFD-Detention_v4 03.xlsm, Outlet Structure 5lt 1I2022, 7 7:19 AM Outflow Hydrograph Wo�kbook Filename.� Inflow Hydroqraohs The user can override thz calculated Inflow hydrogr�phs from this workbook with InFlow hydrographs dzveloped 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] SO 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 2.16 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 8.42 025:00 0.00 0.00 8.68 12J7 16.58 12J9 16J5 20.38 ll.08 0:30:00 0.00 0.00 9.11 13.07 1635 24.01 30.72 3831 32.51 035:00 0.00 0.00 7.54 10.61 13Z4 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 O.OD 2.46 3.57 4.64 8.53 10.85 15.70 1337 1:05:00 0.00 0.00 2.11 3.05 4.07 6.91 8.81 13.27 11Z9 1:10:00 0.00 0.00 1.74 2.85 3.87 5.45 6.97 9.80 8.33 I: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 1.42 235 3.45 3.91 5.03 5.91 5.01 1:25:00 0.00 0.00 135 2.19 2.97 3.44 4.43 4.71 3.99 1:30:00 0.00 0.00 130 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 2.59 333 3.49 2.95 1:40:00 0.00 0.00 1.26 1.76 232 238 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 0.0a 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 1.16 136 1.74 1.90 1.60 2:10:00 0.0a 0.00 035 0.51 0.73 0.86 1.10 1.20 1.01 2:15:00 0.00 0.00 0.21 031 0.44 0.53 0.67 0.74 0.62 2:20:00 0.00 O.OD 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 0.18 012 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 z:5o:o0 0.00 o.oa o.00 o.00 o.00 o.oa o.00 o.oa o.00 z:ss:oa o.oa o.00 o.00 o.00 o.00 o.00 a.00 o.00 o.00 s:oo:oo o.00 o.00 o.00 o.00 o.00 o.00 o.00 a.00 o.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 o.oa o.00 o.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 o.oa o.00 o.00 o.00 o.00 o.00 o.00 o.00 o.00 3:25:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 330:00 o.oa o.00 o.00 o.oa o.00 o.00 o.00 o.00 o.00 335:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:40:00 o.oa o.oa o.00 o.oa o.00 o.00 o.00 o.00 o.00 3:45:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 s:so:oo o.00 o.00 o.00 o.00 o.00 o.00 o.oa o.00 o.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 4:50:00 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 s:is:oo o.aa o.00 o.ao o.ao o.aa o.ao o.ao o.00 o.00 s:zo:oo o.oa o.00 o.00 o.aa o.ao o.00 o.oa o.00 o.00 s:zs:oa o.00 o.ao o.ao o.00 o.ao o.00 o.ao o.00 o.00 s:so:oa o.ao o.00 o.00 o.00 o.00 o.00 a.00 o.00 o.00 s:ss:oo o.ao o.00 o.00 o.00 o.00 o.00 a.00 o.00 o.00 MHFD-Detention_v4 03.xlsm, Outlet Structure 5I77I2022, 77:19 AM DETENTION BASIN OUTLET STRUCTURE DESIGN ..- - . . ,, � � MHFD-Detention_v4 03.xlsm, Outlet Structure 5lt 1I2022, 7 7:19 AM Summary Stage-Area-Volume-Discharge Relationshi�s The user can create a summary s-A-V-D Uy entering the desi2d stage increments and the remainder of the table will populate automatically. The user should gra��hically compare the summaiy S-A-V-0 table to the full S-A-V-0 table in the chait to confirm It captures all key transitlon points. Version 4.06 Releasetl August 2018 INLET MANAGEMENT USER-DEFINED INPUT MinorS[ortnRainfallln ut Design Storm Return Periotl, 7, (years) One-Hour Precipitatioq R (inches) Ma�or Storm Rainfall In u[ Design Storm Return Periotl, 7, (years) One-Hour Precipitatioq R (inches) CALCULATED OUTPUT Version 4.06 Releasetl August 2018 INLET MANAGEMENT Minor Storm Rainfall In u[ Design Storm Return Period. T, (years) One-Hour Precipitatioq P� (inches) Ma or 5[orm Rainfall In ut Design Storm Return Period. T, (years) One-Hour Precipitatioq P� (inches) CALCULATED OUTPUT Version 4.06 Released Auaust2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Project: King Soopers Sto Iniet ID: BASIN 61 T T T. T� �"-� N T. — STN[[f {, _ A ._ .I�u Gutter Geomet Enter data in the blue cells Maximum Allawable Wdth for Spread Behind Curb Side Slope Behind Curb (leave blank for no conveyance credit behind curb) Manning's Roughness Behintl Curb (typically between 0.072 and 0.020) Height of Curb at Gutter Flow Line Distance from Curb Face to Street Crown Gutter W�dth Street Transverse Slope GuHer Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) Street Longitudinal Slope - Enter 0 for Sump cOndition Manning's Roughness for Street Section (typically between 0.012 and 0.020) Max. Allowable Spreatl for Minor & Major Storm Max. Allowable Depth at Gutter Flowiine for Minor & Ma)or Storm Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion MAJOR STORM Allowa6le Capacity is pased on Depth Criterion TsncK= 10A ft SBFCK - O.O'IO �i�{t �eACK = 0.012 HcuRe = 6.00 inches TCROWN- 'IB.O fl W = 7.00 ft Sx = 0.014 ftlft Sw= 0.010 (Uft So = 0.000 Hlft �sTaeer = 0.012 MinorStorm MajorStorm Tmr� = 16.0 16.0 R dnnr� = 3.00 6.0 inches r MinorStorm MajorStortn Q,uaw= SUMP SUMP cfs I WLET IN A SUMP OR SAG LOCATION � Version 4.06 Released August2018 �Lo (C)� H-Cur6 H-Vert Wo Wp W Lo (G) of Inlet � CDOT Type R Curb Opening I Depression (additional to continuous gutter depression'a' from above) ber of Unit Inlets (Grate or Curb Opening) �r Depth at Flowline (outside of local depression) = Information th of a Unit Grate i of a Unit Grate Opening Ratio for a Grate (typical values 0.15-0.90) 3ing Factor for a Single Grate (typical value 0.50 - 070) a Weir Coefficient (typical value 2.75 - 3.60) > Orifice Coefficient (typical value 0.60 - 0.80) � Opening Information th of a Unif Curb Opening it of Vertical Curb Opening in Inches it of Curb Orifce Throat in Inches � of Throat (see USDCM Figure ST-5) Wdth for Depression Pan (typically ihe gutterwidth of 2 feet) 3ing Factor for a Single Curb Opening (typical value 0.10) Opening Weir CoeHicient (typical value 2.3-3.7) Opening Orifice Coeffcient (typical value 0.60 - 070) � for Grete Midwidth � for Curb Opening Weir Equation >ination Inlet Pertormance Reduction Factor for Long Inlets Opening Pertormance Reduction Factorfor long Inlets d Inlet Pertormance Retluction Factorfor Long Inlets Inlet interception Capacity (assumes clogged condition) IS GOOD for Minor antl Type = CDOT Type R Curb Opening ew�ai = 3.00 inches No= i Ponding Depih = 2.6 2.6 inches MINOR MAJOR i Override Depths Lp (G) = N/A feet Wo = N/A feet A,ano = N/A � � C�(G)= N/A NIA �w �G) = N/A Co (G) = N/A MINOR MAJOR Lo (C) = 5.00 feet H�en = 6.00 � � inches Hm,o�= 6.00 inches Theta = 63.40 degrees Wp = 1.00 � feet Cr(C)= 0.10 0.10 Cw (C) = 3.60 Co (C) = 0.67 MINOR MAJOR d�,a�p = N/A N/A fl dc,,,e = 027 021 ft RFc,,,,,n;,,�n,,, = 0.34 0.34 RFc,,,y = 0.89 0.89 RFc„�a = N/A N/A Qa � aenK aeau�aeo Version 4,06 Released Auaust2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Project: King Soopers Sto Iniet ID: BASIN A1 T T T. T� �"-� N T. — STN[[f {, _ A ._ .I�u Gutter Geomet Enter data in the blue cells Maximum Allawable Wdth for Spread Behind Curb Side Slope Behind Curb (leave blank for no conveyance credit behind curb) Waming 01 Manning's Roughness Behintl Curb (typically between 0.012 and 0.020) Height of Curb at Gutter Flow Line Distance from Curb Face to Street Crown Gutter W�dth Street Transverse Slope GuHer Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) Street Longitudinal Slope - Enter 0 for Sump cOndition Manning's Roughness for Street Section (typically between 0.012 and 0.020) Max. Allowable Spreatl for Minor & Major Storm Max. Allowable Depth at Gutter Flowiine for Minor & Ma)or Storm Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion MAJOR STORM Allowable Capacity is pased on Depth Criterion Warning 01: Manning's n-value does not meet the USDCM recommentletl tlesign range. TsncK= 12A ft SBFCK - OASO ftlft �eACK = 0.030 HcuRe = 6.00 inches TCROWN' SO.O fl W = 2.00 ft Sx = 0.023 ftlft Sw= 0.020 (Uft So = 0.000 Hlft �sTaeer = 0.012 MinorStorm MajorStorm Tmae = 20.0 40.0 R dnnr�= 6.0 7.0 inches r MinorStorm MajorStortn Q,uaw= SUMP SUMP cfs I WLET IN A SUMP OR SAG LOCATION � Version 4.06 Released August2018 �Lo (C)� H-Cur6 H-Vert Wo Wp W Lo (G) ,.._._..._.._....___-. � CDOT/Denver 13 Combination otinlet I Depression (additional to continuous gutter depression'a' from above) ber of Unit Inlets (Grate or Curb Opening) �r Depth at Flowline (outside of local depression) = Information th of a Unit Grate i of a Unit Grate Opening Ratio for a Grate (typical values 0.15-0.90) 3ing Factor for a Single Grate (typical value 0.50 - 070) a Weir Coefficient (typical value 2.75 - 3.60) > Orifice Coefficient (typical value 0.60 - 0.80) � Opening Information th of a Unif Curb Opening it of Vertical Curb Opening in Inches it of Curb Orifce Throat in Inches � of Throat (see USDCM Figure ST-5) Wdth for Depression Pan (typically ihe gutterwidth of 2 feet) 3ing Factor for a Single Curb Opening (typical value 0.10) Opening Weir CoeHicient (typical value 2.3-3.7) Opening Orifice Coeffcient (typical value 0.60 - 070) � for Grete Midwidth � for Curb Opening Weir Equation >ination Inlet Pertormance Reduction Factor for Long Inlets Opening Pertormance Reduction Factorfor long Inlets d Inlet Pertormance Retluction Factorfor Long Inlets Inlet Interception Capacity (assumes clogged condition) Inlet Capacity less than Q Peak for Type = CDOTIDenver 13 Combination ew�ai = 2.00 inches No= i Ponding Depih = 5.4 7.0 inches MINOR MAJOR i Override Depths Lp (G) = 3.00 feet Wo = 173 � feet A,ano = 0.43 C�(G) = 0.50 0.50 Cw (G)= 3.30 � Co (G) = 0.60 � � MINOR MAJOR Lo (C) = 3.00 feet H�en= 6.50 � �� inches Hm,o�= 5.25 inches Theta = 0.00 � degrees Wp = 2.00 � � feet Cr(C)= 0.10 0.10 C,„(C)= 370 Co (C) = 0.6fi MINOR MAJOR d�,a�p = 0.531 0 fi61 fl d�,,,e = 0.47 454 ft RFc,,,,,n;,,�n,,, = 0.85 7.00 RFc,,,e = 1.00 1.00 RFc„�a = 0.85 7.00 Qa � aenK aeau�aeo Version 4.06 Released Auaust2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Project: King Soopers Sto Iniet ID: BASIN A2 T T T. T� �"-� N T. — STN[[f {, _ A ._ .I�u Gutter Geomet Enter data in the blue cells Maximum Allawable Wdth for Spread Behind Curb Side Slope Behind Curb (leave blank for no conveyance credit behind curb) Manning's Roughness Behintl Curb (typically between 0.072 and 0.020) Height of Curb at Gutter Flow Line Distance from Curb Face to Street Crown Gutter W�dth Street Transverse Slope GuHer Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) Street Longitudinal Slope - Enter 0 for Sump cOndition Manning's Roughness for Street Section (typically between 0.012 and 0.020) Max. Allowable Spreatl for Minor & Major Storm Max. Allowable Depth at Gutter Flowiine for Minor & Ma)or Storm Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion MAJOR STORM Allowable Capacity is pased on Depth Criterion TsncK= 10A ft SeacK = 0.02� ftlft �eACK = 0.012 HcuRe = 6.00 inches TcRowN = 39.0 ft W = 2.00 ft Sx = 0.013 ftlft Sw= 0.013 (Uft So = 0.000 Hlft �sTaeer = 0.012 MinorStorm MajorStorm Tmae = 30.0 30.0 R dnnr�= 6.0 6.0 inches r MinorStorm MajorStortn Q,uaw= SUMP SUMP cfs I WLET IN A SUMP OR SAG LOCATION � Version 4.06 Released August2018 �Lo (C)� H-Cur6 H-Vert Wo Wp W Lo (G) ,.._._..._.._....___-. � CDOT/Denver 13 Combination otinlet I Depression (additional to continuous gutter depression'a' from above) ber of Unit Inlets (Grate or Curb Opening) �r Depth at Flowline (outside of local depression) = Information th of a Unit Grate i of a Unit Grate Opening Ratio for a Grate (typical values 0.15-0.90) 3ing Factor for a Single Grate (typical value 0.50 - 070) a Weir Coefficient (typical value 2.75 - 3.60) > Orifice Coefficient (typical value 0.60 - 0.80) � Opening Information th of a Unif Curb Opening it of Vertical Curb Opening in Inches it of Curb Orifce Throat in Inches � of Throat (see USDCM Figure ST-5) Wdth for Depression Pan (typically ihe gutterwidth of 2 feet) 3ing Factor for a Single Curb Opening (typical value 0.10) Opening Weir CoeHicient (typical value 2.3-3.7) Opening Orifice Coeffcient (typical value 0.60 - 070) � for Grete Midwidth � for Curb Opening Weir Equation >ination Inlet Pertormance Reduction Factor for Long Inlets Opening Pertormance Reduction Factorfor long Inlets d Inlet Pertormance Retluction Factorfor Long Inlets Inlet interception Capacity (assumes clogged condition) IS GOOD for Minor antl Type = CDOTIDenver 13 Combination ew�ai = 2.00 inches No= i Ponding Depih = 4.7 4.7 inches MINOR MAJOR i Override Depths Lp (G) = 3.00 feet Wo = 173 � feet A,ano = 0.43 C�(G) = 0.50 0.50 Cw (G)= 3.30 � Co (G) = 0.60 � � MINOR MAJOR Lo (C) = 3.00 feet H�en= 6.50 � �� inches Hm,o�= 5.25 inches Theta = 0.00 � degrees Wp = 2.00 � � feet Cr(C)= 0.10 0.10 C,„(C)= 370 Co (C) = 0.6fi MINOR MAJOR d�,a�p = 0.473 0.473 fl d�,,,e = 0.36 0.36 ft RFc,,,,,n;,,�n,,, = 073 073 RFc,,,e = 1.00 1.00 RFc„�a = 0.73 0.73 Qa � aenK aeau�aeo Version 4.06 Released Auaust2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Project: King Soopers Sto Iniet ID: BASIN 62 T T T. T� �"-� N T. — STN[[f {, _ A ._ .I�u Gutter Geomet Enter data in the blue cells Maximum Allawable Wdth for Spread Behind Curb Side Slope Behind Curb (leave blank for no conveyance credit behind curb) Manning's Roughness Behintl Curb (typically between 0.072 and 0.020) Height of Curb at Gutter Flow Line Distance from Curb Face to Street Crown Gutter W�dth Street Transverse Slope GuHer Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) Street Longitudinal Slope - Enter 0 for Sump cOndition Manning's Roughness for Street Section (typically between 0.012 and 0.020) Max. Allowable Spreatl for Minor & Major Storm Max. Allowable Depth at Gutter Flowiine for Minor & Ma)or Storm Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion MAJOR STORM Allowable Capacity is pased on Depth Criterion TsncK = OA ft SBFCK - O.O'IO �i�{t �eACK = 0.012 HcuRe = 6.00 inches TCROWN- 'IO.O fl W = 2.00 ft Sx = 0.020 ftlft Sw= 0.010 (Uft So = 0.000 Hlft �sTaeer = 0.012 MinorStorm MajorStorm Tmr� = 10.0 10.0 R dnnr�= 3.0 3.0 inches r MinorStorm MajorStortn Q,uaw= SUMP SUMP cfs I WLET IN A SUMP OR SAG LOCATION � Version 4.06 Released August2018 �Lo (C)� H-Cur6 H-Vert Wo Wp W Lo (G) of Inlet � CDOT Type R Curb Opening I Depression (additional to continuous gutter depression'a' from above) ber of Unit Inlets (Grate or Curb Opening) �r Depth at Flowline (outside of local depression) = Information th of a Unit Grate i of a Unit Grate Opening Ratio for a Grate (typical values 0.15-0.90) 3ing Factor for a Single Grate (typical value 0.50 - 070) a Weir Coefficient (typical value 2.75 - 3.60) > Orifice Coefficient (typical value 0.60 - 0.80) � Opening Information th of a Unif Curb Opening it of Vertical Curb Opening in Inches it of Curb Orifce Throat in Inches � of Throat (see USDCM Figure ST-5) Wdth for Depression Pan (typically ihe gutterwidth of 2 feet) 3ing Factor for a Single Curb Opening (typical value 0.10) Opening Weir CoeHicient (typical value 2.3-3.7) Opening Orifice Coeffcient (typical value 0.60 - 070) � for Grete Midwidth � for Curb Opening Weir Equation >ination Inlet Pertormance Reduction Factor for Long Inlets Opening Pertormance Reduction Factorfor long Inlets d Inlet Pertormance Retluction Factorfor Long Inlets Inlet interception Capacity (assumes clogged condition) IS GOOD for Minor antl Type = CDOT Type R Curb Opening ew�ai = 3.00 inches No= i Ponding Depih = 2.2 2.2 inches MINOR MAJOR i Override Depths Lp (G) = N/A feet Wo = N/A feet A,ano = N/A � � C�(G)= N/A NIA �w �G) = N/A Co (G) = N/A MINOR MAJOR Lo (C) = 5.00 feet H�en = 6.00 � � inches Hm,o�= 6.00 inches Theta = 63.40 degrees Wp = 2.00 � � feet Cr(C)= 0.10 0.10 Cw (C) = 3.60 Co (C) = 0.67 MINOR MAJOR d�,a�p = N/A N/A fl dc,,,e = 0.16 0.16 ft RFc,,,,,n;,,�n,,, = 0.28 0.28 RFc,,,y = 0.82 0.82 RFc„�a = N/A N/A Qa � aenK aeau�aeo Version 4,06 Released Auaust2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Project: King Soopers Sto Iniet ID: BASIN 63 T T T. T� �"-� N T. — STN[[f {, _ A ._ .I�u Gutter Geomet Enter data in the blue cells Maximum Allawable Wdth for Spread Behind Curb Side Slope Behind Curb (leave blank for no conveyance credit behind curb) Waming 01 Manning's Roughness Behintl Curb (typically between 0.012 and 0.020) Height of Curb at Gutter Flow Line Distance from Curb Face to Street Crown Gutter W�dth Street Transverse Slope GuHer Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) Street Longitudinal Slope - Enter 0 for Sump cOndition Manning's Roughness for Street Section (typically between 0.012 and 0.020) Max. Allowable Spreatl for Minor & Major Storm Max. Allowable Depth at Gutter Plowiine for Minor & Ma)or Storm Ilow Flow Depth at Street Crown (leave blank for no) TsncK= 10A ft SeacK = 0.02� ftlft �eACK = 0.030 HcuRe = 6.00 inches TcRowN = 78.3 H W = 7.00 ft Sx = 0.020 ftlft Sw= 0.020 (Uft So = 0.013 fVft �sTaeer = 0.012 MinorStorm MajorStorm Tnnr� = 3.0 1 S.0 R dnnr�= 2.0 6.0 inches f .- check = yes 2 STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Stortn R STORM Allowable Capaciry is 6asetl on Spread Criterion Qanaw = 0.14 17.t1 cfs storm max. allowable capacity GOOD - greater than the design flow given on sheet'Inlet Management' Warning 01: Manning's n-value does not meet the USDCM recommentletl tlesign range. INLET ON A CONTINUOUS GRADE Version 4.06 Released August 2015 �Lo (C)—T H-Curb H-Vert Wo W Lo (G) �— of Inlet I CDOT/Denver'13 Combination J Type = CDOTIDenver 13 Combina Depression (additlonal to continuous gutter depression'a') aio�q� = 2.0 Number of Units in the Inlet (Grate or Curb Opening) No = 1 �.h of a Single Unit Inlet (Grate or Curb Opening) Lo = 3.00 i of a Unit Grate (cannot be greaterthan W, Gutter Width) Wo = 1.73 � �ing Factor for a Single Unit Grate (typical min. value = 0.5) CrG = 0.50 0.50 iina Factor For a Sinale Unit Curb Ooenino (fvoical min. value = 0.71 C,-C = 0.10 0.10 Inlet Mterception Capaeity Q= 0.10 0.00 Inlet CarryAver Flow (flow bypassing inlet) Qe = 0.00 0.00 ve Percentaoe = Q.IQ_ = C/ c 1�� 0 Version 4,06 Released Auaust2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Project: King Soopers Sto Iniet ID: BASIN C1 T T T. T� �"-� N T. — STN[[f {, _ A ._ .I�u Gutter Geomet Enter data in the blue cells Maximum Allawable Wdth for Spread Behind Curb Side Slope Behind Curb (leave blank for no conveyance credit behind curb) Manning's Roughness Behintl Curb (typically between 0.072 and 0.020) Height of Curb at Gutter Flow Line Distance from Curb Face to Street Crown Gutter W�dth Street Transverse Slope GuHer Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) Street Longitudinal Slope - Enter 0 for Sump cOndition Manning's Roughness for Street Section (typically between 0.012 and 0.020) Max. Allowable Spreatl for Minor & Major Storm Max. Allowable Depth at Gutter Plowiine for Minor & Ma)or Storm Ilow Flow Depth at Street Crown (leave blank for no) TsncK = OA ft SBFCK - O.O'IO �i�{t �eACK = 0.012 HcuRe = 6.00 inches TcRowN = 18.25 ft W = 7.00 ft Sx = 0.020 ftlft Sw= 0.020 (Uft So = 0.015 Hlft �sTaeer = 0.012 MinorStorm MajorStorm Tnna� = 3.0 5.0 h dnnr�= 1.0 3.0 inches f .- check = yes 2 STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Stortn R STORM Allowable Capacity is 6asetl on Spread Criterion Gla�iaw = 0.16 0.62 cfs storm max. allowable capacity GOOD - greater than the design flow given on sheet'Inlet Management' INLET ON A CONTINUOUS GRADE Version 4.06 Released August 2015 �Lo (C)—T H-Curb H-Vert Wo W Lo (G) �— of Inlet I CDOT/Denver'13 Combination J Type = CDOTIDenver 13 Combina Depression (additlonal to continuous gutter depression'a') aio�q� = 2.0 Number of Units in the Inlet (Grate or Curb Opening) No = 1 �.h of a Single Unit Inlet (Grate or Curb Opening) Lo = 3.00 i of a Unit Grate (cannot be greaterthan W, Gutter Width) Wo = 1.73 � �ing Factor for a Single Unit Grate (typical min. value = 0.5) CrG = 0.50 0.50 iina Factor For a Sinale Unit Curb Ooenino (fvoical min. value = 0.71 C,-C = 0.10 0.10 Inlet Mterception Capaeity Q= 0.16 0.00 Inlet CarryAver Flow (flow bypassing inlet) Qe = 0.00 0.00 ve Percentaoe = Q.IQ_ = C/ c 1�� 0 Version 4.06 Released Auaust2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Project: King Soopers Sto Iniet ID: BASIN C3 T T T. T� �"-� N T. — STN[[f {, _ A ._ .I�u Gutter Geomet Enter data in the blue cells Maximum Allawable Wdth for Spread Behind Curb Side Slope Behind Curb (leave blank for no conveyance credit behind curb) Manning's Roughness Behintl Curb (typically between 0.072 and 0.020) Height of Curb at Gutter Flow Line Distance from Curb Face to Street Crown Gutter W�dth Street Transverse Slope GuHer Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) Street Longitudinal Slope - Enter 0 for Sump cOndition Manning's Roughness for Street Section (typically between 0.012 and 0.020) Max. Allowable Spreatl for Minor & Major Storm Max. Allowable Depth at Gutter Flowiine for Minor & Ma)or Storm Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion MAJOR STORM Allowable Capacity is pased on Depth Criterion TBHCK - POA ft SBFCK - OASO ftlft �eACK = 0.012 HcuRe = 6.00 inches TCROWN- 'IH.O fl W = 2.00 ft Sx = 0.024 ftlft Sw= 0.024 (Uft So = 0.000 Hlft �sTaeer = 0.012 MinorStorm MajorStorm Tmr�' 18.0 18.0 R dnnr�= 6.0 6.0 inches r MinorStorm MajorStortn Q,uaw= SUMP SUMP cfs I WLET IN A SUMP OR SAG LOCATION � Version 4.06 Released August2018 �Lo (C)� H-Cur6 H-Vert Wo Wp W Lo (G) an Information (InPut) ot Inlet CDOT/Denver 13 Combination Depression (additional to continuous gutter depression'a' from above) ber of Unit Inlets (Grate or Curb Opening) �r Depth at Flowline (outside of local depression) = Information th of a Unit Grate i of a Unit Grate Opening Ratio for a Grate (typical values 0.15-0.90) 3ing Factor for a Single Grate (typical value 0.50 - 070) a Weir Coefficient (typical value 2.75 - 3.60) > Orifice Coefficient (typical value 0.60 - 0.80) � Opening Information th of a Unif Curb Opening it of Vertical Curb Opening in Inches it of Curb Orifce Throat in Inches � of Throat (see USDCM Figure ST-5) Wdth for Depression Pan (typically ihe gutterwidth of 2 feet) 3ing Factor for a Single Curb Opening (typical value 0.10) Opening Weir CoeHicient (typical value 2.3-3.7) Opening Orifice Coeffcient (typical value 0.60 - 070) � for Grete Midwidth � for Curb Opening Weir Equation >ination Inlet Pertormance Reduction Factor for Long Inlets Opening Pertormance Reduction Factorfor long Inlets d Inlet Pertormance Retluction Factorfor Long Inlets Inlet interception Capacity (assumes clogged condition) IS GOOD for Minor antl Type = CDOTIDenver 13 Combination ew�ai = 2.00 inches No= i Ponding Depih = 5.1 5.1 inches MINOR MAJOR i Override Depths Lp (G) = 3.00 feet Wo = 173 � feet A,ano = 0.43 C�(G) = 0.50 0.50 Cw (G)= 3.30 � Co (G) = 0.60 � � MINOR MAJOR Lo (C) = 3.00 feet H�en= 6.50 � �� inches Hm,o�= 5.25 inches Theta = 0.00 � degrees Wp = 2.00 � � feet Cr(C)= 0.10 0.10 C,„(C)= 370 Co (C) = 0.6fi MINOR MAJOR d�,a�p = 0.497 0.497 fl d�,,,e = 0.38 0.38 ft RFc,,,,,n;,,�n,,, = 079 079 RFc,,,e = 1.00 1.00 RFc„�a= 0.79 079 Qa � aenK aeau�aeo Version 4,06 Released Auaust2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Project: King Soopers Sto Iniet ID: BASIN C5 T T T. T� �"-� N T. — STN[[f {, _ A ._ .I�u Gutter Geomet Enter data in the blue cells Maximum Allawable Wdth for Spread Behind Curb Side Slope Behind Curb (leave blank for no conveyance credit behind curb) Manning's Roughness Behintl Curb (typically between 0.072 and 0.020) Height of Curb at Gutter Flow Line Distance from Curb Face to Street Crown Gutter W�dth Street Transverse Slope GuHer Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) Street Longitudinal Slope - Enter 0 for Sump cOndition Manning's Roughness for Street Section (typically between 0.012 and 0.020) Max. Allowable Spreatl for Minor & Major Storm Max. Allowable Depth at Gutter Plowiine for Minor & Ma)or Storm Ilow Flow Depth at Street Crown (leave blank for no) TsncK = OA ft SBFCK - O.O'IO �i�{t �eACK = 0.012 HcuRe = 6.00 inches TCROWN- 'IO.O fl W = 2.00 ft Sx = 0.035 ftlft Sw= 0.035 (Uft So = 0.030 Hlft �sTaeer = 0.012 MinorStorm MajorStorm Tmr� = 10.0 10.0 R dnnr�= 6.0 6.0 inches f .- check = yes 2 STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Stortn R STORM Allowable Capacity is 6asetl on Spread Criterion Gla�iaw = 14.1 14.1 cfs storm max. allowable capacity GOOD - greater than the design flow given on sheet'Inlet Management' INLET ON A CONTINUOUS GRADE Version 4.06 Released August 2015 �Lo (C)-T H-Curb H-Vert Wo W Lo (G) �� of Inlet � CDOT/Denver 13 Combination � Type = CDOTIDenver 13 Combina Depression (additlonal to continuous gutter depression'a') aio�q� = 2.0 Number of Units in the Inlet (Grate or Curb Opening) No = 1 �.h of a Single Unit Inlet (Grate or Curb Opening) Lo = 3.00 i of a Unit Grate (cannot be greaterthan W, Gutter Width) Wo = 1.73 � �ing Factor for a Single Unit Grate (typical min. value = 0.5) CrG = 0.50 0.50 iina Factor For a Sinale Unit Curb Ooenino (fvoical min. value = 0.71 C,-C = 0.10 0.10 Inlet Mterception Capaeity 4= 0.0 0.0 Inlet CarryAver Plow (flow bypassing inlet) Qe = 0.0 0.0 ve Percentaoe = Q.IQ_ = C/ c 97 0 Version 4,06 Released Auaust2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Project: King Soopers Sto Iniet ID: Ex College Ave T T T. T� �"-� N T. — STN[[f {, _ A ._ .I�u Gutter Geomet Enter data in the blue cells Maximum Allawable Wdth for Spread Behind Curb Side Slope Behind Curb (leave blank for no conveyance credit behind curb) Manning's Roughness Behintl Curb (typically between 0.072 and 0.020) Height of Curb at Gutter Flow Line Distance from Curb Face to Street Crown Gutter W�dth Street Transverse Slope GuHer Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) Street Longitudinal Slope - Enter 0 for Sump cOndition Manning's Roughness for Street Section (typically between 0.012 and 0.020) Max. Allowable Spreatl for Minor & Major Storm Max. Allowable Depth at Gutter Plowiine for Minor & Ma)or Storm Ilow Flow Depth at Street Crown (leave blank for no) TsncK = 5A ft SeacK = 0.02� ftlft �eACK = 0.020 HcuRe = 6.00 inches TcRowN = 60.0 ft W = 7.00 ft Sx = 0.050 ftlft Sw= 0.083 (Uft So = 0.003 Hlft �sTaeer = 0.016 MinorStorm MajorStorm Tmae = 54.0 60.0 R dnnr� = 6.0 72.0 inches f �.- check = yes STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Stortn , STORM Allowable Capaciry is 6ased on Depth Criterion �lanaw = 5.1 40.6 cfs NG: MINOR STORM max. allowahle capacity is less than the design flow given on sheet'Inlet Management' INLET ON A CONTINUOUS GRADE Version 4.06 Released August 2015 �Lo (C)-T H-Curb H-Vert Wo W Lo (G) �� of Inlet � CDOT/Denver 13 Combination J Type = CDOTIDenver 13 Combina Depression (additlonal to continuous gutter tlepression'a') aio�q� = 2.0 Number of Units in the Inlet (Grate or Curb Opening) No = 3 � �.h of a Single Unit Inlet (Grate or Curb Opening) Lo = 3.00 i of a Unit Grate (cannot be greaterthan W, Gutter Width) Wo = 1.73 � �ing Factor for a Single Unit Grate (typical min. value = 0.5) CrG = 0.50 0.50 iina Factor For a Sinale Unit Curb Ooenino (fvoical min. value = 0.71 C,-C = 0.10 0.10 Inlet Mterception Capaeity Q= 7.fi1 7.67 Inlet CarryAver Flow (flow bypassing inlet) Qe = 0.00 0.00 ve Percentaoe = Q.IQ_ = C/ c 1�� 100 Version 4.06 Released Auaust2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Project: King Soopers Sto Iniet ID: BASIN C6 T T T. T� �"-� N T. — STN[[f {, _ A ._ .I�u Gutter Geomet Enter data in the blue cells Maximum Allawable Wdth for Spread Behind Curb Side Slope Behind Curb (leave blank for no conveyance credit behind curb) Manning's Roughness Behintl Curb (typically between 0.072 and 0.020) Height of Curb at Gutter Flow Line Distance from Curb Face to Street Crown Gutter W�dth Street Transverse Slope GuHer Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) Street Longitudinal Slope - Enter 0 for Sump cOndition Manning's Roughness for Street Section (typically between 0.012 and 0.020) Max. Allowable Spreatl for Minor & Major Storm Max. Allowable Depth at Gutter Flowiine for Minor & Ma)or Storm Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion MAJOR STORM Allowable Capacity is pased on Depth Criterion TsncK = OA ft SBFCK - O.O'IO �i�{t �eACK = 0.020 HcuRe = 6.00 inches TCROWN' ZA.O fl W = 7.00 ft Sx = 0.025 ftlft Sw= 0.025 (Uft So = 0.000 Hlft �sTaeer = 0.012 MinorStorm MajorStorm Tmae' 24.0 24.0 R dnnr�= 6.0 6.0 inches f MinorStorm MajorStortn Q,uaw= SUMP SUMP cfs I WLET IN A SUMP OR SAG LOCATION � Version 4.06 Released August2018 �Lo (C)� H-Cur6 H-Vert Wo Wp W Lo (G) an Information (InPut) ot Inlet CDOT Type R Curb Openin9 Depression (additional to continuous gutter depression'a' from above) ber of Unit Inlets (Grate or Curb Opening) �r Depth at Flowline (outside of local depression) = Information th of a Unit Grate i of a Unit Grate Opening Ratio for a Grate (typical values 0.15-0.90) 3ing Factor for a Single Grate (typical value 0.50 - 070) a Weir Coefficient (typical value 2.75 - 3.60) > Orifice Coefficient (typical value 0.60 - 0.80) � Opening Information th of a Unif Curb Opening it of Vertical Curb Opening in Inches it of Curb Orifce Throat in Inches � of Throat (see USDCM Figure ST-5) Wdth for Depression Pan (typically ihe gutterwidth of 2 feet) 3ing Factor for a Single Curb Opening (typical value 0.10) Opening Weir CoeHicient (typical value 2.3-3.7) Opening Orifice Coeffcient (typical value 0.60 - 070) � for Grete Midwidth � for Curb Opening Weir Equation >ination Inlet Pertormance Reduction Factor for Long Inlets Opening Pertormance Reduction Factorfor long Inlets d Inlet Pertormance Retluction Factorfor Long Inlets Inlet interception Capacity (assumes clogged condition) IS GOOD for Minor antl Type = CDOT Type R Curb Opening ew�ai = 3.00 inches No= i Ponding Depih = 6.0 6.0 inches MINOR MAJOR i Override Depths Lp (G) = N/A feet Wo = N/A feet A,ano = N/A � � C�(G)= N/A NIA �w �G) = N/A Co (G) = N/A MINOR MAJOR Lo (C) = 5.00 feet H�en = 6.00 � � inches Hm,o�= 6.00 inches Theta = 63.40 degrees Wp = 1.00 � feet Cr(C)= 0.10 0.10 Cw (C) = 3.60 Co (C) = 0.67 MINOR MAJOR d�,a�p = N/A N/A fl dc,,,e = 0.48 0.48 ft RFc,,,,,n;,,�n,,, = 0.77 0.77 RFc,,,e = 1.00 1.00 RFc„�a = N/A N/A Qa � aenK aeau�aeo STORM DRAINAGE DESIGN AND TECHNICAL CRITERIA Fiqure 8.1. Allowable Inlet Capacitv- Sump Conditions Note: See Section 8.3.2 for assumptions. Type 16 and Type 14 Inlets for Sump Conditions INLETS 30.0 28.0 � � 26.0 . 24.0 • .� 22.0 20.0 ' � ' � 18.0 � � •� 16.0 r ' m y " m 14.0 --- c� .� � .- - - � 12.0 � _ , " � 10.0 " f X' � 8.� � . � � 6.� �� 4.� x'� 2.0 0.0 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 Water Depth (inches) Single No. 16 Combination -�-Double No. 16 Combination --�-Triple No. 16 Combination -�*�-6-ftNo.14 -t-9-ftNo.14 � -12-ftNo.14 40.0 Allowable Inlet Capacity for Type C and D Inlets for Sump Conditions BAS I N A3 35.0 Q100 = 16.5 CFS � J Q2=4.1 CFS �� _-- � 30.0 � -�- 25.0 � .� a 20.0 �a U � 15.0 c 10.0 5.0 0.0 � ).0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 Water Depth (inches) ----Type C Type D 01 /2006 I N-4 City and County of Denver STORM DRAINAGE DESIGN AND TECHNICAL CRITERIA Fiqure 8.1. Allowable Inlet Capacitv- Sump Conditions Note: See Section 8.3.2 for assumptions. Type 16 and Type 14 Inlets for Sump Conditions INLETS 30.0 28.0 � � 26.0 . 24.0 • .� 22.0 20.0 ' � ' � 18.0 � � •� 16.0 r ' m y " m 14.0 --- c� .� � .- - - � 12.0 � _ , " � 10.0 " f X' � 8.� � . � � 6.� �� 4.� x'� 2.0 0.0 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 Water Depth (inches) Single No. 16 Combination -�-Double No. 16 Combination --�-Triple No. 16 Combination -�*�-6-ftNo.14 -t-9-ftNo.14 � -12-ftNo.14 40.0 Allowable Inlet Capacity for Type C and D Inlets for Sump Conditions BAS I N A4 35.0 Q10 =6.4 FS �� J 16CFS �� 30.0 � -�- 25.0 � .� a 20.0 �a U � 15.0 c 10.0 5.0 Q2 = 0.0 � ).0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 Water Depth (inches) ----Type C Type D 01 /2006 I N-4 City and County of Denver Chapter 7 Streets, Inlets, & Storm Drains WPRF — Min 1 DFL '3,16 — ' 0.7Min�9, L�+ 4.3 Where: Equation 7-36 WPRF13,i� = multiplier to reduce QW in Equation 7-31 for the CDOT Type 13 and the Denver No. 16 inlet DFL = gutter depth at flow line away from inlet depression (inches) L = total inlet length (ft). This reduction factor should be applied to both the grate and the curb opening weir equations (Equation 7- 31) for combination inlet shallow depth interception calculations. From the UDFCD-CSU study, empirical equations to estimate interception capacity for the CDOT Type 13 and the Denver No. 16 combination inlets were developed and are shown in Figures 7-7 through 7-10. ,� 4 c � d c 3 � 0 v a E Z 2 � Thi s BAS I N A5 CDOT Type 13 Combination Inlet capacity based on depth of ponding (depth measured outside local depression) ♦ '■ % ♦ Ponding Depth = 4" � , — ■ Ponding Depth = 6" y4�• = 0.79Q4„�. y „1.08 y11 �= 0.13412�.0.90 f� Ponding Depth = 9" � Y5" = 0.16Q6 � i Ponding Depth = 12" � ■ — la X � i � . Ponding Depth = 18" � ,' � .� .� � i � � : i i � i � � '� � � � � �i �Y�� __ � �C� . ' ' Y9" = O.11Q9,.i.io � . , , �� , � ' - 0.13Q ,� .' Yia°- ia^o.as ♦'- �' �� -% - - — i . � . , � � , , ,� . . ' . , . . � �. � �, � , . ♦ ■ � �� assumes inlet clogging per Section Figure 7-7. CDOT type 1 Q2=0.4CFS NOT APPLICABLE 10 Inlet Capacityl (cfs) � n capacity in a sump Q100 = 1.5 CFS 100 January 2016 Urban Drainage and Flood Control District 7-23 Urban Storm Drainage Criteria Manual Volume 1 STORM DRAINAGE DESIGN AND TECHNICAL CRITERIA Fiqure 8.1. Allowable Inlet Capacitv- Sump Conditions Note: See Section 8.3.2 for assumptions. Type 16 and Type 14 Inlets for Sump Conditions INLETS 30.0 28.0 � � 26.0 . 24.0 • .� 22.0 20.0 ' � ' � 18.0 � � •� 16.0 r ' m y " m 14.0 --- c� .� � .- - - � 12.0 � _ , " � 10.0 " f X' � 8.� � . � � 6.� �� 4.� x'� 2.0 0.0 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 Water Depth (inches) Single No. 16 Combination -�-Double No. 16 Combination --�-Triple No. 16 Combination -�*�-6-ftNo.14 -t-9-ftNo.14 � -12-ftNo.14 40.0 Allowable Inlet Capacity for Type C and D Inlets for Sump Conditions BAS I N A6 35.0 , '�/ 1.5CF �� Q2 = 0.4 CFS 30.0 � -�- 25.0 � .� a 20.0 �a U � 15.0 c 10.0 5.0 Q100 = 0.0 � ).0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 Water Depth (inches) ----Type C Type D 01 /2006 I N-4 City and County of Denver STORM DRAINAGE DESIGN AND TECHNICAL CRITERIA Fiqure 8.1. Allowable Inlet Capacitv- Sump Conditions Note: See Section 8.3.2 for assumptions. Type 16 and Type 14 Inlets for Sump Conditions INLETS 30.0 28.0 � � 26.0 . 24.0 • .� 22.0 20.0 ' � ' � 18.0 � � •� 16.0 r ' m y " m 14.0 --- c� .� � .- - - � 12.0 � _ , " � 10.0 " f X' � 8.� � . � � 6.� �� 4.� x'� 2.0 0.0 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 Water Depth (inches) Single No. 16 Combination -�-Double No. 16 Combination --�-Triple No. 16 Combination -�*�-6-ftNo.14 -t-9-ftNo.14 � -12-ftNo.14 40.0 Allowable Inlet Capacity for Type C and D Inlets for Sump Conditions BAS I N A7 35.0 / // � 100 = .5 CFS ,�� Q2 = 0. CFS 30.0 � -�- 25.0 � .� a 20.0 �a U � 15.0 c 10.0 5.0 0.0 � ).0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 Water Depth (inches) ----Type C Type D 01 /2006 I N-4 City and County of Denver STORM DRAINAGE DESIGN AND TECHNICAL CRITERIA Fiqure 8.1. Allowable Inlet Capacitv- Sump Conditions Note: See Section 8.3.2 for assumptions. Type 16 and Type 14 Inlets for Sump Conditions INLETS 30.0 28.0 � � 26.0 . 24.0 • .� 22.0 20.0 ' � ' � 18.0 � � •� 16.0 r ' m y " m 14.0 --- c� .� � .- - - � 12.0 � _ , " � 10.0 " f X' � 8.� � . � � 6.� �� 4.� x'� 2.0 0.0 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 Water Depth (inches) Single No. 16 Combination -�-Double No. 16 Combination --�-Triple No. 16 Combination -�*�-6-ftNo.14 -t-9-ftNo.14 � -12-ftNo.14 40.0 Allowable Inlet Capacity for Type C and D Inlets for Sump Conditions BASIN A8 35.0 �� 1.1 CF �� Q2 = 0. CFS 30.0 � -�- 25.0 � .� a 20.0 �a U � 15.0 c 10.0 5.0 Q100 = 0.0 � ).0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 Water Depth (inches) ----Type C Type D 01 /2006 I N-4 City and County of Denver Midtown Gardens Marketplace 05/08/2023 APPENDIX D Drainage Maps I' � i _`� � � ��,— _ _ ��,. , __ — -�—��_________��a � ' ..:.. `F� r--�--`�— rJ__ _______CZ_________ ' _______ i _ I' � "-� Q f 4 i ----- I 'i ::.� __ �rn . 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