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Home My WebLink AboutKING SOOPERS #146, MIDTOWN GARDENS MARKETPLACE - FDP210001 - DOCUMENT MARKUPS - ROUND 2 - DRAINAGE REPORT PREPARED FOR: Dillon Companies/King Soopers, Inc. 55 Tejon Street Denver, Colorado 80223 Phone: (303) 778-3053 PREPARED BY: Galloway & Company, Inc. 6162 S. Willow Drive, Suite 320 Greenwood Village, CO 80111 DATE: February 3, 2021 REVISED: NA MIDTOWN GARDENS MARKETPLACE KING SOOPERS STORE #146 Fort Collins, Colorado FINAL DRAINAGE REPORT Galloway & Company, Inc. Page 2 of 19 6162 S. Willow Drive, Suite 320 Greenwood Village, CO 80111 303.770.8884 • GallowayUS.com FINAL DRAINAGE REPORT Midtown Gardens Marketplace King Soopers Store #146 Legal Description Lots 1, 2, and 4 of K-Mart Plaza, and all of Lot 2 of the extension of K-Mart Plaza, situated in the Southeast 1/4 of Section 23, Township 7 North, Range 69 West, of the 6th Principle Meridian, City of Fort Collins, County of Larimar, State of Colorado. Preparation Date February 3, 2021 Revised Date NA Prepared for Dillon Companies/King Soopers, Inc. 55 Tejon Street Denver, Colorado 80223 Phone: (303) 778-3053 Prepared by: Reviewed by: ________________________________________ ____________________________ Name Name Midtown Gardens Marketplace 2/3/2021 Galloway & Company, Inc. Page 3 of 19 ENGINEER’S STATEMENT I hereby attest that this report and plan for the final drainage design for Midtown Gardens Marketplace was prepared by me or under my direct supervision, in accordance with the provisions of the Fort Collins Stormwater Criteria Manual. I understand that the City of Fort Collins does not and will not assume liability for drainage facilities designed by others. Phil Dalrymple, PE # 41171 Date For and on behalf of Galloway & Company, Inc. DEVELOPER’S CERTIFICATION “King Soopers, Inc. hereby certifies that the drainage facilities for Midtown Gardens Marketplace shall be constructed according to the design presented in this report. I understand that the City of Fort Collins does not and will not assume liability for the drainage facilities designed and/or certified by my engineer and that the City of Fort Collins review))s drainage plans pursuant to the Municipal Code; but cannot, on behalf of Midtown Gardens Marketplace, guarantee that final drainage design review will absolve King Soopers, Inc. and/or their successors and/or assigns of future liability for improper design.” Authorized Signature Date King Soopers, Inc. Midtown Gardens Marketplace 2/3/2021 Galloway & Company, Inc. Page 4 of 19 I. General Location and Existing Information ................................................................................................ 5 Location ............................................................................................................................................ 5 Description of Property..................................................................................................................... 5 II. Master Drainage Basin Description .......................................................................................................... 5 Major Basin Description ................................................................................................................... 5 Sub- Basin Description..................................................................................................................... 6 III. Floodplain Information .............................................................................................................................. 6 IV. Project Description ................................................................................................................................... 6 V. Drainage Design Criteria .......................................................................................................................... 7 Regulations ...................................................................................................................................... 7 The Four Step Process (Low Impact Development) ........................................................................ 7 Development Criteria Reference and Constraints ........................................................................... 7 Hydrologic Criteria ............................................................................................................................ 8 Hydraulic Criteria .............................................................................................................................. 8 VI. Proposed Drainage Facilities ................................................................................................................... 9 General Concept .............................................................................................................................. 9 Specific Details ............................................................................................................................... 10 VII. Variance Requests ............................................................................................................................... 12 VIII. Erosion Control .................................................................................................................................... 12 Construction Material & Equipment ............................................................................................... 12 Maintenance ................................................................................................................................... 13 IX. Conclusions ........................................................................................................................................... 13 Compliance with Standards ........................................................................................................... 13 Variances ....................................................................................................................................... 13 Drainage Concept .......................................................................................................................... 13 VI. References ............................................................................................................................................ 14 VII. Appendices ........................................................................................................................................... 15 A. Exhibits & Figures ............................................................................................................... 15 B. Hydrologic Computations .................................................................................................... 15 C. Hydraulic Computations ...................................................................................................... 15 D. Drainage Maps .................................................................................................................... 15 TABLE OF CONTENTS Midtown Gardens Marketplace 2/3/2021 Galloway & Company, Inc. Page 5 of 19 I. General Location and Existing Information Location Midtown Gardens Marketplace (hereafter referred to as “the site” or “project site”) will be located at the northwest corner of South College Avenue and West Drake Road. It is bounded on north by an existing commercial development; on the south by West Drake Road (including a Jiffy Lube and Loaf ‘N Jug to remain); on the east by College Avenue; and on the west by the MAX-BRT Bus Line. Spring Creek is located north of the site. More specifically, the site is located in the Southeast Quarter of Section 23, Township 7 North, Range 69 West in the City of Fort Collins, County of Larimer and State of Colorado. Refer to Appendix A for a Vicinity Map. Description of Property The project site is approximately 11.34 acres, and consists of a currently vacant Kmart store, a small retail building at the northeast corner of the site and small retail on the southeast corner of the site, and an existing Loaf N’ Jug fueling station. Existing grades on the site range from one to four percent, with historic runoff generally draining to the north and east across the site. There are no major drainage ways passing through the project site. According to the USDA NRCS Web Soil Survey, ‘Nunn Clay loam, 0 to 1 percent slopes’ covers the entire project site. This soil is associated with Hydrologic Soil Group (HSG) ‘C’. HSG ‘C’ soils have a slow infiltration rate when thoroughly wet and consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Refer to Appendix A for additional soils information. The Midtown Gardens Marketplace will be developed in one phase and is approximately 11.34 acres. The existing vacant Kmart building along with the vacant retail building at the northeast corner of the site will be removed. A new King Soopers Marketplace will replace the Kmart, while a new King Soopers fueling station will replace the vacant retail building. The existing parking lot will be reconstructed to accommodate the new structures. The lot containing the Loaf N’ Jug will remain vacant for future development but is included in this report in its developed condition. During the water quality storm event, surface runoff will be collected into an underground storm drain system through a series of inlets throughout the site through which it will be conveyed to an underground water quality and detention facility located at the southeast corner of the site. During the minor (i.e., 2-year) and major (i.e., 100-year) storm events, most of runoff volume generated in excess of the water quality event will be detained and attenuated in the underground detention system, and released into an existing storm drain system in College Avenue at a controlled release rate. The remaining runoff generated will release undetained to College Avenue. II. Master Drainage Basin Description Major Basin Description The project site is located in the Spring Creek drainage basin. According to the City of Fort Collins website (http://www.fcgov.com/utilities/what-we-do/stormwater/drainage-basins/spring-creek-basin), this basin “is a major watercourse that flow from Spring Canyon Dam at Horsetooth Reservoir to its confluence with the Poudre River. The basin is dominated by residential development, but also includes open space, parks, and isolated areas of commercial and industrial development.” Midtown Gardens Marketplace 2/3/2021 Galloway & Company, Inc. Page 6 of 19 On-site detention storage is not required for the site because the site is mostly impervious and the proposed development does not trigger detention requirements. While detention is not required, the applicant has coordinated with the City to provide 100-year detention for approximately 2/3’s of the proposed development to alleviate the impact to the downstream system. An Impervious Area Exhibit is provided in Appendix D, which shows a net decrease in total impervious area form the existing to proposed condition. Water quality for the site has been provided in accordance with the City of Fort Collins LID requirements for the redeveloped portions of the site. A Water Quality and detention structure has been sized for the redeveloped portions of the site in the form of an underground LID basin, herein referred to as Pond A. Final calculations for the underground basin have been provided in Appendix C. Sub- Basin Description The site historically drains north and east towards the adjacent commercial development and College Avenue. There are several storm inlets along the northern property line and throughout the site which collect runoff. These storm sewer mains ultimately drain to Spring Creek. At the request of Fort Collins Stormwater Master Planning, the historic drainage pattern will be modified to convey flows from the site to the existing storm drain system at the southeast corner of the site in College Ave and flowing east along Princeton Road, rather than to the existing storm drain system on the adjacent property to the north so long as detention is provided for any upstream tributary area which drains to this new connection point. Minor flows will be conveyed off-site at the site boundaries, which is consistent with the historic drainage pattern. At the sub-basin level, no offsite runoff is anticipated to enter the site, with the exception of a small amount of runoff at the southwest corner or the site coming from the MAX/BRT bus station, which is currently tributary to the site. A portion of the site along W Drake Rd. and S College Ave. will drain offsite, which is consistent with the current drainage pattern. The site has been broken into four basins, each with their own set of sub-basins. A description of each basin and their characteristics can be found later in the report. There are no irrigation, reservoir, or other facilities that influence, or are influenced by, the local drainage. III. Floodplain Information The project site is shown on FEMA Map Number 08069C0987G (refer to Appendix A for FEMA Firmette). This map shows that the project is not impacted by an existing floodplain/floodway. Refer to Appendix A for a copy of the Firmette. IV. Project Description The Midtown Gardens Marketplace will be developed in one phase and is approximately 11.34 acres. The existing vacant Kmart building along with the vacant retail building at the northeast corner of the site will be removed. A new King Soopers Marketplace will replace the Kmart, while a new King Soopers fueling station will replace the vacant retail building. The existing parking lot will be reconstructed to accommodate the new structures. The lot containing the Loaf N’ Jug will remain vacant for future development but is included in this report in its developed condition. Midtown Gardens Marketplace 2/3/2021 Galloway & Company, Inc. Page 7 of 19 V. Drainage Design Criteria Regulations This final drainage design presented herein is prepared in accordance with the Fort Collins Stormwater Criteria Manual, November 2017 (FCSCM), the Mile High Flood District (MHFD) Urban Storm Drainage Criteria Manual, January 2016 (USDCM), 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 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 system, Pond A. 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. Step 4 - Implement site specific and other source control BMPs Site specific considerations such as material handling/storage 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) and the Mile High Flood District (MHFD) Urban Storm Drainage Criteria Manual, January 2016 (USDCM). No other drainage reports could be provided for the site by the City of Fort Collins. Existing runoff for the proposed site generally drains to the north and east across the site. The majority of the existing on-site runoff is captured by an existing storm sewer system which has three Midtown Gardens Marketplace 2/3/2021 Galloway & Company, Inc. Page 8 of 19 connections to the offsite system downstream to the north. The site drains into an existing 24” storm pipe just north of the site (2 connections), and an existing 15” storm pipe along College Avenue. Due to the shallow and undersized nature of the existing storm drain infrastructure, the proposed system will be re-routed to the southeast corner of the site and connecting into the existing 30” storm pipe in College Avenue and Princeton Road per coordination with the City. Capacity calculations for the proposed and existing portions of the storm sewer system have been provided in Appendix C. Hydrologic Criteria For urban catchments that are not complex and are generally 160 acres or less in size, it is acceptable that the design storm runoff be analyzed using the Rational Method. The Rational Method is often used when only the peak flow rate or total volume of runoff is needed (e.g., storm sewer sizing or simple detention basin sizing). The Rational Method was used to estimate the peak flow at each design point. Routing calculations (i.e., time attenuation) that aggregate the basins draining to a specific design point are include in the Rational Method calculations in Appendix B. The Rational Method is based on the Rational Formula: Q = CiA Where: Q = the maximum rate of runoff, cfs C = a runoff coefficient that is the ratio between the runoff volume from an area and the average rate of rainfall depth over a given duration for that area i = average intensity of rainfall in inches per hour for a duration equal to the Time of Concentration (Tc) A = area, acres Runoff Coefficients were determined based on Tables 3.2-1, 3.2-2, and 3.2-3 of the the FCSCM. The one-hour rainfall Intensity-Duration-Frequency tables for use with the Rational Method of runoff analysis are provided in Table 3.4-1 of the FCSCM. The 2-year and 100-year storm events serve as the basis for the drainage system design. The 2-year storm is considered the minor storm event. It has a fifty percent probability of exceedance during any given year. The 100-year storm is considered the major storm event. It has a one percent probability of exceedance during any given year. The 2-year drainage system, at a minimum, must be designed to transport runoff from the 2-year recurrence interval storm event with minimal disruption to the urban environment. The 100-year drainage system, as a minimum, must be designed to convey runoff from the 100-year recurrence interval flood to minimize life hazards and health, damage to structures, and interruption to traffic and services. Hydraulic Criteria There are three on-site basins which drain to the proposed storm sewer system, which are identified in the proposed drainage map (Appendix D) as Basins A, B, and C. Runoff from each basin will be collected by storm sewer inlets and pipes and conveyed offsite to the existing storm drain system in College Ave at the southeast corner of the site. Basin A is collected by a storm sewer system on the west, south, and east sides of the proposed building. Basins B & C are collected by storm sewers on the east side of the building. Each of these three systems convey flows to a proposed underground Midtown Gardens Marketplace 2/3/2021 Galloway & Company, Inc. Page 9 of 19 water quality and detention system at the southeast corner of the site for water quality, detention, and attenuation, which then releases the detained flows into the existing storm drain system in College Ave. The detention component of the underground system has been designed to detain flows from Basin A, with the exception of Basin A-1. Water quality has been provided for the entire site. Runoff in Basins A-1, B and C greater than the water quality event are released undetained to College Avenue through a series of concrete chases and the access drive for the development. Additional areas for the site not collected by the proposed storm drain system are designated as Off-Site Basins (OS) and will drain offsite to existing storm drain infrastructure, consistent with the existing drainage pattern. Runoff from these offsite basins will be released undetained toward W Drake Rd, S College Ave, and existing inlets north of the site. Inlet Capacity Analysis CDOT Type ‘D’ , Type R, and Type 13 combination inlets are proposed throughout the project for removing excess developed runoff from the site. In general, the inlet capacities for the minor and major storm event were estimated using Figure 7-7 (for area inlets) from Volume 1 of the USDCM, along with the MHFD spreadsheet UD-Inlet_v4.06 (for curb inlets). Capacity calculations for the proposed inlets have been provided in this report. For the inlets only required to capture water quality, capacity calculations only include water quality flows. All inlets on the site are in a sump condition, with the exception of the inlets located along the access drive which connect to College Avenue. An orifice plate will be included on inlets in Basins A-1, B and C to restrict the runoff generated so that only the water quality runoff will enter the storm sewer system and not additional flows since these basins do not have detention volume included in the underground system. Orifice plate calculations and details can be found in the Appendices. Storm Drain Capacity Analysis The storm drain system is typically sized to convey the sum of the 100-year developed runoff at each design point draining into the system. The pipes are sized to convey this runoff without surcharging (full-flow capacity). This method should provide a conservative estimate of total runoff and pipe sizes. It appears that the 100-year developed runoff for the site will not be able to be conveyed in the existing storm sewer system at the north end of the site, per the existing drainage pattern. Therefore, the City has granted that the proposed storm sewer system can be re-routed such that it will be detained and treated for water quality on site, then released at a controlled 2-year historic rate into the existing storm drain system in College Ave at the southeast corner of the site. The final design of the storm sewer system for the site has been sized to handle the 100-year storm event. For the Final Drainage Study, StormCAD has been utilized to analyze hydraulics of the proposed storm sewer system. StormCAD output calculations can be found in Appendix C. VI. Proposed Drainage Facilities General Concept This final design presents the detailed design of the proposed system for collecting and conveying developed runoff from current and proposed development at the Midtown Gardens Marketplace site to the Stormwater quality and detention features and offsite systems. The existing site runoff drains to existing storm sewer inlets within the parking lot. The proposed design matches this existing drainage pattern and includes the implementation of and underground StormTech system to provide water quality and detention for the site. Midtown Gardens Marketplace 2/3/2021 Galloway & Company, Inc. Page 10 of 19 Specific Details The site has been broken into three basins, each with their own set of sub-basins. A description of each basin and their characteristics can be found below. The intent of the drainage design is to have the runoff from the majority of the site collected and drain through a water quality and detention facility prior to entering the existing storm sewer system offsite. Pond A has 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, south, and southeast portions of the site and is comprised of 13 sub- basins. The basin includes the proposed building, the south and southeast 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 storm sewer system in College Ave. The underground water quality/detention system has been sized to provide water quality for the entire basin and detention storage for all basins except for Basin A-1. Runoff greater than the water quality event will be restricted to enter the system and will release undetained to College Avenue through a proposed concrete chase. Basin B Basin B consists of the northeastern portion of the site between the building and the fuel center and is comprised of 2 sub-basins. The basin includes the portion of the east parking lot at the building entry 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 storm sewer system in College Ave. 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 a proposed concrete chase 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 storm sewer system in College Ave. The underground water quality/detention system has been sized to provide water quality for the entire basin and detention storage for this basin. Runoff greater than the water quality event will be restricted to enter the system and will release undetained to College Avenue through a proposed concrete chase. 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 Midtown Gardens Marketplace 2/3/2021 Galloway & Company, Inc. Page 11 of 19 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, which provides water quality treatment for the entire site and detention for all of Basin A (except for Basin A-1) 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 9.42 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. LID – Impervious Area Summary Table Proposed Impervious Area (sf) (ac) (ac) On-Site New and Modified Impervious Area 438,173 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 405,863 9.32 93% Impervious Area Captured 410,449 9.42 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 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. Midtown Gardens Marketplace 2/3/2021 Galloway & Company, Inc. Page 12 of 19 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 (except for Basin A-1). The remainder of the site will have just 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 for each system. A tabulation of the stage storage volume for Pond A can be found in Appendix C. StormTech Detention Facility Summary Facility I.D. Tributary Area (cf) % Imp. Volume Required Volume Provided Release Rate (cfs) WQCV (cf) 100-Yr Detention (cf) Total (cf) WQCV (cf) 100-Yr Detention (cf) Total (cf) Pond A 10.46 89% 14,330 58,096 72,426 14,471 58,714 73,022 3.49 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. The following temporary BMPs may be installed and maintained to control on-site erosion and prevent sediment from traveling off-site during construction: · Silt Fence – a woven synthetic fabric that filters runoff. The silt fence is a temporary barrier that is placed at the base of a disturbed area. · Vehicle Tracking Control – a stabilized stone pad located at points of ingress and egress on a construction site. The stone pad is designed to reduce the amount of mud transported onto public roads by construction traffic. · Inlet protection – Inlet protection will be used on all existing and proposed storm inlets to help prevent debris from entering the storm sewer system. Inlet protection generally consists of straw wattles or block and gravel filters. Construction Material & Equipment The contractor shall store all construction materials and equipment and shall provide maintenance and fueling of equipment in confined areas on-site from which runoff will be contained and filtered. Midtown Gardens Marketplace 2/3/2021 Galloway & Company, Inc. Page 13 of 19 Maintenance The temporary BMPs will be inspected by the contractor at a minimum of once every two weeks and after each significant storm event. The property owner will be responsible for routine and non-routine maintenance of the temporary BMPs. Routine maintenance includes: · Remove sediment from the bottom of the temporary sediment basin when accumulated sediment occupies about 20% of the design volume or when sediment accumulation results in poor drainage. · Debris and litter removal-remove debris and litter to minimize outlet clogging and improve aesthetics as necessary. · Inspection of the facility-inspect the facility annually to ensure that it functions as initially intended. · Cleaning and repair of BMP’s is required when sediment has built up or the BMP is not working properly. IX. Conclusions Compliance with Standards The design presented in this final drainage report for the Midtown Gardens Marketplace has been prepared in accordance with the design standards and guidelines presented in the Fort Collins Stormwater Criteria Manual and the MHFD Urban Storm Drainage Criteria Manual. Variances No variances are being requested with the proposed improvements described herein. Drainage Concept The proposed Midtown Gardens Marketplace storm drainage improvements should provide adequate collection and Water Quality protection for the developed site. The proposed drainage design will sufficiently drain the proposed development and should not negatively impact the existing condition of the overall storm drainage system. (i) (ii) (iii) (iv) (v) (vi) (vii) (viii) (ix) (x) (xi) (xii)Vault IDTotal Required WQ Volume (cf)Flow, WQ (cfs)Chamber TypeChamber Unit Release Rate (cfs)Chamber Unit Volume (cf)Installed Chamber Unit Volume with Aggregate (cf)Minimum No. of ChambersTotal Release Rate (cfs)Required Storage Volume by FAA Method (cf)Minimum No. of ChambersStorage Provided within the Chambers (cf)Total Installed System Volume (cf)Pond A 14,330 13.30 MC-4500 0.026 106.5 162.6 89 2.314 6,735 64 9,478 14,471(i) Calculated WQCV (Eq. 7-1 & 7-2)(ii) 1/2 of the 2-year developed flow rate for the basin being sized (use half of the 2-year intensity for the time of concentration used in the calc - i.e. for 5 min Tc, use 1.425). See SF-3 Minor Storm(iii) Per ADS, these equate to different chamber sizes they have available.(iv) Flow rate thru the bottom of the Isolator Row chamber which is equal to the area of the bottom of the chamber multiplied by the flow rate per unit area (.35 gpm/sf).(v) Volume within chamber only, not accounting for void spaces in surrounding aggregate.(vi) Volume includes chamber and void spaces (40%) in surrounding aggregate, per chamber unit.(vii) Number of chambers required to provide full WQCV within total installed system, including aggregate. (i) / (vi)(viii) Release rate per chamber times number of chambers. (iv) * (vii)(ix) FAA calc based on Flow, WQ and Total Release Rate.(x) Number of chambers required to provide required FAA storage volume stored within the chamber only (no aggregate storage). (ix) / (v) (xi) Volume provided in chambers only (no aggregate storage). This number must meet or exceed the required FAA storage volume. Greater of (vii) or (x) * (v)(xii) System volume includes total number of chambers, plus surrounding aggregate. This number must meet or exceed the required WQCV. Greater of (vi) or (x) * (vi)(i) (ii) (iii) (iv) (v) (vi) (vii) (viii) (ix) (x) (xi) (xii) (xiii) (iv)Vault IDChamber TypeNo. of Water Quality Chambers ProvidedTotal No. Detention Cambers ProvidedNo. of End Caps ProvidedInstalled Chamber Volume with Aggregate (cf)Installed End Cap Volume with Aggregate (cf)Detention Volume Required (cf)Water Quality Volume Required (cf)Total Volume Required (cf)Water Quality Volume Provided (cf)Detention Chamber Volume Provided (cf)Total End Cap Volume Provided (cf)Additional Storage in Perimeter AggregateTotal Installed System Volume (cf)Pond A MC-4500 88 295 46 162.6 115.3 58,096 14,330 72,426 14,308 47,967 5,303 5,444 73,022(i) ADS chamber size provided in system.(ii) Number of WQ chambers provided.(iii) Number of Detention chambers provided (Detention + WQ).(iv) Number of end caps provided.(v) Volume includes chamber and void spaces (40%) in surrounding aggregate, per chamber unit.(vi) Volume includes end cap and void spaces (40%) in surrounding aggregate, per chamber unit.(vii) Total Detention Volume required based on 100-yr. Mod. FAA Volume + WQ. V100 + (xii) above per City Standards(viii) Required WQ storage volume. WQCV (i) from WQ System Calculation Summary(ix) Total System Volume Required. (vii) +(viii)(x) Total Volume provided in WQ chambers (excludes WQ end caps). (ii) * (v)(xi) Total Volume provided in Detention chambers, excluding WQ chambers and end caps. (iii) * (v)(xii) Total Volume provided in end caps. (iv) * (vi)(xiii) Additonal storage provided by void spaces (40%) in Perimeter aggregate.(iv) System volume includes total number of chambers & end caps, and surrounding aggregate.See additional Stage Storage tabulation for total system volume.WQ System Calculation SummaryDetention System SummaryH:\King Soopers - City Market\CO, Fort Collins - KSS000146 -#18 College Drake\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydrology\KSS 146_Rational_Routing.xlsPage 2 of 3 2/2/2021 Stormwater Facility Name: Facility Location & Jurisdiction: User Input: Watershed Characteristics User Defined User Defined User Defined User Defined Selected BMP Type =No BMP Stage [ft]Area [ft^2]Stage [ft]Discharge [cfs] Watershed Area =6.98 acres 0.00 6,320 0.00 0.00 Watershed Length =700 ft 0.50 7,640 0.50 0.59 Watershed Length to Centroid =372 ft 1.00 13,930 1.00 1.44 Watershed Slope =0.020 ft/ft 1.50 14,473 1.50 1.91 Watershed Imperviousness =88.0%percent 2.00 13,412 2.00 2.28 Percentage Hydrologic Soil Group A =0.0%percent 2.50 13,771 2.50 2.61 Percentage Hydrologic Soil Group B =0.0%percent 3.00 12,893 3.00 2.89 Percentage Hydrologic Soil Groups C/D =100.0%percent 3.50 12,547 3.50 3.15 Target WQCV Drain Time =N/A hours 4.00 11,850 4.00 3.39 4.50 10,981 4.50 3.62 User Input 5.00 9,595 5.00 3.83 5.50 7,523 5.50 4.03 5.83 7,000 5.83 4.16 6.00 6,837 6.00 4.22 6.50 7,103 6.50 4.40 6.75 6,837 6.75 4.49 After completing and printing this worksheet to a pdf, go to: https://maperture.digitaldataservices.com/gvh/?viewer=cswdif Create a new stormwater facility, and attach the PDF of this worksheet to that record. Routed Hydrograph Results Design Storm Return Period =WQCV 2 Year 5 Year 10 Year 50 Year 100 Year One-Hour Rainfall Depth =N/A 0.82 1.09 1.40 1.99 2.83 in CUHP Runoff Volume =N/A 0.382 0.532 0.713 1.068 1.574 acre-ft Inflow Hydrograph Volume =N/A 0.382 0.532 0.713 1.068 1.574 acre-ft Time to Drain 97% of Inflow Volume =N/A 6.5 6.8 7.3 8.1 9.2 hours Time to Drain 99% of Inflow Volume =N/A 8.2 8.5 8.9 9.8 10.8 hours Maximum Ponding Depth =N/A 1.05 1.36 1.74 2.71 4.21 ft Maximum Ponded Area =N/A 0.32 0.33 0.32 0.31 0.26 acres Maximum Volume Stored =N/A 0.217 0.318 0.445 0.747 1.177 acre-ft Once CUHP has been run and the Stage-Area-Discharge information has been provided, click 'Process Data' to interpolate the Stage-Area-Volume-Discharge data and generate summary results in the table below. Once this is complete, click 'Print to PDF'. Stormwater Detention and Infiltration Design Data Sheet Pond A College Ave and Drake Rd, Fort Collins, Colorado SDI-Design Data v2.00, Released January 2020 Location for 1-hr Rainfall Depths (use dropdown): After providing required inputs above including 1-hour rainfall depths, click 'Run CUHP' to generate runoff hydrographs using the embedded Colorado Urban Hydrograph Procedure. SDI_Design_Data_v2.00.xlsm, Design Data 2/2/2021, 10:21 PM Booleans for Message Booleans for CUHP Watershed L:W 1 CUHP Inputs Complete Watershed Lc:L 1 CUHP Results Calculated Watershed Slope FALSE Time Interval RunOnce 1 CountA 1 Draintime Coeff 1.0 User Precip 1 Equal SA Inputs 1 Equal SD Inputs 1 Stormwater Detention and Infiltration Design Data Sheet 0 5 10 15 20 25 30 35 0.1 1 10FLOW [cfs]TIME [hr] 100YR IN 100YR OUT 50YR IN 50YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT WQCV IN WQCV OUT 0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 0.1 1 10 100PONDING DEPTH [ft]DRAIN TIME [hr] 100YR 50YR 10YR 5YR 2YR WQCV SDI_Design_Data_v2.00.xlsm, Design Data 2/2/2021, 10:21 PM SHEET OFDATE:PROJECT #:DRAWN:CHECKED:THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.4640 TRUEMAN BLVDHILLIARD, OH 43026ADVANCED DRAINAGE SYSTEMS, INC.R2 610/11/2020S204757MFSRWDFORT COLLINS, COKING SOOPERSDATEDRWNCHKDDESCRIPTION10/15/20NBRJPR18 CHAMBERS RELOCATED 11/17/20GDLCJDINCREASED VOLUME, EXPANDED SYSTEM EAST01/21/2021GDLJPRREVISED PER ENGINEER01/29/21GDLJPRADDED UNDERDRAIN02/02/21SDMSDMREVISED BOTTOM OF STONE PER EPM0040'80'520 CROMWELL AVENUE | ROCKY HILL | CT | 06067860-529-8188 |888-892-2694 | WWW.STORMTECH.COMDetention Retention Water QualityNOTES ·MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECHNICAL NOTE 6.32 FOR MANIFOLD SIZING GUIDANCE. ·DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD. ·THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET. ·THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR DETERMINING THE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION IS PROVIDED. 24" ADS N-12 BOTTOM CONNECTION INVERT 2.26" ABOVE CHAMBER BASE (SEE NOTES) INSPECTION PORT (TYP 5 PLACES) ISOLATOR ROW (SEE DETAIL / TYP 5 PLACES) OUTLET STRUCTURE PER PLAN MAXIMUM OUTLET FLOW 14.0 CFS (DESIGN BY ENGINEER / PROVIDED BY OTHERS) PLACE MINIMUM 17.5' OF ADS GEOSYNTHETICS 315WTM WOVEN GEOTEXTILE OVER BEDDING STONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALL CHAMBER INLET ROWS 24" PARTIAL CUT END CAP, PART# MC4500IEPP24T OR MC4500IEPP24TW TYP OF ALL MC-4500 24" TOP CONNECTIONS 24" PARTIAL CUT END CAP, PART# MC4500IEPP24B OR MC4500IEPP24BW TYP OF ALL MC-4500 24" BOTTOM CONNECTIONS AND ISOLATOR ROWS PROPOSED LAYOUT 383 STORMTECH MC-4500 CHAMBERS 52 STORMTECH MC-4500 END CAPS 12 STONE ABOVE (in) 9 STONE BELOW (in) 40 % STONE VOID 73022 INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED) 17523 SYSTEM AREA (ft²) 926 SYSTEM PERIMETER (ft) PROPOSED ELEVATIONS 5023.21 MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED) 5018.71 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC) 5018.21 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC) 5018.21 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT) 5018.21 MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT) 5017.21 TOP OF STONE 5016.21 TOP OF MC-4500 CHAMBER 5013.13 24" TOP MANIFOLD INVERT 5011.46 36" BOTTOM MANIFOLD INVERT 5011.40 36'' X 24" MANIFOLD INVERT 5011.40 24" ISOLATOR ROW PLUS CONNECTION INVERT 5011.40 24" BOTTOM CONNECTION INVERT 5011.21 BOTTOM OF MC-4500 CHAMBER 5010.46 UNDERDRAIN INVERT 5010.46 BOTTOM OF STONE 36" X 24" ADS N-12 INVERT MATCHING MANIFOLD 2.26" ABOVE CHAMBER BASE (SEE NOTES) 24" X 24" ADS N-12 TOP MANIFOLD INVERT 23.05" ABOVE CHAMBER BASE (SEE NOTES) STRUCTURE PER PLAN W/ELEVATED BYPASS MANIFOLD MAXIMUM INLET FLOW 9.5 CFS (DESIGN BY ENGINEER / PROVIDED BY OTHERS) STRUCTURE PER PLAN W/ELEVATED BYPASS MANIFOLD MAXIMUM INLET FLOW 28.5 CFS (DESIGN BY ENGINEER / PROVIDED BY OTHERS) STRUCTURE PER PLAN FOR ISOLATOR ROW ACCES (DESIGN BY ENGINEER / PROVIDED BY OTHERS) STRUCTURE PER PLAN W/WEIR MAXIMUM INLET FLOW 33.1 CFS (DESIGN BY ENGINEER / PROVIDED BY OTHERS) 24" X 24" ADS N-12 BOTTOM MANIFOLD INVERT 2.26" ABOVE CHAMBER BASE (SEE NOTES) PROPOSED STRUCTURE FOR ISOLATOR ROW ACCES (DESIGN BY ENGINEER / PROVIDED BY OTHERS) STRUCTURE PER PLAN W/ WEIR MAXIMUM INLET FLOW 33.2 CFS (DESIGN BY ENGINEER / PROVIDED BY OTHERS) 36" BOTTOM MANIFOLD 3.25" ABOVE CHAMBER BASE (SEE NOTES) 36" BOTTOM MANIFOLD 3.25" ABOVE CHAMBER BASE (SEE NOTES) 24" X 24" ADS N-12 BOTTOM MANIFOLD INVERT 2.26" ABOVE CHAMBER BASE (SEE NOTES) 24" X 24" ADS N-12 TOP MANIFOLD INVERT 23.05" ABOVE CHAMBER BASE (SEE NOTES) INSTALL FLAMP ON 24" ACCESS PIPE PART# MC450024RAMP (TYPICAL 6 PLACES) 6" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAIN (SIZE TBD BY ENGINEER / SOLID OUTSIDE PERIMETER STONE) SHEET OFDATE:PROJECT #:DRAWN:CHECKED:THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.4640 TRUEMAN BLVDHILLIARD, OH 43026ADVANCED DRAINAGE SYSTEMS, INC.R3 610/11/2020S204757MFSRWDFORT COLLINS, COKING SOOPERSDATEDRWNCHKDDESCRIPTION10/15/20NBRJPR18 CHAMBERS RELOCATED 11/17/20GDLCJDINCREASED VOLUME, EXPANDED SYSTEM EAST01/21/2021GDLJPRREVISED PER ENGINEER01/29/21GDLJPRADDED UNDERDRAIN02/02/21SDMSDMREVISED BOTTOM OF STONE PER EPM0020'40'520 CROMWELL AVENUE | ROCKY HILL | CT | 06067860-529-8188 |888-892-2694 | WWW.STORMTECH.COMDetention Retention Water Quality137.75'73.91'71.91'28.75'26.50'45.72' 25.34'25.59' 49.74'73.89' 81.09'16.68' 73.89'53.75'25.76'17.42'41.69' 89.99'18.42'26.00'32.78' 15.19'49.49'77.38' 73.89'18.17'53.26'27.25'9.08'8.05'43.69' 41.69'55.75'0.91'20.25'9.08'82.21' 155.34' 13.27' 16.99' 9.85' 57.28' 49.74'98.31' 53.77'37.93'35.08' SHEET OFDATE:PROJECT #:DRAWN:CHECKED:THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.4640 TRUEMAN BLVDHILLIARD, OH 43026ADVANCED DRAINAGE SYSTEMS, INC.R4 610/11/2020S204757MFSRWDFORT COLLINS, COKING SOOPERSDATEDRWNCHKDDESCRIPTION10/15/20NBRJPR18 CHAMBERS RELOCATED 11/17/20GDLCJDINCREASED VOLUME, EXPANDED SYSTEM EAST01/21/2021GDLJPRREVISED PER ENGINEER01/29/21GDLJPRADDED UNDERDRAIN02/02/21SDMSDMREVISED BOTTOM OF STONE PER EPM520 CROMWELL AVENUE | ROCKY HILL | CT | 06067860-529-8188 |888-892-2694 | WWW.STORMTECH.COMDetention Retention Water QualityACCEPTABLE FILL MATERIALS: STORMTECH MC-4500 CHAMBER SYSTEMS PLEASE NOTE: 1.THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE". 2.STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9" (230 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR. 3.WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR COMPACTION REQUIREMENTS. 4.ONCE LAYER 'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER 'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION. NOTES: 1.CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 60x101 2.MC-4500 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 3.THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. 4.PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 5.REQUIREMENTS FOR HANDLING AND INSTALLATION: ·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. ·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3”. ·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 500 LBS/IN/IN. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. MATERIAL LOCATION DESCRIPTION AASHTO MATERIAL CLASSIFICATIONS COMPACTION / DENSITY REQUIREMENT D FINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE TOP OF THE 'C' LAYER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THE 'D' LAYER ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS. CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS.N/A PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND PREPARATION REQUIREMENTS. C INITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THE TOP OF THE EMBEDMENT STONE ('B' LAYER) TO 24" (600 mm) ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THE 'C' LAYER. GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES OR PROCESSED AGGREGATE. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS LAYER. AASHTO M145¹ A-1, A-2-4, A-3 OR AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10 BEGIN COMPACTIONS AFTER 24" (600 mm) OF MATERIAL OVER THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN 12" (300 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FOR PROCESSED AGGREGATE MATERIALS. B EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS FROM THE FOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER ABOVE. CLEAN, CRUSHED, ANGULAR STONE AASHTO M43¹ 3, 4 A FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER.CLEAN, CRUSHED, ANGULAR STONE AASHTO M43¹ 3, 4 PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.2,3 NO COMPACTION REQUIRED. 24" (600 mm) MIN* 7.0' (2.1 m) MAX 12" (300 mm) MIN100" (2540 mm) ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS 12" (300 mm) MIN 12" (300 mm) MIN 9" (230 mm) MIN D C B A *TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 30" (750 mm). DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 9" (230 mm) MIN PERIMETER STONE (SEE NOTE 4) EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) MC-4500 END CAP SUBGRADE SOILS (SEE NOTE 3) PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) 60" (1524 mm) **THIS CROSS SECTION DETAIL REPRESENTS MINIMUM REQUIREMENTS FOR INSTALLATION. PLEASE SEE THE LAYOUT SHEET(S) FOR PROJECT SPECIFIC REQUIREMENTS. SHEET OFDATE:PROJECT #:DRAWN:CHECKED:THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.4640 TRUEMAN BLVDHILLIARD, OH 43026ADVANCED DRAINAGE SYSTEMS, INC.R5 610/11/2020S204757MFSRWDFORT COLLINS, COKING SOOPERSDATEDRWNCHKDDESCRIPTION10/15/20NBRJPR18 CHAMBERS RELOCATED 11/17/20GDLCJDINCREASED VOLUME, EXPANDED SYSTEM EAST01/21/2021GDLJPRREVISED PER ENGINEER01/29/21GDLJPRADDED UNDERDRAIN02/02/21SDMSDMREVISED BOTTOM OF STONE PER EPM520 CROMWELL AVENUE | ROCKY HILL | CT | 06067860-529-8188 |888-892-2694 | WWW.STORMTECH.COMDetention Retention Water QualityINSPECTION & MAINTENANCE STEP 1)INSPECT ISOLATOR ROW PLUS FOR SEDIMENT A.INSPECTION PORTS (IF PRESENT) A.1.REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN A.2.REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED A.3.USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG A.4.LOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL) A.5.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. B.ALL ISOLATOR PLUS ROWS B.1.REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUS B.2.USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPE i)MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY ii)FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE B.3.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. STEP 2)CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESS A.A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED B.APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN C.VACUUM STRUCTURE SUMP AS REQUIRED STEP 3)REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS. STEP 4)INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. NOTES 1.INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. 2.CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. SUMP DEPTH TBD BY SITE DESIGN ENGINEER (24" [600 mm] MIN RECOMMENDED) CATCH BASIN OR MANHOLE MC-4500 ISOLATOR ROW PLUS DETAIL NTS OPTIONAL INSPECTION PORT MC-4500 END CAP 24" (600 mm) HDPE ACCESS PIPE REQUIRED USE FACTORY PARTIAL CUT END CAP PART #: MC4500REPE24BC OR MC4500REPE24BW STORMTECH HIGHLY RECOMMENDS FLEXSTORM INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES COVER PIPE CONNECTION TO END CAP WITH ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ONE LAYER OF ADSPLUS175 WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 10.3' (3.1 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS MC-4500 CHAMBER INSTALL FLAMP ON 24" (600 mm) ACCESS PIPE PART #: MC450024RAMP WEIR HEIGHT TBD BY SITE DESIGN ENGINEER WEIR NOTE: INSPECTION PORTS MAY BE CONNECTED THROUGH ANY CHAMBER CORRUGATION VALLEY. STORMTECH CHAMBER CONCRETE COLLAR PAVEMENT 12" (300 mm) MIN WIDTH CONCRETE SLAB 6" (150 mm) MIN THICKNESS 4" PVC INSPECTION PORT DETAIL (MC SERIES CHAMBER) NTS 8" NYLOPLAST INSPECTION PORT BODY (PART# 2708AG4IPKIT) OR TRAFFIC RATED BOX W/SOLID LOCKING COVER CONCRETE COLLAR NOT REQUIRED FOR UNPAVED APPLICATIONS 4" (100 mm) SDR 35 PIPE 4" (100 mm) INSERTA TEE TO BE CENTERED ON CORRUGATION VALLEY SHEET OFDATE:PROJECT #:DRAWN:CHECKED:THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.4640 TRUEMAN BLVDHILLIARD, OH 43026ADVANCED DRAINAGE SYSTEMS, INC.R6 610/11/2020S204757MFSRWDFORT COLLINS, COKING SOOPERSDATEDRWNCHKDDESCRIPTION10/15/20NBRJPR18 CHAMBERS RELOCATED 11/17/20GDLCJDINCREASED VOLUME, EXPANDED SYSTEM EAST01/21/2021GDLJPRREVISED PER ENGINEER01/29/21GDLJPRADDED UNDERDRAIN02/02/21SDMSDMREVISED BOTTOM OF STONE PER EPM520 CROMWELL AVENUE | ROCKY HILL | CT | 06067860-529-8188 |888-892-2694 | WWW.STORMTECH.COMDetention Retention Water QualityMC-4500 TECHNICAL SPECIFICATION NTS PART #STUB B C MC4500IEPP06T 6" (150 mm)42.54" (1081 mm)--- MC4500IEPP06B ---0.86" (22 mm) MC4500IEPP08T 8" (200 mm)40.50" (1029 mm)--- MC4500IEPP08B ---1.01" (26 mm) MC4500IEPP10T 10" (250 mm)38.37" (975 mm)--- MC4500IEPP10B ---1.33" (34 mm) MC4500IEPP12T 12" (300 mm)35.69" (907 mm)--- MC4500IEPP12B ---1.55" (39 mm) MC4500IEPP15T 15" (375 mm)32.72" (831 mm)--- MC4500IEPP15B ---1.70" (43 mm) MC4500IEPP18T 18" (450 mm) 29.36" (746 mm)---MC4500IEPP18TW MC4500IEPP18B ---1.97" (50 mm) MC4500IEPP18BW MC4500IEPP24T 24" (600 mm) 23.05" (585 mm)---MC4500IEPP24TW MC4500IEPP24B ---2.26" (57 mm) MC4500IEPP24BW MC4500IEPP30BW 30" (750 mm)---2.95" (75 mm) MC4500IEPP36BW 36" (900 mm)---3.25" (83 mm) MC4500IEPP42BW 42" (1050 mm)---3.55" (90 mm) NOTE: ALL DIMENSIONS ARE NOMINAL NOMINAL CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH)100.0" X 60.0" X 48.3" (2540 mm X 1524 mm X 1227 mm) CHAMBER STORAGE 106.5 CUBIC FEET (3.01 m³) MINIMUM INSTALLED STORAGE*162.6 CUBIC FEET (4.60 m³) WEIGHT (NOMINAL)125.0 lbs.(56.7 kg) NOMINAL END CAP SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH)90.0" X 61.0" X 32.8" (2286 mm X 1549 mm X 833 mm) END CAP STORAGE 39.5 CUBIC FEET (1.12 m³) MINIMUM INSTALLED STORAGE*115.3 CUBIC FEET (3.26 m³) WEIGHT (NOMINAL)90 lbs.(40.8 kg) *ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION AND BETWEEN CHAMBERS, 12" (305 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITY. PARTIAL CUT HOLES AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B" PARTIAL CUT HOLES AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T" END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W" B C 52.0" (1321 mm) 48.3" (1227 mm) INSTALLED 60.0" (1524 mm) 100.0" (2540 mm)90.0" (2286 mm) 61.0" (1549 mm) 32.8" (833 mm) INSTALLED 38.0" (965 mm) CUSTOM PREFABRICATED INVERTS ARE AVAILABLE UPON REQUEST. INVENTORIED MANIFOLDS INCLUDE 12-24" (300-600 mm) SIZE ON SIZE AND 15-48" (375-1200 mm) ECCENTRIC MANIFOLDS. CUSTOM INVERT LOCATIONS ON THE MC-4500 END CAP CUT IN THE FIELD ARE NOT RECOMMENDED FOR PIPE SIZES GREATER THAN 10" (250 mm). THE INVERT LOCATION IN COLUMN 'B' ARE THE HIGHEST POSSIBLE FOR THE PIPE SIZE. UPPER JOINT CORRUGATION WEB CREST CREST STIFFENING RIB VALLEY STIFFENING RIB BUILD ROW IN THIS DIRECTION LOWER JOINT CORRUGATION FOOT MC-SERIES END CAP INSERTION DETAIL NTS NOTE: MANIFOLD STUB MUST BE LAID HORIZONTAL FOR A PROPER FIT IN END CAP OPENING. 12" (300 mm) MIN SEPARATION 12" (300 mm) MIN INSERTION MANIFOLD HEADER MANIFOLD STUB STORMTECH END CAP 12" (300 mm) MIN SEPARATION 12" (300 mm) MIN INSERTION MANIFOLD HEADER MANIFOLD STUB UNDERDRAIN DETAIL NTS A A B B SECTION A-A SECTION B-B NUMBER AND SIZE OF UNDERDRAINS PER SITE DESIGN ENGINEER 4" (100 mm) TYP FOR SC-310 & SC-160LP SYSTEMS 6" (150 mm) TYP FOR SC-740, DC-780, MC-3500 & MC-4500 SYSTEMS OUTLET MANIFOLD STORMTECH END CAP STORMTECH CHAMBERS STORMTECH CHAMBER STORMTECH END CAP DUAL WALL PERFORATED HDPE UNDERDRAIN ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE FOUNDATION STONE BENEATH CHAMBERS FOUNDATION STONE BENEATH CHAMBERS Project: Chamber Model - MC-4500 Units -Imperial Number of Chambers -383 Number of End Caps - 52 Voids in the stone (porosity) - 40 % Base of Stone Elevation - 5010.46 ft Amount of Stone Above Chambers - 12 in Amount of Stone Below Chambers - 9 in 9 Area of system - 17523 sf Min. Area - Height of System Incremental Single Chamber Incremental Single End Cap Incremental Chambers Incremental End Cap Incremental Stone Incremental Ch, EC and Stone Cumulative System Elevation (inches)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(feet) 81 0.00 0.00 0.00 0.00 584.10 584.10 73021.10 5017.21 80 0.00 0.00 0.00 0.00 584.10 584.10 72437.00 5017.13 79 0.00 0.00 0.00 0.00 584.10 584.10 71852.90 5017.04 78 0.00 0.00 0.00 0.00 584.10 584.10 71268.80 5016.96 77 0.00 0.00 0.00 0.00 584.10 584.10 70684.70 5016.88 76 0.00 0.00 0.00 0.00 584.10 584.10 70100.60 5016.79 75 0.00 0.00 0.00 0.00 584.10 584.10 69516.50 5016.71 74 0.00 0.00 0.00 0.00 584.10 584.10 68932.40 5016.63 73 0.00 0.00 0.00 0.00 584.10 584.10 68348.30 5016.54 72 0.00 0.00 0.00 0.00 584.10 584.10 67764.20 5016.46 71 0.00 0.00 0.00 0.00 584.10 584.10 67180.10 5016.38 70 0.00 0.00 0.00 0.00 584.10 584.10 66596.00 5016.29 69 0.04 0.01 15.69 0.68 577.55 593.92 66011.90 5016.21 68 0.12 0.03 44.47 1.76 565.61 611.84 65417.98 5016.13 67 0.16 0.05 63.09 2.69 557.79 623.57 64806.14 5016.04 66 0.21 0.07 79.94 3.43 550.75 634.12 64182.57 5015.96 65 0.27 0.08 102.78 4.32 541.26 648.36 63548.44 5015.88 64 0.45 0.11 173.42 5.48 512.54 691.44 62900.09 5015.79 63 0.67 0.13 254.79 6.89 479.43 741.11 62208.65 5015.71 62 0.80 0.16 306.02 8.37 458.34 772.74 61467.54 5015.63 61 0.91 0.19 347.81 9.81 441.05 798.67 60694.80 5015.54 60 1.00 0.22 384.11 11.36 425.91 821.39 59896.13 5015.46 59 1.09 0.25 416.45 12.84 412.38 841.67 59074.74 5015.38 58 1.16 0.28 445.61 14.31 400.13 860.06 58233.07 5015.29 57 1.23 0.30 472.63 15.70 388.77 877.09 57373.01 5015.21 56 1.30 0.33 497.78 17.03 378.18 892.98 56495.92 5015.13 55 1.36 0.35 521.27 18.43 368.22 907.92 55602.94 5015.04 54 1.42 0.38 543.37 19.95 358.77 922.09 54695.01 5014.96 53 1.47 0.41 564.28 21.28 349.88 935.44 53772.92 5014.88 52 1.53 0.44 584.13 22.93 341.28 948.34 52837.48 5014.79 51 1.57 0.47 603.03 24.38 333.14 960.54 51889.15 5014.71 50 1.62 0.50 620.99 25.75 325.40 972.15 50928.60 5014.63 49 1.67 0.52 638.17 27.08 318.00 983.24 49956.46 5014.54 48 1.71 0.54 654.59 28.31 310.94 993.84 48973.21 5014.46 47 1.75 0.57 670.28 29.47 304.20 1003.95 47979.37 5014.38 46 1.79 0.59 685.30 30.60 297.74 1013.64 46975.42 5014.29 45 1.83 0.61 699.82 31.72 291.49 1023.02 45961.78 5014.21 44 1.86 0.63 713.70 32.87 285.47 1032.04 44938.75 5014.13 43 1.90 0.64 727.06 33.44 279.90 1040.40 43906.71 5014.04 42 1.93 0.68 739.89 35.22 274.05 1049.17 42866.31 5013.96 41 1.96 0.70 752.24 36.39 268.65 1057.28 41817.15 5013.88 40 2.00 0.72 764.13 37.56 263.42 1065.12 40759.86 5013.79 39 2.03 0.74 775.58 38.67 258.40 1072.65 39694.75 5013.71 38 2.05 0.76 786.60 39.75 253.56 1079.91 38622.10 5013.63 37 2.08 0.79 797.21 40.85 248.88 1086.94 37542.18 5013.54 36 2.11 0.80 807.39 41.74 244.45 1093.58 36455.25 5013.46 35 2.13 0.82 817.26 42.64 240.14 1100.04 35361.67 5013.38 34 2.16 0.84 826.77 43.60 235.95 1106.33 34261.63 5013.29 33 2.18 0.85 835.91 44.27 232.03 1112.21 33155.30 5013.21 32 2.21 0.86 844.72 44.69 228.34 1117.75 32043.10 5013.13 31 2.23 0.89 853.19 46.25 224.32 1123.77 30925.35 5013.04 30 2.25 0.90 861.32 47.02 220.77 1129.10 29801.58 5012.96 29 2.27 0.92 869.16 47.70 217.36 1134.21 28672.48 5012.88 28 2.29 0.92 876.68 47.83 214.30 1138.81 27538.27 5012.79 27 2.31 0.94 883.91 49.06 210.91 1143.88 26399.46 5012.71 26 2.33 0.96 890.84 49.73 207.87 1148.44 25255.58 5012.63 25 2.34 0.97 897.48 50.37 204.96 1152.81 24107.14 5012.54 24 2.36 0.98 903.84 51.03 202.15 1157.03 22954.33 5012.46 23 2.38 0.97 909.93 50.50 199.93 1160.36 21797.30 5012.38 22 2.39 1.00 915.74 52.17 196.93 1164.85 20636.95 5012.29 21 2.41 1.01 921.29 52.58 194.55 1168.42 19472.10 5012.21 20 2.42 1.02 926.58 53.06 192.25 1171.88 18303.67 5012.13 19 2.43 1.03 931.60 53.58 190.03 1175.21 17131.79 5012.04 18 2.44 1.04 936.37 54.01 187.95 1178.33 15956.59 5011.96 17 2.46 1.05 940.89 54.41 185.98 1181.28 14778.25 5011.88 16 2.47 1.05 945.16 54.81 184.11 1184.08 13596.97 5011.79 15 2.48 1.05 949.18 54.62 182.58 1186.38 12412.89 5011.71 14 2.49 1.06 953.00 54.95 180.92 1188.87 11226.51 5011.63 13 2.50 1.08 956.61 55.92 179.08 1191.62 10037.64 5011.54 12 2.51 1.08 959.99 56.30 177.58 1193.88 8846.02 5011.46 11 2.51 1.09 963.14 56.58 176.21 1195.93 7652.14 5011.38 10 2.53 1.11 967.81 57.53 173.96 1199.31 6456.21 5011.29 9 0.00 0.00 0.00 0.00 584.10 584.10 5256.90 5011.21 8 0.00 0.00 0.00 0.00 584.10 584.10 4672.80 5011.13 7 0.00 0.00 0.00 0.00 584.10 584.10 4088.70 5011.04 6 0.00 0.00 0.00 0.00 584.10 584.10 3504.60 5010.96 5 0.00 0.00 0.00 0.00 584.10 584.10 2920.50 5010.88 4 0.00 0.00 0.00 0.00 584.10 584.10 2336.40 5010.79 3 0.00 0.00 0.00 0.00 584.10 584.10 1752.30 5010.71 2 0.00 0.00 0.00 0.00 584.10 584.10 1168.20 5010.63 1 0.00 0.00 0.00 0.00 584.10 584.10 584.10 5010.54 StormTech MC-4500 Cumulative Storage Volumes Rev5 King Soopers (S204757) 2-2-2021 15766 sf min. area Include Perimeter Stone in Calculations Click Here for Metric King Soopers Store #146 2/2/2021 Underground Detention Inlet Structure Restrictor Plates Formula: Q = CA(2gh)1/2 C = 0.65 Orifice Coefficient Structure SDMH A8 Calculate Orifice Area using Orifice Equation Surcharge WSE=5019.11 Pipe Inv =5011.38 Given:Q =1.7 cfs (1/2 of 2-Year Flow Rate) z2 =7.7 water depth (Design) Solve:D =4.7 in Orifice Diameter A =0.12 sf Orifice Area h =7.54 ft Depth to Centroid of Orifice Q =1.7 cfs Orifice Flow Structure SDMH B1 Calculate Orifice Area using Orifice Equation Surcharge WSE=5019.37 Pipe Inv =5011.38 Given:Q =1.1 cfs (1/2 of 2-Year Flow Rate) z2 =8.0 water depth (Design) Solve:D =3.7 in Orifice Diameter A =0.08 sf Orifice Area h =7.84 ft Depth to Centroid of Orifice Q =1.1 cfs Orifice Flow Structure SDMH B1 Calculate Orifice Area using Orifice Equation Surcharge WSE=5018.12 Pipe Inv =5011.38 Given:Q =1.6 cfs (1/2 of 2-Year Flow Rate) z2 =6.7 water depth (Design) Solve:D =4.7 in Orifice Diameter A =0.12 sf Orifice Area h =6.54 ft Depth to Centroid of Orifice Q =1.6 cfs Orifice Flow Galloway and Company, Inc.Page 1 of 1 Project: Basin ID: Depth Increment = ft Watershed Information Flood Control Only Media Surface -- 0.00 -- -- -- 6,320 0.145 Selected BMP Type =No BMP -- 0.50 -- -- -- 7,640 0.175 3,490 0.080 Watershed Area = 6.98 acres -- 1.00 -- -- -- 13,930 0.320 8,882 0.204 Watershed Length = 700 ft -- 1.50 -- -- -- 14,473 0.332 15,983 0.367 Watershed Length to Centroid = 372 ft -- 2.00 -- -- -- 13,412 0.308 22,954 0.527 Watershed Slope = 0.020 ft/ft -- 2.50 -- -- -- 13,771 0.316 29,750 0.683 Watershed Imperviousness = 88% percent -- 3.00 -- -- -- 12,893 0.296 36,416 0.836 Percentage Hydrologic Soil Group A = 0.0% percent -- 3.50 -- -- -- 12,547 0.288 42,776 0.982 Percentage Hydrologic Soil Group B = 0.0% percent -- 4.00 -- -- -- 11,850 0.272 48,875 1.122 Percentage Hydrologic Soil Groups C/D = 100.0% percent -- 4.50 -- -- -- 10,981 0.252 54,583 1.253 Target WQCV Drain Time = N/A hours -- 5.00 -- -- -- 9,595 0.220 59,727 1.371 Location for 1-hr Rainfall Depths = User Input -- 5.50 -- -- -- 7,523 0.173 64,006 1.469 -- 5.83 -- -- -- 7,000 0.161 66,402 1.524 -- 6.00 -- -- -- 6,837 0.157 67,579 1.551 Optional User Overrides -- 6.50 -- -- -- 7,103 0.163 71,064 1.631 Water Quality Capture Volume (WQCV) =0.332 acre-feet 0.332 acre-feet -- 6.75 -- -- -- 6,837 0.157 72,806 1.671 Excess Urban Runoff Volume (EURV) = 0.608 acre-feet acre-feet -- -- -- -- 2-yr Runoff Volume (P1 = 0.82 in.) = 0.384 acre-feet 0.82 inches -- -- -- -- 5-yr Runoff Volume (P1 = 1.09 in.) = 0.532 acre-feet inches -- -- -- -- 10-yr Runoff Volume (P1 = 1.4 in.) = 0.713 acre-feet 1.40 inches -- -- -- -- 25-yr Runoff Volume (P1 = 1.69 in.) = 0.889 acre-feet inches -- -- -- -- 50-yr Runoff Volume (P1 = 1.99 in.) = 1.068 acre-feet inches -- -- -- -- 100-yr Runoff Volume (P1 = 2.83 in.) = 1.574 acre-feet 2.83 inches -- -- -- -- 500-yr Runoff Volume (P1 = 3.14 in.) = 1.760 acre-feet inches -- -- -- -- Approximate 2-yr Detention Volume = 0.383 acre-feet -- -- -- -- Approximate 5-yr Detention Volume = 0.538 acre-feet -- -- -- -- Approximate 10-yr Detention Volume = 0.686 acre-feet -- -- -- -- Approximate 25-yr Detention Volume = 0.767 acre-feet -- -- -- -- Approximate 50-yr Detention Volume = 0.820 acre-feet -- -- -- -- Approximate 100-yr Detention Volume = 1.083 acre-feet -- -- -- -- -- -- -- -- Define Zones and Basin Geometry -- -- -- -- Zone 1 Volume (User Defined) = 1.663 acre-feet -- -- -- -- Select Zone 2 Storage Volume (Optional) = acre-feet -- -- -- -- Select Zone 3 Storage Volume (Optional) = acre-feet -- -- -- -- Total Detention Basin Volume = 1.663 acre-feet -- -- -- -- Initial Surcharge Volume (ISV) = N/A ft 3 -- -- -- -- Initial Surcharge Depth (ISD) = N/A ft -- -- -- -- Total Available Detention Depth (Htotal) = user ft -- -- -- -- Depth of Trickle Channel (HTC) = user ft -- -- -- -- Slope of Trickle Channel (STC) = user ft/ft -- -- -- -- Slopes of Main Basin Sides (Smain) = user H:V -- -- -- -- Basin Length-to-Width Ratio (RL/W) = user -- -- -- -- -- -- -- -- Initial Surcharge Area (AISV) =user ft 2 -- -- -- -- Surcharge Volume Length (LISV) =user ft -- -- -- -- Surcharge Volume Width (WISV) =user ft -- -- -- -- Depth of Basin Floor (HFLOOR) =user ft -- -- -- -- Length of Basin Floor (LFLOOR) =user ft -- -- -- -- Width of Basin Floor (WFLOOR) =user ft -- -- -- -- Area of Basin Floor (AFLOOR) =user ft 2 -- -- -- -- Volume of Basin Floor (VFLOOR) =user ft 3 -- -- -- -- Depth of Main Basin (HMAIN) =user ft -- -- -- -- Length of Main Basin (LMAIN) =user ft -- -- -- -- Width of Main Basin (WMAIN) =user ft -- -- -- -- Area of Main Basin (AMAIN) =user ft 2 -- -- -- -- Volume of Main Basin (VMAIN) =user ft 3 -- -- -- -- Calculated Total Basin Volume (Vtotal) =user acre-feet -- -- -- -- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- After providing required inputs above including 1-hour rainfall depths, click 'Run CUHP' to generate runoff hydrographs using the embedded Colorado Urban Hydrograph Procedure. Volume (ft 3) Volume (ac-ft) Area (acre) DETENTION BASIN STAGE-STORAGE TABLE BUILDER Optional Override Area (ft 2) Length (ft) Optional Override Stage (ft) Stage (ft) Stage - Storage Description Area (ft 2) Width (ft) King Soopers Store #146 - Fort Collins Underground Detention System MHFD-Detention, Version 4.03 (May 2020) ExampleZone Configuration (Retention Pond) MHFD-Detention_v4 03.xlsm, Basin 2/3/2021, 12:15 AM 1 User Defined Stage-Area Booleans for Message 1 Equal Stage-Area Inputs Watershed L:W 1 CountA Watershed Lc:L Watershed Slope 0 Calc_S_TC Booleans for CUHP 1 CUHP Inputs Complete H_FLOOR 1 CUHP Results Calculated L_FLOOR_OTHER 0.00 ISV 0.00 ISV 0.00 Floor 0.00 Floor 6.70 Zone 1 (User) 6.70 Zone 1 (User) 0.00 Zone 2 0.00 Zone 2 0.00 Zone 3 0.00 Zone 3 DETENTION BASIN STAGE-STORAGE TABLE BUILDER MHFD-Detention, Version 4.03 (May 2020) 0.000 0.420 0.840 1.260 1.680 0.000 0.085 0.170 0.255 0.340 0.00 2.00 4.00 6.00 8.00 Volume (ac-ft)Area (acres)Stage (ft.) Area (acres)Volume (ac-ft) 0 3700 7400 11100 14800 0 5 10 15 20 0.00 2.00 4.00 6.00 8.00 Area (sq.ft.)Length, Width (ft.)Stage (ft) Length (ft)Width (ft)Area (sq.ft.) MHFD-Detention_v4 03.xlsm, Basin 2/3/2021, 12:15 AM Project: Basin ID: Estimated Estimated Stage (ft) Volume (ac-ft) Outlet Type Zone 1 (User) 6.70 1.663 Circular Orifice Zone 2 Zone 3 Total (all zones) 1.663 User Input: Orifice at Underdrain Outlet (typically used to drain WQCV in a Filtration BMP)Calculated Parameters for Underdrain Underdrain Orifice Invert Depth = N/A ft (distance below the filtration media surface) Underdrain Orifice Area = N/A ft2 Underdrain Orifice Diameter = N/A inches Underdrain Orifice Centroid = N/A feet User Input: Orifice Plate with one or more orifices or Elliptical Slot Weir (typically used to drain WQCV and/or EURV in a sedimentation BMP)Calculated Parameters for Plate Invert of Lowest Orifice = N/A ft (relative to basin bottom at Stage = 0 ft) WQ Orifice Area per Row = N/A ft2 Depth at top of Zone using Orifice Plate = N/A ft (relative to basin bottom at Stage = 0 ft) Elliptical Half-Width = N/A feet Orifice Plate: Orifice Vertical Spacing = N/A inches Elliptical Slot Centroid = N/A feet Orifice Plate: Orifice Area per Row = N/A inches Elliptical Slot Area = N/A ft2 User Input: Stage and Total Area of Each Orifice Row (numbered from lowest to highest) Row 1 (optional) Row 2 (optional) Row 3 (optional) Row 4 (optional) Row 5 (optional) Row 6 (optional) Row 7 (optional) Row 8 (optional) Stage of Orifice Centroid (ft) N/A N/A N/A N/A N/A N/A N/A N/A Orifice Area (sq. inches) N/A N/A N/A N/A N/A N/A N/A N/A Row 9 (optional) Row 10 (optional) Row 11 (optional) Row 12 (optional) Row 13 (optional) Row 14 (optional) Row 15 (optional) Row 16 (optional) Stage of Orifice Centroid (ft) N/A N/A N/A N/A N/A N/A N/A N/A Orifice Area (sq. inches) N/A N/A N/A N/A N/A N/A N/A N/A User Input: Vertical Orifice (Circular or Rectangular)Calculated Parameters for Vertical Orifice Zone 1 Circular Not Selected Zone 1 Circular Not Selected Invert of Vertical Orifice = 0.00 ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Area = 0.37 ft2 Depth at top of Zone using Vertical Orifice = 6.70 ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Centroid = 0.34 feet Vertical Orifice Diameter = 8.22 inches User Input: Overflow Weir (Dropbox with Flat or Sloped Grate and Outlet Pipe OR Rectangular/Trapezoidal Weir (and No Outlet Pipe) Calculated Parameters for Overflow Weir grate Not Selected Not Selected Not Selected Not Selected Overflow Weir Front Edge Height, Ho =ft (relative to basin bottom at Stage = 0 ft)Height of Grate Upper Edge, Ht =feet Overflow Weir Front Edge Length =feet Overflow Weir Slope Length =feet Overflow Weir Grate Slope =H:V Grate Open Area / 100-yr Orifice Area = Horiz. Length of Weir Sides =feet Overflow Grate Open Area w/o Debris =ft2 Overflow Grate Open Area % =%, grate open area/total area Overflow Grate Open Area w/ Debris =ft2 Debris Clogging % =% User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectangular Orifice)Calculated Parameters for Outlet Pipe w/ Flow Restriction Plate Not Selected Not Selected Not Selected Not Selected Depth to Invert of Outlet Pipe =ft (distance below basin bottom at Stage = 0 ft)Outlet Orifice Area =ft2 Circular Orifice Diameter =inches Outlet Orifice Centroid =feet Half-Central Angle of Restrictor Plate on Pipe = N/A N/A radians User Input: Emergency Spillway (Rectangular or Trapezoidal)Calculated Parameters for Spillway Spillway Invert Stage= ft (relative to basin bottom at Stage = 0 ft) Spillway Design Flow Depth= feet Spillway Crest Length = feet Stage at Top of Freeboard = feet Spillway End Slopes = H:V Basin Area at Top of Freeboard = acres Freeboard above Max Water Surface = feet Basin Volume at Top of Freeboard = acre-ft Max Ponding Depth of Target Storage Volume =#REF! feet Discharge at Top of Freeboard = cfs Routed Hydrograph Results Design Storm Return Period =WQCV EURV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year 500 Year One-Hour Rainfall Depth (in) =N/A N/A 0.82 1.09 1.40 1.69 1.99 2.83 3.14 CUHP Runoff Volume (acre-ft) =0.332 0.608 0.384 0.532 0.713 0.889 1.068 1.574 1.760 Inflow Hydrograph Volume (acre-ft) =N/A N/A 0.384 0.532 0.713 0.889 1.068 1.574 1.760 CUHP Predevelopment Peak Q (cfs) =N/A N/A 0.1 0.7 2.4 5.0 6.9 12.5 14.4 OPTIONAL Override Predevelopment Peak Q (cfs) =N/A N/A Predevelopment Unit Peak Flow, q (cfs/acre) =N/A N/A 0.01 0.10 0.34 0.71 0.98 1.78 2.07 Peak Inflow Q (cfs) =N/A N/A 7.5 10.0 13.1 16.9 20.4 29.8 33.3 Peak Outflow Q (cfs) =1.8 2.4 1.5 1.8 2.1 2.5 2.7 3.49 3.7 Ratio Peak Outflow to Predevelopment Q =N/A N/A N/A 2.6 0.9 0.5 0.4 0.3 0.3 Structure Controlling Flow =Vertical Orifice 1 Vertical Orifice 1 Vertical Orifice 1 Vertical Orifice 1 Vertical Orifice 1 Vertical Orifice 1 Vertical Orifice 1 Vertical Orifice 1Vertical Orifice 1 Max Velocity through Grate 1 (fps) =N/A N/A N/A N/A N/A N/A N/A N/A N/A Max Velocity through Grate 2 (fps) =N/A N/A N/A N/A N/A N/A N/A N/A N/A Time to Drain 97% of Inflow Volume (hours) =11 8 10 9 9 9 9 9 10 Time to Drain 99% of Inflow Volume (hours) =24 17 22 18 16 15 14 13 13 Maximum Ponding Depth (ft) =1.40 2.27 1.05 1.35 1.74 2.27 2.71 4.21 4.81 Area at Maximum Ponding Depth (acres) =0.33 0.31 0.32 0.33 0.32 0.31 0.31 0.26 0.23 Maximum Volume Stored (acre-ft) =0.334 0.611 0.217 0.317 0.445 0.608 0.745 1.176 1.326 DETENTION BASIN OUTLET STRUCTURE DESIGN MHFD-Detention, Version 4.03 (May 2020) King Soopers Store #146 - Fort Collins Underground Detention System The user can override the default CUHP hydrographs and runoff volumes by entering new values in the Inflow Hydrographs table (Columns W through AF). Example Zone Configuration (Retention Pond) MHFD-Detention_v4 03.xlsm, Outlet Structure 2/3/2021, 12:17 AM COUNTA for Basin Tab = 1 Ao Dia WQ Plate Type Vert Orifice 1Vert Orifice 2 Count_Underdrain = 0 0.11(diameter = 3/8 inch)1 2 1 Count_WQPlate = 0 0.14(diameter = 7/16 inch) Count_VertOrifice1 = 1 0.18(diameter = 1/2 inch)Outlet Plate 1 Outlet Plate 2 Drain Time Message Boolean Count_VertOrifice2 = 0 0.24(diameter = 9/16 inch)1 1 5yr, <72hr 0 Count_Weir1 = 0 0.29(diameter = 5/8 inch)>5yr, <120hr 0 Count_Weir2 = 0 0.36(diameter = 11/16 inch)Max Depth Row Count_OutletPipe1 = 0 0.42(diameter = 3/4 inch)WQCV 141 Watershed Constraint Check Count_OutletPipe2 = 0 0.50(diameter = 13/16 inch)2 Year 106 Slope 0.020 COUNTA_2 (Standard FSD Setup)= 0 0.58(diameter = 7/8 inch)EURV 228 Shape 1.61 Hidden Parameters & Calculations 0.67(diameter = 15/16 inch)5 Year 136 MaxPondDepth_Error? FALSE 0.76 (diameter = 1 inch)10 Year 175 Spillway Depth Cd_Broad-Crested Weir 3.00 0.86(diameter = 1-1/16 inches)25 Year 228 WQ Plate Flow at 100yr depth = 0.00 0.97(diameter = 1-1/8 inches)50 Year 272 CLOG #1=0%1.08(diameter = 1-3/16 inches)100 Year 422 1 Z1_Boolean Cdw #1 = 1.20(diameter = 1-1/4 inches)500 Year 482 1 Z2_Boolean Cdo #1 = 1.32(diameter = 1-5/16 inches)Zone3_Pulldown Message 1 Z3_Boolean Overflow Weir #1 Angle = 1.45(diameter = 1-3/8 inches)1 Opening Message CLOG #2=0%1.59(diameter = 1-7/16 inches)Draintime Running Cdw #2 = 1.73(diameter = 1-1/2 inches)Outlet Boolean Outlet Rank Total (1 to 4) Cdo #2 = 1.88(diameter = 1-9/16 inches)Vertical Orifice 1 1 1 1 Overflow Weir #2 Angle = 2.03(diameter = 1-5/8 inches)Vertical Orifice 2 0 0 Boolean Underdrain Q at 100yr depth = 0.00 2.20(diameter = 1-11/16 inches)Overflow Weir 1 0 0 0 Max Depth VertOrifice1 Q at 100yr depth = 3.49 2.36(diameter = 1-3/4 inches)Overflow Weir 2 0 0 0 500yr Depth VertOrifice2 Q at 100yr depth = 0.00 2.54(diameter = 1-13/16 inches)Outlet Pipe 1 0 0 0 Freeboard 2.72(diameter = 1-7/8 inches)Outlet Pipe 2 0 0 0 Spillway Count_User_Hydrographs 0 2.90(diameter = 1-15/16 inches)0 Spillway Length CountA_3 (EURV & 100yr) =0 3.09(diameter = 2 inches)FALSE Time Interval CountA_4 (100yr Only) = 0 3.29(use rectangular openings)Button Visibility Boolean COUNTA_5 (FSD Weir Only)= 0 0 WQCV Underdrain COUNTA_6 (EURV Weir Only)= 0 0 WQCV Plate 0 EURV-WQCV Plate Outlet1_Pulldown_Boolean 0 EURV-WQCV VertOriice Outlet2_Pulldown_Boolean 0 Outlet 90% Qpeak Outlet3_Pulldown_Boolean 0 Outlet Undetained 0 Weir Only 90% Qpeak 0 Five Year Ratio Plate 0 Five Year Ratio VertOrifice EURV_draintime_user Spillway Options Offset Overlapping Vertical Orifice 1 S-A-V-D Chart Axis Default X-axis Left Y-Axis Right Y-Axis minimum bound 0.00 0 0 maximum bound 6.00 60,000 10 S-A-V-D Chart Axis Override X-axis Left Y-Axis Right Y-Axis minimum bound maximum bound DETENTION BASIN OUTLET STRUCTURE DESIGN MHFD-Detention, Version 4.00 (December 2019) 0 5 10 15 20 25 30 35 40 0.1 1 10FLOW [cfs]TIME [hr] 500YR IN 500YR OUT 100YR IN 100YR OUT 50YR IN 50YR OUT 25YR IN 25YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT EURV IN EURV OUT WQCV IN WQCV OUT 0 1 2 3 4 5 6 0.1 1 10 100PONDING DEPTH [ft]DRAIN TIME [hr] 500YR 100YR 50YR 25YR 10YR 5YR 2YR EURV WQCV 0 1 2 3 4 5 6 7 8 9 10 0 10,000 20,000 30,000 40,000 50,000 60,000 0.00 1.00 2.00 3.00 4.00 5.00 6.00 OUTFLOW [cfs]AREA [ft^2], VOLUME [ft^3]PONDING DEPTH [ft] User Area [ft^2] Interpolated Area [ft^2] Summary Area [ft^2] Volume [ft^3] Summary Volume [ft^3] Outflow [cfs] Summary Outflow [cfs] MHFD-Detention_v4 03.xlsm, Outlet Structure 2/3/2021, 12:17 AM COCOEEVTECBGMEEEETLTLETLGMIRTLWMCOEKM PJD 2/3/2021 PROPOSED DRAINAGE MAP 2 SCALE: 1"=40' 0 20 40 - - - - - - - - - - - - - - STAMP H:\King Soopers - City Market\CO, Fort Collins - KSS000146 -#18 College & Drake\CADD\Exhibits\KSS146_Drainage_Proposed.dwg - Erland Mowinckel - 2/3/2021Init.#Issue / DescriptionDate THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT 6162 S. Willow Drive, Suite 320 Greenwood Village, CO 80111 303.770.8884 Planning. Architecture. Engineering. O www.gallowayUS.com C 2016. Galloway & Company, Inc. All Rights Reserved PRELIMINARYNOT FOR BIDDINGNOT FOR CONSTRUCTIONDate: Drawn By: Project No: Checked By: KSS000146 OF 2PROPOSED DRAINAGE MAPMIDTOWN GARDENS MARKETPLACEKING SOOPERS MARKETPLACE #146S. COLLEGE AVE. & DRAKE RD.FORT COLLINS, COLORADOBASIN SUMMARY TABLE - PROPOSED Tributary Area C2 C100 tc | 2-Year tc | 100-Year Q2 Q100 Sub-basin (acres)(min)(min)(cfs)(cfs) A-1 1.33 0.89 1.00 5.0 5.0 3.4 13.3 A-2 0.91 0.82 1.00 5.7 5.0 2.1 9.1 A-3 0.23 0.87 1.00 5.0 5.0 0.6 2.3 A-4 1.65 0.87 1.00 5.1 5.0 4.1 16.5 A-5 0.64 0.85 1.00 5.0 5.0 1.6 6.4 A-6 0.15 0.95 1.00 5.0 5.0 0.4 1.5 A-7 0.15 0.88 1.00 5.0 5.0 0.4 1.5 A-8 0.25 0.81 1.00 5.0 5.0 0.6 2.5 A-9 0.13 0.67 0.84 5.5 5.0 0.2 1.1 A-10 0.11 0.95 1.00 5.0 5.0 0.3 1.1 A-11 1.21 0.95 1.00 5.0 5.0 3.3 12.1 A-12 0.67 0.95 1.00 5.0 5.0 1.8 6.7 A-13 0.88 0.95 1.00 5.0 5.0 2.4 8.8 B-1 0.79 0.90 1.00 5.3 5.0 2.0 7.9 B-2 0.09 0.72 0.91 5.0 5.0 0.2 0.8 C-1 0.11 0.95 1.00 5.0 5.0 0.3 1.1 C-2 0.12 0.95 1.00 5.0 5.0 0.3 1.2 C-3 1.01 0.87 1.00 6.4 5.0 2.3 10.1 C-4 0.01 0.95 1.00 5.0 5.0 0.0 0.1 C-5 0.02 0.95 1.00 5.0 5.0 0.1 0.2 OS-1 0.51 0.54 0.68 13.6 13.6 0.5 2.4 OS-2 0.32 0.73 0.91 7.7 6.0 0.6 2.8 OS-3 0.10 0.91 1.00 5.0 5.0 0.3 1.0 OS-4 0.36 0.91 1.00 5.0 5.0 0.9 3.6 OS-5 0.71 0.87 1.00 5.0 5.0 1.8 7.1 OS-6 0.15 0.95 1.00 5.0 5.0 0.4 1.5