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Home My WebLink AboutSite Certifications - 07/15/2025Page 1 OVERALL SITE and DRAINAGE CERTIFICATION Commercial, Multi-Family and Subdivision Certification Form and Checklist Project Name: Date: Building Permit Numbers: (Commercial or multi-family) Per the requirement in Fort Collins Stormwater Criteria Manual (FCSCM) Chapter 3, Section 3.0 to certify as- built construction to the approved drainage and grading plans, please fill in all applicable items in this Certification Form for Commercial, Multi-Family and Overall Single Family sites. NOTE: several items must be verified during construction. A copy of the approved grading plan must be submitted with the as-built grading plan. (As-built elevations must be written in red next to the approved elevations.) •Use “Yes” for items completed as described. •Use “N/A” for items that are not applicable to the site being certified. •If any blanks are “No,” attach an explanation referencing the item number below. Attach an explanation or description of the as-built condition for any items listed or for anything not listed but shown on the approved construction plans. Provide an as-built redline or Mylar drawing with the following: I.Water Quality and Quantity Detention Basin - FCSCM Ch. 6 and 7 For multiple detention basins on a site, provide the following for each basin separately: A. Volume: As-built topographic verification is attached at 1-foot (or less) contour intervals and volume verification calculations for the water quality capture volume and the 100-year detention storage volume. 1. Detention basin topography was prepared by a professional land surveyor registered in the state of Colorado. 2.Both proposed and as-built contours are shown on the same plan sheet (dashed lines for proposed and solid lines for as-built). 3.All critical spot elevations as shown on the approved construction plans have been verified and the as-built elevations are shown on the plan sheet. 4.Stage-storage-discharge tables are provided on a separate document. 5.Verification that designed drain time is in compliance with Colorado Revised Statute § 37-92- 602(8) is attached and has been uploaded to the Statewide Compliance Portal (tinyurl.com/COCompliancePortal) for approval. Uploaded documents must include: a.The cover sheet from the approved drainage report b.The stamped certification page from the approved drainage report c.As-built topographic survey d.Stamped certification page from the Overall Site & Drainage Certification e.PDF output from the Stormwater Detention and Infiltration Design Data Speadsheet 11/19 WQ & Detention is underground system; no topography. verification is based on as-built elevation of bottom of underground chamber system See attached markup of ADS Stormtech system details Midtown Gardens Marketplace - King Soopers #146 6/13/2025 B2105645, B2308778, B2308779 Yes N/A Yes Yes Yes Yes Grading/Stormwater Certification Accepted (Certificat e of Occupancy Released) Accepted by: Date : ☐ Escrow was held for CO and is now released we Wes Lamarque 07/15/2025 4 Page 2 B.Water Quality and Quantity Detention Basin Grading: Attached is as-built verification that there is a minimum 2% positive fall into the concrete trickle pans or flow-line(s) from all areas in the bottom of the detention pond. If there is a “soft pan” in the flow-line, all areas still must meet the minimum 2% grade requirement. 1.Low Flow: Choose one of the following detention basin low flow options as applicable: a. Turf swale for low flow path in detention basin. There is a minimum 2% grade in the flow-line(s) of the detention basin. The flattest as-built grade is . b.Concrete pan for low flow in detention basin. There is a concrete pan installed that meets the grades as shown on the approved construction plans. (Show as-built spot elevations.) c.Soft pan for low flow in detention basin. •Verify and document the soft pan material gradation, trench width and depth - to be verified during construction by engineer. Picture documentation is preferred or engineer’s statement of visual inspection and compliance. (Choose one below.) o There is a soft pan with an underdrain installed that meets the design on the approved construction plans. (Show the underdrain grades, bedding material, geotextile, spot elevations, bends, cleanouts, etc.) o There is soft pan installed without an underdrain but there is a type A or B soil. The soil type must be documented by supplying verification from a registered professional geotechnical engineer. NOTE: Spot elevations are to be within 0.2 ft. +/-. 2. Side Slopes: The as-built side slopes of the detention basin have been calculated and are shown. Indicate the side slope with an arrow and a numerical value (e.g., 6.25:1). The maximum slope allowed is 4:1. Small areas of 3:1 may be acceptable, but slopes steeper than 3:1 must be stabilized or re- graded. Provide documentation if a variance was granted for steeper slopes during the design process. 3.Spillway: The following items must be field verified: a.The location of the spillway is indicated on the as-built plan. b.The width of the spillway is indicated on the as-built plan. c.The elevation(s) of the spillway is shown on the as-built plan. d.A concrete ribbon defines the location and grade of the spillway. e.There is downstream scour protection in the spillway as per the construction plans. Indicate type: (riprap size “D50” gradation and bedding type, geotextile, buried riprap with inches of bury, etc.). f.There are no obstructions in the spillway, such as trees, bushes, sidewalks, landscape features, rocks, etc. 11/19 WQ & Detention is undergound system; no trickle channel or soft pan. N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Page 3 4.Outlet Structure: a.The orifice plate for the approved release rate is installed with the correct size and location of the orifice. b.The orifice plate for the water quality outlet is installed with the correct hole size, number of rows and columns of holes. c.The bottom hole on both the water quality and quantity outlets are at the bottom of the plate so no water ponds in front of the plate. d.The well screen is the correct material and is installed as shown on the construction plans. e.100-year overflow grate elevation is . (Elev. A on detail D-46) f.The top elevation of the water quality capture volume is . (Elev. B on detail D-46) g.Overflow grate is made of the correct material, has the correct bar spacing, is hinged at the top and bolted at the bottom. h.The bottom of the outlet box has no obstructions or misalignments that will cause it to retain runoff water and is sloped at 2% towards outlet. II.Channels/Swales - FCSCM Ch. 8, Sec. 2.0 and Ch. 9, Sec. 5.0 A. Capacity: The as-built capacity of all the major channels and swales has been verified. They meet or exceed capacity requirements shown in the approved drainage study for this project. 1.All swales are located within the drainage easements as shown on the construction plans. 2.Longitudinal slopes and side-slopes (cross-sections) have been verified. Design criteria requires longitudinal slopes of 2% min. (on vegetated swales) and side-slopes no steeper than 4:1. If these criteria are not met, the certification engineer will write a justification and propose mitigation for each instance or have the issues corrected. If variances to these criteria have previously been approved and are shown on the construction plans, no justification is needed. 3.As-built spot elevations on channels/swales are shown that correspond to spot elevations shown on the approved construction plans. 4.All permanent erosion control measures are installed as shown on the approved construction plans (e.g., drop structures, riprap, TRMs, etc.). (Include pictures and verification of the materials used as part of this verification.) 5.All pans, curbs, storm pipes or other appurtenances appropriately tie into each other in the system. (Pictures at tie-in points suggested.) 6.The minimum freeboard is provided for all channels and swales as shown on the approved construction plans or as identified in the approved drainage study. (Show the freeboard provided on the cross-sections as on the construction plan set or attached as separate documentation.) 7.The low flow portion of all channels or swales is clear of obstructions. (No landscaping, trees, shrubs, sod, etc. infringe on the low flow portion of channels or swales.) 11/19 No overflow grate per UGD detention system Yes N/A Yes N/A N/A Yes 5012.62 N/A Yes N/A N/A N/A N/A N/A N/A N/A N/A Page 4 III.Storm Pipes (aka storm drains) - FCSCM Ch. 9, Sec. 4.0 A. Storm Drain Pipe Capacity: The as-built capacity of all pipes installed on this project has been verified and meets or exceeds the capacity requirements shown in the approved drainage study for this project. 1.All storm drain pipe sizes and materials have been verified and are in conformance with the approved construction plans. (Indicate on the plan and profile sheets that they have been verified.) Material and size substitutions must be approved prior to installation. If a pipe size or material was changed during construction, the certification engineer must attach the approval documents or supply them with this certification. Approval documents must include a calculation documenting the capacity equivalency (equal or greater) of the substituted size. 2.The longitudinal slope of the pipe is as shown on the approved construction plans. The acceptable minimum slope is 0.4%. All slopes flatter than the designed slope on the construction plans must be justified with capacity calculations on an attached sheet. 3.The as-built invert elevations have been verified and are shown on the plan and profile sheets of the approved construction plans. B.Storm Drain Pipe Installation Requirements: All pipes are installed in accordance with the approved construction plans and construction specifications. 1.The minimum cover requirements for all pipes have been met as shown on the approved construction plans. These will be called out in critical locations. 2.All encasements and clearances as specified on the approved construction plans have been met. 3.Any specific joint types or construction methods specified on the approved construction plans have been met. (List on a separate sheet and attach to this certification.) IV.Concrete Pans - FCSCM Ch. 8, Sec. 2.0 A. Construction/Installation: All concrete pans have been constructed in accordance with the approved construction plans. 1.The concrete pans are the correct size/width as shown on the approved construction plans. 2.The longitudinal slopes of the pans are as shown on the approved construction plans. The certification engineer must justify or mitigate longitudinal slopes less than the minimum of 0.4% unless a flatter slope was approved and is shown on the approved construction plans. Provide mitigation or justification by separate document. 3.The cross-section of the pan is as shown on the construction plans. (Specifically, the pan cross- section is “V” shaped and meets the side slope shown on the detail.) 4.The concrete pans are a minimum of 6 inches thick without reinforcement and a minimum of 4 inches thick with a minimum of 6X6-W14xW14 reinforcement per detail D20B and D20C. (Provide documentation of the reinforcement used if different than shown on the details or on the approved construction plans.) 5.The spot elevations shown on the concrete pan(s) have been verified and are shown on the as- built drawings. 11/19 Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Page 5 V. Storm Drain Inlets - FCSCM Ch. 9, Sec. 3.0 A. Construction/Installation: All storm drain inlets have been constructed in accordance with the approved construction plans and construction specifications. 1.The size and type of inlets are consistent with the inlets shown on the approved construction plan. Indicate by writing “Verified” on each inlet on the plan sheet or list on a separate document the inlet number(s), type and size (length). If the inlet installed is other than the one on the approved construction plan detail sheet, provide the name and source of the detail with justification for equal or better capacity. 2.The size of the inlet opening is consistent with the approved detail. (Check height and width.) 3.The elevation of the grate (if applicable) is at the elevation shown on the street profile or as indicated by a spot elevation on the construction plans. 4.The as-built invert elevations of all pipes entering and leaving the inlet are shown on the plan and profile sheets within construction tolerance of 0.2 feet. If substantially different, provide justification and capacity calculations to show the capacity is not affected or propose mitigation. 5.The as-built size of the inlet box is as shown on the construction plans or an explanation or justification is attached. 6.All Type C, R, 13 and 16 inlet covers are stenciled or stamped with the following designation (or an equivalent): NO DUMPING – DRAINS TO POUDRE RIVER. VI.Culverts - FCSCM Ch. 9, Sec. 4.0 A. Construction/Installation: All culverts have been constructed and/or installed in accordance with the approved construction plans and construction specifications. 1.All culvert sizes have been verified as indicated on the as-built construction plans as correct. 2.The culvert material type for all culverts installed is as on the approved construction plans and is indicated on the as-built plans. 3.The as-built invert “in and out” elevations have been verified and are indicated on the as-built construction plans. 4.The culvert headwalls or wing walls have been installed as shown on the approved construction plans. Headwalls or wing walls may be needed in the as-built conditions onsite if the slopes adjacent to the culvert are greater than 4:1. Please note areas needing stabilization in the certification narrative. An alternative to consider is a turf reinforcement mat (TRM). VII.Sub-Drains A. Construction/Installation: All sub-drains shown on the construction plans have been installed in accordance with those plans and the construction specifications. Sub-drains installed with the sanitary sewer are to be verified on the sanitary sewer plan and profile sheets of the construction plans. (NOTE: Indicate any sub-drains installed after the plans were approved on the as-built plans.) 1.The size of the sub-drains are as approved on the construction plans and are indicated on the as- built plans. 2.The type of sub-drain, in particular the perforated and non-perforated sections of the drain, are as indicated on the approved construction plans. 11/19 Yes Yes Yes Yes Yes Yes Yes N/A N/A N/A N/A N/A N/A N/A N/A Page 6 3.The cover requirements per the construction plans are provided. 4.The cleanouts have been installed at the locations shown on the construction plans and are accessible for cleaning. (Cleanouts can be buried a maximum of 6 inches deep with their locations marked.) 5.The backfill materials for sub-drains are as shown on the approved construction plans. (This includes the type, depth and width.) 6.The geo-textile liner completely wraps the sub-drain and the permeable backfill material unless shown otherwise on the approved construction plans. (Sub-drain pipe wrapped in a sock filter material is accepted only if approved prior to installation.) VIII.Curb Cuts A. Construction: All curb cut openings are constructed in accordance with the approved construction plans and construction specifications. 1.The size (width) of the curb cut opening is as shown on the approved construction plans. 2.The curb cut openings tie into a downstream swale, pipe, or other appurtenances with a smooth transition and there no obstructions such as riprap or sod impeding the flow downstream of the curb cut. IX.Sidewalk Culverts & Chases A. Construction/Installation: All sidewalk culverts have been installed at the locations shown on the approved construction plans. 1.The size (width and length) of the culverts are as shown on the approved construction plans. 2.The cover plate is a minimum 5/8-inch galvanized plate bolted to a galvanized angle iron per the detail shown on the approved construction plans or per the City’s detail. 3.The sidewalk culvert invert “in and out” elevations have been verified and are indicated on the as-built plans. 4.The sidewalk culvert opening is as shown on the approved construction plans or per the City’s detail. 5.There is a smooth transition both on the inlet and outlet ends of the sidewalk culvert with no obstructions such as riprap or sod impeding the flow into or out of the sidewalk culvert. X. Site Grading - FCSCM Ch. 8 A. Construction: All common open spaces have been graded in accordance with the approved construction plans. 1.The grading on all common open spaces bordering private lots has been verified as correct and the as-built rear lot corner elevations have been shown on the as-built plans. 11/19 N/A N/A N/A N/A N/A N/A N/A Yes Yes Yes N/A N/A N/A Yes Yes Page 7 2.The as-built contours for “overlot grading” are shown on the as-built construction plans for all common open spaces, tracts, outlots, etc. If not in compliance, please attach a narrative describing the situation for noncompliance and when it may be corrected. An escrow for overlot grading may be required. (NOTE: Residential Lot Grading Certification is a separate process from this Overall Site Certification. It is understood that residential lots will be brought to final grade once the foundation is backfilled so they may be lower than the plan shows at this Overall Site Certification stage.) 3.All turf reinforcement mats (TRMs) have been installed as shown on the approved construction plans and the slopes are stabilized. XI.Permanent Erosion Control BMPs - FCSCM Ch. 9, Sec. 7.0 A. Construction: All permanent erosion control BMPs have been installed per the approved construction plans. 1.All riprap has been installed in the locations and sizes indicated on the approved construction plans. 2.All fabric has been installed in the locations and sizes indicated on the approved construction plans. a.All fabric was installed per the details on the approved construction plans. XII.Post-Construction Site Cleanup - FCSCM Ch. 3, Sec. 2.0 A. Construction: All construction debris and obstructions of any kind have been removed from drainage paths. 1.All construction debris has been removed except in staging area(s). 2.All ruts have been smoothed out in all construction areas. 3.All areas needing reseeding have been identified and future stabilization goals have been coordinated with the Erosion Control Inspector and in accordance with FCSCM Vol.2 Chapter 12. Note the area needing stabilization in the narrative. XIII.Certification of LID and Water Quality Facilities - FCSCM Ch. 7 A.Attached are the During Construction Inspection Checklist for Low Impact Development (LID) and other items to be verified during construction, along with pictures and other required documentation. B.Attached is verification of the rain garden and/or sand filter flat surface area(s) and ponding volume(s). This verification includes survey of critical elevations. C.Attached is verification of the underground infiltration required volume(s), weir elevations, orifices, inspection ports and filtering fabric. This verification includes survey of critical elevations. D.All visible LID design features were verified as part of the engineer's site visit. 11/19 Yes N/A Yes Yes Yes Yes Yes Yes Yes Yes Yes N/A N/A Yes 11/19 Page 8 XIV.Certification of Other Permanent BMPs A.The construction of other permanent BMPs not specifically addressed in this certification is in accordance with the approved plan. This may include grade control structures, rundowns, bridges, stream access/improvements, etc. Please specify other permanent BMPs included on this site: XV. Certification and Erosion Control Measures - FCSCM Ch. 3 A. All temporary erosion control measures shall be removed upon stabilization. If at the time of preparing this certification there are any erosion control measures still remaining on the site, please note them in the narrative and verify that they need to remain at this time. If in doubt as to the need for any control measure, please consult with the Erosion Control Inspector at erosion@fcgov.com. XVI.Statement of Compliance - FCSCM Ch. 3 A. This certification is signed and stamped. By signing this form, the engineer(s) attests that he/she has visited and observed the site, and to the best of his/her knowledge, the as-built conditions of the drainage facilities are as described in the above form and in the enclosed as-built plans. B.Failure to properly disclose all known information could result in the rejection of this certification and prevent the release of any and all Stormwater Utility permit holds on Building Permits and/or Certificates of Occupancy within this development. XVII. Signature and Stamp by a Colorado-Registered Professional Engineer Engineer’s contact information: Name: Email: Phone: Company: Address: PE Stamp 06/13/2025 N/A Erland Mowinckel erlandmowinckel@gallowayus.com 303-770-8884 Galloway & Company, Inc. 5500 Greenwood Plaza Blvd, Suite 200 Greenwood Village, CO 80111 CO CO E CO CO E JRC PJD GRADING PLAN-1 SCALE: 1"=30' 0 15 30 STAMP H: \ K \ K i n g S o o p e r s - C i t y M a r k e t \ C O , F o r t C o l l i n s - K S S 0 0 0 1 4 6 - # 1 8 C o l l e g e & D r a k e \ C A D D \ 3 - C D \ K s s 1 4 6 _ P _ 1 0 - G r a d . d w g - Er l a n d M o w i n c k e l - 6/ 1 2 / 2 0 2 5 Init.#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 GallowayUS.com 5500 Greenwood Plaza Blvd, Suite 200 Greenwood Village, CO 80111 303.770.8884 Date: Drawn By: Project No: Checked By: KSS000146 FI N A L U T I L I T Y P L A N S F O R MI D T O W N G A R D E N S M A R K E T P L A C E KI N G S O O P E R S M A R K E T P L A C E # 1 4 6 S. C O L L E G E A V E . & D R A K E R D . FO R T C O L L I N S , C O L O R A D O DECEMBER 27, 2024 01/05/2024 WALL DETAIL REVISIONS PJD 03/21/2024 FUEL CENTER SAN LINE PJD 05/09/2024 RFI 79 - COLLEGE AVE INLET PJD 05/20/2024 RFI 102 - WT & FIRE SVC RELO PJD 06/26/2024 RFI 78 & RFI 120 PJD 07/12/2024 RFI MEDIAN TIE-IN PJD 07/16/2024 RFC 18-CANOPY SLAB PJD 07/30/2024 RFI 127 - ROOF DRAINS PJD 08/13/2024 RFI 137 & 139 PJD 08/13/2024 TRASH ENCL. FOUNDATION PJD 08/26/2024 GRADING ELEVATIONS ADDED PJD 08/29/2024 ADA PARKING REVISION PJD 10/04/2024 RFI 159 & 165 PJD 10/17/2024 RETAIL CURB GRADING PJD 11/18/2024 RFI 178 PJD 12/13/2024 WATER & SANITARY AS-BUILTS PJD 12/05/2024 RFI 185 - SPEED HUMP SIGNAGE PJD 12/27/2024 FUEL ROOF DRAIN PJD 01/06/2025 PROPANE TANK BOLLARDS PJD 01/15/2025 WATER X-ING AS-BUILT PJD C2.0 RECORD DRAWING RECORD DRAWING STATEMENT I, PHIL DALRYMPLE, CERTIFY ALL GRADING AND STORM SEWER IMPROVEMENTS SHOWN HEREIN, INCLUDING ANY NOTED CHANGES OR REVISIONS, ARE IN GENERAL CONFORMANCE WITH THE DESIGN/CONSTRUCTION DOCUMENTS, PURSUANT TO THIS RECORD DRAWING COPY OF THE FINAL GRADING AND STORM SEWER PLANS. SIGNATURE & SEAL AS-BUILT INFORMATION SHOWN HEREON IS BASED ON SURVEY DATA PERFORMED BY PLS CORPORATION ON 01/02/2025-01/15/2025 AND PROVIDED ON 01/15/2025 RECORD DRAWING STATEMENT I CERTIFY ALL GRADING AND STORM SEWER IMPROVEMENTS SHOWN HEREIN, INCLUDING ANY NOTED CHANGES OR REVISIONS, ARE IN GENERAL CONFORMANCE WITH THE DESIGN/CONSTRUCTION DOCUMENTS, PURSUANT TO THIS RECORD DRAWING COPY OF THE FINAL GRADING AND STORM SEWER PLANS. SIGNATURE & SEAL 06/13/2025 COCO JRC PJD GRADING PLAN-2 SCALE: 1"=30' 0 15 30 STAMP H: \ K \ K i n g S o o p e r s - C i t y M a r k e t \ C O , F o r t C o l l i n s - K S S 0 0 0 1 4 6 - # 1 8 C o l l e g e & D r a k e \ C A D D \ 3 - C D \ K s s 1 4 6 _ P _ 1 0 - G r a d . d w g - Er l a n d M o w i n c k e l - 6/ 1 2 / 2 0 2 5 Init.#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 GallowayUS.com 5500 Greenwood Plaza Blvd, Suite 200 Greenwood Village, CO 80111 303.770.8884 Date: Drawn By: Project No: Checked By: KSS000146 FI N A L U T I L I T Y P L A N S F O R MI D T O W N G A R D E N S M A R K E T P L A C E KI N G S O O P E R S M A R K E T P L A C E # 1 4 6 S. C O L L E G E A V E . & D R A K E R D . FO R T C O L L I N S , C O L O R A D O DECEMBER 27, 2024 01/05/2024 WALL DETAIL REVISIONS PJD 03/21/2024 FUEL CENTER SAN LINE PJD 05/09/2024 RFI 79 - COLLEGE AVE INLET PJD 05/20/2024 RFI 102 - WT & FIRE SVC RELO PJD 06/26/2024 RFI 78 & RFI 120 PJD 07/12/2024 RFI MEDIAN TIE-IN PJD 07/16/2024 RFC 18-CANOPY SLAB PJD 07/30/2024 RFI 127 - ROOF DRAINS PJD 08/13/2024 RFI 137 & 139 PJD 08/13/2024 TRASH ENCL. FOUNDATION PJD 08/26/2024 GRADING ELEVATIONS ADDED PJD 08/29/2024 ADA PARKING REVISION PJD 10/04/2024 RFI 159 & 165 PJD 10/17/2024 RETAIL CURB GRADING PJD 11/18/2024 RFI 178 PJD 12/13/2024 WATER & SANITARY AS-BUILTS PJD 12/05/2024 RFI 185 - SPEED HUMP SIGNAGE PJD 12/27/2024 FUEL ROOF DRAIN PJD 01/06/2025 PROPANE TANK BOLLARDS PJD 01/15/2025 WATER X-ING AS-BUILT PJD C2.1 RECORD DRAWING RECORD DRAWING STATEMENT I, PHIL DALRYMPLE, CERTIFY ALL GRADING AND STORM SEWER IMPROVEMENTS SHOWN HEREIN, INCLUDING ANY NOTED CHANGES OR REVISIONS, ARE IN GENERAL CONFORMANCE WITH THE DESIGN/CONSTRUCTION DOCUMENTS, PURSUANT TO THIS RECORD DRAWING COPY OF THE FINAL GRADING AND STORM SEWER PLANS. SIGNATURE & SEAL AS-BUILT INFORMATION SHOWN HEREON IS BASED ON SURVEY DATA PERFORMED BY PLS CORPORATION ON 01/02/2025-01/15/2025 AND PROVIDED ON 01/15/2025 RECORD DRAWING STATEMENT I CERTIFY ALL GRADING AND STORM SEWER IMPROVEMENTS SHOWN HEREIN, INCLUDING ANY NOTED CHANGES OR REVISIONS, ARE IN GENERAL CONFORMANCE WITH THE DESIGN/CONSTRUCTION DOCUMENTS, PURSUANT TO THIS RECORD DRAWING COPY OF THE FINAL GRADING AND STORM SEWER PLANS. SIGNATURE & SEAL 06/13/2025 E E E E E TL TL TL TV E E E E E TL TL TL TV JRC PJD GRADING PLAN-3 SCALE: 1"=30' 0 15 30 STAMP H: \ K \ K i n g S o o p e r s - C i t y M a r k e t \ C O , F o r t C o l l i n s - K S S 0 0 0 1 4 6 - # 1 8 C o l l e g e & D r a k e \ C A D D \ 3 - C D \ K s s 1 4 6 _ P _ 1 0 - G r a d . d w g - Er l a n d M o w i n c k e l - 6/ 1 2 / 2 0 2 5 Init.#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 GallowayUS.com 5500 Greenwood Plaza Blvd, Suite 200 Greenwood Village, CO 80111 303.770.8884 Date: Drawn By: Project No: Checked By: KSS000146 FI N A L U T I L I T Y P L A N S F O R MI D T O W N G A R D E N S M A R K E T P L A C E KI N G S O O P E R S M A R K E T P L A C E # 1 4 6 S. C O L L E G E A V E . & D R A K E R D . FO R T C O L L I N S , C O L O R A D O DECEMBER 27, 2024 01/05/2024 WALL DETAIL REVISIONS PJD 03/21/2024 FUEL CENTER SAN LINE PJD 05/09/2024 RFI 79 - COLLEGE AVE INLET PJD 05/20/2024 RFI 102 - WT & FIRE SVC RELO PJD 06/26/2024 RFI 78 & RFI 120 PJD 07/12/2024 RFI MEDIAN TIE-IN PJD 07/16/2024 RFC 18-CANOPY SLAB PJD 07/30/2024 RFI 127 - ROOF DRAINS PJD 08/13/2024 RFI 137 & 139 PJD 08/13/2024 TRASH ENCL. FOUNDATION PJD 08/26/2024 GRADING ELEVATIONS ADDED PJD 08/29/2024 ADA PARKING REVISION PJD 10/04/2024 RFI 159 & 165 PJD 10/17/2024 RETAIL CURB GRADING PJD 11/18/2024 RFI 178 PJD 12/13/2024 WATER & SANITARY AS-BUILTS PJD 12/05/2024 RFI 185 - SPEED HUMP SIGNAGE PJD 12/27/2024 FUEL ROOF DRAIN PJD 01/06/2025 PROPANE TANK BOLLARDS PJD 01/15/2025 WATER X-ING AS-BUILT PJD C2.2RECORD DRAWING RECORD DRAWING STATEMENT I, PHIL DALRYMPLE, CERTIFY ALL GRADING AND STORM SEWER IMPROVEMENTS SHOWN HEREIN, INCLUDING ANY NOTED CHANGES OR REVISIONS, ARE IN GENERAL CONFORMANCE WITH THE DESIGN/CONSTRUCTION DOCUMENTS, PURSUANT TO THIS RECORD DRAWING COPY OF THE FINAL GRADING AND STORM SEWER PLANS. SIGNATURE & SEAL AS-BUILT INFORMATION SHOWN HEREON IS BASED ON SURVEY DATA PERFORMED BY PLS CORPORATION ON 01/02/2025-01/15/2025 AND PROVIDED ON 01/15/2025 RECORD DRAWING STATEMENT I CERTIFY ALL GRADING AND STORM SEWER IMPROVEMENTS SHOWN HEREIN, INCLUDING ANY NOTED CHANGES OR REVISIONS, ARE IN GENERAL CONFORMANCE WITH THE DESIGN/CONSTRUCTION DOCUMENTS, PURSUANT TO THIS RECORD DRAWING COPY OF THE FINAL GRADING AND STORM SEWER PLANS. SIGNATURE & SEAL 06/13/2025 EVT ECB GM TLTL GM IR WM EVT ECB GM TLTL GM IR WM JRC PJD GRADING PLAN-4 SCALE: 1"=30' 0 15 30 STAMP H: \ K \ K i n g S o o p e r s - C i t y M a r k e t \ C O , F o r t C o l l i n s - K S S 0 0 0 1 4 6 - # 1 8 C o l l e g e & D r a k e \ C A D D \ 3 - C D \ K s s 1 4 6 _ P _ 1 0 - G r a d . d w g - Er l a n d M o w i n c k e l - 6/ 1 2 / 2 0 2 5 Init.#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 GallowayUS.com 5500 Greenwood Plaza Blvd, Suite 200 Greenwood Village, CO 80111 303.770.8884 Date: Drawn By: Project No: Checked By: KSS000146 FI N A L U T I L I T Y P L A N S F O R MI D T O W N G A R D E N S M A R K E T P L A C E KI N G S O O P E R S M A R K E T P L A C E # 1 4 6 S. C O L L E G E A V E . & D R A K E R D . FO R T C O L L I N S , C O L O R A D O DECEMBER 27, 2024 01/05/2024 WALL DETAIL REVISIONS PJD 03/21/2024 FUEL CENTER SAN LINE PJD 05/09/2024 RFI 79 - COLLEGE AVE INLET PJD 05/20/2024 RFI 102 - WT & FIRE SVC RELO PJD 06/26/2024 RFI 78 & RFI 120 PJD 07/12/2024 RFI MEDIAN TIE-IN PJD 07/16/2024 RFC 18-CANOPY SLAB PJD 07/30/2024 RFI 127 - ROOF DRAINS PJD 08/13/2024 RFI 137 & 139 PJD 08/13/2024 TRASH ENCL. FOUNDATION PJD 08/26/2024 GRADING ELEVATIONS ADDED PJD 08/29/2024 ADA PARKING REVISION PJD 10/04/2024 RFI 159 & 165 PJD 10/17/2024 RETAIL CURB GRADING PJD 11/18/2024 RFI 178 PJD 12/13/2024 WATER & SANITARY AS-BUILTS PJD 12/05/2024 RFI 185 - SPEED HUMP SIGNAGE PJD 12/27/2024 FUEL ROOF DRAIN PJD 01/06/2025 PROPANE TANK BOLLARDS PJD 01/15/2025 WATER X-ING AS-BUILT PJD C2.3 RECORD DRAWING RECORD DRAWING STATEMENT I, PHIL DALRYMPLE, CERTIFY ALL GRADING AND STORM SEWER IMPROVEMENTS SHOWN HEREIN, INCLUDING ANY NOTED CHANGES OR REVISIONS, ARE IN GENERAL CONFORMANCE WITH THE DESIGN/CONSTRUCTION DOCUMENTS, PURSUANT TO THIS RECORD DRAWING COPY OF THE FINAL GRADING AND STORM SEWER PLANS. SIGNATURE & SEAL AS-BUILT INFORMATION SHOWN HEREON IS BASED ON SURVEY DATA PERFORMED BY PLS CORPORATION ON 01/02/2025-01/15/2025 AND PROVIDED ON 01/15/2025 RECORD DRAWING STATEMENT I CERTIFY ALL GRADING AND STORM SEWER IMPROVEMENTS SHOWN HEREIN, INCLUDING ANY NOTED CHANGES OR REVISIONS, ARE IN GENERAL CONFORMANCE WITH THE DESIGN/CONSTRUCTION DOCUMENTS, PURSUANT TO THIS RECORD DRAWING COPY OF THE FINAL GRADING AND STORM SEWER PLANS. SIGNATURE & SEAL 06/13/2025 ECB IR WM ECB IR WM STAMP H: \ K \ K i n g S o o p e r s - C i t y M a r k e t \ C O , F o r t C o l l i n s - K S S 0 0 0 1 4 6 - # 1 8 C o l l e g e & D r a k e \ C A D D \ 3 - C D \ K s s 1 4 6 X - S T M P & P - S E T U P . d w g - Er l a n d M o w i n c k e l - 6/ 1 2 / 2 0 2 5 Init.#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 GallowayUS.com 5500 Greenwood Plaza Blvd, Suite 200 Greenwood Village, CO 80111 303.770.8884 Date: Drawn By: Project No: Checked By: KSS000146 FI N A L U T I L I T Y P L A N S F O R MI D T O W N G A R D E N S M A R K E T P L A C E KI N G S O O P E R S M A R K E T P L A C E # 1 4 6 S. C O L L E G E A V E . & D R A K E R D . FO R T C O L L I N S , C O L O R A D O DECEMBER 27, 2024 01/05/2024 WALL DETAIL REVISIONS PJD 03/21/2024 FUEL CENTER SAN LINE PJD 05/09/2024 RFI 79 - COLLEGE AVE INLET PJD 05/20/2024 RFI 102 - WT & FIRE SVC RELO PJD 06/26/2024 RFI 78 & RFI 120 PJD 07/12/2024 RFI MEDIAN TIE-IN PJD 07/16/2024 RFC 18-CANOPY SLAB PJD 07/30/2024 RFI 127 - ROOF DRAINS PJD 08/13/2024 RFI 137 & 139 PJD 08/13/2024 TRASH ENCL. FOUNDATION PJD 08/26/2024 GRADING ELEVATIONS ADDED PJD 08/29/2024 ADA PARKING REVISION PJD 10/04/2024 RFI 159 & 165 PJD 10/17/2024 RETAIL CURB GRADING PJD 11/18/2024 RFI 178 PJD 12/13/2024 WATER & SANITARY AS-BUILTS PJD 12/05/2024 RFI 185 - SPEED HUMP SIGNAGE PJD 12/27/2024 FUEL ROOF DRAIN PJD 01/06/2025 PROPANE TANK BOLLARDS PJD 01/15/2025 WATER X-ING AS-BUILT PJD PLAN: STORM SEWER LINE SD-A (STA 2+50 TO STA 5+50) SCALE: 1"=20' SCALE: 1"=20' 0 10 20 PROFILE: STORM SEWER LINE SD-A (STA 2+50 TO STA 5+50) SCALE: 1"=20' HORIZ, 1"=4' VERT PROFILE: STORM SEWER LINE SD-A (STA 0+00 TO STA 1+75) SCALE: 1"=20' HORIZ, 1"=4' VERT EM WV WM SS CO DYH IR ECB TL E EVT GM RI E SCALE: 1"=20' 0 10 20PLAN: STORM SEWER LINE SD-A (STA 0+00 TO STA 1+75) SCALE: 1"=20' EKM PJD STORM SEWER PLAN & PROFILE C5.1 RECORD DRAWING RECORD DRAWING STATEMENT I, PHIL DALRYMPLE, CERTIFY ALL GRADING AND STORM SEWER IMPROVEMENTS SHOWN HEREIN, INCLUDING ANY NOTED CHANGES OR REVISIONS, ARE IN GENERAL CONFORMANCE WITH THE DESIGN/CONSTRUCTION DOCUMENTS, PURSUANT TO THIS RECORD DRAWING COPY OF THE FINAL GRADING AND STORM SEWER PLANS. SIGNATURE & SEAL AS-BUILT INFORMATION SHOWN HEREON IS BASED ON SURVEY DATA PERFORMED BY PLS CORPORATION ON 01/02/2025-01/15/2025 AND PROVIDED ON 01/15/2025 RECORD DRAWING STATEMENT I CERTIFY ALL GRADING AND STORM SEWER IMPROVEMENTS SHOWN HEREIN, INCLUDING ANY NOTED CHANGES OR REVISIONS, ARE IN GENERAL CONFORMANCE WITH THE DESIGN/CONSTRUCTION DOCUMENTS, PURSUANT TO THIS RECORD DRAWING COPY OF THE FINAL GRADING AND STORM SEWER PLANS. SIGNATURE & SEAL 06/13/2025 STAMP H: \ K \ K i n g S o o p e r s - C i t y M a r k e t \ C O , F o r t C o l l i n s - K S S 0 0 0 1 4 6 - # 1 8 C o l l e g e & D r a k e \ C A D D \ 3 - C D \ K s s 1 4 6 X - S T M P & P - S E T U P . d w g - Er l a n d M o w i n c k e l - 6/ 1 2 / 2 0 2 5 Init.#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 GallowayUS.com 5500 Greenwood Plaza Blvd, Suite 200 Greenwood Village, CO 80111 303.770.8884 Date: Drawn By: Project No: Checked By: KSS000146 FI N A L U T I L I T Y P L A N S F O R MI D T O W N G A R D E N S M A R K E T P L A C E KI N G S O O P E R S M A R K E T P L A C E # 1 4 6 S. C O L L E G E A V E . & D R A K E R D . FO R T C O L L I N S , C O L O R A D O DECEMBER 27, 2024 01/05/2024 WALL DETAIL REVISIONS PJD 03/21/2024 FUEL CENTER SAN LINE PJD 05/09/2024 RFI 79 - COLLEGE AVE INLET PJD 05/20/2024 RFI 102 - WT & FIRE SVC RELO PJD 06/26/2024 RFI 78 & RFI 120 PJD 07/12/2024 RFI MEDIAN TIE-IN PJD 07/16/2024 RFC 18-CANOPY SLAB PJD 07/30/2024 RFI 127 - ROOF DRAINS PJD 08/13/2024 RFI 137 & 139 PJD 08/13/2024 TRASH ENCL. FOUNDATION PJD 08/26/2024 GRADING ELEVATIONS ADDED PJD 08/29/2024 ADA PARKING REVISION PJD 10/04/2024 RFI 159 & 165 PJD 10/17/2024 RETAIL CURB GRADING PJD 11/18/2024 RFI 178 PJD 12/13/2024 WATER & SANITARY AS-BUILTS PJD 12/05/2024 RFI 185 - SPEED HUMP SIGNAGE PJD 12/27/2024 FUEL ROOF DRAIN PJD 01/06/2025 PROPANE TANK BOLLARDS PJD 01/15/2025 WATER X-ING AS-BUILT PJD PLAN: STORM SEWER LINE SD-A (STA 5+50 TO STA 9+50) SCALE: 1"=20' SCALE: 1"=20' 0 10 20 PROFILE: STORM SEWER LINE SD-A (STA 5+50 TO STA 9+50) SCALE: 1"=20' HORIZ, 1"=4' VERT EM WV WM SS CO DYH IR ECB TL E EVT GM RI E EKM PJD STORM SEWER PLAN & PROFILE C5.2 RECORD DRAWING RECORD DRAWING STATEMENT I, PHIL DALRYMPLE, CERTIFY ALL GRADING AND STORM SEWER IMPROVEMENTS SHOWN HEREIN, INCLUDING ANY NOTED CHANGES OR REVISIONS, ARE IN GENERAL CONFORMANCE WITH THE DESIGN/CONSTRUCTION DOCUMENTS, PURSUANT TO THIS RECORD DRAWING COPY OF THE FINAL GRADING AND STORM SEWER PLANS. SIGNATURE & SEAL AS-BUILT INFORMATION SHOWN HEREON IS BASED ON SURVEY DATA PERFORMED BY PLS CORPORATION ON 01/02/2025-01/15/2025 AND PROVIDED ON 01/15/2025 RECORD DRAWING STATEMENT I CERTIFY ALL GRADING AND STORM SEWER IMPROVEMENTS SHOWN HEREIN, INCLUDING ANY NOTED CHANGES OR REVISIONS, ARE IN GENERAL CONFORMANCE WITH THE DESIGN/CONSTRUCTION DOCUMENTS, PURSUANT TO THIS RECORD DRAWING COPY OF THE FINAL GRADING AND STORM SEWER PLANS. SIGNATURE & SEAL 06/13/2025 EE STAMP H: \ K \ K i n g S o o p e r s - C i t y M a r k e t \ C O , F o r t C o l l i n s - K S S 0 0 0 1 4 6 - # 1 8 C o l l e g e & D r a k e \ C A D D \ 3 - C D \ K s s 1 4 6 X - S T M P & P - S E T U P . d w g - Er l a n d M o w i n c k e l - 6/ 1 2 / 2 0 2 5 Init.#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 GallowayUS.com 5500 Greenwood Plaza Blvd, Suite 200 Greenwood Village, CO 80111 303.770.8884 Date: Drawn By: Project No: Checked By: KSS000146 FI N A L U T I L I T Y P L A N S F O R MI D T O W N G A R D E N S M A R K E T P L A C E KI N G S O O P E R S M A R K E T P L A C E # 1 4 6 S. C O L L E G E A V E . & D R A K E R D . FO R T C O L L I N S , C O L O R A D O DECEMBER 27, 2024 01/05/2024 WALL DETAIL REVISIONS PJD 03/21/2024 FUEL CENTER SAN LINE PJD 05/09/2024 RFI 79 - COLLEGE AVE INLET PJD 05/20/2024 RFI 102 - WT & FIRE SVC RELO PJD 06/26/2024 RFI 78 & RFI 120 PJD 07/12/2024 RFI MEDIAN TIE-IN PJD 07/16/2024 RFC 18-CANOPY SLAB PJD 07/30/2024 RFI 127 - ROOF DRAINS PJD 08/13/2024 RFI 137 & 139 PJD 08/13/2024 TRASH ENCL. FOUNDATION PJD 08/26/2024 GRADING ELEVATIONS ADDED PJD 08/29/2024 ADA PARKING REVISION PJD 10/04/2024 RFI 159 & 165 PJD 10/17/2024 RETAIL CURB GRADING PJD 11/18/2024 RFI 178 PJD 12/13/2024 WATER & SANITARY AS-BUILTS PJD 12/05/2024 RFI 185 - SPEED HUMP SIGNAGE PJD 12/27/2024 FUEL ROOF DRAIN PJD 01/06/2025 PROPANE TANK BOLLARDS PJD 01/15/2025 WATER X-ING AS-BUILT PJD PLAN: STORM SEWER LINE SD-A (STA 9+50 TO STA 13+75) SCALE: 1"=20' SCALE: 1"=20' 0 10 20 PROFILE: STORM SEWER LINE SD-A (STA 9+50 TO STA 13+75) SCALE: 1"=20' HORIZ, 1"=4' VERT EM WV WM SS CO DYH IR ECB TL E EVT GM RI E EKM PJD STORM SEWER PLAN & PROFILE C5.3 RECORD DRAWING RECORD DRAWING STATEMENT I, PHIL DALRYMPLE, CERTIFY ALL GRADING AND STORM SEWER IMPROVEMENTS SHOWN HEREIN, INCLUDING ANY NOTED CHANGES OR REVISIONS, ARE IN GENERAL CONFORMANCE WITH THE DESIGN/CONSTRUCTION DOCUMENTS, PURSUANT TO THIS RECORD DRAWING COPY OF THE FINAL GRADING AND STORM SEWER PLANS. SIGNATURE & SEAL AS-BUILT INFORMATION SHOWN HEREON IS BASED ON SURVEY DATA PERFORMED BY PLS CORPORATION ON 01/02/2025-01/15/2025 AND PROVIDED ON 01/15/2025 RECORD DRAWING STATEMENT I CERTIFY ALL GRADING AND STORM SEWER IMPROVEMENTS SHOWN HEREIN, INCLUDING ANY NOTED CHANGES OR REVISIONS, ARE IN GENERAL CONFORMANCE WITH THE DESIGN/CONSTRUCTION DOCUMENTS, PURSUANT TO THIS RECORD DRAWING COPY OF THE FINAL GRADING AND STORM SEWER PLANS. SIGNATURE & SEAL 06/13/2025 IRIR STAMP H: \ K \ K i n g S o o p e r s - C i t y M a r k e t \ C O , F o r t C o l l i n s - K S S 0 0 0 1 4 6 - # 1 8 C o l l e g e & D r a k e \ C A D D \ 3 - C D \ K s s 1 4 6 X - S T M P & P - S E T U P . d w g - Er l a n d M o w i n c k e l - 6/ 1 2 / 2 0 2 5 Init.#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 GallowayUS.com 5500 Greenwood Plaza Blvd, Suite 200 Greenwood Village, CO 80111 303.770.8884 Date: Drawn By: Project No: Checked By: KSS000146 FI N A L U T I L I T Y P L A N S F O R MI D T O W N G A R D E N S M A R K E T P L A C E KI N G S O O P E R S M A R K E T P L A C E # 1 4 6 S. C O L L E G E A V E . & D R A K E R D . FO R T C O L L I N S , C O L O R A D O DECEMBER 27, 2024 01/05/2024 WALL DETAIL REVISIONS PJD 03/21/2024 FUEL CENTER SAN LINE PJD 05/09/2024 RFI 79 - COLLEGE AVE INLET PJD 05/20/2024 RFI 102 - WT & FIRE SVC RELO PJD 06/26/2024 RFI 78 & RFI 120 PJD 07/12/2024 RFI MEDIAN TIE-IN PJD 07/16/2024 RFC 18-CANOPY SLAB PJD 07/30/2024 RFI 127 - ROOF DRAINS PJD 08/13/2024 RFI 137 & 139 PJD 08/13/2024 TRASH ENCL. FOUNDATION PJD 08/26/2024 GRADING ELEVATIONS ADDED PJD 08/29/2024 ADA PARKING REVISION PJD 10/04/2024 RFI 159 & 165 PJD 10/17/2024 RETAIL CURB GRADING PJD 11/18/2024 RFI 178 PJD 12/13/2024 WATER & SANITARY AS-BUILTS PJD 12/05/2024 RFI 185 - SPEED HUMP SIGNAGE PJD 12/27/2024 FUEL ROOF DRAIN PJD 01/06/2025 PROPANE TANK BOLLARDS PJD 01/15/2025 WATER X-ING AS-BUILT PJD PLAN: STORM SEWER LINE SD-D (STA 0+00 TO STA 0+70) SCALE: 1"=20' SCALE: 1"=20' 0 10 20 PLAN: STORM SEWER LINE SD-A3 (STA 0+00 TO STA 0+50) SCALE: 1"=20' SCALE: 1"=20' 0 10 20 EM WV WM SS CO DYH IR ECB TL E EVT GM RI E PLAN: STORM SEWER LINE SD-A2 (STA 0+00 TO STA 0+50) SCALE: 1"=20' SCALE: 1"=20' 0 10 20 PROFILE: STORM SEWER LINE SD-A2 (STA 0+00 TO STA 0+50) SCALE: 1"=20' HORIZ, 1"=4' VERT PLAN: STORM SEWER LINE SD-A1 (STA 0+00 TO STA 1+25) SCALE: 1"=20' PROFILE: STORM SEWER LINE SD-A3 (STA 0+00 TO STA 0+50) SCALE: 1"=20' HORIZ, 1"=4' VERT PROFILE: STORM SEWER LINE SD-D (STA 0+00 TO STA 0+70) SCALE: 1"=20' HORIZ, 1"=4' VERT PROFILE: STORM SEWER LINE SD-A1 (STA 0+00 TO STA 1+25) SCALE: 1"=20' HORIZ, 1"=4' VERT SCALE: 1"=20' 0 10 20 EKM PJD STORM SEWER PLAN & PROFILE C5.4 RECORD DRAWING RECORD DRAWING STATEMENT I, PHIL DALRYMPLE, CERTIFY ALL GRADING AND STORM SEWER IMPROVEMENTS SHOWN HEREIN, INCLUDING ANY NOTED CHANGES OR REVISIONS, ARE IN GENERAL CONFORMANCE WITH THE DESIGN/CONSTRUCTION DOCUMENTS, PURSUANT TO THIS RECORD DRAWING COPY OF THE FINAL GRADING AND STORM SEWER PLANS. SIGNATURE & SEAL AS-BUILT INFORMATION SHOWN HEREON IS BASED ON SURVEY DATA PERFORMED BY PLS CORPORATION ON 01/02/2025-01/15/2025 AND PROVIDED ON 01/15/2025 RECORD DRAWING STATEMENT I CERTIFY ALL GRADING AND STORM SEWER IMPROVEMENTS SHOWN HEREIN, INCLUDING ANY NOTED CHANGES OR REVISIONS, ARE IN GENERAL CONFORMANCE WITH THE DESIGN/CONSTRUCTION DOCUMENTS, PURSUANT TO THIS RECORD DRAWING COPY OF THE FINAL GRADING AND STORM SEWER PLANS. SIGNATURE & SEAL 06/13/2025 STAMP H: \ K \ K i n g S o o p e r s - C i t y M a r k e t \ C O , F o r t C o l l i n s - K S S 0 0 0 1 4 6 - # 1 8 C o l l e g e & D r a k e \ C A D D \ 3 - C D \ K s s 1 4 6 X - S T M P & P - S E T U P . d w g - Er l a n d M o w i n c k e l - 6/ 1 2 / 2 0 2 5 Init.#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 GallowayUS.com 5500 Greenwood Plaza Blvd, Suite 200 Greenwood Village, CO 80111 303.770.8884 Date: Drawn By: Project No: Checked By: KSS000146 FI N A L U T I L I T Y P L A N S F O R MI D T O W N G A R D E N S M A R K E T P L A C E KI N G S O O P E R S M A R K E T P L A C E # 1 4 6 S. C O L L E G E A V E . & D R A K E R D . FO R T C O L L I N S , C O L O R A D O DECEMBER 27, 2024 01/05/2024 WALL DETAIL REVISIONS PJD 03/21/2024 FUEL CENTER SAN LINE PJD 05/09/2024 RFI 79 - COLLEGE AVE INLET PJD 05/20/2024 RFI 102 - WT & FIRE SVC RELO PJD 06/26/2024 RFI 78 & RFI 120 PJD 07/12/2024 RFI MEDIAN TIE-IN PJD 07/16/2024 RFC 18-CANOPY SLAB PJD 07/30/2024 RFI 127 - ROOF DRAINS PJD 08/13/2024 RFI 137 & 139 PJD 08/13/2024 TRASH ENCL. FOUNDATION PJD 08/26/2024 GRADING ELEVATIONS ADDED PJD 08/29/2024 ADA PARKING REVISION PJD 10/04/2024 RFI 159 & 165 PJD 10/17/2024 RETAIL CURB GRADING PJD 11/18/2024 RFI 178 PJD 12/13/2024 WATER & SANITARY AS-BUILTS PJD 12/05/2024 RFI 185 - SPEED HUMP SIGNAGE PJD 12/27/2024 FUEL ROOF DRAIN PJD 01/06/2025 PROPANE TANK BOLLARDS PJD 01/15/2025 WATER X-ING AS-BUILT PJD PLAN: STORM SEWER LINE SD-C1 (STA 0+00 TO STA 2+00) SCALE: 1"=20' SCALE: 1"=20' 0 10 20 PROFILE: STORM SEWER LINE SD-C1 (STA 0+00 TO STA 2+00) SCALE: 1"=20' HORIZ, 1"=4' VERT PLAN: STORM SEWER LINE SD-B (STA 0+00 TO STA 1+00) SCALE: 1"=20' SCALE: 1"=20' 0 10 20 PROFILE: STORM SEWER LINE SD-B (STA 0+00 TO STA 1+00) SCALE: 1"=20' HORIZ, 1"=4' VERT EM WV WM SS CO DYH IR ECB TL E EVT GM RI E EKM PJD STORM SEWER PLAN & PROFILE C5.5 PLAN: STORM SEWER LINE SD-E (STA 0+00 TO STA 0+50) SCALE: 1"=20' 0 10 20 PROFILE: STORM SEWER LINE SD-E (STA 0+00 TO STA 0+50) SCALE: 1"=20' HORIZ, 1"=4' VERT RECORD DRAWING RECORD DRAWING STATEMENT I, PHIL DALRYMPLE, CERTIFY ALL GRADING AND STORM SEWER IMPROVEMENTS SHOWN HEREIN, INCLUDING ANY NOTED CHANGES OR REVISIONS, ARE IN GENERAL CONFORMANCE WITH THE DESIGN/CONSTRUCTION DOCUMENTS, PURSUANT TO THIS RECORD DRAWING COPY OF THE FINAL GRADING AND STORM SEWER PLANS. SIGNATURE & SEAL AS-BUILT INFORMATION SHOWN HEREON IS BASED ON SURVEY DATA PERFORMED BY PLS CORPORATION ON 01/02/2025-01/15/2025 AND PROVIDED ON 01/15/2025 RECORD DRAWING STATEMENT I CERTIFY ALL GRADING AND STORM SEWER IMPROVEMENTS SHOWN HEREIN, INCLUDING ANY NOTED CHANGES OR REVISIONS, ARE IN GENERAL CONFORMANCE WITH THE DESIGN/CONSTRUCTION DOCUMENTS, PURSUANT TO THIS RECORD DRAWING COPY OF THE FINAL GRADING AND STORM SEWER PLANS. SIGNATURE & SEAL 06/13/2025 STAMP H: \ K \ K i n g S o o p e r s - C i t y M a r k e t \ C O , F o r t C o l l i n s - K S S 0 0 0 1 4 6 - # 1 8 C o l l e g e & D r a k e \ C A D D \ 3 - C D \ K s s 1 4 6 X - S T M P & P - S E T U P . d w g - Er l a n d M o w i n c k e l - 6/ 1 2 / 2 0 2 5 Init.#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 GallowayUS.com 5500 Greenwood Plaza Blvd, Suite 200 Greenwood Village, CO 80111 303.770.8884 Date: Drawn By: Project No: Checked By: KSS000146 FI N A L U T I L I T Y P L A N S F O R MI D T O W N G A R D E N S M A R K E T P L A C E KI N G S O O P E R S M A R K E T P L A C E # 1 4 6 S. C O L L E G E A V E . & D R A K E R D . FO R T C O L L I N S , C O L O R A D O DECEMBER 27, 2024 01/05/2024 WALL DETAIL REVISIONS PJD 03/21/2024 FUEL CENTER SAN LINE PJD 05/09/2024 RFI 79 - COLLEGE AVE INLET PJD 05/20/2024 RFI 102 - WT & FIRE SVC RELO PJD 06/26/2024 RFI 78 & RFI 120 PJD 07/12/2024 RFI MEDIAN TIE-IN PJD 07/16/2024 RFC 18-CANOPY SLAB PJD 07/30/2024 RFI 127 - ROOF DRAINS PJD 08/13/2024 RFI 137 & 139 PJD 08/13/2024 TRASH ENCL. FOUNDATION PJD 08/26/2024 GRADING ELEVATIONS ADDED PJD 08/29/2024 ADA PARKING REVISION PJD 10/04/2024 RFI 159 & 165 PJD 10/17/2024 RETAIL CURB GRADING PJD 11/18/2024 RFI 178 PJD 12/13/2024 WATER & SANITARY AS-BUILTS PJD 12/05/2024 RFI 185 - SPEED HUMP SIGNAGE PJD 12/27/2024 FUEL ROOF DRAIN PJD 01/06/2025 PROPANE TANK BOLLARDS PJD 01/15/2025 WATER X-ING AS-BUILT PJD PLAN: STORM SEWER LINE SD-C (STA 0+00 TO STA 4+00) SCALE: 1"=20' SCALE: 1"=20' 0 10 20 PROFILE: STORM SEWER LINE SD-C (STA 0+00 TO STA 4+00) SCALE: 1"=20' HORIZ, 1"=4' VERT EM WV WM SS CO DYH IR ECB TL E EVT GM RI E EKM PJD STORM SEWER PLAN & PROFILE C5.6 RECORD DRAWING RECORD DRAWING STATEMENT I, PHIL DALRYMPLE, CERTIFY ALL GRADING AND STORM SEWER IMPROVEMENTS SHOWN HEREIN, INCLUDING ANY NOTED CHANGES OR REVISIONS, ARE IN GENERAL CONFORMANCE WITH THE DESIGN/CONSTRUCTION DOCUMENTS, PURSUANT TO THIS RECORD DRAWING COPY OF THE FINAL GRADING AND STORM SEWER PLANS. SIGNATURE & SEAL AS-BUILT INFORMATION SHOWN HEREON IS BASED ON SURVEY DATA PERFORMED BY PLS CORPORATION ON 01/02/2025-01/15/2025 AND PROVIDED ON 01/15/2025 RECORD DRAWING STATEMENT I CERTIFY ALL GRADING AND STORM SEWER IMPROVEMENTS SHOWN HEREIN, INCLUDING ANY NOTED CHANGES OR REVISIONS, ARE IN GENERAL CONFORMANCE WITH THE DESIGN/CONSTRUCTION DOCUMENTS, PURSUANT TO THIS RECORD DRAWING COPY OF THE FINAL GRADING AND STORM SEWER PLANS. SIGNATURE & SEAL 06/13/2025 STAMP H: \ K \ K i n g S o o p e r s - C i t y M a r k e t \ C O , F o r t C o l l i n s - K S S 0 0 0 1 4 6 - # 1 8 C o l l e g e & D r a k e \ C A D D \ 3 - C D \ K s s 1 4 6 X - U G D e t e n t i o n . d w g - Er l a n d M o w i n c k e l - 6/ 1 2 / 2 0 2 5 Init.#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 GallowayUS.com 5500 Greenwood Plaza Blvd, Suite 200 Greenwood Village, CO 80111 303.770.8884 Date: Drawn By: Project No: Checked By: KSS000146 FI N A L U T I L I T Y P L A N S F O R MI D T O W N G A R D E N S M A R K E T P L A C E KI N G S O O P E R S M A R K E T P L A C E # 1 4 6 S. C O L L E G E A V E . & D R A K E R D . FO R T C O L L I N S , C O L O R A D O DECEMBER 27, 2024 01/05/2024 WALL DETAIL REVISIONS PJD 03/21/2024 FUEL CENTER SAN LINE PJD 05/09/2024 RFI 79 - COLLEGE AVE INLET PJD 05/20/2024 RFI 102 - WT & FIRE SVC RELO PJD 06/26/2024 RFI 78 & RFI 120 PJD 07/12/2024 RFI MEDIAN TIE-IN PJD 07/16/2024 RFC 18-CANOPY SLAB PJD 07/30/2024 RFI 127 - ROOF DRAINS PJD 08/13/2024 RFI 137 & 139 PJD 08/13/2024 TRASH ENCL. FOUNDATION PJD 08/26/2024 GRADING ELEVATIONS ADDED PJD 08/29/2024 ADA PARKING REVISION PJD 10/04/2024 RFI 159 & 165 PJD 10/17/2024 RETAIL CURB GRADING PJD 11/18/2024 RFI 178 PJD 12/13/2024 WATER & SANITARY AS-BUILTS PJD 12/05/2024 RFI 185 - SPEED HUMP SIGNAGE PJD 12/27/2024 FUEL ROOF DRAIN PJD 01/06/2025 PROPANE TANK BOLLARDS PJD 01/15/2025 WATER X-ING AS-BUILT PJD SCALE: 1"=20' 0 10 20 PLAN: UNDERGROUND DETENTION SCALE: 1"=20' EM WV WM SS CO DYH IR ECB TL E EVT GM RI E PROFILE: UNDERGROUND DETENTION SCALE: 1"=20' EKM PJD C5.7 UNDERGROUND DETENTION UNDERDRAIN ENCASEMENT DETAIL SCALE: NTS RECORD DRAWING RECORD DRAWING STATEMENT I, PHIL DALRYMPLE, CERTIFY ALL GRADING AND STORM SEWER IMPROVEMENTS SHOWN HEREIN, INCLUDING ANY NOTED CHANGES OR REVISIONS, ARE IN GENERAL CONFORMANCE WITH THE DESIGN/CONSTRUCTION DOCUMENTS, PURSUANT TO THIS RECORD DRAWING COPY OF THE FINAL GRADING AND STORM SEWER PLANS. SIGNATURE & SEAL AS-BUILT INFORMATION SHOWN HEREON IS BASED ON SURVEY DATA PERFORMED BY PLS CORPORATION ON 01/02/2025-01/15/2025 AND PROVIDED ON 01/15/2025 RECORD DRAWING STATEMENT I CERTIFY ALL GRADING AND STORM SEWER IMPROVEMENTS SHOWN HEREIN, INCLUDING ANY NOTED CHANGES OR REVISIONS, ARE IN GENERAL CONFORMANCE WITH THE DESIGN/CONSTRUCTION DOCUMENTS, PURSUANT TO THIS RECORD DRAWING COPY OF THE FINAL GRADING AND STORM SEWER PLANS. SIGNATURE & SEAL 06/13/2025 STAMP H: \ K \ K i n g S o o p e r s - C i t y M a r k e t \ C O , F o r t C o l l i n s - K S S 0 0 0 1 4 6 - # 1 8 C o l l e g e & D r a k e \ C A D D \ 3 - C D \ K s s 1 4 6 X - S D D e t s . d w g - Er l a n d M o w i n c k e l - 6/ 1 2 / 2 0 2 5 Init.#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 GallowayUS.com 5500 Greenwood Plaza Blvd, Suite 200 Greenwood Village, CO 80111 303.770.8884 Date: Drawn By: Project No: Checked By: KSS000146 FI N A L U T I L I T Y P L A N S F O R MI D T O W N G A R D E N S M A R K E T P L A C E KI N G S O O P E R S M A R K E T P L A C E # 1 4 6 S. C O L L E G E A V E . & D R A K E R D . FO R T C O L L I N S , C O L O R A D O DECEMBER 27, 2024 01/05/2024 WALL DETAIL REVISIONS PJD 03/21/2024 FUEL CENTER SAN LINE PJD 05/09/2024 RFI 79 - COLLEGE AVE INLET PJD 05/20/2024 RFI 102 - WT & FIRE SVC RELO PJD 06/26/2024 RFI 78 & RFI 120 PJD 07/12/2024 RFI MEDIAN TIE-IN PJD 07/16/2024 RFC 18-CANOPY SLAB PJD 07/30/2024 RFI 127 - ROOF DRAINS PJD 08/13/2024 RFI 137 & 139 PJD 08/13/2024 TRASH ENCL. FOUNDATION PJD 08/26/2024 GRADING ELEVATIONS ADDED PJD 08/29/2024 ADA PARKING REVISION PJD 10/04/2024 RFI 159 & 165 PJD 10/17/2024 RETAIL CURB GRADING PJD 11/18/2024 RFI 178 PJD 12/13/2024 WATER & SANITARY AS-BUILTS PJD 12/05/2024 RFI 185 - SPEED HUMP SIGNAGE PJD 12/27/2024 FUEL ROOF DRAIN PJD 01/06/2025 PROPANE TANK BOLLARDS PJD 01/15/2025 WATER X-ING AS-BUILT PJD EKM PJD OUTLET STRUCTURE DETAILS C5.13RECORD DRAWING RECORD DRAWING STATEMENT I, PHIL DALRYMPLE, CERTIFY ALL GRADING AND STORM SEWER IMPROVEMENTS SHOWN HEREIN, INCLUDING ANY NOTED CHANGES OR REVISIONS, ARE IN GENERAL CONFORMANCE WITH THE DESIGN/CONSTRUCTION DOCUMENTS, PURSUANT TO THIS RECORD DRAWING COPY OF THE FINAL GRADING AND STORM SEWER PLANS. SIGNATURE & SEAL AS-BUILT INFORMATION SHOWN HEREON IS BASED ON SURVEY DATA PERFORMED BY PLS CORPORATION ON 01/02/2025-01/15/2025 AND PROVIDED ON 01/15/2025 RECORD DRAWING STATEMENT I CERTIFY ALL GRADING AND STORM SEWER IMPROVEMENTS SHOWN HEREIN, INCLUDING ANY NOTED CHANGES OR REVISIONS, ARE IN GENERAL CONFORMANCE WITH THE DESIGN/CONSTRUCTION DOCUMENTS, PURSUANT TO THIS RECORD DRAWING COPY OF THE FINAL GRADING AND STORM SEWER PLANS. SIGNATURE & SEAL 06/13/2025 STAMP H: \ K \ K i n g S o o p e r s - C i t y M a r k e t \ C O , F o r t C o l l i n s - K S S 0 0 0 1 4 6 - # 1 8 C o l l e g e & D r a k e \ C A D D \ 3 - C D \ K s s 1 4 6 X - C h a s e D r a i n s . d w g - Er l a n d M o w i n c k e l - 6/ 1 2 / 2 0 2 5 Init.#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 GallowayUS.com 5500 Greenwood Plaza Blvd, Suite 200 Greenwood Village, CO 80111 303.770.8884 Date: Drawn By: Project No: Checked By: KSS000146 FI N A L U T I L I T Y P L A N S F O R MI D T O W N G A R D E N S M A R K E T P L A C E KI N G S O O P E R S M A R K E T P L A C E # 1 4 6 S. C O L L E G E A V E . & D R A K E R D . FO R T C O L L I N S , C O L O R A D O DECEMBER 27, 2024 01/05/2024 WALL DETAIL REVISIONS PJD 03/21/2024 FUEL CENTER SAN LINE PJD 05/09/2024 RFI 79 - COLLEGE AVE INLET PJD 05/20/2024 RFI 102 - WT & FIRE SVC RELO PJD 06/26/2024 RFI 78 & RFI 120 PJD 07/12/2024 RFI MEDIAN TIE-IN PJD 07/16/2024 RFC 18-CANOPY SLAB PJD 07/30/2024 RFI 127 - ROOF DRAINS PJD 08/13/2024 RFI 137 & 139 PJD 08/13/2024 TRASH ENCL. FOUNDATION PJD 08/26/2024 GRADING ELEVATIONS ADDED PJD 08/29/2024 ADA PARKING REVISION PJD 10/04/2024 RFI 159 & 165 PJD 10/17/2024 RETAIL CURB GRADING PJD 11/18/2024 RFI 178 PJD 12/13/2024 WATER & SANITARY AS-BUILTS PJD 12/05/2024 RFI 185 - SPEED HUMP SIGNAGE PJD 12/27/2024 FUEL ROOF DRAIN PJD 01/06/2025 PROPANE TANK BOLLARDS PJD 01/15/2025 WATER X-ING AS-BUILT PJD SCALE: 1"=5' 0 2 51 SCALE: 1"=5' 0 2 51 SCALE: 1"=5' 0 2 51 CHASE DRAIN DETAILS C5.14 EKM PJD RECORD DRAWING RECORD DRAWING STATEMENT I, PHIL DALRYMPLE, CERTIFY ALL GRADING AND STORM SEWER IMPROVEMENTS SHOWN HEREIN, INCLUDING ANY NOTED CHANGES OR REVISIONS, ARE IN GENERAL CONFORMANCE WITH THE DESIGN/CONSTRUCTION DOCUMENTS, PURSUANT TO THIS RECORD DRAWING COPY OF THE FINAL GRADING AND STORM SEWER PLANS. SIGNATURE & SEAL AS-BUILT INFORMATION SHOWN HEREON IS BASED ON SURVEY DATA PERFORMED BY PLS CORPORATION ON 01/02/2025-01/15/2025 AND PROVIDED ON 01/15/2025 RECORD DRAWING STATEMENT I CERTIFY ALL GRADING AND STORM SEWER IMPROVEMENTS SHOWN HEREIN, INCLUDING ANY NOTED CHANGES OR REVISIONS, ARE IN GENERAL CONFORMANCE WITH THE DESIGN/CONSTRUCTION DOCUMENTS, PURSUANT TO THIS RECORD DRAWING COPY OF THE FINAL GRADING AND STORM SEWER PLANS. SIGNATURE & SEAL 06/13/2025 ©2013 ADS, INC. PROJECT INFORMATION ADS SALES REP: ENGINEERED PRODUCT MANAGER: PROJECT NO: ADVANCED DRAINAGE SYSTEMS, INC. R KING SOOPERS FORT COLLINS, CO MARK KAELBERER 720-256-8225 MARK.KAELBERER@ADS-PIPE.COM S204757 JEROME MAGSINO 303-349-7555 JEROME.MAGSINO@ADS-PIPE.COM IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF MC-4500 CHAMBER SYSTEM 1.STORMTECH MC-4500 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A PRE-CONSTRUCTION MEETING WITH THE INSTALLERS. 2.STORMTECH MC-4500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". 3.CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR EXCAVATOR SITUATED OVER THE CHAMBERS. STORMTECH RECOMMENDS 3 BACKFILL METHODS: ·STONESHOOTER LOCATED OFF THE CHAMBER BED. ·BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. ·BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR. 4.THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS. 5.JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE. 6.MAINTAIN MINIMUM - 9" (230 mm) SPACING BETWEEN THE CHAMBER ROWS. 7.INLET AND OUTLET MANIFOLDS MUST BE INSERTED A MINIMUM OF 12" (300 mm) INTO CHAMBER END CAPS. 8.EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE MEETING THE AASHTO M43 DESIGNATION OF #3 OR #4. 9.STONE SHALL BE BROUGHT UP EVENLY AROUND CHAMBERS SO AS NOT TO DISTORT THE CHAMBER SHAPE. STONE DEPTHS SHOULD NEVER DIFFER BY MORE THAN 12" (300 mm) BETWEEN ADJACENT CHAMBER ROWS. 10.STONE MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBERS IN PLACE AND PRESERVE ROW SPACING. 11.THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIAL BEARING CAPACITIES TO THE SITE DESIGN ENGINEER. 12.ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. NOTES FOR CONSTRUCTION EQUIPMENT 1.STORMTECH MC-4500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". 2.THE USE OF EQUIPMENT OVER MC-4500 CHAMBERS IS LIMITED: ·NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. ·NO RUBBER TIRED LOADER, DUMP TRUCK, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". ·WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". 3.FULL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING. USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO CHAMBERS AND IS NOT AN ACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY USING THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD WARRANTY. CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT. MC-4500 STORMTECH CHAMBER SPECIFICATIONS 1.CHAMBERS SHALL BE STORMTECH MC-4500. 2.CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT-MODIFIED POLYPROPYLENE COPOLYMERS. 3.CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 60x101. 4.CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION. 5.THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1) LONG-DURATION DEAD LOADS AND 2) SHORT-DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 6.CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787, "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<1 MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2) MAXIMUM PERMANENT (75-YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN TRUCK. 7.REQUIREMENTS FOR HANDLING AND INSTALLATION: ·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. ·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3”. ·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 500 LBS/IN/IN. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. 8.ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGN ENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: ·THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER. ·THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FOR DEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE. ·THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGN EXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN. 9.CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY. FOR STORMTECH INSTRUCTIONS, DOWNLOAD THE INSTALLATION APP SHEET OF DA T E : PR O J E C T # : DR A W N : CH E C K E D : TH I S D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S U N D E R T H E D I R E C T I O N O F T H E S I T E D E S I G N E N G I N E E R O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H E S I T E D E S I G N E N G I N E E R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O C O N S T R U C T I O N . I T I S T H E U L T I M A T E RE S P O N S I B I L I T Y O F T H E S I T E D E S I G N E N G I N E E R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E L A W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . 46 4 0 T R U E M A N B L V D HI L L I A R D , O H 4 3 0 2 6 AD V A N C E D D R A I N A G E S Y S T E M S , I N C . R 2 7 10 / 1 1 / 2 0 2 0 S2 0 4 7 5 7 MF S RW D FO R T C O L L I N S , C O KI N G S O O P E R S DA T E DR W N CH K D DE S C R I P T I O N 10 / 1 5 / 2 0 NB R JP R 18 C H A M B E R S R E L O C A T E D 1 1 / 1 7 / 2 0 GD L CJ D IN C R E A S E D V O L U M E , E X P A N D E D S Y S T E M E A S T 01 / 2 1 / 2 0 2 1 GD L JP R RE V I S E D P E R E N G I N E E R 01 / 2 9 / 2 1 GD L JP R AD D E D U N D E R D R A I N 02 / 0 2 / 2 1 SD M SD M RE V I S E D B O T T O M O F S T O N E P E R E P M 03 / 1 5 / 2 1 SD M CT S RE V I S E D P E R N E W P L A N S & N O T E S 00 30 ' 60 ' 520 C R O M W E L L A V E N U E | RO C K Y H I L L | CT | 060 6 7 86 0 - 5 2 9 - 8 1 8 8 | 88 8 - 8 9 2 - 2 6 9 4 | WW W . S T O R M T E C H . C O M De t e n t i o n R e t e n t i o n W a t e r Q u a l i t y NOTES ·MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECHNICAL NOTE 6.32 FOR MANIFOLD SIZING GUIDANCE. ·DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD. ·THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET. ·THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR DETERMINING THE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION IS PROVIDED. ·STRUCTURES SHOWN ON THIS DESIGN ARE NOT INTENDED FOR MANWAY ACCESS. INSPECTION AND MAINTENANCE OF THE SYSTEM VIA THESE STRUCTURES IS RECOMMENDED TO BE COMPLETED WITH REMOTE CONTROLLED EQUIPMENT, OR ADHERE TO GUIDANCE BY PROFESSIONAL MAINTENANCE COMPANY. 24" X 24" ADS N-12 BOTTOM MANIFOLD INVERT 2.26" ABOVE CHAMBER BASE (SEE NOTES) INSPECTION PORT (TYP 14 PLACES) ISOLATOR ROW PLUS (SEE DETAIL / TYP 6 PLACES) OUTLET STRUCTURE PER PLAN MAXIMUM OUTLET FLOW 7.0 CFS (DESIGN BY ENGINEER / PROVIDED BY OTHERS) PLACE MINIMUM 17.5' OF ADSPLUS175 GEOTEXTILE OVER BEDDING STONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALL CHAMBER INLET ROWS 24" PARTIAL CUT END CAP, PART# MC4500IEPP24B OR MC4500IEPP24BW TYP OF ALL MC-4500 24" BOTTOM CONNECTIONS AND ISOLATOR PLUS ROWS PROPOSED LAYOUT 387 STORMTECH MC-4500 CHAMBERS 50 STORMTECH MC-4500 END CAPS 12 STONE ABOVE (in) 9 STONE BELOW (in) 40 % STONE VOID 74423 INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED) 67467 INSTALLED SYSTEM A VOLUME (CF) (PERIMETER STONE INCLUDED) 15232 ISOLATOR ROW WATER QUALITY A VOLUME PROVIDED (CF) (PERIMETER STONE INCLUDED) 5502 ISOLATOR ROW WATER QUALITY B VOLUME PROVIDED (CF) (PERIMETER STONE INCLUDED) 17965 SYSTEM AREA (ft²) 1118 SYSTEM PERIMETER (ft) PROPOSED ELEVATIONS 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" X 24" ADS N-12 INVERT MATCHING MANIFOLD MAXIMUM INLET FLOW 69.2 CFS 2.26" ABOVE CHAMBER BASE (SEE NOTES) OUTLET CONTROL STRUCTURE PER PLAN SHOWN AS 30" NYLOPLAST BASIN (DESIGN BY ENGINEER) STRUCTURE PER PLAN FOR ISOLATOR ROW ACCESS (DESIGN BY ENGINEER / PROVIDED BY OTHERS) STRUCTURE PER PLAN FOR ISOLATOR ROW ACCESS (DESIGN BY ENGINEER / PROVIDED BY OTHERS) STRUCTURE PER PLAN W/ WEIR (DESIGN BY ENGINEER / PROVIDED BY OTHERS) 36" BOTTOM CONNECTION 2.04" ABOVE CHAMBER BASE (SEE NOTES / TYP 3 PLACES) 24" X 24" ADS N-12 BOTTOM MANIFOLD INVERT 2.26" ABOVE CHAMBER BASE INSTALL FLAMP ON 24" ACCESS PIPE PART# MC450024RAMP (TYP 7 PLACES) 4" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAIN (SIZE TBD BY ENGINEER / SOLID OUTSIDE PERIMETER STONE) (TYP 2 PLACES) 24" ADS N-12 BOTTOM CONNECTION INVERT 2.26" ABOVE CHAMBER BASE 24" X 24" ADS N-12 BOTTOM MANIFOLD INVERT 2.26" ABOVE CHAMBER BASE (SEE NOTES) 30" NYLOPLAST BASIN PER PLAN (24" SUMP MIN) 30" NYLOPLAST BASIN PER PLAN (24" SUMP MIN) (SIZE TBD BY ENGINEER) ADS N-12 BOTTOM CONNECTION 30" NYLOPLAST BASIN PER PLAN (24" SUMP MIN) ENCASEMENT REQUIRED 24" X 24" ADS N-12 TEE 24" ADS N-12 BOTTOM CONNECTION INVERT 2.26" ABOVE CHAMBER BASE (SEE NOTES) WATER QUALITY SECTION B WATER QUALITY SECTION A SYSTEM A 03 / 1 9 / 2 1 SD M JE K RE V I S E D P E R N E W P L A N S & M A R K U P 03 / 2 2 / 2 1 SD M RW D RE V I S E D P E R N E W P L A N S & M A R K U P 03 / 2 4 / 2 1 SD M JK L RE V I S E D P E R E N G I N E E R ' S M A R K U P S 04 / 3 0 / 2 1 SD M CT S RE V I S E D P E R E N G I N E E R ' S M A R K U P S 06 / 2 3 / 2 2 NA L RW D RE V I S E T O M C - 7 2 0 0 06 / 2 9 / 2 2 NA L RW D IN C L U D E C O V E R A N D B O T T O M S T O N E I N W Q V CA L C S / R E D U C E S E C T I O N B C H A M B E R S C O U N T 06 / 3 0 / 2 2 NA L MW H SH I F T S T R U C T U R E L O C A T I O N P E R R E V 1 0 F O R SE C T I O N B 07 / 1 2 / 2 2 NA L RW D RE V I S E P E R M A R K U P S 08 / 2 4 / 2 2 NA L JP R RE V I S E T O M C - 4 5 0 0 08 / 3 0 / 2 2 TS G - - - RE V 1 0 A N D R A I S E E L E V A T I O N S B Y . 8 0 ' 5018.98' (AB) 5018.98' (AB) 5018.98' (AB) 5017.98' (AB) 5016.98' (AB) 5012.17' (AB) 5012.17' (AB) 5012.17' (AB) 5012.15' (AB) 5011.98' (AB) per Survey 5011.23' (AB) 5011.23' (AB) 5023.98' (AB) 5019.48' (AB) SHEET OF DA T E : PR O J E C T # : DR A W N : CH E C K E D : TH I S D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S U N D E R T H E D I R E C T I O N O F T H E S I T E D E S I G N E N G I N E E R O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H E S I T E D E S I G N E N G I N E E R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O C O N S T R U C T I O N . I T I S T H E U L T I M A T E RE S P O N S I B I L I T Y O F T H E S I T E D E S I G N E N G I N E E R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E L A W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . 46 4 0 T R U E M A N B L V D HI L L I A R D , O H 4 3 0 2 6 AD V A N C E D D R A I N A G E S Y S T E M S , I N C . R 3 7 10 / 1 1 / 2 0 2 0 S2 0 4 7 5 7 MF S RW D FO R T C O L L I N S , C O KI N G S O O P E R S DA T E DR W N CH K D DE S C R I P T I O N 10 / 1 5 / 2 0 NB R JP R 18 C H A M B E R S R E L O C A T E D 1 1 / 1 7 / 2 0 GD L CJ D IN C R E A S E D V O L U M E , E X P A N D E D S Y S T E M E A S T 01 / 2 1 / 2 0 2 1 GD L JP R RE V I S E D P E R E N G I N E E R 01 / 2 9 / 2 1 GD L JP R AD D E D U N D E R D R A I N 02 / 0 2 / 2 1 SD M SD M RE V I S E D B O T T O M O F S T O N E P E R E P M 03 / 1 5 / 2 1 SD M CT S RE V I S E D P E R N E W P L A N S & N O T E S 00 25 ' 50 ' 520 C R O M W E L L A V E N U E | RO C K Y H I L L | CT | 060 6 7 86 0 - 5 2 9 - 8 1 8 8 | 88 8 - 8 9 2 - 2 6 9 4 | WW W . S T O R M T E C H . C O M De t e n t i o n R e t e n t i o n W a t e r Q u a l i t y 26 . 0 0 ' 29 . 0 1 ' 26 . 0 0 ' 32.78' 69.87' 69.87' 25.59' 25.59'21.57' 29.62' 106.09' 166.47' 45.72' 53.77' 56.87' 26 . 0 0 ' 73.89' 81.15' 61.82' 69.08' 10 . 3 3 ' 20 . 0 2 ' 81 . 0 0 ' 20.71' 8.05' 33.64'13.52' 17 . 4 2 ' 24.15' 78.11' 27 . 2 5 ' 9. 0 8 ' 9. 0 8 ' 9. 0 8 ' 64 . 8 3 ' 20.71'20.12'47.72'8.05' 11 9 . 9 3 ' 9. 0 8 ' 73.89' 03 / 1 9 / 2 1 SD M JE K RE V I S E D P E R N E W P L A N S & M A R K U P 03 / 2 2 / 2 1 SD M RW D RE V I S E D P E R N E W P L A N S & M A R K U P 03 / 2 4 / 2 1 SD M JK L RE V I S E D P E R E N G I N E E R ' S M A R K U P S 04 / 3 0 / 2 1 SD M CT S RE V I S E D P E R E N G I N E E R ' S M A R K U P S 06 / 2 3 / 2 2 NA L RW D RE V I S E T O M C - 7 2 0 0 06 / 2 9 / 2 2 NA L RW D IN C L U D E C O V E R A N D B O T T O M S T O N E I N W Q V CA L C S / R E D U C E S E C T I O N B C H A M B E R S C O U N T 06 / 3 0 / 2 2 NA L MW H SH I F T S T R U C T U R E L O C A T I O N P E R R E V 1 0 F O R SE C T I O N B 07 / 1 2 / 2 2 NA L RW D RE V I S E P E R M A R K U P S 08 / 2 4 / 2 2 NA L JP R RE V I S E T O M C - 4 5 0 0 08 / 3 0 / 2 2 TS G - - - RE V 1 0 A N D R A I S E E L E V A T I O N S B Y . 8 0 ' SHEET OF DA T E : PR O J E C T # : DR A W N : CH E C K E D : TH I S D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S U N D E R T H E D I R E C T I O N O F T H E S I T E D E S I G N E N G I N E E R O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H E S I T E D E S I G N E N G I N E E R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O C O N S T R U C T I O N . I T I S T H E U L T I M A T E RE S P O N S I B I L I T Y O F T H E S I T E D E S I G N E N G I N E E R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E L A W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . 46 4 0 T R U E M A N B L V D HI L L I A R D , O H 4 3 0 2 6 AD V A N C E D D R A I N A G E S Y S T E M S , I N C . R 4 7 10 / 1 1 / 2 0 2 0 S2 0 4 7 5 7 MF S RW D FO R T C O L L I N S , C O KI N G S O O P E R S DA T E DR W N CH K D DE S C R I P T I O N 10 / 1 5 / 2 0 NB R JP R 18 C H A M B E R S R E L O C A T E D 1 1 / 1 7 / 2 0 GD L CJ D IN C R E A S E D V O L U M E , E X P A N D E D S Y S T E M E A S T 01 / 2 1 / 2 0 2 1 GD L JP R RE V I S E D P E R E N G I N E E R 01 / 2 9 / 2 1 GD L JP R AD D E D U N D E R D R A I N 02 / 0 2 / 2 1 SD M SD M RE V I S E D B O T T O M O F S T O N E P E R E P M 03 / 1 5 / 2 1 SD M CT S RE V I S E D P E R N E W P L A N S & N O T E S 520 C R O M W E L L A V E N U E | RO C K Y H I L L | CT | 060 6 7 86 0 - 5 2 9 - 8 1 8 8 | 88 8 - 8 9 2 - 2 6 9 4 | WW W . S T O R M T E C H . C O M De t e n t i o n R e t e n t i o n W a t e r Q u a l i t y ACCEPTABLE 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. 03 / 1 9 / 2 1 SD M JE K RE V I S E D P E R N E W P L A N S & M A R K U P 03 / 2 2 / 2 1 SD M RW D RE V I S E D P E R N E W P L A N S & M A R K U P 03 / 2 4 / 2 1 SD M JK L RE V I S E D P E R E N G I N E E R ' S M A R K U P S 04 / 3 0 / 2 1 SD M CT S RE V I S E D P E R E N G I N E E R ' S M A R K U P S 06 / 2 3 / 2 2 NA L RW D RE V I S E T O M C - 7 2 0 0 06 / 2 9 / 2 2 NA L RW D IN C L U D E C O V E R A N D B O T T O M S T O N E I N W Q V CA L C S / R E D U C E S E C T I O N B C H A M B E R S C O U N T 06 / 3 0 / 2 2 NA L MW H SH I F T S T R U C T U R E L O C A T I O N P E R R E V 1 0 F O R SE C T I O N B 07 / 1 2 / 2 2 NA L RW D RE V I S E P E R M A R K U P S 08 / 2 4 / 2 2 NA L JP R RE V I S E T O M C - 4 5 0 0 08 / 3 0 / 2 2 TS G - - - RE V 1 0 A N D R A I S E E L E V A T I O N S B Y . 8 0 ' Project: Basin ID: Depth Increment = ft Watershed Information Flood Control Only Media Surface -- 0.00 -- -- -- 7,186 0.165 Selected BMP Type =No BMP -- 0.08 -- -- -- 7,186 0.165 575 0.013 Watershed Area = 6.98 acres -- 0.17 -- -- -- 7,186 0.165 1,150 0.026 Watershed Length = 700 ft -- 0.25 -- -- -- 7,186 0.165 1,797 0.041 Watershed Length to Centroid = 372 ft -- 0.33 -- -- -- 7,186 0.165 2,371 0.054 Watershed Slope = 0.020 ft/ft -- 0.42 -- -- -- 7,186 0.165 2,946 0.068 Watershed Imperviousness = 88% percent -- 0.50 -- -- -- 7,186 0.165 3,593 0.082 Percentage Hydrologic Soil Group A = 0.0% percent -- 0.58 -- -- -- 7,186 0.165 4,168 0.096 Percentage Hydrologic Soil Group B = 0.0% percent -- 0.67 -- -- -- 7,186 0.165 4,743 0.109 Percentage Hydrologic Soil Groups C/D = 100.0% percent -- 0.75 -- -- -- 7,186 0.165 5,390 0.124 Target WQCV Drain Time = N/A hours -- 0.83 -- -- -- 14,599 0.335 6,250 0.143 Location for 1-hr Rainfall Depths = User Input -- 0.92 -- -- -- 14,562 0.334 7,417 0.170 -- 1.00 -- -- -- 14,536 0.334 8,726 0.200 -- 1.08 -- -- -- 14,508 0.333 9,888 0.227 Optional User Overrides -- 1.17 -- -- -- 14,478 0.332 11,048 0.254 Water Quality Capture Volume (WQCV) =0.329 acre-feet 0.329 acre-feet -- 1.25 -- -- -- 14,447 0.332 12,349 0.284 Excess Urban Runoff Volume (EURV) = 0.608 acre-feet acre-feet -- 1.33 -- -- -- 14,414 0.331 13,504 0.310 2-yr Runoff Volume (P1 = 0.98 in.) = 0.470 acre-feet 0.98 inches -- 1.42 -- -- -- 14,379 0.330 14,656 0.336 5-yr Runoff Volume (P1 = 1.36 in.) = 0.690 acre-feet 1.36 inches -- 1.50 -- -- -- 14,343 0.329 15,949 0.366 10-yr Runoff Volume (P1 = 1.71 in.) = 0.898 acre-feet 1.71 inches -- 1.58 -- -- -- 14,304 0.328 17,094 0.392 25-yr Runoff Volume (P1 = 2.31 in.) = 1.259 acre-feet 2.31 inches -- 1.67 -- -- -- 14,263 0.327 18,237 0.419 50-yr Runoff Volume (P1 = 2.91 in.) = 1.618 acre-feet 2.91 inches -- 1.75 -- -- -- 14,221 0.326 19,519 0.448 100-yr Runoff Volume (P1 = 3.67 in.) = 2.079 acre-feet 3.67 inches -- 1.83 -- -- -- 14,176 0.325 20,655 0.474 500-yr Runoff Volume (P1 = 3.14 in.) = 1.760 acre-feet inches -- 1.92 -- -- -- 14,129 0.324 21,788 0.500 Approximate 2-yr Detention Volume = 0.456 acre-feet --2.00 -- -- -- 14,080 0.323 23,057 0.529 Approximate 5-yr Detention Volume = 0.672 acre-feet --2.08 -- -- -- 14,029 0.322 24,182 0.555 Approximate 10-yr Detention Volume = 0.838 acre-feet -- 2.17 -- -- -- 13,976 0.321 25,302 0.581 Approximate 25-yr Detention Volume = 1.048 acre-feet -- 2.25 -- -- -- 13,921 0.320 26,558 0.610 Approximate 50-yr Detention Volume = 1.199 acre-feet -- 2.33 -- -- -- 13,867 0.318 27,669 0.635 Approximate 100-yr Detention Volume = 1.405 acre-feet -- 2.42 -- -- -- 13,805 0.317 28,777 0.661 -- 2.50 -- -- -- 13,741 0.315 30,016 0.689 Define Zones and Basin Geometry -- 2.58 -- -- -- 13,676 0.314 31,113 0.714 Zone 1 Volume (User Defined) = 1.663 acre-feet -- 2.67 -- -- -- 13,609 0.312 32,205 0.739 Select Zone 2 Storage Volume (Optional) = acre-feet -- 2.75 -- -- -- 13,540 0.311 33,427 0.767 Select Zone 3 Storage Volume (Optional) = acre-feet -- 2.83 -- -- -- 13,467 0.309 34,507 0.792 Total Detention Basin Volume = 1.663 acre-feet -- 2.92 -- -- -- 13,392 0.307 35,582 0.817 Initial Surcharge Volume (ISV) = N/A ft 3 -- 3.00 -- -- -- 13,315 0.306 36,784 0.844 Initial Surcharge Depth (ISD) = N/A ft -- 3.08 -- -- -- 13,234 0.304 37,846 0.869 Total Available Detention Depth (Htotal) = user ft -- 3.17 -- -- -- 13,151 0.302 38,902 0.893 Depth of Trickle Channel (HTC) = user ft -- 3.25 -- -- -- 13,065 0.300 40,082 0.920 Slope of Trickle Channel (STC) = user ft/ft -- 3.33 -- -- -- 12,975 0.298 41,124 0.944 Slopes of Main Basin Sides (Smain) = user H:V -- 3.42 -- -- -- 12,882 0.296 42,158 0.968 Basin Length-to-Width Ratio (RL/W) = user -- 3.50 -- -- -- 12,786 0.294 43,314 0.994 -- 3.58 -- -- -- 12,685 0.291 44,333 1.018 Initial Surcharge Area (AISV) = user ft 2 -- 3.67 -- -- -- 12,581 0.289 45,344 1.041 Surcharge Volume Length (LISV) = user ft -- 3.75 -- -- -- 12,474 0.286 46,472 1.067 Surcharge Volume Width (WISV) = user ft -- 3.83 -- -- -- 12,361 0.284 47,465 1.090 Depth of Basin Floor (HFLOOR) = user ft -- 3.92 -- -- -- 12,244 0.281 48,450 1.112 Length of Basin Floor (LFLOOR) = user ft -- 4.00 -- -- -- 12,123 0.278 49,547 1.137 Width of Basin Floor (WFLOOR) = user ft -- 4.08 -- -- -- 11,995 0.275 50,512 1.160 Area of Basin Floor (AFLOOR) = user ft 2 -- 4.17 -- -- -- 11,862 0.272 51,467 1.182 Volume of Basin Floor (VFLOOR) = user ft 3 -- 4.25 -- -- -- 11,723 0.269 52,529 1.206 Depth of Main Basin (HMAIN) = user ft -- 4.33 -- -- -- 11,578 0.266 53,461 1.227 Length of Main Basin (LMAIN) = user ft -- 4.42 -- -- -- 11,425 0.262 54,382 1.248 Width of Main Basin (WMAIN) = user ft -- 4.50 -- -- -- 11,264 0.259 55,403 1.272 Area of Main Basin (AMAIN) = user ft 2 -- 4.58 -- -- -- 11,095 0.255 56,298 1.292 Volume of Main Basin (VMAIN) = user ft 3 -- 4.67 -- -- -- 10,915 0.251 57,179 1.313 Calculated Total Basin Volume (Vtotal) =user acre-feet -- 4.75 -- -- -- 10,722 0.246 58,154 1.335 -- 4.83 -- -- -- 10,515 0.241 59,003 1.355 -- 4.92 -- -- -- 10,293 0.236 59,837 1.374 -- 5.00 -- -- -- 10,049 0.231 60,753 1.395 -- 5.08 -- -- -- 9,777 0.224 61,547 1.413 -- 5.17 -- -- -- 9,463 0.217 62,318 1.431 -- 5.25 -- -- -- 9,080 0.208 63,154 1.450 -- 5.33 -- -- -- 8,479 0.195 63,857 1.466 -- 5.42 -- -- -- 7,958 0.183 64,517 1.481 -- 5.50 -- -- -- 7,785 0.179 65,226 1.497 -- 5.58 -- -- -- 7,655 0.176 65,844 1.512 -- 5.67 -- -- -- 7,513 0.172 66,451 1.526 -- 5.75 -- -- -- 7,300 0.168 67,119 1.541 -- 5.83 -- -- -- 7,186 0.165 67,698 1.554 -- 5.92 -- -- -- 7,186 0.165 68,273 1.567 -- 6.00 -- -- -- 7,186 0.165 68,920 1.582 -- 6.08 -- -- -- 7,186 0.165 69,495 1.595 -- 6.17 -- -- -- 7,186 0.165 70,069 1.609 -- 6.25 -- -- -- 7,186 0.165 70,716 1.623 -- 6.33 -- -- -- 7,186 0.165 71,291 1.637 -- 6.42 -- -- -- 7,186 0.165 71,866 1.650 -- 6.50 -- -- -- 7,186 0.165 72,513 1.665 -- 6.58 -- -- -- 7,186 0.165 73,088 1.678 -- 6.67 -- -- -- 7,186 0.165 73,662 1.691 -- 6.75 -- -- -- 7,186 0.165 74,309 1.706 -- 6.83 -- -- -- 7,186 0.165 74,884 1.719 -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- After providing required inputs above including 1-hour rainfall depths, click 'Run CUHP' to generate runoff hydrographs using the embedded Colorado Urban Hydrograph Procedure. Volume (ft 3) Volume (ac-ft) Area (acre) DETENTION BASIN STAGE-STORAGE TABLE BUILDER Optional Override Area (ft 2) Length (ft) Optional Override Stage (ft) Stage (ft) Stage - Storage Description Area (ft 2) Width (ft) King Soopers Store #146 - Fort Collins Underground Detention System - As-Built MHFD-Detention, V ersion 4.03 (May 2020) Example Zone Configuration (Retention Pond) MHFD-Detention_v4 03_As-Built.xlsm, Basin 6/12/2025, 10:57 AM 1 User Defined Stage-Area Booleans for Message 1 Equal Stage-Area Inputs Watershed L:W 1 CountA Watershed Lc:L Watershed Slope 0 Calc_S_TC Booleans for CUHP 1 CUHP Inputs Complete H_FLOOR 1 CUHP Results Calculated L_FLOOR_OTHER 0.00 ISV 0.00 ISV 0.00 Floor 0.00 Floor 6.49 Zone 1 (User) 6.49 Zone 1 (User) 0.00 Zone 2 0.00 Zone 2 0.00 Zone 3 0.00 Zone 3 DETENTION BASIN STAGE-STORAGE TABLE BUILDER MHFD-Detention, V ersion 4.03 (May 2020) 0.000 0.430 0.860 1.290 1.720 0.000 0.085 0.170 0.255 0.340 0.00 2.00 4.00 6.00 8.00 Vo l u m e ( a c - f t ) Ar e a ( a c r e s ) 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 Ar e a ( s q . f t . ) Le n g t h , W i d t h ( f t . ) Stage (ft) Length (ft)Width (ft)Area (sq.ft.) MHFD-Detention_v4 03_As-Built.xlsm, Basin 6/12/2025, 10:57 AM Project: Basin ID: Estimated Estimated Stage (ft) Volume (ac-ft) Outlet Type Zone 1 (User) 6.49 1.663 Circular Orifice Zone 2 Zone 3 Total (all zones) 1.663 User Input: Orifice at Underdrain Outlet (typically used to drain WQCV in a Filtration BMP)Calculated Parameters for Underdrain Underdrain Orifice Invert Depth = N/A ft (distance below the filtration media surface) Underdrain Orifice Area = N/A ft2 Underdrain Orifice Diameter = N/A inches Underdrain Orifice Centroid = N/A feet User Input: Orifice Plate with one or more orifices or Elliptical Slot Weir (typically used to drain WQCV and/or EURV in a sedimentation BMP)Calculated Parameters for Plate Invert of Lowest Orifice = N/A ft (relative to basin bottom at Stage = 0 ft) WQ Orifice Area per Row = N/A ft2 Depth at top of Zone using Orifice Plate = N/A ft (relative to basin bottom at Stage = 0 ft) Elliptical Half-Width = N/A feet Orifice Plate: Orifice Vertical Spacing = N/A inches Elliptical Slot Centroid = N/A feet Orifice Plate: Orifice Area per Row = N/A inches Elliptical Slot Area = N/A ft2 User Input: Stage and Total Area of Each Orifice Row (numbered from lowest to highest) Row 1 (optional) Row 2 (optional) Row 3 (optional) Row 4 (optional) Row 5 (optional) Row 6 (optional) Row 7 (optional) Row 8 (optional) Stage of Orifice Centroid (ft) N/A N/A N/A N/A N/A N/A N/A N/A Orifice Area (sq. inches) N/A N/A N/A N/A N/A N/A N/A N/A Row 9 (optional) Row 10 (optional) Row 11 (optional) Row 12 (optional) Row 13 (optional) Row 14 (optional) Row 15 (optional) Row 16 (optional) Stage of Orifice Centroid (ft) N/A N/A N/A N/A N/A N/A N/A N/A Orifice Area (sq. inches) N/A N/A N/A N/A N/A N/A N/A N/A User Input: Vertical Orifice (Circular or Rectangular)Calculated Parameters for Vertical Orifice Zone 1 Circular Not Selected Zone 1 Circular Not Selected Invert of Vertical Orifice = 0.00 ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Area = 0.29 ft2 Depth at top of Zone using Vertical Orifice = 6.75 ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Centroid = 0.31 feet Vertical Orifice Diameter = 7.34 inches User Input: Overflow Weir (Dropbox with Flat or Sloped Grate and Outlet Pipe OR Rectangular/Trapezoidal Weir (and No Outlet Pipe) Calculated Parameters for Overflow Weir grate Not Selected Not Selected Not Selected Not Selected Overflow Weir Front Edge Height, Ho = ft (relative to basin bottom at Stage = 0 ft)Height of Grate Upper Edge, Ht = feet Overflow Weir Front Edge Length = feet Overflow Weir Slope Length = feet Overflow Weir Grate Slope = H:V Grate Open Area / 100-yr Orifice Area = Horiz. Length of Weir Sides = feet Overflow Grate Open Area w/o Debris =ft2 Overflow Grate Open Area % = %, grate open area/total area Overflow Grate Open Area w/ Debris =ft2 Debris Clogging % = % User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectangular Orifice)Calculated Parameters for Outlet Pipe w/ Flow Restriction Plate Not Selected Not Selected Not Selected Not Selected Depth to Invert of Outlet Pipe = ft (distance below basin bottom at Stage = 0 ft)Outlet Orifice Area =ft2 Circular Orifice Diameter = inches Outlet Orifice Centroid = feet Half-Central Angle of Restrictor Plate on Pipe = N/A N/A radians User Input: Emergency Spillway (Rectangular or Trapezoidal)Calculated Parameters for Spillway Spillway Invert Stage= ft (relative to basin bottom at Stage = 0 ft) Spillway Design Flow Depth= feet Spillway Crest Length = feet Stage at Top of Freeboard = feet Spillway End Slopes = H:V Basin Area at Top of Freeboard = acres Freeboard above Max Water Surface = feet Basin Volume at Top of Freeboard = acre-ft Max Ponding Depth of Target Storage Volume =#REF! feet Discharge at Top of Freeboard = cfs Routed Hydrograph Results Design Storm Return Period =WQCV EURV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year 500 Year One-Hour Rainfall Depth (in) =N/A N/A 0.98 1.36 1.71 2.31 2.91 3.67 3.14 CUHP Runoff Volume (acre-ft) =0.329 0.608 0.470 0.690 0.898 1.259 1.618 2.079 1.760 Inflow Hydrograph Volume (acre-ft) =N/A N/A 0.470 0.690 0.898 1.259 1.618 2.079 1.760 CUHP Predevelopment Peak Q (cfs) =N/A N/A 0.3 2.4 4.2 8.9 12.7 17.8 14.4 OPTIONAL Override Predevelopment Peak Q (cfs) =N/A N/A Predevelopment Unit Peak Flow, q (cfs/acre) =N/A N/A 0.04 0.34 0.61 1.28 1.82 2.55 2.07 Peak Inflow Q (cfs) =N/A N/A 9.1 13.1 16.6 24.0 30.7 39.1 33.3 Peak Outflow Q (cfs) =1.5 2.0 1.4 1.7 2.0 2.5 2.9 3.49 3.0 Ratio Peak Outflow to Predevelopment Q =N/A N/A N/A 0.7 0.5 0.3 0.2 0.2 0.2 Structure Controlling Flow =Vertical Orifice 1 Vertical Orifice 1 Vertical Orifice 1 Vertical Orifice 1 Vertical Orifice 1 Vertical Orifice 1 Vertical Orifice 1 Vertical Orifice 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) =13 10 12 10 10 11 11 12 12 Time to Drain 99% of Inflow Volume (hours) =31 21 25 20 18 17 16 16 16 Maximum Ponding Depth (ft) =1.39 2.25 1.28 1.81 2.31 3.33 4.39 6.39 4.95 Area at Maximum Ponding Depth (acres) =0.33 0.32 0.33 0.33 0.32 0.30 0.26 0.16 0.23 Maximum Volume Stored (acre-ft) =0.330 0.610 0.293 0.464 0.626 0.941 1.241 1.647 1.381 DETENTION BASIN OUTLET STRUCTURE DESIGN MHFD-Detention, Version 4.03 (May 2020) King Soopers Store #146 - Fort Collins Underground Detention System - As-Built 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_As-Built.xlsm, Outlet Structure 6/12/2025, 10:57 AM COUNTA for Basin Tab = 1 Ao Dia WQ Plate Type Vert Orifice 1Vert Orifice 2 Count_Underdrain = 0 0.11(diameter = 3/8 inch)1 2 1 Count_WQPlate = 0 0.14(diameter = 7/16 inch) Count_VertOrifice1 = 1 0.18(diameter = 1/2 inch)Outlet Plate 1 Outlet Plate 2 Drain Time Message Boolean Count_VertOrifice2 = 0 0.24(diameter = 9/16 inch)1 1 5yr, <72hr 0 Count_Weir1 = 0 0.29(diameter = 5/8 inch)>5yr, <120hr 0 Count_Weir2 = 0 0.36(diameter = 11/16 inch)Max Depth Row Count_OutletPipe1 = 0 0.42(diameter = 3/4 inch)WQCV 140 Watershed Constraint Check Count_OutletPipe2 = 0 0.50(diameter = 13/16 inch)2 Year 129 Slope 0.020 COUNTA_2 (Standard FSD Setup)= 0 0.58(diameter = 7/8 inch)EURV 226 Shape 1.61 Hidden Parameters & Calculations 0.67(diameter = 15/16 inch)5 Year 182 MaxPondDepth_Error? FALSE 0.76 (diameter = 1 inch)10 Year 232 Spillway Depth Cd_Broad-Crested Weir 3.00 0.86(diameter = 1-1/16 inches)25 Year 334 WQ Plate Flow at 100yr depth = 0.00 0.97(diameter = 1-1/8 inches)50 Year 440 CLOG #1=0%1.08(diameter = 1-3/16 inches)100 Year 640 1 Z1_Boolean Cdw #1 =1.20(diameter = 1-1/4 inches)500 Year 496 1 Z2_Boolean Cdo #1 =1.32(diameter = 1-5/16 inches)Zone3_Pulldown Message 1 Z3_Boolean Overflow Weir #1 Angle = 1.45(diameter = 1-3/8 inches)1 Opening Message CLOG #2=0%1.59(diameter = 1-7/16 inches)Draintime Running Cdw #2 =1.73(diameter = 1-1/2 inches)Outlet Boolean Outlet Rank Total (1 to 4) Cdo #2 =1.88(diameter = 1-9/16 inches)V ertical O rifice 1 1 1 1 Overflow Weir #2 Angle = 2.03(diameter = 1-5/8 inches)V ertical O rifice 2 0 0 Boolean Underdrain Q at 100yr depth = 0.00 2.20(diameter = 1-11/16 inches)O verflow Weir 1 0 0 0 Max Depth VertOrifice1 Q at 100yr depth = 3.49 2.36(diameter = 1-3/4 inches)O verflow Weir 2 0 0 0 500yr Depth VertOrifice2 Q at 100yr depth = 0.00 2.54(diameter = 1-13/16 inches)O utlet Pipe 1 0 0 0 Freeboard 2.72(diameter = 1-7/8 inches)O utlet Pipe 2 0 0 0 Spillway Count_User_Hydrographs 0 2.90(diameter = 1-15/16 inches)0 Spillway Length CountA_3 (EURV & 100yr) =0 3.09(diameter = 2 inches)FALSE Time Interval CountA_4 (100yr Only) = 0 3.29(use rectangular openings)Button Visibility Boolean COUNTA_5 (FSD Weir Only)= 0 0 WQCV Underdrain COUNTA_6 (EURV Weir Only)= 0 0 WQCV Plate 0 EURV-WQCV Plate Outlet1_Pulldown_Boolean 0 EURV-WQCV VertOriice Outlet2_Pulldown_Boolean 0 Outlet 90% Qpeak Outlet3_Pulldown_Boolean 0 Outlet Undetained 0 Weir Only 90% Qpeak 0 Five Year Ratio Plate 0 Five Year Ratio VertOrifice EURV_draintime_user Spillway Options Offset Overlapping Vertical Orifice 1 S-A-V-D Chart Axis Default X-axis Left Y-Axis Right Y-Axis minimum bound 0.00 0 0 maximum bound 6.00 70,000 10 S-A-V-D Chart Axis Override X-axis Left Y-Axis Right Y-Axis minimum bound maximum bound DETENTION BASIN OUTLET STRUCTURE DESIGN MHFD-Detention, Version 4.00 (December 2019) 0 5 10 15 20 25 30 35 40 45 0.1 1 10 FL O W [ c f s ] TIME [hr] 500YR IN 500YR OUT 100YR IN 100YR OUT 50YR IN 50YR OUT 25YR IN 25YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT EURV IN EURV OUT WQCV IN WQCV OUT 0 1 2 3 4 5 6 7 0.1 1 10 100 PO N D I N G D E P T H [ f t ] DRAIN TIME [hr] 500YR 100YR 50YR 25YR 10YR 5YR 2YR EURV WQCV 0 1 2 3 4 5 6 7 8 9 10 0 10,000 20,000 30,000 40,000 50,000 60,000 70,000 0.00 1.00 2.00 3.00 4.00 5.00 6.00 OU T F L O W [ c f s ] AR E A [ f t ^ 2 ] , V O L U M E [ f t ^ 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_As-Built.xlsm, Outlet Structure 6/12/2025, 10:57 AM Project: Basin ID: Depth Increment = ft Watershed Information Flood Control Only Media Surface -- 0.00 -- -- -- 7,186 0.165 Selected BMP Type =No BMP -- 0.08 -- -- -- 7,186 0.165 575 0.013 Watershed Area = 6.98 acres -- 0.17 -- -- -- 7,186 0.165 1,150 0.026 Watershed Length = 700 ft -- 0.25 -- -- -- 7,186 0.165 1,797 0.041 Watershed Length to Centroid = 372 ft -- 0.33 -- -- -- 7,186 0.165 2,371 0.054 Watershed Slope = 0.020 ft/ft -- 0.42 -- -- -- 7,186 0.165 2,946 0.068 Watershed Imperviousness = 88% percent -- 0.50 -- -- -- 7,186 0.165 3,593 0.082 Percentage Hydrologic Soil Group A = 0.0% percent -- 0.58 -- -- -- 7,186 0.165 4,168 0.096 Percentage Hydrologic Soil Group B = 0.0% percent -- 0.67 -- -- -- 7,186 0.165 4,743 0.109 Percentage Hydrologic Soil Groups C/D = 100.0% percent -- 0.75 -- -- -- 7,186 0.165 5,390 0.124 Target WQCV Drain Time = N/A hours -- 0.83 -- -- -- 14,599 0.335 6,250 0.143 Location for 1-hr Rainfall Depths = User Input -- 0.92 -- -- -- 14,562 0.334 7,417 0.170 -- 1.00 -- -- -- 14,536 0.334 8,726 0.200 -- 1.08 -- -- -- 14,508 0.333 9,888 0.227 Optional User Overrides -- 1.17 -- -- -- 14,478 0.332 11,048 0.254 Water Quality Capture Volume (WQCV) =0.329 acre-feet 0.329 acre-feet -- 1.25 -- -- -- 14,447 0.332 12,349 0.284 Excess Urban Runoff Volume (EURV) = 0.608 acre-feet acre-feet -- 1.33 -- -- -- 14,414 0.331 13,504 0.310 2-yr Runoff Volume (P1 = 0.98 in.) = 0.470 acre-feet 0.98 inches -- 1.42 -- -- -- 14,379 0.330 14,656 0.336 5-yr Runoff Volume (P1 = 1.36 in.) = 0.690 acre-feet 1.36 inches -- 1.50 -- -- -- 14,343 0.329 15,949 0.366 10-yr Runoff Volume (P1 = 1.71 in.) = 0.898 acre-feet 1.71 inches -- 1.58 -- -- -- 14,304 0.328 17,094 0.392 25-yr Runoff Volume (P1 = 2.31 in.) = 1.259 acre-feet 2.31 inches -- 1.67 -- -- -- 14,263 0.327 18,237 0.419 50-yr Runoff Volume (P1 = 2.91 in.) = 1.618 acre-feet 2.91 inches -- 1.75 -- -- -- 14,221 0.326 19,519 0.448 100-yr Runoff Volume (P1 = 3.67 in.) = 2.079 acre-feet 3.67 inches -- 1.83 -- -- -- 14,176 0.325 20,655 0.474 500-yr Runoff Volume (P1 = 3.14 in.) = 1.760 acre-feet inches -- 1.92 -- -- -- 14,129 0.324 21,788 0.500 Approximate 2-yr Detention Volume = 0.456 acre-feet -- 2.00 -- -- -- 14,080 0.323 23,057 0.529 Approximate 5-yr Detention Volume = 0.672 acre-feet -- 2.08 -- -- -- 14,029 0.322 24,182 0.555 Approximate 10-yr Detention Volume = 0.838 acre-feet -- 2.17 -- -- -- 13,976 0.321 25,302 0.581 Approximate 25-yr Detention Volume = 1.048 acre-feet -- 2.25 -- -- -- 13,921 0.320 26,558 0.610 Approximate 50-yr Detention Volume = 1.199 acre-feet -- 2.33 -- -- -- 13,867 0.318 27,669 0.635 Approximate 100-yr Detention Volume = 1.405 acre-feet -- 2.42 -- -- -- 13,805 0.317 28,777 0.661 -- 2.50 -- -- -- 13,741 0.315 30,016 0.689 Define Zones and Basin Geometry -- 2.58 -- -- -- 13,676 0.314 31,113 0.714 Zone 1 Volume (User Defined) = 1.663 acre-feet -- 2.67 -- -- -- 13,609 0.312 32,205 0.739 Select Zone 2 Storage Volume (Optional) = acre-feet -- 2.75 -- -- -- 13,540 0.311 33,427 0.767 Select Zone 3 Storage Volume (Optional) = acre-feet -- 2.83 -- -- -- 13,467 0.309 34,507 0.792 Total Detention Basin Volume = 1.663 acre-feet -- 2.92 -- -- -- 13,392 0.307 35,582 0.817 Initial Surcharge Volume (ISV) = N/A ft 3 -- 3.00 -- -- -- 13,315 0.306 36,784 0.844 Initial Surcharge Depth (ISD) = N/A ft -- 3.08 -- -- -- 13,234 0.304 37,846 0.869 Total Available Detention Depth (Htotal) =user ft -- 3.17 -- -- -- 13,151 0.302 38,902 0.893 Depth of Trickle Channel (HTC) = user ft -- 3.25 -- -- -- 13,065 0.300 40,082 0.920 Slope of Trickle Channel (STC) =user ft/ft -- 3.33 -- -- -- 12,975 0.298 41,124 0.944 Slopes of Main Basin Sides (Smain) =user H:V -- 3.42 -- -- -- 12,882 0.296 42,158 0.968 Basin Length-to-Width Ratio (RL/W) =user -- 3.50 -- -- -- 12,786 0.294 43,314 0.994 -- 3.58 -- -- -- 12,685 0.291 44,333 1.018 Initial Surcharge Area (AISV) =user ft 2 -- 3.67 -- -- -- 12,581 0.289 45,344 1.041 Surcharge Volume Length (LISV) =user ft -- 3.75 -- -- -- 12,474 0.286 46,472 1.067 Surcharge Volume Width (WISV) =user ft -- 3.83 -- -- -- 12,361 0.284 47,465 1.090 Depth of Basin Floor (HFLOOR) =user ft -- 3.92 -- -- -- 12,244 0.281 48,450 1.112 Length of Basin Floor (LFLOOR) =user ft -- 4.00 -- -- -- 12,123 0.278 49,547 1.137 Width of Basin Floor (WFLOOR) =user ft -- 4.08 -- -- -- 11,995 0.275 50,512 1.160 Area of Basin Floor (AFLOOR) =user ft 2 -- 4.17 -- -- -- 11,862 0.272 51,467 1.182 Volume of Basin Floor (VFLOOR) =user ft 3 -- 4.25 -- -- -- 11,723 0.269 52,529 1.206 Depth of Main Basin (HMAIN) =user ft -- 4.33 -- -- -- 11,578 0.266 53,461 1.227 Length of Main Basin (LMAIN) =user ft -- 4.42 -- -- -- 11,425 0.262 54,382 1.248 Width of Main Basin (WMAIN) =user ft -- 4.50 -- -- -- 11,264 0.259 55,403 1.272 Area of Main Basin (AMAIN) =user ft 2 -- 4.58 -- -- -- 11,095 0.255 56,298 1.292 Volume of Main Basin (VMAIN) =user ft 3 -- 4.67 -- -- -- 10,915 0.251 57,179 1.313 Calculated Total Basin Volume (Vtotal) =user acre-feet -- 4.75 -- -- -- 10,722 0.246 58,154 1.335 --4.83 ------10,515 0.241 59,003 1.355 --4.92 ------10,293 0.236 59,837 1.374 --5.00 ------10,049 0.231 60,753 1.395 --5.08 ------9,777 0.224 61,547 1.413 --5.17 ------9,463 0.217 62,318 1.431 --5.25 ------9,080 0.208 63,154 1.450 --5.33 ------8,479 0.195 63,857 1.466 --5.42 ------7,958 0.183 64,517 1.481 --5.50 ------7,785 0.179 65,226 1.497 --5.58 ------7,655 0.176 65,844 1.512 --5.67 ------7,513 0.172 66,451 1.526 --5.75 ------7,300 0.168 67,119 1.541 --5.83 ------7,186 0.165 67,698 1.554 --5.92 ------7,186 0.165 68,273 1.567 --6.00 ------7,186 0.165 68,920 1.582 --6.08 ------7,186 0.165 69,495 1.595 --6.17 ------7,186 0.165 70,069 1.609 --6.25 ------7,186 0.165 70,716 1.623 --6.33 ------7,186 0.165 71,291 1.637 --6.42 ------7,186 0.165 71,866 1.650 --6.50 ------7,186 0.165 72,513 1.665 --6.58 ------7,186 0.165 73,088 1.678 --6.67 ------7,186 0.165 73,662 1.691 --6.75 ------7,186 0.165 74,309 1.706 --6.83 ------7,186 0.165 74,884 1.719 -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- After providing required inputs above including 1-hour rainfall depths, click 'Run CUHP' to generate runoff hydrographs using the embedded Colorado Urban Hydrograph Procedure. Volume (ft 3) Volume (ac-ft) Area (acre) DETENTION BASIN STAGE-STORAGE TABLE BUILDER Optional Override Area (ft 2) Length (ft) Optional Override Stage (ft) Stage (ft) Stage - Storage Description Area (ft 2) Width (ft) King Soopers Store #146 - Fort Collins Underground Detention System MHFD-Detention, Version 4.03 (May 2020) Example Zone Configuration (Retention Pond) MHFD-Detention_v4 03.xlsm, Basin 5/11/2022, 11:18 AM 1 User Defined Stage-Area Booleans for Message 1 Equal Stage-Area Inputs Watershed L:W 1 CountA Watershed Lc:L Watershed Slope 0 Calc_S_TC Booleans for CUHP 1 CUHP Inputs Complete H_FLOOR 1 CUHP Results Calculated L_FLOOR_OTHER 0.00 ISV 0.00 ISV 0.00 Floor 0.00 Floor 6.49 Zone 1 (User) 6.49 Zone 1 (User) 0.00 Zone 2 0.00 Zone 2 0.00 Zone 3 0.00 Zone 3 DETENTION BASIN STAGE-STORAGE TABLE BUILDER MHFD-Detention, Version 4.03 (May 2020) 0.000 0.430 0.860 1.290 1.720 0.000 0.085 0.170 0.255 0.340 0.00 2.00 4.00 6.00 8.00 Vo l u m e ( a c - f t ) Ar e a ( a c r e s ) 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 Ar e a ( s q . f t . ) Le n g t h , W i d t h ( f t . ) Stage (ft) Length (ft)Width (ft)Area (sq.ft.) MHFD-Detention_v4 03.xlsm, Basin 5/11/2022, 11:18 AM Project: Basin ID: Estimated Estimated Stage (ft) Volume (ac-ft) Outlet Type Zone 1 (User) 6.49 1.663 Circular Orifice Zone 2 Zone 3 Total (all zones) 1.663 User Input: Orifice at Underdrain Outlet (typically used to drain WQCV in a Filtration BMP)Calculated Parameters for Underdrain Underdrain Orifice Invert Depth = N/A ft (distance below the filtration media surface) Underdrain Orifice Area = N/A ft2 Underdrain Orifice Diameter = N/A inches Underdrain Orifice Centroid = N/A feet User Input: Orifice Plate with one or more orifices or Elliptical Slot Weir (typically used to drain WQCV and/or EURV in a sedimentation BMP)Calculated Parameters for Plate Invert of Lowest Orifice = N/A ft (relative to basin bottom at Stage = 0 ft) WQ Orifice Area per Row = N/A ft2 Depth at top of Zone using Orifice Plate = N/A ft (relative to basin bottom at Stage = 0 ft) Elliptical Half-Width = N/A feet Orifice Plate: Orifice Vertical Spacing = N/A inches Elliptical Slot Centroid = N/A feet Orifice Plate: Orifice Area per Row = N/A inches Elliptical Slot Area = N/A ft2 User Input: Stage and Total Area of Each Orifice Row (numbered from lowest to highest) Row 1 (optional) Row 2 (optional) Row 3 (optional) Row 4 (optional) Row 5 (optional) Row 6 (optional) Row 7 (optional) Row 8 (optional) Stage of Orifice Centroid (ft) N/A N/A N/A N/A N/A N/A N/A N/A Orifice Area (sq. inches) N/A N/A N/A N/A N/A N/A N/A N/A Row 9 (optional) Row 10 (optional) Row 11 (optional) Row 12 (optional) Row 13 (optional) Row 14 (optional) Row 15 (optional) Row 16 (optional) Stage of Orifice Centroid (ft) N/A N/A N/A N/A N/A N/A N/A N/A Orifice Area (sq. inches) N/A N/A N/A N/A N/A N/A N/A N/A User Input: Vertical Orifice (Circular or Rectangular)Calculated Parameters for Vertical Orifice Zone 1 Circular Not Selected Zone 1 Circular Not Selected Invert of Vertical Orifice = 0.00 ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Area = 0.29 ft2 Depth at top of Zone using Vertical Orifice = 6.75 ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Centroid = 0.31 feet Vertical Orifice Diameter = 7.34 inches User Input: Overflow Weir (Dropbox with Flat or Sloped Grate and Outlet Pipe OR Rectangular/Trapezoidal Weir (and No Outlet Pipe) Calculated Parameters for Overflow Weir grate Not Selected Not Selected Not Selected Not Selected Overflow Weir Front Edge Height, Ho =ft (relative to basin bottom at Stage = 0 ft)Height of Grate Upper Edge, Ht =feet Overflow Weir Front Edge Length = feet Overflow Weir Slope Length = feet Overflow Weir Grate Slope =H:V Grate Open Area / 100-yr Orifice Area = Horiz. Length of Weir Sides = feet Overflow Grate Open Area w/o Debris =ft2 Overflow Grate Open Area % = %, grate open area/total area Overflow Grate Open Area w/ Debris =ft2 Debris Clogging % = % User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectangular Orifice)Calculated Parameters for Outlet Pipe w/ Flow Restriction Plate Not Selected Not Selected Not Selected Not Selected Depth to Invert of Outlet Pipe =ft (distance below basin bottom at Stage = 0 ft)Outlet Orifice Area =ft2 Circular Orifice Diameter = inches Outlet Orifice Centroid = feet Half-Central Angle of Restrictor Plate on Pipe = N/A N/A radians User Input: Emergency Spillway (Rectangular or Trapezoidal)Calculated Parameters for Spillway Spillway Invert Stage= ft (relative to basin bottom at Stage = 0 ft) Spillway Design Flow Depth= feet Spillway Crest Length = feet Stage at Top of Freeboard = feet Spillway End Slopes = H:V Basin Area at Top of Freeboard = acres Freeboard above Max Water Surface = feet Basin Volume at Top of Freeboard = acre-ft Max Ponding Depth of Target Storage Volume =#REF! feet Discharge at Top of Freeboard = cfs Routed Hydrograph Results Design Storm Return Period =WQCV EURV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year 500 Year One-Hour Rainfall Depth (in) =N/A N/A 0.98 1.36 1.71 2.31 2.91 3.67 3.14 CUHP Runoff Volume (acre-ft) =0.329 0.608 0.470 0.690 0.898 1.259 1.618 2.079 1.760 Inflow Hydrograph Volume (acre-ft) =N/A N/A 0.470 0.690 0.898 1.259 1.618 2.079 1.760 CUHP Predevelopment Peak Q (cfs) =N/A N/A 0.3 2.4 4.2 8.9 12.7 17.8 14.4 OPTIONAL Override Predevelopment Peak Q (cfs) =N/A N/A Predevelopment Unit Peak Flow, q (cfs/acre) =N/A N/A 0.04 0.34 0.61 1.28 1.82 2.55 2.07 Peak Inflow Q (cfs) =N/A N/A 9.1 13.1 16.6 24.0 30.7 39.1 33.3 Peak Outflow Q (cfs) =1.5 2.0 1.4 1.7 2.0 2.5 2.9 3.49 3.0 Ratio Peak Outflow to Predevelopment Q =N/A N/A N/A 0.7 0.5 0.3 0.2 0.2 0.2 Structure Controlling Flow =Vertical Orifice 1 Vertical Orifice 1 Vertical Orifice 1 Vertical Orifice 1 Vertical Orifice 1 Vertical Orifice 1 Vertical Orifice 1 Vertical Orifice 1 Vertical Orifice 1 Max Velocity through Grate 1 (fps) =N/A N/A N/A N/A N/A N/A N/A N/A N/A Max Velocity through Grate 2 (fps) =N/A N/A N/A N/A N/A N/A N/A N/A N/A Time to Drain 97% of Inflow Volume (hours) =13 10 12 10 10 11 11 12 12 Time to Drain 99% of Inflow Volume (hours) =31 21 25 20 18 17 16 16 16 Maximum Ponding Depth (ft) =1.39 2.25 1.28 1.81 2.31 3.33 4.39 6.39 4.95 Area at Maximum Ponding Depth (acres) =0.33 0.32 0.33 0.33 0.32 0.30 0.26 0.16 0.23 Maximum Volume Stored (acre-ft) =0.330 0.610 0.293 0.464 0.626 0.941 1.241 1.647 1.381 DETENTION BASIN OUTLET STRUCTURE DESIGN MHFD-Detention, Version 4.03 (May 2020) King Soopers Store #146 - Fort Collins Underground Detention System The user can override the default CUHP hydrographs and runoff volumes by entering new values in the Inflow Hydrographs table (Columns W through AF). Example Zone Configuration (Retention Pond) MHFD-Detention_v4 03.xlsm, Outlet Structure 5/11/2022, 11:19 AM COUNTA for Basin Tab = 1 Ao Dia WQ Plate Type Vert Orifice 1Vert Orifice 2 Count_Underdrain = 0 0.11(diameter = 3/8 inch)1 2 1 Count_WQPlate = 0 0.14(diameter = 7/16 inch) Count_VertOrifice1 = 1 0.18(diameter = 1/2 inch)Outlet Plate 1 Outlet Plate 2 Drain Time Message Boolean Count_VertOrifice2 = 0 0.24(diameter = 9/16 inch)1 1 5yr, <72hr 0 Count_Weir1 = 0 0.29(diameter = 5/8 inch)>5yr, <120hr 0 Count_Weir2 = 0 0.36(diameter = 11/16 inch)Max Depth Row Count_OutletPipe1 = 0 0.42(diameter = 3/4 inch)WQCV 140 Watershed Constraint Check Count_OutletPipe2 = 0 0.50(diameter = 13/16 inch)2 Year 129 Slope 0.020 COUNTA_2 (Standard FSD Setup)= 0 0.58(diameter = 7/8 inch)EURV 226 Shape 1.61 Hidden Parameters & Calculations 0.67(diameter = 15/16 inch)5 Year 182 MaxPondDepth_Error? FALSE 0.76 (diameter = 1 inch)10 Year 232 Spillway Depth Cd_Broad-Crested Weir 3.00 0.86(diameter = 1-1/16 inches)25 Year 334 WQ Plate Flow at 100yr depth = 0.00 0.97(diameter = 1-1/8 inches)50 Year 440 CLOG #1=0%1.08(diameter = 1-3/16 inches)100 Year 640 1 Z1_Boolean Cdw #1 = 1.20(diameter = 1-1/4 inches)500 Year 496 1 Z2_Boolean Cdo #1 = 1.32(diameter = 1-5/16 inches)Zone3_Pulldown Message 1 Z3_Boolean Overflow Weir #1 Angle = 1.45(diameter = 1-3/8 inches)1 Opening Message CLOG #2=0%1.59(diameter = 1-7/16 inches)Draintime Running Cdw #2 = 1.73(diameter = 1-1/2 inches)Outlet Boolean Outlet Rank Total (1 to 4) Cdo #2 = 1.88(diameter = 1-9/16 inches)Vertical Orifice 1 1 1 1 Overflow Weir #2 Angle = 2.03(diameter = 1-5/8 inches)Vertical Orifice 2 0 0 Boolean Underdrain Q at 100yr depth = 0.00 2.20(diameter = 1-11/16 inches)Overflow Weir 1 0 0 0 Max Depth VertOrifice1 Q at 100yr depth = 3.49 2.36(diameter = 1-3/4 inches)Overflow Weir 2 0 0 0 500yr Depth VertOrifice2 Q at 100yr depth = 0.00 2.54(diameter = 1-13/16 inches)Outlet Pipe 1 0 0 0 Freeboard 2.72(diameter = 1-7/8 inches)Outlet Pipe 2 0 0 0 Spillway Count_User_Hydrographs 0 2.90(diameter = 1-15/16 inches)0 Spillway Length CountA_3 (EURV & 100yr) =0 3.09(diameter = 2 inches)FALSE Time Interval CountA_4 (100yr Only) = 0 3.29(use rectangular openings)Button Visibility Boolean COUNTA_5 (FSD Weir Only)= 0 0 WQCV Underdrain COUNTA_6 (EURV Weir Only)= 0 0 WQCV Plate 0 EURV-WQCV Plate Outlet1_Pulldown_Boolean 0 EURV-WQCV VertOriice Outlet2_Pulldown_Boolean 0 Outlet 90% Qpeak Outlet3_Pulldown_Boolean 0 Outlet Undetained 0 Weir Only 90% Qpeak 0 Five Year Ratio Plate 0 Five Year Ratio VertOrifice EURV_draintime_user Spillway Options Offset Overlapping Vertical Orifice 1 S-A-V-D Chart Axis Default X-axis Left Y-Axis Right Y-Axis minimum bound 0.00 0 0 maximum bound 6.00 70,000 10 S-A-V-D Chart Axis Override X-axis Left Y-Axis Right Y-Axis minimum bound maximum bound DETENTION BASIN OUTLET STRUCTURE DESIGN MHFD-Detention, Version 4.00 (December 2019) 0 5 10 15 20 25 30 35 40 45 0.1 1 10 FL O W [ c f s ] TIME [hr] 500YR IN 500YR OUT 100YR IN 100YR OUT 50YR IN 50YR OUT 25YR IN 25YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT EURV IN EURV OUT WQCV IN WQCV OUT 0 1 2 3 4 5 6 7 0.1 1 10 100 PO N D I N G D E P T H [ f t ] DRAIN TIME [hr] 500YR 100YR 50YR 25YR 10YR 5YR 2YR EURV WQCV 0 1 2 3 4 5 6 7 8 9 10 0 10,000 20,000 30,000 40,000 50,000 60,000 70,000 0.00 1.00 2.00 3.00 4.00 5.00 6.00 OU T F L O W [ c f s ] AR E A [ f t ^ 2 ] , V O L U M E [ f t ^ 3 ] PONDING DEPTH [ft] User Area [ft^2] Interpolated Area [ft^2] Summary Area [ft^2] Volume [ft^3] Summary Volume [ft^3] Outflow [cfs] Summary Outflow [cfs] MHFD-Detention_v4 03.xlsm, Outlet Structure 5/11/2022, 11:19 AM King Soopers 146 B2105645 12/23/24 yes yes yes yes Amy Dolinger x x x x x x x x x x Subcontrctor tested x x x x x x x Bottom of cell was "ripped" after excavation Bottom of cell is flat & level non-woven geotextile over prepared soils and up excavation walls per manufacturer's specification. Manifolds and over lay out woven geotextile. Excavated area is protected from sediment/runoff by benching area