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HomeMy WebLinkAboutSite Certifications - 01/29/2021 1218 Ash Street | Suite A Windsor, CO 80550 970.674.3300 January 20, 2021 Mr. Matt Simpson City of Fort Collins Stormwater 700 Wood Street Fort Collins, CO 80521 Re: Kensington Commons Dutch Bros Coffee–Overall Site and Drainage Certification Dear Matt, Please accept this letter as the Site and Drainage Certification for the Kensington Commons Dutch Bros Coffee project. Several surveys of the site were completed in 2020 and 2021 by Washburn Land Surveying. Site visits were conducted by Erika Schneider of Interwest Consulting Group on June 10 and July 25, 2020 and Mike Oberlander of Interwest Consulting Group on November 3, 2020 and December 16, 2020. Photos of the site visits are attached. The site work has been completed and is in general conformance with the approved design. The final landscaping and clean up for the site are also complete. During construction, the owner of the Jiffy Lube requested that the pavement on the west side of that building be replaced to attempt to improve an existing drainage issue. This replacement of pavement was not shown in the approved plans. The as-built pavement grades are shown on the certification drawings. The impervious liner that was noted on the utility plan between Jiffy Lube and the Stormtech system was overlooked and not installed. I have discussed this with the contractor, the geotechnical engineer, and with the Stormtech representative. The liner would have been about 11’ from the building and the Stormtech representative said they generally do not recommend needing the liner until the system is closer than 5’ to a building. Additionally, we do not have swelling soils on the site, and there is a compacted storm sewer trench between the Stormtech and the building. Because of these factors, I am comfortable certifying the site without the liner. 2 The spillway was not excavated or built per the approved plans at the southeast corner of the site between the parking lot and College Avenue sidewalk because large tree roots were apparent when excavation of the underground detention facility was taking place. Based on the shots of the spillway area, the pond would overtop east and south and freeboard to the existing buildings would be greater than 7 inches during an overtopping event. I have attached the stamped overall as-built survey and a stamped survey of the spillway area. I have also attached As-built drawings of the Storm System and Grading Plan and the Overall Site and Drainage Certification. We appreciate your time and consideration in reviewing this certification. If you have any questions or need additional information, please feel free to call at any time (970) 460-8471. Sincerely, Michael Oberlander, P.E. Colorado Professional Engineer 34288 Attachments OVERALL SITE AND DRAINAGE CERTIFICATION Page 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 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 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 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 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 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 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 DURING CONSTRUCTION INSPECTION CHECKLIST AND SUPPORTING DOCUMENTATION 1/19 Page 1 of 2 DURING CONSTRUCTION INSPECTION CHECKLIST To be completed by Construction Superintendent This checklist is to be completed during construction and included with the Overall Site and Drainage Certification. • 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. Project Name: Dutch Bros 2 Kensington St. Date: 7/27/20 Building Permit Numbers: B1915837 I. Compaction A. Yes All berms and embankments meet the compaction requirements as specified in the project geotechnical report or comply with the City’s standard, which is “soils should be compacted within a moisture content range of 2% below to 2% above optimum moisture content and compacted to 95% of the Maximum Standard Proctor Density (ASTM D698).” Compaction requires verification during construction. Provide testing log from contractor/engineer. II. Storm Drain Pipe Installation Requirements A. Yes The pipe trenches have been compacted in accordance with Section 02225-3.07.A.1. of the Fort Collins Development Construction Standards for Water, Wastewater, Stormwater (e.g., the trenches in the roadways are to be 95% of maximum density and all other areas are to be at 90%, both in accordance with ASTM D698). III. Energy Dissipation and Erosion Protection - FCSCM Chapter 9, Section 7.0 A. Riprap 1. Yes The riprap bedding is a granular bedding of the gradation and thickness indicated on the approved construction plans. 2. Yes A filter fabric was installed instead of granular bedding and is the material shown on the approved construction plans or was an approved equal. Provide documentation for an approved equal. 3. Yes The riprap is the gradation shown on the approved construction plans with a D50 of . 4. Yes The riprap thickness is as shown on the approved construction plans and extends to the horizontal limits shown. 5. Yes The riprap is buried to the depth indicated on the approved construction plans. (A minimum of 6 inches of soil is required.) B. Permanent Erosion Control Fabric - FCSCM Vol.1, Ch.7 1. Yes All fabric was installed per manufacturer’s specifications. 1/19 Page 2 of 2 IV. Other Permanent BMPs A. Yes All cut-off walls have been installed in accordance with the approved construction plans. (Cut-off walls are required for irrigation ditch crossings of storm drain pipes.) V. Extended Detention Basins A. Yes Installation of this facility was verified via inspection by a City-Stormwater Inspector at the point of installation of the water quality control box(es). Provide date of inspection and name of inspector: Multiple inspections by COFC Martha Cruise Included certification sheet(s): Please check the appropriate box(es) for the Low Impact Development (LID) facilities found on this site and complete the corresponding certification sheets. ☐ Permeable Interlocking Concrete Pavers ☐ Bioretention Cells (Rain Gardens) ☐ Sand Filters ☐ Vegetated Buffers ☒ Underground Infiltration ☐ Other LID – For certification of Dry Wells, Tree Filters, Constructed Wetland Channels & Ponds, etc., contact City Staff to determine requirements to exhibit the LID facility has been constructed and functions as intended per the approved drainage report. *Please provide photographic documentation of the installation of all stages of all LID facilities. **Please contact the City Stormwater Inspector at stormwaterinspection@fcgov.com to discuss inspection requirements for each LID facility and request inspections. ***All facilities being certified must be “clean” – free of sediment & construction debris – prior to certification or acceptance of the facility. Completed by: Name: Nick Willman Title: Superintendent Email: nwillman@dohnconstruction.com Phone: 970-420-9008 Company: Dohn Construction Address: 2642 Midpoint Drive, Fort Collins CO 80525 1/19 Page 1 of 2 Underground Infiltration Item/Activity Yes No N/A Submittal Requirements Submitted?/Response Stormwater Inspection Manufacturer’s representative pre-construction meeting: A pre-construction meeting was completed with the manufacturer’s representative and installers ☒ ☐ ☐ Record date and who was present at the meeting Evan Fishgrund ADS, M&S Lewis and Ryan Martin, Nick Willman DCI. Meeting held on 5/27/20 Pre-construction meeting was held with City-Stormwater Inspector to discuss installation, inspection, checklist, and protection from sedimentation ☒ ☐ ☐ Record date, inspector name, meeting location (i.e. DCP, initial erosion control inspection, etc.) COFC inspector Martha Cruise. Meeting was held at the jobsite address: 121 Kensington st. Ft. Collins, CO. Date 5/27/20 Inspection(s): Installation of this facility was verified via inspection by a City-Stormwater Inspector at the point at which the chambers had been laid/prior to backfilling. Correct fabric placement was confirmed. ☒ ☐ ☐ Record date(s) of inspection and inspector’s name Multiple inspection dates. COFC Inspector Martha Cruise Excavation Heavy equipment did not travel across underground cell area during excavation (prevents over-compaction) ☒ ☐ ☐ Bottom of cell was “ripped” after excavation ☐ ☐ ☒ Provide photographs before and after “ripping” Bottom of cell is flat and level, or graded per approved grading plans ☒ ☐ ☐ Provide photograph Washburn Surveying land survey as-built created for “pond” inspection. As-built created on 6/4/20 Non-woven fabric is installed per manufacturer’s specifications and was not damaged during construction (around system) ☒ ☐ ☐ Provide photograph Woven fabric is installed per manufacturer’s specifications and was not damaged during construction (beneath chambers) ☒ ☐ ☐ Provide photograph Excavated area is protected/surrounded by sediment/runoff control BMPs during construction ☒ ☐ ☐ Provide photograph Impermeable Liner 1/19 Page 2 of 2 Impermeable liner meets design specifications ☐ ☒ ☐ Provide specifications of delivered material Impermeable liner was not installed Impermeable liner is not exposed ☐ ☐ ☒ Any penetrations of the impermeable liner have been sealed and checked for water-tightness. ☐ ☐ ☒ Provide photograph (if necessary) Aggregate Foundation and embedment materials are installed and compacted according to design and manufacturer’s specifications ☒ ☐ ☐ Provide load ticket and photograph(s) Underdrain System Underdrain pipe meets design specifications ☒ ☐ ☐ Provide photograph At least one cleanout is provided per underdrain lateral ☐ ☐ ☒ Provide photograph Cleanout pipe is solid (not perforated/slotted) ☐ ☐ ☒ Provide photograph Cleanout covers are installed and watertight ☐ ☐ ☒ Provide photograph Verify the underdrain is NOT wrapped in geotextile fabric ☒ ☐ ☐ Provide photograph Verify there is no orifice plate on the underdrain outfall ☒ ☐ ☐ Provide photograph Underdrain integrity tested after backfilling using TV and/or water test ☐ ☒ ☐ Provide documentation of test results Manifold system Overflow weir elevation is set at/above water quality storm elevation ☒ ☐ ☐ Record weir elevation on survey Maintenance access is provided for each Isolator Row ☐ ☐ ☒ At least one inspection port has been provided for each Isolator Row (located in middle third of each row) ☒ ☐ ☐ 2 inspection ports. Upstream catchment drains to inlet/intake properly ☒ ☐ ☐ Underground Detention Chambers All chambers were installed per approved Utility Plans and manufacturer’s specifications ☒ ☐ ☐ Photograph Close Out Upstream catchment is stabilized prior to diverting runoff into Underground Detention system ☒ ☐ ☐ All Isolator Rows, chambers, and pipes are cleaned and sediment/debris has been removed ☒ ☐ ☐ Sheet 1 of 1 Project #: 2019-0124 Date: June 4, 2020 Scale: 1"=5' Drawn: ABS 4025 Automation Way, Suite C4 Fort Collins, CO 80525 970-232-9645 www.WashburnSurveying.com CHAD R. WASHBURN, PROFESSIONAL LAND SURVEYOR COLORADO PLS 37963 FOR AND ON BEHALF OF WASHBURN LAND SURVEYING, LLC. DOHN CONSTRUCTION, INC. SUBMITTED FOR APPROVAL By: Dohn Construction, Inc. 2642 Midpoint Drive Fort Collins, CO 80525 Attention: James Ohlson r4 Architects 226 Remington Street, Unit #3 Fort Collins, CO 80524 RE: Project: Dutch Bros Fort Collins 2 Subcontractor/Supplier: Martin & Sons Excavating, Inc., 970-635-0404 Submittal #: 22, Revision: 0 Please review the following submittal(s) and return to Patrick Pilkington by . Submittal Item Status Date Submitted Spec. No. 1 : Earthwork and Utilities-Product Data Open 02/11/2020 312000.001 2 : Storm Tech System Shop Drawings/Product Data Open 02/11/2020 312000.002 General Contractor: Architect/Engineer: DOHN CONSTRUCTION, INC. REJECTED NO EXCEPTIONS TAKEN MAKE CORRECTION NOTED REVISE AND RESUBMIT BY DATE Remarks: ©2013 ADS, INC. PROJECT INFORMATION ADS SALES REP: ENGINEERED PRODUCT MANAGER: PROJECT NO: ADVANCED DRAINAGE SYSTEMS, INC. R DUTCH BROS FORT COLLINS, CO MARK KAELBERER 720-256-8225 MARK.KAELBERER@ADS-PIPE.COM S145040 EVAN FISCHGRUND 720-250-8047 EVAN.FISCHGRUND@ADS-PIPE.COM MC-3500 STORMTECH CHAMBER SPECIFICATIONS 1.CHAMBERS SHALL BE STORMTECH MC-3500. 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 45x76 DESIGNATION SS. 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. IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF MC-3500 CHAMBER SYSTEM 1.STORMTECH MC-3500 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A PRE-CONSTRUCTION MEETING WITH THE INSTALLERS. 2.STORMTECH MC-3500 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 AN 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 - 6" (150 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 MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBERS IN PLACE AND PRESERVE ROW SPACING. 10.THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGN ENGINEER. 11.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-3500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". 2.THE USE OF EQUIPMENT OVER MC-3500 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. FOR STORMTECH INSTRUCTIONS, DOWNLOAD THE INSTALLATION APP 00 10 ' 20 ' 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 6 08 / 0 6 / 1 9 S1 4 5 0 4 0 SD M AM D FO R T C O L L I N S , C O DU T C H B R O S DA T E DR W N CH K D DE S C R I P T I O N 08 / 1 3 / 1 9 SD M DA F 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 11 - 1 3 - 1 9 CT S CT S FI X C H A M B E R C O U N T I N N O T E S PLACE MINIMUM 17.5' OF ADS GEOSYNTHETICS 315WTM WOVEN GEOTEXTILE OVER BEDDING STONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALL CHAMBER INLET ROWS 24" CORED END CAP, PART# MC3500IEPP24BC OR MC3500IEPP24BW TYP OF ALL MC-3500 24" BOTTOM CONNECTIONS AND ISOLATOR ROWS PROPOSED LAYOUT 28 STORMTECH MC-3500 CHAMBERS 8 STORMTECH MC-3500 END CAPS 12 STONE ABOVE (in) 15 STONE BELOW (in) 40 % STONE VOID 6,501 INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED) 1,909 SYSTEM AREA (ft²) 211 SYSTEM PERIMETER (ft) PROPOSED ELEVATIONS 5041.80 MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED) 5035.80 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC) 5035.30 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC) 5035.30 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT) 5035.30 MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT) 5034.80 TOP OF STONE 5033.80 TOP OF MC-3500 CHAMBER 5031.05 15" MANIFOLD INVERT 5030.22 24" ISOLATOR ROW CONNECTION INVERT 5030.18 15" BOTTOM MANIFOLD INVERT 5030.05 BOTTOM OF MC-3500 CHAMBER 5028.80 UNDERDRAIN INVERT 5028.80 BOTTOM OF STONE NOTES ·MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECH SHEET #7 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. ·THE SITE DESIGN ENGINEER MUST REVIEW THE PROXIMITY OF THE CHAMBERS TO THE BUILDING/STRUCTURE. NO FOUNDATION LOADS SHALL BE TRANSMITTED TO THE CHAMBERS. THE SITE DESIGN ENGINEER MUST CONSIDER EFFECTS OF POSSIBLE SATURATED SOILS ON BEARING CAPACITY OF SOILS AND SEEPAGE INTO BASEMENTS. 15" X 15" ADS N-12 CUSTOM INVERT MANIFOLD INVERT 12.00" ABOVE CHAMBER BASE (SEE NOTES) 6" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAIN (SIZE TBD BY ENGINEER) INSPECTION PORT (TYP 2 PLACES) ISOLATOR ROW (SEE DETAIL / TYP 2PLACES) 15" X 15" ADS N-12 BOTTOM MANIFOLD MAXIMUM OUTLET FLOW 2.7 CFS INVERT 1.5" ABOVE CHAMBER BASE (SEE NOTES) STRUCTURE PER PLAN W/ELEVATED BYPASS MANIFOLD SHOWN AS 36" NYLOPLAST MAXIMUM INLET FLOW 3.5 CFS (24" SUMP MIN) 70 IN W O O D R O A D , S U I T E 3 | 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 20.25' 23.22' 39 . 6 0 ' 32 . 4 4 ' 75 . 4 4 ' 82 . 2 2 ' CUSTOM CORED END CAP 15" INVERT 12.00" ABOVE CHAMBER BASE 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 6 08 / 0 6 / 1 9 S1 4 5 0 4 0 SD M AM D FO R T C O L L I N S , C O DU T C H B R O S DA T E DR W N CH K D DE S C R I P T I O N 08 / 1 3 / 1 9 SD M DA F 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 11 - 1 3 - 1 9 CT S CT S FI X C H A M B E R C O U N T I N N O T E S ACCEPTABLE FILL MATERIALS: STORMTECH MC-3500 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 45x76 DESIGNATION SS. 2.MC-3500 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. 8' (2.4 m) MAX 12" (300 mm) MIN77" (1956 mm) 12" (300 mm) MIN 6" (150 mm) MIN 6" (150 mm) MIN PERIMETER STONE (SEE NOTE 4) EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) MC-3500 END CAP SUBGRADE SOILS (SEE NOTE 3) DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 9" (230 mm) MIN ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS D C B A *TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 24" (600 mm). 45" (1143 mm) 18" (450 mm) MIN* 1 LAYER OF ADS GEOSYNTHETICS NON-WOVEN GEOTEXTILE BEWTEEN COVER STONE AND C LAYER. 70 IN W O O D R O A D , S U I T E 3 | 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 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 6 08 / 0 6 / 1 9 S1 4 5 0 4 0 SD M AM D FO R T C O L L I N S , C O DU T C H B R O S DA T E DR W N CH K D DE S C R I P T I O N 08 / 1 3 / 1 9 SD M DA F 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 11 - 1 3 - 1 9 CT S CT S FI X C H A M B E R C O U N T I N N O T E S INSPECTION & MAINTENANCE STEP 1)INSPECT ISOLATOR ROW FOR SEDIMENT A.INSPECTION PORTS (IF PRESENT) A.1.REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN A.2.REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED A.3.USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG A.4.LOWER A CAMERA INTO ISOLATOR ROW FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL) A.5.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. B.ALL ISOLATOR ROWS B.1.REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW B.2.USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW THROUGH OUTLET PIPE i)MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY ii)FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE B.3.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. STEP 2)CLEAN OUT ISOLATOR ROW USING THE JETVAC PROCESS A.A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED B.APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN C.VACUUM STRUCTURE SUMP AS REQUIRED STEP 3)REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS. STEP 4)INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. NOTES 1.INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. 2.CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. SUMP DEPTH TBD BY SITE DESIGN ENGINEER (24" [600 mm] MIN RECOMMENDED) 24" (600 mm) HDPE ACCESS PIPE REQUIRED USE FACTORY PRE-CORED END CAP PART #: MC3500IEPP24BC OR MC3500IEPP24BW TWO LAYERS OF ADS GEOSYNTHETICS 315WTM WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 8.25' (2.51 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS CATCH BASIN OR MANHOLE COVER PIPE CONNECTION TO END CAP WITH ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE MC-3500 CHAMBER MC-3500 END CAP MC-3500 ISOLATOR ROW DETAIL NTS OPTIONAL INSPECTION PORT STORMTECH HIGHLY RECOMMENDS FLEXSTORM PURE INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES ELEVATED BYPASS MANIFOLD NOTES: 1.INSPECTION PORTS MAY BE CONNECTED THROUGH ANY CHAMBER CORRUGATION VALLEY. 2.ALL SCHEDULE 40 FITTINGS TO BE SOLVENT CEMENTED (4" PVC NOT PROVIDED BY ADS). CONNECTION DETAIL NTS 8" (200 mm) 4" (100 mm) SCHED 40 PVC COUPLING 4" (100 mm) SCHED 40 PVC 4" (100 mm) SCHED 40 PVC CORE 4.5" (114 mm) Ø HOLE IN CHAMBER (4.5" HOLE SAW REQ'D) ANY VALLEY LOCATION STORMTECH CHAMBER CONCRETE COLLAR PAVEMENT 12" (300 mm) MIN WIDTH CONCRETE SLAB 6" (150 mm) MIN THICKNESS 4" PVC INSPECTION PORT DETAIL NTS 8" NYLOPLAST INSPECTION PORT BODY (PART# 2708AG4IPKIT) OR TRAFFIC RATED BOX W/SOLID LOCKING COVER CONCRETE COLLAR NOT REQUIRED FOR UNPAVED APPLICATIONS 4" (100 mm) SCHED 40 PVC 70 IN W O O D R O A D , S U I T E 3 | 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 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 5 6 08 / 0 6 / 1 9 S1 4 5 0 4 0 SD M AM D FO R T C O L L I N S , C O DU T C H B R O S DA T E DR W N CH K D DE S C R I P T I O N 08 / 1 3 / 1 9 SD M DA F 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 11 - 1 3 - 1 9 CT S CT S FI X C H A M B E R C O U N T I N N O T E S 70 IN W O O D R O A D , S U I T E 3 | 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 PART #STUB B C MC3500IEPP06T 6" (150 mm)33.21" (844 mm)--- MC3500IEPP06B ---0.66" (17 mm) MC3500IEPP08T 8" (200 mm)31.16" (791 mm)--- MC3500IEPP08B ---0.81" (21 mm) MC3500IEPP10T 10" (250 mm)29.04" (738 mm)--- MC3500IEPP10B ---0.93" (24 mm) MC3500IEPP12T 12" (300 mm)26.36" (670 mm)--- MC3500IEPP12B ---1.35" (34 mm) MC3500IEPP15T 15" (375 mm)23.39" (594 mm)--- MC3500IEPP15B ---1.50" (38 mm) MC3500IEPP18TC 18" (450 mm) 20.03" (509 mm)---MC3500IEPP18TW MC3500IEPP18BC ---1.77" (45 mm) MC3500IEPP18BW MC3500IEPP24TC 24" (600 mm) 14.48" (368 mm)---MC3500IEPP24TW MC3500IEPP24BC ---2.06" (52 mm) MC3500IEPP24BW MC3500IEPP30BC 30" (750 mm)---2.75" (70 mm) NOMINAL CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH)77.0" X 45.0" X 86.0" (1956 mm X 1143 mm X 2184 mm) CHAMBER STORAGE 109.9 CUBIC FEET (3.11 m³) MINIMUM INSTALLED STORAGE*175.0 CUBIC FEET (4.96 m³) WEIGHT 134 lbs.(60.8 kg) NOMINAL END CAP SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH)75.0" X 45.0" X 22.2" (1905 mm X 1143 mm X 564 mm) END CAP STORAGE 14.9 CUBIC FEET (0.42 m³) MINIMUM INSTALLED STORAGE*45.1 CUBIC FEET (1.28 m³) WEIGHT 49 lbs.(22.2 kg) *ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION, 6" (152 mm) STONE BETWEEN CHAMBERS, 6" (152 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITY. MC-3500 TECHNICAL SPECIFICATION NTS 90.0" (2286 mm) ACTUAL LENGTH 86.0" (2184 mm) INSTALLED BUILD ROW IN THIS DIRECTION NOTE: ALL DIMENSIONS ARE NOMINAL LOWER JOINT CORRUGATION WEB CREST CREST STIFFENING RIB VALLEY STIFFENING RIB B C 75.0" (1905 mm) 45.0" (1143 mm) 25.7" (653 mm) FOOT 77.0" (1956 mm) 45.0" (1143 mm) STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B" STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T" END CAPS WITH A WELDED CROWN PLATE END WITH "C" END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W" UPPER JOINT CORRUGATION 22.2" (564 mm) INSTALLED CUSTOM PRECORED INVERTS ARE AVAILABLE UPON REQUEST. INVENTORIED MANIFOLDS INCLUDE 12-24" (300-600 mm) SIZE ON SIZE AND 15-48" (375-1200 mm) ECCENTRIC MANIFOLDS. CUSTOM INVERT LOCATIONS ON THE MC-3500 END CAP CUT IN THE FIELD ARE NOT RECOMMENDED FOR PIPE SIZES GREATER THAN 10" (250 mm). THE INVERT LOCATION IN COLUMN 'B' ARE THE HIGHEST POSSIBLE FOR THE PIPE SIZE. UNDERDRAIN DETAIL NTS A A B B SECTION A-A SECTION B-B NUMBER AND SIZE OF UNDERDRAINS PER SITE DESIGN ENGINEER 4" (100 mm) TYP FOR SC-310 & SC-160LP SYSTEMS 6" (150 mm) TYP FOR SC-740, DC-780, MC-3500 & MC-4500 SYSTEMS OUTLET MANIFOLD STORMTECH END CAP STORMTECH CHAMBERS STORMTECH CHAMBER STORMTECH END CAP DUAL WALL PERFORATED HDPE UNDERDRAIN ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE FOUNDATION STONE BENEATH CHAMBERS FOUNDATION STONE BENEATH CHAMBERS MC-SERIES END CAP INSERTION DETAIL NTS NOTE: MANIFOLD STUB MUST BE LAID HORIZONTAL FOR A PROPER FIT IN END CAP OPENING. 12" (300 mm) MIN SEPARATION 12" (300 mm) MIN INSERTION MANIFOLD HEADER MANIFOLD STUB STORMTECH END CAP 12" (300 mm) MIN SEPARATION 12" (300 mm) MIN INSERTION MANIFOLD HEADER MANIFOLD STUB 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 6 6 08 / 0 6 / 1 9 S1 4 5 0 4 0 SD M AM D FO R T C O L L I N S , C O DU T C H B R O S DA T E DR W N CH K D DE S C R I P T I O N 08 / 1 3 / 1 9 SD M DA F 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 11 - 1 3 - 1 9 CT S CT S FI X C H A M B E R C O U N T I N N O T E S 31 3 0 V E R O N A A V E BU F O R D , G A 3 0 5 1 8 PH N ( 7 7 0 ) 9 3 2 - 2 4 4 3 FA X ( 7 7 0 ) 9 3 2 - 2 4 9 0 ww w . n y l o p l a s t - u s . c o m ® NYLOPLAST 36" (900 mm) STRUCTURE WITH LADDER NTS 12" (300 mm) MAX 36" (900 mm) MAX 14" (355 mm) MAX NOTES: 1.LADDERS SERVING MANHOLES CAN USE DEVIATIONS OF OSHA 1910.27 FOUND IN ASTM C478-12. LADDERS ARE TO BE ORDERED FROM LANE INTERNATIONAL CORPORATION ONLY. 2.CORROSION RESISTANT BRACKETS, WITH STAINLESS STEEL HARDWARE, SHALL BE ATTACHED TO THE LADDER BY THE PIPE FABRICATOR. THE HARDWARE IS INCLUDED WITH LADDER. 3.USE STAINLESS STEEL BOLTS, WASHERS, AND NUTS TO ATTACH THE LADDER BRACKETS THROUGH THE PVC DRAIN BASIN SIDE WALL. 4.LADDER SHALL BE PLACED SO THAT TOP RUNG IS LESS THAN 14" (355 mm) FROM BASE SURFACE AND BOTTOM RUNG IS AS LOW AS POSSIBLE. 5.BOTTOM OF LADDER SHALL BE ATTACHED TO BOTTOM END CAP WITH SS HARDWARE SUPPLIED WITH THE LADDER. 6.WEIGHT OF LADDER TO REST ON END CAP. 7.ALL HARDWARE IS TO BE TIGHTENED PRIOR TO SHIPMENT. SS HARDWARE FURNISHED WITH LADDERS 1/2" - 13 X 1 3/4" HEX HEAD BOLT, 1/2" FLAT WASHER, & 1/2" HEX NUT CORROSION RESISTANT LADDER PER OSHA 1910.27 TYP. ANGLED ATTACHMENTS, MIN. 6 PER LADDER. MAX VERTICAL MOUNTING BOLTS MUST BE POSITIONED TOWARDS THE TOP OF THE RISER LADDER BASE IS TO BE BOLTED TO THE BOTTOM END CAP 4"-6" (100-150 mm) 18" (450 mm) MIN WIDTH GUIDELINE GRATE OPTION LOAD RATING PART #DWG # PEDESTRIAN MEETS H-20 3099CGP 7001-110-220 STANDARD MEETS H-20 3099CGS 7001-110-221 SOLID COVER MEETS H-20 3099CGC 7001-110-222 DOME N/A 3099CGD 7001-110-223 36" (900 mm) NYLOPLAST DRAIN BASIN NTS NOTES 1.GRATES/SOLID COVER SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05. 2.FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05. 3.DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS. RISERS ARE NEEDED FOR BASINS OVER 84" (2.13 m) DUE TO SHIPPING RESTRICTIONS. SEE DRAWING NO. 7001-110-065. 4.DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212 FOR CORRUGATED HDPE (ADS N-12/HANCOR DUAL WALL), N-12 HP, & PVC SEWER. 5.ADAPTERS CAN BE MOUNTED ON ANY ANGLE 0° TO 360°. TO DETERMINE MINIMUM ANGLE BETWEEN ADAPTERS SEE DRAWING NO. 7001-110-012. 8" (200 mm) MIN THICKNESS GUIDELINE VARIABLE SUMP DEPTH ACCORDING TO PLANS (10" (250 mm) MIN. BASED ON MANUFACTURING REQ.) (SEE NOTE 3) 6" (150 mm) MIN VARIABLE INVERT HEIGHTS AVAILABLE (ACCORDING TO PLANS/TAKE OFF) (SEE NOTE 3) 24" (600 mm) MIN. MANUFACTURING REQUIREMENT FROM TOP OF GRATE TO TOP OF PIPE. WATERTIGHT JOINT (CORRUGATED HDPE SHOWN) INTEGRATED DUCTILE IRON FRAME & GRATE/SOLID COVER TO MATCH BASIN O.D. (SEE NOTES 1 & 2) TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE FOR GUIDELINE PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE DESIGNED TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS, TRAFFIC LOADING, AND OTHER APPLICABLE DESIGN FACTORS. SEE DRAWING NO. 7001-110-111 FOR NON TRAFFIC INSTALLATION. 36" X 30" (900 X 750 mm) CONE STYLE REDUCER THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I, CLASS II, OR CLASS III MATERIAL AS DEFINED IN ASTM D2321. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. VARIOUS TYPES OF INLET & OUTLET ADAPTERS AVAILABLE: 4" - 30" (100 - 750 mm) FOR CORRUGATED HDPE (ADS N-12/HANCOR DUAL WALL, ADS/HANCOR SINGLE WALL), N-12 HP, PVC SEWER (EX: SDR 35), PVC DWV (EX: SCH 40), PVC C900/C905, CORRUGATED & RIBBED PVC (SEE NOTE 4) DOHN CONSTRUCTION, I NC. SUBMITTED FOR APPROVAL By: Dohn Construction, Inc. 2642 Midpoint Drive Fort Collins, CO 80525 Attention: James Ohlson r4 Architects 226 Remington Street, Unit #3 Fort Collins, CO 80524 RE: Project: Dutch Bros Fort Collins 2 Subcontractor/Supplier: Martin & Sons Excavating, Inc., 970-635-0404 Submittal #: 22, Revision: 2 Please review the following submittal(s) and return to Patrick Pilkington by 04/17/2020. Submittal Item Status Date Submitted Spec. No. 1 : Precast Storm Utility submittal Open 04/10/2020 312000-001a General Contractor: Architect/Engineer: DOHN CONSTRUCTION, I NC. REJECTED NO EXCEPTIONS TAKEN MAKE CORRECTION NOTED REVISE AND RESUBMIT BY Patrick Pilkington DATE 4/7/2020 Remarks: www.oldcastleprecast.com OLDCASTLE PRECAST LOVELAND 1820 E Highway 402 Loveland, CO 80537 P: 970-669-0535 l F: 970-669-0674 ENGINEERING SUBMITTAL FOR CONCRETE PRODUCTS PROJECT DATA Precast Product: Storm Inlet & Storm Manhole PROJECT NAME: Dutch Bros Location: Fort Collins, Colorado Contractor: Martin & Sons Attn: Ryan Martin SUBMITTED BY: Monica Hokansson Direct Line: 970 342 2247 DATE: 02/20/2020 Note: #1 Submittal Package: Oldcastle Precast Oldcastle Precast Oldcastle Precast 8392 W. Riverview Pkwy 427 N. Front St. 1820 E. Hwy 402 Littleton, CO. 80125 Platteville, CO. 80651 Loveland, CO. 80537 303-791-1100 PHONE 970-785-6066 PHONE 970-669-0535 PHONE 303-791-1120 FAX 970-785-6087 FAX 970-669-0674 FAX Th is is to certify th at th e q u ality control p roced u res of Oldcastle Infrastructure 1820 SE 14th St. Loveland, CO 80537-8805 were audited durin g an on -site p l ant in sp ection on Ap ril 25, 2019 and h ave met th e Precast Concrete Requirements stated in the (14th Ed ition 2-7-19 of th e NPCA Qual ity Control Man u al for Precast Con crete Pl an ts Ren ewal Gran ted on Decemb er 24, 2019 Participation in the NPCA Plant Certification program affirms an ongoing commitment to producing quality precast concrete products to recognized standards of the American Association of State Highway and Transportati on Offi ci al s (AASHTO), the American Concrete Institute (ACI), the ASTM International (AST M), the American Welding Society (AWS), the Precast Prestressed Concrete Institute (PCI), and the Concrete Reinforcing Steel Institute (CRSI). This renewal certificate is valid through December 31, 2020. Jon Ohmes, Chairman of the Board Ty E. Gable, NPCA President Phillip B. Cutler, P.E., Director of Quality Assurance Programs NPCA | 1320 City Center Drive, Suite 200 | Carmel, IN 46032 This document shall be reproduced in its entirety PRODUCT WEIGHTS SECTION WEIGHT (LBS)VOLUME (CY) RISER 3,600 0.89 BASE 3,835 0.95 TOTAL 7,435 1.84 B 1 A 1 MH JJ MARTIN & SONS DUTCH BROS COFFEE COLORADO 2' X 3' INLET 163047 1820 E. HWY. 402, LOVELAND, CO 80537 PHONE: (970) 669-0535 FAX: (970) 669-0674 2/11/20 CUSTOMER T H I S D O C U M E N T I S T H E P R O P E R T Y O F O L D C A S T L E P R E C A S T , I N C . IT IS CONFIDENTIAL, SUBMITTED FOR REFERENCE PURPOSES ONLY AND SHALL NOT BE USED IN ANY WAY INJURIOUS TO THE INTERESTS OF, OR WITHOUT THE WRITTEN PERMISSION OF OLDCASTLE PRECAST, INC. COPYRIGHT © 2020 OLDCASTLE PRECAST, INC. ALL RIGHTS RESERVED. BILL OF MATERIALS #QTY U/M DESCRIPTION ITEM # 1 12 EA 43 4" MBV6671 V-ANCHOR ANCHU4 2 7 EA MH STEPS STEPDRILLRET 3 14 EA STEP INSERT SP SOCKET STEPINBSP 4 14 EA SBSL-1 BOWCO STICKY BACK STEPINSBSL1 5 1 EA 24" X 36" HATCH 1.84 CY #5 LOVELAND MIX SCC 8650175 PLAN VIEW SCALE: 3/8" = 1'-0" VIEW A SCALE: 3/8" = 1'-0" VIEW B SCALE: 3/8" = 1'-0" (OPPOSITE SIDE MIRROR IMAGE) P 1 DESIGN NOTES 1)MIN. DESIGN CRITERIA IS AS NOTED UNLESS OTHERWISE SPECIFIED 2)DESIGN LOADINGS: A.STD. FRAME AND GRATE = INCIDENTAL HS-20 LOADING ONLY B.SOIL WEIGHT = 120 PCF C.EQUIV. FLUID PRESSURE = 40 PCF. D.80 PSF LATERAL LIVE LOAD SURCHARGE 3)CONCRETE 28 DAY COMPRESSIVE STRENGTH SHALL BE 6000 PSI (MIN.) 4)STEEL REINFORCEMENT: REBAR, ASTM A-615 GRADE 60 5)CEMENT: ASTM C-150 SPECIFICATIONS C 1 VIEW C SCALE: 3/8" = 1'-0" ORIFICE PLATE DETAIL SCALE: 1/2" = 1'-0" 30" 6" Base 12"Top 3 8"Top 1 1 2 3 4 0° 90° 180° 270° 1 12 PVC BOPVC12 2 4 PVC BOPVC4 3 12 PVC BOPVC12 4 8 PVC BOPVC8 Rim: Invert: Rim to Invert: Precast Height: Overall Height: 1820 E Hwy 402 Loveland, CO 80537 970-669-0535 P 970-669-0674 F Adjustment: 2.12'' Manholes meet AASHTO M199/ASTM C-478 Specifications. Manholes meet Buy American/AIS Requirements. Full Structure Stacked ViewJob Name: Job #: Customer: Structure ID: Type: Station: SalesPerson: Top View Step Degree: 90 (1) 32.13 12 PVC BOPVC12 16 16 0 8 Base (2) 32.13 4 PVC BOPVC4 6 6 168 4 Base (3) 32.13 12 PVC BOPVC12 16 16 249 8 Base (4) 32.13 8 PVC BOPVC8 12 12 310 6 Base Pipe#Elevation Pipe Hole Type Hole Height Hole Width Angle Up to Center Item Rim CIA1161CSTAS 24" CVR STORM SEWER SB APH EA 1 141 Top 1 CIA1161RC 8" x 24" Coated C.I. Ring Only EA 1 182 Top 3 48FT 4' ID x 12" Offset Flattop 24" Opening EA 1 1,663 Base 48B30SP 4' ID Base x 2'-6" SPECIAL w/steps EA 1 3,906 Access.BOPVC4 6" Blockout for 4" PVC EA 1 Access.BOPVC8 12" Blockout for 8" PVC EA 1 Access.BOPVC12 16" Blockout for 12" PVC EA 2 Total Structure 5,892 Item Product ID Description UOM Quantity Weight Special Instructions: Dutch Bros Coffee - Fort Collins 19-1144 Martin Sons STMH 1 4' ID MANHOLE (STORM) Monica Hokansson 36.3' 32.13' 4.17' 4.16' 4.84' P R O D U C T S P E C I F I C A T I O N S 1 P.O. Box 176, New Carlisle OH, 45344 • 937.845.8776 or 800.332.7325 FAX 937-845-3587 www.conseal.com APPLICATIONS For self-sealing joints in: Manholes, Concrete Vaults, Septic Tanks, Concrete Pipe, Box Culverts, Utility Vaults, Burial Vaults, and Vertical Panel Structures. SEALING PROPERTIES • Provides permanently flexible watertight joints. Low to high temperature workability: 30°F to 120°F (-1°C to 48°C) Rugged service temperature: -30°F to +200°F (-34°C to +93°C) Excellent chemical and mechanical adhesion to clean, dry surfaces. Sealed Joints will not shrink, harden or oxide upon aging. No priming normally necessary. When confronted with difficult installation conditions, such as wet concrete or temperatures below 40°F (4°C), priming the concrete will improve the bonding action. Consult Concrete Sealants for the proper primer to meet your application. HYDROSTATIC STRENGTH ConSeal CS-102 meets the hydrostatic performance requirement as set forth In ASTM C-990 section 10.1 (Performance requirement: 10psi for 10 minutes in straight alignment – in plant, quality control test for joint materials.) SPECIFICATIONS ConSeal CS-102 meets or exceeds the requirements of Federal Specification SS-S-210 (210-A), AASHTO M-198B, and ASTM C-990-91. P R O D U C T S P E C I F I C A T I O N S 2 P.O. Box 176, New Carlisle OH, 45344 937.845.8776 or 800.332.7325 FAX 937-845-3587 www.conseal.com PHYSICAL PROPERTIES Spec Required* CS 102 Hydrocarbon blend content % by weight ASTM D4 (mod.) 50% min. 51% Inert mineral filler % by weight AASHTO T111 30% min. 35% Volatile Matter % by weight ASTM D6 2% max. 1.2 Specific Gravity, 77°F ASTM D71 1.15-1.50 1.25 Ductility, 77°F ASTM D113 5.0 min. 10 Penetration, cone 77°F, 150 gm. 5 sec. ASTM D217 50-100 55-60 Penetration, cone 32°F, 150 gm. 5 sec. ASTM D217 40 mm 40-65 Flash Point, C.O.C., °F ASTM D92 350°F min. 450°F Fire point, C.O.C., °F ASTM D92 375°F min. 475°F IMMERSION TESTING 30-Day Immersion Testing: No visible deterioration when tested in 5% Caustic Potash, 5% Hydrochloric Acid, 5% Sulfuric Acid, and 5% saturated Hydrogen Sulfide. * One Year Immersion Testing: No visible deterioration when tested in 5% Formaldehyde, 5% Formic Acid, 5% Sulfuric Acid, 5% Hydrochloric Acid, 5% Sodium Hydroxide, 5% Hydrogen Sulfide and 5% Potassium Hydroxide. Requirements of ASTM C-990 Standard Specification for Joints for Concrete Pipe, Manholes, and Precast Box Sections Using Preformed Flexible Joint Sealants. LIMITED WARRANTY This information is presented in good faith, but we cannot anticipate all conditions under which this information and our products, or the products of other manufacturers in combination with our products, may be used. We accept no responsibility for results obtained by the application of this information or the safety and suitability of our products, either alone or in combination with other products. Users are advised to make their own tests to determine the safety and suitability of each such product or product combinations for their own purposes. It is the user’s responsibility to satisfy himself as to the suitability and completeness of such information for this own particular use. We sell this product without warranty, and buyers and users assume all responsibility and liability for loss or damage arising from the handling and use of this product, whether used alone or in combination with other products. Reversible Square and Rectangular Frame and Grate I-9159 thru I-9170 CAST IRON to conform to ASTM A-48, CLASS 35B H-20 Wheel Loading Designation Date of Drawing Prepared by Scale Sheet Number Total Sheets D&L No. I-9159-I-9170 I-9159 - I-9170 APR 1994 D&L Supply not to scale 1 1 D&L Foundry P.O.Box 1319 Moses Lake, WA 98837 Phone: (509) 765-7952 Fax: (509) 765-8124 Est. Weight of I-9159 - I-9170: see above Catalog No. I-9159 I-9160 I-9161 I-9162 I-9163 I-9164 I-9165 I-9166 I-9170 A 20 x 20 18 x 24 24 x 24 24 x 30 24 x 36 30 x 30 36 x 36 38 x 38 50 x 50 Appx. Weight 180 171 225 335 358 352 480 500 1420 Dimensions in Inches C 18 x 18 16 x 21½ 21½ x 21½ 22½ x 28½ 22½ x 34½ 28 x 28 34 x 34 36 x 36 48 x 48 B 22 x 22 22½ x 28¼ 28½ x 28½ 28½ x 34½ 29 x 41 34½ x 34½ 40½ x 40½ 42 x 42 60 x 60 D 1¼ 1¼ 1¼ 1¼ 1¼ 1¼ 1¼ 1 1¾ E 2½ 3 3¼ 3 3 3¼ 3¼ 3 6 23-7/8"1" 24" 22" 25-1/4" 33-3/4" 25-3/4" 7-1/4" 1-1/16" 7-3/4" 1-1/4" 1-7/8" 'AURORA' PICK HOLE 'DENVER' PICK HOLE 1-1/4" (SHOWN) DETAIL OF 1" 1-1/16" 2-1/8" (OPTIONAL) DETAIL OF 3/8" 5/8" YRNDOUFDL&U AS CAST IRON conforms to ASTM A-48-93 Class 35B Designation: A-1161 - A-1163 Prepared by: D&L Supply (not to scale) D&L model No. A-1161 thru A-1163 Estimated Weight of A-1161 - A-1163 see above Date: Revised October 2003 Manhole Ring & Cover (s) A-1161 thru A-1163 Jesse Walker Meets H-20 Wheel Loading Different weights available in the following variations: A-1161 = A-1161 Ring & A-1161 Cover = 338 lbs. A-1162 = A-1161 Ring & A-1043 Cover = 308 lbs. A-1163 = A-1161 Ring & B-5086 Cover = 297 lbs. A-1161-02 D& L F DR Y US A DA TE STORM D&L FDRY USA A4835 DATE DLFoundry & Supply UT Sales: (801) 785-5015 fax: (801) 785-0835 CA Sales: (707) 557-4525 fax: (707) 557-4655 WA Sales: (509) 765-7952 fax: (509) 765-8124 & Plant 61102-Granite Canyon Product 3562-AREMA Grade 4 Ballast Sample Information Sample No 1915115100 Date Sampled 05/15/2020 07:09 Sampled By Michael Dominguez Type Production Method Auto Sampler Location Commercial Split Sample Resample TPH 17 Test Note Process Unwashed 1915115100SpecificationAREMA 4 Gradation Results Moist Mass Dry Mass 12770.00 Wash Mass Moisture %Wash Loss %Unit g Tested By Michael DominguezDate Completed 05/15/2020 07:09 Sieve Mass Retained Cum Mass Retained % Passing Target Comment% Retained Specification Ind % Retained Procedure 2" (50mm)0.00 0.00 100 1000 100-1000 1 1/2" (37.5mm)0.00 0.00 100 950 90-1000 1" (25mm)5144.00 5144.00 60 25 Fine4020-5540 3/4" (19mm)6000.00 11144.00 13 1087 0-1547 1/2" (12.5mm)1486.00 12630.00 19912 3/8" (9.5mm)24.00 12654.00 1 299 0-50 #4 (4.75mm)34.00 12688.00 1990 #200 (75µm)1 0-2 Pan 82.00 12770.00 0.0100.00.6 Quality Test Report Martin Marietta, Inc.StonemontQC 05/15/2020   STAMPED SURVEY AND RECORD DRAWINGS 4025 Automation Way, Suite C4 Fort Collins, CO 80525 970-232-9645 www.WashburnSurveying.com Sheet 1 of 1 Project #: 2020-0002 Date last revised: Jan. 12, 2020 Scale: 1"=10' Drawn: CDB Sc a l e : 1 " = 1 0 ' DUTCH BROS COFFEE UTILITY AS-BUILT EXHIBIT LOCATED IN THE SOUTHEAST QUARTER OF SECTION 35, TOWNSHIP 7 NORTH, RANGE 69 WEST OF THE 6TH P.M., CITY OF FORT COLLINS, COUNTY OF LARIMER, STATE OF COLORADO ELEVATIONS SHOWN ARE FROM AN AS-BUILT SURVEY OF THE SITE PERFORMED ON JULY 20 AND AUGUST 17, 2020 CHAD R. WASHBURN, PROFESSIONAL LAND SURVEYOR COLORADO PLS 37963 FOR AND ON BEHALF OF WASHBURN LAND SURVEYING, LLC. 4025 Automation Way, Suite C4 Fort Collins, CO 80525 970-232-9645 www.WashburnSurveying.com Sheet 2 of 2 Project #: 2020-0002 Date last revised: Jan. 12, 2021 Scale: 1"=5' Drawn: CDB Scale: 1"=5' DUTCH BROS COFFEE UTILITY AS-BUILT EXHIBIT LOCATED IN THE SOUTHEAST QUARTER OF SECTION 35, TOWNSHIP 7 NORTH, RANGE 69 WEST OF THE 6TH P.M., CITY OF FORT COLLINS, COUNTY OF LARIMER, STATE OF COLORADO ELEVATIONS SHOWN ARE FROM AN AS-BUILT SURVEY OF THE SITE PERFORMED ON JANUARY 12, 2021 CHAD R. WASHBURN, PROFESSIONAL LAND SURVEYOR COLORADO PLS 37963 FOR AND ON BEHALF OF WASHBURN LAND SURVEYING, LLC. PROP BLDG FFE= 37.30 FF=37.45 LOT 2 BLANKET U, D & AE KENSINGTON DRIVE SO U T H C O L L E G E A V E N U E MA S O N S T R E E T LOT 1 LOT 2 THE GATEWAY AT HARMONY ROAD P.U.D. THIRD FILING LOT 3 Re v i s i o n s No . Da t e De s c r i p t i o n By Re v i s i o n s No . Da t e De s c r i p t i o n By 0 SCALE: 1" =20' 20 2010 40 NOTES: 1. ALL GRADING SHALL BE CONFINED TO THE PROPERTY BEING DEVELOPED OR ADJACENT PUBLIC RIGHT-OF-WAY. NO GRADING SHALL BE DONE OUTSIDE OF PROPERTY LINES UNLESS OTHERWISE SHOWN. 2. ALL CURB IS SPILL UNLESS OTHERWISE NOTED. 3. PLEASE REFER TO THE EROSION CONTROL PLAN SHEET AND REPORT FOR TEMPORARY CONTROL MEASURES AND CONSTRUCTION SEQUENCING THAT SHALL BE USED IN ORDER TO PREVENT LOADING OF THE LID DRAINAGE FACILITY WITH SEDIMENT DURING CONSTRUCTION. 4. ANY DAMAGED CURB, GUTTER AND SIDEWALK EXISTING PRIOR TO CONSTRUCTION, AS WELL AS STREETS, SIDEWALKS, CURBS AND GUTTERS, DESTROYED, DAMAGED OR REMOVED DUE TO CONSTRUCTION OF THIS PROJECT, SHALL BE REPLACE OR RESTORED TO CITY OF FORT COLLINS STANDARDS AT THE DEVELOPER'S EXPENSE PRIOR TO THE ACCEPTANCE OF COMPLETED IMPROVEMENTS AND/OR PRIOR TO THE ISSUANCE OF THE FIRST CERTIFICATE OF OCCUPANCY. RECORD DRAWING DATE: 11-9-20 12 1 8 W . A s h , S u i t e A Wi n d s o r , C o l o r a d o 8 0 5 5 0 Ph o n e : ( 9 7 0 ) 6 7 4 - 3 3 0 0 Fa x : ( 9 7 0 ) 6 7 4 - 3 3 0 3 C O N S U L T I N G G R O U P I N T E R W E S T PR E P A R E D F O R PROJ. NO. DA T E : SC A L E ( H ) : SC A L E ( V ) : CH E C K E D B Y : DE S I G N E D B Y : PR O J E C T N A M E KE N S I N G T O N C O M M O N S DU T C H B R O S C O F F E E GR A D I N G P L A N 11 / 4 / 2 0 1 9 1" = 2 0 ' N/ A ES MP O 1380-165-00 7 of 20 M S Q U A R E D , L L C 73 0 3 S . T I M B E R L I N E R O A D FO R T C O L L I N S , C O L O R A D O 8 0 5 2 5 CO N T A C T : N A T E F R A R Y PROP BLDG FFE= 37.30 KE N S I N G T O N D R I V E SOUTH COLLEGE AVENUE LOT 2 BLANKET UE, DE, AE PROP BLDG FFE= 37.30 SO U T H C O L L E G E A V E N U E KENSINGTON DRIVE PROP BLDG FFE= 37.30 SO U T H C O L L E G E A V E N U E KENSINGTON DRIVE Re v i s i o n s No . Da t e De s c r i p t i o n By Re v i s i o n s No . Da t e De s c r i p t i o n By 0 HORIZONTAL SCALE: 1" = VERTICAL SCALE: 1" = 20' 4' 20 2010 40 NOTES: 1. ALL STORM SEWER AND WATER CONSTRUCTION, AS WELL AS POWER AND OTHER "DRY" UTILITY INSTALLATIONS, SHALL CONFORM TO THE CITY OF FORT COLLINS STANDARDS AND SPECIFICATIONS CURRENT AT THE DATE OF APPROVAL OF THE PLANS BY THE LOCAL ENGINEER. 2. STORM SEWER PIPE SHALL BE RCP OR ADS N-12 WITH WATER TIGHT JOINTS AS SPECIFIED ON THE PLAN UNLESS OTHERWISE SPECIFIED. ALL STORM SEWER SHALL BE INSPECTED BY THE CITY OF FORT COLLINS. 3. LENGTH OF PIPE IS MEASURED FROM CENTER OF STRUCTURE TO CENTER OF STRUCTURE. 4. NORTHING AND EASTINGS AND STATIONINGS ARE CENTER OF STRUCTURE UNLESS OTHERWISE NOTED. 5. A MINIMUM VERTICAL CLEARANCE OF 18" SHALL BE MAINTAINED WHEN CROSSING ALL OTHER UTILITIES. 6. ANY DAMAGED CURB, GUTTER AND SIDEWALK EXISTING PRIOR TO CONSTRUCTION, AS WELL AS STREETS, SIDEWALKS, CURBS AND GUTTERS, DESTROYED, DAMAGED OR REMOVED DUE TO CONSTRUCTION OF THIS PROJECT, SHALL BE REPLACED OR RESTORED TO CITY OF FORT COLLINS STANDARDS AT THE DEVELOPER'S EXPENSE PRIOR TO THE ACCEPTANCE OF COMPLETED IMPROVEMENTS AND/OR PRIOR TO THE ISSUANCE OF THE FIRST CERTIFICATE OF OCCUPANCY. STORM A NOTE: ALL STORM SEWERS ARE PRIVATELY OWNED AND MAINTAINED STORM B STORM C RECORD DRAWING DATE: 11-9-20 12 1 8 W . A s h , S u i t e A Wi n d s o r , C o l o r a d o 8 0 5 5 0 Ph o n e : ( 9 7 0 ) 6 7 4 - 3 3 0 0 Fa x : ( 9 7 0 ) 6 7 4 - 3 3 0 3 C O N S U L T I N G G R O U P I N T E R W E S T PR E P A R E D F O R PROJ. NO. DA T E : SC A L E ( H ) : SC A L E ( V ) : CH E C K E D B Y : DE S I G N E D B Y : PR O J E C T N A M E KE N S I N G T O N C O M M O N S DU T C H B R O S C O F F E E ST O R M S Y S T E M P L A N A N D P R O F I L E 11 / 4 / 2 0 1 9 1" = 2 0 ' 1" = 4 ' ES MP O 1380-165-00 10 of 20 M S Q U A R E D , L L C 73 0 3 S . T I M B E R L I N E R O A D FO R T C O L L I N S , C O L O R A D O 8 0 5 2 5 CO N T A C T : N A T E F R A R Y Culvert Analysis Report Weir untitled.cvm 01/18/21 11:25:35 AM Interwest Consulting Group © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: Interwest Consulting Group CulvertMaster v3.0 [3.0003] Page 1 of 1 Hydraulic Component(s): Roadway Discharge 6.68 cfs Allowable HW Elevation 36.75 ft Roadway Width 12.00 ft Overtopping Coefficient 2.56 US Low Point 36.21 ft Headwater Elevation 36.75 ft Discharge Coefficient (Cr) 2.56 Submergence Factor (Kt) 1.00 Tailwater Elevation -9,999.00 ft Sta (ft) Elev. (ft) 0.00 37.05 10.44 36.86 21.75 36.21 32.05 36.79 38.26 36.84 SITE VISIT PHOTOS November 3, 2020 Site Visit Page: 1 / 3 November 3, 2020 Site Visit Page: 2 / 3 November 3, 2020 Site Visit Page: 3 / 3 STORMTECH CERTIFICATION SUPPORTING DOCUMENTS Sheet 1 of 1 Project #: 2019-0124 Date: June 4, 2020 Scale: 1"=5' Drawn: ABS 4025 Automation Way, Suite C4 Fort Collins, CO 80525 970-232-9645 www.WashburnSurveying.com CHAD R. WASHBURN, PROFESSIONAL LAND SURVEYOR COLORADO PLS 37963 FOR AND ON BEHALF OF WASHBURN LAND SURVEYING, LLC. 1 Erika Schneider From:Ryan Martin <Ryan@martinandsonsco.com> Sent:Thursday, June 4, 2020 3:10 PM To:Erika Schneider; Mike Oberlander Cc:Rick Newman; Patrick Pilkington; Nick Willman Subject:RE: Dutch Bros - Stormtech Staking [The e-mail below is from an external source. Please do not open attachments or click links from an unknown or suspicious origin.] Thank you, Erika. Yes, per our conversation, that 5029.32 was cut down to 5028.57’. Thank You Ryan Martin Estimator/Project Manager Martin & Sons Excavating, Inc. 970.635.0404 - Office 970.635.0413 - Fax From: Erika Schneider <eschneider@interwestgrp.com> Sent: Thursday, June 4, 2020 9:15 AM To: Ryan Martin <Ryan@martinandsonsco.com>; Mike Oberlander <moberlander@interwestgrp.com> Cc: Rick Newman <rnewman@dohnconstruction.com>; Patrick Pilkington <ppilkington@dohnconstruction.com>; Nick Willman <nwillman@dohnconstruction.com> Subject: RE: Dutch Bros - Stormtech Staking Hi Ryan, I just spoke with Evan Fischgrund with ADS and as long as the bottom elevations of the footprint are 5028.8 (plus 1-2”), we should be good. The only area that looks off on this as-built is the northwest corner (5029.32 area) and per our discussion…it’s already been shaved down. Thank you, Erika ERIKA SCHNEIDER, PE CIVIL ENGINEER ____ eschneider@interwestgrp.com 970.460.8485 Project: Chamber Model - MC-3500 Units -Imperial Number of Chambers -29 Number of End Caps -8 Voids in the stone (porosity) - 40 % Base of STONE Elevation - 5028.80 ft Amount of Stone Above Chambers - 12 in Amount of Stone Below Chambers -15 in Area of system -1881 sf Min. Area - Height of System Incremental Single Chamber Incremental Single End Cap Incremental Chambers Incremental End Cap Incremental Stone Incremental Ch, EC and Stone Cumulative System Elevation (inches) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet)(cubic feet) (feet) 72 0.00 0.00 0.00 0.00 62.70 62.70 6499.27 5034.80 71 0.00 0.00 0.00 0.00 62.70 62.70 6436.57 5034.72 70 0.00 0.00 0.00 0.00 62.70 62.70 6373.87 5034.63 69 0.00 0.00 0.00 0.00 62.70 62.70 6311.17 5034.55 68 0.00 0.00 0.00 0.00 62.70 62.70 6248.47 5034.47 67 0.00 0.00 0.00 0.00 62.70 62.70 6185.77 5034.38 66 0.00 0.00 0.00 0.00 62.70 62.70 6123.07 5034.30 65 0.00 0.00 0.00 0.00 62.70 62.70 6060.37 5034.22 64 0.00 0.00 0.00 0.00 62.70 62.70 5997.67 5034.13 63 0.00 0.00 0.00 0.00 62.70 62.70 5934.97 5034.05 62 0.00 0.00 0.00 0.00 62.70 62.70 5872.27 5033.97 61 0.00 0.00 0.00 0.00 62.70 62.70 5809.57 5033.88 60 0.06 0.00 1.68 0.00 62.03 63.71 5746.87 5033.80 59 0.19 0.02 5.63 0.19 60.37 66.19 5683.16 5033.72 58 0.29 0.04 8.52 0.30 59.17 68.00 5616.97 5033.63 57 0.40 0.05 11.71 0.41 57.85 69.97 5548.97 5033.55 56 0.69 0.07 19.93 0.54 54.51 74.98 5479.00 5033.47 55 1.03 0.09 29.82 0.71 50.49 81.02 5404.02 5033.38 54 1.25 0.11 36.24 0.86 47.86 84.96 5323.00 5033.30 53 1.42 0.13 41.24 1.01 45.80 88.05 5238.05 5033.22 52 1.57 0.14 45.62 1.16 43.99 90.77 5149.99 5033.13 51 1.71 0.16 49.51 1.30 42.38 93.19 5059.23 5033.05 50 1.83 0.18 53.03 1.45 40.91 95.39 4966.04 5032.97 49 1.94 0.20 56.20 1.60 39.58 97.38 4870.65 5032.88 48 2.04 0.22 59.18 1.75 38.33 99.26 4773.27 5032.80 47 2.13 0.23 61.91 1.88 37.19 100.97 4674.02 5032.72 46 2.22 0.25 64.50 2.00 36.10 102.60 4573.05 5032.63 45 2.31 0.27 66.90 2.12 35.09 104.11 4470.44 5032.55 44 2.38 0.28 69.16 2.24 34.14 105.54 4366.33 5032.47 43 2.46 0.29 71.31 2.35 33.23 106.90 4260.79 5032.38 42 2.53 0.31 73.32 2.46 32.39 108.17 4153.89 5032.30 41 2.59 0.32 75.22 2.57 31.58 109.37 4045.72 5032.22 40 2.66 0.33 77.03 2.68 30.82 110.52 3936.35 5032.13 39 2.72 0.35 78.74 2.78 30.09 111.61 3825.83 5032.05 38 2.77 0.36 80.37 2.88 29.40 112.65 3714.22 5031.97 37 2.82 0.37 81.91 2.98 28.74 113.64 3601.57 5031.88 36 2.88 0.38 83.39 3.07 28.11 114.58 3487.94 5031.80 35 2.92 0.40 84.80 3.17 27.51 115.48 3373.36 5031.72 34 2.97 0.41 86.13 3.26 26.95 116.33 3257.88 5031.63 33 3.01 0.42 87.36 3.35 26.42 117.13 3141.55 5031.55 32 3.05 0.43 88.54 3.44 25.91 117.89 3024.42 5031.47 31 3.09 0.44 89.73 3.52 25.40 118.65 2906.53 5031.38 30 3.13 0.45 90.79 3.61 24.94 119.34 2787.88 5031.30 29 3.17 0.46 91.80 3.69 24.50 119.99 2668.54 5031.22 28 3.20 0.47 92.78 3.77 24.08 120.63 2548.55 5031.13 27 3.23 0.48 93.70 3.84 23.68 121.23 2427.92 5031.05 26 3.26 0.49 94.58 3.91 23.30 121.80 2306.69 5030.97 25 3.29 0.50 95.42 3.98 22.94 122.34 2184.89 5030.88 24 3.32 0.51 96.22 4.05 22.59 122.86 2062.55 5030.80 23 3.34 0.51 96.98 4.12 22.26 123.36 1939.69 5030.72 22 3.37 0.52 97.69 4.18 21.95 123.82 1816.33 5030.63 21 3.39 0.53 98.38 4.24 21.65 124.27 1692.51 5030.55 20 3.41 0.54 99.02 4.29 21.37 124.69 1568.24 5030.47 19 3.44 0.54 99.67 4.35 21.09 125.11 1443.55 5030.38 18 3.46 0.55 100.27 4.40 20.83 125.50 1318.44 5030.30 17 3.48 0.56 100.88 4.44 20.57 125.89 1192.94 5030.22 16 3.51 0.59 101.65 4.76 20.14 126.54 1067.04 5030.13 15 0.00 0.00 0.00 0.00 62.70 62.70 940.50 5030.05 14 0.00 0.00 0.00 0.00 62.70 62.70 877.80 5029.97 13 0.00 0.00 0.00 0.00 62.70 62.70 815.10 5029.88 12 0.00 0.00 0.00 0.00 62.70 62.70 752.40 5029.80 11 0.00 0.00 0.00 0.00 62.70 62.70 689.70 5029.72 10 0.00 0.00 0.00 0.00 62.70 62.70 627.00 5029.63 9 0.00 0.00 0.00 0.00 62.70 62.70 564.30 5029.55 8 0.00 0.00 0.00 0.00 62.70 62.70 501.60 5029.47 7 0.00 0.00 0.00 0.00 62.70 62.70 438.90 5029.38 6 0.00 0.00 0.00 0.00 62.70 62.70 376.20 5029.30 5 0.00 0.00 0.00 0.00 62.70 62.70 313.50 5029.22 4 0.00 0.00 0.00 0.00 62.70 62.70 250.80 5029.13 3 0.00 0.00 0.00 0.00 62.70 62.70 188.10 5029.05 2 0.00 0.00 0.00 0.00 62.70 62.70 125.40 5028.97 1 0.00 0.00 0.00 0.00 62.70 62.70 62.70 5028.88 REV0 Dutch Bros (S145040) 8-6-19 1624 sf min. area StormTech MC-3500 Cumulative Storage Volumes Include Perimeter Stone in Calculations Click Here for Metric Plant 61102-Granite Canyon Product 3562-AREMA Grade 4 Ballast Sample Information Sample No 1915115100 Date Sampled 05/15/2020 07:09 Sampled By Michael Dominguez Type Production Method Auto Sampler Location Commercial Split Sample Resample TPH 17 Test Note Process Unwashed 1915115100SpecificationAREMA 4 Gradation Results Moist Mass Dry Mass 12770.00 Wash Mass Moisture %Wash Loss %Unit g Tested By Michael DominguezDate Completed 05/15/2020 07:09 Sieve Mass Retained Cum Mass Retained % Passing Target Comment% Retained Specification Ind % Retained Procedure 2" (50mm)0.00 0.00 100 1000 100-1000 1 1/2" (37.5mm)0.00 0.00 100 950 90-1000 1" (25mm)5144.00 5144.00 60 25 Fine4020-5540 3/4" (19mm)6000.00 11144.00 13 1087 0-1547 1/2" (12.5mm)1486.00 12630.00 19912 3/8" (9.5mm)24.00 12654.00 1 299 0-50 #4 (4.75mm)34.00 12688.00 1990 #200 (75µm)1 0-2 Pan 82.00 12770.00 0.0100.00.6 Quality Test Report Martin Marietta, Inc.StonemontQC 05/15/2020 STORM SYSTEM SUBMITTAL DOCUMENTS (FOR INFORMATION ONLY) DOHN CONSTRUCTION, I NC. SUBMITTED FOR APPROVAL By: Dohn Construction, Inc. 2642 Midpoint Drive Fort Collins, CO 80525 Attention: James Ohlson r4 Architects 226 Remington Street, Unit #3 Fort Collins, CO 80524 RE: Project: Dutch Bros Fort Collins 2 Subcontractor/Supplier: Martin & Sons Excavating, Inc., 970-635-0404 Submittal #: 22, Revision: 0 Please review the following submittal(s) and return to Patrick Pilkington by 03/10/2020. Submittal Item Status Date Submitted Spec. No. 1 : Earthwork and Utilities-Product Data Approved 02/11/2020 312000.001 2 : Storm Tech System Shop Drawings/Product Data Make Corrections Noted 02/11/2020 312000.002 3 : Grease Interceptor Product Data Approved 02/25/2020 312000.003 4 : Pipe Submittal Approved 02/25/2020 312000.004 5 : Nyoplast Shop Drawings Open 03/31/2020 312000.005 General Contractor: Architect/Engineer: DOHN CONSTRUCTION, I NC. REJECTED NO EXCEPTIONS TAKEN MAKE CORRECTION NOTED REVISE AND RESUBMIT BY DATE Remarks: DRAIN BASIN SHOP DRAWING PO#     Part Number    2824AG7 Customer approval     Project Name KENSINGTON COMMONS DUTCH BROS (SF-134587) Prepared By Eric C Hutson Nyloplast 678-745-6050 Eric.Hutson@ads-pipe.com Dia.24   Structure No.DB 3   Qty.1 Grate 24; Solid; Accessories Rim Elev.36.30 ft. Basin Height 64.8 in. Sump Depth 6.00 in. Stub size Angle Pipe Type Invert Elev. ft. AMSL Production Depth inches Stub #1 15 in.0 °ADS N12 31.40 ft.58.80 in. Stub #2 15 in.164 °ADS N12 31.40 ft.58.80 in. Stub #3 Stub #4 Stub #5 Stub #6 CUSTOMER NOTES PART CODES PRODUCTION NOTES 2499CGC; This product is made to order and non-Refundable Nyloplast, 3130 Verona Ave. Buford, GA 30518. (866) 888-8479 Nyloplast® is a registered trademark of Advanced Drainage Systems® Nyloplast® is not responsible for accuracy of shop drawings submitted by customer through Basin Configurator. Submission of shop drawings for purchase and fabrication constitute an approval for production as designed by customer. DRAIN BASIN SHOP DRAWING PO#     Part Number    2824AG7 Customer approval     Project Name KENSINGTON COMMONS DUTCH BROS (SF-134587) Prepared By Eric C Hutson Nyloplast 678-745-6050 Eric.Hutson@ads-pipe.com Dia.24   Structure No.DB 4   Qty.1 Grate 24; Solid; Accessories Rim Elev.36.60 ft. Basin Height 64.32 in. Sump Depth 6.00 in. Stub size Angle Pipe Type Invert Elev. ft. AMSL Production Depth inches Stub #1 15 in.0 °ADS N12 31.74 ft.58.32 in. Stub #2 12 in.180 °ADS N12 31.74 ft.58.32 in. Stub #3 8 in.270 °ADS N12 32.33 ft.51.24 in. Stub #4 Stub #5 Stub #6 CUSTOMER NOTES PART CODES PRODUCTION NOTES 2499CGC; This product is made to order and non-Refundable Nyloplast, 3130 Verona Ave. Buford, GA 30518. (866) 888-8479 Nyloplast® is a registered trademark of Advanced Drainage Systems® Nyloplast® is not responsible for accuracy of shop drawings submitted by customer through Basin Configurator. Submission of shop drawings for purchase and fabrication constitute an approval for production as designed by customer. DRAIN BASIN SHOP DRAWING PO#     Part Number    2836AG10 Customer approval     Project Name KENSINGTON COMMONS DUTCH BROS (SF-134587) Prepared By Eric C Hutson Nyloplast 678-745-6050 Eric.Hutson@ads-pipe.com Dia.36   Structure No.BASIN 1   Qty.1 Grate 30; Solid; Accessories 36X30 CONE STYLE REDUCER; Rim Elev.36.25 ft. Basin Height 96.36 in. Sump Depth 24.00 in. Stub size Angle Pipe Type Invert Elev. ft. AMSL Production Depth inches Stub #1 24 in.0 °ADS N12 30.22 ft.72.36 in. Stub #2 15 in.90 °ADS N12 31.05 ft.62.40 in. Stub #3 15 in.270 °ADS N12 30.30 ft.71.40 in. Stub #4 Stub #5 Stub #6 CUSTOMER NOTES PART CODES PRODUCTION NOTES 12" ADD A BRANCH KIT NEEDED 3099CGC; 2936AG30RC; This product is made to order and non-Refundable Nyloplast, 3130 Verona Ave. Buford, GA 30518. (866) 888-8479 Nyloplast® is a registered trademark of Advanced Drainage Systems® Nyloplast® is not responsible for accuracy of shop drawings submitted by customer through Basin Configurator. Submission of shop drawings for purchase and fabrication constitute an approval for production as designed by customer. 12" ADD A BRANCH KIT NEEDED LL10PP 6012AGN30 10" LADDER DRAIN BASIN SHOP DRAWING PO#     Part Number    3018AGR5 Customer approval     Project Name KENSINGTON COMMONS DUTCH BROS (SF-134587) Prepared By Eric C Hutson Nyloplast 678-745-6050 Eric.Hutson@ads-pipe.com Dia.18   Structure No.INLET B   Qty.1 Grate 18; 2x3 Curb Frame and Hood H-20 High Flow; Accessories Rim Elev.36.30 ft. Basin Height 37.2 in. Sump Depth 6.00 in. Stub size Angle Pipe Type Invert Elev. ft. AMSL Production Depth inches Stub #1 12 in.0 °ADS N12 33.70 ft.31.20 in. Stub #2 Stub #3 Stub #4 Stub #5 Stub #6 CUSTOMER NOTES PART CODES PRODUCTION NOTES 3099CGRHF; 3099CGRFH; 18BASER; This product is made to order and non-Refundable Nyloplast, 3130 Verona Ave. Buford, GA 30518. (866) 888-8479 Nyloplast® is a registered trademark of Advanced Drainage Systems® Nyloplast® is not responsible for accuracy of shop drawings submitted by customer through Basin Configurator. Submission of shop drawings for purchase and fabrication constitute an approval for production as designed by customer. DRAIN BASIN SHOP DRAWING PO#     Part Number    3018AGR5 Customer approval     Project Name KENSINGTON COMMONS DUTCH BROS (SF-134587) Prepared By Eric C Hutson Nyloplast 678-745-6050 Eric.Hutson@ads-pipe.com Dia.18   Structure No.INLET A   Qty.1 Grate 18; 2x3 Curb Frame and Hood H-20 High Flow; Accessories Rim Elev.36.80 ft. Basin Height 58.92 in. Sump Depth 6.00 in. Stub size Angle Pipe Type Invert Elev. ft. AMSL Production Depth inches Stub #1 12 in.0 °ADS N12 32.39 ft.52.92 in. Stub #2 Stub #3 Stub #4 Stub #5 Stub #6 CUSTOMER NOTES PART CODES PRODUCTION NOTES 3099CGRHF; 3099CGRFH; 18BASER; This product is made to order and non-Refundable Nyloplast, 3130 Verona Ave. Buford, GA 30518. (866) 888-8479 Nyloplast® is a registered trademark of Advanced Drainage Systems® Nyloplast® is not responsible for accuracy of shop drawings submitted by customer through Basin Configurator. Submission of shop drawings for purchase and fabrication constitute an approval for production as designed by customer.