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HomeMy WebLinkAboutSite Certifications - 03/25/2021October 20, 2020 City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, Colorado 80521 RE: Final Drainage Report for The Standard at Fort Collins Dear Staff: This drainage certification letter is provided to verify as-constructed conditions for The Standard at Fort Collins. Northern Engineering completed survey work (10/09/2020) to verify general compliance with the Final Utility Plans for The Standard at Fort Collins, dated 05.10.18. Included in this drainage certification submittal are the following: Appendix A - City of Fort Collins Overall Site and Drainage Certification Form and City of Fort Collins During Construction Inspection Checklist Appendix B - As-Builts Appendix C – Contractor Pictures Appendix D – Approved Contractor Submittals (Drain Basins, Aggregate, Storm Pipe, Geomembrane, and Stormtech Chambers) We have concluded, based on the attached information and personal site inspection, that the drainage features for the project site have been constructed in substantial compliance with the above referenced Final Utility Plans, with the following exceptions: •Item III.A.2: The longitudinal slope of the storm pipes were designed at less than 0.40%. The storm pipes were installed per the slopes in the approved drawings. •Item V.A: Not all storm drains were installed. Specifically, Drain Basin A6-3.2 and Drain Basin A21. Neither one of these storm drains were critical in the design because they did not serve as inlets but rather connection points for the storm lines. Drain Basin A6-3.2 was swapped out for a tee and Drain Basin A21 was removed because of the proximity of FES A23. •Item V.A.4: Not all inverts are within the construction tolerance of 0.2’. However, most of the inlets are prefabricated and thus the total depth of the inlet remained unchanged. •Item XV.A: Even though this is marked yes there are still a lot of pictures missing. Northern Engineering requested pictures be taken throughout the entire construction process on several occasions and this did not occur. However, subgrade elevations were surveyed prior to Stormtech installations. Accepted by The City of Fort Collins 3/25/2021 Wes Lamarque Although it is not a requirement of the Drainage Certification, it was brought to Northern Engineering’s attention that groundwater is actively pumped into the internal sand filter system within the parking garage at a rate of 70 gpm (0.16 cfs) as confirmed by Katerra on January 30th, 2019. The 70 gpm is routed through the 2-year storm chamber in the sand filter (see photos) and discharging to Lake Street. The 2-year storm chamber has a max release rate of 2 cfs; therefore, the groundwater is utilizing roughly 8% of the max capacity. From an engineering standpoint this is negligible, and during the 2- year storm event, some of the detention will back up into the 100-year chamber and discharge into Prospect Road. However, this flow generated by the groundwater will cause additional maintenance issues within the sand filter as well as in Lake Street. Due to the lack of storm water infrastructure within Lake Street, there is no viable option of rerouting the groundwater runoff at this time. Please feel free to contact me with any questions you may have. Northern Engineering Services, Inc. Frederick S. Wegert, PE Blaine Mathisen, EI Project Engineer Project Engineer 10/20/2020 8/16 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) Volume 1, Section 6.11, 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 Certification - FCSCM Vol.2, Ch.10 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 8/16 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 Certification: 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. 8/16 Page 3 4.Outlet Structure Certification 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 Vol.1, Ch.7, Sect.3&4 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.) 8/16 Page 4 III.Storm Pipes (aka storm drains) - FCSCM Vol.1, Ch.6, Sec. 4 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. 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 Vol.1, Ch.7, Sec.4.1.3.4 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. 8/16 Page 5 V. Storm Drain Inlets - FCSCM Vol.1, Ch.6, Sec. 3 A. Construction/Installation: All storm drain inlets have been constructed in accordance with the approved construction plans. 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 (or an equivalent) designation: NO DUMPING – DRAINS TO POUDRE RIVER. VI.Culverts - FCSCM Vol.2, Ch.9 A. Construction/Installation: All culverts have been constructed and/or installed in accordance with the approved construction plans. 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. 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. 8/16 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. 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 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. 8/16 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.Riprap - FCSCM Vol.1, Ch.7, Sec.4.4.4.3 A. Construction: All riprap has been installed in the locations and sizes indicated on the approved construction plans. XII.Permanent Erosion Control Fabric - FCSCM Vol.1, Ch.7 A. Construction: All fabric has been installed in the locations and sizes indicated on the approved construction plans. 1.All fabric was installed per the details on the approved construction plans. XIII.Post-Construction Site Cleanup - FCSCM Vol.3, Ch.7 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. XIV.Certification of Other Permanent BMPs - FCSCM Vol.2, Ch.8, Sec.2 & FCSCM Vol.2, Ch.12 A.The construction of channel drop structures is in accordance with the approved plan both in location, horizontal dimensions and cross-section. XV.Certification of LID and Water Quality Facilities - FCSCM Vol.3, Ch.4 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. 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: Date: Building Permit Numbers: I. Compaction A. 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. 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. The riprap bedding is a granular bedding of the gradation and thickness indicated on the approved construction plans. 2. 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. The riprap is the gradation shown on the approved construction plans with a D50 of . 4. The riprap thickness is as shown on the approved construction plans and extends to the horizontal limits shown. 5. 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. All fabric was installed per manufacturer’s specifications. 1/19 Page 2 of 2 IV. Other Permanent BMPs A. 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. 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: 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: Title: Email: Phone: Company: Address: 1/19 Page 1 of 2 Permeable Interlocking Concrete Pavers Item/Activity Yes No N/A Submittal Requirements Submitted?/Response Stormwater Inspection 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.) Sub-surface inspection(s): Installation of this facility was verified via inspection by a City-Stormwater Inspector at the point of installation of the outlet, underdrain, geomembrane layer, and sub-base courses (per design in Final Plan Documents) ☐ ☐ ☐ Record date(s) of inspection and inspector’s name Surface inspection(s): Installation of this facility was verified via inspection by a City-Stormwater Inspector at the point of installation of the pavers and joint fill material ☐ ☐ ☐ Record date(s) of inspection and inspector’s name Excavation Heavy equipment did not encroach into the excavated area (prevents over-compaction) ☐ ☐ ☐ Bottom of cell was “ripped” after excavation ☐ ☐ ☐ Provide photographs before and after “ripping” Bottom surface of cell is flat and level ☐ ☐ ☐ Provide photograph Impermeable Liner Impermeable liner meets design specifications ☐ ☐ ☐ Provide specifications of delivered material Impermeable liner is attached to concrete perimeter wall ☐ ☐ ☐ Provide photograph Impermeable liner is buried with no exposure ☐ ☐ ☐ Any penetrations of the impermeable liner have been sealed and checked for water-tightness ☐ ☐ ☐ Provide photograph (if necessary) Edge Restraint and Concrete Cut-Off Wall The required edge restraint meets design specifications ☐ ☐ ☐ Provide specification of installation Concrete cut-off wall meets design specifications for: ☐ ☐ ☐ Provide specification of installation - Dimensions ☐ ☐ ☐ - Reinforcement ☐ ☐ ☐ - Footings ☐ ☐ ☐ Underdrain System Underdrain pipe meets design specifications ☐ ☐ ☐ Provide photograph At least one cleanout is provided per underdrain lateral ☐ ☐ ☐ Provide photograph 1/19 Page 2 of 2 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 Aggregate Sub-base Course(e.g., #2/4): - Has 90% fractured faces - Is thoroughly washed (virtually free of fine sediment) - Is installed to the required design depth ☐ ☐ ☐ Provide load ticket, photographs, and record depth installed Basecourse (e.g., #57): - Has 90% fractured faces - Is thoroughly washed (virtually free of fine sediment) - Is installed to the required design depth ☐ ☐ ☐ Provide load ticket, photographs, and record depth installed Leveling Course / Joint Fill (e.g., crushed #89): - Has 90% fractured faces - Is thoroughly washed (virtually free of fine sediment) - Is dry screened - Is installed to the required design depth and to the top of the paver joints ☐ ☐ ☐ Provide load ticket, photographs, and record depth installed Aggregate materials are installed and compacted according to manufacturer’s and/or design specifications ☐ ☐ ☐ Provide photographs and documentation of compaction Protection During Construction PICP area is protected from construction site sediment, including runoff from the upstream catchment and construction equipment traffic ☐ ☐ ☐ Specify how the area was covered and/or otherwise protected to prevent construction runoff from entering the pavement Close Out Cracked/broken paver units have been removed and replaced ☐ ☐ ☐ Paver height offsets are no more than 1/4” between adjacent units & surface contains no deformations (depressions/settlement) exceeding 1/2" ☐ ☐ ☐ Upstream catchment is stabilized prior to diverting runoff into PICP system ☐ ☐ ☐ 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 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.) 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 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 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 Impermeable liner meets design specifications ☐ ☐ ☐ Provide specifications of delivered material 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 1/19 Page 2 of 2 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) ☐ ☐ ☐ 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 ☐ ☐ ☐ E E E E E E E E E E E E E E E E W E E E UD UD UD UD UD UD F F E E E E E E E E E E E E E E E E E E E E FD C FD C W MONITORING WELL TRAFFIC RATED MONITORING WELL TRAFFIC RATED MONITORING WELL TRAFFIC RATED UD UD UD MONITORING WELL TRAFFIC RATED MONITORING WELL TRAFFIC RATED E W W W W W W W W W W W W W W W W W W W W W W X X XXXXXXXXXXX G E E E WVWV WV WV HYD ELECTTVAULT ELEC MH S SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS W S G SS SS W W S S SSSS W W W W W W W W W W W W W W SS SS SS SS SS SS SS SS SS SS SS SS SS W W W W SS SS SS SS HYD C.O. W W W W W CS ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST D VAULT ELEC 8" x 4" W/ 4" x 3" REDUCER 3" G.V. AND T.B. N:124314.51 E:190781.06 16" x 8" WET TAP W/ 8" G.V. (S) AND T.B. N:124360.75 E:190781.47 LAKE STREET (60' PUBLIC ROW) ST A D I U M A P A R T M E N T S BUILDING 1 8" x 6" SWIVEL TEE W/ 6" G.V. (W) AND T.B. N:124105.27 E:190779.20 PO N D N 2 (W I T H S A N D F I L T E R ) 31' EMERGENCY ACCESS, VEHICULAR PUBLIC ACCESS, DRAINAGE, AND UTILITY EASEMENT WQ P O N D N 1 (S C - 1 6 0 C H A M B E R S ) 9' UTILITY EASEMENT DRAINAGE EASEMENT PER THE SLAB PROPERTY PLAT 30' EMERGENCY ACCESS, NON-VEHICULAR PUBLIC ACCESS, AND DRAINAGE EASEMENT (PER THE SLAB PROPERTY PLAT) DRAINAGE EASEMENT (PER LAKE STREET APARTMENTS PLAT) TIE TO EXISTING ELECTRIC VAULT 3" METER VAULT 3" WATER SERVICE SIDEWALK CHASE PER THE SLAB GAS METERS (2) EXISTING 16" WATER MAIN EXISTING 16" WATER MAIN SSMH (4') INV. IN=5012.41 (W) EXISTING 18" WATER MAIN PRIVATE FIRE HYDRANT TRANSFORMER TRENCH DRAIN STORM LINE B1 (SEE SHEET C3.06) STORM LINE B (SEE SHEET C3.06) STORM LINE A2 (SEE SHEET C3.05) STORM LINE B9-1 (SEE SHEET C3.06) EXISTING GAS LINE 2' CONCRETE PAN STORM LINE B (SEE SHEET C3.06) 1 1/2" METER INTERNAL TO BUILDING 1 1/2" WET TAP N:124360.37 E:190867.76 FIRE DEPARTMENT CONNECTION SEE SHEET C4.05 SEE SHEET C4.05 SEE SHEET C3.03 SEE SHEET C3.03 18" SEPARATION 8" x 4" TEE SEE SHEET C4.05 EXISTING 8" CLAY SERVICE TO BE REMOVED AND REPLACED WITH 10" PVC SERVICE EXISTING SSMH (4') (TO BE DRILLED) INV. IN=5013.14 (W) INV. IN=5013.41 (S) INV. OUT=5013.11 (E) 51 . 2 0 L F 1 0 " P V C @ 4 . 0 0 % SANITARY SERVICE 1 INV. OUT=5015.46 (N) ° BEND ° BEND Sheet of 31 ST A N D A R D A T F O R T C O L L I N S 30 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 Fo r t C o l l i n s , C o l o r a d o 8 0 5 2 1 E N G I N E E R N G I E H T R O N R N PH O N E : 9 7 0 . 2 2 1 . 4 1 5 8 ww w . n o r t h e r n e n g i n e e r i n g . c o m C3.01 UT I L I T Y P L A N CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what's below. before you dig.Call R ---- MATCHLINE SEE SHEET C3.02 GRAPHIC SCALE: NORTH LEGEND: GENERAL NOTES: 1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.ALL WATER AND SANITARY SEWER CONSTRUCTION SHALL BE PER THE CITY OF FORT COLLINS CONSTRUCTION STANDARDS, LATEST EDITION. 3.UTILITY SERVICES ARE SHOWN IN A SCHEMATIC FASHION ONLY. EXACT LOCATIONS SHALL BE PER THE REQUIREMENTS OF THE RESPECTIVE UTILITY PROVIDERS, AND ARE SUBJECT TO CHANGE IN THE FIELD. 4.ALL WATER FITTINGS, VALVES, AND OTHER UTILITY APPURTENANCES ARE ONLY GRAPHICALLY REPRESENTED AND ARE NOT TO SCALE. 5.ALL EXISTING SANITARY SEWER SERVICES ARE APPROXIMATE AND SHALL BE FIELD VERIFIED PRIOR TO CONSTRUCTION. ALL SEWER SERVICES TO BE UNUSED SHALL BE ABANDONED AT THE MAIN AND COORDINATED WITH FORT COLLINS UTILITIES (970-221-6700). 6.PRIOR TO ORDERING MATERIAL AND MOBILIZING, CONTRACTOR SHALL FIELD LOCATE AND VERIFY ELEVATIONS OF ALL CONCRETE AND ASPHALT TIE-INS, EXISTING SEWER MAINS, WATER MAINS, AND ALL OTHER UTILITIES AT THE POINTS OF CONNECTION SHOWN ON THE PLANS. SPECIAL ATTENTION SHALL BE PAID TO ALL PROPOSED UTILITY CROSSINGS. IT IS RECOMMENDED THAT THE CONTRACTOR POTHOLE SAID CROSSINGS PRIOR TO ORDERING MATERIAL. REFER TO GENERAL NOTE #9 ON SHEET C0.01 IF A CONFLICT ARISES AND/OR A DESIGN MODIFICATION IS DESIRED. 7.LIMITS OF STREET CUT ARE APPROXIMATE. FINAL LIMITS ARE TO BE DETERMINED IN THE FIELD BY THE CITY ENGINEERING INSPECTOR. ALL REPAIRS TO BE IN ACCORDANCE WITH CITY STREET REPAIR STANDARDS. KEYMAP: (NTS) UP D.S.D.S. R.D. D.S. D.S.D.S. D.S. D.S. D.S.R.D. D.S. X SEE SHEET C4.05 SEE SHEET C3.03SEE SHEET C4.05 SEXISTING SANITARY MH GEXISTING GAS METER EEXISTING ELECTRIC METER VAULT ELECEXISTING ELECTRIC VAULT TEXISTING TELEPHONE PEDESTAL HYDEXISTING FIRE HYDRANT TRAFFIC VAULTEXISTING TRAFFIC VAULT EEXISTING BURIED ELECTRIC GEXISTING BURIED GAS WEXISTING WATER LINE SSEXISTING SANITARY SEWER LINE GPROPOSED GAS LINE PROPOSED WATER SERVICE LINE PROPOSED SANITARY SERVICE LINE PROPOSED STORM SEWER PROJECT BOUNDARY FDC EXISTING EXISTING R.O.W PROPOSED EASEMENT LINE PROPOSED CURB & GUTTER PROPOSED FIRE DEPARTMENT CONNECTION PROPOSED FIRE SERVICE LINE PROPOSED ELECTRIC METER EPROPOSED ELECTRIC LINE UDPROPOSED PERFORATED STROM PROPOSED GAS METER ( IN FEET ) 0 1 INCH = 20 FEET 20 20 40 60 RECORD DRAWING SS SS SS UD UD UD UD UD G UD UD UD VAULT ELECVAULT ELEC UD UD UD UD UD UD F E E E E E E E E E E E E E E E E E FD C W E E E E E E MONITORING WELL TRAFFIC RATED MONITORING WELL TRAFFIC RATED MONITORING WELL TRAFFIC RATED MONITORING WELL TRAFFIC RATED MONITORING WELL TRAFFIC RATED MONITORING WELL TRAFFIC RATED UD MONITORING WELL TRAFFIC RATED MONITORING WELL TRAFFIC RATED E E E E E X X X X X X X X X X X X XX X X X X X X X X X X CT V T T T T T W W T S WVWV T WVAULT TELE HYD SS SS SS SS SS SS SS SS SS SS SS E E E E E E E E E E E E E E E E E E W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W SS SS W W W C.O. W W W W CSW CS ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST FES D D D DD D D ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST STST ST ST ST ST ST ST ST ST ST ST ST ST ST 8" x 8" TEE W/ 8 G.V. (N) AND T.B. N:123802.76 E:190795.56PROSPECT ROAD (60' PUBLIC ROW) TH E S L A B BUILDING 2 CONNECT TO EXISTING 8" WATERLINE N:123802.14 E:190828.81 POND S4 (SC-740 CHAMBERS) POND S3 (SC-740 CHAMBERS) POND S2 (SC-740 CHAMBERS) PO N D S 1 (S C - 1 6 0 C H A M B E R S ) 20' EMERGENCY ACCESS, NON-VEHICULAR PUBLIC ACCESS, AND DRAINAGE EASEMENT 26' EMERGENCY ACCESS, NON- VEHICULAR PUBLIC ACCESS, DRAINAGE AND UTILITY EASEMENT POND S5 (SC-310 CHAMBERS) 15' UTILITY EASEMENT 26' EMERGENCY ACCESS, ACCESS, DRAINAGE & UTILITY EASEMENT (PER LAKE STREET APARTMENTS PLAT) 5' UTILITY AND DRAINAGE EASEMENT (PER THE SLAB PROPERTY PLAT) DRAINAGE EASEMENT (PER LAKE STREET APARTMENTS PLAT) 4" METER VAULT SEWER TO BE ABANDONED IN PLACE RELOCATED VAULT TRANSFORMER TRANSFORMER RELOCATED VAULT EXISTING FIRE HYDRANT CONNECT TO EXISTING GAS LINE GAS METER COORDINATE WITH CABLE PROVIDER SIDEWALK CHASE CURB CHASE EXISTING 4" WATER LINE ELECTRIC METER DRAINAGE EASEMENT DRAINAGE EASEMENT DRAINAGE EASEMENT DRAINAGE EASEMENT METER TO REMAIN FOR IRRIGATION SERVICE EXISTING 3 4" WATER SERVICE TO BE CONNECTED TO PROPOSED 8" MAIN STORM (SEE SHEET C4.05)STORM (SEE SHEET C4.05) STORM (SEE SHEET C4.05) STORM LINE A10 (SEE SHEET C3.04) STORM LINE A (CONT.) (SEE SHEET C3.04) STORM LINE A (SEE SHEET C3.04) STORM LINE A2 (SEE SHEET C3.05) STORM LINE A2-1 (SEE SHEET C3.05) SEE SHEET C4.05 SEE SHEET C4.05 SEE SHEET C4.05 SEE SHEET C4.05 SEE SHEET C4.05 SEE SHEET C3.03 18" SEPERATION 18" SEPERATION 8" x 4" TEE W/ 4" G.V. (W) AND T.B. N:124015.16 E:190795.56 SEE SHEET C4.05 32' 22' 9' 4' W W W W W W W W W W W 8" x 6" REDUCER W/ 8" G.V. (E) N:123813.28 E:190234.44 TIE INTO EXISTING 6" WATER MAIN ° ° 4' Sheet of 31 ST A N D A R D A T F O R T C O L L I N S 30 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 Fo r t C o l l i n s , C o l o r a d o 8 0 5 2 1 E N G I N E E R N G I E H T R O N R N PH O N E : 9 7 0 . 2 2 1 . 4 1 5 8 ww w . n o r t h e r n e n g i n e e r i n g . c o m GRAPHIC SCALE: ( IN FEET ) 0 1 INCH = 20 FEET 20 20 40 60 NORTH C3.02 UT I L I T Y P L A N CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what's below. before you dig.Call R ---- MATCHLINE SEE SHEET C3.01 MA T C H L I N E SE E T H I S S H E E T MA T C H L I N E SE E T H I S S H E E T LEGEND: GENERAL NOTES: 1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.ALL WATER AND SANITARY SEWER CONSTRUCTION SHALL BE PER THE CITY OF FORT COLLINS CONSTRUCTION STANDARDS, LATEST EDITION. 3.UTILITY SERVICES ARE SHOWN IN A SCHEMATIC FASHION ONLY. EXACT LOCATIONS SHALL BE PER THE REQUIREMENTS OF THE RESPECTIVE UTILITY PROVIDERS, AND ARE SUBJECT TO CHANGE IN THE FIELD. 4.ALL WATER FITTINGS, VALVES, AND OTHER UTILITY APPURTENANCES ARE ONLY GRAPHICALLY REPRESENTED AND ARE NOT TO SCALE. 5.ALL EXISTING SANITARY SEWER SERVICES ARE APPROXIMATE AND SHALL BE FIELD VERIFIED PRIOR TO CONSTRUCTION. ALL SEWER SERVICES TO BE UNUSED SHALL BE ABANDONED AT THE MAIN AND COORDINATED WITH FORT COLLINS UTILITIES (970-221-6700). 6.PRIOR TO ORDERING MATERIAL AND MOBILIZING, CONTRACTOR SHALL FIELD LOCATE AND VERIFY ELEVATIONS OF ALL CONCRETE AND ASPHALT TIE-INS, EXISTING SEWER MAINS, WATER MAINS, AND ALL OTHER UTILITIES AT THE POINTS OF CONNECTION SHOWN ON THE PLANS. SPECIAL ATTENTION SHALL BE PAID TO ALL PROPOSED UTILITY CROSSINGS. IT IS RECOMMENDED THAT THE CONTRACTOR POTHOLE SAID CROSSINGS PRIOR TO ORDERING MATERIAL. REFER TO GENERAL NOTE #9 ON SHEET C0.01 IF A CONFLICT ARISES AND/OR A DESIGN MODIFICATION IS DESIRED. 7.LIMITS OF STREET CUT ARE APPROXIMATE. FINAL LIMITS ARE TO BE DETERMINED IN THE FIELD BY THE CITY ENGINEERING INSPECTOR. ALL REPAIRS TO BE IN ACCORDANCE WITH CITY STREET REPAIR STANDARDS. KEYMAP: (NTS) UP D.S.D.S. R.D. D.S. D.S.D.S. D.S. D.S. D.S.R.D. D.S. X SEE SHEET C4.05 SEE SHEET C3.03SEE SHEET C4.05 SEXISTING SANITARY MH GEXISTING GAS METER EEXISTING ELECTRIC METER VAULT ELECEXISTING ELECTRIC VAULT TEXISTING TELEPHONE PEDESTAL HYDEXISTING FIRE HYDRANT TRAFFIC VAULTEXISTING TRAFFIC VAULT EEXISTING BURIED ELECTRIC GEXISTING BURIED GAS WEXISTING WATER LINE SSEXISTING SANITARY SEWER LINE GPROPOSED GAS LINE PROPOSED WATER SERVICE LINE PROPOSED SANITARY SERVICE LINE PROPOSED STORM SEWER PROJECT BOUNDARY FDC EXISTING EXISTING R.O.W PROPOSED EASEMENT LINE PROPOSED CURB & GUTTER PROPOSED FIRE DEPARTMENT CONNECTION PROPOSED FIRE SERVICE LINE PROPOSED ELECTRIC METER EPROPOSED ELECTRIC LINE UDPROPOSED PERFORATED STROM PROPOSED GAS METER RECORD DRAWING W W W W W W W W W W W W W W W W SS SS SS SS SS SS SS SS SS SS SS SS W W W W W W W W W W W W W WWWWW HYD SS SS SSC.O. W W W W W W W W W W W W W W W W W W ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST D X X X X X X X X X UD UD UD UD UD F F E E E E E E E E E E E E E E E EEEEEE E E E E E E E E E E S MONITORING WELL TRAFFIC RATED MONITORING WELL TRAFFIC RATED MONITORING WELL TRAFFIC RATED UD UD UD UD UD UD UD UD MONITORING WELL TRAFFIC RATED E E E E E E E E 8" FIRE SERVICE LINE FOR BUILDING A 8" TRANSFER FIRE SERVICE LINE FOR BUILDING B TRANSFORMER 45° BEND N:124046.14 E:190795.56 8" x 8" TEE 1 - 8" G.V. (W) & T.B. 1 - 8" G.V. (S) 1 - 8" G.V. (N) N:124074.82 E:190778.93 45° BEND N:124069.66 E:190796.82 45° BEND N:124064.54 E:190778.84 8" FIRE SERVICE FROM BUILDING A STORM LINE B9 (SEE SHEET C3.06) STORM LINE A2 (SEE SHEET C3.05) BLAST WALL (SEE LANDSCAPE PLANS) 45° BEND N:124090.79 E:190817.99WQ POND N1 (SEE SHEET C4.05) UNDERDRAIN (SEE SHEET C3.02) MAINTAIN 18 SEPARATION 45° BEND N:124067.33 E:190730.83 45° BEND N:124075.18 E:190738.79 8" x 6" SWIVEL TEE 1 - 6" G.V. (W) & T.B. N:124105.27 E:190779.20PRIVATE FIRE HYDRANT ASSEMBLY 10 L.F. OF MECHANICAL RESTRAINTS PAST BEND 45° BEND N:124070.16 E:190740.82 45° BEND N:124065.22 E:190735.81 (MAINTAIN 18" SEPARATION) TOP OF FIRE LINE=5022.32 TOP OF FIRE LINE=5022.32 TOP OF WATER LINE=5023.98 MAINTAIN 12" VERTICAL SEPARATION INVERT OF UNDERDRAIN=5025.03 TOP OF WATERLINE=5023.83 (MAINTAIN 18" SEPARATION) TOP OF FIRE LINE=5023.98 MAINTAIN 18" SEPARATION MAINTAIN 18" SEPARATION Sheet of 31 ST A N D A R D A T F O R T C O L L I N S 30 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 Fo r t C o l l i n s , C o l o r a d o 8 0 5 2 1 E N G I N E E R N G I E H T R O N R N PH O N E : 9 7 0 . 2 2 1 . 4 1 5 8 ww w . n o r t h e r n e n g i n e e r i n g . c o m GRAPHIC SCALE: ( IN FEET ) 0 1 INCH = 5 FEET 5 5 10 15 NORTH C3.03 DE T A I L E D U T I L I T Y P L A N CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what's below. before you dig.Call R ---- LEGEND: GENERAL NOTES: 1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.ALL WATER AND SANITARY SEWER CONSTRUCTION SHALL BE PER THE CITY OF FORT COLLINS CONSTRUCTION STANDARDS, LATEST EDITION. 3.UTILITY SERVICES ARE SHOWN IN A SCHEMATIC FASHION ONLY. EXACT LOCATIONS SHALL BE PER THE REQUIREMENTS OF THE RESPECTIVE UTILITY PROVIDERS, AND ARE SUBJECT TO CHANGE IN THE FIELD. 4.ALL WATER FITTINGS, VALVES, AND OTHER UTILITY APPURTENANCES ARE ONLY GRAPHICALLY REPRESENTED AND ARE NOT TO SCALE. 5.ALL EXISTING SANITARY SEWER SERVICES ARE APPROXIMATE AND SHALL BE FIELD VERIFIED PRIOR TO CONSTRUCTION. ALL SEWER SERVICES TO BE UNUSED SHALL BE ABANDONED AT THE MAIN AND COORDINATED WITH FORT COLLINS UTILITIES (970-221-6700). 6.PRIOR TO ORDERING MATERIAL AND MOBILIZING, CONTRACTOR SHALL FIELD LOCATE AND VERIFY ELEVATIONS OF ALL CONCRETE AND ASPHALT TIE-INS, EXISTING SEWER MAINS, WATER MAINS, AND ALL OTHER UTILITIES AT THE POINTS OF CONNECTION SHOWN ON THE PLANS. SPECIAL ATTENTION SHALL BE PAID TO ALL PROPOSED UTILITY CROSSINGS. IT IS RECOMMENDED THAT THE CONTRACTOR POTHOLE SAID CROSSINGS PRIOR TO ORDERING MATERIAL. REFER TO GENERAL NOTE #9 ON SHEET C0.01 IF A CONFLICT ARISES AND/OR A DESIGN MODIFICATION IS DESIRED. 7.LIMITS OF STREET CUT ARE APPROXIMATE. FINAL LIMITS ARE TO BE DETERMINED IN THE FIELD BY THE CITY ENGINEERING INSPECTOR. ALL REPAIRS TO BE IN ACCORDANCE WITH CITY STREET REPAIR STANDARDS. KEYMAP: (NTS) UP D.S.D.S. R.D. D.S. D.S.D.S. D.S. D.S. D.S.R.D. D.S. X SEE SHEET C4.05 SEE SHEET C3.03SEE SHEET C4.05 SEXISTING SANITARY MH GEXISTING GAS METER EEXISTING ELECTRIC METER VAULT ELECEXISTING ELECTRIC VAULT TEXISTING TELEPHONE PEDESTAL HYDEXISTING FIRE HYDRANT TRAFFIC VAULTEXISTING TRAFFIC VAULT EEXISTING BURIED ELECTRIC GEXISTING BURIED GAS WEXISTING WATER LINE SSEXISTING SANITARY SEWER LINE GPROPOSED GAS LINE PROPOSED WATER SERVICE LINE PROPOSED SANITARY SERVICE LINE PROPOSED STORM SEWER PROJECT BOUNDARY FDC EXISTING EXISTING R.O.W PROPOSED EASEMENT LINE PROPOSED CURB & GUTTER PROPOSED FIRE DEPARTMENT CONNECTION PROPOSED FIRE SERVICE LINE PROPOSED ELECTRIC METER EPROPOSED ELECTRIC LINE UDPROPOSED PERFORATED STROM PROPOSED GAS METER RECORD DRAWING EXISTING GROUND PROPOSED GRADE 100-YR HGL 5020 5025 5030 5035 5040 5045 5020 5025 5030 5035 5040 5045 9+5010+0011+0012+0013+0014+0014+75 DR Y W E L L A 2 ST A 1 0 + 0 0 . 0 0 RI M 5 0 2 9 . 6 ± IN V . I N 5 0 2 7 . 4 1 ( N ) IN V . I N 5 0 2 7 . 6 5 ( W ) IN V . O U T 5 0 2 7 . 6 5 ( S ) 29.05 LF 24" PVC @ 0.20% TR E N C H D R A I N A 3 ST A 1 0 + 2 9 . 0 5 IN V . 5 0 2 7 . 7 9 ( S W ) IN V . 5 0 2 7 . 7 1 ( E ) 5.95 LF 12" PVC @ 0.20% 45 ° E L B O W A 4 ST A 1 0 + 3 5 . 0 0 IN V . 5 0 2 7 . 8 0 76.52 LF 12" PVC @ 0.20% 12 ' ' x 1 2 ' ' T E E A 5 ST A 1 1 + 1 1 . 5 2 IN V . 5 0 2 7 . 9 5 97.31 LF 12" PVC @ 0.20% 12 ' ' x 1 2 ' ' T E E A 6 ST A 1 2 + 0 8 . 8 2 IN V . 5 0 2 8 . 1 5 97.18 LF 12" PVC @ 0.20% 12 ' ' x 1 2 ' ' T E E A 7 ST A 1 3 + 0 6 . 0 0 IN V . 5 0 2 8 . 3 4 91.40 LF 12" PVC @ 0.20% DR A I N B A S I N A 8 (1 5 " D R A I N B A S I N ) ST A 1 3 + 9 7 . 4 1 FL . E L 5 0 3 3 . 0 ± IN V . I N 5 0 2 8 . 5 3 ( N ) IN V . O U T 5 0 2 8 . 5 3 ( E ) 25.59 LF 12" PVC @ 0.20% DR A I N B A S I N A 9 (2 4 " D R A I N B A S I N ) ST A 1 4 + 2 3 . 0 0 FL . E L 5 0 3 2 . 5 ± IN V . I N 5 0 2 9 . 0 8 ( W ) IN V . I N 5 0 2 8 . 5 8 ( N E ) IN V . I N 5 0 2 8 . 5 8 ( E ) IN V . O U T 5 0 2 8 . 5 8 ( S ) WATERLINE CROSSING STA 10+24.55 INV. 5024.13 401 INSTALL WITH WATER TIGHT GASKETS 50 2 8 . 8 7 @ 0.21% 25.59 LF 12" PVC @ 0.20% 24 LF 50 2 8 . 5 4 50 2 8 . 6 1 50 2 8 . 9 8 ( N ) 50 3 2 . 4 5 50 2 8 . 5 6 50 2 8 . 5 6 369.4 LF 12" PVC @ 0.18% 50 2 7 . 6 7 50 2 7 . 9 1 50 3 2 . 5 4 NE E D R I M UD VAULT ELECVAULT ELEC UD UD F FD C W S MONITORING WELL TRAFFIC RATED MONITORING WELL TRAFFIC RATED MONITORING WELL TRAFFIC RATED MONITORING WELL TRAFFIC RATED MONITORING WELL TRAFFIC RATED MONITORING WELL TRAFFIC RATED MONITORING WELL TRAFFIC RATED MONITORING WELL TRAFFIC RATED X X X X X X X X T T S WVWV W HYD SS SS SS SS SS W W W W W W W W W W W W PROSPECT ROAD (60' PUBLIC ROW) STORM A (CONT.) (SEE THIS SHEET) STORM LINE A10 (SEE THIS SHEET) DRY WELL A2 STA 10+00.00 N: 123856.81 E: 190820.11 29.05 LF TRENCH DRAIN @ 0.20% TRENCH DRAIN A3 STA 10+29.05 N: 123856.93 E: 190791.06 5.95 LF 12" PVC @ 0.20% 45° ELBOW A4 STA 10+35.00 N: 123854.10 E: 190785.82 76.52 LF 12" PVC @ 0.20% 12''x12'' TEE A5 STA 11+11.52 N: 123854.50 E: 190709.31 97.31 LF 12" PVC @ 0.20% 12''x12'' TEE A6 STA 12+08.82 N: 123855.02 E: 190612.00 97.18 LF 12" PVC @ 0.20% 12''x12'' TEE A7 STA 13+06.00 N: 123855.53 E: 190514.82 91.40 LF 12" PVC @ 0.20% DRAIN BASIN A8 STA 13+97.41 N: 123856.02 E: 190423.42 25.59 LF 12" PVC @ 0.20% DRAIN BASIN A9 STA 14+23.00 N: 123881.45 E: 190420.58 W W W W W C.O. W CSW CS ST ST ST ST ST ST ST ST ST ST ST ST STST FES D D D DD DD ST ST ST ST ST ST ST ST ST ST ST ST UD VA U L T EL E C W W W W W W W DRAIN BASIN A10 STA 10+00.00 N: 123881.36 E: 190405.08 5.10 LF 12" PVC @ 2.00% 45° ELBOW A10-1 STA 10+05.10 N: 123876.26 E: 190405.12 10.23 LF 12" PVC @ 2.00% 5.31 LF 12" PVC @ 2.00% 45° ELBOW A10-2 STA 10+15.33 N: 123869.07 E: 190412.39 AREA INLET A10-3 STA 10+20.64 N: 123863.76 E: 190412.42 ST ST ST ST ST D D ST ST 100-YR HGL 5025 5030 5035 5040 5045 5050 5025 5030 5035 5040 5045 5050 9+50 10+00 10+75 AR E A I N L E T A 1 0 - 3 (1 2 " D R A I N B A S I N ) ST A 1 0 + 2 0 . 6 4 FL . E L 5 0 3 2 . 2 ± IN V . O U T 5 0 2 9 . 5 2 ( N ) 5.31 LF 12" PVC @ 2.00% 45 ° E L B O W A 1 0 - 2 ST A 1 0 + 1 5 . 3 3 IN V . 5 0 2 9 . 4 2 10.23 LF 12" PVC @ 2.00% 45 ° E L B O W A 1 0 - 1 ST A 1 0 + 0 5 . 1 0 IN V . 5 0 2 9 . 2 1 5.10 LF 12" PVC @ 2.00% DR A I N B A S I N A 1 0 (2 4 " D R A I N B A S I N ) ST A 1 0 + 0 0 . 0 0 RI M 5 0 3 2 . 5 ± IN V . I N 5 0 2 9 . 1 1 ( N ) IN V . I N 5 0 2 9 . 1 1 ( S ) IN V . O U T 5 0 2 9 . 1 1 ( E ) 50 3 2 . 5 1 50 2 8 . 8 9 50 2 9 . 0 3 50 2 8 . 8 0 50 3 2 . 3 3 50 2 9 . 5 7 LENGTH & SLOPE UNKNOWN 100-YR HGL 5020 5025 5030 5035 5040 5045 5020 5025 5030 5035 5040 5045 9+50 10+00 11+00 12+00 13+00 13+75 DR A I N B A S I N A 1 1 (2 4 " D R A I N B A S I N ) ST A 1 0 + 0 0 . 0 0 RI M 5 0 3 3 . 0 ± IN V . I N 5 0 2 9 . 2 8 ( N ) IN V . I N 5 0 2 9 . 2 8 ( E ) IN V . O U T 5 0 2 9 . 2 8 ( S ) 11.51 LF 8" PVC @ 0.20% 8' ' x 4 ' ' T E E A 1 2 ST A 1 0 + 1 1 . 5 1 IN V . 5 0 2 9 . 3 0 38.18 LF 8" PVC @ 0.20% DR A I N B A S I N A 1 3 (1 0 " D R A I N B A S I N ) ST A 1 0 + 4 9 . 6 9 RI M 5 0 3 3 . 2 ± IN V . I N 5 0 2 9 . 3 8 ( E ) IN V . O U T 5 0 2 9 . 3 8 ( S ) 32.15 LF 8" PVC @ 0.20% 8' ' x 4 ' ' T E E A 1 4 ST A 1 0 + 8 1 . 8 4 IN V . 5 0 2 9 . 4 4 22.50 LF 8" PVC @ 0.20% 8' ' x 4 ' ' T E E A 1 5 ST A 1 1 + 0 4 . 3 4 IN V . 5 0 2 9 . 4 9 31.19 LF 8" PVC @ 0.20% 8' ' x 4 ' ' T E E A 1 6 ST A 1 1 + 3 5 . 5 3 IN V . 5 0 2 9 . 5 5 31.48 LF 8" PVC @ 0.20% 8' ' x 4 ' ' T E E A 1 7 ST A 1 1 + 6 7 . 0 1 IN V . 5 0 2 9 . 6 1 44.02 LF 8" PVC @ 0.20% 8' ' x 4 ' ' T E E A 1 8 ST A 1 2 + 1 1 . 0 3 IN V . 5 0 2 9 . 7 0 28.81 LF 8" PVC @ 0.20% 8' ' x 4 ' ' T E E A 1 9 ST A 1 2 + 3 9 . 8 4 IN V . 5 0 2 9 . 7 6 31.50 LF 8" PVC @ 0.20% 8' ' x 4 ' ' T E E A 2 0 ST A 1 2 + 7 1 . 3 4 IN V . 5 0 2 9 . 8 2 18.00 LF 8" PVC @ 0.20% DR A I N B A S I N A 2 1 (1 0 " D R A I N B A S I N ) ST A 1 2 + 8 9 . 3 4 RI M 5 0 3 1 . 3 ± IN V . I N 5 0 2 9 . 8 6 ( S ) IN V . I N 5 0 3 0 . 1 4 ( N E ) IN V . O U T 5 0 2 9 . 8 6 ( W ) 5.25 LF 8" PVC @ 5.00% FE S A 2 2 ST A 1 2 + 9 4 . 5 9 FL . E L 5 0 3 1 . 1 ± IN V . O U T 5 0 3 0 . 4 0 ( S W ) 296 INSTALL WITH WATER TIGHT GASKETS 50 3 0 . 3 2 50 2 9 . 4 2 50 2 9 . 4 2 50 2 9 . 1 1 44.6 LF 8" PVC @ 0.29% UNKNOWN 50 3 3 . 1 7 50 3 3 . 0 2 50 2 9 . 2 9 BASIN A21 - NOT INSTALLED *NO ADVERSE IMPACTS* UD F FD C W FD C S UD MONITORING WELL TRAFFIC RATED MONITORING WELL TRAFFIC RATED X X X X X SS SS SS DRAIN BASIN A11 STA 10+00.00 N: 123966.85 E: 190404.64 8''x4'' TEE A12 STA 10+11.51 N: 123978.36 E: 190404.63 11.51 LF 8" PVC @ 0.20% 38.18 LF 8" PVC @ 0.20% DRAIN BASIN A13 STA 10+49.69 N: 124016.54 E: 190404.63 32.15 LF 8" PVC @ 0.20% 8''x4'' TEE A14 STA 10+81.84 N: 124016.54 E: 190436.77 22.50 LF 8" PVC @ 0.20% 8''x4'' TEE A15 STA 11+04.34 N: 124016.54 E: 190459.27 31.19 LF 8" PVC @ 0.20% 8''x4'' TEE A16 STA 11+35.53 N: 124016.54 E: 190490.46 31.48 LF 8" PVC @ 0.20% 8''x4'' TEE A17 STA 11+67.01 N: 124016.54 E: 190521.94 44.02 LF 8" PVC @ 0.20% 8''x4'' TEE A18 STA 12+11.03 N: 124016.54 E: 190565.96 28.81 LF 8" PVC @ 0.20% 8''x4'' TEE A19 STA 12+39.84 N: 124016.54 E: 190594.77 31.50 LF 8" PVC @ 0.20% 8''x4'' TEE A20 STA 12+71.34 N: 124016.54 E: 190626.27 18.00 LF 8" PVC @ 0.20% DRAIN BASIN A21 STA 12+89.34 N: 124016.54 E: 190644.27 5.25 LF 8" PVC @ 5.00% FES A22 STA 12+94.59 N: 124020.78 E: 190647.37 W W W W W W W W SS SS SS W HYD C.O. W ST ST ST ST ST ST ST ST ST ST STST FES D D D DD D D D ST ST ST ST ST ST ST ST ST ST ST ST Sheet of 31 ST A N D A R D A T F O R T C O L L I N S 30 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 Fo r t C o l l i n s , C o l o r a d o 8 0 5 2 1 E N G I N E E R N G I E H T R O N R N PH O N E : 9 7 0 . 2 2 1 . 4 1 5 8 ww w . n o r t h e r n e n g i n e e r i n g . c o m GRAPHIC SCALE: ( IN FEET ) 0 1 INCH = 50 FEET 50 50 100 150 NORTH CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what's below. before you dig.Call R C3.04 PL A N A N D P R O F I L E ST O R M L I N E A , A 1 0 , & A ( C O N T . ) ---- NORTH NORTH STORM LINE A STORM LINE A10 STORM LINE A (CONT.) PROFILE SCALE:PROFILE SCALE:PROFILE SCALE: LEGEND: GENERAL NOTES: 1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX STRUCTURES. SPECIFIED LENGTH OF PIPE INCLUDES THE LAYING LENGTH OF PLACED END SECTIONS. 3.CONTRACTOR SHALL CONFIRM AND COORDINATE WITH STAMPED PLUMBING DRAWINGS FOR ALL ROOF DRAINS AND COURTYARD DRAIN SIZES AND LOCATIONS. NOTIFY OWNER, ARCHITECT, AND ENGINEER(S) OF ANY DISCREPANCIES PRIOR TO MOBILIZATION. 4.ALL STORM SEWER TO BE INSTALLED WITH WATER TIGHT JOINTS AT EACH CONNECTION. 5.ALL STORM SEWER IS TO BE MAINTAINED AND OWNED BY THE PROPERTY OWNER. ALL LINES ARE PRIVATE. 6.CONTRACTOR SHALL PROVIDE MINIMUM COVER OVER STORM SEWER PIPE DURING CONSTRUCTION IN ACCORDANCE WITH MANUFACTURES RECOMMENDATIONS. 7.ALL ROOF DRAIN CONNECTION SHALL BE PER DETAIL 400 ON SHEET C6.04. THE CONTRACTOR SHALL TERMINATE THE ROOF DRAIN LATERALS 5 FEET OUTSIDE OF BUILDINGS. EXACT LOCATIONS OF THE ROOF DRAIN CONNECTION AT THE PROPOSED BUILDING SHALL BE COORDINATED WITH THE ARCHITECTURAL DRAWINGS. SEXISTING SANITARY MH GEXISTING GAS METER EEXISTING ELECTRIC METER VAULT ELECEXISTING ELECTRIC VAULT TEXISTING TELEPHONE PEDESTAL HY DEXISTING FIRE HYDRANT TRAFFIC VAULTEXISTING TRAFFIC VAULT EEXISTING BURIED ELECTRIC GEXISTING BURIED GAS WEXISTING WATER LINE SSEXISTING SANITARY SEWER LINE GPROPOSED GAS LINE PROPOSED WATER SERVICE LINE PROPOSED SANITARY SERVICE LINE PROPOSED STORM SEWER PROJECT BOUNDARY FDC EXISTING EXISTING R.O.W PROPOSED EASEMENT LINE PROPOSED CURB & GUTTER PROPOSED FIRE DEPARTMENT CONNECTION PROPOSED FIRE SERVICE LINE PROPOSED ELECTRIC METER EPROPOSED ELECTRIC LINE UDPROPOSED PERFORATED STROM PROPOSED GAS METER "PRIVATE STORM LINE""PRIVATE STORM LINE""PRIVATE STORM LINE" DateCity Engineer Date Date Date Date Stormwater Utility Parks & Recreation Traffic Engineer Date Water & Wastewater Utility City of Fort Collins, Colorado UTILITY PLAN APPROVAL Environmental Planner RECORD DRAWING VA U L T EL E C UD UD UD F F FDC W FDC S MONITORI N G W E L L TRAFFIC R A T E D MONITORI N G W E L L TRAFFIC R A T E D MONITORI N G W E L L TRAFFIC R A T E D MONITORI N G W E L L TRAFFIC R A T E D MONITORI N G W E L L TRAFFIC R A T E D MONITORI N G W E L L TRAFFIC R A T E D UD MONITORI N G W E L L TRAFFIC R A T E D MONITORI N G W E L L TRAFFIC R A T E D MONITORI N G W E L L TRAFFIC R A T E D X XX X X T T S WVWV W HYD SS SS SS SS SS SS W W W W W W W W W W UP D. S . R.D . D. S . D.S . PR O S P E C T R O A D (6 0 ' P U B L I C R O W ) STORM LINE A2 (SEE THIS SHEET) STORM LINE B9-1 (SEE SHEET C3.06) DRAIN BASIN A2-1 STA 10+69.71 N: 123884.08 E: 190820.29 16.23 LF 6" PVC @ 3.01% 32.28 LF 6" PERFORATED PVC @ 0.50% MONITORING WELL A2-1.2 STA 10+48.51 N: 123916.36 E: 190804.06 69.10 LF 6" PERFORATED PVC @ 0.50% MONITORING WELL A2-1.5 STA 11+33.11 N: 124000.96 E: 190804.06 47.19 LF 6" PVC @ 0.50% UNDERDRAIN (SEE SHEET C3.02) DRAIN BASIN A2-1.6 STA 11+80.30 N: 124005.30 E: 190757.07 W W W W W W W W W HYD W CSWCS ST ST ST ST STST ST ST ST ST ST STSTSTST ST FES D D D ST ST ST ST ST ST MONITORING WELL A2-1.1 STA 10+16.23 N: 123884.08 E: 190804.06 5020 5025 5030 5035 5040 5045 5020 5025 5030 5035 5040 5045 9+5010+0011+0012+0013+0014+0015+0016+00 PROPOSED GRADE EXISTING GROUND 100-YR HGL 10 0 - Y R S T R M O U T L E T A 2 - 4 ST A 1 5 + 2 2 . 3 8 IN V . 5 0 2 8 . 4 0 ( S ) 7.42 LF 12" PVC @ 0.65% DR A I N B A S I N A 2 - 3 (1 2 " D R A I N B A S I N ) ST A 1 5 + 1 4 . 9 7 RI M 5 0 3 1 . 2 ± IN V . I N 5 0 2 8 . 3 5 ( N ) IN V . O U T 5 0 2 8 . 3 5 ( W ) 239.91 LF 12" PVC @ 0.20% DR A I N B A S I N A 2 - 2 (1 2 " D R A I N B A S I N ) ST A 1 2 + 7 5 . 0 5 RI M 5 0 3 0 . 8 ± IN V . I N 5 0 2 7 . 8 7 ( E ) IN V . O U T 5 0 2 7 . 8 7 ( S ) 205.34 LF 12" PVC @ 0.20% DR A I N B A S I N A 2 - 1 (1 2 " D R A I N B A S I N ) ST A 1 0 + 6 9 . 7 1 RI M 5 0 3 0 . 6 ± IN V . I N 5 0 2 7 . 4 6 ( N ) IN V . I N 5 0 2 7 . 4 6 ( W ) IN V . O U T 5 0 2 7 . 4 6 ( S ) 27.27 LF 12" PVC @ 0.20% DR Y W E L L A 2 ST A 1 0 + 4 2 . 4 4 RI M 5 0 2 9 . 6 ± IN V . I N 5 0 2 7 . 4 1 ( N ) IN V . I N 5 0 2 7 . 6 5 ( W ) IN V . O U T 5 0 2 7 . 6 5 ( S ) 7.17 LF 24" PVC @ 0.20% HE A D W A L L A 1 ST A 1 0 + 3 5 . 2 7 IN V . 5 0 2 7 . 6 4 ( N ) 239 INSTALL WITH WATER TIGHT GASKETS 50 3 1 . 3 4 50 3 0 . 7 4 50 2 7 . 9 5 50 2 7 . 9 5 50 3 0 . 1 8 50 2 7 . 7 2 50 2 7 . 7 2 50 2 7 . 7 2 50 2 7 . 6 7 50 2 7 . 6 7 204.44 12" PVC @ 0.11% 25.4 12" PVC @ 0.20% 243.9 12" PVC @ 0.24% 50 2 8 . 5 4 50 2 8 . 5 4 EXISTING GROUND 5020 5025 5030 5035 5040 5045 5020 5025 5030 5035 5040 5045 9+5010+0011+0012+0012+30 DR A I N B A S I N A 2 - 1 (1 2 " D R A I N B A S I N ) ST A 1 0 + 6 9 . 7 1 RI M 5 0 3 0 . 6 ± IN V . I N 5 0 2 7 . 4 6 ( N ) IN V . I N 5 0 2 7 . 4 6 ( W ) IN V . O U T 5 0 2 7 . 4 6 ( S ) 16.23 LF 6" PVC @ 3.01%32.28 LF 6" PERFORATED PVC @ 0.50% MO N I T O R I N G W E L L A 2 - 1 . 2 ST A 1 0 + 4 8 . 5 1 RI M 5 0 3 0 . 7 ± IN V . I N 5 0 2 8 . 1 1 ( N ) IN V . I N 5 0 2 8 . 1 1 ( W ) IN V . O U T 5 0 2 8 . 1 1 ( S ) 69.10 LF 6" PERFORATED PVC @ 0.50% CO U P L I N G A 2 - 1 . 3 ST A 1 1 + 1 7 . 6 1 IN V . 5 0 2 8 . 4 6 8.00 LF 6" PVC @ 0.50% CO U P L I N G A 2 - 1 . 4 ST A 1 1 + 2 5 . 6 1 IN V . 5 0 2 8 . 5 0 7.50 LF 6" PERFORATED PVC @ 0.50% MO N I T O R I N G W E L L A 2 - 1 . 5 ST A 1 1 + 3 3 . 1 1 RI M 5 0 3 1 . 3 ± IN V . I N 5 0 2 8 . 5 3 ( W ) IN V . I N 5 0 2 8 . 5 3 ( N ) IN V . O U T 5 0 2 8 . 5 3 ( S ) 47.19 LF 6" PVC @ 0.50% DR A I N B A S I N A 2 - 1 . 6 (2 4 " D R A I N B A S I N ) ST A 1 1 + 8 0 . 3 0 RI M 5 0 3 2 . 5 ± IN V . I N 5 0 2 9 . 2 7 ( N ) IN V . I N 5 0 2 8 . 7 7 ( S W ) IN V . O U T 5 0 2 8 . 7 7 ( E ) MO N I T O R I N G W E L L A 2 - 1 . 1 ST A 1 0 + 1 6 . 2 3 RI M 5 0 3 0 . 2 ± IN V . I N 5 0 2 7 . 9 5 ( N ) IN V . I N 5 0 2 7 . 9 5 ( S ) IN V . O U T 5 0 2 7 . 9 5 ( E ) PROPOSED GRADE WATERLINE STA 11+41.65 INV. 5026.45 18" (min.) 50 3 2 . 4 4 50 2 9 . 4 1 50 2 8 . 7 7 50 2 8 . 7 3 50 3 1 . 2 4 50 2 8 . 2 8 50 2 8 . 2 5 50 2 8 . 2 3 43.3 6" PVC @ 1.04% 84.4 6" PVC @ 0.24% 50 3 0 . 6 0 50 2 8 . 0 3 50 2 8 . 0 3 50 2 8 . 0 3 50 3 0 . 1 4 50 2 7 . 8 3 50 2 7 . 8 3 50 2 7 . 8 3 31.2 6" PVC @ 0.64% 50 3 0 . 1 8 50 2 7 . 7 2 50 2 7 . 7 2 50 2 7 . 7 2 15.3 6" PVC @ 0.72% W UD UD UD UD F F FDC W FDC S FDC S W MONITORI N G W E L L TRAFFIC R A T E D MONITORI N G W E L L TRAFFIC R A T E D MONITORI N G W E L L TRAFFIC R A T E D MONITORI N G W E L L TRAFFIC R A T E D MONITORI N G W E L L TRAFFIC R A T E D MONITORI N G W E L L TRAFFIC R A T E D UD MONITORI N G W E L L TRAFFIC R A T E D MONITORI N G W E L L TRAFFIC R A T E D MONITORI N G W E L L TRAFFIC R A T E D S W W W W W W W X XX X X X X T T WV WVWV W WV WV HYD MH S SS SS SS SS SS SS SS SS SS SS SS SS W W W W W W W W W W W UP D. S . D. S . R.D . D.S . D. S . D. S . D. S . D.S .D. S . D. S . R.D . D. S . VA U L T EL E C PR O S P E C T R O A D (6 0 ' P U B L I C R O W ) STORM LINE B1 (SEE SHEET C3.06) STORM LINE B1 (SEE SHEET C3.06) STORM LINE B9-1 (SEE SHEET C3.06) HEADWALL A1 STA 10+35.27 N: 123849.64 E: 190820.11 7.17 LF 24" PVC @ 0.20% DRY WELL A2 STA 10+42.44 N: 123856.81 E: 190820.11 27.27 LF 12" PVC @ 0.20% DRAIN BASIN A2-1 STA 10+69.71 N: 123884.08 E: 190820.29 205.34 LF 12" PVC @ 0.20% DRAIN BASIN A2-2 STA 12+75.05 N: 124089.42 E: 190821.66 23 9 . 9 1 L F 1 2 " P V C @ 0 . 2 0 % DRAIN BASIN A2-3 STA 15+14.97 N: 124087.22 E: 191061.57 7.42 LF 12" PVC @ 0.65% 100-YR STRM OUTLET A2-4 STA 15+22.38 N: 124094.63 E: 191061.57 W S S W W W W W W W W W W W HYD W CSWCS WCS ST STST ST ST ST ST ST STST STSTST ST ST ST ST ST ST STSTSTST ST D D ST ST ST Sheet of 31 ST A N D A R D A T F O R T C O L L I N S 30 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 Fo r t C o l l i n s , C o l o r a d o 8 0 5 2 1 E N G I N E E R N G I E H T R O N R N PH O N E : 9 7 0 . 2 2 1 . 4 1 5 8 ww w . n o r t h e r n e n g i n e e r i n g . c o m NORTH CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what's below. before you dig.Call R C3.05 PL A N A N D P R O F I L E ST O R M L I N E A 2 & A 2 - 1 ---- NORTH PROFILE SCALE:PROFILE SCALE: LEGEND: GENERAL NOTES: 1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX STRUCTURES. SPECIFIED LENGTH OF PIPE INCLUDES THE LAYING LENGTH OF PLACED END SECTIONS. 3.CONTRACTOR SHALL CONFIRM AND COORDINATE WITH STAMPED PLUMBING DRAWINGS FOR ALL ROOF DRAINS AND COURTYARD DRAIN SIZES AND LOCATIONS. NOTIFY OWNER, ARCHITECT, AND ENGINEER(S) OF ANY DISCREPANCIES PRIOR TO MOBILIZATION. 4.ALL STORM SEWER TO BE INSTALLED WITH WATER TIGHT JOINTS AT EACH CONNECTION. 5.ALL STORM SEWER IS TO BE MAINTAINED AND OWNED BY THE PROPERTY OWNER. ALL LINES ARE PRIVATE. 6.CONTRACTOR SHALL PROVIDE MINIMUM COVER OVER STORM SEWER PIPE DURING CONSTRUCTION IN ACCORDANCE WITH MANUFACTURES RECOMMENDATIONS. 7.ALL ROOF DRAIN CONNECTION SHALL BE PER DETAIL 400 ON SHEET C6.04. THE CONTRACTOR SHALL TERMINATE THE ROOF DRAIN LATERALS 5 FEET OUTSIDE OF BUILDINGS. EXACT LOCATIONS OF THE ROOF DRAIN CONNECTION AT THE PROPOSED BUILDING SHALL BE COORDINATED WITH THE ARCHITECTURAL DRAWINGS. SEXISTING SANITARY MH GEXISTING GAS METER EEXISTING ELECTRIC METER VAULT ELECEXISTING ELECTRIC VAULT TEXISTING TELEPHONE PEDESTAL HYDEXISTING FIRE HYDRANT TRAFFIC VAULTEXISTING TRAFFIC VAULT EEXISTING BURIED ELECTRIC GEXISTING BURIED GAS WEXISTING WATER LINE SSEXISTING SANITARY SEWER LINE GPROPOSED GAS LINE PROPOSED WATER SERVICE LINE PROPOSED SANITARY SERVICE LINE PROPOSED STORM SEWER PROJECT BOUNDARY FDC EXISTING EXISTING R.O.W PROPOSED EASEMENT LINE PROPOSED CURB & GUTTER PROPOSED FIRE DEPARTMENT CONNECTION PROPOSED FIRE SERVICE LINE PROPOSED ELECTRIC METER EPROPOSED ELECTRIC LINE UDPROPOSED PERFORATED STROM PROPOSED GAS METER GRAPHIC SCALE:GRAPHIC SCALE: ( IN FEET ) 0 1 INCH = 50 FEET 50 50 100 150 STORM LINE A2 STORM LINE A2-1 "PRIVATE STORM LINE""PRIVATE STORM LINE" DateCity Engineer Date Date Date Date Stormwater Utility Parks & Recreation Traffic Engineer Date Water & Wastewater Utility City of Fort Collins, Colorado UTILITY PLAN APPROVAL Environmental Planner RECORD DRAWING W FDC FDC S W S W W W W W W WV MH S SS SS SS SS SS SS S VA U L T EL E C WQ OUTLET B1-3 STA 11+44.67 N: 124189.65 E: 191073.76 7.66 LF 18" PVC @ 5.44% DRAIN BASIN B1-2 STA 11+37.01 N: 124189.67 E: 191081.42 47.66 LF 18" PVC @ 0.20% DRAIN BASIN B1-1 STA 10+89.35 N: 124237.33 E: 191081.32 89.35 LF 18" PVC @ 0.20% HEADWALL B1 STA 10+00.00 N: 124326.68 E: 191081.15 W S S W W W WCS STST ST ST ST ST ST STST 5015 5020 5025 5030 5035 5040 5015 5020 5025 5030 5035 5040 9+50 10+00 11+00 12+00 HE A D W A L L B 1 ST A 1 0 + 0 0 . 0 0 RI M 5 0 2 6 . 3 ± IN V . I N 5 0 2 3 . 7 5 ( S ) 89.35 LF 18" PVC @ 0.20% DR A I N B A S I N B 1 - 1 (1 8 " D R A I N B A S I N ) ST A 1 0 + 8 9 . 3 5 RI M 5 0 2 7 . 1 ± IN V . I N 5 0 2 3 . 9 3 ( S ) IN V . I N 5 0 2 3 . 9 3 ( W ) IN V . O U T 5 0 2 3 . 9 3 ( N ) 47.66 LF 18" PVC @ 0.20% DR A I N B A S I N B 1 - 2 (1 8 " D R A I N B A S I N ) ST A 1 1 + 3 7 . 0 1 RI M 5 0 2 7 . 0 ± IN V . I N 5 0 2 4 . 0 3 ( W ) IN V . O U T 5 0 2 4 . 0 3 ( N ) 7.66 LF 18" PVC @ 5.44% WQ O U T L E T B 1 - 3 ST A 1 1 + 4 4 . 6 7 IN V . 5 0 2 4 . 4 4 ( E ) EXISTING GROUND PROPOSED GRADE 100-YR HGL 50 2 4 . 4 1 50 2 4 . 3 9 50 2 7 . 1 1 50 2 4 . 0 0 50 2 4 . 0 0 50 2 4 . 7 5 51.0 18" PVC @ 0.76% NE E D R I M 50 2 3 . 7 8 85.8 18" PVC @ 0.26% 50 2 7 . 3 2 5015 5020 5025 5030 5035 5040 5015 5020 5025 5030 5035 5040 9+5010+0011+0012+0013+0014+0015+0015+50 276.85 LF 18" PVC @ 0.20% DR A I N B A S I N B 3 (1 8 " D R A I N B A S I N ) ST A 1 2 + 7 6 . 8 5 RI M 5 0 2 6 . 6 ± IN V . I N 5 0 2 4 . 7 3 ( S W ) IN V . O U T 5 0 2 4 . 2 3 ( E ) 13.96 LF 12" PVC @ 0.20% TR E N C H D R A I N ( 4 5 ° E L B O W ) B 4 ST A 1 2 + 9 0 . 8 0 IN V . 5 0 2 4 . 7 6 TRENCH DRAIN (SEE TRENCH DRAIN C DETAIL) MI D . C O N N E C T I O N B 5 ST A 1 3 + 0 4 . 6 6 IN V . 5 0 2 4 . 7 9 15.75 LF (3) 8" PVC @ 0.20% IN L E T B 6 ST A 1 3 + 2 0 . 4 0 FL . E L 5 0 2 6 . 3 ± IN V . I N 5 0 2 4 . 8 2 ( S ) IN V . I N 5 0 2 4 . 8 2 ( S W ) IN V . O U T 5 0 2 4 . 8 2 ( N ) IN L E T B 8 ST A 1 4 + 8 3 . 8 1 RI M 5 0 2 8 . 7 ± IN V . I N 5 0 2 5 . 1 4 ( S E ) IN V . I N 5 0 2 5 . 1 4 ( S ) IN V . O U T 5 0 2 5 . 1 4 ( N W ) EXISTING GROUND PROPOSED GRADE 100-YR HGL HE A D W A L L B 2 ST A 1 0 + 0 0 . 0 0 IN V . 5 0 2 3 . 6 7 ( W ) 161.60 LF 12" PVC @ 0.20% 50 2 6 . 5 7 50 2 4 . 0 2 50 2 4 . 0 2 50 2 3 . 7 2 275.0 18" PVC @ 0.11% 50 2 8 . 6 6 50 2 5 . 1 1 50 2 5 . 1 1 50 2 5 . 0 5 157.8 @ 0.13% 8" PVC 50 2 6 . 7 6 50 2 4 . 8 3 50 2 4 . 8 3 50 2 4 . 8 3 14.5 @ 3.52% 50 2 4 . 3 1 50 2 4 . 2 0 15.2 @ 1.18% 5020 5025 5030 5035 5040 5045 5020 5025 5030 5035 5040 5045 9+5010+0011+00 IN L E T B 9 - 1 ST A 1 0 + 2 7 . 2 0 FL . E L 5 0 2 9 . 9 ± IN V . O U T 5 0 2 7 . 5 6 ( E ) 27.20 LF 12" PVC @ 2.00% EXISTING GROUND PROPOSED GRADE DR A I N B A S I N B 9 ST A 1 0 + 0 0 . 0 0 RI M 5 0 2 9 . 8 ± IN V . I N 5 0 2 7 . 0 2 ( W ) IN V . O U T 5 0 2 5 . 4 2 ( N ) 50 2 9 . 7 9 50 2 8 . 3 4 50 2 9 . 9 3 50 2 6 . 9 5 50 2 5 . 4 7 24.1 @ 5.77% W UD UD F F FD C S FD C S W MONITORING WELL TRAFFIC RATED MONITORING WELL TRAFFIC RATED MONITORING WELL TRAFFIC RATED UD MONITORING WELL TRAFFIC RATED MONITORING WELL TRAFFIC RATED S W W W W W W W W W X XXXX WVWV WV WV HYD MH SSSSSSSSSSSSS SS SS SS S VAULT ELEC 276.85 LF 18" PVC @ 0.20% DRAIN BASIN B3 STA 12+76.85 N: 124329.59 E: 190796.32 13.96 LF 12" PVC @ 0.20% TRENCH DRAIN (45° ELBOW) B4 STA 12+90.80 N: 124321.65 E: 190784.83 MID. CONNECTION B5 STA 13+04.66 N: 124321.65 E: 190770.98 (3) 15.75 LF 8" PVC @ 0.20% INLET B6 STA 13+20.40 N: 124305.91 E: 190770.98 INLET B8 STA 14+83.81 N: 124146.46 E: 190769.57 HEADWALL B2 STA 10+00.00 N: 124327.73 E: 191073.16 16 1 . 6 0 L F 1 2 " P V C @ 0 . 2 0 % STORM LINE B1 (SEE THIS SHEET) STORM LINE B9 (SEE THIS SHEET) UNDERDRAIN (SEE SHEET C3.01) W S S W W W W W W W HYD W W CS ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST D UD UD UD F F W FD C S MONITORING WELL TRAFFIC RATED MONITORING WELL TRAFFIC RATED MONITORING WELL TRAFFIC RATED MONITORING WELL TRAFFIC RATED MONITORING WELL TRAFFIC RATED UD MONITORING WELL TRAFFIC RATED MONITORING WELL TRAFFIC RATED X X X DRAIN BASIN B9 STA 10+00.00 N: 124090.85 E: 190766.40 27.20 LF 12" PVC @ 2.00% INLET B9-1 STA 10+27.20 N: 124087.01 E: 190739.48 STORM LINE B (SEE THIS SHEET) W W W W W W W W HYD W ST ST ST ST ST ST ST ST ST ST ST D D D ST ST ST ST Sheet of 31 ST A N D A R D A T F O R T C O L L I N S 30 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 Fo r t C o l l i n s , C o l o r a d o 8 0 5 2 1 E N G I N E E R N G I E H T R O N R N PH O N E : 9 7 0 . 2 2 1 . 4 1 5 8 ww w . n o r t h e r n e n g i n e e r i n g . c o m CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what's below. before you dig.Call R DateCity Engineer Date Date Date Date Stormwater Utility Parks & Recreation Traffic Engineer Date Water & Wastewater Utility City of Fort Collins, Colorado UTILITY PLAN APPROVAL Environmental Planner C3.06 PL A N A N D P R O F I L E ST O R M L I N E B 1 , B , & B 9 ---- GRAPHIC SCALE:GRAPHIC SCALE: ( IN FEET ) 0 1 INCH = 50 FEET 50 50 100 150 LEGEND: GENERAL NOTES: 1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX STRUCTURES. SPECIFIED LENGTH OF PIPE INCLUDES THE LAYING LENGTH OF PLACED END SECTIONS. 3.CONTRACTOR SHALL CONFIRM AND COORDINATE WITH STAMPED PLUMBING DRAWINGS FOR ALL ROOF DRAINS AND COURTYARD DRAIN SIZES AND LOCATIONS. NOTIFY OWNER, ARCHITECT, AND ENGINEER(S) OF ANY DISCREPANCIES PRIOR TO MOBILIZATION. 4.ALL STORM SEWER TO BE INSTALLED WITH WATER TIGHT JOINTS AT EACH CONNECTION. 5.ALL STORM SEWER IS TO BE MAINTAINED AND OWNED BY THE PROPERTY OWNER. ALL LINES ARE PRIVATE. 6.CONTRACTOR SHALL PROVIDE MINIMUM COVER OVER STORM SEWER PIPE DURING CONSTRUCTION IN ACCORDANCE WITH MANUFACTURES RECOMMENDATIONS. 7.ALL ROOF DRAIN CONNECTION SHALL BE PER DETAIL 400 ON SHEET C6.04. THE CONTRACTOR SHALL TERMINATE THE ROOF DRAIN LATERALS 5 FEET OUTSIDE OF BUILDINGS. EXACT LOCATIONS OF THE ROOF DRAIN CONNECTION AT THE PROPOSED BUILDING SHALL BE COORDINATED WITH THE ARCHITECTURAL DRAWINGS. SEXISTING SANITARY MH GEXISTING GAS METER EEXISTING ELECTRIC METER VAULT ELECEXISTING ELECTRIC VAULT TEXISTING TELEPHONE PEDESTAL HY DEXISTING FIRE HYDRANT TRAFFIC VAULTEXISTING TRAFFIC VAULT EEXISTING BURIED ELECTRIC GEXISTING BURIED GAS WEXISTING WATER LINE SSEXISTING SANITARY SEWER LINE GPROPOSED GAS LINE PROPOSED WATER SERVICE LINE PROPOSED SANITARY SERVICE LINE PROPOSED STORM SEWER PROJECT BOUNDARY FDC EXISTING EXISTING R.O.W PROPOSED EASEMENT LINE PROPOSED CURB & GUTTER PROPOSED FIRE DEPARTMENT CONNECTION PROPOSED FIRE SERVICE LINE PROPOSED ELECTRIC METER EPROPOSED ELECTRIC LINE UDPROPOSED PERFORATED STROM PROPOSED GAS METER NORTH NORTH NORTH STORM LINE B1 STORM LINE B STORM LINE B9 PROFILE SCALE:PROFILE SCALE:PROFILE SCALE: "PRIVATE STORM LINE""PRIVATE STORM LINE""PRIVATE STORM LINE" RECORD DRAWING X X XXXXXXXXXXX VAULT ELEC FD C FD C MONITORING WELL TRAFFIC RATED MONITORING WELL TRAFFIC RATED MONITORING WELL TRAFFIC RATED MONITORING WELL TRAFFIC RATED 13 : 1 10: 1 4: 1 12:1 7: 1 22:149 : 1 18" VERTICAL CURB AND GUTTER 18" VERTICAL CURB AND GUTTER AT EXISTING FLOW LINE ELEVATIONS 2.1% 2.1% 4. 9 % 2. 0 % 2. 0 % 2. 0 % ST A D I U M A P A R T M E N T S RAMP RAMP RAMP 18" VERTICAL CURB AND GUTTER RAMP RAMP RISERS RAMP BUILDING 1 INLET EMERGENCY ACCESS EASEMENT 9' UTILITY EASEMENT RAMP 5' NON-VEHICULAR PUBLIC ACCESS EASEMENT TRENCH DRAIN 6: 120 : 1 31' EMERGENCY ACCESS, VEHICULAR PUBLIC ACCESS, DRAINAGE & UTILITY EASEMENT RISERS RISERS RISERS 2' CONCRETE PAN HEADWALL 2.1% 2.1% 2.7 % THE SLAB TH E S L A B RAMP RISERS LAKE STREET (60' PUBLIC ROW) DRAINAGE EASEMENT PER THE SLAB PROPERTY PLAT 30' EMERGENCY ACCESS, NON-VEHICULAR PUBLIC ACCESS, AND DRAINAGE EASEMENT (PER THE SLAB PROPERTY PLAT) DRAINAGE EASEMENT (PER LAKE STREET APARTMENTS PLAT) SEE SHEET C2.00 FOR CLARIFICATION ON WALL LOCATIONS AND TYPE ALONG LAKE STREET SEE SHEET C2.00 FOR CLARIFICATION ON WALL LOCATIONS AND TYPE ADJACENT TO THE EAST OF SLAB PROPERTY LAKE ST. FRONTAGE (SEE SHEET C4.03) LAKE ST. FRONTAGE (SEE SHEET C4.03) EA S T W A L L 1 (S E E S H E E T C4 . 0 4 ) EA S T W A L L 1 (S E E S H E E T C4 . 0 4 ) SOUTH WALL 1 (SEE SHEET C4.04) SOUTH WALL 1 (SEE SHEET C4.04) SOUTH WALL 2 (SEE SHEET C4.04) SOUTH WALL 1 (SEE SHEET C4.04) EA S T W A L L 2 (S E E S H E E T C4 . 0 4 ) SEE SHEET C2.00 FOR CLARIFICATION ON WALL LOCATIONS AND TYPE ADJACENT TO THE NORTH OF SLAB PROPERTY (23 . 2 4 ) 28 . 2 2 28 . 6 3 28. 5 3 30.7 2 30 . 6 2 30. 7 2 29.67 30. 3 5 30 . 8 9 30.5 9 29.23 29.1 3 28.56 28. 1 2 24.63 24.53 25.5125.55 28.79 30. 3 7 30.00 30.6 2 (23 . 8 9 ) FFE=27.50 30.09 26.50 26 . 8 2 26.28 28.04 28 . 6 0 24.8 4 28.56 30.8 4 31.0531.00 30.42 24.90 (24.5 9 ) 24.91 24 . 9 9 25 . 0 3 25. 1 0 (25.2 4 ) (25 . 1 6 ) (23.4 9 ) 23.6 3 28.23 30.62 31.08 30. 4 5 30. 3 1 31. 3 8 34.00 30.58 29.30 30.5 1 31.4831.33 8' SIDEWALK 26.8 0 26.8 0 26.8 0 29.54 29.36 30.33 30.41 29.80 30.7 1 30.6 1 30.10 30.10 29.36 31.20 31.0 0 31.0 0 31.5 0 31.5 0 31.0 3 31.0 3 31.5 0 31.5 0 31 . 0 5 31.6 0 29.7 9 1. 9 % 2.3% 2.6 % 4.2 % (23.8 7 ) (23.6 6 ) (23.4 1 ) SIDEWALK CHASE PER DESIGN OF STADIUM APARTMENTS CONCRETE CHASE PER DESIGN OF STADIUM APARTMENTS REMOVE LANDSCAPE WALL PER STADIUM APARTMENTS 30.18 26.91 27.08 27.18 27.18 27.26 27.36 27.42 27.52 27.59 27. 8 3 27.87 27.90 28.02 28.10 28.10 28.20 28.25 28. 3 4 28.39 28.54 28.55 27.28 27.34 27.44 27.50 27.74 27.79 27.89 27.93 27.98 28.07 28.11 28.16 28.25 28.30 28.42 28.48 28.54 2.1% 29.32 29.41 29.56 29.62 29.76 29.82 29.96 30.04 30.10 30.24 30.3 0 30 . 9 7 29.49 29.94 31 . 1 7 28.51 28.46 28.00 27.83 27.66 28. 5 7 29 . 0 0 30.1 0 29.59 29.9 3 30.9 7 30.7 2 30.6 1 30.7 1 29.75 29.56 29.51 29.4 3 29.1 9 29.2 5 28.57 28.36 27.88 29.5 6 29.59 29.7 3 29.75 29.8 7 30.39 28 . 6 5 27.54 28.00 2.0% 2. 0 % 1.2% 2.0% 0.4% 2.0% 2.0% FFE = 27.50 Sheet of 31 ST A N D A R D A T F O R T C O L L I N S 30 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 Fo r t C o l l i n s , C o l o r a d o 8 0 5 2 1 E N G I N E E R N G I E H T R O N R N PH O N E : 9 7 0 . 2 2 1 . 4 1 5 8 ww w . n o r t h e r n e n g i n e e r i n g . c o m CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what's below. before you dig.Call R GRAPHIC SCALE: ( IN FEET ) 0 1 INCH = 20 FEET 20 20 40 60 NORTH C4.01 GR A D I N G P L A N MATCHLINE SEE SHEET C4.02 ---- KEYMAP: (NTS) EXISTING DECID. TREE EXISTING CONIF. TREE EXISTING LIGHT POLE EXISTING STUMP STEXISTING STORM SEWER LINE EXISTING CURB/GUTTER FLOWLINE EXISTING EDGE OF ASPHALT 4950 4:1BANK SLOPE PROPOSED ASPHALT CROSS SLOPE CONCENTRATED FLOW DIRECTION PROPOSED SWALE FLOWLINE PROPOSED OUTFALL CURB/GUTTER FLOWLINE PROPOSED STORM DRAIN WITH INLET PROPOSED CONTOUR EXISTING CONTOUR 79.45PROPOSED FINISH GROUND ELEVATION (79.45) EXISTING GROUND ELEVATION PROPOSED INFLOW CURB/GUTTER FLOWLINE 2.0% BENCHMARK/BASIS OF BEARING NOTES: 1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS REQUIRED FOR PROTECTION FROM THE 100-YEAR STORM. 3.EROSION CONTROL PRACTICES, SITE PROTECTION, AND REVEGETATION METHODS SHALL FOLLOW CITY REGULATIONS. 4.REFER TO SITE PLAN, LANDSCAPE PLAN, AND PLAT FOR ADDITIONAL INFORMATION. 5.THE CONTRACTOR IS RESPONSIBLE FOR FIELD LOCATING AND VERIFYING ELEVATIONS OF ALL EXISTING SEWER MAINS, WATER MAINS, CURBS, GUTTERS AND OTHER UTILITIES AT THE POINTS OF CONNECTION SHOWN ON THE PLANS, AND AT ANY UTILITY CROSSINGS PRIOR TO INSTALLING ANY OF THE NEW IMPROVEMENTS. IF A CONFLICT EXISTS AND/OR A DESIGN MODIFICATION IS REQUIRED, THE CONTRACTOR SHALL COORDINATE WITH THE ENGINEER TO MODIFY THE DESIGN. 6.REFER TO SHEETS C2.00 AND C2.01 FOR CLARIFICATION ON WALL TYPES AND LOCATIONS. PROJECT DATUM: NAVD 88 BENCHMARK #1: CITY OF FORT COLLINS BENCHMARK 29-92: APPROXIMATE 300 FEET SOUTH OF WEST PROSPECT RD. AND SHIELDS ST., ON THE NORTH END OF THE WEST BRIDGE PARAPET WALL. ELEVATION: 5025.67 BENCHMARK #2: CITY OF FORT COLLINS BENCHMARK 28-92: SOUTHWEST CORNER OF WEST PROSPECT RD. AND CENTRE AVE., ON A WATER VALVE PIT. ELEVATION: 5010.65 PLEASE NOTE: THIS PLAN SET IS USING NAVD88 FOR A VERTICAL DATUM. SURROUNDING DEVELOPMENTS HAVE USED NGVD29 UNADJUSTED FOR THEIR VERTICAL DATUMS. IF NGVD29 UNADJUSTED DATUM IS REQUIRED FOR ANY PURPOSE, THE FOLLOWING EQUATION SHOULD BE USED: NGVD29 UNADJUSTED = NAVD88 - 3.17. BASIS OF BEARINGS THE BASIS OF BEARINGS IS THE SOUTH LINE OF THE SOUTHWEST QUARTER OF SECTION 14, TOWNSHIP 7 NORTH, RANGE 69 WEST OF THE 6TH P.M. AS BEARING SOUTH 89°22'14" EAST PROPOSED PERMEABLE PAVERS LEGEND: UP D.S.D.S. R.D. D.S. D.S.D.S. D.S. D.S. D.S.R.D. D.S. X A1 A2 A3 SEE SHEET C4.03 LAKE ST. FRONTAGESEE SHEET C4.03 SOUTH WALL 2 EAST WALL 2 SOUTH WALL 1 SEE SHEET C4.04 EAST WALL 1 RECORD DRAWING X X X X X X X X X X X X XX X X X X X X X X X X SS SS SS FD C MONITORING WELL TRAFFIC RATED MONITORING WELL TRAFFIC RATED MONITORING WELL TRAFFIC RATED MONITORING WELL TRAFFIC RATED MONITORING WELL TRAFFIC RATED MONITORING WELL TRAFFIC RATED MONITORING WELL TRAFFIC RATED PROSPECT ROAD (60' PUBLIC ROW) 10' SIDEWALK 6:1 2.8% 13 : 1 10: 1 18" VERTICAL CURB AND GUTTER CONSTRUCT ± 16 L.F. 30" VERTICAL CURB AND GUTTER CONSTRUCT ± 14 L.F. 30" VERTICAL CURB AND GUTTER RISERS RISERS CONSTRUCT ± 31 L.F. 30" VERTICAL CURB AND GUTTER CONSTRUCT ± 10 L.F. 30" VERTICAL CURB AND GUTTER CONSTRUCT ± 20 L.F. 30" VERTICAL CURB AND GUTTER SIDEWALK CHASE CONCRETE CHASE TO HAVE METAL PLATE ALL THE WAY TO PROSPECT RD. TH E S L A B RAMP RISERS RAMP BUILDING 2 ROLL OVER CURB AND GUTTER HEADWALL DRAINAGE EASEMENT DRAINAGE EASEMENT DRAINAGE EASEMENT DRAINAGE EASEMENT 26' EMERGENCY ACCESS, NON-VEHICULAR PUBLIC ACCESS, DRAINAGE & UTILITY EASEMENT EMERGENCY ACCESS EASEMENT 15' UTILITY EASEMENT 20' EMERGENCY ACCESS, NON-VEHICULAR PUBLIC ACCESS & DRAINAGE EASEMENT 20' EMERGENCY ACCESS & NON-VEHICULAR PUBLIC ACCESS EASEMENT ROLL OVER CURB AND GUTTER 2. 0 % 2. 0 % 2. 0 % 2. 5 % 2. 0 % 2. 3 % RAMP 10' SIDEWALK 7' SIDEWALK 2.7 % 2.8% 2.7% 2.4% 2.3% 3. 2 % 2.8% 1.8% 2.2% 2.1% 2.8% 2.2%1.5% 6. 7 % 14 . 2 % TRENCH DRAIN STADIUM APARTMENTS EXISTING CONCRETE CHASE TO BE COVERED WITH STANDARD SIDEWALK CHASE LID. 26' EMERGENCY ACCESS, ACCESS, DRAINAGE & UTILITY EASEMENT (PER LAKE STREET APARTMENTS PLAT) 5' UTILITY AND DRAINAGE EASEMENT (PER THE SLAB PROPERTY PLAT) DRAINAGE EASEMENT (PER LAKE STREET APARTMENTS PLAT) SEE SHEET C2.01 FOR CLARIFICATION ON WALL LOCATIONS AND TYPE ALONG PROSPECT ROAD SEE SHEET C2.01 FOR CLARIFICATION ON WALL LOCATIONS AND TYPE ADJACENT TO THE WEST OF SLAB PROPERTY ROLL OVER CURB AND GUTTER (PER STADIUM APARTMENTS) COURTYARD A1 (SEE SHEET C4.03) COURTYARD A2 (SEE SHEET C4.03) COURTYARD A3 (SEE SHEET C4.03) EA S T W A L L 2 (S E E S H E E T C4 . 0 4 ) EA S T W A L L 2 (S E E S H E E T C4 . 0 4 ) BLAST WALL (SEE LANDSCAPE PLANS) BLAST WALL (SEE LANDSCAPE PLANS) BLAST WALL (SEE LANDSCAPE PLANS) 33.1 5 33.1 5 33.09 32.9 8 32.5 9 32.4 8 32.18 31.8 9 31.4 6 31.0 0 31.4 6 31.4 3 30.24 30.2 1 30.5 8 30.5 8 31.7 0 31.7 0 33.2 3 33.2 3 33.8 1 33.8 1 (2 8 . 3 3 ) 30 . 6 2 31.7 7 (3 2 . 2 8 ) (31.90) (32.9 9 ) (33.1 8 ) 33.28 33.21 33.11 33.14 32.95 33.15 (32 . 8 0 ) (33 . 1 6 ) 28.8 2 29.43 29.7 329.93 31. 4 8 31. 4 8 30. 3 5 30 . 8 9 30.5 9 30 . 3 7 30.6 2 31. 6 6 31.59 31.46 31.8 4 31.0 5 (31 . 8 2 ) (32.2 9 ) 32 . 3 9 32.45 32.9 8 32.3 4 33.1 9 33.0 1 30.4 330.4 5 31.1031.20 31.42 31.38 32.57 32.59 32.75 32.80 33.03 33.0 7 33.27 33 . 2 7 FFE=34.00 (3 1 . 3 0 ) (3 1 . 0 4 ) (3 0 . 6 8 ) (3 1 . 4 3 ) (27 . 6 0 ) (27 . 5 1 ) 30.09 33.33 33.12 31.17 (3 0 . 2 2 ) (2 9 . 9 7 ) (2 8 . 8 8 ) (2 9 . 1 2 ) (2 9 . 4 3 ) (2 9 . 5 5 ) 31.67 33. 7 1 34.00 32.2 0 32.2 5 (32.1 7 ) (32 . 6 8 ) 30.8 4 31.0531.00 30.42 30.6 3 30.62 31.08 30. 4 5 30. 3 1 33.1 2 33.3 3 31. 3 8 34.00 34.00 31.48 32.59 31.0132.50 30.58 31.98 31.3 6 30.15 29.08 28.8 9 32.08 31.54 30.4 6 29.71 31.3 7 31.2 8 31.36 31. 1 1 29.1 0 29.5 1 30.1 5 30.5 6 (28.0 8 ) 31.7 1 31. 6 6 34.00 34.00 30.8 5 34.0 0 34.00 34. 0 0 34 . 0 0 31. 1 5 30.5 1 31.4831.33 32.38 31.81 33.3 3 33.09 33.3 2 33.18 33.28 30.6 1 32.79 32.61 33.11 32.95 31.24 30.34 30.05 31.34 31.20 31.5 0 31.5 0 31.0 3 31.0 3 31.5 0 31.5 0 31. 0 5 31.6 0 33.0 1 33.5 2 32.5 1 33.3 2 32.2 2 33.1 4 34.0 0 34.0 0 34.0 0 34.0 0 1. 9 % 2.3% 2.6 % 4.2 % 29.98 31.57 34.00 33 . 8 9 33. 7 5 12 : 1 12 : 1 20 : 1 17 : 1 30.3 9 33.3 2 33.3 3 33.0 0 30 . 9 7 31 . 1 7 31.99 31.57 33.14 33.14 30.6 1 2. 0 % 1.2% 2.0% 32.90 32.83 33.1 0 33.0 3 32.57 32.7 7 32.6 9 32.49 5.0% 5.0%1.4% 4.6% 5.1% 32.9 5 32. 8 0 32.64 FFE = 33.99 FFE = 31.50 Sheet of 31 ST A N D A R D A T F O R T C O L L I N S 30 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 Fo r t C o l l i n s , C o l o r a d o 8 0 5 2 1 E N G I N E E R N G I E H T R O N R N PH O N E : 9 7 0 . 2 2 1 . 4 1 5 8 ww w . n o r t h e r n e n g i n e e r i n g . c o m CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what's below. before you dig.Call R GRAPHIC SCALE: ( IN FEET ) 0 1 INCH = 20 FEET 20 20 40 60 NORTH C4.02 GR A D I N G P L A N MATCHLINE SEE SHEET C4.01 ---- KEYMAP: (NTS) EXISTING DECID. TREE EXISTING CONIF. TREE EXISTING LIGHT POLE EXISTING STUMP STEXISTING STORM SEWER LINE EXISTING CURB/GUTTER FLOWLINE EXISTING EDGE OF ASPHALT 4950 4:1BANK SLOPE PROPOSED ASPHALT CROSS SLOPE CONCENTRATED FLOW DIRECTION PROPOSED SWALE FLOWLINE PROPOSED OUTFALL CURB/GUTTER FLOWLINE PROPOSED STORM DRAIN WITH INLET PROPOSED CONTOUR EXISTING CONTOUR 79.45PROPOSED FINISH GROUND ELEVATION (79.45) EXISTING GROUND ELEVATION PROPOSED INFLOW CURB/GUTTER FLOWLINE 2.0% BENCHMARK/BASIS OF BEARING NOTES: 1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS REQUIRED FOR PROTECTION FROM THE 100-YEAR STORM. 3.EROSION CONTROL PRACTICES, SITE PROTECTION, AND REVEGETATION METHODS SHALL FOLLOW CITY REGULATIONS. 4.REFER TO SITE PLAN, LANDSCAPE PLAN, AND PLAT FOR ADDITIONAL INFORMATION. 5.THE CONTRACTOR IS RESPONSIBLE FOR FIELD LOCATING AND VERIFYING ELEVATIONS OF ALL EXISTING SEWER MAINS, WATER MAINS, CURBS, GUTTERS AND OTHER UTILITIES AT THE POINTS OF CONNECTION SHOWN ON THE PLANS, AND AT ANY UTILITY CROSSINGS PRIOR TO INSTALLING ANY OF THE NEW IMPROVEMENTS. IF A CONFLICT EXISTS AND/OR A DESIGN MODIFICATION IS REQUIRED, THE CONTRACTOR SHALL COORDINATE WITH THE ENGINEER TO MODIFY THE DESIGN. 6.REFER TO SHEETS C2.00 AND C2.01 FOR CLARIFICATION ON WALL TYPES AND LOCATIONS. PROJECT DATUM: NAVD 88 BENCHMARK #1: CITY OF FORT COLLINS BENCHMARK 29-92: APPROXIMATE 300 FEET SOUTH OF WEST PROSPECT RD. AND SHIELDS ST., ON THE NORTH END OF THE WEST BRIDGE PARAPET WALL. ELEVATION: 5025.67 BENCHMARK #2: CITY OF FORT COLLINS BENCHMARK 28-92: SOUTHWEST CORNER OF WEST PROSPECT RD. AND CENTRE AVE., ON A WATER VALVE PIT. ELEVATION: 5010.65 PLEASE NOTE: THIS PLAN SET IS USING NAVD88 FOR A VERTICAL DATUM. SURROUNDING DEVELOPMENTS HAVE USED NGVD29 UNADJUSTED FOR THEIR VERTICAL DATUMS. IF NGVD29 UNADJUSTED DATUM IS REQUIRED FOR ANY PURPOSE, THE FOLLOWING EQUATION SHOULD BE USED: NGVD29 UNADJUSTED = NAVD88 - 3.17. BASIS OF BEARINGS THE BASIS OF BEARINGS IS THE SOUTH LINE OF THE SOUTHWEST QUARTER OF SECTION 14, TOWNSHIP 7 NORTH, RANGE 69 WEST OF THE 6TH P.M. AS BEARING SOUTH 89°22'14" EAST PROPOSED PERMEABLE PAVERS LEGEND: UP D.S.D.S. R.D. D.S. D.S.D.S. D.S. D.S. D.S.R.D. D.S. X A1 A2 A3 SEE SHEET C4.03 LAKE ST. FRONTAGESEE SHEET C4.03 SOUTH WALL 2 EAST WALL 2 SOUTH WALL 1 SEE SHEET C4.04 EAST WALL 1 RECORD DRAWING 33.90 FFE=34.00 FFE=34.00 33.33 34.00 32.7 9 33.0 0 32.7 9 33.33 33.3 3 33.3 3 33.33 32.9 4 32.7 9 32. 9 8 32.84 32 . 3 0 32.13 32.07 33 . 1 3 32. 2 1 33. 4 9 33.3 3 32 . 5 8 33.7 2 33.9 1 33 . 5 7 33.5 6 33.3 1 33 . 2 1 33.1 3 33.2 2 33.1 932.8 6 33.1 2 33. 1 0 33.3 3 32.44 33.32 34.00 SEAT WALL (BY OTHERS) 8" DOME GRATE 8" DOME GRATE 8" DOME GRATE 8" SOLID GRATE 33 . 3 3 33.33 33.3 3 33.33 33.33 33.33 33.27 33.33 33.33 34. 0 0 33.98 33.26 33.03 33.1633.16 33.14 33.33 33.33 33.3 3 8" DOME GRATE 8" STANDARD GRATE 33.2 2 33 . 4 6 33.2 4 33.3 3 33.4 0 33.2 4 33 . 6 7 33.98 32.9633.0333.0833.22 3.1% 4.1% 4.2%3.7% 8.3% 4.7 % 15.4% 17.4% 4.2% 5.9% 21. 2 % 16 . 0 % 8.0% 13.6% 3.1% 10 . 9 % 5.9% 2.4 % 33.5 6 33.6 2 33.7 9 MONITORING WELL W/ SOLID GRATE 8" SOLID GRATE 8" SOLID GRATE FFE = 33.99 FFE=34.00 FFE=34.00 33.3 3 33.3 3 33.3 3 32.9 4 32.0 5 32.94 32.05 31.7 7 32.05 32.93 32. 9 2 32.88 33.3 3 32.0 5 32.0 5 33.2 6 33.4 0 33 . 0 6 33 . 0 6 33.19 32.0 7 33.3 3 33.9 8 33.9 0 34.0 0 33.9 0 33.4 0 33.3 0 33.4 4 33.1 9 33.2 4 32.9532.9 0 32.8 5 33.0 3 32. 5 3 33.3 6 32.9 8 32.5 9 33.3 3 33.3 3 33.3 3 33.3 3 33.9 8 SEAT WALL (BY OTHERS) 8" DOME GRATE 8" SOLID GRATE 8" DOME GRATE 12" PEDESTRIAN GRATE 32.6 6 32.6 6 33.2 7 33.33 33.33 33. 3 3 33.33 33.3 3 33.3 3 33.3 3 SEAT WALL (BY OTHERS) 33.2 3 34.0 0 32.8 1 2-RISERS 32.3 1 32.2 5 32.1 7 32.5 7 32.0 5 32.08 8" DOME GRATE 12.5% 5.9% 5.6% 5. 3 % 5.2% 2. 8 % 3.0% 2.3 % 33.1 2 33.2 3 1.8 % 2.0 % 1.9 % 7.6% 10.0% MONITORING WELL W/ SOLID GRATE 32.1 0 17.3% 5.5% 5. 2 % 5.5% 5.6% FFE = 33.99 FFE=34.00 FFE=34.00 33. 3 3 33.2 7 33.2 6 33. 1 9 33.0 1 32.7 7 33.2 9 33.88 33.9 8 33.3 3 33.9 8 33.9 8 33. 8 8 33.98 34.00 33.3 1 33.1 1 33.1 1 33.5 2 33.34 32.6 4 33. 7 4 33.2 2 33.30 33.2 7 32.69 33.1 2 32.5 3 33.3 0 33.3 4 33.4133.1 7 33.1 7 33.9 8 33.4 5 33.17 33.16 31.8431.84 SEAT WALL (BY OTHERS) 12" PEDESTRIAN GRATE 8" DOME GRATE 8" DOME GRATE 8" DOME GRATE 8" SOLID GRATE 33.4 8 33 . 4 8 33.4 8 33. 4 8 31.29 31.3 4 33.4 3 33. 9 9 33.98 33.4 3 34.00 33.1 1 34.2 9 33.8 8 32. 7 7 33.1 2 32 . 6 2 33.2 4 33.4 2 33.5 2 33.5 2 33.9 8 33. 8 8 33.0 2 33. 8 8 33. 8 8 13.3% 2.0% 12.8% 2.0% 4.4% 6.9% 5.0% 3.0% 6.2% 2.0% 0. 5 % 5. 0 % 4.8% 9.2% 20 . 7 % MONITORING WELL W/ SOLID GRATE 33.4 4 33.4 4 33.4 8 33.48 33. 4 5 33.4 4 2 RISERS FFE = 33.99 (24 . 4 9 ) 24. 9 8 27.2 4 25.0 1 27.2 4 27.3025.66 25.4 2 25.20 25.0 2 27.2 4 27.2 4 27 . 4 9 27. 4 9 27 . 5 0 27. 5 0 27. 4 2 27.4 8 27.5 0 27.50 27.34 26.05 27. 5 0 24.81 24. 7 5 26.9 9 27.3 2 24. 8 6 27. 2 8 24.8 5 24.8 3 24.6 6 27.50 27. 2 8 24.7 6 24.64 24.6 7 24.75 27.2 8 24.6 4 24.8 0 24.51 24.4 9 24.47 24.59 24.57 27.29 24.37 24.20 24.3 3 24.40 25. 8 2 26. 8 3 25.84 25.8 0 25.9 2 27. 1 9 27.2 7 27.2 3 24.22 27.36 24.16 24.1 3 24.1 6 24 . 1 0 24.1 6 27.37 27. 5 0 27.4 2 27.27 24.65 27.42 27.4 2 27. 4 2 27.42 26.69 26.92 25. 9 2 26.92 26.83 26.8 3 26.8 3 27.4227.4127.41 26.7 8 24.7 2 24. 6 9 24.6 9 24.7 8 24.7 5 27 . 4 2 27. 5 0 24. 0 9 27.37 25.26 24.1 4 LAKE STREET (60' PUBLIC ROW) RAMP RAMP 4.4% 4.4% RISERS RISERS BIKE RACK (TYP.) RISERS 2. 0 % 2. 0 % 11.6 % 2. 0 % 1. 6 % 2. 0 % 2. 2 % 2.8 % 2. 0 % 4.9% 2. 1 % 2. 0 % 2. 0 % 2. 0 % 2. 0 % 2. 0 % FFE=27.50FFE=27.50FFE=27.50 FFE=27.50 FFE=27.50 25.0 2 25.1 9 27. 5 0 27. 4 8 27 . 5 0 27 . 5 0 27 . 5 0 27.4 8 26.8 4 26.8 6 27. 3 2 24.63 27. 2 9 24.50 25.84 24.2825.80 27.5 0 27.5 027. 5 0 26. 9 2 27. 5 0 27.5 0 27.5 0 27 . 5 0 27 . 4 8 27 . 5 0 24. 9 8 27.4327.50 27.41 27.44 27. 4 9 RAILING (TYP.) (SEE LANDSCAPE PLANS) SANDSTONE BOULDER (TYP.) (SEE LANDSCAPING PLANS) 4' PRIVATE WALK 8' SIDEWALK 8' SIDEWALK 30" VERTICAL CURB AND GUTTER RAMP SANDSTONE BOULDERS (TYP.) (SEE LANDSCAPE PLANS) SEE SHEET C2.00 FOR CLARIFICATION ON WALL TYPE AND EXACT LOCATION 25. 1 1 24. 8 5 24. 8 0 24. 9 0 24. 8 4 25.8 9 24.3 0 27 . 5 0 27.5 0 26.8 3 26.8 3 27.4 1 27.4 9 27.4 9 27.5 0 27.5027.5 027.50 27 . 4 0 26.17 27.50 27. 4 6 27. 4 6 27. 4 4 27.42 27. 5 0 (2 3 . 6 6 ) (2 3 . 8 7 ) 27.4 226.8 2 26.9 1 27.0 4 26.11 25.72 3-RISERS 4-RISERS Sheet of 31 ST A N D A R D A T F O R T C O L L I N S 30 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 Fo r t C o l l i n s , C o l o r a d o 8 0 5 2 1 E N G I N E E R N G I E H T R O N R N PH O N E : 9 7 0 . 2 2 1 . 4 1 5 8 ww w . n o r t h e r n e n g i n e e r i n g . c o m CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what's below. before you dig.Call R KEYMAP: (NTS) EXISTING DECID. TREE EXISTING CONIF. TREE EXISTING LIGHT POLE EXISTING STUMP STEXISTING STORM SEWER LINE EXISTING CURB/GUTTER FLOWLINE EXISTING EDGE OF ASPHALT 4950 4:1BANK SLOPE PROPOSED ASPHALT CROSS SLOPE CONCENTRATED FLOW DIRECTION PROPOSED SWALE FLOWLINE PROPOSED OUTFALL CURB/GUTTER FLOWLINE PROPOSED STORM DRAIN WITH INLET PROPOSED CONTOUR EXISTING CONTOUR 79.45PROPOSED FINISH GROUND ELEVATION (79.45) EXISTING GROUND ELEVATION PROPOSED INFLOW CURB/GUTTER FLOWLINE 2.0% BENCHMARK/BASIS OF BEARING NOTES: 1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS REQUIRED FOR PROTECTION FROM THE 100-YEAR STORM. 3.EROSION CONTROL PRACTICES, SITE PROTECTION, AND REVEGETATION METHODS SHALL FOLLOW CITY REGULATIONS. 4.REFER TO SITE PLAN, LANDSCAPE PLAN, AND PLAT FOR ADDITIONAL INFORMATION. 5.THE CONTRACTOR IS RESPONSIBLE FOR FIELD LOCATING AND VERIFYING ELEVATIONS OF ALL EXISTING SEWER MAINS, WATER MAINS, CURBS, GUTTERS AND OTHER UTILITIES AT THE POINTS OF CONNECTION SHOWN ON THE PLANS, AND AT ANY UTILITY CROSSINGS PRIOR TO INSTALLING ANY OF THE NEW IMPROVEMENTS. IF A CONFLICT EXISTS AND/OR A DESIGN MODIFICATION IS REQUIRED, THE CONTRACTOR SHALL COORDINATE WITH THE ENGINEER TO MODIFY THE DESIGN. 6.REFER TO SHEETS C2.00 AND C2.01 FOR CLARIFICATION ON WALL TYPES AND LOCATIONS. PROJECT DATUM: NAVD 88 BENCHMARK #1: CITY OF FORT COLLINS BENCHMARK 29-92: APPROXIMATE 300 FEET SOUTH OF WEST PROSPECT RD. AND SHIELDS ST., ON THE NORTH END OF THE WEST BRIDGE PARAPET WALL. ELEVATION: 5025.67 BENCHMARK #2: CITY OF FORT COLLINS BENCHMARK 28-92: SOUTHWEST CORNER OF WEST PROSPECT RD. AND CENTRE AVE., ON A WATER VALVE PIT. ELEVATION: 5010.65 PLEASE NOTE: THIS PLAN SET IS USING NAVD88 FOR A VERTICAL DATUM. SURROUNDING DEVELOPMENTS HAVE USED NGVD29 UNADJUSTED FOR THEIR VERTICAL DATUMS. IF NGVD29 UNADJUSTED DATUM IS REQUIRED FOR ANY PURPOSE, THE FOLLOWING EQUATION SHOULD BE USED: NGVD29 UNADJUSTED = NAVD88 - 3.17. BASIS OF BEARINGS THE BASIS OF BEARINGS IS THE SOUTH LINE OF THE SOUTHWEST QUARTER OF SECTION 14, TOWNSHIP 7 NORTH, RANGE 69 WEST OF THE 6TH P.M. AS BEARING SOUTH 89°22'14" EAST PROPOSED PERMEABLE PAVERS LEGEND: UP D.S.D.S. R.D. D.S. D.S.D.S. D.S. D.S. D.S.R.D. D.S. X A1 A2 A3 SEE SHEET C4.03 LAKE ST. FRONTAGESEE SHEET C4.03 SOUTH WALL 2 EAST WALL 2 SOUTH WALL 1 SEE SHEET C4.04 EAST WALL 1 GRAPHIC SCALE: ( IN FEET ) 0 1 INCH = 20 FEET 20 20 40 60 NORTH COURTYARD A1 COURTYARD A2 COURTYARD A3 C4.03 DE T A I L G R A D I N G P L A N LAKE ST. FRONTAGE ---- MA T C H L I N E S E E E A S T W A L L 1 RECORD DRAWING X X X X 26.1 6 26.0 9 30.3 4 25.9 1 30.1 3 28.8 0 31.9 9 TH E S L A B 29.00 SEE SHEET C2.00 FOR CLARIFICATION ON WALL TYPE AND EXACT LOCATION 32.0 0 32.0 0 32.0 0 26.8 0 27.4 1 28.2 0 30.4 1 31.9 1 31.9 1 31.9 1 24.57 23 . 6 7 27. 5 0 27.50 VAULT ELEC 25.9 3 25.6 8 24.48 24.4 8 (23 . 8 8 ) (23 . 8 9 ) 27.0 7 27.5 0 27.5 0 27.50 27.3 4 27.50 27.50 27.5 0 27.5 0 27.4 1 ???(24 . 0 8 ) (24 . 1 0 ) 27.2 0 27.2 2 27. 2 0 24.3 2 25. 7 526.0 0 14 . 1 % ??? 7.0 % 2.0% 2.0% 2.0% ??? 7. 9 % RISERS RAMP FFE=27.50 FFE=27.50 TH E S L A B 26. 5 9 23. 6 9 23.91 26. 5 9 DRAIN BASIN 27.0 0 27.5 0 26.80 26.8 0 27.5 0 26.8 0 27.5 0 26.7 2 27.5 0 4' RAILING (TYP.) (SEE LANDSCAPE PLANS) CONCRETE CHASE CONCRETE CHASE 27.4 2 25.6 1 27.3 9 26.9 8 24 . 5 6 24.53 24.30 27.14 24.3 327.22 27.3 3 2.0% 2. 0 % MONITORING WELL TRAFFIC RATED MONITORING WELL TRAFFIC RATED MONITORING WELL TRAFFIC RATED MONITORING WELL TRAFFIC RATED MONITORING WELL TRAFFIC RATED MONITORING WELL TRAFFIC RATED X XX X X X X X X X X X X X X X X X (28 . 0 2 ) (27 . 9 3 ) (27 . 7 7 ) (27 . 5 9 ) (27 . 4 1 ) (27 . 1 0 ) (27 . 1 9 ) (27 . 6 9 ) (27 . 9 5 ) (27 . 7 0 ) (27 . 2 0 ) (27 . 6 1 ) (27 . 9 0 ) (28 . 0 0 ) (28.0 5 ) 32.4 4 32.3 0 31.7 7 31.3 0 29.6 9 28.4 9 28.4 3 31.15 TH E S L A B SEE SHEET C2.01 FOR CLARIFICATION ON WALL TYPE AND EXACT LOCATION 30.5 8 XX X X X X X X X X X X X X X X X X X X X X X 30.61 28.02 28.11 28. 4 2 30 . 6 8 30.70 (28 . 3 0 ) 28.3 2 (28 . 6 2 ) 30.6 0 (28 . 4 5 ) (28 . 6 2 ) (28 . 0 2 ) 30.7 7 30.8 7 31.0 0 30.8 8 31.0 0 30.68 30.68 31.16 31.15 RISERS TH E S L A B 29.6 0 26.4 5 30.7 0 31.00 30.5 4 30.6 2 30.7 0 31.2 0 31.2 3 31.4 3 31.4 5 31.6 5 31.6 7 31.8 7 31.8 9 30.9 6 30.6 8 30.68 30 . 7 2 31 . 0 0 31.00 31.0 0 30.6 2 30.6 2 30.6 2 30.5 8 30.4 6 31.5 5 31.3 3 31.1 1 30.88 30.69 2.0%2.0% 2.0% 2.0% 2.0% 2.0% 31.7 8 5:1 6:1 11:1 20:1 30.8 9 30.9 8 30.7 8 Sheet of 31 ST A N D A R D A T F O R T C O L L I N S 30 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 Fo r t C o l l i n s , C o l o r a d o 8 0 5 2 1 E N G I N E E R N G I E H T R O N R N PH O N E : 9 7 0 . 2 2 1 . 4 1 5 8 ww w . n o r t h e r n e n g i n e e r i n g . c o m CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what's below. before you dig.Call R KEYMAP: (NTS) EXISTING DECID. TREE EXISTING CONIF. TREE EXISTING LIGHT POLE EXISTING STUMP STEXISTING STORM SEWER LINE EXISTING CURB/GUTTER FLOWLINE EXISTING EDGE OF ASPHALT 4950 4:1BANK SLOPE PROPOSED ASPHALT CROSS SLOPE CONCENTRATED FLOW DIRECTION PROPOSED SWALE FLOWLINE PROPOSED OUTFALL CURB/GUTTER FLOWLINE PROPOSED STORM DRAIN WITH INLET PROPOSED CONTOUR EXISTING CONTOUR 79.45PROPOSED FINISH GROUND ELEVATION (79.45) EXISTING GROUND ELEVATION PROPOSED INFLOW CURB/GUTTER FLOWLINE 2.0% BENCHMARK/BASIS OF BEARING NOTES: 1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS REQUIRED FOR PROTECTION FROM THE 100-YEAR STORM. 3.EROSION CONTROL PRACTICES, SITE PROTECTION, AND REVEGETATION METHODS SHALL FOLLOW CITY REGULATIONS. 4.REFER TO SITE PLAN, LANDSCAPE PLAN, AND PLAT FOR ADDITIONAL INFORMATION. 5.THE CONTRACTOR IS RESPONSIBLE FOR FIELD LOCATING AND VERIFYING ELEVATIONS OF ALL EXISTING SEWER MAINS, WATER MAINS, CURBS, GUTTERS AND OTHER UTILITIES AT THE POINTS OF CONNECTION SHOWN ON THE PLANS, AND AT ANY UTILITY CROSSINGS PRIOR TO INSTALLING ANY OF THE NEW IMPROVEMENTS. IF A CONFLICT EXISTS AND/OR A DESIGN MODIFICATION IS REQUIRED, THE CONTRACTOR SHALL COORDINATE WITH THE ENGINEER TO MODIFY THE DESIGN. 6.REFER TO SHEETS C2.00 AND C2.01 FOR CLARIFICATION ON WALL TYPES AND LOCATIONS. PROJECT DATUM: NAVD 88 BENCHMARK #1: CITY OF FORT COLLINS BENCHMARK 29-92: APPROXIMATE 300 FEET SOUTH OF WEST PROSPECT RD. AND SHIELDS ST., ON THE NORTH END OF THE WEST BRIDGE PARAPET WALL. ELEVATION: 5025.67 BENCHMARK #2: CITY OF FORT COLLINS BENCHMARK 28-92: SOUTHWEST CORNER OF WEST PROSPECT RD. AND CENTRE AVE., ON A WATER VALVE PIT. ELEVATION: 5010.65 PLEASE NOTE: THIS PLAN SET IS USING NAVD88 FOR A VERTICAL DATUM. SURROUNDING DEVELOPMENTS HAVE USED NGVD29 UNADJUSTED FOR THEIR VERTICAL DATUMS. IF NGVD29 UNADJUSTED DATUM IS REQUIRED FOR ANY PURPOSE, THE FOLLOWING EQUATION SHOULD BE USED: NGVD29 UNADJUSTED = NAVD88 - 3.17. BASIS OF BEARINGS THE BASIS OF BEARINGS IS THE SOUTH LINE OF THE SOUTHWEST QUARTER OF SECTION 14, TOWNSHIP 7 NORTH, RANGE 69 WEST OF THE 6TH P.M. AS BEARING SOUTH 89°22'14" EAST PROPOSED PERMEABLE PAVERS LEGEND: UP D.S.D.S. R.D. D.S. D.S.D.S. D.S. D.S. D.S.R.D. D.S. X A1 A2 A3 SEE SHEET C4.03 LAKE ST. FRONTAGESEE SHEET C4.03 SOUTH WALL 2 EAST WALL 2 SOUTH WALL 1 SEE SHEET C4.04 EAST WALL 1 GRAPHIC SCALE: ( IN FEET ) 0 1 INCH = 20 FEET 20 20 40 60 C4.04 DE T A I L G R A D I N G P L A N NORTH NORTH ---- SOUTH WALL 2 SOUTH WALL 1 MATCHLINE SEE SOUTH WALL 2 MATCHLINE SEE SOUTH WALL 1 MA T C H L I N E S E E E A S T W A L L 2 MATCHLINE SEE SOUTH WALL 2 NORTHNORTH EAST WALL 1 EAST WALL 2 MA T C H L I N E S E E LA K E S T R E E T F R O N T A G E RECORD DRAWING W W W W W W W W W W W W W WW HYD W W W W W W ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST D UD E E E E E E E E E E E E FD C UD UD UD UD UD UD UD MONITORING WELL TRAFFIC RATED E E E 0.5 % SG 0.5 % SG 0.5 % SG 28.6 0 FG 28.6 3FG 29.9 4 FG29.93FG 25 . 5 5 SG 25.5 4 SG 25.1 4 SG 25.1 3 SG 78 . 1 6 L F 6 " P E R F O R A T E D P V C @ 0 . 5 0 % STORM LINE B9 (SEE SHEET C3.06) UNDERDAIN (SEE SHEET C3.03) INSPECTION PORTS (2) 25.55 AB (SG) 25. 5 3 AB ( S G ) 25.15 AB (SG ) 25.14 AB (SG) 30 . 7 8 AB ( F G ) 30.72AB (F G ) 28 . 6 9 AB ( F G ) 28 . 6 9 AB ( F G ) MONITORING WELL B10 INV. IN=5028.13 (E) INV. OUT=5025.54 (N) FG=5030.32 DRAIN BASIN B9 INV. IN=5027.02 (W) INV. OUT=5025.42 (N) FG=5029.77 INLET B8 INV. IN=5025.14 (SE) INV. IN=5025.14 (S) INV. OUT=5025.14 (NW) FG=5028.72 RIM = 5029.93 INV. = 5025.47 (N) INV. = 5026.95 (W) RIM = 5028.66 INV. = 5025.11 (N) INV. = 5025.05 (S) ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST D D D DD STST ST ST ST ST ST ST ST ST ST ST ST UD UD UD UD UD UD UD UD X X X X X X X 0.3% SG 0.3% SG 0.3% SG6.25 LF 4" PVC @ 2.00% 32.9 8FG33.01 FG 32.5 4FG 32.6 7 FG 28.96 SG 29 . 0 0 SG 29.1 6 SG 29.1 2 SG 2.53 LF 4" PVC @ 2.00% 12.02 LF 4" PVC @ 2.00% 4.56 LF 4" PVC @ 2.00% 18 . 7 3 L F 4 " P V C @ 2 . 0 0 % 2.67 LF 4" PVC @ 2.00% 4.67 LF 4" PVC @ 2.00% 29 . 4 6 L F 4" P V C @ 2 . 0 0 % 22 . 1 3 L F 4 " P V C @ 2 . 0 0 % 4.67 LF 4" PVC @ 2.00% INSPECTION PORTS (2) 27.72 AB (SG) 27 . 6 2 AB ( S G ) 28.70 AB (SG) 28.28 AB (SG ) 33 . 0 5 AB ( F G ) 33 . 0 0 AB ( F G ) 32. 5 5AB ( F G ) 32. 5 8AB ( F G ) DRAIN BASIN A10 INV. IN=5029.11 (N) INV. IN=5029.11 (S) INV. OUT=5029.11 (E) FG=5032.49 DRAIN BASIN A9 INV. IN=5029.08 (W) INV. IN=5028.58 (NE) INV. IN=5028.58 (E) INV. OUT=5028.58 (S) FG=5032.54 DRAIN BASIN A11 INV. IN=5029.28 (N) INV. IN=5029.28 (E) INV. OUT=5029.28 (S) FG=5032.99 WQ STRUCTURE A11-1 INV. IN=5029.20 (E) INV. OUT=5029.20 (W) FG=5032.94 90° ELBOW A11-2 INV.=5029.33 FG=5033.14 ROOF LEADER A9-5 INV. OUT=5028.96 (W) FG=5033.07 90° ELBOW A9-4 INV.=5028.91 FG=5032.86 4''x4'' TEE A9-1 INV.=5028.67 FG=5032.87 90° ELBOW A9-2 INV.=5029.04 FG=5032.89 ROOF LEADER A9-3 INV. OUT=5029.10 (W) FG=5033.28 ROOF DRAIN A11-3.1 INV. OUT=5029.86 (W) FG=5033.32 4''x4'' TEE A11-3 INV.=5029.77 FG=5033.08 90° ELBOW A11-4 INV.=5030.36 FG=5032.92 ROOF LEADER A11-5 INV. OUT=5030.45 (W) FG=5033.30 INV. = 5028.92 (W) INV. = 5029.23 (E) INV. = 5029.08 (S) RIM = 5033.02 INV. = 5029.29 (N) INV. = 5029.28 (E) INV. = 5029.11 (S) INV. = 5028.89 (N) INV. = 5029.03 (S) INV. = 5028.80 (E) RIM = 5032.58 INV. = 5028.87 (N) INV. = 5028.54 (NE) INV. = 5028.61 (E) INV. = 5028.61 (S) ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST UD UD UD 0.3% SG 0.3% SG 10.90 LF 4" PVC @ 2.00% 29 . 9 3 L F 6 " P E R F O R A T E D P V C @ 0 . 2 0 % 12 . 1 9 L F 8" P V C @ 2 . 0 0 % 13.51 LF 8" PVC @ 2.00% 20 . 2 4 L F 8 " P V C @ 2 . 0 0 % 10.92 LF 8" PVC @ 2.00% 9.97 LF 8" PVC @ 2.00% 33.4 5FG 33.87 FG 32.85 FG 33.2 4FG 28.4 2 SG 28.5 2 SG 28.48 SG 18.03 L F 4 " P V C @ 2 . 0 0 % 21.95 LF 4 " P V C @ 2 . 0 0 % 5.83 LF 4" PVC @ 2.00% 21.14 LF 4" PVC @ 2.00% 2.51 LF 4" PVC @ 2.00% 2.51 LF 4" PVC @ 2.00% 30 . 7 5 L F 4 " P V C @ 2 . 0 0 % 2.67 LF 4" PVC @ 2.00% 7.28 LF 4" PVC @ 2.00% 4.53 LF 4" PVC @ 2.00% 23 . 4 7 L F 4 " P V C @ 2 . 0 0 % 2.53 LF 4" PVC @ 2.00% 14 . 3 8 L F 1 2 " P V C @ 0 . 5 0 % INSPECTION PORT 28.4 6 SG 28.41 AB (SG) 28.4 1AB ( S G ) 28.27AB (S G ) 33 . 5 1 AB ( F G ) 33.6 6 AB ( F G ) 33.50 AB (F G ) 33 . 5 2 AB ( F G ) Outlet Structure A7-1 INV. IN=5028.92 (W) INV. IN=5028.42 (NE) INV. OUT=5028.42 (S) FG=5033.13 WQ STRUCTURE A7-2 INV. IN=5028.94 (N) INV. IN=5028.94 (W) INV. OUT=5028.94 (E) FG=5032.86 DRAIN BASIN A7-4 INV. IN=5029.23 (E) INV. IN=5029.23 (N) INV. OUT=5029.23 (W) FG=5033.62 STRUCTURE A7-3 INV. IN=5029.03 (W) INV. IN=5029.03 (E) INV. OUT=5029.03 (S) FG=5032.58 ROOF LEADER A7-3.1 INV. OUT=5029.25 (E) FG=5033.33 UD 45° BEND A7 INV. IN=5028.42 (N) INV. OUT=5028.42 (SW) FG=5033.24 MONITORING WELL A7 INV. OUT=5028.48 (S) FG=5033.79 DRAIN BASIN A7-5 INV. IN=5029.48 (N) INV. IN=5029.48 (E) INV. OUT=5029.48 (S) FG=5032.13 DRAIN BASIN A7-5.1 INV. OUT=5029.75 (W) FG=5032.79 DRAIN BASIN A7-6 INV. IN=5029.88 (E) INV. IN=5029.88 (W) INV. OUT=5029.88 (S) FG=5032.79 DRAIN BASIN A7-4.1 INV. IN=5029.45 (S) INV. IN=5029.45 (E) INV. OUT=5029.45 (W) FG=5033.56 ROOF LEADER A7-6.1 INV. OUT=5030.24 (W) FG=5033.31 ROOF LEADER A7-7 INV. OUT=5030.32 (E) FG=5033.29 ROOF LEADER A7-4.1.1 INV. OUT=5029.57 (W) FG=5033.33 4''x4'' TEE A7-4.2 INV.=5029.87 FG=5033.73 ROOF LEADER A7-4.2.1 INV. OUT=5029.92 (W) FG=5033.78 ROOF LEADER A7-4.4 INV. OUT=5030.54 (W) FG=5033.33 90° ELBOW A7-4.3 INV.=5030.49 FG=5033.24 ROOF LEADER A7-2.3 INV. OUT=5029.23 (E) FG=5033.31 90° ELBOW A7-2.2 INV.=5029.18 FG=5033.20 4''x4'' TEE A7-2.1 INV.=5029.03 FG=5033.13 90° ELBOW A7-2.4 INV.=5029.50 FG=5033.29 ROOF LEADER A7-2.5 INV. OUT=5029.55 (E) FG=5033.31 12''x12'' TEE A7 INV.=5028.34 FG=5033.04 RIM = 5032.95 INV. = 5029.85 (E) INV. = 5029.85 (W) INV. = 5029.85 (S) RIM = 5032.92 INV. = 5029.47 (N) INV. = 5029.47 (E) INV. = 5029.47 (S) RIM = 5032.85 INV. = 5029.85 (W) RIM = 5033.58 INV. = 5029.23 (E) INV. = 5029.23 (W) INV. = 5029.23 (N) RIM = 5033.59 INV. = 5029.49 (E) INV. = 5029.49 (W) INV. = 5029.49 (S) RIM = 5032.61 INV. = 5029.01 (E) INV. = 5029.01 (W) INV. = 5029.01 (S) RIM = 5033.51 INV. = 5028.41 (NE) INV. = 5029.01 (W) INV. = 5028.41 (S) 28.40 AB (SG) RIM = 5032.87 INV. = 5029.00 (E) INV. = 5028.90 (W) INV. = 5028.90 (N) ST ST ST ST ST ST ST ST STSTST ST ST ST ST ST ST ST ST ST ST ST ST ST ST G UD UD UD 0.3% SG 0.3% SG 11.12 LF 4" PVC @ 5.00% 29 . 9 3 L F 6 " P E R F O R A T E D P V C @ 0 . 2 0 % 19 . 8 6 L F 8 " P V C @ 2 . 0 0 % 34.0 1FG 34.0 1FG 34.0 1 FG 34.0 1 FG 28.23 SG 28.31 SG28.3 5 SG 28.2 7 SG 5.57 LF 4" PVC @ 5.00% 21.01 LF 4" PVC @ 2.00% 2.51 LF 4" PVC @ 5.00% 30.72 LF 4" PVC @ 2.00% 2.51 LF 4" PVC @ 2.00% 2.51 LF 4" PVC @ 2.00% 5.04 LF 4" PVC @ 2.00% 6.76 LF 4" PVC @ 2.00% 23.99 LF 4" PVC @ 2.00% 2.51 LF 4" PVC @ 2.00% 9. 5 8 L F 4" P V C @ 2 . 0 0 % 19.11 LF 4" PVC @ 2.00%19.56 LF 4" PVC @ 2.00% 14 . 3 8 L F 1 2 " P V C @ 0 . 5 0 % INSPECTION PORT 28.3 7AB ( S G ) 28. 3 3AB ( S G ) 28 . 2 6 AB ( S G ) 28.2 4AB ( S G ) 33.03 AB (F G ) 33.47 AB (F G ) 32 . 7 7 AB ( F G ) 32.91 AB (F G ) DRAIN BASIN A6-3.2 INV. IN=5029.26 (E) INV. IN=5029.26 (S) INV. OUT=5029.26 (W) FG=5032.81 STRUCTURE A6-3 INV. IN=5028.84 (W) INV. IN=5028.84 (E) INV. IN=5028.84 (N) INV. OUT=5028.84 (S) FG=5032.88 WQ STRUCTURE A6-2 INV. IN=5028.75 (N) INV. IN=5028.75 (W) INV. OUT=5028.75 (E) FG=5032.53 ROOF LEADER A6-3.1 INV. OUT=5029.40 (E) FG=5033.33 UD 45° BEND A6 INV. IN=5028.23 (N) INV. OUT=5028.23 (SW) FG=5032.98 Monitoring Well A6 INV. OUT=5028.29 (S) FG=5033.59 DOME GRATE A6-4 INV. IN=5029.24 (N) INV. OUT=5029.24 (S) FG=5031.77 ROOF LEADER A6-3.2.1 INV. OUT=5029.54 (W) FG=5033.33 4''x4'' TEE A6-3.3 INV.=5029.68 FG=5033.43 ROOF LEADER A6-3.3.1 INV. OUT=5028.80 (W) FG=5033.74 90° ELBOW A6-3.4 INV.=5030.29 FG=5033.16 ROOF LEADER A6-3.5 INV. OUT=5030.34 (W) FG=5033.30ROOF LEADER A6-2.3 INV. OUT=5029.04 (E) FG=5033.28 90° ELBOW A6-2.2 INV.=5028.99 FG=5033.01 4''x4'' TEE A6-2.1 INV.=5028.85 FG=5033.03 90° ELBOW A6-2.4 INV.=5029.33 FG=5033.22 ROOF LEADER A6-2.5 INV. OUT=5029.38 (E) FG=5033.31 4''x4'' TEE A6-5 INV.=5029.43 FG=5032.03 ROOF LEADER A6-5.1 INV. OUT=5029.82 (W) FG=5033.28 ROOF LEADER A6-6 INV. OUT=5029.81 (E) FG=5033.31 12''x12'' TEE A6 INV.=5028.15 FG=5032.49 RIM = 5032.40 INV. = 5028.56 (N) INV. = 5028.68 (W) INV. = 5028.68 (E) RIM = 5033.01 INV. = 5028.91 (E) INV. = 5028.91 (N) INV. = 5028.91 (S) RIM = 5032.56 INV. = 5028.68 (W) INV. = 5028.04 (NE) INV. = 5028.04 (S) OUTLET STRUCTURE A6-1 INV. IN=5028.72 (W) INV. IN=5028.22 (NE) INV. OUT=5028.22 (S) FG=5032.98 RIM = 5031.78 INV. = 5030.21 (N) INV. = 5030.21 (S) REPLACED WITH TEE ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST STST ST ST STST ST ST ST UD UD UD 0.3% SG 0.3% SG 20.08 LF 4" PVC @ 2.00% 29 . 9 3 L F 6 " P E R F O R A T E D P V C @ 0 . 2 0 % 7.7 3 L F 8" P V C @ 2 . 0 0 % 15 . 5 0 L F 8" P V C @ 2 . 0 0 % 34.01 FG 34.01 FG 34.0 1 FG 34.0 0FG 28.11 SG28.1 5 SG 28.0 7 SG 28.0 3 SG 22.49 L F 4 " P V C @ 2 . 0 0 % 9.14 LF 4" PVC @ 2.00% 10.53 LF 4" PVC @ 2.00% 3.04 LF 4" PVC @ 2.00% 2.48 LF 4" PVC @ 2.00% 5.29 LF 4" PVC @ 2.00% 7.01 LF 4" PVC @ 2.00% 25 . 4 6 L F 4 " P V C @ 2 . 0 0 % 2.51 LF 4" PVC @ 2.00% 7.31 LF 4" PVC @ 2.00% 4.24 LF 4" PVC @ 2.00% 2.54 LF 4" PVC @ 2.00% 30.21 LF 4" PVC @ 2.00% 2.57 LF 4" PVC @ 2.00% 21 . 5 8 L F 4 " P V C @ 2 . 0 0 % 3.17 LF 4" PVC @ 2.00% INSPECTION PORT 28.14 AB (S G ) 28. 1 3AB ( S G ) 28.05 AB (S G ) 28 . 0 4 AB ( S G ) 32 . 8 1 AB ( F G ) 33.2 3AB (F G ) 33 . 9 1 AB ( F G ) 33. 3 2 AB ( F G ) OUTLET STRUCTURE A5-1 INV. IN=5028.52 (W) INV. IN=5028.02 (NE) INV. OUT=5028.02 (S) FG=5033.41 STRUCTURE A5-3 INV. IN=5028.64 (E) INV. IN=5028.64 (N) INV. OUT=5028.64 (S) FG=5032.64 90° ELBOW A5-3.1 INV.=5029.04 FG=5033.92 UD 45° BEND A5 INV. IN=5028.03 (N) INV. OUT=5028.03 (SW) FG=5033.65 MONITORING WELLl A5 INV. OUT=5028.09 (S) FG=5033.74 WQ STRUCTURE A5-2 INV. IN=5028.55 (N) INV. IN=5028.55 (W) INV. OUT=5028.55 (E) FG=5032.53 DOME GRATE A5-3.4 INV. IN=5029.10 (E) INV. IN=5029.10 (W) INV. OUT=5029.10 (S) FG=5032.77 DOME GRATE A5-3.3 INV. IN=5028.95 (N) INV. IN=5028.95 (E) INV. OUT=5028.95 (S) FG=5033.01 Roof Drain A5-3.3.1 INV. OUT=5029.40 (W) FG=5033.98 90° ELBOW A5-3.4.1 INV.=5029.29 FG=5033.31 ROOF LEADER A5-3.4.2 INV. OUT=5029.35 (S) FG=5033.28 90° ELBOW A5-3.4.3 INV.=5029.31 FG=5033.23 ROOF LEADER A5-3.4.4 INV. OUT=5029.38 (S) FG=5033.27 ROOF LEADER A5-2.3 INV. OUT=5028.85 (E) FG=5033.40 90° ELBOW A5-2.1.2 INV.=5028.80 FG=5033.34 4''x4'' TEE A5-2.1 INV.=5028.69 FG=5033.21 4''x4'' TEE A5-2.4 INV. IN=5029.20 (N) INV. IN=5029.20 (W) INV. OUT=5029.20 (S) FG=5033.24 ROOF LEADER A5-2.4.1 INV. OUT=5029.25 (E) FG=5033.42 90° ELBOW A5-2.5 INV.=5029.35 FG=5033.25 ROOF LEADER A5-2.6 INV. OUT=5029.43 (E) FG=5033.48 ROOF LEADER A5-3.4 INV. OUT=5030.13 (W) FG=5033.95 90° ELBOW A5-3.3 INV.=5030.08 FG=5033.42 ROOF LEADER A5-3.2.1 INV. OUT=5029.52 (W) FG=5033.96 4''x4'' TEE A5-3.2 INV.=5029.47 FG=5033.85 12''x12'' TEE A5 INV.=5027.95 FG=5031.56 UNDER WOOD DECK (UNABLE TO VERIFY INVERTS/RIM) RIM = 5032.98 INV. = 5029.38 (E) INV. = 5029.38 (W) INV. = 5029.38 (S) RIM = 5033.03 INV. = 5028.49 (W) INV. = 5027.91 (NE) INV. = 5027.91 (S) RIM = 5032.46 INV. = 5028.40 (N) INV. = 5028.40 (W) W W W W W ST ST ST D D ST ST ST ST ST ST ST ST ST ST ST ST ST ST UD UD UD W E E 0.3% SG 7.99 LF 6" PVC @ 2.00% 36.90 LF 6" PERFORATED PVC @ 0.20% 33.91FG 33.8 6FG 33.0 8FG 33.0 8 FG 29.17 SG 29.1 5 SG29.2 3 SG 29.2 4 SG 2.70 LF 4" PVC @ 2.00% 62.08 LF 4" PVC @ 2.00% 10.41 LF 4" PVC @ 2.00% 8.76 LF 4" PVC @ 2.00% 2.66 LF 4" PVC @ 2.00% 48.31 LF 4" PVC @ 2.00% 2.62 LF 4" PVC @ 2.00% 47.19 LF 6" PVC @ 0 . 5 0 % INSPECTION PORT 28.80 AB (SG)28.90 AB (S G ) 28 . 8 6 AB ( S G ) 28.7 7AB ( S G ) 33 . 5 5 AB ( F G ) 33 . 6 7 AB ( F G ) 32 . 6 3 AB ( F G ) 32 . 5 3 AB ( F G ) UD 45° BEND A2-1.6 INV. IN=5028.77 (W) INV. OUT=5028.77 (NE) FG=5032.58 DRAIN BASIN A2-1.6 INV. IN=5029.27 (N) INV. IN=5028.77 (SW) INV. OUT=5028.77 (E) FG=5032.50 4''x4'' TEE A2-1.9 INV.=5029.89 FG=5033.81 WQ STRUCTURE A2-1.8 INV. IN=5029.73 (N) INV. IN=5029.73 (S) INV. OUT=5029.73 (E) FG=5033.81 90° ELBOW A2-1.8.1 INV.=5029.94 FG=5033.81 MONITORING WELL A2-1.6 INV. OUT=5028.85 (E) FG=5033.74 ROOF LEADER A2-1.8.3 INV. OUT=5031.24 (N) FG=5031.90 90° ELBOW A2-1.8.2 INV.=5031.18 FG=5031.90 90° ELBOW A2-1.10 INV.=5030.07 FG=5033.98 ROOF LEADER A2-1.11 INV. OUT=5030.12 (S) FG=5033.98 90° ELBOW A2-1.12 INV. IN=5030.86 (N) INV. OUT=5030.86 (W) FG=5032.30 ROOF LEADER A2-1.13 INV. OUT=5030.91 (S) FG=5032.29 RIM = 5032.44 INV. = 5029.41 (N) INV. = 5029.69 (W) INV. = 5028.73 (E) RIM = 5033.78 INV. = 5029.78 (N) INV. = 5029.71 (S) INV. = 5028.43 (E) Sheet of 31 ST A N D A R D A T F O R T C O L L I N S 30 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 Fo r t C o l l i n s , C o l o r a d o 8 0 5 2 1 E N G I N E E R N G I E H T R O N R N PH O N E : 9 7 0 . 2 2 1 . 4 1 5 8 ww w . n o r t h e r n e n g i n e e r i n g . c o m GRAPHIC SCALE: ( IN FEET ) 010 10 20 30 1 INCH = 10 FEET NORTH PROPOSED SUBGRADE SPOT ELEVATION 33.43 PROPOSED SUBGRADE SLOPES NOTES: 2.0% EXISTING SPOT ELEVATION PROPOSED UNDERDRAIN PROPOSED HDPE STORM UD PROPOSED FINISHED GRADE SPOT ELEVATION 33.43 (33.43 ) SG FG SG ISOLATOR ROW THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. CONTRACTOR SHALL BE RESPONSIBLE FOR ANY NECESSARY FIELD LOCATES AND POTHOLING OF SUBSURFACE UTILITIES. ENGINEERING AND CITY SHALL BE NOTIFIED OF ANY POTENTIAL CONFLICTS. 3.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER MAINS, WATER MAINS, AND SERVICES. 4.PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX STRUCTURES. SPECIFIED LENGTH OF PIPE INCLUDES THE LAYING LENGTH OF FLARED END SECTIONS. 5.PRIVATE STORM SEWER MATERIAL MAY BE RCP, PVC OR HDPE. ALL RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF FORT COLLINS. HDPE MUST BE SMOOTH WALLED INTERIOR. HDPE FITTINGS MAY BE USED FOR PVC INSTALLATIONS. ALL JOINTS SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE). 6.REFER TO SHEET C6.07 FOR WATER QUALITY STRUCTURE DETAILS. 7.CONTRACTOR SHALL NOTIFY THE DESIGN ENGINEER AND THE CITY OF FORT COLLINS STORMWATER UTILITY A MINIMUM OF ONE WEEK IN ADVANCE SO AS TO ALLOW FOR FIELD OBSERVATION AND DOCUMENTATION OF THE FOLLOWING SYSTEM ITEMS IN THE PERMEABLE PAVER AREA: -SUBGRADE -INSTALLATION OF GEOTEXTILE FABRIC -INSTALLATION OF UNDERDRAIN -PLACEMENT AND COMPACTION OF FOUNDATION STONE -PLACEMENT OF CHAMBERS AND EMBEDMENT STONE 8.SUBGRADE AREAS ARE TO BE FIELD SURVEYED BY A LICENSED PROFESSIONAL. THE DESIGN ENGINEER MUST CONFIRM THE SUBGRADE ELEVATIONS AND DIMENSIONS PRIOR TO PLACEMENT OF GEOTEXTILE FABRIC, SUB-BASE, OR ANY OTHER MATERIAL. 9.THE CONTRACTOR SHALL, AT ALL TIMES DURING AND AFTER SYSTEM INSTALLATION, PREVENT SEDIMENT, DEBRIS, AND DIRT FROM ANY SOURCE FROM ENTERING THE CHAMBER SYSTEM. 10.GENERAL CONTRACTOR SHALL CONVENE A PRE-CONSTRUCTION MEETING TO ENSURE THAT ALL SUBCONTRACTORS HAVE AN UNDERSTANDING OF HOW THE VAULT SYSTEM IS INTENDED TO FUNCTION. CONTRACTOR SHOULD DISCUSS THE PROPOSED SEQUENCE OF CONSTRUCTION AND IDENTIFY ACTIVITIES THAT MAY REQUIRE PROTECTION OF THE SYSTEM. 11.THE CONTRACTOR SHOULD PROVIDE SLACK IN GEOTEXTILE FABRIC TO ENSURE PROPER INSTALLATION AND AGGREGATE PLACEMENT WITHOUT DAMAGE. PROVIDE SUFFICIENT SLACK SO THE FABRIC IS NOT TORN WHEN ROCK IS PLACED. IF TEARS ARE SEEN OR DISCOVERED, REPAIR THEM AS RECOMMENDED BY MANUFACTURER WITH NO LESS THAN 18 INCHES OF OVERLAP ON ALL SIDES OF THE TEAR. 12.SEE SHEETS C6.02-C6.07 AND PLANS BY ADS FOR ADDITIONAL DESIGN INFORMATION. 13.CONTRACTOR SHALL COORDINATE ANY NECESSARY TELEPHONE, CABLE AND ELECTRIC LOWERINGS (OR RE-ROUTING) WITH THE RESPECTIVE UTILITY PROVIDERS TO FACILITATE THE INSTALLATION OF THE PROPOSED STORM DRAIN AND UTILITY SERVICES. 14.VAULT LAYOUT SHOWN IN THESE PLANS IS FOR REFERENCE ONLY. FINAL VAULT LAYOUT AND DESIGN SHALL BE PER MANUFACTURER. CURRENT DESIGN AND SPECIFICATIONS PROVIDED BY ADS. 15.CONTRACTOR TO COORDINATE ALL ROOF LEADERS WITH THE ARCHITECTURAL AND PLUMBING PLANS PRIOR TO CONSTRUCTION OR ORDERING OF MATERIAL. IF A CONFLICT EXISTS, CONTRACTOR TO CONTACT THE ENGINEER. LEGEND: CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what's below. before you dig.Call R C4.05 SU B G R A D E P L A N WQ POND N1 (21 SC-160 CHAMBERS) POND S1 (77 SC-160 CHAMBERS) POND S2 (20 SC-740 CHAMBERS) POND S3 (18 SC-740 CHAMBERS) POND S4 (18 SC-740 CHAMBERS) POND S5 (10 SC-310 CHAMBERS) ---- 1 RECORD DRAWING UP UP UP UP UP UP UP UP UPUP 1 AP5-01 AP4-102 10 11 A E F 9 9 C B D STAIR 5 STAIR 6 EXIT AT 5030' 5026' - 6" 5027' - 6" E2 ELEV. LOBBY 5027' - 6" 10 ' - 3 " 1' - 8 " 84 ' - 5 " 1' - 8 " 21 ' - 4 " DE T E N T I O N V A U L T 5025' - 0" 5025' - 0" 5030' - 0" 1' - 0" RA M P D O W N 2. 7 0 % CAST IN PLACE CONCRETE 24' - 1 1/2" 1' - 8" 12' - 2 1/2" 1' - 8" 3 AP-EX-01 4 AP-EX-01 1 AP5-01 AP4-102 10 11 A E F C B D 3 AP-EX-01 STAIR 5 STAIR 6 5039' - 6" E2 ELEV. LOBBY 4' - 0" X 4' - 0" GRATE FOR DETENTION VAULT ACCESS - LOCATE BETWEEN PRECAST DOUBLE TEE'S - REFER TO SHOP DRAWINGS FOR DOUBLE TEE ORIENTATION 24' - 0" 15' - 0" 4 AP-EX-01 BUILDING B - LEVEL 1 5027' - 6" BUILDING B - LEVEL 2 5039' - 6" BUILDING B - LEVEL 3 5050' - 1 7/8" BUILDING B - BASEMENT LEVEL 5016' - 10" 10 11 4 AP-EX-01 VAULT ACCESS DETENTION VAULT 5025' - 0" BUILDING B - LEVEL 1 5027' - 6" BUILDING B - LEVEL 2 5039' - 6" BUILDING B - LEVEL 3 5050' - 1 7/8" 1 AP5-01 BUILDING B - BASEMENT LEVEL 5016' - 10" AEFCBD 3 AP-EX-01 CL E A R H E I G H T 12 ' - 3 " DETENTION VAULT VAULT ACCESS VAULT ACCESS 5025' - 0" 12 ' - 3 " 84' - 5" 5025' - 0" C d w e l l d e s i g n s t u d i o - A L L R I G H T S R E S E R V E D DRAWN BY CHECKED BY JOB NUMBER: SHEET NAME: THIS DRAWING AND ASSOCIATED DOCUMENTS ARE THE EXCLUSIVE PROPERTY OF DWELL DESIGN STUDIO, AND ARE NOT TO BE REPRODUCED OR COPIED IN WHOLE OR IN PART, EXCEPT AS REQUIRED FOR THE STATED PROJECT. THEY ARE ONLY TO BE USED FOR THIS PROJECT AND SITE SPECIFICALLY IDENTIFIED HEREIN AND ARE NOT TO BE USED ON ANY OTHER PROJECT WITHOUT WRITTEN CONSENT OF DWELL DESIGN STUDIO. SCALES AS NOTED ON THIS DRAWING ARE VALID ON THE ORIGINAL DRAWING ONLY, THE DIMENSIONS OF WHICH ARE 30 x 42 INCHES. DISCLAIMER: SEAL: ISSUE d e s i g n s t u d i o d w e l l 36 5 5 B R O O K S I D E P A R K W A Y , S U I T E 1 5 0 . A L P H A R E T T A , G A . 3 0 0 2 2 PH O N E : 7 7 0 . 8 6 4 . 1 0 3 5 F A X : 7 7 0 . 8 6 4 . 1 7 9 0 A DEVELOPMENT FOR: REVISION DATE DESCRIPTION 9/ 1 / 2 0 1 7 2 : 1 5 : 4 0 P M D : \ R e v i t L o c a l \ 1 6 5 8 0 2 - L a n d m a r k - C en t r a l _ 2 0 1 6 _ g v e n a b l e . r v t AP-EX-01 Author Checker 165802 PARKING DECK - DETENTION VAULT - EXHIBIT TH E S T A N D A R D A T F O R T CO L L I N S FT . C O L L I N S , C O L O R A D O 11/01/2016 SCHEMATIC DESIGN SET 08/04/2017 SCHEMATIC REDESIGN SET DATE DESCRIPTION 1/8" = 1'-0" 1 PARKING DECK - AT DETENTION VAULT - BUILDING B - LEVEL 1 - 5027'-6" 1/8" = 1'-0" 2 PARKING DECK - AT DETENTION VAULT - BUILDING B - LEVEL 2 - 5039'-6" 1/8" = 1'-0" 3 PARKING DECK - AT DETENTION VAULT - CROSS SECTION 1/8" = 1'-0" 4 PARKING DECK - AT DETENTION VAULT - LONGITUDNAL SECTION 5 WORKING - 3D - PARKING DECK Copy 1 100-YEAR OUTLET PIPE RELEASE TO PROSPECT ROAD WQCV & 2-YEAR OUTLET PIPE RELEASE TO LAKE STREETAA DETENTION STRUCTURE WITHIN GARAGE CONCRETE FLOOR 1.5' WATER QUALITY VOLUME 1.5' WATER QUALITY VOLUME 100-YEAR STORM (VOL = 2774 cu. ft.) 0.5% MIN. 0.5% MIN. TOP OF CONCRETE EL: 5025.0' 18" SAND FILTER (MIN.)SAND FILTER100-YEAR OUTLET PIPE RELEASE TO PROSPECT ROAD INVERT EL: 5028.4 WQ EL: 4928.0' HWSE: 4931.1' SPILLWAY VENTSSPILLWAY VENTS TOP OF POND: 4932.1' INVERTED S I P H O N WATER QUALITY AND 2-YEAR OUTLET PIPE RELEASE TO LAKE STREET INVERT 5025.5 2-YEAR ORIFICE PLATE RESTRICTED FLOW RATE 2.0 CFS INVERT = 5024.4' 100-YEAR ORIFICE PLATE RESTRICTED FLOW RATE 3.83 CFS INVERT = 5028.7' TOP OF SAND MEDIA EL: 5026.0' TOP OF SAND MEDIA EL: 5026.5' 2-YEAR STORM VOL. 575 cu. ft. 2-YEAR STORM HWSE = 5028.5' VOL. = 575 cu. ft. 6" PERF. PVC PIPE 6" PERF. PIPE OUTLET INV. 5024.5 5' 100-YEAR STORM (VOL = 2774 cu. ft.)2-YEAR EL: 4928.4' E N G I N E E R N GI EHTRON R N FIGURE 1 Drainage Structure with Sand Filter August 9, 2017 the standard @ ft.collins ( IN FEET ) 0 1 INCH = 20 FEET 20 20 221413-2 - DETENTION POND LINER NOT REVIEWED NOTE COMMENTS & CORRECTIONS REJECTED BY: SUBMITTAL# DATE: SPEC: 4 Ryan.Emery 6/18/2019 221413-2 221413 REVISE & RESUBMITREVIEWED Review is for general conformance with contract documents only and does not relieve the subcontractor/supplier of responsibility for compliance with applicable drawings, specifications, and code. Katerra Construction, LLC. TYPICAL PROPERTY TEST METHOD UNITS 10-mil 20-mil 30-mil Thickness ASTM D5199 mil 10.0 ± 5% 20.0 ± 5% 30.0 ± 5% Width ASTM D751 inches 761⁄4 ± 1⁄4 Specific Gravity ASTM D792 1.20 min. Tensile Properties Breaking Strength Elongation at Break 100% Modulus ASTM D882 lbf/in. % lbf/in. 24 min. 250 min. 10 min. 48 min. 360 min. 21 min. 73 min. 380 min. 32 min. Tear Resistance ASTM D1004 lbf 2.5 min. 6.0 min. 8.0 min. Low Temperature ASTM D1790 Pass at -23˚C Pass at -26˚C Pass at -29 ˚C Dimensional Stability ASTM D1204 % 4 max. 4 max. 3 max. Water Extraction ASTM D1239 % 0.15 max. 0.15 max. 0.15 max. Volatile Loss ASTM D1203 % 1.5 max. 0.9 max. 0.7 max. Resistance to Soil Burial Breaking Strength Elongation at Break 100% Modulus ASTM G160 % Change % Change % Change 5 max. 20 max. 20 max. Hydrostatic Resistance ASTM D751 Procedure A psi 42 min. 68 min. 100 min. Plastatech®IG Industrial Grade Geomembrane Plastatech Engineering, Ltd. 725 East Morley Drive, Saginaw, MI 48601 800-892-9358 • Fax: 989-754-1626 www.plastatech.com “Plastatech” is a registered trademark owned by Plastatech Engineering Ltd. Plastatech IG Data Sheet_V1_5.6.15 –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roject Name: Blaine Mathisen 1.14.2020 Engineer's review is for general conformance with the design concept and Contract Documents. Markings or comments shall not be construed as relieving the Contractor from compliance with the project plans and specifications, nor departures therefrom. The Contractor remains responsible for details and accuracy, for confirming and correlating all quantities and dimensions, for selecting fabrication processes, for techniques of assembly, for installation procedures and public entity inspections, for performing this work in a safe manner, and for obtaining all necessary approvals from the Owner, Architect, General Contractor, and Jurisdiction Having Authority, as applicable. 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roject Name: Blaine Mathisen 1.14.2020 Engineer's review is for general conformance with the design concept and Contract Documents. Markings or comments shall not be construed as relieving the Contractor from compliance with the project plans and specifications, nor departures therefrom. The Contractor remains responsible for details and accuracy, for confirming and correlating all quantities and dimensions, for selecting fabrication processes, for techniques of assembly, for installation procedures and public entity inspections, for performing this work in a safe manner, and for obtaining all necessary approvals from the Owner, Architect, General Contractor, and Jurisdiction Having Authority, as applicable. Confirm Rejected No Exceptions Taken See Comments 8 BY DATE              !!"!   # # $%&'()*'+,-.'/0-12.334567.8 9):';,1040:';5%<:-),'9)::='>%<*-,1'? 8@A ' B CDED  F!!"!  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Markings or comments shall not be construed as relieving the Contractor from compliance with the project plans and specifications, nor departures therefrom. The Contractor remains responsible for details and accuracy, for confirming and correlating all quantities and dimensions, for selecting fabrication processes, for techniques of assembly, for installation procedures and public entity inspections, for performing this work in a safe manner, and for obtaining all necessary approvals from the Owner, Architect, General Contractor, and Jurisdiction Having Authority, as applicable. Confirm Rejected No Exceptions Taken See Comments 8 BY DATE Page 1 of 1 Workf low <Workf low <Migrat e d Wo rkFlo wMigrated Wo rkFlo w> Workf low > Workf low T ype <T ype <Paralle lParallel>> Project : Project : T he St andard at Fort Collins Address :Address :7 7 5 W. Lake S t re e t , Fort Collins, CO, 8 052 1 9305 East Vía de Ve nt ura, Sco t t sdale , AZ 8 5258 , Pho ne : (4 8 0) 696-5601 Submit t al IDSubmittal ID 2214 23-1.3 LocationLocation T he Standard at Fort Collins > General T itleTitle St orm Basin St atusStatus Open Revis ionRevision 0 Cos t ImpactCost Impact T BD T ypeType Shop Drawings Creat ed ByCreated By Ryan Emery Ass igneeAssignee Jason Gads on Iss ue DateIssue Date 04 -03-2019 Submit t alSubmittal Ma nag erManager Ryan Em ery Final Due DateFinal Due Date 04 -12-2019 09:15:4 2 Res pons ibleResponsible Cont ra ct orContractor Katerra Inc La s t Upda t edLast Upda t ed 04 -03-2019 09:15:4 2 Des cript ionDescription 2214 23-1.3 - St orm Basin - FA - 4 -3 -19 St ateState Open Pa cka ge At t achm entsPackage At t achm ents Spec SectionSpec Section Submit t al At tachmentSubmittal At tachment 2214 23 -1.3 - Storm Bas in Product Data - FA - 4 -3 -19.pdf221423-1.3 - Storm Bas in Product Data - FA - 4 -3 -19.pdf ,   2214 23 -1.3 - St orm Bas in Shops - FA - 4 -3-19.pdf221423-1.3 - St orm Bas in Shops - FA - 4 -3-19.pdf   Dis t ribut ion GroupDistribution Group Alex Axlund,   Dave Carls on,   Debbie Fuller,   Roland T remble,   T ravis McIntyre   Att achmentsAttachments Comment sComments T a s kTask Na meName Migrat ed T as k T as k T ypeTask T ype Approva l Due DateDue Date 04 -12-2019 As s igneeAssignee Jason Gadson Res ponseResponse St atusStatus Open ©2013 ADS, INC. PROJECT INFORMATION ADS SALES REP: ENGINEERED PRODUCT MANAGER: PROJECT NO: ADVANCED DRAINAGE SYSTEMS, INC. R THE STANDARD AT FORT COLLINS FORT COLLINS - CO MARK KAELBERER (720) 256-8225 MARK.KAELBERER@ADS-PIPE.COM 199824 EVAN FISCHGRUND 720-250-8047 EVAN.FISCHGRUND@ADS-PIPE.COM STORMTECH CHAMBER SPECIFICATIONS 1.CHAMBERS SHALL BE STORMTECH SC-160LP. 2.CHAMBERS SHALL BE MANUFACTURED FROM VIRGIN POLYPROPYLENE. 3.CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORT PANELS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION. 4.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. 5.CHAMBERS SHALL MEET THE MATERIAL REQUIREMENTS IN ASTM F2418-16, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 6.CHAMBERS SHALL BE DESIGNED AND ALLOWABLE LOADS DETERMINED IN ACCORDANCE WITH ASTM F2787, "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 7.ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. THE CHAMBER MANUFACTURER SHALL SUBMIT THE FOLLOWING UPON REQUEST TO THE SITE DESIGN ENGINEER FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE PROJECT SITE: a.A STRUCTURAL EVALUATION THAT DEMONSTRATES 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 AASHTO FOR THERMOPLASTIC PIPE. b.STRUCTURAL CROSS SECTION DETAIL ON WHICH THE STRUCTURAL EVALUATION IS BASED. 8.CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY. IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF THE SC-160LP SYSTEM 1.STORMTECH SC-160LP CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A PRE-CONSTRUCTION MEETING WITH THE INSTALLERS. 2.STORMTECH SC-160LP CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH SC-160LP CONSTRUCTION GUIDE". 3.FOUNDATION STONE AND EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE; AASHTO M43 #3,357, 4, 467, 5, 56, OR 57. 4.THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS. 5.THE DEPTH OF FOUNDATION STONE SHALL BE DETERMINED BASED ON THE SUBGRADE BEARING CAPACITY PROVIDED BY THE SITE DESIGN ENGINEER. 6.THE CONTRACTOR MUST REPORT ANY DISCREPANCIES CONCERNING CHAMBER FOUNDATION DESIGN AND SUBGRADE BEARING CAPACITIES TO THE SITE DESIGN ENGINEER. 7.JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE. 8.CHAMBERS SHALL BE INSTALLED "TOE TO TOE". NO ADDITIONAL SPACING BETWEEN ROWS IS REQUIRED. 9.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. 10.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.THE USE OF CONSTRUCTION EQUIPMENT OVER SC-160LP CHAMBERS IS LIMITED: ·NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. ·NO RUBBER TIRED LOADERS, DUMP TRUCKS, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE WITH THE "STORMTECH SC-160LP CONSTRUCTION GUIDE". ·WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH SC-106LP 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 THE CHAMBERS AND IS NOT AN ACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY 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. NOT REVIEWED NOTE COMMENTS & CORRECTIONS REJECTED BY: SUBMITTAL# DATE: SPEC: 4 Ryan.Emery 4/3/2019 221423-1.3 221423 REVISE & RESUBMITREVIEWED Review is for general conformance with contract documents only and does not relieve the subcontractor/supplier of responsibility for compliance with applicable drawings, specifications, and code. Katerra Construction, LLC. STORMTECH CHAMBER SPECIFICATIONS 1.CHAMBERS SHALL BE STORMTECH SC-740 OR SC-310. 2.CHAMBERS SHALL BE MANUFACTURED FROM VIRGIN POLYPROPYLENE OR POLYETHYLENE RESINS. 3.CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORT PANELS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION. 4.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. 5.CHAMBERS SHALL MEET ASTM F2922 (POLYETHYLENE) OR ASTM F2418-16 (POLYPROPYLENE), "STANDARD SPECIFICATION FOR THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 6.CHAMBERS SHALL BE DESIGNED AND ALLOWABLE LOADS DETERMINED IN ACCORDANCE WITH ASTM F2787, "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 7.ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. THE CHAMBER MANUFACTURER SHALL SUBMIT THE FOLLOWING UPON REQUEST TO THE SITE DESIGN ENGINEER FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE PROJECT SITE: a.A STRUCTURAL EVALUATION SEALED BY A REGISTERED PROFESSIONAL ENGINEER THAT DEMONSTRATES 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 AASHTO FOR THERMOPLASTIC PIPE. b.A STRUCTURAL EVALUATION SEALED BY A REGISTERED PROFESSIONAL ENGINEER THAT DEMONSTRATES THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET. THE 50 YEAR CREEP MODULUS DATA SPECIFIED IN ASTM F2418 OR ASTM F2922 MUST BE USED AS PART OF THE AASHTO STRUCTURAL EVALUATION TO VERIFY LONG-TERM PERFORMANCE. c.STRUCTURAL CROSS SECTION DETAIL ON WHICH THE STRUCTURAL EVALUATION IS BASED. 8.CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY. IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF THE SC-310/SC-740 SYSTEM 1.STORMTECH SC-310 & SC-740 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A PRE-CONSTRUCTION MEETING WITH THE INSTALLERS. 2.STORMTECH SC-310 & SC-740 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/SC-780 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.EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE 3/4-2" (20-50 mm). 8.THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGN ENGINEER. 9.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 SC-310 & SC-740 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE". 2.THE USE OF CONSTRUCTION EQUIPMENT OVER SC-310 & SC-740 CHAMBERS IS LIMITED: ·NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. ·NO RUBBER TIRED LOADERS, DUMP TRUCKS, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE". ·WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH SC-310/SC-740/DC-780 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 THE CHAMBERS AND IS NOT AN ACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY 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. ©2013 ADS, INC. 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 18 8/ 1 8 / 1 7 19 9 8 2 4 MJ K GF I TH E S T A N D A R D A T F O R T C O L L I N S FO R T C O L L I N S - C O RE V DW N CK D DE S C R I P T I O N 11 - 8 - 1 7 SD M KL J UP D A T E D P E R E N G C H A N G E S 0 8 / 0 8 / 1 8 GD L K L J RE V I S E D P E R P L A N S 08 / 1 3 / 1 8 MW H DA F RE V I S E D P E R M A R K - U P 10 - 4 - 1 8 CT S CT S AD D P O N D S 1 I S O C O N N E C T I O N 03 / 1 9 / 1 9 MW H AL S AD D L I N E R T O A L L B E D S 00 15 ' 30 ' 70 I N W O O D R O A D , S U I T E 3 | ROCK Y H I L L | CT | 06 0 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 PROPOSED LAYOUT - POND S1 77 STORMTECH SC-160LP CHAMBERS 16 STORMTECH SC-160LP END CAPS 6 STONE ABOVE (in) 4 STONE BELOW (in) 40 % STONE VOID 1,422 INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED) 1,508 SYSTEM AREA (ft²) 210 SYSTEM PERIMETER (ft) PROPOSED ELEVATIONS - POND S1 MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED):5039.91 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC):5031.58 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC):5031.08 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT):5031.08 MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT):5031.08 TOP OF STONE:5030.41 TOP OF SC-160LP CHAMBER:5029.91 12"x8" MANIFOLD INVERT ( PIPE)5028.99 8" ISOLATOR ROW INVERT:5028.99 BOTTOM OF SC-160LP CHAMBER:5028.91 12" x8" MANIFOLD INVERT (12" PIPE)5028.81 UNDERDRAIN INVERT:5028.58 BOTTOM OF STONE:5028.58 8" OPEN END CAP, PART# SC160IEPP08 TYP OF ALL SC-160LP 8" CONNECTIONS PLACE MINIMUM 12.5' OF ADS GEOSYNTHETICS 315WTK WOVEN GEOTEXTILE OVER BEDDING STONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALL CHAMBER INLET ROWS 12" X 8" ADS N-12 CONCENTRIC MANIFOLD 8" INVERT 0.96" ABOVE CHAMBER BASE 12" INVERT 1.17" BELOW CHAMBER BASE MAXIMUM INLET FLOW 2.2 CFS (SEE NOTES) 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 PLAN REFLECTS THE CHAMBER SYSTEM DESIGN BY THE SITE DESIGN ENGINEER USING STORMTECH COMPONENTS. THE SUITABILITY OF THE CHAMBER SYSTEM TO MEET ANY FUNCTIONAL REQUIREMENTS ARE THE RESPONSIBILITY OF THE SITE DESIGN ENGINEER. STORMTECH'S SCOPE OF WORK IS LIMITED TO THE ASSEMBLED PRODUCT DIMENSIONS AND SPECIFICATIONS FOR INSTALLATION. ·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. ·ADS DOES NOT DESIGN OR PROVIDE MEMBRANE LINER SYSTEMS. TO MINIMIZE THE LEAKAGE POTENTIAL OF LINER SYSTEMS, THE MEMBRANE LINER SYSTEM SHOULD BE DESIGNED BY A KNOWLEDGEABLE GEOTEXTILE PROFESSIONAL AND INSTALLED BY A QUALIFIED CONTRACTOR. INSPECTION PORT (TYP 2 PLACES) ISOLATOR ROW (SEE DETAIL / TYP 2 PLACES) STRUCTURE A10 PER PLAN SHOWN AS 30" NYLOPLAST W/WEIR (DESIGN BY ENGINEER / PROVIDED BY OTHERS) STRUCTURE A11-1 PER PLAN SHOWN AS 30" NYLOPLAST W/WEIR (DESIGN BY ENGINEER / PROVIDED BY OTHERS) STRUCTURE PER A-11 PER PLAN SHOWN AS 30" NYLOPLAST W/WEIR MAXIMUM INLET FLOW 1.0 CFS (DESIGN BY ENGINEER / PROVIDED BY OTHERS) 17.18' 14.58' 87 . 7 3 ' 78 . 7 5 ' OUTLET CONTROL STRUCTURE A9 PER PLAN SHOWN AS 30" NYLOPLAST MAXIMUM OUTLET FLOW RATE 2.0 CFS (DESIGN BY ENGINEER) 4" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAIN (SIZE TBD BY ENGINEER) ENGINEER NOTES ·BOTTOM OF STONE IS SET TO LOWEST ELEVATION ON THE SUBGRADE PLAN. PLEASE REFER TO CIVIL ENGINEERING SET FOR SUBGRADE PLAN. ·ASSOCIATED ELEVATIONS THROUGHOUT THE SYSTEM ARE SET PER THE LOWEST ELEVATION ON THE SUBGRADE PLAN AND MAY VARY THROUGHOUT THE THE SYSTEM DUE TO THE PROPOSED SLOPE IN THE SUBGRADE. HOWEVER, THE SAME SECTION OF STONE ABOVE AND BELOW THE CHAMBER WILL REMAIN CONSTANT THROUGHOUT THE SYSTEM. 12" X 8" ADS N-12 CONCENTRIC MANIFOLD 8" INVERT 0.96" ABOVE CHAMBER BASE 12" INVERT 1.17" BELOW CHAMBER BASE MAXIMUM INLET FLOW 2.2 CFS (SEE NOTES) 6" FLAP GATE ON UNDERDRAIN AT STRUCTURE (DESIGN BY ENGINEER / PROVIDED BY OTHERS) THERMOPLASTIC LINER (SEE TECH SHEET #2 / PROVIDED BY OTHERS) 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 18 8/ 1 8 / 1 7 19 9 8 2 4 MJ K GF I TH E S T A N D A R D A T F O R T C O L L I N S FO R T C O L L I N S - C O RE V DW N CK D DE S C R I P T I O N 11 - 8 - 1 7 SD M KL J UP D A T E D P E R E N G C H A N G E S 0 8 / 0 8 / 1 8 GD L K L J RE V I S E D P E R P L A N S 08 / 1 3 / 1 8 MW H DA F RE V I S E D P E R M A R K - U P 10 - 4 - 1 8 CT S CT S AD D P O N D S 1 I S O C O N N E C T I O N 03 / 1 9 / 1 9 MW H AL S AD D L I N E R T O A L L B E D S 00 10 ' 20 ' 70 I N W O O D R O A D , S U I T E 3 | ROCK Y H I L L | CT | 06 0 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 PLACE MINIMUM 12.5' OF ADS GEOSYNTHETICS 315WTK WOVEN GEOTEXTILE OVER BEDDING STONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALL CHAMBER INLET ROWS 48 . 2 1 ' 21.23' 18.50' 38 . 2 4 ' 15.95'5.29' 9. 9 7 ' 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 PLAN REFLECTS THE CHAMBER SYSTEM DESIGN BY THE SITE DESIGN ENGINEER USING STORMTECH COMPONENTS. THE SUITABILITY OF THE CHAMBER SYSTEM TO MEET ANY FUNCTIONAL REQUIREMENTS ARE THE RESPONSIBILITY OF THE SITE DESIGN ENGINEER. STORMTECH'S SCOPE OF WORK IS LIMITED TO THE ASSEMBLED PRODUCT DIMENSIONS AND SPECIFICATIONS FOR INSTALLATION. ·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. ·ADS DOES NOT DESIGN OR PROVIDE MEMBRANE LINER SYSTEMS. TO MINIMIZE THE LEAKAGE POTENTIAL OF LINER SYSTEMS, THE MEMBRANE LINER SYSTEM SHOULD BE DESIGNED BY A KNOWLEDGEABLE GEOTEXTILE PROFESSIONAL AND INSTALLED BY A QUALIFIED CONTRACTOR. 12" X 12" ADS N-12 BOTTOM MANIFOLD INVERT 1.2" ABOVE CHAMBER BASE (SEE NOTES) 6" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAIN (SIZE TBD BY ENGINEER) INSPECTION PORT STRUCTURE A7-3 PER PLAN SHOWN AS 30" NYLOPLAST (24" SUMP MIN) OUTLET CONTROL STRUCTURE A7-1 PER PLAN SHOWN AS 30" NYLOPLAST MAXIMUM OUTLET FLOW RATE 4.0 CFS (DESIGN BY ENGINEER) ISOLATOR ROW (SEE DETAIL) 12" X 12" ADS N-12 BOTTOM MANIFOLD INVERT 1.2" ABOVE CHAMBER BASE WQ STRUCTURE A7-2 PER PLAN SHOWN AS 30" NYLOPLAST MAXIMUM INLET FLOW 4.6 CFS (DESIGN BY ENGINEER / PROVIDED BY OTHERS) PROPOSED LAYOUT - POND S2 16 STORMTECH SC-740 CHAMBERS 8 STORMTECH SC-740 END CAPS 6 STONE ABOVE (in) 6 STONE BELOW (in) 40 % STONE VOID 1,652 INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED) 865 SYSTEM AREA (ft²) 139 SYSTEM PERIMETER (ft) PROPOSED ELEVATIONS - POND S2 MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED):5039.42 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC):5033.42 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC):5032.92 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT):5032.92 MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT):5032.92 TOP OF STONE:5031.92 TOP OF SC-740 CHAMBER:5031.42 12" TOP CONNECTION 5029.96 12" BOTTOM MANIFOLD INVERT:5029.02 24" ISOLATOR ROW INVERT:5028.93 BOTTOM OF SC-740 CHAMBER:5028.92 UNDERDRAIN INVERT:5028.42 BOTTOM OF STONE:5028.42 12" ADS N-12 BOTTOM CONNECTION INVERT 1.2" ABOVE CHAMBER BASE (SEE NOTES) 12" X 12" ADS N-12 TOP CONNECTION INVERT 12.5" ABOVE CHAMBER BASE 24" PREFABRICATED END CAP, PART# SC740EPE24B TYP OF ALL SC-740 24" CONNECTIONS AND ISOLATOR ROWS THERMOPLASTIC LINER (SEE TECH SHEET #2 / PROVIDED BY OTHERS) 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 18 8/ 1 8 / 1 7 19 9 8 2 4 MJ K GF I TH E S T A N D A R D A T F O R T C O L L I N S FO R T C O L L I N S - C O RE V DW N CK D DE S C R I P T I O N 11 - 8 - 1 7 SD M KL J UP D A T E D P E R E N G C H A N G E S 0 8 / 0 8 / 1 8 GD L K L J RE V I S E D P E R P L A N S 08 / 1 3 / 1 8 MW H DA F RE V I S E D P E R M A R K - U P 10 - 4 - 1 8 CT S CT S AD D P O N D S 1 I S O C O N N E C T I O N 03 / 1 9 / 1 9 MW H AL S AD D L I N E R T O A L L B E D S 00 10 ' 20 ' 70 I N W O O D R O A D , S U I T E 3 | ROCK Y H I L L | CT | 06 0 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 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 PLAN REFLECTS THE CHAMBER SYSTEM DESIGN BY THE SITE DESIGN ENGINEER USING STORMTECH COMPONENTS. THE SUITABILITY OF THE CHAMBER SYSTEM TO MEET ANY FUNCTIONAL REQUIREMENTS ARE THE RESPONSIBILITY OF THE SITE DESIGN ENGINEER. STORMTECH'S SCOPE OF WORK IS LIMITED TO THE ASSEMBLED PRODUCT DIMENSIONS AND SPECIFICATIONS FOR INSTALLATION. ·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. ·ADS DOES NOT DESIGN OR PROVIDE MEMBRANE LINER SYSTEMS. TO MINIMIZE THE LEAKAGE POTENTIAL OF LINER SYSTEMS, THE MEMBRANE LINER SYSTEM SHOULD BE DESIGNED BY A KNOWLEDGEABLE GEOTEXTILE PROFESSIONAL AND INSTALLED BY A QUALIFIED CONTRACTOR. 12" X 12" ADS N-12 BOTTOM MANIFOLD INVERT 1.2" ABOVE CHAMBER BASE (SEE NOTES) INSPECTION PORT ISOLATOR ROW (SEE DETAIL) 24" PREFABRICATED END CAP, PART# SC740EPE24B TYP OF ALL SC-740 24" CONNECTIONS AND ISOLATOR ROWS STRUCTURE A6-3 PER PLAN SHOWN AS 30" NYLOPLAST (24" SUMP MIN) 6" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAIN (SIZE TBD BY ENGINEER) OUTLET CONTROL STRUCTURE A6-1 PER PLAN SHOWN AS 30" NYLOPLAST MAXIMUM OUTLET FLOW RATE 4.0 CFS (DESIGN BY ENGINEER) 3. 0 2 ' 15.95'5.29' 21.23' 48 . 3 9 ' 45 . 3 8 ' 18.50' 12" X 12" ADS N-12 TOP MANIFOLD INVERT 12.5" ABOVE CHAMBER BASE (SEE NOTES) WQ STRUCTURE A6-2 PER PLAN SHOWN AS 30" NYLOPLAST MAXIMUM INLET FLOW 4.6 CFS (DESIGN BY ENGINEER / PROVIDED BY OTHERS) 24" PREFABRICATED END CAP, PART# SC740EPE24B TYP OF ALL SC-740 24" CONNECTIONS AND ISOLATOR ROWS PROPOSED LAYOUT - POND S3 18 STORMTECH SC-740 CHAMBERS 8 STORMTECH SC-740 END CAPS 6 STONE ABOVE (in) 6 STONE BELOW (in) 40 % STONE VOID 1,861 INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED) 975 SYSTEM AREA (ft²) 139 SYSTEM PERIMETER (ft) PROPOSED ELEVATIONS - POND S3 MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED):5039.23 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC):5033.23 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC):5032.73 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT):5032.73 MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT):5032.73 TOP OF STONE:5031.73 TOP OF SC-740 CHAMBER:5031.23 12" TOP MANIFOLD INVERT:5029.77 12" BOTTOM MANIFOLD INVERT:5028.83 24" ISOLATOR ROW INVERT:5028.74 BOTTOM OF SC-740 CHAMBER:5028.73 UNDERDRAIN INVERT:5028.23 BOTTOM OF STONE:5028.23 12" ADS N-12 BOTTOM CONNECTION INVERT 1.2" ABOVE CHAMBER BASE (SEE NOTES) PLACE MINIMUM 12.5' OF ADS GEOSYNTHETICS 315WTK WOVEN GEOTEXTILE OVER BEDDING STONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALL CHAMBER INLET ROWS THERMOPLASTIC LINER (SEE TECH SHEET #2 / PROVIDED BY OTHERS) 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 18 8/ 1 8 / 1 7 19 9 8 2 4 MJ K GF I TH E S T A N D A R D A T F O R T C O L L I N S FO R T C O L L I N S - C O RE V DW N CK D DE S C R I P T I O N 11 - 8 - 1 7 SD M KL J UP D A T E D P E R E N G C H A N G E S 0 8 / 0 8 / 1 8 GD L K L J RE V I S E D P E R P L A N S 08 / 1 3 / 1 8 MW H DA F RE V I S E D P E R M A R K - U P 10 - 4 - 1 8 CT S CT S AD D P O N D S 1 I S O C O N N E C T I O N 03 / 1 9 / 1 9 MW H AL S AD D L I N E R T O A L L B E D S 00 10 ' 20 ' 70 I N W O O D R O A D , S U I T E 3 | ROCK Y H I L L | CT | 06 0 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 PROPOSED LAYOUT - POND S4 18 STORMTECH SC-740 CHAMBERS 8 STORMTECH SC-740 END CAPS 6 STONE ABOVE (in) 6 STONE BELOW (in) 40 % STONE VOID 1,861 INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED) 975 SYSTEM AREA (ft²) 139 SYSTEM PERIMETER (ft) PROPOSED ELEVATIONS - POND S4 MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED):5039.02 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC):5033.02 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC):5032.52 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT):5032.52 MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT):5032.52 TOP OF STONE:5031.52 TOP OF SC-740 CHAMBER:5031.02 12" TOP MANIFOLD INVERT:5029.56 12" BOTTOM MANIFOLD INVERT:5028.62 24" ISOLATOR ROW INVERT:5028.53 BOTTOM OF SC-740 CHAMBER:5028.52 UNDERDRAIN INVERT:5028.02 BOTTOM OF STONE:5028.02 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 PLAN REFLECTS THE CHAMBER SYSTEM DESIGN BY THE SITE DESIGN ENGINEER USING STORMTECH COMPONENTS. THE SUITABILITY OF THE CHAMBER SYSTEM TO MEET ANY FUNCTIONAL REQUIREMENTS ARE THE RESPONSIBILITY OF THE SITE DESIGN ENGINEER. STORMTECH'S SCOPE OF WORK IS LIMITED TO THE ASSEMBLED PRODUCT DIMENSIONS AND SPECIFICATIONS FOR INSTALLATION. ·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. ·ADS DOES NOT DESIGN OR PROVIDE MEMBRANE LINER SYSTEMS. TO MINIMIZE THE LEAKAGE POTENTIAL OF LINER SYSTEMS, THE MEMBRANE LINER SYSTEM SHOULD BE DESIGNED BY A KNOWLEDGEABLE GEOTEXTILE PROFESSIONAL AND INSTALLED BY A QUALIFIED CONTRACTOR. 3. 0 2 ' 15.95'5.29' 21.23' 48 . 3 9 ' 45 . 3 8 ' 18.50' 12" X 12" ADS N-12 BOTTOM MANIFOLD INVERT 1.2" ABOVE CHAMBER BASE INSPECTION PORT ISOLATOR ROW (SEE DETAIL) 24" PREFABRICATED END CAP, PART# SC740EPE24B TYP OF ALL SC-740 24" CONNECTIONS AND ISOLATOR ROWS STRUCTURE A5-3 PER PLAN SHOWN AS 30" NYLOPLAST (24" SUMP MIN) 6" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAIN (SIZE TBD BY ENGINEER) OUTLET CONTROL STRUCTURE A5-1 PER PLAN SHOWN AS 30" NYLOPLAST MAXIMUM OUTLET FLOW RATE 4.0 CFS (DESIGN BY ENGINEER)12" X 12" ADS N-12 TOP MANIFOLD INVERT 12.5" ABOVE CHAMBER BASE (SEE NOTES) WQ STRUCTURE A5-2 PER PLAN SHOWN AS 30" NYLOPLAST MAXIMUM INLET FLOW 4.6 CFS (DESIGN BY ENGINEER / PROVIDED BY OTHERS) 24" PREFABRICATED END CAP, PART# SC740EPE24B TYP OF ALL SC-740 24" CONNECTIONS AND ISOLATOR ROWS 12" ADS N-12 BOTTOM CONNECTION INVERT 1.2" ABOVE CHAMBER BASE (SEE NOTES) PLACE MINIMUM 12.5' OF ADS GEOSYNTHETICS 315WTK WOVEN GEOTEXTILE OVER BEDDING STONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALL CHAMBER INLET ROWS THERMOPLASTIC LINER (SEE TECH SHEET #2 / PROVIDED BY OTHERS) 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 7 18 8/ 1 8 / 1 7 19 9 8 2 4 MJ K GF I TH E S T A N D A R D A T F O R T C O L L I N S FO R T C O L L I N S - C O RE V DW N CK D DE S C R I P T I O N 11 - 8 - 1 7 SD M KL J UP D A T E D P E R E N G C H A N G E S 0 8 / 0 8 / 1 8 GD L K L J RE V I S E D P E R P L A N S 08 / 1 3 / 1 8 MW H DA F RE V I S E D P E R M A R K - U P 10 - 4 - 1 8 CT S CT S AD D P O N D S 1 I S O C O N N E C T I O N 03 / 1 9 / 1 9 MW H AL S AD D L I N E R T O A L L B E D S 00 10 ' 20 ' 70 I N W O O D R O A D , S U I T E 3 | ROCK Y H I L L | CT | 06 0 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 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 PLAN REFLECTS THE CHAMBER SYSTEM DESIGN BY THE SITE DESIGN ENGINEER USING STORMTECH COMPONENTS. THE SUITABILITY OF THE CHAMBER SYSTEM TO MEET ANY FUNCTIONAL REQUIREMENTS ARE THE RESPONSIBILITY OF THE SITE DESIGN ENGINEER. STORMTECH'S SCOPE OF WORK IS LIMITED TO THE ASSEMBLED PRODUCT DIMENSIONS AND SPECIFICATIONS FOR INSTALLATION. ·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. ·ADS DOES NOT DESIGN OR PROVIDE MEMBRANE LINER SYSTEMS. TO MINIMIZE THE LEAKAGE POTENTIAL OF LINER SYSTEMS, THE MEMBRANE LINER SYSTEM SHOULD BE DESIGNED BY A KNOWLEDGEABLE GEOTEXTILE PROFESSIONAL AND INSTALLED BY A QUALIFIED CONTRACTOR. 6" ADS N-12 TOP CONNECTION INVERT 5.8" ABOVE CHAMBER BASE MAXIMUM INLETFLOW 0.45 CFS (SEE NOTES) INSPECTION PORT ISOLATOR ROW (SEE DETAIL) 6" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAIN (SIZE TBD BY ENGINEER) OUTLET CONTROL STRUCTURE A2-1.6 PER PLAN SHOWN AS 30" NYLOPLAST MAXIMUM OUTLET FLOW RATE 0.4 CFS (DESIGN BY ENGINEER) PROPOSED LAYOUT - S5 10 STORMTECH SC-310 CHAMBERS 4 STORMTECH SC-310 END CAPS 6 STONE ABOVE (in) 6 STONE BELOW (in) 40 % STONE VOID 458 INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED) 396 SYSTEM AREA (ft²) 109 SYSTEM PERIMETER (ft) PROPOSED ELEVATIONS - S5 MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED):5038.60 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC):5032.60 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC):5032.10 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT):5032.10 MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT):5032.10 TOP OF STONE:5031.10 TOP OF SC-310 CHAMBER:5030.60 6" TOP CONNECTION INVERT 5029.56 12" ISOLATOR ROW INVERT:5029.35 12" BOTTOM MANIFOLD INVERT:5029.35 BOTTOM OF SC-310 CHAMBER:5029.27 UNDERDRAIN INVERT:5028.77 BOTTOM OF STONE:5028.77 12" PREFABRICATED END CAP, PART# SC310EPE12B TYP OF ALL SC-310 12" BOTTOM CONNECTIONS AND ISOLATOR ROWS 46.01' STRUCTURE A2-1.8 PER PLAN SHOWN AS 30" NYLOPLAST (24" SUMP MIN) 36.78' 8. 6 1 ' 6. 1 7 ' 6" FLAP GATE ON UNDERDRAIN AT STRUCTURE (DESIGN BY ENGINEER / PROVIDED BY OTHERS) THERMOPLASTIC LINER (SEE TECH SHEET #2 / PROVIDED BY OTHERS) 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 8 18 8/ 1 8 / 1 7 19 9 8 2 4 MJ K GF I TH E S T A N D A R D A T F O R T C O L L I N S FO R T C O L L I N S - C O RE V DW N CK D DE S C R I P T I O N 11 - 8 - 1 7 SD M KL J UP D A T E D P E R E N G C H A N G E S 0 8 / 0 8 / 1 8 GD L K L J RE V I S E D P E R P L A N S 08 / 1 3 / 1 8 MW H DA F RE V I S E D P E R M A R K - U P 10 - 4 - 1 8 CT S CT S AD D P O N D S 1 I S O C O N N E C T I O N 03 / 1 9 / 1 9 MW H AL S AD D L I N E R T O A L L B E D S 00 10 ' 20 ' 70 I N W O O D R O A D , S U I T E 3 | ROCK Y H I L L | CT | 06 0 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 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 PLAN REFLECTS THE CHAMBER SYSTEM DESIGN BY THE SITE DESIGN ENGINEER USING STORMTECH COMPONENTS. THE SUITABILITY OF THE CHAMBER SYSTEM TO MEET ANY FUNCTIONAL REQUIREMENTS ARE THE RESPONSIBILITY OF THE SITE DESIGN ENGINEER. STORMTECH'S SCOPE OF WORK IS LIMITED TO THE ASSEMBLED PRODUCT DIMENSIONS AND SPECIFICATIONS FOR INSTALLATION. ·ADS DOES NOT DESIGN OR PROVIDE MEMBRANE LINER SYSTEMS. TO MINIMIZE THE LEAKAGE POTENTIAL OF LINER SYSTEMS, THE MEMBRANE LINER SYSTEM SHOULD BE DESIGNED BY A KNOWLEDGEABLE GEOTEXTILE PROFESSIONAL AND INSTALLED BY A QUALIFIED CONTRACTOR. PROPOSED LAYOUT - WQ POND N1 21 STORMTECH SC-160LP CHAMBERS 6 STORMTECH SC-160LP END CAPS 6 STONE ABOVE (in) 4 STONE BELOW (in) 40 % STONE VOID 485 INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED) 543 SYSTEM AREA (ft²) 174 SYSTEM PERIMETER (ft) PROPOSED ELEVATIONS - WQ POND N1 MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED):5036.47 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC):5028.14 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC):5027.64 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT):5027.64 MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT):5027.64 TOP OF STONE:5026.97 TOP OF SC-160LP CHAMBER:5026.47 8" MANIFOLD INVERT:5025.22 8" ISOLATOR ROW INVERT:5025.55 BOTTOM OF SC-160LP CHAMBER:5025.47 UNDERDRAIN INVERT:5025.14 BOTTOM OF STONE:5025.14 8" X 8" ADS MOLDED FITTINGS MANIFOLD INVERT 3.5" ABOVE CHAMBER BASE (SEE NOTES) INSPECTION PORT (TYP 2 PLACES) STRUCTURE B9 PER PLAN SHOWN AS 30" NYLOPLAST [SLIGHTLY RELOCATED] MAXIMUM INLET FLOW 5.46 CFS (24" SUMP MIN) ISOLATOR ROW (SEE DETAIL / TYP 3 PLACES) 80 . 2 8 ' 78 . 7 5 ' 6.77' 4.17' 4" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAIN (SIZE TBD BY ENGINEER) STRUCTURE B8 PER PLAN (DESIGN BY ENGINEER / PROVIDED BY OTHERS) THERMOPLASTIC LINER (SEE TECH SHEET #2 / PROVIDED BY OTHERS) 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 9 18 8/ 1 8 / 1 7 19 9 8 2 4 MJ K GF I TH E S T A N D A R D A T F O R T C O L L I N S FO R T C O L L I N S - C O RE V DW N CK D DE S C R I P T I O N 11 - 8 - 1 7 SD M KL J UP D A T E D P E R E N G C H A N G E S 0 8 / 0 8 / 1 8 GD L K L J RE V I S E D P E R P L A N S 08 / 1 3 / 1 8 MW H DA F RE V I S E D P E R M A R K - U P 10 - 4 - 1 8 CT S CT S AD D P O N D S 1 I S O C O N N E C T I O N 03 / 1 9 / 1 9 MW H AL S AD D L I N E R T O A L L B E D S ACCEPTABLE FILL MATERIALS: STORMTECH SC-160LP 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 6" (150 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. NOTES: 1.SC-160LP CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 2."ACCEPTABLE FILL MATERIALS" TABLE ABOVE PROVIDES MATERIAL LOCATIONS, DESCRIPTIONS, GRADATIONS, AND COMPACTION REQUIREMENTS FOR FOUNDATION, EMBEDMENT, AND FILL MATERIALS. 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.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. 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 14" (355 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 12" (300 mm) OF MATERIAL OVER THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN 6" (150 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FOR PROCESSED AGGREGATE MATERIALS. ROLLER GROSS VEHICLE WEIGHT NOT TO EXCEED 12,000 lbs (53 kN). DYNAMIC FORCE NOT TO EXCEED 20,000 lbs (89 kN). 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, 357, 4, 467, 5, 56, 57 NO COMPACTION REQUIRED. A FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER. CLEAN, CRUSHED, ANGULAR STONE AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57 PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE. ² ³ D C B THERMOPLASTIC LINER DETAIL EARTH ANGULAR STONE NON-WOVEN GEOTEXTILE OVERLAP ON TOP SEVERAL INCHES TO ANCHOR NON-WOVEN GEOTEXTILE THERMOPLASTIC LINER *TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 20" (510 mm). PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) SC-160LP END CAP PERIMETER STONE (SEE NOTE 5) 14" (350 mm) MIN* 10' (3.0 m) MAX 6" (150 mm) MIN EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) 12" (300 mm) MIN ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND CLEAN CRUSHED, ANGULAR STONE IN A & B LAYERS NO SPACING REQUIRED BETWEEN CHAMBERS 25" (635 mm) 12" (300 mm) MIN SUBGRADE SOILS (SEE NOTE 3) DEPTH OF BASE STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 6" (150 mm) MINA 12" (300 mm) 70 I N W O O D R O A D , S U I T E 3 | ROCK Y H I L L | CT | 06 0 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 10 18 8/ 1 8 / 1 7 19 9 8 2 4 MJ K GF I TH E S T A N D A R D A T F O R T C O L L I N S FO R T C O L L I N S - C O RE V DW N CK D DE S C R I P T I O N 11 - 8 - 1 7 SD M KL J UP D A T E D P E R E N G C H A N G E S 0 8 / 0 8 / 1 8 GD L K L J RE V I S E D P E R P L A N S 08 / 1 3 / 1 8 MW H DA F RE V I S E D P E R M A R K - U P 10 - 4 - 1 8 CT S CT S AD D P O N D S 1 I S O C O N N E C T I O N 03 / 1 9 / 1 9 MW H AL S AD D L I N E R T O A L L B E D S ACCEPTABLE FILL MATERIALS: STORMTECH SC-310 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 6" (150 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. NOTES: 1.SC-310 CHAMBERS SHALL CONFORM TO THE REQUIREMENTS OF ASTM F2418 "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS", OR ASTM F2922 "STANDARD SPECIFICATION FOR POLYETHYLENE (PE) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 2.SC-310 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 3."ACCEPTABLE FILL MATERIALS" TABLE ABOVE PROVIDES MATERIAL LOCATIONS, DESCRIPTIONS, GRADATIONS, AND COMPACTION REQUIREMENTS FOR FOUNDATION, EMBEDMENT, AND FILL MATERIALS. 4.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. 5.PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 6.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. 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 18" (450 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 12" (300 mm) OF MATERIAL OVER THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN 6" (150 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FOR PROCESSED AGGREGATE MATERIALS. ROLLER GROSS VEHICLE WEIGHT NOT TO EXCEED 12,000 lbs (53 kN). DYNAMIC FORCE NOT TO EXCEED 20,000 lbs (89 kN). 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, 357, 4, 467, 5, 56, 57 NO COMPACTION REQUIRED. A FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER. CLEAN, CRUSHED, ANGULAR STONE AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57 PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE. ² ³ SUBGRADE SOILS (SEE NOTE 4) PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) SC-310 END CAP D C B A PERIMETER STONE (SEE NOTE 6)18" (450 mm) MIN* 8' (2.4 m) MAX 6" (150 mm) MIN EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) 12" (300 mm) MIN 12" (300 mm) MIN34" (865 mm)6" (150 mm) MIN THERMOPLASTIC LINER DETAIL EARTH ANGULAR STONE NON-WOVEN GEOTEXTILE OVERLAP ON TOP SEVERAL INCHES TO ANCHOR NON-WOVEN GEOTEXTILE 1 LAYER OF ADS GEOSYNTHETICS NON-WOVEN GEOTEXTILE ALL AROUND CLEAN CRUSHED, ANGULAR STONE IN A & B LAYERS, BOTH SIDES OF THERMOPLASTIC LINER. SEE STORMTECH'S TECH SHEET #2 FOR NON-WOVEN WEIGHT RECOMMENDATIONS. THERMOPLASTIC LINER 16" (405 mm) DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 6" (150 mm) MIN *TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 24" (600 mm). 70 I N W O O D R O A D , S U I T E 3 | ROCK Y H I L L | CT | 06 0 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 11 18 8/ 1 8 / 1 7 19 9 8 2 4 MJ K GF I TH E S T A N D A R D A T F O R T C O L L I N S FO R T C O L L I N S - C O RE V DW N CK D DE S C R I P T I O N 11 - 8 - 1 7 SD M KL J UP D A T E D P E R E N G C H A N G E S 0 8 / 0 8 / 1 8 GD L K L J RE V I S E D P E R P L A N S 08 / 1 3 / 1 8 MW H DA F RE V I S E D P E R M A R K - U P 10 - 4 - 1 8 CT S CT S AD D P O N D S 1 I S O C O N N E C T I O N 03 / 1 9 / 1 9 MW H AL S AD D L I N E R T O A L L B E D S ACCEPTABLE FILL MATERIALS: STORMTECH SC-740 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 6" (150 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. NOTES: 1.SC-740 CHAMBERS SHALL CONFORM TO THE REQUIREMENTS OF ASTM F2418 "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS", OR ASTM F2922 "STANDARD SPECIFICATION FOR POLYETHYLENE (PE) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 2.SC-740 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 3."ACCEPTABLE FILL MATERIALS" TABLE ABOVE PROVIDES MATERIAL LOCATIONS, DESCRIPTIONS, GRADATIONS, AND COMPACTION REQUIREMENTS FOR FOUNDATION, EMBEDMENT, AND FILL MATERIALS. 4.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. 5.PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 6.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. 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 18" (450 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 12" (300 mm) OF MATERIAL OVER THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN 6" (150 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FOR PROCESSED AGGREGATE MATERIALS. ROLLER GROSS VEHICLE WEIGHT NOT TO EXCEED 12,000 lbs (53 kN). DYNAMIC FORCE NOT TO EXCEED 20,000 lbs (89 kN). 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, 357, 4, 467, 5, 56, 57 NO COMPACTION REQUIRED. A FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER. CLEAN, CRUSHED, ANGULAR STONE AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57 PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE. ² ³ 18" (450 mm) MIN* 8' (2.4 m) MAX SUBGRADE SOILS (SEE NOTE 4) PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) SC-740 END CAP 6" (150 mm) MIN D C B A PERIMETER STONE (SEE NOTE 6) EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) 12" (300 mm) MIN THERMOPLASTIC LINER DETAIL EARTH ANGULAR STONE NON-WOVEN GEOTEXTILE OVERLAP ON TOP SEVERAL INCHES TO ANCHOR NON-WOVEN GEOTEXTILE THERMOPLASTIC LINER 12" (300 mm) MIN51" (1295 mm)6" (150 mm) MIN 1 LAYER OF ADS GEOSYNTHETICS NON-WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS, BOTH SIDES OF THERMOPLASTIC LINER. SEE STORMTECH'S TECH SHEET #2 FOR NON-WOVEN WEIGHT RECOMMENDATIONS. 30" (760 mm) DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 6" (150 mm) MIN *TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 24" (600 mm). 70 I N W O O D R O A D , S U I T E 3 | ROCK Y H I L L | CT | 06 0 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 12 18 8/ 1 8 / 1 7 19 9 8 2 4 MJ K GF I TH E S T A N D A R D A T F O R T C O L L I N S FO R T C O L L I N S - C O RE V DW N CK D DE S C R I P T I O N 11 - 8 - 1 7 SD M KL J UP D A T E D P E R E N G C H A N G E S 0 8 / 0 8 / 1 8 GD L K L J RE V I S E D P E R P L A N S 08 / 1 3 / 1 8 MW H DA F RE V I S E D P E R M A R K - U P 10 - 4 - 1 8 CT S CT S AD D P O N D S 1 I S O C O N N E C T I O N 03 / 1 9 / 1 9 MW H AL S AD D L I N E R T O A L L B E D 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) 8" (200 mm) HDPE ACCESS PIPE REQUIRED USE 8" OPEN END CAP PART #: SC160IEPP08 TWO LAYERS OF ADS GEOSYNTHETICS 315WTK WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 4' (1.2 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS SC-160LP ISOLATOR ROW DETAIL NTS SC-160LP CHAMBER SC-160LP END CAP OPTIONAL INSPECTION PORT CATCH BASIN OR MANHOLE STORMTECH HIGHLY RECOMMENDS FLEXSTORM PURE INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES SC-160LP 6" INSPECTION PORT DETAIL NTS CONCRETE COLLAR PAVEMENT SC-160LP CHAMBER FLEXSTORM CATCH IT PART# 6212NYFX WITH USE OF OPEN GRATE 6" (150 mm) INSERTA TEE PART# 6P26FBSTIP* INSERTA TEE TO BE CENTERED ON CORRUGATION CREST 6" (150 mm) SDR35 PIPE 12" (300 mm) NYLOPLAST INLINE DRAIN BODY W/SOLID HINGED COVER OR GRATE PART# 2712AG6IP* SOLID COVER: 1299CGC* GRATE: 1299CGS 18" (450 mm) MIN WIDTH CONCRETE SLAB 8" (200 mm) MIN THICKNESS CONCRETE COLLAR NOT REQUIRED FOR UNPAVED APPLICATION * THE PART# 2712AG6IPKIT CAN BE USED TO ORDER ALL NECESSARY COMPONENTS FOR A SOLID LID INSPECTION PORT INSTALLATION 70 I N W O O D R O A D , S U I T E 3 | ROCK Y H I L L | CT | 06 0 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 13 18 8/ 1 8 / 1 7 19 9 8 2 4 MJ K GF I TH E S T A N D A R D A T F O R T C O L L I N S FO R T C O L L I N S - C O RE V DW N CK D DE S C R I P T I O N 11 - 8 - 1 7 SD M KL J UP D A T E D P E R E N G C H A N G E S 0 8 / 0 8 / 1 8 GD L K L J RE V I S E D P E R P L A N S 08 / 1 3 / 1 8 MW H DA F RE V I S E D P E R M A R K - U P 10 - 4 - 1 8 CT S CT S AD D P O N D S 1 I S O C O N N E C T I O N 03 / 1 9 / 1 9 MW H AL S AD D L I N E R T O A L L B E D 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) 12" (300 mm) HDPE ACCESS PIPE REQUIRED USE FACTORY PRE-FABRICATED END CAP PART #: SC310EPE12B TWO LAYERS OF ADS GEOSYNTHETICS 315WTK WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 4' (1.2 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS CATCH BASIN OR MANHOLE SC-310 ISOLATOR ROW DETAIL NTS STORMTECH HIGHLY RECOMMENDS FLEXSTORM PURE INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES COVER ENTIRE ISOLATOR ROW WITH ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE 5' (1.5 m) MIN WIDE SC-310 CHAMBER SC-310 END CAP OPTIONAL INSPECTION PORT SC-310 6" INSPECTION PORT DETAIL NTS SC-310 CHAMBER FLEXSTORM CATCH IT PART# 6212NYFX WITH USE OF OPEN GRATE 6" (150 mm) INSERTA TEE PART# 6P26FBSTIP* INSERTA TEE TO BE CENTERED ON CORRUGATION CREST 6" (150 mm) SDR35 PIPE CONCRETE COLLAR 12" (300 mm) NYLOPLAST INLINE DRAIN BODY W/SOLID HINGED COVER OR GRATE PART# 2712AG6IP* SOLID COVER: 1299CGC* GRATE: 1299CGS 18" (450 mm) MIN WIDTH CONCRETE SLAB 8" (200 mm) MIN THICKNESS PAVEMENT CONCRETE COLLAR NOT REQUIRED FOR UNPAVED APPLICATION * THE PART# 2712AG6IPKIT CAN BE USED TO ORDER ALL NECESSARY COMPONENTS FOR A SOLID LID INSPECTION PORT INSTALLATION 70 I N W O O D R O A D , S U I T E 3 | ROCK Y H I L L | CT | 06 0 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 14 18 8/ 1 8 / 1 7 19 9 8 2 4 MJ K GF I TH E S T A N D A R D A T F O R T C O L L I N S FO R T C O L L I N S - C O RE V DW N CK D DE S C R I P T I O N 11 - 8 - 1 7 SD M KL J UP D A T E D P E R E N G C H A N G E S 0 8 / 0 8 / 1 8 GD L K L J RE V I S E D P E R P L A N S 08 / 1 3 / 1 8 MW H DA F RE V I S E D P E R M A R K - U P 10 - 4 - 1 8 CT S CT S AD D P O N D S 1 I S O C O N N E C T I O N 03 / 1 9 / 1 9 MW H AL S AD D L I N E R T O A L L B E D 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-FABRICATED END CAP PART #: SC740EPE24B TWO LAYERS OF ADS GEOSYNTHETICS 315WTK WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 5' (1.5 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS CATCH BASIN OR MANHOLE COVER ENTIRE ISOLATOR ROW WITH ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE 8' (2.4 m) MIN WIDE SC-740 CHAMBER SC-740 END CAP SC-740 ISOLATOR ROW DETAIL NTS OPTIONAL INSPECTION PORT STORMTECH HIGHLY RECOMMENDS FLEXSTORM PURE INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES SC-740 6" INSPECTION PORT DETAIL NTS SC-740 CHAMBER FLEXSTORM CATCH IT PART# 6212NYFX WITH USE OF OPEN GRATE 12" (300 mm) NYLOPLAST INLINE DRAIN BODY W/SOLID HINGED COVER OR GRATE PART# 2712AG6IP* SOLID COVER: 1299CGC* GRATE: 1299CGS 6" (150 mm) INSERTA TEE PART# 6P26FBSTIP* INSERTA TEE TO BE CENTERED ON CORRUGATION CREST 6" (150 mm) SDR35 PIPE 18" (450 mm) MIN WIDTH CONCRETE SLAB 8" (200 mm) MIN THICKNESS PAVEMENT CONCRETE COLLAR NOT REQUIRED FOR UNPAVED APPLICATIONS CONCRETE COLLAR * THE PART# 2712AG6IPKIT CAN BE USED TO ORDER ALL NECESSARY COMPONENTS FOR A SOLID LID INSPECTION PORT INSTALLATION 70 I N W O O D R O A D , S U I T E 3 | ROCK Y H I L L | CT | 06 0 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 15 18 8/ 1 8 / 1 7 19 9 8 2 4 MJ K GF I TH E S T A N D A R D A T F O R T C O L L I N S FO R T C O L L I N S - C O RE V DW N CK D DE S C R I P T I O N 11 - 8 - 1 7 SD M KL J UP D A T E D P E R E N G C H A N G E S 0 8 / 0 8 / 1 8 GD L K L J RE V I S E D P E R P L A N S 08 / 1 3 / 1 8 MW H DA F RE V I S E D P E R M A R K - U P 10 - 4 - 1 8 CT S CT S AD D P O N D S 1 I S O C O N N E C T I O N 03 / 1 9 / 1 9 MW H AL S AD D L I N E R T O A L L B E D S 70 I N W O O D R O A D , S U I T E 3 | ROCK Y H I L L | CT | 06 0 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 A SC160EPP 6" (150 mm)0.66" (16 mm) 8" (200 mm)0.80" (20 mm) SC160EPP08 8" (200 mm)0.96" (24 mm) ALL STUBS ARE PLACED AT BOTTOM OF END CAP SUCH THAT THE OUTSIDE DIAMETER OF THE STUB IS FLUSH WITH THE BOTTOM OF THE END CAP. FOR ADDITIONAL INFORMATION CONTACT STORMTECH AT 1-888-892-2694. NOTE: ALL DIMENSIONS ARE NOMINAL NOMINAL CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH)25.0" X 12.0" X 85.4" (635 mm X 305 mm X 2169 mm) CHAMBER STORAGE 6.85 CUBIC FEET (0.19 m³) MINIMUM INSTALLED STORAGE*16.0 CUBIC FEET (0.45 m³) WEIGHT 24.0 lbs.(10.9 kg) *ASSUMES 6" (152 mm) ABOVE, 6" (152 mm) BELOW, AND STONE BETWEEN CHAMBERS WITH 40% STONE POROSITY. 25.0" (635 mm) 12.0" (305 mm) 90.7" (2304 mm) ACTUAL LENGTH 85.4" (2169 mm) INSTALLED LENGTH OVERLAP NEXT CHAMBER HERE (OVER SMALL CORRUGATION) BUILD ROW IN THIS DIRECTION START END SC-160LP TECHNICAL SPECIFICATION NTS 4.4" (112 mm) A 11.7" (297 mm) 18.6" (472 mm) 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 16 18 8/ 1 8 / 1 7 19 9 8 2 4 MJ K GF I TH E S T A N D A R D A T F O R T C O L L I N S FO R T C O L L I N S - C O RE V DW N CK D DE S C R I P T I O N 11 - 8 - 1 7 SD M KL J UP D A T E D P E R E N G C H A N G E S 0 8 / 0 8 / 1 8 GD L K L J RE V I S E D P E R P L A N S 08 / 1 3 / 1 8 MW H DA F RE V I S E D P E R M A R K - U P 10 - 4 - 1 8 CT S CT S AD D P O N D S 1 I S O C O N N E C T I O N 03 / 1 9 / 1 9 MW H AL S AD D L I N E R T O A L L B E D S 70 I N W O O D R O A D , S U I T E 3 | ROCK Y H I L L | CT | 06 0 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 A B C SC310EPE06T / SC310EPE06TPC 6" (150 mm)9.6" (244 mm)5.8" (147 mm)--- SC310EPE06B / SC310EPE06BPC ---0.5" (13 mm) SC310EPE08T / SC310EPE08TPC 8" (200 mm)11.9" (302 mm)3.5" (89 mm)--- SC310EPE08B / SC310EPE08BPC ---0.6" (15 mm) SC310EPE10T / SC310EPE10TPC 10" (250 mm)12.7" (323 mm)1.4" (36 mm)--- SC310EPE10B / SC310EPE10BPC ---0.7" (18 mm) SC310EPE12B 12" (300 mm)13.5" (343 mm)---0.9" (23 mm) ALL STUBS, EXCEPT FOR THE SC310EPE12B ARE PLACED AT BOTTOM OF END CAP SUCH THAT THE OUTSIDE DIAMETER OF THE STUB IS FLUSH WITH THE BOTTOM OF THE END CAP. FOR ADDITIONAL INFORMATION CONTACT STORMTECH AT 1-888-892-2694. * FOR THE SC310EPE12B THE 12" (300 mm) STUB LIES BELOW THE BOTTOM OF THE END CAP APPROXIMATELY 0.25" (6 mm). BACKFILL MATERIAL SHOULD BE REMOVED FROM BELOW THE N-12 STUB SO THAT THE FITTING SITS LEVEL. NOTE: ALL DIMENSIONS ARE NOMINAL NOMINAL CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH)34.0" X 16.0" X 85.4" (864 mm X 406 mm X 2169 mm) CHAMBER STORAGE 14.7 CUBIC FEET (0.42 m³) MINIMUM INSTALLED STORAGE*31.0 CUBIC FEET (0.88 m³) WEIGHT 35.0 lbs.(16.8 kg) *ASSUMES 6" (152 mm) ABOVE, BELOW, AND BETWEEN CHAMBERS PRE-FAB STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B" PRE-FAB STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T" PRE CORED END CAPS END WITH "PC" 34.0" (864 mm) 16.0" (406 mm) 90.7" (2304 mm) ACTUAL LENGTH 85.4" (2169 mm) INSTALLED LENGTH ACCEPTS 4" (100 mm) SCH 40 PVC PIPE FOR INSPECTION PORT. FOR PIPE SIZES LARGER THAN 4" (100 mm) UP TO 10" (250 mm) USE INSERTA TEE CONNECTION CENTERED ON A CHAMBER CREST CORRUGATION OVERLAP NEXT CHAMBER HERE (OVER SMALL CORRUGATION) BUILD ROW IN THIS DIRECTION START END A A B C SC-310 TECHNICAL SPECIFICATION NTS 9.9" (251 mm) 15.6" (396 mm) 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 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 17 18 8/ 1 8 / 1 7 19 9 8 2 4 MJ K GF I TH E S T A N D A R D A T F O R T C O L L I N S FO R T C O L L I N S - C O RE V DW N CK D DE S C R I P T I O N 11 - 8 - 1 7 SD M KL J UP D A T E D P E R E N G C H A N G E S 0 8 / 0 8 / 1 8 GD L K L J RE V I S E D P E R P L A N S 08 / 1 3 / 1 8 MW H DA F RE V I S E D P E R M A R K - U P 10 - 4 - 1 8 CT S CT S AD D P O N D S 1 I S O C O N N E C T I O N 03 / 1 9 / 1 9 MW H AL S AD D L I N E R T O A L L B E D S TRAFFIC LOADS: CONCRETE DIMENSIONS ARE FOR GUIDELINE PUPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE DESIGNED GIVING CONSIDERATION FOR LOCAL SOIL CONDITIONS, TRAFFIC LOADING & OTHER APPLICABLE DESIGN FACTORS ADAPTER ANGLES VARIABLE 0°- 360° ACCORDING TO PLANS A 18" (457 mm) MIN WIDTH AASHTO H-20 CONCRETE SLAB 8" (203 mm) MIN THICKNESS VARIABLE SUMP DEPTH ACCORDING TO PLANS [6" (152 mm) MIN ON 8-24" (200-600 mm), 10" (254 mm) MIN ON 30" (750 mm)] 4" (102 mm) MIN ON 8-24" (200-600 mm) 6" (152 mm) MIN ON 30" (750 mm) 12" (610 mm) MIN (FOR AASHTO H-20) INVERT ACCORDING TO PLANS/TAKE OFF BACKFILL MATERIAL BELOW AND TO SIDES OF STRUCTURE SHALL BE ASTM D2321 CLASS I OR II CRUSHED STONE OR GRAVEL AND BE PLACED UNIFORMLY IN 12" (305 mm) LIFTS AND COMPACTED TO MIN OF 90% INTEGRATED DUCTILE IRON FRAME & GRATE/SOLID TO MATCH BASIN O.D. NYLOPLAST DRAIN BASIN NTS NOTES 1.8-30" (200-750 mm) GRATES/SOLID COVERS SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05 2.12-30" (300-750 mm) FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05 3.DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS 4.DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212 FOR CORRUGATED HDPE (ADS & HANCOR DUAL WALL) & SDR 35 PVC 5.FOR COMPLETE DESIGN AND PRODUCT INFORMATION: WWW.NYLOPLAST-US.COM 6.TO ORDER CALL: 800-821-6710 A PART #GRATE/SOLID COVER OPTIONS 8" (200 mm)2808AG PEDESTRIAN LIGHT DUTY STANDARD LIGHT DUTY SOLID LIGHT DUTY 10" (250 mm)2810AG PEDESTRIAN LIGHT DUTY STANDARD LIGHT DUTY SOLID LIGHT DUTY 12" (300 mm)2812AG PEDESTRIAN AASHTO H-10 STANDARD AASHTO H-20 SOLID AASHTO H-20 15" (375 mm)2815AG PEDESTRIAN AASHTO H-10 STANDARD AASHTO H-20 SOLID AASHTO H-20 18" (450 mm)2818AG PEDESTRIAN AASHTO H-10 STANDARD AASHTO H-20 SOLID AASHTO H-20 24" (600 mm)2824AG PEDESTRIAN AASHTO H-10 STANDARD AASHTO H-20 SOLID AASHTO H-20 30" (750 mm)2830AG PEDESTRIAN AASHTO H-20 STANDARD AASHTO H-20 SOLID AASHTO H-20 VARIOUS TYPES OF INLET AND OUTLET ADAPTERS AVAILABLE: 4-30" (100-750 mm) FOR CORRUGATED HDPE WATERTIGHT JOINT (CORRUGATED HDPE SHOWN) PART #STUB A B C SC740EPE06T / SC740EPE06TPC 6" (150 mm)10.9" (277 mm)18.5" (470 mm)--- SC740EPE06B / SC740EPE06BPC ---0.5" (13 mm) SC740EPE08T /SC740EPE08TPC 8" (200 mm)12.2" (310 mm)16.5" (419 mm)--- SC740EPE08B / SC740EPE08BPC ---0.6" (15 mm) SC740EPE10T / SC740EPE10TPC 10" (250 mm)13.4" (340 mm)14.5" (368 mm)--- SC740EPE10B / SC740EPE10BPC ---0.7" (18 mm) SC740EPE12T / SC740EPE12TPC 12" (300 mm)14.7" (373 mm)12.5" (318 mm)--- SC740EPE12B / SC740EPE12BPC ---1.2" (30 mm) SC740EPE15T / SC740EPE15TPC 15" (375 mm)18.4" (467 mm)9.0" (229 mm)--- SC740EPE15B / SC740EPE15BPC ---1.3" (33 mm) SC740EPE18T / SC740EPE18TPC 18" (450 mm)19.7" (500 mm)5.0" (127 mm)--- SC740EPE18B / SC740EPE18BPC ---1.6" (41 mm) SC740EPE24B*24" (600 mm)18.5" (470 mm)---0.1" (3 mm) ALL STUBS, EXCEPT FOR THE SC740EPE24B ARE PLACED AT BOTTOM OF END CAP SUCH THAT THE OUTSIDE DIAMETER OF THE STUB IS FLUSH WITH THE BOTTOM OF THE END CAP. FOR ADDITIONAL INFORMATION CONTACT STORMTECH AT 1-888-892-2694. * FOR THE SC740EPE24B THE 24" (600 mm) STUB LIES BELOW THE BOTTOM OF THE END CAP APPROXIMATELY 1.75" (44 mm). BACKFILL MATERIAL SHOULD BE REMOVED FROM BELOW THE N-12 STUB SO THAT THE FITTING SITS LEVEL. NOTE: ALL DIMENSIONS ARE NOMINAL NOMINAL CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH)51.0" X 30.0" X 85.4" (1295 mm X 762 mm X 2169 mm) CHAMBER STORAGE 45.9 CUBIC FEET (1.30 m³) MINIMUM INSTALLED STORAGE*74.9 CUBIC FEET (2.12 m³) WEIGHT 75.0 lbs.(33.6 kg) *ASSUMES 6" (152 mm) STONE ABOVE, BELOW, AND BETWEEN CHAMBERS PRE-FAB STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B" PRE-FAB STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T" PRE-CORED END CAPS END WITH "PC" SC-740 TECHNICAL SPECIFICATION NTS 90.7" (2304 mm) ACTUAL LENGTH 85.4" (2169 mm) INSTALLED LENGTH OVERLAP NEXT CHAMBER HERE (OVER SMALL CORRUGATION) BUILD ROW IN THIS DIRECTION START END A A C B 51.0" (1295 mm) 30.0" (762 mm) 45.9" (1166 mm)12.2" (310 mm) 29.3" (744 mm) 221423-1.3 - STORM BASIN PRODUCT DATA NOT REVIEWED NOTE COMMENTS & CORRECTIONS REJECTED BY: SUBMITTAL# DATE: SPEC: 4 Ryan.Emery 4/3/2019 221423-1.3 221423 REVISE & RESUBMITREVIEWED Review is for general conformance with contract documents only and does not relieve the subcontractor/supplier of responsibility for compliance with applicable drawings, specifications, and code. Katerra Construction, LLC. DRAIN BASIN SHOP DRAWING PO# Part Number 3212AGS5 Customer approval Project Name Standard at Fort Collins (SF-073383) Prepared By Josh McDonald Nyloplast 720-252-2481 Joshua.McDonald@ads-pipe.com Dia.12 Structure No.AREA INLET A10-3 Qty.1 Grate 12; 2x2 Road & Highway H-20; Accessories Rim Elev.5032.22 ft. Basin Height 38.4 in. Sump Depth 6.00 in. Stub size Angle Pipe Type Invert Elev. ft. AMSL Production Depth inches Stub #1 12 in.0 °PVC SDR-35 5029.52 ft.32.40 in. Stub #2 Stub #3 Stub #4 Stub #5 Stub #6 CUSTOMER NOTES PART CODES PRODUCTION NOTES 3299CGSQF12; 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 2812AG5 Customer approval Project Name Standard at Fort Collins (SF-073383) Prepared By Josh McDonald Nyloplast 720-252-2481 Joshua.McDonald@ads-pipe.com Dia.12 Structure No.DRAIN BASIN A13 Qty.1 Grate 12; Standard; Accessories Rim Elev.5033.23 ft. Basin Height 52.2 in. Sump Depth 6.00 in. Stub size Angle Pipe Type Invert Elev. ft. AMSL Production Depth inches Stub #1 8 in.0 °PVC SDR-35 5029.38 ft.46.20 in. Stub #2 8 in.270 °PVC SDR-35 5029.38 ft.46.20 in. Stub #3 Stub #4 Stub #5 Stub #6 CUSTOMER NOTES PART CODES PRODUCTION NOTES UPSIZED TO PROVIDE H20 LOAD RATING 1299CGS; 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 2812AG3 Customer approval Project Name Standard at Fort Collins (SF-073383) Prepared By Josh McDonald Nyloplast 720-252-2481 Joshua.McDonald@ads-pipe.com Dia.12 Structure No.DRAIN BASIN A21 Qty.1 Grate 12; Standard; Accessories Rim Elev.5031.80 ft. Basin Height 29.28 in. Sump Depth 6.00 in. Stub size Angle Pipe Type Invert Elev. ft. AMSL Production Depth inches Stub #1 8 in.0 °PVC SDR-35 5029.86 ft.23.28 in. Stub #2 8 in.128 °PVC SDR-35 5030.14 ft.19.92 in. Stub #3 4 in.270 °PVC SDR-35 5029.86 ft.23.28 in. Stub #4 Stub #5 Stub #6 CUSTOMER NOTES PART CODES PRODUCTION NOTES 6" ADDED TO HEIGHT FOR PRODUCTION - FIELD TRIM NEEDED 1299CGS; 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 2815AG5 Customer approval Project Name Standard at Fort Collins (SF-073383) Prepared By Josh McDonald Nyloplast 720-252-2481 Joshua.McDonald@ads-pipe.com Dia.15 Structure No.DRAIN BASIN A2-3 Qty.1 Grate 15; Standard; Accessories Rim Elev.5031.25 ft. Basin Height 40.8 in. Sump Depth 6.00 in. Stub size Angle Pipe Type Invert Elev. ft. AMSL Production Depth inches Stub #1 12 in.0 °PVC SDR-35 5028.35 ft.34.80 in. Stub #2 12 in.90 °PVC SDR-35 5028.35 ft.34.80 in. Stub #3 Stub #4 Stub #5 Stub #6 CUSTOMER NOTES PART CODES PRODUCTION NOTES UPSIZED TO MEET ANGLE REQ 1599CGS; 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 2815AG5 Customer approval Project Name Standard at Fort Collins (SF-073383) Prepared By Josh McDonald Nyloplast 720-252-2481 Joshua.McDonald@ads-pipe.com Dia.15 Structure No.DRAIN BASIN A2-2 Qty.1 Grate 15; Standard; Accessories Rim Elev.5030.78 ft. Basin Height 40.92 in. Sump Depth 6.00 in. Stub size Angle Pipe Type Invert Elev. ft. AMSL Production Depth inches Stub #1 12 in.0 °PVC SDR-35 5027.87 ft.34.92 in. Stub #2 12 in.270 °PVC SDR-35 5027.87 ft.34.92 in. Stub #3 Stub #4 Stub #5 Stub #6 CUSTOMER NOTES PART CODES PRODUCTION NOTES UPSIZED TO MEET ANGLE REQ 1599CGS; 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 2815AG5 Customer approval Project Name Standard at Fort Collins (SF-073383) Prepared By Josh McDonald Nyloplast 720-252-2481 Joshua.McDonald@ads-pipe.com Dia.15 Structure No.DRAIN BASIN A2-1 Qty.1 Grate 15; Standard; Accessories Rim Elev.5030.61 ft. Basin Height 43.8 in. Sump Depth 6.00 in. Stub size Angle Pipe Type Invert Elev. ft. AMSL Production Depth inches Stub #1 12 in.0 °PVC SDR-35 5027.46 ft.37.80 in. Stub #2 6 in.90 °PVC SDR-35 5027.46 ft.37.80 in. Stub #3 12 in.180 °PVC SDR-35 5027.46 ft.37.80 in. Stub #4 Stub #5 Stub #6 CUSTOMER NOTES PART CODES PRODUCTION NOTES UPSIZED TO MEET ANGLE REQ 1599CGS; 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 2812AG5 Customer approval Project Name Standard at Fort Collins (SF-073383) Prepared By Josh McDonald Nyloplast 720-252-2481 Joshua.McDonald@ads-pipe.com Dia.12 Structure No.MON WELL A2-1.5 Qty.1 Grate 12; Solid; Accessories Rim Elev.5031.28 ft. Basin Height 39 in. Sump Depth 6.00 in. Stub size Angle Pipe Type Invert Elev. ft. AMSL Production Depth inches Stub #1 6 in.0 °PVC SDR-35 5028.53 ft.33.00 in. Stub #2 6 in.95 °PVC SDR-35 5028.53 ft.33.00 in. Stub #3 6 in.180 °PVC SDR-35 5028.53 ft.33.00 in. Stub #4 Stub #5 Stub #6 CUSTOMER NOTES PART CODES PRODUCTION NOTES PERFORATE ENTIRE BASIN WITH STD PATTERN (MINUS TOP 12" - TO REMAIN SOLID W/O PERFS); NO BOTTOM CAP 1299CGC; 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 2812AG5 Customer approval Project Name Standard at Fort Collins (SF-073383) Prepared By Josh McDonald Nyloplast 720-252-2481 Joshua.McDonald@ads-pipe.com Dia.12 Structure No.MON WELL A2-1.2 Qty.1 Grate 12; Solid; Accessories Rim Elev.5030.67 ft. Basin Height 36.72 in. Sump Depth 6.00 in. Stub size Angle Pipe Type Invert Elev. ft. AMSL Production Depth inches Stub #1 6 in.0 °PVC SDR-35 5028.11 ft.30.72 in. Stub #2 6 in.90 °PVC SDR-35 5028.11 ft.30.72 in. Stub #3 6 in.180 °PVC SDR-35 5028.11 ft.30.72 in. Stub #4 Stub #5 Stub #6 CUSTOMER NOTES PART CODES PRODUCTION NOTES PERFORATE ENTIRE BASIN WITH STD PATTERN (MINUS TOP 12" - TO REMAIN SOLID W/O PERFS); NO BOTTOM CAP 1299CGC; 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 2812AG3 Customer approval Project Name Standard at Fort Collins (SF-073383) Prepared By Josh McDonald Nyloplast 720-252-2481 Joshua.McDonald@ads-pipe.com Dia.12 Structure No.MON WELL A2-1.1 Qty.1 Grate 12; Solid; Accessories Rim Elev.5030.24 ft. Basin Height 33.48 in. Sump Depth 6.00 in. Stub size Angle Pipe Type Invert Elev. ft. AMSL Production Depth inches Stub #1 6 in.0 °PVC SDR-35 5027.95 ft.27.48 in. Stub #2 6 in.90 °PVC SDR-35 5027.95 ft.27.48 in. Stub #3 6 in.270 °PVC SDR-35 5027.95 ft.27.48 in. Stub #4 Stub #5 Stub #6 CUSTOMER NOTES PART CODES PRODUCTION NOTES PERFORATE ENTIRE BASIN WITH STD PATTERN (MINUS TOP 12" - TO REMAIN SOLID W/O PERFS); NO BOTTOM CAP 1299CGC; 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 2818AG5 Customer approval Project Name Standard at Fort Collins (SF-073383) Prepared By Josh McDonald Nyloplast 720-252-2481 Joshua.McDonald@ads-pipe.com Dia.18 Structure No.DRAIN BASIN B1-1 Qty.1 Grate 18; Standard; Accessories Rim Elev.5027.08 ft. Basin Height 43.8 in. Sump Depth 6.00 in. Stub size Angle Pipe Type Invert Elev. ft. AMSL Production Depth inches Stub #1 18 in.0 °PVC SDR-35 5023.93 ft.37.80 in. Stub #2 18 in.180 °PVC SDR-35 5023.93 ft.37.80 in. Stub #3 6 in.270 °PVC SDR-35 5023.93 ft.37.80 in. Stub #4 Stub #5 Stub #6 CUSTOMER NOTES PART CODES PRODUCTION NOTES VERIFY RD LINE (STUB 3) - SIZE/TYPE - BASIN SIZE SUBJECT TO CHANGE 1899CGS; 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 2824AG5 Customer approval Project Name Standard at Fort Collins (SF-073383) Prepared By Josh McDonald Nyloplast 720-252-2481 Joshua.McDonald@ads-pipe.com Dia.24 Structure No.DRAIN BASIN B1-2 Qty.1 Grate 24; Standard; Accessories Rim Elev.5026.97 ft. Basin Height 41.28 in. Sump Depth 6.00 in. Stub size Angle Pipe Type Invert Elev. ft. AMSL Production Depth inches Stub #1 18 in.0 °PVC SDR-35 5024.03 ft.35.28 in. Stub #2 18 in.270 °PVC SDR-35 5024.03 ft.35.28 in. Stub #3 Stub #4 Stub #5 Stub #6 CUSTOMER NOTES PART CODES PRODUCTION NOTES UPSIZED TO MEET ANGLE REQ 2499CGS; 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. See Comments 10.00 in58.92 in See Comments 130° 175° 265° That is in the right location See Comments 10.00 in60.52 in See Comments 58.00 in 10.00 in See Comments Please see revised plans attached. 5032.81 ft. 5029.26 ft. 5029.26 ft. 5029.26 ft. 42.60 in 42.60 in 42.60 in 48.60 in See Comments 58.48 in 10.00 in 5031.77 rim should be 5031.77. Adjust basin height and production depth accordingly. See Comments 52.60 in 10.00 in Verify with ADS StormTech Design. See Comments 5028.81 ft 44.76 in 6 IN THERE SHOULD BE 5 CONNECTIONS SHOWN. REVISE TO MATCH STORM TECH PLANS Where is this located? See Comments WHERE IS THIS LOCATED? NOT SHOWN ON CIVIL PLANS. 5029.79 ft. See Comments 26.76 in 32.76 in5029.85 Rim should be 5029.85. Adjust basin height and production depth accordingly. 5026.53 ft. 5024.73 ft. 5024.23 ft. See Comments 21.60 in 27.60 in 33.60 in Where is this located? See Comments 6 in. See Comments DRAIN BASIN SHOP DRAWING PO# Part Number 2812AG3 Customer approval Project Name Standard at Fort Collins (SF-073383) Prepared By Josh McDonald Nyloplast 720-252-2481 Joshua.McDonald@ads-pipe.com Dia.12 Structure No.DRAIN BASIN B1-1.5 Qty.1 Grate 12; Standard; Accessories Rim Elev.5026.32 ft. Basin Height 27.36 in. Sump Depth 6.00 in. Stub size Angle Pipe Type Invert Elev. ft. AMSL Production Depth inches Stub #1 8 in.0 °PVC SDR-35 5024.54 ft.21.36 in. Stub #2 8 in.180 °PVC SDR-35 5024.54 ft.21.36 in. Stub #3 Stub #4 Stub #5 Stub #6 CUSTOMER NOTES PART CODES PRODUCTION NOTES VERIFY STRUCTURE SIZE & GRATE STYLE; CONFIRM IF THIS STR IS NEEDED (NOT PART OF SIGNED PLANS) 1299CGS; 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 2812AG3 Customer approval Project Name Standard at Fort Collins (SF-073383) Prepared By Josh McDonald Nyloplast 720-252-2481 Joshua.McDonald@ads-pipe.com Dia.12 Structure No.DRAIN BASIN B1-1.4-1 Qty.1 Grate 12; Standard; Accessories Rim Elev.5026.32 ft. Basin Height 26.4 in. Sump Depth 6.00 in. Stub size Angle Pipe Type Invert Elev. ft. AMSL Production Depth inches Stub #1 8 in.0 °PVC SDR-35 5024.62 ft.20.40 in. Stub #2 Stub #3 Stub #4 Stub #5 Stub #6 CUSTOMER NOTES PART CODES PRODUCTION NOTES VERIFY STRUCTURE SIZE & GRATE STYLE; CONFIRM IF THIS STR IS NEEDED (NOT PART OF SIGNED PLANS) 1299CGS; 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 2812AG3 Customer approval Project Name Standard at Fort Collins (SF-073383) Prepared By Josh McDonald Nyloplast 720-252-2481 Joshua.McDonald@ads-pipe.com Dia.12 Structure No.DRAIN BASIN B1-1.3-1 Qty.1 Grate 12; Standard; Accessories Rim Elev.5026.33 ft. Basin Height 29.52 in. Sump Depth 6.00 in. Stub size Angle Pipe Type Invert Elev. ft. AMSL Production Depth inches Stub #1 8 in.0 °PVC SDR-35 5024.37 ft.23.52 in. Stub #2 Stub #3 Stub #4 Stub #5 Stub #6 CUSTOMER NOTES PART CODES PRODUCTION NOTES VERIFY STRUCTURE SIZE & GRATE STYLE; CONFIRM IF THIS STR IS NEEDED (NOT PART OF SIGNED PLANS) 1299CGS; 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 2812AG3 Customer approval Project Name Standard at Fort Collins (SF-073383) Prepared By Josh McDonald Nyloplast 720-252-2481 Joshua.McDonald@ads-pipe.com Dia.12 Structure No.DRAIN BASIN B1-1.3 Qty.1 Grate 12; Standard; Accessories Rim Elev.5026.32 ft. Basin Height 30.84 in. Sump Depth 6.00 in. Stub size Angle Pipe Type Invert Elev. ft. AMSL Production Depth inches Stub #1 8 in.0 °PVC SDR-35 5024.25 ft.24.84 in. Stub #2 8 in.180 °PVC SDR-35 5024.25 ft.24.84 in. Stub #3 8 in.270 °PVC SDR-35 5024.25 ft.24.84 in. Stub #4 Stub #5 Stub #6 CUSTOMER NOTES PART CODES PRODUCTION NOTES VERIFY STRUCTURE SIZE & GRATE STYLE; CONFIRM IF THIS STR IS NEEDED (NOT PART OF SIGNED PLANS) 1299CGS; 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 2812AG3 Customer approval Project Name Standard at Fort Collins (SF-073383) Prepared By Josh McDonald Nyloplast 720-252-2481 Joshua.McDonald@ads-pipe.com Dia.12 Structure No.DRAIN BASIN B1-1.9-1 Qty.1 Grate 12; Standard; Accessories Rim Elev.5027.00 ft. Basin Height 30.72 in. Sump Depth 6.00 in. Stub size Angle Pipe Type Invert Elev. ft. AMSL Production Depth inches Stub #1 8 in.0 °PVC SDR-35 5024.94 ft.24.72 in. Stub #2 Stub #3 Stub #4 Stub #5 Stub #6 CUSTOMER NOTES PART CODES PRODUCTION NOTES VERIFY STRUCTURE SIZE & GRATE STYLE; CONFIRM IF THIS STR IS NEEDED (NOT PART OF SIGNED PLANS) 1299CGS; 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 2812AG3 Customer approval Project Name Standard at Fort Collins (SF-073383) Prepared By Josh McDonald Nyloplast 720-252-2481 Joshua.McDonald@ads-pipe.com Dia.12 Structure No.DRAIN BASIN B1-1.10 Qty.1 Grate 12; Standard; Accessories Rim Elev.5026.32 ft. Basin Height 22.56 in. Sump Depth 6.00 in. Stub size Angle Pipe Type Invert Elev. ft. AMSL Production Depth inches Stub #1 8 in.0 °PVC SDR-35 5024.94 ft.16.56 in. Stub #2 Stub #3 Stub #4 Stub #5 Stub #6 CUSTOMER NOTES PART CODES PRODUCTION NOTES VERIFY STRUCTURE SIZE & GRATE STYLE; CONFIRM IF THIS STR IS NEEDED (NOT PART OF SIGNED PLANS) 1299CGS; 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 2812AG3 Customer approval Project Name Standard at Fort Collins (SF-073383) Prepared By Josh McDonald Nyloplast 720-252-2481 Joshua.McDonald@ads-pipe.com Dia.12 Structure No.DRAIN BASIN B1-1.8 Qty.1 Grate 12; Standard; Accessories Rim Elev.5026.32 ft. Basin Height 24.36 in. Sump Depth 6.00 in. Stub size Angle Pipe Type Invert Elev. ft. AMSL Production Depth inches Stub #1 8 in.0 °PVC SDR-35 5024.79 ft.18.36 in. Stub #2 8 in.180 °PVC SDR-35 5024.79 ft.18.36 in. Stub #3 Stub #4 Stub #5 Stub #6 CUSTOMER NOTES PART CODES PRODUCTION NOTES VERIFY STRUCTURE SIZE & GRATE STYLE; CONFIRM IF THIS STR IS NEEDED (NOT PART OF SIGNED PLANS) 1299CGS; 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.