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HomeMy WebLinkAboutSite Certifications - 08/31/201812/15 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 Accepted 8/31/2018 WL 12/15 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. 12/15 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.) 12/15 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. 12/15 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 inlet covers are stenciled or stamped with the following 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. 12/15 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. 12/15 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. 12/15 Page 1 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. 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 (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. Riprap - FCSCM Vol.1, Ch.7, Sec.4.4.4.3 A.The riprap bedding is a granular bedding of the gradation and thickness indicated on the approved construction plans. B.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. C.The riprap is the gradation shown on the approved construction plans with a D50 of . D.The riprap thickness is as shown on the approved construction plans and extends to the horizontal limits shown. E.The riprap is buried to the depth indicated on the approved construction plans. (A minimum of 6 inches of soil is required.) IV. Permanent Erosion Control Fabric - FCSCM Vol.1, Ch.7 A.All fabric was installed per manufacturer’s specifications. V. Certification of Other Permanent BMPs - FCSCM Vol.2, Ch.8, Sec.2 & FCSCM Vol.2, Ch.12 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 and at the end of flared end sections.) 12/15 Page 2 Permeable Interlocking Concrete Pavers Post-excavation infiltration rates are consistent with design infiltration capacity (for “full or partial infiltration” designs) Impermeable liner meets design specifications Impermeable liner attached to concrete perimeter wall Impermeable liner is not exposed Any penetrations of the impermeable liner have been sealed and checked for water-tightness. Meets specifications for: -Dimensions -Reinforcement -Footings Underdrain pipe is per design specifications At least one cleanout is provided per underdrain lateral Cleanout pipe is not perforated Cleanout covers are installed and watertight Underdrain is NOT wrapped in geotextile fabric Underdrain orifice plate installed at outlet structure Underdrain integrity tested after backfilling using TV and/or water test Base coarse (e.g., #2/4) has 90% fractured faces Bedding coarse (e.g., #89) is thoroughly washed Sub-base materials are installed and compacted according to manufacturer’s specifications PICP area is protected from construction site sediment, including runoff from the upstream catchment and Close Out 12/15 Page 3 Bioretention Cells Heavy equipment did not travel over bioretention cell during excavation Bottom of cell was “ripped” after excavation Photograph before/after “ripping” Bottom of cell is flat and level Photograph Excavated area is protected/surrounded by sediment/runoff control BMPs during construction Photograph Overflow inlet elevation is set above bioretention media per plan (typically 12 inches) Overflow inlet invert elevation is at least 3 inches below containment wall/berm (to direct overflow into inlet) Measure/record distance between inlet and top of containment wall/berm Upstream catchment drains to inlet Forebay is installed according to design specifications Forebay has flat, concrete bottom Outlet structure/overflow elevation is confirmed Measure/record distance from overflow to top of media filter Impermeable liner meets design specifications Impermeable liner attached to concrete perimeter wall Impermeable liner is not exposed Underdrain pipe is per design specifications At least one cleanout is provided per underdrain lateral Cleanout pipe is not perforated Cleanout covers are installed and watertight Underdrain is NOT wrapped in geotextile fabric Underdrain orifice plate installed at outlet structure Underdrain integrity tested after backfilling using TV and/or water test 12/15 Page 4 Filter Media Filter media composition is per design specifications Filter media was “machine mixed” by supplier prior to delivery Filter media installed flat and level Other Structural Components Containment wall/berm is continuous and level Landscaping Final landscaping does NOT include sod Final landscaping (wood/rock mulch) is flat and level Vegetation is planted according to landscape design specifications Verify that weed barrier is not installed Temporary irrigation installed If N/A, then verify that permanent irrigation is installed to establish/maintain vegetation Close Out Upstream catchment stabilized prior to diverting runoff into bioretention cell Signature: Name: Title: Email: Phone: Company: Address: S W W W W W W W W X X X X X X X X X X X X X X T E E E E E E E E E E E E E CT V CT V CTV CT V CT V CT V CT V CT V T T T T T T T SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS EL E C S T C VAULT ELEC VAULT ELEC MW MWMW EELEC BRKR ELEC BRKR RE D C E D A R C I R C L E ( 6 0 ' R O W ) AL L E Y ( 2 0 ' W I D E A S P H A L T ) EVERGREEN PARK REPLAT LOT 14, BLOCK 3 OWNER: SCHRADER PROPANE CO DETENTION POND 1 PROPOSED100-YR WSEL: 4976.16 INSTALLED 100-YR WSEL: 4975.93 DETENTION POND 3 PROPOSED100-YR WSEL: 4976.16 INSTALLED 100-YR WSEL: 4975.93 DETENTION POND 4 PROPOSED100-YR WSEL: 4975.13 INSTALLED 100-YR WSEL: 4975.18 DETENTION POND 2 PROPOSED100-YR WSEL: 4976.16 INSTALLED 100-YR WSEL: 4975.93 Detention Pond 1, 2, 3 Combined Contour Elevation (Y-values) Contour Area Incremental Volume Total Volume ft2 ft3 ft3 4,973.40 14 0 0 4,973.60 372 31 31 4,973.80 1031 135 165 4,974.00 1354 237 403 4,974.20 1424 278 680 4,974.40 1478 290 970 4,974.60 1533 301 1271 4,974.80 1617 315 1585 4,975.00 2044 365 1950 4,975.20 3281 527 2477 4,975.40 5264 846 3323 4,975.60 7627 1281 4604 4,975.80 9980 1754 6358 4,976.00 12663 2257 8614 4,976.20 15532 2812 11426 100-year Volume Required (cf)7837 100-year WSEL Proposed 4976.16 100-year WSEL Installed 4975.93 Detention Pond 4 Contour Elevation (Y-values) Contour Area Incremental Volume Total Volume ft2 ft3 ft3 4,974.00 17 0 0 4,974.20 255 23 23 4,974.40 552 79 101 4,974.60 772 132 233 4,974.80 937 171 403 4,975.00 1032 197 600 4,975.20 1093 212 812 100-year Volume Required (cf)789 100-year WSEL Proposed 4975.13 100-year WSEL Installed 4975.18 SCHRADER PROPANE OFFICES SHEET NO: D: \ P R O J E C T S \ 1 4 6 - 0 1 1 \ D R A I N A G E \ D R N G C E R T \ 1 4 6 - 0 1 1 _ S T A G E S T O R A G E . D W G ISSUED:DRAWING REFERENCE: RECORD DRAWING POND STORAGE DRAINAGE CERTIFICATION S. THOMAS 1in=30ft AUGUST 3, 2018 N/A DRAWN BY: SCALE: ISSUED: ( IN FEET ) 0 1 INCH = 30 FEET 30 30 FORT COLLINS: 301 North Howes Street, Suite 100, 80521 GREELEY: 820 8th Street, 80631 E N G I N E E R N GI EHTRON R N 970.221.4158 northernengineering.com Stormwater Facility Name: Facility Location & Jurisdiction: User (Input) Watershed Characteristics User Defined User Defined User Defined User Defined Watershed Slope =0.005 ft/ft Stage [ft]Area [ft^2]Stage [ft]Discharge [cfs] Watershed Length-to-Width Ratio =2.00 L:W 0.00 14 0.00 0.00 Watershed Area =0.86 acres 0.20 372 0.20 0.03 Watershed Imperviousness =52.0%percent 0.40 1,031 0.40 0.05 Percentage Hydrologic Soil Group A =percent 0.60 1,354 0.60 0.06 Percentage Hydrologic Soil Group B =percent 0.80 1,424 0.80 0.07 Percentage Hydrologic Soil Groups C/D =100.0%percent 1.00 1,478 1.00 0.08 1.20 1,533 1.20 0.08 1.40 1,617 1.40 0.09 1.60 2,044 1.60 0.10 1.80 3,281 1.80 0.10 User Input: Detention Basin Characteristics 2.00 5,264 2.00 0.11 WQCV Design Drain Time =12.00 hours 2.20 7,627 2.20 0.11 2.40 9,980 2.40 0.12 2.60 12,663 2.60 0.12 2.80 15,532 2.80 0.13 After completing and printing this worksheet to a pdf, go to: https://maperture.digitaldataservices.com/gvh/?viewer=cswdif, create a new stormwater facility, and attach the pdf of this worksheet to that record. Routed Hydrograph Results Design Storm Return Period =WQCV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year Two-Hour Rainfall Depth =0.53 0.98 1.36 1.71 2.31 2.91 3.67 in Calculated Runoff Volume =0.012 0.035 0.059 0.082 0.125 0.165 0.220 acre-ft OPTIONAL Override Runoff Volume =acre-ft Inflow Hydrograph Volume =0.012 0.034 0.058 0.081 0.125 0.164 0.219 acre-ft Time to Drain 97% of Inflow Volume =3 7 10 12 16 20 25 hours Time to Drain 99% of Inflow Volume =3 7 10 12 17 21 26 hours Maximum Ponding Depth =0.49 1.06 1.61 1.90 2.20 2.39 2.60 ft Maximum Ponded Area =0.027 0.034 0.048 0.098 0.174 0.225 0.289 acres Maximum Volume Stored =0.006 0.024 0.046 0.066 0.106 0.143 0.197 acre-ft Workbook Protected Worksheet Protected Stormwater Detention and Infiltration Design Data Sheet Schrader Propane Offices Combined Ponds 1, 2, 3 Fort Collins, CO Schrader Pond 1 2 3 - State Statute Compliance .xlsm, Design Data 8/3/2018, 4:51 PM Doing_Clear_Formatting =Yes CountA=1 0 1 2 3 #N/A #N/A 0 1 2 3 #N/A #N/A Check Data Set 1 Check Data Set 1 Area Discharge Stormwater Detention and Infiltration Design Data Sheet 0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 0.1 1 10 FL O W [ c f s ] TIME [hr] 100YR IN 100YR OUT 50YR IN 50YR OUT 25YR IN 25YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT WQCV IN WQCV OUT 0 0.5 1 1.5 2 2.5 3 0.1 1 10 100 PO N D I N G D E P T H [ f t ] DRAIN TIME [hr] 100YR 50YR 25YR 10YR 5YR 2YR WQCV Schrader Pond 1 2 3 - State Statute Compliance .xlsm, Design Data 8/3/2018, 4:51 PM Stormwater Facility Name: Facility Location & Jurisdiction: User (Input) Watershed Characteristics User Defined User Defined User Defined User Defined Watershed Slope =0.005 ft/ft Stage [ft]Area [ft^2]Stage [ft]Discharge [cfs] Watershed Length-to-Width Ratio =4.50 L:W 0.00 17 0.00 0.00 Watershed Area =0.11 acres 0.20 255 0.20 0.03 Watershed Imperviousness =65.0%percent 0.40 552 0.40 0.05 Percentage Hydrologic Soil Group A =percent 0.60 772 0.60 0.06 Percentage Hydrologic Soil Group B =percent 0.80 937 0.80 0.07 Percentage Hydrologic Soil Groups C/D =100.0%percent 1.00 1,032 1.00 0.08 1.20 1,093 1.20 0.09 User Input: Detention Basin Characteristics WQCV Design Drain Time =12.00 hours After completing and printing this worksheet to a pdf, go to: https://maperture.digitaldataservices.com/gvh/?viewer=cswdif, create a new stormwater facility, and attach the pdf of this worksheet to that record. Routed Hydrograph Results Design Storm Return Period =WQCV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year Two-Hour Rainfall Depth =0.53 0.98 1.36 1.71 2.31 2.91 3.67 in Calculated Runoff Volume =0.002 0.006 0.009 0.012 0.018 0.023 0.030 acre-ft OPTIONAL Override Runoff Volume =acre-ft Inflow Hydrograph Volume =0.001 0.005 0.009 0.012 0.017 0.022 0.030 acre-ft Time to Drain 97% of Inflow Volume =2 2 3 3 4 5 6 hours Time to Drain 99% of Inflow Volume =2 2 3 3 4 5 6 hours Maximum Ponding Depth =0.10 0.30 0.47 0.58 0.79 0.95 1.20 ft Maximum Ponded Area =0.003 0.009 0.014 0.017 0.021 0.023 0.025 acres Maximum Volume Stored =0.000 0.001 0.003 0.005 0.009 0.013 0.019 acre-ft Stormwater Detention and Infiltration Design Data Sheet Schrader Propane Offices Pond 4 Fort Collins, CO Workbook Protected Worksheet Protected Schrader Pond 4 - State Statute Compliance .xlsm, Design Data 8/22/2018, 11:55 AM Doing_Clear_Formatting =Yes CountA=1 0 1 2 3 #N/A #N/A 0 1 2 3 #N/A #N/A Check Data Set 1 Check Data Set 1 Stormwater Detention and Infiltration Design Data Sheet Area Discharge 0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4 0.45 0.5 0.1 1 10 FL O W [ c f s ] TIME [hr] 100YR IN 100YR OUT 50YR IN 50YR OUT 25YR IN 25YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT WQCV IN WQCV OUT 0 0.2 0.4 0.6 0.8 1 1.2 1.4 0.1 1 10 100 PO N D I N G D E P T H [ f t ] DRAIN TIME [hr] 100YR 50YR 25YR 10YR 5YR 2YR WQCV Schrader Pond 4 - State Statute Compliance .xlsm, Design Data 8/22/2018, 11:55 AM W W W W W W W W W W W W W W W X X X X X X X X X X X X X X X X X X X X X X T T 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 E E E E E E E E E E E E E E EE CT V CT V CT V CTV CT V CT V CT V CT V CT V CT V CT V CT V CT V CT V CT V T T T T T T T T T T T T T T SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE EL E C S S HYD H2O T T C VAULT ELEC VAULT ELEC W MW H2O MW MWMW EELEC BRKR ELEC BRKR S W RE D C E D A R C I R C L E EXISTING 75' TRANSMISSION EASEMENT AL L E Y ( 2 0 ' W I D E A S P H A L T ) EVERGREEN PARK REPLAT 1, LOT 6, BLOCK 4 OWNER: DENNIS SMILIE EVERGREEN PARK REPLAT 1, LOT 5, BLOCK 4 OWNER: JERALD RUSSELL EVERGREEN PARK REPLAT 1, LOT 4, BLOCK 4 OWNER: JERALD RUSSELL EVERGREEN PARK REPLAT 1, LOT 3, BLOCK 4 OWNER: JERALD RUSSELL EVERGREEN PARK REPLAT LOT 17, BLOCK 3 OWNER: PETER SHERMAN EVERGREEN PARK REPLAT LOT 14, BLOCK 3 OWNER: SCHRADER PROPANE CO OWNER: RULON PAUL BURGER INN PUD OWNER: WESTERN STATES BANK N:137303.74 E:195116.70 FND NAIL AND BRASS TAG, LS 14823 N:137300.99 E:195416.49 FND #4 REBAR NO CAP, BENT N:137542.86 E:195119.39 FND NAIL AND BRASS TAG, LS 14823 N:137539.93 E:195419.32 FND #4 REBAR W/ 1" OPC ILLEGIBLE EXISTING 8" SANITARY SEWER EXISTING FIRE HYDRANT EXISTING 8" SANITARY SEWER EXISTING SANITARY SEWER MANHOLE EXISTING OVERHEAD ELECTRIC EXISTING WATERLINE EXISTING 8" WATERLINE WET TAP WATER SERVICE TO EXISTING WATERLINE WITH TAPPING SADDLE TAP SANITARY SERVICE WITH INSERTATEE PROPOSED CURB STOP AND METER PIT 3 4" WATER SERVICE 4" SANITARY SERVICE WITH CLEANOUT @ 2% TO SANITARY SEWER MAIN PROPOSED OUTFALL w/ ORIFICE PLATE 20' EMERGENCY ACCESS EASEMENT 2' CONCRETE PAN PROPOSED INLET STORM INLET AND WATER QUALITY WEIR STORMTECH UNDERGROUND WATER QUALITY CHAMBERS SEE SHEET SG1 STORM JUNCTION AND WATER QUALITY WEIR PROPOSED INLET PROPOSED SAWCUT GRAVEL YARD CONCRETE DRIVE CONCRETE DRIVE 5' W A L K 5' W A L K 5.5' WALK PROPOSED FENCE AND LOTLINE PROPOSED 9' UTILITY EASEMENT PROPOSED 8' UTILITY EASEMENT EVERGREEN PARK FIFTH FILING LOT 2 EVERGREEN PARK FIFTH FILING LOT 1 63' PROPOSED ROW PROPOSED 3' ADDITIONAL ROW DEDICATED PROPOSED 3' ADDITIONAL ROW DEDICATED PROPOSED TRENCH DRAIN PROPOSED OUTFALL w/ ORIFICE PLATE STORM DRAIN A SEE SHEET ST1 STORM DRAIN B SEE SHEET ST2 APPROX. LOCATION OF PRIVATE GASLINE SERVICE ROUTING N:137386.87 E:195117.63 PROPOSED PROPERTY CORNER. PIN TO BE SET N:137383.97 E:195414.54 PROPOSED PROPERTY CORNER. PIN TO BE SET PROPOSED DROP STRUCTURE W/ SEDIMENTATION SUMP AND HEADWALL PROPOSED JUNCTION 2' CONCRETE PAN Sheet Of 19 Sheets SC H R A D E R P R O P A N E O F F I C E 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 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 ( IN FEET ) 0 1 INCH = 20 FEET 20 20 40 60 EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: 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.ALL WATER AND SEWER CONSTRUCTION SHALL BE PER THE CITY OF FORT COLLINS UTILITIES SPECIFICATIONS LATEST EDITION. 3.ALL WATER FITTINGS AND VALVES ARE ONLY GRAPHICALLY REPRESENTED AND ARE NOT TO SCALE. 4.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. 5.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER MAINS, WATER MAINS AND SERVICES. 6.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION. 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. 8.MINIMUM COVER OF 4.5' SHALL BE MAINTAINED THROUGHOUT THE WATERLINE AND SERVICE LINE INSTALLATION. MAXIMUM ALLOWED COVER SHALL BE 6' UNLESS SPECIFICALLY APPROVED BY THE CITY. EXISTING STORM SEWER EXISTING ELECTRIC EXISTING TELEPHONE EXISTING GAS EXISTING ELECTRIC METER EXISTING WATER METER EXISTING IRRIGATION BOX EXISTING POWER POLE EXISTING TELEPHONE PEDESTAL EXISTING TREES EXISTING SANITARY SEWER PROPOSED STORM INLET EXISTING LIGHT POLE PROPOSED CURB & GUTTER PROPOSED SANITARY SEWER PROPOSED FIRE HYDRANT EXISTING FIRE HYDRANT PROPOSED LOTLINE EASEMENT LINE PROPERTY BOUNDARY SPROPOSED 4" SEWER SERVICE PROPOSED 3/4" WATER SERVICE EXISTING GAS METER W U1 UT I L I T Y P L A N 05 CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what's below. before you dig.Call R 1 1 2 REC O R D D R A W I N G W W W W W W W W W W X X X X X X X X X X X X X X X X X X X X X X T T E E E E E E E E E E E E E E E E E E E E E CT V CT V CT V CTV CT V CT V CT V CT V CT V CT V CT V CT V T T T T T T T T T T SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS EL E C S T C VAULT ELEC VAULT ELEC MW MWMW EELEC BRKR ELEC BRKR S W DETENTION POND 1 100-YR WSEL: 4976.16 DETENTION POND 3 100-YR WSEL: 4976.16 SEE ABOVE DETAIL 18" VERTICAL CATCH CURB PROPOSED 8" ACO TRENCH DRAIN PROPOSED 2' CONCRETE PAN RE D C E D A R C I R C L E AL L E Y ( 2 0 ' W I D E A S P H A L T ) EVERGREEN PARK REPLAT 1, LOT 5, BLOCK 4 OWNER: JERALD RUSSELL EVERGREEN PARK REPLAT 1, LOT 4, BLOCK 4 OWNER: JERALD RUSSELL EVERGREEN PARK REPLAT LOT 14, BLOCK 3 OWNER: SCHRADER PROPANE CO BURGER INN PUD OWNER: WESTERN STATES BANK N:137542.86 E:195119.39 FND NAIL AND BRASS TAG, LS 14823 N:137539.93 E:195419.32 FND #4 REBAR W/ 1" OPC ILLEGIBLE EXISTING RIGHT OF WAY LINE PROPOSED 8' UTILITY EASEMENT DETENTION POND 4 OUTFALL TO CURBLINE WITH SIDEWALK CHASE SEE DETAIL 104 SHEET D1 PROPOSED INLET 20' EMERGENCY ACCESS EASEMENT DETENTION POND 2 100-YR WSEL: 4976.16 STORMTECH UNDERGROUND WATER QUALITY CHAMBERS SEE SHEET SG1 STORM JUNCTION AND WATER QUALITY WEIR PROPOSED INLET WITH WATER QUALITY WEIR PROPOSED INLET 18" VERTICAL SPILL CURB 18" VERTICAL CATCH CURB FFE=77.83 FFE=77.83 EVERGREEN PARK FIFTH FILING LOT 2 EVERGREEN PARK FIFTH FILING LOT 1 PROPOSED ADDITIONAL 3' ROW DEDICATION PROPOSED 9' UTILITY EASEMENT DETENTION POND 3 OUTFALL TO CURBLINE WITH SIDEWALK CHASE SEE DETAIL 104 SHEET D1 ZERO CURB WITH APRON RUNDOWN SEE DETAIL 100 ON THIS SHEET AA AA STORM DRAIN A SEE SHEET ST1 STORM DRAIN B SEE SHEET ST2 PROPOSED RETAINING WALL. SEE SITE PLAN BY WG ARCHITECTS FOR DETAILS DETENTION POND 4 100-YR WSEL: 4975.13 SEE ABOVE DETAIL RETAINING CURB SEE DETAIL ON SHEET D6 PROPOSED 2' CONCRETE PAN PROPOSED NYLOPLAST JUNCTION SIDEWALK CHASE TRENCH DRAIN EMERGENCY ACCESS EASEMENT UTILITY EASEMENT WA L K WA L K RE D C E D A R C I R C L E AA DETENTION POND 4 100-YR WSEL: 4975.13 W/ 1" OPC ILLEGIBLE DETENTION POND 3 100-YR WSEL: 4976.14 Sheet Of 19 Sheets SC H R A D E R P R O P A N E O F F I C E 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 LEGEND: PROPOSED CONTOUR EXISTING STORM SEWER PROPOSED STORM SEWER PROPOSED SWALE EXISTING CONTOUR PROPOSED CURB AND GUTTER PROPERTY BOUNDARY PROPOSED SPOT ELEVATION PROPOSED SLOPES 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 FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION. 3.ALL PROJECT DATA IS ON THE CITY OF FORT COLLINS VERTICAL DATUM; NAVD88. SEE COVER SHEET FOR BENCHMARK REFERENCE. NOTES: PROPOSED STORM INLET PEDESTRIAN ACCESS RAMPS EXISTING SPOT ELEVATION PROPOSED LOT LINE PROPOSED CONCRETE CROSS PAN (TYP.) EXISTING RIGHT OF WAY PROPOSED RIGHT OF WAY POROUS PAVERS GRAVEL PARKING 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 G1 GR A D I N G P L A N ---- GRADING AT DRIVEWAY ENTRANCE ( IN FEET ) 0 1 INCH = 20 FEET 20 20 40 60 DETENTION POND AND RETAINING WALL GRADING 1 1 1 2 REC O R D D R A W I N G SW E E E E E E E E E E E E E E E E E E E E E E E E E E MW DETENTION POND 3 100-YR WSEL: 4976.03 PROPOSED RETAINING WALL EMERGENCY OVERFLOW AROUND CORNER THROUGH PARKING LOT EXISTING RIGHT OF WAY LINE 18" VERTICAL SPILL CURB 18" VERTICAL CATCH CURB DETENTION POND OUTFALL TO CURBLINE WITH SIDEWALK CHASE SEE DTL 104 SHEET D1 BASIN B4 INV. IN=4973.51 (N) INV. IN=4973.51 (W) INV. OUT=4973.51 (E) INV. OUT=4973.51 (S) FG=4976.72 JUNCTION A5 INV. IN=4973.38 (W) INV. IN=4973.38 (N) INV. OUT=4973.38 (E) FG=4976.38 JUNCTION B3 INV. IN=4973.51 (W) INV. OUT=4973.51 (E) INV. OUT=4973.51 (S) FG=4976.70 MONITERING WELL U2 INV. OUT=4973.48 (S) FG=4976.63 OUTFALL INLET A2 (WQ WEIR) INV. IN=4973.36 (S) INV. IN=4973.36 (W) INV. OUT=4973.36 (E) FG=4976.31 BASIN B2 w_WQ WEIR INV. IN=4973.50 (W) INV. OUT=4973.50 (S) INV. OUT=4973.74 (E) FG=4976.68 BASIN A6 INV. IN=4973.38 (W) INV. IN=4973.38 (N) INV. OUT=4973.38 (E) FG=4976.40 BASIN A4 INV. IN=4973.38 (W) INV. IN=4973.38 (N) INV. OUT=4973.38 (E) FG=4976.36 FES A1 INV. IN=4973.33 (W) FG=4973.33 14 . 6 4 L F 1 2 " H D P E @ 0 . 2 0 % 2.08 LF 12" HDPE @ 0.20% 5.48 LF 12" HDPE @ 0.20% 2.08 LF 12" HDPE @ 0.20% 2.08 LF 12" HDPE @ 0.20% 2.08 LF 12" HDPE @ 0.20% 2.08 LF 12" HDPE @ 0.20% 56.53 LF 6" PERFORATED HDPE @ 0.20% 8 - SC-160 STORMTECH CHAMBERS @ 0.20% INSTALLED INSPECTION PORT 8 - SC-160 STORMTECH CHAMBERS @ 0.20% 8 - SC-160 STORMTECH CHAMBERS @ 0.20% 8 - SC-160 STORMTECH CHAMBERS @ 0.20% EDGE OF SUBGRADE JUNCTION B4-1 INV. OUT=4973.51 (E) INV. OUT=4973.51 (S) FG=4976.74 JUNCTION A3 INV. IN=4973.37 (W) INV. IN=4973.37 (N) INV. OUT=4973.37 (E) FG=4976.34 FES B1 INV. IN=4973.70 (W) FG=4973.70 18.00 LF 12" HDPE @ 0.20% STORM DRAIN B SEE SHEET ST2 STORM DRAIN A SEE SHEET ST1 SG SG SG SG SGSG 2.08 LF 12" HDPE @ 0.20% 5' SIDEWALK INFALL INLET A2 (WQ WEIR) INV. IN=4973.36 (W) WEIR ELEV=4973.36 (N) FG=4976.28 INLET A2 w/ WATER QUALITY WEIR SEE DTL 103 SHEET D1 STMH B2 w/ WATER QUALITY WIER SEE DTL 302 SHEET D3 INSTALLED INSPECTION PORT PROPOSED RETAINING WALL FOOTER 3.62 LF 6" HDPE @ 0.20% BEND U1 INV. IN=4973.37 (N) INV. OUT=4973.37 (E) FG=4976.34 Sheet Of 19 Sheets SC H R A D E R P R O P A N E O F F I C E 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 SG1 SU B G R A D E P L A N ---- KEYMAP X X X E E E SG1 ( IN FEET ) 0 1 INCH = 5 FEET 5 5 10 15 PROPOSED RIGHT-OF-WAY EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: 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.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER MAINS, WATER MAINS, AND SERVICES. 3.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. 4.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. ALTERNATES (SUCH AS ADS N-12 OR HP SANITITE) OUTSIDE OF THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE). 5.MANHOLE DIAMETERS SHOWN ARE THE MINIMUM SIZE PER CITY STANDARD DETAIL D-3. CONTRACTOR SHALL SHALL CONFIRM THAT MANHOLE DIAMETERS ARE SUFFICIENT FOR THEIR PROPOSED METHODS OF INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES, ETC.). 6.ALL RECOMMENDATIONS OF THE "FINAL DRAINAGE AND EROSION CONTROL REPORT FOR SCHRADER PROPANE OFFICES BY NORTHERN ENGINEERING, DATED November 9, 2017, SHALL BE FOLLOWED AND IMPLEMENTED. W G T EXISTING STORM SEWER EXISTING TELEPHONE EXISTING GAS EXISTING SANITARY SEWER SS PROPOSED CURB & GUTTER PROPOSED SANITARY SEWER PROPOSED LOTLINE EASEMENT LINE PROPERTY BOUNDARY EEXISTING ELECTRIC PROPOSED STORM INLET CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what's below. before you dig.Call R 1 REC O R D D R A W I N G S W W W W W W W W W W X X X X X X X T T E E E E E E E E E E E E E E E E E E CT V CT V CTV CT V CT V CT V CT V CT V CT V CT V T T T T T T T T T SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS T C VAULT ELEC MW MWMW FES A1 STA 10+00.00 N: 137401.46 E: 195395.94 14.64 LF 12" HDPE @ 0.20% OUTFALL INLET A2 (WQ WEIR) STA 10+14.64 N: 137401.62 E: 195381.30 INFALL INLET A2 (WQ WEIR) STA 10+19.30 N: 137396.96 E: 195381.25 5.48 LF 12" HDPE @ 0.20% JUNCTION A3 STA 10+24.78 N: 137398.10 E: 195375.89 2.08 LF 12" HDPE @ 0.20% BASIN A4 STA 10+26.86 N: 137398.12 E: 195373.812.08 LF 12" HDPE @ 0.20% JUNCTION A5 STA 10+28.94 N: 137398.14 E: 195371.73 2.08 LF 12" HDPE @ 0.20% BASIN A6 STA 10+31.03 N: 137398.16 E: 195369.64 69.73 LF 12" HDPE @ 0.20% INLET A7 STA 11+00.76 N: 137398.84 E: 195299.92 14.86 LF 12" HDPE @ 0.20% HEADWALL A9/INLET STRUCTURE STA 12+10.60 N: 137389.37 E: 195194.33 PROPOSED CONCRETE PAN DETENTION POND 1 DETENTION POND 3 DETENTION POND 4 AL L E Y ( 2 0 ' W I D E A S P H A L T ) OWNER: WESTERN STATES BANK DETENTION POND 2 EVERGREEN PARK FIFTH FILING LOT 2 EVERGREEN PARK FIFTH FILING LOT 1 STORM DRAIN B SEE SHEET ST2 STORMTECH CHAMBERS SEE SHEET SG1 RE D C E D A R C I R C L E PROPOSED DETENTION POND OUTFALL SEE DETAIL 104 SHEET D1 74.9 8FL 75.4 4 FL 94.98 LF 12" HDPE @ 0.20% JUNCTION A8 STA 11+15.61 N: 137388.44 E: 195289.31 4960 4965 4970 4975 4980 4985 4990 4995 4960 4965 4970 4975 4980 4985 4990 4995 9+5010+0011+0012+0012+50 JU N C T I O N A 5 ST A 1 0 + 2 8 . 9 4 IN V . 4 9 7 3 . 3 8 ( W ) IN V . 4 9 7 3 . 3 8 ( N ) IN V . 4 9 7 3 . 3 8 ( E ) IN F A L L I N L E T A 2 ( W Q W E I R ) ST A 1 0 + 1 9 . 3 0 RI M 4 9 7 6 . 3 ± IN V . I N 4 9 7 3 . 3 6 ( W ) WE I R E L E V 4 9 7 3 . 3 6 ( N ) OU T F A L L I N L E T A 2 ( W Q W E I R ) ST A 1 0 + 1 4 . 6 4 RI M 4 9 7 6 . 3 ± IN V . I N 4 9 7 3 . 3 6 ( S ) IN V . I N 4 9 7 3 . 3 6 ( W ) IN V . O U T 4 9 7 3 . 3 6 ( E ) 14.64 LF 12" HDPE @ 0.20% 5.48 LF 12" HDPE @ 0.20% BA S I N A 4 ST A 1 0 + 2 6 . 8 6 RI M 4 9 7 6 . 4 ± IN V . I N 4 9 7 3 . 3 8 ( W ) IN V . I N 4 9 7 3 . 3 8 ( N ) IN V . O U T 4 9 7 3 . 3 8 ( E ) 2.08 LF 12" HDPE @ 0.20%2.08 LF 12" HDPE @ 0.20% 2.08 LF 12" HDPE @ 0.20% BA S I N A 6 ST A 1 0 + 3 1 . 0 3 RI M 4 9 7 6 . 4 ± IN V . I N 4 9 7 3 . 3 8 ( W ) IN V . I N 4 9 7 3 . 3 8 ( N ) IN V . O U T 4 9 7 3 . 3 8 ( E ) 69.73 LF 12" HDPE @ 0.20% IN L E T A 7 ST A 1 1 + 0 0 . 7 6 FL . E L 4 9 7 5 . 6 ± IN V . I N 4 9 7 3 . 5 2 ( S W ) IN V . O U T 4 9 7 3 . 5 2 ( E ) HE A D W A L L A 9 ST A 1 2 + 1 0 . 6 0 RI M 4 9 7 4 . 9 ± IN V . O U T 4 9 7 3 . 7 4 ( E ) SU M P 2 . 5 ' FE S A 1 ST A 1 0 + 0 0 . 0 0 IN V . 4 9 7 3 . 3 3 ( W ) 14.86 LF 12" HDPE @ 0.20% EXISTING GROUND PROPOSED GRADE JU N C T I O N A 3 ST A 1 0 + 2 4 . 7 8 IN V . 4 9 7 3 . 3 7 ( W ) IN V . 4 9 7 3 . 3 7 ( N ) IN V . 4 9 7 3 . 3 7 ( E ) CONCRETE PAN 100-YR HGL JU N C T I O N A 8 ST A 1 1 + 1 5 . 6 1 RI M 4 9 7 6 . 6 ± IN V . I N 4 9 7 3 . 5 5 ( W ) IN V . O U T 4 9 7 3 . 5 5 ( N E ) 94.98 LF 12" HDPE @ 0.20% Sheet Of 19 Sheets SC H R A D E R P R O P A N E O F F I C E 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 PROPOSED RIGHT-OF-WAY EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: 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.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER MAINS, WATER MAINS, AND SERVICES. 3.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. 4.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. ALTERNATES (SUCH AS ADS N-12 OR HP SANITITE) OUTSIDE OF THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE). 5.MANHOLE DIAMETERS SHOWN ARE THE MINIMUM SIZE PER CITY STANDARD DETAIL D-3. CONTRACTOR SHALL SHALL CONFIRM THAT MANHOLE DIAMETERS ARE SUFFICIENT FOR THEIR PROPOSED METHODS OF INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES, ETC.). 6.ALL RECOMMENDATIONS OF THE "FINAL DRAINAGE AND EROSION CONTROL REPORT FOR SCHRADER PROPANE OFFICES BY NORTHERN ENGINEERING, DATED November 9, 2017, SHALL BE FOLLOWED AND IMPLEMENTED. W G T EXISTING STORM SEWER EXISTING TELEPHONE EXISTING GAS EXISTING SANITARY SEWER SS PROPOSED CURB & GUTTER PROPOSED SANITARY SEWER PROPOSED LOTLINE EASEMENT LINE PROPERTY BOUNDARY EEXISTING ELECTRIC PROPOSED STORM INLET 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 ST1 PL A N A N D P R O F I L E ST O R M D R A I N L I N E A ---- ( IN FEET ) 0 1 INCH = 20 FEET 20 20 40 60 STORM LINE A (PRIVATE) PROFILE SCALE: KEYMAP X X X E E E //////////////////// STM A-ST1 STM B-ST2 TRENCH DRAIN NOTE: STORM LINE A TRENCH DRAIN TO BE ACO POWERDRAIN S300K SLOPED PARTS 1 THROUGH 29, OR APPROVED EQUAL. TRENCH DRAIN GRATE SHALL BE CHOSEN BASED ON H-20 LOADING AND MINIMAL SLOT OPENING TO PREVENT GRAVEL MIGRATION. JUNCTION A8 TO BE 18" NYLOPLAST BASIN W/ SOLID COVER. 1 1 1 1 2 REC O R D D R A W I N G S W W W W W W W W X X X X X X T T E E E E E E SS SS SS SS SS SS SS EL E C S VAULT ELEC MW EELEC BRKR ELEC BRKR FES B1 STA 10+01.35 N: 137462.86 E: 195394.53 18.00 LF 12" HDPE @ 0.20% BASIN B2 w_WQ WEIR STA 10+19.35 N: 137463.06 E: 195376.53 2.08 LF 12" HDPE @ 0.20% JUNCTION B3 STA 10+21.43 N: 137463.08 E: 195374.45 2.08 LF 12" HDPE @ 0.20% BASIN B4 STA 10+23.52 N: 137463.10 E: 195372.36 2.08 LF 12" HDPE @ 0.20% JUNCTION B4-1 STA 10+23.78 N: 137463.12 E: 195370.28 63 . 8 9 L F 1 2 " H D P E @ 0 . 2 0 % INLET B5 STA 10+87.66 N: 137526.63 E: 195365.53 DETENTION POND 4 RE D C E D A R C I R C L E EVERGREEN PARK REPLAT LOT 14, BLOCK 3 OWNER: SCHRADER PROPANE CO DETENTION POND 3 STORMTECH CHAMBERS SEE SHEET SG1 PROPOSED TRENCH DRAIN SEE NOTE 3 4" WATER SERVICE 4" SANITARY SERVICE 4960 4965 4970 4975 4980 4985 4990 4995 4960 4965 4970 4975 4980 4985 4990 4995 9+7510+0011+0011+25 FE S B 1 ST A 1 0 + 0 2 . 0 4 IN V . 4 9 7 3 . 7 0 ( W ) 18.00 LF 12" HDPE @ 0.20% BA S I N B 2 w _ W Q W E I R ST A 1 0 + 1 4 . 6 4 RI M 4 9 7 6 . 7 ± IN V . I N 4 9 7 3 . 5 0 ( W ) IN V . O U T 4 9 7 3 . 5 0 ( S ) IN V . O U T 4 9 7 3 . 7 4 ( E ) JU N C T I O N B 3 ST A 1 0 + 1 4 . 6 4 IN V . 4 9 7 3 . 5 1 ( W ) IN V . 4 9 7 3 . 5 1 ( E ) IN V . 4 9 7 3 . 5 1 ( S ) 2.08 LF 12" HDPE @ 0.20%2.08 LF 12" HDPE @ 0.20% 63.89 LF 12" HDPE @ 0.20% BA S I N B 4 ST A 1 0 + 1 4 . 6 4 RI M 4 9 7 6 . 7 ± IN V . I N 4 9 7 3 . 5 1 ( N ) IN V . I N 4 9 7 3 . 5 1 ( W ) IN V . O U T 4 9 7 3 . 5 1 ( E ) IN V . O U T 4 9 7 3 . 5 1 ( S ) IN L E T B 5 ST A 1 0 + 1 4 . 6 4 RI M 4 9 7 6 . 3 ± IN V . O U T 4 9 7 3 . 6 4 ( S ) EXISTING GROUND PROPOSED GRADE 100-YR HGL Sheet Of 19 Sheets SC H R A D E R P R O P A N E O F F I C E 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 PROPOSED RIGHT-OF-WAY EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: 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.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER MAINS, WATER MAINS, AND SERVICES. 3.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. 4.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. ALTERNATES (SUCH AS ADS N-12 OR HP SANITITE) OUTSIDE OF THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE). 5.MANHOLE DIAMETERS SHOWN ARE THE MINIMUM SIZE PER CITY STANDARD DETAIL D-3. CONTRACTOR SHALL SHALL CONFIRM THAT MANHOLE DIAMETERS ARE SUFFICIENT FOR THEIR PROPOSED METHODS OF INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES, ETC.). 6.ALL RECOMMENDATIONS OF THE "FINAL DRAINAGE AND EROSION CONTROL REPORT FOR SCHRADER PROPANE OFFICES BY NORTHERN ENGINEERING, DATED November 9, 2017, SHALL BE FOLLOWED AND IMPLEMENTED. W G T EXISTING STORM SEWER EXISTING TELEPHONE EXISTING GAS EXISTING SANITARY SEWER SS PROPOSED CURB & GUTTER PROPOSED SANITARY SEWER PROPOSED LOTLINE EASEMENT LINE PROPERTY BOUNDARY EEXISTING ELECTRIC PROPOSED STORM INLET ST2 PL A N A N D P R O F I L E ST O R M D R A I N L I N E B ---- STORM LINE B (PRIVATE) PROFILE SCALE: CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what's below. before you dig.Call R ( IN FEET ) 0 1 INCH = 20 FEET 20 20 40 60 KEYMAP X X X E E E STM A-ST1 ////////// / / / / / / / / / / / / / / / / / / / / / / / / / STM B-ST2 TRENCH DRAIN NOTE: DRIVEWAY TRENCH DRAIN TO BE ACO POWERDRAIN S200K SLOPED PARTS 1 THROUGH 9, OR APPROVED EQUAL. 1 REC O R D D R A W I N G 8" 2.9' 8.67' 8" 3.50' 10' SEE AREA INLET DETAIL FOR REBAR LOCATION AND SIZE 8" 1.33' SEE CLOSE MESH GRATE DETAIL 4.33' 3.5'4.33' 10' 4.33' 4'4' 2" ALL AROUND 3' 8" 3.50' 3"3" 4 1 2" 3" 3" 8" 8" 3.00' SEE CLOSE MESH GRATE DETAIL 4'8"4'8" SECTION A-A SECTION B-B SECTION C-C GRATE: 4976.30 WATER QUALITY WEIR: 4974.69 INV BOX: 4973.36 RECESS FOR GRATING 8" #4 @ 12" CENTER (TYP.)SEE AREA INLET DETAIL FOR REBAR LOCATION AND SIZE 3' 8" 8" FLOWLINE CONCRETE CHASE RETAINING WALL/CURB SEE FORT COLLINS DETAIL D-10B ON SHEET D6 FOR TYPICAL CHASE CROSS SECTION AND REBAR LOCATION AND SIZEEXISTING FLOWLINE CURB & GUTTER 5' TYPICAL SIDEWALK SEE FORT COLLINS DETAIL D-10B ON SHEET D6 FOR STEEL PLATE INSTALLATION 6" HDPE OUTLET PIPE 2.0% ELEV. A ELEV. B ELEV. CELEV. D DETENTION POND 3 & 4 CURB CUT SEE FORT COLLINS DETAIL D-10B ON SHEET D6 SEE ORIFICE PLATE DETAIL 0.5% 6" SIDEWALK EXTENSION PER SIDEWALK CHASE DETAIL D-10B ON SHEET D6 6" SIDEWALK EXTENSION PER SIDEWALK CHASE DETAIL D-10B ON SHEET D6 CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what's below. before you dig.Call R AREA INLET DETAIL101 D1 DR A I N A G E D E T A I L S 2 INLET SCHEDULE105 MODIFIED CDOT TYPE C INLET WITH AREA INLET & WATER QUALITY WEIR (INLET A2)103 Sheet Of 19 Sheets SC H R A D E R P R O P A N E O F F I C E 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 INLET SCHEDULE Inlet ID Inlet Size Inlet Type Lid Type Inlet A2 Single CDOT Type C w/ Water Quality Weir N/A Inlet A7 18"Nyloplast Drain Basin Open Inlet B5 Single FC Combination Inlet w Vane Grate N/A Monitering Well U2 8"Nyloplast Drain Basin Closed DETENTION POND OUTFALL DETAIL (SECTION A-A)104 POND OUTFALL NUMBER 4 3 ELEV. A 4,975.30 4,976.20 ELEV. B 4,974.59 4,973.70 ELEV. C 4,974.00 4,973.25 ELEV. D (EXISTING)4,973.84 4,973.15 Orifice Opening Size (E)1.6-inch 1.6-inch 30" 15" 2. 3 7 5 " 31 " 8. 8 7 5 " 1.375" 1.375" 30"x31"x3/8" THK STEEL ORIFICE PLATE W/4-3/4" Ø BOLT HOLES LOCATED AS SHOWN. ORIFICE OPENING TO BE LOCATED AS SHOWN. FASTEN ORIFICE PLATE TO WALL W/4-5/8" DIA. GALV. STL. BOLTS. ORIFICE PLATE DETAIL ORIFICE OPENING (E) Ø (SEE TABLE) 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 1 REC O R D D R A W I N G 42.0" 36.0" 24.0" 9.0" 6.0" 6.0" DROP 6.0" CONCRETE PAN 6.0" 6.0" 60.0" 30.0" 9.0" 6.0" Reinforce w/ # 3 bar max 12" O.C. each way 2.5" clear Storm A 4973.74 TW 4974.86 ADD MANHOLE STEPS 12" SPACING 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 D3 DR A I N A G E D E T A I L S 1 CHK'DMM/DD/YYREV.DESCRIPTION BY 4640 TRUEMAN BLVD HILLIARD, OHIO 43026 NOTE: ALL DIMENSIONS ARE ± 1/2 FOOT. DRAWING NUMBER: NTS JLE 8/15/13 1 OF 1 3 REV. DRAWING NAME OR NUMBER TJR 01/28/16 4" FOR 12"-24" PIPE 6" FOR 30"-60" PIPE 6" MIN. COVER TO RIGID PAVEMENT, H MIN. COVER TO FLEXIBLE PAVEMENT, H RECOMMENDED MINIMUM TRENCH WIDTHS © 2016 ADS, INC MINIMUM RECOMMENDED COVER BASED ON VEHICLE LOADING CONDITIONS** * VEHICLES IN EXCESS OF 75T MAY REQUIRE ADDITIONAL COVER **SEE BACKFILL REQUIREMENTS IN NOTE 6. NOTES: 1. ALL PIPE SYSTEMS SHALL BE INSTALLED IN ACCORDANCE WITH ASTM D2321, "STANDARD PRACTICE FOR UNDERGROUND INSTALLATION OF THERMOPLASTIC PIPE FOR SEWERS AND OTHER GRAVITY FLOW APPLICATIONS", LATEST ADDITION 2. MEASURES SHOULD BE TAKEN TO PREVENT MIGRATION OF NATIVE FINES INTO BACKFILL MATERIAL, WHEN REQUIRED. 3. FOUNDATION: WHERE THE TRENCH BOTTOM IS UNSTABLE, THE CONTRACTOR SHALL EXCAVATE TO A DEPTH REQUIRED BY THE ENGINEER AND REPLACE WITH SUITABLE MATERIAL AS SPECIFIED BY THE ENGINEER. AS AN ALTERNATIVE AND AT THE DISCRETION OF THE DESIGN ENGINEER, THE TRENCH BOTTOM MAY BE STABILIZED USING A GEOTEXTILE MATERIAL. 4. BEDDING: SUITABLE MATERIAL SHALL BE CLASS I, II OR III. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL SPECIFICATION TO ENGINEER. UNLESS OTHERWISE NOTED BY THE ENGINEER, MINIMUM BEDDING THICKNESS SHALL BE 4" (100mm) FOR 4"-24" (100mm-600mm); 6" (150mm) FOR 30"-60" (750mm-1500mm). 5. INITIAL BACKFILL: SUITABLE MATERIAL SHALL BE CLASS I, II OR III IN THE PIPE ZONE EXTENDING NOT LESS THAN 6" ABOVE CROWN OF PIPE. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL SPECIFICATION TO ENGINEER. MATERIAL SHALL BE INSTALLED AS REQUIRED IN ASTM D2321, LATEST EDITION. 6. MINIMUM COVER: MINIMUM COVER, H, IN NON-TRAFFIC APPLICATIONS (GRASS OR LANDSCAPE AREAS) IS 12" FROM THE TOP OF PIPE TO GROUND SURFACE. ADDITIONAL COVER MAY BE REQUIRED TO PREVENT FLOTATION. FOR TRAFFIC APPLICATIONS, MINIMUM COVER, H, IS 12" UP TO 48" DIAMETER PIPE AND 24" OF COVER FOR 60" DIAMETER PIPE, MEASURED FROM TOP OF PIPE TO BOTTOM OF FLEXIBLE PAVEMENT OR TO TOP OF RIGID PAVEMENT. FOR TRAFFIC APPLICATIONS WITH LESS THAN FOUR FEET OF COVER, EMBEDMENT OF THE PIPE SHALL BE USING ONLY A CLASS I OR CLASS II BACKFILL. PIPE DIAM.MIN. TRENCH WIDTH 4"21" (100mm)(533mm) 6"23" (150mm)(584mm) 8"26" (200mm)(660mm) 10"28" (250mm)(711mm) 12"30" (300mm)(762mm) 15"34" (375mm)(864mm) 18"39" (450mm)(991mm) 24"48" (600mm)(1219mm) 30"56" (750mm)(1422mm) 36"64" (900mm)(1626mm) 42"72" (1050mm)(1829mm) 48"80" (1200mm)(2032mm) 60"96" (1500mm)(2438mm) SURFACE LIVE LOADING CONDITION PIPE DIAM.H-25 HEAVY CONSTRUCTION (75T AXLE LAOD) * 12" - 48"12" 48" (300mm - 1200mm)(305mm)(1219mm) 60"24" 60" (1500mm)(610mm)(1524mm) FINAL BACKFILL INITIAL BACKFILL HAUNCH BEDDING SUITABLE FOUNDATION SPRINGLINE MIN. TRENCH WIDTH (SEE TABLE) MAXIMUM RECOMMENDED COVER BASED ON VECHICLE LOADING CONDITIONS FILL HEIGHT TABLE GENERATED USING AASHTO SECTION 12, LOAD RESISTANCE FACTOR DESIGN (LRFD) PROCEDURE WITH THE FOLLOWING ASSUMPTIONS: NO HYDROSTATIC PRESSURE, UNIT WEIGHT OF SOIL (Ys) = 120 PCF PIPE DIAM. CLASS I CLASS II COMPACTED DUMPED 95%90% 4"34 16 23 16 (100mm)(10.4m)(4.9m)(7.0m)(4.9m) 6"40 19 27 19 (150mm)(12.2m)(5.8m)(8.2m)(5.8m) 8"30 14 21 14 (200mm)(9.1m)(4.3m)(6.4m)(4.3m) 10"34 16 23 16 (250mm)(10.4m)(4.9m)(7.0m)(4.9m) 12"35 17 24 17 (300mm)(10.7m)(5.2m)(7.3m)(5.2m) 15"37 18 25 18 (375mm)(11.3m)(5.5m)(7.6m)(5.5m) 18"32 15 22 15 (450mm)(9.8m)(4.6m)(6.7m)(4.6m) 24"27 13 19 13 (600mm)(8.2m)(4.0m)(5.8m)(4.0m) 30"22 11 16 11 (750mm)(6.7m)(3.4m)(4.9m)(3.4m) 36"26 12 18 12 (900mm)(7.9m)(3.7m)(5.5m)(3.7m) 42"24 11 17 11 (1050mm)(7.3m)(3.4m)(5.2m)(3.4m) 48"23 11 16 11 (1200mm)(7.0m)(3.4m)(4.9m)(3.4m) 60"26 12 18 12 (1500mm)(7.9m)(3.7m)(5.5m)(3.7m) REV E7001-110-111DWG NO.1 OF 1SHEET1:25SCALEDWG SIZE A 3130 VERONA AVE BUFORD, GA 30518 PHN (770) 932-2443 FAX (770) 932-2490 www.nyloplast-us.com DRAIN BASIN & INLINE DRAIN NON TRAFFIC INSTALLATION TITLE PROJECT NO./NAME MATERIAL DATE REVISED BY 9-30-99DATE CJADRAWN BYTHIS PRINT DISCLOSES SUBJECT MATTER IN WHICH NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT OR POSSESSION OF THIS PRINT DOES NOT CONFER, TRANSFER, OR LICENSE THE USE OF THE DESIGN OR TECHNICAL INFORMATION SHOWN HEREIN REPRODUCTION OF THIS PRINT OR ANY INFORMATION CONTAINED HEREIN, OR MANUFACTURE OF ANY ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN PERMISSION FROM NYLOPLAST. 03-11-16 NMH DRAIN BASIN INLINE DRAIN THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I, CLASS II, OR CLASS III MATERIAL AS DEFINED IN ASTM D2321. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. NON TRAFFIC INSTALLATION TOP SOIL GRATE/COVER TOP SOIL GRATE/COVER ® ©2011 NYLOPLAST 4" MIN ON 8" - 24" 6" MIN ON 30" THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I, CLASS II, OR CLASS III MATERIAL AS DEFINED IN ASTM D2321. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. 4" MIN EXTEND MIN. 6" INTO SUBGRADE 6" VARIES (REFER TO STORM DRAIN PLAN) INTEGRATED DUCTILE IRON FRAME & SOLID GRATE TO MATCH BASIN O.D. NOTES: 1 - GRATES/SOLID COVERS SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05 2 - FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05 3 - DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS SEE DRAWING NO. 7001-110-065 4 - PERFORATIONS SHOULD NOT BE ON OR WITHIN 1" OF ADAPTERS. 5 - HOLES SHOULD BE STAGGERED EVERY OTHER ROW, AS SHOWN. 6 - MIN. 90° SEPARATION BETWEEN HOLES (MAX. 4 HOLES PER ROW) 2" MIN Ø .375" MAX SIDE VIEW HOLE SIZE & LOCATION NTS ENLARGED TO SHOW DETAIL 6" THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS II MATERIAL AS DEFINED IN ASTM D2321. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE FOR GUIDELINE PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE DESIGNED TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS, TRAFFIC LOADING, & OTHER APPLICABLE DESIGN FACTORS. TOP 10" TO BE SOLID, WITHOUT PERFORATIONS 10" SOLID TOP NO PERFORATIONS WITHIN 1" OF ADAPTORS OPEN BOTTOM (NO BOTTOM CAP) 8" MIN. THICKNESS GUIDELINE 12" MIN WIDTH GUIDELINE 301 MONITORING WELL REV D7001-110-298DWG NO.1 OF 1SHEET1:40SCALEDWG SIZE A 3130 VERONA AVE BUFORD, GA 30518 PHN (770) 932-2443 FAX (770) 932-2490 www.nyloplast-us.com DRAIN BASIN WITH SOLID COVER QUICK SPEC INSTALLATION DETAIL TITLE PROJECT NO./NAME MATERIAL DATE REVISED BY 09-14-07DATE EBCDRAWN BY 03-11-16 NMH (5) ADAPTER ANGLES VARIABLE 0° - 360° ACCORDING TO PLANS 8" - 30" 8" MIN THICKNESS GUIDELINE (3) VARIABLE SUMP DEPTH ACCORDING TO PLANS (6" MIN. ON 8" - 24", 10" MIN. ON 30" BASED ON MANUFACTURING REQ.) 4" MIN ON 8" - 24" 6" MIN ON 30" MINIMUM PIPE BURIAL DEPTH PER PIPE MANUFACTURER RECOMMENDATION (MIN. MANUFACTURING REQ. SAME AS MIN. SUMP) (3) VARIABLE INVERT HEIGHTS AVAILABLE (ACCORDING TO PLANS/TAKE OFF) THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I, CLASS II, OR CLASS III MATERIAL AS DEFINED IN ASTM D2321. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. (4) VARIOUS TYPES OF INLET & OUTLET ADAPTERS AVAILABLE: 4" - 30" FOR CORRUGATED HDPE (ADS N-12/HANCOR DUAL WALL, ADS/HANCOR SINGLE WALL), N-12 HP, PVC SEWER (EX: SDR 35), PVC DWV (EX: SCH 40), PVC C900/C905, CORRUGATED & RIBBED PVC WATERTIGHT JOINT (CORRUGATED HDPE SHOWN) NYLOPLAST DRAIN BASIN WITH SOLID COVER (6, 7) TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE FOR GUIDELINE PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE DESIGNED TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS, TRAFFIC LOADING, & OTHER APPLICABLE DESIGN FACTORS. SEE DRAWING NO. 7001-110-111 FOR NON TRAFFIC INSTALLATION. (1, 2) INTEGRATED DUCTILE IRON FRAME & COVER TO MATCH BASIN O.D. THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT OR POSSESSION OF THIS PRINT DOES NOT CONFER, TRANSFER, OR LICENSE THE USE OF THE DESIGN OR TECHNICAL INFORMATION SHOWN HEREIN REPRODUCTION OF THIS PRINT OR ANY INFORMATION CONTAINED HEREIN, OR MANUFACTURE OF ANY ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN PERMISSION FROM NYLOPLAST. ® ©2013 NYLOPLAST 1 - 8" - 30" SOLID COVERS SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05. 2 - 12" - 30" FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05. 8" & 10" SOLID COVERS FIT DIRECTLY ONTO DRAIN BASINS WITH THE USE OF A PVC BODY TOP. SEE DRAWING NO. 7001-110-045. 3 - DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS. RISERS ARE NEEDED FOR BASINS OVER 84" DUE TO SHIPPING RESTRICTIONS. SEE DRAWING NO. 7001-110-065. 4 - DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212 FOR CORRUGATED HDPE (ADS N-12/HANCOR DUAL WALL), N-12 HP, & PVC SEWER (4" - 24"). 5 - ADAPTERS CAN BE MOUNTED ON ANY ANGLE 0° TO 360°. TO DETERMINE MINIMUM ANGLE BETWEEN ADAPTERS SEE DRAWING NO. 7001-110-012. 6 - 12" - 30" SOLID COVERS SHALL MEET H-20 LOAD RATING. 7 - 8" & 10" SOLID COVERS ARE RATED FOR LIGHT DUTY APPLICATIONS ONLY; NO CONCRETE COLLAR NEEDED FOR LIGHT DUTY RATING. 18" MIN WIDTH GUIDELINE 302 WATER QUALITY WEIR STRUCTURE 303 STORMTECH WEIR TABLE REV B7004-110-007DWG NO.1 OF 1SHEET1:16SCALEDWG SIZE A 3130 VERONA AVE BUFORD, GA 30518 PHN (770) 932-2443 FAX (770) 932-2490 www.nyloplast-us.com DRAIN BASIN WITH OUTLET WEIR FOR STORMTECH TITLE PROJECT NO./NAME MATERIAL DATE APPD BY 10-28-03DATE EBCDRAWN BYTHIS PRINT DISCLOSES SUBJECT MATTER IN WHICH NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT OR POSSESSION OF THIS PRINT DOES NOT CONFER, TRANSFER, OR LICENSE THE USE OF THE DESIGN OR TECHNICAL INFORMATION SHOWN HEREIN REPRODUCTION OF THIS PRINT OR ANY INFORMATION CONTAINED HEREIN, OR MANUFACTURE OF ANY ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN PERMISSION FROM NYLOPLAST. 10-28-03 CJA 4" - 24" INLET PIPE 3 OUTLET WEIR 18" - 30" DRAIN BASIN BODY 18" - 30" FRAME & SOLID COVER 1 2 6" - 24" OUTLET PIPE TO HEADER / MANIFOLD 12" - 24" OUTLET PIPE TO ISOLATOR ROW INLET PIPE 3 1 - INVERT ELEVATIONS & LOCATIONS TO BE DETERMINED BY ENGINEER 2 - HEIGHT OF WEIR TO BE DETERMINED BY ENGINEER 3 - WEIR CUSTOM MANUFACTURED WITH STAINLESS STEEL TO MEET OUTLET PIPE OPEN AREA SIDE SECTION VIEW TOP VIEW W/ FRAME & COVER REMOVED Sheet Of 19 Sheets SC H R A D E R P R O P A N E O F F I C E 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 WEIR SUMMARY TABLE WATER QUALITY STRUCTURE ID TYPE PIPE INVERT WEIR HEIGHT (FROM INVERT) WQ WEIR STMH A2 24" BASIN 4973.50 1.19' REV D7001-110-074DWG NO.1 OF 1SHEET1:6SCALEDWG SIZE A 3130 VERONA AVE BUFORD, GA 30518 PHN (770) 932-2443 FAX (770) 932-2490 www.nyloplast-us.com 18 IN DROP IN TITLE PROJECT NO./NAME MATERIAL DATE REVISED BY 7-5-01DATE CJADRAWN BYTHIS PRINT DISCLOSES SUBJECT MATTER IN WHICH NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT OR POSSESSION OF THIS PRINT DOES NOT CONFER, TRANSFER, OR LICENSE THE USE OF THE DESIGN OR TECHNICAL INFORMATION SHOWN HEREIN REPRODUCTION OF THIS PRINT OR ANY INFORMATION CONTAINED HEREIN, OR MANUFACTURE OF ANY ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN PERMISSION FROM NYLOPLAST. 8-14-12 JJC 1801DI APPROX. DRAIN AREA = 84.61 SQ IN APPROX. WEIGHT = 47.22 LBS DIMENSIONS ARE FOR REFERENCE ONLY ACTUAL DIMENSIONS MAY VARY DIMENSIONS ARE IN INCHES GRATE HAS LIGHT DUTY RATING QUALITY: MATERIALS SHALL CONFORM TO ASTM A536 GRADE 70-50-05 PAINT: CASTINGS ARE FURNISHED WITH A BLACK PAINT SIZE OF OPENING MEETS REQUIREMENTS OF AMERICAN DISABILITY ACT AS STATED IN FEDERAL REGISTER PART III, DEPARTMENT OF JUSTICE, 28 CFR PART 36. ® ©2012 NYLOPLAST 28 X .50 .50 Ø 16.75 1.25 Ø21.70 304 INLET BOX/HEADWALL WITH SEDIMENTATION A9 1 1 2 REC O R D D R A W I N G