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HomeMy WebLinkAboutSite Certifications - 07/20/20188/16 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 Timberline Storage 4.9.18 B1606933 - B1606938 and B1606946 - B1606950 N/A N/A N/A Yes N/A Yes Accepted 7/20/2018 WL 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. N/A No N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 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.) Yes 4909.3 Pond N8 4909.3 Pond N8 Yes N/A N/A Yes Yes Yes Yes N/A N/A N/A Yes Yes N/A N/A N/A 4908.4 Pond N2 4909.01 Pond N2 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. Yes Yes Yes Yes Yes Yes N/A N/A Yes Yes Yes Yes Yes Yes Verified by the Contractor. Verified by the Contractor. 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. Yes Yes Yes Yes Yes Yes N/A N/A N/A N/A N/A N/A Yes Yes Yes Verified by the Contractor. Verified by the Contractor. 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. Yes Yes Yes Yes N/A N/A N/A Yes Yes Yes N/A N/A N/A N/A N/A 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. N/A Yes N/A N/A N/A N/A N/A Yes Yes Yes Yes 8/16 Page 8 XVI. Certification and Erosion Control Measures A. All temporary erosion control measures shall be removed upon stabilization. If at the time of preparing this certification there are any erosion control measures still remaining on the site, please note them in the narrative and verify that they need to remain at this time. If in doubt as to the need for any control measure, please consult with the Erosion Control Inspector at 970-221-6700. XVII.Statement of Compliance A. This certification is signed and stamped. By signing this form, the engineer(s) attests that he/she has visited and observed the site, and to the best of his/her knowledge, the as-built conditions of the drainage facilities are as described in the above form and in the enclosed as-built plans. B.Failure to properly disclose all known information could result in the rejection of this certification and prevent the release of any and all Stormwater Utility permit holds on Building Permits and/or Certificates of Occupancy within this development. XVIII.Signature and Stamp by a Colorado-Registered Professional Engineer Engineer’s contact information: Name: Email: Phone: Company: Address: PE Stamp Cody Snowdon Cody@NorthernEngineering.com 970.568.5409 Northern Engineering 301 N. Howes Street Fort Collins, CO 80521 07.07.18 12/15 Page 1 Underground detention systems (StormTech) Item/Activity Yes No N/A Documentation/Submittal Requirements Excavation Heavy equipment did not travel over underground 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 Post-excavation infiltration rates are consistent with design infiltration capacity (for “full or partial infiltration” designs) 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. Aggregate Base coarse (e.g., #2/4) has 90% fractured faces Provide specifications of delivered material Bedding coarse (e.g., #89) is thoroughly washed Sub-base materials are installed and compacted according to manufacturer’s specifications Underdrain System 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 integrity tested after backfilling using TV and/or water test DURING CONSTRUCTION INSPECTION CHECKLIST To be completed by Construction Superintendent - see attached photos below - see attached photos below Correct. Chambers were reviewed by camera to determine they are in good final condition. -see attached below -see attached below -camera footage available upon request 12/15 Page 2 Item/Activity Yes No N/A Documentation/Submittal Requirements Manifold system Overflow weir elevation is set at/above water quality storm elevation Measure/record distance between inlet invert and top of weir All Isolator ROWs have access for maintenance per City requirements Upstream catchment drains to inlet/intake properly Underground Detention Chambers All chambers were installed per approved Utility Plans Provide photographs Outlet Structure/Overflow Outlet structure/overflow elevation is confirmed Survey elevations Protection During Construction Underground Detention area is protected from construction sediment, including runoff from the upstream catchment and construction equipment traffic Close Out Upstream catchment is stabilized prior to diverting runoff into Underground Detention system Signature: Name: Title: Email: Phone: Company: Address: Refer to As-built Survey Refer to As-built Survey Refer to As-built Survey Refer to As-built Survey David Harvey Operations Manager David Harvey 719-510-4202 GYS General Contracting 791 Copper Center Pkwy Colorado Springs, CO 80921 -See attached below PVC POND LINER DATA SHEETS PVC is a widely used and proven solution to many containment needs. PVC requires 12 inches of clean cover for extended life. Colorado Lining can fabricate PVC into custom sized panels. and facilitate a full installation with one of our certifi ed installation crews. We want to work with you to make your job a success. Product Features: • 20 Year Warranty • Industrial or Fish Grade • Flexible • Available In Custom Sized Panels • Cost Effective • Quick Installation • Easily Repaired By Owner • Available In 20, 30, 40, 50, & 60 Mils • Maximum 3:1 Slope for Cover Soil Uses & Applications: • Golf Course Ponds • Decorative Ponds • Wastewater Treatment Ponds • Landfill Caps and Cells • Irrigation Reservoirs & Canals • Entry Ponds • Detention Ponds • Stock Tanks • Athletic Field Construction • Project Photo: Grasmere Lake/Washington Park Denver, CO • Lake Lining • 777,000 SF PVC -30 Mil C O : 8 0 0 . 5 2 4 . 8 6 7 2 T X : 8 8 8 . 5 4 6 . 4 6 4 1 www.coloradolining.com P V C - P O LY V I N Y L C H L O R I D E Certified Properties ASTM PVC 10 PVC 20 PVC 30 PVC 40 PVC 50 PVC 60 Thickness D-5199 10 +/- 0.5 mil 0.25 +/- .013mm 20 +/- 1 mil 0.51 +/- .03 mm 30 +/- 1.5 mil 0.76 +/- .04 mm 40 +/- 2 mil 1.02 +/- .05 mm 50 +/- 2.5 mil 1.27 +/- .06 mm 60 +/- 3 mil 1.52 +/- .08 mm Tensile Properties3 Strength at Break Elongation Modulus at 100% D-8824 Min 24 lbs/in 4.2 kN/m 250% 10 lbs/in 1.8 kN/m 48 lbs/in 8.4 kN/m 360% 21 lbs/in 3.7 kN/m 73 lbs/in 12.8 kN/m 380% 32 lbs/in 5.6 kN/m 97 lbs/in 17.0 kN/m 430% 40 lbs/in 7.0 kN/m 116 lbs/in 20.3 kN/m 430% 50 lbs/in 8.8 kN/m 137 lbs/in 24.0 kN/m 450% 60 lbs/in 10.5 kN/m Tear Strength D-10044 Min 2.5 lbs 11 N 6 lbs 27 N 8 lbs 35 N 10 lbs 44 N 13 lbs 58 N 15 lbs 67 N Dimensional Stability D-12044 Max Chg 4% 4% 3% 3% 3% 3% Low Temperature Impact D-17904 Pass -10° F -23° C -15° F -26° C -20° F -29° C -20° F -29° C -20° F -29° C -20° F -29° C Index Properties ASTM PVC 10 PVC 20 PVC 30 PVC 40 PVC 50 PVC 60 Specific Gravity D-792 Typical 1.2 g/cc 1.2 g/cc 1.2 g/cc 1.2 g/cc 1.2 g/cc 1.2 g/cc Water Extraction Percent Loss (max) D-12394 Max Loss 0.15% 0.15% 0.15% 0.20% 0.20% 0.20% Average Plasticizer Molecular Weight D-21244,5 400 400 400 400 400 400 Volatile Loss Percent Loss (max) D-12034 Max Loss 1.5% 0.9% 0.7% 0.5% 0.5% 0.5% Soil Burial Break Strength Elongation Modulus at 100% G1604 Max Chg 5% 20% 20% 5% 20% 20% 5% 20% 20% 5% 20% 20% 5% 20% 20% 5% 20% 20% Hydrostatic Resistance D-7514 Min 42 psi 290 kPa 68 psi 470 kPa 100 psi 690 kPa 120 psi 830 kPa 150 psi 1030 kPa 180 psi 1240 kPa Seam Strengths ASTM PVC 10 PVC 20 PVC 30 PVC 40 PVC 50 PVC 60 Shear Strength3 D-8824 Min 20 lbs/in 3.47 kN/m 38.4 lbs/in 6.7 kN/m 58.4 lbs/in 10 kN/m 77.6 lbs/in 14 kN/m 96 lbs/in 17 kN/m 116 lbs/in 20kN/m Peel Strength3 D-8824 Min 10 lbs/in 1.8 kN/m 12.5 lbs/in 2.2 kN/m 15 lbs/in 2.6 kN/m 15 lbs/in 2.6 kN/m 15 lbs/in 2.6 kN/m 15 lbs/in 2.6 kN/m Notes: 1. PGI 1104 replaces PGI 1103 Specification effective 1/1/04. 2. Certified properties are tested by lot as specified in PGI 1104 Appendix A. 3. Metric values are converted from US values and are rounded to the available significant digits. 4. Modifications or further details of test are described in PGI 1104 Appendix B. 5. Index properties are tested once per formulation as specified in PGI 1104 Appendix A. PVCPVC Product Data SheetProduct Data Sheet www .coloradolining.com BASE COURSE MATERIAL SPEC SHEETS Plant 61102-Granite Canyon Basic Quality Statistical Summary Report Sieve/Test SpecificationAverageSt DevTests Product 2871-57/67 Target Specification 57/67 Period 08/01/2016 - 08/23/2016 1" (25mm)100 0.0 100-100795-100\100 3/4" (19mm)96 1.4 90-100890-100\95 1/2" (12.5mm)44 14.5 25-60847-57\52 3/8" (9.5mm)18 12.2 20-55820-30\25 #4 (4.75mm)2 1.1 0-1080-4\2 #8 (2.36mm)1 0.7 0-580-2\1 Pan 0.0 0.008 Query Query Selections Date Created 08/23/2016 Date Range 08/01/2016 - 08/23/2016 Plant Granite Canyon 1Page:of 1Martin Marietta, Inc.StonemontQC 08/23/2016 CONSTRUCTION PHOTOS                !"#$%&'( )*+,-!"#./0!1 234 5'(1!(#)/%("/1#6("'7('"! 8 9: ; <"/=!7(#>+,!  ?   @ A 2  <"/=!7(#B/7+(C/% DE F <"/=!7(#G+(! H I%JC%!!"   .!+ '"!,!%(#KL&! M   N!O'C"!0#6(/"+J!#P/1',! QF   R 6(/%!#</"/ C(L S 6(/%!#T-/U!#)*+,-!" 4  6(/%!#V/'%0+(C/%#G!&(* 4  TU!"+J!#)/U!"#5U!"#)*+,-!"   G! CJ%#)/% ("+C%( W E G! CJ%#)/% ("+C%(#GC,!% C/% X R N! '1( 6L (!,#P/1',!#+%0#Y!0#6CZ! $% (+11!0#6(/"+J!#P/1',!    R 6(/"+J!#P/1',!#<!"#)*+,-!" X[F   R >',-!"#5\#)*+,-!" #N!O'C"!0 H  >',-!"#5\#I%0#)+& #N!O'C"!0   N/] ^)*+,-!"  9 ; R   9 ; B!\(/U!"#N/] ^)*+,-!"  9 ; R H  9 ; .+_C,',#B!%J(* F4[[ R .+_C,',#`C0(* HH R T&&"/_a#Y!0#6CZ!#N!O'C"!0  b R 6L (!,#)/,&/%!%( T,/'%(#5\#6(/%!#N!O'C"!0 XH[   cE P/1',!#5\#I_7+U+(C/%#d>/(#$%71'0C%J VC11e H4   cE >/%f]/U!%#VC1(!"#V+-"C7#N!O'C"!0  b cE B!%J(*#5\#$ /1+(/"#N/] FX R `/U!%#$ /1+(/"#N/]#V+-"C7 FH b cE g    4 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 =8.00 L:W 0.00 0 0.00 0.00 Watershed Area =0.93 acres 0.08 2,028 0.08 0.20 Watershed Imperviousness =95.0%percent 0.17 2,028 0.17 0.75 Percentage Hydrologic Soil Group A =0.0%percent 0.25 2,028 0.25 2.50 Percentage Hydrologic Soil Group B =0.0%percent 0.33 2,028 0.33 3.14 Percentage Hydrologic Soil Groups C/D =100.0%percent 0.42 2,028 0.42 3.14 0.50 2,028 0.50 3.14 0.58 3,561 0.58 3.14 0.67 3,502 0.67 3.14 0.75 3,441 0.75 3.14 User Input: Detention Basin Characteristics 0.83 3,370 0.83 3.14 WQCV Design Drain Time =12.00 hours 0.92 3,289 0.92 3.14 1.00 3,194 1.00 3.14 1.08 3,084 1.08 3.14 1.17 2,952 1.17 3.14 1.25 2,785 1.25 3.14 1.33 2,526 1.33 3.14 1.42 2,258 1.42 3.14 1.50 2,115 1.50 3.14 1.58 2,028 1.58 3.14 1.67 2,028 1.67 3.14 1.75 2,028 1.75 3.14 1.83 2,028 1.83 3.14 1.92 2,028 1.92 3.14 2.00 2,028 2.00 3.14 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 =0.027 0.072 0.102 0.130 0.180 0.229 0.294 acre-ft OPTIONAL Override Runoff Volume =acre-ft Inflow Hydrograph Volume =0.027 0.072 0.101 0.130 0.179 0.229 0.293 acre-ft Time to Drain 97% of Inflow Volume =2 2 2 2 2 2 1 hours Time to Drain 99% of Inflow Volume =2 2 2 2 2 2 2 hours Maximum Ponding Depth =0.10 0.18 0.20 0.22 0.24 0.29 0.49 ft Maximum Ponded Area =0.047 0.047 0.047 0.047 0.047 0.047 0.047 acres Maximum Volume Stored =0.003 0.006 0.007 0.008 0.009 0.011 0.021 acre-ft Stormwater Detention and Infiltration Design Data Sheet Timberline Storage Fort Collins, Colorado Workbook Protected Worksheet Protected SDI_Design_Data_FC_Rainfall - Northern Detention Pond.xlsm, Design Data 7/9/2018, 11:50 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 0.5 1 1.5 2 2.5 3 3.5 4 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 0.1 0.2 0.3 0.4 0.5 0.6 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 SDI_Design_Data_FC_Rainfall - Northern Detention Pond.xlsm, Design Data 7/9/2018, 11:50 AM Figure 1: Drive aisle between Buildings B & C. Figure 2: Drive aisle between Buildings C & D. Figure 3: Drive aisle between Buildings D & E. Figure 4: Drive aisle between Buildings E & F. Figure 1: Drive aisle between Buildings F & I/J looking south. Figure 2: Concrete area between Buildings G &H. Figure 3: Main Drive Aisle. Figure 4: Emergency Access between Buildings H & I looking north. Poten*al ponding area and maintenance issue Figure 1: Emergency Overflow and Inlet N2-4. Figure 2: Rear drive aisle looking west and Inlet N8.a. Figure 3: Rear drive aisle looking east and Inlet N8.a. Figure 4: Rear drive aisle looing east and Inlet N8.b. Emergency Overflow Inlet N2-4 Inlet N8.b Inlet N8.a Inlet N8.b Figure 2: Inlet N2-4 Figure 1: Inlet N8-a Figure 3: Ou2all Sidewalk chase. Figure 1: Inlet FC MH Basin 2-4 w/ Concrete Weir Figure 2: Inspec*on port U7 (Typical Installa*on) Figure 3: Inspec*on port U1 (Typical Installa*on) Figure 4: Monitoring Well (typical through out site) Figure 1: Inlet N2-4 Figure 2: Inlet N8.a Figure 3: Inlet N8.b Figure 4: FC Manhole Basin 2-4 with Weir Figure 1: Roof leaders between southwestern buildings. Figure 2: Roof leaders on eastern building. Figure 3: Roof leaders between southwestern buildings. Figure 4: Roof leaders on western building. Figure 1: Roof leaders ou2all Figure 2: Roof leaders ou2all into pan Figure 3: Roof leader ou2all and concrete pan. Figure 4: Sidewalk chase into Midpoint Drive Figure 1: Landscaping northern side of the project. Figure 2: Roof leader and curb cut (north side of the project) Figure 3: Roof leader and swale (north side of the project) Figure 4: Landscaping north side of the project. Pitkin East Mulberry St. East Prospect Rd. Ti m b e r l i n e R d . I hereby affirm that these final construction plans were prepared under my direct supervision, in accordance with all applicable City of Fort Collins and State of Colorado standards and statutes, respectively; and that I am fully responsible for the accuracy of all design. revisions, and record conditions that I have noted on these plans. These plans have been reviewed by the City of Fort Collins for concept only. The review does not imply responsibility by the reviewing department, the City of Fort Collins Engineer, or the City of Fort Collins for accuracy and correctness of the calculations. Furthermore, the review does not imply that quantities of items on the plans are the final quantities required. The review shall not be construed for any reason as acceptance of financial responsibility by the City of Fort Collins for additional quantities of items shown that may be required during the construction phase. DISCLAIMER STATEMENT: CERTIFICATION STATEMENT: VICINITY MAP NORTH ORIGINAL FIELD SURVEY BY: PROJECT BENCHMARKS: CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R CONTACT INFORMATIONCONTACT INFORMATION COVER SHEET SHEET INDEX GENERAL NOTES & CONSTRUCTION NOTES UTILITY PLANS FOR EXISTING CONDITIONS & DEMOLITION PLAN BEING A REPLAT OF LOTS 6 AND 7, SPRING CREEK CENTER P.U.D., LOCATED IN THE NORTHWEST QUARTER OF SECTION 20, TOWNSHIP 7 NORTH, RANGE 68 WEST OF THE 6TH PRINCIPAL MERIDIAN, CITY OF FORT COLLINS, COUNTY OF LARIMER, STATE OF COLORADO DEVELOPER/APPLICANT PROJECT TEAM: SITE ENGINEER SURVEYOR PLANNER/ LANDSCAPE ARCHITECT PROJECT DATUM: NAVD 88 City of Fort Collins Benchmark 3-07 Northwest corner of Timberline Road and Prospect Road on the northwest corner of a traffic signal base. Elevation = 4919.13 City of Fort Collins Benchmark 4-07 Southwest corner of Timberline Road and Bear Mountain Drive due north of the new police building on the southwest corner of a catch basin. Elevation = 4942.84 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: NGVD 29 UNADJUSTED = NAVD88 - 3.18' Basis of Bearings The East line of Lot 7 as bearing South 00°38'31" East. (Assumed Bearing) TIMBERLINE STORAGE UTILITY PLAN NOVEMBER 2016 VICINITY MAP NORTH Northern Engineering Services, Inc. Project No. 1269-001 Date: April 2016 Sheet of 19 TI M B E R L I N E S T O R A G E 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 11.30.16 E N G I N E E R N GI EHTRON R N E N G I N E E R N GI EHTRON R N Northern Engineering Services, Inc. Eric Smith, PLS 301 North Howes Street, Suite 100 Fort Collins, Colorado 80521 (970) 221-4158 Northern Engineering Services, Inc. Nick Haws, PE, LEED AP 301 North Howes Street, Suite 100 Fort Collins, Colorado 80521 (970) 221-4158 Brandon Grebe, MBA, LEED AP BD+C (970)556-9111 Ripley Design Inc. Sam Coutts 419 Canyon Avenue, Suite 200 Fort Collins, Colorado 80521 (970)224-5828 UNDERGROUND POND N2-4 LAYOUT & SUBGRADE PLAN UNDERGROUND PONDS N8.a & N8.b LAYOUT & SUBGRAGE PLAN UTILITY CONTACT LIST: * UTILITY COMPANY * This list is provided as a courtesy reference only. Northern Engineering Services assumes no responsibility for the accuracy or completeness of this list. In no way shall this list relinquish the Contractor's responsibility for locating all utilities prior to commencing any construction activity. Please contact the Utility Notification Center of Colorado (UNCC) at 811 for additional information. PHONE NUMBER GAS-----------------Xcel Energy-----------------------------Stephanie Rich (970) 225-7857 ELECTRIC--------City of Fort Collins Light & Power--Todd Vedder (970) 224-6152 CABLE-------------Comcast----------------------------------Don Kapperman (970) 567-0425 TELECOM.--------CenturyLink-------------------------------William Johnson (970) 377-6401 WATER------------City of Fort Collins Utilities-----------Shane Boyle (970) 221-6339 WASTEWATER--City of Fort Collins Utilities-----------Shane Boyle (970) 221-6339 STORMWATER-City of Fort Collins Utilities-----------Wes Lamarque (970) 416-2418 PROJECT LOCATION C0.00 CO V E R S H E E T C0.00 C0.01 C1.00 C4.00 C5.01 C5.02 OVERALL GRADING PLAN CONSTRUCTION DETAILS C5.00 C6.00 - C6.06 DRAINAGE EXHIBIT EROSION CONTROL PLAN C7.00 C8.00 EROSION CONTROL DETAILSC8.01 ---- HORIZONTAL CONTROL PLANC3.00 PHASING PLANC2.00 MEP ENGINEER Rossi Engineering Inc. Vince Rossi (303) 720-9827 ARCHITECT Vaught Frye Larson Architects Chris Aronson 419 Canyon Avenue, Suite 200 Fort Collins, Colorado 80521 (970)224-1191 VAUGHT FRYE LARSON architects CONTRACTOR GYS General Contracting, LLC David Harvey (719) 510-4202 11.30.16 REC O R D D R A W I N G 1 1 1 1 1 GAS GAS HYD S S S h2o h2oh2o h2o HYD S S FO FOFO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G GG GG G G G G FO FO FO FO FO FO FO FO E E E E E E E E E E E 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 SS SS SS SS SS VAULT ELEC VA U L T EL E C ELEC E E E EE W W W W W W W W W W W W W W W W S S E E E E E E E E E E E E E E E E E E E E E E E UD UD UD UD UD UD UD W W UD UD UD S SP E C H T P O I N T R O A D (6 0 ' R O W ) MIDPOIN T D R I V E (60' ROW ) LOT 1 SPRING CREEK CENTER P.U.D. LOT 2 SPRING CREEK CENTER P.U.D. LOT 3 SPRING CREEK CENTER P.U.D. LOT 4 SPRING CREEK CENTER P.U.D. UN D E R G R O U N D P O N D N 2 - 4 ST O R M T E C H S C - 1 6 0 C H A M B E R S 18 6 . 5 1 L F 1 5 " H D P E @ 0 . 4 9 % 26 1 . 3 8 L F 1 2 " H D P E @ 0 . 5 0 % 54.61 L F 1 2 " H D P E @ 0 . 5 0 % (268.91 LF 2 4 " R C P @ 0 . 7 5 % ) (7 5 . 0 9 L F 2 4 " R C P @ 0 . 7 5 % ) (7 6 . 6 2 L F 3 6 " R C P @ 0 . 4 8 % ) CONNECT TO EXISTING 8" PVC WATER (PHASE II) N: 123344.67 E: 205629.70 CONNECT TO EXISTING 8" PVC SANITARY (PHASE II) N: 123470.42 E: 205561.15 CONNECT TO EXISTING 8" PVC WATER N: 123384.92 E: 205629.70 8" X 6" SWIVEL TEE 1 - 6" GV (E) 2 - 6" GV (N,S) N: 123444.42 E: 205629.70 EXISTING SSMH RIM=4911.44 INV IN=4915.51 (N) INV IN=4902.84 (W) INV OUT=4902.61 (E) EXISTING SSMH RIM=4910.48 INV IN=4902.14 (NE) INV IN=4901.38 (W) INV OUT=4901.30 (S) EXISTING SSMH RIM=4911.14 INV IN=4903.55 (S) INV IN=4903.60 (W) INV OUT=4903.25 (E) EXISTING STORM INLET 9 GRATE=4909.25 INV IN=4904.93 (W) INV IN=4904.94 (S) INV OUT=4904.83 (N) EXISTING ELECTRIC LINE EXISTING FIBER OPTIC LINE EXISTING GAS LINE EXISTING GAS LINE EXISTING GAS LINE EXISTING FH EXISTING SSMH RIM=4907.38 INV IN=4901.36 (W) INV IN=4900.70 (N) INV OUT=4900.42 (E) EXISTING SSMH RIM=4906.79 INV IN=4900.10 (W) INV OUT=4899.98 (E) SANITARY SERVICE (PHASE II) DOMESTIC WATER SERVICE (PHASE II) PROPOSED 4" SANITARY SERVICE EXISTING STORM INLET 10 GRATE=4910.35 INV OUT=4906.96 EXISTING FHEXISTING WATER SERVICE TO BE REUSED FOR IRRIGATION PROPOSED ELECTRIC LINE RELOCATION EXISTING SIDEWALK CHASE 3 4" METER PIT METER W/ CURB STOP (PHASE II) PROPOSED ELECTRIC TRANSFORMER GAS METER ELECTRIC METER USE EXISTING CONDUIT TO CONNECT TO EXISTING ELECTRIC VAULT CONNECT TO EXISTING GAS LINE 1" DOMESTIC WATER SERVICE EXISTING ELECTRIC VAULT EXISTING ELECTRIC VAULT EXISTING ELECTRIC VAULT EXISTING STORMCEPTOR ALL ISOLATOR ROWS CONCRETE CHASE PROPOSED FH 16.25 L.F. 30' EMERGENCY ACCESS EASEMENT 24' EMERGENCY ACCESS EASEMENT 24' EMERGENCY ACCESS EASEMENT 31' DRAINAGE AND UTILITY EASEMENT 31' DRAINAGE EASEMENT 31' DRAINAGE AND UTILITY EASEMENT 26.5' EMERGENCY ACCESS EASEMENT 13' UTILITY & DRAINAGE EASEMENT 30' EMERGENCY ACCESS EASEMENT 20' D & UE 9' UTILITY EASEMENT 50' A, U & DE 32' DRAINAGE EASEMENT 9' UTILITY EASEMENT EXISTING FIBER OPTIC LINE UN D E R G R O U N D P O N D N8 . b S T O R M T E C H SC - 7 4 0 C H A M B E R S 14.33 LF 12" HDPE @ 0.50% PROPOSED STREET LIGHT PROPOSED STREET LIGHT 18.43 LF 24" HDPE @ 0.20% UNDERGRO U N D P O N D N 8 . a STORMTECH S C - 7 4 0 C H A M B E R S 2 ISOLATOR ROWS FC MH BASIN 2-4 INV. IN=4906.22 (W) INV. IN=4906.22 (SW) INV. OUT=4906.22 (NE) FG=4910.65 w/ ORIFICE PLATE & WEIR INLET N8.a 2' x 3' NYLOPLAST DRAIN BASIN INV. OUT=4907.59 (N) FG=4909.50 INLET N8.b NEENAH FOUNDRY R-3475-G INV. OUT=4907.13 (N) FG=4910.11 FC MH BASIN 8 w/ WQ WEIR INV. IN=4905.56 (S) INV. IN=4905.56 (E) INV. OUT=4905.56 (W) FG=4912.41 MH 8 INV. IN=4905.50 (E) INV. OUT=4905.50 (N) FG=4912.66 JUNCTION U10 w/ WQ WEIR INV. IN=4906.65 (S) INV. OUT=4906.65 (N) FG=4909.48 INLET N2-4 2' x 3' NYLOPLAST DRAIN BASIN INV. OUT=4906.72 (N) FG=4909.26 20' EMERGENCY ACCESS EASEMENT 24' EMERGENCY ACCESS EASEMENT CURB STOP (POTENTIAL CONFLICT W/ EXISTING GAS AND/OR FIBER OPTIC. CONTRACTOR TO ADJUST GAS LINE IF CONFLICT ARISES) 8' UTILITY EASEMENT CURB CHASE CONNECT TO EXISTING 8" SANITARY SEWER CONTRACTOR TO FIELD VERIFY EXISTING 8" SANITARY SEWER SEE SHEET C5.01 SEE SHEET C5.01 SEE SHEET C5.02 SEE SHEET C5.02 FUTURE BLDG BLDG A BLDG B BLDG C BLDG D BLDG E BLDG F BLDG J BLDG K BLDG G BLDG H BLDG I HYD S D D D D D D DD D D D DD T ACAC ACAC ACAC / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / AS-BUILT PAN FLOWLINE AS-BUILT AC-UNIT (TYP.) AS-BUILT INLET (TYP.) AS-BUILT MANHOLE (TYP.) AS-BUILT FIRE HYDRANT (TYP.) Sheet of 19 TI M B E R L I N E S T O R A G E 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 11.30.16 C4.00 UT I L I T Y P L A N CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R NORTH ( IN FEET ) 0 1 INCH = 30 FEET 30 30 60 90 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 FITTINGS AND VALVES ARE ONLY GRAPHICALLY REPRESENTED AND ARE NOT TO SCALE. 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.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER MAINS AND WATER MAINS. 5.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION. 6.CROSSPANS ALONG PUBLIC STREETS AT THE INTERSECTION OF PRIVATE DRIVES SHALL HAVE CONCRETE EXTENDED TO THE RIGHT-OF-WAY LINE. 7.CONTRACTOR SHALL ADJUST EXISTING SANITARY SEWER MANHOLES AND SUBDRAIN CLEANOUTS PER CITY STANDARDS. ALL MANHOLE RIM ELEVATIONS ARE TO BE ADJUSTED TO 14" BELOW FINISHED GRADE. IF NECESSARY, CONE SECTIONS SHALL BE ROTATED TO PREVENT LIDS BEING LOCATED WITHIN VEHICLE OR BICYCLE WHEEL PATHS. 8.ALL WATER AND SEWER CONSTRUCTION SHALL BE PER THE CITY OF FORT COLLINS STANDARD CONSTRUCTION SPECIFICATIONS LATEST EDITION. 9.THE MINIMUM COVER OVER WATER LINES IS 4.5 FEET AND THE MAXIMUM COVER IS 5.5 FEET UNLESS OTHERWISE NOTED IN THE PLANS AND APPROVED BY THE WATER UTILITY. 10.ALL STORM SEWERS ARE PRIVATELY OWNED AND MAINTAINED. 11.CONTRACTOR SHALL CONFIRM ALL UTILITY SERVICE SIZES AND LOCATIONS WITH STAMPED ARCHITECTURAL AND MEP DRAWINGS PRIOR TO MOBILIZATION. W G T EXISTING STORM SEWER ST EXISTING TELEPHONE EXISTING GAS EXISTING ELECTRIC METER EXISTING WATER METER EXISTING IRRIGATION BOX EXISTING POWER POLE EXISTING GAS METER EXISTING TELEPHONE PEDESTAL EXISTING SANITARY SEWER SS PROPOSED STORM INLET EXISTING LIGHT POLE PROPOSED CURB & GUTTER PROPOSED SANITARY SEWER PROPOSED FIRE HYDRANT EXISTING FIRE HYDRANT PROPOSED LOTLINE EASEMENT LINE CONTROL IRR PROPERTY BOUNDARY SPROPOSED SEWER SERVICE PROPOSED CURB STOP & METER PIT PROPOSED ELECTRIC TRANSFORMER W TF ---- REC O R D D R A W I N G UD UD UD UD UD UD UD UD UD UD GAS GAS 249.01' LF 8" PVC @ 0.42% LOT 1 SPRING CREEK CENTER P.U.D. LOT 2 SPRING CREEK CENTER P.U.D. LOT 3 SPRING CREEK CENTER P.U.D. LOT 4 SPRING CREEK CENTER P.U.D. SP E C H T P O I N T R O A D (6 0 ' R O W ) MIDPOIN T D R I V E (60' ROW ) LO T 5 SP R I N G C R E E K CE N T E R P . U . D . LOT 1 20,418 SQ. FT. 0.469 AC LOT 2 189,543 SQ. FT. 4.351 AC INLET n8.a INLET n8.b INLET n2-4 EXPOSED FOUNDATION (PHASE II) BURIED FOUNDATION (PHASE II) BU I L D I N G S L O P E D @ 0 . 7 0 % BU I L D I N G S L O P E D @ 0 . 7 0 % BU I L D I N G S L O P E D @ 0 . 7 0 % BU I L D I N G S L O P E D @ 0 . 7 0 % BU I L D I N G S L O P E D @ 0 . 7 0 % BUILDING SL O P E D @ 0 . 7 0 % BUILDING S L O P E D @ 0 . 7 0 % PR O P O S E D S I D E W A L K BU I L D I N G S L O P E D @ 0 . 7 0 % EXISTING INLET 9 EXISTING INLET 10 INLET 8 EXISTING SIDEWALK CHASE PROPOSED CONCRETE CHASE 18" VERTICAL CURB AND GUTTER 18" VERTICAL CURB AND GUTTER 18" VERTICAL CURB AND GUTTER (PHASE II) SAW CUT SAW CUT SAW CUT (PHASE II) EXISTING S I D E W A L K EX I S T I N G S I D E W A L K SAW CUT 18" VERTICAL CURB AND GUTTER (PHASE II) SI D E W A L K ( P H A S E I I ) OVERFLOW 2' CONCRETE PAN (TYP.) 2' CONCRETE PAN (TYP.) 2' CONCRETE PAN (TYP.) 2' CONCRETE PAN 2' CONCRETE PAN (TYP.) (PHASE II) FFE: 4914.00 FFE: 4913.50 50' AE, UE, & DE 30' EMERGENCY ACCESS EASEMENT 31' DRAINAGE EASEMENT 32' DRAINAGE EASEMENT 30' ACCESS EASEMENT 60.00 14 . 0 0 13. 6 0 13.31 14.2 5 13.12 13.0 0 14.0 9 14.0 9 13.49 13.49 13.0 4 13.0 4 11.5 0 11.5 0 13. 5 0 13. 5 0 13.00 14 . 0 0 13.5 0 12.1 4 12.7 4 11.7 4 11.6 7 11.6 0 11.60 13.0 0 13. 0 0 12 . 5 0 12.5 0 10.8 3 10 . 8 3 10.8 7 10.8 2 10.3 2 10.32 12.0 0 12 . 0 0 11. 5 8 11.5 8 10 . 0 8 9.769.76 10 . 9 1 10.6 5 10 . 2 7 10.3 2 9.86 9.76 11.61 11 . 7 3 11. 9 2 13 . 3 6 13.5 5 13. 6 9 13 . 8 3 13 . 9 3 14.09 14 . 3 3 15 . 4 5 15. 2 1 (15 . 0 0 ) 11 . 6 3 11.70 12 . 6 3 12 . 6 9 12. 8 1 (?? ? ) 12.07 11 . 5 9 (11 . 4 9 ) 11.41 (10 . 8 3 ) 11.53 11.53 (9.10 )(7. 7 2 ) 10. 7 4 10.74 10.74 10.74 10.1 9 10 . 1 9 9.76 9.76 13 . 5 3 12 . 9 1 12.96 13.09 14.2314.47 14.63 (15 . 1 4 ) (15 . 5 7 ) 15 . 6 3 15.75 15 . 9 7 15.1 2 15.01 11.3 4 11 . 4 5 (12.36) (12.41) (6.42 ) (6.93 ) (6 . 0 2 ) (11.42) (11 . 2 7 ) FFE=14.85 (PHASE II) (1 4 . 8 5 ) (14.8 8 ) (1 5 . 1 5 ) (1 5 . 5 1 ) (15.24) 11 . 3 1 11.32 10 . 1 0 9.5 0 9.5 7 9.26 LP 11.6312 . 2 0 12 . 6 9 13 . 3 9 10. 7 4 11. 0 3 10.6 0 HP 11.1 7 10.3 8 11.1 9 11.69 12.1 9 10.2 5 10 . 1 9 5. 9 7 12. 9 3 10.74 13. 5 0 9.8 3 11.67 11.7 4 15.00 12 . 2 2 12.2 0 9' UTILITY EASEMENT 10.00HP 3.1 % 3. 5 % 2.6% 5.3% 5.5% 3.4% 3.8% 4.7 % 4. 3 % 3.0%3.0% 1.7%4.4% 3. 4 % 4.1 % 3. 8 % 4.1 % 2.1% 5.2% 5. 1 % 1. 8 % 3.9 % 3.3% 3.4% 2.2 % 2. 1 % 2.2% 2.2% 4.8% 2.0% 2.8% 1.9%2.1 % 2.1% 4.9% 2.8% 5.6% 1.1 % 1.2% 10:1 8:1 8:1 6:1 7:1 9:1 8:1 5: 1 7: 1 6:1 15. 0 0 12.70 15.40 14. 8 2 15.01 13.85 14.00 5.4% 4. 2 % 1.6 % 1.6% 3.9 % 4. 8 % 12 . 5 6 (12 . 5 2 ) 13.3 1 CURB CHASE A A 9.3 1 BUILDING SLOPED @ 0.70% 11.2 4 14. 0 0 12.7 6 14.00 2' CONCRETE PAN (TYP.) 14.00 15.50 13.26 13.1413.12 13.28 13.7313.5 8 13.7 913. 6 4 1. 2 % 14.00 13.03 12 . 9 2 BEGIN INCREASED FOUNDATION WALL BEGIN INCREASED FOUNDATION WALL BEGIN INCREASED FOUNDATION WALL 5' SIDEWALK SE E D E T A I L 3 0 0 ON S H E E T C6 . 0 2 BLDG A BLDG B BLDG C BLDG D BLDG E BLDG F BLDG J BLDG K BLDG G BLDG H BLDG I 12.4 4 13.95 AB 13.68 AB 13.66 AB 14.05 AB HYD S D D D D D D DD D D D DD T ACAC ACAC ACAC / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / AS-BUILT AC-UNIT (TYP.) AS-BUILT INLET (TYP.) AS-BUILT MANHOLE (TYP.) AS-BUILT FLOWLINE (TYP.) Sheet of 19 TI M B E R L I N E S T O R A G E 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 11.30.16 C5.00 OV E R A L L G R A D I N G P L A N LEGEND: PROPOSED CONTOUR EXISTING STORM SEWER PROPOSED STORM SEWER PROPOSED SWALE EXISTING CONTOUR PROPOSED CURB AND GUTTER PROPERTY BOUNDARY PROPOSED SPOT ELEVATION PROPOSED SLOPES PROPOSED STORM INLET EXISTING SPOT ELEVATION PROPOSED LOT LINE EXISTING RIGHT OF WAY 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 AND LOCATION BOTH HORIZONTAL AND VERTICAL 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 CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE FINISHED GRADE ELEVATIONS. 4.THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS REQUIRED FOR PROTECTION FROM THE 100-YEAR STORM. 5.CROSSPANS ALONG PUBLIC STREETS AT THE INTERSECTION OF PRIVATE DRIVES SHALL HAVE CONCRETE EXTENDED TO THE RIGHT-OF-WAY LINE. 6.ALL PROJECT DATA IS ON THE CITY OF FORT COLLINS VERTICAL CONTROL NETWORK DATUM: NAVD 88. SEE COVER SHEET FOR BENCHMARK REFERENCES. 7.CONTRACTOR SHALL OBTAIN THE MOST CURRENT SOILS AND SUBSURFACE EXPLORATION REPORT FOR MORE INFORMATION REGARDING PAVEMENT DESIGN, SUBSURFACE TREATMENT AND COMPACTION. 8.CONTRACTOR SHALL CONFIRM DOORWAY, FOUNDATION WALLS, AND SLOPED SLABS WITH STAMPED ARCHITECTURAL AND STRUCTURAL DRAWINGS PRIOR TO STAKING. NOTES: EXISTING EDGE OF ASPHALT FUTURE CURB & GUTTER HIGH POINT SPOT ELEVATION LOW POINT SPOT ELEVATION SUBGRADE SPOT ELEVATION EXISTING SLOPES CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R NORTH ( IN FEET ) 0 1 INCH = 30 FEET 30 30 60 90 ---- REC O R D D R A W I N G UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD GA S S S FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO GGGGGGGGG GGGGGGGGGGGGGGGG SS SS SS SS SS SS SS SS SS SS FC MH BASIN 2-4 w/ ORIFICE PLATE AND WEIR INV. =4906.22 (NE) FG=4910.65 JUNCTION U10 w/ WQ WEIR INV. =4906.65 (N) FG=4909.48 INLET N2-4 2' x 3' NYLOPLAST DRAIN BASIN INV. =4906.72 (N) FG=4909.26 MONITORING WELL 2-4.2 INV. =4906.60 (E) FG=4909.67 MONITORING WELL 2-4.1 INV. =4906.59 (N) FG=4909.6354 . 6 1 L F 1 2 " H D P E @ 0 . 5 0 % OUTFALL 2-4 FG=4905.97 186.26 LF 6" PERFORATE D HDPE @ 0. 2 0 % 34 . 3 3 L F 6 " PE R F O R A T E D H D P E @ 0 . 2 0 % SPECHT POINT RD.EXISTING SIDEWALK CHASE CONCRETE CHASE ISOLATOR R O W ISOLATOR R O W 14.33 LF 12 " H D P E @ 0 . 5 0 % UNDERGROUND POND N2-4 9.63 FG 9.65 FG 9. 4 7 FG 9.57FG 9.49 FG 9.51 FG 9.56 FG 10.5 4 FG 10.81 FG 6.51 SG 6.47 SG 6.8 6 SG 6.90SG 6.9 1 SG 6.90 SG 6.97 SG 7.01 SG 6.94 SG 6.94 SG 0.3% SG 0.3% SG 0.3% SG 0.3% SG 0.3% SG 0.3% SG 0.3% SG 0.3 % SG 0.3% SG 0.3% SG INSPECTION PORT U10.1 FG=4910.42 INSPECTION PORT U9.1 FG=4910.48 INSPECTION PORT U10.2 FG=4909.98INSPECTION PORT U9.2 FG=4910.04 INSPECTION PORT U10.3 FG=4909.51 INSPECTION PORT U9.3 FG=4909.57 JUNCTION U9 INV. =4906.23 (E) FG=4910.50 BLDG F BLDG J BL D G K D D D AS-BUILT STORM MANHOLE (TYP.) AS-BUILT INLET (TYP.) Sheet of 19 TI M B E R L I N E S T O R A G E 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 11.30.16 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R NORTH ( IN FEET ) 010 10 20 30 1 INCH = 10 FEET C5.01 LA Y O U T & S U B G R A D E P L A N UN D E R G R O U N D P O N D N 2 - 4 ---- LEGEND: 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 1.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION. 2.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. 3.ALL SPOTS SHOWN ARE FISHED GRADE ELEVATIONS UNLESS OTHERWISE NOTED. 4.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 SUBGRADE AREA: - SUBGRADE - INSTALLATION OF GEOTEXTILE FABRIC AND PVC GEOMEMBRANE - INSTALLATION OF UNDERDRAIN - PLACEMENT AND COMPACTION OF FOUNDATION STONE - PLACEMENT AND COMPACTION OF EMBEDMENT STONE - PLACEMENT OF CHAMBERS AND FILL 5.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. 6.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. 7.THE CONTRACTOR SHALL, AT ALL TIMES DURING AND AFTER SYSTEM INSTALLATION, PREVENT SEDIMENT, DEBRIS, AND DIRT FROM ANY SOURCE FROM ENTERING THE STORMTECH SYSTEM. 8.SEE DETAIL SHEETS AND PLANS BY ADS FOR ADDITIONAL DESIGN INFORMATION. 9.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. 10.AREA DRAIN PIPE AND DRAIN BASIN CONNECTIONS TO RCP STORM SHALL USE INSERTA TEE OR APPROVED EQUAL FOR CONNECTION. 11.ALL STORM SEWER AND UNDERGROUND DETENTION FACILITIES ARE TO BE PRIVATELY OWNED AND MAINTAINED FG SG ISOLATOR ROW REC O R D D R A W I N G E E E E E E E E E E E E E E E E E UD UD UD UD UD UD UD UD UD UD UD UD UD h2o HYD FO FO W SS SS SS SS SS SS SS SS ELECW W 18.43 LF 24" H D P E @ 0 . 2 0 % FC MH BASIN 8 w/ WQ WEIR INV. =4905.56 (W) FG=4912.41 56.48 LF 1 2 " H D P E @ 1 . 1 2 % JUNCTION U4 INV. =4906.17 (N) FG=4911.98 JUNCTION U2 INV. =4906.21 (W) INV. =4906.21 (N) INV. =4906.21 (E) FG=4911.98 JUNCTION U6 INV. =4906.26 (W) INV. =4906.26 (N) FG=4911.73 JUNCTION U8 INV. =4906.28 (W) INV. =4906.28 (N) FG=4911.67 75 . 0 9 L F 2 4 " R C P @ 0 . 7 5 % 26 1 . 3 8 L F 1 2 " H D P E @ 0 . 5 0 % 18 6 . 5 1 L F 1 5 " H D P E @ 0 . 4 9 % IS O L A T O R R O W IS O L A T O R R O W IS O L A T O R R O W IS O L A T O R R O W ISOLATOR R O W ISOLATOR R O W ISOLATOR R O W ISOLATOR R O W UNDERGROUND POND N8.b UNDERGROUND POND N8.a 12 . 7 7 FG 12 . 5 0 FG 12 . 0 1 FG 12.39 FG 12.2 2 FG 12 . 3 8 FG 12 . 1 5 FG 11. 7 1 FG 5.14 SG 5.20 SG 5.07 SG5.03 SG 5.24 SG 5.20 SG 5.27 SG 5.31 SG 16.20 LF 12" HDPE @ 3.24% 64.73 LF 6" H D P E @ 0 . 2 0 % MONITORING WELL N8.a.1 INV. =4905.69 (W) FG=4912.24 21.35 LF 6" PERFORATE D HDPE @ 0. 2 0 % MONITORING WELL N8.a.2 INV. =4905.73 (W) FG=4912.09 8.31 LF 6" HDPE @ 0.20% MONITORING WELL N8.b.1 INV. =4905.59 (N) FG=4912.74 MONITORING WELL N8.b.2 INV. =4905.68 (N) FG=4912.44 3.31 LF 24" HDPE @ 0.20% MH 8 INV. =4905.50 (N) FG=4912.66 0.3% SG 0.3% SG 0.3% SG 0.3% SG 0.3% SG 0.3% SG 0.3% SG 0.3% SG 0.3% SG 0.3% SG 0.3% SG 0.3% SG 24'' x 6'' WYE.2 INV. =4905.55 (W) FG=4912.44 42.70 LF 6" PERFORATED HDPE @ 0.20% 20.02 LF 6" HDPE @ 0.20% INSPECTION PORT U5 FG=4911.97 INSPECTION PORT U6 FG=4911.90 INSPECTION PORT U7 FG=4911.79 INSPECTION PORT U8 FG=4912.11 INSPECTION PORT U2 FG=4912.30 INSPECTION PORT U4 FG=4912.27 INSPECTION PORT U1 FG=4912.28 INSPECTION PORT U3 FG=4911.95 JUNCTION U3 INV. =4906.05 (W) FG=4912.24 JUNCTION U1 INV. =4906.08 (N) FG=4912.56 JUNCTION U7 INV. =4906.21 (N) FG=4911.95 JUNCTION U5 INV. =4906.19 (W) FG=4912.14 ALL ROWS TO BE INSTALLED AS ISOLATOR ROWS 24'' x 6'' WYE.1 INV. =4905.54 (W) FG=4912.47 BLDG G BLDG H BLDG C BLDG D BLDG E D DD DD D D D DD / / / / / / / / / / / / / / / / / / / / / / / / / / / / AS-BUILT STORM MANHOLE (TYP.) Sheet of 19 TI M B E R L I N E S T O R A G E 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 11.30.16 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R C5.02 LA Y O U T & S U B G R A D E P L A N UN D E R G R O U N D P O N D S N 8 . a & N 8 . b ---- NORTH ( IN FEET ) 010 10 20 30 1 INCH = 10 FEET LEGEND: 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 1.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION. 2.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. 3.ALL SPOTS SHOWN ARE FISHED GRADE ELEVATIONS UNLESS OTHERWISE NOTED. 4.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 SUBGRADE AREA: - SUBGRADE - INSTALLATION OF GEOTEXTILE FABRIC AND PVC GEOMEMBRANE - INSTALLATION OF UNDERDRAIN - PLACEMENT AND COMPACTION OF FOUNDATION STONE - PLACEMENT AND COMPACTION OF EMBEDMENT STONE - PLACEMENT OF CHAMBERS AND FILL 5.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. 6.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. 7.THE CONTRACTOR SHALL, AT ALL TIMES DURING AND AFTER SYSTEM INSTALLATION, PREVENT SEDIMENT, DEBRIS, AND DIRT FROM ANY SOURCE FROM ENTERING THE STORMTECH SYSTEM. 8.SEE DETAIL SHEETS AND PLANS BY ADS FOR ADDITIONAL DESIGN INFORMATION. 9.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. 10.AREA DRAIN PIPE AND DRAIN BASIN CONNECTIONS TO RCP STORM SHALL USE INSERTA TEE OR APPROVED EQUAL FOR CONNECTION. 11.ALL STORM SEWER AND UNDERGROUND DETENTION FACILITIES ARE TO BE PRIVATELY OWNED AND MAINTAINED FG SG ISOLATOR ROW REC O R D D R A W I N G C6.04 CO N S T R U C T I O N D E T A I L S CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R Sheet of 19 TI M B E R L I N E S T O R A G E 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 11.30.16 ---- 500 WATER QUALITY WEIR STRUCTURE STRUCTURE ID TYPE PIPE INVERT WEIR HEIGHT (FROM INV.) FC MH BASIN 8 4' MANHOLE 4905.56 3.65' JUNCTION U10 24" BASIN 4906.65 1.82' 501 STORMTECH WQ TABLE 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 1- 8 0 0 - 7 3 3 - 7 4 7 3 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 RE V DR W CH K DE S C R I P T I O N 01 / 1 9 / 1 6 JL M JL M UP D A T E Ti m b e r l i n e S t o r a g e Fo r t C o l l i n s - E a s t P o n d ( W Q C V ) 08 / 1 8 / 2 0 1 6 BM To o l 3 5 -- - 70 I N W O O D R O A D , S U I T E 3 | ROCKY H I L L | CT | 0606 7 86 0 - 5 2 9 - 8 1 8 8 | 88 8 - 8 9 2 - 2 6 9 4 | WW W . S T O R M T E C H . C O M De t e n t i o n R e t e n t i o n W a t e r Q u a l i t y ACCEPTABLE FILL MATERIALS: STORMTECH 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".^J 2.SC-740 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".^J 3."ACCEPTABLE FILL MATERIALS" TABLE ABOVE PROVIDES MATERIAL LOCATIONS, DESCRIPTIONS, GRADATIONS, AND COMPACTION REQUIREMENTS FOR FOUNDATION, EMBEDMENT, AND FILL MATERIALS.^J 4.THE "SITE DESIGN ENGINEER" REFERS TO THE ENGINEER RESPONSIBLE FOR THE DESIGN AND LAYOUT OF THE STORMTECH CHAMBERS FOR THIS PROJECT.^J 5.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.^J 6.PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 7.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, NOMINAL SIZE DISTRIBUTION BETWEEN 3/4-2 INCH (20-50 mm) 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, NOMINAL SIZE DISTRIBUTION BETWEEN 3/4-2 INCH (20-50 mm) 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 5) 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 ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS 12" (300 mm) TYP51" (1295 mm)6" (150 mm) MIN 30" (760 mm) DEPTH OF STONE TO BE DETERMINED BY 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). STORMWATER CHAMBER SPECIFICATIONS 1.CHAMBERS SHALL BE STORMTECH SC-740, SC-310, OR APPROVED EQUAL. 2.CHAMBERS SHALL BE MANUFACTURED FROM VIRGIN POLYPROPYLENE OR POLYETHYLENE RESINS.^J 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 (POLYPROPYLENE), "STANDARD SPECIFICATION FOR THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".^J 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.^J 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.^J c.STRUCTURAL CROSS SECTION DETAIL ON WHICH THE STRUCTURAL EVALUATION IS BASED.^J 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.^J 2.STORMTECH SC-310 & SC-740 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/SC-780 CONSTRUCTION GUIDE".^J 3.CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS.^J 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.^J 4.THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS.^J 5.JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE.^J 6.MAINTAIN MINIMUM - 6" (150 mm) SPACING BETWEEN THE CHAMBER ROWS.^J 7.EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE 3/4-2" (20-50 mm).^J 8.THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGN ENGINEER.^J 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^J 1.STORMTECH SC-310 & SC-740 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE".^J 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".^J 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. ©2015 ADS, INC. ADVANCED DRAINAGE SYSTEMS, INC. R Fort Collins - Underground Pond N8.a and N8.b Timberline Storage 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 1- 8 0 0 - 7 3 3 - 7 4 7 3 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 RE V DR W CH K DE S C R I P T I O N 01 / 1 9 / 1 6 JL M JL M UP D A T E Ti m b e r l i n e S t o r a g e Fo r t C o l l i n s - E a s t P o n d ( W Q C V ) 08 / 1 8 / 2 0 1 6 BM To o l 4 5 -- - 70 I N W O O D R O A D , S U I T E 3 | ROCKY H I L L | CT | 0606 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 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^Ji)MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY^Jii)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.^J 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# 2712AG06N SOLID COVER: 1299CGC GRATE: 1299CGS 6" (150 mm) INSERTA TEE PART#06N12ST74IP INSERTA TEE TO BE CENTERED ON CORRUGATION CREST 6" (150 mm) ADS N-12 HDPE PIPE 18" (450 mm) MIN WIDTH CONCRETE SLAB 8" (200 mm) MIN THICKNESS PAVEMENT CONCRETE COLLAR NOT REQUIRED FOR UNPAVED APPLICATIONS CONCRETE COLLAR 504 SC-740 GENERAL NOTES 505 SC-740 SUBGRADE 506 SC-740 ISOLATOR ROW AND INSPECTION PORT 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 ORIFICE HOLE 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 STRUCTURE ID TYPE PIPE INVERT WEIR HEIGHT (FROM INV.) ORIFACE DIAMETER (INCHES) FC MH BASIN 2-4 4' MANHOLE 4906.22 2.75'6-3/8 502 OUTLET STRUCTURE 503 STORMTECH OUTLET TABLE 30-mil PVC GEOMEMBRANE WITH CDOT CLASS B GEOTEXTILE SEPARATOR ABOVE AND BELOW PVC LINER. 30-mil PVC GEOMEMRANE SHOULD WRAP ALL SIDES AND 10' (MIN) ALONG THE BOTTOM ON ALL SIDES 30-mil PVC GEOMEMRANE SHOULD WRAP ALL SIDES AND 10' (MIN) ALONG THE BOTTOM ON ALL SIDES REC O R D D R A W I N G