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Home My WebLink AboutSite Certifications - 08/14/201812/15 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 Wes Lamarque 8/14/2018 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: 4900 4905 4910 4915 4920 4925 4930 4935 4900 4905 4910 4915 4920 4925 4930 4935 9+50 10+00 11+00 12+00 13+00 14+00 15+00 16+00 ST M H 1 - 3 ST A 1 2 + 2 3 . 4 8 RI M 4 9 1 9 . 9 ± IN V . I N 4 9 1 3 . 9 7 ( N E ) IN V . O U T 4 9 1 3 . 9 7 ( S W ) ST M H 1 - 2 ST A 1 1 + 7 7 . 3 2 RI M 4 9 1 9 . 6 ± IN V . I N 4 9 1 3 . 8 3 ( N E ) IN V . O U T 4 9 1 3 . 8 3 ( S E ) 8" WATER STA.=13+80.77 TOP=0.00 STA.=13+70.68 INV.= 4909.54 8" SANITARYSTA.=10+15.21 INV.= 4906.90 12" SANITARY EXISTING GROUND PROPOSED GRADE OU T L E T 1 - 5 ST A 1 5 + 4 0 . 0 1 IN V . I N 4 9 1 5 . 0 3 ( E ) IN V . O U T 4 9 1 5 . 0 3 ( W ) 42.35 LF 15" RCP @ 0.33% ST M H 1 - 4 ST A 1 4 + 9 7 . 6 6 RI M 4 9 2 0 . 9 ± IN V . I N 4 9 1 4 . 8 9 ( E ) IN V . O U T 4 9 1 4 . 8 9 ( S W ) 274.19 LF 15" RCP @ 0.34% 46.16 LF 15" RCP @ 0.30% 138.89 LF 15" RCP @ 0.33% ST M H 1 - 1 ST A 1 0 + 3 8 . 4 3 RI M 4 9 1 8 . 3 ± IN V . I N 4 9 1 3 . 3 8 ( N W ) IN V . O U T 4 9 1 3 . 3 4 ( S ) ST M H 1 ST A 1 0 + 0 0 . 0 0 RI M 4 9 1 7 . 4 ± IN V . I N 4 9 1 2 . 9 6 ( N ) IN V . I N 4 9 1 2 . 8 2 ( E ) IN V . O U T 4 9 1 2 . 8 2 ( W ) 38.43 LF 15" RCP @ 1.00% 18" MIN. 100-YR HGL 5.91 LF 20" STEEL CASING PUBLIC PRIVATEPRIVATE S S S S S S SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS CS S CS CS S CS HYD S CS W h2o S CS S CS S CS S CS S CS CS S CS S CS S CS S S CS CS S CS S S CS util util util util util utilutil util util util util util V.P . D D ST ST ST ST S DD D S S S S S C.O . C.O . ST ST ST ST ST SS SS SS SS SS SS MH STMH 1-4 STA 14+97.66 N: 126636.41 E: 217546.56 STMH 1-3 STA 12+23.48 N: 126442.53 E: 217352.68 STMH 1-2 STA 11+77.32 N: 126420.70 E: 217312.01 STMH 1-1 STA 10+38.43 N: 126294.58 E: 217370.17 STMH 1 STA 10+00.00 N: 126256.23 E: 217367.75 OUTLET 1-5 STA 15+40.01 N: 126631.11 E: 217588.57 38.43 LF 15" RCP @ 1.00% 46.16 LF 15" RCP @ 0.30% 274.19 LF 15" RCP @ 0.34% 42.35 LF 15" RCP @ 0.33% 13 8 . 8 9 L F 1 5 " R C P @ 0 . 3 3 % SANITARY SEWER A4s SEE SHEET SS3 SANITARY SEWER A4n SEE SHEET SS3 SANITARY SEWER A SEE SHEET SS1 LOT 8 LOT 9 LOT 45LOT 44 LOT 43 LOT 42 LOT 28 LOT 27 LOT 26 LOT 25 OUTLOT D OUTLOT CLOT 46 LOT 47 OUTLOT E FOX GROVE DRIVE FND 12" REBAR w/ PLASTIC CAP LS 7839 N:126224.08 E:217502.99 N7 6 ° 3 7 ' 5 0 " W 13 9 . 0 1 ' S S SS SS SS SS SS SS CS S S CS S CS CS HYD S CS S CS S W h2 o FES FES FES D ST S S C. O . C. O . C. O . X X X X X X SAN I T A R Y S E W E R A 4 s LOT 11 LOT 13 LOT 14 LOT 15 LOT 16 LOT 12 OUTLOT C DRYWELL 2-1 STA 10+21.00 N: 126669.26 E: 217744.93 INLET 2-3 STA 10+64.98 N: 126713.22 E: 217745.73 INLET 2-2 STA 10+34.98 N: 126683.22 E: 217745.57 FES 2 STA 10+00.00 N: 126650.12 E: 217736.29 30.00 LF 18" RCP @ 0.30% 13.97 LF 24" RCP @ 0.30% 21.00 LF 12" PVC @ 1.00% SANITARY SEWER A SEE SHEET SS2 STORM DRAIN LINE 2-1 SEE SHEET ST2 STORM DRAIN LINE 2-1 SEE SHEET ST2 S18°42 ' 4 7 " W 127.93 ' FND 12" REBAR NO CAP N:126834.38 E:217786.78 FO X G R O V E D R I V E 4900 4905 4910 4915 4920 4925 4930 4935 4900 4905 4910 4915 4920 4925 4930 4935 9+5010+0011+0011+50 FE S 2 ST A 1 0 + 0 0 . 0 0 IN V . I N 4 9 1 6 . 0 0 ( N E ) 21.00 LF 12" PVC @ 1.00% DR Y W E L L 2 - 1 ST A 1 0 + 2 1 . 0 0 RI M 4 9 2 0 . 2 ± IN V . I N 4 9 1 5 . 0 6 ( N ) IN V . O U T 4 9 1 6 . 2 1 ( S W ) IN V . O U T 4 9 1 6 . 2 1 ( W ) IN V . O U T 4 9 1 6 . 2 1 ( E ) 13.97 LF 24" RCP @ 0.30% IN L E T 2 - 2 ST A 1 0 + 3 4 . 9 8 FL . E L 4 9 1 9 . 5 ± IN V . I N 4 9 1 5 . 1 0 ( N ) IN V . O U T 4 9 1 5 . 1 0 ( S ) 30.00 LF 18" RCP @ 0.30% IN L E T 2 - 3 ST A 1 0 + 6 4 . 9 8 FL . E L 4 9 1 9 . 5 ± IN V . O U T 4 9 1 5 . 1 9 ( S ) 8" WATER STA.=10+54.98 TOP=0.00 STA.=10+44.98 INV.= 4910.98 8" SANITARY PROPOSED GRADE EXISTING GROUND 18" MIN. 5.90 LF 20" STEEL CASING PUBLIC PRIVATE RIPRAP SEE BURIED RIPRAP SCHEDULE KEYMAP 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.ALL STORM MANHOLES LOCATED IN SIDEWALKS AND TRAILS SHALL HAVE PEDESTRIAN RATED LIDS. 6.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.). 7.SLOTTED MANHOLE COVERS SHALL BE NEENAH R-2559, TYPE G, OR APPROVED EQUAL. 8.ALL RIPRAP PAD TO BE BURIED. SEE RIPRAP DETAIL. 9.A FLOODPLAIN USE PERMIT MUST BE SUBMITTED TO AND APPROVED BY THE CITY OF FORT COLLINS FLOODPLAIN ADMINISTRATION PRIOR TO CONSTRUCTION OF THE FOLLOWING ITEMS: STORM SEWER (STORM LINE 8), SEWER AND WATERLINE CONSTRUCTION IN VIXEN DRIVE, WATERLINE IN TRACT A AND LOT 1 LEE MLD, ROADWAY CONSTRUCTION OF VIXEN DRIVE, AND FORT COLLINS LIGHT AND POWER PRIMARY INSTALLATION FROM THE FRONTAGE ROAD. 10.A NO-RISE CERTIFICATION MUST BE SUBMITTED TO AND APPROVED BY THE CITY OF FORT COLLINS FLOODPLAIN ADMINISTRATION PRIOR TO CONSTRUCTION OF THE FOLLOWING ITEMS: STORM SEWER (STORM LINE 8), WATERLINE IN LOT 1 LEE MLD, AND FORT COLLINS LIGHT AND POWER PRIMARY INSTALLATION ACROSS THE FLOODWAY. 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 Sheet Of 45 Sheets FO X G R O V E 30 1 N . H o w e s S t r e e t , S u i t e 1 0 0 Fo r t C o l l i n s , C o l o r a d o 8 0 5 2 1 E N G I N E E R N G I E H T R O N R N PH O N E : 9 7 0 . 2 2 1 . 4 1 5 8 ww w . n o r t h e r n e n g i n e e r i n g . c o m CALL 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 STORM DRAIN LINE 1 NORTH 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 S 1 & 2 STORM DRAIN 1 PROFILE SCALE: VERT. 1"=5' HORIZ. 1"=50' NORTH PROFILE SCALE: VERT. 1"=5' HORIZ. 1"=50' STORM DRAIN 2 STORM DRAIN LINE 2 RECO R D D R A W I N G 4905 4910 4915 4920 4925 4930 4935 4940 4905 4910 4915 4920 4925 4930 4935 4940 9+5010+0011+0012+0013+0013+50 ST R M H E A D W A L L 3 ST A 1 0 + 0 0 . 0 0 IN V . I N 4 9 1 5 . 9 0 ( E ) 61.40 LF 24" RCP @ 0.43% ST M H 3 - 1 ST A 1 0 + 6 1 . 4 0 RI M 4 9 2 2 . 2 ± IN V . I N 4 9 1 6 . 1 6 ( E ) IN V . I N 4 9 1 6 . 1 4 ( N ) IN V . O U T 4 9 1 6 . 1 6 ( W ) 148.79 LF 15" RCP @ 0.30% ST M H 3 - 2 ST A 1 2 + 1 0 . 1 9 RI M 4 9 2 3 . 0 ± IN V . I N 4 9 1 6 . 5 9 ( N E ) IN V . O U T 4 9 1 6 . 5 9 ( S ) 85.90 LF 15" RCP @ 0.31% OU T L E T 3 - 3 ST A 1 2 + 9 6 . 0 9 IN V . I N 4 9 1 6 . 8 5 ( N E ) IN V . O U T 4 9 1 6 . 8 5 ( S W ) STA.=10+84.59 INV.= 4908.18 12" SANITARY STA.=12+32.01 INV.= 4909.41 8" SANITARY 8" WATER STA.=12+46.18 TOP=0.00 EXISTING GROUND PROPOSED GRADE 12" WATER STA.=10+41.40 TOP=4913.83 18" MIN. 18" MIN. 11.00 LF 20" STEEL CASING 7.54 LF 20" STEEL CASING PUBLIC RIPRAP SEE BURIED RIPRAP SCHEDULE FND 12" REBAR w/ PLASTIC CAP LS 7839 N:126224.08 E:217502.99 4905 4910 4915 4920 4925 4930 4935 4940 4905 4910 4915 4920 4925 4930 4935 4940 9+50 10+00 11+00 32.60 LF 24" RCP @ 0.43% ST R M H E A D W A L L 3 - 1 . 1 ST A 1 0 + 3 2 . 6 0 IN V . O U T 4 9 1 6 . 3 0 ( W ) ST M H 3 - 1 ST A 1 0 + 6 1 . 4 0 RI M 4 9 2 2 . 2 ± IN V . I N 4 9 1 6 . 1 6 ( E ) IN V . I N 4 9 1 6 . 1 4 ( N ) IN V . O U T 4 9 1 6 . 1 6 ( W ) PROPOSED GRADE EXISTING GROUND PUBLIC STEOHE OHE 8" W CENTER 14 CORNER SECTION 15-7-68 N:126217.91 E:218503.02 4905 4910 4915 4920 4925 4930 4935 4940 4905 4910 4915 4920 4925 4930 4935 4940 9+50 10+00 11+00 4905 4910 4915 4920 4925 4930 4935 4940 4905 4910 4915 4920 4925 4930 4935 4940 9+5010+0011+0011+50 49.68 LF 12" PVC @ 0.30% 90 D E G B E N D 2 - 1 w . 1 ST A 1 0 + 4 9 . 6 8 IN V . I N 4 9 1 6 . 0 6 ( E ) IN V . O U T 4 9 1 6 . 0 7 ( S ) 21.78 LF 12" PVC @ 0.30% FE S 2 - 1 w . 2 ST A 1 0 + 7 1 . 4 6 IN V . I N 4 9 1 6 . 0 0 ( N ) DR Y W E L L 2 - 1 ST A 1 0 + 2 1 . 0 0 RI M 4 9 2 0 . 2 ± IN V . I N 4 9 1 5 . 0 6 ( N ) IN V . O U T 4 9 1 6 . 2 1 ( S W ) IN V . O U T 4 9 1 6 . 2 1 ( W ) IN V . O U T 4 9 1 6 . 2 1 ( E ) 32.62 LF 12" PVC @ 0.45% 90 D E G B E N D 2 - 1 e . 1 ST A 1 0 + 3 2 . 6 2 IN V . I N 4 9 1 6 . 0 6 ( W ) IN V . O U T 4 9 1 6 . 0 6 ( S ) 20.95 LF 12" PVC @ 0.30% FE S 2 - 1 e . 2 ST A 1 0 + 5 3 . 5 7 IN V . I N 4 9 1 6 . 0 0 ( N ) DR Y W E L L 2 - 1 ST A 1 0 + 2 1 . 0 0 RI M 4 9 2 0 . 2 ± IN V . I N 4 9 1 5 . 0 6 ( N ) IN V . O U T 4 9 1 6 . 2 1 ( S W ) IN V . O U T 4 9 1 6 . 2 1 ( W ) IN V . O U T 4 9 1 6 . 2 1 ( E ) EXISTING GROUND PROPOSED GRADE EXISTING GROUND PROPOSED GRADE PRIVATE RIPRAP SEE BURIED RIPRAP SCHEDULE RIPRAP SEE BURIED RIPRAP SCHEDULE S S SS SS SS SS SS SS SS SS SS CS S CS CS W h2o S S CS S CS CS HYD S CS S CS S W h2o S CS CS S CS S CS util util util util util util util V.P. FES FES FES DST S S C.O. C.O. C.O. XXXXXXXX 90DEG BEND 2-1w.1 STA 10+49.68 N: 126669.50 E: 217695.25 90 DEG BEND 2-1e.1 STA 10+32.62 N: 126669.04 E: 217777.55 FES 2-1e.2 STA 10+53.57 N: 126648.09 E: 217777.44 FES 2-1w.2 STA 10+71.46 N: 126647.72 E: 217695.12 21.78 LF 12" PVC @ 0.30% 49.68 LF 12" PVC @ 0.30% 20.95 LF 12" PVC @ 0.30% 32.62 LF 12" PVC @ 0.45% STORM DRAIN LINE 2 SEE SHEET ST1 DRYWELL 2-1 STA 10+00.00 N: 126669.26 E: 217744.93 LOT 11 LOT 13 LOT 14 LOT 15 LOT 16 LOT 12 OUTLOT C LOT 10 LOT 16 FND 12" REBAR NO CAP N:126834.38 E:217786.78 S1 4 ° 1 3 ' 1 7 " W 17 0 . 3 4 ' FOX GROVE DRIVE SSSSSS SS SS SS CS S CS HYD W h2 o W S S D V. P . ut i l ut i l ut i l ut i l ut i l ut i l ut i l ut i l ut i l ut i l ut i l ut i l D ST ST ST ST S S DD D D STST ST SS SS SS SS SS SS SS MH STRM HEADWALL 3 STA 10+00.00 N: 126243.41 E: 218049.08 61.40 LF 24" RCP @ 0.43% STMH 3-1 STA 10+61.40 N: 126242.52 E: 218110.47 148.79 LF 15" RCP @ 0.30% STMH 3-2 STA 12+10.19 N: 126391.29 E: 218112.28 85. 9 0 L F 1 5 " R C P @ 0 . 3 1 % OUTLET 3-3 STA 12+96.09 N: 126451.54 E: 218173.51 LOT 66 LOT 67 OU T L O T G OU T L O T E LOT 54 LOT 55 LOT 56 OUTLOT H LOT 53 KI T D E N D R I V E SANITARY LINE B SEE SHEET SS4 STORM DRAIN LINE 4 SEE SHEET ST 94.01 LF 24" RCP @ 0.43% 4.5' ℄-℄ S8 7 ° 5 8 ' 2 3 " W 54 6 . 4 3 ' STORM DRAIN LINE 3s SEE SHEET ST3 STORM DRAIN LINE 3-1 SEE THIS SHEET CARRIAGE PARKWAY S SS SS CS S CS HYD Wh2o util util util util utilutil util util util ST ST S D ST ST SS SS SS SS MH 32.60 LF 24" RCP @ 0.43%STRM HEADWALL 3-1.1 STA 10+32.60 N: 126242.04 E: 218143.07 CA R R I A G E P A R K W A Y STMH 3-1 STA 10+00.00 N: 126242.52 E: 218110.47 LOT 67 OUTLOT G 94.01 LF 24" RCP @ 0.43% 4.5' ℄-℄ S86°09'51"E 360.76' STORM DRAIN LINE 3 SEE THIS SHEET STORM DRAIN LINE 3s SEE SHEET ST3 KEYMAP 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.ALL STORM MANHOLES LOCATED IN SIDEWALKS AND TRAILS SHALL HAVE PEDESTRIAN RATED LIDS. 6.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.). 7.SLOTTED MANHOLE COVERS SHALL BE NEENAH R-2559, TYPE G, OR APPROVED EQUAL. 8.ALL RIPRAP PAD TO BE BURIED. SEE RIPRAP DETAIL. 9.A FLOODPLAIN USE PERMIT MUST BE SUBMITTED TO AND APPROVED BY THE CITY OF FORT COLLINS FLOODPLAIN ADMINISTRATION PRIOR TO CONSTRUCTION OF THE FOLLOWING ITEMS: STORM SEWER (STORM LINE 8), SEWER AND WATERLINE CONSTRUCTION IN VIXEN DRIVE, WATERLINE IN TRACT A AND LOT 1 LEE MLD, ROADWAY CONSTRUCTION OF VIXEN DRIVE, AND FORT COLLINS LIGHT AND POWER PRIMARY INSTALLATION FROM THE FRONTAGE ROAD. 10.A NO-RISE CERTIFICATION MUST BE SUBMITTED TO AND APPROVED BY THE CITY OF FORT COLLINS FLOODPLAIN ADMINISTRATION PRIOR TO CONSTRUCTION OF THE FOLLOWING ITEMS: STORM SEWER (STORM LINE 8), WATERLINE IN LOT 1 LEE MLD, AND FORT COLLINS LIGHT AND POWER PRIMARY INSTALLATION ACROSS THE FLOODWAY. 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 Sheet Of 45 Sheets FO X G R O V E 30 1 N . H o w e s S t r e e t , S u i t e 1 0 0 Fo r t C o l l i n s , C o l o r a d o 8 0 5 2 1 E N G I N E E R N G I E H T R O N R N PH O N E : 9 7 0 . 2 2 1 . 4 1 5 8 ww w . n o r t h e r n e n g i n e e r i n g . c o m CALL 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 STORM DRAIN LINE 3 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 S 2 - 1 w , 2 - 1 e , 3 & 3 - 1 STORM DRAIN 2-1w & 2-1e PROFILE SCALE: VERT. 1"=5' HORIZ. 1"=50' PROFILE SCALE: VERT. 1"=5' HORIZ. 1"=50' NORTH NORTH STORM DRAIN LINE 3.1STORM DRAIN LINE 2-1w & 2-1e PROFILE SCALE: VERT. 1"=5' HORIZ. 1"=50' PROFILE SCALE: VERT. 1"=5' HORIZ. 1"=50' STORM DRAIN 3-1 STORM DRAIN 3 NORTH RECO R D D R A W I N G 4905 4910 4915 4920 4925 4930 4935 4940 4905 4910 4915 4920 4925 4930 4935 4940 9+50 10+00 11+00 12+00 13+00 13+50 IN L E T 4 - 8 ST A 1 2 + 7 1 . 7 5 FL . E L 4 9 2 1 . 1 ± IN V . O U T 4 9 1 6 . 6 8 ( N ) 30.00 LF 15" RCP @ 0.30% IN L E T 4 - 7 ST A 1 2 + 4 1 . 7 5 FL . E L 4 9 2 1 . 1 ± IN V . I N 4 9 1 6 . 5 9 ( S ) IN V . O U T 4 9 1 6 . 5 9 ( N ) 16.50 LF 15" RCP @ 0.30% DR Y W E L L 4 - 6 ST A 1 2 + 2 5 . 2 5 RI M 4 9 2 0 . 5 ± IN V . I N 4 9 1 6 . 5 4 ( S ) IN V . O U T 4 9 1 7 . 7 1 ( E ) 75.81 LF 12" PVC @ 0.30% 45 D E G B E N D 4 - 5 ST A 1 1 + 4 9 . 4 3 IN V . I N 4 9 1 7 . 4 8 ( W ) IN V . O U T 4 9 1 7 . 4 8 ( N E ) 21.26 LF 12" PVC @ 0.30% 45 D E G B E N D 4 - 4 ST A 1 1 + 2 8 . 1 8 IN V . I N 4 9 1 7 . 4 2 ( S W ) IN V . O U T 4 9 1 7 . 4 2 ( N ) 15.73 LF 12" PVC @ 0.30% 11 . 2 5 D E G B E N D 4 - 3 ST A 1 1 + 1 2 . 4 5 IN V . I N 4 9 1 7 . 3 7 ( S ) IN V . O U T 4 9 1 7 . 3 7 ( N ) 52.09 LF 12" PVC @ 0.30% 22 . 5 D E G B E N D 4 - 2 ST A 1 0 + 6 0 . 3 6 IN V . I N 4 9 1 7 . 2 1 ( S ) IN V . O U T 4 9 1 7 . 2 1 ( N W ) 44.07 LF 12" PVC @ 0.30% 78 . 7 5 D E G B E N D 4 - 1 ST A 1 0 + 1 6 . 2 9 IN V . I N 4 9 1 7 . 0 8 ( S E ) IN V . O U T 4 9 1 7 . 0 8 ( W ) 26.29 LF 12" PVC @ 0.30% FE S 4 ST A 9 + 9 0 . 0 0 IN V . I N 4 9 1 7 . 0 0 ( E ) STA.=12+56.74 INV.= 4909.87 8" SANITARY 8" WATER STA.=12+46.74 TOP=4914.25 18" MIN. PROPOSED GRADE EXISTING GROUND 5.90 LF 20" STEEL CASING PUBLICPRIVATE RIPRAP SEE BURIED RIPRAP SCHEDULE 4905 4910 4915 4920 4925 4930 4935 4940 4905 4910 4915 4920 4925 4930 4935 4940 9+50 10+00 11+00 12+00 12+50 IN L E T 5 - 4 ST A 1 1 + 9 3 . 2 3 FL . E L 4 9 2 2 . 1 ± IN V . O U T 4 9 1 7 . 7 5 ( E ) 50.00 LF 15" RCP @ 0.30% IN L E T 5 - 3 ST A 1 1 + 4 3 . 2 3 FL . E L 4 9 2 2 . 1 ± IN V . I N 4 9 1 7 . 6 0 ( W ) IN V . O U T 4 9 1 7 . 6 0 ( E ) 18.00 LF 15" RCP @ 0.30% DR Y W E L L 5 - 2 ST A 1 1 + 2 5 . 2 3 RI M 4 9 2 1 . 7 ± IN V . I N 4 9 1 7 . 5 5 ( W ) IN V . O U T 4 9 1 7 . 3 8 ( N ) 103.63 LF 12" PVC @ 0.30% 90 D E G B E N D 5 - 1 ST A 1 0 + 2 1 . 6 0 IN V . I N 4 9 1 7 . 0 6 ( S ) IN V . O U T 4 9 1 7 . 0 6 ( S E ) 21.60 LF 12" PVC @ 0.30% FE S 5 ST A 1 0 + 0 0 . 0 0 IN V . I N 4 9 1 7 . 0 0 ( N W ) 8" WATER STA.=11+76.94 TOP=4915.51 18" MIN. 100-YR HGL PROPOSED GRADE EXISTING GROUND 5.93 LF 20" STEEL CASING PUBLICPRIVATE RIPRAP SEE BURIED RIPRAP SCHEDULE S SS S S SS SS SS SS SS SS CS CS S CS S S CS S CS HYD S CS S CS S CS S CS S CS D FES FES V. P . ut i l ut i l ut i l ut i l ut i l ut i l ut i l ut i l ut i l ut i l ut i l ut i l ut i l D ST ST ST ST S S S S S D C. O . D ST SS SS SS SS SS SS SS SS SSSSSSSSSS ST ST WW E FO H2 O OH E OH E 8" W12" W12" W12" W12" W12" W12" W12" W12" W S SS KI T D E N D R I V E CAR R I A G E P A R K W A Y SANITARY SEWER B SEE SHEET SS4 INLET 4-7 STA 12+41.75 N: 126421.03 E: 218219.47 INLET 4-8 STA 12+71.75 N: 126391.03 E: 218219.28 DRYWELL 4-6 STA 12+25.25 N: 126437.53 E: 218219.57 45DEG BEND 4-5 STA 11+49.43 N: 126437.07 E: 218295.38 45 DEG BEND 4-4 STA 11+28.18 N: 126452.04 E: 218310.47 11.25DEG BEND 4-3 STA 11+12.45 N: 126467.77 E: 218310.5022.5DEG BEND 4-2 STA 10+60.36 N: 126518.88 E: 218300.43 78.75DEG BEND 4-1 STA 10+16.29 N: 126555.57 E: 218276.01 FES 4 STA 9+90.00 N: 126545.55 E: 218251.71 16.50 LF 15" RCP @ 0.30% 30.00 LF 15" RCP @ 0.30% 26.29 LF 12" PVC @ 0.30% 44.07 LF 12" PVC @ 0.30% 52.09 LF 12" PVC @ 0.30% 15.73 LF 12" PVC @ 0.30% 21.26 LF 12" PVC @ 0.30% 75 . 8 1 L F 1 2 " P V C @ 0 . 3 0 % FO X G R O V E D R I V E LOT 59 LOT 60 LOT 62 LOT 63 LOT 64 LOT 65 LOT 66 LOT 67 OU T L O T G LOT 61 OUTLOT H STORM DRAIN LINE 3 SEE SHEET ST2 CENTER 14 CORNER SECTION 15-7-68 N:126217.91 E:218503.02 N39 ° 2 6 ' 0 4 " W 303 . 1 4 ' TYPE M BURIED RIPRAP (SEE SHEET D4) 4905 4910 4915 4920 4925 4930 4935 4940 4905 4910 4915 4920 4925 4930 4935 4940 9+50 10+00 11+00 11+50 94.01 LF 24" RCP @ 0.43% ST R M H E A D W A L L 3 s - 1 ST A 1 0 + 9 4 . 0 1 RI M 4 9 1 8 . 7 ± IN V . O U T 4 9 1 6 . 3 0 ( W ) ST R M H E A D W A L L 3 s ST A 1 0 + 0 0 . 0 0 RI M 4 9 1 8 . 3 ± IN V . I N 4 9 1 5 . 9 0 ( E ) EXISTING GROUND PROPOSED GRADE 8" WATER STA.=10+41.37 TOP=4913.83 18" MIN. 11.00 LF 20" STEEL CASING PUBLIC RIPRAP SEE BURIED RIPRAP SCHEDULE S SS SS S CS HYD Wh2o S util util util util utilutil util util util ST ST S D ST ST SS SS SS SS SS SS MH STRM HEADWALL 3s-1 STA 10+94.01 N: 126237.54 E: 218143.06 94.01 LF 24" RCP @ 0.43% STRM HEADWALL 3s STA 10+00.00 N: 126238.91 E: 218049.06 CA R R I A G E PA R K W A Y SANITARY SEWER B SEE SHEET SS4 STORM DRAIN LINE 3 SEE SHEET ST2 LOT 67 LOT 53 LOT 54 OUTLOT E TYPE M BURIED RIPRAP (SEE SHEET D4) S S S S S SS SS SS SS SS SS S CS C S S CS S CS S CS W MH h2 o HYD D FES FES V.P . uti l uti l uti l uti l uti l uti l uti l uti l uti l uti l uti l uti l uti l uti l uti l uti l D ST ST ST ST S S S S D D C.O . D S ST OUTLOT E INLET 5-4 STA 11+93.23 N: 126501.54 E: 218098.05 INLET 5-3 STA 11+43.23 N: 126487.05 E: 218145.90 DRYWELL 5-2 STA 11+25.23 N: 126481.83 E: 218163.13 90DEG BEND 5-1 STA 10+21.60 N: 126577.79 E: 218202.26 FES 5 STA 10+00.00 N: 126567.81 E: 218221.42 21.60 LF 12" PVC @ 0.30% 103.63 LF 12" P V C @ 0 . 3 0 % 18.00 LF 15" RCP @ 0.30% 50.00 LF 15" RCP @ 0.30% LOT 66 LOT 67 LOT 55 OUTLOT H FO X G R O V E D R I V E CARRIAGE PARKWAY KIT D E N D R I V E STORM DRAIN LINE 3 SEE SHEET ST2 TYPE M BURIED RIPRAP (SEE SHEET D4) KEYMAP 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.ALL STORM MANHOLES LOCATED IN SIDEWALKS AND TRAILS SHALL HAVE PEDESTRIAN RATED LIDS. 6.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.). 7.SLOTTED MANHOLE COVERS SHALL BE NEENAH R-2559, TYPE G, OR APPROVED EQUAL. 8.ALL RIPRAP PAD TO BE BURIED. SEE RIPRAP DETAIL. 9.A FLOODPLAIN USE PERMIT MUST BE SUBMITTED TO AND APPROVED BY THE CITY OF FORT COLLINS FLOODPLAIN ADMINISTRATION PRIOR TO CONSTRUCTION OF THE FOLLOWING ITEMS: STORM SEWER (STORM LINE 8), SEWER AND WATERLINE CONSTRUCTION IN VIXEN DRIVE, WATERLINE IN TRACT A AND LOT 1 LEE MLD, ROADWAY CONSTRUCTION OF VIXEN DRIVE, AND FORT COLLINS LIGHT AND POWER PRIMARY INSTALLATION FROM THE FRONTAGE ROAD. 10.A NO-RISE CERTIFICATION MUST BE SUBMITTED TO AND APPROVED BY THE CITY OF FORT COLLINS FLOODPLAIN ADMINISTRATION PRIOR TO CONSTRUCTION OF THE FOLLOWING ITEMS: STORM SEWER (STORM LINE 8), WATERLINE IN LOT 1 LEE MLD, AND FORT COLLINS LIGHT AND POWER PRIMARY INSTALLATION ACROSS THE FLOODWAY. 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 Sheet Of 45 Sheets FO X G R O V E 30 1 N . H o w e s S t r e e t , S u i t e 1 0 0 Fo r t C o l l i n s , C o l o r a d o 8 0 5 2 1 E N G I N E E R N G I E H T R O N R N PH O N E : 9 7 0 . 2 2 1 . 4 1 5 8 ww w . n o r t h e r n e n g i n e e r i n g . c o m CALL 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 STORM DRAIN LINE 4 NORTH ST3 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 S 3 s , 4 & 5 STORM DRAIN 5 PROFILE SCALE: VERT. 1"=5' HORIZ. 1"=50' STORM DRAIN LINE 5 NORTH PROFILE SCALE: VERT. 1"=5' HORIZ. 1"=50' STORM DRAIN 4 STORM DRAIN LINE 3s NORTH PROFILE SCALE: VERT. 1"=5' HORIZ. 1"=50' STORM DRAIN 3s EXISTING SANITARY SEWER RECO R D D R A W I N G 4900 4905 4910 4915 4920 4925 4930 4935 4900 4905 4910 4915 4920 4925 4930 4935 9+50 10+00 11+00 12+00 13+00 13+50 EXISTING GROUND PROPOSED GRADE 18" MIN. FE S 6 ST A 1 0 + 0 0 . 0 0 IN V . I N 4 9 1 4 . 2 2 ( E ) 225.30 LF 24" RCP @ 0.53% ST M H 6 - 1 ST A 1 2 + 2 5 . 3 0 RI M 4 9 2 1 . 0 ± IN V . I N 4 9 1 5 . 4 2 ( N ) IN V . O U T 4 9 1 5 . 4 2 ( W ) 39.13 LF 18" RCP @ 0.53% FE S 6 - 3 ST A 1 2 + 9 0 . 1 0 IN V . O U T 4 9 1 5 . 7 6 ( S ) STA.=10+71.40 INV.= 4906.64 8" SANITARY STA.=12+35.58 INV.= 4907.54 8" SANITARY 8" WATER STA.=12+45.61 TOP=4913.178" WATER STA.=10+82.30 TOP=4912.24 18" MIN. ST M H 6 - 2 ST A 1 2 + 6 4 . 4 3 RI M 4 9 2 1 . 3 ± IN V . I N 4 9 1 5 . 6 3 ( N ) IN V . I N 4 9 1 5 . 6 3 ( E ) IN V . O U T 4 9 1 5 . 6 3 ( S ) 25.67 LF 18" RCP @ 0.53% 100-YR HGL 5.92 LF 20" STEEL CASING 5.95 LF 20" STEEL CASING PRIVATEPUBLIC RIPRAP SEE BURIED RIPRAP SCHEDULE 4905 4910 4915 4920 4925 4930 4935 4940 4905 4910 4915 4920 4925 4930 4935 4940 9+50 10+00 11+00 PROPOSED GRADE EXISTING GROUND ST R M H E A D W A L L 7 ST A 1 0 + 0 0 . 0 0 IN V . I N 4 9 1 5 . 7 0 ( E ) 72.00 LF 2x30" RCP @ 0.50% ST R M H E A D W A L L 7 - 1 ST A 1 0 + 7 2 . 0 0 IN V . O U T 4 9 1 6 . 0 6 ( W ) 8" WATER w/20" STEEL CASING STA.=10+46.01 TOP=4914.74 2.89' COVER 40.00 LF 14" STEEL CASING PUBLIC RIPRAP SEE BURIED RIPRAP SCHEDULE 4900 4905 4910 4915 4920 4925 4930 4935 4900 4905 4910 4915 4920 4925 4930 4935 9+50 10+00 11+00 12+00 PROPOSED GRADE EXISTING GROUND FE S 8 ST A 1 0 + 1 0 . 0 0 IN V . I N 4 9 1 1 . 2 8 ( E ) 104.21 LF 18" RCP @ 0.50% OU T L E T 8 - 1 ST A 1 1 + 1 5 . 9 9 RI M 4 9 1 4 . 0 ± PRIVATE RIPRAP SEE BURIED RIPRAP SCHEDULE SS SSSS SS SS FES 8 STA 10+10.00 N: 126322.71 E: 216418.82 104.21 LF 18" RCP @ 0.50% OUTLET 8-1 STA 11+15.99 N: 126322.71 E: 216524.80 TRACT A FND #4 REBAR w/ PLASTIC CAP LS 7839 N:126230.40 E:216472.74 S3 0 ° 1 7 ' 2 8 " E 10 6 . 9 0 ' FES ST SS SS SS SS SS SS SS FOX GROVE DRIVE SANITARY SEWER A SEE SHEET SS1 FES 6 STA 10+00.00 N: 126404.45 E: 216875.36 225.30 LF 24" RCP @ 0.53% STMH 6-1 STA 12+25.30 N: 126403.05 E: 217100.66 39.13 LF 18" RCP @ 0.53% FES 6-3 STA 12+90.10 N: 126466.79 E: 217112.31 VI X E N D R I V E LOT 36 LOT 37 LOT 38 LOT 41 LOT 40LOT 39 OUTLOT D TRACT A STMH 6-2 STA 12+64.43 N: 126441.54 E: 217107.69 25.67 LF 18" RCP @ 0.53% TYPE M BURIED RIPRAP (SEE SHEET D4) S S SS SS SS SS SS SS SS SS SS SS FES S CS S CS SS CS WH2O HYD HYD CS S CS S CS util util utilutil util util util util D ST S D S H2O ST ST ST ST SS SS SS SS LOT 38 LOT 39STRM HEADWALL 7N STA 10+00.00 N: 126249.46 E: 216910.71 STRM HEADWALL 7 STA 10+00.00 N: 126245.96 E: 216910.68 STRM HEADWALL 7-1N STA 10+72.00 N: 126248.83 E: 216982.71 STRM HEADWALL 7-1 STA 10+72.00 N: 126245.33 E: 216982.68 72.00 LF 30" RCP @ 0.50% 72.00 LF 30" RCP @ 0.50% 3.5' ℄-℄ FOX GROVE DRIVE VI X E N D R I V E S S SS SS SS SS FES SS CS WH2O HYD Y util util utilutil util STST S S H2O ST ST ST ST KEYMAP 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.ALL STORM MANHOLES LOCATED IN SIDEWALKS AND TRAILS SHALL HAVE PEDESTRIAN RATED LIDS. 6.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.). 7.SLOTTED MANHOLE COVERS SHALL BE NEENAH R-2559, TYPE G, OR APPROVED EQUAL. 8.ALL RIPRAP PAD TO BE BURIED. SEE RIPRAP DETAIL. 9.A FLOODPLAIN USE PERMIT MUST BE SUBMITTED TO AND APPROVED BY THE CITY OF FORT COLLINS FLOODPLAIN ADMINISTRATION PRIOR TO CONSTRUCTION OF THE FOLLOWING ITEMS: STORM SEWER (STORM LINE 8), SEWER AND WATERLINE CONSTRUCTION IN VIXEN DRIVE, WATERLINE IN TRACT A AND LOT 1 LEE MLD, ROADWAY CONSTRUCTION OF VIXEN DRIVE, AND FORT COLLINS LIGHT AND POWER PRIMARY INSTALLATION FROM THE FRONTAGE ROAD. 10.A NO-RISE CERTIFICATION MUST BE SUBMITTED TO AND APPROVED BY THE CITY OF FORT COLLINS FLOODPLAIN ADMINISTRATION PRIOR TO CONSTRUCTION OF THE FOLLOWING ITEMS: STORM SEWER (STORM LINE 8), WATERLINE IN LOT 1 LEE MLD, AND FORT COLLINS LIGHT AND POWER PRIMARY INSTALLATION ACROSS THE FLOODWAY. 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 Sheet Of 45 Sheets FO X G R O V E 30 1 N . H o w e s S t r e e t , S u i t e 1 0 0 Fo r t C o l l i n s , C o l o r a d o 8 0 5 2 1 E N G I N E E R N G I E H T R O N R N PH O N E : 9 7 0 . 2 2 1 . 4 1 5 8 ww w . n o r t h e r n e n g i n e e r i n g . c o m CALL 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 STORM DRAIN LINE 6 NORTH ST4 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 S 6 , 7 & 8 STORM DRAIN 6 PROFILE SCALE: VERT. 1"=5' HORIZ. 1"=50' STORM DRAIN LINE 7 NORTH PROFILE SCALE: VERT. 1"=5' HORIZ. 1"=50' PROFILE SCALE: VERT. 1"=5' HORIZ. 1"=50' STORM DRAIN LINE 8 NORTH STORM DRAIN 7 STORM DRAIN 8 RECO R D D R A W I N G XXXXXXXXXXX X X X D VAULT ELEC X X G POND 2 (SEE DETAILED GRADING SHEET G3) VI X E N D R I V E HUNTSMAN DRIVE FOX GROVE DRIVE SUNFLOWER SUBDIVISION (SINGLE FAMILY) CW SUBTRUST C/O AGUR FOUNDATION INDUSTRIAL DISTRICT (UNDEVELOPED) POND 1 OUTLOT E TRACT A OUTLOT A OUTLOT D LOT 46 FG=24.34 TF=25.01 A STORM DRAIN LINE 6 SEE SHEET ST4 STORM DRAIN LINE 7 SEE SHEET ST4 STORM DRAIN LINE 1 SEE SHEET ST1 STORM DRAIN LINE 8 SEE SHEET ST4 LOT 34 FG=25.22 TF=25.89 A LOT 35 FG=25.13 TF=25.80 A/B LOT 36 FG=23.42 TF=24.09 B LOT 37 FG=23.27 TF=23.94 B LOT 38 FG=23.61 TF=24.28 A LOT 39 FG=23.90 TF=24.57 A LOT 40 FG=23.59 TF=24.26 A LOT 41 FG=23.12 TF=23.79 A LOT 42 FG=22.81 TF=23.48 A LOT 43 FG=22.60 TF=23.27 A LOT 44 FG=22.82 TF=23.49 A LOT 45 FG=23.24 TF=23.91 B LOT 47 FG=25.07 TF=25.74 A LOT 48 FG=25.53 TF=26.20 A LOT 33 FG=25.63 TF=26.30 G LOT 32 FG=25.63 TF=26.30 G LOT 31 FG=25.35 TF=26.02 G LOT 30 FG=24.85 TF=25.52 G LOT 29 FG=23.75 TF=24.42 B LOT 28 FG=23.28 TF=23.95 B LOT 1 FG=25.53 TF=26.20 B LOT 2 FG=25.53 TF=26.20 B LOT 3 FG=25.24 TF=25.91 B LOT 4 FG=24.87 TF=25.54 B LOT 5 FG=24.41 TF=25.08 B LOT 6 FG=24.11 TF=24.78 B LOT 7 FG=23.86 TF=24.53 B LOT 8 FG=23.42 TF=24.09 B LOT 27 FG=23.27 TF=23.94 B LOT 26 FG=24.33 TF=25.00 B LOT 9 FG=23.41 TF=24.08 A LOT 10 FG=23.75 TF=24.42 A LOT 11 FG=23.55 TF=24.22 A STORM DRAIN LINE 7 SEE SHEET ST4 VI X E N D R I V E 8.72' 8.77' 16.60'6.48'18.05 8.73 8.99 6.54 121° 130°133° 129° 4.5' SIDEWALK 4.5' SIDEWALK Sheet Of 45 Sheets FO X G R O V E 30 1 N . 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 G1 GR A D I N G P L A N KEYMAP NORTH 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 G2G1 MA T C H L I N E - S E E S H E E T G 2 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; NGVD 29 (UNADJUSTED). SEE COVER SHEET FOR BENCHMARK REFERENCES. 4.FLOOD ZONE DESIGNATION: ACCORDING TO FEMA MAP NUMBER 08069C1003G, DATED MAY 2, 2012, A PORTION OF THIS TRACT OF LAND IS WITHIN A FEMA DESIGNATED SPECIAL FLOOD HAZARD AREA (SFHA), AND IS SUBJECT TO INUNDATION BY THE 1% ANNUAL CHANCE (100-YEAR) FLOOD. 5.PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA-REGULATORY 100-YR BOXELDER CREEK FLOODWAY AND HIGH-RISK FLOOD FRINGE, AND MUST COMPLY WITH THE FLOODPLAIN REQUIREMENTS OF CHAPTER 10 OF THE CITY OF FORT COLLINS MUNICIPAL CODE. 6.CONSTRUCTION OF NEW RESIDENTIAL STRUCTURES IS NOT ALLOWED IN THE FLOODWAY. RESIDENTIAL STRUCTURES ARE ALLOWED IN THE FLOOD FRINGE, PROVIDED THAT ALL DUCT WORK, HEATING, VENTILATION AND AIR CONDITIONING SYSTEMS, HOT WATER HEATER, ELECTRICAL AND THE LOWEST FLOOR OF THE BUILDING ARE A MINIMUM OF 18-INCHES ABOVE THE BASE FLOOD ELEVATION (BFE). THAT MINIMUM ELEVATION IS KNOWN AS THE REGULATORY FLOOD PROTECTION ELEVATION (RFPE). RFPE=BFE+18". 7.THE FLOOD FRINGE IS AN AO ZONE, MEANING THAT THE BFE'S HAVE NOT BEEN DETERMINED, SO THE BFE FOR EACH STRUCTURE WILL BE 2.0 FEET ABOVE THE HIGHEST ADJACENT GRADE (HAG), AND THE RFPE WILL BE HAG + 3.5 FEET; OR THIS AREA WILL HAVE TO BE MODELED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF COLORADO TO ESTABLISH BFE'S. 8.BASEMENTS MAY NOT BE CONSTRUCTED BELOW THE RFPE IN THE FLOOD FRINGE. CRAWL SPACES (IF USED RATHER THAN SLAB_ON_GRADE) MUST BE BUILT IN CONFORMANCE WITH SECTION 10_40 OF CITY OF FORT COLLINS MUNICIPAL CODE (THIS WILL INCLUDE VENTING, SUMP PUMPS, ETC.). 9.NONSTRUCTURAL DEVELOPMENT (FENCES, DETENTION PONDS, HARD SURFACE PATHS, FILL, DRIVEWAYS, PARKING AREAS, VEGETATION, ETC.) IS ALLOWED WITHIN THE 100_YEAR FLOODWAY AS LONG AS IT CAN BE PROVEN THAT THE DEVELOPMENT WILL NOT CAUSE A RISE IN THE BASE FLOOD ELEVATION (BFE) OR A CHANGE TO THE FLOODWAY OR FLOOD FRINGE BOUNDARIES. NONSTRUCTURAL DEVELOPMENT IS NOT RESTRICTED WITHIN THE FLOOD FRINGE. 10.ANY AND ALL CONSTRUCTION ACTIVITIES IN THE FLOODWAY OR FLOOD FRINGE MUST BE PRECEDED BY AN APPROVED FLOODPLAIN USE PERMIT. IF THE CONSTRUCTION IS IN THE FLOODWAY A NO-RISE CERTIFICATION MUST BE APPROVED PRIOR TO CONSTRUCTION. 11.LOT 3, SHALL REMAIN UNBUILDABLE UNTIL A SECOND ACCESS TO FOX GROVE IS AVAILABLE. DURING THE INTERIM, LOT 3 SHALL BE OVERLOT GRADED AS A TYPE-B LOT. THE EMERGENCY ACCESS EASEMENT SHALL CONSTRUCTED WITH COMPACTED ROADBASE ENGINEERED TO SUPPORT 40 TONS. 12.THE GATED FIRE ACCESS SHALL NOT BE LOCKED FROM EITHER SIDE SO AS TO BE ACCESSIBLE FROM EITHER HUNTSMAN OR QUEST DRIVE. THE GATE SHALL ALLOW FOR A 20' OPENING MINIMUM. NOTES: PROPOSED STORM INLET EXISTING SPOT ELEVATION PROPOSED FIRE HYDRANT PROPOSED LOT LINE PROPOSED CONCRETE CROSS PAN (TYP.) EXISTING RIGHT OF WAY PROPOSED RIGHT OF WAY FLOODPLAIN AND FLOODWAY POROUS LANDSCAPE DETENTION WINGWALL DETAIL SEE WINGWALL DETAIL THIS SHEET RECO R D D R A W I N G X XXXXXXXXXXXXXXXXX ST ST E FO OHE OHE OHE OHE OHE OHE OHE POND 4 SEE DETAILED GRADING SHEET G3 FOX GROVE DRIVE HUNTSMAN DRIVE TO D D R I V E KIT DEN DRIVE CARR I A G E P A R K W A Y CA R R I A G E P A R K W A Y CLYDESDALE PARK SUBDIVISION (SINGLE FAMILY) CW SUBTRUST C/O AGUR FOUNDATION INDUSTRIAL DISTRICT (UNDEVELOPED) SUNFLOWER SUBDIVISION (SINGLE FAMILY) OUTLOT G OUTLOT E OUT L O T B OUTLOT H OUT L O T F OUTLOT C LOT 46 FG=24.34 TF=25.01 A STORM DRAIN LINE 2 SEE SHEET ST2 STORM DRAIN LINE 5 SEE SHEET ST3 STORM DRAIN LINE 3 SEE SHEET ST2 STORM DRAIN LINE 4 SEE SHEET ST3 POND 3 SEE DETAILED GRADING SHEET G3 LOT 47 FG=25.07 TF=25.74 A LOT 48 FG=25.53 TF=26.20 A LOT 49 FG=25.95 TF=26.62 A LOT 50 FG=26.41 TF=27.08 A LOT 51 FG=26.54 TF=27.21 A LOT 52 FG=26.22 TF=26.89 A LOT 53 FG=26.10 TF=26.77 A LOT 54 FG=26.03 TF=26.70 A LOT 55 FG=25.74 TF=26.41 A LOT 56 FG=25.31 TF=25.98 A LOT 57 FG=24.82 TF=25.49 A LOT 58 FG=23.97 TF=24.64 A LOT 27 FG=23.27 TF=23.94 B LOT 26 FG=24.33 TF=25.00 B LOT 25 FG=25.36 TF=26.03 B LOT 24 FG=25.69 TF=26.36 B LOT 23 FG=25.69 TF=26.36 B LOT 22 FG=25.66 TF=26.33 B LOT 9 FG=23.41 TF=24.08 A LOT 10 FG=23.75 TF=24.42 A LOT 11 FG=23.55 TF=24.22 A LOT 12 FG=23.19 TF=23.86 A LOT 13 FG=23.02 TF=23.69 A LOT 14 FG=23.12 TF=23.79 A LOT 15 FG=23.39 TF=24.06 A LOT 16 FG=23.69 TF=24.36 A LOT 17 FG=23.99 TF=24.66 A LOT 18 FG=24.29 TF=24.96 A LOT 19 FG=24.60 TF=25.27 A LOT 20 FG=24.97 TF=25.64 A LOT 21 FG=25.19 TF=25.86 A LOT 59 FG=26.89 TF=27.56 A LOT 60 FG=26.90 TF=27.57 A LOT 61 FG=27.31 TF=27.98 A LOT 62 FG=26.72 TF=27.39 A LOT 63 FG=25.95 TF=26.62 A LOT 64 FG=25.68 TF=26.35 A LOT 65 FG=25.12 TF=25.79 A LOT 66 FG=24.50 TF=25.17 A LOT 67 FG=24.53 TF=25.20 A STORM DRAIN LINE 3 SEE SHEET ST2 CA R R I A G E P A R K W A Y 13.73' 8.67' 19.99'7.05' 119° 133°19.28 8.65 8.62 7.00 138° 133° 5.0' SIDEWALK 5.0' SIDEWALK Sheet Of 45 Sheets FO X G R O V E 30 1 N . 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 G2 GR A D I N G P L A N KEYMAP NORTH 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 MA T C H L I N E - S E E S H E E T G 1 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; NGVD 29 (UNADJUSTED). SEE COVER SHEET FOR BENCHMARK REFERENCES. 4.FLOOD ZONE DESIGNATION: ACCORDING TO FEMA MAP NUMBER 08069C1003G, DATED MAY 2, 2012, A PORTION OF THIS TRACT OF LAND IS WITHIN A FEMA DESIGNATED SPECIAL FLOOD HAZARD AREA (SFHA), AND IS SUBJECT TO INUNDATION BY THE 1% ANNUAL CHANCE (100-YEAR) FLOOD. 5.PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA-REGULATORY 100-YR BOXELDER CREEK FLOODWAY AND HIGH-RISK FLOOD FRINGE, AND MUST COMPLY WITH THE FLOODPLAIN REQUIREMENTS OF CHAPTER 10 OF THE CITY OF FORT COLLINS MUNICIPAL CODE. 6.CONSTRUCTION OF NEW RESIDENTIAL STRUCTURES IS NOT ALLOWED IN THE FLOODWAY. RESIDENTIAL STRUCTURES ARE ALLOWED IN THE FLOOD FRINGE, PROVIDED THAT ALL DUCT WORK, HEATING, VENTILATION AND AIR CONDITIONING SYSTEMS, HOT WATER HEATER, ELECTRICAL AND THE LOWEST FLOOR OF THE BUILDING ARE A MINIMUM OF 18-INCHES ABOVE THE BASE FLOOD ELEVATION (BFE). THAT MINIMUM ELEVATION IS KNOWN AS THE REGULATORY FLOOD PROTECTION ELEVATION (RFPE). RFPE=BFE+18". 7.THE FLOOD FRINGE IS AN AO ZONE, MEANING THAT THE BFE'S HAVE NOT BEEN DETERMINED, SO THE BFE FOR EACH STRUCTURE WILL BE 2.0 FEET ABOVE THE HIGHEST ADJACENT GRADE (HAG), AND THE RFPE WILL BE HAG + 3.5 FEET; OR THIS AREA WILL HAVE TO BE MODELED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF COLORADO TO ESTABLISH BFE'S. 8.BASEMENTS MAY NOT BE CONSTRUCTED BELOW THE RFPE IN THE FLOOD FRINGE. CRAWL SPACES (IF USED RATHER THAN SLAB_ON_GRADE) MUST BE BUILT IN CONFORMANCE WITH SECTION 10_40 OF CITY OF FORT COLLINS MUNICIPAL CODE (THIS WILL INCLUDE VENTING, SUMP PUMPS, ETC.). 9.NONSTRUCTURAL DEVELOPMENT (FENCES, DETENTION PONDS, HARD SURFACE PATHS, FILL, DRIVEWAYS, PARKING AREAS, VEGETATION, ETC.) IS ALLOWED WITHIN THE 100_YEAR FLOODWAY AS LONG AS IT CAN BE PROVEN THAT THE DEVELOPMENT WILL NOT CAUSE A RISE IN THE BASE FLOOD ELEVATION (BFE) OR A CHANGE TO THE FLOODWAY OR FLOOD FRINGE BOUNDARIES. NONSTRUCTURAL DEVELOPMENT IS NOT RESTRICTED WITHIN THE FLOOD FRINGE. 10.ANY AND ALL CONSTRUCTION ACTIVITIES IN THE FLOODWAY OR FLOOD FRINGE MUST BE PRECEDED BY AN APPROVED FLOODPLAIN USE PERMIT. IF THE CONSTRUCTION IS IN THE FLOODWAY A NO-RISE CERTIFICATION MUST BE APPROVED PRIOR TO CONSTRUCTION. 11.LOT 3, SHALL REMAIN UNBUILDABLE UNTIL A SECOND ACCESS TO FOX GROVE IS AVAILABLE. DURING THE INTERIM, LOT 3 SHALL BE OVERLOT GRADED AS A TYPE-B LOT. THE EMERGENCY ACCESS EASEMENT SHALL CONSTRUCTED WITH COMPACTED ROADBASE ENGINEERED TO SUPPORT 40 TONS. 12.THE GATED FIRE ACCESS SHALL NOT BE LOCKED FROM EITHER SIDE SO AS TO BE ACCESSIBLE FROM EITHER HUNTSMAN OR QUEST DRIVE. THE GATE SHALL ALLOW FOR A 20' OPENING MINIMUM. NOTES: PROPOSED STORM INLET EXISTING SPOT ELEVATION PROPOSED FIRE HYDRANT PROPOSED LOT LINE PROPOSED CONCRETE CROSS PAN (TYP.) EXISTING RIGHT OF WAY PROPOSED RIGHT OF WAY FLOODPLAIN AND FLOODWAY POROUS LANDSCAPE DETENTION WINGWALL DETAIL G1 G2 SEE WINGWALL DETAIL THIS SHEET RECO R D D R A W I N G OUTLOT D STORM DRAIN LINE 6 SEE SHEET ST4 INV=4914.17 INV=4914.13 INV=4914.03 INV=4914.02INV=4914.00 INV=4913.99 INV=4913.94 INV=4913.86INV=4913.44 26 L F 6 " P V C @ 0 . 3 % 15 LF 6" PERF. PVC @ 0.3% 12 LF 6" PERF. PVC @ 0.3% 4 LF 6" PERF. PVC @ 0.3% 45 L F 6 " P E R F . P V C @ 0 . 3 % 142 LF 6" PVC @ 0.3% 48 L F 6 " P E R F . P V C @ 0 . 3 % 19 LF 6" PERF. PVC @ 0.3% 4' SIDEWALK CULVERT SEE UNDERDRAIN TO OUTLET STRUCTURE CONNECTION DETAIL SHEET D5 CONCRETE INFALL BASIN CONCRETE RUNDOWN FOX GROVE DRIVE TO D D R I V E OUTLOT C STORM DRAIN LINE 2 SEE SHEET ST2 INV=4914.17 INV=4914.08 INV=4914.00 INV=4913.91 INV=4913.88 INV=4913.76 INV=4913.55 40 LF 6" PERF. PVC @ 0.3% 40 LF 6" PERF. PVC @ 0.3%57 LF 6" PERF. PVC @ 0.3% 71 LF 6" PVC @ 0 . 3 % 27 L F 6 " P E R F . P V C @ 0 . 3 % 12 LF 6" PERF. PVC @ 0.3% LANDSCAPE WALL SEE LANDSCAPE PLANS FOR MORE DETAIL SEE UNDERDRAIN TO OUTLET STRUCTURE CONNECTION DETAIL SHEET D5 KIT DEN DRIVE OUTLOT H STORM DRAIN LINE 5 SEE SHEET ST3 STORM DRAIN LINE 4 SEE SHEET ST3 FO X G R O V E D R I V E CA R R I A G E P A R K W A Y STORM DRAIN LINE 3 SEE SHEET ST2 INV=4915.16 INV=4915.09 INV=4915.07 INV=4914.77 4 LF 6" PERF. PVC @ 0.3% 25 LF 6 " P E R F . P V C @ 0 . 3 % 10 7 L F 6 " P V C @ 0 . 3 % SEE UNDERDRAIN TO OUTLET STRUCTURE CONNECTION DETAIL SHEET D5 Sheet Of 45 Sheets FO X G R O V E 30 1 N . 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 G3 GR A D I N G P L A N DE T E N T I O N P O N D KEYMAP NORTH 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 POND 2 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; NGVD 29 (UNADJUSTED). SEE COVER SHEET FOR BENCHMARK REFERENCES. 4.FLOOD ZONE DESIGNATION: ACCORDING TO FEMA MAP NUMBER 08069C1003G, DATED MAY 2, 2012, A PORTION OF THIS TRACT OF LAND IS WITHIN A FEMA DESIGNATED SPECIAL FLOOD HAZARD AREA (SFHA), AND IS SUBJECT TO INUNDATION BY THE 1% ANNUAL CHANCE (100-YEAR) FLOOD. 5.PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA-REGULATORY 100-YR BOXELDER CREEK FLOODWAY AND HIGH-RISK FLOOD FRINGE, AND MUST COMPLY WITH THE FLOODPLAIN REQUIREMENTS OF CHAPTER 10 OF THE CITY OF FORT COLLINS MUNICIPAL CODE. 6.CONSTRUCTION OF NEW RESIDENTIAL STRUCTURES IS NOT ALLOWED IN THE FLOODWAY. RESIDENTIAL STRUCTURES ARE ALLOWED IN THE FLOOD FRINGE, PROVIDED THAT ALL DUCT WORK, HEATING, VENTILATION AND AIR CONDITIONING SYSTEMS, HOT WATER HEATER, ELECTRICAL AND THE LOWEST FLOOR OF THE BUILDING ARE A MINIMUM OF 18-INCHES ABOVE THE BASE FLOOD ELEVATION (BFE). THAT MINIMUM ELEVATION IS KNOWN AS THE REGULATORY FLOOD PROTECTION ELEVATION (RFPE). RFPE=BFE+18". 7.THE FLOOD FRINGE IS AN AO ZONE, MEANING THAT THE BFE'S HAVE NOT BEEN DETERMINED, SO THE BFE FOR EACH STRUCTURE WILL BE 2.0 FEET ABOVE THE HIGHEST ADJACENT GRADE (HAG), AND THE RFPE WILL BE HAG + 3.5 FEET; OR THIS AREA WILL HAVE TO BE MODELED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF COLORADO TO ESTABLISH BFE'S. 8.BASEMENTS MAY NOT BE CONSTRUCTED BELOW THE RFPE IN THE FLOOD FRINGE. CRAWL SPACES (IF USED RATHER THAN SLAB_ON_GRADE) MUST BE BUILT IN CONFORMANCE WITH SECTION 10_40 OF CITY OF FORT COLLINS MUNICIPAL CODE (THIS WILL INCLUDE VENTING, SUMP PUMPS, ETC.). 9.NONSTRUCTURAL DEVELOPMENT (FENCES, DETENTION PONDS, HARD SURFACE PATHS, FILL, DRIVEWAYS, PARKING AREAS, VEGETATION, ETC.) IS ALLOWED WITHIN THE 100_YEAR FLOODWAY AS LONG AS IT CAN BE PROVEN THAT THE DEVELOPMENT WILL NOT CAUSE A RISE IN THE BASE FLOOD ELEVATION (BFE) OR A CHANGE TO THE FLOODWAY OR FLOOD FRINGE BOUNDARIES. NONSTRUCTURAL DEVELOPMENT IS NOT RESTRICTED WITHIN THE FLOOD FRINGE. 10.ANY AND ALL CONSTRUCTION ACTIVITIES IN THE FLOODWAY OR FLOOD FRINGE MUST BE PRECEDED BY AN APPROVED FLOODPLAIN USE PERMIT. IF THE CONSTRUCTION IS IN THE FLOODWAY A NO-RISE CERTIFICATION MUST BE APPROVED PRIOR TO CONSTRUCTION. 11.LOT 3, SHALL REMAIN UNBUILDABLE UNTIL A SECOND ACCESS TO FOX GROVE IS AVAILABLE. DURING THE INTERIM, LOT 3 SHALL BE OVERLOT GRADED AS A TYPE-B LOT. THE EMERGENCY ACCESS EASEMENT SHALL CONSTRUCTED WITH COMPACTED ROADBASE ENGINEERED TO SUPPORT 40 TONS. 12.THE GATED FIRE ACCESS SHALL NOT BE LOCKED FROM EITHER SIDE SO AS TO BE ACCESSIBLE FROM EITHER HUNTSMAN OR QUEST DRIVE. THE GATE SHALL ALLOW FOR A 20' OPENING MINIMUM. NOTES: PROPOSED STORM INLET EXISTING SPOT ELEVATION PROPOSED FIRE HYDRANT PROPOSED LOT LINE PROPOSED CONCRETE CROSS PAN (TYP.) EXISTING RIGHT OF WAY PROPOSED RIGHT OF WAY FLOODPLAIN AND FLOODWAY POROUS LANDSCAPE DETENTION POND 2 POND 3 POND 4 POND 3 POND 4 RECO R D D R A W I N G D4 DR A I N A G E 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 300 STORMWATER BEDDING REQUIREMENTS STANDARD MANHOLE CHANNELING DETAILS FOR MANHOLES301302 FLARED END SECTION TRASH RACK303 CONCRETE END SECTIONS304 BURIED RIPRAP SCHEDULE307 Sheet Of 45 Sheets FO X G R O V E 30 1 N . 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 CC A A B B SECTION C-C SECTION A-A SECTION B-B WELL SCREEN FLOW CONTROL PLATE PLAN GENERAL NOTES SECTION D-D D D A A ABBREVIATIONS LEGEND WATER QUALITY OUTLET STRUCTURE305 INLET SCHEDULE306 Storm Line Pipe Diameter (ft) Ordinary Riprap Type Length of Riprap (ft) Width of Riprap (ft) 2*d50, Depth of Riprap (ft) Storm Line 2 1.00 Type M 5.00 5.00 2.0 Storm Line 3 2.00 Type M 10.00 10.00 2.0 Storm Line 4 1.00 Type M 5.00 5.00 2.0 Storm Line 5 1.00 Type M 5.00 5.00 2.0 Storm Line 6 2.00 Type M 10.00 10.00 2.0 Storm Line 7 2.50 Type M 35.00 20.00 2.0 Storm Line 8 1.50 Type M 30.00 20.00 2.0 INLET ID INLET TYPE 2-2 Double Combination 2-3 Triple Combination 4-7 Single Combination 4-8 Double Combination 5-3 Single Combination 5-4 Single Combination RECO R D D R A W I N G 335-008 Fort Collins MCR Date:6/18/2018 Pond No.:Pond 1 100-yr 1.75 acft 4917.00 ft. Design Storm WQCV Required Volume=10934 ft3 4914.13 ft. Contour Elevation (Y- values) Contour Area Depth Column Not Used Incremental Volume Total Volume Total Volume ft3 ft. ft3 ft3 ft3 acre-feet 4,912.00 2.17 0.00 0 0 0 0 4,912.50 442.18 0.10 36 65 0.00 4,913.00 2,327.99 0.10 203 650 0.01 4,913.50 7,483.00 0.10 682 2982 0.07 4,914.10 16,480.85 0.10 1601 10443 0.24 4,914.20 17,289.84 0.10 1687 12130 0.28 4,914.30 17,929.31 0.10 1759 13889 0.32 4,914.40 18,427.38 0.10 1816 15705 0.36 4,914.50 18,880.53 0.10 1863 17568 0.40 4,914.60 19,296.97 0.10 1907 19475 0.45 4,914.70 19,666.50 0.10 1946 21421 0.49 4,914.80 20,031.41 0.10 1983 23404 0.54 4,914.90 20,396.39 0.10 2019 25423 0.58 4,915.00 20,761.70 0.10 2056 27479 0.63 4,915.50 22,599.25 0.10 2239 38308 0.88 4,916.00 24,454.38 0.10 2424 50059 1.15 4,916.50 26,322.57 0.10 2611 62740 1.44 4,916.60 26,696.10 0.10 2648 65388 1.50 4,916.70 27,069.38 0.10 2686 68074 1.56 4,916.80 27,442.60 0.10 2723 70797 1.63 4,916.90 27,814.21 0.10 2760 73557 1.69 4,917.00 28,184.49 0.10 2797 76354 1.75 4,917.10 28,554.11 0.10 2834 79188 1.82 4,917.20 28,923.56 0.10 2871 82059 1.88 4,917.30 29,296.98 0.10 2908 84967 1.95 4,917.40 29,672.24 0.10 2945 87912 2.02 4,917.50 30,049.92 0.10 2983 90895 2.09 4,917.60 30,429.57 0.10 3021 93916 2.16 4,917.70 30,811.32 0.10 3059 96975 2.23 4,917.80 31,193.35 0.10 3097 100072 2.30 4,917.90 31,575.56 0.10 3135 103208 2.37 4,918.00 31,958.43 0.10 3174 106381 2.44 4,918.10 32,342.22 0.10 3212 109593 2.52 4,918.20 32,727.31 0.10 3250 112843 2.59 4,918.30 33,114.32 0.10 3289 116132 2.67 4,918.40 33,502.58 0.10 3327 119460 2.74 4,918.50 33,891.99 0.10 3366 122826 2.82 4,918.60 34,282.92 0.10 3405 126231 2.90 4,918.70 34,675.58 0.10 3444 129676 2.98 4,918.80 35,069.67 0.10 3484 133159 3.06 4,918.90 35,464.66 0.10 3523 136683 3.14 4,919.00 35,860.53 0.10 3563 140245 3.22 4,919.10 36,257.30 0.10 3602 143848 3.30 4,919.20 36,654.95 0.10 3642 147489 3.39 4,919.30 37,053.50 0.10 3682 151171 3.47 4,919.40 37,452.92 0.10 3722 154893 3.56 4,919.50 37,853.24 0.10 3762 158654 3.64 4,919.60 38,254.45 0.10 3802 162456 3.73 Design Point Design Storm Require Volume= Stage - Storage Calculation Project Number: Project Location: Calculations By: Required Volume Water Surface Elevation (WSE) 335-008 Fort Collins MCR Date:6/18/2018 Pond No.:Pond 2 100-yr 0.39 acft 4918.57 ft. Design Storm WQCV Required Volume=0 ft3 N/A ft. Contour Elevation (Y- values) Contour Area Depth Column Not Used Incremental Volume Total Volume Total Volume ft3 ft.ft3 ft3 ft3 acre-feet 4915.8 11.7 0.00 0 0 0 0 4,916.00 173.66 0.20 15 15 0.00 4,916.20 450.83 0.20 60 76 0.00 4,916.40 825.68 0.20 126 201 0.00 4,916.60 1,855.60 0.20 261 462 0.01 4,916.80 3,196.48 0.20 499 961 0.02 4,917.00 4,303.30 0.20 746 1707 0.04 4,917.20 5,707.29 0.20 997 2704 0.06 4,917.40 7,593.72 0.20 1324 4028 0.09 4,917.60 8,906.24 0.20 1647 5675 0.13 4,917.80 10,098.77 0.20 1897 7572 0.17 4,918.00 11,149.20 0.20 2122 9694 0.22 4,918.20 12,231.29 0.20 2335 12029 0.28 4,918.40 13,279.33 0.20 2548 14577 0.33 4,918.60 14,528.81 0.20 2777 17354 0.40 4,918.80 15,887.61 0.20 3038 20392 0.47 4,919.00 17,014.26 0.20 3286 23678 0.54 4,919.20 17,820.74 0.20 3480 27158 0.62 Design Point Design Storm Require Volume= Stage - Storage Calculation Project Number: Project Location: Calculations By: Required Volume Water Surface Elevation (WSE) 335-008 Fort Collins MCR Date:6/18/2018 Pond No.:Pond 3 100-yr 1.48 acft 4920.19 ft. Design Storm WQCV Required Volume=2962 ft3 4916.65 ft. Contour Elevation (Y- values) Contour Area Depth Column Not Used Incremental Volume Total Volume Total Volume ft3 ft.ft3 ft3 ft3 acre-feet 4,915.60 335.6 0.00 0 0 0 0 4,915.80 923.66 0.20 121 121 0.00 4,916.00 2024.6 0.20 287 408 0.01 4,916.20 3,192.49 0.20 517 925 0.02 4,916.40 4,056.75 0.20 722 1648 0.04 4,916.60 6,013.06 0.20 1000 2647 0.06 4,916.69 6,524.22 0.09 563 3211 0.07 4,916.80 7,191.24 0.11 753 3964 0.09 4,917.00 8,461.37 0.20 1562 5526 0.13 4,917.20 9,908.73 0.20 1833 7359 0.17 4,917.40 11,664.15 0.20 2153 9512 0.22 4,917.60 13,032.22 0.20 2466 11978 0.27 4,917.80 14,210.48 0.20 2721 14699 0.34 4,918.00 15,773.22 0.20 2994 17693 0.41 4,918.20 16,791.02 0.20 3253 20945 0.48 4,918.40 17,767.24 0.20 3452 24397 0.56 4,918.60 18,814.35 0.20 3654 28051 0.64 4,918.80 19,807.76 0.20 3858 31909 0.73 4,919.00 20,809.23 0.20 4057 35966 0.83 4,919.20 21,840.16 0.20 4260 40227 0.92 4,919.40 22,856.77 0.20 4465 44691 1.03 4,919.60 23,833.60 0.20 4664 49355 1.13 4,919.80 24,831.14 0.20 4861 54217 1.24 4,920.00 25812 0.20 5059 59276 1.36 4,920.20 26754 0.20 5251 64527 1.48 4,920.40 27694 0.20 5439 69966 1.61 Design Point Design Storm Require Volume= Stage - Storage Calculation Project Number: Project Location: Calculations By: Required Volume Water Surface Elevation (WSE) 335-008 Fox Grove MCR Date:6/18/2018 Pond No.:Pond 4 100-yr 0.93 acft 4921.54 ft. Design Storm WQCV Required Volume=1699 ft3 4917.79 ft. Contour Elevation (Y- values) Contour Area Depth Column Not Used Incremental Volume Total Volume Total Volume ft3 ft.ft3 ft3 ft3 acre-feet 4,916.80 11.82 0.00 0 0 0 0 4,917.00 737.94 0.20 56 56 0.00 4,917.20 1406.75 0.20 211 267 0.01 4,917.40 1970.51 0.20 336 603 0.01 4,917.60 2,747.92 0.20 469 1072 0.02 4,917.80 3,776.36 0.20 649 1721 0.04 4,918.00 4,944.22 0.20 869 2590 0.06 4,918.20 6,387.77 0.20 1129 3719 0.09 4,918.40 7,665.54 0.20 1402 5120 0.12 4,918.60 8,236.45 0.20 1588 6709 0.15 4,918.80 8,647.30 0.20 1687 8395 0.19 4,919.00 9,064.06 0.20 1769 10164 0.23 4,919.20 9,485.88 0.20 1853 12017 0.28 4,919.40 9,912.88 0.20 1938 13955 0.32 4,919.60 10,346.20 0.20 2024 15979 0.37 4,919.80 10,786.16 0.20 2111 18090 0.42 4,920.00 11,232.70 0.20 2200 20289 0.47 4,920.20 11,686.09 0.20 2289 22579 0.52 4,920.40 12,144.76 0.20 2381 24959 0.57 4,920.60 12,608.08 0.20 2473 27432 0.63 4,920.80 13,073.47 0.20 2565 29998 0.69 4,921.00 13,550.12 0.20 2660 32657 0.75 4,921.20 14,055.70 0.20 2758 35415 0.81 4,921.40 14,609.86 0.20 2864 38278 0.88 4,921.60 15147 0.20 2973 41251 0.95 4921.8 15694.32 0.20 3081 44332 1.02 Design Point Design Storm Require Volume= Stage - Storage Calculation Project Number: Project Location: Calculations By: Required Volume Water Surface Elevation (WSE) Stormwater Facility Name: Facility Location & Jurisdiction: User Input: Watershed Characteristics User Defined User Defined User Defined User Defined Watershed Slope =0.010 ft/ft Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs] Watershed Length =894 ft 0.00 0 0.00 0.00 Watershed Area = 15.01 acres 2.00 15,570 2.00 1.51 Watershed Imperviousness = 70.0%percent 4.00 24,454 4.00 2.40 Percentage Hydrologic Soil Group A =percent 6.00 31,958 6.00 3.03 Percentage Hydrologic Soil Group B = 40.0%percent 7.60 38,254 7.60 3.46 Percentage Hydrologic Soil Groups C/D = 60.0%percent User Input 17 WQCV Treatment Method = 40.00 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 50 Year 100 Year One-Hour Rainfall Depth =0.53 0.86 1.14 1.43 2.38 2.89 in Calculated Runoff Volume =0.344 0.702 1.009 1.342 2.532 3.222 acre-ft OPTIONAL Override Runoff Volume =acre-ft Inflow Hydrograph Volume =0.344 0.702 1.008 1.342 2.531 3.221 acre-ft Time to Drain 97% of Inflow Volume =5.3 7.4 9.0 10.4 15.0 17.3 hours Time to Drain 99% of Inflow Volume =5.7 8.0 9.6 11.3 16.1 18.6 hours Maximum Ponding Depth =1.61 2.44 3.05 3.64 5.43 6.32 ft Maximum Ponded Area =0.29 0.40 0.46 0.52 0.68 0.76 acres Maximum Volume Stored =0.231 0.523 0.787 1.079 2.160 2.806 acre-ft Stormwater Detention and Infiltration Design Data Sheet Fox Grove, Detention Pond 1 Fort Collins, CO Location for 1-hr Rainfall Depths (use dropdown): Workbook Protected Worksheet Protected SDI_Design_Data_v1.08_Pond1.xlsm, Design Data 6/18/2018, 4:32 PM WQCV_Trigger = 1 RunOnce= 1 CountA=1 Draintime Coeff=1.0 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 10 20 30 40 50 60 0.1 1 10 FL O W [ c f s ] TIME [hr] 100YR IN 100YR OUT 50YR IN 50YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT WQCV IN WQCV OUT 0 1 2 3 4 5 6 7 0.1 1 10 100 PO N D I N G D E P T H [ f t ] DRAIN TIME [hr] 100YR 50YR 10YR 5YR 2YR WQCV SDI_Design_Data_v1.08_Pond1.xlsm, Design Data 6/18/2018, 4:32 PM Stormwater Facility Name: Facility Location & Jurisdiction: User Input: Watershed Characteristics User Defined User Defined User Defined User Defined Watershed Slope =0.010 ft/ft Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs] Watershed Length =538 ft 0.00 0 0.00 0.00 Watershed Area = 5.94 acres 1.00 3,196 1.00 4.70 Watershed Imperviousness = 49.0%percent 2.00 10,098 2.00 9.40 Percentage Hydrologic Soil Group A =percent 3.40 17,820 3.40 16.00 Percentage Hydrologic Soil Group B = 40.0%percent Percentage Hydrologic Soil Groups C/D = 60.0%percent User Input 17 WQCV Treatment Method = 40.00 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 50 Year 100 Year One-Hour Rainfall Depth =0.53 0.86 1.14 1.43 2.38 2.89 in Calculated Runoff Volume =0.101 0.184 0.279 0.395 0.852 1.122 acre-ft OPTIONAL Override Runoff Volume =acre-ft Inflow Hydrograph Volume =0.100 0.184 0.279 0.395 0.852 1.122 acre-ft Time to Drain 97% of Inflow Volume =0.8 1.0 1.2 1.2 1.5 1.7 hours Time to Drain 99% of Inflow Volume =1.1 1.2 1.3 1.4 1.6 1.9 hours Maximum Ponding Depth =0.37 0.64 0.91 1.20 2.06 2.48 ft Maximum Ponded Area =0.03 0.05 0.07 0.11 0.24 0.29 acres Maximum Volume Stored =0.005 0.015 0.030 0.055 0.202 0.314 acre-ft Location for 1-hr Rainfall Depths (use dropdown): Workbook Protected Worksheet Protected Stormwater Detention and Infiltration Design Data Sheet Fox Grove, Detention Pond 2 Fort Collins, CO SDI_Design_Data_v1.08_Pond2.xlsm, Design Data 6/18/2018, 4:34 PM WQCV_Trigger = 1 RunOnce= 1 CountA=1 Draintime Coeff=1.0 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 5 10 15 20 25 0.1 1 10 FL O W [ c f s ] TIME [hr] 100YR IN 100YR OUT 50YR IN 50YR 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 10YR 5YR 2YR WQCV SDI_Design_Data_v1.08_Pond2.xlsm, Design Data 6/18/2018, 4:34 PM Stormwater Facility Name: Facility Location & Jurisdiction: User Input: Watershed Characteristics User Defined User Defined User Defined User Defined Watershed Slope =0.010 ft/ft Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs] Watershed Length =557 ft 0.00 0 0.00 0.00 Watershed Area = 7.08 acres 1.00 6,013 1.00 0.66 Watershed Imperviousness = 41.0%percent 3.00 18,814 3.00 1.24 Percentage Hydrologic Soil Group A =percent 4.80 27,694 4.80 4.70 Percentage Hydrologic Soil Group B = 40.0%percent Percentage Hydrologic Soil Groups C/D = 60.0%percent User Input 17 WQCV Treatment Method = 40.00 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 50 Year 100 Year One-Hour Rainfall Depth =0.53 0.86 1.14 1.43 2.38 2.89 in Calculated Runoff Volume =0.108 0.179 0.279 0.409 0.948 1.268 acre-ft OPTIONAL Override Runoff Volume =acre-ft Inflow Hydrograph Volume =0.107 0.179 0.279 0.409 0.948 1.268 acre-ft Time to Drain 97% of Inflow Volume =3.3 4.1 5.3 6.6 10.9 11.9 hours Time to Drain 99% of Inflow Volume =3.5 4.4 5.7 7.1 11.6 12.7 hours Maximum Ponding Depth =0.94 1.29 1.68 2.10 3.30 3.80 ft Maximum Ponded Area =0.13 0.18 0.24 0.30 0.47 0.52 acres Maximum Volume Stored =0.060 0.113 0.196 0.307 0.771 1.020 acre-ft Location for 1-hr Rainfall Depths (use dropdown): Workbook Protected Worksheet Protected Stormwater Detention and Infiltration Design Data Sheet Fox Grove, Detention Pond 3 Fort Collins, CO SDI_Design_Data_v1.08_Pond3.xlsm, Design Data 6/18/2018, 4:35 PM WQCV_Trigger = 1 RunOnce= 1 CountA=1 Draintime Coeff=1.0 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 5 10 15 20 25 0.1 1 10 FL O W [ c f s ] TIME [hr] 100YR IN 100YR OUT 50YR IN 50YR 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 3.5 4 0.1 1 10 100 PO N D I N G D E P T H [ f t ] DRAIN TIME [hr] 100YR 50YR 10YR 5YR 2YR WQCV SDI_Design_Data_v1.08_Pond3.xlsm, Design Data 6/18/2018, 4:35 PM Stormwater Facility Name: Facility Location & Jurisdiction: User Input: Watershed Characteristics User Defined User Defined User Defined User Defined Watershed Slope =0.010 ft/ft Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs] Watershed Length =451 ft 0.00 0 0.00 0.00 Watershed Area = 4.25 acres 2.00 2,747 2.00 0.24 Watershed Imperviousness = 41.0%percent 4.00 8,647 4.00 0.35 Percentage Hydrologic Soil Group A =percent 5.00 13,073 5.00 0.39 Percentage Hydrologic Soil Group B = 40.0%percent Percentage Hydrologic Soil Groups C/D = 60.0%percent User Input 17 WQCV Treatment Method = 40.00 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 50 Year 100 Year One-Hour Rainfall Depth =0.53 0.86 1.14 1.43 2.38 2.89 in Calculated Runoff Volume =0.065 0.107 0.168 0.246 0.569 0.761 acre-ft OPTIONAL Override Runoff Volume =acre-ft Inflow Hydrograph Volume =acre-ft Time to Drain 97% of Inflow Volume =hours Time to Drain 99% of Inflow Volume =hours Maximum Ponding Depth =ft Maximum Ponded Area =acres Maximum Volume Stored =acre-ft Location for 1-hr Rainfall Depths (use dropdown): Workbook Protected Worksheet Protected Stormwater Detention and Infiltration Design Data Sheet Fox Grove, Detention Pond 4 Fort Collins, CO SDI_Design_Data_v1.08_Pond4.xlsm, Design Data 6/18/2018, 4:35 PM WQCV_Trigger = 1 RunOnce= CountA=1 Draintime Coeff=1.0 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 2 4 6 8 10 12 14 16 0.1 1 10 FL O W [ c f s ] TIME [hr] 100YR IN 100YR OUT 50YR IN 50YR 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 0.1 1 10 100 PO N D I N G D E P T H [ f t ] DRAIN TIME [hr] 100YR 50YR 10YR 5YR 2YR WQCV SDI_Design_Data_v1.08_Pond4.xlsm, Design Data 6/18/2018, 4:35 PM