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HomeMy WebLinkAboutSite Certifications - 07/20/2022Page 1 OVERALL SITE and DRAINAGE CERTIFICATION Commercial, Multi-Family and Subdivision Certification Form and Checklist Project Name: Date: Building Permit Numbers: (Commercial or multi-family) Per the requirement in Fort Collins Stormwater Criteria Manual (FCSCM) Chapter 3, Section 3.0 to certify as- built construction to the approved drainage and grading plans, please fill in all applicable items in this Certification Form for Commercial, Multi-Family and Overall Single Family sites. NOTE: several items must be verified during construction. A copy of the approved grading plan must be submitted with the as-built grading plan. (As-built elevations must be written in red next to the approved elevations.) •Use “Yes” for items completed as described. •Use “N/A” for items that are not applicable to the site being certified. •If any blanks are “No,” attach an explanation referencing the item number below. Attach an explanation or description of the as-built condition for any items listed or for anything not listed but shown on the approved construction plans. Provide an as-built redline or Mylar drawing with the following: I.Water Quality and Quantity Detention Basin - FCSCM Ch. 6 and 7 For multiple detention basins on a site, provide the following for each basin separately: A. Volume: As-built topographic verification is attached at 1-foot (or less) contour intervals and volume verification calculations for the water quality capture volume and the 100-year detention storage volume. 1. Detention basin topography was prepared by a professional land surveyor registered in the state of Colorado. 2.Both proposed and as-built contours are shown on the same plan sheet (dashed lines for proposed and solid lines for as-built). 3.All critical spot elevations as shown on the approved construction plans have been verified and the as-built elevations are shown on the plan sheet. 4.Stage-storage-discharge tables are provided on a separate document. 5.Verification that designed drain time is in compliance with Colorado Revised Statute § 37-92- 602(8) is attached and has been uploaded to the Statewide Compliance Portal (tinyurl.com/COCompliancePortal) for approval. Uploaded documents must include: a.The cover sheet from the approved drainage report b.The stamped certification page from the approved drainage report c.As-built topographic survey d.Stamped certification page from the Overall Site & Drainage Certification e.PDF output from the Stormwater Detention and Infiltration Design Data Speadsheet 11/19 Mountain's Edge 07/18/2022 Yes Yes Yes Yes Yes Yes Page 2 B.Water Quality and Quantity Detention Basin Grading: Attached is as-built verification that there is a minimum 2% positive fall into the concrete trickle pans or flow-line(s) from all areas in the bottom of the detention pond. If there is a “soft pan” in the flow-line, all areas still must meet the minimum 2% grade requirement. 1.Low Flow: Choose one of the following detention basin low flow options as applicable: a. Turf swale for low flow path in detention basin. There is a minimum 2% grade in the flow-line(s) of the detention basin. The flattest as-built grade is . b.Concrete pan for low flow in detention basin. There is a concrete pan installed that meets the grades as shown on the approved construction plans. (Show as-built spot elevations.) c.Soft pan for low flow in detention basin. •Verify and document the soft pan material gradation, trench width and depth - to be verified during construction by engineer. Picture documentation is preferred or engineer’s statement of visual inspection and compliance. (Choose one below.) o There is a soft pan with an underdrain installed that meets the design on the approved construction plans. (Show the underdrain grades, bedding material, geotextile, spot elevations, bends, cleanouts, etc.) o There is soft pan installed without an underdrain but there is a type A or B soil. The soil type must be documented by supplying verification from a registered professional geotechnical engineer. NOTE: Spot elevations are to be within 0.2 ft. +/-. 2. Side Slopes: The as-built side slopes of the detention basin have been calculated and are shown. Indicate the side slope with an arrow and a numerical value (e.g., 6.25:1). The maximum slope allowed is 4:1. Small areas of 3:1 may be acceptable, but slopes steeper than 3:1 must be stabilized or re- graded. Provide documentation if a variance was granted for steeper slopes during the design process. 3.Spillway: The following items must be field verified: a.The location of the spillway is indicated on the as-built plan. b.The width of the spillway is indicated on the as-built plan. c.The elevation(s) of the spillway is shown on the as-built plan. d.A concrete ribbon defines the location and grade of the spillway. e.There is downstream scour protection in the spillway as per the construction plans. Indicate type: (riprap size “D50” gradation and bedding type, geotextile, buried riprap with inches of bury, etc.). f.There are no obstructions in the spillway, such as trees, bushes, sidewalks, landscape features, rocks, etc. 11/19 Yes Yes 1.7% Yes No Yes Yes Yes Yes Yes Yes Turf Reinforcement Mat Yes Some localized areas of the ponds have a gradient between 1.5% - 2%. No ponding has been observed in the detention ponds. Pond 1 slope=1.7%, Pond 3 slope = 2.1%, Pond 4 slope = 3% Pond 2 concrete drainage plan has localized areas of 0.3%. A small sump was witnessed near the outlet for Pond 2. This sump may require additional maintenance. PP5-XTREME - Western Excelsior Page 3 4.Outlet Structure: a.The orifice plate for the approved release rate is installed with the correct size and location of the orifice. b.The orifice plate for the water quality outlet is installed with the correct hole size, number of rows and columns of holes. c.The bottom hole on both the water quality and quantity outlets are at the bottom of the plate so no water ponds in front of the plate. d.The well screen is the correct material and is installed as shown on the construction plans. e.100-year overflow grate elevation is . (Elev. A on detail D-46) f.The top elevation of the water quality capture volume is . (Elev. B on detail D-46) g.Overflow grate is made of the correct material, has the correct bar spacing, is hinged at the top and bolted at the bottom. h.The bottom of the outlet box has no obstructions or misalignments that will cause it to retain runoff water and is sloped at 2% towards outlet. II.Channels/Swales - FCSCM Ch. 8, Sec. 2.0 and Ch. 9, Sec. 5.0 A. Capacity: The as-built capacity of all the major channels and swales has been verified. They meet or exceed capacity requirements shown in the approved drainage study for this project. 1.All swales are located within the drainage easements as shown on the construction plans. 2.Longitudinal slopes and side-slopes (cross-sections) have been verified. Design criteria requires longitudinal slopes of 2% min. (on vegetated swales) and side-slopes no steeper than 4:1. If these criteria are not met, the certification engineer will write a justification and propose mitigation for each instance or have the issues corrected. If variances to these criteria have previously been approved and are shown on the construction plans, no justification is needed. 3.As-built spot elevations on channels/swales are shown that correspond to spot elevations shown on the approved construction plans. 4.All permanent erosion control measures are installed as shown on the approved construction plans (e.g., drop structures, riprap, TRMs, etc.). (Include pictures and verification of the materials used as part of this verification.) 5.All pans, curbs, storm pipes or other appurtenances appropriately tie into each other in the system. (Pictures at tie-in points suggested.) 6.The minimum freeboard is provided for all channels and swales as shown on the approved construction plans or as identified in the approved drainage study. (Show the freeboard provided on the cross-sections as on the construction plan set or attached as separate documentation.) 7.The low flow portion of all channels or swales is clear of obstructions. (No landscaping, trees, shrubs, sod, etc. infringe on the low flow portion of channels or swales.) 11/19 Yes Yes Yes Yes Yes listed on as-builts Yes listed on as-builts N/A Yes Yes Yes No Yes Yes Yes Yes Yes Some swales were designed and approved at 1.5% The overflow grate matches the approved plans. A hinge was not a part of the approved plans Page 4 III.Storm Pipes (aka storm drains) - FCSCM Ch. 9, Sec. 4.0 A. Storm Drain Pipe Capacity: The as-built capacity of all pipes installed on this project has been verified and meets or exceeds the capacity requirements shown in the approved drainage study for this project. 1.All storm drain pipe sizes and materials have been verified and are in conformance with the approved construction plans. (Indicate on the plan and profile sheets that they have been verified.) Material and size substitutions must be approved prior to installation. If a pipe size or material was changed during construction, the certification engineer must attach the approval documents or supply them with this certification. Approval documents must include a calculation documenting the capacity equivalency (equal or greater) of the substituted size. 2.The longitudinal slope of the pipe is as shown on the approved construction plans. The acceptable minimum slope is 0.4%. All slopes flatter than the designed slope on the construction plans must be justified with capacity calculations on an attached sheet. 3.The as-built invert elevations have been verified and are shown on the plan and profile sheets of the approved construction plans. B.Storm Drain Pipe Installation Requirements: All pipes are installed in accordance with the approved construction plans and construction specifications. 1.The minimum cover requirements for all pipes have been met as shown on the approved construction plans. These will be called out in critical locations. 2.All encasements and clearances as specified on the approved construction plans have been met. 3.Any specific joint types or construction methods specified on the approved construction plans have been met. (List on a separate sheet and attach to this certification.) IV.Concrete Pans - FCSCM Ch. 8, Sec. 2.0 A. Construction/Installation: All concrete pans have been constructed in accordance with the approved construction plans. 1.The concrete pans are the correct size/width as shown on the approved construction plans. 2.The longitudinal slopes of the pans are as shown on the approved construction plans. The certification engineer must justify or mitigate longitudinal slopes less than the minimum of 0.4% unless a flatter slope was approved and is shown on the approved construction plans. Provide mitigation or justification by separate document. 3.The cross-section of the pan is as shown on the construction plans. (Specifically, the pan cross- section is “V” shaped and meets the side slope shown on the detail.) 4.The concrete pans are a minimum of 6 inches thick without reinforcement and a minimum of 4 inches thick with a minimum of 6X6-W14xW14 reinforcement per detail D20B and D20C. (Provide documentation of the reinforcement used if different than shown on the details or on the approved construction plans.) 5.The spot elevations shown on the concrete pan(s) have been verified and are shown on the as- built drawings. 11/19 Yes Yes No Yes Yes Yes Yes N/A Yes Yes Yes Yes Yes Yes Some pipes were designed at a flatter slope. This is in compliance with the approved plans Page 5 V. Storm Drain Inlets - FCSCM Ch. 9, Sec. 3.0 A. Construction/Installation: All storm drain inlets have been constructed in accordance with the approved construction plans and construction specifications. 1.The size and type of inlets are consistent with the inlets shown on the approved construction plan. Indicate by writing “Verified” on each inlet on the plan sheet or list on a separate document the inlet number(s), type and size (length). If the inlet installed is other than the one on the approved construction plan detail sheet, provide the name and source of the detail with justification for equal or better capacity. 2.The size of the inlet opening is consistent with the approved detail. (Check height and width.) 3.The elevation of the grate (if applicable) is at the elevation shown on the street profile or as indicated by a spot elevation on the construction plans. 4.The as-built invert elevations of all pipes entering and leaving the inlet are shown on the plan and profile sheets within construction tolerance of 0.2 feet. If substantially different, provide justification and capacity calculations to show the capacity is not affected or propose mitigation. 5.The as-built size of the inlet box is as shown on the construction plans or an explanation or justification is attached. 6.All Type C, R, 13 and 16 inlet covers are stenciled or stamped with the following designation (or an equivalent): NO DUMPING – DRAINS TO POUDRE RIVER. VI.Culverts - FCSCM Ch. 9, Sec. 4.0 A. Construction/Installation: All culverts have been constructed and/or installed in accordance with the approved construction plans and construction specifications. 1.All culvert sizes have been verified as indicated on the as-built construction plans as correct. 2.The culvert material type for all culverts installed is as on the approved construction plans and is indicated on the as-built plans. 3.The as-built invert “in and out” elevations have been verified and are indicated on the as-built construction plans. 4.The culvert headwalls or wing walls have been installed as shown on the approved construction plans. Headwalls or wing walls may be needed in the as-built conditions onsite if the slopes adjacent to the culvert are greater than 4:1. Please note areas needing stabilization in the certification narrative. An alternative to consider is a turf reinforcement mat (TRM). VII.Sub-Drains A. Construction/Installation: All sub-drains shown on the construction plans have been installed in accordance with those plans and the construction specifications. Sub-drains installed with the sanitary sewer are to be verified on the sanitary sewer plan and profile sheets of the construction plans. (NOTE: Indicate any sub-drains installed after the plans were approved on the as-built plans.) 1.The size of the sub-drains are as approved on the construction plans and are indicated on the as- built plans. 2.The type of sub-drain, in particular the perforated and non-perforated sections of the drain, are as indicated on the approved construction plans. 11/19 Yes Yes Yes Yes Yes Yes Yes N/A N/A N/A N/A N/A N/A N/A N/A Page 6 3.The cover requirements per the construction plans are provided. 4.The cleanouts have been installed at the locations shown on the construction plans and are accessible for cleaning. (Cleanouts can be buried a maximum of 6 inches deep with their locations marked.) 5.The backfill materials for sub-drains are as shown on the approved construction plans. (This includes the type, depth and width.) 6.The geo-textile liner completely wraps the sub-drain and the permeable backfill material unless shown otherwise on the approved construction plans. (Sub-drain pipe wrapped in a sock filter material is accepted only if approved prior to installation.) VIII.Curb Cuts A. Construction: All curb cut openings are constructed in accordance with the approved construction plans and construction specifications. 1.The size (width) of the curb cut opening is as shown on the approved construction plans. 2.The curb cut openings tie into a downstream swale, pipe, or other appurtenances with a smooth transition and there no obstructions such as riprap or sod impeding the flow downstream of the curb cut. IX.Sidewalk Culverts & Chases A. Construction/Installation: All sidewalk culverts have been installed at the locations shown on the approved construction plans. 1.The size (width and length) of the culverts are as shown on the approved construction plans. 2.The cover plate is a minimum 5/8-inch galvanized plate bolted to a galvanized angle iron per the detail shown on the approved construction plans or per the City’s detail. 3.The sidewalk culvert invert “in and out” elevations have been verified and are indicated on the as-built plans. 4.The sidewalk culvert opening is as shown on the approved construction plans or per the City’s detail. 5.There is a smooth transition both on the inlet and outlet ends of the sidewalk culvert with no obstructions such as riprap or sod impeding the flow into or out of the sidewalk culvert. X. Site Grading - FCSCM Ch. 8 A. Construction: All common open spaces have been graded in accordance with the approved construction plans. 1.The grading on all common open spaces bordering private lots has been verified as correct and the as-built rear lot corner elevations have been shown on the as-built plans. 11/19 N/A N/A N/A N/A Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Page 7 2.The as-built contours for “overlot grading” are shown on the as-built construction plans for all common open spaces, tracts, outlots, etc. If not in compliance, please attach a narrative describing the situation for noncompliance and when it may be corrected. An escrow for overlot grading may be required. (NOTE: Residential Lot Grading Certification is a separate process from this Overall Site Certification. It is understood that residential lots will be brought to final grade once the foundation is backfilled so they may be lower than the plan shows at this Overall Site Certification stage.) 3.All turf reinforcement mats (TRMs) have been installed as shown on the approved construction plans and the slopes are stabilized. XI.Permanent Erosion Control BMPs - FCSCM Ch. 9, Sec. 7.0 A. Construction: All permanent erosion control BMPs have been installed per the approved construction plans. 1.All riprap has been installed in the locations and sizes indicated on the approved construction plans. 2.All fabric has been installed in the locations and sizes indicated on the approved construction plans. a.All fabric was installed per the details on the approved construction plans. XII.Post-Construction Site Cleanup - FCSCM Ch. 3, Sec. 2.0 A. Construction: All construction debris and obstructions of any kind have been removed from drainage paths. 1.All construction debris has been removed except in staging area(s). 2.All ruts have been smoothed out in all construction areas. 3.All areas needing reseeding have been identified and future stabilization goals have been coordinated with the Erosion Control Inspector and in accordance with FCSCM Vol.2 Chapter 12. Note the area needing stabilization in the narrative. XIII.Certification of LID and Water Quality Facilities - FCSCM Ch. 7 A.Attached are the During Construction Inspection Checklist for Low Impact Development (LID) and other items to be verified during construction, along with pictures and other required documentation. B.Attached is verification of the rain garden and/or sand filter flat surface area(s) and ponding volume(s). This verification includes survey of critical elevations. C.Attached is verification of the underground infiltration required volume(s), weir elevations, orifices, inspection ports and filtering fabric. This verification includes survey of critical elevations. D.All visible LID design features were verified as part of the engineer's site visit. 11/19 Yes Yes Yes N/A Yes Yes No Yes Yes Yes Yes N/A Yes Areas prone to erosion were verified to have fabric. No erosion was found during the site visit scour stop was used instead of riprap Areas of native seed is still working to be established. This effort is underway We cannot determine at the time how the fabric was installed. At the time of site visit, no debris was found in drainage paths 11/19 Page 8 XIV.Certification of Other Permanent BMPs A.The construction of other permanent BMPs not specifically addressed in this certification is in accordance with the approved plan. This may include grade control structures, rundowns, bridges, stream access/improvements, etc. Please specify other permanent BMPs included on this site: XV. Certification and Erosion Control Measures - FCSCM Ch. 3 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 erosion@fcgov.com. XVI.Statement of Compliance - FCSCM Ch. 3 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. XVII. Signature and Stamp by a Colorado-Registered Professional Engineer Engineer’s contact information: Name: Email: Phone: Company: Address: PE Stamp N/A Stephanie Thomas stephanie@northernengineering.com 970-568-5412 Northern Engineering 301 N. Howes Street Unit 100 Fort Collins, CO 80521 07/18/22 TSALPOLYN DUCTILEIRON TSALPOLYN DUCT ILE IRON TSALPOLYN DUC TILEIRON TSALPOLYN DUCTILE IRON DUCTILE IRON UD UD UD DETENTION POND 1 RAIN GARDEN #1 CR O W N V I E W D R I V E MOUNTAIN'S EDGE SHEET NO: D: \ P R O J E C T S \ 9 1 1 - 0 0 7 \ D R A I N A G E \ D R N G C E R T \ E X H I B I T S \ 9 1 1 - 0 0 7 S T O R M V O L U M E C E R T I F I C A T I O N . D W G ISSUED:DRAWING REFERENCE: DETENTION POND 1 AND RAIN GARDEN #1 STAGE STORAGE COMPLIANCE S. Thomas 1in=30ft 10/15/2021 1 DRAWN BY: SCALE: ISSUED: ( IN FEET ) 0 1 INCH = 30 FEET 30 30 FORT COLLINS: 301 North Howes Street, Suite 100, 80521 GREELEY: 820 8th Street, 80631 E N G I N E E R N GI EHTRON R N 970.221.4158 northernengineering.com DETENTION POND 1 PER DESIGN: 100-YR VOLUME: 1.47 AC-FT 100-YR WSEL: 5145.38 WQCV VOLUME: 3,251 CF WQCV WSEL: 5141.81 AS-BUILT: 100-YR VOLUME: 1.47 AC-FT 100-YR WSEL: 5145.40 WQCV VOLUME: 3,155 cf WQCV WSEL: 5141.81 CONCLUSION: 100-YR VOLUME IS IN COMPLIANCE WITH THE DESIGN. WQCV IS SHORT BY 95 CF. THIS AMOUNT EQUATES TO 3% OF THE TOTAL WATER QUALITY VOLUME. DETENTION POND 1 ELEV AREA (sq. ft.) CONIC INC. VOL. (cu. ft.) CONIC TOTAL VOL. (cu. ft.) 5,140.00 15.15 N/A 0.00 5,140.20 109.58 11.03 11.03 5,140.40 247.33 34.77 45.80 5,140.60 469.63 70.52 116.32 5,140.80 939.74 138.25 254.57 5,141.00 1,402.85 232.72 487.29 5,141.20 2,068.64 345.00 832.29 5,141.40 3,116.60 514.96 1,347.24 5,141.60 4,326.83 741.04 2,088.29 5,141.80 5,726.91 1,002.11 3,090.40 5,142.00 7,365.77 1,305.84 4,396.23 5,142.20 9,289.72 1,661.83 6,058.06 5,142.40 10,934.74 2,020.21 8,078.28 5,142.60 12,313.75 2,323.48 10,401.76 5,142.80 13,586.85 2,589.02 12,990.78 5,143.00 14,718.86 2,829.82 15,820.60 5,143.20 15,794.91 3,050.74 18,871.34 5,143.40 16,890.73 3,267.95 22,139.29 5,143.60 18,224.93 3,510.72 25,650.01 5,143.80 19,280.15 3,750.01 29,400.03 5,144.00 20,195.27 3,947.19 33,347.21 5,144.20 21,026.54 4,121.90 37,469.12 5,144.40 21,735.20 4,275.98 41,745.09 5,144.60 22,342.21 4,407.60 46,152.70 5,144.80 22,950.70 4,529.16 50,681.85 5,145.00 23,566.15 4,651.55 55,333.40 5,145.20 24,188.54 4,775.33 60,108.73 5,145.40 24,831.09 4,901.82 65,010.56 RAIN GARDEN #1 ELEV AREA (sq. ft.) CONIC INC. VOL. (cu. ft.) CONIC TOTAL VOL. (cu. ft.) 5,144.20 170.43 N/A 0 5,144.40 901.85 97.62 97.62 5,144.60 1,248.75 214.12 311.74 5,144.80 1,416.48 266.35 578.09 5,145.00 1,572.77 298.79 876.88 5,145.20 1,742.39 331.37 1,208.25 RAIN GARDEN 1 PER DESIGN: RAIN GARDEN VOL: 1,069 CF OVERFLOW WEIR ELEV: 5145.50 MIN FLAT AREA: 821 SF AS-BUILT: RAIN GARDEN VOL: 1, 208 CF OVERFLOW WEIR ELEV: 5145.32 FLAT AREA: 902 SF CONCLUSION: RAIN GARDEN IS IN COMPLIANCE WITH THE DESIGN X X X X X OH U OH U OH U OH U OH U OH U OH U X X X X DETENTION POND 2 CROWN VIEW DRIVE D: \ P R O J E C T S \ 9 1 1 - 0 0 7 \ D R A I N A G E \ D R N G C E R T \ E X H I B I T S \ 9 1 1 - 0 0 7 S T O R M V O L U M E C E R T I F I C A T I O N . D W G ( IN FEET ) 0 1 INCH = 30 FEET 30 30 MOUNTAIN'S EDGE SHEET NO: ISSUED:DRAWING REFERENCE: DETENTION POND 2 STAGE STORAGE COMPLIANCE S. Thomas 1in=30ft 10/15/2021 2 DRAWN BY: SCALE: ISSUED: FORT COLLINS: 301 North Howes Street, Suite 100, 80521 GREELEY: 820 8th Street, 80631 E N G I N E E R N GI EHTRON R N 970.221.4158 northernengineering.com DETENTION POND 2 PER DESIGN: 100-YR VOLUME: 1.09 AC-FT 100-YR WSEL: 5140.12 WQCV VOLUME: 2,987 CF WQCV WSEL: 5137.87 AS-BUILT: 100-YR VOLUME: 1.09 AC-FT 100-YR WSEL: 5140.20 WQCV VOLUME: 2,987 cf WQCV WSEL: 5137.93 CONCLUSION: 100-YR VOLUME IS IN COMPLIANCE WITH THE DESIGN. WQCV IS IN COMPLIANCE WITH THE DESIGN DETENTION POND 2 ELEV AREA (sq. ft.) CONIC INC. VOL. (cu. ft.) CONIC TOTAL VOL. (cu. ft.) 5,137.00 41.49 5,137.20 742.12 78.36 78.36 5,137.40 4,203.68 494.58 572.94 5,137.60 4,156.96 836.06 1,409.01 5,137.80 6,512.22 1,066.92 2,475.92 5,138.00 8,801.29 1,531.35 4,007.27 5,138.20 11,447.50 2,024.88 6,032.15 5,138.40 16,909.84 2,835.73 8,867.89 5,138.60 19,229.16 3,613.90 12,481.79 5,138.80 19,943.35 3,917.25 16,399.04 5,139.00 20,506.00 4,044.94 20,443.97 5,139.20 21,110.27 4,161.63 24,605.60 5,139.40 21,735.19 4,284.55 28,890.15 5,139.60 22,392.66 4,412.79 33,302.93 5,139.80 23,086.75 4,547.94 37,850.87 5,140.00 23,621.67 4,670.84 42,521.71 5,140.20 23,985.96 4,760.76 47,282.48 TSALPOLYN D UCTILEIRON 20 " W 20 " W 20 " W 20 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W 20 " W 20 " W 20 " W FO FO FO FO FO FO FO FO FO CT V CT V CT V CT V CT V CT V CT V CT V CT V W DETENTION POND 3 OV E R L A N D T R A I L BLUEGRASS DRIVE D: \ P R O J E C T S \ 9 1 1 - 0 0 7 \ D R A I N A G E \ D R N G C E R T \ E X H I B I T S \ 9 1 1 - 0 0 7 S T O R M V O L U M E C E R T I F I C A T I O N . D W G ( IN FEET ) 0 1 INCH = 30 FEET 30 30 MOUNTAIN'S EDGE SHEET NO: ISSUED:DRAWING REFERENCE: DETENTION POND 3 STAGE STORAGE COMPLIANCE S. Thomas 1in=30ft 03/30/2021 3 DRAWN BY: SCALE: ISSUED: FORT COLLINS: 301 North Howes Street, Suite 100, 80521 GREELEY: 820 8th Street, 80631 E N G I N E E R N GI EHTRON R N 970.221.4158 northernengineering.com DETENTION POND 3 ELEV AREA (sq. ft.) CONIC INC. VOL. (cu. ft.) CONIC TOTAL VOL. (cu. ft.) 5,142.20 8.90 N/A 0.00 5,142.40 98.44 9.13 9.13 5,142.60 286.51 36.86 45.99 5,142.80 552.89 82.49 128.48 5,143.00 824.20 136.81 265.29 5,143.20 1,083.20 190.15 455.44 5,143.40 1,329.60 240.86 696.30 5,143.60 1,610.46 293.56 989.86 5,143.80 1,811.45 341.99 1,331.85 5,144.00 1,986.54 379.66 1,711.52 5,144.20 2,163.28 414.86 2,126.37 5,144.40 2,341.08 450.32 2,576.69 5,144.60 2,521.25 486.12 3,062.82 5,144.80 2,703.81 522.40 3,585.21 5,145.00 2,888.75 559.15 4,144.37 5,145.20 3,076.08 596.39 4,740.75 5,145.40 3,266.09 634.12 5,374.88 5,145.60 3,463.32 672.84 6,047.72 5,145.80 3,669.11 713.14 6,760.87 5,146.00 3,945.95 761.34 7,522.20 5,146.20 4,291.89 823.54 8,345.75 5,146.40 4,660.35 894.97 9,240.72 5,146.60 5,062.10 971.97 10,212.69 DETENTION POND 3 PER DESIGN: 100-YR VOLUME: 0.14 AC-FT 100-YR WSEL: 5145.67 WQCV VOLUME: 296 CF WQCV WSEL: 5143.01 AS-BUILT: 100-YR VOLUME: 0.14 AC-FT 100-YR WSEL: 5145.61 WQCV VOLUME: 296 cf WQCV WSEL: 5143.13 CONCLUSION: 100-YR VOLUME IS IN COMPLIANCE WITH THE DESIGN. WQCV IS IN COMPLIANCE WITH THE DESIGN TSALPOLYN DUCTILEIR ON UD UD UD UD DETENTION POND 4 RAIN GARDEN #2 DO W N S W A Y (P R I V A T E D R I V E ) DIX O N C R E E K ( IN FEET ) 0 1 INCH = 30 FEET 30 30 MOUNTAIN'S EDGE SHEET NO: ISSUED:DRAWING REFERENCE: DETENTION POND 4 AND RAIN GARDEN #2 STAGE STORAGE COMPLIANCE S. Thomas 1in=30ft 10/15/2021 4 DRAWN BY: SCALE: ISSUED: FORT COLLINS: 301 North Howes Street, Suite 100, 80521 GREELEY: 820 8th Street, 80631 E N G I N E E R N GI EHTRON R N 970.221.4158 northernengineering.com D: \ P R O J E C T S \ 9 1 1 - 0 0 7 \ D R A I N A G E \ D R N G C E R T \ E X H I B I T S \ 9 1 1 - 0 0 7 S T O R M V O L U M E C E R T I F I C A T I O N . D W G RAIN GARDEN #2 ELEV AREA (sq. ft.) CONIC INC. VOL. (cu. ft.) CONIC TOTAL VOL. (cu. ft.) 5,139.80 988.50 0.00 0.00 5,140.00 3,114.58 390.51 390.51 5,140.20 3,451.91 656.36 1,046.87 5,140.40 3,752.52 720.23 1,767.11 5,140.60 4,061.49 781.20 2,548.30 5,140.80 4,383.17 844.26 3,392.57 DETENTION POND 4 ELEV AREA (sq. ft.) CONIC INC. VOL. (cu. ft.) CONIC TOTAL VOL. (cu. ft.) 5,135.40 77.88 N/A 0.00 5,135.60 281.68 35.96 35.96 5,135.80 623.75 90.54 126.50 5,136.00 1,075.47 169.92 296.42 5,136.20 1,552.27 262.77 559.20 5,136.40 2,017.38 356.97 916.16 5,136.60 2,491.27 450.87 1,367.03 5,136.80 2,992.11 548.34 1,915.36 5,137.00 3,444.09 643.62 2,558.98 5,137.20 3,690.32 713.44 3,272.42 5,137.40 3,904.24 759.46 4,031.88 5,137.60 4,121.46 802.57 4,834.45 5,137.80 4,341.83 846.33 5,680.78 5,138.00 4,565.83 890.77 6,571.55 5,138.20 4,793.47 935.93 7,507.48 5,138.40 5,024.73 981.82 8,489.30 5,138.60 5,259.62 1,028.44 9,517.73 5,138.80 5,498.14 1,075.78 10,593.51 5,139.00 5,740.29 1,123.84 11,717.35 5,139.20 5,986.07 1,172.64 12,889.99 5,139.40 6,235.49 1,222.16 14,112.14 5,139.60 6,488.53 1,272.40 15,384.54 5,139.80 6,745.20 1,323.37 16,707.92 5,140.00 7,005.51 1,375.07 18,082.99 5,140.20 7,269.44 1,427.50 19,510.48 5,140.40 7,537.00 1,480.64 20,991.13 5,140.60 7,808.20 1,534.52 22,525.65 5,140.80 12,466.19 2,027.44 24,553.09 5,141.00 13,055.90 2,552.21 27,105.29 5,141.20 13,645.87 2,670.18 29,775.47 5,141.40 14,246.92 2,789.28 32,564.75 5,141.60 14,859.81 2,910.67 35,475.42 5,141.80 15,489.90 3,034.97 38,510.39 5,142.00 16,149.08 3,163.90 41,674.29 5,142.20 16,865.19 3,301.43 44,975.72 5,142.40 17,642.97 3,450.82 48,426.54 DETENTION POND 4 PER DESIGN: 100-YR VOLUME: 1.07 AC-FT 100-YR WSEL: 5142.15 WQCV VOLUME: 970 CF WQCV WSEL: 5136.45 AS-BUILT: 100-YR VOLUME: 1.07 AC-FT 100-YR WSEL: 5142.29 WQCV VOLUME: 970 CF WQCV WSEL: 5136.42 CONCLUSION: 100-YR VOLUME IS IN COMPLIANCE WITH THE DESIGN. WQCV IS IN COMPLIANCE WITH THE DESIGN RAIN GARDEN 2 PER DESIGN: RAIN GARDEN VOL: 2,843 CF OVERFLOW WEIR ELEV: 5140.65 FLAT AREA: 2,147 SF AS-BUILT: RAIN GARDEN VOL: 2,843 CF WQCV ELEV: 5140.67 OVERFLOW WEIR ELEV: 5140.71 FLAT AREA: 2,626 SF CONCLUSION: RAIN GARDEN IS IN COMPLIANCE WITH THE DESIGN 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-to-Width Ratio =5.00 L:W 0.00 15 0.00 0.09 Watershed Area =5.77 acres 0.20 110 0.20 0.12 Watershed Imperviousness =50.0%percent 0.40 247 0.40 0.15 Percentage Hydrologic Soil Group A =percent 0.60 470 0.60 0.17 Percentage Hydrologic Soil Group B =100.0%percent 0.80 940 0.80 0.19 Percentage Hydrologic Soil Groups C/D =percent 1.00 1,403 1.00 0.21 1.20 2,069 1.20 0.23 1.40 3,117 1.40 0.25 1.60 4,327 1.60 0.26 1.80 5,727 1.80 0.27 User Input: Detention Basin Characteristics 2.00 7,366 2.00 0.29 WQCV Design Drain Time =40.00 hours 2.20 9,290 2.20 0.30 2.40 10,935 2.40 0.31 2.60 12,314 2.60 0.32 2.80 13,587 2.80 0.34 3.00 14,719 3.00 0.35 3.20 15,795 3.20 0.36 3.40 16,891 3.40 0.37 3.60 18,225 3.60 0.38 3.80 19,280 3.80 0.39 4.00 20,195 4.00 0.40 4.20 21,027 4.20 0.41 4.40 21,735 4.40 0.42 4.60 22,342 4.60 0.43 4.80 22,951 4.80 0.43 5.00 23,566 5.00 0.44 5.20 24,189 5.20 0.45 5.40 24,831 5.40 0.46 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 =0.098 0.211 0.357 0.498 0.780 1.049 1.408 acre-ft OPTIONAL Override Runoff Volume =acre-ft Inflow Hydrograph Volume =0.098 0.210 0.356 0.497 0.779 1.049 1.408 acre-ft Time to Drain 97% of Inflow Volume =5 9 14 19 27 35 44 hours Time to Drain 99% of Inflow Volume =5 10 15 19 28 36 46 hours Maximum Ponding Depth =1.72 2.29 2.78 3.18 3.85 4.40 5.07 ft Maximum Ponded Area =0.118 0.230 0.309 0.359 0.447 0.499 0.546 acres Maximum Volume Stored =0.061 0.159 0.291 0.424 0.694 0.958 1.309 acre-ft Workbook Protected Worksheet Protected Stormwater Detention and Infiltration Design Data Sheet Mountain's Edge - Detention Pond 1 - As-built Drake Road and Overland Trail - Fort Collins, CO Pond 1-State Compliance - AB.xlsm, Design Data 7/14/2021, 4:00 PM Doing_Clear_Formatting =Yes CountA=1 0 1 2 3 #N/A #N/A 0 1 2 3 #N/A #N/A Check Data Set 1 Check Data Set 1 Area Discharge Stormwater Detention and Infiltration Design Data Sheet 0 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 25YR IN 25YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT WQCV IN WQCV OUT 0 1 2 3 4 5 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 Pond 1-State Compliance - AB.xlsm, Design Data 7/14/2021, 4:00 PM Stormwater Facility Name: Facility Location & Jurisdiction: User (Input) Watershed Characteristics User Defined User Defined User Defined User Defined Watershed Slope =0.014 ft/ft Stage [ft]Area [ft^2]Stage [ft]Discharge [cfs] Watershed Length-to-Width Ratio =5.00 L:W 0.00 41 0.00 0.00 Watershed Area =3.99 acres 0.20 742 0.20 0.13 Watershed Imperviousness =50.0%percent 0.40 4,204 0.40 0.18 Percentage Hydrologic Soil Group A =percent 0.60 4,157 0.60 0.22 Percentage Hydrologic Soil Group B =100.0%percent 0.80 6,512 0.80 0.25 Percentage Hydrologic Soil Groups C/D =percent 1.00 8,801 1.00 0.28 1.20 11,448 1.20 0.31 1.40 16,910 1.40 0.33 1.60 19,229 1.60 0.36 1.80 19,943 1.80 0.38 User Input: Detention Basin Characteristics 2.00 20,506 2.00 0.40 WQCV Design Drain Time =40.00 hours 2.20 21,110 2.20 0.42 2.40 21,735 2.40 0.44 2.60 22,393 2.60 0.46 2.80 23,087 2.80 0.47 3.00 23,622 3.00 0.49 3.20 23,986 3.20 0.51 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 =0.068 0.146 0.247 0.345 0.539 0.726 0.974 acre-ft OPTIONAL Override Runoff Volume =acre-ft Inflow Hydrograph Volume =0.067 0.145 0.246 0.344 0.539 0.725 0.973 acre-ft Time to Drain 97% of Inflow Volume =4 7 11 14 20 24 30 hours Time to Drain 99% of Inflow Volume =4 8 11 14 20 25 32 hours Maximum Ponding Depth =0.67 1.06 1.38 1.59 1.99 2.36 2.82 ft Maximum Ponded Area =0.114 0.220 0.371 0.439 0.470 0.495 0.531 acres Maximum Volume Stored =0.040 0.105 0.193 0.282 0.463 0.639 0.879 acre-ft Workbook Protected Worksheet Protected Stormwater Detention and Infiltration Design Data Sheet Mountain's Edge - Detention Pond 2 Drake Road and Overland Trail - Fort Collins, CO Pond 2-State Compliance - AB.xlsm, Design Data 7/14/2021, 4:02 PM Doing_Clear_Formatting =Yes CountA=1 0 1 2 3 #N/A #N/A 0 1 2 3 #N/A #N/A Check Data Set 1 Check Data Set 1 Area Discharge Stormwater Detention and Infiltration Design Data Sheet 0 2 4 6 8 10 12 14 16 18 0.1 1 10 FL O W [ c f s ] TIME [hr] 100YR IN 100YR OUT 50YR IN 50YR OUT 25YR IN 25YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT WQCV IN WQCV OUT 0 0.5 1 1.5 2 2.5 3 0.1 1 10 100 PO N D I N G D E P T H [ f t ] DRAIN TIME [hr] 100YR 50YR 25YR 10YR 5YR 2YR WQCV Pond 2-State Compliance - AB.xlsm, Design Data 7/14/2021, 4:02 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-to-Width Ratio =1.00 L:W 0.00 9 0.00 0.00 Watershed Area =0.67 acres 0.20 98 0.20 0.02 Watershed Imperviousness =23.0%percent 0.40 287 0.40 0.03 Percentage Hydrologic Soil Group A =percent 0.60 553 0.60 0.04 Percentage Hydrologic Soil Group B =100.0%percent 0.80 824 0.80 0.05 Percentage Hydrologic Soil Groups C/D =percent 1.00 1,083 1.00 0.05 1.20 1,330 1.20 0.06 1.40 1,610 1.40 0.06 1.60 1,811 1.60 0.07 1.80 1,987 1.80 0.07 User Input: Detention Basin Characteristics 2.00 2,163 2.00 0.07 WQCV Design Drain Time =40.00 hours 2.20 2,341 2.20 0.08 2.40 2,521 2.40 0.08 2.60 2,704 2.60 0.09 2.80 2,889 2.80 0.09 3.00 3,076 3.00 0.09 3.20 3,266 3.20 0.09 3.40 3,463 3.40 0.10 3.60 3,669 3.60 0.10 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 =0.007 0.010 0.023 0.037 0.068 0.096 0.135 acre-ft OPTIONAL Override Runoff Volume =acre-ft Inflow Hydrograph Volume =0.007 0.010 0.022 0.036 0.067 0.096 0.134 acre-ft Time to Drain 97% of Inflow Volume =2 3 5 8 13 16 21 hours Time to Drain 99% of Inflow Volume =2 3 6 8 13 17 22 hours Maximum Ponding Depth =0.64 0.78 1.22 1.55 2.17 2.64 3.18 ft Maximum Ponded Area =0.014 0.018 0.031 0.040 0.053 0.063 0.075 acres Maximum Volume Stored =0.004 0.006 0.016 0.029 0.058 0.085 0.122 acre-ft Workbook Protected Worksheet Protected Stormwater Detention and Infiltration Design Data Sheet Mountain's Edge - Detention Pond 3 - As Built Drake Road and Overland Trail - Fort Collins, CO Pond 3-State Compliance - AB.xlsm, Design Data 7/14/2021, 4:07 PM Doing_Clear_Formatting =Yes CountA=1 0 1 2 3 #N/A #N/A 0 1 2 3 #N/A #N/A Check Data Set 1 Check Data Set 1 Area Discharge Stormwater Detention and Infiltration Design Data Sheet 0 0.5 1 1.5 2 2.5 3 3.5 4 0.1 1 10 FL O W [ c f s ] TIME [hr] 100YR IN 100YR OUT 50YR IN 50YR OUT 25YR IN 25YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT WQCV IN WQCV OUT 0 0.5 1 1.5 2 2.5 3 3.5 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 Pond 3-State Compliance - AB.xlsm, Design Data 7/14/2021, 4:07 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-to-Width Ratio =1.00 L:W 0.00 78 0.00 0.00 Watershed Area =4.89 acres 0.60 1,075 0.60 0.42 Watershed Imperviousness =53.0%percent 0.80 1,552 0.80 0.48 Percentage Hydrologic Soil Group A =percent 1.00 2,017 1.00 0.54 Percentage Hydrologic Soil Group B =100.0%percent 1.20 2,491 1.20 0.59 Percentage Hydrologic Soil Groups C/D =percent 1.40 2,992 1.40 0.64 1.60 3,444 1.60 0.68 1.80 3,690 1.80 0.72 2.00 3,904 2.00 0.76 2.20 4,121 2.20 0.80 User Input: Detention Basin Characteristics 2.40 4,342 2.40 0.83 WQCV Design Drain Time =40.00 hours 2.60 4,566 2.60 0.87 2.80 4,793 2.80 0.90 3.00 5,025 3.00 0.93 3.20 5,260 3.20 0.96 3.40 5,498 3.40 0.99 3.60 5,740 3.60 1.02 3.80 5,986 3.80 1.05 4.00 6,235 4.00 1.08 4.20 6,489 4.20 1.10 4.40 6,745 4.40 1.13 4.60 7,006 4.60 1.15 4.80 7,269 4.80 1.18 5.00 7,537 5.00 1.20 5.20 7,808 5.20 1.23 5.40 12,466 5.40 1.25 5.60 13,056 5.60 1.27 5.80 13,646 5.80 1.30 6.00 14,247 6.00 1.32 6.20 14,860 6.20 1.34 After completing and printing this worksheet to a pdf, go to:6.40 15,490 6.40 1.36 https://maperture.digitaldataservices.com/gvh/?viewer=cswdif,6.60 16,149 6.60 1.38 create a new stormwater facility, and 6.80 16,865 6.80 1.40 attach the pdf of this worksheet to that record.7.00 17,643 7.00 1.42 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 =0.087 0.191 0.318 0.440 0.679 0.910 1.217 acre-ft OPTIONAL Override Runoff Volume =acre-ft Inflow Hydrograph Volume =0.086 0.191 0.318 0.440 0.679 0.910 1.216 acre-ft Time to Drain 97% of Inflow Volume =2 4 5 6 8 10 13 hours Time to Drain 99% of Inflow Volume =2 4 5 6 9 11 13 hours Maximum Ponding Depth =1.37 2.33 3.29 4.07 5.34 6.03 6.83 ft Maximum Ponded Area =0.067 0.098 0.123 0.145 0.252 0.329 0.389 acres Maximum Volume Stored =0.043 0.124 0.230 0.335 0.548 0.758 1.040 acre-ft Workbook Protected Worksheet Protected Stormwater Detention and Infiltration Design Data Sheet Mountain's Edge - Detention Pond 4 - As Built Drake Road and Overland Trail - Fort Collins, CO Pond 4-State Compliance - AB.xlsm, Design Data 7/14/2021, 4:39 PM Doing_Clear_Formatting =Yes CountA=1 0 1 2 3 #N/A #N/A 0 1 2 3 #N/A #N/A Check Data Set 1 Check Data Set 1 Area Discharge Stormwater Detention and Infiltration Design Data Sheet 0 5 10 15 20 25 30 35 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 1 2 3 4 5 6 7 8 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 Pond 4-State Compliance - AB.xlsm, Design Data 7/14/2021, 4:39 PM 5125 5130 5135 5140 5145 5150 5155 5160 5125 5130 5135 5140 5145 5150 5155 5160 9+5010+0011+0012+0012+50 FE S 1 ST A 1 0 + 0 3 . 0 6 IN V . 5 1 3 9 . 6 5 ( N ) 17.44 LF 30" HDPE @ 0.20% ST M H 1 - 3 ( F L A T T O P ) ST A 1 1 + 0 4 . 2 3 RI M 5 1 4 5 . 1 ± IN V . I N 5 1 3 9 . 8 5 ( N E ) IN V . I N 5 1 3 9 . 8 5 ( N W ) IN V . O U T 5 1 3 9 . 8 5 ( S ) 92.81 LF 24" RCP @ 0.20% IN L E T 1 - 4 ST A 1 1 + 9 7 . 0 5 FL . E L 5 1 4 3 . 4 ± IN V . O U T 5 1 4 0 . 0 4 ( S W ) EXISTING GROUND PROPOSED GROUND 8" PVC SANITARY STA.=11+51.83 INV.=5135.20 8" WATER STA.=11+38.90 TOP=5138.15 18" MIN. IN S E R T A T E E 1 - 2 ST A 1 0 + 8 6 . 7 9 IN V . 5 1 3 9 . 8 2 ( N ) IN V . 5 1 4 0 . 3 1 ( E ) IN V . 5 1 3 9 . 8 2 ( S ) IN S E R T A T E E 1 - 1 ST A 1 0 + 5 2 . 5 7 IN V . 5 1 3 9 . 7 5 ( N ) IN V . 5 1 4 0 . 5 0 ( E ) IN V . 5 1 3 9 . 7 5 ( S ) 49.51 LF 30" HDPE @ 0.20% 34.22 LF 30" HDPE @ 0.20% 100-YEAR HGL W W W S W WW WW W UD UD TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON S S S S S S S S S S WM WM WM WM WM W W WM WM WM WM WM INLET 1-4 STA 11+97.05 N: 119030.74 E: 179385.60 92.81 LF 24" RCP @ 0.20% STMH 1-3 (FLAT TOP) STA 11+04.23 N: 118947.44 E: 179344.66 FES 1 STA 10+03.06 N: 118848.28 E: 179324.61 SANITARY SEWER LINE A SEE SHEET SS1 BL U E G R A S S D R I V E DI X O N C R E E K LOT 3 LOT 4 LOT 7 LOT 6 LOT 5 LOT 1 LOT 2 LOT 5 LOT 4 TRACT H DE BLOCK 19 BLOCK 20 INSERTA TEE 1-2 STA 10+86.79 N: 118930.35 E: 179341.20 18.87 LF 6" HDPE @ 2.00% INLINE DRAIN 1-3B INV. OUT=5140.69 (W) FG=5143.14 34.22 LF 30" HDPE @ 0.20% INSERTA TEE 1-1 STA 10+52.57 N: 118896.81 E: 179334.42 49.51 LF 30" HDPE @ 0.20% INLINE DRAIN 1-4A INV. OUT=5141.80 (N) FG=5144.32 22.27 LF 6" PVC @ 0.50% DRAIN BASIN 1-3A INV. IN=5141.69 (S) INV. OUT=5141.69 (N) FG=5144.32 34.92 LF 6" PVC @ 0.50% DRAIN BASIN 1-2A INV. IN=5141.52 (S) INV. OUT=5141.43 (W) FG=5144.17 18.70 LF 6" PVC @ 4.98% 17.44 LF 30" HDPE @ 0.20% SW O SW O SW OSW OSW O SW O SW O SW O SW OSW O SW O SW O WWWWW S W WW WW W W W TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON S S S SSSSSS S S S S S WM WM WM WM WM WM WM W W WM WM WM WM WM 47.91 LF 18" HDPE @ 0.50% UPLAND DRIVE (PRIVATE DRIVE) BLUEGRASS D R I V E LOT 4 LOT 1 LOT 7 LOT 6LOT 5LOT 2 LOT 3LOT 1 TRACT I UE, DE, AE TRACT H DE TRACT J UE, DE, AEBLOCK 19 BLOCK 21 INLET 1-4C STA 10+47.91 N: 118975.37 E: 179305.74 STMH 1-3 (FLAT TOP) STA 10+00.00 N: 118947.44 E: 179344.66 LOT 4 LOT 3 LOT 1 LOT 5 BLOCK 20 SANITARY SEWER LINE A3 SEE SHEET SS2 SWO SWO SWO SWO SWOSWOSWO SWO SWO SWO SWOSWO SWO SWO SWO SWO 5125 5130 5135 5140 5145 5150 5155 5160 5125 5130 5135 5140 5145 5150 5155 5160 9+5010+0011+00 ST M H 1 - 3 ( F L A T T O P ) ST A 1 1 + 0 4 . 2 3 RI M 5 1 4 5 . 1 ± IN V . I N 5 1 3 9 . 8 5 ( N E ) IN V . I N 5 1 3 9 . 8 5 ( N W ) IN V . O U T 5 1 3 9 . 8 5 ( S ) 47.91 LF 18" HDPE @ 0.50% IN L E T 1 - 4 C ST A 1 0 + 4 7 . 9 1 FL . E L 5 1 4 2 . 6 ± IN V . O U T 5 1 4 0 . 0 9 ( S E ) 6" PVC SANITARY STA.=10+28.45 INV.=5135.88 8" WATER STA.=10+11.91 TOP=0.00 18" MIN. 100-YEAR HGL EXISTING GROUND PROPOSED GROUND ST1 PL A N & P R O F I L E ST O R M D R A I N L I N E 1 & 1 - 3 23 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 ( IN FEET ) 0 1 INCH = 50 FEET 50 50 100 150 KEYMAP STORM 1 STORM 1-1 Sheet MO U N T A I N ' S E D 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 of 71 PROFILE SCALE: VERT. 1"=5' HORIZ. 1"=50' STORM DRAIN LINE 1 PROFILE SCALE: VERT. 1"=5' HORIZ. 1"=50' STORM DRAIN LINE 1-3 PRIVATE PRIVATE EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: NOTES: EXISTING STORM SEWER PROPOSED RIGHT OF WAY EXISTING SANITARY SEWER PROPOSED STORM INLET PROPOSED CURB & GUTTER PROPOSED SANITARY SEWER PROPOSED FIRE HYDRANT EXISTING FIRE HYDRANT PROPOSED LOTLINE EASEMENT LINE PROPERTY BOUNDARY SPROPOSED SEWER SERVICE PROPOSED RESIDENTIAL WATER SERVICE W 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.MANHOLES SHALL MEET THE MATERIAL SPECIFICATIONS FOR REINFORCED CONCRETE AS INDICATED BY THE CITY OF FORT COLLINS DETAIL D-3 RECORD DRAWING 5125 5130 5135 5140 5145 5150 5155 5160 5125 5130 5135 5140 5145 5150 5155 5160 9+5010+0011+0012+0013+0014+0015+0016+0017+0018+0019+0019+50 EXISTING GROUND PROPOSED GROUND FE S 2 ST A 1 0 + 0 0 . 0 0 IN V . 5 1 3 4 . 4 5 ( N ) 20.49 LF 15" HDPE @ 0.65% ST M H 2 - 1 ST A 1 0 + 2 0 . 4 9 RI M 5 1 4 0 . 5 ± IN V . I N 5 1 3 4 . 5 9 ( N ) IN V . I N 5 1 3 4 . 7 9 ( E ) IN V . O U T 5 1 3 4 . 5 9 ( S ) 277.73 LF 15" HDPE @ 0.64 % ST M H 2 - 2 ST A 1 2 + 9 8 . 2 2 RI M 5 1 4 5 . 0 ± IN V . I N 5 1 3 6 . 3 6 ( N ) IN V . O U T 5 1 3 6 . 3 6 ( S ) 37.64 LF 15" RCP @ 0.10% ST M H 2 - 3 ST A 1 3 + 3 5 . 8 6 RI M 5 1 4 4 . 9 ± IN V . I N 5 1 3 6 . 4 0 ( N ) IN V . O U T 5 1 3 6 . 4 0 ( S ) 309.15 LF 15" RCP @ 0.10% ST M H 2 - 4 ST A 1 6 + 4 5 . 0 1 RI M 5 1 4 6 . 4 ± IN V . I N 5 1 3 6 . 7 1 ( N ) IN V . I N 5 1 3 6 . 9 1 ( W ) IN V . O U T 5 1 3 6 . 7 1 ( S ) 190.85 LF 15" RCP @ 0.10% ST M H 2 - 5 ST A 1 8 + 3 5 . 8 6 RI M 5 1 4 6 . 8 ± IN V . I N 5 1 3 6 . 9 0 ( N E ) IN V . O U T 5 1 3 6 . 9 0 ( S ) 84.98 LF 15" RCP @ 0.10% EN D O U T L E T S T R U C T U R E 2 - 6 ST A 1 9 + 3 2 . 2 4 IN V . 5 1 3 7 . 0 0 ( S W ) 8" WATER STA.=17+93.91 TOP=5141.30 27" 8" PVC SANITARY STA.=13+26.79 INV.=5134.94 7" 8" WATER STA.=13+14.84 TOP=5140.10 18" MIN. 100-YEAR HGL 11" 30" HDPE STA.=10+68.21 INV.=5137.44 W W W W W W W W W W W W W WWWWW WWWWW W WWWWWWWWW UD UD TSALPOLYN DUCTILEIRONTSALPOLYNDUCTILEIRON TSALPOLYN DUCTILEIRON UD S S S S SS SSS S S S S S S S S S S S SSS SSS S S S SSSSSSSSS S WWWWWWW WM WM WM WM WM WM WM WM WM WM WM WMWM WM WM WM WM WM WM WM WM CROWN VIEW DRIVE DIX O N C R E E K FES 2 STA 10+00.00 N: 118640.94 E: 179421.26 20.49 LF 15" HDPE @ 0.65% 277.73 LF 15" HDPE @ 0.64% STMH 2-2 STA 12+98.22 N: 118939.16 E: 179422.27 37.64 LF 15" RCP @ 0.10% STMH 2-3 STA 13+35.86 N: 118976.45 E: 179427.40 309.15 LF 15" RCP @ 0.10% STMH 2-4 STA 16+45.01 N: 119285.60 E: 179428.45 190.85 LF 15" RCP @ 0.10% STMH 2-5 STA 18+35.86 N: 119476.45 E: 179429.0984. 9 8 L F 1 5 " R C P @ 0 . 1 0 % END OUTLET STRUCTURE 2-6 STA 19+32.24 N: 119537.62 E: 179503.57 SANITARY SEWER LINE A2.B SEE SHEET SS3 SANITARY SEWER LINE A2.A SEE SHEET SS3 LOT 2 LOT 4LOT 3LOT 1 LOT 1 LOT 2 LOT 5LOT 4LOT 3 LOT 5 LOT 6 LOT 7 LOT 10LOT 9 LOT 1 LOT 4LOT 1 LOT 2 LOT 3 LOT 8 LOT 1LOT 2LOT 3LOT 4LOT 5LOT 4 LOT 2LOT 3LOT 5 TR A C T D LOT 1LOT 2LOT 3LOT 4LOT 5LOT 6LOT 7TRACT C UE, DE TRACT B DE TRACT E TRACT H DE TRACT J UE, DE, AEDOWNS WAY (PRIVATE DRIVE) BLOCK 14BLOCK 12 BLOCK 22 BLOCK 16 BLOCK 20 BLOCK 21 WATERLINE 5 SEE SHEET W5 WATERLINE 1 SEE SHEET W1 WATERLINE 2 SEE SHEET W2 SANITARY SEWER LINE A SEE SHEET SS1 FES 2-10 STA 11+77.45 N: 119710.49 E: 179500.50 3.80 LF 15" HDPE @ 0.08% HEADWALL 2-7 STA 10+06.04 N: 119542.70 E: 179501.15 STORM DRAIN LINE 14 SEE SHEET ST9 158.81 LF 15" HDPE @ 0.08% STRM 45° BEND 2-9 STA 11+68.65 N: 119704.08 E: 179494.46 8.80 LF 15" HDPE @ 0.08% SW O SW O SW OSW O SW O SW O SW O SW O SW OSW O SW OSW O SW OSW O SW OSW OSW O SW OSW OSW OSW OSW OSW O SW OSW OSW OSW OSW OSW OSW O STMH 2-1 STA 10+20.49 N: 118661.43 E: 179421.33 5125 5130 5135 5140 5145 5150 5155 5160 9+7510+0011+0012+00 FE S 2 - 1 0 ST A 1 1 + 7 7 . 4 5 IN V . 5 1 3 7 . 1 7 ( S W ) 3.80 LF 15" HDPE @ 0.08% HE A D W A L L 2 - 7 ST A 1 0 + 0 6 . 0 4 IN V . 5 1 3 7 . 0 3 ( N W ) EXISTING GROUND PROPOSED GROUND 8.80 LF 15" HDPE @ 0.08% ST R M 4 5 ° B E N D 2 - 9 ST A 1 1 + 6 8 . 6 5 IN V . 5 1 3 7 . 1 6 ( N E ) IN V . 5 1 3 7 . 1 6 ( S ) 158.81 LF 15" HDPE @ 0.08% ST R M 4 5 ° B E N D 2 - 8 ST A 1 0 + 0 9 . 8 4 IN V . 5 1 3 7 . 0 4 ( N ) IN V . 5 1 3 7 . 0 4 ( S E ) 5125 5130 5135 5140 5145 5150 5155 5160 12+50 ST2 PL A N & P R O F I L E ST O R M D R A I N L I N E 2 & 2 - 7 24 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 ( IN FEET ) 0 1 INCH = 50 FEET 50 50 100 150 KEYMAP ST2 Sheet MO U N T A I N ' S E D 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 of 71 PROFILE SCALE: VERT. 1"=5' HORIZ. 1"=50' STORM DRAIN LINE 2 PROFILE SCALE: VERT. 1"=5' HORIZ. 1"=50' STORM DRAIN LINE 2-7 PRIVATE PRIVATE EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: NOTES: EXISTING STORM SEWER PROPOSED RIGHT OF WAY EXISTING SANITARY SEWER PROPOSED STORM INLET PROPOSED CURB & GUTTER PROPOSED SANITARY SEWER PROPOSED FIRE HYDRANT EXISTING FIRE HYDRANT PROPOSED LOTLINE EASEMENT LINE PROPERTY BOUNDARY SPROPOSED SEWER SERVICE PROPOSED RESIDENTIAL WATER SERVICE W 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.MANHOLES SHALL MEET THE MATERIAL SPECIFICATIONS FOR REINFORCED CONCRETE AS INDICATED BY THE CITY OF FORT COLLINS DETAIL D-3 PUBLICPRIVATE RECORD DRAWING 5120 5125 5130 5135 5140 5145 5150 5155 5120 5125 5130 5135 5140 5145 5150 5155 9+50 10+00 11+00 11+50 ST M H 2 - 1 ST A 1 0 + 0 0 . 0 0 RI M 5 1 4 0 . 5 ± IN V . I N 5 1 3 4 . 5 9 ( N ) IN V . I N 5 1 3 4 . 7 9 ( E ) IN V . O U T 5 1 3 4 . 5 9 ( S ) 52.25 LF 15" HDPE @ 0.96% OU T L E T S T R U C T U R E 2 - 2 A ST A 1 0 + 5 2 . 2 5 IN V . 5 1 3 5 . 2 9 ( N E ) IN V . 5 1 3 5 . 2 9 ( W ) EXISTING GROUND PROPOSED GROUND 100-YEAR HGL 20" W20" W20" W 60 " W 20" W 20" W FO FO FO FO FO FO FO CTV CTV CTV CTV CTV CTV CTV W W TSALPOLYN DUCTILEIRONS S S W WM WM UP L A N D D R I V E (P R I V A T E D R I V E ) OVERLAND TRAIL BL U E G R A S S D R I V E DIX O N C R E E K TRACT K AE FES 3 STA 9+90.00 N: 118924.80 E: 179030.29 98.54 LF 15" H D P E @ 1 . 9 2 % OUTLET STRUCTURE 3-1 STA 10+88.54 N: 119022.43 E: 179016.94 END OUTLET STRUCTURE 3-1 STA 10+98.55 N: 119024.79 E: 179025.25 LOT 1 LOT 4 LOT 3 LOT 2 TR A C T I UE , D E , A E BLOCK 18SW O SW O S W W W W W W W W UD S S S S S S S S S W W W WM WM WM WM WM WM CR E S T T O P D R I V E (P R I V A T E D R I V E ) CR O W N V I E W D R I V E SANITARY SEWER LINE A2.B SEE SHEET SS3 LOT 5 LOT 6 LOT 4 LOT 3 LOT 5 LOT 6 TRACT C UE, DE BLOCK 22 OUTLET STRUCTURE 2-5C STA 10+37.95 N: 119288.44 E: 179390.60 END OUTLET STRUCTURE 2-5C STA 10+52.45 N: 119290.91 E: 179376.31 STMH 2-4 STA 10+00.00 N: 119285.60 E: 179428.45 37.95 LF 15" RCP @ 7.89% LOT 1 LOT 2 LOT 3 SWO SWO SWO SWO SWO SWO SWO SWO SWO SWO SWO W UD S BLOCK 7 LOT 11 LOT 10 BROWN FARM SEVENTH FILING DIX O N C R E E K LOT 4 DO W N S W A Y (P R I V A T E D R I V E ) BLOCK 21 TRACT K AE STMH 2-1 STA 10+00.00 N: 118661.43 E: 179421.33 52.25 LF 15" HDPE @ 0.96% OUTLET STRUCTURE 2-2A STA 10+52.25 N: 118658.76 E: 179473.51 STORM DRAIN LINE 1 SEE SHEET ST1 SWO 5125 5130 5135 5140 5145 5150 5155 5160 5125 5130 5135 5140 5145 5150 5155 5160 9+5010+0011+0011+50 ST M H 2 - 4 ST A 1 0 + 0 0 . 0 0 RI M 5 1 4 6 . 4 ± IN V . I N 5 1 3 6 . 7 1 ( N ) IN V . I N 5 1 3 6 . 9 1 ( W ) IN V . O U T 5 1 3 6 . 7 1 ( S ) 37.95 LF 15" RCP @ 7.89% OU T L E T S T R U C T U R E 2 - 5 C ST A 1 0 + 3 7 . 9 5 IN V . 5 1 3 9 . 9 0 ( W ) IN V . 5 1 3 9 . 9 0 ( E ) EXISTING GROUND PROPOSED GROUND 100-YEAR HGL 5130 5135 5140 5145 5150 5155 5160 5165 5130 5135 5140 5145 5150 5155 5160 5165 9+5010+0011+0011+50 EXISTING GROUND PROPOSED GROUND 98.54 LF 1 5 " H D P E @ 1 . 9 2 % FE S 3 ST A 9 + 9 0 . 0 0 IN V . 5 1 4 0 . 1 3 ( N ) OU T L E T S T R U C T U R E 3 - 1 ST A 1 0 + 8 8 . 5 4 IN V . 5 1 4 2 . 0 2 ( E ) IN V . 5 1 4 2 . 0 2 ( S ) 100-YEAR HGL ST3 PL A N & P R O F I L E ST O R M D R A I N L I N E 2 - 1 , 2 - 4 & 3 25 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 ( IN FEET ) 0 1 INCH = 50 FEET 50 50 100 150 KEYMAP STORM 3 STORM 2-4 STORM 2-1 Sheet MO U N T A I N ' S E D 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 of 71 PROFILE SCALE: VERT. 1"=5' HORIZ. 1"=50' STORM DRAIN LINE 2-1 PROFILE SCALE: VERT. 1"=5' HORIZ. 1"=50' PROFILE SCALE: VERT. 1"=5' HORIZ. 1"=50' STORM DRAIN LINE 2-4 STORM DRAIN LINE 3 PRIVATEPRIVATEPRIVATE EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: NOTES: EXISTING STORM SEWER PROPOSED RIGHT OF WAY EXISTING SANITARY SEWER PROPOSED STORM INLET PROPOSED CURB & GUTTER PROPOSED SANITARY SEWER PROPOSED FIRE HYDRANT EXISTING FIRE HYDRANT PROPOSED LOTLINE EASEMENT LINE PROPERTY BOUNDARY SPROPOSED SEWER SERVICE PROPOSED RESIDENTIAL WATER SERVICE W 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.MANHOLES SHALL MEET THE MATERIAL SPECIFICATIONS FOR REINFORCED CONCRETE AS INDICATED BY THE CITY OF FORT COLLINS DETAIL D-3 RECORD DRAWING 20" W20" W 20" W 20" W 20" W FO FO FO FO FO FO FO CTV CTV CTV CTV CTV CTV CTV W WW WWWW WWW WW W W TSALPOLYN DUCTILEIRON S S S S S S S SSSS S S S W WM WM WM WM WM WM WM WM WM WM WM WM WM WM UP L A N D D R I V E (P R I V A T E D R I V E ) RIDGE TOP DRIVE (PRIVATE DRIVE) OVERLAND TRAIL BL U E G R A S S D R I V E LOT 1 LOT 4 LOT 3 LOT 2 TR A C T I UE , D E , A E BLOCK 18 FES 4 STA 10+00.00 N: 119081.98 E: 179027.32 112.01 LF 1 5 " R C P @ 0 . 5 2 % INLET 4-1 STA 11+12.01 N: 119191.94 E: 179006.02 LOT 2 LOT 3 LOT 6LOT 5 LOT 7LOT 4 TRACT A UE, DE WATERLINE 1 SEE SHEET W1 SW OSW O SW OSW O SW O SW O SW O SW OSW OSW OSW O W O SW O SW O X X X X X X X X X X X X / / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / / OHU 81 . 0 L F 2 4 " C M P GAS FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W 20 " W 20 " W 20 " W 20 " W FO FO FO FO FO CT V CT V CT V CT V CT V E E E E E E E E E E X / / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / / X OHU OHU OHU OHU OHU OHU OHU OHU OHU OHU OHUXXXXXXXXXXX / / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / / / / / / / / / / C W W W W W W W WWWWWWWWWW S WWWWWW W W W W W W W SW TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON S S S S S S S S S S S S S S S S S S S SS S S S S S S S S WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM OWNER: WEBB REAL ESTATE HOLDINGS LLC OV E R L A N D TR A I L KNOLLS END DRIVE LOT 4 LOT 2 LOT 3 LOT 5 TRACT F UE, DE, AE TRACT B DE BLOCK 12 WATERLINE 2 SEE SHEET W2 ST EX PIPE 5-4 STA 16+57.93 N: 119688.64 E: 178964.63 134.13 LF 24" HDPE @ 1.36% HEADWALL 5 STA 10+00.00 N: 119838.26 E: 179485.08 500.00 LF 24" HDPE @ 1.00% STMH 5-1 STA 15+00.00 N: 119832.42 E: 178985.12 LOT 2LOT 3LOT 6 LOT 5LOT 7 LOT 1LOT 2LOT 5 LOT 4 LOT 3LOT 4LOT 3 LOT 1LOT 2LOT 5 LOT 4 LOT 1 BLOCK 9 BLOCK 10 BLOCK 11 CR O W N V I E W D R I V E 13.79 LF 24" HDPE @ 1.23% 45° BEND 5-2 STA 16+34.13 N: 119698.29 E: 178984.44 STMH 5-3 STA 16+47.93 N: 119688.59 E: 178974.63 IF IT IS NECESSARY TO CUT EXISTING CMP. CONTRACTOR SHALL TREAT CUT EDGES WITH A CORROSION RESIST APPLICATION SWOSWO SWOSWO SWO SWOSWO SWOSWO SWO SWO SWO SWO SWOSWO SWO SWO SWO SWO SWO SWO SWOSWO SWO SWO SWO SWO SWO SWO SWOSWO 5130 5135 5140 5145 5150 5155 5160 5165 5130 5135 5140 5145 5150 5155 5160 5165 9+5010+0011+0012+0013+0014+0015+0016+0017+00 EXISTING GROUND PROPOSED GROUND HE A D W A L L 5 ST A 1 0 + 0 0 . 0 0 IN V . 5 1 3 7 . 1 3 ( W ) 500.00 LF 24" HDP E @ 1 . 0 0 % ST M H 5 - 1 ST A 1 5 + 0 0 . 0 0 RI M 5 1 4 8 . 0 ± IN V . I N 5 1 4 3 . 1 5 ( S ) IN V . O U T 5 1 4 2 . 1 3 ( E ) 134.13 LF 24" H D P E @ 1 . 3 6 % 100-YEAR HGL 24" RCP STA.=15+17.14 INV.=5146.80 8" WATER STA.=16+02.01 TOP=5142.83 134.13 LF 24" H D P E @ 1 . 3 6 % 45 ° B E N D 5 - 2 ST A 1 6 + 3 4 . 1 3 IN V . 5 1 4 4 . 9 7 ( S W ) IN V . 5 1 4 4 . 9 7 ( N ) ST M H 5 - 3 ST A 1 6 + 4 7 . 9 3 RI M 5 1 5 3 . 9 ± IN V . I N 5 1 4 5 . 1 4 ( W ) IN V . O U T 5 1 4 5 . 1 4 ( N E ) 5130 5135 5140 5145 5150 5155 5160 5165 5130 5135 5140 5145 5150 5155 5160 5165 9+5010+0011+0012+00 FE S 4 ST A 1 0 + 0 0 . 0 0 IN V . 5 1 4 3 . 4 1 ( N ) 112.01 LF 15" RCP @ 0.52% IN L E T 4 - 1 ST A 1 1 + 1 2 . 0 1 FL . E L 5 1 5 1 . 1 ± IN V . O U T 5 1 4 3 . 9 9 ( S ) EXISTING GROUND PROPOSED GROUND 8" WATER STA.=10+54.09 TOP=5147.54 18" MIN. 100-YEAR HGL ST4 PL A N & P R O F I L E ST O R M D R A I N L I N E 4 & 5 26 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 ( IN FEET ) 0 1 INCH = 50 FEET 50 50 100 150 KEYMAP STORM 4 STORM 5 Sheet MO U N T A I N ' S E D 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 of 71 PROFILE SCALE: VERT. 1"=5' HORIZ. 1"=50' PROFILE SCALE: VERT. 1"=5' HORIZ. 1"=50' STORM DRAIN LINE 5STORM DRAIN LINE 4 PRIVATE PUBLIC PRIVATE EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: NOTES: EXISTING STORM SEWER PROPOSED RIGHT OF WAY EXISTING SANITARY SEWER PROPOSED STORM INLET PROPOSED CURB & GUTTER PROPOSED SANITARY SEWER PROPOSED FIRE HYDRANT EXISTING FIRE HYDRANT PROPOSED LOTLINE EASEMENT LINE PROPERTY BOUNDARY SPROPOSED SEWER SERVICE PROPOSED RESIDENTIAL WATER SERVICE W 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.MANHOLES SHALL MEET THE MATERIAL SPECIFICATIONS FOR REINFORCED CONCRETE AS INDICATED BY THE CITY OF FORT COLLINS DETAIL D-3 1 1 RECORD DRAWING 84 . 7 L F 1 8 " C M P 20 " W 20 " W 20 " W 60" W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FO FO FO FO FO CT V CT V CT V CT V CT V W TSALPOLYN DUCTILEIRONOV E R L A N D T R A I L DIXON CREEK TRACT K AE EX. ST JUNCT 8-2 STA 11+51.43 N: 118973.91 E: 178889.80 EX. 80.28 LF 18" RCP @ 1.12% 71.16 LF 18" RCP @ 0.94 % STMH 8-1 STA 10+71.16 N: 118962.42 E: 178969.24 FES 8 STA 10+00.00 N: 118922.59 E: 179028.21 X X / / / / / / / / / / / / / / / / OHU GAS FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W 20 " W 20 " W 20 " W 20 " W FO FO FO FO FO CT V CT V CT V CT V E X / / / / / / / / XOHU OHU X X / / / / / / / / / / / / / / / / / / / / / / / / C WW WW S S S S WM WM WM WM OV E R L A N D T R A I L LOT 3 LOT 2 LOT 5 BLO C K 9 LOT 4 HEADWALL 7 STA 10+00.00 N: 119821.98 E: 178992.76 33.35 LF 24" RCP @ 5.00% INLET 7-1 STA 10+34.36 N: 119800.13 E: 178967.56 5125 5130 5135 5140 5145 5150 5155 5160 5125 5130 5135 5140 5145 5150 5155 5160 9+5010+0011+0012+00 EXISTING GROUND PROPOSED GROUND FE S 6 ST A 1 0 + 0 0 . 0 0 IN V . 5 1 3 7 . 7 2 ( W ) 28.39 LF 27" RCP @ 0.20% IN L E T 6 - 2 ST A 1 0 + 6 4 . 3 9 FL . E L 5 1 4 3 . 4 ± IN V . I N 5 1 3 7 . 8 5 ( W ) IN V . O U T 5 1 3 7 . 8 5 ( E ) IN L E T 6 - 1 ST A 1 0 + 2 8 . 3 9 FL . E L 5 1 4 3 . 4 ± IN V . I N 5 1 3 7 . 7 8 ( W ) IN V . O U T 5 1 3 7 . 7 8 ( E ) 16.49 LF 24" RCP @ 0.20% IN L E T 6 - 4 ST A 1 0 + 9 5 . 8 2 GR A T E 5 1 4 0 . 8 ± IN V . O U T 5 1 3 7 . 9 1 ( S E ) 8" WATER STA.=10+36.39 TOP=5135.71 18" ST M H 6 - 3 ST A 1 0 + 7 9 . 3 2 RI M 5 1 4 3 . 6 ± IN V . I N 5 1 3 7 . 8 8 ( N W ) IN V . I N 5 1 3 8 . 0 8 ( S ) IN V . O U T 5 1 3 7 . 8 8 ( E ) 14.93 LF 27" RCP @ 0.19% 100-YEAR HGL 36.00 LF 27" RCP @ 0.20% 5130 5135 5140 5145 5150 5155 5160 5165 5130 5135 5140 5145 5150 5155 5160 5165 9+5010+0011+0012+00 FE S 8 ST A 1 0 + 0 0 . 0 0 IN V . 5 1 4 0 . 1 9 ( N W ) 71.16 LF 18" RCP @ 0.94% ST M H 8 - 1 ST A 1 0 + 7 1 . 1 6 RI M 5 1 5 1 . 9 ± IN V . I N 5 1 4 0 . 8 6 ( W ) IN V . O U T 5 1 4 0 . 8 6 ( S E ) EX. 80.28 LF 18" RCP @ 1.12% EX . S T J U N C T 8 - 2 ST A 1 1 + 5 1 . 4 3 IN V . 5 1 4 1 . 7 6 ( E ) EXISTING GROUND PROPOSED GROUND 100-YEAR HGL EX. WATER STA.=10+94.20 TOP±5147.4 EX. WATER STA.=11+42.81 TOP±5140.0 X X X X X / / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / / E E E E / / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / / OHU OHU OHU OHU OHUXXXX / / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / / WWWWSS SS WM WM WM WM OWNER: WEBB REAL ESTATE HOLDINGS LLC TRACT B DE WATERLINE 2 SEE SHEET W2 LOT 1 LOT 2LOT 4 LOT 3 BLOCK 11 FES 6 STA 10+00.00 N: 119816.70 E: 179486.5728.39 LF 27" RCP @ 0.20% INLET 6-1 STA 10+28.39 N: 119818.88 E: 179458.26 36.00 LF 30"x19" HERCP @ 0.20% INLET 6-4 STA 10+95.82 N: 119829.98 E: 179394.88 INLET 6-2 STA 10+64.39 N: 119819.00 E: 179422.26 16.49 LF 24" RCP @ 0.20% STMH 6-3 STA 10+79.32 N: 119819.16 E: 179407.33 14.93 LF 27" RCP @ 0.19% 5135 5140 5145 5150 5155 5160 5165 5170 5135 5140 5145 5150 5155 5160 5165 5170 9+5010+0011+00 HE A D W A L L 7 ST A 1 0 + 0 0 . 0 0 FL . E L 5 1 4 8 . 7 ± IN V . I N 5 1 4 6 . 2 9 ( S W ) 33.35 LF 24" RCP @ 5.00% IN L E T 7 - 1 ST A 1 0 + 3 4 . 3 6 FL . E L 5 1 5 4 . 6 ± IN V . O U T 5 1 4 7 . 9 6 ( N E ) EXISTING GROUND PROPOSED GROUND 100-YEAR HGL 24" HDPE STA.=10+11.03 INV.=5143.40 5125 5130 5135 5140 5145 5150 5155 5160 5125 5130 5135 5140 5145 5150 5155 5160 9+50 10+00 11+00 12+00 12+50 71.07 LF 15" HDPE @ 0.52% IN L E T 6 - 6 A ST A 1 0 + 7 9 . 3 2 18 " A D S B A S I N FL . E L 5 1 4 5 . 5 ± IN V . O U T 5 1 4 2 . 2 1 ( E ) 47.06 LF 15" HDPE @ 2.13% ST M H 6 - 5 A ST A 1 0 + 7 8 . 9 3 RI M 5 1 4 5 . 6 ± IN V . I N 5 1 4 1 . 8 4 ( W ) IN V . I N 5 1 4 1 . 8 4 ( S E ) IN V . O U T 5 1 4 1 . 8 4 ( N ) AR E A I N L E T 6 - 4 A ST A 1 0 + 7 8 . 6 7 GR A T E 5 1 4 3 . 7 ± IN V . I N 5 1 4 0 . 8 3 ( S ) IN V . O U T 5 1 4 0 . 8 3 ( N ) 63.44 LF 18" HDPE @ 4.34% ST M H 6 - 3 ST A 1 0 + 7 9 . 3 2 RI M 5 1 4 3 . 6 ± IN V . I N 5 1 3 7 . 8 8 ( N W ) IN V . I N 5 1 3 8 . 0 8 ( S ) IN V . O U T 5 1 3 7 . 8 8 ( E ) 8" WATER STA.=10+94.87 TOP=5139.78 19" 100-YEAR HGL X X X X X / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / OH U OH U OH U OH U OH U X X X X / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / W W W W W WWWW W W W W S S S S S S S S S SS S WM WM WM WM WM WM WM WMWM WM WM WM WM PRECIPICE DRIVE LOT 4 LOT 2LOT 3LOT 5 TRACT F UE, DE, AE BLOCK 12 LOT 1 LOT 2 LOT 5 LOT 4 LOT 3BLOCK 11 LOT 1 STMH 6-3 STA 10+00.00 N: 119819.16 E: 179407.33 63.44 LF 18" HDPE @ 4.34% AREA INLET 6-4A STA 10+78.67 N: 119755.72 E: 179407.32 47.06 LF 15" HDPE @ 2.13% STMH 6-5A STA 10+78.93 N: 119708.66 E: 179406.57 71.07 LF 15" HDPE @ 0.52% INLET 6-6A STA 10+79.32 N: 119708.79 E: 179335.50 ST5 PL A N & P R O F I L E ST O R M D R A I N L I N E 6 , 6 - 3 , 7 & 8 27 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 ( IN FEET ) 0 1 INCH = 50 FEET 50 50 100 150 KEYMAP STORM 8 STORM 6 STORM 7 STORM 6-3 Sheet MO U N T A I N ' S E D 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 of 71 PROFILE SCALE: VERT. 1"=5' HORIZ. 1"=50' CR O W N V I E W DR I V E PROFILE SCALE: VERT. 1"=5' HORIZ. 1"=50' STORM DRAIN LINE 7 STORM DRAIN LINE 8STORM DRAIN LINE 6 PROFILE SCALE: VERT. 1"=5' HORIZ. 1"=50' STORM DRAIN LINE 6-3 PROFILE SCALE: VERT. 1"=5' HORIZ. 1"=50' CROWN VIEW DRIVE KN O L L S E N D D R I V E (P R I V A T E D R I V E ) PUBLIC PRIVATE PRIVATE PUBLIC PUBLIC EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: NOTES: EXISTING STORM SEWER PROPOSED RIGHT OF WAY EXISTING SANITARY SEWER PROPOSED STORM INLET PROPOSED CURB & GUTTER PROPOSED SANITARY SEWER PROPOSED FIRE HYDRANT EXISTING FIRE HYDRANT PROPOSED LOTLINE EASEMENT LINE PROPERTY BOUNDARY SPROPOSED SEWER SERVICE PROPOSED RESIDENTIAL WATER SERVICE W 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.MANHOLES SHALL MEET THE MATERIAL SPECIFICATIONS FOR REINFORCED CONCRETE AS INDICATED BY THE CITY OF FORT COLLINS DETAIL D-3 1 1 2 RECORD DRAWING 5125 5130 5135 5140 5145 5150 5155 5160 5125 5130 5135 5140 5145 5150 5155 5160 5+006+007+008+009+0010+0010+50 IN L I N E D R A I N 1 1 - 5 ST A 5 + 3 1 . 1 7 FL . E L 5 1 4 4 . 3 ± IN V . O U T 5 1 4 1 . 8 4 ( N ) 208.61 LF 10" HDPE @ 1.32% 45 ° S T O R M B E N D 1 1 - 1 ST A 9 + 8 5 . 9 1 IN V . 5 1 3 7 . 8 5 ( S ) IN V . 5 1 3 7 . 8 5 ( N W ) ST P I P E 1 1 WI T H C O N C R E T E C O L L A R ST A 1 0 + 0 0 . 0 0 IN V . 5 1 3 7 . 7 1 ( S E ) EXISTING GROUND PROPOSED GROUND DR A I N B A S I N 1 1 - 2 ST A 7 + 7 7 . 3 1 FL . E L 5 1 4 4 . 4 ± IN V . I N 5 1 4 0 . 6 1 ( S ) IN V . O U T 5 1 4 0 . 6 1 ( N ) 72.16 LF 10" HDPE @ 0.50% DR A I N B A S I N 1 1 - 3 ST A 7 + 0 5 . 1 5 FL . E L 5 1 4 4 . 0 ± IN V . I N 5 1 4 0 . 9 7 ( S ) IN V . O U T 5 1 4 0 . 9 7 ( N ) 84.43 LF 10" HDPE @ 0.50% DR A I N B A S I N 1 1 - 4 ST A 6 + 2 0 . 7 2 FL . E L 5 1 4 3 . 8 ± IN V . I N 5 1 4 1 . 3 9 ( S ) IN V . O U T 5 1 4 1 . 3 9 ( N ) 89.55 LF 10" HDPE @ 0.50% 100-YEAR HGL 8" S S 6" W 6" W X X SS X W WWWWWWWWWS SSSSSSSSS LOT 17LOT 16 BROWN FARM SEVENTH FILING LOT 21LOT 20 BLOCK 2 LOT 19LOT 18LOT 15LOT 14 BROWN FARM SEVENTH FILING LOT 5 LOT 6 LOT 7 LOT 10LOT 9LOT 4LOT 1 LOT 2 LOT 3 LOT 8 BLOCK 22 ST PIPE 11 STA 10+00.00 N: 119516.00 E: 179562.51 14.09 LF 10" HDPE @ 1.00% 208.61 LF 10" HDPE @ 1.32% INLINE DRAIN 11-5 STA 5+31.17 N: 119051.25 E: 179570.68 45° STORM BEND 11-1 STA 9+85.91 N: 119506.00 E: 179572.44 DRAIN BASIN 11-2 STA 7+77.31 N: 119297.39 E: 179571.63 72.16 LF 10" HDPE @ 0.50% DRAIN BASIN 11-3 STA 7+05.15 N: 119225.23 E: 179571.35 84.43 LF 10" HDPE @ 0.50% DRAIN BASIN 11-4 STA 6+20.72 N: 119140.80 E: 179571.02 89.55 LF 10" HDPE @ 0.50% SW O SW OSW OSW O SW OSW OSW OSW OSW OSW O 5130 5135 5140 5145 5150 5155 5160 5165 5130 5135 5140 5145 5150 5155 5160 5165 9+0010+0011+00 FE S 9 ST A 9 + 7 2 . 2 2 IN V . 5 1 4 4 . 0 9 ( N W ) 27.78 LF 12" HDPE @ 1.55% FE S 9 - 1 ST A 1 0 + 0 0 . 0 0 IN V . 5 1 4 3 . 6 6 ( S E ) EXISTING GROUND PROPOSED GROUND 100-YEAR HGL 84. 7 L F 1 8 " C M P 20" W 20" W FCL W D 1 8 " W FCL W D 1 8 " W FO FO FO FO CTV CTV CTV CTV CTV W W TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON S W OVE R L A N D T R A I L DIXON CREE K TRACT K AE LOT 1 LOT 4LOT 3 LOT 2 BLOCK 18 FES 9 STA 9+72.22 N: 118980.16 E: 179042.63 27.78 LF 12" HDPE @ 1.55% FES 9-1 STA 10+00.00 N: 119002.13 E: 179025.63 5125 5130 5135 5140 5145 5150 5155 5160 5125 5130 5135 5140 5145 5150 5155 5160 9+50 10+00 11+00 EXISTING GROUND PROPOSED GROUND ST M H 6 - 5 A ST A 1 0 + 0 0 . 0 0 RI M 5 1 4 5 . 6 ± IN V . I N 5 1 4 1 . 8 4 ( W ) IN V . I N 5 1 4 1 . 8 4 ( S E ) IN V . O U T 5 1 4 1 . 8 4 ( N ) 17.98 LF 15" RCP @ 1.84% IN L E T 6 - 6 B ST A 1 0 + 1 8 . 0 6 FL . E L 5 1 4 5 . 2 ± IN V . O U T 5 1 4 2 . 1 7 ( N W ) 100-YEAR HGL WWWWW W W W W W W W W W S S S S S S S S S S S S S S WM WM WM WM WM WM WM WM WM WM WM WM WM WM LOT 1 LOT 4 LOT 2 LOT 3 LOT 5 TRACT F UE, DE, AE TRACT B DE BLOCK 12 WATERLINE 2 SEE SHEET W2 LOT 1 LOT 2LOT 5 LOT 4 LOT 3 BLOCK 11 STMH 6-5A STA 10+00.00 N: 119708.66 E: 179406.57 17.98 LF 15" RCP @ 1.84% INLET 6-6B STA 10+18.06 N: 119699.19 E: 179421.85 CR O W N V I E W D R I V E KNOLLS END DRIVE (PRIVATE DRIVE) SWO SWO SWO SWOSWO SWO SWO SWO SWO SWO SWO SWO SWO SWO ST6 PL A N & P R O F I L E ST O R M D R A I N L I N E 6 - 5 , 9 & 1 1 28 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 ( IN FEET ) 0 1 INCH = 50 FEET 50 50 100 150 KEYMAP STORM 11 STORM 9 STORM 6-5 Sheet MO U N T A I N ' S E D 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 of 71 PROFILE SCALE: VERT. 1"=5' HORIZ. 1"=50' STORM DRAIN LINE 9 STORM DRAIN LINE 11 PROFILE SCALE: VERT. 1"=5' HORIZ. 1"=50' PROFILE SCALE: VERT. 1"=5' HORIZ. 1"=50' STORM DRAIN LINE 6-5 STORM DRAIN LINE 6-3 SEE SHEET ST5 PUBLIC PRIVATE PRIVATE EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: NOTES: EXISTING STORM SEWER PROPOSED RIGHT OF WAY EXISTING SANITARY SEWER PROPOSED STORM INLET PROPOSED CURB & GUTTER PROPOSED SANITARY SEWER PROPOSED FIRE HYDRANT EXISTING FIRE HYDRANT PROPOSED LOTLINE EASEMENT LINE PROPERTY BOUNDARY SPROPOSED SEWER SERVICE PROPOSED RESIDENTIAL WATER SERVICE W 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.MANHOLES SHALL MEET THE MATERIAL SPECIFICATIONS FOR REINFORCED CONCRETE AS INDICATED BY THE CITY OF FORT COLLINS DETAIL D-3 1 RECORD DRAWING 5130 5135 5140 5145 5150 5155 5160 5165 5130 5135 5140 5145 5150 5155 5160 5165 9+5010+0011+0012+00 BA S I N 1 0 - 4 ST A 1 0 + 0 0 . 0 0 IN V . 5 1 4 4 . 7 8 ( W ) IN V . 5 1 4 4 . 7 8 ( N ) IN V . 5 1 4 4 . 7 8 ( S ) 20.92 LF 12" HDPE @ 0.50% 22 . 5 ° B E N D 1 0 - 6 D ST A 1 0 + 9 0 . 3 8 IN V . 5 1 4 5 . 2 3 ( W ) IN V . 5 1 4 5 . 2 3 ( E ) 41.83 LF 12" HDPE @ 0.50% IN L I N E D R A I N 1 0 - 7 D ST A 1 1 + 3 2 . 2 2 FL . E L 5 1 4 7 . 2 ± IN V . O U T 5 1 4 5 . 4 4 ( E ) EXISTING GROUND PROPOSED GROUND 69.46 LF 12" HDPE @ 0.50% 12 ' ' x 8 ' ' S T O R M T E E 1 0 - 5 D ST A 1 0 + 2 0 . 9 2 RI M 5 1 4 6 . 0 ± IN V . I N 5 1 4 4 . 8 8 ( W ) IN V . I N 5 1 4 5 . 0 8 ( S ) IN V . O U T 5 1 4 4 . 8 8 ( E ) 8" WATER STA.=11+21.48 TOP=5143.14 26" 8" PVC SANITARY STA.=11+10.73 INV.=5138.70 100-YEAR HGL EXISTING GROUND 5130 5135 5140 5145 5150 5155 5160 5165 5130 5135 5140 5145 5150 5155 5160 5165 9+5010+0011+0012+0012+50 44.30 LF 18" HDPE @ 0.40% BA S I N 1 0 - 4 ST A 1 1 + 4 6 . 4 4 FL . E L 5 1 4 7 . 4 ± IN V . I N 5 1 4 4 . 7 8 ( W ) IN V . I N 5 1 4 4 . 7 8 ( N ) IN V . O U T 5 1 4 4 . 7 8 ( S ) 28.96 LF 18" HDPE @ 0.80% FE S 1 0 - 5 ST A 1 1 + 7 5 . 3 9 IN V . 5 1 4 5 . 0 1 ( S ) FE S 1 0 ST A 1 0 + 0 0 . 0 0 IN V . 5 1 4 4 . 1 9 ( N W ) 39.09 LF 18" HDPE @ 0.40% BA S I N 1 0 - 1 ST A 1 0 + 3 9 . 0 9 FL . E L 5 1 4 7 . 5 ± IN V . I N 5 1 4 4 . 3 5 ( N ) IN V . I N 5 1 4 4 . 3 5 ( W ) IN V . O U T 5 1 4 4 . 3 5 ( S E ) 27.09 LF 18" HDPE @ 0.40% DR A I N B A S I N 1 0 - 2 ST A 1 0 + 6 6 . 1 8 FL . E L 5 1 4 7 . 0 ± IN V . I N 5 1 4 4 . 4 6 ( N ) IN V . I N 5 1 4 4 . 4 6 ( E ) IN V . O U T 5 1 4 4 . 4 6 ( S ) PROPOSED GROUND 35.95 LF 18" HDPE @ 0.40% DR A I N B A S I N 1 0 - 3 ST A 1 1 + 1 0 . 4 8 FL . E L 5 1 4 6 . 8 ± IN V . I N 5 1 4 4 . 6 3 ( N ) IN V . I N 5 1 4 4 . 6 3 ( W ) IN V . O U T 5 1 4 4 . 6 3 ( S ) 2-YEAR HGL WWW W W W WW W W W W W W WW S WWWWW W W W W W S W W W W WWWWW TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRONTSALPOLYNDUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON S S S S S S S S SS SS SS S SS SSSS S S S S S S S S SSSSS WMWMWMWM WMWMWMWMWM WM WM WM WM WMWMWMWMWM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM TR A C T C UE , D E BASIN 10-4 STA 11+46.44 N: 119576.95 E: 179206.79 44.30 LF 18" HDPE @ 0.40% 28.96 LF 18" HDPE @ 0.80% FES 10-5 STA 11+75.39 N: 119605.91 E: 179206.19 LO T 3 LO T 3 LO T 3 LO T 1 LO T 4 LO T 1 LO T 2 LOT 5 LO T 4 LO T 1 LO T 2 LO T 1 LO T 5 LO T 4 LO T 2 LO T 4 LO T 3 LO T 2 BLOCK 13 BLOCK 15 BLOCK 8 BL O C K 6 DRAIN BASIN 10-2 STA 10+66.18 N: 119496.97 E: 179213.39 27.09 LF 18" HDPE @ 0.40% BASIN 10-1 STA 10+39.09 N: 119469.97 E: 179215.61 39.09 LF 18" HDPE @ 0.40% FES 10 STA 10+00.00 N: 119452.95 E: 179250.80 INLINE DRAIN 10-5B INV. OUT=5145.66 (S) FG=5147.65 24.86 LF 6" HDPE @ 2.00% DRAIN BASIN 10-4B INV. IN=5145.16 (N) INV. OUT=5145.16 (S) FG=5147.87 23.72 LF 6" HDPE @ 2.00% DRAIN BASIN 10-3B INV. IN=5144.68 (N) INV. OUT=5144.68 (W) FG=5147.87 18.73 LF 8" HDPE @ 1.20% 35.95 LF 18" HDPE @ 0.40% DRAIN BASIN 10-3 STA 11+10.48 N: 119541.12 E: 179209.74 LD INLINE DRAIN 10-5C INV. OUT=5146.15 (N) FG=5148.43 23.84 LF 6" HDPE @ 2.50% DRAIN BASIN 10-4C INV. IN=5145.55 (S) INV. OUT=5145.55 (E) FG=5148.53 27.09 LF 6" HDPE @ 3.40% SW OSW OSW OSW OSW OSW OSW O SW OSW OSW O SW O SW O SW O SW O SW O SW O SW O SW O SW O SW OSW OSW OSW OSW OSW OSW OSW OSW OSW OSW OSW OSW O SW O SW O SW O SW OSW O SW O SW O SW O SW O SW O SW O SW O SW OSW O W W W W W W W W W WW W W W W W W W W S W W W W W W W W W W W W W W W W W W W TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM 20.92 LF 12" HDPE @ 0.50% INLINE DRAIN 10-7D STA 11+32.22 N: 119590.89 E: 179077.51 41.83 LF 12" HDPE @ 0.50% 22.5° BEND 10-6D STA 10+90.38 N: 119575.51 E: 179116.41 BASIN 10-4 STA 10+00.00 N: 119576.95 E: 179206.79 LOT 3 LOT 1 LOT 3 LOT 2 LOT 5 LOT 4 LOT 1 LOT 2 LOT 5 LOT 4 BLOCK 7 BLOCK 5 12''x8'' STORM TEE 10-5D STA 10+20.92 N: 119576.62 E: 179185.87 69.46 LF 12" HDPE @ 0.50% INLINE DRAIN 10-6E INV. OUT=5145.32 (N) FG=5147.09 12.21 LF 6" HDPE @ 2.00% LOT 3 LOT 3 LOT 1 LOT 1 LOT 5 LOT 4 LOT 2 LOT 4 LOT 1 LOT 2 LOT 3 LOT 1 LOT 4 LOT 2 LOT 4 LOT 2 BLOCK 8 BLOCK 6 BLOCK 13 BLOCK 15 TR A C T A UE , D E TRACT C UE, DE SWO SWO SWO SWO SWO SWO SWO SWO SWO SWO SWO SWO SWO SWO SWO SWO SWO SWO SWO SWO SWO SWO SWO SWO SWO SWO SWO SWO SWO SWO SWO SWO SWOSWO SWO SWO SWO SWO ST7 PL A N & P R O F I L E ST O R M D R A I N L I N E 1 0 & 1 0 - 4 29 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 ( IN FEET ) 0 1 INCH = 50 FEET 50 50 100 150 KEYMAP STORM 10 STORM 10-3 PROFILE SCALE: VERT. 1"=5' HORIZ. 1"=50' PRECIPICE DRIVE (PRIVATE DRIVE) PROFILE SCALE: VERT. 1"=5' HORIZ. 1"=50' STORM DRAIN LINE 10 STORM DRAIN LINE 10-4 RI D G E T O P D R I V E (P R I V A T E D R I V E ) PRIVATE PRIVATE EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: NOTES: EXISTING STORM SEWER PROPOSED RIGHT OF WAY EXISTING SANITARY SEWER PROPOSED STORM INLET PROPOSED CURB & GUTTER PROPOSED SANITARY SEWER PROPOSED FIRE HYDRANT EXISTING FIRE HYDRANT PROPOSED LOTLINE EASEMENT LINE PROPERTY BOUNDARY SPROPOSED SEWER SERVICE PROPOSED RESIDENTIAL WATER SERVICE W 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.MANHOLES SHALL MEET THE MATERIAL SPECIFICATIONS FOR REINFORCED CONCRETE AS INDICATED BY THE CITY OF FORT COLLINS DETAIL D-3 RECORD DRAWING Sheet MO U N T A I N ' S E D 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 of 71 5135 5140 5145 5150 5155 5160 5165 5170 5135 5140 5145 5150 5155 5160 5165 5170 9+5010+0011+0012+0012+50 FE S 1 2 ST A 9 + 9 0 . 0 0 IN V . 5 1 4 2 . 3 9 ( W ) 50.44 LF 12" HDPE @ 2.79% ST 2 2 . 5 ° B E N D 1 2 - 2 ST A 1 1 + 1 7 . 4 6 IN V . 5 1 4 5 . 9 4 ( N W ) IN V . 5 1 4 5 . 9 4 ( E ) 32.04 LF 12" HDPE @ 0.50% IN L I N E D R A I N 1 2 - 3 ST A 1 1 + 4 9 . 5 0 FL . E L 5 1 4 9 . 3 ± IN V . O U T 5 1 4 6 . 1 0 ( S E ) EXISTING GROUND PROPOSED GROUND 8" PVC SANITARY STA.=11+27.80 INV.=5137.63 8" WATER STA.=11+39.16 TOP=5144.44 18" MIN. 77.03 LF 12" HDPE @ 2.78% 12 ' ' x 8 ' ' S T O R M T E E 1 2 - 1 ST A 1 0 + 4 0 . 4 4 IN V . 5 1 4 3 . 8 0 ( W ) IN V . 5 1 4 3 . 8 0 ( N ) IN V . 5 1 4 3 . 8 0 ( E ) 100-YEAR HGL EXISTING GROUND PROPOSED GROUND 5130 5135 5140 5145 5150 5155 5160 5165 5130 5135 5140 5145 5150 5155 5160 5165 9+5010+0011+0012+00 8" WATER STA.=11+28.92 TOP=5143.69 8" PVC SANITARY STA.=11+18.92 INV.=5138.22 18" MIN. BA S I N 1 0 - 1 ST A 1 0 + 0 0 . 0 0 FL . E L 5 1 4 7 . 5 ± IN V . I N 5 1 4 4 . 3 5 ( N ) IN V . I N 5 1 4 4 . 3 5 ( W ) IN V . O U T 5 1 4 4 . 3 5 ( S E ) IN L I N E D R A I N 1 0 - 3 A ST A 1 1 + 3 8 . 9 0 FL . E L 5 1 4 8 . 2 ± IN V . O U T 5 1 4 5 . 4 4 ( E ) 99.11 LF 12" HDPE @ 0.50% 39.79 LF 12" HDPE @ 1.50% DR A I N B A S I N 1 0 - 2 A ST A 1 0 + 9 9 . 1 1 FL . E L 5 1 4 8 . 3 ± IN V . I N 5 1 4 4 . 8 5 ( W ) IN V . O U T 5 1 4 4 . 8 5 ( E ) 100-YEAR HGL W W W W W W W W W W W W W W W W W W S S W W W W W TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON S S S S S S S S S S S S S S S S S S S S S WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM SANITARY SEWER LINE A SEE SHEET SS2 LOT 3 LOT 1 LOT 5 LOT 4 LOT 1 LOT 2 LOT 3 LOT 1 LOT 2 LOT 5 LOT 4 LOT 4 LOT 2 LOT 3 BLOCK 15BLOCK 5 BLOCK 6 LOT 4 LOT 3 LOT 1 LOT 2 LOT 5 LOT 4 LOT 2 BLOCK 3 BLOCK 4 99.11 LF 12" HDPE @ 0.50% INLINE DRAIN 10-3A STA 11+38.90 N: 119464.01 E: 179076.91 BASIN 10-1 STA 10+00.00 N: 119469.97 E: 179215.61 DRAIN BASIN 10-2A STA 10+99.11 N: 119463.76 E: 179116.70 39.79 LF 12" HDPE @ 1.50% SWO SWO SWO SWO SWO SWO SWO SWO SWO SWO SWO SWO SWO SWO SWO SWOSWO SWO SWO S W W W W W W W W W W W W S W W W W W W W W W S S TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON S S S S S S S S S S S S S S S S S WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM LOT 1 LOT 2 LOT 2 LOT 3 LOT 1 TR A C T A UE , D E LOT 5 LOT 4 INLINE DRAIN 12-3 STA 11+49.50 N: 119351.10 E: 179078.16 FES 12 STA 9+90.00 N: 119331.04 E: 179234.41 50.44 LF 12" HDPE @ 2.79% ST 22.5° BEND 12-2 STA 11+17.46 N: 119337.38 E: 179107.11 LOT 4 LOT 3 LOT 4 LOT 1 LOT 2 LOT 5 LOT 4 LOT 2 LOT 3 LOT 5 LOT 7 BLOCK 2 BLOCK 1 BLOCK 3 BLOCK 4 TRACT C UE, DE 12''x8'' STORM TEE 12-1 STA 10+40.44 N: 119333.55 E: 179184.04 77.03 LF 12" HDPE @ 2.78% LOT 6 8.56 LF 6" HDPE @ 5.00% DRAIN BASIN 12-2A INV. IN=5144.23 (N) INV. OUT=5144.23 (S) FG=5149.40 32.04 LF 12" HDPE @ 0.50% 31.79 LF 6" PVC @ 5.00% DRAIN BASIN 12-3A INV. IN=5145.82 (N) INV. OUT=5145.82 (S) FG=5149.79 34.99 LF 6" PVC @ 5.00% INLINE DRAIN 12-4A INV. OUT=5147.57 (S) FG=5149.79 SWO SWO SWO SWO SWO SWO SWO SWO SWO SWO SWOSWO SWOSWO SWO SWO SWO SWO SWO SWO SWO ST8 PL A N & P R O F I L E ST O R M D R A I N L I N E 1 0 - 1 & 1 2 30 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 ( IN FEET ) 0 1 INCH = 50 FEET 50 50 100 150 KEYMAP STORM 10-1 STORM 12 Sheet MO U N T A I N ' S E D 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 of 71 PROFILE SCALE: VERT. 1"=5' HORIZ. 1"=50' RI D G E T O P D R I V E (P R I V A T E D R I V E ) PROFILE SCALE: VERT. 1"=5' HORIZ. 1"=50' SANITARY SEWER LINE A SEE SHEET SS2 WATERLINE 4 SEE SHEET W4 WATERLINE 4 SEE SHEET W4 STORM DRAIN LINE 10 SEE SHEET ST7 RI D G E T O P D R I V E (P R I V A T E D R I V E ) PRIVATE PRIVATE EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: NOTES: EXISTING STORM SEWER PROPOSED RIGHT OF WAY EXISTING SANITARY SEWER PROPOSED STORM INLET PROPOSED CURB & GUTTER PROPOSED SANITARY SEWER PROPOSED FIRE HYDRANT EXISTING FIRE HYDRANT PROPOSED LOTLINE EASEMENT LINE PROPERTY BOUNDARY SPROPOSED SEWER SERVICE PROPOSED RESIDENTIAL WATER SERVICE W 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.MANHOLES SHALL MEET THE MATERIAL SPECIFICATIONS FOR REINFORCED CONCRETE AS INDICATED BY THE CITY OF FORT COLLINS DETAIL D-3 STORM DRAIN LINE 10-1 STORM DRAIN LINE 12 RECORD DRAWING 5130 5135 5140 5145 5150 5155 5160 5130 5135 5140 5145 5150 5155 5160 9+5010+0011+0011+50 EXISTING GROUND PROPOSED GROUND IN L I N E D R A I N 1 3 - 2 ST A 1 0 + 9 3 . 6 7 GR A T E 5 1 4 4 . 9 ± IN V . O U T 5 1 4 2 . 5 7 ( S ) 62.57 LF 6" PERF. PVC @ 0.19% ST P I P E 1 3 WI T H C O N C R E T E C O L L A R ST A 1 0 + 0 0 . 0 0 IN V . 5 1 4 0 . 4 5 ( N E ) 31.10 LF 6" PERF. PVC @ 6.44% ST 2 2 . 5 ° B E N D 1 3 - 1 ST A 1 0 + 3 1 . 1 0 IN V . 5 1 4 2 . 4 5 ( N ) IN V . 5 1 4 2 . 4 5 ( S W ) UD UDUD S W WM TRACT E TRACT C UE, DE ST PIPE 13 STA 10+00.00 N: 119305.09 E: 179376.98 ST 22.5° BEND 13-1 STA 10+31.10 N: 119333.78 E: 179388.98 INLINE DRAIN 13-2 STA 10+93.67 N: 119396.34 E: 179389.20 CROWN VIEW DRIVE DETENTION POND 1 RAIN GARDEN 1 31.10 LF 6" PERF. PVC @ 6.44% 62.57 LF 6" PERF. PVC @ 0.19% SW OSW O UD UD UD UD TSALPOLYN DUCTILEIRON S DIXON CREEK LOT 5 DO W N S W A Y (PR I V A T E D R I V E ) TRACT K AE INLINE DRAIN 14-3 STA 11+95.46 N: 118832.03 E: 179305.02 127.85 LF 6" PERF. PVC @ 0.20% 22.5° BEND 14-2 STA 10+67.60 N: 118741.63 E: 179395.44 20.11 LF 6" PERF. PVC @ 0.20% OUTLET STRUCTURE 14-1 STA 10+47.49 N: 118723.04 E: 179403.12 47.49 LF 30" HDPE @ 0.42% FES 14 STA 10+00.00 N: 118694.39 E: 179441.00 RAIN GARDEN 2 DETENTION POND 4 5125 5130 5135 5140 5145 5150 5155 5125 5130 5135 5140 5145 5150 5155 9+5010+0011+0012+0012+50 FE S 1 4 ST A 1 0 + 0 0 . 0 0 IN V . 5 1 3 7 . 3 4 ( N W ) 47.49 LF 30" HDPE @ 0.42% OU T L E T S T R U C T U R E 1 4 - 1 ST A 1 0 + 4 7 . 4 9 IN V . 5 1 3 7 . 5 3 ( N ) IN V . 5 1 3 7 . 5 3 ( S E ) 20.11 LF 6" PERF. PVC @ 0.20% 22 . 5 ° B E N D 1 4 - 2 ST A 1 0 + 6 7 . 6 0 IN V . 5 1 3 7 . 5 7 ( N W ) IN V . 5 1 3 7 . 5 7 ( S ) 127.85 LF 6" PERF. PVC @ 0.20% IN L I N E D R A I N 1 4 - 3 ST A 1 1 + 9 5 . 4 6 GR A T E 5 1 4 0 . 9 ± IN V . O U T 5 1 3 7 . 8 3 ( S E ) EXISTING GROUND PROPOSED GROUND 100-YEAR HGL 7" ST9 PL A N & P R O F I L E ST O R M D R A I N L I N E 1 3 & 1 4 31 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 ( IN FEET ) 0 1 INCH = 30 FEET 30 30 60 90 KEYMAP STORM 13 STORM 14 Sheet MO U N T A I N ' S E D 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 of 71 PROFILE SCALE: VERT. 1"=5' HORIZ. 1"=30' PROFILE SCALE: VERT. 1"=5' HORIZ. 1"=30' STORM DRAIN LINE 13 STORM DRAIN LINE 14 STORM DRAIN LINE 2 SEE SHEET ST2 STORM DRAIN LINE 2 SEE SHEET ST2 STORM DRAIN LINE 1 SEE SHEET ST1 PRIVATE PRIVATE EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: NOTES: EXISTING STORM SEWER PROPOSED RIGHT OF WAY EXISTING SANITARY SEWER PROPOSED STORM INLET PROPOSED CURB & GUTTER PROPOSED SANITARY SEWER PROPOSED FIRE HYDRANT EXISTING FIRE HYDRANT PROPOSED LOTLINE EASEMENT LINE PROPERTY BOUNDARY SPROPOSED SEWER SERVICE PROPOSED RESIDENTIAL WATER SERVICE W 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.MANHOLES SHALL MEET THE MATERIAL SPECIFICATIONS FOR REINFORCED CONCRETE AS INDICATED BY THE CITY OF FORT COLLINS DETAIL D-3 RECORD DRAWING TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRONTSALPOLYNDUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TRACT C UE, DE LOT 3 LOT 3 LOT 4LOT 1 LOT 2 LOT 1 LOT 2 LOT 1LOT 5 LOT 4 LOT 2 LOT 4 BLOCK 13 BLOCK 15 BLOCK 8 KN O L L S E N D D R I V E (P R I V A T E D R I V E ) LD INLINE DRAIN 6-3A INV. OUT=5146.35 (S) FG=5148.23 LD BASIN 6-2A INV. IN=5146.23 (N) INV. OUT=5146.23 (S) FG=5148.07 LD INLINE DRAIN 6-2 INV. OUT=5146.41 (N) FG=5148.07 LD BASIN 6-1 INV. IN=5146.07 (S) INV. IN=5146.07 (N) INV. OUT=5146.07 (E) FG=5148.07 CONCRETE COLLAR 6 INV. IN=5145.68 (W) FG=5146.22 16.56 LF 8" HDPE @ 2.00% 19.88 LF 10" HDPE @ 2.00% 30.28 LF 8" HDPE @ 0.50% 23.99 LF 8" HDPE @ 0.50% LD INLINE DRAIN 5-2 INV. OUT=5145.97 (S) FG=5148.11 LD INLINE DRAIN 5-2A INV. OUT=5145.97 (N) FG=5148.06 LD BASIN 5-1 INV. IN=5145.86 (N) INV. IN=5145.86 (S) INV. OUT=5145.86 (W) FG=5148.01 CONCRETE COLLAR 5 INV. IN=5145.74 (E) FG=5146.2823.63 LF 10" HDPE @ 0.50% 23.87 LF 8" HDPE @ 0.50% 23.84 LF 8" HDPE @ 0.50% SS S TSALPOLYN DUCTILEIRONTSALPOLYNDUCTILEIRON TSALPOLYN DUCTILEIRON SS LOT 1 LOT 2 LOT 5LOT 4LOT 3 LOT 4 LOT 1LOT 2LOT 3LOT 5 LOT 7 BLOCK 2 LOT 6 LD BASIN 4-1 INV. IN=5146.74 (S) INV. OUT=5146.74 (E) FG=5150.78 LD BASIN 4-2 INV. IN=5147.79 (S) INV. OUT=5147.79 (N) FG=5150.69 LD INLINE DRAIN 4-3 INV. OUT=5148.43 (N) FG=5150.69 CONCRETE COLLAR 4 INV. IN=5146.03 (W) FG=5146.80 21.30 LF 8" HDPE @ 3.00% 35.00 LF 8" HDPE @ 3.00% 23.89 LF 8" HDPE @ 3.00% LD INLINEDRAIN 3-4 INV. OUT=5145.94 (N) FG=5147.84 LD BASIN 3-2 INV. IN=5145.66 (S) INV. OUT=5145.66 (N) FG=5147.74LD BASIN 3-1 INV. IN=5145.58 (S) INV. OUT=5145.58 (N) FG=5147.69 LD BASIN 3-3 INV. IN=5145.82 (S) INV. OUT=5145.82 (N) FG=5147.64 CONCRETE COLLAR 3 INV. IN=5145.39 (S) FG=5146.16 23.98 LF 8" HDPE @ 0.50% 32.66 LF 8" HDPE @ 0.50% 14.22 LF 8" HDPE @ 0.50%38.30 LF 8" HDPE @ 0.50% W W W W W SW W W TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON POLYN TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON SSS S S S S S S S W WMWM WM WM WM WM WM WM WM WM WM W W UPLAND DRIVE (PRIVATE DRIVE) LOT 1 LOT 4 LOT 3LOT 2 TRACT I UE, DE, AE BLOCK 18 LD INLINE DRAIN 2-2 INV. OUT=5145.43 (SE) FG=5147.54 LD INLINE DRAIN 2-2A INV. OUT=5145.43 (NW) FG=5147.53 LD BASIN 2-1 INV. IN=5145.31 (NW) INV. IN=5145.31 (SE) INV. OUT=5145.31 (SW) FG=5147.41 CONCRETE COLLAR 2 INV. IN=5145.22 (NE) FG=5145.76 23.82 LF 8" HDPE @ 0.50% 17.45 LF 8" HDPE @ 0.50% 23.91 LF 8" HDPE @ 0.50% LD BASIN 1-3 INV. IN=5142.81 (NW) INV. OUT=5142.81 (SE) FG=5145.32 LD BASIN 1-2 INV. IN=5142.64 (NW) INV. OUT=5142.64 (SE) FG=5145.20 LD BASIN 1-4 INV. IN=5142.91 (NW) INV. OUT=5142.91 (SE) FG=5145.17 LD BASIN 1-1 INV. IN=5142.48 (NW) INV. OUT=5142.48 (S) FG=5145.17 LD INLINE DRAIN 1-7 INV. OUT=5143.23 (SW) FG=5144.97 LD BASIN 1-6 INV. IN=5143.09 (NE) INV. OUT=5143.09 (S) FG=5144.82 LD 45° BEND 1-5 INV. IN=5143.01 (N) INV. OUT=5143.01 (SE) FG=5143.55 CONCRETE COLLAR 1 INV. IN=5142.35 (N) FG=5142.89 28.97 LF 8" HDPE @ 0.50% 15.23 LF 8" HDPE @ 0.50%19.67 LF 8" HDPE @ 0.50% 20.74 LF 8" HDPE @ 0.50% 33.52 LF 8" HDPE @ 0.50% 32.72 LF 8" HDPE @ 0.50% 25.29 LF 12" HDPE @ 0.50% LOT 2 LOT 3LOT 1 LOT 7LOT 6LOT 5LOT 4 BLOCK 19 TRACT K AE SWO SWO SWO SWO SWO SWO SWO SWO SWOSWOSWO ST10 LA N D S C A P E D R A I N P L A N 32 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 ( IN FEET ) 0 1 INCH = 30 FEET 30 30 60 90 KEYMAP LANDSCAPE DRAIN LINES 1 & 2 LANDSCAPE DRAIN LINES 3 & 4 LANDSCAPE DRAIN LINES 5 & 6 Sheet MO U N T A I N ' S E D 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 of 71 LANDSCAPE DRAIN LINES 5 & 6LANDSCAPE DRAIN LINES 3 & 4 LANDSCAPE DRAIN LINES 1 & 2 (PRIVATE) (PRIVATE)(PRIVATE) EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: NOTES: EXISTING STORM SEWER PROPOSED RIGHT OF WAY EXISTING SANITARY SEWER PROPOSED STORM INLET PROPOSED CURB & GUTTER PROPOSED SANITARY SEWER PROPOSED FIRE HYDRANT EXISTING FIRE HYDRANT PROPOSED LOTLINE EASEMENT LINE PROPERTY BOUNDARY SPROPOSED SEWER SERVICE PROPOSED RESIDENTIAL WATER SERVICE W 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.MANHOLES SHALL MEET THE MATERIAL SPECIFICATIONS FOR REINFORCED CONCRETE AS INDICATED BY THE CITY OF FORT COLLINS DETAIL D-3 RECORD DRAWING TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRONTSALPOLYNDUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRONTSALPOLYNDUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRONTSALPOLYNDUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON UD UD TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON UD TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON S SS X X X X X X X X X X X X OH E OH E OH E OH E OH E OH E OH E OH E OH E OH E OH E OH E OH E OH U GA S B M D T C FES H2 O H2 O WV H2 O WV 60" W 60" W60" W60" W60" W60" W60" W60" W 60 " W 60 " W FCLWD 18" W FCLWD 18" W FCLWD 18" W FCLWD 18" W FCLWD 18" W FCLWD 18" W FCLWD 18" W FCLWD 18" W FCLWD 18" W FCLWD 18" W FCLWD 18" W FCLWD 18" W FCLWD 18" W FCLWD 18" W FCLWD 18" W FCLWD 18" W FCLWD 18" W FCLWD 18" W FCLWD 18" W FCLWD 18" W FCLWD 18" W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W 20" W 20" W 20" W 20" W 20" W 20" W 20" W 20" W 20" W 20" W 20" W FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO CTV CTV CTV CTV CTV CTV CTV CTV CTV CTV CTV CTV CTV CTV CTV CTV CTV CTV CTV CTV CTV CTV CTV CT V E E E E E E E E X CTV CT V CTV CT V E E G G X X OH U OH U OH U OH U OH U OH U OH U OH U OH U OH U OH U OH U OHU OHU X X X X X X X X X X X X X X VA U L T F.O . W H2 O VA U L T F.O . C ELE C WV WV X BLOCK 7 LOT 11 LOT 10LOT 1LOT 21LOT 20 BLOCK 2 LOT 19LOT 18LOT 17LOT 16LOT 15 LOT 14LOT 13LOT 12LOT 11 OW N E R : W E B B RE A L E S T A T E HO L D I N G S L L C OWNER: CITY OF FORT COLLINS OWNER: CITY OF FORT COLLINS BLOCK 2 BROWN FARM SEVENTH FILING BROWN FARM SEVENTH FILING EXISTING STORM DRAIN TO BE PLUGGED AND FLOW-FILLED DETENTION POND 1 DETENTION POND 2 DETENTION POND 3 DETENTION POND 4 CREST TOP DRIVE (PRIVATE DRIVE) DOWNS WAY (PRIVATE DRIVE) RIDGE TOP DRIVE (PRIVATE DRIVE) CROWN VIEW DRIVE PRECIPICE DRIVE (PRIVATE DRIVE) OVERLAND TRAIL BL U E G R A S S D R I V E KN O L L S E N D D R I V E (P R I V A T E D R I V E ) DR A K E R O A D DIX O N C R E E K UP L A N D D R I V E (P R I V A T E D R I V E ) EXISTING STORM DRAIN TO BE PLUGGED AND FLOW-FILLED BUILDING 1 BUILDING 2 BUILDING 3 BUILDING 4 BUILDING 5 BUILDING 6 BUILDING 7 BUILDING 8 BUILDING 9 BUILDING 10 BUILDING 11 BUILDING 12 BUILDING 13 BUILDING 14 BUILDING 15 BUILDING 16 BUILDING 17 BUIL D I N G 18 BUIL D I N G 19 BUILDING 20 STORM DRAIN LINE 4 SEE SHEET ST4 STORM DRAIN LINE 1 SEE SHEET ST1 STORM DRAIN LINE 2 SEE SHEET ST2 STORM DRAIN LINE 3 SEE SHEET ST3 STORM DRAIN LINE 2-1 SEE SHEET ST3 STORM DRAIN LINE 1-3 SEE SHEET ST1 STORM DRAIN LINE 12 SEE SHEET ST8 STORM DRAIN LINE 11 SEE SHEET ST6 STORM DRAIN LINE 10 SEE SHEET ST7 STORM DRAIN LINE 10-4 SEE SHEET ST7 STORM DRAIN LINE 10-1 SEE SHEET ST8 STORM DRAIN LINE 5 SEE SHEET ST4 STORM DRAIN LINE 9 SEE SHEET ST6 STORM DRAIN LINE 6 SEE SHEET ST5 STORM DRAIN LINE 7 SEE SHEET ST5 STORM DRAIN LINE 8 SEE SHEET ST5 LANDSCAPE DRAIN LINE 4 SEE SHEET ST10 LANDSCAPE DRAIN LINE 3 SEE SHEET ST10 LANDSCAPE DRAIN LINE 6 SEE SHEET ST10 LANDSCAPE DRAIN LINE 5 SEE SHEET ST10 LANDSCAPE DRAIN LINE 1 SEE SHEET ST10 LANDSCAPE DRAIN LINE 2 SEE SHEET ST10 STORM DRAIN LINE 14 SEE SHEET ST9 STORM DRAIN LINE 13 SEE SHEET ST9 STORM DRAIN LINE 2-7 SEE SHEET ST2 STORM DRAIN LINE 2-4 SEE SHEET ST3 RAIN GARDEN #2 RAIN GARDEN #1 KEYMAP Sheet MO U N T A I N ' S E D 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 of 71 OG1 OV E R A L L G R A D I N G P L A N 33 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 ( IN FEET ) 0 1 INCH = 60 FEET 60 60 120 180 G1 G2 G3 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 PEDESTRIAN ACCESS RAMPS EXISTING SPOT ELEVATION PROPOSED FIRE HYDRANT PROPOSED LOT LINE PROPOSED CONCRETE CROSS PAN (TYP.) EXISTING RIGHT OF WAY PROPOSED RIGHT OF WAY PROPOSED SLOPES FOR REFERENCE ONLY. SEE 30 SCALE DRAWINGS FOR DETAILED INFORMATION. REC O R D D R A W I N G TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON X X X X X X X X X X X X X X X X X X OHU OHU OHU OHU GAS FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W 20 " W 20 " W 20 " W 20 " W 20 " W 20 " W 20 " W 20 " W 20 " W 20 " W 20 " W 20 " W 20 " W 20 " W 20 " W FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO CT V CT V CT V CT V CT V CT V CT V CT V CT V CT V CT V CT V CT V CT V CT V CT V CT V CT V E E E E OH U X X X X X X OHU OHU OHU OHU OHU OHU OHU OHU OHU OHU OHU OHU OHU OHU OHU XXXXXXXXXXXXXX X VAULT F.O. C OW N E R : C I T Y O F FO R T C O L L I N S 2' DRAINAGE PAN LANDSCAPE RETAINING WALL 2.5' MAX HEIGHT STORM DRAIN LINE 5 SEE SHEET ST4 CONNECT TO EXISTING 24" CMP STORM DRAIN WITH MANHOLE 8' UTILITY EASEMENT 8' UTILITY EASEMENT 8' UTILITY EASEMENT 2' DRAINAGE PAN 2' DRAINAGE PAN LANDSCAPE RETAINING WALL 2.5' MAX HEIGHT PROPOSED 2' CURB CUT 2' DRAINAGE PAN 8' CROSS-PAN 25.0% 4:14:1 5: 1 8: 1 4:1 5:1 1.4% 0. 5 % 1.1% 0.8% 0. 5 % 7. 0 % 5. 4 % 3.1 % 3. 1 % 4: 1 5: 1 PROPOSED 2' SIDEWALK CHASE (TYP.) STEPS 2. 9 % STEPS STEPS 20' FL-FL 20' FL-FL 20' EMERGENCY ACCESS EASEMENT 4: 1 4: 1 4: 1 5: 1 STMH 5-1 INLET 7-1 HEADWALL 7 STORM DRAIN LINE 7 SEE SHEET ST5 INLINE DRAIN 10-7D 22.5° BEND 10-6D INLINE DRAIN 10-6E STORM DRAIN LINE 10-4 SEE SHEET ST7 LD INLINE DRAIN 6-2 LD BASIN 6-1 LD BASIN 6-2A LD INLINE DRAIN 6-3A CONCRETE COLLAR 6 LD INLINE DRAIN 5-2A LD BASIN 5-1 LD INLINE DRAIN 5-2 CONCRETE COLLAR 5 INLINE DRAIN 10-5B BASIN 10-4 FES 10-5 KNOLLS END DRIVE (PRIVATE DRIVE) 7' DRAINAGE EASEMENT 0. 5 % 16 . 7 % 2. 0 % 0. 5 % 0. 5 % 0. 8 % 4:1 RI D G E T O P D R I V E (P R I V A T E D R I V E ) 4- 7 " x 1 1 " 4- 7 " x 1 1 . 7 5 " 5- 7 " x 1 1 " 5- 7 . 7 5 " x 1 1 " 5- 7 " x 1 1 " 5- 7 " x 1 1 " 5- 7 " x 1 1 " 5.3 % 5. 7 % 29.1% 5:15. 3 % 5. 9 % 4:1 17.8% 4- 7 . 7 5 " x 1 1 " 5- 7 " x 1 1 " 5- 7 . 5 " x 1 1 " 5- 7 . 3 7 5 " x 1 1 " 5- 7 " x 1 1 " 2.5%2.8%1.4%0.5% 0. 5 % 0. 5 % 0. 5 % 5:1 4:1 LANDSCAPE DRAIN LINE 6 SEE SHEET ST10 LANDSCAPE DRAIN LINE 5 SEE SHEET ST10 13 . 3 % 6. 8 % 11 . 3 % 4.9% 8.8% 1.4% 5.3% 7.2% 1.7% 4.5% 2.8% 3.8% 5.4% 5.0% 8.5% 5.6% 6.2% 5.2% 0. 2 % 2. 0 % 5:1 4: 1 8: 1 8: 1 PROPOSED 4' SIDEWALK CHASE PROPOSED 2' SIDEWALK CHASE 2.0% 1.8% 1.8% 2. 0 % 2. 3 % 3. 0 % 5. 2 % 7. 1 % 3. 7 % 7. 7 % 4. 3 % 8. 2 % 4. 8 % 6. 2 % 3. 6 % 5. 6 % 6. 8 % 7. 9 % 4. 5 % 3. 5 % 5. 5 % 3. 4 % 0.5% 0. 6 % 1. 0 % 7.5% 5. 1 % 3.0% 4.3% 5.1% 6.0% 4.8% 4.1% 3.4% 2.3% OV E R L A N D T R A I L 8.2% PROPOSED 2' SIDEWALK CHASE (TYP.) 0. 5 % 6.7% 4.4% 5.9% 5.7% 3- 7 " x 1 1 " 52.53 (52 . 4 3 ) TF=50.71 TF=50.71 TF=50.11 TF=48.86 TF=48.86 TF=49.34 TF=49.34 TF=49.34 TF=49.34 TF=49.15 TF=49.15 TF=49.15 TF=49.15 TF=49.51 TF=49.51 TF=49.51 TF=49.51 TF=49.51 TF=49.90 TF=49.90 TF=49.40 TF=48.90 TF=48.40 TF=47.69 TF=47.69 TF=47.69 TF=47.19 TF=47.19 TF=46.94 48.6 9 46.67 46.25 46.6 9 46.5 2 46.0 1 45.7 5 45.56 45.2 9 44.9 7 44.6 5 44.5 6 44 . 1 6 44.0 0 43.7 4 49.8 1 49.8 1 49. 2 8 48.8 0 48.31 47.6 3 47.69 47.68 47.14 47.14 49.3 5 47.6 3 46.9 6 49.0 9 48.6 7 48.6 0 48.1 8 48.1 1 47.6 9 47.2 0 47.36 48 . 4 0 48.9 0 48.7 3 49 . 9 0 49.3 2 49.2 4 48.8 4 49.3749.2651.63 48.84 49.48 49. 3 8 50.02 49.48 48.84 49.44 49.33 49.98 48.84 49.3749.25 51.2 4 48.84 48.8 4 48.8 4 50.0 4 50.0 4 50.57 50.4652.28 49.6 1 48.4 8 48.5 3 49.03 48.76 48.48 49.0 6 48.77 48.4 8 49.0 8 48.80 48.4 8 49.00 48.71 48.4 7 49.0 3 48.33 49.0 348.4 8 48.4 8 48.4 8 48.4 2 48.4 2 47.96 49.43 47.99 48.85 48.91 47.24 48.38 48.12 48.21 48.24 48.27 48.29 48.2 1 48.12 48.09 48.00 47.94 47.43 53.11 54.04 48.23 48.07 48.07 45.1 7 48.07 48.0 6 48.0 1 45.2 5 48.1 1 45.01 47.09 47 . 6 9 46 . 4 9 46. 2 4 48 . 7 0 TO W 47 . 0 1 TO W 48 . 4 1 TO W 48 . 2 1 TO W 48.2 1TOW 47 . 6 1 TO W 47.6 1TOW 47.0 0TOW 47 . 1 4 TO W 45.4 6TOW 45.1 7TOW 46.1 1TOW 46 . 2 7 TO W 46.4 7TOW 45.6 5 TOW 45.8 7TOW 45 . 6 3 TO W 45.6 3TOW 47.08 TOW 47.0 4 46.4 5 46.5 1 46.6 6 46.13 46.32 46.6245.4 7 45.38 45.15 47.3 6 47 . 8 1 48.0 8 47.5 3 47.71 47.04 47.47 47.52 47.55 48.24 48.22 48.20 47.42 47.42 47.38 47.38 47.34 47.47 47.60 47.6 0 47 . 6 0 47.53 47. 5 5 47.53 47.86 48. 0 5 47 . 9 7 48 . 2 6 48.6 0 49.2 1 49.37 50.03 54.1 6 47.7 9 47.02 47.5 7 48.2 8 45 . 9 4 46 . 2 5 49.29 TOW 49.2 9 TOW 46.7 4 FG 48.8 3 48.8 0 49.6 4 52.8 1 52.7 0 49.7 8 51.11 TOW 49.75 FG 51.2 3 51.3 3 51.14 51.1 1 46.6 9 47 . 0 6 49.66 TOW 49.65 TOW 49.20 TOW 48.68 TOW 48.00 47.36 47.05 47.58 46.65 46.97 46.71 46.2 948.07 TOW 47.82FG 48.2 9 48.0 5 48.96 47. 2 1 48.87 47 . 3 4 52.14 TOW 51.01 FG 49.83 TOW 49.60 FG 52.11 TOW 52.09 FG 48.57 TOW 48.3 3 FG50.11 FG 49.03 FG 48.0 2 47.3 8 47.63 46.9 9 47.0 4 46.8 3 46.39 46.68 48.5 5 49.5 4 49.0 2 47.05 47.30 47.30 47.44 48.19 47.6 1 47. 5 9 47 . 5 9 54.21 TOW 51.03 52.19 52.33 54.08 52.27 FG 53.49 51.6 3 FG 51.50 FG 51.64 FG 51.49 FG 51.5 1 53.8 4 53.93 TOW 51.57 TOW 49 . 4 9 51.22 50.6 4 50.49 BOW 50.91 50.30 49 . 4 3 49 . 4 4 50.02 49.40 45.6045.5647.6 3 46.8 8 46.4 6 46.4 2 46.2 1 47.2 7 47.7 0 48.0 9 47.7 7 LOT 1LOT 2LOT 5 LOT 4 LOT 1LOT 2LOT 3LOT 6 LOT 5LOT 7 LOT 1 LOT 2 LOT 5 LOT 4 LOT 1 LOT 2 LOT 4LOT 3 LOT 3 LOT 3 LOT 3 LOT 3 LOT 1 LOT 5 LOT 4 LOT 2 LOT 4 LOT 3 LOT 4 LOT 1 LOT 2 LOT 1 LOT 2 BUILDING 5 BUILDING 7 BUILDING 8 BUILDING 9 BUILDING 10 BUILDING BUILDING 15 KEYMAP Sheet MO U N T A I N ' S E D 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 of 71 G1 GR A D I N G P L A N 34 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 ( IN FEET ) 0 1 INCH = 20 FEET 20 20 40 60 G1 G4 G2 G3 G5 G6 G8G7 MATCHLINE-SEE SHEET G3 LEGEND: PROPOSED CONTOUR EXISTING STORM SEWER PROPOSED STORM SEWER PROPOSED SWALE EXISTING CONTOUR PROPOSED CURB AND GUTTER PROPERTY BOUNDARY PROPOSED SPOT ELEVATION PROPOSED SLOPES 1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION. 3.ALL PROJECT DATA IS ON THE CITY OF FORT COLLINS VERTICAL DATUM; NAVD88. SEE COVER SHEET FOR BENCHMARK REFERENCE. 4.THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS REQUIRED FOR PROTECTION FROM THE 100-YR STORM. 5.PLEASE REFER TO THE EROSION CONTROL PLAN SHEETS AND REPORT FOR TEMPORARY CONTROL MEASURES AND CONSTRUCTION SEQUENCING THAT SHALL BE USED TO PREVENT LOADING OF RAIN GARDENS WITH SEDIMENT DURING CONSTRUCTION. 6.PLEASE SEE SECTION 3.4.1 OF THE LAND USE CODE FOR ALLOWABLE USES WITHIN THE NATURAL HABITAT BUFFER ZONE. 7.THE NATURAL HABITAT BUFFER ZONE IS MEANT TO BE MAINTAINED IN A NATIVE LANDSCAPE. 8.ABBREVIATIONS: FG = FINISHED GRADE HP = HIGH POINT TOW = TOP OF WALL BOW = FINISHED GRADE AT BOTTOM OF WALL NOTES: PROPOSED STORM INLET PEDESTRIAN ACCESS RAMPS EXISTING SPOT ELEVATION PROPOSED FIRE HYDRANT PROPOSED LOT LINE PROPOSED CONCRETE CROSS PAN (TYP.) EXISTING RIGHT OF WAY PROPOSED RIGHT OF WAY PROPOSED SLOPES Detention Pond Summary | Proposed Condition Pond 100-yr Volume (ac-ft) 100-yr WSEL WQCV (ft3) WQCV WSEL Max Release (cfs) 1 1.47 5145.38 3,251 5141.81 0.45 2 1.09 5140.12 2,987 5137.87 0.50 3 0.14 5145.67 296 5143.01 0.10 4 1.07 5142.15 970 5136.45 1.40 1.47 5145.38 3,155 5141.81 1.09 5140.20 2,987 5137.93 0.14 5145.61 296 5143.13 1.07 5142.29 970 5136.42 MA T C H L I N E - S E E S H E E T G2 AD D E D S T E P S T O S I D E W A L K SJ T 10 - 1 2 - 2 0 1 8 1 2 3 RE M O V E D G R A D I N G F R O M W E S T S I D E O F O V E R L A N D SJ T 11 - 2 9 - 2 0 1 8 RE V I S E D C A L L O U T F O R E X I S T I N G P I P E SJ T 11 - 2 9 - 2 0 1 8 REC O R D D R A W I N G X X X X X X X X X X X X X X X X E E E E E E E E E E CTV CTV CTV CTV CTV CTV CTV CTV CTV CTV CTV CTV E E E E E E G G G G G G X X OHU OHU OHU OHU OHU OHU OHU OHU OHU OHU OHU OHU OHU OHU OHU OHU OHU OHU OHU OHU OHU OHU OHU OH U OH U OH U OH U XXXXXXXXXXXXXXX XXXXXXXXX S LO T 1 3 LO T 1 2 LO T 1 1 OWNER: WEBB REAL ESTATE HOLDINGS LLC BL O C K 2 BROWN FARM SEVENTH FILING 2' DRAINAGE PAN 36' FL-FL DETENTION POND 2 58' ROW 6' UTILITY EASEMENT 8' UTILITY EASEMENT RETAINING WALL 2.5' MAX HEIGHT PROPOSED 1' SIDEWALK CHASE PROPOSED 1' CURB CUT 1.6% 4:1 4: 1 4: 1 25.0% 4:1 4:1 1.3% 5. 6 % 7. 0 % 5. 4 % 1.5% 3. 1 % 24 . 1 % 20' FL-FL 28' FL-FL 20 ' E M E R G E N C Y AC C E S S E A S E M E N T 4: 1 4: 1 4: 14: 1 6: 1 4: 1 1.6% 1.6% 1.5% 1.6% 1.5% 1.6% 1.6% 1.6% 1.5% 1.6% 4:1 4:1 5:1 4:1 48.4% HEADWALL 5 INLET 6-4 INLET 6-2 FES 6 STORM DRAIN LINE 6 SEE SHEET ST5 INLET 6-1 LD INLINE DRAIN 5-2A FES 2-10 STORM DRAIN LINE 2-7 SEE SHEET ST2 0.5% 9.3% 8.4% 5.3% 5.5% 11 . 0 % 7. 6 % 8. 3 % 6.3% PR E C I P I C E D R I V E (P R I V A T E D R I V E ) 5- 7 . 7 5 " x 1 1 " 5.3 % STMH 6-3 AREA INLET 6-4A STMH 6-5A INLET 6-6B INLET 6-6A 1.9% 12" DETENTION POND RIBBON CURB 12" DETENTION POND RIBBON CURB KNOLLS END DRIVE (PRIVATE DRIVE) 0. 5 % 0. 5 % 0. 2 % 0. 5 % 1.1% 1.0% 0. 6 % 8.2% 6.7% 4.7% 2.7% 2.0%1.8% 3.0% 5.8% 3.3% 8.3% 5.8% 9.2% 1. 3 % 0. 7 % 0. 5 % 0. 5 % 1. 0 % 0. 5 % 0. 5 % 1. 6 % 0.3%6.7% 0. 5 % 0. 5 % 5. 1 % 2. 0 % 2. 7 % 3. 5 % 4. 2 % 7. 8 % 12 . 4 % 4.7% 3. 3 % 3.4%2.3% 2.3%2.3% HEADWALL 2-7 CR O W N V I E W D R I V E TF=48.86 TF=48.86 TF=49.38 TF=49.38 TF=48.75 TF=48.75 TF=48.75 TF=48.75 TF=48.75 TF=49.34 TF=49.34 TF=49.34 TF=49.34 TF=46.94 TF=46.42 TF=46.42 TF=46.42 TF=46.42 TF=46.42 43.1 0 42.8 2 42 . 6 2 42.2 1 42.0 8 41 . 8 2 46.34 46.41 46.39 46.39 46.28 45.7 2 45.5 5 45.7 6 45.7 6 45.7 6 46.42 45.8 5 46.4 2 48.5 4 48.6 4 48.1 9 49.26 47.70 48.7148.7148.7 1 48.0 8 48.08 47.40 48.61 48.08 47.00 48.72 46.7948.72 48.08 46.54 48.68 48.08 46.16 48.61 47.3 3 47.42 47.0047.1947.78 47.42 37.50 HP 37.45 37.18 37.2037.17 37.68 37.52 TOW 40.41 TOW 37.92 TOW 40.46 TOW 42.83 TOW 40.00TOW 40.22 TOW 37.71 TOW 37. 6 3 FG 40.33 FG 37.72 FG 37.46 FG 40.21 FG 37.91 FG 37.50 FG 37.90 FG 46.28 46.93 47.55 48.03 48.10 44 . 6 5 TO W 44.4 4TOW 45.70 TOW 45 . 2 5 TO W 45.2 1TOW 46.08TOW46.12 TOW 44 . 9 4 TO W 45 . 8 2 TO W 46 . 1 6 TO W 45.89TOW 43 . 0 8 TO W 41 . 7 7 43 . 2 1 44 . 0 3 40.57 41 . 3 2 46.09 46.09 46.40 47.19 47.29 46.1 7 45.4 2 45.1 4 45.2 5 45.1 9 44 . 0 0 47.42 47.90 48.05 40.5 0 FG 40.5 0 FG 40.50 FG 45.1 3 44.07 47.38 46.0 6 47.7 3 48.07 47.6 3 47.7 7 47.47 46. 7 3 47.42 48.08 48.10 41.0 0TOW 41.00 TOW 41.00TOW 48.3 1 48.0 7 37.72 37.0 6 FG (36 . 7 4 ) 37.1 3 FG (37 . 1 2 ) 39 . 6 3 TO W 39.63TOW 38.00 44.6 9 LOT 1LOT 2 LOT 1LOT 2LOT 5 LOT 4 LOT 3 LOT 3 LOT 3 LOT 1LOT 4 LOT 1 LOT 2 LOT 1 LOT 2 LOT 4 LOT 5 LOT 4 LOT 2 LOT 3 LOT 5 TRACT B DE TRACT D BUILDING 11 BUILDING 12 BUILDING 13 BUILDING 14 BUILDING 15 PROPOSED 1' SIDEWALK CHASE KEYMAP Sheet MO U N T A I N ' S E D 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 of 71 G2 GR A D I N G P L A N 35 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 ( IN FEET ) 0 1 INCH = 20 FEET 20 20 40 60 G1 G4 G2 G3 G5 G6 G8G7 MATCHLINE-SEE SHEET G4 LEGEND: PROPOSED CONTOUR EXISTING STORM SEWER PROPOSED STORM SEWER PROPOSED SWALE EXISTING CONTOUR PROPOSED CURB AND GUTTER PROPERTY BOUNDARY PROPOSED SPOT ELEVATION PROPOSED SLOPES 1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION. 3.ALL PROJECT DATA IS ON THE CITY OF FORT COLLINS VERTICAL DATUM; NAVD88. SEE COVER SHEET FOR BENCHMARK REFERENCE. 4.THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS REQUIRED FOR PROTECTION FROM THE 100-YR STORM. 5.PLEASE REFER TO THE EROSION CONTROL PLAN SHEETS AND REPORT FOR TEMPORARY CONTROL MEASURES AND CONSTRUCTION SEQUENCING THAT SHALL BE USED TO PREVENT LOADING OF RAIN GARDENS WITH SEDIMENT DURING CONSTRUCTION. 6.PLEASE SEE SECTION 3.4.1 OF THE LAND USE CODE FOR ALLOWABLE USES WITHIN THE NATURAL HABITAT BUFFER ZONE. 7.THE NATURAL HABITAT BUFFER ZONE IS MEANT TO BE MAINTAINED IN A NATIVE LANDSCAPE. 8.ABBREVIATIONS: FG = FINISHED GRADE HP = HIGH POINT TOW = TOP OF WALL BOW = FINISHED GRADE AT BOTTOM OF WALL NOTES: PROPOSED STORM INLET PEDESTRIAN ACCESS RAMPS EXISTING SPOT ELEVATION PROPOSED FIRE HYDRANT PROPOSED LOT LINE PROPOSED CONCRETE CROSS PAN (TYP.) EXISTING RIGHT OF WAY PROPOSED RIGHT OF WAY PROPOSED SLOPES Detention Pond Summary | Proposed Condition Pond 100-yr Volume (ac-ft) 100-yr WSEL WQCV (ft3) WQCV WSEL Max Release (cfs) 1 1.47 5145.38 3,251 5141.81 0.45 2 1.09 5140.12 2,987 5137.87 0.50 3 0.14 5145.67 296 5143.01 0.10 4 1.07 5142.15 970 5136.45 1.40 1.47 5145.38 3,155 5141.81 1.09 5140.20 2,987 5137.93 0.14 5145.61 296 5143.13 1.07 5142.29 970 5136.42 MA T C H L I N E - S E E S H E E T G1 1 AD D E D S P O T S T O H E A D W A L L SJ T 10 - 1 2 - 2 0 1 8 1 REC O R D D R A W I N G TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON H2O FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W 20 " W 20 " W 20 " W 20 " W 20 " W 20 " W 20 " W 20 " W 20 " W 20 " W 20 " W 20 " W 20 " W 20 " W 20 " W FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO CT V CT V CT V CT V CT V CT V CT V CT V CT V CT V CT V CT V CT V CT V CT V CT V CT V CT V CT V H2O OWNER: CITY OF FORT COLLINS 2' DRAINAGE PAN EXISTING STORM DRAIN TO BE PLUGGED AND FLOW-FILLED 57.5' HALF ROW 7.5' ADDITIONAL ROW TO BE DEDICATED 15' UTILITY EASEMENT RI D G E T O P D R I V E (P R I V A T E D R I V E ) OV E R L A N D T R A I L 8' UTILITY EASEMENT 8' UTILITY EASEMENT 8' UTILITY EASEMENT LANDSCAPE RETAINING WALL 2.5' MAX HEIGHT LANDSCAPE RETAINING WALL 2.5' MAX HEIGHT 2' DRAINAGE PAN 9:1 8:1 25.0% 2. 2 % 21 . 7 % 15 . 5 % 5:1 12 . 4 % 23 . 2 % 10 . 8 % 1.5% 4. 2 % 1.5% 8:1 8. 9 % 21:1 PROPOSED 2' SIDEWALK CHASE (TYP.) PROPOSED 2' SIDEWALK CHASE (TYP.) STEPS STEPS 20' FL-FL 20 ' E M E R G E N C Y AC C E S S E A S E M E N T 20 ' E M E R G E N C Y AC C E S S E A S E M E N T 4:1 9:1 INLINE DRAIN 10-3A BASIN 10-1 FES 10 DRAIN BASIN 10-3B DRAIN BASIN 10-2 DRAIN BASIN 10-4B DRAIN BASIN 10-4C LD INLINE DRAIN 10-5C STORM DRAIN LINE 10-1 SEE SHEET ST8 INLINE DRAIN 12-3 ST 22.5° BEND 12-2 FES 12 DRAIN BASIN 12-2A STORM DRAIN LINE 12 SEE SHEET ST8 LD BASIN 3-2 LD BASIN 3-1 CONCRETE COLLAR 3 LD INLINE DRAIN 4-3 LD BASIN 4-2 LD BASIN 4-1 CONCRETE COLLAR 4 INLET 4-1 0. 5 % 0. 5 % 0. 5 % 0. 5 % 0. 9 % 6. 8 % 0. 5 % 0. 5 % 2. 0 % 0. 5 % 0. 5 % 2. 4 % 0. 4 % 0. 5 % 0. 5 % 0. 5 % 4:1 2. 2 % 1. 4 % 6:1 5:1 5:1 6:1 5:1 4:1 4:1 4:1 4:1 9:1 0. 3 % LANDSCAPE DRAIN LINE 3 SEE SHEET ST10 LANDSCAPE DRAIN LINE 4 SEE SHEET ST10 5.9% 7.2%1.6%1.5% 11 . 3 % 4.9% 1.6% 1.7% 8.0% 8.0% 5.5% 5.1% 3.5% 8.1% 7.5% 2.3% 2.6% 2.9% 4.3% 3.7% 5.1% 5.0% 4.5% 2.3% 1.7% 7.7% 8.4% 3.9% 8.7% DRAIN BASIN 10-3 7.5% 3.0% 4.5% 1. 0 % 0. 6 % 0. 6 % 5.9% 3.4% 6.3% 5.2% 4.1% 2.8% 3.3% 4.8% 6.7% 7.7% 6.7% 5.7% 4.8% 4.0% 1.4% 2.0% 2.4% 3.0% 3.5% 2.6% 8.2% 2.6% 3.1% 4.4% TF=49.08 TF=49.08 TF=49.08 TF=52.09 TF=52.09 TF=52.09 TF=52.09 TF=52.09 TF=52.97 TF=52.97 TF=52.97 TF=52.97 TF=52.97 TF=52.97 TF=51.76 TF=51.76 TF=51.76 TF=51.76 TF=51.09 TF=51.09 TF=51.09 TF=51.09 TF=51.09 TF=50.71 TF=50.71 TF=50.71 TF=50.71 TF=50.11 TF=50.11 TF=50.11 TF=48.86 TF=48.86 TF=48.86 TF=48.8650.0 450.5 9 50.7 1 50.59 50.49 50.9 1 50.04 50.6750.49 50.9 2 50.0 4 51.0 9 51.64 51.5 1 52.24 51.0 9 51.6 0 51.5 152.24 51.09 51.6051.51 51.6 5 51.0 9 51.6 451.51 51.6 9 51.0 9 51.0 9 51.0 9 50.3 4 49.27 52.3 0 52.8452.7254.28 52.30 52.91 52.8 0 53.02 52.30 52.93 52.8 4 52.97 52.30 52.30 52.7952.97 52.93 52.8 4 52.95 52.91 52.91 52.9 8 52.7 9 52.3 0 51.4 2 51.9 7 51.05 51.4 2 51.4 2 51.05 51.9 6 51.5 9 51.66 51.9 6 51.5 9 51.66 51.9 5 51.66 51.9 5 51.5 9 50.4 2 50.25 50.9 5 50.4 2 50.25 51.0 2 50.25 51.0 2 50.4 2 50.04 51.05 50.4 2 49.92 50.9 7 50.4 250.4 2 50.4 2 49.4 4 49.4 4 49.9 9 48.83 49.6 1 49.9 5 48.83 49.6 1 48.35 48.3 5 49.3 9 49.60 49.6 7 49.2 7 48.2 3 49.37 49.79 49.8 2 50.57 49.98 50.29 50.5 2 50.50 50.44 50.47 50.50 50.6 0 54.36 TOW 51.29 52.7 9 52.79 51.35 51.45 51.39 51.31 51 . 2 9 51.20 51.18 50.73 51.47 48.4 3 47.6 3 47.8 7 49.7 9 49.7 9 46.0 0 49.4 0 50.7 8 46.00 50.6 9 47.9 4 47.69 45.3 5 48.33 48.3 3 48.4 1 46.7 2 46 . 5 0 50.8 8 47.1 8 47.9 1 48.3 3 45.79 46.90 45.69 46.34 46.71 46.95 46.97 46. 9 9 46.1 0 45.0 1 45.30 44.3 7 47.4 0 47.2 1 47.4 8 47.80 47.74 47 . 5 6 47.2 7 47 . 5 1 47. 6 247.7 6 48.44 48.6 448.8 8 49.19 48.2 5 48.5 9 48.9 6 49.89 48.0 0 FG 50.50 TOP 48.2 1 FG 50.59 TOW 48.2 1 FG 50.59 TOP 49.99 TOP 48.6 8 FG 48.95 TOP 49.99 TOP 50.2 7 50.30 49.8 8 50.0 2 49.7 7 47.8 4 47.4 9 48.9 0 49.5 5 48.45 48.92 49.8 9 50.8 2 49.2 2 51.0 3 50.4 8 49.3 3 50.6 7 50.7 0 51.33 51.31 49.9 7 43.78 44.04 47.5 0 47.5 0 47.21 47.41 47.21 53. 2 0 53.1 5 54.15 54 . 2 0 54. 3 8 FG 53.27 FG 52.03 54.44 54.23 52.90 FG 54.45 52.12 54.5 9TOW 52.42 TOW 51.60 TOW 52.35 TOW 54.78 TOW 52.32 54.65 52.58 FG 52.58 FG 51.1554.65 52. 5 6 FG 52.49 FG 50.91 54.54 54.64 TOW 52.12 TOW 50.3 9 50.0 5 51.66 51.6 6 51.57 51.34 50.97 49.6 5 LOT 3 LOT 2 LOT 5 LOT 4 LOT 1 LOT 2 LOT 3 LOT 1 LOT 2 LOT 3 LOT 6 LOT 5 LOT 7 LOT 4 LOT 4 LOT 3 LOT 1 LOT 3 LOT 4 LOT 3 LOT 4 LOT 3 LOT 2 LOT 5 LOT 4 LOT 1 LOT 2 LOT 1 LOT 2 LOT 3 LOT 6 LOT 5 LOT 7 LOT 5 LOT 4 LOT 2 LOT 1 LOT 2 TRACT A UE, DE BUILDING 1 BUILDING 2 BUILDING 3 BUILDING 4 BUILDING 6 BUILDING 15 BUILDING 17 BUILDING 5 KEYMAP Sheet MO U N T A I N ' S E D 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 of 71 G3 GR A D I N G P L A N 36 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 ( IN FEET ) 0 1 INCH = 20 FEET 20 20 40 60 G1 G4 G2 G3 G5 G6 G8G7 LEGEND: PROPOSED CONTOUR EXISTING STORM SEWER PROPOSED STORM SEWER PROPOSED SWALE EXISTING CONTOUR PROPOSED CURB AND GUTTER PROPERTY BOUNDARY PROPOSED SPOT ELEVATION PROPOSED SLOPES 1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION. 3.ALL PROJECT DATA IS ON THE CITY OF FORT COLLINS VERTICAL DATUM; NAVD88. SEE COVER SHEET FOR BENCHMARK REFERENCE. 4.THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS REQUIRED FOR PROTECTION FROM THE 100-YR STORM. 5.PLEASE REFER TO THE EROSION CONTROL PLAN SHEETS AND REPORT FOR TEMPORARY CONTROL MEASURES AND CONSTRUCTION SEQUENCING THAT SHALL BE USED TO PREVENT LOADING OF RAIN GARDENS WITH SEDIMENT DURING CONSTRUCTION. 6.PLEASE SEE SECTION 3.4.1 OF THE LAND USE CODE FOR ALLOWABLE USES WITHIN THE NATURAL HABITAT BUFFER ZONE. 7.THE NATURAL HABITAT BUFFER ZONE IS MEANT TO BE MAINTAINED IN A NATIVE LANDSCAPE. 8.ABBREVIATIONS: FG = FINISHED GRADE HP = HIGH POINT TOW = TOP OF WALL BOW = FINISHED GRADE AT BOTTOM OF WALL NOTES: PROPOSED STORM INLET PEDESTRIAN ACCESS RAMPS EXISTING SPOT ELEVATION PROPOSED FIRE HYDRANT PROPOSED LOT LINE PROPOSED CONCRETE CROSS PAN (TYP.) EXISTING RIGHT OF WAY PROPOSED RIGHT OF WAY PROPOSED SLOPES Detention Pond Summary | Proposed Condition Pond 100-yr Volume (ac-ft) 100-yr WSEL WQCV (ft3) WQCV WSEL Max Release (cfs) 1 1.47 5145.38 3,251 5141.81 0.45 2 1.09 5140.12 2,987 5137.87 0.50 3 0.14 5145.67 296 5143.01 0.10 4 1.07 5142.15 970 5136.45 1.40 1.47 5145.38 3,155 5141.81 1.09 5140.20 2,987 5137.93 0.14 5145.61 296 5143.13 1.07 5142.29 970 5136.42 MATCHLINE-SEE SHEET G5 MA T C H L I N E - S E E S H E E T G4 MATCHLINE-SEE SHEET G1 REC O R D D R A W I N G UD UD UD UD X X X X X X LO T 1 8 LO T 1 7 LO T 1 6 LO T 1 5 LO T 1 4 BROWN FARM SEVENTH FILING 36' FL-FL PROPOSED RAIN GARDEN 1 SEE NOTE 5 DETENTION POND 1 9' U T I L I T Y E A S E M E N T 6' UTILITY EASEMENT 6' UTILITY EASEMENT DETENTION POND 1 6' D R A I N A G E & G R A D I N G EA S E M E N T ( T Y P . ) CR O W N V I E W D R I V E PR E C I P I C E D R I V E (P R I V A T E D R I V E ) 8' UTILITY EASEMENT PROPOSED 4' SIDEWALK CHASE PROPOSED 4' CURB CUT 12' CROSS-PAN 47 : 1 4.0% 2. 4 % 4:1 4:1 4: 1 4:1 4: 1 4:1 4:1 DRAIN BASIN 10-3B OUTLET STRUCTURE 2-6 STORM DRAIN LINE 2 SEE SHEET ST2 STMH 2-4 OUTLET STRUCTURE 2-5C STORM DRAIN LINE 2-4 SEE SHEET ST3 STMH 2-5 STORM DRAIN LINE 13 SEE SHEET ST3 4: 1 4: 1 5:1 1.6% 1.5% 6.4% 8.8% 12 . 7 % 5: 1 3.8% 2.7% 2. 6 % 2.5 % 2.2% 2. 7 % 2.4 % 4:1 ST PIPE 11 45° STORM BEND 11-1 2. 0 % 1. 9 % 6.6% 11.7 % 8.3 % 7.2 % 9' U T I L I T Y E A S E M E N T PROPOSED UNDERDRAIN 2.8% 2.0% 12" DETENTION POND RIBBON CURB 2. 0 % 1. 5 % 1. 5 % PROPOSED RIBBON CURB SPILLWAY WITH TRM PROTECTION (SEE EROSION CONTROL PLAN) 1.1% 1.1% 1.0% 0. 6 % 5.6% 4.6% 3.4% 4.7% 2.1% 3.1% 3.9% 0. 5 % 0. 5 % 2.3%2.3% 2.3%2.3% 0. 7 % 4.7% 2.8% 4.2% HEADWALL 2-7 PROPOSED POND DEPTH GAUGE RAIN GARDEN ENERGY DISSIPATON BASIN. SEE DETAIL SHEET D7 3. 5 % 2. 7 % DRAIN BASIN 11-3 DRAIN BASIN 11-2 G FG=48.74 TF=49.41 G FG=48.39 TF=49.06 G FG=48.00 TF=48.67 G FG=48.11 TF=48.78 G FG=48.51 TF=49.18 B FG=48.86 TF=49.53 TF=49.21 TF=49.21 TF=49.21 TF=49.08 TF=49.08 TF=49.08 TF=48.86 TF=48.86 TF=48.86 TF=48.86 TF=49.38 TF=49.38 TF=49.38 TF=49.38 48.1 9 48.7 1 49.26 47.18 48.71 49.2 4 47.25 48.71 49.27 47.41 49.26 48.3 7 46.0 9 46.2 0 46.3 3 46.7 8 47.0 5 40.1 2 40.44 40.88 42.03 42.2 0 41.8 5 42.6 6 42 . 8 2 43.48 47.78 48.54 47.20 49.10 48.55 48.3 6 44.41 42.48 40.23 37.71 47.03 48.01 44.79 47.61 45.8746.56 45.01 44.3945.2247.2946.24 43.0343.7347.5046.43 42.0742.6747.8946.91 41.11 48.24 47.26 43.07 43.07 44.03 44.03 45.14 45.14 45.76 45.76 42.34 48.7 1 39.8 9 TOW41. 7 9 TO W 42.78 TOW 39.5 4 FG 39.2 9 FG 40.28 FG 44.40 44.40 44.40 44.40 46. 4 746.2 3 46.46 46 . 9 8 47 . 1 4 47.41 47.34 42.6 0 42.37 46.04 46.03 41.44 45.50 45.4 0 46 . 3 2 46.14 46.0 5 46.05 45.40 47.79 47.14 47.98 47.49 47.51 47.97 48.13 47.89 47.5 9 47.26 46.9 5 47 . 8 1 47.1 7 41.85 43.67 42.4 9 TOW 40.1 8 40.50 FG 43.9 6 44.9 1 44.70 44.52 46.00 46.00 45.50 47.5 7 47.2 9 47. 4 9 41.0 0TOW 44.20 41.14 LOT 3 LOT 3 LOT 4 LOT 1 LOT 2 LOT 3 LOT 5 LOT 6 LOT 7 LOT 5 LOT 4 LOT 2 LOT 1 LOT 2 LOT 3 LOT 4 LOT 1 LOT 2 LOT 5 LOT 6 TRACT C UE, DE TRACT E BLOCK 22 BLOCK 22 BUILDING 14 BUILDING 15 BUILDING 16BUILDING 17 KEYMAP Sheet MO U N T A I N ' S E D 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 of 71 G4 GR A D I N G P L A N 37 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 ( IN FEET ) 0 1 INCH = 20 FEET 20 20 40 60 G1 G4 G2 G3 G5 G6 G8G7 LEGEND: PROPOSED CONTOUR EXISTING STORM SEWER PROPOSED STORM SEWER PROPOSED SWALE EXISTING CONTOUR PROPOSED CURB AND GUTTER PROPERTY BOUNDARY PROPOSED SPOT ELEVATION PROPOSED SLOPES 1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION. 3.ALL PROJECT DATA IS ON THE CITY OF FORT COLLINS VERTICAL DATUM; NAVD88. SEE COVER SHEET FOR BENCHMARK REFERENCE. 4.THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS REQUIRED FOR PROTECTION FROM THE 100-YR STORM. 5.PLEASE REFER TO THE EROSION CONTROL PLAN SHEETS AND REPORT FOR TEMPORARY CONTROL MEASURES AND CONSTRUCTION SEQUENCING THAT SHALL BE USED TO PREVENT LOADING OF RAIN GARDENS WITH SEDIMENT DURING CONSTRUCTION. 6.PLEASE SEE SECTION 3.4.1 OF THE LAND USE CODE FOR ALLOWABLE USES WITHIN THE NATURAL HABITAT BUFFER ZONE. 7.THE NATURAL HABITAT BUFFER ZONE IS MEANT TO BE MAINTAINED IN A NATIVE LANDSCAPE. 8.ABBREVIATIONS: FG = FINISHED GRADE HP = HIGH POINT TOW = TOP OF WALL BOW = FINISHED GRADE AT BOTTOM OF WALL NOTES: PROPOSED STORM INLET PEDESTRIAN ACCESS RAMPS EXISTING SPOT ELEVATION PROPOSED FIRE HYDRANT PROPOSED LOT LINE PROPOSED CONCRETE CROSS PAN (TYP.) EXISTING RIGHT OF WAY PROPOSED RIGHT OF WAY PROPOSED SLOPES Detention Pond Summary | Proposed Condition Pond 100-yr Volume (ac-ft) 100-yr WSEL WQCV (ft3) WQCV WSEL Max Release (cfs) 1 1.47 5145.38 3,251 5141.81 0.45 2 1.09 5140.12 2,987 5137.87 0.50 3 0.14 5145.67 296 5143.01 0.10 4 1.07 5142.15 970 5136.45 1.40 1.47 5145.38 3,155 5141.81 1.09 5140.20 2,987 5137.93 0.14 5145.61 296 5143.13 1.07 5142.29 970 5136.42 MATCHLINE-SEE SHEET G6 MA T C H L I N E - S E E S H E E T G3 MATCHLINE-SEE SHEET G2 UP D A T E D S W A L E E A S T O F B L O C K 2 2 SJ T 01 - 0 9 - 1 9 1 REC O R D D R A W I N G TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON 60" W 60" W 60" W 60" W 60" W 60" W 60" W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W 20 " W 20 " W 20 " W 20 " W 20 " W 20 " W FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO CT V CT V CT V CT V CT V CT V CT V CT V CT V CT V CT V CT V CT V CT V CT V CT V CT V CT V W 36 ' F L - F L 57 ' R O W DETENTION POND 3 69.5' HALF ROW 15' UTILITY EASEMENT 19.5' ADDITIONAL ROW TO BE DEDICATED 9' UT I L I T Y E A S E M E N T NATURAL HABITAT BUFFER ZONE OV E R L A N D T R A I L BLU E G R A S S DRI V E PROPOSED CULVERT EXTENSION PROPOSED SIDEWALK CULVERT 1.5% 9.1 % 8.2 % 8.7 % 11. 1 % 1.6% 4:1 4:1 4: 1 4:1 10.0% 2.0 % 1.5% EXISTING 18" CMP STORM 19 . 1 % 20' E M E R G E N C Y ACCE S S E A S E M E N T LD INLINEDRAIN 3-4 LD BASIN 3-3 LD INLINE DRAIN 2-2 LD BASIN 2-1 LD INLINE DRAIN 2-2A CONCRETE COLLAR 2 LD BASIN 1-2 LD BASIN 1-3 LD BASIN 1-4 LD 45° BEND 1-5 LD BASIN 1-6 LD INLINE DRAIN 1-7 FES 8 FES 3 OUTLET STRUCTURE 3-1 FES 4 INLET 4-1 STORM DRAIN LINE 4 SEE SHEET ST4 STORM DRAIN LINE 3 SEE SHEET ST3 STORM DRAIN LINE 8 SEE SHEET ST3 STMH 8-1 1. 3 % 50' CREEK OFFSET UPLA N D D R I V E (PRI V A T E D R I V E ) LANDSCAPE DRAIN LINE 2 SEE SHEET ST10 LANDSCAPE DRAIN LINE 1 SEE SHEET ST10 16.69 LF 12" PVC @ 0.50% 1.9% 7:1 7: 1 6.9 % 10: 1 5:1 4:1 5:1 4:1 6:1 5: 1 4:1 5.1 % 10. 0 % 8.9 % 7. 6 % 2. 7 % 5. 4 % 5.4% 2.1% 5.5% 7.6 % 1.6% 3.5% 3.1% 2.8% 2.1% 1.5%1.7% 1.5% 1.5% 4.5% 7:1 5.3% 11.3% PROPOSED DRAINAGE & UTILITY EASEMENT TOP OF BANK 2.6% 5:1 4:1 4:1 4:1 4.2% 0.9 % 6.7 % 6.6 % 6.6 % 3.8 % 6.2 % NATURAL HABITAT BUFFER ZONE TF=46.32 TF=46.32 TF=46.32 TF=46.32 TF=48.39TF=48.39 TF=48.39 TF=48.39 TF=49.08 TF=49.08 TF=49.08 52.1 1 51.4 3 53.2 4 47.8 4 48.3 3 48.3 0 48.4 1 47.6 0 50.8 8 48.9 7 48.9 1 50.75 49.74 49.62 49.58 48.6 3 47.8 8 47.23 47.77 47.4 3 47.7 2 48 . 3 2 47.80 47.41 48 . 3 6 47.94 47.4 6 47.4245.5 3 48.3 9 48 . 3 9 48 . 3 2 47.98 47.72 47.2 5 46.89 46.5 6 47.1 1 45.7 2 48 . 3 9 48 . 1 1 48 . 3 1 44.97 44.82 45.78 45.90 45.82 46.32 45.17 45.70 46.32 46.32 45.20 45.74 46.32 45.74 46.32 46 . 3 2 45.20 46.00 44.21 44 . 2 9 45.7 7 45.00 45.62 45.62 45.92 45.92 48.49 48.46 48.46 48.77 49.44 48.97 48.31 46.89 46.85 45.29 43.18 43.42 42.11 43.6 6 50.82 48.59 46.07 47 . 4 5 48.4 2 49.17 49.4 8 47 . 3 0 46.38 44.91 43.36 48.69 46.52 45.50 44.09 44.25 44.7 2 45.80 H.P. 44.40 44.15 LOT 3 LOT 2 LOT 4 LOT 7 LOT 1 LOT 4 LOT 3 LOT 2 LOT 3 LOT 1 LOT 5 LOT 1 LOT 2 LOT 5 LOT 4 TRACT K AE TRACT I UE, DE, AE BUILDING 17 BUIL D I N G 18 BUIL D I N G 19 KEYMAP Sheet MO U N T A I N ' S E D 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 of 71 G5 GR A D I N G P L A N 38 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 ( IN FEET ) 0 1 INCH = 20 FEET 20 20 40 60 G1 G4 G2 G3 G5 G6 G8G7 LEGEND: PROPOSED CONTOUR EXISTING STORM SEWER PROPOSED STORM SEWER PROPOSED SWALE EXISTING CONTOUR PROPOSED CURB AND GUTTER PROPERTY BOUNDARY PROPOSED SPOT ELEVATION PROPOSED SLOPES 1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION. 3.ALL PROJECT DATA IS ON THE CITY OF FORT COLLINS VERTICAL DATUM; NAVD88. SEE COVER SHEET FOR BENCHMARK REFERENCE. 4.THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS REQUIRED FOR PROTECTION FROM THE 100-YR STORM. 5.PLEASE REFER TO THE EROSION CONTROL PLAN SHEETS AND REPORT FOR TEMPORARY CONTROL MEASURES AND CONSTRUCTION SEQUENCING THAT SHALL BE USED TO PREVENT LOADING OF RAIN GARDENS WITH SEDIMENT DURING CONSTRUCTION. 6.PLEASE SEE SECTION 3.4.1 OF THE LAND USE CODE FOR ALLOWABLE USES WITHIN THE NATURAL HABITAT BUFFER ZONE. 7.THE NATURAL HABITAT BUFFER ZONE IS MEANT TO BE MAINTAINED IN A NATIVE LANDSCAPE. 8.ABBREVIATIONS: FG = FINISHED GRADE HP = HIGH POINT TOW = TOP OF WALL BOW = FINISHED GRADE AT BOTTOM OF WALL NOTES: PROPOSED STORM INLET PEDESTRIAN ACCESS RAMPS EXISTING SPOT ELEVATION PROPOSED FIRE HYDRANT PROPOSED LOT LINE PROPOSED CONCRETE CROSS PAN (TYP.) EXISTING RIGHT OF WAY PROPOSED RIGHT OF WAY PROPOSED SLOPES Detention Pond Summary | Proposed Condition Pond 100-yr Volume (ac-ft) 100-yr WSEL WQCV (ft3) WQCV WSEL Max Release (cfs) 1 1.47 5145.38 3,251 5141.81 0.45 2 1.09 5140.12 2,987 5137.87 0.50 3 0.14 5145.67 296 5143.01 0.10 4 1.07 5142.15 970 5136.45 1.40 1.47 5145.38 3,155 5141.81 1.09 5140.20 2,987 5137.93 0.14 5145.61 296 5143.13 1.07 5142.29 970 5136.42 MATCHLINE-SEE SHEET G7 MA T C H L I N E - S E E S H E E T G6 MATCHLINE-SEE SHEET G3 REC O R D D R A W I N G TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON ELEC WV WV X X X S BR O W N F A R M SE V E N T H F I L I N G LOT 1 LO T 2 1 LO T 2 0 BL O C K 2 LO T 1 9 BROWN FARM SEVENTH FILING 20' FL-FL 20' EMERGENCY ACCESS EASEMENT 6' D R A I N A G E & G R A D I N G EA S E M E N T ( T Y P . ) 9' U T I L I T Y E A S E M E N T 9' U T I L I T Y E A S E M E N T ACCESS EASEMENT CR O W N V I E W D R I V E 6: 1 9:1 7.9 % 9.0 % 8.3 % 1.0% PROPOSED 4' SIDEWALK CHASE PROPOSED 4' CURB CUT 20' FL-FL 5.5 % 20' EMERGENCY ACCESS EASEMENT DRAIN BASIN 1-2A INLINE DRAIN 1-3B STMH 1-3 (FLAT TOP) INLET 1-4C INLET 1-4 STMH 2-2 STMH 2-3 LD BASIN 1-1 49.21 47.51 49.18 5.8% 5.2% 5.0% 7.9% 6. 4 % 9.0 % 2.7% 2.8% 47.77 47.61 45.0147.38 1. 5 % 1. 5 % 1. 5 % 1. 6 % 45.7 4 45.17 46.32 45.18 44.97 44.7 9 45.6 5 44.2 6 0. 9 % 1.5% 8:1 5:1 2.3%1.7% 2.0% 1.4% 42.35 45.41 45.30 6.6% 9.7% 48.1947.5 0 46.87 INLINE DRAIN 11-5 47.1 9 2.3%2.3% 0. 7 % 48.33 48.12 4.4% 4.7% 2.8% 4.2% 5.8% 8.3% 4.3% 7.8% 44.48 44.84 2.7 % 2. 0 % 2. 3 % 2.6 % 1. 6 % 1. 1 % 2. 2 % 2.5%4.6% 1. 0 % 3.1% 4.6% BLUEGRASS DRIVE 3.8% 3.5% 4.4% 0.9 % 6.7 % NATURAL HABITAT BUFFER ZONE DRAIN BASIN 11-4 TF=49.53 B FG=49.14 TF=49.81 B FG=49.14 TF=49.81 B FG=48.89 TF=49.56 B FG=47.68 TF=48.35 B FG=46.75 TF=47.42 B FG=46.15 TF=45.32 TF=45.32 TF=45.32 TF=46.32 TF=46.32 TF=46.32 TF=49.21 TF=49.21 TF=49.21 TF=49.21 TF=49.21 TF=49.21 TF=49.08 TF=49.08 TF=49.08 48.0 5 47.2 8 46.9 2 46.58 46.9 4 47.16 46.03 45.6 5 45.31 45.69 47.45 49.09 48.71 47.62 49.15 49.21 47.64 49.17 47.61 49.17 48.5 4 47.60 47.17 48.5 2 47.1 5 45.6 9 45.60 47.18 46.20 44.52 45.5248.39 47.15 44.4748.6447.56 48.3 6 45.8 0 45.48 44.30 44.7 3 43.81 45.72 45.99 46.29 46 . 3 2 45.18 44.97 44.65 44.17 45.1844.97 44.6544.12 43 . 1 4 44.65 43.4 4 44.1 2 44.05 44.0 5 45.9 8 43.00 42 . 6 0 45.81 45.38 45.34 45.2 9 45.94 45.29 44. 4 9 44.78 43.71 44.71 44 . 9 9 45.24 43.37 43.97 44.06 47.0 6 48.10 48.38 48.18 48.18 44.87 45.35 45.50 44.56 44.71 44.86 45.43 45.93 46.06 46.61 45.97 44.52 45.75 45.18 44.17 44.31 44.63 44.72 46.29 46.04 46.62 46 . 8 7 47.06 46.35 46.30 46.55 46.74 47.1 9 47.3 8 44.1 5 44.6 743.81 44.29 44.68 45.07 43.92 LOT 3 LOT 3 LOT 4 LOT 8 LOT 7 LOT 10 LOT 9 LOT 2 LOT 1LOT 7 LOT 6 LOT 5 LOT 1 LOT 2 LOT 4 LOT 5 LOT 4 LOT 1 LOT 2 LOT 3 LOT 4 LOT 5 TRACT H DE BLOCK 21 BLOCK 22 BUILDING 16BUILDING 17 BUIL D I N G 19 BUILDING 20 KEYMAP Sheet MO U N T A I N ' S E D 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 of 71 G6 GR A D I N G P L A N 39 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 ( IN FEET ) 0 1 INCH = 20 FEET 20 20 40 60 G1 G4 G2 G3 G5 G6 G8G7 LEGEND: PROPOSED CONTOUR EXISTING STORM SEWER PROPOSED STORM SEWER PROPOSED SWALE EXISTING CONTOUR PROPOSED CURB AND GUTTER PROPERTY BOUNDARY PROPOSED SPOT ELEVATION PROPOSED SLOPES 1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION. 3.ALL PROJECT DATA IS ON THE CITY OF FORT COLLINS VERTICAL DATUM; NAVD88. SEE COVER SHEET FOR BENCHMARK REFERENCE. 4.THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS REQUIRED FOR PROTECTION FROM THE 100-YR STORM. 5.PLEASE REFER TO THE EROSION CONTROL PLAN SHEETS AND REPORT FOR TEMPORARY CONTROL MEASURES AND CONSTRUCTION SEQUENCING THAT SHALL BE USED TO PREVENT LOADING OF RAIN GARDENS WITH SEDIMENT DURING CONSTRUCTION. 6.PLEASE SEE SECTION 3.4.1 OF THE LAND USE CODE FOR ALLOWABLE USES WITHIN THE NATURAL HABITAT BUFFER ZONE. 7.THE NATURAL HABITAT BUFFER ZONE IS MEANT TO BE MAINTAINED IN A NATIVE LANDSCAPE. 8.ABBREVIATIONS: FG = FINISHED GRADE HP = HIGH POINT TOW = TOP OF WALL BOW = FINISHED GRADE AT BOTTOM OF WALL NOTES: PROPOSED STORM INLET PEDESTRIAN ACCESS RAMPS EXISTING SPOT ELEVATION PROPOSED FIRE HYDRANT PROPOSED LOT LINE PROPOSED CONCRETE CROSS PAN (TYP.) EXISTING RIGHT OF WAY PROPOSED RIGHT OF WAY PROPOSED SLOPES Detention Pond Summary | Proposed Condition Pond 100-yr Volume (ac-ft) 100-yr WSEL WQCV (ft3) WQCV WSEL Max Release (cfs) 1 1.47 5145.38 3,251 5141.81 0.45 2 1.09 5140.12 2,987 5137.87 0.50 3 0.14 5145.67 296 5143.01 0.10 4 1.07 5142.15 970 5136.45 1.40 1.47 5145.38 3,155 5141.81 1.09 5140.20 2,987 5137.93 0.14 5145.61 296 5143.13 1.07 5142.29 970 5136.42 MATCHLINE-SEE SHEET G8 MA T C H L I N E - S E E S H E E T G5 MATCHLINE-SEE SHEET G4 UP D A T E D S W A L E E A S T O F B L O C K 2 2 SJ T 01 - 0 9 - 1 9 1 REC O R D D R A W I N G OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE B M H2O H2O WV 60 " W 60 " W 60 " W 60 " W 60 " W 60 " W 60 " W 60 " W 60 " W 60 " W 60 " W 60 " W 60 " W 60 " W 60 " W 60 " W 60 " W 60 " W 60 " W 60 " W 60 " W 60 " W 60 " W 60" W 60" W 60" W 60" W 60" W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FCLWD 18" W FCLWD 18" W FCLWD 18" W FCLWD 18" W FCLWD 18" W FCLWD 18" W FCLWD 18" W FCLWD 18" W FCLWD 18" W FCLWD 18" W FCLWD 18" W FCLWD 18" W FCLWD 18" W FCLWD 18" W FCLWD 18" W FCLWD 18" W FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO CT V CT V CT V CT V CT V CT V CT V CT V CT V CT V CT V CT V CT V CT V CT V CT V CT V CT V CTV CTV CTV CTV VAULT F.O. OW N E R : C I T Y O F FO R T C O L L I N S 19.5' ADDITIONAL ROW TO BE DEDICATED 69.5' HALF ROW 57 . 5 ' H A L F R O W 15 ' U T I L I T Y E A S E M E N T 7. 5 ' A D D I T I O N A L R O W T O B E D E D I C A T E D EX I S T I N G 5 0 . 0 ' R O W 15' UTILITY EASEMENT DRAKE ROAD DIXO N CREE K 11. 1 % 43.80 OV E R L A N D T R A I L 2.2% 2.2% 2.3% 2.9 % 2.9 % 4:1 4:1 4:1 4:1 NATURAL HABITAT BUFFER ZONE NATURAL HABITAT BUFFER ZONE TRACT K AE KEYMAP Sheet MO U N T A I N ' S E D 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 of 71 G7 GR A D I N G P L A N 40 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 ( IN FEET ) 0 1 INCH = 20 FEET 20 20 40 60 G1 G4 G2 G3 G5 G6 G8G7 LEGEND: PROPOSED CONTOUR EXISTING STORM SEWER PROPOSED STORM SEWER PROPOSED SWALE EXISTING CONTOUR PROPOSED CURB AND GUTTER PROPERTY BOUNDARY PROPOSED SPOT ELEVATION PROPOSED SLOPES 1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION. 3.ALL PROJECT DATA IS ON THE CITY OF FORT COLLINS VERTICAL DATUM; NAVD88. SEE COVER SHEET FOR BENCHMARK REFERENCE. 4.THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS REQUIRED FOR PROTECTION FROM THE 100-YR STORM. 5.PLEASE REFER TO THE EROSION CONTROL PLAN SHEETS AND REPORT FOR TEMPORARY CONTROL MEASURES AND CONSTRUCTION SEQUENCING THAT SHALL BE USED TO PREVENT LOADING OF RAIN GARDENS WITH SEDIMENT DURING CONSTRUCTION. 6.PLEASE SEE SECTION 3.4.1 OF THE LAND USE CODE FOR ALLOWABLE USES WITHIN THE NATURAL HABITAT BUFFER ZONE. 7.THE NATURAL HABITAT BUFFER ZONE IS MEANT TO BE MAINTAINED IN A NATIVE LANDSCAPE. 8.ABBREVIATIONS: FG = FINISHED GRADE HP = HIGH POINT TOW = TOP OF WALL BOW = FINISHED GRADE AT BOTTOM OF WALL NOTES: PROPOSED STORM INLET PEDESTRIAN ACCESS RAMPS EXISTING SPOT ELEVATION PROPOSED FIRE HYDRANT PROPOSED LOT LINE PROPOSED CONCRETE CROSS PAN (TYP.) EXISTING RIGHT OF WAY PROPOSED RIGHT OF WAY PROPOSED SLOPES Detention Pond Summary | Proposed Condition Pond 100-yr Volume (ac-ft) 100-yr WSEL WQCV (ft3) WQCV WSEL Max Release (cfs) 1 1.47 5145.38 3,251 5141.81 0.45 2 1.09 5140.12 2,987 5137.87 0.50 3 0.14 5145.67 296 5143.01 0.10 4 1.07 5142.15 970 5136.45 1.40 1.47 5145.38 3,155 5141.81 1.09 5140.20 2,987 5137.93 0.14 5145.61 296 5143.13 1.07 5142.29 970 5136.42 MA T C H L I N E - S E E S H E E T G8 MATCHLINE-SEE SHEET G5 REC O R D D R A W I N G TSALPOLYN DUCTILEIRON UD UD UD UD UD UD UD OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE ST D T CFES WV FCLWD 18" W FCLWD 18" W FCLWD 18" W FCLWD 18" W FCLWD 18" W FCLWD 18" W FCLWD 18" W FCLWD 18" W FCLWD 18" W FCLWD 18" W FCLWD 18" W FCLWD 18" W FCLWD 18" W FCLWD 18" W FCLWD 18" W FCLWD 18" W FCLWD 18" W FCLWD 18" W FCLWD 18" W FCLWD 18" W FCLWD 18" W FCLWD 18" W S DO W N S W A Y (P R I V A T E D R I V E ) BL O C K 7 LO T 1 1 LO T 1 0 LOT 1 BROWN FARM SEVENTH FILING BR O W N F A R M SE V E N T H F I L I N G 20' FL-FL 50' CREEK OFFSET DETENTION POND 4 9' U T I L I T Y E A S E M E N T 6' UTILITY EASEMENT 9' UTILITY EASEMENT 6' UTILITY EASEMENT PROPOSED RAIN GARDEN 2 SEE NOTE 5 EXISTING TOP OF BANK NATURAL HABITAT BUFFER ZONE DIX O NCRE E K 4:1 4: 1 4:1 4:1 25.0 % PROPOSED 2' SIDEWALK CHASE PROPOSED 2' CURB CUT 4: 1 4:1 4:1 4:1 3. 3 % PROPOSED DRAINAGE & UTILITY EASEMENT OUTLET STRUCTURE 2-2ASTMH 2-1 FES 2 FES 14 OUTLET STRUCTURE 14-1 INLINE DRAIN 14-3 STORM DRAIN LINE 2-1 SEE SHEET ST3 STORM DRAIN LINE 2 SEE SHEET ST2 STORM DRAIN LINE 14 SEE SHEET ST8 INLINE DRAIN 1-4A DRAIN BASIN 1-3A FES 1 CONCRETE COLLAR 1 16.5 % 3.2 % 0. 9 % 0. 9 % 0. 9 % RETAINING WALL 2.5' MAX HEIGHT 8.8% 4:1 4:1 4: 1 4:1 4:1 6.7 % 5.0%0.0% 2.0 % 0. 7 % 5.0% 0.5% 0.0% 0.0% 0.0% PROPOSED CONCRETE SPILLWAY (SEE DETAIL) 7.5% 2.5%2.5% 1. 0 % 0. 9 % 0. 9 % 1. 0 % 0. 9 % 0. 6 % DRAKE ROAD MT. ROYAL COURT PROPOSED POND DEPTH GAUGE RAIN GARDEN ENERGY DISSIPATON BASIN SEE DETAIL ON SHEET D7 4.4% 4.4% NATURAL HABITAT BUFFER ZONE B FG=46.15 TF=46.82 B FG=45.83 TF=46.50 B FG=45.37 TF=46.04 TF=45.32 TF=45.32 44.65 44.6 5 45.2044.95 44.6544.32 45.20 44.97 44.2 9 45.3 3 44.0 8 43.8 5 44.8 7 43.6 2 43.9 8 44.30 43.18 42.18 42.6 4 43.1 0 41.61 36.7 0 35.3 8 37.5 6 35.87 34.45 41.1 8 FG 41.3 1 TOW 44.1844.17 43 . 5 0 43.5 0 43.80 43.9 0 35.4 0 39.65 39.65 39.65 39.65 39.65 40.65 40.65 43 . 4 0 43.4 0 43.62 40.59 41.28 35.52 43.00 43.5343.95 39.65 42.46 42.4 6 43.00 43.0 0 43.03 43.4 6 43.12 43.80 42.9 1 43.2 5 42. 5 7 43.42 43.7643.08 44.6 5 LOT 3 LOT 2 LOT 4 LOT 3 LOT 5 LOT 4 BLOCK 21 20 KEYMAP Sheet MO U N T A I N ' S E D 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 of 71 G8 GR A D I N G P L A N 41 ( IN FEET ) 0 1 INCH = 20 FEET 20 20 40 60 G1 G4 G2 G3 G5 G6 G8G7 MATCHLINE-SEE SHEET G6 LEGEND: PROPOSED CONTOUR EXISTING STORM SEWER PROPOSED STORM SEWER PROPOSED SWALE EXISTING CONTOUR PROPOSED CURB AND GUTTER PROPERTY BOUNDARY PROPOSED SPOT ELEVATION PROPOSED SLOPES 1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION. 3.ALL PROJECT DATA IS ON THE CITY OF FORT COLLINS VERTICAL DATUM; NAVD88. SEE COVER SHEET FOR BENCHMARK REFERENCE. 4.THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS REQUIRED FOR PROTECTION FROM THE 100-YR STORM. 5.PLEASE REFER TO THE EROSION CONTROL PLAN SHEETS AND REPORT FOR TEMPORARY CONTROL MEASURES AND CONSTRUCTION SEQUENCING THAT SHALL BE USED TO PREVENT LOADING OF RAIN GARDENS WITH SEDIMENT DURING CONSTRUCTION. 6.PLEASE SEE SECTION 3.4.1 OF THE LAND USE CODE FOR ALLOWABLE USES WITHIN THE NATURAL HABITAT BUFFER ZONE. 7.THE NATURAL HABITAT BUFFER ZONE IS MEANT TO BE MAINTAINED IN A NATIVE LANDSCAPE. 8.ABBREVIATIONS: FG = FINISHED GRADE HP = HIGH POINT TOW = TOP OF WALL BOW = FINISHED GRADE AT BOTTOM OF WALL NOTES: PROPOSED STORM INLET PEDESTRIAN ACCESS RAMPS EXISTING SPOT ELEVATION PROPOSED FIRE HYDRANT PROPOSED LOT LINE PROPOSED CONCRETE CROSS PAN (TYP.) EXISTING RIGHT OF WAY PROPOSED RIGHT OF WAY PROPOSED SLOPES Detention Pond Summary | Proposed Condition Pond 100-yr Volume (ac-ft) 100-yr WSEL WQCV (ft3) WQCV WSEL Max Release (cfs) 1 1.47 5145.38 3,251 5141.81 0.45 2 1.09 5140.12 2,987 5137.87 0.50 3 0.14 5145.67 296 5143.01 0.10 4 1.07 5142.15 970 5136.45 1.40 1.47 5145.38 3,155 5141.81 1.09 5140.20 2,987 5137.93 0.14 5145.61 296 5143.13 1.07 5142.29 970 5136.42 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 G7 UP D A T E D W A L L A R O U N D I N S T A L L E D H Y D R A N T SJ T 08 - 1 5 - 1 9 1 REC O R D D R A W I N G 8" SS 8" SS 6" W 6" W 6" W 6" W 6" W 6" W S 20 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W FC L W D 1 8 " W 20 " W 20 " W 20 " W 20 " W 20 " W FO FO FO FO FO FO FO FO CT V CT V CT V CT V CT V CT V CT V W ELEC S WV WV X TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRON TSAL POLYN DUCTILEIR ON TSALPOLYN DUCTILEIRON TSALPOLYN DUCTILEIRO N UPLAND D R I V E (PRIVAT E D R I V E ) RI D G E T O P D R I V E (P R I V A T E D R I V E ) CR E S T T O P D R I V E (P R I V A T E D R I V E ) BLUEGR A S S D R I V E OVERLA N D T R A I L SEE SHE E T R 1 LOT 1 LOT 21 LOT 20 BROWN FARM SEVENTH FILING OW N E R : C I T Y O F FO R T C O L L I N S STA. = 17+02.74 (OVERLAND TRAIL) STA. = 10+00.00 (BLUEGRASS DRIVE) OVERLA N D T R A I L SEE SHE E T R 1 DO W N S W A Y (P R I V A T E D R I V E ) STA. = 15+65.53 (BLUEGRASS DRIVE) STA. = 10+00.00 (HILLOCK STREET) VERTICAL CURB & GUTTER VERTICAL CURB & GUTTER 36 ' F L - F L 57 ' R O W STORM DRAIN LINE 4 SEE SHEET ST4 ∆ ∆ 80 ° DETENTION POND 3 SITE DISTANCE EASEMENT SITE DISTANCE EASEMENT BUILDIN G 1 BUILDING 2 BUILDIN G 16 BUILDIN G 17 BUILDIN G 18 BUILDIN G 19 BUILDIN G 20 LOT 1 LOT 4 LOT 3 LOT 2 LOT 3 LOT 1 LOT 5 LOT 1 LOT 2 LOT 3 LOT 2 LOT 4 LOT 6 LOT 5 LOT 7 LOT 1 LOT 2 LOT 3 LOT 5 LOT 4 LOT 1 LOT 2 LOT 3 LOT 10 LOT 9 LOT 1 LOT 4 LOT 8 TRACT H DE TRACT I UE, DE, AE TRACT K AE ∆ ∆ ∆ ∆ STORM DRAIN LINE 1 SEE SHEET ST1 STORM DRAIN LINE 2 SEE SHEET ST2 R25' R25' R20'R20' SAWCUT LINE (TYP.) 6' PAN CROWN VIEW DRIVE SEE SHE E T R 4 5140 5145 5150 5155 5140 5145 5150 5155 9+50 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 5140 5145 5150 5155 5160 5140 5145 5150 5155 5160 9+50 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 5135 5140 5145 5150 5155 5135 5140 5145 5150 5155 9+50 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 EXISTING GROUND EXISTING GROUND PROPOSED GRADE PROPOSED GRADE 51 5 4 . 5 3 51 5 3 . 9 2 51 5 3 . 1 8 51 5 2 . 4 1 51 5 1 . 6 6 51 5 0 . 9 1 51 5 0 . 1 6 51 4 9 . 4 1 51 4 8 . 6 6 51 4 7 . 9 1 51 4 7 . 1 6 51 4 6 . 4 1 51 4 5 . 7 4 51 4 5 . 2 1 51 4 4 . 8 2 51 4 4 . 5 8 51 4 4 . 4 9 51 4 4 . 5 4 51 4 4 . 6 8 51 4 4 . 8 3 51 4 4 . 9 8 51 4 5 . 1 3 51 4 5 . 2 8 51 4 5 . 4 3 51 4 5 . 5 8 51 4 5 . 7 2 51 4 5 . 7 8 51 4 5 . 7 5 51 4 5 . 6 1 0.60% -2.38% -2.78% -3.18% -3.00% PV I S T A = 1 0 + 2 1 . 8 1 PV I E L E V = 5 1 5 4 . 6 0 PV I S T A = 1 7 + 2 8 . 8 8 PV I E L E V = 5 1 4 5 . 5 8 PV I S T A = 1 0 + 4 5 . 3 7 PV I E L E V = 5 1 5 4 . 0 4 PV I S T A = 1 0 + 6 5 . 3 7 PV I E L E V = 5 1 5 3 . 4 9 PV I S T A = 1 0 + 8 9 . 8 2 PV I E L E V = 5 1 5 2 . 7 1 90.0' VC HP ELEV = 5145.78 HP STA = 16+77.86 PVI STA = 16+83.88 PVI ELEV = 5145.94 BV C S : 1 6 + 3 8 . 8 8 BV C E : 5 1 4 5 . 6 7 EV C S : 1 7 + 2 8 . 8 8 EV C E : 5 1 4 5 . 5 8 A.D. = 1.39 K = 64.97 156.6' VC LP ELEV = 5144.49 LP STA = 14+29.22 PVI STA = 13+77.03 PVI ELEV = 5144.09 BC V S : 1 2 + 9 8 . 7 4 BV C E : 5 1 4 6 . 4 4 EC V S : 1 4 + 5 5 . 3 2 EV C E : 5 1 4 4 . 5 6 A.D. = 3.60 K = 43.49 15" RCP STORM STA.=10+92.07 INV.=5143.75 24" RCP STORM STA.=14+88.31 INV.=5139.94 51 5 4 . 7 7 51 5 3 . 6 6 51 5 2 . 6 5 51 5 1 . 8 7 51 5 1 . 1 2 51 5 0 . 3 9 51 4 9 . 6 9 51 4 8 . 9 9 51 4 8 . 2 8 51 4 7 . 5 8 51 4 6 . 8 7 51 4 6 . 1 6 51 4 5 . 4 7 51 4 4 . 9 0 51 4 4 . 4 6 51 4 4 . 1 4 51 4 3 . 9 5 51 4 3 . 9 5 51 4 4 . 0 9 51 4 4 . 2 5 51 4 4 . 4 1 51 4 4 . 5 7 51 4 4 . 7 3 51 4 4 . 8 9 51 4 5 . 0 5 51 4 5 . 1 9 51 4 5 . 2 8 51 4 5 . 3 1 51 4 5 . 2 3 -4.47% -3.18% 0.50%-0.50% -3.00% -2.82% -2.83% 0.64% 0.64% -0.60% 0.60% PV I S T A = 1 0 + 2 1 . 7 8 PV I E L E V = 5 1 5 4 . 9 2 PV I S T A = 1 0 + 6 6 . 5 0 PV I E L E V = 5 1 5 2 . 9 2 PV I S T A = 1 0 + 8 9 . 8 2 PV I E L E V = 5 1 5 2 . 1 8 PV I S T A = 1 4 + 6 5 . 6 1 PV I E L E V = 5 1 4 4 . 0 3 PV I S T A = 1 4 + 3 7 . 1 5 PV I E L E V = 5 1 4 3 . 8 9 PV I S T A = 1 1 + 3 7 . 9 9 PV I E L E V = 5 1 5 0 . 7 3 PV I S T A = 1 2 + 3 6 . 9 0 PV I E L E V = 5 1 4 7 . 9 5 PV I S T A = 1 5 + 2 8 . 6 3 PV I E L E V = 5 1 4 4 . 4 3 PV I S T A = 1 6 + 1 8 . 2 4 PV I E L E V = 5 1 4 5 . 0 1 PV I S T A = 1 7 + 2 8 . 3 0 PV I E L E V = 5 1 4 5 . 2 1 90.0' VC HP ELEV = 5145.31 HP STA = 16+95.16 PVI STA = 16+89.58 PVI ELEV = 5145.44 BV C S : 1 6 + 3 6 . 5 8 BV C E : 5 1 4 5 . 1 2 EV C S : 1 7 + 2 6 . 5 8 EV C E : 5 1 4 5 . 2 2 A.D. = 1.20 K = 75.00 116.2' VC PVI STA = 13+67.91 PVI ELEV = 5144.23 BC V S : 1 3 + 0 9 . 8 2 BV C E : 5 1 4 5 . 8 8 EC V S : 1 4 + 2 6 EV C E : 5 1 4 3 . 9 4 A.D. = 2.33 K = 49.78 EXISTING GROUND EXISTING GROUND PROPOSED GRADE PROPOSED GRADE 15" RCP STORM STA.=10+88.49 INV.=5143.85 51 5 4 . 3 1 51 5 3 . 4 8 51 5 2 . 6 5 51 5 1 . 8 7 51 5 1 . 1 2 51 5 0 . 3 5 51 4 9 . 5 4 51 4 8 . 7 4 51 4 7 . 9 4 51 4 7 . 1 4 51 4 6 . 3 5 51 4 5 . 5 7 51 4 4 . 9 3 51 4 4 . 4 4 51 4 4 . 1 1 51 4 3 . 9 3 51 4 3 . 9 3 51 4 4 . 0 6 51 4 4 . 2 0 51 4 4 . 3 4 51 4 4 . 4 8 51 4 4 . 6 2 51 4 4 . 7 6 51 4 4 . 9 0 51 4 5 . 0 5 51 4 5 . 1 9 51 4 5 . 2 7 51 4 5 . 2 8 51 4 5 . 1 9 EXISTING GROUND EXISTING GROUND PROPOSED GRADE PROPOSED GRADE -3.31% -3.18% 0.50%-0.50% -3.19% -3.00% -3.21% 0.56% 0.56% -0.60% 0.60% PV I S T A = 1 0 + 2 1 . 8 4 PV I E L E V = 5 1 5 4 . 4 1 PV I S T A = 1 0 + 7 8 . 5 0 PV I E L E V = 5 1 5 2 . 5 4 PV I S T A = 1 0 + 8 9 . 8 2 PV I E L E V = 5 1 5 2 . 1 8 PV I S T A = 1 4 + 4 5 . 0 3 PV I E L E V = 5 1 4 4 . 0 3 PV I S T A = 1 4 + 1 2 . 8 5 PV I E L E V = 5 1 4 3 . 8 7 PV I S T A = 1 1 + 3 7 . 9 9 PV I E L E V = 5 1 5 0 . 7 3 PV I S T A = 1 2 + 2 4 . 7 4 PV I E L E V = 5 1 4 7 . 9 5 PV I S T A = 1 5 + 1 6 . 8 8 PV I E L E V = 5 1 4 4 . 4 3 PV I S T A = 1 6 + 1 9 . 0 4 PV I E L E V = 5 1 4 5 . 0 1 PV I S T A = 1 7 + 2 9 . 4 7 PV I E L E V = 5 1 4 5 . 1 6 90.0' VC HP ELEV = 5145.28 HP STA = 16+90.84 PVI STA = 16+86.84 PVI ELEV = 5145.42 BV C S : 1 6 + 3 6 . 8 4 BV C E : 5 1 4 5 . 1 2 EV C S : 1 7 + 2 6 . 8 4 EV C E : 5 1 4 5 . 1 8 A.D. = 1.20 K = 75.00 107.7' VC PVI STA = 13+41.50 PVI ELEV = 5144.23 BC V S : 1 2 + 8 7 . 6 7 BV C E : 5 1 4 5 . 9 4 EC V S : 1 3 + 9 5 . 3 3 EV C E : 5 1 4 3 . 9 6 A.D. = 2.69 K = 40.07 15" RCP STORM STA.=10+95.66 INV.=5143.66 15" RCP STORM STA.=15+53.85 INV.=5136.39 (-0.87%) Sheet MO U N T A I N ' S E D G E of 71 R3 PL A N & P R O F I L E BL U E G R A S S D R I V E 44 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 CENTERLINE BLUEGRASS DRIVE SCALE : 1" = 40' (H) 1" = 5' (V) ( IN FEET ) 0 1 INCH = 40 FEET 40 40 80 120 KEYMAP EXISTING RIGHT-OF-WAY LEGEND: PROPOSED STORM SEWER EXISTING STORM SEWER EXISTING EDGE OF ASPHALT PROPOSED STORM MANHOLE PROPOSED CURB & GUTTER PROPOSED CENTERLINE PEDESTRIAN ACCESS RAMPS PROPOSED CONCRETE CROSSPAN (TYP.) PROPOSED RIGHT-OF-WAY 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.SEE SOILS REPORT FOR PAVEMENT AND SUBGRADE PREPARATION, DESIGN AND RECOMMENDATIONS. 3.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. 4.EXPANSION JOINTS SHALL BE PROVIDED IN ALL SIDEWALKS AT MAXIMUM SPACING OF 50 FEET. 5.LIMITS OF STREET CUT ARE APPROXIMATE. FINAL LIMITS ARE TO BE DETERMINED IN THE FIELD BY THE CITY ENGINEERING INSPECTOR. ALL REPAIRS TO BE IN ACCORDANCE WITH CITY STREET REPAIR STANDARDS. PROPOSED STORM INLET PROPERTY BOUNDARY PROPOSED LOT LINE EASEMENT LINE SAWCUT LINE EXISTING LOT LINE R3 9' UTILI T Y E A S E M E N T 9' UTILI T Y E A S E M E N T 9' UT I L I T Y E A S E M E N T LEFT FLOWLINE BLUEGRASS DRIVE SCALE : 1" = 40' (H) 1" = 5' (V) RIGHT FLOWLINE BLUEGRASS DRIVE SCALE : 1" = 40' (H) 1" = 5' (V) REC O R D D R A W I N G X X X X X X / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / XX E E E E E / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / OH U OH U OH U OH U OH U OH U OH U X X X X X X / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / ELE C TSALPOLYNDUCTILEIRON TSALPOLYNDUCTILE IRON UD CREST TOP DRIVE (PRIVATE DRIVE) CROWN VIEW DRIVE PRECIPICE DRIVE (PRIVATE DRIVE) BLUEG R A S S D R I V E SEE S H E E T R 3 OW N E R : W E B B RE A L E S T A T E HO L D I N G S L L C DOWNS WAY (PRIVATE DRIVE) STA. = 15+65.53 (BLUEGRASS DRIVE) STA. = 10+00.00 (HILLOCK STREET) BLUEGRASS DRIVE SEE SHEET R3 DRIVE-OVER CURB & GUTTER VERTICAL CURB & GUTTER 36 ' F L - F L 58 ' R O W LOT 1 3' DRAINAGE & GRADING EASEMENT (TYP.) 9' UTILITY EASEMENT 9' UTILITY EASEMENT 6' UTILITY EASEMENT 9' UTILITY EASEMENT9' UTILITY EASEMENT 100° 12' PAN DETENTION POND 1 DETENTION POND 2 KN O L L S E N D D R I V E (P R I V A T E D R I V E ) LOT 1 LOT 2 LOT 3 LOT 4 LOT 5 LOT 4LOT 2 LOT 3 LOT 5LOT 1 LOT 2 LOT 3 LOT 4 LOT 5 LOT 6 LOT 7 LOT 5LOT 6LOT 7LOT 10 LOT 9 BLOCK 22 LOT 1LOT 2LOT 3LOT 8 BUILDING 11 BUILDING 12 BUILDING 14 BUILDING 16 BU I L D I N G 20 LOT 1 LOT 2 LOT 4 LOT 3 TRACT H DE TRACT B DE LOT 1 LOT 4 TRACT D TRACT C UE, DE STORM DRAIN LINE 2 SEE SHEET ST2 TRACT B DE 6' UTILITY EASEMENT STORM DRAIN LINE 6 SEE SHEET ST5 STORM DRAIN LINE 5 SEE SHEET ST4 6' PAN R20' R20' TEMPORARY TYPE III BARRICADE VERTICAL CURB & GUTTER STORM DRAIN LINE 6-3 SEE SHEET ST5 STORM DRAIN LINE 2-4 SEE SHEET ST3 5135 5140 5145 5150 5155 5135 5140 5145 5150 5155 9+50 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 5135 5140 5145 5150 5155 5135 5140 5145 5150 5155 9+50 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 5135 5140 5145 5150 5155 5135 5140 5145 5150 5155 9+50 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 EXISTING GROUND EXISTING GROUND PROPOSED GRADE PROPOSED GRADE 51 4 5 . 2 2 51 4 4 . 8 9 51 4 5 . 3 9 51 4 5 . 8 9 51 4 6 . 3 9 51 4 6 . 8 7 51 4 7 . 2 3 51 4 7 . 4 3 51 4 7 . 4 7 51 4 7 . 3 6 51 4 7 . 1 9 51 4 7 . 0 1 51 4 6 . 8 4 51 4 6 . 6 0 51 4 6 . 2 4 51 4 5 . 8 6 51 4 5 . 6 4 51 4 6 . 0 2 51 4 6 . 4 0 51 4 6 . 7 2 51 4 6 . 9 1 51 4 7 . 0 9 51 4 7 . 2 6 51 4 7 . 4 4 51 4 7 . 5 5 51 4 7 . 4 7 51 4 7 . 2 1 51 4 6 . 7 6 51 4 6 . 3 5 51 4 5 . 9 5 51 4 5 . 6 1 51 4 5 . 3 0 51 4 4 . 9 0 51 4 4 . 5 0 51 4 4 . 0 1 -2.42% 2.00% -0.70%-1.10% -1.50% -2.43%2.43% 1.50% 1.10% 0.70%-2.00% -2.00% -1.60% -1.20% -1.60% -2.40% PV I S T A = 1 0 + 0 0 . 0 0 PV I E L E V = 5 1 4 5 . 2 2 PV I S T A = 1 0 + 1 9 . 2 7 PV I E L E V = 5 1 4 4 . 7 6 PV I S T A = 1 3 + 0 8 . 5 6 PV I E L E V = 5 1 4 6 . 7 8 PV I S T A = 1 3 + 2 8 . 5 6 PV I E L E V = 5 1 4 6 . 5 6 PV I S T A = 1 3 + 8 8 . 5 6 PV I E L E V = 5 1 4 5 . 6 6 PV I S T A = 1 3 + 9 4 . 5 6 PV I E L E V = 5 1 4 5 . 5 1 PV I S T A = 1 4 + 0 0 . 5 6 PV I E L E V = 5 1 4 5 . 6 6 PV I S T A = 1 4 + 6 0 . 5 6 PV I E L E V = 5 1 4 6 . 5 6 PV I S T A = 1 4 + 8 0 . 5 6 PV I E L E V = 5 1 4 6 . 7 8 PV I S T A = 1 6 + 7 8 . 8 6 PV I E L E V = 5 1 4 6 . 6 8 PV I S T A = 1 8 + 5 7 . 7 2 PV I E L E V = 5 1 4 3 . 8 6 PV I S T A = 1 7 + 3 5 . 1 1 PV I E L E V = 5 1 4 5 . 7 8 PV I S T A = 1 7 + 7 2 . 6 1 PV I E L E V = 5 1 4 5 . 3 3 PV I S T A = 1 8 + 2 8 . 8 6 PV I E L E V = 5 1 4 4 . 4 3 PV I S T A = 1 8 + 6 2 . 1 2 PV I E L E V = 5 1 4 3 . 7 5 108.0' VC HP ELEV = 5147.48 HP STA = 11+94.60 PVI STA = 11+68.60 PVI ELEV = 5147.76 BV C S : 1 1 + 1 4 . 6 0 BV C E : 5 1 4 6 . 6 8 EV C S : 1 2 + 2 2 . 6 0 EV C E : 5 1 4 7 . 3 8 A.D. = 2.70 K = 40.00 90.0' VC HP ELEV = 5147.55 HP STA = 16+02.32 PVI STA = 16+23.99 PVI ELEV = 5147.78 BV C S : 1 5 + 7 8 . 9 9 BV C E : 5 1 4 7 . 4 7 EV C S : 1 6 + 6 8 . 9 9 EV C E : 5 1 4 6 . 8 8 A.D. = 2.70 K = 33.33 FUTURE GRADE 27"x19" HERCP STORM STA.=18+55.68 INV.=5137.82 15" RCP STORM STA.=15+21.43 INV.=5136.91 24" HDPE STORM STA.=18+74.48 INV.=5137.57 51 4 4 . 6 6 51 4 5 . 0 6 51 4 5 . 4 6 51 4 5 . 8 6 51 4 6 . 3 4 51 4 6 . 6 9 51 4 6 . 9 0 51 4 6 . 9 4 51 4 6 . 8 3 51 4 6 . 6 5 51 4 6 . 4 8 51 4 6 . 3 0 51 4 6 . 0 6 51 4 5 . 7 5 51 4 5 . 5 3 51 4 5 . 4 3 51 4 5 . 6 2 51 4 5 . 8 9 51 4 6 . 1 8 51 4 6 . 3 8 51 4 6 . 5 5 51 4 6 . 7 3 51 4 6 . 9 0 51 4 7 . 0 1 51 4 6 . 9 4 51 4 6 . 6 7 51 4 6 . 2 3 51 4 5 . 8 1 51 4 5 . 4 1 51 4 5 . 0 7 51 4 4 . 7 6 51 4 4 . 3 6 51 4 3 . 9 6 51 4 3 . 4 8 51 4 5 . 2 8 51 4 4 . 8 7 51 4 5 . 0 5 51 4 5 . 4 1 51 4 5 . 8 8 51 4 6 . 3 7 51 4 6 . 7 3 51 4 6 . 9 3 51 4 6 . 9 7 51 4 6 . 8 6 51 4 6 . 6 9 51 4 6 . 5 1 51 4 6 . 3 4 51 4 6 . 1 0 51 4 5 . 8 6 51 4 5 . 7 2 51 4 5 . 6 5 51 4 5 . 7 7 51 4 5 . 9 6 51 4 6 . 2 2 51 4 6 . 4 1 51 4 6 . 5 9 51 4 6 . 7 6 51 4 6 . 9 4 51 4 7 . 0 5 51 4 6 . 9 7 51 4 6 . 7 1 51 4 6 . 2 6 51 4 5 . 8 4 51 4 5 . 4 4 51 4 5 . 1 0 51 4 4 . 7 9 51 4 4 . 3 9 51 4 3 . 9 9 51 4 3 . 5 1 -2.38% 1.60% 2.00% -0.70%-1.10% -0.50%0.50% 1.10% 0.70%-2.00% -1.20% -2.00% -1.60% -1.60%0.90%1.30%-1.30%-0.90% -2.40% PV I S T A = 1 0 + 0 3 . 8 0 PV I E L E V = 5 1 4 5 . 1 2 PV I S T A = 1 0 + 2 3 . 3 6 PV I E L E V = 5 1 4 4 . 6 3 PV I S T A = 1 1 + 0 1 . 6 1 PV I E L E V = 5 1 4 5 . 8 8 PV I S T A = 1 3 + 0 8 . 5 6 PV I E L E V = 5 1 4 6 . 2 4 PV I S T A = 1 3 + 2 8 . 5 6 PV I E L E V = 5 1 4 6 . 0 2 PV I S T A = 1 3 + 9 4 . 5 6 PV I E L E V = 5 1 4 5 . 4 0 PV I S T A = 1 4 + 0 8 . 2 5 PV I E L E V = 5 1 4 5 . 4 7 PV I S T A = 1 4 + 8 0 . 5 6 PV I E L E V = 5 1 4 6 . 2 4 PV I S T A = 1 6 + 7 8 . 8 6 PV I E L E V = 5 1 4 6 . 1 5 PV I S T A = 1 7 + 7 2 . 6 1 PV I E L E V = 5 1 4 4 . 8 0 PV I S T A = 1 8 + 5 7 . 7 2 PV I E L E V = 5 1 4 3 . 3 2 PV I S T A = 1 8 + 2 8 . 8 6 PV I E L E V = 5 1 4 3 . 9 0 PV I S T A = 1 7 + 3 5 . 1 1 PV I E L E V = 5 1 4 5 . 2 5 PV I S T A = 1 4 + 4 0 . 5 6 PV I E L E V = 5 1 4 5 . 7 6 PV I S T A = 1 4 + 6 0 . 5 6 PV I E L E V = 5 1 4 6 . 0 2 PV I S T A = 1 3 + 4 8 . 5 6 PV I E L E V = 5 1 4 5 . 7 6 PV I S T A = 1 3 + 8 1 . 3 7 PV I E L E V = 5 1 4 5 . 4 7 PV I S T A = 1 8 + 6 2 . 1 2 PV I E L E V = 5 1 4 3 . 2 2 108.0' VC HP ELEV = 5146.94 HP STA = 11+94.60 PVI STA = 11+68.60 PVI ELEV = 5147.22 BV C S : 1 1 + 1 4 . 6 0 BV C E : 5 1 4 6 . 1 4 EV C S : 1 2 + 2 2 . 6 0 EV C E : 5 1 4 6 . 8 5 A.D. = 2.70 K = 40.00 90.0' VC HP ELEV = 5147.01 HP STA = 16+02.32 PVI STA = 16+23.99 PVI ELEV = 5147.25 BV C S : 1 5 + 7 8 . 9 9 BV C E : 5 1 4 6 . 9 3 EV C S : 1 6 + 6 8 . 9 9 EV C E : 5 1 4 6 . 3 5 A.D. = 2.70 K = 33.33 -2.35%0.60% -0.70%-1.10%-0.90%-0.50%0.50%0.90%1.10% 0.70% -2.00% -1.20% -2.00% -1.60% -1.60% 1.20%1.60% 2.00% -2.40% PV I S T A = 1 0 + 0 0 . 0 0 PV I E L E V = 5 1 4 5 . 2 8 PV I S T A = 1 0 + 1 6 . 5 9 PV I E L E V = 5 1 4 4 . 8 2 PV I S T A = 1 0 + 4 3 . 6 2 PV I E L E V = 5 1 4 4 . 9 8 PV I S T A = 1 3 + 0 8 . 5 6 PV I E L E V = 5 1 4 6 . 2 8 PV I S T A = 1 3 + 2 8 . 5 6 PV I E L E V = 5 1 4 6 . 0 6 PV I S T A = 1 3 + 5 5 . 0 0 PV I E L E V = 5 1 4 5 . 8 2 PV I S T A = 1 3 + 9 4 . 5 6 PV I E L E V = 5 1 4 5 . 6 2 PV I S T A = 1 4 + 3 4 . 1 2 PV I E L E V = 5 1 4 5 . 8 2 PV I S T A = 1 4 + 6 0 . 5 6 PV I E L E V = 5 1 4 6 . 0 6 PV I S T A = 1 4 + 8 0 . 5 6 PV I E L E V = 5 1 4 6 . 2 8 PV I S T A = 1 8 + 5 7 . 7 2 PV I E L E V = 5 1 4 3 . 3 6 PV I S T A = 1 7 + 7 2 . 6 1 PV I E L E V = 5 1 4 4 . 8 3 PV I S T A = 1 6 + 7 8 . 8 6 PV I E L E V = 5 1 4 6 . 1 8 PV I S T A = 1 7 + 3 5 . 1 1 PV I E L E V = 5 1 4 5 . 2 8 PV I S T A = 1 8 + 2 8 . 8 6 PV I E L E V = 5 1 4 3 . 9 3 PV I S T A = 1 0 + 6 1 . 7 9 PV I E L E V = 5 1 4 5 . 2 0 PV I S T A = 1 0 + 8 0 . 9 5 PV I E L E V = 5 1 4 5 . 5 0 PV I S T A = 1 8 + 6 2 . 1 2 PV I E L E V = 5 1 4 3 . 2 5 108.0' VC HP ELEV = 5146.98 HP STA = 11+94.60 PVI STA = 11+68.60 PVI ELEV = 5147.26 BV C S : 1 1 + 1 4 . 6 0 BV C E : 5 1 4 6 . 1 8 EV C S : 1 2 + 2 2 . 6 0 EV C E : 5 1 4 6 . 8 8 A.D. = 2.70 K = 40.00 90.0' VC HP ELEV = 5147.05 HP STA = 16+02.32 PVI STA = 16+23.99 PVI ELEV = 5147.28 BV C S : 1 5 + 7 8 . 9 9 BV C E : 5 1 4 6 . 9 7 EV C S : 1 6 + 6 8 . 9 9 EV C E : 5 1 4 6 . 3 8 A.D. = 2.70 K = 33.33 EXISTING GROUND EXISTING GROUND PROPOSED GRADE PROPOSED GRADE EXISTING GROUND EXISTING GROUND PROPOSED GRADE PROPOSED GRADE 15" RCP STORM STA.=13+22.87 INV.=5137.54 27"x19" HERCP STORM STA.=18+55.68 INV.=5137.85 24" HDPE STORM STA.=18+74.21 INV.=5137.75 24" HDPE STORM STA.=18+74.75 INV.=5137.39 27"x19" HERCP STORM STA.=18+55.68 INV.=5137.78 Sheet MO U N T A I N ' S E D G E of 71 R4 PL A N & P R O F I L E CR O W N V I E W D R I V E 45 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 CENTERLINE CROWN VIEW DRIVE SCALE : 1" = 40' (H) 1" = 5' (V) LI N E MA T C H ST A 19 + 0 0 ( IN FEET ) 0 1 INCH = 40 FEET 40 40 80 120 KEYMAP EXISTING RIGHT-OF-WAY LEGEND: PROPOSED STORM SEWER EXISTING STORM SEWER EXISTING EDGE OF ASPHALT PROPOSED STORM MANHOLE PROPOSED CURB & GUTTER PROPOSED CENTERLINE PEDESTRIAN ACCESS RAMPS PROPOSED CONCRETE CROSSPAN (TYP.) PROPOSED RIGHT-OF-WAY 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.SEE SOILS REPORT FOR PAVEMENT AND SUBGRADE PREPARATION, DESIGN AND RECOMMENDATIONS. 3.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. 4.EXPANSION JOINTS SHALL BE PROVIDED IN ALL SIDEWALKS AT MAXIMUM SPACING OF 50 FEET. 5.LIMITS OF STREET CUT ARE APPROXIMATE. FINAL LIMITS ARE TO BE DETERMINED IN THE FIELD BY THE CITY ENGINEERING INSPECTOR. ALL REPAIRS TO BE IN ACCORDANCE WITH CITY STREET REPAIR STANDARDS. PROPOSED STORM INLET PROPERTY BOUNDARY PROPOSED LOT LINE EASEMENT LINE SAWCUT LINE EXISTING LOT LINE R4 R5 ST A MA T C H L I N E SE E S H E E T 19 + 0 0 R5 LEFT FLOWLINE CROWN VIEW DRIVE SCALE : 1" = 40' (H) 1" = 5' (V) RIGHT FLOWLINE CROWN VIEW DRIVE SCALE : 1" = 40' (H) 1" = 5' (V) REC O R D D R A W I N G #4@12" #4@12" #4@18" #4@12" CONTROL PLATE WATER QUALITY 3" CLR. 3" CLR. 1 4 OR 3 OUTLET PIPE ELEV. A ELEV. C SPILL ELEV. 100-YEAR ORIFICE TRASH RACK GRATE (TYP. OPP. SIDE) 2 1/4" FROM EDGE OF TO HOLD HINGE IN PLACE, 6" CC A A B B CENTERLINE OF OUTLET PIPE 2" LIP (TYP.) 6" Wo 51"x51" GRATING (3/8" ROUND OR TWISTED CROSS BARS AT 3" O.C., WELDED TO 1"x3/8" BEARING BARS AT 2 1/2" O.C.) 3/8" ROUND OR TWISTED CROSS BAR BAR BEARING 1"x3/8" D D TRASH RACK 3/8"x6" THREADED BOLT TO FASTEN GRATE DOWN GRATE (TYP. OPP. SIDE) 2 1/4" FROM EDGE OF TO HOLD HINGE IN PLACE, 3/8"x6" BOLTS 12" O.C. TO COVER OPENING (FASTEN WITH 3/8"x6" 1/4" METAL PLATE TREADED BOLTS) TO GRATE, WITH (TYP. OPP. SIDE) 1/4" PLATE, WELDED 6" 6" 6" VA R I E S VA R I E S TRASH RACK #4@12" #4@12" #4@12" #4@12" 6" SECTION A-A SECTION B-B WELL SCREEN WATER QUALITY CONTROL PLATE Wo Wo Wp (Wo+6") 4" (T Y P . ) TABLE 3" (TYP.) 1/4" (MIN.) THICK STEEL FLOW CONTROL PLATE STAINLESS STEEL ANCHOR BOLT (TYP.) 1' (M A X . ) INTO CONCRETE SIDES STEEL CHANNEL FORMED 3/8"x1" FLAT BAR HOLDING FRAME HOLE (TYP.), SEE OPP.OPPOSITE CLR.CLEARANCE ABBREVIATIONS MINIMUM MAXIMUM ON CENTER DIAMETER TYPICAL WIDTH OF CONCRETE OPENING WIDTH OF PLATE NUMBER AT@ # Wp Wo TYP. DIA. O.C. MAX. MIN. WATER QUALITY (WQ) WATER QUALITYWQ INVERTINV. ELEVATIONELEV. LENGTH OF OUTLET STRUCTURE BOX WIDTH OF STRUCTUREWs EQUAL) FILTER STAINLESS NO. 93 (U.S. WELL SCREEN STEEL OR ELEV. B PLAN SECTION C-C STAINLESS STEEL ANCHOR BOLTS OR INTERMITTANT WELDS ON TOP AND SIDES GENERAL NOTES SECTION E-E PLATE WELL SCREEN Ws 6" 6" Ws / 2 Ws / 2 LENGTH OF MICRO POOL BOX WIDTH OF WATER QUALITY PLATE HEIGHT OF WATER QUALITY PLATE WQW WQH LOS LMP E E ELEV. D Lp WATER QUALITY CONTROL PLATE 100-YR ORIFICE WELL SCREEN NO. 93 (U.S. FILTER STAINLESS SECTION B-B WATER QUALITY PLATE DETAIL TRASH SCREEN DETAILS GUIDE BRACKET DETAIL NOTES: WATER QUALITY STRUCTURE PLAN SECTION A-A TRASH RACK DETAIL 4%4% CLR. 3" LF 4"X4" ANGLE IRON (TYP.) SECTION C-C ORIFICE (TYP.) WELDED MIN. 1/2" HANDLE TAPER PLATE TO MATCH CONCRETE BOTTOM LOCKABLE STRAP HINGE 2-3/8"x3" BOLTS (TYP.) MIN 3"X3" Z BRACKET Sheet MO U N T A I N ' S E D 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 of 71 D10 DR A I N A G E D E T A I L S 69 902 D10 EMERGENCY SPILLWAY DETAIL MIN 8" THICK WALL 2-#4 BAR 2-#4 BAR 3" CLEAR EACH WAY #3 TIES 18" MIN O/C #4 BAR 18" O/C TOP OF WEIR (A) BASIN ID BASIN SIZE GRATE TYPE 1-3B 12"Dome 1-2A 12"Dome 1-3A 12"Dome 1-4A 12"Dome 10-1 18"Solid 10-2 15"Dome 10-2A 12"Dome 10-3 15"Dome 10-3A 15"Dome 10-3B 12"Dome 10-4 18"Solid 10-4B 12"Dome 10-4C 12"Dome 10-5B 12"Dome 10-5C 12"Dome 10-6E 12"Dome 10-7D 15"Dome 11-2 12"Dome 11-3 12"Dome 11-4 12"Dome 11-5 12"Dome 12-2A 12"Dome 12-3 15"Dome 12-3A 12"Dome 12-4A 12"Dome 13-3 8"Solid 14-3 8"Solid LD 1-1 12"Dome LD 1-2 12"Dome LD 1-3 12"Dome LD 1-4 12"Dome LD 1-5 12"Dome LD 1-6 12"Dome LD 2-1 12"Dome LD 2-2 12"Dome LD 2-2A 12"Dome LD 3-1 12"Dome LD 3-2 12"Dome LD 3-3 12"Dome LD 3-4 12"Dome LD 4-1 12"Dome LD 4-2 12"Dome LD 4-3 12"Dome LD 5-1 12"Dome LD 5-2 12"Dome LD 5-2A 12"Dome LD 6-1 12"Dome LD6-2 12"Dome LD 6-2A 12"Dome LD 6-3A 12"Dome INLET ID INLET TYPE 1-4 Type C 1-4C Type C 4-1 Single (1) Area Inlet 6-1 Double (2) Combination 6-2 Double (2) Combination 6-4 Type C 6-4A Type C 6-6A Single (1) Combination 6-6B Single (1) Combination 7-1 Double (2) Combination OUTLET STRUCTURE 2-5C, 3-1 & 2-2A900 OUTLET STRUCTURE 2-6904 INLET SCHEDULE901 BASIN SCHEDULE903 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 Outlet Structure Pond 2 Elev. A (Pond Invert)5137.00 Elev. B (WQCV Elev.)5138.00 Elev. C (100-yr Elev.)5140.12 Elev. D 5140.12 Spill Elevation 5141.00 LOS (ft)5.00 LMP (ft)5.00 WS (ft)5.00 WO (inch)12.00 WP (inch)18.00 LP (inch)12.00 WQ Hole Dia. (inch)19/32 # of Rows 3 # of Columns 1 100-year Orifice Dia. (inch)3.20 POND 1, POND 3 & POND 4 POND 2 Table 1 Pond Elev 1 Elev 2 Elev 3 Elev 4 Elev 5 1 (Structure 2-5C)5140.00 5139.93 5139.88 5141.81 5142.80 3 (Structure 3-1)5142.11 5142.07 5142.03 5143.11 5144.11 4 (Structure 2-2A)5135.39 5135.35 5135.30 5136.45 5137.45 Table 2 Pond No. of Rows WQ Hole Dia., DWQ (inch) Plate Height , H1 (ft) 1 (Structure 2-5C)5 35/64 1.88 3 (Structure 3-1)3 0.20 (#9 Drill)1.04 4 (Structure 2-2A)3 11/32 1.10 Table 4 Pond Dimension A (ft)Dimension B (ft)Dimension C (ft)Dimension D (ft) 1 (Structure 2-5C)4.00 4.00 7.20 12.20 3 (Structure 3-1)4.00 4.00 4.00 9.00 4 (Structure 2-2A)4.00 4.00 4.30 9.30 Table 3 Pond Plate Width, W (inch) Plate Height, H2 (inch) Orifice Dia. (inch) 1 (Structure 2-5C)27.00 27.00 2.60 3 (Structure 3-1)27.00 27.00 1.40 4 (Structure 2-2A)27.00 27.00 4.40 TOP OF WALL (B) 905 D10 RAIN GARDEN SPILLWAY DETAIL MIN 8" THICK WALL TOP OF WEIR (A) TOP OF WALL (B) RECORD DRAWING ------ ------------------------------------------------ Possibly Chandler Arellanobut we do not know if anyone actually inspected this site. X No inspectors on site that we know of Overflow wier west of north rain garden has scour stops,storm drain line 14-outfall for south rain garden has scour stops. Non-floatable mulch not used Yes - visual No knowledge of final landscape plan Visual - not seen Sprinkler heads verified MOUNTAIN’S EDGE REVISED RAIN GARDEN TRM INSTALLED: PP5–Xtreme DATE INSTALLED: 10-27-21 WORK PERFORMED: -Installed TRM on Wier Wall 66’x28’ -Removed Rip Rap out of center of rain garden, reseeded center and installed TRM 2’ below elevation of wier wall. SEED USED: Dry land mix that requires little to no moisture Mountain’s Edge Improvements -Worked performed 1-24-22, one day before area received 5” of snow -Blanket is properly “toed” in on all edges and Staked every 2’ -Seed used, Dry land native seed mix little moisture required. -Blanket used, North American Green C125BN Coconut Double Bionet Soilogic, Inc. 3522 Draft Horse Court • Loveland, CO 80538 • (970) 535-6144 March 17, 2021 GLH Construction, Inc. 780 East Garden Drive Windsor, Colorado 80550 Attn: Mr. Mark Foster Re: Construction Materials Testing and Observation Services Report Mountain’s Edge Fort Collins, Colorado Soilogic Project # 18-2066 Mr. Foster: On March 9, 2021, Soilogic Inc. (Soilogic) provided construction materials testing and observation services for the referenced project. Our services were provided on a part-time basis and included the observation and testing of reconditioned subgrade materials. Results of the observation and testing services completed on the referenced date are included with this report. On the referenced date, Soilogic personnel performed field moisture/density tests on reconditioned subgrade materials that had been placed and compacted prior to and during our site visits. The field moisture/density tests were completed at random locations and elevations within the subgrade areas and were performed in general accordance with ASTM Specification D-2922. The field moisture/density test results met the project compaction requirement of at least 95% of standard Proctor maximum dry density and moisture content requirement of ±2% of standard Proctor optimum moisture content. Construction Materials Testing and Observation Services Report Mountain’s Edge Fort Collins, Colorado Soilogic # 18-2066 2 We appreciate the opportunity to be of service to you on this project. If you have any questions concerning the enclosed information or if we can be of further assistance to you in any way, please do not hesitate to contact us. Very Truly Yours, Soilogic, Inc. Jason Horner, P.E. Senior Project Engineer Procedure D-698 D-698 D-698 D-698 D-698 Compaction Requirement 95% Min 95% Min 95% Min 95% Min 95% Min 6.0%Optimum Moisture Content (%)13.0%13.0%14.0%20.0% E Maximum Dry Density (pcf)119.0 118.0 115.0 109.0 136.0 Compaction Requirement Proctor ID:A B C D PassA12.2%116.2 -0.8%98%Pass 117.9 -1.1%99%Pass Pass 815 3/9 5 S.G.Reconditioned Subgrade - Rain Garden - 43' S by 27' E of 2505 Downs Way 99%Pass Pass 814 3/9 4 S.G.A 11.9% Pass 813 3/9 3 S.G.Reconditioned Subgrade - Rain Garden - 2' S by 42' W of 2505 Downs Way A 12.0%117.5 -1.0% A 11.7%118.1 -1.3%99%Pass 117.1 -0.8%98%Pass Pass 812 3/9 2 S.G.Reconditioned Subgrade - Rain Garden - 90' S by 6' E of SE C 2431 Crown View Density Moisture Compaction 811 3/9 1 S.G.A 12.2% Number Number ID Field ResultsMaterial Tested and LocationProjectDateDailyDepth Fort Collins, Colorado MOUNTAIN'S EDGE Two rain gardens and three ponds Procedure D-698 D-698 D-698 Compaction Requirement 95% Min 95% Min 95% Min Optimum Moisture Content (%)13.0%13.0%14.0% Maximum Dry Density (pcf)119.0 118.0 115.0 Compaction Requirement Proctor ID:A B C 98%Pass Pass Storm Drain Backfill - Int Bluegrass & Overland Trail - 75' E 688 12/21 2 Grade Storm Drain Backfill - Int Bluegrass & Downs Way - 20' S A 12.2%117.0 -0.8% 98%Pass Pass 687 12/21 1 Grade PassA11.0%116.0 -2.0%97%Pass 686 12/18 4 Grade A 11.5%116.7 -1.5% 684 12/18 2 Grade Storm Drain Backfill - Int Crown View & Knolls End - 85' N Pass Storm Drain Backfill - Int Crown View & Knolls End - 20' W A 12.0%115.8 -1.0%97%Pass Pass 683 12/18 1 Grade A 13.7%113.9 0.7%96%Pass Pass Pass 681 11/27 2 -5'Storm Drain Backfill - Overland Tr - STA 15+40 Pass 682 11/27 3 -6'A 12.3%116.7 -0.7% A 13.0%117.0 0.0%98%Pass 98%Pass Moisture Compaction 680 11/27 1 -4'A 12.3% Number Number ID 116.2 -0.7%98%Pass Field ResultsMaterial Tested and LocationProjectDateDailyDepth Density Fort Collins, Colorado MOUNTAIN'S EDGE 3 North embankment pond 3 part of pipe penetration