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HomeMy WebLinkAboutSite Certifications - 10/12/2022FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158 GREELEY: 820 8th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com Mr. Wes Lamarque City of Fort Collins Stormwater Utility 700 Wood St. Fort Collins, CO October 9, 2018 RE: Drainage Certification for Capstone Cottages Dear Mr. Lamarque, This drainage certification letter is provided to verify as-constructed conditions for Capstone Cottages. Northern Engineering completed survey work August 20, 2018 to verify general compliance with the Final Utility Plans for Capstone Cottages, dated June 23, 2016 including revised drawings dated October 5, 2016 (Phasing revision), November 16, 2016 (LID revision), and May 26, 2017 (Minor Amendment site revisions) by Northern Engineering. Included in this drainage certification submittal are the following: Attachment 1 - City of Fort Collins Overall Site and Drainage Certification Form Attachment 2 - City of Fort Collins During Construction Inspection Checklist and photographs provided by contractor Attachment 3 - As-constructed Detention and Rain Garden calculations Attachment 4 - As-constructed record drawings for Grading and Storm Drain Plan and Profile Sheets Based on the calculations shown in Attachment 3, the as-built Detention volumes are in Table 1: Table 1: Detention Volumes Detention Pond Detention Design Vol. (ft3) Detention As-built Vol. (ft3) WQCV Design Vol. (ft3) WQCV As-built Vol. (ft3) Pond 1 209,376 219,605 N/A N/A Pond 2 3,125 3,092 1,220 1,265 Chambers 38,974 48,944 N/A N/A Similarly, as-built volumes for the Rain Gardens are in Table 2: Table 2: Rain Garden Volumes Rain Garden Design Vol. (ft3) As-built Vol. (ft3) A 1,392 1,609 B 790 1,103 C 2,101 2,380 D 267 204 In summary, all detention ponds and rain gardens are in substantial compliance with the exception of Pond 2 detention volume and Rain Garden D volume described in further detail below. Wes Lamarque 10/12/2022 Pond 2 volume is 33 cubic feet short of the required detention volume, however, the area has been landscaped and we do not feel that this poses a significant detriment to public health or safety. Pond 2’s outlet structure and water quality plate were modified to increase the Water Quality volume to asbuilt conditions. Calculations for the revised water quality plate are included with this certification. Rain Garden D treats a very small portion of the site and although it is providing stormwater quality treatment, the rain garden’s treated area can be reduced from the overall LID treated area and remain above the required 75%. Furthermore, several reverse sidewalk chases along International Blvd (now Cordova Ave) were incorrectly constructed such that sub-basins 6a and 12 do not enter Rain Gardens A and B, respectively. This was discussed with City staff and the resolution was to recalculate the total LID treated area to confirm that it remains above the required 75%. Moreover, these sub-basins are treated downstream by a Snout© manhole prior to entering the constructed wetland. The enclosed LID Exhibit recalculates the total treated area with the reduction of sub-basins 6a, 8, and 12; and the resulting total LID treated area is 79.2%, well above the require amount. We have concluded, based on the attached information and personal site inspection, that the drainage features for the project site have been constructed in substantial compliance with the above referenced Final Utility Plans, with the following exceptions: • Item I.A: As previously mentioned, Pond 2 detention volume is 33 cubic feet short of the required amount, however, we do not feel this poses a significant detriment to public health or safety. • Item I.A.2: As-built spot elevations are provided in-lieu of contours • Item I.B.4.b: As previously mentioned, Pond 2 water quality plate was re-sized to fit as-built volume conditions. Calculations are provided with this certification. • Item III.A.2: Some storm sewers have short sections of less than 0.40%, however, overall runs are similar to that of approved plans. Therefore, these storm sewers were not re-analyzed as they are assumed to have the similar capacity overall. • Item III.B.2: Northern Engineering did not observe construction and are unable to verify the encasement and clearances of the storm drain lines. • Item III.B.3: Northern Engineering did not observe construction and are unable to verify the specific joint types and construction methods for the storm drain lines. • Item IV.A.2: Some areas of short runs at less than 0.4%, however, overall runs are similar to that of approved plans. Therefore, it is assumed that these pans have similar overall capacity. • Item IV.A.4: Northern Engineering did not observe construction and are unable to verify the thickness of concrete pans. • Item IV.A.6: Nyloplast landscape drains do not have “NO DUMPING – DRAINS TO POUDRE RIVER” label. • Item VII.A.2, VII.A.5, and VII.A.6: Northern Engineering did not observe construction and are unable to verify sub-drain criteria. • Item IX.A: As previously mentioned, (3) reverse sidewalk culverts were not installed with the proper slope or not installed entirely. • Item XI.A: Northern Engineering did not observe construction and are unable to verify buried riprap. Contractor has stated riprap was installed per construction plans. No photographs are available. Please feel free to contact me with any questions you may have. Thank you, NORTHERN ENGINEERING Danny Weber, PE Project Engineer Attachment 1 12/15 Page 1 OVERALL SITE and DRAINAGE CERTIFICATION Commercial, Multi-Family and Subdivision Certification Form and Checklist Project Name: Date: Building Permit Numbers: (Commercial or multi-family) Per the requirement in Fort Collins Stormwater Criteria Manual (FCSCM) Volume 1, Section 6.11, please fill in all applicable items in this Certification Form for Commercial, Multi-Family and Overall Single Family sites. NOTE: several items must be verified during construction. A copy of the approved grading plan must be submitted with the as-built grading plan. (As-built elevations must be written in red next to the approved elevations.) •Use “Yes” for items completed as described. •Use “N/A” for items that are not applicable to the site being certified. •If any blanks are “No,” attach an explanation referencing the item number below. Attach an explanation or description of the as-built condition for any items listed or for anything not listed but shown on the approved construction plans. Provide an as-built redline or Mylar drawing with the following: I.Water Quality and Quantity Detention Basin Certification - FCSCM Vol.2, Ch.10 For multiple detention basins on a site, provide the following for each basin separately: A. Volume: As-built topographic verification is attached at 1-foot (or less) contour intervals and volume verification calculations for the water quality capture volume and the 100-year detention storage volume. 1. Detention basin topography was prepared by a professional land surveyor registered in the state of Colorado. 2.Both proposed and as-built contours are shown on the same plan sheet (dashed lines for proposed and solid lines for as-built). 3.All critical spot elevations as shown on the approved construction plans have been verified and the as-built elevations are shown on the plan sheet. 4.Stage-storage-discharge tables are provided on a separate document. 5.Verification that designed drain time is in compliance with Colorado Revised Statute § 37-92- 602(8) is attached and has been uploaded to the Statewide Compliance Portal (tinyurl.com/COCompliancePortal) for approval. Uploaded documents must include: a.The cover sheet from the approved drainage report b.The stamped certification page from the approved drainage report c.As-built topographic survey d.Stamped certification page from the Overall Site & Drainage Certification e.PDF output from the Stormwater Detention and Infiltration Design Data Speadsheet 12/15 Page 2 B.Water Quality and Quantity Detention Basin Grading: Attached is as-built verification that there is a minimum 2% positive fall into the concrete trickle pans or flow-line(s) from all areas in the bottom of the detention pond. If there is a “soft pan” in the flow-line, all areas still must meet the minimum 2% grade requirement. 1.Low Flow: Choose one of the following detention basin low flow options as applicable: a. Turf swale for low flow path in detention basin. There is a minimum 2% grade in the flow-line(s) of the detention basin. The flattest as-built grade is . b.Concrete pan for low flow in detention basin. There is a concrete pan installed that meets the grades as shown on the approved construction plans. (Show as-built spot elevations.) c.Soft pan for low flow in detention basin. •Verify and document the soft pan material gradation, trench width and depth - to be verified during construction by engineer. Picture documentation is preferred or engineer’s statement of visual inspection and compliance. (Choose one below.) o There is a soft pan with an underdrain installed that meets the design on the approved construction plans. (Show the underdrain grades, bedding material, geotextile, spot elevations, bends, cleanouts, etc.) o There is soft pan installed without an underdrain but there is a type A or B soil. The soil type must be documented by supplying verification from a registered professional geotechnical engineer. NOTE: Spot elevations are to be within 0.2 ft. +/-. 2. Side Slopes: The as-built side slopes of the detention basin have been calculated and are shown. Indicate the side slope with an arrow and a numerical value (e.g., 6.25:1). The maximum slope allowed is 4:1. Small areas of 3:1 may be acceptable, but slopes steeper than 3:1 must be stabilized or re- graded. Provide documentation if a variance was granted for steeper slopes during the design process. 3.Spillway Certification: The following items must be field verified: a.The location of the spillway is indicated on the as-built plan. b.The width of the spillway is indicated on the as-built plan. c.The elevation(s) of the spillway is shown on the as-built plan. d.A concrete ribbon defines the location and grade of the spillway. e.There is downstream scour protection in the spillway as per the construction plans. Indicate type: (riprap size “D50” gradation and bedding type, geotextile, buried riprap with inches of bury, etc.). f.There are no obstructions in the spillway, such as trees, bushes, sidewalks, landscape features, rocks, etc. Selections below apply to Pond 2. Pond 1 has constructed wetland bottom (flat). 12/15 Page 3 4.Outlet Structure Certification a.The orifice plate for the approved release rate is installed with the correct size and location of the orifice. b.The orifice plate for the water quality outlet is installed with the correct hole size, number of rows and columns of holes. c.The bottom hole on both the water quality and quantity outlets are at the bottom of the plate so no water ponds in front of the plate. d.The well screen is the correct material and is installed as shown on the construction plans. e.100-year overflow grate elevation is . (Elev. A on detail D-46) f.The top elevation of the water quality capture volume is . (Elev. B on detail D-46) g.Overflow grate is made of the correct material, has the correct bar spacing, is hinged at the top and bolted at the bottom. h.The bottom of the outlet box has no obstructions or misalignments that will cause it to retain runoff water and is sloped at 2% towards outlet. II.Channels/Swales - FCSCM Vol.1, Ch.7, Sect.3&4 A. Capacity: The as-built capacity of all the major channels and swales has been verified. They meet or exceed capacity requirements shown in the approved drainage study for this project. 1.All swales are located within the drainage easements as shown on the construction plans. 2.Longitudinal slopes and side-slopes (cross-sections) have been verified. Design criteria requires longitudinal slopes of 2% min. (on vegetated swales) and side-slopes no steeper than 4:1. If these criteria are not met, the certification engineer will write a justification and propose mitigation for each instance or have the issues corrected. If variances to these criteria have previously been approved and are shown on the construction plans, no justification is needed. 3.As-built spot elevations on channels/swales are shown that correspond to spot elevations shown on the approved construction plans. 4.All permanent erosion control measures are installed as shown on the approved construction plans (e.g., drop structures, riprap, TRMs, etc.). (Include pictures and verification of the materials used as part of this verification.) 5.All pans, curbs, storm pipes or other appurtenances appropriately tie into each other in the system. (Pictures at tie-in points suggested.) 6.The minimum freeboard is provided for all channels and swales as shown on the approved construction plans or as identified in the approved drainage study. (Show the freeboard provided on the cross-sections as on the construction plan set or attached as separate documentation.) 7.The low flow portion of all channels or swales is clear of obstructions. (No landscaping, trees, shrubs, sod, etc. infringe on the low flow portion of channels or swales.) Water quality responses apply only to Pond 2. Pond 1 does not have water quality. No major channels or swales defined/analyzed on plans or drainage report. 12/15 Page 4 III.Storm Pipes (aka storm drains) - FCSCM Vol.1, Ch.6, Sec. 4 A. Storm Drain Pipe Capacity: The as-built capacity of all pipes installed on this project has been verified and meets or exceeds the capacity requirements shown in the approved drainage study for this project. 1.All storm drain pipe sizes and materials have been verified and are in conformance with the approved construction plans. (Indicate on the plan and profile sheets that they have been verified.) Material and size substitutions must be approved prior to installation. If a pipe size or material was changed during construction, the certification engineer must attach the approval documents or supply them with this certification. Approval documents must include a calculation documenting the capacity equivalency (equal or greater) of the substituted size. 2.The longitudinal slope of the pipe is as shown on the approved construction plans. The acceptable minimum slope is 0.4%. All slopes flatter than the designed slope on the construction plans must be justified with capacity calculations on an attached sheet. 3.The as-built invert elevations have been verified and are shown on the plan and profile sheets of the approved construction plans. B.Storm Drain Pipe Installation Requirements: All pipes are installed in accordance with the approved construction plans. 1.The minimum cover requirements for all pipes have been met as shown on the approved construction plans. These will be called out in critical locations. 2.All encasements and clearances as specified on the approved construction plans have been met. 3.Any specific joint types or construction methods specified on the approved construction plans have been met. (List on a separate sheet and attach to this certification.) IV.Concrete Pans - FCSCM Vol.1, Ch.7, Sec.4.1.3.4 A. Construction/Installation: All concrete pans have been constructed in accordance with the approved construction plans. 1.The concrete pans are the correct size/width as shown on the approved construction plans. 2.The longitudinal slopes of the pans are as shown on the approved construction plans. The certification engineer must justify or mitigate longitudinal slopes less than the minimum of 0.4% unless a flatter slope was approved and is shown on the approved construction plans. Provide mitigation or justification by separate document. 3.The cross-section of the pan is as shown on the construction plans. (Specifically, the pan cross- section is “V” shaped and meets the side slope shown on the detail.) 4.The concrete pans are a minimum of 6 inches thick without reinforcement and a minimum of 4 inches thick with a minimum of 6X6-W14xW14 reinforcement per detail D20B and D20C. (Provide documentation of the reinforcement used if different than shown on the details or on the approved construction plans.) 5.The spot elevations shown on the concrete pan(s) have been verified and are shown on the as- built drawings. 12/15 Page 5 V. Storm Drain Inlets - FCSCM Vol.1, Ch.6, Sec. 3 A. Construction/Installation: All storm drain inlets have been constructed in accordance with the approved construction plans. 1.The size and type of inlets are consistent with the inlets shown on the approved construction plan. Indicate by writing “Verified” on each inlet on the plan sheet or list on a separate document the inlet number(s), type and size (length). If the inlet installed is other than the one on the approved construction plan detail sheet, provide the name and source of the detail with justification for equal or better capacity. 2.The size of the inlet opening is consistent with the approved detail. (Check height and width.) 3.The elevation of the grate (if applicable) is at the elevation shown on the street profile or as indicated by a spot elevation on the construction plans. 4.The as-built invert elevations of all pipes entering and leaving the inlet are shown on the plan and profile sheets within construction tolerance of 0.2 feet. If substantially different, provide justification and capacity calculations to show the capacity is not affected or propose mitigation. 5.The as-built size of the inlet box is as shown on the construction plans or an explanation or justification is attached. 6.All inlet covers are stenciled or stamped with the following designation: NO DUMPING – DRAINS TO POUDRE RIVER. VI.Culverts - FCSCM Vol.2, Ch.9 A. Construction/Installation: All culverts have been constructed and/or installed in accordance with the approved construction plans. 1.All culvert sizes have been verified as indicated on the as-built construction plans as correct. 2.The culvert material type for all culverts installed is as on the approved construction plans and is indicated on the as-built plans. 3.The as-built invert “in and out” elevations have been verified and are indicated on the as-built construction plans. 4.The culvert headwalls or wing walls have been installed as shown on the approved construction plans. Headwalls or wing walls may be needed in the as-built conditions onsite if the slopes adjacent to the culvert are greater than 4:1. Please note areas needing stabilization in the certification narrative. An alternative to consider is a turf reinforcement mat (TRM). VII.Sub-Drains A. Construction/Installation: All sub-drains shown on the construction plans have been installed in accordance with those plans. Sub-drains installed with the sanitary sewer are to be verified on the sanitary sewer plan and profile sheets of the construction plans. (NOTE: Indicate any sub-drains installed after the plans were approved on the as-built plans.) 1.The size of the sub-drains are as approved on the construction plans and are indicated on the as- built plans. 2.The type of sub-drain, in particular the perforated and non-perforated sections of the drain, are as indicated on the approved construction plans. 12/15 Page 6 3.The cover requirements per the construction plans are provided. 4.The cleanouts have been installed at the locations shown on the construction plans and are accessible for cleaning. (Cleanouts can be buried a maximum of 6 inches deep with their locations marked.) 5.The backfill materials for sub-drains are as shown on the approved construction plans. (This includes the type, depth and width.) 6.The geo-textile liner completely wraps the sub-drain and the permeable backfill material unless shown otherwise on the approved construction plans. (Sub-drain pipe wrapped in a sock filter material is accepted only if approved prior to installation.) VIII.Curb Cuts A. Construction: All curb cut openings are constructed in accordance with the approved construction plans. 1.The size (width) of the curb cut opening is as shown on the approved construction plans. 2.The curb cut openings tie into a downstream swale, pipe, or other appurtenances with a smooth transition and there no obstructions such as riprap or sod impeding the flow downstream of the curb cut. IX.Sidewalk Culverts & Chases A. Construction/Installation: All sidewalk culverts have been installed at the locations shown on the approved construction plans. 1.The size (width and length) of the culverts are as shown on the approved construction plans. 2.The cover plate is a minimum 5/8-inch galvanized plate bolted to a galvanized angle iron per the detail shown on the approved construction plans or per the City’s detail. 3.The sidewalk culvert invert “in and out” elevations have been verified and are indicated on the as-built plans. 4.The sidewalk culvert opening is as shown on the approved construction plans or per the City’s detail. 5.There is a smooth transition both on the inlet and outlet ends of the sidewalk culvert with no obstructions such as riprap or sod impeding the flow into or out of the sidewalk culvert. X. Site Grading A. Construction: All common open spaces have been graded in accordance with the approved construction plans. 1.The grading on all common open spaces bordering private lots has been verified as correct and the as-built rear lot corner elevations have been shown on the as-built plans. 12/15 Page 7 2.The as-built contours for “overlot grading” are shown on the as-built construction plans for all common open spaces, tracts, outlots, etc. If not in compliance, please attach a narrative describing the situation for noncompliance and when it may be corrected. An escrow for overlot grading may be required. (NOTE: Residential Lot Grading Certification is a separate process from this Overall Site Certification. It is understood that residential lots will be brought to final grade once the foundation is backfilled so they may be lower than the plan shows at this Overall Site Certification stage.) 3.All turf reinforcement mats (TRMs) have been installed as shown on the approved construction plans and the slopes are stabilized. XI.Riprap - FCSCM Vol.1, Ch.7, Sec.4.4.4.3 A. Construction: All riprap has been installed in the locations and sizes indicated on the approved construction plans. XII.Permanent Erosion Control Fabric - FCSCM Vol.1, Ch.7 A. Construction: All fabric has been installed in the locations and sizes indicated on the approved construction plans. 1.All fabric was installed per the details on the approved construction plans. XIII.Post-Construction Site Cleanup - FCSCM Vol.3, Ch.7 A. Construction: All construction debris and obstructions of any kind have been removed from drainage paths. 1.All construction debris has been removed except in staging area(s). 2.All ruts have been smoothed out in all construction areas. 3.All areas needing reseeding have been identified and future stabilization goals have been coordinated with the Erosion Control Inspector and in accordance with FCSCM Vol.2 Chapter 12. Note the area needing stabilization in the narrative. XIV.Certification of Other Permanent BMPs - FCSCM Vol.2, Ch.8, Sec.2 & FCSCM Vol.2, Ch.12 A.The construction of channel drop structures is in accordance with the approved plan both in location, horizontal dimensions and cross-section. XV.Certification of LID and Water Quality Facilities - FCSCM Vol.3, Ch.4 A.Attached are the During Construction Inspection Checklist for Low Impact Development (LID) and other items to be verified during construction, along with pictures and other required documentation. 12/15 Page 8 XVI. Certification and Erosion Control Measures A. All temporary erosion control measures shall be removed upon stabilization. If at the time of preparing this certification there are any erosion control measures still remaining on the site, please note them in the narrative and verify that they need to remain at this time. If in doubt as to the need for any control measure, please consult with the Erosion Control Inspector at 970-221-6700. XVII.Statement of Compliance A. This certification is signed and stamped. By signing this form, the engineer(s) attests that he/she has visited and observed the site, and to the best of his/her knowledge, the as-built conditions of the drainage facilities are as described in the above form and in the enclosed as-built plans. B.Failure to properly disclose all known information could result in the rejection of this certification and prevent the release of any and all Stormwater Utility permit holds on Building Permits and/or Certificates of Occupancy within this development. XVIII.Signature and Stamp by a Colorado-Registered Professional Engineer Engineer’s contact information: Name: Email: Phone: Company: Address: PE Stamp 10/9/18 Attachment 2 12/15 Page 1 DURING CONSTRUCTION INSPECTION CHECKLIST To be completed by Construction Superintendent This checklist is to be completed during construction and included with the Overall Site and Drainage Certification. •Use “Yes” for items completed as described. •Use “N/A” for items that are not applicable to the site being certified. •If any blanks are “No,” attach an explanation referencing the item number below. I.Compaction A.All berms and embankments meet the compaction requirements as specified in the project geotechnical report or comply with the City’s standard, which is “soils should be compacted within a moisture content range of 2% below to 2% above optimum moisture content and compacted to 95% of the Maximum Standard Proctor Density (ASTM D698).” Compaction requires verification during construction. Provide testing log from contractor/engineer. II.Storm Drain Pipe Installation Requirements A.The pipe trenches have been compacted in accordance with Section 02225-3.07.A.1. of the Fort Collins Development Construction Standards (e.g., the trenches in the roadways are to be 95% of maximum density and all other areas are to be at 90%, both in accordance with ASTM D698). III. Riprap - FCSCM Vol.1, Ch.7, Sec.4.4.4.3 A.The riprap bedding is a granular bedding of the gradation and thickness indicated on the approved construction plans. B.A filter fabric was installed instead of granular bedding and is the material shown on the approved construction plans or was an approved equal. Provide documentation for an approved equal. C.The riprap is the gradation shown on the approved construction plans with a D50 of . D.The riprap thickness is as shown on the approved construction plans and extends to the horizontal limits shown. E.The riprap is buried to the depth indicated on the approved construction plans. (A minimum of 6 inches of soil is required.) IV. Permanent Erosion Control Fabric - FCSCM Vol.1, Ch.7 A.All fabric was installed per manufacturer’s specifications. V. Certification of Other Permanent BMPs - FCSCM Vol.2, Ch.8, Sec.2 & FCSCM Vol.2, Ch.12 A.All cut-off walls have been installed in accordance with the approved construction plans. (Cut-off walls are required for irrigation ditch crossings of storm drain pipes and at the end of flared end sections.) 12/15 Page 2 Permeable Interlocking Concrete Pavers Post-excavation infiltration rates are consistent with design infiltration capacity (for “full or partial infiltration” designs) Impermeable liner meets design specifications Impermeable liner attached to concrete perimeter wall Impermeable liner is not exposed Any penetrations of the impermeable liner have been sealed and checked for water-tightness. Meets specifications for: -Dimensions -Reinforcement -Footings Underdrain pipe is per design specifications At least one cleanout is provided per underdrain lateral Cleanout pipe is not perforated Cleanout covers are installed and watertight Underdrain is NOT wrapped in geotextile fabric Underdrain orifice plate installed at outlet structure Underdrain integrity tested after backfilling using TV and/or water test Base coarse (e.g., #2/4) has 90% fractured faces Bedding coarse (e.g., #89) is thoroughly washed Sub-base materials are installed and compacted according to manufacturer’s specifications PICP area is protected from construction site sediment, including runoff from the upstream catchment and Close Out 12/15 Page 3 Bioretention Cells Heavy equipment did not travel over bioretention cell during excavation Bottom of cell was “ripped” after excavation Photograph before/after “ripping” Bottom of cell is flat and level Photograph Excavated area is protected/surrounded by sediment/runoff control BMPs during construction Photograph Overflow inlet elevation is set above bioretention media per plan (typically 12 inches) Overflow inlet invert elevation is at least 3 inches below containment wall/berm (to direct overflow into inlet) Measure/record distance between inlet and top of containment wall/berm Upstream catchment drains to inlet Forebay is installed according to design specifications Forebay has flat, concrete bottom Outlet structure/overflow elevation is confirmed Measure/record distance from overflow to top of media filter Impermeable liner meets design specifications Impermeable liner attached to concrete perimeter wall Impermeable liner is not exposed Underdrain pipe is per design specifications At least one cleanout is provided per underdrain lateral Cleanout pipe is not perforated Cleanout covers are installed and watertight Underdrain is NOT wrapped in geotextile fabric Underdrain orifice plate installed at outlet structure Underdrain integrity tested after backfilling using TV and/or water test 12/15 Page 4 Filter Media Filter media composition is per design specifications Filter media was “machine mixed” by supplier prior to delivery Filter media installed flat and level Other Structural Components Containment wall/berm is continuous and level Landscaping Final landscaping does NOT include sod Final landscaping (wood/rock mulch) is flat and level Vegetation is planted according to landscape design specifications Verify that weed barrier is not installed Temporary irrigation installed If N/A, then verify that permanent irrigation is installed to establish/maintain vegetation Close Out Upstream catchment stabilized prior to diverting runoff into bioretention cell Signature: Name: Title: Email: Phone: Company: Address: Attachment 3 Project: Date: Outlet Elevation:4930.0 209376 ft3 Crest of Pond Elev.:4939.0 4938.41 Maximum Elevation Minimum Elevation cu. ft. acre ft cu. ft. acre ft 4930.0 N/A 15,174 0 0.0 0.00 0.0 0.00 4931.0 4930.0 17,375 1.0 16,281.5 0.37 16,281.0 0.37 4932.0 4931.0 19,535 1.0 34,732.0 0.80 34,731.1 0.80 4933.0 4932.0 21,774 1.0 55,379.4 1.27 55,378.1 1.27 4934.0 4933.0 24,111 1.0 78,315.0 1.80 78,313.3 1.80 4935.0 4934.0 26,537 1.0 103,631.9 2.38 103,629.8 2.38 4936.0 4935.0 29,050 1.0 131,418.2 3.02 131,415.7 3.02 4937.0 4936.0 31,669 1.0 161,767.6 3.71 161,764.7 3.71 4938.0 4937.0 34,388 1.0 194787.61 4.47 194784.38 4.47 4938.7 4938.0 36,688 0.7 219605.05 5.04 219601.51 5.04 Project Number: Project Location: Calculations By: Pond No.: Detention Pond Stage Storage Calculations Contour Contour Surface Area (ft2) Depth Incremental Volume Cummalitive Volume Asbuilt Pond Stage Storage Data 939-001 Fort Collins, Colorado D. Weber 1 Elev at Design Volume: Capstone Cottages 9/5/2018 Pond Outlet and Volume Data Design Volume: 9/5/2018 6:08 PM D:\Projects\939-001\Drainage\DrngCert\Certifications\Site Certification\Stage-Storage Calculations\ 939-001 Pond 1.xlsx\Pond 939-001 Project: Fort Collins, Colorado D. Weber Date: 2 1220 ft3 Outlet Elevation:4940.22 3125 ft3 Grate Elevation:4941.55 1265 ft3 Crest of Pond Elev.:4942.64 3092.3 ft3 4942.64 4942.0 4941.0 4941.5 4940.0 4942.5 Contour Elevation 4940.5 Cummalitive Volume cu. ft. acre ft 37.62 0.10 0.05 0.01 0.03 0.00 0.09 0.00 0 3740.71 1160.53 4312.26 2201.51 447.6 Detention Pond Stage Storage Calculations Asbuilt Pond Stage Storage Data Provided Detention Vol: Capstone Cottages 9/5/2018 Pond Outlet and Volume Data Design Detention Vol: Provided WQ Vol: Project Number: Project Location: Calculations By: Pond No.: Design WQ Vol: 9/5/2018 6:08 PM D:\Projects\939-001\Drainage\DrngCert\Certifications\Site Certification\Stage-Storage Calculations\ 939-001 Pond 2.xlsx\Pond 939-001 Project: Fort Collins, Colorado D. Weber Date: Chambers Outlet Elevation:4934.76 38974 ft3 Weir Elevevation:4937.34 48944.0 ft3 Detention Pond Stage Storage Calculations Asbuilt Pond Stage Storage Data Provided Detention Vol: Capstone Cottages 9/5/2018 Pond Outlet and Volume Data Design Detention Vol: Project Number: Project Location: Calculations By: Pond No.: 1.12 0.00 0.14 0 48944 28580 Cummalitive Volume cu. ft. acre ft 5999 0.664936.76 4937.34 4934.76 Contour Elevation 4935.76 9/5/2018 6:08 PM D:\Projects\939-001\Drainage\DrngCert\Certifications\Site Certification\Stage-Storage Calculations\ 939-001 Chambers.xlsx\Pond Project: Date: Bottom Elevation:4937.4 1392 ft3 Grate Elevation:4938.47 1609 ft3 Maximum Elevation Minimum Elevation cu. ft. acre ft cu. ft. acre ft 4937.4 N/A 115.02 0 0.0 0.00 0.0 0.00 4937.5 4937.4 655.61 0.1 38.5 38.53 34.8 34.84 4937.6 4937.5 1,106.59 0.1 88.1 126.64 87.1 121.97 4937.7 4937.6 1,351.55 0.1 122.9 249.55 122.7 244.68 4937.8 4937.7 1,494.58 0.1 142.3 391.85 142.3 386.92 4937.9 4937.8 1,611.81 0.1 155.3 547.17 155.3 542.21 4938.0 4937.9 1,710.71 0.1 166.1 713.30 166.1 708.31 4938.1 4938.0 1,804.03 0.1 175.7 889.04 175.7 884.02 4938.2 4938.1 1,896.21 0.1 185.01 1074.05 184.99 1069.02 4938.3 4938.2 1,974.17 0.1 193.52 1267.57 193.51 1262.52 4938.4 4938.3 2,051.54 0.1 201.29 1468.85 201.27 1463.8 4938.47 4938.4 2,105.24 0.1 145.49 1614.34 145.48 1609.28 Rain Garden Stage Storage Contour Contour Surface Area (ft2) Depth Incremental Volume Cummalitive Volume Asbuilt Rain Garden Stage Storage Curve 939-001 Fort Collins, Colorado D. Weber A Capstone Cottages 9/5/2018 Volume Data Design Volume: Provided Volume: Project Number: Project Location: Calculations By: Rain Garden: 9/5/2018 6:07 PM D:\Projects\939-001\Drainage\DrngCert\Certifications\Site Certification\Stage-Storage Calculations\ 939-001 Rain Garden A.xlsx\Stage-Storage Project: Date: Bottom Elevation:4936.9 790 ft3 Grate Elevation:4938.0 1103 ft3 Maximum Elevation Minimum Elevation cu. ft. acre ft cu. ft. acre ft 4936.9 N/A 213.66 0 0.0 0.00 0.0 0.00 4937.0 4936.9 373.17 0.1 29.3 29.34 29.0 28.97 4937.1 4937.0 504.00 0.1 43.9 73.20 43.7 72.67 4937.2 4937.1 621.53 0.1 56.3 129.48 56.2 128.84 4937.3 4937.2 763.62 0.1 69.3 198.73 69.1 197.98 4937.4 4937.3 963.37 0.1 86.4 285.08 86.2 284.13 4937.5 4937.4 1,125.21 0.1 104.4 389.51 104.3 388.46 4937.6 4937.5 1,242.06 0.1 118.4 507.88 118.3 506.77 4937.7 4937.6 1,362.24 0.1 130.21 638.09 130.17 636.94 4937.8 4937.7 1,486.98 0.1 142.46 780.55 142.42 779.36 4937.9 4937.8 1,616.25 0.1 155.16 935.71 155.12 934.48 4938.0 4937.9 1,746.49 0.1 168.14 1103.85 168.09 1102.57 Project Number: Project Location: Calculations By: Rain Garden: Rain Garden Stage Storage Contour Contour Surface Area (ft2) Depth Incremental Volume Cummalitive Volume Asbuilt Rain Garden Stage Storage Curve 939-001 Fort Collins, Colorado D. Weber B Capstone Cottages 9/5/2018 Volume Data Design Volume: Provided Volume: 9/5/2018 6:08 PM D:\Projects\939-001\Drainage\DrngCert\Certifications\Site Certification\Stage-Storage Calculations\ 939-001 Rain Garden B.xlsx\Stage-Storage Project: Date: Bottom Elevation:4932.2 2101 ft3 Grate Elevation:4933.1 2380 ft3 Maximum Elevation Minimum Elevation cu. ft. acre ft cu. ft. acre ft 4932.2 N/A 0.53 0 0.0 0.00 0.0 0.00 4932.3 4932.2 64.1 0.1 3.2 3.23 2.4 2.35 4932.4 4932.3 233.67 0.1 14.9 18.12 14.0 16.35 4932.5 4932.4 706.69 0.1 47.0 65.14 44.9 61.24 4932.6 4932.5 189.09 0.1 44.8 109.93 42.0 103.29 4932.6 4932.6 290.35 0.0 0.0 109.93 0.0 103.29 4932.6 4932.6 1,307.18 0.0 0.0 109.93 0.0 103.29 4932.7 4932.6 3,284.75 0.1 229.6 339.52 222.1 325.42 4932.8 4932.7 4,049.50 0.1 366.71 706.24 366.05 691.47 4932.9 4932.8 5,175.11 0.1 461.23 1167.47 460.08 1151.55 4933.0 4932.9 6,142.27 0.1 565.87 1733.34 565.18 1716.73 4933.1 4933 7,143.02 0.1 664.26 2397.6 663.64 2380.37 Asbuilt Rain Garden Stage Storage Curve 939-001 Fort Collins, Colorado D. Weber C Capstone Cottages 9/5/2018 Volume Data Design Volume: Provided Volume: Contour Contour Surface Area (ft2) Depth Incremental Volume Cummalitive Volume Project Number: Project Location: Calculations By: Rain Garden: Rain Garden Stage Storage 9/5/2018 6:09 PM D:\Projects\939-001\Drainage\DrngCert\Certifications\Site Certification\Stage-Storage Calculations\ 939-001 Rain Garden C.xlsx\Stage-Storage Project: Date: Bottom Elevation:4932.2 267 ft3 Grate Elevation:4933.1 204 ft3 Maximum Elevation Minimum Elevation cu. ft. acre ft cu. ft. acre ft 4931.8 N/A 30.97 0 0.0 0.00 0.0 0.00 4931.9 4931.8 55.68 0.1 4.3 4.33 4.3 4.27 4932.0 4931.9 77.47 0.1 6.7 10.99 6.6 10.90 4932.1 4932.0 101.70 0.1 9.0 19.95 8.9 19.83 4932.2 4932.1 128.35 0.1 11.5 31.45 11.5 31.31 4932.3 4932.2 157.43 0.1 14.3 45.74 14.3 45.57 4932.4 4932.3 188.94 0.1 17.3 63.06 17.3 62.87 4932.6 4932.4 259.25 0.2 44.8 107.88 44.6 107.50 4932.7 4932.6 298.04 0.1 27.86 135.74 27.84 135.34 4932.8 4932.7 339.14 0.1 31.86 167.6 31.84 167.18 4932.9 4932.8 393.56 0.1 36.63 204.24 36.6 203.78 Rain Garden Stage Storage Contour Contour Surface Area (ft2) Depth Incremental Volume Cummalitive Volume Asbuilt Rain Garden Stage Storage Curve 939-001 Fort Collins, Colorado D. Weber D Capstone Cottages 9/5/2018 Volume Data Design Volume: Provided Volume: Project Number: Project Location: Calculations By: Rain Garden: 9/5/2018 6:09 PM D:\Projects\939-001\Drainage\DrngCert\Certifications\Site Certification\Stage-Storage Calculations\ 939-001 Rain Garden D.xlsx\Stage-Storage This unofficial copy was downloaded on Aug-20-2018 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA This unofficial copy was downloaded on Aug-20-2018 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA 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 =5.38 L:W 0.00 15,174 0.00 0.00 Watershed Area = 21.98 acres 1.00 17,375 1.00 1.10 Watershed Imperviousness = 56.0%percent 2.00 19,535 2.00 1.70 Percentage Hydrologic Soil Group A = 0.0%percent 3.00 21,774 3.00 2.10 Percentage Hydrologic Soil Group B = 0.0%percent 4.00 24,111 4.00 2.50 Percentage Hydrologic Soil Groups C/D = 100.0%percent 5.00 26,537 5.00 2.80 6.00 29,050 6.00 3.10 7.00 31,669 7.00 3.30 8.00 34,388 8.00 3.50 8.70 36,688 8.70 3.70 User Input: Detention Basin Characteristics WQCV Design Drain Time = 40.00 hours After completing and printing this worksheet to a pdf, go to: https://maperture.digitaldataservices.com/gvh/?viewer=cswdif, create a new stormwater facility, and attach the pdf of this worksheet to that record. Routed Hydrograph Results Design Storm Return Period =WQCV 2 Year 5 Year 10 Year 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 =0.405 0.960 1.590 2.186 3.294 4.326 5.750 acre-ft OPTIONAL Override Runoff Volume =acre-ft Inflow Hydrograph Volume =0.404 0.959 1.590 2.185 3.293 4.326 5.744 acre-ft Time to Drain 97% of Inflow Volume =14 15 17 18 21 24 27 hours Time to Drain 99% of Inflow Volume =19 20 21 23 25 28 31 hours Maximum Ponding Depth =0.77 1.78 2.85 3.79 5.36 6.67 8.28 ft Maximum Ponded Area =0.387 0.437 0.492 0.542 0.629 0.707 0.810 acres Maximum Volume Stored =0.281 0.697 1.197 1.676 2.597 3.474 4.693 acre-ft Workbook Protected Worksheet Protected Stormwater Detention and Infiltration Design Data Sheet Capstone Cottages - Pond 1 S7-T7N-R68W, City of Fort Collins, Colorado SDI_FC_Pond 1.xlsm, Design Data 9/5/2018, 6:15 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 10 20 30 40 50 60 70 80 90 100 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 9 0.1 1 10 100 PO N D I N G D E P T H [ f t ] DRAIN TIME [hr] 100YR 50YR 25YR 10YR 5YR 2YR WQCV SDI_FC_Pond 1.xlsm, Design Data 9/5/2018, 6:15 PM Stormwater Facility Name: Facility Location & Jurisdiction: User (Input) Watershed Characteristics User Defined User Defined User Defined User Defined Watershed Slope =0.013 ft/ft Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs] Watershed Length-to-Width Ratio =2.00 L:W 0.00 0 0.00 0.00 Watershed Area = 0.82 acres 1.00 448 1.00 1.10 Watershed Imperviousness = 82.0%percent 2.00 2,202 2.00 1.70 Percentage Hydrologic Soil Group A = 0.0%percent 2.64 4,312 2.64 1.90 Percentage Hydrologic Soil Group B = 0.0%percent Percentage Hydrologic Soil Groups C/D = 100.0%percent User Input: Detention Basin Characteristics WQCV Design Drain Time = 40.00 hours After completing and printing this worksheet to a pdf, go to: https://maperture.digitaldataservices.com/gvh/?viewer=cswdif, create a new stormwater facility, and attach the pdf of this worksheet to that record. Routed Hydrograph Results Design Storm Return Period =WQCV 2 Year 5 Year 10 Year 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 =0.023 0.054 0.080 0.104 0.147 0.189 0.244 acre-ft OPTIONAL Override Runoff Volume =acre-ft Inflow Hydrograph Volume =0.022 0.053 0.079 0.103 0.146 0.188 0.244 acre-ft Time to Drain 97% of Inflow Volume =1 1 1 1 1 1 2 hours Time to Drain 99% of Inflow Volume =1 1 1 1 1 1 2 hours Maximum Ponding Depth =0.42 0.91 1.26 1.53 1.94 2.27 2.62 ft Maximum Ponded Area =0.004 0.009 0.021 0.032 0.048 0.071 0.097 acres Maximum Volume Stored =0.001 0.004 0.009 0.016 0.033 0.052 0.081 acre-ft Workbook Protected Worksheet Protected Stormwater Detention and Infiltration Design Data Sheet Capstone Cottages - Pond 2 S7-T7N-R68W, City of Fort Collins, Colorado SDI_FC_Pond 2.xlsm, Design Data 9/5/2018, 6:16 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 1 2 3 4 5 6 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 SDI_FC_Pond 2.xlsm, Design Data 9/5/2018, 6:16 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 =3.50 L:W 0.00 0 0.00 0.00 Watershed Area = 4.17 acres 1.00 5,999 1.00 0.59 Watershed Imperviousness = 65.0%percent 2.00 28,580 2.00 0.87 Percentage Hydrologic Soil Group A = 0.0%percent 2.58 48,944 2.58 0.99 Percentage Hydrologic Soil Group B = 0.0%percent Percentage Hydrologic Soil Groups C/D = 100.0%percent User Input: Detention Basin Characteristics WQCV Design Drain Time = 40.00 hours After completing and printing this worksheet to a pdf, go to: https://maperture.digitaldataservices.com/gvh/?viewer=cswdif, create a new stormwater facility, and attach the pdf of this worksheet to that record. Routed Hydrograph Results Design Storm Return Period =WQCV 2 Year 5 Year 10 Year 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 0.214 0.337 0.454 0.667 0.869 1.143 acre-ft OPTIONAL Override Runoff Volume =acre-ft Inflow Hydrograph Volume =0.087 0.213 0.337 0.453 0.666 0.868 1.143 acre-ft Time to Drain 97% of Inflow Volume =3 5 7 8 11 13 16 hours Time to Drain 99% of Inflow Volume =4 6 7 9 12 14 17 hours Maximum Ponding Depth =0.80 1.32 1.59 1.80 2.10 2.32 2.57 ft Maximum Ponded Area =0.110 0.300 0.444 0.550 0.733 0.915 1.116 acres Maximum Volume Stored =0.044 0.137 0.240 0.342 0.531 0.716 0.969 acre-ft Workbook Protected Worksheet Protected Stormwater Detention and Infiltration Design Data Sheet Capstone Cottages - Paver Subgrade (Underground Chambers in Basin 4) S7-T7N-R68W, City of Fort Collins, Colorado SDI_FC_Chambers.xlsm, Design Data 9/5/2018, 6:17 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 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 SDI_FC_Chambers.xlsm, Design Data 9/5/2018, 6:17 PM -15,333 SF -34,151 SF Actual Treatment Area = 893,666 SF Actual Percent Area Treated = 79.2% -8,364 SF WATER QUALITY POND DESIGN CALCULATIONS Detention/Water Quality Pond 2 Project: 939-001 By: ATC Date: 5/24/18 REQUIRED STORAGE & OUTLET WORKS: BASIN AREA =0.820 <-- INPUT from impervious calcs BASIN IMPERVIOUSNESS PERCENT =82.00 <-- INPUT from impervious calcs BASIN IMPERVIOUSNESS RATIO =0.8200 <-- CALCULATED WQCV (watershed inches) =0.341 <-- CALCULATED from Figure EDB-2 WQCV (ac-ft) =0.028 <-- CALCULATED from UDFCD DCM V.3 Section 6.5 WQ Depth (ft) =1.350 <-- INPUT from stage-storage table AREA REQUIRED PER ROW, a (in2) =0.110 <-- CALCULATED from Figure EDB-3 CIRCULAR PERFORATION SIZING: dia (in) =3/8 <-- INPUT from Figure 5 n =4 <-- INPUT from Figure 5 t (in) =1/4 <-- INPUT from Figure 5 number of rows =1 <-- CALCULATED from WQ Depth and row spacing Attachment 4 4942 4943 49 4 2 49 4 1 / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / / 12 " W 12 " W 12 " W 12 " W 12 " W 12 " W 12 " W 12 " W 12 " W 12 " W 12 " W 12 " W 12 " W 12 " W 12 " W 12 " W 12 " W 24 " W 24 " W 24 " W 24 " W 24 " W 24 " W 24 " W 24 " W 24 " W 24 " W 24 " W 24 " W 24 " W 24 " W 24 " W 24 " W 24 " W 24 " W 24 " W / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / X X X X X X X X X / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / TELE S / / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / / / / / / / / / / 45 43 43 43 40 41 43 43 40 39 39 39 39 41 45 45 43 44 45 42 43 44 46 45 44 LEMAY AVENUE THIRD ANNEXATION EXIS T I N G 1 0 0 ' R O W BUCK I N G H A M S T R E E T TF=47.19 LOT 23 TF=47.11 LOT 20 4:1 1.2 % 6.3% 1.1% 9.8 % 9.6% 2.9% 3.2% EXISTING STORM DRAIN ASPHALT WALK SIDEWALK CHASE REPLACE EXISTING MANHOLE COVER WITH A GRATED COVER AND ADJUST RIM TO FINISHED GRADE 5' S I D E W A L K TF=47.11 LOT 21 TF=47.11 LOT 19 TF=47.19 LOT 22 TF=47.19 LOT 24 44 . 5 9 44. 4 5 44. 4 1 44.3 5 44 . 5 1 42.6 5 42.4 5 42.4 0 42.72 43.1 7 43.7 1 42.5 1 45.55 45.41 45 . 2 5 45.0 9 45.19 44.60 44.45 44.04 45.17 45.24 44.79 45. 1 9 45.12 44.98 42.7 0 43.0 2 42.3 7 42.0 2 41.9 3 41.70 42.94 41.4 9 44.36 43.22 43.16 43.67 42.54 42.48 41.77 41.71 42.5 4 43.3 1 POTENTIAL ONE-WAY VEHICLE CONNECTION 46 . 0 6 INFLOW CURB (TYP.) 40.10 ADJUST MANHOLE RIM TO FINISHED GRADE 41.20 41.21 1.1 % 1.1 % 1.7% 43 . 6 9 44 . 2 5 1.1 % SIDEWALK CHASE SIDEWALK CHASE 43 . 8 5 4.2% 7.2% 45.79 45.7 2 46.4 5 46.45 46.45 46 . 4 5 46 . 5 2 46.52 46. 5 2 46.52 44.94 44 . 9 4 44 . 5 6 44.94 45. 1 4 45.32 45 . 5 8 44 . 8 4 44.74 44 . 7 4 45 . 6 8 44 . 6 0 43 . 8 7 43 . 4 8 42.63 42 . 3 2 44.7 1 45. 4 0 44.38 44.23 43.96 43.97 44.03 42.81 44.04 45.60 44 . 4 2 44.70 45.46 45.71 45.73 45. 5 1 41.8 8 41.9 1 42.0 5 42.5 9 43.3 6 42.6 2 FFE=45.81 LOT 3 (ADA) FFE=45.81 LOT 5 (ADA) FFE=45.60 LOT 25 (ADA) FFE=45.81 LOT 4 6' S I D E W A L K 1.1 % 45 . 1 9 45. 5 3 FILING 2 42.87 42. 9 0 42.92 42.52 42.12 43.49 43.25 42.90 43. 3 0 43 . 3 6 43 . 8 6 44 . 2 0 44 . 8 7 45.16 44.72 45. 1 1 44.68 8.2 LF 6" ADS @ 0.73% 7.8 LF 12" ADS @ 1.45% Of 142 Sheets No . Re v i s i o n s : By : Da t e : RE V I E W E D B Y : N. H a w s DE S I G N E D B Y : DR A W N B Y : SC A L E : PR O J E C T : 93 9 - 0 0 1 Sheet CA P S T O N E C O T T A G E S E N G I N E E R N G I E H T R O N R N 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 ww w . n o r t h e r n e n g i n e e r i n g . c o m Ph o n e : 9 7 0 . 2 2 1 . 4 1 5 8 DA T E : Ju n e 2 3 , 2 0 1 6 06.23.16 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R NORTH KEYMAP WEBST E R A V E N U E LINCO L N A V E N U E CLUB HOUSE GOLD D R I V E(PRIVATE D R I V E ) COTTAGE DRIVE(PRIVATE DRIVE) DUFF D R I V E IN T E R N A T I O N A L B O U L E V A R D -NA M E T O B E D E T E R M I N E D B Y C I T Y C O U N C I L R E S O L U T I O N LEM A Y A V E N U E SO U T H C L U B H O U S E D R I V E (P R I V A T E D R I V E ) NEEDS A N A M E D R I V E (PRIVA T E D R I V E ) MATCHLINE-SEE SHEET C403 MA T C H L I N E - S E E S H E E T C4 0 2 C401 C402 C403 C404 C405 C406 C407 C408 C409 C410 LEGEND: 5013 PROPOSED CONTOUR 93 EXISTING CONTOUR PROJECT BOUNDARY PROPOSED SPOT ELEVATION 33.43 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 OLD CITY OF FORT COLLINS VERTICAL DATUM; NGVD 29 (UNADJUSTED). SEE COVER SHEET FOR BENCHMARK REFERENCES. 4.ALL CURB SPOTS ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE FINISHED GRADE ELEVATIONS. 5.CROSSPANS ALONG PUBLIC STREETS AT THE INTERSECTION OF PRIVATE DRIVES SHALL HAVE CONCRETE EXTENDED TO THE RIGHT-OF-WAY LINE. 6.TRACT E IS A NATURAL HABITATS BUFFER ZONE. SEE SECTION 3.4.1 OF THE LAND USE CODE FOR ALLOWABLE USES WITHIN THE BUFFER ZONE. REFER TO PLANNING DOCUMENTS BY RIPLEY DESIGN, INC. FOR ADDITIONAL INFORMATION. 7.THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS REQUIRED FOR PROTECTION FROM THE 100-YEAR STORM. 8.REFER TO THE SUBGRADE PLAN (SHEETS C411-C412) FOR ADDITIONAL INFORMATION. NOTES: 2.0% PEDESTRIAN ACCESS RAMPS (47.4 5 ) EXISTING SPOT ELEVATION PROPOSED CURB & GUTTER PROPOSED STORM DRAIN EXISTING STORM DRAIN PROPOSED UNDERDRAIN UD INFLOW CURB C401 GR A D I N G P L A N A. R e e s e A. B o e s e 1" = 2 0 ' ( IN FEET ) 0 1 INCH = 20 FEET 20 20 40 60 REC O R D D R A W I N G 49 4 0 49 4 1 42 43 45 44 45 45 44 43 44 FORT COLLINS BUSINESS CENTER ANNEXATION 76 ' R O W DUFF D R I V E 4:1 4:1 1. 1 % 5' SID E W A L K 9' UT I L I T Y E A S E M E N T 5' S I D E W A L K TF=46.71 LOT 32 TF=46.28 LOT 33 TF=45.98 LOT 36 TF=46.71 LOT 31 TF=46.71 LOT 30 TF=46.28 LOT 35 TF=46.28 LOT 34 TF=45.98 LOT 37 44 . 5 1 44.07 43.93 43.8 9 43 . 8 1 43.81 43 . 9 5 44.04 44.33 44.28 43.92 44.69 44.35 43.53 43.17 45 . 1 8 46 . 1 1 45.02 45.17 45.24 44.93 44.72 44.79 44.82 44.68 44.52 43. 7 1 43. 8 1 44. 3 7 43.40 42.10 41.95 43.02 44.72 44 . 4 5 4:1 4:1 4:1 INFLOW CURB (TYP.) 2.8 % 9.0 % 7.3 % 3.7 % 9.0 % 9.2 % 11 . 0 % 45. 1 4 45 . 5 8 45.14 45 . 7 2 45.72 45.72 45 . 7 2 46.04 46 . 0 4 46.04 46 . 0 4 45.33 45 . 3 3 45.61 45 . 6 1 45.61 45 . 6 1 44.90 44 . 9 0 45 . 3 1 45.31 44.60 44 . 6 0 45.13 45 . 1 3 44 . 7 9 44.79 44.19 45. 2 6 45. 5 1 45.76 45 . 7 7 44 . 7 8 44 . 2 7 45.47 45.15 44.85 44.58 FFE=45.81 LOT 5 (ADA)FFE=46.39 LOT 29 (ADA) FFE=45.81 LOT 4 6' SI D E W A L K 5' TEMPORARY EASEMENT (REC. NO. 20160036318) FILING 2 45.88 45.62 45.85 46.0946.01 45.26 44.93 Of 142 Sheets No . Re v i s i o n s : By : Da t e : RE V I E W E D B Y : N. H a w s DE S I G N E D B Y : DR A W N B Y : SC A L E : PR O J E C T : 93 9 - 0 0 1 Sheet CA P S T O N E C O T T A G E S E N G I N E E R N G I E H T R O N R N 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 ww w . n o r t h e r n e n g i n e e r i n g . c o m Ph o n e : 9 7 0 . 2 2 1 . 4 1 5 8 DA T E : Ju n e 2 3 , 2 0 1 6 06.23.16 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R NORTH KEYMAP WEBST E R A V E N U E LINCO L N A V E N U E CLUB HOUSE GOLD D R I V E(PRIVATE D R I V E ) COTTAGE DRIVE(PRIVATE DRIVE) DUFF D R I V E IN T E R N A T I O N A L B O U L E V A R D -NA M E T O B E D E T E R M I N E D B Y C I T Y C O U N C I L R E S O L U T I O N LEM A Y A V E N U E SO U T H C L U B H O U S E D R I V E (P R I V A T E D R I V E ) NEEDS A N A M E D R I V E (PRIVA T E D R I V E ) MATCHLINE-SEE SHEET C404 MA T C H L I N E - S E E S H E E T C4 0 1 LEGEND: 5013 PROPOSED CONTOUR 93 EXISTING CONTOUR PROJECT BOUNDARY PROPOSED SPOT ELEVATION 33.43 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 OLD CITY OF FORT COLLINS VERTICAL DATUM; NGVD 29 (UNADJUSTED). SEE COVER SHEET FOR BENCHMARK REFERENCES. 4.ALL CURB SPOTS ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE FINISHED GRADE ELEVATIONS. 5.CROSSPANS ALONG PUBLIC STREETS AT THE INTERSECTION OF PRIVATE DRIVES SHALL HAVE CONCRETE EXTENDED TO THE RIGHT-OF-WAY LINE. 6.TRACT E IS A NATURAL HABITATS BUFFER ZONE. SEE SECTION 3.4.1 OF THE LAND USE CODE FOR ALLOWABLE USES WITHIN THE BUFFER ZONE. REFER TO PLANNING DOCUMENTS BY RIPLEY DESIGN, INC. FOR ADDITIONAL INFORMATION. 7.THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS REQUIRED FOR PROTECTION FROM THE 100-YEAR STORM. 8.REFER TO THE SUBGRADE PLAN (SHEETS C411-C412) FOR ADDITIONAL INFORMATION. NOTES: 2.0% PEDESTRIAN ACCESS RAMPS (47.4 5 ) EXISTING SPOT ELEVATION PROPOSED CURB & GUTTER PROPOSED STORM DRAIN EXISTING STORM DRAIN PROPOSED UNDERDRAIN UD INFLOW CURB C402 GR A D I N G P L A N A. R e e s e A. B o e s e 1" = 2 0 ' ( IN FEET ) 0 1 INCH = 20 FEET 20 20 40 60 C401 C402 C403 C404 C405 C406 C407 C408 C409 C410 REC O R D D R A W I N G 49 4 1 4940 4939 4941 4938 4938 12 " W 12 " W 12 " W 12 " W 12 " W / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / 24 " W 24 " W 24 " W 24 " W 24 " W 24 " W 24 " W 24 " W 24 " W 24 " W 24 " W 24 " W 24 " W 24 " W 24 " W 24 " W 24 " W 24 " W / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / X X X X X X X X X / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / S 42 42 43 43 41 42 40 41 40 39 42 42 42 45 45 43 44 45 44 46 46 40 39 41 42 43 42 43 44 41 42 43 44 45 44 46 46 46 45 44 42 42 43 44 44 43 44 44 41 42 43 44 PRV 115' R O W EXISTING 36' EOA-EOA LE M A Y A V E N U E 8.5% 2.2% 1.2 % 1. 8 % 3.6% 2.1% 2.1% 9.8 % 19.0% INTERIM ASPHALT ACCESS ROAD 15' U T I L I T Y E A S E M E N T 6' S I D E W A L K 4.5' SIDEWALK 6' S I D E W A L K 6' S I D E W A L K 5' SIDEWALK 4. 5 ' S I D E W A L K 4. 5 ' S I D E W A L K 5' S I D E W A L K 5' SIDEWALK 6' SIDEWALK 5' S I D E W A L K 4.5' SI D E W A L K 4.5' S I D E W A L K 6' S I D E W A L K 5' S I D E W A L K 5' S I D E W A L K TF= 4 8 . 6 0 LOT 1 6 TF= 4 8 . 6 0 LOT 9 6 TF= 4 8 . 6 0 LOT 9 5 TF= 4 8 . 6 0 LOT 9 4 TF= 4 8 . 6 0 LOT 9 3 TF=45.26 LOT 12 TF=44.83 LOT 8 TF=47.50 LOT 106 TF=47.50 LOT 104 TF=47.50 LOT 105 TF=47.50 LOT 103 TF=47.50 LOT 102 TF=47.58 LOT 107 9' UTILITY EASE M E N T 9' UTI L I T Y E A S E M E N T 9' UTI 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 9' U T I L I T Y E A S E M E N T TF=47.11 LOT 19 TF=47.58 LOT 108 TF=47.58 LOT 109 TF=45.26 LOT 13 TF=45.26 LOT 11 TF=45.26 LOT 10 TF=44.83 LOT 1 TF=44.83 LOT 2 TF=44.83 LOT 6 EXISTING 36" RCP STORM DRAIN 41.8 5 41.9 9 42 . 1 1 42 . 3 1 42.38 42.1 3 42.0 8 42.7 3 42.4 6 42.6 1 42.9 0 42.91 42.53 42.26 42.31 42.49 42.73 42.59 42.59 42.64 42.67 42.82 43 . 5 0 43 . 3 6 43.3 7 43.55 43.62 43.76 45 . 1 3 44 . 9 9 44.9 5 44.94 44.94 45.08 44.48 43.37 43.19 43.4 4 44.1 1 43.1 5 43.28 43.4 5 43.4 5 42.91 43.4 8 43.4 8 40.8 0 41.9 0 42.2 1 42.35 42.29 42.84 42.73 42.37 41.94 42.01 41.90 41.88 41.90 42.73 42.8 1 42.70 42.69 42.62 42.89 43.00 43.26 43.49 43.3 9 43. 0 5 46.02 46.36 46.5 8 43.8 5 43.18 43.23 43.19 43.54 43.37 43.6 8 43 . 7 9 44.2 5 44.98 44.7 8 44.73 44 . 8 6 44 . 9 9 44.72 45.2 2 46.57 46.37 46.25 46.11 45.98 45.8 6 47 . 4 2 47.17 46.90 46.63 46.36 46.09 47.09 45 . 6 4 45.55 45.10 44.12 44.57 44.56 44.3243.9 9 43.88 44.00 43.92 46. 1 2 46.13 46.03 46 . 0 0 45.5845.54 45.55 45.5 3 45.17 45.24 45 . 1 9 45.12 42 . 3 8 42.4 5 42.5 6 42.61 42.23 41.8 9 41.96 42.0 2 42.1 3 42 . 1 7 41.88 41.3 5 41.2 6 41.24 41.11 41.50 41.30 41.6 2 41.6 8 41.75 41.83 42.39 41.9 7 41.5 9 41.0 5 41.5 4 40.13 39.9 6 46.21 44.16 43.58 42.7 9 42.79 45 . 4 6 45.50 46.0 7 45.6 8 42.04 41.9 0 42.6 8 43.4 3 43.2 1 42. 9 2 42.2 2 TF=47.50 LOT 101 TF=47.50 LOT 100 41.03 45 . 6 5 6' CROSSPAN 42.03 42.17 2.4% 2.5% 1.5 % 2.2 % (41.4 3 ) 40.63 40.50 26 LF 12" HDPE @ 1.00% 12.5 LF 12" HDPE @ 1.00% 38.70 38.5 1 41.24 42.24 STORM DRAIN LINE 2 SEE SHEET C313 45.3 5 44.02 INFLOW CURB (TYP.) INFLOW CURB (TYP.) ADJUST MANHOLE RIM TO FINISHED GRADE 43.35 LO N G L E A F L A N E (P R I V A T E D R I V E ) LO N G L E A F L A N E (P R I V A T E D R I V E ) 40.77 40.22 GOLD D R I V E (PRIV A T E D R I V E ) 6' S I D E W A L K 15 ' U T I L I T Y E A S E M E N T 42.6 7 43.4 2 44.2 0 43.47 44.03 42.91 2.5 % 2' PAN 2' SIDEWALK CHASE 2' SIDEWALK CHASE 2' CURB CUT 42.72 43.1 7 44.73 44.8 5 45.9 2 45 . 2 9 43 . 6 1 2.0% 3.6%0.6 % 0.6 % 7.3% 2. 4 % 2.0% 2.1% 7. 7 % 7.9% 4.6% 9.9% 44.16 44.16 44.1 6 44 . 1 6 44.59 44. 5 9 44.59 44. 5 9 45.15 44.8 9 44.50 44 . 5 0 45.79 45. 7 9 46. 4 2 45 . 5 8 45.47 45.79 45.79 45.7 2 46 . 4 2 46.4 5 44. 4 6 44.44 42.58 42.8 2 42.74 42.64 43.3 1 43.6 2 42.8 9 41.3 3 43.24 42.3 2 42.0 2 40.0 5 43.2 0 45.14 45.1 7 44.2 0 42.6 9 44.87 45.17 44. 1 4 44. 1 5 44. 1 5 43. 5 6 42.83 45 . 6 8 46.02 45.27 45.63 46 . 5 7 45.03 44.6 7 44.6 7 45.03 46 . 9 1 46.91 45.80 43. 8 3 44.38 46.34 44.77 44. 3 8 44. 8 6 46.3 4 43 . 5 3 43 . 3 5 43. 2 5 43. 1 5 43. 0 5 42. 9 5 42 . 8 2 44 . 2 5 44. 6 0 44 . 9 5 45. 3 0 45 . 4 2 46.1 1 43.7 7 45.9 1 47.6 0 47.6 0 47.6 0 47.6 0 47.0 3 47.0 3 45.6 5 45.65 46 . 5 3 47 . 9 3 46 . 0 8 47.93 46. 0 3 46 . 8 2 45.60 FFE=47.70 LOT 17 (ADA) FFE=47.70 LOT 18 (ADA) FFE=46.46 LOT 18 (ADA) FFE=46.46 LOT 17 (ADA) FFE=45.17 LOT 16 FFE=45.17 LOT 15 (ADA) FFE=45.17 LOT 14 (ADA) 46.9 0 45.4746.0 446.00 44.97 44.1 0 45.8 6 45.37 46.2 9 46.0 245.35 45.8 2 45.28 45.2 0 45.0 4 45.84 2.7% 2.1% 0. 5 % 46. 4 6 45.73 45.98 0.6% 0.6 % 0.5% 41.87 41.54 40.73 2.5 % 1.1 % FILING 2 FILING 2 43. 5 3 43.1 7 43.04 42.57 42.54 42.66 20.16 LF @ 0.99% Of 142 Sheets No . Re v i s i o n s : By : Da t e : RE V I E W E D B Y : N. H a w s DE S I G N E D B Y : DR A W N B Y : SC A L E : PR O J E C T : 93 9 - 0 0 1 Sheet CA P S T O N E C O T T A G E S E N G I N E E R N G I E H T R O N R N 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 ww w . n o r t h e r n e n g i n e e r i n g . c o m Ph o n e : 9 7 0 . 2 2 1 . 4 1 5 8 DA T E : Ju n e 2 3 , 2 0 1 6 06.23.16 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R NORTH KEYMAP WEBST E R A V E N U E LINCO L N A V E N U E CLUB HOUSE GOLD D R I V E(PRIVATE D R I V E ) COTTAGE DRIVE(PRIVATE DRIVE) DUFF D R I V E IN T E R N A T I O N A L B O U L E V A R D -NA M E T O B E D E T E R M I N E D B Y C I T Y C O U N C I L R E S O L U T I O N LEM A Y A V E N U E SO U T H C L U B H O U S E D R I V E (P R I V A T E D R I V E ) NEEDS A N A M E D R I V E (PRIVA T E D R I V E ) MATCHLINE-SEE SHEET C401 MA T C H L I N E - S E E S H E E T C4 0 4 LEGEND: 5013 PROPOSED CONTOUR 93 EXISTING CONTOUR PROJECT BOUNDARY PROPOSED SPOT ELEVATION 33.43 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 OLD CITY OF FORT COLLINS VERTICAL DATUM; NGVD 29 (UNADJUSTED). SEE COVER SHEET FOR BENCHMARK REFERENCES. 4.ALL CURB SPOTS ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE FINISHED GRADE ELEVATIONS. 5.CROSSPANS ALONG PUBLIC STREETS AT THE INTERSECTION OF PRIVATE DRIVES SHALL HAVE CONCRETE EXTENDED TO THE RIGHT-OF-WAY LINE. 6.TRACT E IS A NATURAL HABITATS BUFFER ZONE. SEE SECTION 3.4.1 OF THE LAND USE CODE FOR ALLOWABLE USES WITHIN THE BUFFER ZONE. REFER TO PLANNING DOCUMENTS BY RIPLEY DESIGN, INC. FOR ADDITIONAL INFORMATION. 7.THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS REQUIRED FOR PROTECTION FROM THE 100-YEAR STORM. 8.REFER TO THE SUBGRADE PLAN (SHEETS C411-C412) FOR ADDITIONAL INFORMATION. NOTES: 2.0% PEDESTRIAN ACCESS RAMPS (47.4 5 ) EXISTING SPOT ELEVATION PROPOSED CURB & GUTTER PROPOSED STORM DRAIN EXISTING STORM DRAIN PROPOSED UNDERDRAIN UD INFLOW CURB C403 GR A D I N G P L A N A. R e e s e A. B o e s e 1" = 2 0 ' ( IN FEET ) 0 1 INCH = 20 FEET 20 20 40 60 C401 C402 C403 C404 C405 C406 C407 C408 C409 C410 MATCHLINE-SEE SHEET C406 REC O R D D R A W I N G 4935 4936 4937 4938 4939 4938 42 45 42 44 4444 45 46 45 43 44 43 45 4545 44 46 43 45 45 44 42 43 42 42 43 44 46 47 46 45 43 44 45 46 PR V 2.0 % 2.0% 2.0% 2.0% 2.0 % 2.0% 2.0% 2.2 % 6.4% PROPOSED POOL DRAIN (TYP.) PROPOSED POOL DRAIN 9' UT I L I T Y E A S E M E N T 5' SID E W A L K 6' SI D E W A L K 5' SID E W A L K 5' SI D E W A L K 6' SI D E W A L K 6' SI D E W A L K 4.5 ' S I D E W A L K TR A S H 5' S I D E W A L K 5' S I D E W A L K 6' S I D E W A L K 4.5 ' S I D E W A L K TF=45.98 LOT 36 TF=44.80 LOT 43 TF=44.32 LOT 44 TF=43.93 LOT 47 TF= 4 8 . 6 0 LOT 9 4 TF= 4 8 . 6 0 LOT 9 3 TF= 4 8 . 6 0 LOT 9 2 TF= 4 8 . 6 0 LOT 9 1 TF = 4 7 . 8 7 LO T 9 0 TF = 4 7 . 8 7 LO T 8 9 TF = 4 7 . 8 7 LO T 8 8 TF = 4 7 . 8 7 LO T 8 6 TF = 4 7 . 2 2 LO T 8 3 TF = 4 7 . 2 2 LO T 8 5 TF = 4 7 . 2 2 LO T 8 4 TF = 4 6 . 8 4 LO T 1 5 TF = 4 6 . 8 4 LO T 1 4 TF = 4 6 . 8 4 LO T 1 3 TF = 4 6 . 8 4 LO T 1 2 TF = 4 6 . 8 4 LO T 1 1 TF = 4 7 . 8 7 LO T 8 7 TF = 4 6 . 1 6 LO T 1 0 TF = 4 6 . 1 6 LO T 9 TF = 4 6 . 1 6 LO T 8 TF = 4 6 . 1 6 LO T 7 TF = 4 6 . 1 6 LO T 6 TF = 4 5 . 6 7 LO T 7 2 TF = 4 5 . 6 7 LO T 7 1 TF = 4 5 . 6 7 LO T 7 0 TF = 4 5 . 6 7 LO T 6 9 TF = 4 5 . 6 7 LO T 6 8 TF = 4 5 . 6 7 LO T 6 7 TF = 4 5 . 6 7 LO T 6 6 TF=47.24 LOT 111 TF=46.74 LOT 19 TF=46.74 LOT 21 TF=46.74 LOT 20 TF=46.74 LOT 22 TF=45.98 LOT 38 TF=44.80 LOT 41 TF=44.80 LOT 42 TF=44.32 LOT 46 TF=44.32 LOT 45 TF=47.24 LOT 110 TF=47.24 LOT 112 TRACT B A,D&UE 2.0% 2.0% 4.5% CLOV E R D A L E D R I V E (PRI V A T E D R I V E ) 43. 8 1 43.81 46.36 45.82 46.10 46.43 46.35 46.65 46.38 46.57 46.37 46.25 46.11 45.98 45.8 6 45 . 7 9 45.85 46.1246.73 47 . 4 2 47.09 44 . 3 2 45.17 45.24 44.93 43. 7 1 43.57 43 . 5 6 43.53 43.5 5 43. 8 1 44. 3 7 44.22 43.51 43.23 43.15 43 . 1 4 43.1 7 43 . 4 5 44.07 43 . 9 2 43.13 42.85 42.77 42.93 42.84 43.74 43.40 42.10 41.95 43.02 42.24 42.18 42 . 1 9 42. 4 5 43.17 43.33 43.60 43.93 43.96 43.91 43.30 43.20 43.26 42.81 42.5 0 43.08 42 . 0 3 41. 7 5 41 . 7 1 42.08 41.80 41.73 41. 6 7 41 . 3 9 41 . 3 5 41.72 41.44 41.37 41.36 41. 0 3 40 . 9 9 41.08 41.01 42.61 42.38 42.00 42.83 43.03 42 . 4 8 42.31 42.14 42.96 42.97 42.72 42.67 43.0 3 42.7 8 42 . 6 8 43.56 43.6 1 43.31 43.25 43.3 6 43 . 2 7 44.12 43.87 43.82 44.84 44.5 9 44 . 4 9 45.2 2 44.97 44.92 45.29 45.0 4 44. 9 4 45.67 45.42 45.44 45.8 6 45.6 0 45 . 5 0 46.25 45. 4 4 44.69 44.61 44.52 44.44 44.21 44.13 44.05 43.97 43.84 43 . 7 2 43.64 43 . 5 6 43.47 43.39 43.31 42.56 42.50 41.89 41.80 42.5 0 42.40 41.7 4 41 . 7 9 41.88 41.83 46.21 46 . 1 3 46. 0 3 45. 9 3 45.83 45.67 45.51 45.41 45. 0 1 45.71 45.90 45.82 45.40 44.43 44.72 45.00 44.04 44.23 44.65 44.74 44.52 44.82 44.87 44.76 44.02 43.96 44.29 44.32 44.24 43.99 43.41 44.72 45.4 1 44.98 44.43 44.47 44.08 43.96 44.03 43.31 45.16 45.05 44.41 44.35 45.28 45.28 45.15 44.91 44.72 44 . 4 5 44.87 45.1 2 44.79 44.68 44.08 44.03 44.80 44.75 44.15 44.04 43.84 43.61 44.22 2' PAN 46.45 2' SIDEWALK CHASE 2' SIDEWALK CHASE 42.38 2' SIDEWALK CHASE 2' SIDEWALK CHASE 4:1 42.50 43 . 3 7 46.10 44.08 45. 7 6 45.02 43 . 1 2 6' SI D E W A L K 44 . 5 5 44.9 1 45.61 46.0 9 46.7 1 43.57 43.19 42.81 INFLOW CURB (TYP.) INFLOW CURB (TYP.) PL U M W O O D L A N E (P R I V A T E D R I V E ) CLOV E R D A L E D R I V E (PRI V A T E D R I V E ) 6.0 % 2.0 % 0.6 % 1.6% 0.1% 44.75 43 . 3 9 44.10 43.64 43.71 45.00 43.99 44.34 43.40 44.02 0.6% 0.6% 2' PAN 2' PAN 2' PAN 44.73 45.23 44.62 2.6% 2. 4 % 0. 0 % 7.3% 2. 4 % 0.5 % 0. 5 % 11 . 0 % 8.6 % 0.0% 8.9 % INFLOW CURB (TYP.) INFLOW CURB (TYP.) 45. 6 1 45.31 45 . 3 1 44.14 44 . 1 4 44.14 44. 1 4 43.42 43 . 4 2 43.65 43 . 6 5 43.65 43. 6 5 42.94 42 . 9 4 43.27 45.13 45 . 1 3 45.74 45.74 45.13 45 . 1 3 44.85 44.66 44.28 44.58 43.31 44.75 44.75 44.26 44 . 1 4 44.14 44 . 1 4 44.77 44.40 44.98 44.40 44. 5 7 44.39 44.9 1 44.87 44.4 0 44.9544.23 44.84 44.1 7 45.07 45.07 44.40 44.4 0 44.69 44.48 45.01 45.15 44.98 44.98 44.42 45.0745.04 44. 3 9 44.4 1 2' SIDEWALK CHASAE 2' SIDEWALK CHASE 2' PAN 2' PAN 45.63 45. 2 7 45.27 45.63 46 . 5 7 46.57 44.41 47 . 9 3 47.93 47.39 45.48 46 . 8 2 46.80 47.2 0 47.2 0 46.7 9 46.79 46.55 46 . 5 5 46.55 46 . 5 5 46 . 1 5 46.15 47.2 0 47.20 46.17 45.50 45.50 46. 0 4 44. 2 6 45.47 45.49 44 . 9 9 44.99 45. 4 9 45 . 4 8 45.01 44 . 5 1 44.51 45. 0 1 45.49 45.01 44.84 45.4 9 46 . 1 7 45.01 45.3 7 45.39 44.47 44.11 44.47 46.0 8 44.30 44.63 44 . 1 8 5.7 % 2.6 % 2.8 % FFE=45.79 LOT 39 (ADA) FFE=44.80 LOT 40 (ADA) CLUBHOUSE ORIGINALLY DESIGNED FFE=45.28 CONSTRUCTED FFE=45.07 43.98 42.94 45.04 43.84 45.06 45.06 45.58 45.58 5' S I D E W A L K 44.66 2' PAN 45.04 POOL DECK OUTFALL DRAIN (SEE SHEET C301) REFER TO POOL DESIGN DRAWINGS BY OTHERS FOR DETAILED POOL DECK GRADING. 43.54 43.48 43.16 42.78 42. 1 2 TF=46.71 LOT 114TF=46.71 LOT 113 TF=46.71 LOT 115 43.15 43.85 45.15 44.52 45.07 45.07 44.87 44.86 44.97 44. 6 9 44.7 3 44.93 44.76 44.82 45.07 2. 0 % 5. 7 % 44.98 45.07 45. 0 7 45.0 7 45.07 44.57 44 . 5 7 45.07 45.0 7 45.0 3 44.44 6" STEP 43.8 1 43 . 7 9 43.58 43.5 4 44.57 44.19 0.8% 0.8% 43.44 AREA INLET 43.05 43. 1 1 43.35 45.15 44.9 8 44.5 3 44.98 46.2 9 46.0 2 46 . 1 0 46.1045.35 45.10 45.8 2 44.93 0.5% 44.72 43.6 8 45.73 45.98 45.20 44.63 44.57 44.00 43.49 0.6% 0.6 % 0.6% 0.9% 1.0% 1.0% 1.0% 0.5% 0.5% 0.8% 0.5% 43 . 4 8 0.5% 43.72 44.15 44.11 44.13 43.69 43.7 5 43.99 44.36 43.72 43.08 0.6% 0.6% 42.7 5 42.62 43.39 43.250.6% 0.5 % 0. 5 % 0. 5 % 0. 5 % 0. 5 % 0. 5 % 0. 5 % 2' SIDEWALK CHASE 2' SIDEWALK CHASE FILING 2 FILING 2 FILING 2 43.35 42.75 42.93 42.36 42.55 VOLLEYBALL COURT FG=46.10 2' SIDEWALK CHASE 45.68 44.9 8 45.06 6" STEP 44.98 43.8 7 2.5 % 1. 1 % 2.0 % 45.1 0 46.02 46 . 1 0 46 . 1 0 1.0 % 1.0% 2.4% 45.6 8 45.5 4 Of 142 Sheets No . Re v i s i o n s : By : Da t e : RE V I E W E D B Y : N. H a w s DE S I G N E D B Y : DR A W N B Y : SC A L E : PR O J E C T : 93 9 - 0 0 1 Sheet CA P S T O N E C O T T A G E S E N G I N E E R N G I E H T R O N R N 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 ww w . n o r t h e r n e n g i n e e r i n g . c o m Ph o n e : 9 7 0 . 2 2 1 . 4 1 5 8 DA T E : Ju n e 2 3 , 2 0 1 6 06.23.16 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R NORTH KEYMAP WEBST E R A V E N U E LINCO L N A V E N U E CLUB HOUSE GOLD D R I V E(PRIVATE D R I V E ) COTTAGE DRIVE(PRIVATE DRIVE) DUFF D R I V E IN T E R N A T I O N A L B O U L E V A R D -NA M E T O B E D E T E R M I N E D B Y C I T Y C O U N C I L R E S O L U T I O N LEM A Y A V E N U E SO U T H C L U B H O U S E D R I V E (P R I V A T E D R I V E ) NEEDS A N A M E D R I V E (PRIVA T E D R I V E ) MATCHLINE-SEE SHEET C402 MA T C H L I N E - S E E S H E E T C4 0 3 LEGEND: 5013 PROPOSED CONTOUR 93 EXISTING CONTOUR PROJECT BOUNDARY PROPOSED SPOT ELEVATION 33.43 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 OLD CITY OF FORT COLLINS VERTICAL DATUM; NGVD 29 (UNADJUSTED). SEE COVER SHEET FOR BENCHMARK REFERENCES. 4.ALL CURB SPOTS ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE FINISHED GRADE ELEVATIONS. 5.CROSSPANS ALONG PUBLIC STREETS AT THE INTERSECTION OF PRIVATE DRIVES SHALL HAVE CONCRETE EXTENDED TO THE RIGHT-OF-WAY LINE. 6.TRACT E IS A NATURAL HABITATS BUFFER ZONE. SEE SECTION 3.4.1 OF THE LAND USE CODE FOR ALLOWABLE USES WITHIN THE BUFFER ZONE. REFER TO PLANNING DOCUMENTS BY RIPLEY DESIGN, INC. FOR ADDITIONAL INFORMATION. 7.THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS REQUIRED FOR PROTECTION FROM THE 100-YEAR STORM. 8.REFER TO THE SUBGRADE PLAN (SHEETS C411-C412) FOR ADDITIONAL INFORMATION. NOTES: 2.0% PEDESTRIAN ACCESS RAMPS (47.4 5 ) EXISTING SPOT ELEVATION PROPOSED CURB & GUTTER PROPOSED STORM DRAIN EXISTING STORM DRAIN PROPOSED UNDERDRAIN UD INFLOW CURB C404 GR A D I N G P L A N A. R e e s e A. B o e s e 1" = 2 0 ' ( IN FEET ) 0 1 INCH = 20 FEET 20 20 40 60 C401 C402 C403 C404 C405 C406 C407 C408 C409 C410 MATCHLINE-SEE SHEET C407 MA T C H L I N E - S E E S H E E T C 4 0 5 1 REC O R D D R A W I N G 493 5 493 6 4937 4938 / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / T T S T CABLE 40 36 37 38 39 41 37 38 39 40 39 41 42 41 41 42 40 41 42 40 3839 4142 43 44 42 42 UD UD UD UD UD UD UD UD FORT COLLINS BUSINESS CENTER 3RD FORT COLLINS BUSINESS CENTER ANNEXATION IN T E R N A T I O N A L B O U L E V A R D (F I N A L N A M E T O B E D E T E R M I N E D B Y C I T Y C O U N C I L B Y R E S O L U T I O N ) DUFF D R I V E DUFF D R I V E 4:1 2.0% 1.7% 2.0 % PORTION OF EXISTING DUFF DRIVE TO BE REMOVED AND RECONSTRUCTED MATCH EXISTING DUFF DRIVE PROPOSED CURB INLET TYPE III BARRICADE 9' UT I L I T Y E A S E M E N T 15 ' U T I L I T Y E A S E M E N T 6' S I D E W A L K 5' SID E W A L K 6' S I D E W A L K 6' SI D E W A L K 6' S I D E W A L K TF=43.93 LOT 47 TF=43.70 LOT 50 TF=43.47 LOT 53 TF=43.47 LOT 55 TF=43.31 LOT 58 TF=43.63 LOT 61 TF = 4 5 . 6 7 LO T 6 6 TF=43.93 LOT 48 TF=43.93 LOT 49 TF=43.70 LOT 52 TF=43.70 LOT 51 TF=43.47 LOT 54 TF=43.47 LOT 56 TF=43.31 LOT 57 TF=43.31 LOT 59 TF=43.63 LOT 60 TF=43.63 LOT 62 TRACT B A,D&UE 2.0% CLOV E R D A L E D R I V E (PRI V A T E D R I V E ) 41 . 3 1 41.36 41. 0 3 40 . 9 9 41.08 41.01 40. 9 5 41.00 40. 6 7 40 . 6 3 40.72 40.65 40.78 40.44 40.50 40.57 40.64 40.86 41.45 41.40 41.62 41.23 40.85 40.41 39.80 39.42 41.7 9 41.62 41.37 40.75 39.84 40.2641.13 41.07 41.05 41.0 9 41.3 1 41.36 41.94 42.14 42.96 42.0 9 41.8 3 41.73 41.65 41.90 42.62 42.37 42.1 9 43.39 43.31 43.07 41.12 41.22 41.88 41.83 41.7 4 41.00 41.05 41.6 2 41.82 41.35 41.56 41.75 38.14 38.12 38.12 38.46 38 . 9 1 38.5 2 38 . 5 9 38.68 39.02 39.3 0 39.80 39.0 2 38.68 38.68 39.0239. 8 0 39.1 1 39.0 2 38.68 37.58 39 . 0 6 39 . 3 8 40.63 STORM DRAIN LINE 1-7 SEE SHEET C313 STORM DRAIN LINE 1 SEE SHEET C312 42.38 PROPOSED UNDERDRAIN EXISTING ACCESS TO BE RECONSTRUCTED EXISTING ACCESS TO BE RECONSTRUCTED EXISTING ACCESS TO BE RECONSTRUCTED 4:1 493 7 49 3 8 49 3 8 49 3 8 4938 4938 49 3 7 2' CONCRETE SIDEWALK CULVERT (SEE DETAIL 312/C708) 37.74 37.25 36.79 37.49 38.82 37.2 1 38 . 6 1 39.06 2' CONCRETE SIDEWALK CULVERT (SEE DETAIL 312/C708) 39.18 8' U T I L I T Y & AC C E S S E A S E M E N T 36 . 0 2 1. 5 % 1.5 % 1.3 % (36 . 2 7 ) 6:1 42.81 42.42 42.20 ADJUST MANHOLE RIM TO FINISHED GRADE 18" PRIVATE RIBBON CURB 4:1 PROPOSED UNDERDRAIN TR A S H 8.8 % 9.4 % 5.1 % 3.7% 6.7 % 43.65 43.27 43 . 2 7 43.27 43 . 2 7 42.55 42 . 5 5 43.03 43 . 0 3 43.03 43 . 0 3 42.32 42 . 3 2 42.81 42 . 8 1 40.64 40. 1 1 39 . 0 1 41.33 40.47 41.93 41 . 4 2 41.18 39. 9 8 42. 6 4 42.64 42. 6 4 42.64 42 . 9 7 42.97 42.97 42.40 42.4 0 42 . 2 8 42.28 40.19 41. 4 5 42.23 41.67 40.41 41.02 7.0% 11 . 8 % 7.1% 14 . 2 % 44.51 44.84 6' SID E W A L K 6' S I D E W A L K 41.41 41.57 41.11 37. 6 9 37.76 38.2 2 1.5 % 39.63 39.54 39.00 39.5 3 38.93 38.08 38.68 38.76 2.0% 6.6 % 42.36 41.98 42.16 41.44 41.53 41 . 7 3 41 . 8 8 2' CURB CUT 38.63 2.0% 1.5 % 39.80 39.73 39.4 6 39 . 3 7 MAINT. BLDG FFE=39.80 (ADA) 2.0 % 3.4 % 3.2 % 1.8% 3.5% 39.80 39 . 8 0 8.5% 8.5% 2.0% 2.0% 38.16 34.98 4:1 4:1 38.95 38 . 4 1 3. 9 % 38 . 7 1 38.3 1 5' CURB TRANS. Of 142 Sheets No . Re v i s i o n s : By : Da t e : RE V I E W E D B Y : N. H a w s DE S I G N E D B Y : DR A W N B Y : SC A L E : PR O J E C T : 93 9 - 0 0 1 Sheet CA P S T O N E C O T T A G E S E N G I N E E R N G I E H T R O N R N 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 ww w . n o r t h e r n e n g i n e e r i n g . c o m Ph o n e : 9 7 0 . 2 2 1 . 4 1 5 8 DA T E : Ju n e 2 3 , 2 0 1 6 06.23.16 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R NORTH KEYMAP WEBST E R A V E N U E LINCO L N A V E N U E CLUB HOUSE GOLD D R I V E(PRIVATE D R I V E ) COTTAGE DRIVE(PRIVATE DRIVE) DUFF D R I V E IN T E R N A T I O N A L B O U L E V A R D -NA M E T O B E D E T E R M I N E D B Y C I T Y C O U N C I L R E S O L U T I O N LEM A Y A V E N U E SO U T H C L U B H O U S E D R I V E (P R I V A T E D R I V E ) NEEDS A N A M E D R I V E (PRIVA T E D R I V E ) MA T C H L I N E - S E E S H E E T C4 0 4 LEGEND: 5013 PROPOSED CONTOUR 93 EXISTING CONTOUR PROJECT BOUNDARY PROPOSED SPOT ELEVATION 33.43 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 OLD CITY OF FORT COLLINS VERTICAL DATUM; NGVD 29 (UNADJUSTED). SEE COVER SHEET FOR BENCHMARK REFERENCES. 4.ALL CURB SPOTS ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE FINISHED GRADE ELEVATIONS. 5.CROSSPANS ALONG PUBLIC STREETS AT THE INTERSECTION OF PRIVATE DRIVES SHALL HAVE CONCRETE EXTENDED TO THE RIGHT-OF-WAY LINE. 6.TRACT E IS A NATURAL HABITATS BUFFER ZONE. SEE SECTION 3.4.1 OF THE LAND USE CODE FOR ALLOWABLE USES WITHIN THE BUFFER ZONE. REFER TO PLANNING DOCUMENTS BY RIPLEY DESIGN, INC. FOR ADDITIONAL INFORMATION. 7.THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS REQUIRED FOR PROTECTION FROM THE 100-YEAR STORM. 8.REFER TO THE SUBGRADE PLAN (SHEETS C411-C412) FOR ADDITIONAL INFORMATION. NOTES: 2.0% PEDESTRIAN ACCESS RAMPS (47.4 5 ) EXISTING SPOT ELEVATION PROPOSED CURB & GUTTER PROPOSED STORM DRAIN EXISTING STORM DRAIN PROPOSED UNDERDRAIN UD INFLOW CURB C405 GR A D I N G P L A N A. R e e s e A. B o e s e 1" = 2 0 ' ( IN FEET ) 0 1 INCH = 20 FEET 20 20 40 60 C401 C402 C403 C404 C405 C406 C407 C408 C409 C410 MATCHLINE-SEE SHEET C408 1 3 REC O R D D R A W I N G 49 3 6 493 7 493 8 49 4 0 49 3 6 49 3 7 49 3 7 49 3 7 49 3 8 49 3 9 4935 4937 4938 4940 49 4 0 4937 4937 4938 4938 4939 4939 4941 HB 12 " W 12 " W 12 " W 12 " W 12 " W 12 " W 12 " W 12 " W 12 " W 12 " W 12" W / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / 24 " W 24 " W 24 " W 24 " W 24 " W 24 " W 24 " W 24 " W 24 " W 24 " W 24 " W 24 " W 24 " W 24 " W 24 " W 24 " W 24 " W 24 " W 24 " W / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / TELE TELE S / / / / / / / / / / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / / T C.O. 40 41 40 41 42 43 41 42 4343 40 41 39 39 41 42 43 42 43 42 43 44 40 39 40 41 42 40 38 39 42 43 44 43 40 41 42 42 43 BANK OF COLORADO TRASH 3.6 % 2.1 % 1.1% 2.0% 1.9% 2.1% 6. 9 % 9: 1 2.1 % 11.6% EXISTING 36" RCP STORM DRAIN EXISTING 42" RCP STORM DRAIN PROPOSED UNDERDRAIN 15 ' U T I L I T Y E A S E M E N T 6' S I D E W A L K 6' SIDEWALK 4.5' SIDEWALK 4.5' SIDEWALK 6' SIDEWALK 5' SIDEWALK 6' SIDEWALK 5' SIDEWALK 6' S I D E W A L K 6' SIDEWALK 5' SIDEWALK 5' S I D E W A L K TF = 4 4 . 5 6 LO T 1 5 9 TF = 4 4 . 5 6 LO T 1 6 0 TF = 4 4 . 5 6 LO T 1 6 1 TF = 4 5 . 8 3 LO T 1 6 2 TF = 4 5 . 8 3 LO T 1 6 3 TF = 4 5 . 8 3 LO T 1 6 4 TF = 4 5 . 8 3 LO T 1 6 5 TF = 4 5 . 8 3 LO T 1 6 6 TF = 4 5 . 8 3 LO T 1 6 7 9' UTILITY EASE M E N T TF=44.24 LOT 3 TF=44.24 LOT 2 TF=44.24 LOT 1 TF=44.24 LOT 4 TF = 4 4 . 5 0 LO T 1 5 8 TF = 4 4 . 5 0 LO T 1 5 7 TF = 4 4 . 5 0 LO T 1 5 6 TF = 4 4 . 5 0 LO T 1 5 5 TF = 4 4 . 5 0 LO T 1 5 4 TF = 4 4 . 5 0 LO T 1 5 3 TF = 4 4 . 5 0 LO T 1 5 2 TRACT B A,D&UE 1.9% 1.9% 4.0 % TRACT B A,D&UE 42. 3 8 42.4 5 42.5 6 42.61 41.9641.90 41.79 41.7 6 41. 4 0 40.9 1 40.77 40.7 4 40 . 8 4 42.23 41.88 40 . 9 6 41. 1 2 42 . 3 3 42 . 2 7 42 . 0 7 41. 7 6 41.7 9 42. 1 9 42. 4 7 42.53 42. 1 7 42.0 1 42. 0 3 43.5 2 43.3 6 43 . 3 6 41.28 41.3 9 41.5 2 42.48 42.37 41.8 0 40.88 40.8 7 41.01 40.83 40.6 2 40. 5 1 40 . 4 5 40.36 40.44 40. 1 9 39.9 9 39 . 7 6 39.50 39.28 39.2 5 40 . 2 5 40.21 40.39 39.31 41.23 41.32 40.95 40.4 040 . 3 6 41.0 8 40.47 41.16 41.29 41.50 41.30 41.6 2 41.6 8 41.75 41.83 41.07 41.01 40.94 40.8 6 41.7 8 41.6741.6 5 42.39 39.9 6 40.0 3 40.4 5 41.7 5 41.4 5 41.1 9 40.9 5 40.94 40.1 7 39.79 39.8 039.9 3 39.9 6 39.97 39 . 8 2 40.02 40.34 40.80 40.56 40.54 40.5 8 40.71 40.95 41.7 5 41.55 41.54 41 . 4 5 44.16 43.58 40.9 0 41 . 0 1 41 . 9 0 42.1041.84 42. 4 0 42. 5 8 42.70 42. 9 0 43 . 0 7 43. 3 2 43. 2 0 43. 4 4 43.56 43. 6 9 41. 8 5 42. 0 9 42 . 4 9 42.83 43. 0 7 43. 3 1 43. 5 5 43.7 9 44.0 3 40.93 41.1 0 41.31 41 . 5 3 41.74 41.96 42.17 40.9 0 40.9 9 41.1 0 41.2 1 41.3 6 41.4 7 41.6 0 41.7 8 41.60 STORM DRAIN LINE 7 SEE SHEET C316 39.1 0 PROPOSED INLET 4: 1 PROPOSED STORMTECH VAULTS 41.3 3 41.4 6 41.03 40.8 0 40.3 7 40.83 40.9 9 41.0 4 41.3 041.30 41.35 41.36 40.9 8 6' CROSSPAN 2.4% (39 . 8 6 ) 43.2 7 41.7 3 40.5 7 12.5 LF 12" HDPE @ 1.00% 38.5 1 41.24 39.2 5 38.03 42.78 INFLOW CURB (TYP.) ADJUST MANHOLE RIM TO FINISHED GRADE 41.2 9 ADJUST MANHOLE RIM TO FINISHED GRADE ADJUST MANHOLE RIM TO FINISHED GRADE ROTATE COVER AWAY FROM CURB AS NEEDED GOLD DRIVE (PRIVATE DRIV E ) LE M A Y A V E N U E 2.5% 1. 5 % 1.5 % 1.5 % 38.63 38.82 41.6 0 42.75 40 . 7 7 43.27 43 . 5 7 43.5 7 42.26 43.5 7 40.6 2 43.2 2 41.1 4 41.3 0 41.1 2 41.9 5 42.58 42.8 9 40.31 43.57 44. 2 3 44.23 43 . 4 0 42.7 2 42 . 5 9 42 . 4 742.3 8 42.2 942.19 42.0 9 42.5 1 43.8 3 43.8 3 43.83 43.83 43.83 43.8 3 40.9 0 41.43 41.6 3 43.63 45. 1 6 45 . 1 6 43.4 8 43.89 43.2 5 43.2 7 42.70 43 . 8 9 43.4 8 42. 6 1 43 . 8 3 PROPOSED INLETS (SEE SUBGRADE PLAN SHEET C412) 39.2 3 40.31 40.5 8 40.9 44' PAN 4' PAN 39.9 9 40.12 39.73 39.21 39.4 6 39.3 3 39.8 0 39.77 6' PAN 1.7% 2. 0 % 2.2 % 2.4 % 2.2 % 39.21 2.4 % 2.3 % 40.92 40.68 39.79 39.54 41.27 40.82 41.75 42.15 42.6 4 42.94 FFE=43.62 LOT 5 (ADA) 42.73 43.74 0.5% 0. 5 % 1. 8 % 2.1% 1.5% 42.99 3.0% 5.0 % Of 142 Sheets No . Re v i s i o n s : By : Da t e : RE V I E W E D B Y : N. H a w s DE S I G N E D B Y : DR A W N B Y : SC A L E : PR O J E C T : 93 9 - 0 0 1 Sheet CA P S T O N E C O T T A G E S E N G I N E E R N G I E H T R O N R N 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 ww w . n o r t h e r n e n g i n e e r i n g . c o m Ph o n e : 9 7 0 . 2 2 1 . 4 1 5 8 DA T E : Ju n e 2 3 , 2 0 1 6 06.23.16 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R NORTH KEYMAP WEBST E R A V E N U E LINCO L N A V E N U E CLUB HOUSE GOLD D R I V E(PRIVATE D R I V E ) COTTAGE DRIVE(PRIVATE DRIVE) DUFF D R I V E IN T E R N A T I O N A L B O U L E V A R D -NA M E T O B E D E T E R M I N E D B Y C I T Y C O U N C I L R E S O L U T I O N LEM A Y A V E N U E SO U T H C L U B H O U S E D R I V E (P R I V A T E D R I V E ) NEEDS A N A M E D R I V E (PRIVA T E D R I V E ) LEGEND: 5013 PROPOSED CONTOUR 93 EXISTING CONTOUR PROJECT BOUNDARY PROPOSED SPOT ELEVATION 33.43 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 OLD CITY OF FORT COLLINS VERTICAL DATUM; NGVD 29 (UNADJUSTED). SEE COVER SHEET FOR BENCHMARK REFERENCES. 4.ALL CURB SPOTS ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE FINISHED GRADE ELEVATIONS. 5.CROSSPANS ALONG PUBLIC STREETS AT THE INTERSECTION OF PRIVATE DRIVES SHALL HAVE CONCRETE EXTENDED TO THE RIGHT-OF-WAY LINE. 6.TRACT E IS A NATURAL HABITATS BUFFER ZONE. SEE SECTION 3.4.1 OF THE LAND USE CODE FOR ALLOWABLE USES WITHIN THE BUFFER ZONE. REFER TO PLANNING DOCUMENTS BY RIPLEY DESIGN, INC. FOR ADDITIONAL INFORMATION. 7.THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS REQUIRED FOR PROTECTION FROM THE 100-YEAR STORM. 8.REFER TO THE SUBGRADE PLAN (SHEETS C411-C412) FOR ADDITIONAL INFORMATION. NOTES: 2.0% PEDESTRIAN ACCESS RAMPS (47.4 5 ) EXISTING SPOT ELEVATION PROPOSED CURB & GUTTER PROPOSED STORM DRAIN EXISTING STORM DRAIN PROPOSED UNDERDRAIN UD INFLOW CURB C406 GR A D I N G P L A N A. R e e s e A. B o e s e 1" = 2 0 ' ( IN FEET ) 0 1 INCH = 20 FEET 20 20 40 60 C401 C402 C403 C404 C405 C406 C407 C408 C409 C410 MATCHLINE-SEE SHEET C403 MA T C H L I N E - S E E S H E E T C4 0 7 1 3 3 REC O R D D R A W I N G 49 3 5 49 3 6 41 42 43 43 44 40 39 41 41 42 40 40 41 4141 41 41 42 42 42 40 41 42 43 44 42 43 41 42 43 43 44 44 42 43 42 43 45 44 43 45 43 44 42 43 43 44 UD UD UD UD UD UD UD UD UD UD 1.6 % 2.4 % 1.9% 1.9% 1.6% 1. 9 % 1. 8 % 1.2 % 1.0 % 1.6% 2.1 % 2.1 % 2.2% 2.2% 2.1% 5. 2 % 2. 0 % CO L L E G I A T E W A Y (P R I V A T E D R I V E ) PROPOSED UNDERDRAIN 4. 5 ' S I D E W A L K 5' SIDEWALK 5' SIDEWALK 6' SIDEWALK 6' S I D E W A L K 5' SI D E W A L K TRASH 6' SIDEWALK 6' S I D E W A L K 4.5' SIDEWALK 4. 5 ' S I D E W A L K 4. 5 ' S I D E W A L K 5' SIDEWALK 4. 5 ' S I D E W A L K 5' SIDEWALK 6' S I D E W A L K 5' S I D E W A L K 4.5' SIDEWALK 4.5' SIDEW A L K TF=46.74 LOT 19 TF=46.74 LOT 21 TF=46.74 LOT 22 TF = 4 5 . 8 3 LO T 1 6 7 TF = 4 5 . 8 3 LO T 1 6 8 TF=45.95 LOT 169 TF=45.95 LOT 170 TF=45.95 LOT 171 TF=45.95 LOT 172 TF=45.95 LOT 173 TF=45.17 LOT 174 TF=45.17 LOT 175 TF=45.17 LOT 176 TF=45.17 LOT 177 TF=45.17 LOT 178 TF=44.41 LOT 179 TF=44.41 LOT 180 TF=44.41 LOT 181 TF=44.41 LOT 182 TF=44.41 LOT 183 TF=45.17 LOT 184 TF=45.17 LOT 185 TF=45.17 LOT 186 TF=45.17 LOT 187 TF=45.17 LOT 188 TF = 4 5 . 0 0 LO T 1 8 9 TF = 4 5 . 0 0 LO T 1 9 0 TF = 4 5 . 0 0 LO T 1 9 1 TF = 4 5 . 0 0 LO T 1 9 2 TF = 4 5 . 0 0 LO T 1 9 3 TF = 4 5 . 0 0 LO T 1 9 4 TF = 4 5 . 0 0 LO T 1 9 5 TF = 4 4 . 2 8 LO T 1 9 6 TF = 4 4 . 2 8 LO T 1 9 7 TF = 4 4 . 2 8 LO T 1 9 8 TF = 4 4 . 2 8 LO T 1 9 9 TF = 4 4 . 2 8 LO T 2 0 0 TF = 4 2 . 2 9 LO T 1 4 5 TF = 4 2 . 2 9 LO T 1 4 4 TF = 4 2 . 2 9 LO T 1 4 3 TF = 4 2 . 2 9 LO T 1 4 2 TF = 4 2 . 2 9 LO T 1 4 1 TF = 4 2 . 1 2 LO T 1 4 0 TF = 4 2 . 1 2 LO T 1 3 9 TF = 4 2 . 1 2 LO T 1 3 8 TF = 4 2 . 1 2 LO T 1 3 7 TF = 4 2 . 1 2 LO T 1 3 6 TF = 4 2 . 1 2 LO T 1 3 5 TF = 4 2 . 1 2 LO T 1 3 4 TF=41 . 5 0 LOT 13 3 TF=41 . 5 0 LOT 13 2 TF=41 . 5 0 LOT 13 1 TF=42 . 4 2 LOT 13 0 TF=42 . 4 2 LOT 12 9 TF=42 . 4 2 LOT 12 8 TF=42 . 4 2 LOT 12 7 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 9' UTILITY EASE M E N T 9' UTILITY EASE M E N T 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 1. 9 % 2.5 % 1. 8 % TRACT B A,D&UE 40.1 1 40.0 3 39.9 7 41.39 41.63 41 . 5 0 41.80 41.96 42.22 42.96 42 . 3 1 42.28 43.09 40.9 1 40.59 40.67 40 . 6 6 40 . 6 9 40.7 2 40.8 240.87 40.67 41.20 42.32 42 . 3 0 42.25 42.3 4 42.4 0 42.2 5 42.1 9 42.25 42. 3 2 42.6 1 41. 5 1 41.5 6 41.6 6 41.70 41.9 5 42. 9 5 42.9 6 43.0 2 43.03 43. 7 2 43.7 8 43.8 9 43.93 42.93 42.9 7 43 . 0 5 43.0 8 43.1943.24 42.9 4 42.9 9 43. 0 0 42.95 43.5 2 43.3 6 43 . 3 6 43.4 9 41.3 9 41.5 2 41.0 8 41.56 41.39 41 . 4 6 42.24 41.4 9 40.6 6 40.4 5 40. 5 6 40.04 40.28 40.08 39.74 39.54 39.5 0 40.25 40.9 0 40.81 42.0 0 41.91 41.34 41.5 5 41.45 40.17 39.81 39.98 41.67 41.61 40.90 40.8 7 41.65 41.81 40.2 0 41.29 40.88 40.84 39.61 39.41 39.43 39. 8 7 39.74 39.8 2 39.61 39.5 4 40.21 40.51 40.76 40.92 40.84 41.31 41.61 41.85 42.01 40.85 40.95 41.52 41.56 40.42 40.46 40. 0 6 40.17 39.45 39.53 40.00 40.0 0 39.8 4 39.60 39.69 40.90 41.01 41.06 39.21 38.9 5 39.1 6 40.78 40.55 40.4 1 40 . 1 8 40.05 40.10 40.16 40.29 42.41 42.18 42.0 6 42.0 4 42.09 42.3 2 42.88 42.65 42.60 42.6 7 40.48 40.63 40.65 40.7540.81 39.6 8 39.4 7 39.41 39.3 7 39.40 39.61 40.6 5 44.72 43.47 43.13 42.95 42.75 42.5 9 43.56 43. 6 9 43.9 1 43.81 43.7 6 44 . 6 3 44.70 44. 4 7 44 . 1 3 43. 7 1 43.29 43 . 0 0 42. 7 0 42. 4 1 41.80 43 . 5 2 43. 4 2 43 . 3 1 43 . 2 0 43 . 0 4 42 . 8 9 42. 7 8 42 . 6 8 42.57 42.30 43.7 9 44.0 3 42.4 2 41.60 42.03 41.22 40.94 40.68 40.7 8 40.70 40.61 40.53 40.42 40.28 40.20 40.12 40.04 39.96 40.0 0 39.8 6 39.99 40.07 40.15 40.2 3 40.31 40.40 40.5 0 40 . 6 3 42. 8 1 42. 6 7 42. 5 8 42. 4 9 42 . 4 1 42. 3 2 42. 2 3 42.0 8 41.96 41.87 41 . 7 8 41 . 6 9 41.56 41.5 5 41.05 41.6241.8942.1742.45 42.84 43.0443.13 43.21 43.30 43.38 43.47 43 . 6 1 43 . 5 3 43.8 5 43.31 42.9 2 42. 5 2 42.2 4 41.9 7 41.69 41. 1 3 41.45 41.82 41.93 42.04 42.15 42.30 42.45 42.56 42.67 42.78 42.9 8 42.91 39.41 39.63 39.63 39.88 STORM DRAIN LINE 1-2 SEE SHEET C313 2' SIDEWALK CHASE 42.38 2' SIDEWALK CHASE 44.07 42.5044.08 40.42 40.47 39.87 39.78 39.7 7 39.81 40.45 40.36 40.2 4 40.3 8 40.34 43.2 7 40.9 7 41.1 2 43.99 43. 1 1 43.3 6 INFLOW CURB (TYP.) INFLOW CURB (TYP.) INFLOW CURB (TYP.) 40.2840.56 40.80 40.99 GOLD DRIVE (PRIVATE DRIV E ) CO L L E G I A T E W A Y (P R I V A T E D R I V E ) 5. 2 % 5. 9 % 7. 3 % 13 . 5 % 4.3 % 6.0 % 45.00 0.6%44.73 41 . 1 9 41.19 39.6 0 39.2 0 40.13 40 . 8 3 40.1 3 39.9 7 40.0 0 40.1 3 40.83 38.65 38.66 36.6 0 37.61 40.50 41.45 41.4 5 39.8 5 40 . 2 5 38.6 5 39.6 5 39.8 339.9440.02 40.11 40.1 940.28 41. 2 3 41.42 39.76 41.45 41 . 4 5 41.6 2 41.6 2 41.6 2 41.6 2 41.62 41.62 41.45 41.45 41.5 6 41 . 5 6 41. 5 6 41.56 41.56 41.56 40.95 41.1 9 41. 7 0 1. 9 % 16 4 . 2 % 18.7% 5.6% 5.9% 6.1% 4.5% 43.57 43.57 44. 2 3 44.23 44.23 44.23 43.42 42.52 8.6% 44.50 43.9 4 43.89 43.9 4 44.5 0 44 . 5 0 45.28 44.8 7 45. 2 8 44.87 45.1 6 45.1 6 45.1 6 44.79 44.05 43.23 43.87 44.09 43.60 43.17 43.35 45.28 45.2 8 43.74 43.2 543.15 43.1 5 43. 2 7 43.7 4 44.51 43.81 43.83 43 . 8 3 44.5 1 44.51 44 . 3 4 44.34 43.93 43.93 44.34 44.34 43.61 43.6 1 43.61 42.08 43.29 43.6 1 44.40 44.98 44.40 43.82 44.1 7 44.41 44.51 43.26 42.80 42.45 44.47 44.11 44.11 44.47 44.30 44. 3 0 44.18 44 . 3 1 44.18 44 . 1 8 44.75 44.7 5 42. 5 0 42.07 40.5 8 40.9 0 41. 4 4 41.71 FFE=44.85 LOT 23 (ADA) FFE=42.22 LOT 147 (ADA)FFE=42.22 LOT 148 (ADA) FFE=42.22 LOT 146 4.5' SIDEWALK 6' S I D E W A L K 6' S I D E W A L K 44.66 43.4 5 42.4 2 42.4 7 43.05 42 . 2 8 FLUSH CURB w/ WHEEL STOP 38. 9 0 40.33 40.22 39.41 39.6939.74 40.12 39.52 39.66 39.85 39.95 41.77 42.21 41 . 8 1 2.0% 38.8 8 TF=46.71 LOT 115 FFE=44.23 LOT 26 (ADA) FFE=44.23 LOT 25 (ADA) FFE=44.23 LOT 24 42.38 42.69 42.57 42.19 44.09 42.73 43.74 39.8 4 39.5 0 44 . 6 9 44.7 3 44.93 2. 0 % 5. 7 % 44.98 45.07 45.07 44.72 43.6 8 42.7 5 42.62 43.250.6% 0. 5 % 42.78 42.05 FILING 2 FILING 2 FILING 2 0.7% 1.5% 0. 6 % 2. 0 % 42.99 43.32 42.57 10 . 4 % 40.20 0.5% 39.76 40.68 40 . 7 7 40.6 7 39.8 2 40.13 4. 1 % 42 . 9 8 42. 8 9 43.0 9 43. 1 7 44.04 44.04 43 . 1 543.2 3 12" RETAINING WALL (RE: LANDSCAPE) 2.1 % 12" RETAINING WALL (RE: LANDSCAPE) 44.01 43.97 44.21 44.86 44. 2 7 44.88 44.17 44 . 2 3 1.9 % 5.0 % 9. 1 % 42.98 Of 142 Sheets No . Re v i s i o n s : By : Da t e : RE V I E W E D B Y : N. H a w s DE S I G N E D B Y : DR A W N B Y : SC A L E : PR O J E C T : 93 9 - 0 0 1 Sheet CA P S T O N E C O T T A G E S E N G I N E E R N G I E H T R O N R N 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 ww w . n o r t h e r n e n g i n e e r i n g . c o m Ph o n e : 9 7 0 . 2 2 1 . 4 1 5 8 DA T E : Ju n e 2 3 , 2 0 1 6 06.23.16 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R NORTH KEYMAP WEBST E R A V E N U E LINCO L N A V E N U E CLUB HOUSE GOLD D R I V E(PRIVATE D R I V E ) COTTAGE DRIVE(PRIVATE DRIVE) DUFF D R I V E IN T E R N A T I O N A L B O U L E V A R D -NA M E T O B E D E T E R M I N E D B Y C I T Y C O U N C I L R E S O L U T I O N LEM A Y A V E N U E SO U T H C L U B H O U S E D R I V E (P R I V A T E D R I V E ) NEEDS A N A M E D R I V E (PRIVA T E D R I V E ) MA T C H L I N E - S E E S H E E T C4 0 6 LEGEND: 5013 PROPOSED CONTOUR 93 EXISTING CONTOUR PROJECT BOUNDARY PROPOSED SPOT ELEVATION 33.43 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 OLD CITY OF FORT COLLINS VERTICAL DATUM; NGVD 29 (UNADJUSTED). SEE COVER SHEET FOR BENCHMARK REFERENCES. 4.ALL CURB SPOTS ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE FINISHED GRADE ELEVATIONS. 5.CROSSPANS ALONG PUBLIC STREETS AT THE INTERSECTION OF PRIVATE DRIVES SHALL HAVE CONCRETE EXTENDED TO THE RIGHT-OF-WAY LINE. 6.TRACT E IS A NATURAL HABITATS BUFFER ZONE. SEE SECTION 3.4.1 OF THE LAND USE CODE FOR ALLOWABLE USES WITHIN THE BUFFER ZONE. REFER TO PLANNING DOCUMENTS BY RIPLEY DESIGN, INC. FOR ADDITIONAL INFORMATION. 7.THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS REQUIRED FOR PROTECTION FROM THE 100-YEAR STORM. 8.REFER TO THE SUBGRADE PLAN (SHEETS C411-C412) FOR ADDITIONAL INFORMATION. NOTES: 2.0% PEDESTRIAN ACCESS RAMPS (47.4 5 ) EXISTING SPOT ELEVATION PROPOSED CURB & GUTTER PROPOSED STORM DRAIN EXISTING STORM DRAIN PROPOSED UNDERDRAIN UD INFLOW CURB C407 GR A D I N G P L A N A. R e e s e A. B o e s e 1" = 2 0 ' ( IN FEET ) 0 1 INCH = 20 FEET 20 20 40 60 C401 C402 C403 C404 C405 C406 C407 C408 C409 C410 MATCHLINE-SEE SHEET C409 MATCHLINE-SEE SHEET C404 MA T C H L I N E - S E E S H E E T C 4 0 8 1 1 2 2 2 2 2 2 3 3 3 REC O R D D R A W I N G 49 3 2 49 3 3 49 3 4 49 3 2 49 3 3 49 3 4 49 3 5 493 5 49 3 4 4934 49 3 6 493 5 X X X / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / 33 33 35 40 34 36 37 38 39 37 38 39 35 33 33 34 36 37 37 37 41 363636 37 40 40 39 38 35 34 36 37 38 41 41 42 42 41 42 40 39 41 41 37 38 35 33 34 36 37 38 39 41 43 UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD PRV UD SUNWARD CONDOS AMD. GOLD D R I V E (PRIVA T E D R I V E ) 14.3% 2.5% 2.5% 2.7% 2.6% 1.6% 2.1% 1.7% 15 ' U T I L I T Y E A S E M E N T 6' S I D E W A L K 6' S I D E W A L K 4.5' S I D E W A L K 5' S I D E W A L K 4.5' S I D E W A L K 4.5' SI D E W A L K 4.5' SID E W A L K 6' S I D E W A L K TF=43.63 LOT 61 TF=43.54 LOT 64 TF=42 . 4 2 LOT 13 0 TF=42 . 4 2 LOT 12 9 TF=42 . 4 2 LOT 12 8 TF=42 . 4 2 LOT 12 7 TF=42 . 4 2 LOT 12 6 TF=42 . 4 2 LOT 12 5 TF=42 . 4 2 LOT 12 4 TF=42 . 6 1 LOT 12 3 TF=42 . 6 1 LOT 12 2 TF=42 . 6 1 LOT 12 1 9' UTIL I T Y E A S E M E N T 9' UTIL I T Y E A S E M E N T TF=43.63 LOT 62 TF=43.54 LOT 63 TF=43.54 LOT 65 TRACT D A,D&UE 2.5% 2.5% 2.7% 2.7 % 2.7 % 40.65 41.14 41.5 3 41.3 1 41.22 40.9 0 42.14 42.33 41.8 7 41.68 40.77 40.83 41.30 40.5 7 40.0 4 40.0 5 40.1 1 40.0 3 39.9 7 40.18 41.63 41.80 41.96 42.22 42.96 40.78 37 . 9 3 37 . 5 1 37 . 3 7 37 . 2 3 35.1 7 35.3 0 35 . 4 4 34 . 2 7 34. 1 7 34 . 4 9 34 . 1 7 36 . 1 9 35.8 7 35.97 34.2 7 34.54 33.2 0 34.67 34.77 33.3 3 33 . 2 7 32.94 32.94 33.27 33.33 33.20 35.07 35.1 6 34.8 4 34. 4 9 36.8 6 36.5 4 36.1 9 35.8 7 35. 9 7 36.77 36.8 6 36. 7 7 36.54 35.1 6 35 . 0 7 34.84 35.45 35.5 2 35.58 35.73 35.95 36 . 0 0 36.0 6 36.0 4 35.00 37.34 37.47 37.61 37.93 37.7 8 38.14 38.12 38.12 37.58 40.5 7 39.96 38.20 40.57 39.03 39.2 0 39.37 39.61 39.85 40.09 40.37 40.65 40.95 38 . 9 3 38 . 3 9 38.79 38.67 38.57 38.70 40.31 40.40 40.5 0 40 . 6 3 40.71 40.8 9 40. 9 3 38.57 STORM DRAIN LINE 1 SEE SHEET C312 42.38 PROPOSED UNDERDRAIN PROPOSED UNDERDRAIN PROPOSED UNDERDRAIN PROPOSED UNDERDRAIN 2' CONCRETE SIDEWALK CULVERT (SEE DETAIL 312/C708) 38.1 1 33.77 35.06 13.7% 6.8% 5:1 35.00 36.00 39.00 0.9 % 3.4% 2. 8 % 1.3 % (34 . 5 6 ) (33.41) 40.9 6 INFLOW CURB (TYP.) 18" PRIVATE RIBBON CURB 18" PRIVATE RIBBON CURB 18" PRIVATE RIBBON CURB IN T E R N A T I O N A L B O U L E V A R D (F I N A L N A M E T O B E D E T E R M I N E D B Y C I T Y C O U N C I L B Y R E S O L U T I O N ) 42.97 42.97 42.4 0 42 . 8 7 42.87 42.87 42.8 7 42.52 42.52 40.41 40.83 42 . 4 7 41.91 41.74 41 . 4 9 41.94 41.94 41. 9 4 41 . 9 4 41.49 7.1% 12 . 9 % 11 . 2 % 6.2% 3.9 % 3. 5 % 3.2% 2.7 % 6.0% 2. 2 % 7.9 % 40.94 41.19 41.05 41.46 41.7 6 41 . 1 9 39.6 0 39.2 0 41.65 40.80 40.31 39.94 39.59 39.20 38.83 38.65 38.64 40.1 3 39.9 7 38.64 38.65 38.66 36.6 0 36 . 6 0 37.60 37.60 36.6 0 40 . 6 5 42. 5 0 42.07 41.51 41.77 42.38 6' S I D E W A L K 4.5' S I D E W A L K 6' S I D E W A L K 42.4 2 42.4 7 38.08 38.68 2. 7 % 2. 7 % 4:1 37.75 37.24 36.84 32.70 Of 142 Sheets No . Re v i s i o n s : By : Da t e : RE V I E W E D B Y : N. H a w s DE S I G N E D B Y : DR A W N B Y : SC A L E : PR O J E C T : 93 9 - 0 0 1 Sheet CA P S T O N E C O T T A G E S E N G I N E E R N G I E H T R O N R N 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 ww w . n o r t h e r n e n g i n e e r i n g . c o m Ph o n e : 9 7 0 . 2 2 1 . 4 1 5 8 DA T E : Ju n e 2 3 , 2 0 1 6 06.23.16 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R NORTH KEYMAP WEBST E R A V E N U E LINCO L N A V E N U E CLUB HOUSE GOLD D R I V E(PRIVATE D R I V E ) COTTAGE DRIVE(PRIVATE DRIVE) DUFF D R I V E IN T E R N A T I O N A L B O U L E V A R D -NA M E T O B E D E T E R M I N E D B Y C I T Y C O U N C I L R E S O L U T I O N LEM A Y A V E N U E SO U T H C L U B H O U S E D R I V E (P R I V A T E D R I V E ) NEEDS A N A M E D R I V E (PRIVA T E D R I V E ) MA T C H L I N E - S E E S H E E T C4 0 7 LEGEND: 5013 PROPOSED CONTOUR 93 EXISTING CONTOUR PROJECT BOUNDARY PROPOSED SPOT ELEVATION 33.43 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 OLD CITY OF FORT COLLINS VERTICAL DATUM; NGVD 29 (UNADJUSTED). SEE COVER SHEET FOR BENCHMARK REFERENCES. 4.ALL CURB SPOTS ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE FINISHED GRADE ELEVATIONS. 5.CROSSPANS ALONG PUBLIC STREETS AT THE INTERSECTION OF PRIVATE DRIVES SHALL HAVE CONCRETE EXTENDED TO THE RIGHT-OF-WAY LINE. 6.TRACT E IS A NATURAL HABITATS BUFFER ZONE. SEE SECTION 3.4.1 OF THE LAND USE CODE FOR ALLOWABLE USES WITHIN THE BUFFER ZONE. REFER TO PLANNING DOCUMENTS BY RIPLEY DESIGN, INC. FOR ADDITIONAL INFORMATION. 7.THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS REQUIRED FOR PROTECTION FROM THE 100-YEAR STORM. 8.REFER TO THE SUBGRADE PLAN (SHEETS C411-C412) FOR ADDITIONAL INFORMATION. NOTES: 2.0% PEDESTRIAN ACCESS RAMPS (47.4 5 ) EXISTING SPOT ELEVATION PROPOSED CURB & GUTTER PROPOSED STORM DRAIN EXISTING STORM DRAIN PROPOSED UNDERDRAIN UD INFLOW CURB C408 GR A D I N G P L A N A. R e e s e A. B o e s e 1" = 2 0 ' ( IN FEET ) 0 1 INCH = 20 FEET 20 20 40 60 C401 C402 C403 C404 C405 C406 C407 C408 C409 C410 MATCHLINE-SEE SHEET C410 MATCHLINE-SEE SHEET C405 1 3 REC O R D D R A W I N G 49 3 5 4940 4938 4939C C AC AC AC AC AC AC E AC AC ACAC ACAC G AC AC AC AC AC AC E AC ACAC ACAC AC C.O. C.O. G AC AC AC AC AC AC 41 41 38 39 38 38 39 42 40 39 40 4141 41 41 42 42 42 38 39 39 40 41 38 39 UD UD UD UD UD UD UD UD UD UD UD UD BUFFALO RUN APARTMENTS P.U.D. LINCOLN AVENUE 6. 8 % 20 . 6 % 10 . 9 % 7: 1 ??? 8. 5 % 9. 2 % 2.2% PROPOSED INLETS 5' SIDEWALK 5' SIDEWALK 6' SIDEW A L K 42.24 41.4 9 42.4 2 42.0 8 41.36 41.1 6 41.1 0 41. 0 4 40 . 9 2 40.6 5 40.3 0 40.1 5 40.2 0 40.3 7 40.4 8 40 . 5 9 40.5 3 40.0 5 STORM DRAIN LINE 3-3 SEE SHEET C315 STORM DRAIN LINE 3 SEE SHEET C314 2' SIDEWALK CHASE 38.4 7 38.5 3 40.3 8 40.34 2' CONCRETE SIDEWALK CULVERT (SEE DETAIL 312/C708) 15 . 5 % ??? 37.29 36.1 5 37.7 4 1.0% 1.0% 45 LF 15" RCP @ 1.00% ADJUST MANHOLE RIM TO FINISHED GRADE 40.2840.56 0.6% 39.3 7 PROPOSED INLET 36.6 0 37.61 40 . 0 7 38.9 6 39.69 39.8 5 41.45 38.6 5 39.4 8 39 . 5 3 39. 2 3 39.2 5 39. 3 2 39 . 4 1 39. 5 0 39. 5 7 39.6 5 39.8 339.9440.02 40.11 40.1 940.28 41. 2 3 41.42 39.76 41.45 41.45 1. 9 % 16 4 . 2 % 18.7% NOTE: LIMIT GRADING WITHIN EXISTING DRIP LINES. FOLLOW CITY STANDARDS FOR TREE PROTECTION. 42.05 40.0 1 0.6% 0.7% 1.5% 2' SIDEWALK CHASE10 . 4 % 40.20 0.5% 38.7 0 0.5% 39.76 40.6 7 39.8 2 40.13 4. 1 % 5.0 % 42.98 Of 142 Sheets No . Re v i s i o n s : By : Da t e : RE V I E W E D B Y : N. H a w s DE S I G N E D B Y : DR A W N B Y : SC A L E : PR O J E C T : 93 9 - 0 0 1 Sheet CA P S T O N E C O T T A G E S E N G I N E E R N G I E H T R O N R N 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 ww w . n o r t h e r n e n g i n e e r i n g . c o m Ph o n e : 9 7 0 . 2 2 1 . 4 1 5 8 DA T E : Ju n e 2 3 , 2 0 1 6 06.23.16 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R NORTH KEYMAP WEBST E R A V E N U E LINCO L N A V E N U E CLUB HOUSE GOLD D R I V E(PRIVATE D R I V E ) COTTAGE DRIVE(PRIVATE DRIVE) DUFF D R I V E IN T E R N A T I O N A L B O U L E V A R D -NA M E T O B E D E T E R M I N E D B Y C I T Y C O U N C I L R E S O L U T I O N LEM A Y A V E N U E SO U T H C L U B H O U S E D R I V E (P R I V A T E D R I V E ) NEEDS A N A M E D R I V E (PRIVA T E D R I V E ) LEGEND: 5013 PROPOSED CONTOUR 93 EXISTING CONTOUR PROJECT BOUNDARY PROPOSED SPOT ELEVATION 33.43 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 OLD CITY OF FORT COLLINS VERTICAL DATUM; NGVD 29 (UNADJUSTED). SEE COVER SHEET FOR BENCHMARK REFERENCES. 4.ALL CURB SPOTS ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE FINISHED GRADE ELEVATIONS. 5.CROSSPANS ALONG PUBLIC STREETS AT THE INTERSECTION OF PRIVATE DRIVES SHALL HAVE CONCRETE EXTENDED TO THE RIGHT-OF-WAY LINE. 6.TRACT E IS A NATURAL HABITATS BUFFER ZONE. SEE SECTION 3.4.1 OF THE LAND USE CODE FOR ALLOWABLE USES WITHIN THE BUFFER ZONE. REFER TO PLANNING DOCUMENTS BY RIPLEY DESIGN, INC. FOR ADDITIONAL INFORMATION. 7.THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS REQUIRED FOR PROTECTION FROM THE 100-YEAR STORM. 8.REFER TO THE SUBGRADE PLAN (SHEETS C411-C412) FOR ADDITIONAL INFORMATION. NOTES: 2.0% PEDESTRIAN ACCESS RAMPS (47.4 5 ) EXISTING SPOT ELEVATION PROPOSED CURB & GUTTER PROPOSED STORM DRAIN EXISTING STORM DRAIN PROPOSED UNDERDRAIN UD INFLOW CURB C409 GR A D I N G P L A N A. R e e s e A. B o e s e 1" = 2 0 ' ( IN FEET ) 0 1 INCH = 20 FEET 20 20 40 60 C401 C402 C403 C404 C405 C406 C407 C408 C409 C410 MATCHLINE-SEE SHEET C407 MA T C H L I N E - S E E S H E E T C4 1 0 2 2 REC O R D D R A W I N G 49 3 5 49 3 4 49 3 6 49 3 6 49 3 6 4937 493 5 493 5 49 3 3 493 4 4934 49 3 6 493 6 49 3 5 493 4 4933 4933 4933 4933 49 3 4 4935 493 4 / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / ST ST ST ST / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / S T M ELEC C T C ELEC T M CONTROL IRR CONTROL IRR AC AC AC AC AC AC 39 37 38 30 35 2929 31 32 33 34 36 37 38 39 36 37 38 39 30 3035 30 35 39 34 UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD FORT COLLINS BUSINESS CENTER THIRD FILING WEBS T E R A V E N U E LIN C O L N A V E N U E 4:1 4:1 4:1 5:1 4:1 6:1 6:1 1.7%2.5% TRACT E NATURAL HABITATS BUFFER ZONE D&UE (SEE NOTE 6) MATCH EXISTING WEBSTER AVENUE PROPOSED OUTLET STRUCTURE 10' S I D E W A L K 4.5' S I D E W A L K 6' S I D E W A L K 29.00 38.59 39 . 5 9 38.6 8 38.70 38.57 STORM DRAIN LINE 3 SEE SHEET C314 STORM DRAIN LINE 3-1 SEE SHEET C314 STORM DRAIN LINE 1 SEE SHEET C312 CONCRETE SIDEWALK CULVERT (SEE DETAIL 430/C713) STORM DRAIN LINE 3-2 SEE SHEET C315 49304930 4935 49294929 4931 4931 4932 4932 493 3 49 3 3 49 3 3 4933 4933 49344934 493 449 3 6 4938 4:1 3:1 4:1 4:1 33.06 33.06 34.2 3 36.8 2 29.5 7 35.00 36.00 30.00 30.00 32 . 0 0 35.0 0 35.00 36.40 39.00 39.00 33.00 36. 0 0 34.3834.51 34.38 31.56 34.38 31.41 34.38 34.38 30.34 30.00 30.00 33.0 0 30.00 29.99 33.0 0 30.00 29.99 40.0 0 40.0 0 29.00 29.67 35.00 36.00 39.00 2' CONCRETE SIDEWALK CULVERT (SEE DETAIL 312/C708) STORM DRAIN LINE 1-2 SEE SHEET C313 36.6 0 BOULDER RETAINING WALLS ( SEE LANDSCAPE PLANS) Of 142 Sheets No . Re v i s i o n s : By : Da t e : RE V I E W E D B Y : N. H a w s DE S I G N E D B Y : DR A W N B Y : SC A L E : PR O J E C T : 93 9 - 0 0 1 Sheet CA P S T O N E C O T T A G E S E N G I N E E R N G I E H T R O N R N 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 ww w . n o r t h e r n e n g i n e e r i n g . c o m Ph o n e : 9 7 0 . 2 2 1 . 4 1 5 8 DA T E : Ju n e 2 3 , 2 0 1 6 06.23.16 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R NORTH KEYMAP WEBST E R A V E N U E LINCO L N A V E N U E CLUB HOUSE GOLD D R I V E(PRIVATE D R I V E ) COTTAGE DRIVE(PRIVATE DRIVE) DUFF D R I V E IN T E R N A T I O N A L B O U L E V A R D -NA M E T O B E D E T E R M I N E D B Y C I T Y C O U N C I L R E S O L U T I O N LEM A Y A V E N U E SO U T H C L U B H O U S E D R I V E (P R I V A T E D R I V E ) NEEDS A N A M E D R I V E (PRIVA T E D R I V E ) MA T C H L I N E - S E E S H E E T C4 0 9 LEGEND: 5013 PROPOSED CONTOUR 93 EXISTING CONTOUR PROJECT BOUNDARY PROPOSED SPOT ELEVATION 33.43 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 OLD CITY OF FORT COLLINS VERTICAL DATUM; NGVD 29 (UNADJUSTED). SEE COVER SHEET FOR BENCHMARK REFERENCES. 4.ALL CURB SPOTS ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE FINISHED GRADE ELEVATIONS. 5.CROSSPANS ALONG PUBLIC STREETS AT THE INTERSECTION OF PRIVATE DRIVES SHALL HAVE CONCRETE EXTENDED TO THE RIGHT-OF-WAY LINE. 6.TRACT E IS A NATURAL HABITATS BUFFER ZONE. SEE SECTION 3.4.1 OF THE LAND USE CODE FOR ALLOWABLE USES WITHIN THE BUFFER ZONE. REFER TO PLANNING DOCUMENTS BY RIPLEY DESIGN, INC. FOR ADDITIONAL INFORMATION. 7.THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS REQUIRED FOR PROTECTION FROM THE 100-YEAR STORM. 8.REFER TO THE SUBGRADE PLAN (SHEETS C411-C412) FOR ADDITIONAL INFORMATION. NOTES: 2.0% PEDESTRIAN ACCESS RAMPS (47.4 5 ) EXISTING SPOT ELEVATION PROPOSED CURB & GUTTER PROPOSED STORM DRAIN EXISTING STORM DRAIN PROPOSED UNDERDRAIN UD INFLOW CURB C410 GR A D I N G P L A N A. R e e s e A. B o e s e 1" = 2 0 ' ( IN FEET ) 0 1 INCH = 20 FEET 20 20 40 60 C401 C402 C403 C404 C405 C406 C407 C408 C409 C410 MATCHLINE-SEE SHEET C408 REC O R D D R A W I N G 99 33 31 32 30 UD UD UD UD UD UD UD 6' S I D E W A L K 5' S I D E W A L K STORM DRAIN LINE 1-2 SEE SHEET C313 TRACT F PROPOSED INLET PROPOSED 2' SIDEWALK CULVERT IN T E R N A T I O N A L BO U L E V A R D LOT 33 LOT 31 LOT 32 LOT 30 82 . 5 8 L F 6 " P E R F . P V C @ 1 . 0 0 % INSERTA TEE 1-2.2A INV. IN=4932.36 (W) INV. IN=4933.64 (NE) INV. OUT=4932.36 (E) FG=4937.14 BASIN 1-2.2A INV. OUT=4934.47 (SW) FG=4937.10 36.60 36.60 36.9936.60 37.04 38. 1 8 38.1 5 38.77 37.65 37.63 37.8 9 37.06 37.04 38.8 6 38.56 38 . 1 3 4'x4' TYPE L (D50 = 9") BURIED RIPRAP SEE INSTALLATION DETAIL 4'x4' TYPE L (D50 = 9") BURIED RIPRAP SEE INSTALLATION DETAIL 55 56 54 4937 UD UD UD 6' S I D E W A L K STORM DRAIN LINE 1-7 SEE SHEET C313 IN T E R N A T I O N A L BO U L E V A R D (F I N A L N A M E T O B E DE T E R M I N E D B Y C I T Y CO U N C I L B Y R E S O L U T I O N ) DUFF D R I V E PROPOSED 2' SIDEWALK CULVERT STORM DRAIN LINE 1 SEE SHEET C312 PROPOSED 2' SIDEWALK CULVERT LOT 54 LOT 56 LOT 55 PROPOSED INLET 19.80 LF 6" PERF. PVC @ 1.00% 1.36 LF 6" PERF. PVC @ 1.00% 7.54 LF 6" PERF. PVC @ 1.00% 42.35 LF 6" PERF. PVC @ 1.00% INLET 1-8 INV. IN=4933.77 (W) INV. OUT=4933.77 (E) FG=4937.55BASIN 1-7B INV. OUT=4934.95 (NE) FG=4938.05 BASIN 1-7A INV. OUT=4934.88 (SW) FG=4938.05 INSERTA TEE 1-7A & 1-7B INV. IN=4933.65 (W) INV. IN=4934.38 (N) INV. IN=4934.74 (S) INV. OUT=4933.65 (E) FG=4937.55 38.55 37 . 5 5 38 . 5 5 38. 5 5 37.5 5 37 . 5 5 38.5 5 38.55 37.55 37.55 37.5 5 37.55 38 . 5 5 38.55 38 . 5 5 38 . 5 5 38 . 5 5 37 . 5 5 37.55 37.55 39.5 3 39 . 0 1 39.1 9 4'x4' TYPE L (D50 = 9") BURIED RIPRAP SEE INSTALLATION DETAIL 38. 5 5 4'x4' TYPE L (D50 = 9") BURIED RIPRAP SEE INSTALLATION DETAIL 8 49 3 2 49 3 3 49 3 2 49 3 3 49 3 4 493 5 / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD 6' S I D E W A L K 4.5' S I D E W A L K STORM DRAIN LINE 1 SEE SHEET C312 PROPOSED 10' SIDEWALK CULVERT WEBS T E R A V E N U E IN T E R N A T I O N A L B O U L E V A R D (F I N A L N A M E T O B E D E T E R M I N E D B Y C I T Y C O U N C I L B Y R E S O L U T I O N ) TRACT D A,D&UE PROPOSED UNDERDRAIN PROPOSED UNDERDRAIN PROPOSED UNDERDRAIN PROPOSED BASIN 4.5' S I D E W A L K 73.93 LF 6" PERF. PVC @ 0.20% 144. 5 7 L F 6 " P V C @ 0 . 2 0 % 15 8 . 6 9 L F 6 " P E R F . P V C @ 0 . 2 0 % 31 . 8 3 L F 6" P E R F . P V C @ 0 . 2 0 % 169. 2 6 L F 6 " P E R F . P V C @ 0 . 2 0 % STMH 1-3 (6'Ø) INV. IN=4930.72 (N) INV. IN=4930.72 (SE) INV. OUT=4930.72 (SW) FG=4938.74 BASIN 1-2A.1 INV. IN=4930.87 (SE) INV. OUT=4930.87 (NW) FG=4935.87 90° BEND w/ CLEANOUT 1-2A.2 INV. IN=4931.16 (NE) INV. OUT=4931.16 (NW) FG=4932.40 45° BEND w/ CLEANOUT 1-2A.3 INV. IN=4931.47 (N) INV. OUT=4931.47 (SW) FG=4932.40 45° BEND w/ CLEANOUT 1-2A.4 INV. IN=4931.54 (NW) INV. OUT=4931.54 (S) FG=4932.47 CLEANOUT 1-2A.5 INV. OUT=4931.88 (SE) FG=4932.91 36 . 7 1 35 . 0 1 36 . 8 0 36.80 37.47 37.61 37.34 38 . 1 6 38 . 2 0 37. 9 3 36.80 35.01 36.04 32.0 4 32.0 2 32.5 4 32. 5 2 32. 5 2 32.5 3 32.7 8 32.86 32 . 0 3 32 . 0 2 32 . 3 1 32.31 32 . 9 4 32.5 3 32.6 3 32. 2 8 32 . 3 6 33 . 2 0 33.13 33 . 8 0 32 . 9 0 32.64 32.94 33.05 12'x4' TYPE L (D50 = 9") BURIED RIPRAP SEE INSTALLATION DETAIL / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / UD UD UD UD 4.5' S I D E W A L K TRACT E NATURAL HABITATS BUFFER ZONE D&UE WEBS T E R A V E N U E PROPOSED UNDERDRAIN PROPOSED 5' SIDEWALK CULVERT 99.50 LF 6" PERF. PVC @ 0.21% CLEANOUT INV. OUT=4929.38 (W) FG=4932.04 PIPE END w/CONCRETE COLLAR INV.=4929.17 (E) 32.52 32 . 5 2 31.52 31.5 2 31 . 5 2 32.5 2 32.5 2 31 . 5 2 31.52 31.52 32.5 2 32. 5 2 33.92 33 . 0 6 7'x4' TYPE L (D50 = 9") BURIED RIPRAP SEE INSTALLATION DETAIL Of 142 Sheets No . Re v i s i o n s : By : Da t e : RE V I E W E D B Y : N. H a w s DE S I G N E D B Y : DR A W N B Y : SC A L E : PR O J E C T : 93 9 - 0 0 1 Sheet CA P S T O N E C O T T A G E S E N G I N E E R N G I E H T R O N R N 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 ww w . n o r t h e r n e n g i n e e r i n g . c o m Ph o n e : 9 7 0 . 2 2 1 . 4 1 5 8 DA T E : Ju n e 2 3 , 2 0 1 6 06.23.16 RAIN GARDEN A 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 PROPOSED RAIN GARDEN LEGEND: PROPOSED UNDERDRAIN PROPOSED STORM UD PROPOSED FINISHED GRADE SPOT ELEVATION 33.43 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 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 DISCHARGE BASIN LIDS SHALL BE PEDESTRIAN RATED. 4.PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF BASINS AND FITTINGS. 5.CONTRACTOR SHALL BE RESPONSIBLE FOR ANY NECESSARY FIELD LOCATES AND POTHOLING OF SUBSURFACE UTILITIES. ENGINEER AND CITY SHALL BE NOTIFIED OF ANY POTENTIAL CONFLICTS. 6.CONTRACTOR SHALL COORDINATE ANY NECESSARY TELEPHONE, CABLE AND ELECTRIC LOWERINGS (OR RE-ROUTING) WITH THE RESPECTIVE UTILITY PROVIDERS TO FACILITATE THE INSTALLATION OF THE PROPOSED UNDERDRAINS AND RAIN GARDEN SOIL SECTIONS. 7.ALL CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE FINISHED GRADE ELEVATIONS. 8.REFER TO RAIN GARDEN DETAILS FOR ADDITIONAL INFORMATION (SEE SHEET C414). 9.REFER TO LANDSCAPE PLANS FOR ADDITIONAL INFORMATION. EXISTING WATER MAIN W SPROPOSED SEWER SERVICE & CLEAN OUT EXISTING SANITARY SEWER SS PROPOSED WATER SERVICE & CURB STOP W PROPOSED WATER MAIN PROPOSED SANITARY SEWER NORTH RAIN GARDEN B RAIN GARDEN C C413 RA I N G A R D E N P L A N S KEYMAP WEBST E R A V E N U E LINCO L N A V E N U E CLUB HOUSE GOLD D R I V E(PRIVATE D R I V E ) COTTAGE DRIVE(PRIVATE DRIVE) DUFF D R I V E IN T E R N A T I O N A L B O U L E V A R D -NA M E T O B E D E T E R M I N E D B Y C I T Y C O U N C I L R E S O L U T I O N LEM A Y A V E N U E SO U T H C L U B H O U S E D R I V E (P R I V A T E D R I V E ) NEEDS A N A M E D R I V E (PRIVA T E D R I V E ) RAIN GARDEN D RAIN GARDEN A RAIN GARDEN C RAIN GARDEN D RAIN GARDEN B 1 4915 4920 4925 4930 4935 4940 4945 4950 4955 4915 4920 4925 4930 4935 4940 4945 4950 4955 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 19+50 20.52 LF 54" RCP @ 0.35% 127.80 LF 48" RCP @ 0.35% 368.28 LF 48" RCP @ 0.35% 101.19 LF 48" RCP @ 0.35% 23.70 LF 48" RCP @ 3.00% 48.10 LF 3 - 24" RCP @ 0.35% 42.16 LF 24" RCP @ 0.50% 99.72 LF 24" RCP @ 0.50% ST R M H E A D W A L L 1 ST A 1 0 + 1 2 . 0 4 IN V . 4 9 3 0 . 0 0 ( N W ) ST R M I N L E T 1 - 7 ST A 1 7 + 0 3 . 6 8 FL . E L 4 9 3 8 . 7 ± IN V . I N 4 9 3 3 . 4 4 ( W ) IN V . I N 4 9 3 3 . 7 1 ( N ) IN V . O U T 4 9 3 3 . 4 4 ( S E ) IN V . O U T 4 9 3 3 . 4 4 ( S E ) ST R M I N L E T 1 - 6 ST A 1 6 + 5 1 . 6 8 FL . E L 4 9 3 8 . 7 ± IN V . I N 4 9 3 3 . 2 7 ( N W ) IN V . I N 4 9 3 3 . 2 7 ( N W ) IN V . I N 4 9 3 3 . 2 7 ( N W ) IN V . O U T 4 9 3 3 . 0 7 ( S E ) ST M H 1 - 3 ( 6 ' Ø ) ST A 1 1 + 6 0 . 3 6 RI M 4 9 3 8 . 7 ± IN V . I N 4 9 3 0 . 7 2 ( N ) IN V . I N 4 9 3 0 . 7 2 ( S E ) IN V . O U T 4 9 3 0 . 7 2 ( S W ) ST R M S T R U C T U R E 1 - 2 84 " x 7 2 " R E C T A N G U L A R w / S N O U T SE E D E T A I L ST A 1 0 + 3 2 . 5 5 RI M 4 9 3 9 . 4 ± SU M P D E P T H 6 . 0 0 SU M P E L E V . 4 9 2 4 . 0 7 IN V . I N 4 9 3 1 . 4 6 ( N W ) IN V . I N 4 9 3 0 . 2 7 ( N E ) IN V . O U T 4 9 3 0 . 0 7 ( S E ) ST M H 1 - 5 ( 7 ' Ø F L A T - T O P ) ST A 1 6 + 2 9 . 9 6 RI M 4 9 3 9 . 2 ± IN V . I N 4 9 3 2 . 3 6 ( N W ) IN V . O U T 4 9 3 2 . 3 6 ( S W ) ST M H 1 - 4 ( 6 ' Ø ) ST A 1 5 + 2 8 . 7 7 RI M 4 9 3 9 . 0 ± IN V . I N 4 9 3 2 . 0 1 ( N E ) IN V . O U T 4 9 3 2 . 0 1 ( S ) IN L E T 1 - 8 ST A 1 7 + 6 7 . 5 8 FL . E L 4 9 3 7 . 5 ± IN V . I N 4 9 3 3 . 7 7 ( W ) IN V . O U T 4 9 3 3 . 7 7 ( E ) ST R M I N L E T 1 - 9 ST A 1 8 + 7 9 . 7 4 FL . E L 4 9 4 0 . 5 ± IN V . I N 4 9 3 7 . 6 2 ( W ) IN V . I N 4 9 3 5 . 6 2 ( S W ) IN V . O U T 4 9 3 4 . 3 3 ( E ) 12" ELCO WATER STA.=16+67.68 TOP=4931.29 18" MIN. 18" MIN. PROPOSED GROUND EXISTING GROUND EZ WRAP 10' EACH WAY OF WATER CROSSINGEZ WRAP 10' EACH WAY OF WATER CROSSING 100-YR HGL IN S E R T A T E E 1 - 7 A & 1 - 7 B ST A 1 7 + 4 4 . 5 5 IN V . 4 9 3 3 . 6 5 ( W ) IN V . 4 9 3 4 . 3 8 ( N ) IN V . 4 9 3 4 . 7 4 ( S ) IN V . 4 9 3 3 . 6 5 ( E ) CONC. PAVE- MENT PUBLIC PRIVATE 12" ELCO WATER STA.=11+30.23 TOP=4928.38 IN S E R T A T E E 1 - 8 a ST A 1 8 + 6 7 . 3 0 IN V . 4 9 3 4 . 2 7 ( W ) IN V . 4 9 3 5 . 0 7 ( S ) IN V . 4 9 3 4 . 2 7 ( E ) 12.43 LF 24" RCP @ 0.50% S W WS UDUD UD UD UD UD UD UD W W W W W W W W W W W PR V W W IR D D D D ST W H2 O HYD H2 O ARVH2 O W H2 O W W / / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / 20.52 LF 54" RCP @ 0.35% 127.80 LF 48" RCP @ 0.35% 368.28 LF 4 8 " R C P @ 0 . 3 5 % 101.19 LF 48" RCP @ 0.35% LO T 1 3 3 LO T 1 2 2 LO T 1 3 1 LO T 1 2 4 LO T 1 3 2 LO T 1 2 5 LO T 1 2 6 LO T 1 2 7 LO T 1 2 8 LO T 1 2 9 LO T 1 3 0 LO T 1 2 3 TRACT E NATURAL HABITATS BUFFER ZONE D&UE TRACT D A,D&UE TRACT F INTERNA T I O N A L B O U L E V A R D (FINAL NA M E T O B E D E T E R M I N E D B Y C I T Y C O U N C I L B Y R E S O L U T I O N ) LO T 1 2 1 WE B S T E R A V E N U E SUNWARD CONDOS AMD. WATER LINE 2 SEE SHEET C307 PROPOSED UNDERDRAIN SEE RAIN GARDEN DETAIL FOR MORE INFORMATION. STORM DRAIN LINE 1-2 SEE SHEET C313 LIMIT OF CONCRETE PAVING STRM HEADWALL 1 STA 10+12.04 N: 131660.52 E: 201225.21 STRM STRUCTURE 1-2 W/ HD 72FTB SNOUT & SAFL 9646 BAFFLE STA 10+32.55 N: 131672.47 E: 201208.53 STMH 1-3 (6'Ø) STA 11+60.36 N: 131786.95 E: 201265.33 STMH 1-4 (6'Ø) STA 15+28.77 N: 132133.46 E: 201390.06 W W W S W S W S W S S W W S W W W W W W W W W W W W UD UD W W W S SS SS SS SS D D D D D D D D HYD HYD W 12" SS / / / / / / / / / / / / / / / / / / / / / / / / T T G T CABLE IN T E R N A T I O N A L B O U L E V A R D (F I N A L N A M E T O B E D E T E R M I N E D B Y C I T Y C O U N C I L B Y R E S O L U T I O N ) 101.19 LF 48" RCP @ 0.35% STMH 1-5 (7'Ø FLAT-TOP) STA 16+29.96 N: 132224.98 E: 201433.24 23.70 LF 48" RCP @ 3.00% 48.05 LF 3 - 24" RCP @ 0.35% 42.1 6 L F 24" R C P @ 0.5 0 % INLET 1-8 STA 17+67.58 N: 132237.94 E: 201308.74 99.72 LF 24" RCP @ 0.50% STRM INLET 1-9 STA 18+79.74 N: 132254.31 E: 201197.79 STRM INLET 1-7 STA 17+03.68 N: 132260.37 E: 201368.58 STRM INLET 1-6 STA 16+51.68 N: 132235.37 E: 201414.18 STORM DRAIN LINE 1-7 SEE SHEET C313 (FINAL N A M E T O B E D E T E R M I N E D B Y C I T Y C O U N C I L B Y R E S O L U T I O N ) DUFF DR I V E LOT 51 LOT 52 LOT 57 LOT 59 LOT 60 LOT 62 LOT 50 LOT 58 LOT 61 LOT 53 LOT 55 LOT 56 WATER LINE 1 SEE SHEET C306 WATER LINE 2 SEE SHEET C307 WA T E R L I N E 2 SE E S H E E T C3 0 7 PROPOSED UNDERDRAIN SEE RAIN GARDEN DETAIL FOR MORE INFORMATION. 23.04 LF 24" RCP @ 0.50% PROPOSED STORMTECH UNDERGROUND WATER QUALITY CHAMBERS (SEE SUBGRADE PLAN FOR MORE INFORMATION) INSERTA TEE 1-7A & 1-7B STA 17+44.55 N: 132245.46 E: 201330.52 STMH 1-4 (6'Ø) STA 15+28.77 N: 132133.46 E: 201390.06 INSERTA TEE 1-8a STA 18+67.30 N: 132252.33 E: 201210.07 12.43 LF 24" RCP @ 0.50% PROPOSED POOL DRAIN (SEE SHEET C302 FOR MORE INFORMATION) Of 142 Sheets No . Re v i s i o n s : By : Da t e : RE V I E W E D B Y : N. H a w s DE S I G N E D B Y : DR A W N B Y : SC A L E : PR O J E C T : 93 9 - 0 0 1 Sheet CA P S T O N E C O T T A G E S E N G I N E E R N G I E H T R O N R N 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 ww w . n o r t h e r n e n g i n e e r i n g . c o m Ph o n e : 9 7 0 . 2 2 1 . 4 1 5 8 DA T E : Ju n e 2 3 , 2 0 1 6 06.23.16 KEYMAP WEBST E R A V E N U E LINCO L N A V E N U E CLUB HOUSE GOLD D R I V E(PRIVATE D R I V E ) COTTAGE DRIVE(PRIVATE DRIVE) DUFF D R I V E IN T E R N A T I O N A L B O U L E V A R D -NA M E T O B E D E T E R M I N E D B Y C I T Y C O U N C I L R E S O L U T I O N LEM A Y A V E N U E SO U T H C L U B H O U S E D R I V E (P R I V A T E D R I V E ) NEEDS A N A M E D R I V E (PRIVA T E D R I V E ) CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what's below. before you dig.Call R ( IN FEET ) 0 1 INCH = 50 FEET 50 50 100 150 C312 PL A N & P R O F I L E ST O R M D R A I N L I N E 1 A. R e e s e A. B o e s e 1" = 5 0 ' STORM 1 STORM DRAIN LINE 1 LI N E MA T C H ST A 16 + 0 0 LINE MATC H STA 16+00 EXISTING RIGHT OF WAY EXISTING WATER MAIN PROPOSED STORM DRAIN LEGEND: NOTES: THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. CONTRACTOR SHALL BE RESPONSIBLE FOR ANY NECESSARY FIELD LOCATES AND POTHOLING OF SUBSURFACE UTILITIES. ENGINEERING AND CITY SHALL BE NOTIFIED OF ANY POTENTIAL CONFLICTS. 3.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER MAINS, WATER MAINS, AND SERVICES. 4.PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX STRUCTURES. SPECIFIED LENGTH OF PIPE INCLUDES THE LAYING LENGTH OF FLARED END SECTIONS. 5.PRIVATE STORM SEWER MATERIAL MAY BE RCP, PVC OR HDPE. ALL RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF FORT COLLINS. HDPE MUST BE SMOOTH WALLED INTERIOR. HDPE FITTINGS MAY BE USED FOR PVC INSTALLATIONS. ALL JOINTS SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE). 6.ALL STORM MANHOLES LOCATED IN SIDEWALKS AND TRAILS SHALL HAVE PEDESTRIAN RATED LIDS. 7.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.). 8.REFER TO SHEETS C411 - C414 FOR UNDERDRAIN INFORMATION. 9.REFER TO INLET AND BASIN SCHEDULE ON SHEET C709 FOR ADDITIONAL INFORMATION. 10.REFER TO SHEET C711 FOR OUTLET STRUCTURE DETAILS. W G T E EXISTING STORM DRAIN EXISTING ELECTRIC EXISTING TELEPHONE EXISTING GAS S W PROPOSED SEWER SERVICE EXISTING SANITARY SEWER SS PROPOSED FIRE DEPT. CONN. PROPOSED CURB & GUTTER PROPOSED WATER SERVICE W/ CURB STOP FDC PROPOSED FIRE HYDRANT EXISTING FIRE HYDRANT EASEMENT LINE PROJECT BOUNDARY ABBREVIATIONS: AE = ACCESS EASEMENT DE = DRAINAGE EASEMENT UE = UTILITY EASEMENT EAE = EMERGENCY ACCESS EASEMENT PROPOSED UNDERDRAIN UD PROPOSED LOT LINE PROPOSED STORM INLET PROPOSED AREA DRAIN INLET PROFILE SCALE: VERT. 1"=5' HORIZ. 1"=50' STORM 1 REC O R D D R A W I N G S S W W W W W W W W S UD UD UD UD W UD UD IRS SS SS SS SS SS FES FES D D DD D ST W H2O HYD HYD W W T T T STRM INLET 1-2.4 STA 12+31.02 N: 131760.50 E: 201032.46 43.50 LF 24" RCP @ 1.00% STMH 1-2.3 (4'Ø) STA 11+66.97 N: 131697.05 E: 201041.24 STRM INLET 1-2.2 STA 10+72.81 N: 131685.05 E: 201134.63 STRM INLET 1-2.1 STA 10+19.55 N: 131682.77 E: 201187.84 25.39 LF 30" RCP @ 0.50% STORM DRAIN LINE 1 SEE SHEET C312 LO T 1 3 5 LO T 1 3 6 LO T 1 3 7 LO T 1 3 8 LO T 1 3 9 LO T 1 4 0 LO T 1 3 4 LOT 133 LOT 131 LOT 124 LOT 132 LOT 125 LOT 126 LOT 127 LOT 128 LOT 129 LOT 130 TRACT D A,D&UE LINCO L N A V E N U E TRACT B A,D&UE TRACT F 31.78 LF 24" RCP @ 1.00% INSERTA TEE 1-2.1A STA 10+44.94 N: 131683.86 E: 201162.47 BASIN 1-2.1A INV. OUT=4934.51 (SW) FG=4939.295 8.46 LF 4" PERFORATED PVC @ 1.00% 55.52 LF 4" PERFORATED PVC @ 1.00% INSERTA TEE 1-2.1B STA 10+51.34 N: 131684.13 E: 201156.08 6.40 LF 30" RCP @ 0.50% 21.47 LF 30" RCP @ 0.50% BASIN 1-2.1B INV. OUT=4934.53 (NE) FG=4939.6 52.74 LF 4" PERFORATED PVC @ 1.00% 10.20 LF 4" PERFORATED PVC @ 1.00% 62.38 LF 24" RCP @ 1.00% STRM STRUCTURE 1-2 STA 9+96.44 N: 131672.47 E: 201208.53 23.11 LF 30" RCP @ 0.50% PROPOSED UNDERDRAIN SEE RAIN GARDEN PLAN FOR MORE INFORMATION WEBSTE R A V E N U E 4' Ø STMH 1-2.3a w/ WATER QUALITY WEIR STA 12+10.43 N: 131740.34 E: 201037.00 10.02 LF 24" RCP @ 1.00% INSERTA TEE 1-2.3b STA 12+20.45 N: 131750.32 E: 201036.02 10.78 LF 24" RCP @ 0.98% Storm 1-2 4920 4925 4930 4935 4940 4945 4950 4920 4925 4930 4935 4940 4945 4950 9+5010+0011+0012+0013+0013+50 ST R M S T R U C T U R E 1 - 2 ST A 9 + 9 6 . 4 4 RI M 4 9 3 9 . 4 ± IN V . I N 4 9 3 1 . 4 6 ( N W ) IN V . I N 4 9 3 0 . 2 7 ( N E ) IN V . O U T 4 9 3 0 . 0 7 ( S E ) 23.11 LF 30" RCP @ 0.50% ST R M I N L E T 1 - 2 . 1 ST A 1 0 + 1 9 . 5 5 FL . E L 4 9 3 7 . 8 ± IN V . I N 4 9 3 1 . 5 8 ( W ) IN V . O U T 4 9 3 1 . 5 8 ( S E ) 25.39 LF 30" RCP @ 0.50% ST R M I N L E T 1 - 2 . 2 ST A 1 0 + 7 2 . 8 1 FL . E L 4 9 3 7 . 7 ± IN V . I N 4 9 3 2 . 0 4 ( W ) IN V . O U T 4 9 3 1 . 8 4 ( E ) ST M H 1 - 2 . 3 ( 4 ' Ø ) ST A 1 1 + 6 6 . 9 7 RI M 4 9 4 0 . 3 ± IN V . I N 4 9 3 2 . 9 9 ( N ) IN V . O U T 4 9 3 2 . 9 9 ( E ) 43.50 LF 24" RCP @ 1.00% ST R M I N L E T 1 - 2 . 4 ST A 1 2 + 3 1 . 0 2 FL . E L 4 9 3 8 . 9 ± IN V . O U T 4 9 3 3 . 6 3 ( S ) EXISTING GROUNDPROPOSED GROUND 31.78 LF 24" RCP @ 1.00% 21.47 LF 30" RCP @ 0.50% 6.40 LF 30" RCP @ 0.50% IN S E R T A T E E 1 - 2 . 1 B ST A 1 0 + 5 1 . 3 4 IN V . 4 9 3 1 . 7 4 ( W ) IN V . 4 9 3 3 . 9 0 ( S ) IN V . 4 9 3 1 . 7 4 ( E ) IN S E R T A T E E 1 - 2 . 1 A ST A 1 0 + 4 4 . 9 4 IN V . 4 9 3 1 . 7 0 ( W ) IN V . 4 9 3 3 . 8 7 ( N ) IN V . 4 9 3 1 . 7 0 ( E ) 62.38 LF 24" RCP @ 1.00% IN S E R T A T E E 1 - 2 . 2 A ST A 1 1 + 0 4 . 5 9 IN V . 4 9 3 2 . 3 6 ( W ) IN V . 4 9 3 3 . 6 4 ( N E ) IN V . 4 9 3 2 . 3 6 ( E ) 100-YR HGL PUBLICPRIVATE 10.02 LF 24" RCP @ 1.00% 10.78 LF 24" RCP @ 0.98% IN S E R T A T E E 1 - 2 . 3 b ST A 1 2 + 2 0 . 4 5 IN V . 4 9 3 3 . 5 2 ( N ) IN V . 4 9 3 3 . 9 7 ( W ) IN V . 4 9 3 3 . 5 2 ( S ) 4' Ø S T M H 1 - 2 . 3 a w / W A T E R Q U A L I T Y W E I R ST A 1 2 + 1 0 . 4 3 RI M 4 9 3 9 . 8 ± IN V . I N 4 9 3 3 . 4 2 ( N ) IN V . I N 4 9 3 3 . 4 4 ( W ) IN V . O U T 4 9 3 3 . 4 2 ( S ) 4920 4925 4930 4935 4940 4945 4950 4920 4925 4930 4935 4940 4945 4950 9+5010+0011+0012+00 ST R M I N L E T 1 - 7 ST A 1 0 + 0 0 . 0 0 FL . E L 4 9 3 8 . 7 ± IN V . I N 4 9 3 3 . 4 4 ( W ) IN V . I N 4 9 3 3 . 7 1 ( N ) IN V . O U T 4 9 3 3 . 4 4 ( S E ) IN V . O U T 4 9 3 3 . 4 4 ( S E ) 46.41 LF 18" RCP @ 1.00% ST R M I N L E T 1 - 7 A ST A 1 0 + 4 5 . 4 8 FL . E L 4 9 3 9 . 1 ± IN V . I N 4 9 3 4 . 1 7 ( N E ) IN V . O U T 4 9 3 4 . 1 7 ( S ) 50.00 LF 18" RCP @ 0.50% ST R M I N L E T 1 - 7 A . 2 ST A 1 0 + 9 5 . 4 8 FL . E L 4 9 3 9 . 1 ± IN V . O U T 4 9 3 4 . 4 2 ( S W ) EXISTING GROUND PROPOSED GROUND 12" ELCO WATER STA.=10+62.27 TOP=4932.55 18" MIN. EZ WRAP 10' EACH WAY OF WATER CROSSING 100-YR HGL PUBLIC W W S W S W W W W W W W W W W D HYD W 12 " S S / / / / / / / / / / / / / / / / G 46.41 LF 18" RCP @ 1.00% 50.00 LF 18" RCP @ 0.50% STORM DRAIN LINE 1 SEE SHEET C312 LOT 53 LOT 55 LOT 56 DU F F D R I V E STRM INLET 1-7 STA 10+00.00 N: 132260.37 E: 201368.58 STRM INLET 1-7A STA 10+45.48 N: 132304.80 E: 201358.87 STRM INLET 1-7A.2 STA 10+95.48 N: 132348.48 E: 201383.20 INTERNATIONAL BOULEVA R D (FINAL NAME TO BE DETERM I N E D BY CITY COUNCIL BY RESOL U T I O N ) S S W W W W W W S W S W W W W W W PRV SSSSSS FES FES D H2O HYD H2O W HYD 10 " S S S 10 " S S 10 " S S 10 " S S 10 " S S OUTLET STRUCTURE 2-1 STA 10+27.76 N: 132468.18 E: 200374.15 27.76 LF 12" RCP @ 1.00% 48"x24" JUNCTION BOX 2 STA 10+00.00 N: 132468.29 E: 200401.91 LOT 15 LOT 14 LOT 16 LOT 20 LOT 19 LOT 21 LOT 18 EXISTING 36" RCP STORM DRAIN TRACT C LO N G L E A F L A N E (P R I V A T E D R I V E ) 4930 4935 4940 4945 4950 4955 4960 4930 4935 4940 4945 4950 4955 4960 9+5010+0011+00 OU T L E T S T R U C T U R E 2 - 1 ST A 1 0 + 2 7 . 7 6 IN V . 4 9 3 7 . 2 7 ( E ) 27.76 LF 12" RCP @ 1.00% 48 " x 2 4 " J U N C T I O N B O X 2 ST A 1 0 + 0 0 . 0 0 IN V . 4 9 3 5 . 8 5 ( N ) IN V . 4 9 3 6 . 9 9 ( W ) IN V . 4 9 3 5 . 8 5 ( S ) EXISTING GROUND PROPOSED GROUND PRIVATE STA.=10+13.14 INV.= 4931.68 EX. 10" PVC SEWER Of 142 Sheets No . Re v i s i o n s : By : Da t e : RE V I E W E D B Y : N. H a w s DE S I G N E D B Y : DR A W N B Y : SC A L E : PR O J E C T : 93 9 - 0 0 1 Sheet CA P S T O N E C O T T A G E S E N G I N E E R N G I E H T R O N R N 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 ww w . n o r t h e r n e n g i n e e r i n g . c o m Ph o n e : 9 7 0 . 2 2 1 . 4 1 5 8 DA T E : Ju n e 2 3 , 2 0 1 6 06.23.16 KEYMAP WEBST E R A V E N U E LINCO L N A V E N U E CLUB HOUSE GOLD D R I V E(PRIVATE D R I V E ) COTTAGE DRIVE(PRIVATE DRIVE) DUFF D R I V E IN T E R N A T I O N A L B O U L E V A R D -NA M E T O B E D E T E R M I N E D B Y C I T Y C O U N C I L R E S O L U T I O N LEM A Y A V E N U E SO U T H C L U B H O U S E D R I V E (P R I V A T E D R I V E ) NEEDS A N A M E D R I V E (PRIVA T E D R I V E ) CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what's below. before you dig.Call R ( IN FEET ) 0 1 INCH = 50 FEET 50 50 100 150 C313 PL A N & P R O F I L E ST O R M D R A I N L I N E 1 - 2 , 1 - 7 & 2 A. R e e s e A. B o e s e 1" = 5 0 ' STORM 1-2 STORM DRAIN LINE 1-2 STORM DRAIN LINE 1-7 PROPOSED STORMTECH UNDERGROUND WATER QUALITY CHAMBERS (SEE SUBGRADE PLAN FOR MORE INFORMATION) STORM 1-7 EXISTING RIGHT OF WAY EXISTING WATER MAIN PROPOSED STORM DRAIN LEGEND: NOTES: THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. CONTRACTOR SHALL BE RESPONSIBLE FOR ANY NECESSARY FIELD LOCATES AND POTHOLING OF SUBSURFACE UTILITIES. ENGINEERING AND CITY SHALL BE NOTIFIED OF ANY POTENTIAL CONFLICTS. 3.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER MAINS, WATER MAINS, AND SERVICES. 4.PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX STRUCTURES. SPECIFIED LENGTH OF PIPE INCLUDES THE LAYING LENGTH OF FLARED END SECTIONS. 5.PRIVATE STORM SEWER MATERIAL MAY BE RCP, PVC OR HDPE. ALL RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF FORT COLLINS. HDPE MUST BE SMOOTH WALLED INTERIOR. HDPE FITTINGS MAY BE USED FOR PVC INSTALLATIONS. ALL JOINTS SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE). 6.ALL STORM MANHOLES LOCATED IN SIDEWALKS AND TRAILS SHALL HAVE PEDESTRIAN RATED LIDS. 7.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.). 8.REFER TO SHEETS C411 - C414 FOR UNDERDRAIN INFORMATION. 9.REFER TO INLET AND BASIN SCHEDULE ON SHEET C709 FOR ADDITIONAL INFORMATION. 10.REFER TO SHEET C711 FOR OUTLET STRUCTURE DETAILS. W G T E EXISTING STORM DRAIN EXISTING ELECTRIC EXISTING TELEPHONE EXISTING GAS S W PROPOSED SEWER SERVICE EXISTING SANITARY SEWER SS PROPOSED FIRE DEPT. CONN. PROPOSED CURB & GUTTER PROPOSED WATER SERVICE W/ CURB STOP FDC PROPOSED FIRE HYDRANT EXISTING FIRE HYDRANT EASEMENT LINE PROJECT BOUNDARY ABBREVIATIONS: AE = ACCESS EASEMENT DE = DRAINAGE EASEMENT UE = UTILITY EASEMENT EAE = EMERGENCY ACCESS EASEMENT PROPOSED UNDERDRAIN UD PROPOSED LOT LINE PROPOSED STORM INLET PROPOSED AREA DRAIN INLET TRACT E NATURAL HABITATS BUFFER ZONE D&UE STORM DRAIN LINE 2 STORM 2 PROFILE SCALE: VERT. 1"=5' HORIZ. 1"=50' PROFILE SCALE: VERT. 1"=5' HORIZ. 1"=50' PROFILE SCALE: VERT. 1"=5' HORIZ. 1"=50' REC O R D D R A W I N G S S S S S S W W W W W W W W W W W W W W WW W W UD UD UD UD UD UD UD UD UD W W W W WUD UD UD UD UD UD S SS SS SS SS SS SS SS SS SS FES FES DDD FES FES D D H2OH2OARV H2O ARV H2O HYD 24" W 24" W 24" W 24" W T T T T T T T T T T T T T T T T T T 24" W 24" W 24" W 24" W 24" W 24" W 24" W 24" W 24" W 24" W 24" W STST 8" W 8" W 8" W 8" W 8" W 8" W 8" W 8" W 8" W 8" W 8" W 8" W 8" W 8" W 8" W 8" W 8" W G G G G G G G G G G G G G G G G G G / / / / / / / / E EEEEEEEEE E E E E E E E E E T T TT T CTV CTV CTV CTV CTV CTV CTV CTV CTV CTV CTV CTV CTV CTV CTV CTV CTV CTV CTV CTV S C C TELE C AC AC AC AC AC AC E ACAC ACAC ACAC G AC AC AC AC AC AC EAC ACAC ACAC AC C.O.C.O. G AC AC AC AC AC AC CONT R O L IRR CONT R O L IRR AC AC AC ACACAC 94.95 LF 48" RCP @ 0.51% 125.74 LF 48" RCP @ 0.31% LINCOLN AV E N U E STORM DRAIN LINE 3-3 SEE SHEET C315 LO T 1 4 1 LO T 1 4 2 LO T 1 3 5 LO T 1 4 3 LO T 1 3 6 LO T 1 4 4 LO T 1 3 7 LO T 1 4 5 LO T 1 3 8 LO T 1 3 9 LO T 1 4 0 LO T 1 3 4 TRACT E NATURAL HABITATS BUFFER ZONE D&UE TRACT F BUFFALO RUN APARTMENTS P.U.D. 39.64 LF 48" RCP @ 0.51% 114.95 L F 4 8 " R C P @ 0 . 1 9 % WATER LINE 2 SEE SHEET C307 STORM DRAIN LINE 3-2 SEE SHEET C315 INSERTA TEE 3-2A STA 14+19.66 N: 131485.85 E: 201122.33 17.31 LF 4" PERFORATED PVC @ 0.50% 36.00 LF 4" PERFORATED PVC @ 0.50% INSERTA TEE 3-3A STA 17+51.26 N: 131622.87 E: 200822.42 20.56 LF 48" RCP @ 0.19% 8.37 LF 4" PERFORATED PVC @ 0.80% 53.47 LF 4" PERFORATED PVC @ 0.80% UD CLEANOUT 3-3A INV. OUT=4936.79 (E) FG=4942.4 53.92 LF 4" PERFORATED PVC @ 0.80% 30.12 LF 4" PERFORATED PVC @ 0.80% 43.67 LF 4" PERFORATED PVC @ 0.80% 54.18 LF 4" PERFORATED PVC @ 0.80% 54.23 LF 4" PERFORATED PVC @ 0.80% LOT 151 LOT 150 LOT 149 LOT 148 LOT 147 LOT 146 STORM DRAIN LINE 3-1 SEE THIS SHEET STRM 3-4 REMOVE EXISTING OUTLET STRUCTURE AND CONNECT TO EXISTING 48" RCP STA 17+71.82 N: 131628.60 E: 200802.67 STMH 3-3 (6'Ø) STA 16+36.31 N: 131590.85 E: 200932.83 STMH 3-1 (6'Ø) STA 12+85.08 N: 131420.63 E: 201240.05 FES 3 STA 11+59.33 N: 131359.04 E: 201349.68 60"x36" JUNCTION BOX 3-2 STA 13+80.02 N: 131466.64 E: 201157.00 CLEANOUT 3-2A.2 INV. OUT=4933.53 (NW) FG=4939.3 216.65 LF 48" RCP @ 0.51% CLEANOUT 3-2A.1 INV. IN=4933.35 (SE) INV. OUT=4933.51 (NE) FG=4939.7 MEDIAN SUBDRAIN SEE SHEET C315 MEDIAN SUBDRAIN SEE SHEET C315 4920 4925 4930 4935 4940 4945 4950 4920 4925 4930 4935 4940 4945 4950 11+0012+0013+0014+0015+0016+0017+0018+0018+50 18" MIN. EXISTING 186.04 LF 48" RCP @ 0.19% 114.95 LF 48" RCP @ 0.19% 125.74 LF 48" RCP @ 0.31% FE S 3 ST A 1 1 + 5 9 . 3 3 IN V . 4 9 2 9 . 0 7 ( N W ) ST R M 3 - 4 ST A 1 7 + 7 1 . 8 2 RI M 4 9 3 6 . 2 ± IN V . I N 4 9 3 1 . 4 9 ( W ) IN V . O U T 4 9 3 1 . 4 9 ( E ) ST M H 3 - 1 ( 6 ' Ø ) ST A 1 2 + 8 5 . 0 8 RI M 4 9 3 7 . 8 ± IN V . I N 4 9 2 9 . 4 5 ( N W ) IN V . I N 4 9 2 9 . 4 5 ( N E ) IN V . O U T 4 9 2 9 . 4 5 ( S E ) ST M H 3 - 3 ( 6 ' Ø ) ST A 1 6 + 3 6 . 3 1 RI M 4 9 3 9 . 7 ± IN V . I N 4 9 3 1 . 2 4 ( W ) IN V . I N 4 9 3 1 . 4 2 ( S ) IN V . I N 4 9 3 1 . 4 2 ( N ) IN V . O U T 4 9 3 1 . 2 4 ( S E ) 94.95 LF 48" RCP @ 0.51% PROPOSED GROUND EXISTING GROUND 12" ELCO WATER STA.=12+04.07 TOP=0.00 39.64 LF 48" RCP @ 0.51% 60 " x 3 6 " J U N C T I O N B O X 3 - 2 ST A 1 3 + 8 0 . 0 2 IN V . 4 9 2 9 . 9 3 ( N W ) IN V . 4 9 3 2 . 2 7 ( S W ) IN V . 4 9 2 9 . 9 3 ( S E ) EZ-WRAP STORM 10' EACHWAY OF WATER CROSSING 216.65 LF 48" RCP @ 0.51% IN S E R T A T E E 3 - 2 A ST A 1 4 + 1 9 . 6 6 IN V . 4 9 3 0 . 1 4 ( N W ) IN V . 4 9 3 3 . 4 3 ( S W ) IN V . 4 9 3 0 . 1 4 ( S E ) 20.56 LF 48" RCP @ 0.19% IN S E R T A T E E 3 - 3 A ST A 1 7 + 5 1 . 2 6 IN V . 4 9 3 1 . 4 6 ( W ) IN V . 4 9 3 3 . 9 4 ( S ) IN V . 4 9 3 1 . 4 6 ( E ) PUBLIC 4920 4925 4930 4935 4940 4945 4950 4920 4925 4930 4935 4940 4945 4950 10+00 11+00 49.82 LF 15" RCP @ 1.11% OU T L E T S T R U C T U R E 3 - 1 A ST A 1 0 + 4 9 . 8 2 IN V . 4 9 3 0 . 0 0 ( S W ) ST M H 3 - 1 ( 6 ' Ø ) ST A 1 0 + 0 0 . 0 0 RI M 4 9 3 7 . 8 ± IN V . I N 4 9 2 9 . 4 5 ( N W ) IN V . I N 4 9 2 9 . 4 5 ( N E ) IN V . O U T 4 9 2 9 . 4 5 ( S E ) PROPOSED GROUND EXISTING GROUND LOWERED 24" NWCWD WATER STA.=10+44.89 TOP±4928.3 PRIVATE UD WWW W W W UD UD UD D D H2 O H2 O ARVH2 O ARVH2 O 24 " W 24 " W T T T T T 24 " W 24 " W 24 " W ST ST 8" W 8" W 8" W 8" W 8" W 8" W G G G G G G G / / / / / / / / E E E E E ECT V CT V CT V CT V CT V CT V STMH 3-1 (6'Ø) STA 10+00.00 N: 131420.63 E: 201240.05 49.82 LF 15" RCP @ 1.11% OUTLET STRUCTURE 3-1A STA 10+49.82 N: 131464.21 E: 201264.20 STORM DRAIN LINE 3 SEE THIS SHEET LI N C O L N A V E N U E TRACT E NATURAL HABITATS BUFFER ZONE D&UE LOWER EXISTING 24" NWCWD 1.CONTRACTOR SHALL POTHOLE PRIOR TO CONSTRUCTION AND SHALL CONTACT NWCWD PRIOR TO BEGINNING ANY WORK. 2.WATERLINE CONSTRUCTION MAY ONLY OCCUR FROM DECEMBER-MARCH. FG=4939.7 Of 142 Sheets No . Re v i s i o n s : By : Da t e : RE V I E W E D B Y : N. H a w s DE S I G N E D B Y : DR A W N B Y : SC A L E : PR O J E C T : 93 9 - 0 0 1 Sheet CA P S T O N E C O T T A G E S E N G I N E E R N G I E H T R O N R N 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 ww w . n o r t h e r n e n g i n e e r i n g . c o m Ph o n e : 9 7 0 . 2 2 1 . 4 1 5 8 DA T E : Ju n e 2 3 , 2 0 1 6 06.23.16 KEYMAP WEBST E R A V E N U E LINCO L N A V E N U E CLUB HOUSE GOLD D R I V E(PRIVATE D R I V E ) COTTAGE DRIVE(PRIVATE DRIVE) DUFF D R I V E IN T E R N A T I O N A L B O U L E V A R D -NA M E T O B E D E T E R M I N E D B Y C I T Y C O U N C I L R E S O L U T I O N LEM A Y A V E N U E SO U T H C L U B H O U S E D R I V E (P R I V A T E D R I V E ) NEEDS A N A M E D R I V E (PRIVA T E D R I V E ) CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what's below. before you dig.Call R ( IN FEET ) 0 1 INCH = 50 FEET 50 50 100 150 C314 PL A N & P R O F I L E ST O R M D R A I N L I N E 3 & 3 - 1 A. R e e s e A. B o e s e 1" = 5 0 ' STORM DRAIN LINE 3 PROFILE SCALE: VERT. 1"=5' HORIZ. 1"=50' PROFILE SCALE: VERT. 1"=5' HORIZ. 1"=50' STORM DRAIN LINE 3-1 STORM 3 STORM 3-1 EXISTING RIGHT OF WAY EXISTING WATER MAIN PROPOSED STORM DRAIN LEGEND: NOTES: THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. CONTRACTOR SHALL BE RESPONSIBLE FOR ANY NECESSARY FIELD LOCATES AND POTHOLING OF SUBSURFACE UTILITIES. ENGINEERING AND CITY SHALL BE NOTIFIED OF ANY POTENTIAL CONFLICTS. 3.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER MAINS, WATER MAINS, AND SERVICES. 4.PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX STRUCTURES. SPECIFIED LENGTH OF PIPE INCLUDES THE LAYING LENGTH OF FLARED END SECTIONS. 5.PRIVATE STORM SEWER MATERIAL MAY BE RCP, PVC OR HDPE. ALL RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF FORT COLLINS. HDPE MUST BE SMOOTH WALLED INTERIOR. HDPE FITTINGS MAY BE USED FOR PVC INSTALLATIONS. ALL JOINTS SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE). 6.ALL STORM MANHOLES LOCATED IN SIDEWALKS AND TRAILS SHALL HAVE PEDESTRIAN RATED LIDS. 7.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.). 8.REFER TO SHEETS C411 - C414 FOR UNDERDRAIN INFORMATION. 9.REFER TO INLET AND BASIN SCHEDULE ON SHEET C709 FOR ADDITIONAL INFORMATION. 10.REFER TO SHEET C711 FOR OUTLET STRUCTURE DETAILS. W G T E EXISTING STORM DRAIN EXISTING ELECTRIC EXISTING TELEPHONE EXISTING GAS S W PROPOSED SEWER SERVICE EXISTING SANITARY SEWER SS PROPOSED FIRE DEPT. CONN. PROPOSED CURB & GUTTER PROPOSED WATER SERVICE W/ CURB STOP FDC PROPOSED FIRE HYDRANT EXISTING FIRE HYDRANT EASEMENT LINE PROJECT BOUNDARY ABBREVIATIONS: AE = ACCESS EASEMENT DE = DRAINAGE EASEMENT UE = UTILITY EASEMENT EAE = EMERGENCY ACCESS EASEMENT PROPOSED UNDERDRAIN UD PROPOSED LOT LINE PROPOSED STORM INLET PROPOSED AREA DRAIN INLET REC O R D D R A W I N G UD UD FES FES D D FES FES D T T T T T T T 24" W 24" W 24" W 24" W 24" W BU F F A L O R U N AP A R T M E N T S P . U . D . 8" W 8" W 8" W 8" W 8" W 8" W 8" W G G G G G G E E E E E E E CTV CTV CTV CTV CTV CTV CTV CTV E AC ACACAC AC AC G AC AC AC AC AC AC EACACAC AC AC AC C.O . C.O . G AC AC AC AC AC AC STMH 3-3 (6'Ø) STA 10+00.00 N: 131590.85 E: 200932.83 67.24 LF 24" RCP @ 1.00% STRM INLET 3-3.1B STA 10+67.24 N: 131526.27 E: 200914.09 63.10 LF 18" RCP @ 1.20% STRM INLET 3-3.2B STA 11+30.35 N: 131480.97 E: 200958.04 STRM INLET 3-3.3B STA 11+62.97 N: 131463.43 E: 200985.54 32.63 LF 18" RCP @ 1.20% STORM DRAIN LINE 3 SEE SHEET C314 LOT 1 3 5 LOT 1 3 6 LOT 1 3 7 LOT 1 3 8 LOT 1 3 4 LINC O L N A V E N U E TRACT F 6.56 LF 18" RCP @ 5.00% STRM INLET 3-3.2A STA 10+33.47 N: 131623.11 E: 200941.73 INSERTA TEE 3-3.1A STA 10+06.56 N: 131597.17 E: 200934.57 26.91 LF 18" RCP @ 5.00% 16.34 LF 4" PERFORATED PVC @ 2.00% BASIN 3-3 INV. OUT=4932.81 (W) FG=4940.7 LOWER EXISTING 8" COFC 1.CONTRACTOR SHALL POTHOLE PRIOR TO CONSTRUCTION AND SHALL CONTACT COFC PRIOR TO BEGINNING ANY WORK. 4925 4930 4935 4940 4945 4950 4955 10+00 11+00 12+00 PROPOSED GROUND EXISTING GROUND ST R M I N L E T 3 - 3 . 3 B ST A 1 1 + 6 2 . 9 7 FL . E L 4 9 3 8 . 1 ± IN V . O U T 4 9 3 3 . 3 4 ( N W ) 32.63 LF 18" RCP @ 1.20% ST R M I N L E T 3 - 3 . 2 B ST A 1 1 + 3 0 . 3 5 FL . E L 4 9 3 8 . 2 ± IN V . I N 4 9 3 2 . 9 5 ( S E ) IN V . O U T 4 9 3 2 . 9 5 ( N W ) 63.10 LF 18" RCP @ 1.20% ST R M I N L E T 3 - 3 . 1 B ST A 1 0 + 6 7 . 2 4 FL . E L 4 9 3 6 . 4 ± IN V . I N 4 9 3 2 . 2 0 ( S E ) IN V . O U T 4 9 3 2 . 1 0 ( N ) 67.24 LF 24" RCP @ 1.00%LOWERED 8" COFC WATER STA.=10+85.53 TOP=4930.71 18" MIN. PUBLIC ST A 1 0 + 0 0 . 0 0 RI M 4 9 3 9 . 7 ± IN V . I N 4 9 3 1 . 2 4 ( W ) IN V . I N 4 9 3 1 . 4 2 ( S ) IN V . I N 4 9 3 1 . 4 2 ( N ) IN V . O U T 4 9 3 1 . 2 4 ( S E ) 4925 4930 4935 4940 4945 4950 4955 10+0011+00 ST M H 3 - 3 ( 6 ' Ø ) 6.56 LF 18" RCP @ 5.00% ST R M I N L E T 3 - 3 . 2 A ST A 1 0 + 3 3 . 4 7 FL . E L 4 9 3 9 . 7 ± IN V . O U T 4 9 3 3 . 1 0 ( S ) IN S E R T A T E E 3 - 3 . 1 A ST A 1 0 + 0 6 . 5 6 IN V . 4 9 3 1 . 7 5 ( N ) IN V . 4 9 3 2 . 4 9 ( E ) IN V . 4 9 3 1 . 7 5 ( S ) 26.91 LF 18" RCP @ 5.00% EX. 24" NWCWD WATER STA.=10+36.30 TOP±4931.0 (PROTECT IN PLACE) UD WW W W UD UD UD D D H2 O H2 O ARVH2 O ARVH2 O 24 " W T T T T T T T 24 " W 24 " W 24 " W 24 " W 24 " W 8" W 8" W 8" W 8" W 8" W 8" W 8" W G G G G G G G / / / / / / / / E E E E E E E E CT V CT V CT V CT V CT V CT V CT V CT V EAC AC AC AC ACAC C.O .G ACAC ACAC AC AC CO N T R O L IR R CO N T R O L IR R AC AC ACAC AC AC LI N C O L N A V E N U E 60"x36" JUNCTION BOX 3-2 STA 10+00.00 N: 131466.64 E: 201157.00 24.73 LF 18" RCP @ 1.28% STRM INLET 3-2.2 STA 10+77.64 N: 131398.73 E: 201119.38 STORM DRAIN LINE 3 SEE SHEET C314 BASIN 3-2.1 INV. OUT=4933.67 (NW) FG=4937.9 INSERTA TEE 3-2.1 STA 10+24.73 N: 131445.01 E: 201145.02 52.91 LF 18" RCP @ 1.28% 166.84 LF R = 1149.14' 4" PERFORATED PVC @ 0.21% 4925 4930 4935 4940 4945 4950 4955 4925 4930 4935 4940 4945 4950 4955 9+5010+0011+0011+50 ST R M I N L E T 3 - 2 . 2 ST A 1 0 + 7 7 . 6 4 RI M 4 9 3 7 . 2 ± IN V . O U T 4 9 3 3 . 2 6 ( N E ) 60 " x 3 6 " J U N C T I O N B O X 3 - 2 ST A 1 0 + 0 0 . 0 0 RI M 4 9 3 8 . 4 ± IN V . I N 4 9 2 9 . 9 3 ( N W ) IN V . I N 4 9 3 2 . 2 7 ( S W ) IN V . O U T 4 9 2 9 . 9 3 ( S E ) 24.73 LF 18" RCP @ 1.28% PROPOSED GROUND EXISTING GROUND LOWERED 8" COFC WATER STA.=10+66.82 TOP=4931.41 18" MIN. 52.91 LF 18" RCP @ 1.28% IN S E R T A T E E 3 - 2 . 1 ST A 1 0 + 2 4 . 7 3 IN V . 4 9 3 2 . 5 9 ( S W ) IN V . 4 9 3 3 . 3 3 ( S E ) IN V . 4 9 3 2 . 5 9 ( N E ) PUBLIC Of 142 Sheets No . Re v i s i o n s : By : Da t e : RE V I E W E D B Y : N. H a w s DE S I G N E D B Y : DR A W N B Y : SC A L E : PR O J E C T : 93 9 - 0 0 1 Sheet CA P S T O N E C O T T A G E S E N G I N E E R N G I E H T R O N R N 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 ww w . n o r t h e r n e n g i n e e r i n g . c o m Ph o n e : 9 7 0 . 2 2 1 . 4 1 5 8 DA T E : Ju n e 2 3 , 2 0 1 6 06.23.16 KEYMAP WEBST E R A V E N U E LINCO L N A V E N U E CLUB HOUSE GOLD D R I V E(PRIVATE D R I V E ) COTTAGE DRIVE(PRIVATE DRIVE) DUFF D R I V E IN T E R N A T I O N A L B O U L E V A R D -NA M E T O B E D E T E R M I N E D B Y C I T Y C O U N C I L R E S O L U T I O N LEM A Y A V E N U E SO U T H C L U B H O U S E D R I V E (P R I V A T E D R I V E ) NEEDS A N A M E D R I V E (PRIVA T E D R I V E ) CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what's below. before you dig.Call R ( IN FEET ) 0 1 INCH = 50 FEET 50 50 100 150 C315 PL A N & P R O F I L E ST O R M D R A I N L I N E 3 - 2 & 3 - 3 A. R e e s e A. B o e s e 1" = 5 0 ' STORM DRAIN LINE 3-3 PROFILE SCALE: VERT. 1"=5' HORIZ. 1"=50' EXISTING RIGHT OF WAY EXISTING WATER MAIN PROPOSED STORM DRAIN LEGEND: NOTES: THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. CONTRACTOR SHALL BE RESPONSIBLE FOR ANY NECESSARY FIELD LOCATES AND POTHOLING OF SUBSURFACE UTILITIES. ENGINEERING AND CITY SHALL BE NOTIFIED OF ANY POTENTIAL CONFLICTS. 3.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER MAINS, WATER MAINS, AND SERVICES. 4.PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX STRUCTURES. SPECIFIED LENGTH OF PIPE INCLUDES THE LAYING LENGTH OF FLARED END SECTIONS. 5.PRIVATE STORM SEWER MATERIAL MAY BE RCP, PVC OR HDPE. ALL RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF FORT COLLINS. HDPE MUST BE SMOOTH WALLED INTERIOR. HDPE FITTINGS MAY BE USED FOR PVC INSTALLATIONS. ALL JOINTS SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE). 6.ALL STORM MANHOLES LOCATED IN SIDEWALKS AND TRAILS SHALL HAVE PEDESTRIAN RATED LIDS. 7.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.). 8.REFER TO SHEETS C411 - C414 FOR UNDERDRAIN INFORMATION. 9.REFER TO INLET AND BASIN SCHEDULE ON SHEET C709 FOR ADDITIONAL INFORMATION. 10.REFER TO SHEET C711 FOR OUTLET STRUCTURE DETAILS. W G T E EXISTING STORM DRAIN EXISTING ELECTRIC EXISTING TELEPHONE EXISTING GAS S W PROPOSED SEWER SERVICE EXISTING SANITARY SEWER SS PROPOSED FIRE DEPT. CONN. PROPOSED CURB & GUTTER PROPOSED WATER SERVICE W/ CURB STOP FDC PROPOSED FIRE HYDRANT EXISTING FIRE HYDRANT EASEMENT LINE PROJECT BOUNDARY ABBREVIATIONS: AE = ACCESS EASEMENT DE = DRAINAGE EASEMENT UE = UTILITY EASEMENT EAE = EMERGENCY ACCESS EASEMENT PROPOSED UNDERDRAIN UD PROPOSED LOT LINE PROPOSED STORM INLET PROPOSED AREA DRAIN INLET STORM DRAIN LINE 3-2 PROFILE SCALE: VERT. 1"=5' HORIZ. 1"=50' STORM 3-3 STORM 3-2 REC O R D D R A W I N G W W S WS SS HYD D W 24" W24" W24" W24" W24" W OHEOHEOHEOHEOHE / / / / / / / / / / / / / / / // / / / / / / / / / / / / / / // / / / / / / / OHPOHP OHPOHP 24" W 24" W24" W24" W24" W TE L E W 24 " W 12" W 12" W 12" W 12" W 12" WT T TTTTT W T F-STRM INLET 5-2 STA 11+97.90 N: 132099.37 E: 200085.72 FUTURE 90.60 LF 18" RCP @ 0.73% STRM INLET 5-1 STA 11+07.29 N: 132087.37 E: 200175.52 107.13 LF 18" RCP @ 0 . 5 0 % STMH 5 (4'Ø) STA 10+00.00 N: 131980.74 E: 200165.18 LEMAY AVENUE LOT 8 LOT 5 LOT 3 LOT 7LOT 9 31.00 LF 8" PVC @ 0.50% BASIN 5-1A INV. OUT=4935.84 (W) FG=4937.52 EXISTING 12" ELCO WATERLINE TO BE ABANDONED IN PLACE 4925 4930 4935 4940 4945 4950 4955 4925 4930 4935 4940 4945 4950 4955 9+5010+0011+0012+0012+50 F- S T R M I N L E T 5 - 2 ST A 1 1 + 9 7 . 9 0 FL . E L 4 9 3 9 . 3 ± IN V . O U T 4 9 3 6 . 3 3 ( E ) FUTURE 90.60 LF 18" RCP @ 0.73% ST R M I N L E T 5 - 1 ST A 1 1 + 0 7 . 2 9 FL . E L 4 9 3 9 . 1 ± IN V . I N 4 9 3 5 . 6 8 ( W ) IN V . I N 4 9 3 5 . 6 8 ( E ) IN V . O U T 4 9 3 5 . 6 8 ( S ) 107.13 LF 18" RCP @ 0.50% ST M H 5 ( 4 ' Ø ) ST A 1 0 + 0 0 . 0 0 RI M 4 9 4 0 . 3 ± IN V . I N 4 9 3 5 . 1 4 ( N ) IN V . O U T 4 9 3 5 . 1 4 ( S ) PROPOSED GROUND EXISTING GROUND EX. 24" NWCWD WATER STA.=11+95.21 TOP±4934.3 18" MIN. FUTURE GROUND PUBLIC Of 142 Sheets No . Re v i s i o n s : By : Da t e : RE V I E W E D B Y : N. H a w s DE S I G N E D B Y : DR A W N B Y : SC A L E : PR O J E C T : 93 9 - 0 0 1 Sheet CA P S T O N E C O T T A G E S E N G I N E E R N G I E H T R O N R N 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 ww w . n o r t h e r n e n g i n e e r i n g . c o m Ph o n e : 9 7 0 . 2 2 1 . 4 1 5 8 DA T E : Ju n e 2 3 , 2 0 1 6 06.23.16 KEYMAP WEBST E R A V E N U E LINCO L N A V E N U E CLUB HOUSE GOLD D R I V E(PRIVATE D R I V E ) COTTAGE DRIVE(PRIVATE DRIVE) DUFF D R I V E IN T E R N A T I O N A L B O U L E V A R D -NA M E T O B E D E T E R M I N E D B Y C I T Y C O U N C I L R E S O L U T I O N LEM A Y A V E N U E SO U T H C L U B H O U S E D R I V E (P R I V A T E D R I V E ) NEEDS A N A M E D R I V E (PRIVA T E D R I V E ) CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what's below. before you dig.Call R ( IN FEET ) 0 1 INCH = 50 FEET 50 50 100 150 C316 PL A N & P R O F I L E ST O R M D R A I N L I N E 5 A. R e e s e A. B o e s e 1" = 5 0 ' PROFILE SCALE: VERT. 1"=5' HORIZ. 1"=50' STORM DRAIN LINE 5 STORM 5 EXISTING RIGHT OF WAY EXISTING WATER MAIN PROPOSED STORM DRAIN LEGEND: NOTES: THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. CONTRACTOR SHALL BE RESPONSIBLE FOR ANY NECESSARY FIELD LOCATES AND POTHOLING OF SUBSURFACE UTILITIES. ENGINEERING AND CITY SHALL BE NOTIFIED OF ANY POTENTIAL CONFLICTS. 3.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER MAINS, WATER MAINS, AND SERVICES. 4.PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX STRUCTURES. SPECIFIED LENGTH OF PIPE INCLUDES THE LAYING LENGTH OF FLARED END SECTIONS. 5.PRIVATE STORM SEWER MATERIAL MAY BE RCP, PVC OR HDPE. ALL RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF FORT COLLINS. HDPE MUST BE SMOOTH WALLED INTERIOR. HDPE FITTINGS MAY BE USED FOR PVC INSTALLATIONS. ALL JOINTS SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE). 6.ALL STORM MANHOLES LOCATED IN SIDEWALKS AND TRAILS SHALL HAVE PEDESTRIAN RATED LIDS. 7.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.). 8.REFER TO SHEETS C411 - C414 FOR UNDERDRAIN INFORMATION. 9.REFER TO INLET AND BASIN SCHEDULE ON SHEET C709 FOR ADDITIONAL INFORMATION. 10.REFER TO SHEET C711 FOR OUTLET STRUCTURE DETAILS. W G T E EXISTING STORM DRAIN EXISTING ELECTRIC EXISTING TELEPHONE EXISTING GAS S W PROPOSED SEWER SERVICE EXISTING SANITARY SEWER SS PROPOSED FIRE DEPT. CONN. PROPOSED CURB & GUTTER PROPOSED WATER SERVICE W/ CURB STOP FDC PROPOSED FIRE HYDRANT EXISTING FIRE HYDRANT EASEMENT LINE PROJECT BOUNDARY ABBREVIATIONS: AE = ACCESS EASEMENT DE = DRAINAGE EASEMENT UE = UTILITY EASEMENT EAE = EMERGENCY ACCESS EASEMENT PROPOSED UNDERDRAIN UD PROPOSED LOT LINE PROPOSED STORM INLET PROPOSED AREA DRAIN INLET REC O R D D R A W I N G