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Home My WebLink AboutSite Certifications - 10/05/2018 Mr. Dan Mogen City of Fort Collins Stormwater Utility 700 Wood St. Fort Collins, CO August 13, 2018 RE: Drainage Certification for Milestone Apartments Dear Mr. Mogen, This drainage certification letter is provided to verify as-constructed conditions for Milestone Apartments. Northern Engineering completed survey work July 10, 2018 to verify general compliance with the Final Utility Plans for Milestone Apartments, dated 3/18/15 including revised drawings dated 12/13/16 and 7/09/18 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 water quality pond 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 water quality pond volumes are in Table 1. The as-built water quality pond will provide water quality treatment within the site. Table 1: Pond Record Volumes Pond Design Water Quality Vol. (ft3) As-built Water Quality Vol. (ft3) Rain Garden Pond 3,167 9,120 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 II.A.2: The approved grading plans called for a 1.0% flowline grade along all drainage swales. In places not marked “Modified Rain Garden” on the approved design drawings, the drainage swales were constructed per the approved grading plans. In areas marked “Modified Rain Garden” on the approved design drawings, an underdrain was provided per the approved plan set, and the flat grades within the Modified Rain Gardens were approved as part of each individual building certification. • Item III.B.2: Northern Engineering did not observe construction. Northern Engineering was unable to verify the encasements and clearances of the storm drain lines. • Item III.B.3: Northern Engineering did not observe construction. Northern Engineering was unable to verify the specific joint types and construction methods for the storm drain lines. • Item III.A.2: Storm Line A from Inlet A1 to Inlet A2, as shown in the storm profile sheet (Sheet C330), was constructed with a slope below the design of 0.90% (a slope of 0.74% was constructed). We re-analyzed this storm line and compared the hydraulic grade line. As shown in Figure 1, there is minimal change to the HGL. Based on the revised HGL, we feel this will convey the design storm hydraulic capacity. • Item III.A.2: Storm Line A from Inlet A4 to Inlet A5, as shown in the storm profile sheet (Sheet C330), was constructed with a slope below the design of 0.90% (a slope of 0.39% was constructed). We re-analyzed this storm line and compared the hydraulic grade line. As shown in Figure 1, there is minimal change to the HGL. Based on the revised HGL, we feel this will convey the design storm hydraulic capacity. • Item III.A.2: Storm Line A from Inlet A8 to Inlet A10, as shown in the storm profile sheet (Sheet C330), was constructed with a slope below the design of 0.65% (a slope of 0.56% was constructed). We re-analyzed this storm line and compared the hydraulic grade line. As shown in Figure 1, there is minimal change to the HGL. Based on the revised HGL, we feel this will convey the design storm hydraulic capacity. • Item III.A.2: Storm Line A from Inlet A11 to Inlet A13, as shown in the storm profile sheet (Sheet C330), was constructed with a slope below the design of 0.65% (a slope of 0.57% was constructed). We re-analyzed this storm line and compared the hydraulic grade line. As shown in Figure 1, there is minimal change to the HGL. Based on the revised HGL, we feel this will convey the design storm hydraulic capacity. Figure 1: Storm Line A • Item III.A.2: Storm Line B from Headwall B to Inlet B1, as shown in the storm profile sheet (Sheet C331), was constructed with a slope below the design of 0.50% (a slope of 0.27% was constructed). We re-analyzed this storm line and compared the hydraulic grade line. As shown in Figure 2, there is minimal change to the HGL. Based on the revised HGL, we feel this will convey the design storm hydraulic capacity. • Item III.A.2: Storm Line B from Manhole B6 to Inlet B7, as shown in the storm profile sheet (Sheet C331), was constructed with a slope below the design of 0.50% (a slope of 0.34% was constructed). We re-analyzed this storm line and compared the hydraulic grade line. As shown in Figure 2, there is minimal change to the HGL. Based on the revised HGL, we feel this will convey the design storm hydraulic capacity. • Item III.A.2: Storm Line B from Inlet B7 to Inlet B8, as shown in the storm profile sheet (Sheet C331), was constructed with a slope below the design of 0.50% (a slope of 0.36% was constructed). We re-analyzed this storm line and compared the hydraulic grade line. As shown in Figure 2, there is minimal change to the HGL. Based on the revised HGL, we feel this will convey the design storm hydraulic capacity. Figure 2: Storm Line B Figure 3: Storm Line C • Item III.A.2: Storm Line C from Headwall C to Inlet C1, as shown in the storm profile sheet (Sheet C331), was constructed with a slope below the design of 0.50% (a slope of 0.27% was constructed). We re-analyzed this storm line and compared the hydraulic grade line. As shown in Figure 3, there is minimal change to the HGL. Based on the revised HGL, we feel this will convey the design storm hydraulic capacity. • Item III.V.5: The inverts for Inlet A2 was constructed to within 0.3’. Northern Engineering has re-analyzed Storm Line A (see above), and we feel this will convey the design hydraulic capacity. • Item III.V.5: The east invert for Inlet B1 was constructed to within 0.3’. Northern Engineering has re-analyzed Storm Line B (see above), and we feel this will convey the design hydraulic capacity. • Item VII.A.2: Northern Engineering did not observe construction. Northern Engineering was unable to verify the perforated and non-perforated sections of the underdrains. According to the contractor, the underdrains were constructed per the approved design drawings. • Item VII.A.5: Northern Engineering did not observe construction. Northern Engineering was unable to verify the backfill material of the underdrains. According to the contractor, the underdrains were constructed per the approved design drawings. According to the contractor, the underdrains were constructed per the approved design drawings. • Item VII.A.6: Northern Engineering did not observe construction. Northern Engineering was unable to verify if the underdrains were wrapped with a geotextile fabric. According to the contractor, the underdrains were constructed per the approved design drawings. • Item XIII.A.1: At the time of Northern Engineering’s site investigation, construction debris was not removed from the site. However, the landscaper was in the process of finalizing the landscaping for the site. Please feel free to contact me with any questions you may have. Thank you, NORTHERN ENGINEERING Frederick S. Wegert, PE Project Engineer Attachment 1 8/16 Page 1 OVERALL SITE and DRAINAGE CERTIFICATION Commercial, Multi-Family and Subdivision Certification Form and Checklist Project Name: Date: Building Permit Numbers: (Commercial or multi-family) Per the requirement in Fort Collins Stormwater Criteria Manual (FCSCM) Volume 1, Section 6.11, please fill in all applicable items in this Certification Form for Commercial, Multi-Family and Overall Single Family sites. NOTE: several items must be verified during construction. A copy of the approved grading plan must be submitted with the as-built grading plan. (As-built elevations must be written in red next to the approved elevations.) •Use “Yes” for items completed as described. •Use “N/A” for items that are not applicable to the site being certified. •If any blanks are “No,” attach an explanation referencing the item number below. Attach an explanation or description of the as-built condition for any items listed or for anything not listed but shown on the approved construction plans. Provide an as-built redline or Mylar drawing with the following: I.Water Quality and Quantity Detention Basin Certification - FCSCM Vol.2, Ch.10 For multiple detention basins on a site, provide the following for each basin separately: A. Volume: As-built topographic verification is attached at 1-foot (or less) contour intervals and volume verification calculations for the water quality capture volume and the 100-year detention storage volume. 1. Detention basin topography was prepared by a professional land surveyor registered in the state of Colorado. 2.Both proposed and as-built contours are shown on the same plan sheet (dashed lines for proposed and solid lines for as-built). 3.All critical spot elevations as shown on the approved construction plans have been verified and the as-built elevations are shown on the plan sheet. 4.Stage-storage-discharge tables are provided on a separate document. 5.Verification that designed drain time is in compliance with Colorado Revised Statute § 37-92- 602(8) is attached and has been uploaded to the Statewide Compliance Portal (tinyurl.com/COCompliancePortal) for approval. Uploaded documents must include: a.The cover sheet from the approved drainage report b.The stamped certification page from the approved drainage report c.As-built topographic survey d.Stamped certification page from the Overall Site & Drainage Certification e.PDF output from the Stormwater Detention and Infiltration Design Data Speadsheet Milestone Apartments August 8, 2018 B1400946, B1400948, B1400986, B1401065 - B1401073, B1401079 - B1401097 Yes Yes Yes Yes Yes Yes 8/16 Page 2 B.Water Quality and Quantity Detention Basin Grading: Attached is as-built verification that there is a minimum 2% positive fall into the concrete trickle pans or flow-line(s) from all areas in the bottom of the detention pond. If there is a “soft pan” in the flow-line, all areas still must meet the minimum 2% grade requirement. 1.Low Flow: Choose one of the following detention basin low flow options as applicable: a. Turf swale for low flow path in detention basin. There is a minimum 2% grade in the flow-line(s) of the detention basin. The flattest as-built grade is . b.Concrete pan for low flow in detention basin. There is a concrete pan installed that meets the grades as shown on the approved construction plans. (Show as-built spot elevations.) c.Soft pan for low flow in detention basin. •Verify and document the soft pan material gradation, trench width and depth - to be verified during construction by engineer. Picture documentation is preferred or engineer’s statement of visual inspection and compliance. (Choose one below.) o There is a soft pan with an underdrain installed that meets the design on the approved construction plans. (Show the underdrain grades, bedding material, geotextile, spot elevations, bends, cleanouts, etc.) o There is soft pan installed without an underdrain but there is a type A or B soil. The soil type must be documented by supplying verification from a registered professional geotechnical engineer. NOTE: Spot elevations are to be within 0.2 ft. +/-. 2. Side Slopes: The as-built side slopes of the detention basin have been calculated and are shown. Indicate the side slope with an arrow and a numerical value (e.g., 6.25:1). The maximum slope allowed is 4:1. Small areas of 3:1 may be acceptable, but slopes steeper than 3:1 must be stabilized or re- graded. Provide documentation if a variance was granted for steeper slopes during the design process. 3.Spillway Certification: The following items must be field verified: a.The location of the spillway is indicated on the as-built plan. b.The width of the spillway is indicated on the as-built plan. c.The elevation(s) of the spillway is shown on the as-built plan. d.A concrete ribbon defines the location and grade of the spillway. e.There is downstream scour protection in the spillway as per the construction plans. Indicate type: (riprap size “D50” gradation and bedding type, geotextile, buried riprap with inches of bury, etc.). f.There are no obstructions in the spillway, such as trees, bushes, sidewalks, landscape features, rocks, etc. Yes N/A N/A Yes Yes N/A Yes N/A N/A N/A N/A N/A N/A 8/16 Page 3 4.Outlet Structure Certification a.The orifice plate for the approved release rate is installed with the correct size and location of the orifice. b.The orifice plate for the water quality outlet is installed with the correct hole size, number of rows and columns of holes. c.The bottom hole on both the water quality and quantity outlets are at the bottom of the plate so no water ponds in front of the plate. d.The well screen is the correct material and is installed as shown on the construction plans. e.100-year overflow grate elevation is . (Elev. A on detail D-46) f.The top elevation of the water quality capture volume is . (Elev. B on detail D-46) g.Overflow grate is made of the correct material, has the correct bar spacing, is hinged at the top and bolted at the bottom. h.The bottom of the outlet box has no obstructions or misalignments that will cause it to retain runoff water and is sloped at 2% towards outlet. II.Channels/Swales - FCSCM Vol.1, Ch.7, Sect.3&4 A. Capacity: The as-built capacity of all the major channels and swales has been verified. They meet or exceed capacity requirements shown in the approved drainage study for this project. 1.All swales are located within the drainage easements as shown on the construction plans. 2.Longitudinal slopes and side-slopes (cross-sections) have been verified. Design criteria requires longitudinal slopes of 2% min. (on vegetated swales) and side-slopes no steeper than 4:1. If these criteria are not met, the certification engineer will write a justification and propose mitigation for each instance or have the issues corrected. If variances to these criteria have previously been approved and are shown on the construction plans, no justification is needed. 3.As-built spot elevations on channels/swales are shown that correspond to spot elevations shown on the approved construction plans. 4.All permanent erosion control measures are installed as shown on the approved construction plans (e.g., drop structures, riprap, TRMs, etc.). (Include pictures and verification of the materials used as part of this verification.) 5.All pans, curbs, storm pipes or other appurtenances appropriately tie into each other in the system. (Pictures at tie-in points suggested.) 6.The minimum freeboard is provided for all channels and swales as shown on the approved construction plans or as identified in the approved drainage study. (Show the freeboard provided on the cross-sections as on the construction plan set or attached as separate documentation.) 7.The low flow portion of all channels or swales is clear of obstructions. (No landscaping, trees, shrubs, sod, etc. infringe on the low flow portion of channels or swales.) Yes 4898.82 4900.11 Yes Yes Yes Yes Yes Yes Yes N/A No Yes Yes Yes Yes Yes Yes 8/16 Page 4 III.Storm Pipes (aka storm drains) - FCSCM Vol.1, Ch.6, Sec. 4 A. Storm Drain Pipe Capacity: The as-built capacity of all pipes installed on this project has been verified and meets or exceeds the capacity requirements shown in the approved drainage study for this project. 1.All storm drain pipe sizes and materials have been verified and are in conformance with the approved construction plans. (Indicate on the plan and profile sheets that they have been verified.) Material and size substitutions must be approved prior to installation. If a pipe size or material was changed during construction, the certification engineer must attach the approval documents or supply them with this certification. Approval documents must include a calculation documenting the capacity equivalency (equal or greater) of the substituted size. 2.The longitudinal slope of the pipe is as shown on the approved construction plans. The acceptable minimum slope is 0.4%. All slopes flatter than the designed slope on the construction plans must be justified with capacity calculations on an attached sheet. 3.The as-built invert elevations have been verified and are shown on the plan and profile sheets of the approved construction plans. B.Storm Drain Pipe Installation Requirements: All pipes are installed in accordance with the approved construction plans. 1.The minimum cover requirements for all pipes have been met as shown on the approved construction plans. These will be called out in critical locations. 2.All encasements and clearances as specified on the approved construction plans have been met. 3.Any specific joint types or construction methods specified on the approved construction plans have been met. (List on a separate sheet and attach to this certification.) IV.Concrete Pans - FCSCM Vol.1, Ch.7, Sec.4.1.3.4 A. Construction/Installation: All concrete pans have been constructed in accordance with the approved construction plans. 1.The concrete pans are the correct size/width as shown on the approved construction plans. 2.The longitudinal slopes of the pans are as shown on the approved construction plans. The certification engineer must justify or mitigate longitudinal slopes less than the minimum of 0.4% unless a flatter slope was approved and is shown on the approved construction plans. Provide mitigation or justification by separate document. 3.The cross-section of the pan is as shown on the construction plans. (Specifically, the pan cross- section is “V” shaped and meets the side slope shown on the detail.) 4.The concrete pans are a minimum of 6 inches thick without reinforcement and a minimum of 4 inches thick with a minimum of 6X6-W14xW14 reinforcement per detail D20B and D20C. (Provide documentation of the reinforcement used if different than shown on the details or on the approved construction plans.) 5.The spot elevations shown on the concrete pan(s) have been verified and are shown on the as- built drawings. Yes Yes No Yes Yes Yes No No Yes Yes Yes Yes Yes Yes 8/16 Page 5 V. Storm Drain Inlets - FCSCM Vol.1, Ch.6, Sec. 3 A. Construction/Installation: All storm drain inlets have been constructed in accordance with the approved construction plans. 1.The size and type of inlets are consistent with the inlets shown on the approved construction plan. Indicate by writing “Verified” on each inlet on the plan sheet or list on a separate document the inlet number(s), type and size (length). If the inlet installed is other than the one on the approved construction plan detail sheet, provide the name and source of the detail with justification for equal or better capacity. 2.The size of the inlet opening is consistent with the approved detail. (Check height and width.) 3.The elevation of the grate (if applicable) is at the elevation shown on the street profile or as indicated by a spot elevation on the construction plans. 4.The as-built invert elevations of all pipes entering and leaving the inlet are shown on the plan and profile sheets within construction tolerance of 0.2 feet. If substantially different, provide justification and capacity calculations to show the capacity is not affected or propose mitigation. 5.The as-built size of the inlet box is as shown on the construction plans or an explanation or justification is attached. 6.All Type C, R, 13 and 16 inlet covers are stenciled or stamped with the following (or an equivalent) designation: NO DUMPING – DRAINS TO POUDRE RIVER. VI.Culverts - FCSCM Vol.2, Ch.9 A. Construction/Installation: All culverts have been constructed and/or installed in accordance with the approved construction plans. 1.All culvert sizes have been verified as indicated on the as-built construction plans as correct. 2.The culvert material type for all culverts installed is as on the approved construction plans and is indicated on the as-built plans. 3.The as-built invert “in and out” elevations have been verified and are indicated on the as-built construction plans. 4.The culvert headwalls or wing walls have been installed as shown on the approved construction plans. Headwalls or wing walls may be needed in the as-built conditions onsite if the slopes adjacent to the culvert are greater than 4:1. Please note areas needing stabilization in the certification narrative. An alternative to consider is a turf reinforcement mat (TRM). VII.Sub-Drains A. Construction/Installation: All sub-drains shown on the construction plans have been installed in accordance with those plans. Sub-drains installed with the sanitary sewer are to be verified on the sanitary sewer plan and profile sheets of the construction plans. (NOTE: Indicate any sub-drains installed after the plans were approved on the as-built plans.) 1.The size of the sub-drains are as approved on the construction plans and are indicated on the as- built plans. 2.The type of sub-drain, in particular the perforated and non-perforated sections of the drain, are as indicated on the approved construction plans. Yes Yes Yes Yes No Yes Yes N/A N/A N/A N/A N/A Yes Yes No 8/16 Page 6 3.The cover requirements per the construction plans are provided. 4.The cleanouts have been installed at the locations shown on the construction plans and are accessible for cleaning. (Cleanouts can be buried a maximum of 6 inches deep with their locations marked.) 5.The backfill materials for sub-drains are as shown on the approved construction plans. (This includes the type, depth and width.) 6.The geo-textile liner completely wraps the sub-drain and the permeable backfill material unless shown otherwise on the approved construction plans. (Sub-drain pipe wrapped in a sock filter material is accepted only if approved prior to installation.) VIII.Curb Cuts A. Construction: All curb cut openings are constructed in accordance with the approved construction plans. 1.The size (width) of the curb cut opening is as shown on the approved construction plans. 2.The curb cut openings tie into a downstream swale, pipe, or other appurtenances with a smooth transition and there no obstructions such as riprap or sod impeding the flow downstream of the curb cut. IX.Sidewalk Culverts & Chases A. Construction/Installation: All sidewalk culverts have been installed at the locations shown on the approved construction plans. 1.The size (width and length) of the culverts are as shown on the approved construction plans. 2.The cover plate is a minimum 5/8-inch galvanized plate bolted to a galvanized angle iron per the detail shown on the approved construction plans or per the City’s detail. 3.The sidewalk culvert invert “in and out” elevations have been verified and are indicated on the as-built plans. 4.The sidewalk culvert opening is as shown on the approved construction plans or per the City’s detail. 5.There is a smooth transition both on the inlet and outlet ends of the sidewalk culvert with no obstructions such as riprap or sod impeding the flow into or out of the sidewalk culvert. X. Site Grading A. Construction: All common open spaces have been graded in accordance with the approved construction plans. 1.The grading on all common open spaces bordering private lots has been verified as correct and the as-built rear lot corner elevations have been shown on the as-built plans. Yes Yes No No Yes Yes Yes N/A N/A N/A N/A N/A N/A Yes Yes 8/16 Page 7 2.The as-built contours for “overlot grading” are shown on the as-built construction plans for all common open spaces, tracts, outlots, etc. If not in compliance, please attach a narrative describing the situation for noncompliance and when it may be corrected. An escrow for overlot grading may be required. (NOTE: Residential Lot Grading Certification is a separate process from this Overall Site Certification. It is understood that residential lots will be brought to final grade once the foundation is backfilled so they may be lower than the plan shows at this Overall Site Certification stage.) 3.All turf reinforcement mats (TRMs) have been installed as shown on the approved construction plans and the slopes are stabilized. XI.Riprap - FCSCM Vol.1, Ch.7, Sec.4.4.4.3 A. Construction: All riprap has been installed in the locations and sizes indicated on the approved construction plans. XII.Permanent Erosion Control Fabric - FCSCM Vol.1, Ch.7 A. Construction: All fabric has been installed in the locations and sizes indicated on the approved construction plans. 1.All fabric was installed per the details on the approved construction plans. XIII.Post-Construction Site Cleanup - FCSCM Vol.3, Ch.7 A. Construction: All construction debris and obstructions of any kind have been removed from drainage paths. 1.All construction debris has been removed except in staging area(s). 2.All ruts have been smoothed out in all construction areas. 3.All areas needing reseeding have been identified and future stabilization goals have been coordinated with the Erosion Control Inspector and in accordance with FCSCM Vol.2 Chapter 12. Note the area needing stabilization in the narrative. XIV.Certification of Other Permanent BMPs - FCSCM Vol.2, Ch.8, Sec.2 & FCSCM Vol.2, Ch.12 A.The construction of channel drop structures is in accordance with the approved plan both in location, horizontal dimensions and cross-section. XV.Certification of LID and Water Quality Facilities - FCSCM Vol.3, Ch.4 A.Attached are the During Construction Inspection Checklist for Low Impact Development (LID) and other items to be verified during construction, along with pictures and other required documentation. N/A Yes Yes N/A Yes N/A N/A Yes No Yes Yes Attachment 2 /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. x Use “Yes” for items completed as described. x Use “N/A” for items that are not applicable to the site being certified. x 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 in Yes Yes Yes No Yes Yes Yes Yes Yes /15 Page 3 Bioretention Cells Item/Activity Yes No N/A Documentation/Submittal Requirements Excavation 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 Inlet 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 Forebay is installed according to design specifications Forebay has flat, concrete bottom Outlet Structure/Overflow Outlet structure/overflow elevation is confirmed Measure/record distance from overflow to top of media filter Impermeable Liner Impermeable liner meets design specifications Impermeable liner attached to concrete perimeter wall Impermeable liner is not exposed Underdrain System Underdrain pipe is per design specifications At least one cleanout is provided per underdrain lateral Cleanout pipe is not perforated Cleanout covers are installed and watertight Underdrain is NOT wrapped in geotextile fabric Underdrain orifice plate installed at outlet structure Underdrain integrity tested after backfilling using TV and/or water test ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ /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: Brian Cass Project Manager bcass@bryanconstruction.com 970-556-3432 Bryan Construction 4700 Innovation Drive Unit C Fort Collins, CO 80526 ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ Attachment 3 Project: Date: Outlet Elevation:4898.68 3167 ft3 Grate Elevation:4901.58 9120 ft3 Crest of Pond Elev.:4901.80 4900.11 Maximum Elevation Minimum Elevation cu. ft.acre ft cu. ft.acre ft 4898.5 N/A 0.0 0 0.0 0.00 0.0 0.00 4899.0 4898.5 1,568.9 0.5 392.2 0.01 392.2 0.01 4899.5 4899.0 2,678.1 0.5 1,061.8 0.02 1,454.0 0.03 4900.0 4899.5 2,912.9 0.5 1,397.7 0.03 2,851.8 0.07 4900.5 4900.0 2,928.3 0.5 1,460.3 0.03 4,312.0 0.10 4901.0 4900.5 4,588.1 0.5 1,879.1 0.04 6,191.1 0.14 4901.5 4901.0 5,322.8 0.5 2,477.7 0.06 8,668.9 0.20 4901.8 4901.5 5,950.3 0.3 1,691.0 0.04 10,359.8 0.24 Rain Garden Stage Storage Curve Contour Contour Surface Area (ft2) Depth Incremental Volume Cummalitive Volume Existing Pond Stage Storage Curve 514-002 Fort Collins, Colorado F. Wegert Rain Garden Elev at Design Volume: Milestone Apartments 8/13/2018 Pond Outlet and Volume Data Design Volume: Volume at Grate: Project Number: Project Location: Calculations By: Pond No.: 8/13/2018 9:45 AM D:\Projects\Presidio\514-002\Drainage\Detention\ 514-002_Stage-Storage_Asbuilt.xlsx\Pond Attachment 4 D VAULT ELEC G G G 49 0 5 4905 49 1 0 4906 49 0 6 49074907 49 0 7 49 0 8 49 0 9 49 1 1 49 1 1 4909 4909 49 0 7 49 0 8 4908 4908 HC TF TF TF BLDG 1 (MIRRORED) BLDG 2 BLDG 5 GARAGE G1 GARAGE G2 GARAGE G4 9' U T I L I T Y E A S E M E N T 9' UT I L I T Y E A S E M E N T LE FEV E R D R I V E (76' RO W ) LA D Y M O O N D R I V E (8 4 ' R O W ) 5' PUBLIC SIDEWALK 1. 1 % 2. 0 % 1. 6 % 2. 0 % 0.6%0.6% 1. 5 % 0.9% 3.2% 1. 3 % 1.0%1.0% 1.0%1.5%1.0% 1. 0 % 1. 0 % 1.1%1.0%1.0% 1.0% 1. 0 % 1.0% 1. 1 % 1. 0 % 1. 0 % 1. 0 % 1. 0 % 1. 0 % 1. 0 % 1.0% 1. 5 % 2.3%1.0% 1. 0 % 1. 0 % 1. 0 % 1.0% 1.0% 2.0% 0.7% 0.7% 0.7% 0. 7 % 0. 7 % 5:1 5:1 12 . 3 % 5: 1 0.8% 16 . 3 % 3: 1 13.1 % 7:1 6:1 6.6% STORM DRAIN A SEE SHEET C330 EX I S T I N G 6 ' P U B L I C S I D E W A L K GARAGE G3 7.0 6.0 8.0 8.0 10.0 5: 1 4: 1 4: 1 4:14: 1 4: 1 4: 1 4:1 4: 1 8:1 5:1 10.0 10.0 10 . 0 8.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 6.0 6.06.0 8.0 8.0 7.0 8.0 7.52 7.21 7.08 7.00 6.8 5 7. 2 6 8.24 8.26 8.00 7.81 7.84 8.04 7.80 7.74 7.56 7.56 7.5 0 7.48 7.46 7.26 7.27 7.28 7.62 7.72 7.41 7.2 9 7.26 7.55 6.28 6.06 6.03 6.00 5.97 5.88 5.85 6.52 6.87 7.37 7.52 6.3 6 6.27 6.44 6.09 6.98 7.157.19 6.61 6.47 6.62 7.03 6.13 6.35 6.206.40 5.92 5.99 6.15 5.56 5.73 5.94 5.93 5.57 6.02 5.51 6.15 6.33 6.20 6.14 6.09 6.11 6.24 6.967.26 7.45 7.16 7.33 7.36 7.52 6.76 GRT 7.68GRT 7.39 GRT 8.07HP 7.90GRT 8.05 8.05 8.07 8.07 6.72 6.46 7.52GB 7.29GB 7.24 7.35 7.31 7.68 7.68 7.47GRT 7.68 7.30 6.93GRT 6.58 6.02 6.45 7.52 7.04GRT7.81 7.3 3 GR T 7.72GB 8.07GB 7.54GRT 6.74GRT 7.52 GF = 7 . 5 2 GF = 7 . 5 2 GF = 7 . 5 2 GF = 7 . 5 2 GF = 7 . 5 2 GF = 7 . 5 2 GF = 7 . 5 2 GF = 7 . 5 2 GF = 7 . 5 2 GF = 7 . 5 2 GF = 7 . 5 2 GF = 7 . 5 2 GF = 6 . 5 2 GF = 6 . 5 2 GF = 6 . 5 2 GF = 6 . 5 2 GF = 6 . 5 2 GF = 6 . 5 2 GF = 6 . 5 2 GF = 6 . 5 2 GF = 6 . 5 2 GF = 6 . 5 2 GF = 6 . 5 2 GF = 6 . 5 2 7.02 7.02 GF = 7 . 5 2 GF = 7 . 5 2 GF = 7 . 5 2 GF = 7 . 5 2 GF = 7 . 5 2 GF = 7 . 5 2 GF = 7 . 5 2 GF = 7 . 5 2 GF = 7 . 5 2 GF = 7 . 5 2 GF = 7 . 5 2 GF = 7 . 5 2 GF=7.66 GF=7.66 GF=7.66 GF=7.66 GF=7.66 GF=7.66 GF=8.24 GF=8.24 GF=8.24 GF=8.24 GF=8.24 GF=8.24 GF=8.24 GF=7.75 GF=7.75 GF=7.75 GF=7.25 GF=7.25 GF=7.25 GF=6.75 GF=6.75 GF=6.75 GF=6.75 GF=6.75 GF=6.75 GF=6.25 GF=6.25 GF=6.25 GF=6.75 GF=6.25 FFE=9.03 FFE=8.48 FFE=8.65 7.13 6.7 2 8.24 7.67 7.35 GRT 7.34GRT 7.85GRT 7.68 GRT 8.00 GB 5.97 GRT 6.09 6.18 6.65GB 5.54GRT 5.43GRT 5.77GB 8.35WLK 8.53WLK 8.53WLK 8.03WLK 8.47WLK 7.69 WLK 7.52 WLK 6.69 WLK 7.73WLK 8.04 WLK 8.15 WLK 8.15 WLK 8.41 WLK 7.85 WLK 7.97WLK 7.70 WLK 7.98WLK 6.57 WLK 6.8 1 WLK 8.02WLK 10.158.61 8.44 7.82WLK 7.39 6.20 6.14 6.64 6.57 8.02 8.028.02 7.7 5 7.75 7.18 7.58 7.75 8.25 7.63 8.25 8.7 5 7.42 7.55 7.6 6 7.208.16 8.16 6.92 6.75 7.19 7.34 7.2 07.2 8 6.78 6.77 5.74 4.4% 0.7% 1. 0 % 1. 0 % 6. 1 % 2.0% 1.0% 0.5% 7.226.80 1. 5 % 0.5% 3.1 % 2. 1 % 2. 0 % 4. 0 % 0.5% 0. 5 % 0. 7 % 0.8%0.8% 1.0% 1.0% 1. 0 % 2.7% 1. 0 % 2.0% 1. 0 % 1. 7 % 1. 0 % 0. 9 % 2.8% 1. 0 % 1. 0 % 1.0%3.1% 0. 7 % 1. 0 % 1. 0 % 1. 0 % 1. 0 % 1.2 % 1.2 % 1. 4 % 1. 4 % 2.0 % 1.1% 1.0% 1. 8 % 0. 7 % 1. 1 % 0.9%0.5%0.5% 1. 4 % 1. 1 % 6.44 6.57 6.82 6.95 6.6 4 WLK 6.5 3 WLK 6.56 6.6 5WLK 6.56WLK 6.48 WLK 5.98WLK 6.63 WLK 8.02 WLK 7.52WLK 7.47 WLK 7.88 WLK 8.01 WLK MINOR ENTRY PORTAL 7.93 7.82 6.51 BLDG 6 FFE=7.62 CLUB HOUSE & COMMUNITY CENTER FFE=6.59 8.11 8.11 8.11 8.11 1.0% 7.68GRT 1. 0 % 8.37 8.37 8.37 8.37 7.82 7.82 7.98 7.98 5.93 5.935.936.95 6.95 5.97 6.2 9 8.1 5 7.5 0 8.2 0 8.1 0 8.1 0 8.0 0 8.0 0 7.7 0 8.0 0 7.8 0 7.9 0 7.8 0 7.2 5 7.9 0 7.3 5 7.3 5 7.8 0 7.4 3 7.4 3 8.52 8.97 7.1 1 7.7 0 7.2 5 7.4 0 7.6 0 7.6 0 7.6 0 7.8 0 7.6 0 6.8 1 7.6 0 7.4 0 6.61 7.6 0 7.1 0 7.5 0 6.70 7.5 0 7.50 6.90 7.92 8.48 7.50 6.7 0 6.02 6.8 0 5.5 6 5.9 0 6.4 06.4 0 6.62 6.0 0 5.9 0 5.4 3 8.8 1 8.6 0 7.27 7. 3 5 7.77 7.7 0 7.7 0 9.02 8.4 0 TF TF TF 9.47 TF 8.87 9.02 TF TF 8.87 TF 9.47 TF 8.16 7.5 7 8.3 8 9.47 TF8.65 TF8.6 5 7. 5 5 7. 5 5 7. 5 5 7. 5 5 7. 5 5 7. 5 5 7. 5 5 7. 5 5 7. 5 5 7. 5 0 7. 5 0 8.2 0 TF8.1 5 7. 5 5 TF 8.6 5 TF8.65 TF8.15 8.2 0 6.9 4 7.1 3 8.0 0 7.4 76.7 7 7.3 6 7.5 0 6.7 2 7.5 87.5 97.5 9 6.6 0 6.5 4 7.3 2 7.557.4 5 7.2 5 7.5 0 7.3 7 7.2 9 6.3 9 5.8 26.2 6 TF8.39 TF7.25TF8.40 TF 7.41 TF 7.96 TF8.40 TF8.4 0 TF 7.2 5 7.6 9 8.2 0 8.0 0 TF8.8 2 TF8.32 TF8.82 TF 8.82 7.8 3 7.83 7.65 7.65 7.65 7.65 7.65 7.65 6. 5 9 6. 5 9 6. 5 9 6. 5 9 6. 5 9 6. 5 9 6. 5 9 6. 5 9 6. 5 9 6. 5 9 6. 5 9 6. 5 9 7. 5 8 7. 5 8 7. 5 8 7. 5 8 7. 5 8 7. 5 8 7. 5 8 7. 5 8 7. 5 8 7. 5 8 7. 5 8 7. 5 8 7.77 7.77 7.77 8.25 8.25 8.25 8.25 8.25 8.25 8.25 7.1 2 6.7 7 6.75 TF7.34 TF7.86 6.72 6.72 6.727.20 7.20 7.20 6.25 6.25 6.25 6.25 6.75 6.75 6.75 6.75 6.24 6.5 7 6.2 7 5.9 3 6.1 1 TF 8.65 TF8.65 8.3 4 8.0 5 8.3 4 7.68 8.2 5 7.7 7 8.2 5 7.43 7.2 5 8.3 0 6.4 9 8.0 9 8.0 6 7.7 2 7.92 7.7 2 7.9 6 7.9 6 7.8 0 8.6 0 8.12 7.94 7.9 7 7.03 6.6 3 6.6 5 6.5 9 6.5 9 5.4 6 6.9 4 Sheet Of 42 Sheets MI L E S T O N E A P A R T M E N T S 30 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 Fo r t C o l l i n s , C o l o r a d o 8 0 5 2 1 E N G I N E E R N G I E H T R O N R N PH O N E : 9 7 0 . 2 2 1 . 4 1 5 8 ww w . n o r t h e r n e n g i n e e r i n g . c o m 03.18.15 TF4.70 7.43 LEGEND: 5013 PROPOSED CONTOUR 93 .2 EXISTING STORM SEWER PROPOSED STORM SEWER PROPOSED SWALE EXISTING CONTOUR PROPOSED OUTFALL CURB AND GUTTER PROPERTY 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 CITY OF FORT COLLINS VERTICAL DATUM; NGVD 29 (UNADJUSTED). SEE COVER SHEET FOR BENCHMARK REFERENCES. 4.ALL CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE FINISHED GRADE ELEVATIONS. 5.THE TOP OF THE FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS REQUIRED FOR PROTECTION FROM THE 100-YR STORM. 6.REFER TO DETAIL SHEETS FOR CURB SECTION AND CROSS PANS. CONTRACTOR SHALL NOT PAVE MONOLITHICALLY WITHOUT FIRST CONSULTING WITH ENGINEER. 7.GARAGE FLOOR ELEVATIONS (GF) REPRESENT THRESHOLD GRADES. REFER TO STRUCTURAL PLANS FOR SLAB SLOPES AND CURB ELEVATIONS. 8.FINE GRADE AROUND TRANSFORMER PADS TO ENSURE POSITIVE DRAINAGE. ADJUST SWALE FLOWLINES ACCORDINGLY. 9.SEE CURB RAMP DETAILS FOR INFORMATION ON CURB TRANSITIONS AT ACCESS RAMPS. NOTES: PROPOSED STORM INLET PEDESTRIAN ACCESS RAMPS w/ CURBS (47.4 5 ) EXISTING SPOT ELEVATION PROPOSED CONCRETE CROSS PAN (TYP.) EXISTING RIGHT OF WAY PROPOSED INFLOW CURB AND GUTTER GB=GRADE BREAK WLK=SIDEWALK GRT=GRATE EXPOSED FOUNDATION BURIED FOUNDATION POOL=POOL DECK BW=BOTTOM OF WALL (FINISHED GRADE) 7.69 AS-BUILT TOP OF FOUNDATION SPOT ELEVATION AS-BUILT TOP SPOT ELEVATION KEYMAP HC HC VAN HC TF TF TF MA I N T E N A N C E MA I N T E N A N C E TF MA I N T E N A N C E HC MA I L TF TF TF TF TF TF TF TF TF TF V.P.V.P.V.P. LE FEVER DRIVE CINQUEFO I L L A N E PRECISION DRIVE LADY MOO N D R I V E BLDG 1 BLDG 2 BLDG 3 BLDG 4(2 MIXED USEUNITS) BLDG 8(3 MIXED USEUNITS) BLDG 7 BLDG 10(4 MIXED USEUNITS) BLDG 9 BLDG 5 BLDG 6 GARAGEG1 GARAGEG2 GARAGEG3 GARAGEG5 GARAGEG6 GARAGEG8 GARAGEG9 GARAGEG13 GARAGEG15 GARAGEG16 GARAGEG12GARAGEG11 GARAGEG7 GARAGEG17 GARAGEG18 GARAGEG4 GARAGEG19 GARAGEG20 (MIRRORED) GARAGEG14 GARAGEG10 CLUBHOUSE &COMMUNITY CENTER NORTH MATCHLINE-SEE SHEET C403 MA T C H L I N E - S E E S H E E T C 4 0 2 C401 DE T A I L E D G R A D I N G P L A N C401 C402 C403 C404 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 FINISHED GRADE DIRT 2" THICK ROCK MULCH (MIN.) SEE LANDSCAPE PLANS FOR DETAILS 8" MIN. FINISHED GRADE @ FOUNDATION WALL FINISHED FLOOR ELEVATION TYPICAL GARAGE 2'VARIES - 10'-13' (SEE PLANS) TRANSITION AT GARAGE DOOR SLOPE VARIES (2.0% / 28.0%) VARIES 1.0% / 5.0% (GRADE SHOWN IN PLAN VIEW) DRIVE AISLE TYP. SECTION @ GARAGE STEPAREA DRAIN GRATE ELEVATION NOTE:GRATE ELEVATIONS AND FINISHED GRADE ELEVATIONS DEPICTED HEREIN REPRESENT THE TOP LEVEL OF FINISHED SURFACES, UNLESS OTHERWISE NOTED. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO ACCOUNT FOR DOME HEIGHT, DEPTH OF COBBLE ROCK MULCH OR OTHER LANDSCAPE SURFACE TREATMENTS TO ENSURE PROPER FINISHED GRADE AND GRATE ELEVATIONS ARE ACHIEVED. 1 CL U B H O U S E M O D I F I C A T I O N S BR R 12 / 1 3 / 1 6 1 2 GA R A G E 3 S L A B , H C R A M P , B I K E R A C K R E L O C A T I O N AL B 07 / 0 9 / 1 8 3 RE C O R D D R A W I N G S MA K 08 / 1 3 / 1 8 490 7 4907 HC VAN HC TF TF TF BLDG 2 BLDG 3 GA R A G E G1 0 GA R A G E G1 4 GA R A G E G7 9' UT 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 BLDG 4 GARAGE G8 GARAGE G9 1. 3 % 2. 0 % 4. 8 % 3. 4 % 4.3% 1.2% 0.9% 2. 2 % 1. 0 % 1. 6 % 0.8% 4.5% 4.7% 2. 1 % 1.0%1.0% 1.0% 1. 0 % 1. 2 % 1.0%1.0% 1. 0 % 1. 0 % 1. 8 % 1. 0 % 1.0%1.8% 2.0%1.0% 1. 0 % 1. 0 % 1.0% 1. 0 % 1. 0 % 1. 0 % 1. 0 % 2. 8 % 1.0% 1.0% 4 4 1. 0 % 2.0% 1. 0 % 1.2% 1.0% 0. 5 % 2.0% 1. 0 % 1. 0 % 1. 6 % 1. 6 % 0.7% 0. 7 % 0. 7 % 0. 7 % 0. 7 % 0. 6 % 4.8 % 6. 0 % 5: 1 5:1 4:1 16 : 1 4:1 4: 1 4: 1 10 : 1 2.2 % 4: 1 8:1 10 : 1 6:1 5.0% 21.0% 23.5% 2.2% 6.2% 7.8% STORM DRAIN A SEE SHEET C330 CI N Q U E F O I L L A N E (7 6 ' R O W ) 5' P U B L I C S I D E W A L K 5' PUBLIC S I D E W A L K GARAGE G6 GARAGE G5 5.0 5.0 4. 0 4.0 5.0 6.0 6.0 5.0 4.0 4.0 5.0 6.0 7.0 7. 0 6.0 7.0 6.0 7.0 5.0 6.0 6. 0 7. 0 6.5% 5.0 5. 0 6.0 7.0 8.0 6.0 5. 0 EXPOSED FOUNDATION5.19 5.7 0 5.05 4.88 5.10 4.74 5.45 5.32 5.25 5.17 5.14 5.15 5.43 4.95 4.69 4.53 4.54 4.65 4.59 4.58 4.53 4.93 6.92 7.22 6.61 4.22 4.39 4.47 5.575.66 5.66 5.60 5.19 5.0 2 4.80 4.73 4.54 4.92 4.89 4.995.48 6.11 6.02 5.86 5.8 2 5.9 1 5.93 5.9 9 5.72 5.81 5.77 5.60 5.58 5.79 5.32 5.73 5.39 4.614.414.31 4.29 6.01 5.76GRT 5.86 5.98GB 5.64GRT 6.60GB6.12GRT 9.00 9.00 7.99 8.00 8.488.47 8.49 6.19 5.8 4 GR T 6.02 GB 5.80GRT 6.20GB 5.11GRT 5.82GB 5.43 GRT 6.10 6.10 5.96 5.67 5.38 5.89 5.45 4.86 4.88 5.38 4.83 4.37 4.15 4.78 4.88 4.343.94 3.87 4.21 4.17 7.72GB 6.24 5.78 6.19 5.53 4.89 5.81 5.64GRT 5.81 5.74 5.57GRT 5.74 5.76 4.75 GRT 5.14 WLK 4.70 4.13 3.82 3.73 3.66 3.56 GRT 3.72 3.97 3.92 4.36 4.28 3.72 3.61 3.72 4.255.0 7 4.1 3 GR T 4.17 4.38 4.37 5.40 7.33GRT GF = 6 . 2 4 GF = 6 . 2 4 GF = 6 . 2 4 GF = 6 . 2 4 GF = 6 . 2 4 GF = 6 . 2 4 GF = 6 . 2 4 GF = 6 . 2 4 GF = 6 . 2 4 GF=5.88 GF=5.88 GF=5.88 GF=5.88 GF=5.88 GF=5.88 GF=5.88 GF=5.38 GF=5.38 GF=5.38 GF=5.38 GF=5.38 GF=5.38 GF=5.38 GF=5.38 GF=5.38 GF=5.38 GF=5.38 GF=5.38 GF=5.38 GF=5.38 GF=4.88 GF=4.88 GF=4.88 GF=4.88 GF=4.88 GF=4.88 GF=4.88 GF=5.38 GF=5.38 GF=4.88 GF=4.88 GF=4.96 GF=4.96 GF = 5 . 6 0 GF = 5 . 6 0 GF = 5 . 6 0 GF = 5 . 6 0 GF = 5 . 6 0 GF = 5 . 6 0 GF = 5 . 6 0 GF = 5 . 6 0 GF = 5 . 6 0 GF = 5 . 6 0 GF = 5 . 6 0 GF = 5 . 6 0 GF = 5 . 6 0 GF = 5 . 6 0 GF = 5 . 6 0 GF = 4 . 8 7 GF = 4 . 8 7 GF = 4 . 8 7 GF = 4 . 8 7 GF = 4 . 8 7 GF = 4 . 8 7 GF = 4 . 8 7 GF = 4 . 8 7 GF = 4 . 8 7 GF = 4 . 3 7 GF = 4 . 3 7 GF = 4 . 3 7 GF = 4 . 3 7 GF = 4 . 3 7 GF = 4 . 3 7 GF = 4 . 3 7 GF = 4 . 3 7 GF = 4 . 3 7 GF = 4 . 7 2 GF = 4 . 7 2 GF = 4 . 7 2 GF = 4 . 7 2 GF = 4 . 7 2 GF = 4 . 7 2 GF = 4 . 7 2 GF = 4 . 7 2 GF = 4 . 7 2 FFE=6.97 FFE=7.16 FFE=8.65 4.96 5.09 6.20 5.16 5.81WLK 5.41 WLK 6.69 WLK 6.51 WLK 6.66WLK 6.25 WLK 6.66WLK 5.68 WLK 7.45WLK 4.64GRT 5.94 GRT 5.94WLK 6.46WLK 5.98WLK 6.45WLK 6.3 4WLK 6.47WLK 6.31WLK 6.31 4.35 WLK 6.71WLK 7.34WLK 6.46WLK 4.28WLK 4.60WLK 4.87 6.10 5.10 5.60 5.61 5.97 6.74 6.74 6.74 6.74 6.24 5.8 1 5.38 4.91 4.4 6 4.88 4.25 4.72 4.87 4.42 3.82 4.82 4.87 4.81 4.90 5.22 5.22 4.55 3.90 4.37 4.37 4.9 6 4.45 5.2 5 5.18 5.04 5.2 4 5.8 8 5.53 5.38 4.94 6.10 4.67 5.33 6.10 6.10 5.69 6.10 MAJOR ENTRY PORTAL 3.2% 7.68GB 1. 0 % 2.8% 4:1 4: 1 10.0 1.0% 1.0% 3.0% 6.14 5.00 1. 4 % 1. 4 % 5.414.92 4.58 0. 7 % 1.0% 5.0% 2.5% 1.1% 0.5% 0. 5 % 1.5% 1.0% 1.0%0.7% 5.91 6.47 4.3 5 6.47 4.6 6 1. 4 % 1. 5 % 1. 2 % 8: 1 12 : 1 2.0%0.8% 0. 7 % 1.2% 1.5% 1. 0 % 4.38 2. 0 % 2. 7 % 4.23 1.0%1.0% 1. 0 % 1. 0 % 1. 0 % 0.5% 2.0% 1.0% 1.0% 5. 0 0. 7 % 5.07GB 4.91 GRT1.0%1.0% 5.26 WLK 2.0% 2.0% 2.0% 1. 0 % 1. 0 % 1. 2 % 1. 0 % 4.70 WLK 5.27 WLK 4.20 5.05 5.64 WLK 5.09 5.65 WLK 5.17 WLK 5.13 WLK 4.62 5.48 WLK 4.89WLK 4.51 WLK 6.2 3WLK 5.73 WLK 5.69 WLK 6.12 WLK LE FEV E R D R I V E (76' RO W ) 5.72 6.3 7 6.35 5.04 5.12 5.05 WLK 4.74WLK 4. 5 9 WL K 4.41WLK MINOR ENTRY PORTAL 4.23 10' CURB TRANSITION 6.35 STAIRS w/ HANDRAIL (SEE DETAIL SHEET C508) STAIRS w/ HANDRAIL (SEE DETAIL SHEET C508) 2. 0 % 4.09 4.32 5.14 WLK 2.3%0.6%1.0% 2.0% 4.604.60 4.60 4.78 WLK 5.80 GRT 5.99 GB 1.0%1.0% 7.1 2 7.12 7.12 7.1 2 3.4 % 7.98 7.98 6.49 6.49 6.49 6.49 6.31 6.31 6.31 6.31 6.426.53 5.1 4 5.10 5.03 5.0 7 5.04 8.52 7.7 0 7.1 97.6 0 7.7 0 7.05 6.4 0 5.5 4 7.9 0 5.9 0 5.4 9 5.7 0 6.4 0 5.7 5 6.0 0 6.2 0 5.3 9 6.2 0 5.9 0 5.3 06.2 0 5.4 0 6.3 05.0 3 5.8 0 7.0 0 6.63 6.2 0 5.6 0 6.2 6.0 0 6.0 0 5.9 0 5.5 3 5.9 5 5.9 0 4.69 4.6 0 4.70 6.1 0 5.80 5.90 6.0 0 4.6 3 4.2 0 4.5 0 3.80 5.136.5 76.51 6.1 0 5.9 0 6.1 8 5.5 6 4.995.0 7 5.96 5.98 TF 6.1 8 5.9 0 5.6 16.1 5 4.92 5.28 5.2 1 4.7 0 TF 6.7 3 5. 5 8 5. 5 8 5. 5 8 5. 5 8 5. 5 8 5. 5 8 5. 5 8 5. 5 8 6.60 6.40 5.6 9 5.9 2 6.24 5.91 6.7 06.6 0 TF6.8 0 TF 7.35 6. 1 9 TF6.06 TF 6.5 6 TF 6.56 TF 6.56 TF6.06 5.35 4.8 4 5.7 4 5.84 5.84 5.84 5.84 5.355.84 5.84 5.84 5.3 7 4.8 7 TF8.65 TF 8.6 5 TF8.65TF 8.65 TF 5.46 TF6.00 TF 6.0 0 TF5.465.30 5.30 5.30 5.30 5.30 5.30 5.30 5.30 5.30 4.82 5.35 5.35 5.35 5.35 5.35 5.35 6. 1 9 6. 1 9 6. 1 9 6. 1 9 6. 1 9 6. 1 9 6. 1 9 6. 1 9 5. 5 7 5. 5 7 5. 5 7 5. 5 7 5. 5 7 5. 5 7 5. 5 7 4.82 4.82 4.82 4.82 4.82 4.82 4.82 4.82 5.00 4.3 0 5.1 0 5.40 4.6 0 4.77 4.6 0 TF5.80 TF5. 3 0 TF 5.80 TF 5. 3 0 4. 7 0 4. 7 0 4. 7 0 4. 7 0 4. 7 0 4. 7 0 4. 7 0 4. 7 0 4. 7 0 4.974.97 4.37 5.4 3 4.4 8 5.0 7 5.0 3 TF 5.62 TF 6.11 TF 5.6 2 TF 5.62 TF 6.11 4. 8 0 4. 8 0 4. 8 0 4. 8 0 4. 8 0 4. 8 0 4. 8 0 4. 8 0 4. 8 0 4. 3 0 4. 3 0 4. 3 0 4. 3 0 4. 3 0 4. 3 0 4. 3 0 4. 3 0 4.70 4.3 0 3.9 0 3.80 3.8 0 4.10 4.20 3.82 3.4 0 4.8 0 4.7 04.8 0 TF 8.65 TF 5.5 0 TF 5. 0 0 TF 5. 5 0 4. 3 0 6.1 7 5.5 5 5.1 2 6.0 7 6.5 5 6.2 7 5.98 5.57 4.95 5.2 0 4.8 8 4.9 74.4 4 4.37 4.1 0 4.73 5.2 0 4.93 4.8 5 5.355.84 6.0 7 5.7 2 5.355.7 4 5.7 2 5.5 5 5.92 5.6 0 6.28 6.2 86.2 8 6.2 8 6.5 1 5.4 46.4 0 4.2 0 4.10 4.1 0 3.3 0 4.10 4.3 0 4.3 0 4.6 04.30 4.304.2 1 4. 3 0 5.0 0 6.1 0 5.11 5.70 5.9 6 6.0 6 6.0 0 6.3 3 6.1 0 5.8 0 4.1 2 4.6 4 Sheet Of 42 Sheets MI L E S T O N E A P A R T M E N T S 30 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 Fo r t C o l l i n s , C o l o r a d o 8 0 5 2 1 E N G I N E E R N G I E H T R O N R N PH O N E : 9 7 0 . 2 2 1 . 4 1 5 8 ww w . n o r t h e r n e n g i n e e r i n g . c o m 03.18.15 KEYMAP HC HC VAN HC TF TF TF MA I N T E N A N C E MA I N T E N A N C E TF MA I N T E N A N C E HC MA I L TF TF TF TF TF TF TF TF TF TF V.P.V.P.V.P. LE FEVER DRIVE CINQUEFO I L L A N E PRECISION DRIVE LADY MOO N D R I V E BLDG 1 BLDG 2 BLDG 3 BLDG 4(2 MIXED USEUNITS) BLDG 8(3 MIXED USEUNITS) BLDG 7 BLDG 10(4 MIXED USEUNITS) BLDG 9 BLDG 5 BLDG 6 GARAGEG1 GARAGEG2 GARAGEG3 GARAGEG5 GARAGEG6 GARAGEG8 GARAGEG9 GARAGEG13 GARAGEG15 GARAGEG16 GARAGEG12GARAGEG11 GARAGEG7 GARAGEG17 GARAGEG18 GARAGEG4 GARAGEG19 GARAGEG20 (MIRRORED) GARAGEG14 GARAGEG10 CLUBHOUSE &COMMUNITY CENTER NORTH C402 DE T A I L E D G R A D I N G P L A N C401 C402 C403 C404 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 RMATCHLINE-SEE SHEET C404 MA T C H L I N E - S E E S H E E T C 4 0 1 FINISHED GRADE DIRT 2" THICK ROCK MULCH (MIN.) SEE LANDSCAPE PLANS FOR DETAILS 8" MIN. FINISHED GRADE @ FOUNDATION WALL FINISHED FLOOR ELEVATION TYPICAL GARAGE 2'VARIES - 10'-13' (SEE PLANS) TRANSITION AT GARAGE DOOR SLOPE VARIES (2.0% / 28.0%) VARIES 1.0% / 5.0% (GRADE SHOWN IN PLAN VIEW) DRIVE AISLE TYP. SECTION @ GARAGE STEPAREA DRAIN GRATE ELEVATION NOTE:GRATE ELEVATIONS AND FINISHED GRADE ELEVATIONS DEPICTED HEREIN REPRESENT THE TOP LEVEL OF FINISHED SURFACES, UNLESS OTHERWISE NOTED. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO ACCOUNT FOR DOME HEIGHT, DEPTH OF COBBLE ROCK MULCH OR OTHER LANDSCAPE SURFACE TREATMENTS TO ENSURE PROPER FINISHED GRADE AND GRATE ELEVATIONS ARE ACHIEVED. 1 CL U B H O U S E M O D I F I C A T I O N S BR R 12 / 1 3 / 1 6 1 2 HC R A M P , A R E A D R A I N AL B 07 / 0 9 / 1 8 TF4.70 7.43 LEGEND: 5013 PROPOSED CONTOUR 93 .2 EXISTING STORM SEWER PROPOSED STORM SEWER PROPOSED SWALE EXISTING CONTOUR PROPOSED OUTFALL CURB AND GUTTER PROPERTY 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 CITY OF FORT COLLINS VERTICAL DATUM; NGVD 29 (UNADJUSTED). SEE COVER SHEET FOR BENCHMARK REFERENCES. 4.ALL CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE FINISHED GRADE ELEVATIONS. 5.THE TOP OF THE FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS REQUIRED FOR PROTECTION FROM THE 100-YR STORM. 6.REFER TO DETAIL SHEETS FOR CURB SECTION AND CROSS PANS. CONTRACTOR SHALL NOT PAVE MONOLITHICALLY WITHOUT FIRST CONSULTING WITH ENGINEER. 7.GARAGE FLOOR ELEVATIONS (GF) REPRESENT THRESHOLD GRADES. REFER TO STRUCTURAL PLANS FOR SLAB SLOPES AND CURB ELEVATIONS. 8.FINE GRADE AROUND TRANSFORMER PADS TO ENSURE POSITIVE DRAINAGE. ADJUST SWALE FLOWLINES ACCORDINGLY. 9.SEE CURB RAMP DETAILS FOR INFORMATION ON CURB TRANSITIONS AT ACCESS RAMPS. NOTES: PROPOSED STORM INLET PEDESTRIAN ACCESS RAMPS w/ CURBS (47.4 5 ) EXISTING SPOT ELEVATION PROPOSED CONCRETE CROSS PAN (TYP.) EXISTING RIGHT OF WAY PROPOSED INFLOW CURB AND GUTTER GB=GRADE BREAK WLK=SIDEWALK GRT=GRATE EXPOSED FOUNDATION BURIED FOUNDATION POOL=POOL DECK BW=BOTTOM OF WALL (FINISHED GRADE) 7.69 AS-BUILT TOP OF FOUNDATION SPOT ELEVATION AS-BUILT TOP SPOT ELEVATION 3 RE C O R D D R A W I N G S MA K 08 / 1 3 / 1 8 D VAULT ELEC R 4905 4903 4904 4906 49 0 6 HC TF TF TF TF BLDG 10 BLDG 9 (MIRRORED) BLDG 6 GARAGE G15 GARAGE G16 GARAGE G12GARAGE G11 GARAGE G17 GARAGE G18 9' UTILITY EASEMENT PUBLIC 4.5' SIDEWALK EX I S T I N G 6 ' P U B L I C S I D E W A L K 3.2% 7. 4 % 1.5% 4.9% 2. 0 % 2. 3 % 1.7% 1.6% 1. 8 % 1. 2 % 4.3% 0. 6 % 4. 3 % 0. 7 % 5.0% 4.0% 5.0% 1. 3 % 4. 7 % 1. 0 % 1. 0 % 1. 0 % 1. 0 % 1. 0 % 1. 0 % 1.0%1.0% 1. 0 % 1. 5 % 1. 0 % 1. 0 % 1.0%1.0% 1. 0 % 1. 0 % 1. 0 % 5. 0 % 1. 0 % 1. 0 % 1. 0 % 1. 1 % 0.9% 0.9% 1. 0 % 1. 0 % 2.0% 2.0% 0. 7 % 0. 7 % 1.0%1.0% 1.0%1.0%19.7% 7:1 8: 1 2.5 % 5. 9 % 3. 0 % 5. 5 % 4. 7 % 4:1 7.4% 4.7% 8:1 5: 1 2. 0 % 1. 0 % 3. 1 % 3.4%1.0%1.0% 1. 6 % 4.2% 2.4% 5:1 7:1 7.4% 12:1 6:1 6:1 6:1 6.6% 4.3% STORM DRAIN B SEE SHEET C331 LA D Y M O O N D R I V E (8 4 ' R O W ) PRECISION DRIVE (51' ROW) (3)-6" RISERS STAIRS (SEE DETAIL SHEET C508) POOL DECK (SEE SHEET C405 FOR DETAILED GRADING) EMERGENCY EGRESS 6.0 5.0 5.0 6.0 5.0 5.0 4.0 5.0 6. 0 5.0 5.0 6. 0 6. 0 4.0 5.0 4:1 5. 0 2.4% 5. 0 4.0 4.0 6.0 7.0 2.7 % 6.0 7. 0 BURIED FOUNDATION 5.51 4.81 4.85 4.79 5.12 4.77 4.804.75 4.62 4.66 4.59 4.93 5.1 7 4.34 7.16GB 4.17 4.04 4.11 4.04 4.02 4.15 4.68 4.55 4.53 4.79 5.26 5.22 5.09 5.13 5.115.13 5.265.255.765.45 6.00 5.21 5.265.50 5.71 5.78 4.68 4.82 5.02 5.11 7.52 7.52 6.79GRT 4.91 GRT 4.43GRT5.22GRT 4.36GRT4.50GRT 4.47 GRT 4.3 2 GR T 5.93GRT5.90GRT 5.75GRT 5.81 GRT 6.76GRT 7.14GB 6.20GB 6.22GB 6.16GB 6.29 GB 6.28 6.29 6.40 6.29 6.14GRT 6.0 7 6.05 6.036.32 6.11 6.136.236.96 5.43 5.45 5.91 6.02 6.52 6.41 5.93 5.91 GF = 5 . 8 0 GF = 5 . 8 0 GF = 5 . 8 0 GF = 5 . 8 0 GF = 5 . 8 0 GF = 5 . 8 0 GF = 5 . 3 0 GF = 5 . 3 0 GF = 5 . 3 0 GF = 5 . 3 0 GF = 5 . 3 0 GF = 5 . 3 0 GF = 5 . 3 0 GF = 5 . 3 0 GF = 5 . 3 0 GF=7.25 GF=7.25 GF=7.25 GF=7.25 GF=7.25 GF=7.25 GF=6.75 GF=6.75 GF=6.75 GF=6.75 GF=6.75 GF=6.75 GF=6.75 GF=6.25 GF=6.75 GF=6.25 GF=6.75 GF=6.25 GF=6.75 GF=6.25 GF=6.37 GF=5.87 GF=6.37 GF=5.87 GF=6.37 GF=5.87 GF=6.37 GF=5.87 GF=6.37 GF=5.87 GF=6.37 GF=5.87 GF=6.37 GF=5.87 GF=5.87 GF=5.37 GF=5.87 GF=5.37 GF=5.87 GF=5.37 GF=6.75 GF=6.75 GF=6.75 GF=6.75 GF=6.75 GF=6.75 GF=6.25 GF=6.25 GF=6.25 GF=6.25 GF=6.25 GF=6.25 GF=6.25 GF=5.75 GF=6.25 GF=5.75 GF=6.25 GF=5.75 GF=6.25 GF=5.75 GF=5.93 GF=5.43 GF=5.93 GF=5.43 GF=5.93 GF=5.43 GF=5.93 GF=5.43 GF=5.93 GF=5.43 GF=5.93 GF=5.43 GF=5.93 GF=5.43 GF=5.43 GF=5.43 GF=5.43 GF=5.43 GF=5.22 GF=5.22 GF=5.22 GF=5.22 GF=5.22 GF=5.22 FFE=7.26 FFE=5.63 FFE=7.62 6.71 6.21 6.21 5.19 5.33 5.33 5.73 5.83 4.87 4.67 4.67 4.67 4.67 4.424.48 4.07 5.82GRT 7.35GRT 6.15GRT 5.97 GRT 6.37 6.37 6.09 5.23GRT 5.40GRT 5.54GB 6.02WLK 5.8 6WLK 7.70 WLK 7.98WLK 7.58WLK 6.93WLK 7.51WLK 6.59 WLK 6.35WLK 6.76WLK 6.76 WLK 6. 6 2WL K 6.88WLK 6.36WLK 7.12WLK 6.35WLK 7.12WLK 6.29 WLK 5.67WLK 5.63 WLK 4.67 WLK 5.13WLK 5.01WLK 5.13WLK 4.84WLK 5.63WLK 5.36WLK 6.51WLK 4.64WLK 3.87 WLK 3.52 WLK 3.64 WLK 5.13WLK 4.935.04 5.33 5.11 6.57 5.72 5.72 7.05 6.80 6.30 5.80 5.80 5.30 5.67 5.4 3 4.88 5.43 5.93 6.25 5.75 6.75 6.2 5 7.25 6.7 5 6.75 6.37 5.87 5.37 5.87 5.03 5.96 6.77 6.66 6.27 6.17 MINOR ENTRY PORTAL 4.9% 7.98 WLK 7.52 BLDG 5 FFE=8.48 2.5 % 5.0% 2.7% 1.0% 1.2% 3.0% 3.0% 2.0% 1.0% 1.0% 5.22 5.52 1.5% 1. 0 % 1. 0 % 4: 1 2.0%0.6% 4.55 4.77 1. 0 % 1.6% 1.9% 1.4% 1.4%1.4% 0. 7 % 0. 7 % 0. 7 % 0. 7 % 1. 4 % 6.44 6.57 0.9% 1.0%1.0% 5.70 4.99 0. 7 % 1.0%1.0% 5.54 0.9%1.2% 1. 0 % 1. 0 % 1. 0 % 1.2% 2. 3 % 1. 0 % 2.2% 2.0% 5. 1 1 1.7 % 7.0% 4. 7 % 5. 5 % 6. 3 % 1.0%1.0% 1. 0 % 1. 0 % 0.6% 0.6% 0.6% 0.6%0.6% 4.1 2 3.6 7 1. 0 % 6.56WLK 6.87WLK 6.46WLK 6.37WLK 5.98WLK 5.27 WLK 5.48 5.965.96 6.46 5.14 WLK 4.64 4.25 4.75 WLK 5.2 5WL K 4.74WLK 4.72 WLK 5.2 2 WL K 5.16 5.26 6.54 6.73 BLDG 6 FFE=7.62 CLUB HOUSE & COMMUNITY CENTER FFE=6.59 4.71WLK 4.53 4.38 STAIRS (SEE DETAIL SHEET C508) 6.17 GRT 6.41 6.91 6.85 6.60 6.85 6.59 6.59 7.38GRT 7.82 7.82 7.52 2. 0 % 7.82 5.93 5.935.936.95 6.95 7.82 7.82 6.60 6.60 6.60 6.08 WLK 4.97 4.97 4.97 4.97 6.9 5 6.95 5.93 5.97 5.63WLK 3.96WLK 6.59 6.40 6.46 4.36 WLK 7.70 4.9 0 5.1 4 5.36 6.7 1 6.9 0 6.3 2 7.7 0 7.1 0 7.60 7.00 7.70 7.70 7.3 1 7.40 7.50 7.2 0 7.5 0 7.5 0 8.48 7.50 7.50 6.7 0 6.02 6.3 0 6.3 0 6.0 2 6.0 0 6.5 0 6.70 5.2 5 6.0 0 6.20 6.0 2 5.90 5.2 8 6.8 0 5.9 0 7.23 6.5 0 5.6 8 6.4 0 5.75 6.40 6.14 6.40 6.6 6 6.4 0 5.9 9 6.2 0 6.3 5 6.3 0 6.4 0 6.7 1 5.7 46.1 0 6.5 0 5.3 5 6.1 0 5.6 2 6.0 0 7.23 4.6 0 4.03GRT4.3 0 4.6 7 4.3 0 4.2 2 4.5 0 4.9 7 4.5 04.4 0 4.7 0 4.3 0 4.20 4.13 4.4 0 4.7 9 4.2 0 4.1 2 4.7 0 4.5 0 4.34 4.15 3.98 4.7 0 6.62 6.0 0 5.9 0 5.8 0 5.90 6.75 TF 7.34 TF7.86 TF 6.90 TF7.38 6.4 7 6.06 5.77 GRT 6.68 6.1 6 6.2 5 7.20 6.72 6.72 6.72 6.72 6.72 6.72 7.20 7.20 7.20 7.20 7.20 7.20 6.21 6.21 6.21 6.216.75 6.75 6.75 6.75 5.75 5.75 5.75 5.756.25 6.25 6.25 6.25 6.75 6.25 6.25 6.25 6.25 6.25 6.25 6.75 6.75 6.75 6.75 6.75 5.5 1 5.9 6 6.74 6.3 0 5.7 1 6.32 TF6.35 TF6.90 6.36 5.85 5.90 5.38 6.36 6.36 6.36 6.36 6.36 6.36 5.90 5.90 5.38 5.38 5.85 5.85 5.85 5.85 5.85 5.85 6.3 2 5.8 5 TF7.09 TF6.55 TF 6.07TF 6.55 5.8 6 6.35 5.8 5 5.3 4 5.8 4 5.3 6 5.46 5.46 5.465.46 5.97 5.97 5.97 5.97 5.97 5.97 5.97 5.46 5.46 5.46 5.46 5.46 5.46 5.46 5.30 5.1 8 5.2 7 5.97 5.4 9 5.43 5.0 1 5.05 5.5 15.9 7 TF6.12 TF6.64 5.8 1 5.6 0 5.5 2 5.2 3 7.00 5.84 5.3 9 7.10 6.80 4.8 0 6.30 6.3 0 5.0 1 5.1 5 5.1 9 5.2 2 6.2 0 5. 3 5 5. 3 5 5. 3 5 5. 3 5 5. 3 5 5. 3 5 5. 3 5 5. 3 5 5. 3 5 5. 8 7 5. 8 7 5. 8 7 5. 8 7 5. 8 7 5. 8 7 TF 7.86 TF6.5 6 TF5.9 9 TF6.8 7 5.70 5.2 8 5.8 0 TF5.93 5.19 5.19 5.19 5.28 5.28 5.28 7.7 2 7.58 5.90 6.20 6.30 6.40 6. 4 9 5.2 6 6. 3 0 7.10 4.4 5 4.8 0 5.4 6 5.2 7 5.46 5.1 4 5.90 6.7 5 6.2 1 6.5 9 6.5 9 6.23 5.4 6 6.4 6 6.4 7 4.89 4.8 3 4.73 5.2 7 4.2 4 Sheet Of 42 Sheets MI L E S T O N E A P A R T M E N T S 30 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 Fo r t C o l l i n s , C o l o r a d o 8 0 5 2 1 E N G I N E E R N G I E H T R O N R N PH O N E : 9 7 0 . 2 2 1 . 4 1 5 8 ww w . n o r t h e r n e n g i n e e r i n g . c o m 03.18.15 KEYMAP HC HC VAN HC TF TF TF MA I N T E N A N C E MA I N T E N A N C E TF MA I N T E N A N C E HC MA I L TF TF TF TF TF TF TF TF TF TF V.P.V.P.V.P. LE FEVER DRIVE CINQUEFOIL L A N E PRECISION DRIVE LADY MOON D R I V E BLDG 1 BLDG 2 BLDG 3 BLDG 4(2 MIXED USEUNITS) BLDG 8(3 MIXED USEUNITS) BLDG 7 BLDG 10(4 MIXED USEUNITS) BLDG 9 BLDG 5 BLDG 6 GARAGEG1 GARAGEG2 GARAGEG3 GARAGEG5 GARAGEG6 GARAGEG8 GARAGEG9 GARAGEG13 GARAGEG15 GARAGEG16 GARAGEG12GARAGEG11 GARAGEG7 GARAGEG17 GARAGEG18 GARAGEG4 GARAGEG19 GARAGEG20 (MIRRORED) GARAGEG14 GARAGEG10 CLUBHOUSE &COMMUNITY CENTER NORTH C403 DE T A I L E D G R A D I N G P L A N C401 C402 C403 C404 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 MATCHLINE-SEE SHEET C401 MA T C H L I N E - S E E S H E E T C 4 0 4 FINISHED GRADE DIRT 2" THICK ROCK MULCH (MIN.) SEE LANDSCAPE PLANS FOR DETAILS 8" MIN. FINISHED GRADE @ FOUNDATION WALL FINISHED FLOOR ELEVATION TYPICAL GARAGE 2'VARIES - 10'-13' (SEE PLANS) TRANSITION AT GARAGE DOOR SLOPE VARIES (2.0% / 28.0%) VARIES 1.0% / 5.0% (GRADE SHOWN IN PLAN VIEW) DRIVE AISLE TYP. SECTION @ GARAGE STEPAREA DRAIN GRATE ELEVATION NOTE:GRATE ELEVATIONS AND FINISHED GRADE ELEVATIONS DEPICTED HEREIN REPRESENT THE TOP LEVEL OF FINISHED SURFACES, UNLESS OTHERWISE NOTED. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO ACCOUNT FOR DOME HEIGHT, DEPTH OF COBBLE ROCK MULCH OR OTHER LANDSCAPE SURFACE TREATMENTS TO ENSURE PROPER FINISHED GRADE AND GRATE ELEVATIONS ARE ACHIEVED. 1 CL U B H O U S E M O D I F I C A T I O N S BR R 12 / 1 3 / 1 6 2 BI K E R A C K & T R A N S F O R M E R L O C A T I O N S AL B 07 / 0 9 / 1 8 TF4.70 7.43 LEGEND: 5013 PROPOSED CONTOUR 93 .2 EXISTING STORM SEWER PROPOSED STORM SEWER PROPOSED SWALE EXISTING CONTOUR PROPOSED OUTFALL CURB AND GUTTER PROPERTY 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 CITY OF FORT COLLINS VERTICAL DATUM; NGVD 29 (UNADJUSTED). SEE COVER SHEET FOR BENCHMARK REFERENCES. 4.ALL CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE FINISHED GRADE ELEVATIONS. 5.THE TOP OF THE FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS REQUIRED FOR PROTECTION FROM THE 100-YR STORM. 6.REFER TO DETAIL SHEETS FOR CURB SECTION AND CROSS PANS. CONTRACTOR SHALL NOT PAVE MONOLITHICALLY WITHOUT FIRST CONSULTING WITH ENGINEER. 7.GARAGE FLOOR ELEVATIONS (GF) REPRESENT THRESHOLD GRADES. REFER TO STRUCTURAL PLANS FOR SLAB SLOPES AND CURB ELEVATIONS. 8.FINE GRADE AROUND TRANSFORMER PADS TO ENSURE POSITIVE DRAINAGE. ADJUST SWALE FLOWLINES ACCORDINGLY. 9.SEE CURB RAMP DETAILS FOR INFORMATION ON CURB TRANSITIONS AT ACCESS RAMPS. NOTES: PROPOSED STORM INLET PEDESTRIAN ACCESS RAMPS w/ CURBS (47.4 5 ) EXISTING SPOT ELEVATION PROPOSED CONCRETE CROSS PAN (TYP.) EXISTING RIGHT OF WAY PROPOSED INFLOW CURB AND GUTTER GB=GRADE BREAK WLK=SIDEWALK GRT=GRATE EXPOSED FOUNDATION BURIED FOUNDATION POOL=POOL DECK BW=BOTTOM OF WALL (FINISHED GRADE) 7.69 AS-BUILT TOP OF FOUNDATION SPOT ELEVATION AS-BUILT TOP SPOT ELEVATION 3 RE C O R D D R A W I N G S MA K 08 / 1 3 / 1 8 T T T T T T T T T 4902 4902 HC TF TF TF TF UD UD UD UD UD UD UD UD UD UD UD BLDG 7 GARAGE G13 GA R A G E G1 9 GA R A G E G2 0 CLUB HOUSE & COMMUNITY CENTER CI N Q U E F O I L L A N E (7 6 ' R O W ) PRECISION DRIVE (51' ROW) 5' P U B L I C S I D E W A L K BLDG 8 4. 7 % 3.5% 5.0% 4.8% 4.7% 0.6%1.9 % 2.0 % 3.0% 0.8% 1. 3 % 2. 0 % 2.9% 4.9% 5. 2 % 2. 1 % 1.0% 2.9% 4.7% 4. 1 % 3. 8 % 2. 2 % 1. 0 % 1. 0 % 1.0% 1. 6 % 1. 0 % 2. 7 % 0.9% 3. 8 % 1. 0 % 1. 0 % 1. 0 % 1. 0 % 1. 0 % 2. 8 % 6: 1 4:1 8: 1 4:1 4:1 4:1 5. 0 % 5.0 % 4.8 % 5. 0 % 9.7% 5.0% 2 3 4 2 0.8% 1.0% 1.0% 1. 0 % 1. 0 % 0. 7 % 0. 7 % 5: 1 1. 0 % 2.2% 4.5 % 4.3 % 3:1 4.8 % 6. 0 % 8:1 7:1 8:12. 0 % STORM DRAIN B1 SEE SHEET C331 STORM DRAIN C SEE SHEET C331 PUBLIC 4.5' SIDEWALK 1.5'-2.5' RETAINING WALL (SEE SHEET C405) POOL DECK (SEE SHEET C405 FOR DETAILED GRADING) 3.0 4.0 5.0 5.0 4.0 5.0 2.0 3.0 3.0 4.0 0.0 2.0 3.0 2.0 1.0 4.0 4.0 4.0 4.0 4.0 4.0 5.0 4. 0 7.2% 5. 3 % 0.5 % 0. 5 % 4. 0 EXPOSED FOUNDATION EXPOSED FOUNDATION 5.45 5.32 5.15 5.43 4.95 4.65 4.59 4.58 4.53 4.93 4.20 3.683.72 3.73 3.71 3.36 2.892.72 3.72 3.97 3.92 4.36 3.72 4.255.0 7 4.38 4.78 4.40 4.38 4.53 4.6 3 3.3 4 4.03 4.37 GRT 4.72 4.78 4.00 4.003.88 3.85 3.99 4.00 3.62 3.79 3.79 3.20 2.98 3.10 2.67 2.00 1.48 1.40 1.61 2.21 2.00 1.88 2.09 2.61 3.26 3.61 3.67 3.80 4.46 4.54 4.54 4.72 4.72 4.55GRT 4.72 4.08 5.40 4.98 4.59 4.59 5.44 5.42 5.21 5.03 3.63GRT 4.84GRT 4.49GRT 2.91GRT 2.53GRT 1.27 GRT 3.84GRT GF = 3 . 7 5 GF = 3 . 7 5 GF = 3 . 7 5 GF = 3 . 7 5 GF = 3 . 7 5 GF = 3 . 7 5 GF = 3 . 7 5 GF = 3 . 7 5 GF = 4 . 1 2 GF = 4 . 1 2 GF = 4 . 1 2 GF = 4 . 1 2 GF = 4 . 1 2 GF = 4 . 1 2 GF = 4 . 1 2 GF = 4 . 1 2 GF = 4 . 1 2 GF=4.96 GF=4.96 GF=4.96 GF=4.96 GF=4.96 GF=4.96 GF=4.96 GF=4.46 GF=4.46 GF=4.96 GF=4.96 GF=4.96 GF=4.96 GF=4.96 GF=4.96 GF=4.96 GF=4.46 GF=4.46 GF=4.46 GF=4.46 GF=4.46 GF=4.46 GF=4.46 GF=4.46 GF=4.46 GF=4.46 FFE=5.69 FFE=6.59 FFE=6.59 FFE=6.17 4.07 4.01 4.45 4.42 4.96 5.16GRT 5.9 8WLK 6.17 WLK 5.81WLK 6.06WLK 6.17WLK 5.2 1 WLK5.67WLK 5.67WLK 5.37WLK 5.41 WLK 4.76WLK 3.8 0 WL K 4.66WLK 5.18WLK 4.85WLK 5.17WLK 5.04WLK 5.19WLK 4.64GRT 4.90 GRT 4.37GRT 4.69 WLK 4.27 WLK 5.63 WLK 3.86 WLK 6.25WLK 3.70 WLK 3.23 WLK 2.93 WLK 2.74 WLK 1.96WLK 1.91 2.48 2.60WLK 2.06 2.27 2.96 WLK 3.15WLK 5.19WLK 3.69 WLK 3.8 3 WL K5.18WLK 4.17 4.30 4.35 WLK 4.3 6WLK 4.87 4.9 6 4.45 4.46 4.96 4.46 4.9 6 4.46 4.00 4.46 4.014.16 5.2 5 3.54 4.12 3.87 3.75 3.28 3.25 3.25 3.06 3.0 6 3.25 3.25 3.62 3.62 3.42 3.42 3.62 3.62 2.76 1.2 4 1.28 2.76 2.26 3.2 6 3.61 2.2 6 3.26 4.10 MAJOR ENTRY PORTAL 1. 4 % 1. 5 % 1. 2 % 1.0% 1. 0 % 3. 0 % 1. 0 % 1. 0 % 1. 0 % 1. 9 % 3.15 1. 1 % 3.41 3.11 2.84 0.6%0.6%1.2%1.2% 1.2%1.2%0.6% 1. 0 % 2.0% 2.0%1.9 % 1.1 % 2. 0 % 5. 0 % 3. 6 % 3. 5 % 3. 9 % 1. 6 % 0.9 % 1.9 % 1. 0 % 1.0% 3.32 WLK 1.0%1.0%0.6%0.6% 1. 0 % 3.94 1.0% 1.6% 0. 7 % 3.50 3.85 3.85 0.8%2.6% 5.0% 2.0% 4.65 3.2% 3.57 3.73 4.07 1. 2 % 1. 1 % 0.8% 0. 7 % 1.7% 2. 0 % 2. 7 % 0.7% 1.0% 1.5% 4.0% 3.6% 2.6% 4.49 4.29 4.10 3: 1 4: 1 5.0 5.0 4.07 3.853.35 4.23 WLK1.7% 4.09 1. 0 % 5.65 WLK 5.17 WLK 5.13 WLK 4.62 5.48 WLK 4.89WLK 4.51 WLK 3.76WLK 3.18 WLK 3.61WLK 3.86WLK 5.1 6WLK 4.66 WLK 5.10 WLK 4.63 WLK RAINGARDEN (SEE SHEET C505 FOR DETAILED GRADING) 5.03 4.3 2 4.24 4.18 6.35 5.05 WLK SEE SHEET C343 FOR STORM OUTLET AND SUBDRAIN INFO. ADJUST EXISTING MANHOLE RIM TO MATCH PROPOSED GRADES. 2.85 2.85 3.20 1.78 2.21 MINOR ENTRY PORTAL 4.23 10' CURB TRANSITION 4' CURB CUT 6.25WLK 1. 5 % 5.70WLK 6.1 4 WLK 6.16WLK 1. 3 % 6.35 5.44 GRT 7: 1 ADJUST EXISTING MANHOLE RIM TO MATCH PROPOSED GRADES. STAIRS (SEE DETAIL SHEET C508) STAIRS (SEE DETAIL SHEET C508) 3.35 WLK 3.22 2.62 3.11 1.0% 2. 0 % 2.2 6 WLK 3.0 % 5.14 WLK 2.3%0.6%1.0% 2.0% 4.604.60 4.6 0 4.60 4.78 WLK 2.6 5 2. 5 7 2.3 3 2.1 9 5.93 4.97 4.97 5.02 5.02 5.0 25.02 5.51 5.51 5.51 5.51 6.595.93 6.42 6.59 5.97 1.28 2.61 2.06 1.26 6.36 2.8% 6.59 6.59 6.59 6.48 WLK 4.36WLK (4)-6" RISERS 6.59 6.56 5.17 5.21 1. 4 % 6.53 6.55 5.27 GRT 2. 0 % 5.74 5.74 6.32 4:1 2.0% 4.5 2WLK 6.43WLK 5.58WLK 5.42WLK 5.82WLK 3.96 GRT 5.16 6.59WLK 5.0% 6.08 5.1 4 5.10 5.03 5.0 7 4.4 3 5.5 0 4.6 1 4.3 5 GRT 5.1 0 5.40 4.82 6.07 5.3 0 5.10 5.3 0 4.2 6 4.9 1 5.3 0 4.8 1 5.4 4 5.4 5 5.2 0 4.6 3 5.605.30 4.9 0 4.2 0 4.5 0 4.8 0 4.9 0 4.7 0 4.6 0 4.2 0 4.4 0 4.90 4.4 0 3.5 0 4.70 3.40 4.6 0 3.8 4 4.80 3.904.00 4.10 4.8 0 4.6 0 4.5 0 3.80 5.0 0 4.6 0 4.03GRT 4.7 0 2.8 2 3.10 4.3 2 4.6 34.6 0 3.6 8 6.62 6.6 2 5.136.5 7 6.7 3 6.51 6.2 0 6.3 06.0 0 5.33 6.62 6.30 6.25 6.2 7 6.61 6.6 5 6.6 1 5.7 8 5.82 3.86 6.55 4.32 3.40 4.97 4.97 4.97 4.97 4.97 4.97 4.974.97 4.97 4.97 4.974.97 4.97 4.97 4.454.45 4.45 4.45 4.454.45 4.45 4.45 4.454.45 4.45 4.45 4.37 5.4 3 4.4 8 5.0 7 5.0 3 4.44 4.9 5 4.2 2 4.534.4 1 4.0 5 4.17 4.11 4.04 TF5.62 TF5.6 2 TF5.14 TF5.14TF 5.14 TF 5.14 TF5.62 TF5.1 4 TF 5.14 TF5.62 TF 5.62 TF 6.11 TF 5.6 2 TF 5.62 TF 6.11 3.4 0 3. 8 0 3. 8 0 3. 8 0 3. 8 0 3. 8 0 3. 8 0 3. 8 0 3. 8 0 3.603.1 0 3.30 3.10 2.8 0 3.10 2.8 0 3.3 0 3.7 0 TF 4.30 TF 4.30 3.9 0 3.3 0 2.80 2.9 02.80 4. 1 0 4. 1 0 4. 1 0 4. 1 0 4. 1 0 4. 1 0 4. 1 0 4. 1 0 4. 1 0 3.10 2.9 0 3.10 3.00 3.20 3.60 4.12 3.8 03.9 0 2.4 03.0 0 3.2 0 3.9 0 3.20 0.9 0 TF4.7 0 TF 4.7 0 6.10 6.17 6.1 7 6.0 9 5.7 4 5.4 4 4.82 5.5 5 5.1 2 6.0 7 5.70 5.10 4.10 4.10 5.2 0 5.1 0 4.9 0 4.7 0 4.02 3.9 0 4.454.45 4.95 4.8 8 4.7 8 4.9 74.4 4 Sheet Of 42 Sheets MI L E S T O N E A P A R T M E N T S 30 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 Fo r t C o l l i n s , C o l o r a d o 8 0 5 2 1 E N G I N E E R N G I E H T R O N R N PH O N E : 9 7 0 . 2 2 1 . 4 1 5 8 ww w . n o r t h e r n e n g i n e e r i n g . c o m 03.18.15 TF4.70 7.43 LEGEND: 5013 PROPOSED CONTOUR 93 .2 EXISTING STORM SEWER PROPOSED STORM SEWER PROPOSED SWALE EXISTING CONTOUR PROPOSED OUTFALL CURB AND GUTTER PROPERTY 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 CITY OF FORT COLLINS VERTICAL DATUM; NGVD 29 (UNADJUSTED). SEE COVER SHEET FOR BENCHMARK REFERENCES. 4.ALL CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE FINISHED GRADE ELEVATIONS. 5.THE TOP OF THE FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS REQUIRED FOR PROTECTION FROM THE 100-YR STORM. 6.REFER TO DETAIL SHEETS FOR CURB SECTION AND CROSS PANS. CONTRACTOR SHALL NOT PAVE MONOLITHICALLY WITHOUT FIRST CONSULTING WITH ENGINEER. 7.GARAGE FLOOR ELEVATIONS (GF) REPRESENT THRESHOLD GRADES. REFER TO STRUCTURAL PLANS FOR SLAB SLOPES AND CURB ELEVATIONS. 8.FINE GRADE AROUND TRANSFORMER PADS TO ENSURE POSITIVE DRAINAGE. ADJUST SWALE FLOWLINES ACCORDINGLY. 9.SEE CURB RAMP DETAILS FOR INFORMATION ON CURB TRANSITIONS AT ACCESS RAMPS. NOTES: PROPOSED STORM INLET PEDESTRIAN ACCESS RAMPS w/ CURBS (47.4 5 ) EXISTING SPOT ELEVATION PROPOSED CONCRETE CROSS PAN (TYP.) EXISTING RIGHT OF WAY PROPOSED INFLOW CURB AND GUTTER GB=GRADE BREAK WLK=SIDEWALK GRT=GRATE EXPOSED FOUNDATION BURIED FOUNDATION POOL=POOL DECK BW=BOTTOM OF WALL (FINISHED GRADE) 7.69 AS-BUILT TOP OF FOUNDATION SPOT ELEVATION AS-BUILT TOP SPOT ELEVATION KEYMAP HC HC VAN HC TF TF TF MA I N T E N A N C E MA I N T E N A N C E TF MA I N T E N A N C E HC MA I L TF TF TF TF TF TF TF TF TF TF V.P.V.P.V.P. LE FEVER DRIVE CINQUEFO I L L A N E PRECISION DRIVE LADY MOO N D R I V E BLDG 1 BLDG 2 BLDG 3 BLDG 4(2 MIXED USEUNITS) BLDG 8(3 MIXED USEUNITS) BLDG 7 BLDG 10(4 MIXED USEUNITS) BLDG 9 BLDG 5 BLDG 6 GARAGEG1 GARAGEG2 GARAGEG3 GARAGEG5 GARAGEG6 GARAGEG8 GARAGEG9 GARAGEG13 GARAGEG15 GARAGEG16 GARAGEG12GARAGEG11 GARAGEG7 GARAGEG17 GARAGEG18 GARAGEG4 GARAGEG19 GARAGEG20 (MIRRORED) GARAGEG14 GARAGEG10 CLUBHOUSE &COMMUNITY CENTER NORTH C404 DE T A I L E D G R A D I N G P L A N C401 C402 C403 C404 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 MATCHLINE-SEE SHEET C402 MA T C H L I N E - S E E S H E E T C 4 0 3 FINISHED GRADE DIRT 2" THICK ROCK MULCH (MIN.) SEE LANDSCAPE PLANS FOR DETAILS 8" MIN. FINISHED GRADE @ FOUNDATION WALL FINISHED FLOOR ELEVATION TYPICAL GARAGE 2'VARIES - 10'-13' (SEE PLANS) TRANSITION AT GARAGE DOOR SLOPE VARIES (2.0% / 28.0%) VARIES 1.0% / 5.0% (GRADE SHOWN IN PLAN VIEW) DRIVE AISLE TYP. SECTION @ GARAGE STEPAREA DRAIN GRATE ELEVATION NOTE:GRATE ELEVATIONS AND FINISHED GRADE ELEVATIONS DEPICTED HEREIN REPRESENT THE TOP LEVEL OF FINISHED SURFACES, UNLESS OTHERWISE NOTED. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO ACCOUNT FOR DOME HEIGHT, DEPTH OF COBBLE ROCK MULCH OR OTHER LANDSCAPE SURFACE TREATMENTS TO ENSURE PROPER FINISHED GRADE AND GRATE ELEVATIONS ARE ACHIEVED. 1 CL U B H O U S E M O D I F I C A T I O N S BR R 12 / 1 3 / 1 6 2 BI K E R A C K & T R A N S F O R M E R L O C A T I O N S AL B 07 / 0 9 / 1 8 3.0 0 TF 4.7 0 3 RE C O R D D R A W I N G S MA K 08 / 1 3 / 1 8 HC TF UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD 98.92 3.0 4.0 2.8 3.2 3.4 3.6 3.8 4.2 4.4 4. 6 2.0 1.2 1.4 1.6 1.8 2.2 99.0 100.0 1.0 99.2 99.4 99.6 99.8 0.2 0.4 0.6 0.8 1.2 1.4 1.6 1.0 0.6 0.8 GARAGE G19 PRECISION DRIVE (51' ROW) 3.40 TW 99.07 BW 99.0 5 BW 98.98 BW 98.9 1 BW 3.75 3.39 3.06 0.5 % 0. 3 % 0. 5 % 4:1 4:1 3.25 3.25 3.06 3.06 3.06 3.25 3.25 3.62 3.62 3.42 3.42 3.62 3.62 3.34 4.03 1.64 BW1.64 BW 1.13 BW 1.08 BW 2.83 TW 98.9 1 98.9 2 98.9 3 98.9 5 4: 1 98.9 4 BW 1.78 BW 0.78 BW 1.2 4 BW 2.26BW 2.85TW 2.85TW 3.20 TW 2.76TW3.20TW 1.7 8 0.78 2.2 1 1.7 4 1.29 1.74 1.2 9 1.90 2.0 2 1.05 TW 1.56 TW 3.18TW 0.91 TW 3.26 TW 2.2 6 BW 3.26 TW 5: 1 6: 1 11.9% 5:1 5:1 4.5 % 4.31 1.28 BW 1.28 BW 2.72 TW 1.57 TW/BW 99.0 8 BW 2.85TW FFE=3.75 GARAGE G20 FFE=4.123.61 3.11 1.69 1.4 1.6 1.8 99.0 100.0 1.0 2.0 1.4 1.6 1.8 2.2 2.4 2.6 5. 0 % 5.0 % 5. 0 % 5. 0 % 1.78 BW 1.78 1.78 A A B B3.12TW 1.00 TW 99.00 BW 0.99 BW 1.99 TW 2.56 2.33 2.1 4 1.66 0.94 2.22 2.64 8:1 99.0 PUBLIC 4.5' SIDEWALK 3:13:1 MODULAR BLOCK RETAINING WALL STORM DRAIN B SEE SHEET C331 STORM DRAIN C SEE SHEET C331 SUBDRAIN SEE SHEET C343 SUBDRAIN SEE SHEET C343 RAIN GARDEN OUTLET STRUCTURE FINE GRADE SIDE SLOPES TO BE FLUSH w/ BOX ADJUST MANHOLE RIM ADJUST MANHOLE RIM MODULAR BLOCK RETAINING WALLS TYPE 'M' SOIL RIPRAP (MAINTAIN DEFINED CHANNEL BOTTOM) INSTALL TURF REINFORCEMENT MAT (HATCHED AREA) SOIL RIPRAP TO MATCH TOP BACK OF CURB HEADWALL FOR 8" PVC AREA DRAIN 0.54 5. 1 % 5. 7 % 5. 1 % 5. 0 % 0.5% 0.99 1.03 2.01 2.61 TW 2.0 6 4:1 0.74 0.740.74 3.33 0.803.3 3 99. 1 1 0.74 2.95 0.84 98. 8 8 0.74 0.94 99.07 98.88 0.66 1.01 99. 5 7 3.0 6 T W 1.2 1 B W 3.06 0.70 98 . 9 3 98.85 98 . 9 2 99. 3 6 99 . 1 0 1.4 7 1.42 1. 6 1 1.61 1.9 8 1.98 99. 1 1 1.6 4 1.64 0.6 6 0.4 7 0.50 2.3 9 2.01 1.8 9 1.98 3.2 03.20 0.9 0 0.57 1.58 1.52 3.15 3.12 3.8 33.8 9 3.0 1 2.8 3 2.78 3.2 03.1 0 3.00 2.90 3.1 0 2.9 02.80 3.303.3 0 2.80 3.1 0 2.80 2.8 0 2.80 2.8 0 3.1 0 3.30 2.8 0 C505 DR A I N A G E D E T A I L S NOT TO SCALE 317 C505 STANDARD CONCRETE NOTES CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R Sheet Of 42 Sheets MI L E S T O N E A P A R T M E N T S 30 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 Fo r t C o l l i n s , C o l o r a d o 8 0 5 2 1 E N G I N E E R N G I E H T R O N R N PH O N E : 9 7 0 . 2 2 1 . 4 1 5 8 ww w . n o r t h e r n e n g i n e e r i n g . c o m 03.18.15 APPROVED: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: STANDARD CONCRETE NOTES 1.ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH THE LATEST VERSION OF ACI 318, ACI 304, AND ACI 315. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI AT 28 DAYS WITH 4%-6% ENTRAINED AIR AND TYPE II CEMENT UNLESS NOTED OTHERWISE. REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60, DEFORMED UNLESS NOTED OTHERWISE. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185 WELDED STEEL WIRE FABRIC UNLESS NOTED OTHERWISE. SPLICES SHALL BE CLASS "B". ALL HOOKS SHALL BE STANDARD UNLESS NOTED OTHERWISE. THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR REINFORCING STEEL UNLESS SHOWN OTHERWISE ON DRAWINGS: CONCRETE CAST AGAINST EARTH = 3" CONCRETE EXPOSED TO EARTH OR WEATHER: #6 AND LARGER = 2" #5 AND SMALLER AND WWF = 1 1/2" CONCRETE NOT EXPOSED TO WEATHER NOR CAST AGAINST EARTH: SLAB AND WALL = 3/4" BEAMS AND COLUMNS = 1 1/2" A 3/4" CHAMFER SHALL BE PROVIDED AT ALL EXPOSED EDGES OF CONCRETE UNLESS NOTED OTHERWISE IN ACCORDANCE WITH ACI 301 SECTION 4.2.4. HOLES TO RECEIVE EXPANSION/WEDGE ANCHORS SHALL BE 1/8" LARGER IN DIAMETER THAT THE ANCHOR BOLT, DOWEL OR ROD AND SHALL CONFORM TO MANUFACTURER'S RECOMMENDATION FOR EMBEDDMENT DEPTH OR AS SHOWN ON THE DRAWINGS. LOCATE AND AVOID CUTTING EXISTING REBAR WHEN DRILLING HOLES IN ELEVATED CONCRETE SLABS. USE AND INSTALLATION OF CONCRETE EXPANSION/WEDGE ANCHORS SHALL BE PER ICBO AND MANUFACTURER'S WRITTEN RECOMMENDED PROCEDURES. 2. 3. 5. 6. 7. 4. 3'-0"6"6" STANDARD 6" THICK GUTTER STANDARD 6" VERTICAL CURB 4'-0" CURB OPENING TOP OF CURB FLOWLINE 6"COMPACTED SUBGRADE AND COBBLE TO BE FLUSH w/ FLOWLINE AT OPENING LONGITUDINAL SECTION TRANSVERSE SECTION FLOWLINE NOT TO SCALE 319 C505 4' CURB OPENING SCALE: 1"=10' RAIN GARDEN DETAIL321a C505 320 C505 DIMENSIONS FOR SLOTTED PVC PIPE NOTES: 1."SLOTTED PVC" AND "PERFORATED PVC" SHALL MEAN THE SAME THING WHEN REFERRING TO UNDERDRAINS IN THIS PLAN SET. 2.SLOTTED PIPE MAY BE CONTECH A-2000 PERFORATED PIPE, IPGC OR SIMILAR APPROVED EQUIVALENT. 3.ALTERNATE SLOT DIMENSIONS AND PERFORATIONS REQUIRE EXPLICIT APPROVAL OF THE ENGINEER. 120° 90° 60° A C E D B SCREEN SLOT TABLE A B C D E F PIPE SIZE ROWS OF SLOTS SLOT LENGTH MAXIMUM SLOT WIDTH APPROX. SLOT/ROW PER FOOT APPROX. SLOT SPACING OPEN AREA PER FOOT 6"3 (MIN.) - 6 (MAX.)1.38"-2.35"0.032"14 1/2"-3/4"1.98-3.15 SQ. IN. NOT TO SCALE 1'-9"48"1' (MIN.)6" 48 " 6" 6" 6" 24 " 24 " CENTERLINE OF 30" OUTLET PIPE 2" LIP (TYP.) SECTION D-D SECTION A-A #4@18" #4@12" 2' - 6 " #4L@12" #4@12" 6" PLAN 6" 3" CL R . 3" CLR. 3" CLR. 34 " 1 3 4%4% CLR. 3" BAR #4 HOOP LF LAP 12" #4@12" O.C. O.C. #4@12" #4 DIAGONAL (TYP.) SECTION C-C C C SECTION LINE A-A (ARROWS POINT IN DIRECTION SECTION IS VIEWED) A A OPP.OPPOSITE CLR.CLEARANCE ABBREVIATIONS MINIMUM MAXIMUM ON CENTER DIAMETER TYPICAL WIDTH OF CONCRETE OPENING WIDTH OF PLATE NUMBER AT@ # Wp Wo TYP. DIA. O.C. MAX. MIN. LEGEND WATER QUALITYWQINVERTINV. ELEVATIONELEV. 6" 6" LENGTH OF STRUCTURELs WIDTH OF STRUCTUREWs 3/8"x6" THREADED BOLT TO FASTEN GRATE DOWN TO GRATE, WITH (TYP. OPP. SIDE) GRATE (TYP. OPP. SIDE) 2 1/4" FROM EDGE OF TO HOLD HINGE IN PLACE, 3/8"x6" BOLTS 12" O.C. 1/4" PLATE, WELDED DD A A NOT TO SCALE RAIN GARDEN OUTLET STRUCTURE318 C505 INV. EL = 4897.11 3 8" ROUND OR TWISTED CROSS BAR 1"x3 8" BEARING BAR SLOTTED SUBDRAIN FG EL. = 4898.92 EL. = 4899.92 EL. = 4900.92 TRASH RACK (NOTE 5) 14" PLATE, WELDED TO GRATE, WITH 3 8"x6" THREADED BOLT TO FASTEN GRATE DOWN 312"x12" KEY8" SLOTTED UNDERDRAIN #4@12" #4@12 30" OUTLET PIPE SLOTTED SUBDRAIN TRASH RACK GRATING (3 8" ROUND OR TWISTED CROSS BARS AT 3" O.C. WELDED TO 1"x3 8" BEARING BARS AT 212" O.C.) STEEL CHANNEL FORMED INTO CONCRETE SIDES 3/8"x1" FLAT BAR HOLDING FRAME 8" SLOTTED SUBDRAIN STAINLESS STEEL ANCHOR BOLTS OR EQUAL B B CONTROL PLATE STEEL OR EQUAL) (U.S. FILTER STAINLESS WELL SCREEN NO. 93 FLOW 1/4" METAL PLATE GENERAL NOTES 1.CONCRETE SHALL BE CLASS B. MAY BE CAST-IN-PLACE OR PRECAST. 2.REINFORCING BARS SHALL BE EPOXY COATED AND DEFORMED, AND SHALL HAVE A MINIMUM 2" CLEARANCE. 3.STEPS SHALL BE PROVIDED WHEN VERTICAL DIMENSION EXCEEDS 3'-6" AND SHALL BE IN ACCORDANCE WITH AASHTO M 199. 4.ALL TRASH RACKS SHALL BE MOUNTED USING STAINLESS STEEL HARDWARE AND PROVIDED WITH HINGED AND LOCKABLE OR BOLTABLE ACCESS PANELS. 5.TRASH RACKS SHALL BE STAINLESS STEEL, ALUMINUM, OR STEEL. STEEL TRASH RACKS SHALL BE HOT DIP GALVANIZED AND MAY BE HOT POWDER PAINTED AFTER GALVANIZING. SECTION B-B 12" 18" 4" (T Y P . ) 12 " 12" (3) 1.5" WATER QUALITY HOLES 1/4" (MIN.) THICK STEEL FLOW CONTROL PLATE STAINLESS STEEL ANCHOR BOLT BOTTOM ROW OF HOLES TO BE AT INVERT OF PLATE FLOW CONTROL PLATE WELL SCREEN NO. 93 (U.S. FILTER STAINLESS STEEL OR EQUAL) SLOTTED SUBDRAIN 3/8"x6" BOLTS 12" O.C. TO HOLD HINGE IN PLACE, 2 1/4" FROM EDGE OF GRATE (TYP. OPP. SIDE) SLOTTED SUBDRAIN NOTES: 1.BW AND TW SPOT ELEVATIONS ADJACENT TO RETAINING WALLS REPRESENT THE FINISHED GRADE ELEVATIONS AT THE LOW SIDE AND HIGH SIDE OF EACH WALL, RESPECTIVELY. SEE DETAILS ON SHEET C508. 2.HEADWALLS TO BE FLUSH WITH, AND SAME MATERIAL AS, ADJACENT BLOCK WALL. WEIR SECTIONS321b C505 NOT TO SCALE SECTION A-A SECTION B-B 0.2' 3:1 3:1 MODULAR BLOCK RETAINING WALL INSTALL TURF REINFORCEMENT MAT (CONTECH LANDLOK 300 OR APPROVED EQUAL) ///////////////////////////////////////////////////////////////// PUBLIC SIDEWALK 15' RAIN GARDEN (RE: LANDSCAPE PLANS) RAIN GARDEN (RE: LANDSCAPE PLANS) 5% 8" SLOTTED SUBDRAIN 30" PVC PIPE 4900.96 4998.68 4899.87 3.80 4.10 1 RE C O R D D R A W I N G S FS W 08 / 1 3 / 1 8 THESE RECORD DRAWINGS, PRODUCED BY NORTHERN ENGINEERING SERVICES, INC., ARE BASED IN WHOLE, OR IN PART, UPON INFORMATION PROVIDED BY OTHERS. NORTHERN ENGINEERING SERVICES, INC. ASSUMES NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION. RECORD DRAWING 12 " W 12 " W 12 " W 12 " W 12 " W 12 " W 12 " W 12 " W 8" W S W W W W 12 " S S 12 " S S 12 " S S SS SS SS SS W W W S VAN HC TF HC TF TF TF TF TF EM EM EM EM EM EM EM S S S S S S W W W W W W IR W F F FD C FD C F FD C F FD C F FD C F FD C S STMH A11 (FLAT-TOP) STA 15+61.05 N: 106171.86 E: 213605.89 INLET A13 STA 16+72.05 N: 106168.87 E: 213494.93 INLET A8 STA 14+00.94 N: 106120.89 E: 213719.25 STMH A4 (FLAT-TOP) STA 12+03.07 N: 106095.36 E: 213903.06 INLET A5 STA 12+41.84 N: 106125.18 E: 213878.29 INLET A STA 10+00.00 N: 106104.74 E: 214105.88 CONNECT TO EX. STUB (SEE NOTE 5) INLET A2 STA 11+04.07 N: 106098.02 E: 214002.02 BLDG 2 BLDG 3 BLDG 4 BLDG 8 BLDG 7BLDG 6 GA R A G E G1 GARAGE G2 GARAGE G3 GARAGE G8 GARAGE G9 GARAGE G10 GARAGE G14 GARAGE G13 GARAGE G12 GARAGE G11 G7 GA R A G E G4 CLUB HOUSE & COMMUNITY CENTER 9' UT I L I T Y E A S E M E N T LE FEV E R D R I V E (76' R O W ) CI N Q U E F O I L L A N E (7 6 ' R O W ) 5' SIDEWALK SANITARY LINE A SEE SHEET C310 WATER LINE A SEE SHEET C320 WATER LINE B SEE SHEET C321 WATER LINE C SEE SHEET C322 SANITARY LINE A4 SEE SHEET C312 INSERTA-TEE STA. 15+95.25 TEE A9 STA. 14+66.98 TEE A3 STA. 11+09.07 EXISTING 24" STORM SEWER (SEE NOTE 5) TEE A6 STA. 13+20.89TEE A7 STA. 13+89.89 10.09 LF 24" PVC @ 0.90% 5.00 LF 24" PVC @ 0.90% 38.76 LF 24" PVC @ 0.90% 79.05 LF 18" PVC @ 0.65% 66.04 LF 18" PVC @ 0.65% 48.00 LF 18" PVC @ 0.65% 22.61 LF 18" PVC @ 0.65% 46.07 LF 18" PVC @ 0.65% 2.62 LF 18" PVC @ 0.65% 19.00 LF 24" PVC @ 0.90% STMH A10 (FLAT-TOP) STA 15+13.05 N: 106123.88 E: 213607.18 INSERTA-TEE STA. 10+43.57 35.23 LF 24" PVC @ 0.90% TEE A1 STA. 10+78.80 14.73 LF 24" PVC @ 0.90% INSERTA-TEE STA. 10+93.54 10.54 LF 24" PVC @ 0.90% INSERTA-TEE STA. 11+28.07 50.00 LF 24" PVC @ 0.90% 69.00 LF 18" PVC @ 0.65% 25.00 LF 24" PVC @ 0.90% 11.05 LF 18" PVC @ 0.65% 24.18 LF 18" PVC @ 0.65% INSERTA-TEE STA. 16+22.05 11.50 LF 18" PVC @ 0.65% INSERTA-TEE STA. 16+33.55 28.50 LF 18" PVC @ 0.65% INSERTA-TEE STA. 16+62.05 10.00 LF 18" PVC @ 0.65% INSERTA-TEE STA. 15+97.87 INSERTA-TEE STA. 10+03.60 3.60 LF 24" PVC @ 0.90% INSERTA-TEE STA. 15+83.66 11.59 LF 18" PVC @ 0.65% S S CS W S S H2OCS HYD W CSH2O W W CSH2O CS H2O W HYD W H2O CS S WCSH2O HYD H2O CS D D D 4885 4890 4895 4900 4905 4910 4915 4920 4925 4930 4885 4890 4895 4900 4905 4910 4915 4920 4925 4930 9+5010+0011+0012+0013+0014+0015+0016+0017+0018+00 5.00 LF 24" PVC @ 0.90% 38.76 LF 24" PVC @ 0.90% 79.05 LF 18" PVC @ 0.65% 66.04 LF 18" PVC @ 0.65% 48.00 LF 18" PVC @ 0.65%22.61 LF 18" PVC @ 0.65% ST M H A 1 1 ( F L A T - T O P ) ST A 1 5 + 6 1 . 0 5 RI M 4 9 0 6 . 9 ± IN V . I N 4 9 0 2 . 4 8 ( W ) IN V . I N 4 9 0 2 . 9 8 ( N ) IN V . O U T 4 9 0 2 . 4 8 ( S ) IN L E T A 1 3 ST A 1 6 + 7 2 . 0 5 RI M 4 9 0 6 . 7 ± IN V . I N 4 9 0 3 . 7 0 ( S ) IN V . I N 4 9 0 3 . 7 0 ( W ) IN V . O U T 4 9 0 3 . 2 0 ( E ) ST M H A 1 0 ( F L A T - T O P ) ST A 1 5 + 1 3 . 0 5 RI M 4 9 0 6 . 2 ± IN V . I N 4 9 0 2 . 1 7 ( N ) IN V . I N 4 9 0 2 . 6 7 ( S W ) IN V . O U T 4 9 0 2 . 1 7 ( E ) IN L E T A 8 ST A 1 4 + 0 0 . 9 4 RI M 4 9 0 5 . 2 ± IN V . I N 4 9 0 1 . 4 4 ( W ) IN V . O U T 4 9 0 1 . 4 4 ( E ) ST M H A 4 ( F L A T - T O P ) ST A 1 2 + 0 3 . 0 7 RI M 4 9 0 4 . 6 ± IN V . I N 4 8 9 9 . 5 6 ( N W ) IN V . O U T 4 8 9 9 . 5 6 ( E ) IN L E T A 5 ST A 1 2 + 4 1 . 8 4 RI M 4 9 0 4 . 1 ± IN V . I N 4 9 0 0 . 4 1 ( W ) IN V . O U T 4 8 9 9 . 9 1 ( S E ) IN L E T A ST A 1 0 + 0 0 . 0 0 RI M 4 9 0 3 . 6 ± IN V . I N 4 8 9 7 . 7 3 ( W ) CO N N E C T T O E X . S T U B EXISTING GROUND PROPOSED GROUND SANITARY CROSSING STA.=11+93.07 INV.= 4894.71 SANITARY CROSSING STA.=14+36.94 INV.= 4897.63 WATER CROSSING STA.=13+57.89 TOP= 4899.45 19.00 LF 24" PVC @ 0.90% 46.07 LF 18" PVC @ 0.65% 2.62 LF 18" PVC @ 0.65% TE E A 9 ST A 1 4 + 6 6 . 9 8 RI M 4 9 0 3 . 5 ± IN V . I N 4 9 0 1 . 8 7 ( W ) IN V . I N 4 9 0 2 . 1 2 ( N ) IN V . O U T 4 9 0 1 . 8 7 ( E ) IN S E R T A - T E E ST A 1 5 + 9 5 . 2 5 IN V . I N 4 9 0 2 . 7 0 ( W ) IN V . I N 4 9 0 3 . 1 6 ( N ) IN V . O U T 4 9 0 2 . 7 0 ( E ) TE E A 3 ST A 1 1 + 0 9 . 0 7 RI M 4 9 0 0 . 9 ± IN V . I N 4 8 9 8 . 7 1 ( W ) IN V . I N 4 8 9 9 . 2 2 ( N ) IN V . O U T 4 8 9 8 . 7 1 ( E ) "EZ-WRAP" STORM 10' EACH SIDE OF WATER TE E A 6 ST A 1 3 + 2 0 . 8 9 RI M 4 9 0 2 . 7 ± IN V . I N 4 9 0 0 . 9 2 ( W ) IN V . I N 4 9 0 1 . 1 7 ( N ) IN V . O U T 4 9 0 0 . 9 2 ( E ) 69.00 LF 18" PVC @ 0.65% TE E A 7 ST A 1 3 + 8 9 . 8 9 RI M 4 9 0 3 . 2 ± IN V . I N 4 9 0 1 . 3 7 ( W ) IN V . I N 4 9 0 1 . 6 2 ( N ) IN V . O U T 4 9 0 1 . 3 7 ( E ) 14.73 LF 24" PVC @ 0.90% TE E A 1 ST A 1 0 + 7 8 . 8 0 RI M 4 9 0 0 . 6 ± IN V . I N 4 8 9 8 . 4 4 ( W ) IN V . I N 4 8 9 8 . 9 4 ( S ) IN V . O U T 4 8 9 8 . 4 4 ( E ) WATER CROSSING STA.=15+03.03 TOP= 4900.60 WATER CROSSING STA.=12+15.79 TOP=4897.92 WATER CROSSING STA.=11+83.07 TOP= 4897.63 WATER CROSSING STA.=11+19.07 TOP= 4897.05 "EZ-WRAP" STORM 10' EACH SIDE OF WATER "EZ-WRAP" STORM 10' EACH SIDE OF WATER "EZ-WRAP" STORM 10' EACH SIDE OF WATER PROPOSED HGL SANITARY CROSSING STA.=12+28.51 INV.= 4895.22 IN S E R T A - T E E ST A 1 0 + 4 3 . 5 7 IN V . I N 4 8 9 8 . 1 2 ( W ) IN V . I N 4 8 9 8 . 6 2 ( N ) IN V . O U T 4 8 9 8 . 1 2 ( E ) IN S E R T A - T E E ST A 1 0 + 9 3 . 5 4 IN V . I N 4 8 9 8 . 5 7 ( W ) IN V . I N 4 8 9 9 . 3 2 ( N ) IN V . O U T 4 8 9 8 . 5 7 ( E ) IN S E R T A - T E E ST A 1 1 + 2 8 . 0 7 IN V . I N 4 8 9 8 . 8 8 ( W ) IN V . I N 4 8 9 9 . 6 3 ( N ) IN V . I N 4 8 9 9 . 6 3 ( S ) IN V . O U T 4 8 9 8 . 8 8 ( E ) IN S E R T A - T E E ST A 1 1 + 7 8 . 0 7 IN V . I N 4 8 9 9 . 3 3 ( W ) IN V . I N 4 9 0 0 . 0 8 ( S ) IN V . I N 4 9 0 0 . 0 8 ( N ) IN V . O U T 4 8 9 9 . 3 3 ( E ) 35.23 LF 24" PVC @ 0.90% 10.54 LF 24" PVC @ 0.90% 10.09 LF 24" PVC @ 0.90% "EZ-WRAP" STORM 10' EACH SIDE OF WATER 50.00 LF 24" PVC @ 0.90% 25.00 LF 24" PVC @ 0.90% 11.05 LF 18" PVC @ 0.65% IN S E R T A - T E E ST A 1 5 + 9 7 . 8 7 IN V . I N 4 9 0 2 . 7 2 ( W ) IN V . I N 4 9 0 3 . 2 2 ( S ) IN V . O U T 4 9 0 2 . 7 2 ( E ) 24.18 LF 18" PVC @ 0.65% IN S E R T A - T E E ST A 1 6 + 2 2 . 0 5 IN V . I N 4 9 0 2 . 8 8 ( W ) IN V . I N 4 9 0 2 . 3 8 ( N ) IN V . O U T 4 9 0 2 . 8 8 ( E ) 11.50 LF 18" PVC @ 0.65% IN S E R T A - T E E ST A 1 6 + 3 3 . 5 5 IN V . I N 4 9 0 2 . 9 5 ( W ) IN V . I N 4 9 0 3 . 4 5 ( S ) IN V . O U T 4 9 0 2 . 9 5 ( E ) 28.50 LF 18" PVC @ 0.65% IN S E R T A - T E E ST A 1 6 + 6 2 . 0 5 IN V . I N 4 9 0 3 . 1 4 ( W ) IN V . I N 4 9 0 3 . 6 4 ( N ) IN V . O U T 4 9 0 3 . 1 4 ( E ) 10.00 LF 18" PVC @ 0.65% IN S E R T A - T E E ST A 1 0 + 0 3 . 6 0 IN V . I N 4 8 9 7 . 7 6 ( W ) IN V . I N 4 8 9 8 . 2 6 ( N ) IN V . O U T 4 8 9 7 . 7 6 ( E ) 3.60 LF 24" PVC @ 0.90% IN S E R T A - T E E ST A 1 5 + 8 3 . 6 6 IN V . I N 4 9 0 2 . 6 3 ( W ) IN V . I N 4 9 0 3 . 2 4 ( S ) IN V . O U T 4 9 0 2 . 6 3 ( E ) 11.59 LF 18" PVC @ 0.65% IN L E T A 2 ST A 1 1 + 0 4 . 0 7 RI M 4 9 0 3 . 6 ± IN V . I N 4 8 9 8 . 6 7 ( W ) IN V . O U T 4 8 9 8 . 6 7 ( E ) Sheet Of 42 Sheets MI L E S T O N E A P A R T M E N T S 30 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 Fo r t C o l l i n s , C o l o r a d o 8 0 5 2 1 E N G I N E E R N G I E H T R O N R N PH O N E : 9 7 0 . 2 2 1 . 4 1 5 8 ww w . n o r t h e r n e n g i n e e r i n g . c o m 03.18.15 PROPOSED RIGHT-OF-WAY EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: NOTES: 1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER MAINS, WATER MAINS, AND SERVICES. 3.PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX STRUCTURES. SPECIFIED LENGTH OF PIPE INCLUDES THE LAYING LENGTH OF FLARED END SECTIONS. 4.ALL PVC SHALL BE SDR-35 OR GREATER. ALTERNATES (SUCH AS ADS N-12 OR HP SANITITE) SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE). 5.SEE UTILITY PLANS FOR MILESTONE APARTMENTS OFFSITE ROADWAY IMPROVEMENTS BY NORTHERN ENGINEERING FOR ALL IMPROVEMENTS ASSOCIATED WITH THE CINQUEFOIL LANE CORRIDOR, LE FEVER SIDEWALKS & PRECISION DRIVE IMPROVEMENTS TO BE CONSTRUCTED BY OVERALL PRESIDIO DEVELOPER. 6.ALL RIPRAP SHALL BE "SOIL RIPRAP". 7.ALL STORM DRAINS TO BE PRIVATELY OWNED AND MAINTAINED. 8.ALL HEADWALLS TO BE FLUSH WITH, AND SAME MATERIAL AS, ADJACENT LANDSCAPE BLOCK WALLS. 9.CONNECTIONS TO CONCRETE STORM STRUCTURES AND SIDES OF RCP STORM MAINS SHALL BE MADE BY CORE-DRILLING AND USING WATERTIGHT 'INSERTA TEE'®, OR APPROVED EQUAL, SERVICE CONNECTION ASSEMBLY. W G T EXISTING STORM SEWER EXISTING TELEPHONE EXISTING GAS W EXISTING SANITARY SEWER SS PROPOSED STORM INLET PROPOSED CURB & GUTTER PROPOSED CURB STOP & METER PIT PROPOSED SANITARY SEWER PROPOSED FIRE HYDRANT EXISTING FIRE HYDRANT PROPOSED LOTLINE EASEMENT LINE PROPERTY BOUNDARY INLET SCHEDULE INLET ID TYPE A Single Combination A2 Double Area (Type 13) A5 Double Combination A8 Single Combination A13 Single Area B1 Double Combination w/ Snout B1-1 Double Combination B7 Single Area B8 Single Area B9 Single Area C1 Double Combination C330 PL A N A N D P R O F I L E ST O R M D R A I N L I N E A STORM DRAIN A PROFILE SCALE: NORTH STORM DRAIN LINE 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 KEYMAP HC HC VAN HC TF TF TF MA I N T E N A N C E MA I N T E N A N C E TF MA I N T E N A N C E HC MA I L TF TF TF TF TF TF TF TF TF TF V.P.V.P.V.P. LE FEVER DRIVE CINQUEFO I L L A N E PRECISION DRIVE LADY MOO N D R I V E BLDG 1 BLDG 2 BLDG 3 BLDG 4(2 MIXED USEUNITS) BLDG 8(3 MIXED USEUNITS) BLDG 7 BLDG 10(4 MIXED USEUNITS) BLDG 9 BLDG 5 BLDG 6 GARAGEG1 GARAGEG2 GARAGEG3 GARAGEG5 GARAGEG6 GARAGEG8 GARAGEG9 GARAGEG13 GARAGEG15 GARAGEG16 GARAGEG12GARAGEG11 GARAGEG7 GARAGEG17 GARAGEG18 GARAGEG4 GARAGEG19 GARAGEG20 (MIRRORED) GARAGEG14 GARAGEG10 CLUBHOUSE &COMMUNITY CENTER THE S E R E C O R D D R A W I N G S , P R O D U C E D B Y N O R T H E R N E N G I N E E R I N G SER V I C E S , I N C . , A R E B A S E D I N W H O L E , O R I N P A R T , U P O N I N F O R M A T I O N PRO V I D E D B Y O T H E R S . N O R T H E R N E N G I N E E R I N G S E R V I C E S , I N C . A S S U M E S NO L I A B I L I T Y F O R T H E A C C U R A C Y O R C O M P L E T E N E S S O F T H I S I N F O R M A T I O N . REC O R D D R A W I N G E E 8" SS 8" SS 8" SS 8" SS 8" SS 8" SS 8" SS 8" W 8" W 8" W 8" W 8" W 8" W 8" W 8" W 8" W 8" W 8" W HC HC TF TF TF TF TF TF GM EM GM EM EM GM EM GM GM EM EM TF S S S S S S W W W W W UD IR W F F F F FD C FD C FDC FD C F FD C S BLDG 7 BLDG 10 BLDG 9 (MIRRORED) BLDG 5 BLDG 6 GARAGE G15 GARAGE G16 GARAGE G12 GARAGE G11 GARAGE G17 GA R A G E G1 8 GARAGE G19 CLUB HOUSE & COMMUNITY CENTER PRECISION DRIVE (51' ROW) 38.14 LF 24" PVC @ 0.50% 50.50 LF 18" PVC @ 0.50% 51.50 LF 18" PVC @ 0.50% 71.00 LF 18" PVC @ 0.50% 78.70 LF 18" PVC @ 0.50% 5.44 LF 18" PVC @ 0.50% 60.50 LF 18" PVC @ 0.50% SANITARY LINE A SEE SHEET C310 WATER LINE A SEE SHEET C320 WATER LINE B SEE SHEET C321 WATER LINE C SEE SHEET C322 SANITARY LINE A2 SEE SHEET C311 STORM DRAIN A SEE SHEET C330 STORM DRAIN B1 SEE SHEET C331 STORM DRAIN C SEE SHEET C331 WATER LINE A SEE SHEET C320 STMH B6 (FLAT-TOP) STA 13+37.18 N: 105897.24 E: 213475.24 INLET B9 STA 15+37.18 N: 105837.38 E: 213332.80 INLET B8 STA 14+52.18 N: 105839.67 E: 213417.77 INLET B7 STA 13+93.18 N: 105841.26 E: 213476.75 INLET B1 STA 10+38.14 N: 105905.30 E: 213774.17 HEADWALL B STA 10+00.00 N: 105878.28 E: 213801.09 TEE B5 STA 12+66.18 N: 105899.15 E: 213546.21 TEE B4 STA 11+87.48 N: 105901.27 E: 213624.89 TEE B2 STA 11+21.54 N: 105903.05 E: 213690.80 TEE B3 STA 11+82.04 N: 105901.42 E: 213630.33 INSERTA-TEE STA. 13+51.18 9.27 LF 18" PVC @ 0.50% INSERTA-TEE STA. 13+60.45 INSERTA-TEE STA. 14+43.68 8.50 LF 18" PVC @ 0.50% INSERTA-TEE STA. 15+11.18 7.50 LF 18" PVC @ 0.50% INSERTA-TEE STA. 15+03.68 26.00 LF 18" PVC @ 0.50% S S S S S S CS W S CSH2O W S S CSH2O W HYD S H2OCSW S S H2O CS W S HYD W CSH2O H2O CS D D D 14.00 LF 18" PVC @ 0.50% 32.73 LF 18" PVC @ 0.50% 83.40 LF 18" PVC @ 0.50% 4885 4890 4895 4900 4905 4910 4915 4920 4925 4930 4885 4890 4895 4900 4905 4910 4915 4920 4925 4930 9+0010+0011+0012+0013+0014+0015+0016+00 HE A D W A L L B ST A 1 0 + 0 0 . 0 0 RI M 4 9 0 1 . 4 ± IN V . I N 4 8 9 9 . 0 6 ( N W ) IN L E T B 1 ST A 1 0 + 3 8 . 1 4 RI M 4 9 0 2 . 9 ± IN V . I N 4 8 9 9 . 2 5 ( W ) IN V . I N 4 8 9 9 . 2 5 ( N ) IN V . I N 4 8 9 9 . 7 5 ( E ) IN V . O U T 4 8 9 9 . 2 5 ( S E ) ST M H B 6 ( F L A T - T O P ) ST A 1 3 + 3 7 . 1 8 RI M 4 9 0 5 . 3 ± IN V . I N 4 9 0 0 . 7 5 ( S ) IN V . I N 4 9 0 1 . 2 5 ( N ) IN V . O U T 4 9 0 0 . 7 5 ( E ) IN L E T B 7 ST A 1 3 + 9 3 . 1 8 RI M 4 9 0 4 . 5 ± IN V . I N 4 9 0 1 . 0 3 ( W ) IN V . I N 4 9 0 1 . 0 3 ( S ) IN V . O U T 4 9 0 1 . 0 3 ( N ) IN L E T B 8 ST A 1 4 + 5 2 . 1 8 RI M 4 9 0 4 . 9 ± IN V . I N 4 9 0 1 . 3 2 ( W ) IN V . I N 4 9 0 1 . 8 2 ( N ) IN V . O U T 4 9 0 1 . 3 2 ( E ) IN L E T B 9 ST A 1 5 + 3 7 . 1 8 RI M 4 9 0 5 . 2 ± IN V . I N 4 9 0 1 . 7 5 ( W ) IN V . O U T 4 9 0 1 . 7 5 ( E ) TE E B 5 ST A 1 2 + 6 6 . 1 8 RI M 4 9 0 2 . 2 ± IN V . I N 4 9 0 0 . 3 9 ( W ) IN V . I N 4 9 0 0 . 6 4 ( N ) IN V . O U T 4 9 0 0 . 3 9 ( E ) TE E B 4 ST A 1 1 + 8 7 . 4 8 RI M 4 9 0 1 . 8 ± IN V . I N 4 9 0 0 . 0 0 ( W ) IN V . I N 4 9 0 0 . 2 5 ( N ) IN V . O U T 4 9 0 0 . 0 0 ( E ) TE E B 3 ST A 1 1 + 8 2 . 0 4 RI M 4 9 0 1 . 8 ± IN V . I N 4 8 9 9 . 9 7 ( W ) IN V . I N 4 9 0 0 . 2 2 ( S ) IN V . O U T 4 8 9 9 . 9 7 ( E ) TE E B 2 ST A 1 1 + 2 1 . 5 4 RI M 4 9 0 1 . 3 ± IN V . I N 4 8 9 9 . 6 7 ( W ) IN V . I N 4 8 9 9 . 9 2 ( S ) IN V . O U T 4 8 9 9 . 6 7 ( E ) IN S E R T A - T E E ST A 1 3 + 5 1 . 1 8 IN V . I N 4 9 0 0 . 8 2 ( S ) IN V . I N 4 9 0 1 . 3 2 ( E ) IN V . O U T 4 9 0 0 . 8 2 ( N ) IN S E R T A - T E E ST A 1 3 + 6 0 . 4 5 IN V . I N 4 9 0 0 . 8 6 ( S ) IN V . I N 4 9 0 1 . 3 6 ( W ) IN V . O U T 4 9 0 0 . 8 6 ( N ) IN S E R T A - T E E ST A 1 4 + 4 3 . 6 8 IN V . I N 4 9 0 1 . 2 8 ( W ) IN V . I N 4 9 0 1 . 7 8 ( S ) IN V . O U T 4 9 0 1 . 2 8 ( E ) IN S E R T A - T E E ST A 1 5 + 1 1 . 1 8 IN V . I N 4 9 0 1 . 6 2 ( W ) IN V . I N 4 9 0 2 . 1 2 ( N ) IN V . O U T 4 9 0 1 . 6 2 ( E ) IN S E R T A - T E E ST A 1 5 + 0 3 . 6 8 IN V . I N 4 9 0 1 . 5 8 ( W ) IN V . I N 4 9 0 2 . 0 8 ( S ) IN V . O U T 4 9 0 1 . 5 8 ( E ) 38.14 LF 24" PVC @ 0.50% 14.00 LF 18" PVC @ 0.50%50.50 LF 18" PVC @ 0.50% 51.50 LF 18" PVC @ 0.50% SANITARY CROSSING STA.=15+16.18 INV.= 4897.54 SANITARY CROSSING STA.=10+71.68 INV.= 4892.26 SANITARY CROSSING STA.=11+92.03 INV.= 4895.91 WATER CROSSING STA.=10+82.78 TOP= 4897.43 71.00 LF 18" PVC @ 0.50% 78.70 LF 18" PVC @ 0.50% 5.44 LF 18" PVC @ 0.50% 60.50 LF 18" PVC @ 0.50% 83.40 LF 18" PVC @ 0.50% EXISTING GROUND PROPOSED GROUND "EZ-WRAP" STORM 10' EACH SIDE OF WATER PROPOSED HGL WATER CROSSING STA.=11+71.64 TOP= 4898.42 FIRELINE CROSSING STA.=11+67.64 TOP= 4898.42 "EZ-WRAP" STORM 10' EACH SIDE OF WATER 9.27 LF 18" PVC @ 0.50% 32.73 LF 18" PVC @ 0.50% 8.50 LF 18" PVC @ 0.50% 7.50 LF 18" PVC @ 0.50% 26.00 LF 18" PVC @ 0.50% OVERSIZED SUMP (SEE SNOUT DETAILS) SANITARY CROSSING STA.=13+27.18 INV.= 4896.07 IN L E T B 1 ST A 1 0 + 0 0 . 0 0 RI M 4 9 0 2 . 9 ± IN V . I N 4 8 9 9 . 2 5 ( W ) IN V . I N 4 8 9 9 . 2 5 ( N ) IN V . I N 4 8 9 9 . 7 5 ( E ) IN V . O U T 4 8 9 9 . 2 5 ( S E ) IN L E T B 1 - 1 ST A 1 0 + 2 4 . 0 0 RI M 4 9 0 2 . 5 ± IN V . I N 4 8 9 9 . 5 9 ( N ) IN V . I N 4 8 9 9 . 5 8 ( N W ) IN V . O U T 4 8 9 9 . 3 7 ( S ) 4885 4890 4895 4900 4905 4910 4915 4920 4925 4930 4885 4890 4895 4900 4905 4910 4915 4920 4925 4930 9+5010+0011+00 24.00 LF 15" PVC @ 0.50% SANITARY CROSSING STA.=10+10.00 INV.= 4892.91 WATER CROSSING STA.=10+20.00 TOP= 4896.55 PROPOSED GROUND EXISTING GROUND "EZ-WRAP" STORM 10' EACH SIDE OF WATER PROPOSED HGL 8" S S 8" S S 8" W 8" W 8" W 8" W HC TF EM GM EM EM TF S W UD F FDC S UD BL D G 7 GA R A G E G1 3 GA R A G E G 1 9 CL U B H O U S E & CO M M U N I T Y C E N T E R STORM DRAIN B SEE SHEET C331 INLET B1-1 STA 10+24.00 N: 105929.29 E: 213773.52 INLET B1 STA 10+00.00 N: 105905.30 E: 213774.17SANITARY LINE A2 SEE SHEET C311 WATERLINE C SEE SHEET C322 WATERLINE A SEE SHEET C320 STORM DRAIN C SEE SHEET C331 S SS S HYD W CS H2 O 8" SS 8" SS 8" SS 8" SS 8" SS 8" W 8" W 8" W 8" W 8" W HC TF EM GM EM EM TF W UD F FD C S GARAGE G19 INLET C1 STA 10+37.80 N: 105845.73 E: 213752.68 HEADWALL C STA 10+00.00 N: 105857.48 E: 213788.60 WATER LINE C SEE SHEET C322 SANITARY LINE A2 SEE SHEET C311 SANITARY LINE A SEE SHEET C310 WATER LINE A SEE SHEET C320 WATER LINE A SEE SHEET C320 SUBDRAIN SEE SHEET C343 S S S HYD W CSH2O IN L E T C 1 ST A 1 0 + 3 7 . 8 0 RI M 4 9 0 1 . 3 ± IN V . O U T 4 8 9 9 . 1 6 ( E ) HE A D W A L L C ST A 1 0 + 0 0 . 0 0 RI M 4 9 0 0 . 3 ± IN V . I N 4 8 9 8 . 9 8 ( W ) 4885 4890 4895 4900 4905 4910 4915 4920 4925 4930 4885 4890 4895 4900 4905 4910 4915 4920 4925 4930 9+5010+0011+00 37.80 LF 15" PVC @ 0.50% PROPOSED GROUND EXISTING GROUND PROPOSED HGL Sheet Of 42 Sheets MI L E S T O N E A P A R T M E N T S 30 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 Fo r t C o l l i n s , C o l o r a d o 8 0 5 2 1 E N G I N E E R N G I E H T R O N R N PH O N E : 9 7 0 . 2 2 1 . 4 1 5 8 ww w . n o r t h e r n e n g i n e e r i n g . c o m 03.18.15 PROPOSED RIGHT-OF-WAY EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: NOTES: 1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER MAINS, WATER MAINS, AND SERVICES. 3.PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX STRUCTURES. SPECIFIED LENGTH OF PIPE INCLUDES THE LAYING LENGTH OF FLARED END SECTIONS. 4.ALL PVC SHALL BE SDR-35 OR GREATER. ALTERNATES (SUCH AS ADS N-12 OR HP SANITITE) SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE). 5.SEE UTILITY PLANS FOR MILESTONE APARTMENTS OFFSITE ROADWAY IMPROVEMENTS BY NORTHERN ENGINEERING FOR ALL IMPROVEMENTS ASSOCIATED WITH THE CINQUEFOIL LANE CORRIDOR, LE FEVER SIDEWALKS & PRECISION DRIVE IMPROVEMENTS TO BE CONSTRUCTED BY OVERALL PRESIDIO DEVELOPER. 6.ALL RIPRAP SHALL BE "SOIL RIPRAP". 7.ALL STORM DRAINS TO BE PRIVATELY OWNED AND MAINTAINED. 8.ALL HEADWALLS TO BE FLUSH WITH, AND SAME MATERIAL AS, ADJACENT LANDSCAPE BLOCK WALLS. 9.CONNECTIONS TO CONCRETE STORM STRUCTURES AND SIDES OF RCP STORM MAINS SHALL BE MADE BY CORE-DRILLING AND USING WATERTIGHT 'INSERTA TEE'®, OR APPROVED EQUAL, SERVICE CONNECTION ASSEMBLY. W G T EXISTING STORM SEWER EXISTING TELEPHONE EXISTING GAS W EXISTING SANITARY SEWER SS PROPOSED STORM INLET PROPOSED CURB & GUTTER PROPOSED CURB STOP & METER PIT PROPOSED SANITARY SEWER PROPOSED FIRE HYDRANT EXISTING FIRE HYDRANT PROPOSED LOTLINE EASEMENT LINE PROPERTY BOUNDARY INLET SCHEDULE INLET ID TYPE A Single Combination A2 Double Area (Type 13) A5 Double Combination A8 Single Combination A13 Single Area B1 Double Combination w/ Snout B1-1 Double Combination B7 Single Area B8 Single Area B9 Single Area C1 Double Combination C331 PL A N A N D P R O F I L E ST O R M D R A I N L I N E S B , B 1 & C PROFILE SCALE:PROFILE SCALE: NORTH STORM DRAIN LINE B1STORM DRAIN LINE B 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 HC HC VAN HC TF TF TF MA I N T E N A N C E MA I N T E N A N C E TF MA I N T E N A N C E HC MA I L TF TF TF TF TF TF TF TF TF TF V.P.V.P.V.P. LE FEVER DRIVE CINQUEFO I L L A N E PRECISION DRIVE LADY MOO N D R I V E BLDG 1 BLDG 2 BLDG 3 BLDG 4(2 MIXED USEUNITS) BLDG 8(3 MIXED USEUNITS) BLDG 7 BLDG 10(4 MIXED USEUNITS) BLDG 9 BLDG 5 BLDG 6 GARAGEG1 GARAGEG2 GARAGEG3 GARAGEG5 GARAGEG6 GARAGEG8 GARAGEG9 GARAGEG13 GARAGEG15 GARAGEG16 GARAGEG12GARAGEG11 GARAGEG7 GARAGEG17 GARAGEG18 GARAGEG4 GARAGEG19 GARAGEG20 (MIRRORED) GARAGEG14 GARAGEG10 CLUBHOUSE &COMMUNITY CENTER PROFILE SCALE: NORTH STORM DRAIN LINE C STORM B STORM B1 STORM C THE S E R E C O R D D R A W I N G S , P R O D U C E D B Y N O R T H E R N E N G I N E E R I N G SER V I C E S , I N C . , A R E B A S E D I N W H O L E , O R I N P A R T , U P O N I N F O R M A T I O N PRO V I D E D B Y O T H E R S . N O R T H E R N E N G I N E E R I N G S E R V I C E S , I N C . A S S U M E S NO L I A B I L I T Y F O R T H E A C C U R A C Y O R C O M P L E T E N E S S O F T H I S I N F O R M A T I O N . REC O R D D R A W I N G