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Home My WebLink AboutSite Certifications - 12/20/2018FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158 GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com December 14, 2018 Wes Lamarque City of Fort Collins 700 Wood Street Fort Collins, Colorado 80521 RE: The Park Townhomes at Fort Collins Site Certification Fort Collins, Colorado Dear Wes: This drainage certification letter is provided to verify as-constructed conditions for The Park Townhomes at Fort Collins Northern Engineering completed survey work November 2, 2018 to verify general compliance with the Final Utility Plans for The Park Townhomes at Fort Collins dated April 18, 2017 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 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 height from the pipe invert to the top of the water quality weir in Basin A1 is 2.92’ (the design height is 3’). The as-built infiltration gallery will provide water quality treatment within the site. 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: At the southeast corner of Building D, the inverts for the sidewalk chase for Lot 23 Block 2 were constructed 0.3’ lower than the approved design drawings. This resulted in the swale in the southeast corner from the sidewalk Table 1: Pond Record Volumes Pond Design No. of Vaults Required Water Quality Vol. (ft3) As-built No. of Vaults As-built Water Quality Vol. (ft3) Infiltration Galley 30 2,087 30 2,247 Accepted 12/20/2018 WL FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158 GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com chase to Basin AD2 to be constructed at a slope of 0.67%. The slopes away from Building D in the southwest corner exceed 5% (7% to 13% was constructed), and Northern Engineering has not witnessed any ponding within the swale during site visits. Northern Engineering believes even though the swale is less than the approved design drawings, the swale will drain towards the inlet in accordance to the approved design drawings. • Item III.A.2: Storm Sewer A1 to A1A-2, shown on the storm sewer plan and profile (ST1) was constructed with a flowing in the opposite direction. (A slope of -1.52% was constructed from A1 to A1A-1, and a slope of -1.09% as constructed from A1A-1 to A1A-2.) However, during Northern Engineering’s site investigation, we witnessed standing water within Basin A1A-2. This was to be expected with the upstream invert of the pipe 0.08’ lower than the downstream invert. Based on our analysis, the 100-year storm will pass through the pipe, but Basins A1A-1 and A1A-2 will require additional maintenance. At a minimum, sedimentation and trash will need to be removed from Basins A1A-1 and A1A-2 on a more frequent schedule, and the entire Storm Line A1 to A1A-2 should be jetted as part of routine maintenance. These maintenance activities can occur as part of the maintenance activities for the Stormtech chambers immediately to the north provided the build-up of sedimentation and trash do not restrict the capacity of the pipe. The removal of sediment and trash at Basin A1A-1 and A1A-2 is dependent on the frequency of storms and the accumulation of sediment and trash within the basins. • Item III.A.2: Storm Sewer A2 to A3, shown on the storm sewer plan and profile (ST1) was constructed with a slope below the design slope of 0.5% (a slope of 0.45% was constructed). We have re-analyzed the storm sewer and compared the hydraulic grade line. As shown below, there is minimal change to the 100-year HGL. Based on the revised HGL, we feel this will convey the design storm hydraulic capacity. • Item III.A.2: Storm Sewer A3 to A4, shown on the storm sewer plan and profile (ST1) was constructed with a slope below the design slope of 0.5% (a slope of 0.33% was constructed). We have re-analyzed the storm sewer and compared the hydraulic grade line. As shown below, there is minimal change to the 100-year HGL. Based on the revised HGL, we feel this will convey the design storm hydraulic capacity. • Item III.A.2: Storm Sewer A4 to A5, shown on the storm sewer plan and profile (ST1) was constructed with a slope below the design slope of 0.5% (a slope of 0.37% was constructed). We have re-analyzed the storm sewer and compared the hydraulic grade line. As shown below, there is minimal change to the 100-year HGL. Based on the revised HGL, we feel this will convey the design storm hydraulic capacity. FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158 GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com • Item III.A.2: Storm Sewer A5 to A6, shown on the storm sewer plan and profile (ST1) was constructed with a slope below the design slope of 0.5% (a slope of 0.47% was constructed). We have re-analyzed the storm sewer and compared the hydraulic grade line. As shown below, there is minimal change to the 100-year HGL. Based on the revised HGL, we feel this will convey the design storm hydraulic capacity. • Item III.A.2: Storm Sewer A4 to A4-1, shown on the storm sewer plan and profile (ST1) was constructed with a slope below the design slope of 1.0% (a slope of 0.93% was constructed). We have re-analyzed the storm sewer and compared the hydraulic grade line. As shown below, there is minimal change to the 100-year HGL. Based on the revised HGL, we feel this will convey the design storm hydraulic capacity. • Item III.B.2: Northern Engineering did not observe construction. Northern Engineering was unable to verify the encasements and clearances of the site’s storm drains. • Item III.B.3: Northern Engineering did not observe construction. Northern Engineering was unable to verify the specific joint types or construction methods used during construction. Figure 1: Re-analyzed HGL for Storm Sewer A on Sheet ST1 FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158 GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com • Item V.A.4: Storm Drain A1-5 to A1-6, shown on the utility sheets (U1 & U2), was constructed with a slope below the design slope of 0.5% (a slope of 0.24% was constructed). We have re-analyzed the entire storm drain line and compared the hydraulic grade line. As shown below, there is minimal change to the 100-year HGL. Based on the revised HGL, we feel this will convey the design storm hydraulic capacity. • Item V.A.4: Storm Drain A1-7 to A1-8, shown on the utility sheets (U1 & U2), was constructed with a slope below the design slope of 0.5% (a slope of 0.36% was constructed). We have re-analyzed the entire storm drain line and compared the hydraulic grade line. As shown below, there is minimal change to the 100-year HGL. Based on the revised HGL, we feel this will convey the design storm hydraulic capacity. • Item V.A.4: Storm Drain A1-14 to A1-15, shown on the utility sheets (U1 & U2), was constructed with a slope below the design slope of 0.5% (a slope of 0.23% was constructed). We have re-analyzed the entire storm drain line and compared the hydraulic grade line. As shown below, there is minimal change to the 100-year HGL. Based on the revised HGL, we feel this will convey the design storm hydraulic capacity. • Item V.A.4: Storm Drain A1-15 to A1-16, shown on the utility sheets (U1 & U2), was constructed with a slope below the design slope of 0.5% (a slope of 0.11% was constructed). We have re-analyzed the entire storm drain line and compared the hydraulic grade line. As shown below, there is minimal change to the 100-year HGL. Based on the revised HGL, we feel this will convey the design storm hydraulic capacity. Figure 2: Re-analyzed HGL for Storm Sewer A4 on Sheet ST1 FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158 GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com • Item V.A.4: Storm Drain A1-19 to A1-22, shown on the utility sheets (U1 & U2), was constructed with a slope below the design slope of 0.5% (a slope of 0.11% was constructed). We have re-analyzed the entire storm drain line and compared the hydraulic grade line. As shown above, there is minimal change to the 100-year HGL. Based on the revised HGL, we feel this will convey the design storm 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 subdrains. • Item VII.A.5: Northern Engineering did not observe construction. Northern Engineering was unable to verify the backfill material for the subdrains. • Item VII.A.6: Northern Engineering did not observe construction. Northern Engineering was unable to verify if the subdrains were wrapped with geotextile liner. • Item IX.3: At the southeast corner of Building D, the inverts for the sidewalk chase for Lot 23 Block 2 were constructed 0.3’ lower than the approved design drawings. Therefore, the swale drains towards the inlet at 0.67%. Stormwater will drain consistent with the approved design drawings, and the slopes away from the building this area exceed 5% (7% to 13% was constructed). Figure 3: Re-analyzed HGL for Storm Drain Line A1 on Sheets U1-U2 FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158 GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com Please feel free to contact me with any questions you may have. NORTHERN ENGINEERING SERVICES, INC. Frederick S. Wegert, PE Project Engineer 12/14/18 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 The Park Townhomes at Fossil Ridge November 29, 2018 N/A N/A N/A N/A N/A N/A B1704939, B1704941, B1704948, B1704949, B1704950, B1704951, B1704952, B1704980, B1704981, B1704982, B1704984, B1704985, B1704986, B1705105, B1705106, B1705108, B1705109, B1705110, B1705111, B1705113, B1705164, B1705165, B1705166, B1705167, B1705168, B1705310, B1705315, B1705316, B1705317, B1705178, B1705179, B1705180, B1705181, B1705182, B1705183, B1705184 8/16 Page 2 B.Water Quality and Quantity Detention Basin Grading: Attached is as-built verification that there is a minimum 2% positive fall into the concrete trickle pans or flow-line(s) from all areas in the bottom of the detention pond. If there is a “soft pan” in the flow-line, all areas still must meet the minimum 2% grade requirement. 1.Low Flow: Choose one of the following detention basin low flow options as applicable: a. Turf swale for low flow path in detention basin. There is a minimum 2% grade in the flow-line(s) of the detention basin. The flattest as-built grade is . b.Concrete pan for low flow in detention basin. There is a concrete pan installed that meets the grades as shown on the approved construction plans. (Show as-built spot elevations.) c.Soft pan for low flow in detention basin. •Verify and document the soft pan material gradation, trench width and depth - to be verified during construction by engineer. Picture documentation is preferred or engineer’s statement of visual inspection and compliance. (Choose one below.) o There is a soft pan with an underdrain installed that meets the design on the approved construction plans. (Show the underdrain grades, bedding material, geotextile, spot elevations, bends, cleanouts, etc.) o There is soft pan installed without an underdrain but there is a type A or B soil. The soil type must be documented by supplying verification from a registered professional geotechnical engineer. NOTE: Spot elevations are to be within 0.2 ft. +/-. 2. Side Slopes: The as-built side slopes of the detention basin have been calculated and are shown. Indicate the side slope with an arrow and a numerical value (e.g., 6.25:1). The maximum slope allowed is 4:1. Small areas of 3:1 may be acceptable, but slopes steeper than 3:1 must be stabilized or re- graded. Provide documentation if a variance was granted for steeper slopes during the design process. 3.Spillway Certification: The following items must be field verified: a.The location of the spillway is indicated on the as-built plan. b.The width of the spillway is indicated on the as-built plan. c.The elevation(s) of the spillway is shown on the as-built plan. d.A concrete ribbon defines the location and grade of the spillway. e.There is downstream scour protection in the spillway as per the construction plans. Indicate type: (riprap size “D50” gradation and bedding type, geotextile, buried riprap with inches of bury, etc.). f.There are no obstructions in the spillway, such as trees, bushes, sidewalks, landscape features, rocks, etc. N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 8/16 Page 3 4.Outlet Structure Certification a.The orifice plate for the approved release rate is installed with the correct size and location of the orifice. b.The orifice plate for the water quality outlet is installed with the correct hole size, number of rows and columns of holes. c.The bottom hole on both the water quality and quantity outlets are at the bottom of the plate so no water ponds in front of the plate. d.The well screen is the correct material and is installed as shown on the construction plans. e.100-year overflow grate elevation is . (Elev. A on detail D-46) f.The top elevation of the water quality capture volume is . (Elev. B on detail D-46) g.Overflow grate is made of the correct material, has the correct bar spacing, is hinged at the top and bolted at the bottom. h.The bottom of the outlet box has no obstructions or misalignments that will cause it to retain runoff water and is sloped at 2% towards outlet. II.Channels/Swales - FCSCM Vol.1, Ch.7, Sect.3&4 A. Capacity: The as-built capacity of all the major channels and swales has been verified. They meet or exceed capacity requirements shown in the approved drainage study for this project. 1.All swales are located within the drainage easements as shown on the construction plans. 2.Longitudinal slopes and side-slopes (cross-sections) have been verified. Design criteria requires longitudinal slopes of 2% min. (on vegetated swales) and side-slopes no steeper than 4:1. If these criteria are not met, the certification engineer will write a justification and propose mitigation for each instance or have the issues corrected. If variances to these criteria have previously been approved and are shown on the construction plans, no justification is needed. 3.As-built spot elevations on channels/swales are shown that correspond to spot elevations shown on the approved construction plans. 4.All permanent erosion control measures are installed as shown on the approved construction plans (e.g., drop structures, riprap, TRMs, etc.). (Include pictures and verification of the materials used as part of this verification.) 5.All pans, curbs, storm pipes or other appurtenances appropriately tie into each other in the system. (Pictures at tie-in points suggested.) 6.The minimum freeboard is provided for all channels and swales as shown on the approved construction plans or as identified in the approved drainage study. (Show the freeboard provided on the cross-sections as on the construction plan set or attached as separate documentation.) 7.The low flow portion of all channels or swales is clear of obstructions. (No landscaping, trees, shrubs, sod, etc. infringe on the low flow portion of channels or swales.) Yes Yes N/A N/A N/A N/A Yes N/A Yes 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 N/A N/A N/A Yes Yes Yes No Yes Yes 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 N/A Yes Yes Yes Yes Yes Yes 12/15 Page 1 DURING CONSTRUCTION INSPECTION CHECKLIST To be completed by Construction Superintendent This checklist is to be completed during construction and included with the Overall Site and Drainage Certification. •Use “Yes” for items completed as described. •Use “N/A” for items that are not applicable to the site being certified. •If any blanks are “No,” attach an explanation referencing the item number below. I.Compaction A.All berms and embankments meet the compaction requirements as specified in the project geotechnical report or comply with the City’s standard, which is “soils should be compacted within a moisture content range of 2% below to 2% above optimum moisture content and compacted to 95% of the Maximum Standard Proctor Density (ASTM D698).” Compaction requires verification during construction. Provide testing log from contractor/engineer. II.Storm Drain Pipe Installation Requirements A.The pipe trenches have been compacted in accordance with Section 02225-3.07.A.1. of the Fort Collins Development Construction Standards (e.g., the trenches in the roadways are to be 95% of maximum density and all other areas are to be at 90%, both in accordance with ASTM D698). III. Riprap - FCSCM Vol.1, Ch.7, Sec.4.4.4.3 A.The riprap bedding is a granular bedding of the gradation and thickness indicated on the approved construction plans. B.A filter fabric was installed instead of granular bedding and is the material shown on the approved construction plans or was an approved equal. Provide documentation for an approved equal. C.The riprap is the gradation shown on the approved construction plans with a D50 of . D.The riprap thickness is as shown on the approved construction plans and extends to the horizontal limits shown. E.The riprap is buried to the depth indicated on the approved construction plans. (A minimum of 6 inches of soil is required.) IV. Permanent Erosion Control Fabric - FCSCM Vol.1, Ch.7 A.All fabric was installed per manufacturer’s specifications. V. Certification of Other Permanent BMPs - FCSCM Vol.2, Ch.8, Sec.2 & FCSCM Vol.2, Ch.12 A.All cut-off walls have been installed in accordance with the approved construction plans. (Cut-off walls are required for irrigation ditch crossings of storm drain pipes and at the end of flared end sections.) 12/15 Page 2 Permeable Interlocking Concrete Pavers Post-excavation infiltration rates are consistent with design infiltration capacity (for “full or partial infiltration” designs) Impermeable liner meets design specifications Impermeable liner attached to concrete perimeter wall Impermeable liner is not exposed Any penetrations of the impermeable liner have been sealed and checked for water-tightness. Meets specifications for: -Dimensions -Reinforcement -Footings Underdrain pipe is per design specifications At least one cleanout is provided per underdrain lateral Cleanout pipe is not perforated Cleanout covers are installed and watertight Underdrain is NOT wrapped in geotextile fabric Underdrain orifice plate installed at outlet structure Underdrain integrity tested after backfilling using TV and/or water test Base coarse (e.g., #2/4) has 90% fractured faces Bedding coarse (e.g., #89) is thoroughly washed Sub-base materials are installed and compacted according to manufacturer’s specifications PICP area is protected from construction site sediment, including runoff from the upstream catchment and Close Out 12/15 Page 3 Bioretention Cells Heavy equipment did not travel over bioretention cell during excavation Bottom of cell was “ripped” after excavation Photograph before/after “ripping” Bottom of cell is flat and level Photograph Excavated area is protected/surrounded by sediment/runoff control BMPs during construction Photograph Overflow inlet elevation is set above bioretention media per plan (typically 12 inches) Overflow inlet invert elevation is at least 3 inches below containment wall/berm (to direct overflow into inlet) Measure/record distance between inlet and top of containment wall/berm Upstream catchment drains to inlet Forebay is installed according to design specifications Forebay has flat, concrete bottom Outlet structure/overflow elevation is confirmed Measure/record distance from overflow to top of media filter Impermeable liner meets design specifications Impermeable liner attached to concrete perimeter wall Impermeable liner is not exposed Underdrain pipe is per design specifications At least one cleanout is provided per underdrain lateral Cleanout pipe is not perforated Cleanout covers are installed and watertight Underdrain is NOT wrapped in geotextile fabric Underdrain orifice plate installed at outlet structure Underdrain integrity tested after backfilling using TV and/or water test 12/15 Page 4 Filter Media Filter media composition is per design specifications Filter media was “machine mixed” by supplier prior to delivery Filter media installed flat and level Other Structural Components Containment wall/berm is continuous and level Landscaping Final landscaping does NOT include sod Final landscaping (wood/rock mulch) is flat and level Vegetation is planted according to landscape design specifications Verify that weed barrier is not installed Temporary irrigation installed If N/A, then verify that permanent irrigation is installed to establish/maintain vegetation Close Out Upstream catchment stabilized prior to diverting runoff into bioretention cell Signature: Name: Title: Email: Phone: Company: Address: FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158 GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com STORMTECH CHAMBERS FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158 GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158 GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158 GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158 GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158 GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158 GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158 GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158 GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158 GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158 GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158 GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com S W WCS CS S W CS CSW HYD H2 O S W W CS CS W CS S S S SS SS SS SS SS SS SS W W W W SS SS W W W W W EM GM GM EM EM EM W W D W W W W W W W SS SSSS D S W WCS CS S W CS CSW HYD H2 O D S D W W CS CS W CS S S S TF TF SD SD SD SD SD SD SD SD SD SD SD XXXXXXXX X X X X X X SS SS SS SS X SS SS SS SS SS SS TF TF SA B E R C A T D R I V E ZIEGLER ROAD CO U N T Y F A I R L A N E ALLEY 15' UTILITY EASEMENT 6' SIDEWALK 4. 5 ' S I D E W A L K 9' U T I L I T Y EA S E M E N T EX I S T I N G 4 . 5 ' S I D E W A L K EX I S T I N G 4 . 5 ' S I D E W A L K SANITARY LINE B SEE SHEET SS1 STORM DRAIN A SEE SHEET ST1 EXISTING STORM DRAIN EXISTING 12" WATER CORE DRILL TO CONNECT TO EXISTING SANITARY MANHOLE PROPOSED 6" SANITARY SERVICE (TYP.) PROPOSED 1 1/2" WATER METER & SERVICE (TYP.) 29.03 LF 8" PVC S88°14'09"W N:1430506.58 E:3134300.93 N:1430505.39 E:3134041.93 CONNECT TO EXISTING CUT IN TEE w/ TB 12" GV (N) & 8" GV (W) N:1430291.55 E:3134304.55 BEGIN HORZ. DEFLECTION N:1430290.66 E:3134275.53 END HORZ. DEFLECTION N:1430278.25 E:3134198.89 BEGIN HORZ. DEFLECTION N:1430268.62 E:3134166.66 CONNECT TO EXISTING 8" WATER STUB 8" GV N:1430255.49 E:3134054.56 END HORZ. DEFLECTION N:1430256.12 E:3134086.66 8" P V C S A N I T A R Y 8" P V C S A N I T A R Y EXMH B SSMH B1 SSMH B3 STMH A3 (4'Ø) 24 " R C P S T O R M STMH A4 (5'Ø) INLET A4-1 INV. IN=4908.01 (S) INV. OUT=4908.01 (N) FG=4912.61 INLET A5 INV. IN=4907.93 (W) INV. IN=4907.93 (N) INV. OUT=4907.93 (S) FG=4912.57 24" RCP STORM 15" RCP STORM HARVEST PARK SUBDIVISION OW N E R : R U F F R O N A L D C AK A R O N R U F F E R I N E L I Z A B E T H DY N A S T Y T R U S T 51 1 7 Z I E G L E R R D F O R T C O L L I N S , C O OWNER: BRANDT OLIVER/ALEXANDRA ADDRESS:5356 CORNERSTONE DR FORT COLLINS, CO OWNER: MARGISON ROBERT/KRISTI ADDRESS: 5362 CORNERSTONE DR FORT COLLINS, CO OWNER:HARVEST MASTER HOA ASSOCIATION STORM DRAIN A SEE SHEET ST1 BLDG F BLDG B BLDG C BLDG A TRACT A U,A&DE LOT 1 LOT 3 LOT 4 LOT 2 LOT 3 LOT 4 LOT 6 LOT 7LOT 5 LOT 1 LOT 13LOT 10LOT 9 LOT 12LOT 11 LOT 13 LOT 14 LOT 15 LOT 16LOT 12 BLOCK 1 13.20 LF 8" HDPE @ 0.50% BASIN A1-15 INV.=4909.17 FG=4912.55 28.14 LF 8" HDPE @ 0.50% BASIN A1-16 INV.=4909.31 FG=4912.91 18.63 LF 8" HDPE @ 0.50% BASIN A1-17 INV.=4909.40 FG=4912.98 14.41 LF 8" HDPE @ 0.50% BASIN A1-18 INV.=4909.47 FG=4913.01 14.78 LF 8" HDPE @ 0.50% BASIN A1-19 INV.=4909.55 FG=4912.99 45° BEND A1-20 INV.=4909.58 FG=4913.34 4.43 LF 8" HDPE @ 0.50% 45° BEND A1-21 INV.=4909.60 FG=4913.40 26.05 LF 8" HDPE @ 0.50% BASIN A1-22 INV.=4909.73 FG=4912.97 RELOCATED TELEPHONE PEDESTAL 18" HDPE STORM INLET A6 INV. IN=4908.11 (W) INV. OUT=4908.11 (E) FG=4913.39 69 . 0 9 L F 1 2 " H D P E @ 1 . 0 0 % BASIN A7 (15" Ø) INV.=4908.81 FG=4912.80 45.00 LF 12" HDPE @ 1.30% BASIN A8 (15" Ø) INV.=4909.39 FG=4913.02 32 . 1 0 L F 8 " P V C S8 8 ° 5 2 ' 3 7 " W 29.05 LF 12" HDPE @ 3.40%BASIN A4-1 (SOLID LID) INV.=4908.91 FG=4915.00 STORM DRAIN A4 SEE SHEET ST1 38 . 2 9 L F 12 " H D P E @ 3 . 4 0 % 45° BEND A5-2 INV.=4910.21 FG=4914.07 5.80 LF 12" HDPE @ 3.40% BASIN A5-3 (15" Ø) INV.=4910.41 FG=4913.60 26.21 LF 12" HDPE @ 3.40% BASIN A5-4 (15" Ø) INV.=4911.30 FG=4914.49 14.05 LF 8" HDPE @ 3.40% 26.25 LF 8" HDPE @ 3.40% BASIN A5-5 INV.=4912.19 FG=4915.43 BASIN A5-6 INV.=4912.67 FG=4915.86 15.77 LF 8" HDPE @ 0.50% BASIN A5-7 INV.=4912.75 FG=4916.13 19.52 LF 8" HDPE @ 0.50% BASIN A5-8 INV.=4912.85 FG=4915.53 21.50 LF 8" HDPE @ 1.00% BASIN A4-2 INV.=4908.23 FG=4911.19 33 . 6 4 L F 8 " P V C S7 3 ° 2 1 ' 5 4 " W 77.86 LF 8" PVC R=300.00' PROPOSED 2" WATER SERVICE (TYP.) 6.46 LF 8" HDPE @ 0.50% 24" RCP STORM WATER LINE LOWERING SEE DETAILS WATER LINE LOWERING SEE DETAILS PROPOSED 1 1/2" WATER METER (TYP.) 37.63 LF 8" PVC R=300.00' FH ASSEMBLY N:1430248.04 E:3134125.77 8"x6" SWIVEL TEE w/ 8" GV (W) & 6" GV (S) N:1430259.21 E:3134124.14 6' SIDEWALK 15' UTILITY EASEMENT GAS METER (TYP.) ELECTRIC METER (TYP.) PROPOSED 3/4" IRRIGATION SERVICE (TYP.) PROPOSED 3/4" IRRIGATION METER (TYP.) PROPOSED TRANSFORMER SIGHT DISTANCE EASEMENT 8.22 LF 8" PVC R=300.00' 35.37 LF 8" PVC R=300.00' AIR/VAC N:1430266.37 E:3134158.76 APPROXIMATE LOCATION EXISTING 10" PERF. PVC SUBDRAIN 9' ACCESS EASEMENT PROPOSED 1 1/2" WATER METER & SERVICE (TYP.) PROPOSED 1 1/2" WATER METER & SERVICE (TYP.) PROPOSED 1 1/2" WATER METER & SERVICE (TYP.) PROPOSED 6" SANITARY SERVICE (TYP.) PROPOSED 6" SANITARY SERVICE (TYP.) 9' ACCESS EASEMENT LOT 8 LOT 2GAS METER (TYP.) ELECTRIC METER (TYP.) PROPOSED 2" WATER SERVICE (TYP.) PROPOSED 1 1/2" WATER METER (TYP.) U1 UT I L I T Y P L A N Sheet of 32 Sheets TH E P A R K T O W N H O M E S A T F O S S I L R I D G E 30 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 Fo r t C o l l i n s , C o l o r a d o 8 0 5 2 1 E N G I N E E R N G I E H T R O N R N PH O N E : 9 7 0 . 2 2 1 . 4 1 5 8 ww w . n o r t h e r n e n g i n e e r i n g . c o m 4.18.17 NORTH KEYMAP A B C D E F U1 U2 MA T C H L I N E - S E E S H E E T U2 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 NOTES: 1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.ALL WATER CONSTRUCTION SHALL BE PER FORT COLLINS-LOVELAND WATER DISTRICT STANDARD CONSTRUCTION SPECIFICATIONS LATEST EDITION. SEWER CONSTRUCTION SHALL BE PER SOUTH FORT COLLINS SANITATION DISTRICT STANDARD CONSTRUCTION SPECIFICATIONS LATEST EDITION. 3.ALL WATER FITTINGS AND VALVES ARE ONLY GRAPHICALLY REPRESENTED AND ARE NOT TO SCALE. 4.UTILITY SERVICES ARE SHOWN IN A SCHEMATIC FASHION ONLY. EXACT LOCATIONS SHALL BE PER THE REQUIREMENTS OF THE RESPECTIVE UTILITY PROVIDERS, AND ARE SUBJECT TO CHANGE IN THE FIELD. 5.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER MAINS, WATER MAINS & SERVICES. 6.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION. 7.LIMITS OF STREET CUT ARE APPROXIMATE. FINAL LIMITS ARE TO BE DETERMINED IN THE FIELD BY THE CITY ENGINEERING INSPECTOR. ALL REPAIRS TO BE IN ACCORDANCE WITH CITY STREET REPAIR STANDARDS. 8.ANY DAMAGED CURB, GUTTER AND SIDEWALK EXISTING PRIOR TO CONSTRUCTION, AS WELL AS STREETS, SIDEWALKS, CURBS AND GUTTERS, DESTROYED, DAMAGED OR REMOVED DUE TO CONSTRUCTION OF THIS PROJECT, SHALL BE REPLACED OR RESTORED TO CITY OR FORT COLLINS STANDARDS AT THE DEVELOPER'S EXPENSE PRIOR TO THE ACCEPTANCE OF COMPLETED IMPROVEMENTS AND/OR PRIOR TO THE ISSUANCE OF THE FIRST CERTIFICATE OF OCCUPANCY. 9.REFER TO PLUMBING PLANS FOR ALL WATER SERVICE AND SANITARY SEWER SERVICE LOCATIONS. IF CONFLICT OCCURS, BOTH THE PLUMBING ENGINEER AND CIVIL ENGINEER SHALL BE CONTACTED PRIOR TO INSTALLATION OR ORDERING OF MATERIALS. 10.ALL SANITARY SEWER SERVICE CONNECTION INVERTS AND LOCATIONS BASED ON BEST AVAILABLE DATA. CONTRACTOR TO VERIFY LOCATION PRIOR TO CONSTRUCTION AND NOTIFY ENGINEER OF ANY DISCREPANCIES. 14.CONTRACTOR SHALL CONFIRM AND COORDINATE ALL SERVICE SIZES WITH STAMPED ARCHITECTURAL AND PLUMBING PLANS. 15.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. 16.ALL RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR HP SANITITE) OUTSIDE OF THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443/C877 FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE). STORM DRAINS SHOWN ON THIS DRAWING AS POLYVINYL CHLORIDE (PVC) SHALL BE SDR-35 OR APPROVED EQUAL. 17.CONTRACTOR SHALL BE RESPONSIBLE FOR ANY NECESSARY FIELD LOCATES AND POTHOLING OF SUBSURFACE UTILITIES. ENGINEER AND CITY SHALL BE NOTIFIED OF ANY POTENTIAL CONFLICTS. 18.CONTRACTOR SHALL COORDINATE ANY NECESSARY TELEPHONE, CABLE AND ELECTRIC LOWERINGS (OR RE-ROUTING) WITH THE RESPECTIVE UTILITY PROVIDERS TO FACILITATE THE INSTALLATION OF THE PROPOSED STORM DRAIN AND UTILITY SERVICES. 19.PLEASE SEE SECTION 3.4.1 OF THE LAND USE CODE FOR ALLOWABLE USES WITHIN THE NATURAL HABITAT BUFFER ZONE. THE NATURAL HABITAT BUFFER ZONE IS INTENDED TO BE MAINTAINED IN A NATIVE LANDSCAPE. 20.ALL AREA DRAIN BASINS SHALL BE 12" Ø NYLOPLAST w/ DOMED GRATE UNLESS NOTED OTHERWISE. 21.THE FINAL SIZE, NUMBER, AND LOCATION OF ALL UTILITY CONDUIT SHALL BE DETERMINED IN THE FIELD. CONDUITS SHALL BE CLOSELY COORDINATED WITH THE OWNER, LANDSCAPE / IRRIGATION CONTRACTOR, AND THE RESPECTIVE DRY UTILITY PROVIDERS. TOP OF CONDUITS TO BE PLACED A MINIMUM OF 2' BELOW FINISHED GRADE. FINAL BURY DEPTH SHALL BE PER DRY UTILITY PROVIDER REQUIREMENTS. 22.REFER TO LANDSCAPE PLANS FOR ADDITIONAL LIGHT POLE LOCATION INFORMATION AND COORDINATE WITH UTILITY PROVIDERS TO AVOID CONFLICTS. EXISTING WATER MAIN LEGEND: W G T E EXISTING STORM SEWER PROPOSED ELECTRIC EXISTING TELEPHONE EXISTING GAS SPROPOSED SEWER SERVICE & CLEAN OUT EXISTING SANITARY SEWER PROPOSED CURB & GUTTER PROPOSED WATER SERVICE, CURB STOP, & METER PIT PROPOSED FIRE HYDRANT EXISTING FIRE HYDRANT EASEMENT LINE PROPERTY BOUNDARY APPROXIMATE GAS METER LOCATION GM F PROPOSED WATER MAIN PROPOSED SANITARY SEWER PROPOSED STORM SEWER APPROXIMATE ELECTRIC METER LOCATION EM TPROPOSED TELEPHONE GPROPOSED GAS CTVEXISTING CABLE EEXISTING ELECTRIC PROPOSED STREET LIGHT PROPOSED FIRE SERVICE W PROPOSED IRRIGATION SERVICE, CURB STOP, & METER PIT IR SS PROPOSED UNDER DRAIN UD REC O R D D R A W I N G S S S S S SS SS SS SS SS SS GM GM GM GM EM EM UD UD UD UD UD UD S S S S S D DD C. O . FES C. O . TF SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS TF 15' UTILITY EASEMENT 6' SIDEWALK SANITARY LINE A SEE SHEET SS1 EXISTING 10" PVC SANITARY SEWER LID CHAMBERS EXISTING FHEXISTING STORM DRAIN INSTALL MH CONNECT TO EXISTING SANITARY SEWER PROPOSED 6" SANITARY SERVICE (TYP.) PROPOSED 2" WATER SERVICE (TYP.) INSTALL INSERTA-TEE CONNECT TO EXISTING STORM DRAIN N:1429805.43 E:3134322.52 N:1429851.17 E:3134062.08 8" P V C S A N I T A R Y SSMH A EXMH SSMH A3 EXISTING 3 0 ' SANITARY S E W E R EASEMENT EXISTING 12" PVC SANITARY SEWER FES A OWNER: HARVEST MASTER HOMEOWNERS ASSOCIATION MAILING ADDRESS: 390 INTERLOCKEN CRESCENT STE 500 BROOMFIELD, CO 80021 OWNER: CITY OF FORT COLLINS OWNER: CITY OF FORT COLLINS EXISTING WETLAND LIMIT NATURAL HABITAT BUFFER ZONE BOUNDARY BLDG D BLDG F BLDG E BLDG C LOT 10 LOT 11 LOT 8 LOT 9 TRACT B U,A&DE McCLELLAND CHANNEL FLOODPLAIN/FLOODWAY BOUNDARY McCLELLAND CHANNEL FLOODPLAIN/FLOODWAY BOUNDARY 9.59 LF 8" HDPE @ 2.50% BASIN AD2 INV.=4906.09 FG=4909.39 LOT 3 LOT 4 LOT 5 LOT 6 LOT 7 LOT 15 LOT 16 LOT 20 LOT 22LOT 21 LOT 23 BLOCK 2 45° BEND A1-1 INV.=4907.19 FG=4911.02 21.92 LF 12" HDPE @ 2.00% 45° BEND A1-2 INV.=4907.62 FG=4911.56 11.73 LF 12" HDPE @ 2.00% BASIN A1-3 INV.=4907.86 FG=4911.42 14.68 LF 12" HDPE @ 0.50% BASIN A1-4 INV.=4907.93 FG=4911.40 9.43 LF 8" HDPE @ 0.50% BASIN A1-5 INV.=4907.98 FG=4911.54 12.67 LF 8" HDPE @ 0.50% BASIN A1-6 INV.=4908.05 FG=4911.51 14.07 LF 8" HDPE @ 0.50% BASIN A1-7 INV.=4908.12 FG=4911.58 21.90 LF 8" HDPE @ 0.50% BASIN A1-8 INV.=4908.23 FG=4911.52 14.57 LF 8" HDPE @ 0.50% BASIN A1-9 INV.=4908.30 FG=4911.88 18.86 LF 8" HDPE @ 0.50% BASIN A1-10 INV.=4908.39 FG=4911.57 9.48 LF 8" HDPE @ 1.50% BASIN A1-11 INV.=4908.54 FG=4911.92 14.81 LF 8" HDPE @ 1.50% BASIN A1-12 INV.=4908.76 FG=4911.93 13.72 LF 8" HDPE @ 1.50% BASIN A1-13 INV.=4908.97 FG=4912.20 26.28 LF 8" HDPE @ 0.50% BASIN A1-14 INV.=4909.10 FG=4912.33 13.20 LF 8" HDPE @ 0.50% BASIN A1-15 INV.=4909.17 FG=4912.55 28.14 LF 8" HDPE @ 0.50% BASIN A1-16 INV.=4909.31 FG=4912.91 INV.=4909.40 STORM DRAIN A SEE SHEET ST1 INLET A2-1 INLET A1A-2 BASIN A1 (30"Ø w/ WQ WEIR) INV.=4905.87 FG=4910.54 65 . 6 5 L F 1 2 " H D P E @ 2 . 0 0 % EXISTING WATER EASEMENT BASIN A2 (30" Ø) LOT 17 LOT 18 LOT 19 ELECTRIC METER (TYP.) BLOCK 2 PROPOSED TRANSFORMER INSERTA-TEE AD1 INV. IN=4905.19 (N) INV. IN=4905.85 (W) INV. OUT=4905.19 (S) FG=4910.01 UNDER DRAIN SEE SHEET SG1 APPROXIMATE LOCATION EXISTING 10" PERF. PVC SUBDRAIN NATURAL HABITAT BUFFER ZONE BOUNDARY APPROXIMATE LOCATION EXISTING 10" PERF. PVC SUBDRAIN 9' ACCESS EASEMENT PROPOSED 6" SANITARY SERVICE (TYP.) PROPOSED 2" WATER SERVICE (TYP.) PROPOSED 6" SANITARY SERVICE (TYP.) GAS METER GAS METER ELECTRIC METER (TYP.) WATER SERVICE (TYP.) U2 UT I L I T Y P L A N CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R Sheet of 32 Sheets TH E P A R K T O W N H O M E S A T F O S S I L R I D G E 30 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 Fo r t C o l l i n s , C o l o r a d o 8 0 5 2 1 E N G I N E E R N G I E H T R O N R N PH O N E : 9 7 0 . 2 2 1 . 4 1 5 8 ww w . n o r t h e r n e n g i n e e r i n g . c o m 4.18.17 NORTH KEYMAP A B C D E F U1 U2 MA T C H L I N E - S E E S H E E T U1 NOTES: 1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.ALL WATER CONSTRUCTION SHALL BE PER FORT COLLINS-LOVELAND WATER DISTRICT STANDARD CONSTRUCTION SPECIFICATIONS LATEST EDITION. SEWER CONSTRUCTION SHALL BE PER SOUTH FORT COLLINS SANITATION DISTRICT STANDARD CONSTRUCTION SPECIFICATIONS LATEST EDITION. 3.ALL WATER FITTINGS AND VALVES ARE ONLY GRAPHICALLY REPRESENTED AND ARE NOT TO SCALE. 4.UTILITY SERVICES ARE SHOWN IN A SCHEMATIC FASHION ONLY. EXACT LOCATIONS SHALL BE PER THE REQUIREMENTS OF THE RESPECTIVE UTILITY PROVIDERS, AND ARE SUBJECT TO CHANGE IN THE FIELD. 5.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER MAINS, WATER MAINS & SERVICES. 6.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION. 7.LIMITS OF STREET CUT ARE APPROXIMATE. FINAL LIMITS ARE TO BE DETERMINED IN THE FIELD BY THE CITY ENGINEERING INSPECTOR. ALL REPAIRS TO BE IN ACCORDANCE WITH CITY STREET REPAIR STANDARDS. 8.ANY DAMAGED CURB, GUTTER AND SIDEWALK EXISTING PRIOR TO CONSTRUCTION, AS WELL AS STREETS, SIDEWALKS, CURBS AND GUTTERS, DESTROYED, DAMAGED OR REMOVED DUE TO CONSTRUCTION OF THIS PROJECT, SHALL BE REPLACED OR RESTORED TO CITY OR FORT COLLINS STANDARDS AT THE DEVELOPER'S EXPENSE PRIOR TO THE ACCEPTANCE OF COMPLETED IMPROVEMENTS AND/OR PRIOR TO THE ISSUANCE OF THE FIRST CERTIFICATE OF OCCUPANCY. 9.REFER TO PLUMBING PLANS FOR ALL WATER SERVICE AND SANITARY SEWER SERVICE LOCATIONS. IF CONFLICT OCCURS, BOTH THE PLUMBING ENGINEER AND CIVIL ENGINEER SHALL BE CONTACTED PRIOR TO INSTALLATION OR ORDERING OF MATERIALS. 10.ALL SANITARY SEWER SERVICE CONNECTION INVERTS AND LOCATIONS BASED ON BEST AVAILABLE DATA. CONTRACTOR TO VERIFY LOCATION PRIOR TO CONSTRUCTION AND NOTIFY ENGINEER OF ANY DISCREPANCIES. 14.CONTRACTOR SHALL CONFIRM AND COORDINATE ALL SERVICE SIZES WITH STAMPED ARCHITECTURAL AND PLUMBING PLANS. 15.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. 16.ALL RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR HP SANITITE) OUTSIDE OF THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443/C877 FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE). STORM DRAINS SHOWN ON THIS DRAWING AS POLYVINYL CHLORIDE (PVC) SHALL BE SDR-35 OR APPROVED EQUAL. 17.CONTRACTOR SHALL BE RESPONSIBLE FOR ANY NECESSARY FIELD LOCATES AND POTHOLING OF SUBSURFACE UTILITIES. ENGINEER AND CITY SHALL BE NOTIFIED OF ANY POTENTIAL CONFLICTS. 18.CONTRACTOR SHALL COORDINATE ANY NECESSARY TELEPHONE, CABLE AND ELECTRIC LOWERINGS (OR RE-ROUTING) WITH THE RESPECTIVE UTILITY PROVIDERS TO FACILITATE THE INSTALLATION OF THE PROPOSED STORM DRAIN AND UTILITY SERVICES. 19.PLEASE SEE SECTION 3.4.1 OF THE LAND USE CODE FOR ALLOWABLE USES WITHIN THE NATURAL HABITAT BUFFER ZONE. THE NATURAL HABITAT BUFFER ZONE IS INTENDED TO BE MAINTAINED IN A NATIVE LANDSCAPE. 20.ALL AREA DRAIN BASINS SHALL BE 12" Ø NYLOPLAST w/ DOMED GRATE UNLESS NOTED OTHERWISE. 21.THE FINAL SIZE, NUMBER, AND LOCATION OF ALL UTILITY CONDUIT SHALL BE DETERMINED IN THE FIELD. CONDUITS SHALL BE CLOSELY COORDINATED WITH THE OWNER, LANDSCAPE / IRRIGATION CONTRACTOR, AND THE RESPECTIVE DRY UTILITY PROVIDERS. TOP OF CONDUITS TO BE PLACED A MINIMUM OF 2' BELOW FINISHED GRADE. FINAL BURY DEPTH SHALL BE PER DRY UTILITY PROVIDER REQUIREMENTS. 22.REFER TO LANDSCAPE PLANS FOR ADDITIONAL LIGHT POLE LOCATION INFORMATION AND COORDINATE WITH UTILITY PROVIDERS TO AVOID CONFLICTS. EXISTING WATER MAIN LEGEND: W G T E EXISTING STORM SEWER PROPOSED ELECTRIC EXISTING TELEPHONE EXISTING GAS SPROPOSED SEWER SERVICE & CLEAN OUT EXISTING SANITARY SEWER PROPOSED CURB & GUTTER PROPOSED WATER SERVICE, CURB STOP, & METER PIT PROPOSED FIRE HYDRANT EXISTING FIRE HYDRANT EASEMENT LINE PROPERTY BOUNDARY APPROXIMATE GAS METER LOCATION GM F PROPOSED WATER MAIN PROPOSED SANITARY SEWER PROPOSED STORM SEWER APPROXIMATE ELECTRIC METER LOCATION EM TPROPOSED TELEPHONE GPROPOSED GAS CTVEXISTING CABLE EEXISTING ELECTRIC PROPOSED STREET LIGHT PROPOSED FIRE SERVICE W PROPOSED IRRIGATION SERVICE, CURB STOP, & METER PIT IR SS PROPOSED UNDER DRAIN UD REC O R D D R A W I N G 4890 4895 4900 4905 4910 4915 4920 4925 4930 4890 4895 4900 4905 4910 4915 4920 4925 4930 9+7510+0011+0012+0013+0014+0015+0015+50 FE S A ST A 1 0 + 0 0 . 0 0 IN V . 4 9 0 5 . 6 2 ( N ) BA S I N A 2 ( 3 0 " Ø ) ST A 1 1 + 8 5 . 2 6 RI M 4 9 1 1 . 9 ± IN V . I N 4 9 0 6 . 5 5 ( N ) IN V . I N 4 9 0 6 . 5 5 ( E ) IN V . O U T 4 9 0 6 . 5 5 ( S ) ST M H A 3 ( 4 ' Ø ) ST A 1 3 + 8 3 . 7 1 RI M 4 9 1 3 . 6 ± IN V . I N 4 9 0 7 . 5 4 ( E ) IN V . O U T 4 9 0 7 . 5 4 ( S ) ST M H A 4 ( 5 ' Ø ) ST A 1 4 + 4 2 . 9 6 RI M 4 9 1 3 . 1 ± IN V . I N 4 9 0 7 . 8 4 ( N ) IN V . I N 4 9 0 7 . 8 4 ( S ) IN V . O U T 4 9 0 7 . 8 4 ( W ) IN L E T A 5 ST A 1 4 + 6 0 . 4 8 FL . E L 4 9 1 2 . 5 ± IN V . I N 4 9 0 7 . 9 3 ( W ) IN V . I N 4 9 0 7 . 9 3 ( N ) IN V . O U T 4 9 0 7 . 9 3 ( S ) PROPOSED GROUNDEXISTING GROUND CO N T R A C T O R T O V E R I F Y LO C A T I O N P R I O R T O CO N S T R U C T I O N . 8" PVC SANITARY STA.=11+75.12 INV.=4901.35 8" PVC WATER STA.=13+73.96 TOP=4905.74 6" PVC SANITARY STA.=14+11.72 INV.=4903.62 6" PVC SANITARY STA.=14+86.72 INV.=4903.88 18" MIN. 100-YR HGL IN L E T A 6 ST A 1 4 + 9 8 . 2 3 FL . E L 4 9 1 3 . 4 ± IN V . I N 4 9 0 8 . 1 1 ( W ) IN V . O U T 4 9 0 8 . 1 1 ( E ) 198.44 LF 24" RCP @ 0.50% 59.25 LF 24" RCP @ 0.50% 17.52 LF 24" RCP @ 0.50% 43.51 LF 24" HDPE @ 0.50% 37.75 LF 18" HDPE @ 0.50% 12" PVC SANITARY STA.=10+19.68 INV.=4895.94 EC C E N T R I C C O N N E C T I O N A ST A 1 0 + 4 3 . 5 1 IN V . 4 9 0 5 . 8 4 ( N ) IN V . 4 9 0 5 . 8 4 ( E ) IN V . 4 9 0 5 . 8 4 ( S ) 5.77 LF 24" HDPE @ 0.50% BA S I N A 1 ( 3 0 " Ø w / W Q W E I R ) ST A 1 0 + 4 9 . 2 8 FL . E L 4 9 1 0 . 5 ± IN V . I N 4 9 0 5 . 8 7 ( N ) IN V . I N 4 9 0 5 . 8 7 ( W ) IN V . I N 4 9 0 5 . 8 7 ( E ) IN V . O U T 4 9 0 5 . 8 7 ( S ) 10" PERF. PVC SUBDRAIN STA.=10+23.77 INV.=4894.06 135.98 LF 24" HDPE @ 0.50% PRIVATE STORM DRAINPUBLIC STORM DRAIN 4890 4895 4900 4905 4910 4915 4920 4925 4930 4890 4895 4900 4905 4910 4915 4920 4925 4930 9+50 10+00 10+50 ST M H A 4 ( 5 ' Ø ) ST A 1 0 + 0 0 . 0 0 RI M 4 9 1 3 . 1 ± IN V . I N 4 9 0 7 . 8 4 ( N ) IN V . I N 4 9 0 7 . 8 4 ( S ) IN V . O U T 4 9 0 7 . 8 4 ( W ) IN L E T A 4 - 1 ST A 1 0 + 1 7 . 5 2 FL . E L 4 9 1 2 . 6 ± IN V . I N 4 9 0 8 . 0 1 ( S ) IN V . O U T 4 9 0 8 . 0 1 ( N ) PROPOSED GROUND EXISTING GROUND 8" PVC WATER STA.=10+10.17 TOP=4906.25 18" MIN. 100-YR HGL 17.52 LF 15" RCP @ 1.00% IN L E T A 5 ST A ? ? ? FL . E L 4 9 1 2 . 5 ± IN V . I N 4 9 0 7 . 9 3 ( W ) IN V . I N 4 9 0 7 . 9 3 ( N ) IN V . O U T 4 9 0 7 . 9 3 ( S ) 17.52 LF 24" RCP @ 0.50% PUBLIC STORM DRAIN S W CS CSW HYD H2 O S W W CS CS W CS S S S S S S SS SS SS SS W WSS W W W EM EM GM GM GM GM EM EM EM EM UD UD UD UD D W SSSS D S W CS CSW HYD H2 O D S D W W CS CS W CS S S S S S S D DD C. O . FES C. O . SD SD SD SD SD SD SD SS SS SS SS SS SS SS SS TF TF TF TF TF TF 198.44 LF 24" RCP @ 0.50% 59.25 LF 24" RCP @ 0.50% 17.52 LF 24" RCP @ 0.50% AREA DRAIN SEE SHEET U2 AREA DRAIN SEE SHEET U2 SANITARY LINE A SEE SHEET SS1SANITARY LINE B SEE SHEET SS1 INLET A1A-2 INV. OUT=4907.68 (W) FG=4910.15 N: 1429939.89 E: 3134175.82 9.50 LF 15" HDPE @ 0.50% FES A STA 10+00.00 N: 1429890.11 E: 3134160.34 43.51 LF 24" HDPE @ 0.50% BASIN A1 (30"Ø w/ WQ WEIR) STA 10+49.28 N: 1429939.37 E: 3134158.78 BASIN A2 (30" Ø) STA 11+85.26 N: 1430075.29 E: 3134154.64 17.02 LF 18" HDPE @ 0.50% INLET A2-1 INV. OUT=4906.64 (W) FG=4911.51 N: 1430075.81 E: 3134171.64 STMH A3 (4'Ø) STA 13+83.71 N: 1430273.64 E: 3134148.53 STMH A4 (5'Ø) STA 14+42.96 N: 1430290.60 E: 3134205.30 INLET A5 STA 14+60.48 N: 1430307.39 E: 3134200.28 37.75 LF 18" HDPE @ 0.50% INLET A6 STA 14+98.23 N: 1430316.81 E: 3134163.73 AREA DRAIN SEE SHEET U1 AREA DRAIN SEE SHEET U1 WATER LINE LOWERING SEE DETAILS TRACT B U,A&DE LOT 20 LOT 22LOT 21 LOT 23 LOT 14 LOT 15 LOT 16 LOT 8 LOT 9 LOT 10 LOT 11 LOT 3 LOT 4 LOT 5 LOT 6 LOT 7 EXISTING WETLAND LIMIT NATURAL HABITAT BUFFER ZONE BOUNDARY McCLELLAND CHANNEL FLOODPLAIN/FLOODWAY BOUNDARY EXISTING INLET EXISTING 12" SANITARY SEWER EXISTING 3 0 'SANITARY S E W E R EASEMENT PROPOSED 6" SANITARY SERVICE (TYP.) PROPOSED 2" WATER SERVICE (TYP.) AREA DRAIN SEE SHEET U1 STORM DRAIN A4 SEE THIS SHEET ZIEGLER ROAD CO U N T Y F A I R L A N E LOT 1 LOT 2 LOT 6 LOT 7LOT 5 LOT 13 EXISTING 24" RCP STORM DRAIN EXISTING 12" WATER LOT 19 LOT 18LOT 17 LOT 13LOT 12 UNDER DRAIN SEE SHEET SG1 5.77 LF 24" HDPE @ 0.50% ECCENTRIC CONNECTION A STA 10+43.51 N: 1429933.60 E: 3134159.00 BASIN A1A-1 INV. IN=4907.64 (E) INV. OUT=4905.92 (W) FG=4910.35 7.54 LF 15" HDPE @ 0.50% "MAR MAC" POLYSEAL PIPE COUPLER 135.98 LF 24" HDPE @ 0.50% STORMTECH CHAMBERS INSTALL SCOURSTOP TRANSITION MAT (8' WIDE x 8' LONG) PROPOSED 2" WATER SERVICE (TYP.) S W CS CSW HYD H2 O S W W CS CS W CS S S S SS SS W WSS W W W EM EM EM D W SSSS D S W CS CSW HYD H2 O D S D W W CS CS W CS S S S TF TF TF TF 17.52 LF 15" RCP @ 1.00% STORM DRAIN A SEE THIS SHEET WATER LINE LOWERING SEE DETAILS LOT 12 CO U N T Y F A I R L A N E STMH A4 (5'Ø) STA 10+00.00 N: 1430290.60 E: 3134205.30 INLET A4-1 STA 10+17.52 N: 1430273.81 E: 3134210.31 LOT 1 SANITARY LINE B SEE SHEET SS1 AREA DRAIN SEE SHEET U1 AREA DRAIN SEE SHEET U1 EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER W EXISTING SANITARY SEWER SS PROPOSED STORM INLET PROPOSED CURB & GUTTER PROPOSED SANITARY SEWER PROPOSED FIRE HYDRANT EXISTING FIRE HYDRANT EXISTING EASEMENT LINE PROJECT BOUNDARY EXISTING RIGHT OF WAY EXISTING STORM SEWER PROPOSED EASEMENT LINE 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 STORM DRAINS, 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.STORM DRAIN PIPE JOINTS SHALL NOT BE LOCATED OVER UTILITY CROSSINGS. 5.PRIVATE STORM SEWER MATERIAL MAY BE RCP, PVC OR HDPE. ALL RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF FORT COLLINS. HDPE MUST BE SMOOTH WALLED INTERIOR. HDPE FITTINGS MAY BE USED FOR PVC INSTALLATIONS. ALL JOINTS SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE). 6.AREA DRAIN PIPE AND DRAIN BASIN CONNECTIONS TO RCP STORM SHALL USE INSERTA TEE OR APPROVED EQUAL FOR CONNECTION. 7.PLEASE SEE SECTION 3.4.1 OF THE LAND USE CODE FOR ALLOWABLE USES WITHIN THE NATURAL HABITAT BUFFER ZONE. THE NATURAL HABITAT BUFFER ZONE IS INTENDED TO BE MAINTAINED IN A NATIVE LANDSCAPE. 8.A FLOODPLAIN USE PERMIT AND NO RISE CERTIFICATION IS REQUIRED PRIOR TO PERFORMING ANY WORK WITHIN THE FLOODWAY (I.E., STORM SEWER INSTALLATION, LANDSCAPING, ETC.). PROPOSED RIGHT OF WAY PROPOSED AREA DRAINS INLET SCHEDULE 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 NOTES: LEGEND: NORTH Sheet of 32 Sheets TH E P A R K T O W N H O M E S A T F O S S I L R I D G E 30 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 Fo r t C o l l i n s , C o l o r a d o 8 0 5 2 1 E N G I N E E R N G I E H T R O N R N PH O N E : 9 7 0 . 2 2 1 . 4 1 5 8 ww w . n o r t h e r n e n g i n e e r i n g . c o m 4.18.17 ST1 PL A N & P R O F I L E ST O R M D R A I N S A & A 4 PROFILE SCALE: STORM DRAIN ASTORM DRAIN A4 PROFILE SCALE: PROPOSED LOT LINE INLET SCHEDULE INLET ID INLET TYPE Inlet A1A-2 Area Inlet Inlet A2-1 Area Inlet Inlet A4-1 Single Combo Inlet A5 Double Combo Inlet A6 Double Combo Area Drains 12" Nyloplast Drain Basin** **ALL DRAIN BASINS SHALL BE 12" NYLOPLAST DRAIN BASIN WITH DOME GRATES UNLESS OTHERWISE NOTED REC O R D D R A W I N G S S S S S SS SS SS SS GM GM GM GM EM UD UD S S S S S C.O. SD SD SD SD SD SD SS SS SS SS SS SS 15 ' U T I L I T Y E A S E M E N T AREA DRAIN SEE SHEET U1-U2 EXISTING 10" PVC SANITARY SEWER LID CHAMBERS INSTALL MH CONNECT TO EXISTING SANITARY SEWER PROPOSED 2" WATER SERVICE (TYP.) 68.78 LF 8" PVC @ 3.50% 51.46 LF 8" PVC @ 3.50% 18.28 LF 6" PVC @ 2.00% 1.87 LF 6" PVC @ 2.00% 5.00 LF 8" PVC @ 3.50% 9.04 LF 6" PVC @ 2.00% PROPOSED 2" WATER SERVICE (TYP.) OW N E R : H A R V E S T M A S T E R HO M E O W N E R S A S S O C I A T I O N MA I L I N G A D D R E S S : 3 9 0 I N T E R L O C K E N CR E S C E N T S T E 5 0 0 BR O O M F I E L D , C O 8 0 0 2 1 BLDG D BLDG F BLDG E BLDG C LOT 20 LOT 21 LOT 15 LOT 16 LOT 8 LOT 9 LOT 4 LOT 5 LOT 6 LOT 7 SSMH A3 STA 11+21.66 N: 1430065.60 E: 3134164.94 SSMH A STA 9+96.42 N: 1430059.93 E: 3134039.83 BLDG F SERV INV. OUT=4900.07 (S) FG=4912.45 CONNECTION A1 STA 10+65.20 N: 1430063.04 E: 3134108.54 BLDG D SERV INV. OUT=4902.24 (NW) FG=4911.86 CONNECTION A2 STA 10+70.20 N: 1430063.27 E: 3134113.53 BLDG E SERV INV. OUT=4900.11 (N) FG=4912.67 STORM DRAIN A SEE SHEET ST1 LOT 19 LOT 18 LOT 17 APPROXIMATE LOCATION EXISTING 10" PERF. PVC SANITARY SEWER LOT 3 LOT 10 4890 4895 4900 4905 4910 4915 4920 4925 4930 4890 4895 4900 4905 4910 4915 4920 4925 4930 9+50 10+00 11+00 12+00 SS M H A ST A 9 + 9 6 . 4 2 RI M 4 9 1 1 . 5 ± IN V . I N 4 8 9 7 . 3 2 ( N ) IN V . I N 4 8 9 7 . 3 2 ( E ) IN V . O U T 4 8 9 7 . 3 2 ( S ) 68.78 LF 8 " P V C @ 3 . 5 0 % CO N N E C T I O N A 2 ST A 1 0 + 7 0 . 2 0 IN V . 4 8 9 9 . 9 0 ( E ) IN V . 4 9 0 0 . 0 7 ( S ) IN V . 4 8 9 9 . 9 0 ( W ) 51.46 LF 8 " P V C @ 3 . 5 0 % SS M H A 3 ST A 1 1 + 2 1 . 6 6 RI M 4 9 1 1 . 6 ± IN V . I N 4 9 0 1 . 8 7 ( S E ) IN V . O U T 4 9 0 1 . 7 0 ( W ) PROPOSED GROUND EXISTING GROUND CO N T R A C T O R T O V E R I F Y LO C A T I O N P R I O R T O CO N S T R U C T I O N . 8" HDPE STORM STA.=10+30.48 INV.=4908.35 APPROXIMATE LOCATION EXISTING 10" PERF. PVC SUBDRAIN STA.=9+99.43 INV.=4895.57 CO N N E C T I O N A 1 ST A 1 0 + 6 5 . 2 0 IN V . 4 8 9 9 . 7 3 ( E ) IN V . 4 8 9 9 . 8 9 ( N ) IN V . 4 8 9 9 . 7 3 ( W ) 5.00 LF 8" PVC @ 3.50% 4890 4895 4900 4905 4910 4915 4920 4925 4930 4890 4895 4900 4905 4910 4915 4920 4925 4930 9+50 10+00 11+00 12+00 SS M H B 3 ST A 1 1 + 4 5 . 5 8 RI M 4 9 1 3 . 0 ± IN V . I N 4 9 0 3 . 4 2 ( N ) IN V . I N 4 9 0 3 . 4 2 ( S ) IN V . O U T 4 9 0 3 . 2 6 ( W ) 72.51 LF 8" P V C @ 3 . 0 0 % 12.16 LF 8" PVC @ 3.00% SS M H B 1 ST A 1 0 + 6 0 . 9 1 RI M 4 9 1 4 . 2 ± IN V . I N 4 9 0 0 . 7 2 ( E ) IN V . O U T 4 9 0 0 . 5 2 ( W ) 60.91 LF 8" P V C @ 3 . 0 0 % EX M H B ST A 1 0 + 0 0 . 0 0 RI M 4 9 1 3 . 8 ± IN V . I N 4 8 9 8 . 8 9 ( W ) IN V . I N 4 8 9 8 . 6 9 ( E ) IN V . O U T 4 8 9 8 . 4 9 ( S ) CO N N E C T I O N B 2 ST A 1 0 + 7 3 . 0 7 IN V . 4 9 0 1 . 0 8 ( E ) IN V . 4 9 0 1 . 2 5 ( N ) IN V . 4 9 0 1 . 0 8 ( W ) PROPOSED GROUND EXISTING GROUND CO N T R A C T O R T O V E R I F Y LO C A T I O N P R I O R T O CO N S T R U C T I O N . CORE DRILL CONNECT TO EXISTING MH APPROXIMATE LOCATION EXISTING 10" PERF. PVC SUBDRAIN STA.=10+03.00 INV.=4896.77 S W W CS CS S W CS CS W HYD H2O S W W CS CS W CS S S S SS SS SS SS W WW SS W W W EM EM EM EM W W W W SS SS S W W CS CS S W CS CS W HYD H2O S W W CS CS W CS S S S TF TF SD SD SD SD SD SD X X SS SS SS SS SS TF TF COUNTY FAIR L A N E 4.5' SIDEWALK 4.5' SIDEWA L K 9' UTILITY EAS E M E N T 9' UTILITY EASEMENT EXISTING 4.5' SIDEW A L K EXISTING STORM DRAIN CORE DRILL TO CONNECT TO EXISTING SANITARY MANHOLE 60.91 LF 8" PVC @ 3.00% 72.51 L F 8 " P V C @ 3 . 0 0 % 29.79 LF 6" PVC @ 2.00% 45 . 2 4 L F 6 " P V C @ 2 . 0 0 % 12.16 LF 8" PVC @ 3.00% 30.15 LF 6" PVC @ 2.00% OW N E R : H A R V E S T MA S T E R H O A AS S O C I A T I O N OWNER: HARVEST MASTER HOMEOWNERS ASSOCIATION MAILING ADDRESS: 390 INTERLOCKEN CRESCENT STE 500 BROOMFIELD, CO 80021 EXISTING 10" PVC SANITARY SEWER EXISTING 8" PVC SANITARY SEWER EXISTING 8" WATER STORM DRAIN A SEE SHEET ST1 PROPOSED 2" WATER SERVICE (TYP.) BLDG F BLDG B BLDG C BLDG A LOT 13 LOT 12 LOT 1 LOT 2 LOT 6 LOT 7 LOT 13CONNECTION B2 STA 10+73.07 N: 1430270.48 E: 3134103.03 EXMH B STA 10+00.00 N: 1430266.76 E: 3134030.46 SSMH B1 STA 10+60.91 N: 1430267.00 E: 3134091.38 SSMH B3 STA 11+45.58 N: 1430291.24 E: 3134172.50 BLDG C SERV INV. OUT=4904.33 (N) FG=4913.30 BLDG B SERV INV. OUT=4904.02 (S) FG=4914.38 BLDG A SERV INV. OUT=4901.85 (S) FG=4913.33 AREA DRAIN SEE SHEET U1 AREA DRAIN SEE SHEET U1 AREA DRAIN SEE SHEET U1 PROPOSED 3/4" IRRIGATION SERVICE (TYP.) LOT 14 APPROXIMATE LOCATION EXISTING 10" PERF. PVC SANITARY SEWER PROPOSED 1 1 2" WATER SERVICE (TYP.) LOT 3 NORTH SANITARY SEWER LINE A PROFILE SCALE: EXISTING WATER MAIN LEGEND: W G T E EXISTING STORM SEWER PROPOSED ELECTRIC EXISTING TELEPHONE EXISTING GAS EXISTING SANITARY SEWER SS PROPOSED CURB & GUTTER PROPOSED FIRE HYDRANT EXISTING FIRE HYDRANT EASEMENT LINE PROPERTY BOUNDARY PROPOSED LOTLINE PROPOSED WATER MAIN PROPOSED SANITARY SEWER PROPOSED STORM SEWER TPROPOSED TELEPHONE GPROPOSED GAS CTVEXISTING CABLE EEXISTING ELECTRIC 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.SEWER CONSTRUCTION SHALL BE PER SOUTH FORT COLLINS SANITATION DISTRICT STANDARD CONSTRUCTION SPECIFICATIONS. 3.ALL MANHOLE RIM ELEVATIONS ARE TO BE ADJUSTED TO 14" BELOW FINISHED GRADE. CONE SECTIONS SHALL BE ROTATED TO PREVENT LIDS BEING LOCATED WITHIN VEHICLE OR BICYCLE WHEEL PATHS. 4.ALL WATER FITTINGS AND VALVES ARE ONLY GRAPHICALLY REPRESENTED AND ARE NOT TO SCALE. 5.UTILITY SERVICES ARE SHOWN IN A SCHEMATIC FASHION ONLY. EXACT LOCATIONS SHALL BE PER THE REQUIREMENTS OF THE RESPECTIVE UTILITY PROVIDERS, AND ARE SUBJECT TO CHANGE IN THE FIELD. 6.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER MAINS, WATER MAINS, SERVICES AND UNDERDRAINS. 7.ALL SANITARY MANHOLES TO BE 4'Ø 8.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION. 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 32 Sheets TH E P A R K T O W N H O M E S A T F O S S I L R I D G E 30 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 Fo r t C o l l i n s , C o l o r a d o 8 0 5 2 1 E N G I N E E R N G I E H T R O N R N PH O N E : 9 7 0 . 2 2 1 . 4 1 5 8 ww w . n o r t h e r n e n g i n e e r i n g . c o m 4.18.17 SS1 PL A N & P R O F I L E SA N I T A R Y S E W E R L I N E S A & B PROFILE SCALE: SANITARY SEWER LINE B SPROPOSED SEWER SERVICE & CLEAN OUT PROPOSED WATER SERVICE, CURB STOP, & METER PIT W IRPROPOSED IRRIGATION SERVICE, CURB STOP, & METER PIT REC O R D D R A W I N G 4905 4910 4915 4920 4925 4905 4910 4915 4920 4925 9+00 10+00 11+00 12+00 13+00 4905 4910 4915 4920 4925 4905 4910 4915 4920 4925 9+00 10+00 11+00 12+00 13+00 4905 4910 4915 4920 4925 4905 4910 4915 4920 4925 9+00 10+00 11+00 12+00 13+00 0.60%-1.50% 0.50%0.50%0.70% PV I S T A = 9 + 3 6 . 9 2 PV I E L E V = 4 9 1 3 . 8 2 PV I S T A = 9 + 6 7 . 6 1 PV I E L E V = 4 9 1 3 . 9 8 PV I S T A = 1 0 + 0 0 . 0 0 PV I E L E V = 4 9 1 4 . 2 0 PV I S T A = 1 2 + 3 8 . 2 9 PV I E L E V = 4 9 1 3 . 5 2 75.0' VC HP ELEV = 4914.29 HP STA = 10+26.13 PVI STA = 10+44.88 PVI ELEV = 4914.43 BV C S : 1 0 + 0 7 . 3 8 BV C E : 4 9 1 4 . 2 4 EV C S : 1 0 + 8 2 . 3 8 EV C E : 4 9 1 3 . 8 6 A.D. = 2.00 K = 37.50 75.0' VC LP ELEV = 4913.11 LP STA = 11+59.36 PVI STA = 11+43.29 PVI ELEV = 4912.95 BC V S : 1 1 + 0 5 . 7 9 BV C E : 4 9 1 3 . 5 1 EC V S : 1 1 + 8 0 . 7 9 EV C E : 4 9 1 3 . 1 8 A.D. = 2.10 K = 35.71 49 1 3 . 8 9 49 1 4 . 0 3 49 1 4 . 2 0 49 1 4 . 2 9 49 1 4 . 2 1 49 1 3 . 9 7 49 1 3 . 6 0 49 1 3 . 2 8 49 1 3 . 1 2 49 1 3 . 1 5 49 1 3 . 2 9 49 1 3 . 4 4 PROPOSED GRADE EXISTING GROUND PROPOSED GRADE EXISTING GROUND 49 1 3 . 6 3 49 1 3 . 7 5 49 1 3 . 8 3 49 1 3 . 7 2 49 1 3 . 4 2 49 1 2 . 9 7 49 1 2 . 6 9 49 1 2 . 5 5 49 1 2 . 7 7 49 1 3 . 2 4 0.50% 2.00%1.70% 0.50% 0.90% 0.50% -1.81%-1.50%-0.70% 1.30% -0.50%-1.10% PV I S T A = 9 + 5 0 . 5 6 PV I E L E V = 4 9 1 3 . 5 0 PV I S T A = 9 + 9 9 . 5 8 PV I E L E V = 4 9 1 3 . 7 5 PV I S T A = 1 2 + 0 6 . 4 3 PV I E L E V = 4 9 1 3 . 3 7 PV I S T A = 1 1 + 8 7 . 0 4 PV I E L E V = 4 9 1 2 . 9 8 PV I S T A = 1 1 + 5 8 . 9 3 PV I E L E V = 4 9 1 2 . 5 6 PV I S T A = 1 1 + 6 3 . 9 3 PV I E L E V = 4 9 1 2 . 6 0 PV I S T A = 1 1 + 0 0 . 3 6 PV I E L E V = 4 9 1 2 . 9 6 PV I S T A = 1 1 + 0 5 . 3 6 PV I E L E V = 4 9 1 2 . 8 9 PV I S T A = 1 1 + 3 0 . 0 0 PV I E L E V = 4 9 1 2 . 6 5 PV I S T A = 1 1 + 6 7 . 7 1 PV I E L E V = 4 9 1 2 . 6 5 PV I S T A = 1 1 + 5 3 . 9 3 PV I E L E V = 4 9 1 2 . 5 3 PV I S T A = 1 1 + 2 1 . 2 8 PV I E L E V = 4 9 1 2 . 7 1 71.5' VC HP ELEV = 4913.83 HP STA = 10+24.20 PVI STA = 10+44.46 PVI ELEV = 4913.97 BV C S : 1 0 + 0 8 . 7 4 BV C E : 4 9 1 3 . 7 9 EV C S : 1 0 + 8 0 . 1 9 EV C E : 4 9 1 3 . 3 3 A.D. = 2.31 K = 30.97 49 1 3 . 4 3 49 1 3 . 5 9 49 1 3 . 7 5 49 1 3 . 8 3 49 1 3 . 7 5 49 1 3 . 5 1 49 1 3 . 1 5 49 1 2 . 7 9 49 1 2 . 6 3 49 1 2 . 6 2 49 1 2 . 7 5 0.64% -0.50% 0.50% -1.49% 0.50%-1.49%-1.20%-0.80% PV I S T A = 9 + 4 8 . 9 8 PV I E L E V = 4 9 1 3 . 4 2 PV I S T A = 1 0 + 0 0 . 0 0 PV I E L E V = 4 9 1 3 . 7 5 PV I S T A = 1 1 + 0 8 . 7 6 PV I E L E V = 4 9 1 3 . 0 2 PV I S T A = 1 1 + 2 0 . 2 1 PV I E L E V = 4 9 1 2 . 8 5 PV I S T A = 1 1 + 2 5 . 2 1 PV I E L E V = 4 9 1 2 . 7 9 PV I S T A = 1 1 + 3 6 . 1 7 PV I E L E V = 4 9 1 2 . 7 0 PV I S T A = 1 1 + 6 3 . 7 9 PV I E L E V = 4 9 1 2 . 5 6 PV I S T A = 1 2 + 1 6 . 2 9 PV I E L E V = 4 9 1 2 . 8 3 78.5' VC HP ELEV = 4913.83 HP STA = 10+25.31 PVI STA = 10+44.88 PVI ELEV = 4913.97 BV C S : 1 0 + 0 5 . 6 1 BV C E : 4 9 1 3 . 7 8 EV C S : 1 0 + 8 4 . 1 5 EV C E : 4 9 1 3 . 3 9 A.D. = 1.99 K = 39.42 PROPOSED GRADE EXISTING GROUND PROPOSED GRADE EXISTING GROUND PROPOSED GRADE EXISTING GROUND EXISTING GROUND PROPOSED GRADE 24" RCP STORM STA.=11+00.12 INV.=4907.45 TIE TO EXISTING TIE TO EXISTING TIE TO EXISTING (-0.48%) (-0.44%) (-0.60%) X X TF TF EM EM EM EM ZIEGLER ROAD SEE SHEET R2 COUNTY FAIR L A N E 4.5' SIDEWALK 4.5' SIDEWALK 9' UTILITY EASEMENT EXISTING 4.5' SIDEW A L K EXISTING 4.5' S I D E W A L K 30 ' - TIE TO EXISTING TIE TO EXISTING PROPOSED SAWCUT STORM DRAIN A SEE SHEET ST1 AREA DRAIN SEE SHEET U1 AREA DRAIN SEE SHEET U1 PROPOSED SAWCUT AREA DRAIN SEE SHEET U1 PROPOSED "STOP" SIGN SIGHT DISTANCE EASEMENT (0.5%) (0.6%) (0.6%) (2 . 3 % ) (3 . 3 % ) 9' UTIL I T Y EASEM E N T 9' UTILI T Y EASEM E N T MILL & OVERLAY AREA 4.5' SIDEWALK 2.4% 2.3% 1.9% 1.8% 4.4% 2.1% 0.6% 0.6%0.3% 1.7% 1.4% 0.7%0.2%0.1%1.0%1.1% 0.4%0.5%0.1%0.9% 0.6% 1.4% 1.4% LINE TABLE LINE L1 L2 L3 L4 L5 L6 L7 L8 L9 LENGTH 8.90' 11.54' 44.15' 4.80' 2.92' 11.54' 24.83' 19.50' 26.62' BEARING N73°20'37.22"E N73°21'54.49"E N73°22'10.06"E N88°14'08.80"E N73°21'54.49"E N73°21'54.49"E N73°21'54.49"E N73°21'54.49"E N73°21'54.49"E CURVE DATA CURVE C1 C2 C3 C4 C5 C6 DELTA ANGLE 6°14'30" 5°10'08" 4°58'44" 14°51'43" 16°23'22" 13°26'46" CHORD DIRECTION N86°38'01"E N80°55'42"E N75°51'17"E N80°48'02"E N81°33'36"E N80°05'17"E TANGENT 9.90' 8.19' 7.89' 19.18' 21.39' 21.57' RADIUS 181.50' 181.50' 181.50' 147.09' 148.50' 183.00' ARC LENGTH 19.77' 16.37' 15.77' 38.15' 42.48' 42.95' CHORD LENGTH 19.76' 16.37' 15.77' 38.05' 42.33' 42.85' R1 PL A N & P R O F I L E CO U N T Y F A I R L A N E 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 32 Sheets TH E P A R K T O W N H O M E S A T F O S S I L R I D G E 30 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 Fo r t C o l l i n s , C o l o r a d o 8 0 5 2 1 E N G I N E E R N G I E H T R O N R N PH O N E : 9 7 0 . 2 2 1 . 4 1 5 8 ww w . n o r t h e r n e n g i n e e r i n g . c o m 4.18.17 NORTH CENTERLINE COUNTY FAIR LANE SCALE : 1" = 20' (H) 1" = 5' (V) LEFT FLOWLINE COUNTY FAIR LANE SCALE : 1" = 20' (H) 1" = 5' (V) RIGHT FLOWLINE COUNTY FAIR LANE SCALE : 1" = 20' (H) 1" = 5' (V) 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.LIMITS OF STREET CUT ARE APPROXIMATE. FINAL LIMITS ARE TO BE DETERMINED IN THE FIELD BY THE CITY ENGINEERING INSPECTOR. ALL REPAIRS TO BE IN ACCORDANCE WITH CITY STREET REPAIR STANDARDS. 3.ANY DAMAGED CURB, GUTTER AND SIDEWALK EXISTING PRIOR TO CONSTRUCTION, AS WELL AS STREETS, SIDEWALKS, CURBS AND GUTTERS, DESTROYED, DAMAGED OR REMOVED DUE TO CONSTRUCTION OF THIS PROJECT, SHALL BE REPLACED OR RESTORED TO CITY OF FORT COLLINS STANDARDS AT THE DEVELOPER'S EXPENSE PRIOR TO THE ACCEPTANCE OF COMPLETED IMPROVEMENTS AND/OR PRIOR TO THE ISSUANCE OF THE FIRST CERTIFICATE OF OCCUPANCY. 4.SEE SOILS REPORT FOR PAVEMENT AND SUBGRADE PREP., DESIGN, AND RECOMMENDATIONS. 5.SEE INTERSECTION DETAIL SHEET FOR INTERSECTION DESIGN. EXISTING LOT LINES LEGEND: PROPOSED CURB & GUTTER PROPOSED EASEMENT LINE PROPERTY BOUNDARY EXISTING FENCE X PROPOSED CONCRETE CROSSPAN (TYP.) PROPOSED PEDESTRIAN ACCESS RAMPS PROPOSED LOT LINES REC O R D D R A W I N G 4900 4905 4910 4915 4920 4925 4930 4935 4940 4900 4905 4910 4915 4920 4925 4930 4935 4940 6+75 7+00 8+00 9+00 10+00 11+00 11+75 PROPOSED GRADE EXISTING GROUND PROPOSED GRADE EXISTING GROUND TIE TO EXISTING 49 1 7 . 5 3 49 1 6 . 9 2 49 1 6 . 3 0 49 1 5 . 7 1 49 1 5 . 1 2 49 1 4 . 5 3 -2.45% -2.35% PV I S T A = 1 0 + 0 0 . 0 0 PV I E L E V = 4 9 1 7 . 5 3 PV I S T A = 1 0 + 6 1 . 1 9 PV I E L E V = 4 9 1 6 . 0 3 PV I S T A = 1 1 + 4 6 . 0 7 PV I E L E V = 4 9 1 4 . 0 4 -0.80% -2.45% PV I S T A = 7 + 4 5 . 8 1 PV I E L E V = 4 9 2 2 . 2 9 150.0' VC PVI STA = 8+35.02 PVI ELEV = 4921.57 BV C S : 7 + 6 0 . 0 2 BV C E : 4 9 2 2 . 1 7 EV C S : 9 + 1 0 . 0 2 EV C E : 4 9 1 9 . 7 3 A.D. = 1.65 K = 90.91 FUTURE GRADE (-0.73%) X X SABER CAT DRIVE ZIEGLER ROAD 15' UTILITY EASEMENT 6' SIDEWALK 4. 5 ' S I D E W A L K PROPOSED SAWCUT AREA DRAIN SEE SHEET U1 TIE TO EXISTING EXISTING STRIPINGEXISTING 30" VERTICAL CURB & GUTTER COUNTY FAIR LANE SEE SHEET R1 PROPOSED STRIPING (TYP.) PROPOSED 30" VERTICAL CURB & GUTTER 84 ' R O W 36 ' -℄ ± 14' TRAVEL LANE 6' BIKE LANE 12' TURN LANE FUTURE 30" VERTICAL CURB & GUTTER TIE TO EXISTING 9' ACCESS EASEMENT PAVEMENT REMOVAL & REPLACEMENT AREA 1.5%0.5% 2.2% 2.4%2.6%2.6%2.5%2.6%1.5%1.8% R2 PL A N & P R O F I L E ZI E G L E R R O A D 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 32 Sheets TH E P A R K T O W N H O M E S A T F O S S I L R I D G E 30 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 Fo r t C o l l i n s , C o l o r a d o 8 0 5 2 1 E N G I N E E R N G I E H T R O N R N PH O N E : 9 7 0 . 2 2 1 . 4 1 5 8 ww w . n o r t h e r n e n g i n e e r i n g . c o m 4.18.17 NORTH RIGHT FLOWLINE ZIEGLER ROAD SCALE : 1" = 20' (H) 1" = 5' (V) 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.LIMITS OF STREET CUT ARE APPROXIMATE. FINAL LIMITS ARE TO BE DETERMINED IN THE FIELD BY THE CITY ENGINEERING INSPECTOR. ALL REPAIRS TO BE IN ACCORDANCE WITH CITY STREET REPAIR STANDARDS. 3.ANY DAMAGED CURB, GUTTER AND SIDEWALK EXISTING PRIOR TO CONSTRUCTION, AS WELL AS STREETS, SIDEWALKS, CURBS AND GUTTERS, DESTROYED, DAMAGED OR REMOVED DUE TO CONSTRUCTION OF THIS PROJECT, SHALL BE REPLACED OR RESTORED TO CITY OF FORT COLLINS STANDARDS AT THE DEVELOPER'S EXPENSE PRIOR TO THE ACCEPTANCE OF COMPLETED IMPROVEMENTS AND/OR PRIOR TO THE ISSUANCE OF THE FIRST CERTIFICATE OF OCCUPANCY. 4.SEE SOILS REPORT FOR PAVEMENT AND SUBGRADE PREP., DESIGN, AND RECOMMENDATIONS. 5.SEE INTERSECTION DETAIL SHEET FOR INTERSECTION DESIGN. EXISTING LOT LINES LEGEND: PROPOSED CURB & GUTTER PROPOSED EASEMENT LINE PROPERTY BOUNDARY EXISTING FENCE X PROPOSED CONCRETE CROSSPAN (TYP.) PROPOSED PEDESTRIAN ACCESS RAMPS PROPOSED LOT LINES REC O R D D R A W I N G ZI E G L E R R O A D COUNTY FAIR LANE 4.5' SIDEWALK 14.0 4 (14 . 5 5 ) (14 . 9 3 ) (13 . 6 4 ) (14 . 0 6 ) (12 . 7 7 ) (13 . 1 8 ) 13.3 9 12.8 3 12.6 9 13.6 8 13.1 8 12.8 1 12.6 7 1.9% 2. 3 % 13.3 4 2.0%13.3 7 1. 7 % 2. 5 % 0.5% 12.8 0 0.5% 0.9% 0.9 % 0.6% 0.6% (2.2%) (2 . 4 % ) (2 . 3 % ) (2 . 3 % ) (2.2%) (2.2%)2.4% 12.5 4 PROPOSED SAWCUT R20' R20' 2. 1 % 1. 3 % 1. 2 % 2. 3 % 0.9% 2.2% 4.5' SIDEWALK 13.6 0 13.4 8 12.8 2 12.5 8 12.6 2 1. 8 % 1.8 % 1.1% 3.6% 2.3% 1.9% 0.3% 0.6%0.5% 0.6% 1.3% 1.8 % 4. 5 % 1. 4 % INT1 IN T E R S E C T I O N D E T A I L 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 32 Sheets TH E P A R K T O W N H O M E S A T F O S S I L R I D G E 30 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 Fo r t C o l l i n s , C o l o r a d o 8 0 5 2 1 E N G I N E E R N G I E H T R O N R N PH O N E : 9 7 0 . 2 2 1 . 4 1 5 8 ww w . n o r t h e r n e n g i n e e r i n g . c o m 4.18.17 NORTH EXISTING RIGHT-OF-WAY LEGEND: PROPOSED STORM SEWER PROPOSED CURB & GUTTER PROPOSED CENTERLINE PROPOSED RIGHT-OF-WAY NOTES: 1.SEE SOILS REPORT FOR PAVEMENT AND SUBGRADE PREPARATION, DESIGN AND RECOMMENDATIONS. 2.EXPANSION JOINTS SHALL BE PROVIDED IN ALL SIDEWALKS\TRAILS AT MAXIMUM SPACING OF 50 FEET. 3.SEE ROADWAY PLAN & PROFILE SHEETS FOR ADDITIONAL INFORMATION. PROPERTY BOUNDARY PROPOSED LOT LINE EASEMENT LINE SAWCUT LINE EXISTING LOT LINE PROPOSED LIGHT POLE EXISTING LIGHT POLE EXISTING STORM SEWER EXISTING CURB & GUTTER REC O R D D R A W I N G UD UD UD UD UD UD UD UD UD UD UD UD UD 5.27S.G . 5.32S.G . 0.5% BASIN A2 (30" Ø) INV. IN=4906.55 (N) INV. IN=4906.55 (E) INV. OUT=4906.55 (S) FG=4911.90 INLET A2-1 INV. OUT=4906.64 (W) FG=4911.51 FES A INV. IN=4905.62 (N) FG=4905.62 INLET A1A-2 INV. OUT=4907.68 (W) FG=4910.15 5.8 5 S.G . 11.4 2 10.2 5 10.45 STORM DRAIN A SEE SHEET ST1 AREA DRAIN SEE SHEET U2 0. 5 % 0. 5 % 30 STORMTECH SC-740 CHAMBERS TRACT B U,A&DE 5.91 S.G . 11.65 MONITOR WELL UD2 INV. OUT=4906.51 (S) FG=4911.44 N: 1430054.57 E: 3134167.77 120.64 LF 6" PERF. HDPE @ 0.50% 2-45° BEND UD1 INV. IN=4905.90 (N) INV. OUT=4905.90 (W) FG=4910.30 N: 1429933.98 E: 3134171.43 12.44 LF 6" HDPE @ 0.50% ECCENTRIC CONNECTION A INV. IN=4905.84 (N) INV. IN=4905.84 (E) INV. OUT=4905.84 (S) FG=4910.53 N: 1429933.60 E: 3134159.00 0. 5 % 0.5% 0.5% INSPECTION PORT INSPECTION PORT ISOLATOR ROW ISOLATOR ROW 11.4 3 11.8 6 KEYMAP A B C D E F SG1 SU B G R A D E P L A N CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R Sheet of 32 Sheets TH E P A R K T O W N H O M E S A T F O S S I L R I D G E 30 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 Fo r t C o l l i n s , C o l o r a d o 8 0 5 2 1 E N G I N E E R N G I E H T R O N R N PH O N E : 9 7 0 . 2 2 1 . 4 1 5 8 ww w . n o r t h e r n e n g i n e e r i n g . c o m 4.18.17 NORTH LEGEND: PROPOSED SUBGRADE SPOT ELEVATION 33.43 PROPOSED SUBGRADE SLOPES NOTES: 2.0% EXISTING SPOT ELEVATION PROPOSED PVC STORM PROPOSED FINISHED GRADE SPOT ELEVATION 33.43 (33.43 ) S.G. 1.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION. 2.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR FOR ALL UNKNOWN UNDERGROUND UTILITIES. 3.ALL CURB SPOTS SHOWN ARE FISHED GRADE ELEVATIONS UNLESS OTHERWISE NOTED. 4.CONTRACTOR SHALL NOTIFY THE DESIGN ENGINEER AND THE CITY OF FORT COLLINS STORMWATER UTILITY A MINIMUM OF ONE WEEK IN ADVANCE SO AS TO ALLOW FOR FIELD OBSERVATION AND DOCUMENTATION OF THE FOLLOWING SYSTEM ITEMS IN THE CHAMBER AREA: - SUBGRADE - INSTALLATION OF GEOTEXTILE FABRIC - PLACEMENT AND COMPACTION OF FOUNDATION STONE - PLACEMENT AND COMPACTION OF EMBEDMENT STONE - PLACEMENT OF CHAMBERS 5.SUBGRADE AREAS ARE TO BE FIELD SURVEYED BY A LICENSED PROFESSIONAL. THE DESIGN ENGINEER MUST CONFIRM THE SUBGRADE ELEVATIONS AND DIMENSIONS PRIOR TO PLACEMENT OF GEOTEXTILE FABRIC, SUB-BASE, OR ANY OTHER MATERIAL. 6.GENERAL CONTRACTOR SHALL CONVENE A PRE-CONSTRUCTION MEETING TO ENSURE THAT ALL SUBCONTRACTORS HAVE AN UNDERSTANDING OF HOW THE PICP SYSTEM IS INTENDED TO FUNCTION. CONTRACTOR SHOULD DISCUSS THE PROPOSED SEQUENCE OF CONSTRUCTION AND IDENTIFY ACTIVITIES THAT MAY REQUIRE PROTECTION OF THE CHAMBER SYSTEM. 7.THE CONTRACTOR SHOULD PROVIDE SLACK IN GEOTEXTILE FABRIC TO ENSURE PROPER INSTALLATION AND AGGREGATE PLACEMENT WITHOUT DAMAGE. PROVIDE SUFFICIENT SLACK SO THE FABRIC IS NOT TORN WHEN ROCK IS PLACED. IF TEARS ARE SEEN OR DISCOVERED, REPAIR THEM AS RECOMMENDED BY MANUFACTURER WITH NO LESS THAN 18 INCHES OF OVERLAP ON ALL SIDES OF THE TEAR. 8.THE CONTRACTOR SHALL, AT ALL TIMES DURING AND AFTER SYSTEM INSTALLATION, PREVENT SEDIMENT, DEBRIS, AND DIRT FROM ANY SOURCE FROM ENTERING THE CHAMBER SYSTEM. LOOSE MATERIALS SHALL NOT BE STORED ON THE CHAMBER AREA. MUD AND SEDIMENT-LADEN RUNOFF SHOULD BE KEPT AWAY FROM THE CHAMBER AREA. TEMPORARILY DIVERT RUNOFF OR INSTALL SEDIMENT CONTROL MEASURES AS NECESSARY TO REDUCE THE AMOUNT OF SEDIMENT RUN-ON TO THE CHAMBER AREA. SURFACE PROTECTION COULD INCLUDE COVERING AREAS OF THE CHAMBER AREA, PROVIDING ALTERNATIVE CONSTRUCTION VEHICLE ACCESS, AND PROVIDING EDUCATION TO ALL PARTIES WORKING ONSITE. 9.CONTRACTOR SHALL COORDINATE ANY NECESSARY TELEPHONE, CABLE AND ELECTRIC LOWERINGS (OR RE-ROUTING) WITH THE RESPECTIVE UTILITY PROVIDERS TO FACILITATE THE INSTALLATION OF THE PROPOSED STORM DRAIN AND UTILITY SERVICES. 10.FOR ADDITIONAL INFORMATION REGARDING STORMTECH CHAMBERS DESIGN AND INSTALLATION, REFER TO "THE PARK TOWNHOMES, FORT COLLINS, CO" PLANS BY ADS, INC. (PROJECT #180506). SG1 REC O R D D R A W I N G