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Home My WebLink AboutSite Certifications - 02/07/2019 (2) January 3, 2019 Mrs. Heather McDowell City of Fort Collins 700 Wood Street Fort Collins, Colorado 80521 RE: Stadium Apartments Fort Collins, Colorado Dear Heather: This drainage certification letter is provided to verify as-constructed conditions for Stadium Apartments. Northern Engineering completed survey work November 15, 2018, to verify general compliance with the Final Utility Plans for Stadium Apartments, dated January 1, 2017, including revised drawings dated 2/27/17, 4/11/17, and 9/13/17 by Northern Engineering. Included in this drainage certification submittal are the following: Appendix A - City of Fort Collins Overall Site and Drainage Certification Form. Appendix B - City of Fort Collins During Construction Inspection Checklist and photographs provided by contractor. Appendix C - As-constructed Rain Garden A and Water Quality Pond C calculations. Appendix D - As-constructed record drawings for Grading and Storm Drain Plan and Profile Sheets. Appendix E – State Portal Documents. Table 1: Pond Record Volumes Pond Design Water Quality Vol. (ft3) As-built Water Quality Vol. (ft3) Rain Garden A 223 296 Water Quality Pond C 81 79.2 Although Water Quality Pond C is slightly below the design volume, the design volume is achieved at a water surface elevation of 5026.61, 0.01 feet above the design. This is nominal and inconsequential and will still treat the stormwater before entering the storm sewer system. 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 III.A.2: Storm Line A from Drain Basin A3 to Drain Basin A4, shown on the storm drain profile sheet (Sheet C2.01), was constructed with a slope flowing in the opposite direction as the design. (A slope of -2.91% was constructed.) We have re-analyzed this storm line and compared to the hydraulic grade line. As shown in Figure 1, there is minimal change to the 100-year HGL. However, during Northern Engineering’s site investigation, we witnessed standing water within Drain Basin A4 (see Figure 3). This was to be expected with the upstream invert of the pipe 0.39’ lower than the downstream invert. Based on our analysis, the 100- year storm will pass through the pipe, but Drain Basin A4 will require continuous maintenance. At a minimum, sedimentation and trash will need to be removed from Drain Basin A4 on a consistent schedule, and the entire Storm Line A will need to be jetted annually. The removal of sediment and trash at Drain Basin A4 is dependent on the frequency of storms and the accumulation of sediment and trash within the drain basin. • Item III.A.2: Storm Line A from Drain Basin A5 to Outlet Structure A6, shown on the storm drain profile sheet (Sheet C2.01), was constructed with a slope flowing in the opposite direction as the design. (A slope of -1.80% was constructed.) We have re- analyzed this storm line and compared to the hydraulic grade line. As shown in Figure 1, there is minimal change to the 100-year HGL. However, during Northern Engineering’s site investigation, we witnessed standing water within Drain Basin A5. This was to be expected with the upstream invert of the pipe 0.16’ lower than the downstream invert. Based on our analysis, the 100-year storm will pass through the pipe, but Outlet Structure A6 will require continuous maintenance. At a minimum, sedimentation and trash will need to be removed from Outlet Structure A6 on a consistent schedule, and the entire Storm Line A will need to be jetted annually. The removal of sediment and trash at Outlet Structure A6 is dependent on the frequency of storms and the accumulation of sediment and trash within the outlet structure; however, Underground Pond B will help to minimize the amount of debris within Outlet Structure. Figure 1: Storm Line A • Item III.A.2: Storm Line C from Drain Basin C2 to Drain Basin C3, shown on the storm drain profile sheet (Sheet C2.02), was constructed with a slope flowing in the opposite direction as the design. (A slope of -0.06% was constructed.) We have re-analyzed this storm line and compared to the hydraulic grade line. As shown in Figure 2, there is minimal change to the 100-year HGL. • Item III.A.2: Storm Line C from Drain Basin C3 to Drain Basin C4, shown on the storm drain profile sheet (Sheet C2.02), was constructed with a slope flowing in the opposite direction as the design. (A slope of -0.72% was constructed.) We have re-analyzed this storm line and compared to the hydraulic grade line. As shown in Figure 2, there is minimal change to the 100-year HGL. • Item III.B.2: Northern Engineering did not observe construction. Northern Engineering was unable to verify the encasements and clearances of the storm drains. • Item III.B.2: Northern Engineering did not observe construction. Northern Engineering was unable to verify the construction methods and joint types for the storm drains. • Item V.A.4: Drain Basin A4 was constructed with inverts at 5025.18 (the design is 5025.53). This exceeds the City of Fort Collins 0.20’ tolerance allowed for storm inverts. Furthermore, during Northern Engineering’s site investigation, we witnessed standing water within Drain Basin A4 (see Figure 3). We have re-analyzed Storm Line A (see Figure 1), and based on our analysis, the 100-year storm will pass through the pipe, but Drain Basin A4 will require continuous maintenance. At a minimum, sedimentation and trash will need to be removed from Drain Basin A4 on a consistent schedule. The removal of sediment and trash at Drain Basin A4 is dependent on the frequency of storms and the accumulation of sediment and trash within the drain basin. Figure 2: Storm Line C • • Item V.A.4: Outlet Structure A6 was constructed with an invert out at 5025.36 (the design is 5025.57). This is within the City of Fort Collins 0.20’ tolerance allowed for storm inverts, but the downstream pipe slopes in the wrong direction. Furthermore, during Northern Engineering’s site investigation, we witnessed standing water within Outlet Structure A6 (see Figure 2). We have re-analyzed Storm Line A (see Figure 1), and based on our analysis, the 100-year storm will pass through the outlet structure, but Outlet Structure A6 will require continuous maintenance. As per the design, Outlet Structure A6 does not have an open grate and Underground Pond B, immediately upstream of Outlet Structure A6, includes two isolator rows to collect sediment and debris. Therefore, Northern Engineering recommends that Outlet Structure A6 is checked and cleaned of debris during the normal maintenance procedures for Underground Pond B. • Item VII.A.5: Northern Engineering did not observe construction. Northern Engineering was unable to verify the backfill material of the underdrains. • Item VII.A.5: Northern Engineering did not observe construction. Northern Engineering was unable to verify if the underdrains were or not wrapped with geotextile liner. • Item IX.A.1: The sidewalk culvert at the northeast entrance to the building was constructed with a “T” shape opening. Detail 3.01 on Sheet 7.03 specified a rectangular shaped opening. We have analyzed the flows through the sidewalk culvert for the expected 100-year storm, and the sidewalk culvert as constructed with a “T” shaped opening will safely pass the 100-storm (see Figure 4). Figure 3: Drain Basin A4 Ponding • Please feel free to contact me with any questions you may have. NORTHERN ENGINEERING SERVICES, INC. Frederick S. Wegert, PE Project Engineer Figure 4: Sidewalk Culvert at NE Entrance APPENDIX A OVERALL SITE AND DRAINAGE CERTIFICATION FORM 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 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. 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.) 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. 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. 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. 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. APPENDIX B DURING CONSTRUCTION INSPECTION CHECKLIST X X X XX X X X X X X X X X X X X X X XXXXXXXXX V.P.V.P. / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / X X X / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / X X X X X X X X X X X X X X X X X WSO UD UD UD / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / X X X X X X X X UD UD UD UD UD UD UD UD UD UD UD UD UD UD W. LAKE STREET 4. 2 % 2. 9 % 2. 8 % 2. 2 % 3. 3 % 3. 8 % 4. 5 % 4. 5 % 32:1 2.2% 21.4% 21.7% 4:1 9. 2 % 8:1 1.1 % 6.3% 20.1% 13.1% 11 . 8 % 13 . 4 % 12 . 3 % 15.1% 4:1 4:1 3.9% 3.8 % 2.3% 2.1% 3.7 % 2.0% 3.1 % 5.6 % 6. 0 % 2.0 % 2. 0 % 2.1 % 2.0 % 2. 1 % 2. 0 % 6. 5 % 2.2% 2.2% 2.0% 2.2% 1.7% PROPOSED 8' ATTACHED SIDEWALK 5' S I D E W A L K 6' CROSSPAN (EXTEND CONCRETE TO ROW) EXISTING 1.5' OUTFALL CURB & GUTTER RAMPS 2' SIDEWALK CHASE INLET W/ SUMP OUTLET BASIN W/ ORIFICE PLATE INLET W/ SUMP 4" PERFORATED UNDERDRAIN 6" PERFORATED UNDERDRAIN AREA INLET RAMP OUTLET BASIN W/ ORIFICE PLATE 2' SIDEWALK CHASE 3' SIDEWALK CHASE 2.0' - FLUSH CHEEK WALL (TYP.) RAIN GARDEN A UN D E R G R O U N D PO N D D UN D E R G R O U N D PO N D B UNDERGROUND POND B 18" OUTFALL CURB &GUTTER 18" OUTFALL CURB & GUTTER 18" CURB & GUTTER 18" CURB & GUTTER 18" CURB & GUTTER REPLACE EXISTING CURB & GUTTER CROSSPAN STAMPED CONCRETE EXISTING CONCRETE WALL & FENCE EXISTING CONCRETE WALL & FENCE EXISTING CONCRETE WALL & FENCE EMERGENCY OVERFLOW WEIR LOCATION EMERGENCY OVERFLOW WEIR LOCATION CONCRETE CHASE 6" PERFORATE UNDERDRAIN BIKE RACK STORM DRAIN LINE A SEE SHEET C2.01 STORM DRAIN LINE B SEE SHEET C2.02 STORM DRAIN LINE C SEE SHEET C2.02 26.2 8 26.93 26.94 25. 9 5 26.1 8 26.91 26.8 9 28.84 28.6 4 28.8 4 29.1 6 29.9 8 30.02 30.0 4 30.4 4 30.1630.42 30.42 30.4 2 30.6 8 31.0 4 32.5032.29 32.25 31 . 8 6 32.0 2 32.2 2 31.9 7 31.7 3 31. 6 0 31.7 3 31.9 5 32.43 32.21 32.08 32. 0 8 31.41 31.19 31.5 6 30.7 1 30.9 3 30.9 9 30.93 30.7 1 30.9 9 31.21 32.70 31.4 8 30.3 5 30.6 7 30.74 30.7 1 30.4 3 26 . 5 6 26.2 9 26.21 26.48 26 . 1 0 25.7 2 25.52 25.4 4 FFE=30.00 FFE=29.00 FFE=30.00 FFE=30.00 33.06 32.9 5 28.09 29.0 0 (30 . 9 2 ) (29 . 3 8 ) (30 . 4 4 ) (27 . 0 1 ) (26 . 9 4 ) (25.2 3 ) (3 1 . 3 1 ) (30 . 9 4 ) (3 1 . 8 5 ) (32 . 3 2 ) (32 . 7 6 ) 29.74 30.42 26.2 3 27 . 0 4 26.46 26.6 3 26. 6 1 26 . 0 0 (3 2 . 6 6 ) (3 2 . 5 3 ) (3 2 . 4 2 ) (32 . 2 0 ) 31.9 7 31. 2 1 32 . 2 0 (29 . 7 9 ) (29 . 7 3 ) (28.43) (27.3 7 ) 32. 2 7 32.30 25 . 1 4 24 . 6 7 (26 . 6 9 ) (26 . 4 4 ) (26 . 9 8 ) 27.71 31.28 28.5 0 30.00 30.00 30.00 28.98 30.00 30.00 30.00 25.7 7 35.40 35.40 32.28 32.31 8- RISERS 6 RISERS 5-RISERS28.29 5-RISERS 6-RISERS 4-RISERS 31.7 1 32.28 33.24 32.99 32.75 29.22 29.14 30.7 6 31.90 31.4 5 31.78 31.54 STAMPED CONCRETE 4.8% 31.6 0 28.65 28.04 27. 0 1 27 . 0 0 28.5 0 27 . 0 0 27.00 27.99 (3 0 . 5 0 ) (3 0 . 3 9 ) 29 . 8 9 (3 0 . 1 6 ) 27. 6 9 27.34 9.8% (3 0 . 7 3 ) (31 . 0 5 ) (30 . 8 8 ) 30.18 (30 . 6 7 ) 31.16 31.2 532.16 32.20 31.8831.72 31.68 31.5 1 31.6 9 31.5 4 32.08 31.1 5 31.3 0 31.7 1 FLUSH CURB 3.5% 24. 6 0 27 . 0 6 26.7 0 26.3 2 26.1 8 26.1 926.15 26.0 9 26.4 2 26.96 26.9 0 27.0 5 27.06 29.2 1 24.84 24.82 27.40 27.60 28 . 1 0 27.60 28 . 1 0 RAMP WATER QUALITY OUTLET STRUCTURE WATER QUALITY POND C WATER QUALITY BASIN WITH WEIR WATER QUALITY POND C WATER QUALITY BASIN WITH WEIR WATER QUALITY BASIN WITH WEIR WATER QUALITY BASIN WITH WEIR LANDSCAPE WALL TOW ELEVATION =5032.0 6" PERFORATED UNDERDRAIN RAIN GARDEN POND A 1-7" RISERS 1-7" RISERS 1-7" RISERS 1-7" RISERS DETAILED GRADING SEE SHEET C3.03 DETAILED GRADING SEE SHEET C3.03 DETAILED GRADING SEE SHEET C3.03 DETAILED GRADING SEE SHEET C3.03 28.14 29. 3 2 29.44 31 . 9 4 32 . 4 7 32.58 32.79 32.78 32 . 9 0 33.20 31.75 31.4 9 31.5 9 31.5 5 2' CURB CUT 2' CURB CUT DETAILED GRADING SEE SHEET C3.03 UPPER COURTYARD FFE=42.00 STAIR WELL FFE=35.50 STAIR WELL FFE=35.50 28.6 5 28.41 35 . 5 0 35. 5 0 32.9 8 32.78 32.5 4 32.74 32.92 33.12 29.5 0 29. 5 0 29 . 0 0 28.40 29.0 3 29.3 3 29.3 3 28.08 28.5 0 27.00 27.00 28.08 29.0 0 28.90 29.10 29.3 3 29.33 RAMPRAMP RAMP 2.5' LANDSCAPE WALL (SEE LANDSCAPE PLANS) 1.5' LANDSCAPE WALL (SEE LANDSCAPE PLANS) 1.0' LANDSCAPE WALL (SEE LANDSCAPE PLANS) 2.0' LANDSCAPE WALL (SEE LANDSCAPE PLANS) 2' CONCRETE PAN Sheet ST A D I U M A P A R T M E N T S Th e s e d r a w i n g s a r e in s t r u m e n t s o f s e r v i c e pr o v i d e d b y N o r t h e r n En g i n e e r i n g S e r v i c e s , I n c . an d a r e n o t t o b e u s e d f o r an y t y p e o f c o n s t r u c t i o n un l e s s s i g n e d a n d s e a l e d b y a P r o f e s s i o n a l E n g i n e e r i n th e e m p l o y o f N o r t h e r n En g i n e e r i n g S e r v i c e s , I n c . NO T F O R C O N S T R U C T I O N RE V I E W S E T E N G I N E E R N G I E H T R O N R N 30 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 Fo r t C o l l i n s , C o l o r a d o 8 0 5 2 1 PH O N E : 9 7 0 . 2 2 1 . 4 1 5 8 ww w . n o r t h e r n e n g i n e e r i n g . c o m of 25 C3.00 GR A D I N G P L A N CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what's below. before you dig.Call R GRAPHIC SCALE: LEGEND: ST 4950 4:1 79.45 (79.45) BENCHMARK/BASIS OF BEARING NOTES: 2.0% ( IN FEET ) 0 1 INCH = 20 FEET 20 20 40 60 NORTH PROJECT DATUM: NAVD 88 BENCHMARK #1: CITY OF FORT COLLINS BENCHMARK 29-92: APPROXIMATE 300 FEET SOUTH OF WEST PROSPECT RD. AND SHIELDS ST., ON THE NORTH END OF THE WEST BRIDGE PARAPET WALL. ELEVATION: 5025.67 BENCHMARK #2: CITY OF FORT COLLINS BENCHMARK 28-92: SOUTHWEST CORNER OF WEST PROSPECT RD. AND CENTER AVE., ON A WATER VALVE PIT. ELEVATION: 5010.65 PLEASE NOTE: THIS PLAN SET IS USING NAVD88 FOR A VERTICAL DATUM. SURROUNDING DEVELOPMENTS HAVE USED NGVD29 UNADJUSTED FOR THEIR VERTICAL DATUMS. IF NGVD29 UNADJUSTED DATUM IS REQUIRED FOR ANY PURPOSE, THE FOLLOWING EQUATION SHOULD BE USED: NGVD29 UNADJUSTED = NAVD88 - 3.17. BASIS OF BEARINGS THE BASIS OF BEARINGS IS THE SOUTH LINE OF THE SOUTHWEST QUARTER OF SECTION 14, TOWNSHIP 7 NORTH, RANGE 69 WEST OF THE 6TH P.M. AS BEARING SOUTH 89°22'14" EAST 8 RFI 284 RFI 9 RFI 9 Se e a t t a c h e d Se e a t t a c h e d Se e a t t a c h e d APPENDIX C WATER QUALITY CAPTURE VOLUME Project Title Date: Project Number Calcs By: Client Pond Designation Invert Elevation Water Quality Volume 100-yr Detention Volume Total Pond Volume D = Depth between contours (ft.) A1 = Surface Area lower contour (ft2) A2 = Surface Area upper contour (ft2) 5027.00 297.78 0.00 0.00 0.00 0.0000 5027.20 594.67 0.20 87.55 87.55 0.00 5027.40 792.70 0.20 138.26 225.81 0.0052 WQCV 5027.50 908.12 0.10 84.98 310.79 0.0071 Elevation Depth Volume WQCV 5027.39 0.39 0.0050 100-yr Detention 5027.00 0.00 0.0000 Overall Detention 5027.00 0.00 0.0000 Stadium Apartments November 28, 2018 1232-001 C. Snowdon Rain Garden A 5027.00 ft 0.0050 ac-ft 0.0000 ac-ft 0.0000 ac-ft Rain Garden A Volume Elevation (ft) Surface Area (ft2) Incremental Depth (ft) Incremental Vol. (ft3) Total Vol. (ft3) Total Vol. (ac-ft) Calc. Depths () 3 **2121AAAADV++= Project Title Date: Project Number Calcs By: Client Pond Designation Invert Elevation Water Quality Volume 100-yr Detention Volume Min Sc D = Depth between contours (ft.) A1 = Surface Area lower contour (ft2)t A2 = Surface Area upper contour (ft2)Area/Row No. of Rows 5025.55 4.40 0.00 0.00 0.00 0.0000 5025.60 14.93 0.05 0.46 0.46 0.0000 5025.65 23.30 0.05 0.95 1.41 0.0000 5025.70 30.55 0.05 1.34 2.75 0.0001 5025.75 37.05 0.05 1.69 4.43 0.0001 5025.80 42.97 0.05 2.00 6.43 0.0001 5025.85 48.79 0.05 2.29 8.73 0.0002 5025.90 54.70 0.05 2.59 11.31 0.0003 5025.95 60.69 0.05 2.88 14.20 0.0003 5026.00 66.75 0.05 3.18 17.38 0.0004 5026.05 72.78 0.05 3.49 20.87 0.0005 5026.10 78.80 0.05 3.79 24.66 0.0006 5026.15 84.81 0.05 4.09 28.75 0.0007 5026.20 90.81 0.05 4.39 33.13 0.0008 5026.25 96.79 0.05 4.69 37.82 0.0009 5026.30 102.76 0.05 4.99 42.81 0.0010 5026.35 108.73 0.05 5.29 48.10 0.0011 5026.40 114.68 0.05 5.58 53.68 0.0012 5026.45 120.74 0.05 5.88 59.57 0.0014 5026.50 126.93 0.05 6.19 65.76 0.0015 5026.55 133.80 0.05 6.52 72.28 0.0017 5026.60 143.11 0.05 6.92 79.20 0.0018 5026.65 151.24 0.05 7.36 86.56 0.0020 WQCV 5026.70 161.54 0.05 7.82 94.37 0.0022 5026.75 170.58 0.05 8.30 102.68 0.0024 5026.80 178.35 0.05 8.72 111.40 0.0026 5026.85 184.86 0.05 9.08 120.48 0.0028 Elevation Depth Volume WQCV 5026.61 1.06 0.0019 100-yr Detention 5025.55 0.00 0.0000 Overall Detention 5025.55 0.00 0.0000 Stadium Apartmnets November 28, 2018 1232-001 C. Snowdon Water Quality Pond C 5025.55 ft 0.0019 ac-ft 0.0000 ac-ft Circular Perforation Sizing 1 0.0000 ac-ft Dia (in.)Total Pond Volum n 1/4 0.05 Required Area Per Row 0.003 sq-in 9 Total Outlet Area 0.45 sq. in. Water Quality Pond C Volume Elevation (ft) Surface Area (ft2) Incremental Depth (ft) Incremental Vol. (ft3) Total Vol. (ft3) Total Vol. (ac-ft) Calc. Depths () 3 **2121AAAADV++= APPENDIX D RECORD DRAWINGS APPENDIX E STATE PORTAL DOCUMENTS FINAL DRAINAGE REPORT Stadium Apartments Fort Collins, Colorado January 18, 2017 Prepared for: Student Housing CSU LLC 2607 Monroe Street Madison, WI 53711 Prepared by: 301 North Howes Street, Suite 100 Fort Collins, Colorado 80521 Phone: 970.221.4158 Fax: 970.221.4159 www.northernengineering.com Project Number: 1232-001 P This Drainage Report is consciously provided as a PDF. Please consider the environment before printing this document in its entirety. When a hard copy is absolutely necessary, we recommend double-sided printing. January 18, 2017 City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, Colorado 80521 RE: Final Drainage Report for Stadium Apartments Dear Staff: Northern Engineering is pleased to submit this Final Drainage and Erosion Control Report for your review. This report accompanies the Final Plan submittal for the proposed Stadium Apartments. Comments from the Staff Review Letter dated December 5, 2016 have been addressed. Written responses thereto can be found in the comprehensive response to comments letter on file with Current Planning. This report has been prepared in accordance to Fort Collins Stormwater Criteria Manual (FCSCM), and serves to document the stormwater impacts associated with the proposed Stadium Apartments project. We understand that review by the City is to assure general compliance with standardized criteria contained in the FCSCM. If you should have any questions as you review this report, please feel free to contact us. Sincerely, NORTHERN ENGINEERING SERVICES, INC. Nicholas W. Haws, PE Cody Snowdon Vice President Project Engineer 01.18.17 301 N. Howes Street, Suite 100, Fort Collins, CO 80521 970.221.4158 www.northernengineering.com Stormwater Facility Name: Facility Location & Jurisdiction: User (Input) Watershed Characteristics User Defined User Defined User Defined User Defined Watershed Slope =0.010 ft/ft Stage [ft]Area [ft^2]Stage [ft]Discharge [cfs] Watershed Length-to-Width Ratio =1.00 L:W 0.00 3,781 0.00 0.12 Watershed Area =1.61 acres 0.50 3,781 0.50 0.12 Watershed Imperviousness =82.0%percent 1.00 4,492 1.00 0.12 Percentage Hydrologic Soil Group A =0.0%percent 1.50 4,492 1.50 0.12 Percentage Hydrologic Soil Group B =100.0%percent 2.00 4,492 2.00 0.12 Percentage Hydrologic Soil Groups C/D =0.0%percent 2.50 4,492 2.50 0.12 3.00 4,492 3.00 0.12 3.50 4,492 3.50 0.12 4.00 4,492 4.00 3.24 4.50 711 4.50 3.24 User Input: Detention Basin Characteristics WQCV Design Drain Time =12.00 hours After completing and printing this worksheet to a pdf, go to: https://maperture.digitaldataservices.com/gvh/?viewer=cswdif, create a new stormwater facility, and attach the pdf of this worksheet to that record. Routed Hydrograph Results Design Storm Return Period =WQCV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year Two-Hour Rainfall Depth =0.53 0.98 1.36 1.71 2.31 2.91 3.67 in Calculated Runoff Volume =0.036 0.105 0.154 0.200 0.283 0.366 0.474 acre-ft OPTIONAL Override Runoff Volume =acre-ft Inflow Hydrograph Volume =0.036 0.105 0.153 0.200 0.282 0.366 0.473 acre-ft Time to Drain 97% of Inflow Volume =4 10 15 20 28 36 36 hours Time to Drain 99% of Inflow Volume =4 11 15 20 28 37 37 hours Maximum Ponding Depth =0.27 0.97 1.43 1.88 2.68 3.49 3.83 ft Maximum Ponded Area =0.087 0.102 0.103 0.103 0.103 0.103 0.103 acres Maximum Volume Stored =0.023 0.088 0.135 0.181 0.264 0.347 0.383 acre-ft Workbook Protected Worksheet Protected Stormwater Detention and Infiltration Design Data Sheet Stadium Apartments Pond B Fort Collins, Colorado SDI_Design_Data_FC_Rainfall - Pond B.xlsm, Design Data 2/1/2019, 2:40 PM Doing_Clear_Formatting =Yes CountA=1 0 1 2 3 #N/A #N/A 0 1 2 3 #N/A #N/A Check Data Set 1 Check Data Set 1 Area Discharge Stormwater Detention and Infiltration Design Data Sheet 0 2 4 6 8 10 12 14 0.1 1 10 FL O W [ c f s ] TIME [hr] 100YR IN 100YR OUT 50YR IN 50YR OUT 25YR IN 25YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT WQCV IN WQCV OUT 0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 0.1 1 10 100 PO N D I N G D E P T H [ f t ] DRAIN TIME [hr] 100YR 50YR 25YR 10YR 5YR 2YR WQCV SDI_Design_Data_FC_Rainfall - Pond B.xlsm, Design Data 2/1/2019, 2:40 PM Stormwater Facility Name: Facility Location & Jurisdiction: User (Input) Watershed Characteristics User Defined User Defined User Defined User Defined Watershed Slope =0.020 ft/ft Stage [ft]Area [ft^2]Stage [ft]Discharge [cfs] Watershed Length-to-Width Ratio =1.30 L:W 0.00 357.18 0.00 0.11 Watershed Area =0.12 acres 0.40 357.18 0.40 0.11 Watershed Imperviousness =94.0%percent 0.80 357.18 0.80 0.11 Percentage Hydrologic Soil Group A =0.0%percent 1.20 357.18 1.20 0.11 Percentage Hydrologic Soil Group B =100.0%percent 1.60 357.18 1.60 0.11 Percentage Hydrologic Soil Groups C/D =0.0%percent 2.00 190.09 2.00 0.11 2.40 190.09 2.40 0.60 2.50 190.09 2.50 0.60 User Input: Detention Basin Characteristics WQCV Design Drain Time =12.00 hours After completing and printing this worksheet to a pdf, go to: https://maperture.digitaldataservices.com/gvh/?viewer=cswdif, create a new stormwater facility, and attach the pdf of this worksheet to that record. Routed Hydrograph Results Design Storm Return Period =WQCV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year Two-Hour Rainfall Depth =0.53 0.98 1.36 1.71 2.31 2.91 3.67 in Calculated Runoff Volume =0.003 0.009 0.013 0.016 0.023 0.029 0.037 acre-ft OPTIONAL Override Runoff Volume =acre-ft Inflow Hydrograph Volume =0.003 0.009 0.013 0.016 0.022 0.029 0.037 acre-ft Time to Drain 97% of Inflow Volume =0 1 2 2 3 3 3 hours Time to Drain 99% of Inflow Volume =0 1 2 2 3 3 3 hours Maximum Ponding Depth =0.00 0.24 0.55 0.93 1.52 2.12 2.35 ft Maximum Ponded Area =0.008 0.008 0.008 0.008 0.008 0.004 0.004 acres Maximum Volume Stored =0.000 0.002 0.005 0.008 0.012 0.016 0.017 acre-ft Stormwater Detention and Infiltration Design Data Sheet Stadium Apartments Pond D Fort Collins, Colorado Workbook Protected Worksheet Protected SDI_Design_Data_FC_Rainfall - Pond D.xlsm, Design Data 2/1/2019, 2:39 PM Doing_Clear_Formatting =Yes CountA=1 0 1 2 3 #N/A #N/A 0 1 2 3 #N/A #N/A Check Data Set 1 Check Data Set 1 Stormwater Detention and Infiltration Design Data Sheet Area Discharge 0 0.2 0.4 0.6 0.8 1 1.2 0.1 1 10 FL O W [ c f s ] TIME [hr] 100YR IN 100YR OUT 50YR IN 50YR OUT 25YR IN 25YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT WQCV IN WQCV OUT 0 0.5 1 1.5 2 2.5 0.1 1 10 100 PO N D I N G D E P T H [ f t ] DRAIN TIME [hr] 100YR 50YR 25YR 10YR 5YR 2YR WQCV SDI_Design_Data_FC_Rainfall - Pond D.xlsm, Design Data 2/1/2019, 2:39 PM S CONTROL IRR CONTROL IRR CONTROL IRR X X X X X X X X X X X X X X XXXXXX OH E G G T T 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W WV / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / X X X / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / X X X X X X X X HYD 12" SS 12" SS 12" SS 12" SS 12" SS 12" SS 12" SS 12" SS 12" SS 12" SS 12" SS 12" SS 12" SS 12" SS 12" SS 12" SS 12" SS S PROPOSED 8' ATTACHED SIDEWALK PR O P E R T Y L I N E LOT 18, COLLEGE HEIGHTS LOT 17, COLLEGE HEIGHTS LOT 16, COLLEGE HEIGHTS LOT 11, COLLEGE HEIGHTS LOT 19, COLLEGE HEIGHTS LOT 20, COLLEGE HEIGHTS LOT 7, BLOCK 2, COLLEGE HEIGHTS 9' UTILITY EASEMENT 20' EMERGENCY ACCESS, ACCESS, DRAINAGE & UTILITY ESMT. 26' EMERGENCY ACCESS, ACCESS, DRAINAGE & UTILITY ESMT. DRAINAGE EASEMENT DRAINAGE EASEMENT 7' DRAINAGE EASEMENT 10' DRAINAGE EASEMENT 14' DRAINAGE EASEMENT EX I S T I N G 60 ' R O W 26' EMERGENCY ACCESS, ACCESS, DRAINAGE & UTILITY ESMT. 5' DRAINAGE EASEMENT 28' EMERGENCY ACCESS, ACCESS, DRAINAGE & UTILITY ESMT. 7' DRAINAGE EASEMENT CONNECT TO EXISTING WATER MAIN 12"x4" WET TAP w/ 1 - 4" GV (S) & 4"x3" REDUCER EXISTING BURIED ELECTRICEXISTING BURIED TELEPHONE LINE EXISTING BURIED GAS SERVICE EXISTING 12" WATERLINE (FORT COLLINS UTILITIES) EXISTING LOT LINE (TYP.) 3" DOMESTIC WATER METER VAULT WITH CURB STOP (TOP OF BOX EL. = 5027.25) APPROXIMATE LOCATION EXISTING FIRE HYDRANT CONNECT TO EXISTING WATER MAIN 12"x6" WET CONNECTION w/ TB & 1 - 6" GV (S) EXISTING OVERHEAD ELECTRICAL UNDERGROUND DETENTION AREA (SC-160 CELLS) UNDERGROUND DETENTION AREA (SC-310 CELLS) ROOF LEADER UNDERGROUND DETENTION AREA (SC-740 CELLS) FIRE SERVICE DOMESTIC WATER SERVICE SANITARY SEWER SERVICE INV OUT: 5015.81 PROPOSED ELECTRIC METERS PROPOSED GAS METER CONNECT TO EXISTING GAS SERVICE PROPOSED ELECTRIC SERVICES PROPOSED ELECTRIC VAULT PROPOSED ELECTRIC TRANSFORMERS APPROXIMATE ASPHALT PATCHING (SEE NOTE 7) UNDERGROUND DETENTION AREA (SC-740 CELLS) 6" PERFORATED UNDERDRAIN STORM DRAIN LINE A SEE SHEET C2.01 STORM DRAIN LINE B SEE SHEET C2.02 STORM DRAIN LINE C SEE SHEET C2.02 3' SIDEWALK CHASE W. LAKE STREET POND D SEE SUBGRADE PLAN SHEET C3.01 POND B SEE SUBGRADE PLAN SHEET C3.01 ROOF LEADER ROOF LEADER POND B SEE SUBGRADE PLAN SHEET C3.02 6" PERFORATED UNDERDRAIN RAIN GARDEN A WATER QUALITY POND C 2' CONCRETE PAN 6" PERFORATED UNDERDRAIN STRM TEE A1 INV. IN=5025.01 (S) INV. IN=5024.98 (W) INV. OUT=5025.01 (N) 4.99 LF 6" PVC @ 0.50% MONITORING WELL A1-1 INV. IN=5025.00 (S) INV. OUT=5025.00 (E) 67 . 8 3 L F 6 " P E R F . P V C @ 0 . 5 0 % MONITORING WELL A1-2 INV. OUT=5025.34 (N) DRAINAGE EASEMENT EMERGENCY ACCESS, ACCESS, DRAINAGE & UTILITY ESMT. UPSIZE DOMESTIC WATER SERVICE 5' AFTER METER SANITARY SEWER SERVICE INV OUT: 5016.38 2' CONCRETE CHASE STRM JUNCTION A11-1 INV. IN=5027.91 (E) INV. OUT=5027.91 (SW) EX SSMH 1 INV IN: 5014.83 (W) INV OUT: 5014.82 (E) SERVICE INV: 5015.16 (S) CLEANOUT INV. 5015.55 1 APPROXIMATE LOCATION EXISTING 12" CLAY SANITARY SEWER (CITY OF FORT COLLINS) EX SSMH 2 RIM: 5026.54 INV OUT: 5015.13 INV IN: 5015.18 SERVICE IN: 5015.51 CONNECT TO EXISTING 6" CLAY SANITARY SEWER SERVICE INV OUT: 5022.47 SANITARY LINE A SEE SHEET C8.00 W S S CC CC D C.O. C.O. C.O.D D C.O. C.O. H2O C.O.C.O. C.O. C.O. D C.O. D D D C.O. C.O. W S S ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST DD DD D S F E E E E E E E E EV G UD UD UD X X X X X X X X FDCW SSSSSS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS C.O. C.O. C.O. W W W2' CONCRETE SIDEWALK CHASE 01.18.17 Sheet ST A D I U M A P A R T M E N T S E N G I N E E R N G I E H T R O N R N 30 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 Fo r t C o l l i n s , C o l o r a d o 8 0 5 2 1 PH O N E : 9 7 0 . 2 2 1 . 4 1 5 8 ww w . n o r t h e r n e n g i n e e r i n g . c o m of 26 C2.00 UT I L I T Y P L A N GRAPHIC SCALE: LEGEND: S EXISTING SANITARY MH G EXISTING GAS METER CS EXISTING H2O CURB STOP CONTROL IRR EXISTING IRR. CONTROL VAULT ELEC EXISTING ELECTRIC MH WSO EXISTING H2O SPIGOT E EXISTING ELECTRIC METER EXISTING IRR BACKFLOW PREVENT EXISTING POWER POLE VAULT ELEC EXISTING ELECTRIC VAULT T EXISTING TELEPHONE PEDESTAL W PROPOSED H2O METER EXISTING LIGHT POLE HYD EXISTING FIRE HYDRANT TRAFFIC VAULT EXISTING TRAFFIC VAULT FO EXISTING BURIED FIBER-OPTICS E EXISTING BURIED ELECTRIC G EXISTING BURIED GAS W EXISTING WATER LINE T EXISTING BURIED TELEPHONE SS EXISTING SANITARY SEWER LINE ST EXISTING STORM SEWER LINE OHE EXISTING OVERHEAD ELECTRIC PROPOSED WATER SERVICE LINE PROPOSED SANITARY SERVICE LINE PROPOSED STORM SEWER LINE W/ INLET GENERAL 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 CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.ALL WATER AND SANITARY SEWER CONSTRUCTION SHALL BE PER THE CITY OF FORT COLLINS CONSTRUCTION STANDARDS, LATEST EDITION. 3.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. 4.ALL WATER FITTINGS, VALVES, AND OTHER UTILITY APPURTENANCES ARE ONLY GRAPHICALLY REPRESENTED AND ARE NOT TO SCALE. 5.ALL EXISTING SANITARY SEWER SERVICES ARE APPROXIMATE AND SHALL BE FIELD VERIFIED PRIOR TO CONSTRUCTION. ALL SEWER SERVICES TO BE UNUSED SHALL BE ABANDONED AT THE MAIN AND COORDINATED WITH FORT COLLINS UTILITIES (970-221-6700). 6.PRIOR TO ORDERING MATERIAL AND MOBILIZING, CONTRACTOR SHALL FIELD LOCATE AND VERIFY ELEVATIONS OF ALL CONCRETE AND ASPHALT TIE-INS, EXISTING SEWER MAINS, WATER MAINS, AND ALL OTHER UTILITIES AT THE POINTS OF CONNECTION SHOWN ON THE PLANS. SPECIAL ATTENTION SHALL BE PAID TO ALL PROPOSED UTILITY CROSSINGS. IT IS RECOMMENDED THAT THE CONTRACTOR POTHOLE SAID CROSSINGS PRIOR TO ORDERING MATERIAL. REFER TO GENERAL NOTE #9 ON SHEET C0.01 IF A CONFLICT ARISES AND/OR A DESIGN MODIFICATION IS DESIRED. 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.CONTRACTOR SHALL CONFIRM AND COORDINATE WITH STAMPED PLUMBING DRAWINGS FOR ALL SERVICE SIZES AND LOCATIONS. NOTIFY OWNER, ARCHITECT, AND ENGINEER(S) OF ANY DISCREPANCIES PRIOR TO MOBILIZATION. 9.CONTRACTOR TO COORDINATE ALL ROOF LEADERS WITH THE ARCHITECTURAL AND PLUMBING PLANS PRIOR TO CONSTRUCTION OR ORDERING OF MATERIAL. IF A CONFLICT EXISTS, CONTRACTOR TO CONTACT THE ENGINEER. 10.POUR NEW SANITARY MANHOLE BASE & CUT TOP OF EXISTING PIPE. NEW MANHOLE SECTION AND CONE PER CITY DETAIL. 11.SERVICES CONNECTING DIRECTLY INTO THE SANITARY SEWER MANHOLE SHALL BE WITHIN 2 FEET OF THE MANHOLE INVERT, OR AN OUTSIDE DROP SHALL BE CONSTRUCTED EXISTING CLEANOUTC.O. PROPOSED DOWNSPOUT ( IN FEET ) 0 1 INCH = 20 FEET 20 20 40 60 NORTH PROJECT BOUNDARY FDC EXISTING LOTLINE PROPOSED EASEMENT LINE PROPOSED CURB & GUTTER PROPOSED FIRE DEPARTMENT CONNECTION PROPOSED FIRE SERVICE LINE IRR PROPOSED IRRIGATION METER ---- 1 SA N I T A R Y S E W E R S E R V I C E R E V I S I O N CN S 02 . 2 0 . 1 7 2 PR O P O S E D S E W E R M A I N CN S 05 . 1 1 . 1 7 3 RE V I S E D S T O R M C H A M B E R S CN S 09 . 1 3 . 1 7 4 RE V I S E D S T O R M L I N E B CN S 09 . 1 3 . 1 7 THESE 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 SERVIC 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 PROVID 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 LIAB 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 . RECOR D D R A W I N G 3 5 RE C O R D D R A W I N G S MC R 10 . 0 4 . 1 7 C:\Users\cody\Documents\Stamp.jpg 10.12.17C:\Users\cody\Documents\Transparent Signature 2.png RECORD INFO. ONLY(SEE RECORDDRAWING NOTE) T G E E 12 " W 12 " W 12 " W 12 " W V. P . V. P . WV / / / / / / / // / / / / / / /X / / / / / / / // / / / / / / // / / / / / / // / / / / / / /X X X X HYD 12 " S S 12 " S S 12 " S S 12 " S S 12 " S S HEADWALL A (SEE DETAIL) STA 10+17.92 N: 124330.60 E: 190742.42 DRAIN BASIN A2 STA 12+52.00 N: 124097.01 E: 190745.64 10 0 . 3 1 L F 1 2 " P V C @ 0 . 2 0 % DRAIN BASIN A3 STA 13+52.31 N: 124097.33 E: 190645.33 13.38 LF 12" PVC @ 0.20% 27.09 LF 12" PVC @ 0.20% DRAIN BASIN A4 W/ ORIFICE PLATE STA 13+65.69 N: 124087.90 E: 190635.84 LOT 18, COLLEGE HEIGHTS W. L A K E S T R E E T LOT 19, COLLEGE HEIGHTS LOT 20, COLLEGE HEIGHTS LOT 7, BLOCK 2, COLLEGE HEIGHTS RAIN GARDEN A 13.64 LF 12" PVC @ 0.20% DRAIN BASIN A5 STA 13+79.32 N: 124078.29 E: 190626.16 OUTLET STRUCTURE A6 STA 13+83.19 N: 124078.32 E: 190622.30 3.87 LF 12" PVC @ 0.20% 148.05 LF 12" PVC @ 0.20% STRM TEE A1 STA 11+03.95 N: 124245.05 E: 190746.94 4.99 LF 6" PERFORATED PVC @ 0.50% MONITORING WELL A1-1 INV. IN=5025.00 (S) INV. OUT=5025.00 (E) FG=5027.50 67.83 LF 6" PERFORATED PVC @ 0.50% MONITORING WELL A1-2 INV. OUT=5025.34 (N) FG=5027.00 58.94 LF 12" PVC @ 0.20% STRM A BEND INV. IN=5024.89 (S) INV. OUT=5024.89 (N) FG=5026.60 W D C. O . C. O . H2 OW ST ST ST STSTSTSTST ST ST D F X X X X FD C W C. O . C. O . 5010 5015 5020 5025 5030 5035 5040 5045 5010 5015 5020 5025 5030 5035 5040 5045 9+50 10+00 11+00 12+00 13+00 14+00 15+00 HE A D W A L L A ST A 1 0 + 1 7 . 9 2 IN V . 5 0 2 4 . 8 4 ( S ) 27.09 LF 12" PVC @ 0.20% 100.31 LF 12" PVC @ 0.20% DR A I N B A S I N A 3 ST A 1 3 + 5 2 . 3 1 RI M 5 0 3 0 . 8 ± IN V . I N 5 0 2 5 . 5 1 ( S W ) IN V . O U T 5 0 2 5 . 5 1 ( E ) 13.38 LF 12" PVC @ 0.20% DR A I N B A S I N A 4 ST A 1 3 + 6 5 . 6 9 RI M 5 0 3 1 . 5 ± IN V . I N 5 0 2 5 . 5 3 ( N W ) IN V . I N 5 0 2 5 . 5 3 ( S W ) IN V . O U T 5 0 2 5 . 5 3 ( N E ) EXISTING GROUND PROPOSED GROUND DR A I N B A S I N A 2 ST A 1 2 + 5 2 . 0 0 RI M 5 0 2 8 . 6 ± IN V . I N 5 0 2 5 . 3 1 ( W ) IN V . O U T 5 0 2 5 . 3 1 ( N ) DR A I N B A S I N A 5 ST A 1 3 + 7 9 . 3 2 RI M 5 0 3 1 . 9 ± IN V . I N 5 0 2 5 . 5 6 ( W ) IN V . O U T 5 0 2 5 . 5 6 ( N E ) OU T L E T S T R U C T U R E A 6 ST A 1 3 + 8 3 . 1 9 RI M 5 0 3 1 . 8 ± IN V . I N 5 0 2 6 . 2 4 ( W ) IN V . I N 5 0 2 6 . 2 4 ( S ) IN V . I N 5 0 2 6 . 2 4 ( N ) IN V . O U T 5 0 2 5 . 5 7 ( E ) 13.64 LF 12" PVC @ 0.20% 3.87 LF 12" PVC @ 0.20% ST R M T E E A 1 ST A 1 1 + 0 3 . 9 5 RI M 5 0 2 7 . 5 ± IN V . I N 5 0 2 5 . 0 1 ( S ) IN V . I N 5 0 2 4 . 9 8 ( W ) IN V . O U T 5 0 2 5 . 0 1 ( N ) 148.05 LF 12" PVC @ 0.20% 100-YEAR HGL CONCRETE HEADWALL FLOWLINE CONCRETE PAN ST R M A B E N D ST A 1 0 + 4 5 . 0 1 IN V . 5 0 2 4 . 8 9 ( S ) IN V . 5 0 2 4 . 8 9 ( N ) 58.94 LF 12" PVC @ 0.20% 01.18.17 Sheet ST A D I U M A P A R T M E N T S E N G I N E E R N G I E H T R O N R N 30 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 Fo r t C o l l i n s , C o l o r a d o 8 0 5 2 1 PH O N E : 9 7 0 . 2 2 1 . 4 1 5 8 ww w . n o r t h e r n e n g i n e e r i n g . c o m of 26 C2.01 PL A N & P R O F I L E ST O R M D R A I N L I N E A STORM DRAIN LINE A PROFILE SCALE: CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what's below. before you dig.Call R ( IN FEET ) 0 1 INCH = 40 FEET 40 40 80 120 NORTH LEGEND: S EXISTING SANITARY MH W PROPOSED H2O METER HYD EXISTING FIRE HYDRANT E EXISTING BURIED ELECTRIC W EXISTING WATER LINE T EXISTING BURIED TELEPHONE SS EXISTING SANITARY SEWER LINE ST EXISTING STORM SEWER LINE OHE EXISTING OVERHEAD ELECTRIC PROPOSED WATER SERVICE LINE PROPOSED SANITARY SERVICE LINE PROPOSED STORM SEWER LINE W/ INLET GENERAL 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 CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX STRUCTURES. SPECIFIED LENGTH OF PIPE INCLUDES THE LAYING LENGTH OF PLACED END SECTIONS. 3.CONTRACTOR SHALL CONFIRM AND COORDINATE WITH STAMPED PLUMBING DRAWINGS FOR ALL ROOF DRAINS AND COURTYARD DRAIN SIZES AND LOCATIONS. NOTIFY OWNER, ARCHITECT, AND ENGINEER(S) OF ANY DISCREPANCIES PRIOR TO MOBILIZATION. 4.ALL STORM SEWER TO BE INSTALLED WITH WATER TIGHT JOINTS AT EACH CONNECTION. PROPOSED DOWNSPOUT PROJECT BOUNDARY FDC EXISTING LOTLINE PROPOSED EASEMENT LINE PROPOSED CURB & GUTTER PROPOSED FIRE DEPARTMENT CONNECTION PROPOSED FIRE SERVICE LINE IRR PROPOSED IRRIGATION METER EXISTING POWER POLE T EXISTING TELEPHONE PEDESTAL KEYMAP STORM A PROPOSED PERF. UNDERDRAIN SEE SUBGRADE PLAN SHEET C3.02 ---- SIDEWALK CHASE THESE 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 SERVIC 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 PROVID 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 LIAB 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 . RECOR D D R A W I N G / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / X X X X LOT 7, BLOCK 2, COLLEGE HEIGHTS 7.34 LF 10" PVC @ 0.20% E: 190632.61 RAIN GARDEN A ROOF DRAIN B3 FROM INTERIOR COURTYARD STA 10+27.95 N: 124206.02 E: 190707.20 MONITORING WELL B1 STA 9+94.34 N: 124205.82 E: 190740.81C.O. C.O. ST ST ST ST ST ST ST X X X X 5010 5015 5020 5025 5030 5035 5040 5045 5010 5015 5020 5025 5030 5035 5040 5045 8+509+0010+0011+00 RO O F D R A I N B 3 ST A 1 0 + 2 7 . 9 5 IN V . 5 0 2 6 . 5 0 ( E ) 7.34 LF 10" PVC @ 0.20% MO N I T O R I N G W E L L B 1 ST A 9 + 9 4 . 3 4 IN V . 5 0 2 5 . 4 9 ( W ) EXISTING GROUND PROPOSED GROUND 100-YEAR HGL S T X GEEE E 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" SS 12" SS 12" SS 12" SS 12" SS 12" SS 12" SSS W. LAKE STREET HEADWALL C (SEE DETAIL) STA 10+10.35 N: 124339.42 E: 190632.61 DRAIN BASIN C1 STA 10+24.12 N: 124325.65 E: 190632.61 DRAIN BASIN C2 STA 11+28.52 N: 124325.65 E: 190528.21 DRAIN BASIN C4 STA 11+90.86 N: 124319.54 E: 190466.18 OUTLET STRUCTURE C5 W/ ORIFACE PLATE STA 12+48.57 N: 124287.74 E: 190418.01 13.77 LF (2)-6" PVC @ 0.20% 104.40 LF 10" PVC @ 0.20% 54.31 LF 10" PVC @ 0.20% 57.72 LF 10" PVC @ 0.20% 8.03 LF 10" PVC @ 0.20% DRAIN BASIN C3 STA 11+82.83 N: 124320.32 E: 190474.17 5.99 LF 8" PVC @ 0.50% WATER QUALITY C3-1 STA 11+82.95 N: 124326.28 E: 190473.47 W S H2O C.O.C.O. C.O. C.O. D W S ST ST ST ST ST DD S F E E E EV UD FDCW SS SS SS SS 5015 5020 5025 5030 5035 5040 5045 5050 5015 5020 5025 5030 5035 5040 5045 5050 9+5010+0011+0012+0013+0013+50 HE A D W A L L C ST A 1 0 + 1 0 . 3 5 IN V . 5 0 2 5 . 1 9 ( S ) 13.77 LF (2)-6" PVC @ 0.20% DR A I N B A S I N C 1 ST A 1 0 + 2 4 . 1 2 RI M 5 0 2 8 . 5 ± IN V . I N 5 0 2 5 . 2 4 ( W ) IN V . O U T 5 0 2 5 . 2 2 ( N ) 104.40 LF 10" PVC @ 0.20% DR A I N B A S I N C 2 ST A 1 1 + 2 8 . 5 2 RI M 5 0 2 8 . 5 ± IN V . I N 5 0 2 5 . 4 5 ( W ) IN V . O U T 5 0 2 5 . 4 5 ( E ) 54.31 LF 10" PVC @ 0.20% DR A I N B A S I N C 4 ST A 1 1 + 9 0 . 8 6 RI M 5 0 2 7 . 9 ± IN V . I N 5 0 2 5 . 5 7 ( S W ) IN V . O U T 5 0 2 5 . 5 7 ( E ) 57.72 LF 10" PVC @ 0.20% OU T L E T S T R U C T U R E C 5 ST A 1 2 + 4 8 . 5 7 RI M 5 0 2 9 . 2 ± IN V . I N 5 0 2 6 . 0 0 ( S ) 8 " P V C IN V . I N 5 0 2 6 . 3 4 ( W ) 8 " P V C IN V . O U T 5 0 2 5 . 6 9 ( N E ) 4 " P E R F . P V C EXISTING GROUND PROPOSED GROUND DR A I N B A S I N C 3 ST A 1 1 + 8 2 . 8 3 RI M 5 0 2 8 . 3 ± IN V . I N 5 0 2 5 . 5 6 ( W ) IN V . I N 5 0 2 5 . 5 7 ( N ) IN V . O U T 5 0 2 5 . 5 6 ( E ) 8.03 LF 10" PVC @ 0.20% 100-YEAR HGL DR A I N B A S I N C 1 ST A 1 0 + 2 4 . 1 2 RI M 5 0 2 8 . 5 ± IN V . I N 5 0 2 5 . 2 4 ( W ) IN V . O U T 5 0 2 5 . 2 2 ( N ) 5010 5015 5020 5025 5030 5035 5040 5045 5010 5015 5020 5025 5030 5035 5040 5045 9+50 10+00 11+00 EXISTING GROUND PROPOSED GROUND WA T E R Q U A L I T Y C 3 - 1 ST A 1 1 + 8 2 . 9 5 IN V . 5 0 2 5 . 6 0 ( S ) 5.99 LF 8" PVC @ 0.50% DR A I N B A S I N C 3 ST A 1 1 + 8 2 . 8 3 RI M 5 0 2 8 . 3 ± IN V . I N 5 0 2 5 . 5 6 ( W ) IN V . I N 5 0 2 5 . 5 7 ( N ) IN V . O U T 5 0 2 5 . 5 6 ( E ) 100-YEAR HGL 01.18.17 Sheet ST A D I U M A P A R T M E N T S E N G I N E E R N G I E H T R O N R N 30 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 Fo r t C o l l i n s , C o l o r a d o 8 0 5 2 1 PH O N E : 9 7 0 . 2 2 1 . 4 1 5 8 ww w . n o r t h e r n e n g i n e e r i n g . c o m of 26 C2.02 PL A N & P R O F I L E ST O R M D R A I N L I N E S B , C & C 3 STORM DRAIN LINE B PROFILE SCALE: CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what's below. before you dig.Call R ( IN FEET ) 0 1 INCH = 40 FEET 40 40 80 120 NORTH LEGEND: S EXISTING SANITARY MH W PROPOSED H2O METER HYD EXISTING FIRE HYDRANT E EXISTING BURIED ELECTRIC W EXISTING WATER LINE T EXISTING BURIED TELEPHONE SS EXISTING SANITARY SEWER LINE ST EXISTING STORM SEWER LINE OHE EXISTING OVERHEAD ELECTRIC PROPOSED WATER SERVICE LINE PROPOSED SANITARY SERVICE LINE PROPOSED STORM SEWER LINE W/ INLET GENERAL 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 CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX STRUCTURES. SPECIFIED LENGTH OF PIPE INCLUDES THE LAYING LENGTH OF PLACED END SECTIONS. 3.CONTRACTOR SHALL CONFIRM AND COORDINATE WITH STAMPED PLUMBING DRAWINGS FOR ALL ROOF DRAINS AND COURTYARD DRAIN SIZES AND LOCATIONS. NOTIFY OWNER, ARCHITECT, AND ENGINEER(S) OF ANY DISCREPANCIES PRIOR TO MOBILIZATION. 4.ALL STORM SEWER TO BE INSTALLED WITH WATER TIGHT JOINTS AT EACH CONNECTION. PROPOSED DOWNSPOUT PROJECT BOUNDARY FDC EXISTING LOTLINE PROPOSED EASEMENT LINE PROPOSED CURB & GUTTER PROPOSED FIRE DEPARTMENT CONNECTION PROPOSED FIRE SERVICE LINE IRR PROPOSED IRRIGATION METER EXISTING POWER POLE T EXISTING TELEPHONE PEDESTAL KEYMAP STORM B PROFILE SCALE: NORTH STORM DRAIN LINE C STORM C STORM DRAIN LINE A SEE SHEET C2.01 ---- STORM DRAIN LINE C3 PROFILE SCALE: THESE 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 SERVIC 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 PROVID 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 LIAB 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 . RECOR D D R A W I N G W S S CC CC D C.O. C.O. C.O.D D C.O. C.O. H2O C.O.C.O. C.O. C.O. D C.O. D D D C.O. C.O. W S S ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST DD DD D S F E E E E E E E E EV G UD UD UD X X X X X X X X FDCW SSSSSS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS C.O. C.O. C.O. X X X X X X X X X X X X X X XXXXXX V.P.V.P. / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / X X X / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / X X X X X X X X X X X X X X X X X WSO W. LAKE STREET 4. 2 % 2. 9 % 2.9% 1.1%3. 3 % 3. 8 % 4. 5 % 4. 5 % 32:1 2.2% 21.4% 21.7% 4:1 11 . 3 % 8:1 1.1 % 6.3% 20.1% 13.1% 11 . 8 % 13 . 4 % 12 . 3 % 15.1% 4:1 4:1 3.0% 3.8 % 2.3% 2.1% 3.7 % 2.0% 3.1 % 5.6 % 6. 0 % 2.0 % 2. 0 % 2.1 % 2. 0 % 2.1 % 2. 0 % 6. 5 % 2.2% 2.2% 2.0% 2.2% 1.7% PROPOSED 8' ATTACHED SIDEWALK 5' S I D E W A L K 6' CROSSPAN (EXTEND CONCRETE TO ROW) EXISTING 18" OUTFALL CURB & GUTTER RAMPS 2' SIDEWALK CHASE INLET W/ SUMP OUTLET BASIN W/ ORIFICE PLATE INLET W/ SUMP 4" PERFORATED UNDERDRAIN 6" PERFORATED UNDERDRAIN AREA INLET RAMP OUTLET BASIN W/ ORIFICE PLATE 2' SIDEWALK CHASE 3' SIDEWALK CHASE 2.0' FLUSH CHEEK WALL (TYP.) UN D E R G R O U N D PO N D D UN D E R G R O U N D PO N D B UNDERGROUND POND B 18" OUTFALL CURB &GUTTER 18" OUTFALL CURB & GUTTER 18" CURB & GUTTER 18" CURB & GUTTER 18" CURB & GUTTER REPLACE EXISTING CURB & GUTTER CROSSPAN STAMPED CONCRETE EXISTING CONCRETE WALL & FENCE EXISTING CONCRETE WALL & FENCE EXISTING CONCRETE WALL & FENCE EMERGENCY OVERFLOW WEIR LOCATION EMERGENCY OVERFLOW WEIR LOCATION CONCRETE CHASE 6" PERFORATED UNDERDRAIN BIKE RACK STORM DRAIN LINE A SEE SHEET C2.01 STORM DRAIN LINE B SEE SHEET C2.02 STORM DRAIN LINE C SEE SHEET C2.02 26.2 8 26.93 26.94 25 . 9 5 26.1 8 26.91 26.8 9 28.84 28.6 4 28. 8 4 29.16 29.9 8 30.02 30.0 4 30.4 4 30.1630.42 30.42 30.42 30.6 8 31.0 4 32.5032.29 32.25 31 . 8 6 32.0 2 32.2 2 31.97 31.73 31 . 6 0 31 . 7 3 31.9 5 32.43 32. 2 1 32.08 32. 0 8 31.4 1 31.19 31.5 6 30.7 1 30.9 3 30.9 9 30.93 30.7 1 30.9 9 31.21 32.70 31.4 8 30.3 5 30.6 7 30 . 7 4 30.7 1 30.4 3 26 . 5 6 26.2 9 26.21 26.48 26 . 1 0 25.7 2 25.52 25.4 4 FFE=30.00 FFE=29.00 FFE=30.00 FFE=30.00 33.06 32. 9 5 28.09 29.0 0 (30 . 9 2 ) (29 . 3 8 ) (30 . 4 4 ) (27 . 0 1 ) (26 . 9 4 ) (25.2 3 ) (3 1 . 3 1 ) (30 . 9 4 ) (3 1 . 8 5 ) (32 . 3 2 ) (32 . 7 6 ) 29.74 30.42 26 . 2 3 26. 5 7 26.40 26.6 3 26 . 6 0 26. 0 0 (3 2 . 6 6 ) (3 2 . 5 3 ) (3 2 . 4 2 ) (32 . 2 0 ) 32.0 0 31 . 2 1 31 . 9 7 (29 . 7 9 ) (29 . 7 3 ) (28.43) (27.3 7 ) 32. 2 7 32.30 25. 1 4 24. 6 7 (26 . 6 9 ) (26 . 4 4 ) (26 . 9 8 ) 27.71 31.2 8 28.5 0 30.00 30.00 30.00 28.98 30.00 30.00 30. 0 0 25.7 7 35.40 35.40 32.2 8 32.31 (8)- RISERS (6) RISERS (5)-RISERS28.29 (5)-RISERS (6)-RISERS (4)-RISERS 31.71 32.28 33.24 32.99 32.75 29.22 29.1 4 30.76 31.90 31.4 5 31.78 31.54 STAMPED CONCRETE 4.8 % 31.6 0 28.65 28.04 27. 0 1 27 . 0 0 28.50 27.0 0 27.00 27.99 29 . 8 9 (3 0 . 1 6 ) 27. 6 9 27.34 9.8% (3 0 . 7 3 ) (3 1 . 0 5 ) (30 . 8 8 ) 30 . 1 8 (30 . 6 7 ) 31.16 31.2 431.25 32. 1 4 32.20 31.72 31.68 31.5 1 31.6 9 31.5 4 32.08 31.1 5 31.3 0 31.7 1 FLUSH CURB 3.5% 24 . 6 0 27. 0 6 26.7 0 26.3 2 26.1 8 26.2 326.21 26. 0 9 26.4 2 26.96 26.90 27.0 5 27.06 29.2 1 24.84 24.82 27.40 27.60 28 . 1 0 27.60 28.10 RAMP WATER QUALITY OUTLET STRUCTURE WATER QUALITY BASIN WITH WEIR WATER QUALITY POND C WATER QUALITY BASIN WITH WEIR WATER QUALITY BASIN WITH WEIR WATER QUALITY BASIN WITH WEIR LANDSCAPE WALL TOW ELEVATION =5032.0 (SEE LANDSCAPE PLANS) 6" PERFORATED UNDERDRAIN RAIN GARDEN POND A (1)-7" RISER (1)-7" RISER (1)-7" RISER (1)-7" RISER DETAILED GRADING SEE SHEET C3.03 DETAILED GRADING SEE SHEET C3.03 DETAILED GRADING SEE SHEET C3.03 DETAILED GRADING SEE SHEET C3.03 28.14 29. 3 2 29.44 31 . 9 4 32 . 4 7 32.58 32.79 32 . 7 8 32. 9 0 33.20 31.75 31.4 9 31.5 9 31.5 5 2' CURB CUT 2' CURB CUT DETAILED GRADING SEE SHEET C3.03 UPPER COURTYARD FFE=42.00 STAIR WELL FFE=35.50 STAIR WELL FFE=35.50 28.6 5 28.41 35. 5 0 35. 5 0 32.9 8 32.78 32.54 32.7 4 32.92 33.12 29.5 0 29. 5 0 29 . 0 0 28.40 29.0 3 29.3 3 29.3 3 28.08 28.50 27.00 28.0 8 29.0 0 28.90 29.10 29.3 3 29.33 RAMP 2.5' LANDSCAPE WALL (SEE LANDSCAPE PLANS) 1.5' LANDSCAPE WALL (SEE LANDSCAPE PLANS) 1.0' LANDSCAPE WALL (SEE LANDSCAPE PLANS) 2.0' LANDSCAPE WALL (SEE LANDSCAPE PLANS) 2' CONCRETE PAN 4:1 30.60 30.20 1.0' LANDSCAPE WALL (SEE LANDSCAPE PLANS) CC CC H2OW 27.00 01.18.17 Sheet ST A D I U M A P A R T M E N T S E N G I N E E R N G I E H T R O N R N 30 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 Fo r t C o l l i n s , C o l o r a d o 8 0 5 2 1 PH O N E : 9 7 0 . 2 2 1 . 4 1 5 8 ww w . n o r t h e r n e n g i n e e r i n g . c o m of 26 C3.00 GR A D I N G P L A N CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what's below. before you dig.Call R GRAPHIC SCALE: LEGEND: EXISTING DECID. TREE EXISTING CONIF. TREE EXISTING LIGHT POLE EXISTING STUMP ST EXISTING STORM SEWER LINE EXISTING CURB/GUTTER FLOWLINE EXISTING EDGE OF ASPHALT 28 4:1 GROUND SLOPE PROPOSED PAVEMENT CROSS SLOPE CONCENTRATED FLOW DIRECTION PROPOSED SWALE FLOWLINE PROPOSED INFLOW CURB/GUTTER FLOWLINE PROPOSED STORM DRAIN WITH INLET PROPOSED CONTOUR EXISTING CONTOUR 79.45 PROPOSED FINISHED GROUND ELEVATION (79.45) EXISTING GROUND ELEVATION PROPOSED OUTFALL CURB/GUTTER FLOWLINE BENCHMARK/BASIS OF BEARING NOTES: 1.THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS REQUIRED FOR PROTECTION FROM THE 100-YEAR STORM. 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 ALL UNKNOWN UNDERGROUND UTILITIES. 3.EROSION CONTROL PRACTICES, SITE PROTECTION, AND REVEGETATION METHODS SHALL FOLLOW CITY REGULATIONS. 4.REFER TO SITE PLAN, LANDSCAPE PLAN, AND PLAT FOR ADDITIONAL INFORMATION. 5.THE CONTRACTOR IS RESPONSIBLE FOR FIELD LOCATING AND VERIFYING ELEVATIONS OF ALL CURBS AND GUTTERS AT THE POINTS OF CONNECTION SHOWN ON THE PLANS PRIOR TO INSTALLING ANY OF THE NEW IMPROVEMENTS. IF A CONFLICT EXISTS AND/OR A DESIGN MODIFICATION IS REQUIRED, THE CONTRACTOR SHALL COORDINATE WITH THE ENGINEER TO MODIFY THE DESIGN. 6.ADD 5000-FT TO PROPOSED CONTOURS, SPOT ELEVATIONS, AND FFE LABELS, WHERE TRUNCATED. 7.CONTRACTOR SHALL CONFIRM AND COORDINATE WITH STAMPED ARCHITECTURAL AND LANDSCAPE ARCHITECTURE DRAWINGS FOR ALL STEPS, RAMPS, CHEEK WALLS, AND HANDRAILS. 8.CONTRACTOR SHALL CONFIRM AND COORDINATE WITH STAMPED STRUCTURAL DRAWINGS FOR ELEVATIONS AND GRADE CONDITIONS ALONG BUILDING PERIMETER. NOTIFY OWNER, ARCHITECT, AND ENGINEER(S) OF ANY DISCREPANCIES PRIOR TO MOBILIZATION. 2.0% ( IN FEET ) 0 1 INCH = 20 FEET 20 20 40 60 NORTH PROJECT DATUM: NAVD 88 BENCHMARK #1: CITY OF FORT COLLINS BENCHMARK 29-92: APPROXIMATE 300 FEET SOUTH OF WEST PROSPECT RD. AND SHIELDS ST., ON THE NORTH END OF THE WEST BRIDGE PARAPET WALL. ELEVATION: 5025.67 BENCHMARK #2: CITY OF FORT COLLINS BENCHMARK 28-92: SOUTHWEST CORNER OF WEST PROSPECT RD. AND CENTER AVE., ON A WATER VALVE PIT. ELEVATION: 5010.65 PLEASE NOTE: THIS PLAN SET IS USING NAVD88 FOR A VERTICAL DATUM. SURROUNDING DEVELOPMENTS HAVE USED NGVD29 UNADJUSTED FOR THEIR VERTICAL DATUMS. IF NGVD29 UNADJUSTED DATUM IS REQUIRED FOR ANY PURPOSE, THE FOLLOWING EQUATION SHOULD BE USED: NGVD29 UNADJUSTED = NAVD88 - 3.17. BASIS OF BEARINGS THE BASIS OF BEARINGS IS THE SOUTH LINE OF THE SOUTHWEST QUARTER OF SECTION 14, TOWNSHIP 7 NORTH, RANGE 69 WEST OF THE 6TH P.M. AS BEARING SOUTH 89°22'14" EAST ---- THESE 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 SERVIC 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 PROVID 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 LIAB 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 . RECOR D D R A W I N G PROPOSED 8' ATTACHED SIDEWALK 2' SIDEWALK CHASE 2' SIDEWALK CHASE REPLACE EXISTING CURB & GUTTER W/ 18" VERTICAL CURB AND GUTTER25 . 9 5 26 . 8 9 26 . 5 8 26.2 9 26.21 26.49 26 . 1 0 25.72 25.5 2 25. 4 5 26.1 0 26.2 3 26. 7 6 26 . 6 6 26. 0 0 25 . 1 4 28 . 7 1 28 . 7 1 25.5 8 25.60 25.4 7 25.5 0 28.90 25.9 1 25.8 0 28.55 26.1326.16 28. 5 1 26.36 26.34 27.4 1 27.1 9 28.7 1 26.62 26. 6 5 25.84 25.9 3 27. 9 3 28.9 0 26.06 26.5 3 28.9 1 27.1 9 27.6 9 26.1 9 2. 0 % 2. 0 % 2. 0 % 2. 0 % 2.2 % 5.2 % 2. 0 % 2. 0 % 25.88 28.68 28.66 28.8 7 26.41 26.29 28.7 125.9 4 25.99 26.00 27.02 25 . 9 2 26 . 0 1 26.02 28. 3 0 28 . 4 3 27.1 0 27.0 6 26.85 26. 7 0 26 . 3 2 26 . 1 8 28.5 6 28. 2 5 26. 1 2 27.10 WATER QUALITY OUTLET STRUCTURE 27.61 27.94 27 . 9 9 27.09 26.04 28.25 27.2 0 28.2 5 27.95 27.95 27 . 9 4 27 . 1 5 26.89 28.53 28 . 5 6 26.0 6 26.06 28 . 5 6 26 . 9 4 27.39 26.95 26.79 28.26 29.7 5 29.3 3 29.67 29.4 4 29.60 29. 0 2 29.02 29.0 2 29.60 29.02 29. 3 329.6 7 29.7 5 (1)-RISER (4)-RISERS FFE=30.00 FFE=30.00 FFE=29.00 FFE=30.00 2. 0 % 29.23 29.33 29.25 28.95 29.3 3 29.71 29.75 29.75 29.67 29 . 3 3 29.6 0 29 . 0 2 29.02 29.0 229.02 29.60 28.66 28.3 3 28.8 0 28.33 28 . 8 0 28.92 29.00 29.00 28.11 28 . 7 1 28.71 28. 7 1 28 . 2 6 28.05 28.7 1 28.33 28.7 8 29.00 28.7 8 28.3 3 28.98 29.00 29.00 28 . 9 8 29.02 29.60 29.02 29.02 29 . 6 7 29. 6 7 29.32 29.7 5 29.7 5 29.71 29.71 29.32 29 . 0 2 29.60 28.76 25.7425.76 26 . 0 3 26.0826.2426.2626.5 0 26 . 5 3 28.92 29.23 29.3329.33 29.0 3 29.33 29.67 29.6 0 29.0 2 29.02 29.02 29 . 0 2 29. 6 0 29.67 29.33 29.33 29 . 7 5 FFE=30.00 2.0' LANDSCAPE WALL (BY OTHERS) 1.0' LANDSCAPE WALL (BY OTHERS) 1.5' LANDSCAPE WALL (BY OTHERS) 2.0' - FLUSH CHEEK WALL (BY OTHERS) 2.5' LANDSCAPE WALL (BY OTHERS) (5)-RISERS (5)-RISERS (6)-RISERS (6)-RISERS PROPOSED 8' ATTACHED SIDEWALK 2. 0 % (1) RISER (1)-RISER HARDSCAPE AREAHARDSCAPE AREA 25.8 1 25 . 1 8 25 . 1 9 25.94 29 . 6 7 29. 7 5 (1)-RISER RAMP H2OW WATER QUALITY POND C / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / X X X X X X / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / X X X X / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / X X X X 3' SIDEWALK CHASE EXISTING CONCRETE WALL & FENCE CONCRETE CHASE 25.4 0 26. 5 0 26.0 0 27 . 6 0 28 . 1 0 27.60 28.10 52'± EXPOSE OUTSIDE OF CHASE 27 . 3 2 27.92 28.00 27 . 0 0 29.3 3 29.33 29.10 28.90 29.0 0 29.00 29.50 28.50 28.0 8 27. 0 0 32'± EXPOSE OUTSIDE OF CHASE 25.50 25.50 26.50 26.00 25 . 9 0 26.0 0 26.50 27.4 2 26.92 27 . 5 0 26.83 27. 4 0 27.4 2 27.9 2 27.5 0 25.70 25.20 25 . 1 0 25 . 2 0 26.5 0 26 . 5 0 25.06 24 . 8 4 24.88 26.50 24.82 24 . 9 5 25.46 25.4224. 9 3 24 . 7 9 24.8 3 25.326' S I D E W A L K 6' S I D E W A L K BIKE RACKS 28.6428.84 29.16 29 . 2 1 26' FLUSH CURB 29.3 2 29.38 9.50' FLUSH CURB 32.3 1 32.9432.21 31 . 7 1 31 . 8 1 32.43 31.6 9 32 . 3 2 32.7032.0 8 31.9 7 31.59 31.30 31.4 4 31.6731.49 31.8 4 31 . 9 5 32.46 31.45 31.35 31.7 2 31.6 4 31. 2 7 30.77 31.0 4 31.54 30.6 5 30.87 31.37 30. 7 4 30.50 30.50 30.5 2 30. 6 4 30.57 31.30 30. 9 4 30.92 30.4 2 30.4 2 30.42 30.4 2 30.6 8 HANDICAP PARKING SIGN HANDICAP PARKING SIGN 21' FLUSH CURB WARPED CONCRETE LANDING RAMP RAMP LANDING RAMP RAMP RAMP CURB CURB V.P. (30 . 2 0 ) (29 . 7 9 ) (29.7 3 ) RAMP (REFER TO ARCHITECTURAL PLANS) STAIR TOWER LANDING FFE = 35.50 LANDING LANDING PATIO 27.6 9 29.3329.33 29.3 3 29. 3 3 29 . 2 9 29.8829.88 29 . 2 9 30.0 0 30.0 0 29.92 29.33 29.3 3 29.3 3 35.5 0 35.36 28.98 35.36 30.0 0 35 . 5 0 35.3 6 35.2 6 33.11 33.0533.19 32.99 32.93 32.4 3 32.8 9 32.9 7 33.01 32. 0 8 32 . 3 0 32 . 0 8 32.21 30.73 30.18 (30 . 6 0 ) 29.9 8 29.3 9 29.3 4 29.28 30. 2 0 (3 0 . 2 8 ) (3 0 . 3 4 ) (3 0 . 3 9 ) (3 0 . 5 0 ) 29. 8 9 28.6 5 28 . 4 1 30.50 EXPOSED WALL (30 . 9 2 ) FFE=30.00 1.0' LANDSCAPE WALL (BY OTHERS) 01.18.17 Sheet ST A D I U M A P A R T M E N T S E N G I N E E R N G I E H T R O N R N 30 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 Fo r t C o l l i n s , C o l o r a d o 8 0 5 2 1 PH O N E : 9 7 0 . 2 2 1 . 4 1 5 8 ww w . n o r t h e r n e n g i n e e r i n g . c o m of 26 C3.03 DE T A I L E D G R A D I N G P L A N CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what's below. before you dig.Call R LEGEND: EXISTING DECID. TREE EXISTING CONIF. TREE EXISTING LIGHT POLE EXISTING STUMP ST EXISTING STORM SEWER LINE EXISTING CURB/GUTTER FLOWLINE EXISTING EDGE OF ASPHALT 50 4:1 GROUND SLOPE PROPOSED ASPHALT CROSS SLOPE CONCENTRATED FLOW DIRECTION PROPOSED SWALE FLOWLINE PROPOSED INFLOW CURB/GUTTER FLOWLINE PROPOSED STORM DRAIN WITH INLET PROPOSED CONTOUR 79.45 PROPOSED FINISHED GROUND ELEVATION (79.45) EXISTING GROUND ELEVATION PROPOSED OUTFALL CURB/GUTTER FLOWLINE BENCHMARK/BASIS OF BEARING NOTES: 1.THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS REQUIRED FOR PROTECTION FROM THE 100-YEAR STORM. 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 ALL UNKNOWN UNDERGROUND UTILITIES. 3.EROSION CONTROL PRACTICES, SITE PROTECTION, AND REVEGETATION METHODS SHALL FOLLOW CITY REGULATIONS. 4.REFER TO SITE PLAN, LANDSCAPE PLAN, AND PLAT FOR ADDITIONAL INFORMATION. 5.THE CONTRACTOR IS RESPONSIBLE FOR FIELD LOCATING AND VERIFYING ELEVATIONS OF ALL EXISTING SEWER MAINS, WATER MAINS, CURBS, GUTTERS AND OTHER UTILITIES AT THE POINTS OF CONNECTION SHOWN ON THE PLANS, AND AT ANY UTILITY CROSSINGS PRIOR TO INSTALLING ANY OF THE NEW IMPROVEMENTS. IF A CONFLICT EXISTS AND/OR A DESIGN MODIFICATION IS REQUIRED, THE CONTRACTOR SHALL COORDINATE WITH THE ENGINEER TO MODIFY THE DESIGN. 6.ADD 5000-FT TO PROPOSED CONTOURS, SPOT ELEVATIONS, AND FFE LABELS, WHERE TRUNCATED. 7.CONTRACTOR SHALL CONFIRM AND COORDINATE WITH STAMPED ARCHITECTURAL AND LANDSCAPE ARCHITECTURE DRAWINGS FOR ALL STEPS, RAMPS, CHEEK WALLS, AND HANDRAILS. 8.CONTRACTOR SHALL CONFIRM AND COORDINATE WITH STAMPED STRUCTURAL DRAWINGS FOR ELEVATIONS AND GRADE CONDITIONS ALONG BUILDING PERIMETER. NOTIFY OWNER, ARCHITECT, AND ENGINEER(S) OF ANY DISCREPANCIES PRIOR TO MOBILIZATION. 2.0% PROJECT DATUM: NAVD 88 BENCHMARK #1: CITY OF FORT COLLINS BENCHMARK 29-92: APPROXIMATE 300 FEET SOUTH OF WEST PROSPECT RD. AND SHIELDS ST., ON THE NORTH END OF THE WEST BRIDGE PARAPET WALL. ELEVATION: 5025.67 BENCHMARK #2: CITY OF FORT COLLINS BENCHMARK 28-92: SOUTHWEST CORNER OF WEST PROSPECT RD. AND CENTER AVE., ON A WATER VALVE PIT. ELEVATION: 5010.65 PLEASE NOTE: THIS PLAN SET IS USING NAVD88 FOR A VERTICAL DATUM. SURROUNDING DEVELOPMENTS HAVE USED NGVD29 UNADJUSTED FOR THEIR VERTICAL DATUMS. IF NGVD29 UNADJUSTED DATUM IS REQUIRED FOR ANY PURPOSE, THE FOLLOWING EQUATION SHOULD BE USED: NGVD29 UNADJUSTED = NAVD88 - 3.17. BASIS OF BEARINGS THE BASIS OF BEARINGS IS THE SOUTH LINE OF THE SOUTHWEST QUARTER OF SECTION 14, TOWNSHIP 7 NORTH, RANGE 69 WEST OF THE 6TH P.M. AS BEARING SOUTH 89°22'14" EAST ---- KEYMAP ( IN FEET ) 010 10 20 30 1 INCH = 10 FEET A B D C B WEST SIDE DETAILED GRADING C EAST SIDE DETAILED GRADING D SOUTH SIDE DETAILED GRADING A NORTH SIDE DETAILED GRADING X X X X X X X X X C.O. D ST ST ST ST ST ST ST ST ST ST ST DD E E E E E E E E E E UD UD UD UD UD UD E E ST BEND C8 INV. IN=5026.44 (W) INV. OUT=5026.44 (SE) FG=5029.060 COMBINATION INLET C9 INV. OUT=5026.52 (E) FL=5028.939 SUMP=5025.50 UN D E R G R O U N D PO N D D STORM DRAIN LINE C SEE SHEET C2.02 STORMTECH CHAMBERS (SC-160 CELLS) SEE DETAILS 29.88 FG 30.12 FG 28.9 9FG 29 . 2 3 FG 25 . 9 9 26.1 2 26 . 1 0 0.2% 0. 2 % 0.2% 0. 2 % 25 . 9 7 PVC GEOMEMBRANE PVC GEOMEMBRANE MONITORING WELL C5-1 INV. OUT=5026.12 (N) WATER QUALITY BASIN C7 (SEE DETAIL SHEET C7.05) INV.=5026.35 (E) FG=5029.130 60 . 4 9 L F 6 " P E R F . P V C @ 0 . 2 1 % 4.36 LF 8" PVC @ 1.75% 3.59 LF 8" PVC @ 2.63% OUTLET STRUCTURE C5 INV. IN=5026.00 (S) INV. IN=5026.34 (W) INV. OUT=5025.69 (NE) FG=5029.235 72 . 1 3 L F 8 " P V C @ 0 . 5 0 % STRM JUNCTION A11-1 INV. IN=5027.91 (E) INV. OUT=5027.91 (SW) FG=5030.201 14.65 LF 8" PVC @ 0.50% ROOF LEADER A11-2 INV.=5027.98 (W) FG=5030.144 2.74 LF 8" PVC @ 0.20% STRM JUNCT C6 INV. IN=5026.34 (S) INV. IN=5026.34 (W) INV. OUT=5026.34 (E) 4.15 LF 8" PVC @ 0.20% INSPECTION PORTS (TYP.) ISOLATOR ROW SEE PLUMBING DRAWINGS FOR CONTINUATION X X X X X X X X X X X X X X X C.O.D C.O. D D D C.O. C.O. ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST DD C.O. UN D E R G R O U N D PO N D B MONITORING WELL A4-7 INV. OUT=5026.86 (S) FG=5030.824 MONITORING WELL A4-5 INV. IN=5026.08 (NW) INV. OUT=5026.08 (E) FG=5031.920 STORMTECH CHAMBERS (SC-310 CELLS) SEE DETAILS 30.79 FG 31.6 6 FG 31.79 FG 31.3 9FG ??? ??? 0.2% 0. 2 % 0.2% 0.2% 0. 2 % 0.2% 0. 2 % ?? ? ISOLATOR ROW ??? 30.5 6FG 26.90 26.8 7 31.6 4 FG ?? ? PVC GEOMEMBRANE PVC GEOMEMBRANE PVC GEOMEMBRANE 33.79 LF 6" PVC @ 1.83% 94.94 LF 6" PERF. PVC @ 0.20% ROOF LEADER A10-1 INV.=5028.77 (W) FG=5030.738 55.02 LF 8" PVC @ 1.00% DRAIN BASIN A10 INV. IN=5028.22 (E) INV. IN=5027.30 (N) INV. OUT=5027.30 (S) FG=5031.057 ISOLATOR ROW DRAIN BASIN A11 INV. IN=5027.37 (W) INV. IN=5027.55 (NE) INV. OUT=5027.38 (S) FG=5030.739 STRM JUNCT A9-2 INV. IN=5027.21 (N) INV. OUT=5027.21 (E) STRM JUNCTION A7 INV. IN=5026.61 (N) INV. OUT=5026.61 (E) INV. OUT=5026.61 (S) 4.75 LF 8" PVC @ -0.20% 6.19 LF 8" PVC @ 0.20% DRAIN BASIN A12 INV. IN=5027.58 (NW) INV. OUT=5027.39 (S) INV. OUT=5027.39 (E) FG=5030.631 5.49 LF 8" PVC @ 2.20% STRM JUNCTION A6-2.1 (S) INV. IN=5026.63 (N) INV. OUT=5026.63 (E) 9.50 LF 8" PVC @ -0.20% COMBINATION INLET A13 INV. OUT=5027.70 (SE) FL=5030.510 72.13 LF 8" PVC @ 0.50% INSPECTION PORTS (TYP.) WATER QUALITY BASIN A9 INV. IN=5027.18 (N) INV. OUT=5026.68 (SE) MONITORING WELL A4-6 INV. IN=5026.70 (N) INV. OUT=5026.70 (SE) 3.08 LF 8" PVC @ 0.20% 3.09 LF 8" PVC @ 0.20% DRAIN BASIN A9-1 INV. IN=5027.21 (W) INV. OUT=5027.21 (E) 8.93 LF 8" PVC @ 0.20% STRM JUNCT A9 INV. IN=5027.20 (N) INV. IN=5027.20 (W) INV. OUT=5027.20 (S) 78 . 3 2 L F 6 " P E R F . P V C @ 0 . 2 0 % ISOLATOR ROW INSPECTION PORT (TYP.) SEE PLUMBING DRAWINGS FOR CONTINUATION 01.18.17 Sheet ST A D I U M A P A R T M E N T S E N G I N E E R N G I E H T R O N R N 30 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 Fo r t C o l l i n s , C o l o r a d o 8 0 5 2 1 PH O N E : 9 7 0 . 2 2 1 . 4 1 5 8 ww w . n o r t h e r n e n g i n e e r i n g . c o m of 26 C3.01 SU B G R A D E P L A N CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what's below. before you dig.Call R GRAPHIC SCALE: ( IN FEET ) 010 10 20 30 1 INCH = 10 FEET NORTH BASE COURSE CONCRETE PAVEMENT SUB-BASE COURSE STORMTECH SC-160 CHAMBER TYPICAL STORMTECH SC-160 DETENTION CHAMBER NOTE: 1.CONTRACTOR TO PROVIDE GEOFABRIC CLOAKING ON BOTTOM AND SIDES OF ALL CHAMBER RETENTION AREAS. 2.FINAL DESIGN AND LAYOUT OF STORMTECH CHAMBERS BY OTHERS. KEYMAP LEGEND: ST EXISTING STORM SEWER LINE EXISTING CURB/GUTTER FLOWLINE PROJECT BOUNDARY 27 4:1 GROUND SLOPE PROPOSED PAVEMENT CROSS SLOPE CONCENTRATED FLOW DIRECTION PROPOSED UNDERDRAIN PROPOSED INFLOW CURB/GUTTER FLOWLINE PROPOSED STORM DRAIN WITH INLET UD PROPOSED CONTOUR EXISTING CONTOUR 79.45 PROPOSED SUBGRADE ELEVATION (79.45) EXISTING GROUND ELEVATION 2.0% POND D POND B ---- MATCHLINE-SEE UPPER RIGHT MATCHLINE-SEE LOWER LEFT MA T C H L I N E - S E E SH E E T C3 . 0 2 6" SLOTTED PVC UNDERDRAIN BASE COURSE CONCRETE PAVEMENT SUB-BASE COURSE STORMTECH SC-310 CHAMBER TYPICAL STORMTECH SC-310 DETENTION CHAMBER NOTE: 1.CONTRACTOR TO PROVIDE GEOFABRIC CLOAKING ON BOTTOM AND SIDES OF ALL CHAMBER RETENTION AREAS. 2.FINAL DESIGN AND LAYOUT OF STORMTECH CHAMBERS BY OTHERS. 6" SLOTTED PVC UNDERDRAIN 6" (MIN.) 16" MIN. VARIES (44" MIN.) 6" 16" VARIES (6" MIN.) 14" MIN. VARIES (36" MIN.) 4" 12" VARIES (6" MIN.) SUBGRADE SUBGRADE NOTES: 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 SPOTS SHOWN ARE SUBGRADE 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 UNDERGROUND DETENTION AREAS: - SUBGRADE - INSTALLATION OF GEOTEXTILE FABRIC AND PVC GEOMEMBRANE - INSTALLATION OF UNDERDRAIN AND STORMTECH CHAMBERS - PLACEMENT AND COMPACTION OF SUB-BASE MATERIAL - PLACEMENT AND COMPACTION OF BASE MATERIAL 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.THE CONTRACTOR SHALL, AT ALL TIMES DURING AND AFTER SYSTEM INSTALLATION, PREVENT SEDIMENT, DEBRIS, AND DIRT FROM ANY SOURCE FROM ENTERING THE CHAMBER SYSTEM. 7.GENERAL CONTRACTOR SHALL CONVENE A PRE-CONSTRUCTION MEETING TO ENSURE THAT ALL SUBCONTRACTORS HAVE AN UNDERSTANDING OF HOW THE CHAMBER SYSTEM IS INTENDED TO FUNCTION. CONTRACTOR SHOULD DISCUSS THE PROPOSED SEQUENCE OF CONSTRUCTION AND IDENTIFY ACTIVITIES THAT MAY REQUIRE PROTECTION OF THE SYSTEM. 8.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. 9.SEE SHEETS C7.04-C7.08 AND PLANS BY ADS FOR ADDITIONAL DESIGN INFORMATION. 10.CHAMBER LAYOUT SHOWN IN THESE PLANS IS FOR REFERENCE ONLY. FINAL CHAMBER LAYOUT AND DESIGN SHALL BE PER MANUFACTURER. CURRENT DESIGN AND SPECIFICATIONS PROVIDED BY ADS (ADS PROJECT #164679). THESE 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 SERVIC 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 PROVID 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 LIAB 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 . RECOR D D R A W I N G XXXXXXXX CC CC D C.O. C.O. D ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST D C.O. C.O. ST ST UNDERGROUND POND B STORM DRAIN LINE A SEE SHEET C2.01 MONITORING WELL A4-4 INV. IN=5025.90 (W) INV. OUT=5025.90 (NE) FG=5031.552 30.96 FG 31 . 5 6 FG 31.6 8 FG 32.11FG 31.4 2 FG 31 . 1 2 FG 30.99FG 25.95 25. 7 9 25 . 7 1 25.8 9 25.9 1 0. 2 % 0.2% 0. 2 % 0. 2 % 0.2%0.2% ISOLATOR ROW 25 . 9 6 PVC GEOMEMBRANE PVC GEOMEMBRANE PVC GEOMEMBRANE PVC GEOMEMBRANE 6.68 LF 6" PERF. PVC @ 0.28% 4.2 2 L F 6" P V C @ 1 . 1 1 % STRM JUNCT A4-1 INV. IN=5025.58 (W) INV. OUT=5025.58 (SE) 13.90 LF 6" PVC @ 1.10% DRAIN BASIN A4 W/ ORIFACE PLATE INV. IN=5025.53 (NW) INV. IN=5025.53 (SW) INV. OUT=5025.53 (NE) FG=5031.482 STRM JUNCTION A6-3 (S) INV. IN=5026.28 (W) INV. OUT=5026.28 (N)WATER QUALITY BASIN A6-4 (S) INV. IN=5026.67 (SW) INV. OUT=5026.45 (E) AREA INLET A6-5 INV. OUT=5027.07 (NE) 20 . 2 0 L F 8 " P V C @ 2 . 0 0 % MONITORING WELL A4-3 INV. IN=5025.88 (SW) INV. OUT=5025.88 (E)12.38 LF 8" PVC @ 2.00% STRM JUNTION A6-2.1 (N) INV. IN=5027.07 (N) INV. OUT=5027.07 (SW) FG=5032.833 16.93 LF 8" PVC @ 2.00% ROOF LEADER A6-2.2 (N) INV. OUT=5027.41 (S) 94.94 LF 6" PERF. PVC @ 0.20% 4.74 LF 8" PVC @ 0.20% WATER QUALITY BASIN A6-2 (N) INV. IN=5026.22 (W) INV. IN=5026.82 (NE) INV. OUT=5026.26 (S) 9.50 LF 8" PVC @ 0.20% STRM JUNTION A6-2 (S) INV. IN=5026.26 (S) INV. IN=5026.26 (W) INV. OUT=5026.26 (N) STRM JUNTION A6-1 (S) INV. IN=5026.25 (S) INV. OUT=5026.25 (N) 4.75 LF 8" PVC @ 0.20% 4.74 LF 8" PVC @ 0.20% OUTLET STRUCTURE A6 INV. IN=5026.24 (W) INV. IN=5026.24 (S) INV. IN=5026.24 (N) INV. OUT=5025.57 (E) FG=5031.838 25.9 7 ISOLATOR ROW 0.2% STORMTECH CHAMBERS (SC-740 CELLS) SEE DETAILS INSPECTION PORT (TYP.) 4.76 LF 8" PVC @ 0.20% STRM JUNTION A6-1 (N) INV. IN=5026.25 (N) INV. OUT=5026.25 (S) MONITORING WELL A4-2 INV. IN=5025.72 (W) INV. OUT=5025.73 (E) 78.25 LF 6" PERF. PVC @ 0.20% DRAIN BASIN A5 INV. IN=5025.56 (W) INV. OUT=5025.56 (NE) 01.18.17 Sheet ST A D I U M A P A R T M E N T S E N G I N E E R N G I E H T R O N R N 30 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 Fo r t C o l l i n s , C o l o r a d o 8 0 5 2 1 PH O N E : 9 7 0 . 2 2 1 . 4 1 5 8 ww w . n o r t h e r n e n g i n e e r i n g . c o m of 26 C3.02 SU B G R A D E P L A N CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what's below. before you dig.Call R GRAPHIC SCALE: ( IN FEET ) 010 10 20 30 1 INCH = 10 FEET NORTH 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 SPOTS SHOWN ARE SUBGRADE 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 UNDERGROUND DETENTION AREAS: - SUBGRADE - INSTALLATION OF GEOTEXTILE FABRIC AND PVC GEOMEMBRANE - INSTALLATION OF UNDERDRAIN AND STORMTECH CHAMBERS - PLACEMENT AND COMPACTION OF SUB-BASE MATERIAL - PLACEMENT AND COMPACTION OF BASE MATERIAL 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.THE CONTRACTOR SHALL, AT ALL TIMES DURING AND AFTER SYSTEM INSTALLATION, PREVENT SEDIMENT, DEBRIS, AND DIRT FROM ANY SOURCE FROM ENTERING THE CHAMBER SYSTEM. 7.GENERAL CONTRACTOR SHALL CONVENE A PRE-CONSTRUCTION MEETING TO ENSURE THAT ALL SUBCONTRACTORS HAVE AN UNDERSTANDING OF HOW THE CHAMBER SYSTEM IS INTENDED TO FUNCTION. CONTRACTOR SHOULD DISCUSS THE PROPOSED SEQUENCE OF CONSTRUCTION AND IDENTIFY ACTIVITIES THAT MAY REQUIRE PROTECTION OF THE SYSTEM. 8.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. 9.SEE SHEETS C7.04-C7.08 AND PLANS BY ADS FOR ADDITIONAL DESIGN INFORMATION. 10.CHAMBER LAYOUT SHOWN IN THESE PLANS IS FOR REFERENCE ONLY. FINAL CHAMBER LAYOUT AND DESIGN SHALL BE PER MANUFACTURER. CURRENT DESIGN AND SPECIFICATIONS PROVIDED BY ADS (ADS PROJECT #164679). KEYMAP LEGEND: ST EXISTING STORM SEWER LINE EXISTING CURB/GUTTER FLOWLINE PROJECT BOUNDARY 27 4:1 GROUND SLOPE PROPOSED PAVEMENT CROSS SLOPE CONCENTRATED FLOW DIRECTION PROPOSED UNDERDRAIN PROPOSED INFLOW CURB/GUTTER FLOWLINE PROPOSED STORM DRAIN WITH INLET UD PROPOSED CONTOUR EXISTING CONTOUR 79.45 PROPOSED SUBGRADE ELEVATION (79.45) EXISTING GROUND ELEVATION 2.0% POND B ---- MA T C H L I N E - S E E SH E E T C3 . 0 1 NOTES: BASE COURSE 18" MIN. VARIES (60" MIN.) CONCRETE PAVEMENT SUB-BASE COURSE STORMTECH SC-740 CHAMBER 6" 30" VARIES (6" MIN.) TYPICAL STORMTECH SC-740 DETENTION CHAMBER NOTE: 1.CONTRACTOR TO PROVIDE GEOFABRIC CLOAKING ON BOTTOM AND SIDES OF ALL CHAMBER RETENTION AREAS. 2.FINAL DESIGN AND LAYOUT OF STORMTECH CHAMBERS BY OTHERS. 6" (MIN.) SUBGRADE ELEVATION 6" SLOTTED PVC UNDERDRAIN THESE 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 SERVIC 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 PROVID 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 LIAB 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 . RECOR D D R A W I N G