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Home My WebLink AboutSite Certifications - 10/30/2017 (2) FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158 GREELEY: 820 8 th Street, 80631 | 970.395.9880 | W EB: www.northernengineering.com October 20 ,2017 Mr. Dan Mogen City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, Colorado 80522 RE: Drainage Certification for Poudre Garage Fort Collins, Colorado Dear Dan: This drainage certification letter is provided to verify as-constructed conditions for Poudre Garage. Northern Engineering completed survey work October 4, 2017 to verify general compliance with the Final Utility Plans for Poudre Garage, dated 10/16 including revised drawings dated 2/17 and 3/17 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 rain garden calculations. Attachment 4 - As-constructed record drawings for Grading and Storm Drain Plan and Profile Sheets. Based on the calculations shown in Attachment 3, the as-built water quality pond volumes are in Table 1. Table 1: Rain Garden Volumes Pond Design Water Quality Vol. (ft3) As-built Water Quality Vol. (ft3) Rain Garden 101 180 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: FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158 GREELEY: 820 8 th Street, 80631 | 970.395.9880 | W EB: www.northernengineering.com • Item I.B: The grades along the bottom of the rain garden were approved at a minimum of 1.2%. The rain garden was constructed at a minimum grade of 1.0%. The rain garden was constructed with two geomembrane liners and an underdrain. The underdrain was constructed in accordance to the approved utility drawings. • Item III.B.2: Northern Engineering did not observe construction of the 8” storm drain from the building to the 84” storm sewer in Oak Street. Northern Engineering was unable to verify the encasements and clearances specified on the approved construction plans. • Item III.B.3: Northern Engineering did not observe construction of the 8” storm drain from the building to the 84” storm sewer in Oak Street. Northern Engineering was unable to verify the specific joint types and construction methods. • Item XIII.A: Due to the tight location of the site, construction debris remains throughout the site as the contractor proceeds with the internal construction of the building. At the time of Northern Engineering’s site visit, the contractor has removed debris from the drainage flow paths. • Item XIII.A.1: Due to the tight location of the site, construction debris remains throughout the site as the contractor proceeds with the internal construction of the building. At the time of Northern Engineering’s site visit, the contractor has removed debris from the drainage flow paths. Please feel free to contact me with any questions you may have. Thank you, NORTHERN ENGINEERING SERVICES, INC. Frederick S. Wegert, PE Project Engineer 12/15 Page 1 OVERALL SITE and DRAINAGE CERTIFICATION Commercial, Multi-Family and Subdivision Certification Form and Checklist Project Name: Date: Building Permit Numbers: (Commercial or multi-family) Per the requirement in Fort Collins Stormwater Criteria Manual (FCSCM) Volume 1, Section 6.11, please fill in all applicable items in this Certification Form for Commercial, Multi-Family and Overall Single Family sites. NOTE: several items must be verified during construction. A copy of the approved grading plan must be submitted with the as-built grading plan. (As-built elevations must be written in red next to the approved elevations.) •Use “Yes” for items completed as described. •Use “N/A” for items that are not applicable to the site being certified. •If any blanks are “No,” attach an explanation referencing the item number below. Attach an explanation or description of the as-built condition for any items listed or for anything not listed but shown on the approved construction plans. Provide an as-built redline or Mylar drawing with the following: I.Water Quality and Quantity Detention Basin Certification - FCSCM Vol.2, Ch.10 For multiple detention basins on a site, provide the following for each basin separately: A. Volume: As-built topographic verification is attached at 1-foot (or less) contour intervals and volume verification calculations for the water quality capture volume and the 100-year detention storage volume. 1. Detention basin topography was prepared by a professional land surveyor registered in the state of Colorado. 2.Both proposed and as-built contours are shown on the same plan sheet (dashed lines for proposed and solid lines for as-built). 3.All critical spot elevations as shown on the approved construction plans have been verified and the as-built elevations are shown on the plan sheet. 4.Stage-storage-discharge tables are provided on a separate document. 5.Verification that designed drain time is in compliance with Colorado Revised Statute § 37-92- 602(8) is attached and has been uploaded to the Statewide Compliance Portal (tinyurl.com/COCompliancePortal) for approval. Uploaded documents must include: a.The cover sheet from the approved drainage report b.The stamped certification page from the approved drainage report c.As-built topographic survey d.Stamped certification page from the Overall Site & Drainage Certification e.PDF output from the Stormwater Detention and Infiltration Design Data Speadsheet 12/15 Page 2 B.Water Quality and Quantity Detention Basin Grading: Attached is as-built verification that there is a minimum 2% positive fall into the concrete trickle pans or flow-line(s) from all areas in the bottom of the detention pond. If there is a “soft pan” in the flow-line, all areas still must meet the minimum 2% grade requirement. 1.Low Flow: Choose one of the following detention basin low flow options as applicable: a. Turf swale for low flow path in detention basin. There is a minimum 2% grade in the flow-line(s) of the detention basin. The flattest as-built grade is . b.Concrete pan for low flow in detention basin. There is a concrete pan installed that meets the grades as shown on the approved construction plans. (Show as-built spot elevations.) c.Soft pan for low flow in detention basin. •Verify and document the soft pan material gradation, trench width and depth - to be verified during construction by engineer. Picture documentation is preferred or engineer’s statement of visual inspection and compliance. (Choose one below.) o There is a soft pan with an underdrain installed that meets the design on the approved construction plans. (Show the underdrain grades, bedding material, geotextile, spot elevations, bends, cleanouts, etc.) o There is soft pan installed without an underdrain but there is a type A or B soil. The soil type must be documented by supplying verification from a registered professional geotechnical engineer. NOTE: Spot elevations are to be within 0.2 ft. +/-. 2. Side Slopes: The as-built side slopes of the detention basin have been calculated and are shown. Indicate the side slope with an arrow and a numerical value (e.g., 6.25:1). The maximum slope allowed is 4:1. Small areas of 3:1 may be acceptable, but slopes steeper than 3:1 must be stabilized or re- graded. Provide documentation if a variance was granted for steeper slopes during the design process. 3.Spillway Certification: The following items must be field verified: a.The location of the spillway is indicated on the as-built plan. b.The width of the spillway is indicated on the as-built plan. c.The elevation(s) of the spillway is shown on the as-built plan. d.A concrete ribbon defines the location and grade of the spillway. e.There is downstream scour protection in the spillway as per the construction plans. Indicate type: (riprap size “D50” gradation and bedding type, geotextile, buried riprap with inches of bury, etc.). f.There are no obstructions in the spillway, such as trees, bushes, sidewalks, landscape features, rocks, etc. 12/15 Page 3 4.Outlet Structure Certification a.The orifice plate for the approved release rate is installed with the correct size and location of the orifice. b.The orifice plate for the water quality outlet is installed with the correct hole size, number of rows and columns of holes. c.The bottom hole on both the water quality and quantity outlets are at the bottom of the plate so no water ponds in front of the plate. d.The well screen is the correct material and is installed as shown on the construction plans. e.100-year overflow grate elevation is . (Elev. A on detail D-46) f.The top elevation of the water quality capture volume is . (Elev. B on detail D-46) g.Overflow grate is made of the correct material, has the correct bar spacing, is hinged at the top and bolted at the bottom. h.The bottom of the outlet box has no obstructions or misalignments that will cause it to retain runoff water and is sloped at 2% towards outlet. II.Channels/Swales - FCSCM Vol.1, Ch.7, Sect.3&4 A. Capacity: The as-built capacity of all the major channels and swales has been verified. They meet or exceed capacity requirements shown in the approved drainage study for this project. 1.All swales are located within the drainage easements as shown on the construction plans. 2.Longitudinal slopes and side-slopes (cross-sections) have been verified. Design criteria requires longitudinal slopes of 2% min. (on vegetated swales) and side-slopes no steeper than 4:1. If these criteria are not met, the certification engineer will write a justification and propose mitigation for each instance or have the issues corrected. If variances to these criteria have previously been approved and are shown on the construction plans, no justification is needed. 3.As-built spot elevations on channels/swales are shown that correspond to spot elevations shown on the approved construction plans. 4.All permanent erosion control measures are installed as shown on the approved construction plans (e.g., drop structures, riprap, TRMs, etc.). (Include pictures and verification of the materials used as part of this verification.) 5.All pans, curbs, storm pipes or other appurtenances appropriately tie into each other in the system. (Pictures at tie-in points suggested.) 6.The minimum freeboard is provided for all channels and swales as shown on the approved construction plans or as identified in the approved drainage study. (Show the freeboard provided on the cross-sections as on the construction plan set or attached as separate documentation.) 7.The low flow portion of all channels or swales is clear of obstructions. (No landscaping, trees, shrubs, sod, etc. infringe on the low flow portion of channels or swales.) 12/15 Page 4 III.Storm Pipes (aka storm drains) - FCSCM Vol.1, Ch.6, Sec. 4 A. Storm Drain Pipe Capacity: The as-built capacity of all pipes installed on this project has been verified and meets or exceeds the capacity requirements shown in the approved drainage study for this project. 1.All storm drain pipe sizes and materials have been verified and are in conformance with the approved construction plans. (Indicate on the plan and profile sheets that they have been verified.) Material and size substitutions must be approved prior to installation. If a pipe size or material was changed during construction, the certification engineer must attach the approval documents or supply them with this certification. Approval documents must include a calculation documenting the capacity equivalency (equal or greater) of the substituted size. 2.The longitudinal slope of the pipe is as shown on the approved construction plans. The acceptable minimum slope is 0.4%. All slopes flatter than the designed slope on the construction plans must be justified with capacity calculations on an attached sheet. 3.The as-built invert elevations have been verified and are shown on the plan and profile sheets of the approved construction plans. B.Storm Drain Pipe Installation Requirements: All pipes are installed in accordance with the approved construction plans. 1.The minimum cover requirements for all pipes have been met as shown on the approved construction plans. These will be called out in critical locations. 2.All encasements and clearances as specified on the approved construction plans have been met. 3.Any specific joint types or construction methods specified on the approved construction plans have been met. (List on a separate sheet and attach to this certification.) IV.Concrete Pans - FCSCM Vol.1, Ch.7, Sec.4.1.3.4 A. Construction/Installation: All concrete pans have been constructed in accordance with the approved construction plans. 1.The concrete pans are the correct size/width as shown on the approved construction plans. 2.The longitudinal slopes of the pans are as shown on the approved construction plans. The certification engineer must justify or mitigate longitudinal slopes less than the minimum of 0.4% unless a flatter slope was approved and is shown on the approved construction plans. Provide mitigation or justification by separate document. 3.The cross-section of the pan is as shown on the construction plans. (Specifically, the pan cross- section is “V” shaped and meets the side slope shown on the detail.) 4.The concrete pans are a minimum of 6 inches thick without reinforcement and a minimum of 4 inches thick with a minimum of 6X6-W14xW14 reinforcement per detail D20B and D20C. (Provide documentation of the reinforcement used if different than shown on the details or on the approved construction plans.) 5.The spot elevations shown on the concrete pan(s) have been verified and are shown on the as- built drawings. 12/15 Page 5 V. Storm Drain Inlets - FCSCM Vol.1, Ch.6, Sec. 3 A. Construction/Installation: All storm drain inlets have been constructed in accordance with the approved construction plans. 1.The size and type of inlets are consistent with the inlets shown on the approved construction plan. Indicate by writing “Verified” on each inlet on the plan sheet or list on a separate document the inlet number(s), type and size (length). If the inlet installed is other than the one on the approved construction plan detail sheet, provide the name and source of the detail with justification for equal or better capacity. 2.The size of the inlet opening is consistent with the approved detail. (Check height and width.) 3.The elevation of the grate (if applicable) is at the elevation shown on the street profile or as indicated by a spot elevation on the construction plans. 4.The as-built invert elevations of all pipes entering and leaving the inlet are shown on the plan and profile sheets within construction tolerance of 0.2 feet. If substantially different, provide justification and capacity calculations to show the capacity is not affected or propose mitigation. 5.The as-built size of the inlet box is as shown on the construction plans or an explanation or justification is attached. 6.All inlet covers are stenciled or stamped with the following designation: NO DUMPING – DRAINS TO POUDRE RIVER. VI.Culverts - FCSCM Vol.2, Ch.9 A. Construction/Installation: All culverts have been constructed and/or installed in accordance with the approved construction plans. 1.All culvert sizes have been verified as indicated on the as-built construction plans as correct. 2.The culvert material type for all culverts installed is as on the approved construction plans and is indicated on the as-built plans. 3.The as-built invert “in and out” elevations have been verified and are indicated on the as-built construction plans. 4.The culvert headwalls or wing walls have been installed as shown on the approved construction plans. Headwalls or wing walls may be needed in the as-built conditions onsite if the slopes adjacent to the culvert are greater than 4:1. Please note areas needing stabilization in the certification narrative. An alternative to consider is a turf reinforcement mat (TRM). VII.Sub-Drains A. Construction/Installation: All sub-drains shown on the construction plans have been installed in accordance with those plans. Sub-drains installed with the sanitary sewer are to be verified on the sanitary sewer plan and profile sheets of the construction plans. (NOTE: Indicate any sub-drains installed after the plans were approved on the as-built plans.) 1.The size of the sub-drains are as approved on the construction plans and are indicated on the as- built plans. 2.The type of sub-drain, in particular the perforated and non-perforated sections of the drain, are as indicated on the approved construction plans. 12/15 Page 6 3.The cover requirements per the construction plans are provided. 4.The cleanouts have been installed at the locations shown on the construction plans and are accessible for cleaning. (Cleanouts can be buried a maximum of 6 inches deep with their locations marked.) 5.The backfill materials for sub-drains are as shown on the approved construction plans. (This includes the type, depth and width.) 6.The geo-textile liner completely wraps the sub-drain and the permeable backfill material unless shown otherwise on the approved construction plans. (Sub-drain pipe wrapped in a sock filter material is accepted only if approved prior to installation.) VIII.Curb Cuts A. Construction: All curb cut openings are constructed in accordance with the approved construction plans. 1.The size (width) of the curb cut opening is as shown on the approved construction plans. 2.The curb cut openings tie into a downstream swale, pipe, or other appurtenances with a smooth transition and there no obstructions such as riprap or sod impeding the flow downstream of the curb cut. IX.Sidewalk Culverts & Chases A. Construction/Installation: All sidewalk culverts have been installed at the locations shown on the approved construction plans. 1.The size (width and length) of the culverts are as shown on the approved construction plans. 2.The cover plate is a minimum 5/8-inch galvanized plate bolted to a galvanized angle iron per the detail shown on the approved construction plans or per the City’s detail. 3.The sidewalk culvert invert “in and out” elevations have been verified and are indicated on the as-built plans. 4.The sidewalk culvert opening is as shown on the approved construction plans or per the City’s detail. 5.There is a smooth transition both on the inlet and outlet ends of the sidewalk culvert with no obstructions such as riprap or sod impeding the flow into or out of the sidewalk culvert. X. Site Grading A. Construction: All common open spaces have been graded in accordance with the approved construction plans. 1.The grading on all common open spaces bordering private lots has been verified as correct and the as-built rear lot corner elevations have been shown on the as-built plans. 12/15 Page 7 2.The as-built contours for “overlot grading” are shown on the as-built construction plans for all common open spaces, tracts, outlots, etc. If not in compliance, please attach a narrative describing the situation for noncompliance and when it may be corrected. An escrow for overlot grading may be required. (NOTE: Residential Lot Grading Certification is a separate process from this Overall Site Certification. It is understood that residential lots will be brought to final grade once the foundation is backfilled so they may be lower than the plan shows at this Overall Site Certification stage.) 3.All turf reinforcement mats (TRMs) have been installed as shown on the approved construction plans and the slopes are stabilized. XI.Riprap - FCSCM Vol.1, Ch.7, Sec.4.4.4.3 A. Construction: All riprap has been installed in the locations and sizes indicated on the approved construction plans. XII.Permanent Erosion Control Fabric - FCSCM Vol.1, Ch.7 A. Construction: All fabric has been installed in the locations and sizes indicated on the approved construction plans. 1.All fabric was installed per the details on the approved construction plans. XIII.Post-Construction Site Cleanup - FCSCM Vol.3, Ch.7 A. Construction: All construction debris and obstructions of any kind have been removed from drainage paths. 1.All construction debris has been removed except in staging area(s). 2.All ruts have been smoothed out in all construction areas. 3.All areas needing reseeding have been identified and future stabilization goals have been coordinated with the Erosion Control Inspector and in accordance with FCSCM Vol.2 Chapter 12. Note the area needing stabilization in the narrative. XIV.Certification of Other Permanent BMPs - FCSCM Vol.2, Ch.8, Sec.2 & FCSCM Vol.2, Ch.12 A.The construction of channel drop structures is in accordance with the approved plan both in location, horizontal dimensions and cross-section. XV.Certification of LID and Water Quality Facilities - FCSCM Vol.3, Ch.4 A.Attached are the During Construction Inspection Checklist for Low Impact Development (LID) and other items to be verified during construction, along with pictures and other required documentation. 12/15 Page 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: Project: Date: Outlet Elevation:4981.38 101 ft3 Grate Elevation:4981.38 180.0 ft3 Crest of Pond Elev.:4982.00 4981.1 Maximum Elevation Minimum Elevation cu. ft.acre ft cu. ft.acre ft 4980.5 N/A 0.0 0 0.0 0.00 0.0 0.00 4980.6 4980.5 133.7 0.1 8.0 0.00 8.0 0.00 4981.0 4980.6 248.5 0.4 76.4 0.00 84.5 0.00 4981.4 4981.0 254.2 0.4 95.5 0.00 180.0 0.00 Volume at Outlet: Project Number: Project Location: Calculations By: Pond No.: Rain Garden Stage Storage Curve Contour Contour Surface Area (ft2) Depth Incremental Volume Cummalitive Volume Existing Pond Stage Storage Curve 998-002 Fort Collins, Colorado F. Wegert Rain Garden Elev at Design Volume: Poudre Garage 10/20/2017 Pond Outlet and Volume Data Design Volume: 10/20/2017 1:56 PM D:\Projects\998-002\Drainage\DrngCert\ 998-002_Stage-Storage_Rain Garden.xlsx\Pond S D D G ST ST ST ST GGG SS G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G EX. ELEC VAULT SS SS SS SS SS SS SS SS G G G UD UD UD UD UD CO EXISTING TREE WELL (TYP.) PRESERVE & PROTECT EXISTING TREE (TYP.) PRESERVE & PROTECT EXISTING UNDERGROUND ELECTRIC VAULT 20 ' W I D E A L L E Y 142 REMINGTON ST. EXISTING 1-STORY BRICK BUILDING 148 REMINGTON ST. EXISTING 2-STORY BRICK BUILDING PRESERVE & PROTECT EXISTING TREE EXISTING 1-STORY BRICK BUILDING EX. SIDEWALK EX . S I D E W A L K EX . S I D E W A L K A N D R A M P EX. TYPE-R INLET RIM = 4981.16 FLOWLINE = 4980.40 INVERT IN = 4977.31 (NE) INVERT OUT = 4976.86 (N) EX . 1 5 " R C P ST O R M S E W E R EX. 8 " D I P S T O R M S E W E R EX.84" STORM SEWER CONNECT TO BUILDING DRAINAGE SYSTEM AT INVERT 4974.46. SEE PLUMBING PLANS FOR CONTINUATION. PROPOSED UNDERDRAIN 210 E. OAK STREET EXISTING 1-STORY BRICK BUILDING PROPOSED BUILDING FF = 4982.50 PROPOSED DRIVEWAY MATCH INTO EXISTING MATCH INTO EXISTING MATCH INTO EXISTING FLOWLINE AND TOP BACK OF CURB EX . S I D E W A L K OAK STREET (100' ROW) EXISTING DOOR THRESHOLD ELEV. = 4982.44 EXISTING DOOR THRESHOLD ELEV. = 4983.99 EXISTING DOOR THRESHOLD ELEV. = 4984.04 EXISTING DOOR THRESHOLD ELEV. = 4982.56 EXISTING DOOR THRESHOLD ELEV. = 4982.46 EXISTING DOOR THRESHOLD ELEV. = 4982.42 MATCH INTO EXISTING EX. GROUND ELEV = 4982.04 DOOR THRESHOLD = 4982.52 PROPOSED SIDEWALK PRESERVE & PROTECT EXISTING TREESSAWCUT LINE (TYP.) EXISTING DOOR THRESHOLD ELEV. = 4981.46 EXISTING DOOR THRESHOLD ELEV. = 4981.47 RD 56 . 6 9 L F 8 " C 9 0 0 P V C @ 4 . 0 2 % ( P R I V A T E ) PROPOSED 100-YEAR WATER SURFACE ELEVATION = 4981.50 1.0%1.0%1.8% 4.5 % 10 . 5 % 2. 0 % 3.5% 8. 6 % 6. 7 % 4. 0 % 2. 0 % 2. 0 % 2. 0 % 2. 0 % 3. 0 % 3. 0 % 5. 0 % 8.7 % 5. 0 % (1 . 1 % ) (2 . 9 % ) (8 . 1 % ) (81.74) TC 80.5 5FL 81.5 5 TC (81. 7 7 ) TC (81. 7 4 ) TC (81. 5 4 ) TC 81.35 TC (81. 1 7 ) TBC 81.4 9 TC 81.90 TC 81.9 0TC 81.6 5TC 81.3 5TC 81.3 5TC 81.2 5TBC (80. 3 5 ) FL 80.7 5 FL 81.6 8 TC 81.70 TC81.70 TC 81.49 TC 6.8% 81.6 2TC 80.39 FL 80 . 7 3 FL 81.49 TC 4. 8 % 81.6 0 TC TC:8 2 . 1 0 (82. 0 4 ) TC:8 2 . 1 0 (82. 0 4 ) 3. 7 % 5.4% 5.9 % 81.3 2TC RE M M I N G T O N S T R E E T (1 0 0 ' R O W ) MATCH INTO EXISTING FLOWLINE, TOP BACK OF CURB, AND SIDEWALK CONTRACTOR SHALL FIELD VERIFY LOCATION OF EXISTING GAS AND WATER PRIOR TO CONSTRUCTION AND NOTIFY ENGINEER IF THERE ARE ANY CONFLICTS WITH PROPOSED STORM SEWER. APPROXIMATE EXISTING 84" STORM SEWER INVERT IS 4963.79. CONTRACTOR SHALL FIELD VERIFY PRIOR TO CONSTRUCTION. PROPOSED TRAFFIC RATED CLEANOUT WITH "STORM" STAMPED ON LID CONNECT TO EXISTING STORM SEWER WITH INSERTA TEE AT INVERT 4969.04 (SEE DETAIL ON SHEET C600) 80 . 8 2 80. 8 4 80.66 80.51 80. 4 3 81.31 81.44 81.68 81.46 81.50 81.93 81.80 81. 8 2 81. 7 7 82 . 1 4 82 . 1 4 81.69 81.22 81.62 81.63 81.8382.00 81.50 C400 GR A D I N G P L A N F. W e g e r t F. W e g e r t 1" = 1 0 ' City of Fort Collins, ColoradoUTILITY PLAN APPROVAL Date Date Date Date DateDa t e APPROVED: City Engineer Traffic Engineer Parks & Recreation Stormwater Utility Water & Wastewater Utility CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: 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's below. before you dig.Call R ( IN FEET ) 010 10 20 30 1 INCH = 10 FEET 1.EXISTING UNDERGROUND AND OVERHEAD PUBLIC AND PRIVATE UTILITIES AS SHOWN ARE INDICATED ACCORDING TO THE BEST INFORMATION AVAILABLE TO THE ENGINEER. THE ENGINEER DOES NOT GUARANTEE THE ACCURACY OF SUCH INFORMATION. EXISTING UTILITY MAINS AND SERVICES MAY NOT BE STRAIGHT LINES OR AS INDICATED ON THESE DRAWINGS. THE CONTRACTOR SHALL BE RESPONSIBLE TO CALL ALL UTILITY COMPANIES (PUBLIC AND PRIVATE) PRIOR TO ANY CONSTRUCTION TO VERIFY EXACT UTILITY LOCATIONS. 2.SPOT ELEVATIONS SHOWN ARE FLOWLINE, EDGE OF PAVEMENT, OR EDGE OF WALK UNLESS NOTED OTHERWISE. 3.ALL DISTURBED AREAS SHALL BE REVEGETATED PER THE APPROVED LANDSCAPE PLANS. 4.ALL SOIL (NOT MULCH) IN LANDSCAPE BEDS ADJACENT TO BUILDINGS SHALL BE PLACED SUCH THAT THE TOP OF SOIL IS AT THE SAME ELEVATION AS ADJACENT SIDEWALK TO ALLOW FOR PROPER DRAINAGE. 5.CONTRACTOR SHALL COORDINATE ALL CONSTRUCTION ITEMS IMPACTING ADJACENT PROPERTIES WITH THE PROPERTY OWNERS {PRIOR} TO BEGINNING ANY CONSTRUCTION ACTIVITIES. 6.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. 7.LIMITS OF CONCRETE REPAIRS TO BE DETERMINED IN THE FIELD BY THE CITY ENGINEERING INSPECTOR. CONCRETE TO BE REMOVED JOINT TO JOINT. 8.SEE ARCHITECTURAL PLANS FOR DIMENSIONS/DESIGN OF ALL BUILDING CONCRETE DOOR STOOPS. 9.ALL PROPOSED PAVEMENT SECTIONS WITHIN THE PUBLIC RIGHT-OF-WAY SHALL BE SUBMITTED TO AND APPROVED BY THE CITY OF FORT COLLINS PRIOR TO CONSTRUCTION. SEE GENERAL NOTES FOR ADDITIONAL INFORMATION. 10.ALL ROOF DRAIN CONNECTIONS SHALL BE HIGH DENSITY POLYETHYLENE PIPE (HDPE) OR APPROVED EQUAL. THE CONTRACTOR SHALL TERMINATE THE ROOF DRAIN LATERALS 5.0-FEET OUTSIDE OF BUILDING. EXACT LOCATIONS (HORIZONTAL AND VERTICAL) OF THE ROOF DRAIN CONNECTIONS TO THE DOWNSPOUTS AT THE PROPOSED BUILDING SHALL BE COORDINATED WITH THE ARCHITECTURAL DRAWINGS. THE CONNECTION TRANSITION FROM THE SITE HDPE ROOF DRAINS TO THE INTERNAL SCH40 PVC BUILDING DRAINS SHALL BE MADE WITH A HDPE TO PVC ADAPTER. 11.THE SITE MUST BE SWEPT AND MAINTAINED TO PREVENT DIRT, SAW CUTTINGS, CONCRETE WASH, TRASH & DEBRIS, LANDSCAPE MATERIALS AND OTHER POLLUTANTS FROM ENTERING THE STORM SEWER AT ALL TIMES OR BMP'S WILL BE REQUIRED PER CITY OF FORT COLLINS NOTES: SEE DETAIL A ON SHEET C401 77.71 (77.90) PROPOSED SPOT ELEVATION EXISTING SPOT ELEVATION PROPOSED GRADE 1.8% EXISTING GRADE (1.8%) EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR 5015 5013 PROPOSED CONTOURS 80 79 PROPOSED STORM SEWER PROPOSED STORM INLET PROPOSED UNDERDRAIN UD LEGEND: EXISTING RIGHT-OF-WAY/PROPERTY LINE VAULT ELEC APPROXIMATE LIMITS OF CONSTRUCTION EXISTING CONCRETE EXISTING CURB & GUTTER PROPOSED CONCRETE PAVEMENT PROPOSED ASPHALT PAVEMENT PROPOSED VERTICAL CURB & GUTTER RD PROPOSED RAIN GARDEN/LID TREATMENT EXISTING BUILDING SAWCUT LINE EXISTING ELECTRIC VAULT EXISTING FIRE HYDRANT EXISTING TREES PROPOSED ROOF DRAIN PROPOSED BUILDING EXPANSION SEE DETAIL B ON SHEET C401 HP - HIGH POINTTC - TOP OF CONCRETETS - TOP OF STEPBS - BOTTOM OF STEPTW - TOP OF WALLBW - BOTTOM OF WALLFL - FLOWLINE OF CURBTBC - TOP BACK OF CURBCS - TOP OF CONCRETE SHELFGRD - ELEVATION AT EXTERIOR WALL OR DOOR 1 1 RE V I S E D S T O R M S E W E R C O N N E C T I O N FS W 2/ 3 / 1 7 1 No . Re v i s i o n s : By : Da t e : RE V I E W E D B Y : R. P r o v e n c i o DE S I G N E D B Y : DR A W N B Y : SC A L E : DA T E : 10 / 7 / 2 0 1 6 PR O J E C T : 99 8 - 0 0 2 Sheet Of 15 Sheets PO U D R E G A R A G E 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 . 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 1 1 1 2 2 2 2 RE V I S E D S A N I T A R Y S E W E R & F I R E S E R V I C E S FS W 3/ 1 7 / 1 7 FF = 4982.00 FF = 4981.82 4982.59 3 GR A D I N G & S T O R M S E W E R R E C O R D D W G S FS W 10 / 2 0 / 1 7 THESE RECORD DRAWINGS, PRODUCED BY NORTHERN ENGINEERING SERVICES, INC., ARE BASED IN WHOLE, OR IN PART, UPON INFORMATION PROVIDED BY OTHERS. NORTHERN ENGINEERING SERVICES, INC. ASSUMES NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION. RECORD DRAWING 3 3 UD UD UD UD UD UD UD UD UD UD EX I S T I N G S I D E W A L K EXISTING CURB PROPOSED GATE (RE: ARCHITECT) PROPOSED DUMPSTERS (RE: ARCHITECT - TYP.) PRESERVE AND PROTECT EXISTING RAMP AND HANDRAIL EX I S T I N G S I D E W A L K EXISTING TREE WELL (TYP.) PRESERVE & PROTECT EXISTING TREE (TYP.) 142 REMINGTON ST. EXISTING 1-STORY BRICK BUILDING 148 REMINGTON ST. EXISTING 2-STORY BRICK BUILDING CONNECT UNDERDRAIN TO BUILDING DRAINAGE SYSTEM AT INVERT 4977.61. SEE PLUMBING PLANS FOR CONTINUATION PROPOSED UNDERDRAIN 210 E. OAK STREET EXISTING 1-STORY BRICK BUILDING PROPOSED BUILDING FF = 4982.50 EX . S I D E W A L K PROPOSED FLOWLINE EX I S T I N G DR I V E W A Y PROPOSED 8" NYLOPLAST INLET NORTHING: 130594.55 EASTING: 195292.50 RIM: 4981.30 FINISH GROUND: 4980.50 INV IN: 4977.84 6" PVC INV OUT: 4977.74 6" PVC PROPOSED 8" NYLOPLAST INLET NORTHING: 130618.56 EASTING: 195292.63 RIM: 4981.30 FINISH GROUND: 4980.50 INV IN: 4978.18 6" PVC INV OUT: 4978.08 6" PVC PROPOSED 8" NYLOPLAST INLET NORTHING: 130632.75 EASTING: 195290.42 RIM: 4981.30 FINISH GROUND: 4980.50 INV OUT: 4978.33 6" PVC EXISTING DOOR THRESHOLD ELEV. = 4982.44 INSTALL PRIVATE CURB AGAINST EXISTING BUILDING (HEIGHT VARIES) INSTALL RETAINING WALL AGAINST EX. BUILDING (RE: STRUCTURAL ENGINEER) INSTALL TOP OF RETAINING WALL FLUSH WITH EX. SIDEWALK RD EXISTING DOOR THRESHOLD ELEV. = 4981.46 INSTALL PRIVATE CURB AGAINST EXISTING BUILDING (HEIGHT VARIES) 5' TRANSITION (SEE DETAIL) PROPOSED 100-YEAR WATER SURFACE ELEVATION = 4981.50 PROPOSED RETAINING WALL (RE: STRUCTURAL ENGINEER) MATCH PROPOSED CURB INTO EXISTING CURB MATCH INTO EXISTING FLOWLINE & TOP BACK OF CURB MATCH INTO EXISTING SIDEWALK MATCH INTO EXISTING FLOWLINE, TOP BACK OF CURB, AND SIDEWALK INSTALL PRIVATE CURB AGAINST EX. BUILDING PER STRUCTURAL ENGINEER'S RECOMMENDATIONS (HEIGHT VARIES) 0.5%0.5%0.5% 4. 5 % 3. 4 % 4. 4 % 3. 0 % 0.5% 1. 3 % 1. 2 % 1. 2 % 1. 3 % 3. 0 % 2. 0 % 3. 8 % 3. 0 % 3. 0 % 3. 0 % 3. 0 % 3. 0 % 3. 0 % 3. 0 % 3. 0 % 3. 0 % 0.5% 3. 0 % 4. 7 % (1.3% ) (1.9%) (1.3% ) (0 . 7 % ) 2. 0 % 12 . 4 2 L F 6 " P V C @ 1 . 0 0 % 24 . 0 2 L F 6 " P V C @ 1 . 0 0 % 11 . 8 9 L F 6 " P V C @ 1 . 0 0 % 3.23 LF 6" PVC @ 1.00% TBC : 8 2 . 5 0 (81. 8 1 ) TBC : 8 2 . 5 0 (81. 9 3 ) TBC : 8 2 . 5 0 (82. 0 8 ) 81.59 FL 81.67 FL 81.7 3 FL 82.5 0 TBC 82.0 0 TC 82.5 0 TS/T W 80.6 5 GRD 80. 6 5 GR D GRD : 8 0 . 6 5 TW/ C S : 8 1 . 4 1 80.6 5 GRD 80.6 5 GRD 80.6 5GRD 80.6 5 GRD 80.6 5GRD FL:81.80 CS:81.47 81.7 7 FL 80.6 5 HP 80.6 5 HP TBC : 8 2 . 5 0 (81. 6 5 ) TBC : 8 2 . 5 0 (81. 4 8 ) 81.63 FL 81.71 FL 81.77 FL 81.8 2 FL (82.25 ) (82.42 ) TW/ T B C : 8 2 . 5 0 (82. 3 0 ) TW:82.50 (82.32) TW: 8 2 . 3 6 (82. 3 6 ) TW: 8 2 . 1 7 (82. 1 7 ) TBC:82 . 5 0 (81.87 )TBC : 8 2 . 5 0 (81. 8 0 ) TBC : 8 2 . 5 0 (81. 4 7 ) 81.57 FL 81.63 FL 81.71 FL 82.5 0 TBC 81.82 FL 81.52 FL TW: 8 2 . 5 0 (81. 9 3 ) 82.00 FL TS:8 2 . 5 0 BS:8 2 . 0 0 TS:82.40 BS:81.90 TS/TW:82.40 BS:81.90 (81. 4 4 ) (81. 5 7 ) GRD:80.65 TW/CS:81.41 82.50 TBC CS:81.50 TBC:82.50 3.0%3.0% 3.0% 3.0% 4.50' FROM OUTSIDE FACE OF BUILDING TO FACE OF RETAINING WALL 1.00' FROM OUTSIDE FACE OF BUILDING TO FACE OF RETAINING WALL PROPOSED RETAINING WALL (RE: STRUCTURAL ENGINEER) CONTRACTOR TO TRANSITION TOP OF WALL ELEVATIONS WITHIN 2'. CONTRACTOR SHALL PROVIDE A VAPOR BARRIER/MEMBRANE BETWEEN EXISTING CONCRETE AND PROPOSED WALL AS RECOMMENDED BY BUILDING ARCHITECT. 81.50 CS INSTALL PRIVATE CURB AGAINST EXISTING BUILDING (HEIGHT VARIES)81.6 4 81.5 3 82.10 TBC: 8 2 . 5 6 FL:81 . 7 7 TBC:82.54FL:81.74 FL81 . 9 3 FL81 . 8 5 1.7 % MATCH INTO EXISTING FLOWLINE & TOP BACK OF CURB MATCH INTO EXISTING SIDEWALK 1.7% PROPOSED HANDICAP RAMP WITH TRUNCATED DOMES PROPOSED HANDICAP RAMP WITH TRUNCATED DOMES SAWCUT LINE (TYP.) PRESERVE AND PROTECT EX. TREE EXISTING 2-STORY BRICK BUILDING 1.8% 1. 0 % 2.0% 2.0 % 1.7% 1.4% 2. 0 % 3.1% 0.7% 2.0 % 2. 0 % 1. 7 % 2.0% 2. 0 % 4. 8 % 2.4 % 2.3% 1. 0 % 1. 0 % (1.4%) 4.5% 2.0 % 2.0 % 81.7 1 TBC 81.2 1 FL 81.4 9 FL 81. 6 5 FL/ H P 81.4 8FL 81.8 8TC 82.00 TBC 82.15 TBC 81.98 TBC 81.6 5TC 81.6 5 TC TC:8 2 . 1 4 (82. 0 4 ) TC:8 1 . 9 5 (82. 1 4 ) 81.8 4TC 81.7 7 TC 81.8 3 TC (81 . 4 6 ) FL (81. 8 9 ) TBC 81.5 6 FL 81. 9 7TC 81.8 0TC 81.4 5 FL 81.3 6 FL 81.6 0 FL 81.5 5 FL TC:8 2 . 1 0 (82. 1 4 ) TC:8 2 . 0 0 (82. 1 4 ) (82. 0 9 ) 81.2 7 FL 81.7 7 TBC 81.9 6 TC 81.8 2TC 81.9 3TC 81. 3 2 81. 5 5 81. 6 5 81. 6 8 81. 7 7 81.84 81.77 81.71 81.64 81.58 82.08 82.1 4 82.34 82.27 81 . 8 2 81. 2 8 81 . 7 0 82 . 1 4 82 . 0 7 82.11 81.8282.90 81.78 81.97 82 . 0 8 82.04 81.96 82.0282.02 81.96 81.87 No . Re v i s i o n s : By : Da t e : RE V I E W E D B Y : R. P r o v e n c i o DE S I G N E D B Y : DR A W N B Y : SC A L E : DA T E : 10 / 7 / 2 0 1 6 PR O J E C T : 99 8 - 0 0 2 Sheet Of 15 Sheets PO U D R E G A R A G E 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 . 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 C401 GR A D I N G D E T A I L S F. W e g e r t F. W e g e r t 1" = 5 ' City of Fort Collins, ColoradoUTILITY PLAN APPROVAL Date Date Date Date DateDa t e APPROVED: City Engineer Traffic Engineer Parks & Recreation Stormwater Utility Water & Wastewater Utility CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: 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's below. before you dig.Call R ( IN FEET ) 0 1 INCH = 5 FEET 5 5 10 15 1.EXISTING UNDERGROUND AND OVERHEAD PUBLIC AND PRIVATE UTILITIES AS SHOWN ARE INDICATED ACCORDING TO THE BEST INFORMATION AVAILABLE TO THE ENGINEER. THE ENGINEER DOES NOT GUARANTEE THE ACCURACY OF SUCH INFORMATION. EXISTING UTILITY MAINS AND SERVICES MAY NOT BE STRAIGHT LINES OR AS INDICATED ON THESE DRAWINGS. THE CONTRACTOR SHALL BE RESPONSIBLE TO CALL ALL UTILITY COMPANIES (PUBLIC AND PRIVATE) PRIOR TO ANY CONSTRUCTION TO VERIFY EXACT UTILITY LOCATIONS. 2.SPOT ELEVATIONS SHOWN ARE FLOWLINE, EDGE OF PAVEMENT, OR EDGE OF WALK UNLESS NOTED OTHERWISE. 3.ALL DISTURBED AREAS SHALL BE REVEGETATED PER THE APPROVED LANDSCAPE PLANS. 4.ALL SOIL (NOT MULCH) IN LANDSCAPE BEDS ADJACENT TO BUILDINGS SHALL BE PLACED SUCH THAT THE TOP OF SOIL IS AT THE SAME ELEVATION AS ADJACENT SIDEWALK TO ALLOW FOR PROPER DRAINAGE. 5.CONTRACTOR SHALL COORDINATE ALL CONSTRUCTION ITEMS IMPACTING ADJACENT PROPERTIES WITH THE PROPERTY OWNERS {PRIOR} TO BEGINNING ANY CONSTRUCTION ACTIVITIES. 6.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. 7.LIMITS OF CONCRETE REPAIRS TO BE DETERMINED IN THE FIELD BY THE CITY ENGINEERING INSPECTOR. CONCRETE TO BE REMOVED JOINT TO JOINT. 8.SEE ARCHITECTURAL PLANS FOR DIMENSIONS/DESIGN OF ALL BUILDING CONCRETE DOOR STOOPS. 9.ALL PROPOSED PAVEMENT SECTIONS WITHIN THE PUBLIC RIGHT-OF-WAY SHALL BE SUBMITTED TO AND APPROVED BY THE CITY OF FORT COLLINS PRIOR TO CONSTRUCTION. SEE GENERAL NOTES FOR ADDITIONAL INFORMATION. 10.ALL ROOF DRAIN CONNECTIONS SHALL BE HIGH DENSITY POLYETHYLENE PIPE (HDPE) OR APPROVED EQUAL. THE CONTRACTOR SHALL TERMINATE THE ROOF DRAIN LATERALS 5.0-FEET OUTSIDE OF BUILDING. EXACT LOCATIONS (HORIZONTAL AND VERTICAL) OF THE ROOF DRAIN CONNECTIONS TO THE DOWNSPOUTS AT THE PROPOSED BUILDING SHALL BE COORDINATED WITH THE ARCHITECTURAL DRAWINGS. THE CONNECTION TRANSITION FROM THE SITE HDPE ROOF DRAINS TO THE INTERNAL SCH40 PVC BUILDING DRAINS SHALL BE MADE WITH A HDPE TO PVC ADAPTER. 11.THE SITE MUST BE SWEPT AND MAINTAINED TO PREVENT DIRT, SAW CUTTINGS, CONCRETE WASH, TRASH & DEBRIS, LANDSCAPE MATERIALS AND OTHER POLLUTANTS FROM ENTERING THE STORM SEWER AT ALL TIMES OR BMP'S WILL BE REQUIRED PER CITY OF FORT COLLINS NOTES: RAIN GARDEN AND COURTYARD GRADING 1"=5' A 77.71 (77.90) PROPOSED SPOT ELEVATION EXISTING SPOT ELEVATION PROPOSED GRADE 1.8% EXISTING GRADE (1.8%) HP - HIGH POINTTC - TOP OF CONCRETETS - TOP OF STEPBS - BOTTOM OF STEPTW - TOP OF WALLBW - BOTTOM OF WALLFL - FLOWLINE OF CURBTBC - TOP BACK OF CURBCS - TOP OF CONCRETE SHELFGRD - ELEVATION AT EXTERIOR WALL OR DOOR EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR 5015 5013 PROPOSED CONTOURS 80 79 PROPOSED STORM SEWER PROPOSED STORM INLET PROPOSED UNDERDRAIN UD LEGEND: EXISTING RIGHT-OF-WAY/PROPERTY LINE VAULT ELEC APPROXIMATE LIMITS OF CONSTRUCTION EXISTING CONCRETE EXISTING CURB & GUTTER PROPOSED CONCRETE PAVEMENT PROPOSED ASPHALT PAVEMENT PROPOSED VERTICAL CURB & GUTTER RD PROPOSED RAIN GARDEN/LID TREATMENT EXISTING BUILDING SAWCUT LINE EXISTING ELECTRIC VAULT EXISTING FIRE HYDRANT EXISTING TREES PROPOSED ROOF DRAIN PROPOSED BUILDING EXPANSION GRADING FOR HANDICAP RAMPS IN SW CORNER 1"=5' B FL81.5 7TBC82.5 0 SEE DETAIL 108 ON SHEET C601 SEE DETAIL 105 ON SHEET C601 SEE DETAIL 105 ON SHEET C601 SEE DETAIL 302 ON SHEET C603 1 1 RE V I S E D S T O R M S E W E R C O N N E C T I O N FS W 2/ 3 / 1 7 81.60 81.70 81.6 7 FF = 4982.59 4982.59 4981.384980.484978.43 4981.384980.484978.284978.18 4981.40 24 . 3 5 0. 9 4 % 24 . 3 5 82.4 0 82.4 0 81.72 81.78 82.6 0 81.78 82.5 9 81.8282.63 82.6 2 81.93 82.6 3 82.1 2 82.5 4 82.1 1 81.98 82.43 82.00 82.50 80.55 81.54 82.5 4 82.5482.04 82.60 80.5 2 81.73 81.80 82.6 4 82.5 8 80.5 6 80. 5 5 82.6 0 80.6 2 82.6 2 80.5 7 80.3 7 82.4 6 82.2 8 4977.954977.85 THESE RECORD DRAWINGS, PRODUCED BY NORTHERN ENGINEERING SERVICES, INC., ARE BASED IN WHOLE, OR IN PART, UPON INFORMATION PROVIDED BY OTHERS. NORTHERN ENGINEERING SERVICES, INC. ASSUMES NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION. RECORD DRAWING 2 GR A D I N G & S T O R M S E W E R R E C O R D D W G S FS W 10 / 2 0 / 1 7 3 3 3 3