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HomeMy WebLinkAboutSite Certifications - 07/28/201612/15 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 Item/Activity Yes No N/A Documentation/Submittal Requirements Excavation Post-excavation infiltration rates are consistent with design infiltration capacity (for “full or partial infiltration” designs) Impermeable Liner 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. Concrete Cut-Off Wall Meets specifications for: - Dimensions - Reinforcement - Footings Underdrain System Underdrain pipe is per design specifications At least one cleanout is provided per underdrain lateral Cleanout pipe is not perforated Cleanout covers are installed and watertight Underdrain is NOT wrapped in geotextile fabric Underdrain orifice plate installed at outlet structure Underdrain integrity tested after backfilling using TV and/or water test Aggregate 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 Protection During Construction PICP area is protected from construction site sediment, including runoff from the upstream catchment and construction equipment traffic Close Out Upstream catchment is stabilized prior to diverting runoff into PICP system 12/15 Page 3 Bioretention Cells Item/Activity Yes No N/A Documentation/Submittal Requirements Excavation Heavy equipment did not travel over bioretention cell during excavation Bottom of cell was “ripped” after excavation Photograph before/after “ripping” Bottom of cell is flat and level Photograph Excavated area is protected/surrounded by sediment/runoff control BMPs during construction Photograph Inlet Overflow inlet elevation is set above bioretention media per plan (typically 12 inches) Overflow inlet invert elevation is at least 3 inches below containment wall/berm (to direct overflow into inlet) Measure/record distance between inlet and top of containment wall/berm Upstream catchment drains to inlet Forebay Forebay is installed according to design specifications Forebay has flat, concrete bottom Outlet Structure/Overflow Outlet structure/overflow elevation is confirmed Measure/record distance from overflow to top of media filter Impermeable Liner Impermeable liner meets design specifications Impermeable liner attached to concrete perimeter wall Impermeable liner is not exposed Underdrain System Underdrain pipe is per design specifications At least one cleanout is provided per underdrain lateral Cleanout pipe is not perforated Cleanout covers are installed and watertight Underdrain is NOT wrapped in geotextile fabric Underdrain orifice plate installed at outlet structure Underdrain integrity tested after backfilling using TV and/or water test 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: Overall Site and Drainage Certification: Additional Clarification & Justification II. Channels/Swales: A. Capacity 3. The as-built spot elevations taken by the surveyor were not taken directly over the proposed spot elevations shown on the approved plan. The proposed elevations were determined and are shown along with the as-built elevation on the as-built drawing. III. Storm Pipes (aka storm drains) A. Storm Drain Pipe Capacity 3. The longitudinal slope of the pipe out of the outfall structure was proposed at 1.0% and the as-built slope is 0.42%. This slope was determined to sufficient based on the enclosed pipe capacity calculation. IV. Concrete Pans A. Construction/Installation 3. The concrete pan side slopes vary in range from greater than 1:12 to less than 1:12. This is because the pan edges needed to match existing conditions while still meeting the 0.4% longitudinal requirement that also had to tie into existing pavement/curbing. It is our opinion that the pan depth is sufficient enough to adequately convey the anticipated flows. VIII. Curb Cuts A. Construction: 4 curb cuts on the west side of the concrete bio-retention facility were called out on the plans but 3 curb cuts were installed. The curb cut on the south end of the bio- retention will therefore act as the 4 curb cut and any bypass would just flow to the outfall structure. It is our opinion then that 3 curb cuts will be sufficient. IX. Sidewalk Culverts & Chases A. Construction/Installation: An additional 6” sidewalk culvert was added to mitigate flows from the northeast downspout from traveling across the adjacent sidewalk. This is shown on the as-built drawing. O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O P ST ST DS DS DS DS DS STORM INLET GRATE = 5006.94 (5007.06) INV OUT = 5006.29(E) STORM INLET GRATE = 5007.90 (5008.15) INV IN (W) = 5005.98 (5006.25) INV OUT = 5005.98 (5006.18) 10.5 LF 6" PVC @ 1.0% (9.5 LF 6" PVC @ 0.42%) ORIFICE PLATE INV = 5006.11 (5006.21) ORIFICE PLATE DIAMETER = 3.8" (4") STORM INLET GRATE = 5007.00 (5007.02) CURB CUT ELEV = 5006.49 (5006.58) CURB CUT ELEV = 5006.74 (5006.80) CURB CUT ELEV = 5006.96 (5006.94) CURB CUT ELEV = 5007.17 (5007.14) STORM INLET GRATE ELEV = 5007.81 (5007.80) FFE = 5013.64 WINDOW SILL ELEV = (50011.67) Certification of Lot Grading: Additional Clarification & Justification 4. This building is a split level with the top floor significantly higher than the highest adjacent grade (HAG) and a basement that is below subgrade. The basement floor windows sills are sufficiently above the HAG, however. 8. The southwest roof leader on the proposed architectural roof plan was supposed to discharge flows to the west of the building (see enclosed Roof Leader Exhibit). During construction, this roof leader was relocated (Leader No. 2 in the exhibit) that directs flows to the east and the newly installed outflow orifice/structure. It was determined that this relocation had an insignificant impact when updated in the model. Also during construction, another roof leader was added (Leader No. 1 in the exhibit) which ultimately conveys flow to the south property. The additional flow to the south property from Roof Leader No. 1 was modeled with Hydraflow (the same program used to model the new Metier building’s storm system) and it was determined that this additional flow had insignificant impact on the storm facility to the south. Pond Report 2 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Friday, 06 / 24 / 2016 Pond No. 14 - East Parking Lot with Bioret. Pond Data Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 5004.30 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 5004.30 59 0 0 0.50 5004.80 59 30 30 1.00 5005.30 59 30 59 1.50 5005.80 59 30 89 2.00 5006.30 60 30 119 2.10 5006.40 67 6 125 2.20 5006.50 114 9 134 2.30 5006.60 214 16 151 2.40 5006.70 419 32 182 2.50 5006.80 679 55 237 2.60 5006.90 850 76 314 2.65 5006.95 1,692 64 377 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = 4.00 0.00 0.00 0.00 Span (in) = 4.00 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Invert El. (ft) = 5006.29 0.00 0.00 0.00 Length (ft) = 9.50 0.00 0.00 0.00 Slope (%) = 0.42 0.00 0.00 n/a N-Value = .010 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Multi-Stage = n/a No No No Crest Len (ft) = 5.00 8.00 0.00 0.00 Crest El. (ft) = 5006.86 5006.94 0.00 0.00 Weir Coeff. = 2.60 2.60 3.33 3.33 Weir Type = Broad Broad --- --- Multi-Stage = No No No No Exfil.(in/hr) = 0.000 (by Wet area) TW Elev. (ft) = 5006.50 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 5004.30 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 0.05 3 5004.35 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 0.10 6 5004.40 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 0.15 9 5004.45 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 0.20 12 5004.50 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 0.25 15 5004.55 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 0.30 18 5004.60 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 0.35 21 5004.65 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 0.40 24 5004.70 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 0.45 27 5004.75 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 0.50 30 5004.80 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 0.55 33 5004.85 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 0.60 36 5004.90 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 0.65 39 5004.95 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 0.70 41 5005.00 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 0.75 44 5005.05 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 0.80 47 5005.10 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 0.85 50 5005.15 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 0.90 53 5005.20 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 3 East Parking Lot with Bioret. Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 1.55 92 5005.85 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 1.60 95 5005.90 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 1.65 98 5005.95 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 1.70 101 5006.00 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 1.75 104 5006.05 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 1.80 107 5006.10 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 1.85 110 5006.15 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 1.90 113 5006.20 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 1.95 116 5006.25 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 2.00 119 5006.30 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 2.01 119 5006.31 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 2.02 120 5006.32 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 2.03 121 5006.33 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 2.04 121 5006.34 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 2.05 122 5006.35 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 2.06 123 5006.36 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 2.07 123 5006.37 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 2.08 124 5006.38 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 2.09 124 5006.39 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 2.10 125 5006.40 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 2.11 126 5006.41 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 2.12 127 5006.42 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 2.13 128 5006.43 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 2.14 129 5006.44 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 2.15 130 5006.45 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 2.16 131 5006.46 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 2.17 131 5006.47 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 2.18 132 5006.48 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 2.19 133 5006.49 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 2.20 134 5006.50 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 2.21 136 5006.51 0.03 oc --- --- --- 0.00 0.00 --- --- --- --- 0.033 2.22 137 5006.52 0.05 oc --- --- --- 0.00 0.00 --- --- --- --- 0.050 2.23 139 5006.53 0.06 oc --- --- --- 0.00 0.00 --- --- --- --- 0.063 2.24 141 5006.54 0.08 oc --- --- --- 0.00 0.00 --- --- --- --- 0.077 2.25 142 5006.55 0.08 oc --- --- --- 0.00 0.00 --- --- --- --- 0.081 2.26 144 5006.56 0.08 oc --- --- --- 0.00 0.00 --- --- --- --- 0.084 2.27 146 5006.57 0.09 oc --- --- --- 0.00 0.00 --- --- --- --- 0.087 2.28 147 5006.58 0.09 oc --- --- --- 0.00 0.00 --- --- --- --- 0.089 2.29 149 5006.59 0.09 oc --- --- --- 0.00 0.00 --- --- --- --- 0.091 2.30 151 5006.60 0.09 oc --- --- --- 0.00 0.00 --- --- --- --- 0.094 2.31 154 5006.61 0.09 oc --- --- --- 0.00 0.00 --- --- --- --- 0.095 2.32 157 5006.62 0.09 oc --- --- --- 0.00 0.00 --- --- --- --- 0.095 2.33 160 5006.63 0.10 oc --- --- --- 0.00 0.00 --- --- --- --- 0.100 2.34 163 5006.64 0.11 oc --- --- --- 0.00 0.00 --- --- --- --- 0.110 2.35 166 5006.65 0.12 oc --- --- --- 0.00 0.00 --- --- --- --- 0.120 2.36 170 5006.66 0.13 oc --- --- --- 0.00 0.00 --- --- --- --- 0.129 2.37 173 5006.67 0.14 oc --- --- --- 0.00 0.00 --- --- --- --- 0.136 2.38 176 5006.68 0.14 oc --- --- --- 0.00 0.00 --- --- --- --- 0.144 2.39 179 5006.69 0.15 oc --- --- --- 0.00 0.00 --- --- --- --- 0.151 2.40 182 5006.70 0.16 oc --- --- --- 0.00 0.00 --- --- --- --- 0.160 2.41 188 5006.71 0.17 oc --- --- --- 0.00 0.00 --- --- --- --- 0.165 2.42 193 5006.72 0.17 oc --- --- --- 0.00 0.00 --- --- --- --- 0.172 2.43 199 5006.73 0.18 oc --- --- --- 0.00 0.00 --- --- --- --- 0.178 2.44 204 5006.74 0.18 oc --- --- --- 0.00 0.00 --- --- --- --- 0.184 2.45 210 5006.75 0.19 oc --- --- --- 0.00 0.00 --- --- --- --- 0.190 4 East Parking Lot with Bioret. Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 2.62 333 5006.92 0.27 oc --- --- --- 0.17 0.00 --- --- --- --- 0.437 2.62 339 5006.92 0.27 oc --- --- --- 0.19 0.00 --- --- --- --- 0.457 2.63 345 5006.92 0.27 oc --- --- --- 0.21 0.00 --- --- --- --- 0.483 2.63 352 5006.93 0.27 oc --- --- --- 0.24 0.00 --- --- --- --- 0.512 2.64 358 5006.93 0.28 oc --- --- --- 0.26 0.00 --- --- --- --- 0.539 2.64 364 5006.94 0.28 oc --- --- --- 0.29 0.00 --- --- --- --- 0.568 2.65 371 5006.94 0.28 ic --- --- --- 0.32 0.01 --- --- --- --- 0.601 2.65 377 5006.95 0.28 ic --- --- --- 0.35 0.02 --- --- --- --- 0.656 ...End Culvert Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Jun 23 2016 Metier As-Built Pipe Capacity Calculation Invert Elev Dn (ft) = 5006.25 Pipe Length (ft) = 9.50 Slope (%) = 0.42 Invert Elev Up (ft) = 5006.29 Rise (in) = 6.0 Shape = Circular Span (in) = 6.0 No. Barrels = 1 n-Value = 0.010 Culvert Type = Circular Pipe, Beveled Ring Entrance Culvert Entrance = 45D bevels Coeff. K,M,c,Y,k = 0.0018, 2.5, 0.03, 0.74, 0.2 Embankment Top Elevation (ft) = 5008.00 Top Width (ft) = 9.00 Crest Width (ft) = 10.00 Calculations Qmin (cfs) = 0.29 Qmax (cfs) = 0.29 Tailwater Elev (ft) = 5006.5 Highlighted Qtotal (cfs) = 0.29 Qpipe (cfs) = 0.29 Qovertop (cfs) = 0.00 Veloc Dn (ft/s) = 2.66 Veloc Up (ft/s) = 2.64 HGL Dn (ft) = 5006.52 HGL Up (ft) = 5006.56 Hw Elev (ft) = 5006.68 Hw/D (ft) = 0.77 Flow Regime = Inlet Control DN DW REF. REF. UP UP FAAP A6.3 1111 EXISTING STRUCTURE EXISTING STRUCTURE EXISTING STRUCTURE (E) BUILDING TO BE RENOVATED (E) MONUMENT SIGN PROPERTY LINE SE FRONTAGE ROAD (E) PARKING 81' - 9" LANDSCAPED AREA PER LANDSCAPE DRAWINGS (E) WALL FRAMING @ FIRST FLOOR AND ROOF TO BE DEMOLISHED AND REPLACED NEW CONSTRUCTION (E) THREE BRICK COLUMNS TO BE DEMOLISHED 9' - 0" 9' - 0" 8' - 0" 9' - 0" 9' - 0" NEW RTU PAD A0.3 1111 3' - 0" 9' - 0" 8' - 4 1/2" 10' - 4" 4' - 6" REMOVE EXISTING MECHANICAL UNIT RELOCATE GAS METER REPLACE EXISTING RAMP AND LANDING WITH NEW STAIR AND LANDING INFILL EXISTING STAIRWELL. RE: CIVIL REPLACE EXISTING LANDSCAPE WALL. RE: CIVIL REPLACE CONCRETE SIDEWALK. RE: CIVIL REMOVE EXISTING LANDSCAPE WALL. RE: CIVIL NEW CONCRETE RAMP. EXTEND WEST @ MAX. 8% SLOPE FROM Stormwater Facility Name: Facility Location & Jurisdiction: User (Input) Watershed Characteristics User Defined User Defined User Defined User Defined Watershed Slope = 0.040 ft/ft Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs] Watershed Length-to-Width Ratio = 1.50 L:W 0.00 59 0.00 0.001 Watershed Area = 0.32 acres 0.50 59 0.50 0.001 Watershed Imperviousness = 61.0% percent 1.00 38 1.00 0.001 Percentage Hydrologic Soil Group A = percent 1.50 59 1.50 0.001 Percentage Hydrologic Soil Group B = 100.0% percent 2.00 60 2.00 0.001 Percentage Hydrologic Soil Groups C/D = percent 2.10 67 2.10 0.001 2.20 114 2.20 0.050 User Input 17 2.30 214 2.30 0.094 2.40 419 2.40 0.160 2.50 679 2.50 0.220 User Input: Detention Basin Characteristics 2.60 850 2.60 0.370 WQCV Design Drain Time = 40.00 hours 2.65 1,692 2.65 6.60 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 = 0.006 0.015 0.023 0.032 0.048 0.063 0.084 acre-ft OPTIONAL Override Runoff Volume = acre-ft Inflow Hydrograph Volume = 0.006 0.014 0.023 0.031 0.048 0.062 0.083 acre-ft Time to Drain 97% of Inflow Volume = 24 22 20 18 13 9 3 hours Time to Drain 99% of Inflow Volume = 25 25 24 23 22 20 18 hours Maximum Ponding Depth = 2.28 2.52 2.60 2.60 2.61 2.61 2.62 ft Maximum Ponded Area = 0.004 0.016 0.020 0.020 0.024 0.025 0.025 acres Maximum Volume Stored = 0.003 0.005 0.007 0.007 0.007 0.007 0.007 acre-ft Location for 1-hr Rainfall Depths (use dropdown): Workbook Protected Worksheet Protected Stormwater Detention and Infiltration Design Data Sheet Metier Law Detention Facility 001 4828 South College Avenue, Fort Collins, CO; East Parking Lot SDI_Design_Data_FC_Rainfall_Detention Basin(003).xlsm, Design Data 6/28/2016, 3:16 PM Doing_Clear_Formatting Yes = CountA= 1 0 1 2 3 #N/A #N/A 0 1 2 3 #N/A #N/A Check Data Set 1 Check Data Set 1 Area Discharge Stormwater Detention and Infiltration Design Data Sheet 0 0.5 1 1.5 2 2.5 3 0.1 1 10 FLOW [cfs] TIME [hr] 100YR IN 100YR OUT 50YR IN 50YR OUT 25YR IN 25YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT WQCV IN WQCV OUT 0 0.5 1 1.5 2 2.5 3 0.1 1 10 100 PONDING DEPTH [ft] DRAIN TIME [hr] 100YR 50YR 25YR 10YR 5YR 2YR WQCV SDI_Design_Data_FC_Rainfall_Detention Basin(003).xlsm, Design Data 6/28/2016, 3:16 PM Stormwater Facility Name: Facility Location & Jurisdiction: User (Input) Watershed Characteristics User Defined User Defined User Defined User Defined Watershed Slope = 0.060 ft/ft Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs] Watershed Length-to-Width Ratio = 2.00 L:W 0.00 222 0.00 0.00132 Watershed Area = 0.10 acres 0.10 259 0.10 0.00132 Watershed Imperviousness = 21.0% percent 0.20 290 0.20 0.00132 Percentage Hydrologic Soil Group A = percent 0.30 321 0.30 0.00132 Percentage Hydrologic Soil Group B = 100.0% percent 0.40 359 0.40 0.00132 Percentage Hydrologic Soil Groups C/D = percent 0.50 404 0.50 0.00132 0.60 466 0.60 0.00132 User Input 17 0.70 542 0.70 0.00132 0.80 612 0.80 6.60000 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 = 0.001 0.001 0.003 0.005 0.010 0.014 0.020 acre-ft OPTIONAL Override Runoff Volume = acre-ft Inflow Hydrograph Volume = #N/A 0.001 0.003 0.005 0.010 0.013 0.019 acre-ft Time to Drain 97% of Inflow Volume = #N/A 11 30 50 52 51 49 hours Time to Drain 99% of Inflow Volume = #N/A 12 30 51 54 53 53 hours Maximum Ponding Depth = #N/A 0.19 0.45 0.67 0.70 0.71 0.71 ft Maximum Ponded Area = #N/A 0.007 0.009 0.012 0.012 0.013 0.013 acres Maximum Volume Stored = #N/A 0.001 0.003 0.005 0.006 0.006 0.006 acre-ft Stormwater Detention and Infiltration Design Data Sheet Metier Law Rain Garden 001 4820 South College Avenue, Fort Collins, CO; West Side of Building Location for 1-hr Rainfall Depths (use dropdown): Workbook Protected Worksheet Protected SDI_Design_Data_FC_Rainfall_RainGarden(003).xlsm, Design Data 6/29/2016, 10:52 AM 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 0.1 0.2 0.3 0.4 0.5 0.6 0.1 1 10 FLOW [cfs] 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 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.1 1 10 100 PONDING DEPTH [ft] DRAIN TIME [hr] 100YR 50YR 25YR 10YR 5YR 2YR WQCV SDI_Design_Data_FC_Rainfall_RainGarden(003).xlsm, Design Data 6/29/2016, 10:52 AM EAST LANDING UNTIL MATCHES ADJACENT SIDEWALK ELEVATION NEW CONCRETE LANDING WITH MAX. 2% CROSS SLOPE R 18' - 0" NEW CONCRETE SIDEWALK WITH MAX. 2% CROSS SLOPE NEW PLANTING AREA. SEE LANDSCAPE NEW CONCRETE SIDEWALK WITH MAX. 5% SLOPE IN DIRECTION OF TRAVEL 96' - 8 3/4" T.O. LANDING 97' - 6 1/4" T.O. LANDING EXISTING PAVING TO BE REMOVED AND REPLACED. RE: CIVIL EXISTING PAVING TO BE REMOVED AND REPLACED. RE: CIVIL REMOVE EXISTING STAIR AND LANDING. RE: CIVIL REMOVE EXISTING MECHANICAL EQUIPMENT. RE: CIVIL 18' - 0" EQ EQ EQ EQ EQ 18' - 0" EQ EQ EQ EQ NEW CONCRETE CURB RAMP. RE: CIVIL NEW PARKING STRIPING SALVAGE EXISTING ACCESSIBLE PARKING SIGN AND MOUNTING POLE NEW PARKING STRIPING NEW BARRIER CURB. RE: CIVIL REMOVE EXISTING FENCE. RE: CIVIL REMOVE EXISTING WOOD STAIR, LANDING AND CONCRETE SIDEWALK. RE: CIVIL REUSE EXISTING ACCESSIBLE PARKING SIGN NEW PARKING STRIPING REPLACE EXISTING TRASH ENCLOSURE 9' - 0" NEW UNDERGROUND CONDUIT. RE: CIVIL AND ELEC. NEW TRANSFORMER PAD. RE: ELEC. NEW WALL MOUNTED ELECTRICAL GEAR. RE: ELEC. UTILITY EASEMENT 10' - 0" ACCESS AND UTILITY EASEMENT 20' - 0" UTILITY PATH 12' - 4" NEW CONCRETE PAD AT F.D.C. COORDINATE DIMENSIONS WITH POUDRE FIRE AUTHORITY (APPROX. 3'x4' SHOWN) F.D.C. A6.2 1111 REMOVE AND REPLACE EXISTING CURB. RE: CIVIL 2.46 215 5006.76 0.19 oc --- --- --- 0.00 0.00 --- --- --- --- 0.195 2.47 221 5006.77 0.20 oc --- --- --- 0.00 0.00 --- --- --- --- 0.201 2.48 226 5006.78 0.21 oc --- --- --- 0.00 0.00 --- --- --- --- 0.206 2.49 232 5006.79 0.21 oc --- --- --- 0.00 0.00 --- --- --- --- 0.211 2.50 237 5006.80 0.22 oc --- --- --- 0.00 0.00 --- --- --- --- 0.217 2.51 245 5006.81 0.22 oc --- --- --- 0.00 0.00 --- --- --- --- 0.222 2.52 252 5006.82 0.23 oc --- --- --- 0.00 0.00 --- --- --- --- 0.227 2.53 260 5006.83 0.23 oc --- --- --- 0.00 0.00 --- --- --- --- 0.231 2.54 268 5006.84 0.24 oc --- --- --- 0.00 0.00 --- --- --- --- 0.236 2.55 275 5006.85 0.24 oc --- --- --- 0.00 0.00 --- --- --- --- 0.241 2.56 283 5006.86 0.24 oc --- --- --- 0.00 0.00 --- --- --- --- 0.245 2.57 291 5006.87 0.25 oc --- --- --- 0.01 0.00 --- --- --- --- 0.259 2.58 298 5006.88 0.25 oc --- --- --- 0.03 0.00 --- --- --- --- 0.285 2.59 306 5006.89 0.26 oc --- --- --- 0.06 0.00 --- --- --- --- 0.320 2.60 314 5006.90 0.26 oc --- --- --- 0.10 0.00 --- --- --- --- 0.367 2.61 320 5006.90 0.26 oc --- --- --- 0.12 0.00 --- --- --- --- 0.388 2.61 326 5006.91 0.27 oc --- --- --- 0.15 0.00 --- --- --- --- 0.413 Continues on next page... 0.95 56 5005.25 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 1.00 59 5005.30 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 1.05 62 5005.35 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 1.10 65 5005.40 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 1.15 68 5005.45 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 1.20 71 5005.50 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 1.25 74 5005.55 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 1.30 77 5005.60 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 1.35 80 5005.65 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 1.40 83 5005.70 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 1.45 86 5005.75 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 1.50 89 5005.80 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 Continues on next page... FFE = 5015.95 5007 5008 COLLEGE AVENUE (HIGHWAY 287) SERVICE ROAD FLOWLINE ELEV = 5008.80 (5008.92) PAN FLOWLINE ELEV = 5006.68 (5006.51) PAN FLOWLINE ELEV = 5006.11 (5006.43) 5010 5007 5008 5009 5011 5010 5011 5012 5011 5012 5010 5007 5008 5009 5007 5008 5010 5009 5011 5010 5009 5011 5010 5010 FLOWLINE ELEV = 5010.55 (5010.63) FLOWLINE ELEV = 5009.35 (5009.45) FLOWLINE ELEV = 5011.21 (5011.19) FLOWLINE ELEV = 5008.69 (5008.75) FLOWLINE ELEV = 5009.31 (5007.39) FLOWLINE ELEV = 5006.55 (5006.62) APPROX WEIR LENGTH = 8.0' ELEV: 5006.94 (±5006.94) PAN EDGE ELEV = (5006.58) PAN EDGE ELEV = (5007.01) PAN EDGE ELEV = (5006.94) PAN EDGE ELEV = (5006.56) FLOWLINE ELEV = 5010.92 (5010.72) FLOWLINE ELEV = 5010.23 (5009.97) FLOWLINE ELEV = 5010.23 (5009.86) 5011 TOP CURB ELEV = 5011.13 (5011.05) ADJACENT GRADE ELEV = 5011.40 (5011.30) ADJACENT GRADE ELEV = 5012.08 (5011.20) DS 2' SIDEWALK CHASE ADDED 6" SIDEWALK CHASE 5010 5009 5011 5010 5011 5011 5011 5011 5012 5012 5013 5011 5012 5013 5012 5011 P:\_Engineering\0215015 Metier Law Minor Amendment\DESIGN DATA\Drainage\As-Built Calculations\Metier As Built 5-31-2016.dwg, 6/29/2016 10:57:22 AM, CHARLES J. SONNIER, LAMP RYNEARSON & ASSOCIATES LAMP RYNEARSON & ASSOCIATES 4715 Innovation Drive 970.226.0342 | P Fort Collins, CO 80525 970.226.0879 | F www.LRA-Inc.com JPM 6/29/2016 METIER LAW MINOR AMENDMENT 0215015.00 4820 SOUTH COLLEGE AVE., FORT COLLINS, COLORADO, 80525 AS-BUILT GRADING PLAN 1 1 AS-BUILT NOTES: 1. AS-BUILT TOPOGRAPHIC SURFACE DEVELOPED USING SURVEY DATA PROVIDED BY NORTHERN ENGINEERING ON 05/04/2016. 2. ALL ELEVATIONS SHOWN IN PARETHESIS AND ARE RED IN COLOR ARE CONSIDERED AS-BUILT ELEVATIONS. ALL OTHER ELEVATIONS ARE PROPOSED ELEVATIONS. 5008 5008 LEGEND AS-BUILT CONTOUR PROPOSED CONTOUR PROPOSED DRAINAGE SWALE GRADE BREAK AS-BUILT ELEVATION FINISH FLOOR ELEVATION LOW POINT GRADE BREAK DOWNSPOUT FFE LP GB DS LP LP LP SW GB GB GB GB GB (5007.80) 0 SCALE: 1"= 10 10 20 10'