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Home My WebLink AboutSite Certifications - 09/20/20191/19 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) Chapter 3, Section 3.0 to certify as- built construction to the approved drainage and grading plans, 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 - FCSCM Ch. 6 and 7 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 Accepted 9/20/2019 WL 1/19 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: 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. 1/19 Page 3 4. Outlet Structure: 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 Ch. 8, Sec. 2.0 and Ch. 9, Sec. 5.0 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.) 1/19 Page 4 III. Storm Pipes (aka storm drains) - FCSCM Ch. 9, Sec. 4.0 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 and construction specifications. 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 Ch. 8, Sec. 2.0 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. 1/19 Page 5 V. Storm Drain Inlets - FCSCM Ch. 9, Sec. 3.0 A. Construction/Installation: All storm drain inlets have been constructed in accordance with the approved construction plans and construction specifications. 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 designation (or an equivalent): NO DUMPING – DRAINS TO POUDRE RIVER. VI. Culverts - FCSCM Ch. 9, Sec. 4.0 A. Construction/Installation: All culverts have been constructed and/or installed in accordance with the approved construction plans and construction specifications. 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 and the construction specifications. 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. 1/19 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 and construction specifications. 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 - FCSCM Ch. 8 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. 1/19 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. Permanent Erosion Control BMPs - FCSCM Ch. 9, Sec. 7.0 A. Construction: All permanent erosion control BMPs have been installed per the approved construction plans. 1. All riprap has been installed in the locations and sizes indicated on the approved construction plans. 2. All fabric has been installed in the locations and sizes indicated on the approved construction plans. a. All fabric was installed per the details on the approved construction plans. XII. Post-Construction Site Cleanup - FCSCM Ch. 3, Sec. 2.0 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. XIII. Certification of LID and Water Quality Facilities - FCSCM Ch. 7 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. XIV. Certification of Other Permanent BMPs A. The construction of other permanent BMPs not specifically addressed in this certification is in accordance with the approved plan. This may include grade control structures, rundowns, bridges, stream access/improvements, etc. Please specify other permanent BMPs included on this site: 1/19 Page 8 XV. Certification and Erosion Control Measures - FCSCM Ch. 3 A. All temporary erosion control measures shall be removed upon stabilization. If at the time of preparing this certification there are any erosion control measures still remaining on the site, please note them in the narrative and verify that they need to remain at this time. If in doubt as to the need for any control measure, please consult with the Erosion Control Inspector at erosion@fcgov.com. XVI. Statement of Compliance - FCSCM Ch. 3 A. This certification is signed and stamped. By signing this form, the engineer(s) attests that he/she has visited and observed the site, and to the best of his/her knowledge, the as-built conditions of the drainage facilities are as described in the above form and in the enclosed as-built plans. B. Failure to properly disclose all known information could result in the rejection of this certification and prevent the release of any and all Stormwater Utility permit holds on Building Permits and/or Certificates of Occupancy within this development. XVII. Signature and Stamp by a Colorado-Registered Professional Engineer Engineer’s contact information: Name: Email: Phone: Company: Address: Sign and date over stamp Stormwater Facility Name: Facility Location & Jurisdiction: User Input: Watershed Characteristics User Defined User Defined User Defined User Defined Watershed Slope =0.005 ft/ft Stage [ft]Area [ft^2]Stage [ft]Discharge [cfs] Watershed Length =178 ft 0.00 248 0.00 0.00 Watershed Area =0.22 acres 0.10 248 0.10 0.01 Watershed Imperviousness =90.0%percent 0.20 248 0.20 0.01 Percentage Hydrologic Soil Group A =percent 0.30 248 0.30 0.01 Percentage Hydrologic Soil Group B =percent 0.40 248 0.40 0.01 Percentage Hydrologic Soil Groups C/D =100.0%percent 0.50 248 0.50 0.01 0.60 248 0.60 0.01 User Input 17 0.70 248 0.70 0.01 0.80 248 0.80 0.01 0.90 248 0.90 0.01 0.91 248 0.91 0.01 WQCV Treatment Method =12.00 hours 1.00 248 1.00 0.01 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 50 Year 100 Year One-Hour Rainfall Depth =0.53 0.99 1.10 1.40 2.15 2.86 in Calculated Runoff Volume =0.006 0.016 0.019 0.024 0.038 0.052 acre-ft OPTIONAL Override Runoff Volume =acre-ft Inflow Hydrograph Volume =0.006 0.016 0.019 0.023 0.038 0.051 acre-ft Time to Drain 97% of Inflow Volume =7.4 19.0 22.3 27.7 45.2 60.6 hours Time to Drain 99% of Inflow Volume =8.3 19.7 23.0 28.5 46.2 61.9 hours Maximum Ponding Depth =0.68 2.37 2.85 3.65 6.25 8.53 WARNING! Maximum Ponded Area =0.01 0.01 0.01 0.01 0.01 0.01 acres Maximum Volume Stored =0.004 0.006 0.006 0.006 0.006 0.006 acre-ft Stormwater Detention and Infiltration Design Data Sheet Bioretention Pond A Fort Collins Jeep, 224 W Harmony Rd, Fort Collins, CO Location for 1-hr Rainfall Depths (use dropdown): Workbook Protected Worksheet Protected Pond A SDI_Design_Data_v1.08.xlsm, Design Data 9/9/2019, 5:09 PM A WQCV_Trigger =1 RunOnce=1 CountA=1 Draintime Coeff=0.8 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 0.7 0.1 1 10 FL O W [ c f s ] TIME [hr] 100YR IN 100YR OUT 50YR IN 50YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT WQCV IN WQCV OUT 0 1 2 3 4 5 6 7 8 9 0.1 1 10 100 PO N D I N G D E P T H [ f t ] DRAIN TIME [hr] 100YR 50YR 10YR 5YR 2YR WQCV Pond A SDI_Design_Data_v1.08.xlsm, Design Data 9/9/2019, 5:09 PM Stormwater Facility Name: Facility Location & Jurisdiction: User Input: Watershed Characteristics User Defined User Defined User Defined User Defined Watershed Slope =0.005 ft/ft Stage [ft]Area [ft^2]Stage [ft]Discharge [cfs] Watershed Length =195 ft 0.00 517 0.00 0.00 Watershed Area =0.33 acres 0.10 517 0.10 0.01 Watershed Imperviousness =90.0%percent 0.20 517 0.20 0.01 Percentage Hydrologic Soil Group A =percent 0.30 517 0.30 0.01 Percentage Hydrologic Soil Group B =percent 0.40 517 0.40 0.01 Percentage Hydrologic Soil Groups C/D =100.0%percent 0.50 517 0.50 0.01 0.60 517 0.60 0.01 User Input 17 0.70 517 0.70 0.01 0.80 517 0.80 0.01 0.90 517 0.90 0.01 0.95 517 0.95 0.01 WQCV Treatment Method =12.00 hours 0.98 517 0.98 0.01 1.00 517 1.00 0.01 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 50 Year 100 Year One-Hour Rainfall Depth =0.53 0.99 1.10 1.40 2.15 2.86 in Calculated Runoff Volume =0.009 0.024 0.028 0.036 0.058 0.078 acre-ft OPTIONAL Override Runoff Volume =acre-ft Inflow Hydrograph Volume =0.008 0.023 0.027 0.035 0.057 0.078 acre-ft Time to Drain 97% of Inflow Volume =11.5 27.9 32.2 41.9 67.3 91.6 hours Time to Drain 99% of Inflow Volume =13.1 29.5 33.8 43.5 69.0 93.5 hours Maximum Ponding Depth =0.56 1.77 2.08 2.79 4.59 6.33 WARNING! Maximum Ponded Area =0.01 0.01 0.01 0.01 0.01 0.01 acres Maximum Volume Stored =0.007 0.012 0.012 0.012 0.012 0.012 acre-ft Stormwater Detention and Infiltration Design Data Sheet Bioretention Pond B Fort Collins Jeep, 224 W Harmonry Rd, Fort Collins, CO Location for 1-hr Rainfall Depths (use dropdown): Workbook Protected Worksheet Protected Pond B SDI_Design_Data_v1.08.xlsm, Design Data 9/9/2019, 3:53 PM WQCV_Trigger =1 RunOnce=1 CountA=1 Draintime Coeff=0.8 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 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT WQCV IN WQCV OUT 0 1 2 3 4 5 6 7 0.1 1 10 100 PO N D I N G D E P T H [ f t ] DRAIN TIME [hr] 100YR 50YR 10YR 5YR 2YR WQCV Pond B SDI_Design_Data_v1.08.xlsm, Design Data 9/9/2019, 3:53 PM Stormwater Facility Name: Facility Location & Jurisdiction: User Input: Watershed Characteristics User Defined User Defined User Defined User Defined Watershed Slope =0.005 ft/ft Stage [ft]Area [ft^2]Stage [ft]Discharge [cfs] Watershed Length =453 ft 0.00 1,988 0.00 0.00 Watershed Area =1.57 acres 0.10 1,988 0.10 0.02 Watershed Imperviousness =90.0%percent 0.20 1,988 0.20 0.03 Percentage Hydrologic Soil Group A =percent 0.30 1,988 0.30 0.03 Percentage Hydrologic Soil Group B =percent 0.40 1,988 0.40 0.03 Percentage Hydrologic Soil Groups C/D =100.0%percent 0.50 1,988 0.50 0.03 0.60 1,988 0.60 0.03 User Input 17 0.70 1,988 0.70 0.03 0.80 1,988 0.80 0.03 0.90 1,988 0.90 0.03 1.00 1,988 1.00 0.03 WQCV Treatment Method =12.00 hours 1.07 1,988 1.07 0.03 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 50 Year 100 Year One-Hour Rainfall Depth =0.53 0.99 1.10 1.40 2.15 2.86 in Calculated Runoff Volume =0.042 0.113 0.133 0.171 0.274 0.373 acre-ft OPTIONAL Override Runoff Volume =acre-ft Inflow Hydrograph Volume =0.042 0.113 0.132 0.170 0.273 0.372 acre-ft Time to Drain 97% of Inflow Volume =19.7 45.4 52.7 67.3 107.3 146.1 hours Time to Drain 99% of Inflow Volume =22.7 48.4 55.6 70.3 110.6 149.8 hours Maximum Ponding Depth =0.79 2.31 2.73 3.56 5.81 7.98 WARNING! Maximum Ponded Area =0.05 0.05 0.05 0.05 0.05 0.05 acres Maximum Volume Stored =0.036 0.049 0.049 0.049 0.049 0.049 acre-ft Location for 1-hr Rainfall Depths (use dropdown): Workbook Protected Worksheet Protected Stormwater Detention and Infiltration Design Data Sheet Bioretention Pond C Fort Collins Jeep 224 W Harmony Rd, Fort Collins, CO Pond C SDI_Design_Data_v1.08.xlsm, Design Data 9/9/2019, 12:10 PM WQCV_Trigger =1 RunOnce=1 CountA=1 Draintime Coeff=0.8 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 3.5 4 4.5 5 0.1 1 10 FL O W [ c f s ] TIME [hr] 100YR IN 100YR OUT 50YR IN 50YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT WQCV IN WQCV OUT 0 1 2 3 4 5 6 7 8 9 0.1 1 10 100 PO N D I N G D E P T H [ f t ] DRAIN TIME [hr] 100YR 50YR 10YR 5YR 2YR WQCV Pond C SDI_Design_Data_v1.08.xlsm, Design Data 9/9/2019, 12:10 PM Project: Basin ID: Depth Increment = 0.1 ft Required Volume Calculation Media Surface -- 0.00 -- -- -- 248 0.006 Selected BMP Type =RG -- 0.10 -- -- -- 248 0.006 27 0.001 Watershed Area = 0.22 acres -- 0.20 -- -- -- 248 0.006 52 0.001 Watershed Length = 178 ft -- 0.30 -- -- -- 248 0.006 80 0.002 Watershed Slope = 0.005 ft/ft -- 0.40 -- -- -- 248 0.006 108 0.002 Watershed Imperviousness = 90.00% percent -- 0.50 -- -- -- 248 0.006 136 0.003 Percentage Hydrologic Soil Group A = 0.0% percent -- 0.60 -- -- -- 248 0.006 165 0.004 Percentage Hydrologic Soil Group B = 0.0% percent -- 0.70 -- -- -- 248 0.006 193 0.004 Percentage Hydrologic Soil Groups C/D = 100.0% percent -- 0.80 -- -- -- 248 0.006 221 0.005 Desired WQCV Drain Time = 12.0 hours -- 0.90 -- -- -- 248 0.006 249 0.006 Location for 1-hr Rainfall Depths = User Input WQCV -- 0.91 -- -- -- 248 0.006 252 0.006 Water Quality Capture Volume (WQCV) = 0.006 acre-feet -- 1.00 -- -- -- 248 0.006 277 0.006 Excess Urban Runoff Volume (EURV) = 0.020 acre-feet -- -- -- -- 2-yr Runoff Volume (P1 = 0.99 in.) = 0.016 acre-feet 0.99 inches -- -- -- -- 5-yr Runoff Volume (P1 = 1.1 in.) = 0.019 acre-feet 1.10 inches -- -- -- -- 10-yr Runoff Volume (P1 = 1.4 in.) = 0.024 acre-feet 1.40 inches -- -- -- -- 25-yr Runoff Volume (P1 = 1.99 in.) = 0.035 acre-feet 1.99 inches -- -- -- -- 50-yr Runoff Volume (P1 = 2.15 in.) = 0.038 acre-feet 2.15 inches -- -- -- -- 100-yr Runoff Volume (P1 = 2.86 in.) = 0.052 acre-feet 2.86 inches -- -- -- -- 500-yr Runoff Volume (P1 = 3.89 in.) = 0.073 acre-feet 3.89 inches -- -- -- -- Approximate 2-yr Detention Volume = 0.015 acre-feet -- -- -- -- Approximate 5-yr Detention Volume = 0.017 acre-feet -- -- -- -- Approximate 10-yr Detention Volume = 0.022 acre-feet -- -- -- -- Approximate 25-yr Detention Volume = 0.029 acre-feet -- -- -- -- Approximate 50-yr Detention Volume = 0.029 acre-feet -- -- -- -- Approximate 100-yr Detention Volume = 0.035 acre-feet -- -- -- -- -- -- -- -- Stage-Storage Calculation -- -- -- -- Zone 1 Volume (WQCV) = 0.006 acre-feet -- -- -- -- Select Zone 2 Storage Volume (Optional) =acre-feet -- -- -- -- Select Zone 3 Storage Volume (Optional) =acre-feet -- -- -- -- Total Detention Basin Volume = 0.006 acre-feet -- -- -- -- Initial Surcharge Volume (ISV) = N/A ft^3 -- -- -- -- Initial Surcharge Depth (ISD) = N/A ft -- -- -- -- Total Available Detention Depth (Htotal ) =user ft -- -- -- -- Depth of Trickle Channel (HTC) =N/A ft -- -- -- -- Slope of Trickle Channel (STC) =N/A ft/ft -- -- -- -- Slopes of Main Basin Sides (Smain) =user H:V -- -- -- -- Basin Length-to-Width Ratio (RL/W) =user -- -- -- -- Optional User Override 1-hr Precipitation Total detention volume is less than 100-year volume. Volume (ft^3) Volume (ac-ft) Area (acre) DETENTION BASIN STAGE-STORAGE TABLE BUILDER Optional Override Area (ft^2) Length (ft) Optional Override Stage (ft) Stage (ft) Stage - Storage Description Area (ft^2) Width (ft) 16-018 Fort Collins Jeep Bioretention Pond A UD-Detention, Version 3.07 (February 2017) Example Zone Configuration (Retention Pond) Bioretention Pond A ASB.xlsm, Basin 9/12/2019, 9:31 AM Project: Basin ID: Stage (ft) Zone Volume (ac-ft) Outlet Type Zone 1 (WQCV)0.92 0.006 Filtration Media Zone 2 Zone 3 0.006 Total User Input: Orifice at Underdrain Outlet (typically used to drain WQCV in a Filtration BMP)Calculated Parameters for Underdrain Underdrain Orifice Invert Depth = 2.00 ft (distance below the filtration media surface) Underdrain Orifice Area = 0.0 ft2 Underdrain Orifice Diameter = 0.38 inches Underdrain Orifice Centroid = 0.02 feet User Input: Orifice Plate with one or more orifices or Elliptical Slot Weir (typically used to drain WQCV and/or EURV in a sedimentation BMP) Calculated Parameters for Plate Invert of Lowest Orifice = ft (relative to basin bottom at Stage = 0 ft) WQ Orifice Area per Row = N/A ft2 Depth at top of Zone using Orifice Plate = ft (relative to basin bottom at Stage = 0 ft)Elliptical Half-Width = N/A feet Orifice Plate: Orifice Vertical Spacing = inches Elliptical Slot Centroid = N/A feet Orifice Plate: Orifice Area per Row = inches Elliptical Slot Area = N/A ft2 User Input: Stage and Total Area of Each Orifice Row (numbered from lowest to highest) Row 1 (optional) Row 2 (optional) Row 3 (optional) Row 4 (optional) Row 5 (optional) Row 6 (optional) Row 7 (optional) Row 8 (optional) Stage of Orifice Centroid (ft) Orifice Area (sq. inches) Row 9 (optional) Row 10 (optional) Row 11 (optional) Row 12 (optional) Row 13 (optional) Row 14 (optional) Row 15 (optional) Row 16 (optional) Stage of Orifice Centroid (ft) Orifice Area (sq. inches) User Input: Vertical Orifice (Circular or Rectangular)Calculated Parameters for Vertical Orifice Not Selected Not Selected Not Selected Not Selected Invert of Vertical Orifice =ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Area =ft2 Depth at top of Zone using Vertical Orifice =ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Centroid =feet Vertical Orifice Diameter =inches User Input: Overflow Weir (Dropbox) and Grate (Flat or Sloped)Calculated Parameters for Overflow Weir Not Selected Not Selected Not Selected Not Selected Overflow Weir Front Edge Height, Ho =ft (relative to basin bottom at Stage = 0 ft)Height of Grate Upper Edge, Ht =feet Overflow Weir Front Edge Length =feet Over Flow Weir Slope Length =feet Overflow Weir Slope =H:V (enter zero for flat grate) Grate Open Area / 100-yr Orifice Area =should be > 4 Horiz. Length of Weir Sides =feet Overflow Grate Open Area w/o Debris =ft2 Overflow Grate Open Area % =%, grate open area/total area Overflow Grate Open Area w/ Debris =ft2 Debris Clogging % =% User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectangular Orifice)Calculated Parameters for Outlet Pipe w/ Flow Restriction Plate Not Selected Not Selected Not Selected Not Selected Depth to Invert of Outlet Pipe =ft (distance below basin bottom at Stage = 0 ft)Outlet Orifice Area =ft2 Circular Orifice Diameter =inches Outlet Orifice Centroid =feet Half-Central Angle of Restrictor Plate on Pipe = N/A N/A radians User Input: Emergency Spillway (Rectangular or Trapezoidal)Calculated Parameters for Spillway Spillway Invert Stage= ft (relative to basin bottom at Stage = 0 ft) Spillway Design Flow Depth= feet Spillway Crest Length = feet Stage at Top of Freeboard = feet Spillway End Slopes = H:V Basin Area at Top of Freeboard = acres Freeboard above Max Water Surface = feet Routed Hydrograph Results Design Storm Return Period =WQCV EURV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year 500 Year One-Hour Rainfall Depth (in) =0.53 1.07 0.99 1.10 1.40 1.99 2.15 2.86 3.89 Calculated Runoff Volume (acre-ft) =0.006 0.020 0.016 0.019 0.024 0.035 0.038 0.052 0.073 OPTIONAL Override Runoff Volume (acre-ft) = Inflow Hydrograph Volume (acre-ft) =0.006 0.020 0.016 0.019 0.023 0.034 0.038 0.051 0.072 Predevelopment Unit Peak Flow, q (cfs/acre) =0.00 0.00 0.01 0.06 0.19 0.58 0.73 1.15 1.83 Predevelopment Peak Q (cfs) =0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.3 0.4 Peak Inflow Q (cfs) =0.1 0.2 0.2 0.2 0.3 0.4 0.5 0.6 0.8 Peak Outflow Q (cfs) =0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ratio Peak Outflow to Predevelopment Q =N/A N/A N/A 0.5 0.2 0.1 0.0 0.0 0.0 Structure Controlling Flow =Filtration Media Filtration Media Filtration Media Filtration Media Filtration Media Filtration Media Filtration Media Filtration Media Filtration Media Max Velocity through Grate 1 (fps) =N/A N/A N/A N/A N/A N/A N/A N/A N/A Max Velocity through Grate 2 (fps) =N/A N/A N/A N/A N/A N/A N/A N/A N/A Time to Drain 97% of Inflow Volume (hours) =12 36 30 35 43 63 70 93 130 Time to Drain 99% of Inflow Volume (hours) =12 37 30 36 44 65 71 95 133 Maximum Ponding Depth (ft) =0.67 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Area at Maximum Ponding Depth (acres) =0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 Maximum Volume Stored (acre-ft) =0.004 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 Detention Basin Outlet Structure Design UD-Detention, Version 3.07 (February 2017) 16-018 Fort Collins Jeep Bioretention Pond A Example Zone Configuration (Retention Pond) Project: Basin ID: Depth Increment = 0.1 ft Required Volume Calculation Media Surface -- 0.00 -- -- -- 517 0.012 Selected BMP Type =RG -- 0.10 -- -- -- 517 0.012 52 0.001 Watershed Area = 0.33 acres -- 0.20 -- -- -- 517 0.012 98 0.002 Watershed Length = 195 ft -- 0.30 -- -- -- 517 0.012 150 0.003 Watershed Slope = 0.005 ft/ft -- 0.40 -- -- -- 517 0.012 202 0.005 Watershed Imperviousness = 90.00% percent -- 0.50 -- -- -- 517 0.012 253 0.006 Percentage Hydrologic Soil Group A = 0.0% percent -- 0.60 -- -- -- 517 0.012 305 0.007 Percentage Hydrologic Soil Group B = 0.0% percent -- 0.70 -- -- -- 517 0.012 357 0.008 Percentage Hydrologic Soil Groups C/D = 100.0% percent -- 0.80 -- -- -- 517 0.012 408 0.009 Desired WQCV Drain Time = 12.0 hours -- 0.90 -- -- -- 517 0.012 460 0.011 Location for 1-hr Rainfall Depths = User Input -- 0.95 -- -- -- 517 0.012 486 0.011 Water Quality Capture Volume (WQCV) = 0.009 acre-feet WQCV -- 0.98 -- -- -- 517 0.012 501 0.012 Excess Urban Runoff Volume (EURV) = 0.029 acre-feet -- 1.00 -- -- -- 517 0.012 512 0.012 2-yr Runoff Volume (P1 = 0.99 in.) = 0.024 acre-feet 0.99 inches -- -- -- -- 5-yr Runoff Volume (P1 = 1.1 in.) = 0.028 acre-feet 1.10 inches -- -- -- -- 10-yr Runoff Volume (P1 = 1.4 in.) = 0.036 acre-feet 1.40 inches -- -- -- -- 25-yr Runoff Volume (P1 = 1.99 in.) = 0.053 acre-feet 1.99 inches -- -- -- -- 50-yr Runoff Volume (P1 = 2.15 in.) = 0.058 acre-feet 2.15 inches -- -- -- -- 100-yr Runoff Volume (P1 = 2.86 in.) = 0.078 acre-feet 2.86 inches -- -- -- -- 500-yr Runoff Volume (P1 = 3.87 in.) = 0.108 acre-feet 3.87 inches -- -- -- -- Approximate 2-yr Detention Volume = 0.022 acre-feet -- -- -- -- Approximate 5-yr Detention Volume = 0.026 acre-feet -- -- -- -- Approximate 10-yr Detention Volume = 0.033 acre-feet -- -- -- -- Approximate 25-yr Detention Volume = 0.044 acre-feet -- -- -- -- Approximate 50-yr Detention Volume = 0.043 acre-feet -- -- -- -- Approximate 100-yr Detention Volume = 0.053 acre-feet -- -- -- -- -- -- -- -- Stage-Storage Calculation -- -- -- -- Zone 1 Volume (WQCV) = 0.009 acre-feet -- -- -- -- Select Zone 2 Storage Volume (Optional) =acre-feet -- -- -- -- Select Zone 3 Storage Volume (Optional) =acre-feet -- -- -- -- Total Detention Basin Volume = 0.009 acre-feet -- -- -- -- Initial Surcharge Volume (ISV) = N/A ft^3 -- -- -- -- Initial Surcharge Depth (ISD) = N/A ft -- -- -- -- Total Available Detention Depth (Htotal ) =user ft -- -- -- -- Depth of Trickle Channel (HTC) =N/A ft -- -- -- -- Slope of Trickle Channel (STC) =N/A ft/ft -- -- -- -- Slopes of Main Basin Sides (Smain) =user H:V -- -- -- -- Basin Length-to-Width Ratio (RL/W) =user -- -- -- -- Optional User Override 1-hr Precipitation Total detention volume is less than 100-year volume. Volume (ft^3) Volume (ac-ft) Area (acre) DETENTION BASIN STAGE-STORAGE TABLE BUILDER Optional Override Area (ft^2) Length (ft) Optional Override Stage (ft) Stage (ft) Stage - Storage Description Area (ft^2) Width (ft) 16-018 Fort Collins Jeep Bioretention Pond B UD-Detention, Version 3.07 (February 2017) Example Zone Configuration (Retention Pond) Bioretention Pond B ASB.xlsm, Basin 9/12/2019, 9:36 AM Project: Basin ID: Stage (ft) Zone Volume (ac-ft) Outlet Type Zone 1 (WQCV)0.75 0.009 Filtration Media Zone 2 Zone 3 0.009 Total User Input: Orifice at Underdrain Outlet (typically used to drain WQCV in a Filtration BMP)Calculated Parameters for Underdrain Underdrain Orifice Invert Depth = 2.00 ft (distance below the filtration media surface) Underdrain Orifice Area = 0.0 ft2 Underdrain Orifice Diameter = 0.46 inches Underdrain Orifice Centroid = 0.02 feet User Input: Orifice Plate with one or more orifices or Elliptical Slot Weir (typically used to drain WQCV and/or EURV in a sedimentation BMP) Calculated Parameters for Plate Invert of Lowest Orifice = ft (relative to basin bottom at Stage = 0 ft) WQ Orifice Area per Row = N/A ft2 Depth at top of Zone using Orifice Plate = ft (relative to basin bottom at Stage = 0 ft)Elliptical Half-Width = N/A feet Orifice Plate: Orifice Vertical Spacing = inches Elliptical Slot Centroid = N/A feet Orifice Plate: Orifice Area per Row = inches Elliptical Slot Area = N/A ft2 User Input: Stage and Total Area of Each Orifice Row (numbered from lowest to highest) Row 1 (optional) Row 2 (optional) Row 3 (optional) Row 4 (optional) Row 5 (optional) Row 6 (optional) Row 7 (optional) Row 8 (optional) Stage of Orifice Centroid (ft) Orifice Area (sq. inches) Row 9 (optional) Row 10 (optional) Row 11 (optional) Row 12 (optional) Row 13 (optional) Row 14 (optional) Row 15 (optional) Row 16 (optional) Stage of Orifice Centroid (ft) Orifice Area (sq. inches) User Input: Vertical Orifice (Circular or Rectangular)Calculated Parameters for Vertical Orifice Not Selected Not Selected Not Selected Not Selected Invert of Vertical Orifice =ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Area =ft2 Depth at top of Zone using Vertical Orifice =ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Centroid =feet Vertical Orifice Diameter =inches User Input: Overflow Weir (Dropbox) and Grate (Flat or Sloped)Calculated Parameters for Overflow Weir Not Selected Not Selected Not Selected Not Selected Overflow Weir Front Edge Height, Ho =ft (relative to basin bottom at Stage = 0 ft)Height of Grate Upper Edge, Ht =feet Overflow Weir Front Edge Length =feet Over Flow Weir Slope Length =feet Overflow Weir Slope =H:V (enter zero for flat grate) Grate Open Area / 100-yr Orifice Area =should be > 4 Horiz. Length of Weir Sides =feet Overflow Grate Open Area w/o Debris =ft2 Overflow Grate Open Area % =%, grate open area/total area Overflow Grate Open Area w/ Debris =ft2 Debris Clogging % =% User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectangular Orifice)Calculated Parameters for Outlet Pipe w/ Flow Restriction Plate Not Selected Not Selected Not Selected Not Selected Depth to Invert of Outlet Pipe =ft (distance below basin bottom at Stage = 0 ft)Outlet Orifice Area =ft2 Circular Orifice Diameter =inches Outlet Orifice Centroid =feet Half-Central Angle of Restrictor Plate on Pipe = N/A N/A radians User Input: Emergency Spillway (Rectangular or Trapezoidal)Calculated Parameters for Spillway Spillway Invert Stage= ft (relative to basin bottom at Stage = 0 ft) Spillway Design Flow Depth= feet Spillway Crest Length = feet Stage at Top of Freeboard = feet Spillway End Slopes = H:V Basin Area at Top of Freeboard = acres Freeboard above Max Water Surface = feet Routed Hydrograph Results Design Storm Return Period =WQCV EURV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year 500 Year One-Hour Rainfall Depth (in) =0.53 1.07 0.99 1.10 1.40 1.99 2.15 2.86 3.87 Calculated Runoff Volume (acre-ft) =0.009 0.029 0.024 0.028 0.036 0.053 0.058 0.078 0.108 OPTIONAL Override Runoff Volume (acre-ft) = Inflow Hydrograph Volume (acre-ft) =0.008 0.029 0.023 0.027 0.035 0.052 0.057 0.078 0.108 Predevelopment Unit Peak Flow, q (cfs/acre) =0.00 0.00 0.01 0.07 0.21 0.63 0.80 1.24 1.96 Predevelopment Peak Q (cfs) =0.0 0.0 0.0 0.0 0.1 0.2 0.3 0.4 0.6 Peak Inflow Q (cfs) =0.1 0.4 0.3 0.3 0.5 0.7 0.7 1.0 1.4 Peak Outflow Q (cfs) =0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ratio Peak Outflow to Predevelopment Q =N/A N/A N/A 0.4 0.1 0.0 0.0 0.0 0.0 Structure Controlling Flow =Filtration Media Filtration Media Filtration Media Filtration Media Filtration Media Filtration Media Filtration Media Filtration Media Filtration Media Max Velocity through Grate 1 (fps) =N/A N/A N/A N/A N/A N/A N/A N/A N/A Max Velocity through Grate 2 (fps) =N/A N/A N/A N/A N/A N/A N/A N/A N/A Time to Drain 97% of Inflow Volume (hours) =12 37 30 35 45 65 71 96 133 Time to Drain 99% of Inflow Volume (hours) =12 38 31 36 46 67 73 99 136 Maximum Ponding Depth (ft) =0.56 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Area at Maximum Ponding Depth (acres) =0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 Maximum Volume Stored (acre-ft) =0.007 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 Detention Basin Outlet Structure Design UD-Detention, Version 3.07 (February 2017) 16-018 Fort Collins Jeep Bioretention Pond B Example Zone Configuration (Retention Pond) Project: Basin ID: Depth Increment = 0.1 ft Required Volume Calculation Media Surface -- 0.00 -- -- -- 1,988 0.046 Selected BMP Type =RG -- 0.10 -- -- -- 1,988 0.046 199 0.005 Watershed Area = 1.57 acres -- 0.20 -- -- -- 1,988 0.046 378 0.009 Watershed Length = 453 ft -- 0.30 -- -- -- 1,988 0.046 577 0.013 Watershed Slope = 0.005 ft/ft -- 0.40 -- -- -- 1,988 0.046 775 0.018 Watershed Imperviousness = 90.00% percent -- 0.50 -- -- -- 1,988 0.046 974 0.022 Percentage Hydrologic Soil Group A = 0.0% percent -- 0.60 -- -- -- 1,988 0.046 1,173 0.027 Percentage Hydrologic Soil Group B = 0.0% percent -- 0.70 -- -- -- 1,988 0.046 1,372 0.031 Percentage Hydrologic Soil Groups C/D = 100.0% percent -- 0.80 -- -- -- 1,988 0.046 1,571 0.036 Desired WQCV Drain Time = 12.0 hours -- 0.90 -- -- -- 1,988 0.046 1,769 0.041 Location for 1-hr Rainfall Depths = Denver - Capitol Building -- 1.00 -- -- -- 1,988 0.046 1,968 0.045 Water Quality Capture Volume (WQCV) = 0.042 acre-feet -- 1.07 -- -- -- 1,988 0.046 2,107 0.048 Excess Urban Runoff Volume (EURV) = 0.140 acre-feet -- -- -- -- 2-yr Runoff Volume (P1 = 0.99 in.) = 0.113 acre-feet 0.99 inches -- -- -- -- 5-yr Runoff Volume (P1 = 1.1 in.) = 0.133 acre-feet 1.10 inches -- -- -- -- 10-yr Runoff Volume (P1 = 1.4 in.) = 0.171 acre-feet 1.40 inches -- -- -- -- 25-yr Runoff Volume (P1 = 1.99 in.) = 0.251 acre-feet 1.99 inches -- -- -- -- 50-yr Runoff Volume (P1 = 2.15 in.) = 0.274 acre-feet 2.15 inches -- -- -- -- 100-yr Runoff Volume (P1 = 2.86 in.) = 0.373 acre-feet 2.86 inches -- -- -- -- 500-yr Runoff Volume (P1 = 3.14 in.) = 0.419 acre-feet inches -- -- -- -- Approximate 2-yr Detention Volume = 0.106 acre-feet -- -- -- -- Approximate 5-yr Detention Volume = 0.125 acre-feet -- -- -- -- Approximate 10-yr Detention Volume = 0.158 acre-feet -- -- -- -- Approximate 25-yr Detention Volume = 0.208 acre-feet -- -- -- -- Approximate 50-yr Detention Volume = 0.204 acre-feet -- -- -- -- Approximate 100-yr Detention Volume = 0.251 acre-feet -- -- -- -- -- -- -- -- Stage-Storage Calculation -- -- -- -- Zone 1 Volume (WQCV) = 0.042 acre-feet -- -- -- -- Select Zone 2 Storage Volume (Optional) =acre-feet -- -- -- -- Select Zone 3 Storage Volume (Optional) =acre-feet -- -- -- -- Total Detention Basin Volume = 0.042 acre-feet -- -- -- -- Initial Surcharge Volume (ISV) = N/A ft^3 -- -- -- -- Initial Surcharge Depth (ISD) = N/A ft -- -- -- -- Total Available Detention Depth (Htotal ) =user ft -- -- -- -- Depth of Trickle Channel (HTC) =N/A ft -- -- -- -- Slope of Trickle Channel (STC) =N/A ft/ft -- -- -- -- Slopes of Main Basin Sides (Smain) =user H:V -- -- -- -- Basin Length-to-Width Ratio (RL/W) =user -- -- -- -- -- -- -- -- Initial Surcharge Area (AISV) =user ft^2 -- -- -- -- Surcharge Volume Length (LISV) =user ft -- -- -- -- Surcharge Volume Width (WISV) =user ft -- -- -- -- Depth of Basin Floor (HFLOOR) =user ft -- -- -- -- Length of Basin Floor (LFLOOR) =user ft -- -- -- -- Width of Basin Floor (WFLOOR) =user ft -- -- -- -- Area of Basin Floor (AFLOOR) =user ft^2 -- -- -- -- Volume of Basin Floor (VFLOOR) =user ft^3 -- -- -- -- Depth of Main Basin (HMAIN) =user ft -- -- -- -- Length of Main Basin (LMAIN) =user ft -- -- -- -- Width of Main Basin (WMAIN) =user ft -- -- -- -- Area of Main Basin (AMAIN) =user ft^2 -- -- -- -- Volume of Main Basin (VMAIN) =user ft^3 -- -- -- -- Calculated Total Basin Volume (Vtotal ) =user acre-feet -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- Optional User Override 1-hr Precipitation Total detention volume is less than 100-year volume. Volume (ft^3) Volume (ac-ft) Area (acre) DETENTION BASIN STAGE-STORAGE TABLE BUILDER Optional Override Area (ft^2) Length (ft) Optional Override Stage (ft) Stage (ft) Stage - Storage Description Area (ft^2) Width (ft) 16-018 Fort Collins Jeep Bioretention Pond C - As-Built UD-Detention, Version 3.07 (February 2017) Example Zone Configuration (Retention Pond) Bioretention Pond C As-Built.xlsm, Basin 9/12/2019, 9:40 AM 1 User Defined Stage-Area Boolean for Message 1 Equal Stage-Area Inputs Watershed L:W 1 CountA 0 Calc_S_TC H_FLOOR 127.9089 L_FLOOR_OTHER 0.00 ISV 0.00 ISV 0.00 Floor 0.00 Floor 0.93 Zone 1 (WQCV) 0.93 Zone 1 (WQCV) 0.00 Zone 2 0.00 Zone 2 0.00 Zone 3 0.00 Zone 3 DETENTION BASIN STAGE-STORAGE TABLE BUILDER UD-Detention, Version 3.07 (February 2017) 0.000 0.015 0.030 0.045 0.060 0.000 0.015 0.030 0.045 0.060 0.00 0.50 1.00 1.50 2.00 Vo l u m e ( a c - f t ) Ar e a ( a c r e s ) Stage (ft.) Area (acres)Volume (ac-ft) 0 100 200 300 400 0 5 10 15 20 0.00 0.50 1.00 1.50 2.00 Ar e a ( s q . f t . ) Le n g t h , W i d t h ( f t . ) Stage (ft) Length (ft)Width (ft)Area (sq.ft.) Bioretention Pond C As-Built.xlsm, Basin 9/12/2019, 9:40 AM Project: Basin ID: Stage (ft) Zone Volume (ac-ft) Outlet Type Zone 1 (WQCV)0.93 0.042 Zone 2 Zone 3 0.042 Total User Input: Orifice at Underdrain Outlet (typically used to drain WQCV in a Filtration BMP)Calculated Parameters for Underdrain Underdrain Orifice Invert Depth = 0.77 ft (distance below the filtration media surface) Underdrain Orifice Area = 0.0 ft2 Underdrain Orifice Diameter = 1.00 inches Underdrain Orifice Centroid = 0.04 feet User Input: Orifice Plate with one or more orifices or Elliptical Slot Weir (typically used to drain WQCV and/or EURV in a sedimentation BMP) Calculated Parameters for Plate Invert of Lowest Orifice = ft (relative to basin bottom at Stage = 0 ft) WQ Orifice Area per Row = N/A ft2 Depth at top of Zone using Orifice Plate = ft (relative to basin bottom at Stage = 0 ft)Elliptical Half-Width = N/A feet Orifice Plate: Orifice Vertical Spacing = inches Elliptical Slot Centroid = N/A feet Orifice Plate: Orifice Area per Row = inches Elliptical Slot Area = N/A ft2 User Input: Stage and Total Area of Each Orifice Row (numbered from lowest to highest) Row 1 (optional) Row 2 (optional) Row 3 (optional) Row 4 (optional) Row 5 (optional) Row 6 (optional) Row 7 (optional) Row 8 (optional) Stage of Orifice Centroid (ft) Orifice Area (sq. inches) Row 9 (optional) Row 10 (optional) Row 11 (optional) Row 12 (optional) Row 13 (optional) Row 14 (optional) Row 15 (optional) Row 16 (optional) Stage of Orifice Centroid (ft) Orifice Area (sq. inches) User Input: Vertical Orifice (Circular or Rectangular)Calculated Parameters for Vertical Orifice Not Selected Not Selected Not Selected Not Selected Invert of Vertical Orifice =ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Area =ft2 Depth at top of Zone using Vertical Orifice =ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Centroid =feet Vertical Orifice Diameter =inches User Input: Overflow Weir (Dropbox) and Grate (Flat or Sloped)Calculated Parameters for Overflow Weir Not Selected Not Selected Not Selected Not Selected Overflow Weir Front Edge Height, Ho =ft (relative to basin bottom at Stage = 0 ft)Height of Grate Upper Edge, Ht =feet Overflow Weir Front Edge Length =feet Over Flow Weir Slope Length =feet Overflow Weir Slope =H:V (enter zero for flat grate) Grate Open Area / 100-yr Orifice Area =should be > 4 Horiz. Length of Weir Sides =feet Overflow Grate Open Area w/o Debris =ft2 Overflow Grate Open Area % =%, grate open area/total area Overflow Grate Open Area w/ Debris =ft2 Debris Clogging % =% User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectangular Orifice)Calculated Parameters for Outlet Pipe w/ Flow Restriction Plate Not Selected Not Selected Not Selected Not Selected Depth to Invert of Outlet Pipe =ft (distance below basin bottom at Stage = 0 ft)Outlet Orifice Area =ft2 Circular Orifice Diameter =inches Outlet Orifice Centroid =feet Half-Central Angle of Restrictor Plate on Pipe = N/A N/A radians User Input: Emergency Spillway (Rectangular or Trapezoidal)Calculated Parameters for Spillway Spillway Invert Stage= ft (relative to basin bottom at Stage = 0 ft) Spillway Design Flow Depth= feet Spillway Crest Length = feet Stage at Top of Freeboard = feet Spillway End Slopes = H:V Basin Area at Top of Freeboard = acres Freeboard above Max Water Surface = feet Routed Hydrograph Results Design Storm Return Period =WQCV EURV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year 500 Year One-Hour Rainfall Depth (in) =0.53 1.07 0.99 1.10 1.40 1.99 2.15 2.86 3.14 Calculated Runoff Volume (acre-ft) =0.042 0.140 0.113 0.133 0.171 0.251 0.274 0.373 0.419 OPTIONAL Override Runoff Volume (acre-ft) = Inflow Hydrograph Volume (acre-ft) =0.042 0.139 0.113 0.132 0.170 0.250 0.273 0.372 0.418 Predevelopment Unit Peak Flow, q (cfs/acre) =0.00 0.00 0.01 0.07 0.20 0.60 0.76 1.19 1.52 Predevelopment Peak Q (cfs) =0.0 0.0 0.0 0.1 0.3 0.9 1.2 1.9 2.4 Peak Inflow Q (cfs) =0.5 1.7 1.4 1.6 2.0 3.0 3.2 4.4 4.9 Peak Outflow Q (cfs) =0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ratio Peak Outflow to Predevelopment Q =N/A N/A N/A 0.3 0.1 0.0 0.0 0.0 0.0 Structure Controlling Flow =Filtration Media Filtration Media Filtration Media Filtration Media Filtration Media Filtration Media Filtration Media Filtration Media Filtration Media Max Velocity through Grate 1 (fps) =N/A N/A N/A N/A N/A N/A N/A N/A N/A Max Velocity through Grate 2 (fps) =N/A N/A N/A N/A N/A N/A N/A N/A N/A Time to Drain 97% of Inflow Volume (hours) =18 50 41 47 60 86 94 126 141 Time to Drain 99% of Inflow Volume (hours) =19 51 42 49 62 89 97 130 145 Maximum Ponding Depth (ft) =0.77 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 Area at Maximum Ponding Depth (acres) =0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 Maximum Volume Stored (acre-ft) =0.035 0.048 0.048 0.048 0.048 0.048 0.048 0.048 0.048 Detention Basin Outlet Structure Design UD-Detention, Version 3.07 (February 2017) 16-018 Fort Collins Jeep Bioretention Pond C - As-Built Example Zone Configuration (Retention Pond) This unofficial copy was downloaded on Nov-02-2018 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com For additional information or an official copy, please contact Engineering Office 281 North College Fort Collins, CO 80521 USA RECORD DRAWING STATEMENT I, TROY W. DENNING, CERTIFY ALL PUBLIC WATER, WASTEWATER AND STORMWATER SYSTEM IMPROVEMENTS SHOWN HEREIN, INCLUDING ANY NOTED CHANGES OR REVISIONS, ARE IN GENERAL CONFORMANCE WITH THE DESIGN/CONSTRUCTION DOCUMENTS, PURSUANT TO THIS RECORD DRAWING COPY OF FINAL UTILITY PLANS. TROY W. DENNING P.E. 34200 DATE ACTION CIVIL ENGINEERING LLC RECORD DRAWINGS C-20 POND C CROSS SECTIONS C-21 STAIR AND CHASE GRADING PLAN STORM SEWER PLAN AND PROFILEC-22 C-23 DOUBLE CURB INLET AS-BUILT DETAIL 7/25/19 STORM SEWER PLAN AND PROFILE STORM SEWER PLAN AND PROFILE MEDIAN CURB (ASPHALT) WEST HARMONY ROAD SO U T H M A S O N S T R E E T (6 0 ' R . O . W . ) (R.O.W. WIDTH VARIES) EXIST. TRAFFIC LIGHT POLE TO BE RELOCATED BY CITY AT OWNERS EXPENSE 2-STORY METAL BUILDING W/ ADD-ONS APPROX. 31,553 S.F. FINISHED FLOOR = 5045.9 LOT 1 PEDERSEN AUTO PLAZA SUBDIVISION 2ND FILING (A S P H A L T ) BACK OF CURB BUS ROAD SS SSSSSSSS W W W W W W W W W W S S S S S S S S W W W W W W W W W W W W W S S S S S E E E E G G G E E E E E E E E E SS SS SS SS W W W W W W W TRANSFORMER N 1434390.80 E 3116578.59 N 1434320.81 E 3116577.26 N 1434215.35 E 3116603.75 N 1434215.26 E 3116608.75 N 1434133.98 E 3116607.20 N 1434133.98 E 3116612.20 N 1433909.92 E 3116607.92 N 1433912.65 E 3116980.38 N 1433925.66 E 3116993.62 N 1434389.41 E 3117002.13 4. 0 % 0.5% 4. 0 % 2.5% 3.0% 0. 5 % 2.4% 2.8% 4. 2 % 0. 5 % 0. 8 % 0. 5 % 1.7%2.2% 1.4% 1. 8 % 4.1% 2.7% 2.3% 2.0% 1. 0 % 2.4% 2.4% 2. 1 % 4. 7 % 1. 6 % 1.6% 0. 4 % 0. 4 % 1.0% 1.1% 3. 5 % 1. 2 % 1.1% 3.5% 1. 2 % 100' BNSF RAIL-ROAD R.O.W. 504 0 504 2504 4 5042 50 4 6 5044 50 4 4 50 5 0 50 4 6 50 4 7 50 4 8 50 4 9 50 4 6 50 4 0 5044 50 4 2 50 4 3 50 4 4 5046 5047 5046 5046 5047504 7 5048 5046 5046 5046 50 4 0 50 4 1 5045.14 FL 5044.47 FL 5044.38 FL5044.38 FL 5043.20 FL 5043.53 FL 5043.46 FL 5043.14 FL 5042.74 LP 5043.48 FL 5043.52 FL 5043.59 FL 5044.67 FL 5045.7 TC 5044.91 FL 5043.85 FL 5043.73 FL CURB CUT 5044.24 FL 5044.12 F L 5044.31 FL 5044.18 FL 5044.43 FL CURB CUT 5044.25 FL CURB CUT 5044.43 FL 5044.88 FL 504 4 . 7 1 F L 5045.00 FL 5045.16 FL 5045.35 FL 5044.76 FL 5044.92 FL 5045.06 FL 5046.02 FL 5045.40 FL 5045.42 FL 5044.97 FL 5044.86 FL 5044 . 8 8 F L 5043.97 FL 5043.86 FL 504 4 . 1 7 F L 5044.25 FL 5044.24 FL 5045.01 FL 5044.61 FL 5045.14 FL 5044.66 FL 5044.74 FL 5045.19 HP 5045.39 FL 5045.90 FL 5044.92 FL 5045.47 FL 5045.25 FL 5045.19 FL5045.40 FL 504 4 . 8 6 F L 5045.17 FL 5045.51 FL5045.07 FL 5045.97 FL 5045.91 FL 5045.91 FL 5045.90 FL 504 5 . 9 5 F L 504 5 . 7 6 F L 5045.89 FL 504 5 . 5 4 F L 5045.68 FL 504 5 . 6 8 F L 5045.55 FL 504 5 . 8 6 F L 50 4 5 . 7 5 F L 504 6 . 0 2 F L 504 5 . 9 5 F L 5046.03 FL 5044.17 FL 5044.01 FL 504 4 . 7 9 F L 504 4 . 7 6 F L 5042.34 FL 5042.77 FL 5042.56 FL 5045.90 FL 504 5 . 6 2 F L 504 5 . 4 7 F L 5045.67 FL 5045.51 FL 5045.42 FL 5045.75 FL 5045.90 FL 5045.90 FL 5045.75 FL 5044.72 FL 5044.72 FL5045.14 FL 5044.78 FL 5043.44 FL 5043.28 FL 5044.99 HP 5043.22 FL5043.73 FL 504 6 . 1 1 F G 5046.05 FG 504 5 . 7 9 F G 5045.72 FG 5046.69 FG 5046.66 FG 5046.38 FG 5046.35 FG 5047.17 FG 504 5 . 4 0 F L 5048.06 5046.65 5039.97 FG 5046.08 5046.27 5046.93 5046.80 5047.64 5047.34 5041.66 FL 5041.46 FL 5040.90 FL 50 4 5 . 6 0 F L CURB CUT 5045.08 FL 5045.90 FL 5042.47 FL 5042.60 FL 5043.70 FL 5044.22 FL 5044.25 FL 5042.74 FL 5042.74 FL 5043.43 FL 5043.34 FL HP 5042.55 FL 5042.45 FL 5042.22 FL 5042.74 FL 5042.74 FL 5043.41 FL HP5043.71 FG 5045.90 FL/TC 5042.34 FL 5044.54 FL 5042.97 FL 5042.71 FL 5042.41 FL 5042.37 FL 5042.41 FL 5043.61 FL 5044.48 FL 504 4 . 0 5 F L 5042.53 FL 5045.90 FL 5045.90 FL 5042.17 LP 5042.37 FL 504 5 . 8 3 F L 5044.59 FL 5044.59 FL 5044.43 FL 5044.45 FL 5044.56 FL 5042.82 FL 5042.73 HP 5044.06 FL 5043.50 FL 5045 50 4 5 50 4 3 50 4 4 504 1 50 4 2 50 4 0 50 4 2 50 4 3 50 4 0 50 4 5 50 4 4 50 4 4 5045 5044 50 4 6 5045 50 4 5 5048 50 4 6 50 4 6 50 4 7 G H TOW=5039.72 BOW=5039.62 TOW=5044.31 BOW=5043.57 5044.28 FL LANDSCAPE WALL LANDSCAPE WALL 5044.11 FL 5044.15 FL 5045.90 FL 5045.63 FL 5045.73 FL 5045.84 FL 5045.90 FL 5045.74 FL 5044.50 FL 5045.26 FL 3. 5 % 5042.36 FL 2. 5 % 2. 5 % 1. 3 % 0.5% 1.2% 5' 2.0% 8' 2'* 5038.34 FL 5039.38 FL 5038.89 FL 5038.58 FL 5039.18 FL EX I S T . G R A V E L DR I V E W A Y / P A R K I N G LOT 2 EX I S T . B L D G . TO R E M A I N EX I S T . B L D G . TO R E M A I N EXIST. WALL EXIST. LOADING DOCK EXIST. FENCE EXIST. RAILROAD TRACKS EXIST. CONC. EXIST. GATE. EXIST. CONC. CURB CUT TR A N S F O R T BU S S T O P EXIST. CONC. WALK NE W M E R C E R D I T C H C O . LA R K B O R O U G H S U B D I V I S I O N TR A C T G EX I S T . C O N C . D R I V E LOT 1 50 4 5 504 5 5046 504 6 50 4 6 5045 5046 5050 5046 50 4 6 504 7 504 8 504 9 505 1 5052 5052 505 0 50 4 8 50 4 8 50 4 9 5051 50515052 50 5 0 50 4 2 504 4 50 5 0 50 5 1 CIT Y O F F O R T C O L L I N S RE C . N O . 2 0 1 2 0 0 3 3 2 1 3 8.4% 8.4% 6'6' 2. 5 % 3. 5 % SEE SHEET C1.0 SEE SHEET C1.0 H G 15' U.E. EXIST. WALK 1. 5 % 0. 5 % 0.6% 5042.12 FL 3.3 % 5042.69 FL 5042.77 FL 5044.56 FL??? FL 5045.92 FL 5044.94 FL 504 5 5043 5043.85 FL ROLLOVER CURB AND GUTTER PAVEMENT IS TO BE FLUSH WITH TOP OF CURB WHEEL STOPS (TYPICAL) 0' CURB 0' CURB 5045.70 FL 5045.70 FL 5044.13 FL 5043.86 FL 5043.92 FL 5042.74 LP 5042.74 HP 5042.74 LP 5042.74 LP 4. 0 % 4. 7 % 3. 0 % TOP OF MEDIA=5042.74 1. 8 % 1.2% 1.2 % 2.2% 5043.78 FL 50 4 7 . 3 5 F L 50 4 7 . 1 5 F L 50 4 6 . 7 4 F L 50 4 6 . 6 8 F L 50 4 6 . 1 0 F L 5045. 6 9 F L 504 5 . 7 9 F L 504 6 . 1 9 F L 1. 2 % 1.0% 5045.68 FL SEE SHEET C-21 FOR DETAILED GRADING PLAN REVISED CURB RETURN LANDSCAPE AREA REVISED TO PROTECT EX. TREE POND C REVISED SEE SHEETS C-13 & C-20 FOR DETAILS REMOVE EX. STORAGE SHED REMOVE EX. METAL VEHICLE SHED W/ OVERHANG ADD PARKING ISLAND ~257 SF OF ADDITIONAL LANDSCAPING Feet 0 30 60 BENCHMARK: PROJECT DATUM: NAVD88 BENCHMARK #15-94, AN ALLOY CAP LOCATED ON THE RIM OF AN ELECTRIC MANHOLE ON THE NORTH SIDE OF HARMONY ROAD, APPROXIMATELY 50' EAST OF THE SOUTH 1/4 CORNER OF SECTION 35. ELEVATION = 5054.79 BENCHMARK #48-01, APPROXIMATELY 1/2 SOUTH OF HORSETOOTH ROAD, WEST OF COLLEGE AVENUE AT THE ENTRANCE OF BARNES AND NOBLE BOOKSTORE, IN THE NORTHEAST CORNER OF THEIR PARKING LOT, ON A CONCRETE CURB. ELEVATION = 5036.76 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 - 3.19' PROPERTY LINE EXISTING LOT/TRACT LINE LEGEND: S W EXISTING SANITARY SEWER EXISTING STORM SEWER EXISTING WATER MAIN EXISTING STORM MANHOLE EXISTING FIRE HYDRANT EXISTING WATER VALVE EXISTING RIGHT-OF-WAY E G EXISTING GAS MAIN X EXISTING FENCE PROPOSED CONTOUR5530 EXISTING CONTOUR5530 PROPOSED AREA OUTLET S PROPOSED SANITARY SEWER PROPOSED SIGN >>PROPOSED C.L. SWALE PROPOSED STORM SEWER W PROPOSED WATER MAIN PROPOSED FIRE HYDRANT CTV EXISTING CATV LINE EXISTING UTILITY RISER EXISTING STREET SIGN 5537.30 FL 2%PROPOSED SLOPE PROPOSED FLOWLINE ELEVATION PROPOSED STREET LIGHT EXISTING VEGETATION PROPOSED PHASING LINE EXISTING BURIED ELECTRIC LINE EXISTING SANITARY SEWER MH EXISTING ASPHALT PAVEMENT PROPOSED ROADWAY STRIPING PROPOSED ASPHALT PAVEMENT PROPOSED CONCRETE PAVEMENT PROPOSED DRAINAGE FLOW ARROW COM EXISTING COMMUNICATION LINE PROPOSED CLEANOUT HIGH POINT LOW POINT HP LP FINISH GRADEFG PROPOSED RED LANDSCAPE EXISTING RED CONCRETE * NOTE: THE STAIRS ARE SETBACK 2.0' FROM THE BACK OF SIDEWALK AS SHOWN HEREON. CITY OF FORT COLLINS, COLORADO UTILITY PLAN APPROVAL APPROVED: ____________________________________ _____________ CITY ENGINEER DATE CHECKED BY: __________________________________ ______________ WATER & WASTE WATER UTILITY DATE CHECKED BY: __________________________________ ______________ STORMWATER UTILITY DATE CHECKED BY: __________________________________ _____________ PARKS & RECREATION DATE CHECKED BY: __________________________________ _____________ TRAFFIC ENGINEER DATE CHECKED BY: __________________________________ _____________ ENVIRONMENTAL PLANNER DATE DATE SHEETS SHEET JOB NO. DSG CHK DA T E # DRN RE V I S I O N D E S C R I P T I O N AC T I O N C I V I L E N G I N E E R I N G 11 6 0 0 W H O O P I N G C R A N E D R I V E PA R K E R , C O 8 0 1 3 4 7 2 0 . 2 6 0 . 0 4 3 3 td e n n i n g @ a c t i o n c i v i l e n g . c o m 7 SCALE Know what's below. before you dig.Call R FO R T C O L L I N S J E E P FO R T C O L L I N S , C O C- 5 G R A D I N G P L A N TWD 7/24/2019 --- TWD 16-018 ---- RECORD DRAWINGS RECORD DRAWING STATEMENT I, TROY W. DENNING, CERTIFY ALL PUBLIC WATER, WASTEWATER AND STORMWATER SYSTEM IMPROVEMENTS SHOWN HEREIN, INCLUDING ANY NOTED CHANGES OR REVISIONS, ARE IN GENERAL CONFORMANCE WITH THE DESIGN/CONSTRUCTION DOCUMENTS, PURSUANT TO THIS RECORD DRAWING COPY OF FINAL UTILITY PLANS. . . TROY W. DENNING P.E. 34200 DATE ACTION CIVIL ENGINEERING LLC REVISION BUBBLE INDICATES CHANGES 7/25/19 XX X X XX X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X XXXXXXXXXXXX X X X X X X X X X X XXX X X X X X X X X X X X X X X X X X X X X X X 2-STORY METAL BUILDING W/ ADD-ONS APPROX. 31,553 S.F. FINISHED FLOOR = 5045.9 LOT 1 PEDERSEN AUTO PLAZA SUBDIVISION 2ND FILING CIT Y O F F O R T C O L L I N S RE C . N O . 2 0 1 2 0 0 3 3 2 1 3 SS SSSSSSSS W W W W W W W W W W S S S S S S S S W W W W W W W W W W W W W S S S S S E E E E G G G E E E E E E E E E SS SS SS SS W W W W W W W OIL AND SAND INTERCEPTOR (SEE DETAIL SHEET C-15) W W W W S S S S S S S S S S S S S M S S S S S S S S W W W W W W W WFDC W W W W W WV 100 LF ~ 6" PVC71 LF ~ 6" PVC 100 LF ~ 6" PVC 6" SEWER SERVICE 6" SEWER SERVICE 11 5 L F ~ 6 " P V C EX. TRAFFIC LIGHT POLE TO BE RELOCATED BY CITY AT OWNERS EXPENSE EXIST. INLET GRATE EX. TRANSFORMER, BOLLARDS AND CONCRETE PAD TO BE REMOVED AND REPLACED EXIST. WATER METER AND SERVICE LINE TO BE REMOVED BACK FIRE HYDRANT LINE EX. FIRE HYDRANT TO BE RELOCATED CLEANED AND PAINTED PER DISTRICT STANDARDS EX. SEWER SERVICE TO BE ABANDONED AT MANHOLE EX. 10" AC WATER EX. 12 " STORM 15' U.E. EX. COMMS 15' U.E. EXIST. 5' PERMANENT UTILITY ESMT. REC. NO. 20120033214 20' EMERGENCY ACCESS ESMT. 10' Type R Inlet N=1433935.78 E=3117002.31 INV. IN = 5036.95 4' FLAT TOP MH W/ SOLID ADA COMPLIANT COVER N=1433933.28 E=3117013.60 INV=5036.89 Type C Outlet Structure N=1433985.44 E=3116856.84 INV. OUT = 5040.66 6" Cleanout N=1434094.50 E=3116645.37 INV. = 5041.77 Type C Outlet Structure N=1434194.06 E=3116665.47 INV. OUT = 5042.15 6" - 90° Bend N=1434194.50 E=3116645.37 INV. = 5041.62 6" - Tee N=1434051.22 E=3116645.37 INV=5040.72 6" - 90° Bend N=1433952.53 E=3116645.37 INV. = 5040.23 6" Tee and Cleanout N=1433952.81 E=3116855.06 INV. = 5037.85 6" SD110LF ~ 6" HDPE SD100LF ~ 6" HDPE SD 6" Cleanout N=1433952.53 E=3116745.37 INV. = 5039.73 SEE SHEET C-13 FOR DETAILS SEE SHEET C-13 FOR DETAILS 8' 3' 20 ' E M E R G E N C Y AC C E S S E S M T . 20 ' E M E R G E N C Y AC C E S S E S M T . 15' DRAINAGE ESMT.15' DRAINAGE ESMT. 15' DRAINAGE ESMT. N 1434390.80 E 3116578.59 N 1434389.41 E 3117002.13 N 1433912.65 E 3116980.38 N 1433909.92 E 3116607.92 N 1434133.98 E 3116612.20 N 1434133.98 E 3116607.20 N 1434215.26 E 3116608.75 N 1434215.35 E 3116603.75 6" CLEAN-OUT N 1434336.00 E 3116767.37 6" CLEAN-OUT N 1434336.00 E 3116838.16 6" CLEAN-OUT N 1434336.00 E 3116938.16 6" CLEAN-OUT N 1434221.04 E 3116772.37 10' (ASPHALT PARKING LOT) 99 L F ~ 6 " H D P E S D 103LF ~ 6" HDPE SD 43LF ~ 6" HDPE SD 10 0 L F ~ 6 " H D P E S D 20LF ~ 6" HDPE SD 33 L F ~ 6 " H D P E S D 17LF ~ 6" HDPE SD 15' U.E. BNSF RAIL-ROAD R.O.W. 100' (ASPHALT PARKING LOT) (ASPHALT PARKING LOT) 6" CO N=1433952.74 E=3116958.01 INV=5037.36 39LF ~ 6" HDPE SD 4 24"Ø NYLOPLAST DRAIN BASIN W/ 6" OUTLETS AND 24" SOLID ADA COMPLIANT GRATE W/ SOLID ADA COMPLIANT COVER N=1433952.81 E=3116996.54 INV=5037.14 EX I S T . G R A V E L DR I V E W A Y / P A R K I N G TO R E M A I N LOT 2 EX I S T . B L D G . TO R E M A I N EX I S T . B L D G . TO R E M A I N TR A N S F O R T BU S S T O P NE W M E R C E R D I T C H C O . LA R K B O R O U G H S U B D I V I S I O N TR A C T G LOT 1 15' U.E. EXIST. FIRE HYDRANT LINE TO BE REMOVED TO PROPOSED BEND. Type C Outlet Structure N=1434051.02 E=3116661.87 INV. OUT = 5041.43 CLEANOUT RIM = 5046.84 INV=5038.58 N=1434336.133 E=3116771.508 CLEANOUT RIM = 5047.04 INV=5037.44 N=14344336.913 E=3116840.610 CLEANOUT RIM = 5045.84 SEALED SHUT N=14344337.378 E=3116940.520 WM RIM = 5043.17 N=1434303.543 E=3116989.364 WV RIM = 5043.24 N=1434303.249 E=3116992.680 6" GV AB RIM = 5041.12 N=1434325.573 E=3117053.108 EX WV RIM = 5041.08 N=1434335.044 E=3117054.287 WV RIM = 5042.67 N=1434302.327 E=3116981.752 6" C 900 PVC T.O.P = 5036.23 N=1343326.227 E=3117003.839 6" - 90° BEND FIRELINE EX. STREET LIGHT TO BE RELOCATED BY CITY AT OWNERS EXPENSE 158 LF ~ 6" C 900 PVC CORP STOP CURB STOP 175 LF~TYPE ~ 1 1/2" HDPE 1-1/2" METER 19 LF ~ 6" C 900 PVC 90° BEND W/ THRUST BLOCK 30 LF ~ 6" PVC DR18 RELOCATED STREET LIGHT CONNECT TO EXIST. 8" WATERLINE WITH WET TAP RELOCATED TRAFFIC LIGHT POLE PROPOSED BI-FOLD GATES W/ KNOX BOX PROPOSED BI-FOLD GATES W/ KNOX BOX MEDIAN CURB (ASPHALT) WEST HARMONY ROAD SO U T H M A S O N S T R E E T (R.O.W. WIDTH VARIES) EX . 8 " W A T E R EX . 8 " S A N I T A R Y EX I S T . C O N C . D R I V E KENSINGTON DRIVE (54' R.O.W.) TEL. CLEANOUT RIM = 5045.47 INV = 5041.47 N=1434219.583 E=3116794.253 CLEANOUT RIM = 5046.14 INV = 5043.14 N=1434169.641 E=3116784.322 CLEANOUT RIM = 5046.11 INV = 5043.11 N=1434171.449 E=3116784.341 SH MH RIM = 5045.86 N=1434219.062 E=3116779.789 SH MH RIM = 5045.86 N=1434219.062 E=3116779.789 1.5" HDPE 6" WET TAP58.3' 6" WET TAP W/ TB CORP STOP 4 MH RIM = 5038.81 INV(W) = 5036.45 INV(SE) = 5036.40 N=1433900.2052 E=3117003.2511 MH RIM = 5038.74 INV(W) = 5236.75 INV(SE) = 5236.73 N=1433952.6285 E=3116996.5883 DOUBLE CURB INLET FL = 5038.28 INV(N) = 5236.67 INV(SE) = 5236.60 N=143396.2370 E= 3117002.3608 INV = 5037.92 N=1433952.8003 E=3116855.0632 GRATE = 5043.23 INV(S) = 5040.55 INV(W) = 5040.61 INV(E) = 5040.62 N=1433984.9947 E=3116857.0305S CLEANOUT INV = 5040.83 N=1433985.7850 E=3116766.9480 CLEANOUT INV = 5041.42 N=1434051.1240 E=3116726.5201 BIKE RACK (4) RELOCATED PRIVATE FIRE HYDRANT EX. STORM INLET TO BE REPLACED WITH 4' Ø MANHOLE INV. OUT SW (12") = 5036.89 RELOCATE EX. "BUS STOP" SIGN EX. STORM MANHOLE INV. IN NE (12") = 5035.96 INV. IN NW (6") = 5037.3± INV. OUT SW = 5032.51 EX. SAN. MANHOLE INV. OUT N = 5031.41 EX. SAN. MANHOLE INV. IN S = 5031.18 INV. IN E = 5031.20 INV. OUT N = 5031.03 EX. SAN. MANHOLE INV. IN S = 5031.00 INV. OUT NW = 5030.90 6" SERVICE INV. = 5031.27± VEHICLE STORAGE CUSTOMER EM P L O Y E E EM P L O Y E E CU S T O M E R 4"Ø X 30" H, PIPE BOLLARDS, FILL WITH CONC. CAP AND PAINT, TYP. INSTALL @ 6' 0.C. 4" PVC STORM DRAIN CLEANOUT 4" PVC STORM DRAIN CLEANOUT 2' WIDE CURB-CUT 2' WIDE CURB-CUT 4" PVC STORM DRAIN CLEANOUT 4" PVC PERFORATED UNDERDRAIN @ 0.25% SLOPE 4" PVC STORM DRAIN CLEANOUT 4" PVC PERFORATED UNDERDRAIN @ 0.25% SLOPE 4" PVC PERFORATED UNDERDRAIN @ 0.25% SLOPE 4" PVC PERFORATED UNDERDRAIN @ 0.25% SLOPE 20' W.L. ESMT. EXIST. WALL EXIST. LOADING DOCK EXIST. FENCE EXIST. RAILROAD TRACKS EXIST. CONC. EXIST. GATE. EXIST. CONC. CURB CUT EXIST. CONC. WALK EXIST. WALK GRATE = 5044.08 INV(W) = 5041.25 INV(E) = 5041.26 N=1434050.6810 E=3116661.8426 INV = 5040.71 N=1434051.2200 E=316645.3700 INV = 5040.23 N=1433952.5348 E=3116645.3732 INV = 5040.99 N=1434904.7067 E=316645.6970 GRATE = 5045.21 INV(E) = 5042.27 INV(W) = 5042.19 N=1434194.0579 E=3116665.4732 INV = 5042.32 N=1434194.0219 E=3116686.3246 INV = 5041.62 N=1434194.5009 E=316645.3732 5 CLEANOUT INV = 5039.64 N=1433952.5348 E=3116746.3718 CLEAN-OUT NOT INSTALLED Feet 0 30 60 PROPERTY LINE LOT / TRACT LINE LEGEND: S S W W EXISTING SANITARY LINE W/ MH EXISTING STORM LINE W/ MH EXISTING WATER LINE EXISTING STORM AREA INLET EXISTING FIRE HYDRANT EXISTING WATER VALVE DYH EXISTING STORM TYPE 'R' INLET RIGHT-OF-WAY E E EXISTING ELECTRIC LINE G G EXISTING GAS LINE X X EXISTING FENCE LINE PROPOSED CONTOUR5530 EXISTING CONTOUR5530 S S PROPOSED SANITARY SEWER W/ MH PROPOSED STREET SIGN PROPOSED STORM SEWER W/ MH W W PROPOSED WATER LINE PROPOSED FIRE HYDRANT CTV EXISTING CATV LINE CENTERLINE EXISTING CONCRETE PROPOSED EASEMENT LINE EXISTING EASEMENT LINE PROPOSED WATER VALVE PROPOSED WATER FITTINGS 4 5 PROPOSED TYPE 'R' INLET EXISTING RIGHT-OF-WAY PROPOSED STREET LIGHT D S COM COM EXISTING COMMUNICATION LINE PROPOSED LANDSCAPE PROPOSED ASPHALT PROPOSED CONCRETE UTILITY EASEMENTU.E. EASEMENTESMT. RIGHT-OF-WAYR.O.W. PROPOSED RED LANDSCAPE EXISTING RED CONCRETE REVISION BUBBLE INDICATES CHANGES TO THE SITE PLAN SIDEWALK REPAIR NOTE: ANY DAMAGED CURB, GUTTER AND SIDEWALK EXISTING PRIOR TO CONSTRUCTION, AS WELL AS STREETS, SIDEWALKS, CURBS AND GUTTERS, DESTROYED, DAMAGED OR REMOVED DUE TO CONSTRUCTION OF THIS PROJECT, SHALL BE REPLACED OR RESTORED TO CITY OF FORT COLLINS STANDARDS AT THE DEVELOPER'S EXPENSE PRIOR TO THE ACCEPTANCE OF COMPLETED IMPROVEMENTS AND/OR PRIOR TO THE ISSUANCE OF THE FIRST CERTIFICATE OF OCCUPANCY. BENCHMARK: PROJECT DATUM: NAVD88 BENCHMARK #15-94, AN ALLOY CAP LOCATED ON THE RIM OF AN ELECTRIC MANHOLE ON THE NORTH SIDE OF HARMONY ROAD, APPROXIMATELY 50' EAST OF THE SOUTH 1/4 CORNER OF SECTION 35. ELEVATION = 5054.79 BENCHMARK #48-01, APPROXIMATELY 1/2 SOUTH OF HORSETOOTH ROAD, WEST OF COLLEGE AVENUE AT THE ENTRANCE OF BARNES AND NOBLE BOOKSTORE, IN THE NORTHEAST CORNER OF THEIR PARKING LOT, ON A CONCRETE CURB. ELEVATION = 5036.76 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 - 3.19' STREET CUT NOTE: 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. DATE SHEETS SHEET JOB NO. DSG CHK DA T E # DRN RE V I S I O N D E S C R I P T I O N AC T I O N C I V I L E N G I N E E R I N G 11 6 0 0 W H O O P I N G C R A N E D R I V E PA R K E R , C O 8 0 1 3 4 7 2 0 . 2 6 0 . 0 4 3 3 td e n n i n g @ a c t i o n c i v i l e n g . c o m 7 SCALE Know what's below. before you dig.Call R CITY OF FORT COLLINS, COLORADO UTILITY PLAN APPROVAL APPROVED: ____________________________________ _____________ CITY ENGINEER DATE CHECKED BY: __________________________________ ______________ WATER & WASTE WATER UTILITY DATE CHECKED BY: __________________________________ ______________ STORMWATER UTILITY DATE CHECKED BY: __________________________________ _____________ PARKS & RECREATION DATE CHECKED BY: __________________________________ _____________ TRAFFIC ENGINEER DATE CHECKED BY: __________________________________ _____________ ENVIRONMENTAL PLANNER DATE FO R T C O L L I N S J E E P FO R T C O L L I N S , C O C- 7 O V E R A L L U T I L I T Y P L A N TWD 7/25/2019 --- TWD 16-018 ---- NOTE: RUN NEW COMMUNICATIONS WIRE TO BUILDING RECORD DRAWINGS RECORD DRAWING STATEMENT I, TROY W. DENNING, CERTIFY ALL PUBLIC WATER, WASTEWATER AND STORMWATER SYSTEM IMPROVEMENTS SHOWN HEREIN, INCLUDING ANY NOTED CHANGES OR REVISIONS, ARE IN GENERAL CONFORMANCE WITH THE DESIGN/CONSTRUCTION DOCUMENTS, PURSUANT TO THIS RECORD DRAWING COPY OF FINAL UTILITY PLANS. . . TROY W. DENNING P.E. 34200 DATE ACTION CIVIL ENGINEERING LLC 7/25/19 X-SECTION A-A: POROUS LANDSCAPE DETENTION POND (BIORETENTION) DETAILS N.T.S 8" THICK SECTION OF CDOT NO. 4 AGGREGATE 12" FILTER MEDIA (SEE SPECIFICATION ON THIS SHEET. CLEANOUT ORIFICE PLATE FOR 100-YR CONTROL AT PIPE INLET 100-YR GRATE PAVEMENT WQCV ELEV POND BOTTOM ELEV OUTLET PIPE INV. 2' CATCH GUTTER & 6" CURB HEAD 2' CATCH GUTTER & 6" CURB HEAD10' X-SECTION B-B: POROUS LANDSCAPE DETENTION POND (BIORETENTION) DETAILS N.T.S PAVEMENT WITH NO CURB AND GUTTER WQCV ELEV POND BOTTOM ELEV PAVEMENT WITH NO CURB AND GUTTER WHEEL STOP 2'2' WHEEL STOP 8" 4 1 8" 4 1 18" THICK SECTION OF FILTER MEDIA (SEE "BIORETENTION/BIOSWALE CROSS SECTION" ON THIS SHEET) 8" THICK SECTION OF CDOT NO. 4 AGGREGATE DIA HOLE ORIFICE PLATE FOR UNDERDRAIN 2' X 5' FENCE NOTE: 1.CONTRACTOR IS REQUIRED TO PROVIDE SAMPLE OF THE FILTER MEDIA MATERIALS AFTER DELIVERY AND PRIOR TO PLACEMENT. DETAIL AND SPECIFICATION NOTES: 1.REFER TO SECTION B DETAILS BELOW (PER UDFCD, VOL. 3 CHAPTER 4, SECTION T-3, PAGE B-16) FOR NO-INFILTRATION SECTION. 1.FOR GEOMEMBRANE LINER/CONCRETE CONNECTION DETAILS, SEE FIGURE B-3 RIGHT. 2.FOR MATERIAL SPECIFICATION OF THE POROUS LANDSCAPE DETENTION (BIORETENTION) POND, AND IMPERMEABLE LINER SPECIFICATION REQUIREMENTS, SEE TABLE B-1 RIGHT. 3.FOR SEPARATOR FABRIC PHYSICAL REQUIREMENTS, SEE TABLE B-2. OUTLET STRUCTURE DETAIL N.T.S 4" CONTECH A-2000 SLOTTED PIPE UNDISTURBED EARTH 6" PEA GRAVEL DIAPHRAM WQCV 6" 280' 22.7' 2" 2" 4" CONTECH A-2000 SLOTTED PIPE DATE SHEETS SHEET JOB NO. DSG CHK DA T E # DRN RE V I S I O N D E S C R I P T I O N AC T I O N C I V I L E N G I N E E R I N G 11 6 0 0 W H O O P I N G C R A N E D R I V E PA R K E R , C O 8 0 1 3 4 7 2 0 . 2 6 0 . 0 4 3 3 td e n n i n g @ a c t i o n c i v i l e n g . c o m 7 SCALE Know what's below. before you dig.Call R CITY OF FORT COLLINS, COLORADO UTILITY PLAN APPROVAL APPROVED: ____________________________________ _____________ CITY ENGINEER DATE CHECKED BY: __________________________________ ______________ WATER & WASTE WATER UTILITY DATE CHECKED BY: __________________________________ ______________ STORMWATER UTILITY DATE CHECKED BY: __________________________________ _____________ PARKS & RECREATION DATE CHECKED BY: __________________________________ _____________ TRAFFIC ENGINEER DATE CHECKED BY: __________________________________ _____________ ENVIRONMENTAL PLANNER DATE FO R T C O L L I N S J E E P FO R T C O L L I N S , C O C- 1 3 D E T A I L TWD 7/24/2019 --- TWD 16-018 ---- 3' RECORD DRAWINGS RECORD DRAWING STATEMENT I, TROY W. DENNING, CERTIFY ALL PUBLIC WATER, WASTEWATER AND STORMWATER SYSTEM IMPROVEMENTS SHOWN HEREIN, INCLUDING ANY NOTED CHANGES OR REVISIONS, ARE IN GENERAL CONFORMANCE WITH THE DESIGN/CONSTRUCTION DOCUMENTS, PURSUANT TO THIS RECORD DRAWING COPY OF FINAL UTILITY PLANS. . . TROY W. DENNING P.E. 34200 DATE ACTION CIVIL ENGINEERING LLC REVISION BUBBLE INDICATES CHANGES TO ORIGINAL DESIGN 7/25/19 0+00 1+00 2+00 2+22 0+ 0 0 1+ 0 0 1+ 4 2 SECTION A-A SECTION B-B SS SS S S S S S S S S S W W W W W W W W W W W W W W W W S S S S S S W W W W W W W W W XXX X X X X XX X X X X X X X X X X X X X X X X X 4 5 WQ RELEASE STRUCTURE GRATE=5042.67 INV. OUT (6") = 5040.55 (S) INV. OUT (4") = 5040.84 (E) INV. OUT (4") = 5040.83 (W) 4" CLEANOUT FL = 5041.20 INV. IN (4") = 5040.83 (E) INV. OUT (4") = 5040.83 (N) 4" CLEANOUT FL = 5041.20 INV. IN (4") = 5040.83 (W) INV. OUT (4") = 5040.83 (N) GRATE =5042.7 INV IN=5040.62 INV IN=5040.61 X-SECTION B-B: BIORETENTION POND C SCALE 1"=2' PAVEMENT WITH NO CURB AND GUTTER 6" 4 1 9" THICK SECTION OF FILTER MEDIA 6" THICK SECTION OF CDOT NO. 4 AGGREGATE 4" CONTECH A-2000 SLOTTED PIPE 9" WHEEL STOP TOP OF MEDIA EL=5041.80 47" TYPE C INLET 6" HDPE OUTLET PIPE INV EL=5040.55 OUT 2" 9' 2' 6" 9" TOP OF MEDIA EL=5041.80 WATER QUALITY WATER SURFACE EL=5042.80 9" THICK SECTION OF FILTER MEDIA6" THICK SECTION OF CDOT NO. 4 AGGREGATE 4 1 6" 9" 4 1 X-SECTION A-A: BIORETENTION POND C SCALE 1"=2' TOP OF MEDIA EL=5041.80 WATER QUALITY WATER SURFACE EL=5042.80 CURB AND GUTTER FLOWLINE ELEVATIONS VARIES PER GRADING PLAN 0.5' CURB AND GUTTER FLOWLINE ELEVATIONS VARIES PER GRADING PLAN 11" SEPARATOR FABRIC PER TABLE B-2 SEPARATOR FABRIC PER TABLE B-2 TOP OF INLET (AS-BUILT) EL=5042.67 WALL EL=5042.67 (AS-BUILT) EL=5042.7 MEDIA SURFACE EL=5041.6 (AS-BUILT) EL=5041.7 EL=5041.7 DATE SHEETS SHEET JOB NO. DSG CHK DA T E # DRN RE V I S I O N D E S C R I P T I O N AC T I O N C I V I L E N G I N E E R I N G 11 6 0 0 W H O O P I N G C R A N E D R I V E PA R K E R , C O 8 0 1 3 4 7 2 0 . 2 6 0 . 0 4 3 3 td e n n i n g @ a c t i o n c i v i l e n g . c o m 20 SCALE Know what's below. before you dig.Call R Feet 0 20 40 FO R T C O L L I N S J E E P FO R T C O L L I N S , C O C- 2 0 P O N D C C R O S S - S E C T I O N S TWD 8/21/2019 --- TWD 16-018 ---- RECORD DRAWINGS RECORD DRAWING STATEMENT I, TROY W. DENNING, CERTIFY ALL PUBLIC WATER, WASTEWATER AND STORMWATER SYSTEM IMPROVEMENTS SHOWN HEREIN, INCLUDING ANY NOTED CHANGES OR REVISIONS, ARE IN GENERAL CONFORMANCE WITH THE DESIGN/CONSTRUCTION DOCUMENTS, PURSUANT TO THIS RECORD DRAWING COPY OF FINAL UTILITY PLANS. . . TROY W. DENNING P.E. 34200 DATE ACTION CIVIL ENGINEERING LLC REVISION BUBBLE INDICATES CHANGES TO ORIGINAL DESIGN 8/21/19 C-20 SSSS W W W W W W W W W W W W W W W W S S S S S W W W W W W 4 4 0+ 2 5 1+ 0 0 2+003+00 REMOVE EXISTING 10' TYPE R INLET REMOVE 44' OF EXISTING 12" RCP CONNECT TO EX. 12" STORM WITH OFFSET FLAT TOP 5'Ø SDMH STA: 0+84.10 (0.67' R) NUMBER 16 INLET W/ 4' WIDE BOX STA: 1+16.38 24"Ø NYLOPLAST DRAIN BASIN W/ 6" OUTLETS AND 24" SOLID ADA COMPLIANT GRATE STA: 1+34.43 29 LF~ TWO 12" RCP'S WEST HARMONY ROAD SO U T H M A S O N S T R E E T 504 0 50 3 9 504 15042504 3 50 4 0 50 4 1 50 4 2 5043 5039 5038.29 FL 0.2' 5 MH RIM = 5038.74 INV(W) = 5036.75 INV(SE) = 5036.73 N=1433952.6285 E=3116996.5883 DOUBLE CURB INLET FL = 5038.28 INV(N) = 5036.67 INV(SE) = 5036.60 N=143396.2370 E= 3117002.3608 STORM SEWER LINE A PROFILE 5030 5040 5030 5040 0+251+002+00 EX. GRADE AT PIPE CL PR. GRADE AT PIPE CL SCALE: HORIZONTAL 1"=20' VERTICAL 1"=2' 0.6' 50 3 9 . 9 0 50 3 9 . 9 0 50 3 9 . 4 3 50 3 9 . 4 3 50 4 2 . 6 4 50 4 2 . 6 4 50 4 2 . 7 0 50 4 2 . 7 0 17.98' of 6" @ 0.33% 38.53' of 6" @ 1.57% 29.21' of TWO 12" Reinforced Concrete Pipe @ 0.51%56.29' of 15" RCP @ 0.78% 24"Ø NYLOPLAST DRAIN BASIN W/ 6" OUTLETS AND 24" SOLID ADA COMPLIANT GRATE STA: 1+34.43 RIM = 5040.12 INV. IN = 5036.75 (W) INV. OUT = 5036.73 (S)DO U B L E N U M B E R 1 6 I N L E T WI D E N E D B O X ST A : 1 + 1 6 . 3 8 RI M = 5 0 3 8 . 7 9 IN V . I N = 5 0 3 6 . 6 7 ( N ) 5' D I A C O N C E N T R I C M A N H O L E ST A : 0 + 8 4 . 1 0 RI M = 5 0 3 9 . 0 6 EX . 4 ' S T M H ST A : 0 + 2 7 . 8 1 RI M = 5 0 4 0 . 6 7 IN V . I N = 5 0 3 5 . 9 6 ( N ) DATE SHEETS SHEET JOB NO. DSG CHK DA T E # DRN RE V I S I O N D E S C R I P T I O N AC T I O N C I V I L E N G I N E E R I N G 11 6 0 0 W H O O P I N G C R A N E D R I V E PA R K E R , C O 8 0 1 3 4 7 2 0 . 2 6 0 . 0 4 3 3 td e n n i n g @ a c t i o n c i v i l e n g . c o m 7 SCALE Know what's below. before you dig.Call R Feet 0 20 40 FO R T C O L L I N S J E E P FO R T C O L L I N S , C O C- 2 2 S T O R M S E W E R P L A N & P R O F I L E --- 7/24/2019 --- --- 16-018 ---- CITY OF FORT COLLINS, COLORADO UTILITY PLAN APPROVAL APPROVED: ____________________________________ _____________ CITY ENGINEER DATE CHECKED BY: __________________________________ ______________ WATER & WASTE WATER UTILITY DATE CHECKED BY: __________________________________ ______________ STORMWATER UTILITY DATE CHECKED BY: __________________________________ _____________ PARKS & RECREATION DATE CHECKED BY: __________________________________ _____________ TRAFFIC ENGINEER DATE CHECKED BY: __________________________________ _____________ ENVIRONMENTAL PLANNER DATE SIDEWALK REPAIR NOTE: ANY DAMAGED CURB, GUTTER AND SIDEWALK EXISTING PRIOR TO CONSTRUCTION, AS WELL AS STREETS, SIDEWALKS, CURBS AND GUTTERS, DESTROYED, DAMAGED OR REMOVED DUE TO CONSTRUCTION OF THIS PROJECT, SHALL BE REPLACED OR RESTORED TO CITY OF FORT COLLINS STANDARDS AT THE DEVELOPER'S EXPENSE PRIOR TO THE ACCEPTANCE OF COMPLETED IMPROVEMENTS AND/OR PRIOR TO THE ISSUANCE OF THE FIRST CERTIFICATE OF OCCUPANCY. STREET CUT NOTE: 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. UTILITY CROSSINGS: EXISTING UTILITY CROSSINGS ARE NOT SHOWN. CONTRACTOR TO LOCATE AND POTHOLE EXISTING WET AND DRY UTILITIES BEFORE DIGGING. CONTRACTOR SHALL NOTIFY ENGINEER OF RECORD OF ALL CONFLICTS BEFORE CONSTRUCTION. PROPERTY LINE LOT / TRACT LINE LEGEND: S S W W EXISTING SANITARY LINE W/ MH EXISTING STORM LINE W/ MH EXISTING WATER LINE EXISTING STORM AREA INLET EXISTING FIRE HYDRANT EXISTING WATER VALVE DYH EXISTING STORM TYPE 'R' INLET RIGHT-OF-WAY E E EXISTING ELECTRIC LINE G G EXISTING GAS LINE X X EXISTING FENCE LINE PROPOSED CONTOUR5530 EXISTING CONTOUR5530 S S PROPOSED SANITARY SEWER W/ MH PROPOSED STREET SIGN PROPOSED STORM SEWER W/ MH W W PROPOSED WATER LINE PROPOSED FIRE HYDRANT CTV EXISTING CATV LINE CENTERLINE EXISTING CONCRETE PROPOSED EASEMENT LINE EXISTING EASEMENT LINE PROPOSED WATER VALVE PROPOSED WATER FITTINGS 4 5 PROPOSED TYPE 'R' INLET EXISTING RIGHT-OF-WAY PROPOSED STREET LIGHT D S COM COM EXISTING COMMUNICATION LINE PROPOSED LANDSCAPE PROPOSED ASPHALT PROPOSED CONCRETE UTILITY EASEMENTU.E. EASEMENTESMT. RIGHT-OF-WAYR.O.W. PROPOSED RED LANDSCAPE EXISTING RED CONCRETE REVISION BUBBLE INDICATES CHANGES TO THE SITE PLAN BENCHMARK: PROJECT DATUM: NAVD88 BENCHMARK #15-94, AN ALLOY CAP LOCATED ON THE RIM OF AN ELECTRIC MANHOLE ON THE NORTH SIDE OF HARMONY ROAD, APPROXIMATELY 50' EAST OF THE SOUTH 1/4 CORNER OF SECTION 35. ELEVATION = 5054.79 BENCHMARK #48-01, APPROXIMATELY 1/2 SOUTH OF HORSETOOTH ROAD, WEST OF COLLEGE AVENUE AT THE ENTRANCE OF BARNES AND NOBLE BOOKSTORE, IN THE NORTHEAST CORNER OF THEIR PARKING LOT, ON A CONCRETE CURB. ELEVATION = 5036.76 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 - 3.19' RECORD DRAWINGS RECORD DRAWING STATEMENT I, TROY W. DENNING, CERTIFY ALL PUBLIC WATER, WASTEWATER AND STORMWATER SYSTEM IMPROVEMENTS SHOWN HEREIN, INCLUDING ANY NOTED CHANGES OR REVISIONS, ARE IN GENERAL CONFORMANCE WITH THE DESIGN/CONSTRUCTION DOCUMENTS, PURSUANT TO THIS RECORD DRAWING COPY OF FINAL UTILITY PLANS. . . TROY W. DENNING P.E. 34200 DATE ACTION CIVIL ENGINEERING LLC 7/25/19 20 C-21