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Home My WebLink AboutSite Certifications - 11/17/2022Page 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 11/19 Precision Technology 11/1/2022 B2101774 Yes Yes Yes Yes Yes Yes Wes Lamarque 11/17/2022 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. 11/19 Although a spillway is called out in the detailed grading plan,it is not a formal spillway and all 100-yr flows will be conveyed through the pond outlet.Assuming the pond outlet is clogged,it appears from the as-built information that stormwater will still spill south to Precision Drive as originally intended. There are some areas steeper than 3:1 but these areas are already vegetated and stabilized. N/A N/A N/A N/A N/A N/A Yes N/A N/A Yes N/A N/A Yes 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.) 11/19 No major channels/swales were provided for the development.Minor swales have been noted in the following. The proposed grass channels between the building and TBC have mostly been removed.This is due to FG at the building being higher than designed because of the use of concrete panels for a facade and being able to be above FFE.Most of these areas now drain from the building to drive aisles now so swales were not necessary. After reviewing the inlet calcs for the outlet structure,it was determined that the 100-yr flow and WSE was controlled by the inlet and not the orifice plate. N/A N/A N/A N/A Yes 4909.22 Yes 4909.22 Yes Yes N/A N/A No Yes Yes Yes N/A Yes 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. 11/19 (Approved designs included pipe slopes of less than 0.4%,see the attached narrative.Hydraulic calculations are provided for all storm sewers that have been installed flatter than designed.) Yes Yes Yes Yes Yes Yes Yes N/A Yes Yes Yes Yes Yes Yes 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. 11/19 Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes N/A N/A N/A N/A 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. 11/19 N/A N/A N/A N/A Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes N/A 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. B.Attached is verification of the rain garden and/or sand filter flat surface area(s) and ponding volume(s). This verification includes survey of critical elevations. C.Attached is verification of the underground infiltration required volume(s), weir elevations, orifices, inspection ports and filtering fabric. This verification includes survey of critical elevations. D.All visible LID design features were verified as part of the engineer's site visit. 11/19 N/A Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes N/A Yes 11/19 Page 8 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: 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: PE Stamp Sign and date over stamp 11/1/2022 Forebays Yes Nate Stroud nate.stroud@unitedcivil.com (970)530-4044 United Civil Design Group 19 Old Town Square #238 Fort Collins,CO 80524 P RECISION T ECHNOLOGY S ITE C ERTIFICATION N ARRATIVE F ORT C OLLINS ,CO 19 OLD TOWN SQUARE #238 | FORT COLLINS, CO 80524 | 970-530-4044 | www.unitedcivil.com November 1, 2022 City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, Colorado 80521 RE: Precision Technology Fort Collins, CO Project Number: U20015 Dear Staff: United Civil has completed the Overall Site and Drainage Certification for the Precision Technology project and is providing this narrative in support of the certification form for items that have been altered during construction and/or are not in strict conformance with the approved Utility Plans or Drainage Report for the project. For the certification process, United Civil has reviewed the as-built topographic survey provided by King Surveyors and performed multiple independent site visits to review as-constructed conditions. During this process, certain items have been modified in the field during construction and the following documents those as-constructed conditions. Bioretention, Water Quality, and Detention Pond The following table provides a summary of both as-constructed detention ponds provided for the project: Pond Designation LID WQCV Required (cf) LID WQCV Provided (cf) WQCV WSEL Provided Detention Volume Required (cf) Detention Volume Provided (cf) 100-year WSEL Provided* Bioretention Pond 3,022 4,073 4909.22 8,189 8,922 4910.15 * As calculated using the as-constructed detention pond and considering the required design volume. As constructed, the bioretention pond is provided with up to 4,748 cubic feet of water quality and LID treatment. It should be noted that the LID/WQCV elevation was designed for 4909.00 being 1 foot above the pond bottom but was built up to an elevation of 4909.22. At 1 foot of elevation, the constructed pond has 3,132 cubic feet and still provides additional water quality and LID treatment. Although formal detention was not required for this project, it was provided to relieve some of the downstream stormwater infrastructure. The proposed/designed detention volume was 8,532 cubic feet up to an elevation of 4909.93 which reduced flow out of the site to the planned 12 cfs. At 0.93 feet above the grate elevation of the as-built outlet structure, the 100-year WSEL in the constructed pond would be 4910.15 and provide 8,922 cubic feet of detention. At the proposed/designed 100- yr WSEL of 4909.93, the constructed pond provides 7,644 cubic feet of detention and would release at less than 12 cfs. Because formal detention was not required and the as constructed pond is either lowering the planned flow out of the pond or over detaining what was originally planned, no negative impacts are foreseen to the overall function of the drainage system and downstream infrastructure should only be alleviated by the constructed pond. In the 100-year event, all stormwater will be conveyed through the outlet structure up to an elevation of approximately 4910.03 which corresponds to the designed 100-year detention volume of 8,190 cubic feet. Because all stormwater in the 100-year event is planned to be conveyed through the outlet structure, no spillway was designed for the pond. If the outlet structure were to be plugged, the pond would fill up to an elevation of approximately 4910.60 before spilling over the constructed sidewalk to the south where it will be collected by the inlets and storm sewer system found within Precision Drive. . P RECISION T ECHNOLOGY S ITE C ERTIFICATION N ARRATIVE F ORT C OLLINS ,CO 19 OLD TOWN SQUARE #238 | FORT COLLINS, CO 80524 | 970-530-4044 | www.unitedcivil.com Storm Sewers The Overall Site Certification form notes that all storm sewers shall be provided with minimum slopes of 0.4%. The approved utility plans provided for several storm sewers below this minimum slope noted. Additionally, although the storm sewer for the development has been constructed in substantial compliance with the approved utility plans, there are certain sections of the storm sewer system that have been constructed below the design slopes provided in the approved plans. For this reason, the storm sewer systems with sections constructed with slopes less than the design slopes provided have been modeled using the as-constructed invert elevations. This modeling is attached to this narrative. Although the as-constructed slopes may provide for less capacity and velocities during low flow conditions, the impact to the 100-year flows in each system are negligible and are not anticipated to negatively impact they system. Site Grading The site grading for the development has been constructed in substantial compliance with the approved utility plans for the project. There are, however, areas that have been graded with a difference to the design elevations of greater than 0.2-feet. These elevations are noted in the provided record drawings and none of the as-constructed as-built elevations are anticipated to have negative impacts to function of drainage infrastructure for the development. Based upon the review of the as-built conditions and information made available to United Civil by the contractor, including the topographic survey and as-built plans, United Civil does not believe that any of the revisions noted in this narrative will negatively impact the drainage system for the development, the safety of the development or public, or downstream private or public infrastructure. If you should have any questions or comments as you review this certification, please feel free to contact us at your convenience. Sincerely, United Civil Design Group, LLC Nate Stroud, PE, LSIT Project Manager Attachments: Pond Stage-Storage Calculations Storm Sewer Hydraulic Calculations 11/1/22 DETENTION POND STORAGE AND ORIFICE CALCULATIONS Precision Technology, Fort Collins, CO POND ID:As-Built Bioretention Pond Stage Storage Calculations Elevation Area (sf)Depth (ft) Incremental Volume (cf)Volume total (cf) Volume total (ac- ft) 4,908.00 2,206.88 0.00 0 0 0.00 4,908.25 2,668.21 0.25 608 608 0.01 4,908.50 3,082.76 0.25 718 1,327 0.03 4,908.75 3,647.09 0.25 840 2,167 0.05 4,909.00 4,075.77 0.25 965 3,132 0.07 4,909.25 4,481.95 0.25 1,069 4,201 0.10 4,909.50 4,897.09 0.25 1,172 5,373 0.12 4,909.75 5,315.27 0.25 1,276 6,649 0.15 4,910.00 5,734.71 0.25 1,381 8,030 0.18 4,910.25 6,161.09 0.25 1,487 9,517 0.22 4,910.50 6,584.64 0.25 1,593 11,110 0.26 Detention Pond Storage & Water Quality Detention Volume Required =8,189 ft3 Water Quality Volume Required =3,022 ft3 0.19 ac-ft 0.07 ac-ft Elev81 - Elev80 (VolRequired-Vol80)+Elev80 Elev81 - Elev80 (VolRequired-Vol80)+Elev80 Vol81 - Vo80 Vol81 - Vo80 Required W.S. Elevation = 4910.03 ft Required W.S. Elevation = 4908.97 ft Provided W.S. Elevation = 4910.15 ft Provided W.S. Elevation = 4909.22 ft Detention Volume Provided =8,922 ft3 Water Quality Volume Provided =4,073 ft3 0.20 ac-ft 0.09 ac-ft 100-year Depth D = 6.31 ft Water Quality Depth D = 1.22 ft Top-of-Berm = 4910.45 ft 100-year W.S. Elevation = 4910.15 ft Freeboard = 0.30 ft Freeboard = 0.93 ft 100-Year Detention Volume and Elevations W.S. Elevation, ft = Water Quality Volume and Elevations W.S. Elevation, ft = Date: 10/27/2022 C:\United Civil Dropbox\Projects\U20015 - PRCS Precision Tech II\Construction\Drainage Certification\U20015-Drain Calcs STORM LINE A STORM LINE C STORM LINE C2 (EAST) STORM LINE C2 (WEST) 1/19 Page 1 of 2 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. Project Name: 3486 Precision Dr., Fort Collins Date: 10/27/22 Building Permit Numbers: B2101774 I. Compaction A. Yes 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. Yes The pipe trenches have been compacted in accordance with Section 02225-3.07.A.1. of the Fort Collins Development Construction Standards for Water, Wastewater, Stormwater (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. Energy Dissipation and Erosion Protection - FCSCM Chapter 9, Section 7.0 A. Riprap 1. N/A The riprap bedding is a granular bedding of the gradation and thickness indicated on the approved construction plans. 2. N/A 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. 3. N/A The riprap is the gradation shown on the approved construction plans with a D50 of . 4. N/A The riprap thickness is as shown on the approved construction plans and extends to the horizontal limits shown. 5. N/A The riprap is buried to the depth indicated on the approved construction plans. (A minimum of 6 inches of soil is required.) B. Permanent Erosion Control Fabric - FCSCM Vol.1, Ch.7 1. N/A All fabric was installed per manufacturer’s specifications. 1/19 Page 2 of 2 IV. Other Permanent BMPs A. N/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.) V. Extended Detention Basins A. Yes Installation of this facility was verified via inspection by a City-Stormwater Inspector at the point of installation of the water quality control box(es). Provide date of inspection and name of inspector: Jesse Schlam Sometime early in the year Included certification sheet(s): Please check the appropriate box(es) for the Low Impact Development (LID) facilities found on this site and complete the corresponding certification sheets. ☐ Permeable Interlocking Concrete Pavers ☒ Bioretention Cells (Rain Gardens) ☐ Sand Filters ☐ Vegetated Buffers ☐ Underground Infiltration ☐ Other LID – For certification of Dry Wells, Tree Filters, Constructed Wetland Channels & Ponds, etc., contact City Staff to determine requirements to exhibit the LID facility has been constructed and functions as intended per the approved drainage report. *Please provide photographic documentation of the installation of all stages of all LID facilities. **Please contact the City Stormwater Inspector at stormwaterinspection@fcgov.com to discuss inspection requirements for each LID facility and request inspections. ***All facilities being certified must be “clean” – free of sediment & construction debris – prior to certification or acceptance of the facility. Completed by: Name: William Coulson Title: Owner/Builder Email: William.Coulson@eldonjames.com Phone: 970-222-7499 Company: Coulson Development Address: 224 Canyon Ave., # 624 Fort Collins, CO 80521 1/19 Page 1 of 3 Bioretention Cells (Rain Gardens) Item/Activity Yes No N/A Submittal Requirements Submitted?/Response Stormwater Inspection Pre-construction meeting was held with City-Stormwater Inspector to discuss installation, inspection, checklist, and protection from sedimentation ☒ ☐ ☐ Record date, inspector name, meeting location (i.e. DCP, initial erosion control inspection, etc.) Underdrain and basecourse inspection(s): Installation of this facility was verified via inspection by a City-Stormwater Inspector at the point of installation of the outlet, underdrain, geomembrane layer, and base course (per design in Final Plan Documents) ☒ ☐ ☐ Record date(s) of inspection and inspector’s name Pea gravel and BSM inspection(s): Installation of this facility was verified via inspection by a City-Stormwater Inspector at the point of installation of the pea gravel and bioretention sand media ☒ ☐ ☐ Record date(s) of inspection and inspector’s name Excavation Heavy equipment did not encroach into the excavated area (prevents over-compaction) ☐ ☒ ☐ Bottom of cell was “ripped” after excavation ☒ ☐ ☐ Provide photographs before and after “ripping” Bottom surface of cell is flat and level ☒ ☐ ☐ Provide photograph Excavated area is protected/surrounded by sediment/runoff control measures during construction ☒ ☐ ☐ Provide photograph Intake Upstream catchment drains to inlet/bioretention cell per plan and flows are fully captured ☒ ☐ ☐ Forebay Forebay is installed according to design specifications ☒ ☐ ☐ Provide photograph There is a minimum 3” drop at the forebay entrance ☒ ☐ ☐ Provide photograph Forebay will drain fully and not hold standing water ☒ ☐ ☐ Outlet Structure/Overflow Emergency overflow elevation is confirmed ☒ ☐ ☐ Measure and record distance from overflow to top of media filter; provide photograph Overflow inlet elevation is set above bioretention media per plan ☒ ☐ ☐ Provide photograph 1/19 Page 2 of 3 Overflow inlet invert elevation is at least 3 inches below containment wall/berm (to direct overflow into inlet) ☒ ☐ ☐ Measure and record distance between inlet and top of containment wall/berm; provide photograph Overflow path and check dams, if used, are armored to protect from erosion and maintain elevations ☒ ☐ ☐ Provide photograph Impermeable Liner Impermeable liner meets design specifications ☐ ☐ ☒ Provide specifications of delivered material Impermeable liner is appropriately anchored ☐ ☐ ☒ Provide photograph Impermeable liner is buried with no exposure ☐ ☐ ☒ Any penetrations of the impermeable liner have been sealed and checked for water-tightness ☐ ☐ ☒ Provide photograph (if necessary) Underdrain System Underdrain pipe meets design specifications ☒ ☐ ☐ Provide photograph At least one cleanout is provided per underdrain lateral ☒ ☐ ☐ Provide photograph Cleanout pipe is solid (not perforated/slotted) ☒ ☐ ☐ Provide photograph Cleanout covers are installed and watertight ☒ ☐ ☐ Provide photograph Verify the underdrain is NOT wrapped in geotextile fabric ☒ ☐ ☐ Provide photograph Verify there is no orifice plate on the underdrain outfall ☒ ☐ ☐ Provide photograph Underdrain integrity tested after backfilling using TV and/or water test ☒ ☐ ☐ Provide documentation of test results Filter Media and Aggregate Reservoir aggregate layer (ASTM #57 or #67): - meets design specifications - is installed to the required design depth ☒ ☐ ☐ Provide load ticket, photographs, and record depth installed Diaphragm aggregate layer (“Pea Gravel” with gradation ASTM #8, #89, or #9): - meets design specifications - is installed to the required design depth ☒ ☐ ☐ Provide load ticket, photographs, and record depth installed Bioretention Sand Media (BSM) composition: - meets design specifications - is installed to the required design depth ☒ ☐ ☐ Provide load ticket, photographs, and record depth installed BSM was “machine mixed” by supplier prior to delivery ☒ ☐ ☐ Provide load ticket BSM is installed flat and level ☒ ☐ ☐ Provide photograph Other Structural Components Containment wall/berm is continuous and level ☒ ☐ ☐ Landscaping 1/19 Page 3 of 3 Verify final landscaping is free of sod ☒ ☐ ☐ If sod is used, it must be shown to be “sand-grown” Final landscaping (non-floatable mulch) is flat and level ☒ ☐ ☐ Provide photograph Vegetation is planted according to landscape design specifications and final landscaping plan ☒ ☐ ☐ Provide photograph Verify that weed barrier is NOT installed ☒ ☐ ☐ Temporary irrigation installed ☐ ☐ ☒ If N/A, then verify that permanent irrigation is installed to establish/maintain vegetation Permanent irragtion is installed Close Out Upstream catchment stabilized prior to diverting runoff into bioretention cell ☒ ☐ ☐ RD RD G EXISTING 30' UTILITY & DRAINAGE EASEMENT BI O R E T E N T I O N P O N D 30" RCP 24" RCP EXISTING GAS MARKER EXISTING ELECTRIC MARKER PROPOSED 6" FIRE SERVICE PROPOSED 1.5" DOMESTIC SERVICE 24' EMERGENCY ACCESS EASEMENT DRAINAGE EASEMENT 9+75 10+00 10+50 SINGLE CURB INLET A2 STA 10+11.88 N: 1432255.64 E: 3136420.56 OUTLET A STA 9+99.26 N: 1432254.35 E: 3136433.11 12.6 LF 8" STORM @2.00% STA: 9+75.00 N: 1432251.87 E: 3136457.25 BEGIN ALIGNMENT PROPOSED 6" DEAD END FIRE HYDRANT LINE STA: 10+50.00 N: 1432259.53 E: 3136382.64 END ALIGNMENT TBC EL = 4912.75 N = 1432252.41 E = 3136422.63 TBC EL = 4912.82 N = 1432258.22 E = 3136423.23 LO T 1 HA R M O N Y T E C H N O L O G Y P A R K FO U R T H F I L I N G ASI-2 STORM LINE C2 PROFILE STA: 9+75 - STA: 11+50 4905 4910 4915 4920 4925 4905 4910 4915 4920 4925 9+7510+0010+5011+0011+50 ST M H C 2 ( 5 ' F L A T T O P M H ) ST A : 1 0 + 1 8 . 5 0 RI M 4 9 1 3 . 4 ± IN V . I N 4 9 0 8 . 3 4 ( N ) IN V . I N 4 9 0 8 . 3 4 ( E ) IN V . I N 4 9 0 8 . 3 4 ( W ) IN V . O U T 4 9 0 8 . 3 4 ( S ) 98.0 LF 8" HDPE @ 0.50% 18.5 LF 18" HDPE @ 0.50% DO U B L E C U R B I N L E T C 2 ( E ) ST A : 1 0 + 0 0 . 0 0 IN V . O U T 4 9 0 8 . 4 3 ( W ) DR A I N B A S I N C 2 ( W ) ST A : 1 1 + 1 6 . 5 3 RI M 4 9 1 2 . 8 ± IN V . I N 4 9 0 8 . 8 3 ( W ) IN V . I N 4 9 0 8 . 8 3 ( S ) IN V . O U T 4 9 0 8 . 8 3 ( E ) STA: 10+41.05 EL=4906.90 6" WATER X-ING 1.5' MIN PROPOSED GROUND EXISTING GROUND 100-YR HGL 100-YR EGL 1 ASI-2 49 0 8 . 5 6 49 0 8 . 5 6 49 0 8 . 5 6 49 0 8 . 5 6 49 0 8 . 5 6 49 1 3 . 0 0 49 0 8 . 8 8 49 0 8 . 8 8 49 0 8 . 8 8 0.33 0.00% STORM LINE A PROFILE STA: 9+75 - STA: 10+50 4905 4910 4915 4920 4925 4905 4910 4915 4920 4925 9+7510+0010+50 12.6 LF 8" HDPE @ 2.00% OU T L E T A ST A : 9 + 9 9 . 2 6 IN V . I N 4 9 0 8 . 6 9 ( W ) SI N G L E C U R B I N L E T A 2 ST A : 1 0 + 1 1 . 8 8 IN V . O U T 4 9 0 8 . 9 4 ( E ) PROPOSED GROUND EXISTING GROUND 100-YR HGL AND EGL ASI-2 ASI-2 49 0 9 . 0 5 49 0 8 . 9 1 -1.59% STORM LINE B PROFILE STA: 9+75 - STA: 11+75 4905 4910 4915 4920 4925 4905 4910 4915 4920 4925 9+7510+0010+5011+0011+5011+75 11.2 LF 8" HDPE @ 1.00% OU T L E T B ST A : 1 0 + 0 0 . 0 0 IN V . I N 4 9 0 9 . 4 0 ( W ) SI N G L E C U R B I N L E T B 2 ST A : 1 0 + 1 1 . 2 1 IN V . I N 4 9 0 9 . 5 1 ( W ) IN V . O U T 4 9 0 9 . 5 1 ( E ) 51.2 LF 8" HD P E @ 1 . 4 9 % 65.8 LF 8" HDPE @ 1 . 0 0 % DR A I N B A S I N B 3 ST A : 1 0 + 6 2 . 3 8 RI M 4 9 1 4 . 8 ± IN V . I N 4 9 1 0 . 2 8 ( S ) IN V . I N 4 9 1 0 . 2 8 ( W ) IN V . O U T 4 9 1 0 . 2 8 ( E ) DR A I N B A S I N B 4 ST A : 1 1 + 2 8 . 1 5 RI M 4 9 1 5 . 3 ± IN V . I N 4 9 1 0 . 9 4 ( W ) IN V . I N 4 9 1 0 . 9 3 ( S ) IN V . O U T 4 9 1 0 . 9 3 ( N ) STA: 10+33.87 TOP = 4908.37 6" WATER X-ING 22.6 LF 6" HDPE @ 1.00% 6' ' 4 5 ° B E N D ST A : 1 1 + 5 0 . 7 8 IN V . I N 4 9 1 1 . 1 6 ( S W ) IN V . O U T 4 9 1 1 . 1 6 ( N ) STA: 11+36.15 TOP = 4909.46 6" WATER X-ING STA: 11+39.69 TOP = 4909.50 6" WATER X-ING 1.5' MIN 1.5' MIN PROPOSED GROUND EXISTING GROUND 100-YR HGL 100-YR EGL 49 1 1 . 3 3 49 1 1 . 3 5 49 1 1 . 3 5 49 1 0 . 9 3 49 1 0 . 9 3 49 1 0 . 5 8 49 0 9 . 8 2 49 0 9 . 9 2 0.61%1.29% 49 0 9 . 6 6 1.43% 49 1 1 . 5 8 49 1 1 . 5 8 RD RD RD RD OVF RD G LO T 1 HA R M O N Y T E C H N O L O G Y P A R K FO U R T H F I L I N G 45' UTILITY & DRAINAGE EASEMENT LOT LINE POND OUTLET STRUCTURE EX INV. = 4903.84 (E)STORM LINE D (SEE SHEET C3.12) WATERLINE LOWERING 20' UTILITY EASEMENT 24' EMERGENCY ACCESS EASEMENT DRAINAGE EASEMENT 11 + 7 5 9+75 10+00 11 + 0 0 DRAIN BASIN B4 STA 11+28.15 N: 1432372.57 E: 3136377.50 DRAIN BASIN B3 STA 10+62.38 N: 1432438.34 E: 3136377.39 SINGLE CURB INLET B2 STA 10+11.21 N: 1432440.84 E: 3136428.50 OUTLET B STA 10+00.00 N: 1432440.85 E: 3136439.71 11.2 LF 8" STORM 51.2 LF 8" STORM 65.8 LF 8" STORM 30' UTILITY & DRAINAGE EASEMENT BI O R E T E N T I O N P O N D 24" RCP EXISTING GAS MARKER PROPOSED 6" FIRE SERVICE PROPOSED 1.5" DOMESTIC SERVICE 24' EMERGENCY ACCESS EASEMENT DRAINAGE EASEMENT STORM LINE A (SEE THIS SHEET) STORM LINE C2 (SEE THIS SHEET) STORM LINE C (SEE SHEET C3.11) 19.1 LF 6" STORM @5.10% CONNECT 6'' HDPE TO 5'' BUILDING ROOF LEAD INV.=4911.50 FG=4915.97 19.2 LF 6" STORM @2.23% CONNECT 6'' HDPE TO 5'' BUILDING ROOF LEAD INV.=4911.50 FG=4916.00 TBC EL = 4913.76 N = 1432443.84 E = 3136430.88 STA: 11+75.00 N: 1432325.72 E: 3136377.59 END ALIGNMENT STA: 9+75.00 N: 1432440.89 E: 3136464.71 BEGIN ALIGNMENT TBC EL = 4913.79 N = 1432437.99 E = 3136430.89 PR O P O S E D B U I L D I I N G FF E = 4 9 1 6 . 5 0 LO T 2 HA R M O N Y T E C H N O L O G Y P A R K FI F T H F I L I N G DRAIN BASIN B3(W) INV. IN=4911.25 (W) INV. OUT=4911.25 (E) FG=4914.07 6.2 LF 6" STORM DRAIN BASIN B4(W) INV. IN=4911.36 (W) INV. OUT=4911.36 (E) FG=4915.39 6.2 LF 6" STORM @2.23% 22.6 LF 6" STORM 6'' 45° BEND STA 11+50.78 N: 1432349.94 E: 3136377.55 28.8 LF 6" STORM @1.00% 6'' 45° BEND INV. IN=4911.45 (W) INV. OUT=4911.45 (NE) FG=4916.32 5.1 LF 6" STORM @1.00% CONNECT 6'' HDPE TO 3'' BUILDING ROOF LEAD INV.=4911.50 FG=4916.42 4914.00 4914.00 4912.16 4912.16 4915.84 6.44% 4912.47 4916.68 4915.80 4911.49 4911.63 4916.28 4911.58 4911.58 4916.18 4916.18 4911.63 1 RD RD OVF RD G DOUBLE CURB INLET C2(E) STA 10+00.00 N: 1432527.74 E: 3136447.62 18.5 LF 18" STORM 98.0 LF 8" STORM11+50 9+75 10+00 11+00 45' UTILITY & DRAINAGE EASEMENT LOT LINE 20' UTILITY EASEMENT 24' EMERGENCY ACCESS EASEMENT DRAINAGE EASEMENT 30' UTILITY & DRAINAGE EASEMENT BI O R E T E N T I O N P O N D STORM LINE C (SEE SHEET C3.11) WATERLINE LOWERING STORM LINE B (SEE THIS SHEET) STA: 9+75.00 N: 1432534.07 E: 3136471.81 BEGIN ALIGNMENT STA: 11+50.00 N: 1432526.34 E: 3136298.28 END ALIGNMENT STMH C2 (5' FLAT TOP MH) STA 10+18.50 N: 1432523.05 E: 3136429.73 TRENCH DRAIN (SEE DETAILS) TBC EL = 4913.36 N = 1432535.72 E = 3136448.15 TBC EL = 4913.27 N = 1432524.38 E = 3136448.50 LOT 1 HARMONY TECHNOLOGY PARK FOURTH FILING LOT 2 HARMONY TECHNOLOGY PARK FIFTH FILING PROPOSED BUILDIING FFE = 4916.50 CONNECT 6'' HDPE TO 3'' BUILDING ROOF LEAD INV. OUT=4910.00 (E) FG=4912.50 DRAIN BASIN C2(W) STA 11+16.53 N: 1432526.40 E: 3136331.75 20.5 LF 6" STORM @1.50% 6'' 45° BEND INV. IN=4909.14 (SW) INV. OUT=4909.14 (N) FG=4912.82 7.1 LF 6" STORM @1.50% 6'' 45° BEND INV. IN=4909.24 (W) INV. OUT=4909.24 (NE) FG=4912.57 15.0 LF 6" STORM @5.05% 29.0 LF 6" STORM @ 5.21% CONNECT TO TRENCH DRAIN INV. = 4910.39 FG = 4912.53 1 4912.80 4912.80 1 PR E C I S I O N T E C H N O L O G Y L L C 3/ 2 3 / 2 0 2 1 U20015 1" = 30' 1" = N/A PR E C I S I O N T E C H N O L O G Y NO R T H 11 / 1 / 2 0 2 2 9: 0 3 : 3 0 A M C: \ U N I T E D C I V I L D R O P B O X \ P R O J E C T S \ U 2 0 0 1 5 - P R C S P R E C I S I O N T E C H I I \ C A D D \ C P \ R E C O R D D R A W I N G S \ C 3 . 1 0 - S T O R M S E W E R P & P . D W G C3 . 1 0 - S T O R M S E W E R P & P SM E NK S C3.10 28 ST O R M S E W E R P L A N & P R O F I L E LI N E S A , B , A N D C 2 0 30'60' SCALE: 1" = 30' 15' PR E P A R E D F O R : JOB NUMBER SHEET NUMBER SHEETSOF DA T E S U B M I T T E D : VERTICAL: HORIZONTAL: SCALE PR O J . M G R : DR A W I N G N A M E : PA T H : DE S I G N E R : DA T E : TI M E : Th e e n g i n e e r p r e p a r i n g t h e s e p l a n s w i l l n o t b e r e s p o n s i b l e f o r , o r l i a b l e f o r , u n a u t h o r i z e d ch a n g e s t o o r u s e s o f t h e s e p l a n s . A l l c h a n g e s t o t h e p l a n s m u s t b e i n w r i t i n g a n d m u s t be a p p r o v e d b y t h e p r e p a r e r o f t h e s e p l a n s . NO . BY DA T E CAUTION RE V I S I O N S : CIVIL ENGINEERING & CONSULTING UNITED CIVIL Design Group 19 OLD TOWN SQUARE #238 FORT COLLINS, CO 80524 (970) 530-4044 www.unitedcivil.com 11/1/2022 7 EXISTING WATER EXISTING SANITARY EXISTING TELECOM EXISTING FIBER OPTIC EXISTING ELECTRIC EXISTING STORM SEWER EXISTING GAS LIMITS OF DISTURBANCE EXISTING RIGHT-OF-WAY LINE EXISTING LOT LINE EXISTING EASEMENT PROPOSED 6" WATER PROPOSED 8" SANITARY PROPOSED 8" WATER PROPOSED WATER SERVICE PROPOSED FIRE SERVICE PROPOSED SANITARY SERVICE FIRE HYDRANT WATER LINE BENDS THRUST BLOCK GATE VALVE DOWNSPOUT FLARED END SECTION STORM INLET STORM MANHOLE STORM PIPE DS LEGEND 1.EXISTING UNDERGROUND AND OVERHEAD PUBLIC AND PRIVATE UTILITIES AS SHOWN ARE INDICATED ACCORDING TO THE BEST INFORMATION AVAILABLE TO THE ENGINEER. THE ENGINEER DOES NOT GUARANTEE THE ACCURACY OF SUCH INFORMATION. EXISTING UTILITY MAINS AND SERVICES MAY NOT BE STRAIGHT LINES OR AS INDICATED ON THESE DRAWINGS. THE CONTRACTOR SHALL BE RESPONSIBLE TO CALL ALL UTILITY COMPANIES (PUBLIC AND PRIVATE) PRIOR TO ANY CONSTRUCTION TO VERIFY EXACT UTILITY LOCATIONS. 2.THE PROPOSED CONSTRUCTION WILL BE IN CLOSE PROXIMITY TO SEVERAL UNDERGROUND UTILITIES. THE CONTRACTOR SHALL COORDINATE WITH ALL UTILITY PROVIDERS PRIOR TO AND DURING CONSTRUCTION TO MINIMIZE SERVICE INTERRUPTIONS TO SURROUNDING BUILDINGS OR PROPERTIES. 3.THE CONTRACTOR SHALL PROTECT ALL EXISTING FEATURES THAT ARE NOT TO BE REMOVED ADJACENT TO THE CONSTRUCTION AREA INCLUDING, BUT NOT LIMITED TO, PAVEMENT, PRIVATE FENCES, ABOVE GROUND OR UNDERGROUND UTILITIES, STRUCTURES, AND UNDERGROUND FOUNDATIONS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DAMAGE THAT SHOULD OCCUR TO ANY ON-SITE, OFF-SITE, PUBLIC OR PRIVATE FACILITY OR FEATURE AS A RESULT OF THE CONSTRUCTION PROCESS FOR THIS PROJECT. 4.ALL STORM SEWER CONSTRUCTION SHALL BE PER CITY OF FORT COLLINS STANDARD CONSTRUCTION SPECIFICATIONS, LATEST EDITION. 5.ALL PIPE LENGTHS ARE FROM CENTER TO CENTER OF ADJACENT STRUCTURES AND INCLUDE THE LAY LENGTH OF FLARED END SECTIONS UNLESS OTHERWISE NOTED. 6.STORM SEWER MAINS SHOWN ON THESE DRAWINGS AS REINFORCED CONCRETE PIPE (RCP) SHALL BE CLASS III RCP UNLESS OTHERWISE NOTED. STORM SEWER MAINS SHOWN ON THESE DRAWINGS AS HIGH DENSITY POLYETHYLENE (HDPE) SHALL BE ADS-N12 OR APPROVED EQUAL. WATER TIGHT JOINTS ARE TO BE USED ON ALL STORM DRAINAGE PIPE. 7.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER & WATER MAINS & SERVICES. SHOULD THE WATER LINE CROSS UNDER EITHER STORM DRAIN OR SANITARY SEWER, THE STORM OR SANITARY SHALL BE CONCRETE ENCASED FOR 10' ON EITHER SIDE OF THE CROSSING. 8.ALL FLARED END SECTIONS SHALL BE CONCRETE. 9.CONTRACTOR SHALL COORDINATE ALL CONSTRUCTION ITEMS IMPACTING ADJACENT PROPERTIES WITH THE PROPERTY OWNER PRIOR TO BEGINNING ANY CONSTRUCTION ACTIVITIES. CONTRACTOR SHALL NOTE THAT LOTS 1 AND 2 OF HARMONY TECHNOLOGY PARK FIFTH FILING ARE BOTH OWNED BY PRECISION TECHNOLOGY LLC. FOR CONSTRUCTION WITHIN PUBLIC RIGHT-OF-WAY THE CONTRACTOR SHALL OBTAIN A RIGHT-OF-WAY WORK PERMIT FROM THE CITY OF FORT COLLINS. 10.THE LOCATION OF PROPOSED DRY UTILITIES AS SHOWN ON THIS DRAWING ARE SHOWN FOR HORIZONTAL ALIGNMENTS ONLY AND ARE APPROXIMATE. FINAL DESIGNS OF DRY UTILITIES WILL BE PERFORMED BY THE APPROPRIATE UTILITY COMPANY. 11.CONTRACTOR TO INSTALL MANUFACTURED CONNECTIONS AT ALL STORM DRAIN AND ROOF DRAIN / DOWNSPOUT CONNECTIONS. 12.SEE PLUMBING PLANS FOR CONTINUATION OF ROOF DRAINS INTO THE BUILDING. 13.REFER TO SHEETS C4.10-C4.11 FOR DETAILED GRADING PLANS. 14.REFER TO SHEET C6.09 FOR DRAIN BASIN SCHEDULE. 15.REFER TO SHEETS C6.08 - C6.09 FOR MORE INFORMATION ON FOREBAYS. NOTES NO R T H 0 30'60' SCALE: 1" = 30' 15' NO R T H 0 30'60' SCALE: 1" = 30' 15' AS I - 0 2 NK S 5/ 1 4 / 2 0 2 1 LO A D I N G D O C K A N D F O R E B A Y R E V I S I O N S RECORD DRAWING THESE RECORD DRAWINGS, PRODUCED BY UNITED CIVIL DESIGN GROUP LLC, ARE BASED ON FIELD INFORMATION GATHERED BY OTHERS. UNITED CIVIL DESIGN GROUP LLC, ASSUMES NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION. 1 NK S 10 / 2 8 / 2 0 2 2 DR A I N A G E C E R T I F I C A T I O N 11 1 RD RD OVF RD G LOT 2 HARMONY TECHNOLOGY PARK FIFTH FILING PORTION OF LOT 2 HARMONY TECHNOLOGY PARK SECOND FILING TRACT A HARMONY TECHNOLOGY PARK SIXTH FILING LOT 1 HARMONY TECHNOLOGY PARK FIFTH FILING LOT LINE LOT LINE PROPOSED BUILDIING FFE = 4916.50 STORM LINE E (SEE SHEET C3.12) STORM LINE C2 (SEE SHEET C3.10) EXISTING BIORETENTION POND 24' EMERGENCY ACCESS EASEMENT DRAINAGE EASEMENT EXISTING 24' EMERGENCY ACCESS EASEMENT TRANSFORMER PAD DRAINAGE EASEMENT 15+75 9+ 7 5 10 + 0 0 11 + 0 0 12+0013+0014+00 15+00 STMH C3 (5' FLAT TOP MH) STA 11+31.97 N: 1432596.04 E: 3136410.47 STMH C2 (5' FLAT TOP MH) STA 10+56.49 N: 1432523.05 E: 3136429.73 DRAIN BASIN C8 STA 15+47.82 N: 1432595.30 E: 3135994.63 DRAIN BASIN C5 STA 12+76.49 N: 1432595.78 E: 3136265.96 DRAIN BASIN C6 STA 13+65.15 N: 1432595.62 E: 3136177.29 DRAIN BASIN C7 STA 14+49.82 N: 1432595.47 E: 3136092.63 CONNECT 10'' HDPE TO 10'' BUILDING ROOF LEAD INV.=4911.00 FG=4916.00 OUTLET C STA 10+00.00 N: 1432468.40 E: 3136444.04 56 . 5 L F 3 0 " S T O R M 75 . 5 L F 3 0 " S T O R M 47.8 LF 30" STORM88.7 LF 24" STORM84.7 LF 18" STORM 12.3 LF 12" STORM @1.18% STA: 15+75.00 N: 1432595.25 E: 3135967.45 END ALIGNMENT 10.2 LF 12" STORM @4.04% CONNECT 10'' HDPE TO 10'' BUILDING ROOF LEAD INV.=4911.00 FG=4916.00 CONNECT 10'' HDPE TO 10'' BUILDING ROOF LEAD INV.=4911.00 FG=4916.00 18.2 LF 12" STORM @3.61% CONNECT 10'' HDPE TO 10'' BUILDING ROOF LEAD INV.=4911.00 FG=4916.00 36.6 LF 12" STORM @3.79% DRAIN BASIN C4(S) INV.=4911.01 FG=4914.32 36.8 LF 6" STORM @1.50% OFFSITE EMERGENCY ACCESS EASEMENT OFFSITE EMERGENCY ACCESS EASEMENT DRAIN BASIN C4 STA 11+79.76 N: 1432595.95 E: 3136362.69 96.7 LF 30" STORM 45' UTILITY & DRAINAGE EASEMENT LOT LINE 20' UTILITY EASEMENT 24' EMERGENCY ACCESS EASEMENT DRAINAGE EASEMENT 30' UTILITY & DRAINAGE EASEMENT BI O R E T E N T I O N P O N D 4.6 LF 12" STORM @3.79% 10.9 LF 6" STORM @2.00% 2.8 LF 6" STORM @2.00% 14.8 LF 6" STORM @2.00% 6.9 LF 12" STORM @4.04% 4.9 LF 12" STORM @1.18% 23.0 LF 10" STORM @2.00% DRAIN BASIN C6(SW) INV.=4911.11 FG=4915.06 DRAIN BASIN C6(S) INV.=4910.54 FG=4915.466'' 45° BEND INV.=4910.81 FG=4915.50 6'' 45° BEND INV.=4910.76 FG=4915.45 DRAIN BASIN C7(S) INV.=4910.72 FG=4914.95 DRAIN BASIN C5(S) INV.=4910.83 FG=4914.81 STA: 9+75.00 N: 1432444.22 E: 3136450.37 END ALIGNMENT STORM LINE B (SEE SHEET C3.10) 4910.41 4914.78 0.08% 4911.78 4915.78 4916.36 4912.07 6.31% 6.31% 4911.38 4916.40 4911.12 4916.17 4910.84 4916.00 4911.89 4916.35 2.91% 2.91% 2.91% 5.66% 4911.06 4915.60 4911.46 4915.80 4911.38 4915.74 4916.46 4911.52 1 1 1 STORM LINE C PROFILE STA: 9+75 - STA: 15+76 4905 4910 4915 4920 4925 4905 4910 4915 4920 4925 9+7510+0010+5011+0011+5012+0012+5013+0013+5014+0014+5015+0015+5015+76 98.0 LF 15" HDPE @ 0.50% 84.7 LF 18" HDPE @ 0.50% DR A I N B A S I N C 7 ST A : 1 4 + 4 9 . 8 2 RI M 4 9 1 5 . 1 ± IN V . I N 4 9 1 0 . 3 1 ( W ) IN V . I N 4 9 1 0 . 3 1 ( S ) IN V . O U T 4 9 1 0 . 3 1 ( E ) DR A I N B A S I N C 6 ST A : 1 3 + 6 5 . 1 5 RI M 4 9 1 5 . 0 ± IN V . I N 4 9 0 9 . 8 8 ( W ) IN V . I N 4 9 0 9 . 8 8 ( S ) IN V . O U T 4 9 0 9 . 8 8 ( E ) DR A I N B A S I N C 8 ST A : 1 5 + 4 7 . 8 2 RI M 4 9 1 5 . 8 ± IN V . I N 4 9 1 0 . 8 0 ( S ) IN V . O U T 4 9 1 0 . 8 0 ( E ) 88.7 LF 24" HDPE @ 0.50% 47.8 LF 30" HDPE @ 0.50% DR A I N B A S I N C 5 ST A : 1 2 + 7 6 . 4 9 RI M 4 9 1 5 . 0 ± IN V . I N 4 9 0 9 . 4 4 ( W ) IN V . I N 4 9 0 9 . 4 4 ( S ) IN V . O U T 4 9 0 9 . 4 4 ( E ) ST M H C 3 ( 5 ' F L A T T O P M H ) ST A : 1 1 + 3 1 . 9 7 RI M 4 9 1 3 . 7 ± IN V . I N 4 9 0 8 . 7 2 ( W ) IN V . O U T 4 9 0 8 . 7 2 ( S ) 75.5 LF 30" HDPE @ 0.50% 56.5 LF 30" HDPE @ 0.50% OU T L E T C ST A : 1 0 + 0 0 . 0 0 IN V . I N 4 9 0 8 . 0 6 ( N ) 96.7 LF 30" HDPE @ 0.50% DR A I N B A S I N C 4 ST A : 1 1 + 7 9 . 7 6 RI M 4 9 1 4 . 5 ± IN V . I N 4 9 0 8 . 9 6 ( W ) IN V . I N 4 9 1 0 . 4 6 ( S ) IN V . O U T 4 9 0 8 . 9 6 ( E ) ST M H C 2 ( 5 ' F L A T T O P M H ) ST A : 1 0 + 5 6 . 4 9 RI M 4 9 1 3 . 4 ± IN V . I N 4 9 0 8 . 3 4 ( N ) IN V . I N 4 9 0 8 . 3 4 ( E ) IN V . I N 4 9 0 8 . 3 4 ( W ) IN V . O U T 4 9 0 8 . 3 4 ( S ) PROPOSED GROUND EXISTING GROUND 100-YR HGL 100-YR EGL ASI-2 49 0 8 . 4 1 49 1 0 . 1 1 0.40% 49 1 1 . 1 7 49 1 1 . 1 7 0.64% 49 0 8 . 5 6 49 0 8 . 5 6 49 0 8 . 5 6 49 0 8 . 5 6 49 0 8 . 7 9 49 0 8 . 8 5 49 0 8 . 9 4 49 1 0 . 3 8 49 0 8 . 9 9 49 0 9 . 5 5 49 0 9 . 4 7 49 0 9 . 6 4 49 1 0 . 0 3 49 0 9 . 9 7 49 1 6 . 2 6 49 1 4 . 9 6 49 1 0 . 4 5 49 1 0 . 4 3 49 1 0 . 5 1 0.35%0.59% 0.31% 0.28% 0.28% PR E C I S I O N T E C H N O L O G Y L L C 3/ 2 3 / 2 0 2 1 U20015 1" = 30' 1" = N/A PR E C I S I O N T E C H N O L O G Y NO R T H 11 / 1 / 2 0 2 2 9: 0 3 : 3 3 A M C: \ U N I T E D C I V I L D R O P B O X \ P R O J E C T S \ U 2 0 0 1 5 - P R C S P R E C I S I O N T E C H I I \ C A D D \ C P \ R E C O R D D R A W I N G S \ C 3 . 1 0 - S T O R M S E W E R P & P . D W G C3 . 1 0 - S T O R M S E W E R P & P SM E NK S C3.11 28 ST O R M S E W E R P L A N & P R O F I L E LI N E C 0 30'60' SCALE: 1" = 30' 15' PR E P A R E D F O R : JOB NUMBER SHEET NUMBER SHEETSOF DA T E S U B M I T T E D : VERTICAL: HORIZONTAL: SCALE PR O J . M G R : DR A W I N G N A M E : PA T H : DE S I G N E R : DA T E : TI M E : Th e e n g i n e e r p r e p a r i n g t h e s e p l a n s w i l l n o t b e r e s p o n s i b l e f o r , o r l i a b l e f o r , u n a u t h o r i z e d ch a n g e s t o o r u s e s o f t h e s e p l a n s . A l l c h a n g e s t o t h e p l a n s m u s t b e i n w r i t i n g a n d m u s t be a p p r o v e d b y t h e p r e p a r e r o f t h e s e p l a n s . NO . BY DA T E CAUTION RE V I S I O N S : CIVIL ENGINEERING & CONSULTING UNITED CIVIL Design Group 19 OLD TOWN SQUARE #238 FORT COLLINS, CO 80524 (970) 530-4044 www.unitedcivil.com 11/1/2022 8 EXISTING WATER EXISTING SANITARY EXISTING TELECOM EXISTING FIBER OPTIC EXISTING ELECTRIC EXISTING STORM SEWER EXISTING GAS LIMITS OF DISTURBANCE EXISTING RIGHT-OF-WAY LINE EXISTING LOT LINE EXISTING EASEMENT PROPOSED 6" WATER PROPOSED 8" SANITARY PROPOSED 8" WATER PROPOSED WATER SERVICE PROPOSED FIRE SERVICE PROPOSED SANITARY SERVICE FIRE HYDRANT WATER LINE BENDS THRUST BLOCK GATE VALVE DOWNSPOUT FLARED END SECTION STORM INLET STORM MANHOLE STORM PIPE DS LEGEND 1.EXISTING UNDERGROUND AND OVERHEAD PUBLIC AND PRIVATE UTILITIES AS SHOWN ARE INDICATED ACCORDING TO THE BEST INFORMATION AVAILABLE TO THE ENGINEER. THE ENGINEER DOES NOT GUARANTEE THE ACCURACY OF SUCH INFORMATION. EXISTING UTILITY MAINS AND SERVICES MAY NOT BE STRAIGHT LINES OR AS INDICATED ON THESE DRAWINGS. THE CONTRACTOR SHALL BE RESPONSIBLE TO CALL ALL UTILITY COMPANIES (PUBLIC AND PRIVATE) PRIOR TO ANY CONSTRUCTION TO VERIFY EXACT UTILITY LOCATIONS. 2.THE PROPOSED CONSTRUCTION WILL BE IN CLOSE PROXIMITY TO SEVERAL UNDERGROUND UTILITIES. THE CONTRACTOR SHALL COORDINATE WITH ALL UTILITY PROVIDERS PRIOR TO AND DURING CONSTRUCTION TO MINIMIZE SERVICE INTERRUPTIONS TO SURROUNDING BUILDINGS OR PROPERTIES. 3.THE CONTRACTOR SHALL PROTECT ALL EXISTING FEATURES THAT ARE NOT TO BE REMOVED ADJACENT TO THE CONSTRUCTION AREA INCLUDING, BUT NOT LIMITED TO, PAVEMENT, PRIVATE FENCES, ABOVE GROUND OR UNDERGROUND UTILITIES, STRUCTURES, AND UNDERGROUND FOUNDATIONS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DAMAGE THAT SHOULD OCCUR TO ANY ON-SITE, OFF-SITE, PUBLIC OR PRIVATE FACILITY OR FEATURE AS A RESULT OF THE CONSTRUCTION PROCESS FOR THIS PROJECT. 4.ALL STORM SEWER CONSTRUCTION SHALL BE PER CITY OF FORT COLLINS STANDARD CONSTRUCTION SPECIFICATIONS, LATEST EDITION. 5.ALL PIPE LENGTHS ARE FROM CENTER TO CENTER OF ADJACENT STRUCTURES AND INCLUDE THE LAY LENGTH OF FLARED END SECTIONS UNLESS OTHERWISE NOTED. 6.STORM SEWER MAINS SHOWN ON THESE DRAWINGS AS REINFORCED CONCRETE PIPE (RCP) SHALL BE CLASS III RCP UNLESS OTHERWISE NOTED. STORM SEWER MAINS SHOWN ON THESE DRAWINGS AS HIGH DENSITY POLYETHYLENE (HDPE) SHALL BE ADS-N12 OR APPROVED EQUAL. WATER TIGHT JOINTS ARE TO BE USED ON ALL STORM DRAINAGE PIPE. 7.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER & WATER MAINS & SERVICES. SHOULD THE WATER LINE CROSS UNDER EITHER STORM DRAIN OR SANITARY SEWER, THE STORM OR SANITARY SHALL BE CONCRETE ENCASED FOR 10' ON EITHER SIDE OF THE CROSSING. 8.ALL FLARED END SECTIONS SHALL BE CONCRETE. 9.CONTRACTOR SHALL COORDINATE ALL CONSTRUCTION ITEMS IMPACTING ADJACENT PROPERTIES WITH THE PROPERTY OWNER PRIOR TO BEGINNING ANY CONSTRUCTION ACTIVITIES. CONTRACTOR SHALL NOTE THAT LOTS 1 AND 2 OF HARMONY TECHNOLOGY PARK FIFTH FILING ARE BOTH OWNED BY PRECISION TECHNOLOGY LLC. FOR CONSTRUCTION WITHIN PUBLIC RIGHT-OF-WAY THE CONTRACTOR SHALL OBTAIN A RIGHT-OF-WAY WORK PERMIT FROM THE CITY OF FORT COLLINS. 10.THE LOCATION OF PROPOSED DRY UTILITIES AS SHOWN ON THIS DRAWING ARE SHOWN FOR HORIZONTAL ALIGNMENTS ONLY AND ARE APPROXIMATE. FINAL DESIGNS OF DRY UTILITIES WILL BE PERFORMED BY THE APPROPRIATE UTILITY COMPANY. 11.CONTRACTOR TO INSTALL MANUFACTURED CONNECTIONS AT ALL STORM DRAIN AND ROOF DRAIN / DOWNSPOUT CONNECTIONS. 12.SEE PLUMBING PLANS FOR CONTINUATION OF ROOF DRAINS INTO THE BUILDING. 13.REFER TO SHEETS C4.10-C4.11 FOR DETAILED GRADING PLANS. 14.REFER TO SHEET C6.09 FOR DRAIN BASIN SCHEDULE. 15.REFER TO SHEETS C6.08 - C6.09 FOR MORE INFORMATION ON FOREBAYS. NOTES AS I - 0 2 NK S 5/ 1 4 / 2 0 2 1 LO A D I N G D O C K A N D F O R E B A Y R E V I S I O N S 1 1 NK S 10 / 2 8 / 2 0 2 2 DR A I N A G E C E R T I F I C A T I O N RECORD DRAWING THESE RECORD DRAWINGS, PRODUCED BY UNITED CIVIL DESIGN GROUP LLC, ARE BASED ON FIELD INFORMATION GATHERED BY OTHERS. UNITED CIVIL DESIGN GROUP LLC, ASSUMES NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION. RD RD RD RD RD RD RD RD RD G DRAIN BASIN D6 STA 13+17.36 N: 1432308.33 E: 3135984.13 DRAIN BASIN D1 STA 10+63.16 N: 1432241.37 E: 3136229.26 6'' 45° BEND INV.=4911.07 FG=4913.98 DRAIN BASIN D5 STA 12+60.07 N: 1432292.63 E: 3136039.23 DRAIN BASIN D4 STA 12+01.14 N: 1432276.50 E: 3136095.91 DRAIN BASIN D7 STA 10+00.00 N: 1432234.75 E: 3136292.07 DRAIN BASIN D2 STA 10+94.11 N: 1432247.37 E: 3136198.90 DRAIN BASIN D3 STA 11+34.72 N: 1432258.55 E: 3136159.86 63.2 LF 6" STORM 45.0 LF 6" STORM @2.00% 30.9 LF 10" STORM 40.6 LF 1 0 " S T O R M 66.4 LF 1 0 " S T O R M 58.9 LF 1 0 " S T O R M 57.3 LF 8 " S T O R M 13+75 9+75 10+00 11+00 12+00 13+00 7.1 LF 6" STORM @2.00% CONNECT 6'' HDPE TO 5'' BUILDING ROOF LEAD INV.=4911.50 FG=4916.00 STA: 9+75.00 N: 1432232.15 E: 3136316.93 END ALIGNMENT STA: 13+75.00 N: 1432324.11 E: 3135928.69 END ALIGNMENT 11.9 LF 6" STORM @3.34% CONNECT 6'' HDPE TO 5'' BUILDING ROOF LEAD INV.=4911.50 FG=4916.00 11.9 LF 6" STORM @5.00% CONNECT 6'' HDPE TO 5'' BUILDING ROOF LEAD INV.=4911.50 FG=4916.00 13.9 LF 6" STORM @2.00% DRAIN BASIN D4(N) INV.=4910.59 FG=4915.44 21.2 LF 6" STORM @5.00% CONNECT 6'' HDPE TO 5'' BUILDING ROOF LEAD INV.=4911.50 FG=4916.00 28.4 LF 6" STORM @5.00% CONNECT 6'' HDPE TO 5'' BUILDING ROOF LEAD INV.=4911.50 FG=4916.00 PROPOSED BUILDIING FFE = 4916.50 LOT 2 HARMONY TECHNOLOGY PARK FIFTH FILING 6'' 22.5° BEND INV.=4911.21 FG=4914.51 12.4 LF 6" STORM @2.00% 6'' 22.5° BEND INV.=4911.46 FG=4915.77 2.2 LF 6" STORM @2.00% CONNECT 6'' HDPE TO 3'' BUILDING ROOF LEAD INV.=4911.50 FG=4916.33 5.2 LF 6" STORM @0.50% 5.5 LF 6" STORM @0.50% 39.8 LF 6 " S T O R M 6.7 LF 6" STORM @0.50% 22.5 LF 6" STORM @0.50% 6'' 45° BEND INV.=4911.47 FG=4916.24 6'' 45° BEND INV.=4911.45 FG=4916.10 6'' 45° BEND INV.=4911.34 FG=4915.36 STORM LINE B (SEE SHEET C3.10) 4912.76 4916.18 9.36% 4916.30 4912.02 4912.31 4913.91 4915.75 4913.36 4916.50 4913.33 4915.80 4916.45 4916.45 4916.05 4913.44 4913.50 4913.47 1 STORM LINE D PROFILE STA: 9+75 - STA: 13+75 4903 4905 4910 4915 4920 4903 4905 4910 4915 4920 9+7510+0010+5011+0011+5012+0012+5013+0013+5013+75 57.3 LF 8" HDPE @ 0.50% DR A I N B A S I N D 6 ST A : 1 3 + 1 7 . 3 6 IN V . I N 4 9 1 1 . 1 0 ( N ) IN V . I N 4 9 1 1 . 1 0 ( W ) IN V . O U T 4 9 1 1 . 1 0 ( E ) 58.9 LF 10" HDPE @ 1 . 0 0 % DR A I N B A S I N D 5 ST A : 1 2 + 6 0 . 0 7 IN V . I N 4 9 1 0 . 8 2 ( W ) IN V . I N 4 9 1 0 . 9 1 ( N ) IN V . O U T 4 9 1 0 . 8 2 ( E ) 66.4 LF 10" HDPE @ 1 . 0 0 % DR A I N B A S I N D 4 ST A : 1 2 + 0 1 . 1 4 IN V . I N 4 9 1 0 . 2 3 ( W ) IN V . I N 4 9 1 0 . 3 1 ( N ) IN V . O U T 4 9 1 0 . 2 3 ( E ) 40.6 LF 10" HDPE @ 1.00% DR A I N B A S I N D 3 ST A : 1 1 + 3 4 . 7 2 IN V . I N 4 9 0 9 . 5 6 ( W ) IN V . I N 4 9 1 0 . 4 4 ( N ) IN V . O U T 4 9 0 9 . 5 6 ( E ) 30.9 LF 10" HDPE @ 1.00% DR A I N B A S I N D 2 ST A : 1 0 + 9 4 . 1 1 IN V . I N 4 9 0 9 . 1 6 ( W ) IN V . I N 4 9 1 0 . 0 8 ( N ) IN V . O U T 4 9 0 9 . 1 6 ( E ) 63.2 LF 6" H D P E @ 1 . 8 7 % DR A I N B A S I N D 1 ST A : 1 0 + 6 3 . 1 6 IN V . I N 4 9 0 8 . 9 9 ( E ) IN V . I N 4 9 0 8 . 8 5 ( W ) IN V . O U T 4 9 0 5 . 3 0 ( S ) 45.0 LF 6" HDPE @ 2.00% DR A I N B A S I N D 7 ST A : 1 0 + 0 0 . 0 0 IN V . I N 4 9 1 0 . 1 7 ( N E ) IN V . O U T 4 9 1 0 . 1 7 ( W ) PROPOSED GROUND EXISTING GROUND 39.8 LF 6" HDPE @ 0.50% 6' ' 4 5 ° B E N D ST A : 1 3 + 5 7 . 1 2 IN V . I N 4 9 1 1 . 3 0 ( N W ) IN V . O U T 4 9 1 1 . 3 0 ( E ) 100-YR HGL 100-YR EGL 49 1 3 . 1 0 49 1 3 . 1 0 49 1 2 . 9 6 49 1 1 . 3 3 49 1 1 . 4 5 49 1 1 . 3 1 49 0 5 . 6 2 49 0 9 . 0 5 49 0 9 . 1 6 49 1 0 . 2 7 49 1 0 . 3 1 1.77% 1.69% 1.69% 1.69% 49 0 9 . 6 8 49 0 9 . 6 8 49 1 0 . 6 0 49 1 0 . 3 7 49 1 1 . 2 5 49 1 0 . 3 7 1.51% 1.51% 49 1 2 . 2 2 49 1 3 . 3 1 49 1 2 . 2 2 49 1 3 . 3 0 49 1 3 . 3 0 9+7510+0010+75 FES E2 STA 10+50.19 N: 1432575.80 E: 3135911.94 FES E1 STA 10+00.00 N: 1432625.99 E: 3135911.36 50.2 LF 15" STORM STA: 9+75.00 N: 1432650.99 E: 3135911.07 END ALIGNMENT STA: 10+75.00 N: 1432551.00 E: 3135912.22 BEGIN ALIGNMENT LOT 1 HARMONY TECHNOLOGY PARK FIFTH FILING TRACT A HARMONY TECHNOLOGY PARK SIXTH FILING PROPOSED BUILDIING FFE = 4916.50 LOT 2 HARMONY TECHNOLOGY PARK FIFTH FILING STORM LINE C (SEE SHEET C3.11) STORM LINE E PROFILE STA: 9+75 - STA: 10+75 4910 4915 4920 4925 4930 4910 4915 4920 4925 4930 9+7510+0010+5010+75 50.2 LF 15" RCP @ 0.50% FE S E 1 ST A : 1 0 + 0 0 . 0 0 IN V . 4 9 1 4 . 3 2 FE S E 2 ST A : 1 0 + 5 0 . 1 9 IN V . 4 9 1 4 . 5 7 PROPOSED GROUND EXISTING GROUND 100-YR HGL 100-YR EGL 49 1 4 . 4 8 1.06% 49 1 5 . 0 1 PR E C I S I O N T E C H N O L O G Y L L C 3/ 2 3 / 2 0 2 1 U20015 1" = 30' 1" = N/A PR E C I S I O N T E C H N O L O G Y NO R T H 11 / 1 / 2 0 2 2 9: 0 3 : 3 8 A M C: \ U N I T E D C I V I L D R O P B O X \ P R O J E C T S \ U 2 0 0 1 5 - P R C S P R E C I S I O N T E C H I I \ C A D D \ C P \ R E C O R D D R A W I N G S \ C 3 . 1 0 - S T O R M S E W E R P & P . D W G C3 . 1 0 - S T O R M S E W E R P & P SM E NK S C3.12 28 ST O R M S E W E R P L A N & P R O F I L E LI N E S D A N D E 0 30'60' SCALE: 1" = 30' 15' PR E P A R E D F O R : JOB NUMBER SHEET NUMBER SHEETSOF DA T E S U B M I T T E D : VERTICAL: HORIZONTAL: SCALE PR O J . M G R : DR A W I N G N A M E : PA T H : DE S I G N E R : DA T E : TI M E : Th e e n g i n e e r p r e p a r i n g t h e s e p l a n s w i l l n o t b e r e s p o n s i b l e f o r , o r l i a b l e f o r , u n a u t h o r i z e d ch a n g e s t o o r u s e s o f t h e s e p l a n s . A l l c h a n g e s t o t h e p l a n s m u s t b e i n w r i t i n g a n d m u s t be a p p r o v e d b y t h e p r e p a r e r o f t h e s e p l a n s . NO . BY DA T E CAUTION RE V I S I O N S : CIVIL ENGINEERING & CONSULTING UNITED CIVIL Design Group 19 OLD TOWN SQUARE #238 FORT COLLINS, CO 80524 (970) 530-4044 www.unitedcivil.com 11/1/2022 9 EXISTING WATER EXISTING SANITARY EXISTING TELECOM EXISTING FIBER OPTIC EXISTING ELECTRIC EXISTING STORM SEWER EXISTING GAS LIMITS OF DISTURBANCE EXISTING RIGHT-OF-WAY LINE EXISTING LOT LINE EXISTING EASEMENT PROPOSED 6" WATER PROPOSED 8" SANITARY PROPOSED 8" WATER PROPOSED WATER SERVICE PROPOSED FIRE SERVICE PROPOSED SANITARY SERVICE FIRE HYDRANT WATER LINE BENDS THRUST BLOCK GATE VALVE DOWNSPOUT FLARED END SECTION STORM INLET STORM MANHOLE STORM PIPE DS LEGEND 1.EXISTING UNDERGROUND AND OVERHEAD PUBLIC AND PRIVATE UTILITIES AS SHOWN ARE INDICATED ACCORDING TO THE BEST INFORMATION AVAILABLE TO THE ENGINEER. THE ENGINEER DOES NOT GUARANTEE THE ACCURACY OF SUCH INFORMATION. EXISTING UTILITY MAINS AND SERVICES MAY NOT BE STRAIGHT LINES OR AS INDICATED ON THESE DRAWINGS. THE CONTRACTOR SHALL BE RESPONSIBLE TO CALL ALL UTILITY COMPANIES (PUBLIC AND PRIVATE) PRIOR TO ANY CONSTRUCTION TO VERIFY EXACT UTILITY LOCATIONS. 2.THE PROPOSED CONSTRUCTION WILL BE IN CLOSE PROXIMITY TO SEVERAL UNDERGROUND UTILITIES. THE CONTRACTOR SHALL COORDINATE WITH ALL UTILITY PROVIDERS PRIOR TO AND DURING CONSTRUCTION TO MINIMIZE SERVICE INTERRUPTIONS TO SURROUNDING BUILDINGS OR PROPERTIES. 3.THE CONTRACTOR SHALL PROTECT ALL EXISTING FEATURES THAT ARE NOT TO BE REMOVED ADJACENT TO THE CONSTRUCTION AREA INCLUDING, BUT NOT LIMITED TO, PAVEMENT, PRIVATE FENCES, ABOVE GROUND OR UNDERGROUND UTILITIES, STRUCTURES, AND UNDERGROUND FOUNDATIONS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DAMAGE THAT SHOULD OCCUR TO ANY ON-SITE, OFF-SITE, PUBLIC OR PRIVATE FACILITY OR FEATURE AS A RESULT OF THE CONSTRUCTION PROCESS FOR THIS PROJECT. 4.ALL STORM SEWER CONSTRUCTION SHALL BE PER CITY OF FORT COLLINS STANDARD CONSTRUCTION SPECIFICATIONS, LATEST EDITION. 5.ALL PIPE LENGTHS ARE FROM CENTER TO CENTER OF ADJACENT STRUCTURES AND INCLUDE THE LAY LENGTH OF FLARED END SECTIONS UNLESS OTHERWISE NOTED. 6.STORM SEWER MAINS SHOWN ON THESE DRAWINGS AS REINFORCED CONCRETE PIPE (RCP) SHALL BE CLASS III RCP UNLESS OTHERWISE NOTED. STORM SEWER MAINS SHOWN ON THESE DRAWINGS AS HIGH DENSITY POLYETHYLENE (HDPE) SHALL BE ADS-N12 OR APPROVED EQUAL. WATER TIGHT JOINTS ARE TO BE USED ON ALL STORM DRAINAGE PIPE. 7.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER & WATER MAINS & SERVICES. SHOULD THE WATER LINE CROSS UNDER EITHER STORM DRAIN OR SANITARY SEWER, THE STORM OR SANITARY SHALL BE CONCRETE ENCASED FOR 10' ON EITHER SIDE OF THE CROSSING. 8.ALL FLARED END SECTIONS SHALL BE CONCRETE. 9.CONTRACTOR SHALL COORDINATE ALL CONSTRUCTION ITEMS IMPACTING ADJACENT PROPERTIES WITH THE PROPERTY OWNER PRIOR TO BEGINNING ANY CONSTRUCTION ACTIVITIES. CONTRACTOR SHALL NOTE THAT LOTS 1 AND 2 OF HARMONY TECHNOLOGY PARK FIFTH FILING ARE BOTH OWNED BY PRECISION TECHNOLOGY LLC. FOR CONSTRUCTION WITHIN PUBLIC RIGHT-OF-WAY THE CONTRACTOR SHALL OBTAIN A RIGHT-OF-WAY WORK PERMIT FROM THE CITY OF FORT COLLINS. 10.THE LOCATION OF PROPOSED DRY UTILITIES AS SHOWN ON THIS DRAWING ARE SHOWN FOR HORIZONTAL ALIGNMENTS ONLY AND ARE APPROXIMATE. FINAL DESIGNS OF DRY UTILITIES WILL BE PERFORMED BY THE APPROPRIATE UTILITY COMPANY. 11.CONTRACTOR TO INSTALL MANUFACTURED CONNECTIONS AT ALL STORM DRAIN AND ROOF DRAIN / DOWNSPOUT CONNECTIONS. 12.SEE PLUMBING PLANS FOR CONTINUATION OF ROOF DRAINS INTO THE BUILDING. 13.REFER TO SHEETS C4.10-C4.11 FOR DETAILED GRADING PLANS. 14.REFER TO SHEET C6.09 FOR DRAIN BASIN SCHEDULE. 15.REFER TO SHEETS C6.08 - C6.09 FOR MORE INFORMATION ON FOREBAYS. NOTES NORTH 0 30'60' SCALE: 1" = 30' 15' 1 1 1 NK S 10 / 2 8 / 2 0 2 2 DR A I N A G E C E R T I F I C A T I O N RECORD DRAWING THESE RECORD DRAWINGS, PRODUCED BY UNITED CIVIL DESIGN GROUP LLC, ARE BASED ON FIELD INFORMATION GATHERED BY OTHERS. UNITED CIVIL DESIGN GROUP LLC, ASSUMES NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION. RD RD RD RD RD RD OVF RD G 9.00 13.26 LP 12.25 LP 8.0 0 14. 4 1 L P 14 . 6 7 H P GRADE BREAK GR A D E B R E A K 11.23 GR A D E B R E A K 12.32 LP 12. 5 0 16. 0 0 12. 5 0 16.50 16. 5 0 16. 5 0 16. 0 0 16. 0 0 8.00 8.00 10. 4 5 13. 3 5 13. 1 7 13.06 11.47 10. 9 4 15. 2 7 15. 5 1 15.09 14.90 14.81 15. 1 5 15. 6 8 14. 9 8 14. 5 6 14.42 14.42 14. 5 4 14. 9 3 14 . 5 7 14. 6 7 14.31 14.31 14 . 7 0 14 . 9 4 15.13 15. 6 9 15.35 15. 6 3 15.35 15 . 2 6 15 . 2 5 15. 6 3 16 . 0 0 16 . 5 0 16 . 0 0 13 . 8 3 12.91 12.77 LP 13. 1 4 13.82 13 . 6 6 14.22 14.17 13. 7 1 14 . 1 3 13 . 9 8 13. 4 2 13.08 12. 4 1 12.52 11.00 10. 4 4 10. 7 2 11. 2 1 2. 0 % 4. 0 % 11. 3 3 10. 8 3 15.23GB 2. 0 % 2. 0 % 2. 0 % 2. 0 % 2. 5 % 2. 0 % 2. 7 % 3. 7 % 3.3 % 2.2% 2.4% 2.6% 2.4% 5.0% 5.0% 2.4% 3.2% 2.8% 3.1% 4.2% 4.7% 4.5 % 5.5 % 2.0% 0.5% 4. 9 % 4. 2 % 4. 1 % 7. 1 % 4. 8 % 16 . 2 % 15 . 2 % 10 . 0 % 4. 8 % 6.5% 16.2% 23.6% 24.2% 18.2% 17.8% 25.6% 23.2% 22.3% 24.4% 24.4% 25.2% 26.0% 2.6 % 25 . 1 % 25.6% 24.2% 20.0% 20.9% 2. 0 % 2.0% 0. 6 % LOT 2 HARMONY TECHNOLOGY PARK FIFTH FILING LOT 1 HARMONY TECHNOLOGY PARK FOURTH FILING PORTION OF LOT 2 HARMONY TECHNOLOGY PARK SECOND FILING PRECIS I O N D R I V E 30' UTILITY & DRAINAGE EASEMENT 45' UTILITY & DRAINAGE EASEMENT LOT LINE LOT LINE EXISTING STORM SEWER BI O R E T E N T I O N P O N D A DRAINAGE SWALE 1.5' SPILL C&G 1.5' CATCH C&G 1.5' SPILL C&G 1.5' CATCH C&G STORM LINE B (SEE SHEET C3.10) STORM LINE C (SEE SHEET C3.11) 1.5' CATCH C&G STORM LINE D (SEE SHEET C3.12) TRENCH DRAIN (SEE NOTE 13) STORM LINE C2 (SEE SHEET C3.10) PROPOSED BUILDIING FFE = 4916.50 EXPOSE FFE AS SHOWN FOR LOADING DOCK (SEE NOTE 9) DRAINAGE EASEMENT 24' EMERGENCY ACCESS EASEMENT DRAINAGE EASEMENT 20' UTILITY EASEMENT 24' EMERGENCY ACCESS EASEMENT DRAINAGE EASEMENT MA T C H L I N E S E E S H E E T C4 . 1 1 16. 5 0 15 . 5 0 16 . 0 5 10.85 10.18 10.60 11.73 12.53 12.87 2.4% 5.7% 8.1% 3.9% 1.8 % 1. 8 % 1. 8 % 10.77 10.77 11.09 8.00 8.00 8.00 11.73 12.60 11. 3 0 22 . 8 % 13 . 6 % 13 . 5 % 10 . 3 % 8.2 % 6. 3 % 4. 7 % 15.98 14 . 1 4 16 . 5 0 15 . 7 7 15 . 7 2 H P 14. 3 2 L P 14. 8 1 L P 13 . 9 9 2. 0 % 2. 4 % 2. 1 %11. 0 4 11. 1 4 11. 8 2 11. 9 1 11. 7 2 4.3%2.9% 2. 0 % 7. 0 % 15.3816.00 16 . 1 4 16 . 2 0 14.29 7. 3 % 11 . 5 % 19 . 2 % 24 . 1 % 7.0 % 9. 2 % 6.1% 17 . 2 % 2.9%16 . 4 % 10 . 4 % 15. 0 6 L P 2.0%2.0%2.7%0.5% 15.62 15.39 14.07 LP 16.00 2. 0 % 2. 0 % 16.00 POND OUTLET STRUCTURE (TYPE C INLET) EX INV. = 4903.84 (E) TOP OF INLET = 4909.00 TOP OF POND = 4910.45 EXPOSE BACK OF CURB (6" MAX) EXPOSE BACK OF CURB (6" MAX) 10.10 BOW12.60 TOW 12. 6 0 T O W 10. 1 0 B O W 10. 6 0 B O W 13. 1 0 T O W 12. 6 0 T O W 10. 3 5 B O W 10. 3 5 B O W 12. 6 0 T O W 13.12 11. 1 2 10. 4 5 10. 6 0 B O W 13. 1 0 T O W TOP OF POND AND SPILLWAY ELEV. 4910.45 10.6 4 10.91 11.00 11 . 1 3 9.37 12.0 0 12.51 10. 4 5 10 . 9 5 11.9 7 14. 3 0 14 . 0 4 CURB CUT W/ CONCRETE AND COBBLESTONE PAD (TYP.) (SEE DETAILS) 11 . 6 % 14. 5 0 14. 6 1 14 . 0 4 3.0% 14. 7 3 14. 8 4 14. 8 4 14. 8 4 2. 2 % 3. 7 % ASI-2 14. 6 3 14. 6 3 14 . 7 9 10. 3 3 10. 3 3 10.33 10.33 12. 7 1 12.47 14. 0 2 13.56 13 . 9 0 16. 3 7 16 . 4 6 17 . 0 7 15. 7 8 16. 5 2 14. 7 8 12.17 13.26 11.06 11.72 11.82 11.97 9.22 9.22 1 1 1 1 1 1 1 1 1 1 1 1 1 PR E C I S I O N T E C H N O L O G Y L L C 3/ 2 3 / 2 0 2 1 U20015 1" = 20' 1" = N/A PR E C I S I O N T E C H N O L O G Y NO R T H 11 / 1 / 2 0 2 2 9: 0 3 : 4 7 A M C: \ U N I T E D C I V I L D R O P B O X \ P R O J E C T S \ U 2 0 0 1 5 - P R C S P R E C I S I O N T E C H I I \ C A D D \ C P \ R E C O R D D R A W I N G S \ C 4 . 1 0 - D E T A I L E D G R A D I N G P L A N S . D W G C4 . 1 0 - D E T A I L E D G R A D I N G P L A N S SM E NK S C4.10 28 DE T A I L E D G R A D I N G P L A N E A S T 0 20'40' SCALE: 1" = 20' 10' PR E P A R E D F O R : JOB NUMBER SHEET NUMBER SHEETSOF DA T E S U B M I T T E D : VERTICAL: HORIZONTAL: SCALE PR O J . M G R : DR A W I N G N A M E : PA T H : DE S I G N E R : DA T E : TI M E : Th e e n g i n e e r p r e p a r i n g t h e s e p l a n s w i l l n o t b e r e s p o n s i b l e f o r , o r l i a b l e f o r , u n a u t h o r i z e d ch a n g e s t o o r u s e s o f t h e s e p l a n s . A l l c h a n g e s t o t h e p l a n s m u s t b e i n w r i t i n g a n d m u s t be a p p r o v e d b y t h e p r e p a r e r o f t h e s e p l a n s . NO . BY DA T E CAUTION RE V I S I O N S : CIVIL ENGINEERING & CONSULTING UNITED CIVIL Design Group 19 OLD TOWN SQUARE #238 FORT COLLINS, CO 80524 (970) 530-4044 www.unitedcivil.com 11/1/2022 11 SPILLWAY STRUCTURE SWALE FLOWLINE WALL PROPOSED MAJOR CONTOUR PROPOSED MINOR CONTOUR PROPOSED BUILDING PAD LEGEND NOTES 1.EXISTING UNDERGROUND AND OVERHEAD PUBLIC AND PRIVATE UTILITIES AS SHOWN ARE INDICATED ACCORDING TO THE BEST INFORMATION AVAILABLE TO THE ENGINEER. THE ENGINEER DOES NOT GUARANTEE THE ACCURACY OF SUCH INFORMATION. EXISTING UTILITY MAINS AND SERVICES MAY NOT BE STRAIGHT LINES OR AS INDICATED ON THESE DRAWINGS. THE CONTRACTOR SHALL BE RESPONSIBLE TO CALL ALL UTILITY COMPANIES (PUBLIC AND PRIVATE) PRIOR TO ANY CONSTRUCTION TO VERIFY EXACT UTILITY LOCATIONS. 2.THE CONTRACTOR SHALL PROTECT ALL EXISTING FEATURES THAT ARE NOT TO BE REMOVED ADJACENT TO THE CONSTRUCTION AREA INCLUDING, BUT NOT LIMITED TO, PAVEMENT, PRIVATE FENCES, ABOVE GROUND OR UNDERGROUND UTILITIES, STRUCTURES, AND UNDERGROUND FOUNDATIONS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DAMAGE THAT SHOULD OCCUR TO ANY ON-SITE, OFF-SITE, PUBLIC OR PRIVATE FACILITY OR FEATURE AS A RESULT OF THE CONSTRUCTION PROCESS FOR THIS PROJECT. 3.THE CONTRACTOR SHALL COORDINATE ALL CONSTRUCTION ITEMS IMPACTING ADJACENT PROPERTIES WITH THE PROPERTY OWNERS PRIOR TO BEGINNING ANY CONSTRUCTION ACTIVITIES. 4.THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING THE FIELD CONDITIONS ARE AS SHOWN IN THE DRAWINGS. IF THE CONTRACTOR FINDS DISCREPANCIES THE CONTRACTOR SHALL CONTACT THE ENGINEER. 5.SEE SOILS REPORT FOR PAVEMENT AND FOUNDATION PREPARATION, DESIGN AND RECOMMENDATIONS. 6.ALL DISTURBED AREAS NOT PAVED SHALL BE REVEGETATED PER THE LANDSCAPE PLANS.EROSION CONTROL PRACTICES, SITE PROTECTION, AND REVEGETATION METHODS SHALL FOLLOW CITY REGULATIONS. 7.SPOT ELEVATIONS SHOWN ARE TO FLOWLINE OR EDGE OF WALK UNLESS OTHERWISE NOTED. 8.NOTE THAT THE FINISHED FLOOR ELEVATION AS SHOWN ON THIS DRAWING CORRESPONDS TO ELEVATION 100'-0" AS SHOWN ON THE ARCHITECTURAL PLANS. 9.FOR FINISHED GRADES ADJACENT TO THE BUILDING THAT ARE BELOW THE FINISHED FLOOR ELEVATION BY MORE THAN 6-INCHES, REFER TO AND COORDINATE WITH THE ARCHITECTURAL PLANS FOR FOUNDATION REQUIREMENTS. 10.SEE LANDSCAPE PLANS FOR ADDITIONAL INFORMATION ON SEEDING/PLANTING, REVEGETATION, EROSION FABRIC/BLANKETS, IRRIGATION, HARDSCAPE AND OTHER TEMPORARY AND PERMANENT SITE STABILIZATION METHODS. 11.REFER TO SHEET C4.00 FOR EROSION CONTROL PLANS. 12.REFER TO AND COORDINATE WITH THE STORMWATER MANAGEMENT PLAN FOR ALL GRADING ACTIVITIES. 13.TRENCH DRAIN SHALL BE A ZURN Z882 PERMA-TRENCH 12" TRENCH DRAIN SYSTEM WITH A BUILT-IN 1.04% SLOPE AND 8" BOTTOM OUTLET TO CONNECT TO THE PROPOSED STORM SEWER SYSTEM. TRENCH DRAIN SHALL BE A CLASS E DUCTILE IRON SLOTTED GRATE. 90. 3 0 PROPOSED SPOT ELEVATION FFE = FINISHED FLOOR ELEVATION FG = FINISHED GRADE AT EXTERIOR WALL EOP = EDGE OF PAVEMENT LP = LOW POINT HP = HIGH POINT TOW = TOP OF WALL BOW = BOTTOM OF WALL 3.1 3 EXISTING GRADE 10.0%4.0:1 (10.0%)(4.0:1) PROPOSED SLOPE EXISTING SLOPE GRADE BREAK PROPOSED MINOR CONTOUR CATCH CURB & GUTTER SPILL CURB & GUTTER TC TRANSITION CURB FROM CATCH TO SPILL CURB AS I - 0 2 NK S 5/ 1 4 / 2 0 2 1 LO A D I N G D O C K A N D F O R E B A Y R E V I S I O N S 1 1 NK S 10 / 2 8 / 2 0 2 2 DR A I N A G E C E R T I F I C A T I O N RECORD DRAWING THESE RECORD DRAWINGS, PRODUCED BY UNITED CIVIL DESIGN GROUP LLC, ARE BASED ON FIELD INFORMATION GATHERED BY OTHERS. UNITED CIVIL DESIGN GROUP LLC, ASSUMES NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION. RD RD RD RD RD 14. 4 1 L P 14 . 6 7 H P 16.50 16.50 16.00 16. 0 0 16.00 15. 9 2 16.50 16. 0 0 15.35 15 . 2 5 15. 6 3 15. 1 7 15. 8 5 15.26 16.50 15.63 15.64 16.10 16.10 16.00 16. 0 0 16.00 16 . 0 0 16 . 5 0 16 . 7 5 2.0 % 2.0 % 1.0% 2. 0 % 2.0% 2.0% 2.0% 2.0% 2. 0 % 2. 0 % 3.4% 1.8 % 2. 5 % 2. 0 % 4. 8 % 1. 8 % 6. 3 % 13 . 9 % 7. 8 % 8.3% 8.3% 7.8% 23 . 0 % 24 . 4 % 11 . 9 % 15 . 7 1 16.06 16 . 0 0 LOT 1 HARMONY TECHNOLOGY PARK FIFTH FILING 9' UTILITY EASEMENT 64' ROW LOT LINE LOT LINE LOT LINE 1.5' SPILL C&G EXISTING BIORETENTION POND 18" RCP W/ FES INV. = 4913.18 24' EMERGENCY ACCESS EASEMENT DRAINAGE EASEMENTOFFSITE EMERGENCY ACCESS EASEMENT EXISTING 24' EMERGENCY ACCESS EASEMENT DRAINAGE EASEMENT CRUSHER FINES TRAIL TO CONNECT TO EXISTING TRAIL AT TIME OF PROJECT CONSTRUCTION LOT 2 HARMONY TECHNOLOGY PARK FIFTH FILING PROPOSED BUILDIING FFE = 4916.50 PRECIS I O N D R I V E MA T C H L I N E S E E S H E E T C4 . 1 0 14.41 14.85 15 . 4 8 16 . 0 0 16.50 16.4416.33 16.50 16 . 0 0 15.44 15. 8 7 16.00 16.0016.00 16.00 16.00 16 . 0 0 16 . 0 0 16 . 0 0 4.9 % 20 . 5 % 22 . 8 % 16.50 16 . 3 4 15.50 15. 3 4 2.0% 16.50 15.85 15.36 LP 15.77 HP 14. 6 6 L P 15 . 8 9 16.50 16.00 16 . 5 0 15 . 5 4 G B 16 . 3 0 G B 16.12 16 . 5 0 16 . 4 0 EXPOSE 48 LF OF BACK OF CURB (6" MAX) 10 . 5 % 10.6% 2. 0 % 14.3 0 14.32 12.0% 2.4%4.2% 2.0 % 2.0 % 2.9%16 . 4 % 10 . 4 % 11 . 0 % 17 . 6 % 3.4% 7. 7 % 10 . 8 % 8. 4 % 25 . 8 % 26 . 3 % 9.6% 5.3% 2. 2 % 9.2% 2.4% GRADING DETAIL A (SEE THIS SHEET) 13 . 8 % 21 . 9 % 0. 0 % 2.0% 15. 3 4 15. 0 6 L P 9.7% CURB CUT 0.5% 1. 5 % 0. 5 % 2. 0 % 2.0%2.0% 14. 9 5 L P STEPS W/ (2) RISERS (SEE ARCH. PLANS) 12 . 6 % 15 . 3 5 16 . 0 0 16 . 5 0 16 . 5 0 16.00 15.22 15 . 3 3 15. 7 2 S W 15. 7 2 S W 6.4 % 4. 0 % 16.50 0. 4 % 16. 7 0 T C 16.17 16. 7 0 T C 16. 0 0 16. 2 2 T C 16.00 14. 6 7 G B 14. 3 0 14 . 0 4 CURB CUT W/ CONCRETE AND COBBLESTONE PAD (TYP.) (SEE DETAILS) 11 . 6 % 14. 5 0 14. 5 0 14. 7 3 14. 9 7 15. 0 8 14. 8 4 14. 6 1 14. 6 1 14 . 1 8 14 . 2 2 13.8 8 14 . 0 4 16 . 7 9 16 . 7 6 16 . 4 1 15. 2 9 16 . 9 4 15.87 15.89 16.30 16.30 16. 4 0 16.39 16.04 16 . 8 0 16 . 8 0 16.30 16 . 3 0 16. 7 2 16.97 16. 3 7 16 . 4 6 15 . 6 2 15.75 16.37 16.18 16.5116.50 1 1 1 1 1 1 1 1 16.53 17.00 17.00 17. 0 0 T C 16.20 16.12 16. 0 7 16. 0 0 16. 0 0 16 . 9 8 2.0% 5. 0 % 17.14 17. 2 4 15 . 9 7 16.29 16 . 2 1 CURB CUT 14.91 LP 15 . 7 3 16.21 16 . 8 8 3. 5 % 14.57 14.67 14.79 15.1 6 14. 8 1 18.3% 12.3% 10 . 2 % 21 . 2 % 8.1%13.0% 2.0% 15.6615.55 16.05 SW 16.05 SW 16.65TC 16. 1 5 S W 16.65 TC 16. 1 5 S W 15. 3 0 3. 0 % 2.0% 17 . 2 1 17 . 2 2 16.44 16.28 16. 3 6 16. 5 3 17. 1 6 17. 4 8 17.48 15.01 16. 1 6 16.11 16.85 1 1 16.26 16.05 16.94 PR E C I S I O N T E C H N O L O G Y L L C 3/ 2 3 / 2 0 2 1 U20015 1" = 20' 1" = N/A PR E C I S I O N T E C H N O L O G Y NO R T H 11 / 1 / 2 0 2 2 9: 0 3 : 5 2 A M C: \ U N I T E D C I V I L D R O P B O X \ P R O J E C T S \ U 2 0 0 1 5 - P R C S P R E C I S I O N T E C H I I \ C A D D \ C P \ R E C O R D D R A W I N G S \ C 4 . 1 0 - D E T A I L E D G R A D I N G P L A N S . D W G C4 . 1 0 - D E T A I L E D G R A D I N G P L A N S SM E NK S C4.11 28 DE T A I L E D G R A D I N G P L A N W E S T 0 20'40' SCALE: 1" = 20' 10' PR E P A R E D F O R : JOB NUMBER SHEET NUMBER SHEETSOF DA T E S U B M I T T E D : VERTICAL: HORIZONTAL: SCALE PR O J . M G R : DR A W I N G N A M E : PA T H : DE S I G N E R : DA T E : TI M E : Th e e n g i n e e r p r e p a r i n g t h e s e p l a n s w i l l n o t b e r e s p o n s i b l e f o r , o r l i a b l e f o r , u n a u t h o r i z e d ch a n g e s t o o r u s e s o f t h e s e p l a n s . A l l c h a n g e s t o t h e p l a n s m u s t b e i n w r i t i n g a n d m u s t be a p p r o v e d b y t h e p r e p a r e r o f t h e s e p l a n s . NO . BY DA T E CAUTION RE V I S I O N S : CIVIL ENGINEERING & CONSULTING UNITED CIVIL Design Group 19 OLD TOWN SQUARE #238 FORT COLLINS, CO 80524 (970) 530-4044 www.unitedcivil.com 11/1/2022 12 SPILLWAY STRUCTURE SWALE FLOWLINE WALL PROPOSED MAJOR CONTOUR PROPOSED MINOR CONTOUR PROPOSED BUILDING PAD LEGEND NOTES 1.EXISTING UNDERGROUND AND OVERHEAD PUBLIC AND PRIVATE UTILITIES AS SHOWN ARE INDICATED ACCORDING TO THE BEST INFORMATION AVAILABLE TO THE ENGINEER. THE ENGINEER DOES NOT GUARANTEE THE ACCURACY OF SUCH INFORMATION. EXISTING UTILITY MAINS AND SERVICES MAY NOT BE STRAIGHT LINES OR AS INDICATED ON THESE DRAWINGS. THE CONTRACTOR SHALL BE RESPONSIBLE TO CALL ALL UTILITY COMPANIES (PUBLIC AND PRIVATE) PRIOR TO ANY CONSTRUCTION TO VERIFY EXACT UTILITY LOCATIONS. 2.THE CONTRACTOR SHALL PROTECT ALL EXISTING FEATURES THAT ARE NOT TO BE REMOVED ADJACENT TO THE CONSTRUCTION AREA INCLUDING, BUT NOT LIMITED TO, PAVEMENT, PRIVATE FENCES, ABOVE GROUND OR UNDERGROUND UTILITIES, STRUCTURES, AND UNDERGROUND FOUNDATIONS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DAMAGE THAT SHOULD OCCUR TO ANY ON-SITE, OFF-SITE, PUBLIC OR PRIVATE FACILITY OR FEATURE AS A RESULT OF THE CONSTRUCTION PROCESS FOR THIS PROJECT. 3.THE CONTRACTOR SHALL COORDINATE ALL CONSTRUCTION ITEMS IMPACTING ADJACENT PROPERTIES WITH THE PROPERTY OWNERS PRIOR TO BEGINNING ANY CONSTRUCTION ACTIVITIES. 4.THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING THE FIELD CONDITIONS ARE AS SHOWN IN THE DRAWINGS. IF THE CONTRACTOR FINDS DISCREPANCIES THE CONTRACTOR SHALL CONTACT THE ENGINEER. 5.SEE SOILS REPORT FOR PAVEMENT AND FOUNDATION PREPARATION, DESIGN AND RECOMMENDATIONS. 6.ALL DISTURBED AREAS NOT PAVED SHALL BE REVEGETATED PER THE LANDSCAPE PLANS.EROSION CONTROL PRACTICES, SITE PROTECTION, AND REVEGETATION METHODS SHALL FOLLOW CITY REGULATIONS. 7.SPOT ELEVATIONS SHOWN ARE TO FLOWLINE OR EDGE OF WALK UNLESS OTHERWISE NOTED. 8.NOTE THAT THE FINISHED FLOOR ELEVATION AS SHOWN ON THIS DRAWING CORRESPONDS TO ELEVATION 100'-0" AS SHOWN ON THE ARCHITECTURAL PLANS. 9.FOR FINISHED GRADES ADJACENT TO THE BUILDING THAT ARE BELOW THE FINISHED FLOOR ELEVATION BY MORE THAN 6-INCHES, REFER TO AND COORDINATE WITH THE ARCHITECTURAL PLANS FOR FOUNDATION REQUIREMENTS. 10.SEE LANDSCAPE PLANS FOR ADDITIONAL INFORMATION ON SEEDING/PLANTING, REVEGETATION, EROSION FABRIC/BLANKETS, IRRIGATION, HARDSCAPE AND OTHER TEMPORARY AND PERMANENT SITE STABILIZATION METHODS. 11.REFER TO SHEET C4.00 FOR EROSION CONTROL PLANS. 12.REFER TO AND COORDINATE WITH THE STORMWATER MANAGEMENT PLAN FOR ALL GRADING ACTIVITIES. 13.TRENCH DRAIN SHALL BE A ZURN Z882 PERMA-TRENCH 12" TRENCH DRAIN SYSTEM WITH A BUILT-IN 1.04% SLOPE AND 8" BOTTOM OUTLET TO CONNECT TO THE PROPOSED STORM SEWER SYSTEM. TRENCH DRAIN SHALL BE A CLASS E DUCTILE IRON SLOTTED GRATE. 90. 3 0 PROPOSED SPOT ELEVATION FFE = FINISHED FLOOR ELEVATION FG = FINISHED GRADE AT EXTERIOR WALL EOP = EDGE OF PAVEMENT LP = LOW POINT HP = HIGH POINT TOW = TOP OF WALL BOW = BOTTOM OF WALL 3.1 3 EXISTING GRADE 10.0%4.0:1 (10.0%)(4.0:1) PROPOSED SLOPE EXISTING SLOPE GRADE BREAK PROPOSED MINOR CONTOUR CATCH CURB & GUTTER SPILL CURB & GUTTER TC TRANSITION CURB FROM CATCH TO SPILL CURB GRADING DETAIL A SCALE: 1" = 10' 1 NK S 10 / 2 8 / 2 0 2 2 DR A I N A G E C E R T I F I C A T I O N RECORD DRAWING THESE RECORD DRAWINGS, PRODUCED BY UNITED CIVIL DESIGN GROUP LLC, ARE BASED ON FIELD INFORMATION GATHERED BY OTHERS. UNITED CIVIL DESIGN GROUP LLC, ASSUMES NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION. FINAL DRAINAGE REPORT 19 OLD TOWN SQUARE #238 | FORT COLLINS, CO 80524 | 970-530-4044 | www.unitedcivil.com P RECISION T ECHNOLOGY Harmony Technology Park Fifth Filing Lot 2 Fort Collins, CO Prepared for: Precision Technology LLC 224 Canyon Avenue Unit 624 Fort Collins, CO 80521 Date: March 23 rd , 2021 F INAL D RAINAGE R EPORT P RECISION T ECHNOLOGY F ORT C OLLINS ,CO i U20015_Drainage Report City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, Colorado 80521 RE: Precision Technology Final Drainage Report Fort Collins, Colorado Project Number: U20015 Dear Staff: United Civil Design Group, LLC. is pleased to submit this Final Drainage Report for the Precision Technology site in Fort Collins, Colorado. In general, this report serves to document the stormwater impacts associated with the proposed improvements related to the existing site. We understand that review by the City of Fort Collins is to assure general compliance with standardized criteria contained in the Fort Collins Stormwater Criteria Manual (FCSCM). This report was prepared in compliance with technical criteria set forth in both the Urban Drainage and Flood Control District (UDFCD) Urban Storm Drainage Criteria Manual and the Fort Collins Stormwater Criteria Manual. If you should have any questions or comments as you review this report, please feel free to contact us at your convenience. Sincerely, United Civil Design Group, LLC Nate Stroud, PE, LSIT Professional Engineer II 3/23/2021 11/19 Page 8 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: 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: PE Stamp Sign and date over stamp 11/1/2022 Forebays Yes Nate Stroud nate.stroud@unitedcivil.com (970)530-4044 United Civil Design Group 19 Old Town Square #238 Fort Collins,CO 80524 RD RD RD RD RD RD OVF RD G 9.00 13.26 LP 12.25 LP 8.0 0 14. 4 1 L P 14 . 6 7 H P GRADE BREAK GR A D E B R E A K 11.23 GR A D E B R E A K 12.32 LP 12. 5 0 16. 0 0 12. 5 0 16.50 16. 5 0 16. 5 0 16. 0 0 16. 0 0 8.00 8.00 10. 4 5 13. 3 5 13. 1 7 13.06 11.47 10. 9 4 15. 2 7 15. 5 1 15.09 14.90 14.81 15. 1 5 15. 6 8 14. 9 8 14. 5 6 14.42 14.42 14. 5 4 14. 9 3 14 . 5 7 14. 6 7 14.31 14.31 14 . 7 0 14 . 9 4 15.13 15. 6 9 15.35 15. 6 3 15.35 15 . 2 6 15 . 2 5 15. 6 3 16 . 0 0 16 . 5 0 16 . 0 0 13 . 8 3 12.91 12.77 LP 13. 1 4 13.82 13 . 6 6 14.22 14.17 13. 7 1 14 . 1 3 13 . 9 8 13. 4 2 13.08 12. 4 1 12.52 11.00 10. 4 4 10. 7 2 11. 2 1 2. 0 % 4. 0 % 11. 3 3 10. 8 3 15.23GB 2. 0 % 2. 0 % 2. 0 % 2. 0 % 2. 5 % 2. 0 % 2. 7 % 3. 7 % 3.3 % 2.2% 2.4% 2.6% 2.4% 5.0% 5.0% 2.4% 3.2% 2.8% 3.1% 4.2% 4.7% 4.5 % 5.5 % 2.0% 0.5% 4. 9 % 4. 2 % 4. 1 % 7. 1 % 4. 8 % 16 . 2 % 15 . 2 % 10 . 0 % 4. 8 % 6.5% 16.2% 23.6% 24.2% 18.2% 17.8% 25.6% 23.2% 22.3% 24.4% 24.4% 25.2% 26.0% 2.6 % 25 . 1 % 25.6% 24.2% 20.0% 20.9% 2. 0 % 2.0% 0. 6 % LOT 2 HARMONY TECHNOLOGY PARK FIFTH FILING LOT 1 HARMONY TECHNOLOGY PARK FOURTH FILING PORTION OF LOT 2 HARMONY TECHNOLOGY PARK SECOND FILING PRECIS I O N D R I V E 30' UTILITY & DRAINAGE EASEMENT 45' UTILITY & DRAINAGE EASEMENT LOT LINE LOT LINE EXISTING STORM SEWER BI O R E T E N T I O N P O N D A DRAINAGE SWALE 1.5' SPILL C&G 1.5' CATCH C&G 1.5' SPILL C&G 1.5' CATCH C&G STORM LINE B (SEE SHEET C3.10) STORM LINE C (SEE SHEET C3.11) 1.5' CATCH C&G STORM LINE D (SEE SHEET C3.12) TRENCH DRAIN (SEE NOTE 13) STORM LINE C2 (SEE SHEET C3.10) PROPOSED BUILDIING FFE = 4916.50 EXPOSE FFE AS SHOWN FOR LOADING DOCK (SEE NOTE 9) DRAINAGE EASEMENT 24' EMERGENCY ACCESS EASEMENT DRAINAGE EASEMENT 20' UTILITY EASEMENT 24' EMERGENCY ACCESS EASEMENT DRAINAGE EASEMENT MA T C H L I N E S E E S H E E T C4 . 1 1 16. 5 0 15 . 5 0 16 . 0 5 10.85 10.18 10.60 11.73 12.53 12.87 2.4% 5.7% 8.1% 3.9% 1.8 % 1. 8 % 1. 8 % 10.77 10.77 11.09 8.00 8.00 8.00 11.73 12.60 11. 3 0 22 . 8 % 13 . 6 % 13 . 5 % 10 . 3 % 8.2 % 6. 3 % 4. 7 % 15.98 14 . 1 4 16 . 5 0 15 . 7 7 15 . 7 2 H P 14. 3 2 L P 14. 8 1 L P 13 . 9 9 2. 0 % 2. 4 % 2. 1 %11. 0 4 11. 1 4 11. 8 2 11. 9 1 11. 7 2 4.3%2.9% 2. 0 % 7. 0 % 15.3816.00 16 . 1 4 16 . 2 0 14.29 7. 3 % 11 . 5 % 19 . 2 % 24 . 1 % 7.0 % 9. 2 % 6.1% 17 . 2 % 2.9%16 . 4 % 10 . 4 % 15. 0 6 L P 2.0%2.0%2.7%0.5% 15.62 15.39 14.07 LP 16.00 2. 0 % 2. 0 % 16.00 POND OUTLET STRUCTURE (TYPE C INLET) EX INV. = 4903.84 (E) TOP OF INLET = 4909.00 TOP OF POND = 4910.45 EXPOSE BACK OF CURB (6" MAX) EXPOSE BACK OF CURB (6" MAX) 10.10 BOW12.60 TOW 12. 6 0 T O W 10. 1 0 B O W 10. 6 0 B O W 13. 1 0 T O W 12. 6 0 T O W 10. 3 5 B O W 10. 3 5 B O W 12. 6 0 T O W 13.12 11. 1 2 10. 4 5 10. 6 0 B O W 13. 1 0 T O W TOP OF POND AND SPILLWAY ELEV. 4910.45 10.6 4 10.91 11.00 11 . 1 3 9.37 12.0 0 12.51 10. 4 5 10 . 9 5 11.9 7 14. 3 0 14 . 0 4 CURB CUT W/ CONCRETE AND COBBLESTONE PAD (TYP.) (SEE DETAILS) 11 . 6 % 14. 5 0 14. 6 1 14 . 0 4 3.0% 14. 7 3 14. 8 4 14. 8 4 14. 8 4 2. 2 % 3. 7 % ASI-2 14. 6 3 14. 6 3 14 . 7 9 10. 3 3 10. 3 3 10.33 10.33 12. 7 1 12.47 14. 0 2 13.56 13 . 9 0 16. 3 7 16 . 4 6 17 . 0 7 15. 7 8 16. 5 2 14. 7 8 12.17 13.26 11.06 11.72 11.82 11.97 9.22 9.22 1 1 1 1 1 1 1 1 1 1 1 1 1 PR E C I S I O N T E C H N O L O G Y L L C 3/ 2 3 / 2 0 2 1 U20015 1" = 20' 1" = N/A PR E C I S I O N T E C H N O L O G Y NO R T H 11 / 1 / 2 0 2 2 9: 0 3 : 4 7 A M C: \ U N I T E D C I V I L D R O P B O X \ P R O J E C T S \ U 2 0 0 1 5 - P R C S P R E C I S I O N T E C H I I \ C A D D \ C P \ R E C O R D D R A W I N G S \ C 4 . 1 0 - D E T A I L E D G R A D I N G P L A N S . D W G C4 . 1 0 - D E T A I L E D G R A D I N G P L A N S SM E NK S C4.10 28 DE T A I L E D G R A D I N G P L A N E A S T 0 20'40' SCALE: 1" = 20' 10' PR E P A R E D F O R : JOB NUMBER SHEET NUMBER SHEETSOF DA T E S U B M I T T E D : VERTICAL: HORIZONTAL: SCALE PR O J . M G R : DR A W I N G N A M E : PA T H : DE S I G N E R : DA T E : TI M E : Th e e n g i n e e r p r e p a r i n g t h e s e p l a n s w i l l n o t b e r e s p o n s i b l e f o r , o r l i a b l e f o r , u n a u t h o r i z e d ch a n g e s t o o r u s e s o f t h e s e p l a n s . A l l c h a n g e s t o t h e p l a n s m u s t b e i n w r i t i n g a n d m u s t be a p p r o v e d b y t h e p r e p a r e r o f t h e s e p l a n s . NO . BY DA T E CAUTION RE V I S I O N S : CIVIL ENGINEERING & CONSULTING UNITED CIVIL Design Group 19 OLD TOWN SQUARE #238 FORT COLLINS, CO 80524 (970) 530-4044 www.unitedcivil.com 11/1/2022 11 SPILLWAY STRUCTURE SWALE FLOWLINE WALL PROPOSED MAJOR CONTOUR PROPOSED MINOR CONTOUR PROPOSED BUILDING PAD LEGEND NOTES 1.EXISTING UNDERGROUND AND OVERHEAD PUBLIC AND PRIVATE UTILITIES AS SHOWN ARE INDICATED ACCORDING TO THE BEST INFORMATION AVAILABLE TO THE ENGINEER. THE ENGINEER DOES NOT GUARANTEE THE ACCURACY OF SUCH INFORMATION. EXISTING UTILITY MAINS AND SERVICES MAY NOT BE STRAIGHT LINES OR AS INDICATED ON THESE DRAWINGS. THE CONTRACTOR SHALL BE RESPONSIBLE TO CALL ALL UTILITY COMPANIES (PUBLIC AND PRIVATE) PRIOR TO ANY CONSTRUCTION TO VERIFY EXACT UTILITY LOCATIONS. 2.THE CONTRACTOR SHALL PROTECT ALL EXISTING FEATURES THAT ARE NOT TO BE REMOVED ADJACENT TO THE CONSTRUCTION AREA INCLUDING, BUT NOT LIMITED TO, PAVEMENT, PRIVATE FENCES, ABOVE GROUND OR UNDERGROUND UTILITIES, STRUCTURES, AND UNDERGROUND FOUNDATIONS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DAMAGE THAT SHOULD OCCUR TO ANY ON-SITE, OFF-SITE, PUBLIC OR PRIVATE FACILITY OR FEATURE AS A RESULT OF THE CONSTRUCTION PROCESS FOR THIS PROJECT. 3.THE CONTRACTOR SHALL COORDINATE ALL CONSTRUCTION ITEMS IMPACTING ADJACENT PROPERTIES WITH THE PROPERTY OWNERS PRIOR TO BEGINNING ANY CONSTRUCTION ACTIVITIES. 4.THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING THE FIELD CONDITIONS ARE AS SHOWN IN THE DRAWINGS. IF THE CONTRACTOR FINDS DISCREPANCIES THE CONTRACTOR SHALL CONTACT THE ENGINEER. 5.SEE SOILS REPORT FOR PAVEMENT AND FOUNDATION PREPARATION, DESIGN AND RECOMMENDATIONS. 6.ALL DISTURBED AREAS NOT PAVED SHALL BE REVEGETATED PER THE LANDSCAPE PLANS.EROSION CONTROL PRACTICES, SITE PROTECTION, AND REVEGETATION METHODS SHALL FOLLOW CITY REGULATIONS. 7.SPOT ELEVATIONS SHOWN ARE TO FLOWLINE OR EDGE OF WALK UNLESS OTHERWISE NOTED. 8.NOTE THAT THE FINISHED FLOOR ELEVATION AS SHOWN ON THIS DRAWING CORRESPONDS TO ELEVATION 100'-0" AS SHOWN ON THE ARCHITECTURAL PLANS. 9.FOR FINISHED GRADES ADJACENT TO THE BUILDING THAT ARE BELOW THE FINISHED FLOOR ELEVATION BY MORE THAN 6-INCHES, REFER TO AND COORDINATE WITH THE ARCHITECTURAL PLANS FOR FOUNDATION REQUIREMENTS. 10.SEE LANDSCAPE PLANS FOR ADDITIONAL INFORMATION ON SEEDING/PLANTING, REVEGETATION, EROSION FABRIC/BLANKETS, IRRIGATION, HARDSCAPE AND OTHER TEMPORARY AND PERMANENT SITE STABILIZATION METHODS. 11.REFER TO SHEET C4.00 FOR EROSION CONTROL PLANS. 12.REFER TO AND COORDINATE WITH THE STORMWATER MANAGEMENT PLAN FOR ALL GRADING ACTIVITIES. 13.TRENCH DRAIN SHALL BE A ZURN Z882 PERMA-TRENCH 12" TRENCH DRAIN SYSTEM WITH A BUILT-IN 1.04% SLOPE AND 8" BOTTOM OUTLET TO CONNECT TO THE PROPOSED STORM SEWER SYSTEM. TRENCH DRAIN SHALL BE A CLASS E DUCTILE IRON SLOTTED GRATE. 90. 3 0 PROPOSED SPOT ELEVATION FFE = FINISHED FLOOR ELEVATION FG = FINISHED GRADE AT EXTERIOR WALL EOP = EDGE OF PAVEMENT LP = LOW POINT HP = HIGH POINT TOW = TOP OF WALL BOW = BOTTOM OF WALL 3.1 3 EXISTING GRADE 10.0%4.0:1 (10.0%)(4.0:1) PROPOSED SLOPE EXISTING SLOPE GRADE BREAK PROPOSED MINOR CONTOUR CATCH CURB & GUTTER SPILL CURB & GUTTER TC TRANSITION CURB FROM CATCH TO SPILL CURB AS I - 0 2 NK S 5/ 1 4 / 2 0 2 1 LO A D I N G D O C K A N D F O R E B A Y R E V I S I O N S 1 1 NK S 10 / 2 8 / 2 0 2 2 DR A I N A G E C E R T I F I C A T I O N RECORD DRAWING THESE RECORD DRAWINGS, PRODUCED BY UNITED CIVIL DESIGN GROUP LLC, ARE BASED ON FIELD INFORMATION GATHERED BY OTHERS. UNITED CIVIL DESIGN GROUP LLC, ASSUMES NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION. Stormwater Facility Name: Facility Location & Jurisdiction: User Input: Watershed Characteristics User Defined User Defined User Defined User Defined Selected BMP Type =RG Stage [ft]Area [ft^2]Stage [ft]Discharge [cfs] Watershed Area =4.26 acres 0.00 2,207 0.00 0.000 Watershed Length =960 ft 0.50 3,083 0.50 0.140 Watershed Length to Centroid =150 ft 1.00 4,076 1.00 0.280 Watershed Slope =0.010 ft/ft 1.22 4,400 1.22 0.420 Watershed Imperviousness =71.0%percent 1.50 4,897 1.50 1.990 Percentage Hydrologic Soil Group A =0.0%percent 2.00 5,735 2.00 9.240 Percentage Hydrologic Soil Group B =0.0%percent 2.50 6,585 2.50 19.420 Percentage Hydrologic Soil Groups C/D =100.0%percent Target WQCV Drain Time =12.0 hours User Input 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 =N/A 0.82 1.13 1.40 2.39 2.86 in CUHP Runoff Volume =0.079 0.184 0.277 0.367 0.727 0.904 acre-ft Inflow Hydrograph Volume =N/A 0.184 0.277 0.367 0.727 0.904 acre-ft Time to Drain 97% of Inflow Volume =8.8 9.5 8.7 8.1 6.5 5.9 hours Time to Drain 99% of Inflow Volume =11.3 11.9 11.2 10.6 9.2 8.7 hours Maximum Ponding Depth =1.09 1.33 1.52 1.63 2.06 2.21 ft Maximum Ponded Area =0.10 0.11 0.11 0.12 0.13 0.14 acres Maximum Volume Stored =0.080 0.105 0.125 0.137 0.191 0.212 acre-ft Once CUHP has been run and the Stage-Area-Discharge information has been provided, click 'Process Data' to interpolate the Stage-Area-Volume-Discharge data and generate summary results in the table below. Once this is complete, click 'Print to PDF'. Stormwater Detention and Infiltration Design Data Sheet Precision Technology Fort Collins SDI-Design Data v2.00, Released January 2020 Location for 1-hr Rainfall Depths (use dropdown): After providing required inputs above including 1-hour rainfall depths, click 'Run CUHP' to generate runoff hydrographs using the embedded Colorado Urban Hydrograph Procedure. SDI_Design_Data_v2.00, Design Data 10/27/2022, 1:47 PM Booleans for Message Booleans for CUHP Watershed L:W 1 CUHP Inputs Complete Watershed Lc:L 1 CUHP Results Calculated Watershed Slope FALSE Time Interval RunOnce 1 CountA 1 Draintime Coeff 0.8 User Precip 1 Equal SA Inputs 1 Equal SD Inputs 1 Stormwater Detention and Infiltration Design Data Sheet 0 2 4 6 8 10 12 14 16 18 0.1 1 10 FLOW [cfs] 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 0.5 1 1.5 2 2.5 0.1 1 10 100 PONDING DEPTH [ft] DRAIN TIME [hr] 100YR 50YR 10YR 5YR 2YR WQCV SDI_Design_Data_v2.00, Design Data 10/27/2022, 1:47 PM