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Home My WebLink AboutSite Certifications - 08/20/2020 (2)1/19 Page 1 OVERALL SITE and DRAINAGE CERTIFICATION Commercial, Multi-Family and Subdivision Certification Form and Checklist Project Name: Date: Building Permit Numbers: (Commercial or multi-family) Per the requirement in Fort Collins Stormwater Criteria Manual (FCSCM) Chapter 3, Section 3.0 to certify as- built construction to the approved drainage and grading plans, please fill in all applicable items in this Certification Form for Commercial, Multi-Family and Overall Single Family sites. NOTE: several items must be verified during construction. A copy of the approved grading plan must be submitted with the as-built grading plan. (As-built elevations must be written in red next to the approved elevations.) x Use “Yes” for items completed as described. x Use “N/A” for items that are not applicable to the site being certified. x 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 Union Place Subdivision Filing 1 and 2 10/28/2019 N/A - Residential Subdivision Yes Yes Yes Yes Yes No 1/19 Page 2 B. Water Quality and Quantity Detention Basin Grading: Attached is as-built verification that there is a minimum 2% positive fall into the concrete trickle pans or flow-line(s) from all areas in the bottom of the detention pond. If there is a “soft pan” in the flow-line, all areas still must meet the minimum 2% grade requirement. 1. Low Flow: Choose one of the following detention basin low flow options as applicable: a. Turf swale for low flow path in detention basin. There is a minimum 2% grade in the flow-line(s) of the detention basin. The flattest as-built grade is . b. Concrete pan for low flow in detention basin. There is a concrete pan installed that meets the grades as shown on the approved construction plans. (Show as-built spot elevations.) c. Soft pan for low flow in detention basin. x 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. No No No Yes No Yes Yes No N/A N/A N/A N/A N/A 1/19 Page 3 4. Outlet Structure: a. The orifice plate for the approved release rate is installed with the correct size and location of the orifice. b. The orifice plate for the water quality outlet is installed with the correct hole size, number of rows and columns of holes. c. The bottom hole on both the water quality and quantity outlets are at the bottom of the plate so no water ponds in front of the plate. d. The well screen is the correct material and is installed as shown on the construction plans. e. 100-year overflow grate elevation is . (Elev. A on detail D-46) f. The top elevation of the water quality capture volume is . (Elev. B on detail D-46) g. Overflow grate is made of the correct material, has the correct bar spacing, is hinged at the top and bolted at the bottom. h. The bottom of the outlet box has no obstructions or misalignments that will cause it to retain runoff water and is sloped at 2% towards outlet. II. Channels/Swales - FCSCM Ch. 8, Sec. 2.0 and Ch. 9, Sec. 5.0 A. Capacity: The as-built capacity of all the major channels and swales has been verified. They meet or exceed capacity requirements shown in the approved drainage study for this project. 1. All swales are located within the drainage easements as shown on the construction plans. 2. Longitudinal slopes and side-slopes (cross-sections) have been verified. Design criteria requires longitudinal slopes of 2% min. (on vegetated swales) and side-slopes no steeper than 4:1. If these criteria are not met, the certification engineer will write a justification and propose mitigation for each instance or have the issues corrected. If variances to these criteria have previously been approved and are shown on the construction plans, no justification is needed. 3. As-built spot elevations on channels/swales are shown that correspond to spot elevations shown on the approved construction plans. 4. All permanent erosion control measures are installed as shown on the approved construction plans (e.g., drop structures, riprap, TRMs, etc.). (Include pictures and verification of the materials used as part of this verification.) 5. All pans, curbs, storm pipes or other appurtenances appropriately tie into each other in the system. (Pictures at tie-in points suggested.) 6. The minimum freeboard is provided for all channels and swales as shown on the approved construction plans or as identified in the approved drainage study. (Show the freeboard provided on the cross-sections as on the construction plan set or attached as separate documentation.) 7. The low flow portion of all channels or swales is clear of obstructions. (No landscaping, trees, shrubs, sod, etc. infringe on the low flow portion of channels or swales.) No N/A N/A N/A N/A N/A N/A N/A Yes Yes No Yes Yes Yes Yes Yes 1/19 Page 4 III. Storm Pipes (aka storm drains) - FCSCM Ch. 9, Sec. 4.0 A. Storm Drain Pipe Capacity: The as-built capacity of all pipes installed on this project has been verified and meets or exceeds the capacity requirements shown in the approved drainage study for this project. 1. All storm drain pipe sizes and materials have been verified and are in conformance with the approved construction plans. (Indicate on the plan and profile sheets that they have been verified.) Material and size substitutions must be approved prior to installation. If a pipe size or material was changed during construction, the certification engineer must attach the approval documents or supply them with this certification. Approval documents must include a calculation documenting the capacity equivalency (equal or greater) of the substituted size. 2. The longitudinal slope of the pipe is as shown on the approved construction plans. The acceptable minimum slope is 0.4%. All slopes flatter than the designed slope on the construction plans must be justified with capacity calculations on an attached sheet. 3. The as-built invert elevations have been verified and are shown on the plan and profile sheets of the approved construction plans. B. Storm Drain Pipe Installation Requirements: All pipes are installed in accordance with the approved construction plans and construction specifications. 1. The minimum cover requirements for all pipes have been met as shown on the approved construction plans. These will be called out in critical locations. 2. All encasements and clearances as specified on the approved construction plans have been met. 3. Any specific joint types or construction methods specified on the approved construction plans have been met. (List on a separate sheet and attach to this certification.) IV. Concrete Pans - FCSCM Ch. 8, Sec. 2.0 A. Construction/Installation: All concrete pans have been constructed in accordance with the approved construction plans. 1. The concrete pans are the correct size/width as shown on the approved construction plans. 2. The longitudinal slopes of the pans are as shown on the approved construction plans. The certification engineer must justify or mitigate longitudinal slopes less than the minimum of 0.4% unless a flatter slope was approved and is shown on the approved construction plans. Provide mitigation or justification by separate document. 3. The cross-section of the pan is as shown on the construction plans. (Specifically, the pan cross- section is “V” shaped and meets the side slope shown on the detail.) 4. The concrete pans are a minimum of 6 inches thick without reinforcement and a minimum of 4 inches thick with a minimum of 6X6-W14xW14 reinforcement per detail D20B and D20C. (Provide documentation of the reinforcement used if different than shown on the details or on the approved construction plans.) 5. The spot elevations shown on the concrete pan(s) have been verified and are shown on the as- built drawings. Yes Yes No Yes Yes Yes Yes Yes N/A N/A N/A N/A N/A N/A 1/19 Page 5 V. Storm Drain Inlets - FCSCM Ch. 9, Sec. 3.0 A. Construction/Installation: All storm drain inlets have been constructed in accordance with the approved construction plans and construction specifications. 1. The size and type of inlets are consistent with the inlets shown on the approved construction plan. Indicate by writing “Verified” on each inlet on the plan sheet or list on a separate document the inlet number(s), type and size (length). If the inlet installed is other than the one on the approved construction plan detail sheet, provide the name and source of the detail with justification for equal or better capacity. 2. The size of the inlet opening is consistent with the approved detail. (Check height and width.) 3. The elevation of the grate (if applicable) is at the elevation shown on the street profile or as indicated by a spot elevation on the construction plans. 4. The as-built invert elevations of all pipes entering and leaving the inlet are shown on the plan and profile sheets within construction tolerance of 0.2 feet. If substantially different, provide justification and capacity calculations to show the capacity is not affected or propose mitigation. 5. The as-built size of the inlet box is as shown on the construction plans or an explanation or justification is attached. 6. All Type C, R, 13 and 16 inlet covers are stenciled or stamped with the following designation (or an equivalent): NO DUMPING – DRAINS TO POUDRE RIVER. VI. Culverts - FCSCM Ch. 9, Sec. 4.0 A. Construction/Installation: All culverts have been constructed and/or installed in accordance with the approved construction plans and construction specifications. 1. All culvert sizes have been verified as indicated on the as-built construction plans as correct. 2. The culvert material type for all culverts installed is as on the approved construction plans and is indicated on the as-built plans. 3. The as-built invert “in and out” elevations have been verified and are indicated on the as-built construction plans. 4. The culvert headwalls or wing walls have been installed as shown on the approved construction plans. Headwalls or wing walls may be needed in the as-built conditions onsite if the slopes adjacent to the culvert are greater than 4:1. Please note areas needing stabilization in the certification narrative. An alternative to consider is a turf reinforcement mat (TRM). VII. Sub-Drains A. Construction/Installation: All sub-drains shown on the construction plans have been installed in accordance with those plans and the construction specifications. Sub-drains installed with the sanitary sewer are to be verified on the sanitary sewer plan and profile sheets of the construction plans. (NOTE: Indicate any sub-drains installed after the plans were approved on the as-built plans.) 1. The size of the sub-drains are as approved on the construction plans and are indicated on the as- built plans. 2. The type of sub-drain, in particular the perforated and non-perforated sections of the drain, are as indicated on the approved construction plans. Yes No Yes Yes Yes Yes No Yes Yes Yes Yes N/A N/A N/A N/A 1/19 Page 6 3. The cover requirements per the construction plans are provided. 4. The cleanouts have been installed at the locations shown on the construction plans and are accessible for cleaning. (Cleanouts can be buried a maximum of 6 inches deep with their locations marked.) 5. The backfill materials for sub-drains are as shown on the approved construction plans. (This includes the type, depth and width.) 6. The geo-textile liner completely wraps the sub-drain and the permeable backfill material unless shown otherwise on the approved construction plans. (Sub-drain pipe wrapped in a sock filter material is accepted only if approved prior to installation.) VIII. Curb Cuts A. Construction: All curb cut openings are constructed in accordance with the approved construction plans and construction specifications. 1. The size (width) of the curb cut opening is as shown on the approved construction plans. 2. The curb cut openings tie into a downstream swale, pipe, or other appurtenances with a smooth transition and there no obstructions such as riprap or sod impeding the flow downstream of the curb cut. IX. Sidewalk Culverts & Chases A. Construction/Installation: All sidewalk culverts have been installed at the locations shown on the approved construction plans. 1. The size (width and length) of the culverts are as shown on the approved construction plans. 2. The cover plate is a minimum 5/8-inch galvanized plate bolted to a galvanized angle iron per the detail shown on the approved construction plans or per the City’s detail. 3. The sidewalk culvert invert “in and out” elevations have been verified and are indicated on the as-built plans. 4. The sidewalk culvert opening is as shown on the approved construction plans or per the City’s detail. 5. There is a smooth transition both on the inlet and outlet ends of the sidewalk culvert with no obstructions such as riprap or sod impeding the flow into or out of the sidewalk culvert. X. Site Grading - FCSCM Ch. 8 A. Construction: All common open spaces have been graded in accordance with the approved construction plans. 1. The grading on all common open spaces bordering private lots has been verified as correct and the as-built rear lot corner elevations have been shown on the as-built plans. N/A N/A N/A N/A Yes Yes Yes Yes Yes Yes Yes Yes Yes No Yes 1/19 Page 7 2. The as-built contours for “overlot grading” are shown on the as-built construction plans for all common open spaces, tracts, outlots, etc. If not in compliance, please attach a narrative describing the situation for noncompliance and when it may be corrected. An escrow for overlot grading may be required. (NOTE: Residential Lot Grading Certification is a separate process from this Overall Site Certification. It is understood that residential lots will be brought to final grade once the foundation is backfilled so they may be lower than the plan shows at this Overall Site Certification stage.) 3. All turf reinforcement mats (TRMs) have been installed as shown on the approved construction plans and the slopes are stabilized. XI. Permanent Erosion Control BMPs - FCSCM Ch. 9, Sec. 7.0 A. Construction: All permanent erosion control BMPs have been installed per the approved construction plans. 1. All riprap has been installed in the locations and sizes indicated on the approved construction plans. 2. All fabric has been installed in the locations and sizes indicated on the approved construction plans. a. All fabric was installed per the details on the approved construction plans. XII. Post-Construction Site Cleanup - FCSCM Ch. 3, Sec. 2.0 A. Construction: All construction debris and obstructions of any kind have been removed from drainage paths. 1. All construction debris has been removed except in staging area(s). 2. All ruts have been smoothed out in all construction areas. 3. All areas needing reseeding have been identified and future stabilization goals have been coordinated with the Erosion Control Inspector and in accordance with FCSCM Vol.2 Chapter 12. Note the area needing stabilization in the narrative. XIII. Certification of LID and Water Quality Facilities - FCSCM Ch. 7 A. Attached are the During Construction Inspection Checklist for Low Impact Development (LID) and other items to be verified during construction, along with pictures and other required documentation. XIV. Certification of Other Permanent BMPs A. The construction of other permanent BMPs not specifically addressed in this certification is in accordance with the approved plan. This may include grade control structures, rundowns, bridges, stream access/improvements, etc. Please specify other permanent BMPs included on this site: Yes N/A Yes Yes N/A N/A Yes Yes Yes Yes Yes N/A O VERALL S ITE AND D RAINAGE C ERTIFICATION N ARRATIVE U NION P LACE S UBDIVISION F ILING 1 AND F ILING 2 F ORT C OLLINS , CO 1501 ACADEMY CT. STE 203 | FORT COLLINS, CO 80524 | 970-530-4044 | www.unitedcivil.com 10/28/2019 MR. DAN MOGEN STORMWATER DEPARTMENT CITY OF FORT COLLINS UTILITIES 700 WOOD STREET FORT COLLINS, CO 80521 RE: OVERALL SITE AND DRAINAGE CERTIFICATION NARRATIVE UNION PLACE SUBDIVISION FILING 1 AND FILING 2 FORT COLLINS, CO Dear Dan, The purpose of this narrative is to provide additional documentation in support of the Overall Site and Drainage Certificatio n Form and Checklist for Union Place Subdivision Filing 1 and Filing 2. We have used the most recent checklist dated January 2019. There are a number of items on the current checklist that may not apply to this project as the First Filing was originally designed in 2009 and construction started in 2010. Additional minor revisions were approved in 2010, a Minor Amendment was processed in 2014 and a Major Amendment processed as Filing 2 was completed in 2015. The explanations below correspond to the Overall Site and Drainage Certification Checklist: I.A.5. This pond was designed and approved in 2009 and constructed in 2010 before this statute went into effect. The existing outlet is 2’ higher than the bottom of the pond. There was a plan in place to have a pump if the bottom of the pond didn’t drain, but the Type B soils present in the pond have drained well over the last 9 years. In the future, a lower regional storm sewer system is planned in Mason Street that will allow the bottom of the pond to drain. I.B. The bottom of the pond was designed and approved with 0.5% grades. I.B.1.c. The original geotechnical report (included as an attachment) references Type B and C Soils in the area. The pervious pavement design reports (included as an attachment) included four infiltration tests throughout the site and did not recommend underdrains below the pervious pavements. Due to this an underdrain pipe was also not included with the soft pans in the detention pond or the bioretention areas. I.B.3 – There was not a formal spillway designed with this project. There was a future location of a spillway shown on the east and west sides of Mason Street. Currently, the pond would fill to the top of pond at the south end of Mason Street and ultimately spill into Mason Street when it extends beyond the southern curb & gutter flowline elevation of 4980.97. In the future, when this pond becomes a regional detention pond, a spillway would be constructed and set at an elevation of 4981.30. I.b.4.a. – The orifice plate was constructed with a 7 ¾” diameter instead of 7” diameter. The planned 7” opening along with the 6” opening on the other outlet structure would limit the release rate to 2.19 cfs from the site. The 7 ¾” opening along with the 6” opening will cause an increase in the potential runoff rate from the site from 2.19 cfs to 2.48 cfs. We are not recommending replacement of the orifice plate due to the fact that the increase in runoff rate is fairly minor and there is 2 ’ of retention (1.31 ac-ft) below the outfall that significantly reduces the probability of the pond ever filling up to the maximum detention elevation in a 100-year event. I.b.4.b. – There is 2’ of retention that provides water quality, therefore no water quality plate was designed with either outlet structure. O VERALL S ITE AND D RAINAGE C ERTIFICATION N ARRATIVE U NION P LACE S UBDIVISION F ILING 1 AND F ILING 2 F ORT C OLLINS , CO 1501 ACADEMY CT. STE 203 | FORT COLLINS, CO 80524 | 970-530-4044 | www.unitedcivil.com II.A.2. – The swale running through Tract K was originally designed with a longitudinal slope of 1.09%. The as -built slope is 1.04% and the cross section differs from the original design. However, there is adequate capacity in the swale for 1.33 times the 100-Year flow rate and it is entirely contained within the 20’ drainage easement as shown in the attached calculations. II.A.3. – Some of the small landscaped swales that were shown in the parkway strip between the curb & gutter and sidewalk were removed. These include the swales in Tract G, Tract I, Tract H, and the swales along the south side of Greenleaf Street and both sides of Urban Prairie Street. These were originally planned as an additional water quality component (not calculated or accounted for to achieve water quality volume), but they were removed during construction and a straight grade is now shown between the sidewalk and curb & gutter in most locations. This does not negatively affect the drainage on site and there is still some component of water quality that is happening to the stormwater sheet flowing over the landscaped parkway. II.A.4. See pictures included below of rip rap locations. The rip rap appears to be the correct size as indicated on the pla ns. Bioretention Area near Urban Prairie and Alley: Sidewalk Chase on west side of Mason Street south of Willox: O VERALL S ITE AND D RAINAGE C ERTIFICATION N ARRATIVE U NION P LACE S UBDIVISION F ILING 1 AND F ILING 2 F ORT C OLLINS , CO 1501 ACADEMY CT. STE 203 | FORT COLLINS, CO 80524 | 970-530-4044 | www.unitedcivil.com Inlet FES P1 – east side of Mason Street: South end of Mason Street on east side South end of Mason Street on West Side: Outlet FES D O VERALL S ITE AND D RAINAGE C ERTIFICATION N ARRATIVE U NION P LACE S UBDIVISION F ILING 1 AND F ILING 2 F ORT C OLLINS , CO 1501 ACADEMY CT. STE 203 | FORT COLLINS, CO 80524 | 970-530-4044 | www.unitedcivil.com Outlet FES E Outlet FES G1 Outlet FES P2 – east side of Mason Street: Outlet Structure Pond P O VERALL S ITE AND D RAINAGE C ERTIFICATION N ARRATIVE U NION P LACE S UBDIVISION F ILING 1 AND F ILING 2 F ORT C OLLINS , CO 1501 ACADEMY CT. STE 203 | FORT COLLINS, CO 80524 | 970-530-4044 | www.unitedcivil.com Sidewalk Chase Outlet into Pond off Greenleaf III.A.2. Two pipes were design at 0.3% and 0%, but were built at 0.32% and 0.1% so they are acceptable. Line SD -03 is a private line that was designed at 0.40%, but was built at 0.21%. However, the capacity of this pipe was analyzed and is adequate. There could be increased maintenance expected on this pipe, but it doesn’t appear to be causing any issues at this time and appears to be adequate as constructed. III.B.3 We believe so, but we were not onsite during construction of the pipe. V.A.1 The modified Type R Inlet (SDI-G1) was not constructed as shown in the construction plans. A Single Curb Inlet was constructed at this location. The single curb inlet provides adequate capacity as shown in the attached calculations. V.A.6. “No Dumping – Drains to Poudre River” is not stenciled or stamped on any of the inlets. This is not shown on the originally approved plans and appears to be a new requirement since 2009. It is our understanding that the City is retroactively adding stamp to older inlets and would be able to do that on these inlets as well. VIII. No, there were some curb cuts that were omitted from the plans. These were designed to take flows from the street to the landscaped area behind the curb & gutter or vice versa for additional water qual ity as discussed in item II.A.3. These items were removed during construction and do not pose any drainage issues. All critical curb cuts were constructed in accordance with the approved construction plans. X.A. As stated previously with checklist item II.A.3, some of the small landscaped swales were removed from the plans during construction. These include the swales in Tract G, Tract I, Tract H, and the swales along the south side of Greenleaf Street and both sides of Urban Prairie Street. This does not negatively affect the drainage in these tracts and is adequate for drainage purposes. All other common open spaces have been graded in accordance with the approved construction plans. 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: Union Place Subdivision Filing 1 and 2 Date: 10/9/2019 Building Permit Numbers: I. Compaction A. N/A All berms and embankments meet the compaction requirements as specified in the project geotechnical report or comply with the City’s standard, which is “soils should be compacted within a moisture content range of 2% below to 2% above optimum moisture content and compacted to 95% of the Maximum Standard Proctor Density (ASTM D698).” Compaction requires verification during construction. Provide testing log from contractor/engineer. II. Storm Drain Pipe Installation Requirements A. N/A 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. N/A 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: 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: Dave Phillips Title: president Email: Dave@philgreenco.com Phone: 9702228989 Company: Philgreen Construction Address: 1420 Blue Spruce Drive, STE G Ft Collins CO 80524 1/19 Page 1 of 3 Permeable Interlocking Concrete Pavers 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.) Pavers were installed in 2010 by another contractor and we don’t have records for that construction. Sub-surface 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 sub-base courses (per design in Final Plan Documents) ☐ ☐ ☒ Record date(s) of inspection and inspector’s name Surface inspection(s): Installation of this facility was verified via inspection by a City-Stormwater Inspector at the point of installation of the pavers and joint fill material ☐ ☐ ☒ 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 Impermeable Liner Impermeable liner meets design specifications ☐ ☐ ☒ Provide specifications of delivered material Impermeable liner is attached to concrete perimeter wall ☐ ☐ ☒ 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) Edge Restraint and Concrete Cut-Off Wall The required edge restraint meets design specifications ☐ ☐ ☒ Provide specification of installation Concrete cut-off wall meets design specifications for: ☐ ☐ ☒ Provide specification of installation - Dimensions ☐ ☐ ☒ - Reinforcement ☐ ☐ ☒ - Footings ☐ ☐ ☒ Underdrain System Underdrain pipe meets design specifications ☐ ☐ ☒ Provide photograph 1/19 Page 2 of 3 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 Aggregate Sub-base Course(e.g., #2/4): - Has 90% fractured faces - Is thoroughly washed (virtually free of fine sediment) - Is installed to the required design depth ☐ ☐ ☒ Provide load ticket, photographs, and record depth installed Basecourse (e.g., #57): - Has 90% fractured faces - Is thoroughly washed (virtually free of fine sediment) - Is installed to the required design depth ☐ ☐ ☒ Provide load ticket, photographs, and record depth installed Leveling Course / Joint Fill (e.g., crushed #89): - Has 90% fractured faces - Is thoroughly washed (virtually free of fine sediment) - Is dry screened - Is installed to the required design depth and to the top of the paver joints ☐ ☐ ☒ Provide load ticket, photographs, and record depth installed Aggregate materials are installed and compacted according to manufacturer’s and/or design specifications ☐ ☐ ☒ Provide photographs and documentation of compaction Protection During Construction PICP area is protected from construction site sediment, including runoff from the upstream catchment and construction equipment traffic ☐ ☐ ☒ Specify how the area was covered and/or otherwise protected to prevent construction runoff from entering the pavement Close Out Cracked/broken paver units have been removed and replaced ☒ ☐ ☐ Paver height offsets are no more than 1/4” between adjacent units & surface contains no deformations (depressions/settlement) exceeding 1/2" ☒ ☐ ☐ Upstream catchment is stabilized prior to diverting runoff into PICP system ☒ ☐ ☐ 1/19 Page 3 of 3 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.) This was done in 2009 or 2010 before we got involved in the project in 2014. 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 No underdrain required per Civil engineer. Did not have City Stormwater inspector out to inspect installations. We don’t think this was required at that time. 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 Project Civil Engineer saw the installation of each of bioretention areas. 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” After picture provided Bottom surface of cell is flat and level ☒ ☐ ☐ Provide photograph Photo provided Excavated area is protected/surrounded by sediment/runoff control measures during construction ☒ ☐ ☐ Provide photograph Installed at landscaping 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 1/19 Page 2 of 3 Emergency overflow elevation is confirmed ☒ ☐ ☐ Measure and record distance from overflow to top of media filter; provide photograph See as-built drawings Overflow inlet elevation is set above bioretention media per plan ☐ ☐ ☒ Provide photograph No inlets with these bioretention areas 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 No inlet Overflow path and check dams, if used, are armored to protect from erosion and maintain elevations ☐ ☐ ☒ Provide photograph Overflow path is at sidewalk chase and curb cuts Impermeable Liner Impermeable liner meets design specifications ☐ ☐ ☒ Provide specifications of delivered material No liners specified with bioretention areaas 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 No underdrain specified with bioretention areas 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 CDOT No. 4 aggregate used per design. No documentation 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 Pea gravel per design used. No documentation. 1/19 Page 3 of 3 Bioretention Sand Media (BSM) composition: - meets design specifications - is installed to the required design depth ☒ ☐ ☐ Provide load ticket, photographs, and record depth installed BSM came from Hageman’s Earth Cycle in Fort Collins an approved supplier of BSM material BSM was “machine mixed” by supplier prior to delivery ☐ ☐ ☒ Provide load ticket Not sure. It appeared well mixed at site. BSM is installed flat and level ☒ ☐ ☐ Provide photograph Photo provided Other Structural Components Containment wall/berm is continuous and level ☒ ☐ ☐ Sidewalk, curb & gutter, and alleys adjacent to bioretention areas. No walls or berms. Landscaping Verify final landscaping is free of sod ☒ ☐ ☐ If sod is used, it must be shown to be “sand-grown” No sod used Final landscaping (non-floatable mulch) is flat and level ☒ ☐ ☐ Provide photograph 4 areas seeded and other area has rock. See photo. Vegetation is planted according to landscape design specifications and final landscaping plan ☒ ☐ ☐ Provide photograph Photo provided Verify that weed barrier is NOT installed ☒ ☐ ☐ No weed barrier used Temporary irrigation installed ☒ ☐ ☒ If N/A, then verify that permanent irrigation is installed to establish/maintain vegetation Permanent irrigation is installed Close Out Upstream catchment stabilized prior to diverting runoff into bioretention cell ☒ ☐ ☐ Photos associated with During Construction Inspection Checklist Bioretention East of Mason St - Excavated Bioretention East of Mason St. – Completed: Bioretention West of Mason St Excavated: Bioretention West of Mason St Completed: Bioretention Greenleaf East Excavated: Bioretention Greenleaf East Interim Bioretention Greenleaf East Completed: Photos associated with During Construction Inspection Checklist Bioretention Greenleaf West Excavated: Bioretention Greenleaf West Interim: Bioretention Greenleaf West Completed: Bioretention Tract J Excavated: Bioretention Tract J Completed: Photos associated with During Construction Inspection Checklist Bioretention Tract J forebay: Photo of typical paver removal, cleaning, and reinstallation: From:Dave Phillips To:Dan Mogen Cc:Sam Eliason Subject:FW: Union Place Site Drainage Certification Date:Thursday, November 21, 2019 11:42:32 AM Attachments:during-construction-inspection-checklist2.docx Dan Regarding the N/A portions of During Construction Checklist, I would like to state for the record that input is because that construction was done by a previous developer. N/A means we do not have that information. I went through check list again and updated information on bio areas. I believe Union Place site construction occurred in 2010, that contractor went out of business, it sat for a couple of years, and we became involved in 2014. When we started the project, the infrastructure was almost completed. The curb, gutter and 1st lift of asphalt were complete. The pavers were installed except about 100 feet of the alley behind Urban Prairie homes. The detention areas were rough constructed. After we were involved, we fine graded the detention areas, installed the bioretention areas, and landscaping. I hope this explains the lack of documentation regarding the pavers. Regarding the landscaping , it has all been signed off by zoning. Regarding the paver cleaning, I am attaching a picture during the remove & clean on south side of Greenleaf. I am scheduling a vac and chip now on other areas. I will be in touch regarding completion of that, and please let me know if you need further information on anything else to complete the certification. Thanks Dave Phillips dave@philgreenco.com 970-222-8989 From: Dan Mogen <dmogen@fcgov.com> Sent: Wednesday, November 20, 2019 12:23 PM To: Sam Eliason <sam.eliason@unitedcivil.com>; Dave Phillips <dave@philgreenco.com> Subject: RE: Union Place Site Drainage Certification Thanks, Sam! That does help, but more info (or justification as to why it can’t be provided) and checklist updates are still needed. Dan Mogen, EI, CFM Development Review Engineer Stormwater Engineering & Development Review Division City of Fort Collins Utilities (970)305-5989 dmogen@fcgov.com From: Sam Eliason <Sam.Eliason@UnitedCivil.com> Sent: Wednesday, November 20, 2019 12:10 PM To: Dan Mogen <dmogen@fcgov.com>; Dave Phillips <dave@philgreenco.com> AL L E Y B AL L E Y A UR B A N P R A I R I E S T . BLUE SUN ST. GR E E N L E A F S T . WE S T W I L L O X L A N E CF CF CFCF CF CF LOT 1 BLOCK 1 TR A C T A TRACT C TRACT D TRACT B TRACT G TRACT I TRACT L TR A C T N TRACT M TR A C T M TR A C T M TRACT M LOT 1 BLOCK 4 LOT 2 BLOCK 4 EXISTING IRRIGATION DITCH PROPERTY BOUNDARY (TYP.) CH SC TR A C T Q MATCHLINE SEE SHEET GR02 84. 9 8 84. 3 7 84. 7 6 85. 2 8 LOT 2 BLOCK 2 LOT 1 BLOCK 2 LOT 1 BLOCK 5 LOT 2 BLOCK 5 TYPE 'B' LOT TYPE 'B' LOT TYPE 'B' LOT TYPE 'B' LOT LOT TYPE 'B' LOT TYPE 'B' LOT TYPE 'B' LOT TYPE 'B' LOT LOT 1 BLOCK 3 LOT 2 BLOCK 3 LOT 3 BLOCK 3 LOT 4 BLOCK 3 LOT 6 BLOCK 3 LOT 7 BLOCK 3 LOT 8 BLOCK 3 LOT 1 BLOCK 1 TOF=88.10 FG=87.60 TOF=88.00 FG=87.50 TOF=88.19 FG=87.69 TOF=88.31 FG=87.81 TOF=88.30 FG=87.80 TOF=88.20 FG=87.70 TOF=88.11 FG=87.61 TOF=88.02 FG=87.52 LOT 5 BLOCK 3 TYPE 'B' TOF=86.40 FG=85.90 TRACT M 86. 2 4 86. 0 3 85. 4 0 86. 1 2 86. 9 9 87. 1 1 87. 2 4 87. 0 1 86. 3 2 86. 3 6 87. 4 0 86. 9 2 86. 3 7 87. 9 5 87. 5 9 86. 0 4 85. 2 8 85. 1 5 85. 6 7 85. 0 7 86. 1 6 85. 7 2 85. 4 4 86. 1 5 86. 8 9 85. 6 3 SEE SHEET C400 OF FILING 2 PLANS SEE SHEET C400 OF FILING 2 PLANSSEE SHEET C400 OF FILING 2 PLANS SEE SHEET C400 OF FILING 2 PLANS 87. 1 0 87. 3 0 87. 2 4 87. 1 0 86. 3 8 86. 2 6 86. 7 8 87. 4 2 87. 8 4 87. 9 8 86. 0 2 86. 0 0 85. 0 6 85. 0 1 85. 0 6 84. 1 9 84. 4 5 84. 5 0 84. 5 3 84. 7 1 1. 2 % 0. 4 % 0. 4 % 0. 7 % 2.8% 5.1% 1.5% 4.1% 2.1% 3.2% 3.6%1.6% 9.1:1 5.5:1 5.1:1 6.7:1 7.5:1 6.6:1 8.1:1 7.1:1 8. 2 : 1 9. 6 : 1 13 . 1 : 1 10.6 : 1 84. 4 4 84. 6 5 NO S W A L E H E R E NO S W A L E H E R E 84. 3 4 84. 3 3 83. 9 3 VERIFIED OUTLET STRUCTURE INV = 85.07 (2 3/8" DIAM ORIFICE) SPILL = 85.99 85. 7 2 85. 2 0 84. 8 9 85. 4 1 84. 9 0 84. 4 8 84. 1 3 83. 9 6 86. 0 8 85. 3 5 84. 7 5 84. 4 5 85. 3 5 85. 7 9 85. 5 8 86. 0 4 85. 9 2 85. 5 3 84. 8 2 84. 9 5 84. 8 2 84. 7 8 84. 7 3 84. 9 0 85. 6 3 85. 4 8 84. 9 1 86. 0 0 85. 5 9 85. 4 2 85. 6 9 85. 2 2 85. 1 5 84. 6 0 85. 2 8 85. 0 4 84. 6 7 85. 1 5 84. 9 4 84. 8 9 84. 6 3 84. 6 7 83. 9 3 83. 5 6 86. 2 8 86. 3 5 86. 4 2 84. 7 6 84. 4 7 83. 5 9 SM E P: \ U 1 3 0 0 3 - R E V I V E \ C A D D \ C P \ A S - B U I L T S CP G R 0 1 - 0 4 . D W G NO N E 10 / 2 8 / 1 9 5: 3 5 : 2 1 P M RV U 24 X 3 6 N , E X P N , E X M A , e x t o , E X L S , E X U T , p r p n , P R U T , p r m a , K E Y M A P - G R , p r t o p t , T y p i c a l S e c t i o n s , p r t o - d e t a i l , P R T O - F U T U R E , P R T O , I M A G E S : 1 9 . t i f , 2 0 . t i f , 2 1 . t i f , 2 2 . t i f GR A D I N G P L A N GR01 N/A 20' DR A W I N G N A M E : PR O J . M G R : PA T H : DA T E : SE R V E R : DE S I G N E R : TI M E : 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 : 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 li a b l e f o r , u n a u t h o r i z e d c h 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 ch 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 b e a p p r o v e d b y th 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 : RE V I V E P R O P E R T I E S L L C 9/ 7 / 2 0 1 4 UN I O N P L A C E 40 U13003 1" = 1" =VERTICAL: HORIZONTAL: SCALE Civil Engineering & Consulting 1501 Academy Court, Suite 203 Fort Collins, CO 80524 (970) 530-4044 www.unitedcivil.com UNITED CIVIL Design Group GR01 EXISTING 1' CONTOUR EXISTING 5' CONTOUR PROPOSED STORM DRAIN MANHOLE PROPOSED STORM PIPE 4980 EXISTING OR ORIGINALLY PROPOSED SPOT ELEVATION EXISTING STORM PIPE 1. THE EXACT BUILDING FOOTPRINTS ARE UNKNOWN AT THIS TIME, THEREFORE TOP OF FOUNDATION AND FINISHED FLOOR ELEVATIONS HAVE NOT BEEN SHOWN FOR THE COMMERCIAL AND MULTI-FAMILY LOTS. INDIVIDUAL GRADING PLANS FOR THESE LOTS SHALL BE PREPARED AND APPROVED BY THE CITY FOR EACH INDIVIDUAL LOT PRIOR TO RECEIVING A BUILDING PERMIT. SEE NOTES 12 AND 13 FOR MORE INFORMATION. 2. ALL SPOT ELEVATIONS ARE TO FLOW LINE OR FINISHED GRADE UNLESS OTHERWISE NOTED. 3. ALL SPOT ELEVATIONS ARE OF THE ELEVATION 49XX.XX. 4. HANDICAP RAMPS SHALL NOT EXCEED 8.33% SLOPE (1:12). SIDEWALKS IN GENERAL SHALL NOT EXCEED 5.00% SLOPE (1:20) UNLESS NECESSARY IN WHICH CASE THEY SHALL NOT EXCEED 8.33% SLOPE (1:12). WHERE SIDEWALKS ARE OF SUCH A SLOPE THAT SPECIAL REQUIREMENTS NEED TO BE ADDRESSED FOR HANDICAP CONSIDERATION THE CONTRACTOR SHALL COMPLY WITH APPLICABLE CODES. 5. (MINIMUM) THE FINISHED GRADE SHALL SLOPE AWAY FROM THE BUILDING AT A MIN. 2% TOWARDS SWALES OR OVER CURB TO PAVED AREAS. 6. DEVELOPER SHALL VERIFY POSITION OF BUILDING STAIRS & OPENINGS PRIOR TO CONSTRUCTING ADJOINING SIDEWALKS. 7. REFER TO GENERAL NOTES FOR ALL OTHER APPLICABLE INFORMATION. 8. MAXIMUM SLOPE AT HANDICAPPED PARKING STALLS IS 2% IN ANY DIRECTION. 9. CONTRACTOR TO FIELD VERIFY EXISTING ELEVATIONS SHOWN AT TIE IN POINTS. CONTRACTOR TO NOTIFY ENGINEER IF ELEVATIONS VARY FROM THAT SHOWN ON PLAN. 10. CONTRACTOR TO ADJUST STORM GRATES AS NECESSARY TO PROPOSED TOP OF GRADE. 11. IF REQUESTED ENGINEER WILL FURNISH THE CONTRACTOR AUTOCAD COMPATIBLE FILES. 12. THE TOP OF FOUNDATION (T.O.F.) ELEVATIONS AND FINISHED FLOOR (F.F.) ELEVATIONS SHALL BE DESIGNED TO BE AT LEAST 12" ABOVE THE 100 YEAR STORM EVENT. THE BUILDINGS ALONG WEST WILLOX LANE SHALL HAVE THE T.O.F. AND F.F. ELEVATED AT LEAST 14" ABOVE THE ADJACENT WEST WILLOX LANE SIDEWALK. 13. STANDARD CITY OF FORT COLLINS TYPE "B" LOT GRADING PLANS SHOWN ON SHEET DT06 SHALL ALSO BE USED TO DETERMINE TOP OF FOUNDATION ELEVATIONS. 14. RETAINING WALLS ON THE INDIVIDUAL LOTS MAY BE NECESSARY TO MEET THE LOT GRADING REQUIRMENTS. 15. BASEMENTS WILL NOT BE ALLOWED ON THIS SITE DUE TO HIGH GROUNDWATER. OUTFALL CURB & GUTTER CURB TRANSITION (CATCH TO OUTFALL) 3' TRANSITION TO 0" CURB FACECF 10' TRANSITION (ROLLOVER TORVVERTICAL CURB AND GUTTER) LEGEND NOTES 4981 2' CURB CUT W/1' TRANSITIONCCSEE SHEET DT05 FOR DETAIL 2' CURB CHANNELCHSEE SHEET DT05 FOR DETAIL CONCRETE SIDEWALK SEE SHEET DT05 FOR DETAIL SIDEWALK CHASESCSEE SHEET DT05 FOR DETAIL FLOW LINE FINISH SURFACE FL FS MOUNTAIN GRANITE RIP RAP PROPERTY BOUNDARY EASEMENT LINE CENTERLINE LOT BOUNDARY CONCRETE SIDEWALK CULVERTCUSEE SHEET DT05 FOR DETAIL 12B NEWLY PROPOSED SPOT ELEVATION FOR REVISIONS TO SITE 39. 7 6 (SEE LANDSCAPE PLANS) NOT SHOWN FOR CLARITY 22 0 20'40' SCALE: 1" = 20' 10' NORTH 1 1 1 1 1 1 1 1 1 SM E 10 / 2 2 / 1 9 RE C O R D D R A W I N G 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. 82. 2 0 AS-BUILT SPOT ELEVATION 4980 4981 1' MINOR DESIGN CONTOUR 5' MAJOR DESIGN CONTOUR 4980 4981 1' MINOR AS-BUILT CONTOUR 5' MAJOR AS-BUILT CONTOUR LEGEND WE S T W I L L O X L A N E CEDAR ST. GR E E N L E A F S T . ALLEY B x x x x x x x x x x x x x x x UR B A N P R A I R I E S T . AL L E Y A CF CF LOT 3 BLOCK 5 TRACT E TRACT J LOT 1 BLOCK 4 LOT 2 BLOCK 4 TRACT O TRACT M TRACT M TRACT A LOT 2 BLOCK 5 CC CC CC CC SC SC SC FOR BIORETENTION DETAIL SEE SHEET GRO4 "GREEN LEAF ST (EAST)" TRACT Q CF MATCHLINE SEE SHEET GR03 MATCHLINE SEE SHEET GR01 82. 9 5 F L 83. 8 6 F S 83. 9 5 F S 82. 9 8 F L 83. 6 9 F L 84. 1 9 F S 83. 9 9 F L 84. 5 0 F S 83. 6 6 F L 84. 1 6 F S 79. 3 9 79. 5 1 79. 9 2 80. 0 4 80. 4 5 80. 5 7 81. 6 0 81. 4 8 83. 9 0 83. 7 2 82. 8 8 82. 5 0 82. 9 2 82. 9 7 83. 1 4 83. 2 3 83. 2 2 83. 2 4 84. 1 9 82. 5 5 82. 2 5 82. 5 5 83. 1 5 83. 3 0 83. 7 2 83. 7 4 84. 1 8 83. 8 1 84. 7 6 77. 7 4 77. 9 5 78. 5 5 78. 6 7 82. 6 9 F L 84. 4 8 82. 0 6 83. 0 8 82. 7 4 82. 8 2 83. 0 7 84. 5 2 F S 84. 0 2 F L TYPE 'B' LOT TYPE 'B' LOT TYPE 'B' LOT TYPE 'B' LOT TYPE 'B' LOT TYPE 'B' LOT TYPE 'B' LOT TYPE 'B' LOT TYPE 'B' LOT LOT 2 BLOCK 1 LOT 3 BLOCK 1 LOT 4 BLOCK 1 LOT 5 BLOCK 1 LOT 6 BLOCK 1 LOT 7 BLOCK 1 LOT 8 BLOCK 1 LOT 9 BLOCK 1 LOT 10 BLOCK 1 TOF=86.07 FG=85.57 TOF=85.79 FG=85.29 TOF=85.57 FG=85.07 TOF=85.37 FG=84.87 TOF=85.16 FG=84.66 TOF=85.14 FG=84.64 TOF=85.35 FG=84.85 TOF=85.55 FG=85.05 TOF=85.55 FG=85.05 FOR BIORETENTION DETAIL SEE SHEET GR04 "GREEN LEAF ST (WEST)" TRACT M TRACT H SC SC CC SCCC TRACT M TRACT K 78. 4 4 79. 0 3 77. 8 2 82. 6 7 SEE SHEET C400 OF FILING 2 PLANS SEE SHEET C400 OF FILING 2 PLANS CC 82. 5 6 82. 4 6 82. 5 9 82. 1 4 82. 5 2 83. 3 7 82. 8 1 81. 6 1 82. 1 0 82. 0 5 82. 1 5 84. 6 5 . F G 83. 8 6 S W 83. 7 8 S W 82. 5 6 F L 83. 7 0 84. 6 6 F G 83. 6 6 84. 3 5 1.0 4 % 82. 4 6 F L 78. 3 0 77. 8 6 77. 4 2 77. 8 2 77. 7 5 77. 8 2 77. 8 1 78. 1 0 78. 2 0 78. 2 9 78. 1 1 78. 2 4 78. 4 1 78. 5 1 78. 6 7 79. 1 1 78. 9 3 79. 1 6 82. 1 4 82. 0 5 82. 0 0 82. 0 0 82. 1 1 82. 2 1 82. 3 5 82. 4 0 82. 3 6 82. 5 8 82. 6 1 82. 7 382. 7 2 82. 8 082. 9 1 82. 9 4 83. 0 0 82. 2 7 82. 5 2 82. 4 5 80. 4 8 81. 2 3 81. 6 6 81. 7 2 80. 9 9 80. 4 5 79. 4 5 78. 9 6 78. 7 9 4. 1 : 1 4.0 : 1 4.1 : 1 3.6 : 1 15 . 5 : 1 3.7:1 4.0: 1 3.7:1 4.9:1 4.7:1 4.3:1 0.7 % 1.2% 3.4 % 1.0 % 3.1 % NO SWALE HERE NO S W A L E H E R E NO S W A L E H E R E NO S W A L E H E R E NO S W A L E H E R E NO S W A L E H E R E 84. 3 5 84. 4 4 84. 6 5 82. 3 7 82. 4 4 82. 4 9 82. 3 3 82. 3 1 82. 3 0 85. 1 5 F F E 85. 3 6 F F E NO S W A L E H E R E NO S W A L E H E R E NO S W A L E H E R E NO S W A L E H E R E NO S W A L E H E R E NO S W A L E H E R E 12" DIAMETER INLET CONSTRUCTED AT THIS LOW POINT WITH 6" PVC PIPE OUT TO THE EAST AT INVERT = 80.53 16± LF 6" PVC @ SLOPE = 9%± APPEARS TO BE CONNECTED TO 24" RCP PIPE 6" INVERT = 79.1± 82. 3 5 83. 5 2 83. 2 7 83. 4 6 83. 5 3 83. 2 3 83. 4 7 83. 8 0 83. 9 9 83. 6 9 83. 3 7 82. 4 1 82. 3 1 82. 5 0 82. 3 382. 3 3 82. 1 3 L P 83. 0 0 83. 4 6 82. 6 7 82. 6 7 83. 5 4 83. 4 2 83. 1 4 84. 1 3 84. 3 8 84. 1 5 83. 6 9 84. 5 8 84. 8 0 84. 9 6 85. 3 5 83. 7 1 84. 3 6 84. 5 1 84. 8 7 84. 0 4 83. 5 8 83. 3 2 83. 8 4 84. 4 0 83. 8 4 83. 8 7 84. 2 9 84. 2 2 83. 1 7 83. 7 2 81. 8 5 83. 1 9 83. 5 9 82. 7 0 82. 5 0 83. 2 3 83. 4 8 84. 2 1 84. 2 7 84. 4 0 84. 4 1 84. 8 1 84. 9 7 84. 5 1 84. 6 8 SM E P: \ U 1 3 0 0 3 - R E V I V E \ C A D D \ C P \ A S - B U I L T S CP G R 0 1 - 0 4 . D W G NO N E 10 / 2 8 / 1 9 5: 4 0 : 2 4 P M RV U 24 X 3 6 N , E X P N , E X M A , e x t o , E X L S , E X U T , p r p n , P R U T , p r m a , K E Y M A P - G R , p r t o p t , T y p i c a l S e c t i o n s , p r t o - d e t a i l , P R T O - F U T U R E , P R T O , I M A G E S : 1 9 . t i f , 2 0 . t i f , 2 1 . t i f , 2 2 . t i f GR A D I N G P L A N GR02 N/A 20' DR A W I N G N A M E : PR O J . M G R : PA T H : DA T E : SE R V E R : DE S I G N E R : TI M E : 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 : 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 li a b l e f o r , u n a u t h o r i z e d c h 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 ch 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 b e a p p r o v e d b y th 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 : RE V I V E P R O P E R T I E S L L C 9/ 7 / 2 0 1 4 UN I O N P L A C E 40 U13003 1" = 1" =VERTICAL: HORIZONTAL: SCALE Civil Engineering & Consulting 1501 Academy Court, Suite 203 Fort Collins, CO 80524 (970) 530-4044 www.unitedcivil.com UNITED CIVIL Design Group GR02 EXISTING 1' CONTOUR EXISTING 5' CONTOUR PROPOSED STORM DRAIN MANHOLE PROPOSED STORM PIPE 4980 EXISTING OR ORIGINALLY PROPOSED SPOT ELEVATION EXISTING STORM PIPE 1. THE EXACT BUILDING FOOTPRINTS ARE UNKNOWN AT THIS TIME, THEREFORE TOP OF FOUNDATION AND FINISHED FLOOR ELEVATIONS HAVE NOT BEEN SHOWN FOR THE COMMERCIAL AND MULTI-FAMILY LOTS. INDIVIDUAL GRADING PLANS FOR THESE LOTS SHALL BE PREPARED AND APPROVED BY THE CITY FOR EACH INDIVIDUAL LOT PRIOR TO RECEIVING A BUILDING PERMIT. SEE NOTES 12 AND 13 FOR MORE INFORMATION. 2. ALL SPOT ELEVATIONS ARE TO FLOW LINE OR FINISHED GRADE UNLESS OTHERWISE NOTED. 3. ALL SPOT ELEVATIONS ARE OF THE ELEVATION 49XX.XX. 4. HANDICAP RAMPS SHALL NOT EXCEED 8.33% SLOPE (1:12). SIDEWALKS IN GENERAL SHALL NOT EXCEED 5.00% SLOPE (1:20) UNLESS NECESSARY IN WHICH CASE THEY SHALL NOT EXCEED 8.33% SLOPE (1:12). WHERE SIDEWALKS ARE OF SUCH A SLOPE THAT SPECIAL REQUIREMENTS NEED TO BE ADDRESSED FOR HANDICAP CONSIDERATION THE CONTRACTOR SHALL COMPLY WITH APPLICABLE CODES. 5. (MINIMUM) THE FINISHED GRADE SHALL SLOPE AWAY FROM THE BUILDING AT A MIN. 2% TOWARDS SWALES OR OVER CURB TO PAVED AREAS. 6. DEVELOPER SHALL VERIFY POSITION OF BUILDING STAIRS & OPENINGS PRIOR TO CONSTRUCTING ADJOINING SIDEWALKS. 7. REFER TO GENERAL NOTES FOR ALL OTHER APPLICABLE INFORMATION. 8. MAXIMUM SLOPE AT HANDICAPPED PARKING STALLS IS 2% IN ANY DIRECTION. 9. CONTRACTOR TO FIELD VERIFY EXISTING ELEVATIONS SHOWN AT TIE IN POINTS. CONTRACTOR TO NOTIFY ENGINEER IF ELEVATIONS VARY FROM THAT SHOWN ON PLAN. 10. CONTRACTOR TO ADJUST STORM GRATES AS NECESSARY TO PROPOSED TOP OF GRADE. 11. IF REQUESTED ENGINEER WILL FURNISH THE CONTRACTOR AUTOCAD COMPATIBLE FILES. 12. THE TOP OF FOUNDATION (T.O.F.) ELEVATIONS AND FINISHED FLOOR (F.F.) ELEVATIONS SHALL BE DESIGNED TO BE AT LEAST 12" ABOVE THE 100 YEAR STORM EVENT. THE BUILDINGS ALONG WEST WILLOX LANE SHALL HAVE THE T.O.F. AND F.F. ELEVATED AT LEAST 14" ABOVE THE ADJACENT WEST WILLOX LANE SIDEWALK. 13. STANDARD CITY OF FORT COLLINS TYPE "B" LOT GRADING PLANS SHOWN ON SHEET DT06 SHALL ALSO BE USED TO DETERMINE TOP OF FOUNDATION ELEVATIONS. 14. RETAINING WALLS ON THE INDIVIDUAL LOTS MAY BE NECESSARY TO MEET THE LOT GRADING REQUIRMENTS. 15. BASEMENTS WILL NOT BE ALLOWED ON THIS SITE DUE TO HIGH GROUNDWATER. OUTFALL CURB & GUTTER CURB TRANSITION (CATCH TO OUTFALL) 3' TRANSITION TO 0" CURB FACECF 10' TRANSITION (ROLLOVER TORVVERTICAL CURB AND GUTTER) LEGEND NOTES 4981 2' CURB CUT W/1' TRANSITIONCCSEE SHEET DT05 FOR DETAIL 2' CURB CHANNELCHSEE SHEET DT05 FOR DETAIL CONCRETE SIDEWALK SEE SHEET DT05 FOR DETAIL SIDEWALK CHASESCSEE SHEET DT05 FOR DETAIL FLOW LINE FINISH SURFACE FL FS MOUNTAIN GRANITE RIP RAP PROPERTY BOUNDARY EASEMENT LINE CENTERLINE LOT BOUNDARY CONCRETE SIDEWALK CULVERTCUSEE SHEET DT05 FOR DETAIL 12B NEWLY PROPOSED SPOT ELEVATION FOR REVISIONS TO SITE 39. 7 6 (SEE LANDSCAPE PLANS) NOT SHOWN FOR CLARITY 23 0 20'40' SCALE: 1" = 20' 10' NORTH SM E 10 / 2 2 / 1 9 RE C O R D D R A W I N G 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. 82. 2 0 AS-BUILT SPOT ELEVATION 4980 4981 1' MINOR DESIGN CONTOUR 5' MAJOR DESIGN CONTOUR 4980 4981 1' MINOR AS-BUILT CONTOUR 5' MAJOR AS-BUILT CONTOUR LEGEND GR E E N L E A F S T . MASON STREET x x x x x x x x x x x x x x x x x x x x x D D WE S T W I L L O X L A N E LOT 4 BLOCK 5 TRACT A TRACT F TRACT E SC (S E E R D 0 1 , R D 0 2 A N D R D 0 3 ) (SEE RD04) ON-SITE EASEMENT 28.80'29.20' 28.40'28.80' 24.80' 25.20' SEE FUTURE GRADING DETAIL ON THIS SHEET CU MATCHLINE SEE SHEET GR02 77. 4 6 81. 8 6 77. 7 0 77. 6 6 77. 7 4 77. 2 0 76. 9 0 77. 4 6 77. 6 6 77. 9 5 77. 5 5 77. 6 2 77. 2 0 77. 2 0 81. 9 6 TRACT P BIORETENTION AREA = 270 SF (SEE DETAIL SHEET GR04) (PROPOSED GRADE 2 INCHES BELOW ADJACENT GRADE) BIORETENTION AREA = 270 SF (SEE DETAIL SHEET GR04) (PROPOSED GRADE 2 INCHES BELOW ADJACENT GRADE) 77. 3 3 77. 0 1 76. 8 7 77. 3 7 77. 8 2 77. 6 1 76. 8 4 77. 3 5 77. 2 9 82. 3 0 82. 3 3 78. 4 0 78. 6 0 76. 7 4 79. 2 3 81. 7 4 78. 8 2 79. 1 4 78. 7 7 78. 8 1 77. 8 6 77. 1 1 76. 9 8 76. 9 4 77. 2 2 77. 3 1 78. 1 877. 5 1 77. 5 3 77. 0 1 77. 8 878. 5 1 81. 3 0 82. 2 4 82. 3 4 80. 0 5 79. 8 2 79. 8 4 79. 7 4 77. 7 3 77. 7 8 77. 8 5 77. 7 6 77. 8 9 77. 9 0 77. 6 4 77. 5 9 77. 5 5 82. 3 3 77. 8 6 77. 4 2 77. 0 9 77. 0 7 77. 1 4 77. 2 3 76. 9 5 77. 0 4 77. 5 7 77. 8 4 78. 0 3 77. 6 0 77. 9 4 78. 0 7 77. 9 4 77. 9 0 78. 2 2 77. 8 2 77. 7 5 78. 7 6 78. 3 0 78. 0 0 78. 3 6 77. 9 0 77. 8 1 77. 8 977. 4 8 82. 5 1 82. 3 7 82. 6 6 82. 7 4 82. 7 7 82. 8 7 82. 8 5 82. 1 6 81. 9 5 81. 8 1 81. 6 2 81. 4 8 81. 6 9 81. 8 0 81. 9 7 82. 2 0 82. 3 6 82. 5 3 82. 6 8 82. 7 4 82. 7 8 82. 8 8 81. 6 3 F L 81. 5 2 F L 79. 6 2 79. 2 7 81. 0 8 80. 8 3 4. 8 : 1 5. 2 : 1 4.5:1 4.1:1 4. 1 : 1 3. 9 : 1 3. 9 : 1 3. 8 : 1 3. 3 : 1 3.8:1 4. 2 : 1 5. 0 : 1 5. 0 : 1 5.1:1 3. 6 : 1 3. 8 : 1 3.3 : 1 5.7:1 7.9:1 4. 7 : 1 4. 5 : 1 4. 1 : 1 4. 2 : 1 5.5:1 3.3:1 3.9:1 4.0:1 4.3:1 4.3:1 4. 8 : 1 3.9:1 6. 0 : 1 4.8 : 1 0.3% 0.1 % 0.5 % 0.2 % 0.5 % 1.2% 0.3% 1.2% 1. 0 % 77. 0 9 77. 0 9 76. 9 3 77. 1 9 77. 2 3 0.8 % 0.6% 2.4% 0.5% 0.7% 0. 7 % 84. 5 4 84. 3 8 84. 2 0 83. 5 8 82. 3 0 82. 3 0 82. 3 3 82. 4 2 82. 3 1 82. 4 0 82. 8 2 82. 4 7 82. 3 2 82. 5 0 82. 3 5 VERIFIED PROPOSED OUTLET STRUCTURE SEE REVISED DETAIL SHEET DT04 INV = 78.76 (7.75" DIAM ORIFICE BUILT INSTEAD OF 7") SPILL AS-BUILT = 80.05 (DESIGN = 80.10) EXISTING OUTLET STRUCTURE CLEANED OUT AND LEFT IN PLACE 6" DIAM ORIFICE = 78.76 SPILL = 80.80 82. 4 1 82. 3 1 83. 0 7 82. 4 9 82. 4 5 82. 6 4 82. 7 4 82. 6 3 81. 8 1 82. 3 5 82. 4 1 81. 4 0LP 82. 0 2 81. 8 5 x x x x x x PROPOSED INTERIM CONTOURS (TYP.) FUTURE CONTOURS (TYP.) INTERIM END OF MASON STREET PROPERTY LINE FUTURE EXTENSION OF MASON STREET DETENTION POND DETENTION POND 82. 3 3 77. 3 1 77. 7 8 78. 0 0 78. 3 6 77. 9 0 81. 9 5 81. 8 1 81. 6 2 81. 4 8 81. 6 9 81. 8 0 81. 9 7 4. 1 : 1 4. 7 : 1 4.3:1 4. 8 : 1 6. 0 : 1 82. 3 3 82. 4 2 SM E P: \ U 1 3 0 0 3 - R E V I V E \ C A D D \ C P \ A S - B U I L T S CP G R 0 1 - 0 4 . D W G NO N E 10 / 2 8 / 1 9 5: 4 0 : 4 7 P M RV U 24 X 3 6 N , E X P N , E X M A , e x t o , E X L S , E X U T , p r p n , P R U T , p r m a , K E Y M A P - G R , p r t o p t , T y p i c a l S e c t i o n s , p r t o - d e t a i l , P R T O - F U T U R E , P R T O , I M A G E S : 1 9 . t i f , 2 0 . t i f , 2 1 . t i f , 2 2 . t i f GR A D I N G P L A N GR03 N/A 20' DR A W I N G N A M E : PR O J . M G R : PA T H : DA T E : SE R V E R : DE S I G N E R : TI M E : 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 : 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 li a b l e f o r , u n a u t h o r i z e d c h 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 ch 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 b e a p p r o v e d b y th 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 : RE V I V E P R O P E R T I E S L L C 9/ 7 / 2 0 1 4 UN I O N P L A C E 40 U13003 1" = 1" =VERTICAL: HORIZONTAL: SCALE Civil Engineering & Consulting 1501 Academy Court, Suite 203 Fort Collins, CO 80524 (970) 530-4044 www.unitedcivil.com UNITED CIVIL Design Group GR03 EXISTING 1' CONTOUR EXISTING 5' CONTOUR PROPOSED STORM DRAIN MANHOLE PROPOSED STORM PIPE 4980 EXISTING OR ORIGINALLY PROPOSED SPOT ELEVATION EXISTING STORM PIPE 1. THE EXACT BUILDING FOOTPRINTS ARE UNKNOWN AT THIS TIME, THEREFORE TOP OF FOUNDATION AND FINISHED FLOOR ELEVATIONS HAVE NOT BEEN SHOWN FOR THE COMMERCIAL AND MULTI-FAMILY LOTS. INDIVIDUAL GRADING PLANS FOR THESE LOTS SHALL BE PREPARED AND APPROVED BY THE CITY FOR EACH INDIVIDUAL LOT PRIOR TO RECEIVING A BUILDING PERMIT. SEE NOTES 12 AND 13 FOR MORE INFORMATION. 2. ALL SPOT ELEVATIONS ARE TO FLOW LINE OR FINISHED GRADE UNLESS OTHERWISE NOTED. 3. ALL SPOT ELEVATIONS ARE OF THE ELEVATION 49XX.XX. 4. HANDICAP RAMPS SHALL NOT EXCEED 8.33% SLOPE (1:12). SIDEWALKS IN GENERAL SHALL NOT EXCEED 5.00% SLOPE (1:20) UNLESS NECESSARY IN WHICH CASE THEY SHALL NOT EXCEED 8.33% SLOPE (1:12). WHERE SIDEWALKS ARE OF SUCH A SLOPE THAT SPECIAL REQUIREMENTS NEED TO BE ADDRESSED FOR HANDICAP CONSIDERATION THE CONTRACTOR SHALL COMPLY WITH APPLICABLE CODES. 5. (MINIMUM) THE FINISHED GRADE SHALL SLOPE AWAY FROM THE BUILDING AT A MIN. 2% TOWARDS SWALES OR OVER CURB TO PAVED AREAS. 6. DEVELOPER SHALL VERIFY POSITION OF BUILDING STAIRS & OPENINGS PRIOR TO CONSTRUCTING ADJOINING SIDEWALKS. 7. REFER TO GENERAL NOTES FOR ALL OTHER APPLICABLE INFORMATION. 8. MAXIMUM SLOPE AT HANDICAPPED PARKING STALLS IS 2% IN ANY DIRECTION. 9. CONTRACTOR TO FIELD VERIFY EXISTING ELEVATIONS SHOWN AT TIE IN POINTS. CONTRACTOR TO NOTIFY ENGINEER IF ELEVATIONS VARY FROM THAT SHOWN ON PLAN. 10. CONTRACTOR TO ADJUST STORM GRATES AS NECESSARY TO PROPOSED TOP OF GRADE. 11. IF REQUESTED ENGINEER WILL FURNISH THE CONTRACTOR AUTOCAD COMPATIBLE FILES. 12. THE TOP OF FOUNDATION (T.O.F.) ELEVATIONS AND FINISHED FLOOR (F.F.) ELEVATIONS SHALL BE DESIGNED TO BE AT LEAST 12" ABOVE THE 100 YEAR STORM EVENT. THE BUILDINGS ALONG WEST WILLOX LANE SHALL HAVE THE T.O.F. AND F.F. ELEVATED AT LEAST 14" ABOVE THE ADJACENT WEST WILLOX LANE SIDEWALK. 13. STANDARD CITY OF FORT COLLINS TYPE "B" LOT GRADING PLANS SHOWN ON SHEET DT06 SHALL ALSO BE USED TO DETERMINE TOP OF FOUNDATION ELEVATIONS. 14. RETAINING WALLS ON THE INDIVIDUAL LOTS MAY BE NECESSARY TO MEET THE LOT GRADING REQUIRMENTS. 15. BASEMENTS WILL NOT BE ALLOWED ON THIS SITE DUE TO HIGH GROUNDWATER. OUTFALL CURB & GUTTER CURB TRANSITION (CATCH TO OUTFALL) 3' TRANSITION TO 0" CURB FACECF 10' TRANSITION (ROLLOVER TORVVERTICAL CURB AND GUTTER) LEGEND NOTES 4981 2' CURB CUT W/1' TRANSITIONCCSEE SHEET DT05 FOR DETAIL 2' CURB CHANNELCHSEE SHEET DT05 FOR DETAIL CONCRETE SIDEWALK SEE SHEET DT05 FOR DETAIL SIDEWALK CHASESCSEE SHEET DT05 FOR DETAIL FLOW LINE FINISH SURFACE FL FS MOUNTAIN GRANITE RIP RAP PROPERTY BOUNDARY EASEMENT LINE CENTERLINE LOT BOUNDARY CONCRETE SIDEWALK CULVERTCUSEE SHEET DT05 FOR DETAIL 12B NEWLY PROPOSED SPOT ELEVATION FOR REVISIONS TO SITE 39. 7 6 (SEE LANDSCAPE PLANS) NOT SHOWN FOR CLARITY FUTURE GRADING DETAIL SCALE: 1" =20' 24 0 20'40' SCALE: 1" = 20' 10' NORTH 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. SM E 10 / 2 2 / 1 9 RE C O R D D R A W I N G S 82. 2 0 AS-BUILT SPOT ELEVATION 4980 4981 1' MINOR DESIGN CONTOUR 5' MAJOR DESIGN CONTOUR 4980 4981 1' MINOR AS-BUILT CONTOUR 5' MAJOR AS-BUILT CONTOUR LEGEND GREEN LEAF ST. UR B A N P R A I R I E S T . (PRIVATE DRIVE) (P R I V A T E D R I V E ) 83. 8 0 83. 8 9 83. 8 8 83. 8 0 83. 6 2 83. 5 5 83. 4 2 83. 3 6 83. 3 0 83. 8 0 83. 8 9 83. 3 1 L P 2' C U R B C U T 83. 1 5 BIORETENTION AREA = 180 SF ELEVATION = 4983.15 83. 4 9 1' C U R B C U T 83. 4 1 83. 3 9 83. 4 7 84. 0 3 84. 4 3 84. 5 2 84. 5 2 84. 4 3 83. 0 9 83. 2 1 83. 1 5 83. 1 1 83. 1 1 84. 0 3 84. 4 8 84. 5 4 84. 1 3 L P 84. 1 8 84. 4 8 84. 2 4 84. 5 2 F S 84. 0 2 F L 84. 5 0 F S 83. 9 9 F L 84. 5 2 84. 6 2 84. 5 7 2' C U R B C U T BIORETENTION AREA = 70 SF ELEVATION = 4983.93 GREEN LEAF ST. (PRIVATE DRIVE) 84. 1 0 84. 0 3 84. 0 5 83. 9 584. 8 7 84. 4 4 84. 6 5 85. 1 2 85. 1 7 84. 9 2 84. 3 6 L P 84. 3 8 1' C U R B C U T 84. 6 9 84. 7 6 SM E P: \ U 1 3 0 0 3 - R E V I V E \ C A D D \ C P \ A S - B U I L T S CP G R 0 1 - 0 4 . D W G NO N E 10 / 2 8 / 1 9 5: 4 2 : 4 6 P M RV U 24 X 3 6 N , E X P N , E X M A , e x t o , E X L S , E X U T , p r p n , P R U T , p r m a , K E Y M A P - G R , p r t o p t , T y p i c a l S e c t i o n s , p r t o - d e t a i l , P R T O - F U T U R E , P R T O , I M A G E S : 1 9 . t i f , 2 0 . t i f , 2 1 . t i f , 2 2 . t i f GR A D I N G D E T A I L S F O R B I O R E T E N T I O N A R E A S GR04 N/A 20' DR A W I N G N A M E : PR O J . M G R : PA T H : DA T E : SE R V E R : DE S I G N E R : TI M E : 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 : 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 li a b l e f o r , u n a u t h o r i z e d c h 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 ch 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 b e a p p r o v e d b y th 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 : RE V I V E P R O P E R T I E S L L C 9/ 7 / 2 0 1 4 UN I O N P L A C E 40 U13003 1" = 1" =VERTICAL: HORIZONTAL: SCALE Civil Engineering & Consulting 1501 Academy Court, Suite 203 Fort Collins, CO 80524 (970) 530-4044 www.unitedcivil.com UNITED CIVIL Design Group EXISTING 1' CONTOUR EXISTING 5' CONTOUR PROPOSED STORM DRAIN MANHOLE PROPOSED STORM PIPE 4980 EXISTING OR ORIGINALLY PROPOSED SPOT ELEVATION EXISTING STORM PIPE 1. THE EXACT BUILDING FOOTPRINTS ARE UNKNOWN AT THIS TIME, THEREFORE TOP OF FOUNDATION AND FINISHED FLOOR ELEVATIONS HAVE NOT BEEN SHOWN FOR THE COMMERCIAL AND MULTI-FAMILY LOTS. INDIVIDUAL GRADING PLANS FOR THESE LOTS SHALL BE PREPARED AND APPROVED BY THE CITY FOR EACH INDIVIDUAL LOT PRIOR TO RECEIVING A BUILDING PERMIT. SEE NOTES 12 AND 13 FOR MORE INFORMATION. 2. ALL SPOT ELEVATIONS ARE TO FLOW LINE OR FINISHED GRADE UNLESS OTHERWISE NOTED. 3. ALL SPOT ELEVATIONS ARE OF THE ELEVATION 49XX.XX. 4. HANDICAP RAMPS SHALL NOT EXCEED 8.33% SLOPE (1:12). SIDEWALKS IN GENERAL SHALL NOT EXCEED 5.00% SLOPE (1:20) UNLESS NECESSARY IN WHICH CASE THEY SHALL NOT EXCEED 8.33% SLOPE (1:12). WHERE SIDEWALKS ARE OF SUCH A SLOPE THAT SPECIAL REQUIREMENTS NEED TO BE ADDRESSED FOR HANDICAP CONSIDERATION THE CONTRACTOR SHALL COMPLY WITH APPLICABLE CODES. 5. (MINIMUM) THE FINISHED GRADE SHALL SLOPE AWAY FROM THE BUILDING AT A MIN. 2% TOWARDS SWALES OR OVER CURB TO PAVED AREAS. 6. DEVELOPER SHALL VERIFY POSITION OF BUILDING STAIRS & OPENINGS PRIOR TO CONSTRUCTING ADJOINING SIDEWALKS. 7. REFER TO GENERAL NOTES FOR ALL OTHER APPLICABLE INFORMATION. 8. MAXIMUM SLOPE AT HANDICAPPED PARKING STALLS IS 2% IN ANY DIRECTION. 9. CONTRACTOR TO FIELD VERIFY EXISTING ELEVATIONS SHOWN AT TIE IN POINTS. CONTRACTOR TO NOTIFY ENGINEER IF ELEVATIONS VARY FROM THAT SHOWN ON PLAN. 10. CONTRACTOR TO ADJUST STORM GRATES AS NECESSARY TO PROPOSED TOP OF GRADE. 11. IF REQUESTED ENGINEER WILL FURNISH THE CONTRACTOR AUTOCAD COMPATIBLE FILES. 12. THE TOP OF FOUNDATION (T.O.F.) ELEVATIONS AND FINISHED FLOOR (F.F.) ELEVATIONS SHALL BE DESIGNED TO BE AT LEAST 12" ABOVE THE 100 YEAR STORM EVENT. THE BUILDINGS ALONG WEST WILLOX LANE SHALL HAVE THE T.O.F. AND F.F. ELEVATED AT LEAST 14" ABOVE THE ADJACENT WEST WILLOX LANE SIDEWALK. 13. STANDARD CITY OF FORT COLLINS TYPE "B" LOT GRADING PLANS SHOWN ON SHEET DT06 SHALL ALSO BE USED TO DETERMINE TOP OF FOUNDATION ELEVATIONS. 14. RETAINING WALLS ON THE INDIVIDUAL LOTS MAY BE NECESSARY TO MEET THE LOT GRADING REQUIRMENTS. 15. BASEMENTS WILL NOT BE ALLOWED ON THIS SITE DUE TO HIGH GROUNDWATER. OUTFALL CURB & GUTTER CURB TRANSITION (CATCH TO OUTFALL) 3' TRANSITION TO 0" CURB FACECF 10' TRANSITION (ROLLOVER TORVVERTICAL CURB AND GUTTER) LEGEND NOTES 4981 2' CURB CUT W/1' TRANSITIONCCSEE SHEET DT05 FOR DETAIL 2' CURB CHANNELCHSEE SHEET DT05 FOR DETAIL CONCRETE SIDEWALK SEE SHEET DT05 FOR DETAIL SIDEWALK CHASESCSEE SHEET DT05 FOR DETAIL FLOW LINE FINISH SURFACE FL FS MOUNTAIN GRANITE RIP RAP PROPERTY BOUNDARY EASEMENT LINE CENTERLINE LOT BOUNDARY CONCRETE SIDEWALK CULVERTCUSEE SHEET DT05 FOR DETAIL 12B NEWLY PROPOSED SPOT ELEVATION FOR REVISIONS TO SITE 39. 7 6 (SEE LANDSCAPE PLANS) NOT SHOWN FOR CLARITY GREEN LEAF ST (EAST) BIORETENTION AREA GREEN LEAF ST (WEST) BIORETENTION AREA (ON-SITE PRIVATE DETAIL)(ON-SITE PRIVATE DETAIL) 25 0 10'20' SCALE: 1" = 10' 5' NO R T H NOTES: 1.CONTRACTOR SHALL PLACE HDPE IMPERVIOUS MEMBRANE ON BOTH SIDES OF BIORETENTION AREA ADJACENT TO GREENLEAF STREET. BIORETENTION AREAS WITHIN THE DETENTION POND WILL NOT REQUIRE THE HDPE MEMBRANE. 2. PERFORATED PVC UNDERDRAIN PIPES ARE NOT NEEDED FOR THIS PROJECT. ELEVATION AS SHOWN ON PLANS 1 1 1 1 1 SM E 10 / 2 2 / 1 9 RE C O R D D R A W I N G 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. 82. 2 0 AS-BUILT SPOT ELEVATION 4980 4981 1' MINOR DESIGN CONTOUR 5' MAJOR DESIGN CONTOUR 4980 4981 1' MINOR AS-BUILT CONTOUR 5' MAJOR AS-BUILT CONTOUR LEGEND 49 8 2 . 1 8 49 8 0 . 1 7 49 8 2 . 4 6 49 7 8 . 9 2 49 7 8 . 5 7 49 7 7 . 8 2 0.90% 1.15% 49 7 6 . 8 4 49 7 6 . 7 4 0.10% (V E R I F I E D ) (V E R I F I E D ) 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. SM E 10 / 2 2 / 1 9 RE C O R D D R A W I N G S 49 8 1 . 6 8 49 7 9 . 1 0 0.21% 49 7 7 . 6 1 2.22% 49 7 9 . 0 3 49 8 1 . 4 0 49 7 8 . 2 5 49 7 8 . 2 5 49 8 1 . 6 7 49 7 9 . 6 5 49 7 8 . 4 0 49 7 8 . 6 0 0.42% 49 8 2 . 6 8 49 7 9 . 3 5 49 7 9 . 3 5 1.59% 0.32% (V E R I F I E D ) (S I N G L E C O M B O IN L E T I N S T A L L E D ) (V E R I F I E D ) 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. SM E 10 / 2 2 / 1 9 RE C O R D D R A W I N G S URBAN PRAIRIE ST. (PRIVATE DRIVE) (P R I V A T E D R I V E ) GREEN LEAF ST. (PRIVATE DRIVE) PR I V A T E D R I V E BL U E S U N S T . PRIVATE DRIVE CE D A R S T . PR I V A T E D R I V E TRACT B TR A C T G TR A C T I TRACT J TR A C T H LO T 1 A * BL O C K 5 LO T 1 B BL O C K 5 LO T 1 C * BL O C K 5 LO T 1 D BL O C K 5 LO T 1 E BL O C K 5 LO T 1 F * BL O C K 5 LO T 1 G BL O C K 5 LO T 1 H * BL O C K 5 LO T 1 A * BL O C K 4 LO T 1 B BL O C K 4 LO T 1 C * BL O C K 4 LO T 1 D BL O C K 4 LO T 1 E * BL O C K 4 LO T 1 F BL O C K 4 LO T 1 G BL O C K 4 LO T 1 H * BL O C K 4 LO T 1 I BL O C K 4 LO T 1 J * BL O C K 4 LO T 1 K BL O C K 4 LO T 1 L * BL O C K 4 LO T 2 A * BL O C K 4 LO T 2 B BL O C K 4 LO T 2 C * BL O C K 4 LO T 2 D BL O C K 4 LO T 2 E * BL O C K 4 LO T 2 F BL O C K 4 LO T 2 G * BL O C K 4 LOT 2A* BLOCK 2 LOT 2B BLOCK 2 LOT 2C* BLOCK 2 LOT 2D BLOCK 2 LOT 2E* BLOCK 2 LOT 1A* BLOCK 2 LOT 1B BLOCK 2 LOT 1C* BLOCK 2 LOT 1D BLOCK 2 LOT 1E* BLOCK 2 85. 0 8 85. 1 1 85. 0 0 84. 8 9 84. 7 8 84. 6 8 84. 5 7 84. 4 6 84. 3 5 84. 2 4 84. 1 4 84. 0 3 83. 9 2 83. 8 9 84 . 8 7 84 . 7 0 84 . 6 0 84 . 4 9 84 . 3 8 84 . 2 7 84 . 1 6 84 . 0 6 83 . 9 5 83 . 8 7 83 . 9 8 84 . 2 1 84 . 4 5 84.8 7 84.6 9 84.5 7 84 . 4 5 84.3 3 84.2 1 84.0 9 83.8 7 85. 5 5 85. 6 1 85. 5 1 85. 4 1 85. 2 8 85. 1 5 85. 0 2 84. 7 8 85.7 9 85.7 0 85.6 0 85.5 1 85.4 2 85.3 3 85.2 4 85.1 4 85.0 5 86 . 4 8 86 . 3 8 86 . 2 8 86 . 1 8 86 . 0 8 85 . 9 8 85 . 8 8 85 . 7 8 85 . 6 7 LOCATION OF FFE STEP LOCATION OF FFE STEP LOCATION OF FFE STEP RA M P RA M P RA M P RA M P RA M P RA M P RA M P RA M P RAMP 85. 1 8 85. 2 0 85. 2 6 85. 1 4 84. 7 7 86. 2 4 86. 0 3 85. 8 2 86. 0 4 85. 8 4 85. 5 1 85. 6 4 85. 5 8 85. 5 5 85. 5 1 85. 9 6 85. 8 9 85. 8 0 85. 7 1 85. 6 0 LOT 3 BLOCK 5 LOT 2 BLOCK 5 LOT 1 BLOCK 3 LOT 2 BLOCK 3 LOT 3 BLOCK 3 LOT 4 BLOCK 3 LOT 5 BLOCK 3 LOT 6 BLOCK 3 LOT 7 BLOCK 3 LOT 8 BLOCK 3 LOT 1 BLOCK 1 LOT 2 BLOCK 1 LOT 3 BLOCK 1 LOT 4 BLOCK 1 LOT 5 BLOC K 1 LOT 6 BLO C K 1 LO T 7 BL O C K 1 TRACT A TRACT D TRA C T K TRACT N TRACT O TRACT M TRACT M TRACT M TRACT M TR A C T M TRACT Q TR A C T Q TRACT C NOT INCLUDED NOT INCLUDED NOT INCLUDED TRACT M TRACT M NOT INCLUDED TRACT Q NOT INCLUDED TR A C T C TR A C T C NO T I N C L U D E D TR A C T L 2' CURB CUT 84.4 7 84 . 4 7 85. 2 3 2' CURB CUT 2' CURB CUT 85 . 7 2 84 . 1 4 83. 8 9 85. 0 9 86. 0 9 85. 0 8 BIORETENTION AREA PER MINOR AMENDMENT PLANS DATED 3/12/14 BIORETENTION AREA PER MINOR AMENDMENT PLANS DATED 3/12/14 PRIVATE DRIVE EXISTING POROUS PAVERS (TYP.) BIORETENTION AREA (SEE DETAIL SHEET C800) 82. 8 1 82. 2 4 82. 2 4 82. 2 4 83.2 5 83.6 7 83.3 6 82. 9 8 82. 9 3 82. 8 1 82. 8 4 CONCRETE SIDEWALK CULVERT (SEE DETAIL SHEET C800) FOREBAY (SEE DETAIL SHEET C800) 81. 7 0 1.0% 82. 7 5 83.46 83.45 82. 4 5 82. 4 5 82. 4 5 83.69 83.69 83.66 83.66 EXISTING POROUS PAVERS (TYP.) FOREBAY (SEE DETAIL SHEET C800) MOUNTAIN GRANITE RIP RAP SWALE (TYP.) FOREBAY DRAIN PIPE: 10 LF 4" PVC PERFORATED PIPE 12" BELOW GRADE FOREBAY DRAIN PIPE: 10 LF 4" PVC PERFORATED PIPE 12" BELOW GRADE SEE DETAIL 4 ON SHEET C800 FOR DRAINAGE SWALE SECTION 83. 2 8 83. 2 4 83. 0 6 83. 2 3 83.3 1 83.3 2 82. 6 0 82. 9 3 83.3 7 82. 5 7 82. 3 8 83. 4 2 82. 3 4 82. 7 2 82. 9 5 81.7 0 85. 9 7 86. 0 8 86. 1 0 86. 0 5 85. 5 4 85. 8 3 86. 2 8 86. 5 3 86. 3 1 85. 9 2 85. 0 8 85. 1 1 85. 4 1 85. 7 0 85. 7 4 85. 5 4 85. 6 5 85. 3 7 85. 7 7 86. 0 7 84. 8 3 84. 9 5 85. 1 6 86. 0 5 85. 9 5 86. 1 9 1.4 % 1. 7 % 3. 2 % 85. 6 8 85. 7 5 85. 5 0 85. 0 4 85. 2 9 85. 3 4 85. 7 3 85. 7 5 85. 7 5 85. 5 0 85. 0 1 85. 2 1 85. 3 3 83. 9 3 84. 4 5 85. 0 3 85. 4 5 85. 4 5 84. 5 3 84. 5 4 4.6% 5.4% 2.1% 3.4% 2.9% 2.4% 2. 5 % 85. 0 4 85. 0 7 86. 8 2 86. 1 7 86. 4 3 86. 6 9 86. 5 5 86. 8 6 86. 5 2 85. 7 9 85. 6 8 86. 5 7 2. 4 % 1. 0 % 4. 9 % 7.3% 3.9% 1.6% 3.8% 4.6 % 5.7% 15.8% 85. 2 2 84. 8 0 85. 3 0 85. 1 7 84. 2 3 84. 0 8 83. 8 8 83. 7 2 83. 5 6 82. 9 7 82. 4 5 82. 5 0 82. 5 1 84. 1 8 84. 3 5 83. 5 8 82. 5 1 DR A W I N G N A M E : PR O J . M G R : PA T H : DA T E : SE R V E R : DE S I G N E R : TI M E : 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 : 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 li a b l e f o r , u n a u t h o r i z e d c h 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 ch 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 b e a p p r o v e d b y th 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 : RE V I V E P R O P E R T I E S L L C 6/ 2 / 2 0 1 5 UN I O N P L A C E S U B D I V I S I O N S E C O N D F I L I N G 8 U13003 1" = 1" =VERTICAL: HORIZONTAL: SCALE Civil Engineering & Consulting 1501 Academy Court, Suite 203 Fort Collins, CO 80524 (970) 530-4044 www.unitedcivil.com UNITED CIVIL Design Group SM E NO N E P: \ U 1 3 0 0 3 - R E V I V E \ C A D D \ C P \ A S - B U I L T S C4 0 0 _ G R A D I N G P L A N . D W G 10 / 2 9 / 2 0 1 9 12 : 3 9 : 4 1 P M SM E G R A D I N G P L A N C400 N/A 20' 1.EXISTING UNDERGROUND AND OVERHEAD PUBLIC AND PRIVATE UTILITIES AS SHOWN ARE INDICATED ACCORDING TO THE BEST INFORMATION AVAILABLE TO THE ENGINEER. 2.THE EXACT BUILDING FOOTPRINTS ARE UNKNOWN AT THIS TIME, THEREFORE TOP OF FOUNDATION AND FINISHED FLOOR ELEVATIONS HAVE NOT BEEN SHOWN FOR THE COMMERCIAL AND MULTI-FAMILY LOTS. INDIVIDUAL GRADING PLANS FOR THESE LOTS SHALL BE PREPARED AND APPROVED BY THE CITY FOR EACH INDIVIDUAL LOT PRIOR TO RECEIVING A BUILDING PERMIT. SEE NOTES 12 AND 13 FOR MORE INFORMATION. 3.ALL SPOT ELEVATIONS ARE TO FLOW LINE OR FINISHED GRADE UNLESS OTHERWISE NOTED. 4.ALL SPOT ELEVATIONS ARE OF THE ELEVATION 49XX.XX. 5.HANDICAP RAMPS SHALL NOT EXCEED 8.33% SLOPE (1:12). SIDEWALKS IN GENERAL SHALL NOT EXCEED 5.00% SLOPE (1:20) UNLESS NECESSARY IN WHICH CASE THEY SHALL NOT EXCEED 8.33% SLOPE (1:12). WHERE SIDEWALKS ARE OF SUCH A SLOPE THAT SPECIAL REQUIREMENTS NEED TO BE ADDRESSED FOR HANDICAP CONSIDERATION THE CONTRACTOR SHALL COMPLY WITH APPLICABLE CODES. 6.(MINIMUM) THE FINISHED GRADE SHALL SLOPE AWAY FROM THE BUILDING AT A MIN. 2% TOWARDS SWALES OR OVER CURB TO PAVED AREAS. 7.DEVELOPER SHALL VERIFY POSITION OF BUILDING STAIRS & OPENINGS PRIOR TO CONSTRUCTING ADJOINING SIDEWALKS. 8.REFER TO GENERAL NOTES FOR ALL OTHER APPLICABLE INFORMATION. 9.CONTRACTOR TO FIELD VERIFY EXISTING ELEVATIONS SHOWN AT TIE IN POINTS. CONTRACTOR TO NOTIFY ENGINEER IF ELEVATIONS VARY FROM THAT SHOWN ON PLAN. 10.IF REQUESTED ENGINEER WILL FURNISH THE CONTRACTOR AUTOCAD COMPATIBLE FILES. 11. THE TOP OF FOUNDATION (T.O.F.) ELEVATIONS AND FINISHED FLOOR (F.F.) ELEVATIONS SHALL BE DESIGNED TO BE AT LEAST 12" ABOVE THE 100 YEAR STORM EVENT. THE BUILDINGS ALONG WEST WILLOX LANE SHALL HAVE THE T.O.F. AND F.F. ELEVATED AT LEAST 14" ABOVE THE ADJACENT WEST WILLOX LANE SIDEWALK. 12.BASEMENTS WILL NOT BE ALLOWED ON THIS SITE DUE TO HIGH GROUNDWATER. 13.LOTS DESIGNATED WITH AN "*" ARE DESIGNATED AS ACCESSIBLE UNITS. REFER TO THE ARCHITECTURAL PLANS FOR ADDITIONAL INFORMATION. NOTES CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: APPROVED: CENTER OF COLORADO CALL UTILITY NOTIFICATION CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. 0 20'40' SCALE: 1" = 20' 10' NO R T H LOT LINES / R.O.W. EASEMENT LINES CENTERLINE EXISTING CURB & GUTTER LEGEND 5124 5124 PROPOSED 1' CONTOUR EXISTING 1' CONTOUR SIDEWALK CHASE 90. 3 0 PROPOSED SPOT ELEVATION FF=FINISHED FLOOR FG=FINISHED GRADE AT EXTERIOR WALL TOW=TOP OF WALL LP=LOW POINT HP=HIGH POINT 5 90 . 3 0 EXISTING SPOT ELEVATION MOUNTAIN GRANITE RIP RAP (SEE LANDSCAPE PLANS) 85. 9 2 AS-BUILT SPOT ELEVATION AS-BUILT LEGEND 5124 AS-BUILT 1' CONTOUR DESIGN 1' CONTOUR5124 SM E 10 / 2 2 / 1 9 RE C O R D D R A W I N G 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. PROJECT NAME Union Place PROJECT NUMBER U13003 CALCULATED BY SME Delta Volume = (d/3)(A1+A2+(A1*A2)0.5) Basin P1 Basin P2 Basin P3 Total Elevation d Delta Volume ft ft ft 2 ft 2 ft 2 ft 2 ft 3 ft 3 acre-ft 4976.8 4978.76 0 41,100 17,777 32 58,909 0 0 0.00 4979.00 0.24 43,557 18,539 508 62,604 14579 14,579 0.33 4980.00 1.00 49,283 22,088 2,983 74,354 68395 82,974 1.90 4980.05 0.05 49,536 22,088 2,983 74,607 3724 86,698 1.99 spill 4981.00 1.00 54,350 30,813 85,163 79697 162,672 3.73 4981.30 0.30 55,866 32,727 88,593 26062 188,733 4.33 4982.30 Delta Volume = (d/3)(A1+A2+(A1*A2)0.5) Scenario #1 - Does not include basin P3 Basin P1 Basin P2 Basin P3 Total Elevation d Delta Volume ft ft ft 2 ft 2 ft 2 ft 2 ft 3 ft 3 acre-ft 4976.8 0 1 1 0 0 0.00 4977.0 0.2 15 882 897 62 62 0.00 4978.0 1 30,216 15,327 45,543 17611 17,672 0.41 4978.76 0.76 41,100 17,777 58,877 39571 57,244 1.31 4979.0 0.24 43,557 18,539 62,096 14515 71,759 1.65 4980.0 1 49,283 22,088 71,371 66680 138,438 3.18 4981.0 1 54,350 30,813 85,163 78166 216,604 4.97 4981.3 0.3 55,866 32,727 88,593 26062 242,666 5.57 Scenario #2 - Does include basin P3 Basin P1 Basin P2 Basin P3 Total Elevation d Delta Volume ft ft ft 2 ft 2 ft 2 ft 2 ft 3 ft 3 acre-ft 4976.8 0 0 0 0 0.00 4977.0 0.2 15 882 897 60 60 0.00 4978.0 1 30,216 15,327 0 45,543 17611 17,670 0.41 4978.76 0.76 41,100 17,777 32 58,909 39583 57,253 1.31 4979.0 0.24 43,557 18,539 508 62,604 14579 71,833 1.65 4980.0 1 49,283 22,088 2,983 74,354 68395 140,227 3.22 4981.0 1 54,350 30,813 85,163 79697 219,925 5.05 4981.3 0.3 55,866 32,727 88,593 26062 245,986 5.65 Detention Pond Volume and Depth (provided above elevation 4978.76) Elevation Area Cumulative Volume Bottom of Regional Pond Top of Berm Detention Pond As-Built Volume Calculations - POND P Elevation Area Cumulative Volume Regional Detention Pond Volume and Depth (provided above elevation 4976.8) Elevation Area Cumulative Volume Note: The initial elevation 4978.76 was based on the invert of the existing outlet pipe. This would have been bottom elevation for Pond P1 if temporary retention was not present. The volumes shown above have been revised from the original report and are based off of as-built survey information. Pond As-built Volumes.xls, pond p - asbuilt 10/29/2019,7:54 AM P: \ U 1 3 0 0 3 - R E V I V E \ C A D D \ E T \ D E T E N T I O N P O N D E X H I B I T . D W G DE T E N T I O N P O N D E X H I B I T PA T H : DR A W I N G N A M E : SH E E T S I Z E : 8 . 5 x 1 1 UNION PLACE DETENTION POND EXHIBIT JOB NUMBER:U13003DATE:December 10, 2018 PREPARED FOR:REVIVE PROPERTIES, LLC NO T E : TH I S E X H I B I T W A S P R E P A R E D F O R I N F O R M A T I O N O N L Y A N D T H 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 U N A U T H O R I Z E D U S E O F T H E M . 1501 ACADEMY COURT, SUITE 203 FORT COLLINS, CO 80524 (970) 530-4044 WWW.UNITEDCIVIL.COM SHEET OF1 1 UNITED CIVIL Design Group LLC 18" OUTLET PIPE ELEV = 76.80 FUTURE OUTLET PIPE MC'D'S OUTLET STRUCTURE INCREMENTAL VOLUME = 1.31 AC-FT INCREMENTAL VOLUME = 2.09 AC-FT INCREMENTAL VOLUME = 1.28 AC-FT INCREMENTAL VOLUME = 0.97 AC-FT ELEV = 82.30 TOP OF BERM ELEV = 80.10 TOTAL VOLUME = 3.40 ELEV = 80.80 TOTAL VOLUME = 4.68 ELEV = 81.30 TOTAL VOLUME = 5.65 MAXIMUM REGIONAL 100-YEAR WATER SURFACE ELEV = 78.76 TOTAL VOLUME = 1.31 PROPOSED OUTLET WALL 1.99 AC-FT 1.38 AC-FT 80.05 3.30 UPDATED FOR AS-BUILT CONDITIONS - 10/28/2019 PROJECT NAME Union Place PROJECT NUMBER U13003 CALCULATED BY SME Delta Volume = (d/3)(A1+A2+(A1*A2)0.5) d = depth between elevations A1 = Area of Previous Elevation, ft2 A2 = Area of Current Elevation, ft2 Elevation d Elevation Area Delta Volume ft ft ft 2 ft 3 ft 3 acre-ft 4985.07 0 0 0 0 0.00 4985.20 0.13 120 5 5 0.00 4985.40 0.20 810 83 88 0.00 4985.60 0.20 1,830 257 345 0.01 4985.80 0.20 2,970 475 821 0.02 4985.99 0.19 4,210 679 1,499 0.03 Detention Pond Volume and Depth Cumulative Volume Detention Pond As-built Calculations - POND C1 Pond As-built Volumes.xls, pond C1-asbuilt 10/29/2019,7:51 AM Culvert Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Tuesday, Oct 22 2019 Culvert Report: SD-03 Invert Elev Dn (ft)= 4979.03 Pipe Length (ft)= 34.00 Slope (%)= 0.21 Invert Elev Up (ft)= 4979.10 Rise (in)= 18.0 Shape = Circular Span (in)= 18.0 No. Barrels = 1 n-Value = 0.013 Culvert Type = Circular Concrete Culvert Entrance = Square edge w/headwall (C) Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 Embankment Top Elevation (ft)= 4982.00 Top Width (ft)= 20.00 Crest Width (ft)= 0.00 Calculations Qmin (cfs)= 1.98 Qmax (cfs)= 1.98 Tailwater Elev (ft)= Critical Highlighted Qtotal (cfs)= 1.98 Qpipe (cfs)= 1.98 Qovertop (cfs)= 0.00 Veloc Dn (ft/s)= 3.55 Veloc Up (ft/s)= 3.55 HGL Dn (ft)= 4979.56 HGL Up (ft)= 4979.63 Hw Elev (ft)= 4979.84 Hw/D (ft)= 0.49 Flow Regime = Inlet Control Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK =0.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.013 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =25.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.007 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =21.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP cfs Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Union Place - Revive Inlet SDI-G1 Inlet Calcs_SDI-G1, Inlet SDI-G1 10/21/2019, 12:18 PM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 6.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat (see USDCM Figure ST-5)Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.523 0.523 ft Depth for Curb Opening Weir Equation dCurb =0.33 0.33 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.94 0.94 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.94 0.94 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =3.58 3.58 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.00 2.08 cfs CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths Inlet Calcs_SDI-G1, Inlet SDI-G1 10/21/2019, 12:18 PM Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Thursday, Oct 24 2019 Tract K Swale User-defined Invert Elev (ft)= 82.56 Slope (%)= 1.04 N-Value = 0.035 Calculations Compute by:Known Q Known Q (cfs)= 14.10 (Sta, El, n)-(Sta, El, n)... ( 0.00, 85.36)-(0.01, 84.65, 0.035)-(2.60, 83.86, 0.035)-(6.60, 83.78, 0.035)-(8.60, 83.66, 0.035)-(9.70, 82.56, 0.035)-(10.95, 82.56, 0.035) -(12.20, 82.56, 0.035)-(13.30, 83.70, 0.035)-(20.00, 84.35, 0.035)-(26.00, 84.66, 0.035)-(26.01, 85.15, 0.035) Highlighted Depth (ft)= 1.33 Q (cfs)= 14.10 Area (sqft)= 5.83 Velocity (ft/s)= 2.42 Wetted Perim (ft)= 13.71 Crit Depth, Yc (ft)= 0.89 Top Width (ft)= 12.76 EGL (ft)= 1.42 -5 0 5 10 15 20 25 30 35 Elev (ft)Depth (ft)Section 81.00 -1.56 82.00 -0.56 83.00 0.44 84.00 1.44 85.00 2.44 86.00 3.44 Sta (ft) Lot 6 FFE = 85.36 Lot 7 FFE =85.15 100-YR WS = 83.89 Section cut looking northwest near the beginning of swale at the front of the homes.