The URL can be used to link to this page

Home My WebLink AboutSite Certifications - 06/24/2025 301 N Howes Street Suite 100 Ft Collins, CO 80521 | (970) 221-4158 | epsgroupinc.com 1 of 7 Mr. Matt Simpson City of Fort Collins Stormwater Utility 700 Wood St. Fort Collins, CO April 23, 2025 RE: Permit P2200005 – The Quarry by Watermark Overall Site and Drainage Certification Supplemental Letter DEAR MR. SIMPSON, This drainage certification letter is provided to verify as-constructed conditions for The Quarry by Watermark. Northern Engineering Services completed survey work 4/22/2025 to verify general compliance with the Final Utility Plans for The Quarry by Watermark dated 1/25/2022 including revised drawings dated 04/20/2022, 05/02/2022, 05/25/2022, 12/02/2022, and 01/02/2024 by Northern Engineering. Included in this drainage certification submittal are the following: Attachment 1 - City of Fort Collins Overall Site and Drainage Certification Form. Attachment 2 - City of Fort Collins During Construction Inspection Checklist and photographs provided by contractor. Attachment 3 - As-constructed pond Stage-Storage. Attachment 4 - As-constructed record drawings for Grading and Storm Drain Plan and Profile Sheets. Attachment 5 - Documents provided to the Colorado State Drain Portal Website. We have concluded, based on the attached information and personal site inspection, that the drainage features for the project site have been constructed in substantial compliance with the above referenced Final Utility Plans with the following exceptions:  Item I.B.4 – Overflow grate is not hinged per City Detail. Grate is bolted to outlet structure.  Item II.A – Channels are in general conformance with approved plans. Locations exist where swale’s longitudinal slope is less than 2.0%, but are isolated and will not cause adverse impacts on overall drainage design.  Item III.A.2 – Pipes were designed with less than 0.4% slope for this project due to site limitations. Isolated segments were constructed at less than design of 0.2%, but positive drainage is maintained and will operate as designed.  Item III.B.2 – Northern Engineering/EPS Group did not observe construction. Northern Engineering was unable to verify encasements and clearance were per plans.  Item III.B.3 – Northern Engineering/EPS Group did not observe construction. Northern Engineering was unable to verify the joint types or construction methods used for storm pipes. Grading/Stormwater Certification Accepted (Certificate of Occupancy Released) Accepted by: Date: ☐ Escrow was held for CO and is now released we Matt Simpson 06/24/2025 4 301 N Howes Street Suite 100 Ft Collins, CO 80521 | (970) 221-4158 | epsgroupinc.com 2 of 7  Item IV.A.4 – Northern Engineering/EPS Group did not observe construction. Northern Engineering/EPS Group was unable to confirm pan thickness.  Item V.A.1 – Inlets 1-9.1 and 1-9.5 were constructed as double combo inlets but were designed as single. Capacity will be greater than needed.  Item V.A.4 – Elevation deviations exist greater than 0.2’ on the Type R inlets between the elevations shown on the storm profiles and the surveyed elevations due to the depth of the Type R inlet’s throat as compared to the standard curb depth (0.5’).  Item V.A.6 – Grates are stamped with “Do Not Pollute Drains to Waterway”, “Dump No Waste Drains to Waterways”, and “No Dumping Drains To River”.  Item IX.A.2 – Private sidewalk chases and culverts internal to the site utilize ½” galvanized plate.  Item IX.A.5 – Sod not yet installed.  Item X.A.2 – Open spaces between buildings to be completed with building fine grading prior to Lot Certification (not part of this certification).  Item XIII.B – Exhibit provided. Rain garden volume in approved drainage report was increased 20% at the direction of City Staff under the assumption the water quality volume in the rain garden should be increased similar to the increase in volume requirement for an extended detention basin. City Staff have, since the approval of this project, confirmed that this interpretation and direction is incorrect and the increased WQ volume is not required for any drainage element aside from extended basins, thus the rain garden volume in the drainage report is oversized by 20%. As-Built rain garden is in general compliance and within 5% of the corrected design volume.  Item XIII.C – Wier for Chamber 2 installed 0.25’ too low. Storage volume reduction is minimal as weir elevation is still above top of chambers elevation and only affects volume of water in the aggregate.  Item XV – Minor repair construction is still occurring on site. Also, seeding has occurred but in some locations vegetation has not been established. As a result, several temporary erosion control measures are still in place (straw wattles and inlet protection) and will be removed when appropriate. Please feel free to contact me with any questions you may have. EPS GROUP, INC. Benjamin Ruch, PE Senior Project Engineer 301 N Howes Street Suite 100 Ft Collins, CO 80521 | (970) 221-4158 | epsgroupinc.com 3 of 7 ATTACHMENT 1 OVERALL SITE AND DRAINAGE CERTIFICATION FORM 301 N Howes Street Suite 100 Ft Collins, CO 80521 | (970) 221-4158 | epsgroupinc.com 4 of 7 ATTACHMENT 2 DURING CONSTRUCTION INSPECTION CHECKLIST 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: The Quarry Date: 8/22/22 Building Permit Numbers: B2108358 B2108364 B2108375 B2108376 B2108586 B2108588 B2108590 B2108592 B2108628 B2108631 B2108633 B2108635 B2108799 B2108800 B2108801 B2108802 B2108805 B2108806 B2108600 B2108601 B2108603 B2108604 B2108609 B2108606 B2108807 B2200618 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.) 1/19 Page 2 of 2 B. Permanent Erosion Control Fabric - FCSCM Vol.1, Ch.7 1. N/A All fabric was installed per manufacturer’s specifications. 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: 11/22/2022 – City of Fort Collins, Adam Camp 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: Alex Sollenberger Title: Field Engineer Email: asollenberger@thompsonthrift.com Phone: 520-247-3011 Company: Thompson Thrift Address: 1718 S Ashlar Dr. 80525, Fort Collins, Co 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.) 12/3/24 - 1775 Ashlar Dr. #8. Meeting with Hannah Eining (FC NHBZ), Amy Dollinger (FC Erosion), Graham Sinclair (Bath), Juan Vasquez (Bath), Darin Schmidt (Bath), Joel Lott (TTC) 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 Amy Dolinger 12-23-24 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 Amy Dolinger 12-30-24 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 1/19 Page 2 of 3 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 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 See album Impermeable liner is buried with no exposure ☒ ☐ ☐ See album 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 See album At least one cleanout is provided per underdrain lateral ☒ ☐ ☐ Provide photograph See album Cleanout pipe is solid (not perforated/slotted) ☒ ☐ ☐ Provide photograph See album Cleanout covers are installed and watertight ☒ ☐ ☐ Provide photograph See album Verify the underdrain is NOT wrapped in geotextile fabric ☒ ☐ ☐ Provide photograph See album Verify there is no orifice plate on the underdrain outfall ☒ ☐ ☐ Provide photograph See album Underdrain integrity tested after backfilling using TV and/or water test ☒ ☐ ☐ Provide documentation of test results See album 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 See album 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 See album Bioretention Sand Media (BSM) composition: - meets design specifications - is installed to the required design depth ☒ ☐ ☐ Provide load ticket, photographs, and record depth installed See album BSM was “machine mixed” by supplier prior to delivery ☒ ☐ ☐ Provide load ticket See album 1/19 Page 3 of 3 BSM is installed flat and level ☒ ☐ ☐ Provide photograph See album Other Structural Components Containment wall/berm is continuous and level ☒ ☐ ☐ Landscaping 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 See album Vegetation is planted according to landscape design specifications and final landscaping plan ☒ ☐ ☐ Provide photograph See album Verify that weed barrier is NOT installed ☒ ☐ ☐ Temporary irrigation installed ☒ ☐ ☐ If N/A, then verify that permanent irrigation is installed to establish/maintain vegetation See album Close Out Upstream catchment stabilized prior to diverting runoff into bioretention cell ☐ ☐ ☒ excavated area is protected/surrounded by sediment/runoff control measures during construction forebay is installed according to design specifications there is a minimum 3" drop at the forebay entrance Rain Garden Checklist Excavation Forebay forebay will drain fully and not hold standing water emergency overflow elevation is confirmed overflow inlet elevation is set above bioretention media per plan Outlet structure/overflow overflow inlet invert elevation is at least 3 inches below containment wall/berm (to direct overflow to inlet) impermeable liner is appropriately anchored impermeable liner is buried with no exposure Impermeable liner Underdrain system underdrain pipe meets design at least one cleanout is provided per underdrain lateral cleanout pipe is solid not perforated/slotted cleanout covers are installed and water tight verify the underdrain is NOT wrapped in geotextile fabric verify there is no orifice plate on the underdrain outfall filter media and aggregate reservoir aggregate layer (ASTM #57 or #67) Diaphragm aggregate layer bioretention sand media composition BSM was "machine mixed" by supplier prior to delivery BSM is installed flat and level containment wall/berm is continuous and level Other structural components Landscaping verify final landscaping is free of sod final landscaping (non-floatable mulch) is flat and level vegetation is planted according to landscape design specifications and final landscaping plan verify that weed barrier is NOT installed temporary irrigation installed 1/19 Page 1 of 3 Underground Infiltration Item/Activity Yes No N/A Submittal Requirements Submitted?/Response Stormwater Inspection Manufacturer’s representative pre-construction meeting: A pre-construction meeting was completed with the manufacturer’s representative and installers ☒ ☐ ☐ Record date and who was present at the meeting Date of meeting: 5/4/2022, Attendees: Mark Kaelber(ADS rep), Bobby R(Installer, Consolidated Resource), Colin T(Installer), Alex S(TTC), Andrew B(TTC) 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.) Date of meeting 5/5/2022, On site with Martha Cruse (Fort Collins) Inspection(s): Installation of this facility was verified via inspection by a City-Stormwater Inspector at the point at which the chambers had been laid/prior to backfilling. Correct fabric placement was confirmed. ☒ ☐ ☐ Record date(s) of inspection and inspector’s name STC-1 = 5/16 – Martha Cruze(Fort Collins) STC- 2 = 7/19 Adam Camp. STC-1 10/6 W Mark Kaelber. STC 1 Final = 10/25/22 with A. Camp Excavation Heavy equipment did not travel across underground cell area during excavation (prevents over-compaction) ☒ ☐ ☐ Bottom of cell was “ripped” after excavation ☒ ☐ ☐ Provide photographs before and after “ripping” STC-1 = 5/11 (See attachment) STC-2= (7/5) Bottom of cell is flat and level, or graded per approved grading plans ☒ ☐ ☐ Provide photograph STC-1 = 5/11 (See attachment) STC-2= (7/5) Non-woven fabric is installed per manufacturer’s specifications and was not damaged during construction (around system) ☒ ☐ ☐ Provide photograph STC-1 = 5/13 (see attachment) STC-2 (7/7) See attachment Woven fabric is installed per manufacturer’s specifications and was not damaged during construction (beneath chambers) ☒ ☐ ☐ Provide photograph STC-1 = 5/13 (see attachment) STC-2 (7/7) See attachment 1/19 Page 2 of 3 Excavated area is protected/surrounded by sediment/runoff control BMPs during construction ☒ ☐ ☐ Provide photograph STC-1 = 5/13 (see attachment) STC-2 (7/7) Impermeable Liner Impermeable liner meets design specifications ☒ ☐ ☐ Provide specifications of delivered material PDF attached with material specs Impermeable liner is not exposed ☒ ☐ ☐ Any penetrations of the impermeable liner have been sealed and checked for water-tightness. ☒ ☐ ☐ Provide photograph (if necessary) Aggregate Foundation and embedment materials are installed and compacted according to design and manufacturer’s specifications ☒ ☐ ☐ Provide load ticket and photograph(s) See attached; STC -1 10/24/22, STC-2 8/19/22 Underdrain System Underdrain pipe meets design specifications ☒ ☐ ☐ Provide photograph See attached; STC-1 10/13/22, STC-2 At least one cleanout is provided per underdrain lateral ☒ ☐ ☐ Provide photograph See attached; STC-1 10/24/22, STC-2 8/18/22 Cleanout pipe is solid (not perforated/slotted) ☒ ☐ ☐ Provide photograph See attached; STC-1 10/24/22, STC-2 8/18/22 Cleanout covers are installed and watertight ☒ ☐ ☐ Provide photograph See attached; STC-1 10/21/22, STC-2 8/18/22 Verify the underdrain is NOT wrapped in geotextile fabric ☒ ☐ ☐ Provide photograph See attached; STC-1 10/24/22, STC-2 8/18/22 Verify there is no orifice plate on the underdrain outfall ☒ ☐ ☐ Provide photograph See attached Underdrain integrity tested after backfilling using TV and/or water test ☒ ☐ ☐ Provide documentation of test results Clean out in place and serviceable Manifold system Overflow weir elevation is set at/above water quality storm elevation ☒ ☐ ☐ Record weir elevation on survey Maintenance access is provided for each Isolator Row ☒ ☐ ☐ At least one inspection port has been provided for each Isolator Row (located in middle third of each row) ☒ ☐ ☐ Upstream catchment drains to inlet/intake properly ☒ ☐ ☐ Underground Detention Chambers 1/19 Page 3 of 3 All chambers were installed per approved Utility Plans and manufacturer’s specifications ☒ ☐ ☐ Photograph See attached; STC-1 10/11/22, STC-2 8/17/22 Close Out Upstream catchment is stabilized prior to diverting runoff into Underground Detention system ☒ ☐ ☐ All Isolator Rows, chambers, and pipes are cleaned and sediment/debris has been removed ☒ ☐ ☐ 301 N Howes Street Suite 100 Ft Collins, CO 80521 | (970) 221-4158 | epsgroupinc.com 5 of 7 ATTACHMENT 3 POND STAGE STORAGE MH UD UD UD UD UD UD UD UD UD MH X 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W VAULT ELEC UD UD UD T SS ST ST ST ST ST ST ST ST ST C.O. W W W W S WV WV CS H20 H20 HYD WV WV FE S ST ST ST ST ST ST ST ST ST ST IP IP IP IP IP IP C.O.C.O.C.O. FES D D D D D D DETENTION POND 1 ( IN FEET ) 0 1 INCH = 40 FEET 40 40 DRAWN BY: SCALE: ISSUED: THE QUARRY BY WATERMARK SHEET NO: FORT COLLINS: 301 North Howes Street, Suite 100, 80521 GREELEY: 820 8th Street, 80631 E N G I N E E R N GI EHTRON R N 970.221.4158 northernengineering.com DETENTION POND 1 STAGE STORAGE COMPLIANCE C. Ungerman 1in=40ft 02-22-2024 1 OF 1 DETENTION POND 1 PER DESIGN: 100-YR VOLUME: 1.83 AC-FT 100-YR WSEL: 5011.40 WQCV VOLUME: N/A WQCV WSEL: N/A AS-BUILT: 100-YR VOLUME: 1.84 AC-FT 100-YR WSEL: 5011.70 WQCV VOLUME: N/A WQCV WSEL: N/A CONCLUSION: 100-YR VOLUME IS IN COMPLIANCE WITH THE DESIGN. 100 YR WSEL 5011.70 Detention Pond 1 ELEV AREA (sq. ft.) CONIC INC. VOL. (cu. ft.) CONIC TOTAL VOL. (cu. ft.) 5,007.00 174.99 N/A 0 5,007.20 1,402.09 138.16 138.16 5,007.40 3,290.63 456.04 594.21 5,007.60 6,406.78 952.6 1546.8 5,007.80 9,221.51 1554.31 3101.11 5,008.00 11,251.52 2043.94 5145.05 5,008.20 13,289.23 2451.25 7596.3 5,008.40 15,137.77 2840.69 10437 5,008.60 16,609.28 3173.57 13610.57 5,008.80 17,629.24 3423.35 17033.91 5,009.00 18,174.93 3580.28 20614.19 5,009.20 18,651.16 3682.51 24296.7 5,009.40 19,114.08 3776.43 28073.13 5,009.60 19,577.72 3869.09 31942.21 5,009.80 20,045.85 3962.26 35904.48 5,010.00 20,534.49 4057.94 39962.41 5,010.20 21,047.75 4158.12 44120.53 5,010.40 21,626.23 4267.27 48387.8 5,010.60 22,300.21 4392.47 52780.27 5,010.80 23,066.11 4536.42 57316.69 5,011.00 24,305.95 4736.66 62053.35 5,011.20 25,438.94 4974.06 67027.41 5,011.40 26,190.32 5162.74 72190.15 5,011.60 26,939.21 5312.78 77502.93 5,011.70 27,273.66 2710.63 80213.56 T S E E E E E E E E E E E G G G G G G G G G 30 " W 30 " W 30 " W 30 " W 30 " W 30 " W 30 " W 30 " W / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / DETENTION POND 2 SO U T H S H I E L D S S T R E E T VAULT ELEC E E E ST ST ST ST ST ST ST WW CS HYD FE S FES ( IN FEET ) 0 1 INCH = 30 FEET 30 30 DRAWN BY: SCALE: ISSUED: THE QUARRY BY WATERMARK SHEET NO: FORT COLLINS: 301 North Howes Street, Suite 100, 80521 GREELEY: 820 8th Street, 80631 E N G I N E E R N GI EHTRON R N 970.221.4158 northernengineering.com DETENTION POND 2 STAGE STORAGE COMPLIANCE C. Ungerman 1in=30ft 02-22-2024 1 OF 1 DETENTION POND 2 PER DESIGN: 100-YR VOLUME: 1.04 AC-FT 100-YR WSEL: 5015.40 WQCV VOLUME: 9060 CF WQCV WSEL: 5013.00 AS-BUILT: 100-YR VOLUME: 1.04 AC-FT 100-YR WSEL: 5015.12 WQCV VOLUME: 9060 CF WQCV WSEL: 5012.70 CONCLUSION: 100-YR VOLUME AND WQCV IS IN COMPLIANCE WITH THE DESIGN. 100 YR WSEL 5015.12 Detention Pond 2 ELEV AREA (sq. ft.) CONIC INC. VOL. (cu. ft.) CONIC TOTAL VOL. (cu. ft.) 5,011.00 23.54 N/A 0 5,011.20 880.03 69.83 69.83 5,011.40 2,031.52 283.24 353.07 5,011.60 4,005.83 592.67 945.74 5,011.80 5,377.23 934.95 1880.69 5,012.00 6,624.81 1198.04 3078.73 5,012.20 7,810.93 1441.95 4520.67 5,012.40 9,232.26 1702.34 6223.01 5,012.60 10,318.72 1954.09 8177.11 5,012.80 11,188.09 2150.1 10327.2 5,013.00 11,764.29 2295 12622.2 5,013.20 12,327.21 2408.93 15031.13 5,013.40 12,926.02 2525.09 17556.22 5,013.60 13,550.91 2647.45 20203.66 5,013.80 14,204.05 2775.24 22978.9 5,014.00 14,917.19 2911.83 25890.73 5,014.20 15,661.15 3057.53 28948.27 5,014.40 16,474.19 3213.19 32161.46 5,014.60 17,325.16 3379.58 35541.03 5,014.80 18,333.59 3565.4 39106.43 5,015.00 19,954.93 3827.71 42934.14 5,015.12 20,894.57 2450.75 45384.9 WQCV WSEL 5012.70 MH UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD MH 30" W 30" W 30" W 30" W X X X X X X X X X X 30" W 30" W UD UD UD UD UD UD ST ST ST ST ST ST ST ST IP IP IP IP D X X X X X X X X X X X X RAIN GARDEN OVERFLOW 24" HDPE FES DESIGN ELEV=5009.50 AB ELEV=5009.45 RAIN GARDEN AB FLAT SURFACE AREA = 6,664 SF RAIN GARDEN AB TOP SURFACE AREA = 7,513 SF ( IN FEET ) 0 1 INCH = 30 FEET 30 30 DRAWN BY: SCALE: ISSUED: THE QUARRY BY WATERMARK SHEET NO: FORT COLLINS: 301 North Howes Street, Suite 100, 80521 GREELEY: 820 8th Street, 80631 E N G I N E E R N GI EHTRON R N 970.221.4158 northernengineering.com RAIN GARDEN FLAT AREA AND VOLUME COMPLIANCE B. Ruch 1in=30ft 04-23-2025 1 OF 1 RAIN GARDEN PER DESIGN: MINIMUM VOLUME: 7,243 CF (w/ ADDITIONAL 20% WQ VOLUME)* CORRECTED MIN. VOLUME: 6,063 CF* MINIMUM FLAT AREA: 4,585 SF VOLUME: 7,310 CF FLAT AREA: 6,646 SF AREA AT DESIGN DEPTH (TOP SURFACE AREA): 7,973 SF* AS-BUILT: VOLUME: 5,913 CF FLAT AREA: 6,623 SF AREA AT DESIGN DEPTH (TOP SURFACE AREA): 7,513 SF CONCLUSION: RAIN GARDEN IS IN GENERAL COMPLIANCE AND WITHIN 5% OF THE CORRECTED DESIGN VOLUME. *RAIN GARDEN VOLUME IN APPROVED DRAINAGE REPORT WAS INCREASED 20% AT THE DIRECTION OF CITY STAFF UNDER THE ASSUMPTION THE WATER QUALITY VOLUME SHOULD BE INCREASED SIMILAR TO THE INCREASE IN VOLUME REQUIREMENT FOR AN EXTENDED DETENTION BASIN. CITY STAFF HAVE, SINCE THE APPROVAL OF THIS PROJECT, CONFIRMED THAT THIS INTERPRETATION AND DIRECTION IS INCORRECT AND NOT REQUIRED FOR ANY DRAINAGE ELEMENT ASIDE FROM EXTENDED BASINS, THUS THE RAIN GARDEN VOLUME IN THE DRAINAGE REPORT IS OVERSIZED BY 20%. 301 N Howes Street Suite 100 Ft Collins, CO 80521 | (970) 221-4158 | epsgroupinc.com 6 of 7 ATTACHMENT 4 RECORD DRAWINGS T MH S S UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD D D MH MM MH / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / X X X X X X X X X X X X X X X X X ST ST ST ST ST ST ST ST OWNER: ERIKSEN CHRISTOPHER M 1825 WALLENBERG DR OWNER: MCCOY JOHN H/SHERRY P 1900 S SHIELDS ST HILL POND CONDOMINIUMS OWNER: WINNE GRANT R/JOHNELLE S 1821 WALLENBERG DR X X X X X X X X X X PROPOSED DRAINAGE EASEMENT BLDG 6 BLDG 7 BLDG 2 BLDG 3 BLDG 4 BLDG 5 BLDG 8 BL D G 1 8 BL D G 1 7 BL D G 1 6 BL D G 1 5 BLDG 14 BLDG 13 BLDG 12 BLDG 11 BLDG 10 BLDG 9 BLDG 1 FFE=19.00 FFE=17.49 FFE=16.50 FFE=16.67 FFE=15.65 FFE=17.27 FFE=14.83 FFE=14.83 FFE=15.00 FFE=15.00 FFE=15.00 FFE=15.00 FF E = 1 5 . 4 3 FF E = 1 5 . 4 3 FF E = 1 5 . 8 2 FF E = 1 5 . 8 2 FFE=17.50FFE=19.65 FFE=17.43 FFE=16.76 FFE=13.45 FF E = 1 3 . 8 7 FFE=18.14 FFE=16.46 15 12 13 14 16 17 15121314 16 15 12 13 14 15 16 15 10 15 8911121314 8 7 10 10 11 11 12 12 16 16 15 10 13 W T T T T TT T VAULT ELEC VAULT ELEC VAULT ELEC UD UD UD UD UD E W T F W T VAULT ELEC VA U L T EL E C ST ST ST ST ST ST STST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST C.O. C.O. C.O. C.O. C.O. C.O. C.O. C.O. V.P.V.P.V.P.V.P. V.P. V.P. V.P. V.P. V.P. V.P.V.P. V.P. C.O. C.O. ST 18" SS FES ST STSTST ST ST ST ST ST ST ST ST ST C.O. C.O.C.O.C.O. C.O. C.O.C.O. FES FES FES C.O. D D D D D D D D D D DD D D D D D D D D FE S F ES SO U T H S H I E L D S S T R E E T HOBBIT STREET WA L L E N B E R G D R . FEMA 100-YR HIGH RISK FLOOD FRINGE CITY OF FORT COLLINS 100-YR FLOODPLAIN PROPOSED 4' CONCRETE PAN PROPOSED 4' CONCRETE PAN PROPOSED 4' CONCRETE PAN PROPOSED 4' CONCRETE PAN PROPOSED 4' CONCRETE PAN PROPOSED 4' CONCRETE PAN PROPOSED 6' CONCRETE PAN PROPOSED 4' CONCRETE PAN PROPOSED 4' CONCRETE PAN PROPOSED 4' CONCRETE PAN EXIST I N G S P R I N G C R E E K T R A I L PROPOSED 2' CONCRETE PAN PROPOSED 2' CONCRETE PAN PROPOSED RAIN GARDEN (SEE DETAIL ON SHEET C 806. SEE LANDSCAPE PLANS FOR SEED MIX) PROPOSED OUTLET STRUCTURE LOT 1 TRACT B TRACT A TRACT C SPRI N G C R E E K RAIN GARDEN BIOMEDIA AREA (SEE DETAIL 306 ON SHEET C 806) PROPOSED 2' CONCRETE PAN PROPOSED 4' SIDEWALK CULVERT EX I S T I N G S I D E W A L K EX I S T I N G 8 ' T R A I L CA N A L I M P O R T A T I O N PROPOSED 2' CONCRETE PAN STORM DRAIN 1 SEE SHEET C 620 FEMA 100-YR FLOODWAY CITY OF FORT COLLINS 100-YR FLOODWAY WEST STUART STREET STORM DRAIN 1 SEE SHEET C 620 STORM DRAIN 4-4 SEE SHEET C 624 STORM DRAIN 4-4A SEE SHEET C 624 STORM DRAIN 4 SEE SHEET C 624 STORM DRAIN 1-9 SEE SHEET C 622 STORM DRAIN 1-8 SEE SHEET C 622 STORM DRAIN 5 SEE SHEET C 625 STORM DRAIN 5 SEE SHEET C 625 STORM DRAIN 5-2 SEE SHEET C 625 STORM DRAIN 1 SEE SHEET C 620 STORM DRAIN 2 SEE SHEET C 623 STORM DRAIN 3 SEE SHEET C 623 STORM DRAIN 6 SEE SHEET C 626 UNDERDRAIN SEE SHEET C 626 POND OVERFLOW PATH POND OVERFLOW PATH PROPOSED STORM CHAMBERS PROPOSED STORM CHAMBERS STORM DRAIN 1-5 SEE SHEET C 621 STORM DRAIN 1-6 SEE SHEET C 621 EMERGENCY OVERFLOW WEIR PROPOSED LANDSCAPE WALL CULVERTS SEE SHEET U1-U4 CULVERTS SEE SHEET U1-U4 CULVERT SEE SHEET U1-U4 AREA DRAINS SEE SHEET U1-U4 PROPOSED OUTLET STRUCTURE AREA DRAINS SEE SHEET U1-U4 AS H L A R D R I V E STUAR T S T R E E T CULVERTS SEE SHEET U1-U4 AREA DRAINS SEE SHEET U1-U4 ROOF DRAIN SEE SHEET C 607-C 608ROOF DRAIN SEE SHEET C 607-C 608 PROPOSED 2' CONCRETE PAN PROPOSED 4' CONCRETE PAN FUTURE TRAIL EASEMENT LINE OWNER: WINNE GRANT R/JOHNELLE S 1821 WALLENBERG DR OWNER: ERIKSEN CHRISTOPHER M 1825 WALLENBERG DR KEYMAP CABLE F.O. TE MH 24" SS 24" SS 24" SS 24" SS 24" S S 24" S S 24" S S 24" S S 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T G W W W W W W W W W W W W W W W W W W W W W W W W W W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W E E E E E E E E E E E E E E E E E E E E E G G G G G G G G G G G G G G G G G G G G G X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD MH / / / / / / / / / / / / / / / / / / / / / / / / 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W X ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST Sheet TH E Q U A R R Y B Y W A T E R M A R K E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 56 C 500 OV E R A L L G R A D I N G P L A N 13 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R NORTH ( IN FEET ) 1 inch = ft. Feet05050 50 100 150 PROPOSED CONTOUR EXISTING STORM SEWER PROPOSED STORM SEWER PROPOSED SWALE EXISTING CONTOUR PROPOSED CURB & GUTTER PROPERTY BOUNDARY PROPOSED SPOT ELEVATION PROPOSED SLOPES 1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION. 3.ALL PROJECT DATA IS ON VERTICAL DATUM; NAVD 88. SEE COVER SHEET FOR BENCHMARK REFERENCES. 4.ALL CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE FINISHED GRADE ELEVATIONS. 5.PORTIONS OF THIS PROPERTY ARE LOCATED IN THE CITY REGULATED 100-YR CANAL IMPORTATION FLOODPLAIN/FLOODWAY AS WELL AS THE FEMA REGULATED SPRING CREEK 100-YR FLOODPLAIN/FLOODWAY. ANY DEVELOPMENT WITHIN THE FLOODPLAIN MUST COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE. THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY (BUILDING OF STRUCTURES, GRADING, FILL, DETENTION PONDS, BIKE PATHS, PARKING LOTS, UTILITIES, LANDSCAPED AREAS, FLOOD CONTROL CHANNELS, ETC.) WITHIN THE CITY OF FORT COLLINS FLOODPLAIN LIMITS AS DELINEATED ON THE FINAL SUBDIVISION PLAT. 6.ANY CONSTRUCTION ACTIVITIES, NONSTRUCTURAL DEVELOPMENT (BRIDGES, SIDEWALKS, CULVERTS, VEGETATION, CURB CUTS, GRADING, ETC.) IN THE REGULATORY FLOODWAY MUST BE PRECEDED BY A NO RISE CERTIFICATION, WHICH MUST BE PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF COLORADO. 7.NO STORAGE OF MATERIALS OR EQUIPMENT SHALL BE ALLOWED IN THE FLOODWAY, WHETHER TEMPORARY (DURING CONSTRUCTION) OR PERMANENT. 8.ANY PEDESTRIAN BRIDGES IN THE FLOODWAY THAT ARE NOT ABLE TO PASS THE 100-YR FLOW ARE REQUIRED TO BE "BREAKAWAY" AND TETHERED. 9.FINAL QUANTITY OF STAIR RISERS AND HEIGHT SHALL BE DETERMINED BY CONTRACTOR DURING CONSTRUCTION, AND SHALL FALL IN THE RANGE OF 4' - 7' PER RISER. NOTES: PROPOSED STORM INLET 2.0% (47.45 ) EXISTING SPOT ELEVATION EXISTING LOT LINE PROPOSED CONCRETE CROSS PAN (TYP.) 33.43 EXISTING RIGHT OF WAY PROPOSED LOT LINE PROPOSED RIGHT OF WAY LEGEND: PROPOSED GRADE BREAK 1ROOF DRAIN DOWN SPOUT C 501 C 502 C 503 C 504 C 506 C 5 0 5 C 5 0 5 THESE RECORD DRAWINGS, PRODUCED BY NORTHERN ENGINEERING SERVICES, INC., ARE BASED IN WHOLE, OR IN PART, UPON INFORMATION PROVIDED BY OTHERS. NORTHERN ENGINEERING SERVICES, INC. ASSUMES NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION. RECORD DRAWING 04/23/25 RECORD INFO.ONLY(SEE NOTE) 7 OV E R A L L S I T E & D R A I N A G E C E R T I F I C A T I O N CL U 04 / 2 3 / 2 5 / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / W T T VAULT ELEC E E W T VAULT ELEC E E ST ST ST ST ST ST ST ST ST C.O. V.P. V.P. V.P. V.P. V.P. V.P.V.P. ST ST ST ST ST ST ST ST C.O. D 6' SIDEWALK6' SIDEWALK 6' S I D E W A L K 6' SIDEWALK 4.5' SIDEWALK SO U T H S H I E L D S S T R E E T 4.5' SIDEWALK 5' S I D E W A L K 2. 3 % 2. 8 % 1. 6 % 2. 3 % 3. 0 % 2. 0 % 2. 3 % 1.6% 2.1% 1.9% 2. 4 % 2. 4 % 2. 4 % 0. 5 % 2. 0 % 1. 5 % 3.0% 0.5%0.5% LOT 1 EX I S T I N G S I D E W A L K 9' S I D E W A L K LOT 1 LOT 1 3.2%1.9%2.0%0.5%0.5% 1. 5 % 1.6%0.5% 9' S I D E W A L K 1. 6 % 0. 5 % 29' HALF ROW FFE=16.50 FFE=19.00 FFE=19.65 FFE=17.50 FFE=17.49 AREA DRAIN 26' EMERGENCY ACCESS EASEMENT 26' EMERGENCY ACCESS EASEMENT 26' EMERGENCY ACCESS EASEMENT 26' EMERGENCY ACCESS EASEMENT 26' EMERGENCY ACCESS EASEMENT STORM DRAIN 1-9 SEE SHEET C 622 1. 5 % 2. 0 % AREA DRAIN AREA DRAIN 2. 8 % BUILDING 6 BUILDING 7 BUILDING 2 BUILDING 3 BUILDING 4 1. 4 % 0. 5 % 1.9% 3.7% 1.7% 0. 5 % 0.7% 0.8%0.5% 0.5% 2.0% 0. 5 % 2' SIDEWALK CHASE 0. 5 % 14.50 15 . 0 3 16.66 16.67 AREA DRAINS SEE SHEET C 601-C 606 CULVERTS SEE SHEET C 601-C 606 16.69 AREA DRAIN AREA DRAIN AREA DRAIN AREA DRAIN AREA DRAIN AREA DRAIN AREA DRAIN AREA DRAIN GARAGE 1 GARAGE 2 GARAGE 3 GARAGE 4 AREA DRAIN 1' SIDEWALK CHASE 1 1 1 1 1 11 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 111 1 1 FFE=18.14 FFE=16.46 FFE=17.43 FFE=16.76 HOBBIT STREET 0.5% 15.03 1 1 1 1 1 AREA DRAIN 48' SANITARY SEWER EASEMENT 17 . 7 617.8 4 17.73 17.4 5 17.2 9 17 . 6 1 17. 5 8 17. 3 0 17.02 16.9 1 18.64 17.9 0 18.13 17.9 8 16.67 16.52 16. 0 8 16 . 2 0 16.10 15 . 2 8 16.49 16.0 5 16.07 15.8 2 16.3 9 16. 7 6 16.5 1 17.7 7 15.17 18 . 3 3 18.3 3 18.33 18.99 18.99 17.8 1 17.8 1 18.1 4 17.27 16.3 5 16.7316.85 16.0 2 16.6 6 15.62 15.5 8 16.24 16.37 15.17 15.53 16.04 15.91 16.48 16.42 15.4 1 15.90 15.7 9 16.08 17.8 5 15.26 15.41 15.5 6 15.73 15.94 15. 9 6 15.42 15.05 14.88 15.96 16.0 3 16.17 17 . 0 7 17.09 17.18 17.05 16.52 16.5 4 16.61 16.49 16.40 16 . 1 8 15.81 15.3 0 15. 1 1 15.70 15 . 6 1 15 . 6 3 15.7016.23 16.09 16.19 16.22 17. 0 4 17.0 0 17.0 4 17.1 7 17.10 16.93 16.8 4 16.8 2 16.61 16.54 16.16 16.29 16 . 2 8 15 . 5 3 15.45 17.78 17 . 7 2 17.7 0 17.2 0 17.14 17.43 HP 17.28 17.2 3 16 . 8 2 16 . 8 2 16.90 17.13 15.1 8 17.0 6 16.9 2 15.1 7 15.0 2 15.78 15.68 15.7 0 16.3 0 16.20 16.17 16.19 16.28 17.76 17.6 0 17.61 17.80 18.32 15 . 7 0 LP 16.17 LP 15 . 1 0 18 . 4 6 HP 18. 4 1 18.37 18.2 9 18 . 4 9 18.2 5 19.22 18.9 9 18.99 18.99 18.92 18.90 18.3 4 18.8 6 18. 2 5 18 . 3 4 18.3 3 18.8 0 18.9 9 18.9 9 18.89 18 . 9 0 18.99 18.9 9 18.9 9 18. 9 2 18.9 8 18.9 9 18.99 18.80 17.30 16.98 16.95 16 . 6 9 16.66 17.1 7 17.6 0 17.5 4 18.03 18.3 4 17.4 9 18.0 0 17.6 2 17.49 16.6 7 18.7 6 18.6 8 18.1 4 17 . 2 1 18.99 18 . 6 8 18 . 1 8 17.6 217.66 18.18 18.1 0 17.30 17.2 4 17.0 2 16.9 5 19.7 6 (19 . 8 2 ) 18 . 8 3 18.9 9 18.5 9 18.5 1 18.0 0 17.97 18.12 19.1 1 19.1 8 18.86 18 . 8 3 18.99 18.9 9 18.8 3 19.5 6 19.5 0 18.2 4 18 . 2 6 18 . 9 5 20.2 0 18 . 8 6 18.99 18.99 18.9 9 18.9 9 18. 2 9 18.2 0 18.2 4 18.1518.7 1 16. 8 3 16.8 3 16 . 7 5 16.75 16.7 5 16.2 5 16.2 3 16.6 9 16 . 1 4 16. 1 6 16. 1 7 15.92 16. 4 2 HP 16.3 6 16.2 5 HP 15.9 0 17.0 7 15 . 8 0HP 16. 4 3 16.3 7 16.14 HP 16.83 16.8 3 15.18 15 . 7 0 15.6 5 16.67 16.8 3 16.67 15.4 2 15.3 7 14.87 14.89 14.48 14 . 9 8 16. 8 3 16.8 3 16 . 5 5 14.80 14.20 14.7 3 16.83 16.8 3 16 . 7 5 16.75 16.8 3 16 . 8 3 16.83 16.8 3 16.8 3 15.15 16.83 18.89 18.9 2 (19 . 6 4 ) (19 . 6 2 ) (20.2 3 ) 17.27 16 . 4 1 16.3 8 16. 0 1 15.93 15.4 9 15.2 3 14.9 4 14 . 9 8 14.8 7 14.82 LP 15.2 2 15.1 3 17.1 0 17.1 0 16. 4 3 16 . 3 6 15.84 15.62 16 . 1 0 15.60 16.10 15.9 5 16.43 15.0 9 15.06 14.97 14.94 LP 15 . 1 3 15.3 0 16.05 15.24 15.28 15.6 4 16.0916 . 2 0 16 . 0 7 17.11 LP 17.87 HP 16.8 2 LP 16 . 0 6 16 . 0 3 15 . 6 1 15 . 5 9 15.1 5 18.3 3 17.9 8 17.90 17 . 8 1 18.1 5 18.2 6 18.0 6 17. 8 1 17.2 0 17.1 1 17.1 2 17.03 17 . 1 9 16.9 1 18.9 1 18.33 18.3 3 18.20 18.2 2 17.4 9 16.5 5 18.1 8 (19 . 5 6 ) (19.54) (19.3 0 ) (19.2 8 ) (19.2 8 ) (19.24) (18.90) (18.86) (18.7 9 ) (18.77) (18.46) (18.45) 18.33 18.33 16. 9 7 18. 1 5 18.33 18.08 18.33 18.3 3 18. 1 5 17.14 17.25 18.33 18.15 17 . 3 6 18.3 3 18.33 18 . 1 5 17.3 9 18. 3 3 18.33 17 . 7 1 18.3 3 18.15 18.1 7HP 18.3 3 18.3 3 19.0 0 18.3 3 18 . 2 0 17.7 0 17 . 7 217.8 1 17.7 9 18.15 18.3 4 17.69 18.33 18 . 2 0 18.2 0 17.6 2 18.00 18.33 15.2 0 15.31HP 15.83 16.45 16.37 17.30 16.82 16.25 16.37 16.82 16.7 3 16.7016.75 16 . 2 9 16.87 16.33 16.19 16. 2 4 16 . 3 3 16.32 16.58 HP 16 . 8 2 16 . 8 0 16.82 16 . 8 2 17.16 15 . 7 3 15.34 15.89 16.82 16.0 0 16.06 15.93 15.09 14.97 15.12 15.83 15.8 3 15.33 15.33 15.84 16.47 15.2 1 15.33 15.83 15 . 3 3 15.57 15.77 15.83 15.8315.81 15.84 15.87 15.24 15.76 15.83 15.55 15 . 4 6 15.8 5 15 . 5 4 15 . 6 3 15. 9 2 16.61 16.50 16.86 18 . 1 5 18.15 18 . 2 0 17.53 17.43 HP 17.0 1 16.8 2 16 . 8 2 16. 4 8 16.37 16.40 16.03 15.6 0 15.76 15.83 15.7 5 15 . 7 8 15.83 15.69 15.8 3 15.83 15. 9 4 15.18 15.71 15.83 17.40 16 . 3 4 16.40 17.84 18.49 HP 15.4 6 HP 17.11 16 . 3 9 16.47 16 . 8 8 16 . 9 1 15 . 3 1 LP 16.62 19. 5 4 18.96 18.8 7 18.2 8 18.46 18 . 3 6 18.99 18 . 4 1 18.9 9 18.49 17.63 17. 6 9 18.99 18.2 3 19 . 2 3 18. 4 6 19 . 4 6 18 . 2 5 19 . 2 5 17 . 5 4 18.3 3 18.33 18 . 0 1 16.65 15 . 7 3 16.66 15.4 5 16.27 16 . 2 7 16.27 16.25 16.31 16.13 16.4 2 16.45 16.46 16.3 7 16 . 2 8 16.3 0 16 . 4 8 15.2 9 16.2 4 15.83 16.3 6 16 . 4 0 17.66 17 . 7 2 18.0 8 18.15 (19 . 9 2 ) (19 . 9 6 ) 17.98 18.0 2 1. 5 % 2. 0 % 4. 5 % 3. 1 % 2. 0 % 2. 0 % 2. 0 % 2. 0 % 0.5% 2. 0 % 1.5% 1. 5 % 1. 7 % 2.7% 1. 5 % 1.6%0.6% 1. 0 % 1. 8 % 1. 5 % 0.5% 0.5% 2.0%2. 0 % 1.5%1.4%1.6% 1. 5 % 2. 0 % 0.6%0.6% 2.6% 1.5% 1.1% 1. 5 % 3. 3 % 2.0% 0. 6 % 2. 0 % 0.6%0.5% 4. 5 % 0.6% 0.6 % 1. 2 % 2.0% 0. 5 % 0.8%2.0% 1. 5 % 2.0% 1. 2 % 2.0% 1. 6 % 2. 2 % 4.0% 1.5% 1.5% 1. 1 % 4. 2 % 2.0% 0. 5 % 0. 5 % 0.5%2.0%2.0% 1. 5 % 3.7% 3.0% 1. 9 % 3. 7 % 0.8% 2. 0 % 0.5% 2. 3 % 1. 8 % 2. 2 % 2. 3 % 1. 3 % 1.0% 1. 5 % 2.0% 2. 0 % 2. 0 % 2. 0 % 2. 9 % 2. 0 % 0.5% 2. 6 % 1. 7 % 2. 7 % 0.6% 1. 5 % 2. 0 % 2. 0 % 2. 0 % 2. 0 % 2. 0 % 2. 0 % 2.4% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 1.5% 4' CONCRETE PAN 4' CONCRETE PAN 4' CONCRETE PAN 4' CONCRETE PAN 2' CONCRETE PAN 2' CONCRETE PAN PROPOSED 30" VERTICAL CURB & GUTTERAREA DRAIN AREA DRAIN STORM DRAIN 1 SEE SHEET C 620 1' SIDEWALK CHASE 1' SIDEWALK CHASE 2' SIDEWALK CHASE PROPOSED 6" CURB CUT PROPOSED 6" CURB CUT AREA DRAINS SEE SHEET C 601-C 606 MATCH EXISTING PAVEMENT 3-RISERS 2' SIDEWALK CHASE AREA DRAINS SEE SHEET C 601-C 606 PROPOSED 2' CONCRETE PAN PROPOSED 2' CONCRETE PAN 2' PAN w/ 6" CURB 2' CONCRETE PAN 2' CONCRETE PAN CULVERTS SEE SHEET C 601-C 606 2' CONCRETE PAN 1' SIDEWALK CHASE 2' CONCRETE PAN 1-RISER 1-RISER CULVERTS SEE SHEET C 601-C 606 3-RISERS 2' SIDEWALK CHASE 2' SIDEWALK CHASE 2' SIDEWALK CHASE 1' SIDEWALK CHASE 1' SIDEWALK CHASE 1' SIDEWALK CHASE 2' SIDEWALK CHASE 2' SIDEWALK CHASE 2' SIDEWALK CHASE 2-RISERS 2-RISERS 2-RISERS 2-RISERS 3-RISERS 3-RISERS 1' SIDEWALK CHASE1' SIDEWALK CHASE 1' SIDEWALK CHASE PROPOSED SWALE Sheet TH E Q U A R R Y B Y W A T E R M A R K E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 56 C 501 GR A D I N G P L A N 14 ( IN FEET ) 0 1 INCH = 20 FEET 20 20 40 60 PROPOSED CONTOUR EXISTING STORM SEWER PROPOSED STORM SEWER PROPOSED SWALE EXISTING CONTOUR PROPOSED CURB & GUTTER PROPERTY BOUNDARY PROPOSED SPOT ELEVATION PROPOSED SLOPES 1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION. 3.ALL PROJECT DATA IS ON VERTICAL DATUM; NAVD 88. SEE COVER SHEET FOR BENCHMARK REFERENCES. 4.ALL CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE FINISHED GRADE ELEVATIONS. 5.PORTIONS OF THIS PROPERTY ARE LOCATED IN THE CITY REGULATED 100-YR CANAL IMPORTATION FLOODPLAIN/FLOODWAY AS WELL AS THE FEMA REGULATED SPRING CREEK 100-YR FLOODPLAIN/FLOODWAY. ANY DEVELOPMENT WITHIN THE FLOODPLAIN MUST COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE. THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY (BUILDING OF STRUCTURES, GRADING, FILL, DETENTION PONDS, BIKE PATHS, PARKING LOTS, UTILITIES, LANDSCAPED AREAS, FLOOD CONTROL CHANNELS, ETC.) WITHIN THE CITY OF FORT COLLINS FLOODPLAIN LIMITS AS DELINEATED ON THE FINAL SUBDIVISION PLAT. 6.ANY CONSTRUCTION ACTIVITIES, NONSTRUCTURAL DEVELOPMENT (BRIDGES, SIDEWALKS, CULVERTS, VEGETATION, CURB CUTS, GRADING, ETC.) IN THE REGULATORY FLOODWAY MUST BE PRECEDED BY A NO RISE CERTIFICATION, WHICH MUST BE PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF COLORADO. 7.NO STORAGE OF MATERIALS OR EQUIPMENT SHALL BE ALLOWED IN THE FLOODWAY, WHETHER TEMPORARY (DURING CONSTRUCTION) OR PERMANENT. 8.ANY PEDESTRIAN BRIDGES IN THE FLOODWAY THAT ARE NOT ABLE TO PASS THE 100-YR FLOW ARE REQUIRED TO BE "BREAKAWAY" AND TETHERED. 9.FINAL QUANTITY OF STAIR RISERS AND HEIGHT SHALL BE DETERMINED BY CONTRACTOR DURING CONSTRUCTION, AND SHALL FALL IN THE RANGE OF 4' - 7' PER RISER. NOTES: PROPOSED STORM INLET 2.0% (47.45 ) EXISTING SPOT ELEVATION EXISTING LOT LINE PROPOSED CONCRETE CROSS PAN (TYP.) 33.43 EXISTING RIGHT OF WAY PROPOSED LOT LINE PROPOSED RIGHT OF WAY LEGEND: PROPOSED GRADE BREAK 1ROOF DRAIN DOWN SPOUT KEYMAP CABLE F.O. TE MH 24" SS 24" SS 24" SS 24" SS 24" S S 24" S S 24" S S 24" S S 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T G W W W W W W W W W W W W W W W W W W W W W W W W W W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W E E E E E E E E E E E E E E E E E E E E E G G G G G G G G G G G G G G G G G G G G G X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD MH / / / / / / / / / / / / / / / / / / / / / / / / 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W X ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R SEE SHEET C 503 SE E S H E E T C 5 0 2 C 501 C 502 C 503 C 504 C 506 C 5 0 5 C 5 0 5 NORTH THESE RECORD DRAWINGS, PRODUCED BY NORTHERN ENGINEERING SERVICES, INC., ARE BASED IN WHOLE, OR IN PART, UPON INFORMATION PROVIDED BY OTHERS. NORTHERN ENGINEERING SERVICES, INC. ASSUMES NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION. RECORD DRAWING 04/23/25 RECORD INFO.ONLY(SEE NOTE) 7 OV E R A L L S I T E & D R A I N A G E C E R T I F I C A T I O N CL U 04 / 2 3 / 2 5 X S S UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD MH T T VAULT ELEC E E UD UD UD UD UD UD UD F VA U L T EL E C E E ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST C.O. C.O. C.O. C.O. C.O. ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST D D D D D D FE S FE SST X X X X X X X X X 9' S I D E W A L K 9' S I D E W A L K 9' S I D E W A L K 9' S I D E W A L K 7' S I D E W A L K 7' S I D E W A L K 7' S I D E W A L K 7' S I D E W A L K 6' S I D E W A L K 4' SIDEWALK 4' SIDEWALK 5' SIDEWALK 0.8% 1. 4 % 2.9% 1.5% 0. 5 % 1.9% 1. 0 % 3. 2 % 2.0 % 2.8% 2.3% 1.8% 2.0% 2.9% 0. 5 % 0.6%0.5% 0. 5 % 10 ' S I D E W A L K 4' S I D E W A L K LOT 1 TRACT A LOT 1 EX I S T I N G 8 ' T R A I L HOBBIT STREET LOT 1 LOT 1 6' SIDEWALK 0.7%0.5% 3. 8 % 2.0% 2.0% 2.2% 4.3% FFE=16.50 FFE=16.67 FFE=15.65 FFE=15.00 FFE=15.00 FFE=14.83 FFE=14.83 FFE=15.00 FFE=15.00 FFE=15.43FFE=15.43 FFE=15.82FFE=15.82 26 ' E M E R G E N C Y AC C E S S E A S E M E N T 26' EMERGENCY ACCESS EASEMENT 48' SANITARY SEWER EASEMENT 48 ' S A N I T A R Y S E W E R E A S E M E N T STORM DRAIN 1-6 SEE SHEET C 622 2.0% 2.0% PROPOSED FOREBAY BUILDING 18 BUILDING 17 BUILDING 16 BUILDING 15 BUILDING 14 BUILDING 13 BUILDING 12 BUILDING 11 BUILDING 10 BUILDING 9 BUILDING 4 BUILDING 5 BUILDING 8 2. 0 % 2. 0 % 2. 0 % 2.9% 4.0% 9.87 10.37 0. 5 % 0.8% 0. 6 % 1' SIDEWALK CHASE 29' HALF ROW 14.1 8 14 . 6 8 UNDERDRAIN 1 SEE SHEET C 6268.50 8.50 8.50 9.85 8.50 9.39 13.71 13.70 (9.72 ) 8.97 AREA DRAIN 2' SIDEWALK CHASE GARAGE 4 GARAGE 5 PROPOSED CONCRETE WALK w/ THICKENED EDGE AS H L A R D R I V E RAIN GARDEN BIOMEDIA AREA DESIGN MIN. FLAT SURFACE = 6,250 SF 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 FFE=16.46 FFE=13.87 1 TR A N S I T I O N TO F L U S H C U R B 8.50 BUILDING 7 FFE=17.50 RETAINING WALL SEE PLANS BY ROSCH 6' T R A I L ±63 LF 10' WIDE PEDESTRIAN BRIDGE NO POTION OF THE BRIDGE SHALL BE LOWER THAN 5012.30 = BFE @ BRIDGE (5011.30) + 12" ABUTMENT LOCATION w/ MICROPILE FOUNDATION TYPE M RIPRAP PROTECTION ±34 LF 24" HDPE PIPE w/ FES @ 0.5% MIN. (9.77) (10.43) (10.74) CONTRACTOR TO REGRADE AREA OF REMOVED TRAIL UP TO EXISTING GRADE. 13.33 13 . 6 2 13.31 13.8 9 13 . 5 4 15.1 8 15.26 14.70 16.01 14.62 15.43 15. 4 0 13.97 14.1914.37 14.23 14.3 313.94 13.9114. 1 6 14.69 14.69 14.51 13.54 14.1 7 14.53 12.73 12.13 14 . 9 8 14.9 8 14.98 14.98 15.90 14.77 14. 3 3 14.33 14.33 14.1 3 (12 . 4 0 ) (1 1 . 8 8 ) 13 . 3 1 13.35 13 . 9 4 13.8 1 13 . 9 0 12.91 15. 2 6 15. 3 8 13.56 10.52 16.0 0 13.2 0 13.83 16.44 14.3 2 15 . 9 8 15.7 0 15.6 2 14.00 10 . 3 6 9.72 13.53 13.6 8 14.50 12 . 2 2 14.12 10.8513.72 10 . 8 6 13 . 9 8 14.78 14.95 14.83 14.8 7 14.8 9 14.98 15.57 15 . 7 2 15.09 14.5 6 14.2 2 14.17 14. 0 5 14.51 14.4 5 15 . 3 4 15.2 1 15. 2 3 15.42 14 . 7 4 14 . 6 6 14.68 14.9 1 14. 1 3 13 . 8 7 13.79 13.5 4 13.69 13.28 13.17 13. 6 8 13 . 6 6 13 . 7 1 13.75 12.94 12.88 13.1713.02 13.0 3 13.2 2 12.91 12.8 5 13 . 3 4 13.41 13.6 1 13.5 5 13.56 13. 6 6 13 . 5 9 13.52 14 . 2 1 14.23 13 . 0 6 14.11 13.95 14.5 6 12.65 LP 14.55 11.59 14.48 14. 9 8 16 . 8 3 16.8 3 16 . 5 5 14.80 14.20 14.7 3 16.83 15.8315 . 9 2 (1 3 . 0 6 ) 13.10 16.8 3 15.66 15.43 13 . 9 6 15.58 14.08 14 . 0 2 14 . 0 2 13.4 5 16.8 6 16.8 3 16.1 7 15.57 13 . 9 0 14.3 9 14.4214 . 7 0 14.50 14.61 14.52 13.95 14.3 9 14.3 0 14.65 14 . 7 1 14.66 14.72 14.88 15 . 4 2 15.4 6 14.9216.7 5 16.1 7 16.75 16.8 3 16.8 3 15.3 4 16.83 16.8 3 16.8 3 16.8 3 14.28 13.86 (1 3 . 5 2 ) 14.5 2 14.2 8 14. 1 4 16.1 3 14.7 3 13.99 13.7 8 13 . 8 5 12.84 12.72 (12 . 8 1 ) 12.6 8 12.58 12.2 5 11.96 12 . 1 8 12.15 12.06 12.4 0 (1 2 . 4 8 ) (1 2 . 2 7 ) (1 2 . 2 2 ) (13 . 2 5 ) 13.1 4 12. 3 6 13.0 1 13.01 13.0 4 12.03 12 . 0 5 13 . 1 6 14 . 9 1 15 . 1 5 15.1 5 10.7 3 12.1 6 11.95 14.4 5 15.4 9 14.9 9 15.4 9 15.4 9 15.4 9 15 . 1 5 14 . 6 6 14. 6 0 14.24 14.2 7 14.1 2 14 . 1 0 15.1 5 14.66 15.15 14.62 14.5 8 13 . 9 9 14.01 13.77 13.87 13.61 13.36 13.41 13.3 5 13.60 12.42 12.34 11.95 14.07 14.77 15.10 15.10 15.10 15.06 14.60 15.10 15.10 14.0715.10 15.10 13.5613.65 12.82 12.7014.77 14.4515.49 15.49 15.49 15.49 15.15 14.39 14.81 14 . 9 3 13.77 13.85 14 . 4 7 14.77 15.15 15.17 14.48 14.58 14.57 14.55 14.64 13.91 13.8 2 13.37 14.26 14.0 9 14.01 13.74 13.14 14.41 13.8 8 13 . 7 9 13. 7 7 13.86 14.32 14.5714.44 14.4 9 14.4 1 14 . 0 4 13. 6 1 14.15 14.1 0 14.19 14.23 13 . 6 4 13.7 2 13.86 13.94 13.80 14.49 14.37 14.3 4 14.48 14.7 0 14.70 14.69 15 . 3 2 14.1714.7315.44 15.21 14.57 14 . 0 3 14.52 15.3816.00 16.00 15.93 15.8 2 15.36 16.0016.00 15.8 4 15.84 14.9 7 15.93 15.3 5 15.3 5 15.2 6 15.8 4 15.8 3 16 . 3 4 16.40 15 . 6 4 15.6 4 15.3 3 14.8 9 15.3 6 15.8 0 16.0 0 15.8 3 16.0 0 15.8 0 15 . 8 0 16.00 15.8 3 15.6 4 15 . 6 4 15.8 3 16.00 15.8 3 15 . 6 4 15.64 15.8 3 13.9 2 LP 15.1 2HP 14.1 8 LP 15 . 8 0 16.00 15.8 0 16.00 16.00 15.38 15.4 3 15.38 16.0 0 16.0 0 16.0 0 16.00 14.6 3 13.82 14. 6 9 15. 3 2 14.9 8 15.3 2 15.3 2 13.8 7 13 . 8 0 14.33 14.30 14.33 14.29 11.22 13. 7 1 13. 7 1 10.7 1 14.33 12.76 9.92 10 . 9 0 10.2 9 10.18 9.95 10.41 10.76 10.6 7 16.00 16.00 16.00 16.00 16.00 15.53 16.0 0 16.0 0 16.0 0 16.00 15.38 15.48 14.88 14.07 15.94 16.00 15.32 15.32 13.77 13.79 13.78 14.98 15.32 15.32 15.32 14.92 13. 5 6 14.98 14.34 14 . 9 8 14.92 14.98 14.71 14.72 14.9 8 14.90 14.83 14.90 15.00 14.6 8 14.69 14.08 14.83 14.9 8 14.83 14.83 14. 1 0 14.31 14.40 15.00 14.89 14.89 14.81 13. 5 3 13.54 14.52 14.89 14.98 13.00 14.50 13.51 14.50 14.01 14.50 14.50 14.50 14.50 13.51 14.50 13. 3 0 12.5 2 LP 13.32 13 . 9 5 13.75 14.17 14.67 14.6 714.67 14.67 14.18 14.67 14.67 13.68 14.67 14.67 12.70 12.71 12.72 12.73 14.33 13.53 14.07 14.01 13.20 13.18 13 . 4 8 14.33 14.05 14.0 8 12.41 8.50 8.50 12 . 9 1 12 . 1 6 13.83 14.3 3 14.33 14.12 14.04 13.71 13 . 9 8 13 . 9 2 14 . 2 2 14.3 0 13.74 14.33 14 . 3 3 14 . 2 2 14.15 14.3 314. 0 7 13 . 5 5 14.06 14.06 13.54 13.54 13.1 0 HP 13.6 7 14.09 13.95 14.67 14.67 14.16 14.67 14.67 14.67 13.63 14.67 12 . 7 9 12 . 7 9 12.79 12. 7 9 12 . 9 1 12 . 7 9 8.26 (8.08 ) 9.54 9.74 9.9 7 9.77 11.37 11.17 11.28 11.48 12.04 12.9 1 14 . 6 5 14 . 7 7 11 . 7 6 11.21 12.5 4 12 . 7 4 13. 1 3 14 . 7 9 14 . 7 7 12. 5 1 12.15 13.70 12.8 5 LP 13.28 13.88 14.2 0 14.79 14.4 3 10.14 10.16 10.32 11.35 (10 . 8 2 ) 13.87 13.87 (8.13 ) (8.00 ) (11.8 9 ) 15.4 6 HP 14.62 15.2 0 16. 2 0 14.8 3 15.15 15.1 0 14 . 7 7 15.1 5 14. 7 7 14.77 14.17 12.42 11.33 10.75 13.1 3 13.1 2 13.61 14.33 14 . 3 3 14.33 14.33 14.17 14.17 14.85 14. 8 8 14.5 9 12.37 LP 14.39 LP 13 . 6 3 13.56 14. 8 5 14.86 16.27 15.79 16.13 15.38 14.32 15.5 3 15.91 14.9 1 14 . 9 1 14.9 1 14.9 1 13.8 7 15.1 5 15.1 5 14.37 14.77 14.77 14.77 14.60 13.80 13.64 13.61 14.33 14.67 14.6 7 13.63 13.5 7 14.33 14.3 3 14.3313.4 2 13 . 3 5 14.17 14.17 14.17 13 . 3 3 14.8 3 15.3 2 14.98 14.98 14.8 3 14.83 14.98 14.8 3 15.91 15.88 15 . 2 6 15 . 2 6 13.65 15.3 8 14.69 14.69 (11.13) 11.65 11.92 12.69 9.87 12.90 11.25 13.20 13.1 6 13.24 (6.47 ) (11 . 0 0 ) (10.98) (1 1 . 0 4 ) 13.10 1.6% 1. 5 % 0.8% 1. 5 % 1. 9 % 1. 1 % 1.2% 4. 5 % 4. 0 % 2.7% 1.9% 1. 5 % 1. 3 % 2. 0 % 0.7% 0. 8 % 2.0%1.0% 0.5% 0.5% 2.9% 3.0% 2.4%2.0% 2. 0 % 2. 0 % 2. 0 % 3.0% 3.2%3.0% 2.8% 4.1% 1.4% 2.0%1.5% 1.0% 4. 5 % 1.5% 2.5 % 2. 5 % 1. 9 % 2.0% 3.2% 1.5% 1.5% 2.0%2.0% 2.0% 2.0% 1.6% 0.5 % 0. 5 % 1. 5 % 2. 0 % 2. 0 % 0.5%0.9% 0. 9 % 4. 5 % 1.6% 0.5% 2.0% 1. 6 % 1. 5 % 3.8% 3. 1 % 0.6% 3. 1 % 0. 6 % 2. 1 % 1.5 % 1. 5 % 2. 0 % 0. 5 % 2.0% 2.0%2.0% 0.5% 0. 9 % 4:1 0. 7 % 2.0% 2.0% 2.0%2.0% 2.0% 2.0% 2.0%2.0% 2. 0 % 2. 0 % 2. 0 % 2. 0 % 2. 0 % 2. 0 % 2. 0 % 2. 0 % 2. 0 % 2. 0 % 2. 0 % 2. 0 % 8.3% 8.3% 8. 3 % 3.0 % 0.8% 1.5% 5. 0 % 4. 5 % 3.0 % 4.5% 0.5% 2.0% 2.0% 4. 5 % 5.0 % 7:1 4:1 4:1 4' CONCRETE PAN 4' CONCRETE PAN 4' CONCRETE PAN AREA DRAIN AREA DRAIN NATURAL HABITAT BUFFER ZONE 4' CONCRETE PAN STORM DRAIN 1 SEE SHEET C 620 TIE TO EXISTING CURB & GUTTER EXISTING 30" VERTICAL CURB & GUTTER 4' CONCRETE PAN 2' CONCRETE PAN AREA DRAIN AREA DRAIN AREA DRAIN STORM DRAIN 1-5 SEE SHEET C 621 STORM DRAIN 1-6 SEE SHEET C 621 1' SIDEWALK CHASE 1' SIDEWALK CHASE 1' SIDEWALK CHASE 2' SIDEWALK CHASE 1' SIDEWALK CHASE 1' SIDEWALK CHASE 1' SIDEWALK CHASE LANDSCAPE WALL (RE: LANDSCAPE) MATCH EXISTING PAVEMENT AREA DRAINS SEE SHEET C 601-C 606 1' SIDEWALK CHASE 1' SIDEWALK CHASE MATCH EXISTING SIDEWALK MATCH EXISTING PAVEMENT PROPOSED TRENCH DRAIN 4' CONCRETE PAN 2' SIDEWALK CHASE LANDSCAPE WALL (RE: LANDSCAPE) 2' SIDEWALK CHASE ROOF DRAINS SEE SHEET C 601-C 606 FLUSH CURB 6" CURB AREA DRAIN ROOF DRAINS SEE SHEET C 601-C 606 CONCRETE WALK w/ THICKENED EDGE COVERED BIKE PARKING 1' SIDEWALK CHASE AREA DRAINS SEE SHEET C 601-C 606 3-RISERS 3-RISERS 3-RISERS CULVERTS SEE SHEET C 601-C 606 AREA DRAIN AREA DRAIN 1-RISER 1' SIDEWALK CHASE 2-RISERS 1' SIDEWALK CHASE 1' SIDEWALK CHASE 1' SIDEWALK CHASE 1' SIDEWALK CHASE 1' SIDEWALK CHASE 1' SIDEWALK CHASE 1' SIDEWALK CHASE 1' SIDEWALK CHASE 3-RISERS 1-RISER 3-RISERS 3-RISERS 3-RISERS 3-RISERS 2-RISERS 1' SIDEWALK CHASE RAMP & HANDRAIL (RE: ARCH) KEYMAP CABLE F.O. TE MH 24" SS 24" SS 24" SS 24" SS 24" S S 24" S S 24" S S 24" S S 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T G W W W W W W W W W W W W W W W W W W W W W W W W W W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W E E E E E E E E E E E E E E E E E E E E E G G G G G G G G G G G G G G G G G G G G G X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD MH / / / / / / / / / / / / / / / / / / / / / / / / 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W X ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST Sheet TH E Q U A R R Y B Y W A T E R M A R K E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 56 C 502 GR A D I N G P L A N 15 ( IN FEET ) 0 1 INCH = 20 FEET 20 20 40 60 PROPOSED CONTOUR EXISTING STORM SEWER PROPOSED STORM SEWER PROPOSED SWALE EXISTING CONTOUR PROPOSED CURB & GUTTER PROPERTY BOUNDARY PROPOSED SPOT ELEVATION PROPOSED SLOPES 1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION. 3.ALL PROJECT DATA IS ON VERTICAL DATUM; NAVD 88. SEE COVER SHEET FOR BENCHMARK REFERENCES. 4.ALL CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE FINISHED GRADE ELEVATIONS. 5.PORTIONS OF THIS PROPERTY ARE LOCATED IN THE CITY REGULATED 100-YR CANAL IMPORTATION FLOODPLAIN/FLOODWAY AS WELL AS THE FEMA REGULATED SPRING CREEK 100-YR FLOODPLAIN/FLOODWAY. ANY DEVELOPMENT WITHIN THE FLOODPLAIN MUST COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE. THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY (BUILDING OF STRUCTURES, GRADING, FILL, DETENTION PONDS, BIKE PATHS, PARKING LOTS, UTILITIES, LANDSCAPED AREAS, FLOOD CONTROL CHANNELS, ETC.) WITHIN THE CITY OF FORT COLLINS FLOODPLAIN LIMITS AS DELINEATED ON THE FINAL SUBDIVISION PLAT. 6.ANY CONSTRUCTION ACTIVITIES, NONSTRUCTURAL DEVELOPMENT (BRIDGES, SIDEWALKS, CULVERTS, VEGETATION, CURB CUTS, GRADING, ETC.) IN THE REGULATORY FLOODWAY MUST BE PRECEDED BY A NO RISE CERTIFICATION, WHICH MUST BE PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF COLORADO. 7.NO STORAGE OF MATERIALS OR EQUIPMENT SHALL BE ALLOWED IN THE FLOODWAY, WHETHER TEMPORARY (DURING CONSTRUCTION) OR PERMANENT. 8.ANY PEDESTRIAN BRIDGES IN THE FLOODWAY THAT ARE NOT ABLE TO PASS THE 100-YR FLOW ARE REQUIRED TO BE "BREAKAWAY" AND TETHERED. 9.FINAL QUANTITY OF STAIR RISERS AND HEIGHT SHALL BE DETERMINED BY CONTRACTOR DURING CONSTRUCTION, AND SHALL FALL IN THE RANGE OF 4' - 7' PER RISER. NOTES: PROPOSED STORM INLET 2.0% (47.45 ) EXISTING SPOT ELEVATION EXISTING LOT LINE PROPOSED CONCRETE CROSS PAN (TYP.) 33.43 EXISTING RIGHT OF WAY PROPOSED LOT LINE PROPOSED RIGHT OF WAY LEGEND: PROPOSED GRADE BREAK 1ROOF DRAIN DOWN SPOUT CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R SEE SHEET C 504 SE E S H E E T C 5 0 1 SE E S H E E T C 5 0 5 C 501 C 502 C 503 C 504 C 506 C 5 0 5 C 5 0 5 PROPOSED 2' PAN w/ 6" CURBS NORTH 1 RE V I S I O N 1 BR R 05 / 0 2 / 2 0 2 2 2 MI N O R A M E N D M E N T - T R A I L P E D E S T R I A N B R I D G E BR R 12 / 0 6 / 2 0 2 2 BRIDGE NOTES - ·PEDESTRIAN BRIDGE CROSSING CANAL IMPORTATION SHOWN FOR REFERENCE ONLY. FINAL STAMPED CONSTRUCTION DESIGN SHALL BE OBTAINED DIRECTLY FROM MANUFACTURER BY CONTRACTOR. ·BRIDGE SHALL CONTECH OR APPROVED EQUAL. ·NO POTION OF THE BRIDGE SHALL BE LOWER THAN 5012.30, WHICH IS BFE @ BRIDGE (5011.30) + 12". ·CONTRACTOR TO SUBMIT PRODUCT SUBMITTALS AND STRUCTURAL CALCULATIONS TO BUILDING DEPARTMENT FOR CITY PARKS AND STRUCTURAL ENGINEERING REVIEW. ·CONTRACTOR TO OBTAIN STRUCTURAL DESIGN FOR BRIDGE, ABUTMENT, AND MICROPILES TO SUBMIT FOR A BUILDING PERMIT. THESE RECORD DRAWINGS, PRODUCED BY NORTHERN ENGINEERING SERVICES, INC., ARE BASED IN WHOLE, OR IN PART, UPON INFORMATION PROVIDED BY OTHERS. NORTHERN ENGINEERING SERVICES, INC. ASSUMES NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION. RECORD DRAWING 04/23/25 RECORD INFO.ONLY(SEE NOTE) 7 OV E R A L L S I T E & D R A I N A G E C E R T I F I C A T I O N CL U 04 / 2 3 / 2 5 15 12 13 14 16 17 15 12 13 14 16 15 12 13 14 15 16 16 D / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / ST ST ST ST ST ST ST ST ST ST T T VAULT ELEC E E UD UD UD UD ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST STSTST ST ST ST ST ST ST ST ST ST C.O. C.O. V.P.V.P.V.P.V.P. V.P. C.O. C.O. ST ST ST ST C.O. C.O.C.O. FE S FE S C.O. D D D DD D 6' S I D E W A L K 6' SIDEWALK 9' SIDEWALK 6' SIDEWALK 6' SID E W A L K 1. 0 % 1. 5 % 3. 0 % 2. 5 % 1. 4 % 2. 5 % 2. 1 % 2. 1 % 2.0% 0.9% TRACT C LOT 1 SPRIN G C R E E K EXIST I N G S P R I N G C R E E K T R A I L EX I S T I N G S I D E W A L K EX I S T I N G S I D E W A L K TRACT B 2. 5 % 5: 1 6: 1 9: 1 4:1 7:1 6: 1 FFE=17.27 FFE=17.49 2' CONCRETE PAN 2' SIDEWALK CHASE AREA DRAIN 31' EMERGENCY ACCESS EASEMENT 33' WATERLINE EASEMENT 9' SIDEWALK STUART STREET 2.0 % 1. 4 % 1. 1 % BUILDING 3 0.5% BUILDING 1 4.0% 2' SIDEWALK CHASE 16.69 5: 1 4:1 7:1 DETENTION POND 2 STUART STREET 1 1 111 1 1 1 SO U T H S H I E L D S S T R E E T 17.28 17.17 16.8 3 16.66 16.6 1 16.61 16.70 16.71 17.11 17.10 16.66 16.1 2 16.04 16.1 3 16.1 8 16.3 3 16.55 15.83 18. 3 3 17 . 5 5 15.54 17.0 5 15. 8 5 17.16 16.3 0 16.3 6 16. 6 2 16.83 16.87 16.2 2 16.1 7 12.00 17.0 3 16.27 16. 2 3 16.14 15. 9 9 15.83 15 . 6 5 15 . 6 3 15.78 15.62 15 . 6 7 15 . 7 0 15. 9 1 16.02 16 . 5 0 16.4 6 16.4 9 16.45 16.3 8 16 . 3 9 16.41 16.56 16.43 16 . 8 9 17.00 16.90 16.43 16.46 16.23 16.8 716.5 1 16.16 16.25 16 . 4 5 16.0 0 15.84 17.6215. 1 4 (18.46) (18.45) 18.33 18 . 1 5 18.33 16.0 0 16.06 15.93 15.09 15.12 15.8316.37 15.76 (18.41) (18.40) (18 . 3 2 ) (18.34) (1 7 . 7 9 ) (17.08) (17.43) (1 7 . 4 5 ) (1 7 . 9 0 ) (1 7 . 6 2 ) (18.47) 16.26 16.33 15.33 15.33 15.33 15 . 1 6 16.5 3 16.4 9 16.3 2 16 . 3 2 16. 5 4 16.82 16.5516.00 15.85 15.4315.37 15.6 2 15.66 16.23 16.26 16 . 3 1 16 . 3 5 HP 16.82 16.75 16.65 16.1216.22 16.82 16 . 9 2 16.02 16.26 16.24 16.82 15.98 17.35 16.70 17.19 16.6116.61 16.90 18.33 15.92 16.53 16.4 6 16.61 16. 9 9 16.61 16.8 6 17.07 17.0 6 17.19 17.06 17.2716.69 17.20 17.24 17.14 17.28 17.26 17.2 7 17.27 17.2 7 17.5 9 17.50 17.42 16.28 16.78 16 . 8 4 16. 9 4 17.57 16.98 17.27 17.27 17. 3 7 17.1316.58 17.27 17.27(17 . 7 3 ) 17.22 17.27 17 . 2 7 16.8 8 17.19 16.2 8 17.1 4 17.10 18.09 18.13 16.90 18.21 18.32 17.21 17.99 17.87 17.8 0 17.98 16 . 8 3 18.3 2 17.84 16.2 4 16.51 17.0 1 15 . 9 4 15.71 15 . 3 0 15.84 15.18 15.09 14.71 14.05 13.0 0 15.0 7 15.22 15.4 8 15 . 5 3 15.4 1 15.89 16.25 16.13 16.05 11.26 11.34 11 . 0 8 11.0 5 10. 9 5 11.0 3 17.41 11.65 11.31 12.83 13.00 12.18 12.19 13.60 14.61 14.7 5 15.29 15.14 14.60 16.23 16.26 16.81 16.86 17.34 17.31 16. 8 3 16 . 9 8 17. 0 1 17.59 17.54 17.57 17.39 17.27 17.25 17 . 3 9 17.33 17.57 17 . 6 2 17.6 0 17.39 17.43 17.47 17.0917.14 17.52 17.52 16.89 16.88 17.28 17 . 5 5 15. 7 2 15 . 6 4 15.48 16 . 0 8 17.9 9 17.8 6 17.7 5 17 . 7 2 18.33 (17.84) 17.27 17.3 7 17.2717.27 17.5 517.5 6 17.53 17.4 1 17.27 17.12 16.7 7 17.38 17.38 17.38 17.38 17 . 1 3 17.0 8 16.61 16.61 16.69 17 . 1 9 17.27 17.27 17.27 17.32 17.36 17.33 17.3517.38 16.7 0 16.60 16.70 15.97 16.49 16.03 17.4 1 17 . 3 8 16.88 LP 17.27HP 16 . 9 0 HP 16 . 3 2 LP 16.0 0 16.43 16.30 15 . 8 3 LP 16.17 16. 3 4 16.4 5 16.5016.83 16.04 16.91 17.04 16.6916.6916.69 16.6916. 8 2 16.69 16.7 6 16.7 1 17. 0 8 16.5 3 16.6 1 16.11 16.61 16.1 1 16.61 16.11 16.61 16.3716.69 16. 1 9 16 . 6 1 17 . 2 7 16.11 17.17 17.27 16.1 1 16.61 16.11 15.26 17.13 15.30 16.80 16.5 6 15.3 3 17.25 17.16 16.9 117 . 0 6 17.0 6 17.0 6 17.1 9 15.7 4 16.09 15. 9 3 0.7% 0.6% 1717 2. 2 % 0. 5 % 0. 5 % 2.5% 1.5% 0. 5 % 0.5% 1. 6 % 1. 5 % 2. 0 % 2.5 % 2.0 % 0.5% 0.5% 0.8% 2.0 % 4. 0 % 3. 8 % 2.0 % 2. 0 % 0.5% 2.0 % 1. 5 % 0.5% 1. 5 % 5.6% 0.5% 0.5% 2. 0 % 1. 3 % 1. 3 % 1.5% 1. 3 % 0.5% 0.8% 1.5 % 1.5 % 2.1% 1.6% 2.2 % 1.6% 0. 2 % 1. 5 % 0.5%0.5% 2. 0 % 0.5%0.5% 0. 5 % 3.0% 0.5% 1. 5 % 0.5%0.5%1.5% 1.5 % 1.0% 4.5% 0. 2 % 1. 9 % 1.0% 0.6 % 2.0% 1. 5 % 2. 0 % 2. 0 % 0.5%0.7%0.7% 2. 0 % 2. 0 % 6:1 6:1 5:1 4: 1 3:1 4' CONCRETE PAN AREA DRAIN EXISTING 26" STORM DRAIN EXISTING 30" STORM DRAIN 4' SIDEWALK CULVERT 2' SIDEWALK CHASE FEMA 100-YR HIGH RISK FLOOD FRINGE 2' CONCRETE PAN PROPOSED STORM CHAMBERS STORM DRAIN 4-4A SEE SHEET C 624 STORM DRAIN 4 SEE SHEET C 624 STORM DRAIN 4-4 SEE SHEET C 624 STORM DRAIN 5 SEE SHEET C 625 STORM DRAIN 4 SEE SHEET C 624 STORM DRAIN 6 SEE SHEET C 626 POND OVERFLOW CHANNEL WQ ELEV. = 5012.20 100YR ELEV. = 5014.91 2' SIDEWALK CHASE AREA DRAIN 1' SIDEWALK CHASECULVERTS SEE SHEET C 601-C 606 2' CONCRETE PAN 3-RISERS 4' CONCRETE PAN FLUSH CURB 2' CONCRETE PAN LANDSCAPE WALL (RE: LANDSCAPE) EXISTING 30" VERTICAL CURB & GUTTER EXISTING 30" VERTICAL CURB & GUTTER TIE TO EXISTING TIE TO EXISTING MATCH EXISTING TIE TO EXISTING TIE TO EXISTING PROPOSED MAINTENANCE ACCESS PATH PROPOSED FLUSH CURB TIE TO EXISTING FEMA 100-YR FLOODWAY ROOF DRAINS SEE SHEET C 607-C 608 ROOF DRAINS SEE SHEET C 607-C 608 ROOF DRAINS SEE SHEET C 607-C 608 4'x4' ADA LANDING 4'x4' ADA LANDING 4'x4' ADA LANDING 4'x4' ADA LANDING 1' SIDEWALK CHASE 1' SIDEWALK CHASE PROPOSED TRENCH DRAIN AREA DRAIN NATURAL HABITAT BUFFER ZONE NATURAL HABITAT BUFFER ZONE PROPOSED DEPTH GAUGE AREA DRAIN AREA DRAINAREA DRAIN AREA DRAIN AREA DRAIN AREA DRAIN AREA DRAIN 1' SIDEWALK CHASE 1' SIDEWALK CHASE 1' SIDEWALK CHASE EXISTING WETLAND LIMITS PROPOSED SWALE PROPOSED SCOURSTOP MAT PROPOSED SCOURSTOP MAT PROPOSED SCOURSTOP MAT 18.00 KEYMAP CABLE F.O. TE MH 24" SS 24" SS 24" SS 24" SS 24" S S 24" S S 24" S S 24" S S 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T G W W W W W W W W W W W W W W W W W W W W W W W W W W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W E E E E E E E E E E E E E E E E E E E E E G G G G G G G G G G G G G G G G G G G G G X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD MH / / / / / / / / / / / / / / / / / / / / / / / / 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W X ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST Sheet TH E Q U A R R Y B Y W A T E R M A R K E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 56 C 503 GR A D I N G P L A N 16 ( IN FEET ) 0 1 INCH = 20 FEET 20 20 40 60 PROPOSED CONTOUR EXISTING STORM SEWER PROPOSED STORM SEWER PROPOSED SWALE EXISTING CONTOUR PROPOSED CURB & GUTTER PROPERTY BOUNDARY PROPOSED SPOT ELEVATION PROPOSED SLOPES 1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION. 3.ALL PROJECT DATA IS ON VERTICAL DATUM; NAVD 88. SEE COVER SHEET FOR BENCHMARK REFERENCES. 4.ALL CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE FINISHED GRADE ELEVATIONS. 5.PORTIONS OF THIS PROPERTY ARE LOCATED IN THE CITY REGULATED 100-YR CANAL IMPORTATION FLOODPLAIN/FLOODWAY AS WELL AS THE FEMA REGULATED SPRING CREEK 100-YR FLOODPLAIN/FLOODWAY. ANY DEVELOPMENT WITHIN THE FLOODPLAIN MUST COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE. THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY (BUILDING OF STRUCTURES, GRADING, FILL, DETENTION PONDS, BIKE PATHS, PARKING LOTS, UTILITIES, LANDSCAPED AREAS, FLOOD CONTROL CHANNELS, ETC.) WITHIN THE CITY OF FORT COLLINS FLOODPLAIN LIMITS AS DELINEATED ON THE FINAL SUBDIVISION PLAT. 6.ANY CONSTRUCTION ACTIVITIES, NONSTRUCTURAL DEVELOPMENT (BRIDGES, SIDEWALKS, CULVERTS, VEGETATION, CURB CUTS, GRADING, ETC.) IN THE REGULATORY FLOODWAY MUST BE PRECEDED BY A NO RISE CERTIFICATION, WHICH MUST BE PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF COLORADO. 7.NO STORAGE OF MATERIALS OR EQUIPMENT SHALL BE ALLOWED IN THE FLOODWAY, WHETHER TEMPORARY (DURING CONSTRUCTION) OR PERMANENT. 8.ANY PEDESTRIAN BRIDGES IN THE FLOODWAY THAT ARE NOT ABLE TO PASS THE 100-YR FLOW ARE REQUIRED TO BE "BREAKAWAY" AND TETHERED. 9.FINAL QUANTITY OF STAIR RISERS AND HEIGHT SHALL BE DETERMINED BY CONTRACTOR DURING CONSTRUCTION, AND SHALL FALL IN THE RANGE OF 4' - 7' PER RISER. NOTES: PROPOSED STORM INLET 2.0% (47.45 ) EXISTING SPOT ELEVATION EXISTING LOT LINE PROPOSED CONCRETE CROSS PAN (TYP.) 33.43 EXISTING RIGHT OF WAY PROPOSED LOT LINE PROPOSED RIGHT OF WAY LEGEND: PROPOSED GRADE BREAK 1ROOF DRAIN DOWN SPOUT CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R SEE SHEET C 501 SE E S H E E T C 5 0 4 SEE SHEET C 506 C 501 C 502 C 503 C 504 C 506 C 5 0 5 C 5 0 5 NORTH 1 RE V I S I O N 1 BR R 05 / 0 2 / 2 0 2 2 2 ST M H 4 - 4 R I M R E V BR R 07 / 2 7 / 2 0 2 2 THESE RECORD DRAWINGS, PRODUCED BY NORTHERN ENGINEERING SERVICES, INC., ARE BASED IN WHOLE, OR IN PART, UPON INFORMATION PROVIDED BY OTHERS. NORTHERN ENGINEERING SERVICES, INC. ASSUMES NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION. RECORD DRAWING 04/23/25 RECORD INFO.ONLY(SEE NOTE) 7 OV E R A L L S I T E & D R A I N A G E C E R T I F I C A T I O N CL U 04 / 2 3 / 2 5 15 16 15 10 15 89 1112 13 14 8 7 15 10 13 X X X X X OWNER: MCCOY JOHN H/SHERRY P 1900 S SHIELDS ST T VAULT ELEC E E UD UD UD UD T ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST C.O. ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST C.O.C.O.C.O. D D D D X 6' SIDEWALK 6' SID E W A L K 10' SID E W A L K 11' SIDEWALK 10' SIDEWALK EXISTING S P R I N G C R E E K T R A I L 2. 0 % 1.7% 2. 0 % 2. 2 % 0.5% 1.9% 2.8 % 0.6% 0.9% SPRING CREEK TRACT B LOT 1 LOT 1 0.5% 2. 4 % 2. 0 % 9' SIDEWALK 2. 0 % 10 : 1 6: 1 4:1 FFE=14.83 PROPOSED RAIN GARDEN 26' EMERGENCY ACCESS EASEMENT 6' CONCRETE PAN 2. 0 % 2. 0 % 2.0 % 2. 0 % 2. 0 % BUILDING 9 4: 1 4:1 4: 1 6:1 4: 1 1. 9 % 1. 9 % 1.9%0.5% 2' SIDEWALK CHASE 2.0% STORM DRAIN 5 SEE SHEET C 625 DETENTION POND 1 STUAR T S T R E E T 1 1 1 1 1 1 1 1 1 AS H L A R D R I V E 33' WATERLINE EASEMENT 33' WATERLINE EASEMENT 13.80 14 . 7 3 14 . 7 2 16.06 15.35 15.76 16.47 16 . 5 5 15.15 14.84 14.25 13.71 13 . 3 2 13.33 14.17 13.23 12.29 14 . 5 8 15.29 14.51 14.9 8 14.98 15.37 15.83 8.1 1 14.17 15. 8 5 6.7 9 13.61 13 . 5 7 16.3 0 16.18 15.7 4 16.3 6 12.8 6 12.97 12.53 14.70 14.69 14.0414.3 1 13.82 12.95 12.84 13.50 13.65 13.43 13.53 12.34 15.01 14.89 15.07 14 . 8 6 14.23 14.20 14.0 5 15. 9 0 15 . 8 6 15 . 9 0 16.02 16. 2 7 16.1 6 14.68 13.88 14.0 4 13.33 13.23 13.28 13.2 2 12.79 12 . 5 7 12 . 5 4 12.5 9 13 . 0 6 12.92 12.00 11 . 9 8 12.95 12 . 8 7 13 . 2 9 13.74 13.80 14.5 9 14.82 16.0 0 15.84 12.59 12.5 9 12.70 14 . 1 8 13.97 16.00 15.94 16.00 13.00 16.3 2 16 . 3 2 17.5 9 16.51 17.0 1 15 . 9 4 15.14 14.60 15 . 3 3 15.64 14.86 15.80 16.00 15.50 15.39 15.18 14.80 14.39 14.19 14.31 14.8 3 15.46 15.51 15.46 15.5115.70 15.63 16.19 16.41 16.47 17.17 17.08 16.34 15 . 3 2 14.28 14 . 7 8 15.21 15.35 14. 7 1 14 . 2 3 14.2014.77 13.89 13.41 13.41 13 . 3 2 13.59 14. 1 3 14.20 14.30 14.24 13.98 14.33 14.43 14.98 14.17 13 . 6 5 13 . 6 5 14. 1 1 13 . 5 2 13 . 5 1 13.57 13 . 4 4 13.9 5 13.8 4 13 . 1 6 13.54 13.87 13.35 13.87 13.3 9 13.4 9 13.3 7 13.59 13.5 0 13.4 6 13.3 813. 5 0 12.95 12.82 12.6 5 11 . 9 8 11.99 11.9 0 11 . 5 5 11.55 11 . 9 5 8.50 12.8 5 12.5 0 13.1 2 13.4 1 13.15 12.9 4 13.01 12.8 6 13.26 8.0 0 8. 0 0 12.13 7.97 8. 8 3 10.1 3 10 . 5 8 12.58 12.4 2 9.97 9.97 12.4 2 10.42 8.6 5 10.13 10.5 8 12.5 8 13.6 2 12.6 4 10 . 6 4 10.1 9 8.19 8.09 10.64 12. 5 9 13.1 4 10.9 3 12.93 10.48 8.48 8.30 8.34 10.1 9 10.4 8 8. 5 6 10.9 3 12.93 10 . 4 8 8.36 10.7 0 11.0 0 12 . 9 3 11.0 0 14.33 7.71 7.29 7.02 6.85 14.55 14.00 14.73 14 . 5 6 15.51 14.9 1 14.5 8 13.9 6 13.5 3 14.4 7 14.4 2 14.48 15.22 15.35 15.3 2 15.27 14.86 14 . 9 7 15.2 6 16.12 15.50 16.89 15.67 16.50 15.36 13 . 9 0 16.38 13.04 14.52 14.39 13 . 8 4 13.9 8 13 . 0 9 13.15 8.50 12.6212.74 13 . 4 9 6.75 8.0012.1 3 12.8 0 13.45 17.38 17.38 13.78 12.5 5 TBC 12 . 5 5 TB C 7.98 8. 0 8 15.38 14.32 15.38 15.91 12.5 1 12. 4 812.7 3 13.1 2 12.7 7 12.2 9 16.89 17.0117.26 17.26 17.3 3 17.28 16.49 15.42 10.23 9.75 9.15 2. 0 % 2.8% 1.5% 1. 9 % 2.0 % 0.5% 1.5 % 1.5 % 0. 2 % 1. 5 % 2.0 % 2. 0 % 2.0 % 0. 5 % 1. 3 % 2.0% 0.6%0.5% 1. 9 % 0.5% 2. 0 % 2. 0 % 2. 0 % 0.5% 0.5% 1. 5 % 2. 0 % 2. 0 % 1.6%0.8% 0.9 % 0. 5 % 1.2% 1.5% 1.5% 1.9 % 1.7 % 0.9% 1.8% 7: 1 0.5% 0.5% 2.0%2.0% EXISTING FEMA 100-YR HIGH RISK FLOOD PLAIN 4' CONCRETE PAN 4' CONCRETE PAN 4' CONCRETE PAN NATURAL HABITAT BUFFER ZONE 4' CONCRETE PAN RETAINING WALL (RE: LANDSCAPE) 2' CONCRETE PAN PROPOSED STORM CHAMBERS STORM DRAIN 2 SEE SHEET C 623 FEMA 100-YR FLOODWAY NATURAL HABITAT BUFFER ZONE 100YR ELEV. = 5011.60 PROPOSED TRENCH DRAIN 6' CONCRETE PAN PROPOSED CURB CUT 100YR ELEV. = 5011.37 12" CURB PROPOSED DEPTH GAUGE 2-RISERS 2-RISERS 2-RISERS KNOCKOUTS EXISTING WETLAND LIMITS PROPOSED SCOURSTOP MAT PROPOSED HEADWALL (SEE DETAIL 700) 5: 1 14 : 1 4: 1 Sheet TH E Q U A R R Y B Y W A T E R M A R K E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 56 C 504 GR A D I N G P L A N 17 ( IN FEET ) 0 1 INCH = 20 FEET 20 20 40 60 PROPOSED CONTOUR EXISTING STORM SEWER PROPOSED STORM SEWER PROPOSED SWALE EXISTING CONTOUR PROPOSED CURB & GUTTER PROPERTY BOUNDARY PROPOSED SPOT ELEVATION PROPOSED SLOPES 1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION. 3.ALL PROJECT DATA IS ON VERTICAL DATUM; NAVD 88. SEE COVER SHEET FOR BENCHMARK REFERENCES. 4.ALL CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE FINISHED GRADE ELEVATIONS. 5.PORTIONS OF THIS PROPERTY ARE LOCATED IN THE CITY REGULATED 100-YR CANAL IMPORTATION FLOODPLAIN/FLOODWAY AS WELL AS THE FEMA REGULATED SPRING CREEK 100-YR FLOODPLAIN/FLOODWAY. ANY DEVELOPMENT WITHIN THE FLOODPLAIN MUST COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE. THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY (BUILDING OF STRUCTURES, GRADING, FILL, DETENTION PONDS, BIKE PATHS, PARKING LOTS, UTILITIES, LANDSCAPED AREAS, FLOOD CONTROL CHANNELS, ETC.) WITHIN THE CITY OF FORT COLLINS FLOODPLAIN LIMITS AS DELINEATED ON THE FINAL SUBDIVISION PLAT. 6.ANY CONSTRUCTION ACTIVITIES, NONSTRUCTURAL DEVELOPMENT (BRIDGES, SIDEWALKS, CULVERTS, VEGETATION, CURB CUTS, GRADING, ETC.) IN THE REGULATORY FLOODWAY MUST BE PRECEDED BY A NO RISE CERTIFICATION, WHICH MUST BE PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF COLORADO. 7.NO STORAGE OF MATERIALS OR EQUIPMENT SHALL BE ALLOWED IN THE FLOODWAY, WHETHER TEMPORARY (DURING CONSTRUCTION) OR PERMANENT. 8.ANY PEDESTRIAN BRIDGES IN THE FLOODWAY THAT ARE NOT ABLE TO PASS THE 100-YR FLOW ARE REQUIRED TO BE "BREAKAWAY" AND TETHERED. 9.FINAL QUANTITY OF STAIR RISERS AND HEIGHT SHALL BE DETERMINED BY CONTRACTOR DURING CONSTRUCTION, AND SHALL FALL IN THE RANGE OF 4' - 7' PER RISER. NOTES: PROPOSED STORM INLET 2.0% (47.45 ) EXISTING SPOT ELEVATION EXISTING LOT LINE PROPOSED CONCRETE CROSS PAN (TYP.) 33.43 EXISTING RIGHT OF WAY PROPOSED LOT LINE PROPOSED RIGHT OF WAY LEGEND: PROPOSED GRADE BREAK 1ROOF DRAIN DOWN SPOUT KEYMAP CABLE F.O. TE MH 24" SS 24" SS 24" SS 24" SS 24" S S 24" S S 24" S S 24" S S 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T G W W W W W W W W W W W W W W W W W W W W W W W W W W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W E E E E E E E E E E E E E E E E E E E E E G G G G G G G G G G G G G G G G G G G G G X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD MH / / / / / / / / / / / / / / / / / / / / / / / / 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W X ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R SEE SHEET C 502 SE E S H E E T C 5 0 3 SE E S H E E T C 5 0 5 C 501 C 502 C 503 C 504 C 506 C 5 0 5 C 5 0 5 NORTH 1 RE V I S I O N 1 BR R 05 / 0 2 / 2 0 2 2 THESE RECORD DRAWINGS, PRODUCED BY NORTHERN ENGINEERING SERVICES, INC., ARE BASED IN WHOLE, OR IN PART, UPON INFORMATION PROVIDED BY OTHERS. NORTHERN ENGINEERING SERVICES, INC. ASSUMES NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION. RECORD DRAWING 04/23/25 RECORD INFO.ONLY(SEE NOTE) 7 OV E R A L L S I T E & D R A I N A G E C E R T I F I C A T I O N CL U 04 / 2 3 / 2 5 MH S UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD MM MH X X X X X X X X X X X X X X X X X X X X X X UD UD UD UD UD UD UD UD X X X X X X X X X X X X X X X X X X X X TRACT A EX I S T I N G 8 ' T R A I L CA N A L I M P O R T A T I O N WA L L E N B E R G D R I V E PROPOSED RAIN GARDEN RAIN GARDEN BIOMEDIA AREA DESIGN MIN. FLAT SURFACE = 6,250 SF UNDERDRAIN 1 SEE SHEET C 626 FEMA 100-YR HIGH RISK FLOOD FRINGE CITY OF FORT COLLINS 100-YR FLOODPLAIN 48' SANITARY SEWER EASEMENT EXISTING WETLAND LIMITS ABUTMENT LOCATION w/ MICROPILE FOUNDATION 14.31 14.3 4 14. 7 9 14.2 3 14.37 14.46 R15' ±63 LF 10' WIDE PEDESTRIAN BRIDGE NO POTION OF THE BRIDGE SHALL BE LOWER THAN 5012.30 = BFE @ BRIDGE (5011.30) + 12" CONTRACTOR TO REGRADE AREA OF REMOVED TRAIL UP TO EXISTING GRADE. 8.50 8.50 12 . 7 9 8.26 (8.08 ) 10.14 (8.13 ) (8.00 ) (11.8 9 ) (11.8 3 ) (11.9 2 ) 8.50 (6.47 ) (1 2 . 6 0 ) (12.80) (12.58) (1 3 . 3 4 ) (14.99) (15.3 4 ) 4:1 0.8% 3.2% CITY OF FORT COLLINS 100-YR FLOODWAY EXISTING WETLAND LIMITS EXISTING 4' SIDEWALK TYPE M RIPRAP PROTECTION EXISTING TRAIL EASEMENT MATCH EXISTING SIDEWALK PROPOSED SCOURSTOP MAT 7 10 10 11 11 12 12 13 UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD X X X X X X X X X X X X X X X X X X X X X X X X ST OWNER: ERIKSEN CHRISTOPHER M 1825 WALLENBERG DR OWNER: WINNE GRANT R/JOHNELLE S 1821 WALLENBERG DR UD UD ST ST FE S ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST FE S D D D D X EX I S T I N G 8 ' T R A I L CA N A L I M P O R T A T I O N TRACT A 0.5% PROPOSED RAIN GARDEN PROPOSED 12' ACCESS ROAD STORM DRAIN 5 SEE SHEET C 625 POND OVERFLOW PATH 6:1 1. 9 % PROPOSED MAINTENANCE ACCESS PATH 5:1 6:1 6:1 EXIST I N G S P R I N G C R E E K T R A I L EXIS T I N G S P R I N G C R E E K T R A I L SPRIN G C R E E K GARAGE 6 COVERED BIKE PARKING FFE=13.45 33' WATERLINE EASEMENT WA L L E N B E R G D R I V E 13.12 6.7 9 12.22 12.8 6 12.53 12.82 12.34 12.59 11.9 0 11. 5 5 11.55 11. 9 5 8.50 12.8 5 12.5 0 13.1 2 13.4 1 13.15 12.9 4 13.01 12.8 6 8. 0 0 12.13 6.85 13 . 0 9 8.50 (11.9 2 ) (6.7 6 ) (6.9 1 ) 8.22 9.10 8.26 12.8 0 6.75 12.8 0 11 . 3 4 11.5 2 9.35 12.8 0 11.8 0 11.6 6 11.8 4 12.4 4 12.1 9 12.8 0 12.8 0 12.95 7. 2 6 7.8 5 12.0 0 12.13 8.0012.1 3 8.50 8.50 12.5 8 12.3 4 12.8 0 12.74 12.7813.45 12.8 0 12.5 5 TBC 12 . 5 5 TB C 13.1 2 12.7 7 12.2 9 11.74 11.8 0 12.8 0 9.15 2. 0 % 0.5% 1.5% 1. 5 % 1.1% 2. 5 % 2.0% 4. 5 % 0. 5 % 2. 4 % 0. 8 % 10 . 8 % 5.0 % STORM DRAIN 5-2 SEE SHEET C 625 STORM DRAIN 3 SEE SHEET C 623 CITY OF FORT COLLINS 100-YR FLOODWAY FEMA 100-YR HIGH RISK FLOOD FRINGE CITY OF FORT COLLINS 100-YR FLOODPLAIN 35 LF CONCRETE EMERGENCY OVERFLOW WEIR TIE TO EXISTING CONCRETE TRAIL FEMA 100-YR FLOODWAY EXISTING FEMA 100-YR HIGH RISK FLOOD PLAIN 100YR ELEV. = 5011.37 12" CURB PROPOSED FLUSH CURB PROPOSED DEPTH GAUGE EXISTING WETLAND LIMITS EXISTING WETLAND LIMITS PROPOSED SCOURSTOP PROTECTION PROPOSED SCOURSTOP MAT KEYMAP CABLE F.O. TE MH 24" SS 24" SS 24" SS 24" SS 24" S S 24" S S 24" S S 24" S S 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T G W W W W W W W W W W W W W W W W W W W W W W W W W W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W E E E E E E E E E E E E E E E E E E E E E G G G G G G G G G G G G G G G G G G G G G X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD MH / / / / / / / / / / / / / / / / / / / / / / / / 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W X ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST Sheet TH E Q U A R R Y B Y W A T E R M A R K E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 56 C 505 GR A D I N G P L A N 18 ( IN FEET ) 0 1 INCH = 20 FEET 20 20 40 60 PROPOSED CONTOUR EXISTING STORM SEWER PROPOSED STORM SEWER PROPOSED SWALE EXISTING CONTOUR PROPOSED CURB & GUTTER PROPERTY BOUNDARY PROPOSED SPOT ELEVATION PROPOSED SLOPES 1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION. 3.ALL PROJECT DATA IS ON VERTICAL DATUM; NAVD 88. SEE COVER SHEET FOR BENCHMARK REFERENCES. 4.ALL CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE FINISHED GRADE ELEVATIONS. 5.PORTIONS OF THIS PROPERTY ARE LOCATED IN THE CITY REGULATED 100-YR CANAL IMPORTATION FLOODPLAIN/FLOODWAY AS WELL AS THE FEMA REGULATED SPRING CREEK 100-YR FLOODPLAIN/FLOODWAY. ANY DEVELOPMENT WITHIN THE FLOODPLAIN MUST COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE. THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY (BUILDING OF STRUCTURES, GRADING, FILL, DETENTION PONDS, BIKE PATHS, PARKING LOTS, UTILITIES, LANDSCAPED AREAS, FLOOD CONTROL CHANNELS, ETC.) WITHIN THE CITY OF FORT COLLINS FLOODPLAIN LIMITS AS DELINEATED ON THE FINAL SUBDIVISION PLAT. 6.ANY CONSTRUCTION ACTIVITIES, NONSTRUCTURAL DEVELOPMENT (BRIDGES, SIDEWALKS, CULVERTS, VEGETATION, CURB CUTS, GRADING, ETC.) IN THE REGULATORY FLOODWAY MUST BE PRECEDED BY A NO RISE CERTIFICATION, WHICH MUST BE PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF COLORADO. 7.NO STORAGE OF MATERIALS OR EQUIPMENT SHALL BE ALLOWED IN THE FLOODWAY, WHETHER TEMPORARY (DURING CONSTRUCTION) OR PERMANENT. 8.ANY PEDESTRIAN BRIDGES IN THE FLOODWAY THAT ARE NOT ABLE TO PASS THE 100-YR FLOW ARE REQUIRED TO BE "BREAKAWAY" AND TETHERED. 9.FINAL QUANTITY OF STAIR RISERS AND HEIGHT SHALL BE DETERMINED BY CONTRACTOR DURING CONSTRUCTION, AND SHALL FALL IN THE RANGE OF 4' - 7' PER RISER. NOTES: PROPOSED STORM INLET 2.0% (47.45 ) EXISTING SPOT ELEVATION EXISTING LOT LINE PROPOSED CONCRETE CROSS PAN (TYP.) 33.43 EXISTING RIGHT OF WAY PROPOSED LOT LINE PROPOSED RIGHT OF WAY LEGEND: PROPOSED GRADE BREAK 1ROOF DRAIN DOWN SPOUT CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R SEE THIS SHEET RIGHT SE E S H E E T C 5 0 2 SE E S H E E T C 5 0 4 SEE THIS SHEET LEFT C 501 C 502 C 503 C 504 C 506 C 5 0 5 C 5 0 5 NORTH 1 MI N O R A M E N D M E N T - T R A I L P E D E S T R I A N B R I D G E BR R 12 / 0 6 / 2 0 2 2 BRIDGE NOTES - ·PEDESTRIAN BRIDGE CROSSING CANAL IMPORTATION SHOWN FOR REFERENCE ONLY. FINAL STAMPED CONSTRUCTION DESIGN SHALL BE OBTAINED DIRECTLY FROM MANUFACTURER BY CONTRACTOR. ·BRIDGE SHALL CONTECH OR APPROVED EQUAL. ·NO POTION OF THE BRIDGE SHALL BE LOWER THAN 5012.30, WHICH IS BFE @ BRIDGE (5011.30) + 12". ·CONTRACTOR TO SUBMIT PRODUCT SUBMITTALS AND STRUCTURAL CALCULATIONS TO BUILDING DEPARTMENT FOR CITY PARKS AND STRUCTURAL ENGINEERING REVIEW. ·CONTRACTOR TO OBTAIN STRUCTURAL DESIGN FOR BRIDGE, ABUTMENT, AND MICROPILES TO SUBMIT FOR A BUILDING PERMIT. THESE RECORD DRAWINGS, PRODUCED BY NORTHERN ENGINEERING SERVICES, INC., ARE BASED IN WHOLE, OR IN PART, UPON INFORMATION PROVIDED BY OTHERS. NORTHERN ENGINEERING SERVICES, INC. ASSUMES NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION. RECORD DRAWING 04/23/25 RECORD INFO.ONLY(SEE NOTE) 7 OV E R A L L S I T E & D R A I N A G E C E R T I F I C A T I O N CL U 04 / 2 3 / 2 5 CABLE T FO FO FO FO D / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / X ST ST ST ST ST ST ST ST ST ST ST HILL POND CONDOMINIUMS E E E E TRACT B EX I S T I N G S I D E W A L K SPR I N G C R E E K EXI S T I N G S P R I N G C R E E K T R A I L SO U T H S H I E L D S S T R E E T (18.47) 18.24 1717 FEMA 100-YR FLOODWAY EXISTING STORM DRAIN EXISTING FEMA 100-YR HIGH RISK FLOOD PLAIN NATURAL HABITAT BUFFER ZONE EXISTING WETLAND LIMITS KEYMAP CABLE F.O. TE MH 24" SS 24" SS 24" SS 24" SS 24" S S 24" S S 24" S S 24" S S 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T G W W W W W W W W W W W W W W W W W W W W W W W W W W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W E E E E E E E E E E E E E E E E E E E E E G G G G G G G G G G G G G G G G G G G G G X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD MH / / / / / / / / / / / / / / / / / / / / / / / / 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W X ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST Sheet TH E Q U A R R Y B Y W A T E R M A R K E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 56 C 506 GR A D I N G P L A N 19 ( IN FEET ) 0 1 INCH = 20 FEET 20 20 40 60 PROPOSED CONTOUR EXISTING STORM SEWER PROPOSED STORM SEWER PROPOSED SWALE EXISTING CONTOUR PROPOSED CURB & GUTTER PROPERTY BOUNDARY PROPOSED SPOT ELEVATION PROPOSED SLOPES 1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION. 3.ALL PROJECT DATA IS ON VERTICAL DATUM; NAVD 88. SEE COVER SHEET FOR BENCHMARK REFERENCES. 4.ALL CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE FINISHED GRADE ELEVATIONS. 5.PORTIONS OF THIS PROPERTY ARE LOCATED IN THE CITY REGULATED 100-YR CANAL IMPORTATION FLOODPLAIN/FLOODWAY AS WELL AS THE FEMA REGULATED SPRING CREEK 100-YR FLOODPLAIN/FLOODWAY. ANY DEVELOPMENT WITHIN THE FLOODPLAIN MUST COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE. THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY (BUILDING OF STRUCTURES, GRADING, FILL, DETENTION PONDS, BIKE PATHS, PARKING LOTS, UTILITIES, LANDSCAPED AREAS, FLOOD CONTROL CHANNELS, ETC.) WITHIN THE CITY OF FORT COLLINS FLOODPLAIN LIMITS AS DELINEATED ON THE FINAL SUBDIVISION PLAT. 6.ANY CONSTRUCTION ACTIVITIES, NONSTRUCTURAL DEVELOPMENT (BRIDGES, SIDEWALKS, CULVERTS, VEGETATION, CURB CUTS, GRADING, ETC.) IN THE REGULATORY FLOODWAY MUST BE PRECEDED BY A NO RISE CERTIFICATION, WHICH MUST BE PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF COLORADO. 7.NO STORAGE OF MATERIALS OR EQUIPMENT SHALL BE ALLOWED IN THE FLOODWAY, WHETHER TEMPORARY (DURING CONSTRUCTION) OR PERMANENT. 8.ANY PEDESTRIAN BRIDGES IN THE FLOODWAY THAT ARE NOT ABLE TO PASS THE 100-YR FLOW ARE REQUIRED TO BE "BREAKAWAY" AND TETHERED. 9.FINAL QUANTITY OF STAIR RISERS AND HEIGHT SHALL BE DETERMINED BY CONTRACTOR DURING CONSTRUCTION, AND SHALL FALL IN THE RANGE OF 4' - 7' PER RISER. NOTES: PROPOSED STORM INLET 2.0% (47.45 ) EXISTING SPOT ELEVATION EXISTING LOT LINE PROPOSED CONCRETE CROSS PAN (TYP.) 33.43 EXISTING RIGHT OF WAY PROPOSED LOT LINE PROPOSED RIGHT OF WAY LEGEND: PROPOSED GRADE BREAK 1ROOF DRAIN DOWN SPOUT CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R SEE SHEET C 503 C 501 C 502 C 503 C 504 C 506 C 5 0 5 C 5 0 5 NORTH THESE RECORD DRAWINGS, PRODUCED BY NORTHERN ENGINEERING SERVICES, INC., ARE BASED IN WHOLE, OR IN PART, UPON INFORMATION PROVIDED BY OTHERS. NORTHERN ENGINEERING SERVICES, INC. ASSUMES NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION. RECORD DRAWING 04/23/25 RECORD INFO.ONLY(SEE NOTE) 7 OV E R A L L S I T E & D R A I N A G E C E R T I F I C A T I O N CL U 04 / 2 3 / 2 5 UD UD UD UD UD UD UD UD UD ST ST ST ST ST ST ST ST ST ST W W W W W W W W W W W W W W W W W W W W W W W W W C.O. IP WV IP IP IP ST ST ST ST D D BASIN F-3.1-4 INV. OUT=5011.22 (W) INV. OUT=5011.22 (S) FG=5016.59 UD CO 4-3.2 INV. OUT=5011.00 (W) FG=5016.49 INV. OUT=5011.53 (S) END CHAMBER 4-3.1-3 INV. IN=5011.12 (E) INV. OUT=5011.12 (W) FG=5016.64 END CHAMBER 4-3.2 INV. IN=5011.10 (E) INV. OUT=5011.10 (W) FG=5016.54 BEGIN CHAMBER 4-3.1-2 INV. IN=5010.93 (E) INV. OUT=5010.93 (W) FG=5016.59 BEGIN CHAMBER 4-3.2 INV. IN=5010.91 (E) INV. OUT=5010.91 (W) FG=5016.45 90° BEND 4-3.3 INV. IN=5011.16 (N) INV. OUT=5011.16 (W) FG=5016.50 90° BEND 4-3.1-1 INV. IN=5011.01 (E) INV. OUT=5011.01 (S) FG=5016.57 TEE 4-3.1 INV. IN=5011.17 (E) INV. IN=5011.17 (N) INV. OUT=5011.17 (W) FG=5016.43UD BEND 4-3.1 INV. IN=5010.81 (E) INV. OUT=5010.81 (SE) FG=5016.30 48.87 LF 24" RCP @ 0.50% 13.92 LF 24" HDPE @ 0.50% 98.65 LF 4" PERF HDPE @ 0.20% 7.70 LF 12" HDPE @ -15.18% 1.70 LF 12" HDPE @ -15.18% 94.12 LF SC-740 CHAMBER @ 0.20% 4.61 LF 12" HDPE @ 1.34% 4.75 LF 12" HDPE @ -3.26% 2.54 LF 12" HDPE @ -3.26% 92.47 LF SC-740 CHAMBER @ 0.20% 5.38 LF 12" HDPE @ 1.94% 4.75 LF 12" HDPE @ 1.34% STORM DRAIN 4 SEE SHEET C 624 PROPOSED 8" PVC WATER 16 . 6 6 FG 16 . 6 8 FG 16.45 FG 16.32 FG 10.3 8 SG 10.32 SG 10 . 5 2SG 10.58 SG 0.2% 0.2% 0.5 % 0.5 % INSPECTION PORT INSPECTION PORT STUAR T S T R E E T BASIN 4-3 (w WEIR) INV. IN=5012.33 (E) INV. IN=5011.77 (N) INV. OUT=5011.77 (W) FG=5016.34 78 . 3 2 L F 4" H D P E @ 0 . 1 0 % INTERTA-TEE CONNECTION TO STORM DRAIN 5 UD UD UD UD UD UD UD WV ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST IP IP IP IP IP IP C.O.C.O.C.O. D 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W BASIN 2-2 (w WEIR) INV. IN=5008.11 (N) INV. IN=5008.52 (W) INV. OUT=5008.11 (S) FG=5012.84 TEE 2-3 INV. IN=5008.12 (N) INV. IN=5008.51 (W) INV. OUT=5008.12 (S) FG=5012.73 BASIN 2-4 INV. IN=5008.41 (NE) INV. IN=5008.56 (W) INV. OUT=5008.13 (S) FG=5012.63 END CHAMBER 2-4.2 INV. OUT=5008.98 (E) FG=5013.05 END CHAMBER 2-2.2 INV. OUT=5008.97 (E) FG=5013.29 BEGIN CHAMBER 2-4.1 INV. IN=5008.59 (W) INV. OUT=5008.59 (E) FG=5012.67 BEGIN CHAMBER 2-2.1 INV. IN=5008.54 (W) INV. OUT=5008.54 (E) FG=5012.87 4.75 LF 18" RCP @ 0.20% 4.75 LF 18" RCP @ 0.20% 5.38 LF 12" HDPE @ 0.50%64.05 LF SC-740 CHAMBER @ 0.60% 5.38 LF 12" HDPE @ 0.50% 71.17 LF SC-740 CHAMBER @ 0.60% STORM DRAIN 2 SEE SHEET C 623 EXISTING 30" WATER UD CO 2-3 INV. OUT=5008.96 (E) FG=5013.35 UD TEE w CO 2-2 INV. IN=5008.57 (E) INV. IN=5008.57 (W) INV. OUT=5008.57 (S) FG=5012.99 UD CO 2-2A INV. OUT=5008.60 (W) FG=5012.95 UD PIPE END 2-1 INV. IN=5008.07 (N) FG=5008.07 25.39 LF 4" HDPE @ 1.95% 5.53 LF 4" PERF HDPE @ 0.50% 65.08 LF 4" PERF HDPE @ 0.60% 0. 5 % 0. 5 % 0.6% 0.6% 13.05 FG 12.5 9FG 13. 0 0 FG 13.43 FG 8.4 6 SG 8.00SG 8.0 9 SG 8.55 SG 71.17 LF SC-740 CHAMBER @ 0.60% BEGIN CHAMBER 2-3.1 INV. IN=5008.54 (W) INV. OUT=5008.54 (E) FG=5012.77 5.38 LF 12" HDPE @ 0.50% INSPECTION PORT 4.00 LF 12" HDPE @ 0.60% BASIN 2-3 INV. OUT=5008.99 (E) FG=5013.22 PROPOSED SUBGRADE SPOT ELEVATION 33.43 PROPOSED SUBGRADE SLOPES 2.0% PROPOSED SUBDRAIN UD PROPOSED FINISHED GRADE SPOT ELEVATION 33.43 SG 1.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION. 2.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR FOR ALL UNKNOWN UNDERGROUND UTILITIES. 3.CONTRACTOR SHALL NOTIFY THE DESIGN ENGINEER AND THE CITY OF FORT COLLINS STORMWATER UTILITY A MINIMUM OF ONE WEEK IN ADVANCE SO AS TO ALLOW FOR FIELD OBSERVATION AND DOCUMENTATION OF THE FOLLOWING SYSTEM ITEMS IN THE SUBGRADE AREA: - SUBGRADE - INSTALLATION OF GEOTEXTILE FABRIC - INSTALLATION OF UNDERDRAIN - PLACEMENT AND COMPACTION OF SUB-BASE MATERIAL - PLACEMENT AND COMPACTION OF BASE MATERIAL 4.STORMTECH CONTRACTOR SHALL MEET WITH SUPPLIER PRIOR TO INSTALLATION. 5.SUBGRADE AREAS ARE TO BE FIELD SURVEYED BY A LICENSED PROFESSIONAL. THE DESIGN ENGINEER MUST CONFIRM THE SUBGRADE ELEVATIONS AND DIMENSIONS PRIOR TO PLACEMENT OF GEOTEXTILE FABRIC, SUB-BASE, OR ANY OTHER MATERIAL. 6.THE CONTRACTOR SHOULD PROVIDE SLACK IN GEOTEXTILE FABRIC TO ENSURE PROPER INSTALLATION AND AGGREGATE PLACEMENT WITHOUT DAMAGE. PROVIDE SUFFICIENT SLACK SO THE FABRIC IS NOT TORN WHEN ROCK IS PLACED. IF TEARS ARE SEEN OR DISCOVERED, REPAIR THEM AS RECOMMENDED BY MANUFACTURER WITH NO LESS THAN 18 INCHES OF OVERLAP ON ALL SIDES OF THE TEAR. 7.THE CONTRACTOR SHALL, AT ALL TIMES DURING AND AFTER SYSTEM INSTALLATION, PREVENT SEDIMENT, DEBRIS, AND DIRT FROM ANY SOURCE FROM ENTERING THE VAULT SYSTEM. 8.SEE DETAIL SHEETS FOR ADDITIONAL DESIGN INFORMATION. 9.CONTRACTOR SHALL COORDINATE ANY NECESSARY TELEPHONE, CABLE, ELECTRIC, GAS, IRRIGATION, ECT. LOWERINGS (OR RE-ROUTING) WITH THE RESPECTIVE UTILITY PROVIDERS TO FACILITATE THE INSTALLATION OF THE PROPOSED STORM DRAIN AND UTILITY SERVICES. STORMTECH CHAMBER ISOLATOR ROW EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: NOTES: W PROPOSED CURB & GUTTER PROPOSED FIRE HYDRANT PROPOSED LOT LINE PROJECT BOUNDARY EASEMENT LINE Sheet TH E Q U A R R Y B Y W A T E R M A R K E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 56 C 510 SU B G R A D E P L A N 20 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R NORTH ( IN FEET ) 1 inch = ft. Feet01010 10 20 30 KEYMAP CABLE F.O. TE MH 24" SS 24" SS 24" SS 24" SS 24" S S 24" S S 24" S S 24" S S 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T G W W W W W W W W W W W W W W W W W W W W W W W W W W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W E E E E E E E E E E E E E E E E E E E E E G G G G G G G G G G G G G G G G G G G G G X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD MH / / / / / / / / / / / / / / / / / / / / / / / / 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W X ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST STORM CHAMBERS 2 STORM CHAMBERS 2 STORM CHAMBERS 1 FG STORM CHAMBERS 1 1 CH A M B E R 2 U N D E R D R A I N BR R 05 / 2 4 / 2 0 2 2 THESE RECORD DRAWINGS, PRODUCED BY NORTHERN ENGINEERING SERVICES, INC., ARE BASED IN WHOLE, OR IN PART, UPON INFORMATION PROVIDED BY OTHERS. NORTHERN ENGINEERING SERVICES, INC. ASSUMES NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION. RECORD DRAWING 7 OV E R A L L S I T E & D R A I N A G E C E R T I F I C A T I O N CL U 04 / 2 3 / 2 5 04/23/25 RECORD INFO.ONLY(SEE NOTE) V.P. HYD VAULT ELEC S S MH S S S S S CONTROL S HYD S 18" SS 18" SS 18" SS 18" SS 18" SS 18" SS 18" SS 18" SS 18" SS 18" SS 18" SS 18" SS 18" SS 21 " S S 21" SS 21" SS 21" SS 21" SS 21" SS 21" SS 21" SS 21" SS 21" SS 21" SS 21" SS 21" SS 21" SS 8" S S 8" SS 8" SS 8" S S E G G G G G G G G G W W W W W W W W W W W W S S UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD HYD MH S HYD MM MH X X X X X X X X SS SS 21" S S G G G G G G G G G X X X X X X X X X X HOBBIT STREET LANDMARK APARTMENTS EXISTING 21" SANITARY SEWER EXISTING 8" PVC WATER PROPOSED FH PROPOSED FH PROPOSED FH PROPOSED FH PROPOSED RAIN GARDEN SANITARY LINE A SEE SHEET C 610 SANITARY LINE D SEE SHEET C 612 SANITARY LINE C SEE SHEET C 612 PROPOSED GAS PROPOSED ELECTRIC SANITARY LINE B SEE SHEET C 611 SANITARY LINE B1 SEE SHEET C 611 UNDERDRAIN SEE SHEET C 626 STORM DRAIN 1-9 SEE SHEET C 622 STORM DRAIN 1-8 SEE SHEET C 622 BUILDING 6 BUILDING 7 BUILDING 2 BUILDING 3 BUILDING 4 BUILDING 5 BUILDING 8 BUILDING 18BUILDING 17 BUILDING 16BUILDING 15 BUILDING 14 BUILDING 13 BUILDING 12 BUILDING 11 BUILDING 10 BUILDING 9 STORM JOINTS NEED TO BE WRAPPED 10 FT ON EITHER SIDE OF WATER CROSSING PROPOSED FOREBAY AS H L A R D R I V E SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS S W T T T T VAULT ELEC UD UD UD W F W T VAULT ELEC VA U L T EL E C SS SS SS SS SS SS SS SS C.O. C.O. C.O. C.O. C.O. SS S S S S S S SS S S ST ST ST ST ST ST ST ST ST ST C.O. S S W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W C.O. C.O. C.O. C.O. C.O. V.P. V.P. V.P. V.P. V.P. V.P.V.P. S S S S S S S S S S S S S S S S S H2O H2O H2O H2O W W WW W W HYD WV CS WV CS WV WV HYD WV CS H20 CS CS H20 CS H20 CS CS H20 H20 CSH20 CS H20 H20 WV CS H20 H20 HYD WV CS H20 H20 WV CS H20 H20 CS H20 CS H20 CS H20 CS H20 CS H20 CS H20 CS HYD WV WV HYD WV WV WV WV WV WV WVWV WV WVWV WV H20H20 S SS /////////////////////// S 18" SS ST ST ST ST ST ST ST ST ST C.O. D DD D D D D FES FE S INLET 1-14 STA 19+05.65 N: 1449427.58 E: 3113371.58 STMH 1-9 STA 16+77.56 N: 1449263.33 E: 3113468.37 STMH 1-7 STA 15+40.67 N: 1449263.59 E: 3113605.26 STMH 1-5 STA 14+28.50 N: 1449285.73 E: 3113715.21 INLET 1-3 STA 11+12.59 N: 1449118.06 E: 3113863.44 INLET 1-4 STA 12+80.19 N: 1449285.65 E: 3113863.53 BEND 1-13 STA 18+86.19 N: 1449411.75 E: 3113360.26 TEE 1-12 STA 18+53.78 N: 1449379.34 E: 3113360.25 BEND 1-11 w CO STA 18+15.75 N: 1449341.31 E: 3113360.23 BEND 1-10 w CO STA 17+23.15 N: 1449274.27 E: 3113424.10 TEE 1-8 STA 15+79.84 N: 1449263.61 E: 3113566.09 FES 1-1 STA 10+00.00 N: 1449118.00 E: 3113976.04 99.98 LF 30" HDPE @ 0.20% 16 7 . 5 9 L F 3 0 " R C P @ 0 . 2 0 % 148.32 LF 24" RCP @ 0.20% 112.16 LF 24" RCP @ 0.50% 39.17 LF 24" RCP @ 0.50% 97.72 LF 24" RCP @ 0.50%45.60 LF 8" HDPE @ 0.50% 92.59 LF 8" HDPE @ 0.50% 38.03 LF 8" HDPE @ 0.50% 32.41 LF 8" HDPE @ 0.50% 19.46 LF 8" HDPE @ 0.50% TEE 1-2 STA 10+12.61 N: 1449118.00 E: 3113963.43 12.61 LF 30" HDPE @ 0.20% N:1449338.82 E:3113362.30 N:1449273.68 E:3113425.68 N:1449264.06 E:3113468.51 N:1449262.95 E:3113604.35 N:1449286.90 E:3113715.50 N:1449285.68 E:3113863.09 N:1449121.51 E:3113862.45 N:1449118.17 E:3113976.77 N:1449427.82 E:3113371.56 EXISTING 18" SANITARY SEWER 4995 5000 5005 5010 5015 5020 5025 5030 4995 5000 5005 5010 5015 5020 5025 5030 9+5010+0011+0012+0013+0014+0015+0016+0017+0018+0019+0020+0020+50 19.46 LF 8" HDPE @ 0.50% 32.41 LF 8" HDPE @ 0.50% 38.03 LF 8" HDPE @ 0.50% BE N D 1 - 1 1 w C O ST A 1 8 + 1 5 . 7 5 RI M 5 0 1 6 . 8 ± IN V . I N 5 0 1 2 . 6 3 ( N ) IN V . O U T 5 0 1 2 . 6 3 ( S E ) 92.59 LF 8" HDPE @ 0.50% BE N D 1 - 1 0 w C O ST A 1 7 + 2 3 . 1 5 RI M 5 0 1 5 . 9 ± IN V . I N 5 0 1 2 . 1 6 ( N W ) IN V . O U T 5 0 1 2 . 1 6 ( E ) 45.60 LF 8" HDPE @ 0.50% ST M H 1 - 9 ST A 1 6 + 7 7 . 5 6 RI M 5 0 1 5 . 5 ± IN V . I N 5 0 1 1 . 9 4 ( W ) IN V . I N 5 0 1 0 . 6 3 ( S ) IN V . O U T 5 0 1 0 . 6 0 ( E ) 97.72 LF 24" RCP @ 0.50% TE E 1 - 8 ST A 1 5 + 7 9 . 8 4 RI M 5 0 1 2 . 5 ± IN V . I N 5 0 1 0 . 1 1 ( W ) IN V . I N 5 0 1 0 . 8 1 ( S ) IN V . O U T 5 0 1 0 . 1 1 ( E ) 39.17 LF 24" RCP @ 0.50% ST M H 1 - 7 ST A 1 5 + 4 0 . 6 7 RI M 5 0 1 5 . 3 ± IN V . I N 5 0 0 9 . 9 2 ( W ) IN V . O U T 5 0 0 9 . 9 2 ( E ) 112.16 LF 24" RCP @ 0.50% ST M H 1 - 5 ST A 1 4 + 2 8 . 5 0 RI M 5 0 1 4 . 0 ± IN V . I N 5 0 0 9 . 3 6 ( N W ) IN V . I N 5 0 0 9 . 3 6 ( S ) IN V . I N 5 0 0 9 . 3 6 ( W ) IN V . O U T 5 0 0 9 . 3 6 ( E ) 148.32 LF 24" RCP @ 0.20% IN L E T 1 - 4 ST A 1 2 + 8 0 . 1 9 RI M 5 0 1 2 . 9 ± IN V . I N 5 0 0 9 . 0 6 ( W ) IN V . O U T 5 0 0 9 . 0 6 ( S ) 167.59 LF 30" RCP @ 0.20% IN L E T 1 - 3 ST A 1 1 + 1 2 . 5 9 RI M 5 0 1 2 . 5 ± IN V . I N 5 0 0 8 . 7 3 ( N ) IN V . O U T 5 0 0 8 . 7 3 ( E ) 99.98 LF 30" HDPE @ 0.20% FE S 1 - 1 ST A 1 0 + 0 0 . 0 0 RI M 5 0 1 1 . 3 ± IN V . I N 5 0 0 8 . 5 0 ( W ) PROPOSED GROUND EXISTING GROUND 21" CLAY SANITARY STA.=18+01.56 INV.=5003.31 TE E 1 - 1 2 ST A 1 8 + 5 3 . 7 8 RI M 5 0 1 3 . 7 ± IN V . I N 5 0 1 2 . 8 2 ( N ) IN V . I N 5 0 1 2 . 9 4 ( E ) IN V . O U T 5 0 1 2 . 8 2 ( S ) 8" PVC WATER STA.=14+48.90 TOP=5007.73 18" MIN. 8" PVC WATER STA.=12+91.73 TOP=5007.33 18" MIN. 18" CLAY SANITARY STA.=17+81.04 INV.=5005.73 6" SANITARY STA.=14+59.11 INV.=5006.42 PRIVATE BE N D 1 - 1 3 ST A 1 8 + 8 6 . 1 9 RI M 5 0 1 3 . 7 ± IN V . I N 5 0 1 2 . 9 8 ( N E ) IN V . O U T 5 0 1 2 . 9 8 ( S ) TE E 1 - 2 ST A 1 0 + 1 2 . 6 1 IN V . 5 0 0 8 . 5 3 ( W ) IN V . 5 0 0 9 . 4 5 ( S ) IN V . 5 0 0 8 . 5 3 ( E ) 4" PVC WATER STA.=12+54.63 TOP=5007.30 4" PVC WATER STA.=12+25.01 TOP=5007.25 4" PVC WATER STA.=11+81.46 TOP=5006.19 4" PVC WATER STA.=11+38.07 TOP=5005.98 4" PVC SANITARY STA.=12+69.63 INV.=5006.87 4" PVC SANITARY STA.=12+15.01 INV.=5006.78 4" PVC SANITARY STA.=11+71.46 INV.=5006.75 4" PVC SANITARY STA.=11+28.07 INV.=5006.60 4" PVC SANITARY STA.=10+91.76 INV.=5007.02 4" PVC SANITARY STA.=11+23.05 INV.=5006.38 12.61 LF 30" HDPE @ 0.20% 2-YR HGL 8" PVC SANITARY STA.=13+04.73 INV.=5005.10 FLOW FILL BETWEEN PIPES ALL CROSSINGS SHALL BE WRAPPED 10 FT EACH SIDE PER DETAIL 205 STEEL CASING PIPE STA.=14+59.11 INV.=5006.19 IN L E T 1 - 1 4 ST A 1 9 + 0 5 . 6 5 RI M 5 0 1 5 . 7 ± IN V . O U T 5 0 1 3 . 0 8 ( S W ) 5 0 1 5 . 5 2 50 1 1 . 9 4 ( W ) 50 1 0 . 7 2 ( S ) 50 1 0 . 6 0 ( E ) 5 0 1 5 . 0 2 50 0 9 . 8 1 ( W ) 50 0 9 . 7 9 ( E ) 5 0 1 3 . 9 5 50 0 9 . 1 9 ( N W ) 50 0 9 . 2 0 ( S ) 50 0 9 . 2 8 ( W ) 50 0 9 . 2 6 ( E ) 5 0 1 2 . 6 7 50 0 9 . 0 7 ( W ) 50 0 9 . 0 7 ( S ) 50 1 2 . 0 6 50 0 8 . 7 7 ( N ) 50 0 8 . 6 8 ( E ) 50 0 8 . 5 4 ( W ) Sheet TH E Q U A R R Y B Y W A T E R M A R K E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 56 C 620 PL A N & P R O F I L E ST O R M D R A I N 1 33 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R NORTH ( IN FEET ) 1 inch = ft. Feet05050 50 100 150 PROFILE SCALE: STORM DRAIN 1 EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: NOTES: W EXISTING SANITARY SEWER SS PROPOSED STORM INLET PROPOSED CURB & GUTTER PROPOSED SANITARY SEWER PROPOSED FIRE HYDRANT EXISTING FIRE HYDRANT PROPOSED LOT LINE PROJECT BOUNDARY EXISTING RIGHT OF WAY EXISTING STORM SEWER EASEMENT LINE 1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL STORM DRAINS, SANITARY SEWER MAINS, WATER MAINS, AND SERVICES. 3.PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND STRUCTURES. SPECIFIED LENGTH OF PIPE INCLUDES THE LAYING LENGTH OF FLARED END SECTIONS. 4.ALL RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC RIGHTS-OF-WAY SHALL BE GOVERNED BY CITY OF FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR HP SANITITE) OUTSIDE OF THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE). 5.CONTRACTOR SHALL CONFIRM THAT MANHOLE DIAMETERS ARE SUFFICIENT FOR THEIR PROPOSED METHODS OF INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES, ETC.). 6.CONTRACTOR SHALL DEFLECT SERVICE LINES TO AVOID STORM DRAIN LINES BY 18" VERTICALLY. 7.NYLOPLAST BASINS MAY BE SUBSTITUTED FOR ALTERNATIVE EQUIVALENT PRODUCT WITH ENGINEER'S APPROVAL PROPOSED RIGHT OF WAY INLET SUMMARY TABLE DESIGN POINT DESIGN INLET LABEL INLET TYPE INLET SIZE A2 INLET 2-5 Type 13 Combo Single A2 INLET 2-5A Type 13 Combo Quadruple B2 INLET 1-3 Nyloplast 3'X3' (36" basin)3' X 3' B3 INLET 1-4 Nyloplast 3'X3' (36" basin)3' X 3' B6 INLET 1-9.5 Type 13 Combo Single B7 INLET 1-9.1 Type 13 Combo Single B9 INLET 1-5.1 Type R Single B10 INLET 1-6.3 Type R Single D3 INLET 6-2 Nyloplast 2'X2'2' X 2' D5 INLET 4-4.2-1 Nyloplast 3'X3' (30" basin)3' X 3' D5 INLET 4-4A Nyloplast 3'X3' (30" basin)3' X 3' DOUBLE DOUBLE KEYMAP CABLE F.O. TE MH 24" SS 24" SS 24" SS 24" SS 24" S S 24" S S 24" S S 24" S S 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T G W W W W W W W W W W W W W W W W W W W W W W W W W W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W E E E E E E E E E E E E E E E E E E E E E G G G G G G G G G G G G G G G G G G G G G X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD MH / / / / / / / / / / / / / / / / / / / / / / / / 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W X ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST STORM DRAIN 1 THESE RECORD DRAWINGS, PRODUCED BY NORTHERN ENGINEERING SERVICES, INC., ARE BASED IN WHOLE, OR IN PART, UPON INFORMATION PROVIDED BY OTHERS. NORTHERN ENGINEERING SERVICES, INC. ASSUMES NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION. RECORD DRAWING 132.6 LF @ 0.69% 147.2 LF @ 0.12% 110.10 LF @ 0.46% 110.10 LF @ 0.46% 147.2 LF @ 0.12%160.70 LF @ 0.19%112.0 LF @ 0.12% 112.0 LF @ 0.13% 16 0 . 7 0 L F @ 0 . 1 9 % 04/23/25 RECORD INFO.ONLY(SEE NOTE) 7 132.6 LF @ 0.69% 7 OV E R A L L S I T E & D R A I N A G E C E R T I F I C A T I O N CL U 04 / 2 3 / 2 5 SS SS SS SS SS SS SS SS SSSSSS ST T T VA U L T EL E C VA U L T EL E C UD W T F VAULT ELEC SS SSSSSS SS SS SS SS C. O . C. O . C. O . C. O . C. O . S S S S S S S ST ST ST ST ST ST STSTST C.O. S S W W W W W W W W W W W WWWWWW W W W W W W W W C. O . C.O. C.O. C.O. S S S S S S S S S S S S S H2 O H2 O H2 O W W W W WV WV CS WV WV HYDWV CS H2 0 CS CS H2 0 CS H2 0 WV CS H2 0H2 0 CS H2 0H2 0 CS H2 0 CS H2 0 H2 0 WVCS H2 0 H2 0 HYD WVCS H2 0 H2 0 WVCS H2 0H2 0 CS H2 0 CS H2 0 CS H2 0 CS H2 0 CS H2 0 CS H2 0 CS HYD WV WV WV WV WV WV WV WV WV WV WV H2 0 H2 0 S SS / / / / / / / / / / / / / / / / / / / / / / / S 18 " S S ST STSTST STST IP IP IP C. O . D D D D D DD V. P . VA U L T EL E C S S S 18 " S S 18 " S S 18 " S S 18 " S S 21 " S S 21 " S S 21 " S S 21 " S S 21 " S S 21 " S S 8" S S 8" SS W HYD 30 " W 30 " W 30 " W 30 " W 30 " W 30 " W 30 " W G G LANDMARK APARTMENTS EXISTING 21" SANITARY SEWER EXISTING 8" PVC WATER PROPOSED FH SANITARY LINE D SEE SHEET C 612 PROPOSED ELECTRIC STORM DRAIN 1 SEE SHEET C 620 EXISTING 18" SANITARY SEWER EXISTING 30" WATER STORM DRAIN 1-8 SEE SHEET C 622 50.16 LF 15" RCP @ 1.00% STMH 1-5 STA 10+00.00 N: 1449285.73 E: 3113715.21 INLET 1-5.1 STA 11+19.03 N: 1449167.00 E: 3113706.82 BUILDING 7 BUILDING 4 BUILDING 5 BUILDING 8BUILDING 18 BUILDING 17 BUILDING 16 BUILDING 15 BUILDING 14 BUILDING 13 BUILDING 12 BUILDING 11 BUILDING 10 PROPOSED FH STORM DRAIN 1-6 SEE THIS SHEET - RIGHT SANITARY LINE C SEE SHEET C 612 ASHLAR DRIVE 41.93 LF 15" RCP @ 1.00% 21.27 LF 15" RCP @ 1.00% BLDG 5 RD TEE 2 STA 11+13.37 N: 1449172.66 E: 3113707.00 5.66 LF 15" RCP @ 1.00% BLDG 8 RD TEE 1 STA 10+50.16 N: 1449235.70 E: 3113711.58 BLDG 5 RD TEE 1 STA 10+92.09 N: 1449193.88 E: 3113708.54 N:1449285.40 E:3113715.07 N:1449165.75 E:3113708.14@ 1.44% 117.60 4995 5000 5005 5010 5015 5020 5025 5030 4995 5000 5005 5010 5015 5020 5025 5030 9+50 10+00 11+00 12+00 PRIVATE ST M H 1 - 5 ST A 1 0 + 0 0 . 0 0 RI M 5 0 1 4 . 0 ± IN V . I N 5 0 0 9 . 3 6 ( N W ) IN V . I N 5 0 0 9 . 3 6 ( S ) IN V . I N 5 0 0 9 . 3 6 ( W ) IN V . O U T 5 0 0 9 . 3 6 ( E ) 50.16 LF 15" RCP @ 1.00% IN L E T 1 - 5 . 1 ST A 1 1 + 1 9 . 0 3 RI M 5 0 1 3 . 8 ± IN V . I N 5 0 1 1 . 4 6 ( E ) IN V . I N 5 0 1 0 . 5 4 ( S ) IN V . O U T 5 0 1 0 . 5 5 ( N ) EXISTING GROUND PROPOSED GROUND BL D G 8 R D T E E 1 ST A 1 0 + 5 0 . 1 6 RI M 5 0 1 1 . 4 ± IN V . I N 5 0 0 9 . 8 6 ( S ) IN V . I N 5 0 1 0 . 7 8 ( E ) IN V . O U T 5 0 0 9 . 8 6 ( N ) 41.93 LF 15" RCP @ 1.00% BL D G 5 R D T E E 1 ST A 1 0 + 9 2 . 0 9 RI M 5 0 1 1 . 8 ± IN V . I N 5 0 1 0 . 2 8 ( S ) IN V . I N 5 0 1 0 . 7 8 ( W ) IN V . O U T 5 0 1 0 . 2 8 ( N ) 21.27 LF 15" RCP @ 1.00% BL D G 5 R D T E E 2 ST A 1 1 + 1 3 . 3 7 RI M 5 0 1 2 . 0 ± IN V . I N 5 0 1 0 . 4 9 ( S ) IN V . I N 5 0 1 1 . 4 0 ( W ) IN V . O U T 5 0 1 0 . 4 9 ( N ) 5.66 LF 15" RCP @ 1.00% 50 0 9 . 2 0 50 0 9 . 2 8 50 0 9 . 2 6 50 1 1 . 9 3 50 1 1 . 1 5 50 1 0 . 8 9 50 1 3 . 9 5 50 1 3 . 4 4 117.60 LF @ 1.44% 50 0 9 . 1 9 SS SS SS SS SS SS SS SS SSSSSS ST T VA U L T EL E C W F VAULT ELEC SS SSSSSS SS SS SS SS C. O . C. O . C. O . C. O . C. O . S S S S S S S ST ST ST ST ST ST STSTST C.O. S S W W W W W W W W W W W WWWWW W W W W W W W C. O . C.O. C.O. C.O. S S S S S S S S S S S S H2 O H2 O H2 O W W W W WV CS WV WV HYDWV CS H2 0 CS CS H2 0 CS H2 0 CS H2 0H2 0 CS H2 0H2 0 CS H2 0 CS H2 0 H2 0 WVCS H2 0 H2 0 HYD WVCS H2 0 H2 0 WVCS H2 0H2 0 CS H2 0 C S H2 0 CS H2 0 CS H2 0 CS H2 0 CS H2 0 CS HYD WV WV WV WV WV WV WV WV WV WV WV H2 0 H2 0 S SS / / / / / / / / / / / / / / / / / / / / / / / S 18 " S S ST STSTST STSTD D D D DD FE S V. P . VA U L T EL E C S S S 18 " S S 18 " S S 18 " S S 18 " S S 18 " S S 21 " S S 21 " S S 21 " S S 21 " S S 21 " S S 8" S S 8" SS W HYD G G LANDMARK APARTMENTS EXISTING 21" SANITARY SEWER EXISTING 8" PVC WATER PROPOSED FH SANITARY LINE D SEE SHEET C 612 PROPOSED ELECTRIC STORM DRAIN 1 SEE SHEET C 620 EXISTING 18" SANITARY SEWER EXISTING 30" STORM DRAIN 1-8 SEE SHEET C 622 52.61 LF 8" HDPE @ 0.50% TEE 1-6.2 STA 10+65.70 N: 1449347.60 E: 3113706.00 32.58 LF 8" HDPE @ 0.50% 25.12 LF 6" HDPE @ 0.50% INLET 1-6.4 STA 11+23.40 N: 1449385.12 E: 3113729.90 BEND 1-6.1 STA 10+13.08 N: 1449294.98 E: 3113705.97 13.08 LF 8" HDPE @ 0.50% STORM DRAIN 1-5 SEE THIS SHEET - LEFT BUILDING 7 BUILDING 4 BUILDING 5 BUILDING 8BUILDING 18 BUILDING 17 BUILDING 16 BUILDING 15 BUILDING 14 BUILDING 13 BUILDING 12 BUILDING 11 BUILDING 10 PROPOSED FH SANITARY LINE C SEE SHEET C 612 ASHLAR DRIVE STMH 1-5 STA 10+00.00 N: 1449285.73 E: 3113715.21 INLET 1-6.3 STA 10+98.28 N: 1449380.17 E: 3113705.26 N:1449378.84 E:3113707.91 N:1449286.90 E:3113715.50 @ 1.18% 96.76 LF 4995 5000 5005 5010 5015 5020 5025 5030 4995 5000 5005 5010 5015 5020 5025 5030 9+009+0010+0011+0012+00 EXISTING GROUND PROPOSED GROUND 13.08 LF 8" HDPE @ 0.50% BE N D 1 - 6 . 1 ST A 1 0 + 1 3 . 0 8 IN V . 5 0 0 9 . 4 2 ( N ) IN V . 5 0 0 9 . 4 2 ( S E ) 52.61 LF 8" HDPE @ 0.50% TE E 1 - 6 . 2 ST A 1 0 + 6 5 . 7 0 IN V . 5 0 0 9 . 6 9 ( N ) IN V . 5 0 0 9 . 6 8 ( W ) IN V . 5 0 0 9 . 6 9 ( S ) PRIVATE 32.58 LF 8" HDPE @ 0.50% IN L E T 1 - 6 . 3 ST A 1 0 + 9 8 . 2 8 RI M 5 0 1 2 . 3 ± IN V . I N 5 0 0 9 . 8 5 ( E ) IN V . O U T 5 0 0 9 . 8 5 ( S ) 25.12 LF 6" HDPE @ 0.50% IN L E T 1 - 6 . 4 ST A 1 1 + 2 3 . 4 0 RI M 5 0 1 1 . 6 ± IN V . O U T 5 0 0 9 . 9 7 ( W ) EXISTING 24" PVC SANITARY STA.=10+47.94 INV.=5000.86 8" PVC WATER STA.=10+15.08 TOP=5007.89 EXISTING 18" PVC SANITARY STA.=10+32.46 INV.=5004.12 ST M H 1 - 5 ST A 1 0 + 0 0 . 0 0 RI M 5 0 1 4 . 0 ± IN V . I N 5 0 0 9 . 3 6 ( N W ) IN V . I N 5 0 0 9 . 3 6 ( S ) IN V . I N 5 0 0 9 . 3 6 ( W ) IN V . O U T 5 0 0 9 . 3 6 ( E ) 50 1 0 . 3 5 50 0 9 . 2 6 50 1 0 . 3 3 50 0 9 . 1 9 96.76 LF @ 1.18% 50 1 2 . 6 8 50 0 9 . 2 0 50 0 9 . 2 8 50 1 3 . 9 5 Sheet TH E Q U A R R Y B Y W A T E R M A R K E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 56 C 621 PL A N & P R O F I L E ST O R M D R A I N S 1 - 5 & 1 - 6 34 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R ( IN FEET ) 1 inch = ft. Feet05050 50 100 150 PROFILE SCALE: STORM DRAIN 1-5 EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: NOTES: W EXISTING SANITARY SEWER SS PROPOSED STORM INLET PROPOSED CURB & GUTTER PROPOSED SANITARY SEWER PROPOSED FIRE HYDRANT EXISTING FIRE HYDRANT PROPOSED LOT LINE PROJECT BOUNDARY EXISTING RIGHT OF WAY EXISTING STORM SEWER EASEMENT LINE 1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL STORM DRAINS, SANITARY SEWER MAINS, WATER MAINS, AND SERVICES. 3.PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND STRUCTURES. SPECIFIED LENGTH OF PIPE INCLUDES THE LAYING LENGTH OF FLARED END SECTIONS. 4.ALL RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC RIGHTS-OF-WAY SHALL BE GOVERNED BY CITY OF FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR HP SANITITE) OUTSIDE OF THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE). 5.CONTRACTOR SHALL CONFIRM THAT MANHOLE DIAMETERS ARE SUFFICIENT FOR THEIR PROPOSED METHODS OF INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES, ETC.). 6.CONTRACTOR SHALL DEFLECT SERVICE LINES TO AVOID STORM DRAIN LINES BY 18" VERTICALLY. 7.NYLOPLAST BASINS MAY BE SUBSTITUTED FOR ALTERNATIVE EQUIVALENT PRODUCT WITH ENGINEER'S APPROVAL PROPOSED RIGHT OF WAY INLET SUMMARY TABLE DESIGN POINT DESIGN INLET LABEL INLET TYPE INLET SIZE A2 INLET 2-5 Type 13 Combo Single A2 INLET 2-5A Type 13 Combo Quadruple B2 INLET 1-3 Nyloplast 3'X3' (36" basin)3' X 3' B3 INLET 1-4 Nyloplast 3'X3' (36" basin)3' X 3' B6 INLET 1-9.5 Type 13 Combo Single B7 INLET 1-9.1 Type 13 Combo Single B9 INLET 1-5.1 Type R Single B10 INLET 1-6.3 Type R Single D3 INLET 6-2 Nyloplast 2'X2'2' X 2' D5 INLET 4-4.2-1 Nyloplast 3'X3' (30" basin)3' X 3' D5 INLET 4-4A Nyloplast 3'X3' (30" basin)3' X 3' DOUBLE DOUBLE KEYMAP CABLE F.O. TE MH 24" SS 24" SS 24" SS 24" SS 24" S S 24" S S 24" S S 24" S S 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T G W W W W W W W W W W W W W W W W W W W W W W W W W W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W E E E E E E E E E E E E E E E E E E E E E G G G G G G G G G G G G G G G G G G G G G X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD MH / / / / / / / / / / / / / / / / / / / / / / / / 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W X ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST STORM DRAINS 1-5 & 1-6 PROFILE SCALE: STORM DRAIN 1-6 NORTH THESE RECORD DRAWINGS, PRODUCED BY NORTHERN ENGINEERING SERVICES, INC., ARE BASED IN WHOLE, OR IN PART, UPON INFORMATION PROVIDED BY OTHERS. NORTHERN ENGINEERING SERVICES, INC. ASSUMES NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION. RECORD DRAWING 04/23/25 RECORD INFO.ONLY(SEE NOTE) 7 7 7 OV E R A L L S I T E & D R A I N A G E C E R T I F I C A T I O N CL U 04 / 2 3 / 2 5 SS SS SS SS SS SS SS SS S T T T VA U L T EL E C UD W T T VA U L T EL E C VAULT ELEC SS SSSSSS SS C. O . C. O . C. O . C. O . S S S S S S S STST ST ST ST ST ST ST ST STSTST ST ST C.O.W W W W W W W W W W WW W W W W W W C. O . C.O. C.O. C.O. C.O. C. O . V. P . V. P . V. P . V. P . V. P . V. P . V. P . V. P . V.P . S S S H2 O H2 O W W W W W IP WV CS H2 0 CS H2 0 CS H2 0 CS HYD WV HYD HYD WV WV WV WV WV WV WV WV WV IP IP IP ST / / / / / / / / / / / / / / / / / / / / / / / STST ST ST C.O. D D D D D D D D DD S S S S 18 " S S 18 " S S 18 " S S 18 " S S 18 " S S 18 " S S 21 " S S 21 " S S 21 " S S 21 " S S 21 " S S 21 " S S 30 " W 30 " W 30 " W 30 " W 30 " W 30 " W 30 " W 30 " W SANITARY LINE B SEE SHEET C 612 86.73 LF 8" HDPE @ 0.50% BASIN 1-8.1 STA 10+86.73 N: 1449176.89 E: 3113565.94 107.78 LF 8" HDPE @ 0.50% INLET 1-8.2 STA 11+94.51 N: 1449069.11 E: 3113565.89 STORM DRAIN 4 SEE SHEET C 624 STORM DRAIN 4-4A SEE SHEET C 624 STORM DRAIN 4-4 SEE SHEET C 624 6' TR A I L STORM DRAIN 5 SEE SHEET C 625 PROPOSED GAS PROPOSED ELECTRIC STORM DRAIN 1 SEE SHEET C 620 EXISTING 18" SANITARY SEWER PROPOSED RETAINING WALL EXISTING 30" WATER STORM DRAIN 1-9 SEE THIS SHEET - RIGHT BUILDING 7 BUILDING 6 BUILDING 4 BUILDING 2 STORM DRAIN 1-5 SEE SHEET C 621 STORM JOINTS NEED TO BE WRAPPED 10 FT EACH SIDE OF CROSSING PROPOSED FIRE HYDRANT ASHLAR DRIVE BUILDING 5 EXISTING 21" SANITARY SEWER PROPOSED FH TEE 1-8 STA 10+00.00 N: 1449263.61 E: 3113566.09 4995 5000 5005 5010 5015 5020 5025 5030 4995 5000 5005 5010 5015 5020 5025 5030 9+50 10+00 11+00 12+00 12+50 TE E 1 - 8 ST A 1 0 + 0 0 . 0 0 RI M 5 0 1 2 . 5 ± IN V . I N 5 0 1 0 . 1 1 ( W ) IN V . I N 5 0 1 0 . 8 1 ( S ) IN V . O U T 5 0 1 0 . 1 1 ( E ) 86.73 LF 8" HDPE @ 0.50% BA S I N 1 - 8 . 1 ST A 1 0 + 8 6 . 7 3 RI M 5 0 1 4 . 2 ± IN V . I N 5 0 1 1 . 2 4 ( S ) IN V . O U T 5 0 1 1 . 2 4 ( N ) 107.78 LF 8" HDPE @ 0.50% IN L E T 1 - 8 . 2 ST A 1 1 + 9 4 . 5 1 RI M 5 0 1 3 . 9 ± IN V . O U T 5 0 1 1 . 7 8 ( N ) EXISTING GROUND PROPOSED GROUND 8" PVC WATER STA.=10+11.25 TOP=5009.30 PRIVATE 18" MIN. SS SS SS SS SS SS SS SS S T T T VA U L T EL E C UD W T T VA U L T EL E C VAULT ELEC SS SSSSSS SS C. O . C. O . C. O . C. O . S S S S S S S STST ST ST ST ST ST ST ST STSTST ST ST C.O.W W W W W W W W W W WW W W W W W W C. O . C.O. C.O. C.O. C.O. C. O . V. P . V. P . V. P . V. P . V. P . V. P . V. P . V. P . V.P . S S S H2 O H2 O W W W W W IP WV CS H2 0 CS H2 0 C S H2 0 CS HYD WV HYD HYD WV WV WV WV WV WV WV WV WV IP IP IP ST / / / / / / / / / / / / / / / / / / / / / / / STST ST ST C.O. D D D D D D D D DD S S S S 18 " S S 18 " S S 18 " S S 18 " S S 18 " S S 18 " S S 21 " S S 21 " S S 21 " S S 21 " S S 21 " S S 21 " S S 30 " W 30 " W 30 " W 30 " W 30 " W 30 " W 30 " W 30 " W SANITARY LINE B SEE SHEET C 612 STORM DRAIN 4 SEE SHEET C 624 STORM DRAIN 4-4A SEE SHEET C 624 STORM DRAIN 4-4 SEE SHEET C 624 6' TR A I L STORM DRAIN 5 SEE SHEET C 625 PROPOSED GAS PROPOSED ELECTRIC STMH 1-9 STA 10+00.00 N: 1449263.33 E: 3113468.37 31.25 LF 18" RCP @ 0.50% TEE 1-9.2 STA 10+51.37 N: 1449211.97 E: 3113468.34 19.31 LF 15" HDPE @ 0.50% CROSS 1-9.4 STA 10+97.72 N: 1449165.61 E: 3113468.32 29.99 LF 15" HDPE @ 0.50% STORM DRAIN 1 SEE SHEET C 620 EXISTING 18" SANITARY SEWER PROPOSED RETAINING WALL EXISTING 30" WATER STORM DRAIN 1-8 SEE THIS SHEET - LEFT BUILDING 7 BUILDING 6 BU I L D I N G 5 BUILDING 4 BUILDING 2 STORM DRAIN 1-5 SEE SHEET C 621 INLET 1-9.5 STA 11+27.71 N: 1449135.62 E: 3113468.08 8.61 LF 12" HDPE @ 0.50% BEND 1-9.7 STA 11+40.93 N: 1449127.16 E: 3113478.11 2.25 LF 12" HDPE @ 0.50% TEE 1-9.8 STA 11+43.18 N: 1449124.91 E: 3113478.11 18.86 LF 12" HDPE @ 0.50% TEE 1-9.9 STA 11+62.04 N: 1449106.05 E: 3113478.10 11.80 LF 12" HDPE @ 0.50% TEE 1-9.10 STA 11+69.40 N: 1449094.25 E: 3113478.09 TEE 1-9.3 STA 10+71.13 N: 1449192.66 E: 3113468.33 INLET 1-9.1 STA 10+31.70 N: 1449232.08 E: 3113468.20 20.12 LF 15" HDPE @ 0.50% STORM JOINTS NEED TO BE WRAPPED 10 FT EACH SIDE OF CROSSING PROPOSED FIRE HYDRANT ASHLAR DRIVE 4.61 LF 12" HDPE @ 0.50% TEE 1-9.6 STA 11+32.32 N: 1449133.25 E: 3113472.03 5.67 LF 8" HDPE @ 0.50% TEE 1-9.11 STA 11+79.50 N: 1449088.59 E: 3113478.09 31.29 LF 8" HDPE @ 0.50% INLET 1-9.12 STA 12+10.79 N: 1449057.30 E: 3113478.59 27.04 LF 15" HDPE @ 0.50% 94.35 LF @ 0.56% 33.56 LF @ 0.09% N:1449264.06 E:3113468.51 N:1449232.42 E:3113468.94 N:1449136.15 E:3113469.23 EXISTING 21" SANITARY SEWER PROPOSED FH 4995 5000 5005 5010 5015 5020 5025 5030 4995 5000 5005 5010 5015 5020 5025 5030 9+009+00 10+00 11+00 12+00 13+00 EXISTING GROUND PROPOSED GROUND 29.99 LF 15" HDPE @ 0.50% 19.31 LF 15" HDPE @ 0.50% 31.25 LF 18" RCP @ 0.50% 20.12 LF 15" HDPE @ 0.50% 8.61 LF 12" HDPE @ 0.50% 2.25 LF 12" HDPE @ 0.50% 8" PVC WATER STA.=10+10.92 TOP=5008.93 ST M H 1 - 9 ST A 1 0 + 0 0 . 0 0 RI M 5 0 1 5 . 5 ± IN V . I N 5 0 1 1 . 9 4 ( W ) IN V . I N 5 0 1 0 . 6 3 ( S ) IN V . O U T 5 0 1 0 . 6 0 ( E ) IN L E T 1 - 9 . 1 ST A 1 0 + 3 1 . 2 5 RI M 5 0 1 4 . 9 ± IN V . I N 5 0 1 0 . 7 9 ( S ) IN V . O U T 5 0 1 0 . 7 9 ( N ) TE E 1 - 9 . 3 ST A 1 0 + 7 0 . 6 8 IN V . 5 0 1 0 . 9 8 ( S ) IN V . 5 0 1 1 . 2 7 ( E ) IN V . 5 0 1 0 . 9 8 ( N ) CR O S S 1 - 9 . 4 ST A 1 0 + 9 7 . 7 2 IN V . 5 0 1 1 . 1 2 ( S ) IN V . 5 0 1 1 . 4 9 ( E ) IN V . 5 0 1 1 . 4 1 ( W ) IN V . 5 0 1 1 . 1 2 ( N ) IN L E T 1 - 9 . 5 ST A 1 1 + 2 7 . 7 1 RI M 5 0 1 4 . 9 ± IN V . I N 5 0 1 1 . 2 7 ( S E ) IN V . O U T 5 0 1 1 . 2 7 ( N ) BE N D 1 - 9 . 7 ST A 1 1 + 4 0 . 9 3 IN V . 5 0 1 1 . 3 3 ( S ) IN V . 5 0 1 1 . 3 3 ( N W ) TE E 1 - 9 . 1 1 ST A 1 1 + 7 9 . 5 0 IN V . 5 0 1 1 . 4 6 ( E ) IN V . 5 0 1 1 . 6 9 ( S ) IN V . 5 0 1 1 . 6 9 ( N ) IN L E T 1 - 9 . 1 2 ST A 1 2 + 1 0 . 7 9 RI M 5 0 1 5 . 0 ± IN V . O U T 5 0 1 1 . 8 5 ( N ) 27.04 LF 15" HDPE @ 0.50% 18.86 LF 12" HDPE @ 0.50% 11.80 LF 12" HDPE @ 0.50% 5.67 LF 8" HDPE @ 0.50% 31.29 LF 8" HDPE @ 0.50% 18" MIN. 4.61 LF 12" HDPE @ 0.50% TE E 1 - 9 . 6 ST A 1 1 + 3 2 . 3 2 RI M 5 0 1 2 . 5 ± IN V . I N 5 0 1 1 . 2 9 ( S E ) IN V . I N 5 0 1 1 . 5 0 ( N E ) IN V . O U T 5 0 1 1 . 2 9 ( N W ) TE E 1 - 9 . 8 ST A 1 1 + 4 3 . 1 8 IN V . 5 0 1 1 . 6 0 ( E ) IN V . 5 0 1 1 . 3 4 ( S ) IN V . 5 0 1 1 . 3 4 ( N ) PRIVATE TE E 1 - 9 . 2 ST A 1 0 + 5 1 . 3 7 IN V . 5 0 1 0 . 8 9 ( S ) IN V . 5 0 1 1 . 1 8 ( E ) IN V . 5 0 1 0 . 8 9 ( N ) TE E 1 - 9 . 1 0 ST A 1 1 + 7 3 . 8 3 RI M 5 0 1 2 . 7 ± IN V . I N 5 0 1 1 . 6 6 ( W ) IN V . I N 5 0 1 1 . 6 6 ( S ) IN V . O U T 5 0 1 1 . 5 0 ( N ) TE E 1 - 9 . 9 ST A 1 1 + 6 2 . 0 4 IN V . 5 0 1 1 . 4 4 ( S ) IN V . 5 0 1 1 . 5 9 ( E ) IN V . 5 0 1 1 . 4 4 ( N ) 50 1 5 . 5 2 50 1 1 . 9 4 50 1 0 . 7 2 50 1 0 . 7 2 33.56 LF @ 0.09% 50 1 4 . 3 3 50 1 0 . 7 5 50 1 0 . 7 9 94.35 LF @ 0.56% 50 1 4 . 6 0 50 1 1 . 3 7 50 1 1 . 3 2 Sheet TH E Q U A R R Y B Y W A T E R M A R K E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 56 C 622 PL A N & P R O F I L E ST O R M D R A I N S 1 - 8 & 1 - 9 35 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R ( IN FEET ) 1 inch = ft. Feet05050 50 100 150 PROFILE SCALE: STORM DRAIN 1-8 EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: NOTES: W EXISTING SANITARY SEWER SS PROPOSED STORM INLET PROPOSED CURB & GUTTER PROPOSED SANITARY SEWER PROPOSED FIRE HYDRANT EXISTING FIRE HYDRANT PROPOSED LOT LINE PROJECT BOUNDARY EXISTING RIGHT OF WAY EXISTING STORM SEWER EASEMENT LINE 1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL STORM DRAINS, SANITARY SEWER MAINS, WATER MAINS, AND SERVICES. 3.PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND STRUCTURES. SPECIFIED LENGTH OF PIPE INCLUDES THE LAYING LENGTH OF FLARED END SECTIONS. 4.ALL RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC RIGHTS-OF-WAY SHALL BE GOVERNED BY CITY OF FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR HP SANITITE) OUTSIDE OF THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE). 5.CONTRACTOR SHALL CONFIRM THAT MANHOLE DIAMETERS ARE SUFFICIENT FOR THEIR PROPOSED METHODS OF INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES, ETC.). 6.CONTRACTOR SHALL DEFLECT SERVICE LINES TO AVOID STORM DRAIN LINES BY 18" VERTICALLY. 7.NYLOPLAST BASINS MAY BE SUBSTITUTED FOR ALTERNATIVE EQUIVALENT PRODUCT WITH ENGINEER'S APPROVAL PROPOSED RIGHT OF WAY INLET SUMMARY TABLE DESIGN POINT DESIGN INLET LABEL INLET TYPE INLET SIZE A2 INLET 2-5 Type 13 Combo Single A2 INLET 2-5A Type 13 Combo Quadruple B2 INLET 1-3 Nyloplast 3'X3' (36" basin)3' X 3' B3 INLET 1-4 Nyloplast 3'X3' (36" basin)3' X 3' B6 INLET 1-9.5 Type 13 Combo Single B7 INLET 1-9.1 Type 13 Combo Single B9 INLET 1-5.1 Type R Single B10 INLET 1-6.3 Type R Single D3 INLET 6-2 Nyloplast 2'X2'2' X 2' D5 INLET 4-4.2-1 Nyloplast 3'X3' (30" basin)3' X 3' D5 INLET 4-4A Nyloplast 3'X3' (30" basin)3' X 3' DOUBLE DOUBLE KEYMAP CABLE F.O. TE MH 24" SS 24" SS 24" SS 24" SS 24" S S 24" S S 24" S S 24" S S 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T G W W W W W W W W W W W W W W W W W W W W W W W W W W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W E E E E E E E E E E E E E E E E E E E E E G G G G G G G G G G G G G G G G G G G G G X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD MH / / / / / / / / / / / / / / / / / / / / / / / / 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W X ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST STORM DRAINS 1-8 & 1-9 PROFILE SCALE: STORM DRAIN 1-9 NORTH THESE RECORD DRAWINGS, PRODUCED BY NORTHERN ENGINEERING SERVICES, INC., ARE BASED IN WHOLE, OR IN PART, UPON INFORMATION PROVIDED BY OTHERS. NORTHERN ENGINEERING SERVICES, INC. ASSUMES NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION. RECORD DRAWING 04/23/25 RECORD INFO.ONLY(SEE NOTE) 7 7 OV E R A L L S I T E & D R A I N A G E C E R T I F I C A T I O N CL U 04 / 2 3 / 2 5 7 4995 5000 5005 5010 5015 5020 5025 5030 4995 5000 5005 5010 5015 5020 5025 5030 9+5010+0011+0011+50 4.75 LF 18" RCP @ 0.20% BA S I N 2 - 2 ( w W E I R ) ST A 1 0 + 3 0 . 0 8 RI M 5 0 1 2 . 8 ± IN V . I N 5 0 0 8 . 1 1 ( N ) IN V . I N 5 0 0 8 . 5 2 ( W ) IN V . O U T 5 0 0 8 . 1 1 ( S ) 30.08 LF 18" HDPE @ 0.20% PI P E E N D 2 - 1 ST A 1 0 + 0 0 . 0 0 IN V . 5 0 0 8 . 0 5 ( N ) 4.75 LF 18" RCP @ 0.20% TE E 2 - 3 ST A 1 0 + 3 4 . 8 3 IN V . 5 0 0 8 . 1 2 ( N ) IN V . 5 0 0 8 . 5 1 ( W ) IN V . 5 0 0 8 . 1 2 ( S ) PRIVATE IN L E T 2 - 5 ST A 1 0 + 7 8 . 9 2 FL . E L 5 0 1 1 . 5 ± IN V . O U T 5 0 0 8 . 8 8 ( S W ) BA S I N 2 - 4 ST A 1 0 + 3 9 . 5 8 RI M 5 0 1 2 . 6 ± IN V . I N 5 0 0 8 . 4 1 ( N E ) IN V . I N 5 0 0 8 . 5 6 ( W ) IN V . O U T 5 0 0 8 . 1 3 ( S ) PROPOSED GROUND EXISTING GROUND 2-YR HGL FLOW FILL OVER 30" WATER MAIN (SEE SHEET C 806) 30" WATER STA.=10+63.16 TOP=5007.45 39.34 LF 18" HDPE @ 1.20% 12" TO P O F W E I R 5 0 1 1 . 5 5 FL = 5 0 0 7 . 8 6 34.1 LF @ 0.70% 50 1 2 . 8 2 50 0 8 . 1 0 50 0 8 . 1 0 9.6 LF @ 2.90% 50 1 2 . 5 9 50 0 8 . 7 6 50 0 8 . 8 1 50 0 8 . 3 0 50 0 8 . 9 4 50 1 1 . 5 3 @ 0.50% 36.4 LF 50 1 1 . 2 8 50 0 8 . 5 0 UD UD UD SS SS SS C. O . ST ST ST ST ST WWW S S S S WV CS H2 0H2 0 CS H2 0H2 0 CS H2 0 WV WV S F E S ST STSTST ST ST IPIP IP IP IP IP C. O . C. O . C. O . FES D D D D D X X X MH UD UD UD UD UD UD UD UD UD UD MH X 30 " W 30 " W 30 " W 30 " W X X X X X X X X X 30 " W 21" S S 21" S S 21" S S FES 3-5 STA 11+32.51 N: 1449013.73 E: 3114045.32 45.71 LF 24" HDPE @ 3.10% STMH 3-4 STA 10+86.81 N: 1448971.00 E: 3114061.55 23.83 LF 24" HDPE @ 0.50% STMH 3-2 STA 10+39.74 N: 1448924.04 E: 3114064.79 39.74 LF 24" HDPE @ 0.50% FES 3-1 STA 10+00.00 N: 1448911.11 E: 3114027.21 CANAL IMPOR T A T I O N SP R I N G C R E E K WALL E N B E R G D R BU I L D I N G 1 0 BU I L D I N G 9 PROPOSED 2' CONCRETE PAN PROPOSED GAS EXISTING 30" WATER STORM DRAIN 5 SEE SHEET C 625 STORM DRAIN 5-2 SEE SHEET C 625 PROPOSED STORM CHAMBERS 1 (SEE SHEET C 510) FIRE HYDRANT UNDERDRAIN SEE SHEET C 626 RAIN GARDEN STORM DRAIN 1 SEE SHEET C 620 STORM JOINTS NEED TO BE WRAPPED 10 FT ON EITHER SIDE OF CROSSING 23.24 LF 24" HDPE @ 0.50% TEE 3-3 STA 10+63.57 N: 1448947.81 E: 3114063.15 CONCRETE HEADWALL WITH ROCK FACADE (RE: LANDSCAPE) 45.20 LF @ 2.63% 39.60 LF @ 0.53% 40.30 LF @ 0.50% N:1449011.31 E:3114045.50 N:1448968.30 E:3114062.81 N:1448924.96 E:3114067.63 N:1448911.83 E:3114028.97 4995 5000 5005 5010 5015 5020 5025 5030 4995 5000 5005 5010 5015 5020 5025 5030 9+5010+0011+0012+00 PROPOSED GROUND EXISTING GROUND 100-YR HGL 45.71 LF 24" HDPE @ 3.10% 23.83 LF 24" HDPE @ 0.50% 39.74 LF 24" HDPE @ 0.50% ST M H 3 - 4 ST A 1 0 + 8 6 . 8 1 RI M 5 0 1 2 . 8 ± IN V . I N 5 0 0 8 . 0 8 ( N ) IN V . O U T 5 0 0 8 . 0 8 ( S ) ST M H 3 - 2 ST A 1 0 + 3 9 . 7 4 RI M 5 0 1 2 . 0 ± IN V . I N 5 0 0 7 . 8 4 ( N ) IN V . O U T 5 0 0 7 . 8 4 ( W ) FLOW FILL OVER 30" WATER MAIN 30" WATER STA.=11+09.64 TOP=5006.22 23.24 LF 24" HDPE @ 0.50% TE E 3 - 3 ST A 1 0 + 6 3 . 5 7 IN V . 5 0 0 7 . 9 6 ( N ) IN V . 5 0 0 8 . 9 6 ( W ) IN V . 5 0 0 7 . 9 6 ( S ) PRIVATE FE S 3 - 5 ST A 1 1 + 3 2 . 5 1 IN V . 5 0 0 9 . 5 0 ( S ) FE S 3 - 1 ST A 1 0 + 0 0 . 0 0 IN V . 5 0 0 7 . 6 4 ( E ) 22" 50 0 9 . 4 5 50 1 2 . 4 2 50 0 8 . 2 6 50 0 8 . 2 6 50 0 8 . 0 5 50 0 7 . 8 3 50 1 2 . 2 7 50 0 7 . 6 3 45.20 LF @ 2.63% 39.60 LF @ 0.53% 40.30 LF @ 0.50% UD UD UD SS SS SS C. O . ST ST ST ST ST WWW S S S S WV CS H2 0H2 0 CS H2 0H2 0 CS H2 0 WV WV S FE S ST STSTST ST ST IPIP IP IP IP IP C. O . C. O . C. O . FE S D D D D D X X X MH UD UD UD UD UD UD UD UD UD UD MH X 30 " W 30 " W 30 " W 30 " W X X X X X X X X X 30 " W OW N E R : ER I K S E N C H R I S T O P H E R M 18 2 5 W A L L E N B E R G D R 21" S S 21" S S 21" S S OW N E R : WI N N E G R A N T R / J O H N E L L E S 18 2 1 W A L L E N B E R G D R CANAL IMPOR T A T I O N SP R I N G C R E E K WALL E N B E R G D R BU I L D I N G 1 0 BU I L D I N G 9 PROPOSED 2' CONCRETE PAN PROPOSED GAS EXISTING 30" WATER STORM DRAIN 5 SEE SHEET C 625 STORM DRAIN 5-2 SEE SHEET C 625 PROPOSED STORM CHAMBERS 1 (SEE SHEET C 510) FIRE HYDRANT UNDERDRAIN SEE SHEET C 626 STORM DRAIN 2 SEE THIS SHEET - LEFT STORM DRAIN 3 SEE THIS SHEET - RIGHT RAIN GARDEN STORM DRAIN 1 SEE SHEET C 620 80.15 LF (3) - 24" HDPE @ 0.75% INLET 2-5A STA 10+80.15 N: 1449003.51 E: 3114005.38 CONCRETE HEADWALL WITH ROCK FACADE (RE: LANDSCAPE) PIPE END 2-1A.1 STA 10+00.01 N: 1448934.16 E: 3113964.02 84.50 LF @ 0.86%N:1449004.74 E:3114005.35 N:1448926.30 E:3113972.07 4990 4995 5000 5005 5010 5015 5020 5025 4990 4995 5000 5005 5010 5015 5020 5025 9+5010+0011+0011+50 PRIVATE PROPOSED GROUND EXISTING GROUND 12" IN L E T 2 - 5 A ST A 1 0 + 8 0 . 1 5 FL . E L 5 0 1 0 . 9 ± IN V . O U T 5 0 0 8 . 5 7 ( S W ) PI P E E N D 2 - 1 A ST A 1 0 + 0 0 . 0 0 IN V . 5 0 0 7 . 9 7 ( N E ) 80.15 LF (3) - 24" HDPE @ 0.75% 100-YR HGL FLOW FILL OVER 30" WATER MAIN (SEE SHEET C 806) 30" WATER STA.=10+67.75 TOP=5007.30 50 0 8 . 7 0 FL = 5 0 0 7 . 9 7 84.50 LF @ 0.86% 50 1 1 . 6 6 UD UD UD SS SS SS C. O . ST ST ST ST ST WWW S S S S WV CS H2 0H2 0 CS H2 0H2 0 CS H2 0 WV WV S FE S ST STSTST ST ST IPIP IP IP IP IP C. O . C. O . C. O . FE S D D D D D X X X MH UD UD UD UD UD UD UD UD UD UD MH X 30 " W 30 " W 30 " W 30 " W X X X X X X X X X 30 " W OW N E R : ER I K S E N C H R I S T O P H E R M 18 2 5 W A L L E N B E R G D R 21" S S 21" S S 21" S S OW N E R : WI N N E G R A N T R / J O H N E L L E S 18 2 1 W A L L E N B E R G D R INLET 2-5 STA 10+78.92 N: 1449004.65 E: 3113991.66 39.34 LF 18" HDPE @ 1.20% BASIN 2-4 STA 10+39.58 N: 1448973.97 E: 3113967.05 4.75 LF 18" RCP @ 0.20% BASIN 2-2 (w WEIR) STA 10+30.08 N: 1448964.47 E: 3113967.05 30.08 LF 18" HDPE @ 0.20% PIPE END 2-1 STA 10+00.00 N: 1448935.08 E: 3113960.64 CANAL IMPOR T A T I O N SP R I N G C R E E K WALL E N B E R G D R BU I L D I N G 1 0 BU I L D I N G 9 PROPOSED 2' CONCRETE PAN PROPOSED GAS EXISTING 30" WATER STORM DRAIN 5 SEE SHEET C 625 STORM DRAIN 5-2 SEE SHEET C 625 PROPOSED STORM CHAMBERS 1 (SEE SHEET C 510) FIRE HYDRANT STORM DRAIN 3 SEE THIS SHEET - RIGHT UNDERDRAIN SEE SHEET C 626 TEE 2-3 STA 10+34.83 N: 1448969.22 E: 3113967.05 4.75 LF 18" RCP @ 0.20% RAIN GARDEN STORM JOINTS NEED TO BE WRAPPED 10 FT EACH SIDE OF CROSSING STORM DRAIN 1 SEE SHEET C 620 CONCRETE HEADWALL WITH ROCK FACADE (RE: LANDSCAPE) 6.9 LF @ 2.90% 34.1 LF @ 0.70% N:1448930.14 E:3113960.55 N:1449005.06 E:3113991.21 Sheet TH E Q U A R R Y B Y W A T E R M A R K E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 56 C 623 PL A N & P R O F I L E ST O R M D R A I N S 2 , 2 A , & 3 36 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R NORTH ( IN FEET ) 1 inch = ft. Feet05050 50 100 150 PROFILE SCALE: STORM DRAIN 2 EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: NOTES: W EXISTING SANITARY SEWER SS PROPOSED STORM INLET PROPOSED CURB & GUTTER PROPOSED SANITARY SEWER PROPOSED FIRE HYDRANT EXISTING FIRE HYDRANT PROPOSED LOT LINE PROJECT BOUNDARY EXISTING RIGHT OF WAY EXISTING STORM SEWER EASEMENT LINE 1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL STORM DRAINS, SANITARY SEWER MAINS, WATER MAINS, AND SERVICES. 3.PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND STRUCTURES. SPECIFIED LENGTH OF PIPE INCLUDES THE LAYING LENGTH OF FLARED END SECTIONS. 4.ALL RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC RIGHTS-OF-WAY SHALL BE GOVERNED BY CITY OF FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR HP SANITITE) OUTSIDE OF THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE). 5.CONTRACTOR SHALL CONFIRM THAT MANHOLE DIAMETERS ARE SUFFICIENT FOR THEIR PROPOSED METHODS OF INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES, ETC.). 6.CONTRACTOR SHALL DEFLECT SERVICE LINES TO AVOID STORM DRAIN LINES BY 18" VERTICALLY. 7.NYLOPLAST BASINS MAY BE SUBSTITUTED FOR ALTERNATIVE EQUIVALENT PRODUCT WITH ENGINEER'S APPROVAL PROPOSED RIGHT OF WAY INLET SUMMARY TABLE DESIGN POINT DESIGN INLET LABEL INLET TYPE INLET SIZE A2 INLET 2-5 Type 13 Combo Single A2 INLET 2-5A Type 13 Combo Quadruple B2 INLET 1-3 Nyloplast 3'X3' (36" basin)3' X 3' B3 INLET 1-4 Nyloplast 3'X3' (36" basin)3' X 3' B6 INLET 1-9.5 Type 13 Combo Single B7 INLET 1-9.1 Type 13 Combo Single B9 INLET 1-5.1 Type R Single B10 INLET 1-6.3 Type R Single D3 INLET 6-2 Nyloplast 2'X2'2' X 2' D5 INLET 4-4.2-1 Nyloplast 3'X3' (30" basin)3' X 3' D5 INLET 4-4A Nyloplast 3'X3' (30" basin)3' X 3' DOUBLE DOUBLE KEYMAP CABLE F.O. TE MH 24" SS 24" SS 24" SS 24" SS 24" S S 24" S S 24" S S 24" S S 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T G W W W W W W W W W W W W W W W W W W W W W W W W W W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W E E E E E E E E E E E E E E E E E E E E E G G G G G G G G G G G G G G G G G G G G G X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD MH / / / / / / / / / / / / / / / / / / / / / / / / 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W X ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST STORM DRAIN 3 PROFILE SCALE: STORM DRAINS 2, 2A, & 3 STORM DRAIN 2A PROFILE SCALE: THESE RECORD DRAWINGS, PRODUCED BY NORTHERN ENGINEERING SERVICES, INC., ARE BASED IN WHOLE, OR IN PART, UPON INFORMATION PROVIDED BY OTHERS. NORTHERN ENGINEERING SERVICES, INC. ASSUMES NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION. RECORD DRAWING 04/23/25 RECORD INFO.ONLY(SEE NOTE) 7 OV E R A L L S I T E & D R A I N A G E C E R T I F I C A T I O N CL U 04 / 2 3 / 2 5 SS SS SS TT T UD W W W S IRR ST ST ST ST ST ST STST ST ST ST ST ST W W IRR W W W W W W W W W W W W W W W C.O. C.O. V.P.V.P.V.P.V.P. V.P.V.P.V.P. SS S S H2O W W W H2O H2O H2O V.P. C.O. C.O.IP CS HYD WV CS CS H20 H20 HYD WV WV WV WV WV WVWV WV HYD CS CS IP IP IP ST C.O. C.O.C.O. FE S F ES C.O. D D D DD D D ELEC 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W FES 4-1 STA 10+00.00 N: 1448734.73 E: 3113345.36 13.92 LF 24" HDPE @ 0.50% STMH 4-4 STA 12+94.00 N: 1448973.78 E: 3113428.56 99.93 LF 24" RCP @ 0.50% STMH 4-2 STA 10+99.93 N: 1448828.61 E: 3113379.61 48.87 LF 24" RCP @ 0.50% STORM DRAIN 4-4 SEE THIS SHEET - RIGHT STORM DRAIN 4-4A SEE THIS SHEET - MIDDLE SANITARY LINE A SEE SHEET C 610 PROPOSED 8" PVC WATER PROPOSED 8" PVC WATER 10' TR A I L STORM DRAIN 6 SEE SHEET C 626 PROPOSED STORMTECH CHAMBERS 2 (SEE SHEET C 510) 26.20 LF 8" HDPE @ 0.50% 21.52 LF 8" HDPE @ 0.50% BEND 4-5 w CO STA 13+20.20 N: 1448973.65 E: 3113454.76 BEND 4-6 STA 13+41.73 N: 1448988.79 E: 3113470.05 23.20 LF 8" HDPE @ 0.50% BUILDING 3 BUILDING 4 BUILDING 5 STORM JOINTS NEED TO BE WRAPPED 10 FT ON EITHER SIDE OF CROSSING RD 4 TEE 2 STA 11+77.50 N: 1448857.28 E: 3113428.50 27.35 LF 24" HDPE @ 0.50% RD 4 TEE 4 STA 12+04.85 N: 1448884.63 E: 3113428.51 7.53 LF 24" HDPE @ 0.50% RD 4 TEE 6 STA 12+20.34 N: 1448900.12 E: 3113428.52 20.64 LF 24" HDPE @ 0.50% RD 4 BASIN 7 STA 12+40.98 N: 1448920.76 E: 3113428.53 53.03 LF 24" HDPE @ 0.50% BLDG CONN. TEE 5 STA 12+12.38 N: 1448892.16 E: 3113428.51 7.96 LF 24" HDPE @ 0.50% BEND 4-7 w CO STA 13+64.93 N: 1449011.99 E: 3113470.07 7.98 LF 8" HDPE @ 0.50% BEND 4-8 STA 13+72.91 N: 1449017.63 E: 3113475.71 8.53 LF 8" HDPE @ 0.50%INLET 4-9 STA 13+81.43 N: 1449017.62 E: 3113484.24 STUART STREET ROOF DRAIN SEE SHEET C 607-C 608 BASIN 4-3 (w WEIR) STA 11+48.80 N: 1448828.58 E: 3113428.48 14.78 LF 24" HDPE @ 0.50% RD 4 TEE 1 STA 11+62.72 N: 1448842.50 E: 3113428.49 99.93 LF @ 0.45% 48.87 LF @ 0.55% N:1448735.04 E:3113345.32 N:1448829.20 E:3113378.57 N:1448828.89 E:3113428.25 N:1448973.67 E:3113430.03 144.8 LF @ 0.64% 52.80 LF @ 0.64% 5000 5005 5010 5015 5020 5025 5030 5000 5005 5010 5015 5020 5025 5030 9+50 10+00 11+00 12+00 13+00 14+00 15+00 PROPOSED GROUND EXISTING GROUND 13.92 LF 24" HDPE @ 0.50% 48.87 LF 24" RCP @ 0.50% 99.93 LF 24" RCP @ 0.50% FE S 4 - 1 ST A 1 0 + 0 0 . 0 0 IN V . 5 0 1 1 . 0 3 ( N ) 26.20 LF 8" HDPE @ 0.50% 30" WATER STA.=13+46.61 TOP=5009.60 8" PVC WATER STA.=10+86.46 TOP=5009.69 BE N D 4 - 5 w C O ST A 1 3 + 2 0 . 2 0 IN V . 5 0 1 2 . 6 3 ( N E ) IN V . 5 0 1 2 . 6 3 ( W ) 21.52 LF 8" HDPE @ 0.50% 23.20 LF 8" HDPE @ 0.50% BE N D 4 - 7 w C O ST A 1 3 + 6 4 . 9 3 IN V . 5 0 1 2 . 8 5 ( N E ) IN V . 5 0 1 2 . 8 5 ( S ) 100-YR HGL BE N D 4 - 6 ST A 1 3 + 4 1 . 7 3 IN V . 5 0 1 2 . 7 3 ( N ) IN V . 5 0 1 2 . 7 3 ( S W ) 18" MIN. RD 4 T E E 1 ST A 1 1 + 6 2 . 7 2 IN V . 5 0 1 1 . 8 4 ( N ) IN V . 5 0 1 2 . 2 6 ( W ) IN V . 5 0 1 1 . 8 4 ( S ) RD 4 T E E 4 ST A 1 2 + 0 4 . 8 5 IN V . 5 0 1 2 . 0 5 ( N ) IN V . 5 0 1 2 . 7 2 ( W ) IN V . 5 0 1 2 . 0 5 ( S ) RD 4 B A S I N 7 ST A 1 2 + 4 0 . 9 8 RI M 5 0 1 7 . 2 ± IN V . I N 5 0 1 2 . 2 3 ( N ) IN V . I N 5 0 1 3 . 4 3 ( W ) IN V . O U T 5 0 1 2 . 2 3 ( S ) RD 4 T E E 6 ST A 1 2 + 2 0 . 3 4 RI M 5 0 1 4 . 3 ± IN V . I N 5 0 1 2 . 1 3 ( N ) IN V . I N 5 0 1 3 . 2 9 ( W ) IN V . O U T 5 0 1 2 . 1 3 ( S ) RD 4 T E E 2 ST A 1 1 + 7 7 . 5 0 IN V . 5 0 1 1 . 9 1 ( N ) IN V . 5 0 1 3 . 0 8 ( W ) IN V . 5 0 1 1 . 9 1 ( S ) BL D G C O N N . T E E 5 ST A 1 2 + 1 2 . 3 8 IN V . 5 0 1 2 . 0 9 ( N ) IN V . 5 0 1 2 . 5 9 ( W ) IN V . 5 0 1 2 . 0 9 ( S ) ST M H 4 - 4 ST A 1 2 + 9 4 . 0 0 RI M 5 0 1 5 . 7 ± IN V . I N 5 0 1 2 . 5 0 ( E ) IN V . I N 5 0 1 2 . 5 0 ( N ) IN V . I N 5 0 1 2 . 5 0 ( W ) IN V . O U T 5 0 1 2 . 5 0 ( S ) 14.78 LF 24" HDPE @ 0.50% 27.35 LF 24" HDPE @ 0.50% 7.53 LF 24" HDPE @ 0.50% 20.64 LF 24" HDPE @ 0.50% 7.96 LF 24" HDPE @ 0.50% 53.03 LF 24" HDPE @ 0.50% BA S I N 4 - 3 ( w W E I R ) ST A 1 1 + 4 8 . 8 0 RI M 5 0 1 6 . 3 ± IN V . I N 5 0 1 2 . 3 3 ( E ) IN V . I N 5 0 1 1 . 7 7 ( N ) IN V . O U T 5 0 1 1 . 7 7 ( W ) TO P O F W E I R 5 0 1 3 . 5 8 PRIVATE 7.98 LF 8" HDPE @ 0.50% 8.53 LF 8" HDPE @ 0.50% IN L E T 4 - 9 ST A 1 3 + 8 1 . 4 3 RI M 5 0 1 5 . 2 ± IN V . O U T 5 0 1 2 . 9 3 ( W ) BE N D 4 - 8 ST A 1 3 + 7 2 . 9 1 RI M 5 0 1 3 . 7 ± IN V . I N 5 0 1 2 . 8 9 ( E ) IN V . O U T 5 0 1 2 . 8 9 ( S W ) ST M H 4 - 2 ST A 1 0 + 9 9 . 9 3 RI M 5 0 1 6 . 4 ± IN V . I N 5 0 1 1 . 5 3 ( E ) IN V . O U T 5 0 1 1 . 5 3 ( S ) 50 1 1 . 0 2 50 1 6 . 3 4 50 1 1 . 4 9 50 1 1 . 4 7 99.93 LF @ 0.45% 50 1 6 . 5 1 50 1 2 . 3 6 50 1 1 . 7 6 50 1 1 . 7 6 48.87 LF @ 0.55% 50 1 5 . 9 3 144.8 LF @ 0.64% 50 1 7 . 1 7 50 1 2 . 3 5 50 1 3 . 5 3 50 1 2 . 3 5 52.80 LF @ 0.64% 50 1 3 . 6 5 50 1 2 . 7 2 50 1 2 . 7 2 50 1 2 . 6 9 50 1 2 . 6 2 SS SS SS SS SS SS SS T T W VAULT ELEC W W S S S IRR ST ST ST ST STST W W W W IRR W W W W W W W W W W C.O. V.P.V.P.V.P.V.P. V.P.V.P. SS S S S H2O H2O W W W H2O H2O H2O V.P. C.O. C.O. WV IP CS CS CS H20 H20 H20 WV WV WV WV WVWV WV HYD CS CS ST C.O. C.O.C.O. C.O. D D DD H2O TRAFFIC VAULTT SVAULT ELEC VAULT ELEC VAULT ELEC CONTROL IRR CONTROL IRR CONTROL IRR ELEC CONTROL IRR CONTROL IRR CONTROL IRR CONTROL IRR E E E E E E T T T T T G G G G G G G G E E E E E 30 " W 30" W 30" W 30" W 30" W 30" W 30" W 40.43 LF 15" HDPE @ 0.50% RD 4-4 TEE 1 STA 12+08.90 N: 1448985.06 E: 3113230.05 19.64 LF 12" HDPE @ 0.50% BEND 4-4.5 w CO STA 12+42.31 N: 1449012.73 E: 3113216.195.32 LF 12" HDPE @ 0.50% INLET 4-4.7 STA 12+91.17 N: 1449012.95 E: 3113167.33 EXISTING 30" WATER SANITARY LINE A SEE SHEET C 610 PROPOSED 8" PVC WATER STORM DRAIN 4-4A SEE THIS SHEET - MIDDLE STORM DRAIN 4 SEE THIS SHEET - LEFT SANITARY LINE A2 SEE SHEET C 610 BUILDING 2 BUILDING 3 BUILDING 1 10.39 LF 12" HDPE @ 0.50% BASIN 4-4.3 STA 11+98.51 N: 1448974.67 E: 3113230.05 55.33 LF 12" HDPE @ 0.50% STMH 4-4.2 STA 11+43.18 N: 1448974.42 E: 3113285.38 13.77 LF 12" HDPE @ 0.50% BEND 4-4.4 STA 12+22.67 N: 1448998.82 E: 3113230.06 STORM JOINTS NEED TO BE WRAPPED 10 FT ON EITHER SIDE OF CROSSING TEE 4-4.6 STA 12+47.63 N: 1449012.75 E: 3113210.87 43.54 LF 12" HDPE @ 0.50% STUART STREET STMH 4-4 STA 10+00.00 N: 1448973.78 E: 3113428.56 ROOF DRAIN SEE SHEET C 607-C 608 18.98 LF 12" HDPE @ 0.50% INLET 4-4.2-1 INV. IN=5013.31 (S) INV. OUT=5013.31 (N) FG=5015.83 BASIN 4-3 (w WEIR) STA 11+48.80 102.75 LF 15" HDPE @ 0.50% TEE 4-4.1 STA 10+40.43 N: 1448973.96 E: 3113388.13 55.35 LF @ 0.70% 143.18 LF @ 0.40% N:1448973.67 E:3113430.03 N:1448973.69 E:3113288.29 N:1449012.80 E:3113167.56 N:1448974.34 E:3113229.73 @ 0.49% 18.2 LF INV=5013.35 (N) FG=5015.76 SSSS T T T W S STST ST ST ST WW W W W C.O. V. P . V. P . V. P . V. P . S S W W H2 O V. P . CS WV WV WV WV HYD C.O . C.O . C. O . D D D 30 " W 30 " W 30 " W 30 " W 30 " W 30 " W 30 " W STMH 4-4 STA 10+00.00 N: 1448973.78 E: 3113428.56 6.66 LF 15" RCP @ 0.50% INLET 4-4A STA 10+06.66 N: 1448980.44 E: 3113428.56 STORM DRAIN 4 SEE THIS SHEET - LEFT STORM DRAIN 4-4 SEE THIS SHEET - RIGHT PROPOSED GAS PROPOSED ELECTRIC PROPOSED 8" PVC WATER EXISTING 30" WATER BUILDING 3 BUILDING 4 BUILDING 5 N:1448980.61 E:3113428.70 N:1448973.67 E:3113430.03 7.10 LF @ 0.14% 5000 5005 5010 5015 5020 5025 5030 5000 5005 5010 5015 5020 5025 5030 9+5010+0011+0012+0013+0013+50 PROPOSED GROUND EXISTING GROUND ST M H 4 - 4 ST A 1 0 + 0 0 . 0 0 RI M 5 0 1 5 . 7 ± IN V . I N 5 0 1 2 . 5 0 ( E ) IN V . I N 5 0 1 2 . 5 0 ( N ) IN V . I N 5 0 1 2 . 5 0 ( W ) IN V . O U T 5 0 1 2 . 5 0 ( S ) 40.43 LF 15" HDPE @ 0.50% RD 4 - 4 T E E 1 ST A 1 2 + 0 8 . 9 0 IN V . 5 0 1 3 . 5 4 ( N ) IN V . 5 0 1 3 . 7 1 ( W ) IN V . 5 0 1 3 . 5 4 ( S ) 19.64 LF 12" HDPE @ 0.50% BE N D 4 - 4 . 5 w C O ST A 1 2 + 4 2 . 3 1 RI M 5 0 1 7 . 8 ± IN V . I N 5 0 1 3 . 7 1 ( W ) IN V . O U T 5 0 1 3 . 7 1 ( S E ) IN L E T 4 - 4 . 7 ST A 1 2 + 9 1 . 1 7 FL . E L 5 0 1 5 . 1 ± IN V . O U T 5 0 1 3 . 9 5 ( E ) TE E 4 - 4 . 6 ST A 1 2 + 4 7 . 6 3 IN V . 5 0 1 3 . 9 9 ( N ) IN V . 5 0 1 3 . 7 4 ( W ) IN V . 5 0 1 3 . 7 4 ( E ) 5.32 LF 12" HDPE @ 0.50% 43.54 LF 12" HDPE @ 0.50% BE N D 4 - 4 . 4 ST A 1 2 + 2 2 . 6 7 IN V . 5 0 1 3 . 6 1 ( N W ) IN V . 5 0 1 3 . 6 1 ( S ) 13.77 LF 12" HDPE @ 0.50% 55.33 LF 12" HDPE @ 0.50% ST M H 4 - 4 . 2 ST A 1 1 + 4 3 . 1 8 RI M 5 0 1 6 . 3 ± IN V . I N 5 0 1 3 . 2 1 ( W ) IN V . I N 5 0 1 3 . 2 1 ( N ) IN V . I N 5 0 1 3 . 2 1 ( S ) IN V . O U T 5 0 1 3 . 2 1 ( E ) BA S I N 4 - 4 . 3 ST A 1 1 + 9 8 . 5 1 RI M 5 0 1 6 . 6 ± IN V . I N 5 0 1 3 . 4 9 ( N ) IN V . I N 5 0 1 3 . 4 9 ( S W ) IN V . O U T 5 0 1 3 . 4 9 ( E ) 102.75 LF 15" HDPE @ 0.50% TE E 4 - 4 . 1 ST A 1 0 + 4 0 . 4 3 IN V . 5 0 1 2 . 7 0 ( W ) IN V . 5 0 1 2 . 9 9 ( S ) IN V . 5 0 1 2 . 7 0 ( E ) PRIVATE 10.39 LF 12" HDPE @ 0.50% ST M H 4 - 4 ST A 1 0 + 0 0 . 0 0 RI M 5 0 1 5 . 7 ± IN V . I N 5 0 1 2 . 5 0 ( E ) IN V . I N 5 0 1 2 . 5 0 ( N ) IN V . I N 5 0 1 2 . 5 0 ( W ) IN V . O U T 5 0 1 2 . 5 0 ( S ) 143.18 LF 50 1 6 . 3 0 50 1 3 . 2 6 50 1 3 . 2 6 50 1 3 . 2 6 50 1 3 . 2 6 50 1 3 . 6 2 50 1 3 . 7 5 50 1 3 . 6 5 55.35 LF @ 0.70% 50 1 5 . 9 3 50 1 6 . 7 0 50 1 5 . 5 5 50 1 2 . 7 2 50 1 2 . 7 2 50 1 2 . 6 9 50 1 2 . 6 2 @ 0.40% 50 1 4 . 1 5 5000 5005 5010 5015 5020 5025 5030 5000 5005 5010 5015 5020 5025 5030 9+5010+0011+00 6.66 LF 15" RCP @ 0.50% IN L E T 4 - 4 A ST A 1 0 + 0 6 . 6 6 FL . E L 5 0 1 5 . 4 ± IN V . O U T 5 0 1 2 . 5 3 ( S ) PROPOSED GROUND EXISTING GROUND PRIVATE 100-YR HGL ST M H 4 - 4 ST A 1 0 + 0 0 . 0 0 RI M 5 0 1 5 . 7 ± IN V . I N 5 0 1 2 . 5 0 ( E ) IN V . I N 5 0 1 2 . 5 0 ( N ) IN V . I N 5 0 1 2 . 5 0 ( W ) IN V . O U T 5 0 1 2 . 5 0 ( S ) 50 1 5 . 9 3 7.10 LF 50 1 5 . 3 9 50 1 2 . 7 3 50 1 2 . 7 2 50 1 2 . 7 2 50 1 2 . 6 9 50 1 2 . 6 2 @ 0.14% Sheet TH E Q U A R R Y B Y W A T E R M A R K E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 56 C 624 PL A N & P R O F I L E ST O R M D R A I N S 4 , 4 - 4 A , & 4 - 4 37 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R ( IN FEET ) 1 inch = ft. Feet05050 50 100 150 PROFILE SCALE: STORM DRAIN 4 EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: NOTES: W EXISTING SANITARY SEWER SS PROPOSED STORM INLET PROPOSED CURB & GUTTER PROPOSED SANITARY SEWER PROPOSED FIRE HYDRANT EXISTING FIRE HYDRANT PROPOSED LOT LINE PROJECT BOUNDARY EXISTING RIGHT OF WAY EXISTING STORM SEWER EASEMENT LINE 1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL STORM DRAINS, SANITARY SEWER MAINS, WATER MAINS, AND SERVICES. 3.PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND STRUCTURES. SPECIFIED LENGTH OF PIPE INCLUDES THE LAYING LENGTH OF FLARED END SECTIONS. 4.ALL RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC RIGHTS-OF-WAY SHALL BE GOVERNED BY CITY OF FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR HP SANITITE) OUTSIDE OF THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE). 5.CONTRACTOR SHALL CONFIRM THAT MANHOLE DIAMETERS ARE SUFFICIENT FOR THEIR PROPOSED METHODS OF INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES, ETC.). 6.CONTRACTOR SHALL DEFLECT SERVICE LINES TO AVOID STORM DRAIN LINES BY 18" VERTICALLY. 7.NYLOPLAST BASINS MAY BE SUBSTITUTED FOR ALTERNATIVE EQUIVALENT PRODUCT WITH ENGINEER'S APPROVAL PROPOSED RIGHT OF WAY INLET SUMMARY TABLE DESIGN POINT DESIGN INLET LABEL INLET TYPE INLET SIZE A2 INLET 2-5 Type 13 Combo Single A2 INLET 2-5A Type 13 Combo Quadruple B2 INLET 1-3 Nyloplast 3'X3' (36" basin)3' X 3' B3 INLET 1-4 Nyloplast 3'X3' (36" basin)3' X 3' B6 INLET 1-9.5 Type 13 Combo Single B7 INLET 1-9.1 Type 13 Combo Single B9 INLET 1-5.1 Type R Single B10 INLET 1-6.3 Type R Single D3 INLET 6-2 Nyloplast 2'X2'2' X 2' D5 INLET 4-4.2-1 Nyloplast 3'X3' (30" basin)3' X 3' D5 INLET 4-4A Nyloplast 3'X3' (30" basin)3' X 3' DOUBLE DOUBLE KEYMAP CABLE F.O. TE MH 24" SS 24" SS 24" SS 24" SS 24" S S 24" S S 24" S S 24" S S 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T G W W W W W W W W W W W W W W W W W W W W W W W W W W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W E E E E E E E E E E E E E E E E E E E E E G G G G G G G G G G G G G G G G G G G G G X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD MH / / / / / / / / / / / / / / / / / / / / / / / / 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W X ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST PROFILE SCALE: STORM DRAIN 4-4A STORM DRAIN 4-4 PROFILE SCALE: NORTH NORTHNORTH STORM 4 STORM 4-4 STORM 4-4A 7 OV E R A L L S I T E & D R A I N A G E C E R T I F I C A T I O N CL U 04 / 2 3 / 2 5 THESE RECORD DRAWINGS, PRODUCED BY NORTHERN ENGINEERING SERVICES, INC., ARE BASED IN WHOLE, OR IN PART, UPON INFORMATION PROVIDED BY OTHERS. NORTHERN ENGINEERING SERVICES, INC. ASSUMES NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION. RECORD DRAWING 04/23/25 RECORD INFO.ONLY(SEE NOTE) 7 TT T VAULT ELEC UD UD UD T ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST W W W W W W W W W W W W C.O. V.P.V.P.V.P.V.P. W V.P. C.O. C.O.IP HYD WV WV H20 H20 HYD WV WV WV WVWV IP IP IP ST FES ST STSTSTIP IP IP IP IP IP C.O.C.O.C.O. FES FES C.O. D D D D D D D D DD D D D UD UD UD UD UD UD UD ELEC X X 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W X X X X X X X 30" W OWNER: ERIKSEN CHRISTOPHER M 1825 WALLENBERG DR OWNER: MCCOY JOHN H/SHERRY P 1900 S SHIELDS ST 21" S S 21" S S 21" S SOWNER: WINNE GRANT R/JOHNELLE S 1821 WALLENBERG DR STMH 5-6 STA 17+18.99 N: 1448744.40 E: 3113441.50 STMH 5-5 STA 15+30.02 N: 1448824.98 E: 3113612.44 STMH 5-4 STA 13+57.85 N: 1448853.68 E: 3113782.20 OUTLET 5-7 STA 18+18.38 N: 1448717.70 E: 3113345.77 STMH 5-2 STA 10+80.18 N: 1448859.30 E: 3114045.64 STMH 5-3 STA 11+02.44 N: 1448838.71 E: 3114037.16 FES 5-1 STA 10+00.00 N: 1448864.84 E: 3114125.62 22.27 LF 18" HDPE @ 0.60% 255.40 LF 18" HDPE @ 1.05% 172.17 LF 1 8 " H D P E @ 0 . 5 0 % 188.9 8 L F 1 8 " H D P E @ 0 . 5 0 % 99.39 L F 1 8 " H D P E @ 0 . 5 0 % PROPOSED 2' CONCRETE PAN CA N A L I M P O R T A T I O N SPR I N G C R E E K STORM DRAIN 4 SEE SHEET C 624 STORM DRAIN 4-4A SEE SHEET C 624 STORM DRAIN 4-4 SEE SHEET C 624 STORM DRAIN 2 SEE SHEET C 623 STORM DRAIN 3 SEE SHEET C 623 EXISTING 30" WATERPROPOSED ELECTRIC PROPOSED GAS PROPOSED 8' PVC WATER SPRIN G C R E E K 80.18 LF 18" RCP @ 0.50% UNDERDRAIN SEE SHEET C 626 STORM DRAIN 5-2 SEE THIS SHEET-RIGHT PROPOSED FIRE HYDRANT BUILDING 3 BUILDING 4 BUILDING 5 BUILDING 1 UD INSERTA TEE 4-3 STA 16+90.98 N: 1448756.34 E: 3113466.84 78.32 LF 4" HDPE @ 0.10% PROPOSED STORM CHAMBERS 1 (SEE SHEET C 510) PROPOSED STORM CHAMBERS 2 (SEE SHEET C 510) 98.40 LF @ 0.70 % 189.3 0 L F @ 0.4 7 % 175.10 LF @ 0.50% 253.70 LF @ 1.04% 78.70 LF @ 1.13% N:1448859.35 E:3113782.51 N:1448837.92 E:3114036.89 N:1448830.64 E:3113610.57 N:1448747.38 E:3113440.28 N:1448717.23 E:3113345.16 N:1448861.35 E:3114043.93 N:1448865.23 E:3114124.15 @ 1.5% 18.0 LF 4995 5000 5005 5010 5015 5020 5025 5030 4995 5000 5005 5010 5015 5020 5025 5030 9+5010+0011+0012+0013+0014+0015+0016+0017+0018+0018+50 22.27 LF 18" HDPE @ 0.60% 255.40 LF 18" HDPE @ 1.05% 172.17 LF 18" HDPE @ 0.50%188.98 LF 18" HDPE @ 0.50% 99.39 LF 18" HDPE @ 0.50% ST M H 5 - 6 ST A 1 7 + 1 8 . 9 9 RI M 5 0 1 4 . 8 ± IN V . I N 5 0 1 0 . 4 1 ( W ) IN V . O U T 5 0 1 0 . 4 1 ( N E ) ST M H 5 - 5 ST A 1 5 + 3 0 . 0 2 RI M 5 0 1 4 . 9 ± IN V . I N 5 0 0 9 . 4 7 ( S W ) IN V . O U T 5 0 0 9 . 4 7 ( E ) ST M H 5 - 4 ST A 1 3 + 5 7 . 8 5 RI M 5 0 1 4 . 6 ± IN V . I N 5 0 0 8 . 6 1 ( W ) IN V . O U T 5 0 0 8 . 6 1 ( E ) OU T L E T 5 - 7 ST A 1 8 + 1 8 . 3 8 IN V . 5 0 1 0 . 9 1 ( E ) ST M H 5 - 2 ST A 1 0 + 8 0 . 1 8 RI M 5 0 1 1 . 2 ± IN V . I N 5 0 0 5 . 7 8 ( S ) IN V . I N 5 0 0 5 . 7 8 ( W ) IN V . O U T 5 0 0 4 . 8 7 ( E ) FE S 5 - 1 ST A 1 0 + 0 0 . 0 0 IN V . 5 0 0 4 . 4 7 ( W ) EXISTING GROUND PROPOSED GROUND 80.18 LF 18" RCP @ 0.50% ST M H 5 - 3 ST A 1 1 + 0 2 . 4 4 RI M 5 0 1 1 . 5 ± IN V . I N 5 0 0 5 . 9 1 ( W ) IN V . O U T 5 0 0 5 . 9 1 ( N ) PRIVATE 2-YR HISTORIC RELEASE UD I N S E R T A T E E 4 - 3 ST A 1 6 + 9 0 . 9 8 IN V . 5 0 1 0 . 7 3 ( N W ) 50 0 4 . 0 9 78.70 LF @ 1.13% 50 1 1 . 4 8 50 0 5 . 4 8 50 0 5 . 6 8 50 0 4 . 9 8 18.0 LF @ 1.50% 50 0 5 . 8 5 50 0 5 . 8 4 253.70 LF @ 1.04% 50 0 8 . 5 3 50 0 8 . 4 9 50 1 4 . 6 5 50 0 9 . 4 0 50 0 9 . 4 0 50 1 4 . 8 2 175.10 LF @ 0.50% 189.30 LF @ 0.47% 98.40 LF @ 0.70% 50 1 0 . 3 0 50 1 0 . 2 9 50 1 5 . 7 6 50 1 0 . 9 9 50 1 0 . 9 5 UD ST ST FES ST STSTST IP IP IP C.O.C.O. FES D D D D UD UD UD UD UD UD UD X X 30" W 30" W X X X 30" W PROPOSED 2' CONCRETE PAN CA N A L I M P O R T A T I O N STORM DRAIN 2 SEE SHEET C 623 STORM DRAIN 3 SEE SHEET C 623 29.50 LF 15" HDPE @ 3.30% STMH 5-2 STA 10+00.00 N: 1448859.30 E: 3114045.64 OUTLET 5-2.1 STA 10+29.50 N: 1448849.58 E: 3114017.78 SPRIN G C R E E K UNDERDRAIN SEE SHEET C 626 STORM DRAIN 5 SEE THIS SHEET-LEFT23.85 LF @ 5.11% N:1448861.35 E:3114043.93 N:1448849.12 E:3114018.74 4995 5000 5005 5010 5015 5020 5025 5030 4995 5000 5005 5010 5015 5020 5025 5030 9+5010+0011+00 ST M H 5 - 2 ST A 1 0 + 0 0 . 0 0 RI M 5 0 1 1 . 2 ± IN V . I N 5 0 0 5 . 7 8 ( S ) IN V . I N 5 0 0 5 . 7 8 ( W ) IN V . O U T 5 0 0 4 . 8 7 ( E ) 29.50 LF 15" HDPE @ 3.30% OU T L E T 5 - 2 . 1 ST A 1 0 + 2 9 . 5 0 IN V . 5 0 0 6 . 7 5 ( E ) EXISTING GROUND PROPOSED GROUND PRIVATE 50 0 6 . 9 0 50 1 1 . 4 8 50 0 5 . 4 8 50 0 5 . 6 8 50 0 4 . 9 8 23.85 LF @ 5.11% Sheet TH E Q U A R R Y B Y W A T E R M A R K E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 56 C 625 PL A N & P R O F I L E ST O R M D R A I N S 5 & 5 - 2 38 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R NORTH ( IN FEET ) 1 inch = ft. Feet05050 50 100 150 PROFILE SCALE: STORM DRAIN 5 EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: NOTES: W EXISTING SANITARY SEWER SS PROPOSED STORM INLET PROPOSED CURB & GUTTER PROPOSED SANITARY SEWER PROPOSED FIRE HYDRANT EXISTING FIRE HYDRANT PROPOSED LOT LINE PROJECT BOUNDARY EXISTING RIGHT OF WAY EXISTING STORM SEWER EASEMENT LINE 1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL STORM DRAINS, SANITARY SEWER MAINS, WATER MAINS, AND SERVICES. 3.PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND STRUCTURES. SPECIFIED LENGTH OF PIPE INCLUDES THE LAYING LENGTH OF FLARED END SECTIONS. 4.ALL RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC RIGHTS-OF-WAY SHALL BE GOVERNED BY CITY OF FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR HP SANITITE) OUTSIDE OF THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE). 5.CONTRACTOR SHALL CONFIRM THAT MANHOLE DIAMETERS ARE SUFFICIENT FOR THEIR PROPOSED METHODS OF INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES, ETC.). 6.CONTRACTOR SHALL DEFLECT SERVICE LINES TO AVOID STORM DRAIN LINES BY 18" VERTICALLY. 7.NYLOPLAST BASINS MAY BE SUBSTITUTED FOR ALTERNATIVE EQUIVALENT PRODUCT WITH ENGINEER'S APPROVAL PROPOSED RIGHT OF WAY INLET SUMMARY TABLE DESIGN POINT DESIGN INLET LABEL INLET TYPE INLET SIZE A2 INLET 2-5 Type 13 Combo Single A2 INLET 2-5A Type 13 Combo Quadruple B2 INLET 1-3 Nyloplast 3'X3' (36" basin)3' X 3' B3 INLET 1-4 Nyloplast 3'X3' (36" basin)3' X 3' B6 INLET 1-9.5 Type 13 Combo Single B7 INLET 1-9.1 Type 13 Combo Single B9 INLET 1-5.1 Type R Single B10 INLET 1-6.3 Type R Single D3 INLET 6-2 Nyloplast 2'X2'2' X 2' D5 INLET 4-4.2-1 Nyloplast 3'X3' (30" basin)3' X 3' D5 INLET 4-4A Nyloplast 3'X3' (30" basin)3' X 3' DOUBLE DOUBLE KEYMAP CABLE F.O. TE MH 24" SS 24" SS 24" SS 24" SS 24" S S 24" S S 24" S S 24" S S 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T G W W W W W W W W W W W W W W W W W W W W W W W W W W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W E E E E E E E E E E E E E E E E E E E E E G G G G G G G G G G G G G G G G G G G G G X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD MH / / / / / / / / / / / / / / / / / / / / / / / / 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W X ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST STORM DRAIN 5 STORM DRAIN 5-2 PROFILE SCALE: STORM DRAIN 5-2 1 CH A M B E R 2 U N D E R D R A I N BR R 05 / 2 4 / 2 0 2 2 1 1 THESE RECORD DRAWINGS, PRODUCED BY NORTHERN ENGINEERING SERVICES, INC., ARE BASED IN WHOLE, OR IN PART, UPON INFORMATION PROVIDED BY OTHERS. NORTHERN ENGINEERING SERVICES, INC. ASSUMES NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION. RECORD DRAWING 02/23/2024 RECORD INFO.ONLY(SEE NOTE) 7 7 OV E R A L L S I T E & D R A I N A G E C E R T I F I C A T I O N CL U 04 / 2 3 / 2 5 30" WATERLINE 2" INSULATIVE FOAM (AS APPROVED BY CITY OF FORT COLLINS) FLOWFILL STORM LINE 24" VARIES VARIES - 12" MIN. WATERLINE TO BE WRAPPED NOTE: INSPECTOR MUST BE PRESENT DURING CONSTRUCTION CRUSHED ROCK BEDDING SPRING LINE 6" No-Hub Bottom Outlet Closed End Cap 6" - 90° Bend 6" HDPE STORM DRIAN 6" PVC Pipe C 806 DR A I N A G E D E T A I L S 48 701 CONCRETE PAN Sheet TH E Q U A R R Y B Y W A T E R M A R K E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 56 703 6 IN. SEE DETAIL 'A' BOLT LAYOUT PER MANUFACTURER B B A A 12" WIDE COVER (SEE DETAIL ABOVE) FRAME AND ANCHORING BY MANUFACTURER 12" WIDE COVER (COORDINATE w/ OWNER AND LANDSCAPE ARCH.) 18 IN. PER FT. SLOPE NOTES: 1.CONFIRM FRAME AND GRATE DIMENSIONS WITH MANUFACTURER PRIOR TO POURING CONCRETE CHASE. 2.SUBGRADE SHALL BE LEFT LOW ON EITHER SIDE OF CHASE SUCH THAT TOP OF SOD IS FLUSH WITH INVERT. SI D E W A L K ISOMETRIC VIEW SECTION A-A DETAIL 'A' SECTION B-B 4' 6" SEE NOTE 1 2 1 2 1 COVER VARIES, 6" TYP. FRAME AND MOUNTING HARDWARE BY MANUFACTURER (SEE DETAIL A) 1' 1' SIDEWALK CHASE 12"12" CHASE 1' CHASE 2' EXTEND 1' PAST END OF WALK EXTEND 1' PAST END OF WALK 702 DETENTION POND DEPTH GAUGE REV7004-110-007DWG NO.1 OF 1SHEET1:16SCALEDWG SIZE A 3130 VERONA AVE BUFORD, GA 30518 PHN (770) 932-2443 FAX (770) 932-2490 www.nyloplast-us.com DRAIN BASIN WITH OUTLET WEIR FOR STORMTECH TITLE PROJECT NO./NAME MATERIAL DATE APPD BY 10-28-03DATE EBCDRAWN BYTHIS PRINT DISCLOSES SUBJECT MATTER IN WHICH NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT OR POSSESSION OF THIS PRINT DOES NOT CONFER, TRANSFER, OR LICENSE THE USE OF THE DESIGN OR TECHNICAL INFORMATION SHOWN HEREIN REPRODUCTION OF THIS PRINT OR ANY INFORMATION CONTAINED HEREIN, OR MANUFACTURE OF ANY ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN PERMISSION FROM NYLOPLAST. 10-28-03 CJA 4" - 24" INLET PIPE 3 OUTLET WEIR 18" - 30" DRAIN BASIN BODY 18" - 30" FRAME & SOLID COVER 1 2 6" - 24" OUTLET PIPE TO HEADER / MANIFOLD 12" - 24" OUTLET PIPE TO ISOLATOR ROW INLET PIPE 3 1 - INVERT ELEVATIONS & LOCATIONS TO BE DETERMINED BY ENGINEER 2 - HEIGHT OF WEIR TO BE DETERMINED BY ENGINEER 3 - WEIR CUSTOM MANUFACTURED WITH STAINLESS STEEL TO MEET OUTLET PIPE OPEN AREA SIDE SECTION VIEW TOP VIEW W/ FRAME & COVER REMOVED 5011.55ELEV. 2 705 STORMTECH VAULT - BASIN w/ WEIR INSULATIVE FOAM AND FLOW FILL OVER EXISTING WATERLINE704 5013.58ELEV. 2 STORMTECH 1 STORMTECH 2 707 CONCRETE FOREBAY A A SECTION A-A PLAN VIEW DIRECTION OF FLOW PROPOSED NATIVE MATERIAL SUBBASE FLOWLINE OF NOTCH FINISH GROUND 6" W 6.0" DIRECTION OF FLOW NOTE: 1.SEE GRADING PLAN FOR ELEVATIONS AND SLOPES. 1" NOTCH 6" TYP. 8' 8' ROOF DRAIN CONNECTION706 700 HEADWALL DETAIL (MODIFIED BY NORTHERN ENGINEERING) TRENCH DRAIN DETAIL NOTE: + Actual Channel length is 81 1 4" to allow for overlap. 708A-2000 PVC PIPE, 4" PIPE AND SLOPE TO DRAIN (0.5% MIN) REDUCING TEE (IF NEEDED) INVERT PER PLAN TEE FITING 90 DEGREE BEND 3.2' BELOW FINISH FLOOR 4" PVC 6" DOWNSPOUT ADAPTER 4x5 DOWNSPOUT PER ARCH PLANS BUILDING FACE FINISHED GROUND MIN 2' COVER Not To Scale 1 RE V I S I O N 1 BR R 05 / 0 2 / 2 0 2 2 7 OV E R A L L S I T E & D R A I N A G E C E R T I F I C A T I O N CL U 04 / 2 3 / 2 5 C 807 DR A I N A G E D E T A I L S 49 Sheet TH E Q U A R R Y B Y W A T E R M A R K E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 56 CITY OF FORT COLLINS BIORETENTION SAND MEDIA SPECIFICATION PART 1 - GENERAL A. Bioretention Sand Media (BSM) shall be uniformly mixed, uncompacted, free of stones, stumps, roots, or other similar objects larger than two inches. No other materials or substances shall be mixed or dumped within the bioretention area that may be harmful to plant growth or prove a hindrance to the facility’s function and maintenance. B. BSM shall be free of plant or seed material of non-native, invasive species, or weeds. C. Fully mixed BSM shall be tested prior to installation and meet the following criteria: 1. P-Index of less than 30 2. pH of 5.5-6.5. Should pH fall outside of the acceptable range, it may be modified with lime (to raise) or iron sulfate plus sulfur (to lower). The lime or iron sulfate must be mixed uniformly into the BSM prior to use in the bioretention facility. 3. Cation Exchange Capacity (CEC) greater than 10 4. Phosphorous (Phosphate, P2O5) not to exceed 69 ppm 5. BSM that fails to meet the minimum requirements shall be replaced at the Contractor’s expense. D. BSM shall be delivered fully mixed in a drum mixer. Onsite mixing of piles will not be allowed. Mixing of the BSM to a homogeneous consistency shall be done to the satisfaction of the Owner. PART 2 - SOIL MATERIALS A. Sand 1. BSM shall consist of 60% sand by volume meeting ASTM C-33. B. Shredded Cedar Mulch 1. BSM shall consist of 5% shredded cedar mulch by volume. 2. Shredded mulch shall be loosely packed, approximate bulk density of 50-100 lbs/CY. C. Topsoil 1. BSM shall consist of 30% topsoil by volume. 2. Topsoil shall be classified as sandy loam, loamy sand, or loam per USDA textural triangle with less than 5% clay material. 3. Onsite, native material shall not be used as topsoil. 4. Textural analysis shall be performed on topsoil, preferably at its source, prior to including topsoil in the mix. Topsoil shall be free of subsoil, debris, weeds, foreign matter, and any other material deleterious to plant health. 5. Topsoil shall have a pH range of 5.5 to 7.5 and moisture content between 25-55%. 6. Contractor shall certify that topsoil meets these specifications. D. Leaf Compost 1. BSM shall consist of 5% leaf compost by volume. 2. Leaf compost shall consist of Class 1 organic leaf compost consisting of aged leaf mulch resulting from biological degradation and transformation of plant-derived materials under controlled conditions designed to promote aerobic decomposition. December 2017 BIORETENTION SAND MEDIA SPECIFICATION 2 3. The material shall be well composted, free of viable weed seeds and contain material of a generally humus nature capable of sustaining growth of vegetation, with no materials toxic to plant growth. 4. Compost shall be provided by a local US Composting Council Seal of Testing Assurance (STA) member. A copy of the provider’s most recent independent STA test report shall be submitted to and approved by the Owner prior to delivery of BSM to the project site. 5. Compost material shall also meet the following criteria: a. 100 percent of the material shall pass through a 1/2 inch screen b. PH of the material shall be between 6.0 and 8.4 c. Moisture content shall be between 35 and 50 percent d. Maturity greater than 80 percent (maturity indicator expressed as percentage of germination/vigor, 80+/80+) e. Maturity indicator expressed as Carbon to Nitrogen ration < 12 f. Maturity indicator expressed as AmmoniaN/NitrateN Ratio <4 g. Minimum organic matter shall be 40 percent dry weight basis h. Soluble salt content shall be no greater than 5500 parts per million or 0-5 mmhos/cm i. Phosphorus content shall be no greater than 325 parts per million j. Heavy metals (trace) shall not exceed 0.5 parts per million k. Chemical contaminants: meet or exceed US EPA Class A standard, 40 CFR 503.13, Tables 1 & 3 levels l. Pathogens: meet or exceed US EPA Class A standard, 40 CFR 503.32(a) levels PART 3 - EXECUTION A. General 1. Refer to project specifications for excavation requirements. B. Placement Method 1. BSM material shall be spread evenly in horizontal layers. 2. Thickness of loose material in each layer shall not exceed 9-inches. 3. Compaction of BSM material is not required. 800 BIORETENTION SAND MEDIA SPECIFICATION ORIFICE OPENING (4.00" Ø, POND 1) (9.50" Ø, POND 2) PLATE CENTERED OVER PIPE OPENING IN WALL 12" Ø HOLES FOR 3 8" Ø EXPANSION BOLTS EMBEDDING 2" INTO CONCRETE WALL @ 6" O.C. MIN. 5 16" THICK GALVANIZED STEEL PLATE D D+4" D+4" ORIFICE INVERT SHALL MATCH PIPE INVERT 15" HDPEPOND 1 - D 18" HDPEPOND 2 - D 801 OUTLET STRUCTURE 100-YEAR ORIFICE PLATE CAD FILE NAME: DRAWN BY:T. COX D46.dwg 8/15/05DATE DRAWN: CC A A B B 3'-6"Ls1' 6" Ws 6" 6" VA R I E S VA R I E S 6" Ws / 2 Ws / 2 SECTION C-C SECTION A-A SECTION B-B WELL SCREEN FLOW CONTROL PLATE 2' - 6 " 6" Wo Wo Wo Wp 4" (T Y P . ) 1' (M A X . ) PLAN 6" 3" CL R . D 1 GENERAL NOTES SECTION D-D WQ D D A A OPP. CLR. ABBREVIATIONS @ # Wp Wo TYP. DIA. O.C. MAX. MIN. LEGEND WQINV. ELEV. 6" 6" Ls Ws DETAIL LAST DATE REVISED:4/7/11 POND 1 POND 2 ELEV A 5006.75 5010.91 ELEV B 5008.75 5012.95 ELEV C 5009.75 5013.95 D wq (FT)N/A 2.04 LS (FT)4.00 4.00 WS (FT)4.00 4.00 WO (FT)N/A 1.00 HOLE DIA (INCH)N/A 13/16 # ROWS N/A 6 # COLUMNS N/A 1 100-YEAR ORIFICE DIA (INCH) 4 9.50 802 OUTLET STRUCTURE 803 CONCRETE CHANNEL FOR STORM OUTLET FG 0.5' 2' 0.5' #4@6" O.C. #4L@12" O.C. 3" CL R . #4@12" O.C.#4L@12" O.C. EMERGENCY OVERFLOW WEIR SUMMARY TABLE Pond No.Top of Weir Elevation (ft) Top of Bank Elevation (ft) Notch Elevation (ft) Bottom Elevation (ft) Notch Width, W, ft Length, L (ft) 1 5012.80 5012.80 5011.80 5010.30 35 4 804 EMERGENCY OVERFLOW WEIR 1 1 RE V I S I O N 1 BR R 05 / 0 2 / 2 0 2 2 THESE RECORD DRAWINGS, PRODUCED BY NORTHERN ENGINEERING SERVICES, INC., ARE BASED IN WHOLE, OR IN PART, UPON INFORMATION PROVIDED BY OTHERS. NORTHERN ENGINEERING SERVICES, INC. ASSUMES NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION. RECORD DRAWING 5006.83 5008.85 5009.69 5011.22 5012.85 5013.80 7 OV E R A L L S I T E & D R A I N A G E C E R T I F I C A T I O N CL U 04 / 2 3 / 2 5 3/4 4.00" 9.50" 4.0"9.5" 301 N Howes Street Suite 100 Ft Collins, CO 80521 | (970) 221-4158 | epsgroupinc.com 7 of 7 ATTACHMENT 5 STATE PORTAL DOCUMENTS FINAL DRAINAGE REPORT THE QUARRY BY WATERMARK FORT COLLINS, COLORADO January 25, 2022 NORTHERNENGINEERING.COM 970.221.4158 FORT COLLINS GREELEY This Drainage Report is consciously provided as a PDF. Please consider the environment before printing this document in its entirety. When a hard copy is necessary, we recommend double-sided printing. January 25, 2022 City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, CO 80521 RE: FINAL DRAINAGE REPORT FOR THE QUARRY BY WATERMARK Dear Staff, Northern Engineering is pleased to submit this Final Drainage Report for your review. This report accompanies the combined Final Plan submittal for the proposed The Quarry by Watermark This report has been prepared in accordance with the Fort Collins Stormwater Criteria Manual (FCSCM) and serves to document the stormwater impacts associated with the proposed The Quarry by Watermark housing project. We understand that review by the City of Fort Collins is to assure general compliance with standardized criteria contained in the FCSCM. If you should have any questions as you review this report, please feel free to contact us. Sincerely, NORTHERN ENGINEERING SERVICES, INC. CASSANDRA UNGERMAN, EI DANNY WEBER, PE Project Engineer Project Manager I hereby attest that this report for the final drainage design for The Quarry by Watermark was prepared by me or under my direct supervision, in accordance with the provisions of the Fort Collins Stormwater Criteria Manual. I understand that the City of Fort Collins does not and will not assume liability for drainage facilities designed by others. NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: THE QUARRY BY WATERMARK FORT COLLINS | GREELEY TABLE OF CONTENTS TABLE OF CONTENTS 1/25/22 Stormwater Facility Name: Facility Location & Jurisdiction: User Input: Watershed Characteristics User Defined User Defined User Defined User Defined Selected BMP Type = EDB Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs] Watershed Area = 8.47 acres 0.00 175 0.00 0.00 Watershed Length =1,200 ft 0.20 1,402 1.00 0.47 Watershed Length to Centroid = 600 ft 0.40 3,291 2.00 0.66 Watershed Slope =0.010 ft/ft 0.60 6,407 3.00 0.81 Watershed Imperviousness = 57.0%percent 0.80 9,222 4.00 0.93 Percentage Hydrologic Soil Group A = 7.0%percent 1.00 11,252 4.80 1.00 Percentage Hydrologic Soil Group B = 70.0%percent 1.20 13,289 Percentage Hydrologic Soil Groups C/D = 23.0%percent 1.40 15,138 Target WQCV Drain Time = 40.0 hours 1.60 16,609 1.80 17,629 User Input 2.00 18,175 2.20 18,651 2.40 19,114 2.60 19,578 2.80 20,046 3.00 20,534 3.20 21,048 3.40 21,626 3.60 22,300 3.80 23,066 4.00 24,306 4.20 25,439 4.40 26,190 4.60 26,939 4.80 27,274 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 0.88 1.16 1.46 2.49 3.06 in CUHP Runoff Volume =0.160 0.323 0.458 0.645 1.408 1.853 acre-ft Inflow Hydrograph Volume =N/A 0.323 0.458 0.645 1.408 1.853 acre-ft Time to Drain 97% of Inflow Volume =5.6 9.4 11.8 14.7 24.8 29.8 hours Time to Drain 99% of Inflow Volume =6.1 10.0 12.5 15.6 26.2 31.5 hours Maximum Ponding Depth =1.15 1.38 1.71 2.13 3.68 4.45 ft Maximum Ponded Area =0.29 0.34 0.39 0.42 0.52 0.61 acres Maximum Volume Stored =0.161 0.235 0.357 0.527 1.255 1.687 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 Pond 1 - As-built The Quarry by Watermark, City of 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_Pond 1-AB, Design Data 4/23/2025, 11:42 AM 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 1.0 User Precip 1 Equal SA Inputs 1 Equal SD Inputs 1 Stormwater Detention and Infiltration Design Data Sheet 0 5 10 15 20 25 0.1 1 10 FL O W [ c f s ] TIME [hr] 100YR IN 100YR OUT 50YR IN 50YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT WQCV IN WQCV OUT 0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5 0.1 1 10 100 PO N D I N G D E P T H [ f t ] DRAIN TIME [hr] 100YR 50YR 10YR 5YR 2YR WQCV SDI_Design_Data_v2.00_Pond 1-AB, Design Data 4/23/2025, 11:42 AM Stormwater Facility Name: Facility Location & Jurisdiction: User Input: Watershed Characteristics User Defined User Defined User Defined User Defined Selected BMP Type = EDB Note: L / W Ratio > 8 Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs] Watershed Area = 6.45 acres L / W Ratio = 12.18 0.00 73 0.00 0.00 Watershed Length =1,850 ft 0.20 880 1.00 0.09 Watershed Length to Centroid = 925 ft 0.40 2,032 2.00 3.60 Watershed Slope =0.011 ft/ft 0.60 4,006 3.00 4.41 Watershed Imperviousness = 79.0%percent 0.80 5,377 4.00 5.06 Percentage Hydrologic Soil Group A = 7.0%percent 1.00 6,625 4.12 5.22 Percentage Hydrologic Soil Group B = 70.0%percent 1.20 7,811 Percentage Hydrologic Soil Groups C/D = 23.0%percent 1.40 9,232 Target WQCV Drain Time = 40.0 hours 1.60 10,319 1.80 11,188 User Input 2.00 11,764 2.20 12,327 2.40 12,926 2.60 13,551 2.80 14,204 3.00 14,917 3.20 15,661 3.40 16,474 3.60 17,325 3.80 18,334 4.00 19,955 4.12 20,895 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 0.88 1.16 1.46 2.49 3.06 in CUHP Runoff Volume =0.173 0.356 0.492 0.653 1.249 1.588 acre-ft Inflow Hydrograph Volume =N/A 0.356 0.492 0.653 1.249 1.588 acre-ft Time to Drain 97% of Inflow Volume =15.3 15.6 14.7 13.7 11.1 10.0 hours Time to Drain 99% of Inflow Volume =17.2 18.3 17.9 17.5 16.6 16.3 hours Maximum Ponding Depth =1.54 1.45 1.65 1.87 3.06 3.74 ft Maximum Ponded Area =0.23 0.22 0.24 0.26 0.35 0.41 acres Maximum Volume Stored =0.174 0.155 0.201 0.256 0.615 0.872 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 Pond 2 - As-Built The Quarry by Watermark, City of 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_Pond 2-AB, Design Data 4/23/2025, 2:43 PM Booleans for Message Booleans for CUHP 1 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 1.0 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 FL O W [ c f s ] TIME [hr] 100YR IN 100YR OUT 50YR IN 50YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT WQCV IN WQCV OUT 0 0.5 1 1.5 2 2.5 3 3.5 4 0.1 1 10 100 PO N D I N G D E P T H [ f t ] DRAIN TIME [hr] 100YR 50YR 10YR 5YR 2YR WQCV SDI_Design_Data_v2.00_Pond 2-AB, Design Data 4/23/2025, 2:43 PM