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Home My WebLink AboutDrainage Reports - 05/18/2017City of'Ft, Cd1i1pro ed Plans Approval By Date-G-18-t7. Final Drainage, Sediment/Erosion Control and Stormwater Quality Report for Lot 1, Harmony Technolo Park Fifth Filing Being a portion of Lot 2, Harmony Technology Park Second Filing Fort Collins, Colorado Prepared for: WilMarc Medical, LLC 224 Canyon Avenue Suite 120 Fort Collins, Colorado 80521 Prepared by: SHEAR ENGINEERING CORPORATION Project No: 2540-02-16 Date: April 2017 4836 S. College, Suite 12, Ft. Collins, CO 80325 (970) 226-5334 Fax (970) 282-0311 ww-w.shearengineering.com I hereby certify that this Final Drainage, Sediment/Erosion Control and Stormwater Quality Report for the design of stormwater management facilities for "Lot 1, Harmony Technology Park Fifth Filing" was prepared under my direct supervision in accordance with the provisions of the City of Fort Collins Storm Drainage Design Criteria and construction standards for the owners thereof. a"" p REC," �r+APO..........• .ZSj rOONF I E��•.:F,As, (P o -20262 m Brian W. Shear, P.E. Registered Professional Engineer State of Colorado No: 20262 ROCK CREEK DRIVE VICINITY MAP TO I-25► --'L' =I= i k # j nL ifiiii 1 TABLE OF CONTENTS Title Page Vicinity Map Table of Contents I. INTRODUCTION: ........................................................................................................ I II. GENERAL LOCATION AND DESCRIPTION......................................................... 2 A. Property location........................................................................................................ 2 B. Description of Property.............................................................................................. 2 III. DRAINAGE BASINS AND SUB-BASINS..................................................................2 A. Major Basin Description............................................................................................ 2 B. Sub -Basin Description............................................................................................... 4 C. Historic Conditions.................................................................................................... 4 IV. DRAINAGE DESIGN CRITERIA.............................................................................. 4 A. Regulations.....................................................................................4 B. Directly Connected Impervious Area (DCIA) Discussion...............................4 C. Development Criteria Reference and Constraints.........................................5 D. Hydrologic Criteria............................................................................5 E. Hydrologic Criteria............................................................................6 V. DRAINAGE FACILITY DESIGN............................................................................... 6 A. General Concept......................................................................................................... 6 B. Specific Details — Runoff.........................................................:................................. 6 C. Specific Details — Detention...................................................................................... 7 D. Specific Details — Storm Sewer................................................................................. 9 E. Specific Details — Swales......................................................................................... 10 VI. WATER QUALITY..................................................................................................... 10 A. General Concept....................................................................................................... 10 VII. EROSION CONTROL — STORMWATER MANAGEMENT...............................10 A. General Concept....................................................................................................... 10 B. Specific Details — Erosion/Sediment Controls......................................................... 11 C. Potential Sources of Pollution/Materials and Site Management .............................. 13 D. Erosion Control Security Deposit............................................................................ 15 VIII. LOW IMPACT DEVELOPMENT (LID).................................................................15 A. General Concept - Specific Details — Process .......... :............................................... 15 IX. CONCLUSIONS..........................................................................................................17 A. Compliance with Standards..................................................................................... 17 B. Drainage Concept..................................................................................................... 17 X. VARIANCE REQUEST..............................................................................................17 A. Variance from City of Fort Collins Requirements................................................... 17 XI. REFERENCES.............................................................................................................17 APPENDIX I Hydrology Storm Sewer Inlets Open Channels LID Calculations APPENDIX II Table RO-11: Rational Method Runoff Coefficients for Composite Analysis, FCSDCM Table 6-3: Recommended Percentage Imperviousness Values, USDCM. Figure RA-2: City of Fort Collins, Colorado Rainfall Intensity -Duration -Frequency Curve, LCSDS FIRM (Flood Insurance Rate Map) Community Panel number 08069C0994F (Panel 994 of 1420; Map Revised December 19, 2006) APPENDIX III Erosion Control Security Deposit Estimate APPENDIX IV Harmony Technology Park Infrastructure Improvements Drainage Basin Exhibit — Phase 2 by Aspen Engineering Harmony Technology Park Stormwater Master Plan Master Drainage Plan Sediment and Erosion Control Plan Page 1 Final Drainage, Sediment/Erosion Control and Stormwater Quality Report Lot 1, Harmony Technology Park Fifth Filing I. INTRODUCTION: 1. This report presents the pertinent data, methods, assumptions, references and calculations used in analyzing and preparing the final drainage, erosion/sediment control, water quality and Low Impact Development (LID) design for Lot 1, Harmony Technology Park Fifth Filing. 2. Lot 1, Harmony Technology Park Fifth Filing is a portion of Lot 2, Harmony Technology Park Second Filing. 3. On -site detention will not be provided with this site since this site is included in the Harmony Technology Park Stormwater Master Plan for Harmony Technology Park. This site is located within three (3) SWWM Basins defined with the Harmony Technology Park Stormwater Master Plan. Refer to Appendix IV for the Harmony Technology Park Stormwater Master Plan SWWM Exhibit. a. A portion of the site is included in SWMM Basin 601. SWMM Basin 601is included with recent infrastructure improvements including a regional detention and water quality pond (Harmony Commons Pond 100) which combines the master plan ponds 101, 301 and 600 into a new single pond. Reference Final Drainage and Erosion Control Report for Harmony Technology Park Infrastructure Improvements; Aspen Engineering; November 4, 2015. ii. Reference Final Drainage and Erosion Control Report for Harmony Commons (Pond Only Portion); Aspen Engineering; January 20, 2016. b. The south portion of the site is included in Harmony Technology Park Stormwater Master Plan SWMM Basin 100. Runoff is directed to Detention Pond 110 located at the intersection of Lady Moon Drive and Rock Creek Drive. Existing storm sewer in Precision Drive to Pond 110 is stubbed to this site. i. Refer to Basins 1 and 3 (1.88 total acres) on Master Drainage Plan for this project. C. The Northeast portion of the site is included in Harmony Technology Park Stormwater Master Plan SWMM Basin 501. This basin is not currently accommodated. Therefore,this project will direct runoff from this project's portion of SWMM Basin 501 to Harmony Commons Regional Pond 100 (combined SWMM Ponds 101, 600 & 301) north and east of this site. Page 2 Final Drainage, Sediment/Erosion Control and Stormwater Quality Report Lot 1, Harmony Technology Park Fifth Filing i. Refer to Basins 2, 4, 5 and 6 (3.1 total acres) on Master Drainage Plan for this project. II. GENERAL LOCATION AND DESCRIPTION A. Property location Lot 1, Harmony Technology Park Fifth Filing is located in a portion of the northwest quarter of Section 4, Township 6 North, Range 68 West of the 6th Principal Meridian, City of Fort Collins, County of Larimer, State of Colorado. 2. Lot 1, Harmony Technology Park Fifth Filing located at the northeast corner of the intersection of Technology Parkway and Precision Drive. It is bounded on the south by Precision Drive and on the west by Technology Parkway. It is south of Timberwood Drive and West of Lady Moon Drive. 3. Refer to the vicinity map located near the beginning of this report. B. - Description of Property Lot 1, Harmony Technology Park Fifth Filing is a portion of Lot 2, Harmony Technology Park Second Filing consisting of a total area of 4.999 acres. 2. Lot 1, Harmony Technology Park Fifth Filing will consist of 92,875 square foot one story warehouse / office building with approximately 100 parking spaces. 3. The site is currently undeveloped irrigated agricultural land. III. DRAINAGE BASINS AND SUB -BASINS A. Major Basin Description The entire site is located in the McClellands Basin as delineated on the City of Fort Collins Stormwater Basin Map (Figure 2). Page 3 Final Drainage, Sediment/Erosion Control and Stormwater Quality Report Lot 1, Harmony Technology Park Fifth Filing n ~ 2 n z z c .r- WESTYlNE { }. ® W ELQABET� BT OLD TOWN CANAL IMPORTATION W pwRE RD t SPRING CREEK N HUR.S4TUU'H q0 MAIL CREEK WMR yRD C«JK'11 LLL.b" gIOUNT�z1 VWT� OR ORYCREEK E o�Nc ors COOPER SLOWH%- t�rca..++- BOXELDER c MULRf.ARY 6i E PROWCT RD 0 3 CACHE LA i i POUORE FOOTHILLS ® C G FOX MEADOWS MCCLELLANDS RECM[q RD I w FOSSIL CREEK CA. %TtR RU Figure 2: City of'Forl Collins Stormwater Basin flap 2. The project site is located in the McClelland drainage basin of the City of Fort Collins Stormwater Master Plan Basins. The project drainage will be in conformance to this study, which can be found in the East Harmony Portion of the McClellands Creek Master Drainage Plan (August 1999). 3. This site is included in the Harmony Technology Park Stormwater Master Plan for Harmony Technology Park. This site is located within three (3) SWWM Basins defined with the Harmony Technology Park Stormwater Master Plan. Refer to Appendix IV for the Harmony Technology Park Stormwater Master Plan SWWM Exhibit and the Introduction section of this report for more detail. Page 4 Final Drainage, Sediment/Erosion Control and Stormwater Quality Report Lot 1, Harmony Technology Park Fifth Filing 4. The property is not within the limits of a FEMA designated floodplain. Reference FIRM (Flood Insurance Rate Map) Community Panel number 08069C0994F (Panel 994 of 1420; Map Revised December 19, 2006). B. Sub -Basin Description Refer to Master Drainage Plan for this project for sub -basin definitions, areas and runoff coefficients. C. Historic Conditions The existing terrain slopes from the northwest to the southeast at an average grade of 0.40%. Site runoff flows overland to Precision Drive. IV. DRAINAGE DESIGN CRITERIA A. Regulations 1. Design Criteria from the City of Fort Collins Storm Drainage Design Criteria Manual (FCSDCM) were considered. 2. All erosion control design criteria from the City of Fort Collins Erosion Control Reference Manual were considered. B. Directly Connected Impervious Area (DCIA) Discussion The drainage design for this project follows the Four Step Process to Minimize Adverse Impacts of Urbanization as outlined in the USDCM. The USDCM software UD-BMP v. 3.05 will be utilized to select and then analyze the benefits of the implemented LID practices and BMP's. Step 1: Employ Runoff Reduction Practices To reduce runoff peaks, volumes, and pollutant loads from urbanizing areas, implement Low Impact Development (LID) strategies, including Minimizing Directly Connected Impervious Areas (MDCIA) Step 2: Implement BMPs that Provide a Water Quality Capture Volume with Slow release Once runoff has been minimized, the remaining runoff shall be treated through the porous pavement system. The porous pavement system allows for settlement of sediments Page 5 Final Drainage, Sediment/Erosion Control and Stormwater Quality Report Lot 1, Harmony Technology Park Fifth Filing . Step 3: Stabilize Drainageways Natural Drainageways are subject to bed and bank erosion due to increases in frequency, duration, rate and volume of runoff during the following development. Because the site will drain to a master planned regional water quality and detention pond, bank stabilization is unnecessary with this project. Step 4: Implement Site -Specific and Other Source Control BMPs Proactively controlling pollutants at their source by preventing pollution rather than removing contaminants once they have entered the stormwater system or receiving waters is important when protecting storm systems and receiving waters. This can be accomplished by through site -specific needs such as construction site runoff control, post -construction runoff,control and pollutant prevention / good housekeeping. It will be the responsibility of the contractor to develop a procedural best management practice for the site. C. Development Criteria Reference and Constraints 1. Generally, any additional development within the site will not redefine grades along the property boundaries. 2. Technology Parkway and Precision Drive exist and therefore grades are established to the west and to the south. 3. Harmony Commons Regional Pond 100 (combined SWMM Ponds 101,600 & 301) located immediately east of this site has been designed by others to have a 100yr WSEL of 4908.25. a. Reference Harmony Commons Drainage Basin Exhibit included in Appendix W of this report. D. Hydrologic Criteria 1. Rational Method - The Rational Method was used to determine peak runoff rates at design points for the sizing of inlets, storm sewers and channel capacities. 2. From the Final Drainage and Erosion Control Report for Harmony Commons (Pond Only Portion); Aspen Engineering; January 20, 2016. a. It's important to note that the current onsite portion of the Harmony Commons project, and future development of adjacent parcels will be required to meet the 80% impervious ratio for the developed condition of the parcel and associated adjacent roadways rather than match the rational "c" values shown in the rational calculations in Appendix B of this report. Page 6 Final Drainage, Sediment/Erosion Control and Stormwater Quality Report Lot 1, Harmony Technology Park Fifth Filing E. Hydraulic Criteria Drainage street capacities will be based on Manual methods using the USDCM UD-Inlet version 4.01b software. 2. Storm sewer hydraulic and energy gradeline (HGL\EGL) analyses will be conducted using Stormwater Studio by Hydrology Studio implementing the latest HEC-22 P Edition junction loss methodology. 3. Small swales and weir capacity calculations are evaluated with Haestad Methods Flowmaster software. V. DRAINAGE FACILITY DESIGN A. General Concept The storm drainage system is designed to safely convey developed storm flows by sheet flow, channel flow and storm sewer flow to Harmony Commons Regional Pond 100 (combined SWMM Ponds 101, 600 & 301) and Harmony Technology Park Stormwater Master Plan Detention Pond 110. 2. Roof runoff from design basins 2 and 4 will be conveyed by two (2) 15" lateral pipes to grass lined swales that discharge into a LID rain garden facility prior to discharge to Harmony Commons Regional Pond 100 (combined SWMM Ponds 101, 600 & 301) and Harmony Technology Park Stormwater Master Plan Detention Pond 110. 3. Basin 4a is an area delineated and examined from within Basin 4 to size the loading dock trench drain system only. The area from Basin 4a is included in Basin 4 for the overall Basin 4 hydrologic calculations. B. Specific Details — Runoff The Rational Method was used to determine peak runoff rates for the 2-year and 100-year storm events at design points for the sizing of drainage structures. Please see the hydrology summary table and the Rational calculations in the runoff section of Appendix I for the peak discharges of sub -basins within the project site. Page 7 Final Drainage, Sediment/Erosion Control and Stormwater Quality Report Lot 1, Harmony Technology Park Fifth Filing C. Specific Details — Detention No on -site detention is required for this project. The Lot 1 detention volume requirements have been provided for in the regional detention ponds 100 and 110, calculated by modeling a maximum 80% site impervious threshold level for the master plan basin areas. a. The proposed Lot 1 aggregate site impervious level is 67%. The Lot 1 proposed design is lower than the master planned 80% threshold level, therefore the Lot 1 proposed design is well within conformance with the master planned detention volume requirements. Figure 3 presents the impervious area distribution for runoff from Lot 1 to the master plan regional detention ponds. Runoff from the north portion of Lot 1 was originally planned to be conveyed to Pond 201 (See Figure 4) , however City Engineer Wes Lamarque informed us that the runoff from the north portion of Lot 1 is approved to be conveyed to Pond 100 due to a Basin swap that was later approved by the City. See the City email in Figure 5. %Imp to Pond 110: • 1 .. 0.87 60% 3 0.48 78% 7 C.37 50% 8 012 11% "Tatak . , 1.01I -'- � ill : I- � %Im to Pond 100: .2 1.1FM 4 81°k 4 1.05 77°h E 0.70 5446 b 2% Figure 3: Distribution to Master Plan Detention Ponds 1.05 77°h E 0.70 5446 b 2% Figure 3: Distribution to Master Plan Detention Ponds Paoe 8 Final Drainage, Sediment/Erosion Control and Stormwater Quality Report Lot 1, Harmony Technology Park Fifth Filing M SOP Y HARMONY TECHNOLOGY PAR;_—�� repramYerau - � �� !' �nmrpEol6'norr 4.Original Master flan Hasins anct Detention Yonas From: Wes Lamarque [mailto:WLAMARQUEPfcgov.com) Sent: Wednesday, September 14, 2016 3:03 PM To: 'Fred Ernst' <fcernst@ernstengineering.com> Subject: Harmony Tech Park 5th filing Fred, This email is to clarify a portion of the drainage master plan modifications performed by Aspen Engineering with the HTP 5° filing. Basin 401 was originally designed to drain east into pond 101, while basin 501 was originally designed to drain into pond 201. For the area of Harmony Technology Parkway, this was revised so the east half of Harmony Technology Parkway (sub -basin 10) now drain east into pond 100, and the west half of Harmony Technology Parkway (sub -basin 9) now drain west into pond 201. This equates closely to an equal area swap while still providing the required detention. Also, the area east of Harmony Technology Parkway that is located in basin 501 is now designed to drain into Pond 100. Please feel free to contact me if you have any questions. Thanks, Wes Lamarque Development Review Engineer Water Utilities Engineering City of Fort Collins (970)416-2418 wlamargue@fcgov.com Figure 5: City Email Discussing Approved Basin Swap Page 9 Final Drainage, Sediment/Erosion Control and Stormwater Quality Report Lot 1, Harmony Technology Park Fifth Filing 2. The Harmony Commons Regional Pond 100 (combined SWMM Ponds 101, 600 & 301) 100-year WSEL is 4908.25 for ultimate master plan area build - out. D. Specific Details — Storm Sewer 1. South Storm Sewer System: a. Both minor and major storm event runoff from Basins 1, 7 and 8 will conveyed by new proposed 18" RCP storm sewer to an existing 24" storm sewer in Precision Drive (stubbed to this property) which conveys runoff to Harmony Technology Park Stormwater Master Plan Detention Pond 110 located at the intersection of Lady Moon Drive and Rock Creek Drive. 2. North Storm Sewer System: a. Both minor and major storm event runoff from Basin 6 and the existing inlet at a low point on the east side of Technology Parkway will be conveyed by a new proposed 24" RCP storm sewer system to Regional Pond 100. b. The existing inlet at the low point on the east side of Technology Parkway was installed with the approved Utility Plans for Harmony Technology Park Infrastructure Improvements; Aspen Engineering; Aspen Project No: 100-002; Plans dated 04/18/16; City Engineer approval date: 05/09/16. The inlet location is known as Design Point 10 in these plans, and has a design QIoo = 13.2 cfs C. The inlet did not provide an outfall for the Technology Parkway contributing runoff to this point. City staff requires this Lot 1 project to provide infrastructure to convey the existing Design Point 10 flow from Technology Parkway directly to Regional Pond 100. 3. Roof runoff from Basins 2 and 4 will be conveyed to a grass lined swale located along the east side of the site. The 100yr roof runoff rate is 2.3 cfs/10,000 sqft. 4. Storm sewer sizing HGL/EGL calculations are include in Appendix I. Page 10 Final Drainage, Sediment/Erosion Control and Stormwater Quality Report Lot 1, Harmony Technology Park Fifth Filing E. Specific Details — Swales Grass lined swales are used to convey runoff to design points 1, 3, 4, 5 and 6. The stability and capacity calculations for these grass lined swales are based design flows equal to Qioo*1.33. 2. Please see the Swale hydraulic calculations in Appendix I. VI. WATER QUALITY A. General Concept The total required water quality control volume (WQCV) for Lot 1 has been provided for and accommodated by the Harmony Commons Regional Pond 100 (combined SWMM Ponds 101, 600 & 301) and Harmony Technology Park Stormwater Master Plan Detention Pond 110 located at the intersection of Lady Moon Drive and Rock Creek Drive. VII. EROSION CONTROL — STORMWATER MANAGEMENT A. General Concept Erosion control measures and the SWMP Administrator are identified on the Erosion Control Plan. Standard Grading and Erosion and Sediment Control Construction Plan Notes' are included on the Project Notes Sheet. 2. An erosion control security deposit is required in accordance with City of Fort Collins policy. In no instance shall the amount of the security be less than $3,000.00. 3. The site has been overlot graded. Prior to dirt work operations, the site vegetation consisted primarily of native and non-native grasses. The total disturbed area will be approximately 5.00 acres. These grasses naturally grow in clumps, which inevitably leads to some bare areas. In General, the site has approximately 60% vegetative cover, which allows minimum ground erosion. A site specific subsurface exploration report was prepared by Terracon titled "Geotechnical Engineering Report, Wil Mark Building, ,Northeast of Technology Parkway and Precision Drive, Fort Collins, Colorado"; Terracon Project No. 20165012A; report dated March 3, 2016. In addition to the subsurface exploration report, the Natural Resources Conservation Service (MRCS) soils survey was used to determine existing soil types found on site. According to the NRCS Soil Survey, the site consists entirely of Nunn clay loam. The Nunn clay loam is classified as Hydrologic Soil Group C. Existing Page 11 Final Drainage, Sediment/Erosion Control and Stormwater Quality Report Lot 1, Harmony Technology Park Fifth Filing slopes are from 1-3% The site lies within a moderate rainfall erodibility zone and a low wind erodibility zone. 4. Construction BMP's will consist of gravel filters at inlets, surface roughening and re -vegetation, vehicle tracking pads and silt fence around downstream construction limits. B. Specific Details — Erosion/Sediment Controls The following temporary BMP measures are specified on the Erosion Control Plans: a. Curb sock protection on and adjacent to the site. Curb sock protection shall be installed to capture sediment, silt, debris and other runoff before reaching adjacent existing stormwater infrastructure including existing curb and gutter adjacent to the site. Curb sock protection shall be installed in general compliance with the installation detail on the Detail Sheet. Curb sock protection shall be inspected for ''/z the curb sock height of sediment to be removed and maintained on biweekly basis and within twenty four (24) hours of a storm event. Curb sock protection shall remain in place until such time all contributing drainage areas are sufficiently stabilized. b. Curb inlet gravel filter at the proposed and existing inlets. Curb inlet gravel filter protection shall be installed to capture sediment, silt, debris and other runoff before reaching the existing stormwater infrastructure including existing curb and gutter in and adjacent to the site. Curb inlet protection shall be installed in general compliance with the installation detail on the Detail Sheet. Curb inlet protection shall be inspected for the gravel filter height of sediment to be removed and maintained on biweekly basis and within twenty four (24) hours of a storm event. Curb inlet protection shall remain in place until such time all contributing drainage areas are sufficiently stabilized. C. Area inlet protection at the proposed area inlets. Area inlet protection shall be installed to capture sediment, silt, debris and other runoff before reaching the existing stormwater infrastructure including existing curb and gutter adjacent to the site. Area inlet protection shall be installed in general compliance with the installation detail on the Detail Sheet. Area inlet protection shall be inspected for '/2 the gravel filter height of sediment to be removed and maintained on biweekly basis and within twenty four (24) hours of a storm event. Area inlet protection shall remain in place until such time all surrounding areas are sufficiently stabilized. Page 12 Final Drainage, Sediment/Erosion Control and Stormwater Quality Report Lot 1, Harmony Technology Park Fifth Filing d. Silt Fence along a portion of the perimeter of the site shall be installed. Silt Fence installation shall be installed to capture sediment, silt, debris and other non -concentrated surface flow before reaching existing improvements. Silt Fence shall be installed in general compliance with the installation detail on the Detail Sheet. Silt Fence shall be inspected for 4" of sediment to be removed and maintained on biweekly basis and within twenty four (24) hours of a storm event. Silt Fence shall remain in place until such time all surrounding areas are sufficiently stabilized. e. Wattles on and adjacent to the site. Wattle installation shall be installed to reduce erosion in channels based upon velocity reduction prior to runoff reaching existing improvements. Wattles shall be installed in general compliance with the installation detail on the Detail Sheet. Wattles shall be inspected for '/2 the wattle height of sediment to be removed and maintained on biweekly basis and within twenty four (24) hours of a storm event, Wattles shall remain in place until contributing drainage areas are sufficiently stabilized. f. Vehicle Tracking Control. Vehicle Tracking Control installation shall be installed to prevent vehicle transport of dirt off site. Vehicle Tracking Control shall be installed in general compliance with the installation detail on the Detail Sheet. Vehicle Tracking Control shall be inspected daily for a 1" build-up of sediment between the rocks to be removed. Additional maintenance shall be completed at this time. Maintenance is also required within twenty-four (24) hours of a storm event. In addition, maintenance and sediment removal shall be completed when the street is showing signs of dirt track out not being kept on site. The Streets shall be inspected daily for the removal of sediment, dirt or any other construction material that has left the site. See Erosion Control General Notes with the Vehicle Tracking Control Detail on the Detail Sheet for additional Inspection requirements. Vehicle Tracking Control shall remain in place until such time all surrounding areas are sufficiently stabilized. 2. The following permanent erosion control measures will be completed: a. Precision Drive and Technology Parkway Landscaping and irrigation installation. b. On -site areas to be permanently landscaped or permanently vegetated are represented on the Landscape Plan. Drought resistant sod will be installed and seed mixes are on the Landscape Plan with additional detail. Page 13 Final Drainage, Sediment/Erosion Control and Stormwater Quality Report Lot 1, Harmony Technology Park Fifth Filing C. Potential Sources of Pollution/Materials and Site Management The following potential sources of pollution have been evaluated: a. Disturbed and stored soils will be prevented from leaving the site by the use of silt fence, wattles and vehicle tracking control through creating a perimeter to keep materials from leaving the site. If those fail curb sock protection and inlet protection is also provided to prevent disturbed and stored soils from leaving the site through reducing the load of erosion materials reaching the inlet. b. Vehicle tracking control of sediments will occur at the south entrance of the site to reduce dirt material reaching the existing streets and inlets. Frequent sweeping, scraping and removal of materials at this location will be required. C. Spills shall be contained and cleaned up as soon as possible and are the Contractor's responsibility. If a spill occurs, absorbent materials could be used to contain spills and clean the area of residuals. Excavation of contaminated soils could also be a method of containment. Proper disposal of the contaminated material at an accepted waste site is the Contractor's responsibility. Spills shall not be washed down into the storm drain or buried anywhere. A notification procedure must be put in place by the Contractor, by which workers would first notify the site construction superintendent, who would notify the SWMP Administrator. Depending on the severity of the spill, the site construction superintendent and SWMP Administrator would possibly notify the Colorado Department of Public Health and Environment - Water Quality Control Division, downstream water users, or other appropriate agencies. All spills that require cleanup, even if the spill is minor and does not need to be reported to the state, should still be reported to the City of Fort Collins Utilities office. d. Loading and unloading operations shall be completed in such a way that does not contribute pollutants to runoff. As site development and building construction progresses access to the site will be limited to one location. The contractor will be responsible for the proper handling and management of pollution sources during loading and unloading. e. Outdoor storage activities will not include fertilizers or chemicals including foam insulation or concrete form oil. If building materials are stored on site they must be stored in such a way that they do not contribute pollutants to runoff. Building materials shall be stored in weather proof containers within berms or other secondary containment devices. Page 14 Final Drainage, Sediment/Erosion Control and Stormwater Quality Report Lot 1, Harmony Technology Park Fifth Filing £ Vehicle and equipment maintenance and fueling will be completed in a clearly designated on -site fueling and maintenance that is clean and dry. Reference the BMP's above to ensure that spills or leaks are contained. g. Fugitive dust or particulate generating processes will be mitigated by using a water truck. With this Project all dust generating activities shall comply with the City of Fort Collins Fugitive Dust Ordinance No.044, 2016. h. On -site waste management practices shall be in compliance with the City Ordinance and Colorado Discharge Permit System requirements. The Developer shall at all times take whatever measures are necessary to assure that proper containment and disposal of pollutants on the site are in accordance with any and all local, state and federal regulations. Reference "c" above and "k." below in this section. i. Concrete truck/equipment washing, including the concrete truck chute and associated fixtures and equipment wash out area will be provided on site. Washout location is shown on the Sediment and Erosion Control Plan and installation detail is shown on the Detail Sheet. This location is a suggestion, and can be relocated at the discretion of the Contractor while keeping it away from inlets and other drainage courses. The concrete washout area should be inspected regularly. Confirmation that the washout is being used should be noted to ensure that other undesignated areas of the site are not being used incorrectly as a concrete washout. Dedicated asphalt and concrete batch plants are not.included with this project. k. Non -industrial waste sources generated by construction and worker trash shall be accommodated by an on -site dumpster. It shall be the responsibility of the Contractor to maintain a clean job site as to prevent dispersion of waste material and potential pollutants into adjacent properties or waterways. Portable toilets shall be placed on dirt and staked or otherwise secured in a way that does not allow for it to tip and discharge materials. Locate portable toilets far from inlets and drainage courses. 1. Saw cutting pollution mitigation will be accommodated by vacuuming slurry and cuttings during operations. Slurry and cuttings will not remain on concrete or asphalt overnight. Slurry and cuttings shall not drain to any drainage way. Collected slurry and cuttings shall be disposed of in a manner that does not violate groundwater or surface water requirements. Page 15 Final Drainage, Sediment/Erosion Control and Stormwater Quality Report Lot 1, Harmony Technology Park Fifth Filing D. Erosion Control Security Deposit 1. An erosion control security deposit is required in accordance with City of Fort Collins policy. In no instance shall the amount of the security be less than $3,000.00. 2. See the Erosion Control Security Deposit Requirements document located in Appendix III. 3. The erosion control security deposit is reimbursable upon reaching final stabilization and no security had to be used to ensure the site prevents materials including sediment from leaving the site. 4. The erosion control security deposit is equal to $22,477.50. 5. Final stabilization will be achieved and all disturbed on -site areas not paved will be permanently landscaped or permanently vegetated. Areas not paved, permanently landscaped or permanently vegetated will be seeded with Blue grama at 1.0 Pounds pls/Acre. As defined by the Colorado Department of Public Health and Environment "Final Stabilization is reached when all soil disturbing activities at the site have been completed and uniform vegetative cover has been established with a density of at least 70 percent of pre - disturbance levels or equivalent permanent erosion reduction methods have been employed". VIII. LOW IMPACT DEVELOPMENT (LID) A. General Concept - Specific Details — Process The drainage design for the project follows the Four Step Process to Minimize Adverse Impacts of Urbanization as outlined in the USDCM. The USDCM software UD-BMP v. 3.05 was utilized to select and then analyze the benefits of the implemented LID practices and BMP's. a. Step 1: Employ Runoff Reduction Practices To reduce runoff peaks, volumes and pollutant loads from urbanizing areas implement Low Impact. Development (LID) strategies, including Minimizing Directly Connected Impervious Areas (MDCIA). Page 16 Final Drainage, Sediment/Erosion Control and Stormwater Quality Report Lot 1, Harmony Technology Park Fifth Filing i. City of Fort Collins LID design parameters require that sites without pavers must treat a minimum of 75% of the total site impervious area with LID runoff treatment practices. The proposed site design for Lot 1 treats 78% of the total site impervious area, and is therefore in conformance with the site LID requirements. Please see the LID credit calculations in Appendix I. ii. Impervious roof and parking lot areas are disconnected before leaving the site. Runoff from the parking lot areas is conveyed by sheet flow into grass lined swales, before then further being treated by rain gardens prior to leaving the site. The sheet flow from the parking areas is strained and filtered as it flows down the side slopes of the grass lined swales. iii. All roof runoff discharges into grass lined swales. Roof runoff from basins 2, 4 and 5 is further being treated by rain gardens prior to. leaving the site. b. Step 2. Implement BMPs That Provide a Water Quality Capture Volume with Slow Release A LID rain garden (RG-1) has been implemented to address impervious runoff from Basin 3. ii. A LID rain garden (RG-2) has been implemented to address impervious runoff from Basins 2, 4 and 5. iii. The entire required WQCV for Lot 1 has been accommodated with regional Pond 100 (combined SWMM Ponds 101, 600 & 301). c. Step 3. Stabilize Streams i. There are no streams within the Project. ii. Stream stabilization is not required with this project. d. Step 4. Implement Site Specific and Other Source Control BMPs i. Potential sources of pollution such as construction shall be treated prior to entering the existing storm systems. It shall be the responsibility of the Contractor to maintain a clean job site as to prevent dispersion of waste material and potential pollutants into adjacent properties or waterways. Page 17 Final Drainage, Sediment/Erosion Control and Stormwater Quality Report Lot 1, Harmony Technology Park Fifth Filing ii. All inlet covers will be stamped with NO DUMPING - DRAINS TO POUDRE RIVER. IX. CONCLUSIONS A. Compliance with Standards 1. The grading and drainage design for Lot 1, Harmony Technology Park Fifth Filing complies with the requirements of the City of Fort Collins Storm Drainage Design Criteria Manual. 2. All erosion control measures will comply with the City of Fort Collins Storm Drainage Design Standards and generally accepted erosion control practices. 3. City of Fort Collins LID requirements for on -site runoff treatment have been achieved within the proposed drainage system design. B. Drainage Concept o This drainage plan accommodates the requirements and intent of the Harmony Technology Park Stormwater Master Plan for Harmony Technology Park and the Final Drainage and Erosion Control Report for Harmony Commons (Pond Only Portion); Aspen Engineering; January 20, 2016. X. VARIANCE REQUEST A. Variance from City of Fort Collins Requirements No variances will be requested for the Lot 1, Harmony Technology Park Fifth Filing project. XI. REFERENCES A. City of Fort Collins Stormwater Criteria Manual; City of Fort Collins, December 2011 B. Harmony Technology Park Stormwater Master Plan; Stantec; 03/14/2008 C. Final Drainage and Erosion Control Report for Harmony Technology Infrastructure Improvements; Aspen Engineering; November 4, 2015. D. Final Drainage and Erosion Control Report for Harmony Commons (Pond Only Portion); Aspen Engineering; January 20, 2016 Page 18 Final Drainage, Sediment/Erosion Control and Stormwater Quality Report Lot 1, Harmony Technology Park Fifth Filing E. Utility Plans for Harmony Technology Park Infrastructure Improvements; Aspen Engineering; Aspen Project No: 100-002; Plans dated 04/18/19; City Engineer approval date: 05/09/16 F. Flood Insurance Rate Map (FIRM) Map Number 08069C0994F; Panel 994 of 1420; map dated December 19, 2006. 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F7 1A-) 96 6 11 -q I W11 .96. 1 Its O 6 0 -1 00 1 13 T-UE) aw tD 'R r1l N In In 4f N llq cy n m vi m c tt 9191 13 "J Z: IAl-82.1 ¢18 t 96:13 o013' ZI 13 I I 1 •3._ 1 eu I-05.0 _� 0 8 W01'13 I I i I I I N N N N W N 8 R S S e 8 8 8 8 8 N M m n Culvert Report Culvert Studio v 1.0.0.18 DP-4 Project filename: DP-4 Culvert.cst 01-26-2017 Culvert 1 CULVERT EMBANKMENT Shape = Circular Top Width = 15.00 ft Inlet Edge = Projecting Top Elevation = 11.95 ft Material = Concrete Crest Length = 20.00 ft Manning's n = 0.013 Rise = 18 in DISCHARGE Span = 18 in Method = User -defined Invert Elev. Down = 8.40 ft Length = 20.00 ft Slope = 0.005 ft/ft Invert Elev. Up = 8.50 ft No. Barrels = 2 TAILWATER Plan Skew Angle = 0 degrees Tailwater Elevation = Normal Depth CALCULATION SAMPLE Discharge Velocity Depth Hydraulic Grade Line Total Culvert Over Top Down Up Down Up Down Up Hw (cfs) (cfs) (cfs) (ft/s) (ft/s) (in) (in) (ft) (ft) (ft) 14.90 14.90 0.00 4.78 4.78 14.8 14.8 9.64 9.74 10.13 Elev (1) DP4 - Profile RA WPM 00 15,00 650 1<.00 5.50 1100 450 12.00 3.50 11.00 2.50 10.00 I�Uml 1,50 9.00 0.50 8.00 _ - . - .... . _ . _ -, -. -0,50 700 -1 - - i� -150 4 -2 0 2 4 6 8 10 12 14 16 18 20 22 21 ROOM M DPA: Outlet Protection Tailwater Surface Height Y, = 0.60 ft Flow Area at Max Channel Velocity A, = 149 ft' Culvert Cross Sectional Area Available A = 1.77 ft` Entrance Loss Coefficient k, = 0.50 Fnction Loss Coefficient kr = 0-36 Sum of All Losses Coefficients k, = 1.86 ft Culvert Normal Depth Y, = 123 ft Culvert Cntical Depth Y� = 106 It Tailwater Depth for Design d = 1.26 It Adjusted Diameter DR -Adjusted Rise D, = - ft Expansion Factor 1/(2'tan(e)) = 4.E2 Flow/Diameter: ` OR Flowr(Span ' Rise' 6) 0/D°25 = 2.70 R, `/s Fmude Number Fr = 0.73 Tailwater/Adjusted Diameter QR Tailwater/Adjusted Rise Yt,,D = 0.40 Inlet Control Headwater HWi = 172 ft Outlet Control Headwater HWo = 1.69 Design Headwater Elevation HW - tf1.22 ft Headwater/Diameter OR HeadwaterlRise Ratio HWID - 1.74 Minimum Theoretical Riprap Size d, = 3 in Ripr ap rap Size dr: = 6 in UDFCD Riprap Type Type - VL Length of Protection Lp = 5 fit Width of Protection T - 3 ft Inlets Type C Area Inlet Design Standard Grate - Sump Condition Harmony Tech Park - Lot 1 Design Point: DP-1 'Computes the controlling area inlet flow condition. Weir: Orifice: Cweir = 3.00 CodOce = 0.6 Lcrest = 8.33 ft. (1) Acofice = 3.77 fe Clogging Factor= 0.50 0.00 0.00 0.00 0.00 11.16 0.50 4.42 6.42 4.42 11.66 1.00 12.50 9.08 9.08 12.16 1.50 22.96 11.12 11.12 12.66 2.00 35.34 12.84 12.84 13.16 2.50 49.40 14.36 14.36 13.66 3.00 64.93 15.73 15.73 14.16 3.50 81.82 16.99 16.99 14.66 4.00 99.97 18.16 18.16 15.16 4.50 119.29 19.27 19.27 15.66 5.00 139.71 20.31 20.31 16.16 Notes: 1) This is the effective weir length which equals the sum of the open space lengths between bars ii the predominant flow directions. Weir -Orifice Control -�rnKlr -F Oarlfla 160 140 12C ^„ 100 t 80 0 u 60 40 20 0 0.00 1.00 2.00 3.00 4 CC 8.00 6.00 Flow Depth (ft.) ERNST ENGINEERING Type C Area Inlet Design Standard Grate - Sump Condition Harmony Tech Park - Lot 1 Design Point: DP-4a (6" Outlets) 'Computes the controlling area inlet flow condition. CDOT Type C Standard Weir: Orifice: Cwor = 3.00 Ccnfi<e = 0.6 L,r = 1.57 ft. (1) A<rp,. = 0.20 f� Clogging Factor= 0.00 0.00 0.00 0.00 0.00 10.33 0.50 3.33 1.34 1.34 10.83 1.00 9.42 1.89 1.89 11.33 1.50 17.31 2.31 2.31 11.83 2.00 26.64 2.67 2.67 12.33 2.50 37.24 2.99 2.99 12.83 3.00 48.95 3.27 3.27 13.33 3.50 61.68 3.53 3.53 13.83 4.00 75.36 3.78 3.78 14.33 4.50 89.92 4.01 4.01 14.83 5.00 105.32 4.22 4.22 15.33 Notes: 1) This is the effective weir length which equals the sum of the open space lengths between bars in tt predominant flow directions. Weir -Orifice Control �gwdr -F gorHice 120 100 00 80 S 3 60 e LL 40 20 0 0.00 1.00 2.00 3.00 4.00 5.00 6.00 Flow Depth (h.) 7 ERNST ENGINEERING J Type C Area Inlet Design Standard Grate - Sump Condition Harmony Tech Park - Lot 1 Design Point: DP-6 'Computes the controlling area inlet flow condition. COOT Type C Standard Weir: Orifice: Cweir = 3.00 Cart. = 0.6 Le,eet = 8.33 ft. (1) Aorleee = 3.77 ft' Clogging Factor= 0.50 0.00 0.00 0.00 0.00 12.75 0.50 4.42 6.42 4.42 13.25 1.00 12.50 9.08 9.08 13.75 1.50 22.96 11.12 11.12 14.25 2.00 35.34 12.84 12.84 14.75 2.50 49.40 14.36 14.36 15.25 3.00 64.93 15.73 15.73 15.75 3.50 81.82 16.99 16.99 16.25 4.00 99.97 18.16 18.16 16.75 4.50 119.29 19.27 19.27 17.25 5.00 139.71 20.31 20.31 17.75 Notes: 1) This is the effective weir length which equals the sum of the open space lengths between bars i, the predominant flow directions. Weir -Orifice Control �aweo- � ¢onflce 160 140 120 ^„ 100 L 60 LL 60 40 20 0 0.00 1.00 2.00 3.00 4.00 5.00 6.00 Flow Depth (ft.) ERNST ENGINEERING Type C Area Inlet Design Standard Grate - Sump Condition Harmony Tech Park - Lot 1 Design Point: DP-8 'Computes the controlling area inlet flow condition. CDOT Type C Standard Weir: Orifice: C.Ir = 3.00 Conike = 0.6 Lareel = 8.33 ft. (1) Aenfice = 3.77 ftl Clogging Factor- 0.50 0.00 0.00 0.00 0.00 13.00 0.50 4.42 6.42 4.42 13.50 1.00 12.50 9.08 9.08 14.00 1.50 22.96 11.12 11.12 14.50 2.00 35.34 12.84 12.84 15.00 2.50 49.40 14.36 14.36 15.50 3.00 64.93 15.73 15.73 16.00 3.50 81.82 16.99 16.99 16.50 4.00 99.97 18.16 18.16 17.00 4.50 119.29 19.27 19.27 17.50 5.00 139.71 20.31 20.31 18.00 Notes: 1) This is the effective weir length which equals the sum of the open space lengths between bars 11 the predominant flow directions. Weir -Orifice Control �Qwev �gorlfice 160 140 LO � � � I 3 90 -_-- 40 20 c 0.00 1.00 2.00 3.00 400 5.00 6.00 Flow Depth (ft.) ERNST ENGINEERING Type C Area Inlet Design Standard Grate - Sump Condition Harmony Tech Park - Lot 1 Design Point: DP-9 'Computes the controlling area inlet flow condition. CDOT Type C Standard �+ Weir. Orifice: "weir = 3.00 Corifiee = 0.6 Le,a, = 8.33 ft. (1) A.Hri. = 3.77 f? Clogging Factor= 0.50 0.00 0.00 0.00 0.00 12.00 0.50 4.42 6.42 4.42 12.50 1.00 12.50 9.08 9.08 13.00 1.50 22.96 11.12 11.12 13.50 2.00 35.34 12.84 12.84 14.00 2.50 49.40 14.36 14.36 14.50 3.00 64.93 15.73 15.73 15.00 3.50 81.82 16.99 16.99 15.50 4.00 99.97 18.16 18.16 16.00 4.50 119.29 19.27 19.27 16.50 5.00 139.71 20.31 20.31 17.00 Notes: 1) This is the effective weir length which equals the sum of the open space lengths between bars i the predominant flow directions. Weir -Orifice Control t nor�nre 160 140 120 100 'G gp._.- .............. 0 LL 60 - 40 - 20 0 0.00 1.00 2.00 3.00 4.00 5.00 6.00 Flow Depth (h.) ERNST ENGINEERING Cross Section Cross Section for Rectangular Channel Project Description Worksheet DP-4a Trench D Flow Element Rectangular ChE Method Manning's Formi Solve For Discharge Section Data Mannings Coeffic 0.013 Channel Slope 020000 ft/ft Depth 0.67 ft Bottom Width 0.67 ft Discharge 2.67 cfs ft V:2.0N H:1 NTS Project Engineer. Frederick C. Ernst c:\...\channels\lot 1.fm2 Ernst Engineering FlowMaster v7.0 [7.00051 01/26/17 06:15:54 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Open Channels Table Rating Table for Trapezoidal Channel Project Description Worksheet DP-1 Flow Element Trapezoidal Cha Method Manning's Formi Solve For Channel Depth Input Data Channel Slop(010200 ft/ft Left Side Slop 4.00 H : V Right Side Sic 4:00 H : V Bottom Width 0.00 ft Discharge 11.00 cfs Attribute Minimum Maximum Increment Mannings Coefficient 0.030 0.035 0.005 Mannings Depth Velocity Flow Wetted Top Coefficient (ft) (ft/s) Area Perimeter Width (ft') (ft) (ft) 0.030 0.96 3.00 3.7 7.89 7.66 0.035 1.01 2.67 4.1 8.37 8.12 Project Engineer. Frederick C. Ernst c:\...\channels\lot 1.fm2 Ernst Engineering FlowMaster v7.0 [7.0005] 10/24/16 11:13:04 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Table Rating Table for Trapezoidal Channel Project Description Worksheet DP-3 Flow Element Trapezoidal Cha Method Manning's Formi Solve For Channel Depth Input Data ChannelSlopr022400 ft/ft Left Side Slop 4.00 H : V Right Side Sic 4.00 H : V Bottom Width 0.00 ft Discharge 5.22 cfs Attribute Minimum Maximum Increment Mannings Coefficient 0.030 0.035 0.005 Mannings Depth Velocity Flow Wetted Top Coefficient (ft) (fus) Area Perimeter Width (ft') (ft) (ft) 0.030 0.62 3.34 1.6 5.15 5.00 0.035 0.66 2.98 1.8 5.46 5.29 Z Project Engineer. Frederick C. Ernst c:\..\channels\lot 1.fm2 Ernst Engineering FlowMaster v7.0 [7.0005) 10/24/16 11:11:55 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Table Rating Table for Trapezoidal Channel Project Description Worksheet DP-4 Flow Element Trapezoidal Cha Method Manning's Fortro Solve For Channel Depth Input Data ChannelSlop(006000 ft/ft Left Side Slop 4.00 H : V Right Side Sic 4.00 H : V Bottom Width 0.00 ft Discharge 19.80 cis Attribute Minimum Maximum Increment Mannings Coefficient 0.030 0.035 0.005 Mannings Depth Velocity Flow Wetted Top Coefficient (ft) (ft/s) Area Perimeter Width (ft') (ft) (ft) 0.030 1.32 2.85 7.0 10.87 10.55 0.035 1.40 2.54 7.8 11.52 11.17 Project Engineer. Frederick C. Ernst c:\...\channels\lot 1.fm2 Ernst Engineering FlowMaster v7.0 [7.0005) 10/24/16 11:10:23 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Table Rating Table for Trapezoidal Channel Project Description Worksheet DP-5 Flow Element Trapezoidal Cha Method Manning's Formi Solve For Channel Depth Input Data Channel Slopi 017500 ft/ft Left Side Slop 4.00 H : V Right Side Sic 4.00 H : V Bottom Width 0.00 ft Discharge 5.60 cfs Attribute Minimum Maximum Increment Mannings Coefficient 0.030 0.035 0.005 Mannings Depth Velocity Flow Wetted Top Coefficient (ft) (fus) Area Perimeter Width (ft') (ft) (ft) 0.030 0.67 3.10 1.8 5.54 5.37 0.035 0.71 2.76 2.0 5.87 5.69 Project Engineer. Frederick C. Ernst c:\...\channels\lot 1.fm2 Emst Engineering FlowMaster v7.0 [7.0005] 10/24/16 11:16:32 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Table Rating Table for Trapezoidal Channel Project Description Worksheet DP-6 Flow Element Trapezoidal Cha Method Manning's Forrni Solve For Channel Depth Input Data Channel Slopf 011000 ft/ft Left Side Slop 4.00 H : V Right Side Sic 4.00 H : V Bottom Width 0.00 ft Discharge 1.33 cfs Attribute Minimum Maximum Increment Mannings Coefficient 0.030 0.035 0.005 Mannings Depth Velocity Flow Wetted Top Coefficient (ft) (ft/s) Area Perimeter Width W) (ft) (ft) 0.030 0.43 1.82 0.7 3.52 3.42 0.035 0.45 1.62 0.8 3.73 3.62 Project Engineer. Frederick C. Ernst c:\...\channels\lot 1.fm2 Ernst Engineering - FlowMaster v7.0 [7.0005] 10/24/16 11,14,49 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 LID Calculations Design Procedure Form: Rain Garden (RG) Sheet 1 of 2 Designer Company: Date: October 24, 2016 Project: Harmony Tech Park - Lot 1 Location: Rain Garden -1 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, I, I, = 78.0 % (100% If all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = 1.1100) 1 = 0.780 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.25 watershed inches (WQCV= 0.8 • (0.91 " i'- 1.19' h+ 0.78 - i) D) Contributing Watershed Area (including rain garden area) Area = 21.103 sq It E) Water Quality Capture Volume (WQCV) Design Volume VwocV = 445 cu ft Vol = (WQCV 112) ' Area F) For Watersheds Outside of the Denver Region, Depth of tle = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER = cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWOcv USER = cu It (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) DwOCV = 12 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4,00 ft / It (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area Ay," = 329 sq It D) Actual Flat Surface Area AK.t = 330 sq It E) Area at Design Depth (Top Surface Area) A,o, = 736 sq ft F) Rain Garden Total Volume V,= 534 cu It (VT= ((AT. A.m.,) f 2) " Depth) 3, Growing Media Choose One 01.8" Rain Garden Growing Metlla Omer (Explain): A) Are underdrains provided? � ONO B) Underdrain system orifice diameter for 12 hour drain time I) Distance From Lowest Elevation of the Storage y = 1.9 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours V0112= 445 cu ft iii) Orifice Diameter, 318" Minimum Do = 112 in RG1-Basin 1.xlsm, RG 10/2412016, 8:21 AM Design Procedure Form: Rain Garden (RG) Sheet 2 of 2 Designer: Company: Date: October 24, 2016 Project: Harmony Tech Park - Lot 1 Location: Rain Garden -1 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric Choose One Qrt5 A) Is an impermeable liner provided due to proximity QIO of structures or groundwater wittaminatlon? 6 Inlet / Outlet Control One Row -No Energy Dissipabon Required F A) Inlet Control entrated Flow- Energy Dissipation Provided 7. Vegetation Choose One weed (Plan for frequent weed control) (DPlantings wand Grown or Other High Inflltratlon Sod 8. Irrigation Choose One Of ES A) Will the rain garden be irrigated? CNO Notes: RG1-Basin 1.x1sm, RG 10124/2016, 8:21 AM Design Procedure Form: Rain Garden (RG) Sheet 1 of 2 Designer: Company Date: October 24, 2016 Project: Harmony Tech Park - Lot 1 Location: Rain Garden - 2 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, I, I, = 71.0 % (100 % if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = 1,/100) = 0.710 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WOCV = 0.22 watershed inches (WQCV=0.8•(0.91*0-1.19•1'+0.78•I) D) Contributing Watershed Area (including rain garden area) Area = 135, 113 sq ft E) Water Quality Capture Volume (WQCV) Design Volume Vwocv = 2,519 cu it Vol = (WQCV / 12) ' Area F) For Watersheds Outside of the Denver Region, Depth of dH = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWeGV OTHER = Cu 1t Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWOGV USER = cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) Dmcv = 12 in B) Rain Garden Side Slopes (Z = 4 min., hodz. dist per unit vertical) 2 = 4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area Avg„ = 1919 sq it D) Actual Flat Surface Area AAA = 2390 sq ft E) Area at Design Depth (Top Surface Area) AT, = 3456 sq It F) Rain Garden Total Volume Vr= 2.923 cu ft (Vr ((AT,=+ Ak 1) 12) * Depth) 3. Growing Media Choose One [C)DIther @18" Rain Garden Gnawing Media (Explain): 4. Underdmin System A) Are underdrains provided? B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y= 1.9 ft Volume to the Center of the Orifice ii) Volume to Drain In 12 Hours Vol,,= 2,519 cu ft in) Orifice Diameter, 3/8' Minimum Do = 1 116 in RG2-Basin2.xlsm, FIG 10/2412016, 8:28 AM Design Procedure Form: Rain Garden (RG) Sheet 2 of 2 Designer: Company: Date: October 24, 2016 Project: Harmony Tech Park - Lot 1 Location: Rain Garden - 2 5. Impermeable Geomembrane Liner and Geoteztile Separator Fabric Choose AYEOne S A) Is an impermeable liner provided due to prodmily CNO of structures or groundwater contamination? d. Inlet I Outlet Control Choose One Qiheet Rovr No Energy Dissipation Required A) Inlet Control QConcenlratcd Flow- Energy Dissipation Provided ?. Vegetation Choose One Seed (Plan for frequent weed control) CPlantings id Grown or Other Hlgh Infiltration Sod 8. Irrigation Choose One Q(ES A) Will the rain garden be irrigated? C)NO Notes: RG2-Basin2.xlsm, RG 10/24/2016, 8:28 AM Worksheet Worksheet for Sharp Crested Rectangular Weir Project Description Worksheet RG-2 Weir Type Sharp Crested Rectangul Solve For Crest Length Input Data Discharge 19.20 cfs Headwater Elevatit 00.50 ft Crest Elevation 00.00 ft Tailwater Elevation 0.00 ft Discharge Coeffici( 3.10 US Number of Contrac 2 Results Crest Length 17.62 ft Headwater Height Abo% 0.50 ft Tailwater Height Above 100.00 ft Flow Area 8.8 ft' Velocity 2.18 ft/s Wetted Perimeter 18.62 ft Top Width 17.62 ft Project Engineer: Frederick C. Ernst 0 ..\channels\lot 1.fm2 Ernst Engineering FlowMaster v7.0 [7.0005] 10/24/16 11:19:48 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 APPENDIX II Table RO-11: Rational Method Runoff Coefficients for Composite Analysis, FCSDCM Table 6-3: Recommended Percentage Imperviousness Values, USDCM. Figure RA-2: City of Fort Collins, Colorado Rainfall Intensity -Duration -Frequency Curve, LCSDS FIRM (Flood Insurance Rate Map) Community Panel number 08069C0994F (Panel 994 of 1420;'Map Revised December 19, 2006) Table RO-11 Rational Method Runoff Coefficients for Composite Analysis Character of Surface Runoff Coefficient Streets, Parking Lots, Drives: Asphalt 0.95 Concrete 0.95 Gravel 0.5 Roofs 0.95 Recycled Asphalt 0.8 Lawns, Sandy Soil: Flat <2% 0.1 Average 2 to 7% 0.15 Steep >7% 0.2 Lawns, Heavy Soil: Flat <2% 0.2 Average 2 to 7% 0.25 Steep >7% 0.35 (4) A new Section 2.9 is added, to read as follows: 2.9 Composite Runoff Coefficient Drainage sub -basins are frequently composed of land that has multiple surfaces or zoning classifications. In such cases a composite runoff coefficient must be calculated for any given drainage sub -basin. The composite runoff coefficient is obtained using the following formula: Y (C, * A; ) C = A (RO-8) Where: C = Composite Runoff Coefficient C; = Runoff Coefficient for Specific Area (A;) A; = Area of Surface with Runoff Coefficient of C;, acres or feet2 n = Number of different surfaces to be considered A,= Total Area over which C is applicable, acres or feet2 (5) Anew Section 2.10 is added, to read as follows: Runoff Table 6-3. Recommended percentage imperviousness values Land Use or Surface Characteristics Percentage Imperviousness (%) Business: Downtown Areas 95 Suburban Areas 75 Residential: Single-family 2.5 acres or larger 12 0.75 — 2.5 acres 20 0.25 — 0.75 acres 30 0.25 acres or less 45 Apartments 75 Industrial: Light areas 80 Heavy areas 90 Parks, cemeteries 10 Playgrounds 25 Schools 55 Railroad yard areas 50 Undeveloped Areas: Historic flow analysis 2 Greenbelts, agricultural 2 Off -site flow analysis (when land use not defined) 45 Streets: Paved 100 Gravel(packed) 40 Drive and walks 90 Roofs 90 Lawns, sandy soil 2 Lawns, clayey soil 2 6-8 Urban Drainage and Flood Control District January 2016 Urban Storm Drainage Criteria Manual Volume 1 Figure RA-2. 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E iW a00 ill elliM i PANEL 0994F FIRM FLOOD INSURANCE RATE MAP LARIMER COUNTY, COLORADO AND INCORPORATED AREAS PANEL 994 OF 1420 (SEE NM 111DE%FOR FIPM pM'EL L YOLM BR d169: Iwraw �l� .8LJ4 R1T¢4W.cnr'n Nmne m 1,-, 11. Mep im. M &xwvn EBbw sbulE °e loco omen plauelg r,ap mrlen: the Communlry Hum°er irwwe aMre stouts Ce IMnI nn Inswan¢ aPol,ratlOrtS b, fle SUWetl e i,nlly MAPNUMBER 08069CO994F g< EFFECTIVE DATE a° DECEMBER 19, 2006 Fe0oE1 F.meagePep Ahoaetaernl A¢ePw APPENDIX III Erosion Control Security Deposit Estimate Erosion and Sediment Control Escrow/Security Calculation for The City of Fort Collins Project: Lot 1, Harmony Technology Park Fifth Filing Disturbed Acres: Approxiamtely 5.00 BMP Amount Estimated Unit Total EROSION CONTROL BMPs Units Quantity Price Price Silt Fence (SF) L.F. 1600 $2.00 $3,200.00 Construciton Fence L.F. 40 $9.00 $360.00 Curb Inlet Protection (CIP) EA. 2 $575.00 $1,150.00 Inlet Protection (AIP) EA. 5 $575.00 $2,875.00 Concrete Washout (CW) EA. 1 $825.00 $825.00 Vehicle Tracking Control (VTC) EA. 1 $1,925.00 $1,925.00 Wattle (W) EA. 15 $220.00 $3,300.00 Curb Sock (CSP) EA. 9 $150.00 $1,350.00 Sub -Total: $14,985.00 1.5 x Sub -Total: $22,477.50 Amount of security: $22,477.50 Reseeding_ _ Total Acres x Price/acre: $4,900.00 Unit Price of Seeding per acre: $980.00 Sub -Total: $4,900.00 1.5 x Sub -Total: $7,350.00 Amount to Re -seed: $7,350.00 Miniumum Escrow Amount Minimum escrow amount: $3,000.00 Erosion Control Escrow: $22,477.50 Fields in yellow should be amended for this project. "The amount of the security must be based on one and one-half times the estimate of the cost to install the approved measures, or one and one-half times the cost to re -vegetate the disturbed land to dry land grasses based upon unit cost determined by the City's Annual Revegetation and Stabilization Bid, whichever is greater. /n no instance, will the amount of security be less than one thousand five hundred dollars ($1,500) far residential development or three thousand dollars ($3,000) for commercial development" 6fiM?A1c71.k,>;k%AK. son 139[.W Mamia@54g-0 -161ot 2 Harmony Technology Park Second Filing Fart CallinsM)wuments\Drainage\Drainage report phis pmlectl\Emsion Contml Escnt d 1 HTP 5 Escrow APPENDIX IV (Stuffer Envelope) Harmony Technology Park Infrastructure Improvements Drainage Basin Exhibit — Phase 2 by Aspen Engineering Harmony Technology Park Stormwater Master Plan Master Drainage Plan Sediment and Erosion Control Plan g � 77V77 . IHARMONY ROAD i 1 F L R I I I I IF II I 1 I II —� I1 / Ion ' II I t ul°^/a j1'�II�III/�I1IIN -- pi Wal Del 11I SWALEA / yly 1 A I Y II 100.Yfl OUSEL 4908:25 / I PROPDETENTI NPONO / OUTLETSTRUCTURE(C0 T 1 ` 'L' .'POND IN I I — TYPE C INLET W/CLOBE MESH I .(COMBINED ORATE ANOORIflCE CONTROL SWUM PONDS / I (BEE OETNL SHEETA9PM I I 101.8W,8 A1) I' i I I I 1 I I \ I L- - -- I I I I it I I I I I I I l I I L p POND SUMMARY TABLE PRECISION DRIVE a PON RIOU TOPR i �1NasVouxmw �IX [� "AT"9CIm. As RICA1I KCCVIPFwT(X FaF aeCTw 9u 11 r =I 1 I I I PROP WOCV/DETENTION 1 I PON UTLET STRUCTURE (SEE OETNL SHEET ASPS) i I I I 1 I 1 I I ., Fg10 cEf� AP IL OTI nWNom MA'rFT rEPlnen NFrT xF1 -6T1 _ IM%FT 1W MlDlp PCNO 490935 12M IiA 1904.T0 1.59 '.. N V ta0 200' x NOTE °i t) BEEN SVEOMBINEODE WATER QUALITY LIT,M 1 FOR 4a 3EDTES, INCLUDING WATER 21MAI FOR OR OAQRES.NDOFFSIT i INSSAC ROADWAY FORONSIDEMIND ITYINFRASTRUCTURE SH0 MLLASTEREMAUNINGEGBASIN W£ TANNED REMNSWM FASTING01.N CONTAINED SVMM BASINS D T 6E I THE HIP MA HALF -WDAN REPORT, AND THE' (TOTI.OERNF403ACRES THERF OF ECRE,PON (TOTACE ND ACRESE THEREFORE PONI FOR WHAT AND PREVIOUSLY AND S FOR SHAD `THEPREVIOUSLY 9HOSN A9 W ANDSONOFITHEHTP DEVELOPMENSSWM N PARCELOR FUTURE DEVELOPMENT OF TH PARCELM 9ATAlATER DAi. ' cRsysod+.lxet �I ', •NADSIQo FASBc I 0 EL I- ry is I.SD' nql 10Y'D- 130� 40 I`i.0' 'SWALE A -A CROSS81 MOI 0 -IYz t�i of aa.2W s 959x I I III aWHF RBwNPwlrt APFA nnl 1 H r0AII 11) o IaN 1 1 FM x f x BA aA la N F oq t oel 09 4 % e 0w w e e w a T 1 - x w on 0 Lp lxee I NA xw L. 13AI 10 xar ow IZA9 IDJ. THEEASTERNYMTEROUALIttIDETENTIUNYUNU OUTLET STRUCTURE VALL PROVIDE FOR A CONTROLLED RELEASE RATE OF 11 CPS (PER HIP MASTERPIAN SSWM MODEL FORPREVIOUS POND MIL THE WESTERN OUTLET STRUCTURE WILL PROVIDE FOR A CONTROLLED RELEASE RATE OF S 4RE (PER HIP MASTERPIEM SWMM MODEL FOI PREVIOUS PIMID 101), THE DRAINAGE BASING SHOWN ON THI9E HIBIT ACCOUNT FOR Pt OS ACRES OF TOTAL ON31' AND OFFSITE BASIN AREAS ATTRIBUTABLE TO THE HER SIXTH FILING THESE BASIN AREAS. ALONG WITH RATION/ Ee CALCULATIONS HAVE BEEN UTILIZED TO SIZE THE STORM SEWER INFRASTRUCTURE SHOWN IN THESE PUNS AND THE HTP INFRASTRUCTURE IMPROVEMENTS PROJECT,A6 WELLASTO SIZESWPLE A FOR THIS PRWECT.I FUTURE III DEVELOPMENT OF BASINS t AND 8 SWILL MEET THE MR IMPERVIOU RATOFORTHESAIOBASINS('C'VALUESFOR FUTURE DEVELOPMENT SHALL ADHERE TO CORRESPONDING IMPERVIOUS RATIO OF NN, IMPERVIOUgqSNESS, NOT C' VALUE OF ON) SHOULD THEDEVELOPS +q CONDITION OF FOM IMPERVIOUSNESS RATIO, ,AADDITIONAL HATER OUALRT V(�I AND DETENTION WILL BE REQUIRED BEYOND THAT SHOWN IN THE HTP SWUM MODEL 4) INTHEINTEpIMCONUTION&31NS1ANDSWLLREMAIN N Irl IN THEIR HISTORIC CONDITION WHICH IS MnNG ii. w PIPNTEDA(fRICULTUM, FIELDS FUTURE DEVELOPMENT g< C O N SHALL PROVIDE FOR THE ENTIRETY OF WINS AND �i G 0 BEING CONVEYED TO THE PROPOSED STORM DRAINAGE INFRASTRUCTURE, SHOWN IN THIS PUN AND CONTAINED \ W WHIN THIS PLAN SET, FOR EACH ATTRIBUTABLE WIN /F O AND THE CORRESPONDING DESIGN POINT FOR EACH BASIN, �� /0 O I 5)THE IN'rERRA COBBLE PITSOISCHAAOE POINTS (LOCATED 0 M O a SOUTH CP MBERWOODORNEI ME PROVIDED FOR THE A �, INTERIM CO DITON ONLY'LIDAND BMP MEASURES FOR W B451N31 ROUGH IS SHALL BE PROVIDED BY OTHERS /�L Z m WITH FUTU EDEVELOPMENT I,AJ 2 J I�� _. J 2 B) SEE NATIONAL METHOD CALCULATIONS FOR COMBINED/ �� 0 FL WFROM COMBINED BA61N5 FOR STORM W ATTENUATED 0 p SEWER 6111E &MIND (v� I, T) 1 Y OF CDOTCIASS A BEDDING MATERIAL SHALL BE 1t✓ LL Z PLACED UNDER ALL RIPRAP SHOWN ALL RIPFAP SHALL BE W 0 `N COVERED WIN IT OF TOPSgL, lama Imamj 4 BI SEE SHEET IASPZ FOR MASTER LEGEND. P- `/ W 9) FUTURE DEVELOPMENT EAST/ SOUTHEAST OF THE, i9 REGIONAL DETENTION POND SHALL BE DESIGNED TO Z ENSURE A POSNNE OVERFLOW PATH TO THE EAST ANO +"a INTO LADY A} CON DRIVE V Z Cny of Fort C0111"S OOIOREdO '� 4 unury PLAN L MPROVEDI I lY 9ineer �^ Dam � TLL CHECINED BY: /V4 Z W I07a WasteVter ULIt Dale DRAINAGE OPEN FOUR LADY LINE ® PROPOSED AI DIE BAGIji ID ACRESSE VALUE I� PROPOSED DESIGN POINT PROPOSEDO FL��I(rJ�OATH 105 PROPOSED IN U TWRI-5 FT INTERVAL IN PROPOSED TNT RN IATE ONTOUR-1I FT INTI 4910 FASTING INO W WR �FT UNTIE RNAL I 4 4911 EASING INTI E WE CONTOUR-1Fi INTEF THES� PLAYS HAVE BEEN REVIEWED BY THE LOCAL lao ENIIIT FDR CONCEPT ONLY TIE REVIEW DOES NOT I 43351 _ IMPLY RESPONSIBILRY BY THE REVIEWING THE LOCAL ENTITY ENGINEER OR THE p T TO i�eJru PEP��{{WENT, �0 LOGLLI ENTITY FOR ACCURACY AND CORRECTNESS OL/ONALEN TIE CCCALCUTAibN6. FURTHERMORE, THE RENEW DOES •n. ni"" NOT IMPLY THAT QUANTITIES OF BEM$ ON ME PLANS ARE IHE FINAL OUANTMES REQUIRED. THE RENEW I SILL NOT BE CONSTRUED IN ANY REASON AS I10ooOS site ACCEPTANCE OF FINANCIAL RESPONSIBUTT BY TEE IrE LwW EMOY FOR ADDITIONAL QUANTITIES OF ITEMS SHEET No: ASPS SHO THAT MY BE REQUIRED DURING THE '(;¢ CONS6TIRRUUCTION PHASE OF47 ice+,L9HIP g 3 — �fym, _. [rnF - let• -- � � r I111 HARMONY ROAD- 7� I 1` (soJ f'$6 m gq 11% 225' � E $�°�e� ir • ¢ gBB _.--? I_ - _ - [ d +I Imo® /"�ll��o�",1 i I \� \l EXISTING STORM OUTLET LEGEND V A ` 5,,� r —_, �L_ _ -t -� a = -% . i 1 \ 1\ I� - (4315)— EXISTING IND" COMWR-5"INTERVAL I$ EXISTING INTERMEDMIECCO1 PT INTERVAL SmM enslN h1,INTEL DETENTION POND 1� Y EXISTING STORM_— �lV�./j/ ROSE ^36' ORM NODE POPTOHEABANDONED n,1 ✓ �— PROPOSED 48' STORM SUBOASIN COWETION 40-1/ R ^_ 1e1 600 -. / I snD T / � �� OUTIN� ELEMENT BASIN BOUNDARY :EXISTING L� 600 "I V 210 QT = $ C(S / / ^QT _ 1 O ClS' / QT 12 cfsSTORM z OUTLET ` EXISTING 24' STORM \ III - {PROPOSED 4f/ PROPOSED 18" STORM � 'Y STORM N / CUTLET — - Gy 211 L - --' IIIII�� IIIIII� 122LU-1i Ila v 1 ) 601 PROPOSED 24 STORM — a9d1--- PROPOSED STORM OUTLET 201 ' rh ter, M mapi-yf� / 205 Q =10Ofs UI a i..t•^M...M �,^!° At„ 'EXISTING I5"STORM - tYTECHNOLOGY PAR �I TO BE AeANDorveD -HARMONY I Pv G / z v O \ PROPO e,ED 30'IRM (/ OPO RSEV24- STORE / / / y C. W B (f97 _ n w� 9) / V PROPOSED�0"STORM E H O L / / S V V Z EXISTING 30" STORM O Y �I II / / PROPOSED 46" STORM 0 K>f� Qx'O EXISTING WSTORM L � � ■ � L--. � —/ i � `./. `" Vic.-- � —_� - I -'� � TO BE ABANDONED PRO( sE `. l0O 'I �� 1 EXISTING 30"STORM 1 �l ao1 i za•sioRi� IL —�— Qi=l6cfs PROPOSED 24"STORM Q 7.5 cfs .,D 100 110 / - \ 510 s'eD t3^sroRM OUTLET ,r_ A 83 EXISTING 53,EXHIBIT 0 " NOTFOR 1 EXISTING 30' STORM { ELLIPTICAL STORM j I CONSTRUCTION 4 DETENTION POND SUMMARY PRDNCED REQUIRED ALLOwIBIE PoND SAFEPELfVAlIM1 IN M. WSE POND )EPIII P(INMORES) pplD WLUME POND VOLUME REUF MTL (ACRE-R) (ACRE-R) (CPS) 110 489600 4904.27 6 718 15.0 POND I 490 .W 910't6 1.0 41 POND 201 49 . D 9911 53 1. 5 ON0 3 _ 4 022 4 0690 .65 12.0 PONY-1 41 ow 49Q.96 111111 3.96 83 3 1 5= 5.0 PON i 6 4.96 00 - 1 .61 2C8 i EXISTING 36"STORM I vmpa fi.mear 187710640 % Nam. eMAx�,aaeR.m-l4-oe =_ ur M=N e44.55 om.. CIM Ann, Y WRED DMYAR9 No, SWMM Revisbn Sheet 1 of � II iY I ' \ If I� E TAT MMII I �e I E1 G •,. I ' I I I +Ij1I�, \ Ill =1 4i 6 \\Ile I'I I l9 7 Ill ' �I\II it I I 1111 I I SI 11 • rlll IIIi - � a 111 1111II'1�. , NI I I�I II 5 III I 1 II • g I ! I 7 I) 5 Ill \ � I I tl�p8a ' llyy 8 \ 1dV'.44°{0.5 '0 .. 49m I / I p I 1 I I�I III III l III I III I cal Rl� OJ° WY W� S1NW SEWER 0 sow SEVER E 20 I L =- E rr.. 4u1sa4 P OPDSED LDT 7 a.ss ACRES 4016P 1: fall 12 TWAT., �I 1 Y q I I I Un1e D1y Dmn S.R.S. / C.P.P. aERT Trek Look I CMckd O.W.S. _ I 1 ,..*jTRET STRLCTUgE \ 1 I I 1 'ill 4905.13 ° OUIIET STRUCTORlE / 11 0P 1 4910.60 14909.56 r II a SmrmaP I � nu`\ POND 100-100yr WSEL = 4908.25I OVERFLOW Ica ar leWw yFEW / / MIR tOJ LF DRAINAGE, UTILITY AND I \ACCESS EASEMENT PER I `RECEPTION NO. 20160031793 ,_4eI1Wit I 1 I If I /(. / PROPOSED LOT 2 Developed Site Hydrology / ok4.65 ACRES carman commom - Lot l / / 1 1 Oe] S0% oAl mi IS ab / OF 0 P 1.19 el% ml M75 1] u / 4 A IN ]S% m0 0.14 24 1 O / / S F DID 60% 0.10 om 03 49 / B 9 O10 YA Oo 0.01 0-0 lA ]SAO 3�6 3.& ]4% ml 011 kl MA 1e3 50% 4920— 491Sw 4R24 =7 —c w SHEAR ENGINEERING CORPORATION '"1L WILMARC MEDICAL, LLC 4036 S. WILLEGE W525 NDNE12. J(p LOT 1, 1 GRAPHIC SCALE M 0 SI b E I blue -wa too--- xist01'CON]WR mt— — — Mommo B. Col]OuR W24 PBOBOSE01' COMWII 6020 PROUNSE0 S'fAMOUR SAMN SOUNnNW SUE&S01 BOUNDARY E� 9 . REIN O[SIOXVtION R MG . IN VGRES C . COMPOSITE RUNOFF COEFFICIENT (100 YR. DENT) Qp 0 . DEMON POINT DETONATION PROPOYO STORM SEWER -_u. uILL wee E%ISTINO MORN SEWER I FLOW DIRECTION EF —SF— SF— ert TEN" 1••.114 RIP MP City of Fort Golbw, Colarnd0 UMEY PLAN APPROVAL NwRwco- �0N Nrt OIECNED rr Mnn . rwmurzR onus ONE DIECEEo rr• � WWE cxECXm NP REmovDR r.,E MUKED BY TP.n. nw.Wm Nv %�L PC. rvN..' *ncla eo ,U,W W Il"t r IIIILIVjYI1R1'W^� 1.nu. w rm.uwd ?'iy %u. oo or rurt , 'Yp»,�• M� ] d D,j 00 orA.m..eo.. u.e my a OyI"" DRMAGE PLAN PROJECT NO. SHEET NO. x0 OF SHEETS INOLOGY PARK FIFTH FILING 2640-02-13 11 17 LLWS. COILORADO I I 1 I-� I I» Po' p MDRAINAGE III AM ACCESS rC 6mmmbut RECEP1wll xo. ii WI II° B SERAH B-3 II I f sTtL tie �{LET) dWI ll� LJJ JJ. CN II';L O Q F� Ir.. III Il.MI634 � •. eoLe NI NPPIP„MA�ODL'311..1' I �� PROPOSED BUILDING III =t �o f. J` Il. - 4MMUM AIP III.. 'II III I I ,\\ ill it . r lLDumlm 1 W1---------'III ; Ill g I 11 4905.13 x TLE' STRUCTURE 1 TIPAt1eTm to am I q „� 7red / 11 I WE , RR Y l e' %VMSIW RR 1 \ I W1 I \ I Weed kill 1 Nd I \ W7 \it \ it III 1 it II I if II it Ad LM �W F.F. NISU can G-_ _ _ _ _-iK UIRLn ESIF Il I ' II EAISIINc fin' WIHT-Li war s— w^ rl (62' ROW OEOICATo RAT Li HARMONY L6HNOLOOY PARK $ECHO FlIIXC) (2 Now DEDICATED PER RAT IF r'.r R-641.00 1 II HANACHAY TECHHOLWY PNIX IRO FItYIc) L-t%IBI T�552EI III I I I = CH-N62'09.29Il I]I s III call I S RE45100 OpM Cmm B.R.B. / C.P.P. INb tr— UactedCal Flees BdpF CMaFM B.W.B. ig M D— 0"detw Sue ,Sypraad B.W.S. CONSTRUCTION SEQUENCE STANDARD F a P CT. LOT a HA MY TE NX y PAA{ " mm AARIL IDI] an Mosel* me mMMAs of a lar e,`"mdir r hmitl o a nnh Ms o for are as lire Car robust. adllkalMs do u m 1 2 3 ♦ 6 e )_ S s 19 n u Mmlrmlm/otonil uu till/u mq Pcard wndolm%v CwImI N Fwping Pa ele Rarly AddHima Rariwe Vvh Aalma. Moul 0N. a mird CUT Irl I Fdtw MIAM, Crew Set Fmoe Bml.e Colo Sins ewe se P,WwaUm ir/lmCmiF�i.x. µ�se FVM vim.,Mul Ya1Md BI«ape p�mmt sea %.mica mywwY SaN n.nlhn BN onalmum weporda! Mn"andl./Hm1m SM "and" B "-ING MHSTN"M ---�_--_ newl SIRUCNRES: INSTALLED Ill NNITNNEO WIT WaTA AdMk:rgd; CWracutc: TO ee a Ruwm BY 4Y OATE %ADMITTED' AxROND By err w ftlll M s pea 1 ` 0,11, 1 Fall Coal,, mmidd offam, no sediment ,i at,, I. The City slmm.m« Om>Dnent woelm cmb,4 a„nwlw must be notlW at least x♦ _ =' how, pruer to any cmslru<oan AT this site. x. All m%wa Baltic MdI M Installed prior to any bad 11,01mhF9 mllaly (t mkpiq, lred mram al Mtl n l be FtlMed stril AaeSlpy�� al[f. al of NW rswn Ilu liras tole [melruellm awards as Ind[ala M Me mpowe prelwl _ •l �<mhb ah.ed., welIdn q ed and ermwl [chain report Mluem R,mma 3. Rs-NMdnMmee w tatlm Nall be pmle,IN and retained posAim, "✓r- do to the f Ire Immsdble and farathe ctices sharps( prabe period oed mahucnao Wu tWo Und. A AN sob emwa burns land doubtless Actively (Mbwph9t grains. my NSldblkne, = .laaupma. mmuE1,ess. All shut be lupt re a a aaMRlm by roping w disi al rip bet can 5 ran rtMCM1. wgebLLn. mm Isum hmmt woe" cmtM Is Included,Ifu --Ijl base es area, mtdas Ticket street rights of sal, d all mmaes mm,a by lane aLbrbh9 utility Iw Tiers than Nrly (30) days mule rewua lmpmwy w pwmmml slashed - I antra (.a sea/mulch. Immma hoa auetc.) Is wunion dunce approwd by the _L nt MCI!: TO stw.etw Cdportn t m 1 AT St� P Is mmumm 5, Me property must be mtua and mohbesa at of Unix dump construction adldda T a to p... ramN .rera t and-<sn. Ad land land drew undo?" NaI be mmeahtely h di ran pea ohm wapM east traders won t properties, as deWmina by at City Gghwm9 Poparlmenl CSP _— f`� 5. AT Umpwm) bwnura) realm danYd mwww. dud e. hm.flat and repaired m bt b to dgxo ` rnmslrv<bd os necessary otter wO runoff omd am ably ardu assure _ Uw.a pwfwma a of uwr Mt " Nn[pm a mina Andid emdolly ` done erne an piston rmawy waam. "I be nmaua and myoeN at Ind owner a locoton so as not 10 muse (htl rump Idea any drahagamy ` v rep sladpb " m[nd ter I0) feet Id height All MI fortune Mal be PR pHs Mr leannwdmanmo rdayyss shlol :ended mesa°mold" at I 'S I.son9N so tl eta eftw 3o be % WI x` h 0. my sesame. raiders IM Va h9 ampx9 w ama: t'ng If lots w my aNu - - .. IW, who ,11 M him by w Imes any m n. Any aid ... MIT deposited mMwld RR I eau be aom,a=toy by We emwflor. _ Nan unam WW, I. Fnelm Crakes as Ne MmhhtroW we I m Mon.asn EallMe ent C crawl ftg Lddm and cmhd - � , %at Cm,w,lbn %an Naln we headed m IM Project Nobe Sheet. Concomitant , No eswe h vied a 2 M .mete cmYd warlly tlmwll fe `µrat N attwhnce AM City of F L Cdhs policy. M net hManm Moll Me mrhmnl of the maturity be Ire am _.•. fall p 3. The Sili has bad beer amwaded. Flowto ale cork mw,thns. Me site ey `� 6tas. Wastes. Me WiI Intel anwN:e >m will ee rwF ow,m ol 115,1q u,i.. Mat astes N rumors, star Inevitably leads la some owe mbae , Cnxal. Me site h rosMolalY 60% ,WUn1w ...w. The sole amounts of a six Inch "Ra l ` • o �. a top sell lap dmwdof 1, the ,bw,f,,..r tW Ral by Tm and l� _, 'If` g, Nw.mt of Usea'ced<emm,m E^al..wInd Rmwt Wes mayBunamM TmhmAl Pwway add we[Ntm am., D,I". Fort ccam via . Tar [ Played N . 20165012A: report doled March 3. 3016. O L. Construction Ill end cm,m of Trans atm of Mob, wife" rthowing and "-n"blew, "hide entering pods and ell firm word tlonu0mm SHEAR ENGINEERING CORPORATION 70 SEDIMENT AND EROSI WILMARC MEDICAL, LLC sal A. COLLEGE AVE, SUITE 12. FORE COWNS, COLORADO M25 LOT 1, HARMONY TEC OL PHONE: (970) 22B-SM4 (970) 22E-4451 PORT C LUNS ,,'1n�I11 ('l GRAPHIC SCALE 21 40 a t loch se AD n. LEGEND W23 _._---- EXISTING 1' CONTOUR 54 - -- — - EXISTING 5' CONTOUR 5024 PROPOSED 1' CONTOUR 5020 PROPOSED 5' CONTOUR PROPOSED STORM SEWER mwrmrrFmrcm EXISTING STORM SEWER > FLOW DIRECTION SF —SF— SILT FENCE W1 WATTLES rx® -QTCIP CURB INLET BLOCK/GRAVEL FILTER a® CSP CURB SOCK PROTECTION CWA CONCRETE WASHOUT AREA L® hO VEHICLE TRACKING CONTROL Fin CIP-S INLET PROTECTION SETUP RR RIPRAP SWMP Administrator Coulson Exce v ting MMI Coulson 3609 Nodes Cowty Road 13 Loveland, COlomdo 80538 manC]coulsonox.com Phl (970)667-217B City of Fort Collings, Colorado UITUTT PLAN APPROVAL NECKED IT Webb At m R nun sae NECKED In nut m anon ma CHECKED An MIKE we Imumm only CHECKED BT nuarn Timm ooR M,me cow MIN "W,. l! as (My,a Fork Wlme mo Aw A mi 5, rmdw aim not net fuOU //s➢mLlWtl by for a t as City, aF Pore Coal aalow. edneR pey, mi Nfcan model ,net msnimin m Us, aJmiu ry as "sear died, AN )myU free remuth" N Maine an The yet" on see Ma auwelU" 0!16101�1 AmaOea Me mrl.r shw net W warbre a a as ""an .e �mfmm of IIDmNi n pinNW ll by TN qq a Fort far aNumw wmuu„ N lcam„he= act mq be rig 4sa amaa Me ommwmm pi NTROL PLAN PROJECT No. I = $NEU NO ';` PARK FIFTH FILING 2540-02-16.1 19 1 17