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Home My WebLink About20193422.tiffUSE BY SPECIAL REVIEW USR APPLICATION DEPARTMENT OF PLANNING SERVICES * 1555 N. 17TH AVENUE * GREELEY, CO 80631 www. weld ov. com * 970-400-6100 * FAX 970-304-6498 FOR PLANNING DEPARTMENT USE: AMOUNT $ APPLICATION RECEIVED BY DATE RECEIVED: CASE # ASSIGNED: PLANNER ASSIGNED: Parcel Number*: 1 4 7 5 - 3 4 2 _ 0 0 _ 0 0 9 Address of site: MISEImme Legal Description: Part of NW 1/4 Zone District: Ag Acreage: 10 FEE OWNER(S) OF THE PROPERTY: Name: Patrick and Julie Simons Floodplain: Company: Phone #: Street Address: 15521 Almstead St Section: 34 (*A 12 digit number on Tax I.D. information, obtainable at www.weldnov.com). J Township: 1 N Range: 64 eological Hazard: YCN Airport Overlay: YQN Email: City/State/Zip Code: Name: Hudson CO 80642 Company: Phone #: Street Address: Email: City/State/Zip Code: Name: Company: Phone #: Street Address: City/State/Zip Code: Email: APPLICANT OR AUTHORIZED AGENT: (See below: Authorization must accompany all applications signed by Authorized Agents) Name: Eric Wernsman Company: Wernsman Engineering and Land Development Phone #: 970-539-2656 Email: ejwerns25@gmail.com Street Address: 16493 Essex Rd S City/State/Zip Code: Platteville CO 80651 PROPOSED USE: Place a new Salt Water Injection Well Facility in the Ag Zone District I (We) hereby depose and state under penalties of perjury that all statements, proposals, and/or plans submitted with or contained within the application are true and correct to the best of my (our)knowledge. Signatures of all fee owners of e prap rty must sign this application. If an Authorized Agent signs, a letter of authorization from all fee owners must be included with the application. If a corporation is the fee owner, notarized evidence must be included indicating that the signatory has to legal authority to sign for the corporation. 9 ignature: Owper or Authorized Agent Dat e Signature: Owner or Authorized g � Agent Date P IC 4( e 171.6 Print Name Print Name Rev 4/2016 DEPARTMENT OF PLANNING AND BUILDING DEPARTMENT OF PUBLIC HEALTH AND ENVIRONNMENT 1555 NORTH 17TH AVENUE GREELEY, CO 80631 AUTHORIZATION FORM I, (We), Patrick or Julie Simons } give permission to Eric Wernsman (Owner - please print) (Authorized Agent - please print) to apply for any Planning, Building or Septic permits on our behalf, for the property located at (address or parcel number) below: Parcel # 147534200009 Legal Description: Part of NW 1/4 of Section 34 Township 1 N, Range 64 W Subdivision Name: Property Owners Information: Address: 15521 Almstead St Hudson CO 80642 Lot Block Phone: E-mail: Authorized Agent Contact Information: Address: 16493 Essex Rd South Platteville CO 80651 Phone: 970-539-2656 E -Mail: ejwerns25@gmail.com Correspondence to be sent to: Owner Authorized Agent Both ° / by Mail T Email Additional Info: Owner Signature: Date: Owner Signature: Date: USE BY SPECIAL REVIEW (USR) QUESTIONNAIRE Answer the following questions on a separate sheet. If a question does not pertain to your use, please respond with "not applicable". For assistance with some of these questions see this website: http://www.co.weld.co.us/Departments/PlanningZoning/LandUseApplicationsAssistance/ApplicationAssistance.html Planning Questions: Planner on Call 970-353-6100 x3540 1. Explain, in detail, the proposed use of the property. The site will be used for a Class II salt water injection well facility. The site will have an 80' x 100" steel building that will contain the office area and the injection pumps. There will be a concrete tank containment area that will have up to 35 steel and or fiberglass tanks that will be used for salt water processing. There will be a concrete truck unload pad that will also provide containment. A pipeline will be constructed to deliver water to the site, there will be very little truck traffic to the facility. The USR map shows the initial construction to consist of (2) spaces for trucks to unload water. 2. Explain how this proposal is consistent with the intent of the Weld County code, chapter 22 of the Comprehensive Plan. The injection well facility will be placed on a site that will have no negative affect on surrounding agricultural uses. 3. Explain how this proposal is consistent with the intent of the Weld County code, chapter 23 (Zoning) and the zone district in which it is located. The use will be permitted by a Use by Special Review. 4. Describe what type of land uses surround the site. Explain how the proposed use is consistent and compatible with surrounding land uses. All the adjoining properties are used for agricultural purposes. Dryland farmland surrounds the property. 5. What are the hours and days of operation? (e.g. Monday thru Friday 8:00 a.m. to 5:00 p.m.) The facility will operate 24 hours a day 365 days a year 6. List the number of full time and/or part time employees proposed to work at this site. There will be up to 10 full time employees on the site every day. 7. If shift work is proposed include the number of employees per shift. The employees will be split over 3 shifts a day. 8. List the number of people who will use this site. Include contractors, truck drivers, customers, volunteers, etc. There will be less than 20 semi trucks with trailers a day come to the site. There may be up to 20 passenger car trips to the site a day. If the truck traffic levels increase, Expedition could revise the USR application in the future. 9. If this is a dairy, livestock confinement operation, kennel, etc., list the number and type of animals. N/A 10. Describe the type of lot surface and the square footage of each type. (e.g. asphalt, gravel, landscaping, dirt, grass, buildings) The site is planned to have 8000 sq. ft. of building, up to 65,000 sq. ft. of gravel, 36,380 sq. ft of concrete and the remainder of the 10 acre site to remain as reclaimed to native grasses, farm and or ranch land. 11. How many parking spaces are proposed? How many handicapped (ADA) parking spaces are proposed? There is 1 ada space planned and 7 non ada spaces proposed. 12. Explain the existing and proposed landscaping for the site. There is no landscaping planned at this time due to to the very rural nature of the site. All disturbed areas that are not planned to covered will be re -seeded with native grasses. 13. Describe the type of fence proposed for the site (e.g. 6 foot chain link with earth tone slats) A pipe gate may be installed at the access point at least 75' off the edge of CR 55. 14. Describe the proposed screening for all parking and outdoor storage areas. If the site is located in a floodplain outdoor storage is restricted. There is no screening planned for the site. The site is located on flood plain panel 08123C2170E Zone minimal flood hazard. 15. Explain any proposed reclamation procedures when termination of the Use by Special Review activity occurs. If the site is abandoned, the injection well(s) and containment areas will need to be abandoned per COGCC regulations. 16. Who will provide fire protection to the site? South East Weld Fire District 17. List all proposed on -site and off -site improvements associated with the use (e.g. landscaping, fencing, buildings, drainage, turn lanes, etc.) and a timeline of when you will have each one of the improvements completed. The overlot grading will begin after USR approval. It will take approximately 6 months to complete the grading, concrete work and building construction. The seeding will be completed by December 2020. Engineering questions: 970-353-6100 x3540 1. Describe how many roundtripslday are expected for each vehicle type: Passenger Cars/Pickups, Tandem Trucks, Semi-Truck/Trailer/RV (Roundtrip = 1 trip in and 1 trip out of site) 20 roundtrips per day passenger cars 20 roundtrips per day Semi-Truck,Trailer 2. Describe the expected travel routes for site traffic. Traffic will enter on the west side of the site, travel north to the unload pad and then east and south and back west to site entrance/ exit point. 3. Describe the travel distribution along the routes (e.g. 50% of traffic will come from the north, 20% from the south, 30% from the east, etc.) It is anticipated that 80% of the trucks will go north on CR 55 to HW 52 and 20% will go south on CR 55. 4. Describe the time of day that you expect the highest traffic volumes from above. The highest anticipated traffic volume will be from 9:00 am to 10:00 am 5. Describe where the access to the site is planned. The site access is planned on CR 55 about 440' south of the intersection with CR 4. 6. Drainage Design: Detention pond summarized in a drainage report is required unless the project falls under an exception to stormwater detention requirements per code section 23-12-30 F.1. A. Does your site qualify for an exception to stormwater detention? If so, describe in a drainage narrative the following: NO 1. Which exception is being applied for and include supporting documentation. 2. Where the water originates if it flows onto the property from an offsite source 3. Where it flows to as it leaves the property 4. The direction of flow across the property 5. If there have been previous drainage problems with the property B. Does your site require a stormwater detention pond? YES If so, the following applies: 1. A► drainage report summarizing the detention pond design with construction drawings and maintenance plan shall be completed by a Colorado Licensed Professional Engineer and adhere to the drainage related sections of the Weld County Code. Drainage report and drawings will be provided 2. The drainage report must include a certification of compliance stamped and signed by the PE which can be found on the engineering website. A stamped copy and certificate of compliance will be provided with the final accepted copy. 3. A general drainage report guidance checklist is available on the engineering website. More complete checklists are available upon request. USE BY SPECIAL REVIEW (USR) QUESTIONNAIRE (PAGE 2) Environmental Health questions: 970-304-6415 x2702 1. What is the drinking water source on the property? If utilizing a drinking water well include either the well permit or well permit application that was submitted to the State -Division of Water Resources. If utilizing a public water tap include a letter from the Water District, a tap or meter number, or a copy of the water bill. A well permit has been applied for. 2. What type of sewage disposal system is on the property? If utilizing an existing septic system provide the septic permit number. If there is no septic permit due to the age of the existing septic system, apply for a septic permit through the Department of Public Health and Environment prior to submitting this application. If a new septic system will be installed please state "a new septic system is proposed". Only propose portable toilets if the use is consistent with the Department of Public Health and Environment's portable toilet policy. A septic system design will be provided with USR approval. 3. If storage or warehousing is proposed, what type of items will be stored? A 55 gallon drum of scale inhibitor and a 55 gallon drum of biocide will be stored. 4. Describe where and how storage and/or stockpile of wastes, chemicals, and/or petroleum will occur on this site. The biocide and scale inhibitor will be stored in the pump building which has containment provided within the building. The oil that is recovered from the filtering process will be stored in a fiberglass tank that will be inside the tank containment area. 5. If there will be fuel storage on site indicate the gallons and the secondary containment. State the number of tanks and gallons per tank. A 300 gallon diesel tank will be on site in the tank containment area. 6. If there will be washing of vehicles or equipment on site indicate how the wash water will be contained. Wash water from tanks and or vehicles will be contained on the truck unload pad. The water will drain into the injection well system. 7. If there will be floor drains indicate how the fluids will be contained. Floor drains will drain into the injection well system. 8. Indicate if there will be any air emissions. (e.g. painting, oil storage, etc.) If the USR is approved EWS will attain an Apen Permit for the facility. 9. Provide a design and operations plan if applicable. (e.g. composting, landfills, etc.) N/A 10. Provide a nuisance management plan if applicable. (e.g. dairies, feedlots, etc.) N/A 11. Additional information may be requested depending on type of land use requested. Building questions: Jose Gonzalez 970-353-6100 1. List the type, size (square footage), and number of existing and proposed structures. Show and label all existing and proposed structures on the USR drawing. Label the use of the building and the square footage. An 80O0 square foot metal building will be constructed that will enclose the pump buildings and office areas. 2. Explain how the existing structures will be used for this USR? There are no existing buildings on the site. 3. List the proposed use(s) of each structure. Please see above WERNSMAN ENGINEERING AND LAND DEVELOPMENT February 25, 2019 Hayley Balzano Weld County Public Works P.O. Box 758 Greeley CO 80632 ERIC WERNSMAN 16493 ESSEX RD S PLATTEVILLE Co 80651 RE: Preliminary Drainage report and plan for Expedition Water Solutions EWS #11 Site located at the south east of the intersection of CR 4 and CR 55 Dear Hayley Attached is the Preliminary Drainage Report and Plan for the EWS #11 proposed injection well facility. This report addresses both the on -site and off -site hydrology that affects or is affected by the proposed development. If you have any further questions or comments regarding this matter, please contact this office. Sincerely, Eric Wernsman RE. I hereby certify that this report for the drainage design for the EWS #11 injection well facility was prepared by me (or under my direct supervision) in accordance with the provisions of the Weld County Storm Drainage Criteria for the owners thereof" Registered Professional Engineer State of Colorado No. 33371 Index Page 1-6 7-9 10 11-13 14 15 16 17-18 19 20 21 22 23-26 27 28 29 DRAINAGE REPORT NOAH POINT PRECPITATION FREQUENCY ESTIMATES BASIN AND SUB -BASIN IMPERVIOUSNESS CALCS 100 -YR PEAK RUNOFF ALL BASINS SWALE CALCULATIONS SECTION A -A SWALE CALCULATIONS SECTION B -B SWALE CALCULATIONS SECTION C -c DETENTION POND/S62 CULVERT CALCULATIONS DETENTION VOLUME REQUIRED FAA METHOD DETENTION VOLUME PROVIDED WQCV ORIFICE AND REQUIRED VOLUME 710rXR HISTORIC RELEASE RATE ORIFICE NRCS SOIL MAP AND INFORMATION FEMA MAP VICINITY MAP REFERENCES General Description: The proposed site is located along the east side of CR 55 and along the south side of CR 4 ROW if it was dedicated. CR 4 stops at CR 55 but continues west. CR 55 is a gravel surfaced road. CR 55 forms the western boundary of the property. The northern, eastern, and southern boundaries are adjacent to undeveloped dry land agricultural property. Please see sheet Cl for a vicinity map. The proposed site is located within the North West 1/4 of Section 34, Township 1 North, Range 64 West of the 6th Prime Meridian. The legal description for the property will be part of a Recorded Exemption that will be applied for in the future. There are no mapped major waterways, water holding areas or water resources on or adjacent to the property. Prospect Reservoir is about 4500 feet east of the site. The entire proposed parcel will contain approximately 20 acres. Approximately 4 acres of the property will be developed. The site is proposed to bean injection well facility with gravel and concrete drives, a steel building and native grass swales. The ground cover on the existing site consists of natural grasses and weeds. The soil type(s) present are, Colby Adena looms and Weld Loam. See NRCS soil report in the appendix for location of soil types. NRCS classifies most of the soils in hydrologic group "C" for runoff purposes. In the proposed condition, offsite flows will be able to enter the site from the south and west and the on -site channels will have the ability to pass the 100-yr events around the site. Most of the runoff generated by the proposed development will be collected via sheet flows, swales, and directed toward the on -site detention pond. The remainder of the un-developed on -site flows will sheet flow un- detained to the east. This area does not contain proposed improvements. The detention pond is located in the southern portion of the property and releases developed runoff through a staged outlet. A water quality capture outlet will release minor storm flows over a 40 -hour time period and a major storm orifice opening will release flows at a ten-year historic rate. The released flow will be directed east towards undeveloped agricultural property. Drainage Basins and Sub -Basins: There is no Weld County Master Drainage Plan for this site at the current time. Beebe Draw is the closest major basin and lies approximately 2 miles east of the site. The site lies on unprinted FEMA map panel 08123C2170E. This project site is located within Flood Hazard Zone X on the FEMA map. There is an offsite basin Sub -basin QS1 to the south and west that drains onto the property. O51 is almost entirely undeveloped and contains approximately 30.3 acres and has an imperviousness of 2. The 1O0 -year runoff rate is 52.10 cfs. The on -site channels are designed to carry all of the offsite flows and route them north and east around the site. There are is an on -site basin (Si) that direct flows flow away from the developed site to the swale (Sec A -A). Si is generated entirely from undeveloped area flow and does not drain into the detention pond. Sub -basin Si contains 2.12 acres, has an imperviousness of 2 and represents the flows along the north side of the site. The 100 -year runoff rate is approximately 5.60 cfs. Sub -basin (S2) contains all of the developed site runoff. Sub -basin 52 is located in the central portion of the site and contains 4.01 acres. 52 has an imperviousness of 52 and generates a 100 -year runoff rate of approximately 21.85 cfs. Drainage Design Criteria: There is no Weld County Master Drainage Plan or project master drainage plans for this site at the current time. The site is in a Non -Urbanizing Area of Weld County. Offsite and onsite undeveloped flows from the south and west side of the site will be routed around the site and will not be passed through the detention pond. Nearly all of the developed flows from the site wilt be routed to the detention pond. Using the NOAA Atlas 14 Volume 8 Version 2 an IDF table was generated. A one -hour rainfall depth of 1.13 inches, 1.40 inches, and 2.63 inches was determined fora 5 -year, 10 -year, and 100 -year event, respectively. The rational method was used to calculate runoff and release rates. The detention pond was sized using a 10 -year historic release rate. A water quality capture volume is designed within the pond to release minor storms over a 40 -hour period to maintain water quality. The on -site swales are sized to pass the 100 -year event. The runoff for specific design points was calculated by inputting the area, imperviousness, soil type, one hour precipitation values, slope, length of travel and conveyance into the peak runoff spreadsheet. Please see the corresponding peak runoff and feature design for each point. The release rate and developed runoff amounts were calculated using the rational method. The detention pond volume was determined using the Modified FAA Method with one exception. The discharge rate did not use the soil type value. The discharge rate was determined by finding the total historic runoff rate for the site and then dividing by the site area per Weld County recommendations. This value was then input into the detention pond spreadsheet to determine the volume required. Drainage Facility Design: The 100-yr storm volume required by using the Modified FAA method was determined to be 30,292 cubic feet. With a pond outlet invert of 5101.0, the 100 - year high-water elevation is 5104. The available volume provided is approximately 33,293 cubic feet. The additional volume may be used if future development occurs on the site. The water quality capture volume (WQCV) can be included in this volume per the Weld County Addendum to the Urban Drainage Manual. The minimum WQCV allowed for the site is 0.107 acre-feet. (4661 cubic feet). The proposed detention outlet has an initial orifice plate to provide water quality capture volume with one 13/16" diameter orifice to release the water quality capture volume runoff. The top of the orifice plate is set at elevation 5102.5 to ensure that once the water quality volume is captured as the storm water spills into the next stage of the inlet. The second orifice plate with a 3" high opening releases flow to a 4 -inch diameter PVC pipe. A third stage in the outlet structure acts as the emergency overflow. The concrete wall at top of this stage is set at elevation 5104. Once water overtops the top of the concrete wall of the outlet structure it will be released un-detained into a 24" CMP that flows east. The 24" CMP has the capacity to pass the entire 100—yr event from Sub -Basin S2 (21.85 cfs) while backing water up to elevation 5104.3 There is over 5' of freeboard provided from the CMP tail water elevation of 5104.3 to the edge of the driveway at elevation 5109.4. A 4' x 9' rip rap pad shall be placed at the end of the 24" CMP to assist with erosion mitigation. Swale Sec A -A has the capacity to collect all of the offsite flows Sub -Basin 061 (52.10 cis) that drain to the property from the south and west and the onsite flows from Sub -Basin S1(5.60 cfs) (57.70 cfs combined) and routes the flow north and east around the site to undeveloped portions of the site. Sec A -A has a minimum slope of 1.2%. The manning's "n" is 0.040 which creates a 100 -year water depth of 1.67 feet and a Froude Number of 0.69. The swafe outfalls onto Swale Sec B -B Swale Sec B -B collects all the flows from Sec A -A and discharges them onto native undeveloped areas. Sec B -B has a minimum slope of 1.2%. The manning's "n" is 0.040 which creates a 100 -year water depth of 2.0 feet and a Froude Number of 0.70. Swale Sec C -C collects the flow from Sub -Basin Q51 via an existing culvert in CR 55. Sec C -C is a concrete section with a bottom width of 6' and vertical concrete sides. The 100-yr event creates a flow depth of 0.58' within the 9" deep concrete section. This section has been conservatively sized to handle 57.7 cfs while most of Sub -basin Si will not reach this channel. The spreadsheets included in the report detail the physical requirements to provide adequate drainage ways. Please refer to the spreadsheets for the specific design. Once the site vegetation has been re -seeded very little maintenance should be required for site operation. Care should be taken to keep trash and debris out of inlets and pipes to prevent excess water from building up on the site. !f complete blockage would occur in the first stages of the detention pond outlet the water would rise until the water reached elevation 5104 and then be released into the 24" CMP undetained. If blockages occur they should be immediately cleaned. All storm water pipes shall be kept clean to maintain full capacity. Conclusions: The proposed site will control developed storm water flows through an on - site detention pond. The allowable release rates from the detention pond include a water quality release rate that allows minor storm flows to release over a 40 - hour time period and a major storm release rate that is equivalent to the ten-year historic runoff rate. Off -site flows that drain toward the site are directed around the property. All of these storm water flows are conveyed off -site to the east. This report and design will meet the Weld County Code, but may require variance to eliminate the typical concrete overflow structure. The detention pond outlet has provisions for the overflow. This design should be more than adequate to prevent either on -site or off -site runoff flows from creating damage. The site is not part of any Weld County Master Drainage Plan. Please see the reference sheet for a complete list of references used for this design and report Drainage/ Site Maintenance Plan 1. Site shall be inspected monthly or after every storm event. 2. At all times any erosion that may occur shall be corrected as soon as possible to mitigate the chance of erosion leaving the site. 3. All culverts shall be inspected regularly and cleaned if necessary. 4. Any seeded areas that are not covered with vegetation shall be re -seeded and irrigated as necessary to establish permanent vegetation. 5. Snow can not be piled in swales or near detention pond outlet. NOAA Atlas 14, Volume 8, Version 2 Location name: Keenesburg, Colorado, USA* Latitude: 40.0144°, Longitude: -14.5447° Elevation: 5115.09 ft** * source: ESRt Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Santa Perice, Deborah Martin, Sandra Pavlavic, ishani Roy, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Michael Yekta, Gooffery Bonnin NOAA, National `Weather Service. Silver Spring, Maryland PF tabular I PF graphical I Maps & aerials PF tabular PD$ -based point precipitation frequency estimates with 90% confidence intervals Duration • 5 -min 10 -min 15 -min 30 -rain 60 -ruin 2 -hr 3 -hr 1_6;-h r I 24 -hr 2 -day 3 -day 4 -day 7 -day 10 -day 20 -day 30 -day I45 -day I60 -day J in inches)1 0.239 (0.191-0.302) 0.350 (0.279-0.442) 0.427 (0.341-0.539) I 0.576 (0.459-0.727) 0.707 (0.563-0.692)- 0.838 (D.672-1.05) 0.912 (0.735-1.14) 1.08 0.875-1.33) 1.30 (1.07-1.59) 1.54 (1.27-1.87) 1.76 (1.46-2.11) 1.92 (1.60-2.29) 2.05 (1.72-2.44) 2.34 (1.98-2.77) 2.60 (2.20-3.05) 3.33 (2.85-3.88) 3.93 (3.374.54) 4.64 (4.00-5.34) 5.22 (4.51-5.98) i _ 2 o.zsz (0.232-0.369) 0.427 (0.340-0.540) 0.521 (0.415-0.658) 0.699 (0.556-0.883) 0,852 (0.678-1.08) 1.00 (0.806-1.26) 1,09 (0.876-1.36) 1.27 (1.03-1.57) 1.53 (1.25-1.87) 1.82 (1.50-2.21) 2.12 (1.76-2.55) 2.29 (1$1-2.74) 2.42 (2.02-2.88) 2.74 (2.30-3.23) 3.02 (2.55-3.55) 3.83 (3.26-4.46) 4.49 (3.85-5.20) 5.31 (4.57-6.11) 5.99 (5.18-6.87) Average recurrence interval (years) 0.390 (0.309-0.494) 0.571 (0.453-0.724) 0.697 (0.553-0.882) 0.930 (0.737-1.18) 1.13 (0.896-1.43) 1.33 (1.06-1.67) 1.43 (1.15-1.79) 1.65 (1.33-2.04) 1,95 (1.59-2.39) 10 0.483 (0.381-0.615) 0.708 (0.568-0.900) 0.863 0.861-1.10) 1.15 (0.907-1.46) i 1.40 (1.10-1.78) 1.65 (1.31-2.08) 1.78 (1.42-2.23) 2.02 (1.63-2.51) 2.36 (1.91-2.90) 2,32 (1.91-2.83) 2.78 (2.27-3.39) 2.73 (2.26-329) 3.26 (2.68-3.94) 2.91 (2.42-3.49) 3.44 (2.85-4.14) 3.04 (2.54-3.63) 3.39 (2.84-4.01) 3.71 (3.134.37) 4.63 (3.93-5.40) 5.39 (4.61.6.26) 6.37 (5.47-7.36) 7.21 (6.20-8.29) 3.57 (2.96-4.28) 3.94 (3.29-4.68) _ 4.29 (3.59-5.07) 5.28 (4.47-6.19) 6.13 (5.20-7.14) 7.22 (6.16-8.37) 8617 (7.00-9.43) I 25 0,629 (0.486-0.848) 0.921 (0.712-1.24) 1.12 (0.869-1.51) 1.50 (1.16-2.02) i _ i _ 1.83 (1.42-2.48) 2.16 (1.69-2.91) 2.33 (1.83-3.11) 2.63 (2.08-3.48) 2.99 (2.38-3.89) 3.46 (2.76-4.41) 3,99 (3.18-5.00) 4.19 (3.36-5.21) 4,32 (3.48-5.35) 472 (3.81-5.78) 5009 (4.13-6.19) 6.17 (5.04-7.41) 7.11 (5.83-8.47) 8.35 9.18 9.'98 LI (6.87-9.86) i (740-11.0) (7.7'9-12.2 0.755 (0.566-1.02) 1.11 (0.829-1.50)1 1.35 (1.01 4.83) 1.80 (1.35-2.44) 221 (1.66-3.00) 2.62 (1.98-3.53) 2.82 (2.15-3.76) 3.16 (2.434.20) 3.54 (2.70.64) 4.03 (313-5.19) 4.58 (3.57-5.80) 4.79 (3.74-6.02) I4.92 (3.87-6.16) 6.33 (4.21-6.61) 5.72 (4.54-7.04) 6.86 (5.48-8.34) 7.85 (6.31-9.48) 100 0.893 (0.645-1.24) 1.31 (0.945-1.81). 1.59 (1.15-2.21) 2.13 (1.54-2.96) 2.63 (1.90-3.65) 3.12 (2.28=4.30) 3.36 (2.47-4.61) 3.76 (2.78-5.10) 4.15 (3.10► -5,56) 4.64 (3.47-6.1D) 5.19 (3.90-6.71) 15.40 14.08-6.94)i 5.54 (4.20-7.09) 5.95 (4.55-7.54) 6.35 (4.87-7.99) 7.53 (5.83-9.36) 8.58 (6.67-10.6) 9.43 (7.78-11.1) 10.3 8.37-12.3) 11.2 (8.79-13.7) I zoa 1.05 0.723-1.48) 1.53 (1.06-2.17) 1.87 (1.29-2.65) 2.50 -- (1.73-3.55) 3.09 (2.14-4.40) 3.68 (2.57-5.19) 3.97 (2.79-5.58) 4.43 (3.14-6.15) 4.83 (345-6.62) 5.29 (3.80-7.14) 5.81 0.20-7.71 )1 6.03 (4.38-7.94) 6.18 (4.50-8.10) 6.60 • (4.84-8.57) 7.00 (5.16-9.02) 8.21 (6.10-1.0.4) 9.30 (6.95-11.7) 10.8 (8.07-13.5) 12.1 (9.08-15.0) I 500 1.26 (0.839-1.84) 1.85 (1.23-270) 2.26 (1.50-3.29) 3.03 (2.01-4.41) 3.77 (2.5D -5.x49) 4.50 , (3.02-6.50) 4.87 (3.28-6.99) 5.41 (3.68-7.68)1 5.81 (3.99-8.15) 6.22 (4.30-8.59) 6.67 (4.63-9.06 6.89 (4.81-9.30) 7.05 (4.95-9.48) I 7.47 (5.28-9.94) l 1000 1.45 (0.927-2.11) 2.12 (1.36-3.09) 2.58 (1.66-3.77) 3.47 (2.22-5.06) 4.33 (2.77-6.32) 6.18 (3.36-7.49) 5.61 (3.66-8_06)1 6.22 (4.09-8.84) 6.62 (4.39-9.31) 6.97 (4.67-9,70) 7.33 (4.9640.1) 7.66 (514-10.3) 7.73 (5.28-10.5) 8.14 (5.61-11.0) 7.86 8.52 (5.58-10.4) (5.90-11.4) 9.09 (8.51-11.9) 10.2 (7.36-13.2) 9.76 (6.83-12.9) 10,9 (7.67-14.4) 11.7 I 12.4 (8.49-15.1) i (8.81-16.3) 13.1 13.8 (9.51-16.7) (9.83-18.0) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical PDS-based depth -duration -frequency (DDF) curves Latitude: 40.0144°, Longitude: -104.5447° Precipitation depth (inn) 14 �--- 12 10 I 1' . • . 1 1 . . . 1 1 1 t •I I I I Y r I I 1 . • 1 • I I I I I • I I . • 1 • • • 1 I I • • I I r • I I 1 I • • 1 . • • • .. .•. •. .. 1. . _ _ t . •. . . 1 . • N - • J . .. 2 • •. . •. •. . . _ _ I / l • _ .1_ • . • 1 I • • • v I f • . • . • . 1 I p e a 1 I a • 1 I I 1 I 1 • • 1 t I . • I I • / • I • I I 1 I • • 1 I I I 1 I I 1 / • • 1 t I I • • • ■ I Y • 1 I • I I • • 1 I a 1 1 1 I 3 \ / 1•I I • =L 1 . . • . •. • 1 1 1 ' 1 I i • • ♦ . 1 I . TI. • I . • . ' • I • I I a . I I 1 • • • I 1 I . • _ Y I Y . • - yyy 1 I I I • I 1 I • 1 I I 1 I • 1 I I • I ! I Y Y 1 I 1 1 • I • , I t I I I. • 1 1 /1 I •.... . . • 1• 1 f I I _ • _ _ _ _ _ . I 1 - .. _ % _ . . I . . . . • I •. .. •$ v r . • v .I • . • . _ • • •Y .I. • r • • a 1 _ h Y 1 t r • • 1 •! 0 E E _ a c c 5 a HI! 14 12 c 10 2 0 4J Lit ▪ u 0 r • • • Y Y 1 • • r a I .. . Y • I 1 • a • . .1. . 1 I I I ..,•r f I f E E •_LI_1 Duration I Y • I J. 4 1 I • • Y I •_• • . • • . • 1 J� • • . • 1,. • • I I I • • • 1 • I • I . 1 a • al 13 frI 13 3 13 V I•c/ >••� //}� 111 I •I rti • y 7:3t r1/4!4 te7 4 1 CDIPI t ul c • 5 10 25 50 100 200 500 1000 Average recurrence intervai (years) NOAA Atlas 14. Volume Si Version 2 Created (GMT). Fri Ian 11 17:39:59 2019 Back to Top Maps & aerials Small scale terrain Norse Creek Rtservar 3km rr►i i i Average recurrence intecai lyears} 2 5 — 10 25 50 100 2OO 500 1000 Duration 5-cn$n 2 -day 1 ern -dar 16 -nun - 4 -day -- 30 -mm - 7 -day 60 -mm - 10 -day --- 2 -hr 20 -day --� 3 -hr - 30 -day 6 -hr — 45 -day 12 -hr — 60 -day �-�- 24-tir Fort( anal i t j , Pe,uk •t: is ui 0ckilder• Large scale terrain • • Cheyenne „Greeley • Loiigt it ■SI elver 100km 6mi • -,403249 wry .otorniteit Lar a scale map Ch I 7.4 t Fort Collins Greeley ngrno Boulder El 100km olgrarl 6 mi Springs Back to Top Lane scale aerial US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC Questions@noaa.gov Disclaimer eier Sub -basin Imperviousness Ews #11 2/25/2019 SB1(undeveloped) Land Use Area (ft) 1 % Impervious Area, Grass 92134, Detention Pond 0 100 Roofs 0 90 Concrete Surfaces 0 100 Driveways, Gravel - 0 40 92134 Wghtd Avg & Total Area Acres 9 19 • SB2(Entire developed Site) Land Use Area (ft) I CA) Impervious Area, Grass 57549 2 Detention Pond 27760 100 Roofs 800O . 90 Concrete Surfaces 35590 100 Driveways, Gravel 45880 40 V g htd Avg & Total Area 174779 52 Acres 4.01 l� 1- i r a N A 4Y C) b! L C a csi .2 iC co E .c. w C .2' C) C C .a) C Wemsman En C} N u7 CN N r4 I I CO 0 124 g II LLEL5 1/40 I I 4—} r r fa CU CL a Teo E a to � J E C ao C 0 0 CO Cssi 1 0 cci .C4 r coo d D/S Elevation t1 g co C r 0 C 4 4713 C CD 4U At La 40 40 O 0 .o 6 co w ca � 0 d r N U C 0 a) Q U to C L. Int Q r I 0 L en U) It c 6 6 V CD 0 L k Q O wit C a esti .. J 0 0 0 o C (19 E .sue.. E ct .0 co f� O w to C cc 27) j 0 C cc ro a) 0 4- O C O eiP CO U ra U Select UDFCD locatio iinfall depth, P1 (in) = luation Coefficients = lime of Concentration Regional Selected tc (min) to (min) • I Vr tr) en H CO MT cci Np, c' N- it cri Y• N Co) a> N CO T. CX7 'It 'b" It ss N N CJ _ a Y CO r r ; 0o co r �- CJ7 N ' O) Channelized (Travel) Flow Time !ovation Channelized NRCS Channelized Channelized ft) Flow Slope Conveyance Flow Velocity Flow Time :tonal) St (ft/ft) Factor K Vt (ftlsec) tt (min) _ _ N er LO Oi r qp r N r cs‘i ti C si i 4 in to to r r r y (urban) LO (non -urban) 1 {tminimutn r mini co to to N I C 0 Na c O 0 O 1 r,� a% cm co a a 4 rl 0 r CO • 0) It 1 r r zea i _ Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: EWS #11 Sec A -A reqd to pass 57.7 cfs B Design Information tInout Channel Invert Slope Manning's ng's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n= B= Z1 Z2 _ F= '_ 0.0120 ft/ft 0.040 0.00 ft 4.00 ft/ft 8.00 ft/ft 1.00 ft 1.67 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q = 59.93 cfs Fr = 0.69 V= 3.58 fps A= 1.73sgft T= 20.04 ft P = 20.35 ft R = D= Es = Yo Fs _ 0.82 ft 0.84 ft 1.87 ft 0.55 ft 0.99 kip seca-a.xlsx, Basics 2/2212019, 10:24 AM 1'� Normal Flow Analysis - Trapezoidal Channel i Project: Channel ID: EWS #11 Sec B -B reqd to pass 57.7 cfs Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So= n= B= Z1 = Z2 _ F= I_ 0.0120 ftfft 0.040 0.00 ft 4.00 ftift 4.00 ft/ft 1.00 ft 2.00 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q_ Fr - V A T P R D= Es 'o = Fs = i 63.98 cfs 0.70 4.00 fps 16.00 sq ft 10.00 ft 16.49 ft 0.97 ft 1.00 ft 2.25 ft 0.66 ft 1.16 kip sect-b.xlsx, Basics 2/22/2019710:24 AM l5 Normal Flow Analysis - Trapezoidal Channel II Project: Channel ID: EWs #11 Sec C -C reqd to pass 57.7 cfs Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n= Z1 Z2 _ F= 0.1000 ftlft 0.016 6.00 ft 0.01 ftlft 0.01 ft/ft 1.00 ft 0.58 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force C' a Fr V A T P= F'= D Es = Yo = Fs= 63.45 cfs 4.22 18.22 fps 3.48 sq ft 6.01 ft 7.16 ft 0.49 ft 0.58 ft 5.73 ft 0.29 ft 2.31 kip secc-c.xlsx, Basics 2/22/2019, 10:23 AM 1(� CULVERT STAGE -DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS) Project: Blue cells are for user data entry Basin ID: Green cells are calculated values Status: Design Information (Input): Circular Culvert: Barrel Diameter in Inches Inlet Edge Type (choose from pull -down list) OR: Box Culvert: Barrel Height (Rise) in Feet Barrel Width (Span) in Feet Inlet Edge Type (choose from pull -down list) apes It Number of Barrels Inlet Elevation at Culvert Invert Outlet Elevation at Culvert Invert OR Slope of Culvert (ft vAt h.) Culvert Length in Feet Manning's Roughness Bend Loss Coefficient Exit Loss Coefficient Des iqn Information (calculated): Entrance Loss Coefficient Friction Loss Coefficient Sum of All Loss Coefficients Orifice Inlet Condition Coefficient Minimum Energy Condition Coefficient Calculations of i _ Soon D =I 24 inches Square End Projection Height (Rise) Width (Span) _ Square Edge w130-78 deg. Flared VVingwall No = Inlet Elev = Outlet Elev = L= n= Kr = Ke = n'_ Cd = KErow= 1 5101 5100.4 120 0.012 0 1 0.50 1.26 2.76 0.85 0.1121 ft. ft. ft. elev. ft. elev. ft, Culvert Ca ci rout ut : Water (ft., Elevation Surface linked) Tailwater Surface Elevation ft _ Inlet Culvert Flowrate -Control cfs Culvert Outlet -Control Flowrate cfs Controlling Culvert Flowrate cfs (output) Inlet Equation Used: Flow Control Used 5104.00 20.20 19.24 19.24 Regression Eqn. OUTLET 5104.50 23.10 ( 22.01 22.01 Regression Eqn. OUTLET 5105.00 25.60 24.52 24.52 Regression Eqn. OUTLET 5105,50 - 27.90 26.77 26.77 Regression Eqn. OUTLET 5106.00 30.00 28.85 28.85 Regression Eqn, OUTLET 5106.50 32.00 30.76 30.76 Regression Eqn. OUTLET 5107.00 33.80 32.58 32.58 Regression Eqn. OUTLET 5107.50 35,50 34,31 34.31 Orifice Eqn. OUTLET _ 5108.00 37.10 - 35.96 - 35.96 Orifice Eqn. OUTLET 5108.50 38.60 37.52 37.52 j Orifice Eqn, OUTLET 1 5109.00 40.00 38.99 38.99 Orifice Eqn. OUTLET 5109.50 -- 41.40 40.46 _ 40.46 Orifice Eqn. OUTLET 5110.00- v 42,80 41,85 41.85 Orifice Eqn. OUTLET 5110, 50 44.10 43.24 43.24 Orifice Eqn. OUTLET 5111.00 45.40 " _ 44.54 44.54 Orifice Eqn, OUTLET 5111.50 46.60 45.84 45.84 Orifice Eqn. OUTLET 5112.00 47.90 47.05 47.05 - - , Orifice Eqn. OUTLET 5112.50 49.00 48.26 4.8.26 Orifice Eqn. OUTLET 5113.00 50.20 49.39 49.39 k Orifice Eqn. OUTLET 5113.50 51.30 50.60 50,60 Orifice Eqn, OUTLET 5114.00 52.40 51.73 _ 51.73 Orifice Eqn. OUTLET 5114.50 53.50_ 52.77 52,77 Orifice Eqn, OUTLET 5115.00 54.60 53.89 53.89 Orifice Eqn. OUTLET r 5115.50 55.60 54.93 54.93 Orifice Eqn. OUTLET 5116.00 56.60 55.97 55.97 Orifice Eqn. OUTLET _as 5116.50 57.60 57.01 57.01 Orifice Eqn. OUTLET 5117.00 58.60 57.97 57.97 Orifice Eqn, OUTLET • 5117.50 59.60 59.01 59.01 Orifice Eqn. OUTLET 5118.00 60.50 59.9659.96 Orifice Eqn. OUTLET 5118.50 61.50 60.91 i -- 60.91 Orifice Eqn. OUTLET Processing Time: EWS11S2CULVERT.xlsm, Culvert Rating 01.27 Seconds 2/25/2019, 4:20 PM /7 Determination of Culvert Headwater and Outlet Protection Project EVVS #11 Culvert S2 basin Basin ID: Green cells are calculated values T MAP i Design Information (Input): I li EE : CIRCLE Soil Type: Choose One: 0 Sandy 0 Non -Sandy Design Discharge Circular Culvert: Barrel Diameter in Inches Inlet Edge Type (Choose from pull -down list) Box Culvert: Barrel Height (Rise) in Feet Barrel Width (Span) in Feet Inlet Edge Type (Choose from pull -down list) Number of Barrels Inlet Elevation Outlet Elevation ,E Slope Culvert Length Manning's Roughness Bend Loss Coefficient Exit Loss Coefficient Tailwater Surface Elevation Max Allowable Channel Velocity Required Protection (Output): Tailwater Surface Height Flow Area at Max Channel Velocity Culvert Cross Sectional Area Available Entrance Loss Coefficient Friction Loss Coefficient Sum of All Losses Coefficients Culvert Normal Depth Culvert Critical Depth Square End Projection I 21.85 D _I 24 OR cfs inches Height (Rise) = ft Width (Span) =Aft Tailwater Depth for Design Adjusted Diameter OR Adjusted Rise Expansion Factor Flow/Diarnete `' OR Flow/(Span * Riset-u) Froude Number Tailwater/Adjusted Diameter QS Tailwater/Adjusted Rise Inlet Control Headwater Outlet Control Headwater Design Headwater Elevation Headwater/Diameter OR Headwater/Rise Ratio Minimum Theoretical Riprap Size Nominal Riprap Size IJDFCD Riprap Type Length of Protection Width of Protection No= Elev IN= Elev OUT = L= lc = kx Elev _ V= Yt = At = A= Ke = _ _ Yn Ye= d= De = 1/(2stan(Q)) = Q/DA2.5 = Fr = )(VD = HW_ HWa_ HW =1 104.31 HW/D = 1 101 100.4 120 0.012 0 1 7 ft fl ft ft ftis 0.80 3.12 3.14 0.50 1.26 2.76 1.30 1.67 1.84 3.64 3.86 0.40 3.29 3.31 d50 _ d5, _ Type = Lit= T= 1.66 6 9 L 7 4 ft ft's ft2 ft ft ft f1 ft ftb 5/s Pressure flow! ft HUM > 1.5! in in ft ft DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Elms #11 Basin ID: (For catchments less than 160 acres only. For larger catchments, use hydrograph routing method) (NOTE: for catchments larger than 90 acres, Ct1HP hydrograph and routing are recommended) Determination of MINOR Detention Volume Using Modified FAA Method Determination of MAJOR Detention Volume Using Modified FAA Method Q. Design Information • < an 4rrilati[�n •a-- _ n • ut Catchment Drainage Imperviousness le = 52.00 rcent catchment Drainage Imperviousness la - 52 10 Catchment Drainage percent Area A = 4.010 acres Catchment Drainage Area 4 = 4.010 acres Pr NRCS erreiopmerlt Soil Group Type —, C A, B, O, or D Predeveropment NRCS soli Group 1 }ape = C A. B, C, or Q Return Period for Detention Control T = 10 years (2, 5, 10, 25, 50, or 104) Return Period for Detentgon Control T = 100 (2, 5, 10, 25, SO, Time Concentration years or 10D1 of of Watershed To = 15 minutes Time of Concentration of Watershed Tc = 15 minutes Allowable Unit Release Rale q = 0.10 cfs/aore Allowable Unit Release Rate = 0.16 cfs/aore One -hour Precipitation q P, = 1.40 inches One -hour Precipitation Pi = 2.63 inches Design Rainfall IDF Formula i = C1• Ptl(GeTcJAC3 _ Design Rainfall IDF Formula I = C1' P,i(C2+TXC3 Coefficient One C, = 28.50 / Coefficient One C1 = 28.50 Coefficient Two C2 = 10 Coefficient Two C2 = 10 Coefficient Three 03= 0.789 Coefficient Three C3 - 0.789 Average Outflow hie Determination of from pasiin (Calculated): Determination of Averaqe f�i.Ittic3t�r frort� t Ba e in j a cu a e Runoff Coefficient Ca _ 0 47 Runoff Coefficient O= 0.61 Inflow Peak Runoff Op -in = _ 5 93 cfs Inflow Peak Runoff Op -in = 14.46 cfs Allowable Peak Outflow Rate Op -out = 0.40 cfs Allowable Peak Outflow Rate Op -out = 064 cfs Mod. FM Minor Storage Volume = 10,859 cubic feel Mod. FAA Major storage Volume = 30,292 cubic hit Mod. FAA Minor Storage Volume = 0.249 acre-tt Mod. FAA Major Storage Volume = 0.695 acre -ft 30 c- Enter Rainfall Duration Incremental Increase Value Hera Ie.�_ 5 for 5 I mutes Rainfall Duration minutes (input) Rainfall Intensity inches/ (output) hr Inflow Volume acre-feet (output) Adjustment Factor "m" (output) Average Outflow cis (output) Outflow Volume acre-feet {output) Storage Volume acre -feel (output) Rainfall Duration minutes (input) Rainfall intensity inches/hr (output) Inflow Volume acre-feet (output) Adjustment Factor "m" (output) Average Outflow cfs Outflow Volume acre-feet Storage Volume acre-feet 0 0.00 _ (output) (output) (output) J 0.000 0.00 0,40 8.(700 0.405 a 0.00 0.000 0,00 0.00 0.000 30 0.000 2.17 0.169 0/5 0.30 0.012 0,157 30 4.08 0.413 0,75 8.48 0.020 0.393 60 1.40 0.218 0.63 0.25 I 0.021 0,197 60 2,62 0.531 0.63 0.40 0.033 0.497 1.05 90 0.246 0.58 0.23 0.029 0.217 90 1.98 0.601 0.58 0.37 O.04e 0.554 120 0.86 0.267 0.58 0.23 0.037 0.230 120 1.61 0.651 4.55 0.36 0 060 0.591 150 0.73 0.283 0 55 0.22 0.048 0.238 150 1.37 r- 0.891 0.55 ;135 - 0.073 0.618 180 0.64 0.297 0.54 0.22 0.054 0.243 180 1.19 - 0.724 0.54 0.36 0:088 0.638 210 0.57 +^ 0.309 G54 0.21 0.062 0.246 210 1.06 0.752 0.54 0.34 0.099 0.653 240 0.51 - 0,319 0.53 0,21 0.070 0.248 4 240 0.90 0.777 0.53 0.34 0,113 270 ' 0.665 0.47 0.328 0.53 0,21 0.079 0.249 270 0.88 0.800 0.53 0.34 0.126 0.674 300 0.43 0.336 0.53 0.21 0.087 0249 300 0.81 0.820 0.53 0.34 0139 0.681 330 0.40 0.344 0.52 0.21 0.095 0,249 330 0.75 0.839 _ 0.52 0.34 0.152 0.686 360 0.38 0.351 0.52 0.21 8.104 0247 -- 360 0.71 0.856 0,52 0.33 0.166 0,690 390 0 35 0.358 _ 0.52 021 0.112 0.246 j 390 + ., 0.52 _ 0.33 0.179 0;63 420 0.33 0.364 0.62 0.21 0.120 0.244 420 + . F ; 0.52 0.33 0.192 0,694 450 0.32 0.359 0.52 0.21 0.128 0.241 450 r • - 0 52 0.33 0.205 0.695 480 0.30 - 0.375 0.52 0.21 0.137 0.238 480 1 + - 0.52 0.33 0.219 0.695 510 0.29 0.360 0.51 0.21 0.145 0.235 510 r + • 0.51 0.33 _ 0.232 0.695 540 0.27 0.385 0.51 0.21 0.153 0.232 540 0.52 0.939 0.51 0.33 0.245 0.694 570 0.26 0.390 0.51 0.21 0.162 0.228 570 0,49 4950 0.51 0,33 0.268 0.692 600 0.25 0.394 0.51 0.21 0.170 0.224 600 0.48 fl_i961 0.51 0.33 0..272 0 690 630 0.24 0.396 0.51 0.21 0.178 0.220 630 0.46 0 972 0.51 0.33 0,285 i 0 687 680 0.24 0.403 0.51 0.21 0.186 0.216 660 0.44 0.942 0.51 0.33 0.298 0.684 690 0,23 0.407 0.51 0.20 0.195 0.212 694 0.43 0.992 0.'51 0.33 0.312 0.680 720 0.22 0.411 0.51 0.20 4.203 0.208 720 0.41 1.001 0.51 0.33 0.325 750 0.676 0.21 0.414 0.51 0.20 0.211 0,.203 750 0.40 1.010 0.51 0.33 0.338 0.872 780 0.21 0.418 0.51 0.20 0,220 0.198 780 0.39 1.019 0 51 0.33 0.351 0.888 810 0.20 0.421 4.51 0.20 0.228 0.194 610 0.36 1.028 0.51 0.33 0.365 0.863 840 I 0,19 0.425 0.51 0.20 0.230 0.189 840 0.37 1.036 0.51 0.33 0,378 0.658 870 0.19 - 0.428 0.51 0.20 0.244 0.184 870 0.36 1.044 0.51 4.33 0.391 0.653 900 4,10 0.51 0.20 0.253 0.179 900 4.35 1 052 -0.431 0.51 0.33 0.404 0.647 930 0.16 0.43.4 051 0.20 0.261 0.173 930 4.34 1.059 0.51 0.33 0.410 0.642 960 0.15 0.438 0.51 0.20 0.269 0.168 960 4.33 1.087 0.51 0.33 0.431 0.636 990 0.17 - 0.440 0.51 0.20 0.278 0.163 990 0.32 1.074 0.51 0.33 0.444 0.630 1020 0.17 0.443 0.51 0.20 0.288 0.158 1020 0.31 1.081 0.51 0.33 0.457 0.624 1050 016 0.446 0.51 0.20 0.294 0,152 '1050 0.31 1.088 0.51 0.33 0.471 0.617 1080 0.16 0.449 0.51 0.20 0.302 0.147 1080 0.30 1.095 0.51 1110 0.33 8.484 0.611 0 16 0.452 0.51 0.20 0.311 0.141 1110 0.29 1.101 0 51 0.33 0.497 0.504 1140 8.15 0.454 0.61 0.20 0.319 0.135 1140 0.29 1.108 051 0.33 0.510 0.597 1170 0.15 0.457 0,61 0.20 0.327 0.130 1170 3.28 '4.114 i 0 51 0,32 Y 0.524 1200 0.590 0.15 0.459 0.61 i 0.20 0.336 0.124 12'00 0.28 1.120 0.51 0.32 0.537 0.583 1230 0.14 0.462 _ j 0.51 0.20 0.344 0 118 1230 0.2? 1,126 0.51 0.32 0.550 0.576 1260 0.14 0.464 0.51 0.20 0.352 0.112 1260 0.27 1.132 0.51 0.32 0.563 0.569 1290 0.14 0.467 0.51 0.20 0.360 0.106 1290 0.26 1.138 0.51 0.32 0.577 0.561 1320 0.14 : 0.469 0.51 0.20 0.369 _ 0.100 1320 0.26 1.143 0.51 0.32 0.590 0 553 1350 0.13 0.471 0.51 0.20 0.377 0.094 1350 0.25 1.149 0.51 0 32 0.603 0.546 1380 0.13 0.473 0,51 0.20 0.385 0.088 1380 0.25 1.154 0.51 I 0.32 0.616 0.538 1410 0,13 - 0.476 0.51 0.20 0.394 0.082 1410 0.24 1.160 0.51 0.32 0.630 0.530 1440 _ 0.13 0.478 0.51 0.20 0402 0.076 1440 0.24 1.165 0,51 4.32 0,643 0.522 1470 0.13 0,480 0.51 0.20 0.410 0.070 1470 8.24_ 1 170 0.51 0 32 0.656 0.514 1500 0.12 0.482 0.51 0.20 0.418 - 0.064 1500 0.23 1,175 0.51 0.32 0,669 0.506 1530 0.12 0,484 0.50 0.20 0.427 0.058 1530 0.23 1.181 0,50 0.32 0$63 0.498 1560 0.12 0.486 0 50 0.20 0.435 0.051 1580 0.23 1.185 0.50 0.32 0.696 0.490 1590 0.12 0.488 _ 0 50 0.20 0,443 0,045 1590 022 1.190 0.50} 0.32 0.709 0,481 1620 0.12 0.490 0.50 0.20 0.452 0.039 1620 022 1.195 0.50 0.32 0.722 0.473 1650 0.11 0.492 0.50 0.20 0.460 0.032 1650 022 1.200 0.S0 0.32 0.736 0.454 1680 0.11 0,494 0.50 0.20 0.468 0.026 1680 0.21 1.205 0.50 0.32 0.749 0.456 1710 0.11 0.496 0.50 0.20 0.476 0.020 1710 0.21 1.209 - . 0.50 0.32 0.782 0.447 1740 0.11 {3.49a 0.50 0:20 0.485 0.013 1740 0.21 1.214 0.60 a32 8.775 0.438 1770 0.11 0.500 0.50 020 0.493 0.007 1770 0.20 1.218 0.50 0,32 0.789 0.429 1 C.50 0.20 0.501 0.000 1800 0.20 1223 0.50 0.32 4.802 0.421 PIA rui CAR Minor fi4e,re,.i... ‘J..1..�a la... .I ■r t _— 30,292 Mod. FM Minor Storage Volume (acre-fk) = 0.2493 Mod. FAA Major Storage Volume (acrd -ft.) 7" 0.6954 UDEOD DETENI]ON BASIN VOLUME ESTIMATING WORKBOOK Version 2.35, Released January 2015 859 kited. Major Storage Volume {cubic ft): ewsl ldetention.x[s, Modified FM 2/25/2019, 11.02 AM /1 STAGE -STORAGE SIZING FOR DETENTION BASINS Project: EWS #11 Basin ID: Desinn information (Input): Width of Basin Bottom, W = Length of Basin Bottom, L = Darn Side -slope (H:V), Zd = Stage -Storage Relationship: qr V Side sbpeZ ft ft ft/ft Sae SLpeZ Righ Isosceles F Circl Check Basin Shape I Triangle Triangle tectangle e / Ellipse Irregular Storage Requirement from Sheet 'Modified FM': Storage Requirement from Sheet 'Hydrograph': Storage Requirement from Sheet 'Full -Spectrum': OR... OR... OR... OR... (Use Overide values in cells G32:G52) MINOR MAJOR 0.25 0.70 acre -ft. acre -ft. acre -ft. Labels for WQCV, Major Stages (input) Minor, Storage Surface Elevation Water (input) ft Side Slope (H:V) ft/ft Below El. Basin Width at Stage ft (output) Basin Length at Stage ft (output) Surface Area at Stage ft2 (output) Surface Area at Stage ft2 User Overide Volume Below Stage ft3 (output) Surface Area at Stage acres (output) Volume acre (output) Below Stage -ft Target Volumes for VVQCV, Minor, & Major Storage Volumes (for seek) goal 5101.00 (input) 0 0.000 0.000 5102.00 0.00 0.00 5,465 2,733 0.125 0.063 wqcv 5102.50 0.00 0.00 10,069 6,616 0.231 0.152 5 5103.00 - 0.00 - 0.00 I 15,165 12,925 0.348 0.297 ws 100 yr 5104.00 0.00 0.00 25,572 33,293 0.587 0.764 *N/A #N/A *N/A #N/A *N/A #N/A *N/A #N/A #N/A #N/A #N/A *NIA #N/A #NIA #N/A *N/A #N/A *NIA #N/A *N/A *N/A *N/A *N/A *N/A *N/A #NI,A, *NIA #N/A #N/A *N/A #N/A *NIA *NIA r *N/A #N/A *NIA #N/A #N/A #N/A #N/A #N/A *NIA *NIA *NIA _ *NIA #NIA *N/A #NIA #N/A #NIA #N/A #N/A *N/A #N/A #N/A #N/A *NIA #N/A #NIA #N/A _ #N/A #N/A _ *NIA *NIA #N/A #N/A #N/A #N/A #N/A #NIA *NIA #N/A #N/A #NIA *NIA #N/A *NIA #N/A ewst1detention.xls, Basin 2/25/2019, 11:02 AM r r U) w d C CD EU i 15 4) lc a co 40 d as rI z 0 o km - .c 15 2 0 0, 0 L '2 4-01 f a. t .C a? a} n o w co 46 4- 0 o to 0 CO a r U) 0 O d N.- ' II co .}0 CO a E a) E O II II < ai o C ,E". a) o 4th, CU n3 -tom w o 4-r 0 0 a I- 4-' a I I 0 I I 0 I I 0) c c a) a a as O) ,` f�■ 1- _c C 67) co 0 O O a II 0 a O CD .. n Information Watershed Desi 0 a] N.* ' crii Cl I% -.- II II II < CO 0 w a) a a. 0. I—' I ' a I- 2 L CL Percent Soi .. z 0 nformation C C a# U) co csJ C) V C) as I- a 0.089 acre-feet ED 0 CO ran II II II II S' ^ imm E gip CG a =. lii co o o la ED C cn 1) L S i Cu z U) co II II C CIO t‘ti fi n a a c c 0 0 0 0 a) a) co as CO II 2/25/2019, 3:26 PM U d a} CD ZI co w U U c O IC c W re IC Ix C) Ix 0 PAU CD z N IC 0 Ix 0 U Ix I W IX qt - S 3 C, 0 C 17) ito to 0 0 O O n I i C 0 0 #2 Vertical Orifice i #1 Vertical Orifice 1 ' O 0 - T"" 0 O LO LO CO `t r C II II II II II 00 et a 05 5 CD Cu- a) W Vi C ❑ ,0 c o Itz W CD co co co 4i Ly s AiJTo a a> 461 47) .`.- 0 I a) = E 0 E o v lt a- o w L 0 .0 C) Ct V C a. I i 0)11. d 0 l N ci it— , II II II II sc co C . 0 I s 3 LL -flow area C (13 co Ir < 03 ciS a. t Q I LL C 0 4- 0 L .0 C 0 0 U- 0 4 O 0 C 0 • rd Y C U i `) N- 0 LO CeJ 4D 0 N co . r 6 .I 6 0° II II II II F- ap cei Nzr W H 0 a afrce C C) CU a 4- 4 C a I3 0 cn CD 0) 0 0 • 0 a) 0 6'Cn O .C) H II II 0 coef E 0 co co a. a, I) 0 0 EQ c ca LU 0 C .2' a) To U V a 0 2 .c LL CU C) Et ream 1 i O 0 Width of Equivalent Rectangular Vertica 2/25/2019, 11:03 AM Cl. I- 0 .` 4-E co r� Y � C 0 C sta Vr n W ZZ Hydrologic Soil Group —Weld County, Colorado. Southern Part z 0 2 C U- z a- IC 2 MAP LEGEND r, ii co 65 (,J • 4-. C � c 0 0, 0 co a [— 2 E C c) Ct� ct ai C° .� v EL co E cc' occ CO E ea t" :C O C .C mc ro a) MI cn E In 22 > C 0 c w a) Jo C'� osc C a r0 co a r >, ca [d 8 it 0 E a it a) 'RS CO E C O C ce a) 0 CE us 0 eg • -a ca }n}�� to .! C s ai L t E et •— pi, a C i� C • C O i_7 L.I E o u) a, ❑ o - ❑ Not rated or not available MIMED Area of Interest (AOl) 0 dl 2 c Ca 2 a .Q co Soil Rating Polygons Water Features 0) N C its tR E Ct j) Transportation pco 73 }, it ccs co 8 c t Moto "0 0 CU CL `'_'o f C a CL. €a; •2 i8 a) MC co. 4J c, •� C!i WCD en • 00 Ch z CD a cto CL � Co � v Ca 5 cu f,12 on E -:EO-Cco W 0 i C) CO a a Us D aa c �2:1r� a0 -071 QJ c Lt _Ca u3 U �O Z 1:,a 0 -0 L. 0 C a) [� ip }, .. t6 czr) ca vu co 13 2 Li6 C C at coC ,, G.).4 . 3 c ca m U ,a RS ,� E - ca 0 2 to co 413 Ca mi is -no C- . e a to .C — a fib ID Q a iii 2rn-0 ci L .� O r E E ()) . 0 a 16 Q CO t— a Co co tO erTs C: nterstate Highways U C ct I 1 0 ❑ as m 0 J ❑ C1 Major Roads Local Roads Not rated or not available C 2 co ill Soil Rating Lines Aerial Photography ozu Ct a to E 4J t CO spy co as 3 O CO 0 CR V J Jul 17, 2015 --Oct 2, images were photographed: ID a 41f Cu Q C a -o a3 [ ❑ ❑ o t Soil Rating Points e III 4 E 0 n o ,-r c 5- a Lco-0 C 0't< >, a..— • 03 E ca E .� .i 2. 2 72 C G) -0 t 0 4_, O O) cp ca • C 4 -0 a co a .— E 7 o a Li> C .C 0E 511 ❑ Nr acki co 0 e (1) CO Cr; O °- 01) ao CD 0 C4 C 4 {_+ C6 z C co cD� 2co— C 0 CI it Cu 4.• ZO It' Hydrologic Soil Group -Weld County, Colorado, Southern Part Hydrologic Soil Group Map unit symbol I Map unit name Rating Acres in A.01 Percent of A►O1 18 79 Colby-Adena loans, 3 to 9 percent slopes Weld loam, 1 to 3 percent slopes B 5.5 14.6 Totals for Area of Interest 20.1 Description 27.4% 72.6% Hydrologic soil groups are based on estimates of runoff potential.. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C7 and D) and three dual classes (ND, BID, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission.. If a soil is assigned to a dual hydrologic group (AID, B/D, or CID), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating options Aggregation Method: Dominant Condition USDA Natural Resources Web Soil Survey al Conservation Service National Cooperative Soil Survey 100.0% 1/7/2019 Page 3 of 4 Az5 Hydrologic Soil Group —Weld County, Colorado, Southern Part Component Percent Cutoff. None Specified Tie -break Rule: Higher usrm Natural Resources Web Soil Survey ass Conservation Service National Cooperative Soil Survey 1/7/2019 Page4 of4 0 co a� LL Q� CO CO N N 2 0 0 c 0 ti= co Z CO C p fa qt 401 We: ia r D s W m ✓ al so e VI cps 6. 0 LL. CC Cr a.r a. 4yc V)as t +1 11, CD a 02 in NC V 1 LS ' C K a[ m ccg w < N 6 0 CP Ca CD 0 rl N c. = > 0 F hi = a = el 5 tail. .5 is 3I C C al 9.2 C.2 .C cc s 5 il d —a as ti Area with Flood Risk due to Levee Zone a Area of Minimal Flood Hazard zone x r w cc 0 .m LI J Area of Undetermined Flood Hazard Zone D OTHER AREAS gLA It W LL m C 0 W C � � w (s LLus pa th 8 a J 0�� II t4'1 I e I m c la Profile Baseline Hydrographic Feature CD Ja ca ca 4.0 0 O 0 m O C 2 U ca gis co 4,9 de t. c E 4n co c E _o W t Z` d 5 a gt ig a a m c .ate O hr •o d OD 0 W C•O ILL Ca tto03 so d W t a c cPh a 0 mE er; 333O 9a Ewa 4.400m y! 1- c ca 415 co .c Is O. 13 m E n 0 - t - Q co a E ' 0 la I D d -a - m it_ E o �aa=cE as 2—rli, E 8zi, E5 a to c El o �a m� E c aw F E c = viid ta a a ` ta 4 0 43 Ka ci ES' ti C B0OC0 CO V > C ima E c o c 0flM-13 RA $ fr ab- C osE E g c 12 EL 40°U'33.98"N z7 R4 "V////A: frtA SITE 3 Vicinity Mc SCALE 1"=2000' 3 REFERENCES 1. URBAN STORM DRAINAGE CRITERIA MANUAL VOLUMES 1,2,3 DATED JUNE 2001 REVISED AUGUST 2008 2. NOAA ATLAS 14 VOLUME 8 VERSION 2 RAINFALL MAPS 3. RUNOFF ANALYSIS-UD RATIONAL SPREADSHEET v1.02a DATED SEPT 2005 FROM URBAN DRAINAGE CRITERIA MANUAL VOLUME 1 4. CULVERT DESIGN-UDCULVERT SPREADSHEET v2.00c DATED FEB 2010 FROM URBAN DRAINAGE CRITERIA MANUAL VOLUME 1 5. CHANNEL DESIGN-UD-CHANNELS SPREADSHEET v1.04 DATED OCT 2006 6. UD-BMP M P SPREADSHEET v3.01 DATED JAN 2011 7. U D- D ETE N TI O N_2.2 DATED AUGUST 2011 DRAINAGE REPORT REVIEW CHECKLIST Project Name: USRI EWS #11 The purpose of this checklist is to provide the applicant's Engineer a basic list of items that County Staff will review in regards to a drainage report. The drainage design shall meet the requirements of the Weld County Code and commonly accepted engineering practices and methodologies. A detention pond design (or other stormwater mitigation design) is appropriate for projects which have a potential to adversely affect downstream neighbors and public rights -of -way from changes in stormwater runoff as a result of the development project. The design engineer's role is to ensure adjacent property owners are not adversely affected by stormwater runoff created by development of the applicant's property. REPORT (© = complete, ❑ = required) ❑Stamped by PE, scanned electronic PDF acceptable ❑Certification of Compliance ❑'Variance request, if applicable Description/Scope of Work Number of acres for the site xl xi El Methodologies used for drainage report & analysis Design Parameters Design storm X xl ❑Release rate - See #1 below xi xl URBANIZING or NON -URBANIZING Overall post construction site imperviousness Soils types Discuss how the offsite drainage is being routed Conclusion statement must also include the following: xi Indicate that the historical flow patterns and run-off amounts will be maintained in such a manner that it will reasonably preserve the natural character of the area and prevent property damage of the type generally attributed to run-off rate and velocity increases, diversions, concentration and/or unplanned ponding of storm run-off for the 100 -year storm. How the project impacts are mitigated. Construction Drawings ❑ Drawings stamped by PE, (scanned electronic PDF preferred) Drainage facilities ❑Outlet details ❑Spillway Maintenance Plan xi xi xi Frequency of onsite inspections Repairs, if needed ® Cleaning of sediment and debris from drainage facilities xi Vegetation maintenance ❑ Include manufacturer maintenance specifications, if applicable Comments: 1. The historic 10 year peak runoff for the site is calculated at 1.57 CFS. The UD-Detention worksheet and the Restrictor Plate Sizing worksheet both show a release rate of .64 cfs. Why was a smaller release rate chosen? 2. What is the hardship causing the variance request for the spillway? I need to know the reasoning for requesting the variance prior to presenting it to the County Engineer. The UD-Rational worksheet has different acreages for the historic and developed site. 4/11/2018 Weld County Department of Public Works/ Development Review 1111 H Street, Greeley, CO 80631 I Ph: 970-400-3750 I Fax: 970-304-6497 www.weldgov.com/departments/public_works/development_review/ DRAINAGE REPORT REVIEW CHECKLIST 4. The Regional Tc is not to be used for the historic peak runoff calculations. Equation 6-5 is to be used for sites with greater than 20% imperviousness. The time of concentration used on the UD-Detention worksheet is 15 minutes and the calculated Tc was 7.7 minutes. 5. Once the revised design and drainage report have been submitted, the County may provide additional comments in addition to the ones listed above. Depending on the complexity of the changes made, a full 28 -day review period may be required. 6. Please provide a written response on how the above comments have been addressed when resubmitting the drainage report. Thank -you. 4/11/2018 Weld County Department of Public Worksl Development Review 1111 H Street, Greeley, CO 80631 'Ph: 970-400-3750 l Fax: 970-304-6497 www.weldgov.com/departments/publicworks/developrment_review/ WERNSMAN ENGINEERING AND LAND DEVELOPMENT lie February 25, 2019 Weld County Department of Planning Services 1555 N 17th Ave Greeley, CO 80631 Re: EWS #11 Injection Well Site for Expedition Water Solutions — Traffic Letter To Whom it May Concern: Eric Wernsman 16493 Essex Rd Platteville CO 80651 The project site is located in the North West quarter of Section 34, Township 1 North, Range 64 West of the 6th P.M., County of Weld, State of Colorado. The project will consist of an injection well facility for disposal of Oil Field Water. All sides of the site are adjacent to dryland farmland. The site will have almost all of the water pumped to this facility and unlike the existing Expedition sites, truck traffic to the site will be minimal. Expedition Water Solutions anticipates that most days there will be less than 5 truck trips to the site. Expedition is stating 20 trucks a day, only in case overflow from another injection well would require trucks to be routed to this site. This is not the planned normal operation, only a back-up plan. There will be approximately 20 passenger vehicle trips to the site per day from the employees. It is anticipated that 80% of the trips will go north on CR 55 and 20% of the trips will go south on CR 55. With 40 trips (20 truck trips) a day to the site and assuming 10% of those trips are peak hour trips, this generates 4 trips an hour to the facility. The Weld County vehicle triggers for additional lane construction are as follows: 10 vph during peak hour turning left into the facility — left turn deceleration lane 25 vph during peak hour turning right into the facility — right turn deceleration lane 50 vph during peak hour turning right out of the facility — right turn acceleration It is not anticipated that the site will reach any of these triggers. The overall low levels of traffic associated with this site should not have adverse impacts. Please contact me with any questions. Sincerely, Eric Wernsman Wernsman Engineering and Land Development LLC Waste Handling Plan. dumpster pster will be on site for normal business refuse and will be emptied weekly. Waste could be disposed of at Waste Management Buffalo Ridge Landfill 11655 County Road 59 Keenesburg, CO 80643 Dust Abatement Plan During the construction phase of the project Expedition Water Solutions will utilize water trucks to maintain dust suppression. The storm water management plan will be followed to mitigate soil erosion during the construction phase. After construction is completed the site will be stabilized using native vegetation and compacted gravel surfaces. Vegetation will not be allowed to grow over 12" high. Additionally Expedition Water Solutions will maintain the gravel drives and entrances. A water truck will be provided as necessary to maintain dust suppression. Hello