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Home My WebLink About20191764.tiffUSE BY SPECIAL REVIEW (USR) APPLICATION DEPARTMENT OF PLANNING SERVICES * 1555 N. 17TH AVENUE * GREELEY, CO 80631 www.weldgay.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 Address of site: _ 0 8_ 3 -0 0 _0 1 1 Legal Description: PART OF SW 1/4 Zone District: AG Acreage: 10 FEE OWNER(S) OF THE PROPERTY: Name: Doug English Company: English Feedlot 2 LLC Floodplain: Section:8 (*A 12 digit number on Tax I.D. information, obtainable at www.weldoov.com). Township: 1 N Range: 65 eological Hazard: YON0 Airport Overlay: YO4 Phone #: Email: Street Address: 14111 CR 2 WIGGINS CO 80654 City/State/Zip Code: Name: Company: Phone #: Street Address: City/State/Zip Code: Name: Email: 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 LLC Phone #: 970-539-2656 Email: ejwerns25@gmaii.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 an 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 property 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 autho 'ty to s n for the corporation. /7/7 1� Signature: Owner or Authorized Agent Date Print Name Signature: Owner or Authorized Agent Date Print Name Rev 4/2016 Nov 1518, 03:08p English Feedlot 970-483-6104 p.2 From Agpros 149708.535.9854 Thu Nov 15 14:54:31 2018 MST Page 2 of 2 (Owner-- plea - print) DEPARTMENT OF PLANTING AND SUtLDLNG DEPARTMENT OF PUDLC HEAL H AND ENVIRONNMENT 11555 NORTH 17111 AVENUE REELEY, CO BUBSI AUTHORIZATION FORM give permission to.,, r' erp S (Authorized Agent -- please print) to apply for any Pawling, r ing, Building or Septic permits on our behalf, for the property located at (address or parcel number) below: Legal Description: L-- _ ... of Section Subdivision Name: Township N, Range 60-Th Property Owners Information: Address: Phone: - )) Authorized Agent Contact Information: 4. Address: i C. Phone: E-mail: 0-- ¶39e Zhflp E -Mail: ail Co Block, e3iait.as 2s3 Correspondence to be sent to: Owner Authorized Agent Additional Info: ■ Both -mil by Mail -1 Email Owner ignnature: Owner Signature: Data: DEPARTMENT OF PLANNING AND BUILDING DEPARTMENT OF PUBLIC HEALTH AND ENVIRONNMENT 1555 NORTH 17TH AVENUE GREELEY, CO 80631 AUTHORIZATION FORM I, Jim Goddard President of Expedition Water Solutions, 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 # 147308300011 Legal Description: Part of SW 114 of Section8, Township 1 N, Range 65 W Subdivision Name: Lot _ Block _ Property Owners Information: Address 2015 Clubhouse Drive tt 201 Greeley Colorado 80634 Phone: 970-515-0950 E-mail: igoddard a pedition- ater.com Authorized Agent Contact Information: Address 16493 Essex Rd South Platteville Colorado 80651 Phone: 970-539-2656 E -Mail: eiwerns25 ma.ii.eos Correspondence to be sent to: Owner Authorized Agent Both X I by Mail _ Email Additional Info EWS #10 Site Owner Signature: Date: /7 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 aClass 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 in 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. The USR map shows expansion to (6) spaces but that expansion is not anticipated at this time. 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. There is an existing commercial cattle feedlot along the south property line. 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. There is pasture land to the north, east and west.. There is an existing commercial cattle feedlot along the south property line. 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 95,300 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 the south property line. CR 10 is approximately 2000' south of the site. 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 an unprinted flood plain panel 6612301050E Zone D 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? Hudson 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 2019. 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 south side of the site, travel north to the unload pad and then east and south and back west and finally south 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 50% of the trucks will go east on CR 10 to CR 41 and to 50% will go south on CR 39. 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 off CR 10 just east of the intersection with CR 39. CR 10 is approximately 2000' south of the site. 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 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 December 7, 2018 Hey{ey Balzano Weld County Pubic Works R.O. Box 758 Greeley CO 80f32 ERIC WERNS1VIAN 16493 ESSEX RD PLATTE' ILLE CO 80651 RE: Preliminary Drainage report arc plan for Expedition Water Solutions EWS #10 Site north of the intersection of CR 10 and CR 39 Dear Hayley Attached is the Preliminary Drainage Report and Plan for the !E S #10 proposed injection well facility. This report addresses both the on -site and off -site hydrology tat 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 P.E.. t` I hereby certify that this report for the drainage design for the EWE #10 injection well facility was prepared by me (or under my direct supervision) in accordance with the provisions of the Weld C Linty Storm Drainage Criteria for the owners thereof" Registered Professional Engineer State of Colorado No. 33371 index Page 1-7 8-10 11 12-14 15 16 17 18-19 p 1 22 23 24 25-28 2.9 30 31 DRAINAGE REPORT NOAA POINT PRECIPITATION FREQUENCY ESTIMATES BASIN AND SUB -BASIN IMPERVIOUSNESS CALLS 100 -YR PEAK RUNOFF ALL BASINS SWALE CALCU LATI 0 NS SECTION AA SWALE CALCULATIONS SECTION B -B SWALE CALCULATIONS SECTION C -C S82 CULVERT CALCULATIONS DETENTION VOLUME REQUIRED FAA METHOD DETENTION VOLUME PROVIDED WQCV ORIFICE AND REQUIRED VOLUME 10-YR HISTORIC RELEASE RATE ORIFICE EMERGENCY OVERFLOW CALCULATIONS NRCS SOIL MAP AND INFORMATION FEMA MAP VICINITY MAP REFERENCES General Description:: The proposed site k located approximately 2000' north of County Road 10 and along the east side of CR 39 ROW. CR 10 is a gravel surfaced road. Within CR 39 ROW is a gravel surfaced trail that serves mainly as an access point for oil and gas operations in the area. CR 39 just north of CR 10 is not a county maintained road. The southern boundary of the parcel borders a cattle feedlot. The northern, eastern, and western; boundaries are adjacent to undeveloped agricultural pasture property. (Please see sheet CIL for a vicinity map.) The proposed site is located within the South West 1/4 of Section 8, Township 1 North, Range 65 West of the 6°' Prime Meridian. The legal description for the property ert will be part of a p p p' 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. Bowles canal is roughly 2000' west of the site. The entire proposed parcel will contain approximately 10 acres. Approximately 6.5 acres of the property will be developed. The site is proposed to be an injection well faciUty 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, Olney Loamy sand and Vona Loa may Sand. See NRCS soil report in the appendix for location of soil types. NRCS classifies most of the soils in hydrologic group "6" 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 loo-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 urn-deve loped on -site flows will sheet flow un- detained to the east. This area does not contain proposed improvements. The detention pond is Eocatec in the eastern 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 directedeast towards undeveloped agricultural property. Drainage Basins and dub -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 08123C2130E, This project site is located within Flood Hazard Zone X on the FEIN map. There is an offsite basin Sub -basin OS1 to the south and west that drains onto the property. 051 is almost entirely undeveloped and contains approximately 67 acres and has an imperviousness of 2. The 100 -year runoff rate is 100.42 cis. The on -site channels are designed to carry all of the offsite flows and route them 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). 51 is generated entirely from undeveloped area flow and does not drain into the detention pond. Sub -basin Si contains 0.96 acres, has an imperviousness of 2 and represents the flows along the south side of the developed site. The 100 -year runoff rate is approximately 2+66 cfs. Sub -basin (52> contains all of the developed site runoff. Sub -basin 52 is located in the central and portion of the site and contains 6.53 acres. 52 has an imperviousness of 39 and generates a 100 -year runoff rate of approximately 17.05 cfs , Lastly, there is an on site basin (S3) that direct flows flow away from the developed site to the swale (Sec B- ). S3 is generated entirely from undeveloped area flow and does not drain into the detention pond. Sub -basin S3 contains 1.21 acres, has an imperviousness of 2 and represents the flows along the north side of the developed site. The iOOayea r runoff rate is approximately 2.68 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 emergency overflow. Nearly all of the developed flows from the site will be routed to the detention pond. Using the NOAA Atlas 14 Volume 8 Version 2 an IDF table was generated. one -hour rainfall depth of 1.11 inches, 1.50 inches, and 2.62 inches was determined' for a 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 re Pease minor storms over a 40 -hour period to maintain water quality. The on -site swale was sized to pass the i00 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-r storm volume required by using the Modified FAA method was determined to be 35,567 cubic feet. With apond outlet invert of 4989.38, the 10 -year high-water elevation is 4992. The available volume provided is approximately 39,155 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 WCICV allowed for the site is 0.115 acre-feet. (5009 cubic feet). The proposed detention outlet has an initial orifice plate to provide water quality capture volume with one 1" diameter orifice to release the water quality capture volume runoff. The top of the orifice plate is set at elevation 4990.68 to ensure that once the water quality volume is captured the storm water spills into the next stage of the inlet. The second orifice plate with a 24/2" high opening releases flow to an 18 -inch diameter corrugated metal pipe (CMP) that directs flows to the south. A ' x 8' rip rap pad shall be placed at the end of the outlet pipe to assist with erosion mitigation. An emergency spillway is designed in the detention pond berm to allow on - site flows to leave the detention pond in the event that the pond outlet is clogged. The emergency overflow is provided at elevation 4992. The spillway base shall be a minimum of 30 feet wide and will limit the flow depth to 4" inches at a discharge rate of 17.05 cubic feet per second. A 10' X 38' Type "L" Rip Rap area is provided on the downstream side of the overflow for erosion protection. Swale Sec -A has the capacity to collect all of the offsite flows Sub -Basin 051 (100.42 cfs) that drain to the property from the south and west and the onsite flows from Sub -Basin S1(2..66 cfs) (103,0 cfs combined) and routesthe flow around the site to undeveloped portions of the site, See A -A has a minimum slope of 01%. The manning's "n" is 0,040 which creates a 100 -year water depth of 1.25 feet and a Froude Number of 0.51. The swale outfalls onto native undeveloped areas. Swale Sec B -B also has the capacity to collect all of the offsite flows Sub - Basin 051 (100.42 cfs) that drain to the property from the south and west and the onsite flows from Sub -Basin S2(2.68 Ocfs) (103.1 cis combined) and routes the flow around the site to undeveloped portions of the site. Sec B -B has a minimum slope of 0.3%. The manning's an" is 0.040 which creates a 100 -year water depth of 2.25 feet and a Froude Number of 0.37. The swale outfalls onto native undeveloped areas. Swale Sec C -C collects the flow from Sub -Basin S2 (17.05 cfs) and carries flow to the (2) 24" CMP culverts crossing the driveway. Cross Section B -B has a slope of 0.6%. The manning's "n" is 0.040, which creates a 100 -year water depth of 0.67 feet and a Froude Number of 044. The (2) 24" CMP culverts have an inlet elevation of 4989.56 and an outlet elevation of 4989 38. When the head water reaches elevation 499335 the culverts have the capacity to pass 17.05 cfs even if the detention pond is full. At the end of the pipes, a 9 foot by 9 foot bed of Type L riprap is placed to mitigate erosion.! The spreadsheets included in the report detail t h e 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. If complete blockage would occur in the detention pond outlet the water would release through the emergency spillway. 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 uialent to the ten-year ear historic runoff rate. Offasite 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 without any variances. 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 ! ra ina,ge 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 veetation. 5. Snow should not be piled in s ales or near detention pond outlet. NOAA Atlas 14, Velure 8, Version 2 Location name: Hudson, Colorado, UST Latitude: 410.554&, Longitude: -104,6952 Elevation: 4972.48 f,t 1. �ru rc SRI Map; a' source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja PerIQ9, Deborah Martin, iSandra Pavloviic, Ishani Roy, Michael Si Laurent. Can Trypaluk Dale Unruh, Michael Vield& Geoffary 8onnin NOM, National Mather- then Service, Silver Spring,. Maryland PF tabular I PE giAphical I Maps & aerials PF tabular ADS -teased point precipitation frequency estimates with 90% confidence intervals in inches)1 (Duration Average recurrence interval (years) - — - 1 _ 2 5 10 I 25 50 I 100 a 200 500 J 1000 0.286 0.383 0.476 0.622 0.7 Q 0.891 1,05 127 1.48 5 -min (0,164-0.3011) (47.22+4-0.356) (0,299-D1.4191�i 0,369--©4613) (0.475-0.853) (0-5 -1.03) (0_637-1_26) (0 717-1,51) I (0,138-1.09) (0.929417) 10 -rain 0.344 0.2711+0,4'40) 0.419 (0,328-0,535) 0.556 I (0.437-0.119) 0.696 (0.541-0.898) 0.911 1 .645-125 1,10 (0_814-1,51) 1.31 :(0.32-1.84), 1.53 (1 05.2.21) 1.:67 - I (1-23-2-761) 2.' (1,2 3.17) . isms 0.420 l(0.329-0.537) 0.511 (0. -0654)(0,659-1_10i 0.683 1:0.54-�.87'7F 0.849 1.11 � (1849.1.52) 1.34 (0,992-1.85) x,1.14-224) 1.59 1.87 (1,28-2.70) 2.28 (1-50-3.37 � 2.61 (1.66-3.87) 30 -min 0.5+69 (0446-0,728) 0,.687 (0,536-0.fit ) rri_ 114-1.17) I .915 I 1.14 (15.881-1.45) 149 1.80 (11.33-2.48) 2.14 (1.53-3.11) I 2.52 (1.72,-3,&4) 3.07 (2.02-4.54 3.53 (2.24--5.23) _0.14-2.04) , 60 -ruin 0,696 I (0..546-0,8"x'!) 0.836 (0.655-1.011 1.11 (0.867-1443) 1.38 1 1.81 1 (1.39-2.5O) 2420 (1;.63.3.0►4) 2.62 01.884.7'1) I (2.13-41,49) 3.10 3,80 (2.50=5.00) 4.38 (2.79-6.50) 24w 013 N(0,851-1.04) 0-985 (0.779-1.25) (1103-1,.66? 1.31 1.62 1 2.14 (1.65-2.92) 2.60 (1.95-3. 6) 3.11 (2.15-4.35 3.69 (2.58-5.28 ; (3.'2-6.64 4,63 14 -hr 0.893 (0.711-1.13) 1.06 ; (0.8454.34) 1.40 (1.11-1,77) 1.74 (1.37-2,21) 2.29 (1.78-3.11) 2.79 (2.10-3.80) 3.34 I (2.4s-4 64) 3.96 (2.75-5.64). 4.88 .. (a27-7.10) 5.64 (&65.21) - ,6 -,hr 1106 (0.848-1.32 ,C0.993 -1_55r 1.6 0 (1,28-2,01) 1Y'97 (11.57-2.4s) 2.57 (2,02-3.45) 3,11 (2.37418) 311 (2,73-5.10) 4.39 (3.09-6.16 5.38 (3.54-7.71) 6.21 (4..06-8-93) 12 -hr 129 (1.04-1.69) 1,49 (1.21-1.a4) (1452-2,34 1.89 . 2.28 (183-2 E3) 211 (220-3:84) 3A7 (2. .1.59) 77.08 4.770 (3.39-6.61) 5.78 (3,95-8.19) 612 (4.37439) 24 -hr 1.52 (11,24-1,86) 1179 (1,46-2.18) 2.27 (1.86.2,78) 2.71 (2.20-3.34) ll 3 639 (2.68437) 3.96 (3 05-5.14) 4.67 (3.41-6.07) 5.24 (315-7.13) 6.20 (4,2:6-8.63) 6.97 (4.65-9,76) , 2-day1,72. (1.42-2.08) 208 I (1.72.2$2) 2.69 (2,21427) 3.22 2,.03-3.91 3196 (3.14-4.99) 4.;55 1(3.52-5.802j 5.16 (3,87-6 72) 5.80 (4.17-7.73) 6.67 (4.82-0.11L 7`.35 (4.55-10..2) 3 -day 1.88 (1,56-2:26) 2.26 (-I.87-2,70) n7187 3.404.16 (2.804.11) (3,31-5,20) 4.76 (3.70-6.01) 5 37 (4.06494) 6.02 (425-7.W) 6.89► (4.8t- 34 ii 7,57 (5.14-1044) ` 4 -daV 2.0`1 (1.68=2.44 2.38 (1, 918-2 t}+� )! 2.991 {2.48-3 59) 3.52 (2.01-4.21) 4.28 (3.43-5.33) 4.88 L (3,624,15) 5..51 (4.17-7, ) 6.18 (4.48-8.1 i) 7,05M (4.93-9. 1) 7'75 (5.28-10.6) , 7 -day 2.30 (1.93-2,73► 2.69 (2,25419) 3.33 (2.78=3.9�6Lia22- 3.88 4.53) 4.65 (3.75-5-. 6.27 (4.161-&_5G) 5.91 {4;5137':511) 6.56 (4.81-8r55i ll 7.46 (5,27-9.95) 8.16 (5.61-11.0) 1 , . 0. 10-day2.65 (215-3.01)- 2.'96 (2.49-3.49y 3.63 ca.o5-4,30} 4,210 I (3,511.4.99) 5.171 14.05-6.12) 5.6 (4.45-€.97')- 6.26 (4 7.93) 6.94 (511-8.97) 7.8 4 (5.56-10.4) 8.53 (5.90-11.4) 20-da► 3,26 i(2,7-8.3681 2, 78 3.131) 3.73 (3138.74330) 3 1 ® -88� 4.50 (3.82-5281 5.1+4 (4,33 ) 6,02 (4.91-7.24) 6170 (5.,35-8.116) 7.38 ;5..71-9.15; 8,07 (6.00-10.3) 6.98 (6.44'11.7) 168 (6:77-112.8) 301-day8..38 3.83 (328-4.44) 4,36 (x.73-5.06) 5.23 ,4,46-8.o8) I 5.94 (5.04-8.93) 6.91 (5 7-8.24) 7.65 (8&14 24) (632-10,3) g �." 68.1-11.5)' n i ° }! 1°A 7.26=13.0) 10.8 (7:59.14.1 45-d 4.51 (3.88-5.19) 6.15 (4.43-5.93) 6.17 (5.29-7.13) 7.00 (5.9,18,11) 9.11 (6.68-9.59) 8.1 (7.32-1©_7`) 9.75 (7 62-11,9) 10.8 (7.93-13.2) 11.6 (8,39-14.8) 1223 (8.74-16,0) 60 - day IL' 5.06 (4.36-5.80) 6.98 (5.02-8,03) 7.'9x3 (6.80-9A5} 9.18 (7.59-10.8) 11.0 (8.83-13.4) 11.9 II (8.918-14.7) 110 I (.43-16.5) 13.8 (9.79-17.8) 1 Numbers (for bounds Precipitation a liven in are frequency parenthesis duration and not checked (PF) estimates are PF estimates average against prot recurrence able in this et lower interval) maximum table are based and upper bounds will be greater pr piiation on frequency analysis of partial duration of the 90% confidence interal. than the upper bound (or less than (PIMP) estimates and may be higher series (PDS), The probability the lower bound) than currently valid that precipitation frequency is 5%. Estimate at NAP values. upper estimates Please refer to NOAA Atlas 14 document for more informattan. Back to Tope PF graphical P S -based depth -duration -frequency (DDF) curves Latitude= 40 0646', Longitude:-1O4.695Oc 14 Er 10 Tcu O C ei rO a 1 • I I I • i * t I t • a I r • I • 4 I I I I • t I I , I 4 i I 1 I I Y I . 1 1 4 I 1 q • I I r 4 • I a ! w • a I i / . _ Lill —s_ 4 J•. -r9. •edI•e, e . 1 r• r'h......� 4••.r Is d: ,. r• 4 • «_ I! • I I • r I ti r 7 • . 1 • I t r • I 4 • • • ■ a I I 4 • ■ I I I I 4 p r • x / • ■ • I P I P I II I I I I e I w le I µ i a I w I .4 p .• bale asc i as - I Y. • 1;. •'e r—, at 2 S. e t ass ▪ r a a. r. la I Sol a n I. i It a t I 4 I I It I 1' h I 1 el I I li I I I. I 1 . . r 1 'I I I I 1 1 P 4 $ It ■ I w a a a Y I I t 7 1 • Y 4 a tl / I' q. I I I I P. • I a x r • • r T--, T 7 a■ 1 a .a 1 s Y • l N. a i i 4 Y e I q I s e I- «�• I . • • ... I t I . _ Sae .� • I. • a I • I a I. w I • I $ 1 1 r a a Y 11 I • e I I ■ I I e • • 1 I I Y • -1 4 - - - - r • I I C C E rill 'mil I rr n • aall • r I- NOAA Atlas 14• Volume t Version 2 • • P 4 t 1 • t I! • 6. a .y a 1' am IC n I I I I I Duration I` e art a w net Y 1 II I, I • al I . r u II e• f • • r m m w I :1 • 1 t 6 1 • U. - . • S Si I , I I • • e as • a 4 1 I • r 4 a 4 • I t V taw 1471 § 25 50 100 200 500 1000 Average recurrence interval (years) M ik L i 4. r r Created (GMT) : Sun Nov 18 13;42:59 2018 Back In Tap Maps & aerials Small scale terrain stn 3km 1 2mi 4.~t area i Average WINNOW. interral '' sar$) 2 a 6 1O 25 so 100 a 200 500 1O00 Duration 5-irntn it print 15 -mint —_ 60 -min 2 -hr 3 -hr 6 -hr 244- b1 2 -clay 3 -day 4-d ay 7 -day 10 -day 20 -day 3O -day 45 -day bay Large scale terrain Lar'• e scale aerial at rr alt 140 F hrtta* 445 rf' • I ar q n,t r711`iiir.� Lifi' M in ear; t 4 n 1 a .Denver Large scale map N 1 I Back to Top US Department of Commerce National Oceanic. and A:mQs7heric Administration National Weather Service National Wa!ar- 1325 East we Highway Silver Spring:, MD 20910 Questions?: M SC. Questions@na:ae,gcw Disclaimer l�� Sub -basin Imperviousness EWS10 12/5/2018 031 Land Use Area 1t2) i 'I I m . ervious. Area, Grass 2947217 Roofs 0 90 Concrete Surfaces 100 Driven s, Gravel 0 40 Wghtd Avg & Total Area I 294 f417 'Acres 67.66 S2 ( AD developed Areas) Land Use Area Ift2 !Landscape 116997 Roofs 8000 90 'Concrete Surfaces 35894 100 'Driveways, Gray& 97237 40 Detention Pond 26490 100 Wghtd Avg & Total Area . 284618 39 Acres 6,53 1 (Remain Undeveloped) [anduse Landsca. - Roofs 0 90 Concrete Surfaces 0 100 ' Driveways, Gravel 0 40 Wghtd Avg & Total Area 4188 Acres 0_96 i 53 (Remain Undeveloped) Land Use Area (ift:,) I I (%) Landscape 52687 Roofs 0 90 Concrete Surfaces Drive s, Gravel 0 40 Wghtd Avg & Total Area 5268 2 1 Acres 1.21 Designer: EJW Company: Date: 12/5/2018 Project: EVVS #10 Location: Version 2.00 released May 2017 Cells of this for are for required user -input Cells of this color are for Optional override values Cells of this color are for calculated resulis based on overrides 0,395(1.1 — Cs). 60K [�t St 60`l Computed tt Regional to Subcatchrnent Name HISTORIC S1 S2 S3 OFFSITE Area (ac) 6.51 0.96 6.53 1.21 67.00 NRCS Hydrologic Sail Group B B E B B Percent Imperviousness 2.0 2.0 39.0 2.0 2.0 2-yr 5-yr Runoff Coefficient, C 1 0 yr 25-yr 50-yr 100-yr 500-yr 0.01 0.01 0.01 0.01 0,01 0.01 0:31 0.01 0.01 0.07 0.07 0.37 0.07 0.07 0.26 026 0:26 0,40 016 0.34 0.55 0.61 0.34 0.44 0A4 0,54 0.54 0.60 0,54 0.34 0.4 0.54 Overland Flow Length L, (ft) 500.00 24.00 244.00 115 00 500.00 Overland (Initial) Flow Time B/S Elevation (ft) (Optional) D/S Elevation (f) (Optional} Overland Flow Slope Si(ft/ft) 0.010 0.100 0.020 0.035 0.010 Calculation of Peak Runoff using Rational Method t; + tt1 (26 — 17O + Nrc Overland Channelized Flow Time Flow Length ti (min) Lt. (ft) U/S Elevation (ft) (Optional) 43.92 4.50 153.00 655.00 17.90 94.00 13.97 335.00 43.92 832.00 tminirt urn_ 5 (urban) tininimuire= 14 (non -urban) Selected t . _ ( G„ �ninitn!sn, . ram(Computed tc Regional. t� } Channelized Travel) Flow Time WS Elevation Channelized NRCS Channelized Cihannelized (ft) Flow slope Conveyance Flow Velocity Flow Time (Optional), St (tUf ) Factor K Vt (f sec) tit (rain) 15 1.50 1.70 15 1.25 8.7O 20 1.48 10.27 15 0.82 6.80 0.010 15 1.5Q I 9.24 0,93 1.23 1.50 1.31 2,26 2.64 3.63 a 0 28.M I 10.00 I 0.786 I Select UDFCD location for NOM Atlas 14 Rainfall Depths from the pulidown list OR enter our own depths 'btained from the NOAA websittLckck this link) 2-yr 5-yr 10-yr 25-yr 50- 'f 00- r 500-yr 1 -hour rainfall depth, P1 (in) = Rainfall Intensity Equation Coefficients Thine of Concentration 20 77 20.77 1.79 36,64 Q(cfs) = CIA 1 593 10.03 13.'11 17.05 500-yr 20.50 26.1!9 4.60 EMS SIMI vs i NormaC Row Analysns T da CharmsF o r pe ok Project: Channel ID: EWS #10 Sec A -A reqd to pass 103.08 cis ,Design Information (Input) Channel Invert Slope So _ 0.0070 ft/ft Manning's n n = (1040 Bottom Width B _ (x.00 ft Left Side Slope Z1 = 10.00 ft/ft. Right Side Slope Z2 = 50.00 ft/ft Freeboard Height F = 1.00 ft Design Water Depth Y = 1.25 ft Normal How Condtion (Calculated) Discharge Q = 106.12 cis Frou de Number Fr = 0.51 Flo ► Velocity V = 2.28 fps Flow Area A _ 46188 sq ft Top Width T 75.00 ft Wetted Perimeter P = 751)7 ft Hydraulic Radius R = 0.62 ft Hydraulic Depth D - 0.63 ft Specific Energy Es = 1.33 ft Centroid of Flow Area Ye = 0.41 ft 'Specific Force Fs = 1.68 kip seca-a.xlsx, Basics 12/7/2018, 9:29 AM Normal Flow Anal sis � Trapezoidal Channel Project: Channel ID: EVVS#10 Y Sec B -B read to pass 103.1 cfs T --- ------ :. a s a a a a a a a a a a - Zl B 22 igrn Information 1In u ines Channel Invert Slope So = 0.0030 ft'ft IMIannin 's n n = 0.040 Bottom Width B = 6.00 fl 'Left Side Slope Z -I = 6.00 ft/ft Right Side Slope 77 = 6.00 eft Freeboard Height F = 1.00 ft Design Water Depth Y. _ 225 ft Normal Flow Condti+on (Calculated) Discharge O - 107.43 cis Froude Number Fr = 0.37 Flow Velocity V _ 2,45 fps Flow Area 43.88 sq f Top Width T _ 33,00 ft Wetted Perimeter eter P = 33.37 fit Hydraulic Radius R = 1.31 ft Hydraulic Depth Q _ 1.3 ft Specific Energy Es _ 2.34 ft Centroid of Flaw Area Vo at 0.86 ft Specific Force Fs 2.87 III., secB-B.xlsx, Basics 1M/2018, 9:29 AM I( Normal Flow Analysis a Trapezoidal Channel Project Channel ID: F E 10 Sec C -C rcgdd to pass 17.05 NT a i 22 Design Information ( In ut) Channel invert Slope Sc - 0.0050 ft/ft 1+ nning's .n, rl _ 0.040 Bottom Width B _ 10.00 ft Left Side Slope a = 17.5O ft/ft Right Side Slope Z2 _ 1O.0O ft ft Freeboard Height F = 1.0O ft Design Water Depth V = 0.67 ft Normal Flow Condtion (Calculated) Discharge Q = 21.68 oils Froude Number Fr = 0.44 Flow Velocity V _ 120 fps Flaw Area A_ -12.19 sgft Top Width T = 2834 ft Wetted Perimeter P - 28,39 ft Hydraulic Radius R = 0.45 ft Hydraulic Depth D = 0.45 ft Specific Energy F O.71 vL ft Centroid of Flow Area Yo 0.28 ft Specific Force Fs = 0.29 kip sect-c.xlsxi Basics 1217/20187 9:42 AM CULVERT STAGE -DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS) Project: Blue cells are for user data entry basin ID: reen ce , s are ca cu ate va ins Status: a IIIIIIIf CMOS Va. Design Informations(Input): Circular Culvert: Barrel Diameter in lathes Inlet Edge Type (choose from pull -clown list) OR: Box Culvert: Barrel Height (Ris,e4 in Feet Barrel Width (Span) In Feet Inlet Edge Type (choose from pull -clown list) I I rant t4ui tltt cnken I SN 1* 4 Siam Num ber of Barrels rdet Elevation a1 Culvert Invert Outlet Elevation et Culvert Invert OR Slope of Culvert (ftv 311 ri) Culvert Length in Feet Manning's Roughness Bend Loss Coefficient Exit Loss Coefficient Design Information (calculated) Entrance Loss Coefficient Friction Lass Coefficient Sum of All Lem Coefficients Orifice Inlet Condition Coefficient Minimum Eneigly Condition Coefficient Calculations of C i _ a =I 24 Inches Square End Projection Haig lit (Rise) = ft Width (Span) = f1 Square Edge vom 3O.75 del, Flared Witgwa l No =4- 2 Inlet Elev Outlet Eiev L 92 91.66 65 0.016 0 0,50 1_2 2.72 0,85 0.1121 It elev. it. ekem. ft Water Surface E9hvahon (ft„ linked) I Tailwter Surface Elevation ft Culvert Inlet -Control Flowrate it's Qullvort Outlet -Control Flowsrata cfs Controlling Culvert Ftovvrate afs, (output) Inlet Equation Used: now Control Used 93 51 g2.lbt 16.40 171.6 - 16.+40 Regression Eqn. INLET 2100 18.44 16, ti Regression Eqn. OUTLET 9 � 25.40 20.12 Regression Eqn.. CUTLET .2012 g _�0 26.60 23.21 2.3F t Regression Eqn, i OUTLET I 33.60 27.73 �� Regression Egrr, OUTLET 1� -TS 92.00 37.00 31.73 31.73 Regression Eqn, OUTLET 95.4171 512.E 40.40 35.21 35.21 Regression Eqn, OUTLET 65- 5 43.40 38.43 I 31 .43 i Regression Eqn. OUTLET d 02.00 4620 4'1.40 41,40 ! Regression ay OUTLET 48.E 44.11 44.11 Regression Eqn. _ OUTLET Da 9�2_I 61,20 46.69 46.6e egression Eqn. OUTLET x_28 J�2_1)0 53.60 49A 4 4914 If gression Eqn. OUTLET 96.50 I 92.00 55 80 51.46 1. 6 R gressiori iEq�rn_ OUTLET 56.E 53.65 63i 65 R ra i n S ri. OUTLET 60.00 55_84 Regression Eqn. OUTLET 62.00 _ 57.91 57`.��t Regression Eqn. OUTLET X7.25 59.84 5924 Regression Eqn, OUTLET 97 ,76 65.1 ails 61.78 Regression Eqn. OUTLET �18�d1a - 6r°z 63.71 _ - i - 63.7'1 Regression Fan _ OUTLET 65.52 65.52 Orifice Egrt_ OUTLET 88.50 11)0 67,19 67.19 Orifice Eqn OUTLET 98.75 7'2.610 69.00 _ 69r00 Orifice Eon, OUTLET 99.06 7 4.2Q 70,57 7067 Orifice Eqn. OUTLET 99.25 75,50 72.22 72.-22 Orifice Eqn, OUTLET 96-50 77.20 73,E 73.90 Orifice Eqn. OUTLET 99.75 78.60 75.45 '5. 5 Orifice Eqn, OUTLET '100.00 80.00 76.9 Orifice Eqn. OUTLET 61..66 78.54 - 76.6# - - like Eqn. - - OUTLET 10{1:25 100..50 - 02,60 79.96 79,96 Orifice Eqn. OUTLET 400.75 I - 134 20 81.36 81.38 Orifice Eqn. OUTLET Processing lime: EUWS1 f}S3CULVERT .x6srn, Culvert R21ling 01.79 Seconds 12/7/201a, 9:48{ AID rer Determination of Culvert Headwater and Outlet Protection Prape.ct: EWS #10 Culvert 62 basin Basin ID: Green cells are calculated values ,/ Hi" I' a r; t si Dealn information In • ut �e Design Discharge Circular Culvert: Barrel Diameter- in Inches Intel (Edge Type (Choose from pull -down list) Box Culvert: Barrel Height (f iibe) In Feet Barrel Width (Span) in Feet Inlet edge Type (Cfoose from pull-4owr i‘ 1$1) Number of Barrels Inlet Elevation Outlet Elevation Q Slope Culvert Length lvfanning's Roughness Bend Lass Coefficient Exit Loss Coefficient Tailwat:ewr Surface Elevation Max Allowable Channel Velocity Re Lifted Protection (Output): Tarlwater Surface fi k191hl Flow Area at Max Channel Velocity Culvert Cross Sectional Area Available Entrance Loss Coefficient Friction Loss Coefficient Sum of All Losses Coefficients Ct Ivert Normal Depth Culvert Critical Depth Milk/seater Depth For Design Adjusted Diameter OR Adjusted Rise Expansion Factor Fl r/Diameter; 5 OR Fl€ w/CSpan ' Rise' a) Fraucde Number TaflweteriAdjusted Diameter OR Taiifwater/l diusted Rise Inlet Control Headwater Oytiet Central Headwater 'Design Headwater Elevation Headwater/Diameter OR Headwater/Rise Ratio Minimum Theoretical Riprap Size Nominal Riprap Size UDFCD Riprap Typo Langth ❑t- Protection Width of Protection i Soil Type Choose One: sandy 0 icon -Sandy Q=E 17 $5� Square End Projection V Height (Rise) Width (Span) 5quags Ldgc wr/ r1-15 .Des Head++rtm61 OR No_ Elair IN = E rev OUT _ = = k Eet'L V =1 2 cis 92 ft 91.58t 55 ft a 1 5 d= QED, li(2`tan(0)) = Fri Yt/D HWWN1 H0 KIN HIND = f# ft/s 0.80 1.10 3.14 0.50 1.22 2.72 1.19 t ft fl 1.04 ft 1,52 16.23 1.51 0.78 40 i 1.54 1.31' 93.54 D.77 2 dso dM= Type = LP a= Tr* VL 6 ft ft it' Sts DETENTION VOLUME BY THE MODIFIED FAA Pi/WTI-SOD Project; EWS #10 Basin ID: (For chic hments less than 16 aer,e3 Drily. For larger catck3uents, use hlydra rapih utinmethod) (NOTE: for catchments larger than 90 acres. CUMPhydrograph and rotairug are recommended) Det:errrulnatiori of MINOR Ueterlion Volume Using Modified FAA Method Determination of MAJOR Detention Volume Using Modified FAA Method Dunkin 1019irrnajti iim psatoinformatron (inDuti Celthrtnuinr Dmdnaga iii aatviouterms. ism' -- - 30.00 paiconl Catchr>rt+mnt Drainage Impair*, pavlova I1 39.07 P+rrionYl Catchment Drain Agee A a 9;430 _ ear Catchment Drainage Area itI. = 5.530 eattat:, Negro WOO preen t hlgCS $011 Cirgup TWO t S A,, S, a, or a Predewelapm9nt f'FRC5 Sall Gsi71ip Type sr 8 A., 8,, C, cl- 0 Rolm Pelle*i ref DMaMien Ganimi T= TO ,tilers (2, 5, 10, 26, 5Q w 1001 Return Pennell far CJIelefion Contrut '1t = N0iD jitters i2 5, 10. 25, -51J, or TOCij rIrtie or Collt intratlon crwfl!r'h.d Tie m _ 15 mirtitileS Timm. of 'Cig meditation orWatersoeta Ton 15 minutes Aillovotato Unit Release Ws q a 0 14 ids/tore Allowable LAM R[rloam Rail* q = 0.10 asters Ono-Asuri5haripoer an 9", s 1 .3! �itrl:rs, One.ho us P'na�cr telion p_ =I i �2.42 ir!etanr 1Q31Qn Rainfall um Fcnntrlt5 i = C,` P,,'(C2*Tjec e, Dat41gn Salrnfaln'CF Formula 6 ¢ al- p.rticronc iti Cc&rfre r,1 One C JS. 00 boeffitlettll Dr+lr Cr.r.tFr r11Th? Cr lEi Coolificisini Two G; : 10 Costi1ekuvl. Three ri D 7SCP Co ehlicieell Tama 0j = 0 180 Detorminatt. - air -' 'era • e Out ow rain the i_awl , alc ai.., _ /.eterrrw na 01 rl y A. ,, Q w uGtflow from the ! assn aleu a e . REmollU CoalGciu nt = - 0.35, 1 Runoff Caoilircaa?Il - - 0 46 billow PoalcRur'olf Op -in = ?,158' ors (allow Plaek Runoff _.p: ii - 19.95 cfc, Atlawab$n Peak Outflow Rate Cp-c i. a 0.65 cfs A4g illtrict- Ptak ©ulSFaw Rasp Grp -out = 1.16 4.Fs Moil. FM MIhar Slam; ■ Velum a 11,658 cubic rrro5 Mod. FAA Mayo Zion, 91. Velum* = 35.1157 cubic NW Mad. FM fr4Jnc.r S1arA8p YAM. = dab aera-h Ucd, FAA Major5Ioreia VVolumf, = 0.817 - a mwrit 3D it, Erica r iPtoinfoli ouretinn Incera,marltia9Owens Value Here 1(le,ig. >5 ror.5_ltAleuteel RalrttFdtl Ouratron min -alias (nrpu-U Rainfall Intensity Inches 1 hr s. u1sut' IriiYoW Volume Pcpi -f of (output) Adjustment Factor "m' (output Awrnsga Outflow cis out 1 caul haw Volume aores4-eel oul • ut S!crarg.° Vaaurnu ,iede.feet lout ti Rainfall Curative anim Iles (input', F+lainle1l Intensity in l4: 1 t1r Ian-toe't (OL4put) (yap inflow Velum@ LAO I Adjustment Factor IT( koulpuih A+reasge Outflow ids. itaulpon IDart'flo'ry Volume hero.feel woutoLot 'Storage Volume aose4sot (ouaput1 0 cl an 0:000 0.00 _ -, CO0, O.0o0 MOP o4a 0 �t.no 0�''y 0,,�,0p�0pr� V�'VYdE O 1MX hr.►i1J 0 X00 tee I ©'9190 n 009 f.C. yJ�U 30 214 0202 9'75 0.49 13.0:1 0.152 - i} 4.07 i o sue+ a M I' n CZ 0,-50z ea t Ja 0.260 0.43 0.41 0_0;34 0226 co 761 0,00fi 0'6,? .0167 0.73 l o gal 0+1831 1.04 0.29'4 058 CM 00047 0247 90 1.47 0.783 0.58' 0.88 - D CE -1 0.000 1'2U 0,84 0319 0,50 0 03? 0.061 0258 1200 1,6D 0 849 016 065 01,0x9. 0.740 1M 0f12 _ 0.330 0,55 [}.36 0.074 0:264 158 1 `St 0 900 0.55 0.134 0 132 0,709 1390 0 63 0.555 0.54 042 0.068 0,267 180 1.1'9 0 43 D,61A r] 53 Q me D707 - 210 CF 50 Et 369 0 54 0:35 01 G1 0246 210 toe 0 9n 0,64 d i3;? 19,1'$4 0 Sofa 240 11.50 9381 0,53 0,35 ails 0.266 NO MN 1.413 0,63 0:809 - 270 0 A 0:302 0:53 034 0.128 0204 rte! D,a* 1042 OM 0 61 0 g 0,414 _ 0- 48: 0.402 0.53 014 _O.142 0.t 300 0.81 1044 oil 0.8116 33_0 CM 0.411 0:52: 0.34 0.155 0450 330 G.76 r.003 0452 ' 0017 380 D 37 0.420 0.52 0.34 01.'[00 0261 380 0'70 1.115 062 0'. 11 L $U0 0.012 390 0.34 0,427 0.52 0:34 0.182 O245 31.0 046 1.135 0,52 0103'. 0 33 0436 0_52 1 0,34 1I.1€ 0139 12+8 0.02 1.155 0.02' O.eo 0,34$ 9.3107 - 47.31 0.412 OM 0. 34 0,.2€19 030 4$0 OM 1 1n 10.52 0•kO 0.32 0.002 400 0 3101 0:448 0.52 p 0223 0.226 4130 0.66 1.101 0.52 _ . 000 Laos 10.706 510 0 0454 0.51 0-34 !11.2'30 0218 510 05 1.205 C.51 0.60 0.420 0.787 1: 0 27 0!M10 031 0,34 ma50 0.211 540 0.61 1_223 4.41 bib 0 44 0.7'50 5,1#J D2$ 0, _ 031 0.34 0253 0203 514 0,411 1.₹3:5 (3M 0,60 11408 0.7'70 I 13010 10,25 0,471 051 14.33 0,27' 0195 ma 0.47 1.253 OS! 080 0.402 [x_750 HJO 0.24 0.470 0.51 On 0290 0.188 836 ,*:4E 1,266 0,61 000 0 516 0.750 FIFO 0 23 0.481 49,51 0.33 0,304 +0.178 160 044 1.280 041 0 0.73-0 620 [ 0 _0.5410 0.41 051 0.23 6.017 ales eao 0 42 1,₹002 0.61 059 0554 0.728 720 0 22 0 491 0.51 0.33 0..331 0,160 720 1141 1:345 0.51 049 i0,66S 0.718 _ 154 021 0,4950� M 0,51 0.3a 0.344 �A 15 i I 750 CAD _. 1 0.51 0_:59 0 612 0.704 _ _ .31a x'00 0,.212 D.500 01,S'1 0.33 0,160 731 0.39 1:328 0 51 0.59 Oil30 I 0!.602 13'10 0.20 0.504 051 033 0171 10: 13 810 0.3@. U51 67.58 0.5610 j 0.57g __1-.330 640 _ 0.10 0540 0 51 023 0,345 0,1$3_ 840 0.3€ 1260 ®,51 0,60 ofek- 4 10.,8115 _ - 670 t .1 a 0,517 0 61 - 0.33 0.398 IP.11 1 870 0.355 1.360 0 51 0.60 [1.7+09 I 4,052 - 1 200 043 0.23 — 13.516 0 51 0,411 _ 000 0.35 1.47 O 51 0.54" 0.732 0,538- g30 0.18 02101 041 1433 1 0:425 a,O'64 430 004 12300 0,51 0 e 0766 0,024 4 0.17 .0523 0-51 eT 033 6.430 0�. 0 960 0.30 I 1;394 0,51 0 0,740 0,010 990 x.17 0.527 041 0.33 0.452 a 075 990 032 1 380 DE 0.59 O:SOS 3596 1030 0.17 0.530 0,51 0,33 0.465 Q' i 4 11]2.4 0,31 1.400 0 511 Q.59 0.629 0 580 1t0S0 0.16 G.5' 4.51 0,33 0 470 0 051 1050 0.31 1.4►18 0. - it 0.50 I 0,863 °ZOO MOO, 01.14 - - 0537 0 51 0.33 0 402 0 044 1'O8-0 0:38 maze 0 51 042 0,477 0 050 H1?0' on 0.540 '4.51 0,33 0.5108 0'034 1110 1 0.29 _ 1.a D.1-1 0.59 U sat 3,.534 _ 1140 0 15 _ 1.64-1 o;li1 0.33 0.51.9 0.024 1140 0.29 1.443 0:51 61,5'0 0-925 0 111 v17O 0.15 0.545 0.511 0.33 10.333 0 013 1173 02.2 1-451 0,811 0,51 0..940 a 503 11200 A,13 0140 'a.S1 0.30 0.6,86 D.003 1200 L:2e 1.469 0 31 0.5O 0,073 0.407 1230 014 61.552 051 O, 0.500 -+0.0es 1230 027 0481 0,51 05'4 00 007 0.471 1280 Ml 0.555 0.37 On, 0.5731 -01,014 12th 017 1.47.6 _ 0.51 05.55 1.021 0.454 1200 0 14 05150 0:51 013 040 -4029 1290 0'20 -4.483 I '4,41 0.54 1.046 0 438 1320 0.13 0.541 057 0 n 0,600 4 040 1320 0'.2214 1.491] '0.51 0 5!6 1.099 - 0 421 1350 0 13 I 11,533`3 0,51 4'.43 0.514 - -[x,0!11; I3.5® 025 1.497 0.51 0.-50 LON 0 405, 130 0.13 .01 4:Se4 4.51 0,33 0.827 160 025 1.504 0.61 0 58 11l7 0.388 _141C1 _ 0,13 0 669 0.51 0.33 0-441 —0.0"72 1410 0 24 1..5.11 17,51 0:50 o0 37i 10410 0 13 0.5111 0.51 0.33 0,054 .0 083 1440 024 1,111 0.511 0 69 _ __114.1 1.106 14FC D 1 T _ 0:574 0.51 x}_23 0,000 -0.0.04 1470 0.21 1.5260,51 0,59 1.180 0354 C, 338 1500 212 11516 0.51 0.33 0:651 41105 15010 I 4.23 ........6. 1,532 0.3:1 069 I 1218 0.319 1530 012 _ _ i _ 0.579 0 50 0.33 6.151}'5 =4, 5151 _- , I '11`23 1.530 850 0.59 I 1.20.7 0.302 1560 0.1'2 8'.,531 0.50 0 33 0,70E -0127 1500 0-32 1.645 0.50 '.CF_59 1.251 0.284 15'0 ! 0.12 0584 0 50 0:33_ D. n2 0.139 13110 '0,22 1 561 0.50 0.59 i la$ 0.266 - 1820 0-11 D.586 9.54 0,735 -0139 1620 0.22 1.547 050 0:591 13016 0,24-0 1030 0.11 0.688 am) 0,33 r 0 749 -Q.101 1860 022 1 -584 0.50 ® 90 tura 0.231 wag a.11 0 591 0.50 ':33 -- - 0 762 -0 172 1680 021 1.570 050 0.59' 1.357 0213 17 0 0.11 _ 0.603 01.510 11.33 0.770 4) 1$0. 1710 0.29 1..578 7-0.50 OS 1.3$1 0.196 trim 0.11 0.695 Gee 0,33 0,7190! -'01594 1740 021 I 1.502 040 050 1.405 4.1717 -s 1770 0.11 0897 050 033 0,8021 -0205' 1770 0.20 1.687 0 50- 9 59 1 479 0.159 leap �-0.1.9 0.590 0.50 Ell 33 0114 -10.217 1800 0.20 1 693! 0,60 15.50 1.453 0 140} ._ terc. r r natinor ernge v'0iume ScuriC 11_ Z. Mot FA Major Stator Vul ana (co .bic fit) hi od. FAA Miner Storage V41ijrn'e (octet) r 0.2975 Mod, FM Mijw Storage Volume {i,ena-9W UDFCD DETENTION BASIN VOLUME ESTIM lTlNG WORKBOOK Version 2.35, Released Jar1uary2015 33,65- 0.81 as a e+e1021+38'9nLan.all, Mpddingy FAA 12'0'2,010, +4 1'5 AM 4 STAGE -STORAGE SIZING FOR DETENTION BASINS Project EMS #110 Basin ID; an' A w Z Slit SbpeL a 51st Z De ,qn tfforrrl.atipn flnout1 Width of Basin Bottom, W = ft Length of Basin Bottom, L = t Darn Side -slope (WV), Z = It/N Stage -Storage Re,laliorish_%p: d. Side Slope I 4 heck Basin Sha,.e Right Triangle Isosceles Triangle Rectangle Circle,/ Ellipse Irregular Storage Requirement from Sheet 'Modifiers FAA': Storage Requirement from Sleet 'HydrograpN` Storage Regvirerllent from Sheet 'Full -Spectrum': MINOR 0.27 OR... OR .. . OR. CSR,.. (Use Overide values in cells G32:G 2) MAJOR 0.82 acre -if_ are -ft. acre -ft. Labels for WOCV, Minor, & Major Storage Stages (input Water Surface Elevation ft (in*uutl Side Slope (H,V) ftift Below El,. Basin Width Stage ft (output) at Basin Length Stage ft courLut) at Surface Area at Stage ft? (output) Surface Area at Stage ft2 User Overide Vokarme Below Stage ft3 (out tut Surface Area at Stage acres foutsutj Volume Below Stage acre (output) -ft Target for WOCV, & Major Volumes (for Volumes Storage Ml seek Inc r, goal FL POND 89 .50 (n Iia 0.000 0.000 90.00 0.00 0.00 51953 1310 0,137 0,030 _ WOCV 90,68 0.00 0.00 176575 9,309 0,803 0214 91,00 0.00 x_00 20,319 15,372 0.466 0.353 92.00 0.00 0_ t1 27 247 I 391155 0.626 0.899 _ MIA #NitA teNitA # r + N!A. _ #N/A PIWA #M/A #N1'A _ #N1A #NI.A #NI/A #NfA ##N!A fiN/A #N/A #N/A #N/A #ICl/A #,IN/A #N/A #N/A #N/A #INLIA #NiA #N/ /A MLA #N/A #N/A ##!A #N/A - A #nl!A #N/A #N/A i #N/A # /A #N/ #14/A # 1A #NIA #IA #rN/A #NIA SN/A I #NIA -- #N/A #11#A # WA #N/A ! #N rA #N/A _ #N/A #N/A #MA #NIA #N/A #NJA #N/A #N#A #N/A # fA ItNIA #I fA #1/A #N/A i MIA INA #NIA #N/A #N/A #NIA ewsl °detention.xls, Basin 121712018, 9,13 AM 7` Project: EWS #10 Basin ID: WPC\1 Design Volume Input Catchment Imperviousness, la, Catchment Area, Depth at W CV outlet above lowest perforation, H Vertical distance between rows, h Number of rows, NL -- Orifice discharge waif icient, Siope of Basin Trickle Channel, S Time to Drain the Pond - 3940 6.51 I 8.00 too 0.65 O,COJ 40 Watershed Design Information (Input Percent Soil Type A r i Percent Soil Type B Percent Soil Type CM _Design Information (Output): 44 56 percent acres feet inches fit / ft hours Diameter of holes, D = 0.985 Numbe r of holes per row, N a `1 Height of slot, H - Width of slot, W a Water Quality Capture Volume, WQCV - Water Quality Capture Volume (WQCV) Design Volume (WQCV / 12 * Area * 1,2) Vol Outlet area per row, A0 Total opening area at each row based on user -input above, An Total opening area at each row based on user -input above, A0 OR inches inches inches 0:176 watershed inches 0..096 acre-feet 0,115 acres -feet C.76 square inches (176 square inches 0.005 square feet ews1 Cdeter ition.xl.s, wa v 12/7/2018, 9:19 A RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES Project: EWS #10 Basin 1D: X I T I 0.4 I Sizing the Rest�rictor Plate for Circular Vertical Orifices or Pi es. In ut. 'tirVater Surface Elevation at Design Depth PipeNerlical Orifice Entrance Invert Elevation Required Peak Flow through Orifice at Design Depth Pipe/ ertical Orifice Diameter (inches) Orifice Coefficient Full flow Capacity (Calculated) Full -flow area Half Central Angle in Radians Full-tlo'v capacity Calculation ►#_ rlfic Flo Condition -lalf central Angle (OcTheta<31416). nowarea Top width of Orifice (inches) Height from Invert of Orifice to Bottom of Plate (feet) Elevation of Bottom of Plate Resultant Peak Flow Through Orifice at Design Depth Width of Equivalent Rectangular Vertical Orifice Gentroid Elevation of Equivalent Rectangular Vertical Orifice Elev: WS = Elev: Invert rir Dia o= Af_ Theta Of = Percent of Design How Theta no = Tna Vt Elev Plate Bottom Edge Qo - Equivalent Width Equiv. Centroid EL -#2 Vertical Orifice #1 Vertical Orifice 92,00 89.56 1.16 180 0.65 1.77 3.14 12.0 1033% 01.76 0.15 '2.37 0.2'I 89.77 1.2 0.71 89.67 i e sii odetention.xls, Restrl for Plate 12/7/2018, 9:28 AM Size Overflow Wier FOR SITE H = (Q/CdtW)&667 H = (Q Cd* y,667 H ® (69/317424)4,667 Q- Cd= = 17.05 3‘1 cis 3° ft Height= 032 ft Hydrologic Soil Group —Weld County, Colorado, Southern Part Feet a 50 1 3(10 Maps .t an; Webb Metrator Cams aaorliiat 'We384 Edge : UTM Zone 13N W Hydrologic Soil Group —Weld County. Cororado, Southern Part MAP LEGEND MAP INFORMATION Area of Interest (*O1) Area of Infer (Aol) Sails Soil Rating Polygons In A NEI 8 B/D CID a Not rated or not available Soil Rating Lines A Erato NO 6 " BID a DO twe b i i Not rated or not. available Soil :Rating Points. C Li 0 A ND I3 Bob rn p a CID D Nut rated or not available Water Features Streams and Canals Transportation Rails at' Interstate Highways osso US Routes, Major Roads Local Roads Background Aerial Photography Maauraa! Resources Web Soil Survey Conservation Seruke National Cooperative Soil Survey The soil surveys that comprise your AU were mapped at 1:24,000, Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the stale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale_ Please rely on the bar scale on each crap sheet for map measurements. Source of Map: Natural Resources Conservation Service 'Vtiseb Soil Survey URL: Coordinate System: Web Mercator (EPS ;3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required, This product is generated from the USDA-NIRCS certified data as of the version date(s) fisted below. Soil Survey Area: 'Mid County, Colorado, Southern Part Survey Area Data: Version 17, Sep 10, 2018 Soil map units are labeled (as space allows) for map scales li X50.000 or larger. Daate(s) aerial images were photographed. Jul 17, 2015 —Oct 2. 2017 The orihophota or other base map on which the soil litres were compiled and digitized probably differs from the background imagery displayed on these maps.. As a result, some minor shitting of map unit boundaries may be evident 1111812018 Page 2 of 2 Hydrologic Soil Group —Weld County, Colorado, Southern Part Hydrologic Soil Group Map, unit symbol 44 Map unit name Rating _Acres in AO Percent of ACI Olney is any sand, 1 to . 2 56.2% 3 percent slopes 72 Vona loamy sand. 0 to 3 A percent slopes Totals for Area of Interest Description 5.6 12.9 43,8 OLO% 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, ! C, and D) and three dual classes (ND, B/Di and C/U). 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 slur infiltration rate when thoroughly wet. These consist chiefly of soils having a layer thatimpedes 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 tha[ 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 soul is assigned to a dual hydrologic group (ND, B/U, orCO), the first letter is for drained areas and the second Is for undrained areas. Only the sois that in their natural condition are in group D are assigned to dual classes: Baiting Options Aggregation Method: Dominant Condition ius DA Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 11/218/2018 Page 3 of 4 z� Hydrologic Soil Group —Weld County, Colorado, Southern Part Component Percent Cutoff- None Specified fle-break Rule: Higher lisDA Natural Resources Web Soil Survey la Conservation Service National Cooperative Soil Survey 1111 S12 G 1$ Page 4 of 4 z8 National Flood Hazard Layer FIRMette 4004"5.30"N 812302140E /20/2016 1:6,000 FEMA 4011'3'37.77% dilbalOL t C r!li VerrU Legend SEE FIS REPORT FOR DETAILED ;LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOOD Without Base Flood Elevation (B'FE) Zorj? ti. V el 99 With BEE or Depth zone. At AO, AN, t. AR HAZARD AREAS Regulatory Floodway OTHER AREAS OF FLOOD HAZARD OTHER AREAS kdc SCREEN] 0.2% Annual Chance Flood Hazard, Areas of 1% annual chance floe d with average depth less than one foot or with drainage areas of less than one square mile zoin X Future Conditions 1% Annual Chance Flood Hazard cane x Area with Reduced Flood Bitola due to Levee. See Notes. Zone x Area with Flood Risk due to LCVeeZono t� Area of Minimal Flood H aza rd! zinc r Effective LDM!Is Area of Undetermined Flood Hazard :tine n GENERAL — __ — - Channel, Culvert, or Storrs Sewer STRUCTURES i s I r u I p I Levee, Dike, or Floodwall 0TH ER FEATURES MAP PANELS 9 20.2 Cross Sections with 1% Annual Chance Water Surface Elevation - — Coastal' Transact Base Flood Elevation Line (UFE) Limit of Study __ —s fa S Jurisdiction Bic undary. Coastal Transect Baseline Profile Baseline Hydrographie Feature Digital Data Available No Digital Data Available Unmapped The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location. Thls map complies with FEMA's standards for the use of digital flood maps if it Is not void as described below. The basemap shown corn piles with FEMA's basemap accuracy standards The flood hazard Information is derived directly from the authoritative NFHL web services provided by FEIYIA. This map was exported on 121712016 at 9:54:47 AM and does not reflect changes or amendments subsequent to this date ::nd time.. The NFHL and effective information may change or become superseded by new data over time. This map image is void if the one or more of the following rasp elements do not appear basemap imagery, flood zone labels., legend, scale bar, map creation date, community Identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unrmodernized areas cannot be used for regulatory purposes. REFERENCES 1. URBAN STORM DRAINAGE CRITERIA MANUAL VOLUMES 1,2,3 DATED JUNE 2001 REVISED AUGUST 2008 . NOAA ATLAS 14 VOLUME 8 VERSION 2 RAINFALL MAPS 3. RUNOFF ANALYSIS -LSD RATIONAL SPREADSHEET vl.02a DATED SEPT 2005 FROM URBAN DRAINAGE CRITERIA MANUAL VOLUME 4. CULVERT DESIGN -U[ --CULVERT SPREADSHEET v .OOc DATED FEB 2010 FROM URBAN DRAINAGE CRITERIA MANUAL VOLUME 1 5. CHANNEL DESIGN -LID -CHANNELS SPREADSHEET v1.04 DATED OCT 200'6 6. U D -BM P SPREADSHEET v3.01 DATEDJAN 2011 7. UD-DETENTION.2,2 DATED AUGUST 2011 DRAINAGE REPORT REVIEW CHECKLIST REPORT (In = 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 Methodologies used for drainage report & analysis Design Parameters Design storm El Release rate URBANIZING or NON -URBANIZING Overall post construction site imperviousness Soils types P1 Discuss how the offsite drainage is being routed conclusion statement must also include the following: N N 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 ng of storm run-off for the 100 -year storm. How the project impacts are mitigated. N Construction Drawings Drawings stamped by PE, (scanned electronic PDF preferred) Drainage facilities Outlet details Spillway Maintenance Plan Frequency of onsite inspections Repairs, if needed xi N ® Cleaning of sediment and debris from drainage facilities Vegetation maintenance ❑ Include manufacturer maintenance specifications, if applicable Comments: N Project Name: USR19-O002 EWS #10 English Feedlot 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. N N xi g xl 1. It is difficult to tell how the offsite flows will get to Swale A -A and B -B without a few offsite contours on the western side of the site. Also, it appears that a culvert will be required under the entrance drive to ensure that offsite flows do not flow through the site. 2. On Pg 4 of the report, the elevation given for the pond outlet invert does not match the elevation given on the restrictor plate sizing worksheet. The elevations are also different on drawing C3. Please correct whichever is incorrect. 4/11/2018 Weld County Department of Public WorksI Development Review 1111 H Street, Greeley, CO 80631 I P h : 970-400-3750 I Fax: 970-304-6497 www.weldgov.com/departmentsipublic worksidevelopment_review/ DRAINAGE REPORT REVIEW CHECKLIST 3. The Time of concentration on the UD-Rational worksheet is higher than the Tc on the UD-Detention Worksheet. Please clarify if this was done to be conservative or allow for future growth or if this was an error. The UD- Rational worksheets used are from the newer set of runoff coefficients and the UD-Detention is from the 2008 runoff coefficients. If the time of concentration was modified to make the peak 0 values match, please clarify. 4. It is unclear how all of the water from S-2 will get to the pond and not have some flows travel north into the undetained area. Please clarify or add slopes/swales to ensure these flows end up in the detention pond. S. Notes for drawings: Cl — the patch pattern for landscape and gravel are the same. Please show what areas are landscape and what are graveled. C3 — Culvert elevations and slope differ from the restrictor plate sizing worksheet. CS — the spillway length in the report is 30 feet and the text appears to have errored on some parts of the drawings. 6. 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. 7. 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 Works Development Review 1111 H Street, Greeley, CO 80631 P h : 970-400-3750 Fax: 970-304-6497 vwwv.weldgov.com/departments/public_worksldevelopment_review/ WERNSMAN ENGINEERING AND LAND DEVELOPMENT lic December 7, 2018 Weld County Department of Planning Services 1555 N 17th Ave Greeley, CO 80631 Re: EWS #10 Injection Well Site for Expedition Water Solutions — Traffic Letter To Whom it May Concern: Eric Wernsman 16493 Essex Rd S Platteville CO 80651 The project site is located in the South West quarter of Section 8, Township 1 North, Range 65 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. The subject site is adjacent to an existing cattle feedlot on the side. The north, east, and west sides of the site are adjacent to undeveloped pasture land. 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 50% of the trips will go east on CR 10 and 50% of the trips will go south on CR 39. County Road 10 has 1402 average daily trips according to Weld County's latest traffic counts on 10/3/2018. 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 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 stormwater 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. I Notice of Inquiry Development within a Coordinated Planning Agreement or Intergovernmental Agreement (CPA or IGA) Boundary Date of InquiryMunicipality 11 /1 1 with FA or IGA 1=+art E�uptr�� Name of Person Inquiring E:ric 'kern s rr�a n Property Owner Enc In r� Fe lit I n . Planner Angela 8n der- asn er { �Id cv coa Legal Description 5VV4of8-1!-65 Parcel Number- 147308300011 Nearest Intersection 59 an i CR 10.5 Type of Inquiry EWS Injection Well Site The above person inquired about developing a property inside your designated CPA or IGA boundary This person has been referred to community by Weld County Planning to discuss development options on this site. Visit chapter 19 of the Weld County Code for specifics on your agreement. Weld County Comments The salt water injection site requires a 1JSR Name/Title of Municipality Representative /mom 444WhydrA Municipality Comments. ;cc;544 _- e c o Angela Snyder Digitally signed by Angela Snyder Date. 2(71$.11,01 10:54:42 -O6'c" Siignature of Weld County Planner Signature of Municipa _y Representative Plase return the signed form to: Weld County Planning Department 1555 N 17th Avenue, Greeley, OD 80631 (970) 353-6100 x3540 n' (970)304-6498 fax ARTICLES OF ORGANIZATI Alf' � .t. •f1i OF 9 1 . are STA • -r r ENGLISH FEEDLOTS 2, LLC 19981081031 C Ii 50.00 SECRETARY OF STATE The undersigned natural person of the age of eighteen years or marietbig �;otiftiiik27 of ENGLISH FEEDLOTS 2, LLC, organized and created under the provisions of the Colorado Limited Liability Company Act, hereby adopts the following Articles of Organization for said limited liability company: FIRST: The name of the limited liability company shall be ENGLISH FEEDLOTS 2, LL (the "Company"). SECOND: The address of the initial registered agent of the Company within the State of Colorado is 14111 County Road #2, Wiggins, Colorado, 80654. The name of the Company's initial registered agent at such address is Douglas E. English. THIRD: Management of the Company shall be vested in managers. FO Tit. The name and business address of the initial manager who shall serve as manager until its successor shall qualify DENVER:0838525 01 F M t 1 1' h4 - English Investments Management Company 14111 County Road #2 Wiggins, Colorado 80654 Lori A. Dixon ! QFgiier 555 Seventeenth Street, Suite 3200 Post Office Box 8749 Denver, Colorado 80201 WW a/ TEA , iruATE ,mss . - Hello