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Home My WebLink About20190694.tiffUSE BY SPECIAL REVIEW USR APPLICATION DEPARTMENT OF PLANNING SERVICES * 1555 N. 17TH AVENUE * GREELEY, CO 80631 nnrw.weidgov.com * 970-400-6100 * FAX 970-304-6498 FOR PLANNING DEPARTMENT USE: AMOUNT APPLICATION RECEIVED BY DATE RECEIVED: 9114/18 CASE # ASSIGNED: USR18-0087 PLANNER ASSIGNED: DA Parcel Number*: 0 Address of site: 2 0 9 _0 2 0 �0 0 _0 0 2 North West Corner of Intersection of CR 132 and CR 71 Legal Description: Part of SE 1/4 Zone District: Ag Acreage: 20 Floodplain: O eological Hazard: Y04 O Airport Overlay: YON FEE OWNER(S) OF THE PROPERTY: Name: Gary and Norma Jean Smith Section:2 (#A 12 digit number on Tax I.D. information, obtainable at www.weldgov.com). Township: 11 N Range: 63 'MJ'iV Company: Phone #: Street Address: PO BOX 26 City/State/Zip Code: HEREFORD, CO 80732 Email: Name: a Company: Phone it: Street Address: City/State/Zip Code: Name: Email: Company: Phone #: Street Address: Email: City/State/Zip Code: APPLICANT OR AUTHORIZED AGENT: (See below: Authorization must accompany all applications signed by Authorized Agents) Name: Eric Wernsman Company: Wemsman Engineering and Land Development LLC Phone #: 970-539-2656 Street Address: 16493 Essex Rd S Email: ejwems25@gmail.com City/State/Zip Code: Platteville CO 80651 PROPOSED USE: Place a new Salt Water Injection Well Facility. 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 authority t sign for the corporation. r /61/7 Signature: Owner or Authorized Agent ate Signature: Owner or Authorized Agent Date hn;c__ Lam/ Print Name CmflS.41LW\ Print Name Rev 4/2016 Docu Sign Envelope ID: F8964 F43-D321-42AE-A74 D -B AA4 EC 1 E 11 C3 I, (we), Gary Smith DEPARTMENT OF PLANNING AND BUILDING DEPARTMENT OF PUBLIC HEALTH AND ENVIRONNMENT 1555 NORTH 17TH AVENUE GREELEY, E LEY, CO 80631 AUTHORIZATION FORM , 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 # 020902000002 63 Legal Description: Part South East Quarter of Section 2 , Township N} Range Subdivision Name: Property Owners Information: Address: PO Box 26 HEREFORD; Co 80732 Lot Block Phone: E-mail: Authorized Agent Contact Information: Address: 16439 Essex Rd S Platteville CO Phone: 970-539-2656 E -Mail: e1werns25@gmail.conn Correspondence to be sent to: Owner El Authorized Agent • Both SI 1 by Mail El Email Additional Info: U Owner Signatur Owner Signatu " DticnS or ".--a022C465.,. rdocutir by. 3/1/2018 10:37:07 AM MDT Date: Date: 8/1/2018 10: 31:58 AM MDT DEPARTMENT OF PLANNING AND BUILDING DEPARTMENT OF PUBLIC HEALTH AND ENVIRONNMENT 1555 NORTH 17TH AVENUE GREELEY, LEY, Co 80631 AUTHORIZATION FORM I, Jim Goddard President of Expedition Water Solutions, give permission to Eric Wernsrnan (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 # 020902000002 Legal Description: Pad of SE 1/4 of Section Township 11 N, Range 63 W Subdivision Name: - Property Owners Information: Address 2015 Clubhouse Drive # 201 Greeley Colorado 80634 Phone: 970-515-6950 Authorized Agent Contact Information: Address 16493 Essex Rd South Platteville Colorado 80651 Phone: 97G-539-2656 Lot, Block E-mail: iaoddard expedition-waterecorn _ E - Mail: : ei erns 5Par rai _com Correspondence to be sent to: Owner Authorized Agent Both _ I by Mail_ Email Additional Info EWS #9 Site Owner Signature: Owner Signature: Date: 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/Dapartments/PlanningZoning/LandU seApplicationsAssistance/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. The site will have a tank washout area on the concrete unload pad as well. It is anticipated that a pipeline will be constructed to the site in approximately 2 years that will reduce that amount of traffic we have listed later in the application. 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. There is pasture land to the north, south and west. There is dryland farmland to the east. 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 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 may be up to 100 semi trucks with trailers a day come to the site. There may be up to 20 passenger car trips to the site a day. It is anticipated that a future pipeline will reduce these traffic numbers. 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, 85,000 sq. ft. of gravel, 55,000 sq. ft of concrete and the remainder of the 20 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 75' off the edge of CR 132 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 not located in a flood plain. 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? Pawnee 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 immediately after USR approval. It will take approximately 6 months to complete the grading, concrete work and building construction. The seeding will be completed by November 2019. Engineering questions: 970-353-6100 x3540 1. Describe how many roundtrips/day 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 100 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 and then east to unload pad and then south and back east 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 east on CR 132 to CR 77 and to 20% will go west on CR 132 to HW 85. 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 132 at a distance of 660' west of CR 71 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: 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 will be 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. 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. 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.) 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 8000 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 ENGINEERJNG .AND LAND DEVELOPMENT August 10, 2018 Hayley Bazano no Weld County Public Works P.O. Box 758 Greeley CO 80632 ERIC WERNSMAN 16493 ESSEX RD PLATTE _ r LL E CO 80(51 RE: Drainage report and plan for E. editiion Water Soluti �o ns EWS #9 Site on CR 132 Dear Hayley Attached is the Drainage Report and Plan for the EWS #9 proposed injection well facility. This report addresses both the on -site and off -site i. _ ��te hydrology that affects or is affected by the e proposed oposed development. If you have any further questions or comments regarding ithis rd�r�g matter, please contact this office. Sincerely, toee:/". les vtatpatit,----ratiesereaterser- Eric Wernsman P.E. I hereby certify that this report for the drainage design for the EWS 9 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 7-10 11 12-14 15 16 17 1.8 19 20 21 22 23 24-26 27-30 31 32 33 DRAINAGE REPORT NOAA POINT PRECIPITATION FREQUENCY ESTIMATES BASIN AND SUB -BASIN IMPERVIOUSNESS CALCS 100 -YR PEAK RUNOFF ALL BASINS SWALE CALCULATIONS SECTION A -A SWALE CALCULATIONS SECTION S -B SB1 CULVERT CALCULATIONS 5 YR HISTORIC RUNOFF CALC (DETENTION RELEASE RATE) DETENTION VOLUME REQUIRED F@A METHOD DETENTION VOLUME PROVIDED WQCV ORIFICE AND REQUIRED VOLUME 5-YR HISTORIC RELEASE RATE ORIFICE EMERGENCY OVERFLOW CALCULATIONS SPILLWAY FABRIC CA••LCUTiONS NRCS SOIL MAP AND INFORMATION FEMA MAP VICINITY MAP REFERENCES General Description: The proposed site is located on the north side of County Road 132 which is is a gravel surfaced road. County Road 71 is along the entire eastern side of the property. The northern and western boundary is formed by undevefoped agricultural pasture property. (Please see sheet 1 for ,a vicinity neap.) The proposed site is located within the South East 1/4 of Section 2, Township II North, Range 63 West of the GPrine Meridian, The legal description for the property will be part of a Recorded Exemption that wilt be applied for in the future, There are no major waterways„ water holding areas or water resources on or adjacent to the property. The entire proposed parcel will contain approximately 20 acres. Approximately 14.5 acres of the property will be developed. The site is proposed to be an injection well facility with gravel and concrete drives, a steel building and native grass swal'es. The ground cover on the existing site consists of natural grasses and weeds. The soil type(s) present are Ascalon Fine Sandy Loam and Paoli Fine Sandy Loam. See NRCS soil report in the appendix for location of soil types, NRCS classifies most of the soils in hydrologic group "B" for runoff purposes. In the proposed condition, offsite flows will be able to enter the site from the north and the on -site channels will have the ability to pass the 100-yr events to the detention pond and pass them via the emergency overflow. 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 tin - detained to the east. This area does not contain proposed improvements. The detention pond is located in the south west corner 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 five-year historic rate. The released flow will he directed south towards the roadside ditch in CR 132. that flows west, Drainage : asins and subeBasins There is no Weld County Master Drainage Plan for this site at the current time. Little Crow Creek lies to west on neighboring properties. The closest major basin is the South Platte River Basin, which Ues approximately 40 miles to the south east. This project site is not located within the South Platte River 100 -year floodplain. The site lies on PEI"FEMA map panel 0 123C0400E.. There k an offsite basin Sub -basin O51 to the north that drains south onto the pro = ert� ... OS1 is almost entirely undeveloped and contains approximately 90 property. � acres and has an imperviousness of 2. The 100 -year runoff rate is 66.22 cfs. The on -site channels are designed to carry all of the offsite flows and pass them to the detention pond There are 3 on site basins that direct flow to the detention pond in the south west corner. Sub -basin Si contains 3.44 acres, has an imperviousness of 44 and represents the flows in the center portion of the project site. The 100 -year runoff rate is approximately 1035 cfs. Sub -basin S2 is located in the north western portion of the site and contains 9.58 acres, 52 has an imperviousness of 4 and generates a 100 -year runoff rate of approximately 7.86 cis. Sub -basin 53 is located in the south western portion of the site. 53 contains 153 acres and generates a no -year rate of approximately 4.49 cfs with an imperviousness of The entire developed portion of the site contains 14.54 acres. The entire developed portion of the site has an imperviousness of 13 and generates a 100-yr runoff rate of 18.83 cfs. Drainage Design Criteria: There is no Weld County Master Drainage Plan or project master drainage plans for this site at the current time. Off site flows from the north will be routed into the detention and will be passed through the emergency overflow. pond Using theNO AA Atlas 14 Volume 8 Version 2 an IDF table was generated. A of 1.18 inches and 249 inches was determined for a five- yearone h�ou�r rainfall depth - event, respectively. The rational method was used to calculate and : 100 -year runoff and release rates. The detention pond was sized using a 5 -year historic rate. A water quality capture volume is designed within the pond to release +q �' � release minor storms over a 40 -hour period to maintain water quality. The on site swale was sized to pass the 100 -year event. The runoff for specific design points was calculated b � inputting the area, imperviousness, soil type, one hour _ _ � � � precipitation values, slopelength of travel and conveyance into the peak runoff - , spreadsheet. Please see the corresponding peak runoff and feature design for e � � each point. The release rate and developed runoff amounts were calculated using e the rational � method. The detention and volume was determined using the � Modified FAA Methodwith 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 r storm volume required by using the Modified FAA method was determined to be 57,411 cubic feet. With a pond outlet invert of 4999.17, the loo ear high-water elevation is 5001.5. The available volume provided is approximately 81,902 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 0.92 acre-feet. (4008 cubic feet) The proposed detention outlet has an initial orifice plate to provide water quality capture volume with one 7/8" diameter orifice to release the water quality � � capture volume runoff, The top of the orifice plate is set at elevation 5000.29 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 5" high opening releases flow to an 18 -inch diameter corrugated metal pipe (CMP) that directs flows to the south. A 4' x 8' rip rap pad shall be placed at the end of the outlet pipe to assist with erosion mitigation within the roadside ditch. 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 enc overflow is provided at elevation 5001.5_ The spillway base shall be .a minimum of 40 feet wide and will limit the flow depth to 9-1/4" inches at a discharge rate of 85.05 cubic feet per second. North American Green W3000 erosion control blanket is placed on the slope of the spillway to mitigate erosion. Please refer to the appendix ppp' endi for the calculations regarding the spillway. Swale Sec A -A collects ails of the offsite flows Sub -Basin 0S1 that drain to the pfrom the north and the onsite flows from Sub -Basin 52 (77.78 cis property mbined _ and routes the flow around the site to the detention pond. Sec A -A has combined) a slope of 0.3%. The manning's "r" is aO4O which creates a 100 -year water depth of 1.16 feet and a Froude Number of 0.36. The swale outfalls into the detention pond. Swale Sec B -B collects the flow from Sub -Basin Si (10.75 cfs) and carries flow to the (2) 18" CMP culverts. crossing the driveway. Cross Section B B has a slope of 03%. The main ng's "n" is 0.040, which creates a 100 -year water depth of 0.67 feet and a Froude de Number of 03. The (Z) 18" CMP culverts have an inlet elevation of 5000.7 and an out et elevation of 5000.3. When the head water reaches elevation 5002.49 the culverts have the capacity to pass 10.75 cfs. At the end of the pipes, a 8 foot by 8 foot bed of Type L riprap p is placed to mitigate erosion. 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. Gf 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,. ConcIusion5: 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 five-year historic runoff rate. Cuff -sits flows that drain toward the site are directed through the property and the detention pond spillway. All of these storm water flows are conveyed off -site to the south. 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 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. iindi 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 should not be pitied in swales or near detention pond outlet NOAA Atlas 14, Volume 8., Version 2 Location name: Grover, Colorado, USA* Latitude: 40.,9448c, Longitude: -10!4.39214 Elevation; 5283.22 ft** source: ESRI Maps " source' USES POINT PRECIPITATION FREQUENCY ESTIMATES Sonia Pence, Deborah Marlin, Sandra Pavlo k, Ishan( Roy. Michael St Laurent, earl Trypalult, Dale Utrruh, Michael Yekta, Geoffeay 6cnnin NOAA, Nattoanal iiVeather Service. Silver Spring, Maryland PE__tabula:r J PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals {in inches)1 Duration 5 -min 10 -min 15 -ruin 300 -min 60 -min 2 -hr 3 -hr 0,256 0 197-0 331) 0374 (01.289-10.485) 0.457 (0.352-0.592) 0.607 (0469-0.787) 0.7'37 (a.seg-u.s5s)� .866 (a.e78-1.i1) 06936 (0.738-1.20) f0,307 (0.237-0 399)1 0.450 ('00.347-0.584) 0.549 (0.423-0.7'12) r 0.400 (0.307-0520) 0.68,6 (a.esa-o.7sz) �!.�00J p.1y�4�, ( 0549-0.929) 0.730 (0.553-0.947) 0.896 (0.691-1.16) I1.06 (0.829-1.36) [1,15 MAMA ,47) 1,09 I 1.32 (0.871-138) j (1.05-1,87) 0-950 (0.730-i .24) 1.18 if 907-1.54) Average recurrent(' interval (years) 10 � 0.484 (0.3700.633) 25 0.612 (C 4513-0.841) 0,709 0.896 (0.542-0_.92f } (0.671-1.23) 0.865 (00.1-1.13) 1.16 (0..878-1.50' 1.44 (1,10-1,88) 141 (1.10-1.81) 1.54 1.74 (1.38-2,19) 1 -hr 12.9 1,53 1,950 (1,04-1.60) (1.,23-1.90) (1.57=2.44) 24 -hr 2 -day 3 -day 4 -day 7 -day 10 -day 20 -day I30 -day 45 -day 60 -day 1.51 (1.23-1.86) 1,72 (1A2-2,08) p j 1190 (1_582,28) 2.06 (1.7`i-2.45) 2.39 (2.02.2.53) `(2.167 27-3_1 5) 3.50 (3.02-4 08) .21 (3.&5.4.89) 5,12 , 12 (4_47-5,67) 5.90 (5.19-6.73) 1.7`6 1.43-2.16). I 2.01 (1.66.a.a4)] 2.20 (1,83-2,65) 2.36 (1:97-2.83) 2.73 (2.30-3.24) 3.04 (2,59-3.59) 3.97 (3.424,63) 4.77 (4.14-6.52) 5.81 15.07-6,061 6.68 (s.ea-7.ea) 2.19 {1.78-2.69) 2.52 (2.07-3.O6) 272 (2,25-3.29) 2.86 I 3r6-1 (2.77-3.92) $4 6 (3.104.33) 4.74 (4.006-5.53) 5.66 (4.89-$,56) 617 5.98-7_90) 7:92 (6.93-9.06) 1.72 (1.33-2.23) r-� 1.88 (1 47-2_42; 3.12 $1167-2.69) 2.34 2.58 (2.08=3.19) 2,96 (242-3.62) 3,11" (2.61-3:85) 3.34 (2.764.03) 1.09 (Q.818-1.50) 1.45 (1.09-1.99) 1.82 (1.36-2.50) 2.20 2.41 (1.63-3.24) 2.70 (z•os-3,so) 2.93 (2,29-3.84) .111 (2.50-4.11) 3.60 (2.864,57) 3.83 (3 08-4_81) 3,99 (1.1i F 214.99) 50 0.720 (0. 6-O$98S) in 100 I 200 1.05 (00.68-1.46) 1.29 0 _ 1.70 (1.24.2,35) 0.836 0.961 '01.589=1 101 0.651.1.40) r 1.22 1.41 1.67 (0.863-1.74) :(0.953-.2.05 (1.09-,2.49) 500 11.14 (0.743-1,70) 1.49 (1.05-2.12) 1.917 (1.31-2.79) 2.15 (1.56-2.97) 2.59 (1,.91-3.55) 2.49 3,01 2.154.22) 3.86 (2.11-3.67), 119 (2.40-4.29). 3.32 (2.38-4.61) 3.72 (270-5.11) 1.72. (1.16¢2,50) 2.25 (1.53-3 28). 2.8.6 (1.91-4.16) 1 2.03 (1.33-3,004) 2.67 (1141.98) 3.39 (221-5.06) x7447 4.11 (2,37-4.98) (271-6.06) 3.83 (2,645.46) F(2.94.29 9.5.05)) 4.55 3.02-6.65) 5.11 {.3,43-7.38) 3.42 3.94 4.51 (3.1 &626) 3,6. (2.82-4.80) 4.12 (3.19-5229 4,45 (3140-5..5S) 442 '3 554,72) I _ rd.17 3.51-4.96 3..7':7 (3,16-4,51) 5.35 (4.57-6.28) (x.48-7.42) 7.71 (6.6r-8.90) 8.86 (7.71-10.2) 4345 (3.61-5:19) 4.89 (3.98-5.96) 6.19 (5.09-7.42) 7.32 (6.0.5-8.68) 8..78 (7.30-10 3) 110.1 (8.38-11.7) 4.21 (3.13.5.82) I 4.67 X3.49-6.12) 4.90 (3,59-5.37) 4.19 (3.41-6.56) 5.24 (3,77-7..04) 5.32 ts.6o.a.s3� 5.62 (3 85-7,68) 5.4$ X3.96=7.34 5.07 (3.84-6.55) 4.99 I 3.5A (3_95-8.22) 5-44 (4.33-4.73) 6.82 (5.48-8,29) 8.02 (6,46-9,840 9.56 (7.77-11.4) 10.9 (8_ €f9-12 9) 6.00 {d.61-7.56}; 7 1;5..77-9,24) 5.65 (4_10-7.48) 611 (4,46-7.38) 6.68 (4.54-8.51) 8.06 (5_S'9..10.2) BSS 9.34 (6 78-%0,7) (6.98-111_+7) 10.3 Es.47.12.5) 11.6 (9 1-14.) 1 11,0 (8x24-13,6) (9,32-15.2) 6.04 (4,.17_8..32L 6.27 (4.36-8.57) 6.45 (4.50.8.75) s 6.89 (4.85-6.22) 7.34 (5 20-9.74) 1,28 (0.812-1,93) 1.88 (.19-2.83) 3,29 (145-3.45) 3.00 (1,9110-4.51) 3.82 (.2.42-5,74) 4.63 (2,96-6.88) J 5.113 (3.30-7_56 5.78 (3.76-8.39) 5y.yr5r.97 (2r93',56) 6.29 (4..18-8.88) 6.67 (4.48-x!,28) 6,90 (4.67'-91.•53) 7.07 (4-80-9.71) iy 7.49 (5,13.-10.2) 7,93 I (s as-to.7; 8.85 9,44 6, 33-11.5) {6.58=12:5) 10.2 (7.30-13...1) 10.7 (7,54-14.1) 11.8 12.3 (8.52-15.0) (8,72-18.1) 13.1 (9.54-16.6) It? (9.70-17.7) Predpitatiort 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 prep pitahon frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bounds (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PIMP) estimates and may be higher than currently valid PMP values Please refer to NO -AA Atlas 14 document for more information, Back toTop PF graphical PDS-based depth -duration -frequency (DDF) curves Lati►tu0e_ 4419448°, Longitude: -104.3921° 14 _ 14 12 c c A a E ti - I a r w v. re • a . NM • 4 Y • 0 4 a 1 a a a • I! • 1 'i 1 � ■ a 1 4 1 . a .p 64 ! 11P r t rt - - a II ! a . a • �_a•IL i i S a a • a 1 • 'Iv • 1 S .1 1- - • 2 C . a _ - • • I - - - - a n -- r NOAA Atlas 14, Volume 8, Version 2 A eh • a .. • . 1 . .. .. - . _ • c-1 _ I Y .a 0 • a 4 I 1 a a I I • i I • a d a a a-i a 4e- a sat a e Y a m a1.) .. J .. - a a 1 a I F a I p 1 • - r 1• I I. a I I. / 1 • I t • • P I • I t a i1• a r- a a i 1 Y 1 s Y 4 ■ a 1 a Inc ec Duration a a r - 1 M • a. a a a Y 1 I- • rig yr r • .4.a a - - ..;' ... -e. - - • 1 Y A a P. - 1 it a a e I • 1 / - L / • 1 • 1 i i 4 a r t 1 a Y 'Let . .. a .ari sol I 1 1 i i 1 1 1 1 1 I, I .O 1 7 7 - till 141 4 P o op fAi O IA I a l • - A. allaargairatell. a . w 10 25 50 WO 200 Average recurrence interval' (years) r • asa"---w- 1• w a 500 1000 Created (GMT) Mon Jul 16 15:51:58 201- Beck to Top Maps & aerials Small scale terrain i ►'e -rag® recurrence o r1 a rya r (years) 2 as V 10 25 50 1100 200 500 1000 Duration ia aaaaril. min '¶ man 1,5-rnoiri 30 -min 60 -min 2 -hr -li r Ir 1 2 -hr 24 -hr aiAay 4 -day 10 -day 20-cmy Say 45 -day Day t J 3krn r ccsar Ctr tta dit •,e•„ I' itn it mains •. *Greeley *Longmont 100km 6Onid env'er Large scale terrain • • r F u N i Large scale map it Fort Cot s Cheyenne,.. _ _ L ngrnont 10!Okm _ 1 6Orni iamb Large scale aerial Back to Top US Department of Commerce National Oceanic and Atmo � c Administr�tian National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC Questions, ncaa,Qev Disclaimer Sub -basin Imperviousness Ew5 #9 8/10/2018 SB1 Land Use Area (ft2) I ry ' Impervious Area, Grass , Roofs _4364 2900 90 Concrete Surfaces 35500 190 Drive►wa s, Gravel' 68554 4 40 Wghtd Avg & Tonal air ea 149700 44 Acres 3,44 583 Land Use Impervious Area, Grass 66704 Roofs Concrete Surfaces 0 Driveways, Gravel Wghtd Avg & Total Area Area :12. I% 2 100; 66704 1.53 40 2 T 2 Land Use Area 712'_ Pm ervious Area Grass 405739 2 Roofs 6 X00 90 Concrete Surfaces 413 100 Drivewa sr Gravel 4970 40 Wghtd Avg & Total Area 417122 4 Acres 9.58 ENTIRE SITE Land Use Impervious Area, Grass Roofs Area i(f12) 516089 8000 043 Concrete Surfaces Drive a. S, Gray& Wghtd Avg & Total Area Acres 35913 73524 633526 13 14r54 .pry Lin PI ran Jd c 0 CN p O. co W I L oe e a Sc 2 J 0 6 mit 0 C mmi hi .m% tia F• 0 es %so 4_4 en Toh O Ybat n3 7 " Y YY� O ' a re2a O r 0 C INC Ca cc to C t O C S Cu a) a O C it U (13 Select UDFCD Iocatic r I I C: it — a. F1 E a cD so Ism O c Intensity Equation Coefficients C es CC roan amt sti CO O 42.1 4-1 C~ E O O E_ E E Y Gytl 1 ,v (it c d? C C our own de C) C O CC the from the (5' �-J cC C z C;3 t7 L J 1 O Ith rica Law a C'SJ 1 Orb r O 0 6:41 II Le) a CMG U prais rL S 1 ^1 12:c71 co I ' d 0 O LT — C to vl ly Normal Flow Analysis - Trapezoida Channel Project: Channel ID; EWS #9 SEC -A REOD TO PASS 77.78 CFS MAX B esign n ormatio,n n u ,ut Channe& Invert Slope Idanniing's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So l 0= Z1 = F 0.000 ft`s. 0.040 30.00 ft 4..00 ft/ft 4.00 ftfft 1.00 ft tie ft Normal Flow Condtion Calculated Discharge Fronde Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Fr s 82.83 cis D.36 V 2.06 fps A_ 40. i8 sgft T= 39.28 ft P = 39.57 ft I'= Es Yo = Fs. 1M2 ft 1.02 ft -1.23 it 0.55 wt 1.72 kip SEC a- ..ISX, Basics. 8/9/2018 1.06 PM Normal Flaw Analysis a Ira Project: Channel ID: ezoidal Channel EW S #9 SEC B -B READ TO PASS 10.75 CFS MAX piiiion Information (Input Channel Invert Slope Manninf°l n 1Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So= " B= Z1 77_ F= Normal Flow Condtion (Calculated) Discharge Frauds Number Flow Velocity Flow Area op Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Fr P= I= I Es Yo= Fs. 0,.0030 'tat 0.040 0.00 ft 16.12 ftift 40.00 lUff 1.00 ft 0.67 ft 12.3! cfs 0.30 0,98 fps 12.60 sq ft 37 ..60 ft 37.63 ft 0.33 ft 0.34 ft 0.69 ft 022 ft. 0+20 kip SEC b b►.xFsx, Basics 8/9/2018, 1:06 PM Determination of Culvert Headwater and Outlet Protection Project: EWS 9 Basin 'Dr Green cells are calculated values I ! r L Ff 1=1 H 'r Dew n information (Input): Devon (Discharge Circular Culvert: Barrel Diatiieter in Inches Ls. Li Soil Type: Choose One! r E'ncly 0 Piton-Sandy Inlet Edge Type. (Choose from pull -down list) I square tm Projection Box Culvert: OR. Barret Heigihl (rise) in Feet 10.75 I Bet BarrS liAt r t {Span) in Feet Inlet Edge Type (Choose from pull -down list) Number of Barrels Inlet Elevation Outlet Elevation DR Slope Culvert l=ength Manning's +Roughness Bend Loss Coefficient Exit Loss Coefficient TaU rater Surface Elevation. Max Allowable Channel VelbOity ui!ed Protection (Output): T&water Surface Height Pow Area al Max Channel Velocity Culvert Cross Sectional Area Available Entrance Loss Coefficient Faction Loss Coefficient Stirn of All Losses. Coefficients Culvert Norma! Depth Culvert Critical Depth Tailoteter Depth for Design Adjusted Diameter OR Adjusted Rise Expansion Factor Flow1Diameter a Olt Fbwr(Sp:an ` Rise' Frou a Nunher TaNwraterlAdjust+ed Diameter OR Tailwaten'Adjusteci Rise Inlet Centro' Headwater Outlet Control Headwater Design Headwater Elevation Headwatori®iametnr OR Headwater/Rase Ratio Mi,nirnunn Theoretical a iprap Size Nominal Riprap Size LiINC D Riprap Typo Length of Protection Width of Protection n Height (Rise) Width (Span) _ I _ V No E1ev IN EIeyOUT = L n 0 2 5000.7 _ 5000..3 B0 0.016 1 5 cfs 18 'pinches V ft tt fi ft ft ft ftis Ai A— ka "r = fris �i Y.= d= 11(2 tanr0)) = Fr VD 1 -60 1,08 1.77 0.50 2.20 3,70 110 0.89 1.20 r- 5-52 - -f 1,95 0.67 0.40 i fT t' #C ft ft ft ft ft it' 'Is H4'r = 1 1.36 it HkAto =1 123 ld�Y =' 6,002.06 ft H4 iC = Gal 2 [im 6 5 3 in /7 PROS. NO.: a� e8rer rn ?otter itP ,,t) Arair WERNSMAN ENGINEERING, INC. tort aa+0d STREET • E+r4Ns, co 00620 Phone WO) 353 4463 FaY(474) 353•s237 rflea)r w% ci4 v'Jtz.B40i )0( Pell irre eit.3 PAGE. isrlovrat gait& I 21d11 cr5 FAA ett ICA - 0zc� II t� DETENTION VOLUME BY THE MODIFIED FAA METHOD Project 'Basin ID: tFor eatchmenits ?LISS than 160 acres only. For laroe r e0 11.3„ use : ydrogiraph nuuuie9 method) {NOTE: for catchments larger than 90 acres, CUHP hydro raph and routing are recommended) Determination of MINOR Detention Vernme Using Modified FAA Method Pusitlri Inlrrrlaliran Int�ut Glide heerd. Dra,Rrtg p Imperviousne CaEehr+ Bed DIN nage Arena 'rodelecleprnent MRCS Soil Gr&up Return Penal For aeter$90 p Cgntrai Time of Ca+mentrelicn of VN'dlerrhaci Alkwia�ia Unll Release Role D.ne ■hour Paretic iielpg r1 D'eslgrt 'toPitfall 1a Parmula Coat. floret One Coefficient TWO Coeftlti0nl TMwse i r cs' me-etre, Deterrninatiori of ,Ter_ • CLf Ridnp$4 CGOeis[aerrl. Inti:AV Penh Rii oli 4iioweiile Peak Outflow Rani Mod Mom e0 C- Enter Ito 130 100 12e 600 Rainier Iinturta4 y ;oche: r hr 4,ul,uI4 027 13.00 A= 14 540 Type= T i1 10 tic at 00 a= PY 0 20 1.42 26.50 10 0.789 ow rain t o a• a s rrr C = 0.24 Farmer. OCAS A, BF, C, or•.D sotto q2, 5. 10, 25, so, er 100) minutes ds,raciu inches Dp-1rt = 9:99 cis Sul_ _ 2.91 vie FM Mlrhor Stange Vdume = 11,44 c.uhic feet . FAA Minor Storage Volume S ($283 icresrl Curatiginincremental brim —away yslult Ham (a". 5 tor 5•Mfriu4es.) 0.000 * 1 rim 11.368 [1.423 0.483 0.707 A4ruslrnan1 Feeler rifler cut • I 0,75 0.07 0.53 Ave recto Out? tow cfa houbul) 1 Outflow Volume acre -few Octl a Wl' 1-182 Swags Volume perm-Iiael 4Pkit Y u 'I -0 407 -0,441 Determination of MAJOR Detention Volume Using Modified FAA Method .' n ormation u : -- Catchment Drainage ilitipimiaiminese Catchment Drainage Mill1 velopn erlt hIRCS ",dill Group Return, Pence for ©eenrcrr Cant mil Time of eon enl tsprren or Welt ea Alts !able Unit Release lease Nit CnsatmurPTvsr dfalian Design tRninrair C r<irilliCinteC, Cdvlfraioni One +FCrn TWa Coelrw serut Three r eterrminnti#p of AverM,gr. ,17w ID f tll*OU 000lilc eru inflow Poet Rueoll Albwable Ptak © w Rata 050 0,41 Lk 41 0..46 la - T T= - cow ita e = a C C. wit a Up -ea Mad. FAA Major Slitivivner Ylokim i Mod. Fika4 Major $swage Velum a Adjuistmaint Fac .(ar data rout . uq 'i.5 n 1 81 D.6x2 1 &. 00 14,540 B. 100 0 0.2+0 41 26,160 10 0,F6u 0.42 a ree,Al a C105 4,B,C,or CI ears {2.5, 10.25,- 50,. or iC101 65 okracr>e krichez 20.01 cis 2.21. 57,411 cubic foe 1.31e aril renege CulfIow ere 'Quisui' Quo 2.01 2,1 B 1..44 1,82. 1.74 170 160 1414 1.02 1,60 51 1 50 Cutl $W Yelume amigo* I output 0 040 0 120 0 150 01.200 0140 0280 0.370 0.380 0-401 0.441 1.0131 1.122 1142 1.310 2122 Stwrege Volume mole -rest 1au1.•UV 1,024 1:31 5 1,315 tatter 1,281 1215 1.17 1,1!59 119 101 1,078 1.053 me u.-rzr ,c.cr,c LIAL 1 Mg ILigelC. 1 0 a 026 sin r--0 52 t 3[iIII 1.882 _ -0: 6 to 64 Q 0.1.4 1.210 0.52 1 151 1.2&2 .114U 1007 54D n vc rti n A SI. . tin • , . ran . -. . _.. _ - — 12001 0.15 013'03 0.5.1 1,48 2_443 1200 2:3x15 0.52 140 1.322 Mad- FAA Minor Stomp V&umr b 44 Ira , FLA hilaJoialorage Volume feulibef 4 Moe, FAA Minor 5'tnrpgs Volume (aereat.) s 0,2@21 Mod FM 14tajcrStorage Volume Coorc.t r UDFCD DETENTION BASIN VOLUME ESTIMATING W0RKU0DK Veisn 2.3.5k, Released January 2015 0103 7,411. 1,31 RD a1'ractlet.e Mien 4s Noel l red FAA ilifINOtt 105 PM /9 STAGE -STORAGE SIZING FOR DETENTION BASINS Project: Basin ID: D. iron Information (InDu I: Width of Basirti Bottom, W = Length of Basin Bottom, L = Darn Side -slope (H:V), 4 iG�G��+IE��'telrage aflo nsh Mee it Sit Sky Z: ft fit fifft Siie Slane gle Sion Check Bast Right Triangle Isosceles Triangle Rectangle Circle / Ellipse Irregular Storage Requirement from Sheet "Modified! FM'' Storage Requirement from Sheet 'Hyd regraph : Storage Requirement from. Sheet 'Full -Spectrum': iF OR, OR,. OR,.. L OR. 1(Use Overide values in cells G32:G52) MINOR MAJOR 0,26 1,32 acre -11. acre -ft, acre -ti. Labels for WO CV, Minor, Major Storage Stages (input) Water Surface Elevation (input) ft Side ' Slope (NV) ftIft Below El. Basin width at Stage ft (output' t Length Basin Stage ft oullilit at Surface Area Stage ft2 I aut•ut at Surface Area at Stage ft2 User Overide Volume Below Stage Ft3 (out.ut) I Surface Area Stage acres o at out VoJuume Below Stage acre oulaut -ft Target Volumes for WCICV, Minor, 4 Major Storage VoLMie.$ (for raal seek) INLET 499 17 in rut) 0 0!000 0.000 0.00 0.001 26,895 11,161 0.617 0.256 WQCV 5007.2'9 I 0.00 0.00 36,677 20,379 0.842 0.46 I 5 5001.00 0 00 0-00 73,1 r77 52,278 1.221 1.20 100-YR 5001.50 0 00 0.00 I 65,319 81,902 1.500 1.881) _ *NIA #NIA - - #NIA #N/A OM !INA #'A i #iN1 . #N/A. #N/A #NIA #N!A #N/A #NIA _ #11/A #11/A #N1A #Ni'A #N/A #N/A #14/A #1., /A #14/A MA #NJA #NIA #NiA, 1/At #NIA, _ #dA #N/A, _ MIA #N/A #NitA #N/A # /A PHA # M_A #NfilA WMIA #N/A #NJA _ I #NIA #Nf, #NtA ##VIA I, $N/A _ #;NtA MA , Slut #MBA. #N/A i #N/A #N,TA. #t1/A. #N/A #N/A NN/A #1 /A MIA #1/A MIA MIA IO/A MIA MA #N/A #N/A NIA #14/A► UNA #N/A #N/A #14/A #N/A #IAA #14/A #NI/A ews9detention.xls, Basin 8/9/2018, 1:09 PM LW Ce LL 0 0 CO LIU Ce cra 07 i iG1 w d a e 0 O 17) cc E 0 QCV Desi a) A C 0) O 6 r IJ a C) ,Q it 415 E co I y a II z a La a 0 0 J3 z a 0 IC uJ ti U .� C II II O IS rrA . 7 'or CO Q CD r I I uti C) C a cio C E Catchment Area, .A Id x C 7 05 0 a .F� ►1, 2 a CD O O C- 0 III r 0 0 173 CD IB 0 co" E z II II 0 op C c 73 vai cum 0 la if, c LI .01 kor Pcht {1) Time to Drain the Pond _ n Information Watershed Desi El II Ii Ca CI r r .5 .o r 60 W9 to �t p !910 Percent Soil a nforration r®. 0} O C, O U, to I- ID O a 0.077 acre-feet 0,092 acre-feet in V) 4.1 £ C 1) CD C w cn C LIST fl u) CDr D C C) II II II II II II Ci 0 tBu E ap 3 r tliCir7 O (13 >11 s t C te- a Co O o R ai to cc m CL CL . C IL I w w O 0 CO 03 MI era 2 2 _c cu u w ea a) cu CD CR C c c loci 8- 0 8/9/2018, 1:09 PM O a X C a, .�P 10 CID w n Q�) 21 C I ty C Mina \1/4 O 0 0 #2 Vertical Orifice 5,001 a_50 -v.0It vo 0 C C 4 L M to tr. O C •r 4 C O C .n II II II II II 0 W U] -C in C _q 0 C C ra LIJ Et co ci 0 LI5 nvert Elevation co rlL,/ > i T 0 C) On L. Li_ CZ 0 a) Cr CC rrrr•, (Ii T szt chi jj''�� ibex' o O 5 6 • 6 C) ies C a C, gal I5 a to U u. ce %86C + i . 1— T-- Full -flow area III 1P II Scvoi Cs Q .OD 0 a 9) L- C. CD g trIZ LL ar Flea es LL 11) ICJ so - 0 O 7.) i I 0, CO IP CD 0Isir a) O a1 c, t aU) ap L.Y. 0 o E cu c a O r en O f� V CU je? @ rCo LL � 0 it 0 O o rtz 0 c co CI3 E ° E t C 0 '- c c OLV'*- 0 c 4,010 75 14. ae >0 Teo 0_ CL '}- I W IX t U el Ca cr) witt H II P w 716 4a. C -174 cr LU O f 41) gru 4, ice cp 2 as 0 UI C cc t 0) .yam/ 2 2 Cr w 0 0 r� t�3� i a V c 8/9/2018, 1:10 PM a) cc a- a -c rn CC U) aee� Cl,a 0) 22 0 to C LU oci CO Co df II I O OU I w Pa fi U) 0 u L 0 ` a IU) ice' H (0/Cd+ )A 66? (69/3.1324),A.667 NORTH AMERICAN b i GREEN SPILLWAY ANALYSIS Name EWS9 Discharge 85,05 Peak Flaw Period 5 Channel Slope 0.17 Channel Bottom Virg 40 Low Plow Liner Retardence class D 2-6 in Vegetation Type Mix (Sad and Bunch) Vegetation Density Poor c Soil Type Sandy Loam W3000 - Class D - Mix (Sod & Bunch) - Poor < 50% Phase W3000 [Reinforced Veg etation Underlying Substrate Meech Straight Straight Dirge Velocity Normal Depth North American Green 5401 St, Wendel-Cynthiana Rd, Paseyville, Indiana 47633 Tel. 800.772.2040 >Fax 812.867,0247 www.nagreen.c0m ECMDS v6.0 M union N Permiesabbe Shear Calculated :fir Stress Stress Safety hal a Factor Patten 85.05 cfs 6.29 fi/s 0,34 ft (LOS 16 l 2 3.59 lbsiftl 4,46 ft STABLE E 85.5 cis 5.29 Ids 0,34 ft 3.25 lbs/l`tU 1.71 lbsift2 1.9 fl STABLE= NORTH AMERICAN GREEN ANALYSIS COMPUTATIONS >>>>View Project Parameters ti.pecify Manning's n: '.O5 ; r ischarge: : 5.05 ° k Row Period: Side Slope: ight Side Slope', ttorm Width: 0 Spillway Slope: '.17 Bend Coefficient (Kb : 1 Retardance Class (A - b) ' 24 in Vegetation Type: ix (Sod and Bunch. Vegetation Density: :• or c 50% Soil Type: ,wandy Loam Channel Lining Options Protection . Type ' `rmanent Material Type Matting Type W3DCO Manning's N value for selected Product 0,05 C' -sectional Area (A) A=AL+AB+A.R= 13,52 AL=(1/2)*Depth2*z= T l. D AB=BumWidthtDepth— 13.52 AP, = (1f2) * Depth?* ZR a Wetted Perimeter (P) P=PL. +Pe+PR= 14O.68 PL = Depth * (Z + 1)0.5 = 0.34 PB = Charnel Bottom Width 40 _ PR = Depth * (ZIP_+ 1)0.5 G.34 Hydraulic Radius (R) R=A/P= 0.33 Flow (Q) Q= 1.486/n*A*R2/3*51/2= 85,05 F Velocity (V) V=Q/A= 6.29 Channel Shear Stress ('Te) Id = 62.4 * Depth * Slope _ 3.59 ' Channel Safety Factor = (Tp / rd) 4.46 Effective Stress on Blaaket[Tdb) Te = Td * (1=C * (ns/n) 2 s C = ns = Soil Safety Factor Allowable Soil Shear fa) = _- Soil! Safety Factor =Taf Te _ Bend Shear Stress (Tdb) North American Green 5401 St. Wendel -cyst liana Rd. Poseyvilleir Indiana 47633 Tel. 800.772.2040 Fax 812.867,0247 I'wwV.nagreen.tor'n ECMDS V6r0 z5' Tdb az Bend Safety Factor Tdb = Effective Stress on Blanket in Send T(eb) Teb =Tdb *(iaCF) * (n,s/n)2= ' L Soil Safety Factor in Bend Sul, Safety Factor -- Ta / Te _ Conclusion: Stability of Mat STABLE Conclusion: Stability of Underlyrnnq soil STABLE Conclusion: Stability of Mat (Bend) Conclusion: Stability of Underlying Soil (Bend) Material Type Matting Type W3000 Manning's N value for selected Product O Cross-Sectional Area (A) A ir. AL + AB + AR = 13.52 AL_(I/2)*Depth2 zL= 0 AS = Bottom Width * Depth = 13.52 AR = (i /2) t Depth2 z zg = 0 Wetted Perimeter (P) 40.68 P= Pi_ +PB+PR_ PL= Depth *(ZL?+1)O3= 0.34 PB = Channel Bottom Width = 40 PR = Depth * (Z.R2 + 1)0.k _ ®.34 Hydraulic Radius (R) P = A / P = O,33 Flow (Q) Q= 1,486I/ntA='P.2/3w5i/2_- 85.09 Velocity (V) 6.29 V _ IQ/A _ Channel Shear Stress ("r"e) Td = 62A * Depth * Slope = 3,59 Channel Safety Factor = (TP' /Td) #46 Effective Stress on Blanket(Tdb) Te = Td * (1 -CF) * (nsf'n)2 rF 74 ns = Soil Safety Factor Ailowv'able Soil Shear (Ta) Soil Safety Factor = Ta / Te Bend Shear Stress (Tdb) Tdb Bend Safety Factor Tdb = Effective Stress on Blanket in Bend T(eb) Teb= Tdb *(tsCF)*(ns/11)2 Soil Safety Factor in Bend Sail Safety Factor = Ta / Te Conclusion: Stability of Mat STABLE ' Conclusion: Stability of Underlying soil STABLE Conclusion: Stability of Mat (Bend) Conclusion: Stability of Underlying Soil (Bend) a Is 0 C t sit 7 a n3 b. 0 U 0 2 0 2 PA :OS a OCT L z5 WSW Lig County Road 71 z eel co N O r CIL tad CO v 3 F2 .- L a ism 0 a7 0 rd O z Resources I- ita z DA, .2 C, X0 C 4 as O C Group ---Weld County, Cnarado, Northern Part EC O z 3 - MAP LEGEND to t a co a) 0 a C E C ap 61 et Nfr 0 ®■ Area of Interest (Aol) Area of Interest gAOI) ED U to .0 r 2 tiro Er Si CO ch MS a o-) § c to E a) rers E s J, gui a„ c IS Q z 113 >1 mesa n wets E a C S E1! .� m Eeic lca° ICI a en Cra c a ..apse •mEN ai c , au EEC i Dra O Not rated or not available ■ CI Water Features Streams and Canals La Yl V cu E oa CCU ct- a.) c c E 15 - on v -r. r E interstate Highways Resources Conservation Se Web Mercator (EP °IS57) acti 03 VD N 171 7= 1115 Cu 1ICAO t Ne cU 0 U Not rated or not available to to ra .45 41D P _ t' 4b - (L' 0 a a to) tst al 0.Cvs, cu I- (II a co r�..r sib 0 CD C zel C s g .2 ,o ea FT .ro Q All a a Ia �'E C U Lio -474 e 112 a� ft3 TO -Fa- ci CU � es Via - Background a J cc '5 0, Aerial! Ptotagraphy cC z rn Zai Q►, a.► (Ti CC z C .C a 0D C a> 0 U, I- ED C C) t C Z ci O Ir- a irk - Lei c 0 o, >' can COD Y d? C cui E 0 S CD 41) pro 92 i 6. Lio 41:5 al CD 0 4 Irs cal 2 images were photographed Not rated or not available S Soil Rating Points 8a ra ao sh to ac ,c cc Ca 15 V r� Q Ca C ,71 +.C+= C P_ 112 Lt 4 la Gu it- co ISTJ EC CU CD 0 0 n �a N 15 In a '5 Cu ith Cf- a— CLIC 01 vE mac) a ■ rili CO It 0 0 c1 (0 L7'e r3� 0 y = 5 = 'P / a n O in O ea it z Sir a Ch c c o Er 1i O z u Hydrologic Soil Group ----Well County. Colorado, Northern Part Hydrologic Soil Group Map unit symbol 49 Map unit name Rating Ascalon tine sandy loam, 0 to 6 percent slopes Acres in AOl Percent of AOl 26.9 Paoli fine sandy loam, 0 A to 6 percent slopes Totals for Area of Interest DescrIption 66.3% 137 I 33.7% 4085 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, C, and D) and three dual classes (AID, BID, and CID). 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, A/D, or ID), the first letter is for drained areas and the second is for undrained areas. Only the soiis that in their naturalcondition are in group [l are assigned to dual classes. USDA Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 100.0%. 7/16/201 B Page 3 of 4 27 Hydrologic Soil Group Weld County, Colorado. Northern Part Rating Options Aggregation Method: Dominant Condition component Percent Cutoff None Specified Tie. -break Rub Higher iist y Natural Resources migri Conservation Service Web Soil Survey National Cooperative Soil Survey 7/16/2018 Page 4 of 4 V C 0 a W wmi a c� N Co 2 "0 0 0 C 915 00 C 4 SEE HS REPORT FOR DETAIUD LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT Regulatory Floodway Zone 4E AO, 414. VE, AP in 4? tio -. v •ii Et a a ' 0 > I O 41 IS • ilig 1, e a _ .x {C ic,1 Cix o 0a ▪ cc 5 OR ▪ Q i or n. 1O 0 c; 5 1 -' f l cui u ti,a ci 15 ' i Li O d J Area with Flood Risk due to Levi eZone D LihA IS Li C eff w {C Cr _ Cr O Lid O - -i 0 Area of Minimal Flood Hazard int" Lu Cr !E N I CO s 13 0 o E Lr 0 w o CD rci Ai tc Levee, Dike, or Epos -.Mali 1 OTHER AREAS LL 4� Z LAJ Li Et U) 0,1 C o u C 0 al V tn as S .7 ma > CD c eV 1x1'5 4' 4-e LL O im CO J L I (1▪ 0 -o C z eta a 1 6 V 03 03 V C 03 8 I Profile Baseline I Hydregraphic Feature I 'LIJ NJ Ce- igt us Digital Data Available 2 S C C z 'S4 MAP PANELS a a CD a tin ugl:3 .13 41 min w it. cr. v co 0 di Tic Ts Ts 1 1 tL C E J= en 6 fix. I5 �T /E E C 111 l viim rot E•5 fAita U In •C 45 2-3 0 V 8. 0 W7 a .a. C v i en E o al � c 0 c C E ta CIF es t Q• io o N ° 'az o s. g .A -O et � IP O al 2 H ,0, I3 C II CO 0 t0 i '13 it an C� Cr�� rig rime • 01,9 C.. 4 Cerr43) 1211: a 104°23'1231" I' L 8OMI!L;�2� VJ N co r cc I REFERENCES L 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 SIS-UD RATIONAL SPREADSHEET y1:0 a DATED SEPT 2005 FROM URBAN DRAINAGE CRITERIA MANUAL VOLUME I 4. CULVERT DESIGN-UD —CULVERT SPREADSHEET v2.QOc DATED FEB 201.0 FROM URBAN DRAINAGE CRITERIA MANUAL VOLUME 5, CHANNEL DESIGN-UD-CHANNELS SPREADSHEET v1104 DATED OCT 2006 6. UD-BMP P PREA.D HEET v3.O1 DATED MN 2011 7. UD-DETENTION TI N 2,2 DATED AUGUST 2011 DRAINAGE REPORT REVIEW CHECKLIST Project Name: USR18-0087 Expedition Water Solutions EWS #9 (Smith) 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 (E = complete, ❑ = required) Stamped by PE, scanned electronic PDF acceptable Certification of Compliance 1 1Variance request, if applicable Description/Scope of Work Number of acres for the site Methodologies used for drainage report & analysis Design Parameters xl x xl Xl Design storm Release rate JURBANIZING 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: 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. U U x x x Construction Drawings ❑ Drawings stamped by PE, (scanned electronic PDF preferred) Drainage facilities Ooutlet details Spillway Maintenance Plan Frequency of onsite inspections Repairs, if needed Cleaning of sediment and debris from drainage facilities vegetation maintenance x x x x /Include manufacturer maintenance specifications, if applicable Comments: 1. In the drainage narrative, under the "Drainage Facility Design" section, the WQCV is shown as 0.92 ac -ft. The calculations show the volume as 0.092 ac -ft. Please adjust the text. 2. The pond emergency overflow weir should be sized to pass the 100 -year developed and off -site flows at a depth no greater than 0.5'. 3. Downstream of the emergency overflow weir, please show the downstream slope protection using riprap rather than erosion fabric. 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 www.weldgov.com/departments/public_works/development_review/ DRAINAGE REPORT REVIEW CHECKLIST 4. The WQCV plate is shown above the required depth in the pond. If there is a reason for this, please state in the report. If not, adjust the height of the plate as required. 5. When calculating the weighted C value for the proposed site, please model the pond water surface area using a 100% impervious value. 6. On drawing C-4, there is a note that says that all disturbed areas that are not paved shall be re -seeded or covered in road base. There is a flat area west of the pump building, that the note is shown on. If that area is to be covered with road base, please adjust the impervious percentage in the calculations to reflect the change (gravel = 40%). 7. The site is considered non -urbanizing, so the 10 -year, 1 -hour historic runoff may be used for the pond release rate. The 5 -year, 1 -hour historic release may also be used. 8. Please include the calculations for the on -site historic basin in the Urban Drainage Rational Method Spreadsheet, rather than providing a hand calculation for consistency. The calculated value can then be used as the release rate for the pond. 9. Please provide a drainage basin and associated calculations for the area draining to the culvert beneath the driveway. Provide culvert calculations based on the flows found in the talcs. Verify the cover over the driveway culvert to handle truck traffic without collapsing. If necessary, a concrete culvert may be required. 10. 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. 11. 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 www.weldgov.com/departments/public_works/development_review/ Aldridge Transportation Consultants, LLC Advanced Transportation Planning and Traffic Engineering John M.W. Aldridge, PE, PTOE, MCP Colorado Licensed Professional Engineer August 9, 2018 Mr. Eric Wernsman Wernsman Engineering and Land Development, LLC 1011 42nd St. Evans, CO 80620 RE: Traffic Impact Analysis Expedition Water Solutions 49 Site — Weld County, CO Dear Mr. Wernsman: 1082 Chimney Rock Road Highlands Ranch, CO 80126 303-703-9112 Mobile: 303-594-4132 Email: 'ohn(ajatceng.com This technical letter provides an analysis of the potential impact occasioned by an approximately 20 -acre saltwater disposal site on the northwest corner of WCR-132 and WCR-71. The site lies approximately 5 miles west of Hereford near the Wyoming border. The aerial photo shows the location and on the site. The site will be accessible from one location on WCR-132 approximately 660 feet west of WCR-71. The saltwater disposal facility will employ up to 10 persons per 24 -hour period (3 per shift). It will process a maximum of 100 trucks per day spread out over a 24 -hour period. The weekday average number of trucks is about 80. Existing Conditions In this area, WCR-132 is a two-lane gravel roadway that carries about 200 vehicles per day according to the Weld county 2035 Transportation Plan. WCR-71 is also a two-lane gravel roadway that carries the same daily volume. Both roads are in good conditions per the plan. Impacts Trip Generation The following table show the type of vehicle and number of average daily round trips. Type of Vehicle Average Number of Round Trips/Day a) Passenger cars/pickups 10 b) Tandem Trucks 80 c) Semi-Truck/Trailer/RV Expected Vehicle Routes and Trip Distribution f / Aldridge Transportation Consultants, LLC Page 2 of 5 According the operator of the facility, the trucks will split about 1/3 each to/from the north and south of the site on R-71. The other 1/3 will orient to/from the east on WCR-132. . This is based on the general location of the wells that they will serve. Peak Hour of Usage The facility operates on a 24 -hour basis and as such there is no typical peak hour of usage that being the peak hour of the adjacent street between 7 and 9 AM and 4 and 6 PM. f I Aldridge Transportation Consultants, LLC Page 3 of 5 Generally, trucks will start loading water after 7 AM and not arrive at the disposal site to unload water until after 9 AM. There may be shift changes with a couple of workers during the morning peak hour likely using passenger car or pick-up trucks. During the afternoon peak hour (4 to 6 PM) there may be another shift change. Trucks in an out during that time are random and unpredictable. Nonetheless, for analysis purposes, a standard 10 percent of average daily traffic is assumed. At 10 percent of the average daily, this equates to 9 trips entering and 9 trips exiting the facility. 9 vehicles will enter and 9 will exit to/from the east. Note that passenger car equivalents (pce) are not applicable to the turning volume warrant in this case. The left turn lane volume warrants in standard traffic engineering documents do not differentiate cars from trucks. Passenger car equivalents are more appropriately used to determine the length of queues and design of storage lanes. Furthermore, a left turn lane can be dropped if the opposing volume is equal to or less than 100 vehicles per hour. In this case, assuming the peak hour is 10 percent of the daily (200 ADT) and a standard 55/45 directional split, the maximum opposing volume is approximately 11 vehicles per hour. The sight distance is adequate for both the stopping sight distance and for vehicles entering the roadway. The terrain is level. Mitigation Based on the above information, the owner/operator of the facility agrees to the improvement triggers below: a) 200 vpd or significant dust as identified by County-Mag-Chloride dust abatement b) 300 vpd alternative pavement c) 400 vpd pavement The vehicles per day triggers are applicable for significant dust if so identified by the County. Actual counts should be taken before the improvement is mandated. d) 10 vph during peak hour turning left into the facility — left turn deceleration lane e) 25 vph during peak hour turning right into the facility — right turn deceleration lane f) 50 vph during peak hour turning right out of the facility — right turn acceleration lane. The vehicles per hour trigger for auxiliary lanes are not met. I I Aldridge Transportation Consultants, LLC Page 4 of 5 Conclusions Based on this analysis, the present roadway surface, access configuration, and traffic control will adequately handle, without improvements, the truck traffic generated by the saltwater disposal facility. Should you have any questions or need additional information please call me at 303-703- 9112. Respectfull .. ubmitted: Aldridgnsportation Consultants, LLC John M.W. Principal JMWA/me/attar' lent edge, I.E.. ATC is professional service firm specializing in traffic engineering and transportation planning. ATC's principal, John M.W. Aldridge, is a Colorado licensed professional engineer. In the past 20 years, ATC has prepared over 1,000 traffic impact studies, designed over 100 traffic signals, and has provided expert witness testimony on engineering design and access issues on multi -million -dollar interchange andhighway projects in Kansas and Colorado, tllies 0 No Yes a No Yes ti No o Yes INo * Yes allo S Ycs s No O Yes No o Yes • No ▪ Yes 0 No ▪ Yes No o Yes No C NiCi C SIN No Oh ND as Nu O ,1 Oleo 11U.}k' in No ❑ i10l Na n '(a ' Ii ND ▪ Yf5 im No 4! `5 41Ii No ►D Yes No II'Yes 0 No ❑ Yes i No ❑ Yes No Completed by: ni Aldridge Tiansportation Consultants, LILAC TRANSPORTATION IMrAcr STUDY TECHNICAL COMP LETElislIESS CHECKLIST Project Name: Expedition Water Site 06 _Case #4: TRAFFIC REQUIREMENT O Yes ID No Traffic generated greater than ZOO vehicles per day Yes a No Study Required Comment. Limiral kimix Owe to l brim in meal area yen 13* irdurre roads and paucity at kip generaon. BACKGROUND RMATI ON lorado PE:Stamp and Sip hire INTRODUCTION AND SUMMARY Date: 4-2-18 EXISTING CONDITIONS Roadway Network- summer of roadway cfificatiap5 and descriptionof study area Analysis Period Correct (AM, Mid -day, nit and/or Saturday) Existing Traffic gyrations (existing level of serves, volumes, speeds, crash data, etch) IMPACTS Trip Generation- daily, peak hour trips :generated by site development, LTE Trip Getesation► Manual Trip Disiribrubon Level of 'Service Analysis- projected LOS white build out, existing traffic, and background traffic growth (l fattify existing' and projected NOS deficiencies) Signal Warrant Analysis. Turn Lane Warrant Anahrsis Analysis of sight distance. at frontage road acct point(s) Identify safe route to .school or school bus stop (Contact w school district) Analysis of safe pedestrian/bicycle access to nearest trait stop with in 1/2 mik. of prat site) Identify accessibility to public transit MITIGATION Identify nth: for right/left turn lanes, storage capacity and length Identify possible corrections of any LOS deficiencies Wendy any access deficiencies (including pedestr an bicycle connections) FIGURES Vicinity Map Site Plan E+ tin% peak hour turn movement volumes (counts conducted within previous 12 months} Trip Dishibution ,r lq including Added Project Peak Hour Traffic Voltunes (see sample) Cernprehembore plan Future Year turn movement volumes Programmed transportation improve neras and transportation mitigation outlined in study TABLES Intersection Performance Existing Conditions Project Trip Generation intersection Level of -Service OTHER Technical appendix- sufficient material to convey complete understanding of traffic issues John Aklr e. R.E. Date: 4.2-18 Page 5 of 5 Waste Handling Plan. A dumpster will be on site for normal business refuse and will be emptied weekly. Waste will be disposed of at Waste Management North Weld Landfill 4000 Weld County Road 25 Ault Colorado 80610 Phone Number 866-482-6319 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