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Home My WebLink About20201868.tiffUSE BY SPECIAL REVIEW (USR) APPLICATION .►1._ �': ��r ICI AMOUNT $ APPLICATION RECEI 'ED By Y DATE RECEIVED. CASE I ASSIGNED PLANNER ASSIGNED PROPERTY INFORMATION (Attach additional sheets if necessary) Is the property currently in violation? El No / 0 Yap Violation Case Number Site Address: Cointsre of Parcel Number: Legal Description: jJ-f , -- 00141 3ection, Township a N, Range Zoning District: Ag Acreage:2Z _ Within subdivision? lE1 No / Q Yes To neite? El Not O Yes If yes, subdivision or townsite name: Floodplain ci No / © Yes Geological Hazard Q No / 0 Yes Airport Overlay P No / ❑ Yes PROPERTY OWNER(S) (Attach additional sheets if necessary.) Name: Jim Goddard Company: Expedition Water Solutions Phone #: 970-515-,6950 Email: jgo Bard@exiled t n -w corn Street Address: 2015 Clubhouse Dr Suite 201 City/State/Zip Code: Greeley Co 80634 Name: Name of proposed business: Ews r2n Well Site Company: Phone #: Email: Street Address: City/State/Zip Code: APPLICANT/AUTHORIZED AGENT (Authorization must be included if there is an Authorized Agent) Name: Eric Wemsrnan Company: vvernsrnan Engineering and Land Development LLC Phone #: 970-539-2656 Street Address: 16495 Essex Rd S Email: ejwerns25@gmail.com City/State/Zip Code: Platteville CO 80 651 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, All fee owners of the property must sign this application, If an Authorized Agent signs, an Authorization Form signed by all fee owners must be included with the application. If the fee owner is a corporation, evidence must be included indicating the signatory has the legal authority to sign for the corporation. ems igpature qzo ter/ Signature Date fAS Print Print STATE OF DELAWARE CERTIFICATE OF FORMATION OF LIMITED LIABILITY COMPANY The undersigned authorized person, desiring to form a limited liability company pursuant to the Limited Liability Company Act of the State of Delaware, hereby certifies as follows: I. The name of the limited liability company is _EWS #12 DJ Basin LLC 2. The Registered Office of the limited liability company in the State of Delaware is located at 251 Little Falls Drive (street), in the City of ' iln i tin , Zip Code 19808 . The name of the Registered Agent at such address upon whom process against this limited liability company may be served isCotanation Service Company - . . By: ,. 'MI r . Authorized Person Name: Jim Goddard Print or Type State of Delaware Secretary of State Divl iva of Corporations DelI ered 02:15 PM 10/03/2019 FILED 02:15 M10103/2019 10103/2019 SR 301973+68588 - File Number 7639543 Delaware The First State Page 1 If JEFFREY W. BULL, SECRETARY OF STAVE OF THE STATE OF DELAWARE, DO HEREBY CERTIFY THE ATTACHED IS A ATE AND CCRRECT PY T.1 TE OF FORWATION OF s S .12 AT S IN L +, FILED IN THIS OFFICE' THE THIRD DAY OF OCTOBER, A. D. 2019„ AT 2:15 Os CLOCK P.M. 7639543 8100 SR* 20197368588 You may verify this certificate online at corguilelaware.goviauthverishtml iscsam Authentication: 203726699 Date: 10-04-19 DEPARTMENT OF PLANNING AND BUILDING DEPARTMENT OF PUBLIC HEALTH AND ENVIRONNMENT 1555 NORTH 17TH AVENUE GREELEY, CO 80631 AUTHORIZATION FORM I, (We)., Jim Goddard , give permission to Eric Wernsman (Authorized Agent — please print) (Owner — 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 # 055130100059 Legal Description: Lot B Recorded Exemption 3156 of Section 30, Township 8 N, Range 65W Subdivision Name: Lot Block Property Owners Information: Address 2015 Club House Drive Suite 201 Greeley CO 80634 Phone: 970-515-6950 E-mail: igoddard expedition-water.com Authorized Agent Contact Information: Address 16495 Essex Rd S Platteville CO 80651 Phone: 970-539-2656 E -Mail: ejwerns25 omaii.com Correspondence to be sent to: Owner AuthorizedAgent Both X / by Mail Email Additional Info Owner Signature: ahre7_ r Date: Owner Signature: Date: USE BY SPECIAL REVIEW (USR) QUESTIONNAIRE Answer the following questions on a separate sheet. If a question does not pertain to your use, please respond with "not applicable". For assistance with some of these questions see this website: http://www.co.weld.co.us/Departments/PlanningZoning/LandUseApplicationsAssistance/ApplicationAssistance.html Planning Questions: Planner onCall 970-353-6100 x3540 1. Explain, in detail, the proposed use of the property. The site will be used for a Class IV 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 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. 2. Explain how this proposal is consistent with the intent of the Weld County Code, Chapter 22 of the Comprehensive Plan. 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. A cattle feedlot is directly adjacent to the entire north side of the site. Agricultural farmland is along the west side and partially along the east and south. There is another cattle feedlot east of a portion of the lot. There are single family residences adjacent to part of the eastern and southern sides also. 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 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, 75,000 sq. ft. of gravel, 55,000 sq. ft of concrete and the remainder of the 149 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 the proximity of the feedlot. 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) The existing barbed wire fence will remain. A pipe gate may be installed at the access point 75' off the edge of CR 90 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? Ault -Pierce Fire Department 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 June 2020. Engineering questions: 970-353-6100 x3540 1. Describe how many roundtripslday are expected for each vehicle type: Passenger Cars/Pickups, Tandem Trucks, Semi-Truck/Trailer/RV (Roundtrip = 1 trip in and 1 trip out of site) 20 roundtrips per day passenger cars 100 roundtrips per day Semi-Truck/Trailer 2. Describe the expected travel routes for site traffic. Traffic will enter on the north side of the site, travel south and then west to unload pad and then north 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 50% of the trucks will go west on CR 90 to HW 85 and 50% will go east on CR 90 to HW 14. 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 90 at a distance of 660' west of CR 39 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. North Weld has provided a will serve letter. 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 steel 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 Note for file: Reached out to Ault Town Clerk Sharon. 2/22/18. She believes that the project is outside of the IGA and she did not see a problem signing off on a referral from Weld County. 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. WERNSMAN ENGINEERING AND LAND DEVELOPMENT November 18, 2019 ERIC WERNSMAN 16495 ESSEX RD S PLATTEVILLE CO 80651 Hayley Balzano Weld County Public Works P.O. Box 758 Greeley CO 80632 RE: Drainage report and plan for Expedition Water Solutions EWS #12 Site on CR 90 Dear Hayley Attached is the Drainage Report and Plan for the EWS #12 proposed injection well facility. This report addresses both the on -site and off -site hydrology that affects or is affected by the proposed development. If you have any further questions or comments regarding this matter, please contact this office. Sincerely, jicsarspri:C Eric Wernsman P.E. I hereby certify that this report for the drainage design for the EWS #8 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 1-6b 7-10 11 12-14 15 16 17 18 19-20 21-22 23 24 25 26 27 28 29-32 33 34-37 38 39 40 DRAINAGE REPORT NOAH POINT PRECIPITATION FREQUENCY ESTIMATES BASIN AND SUB -BASIN IMPERVIOUSNESS CALCS 100 -YR PEAK RUNOFF ALL BASINS SWALE CALCULATIONS SECTION A -A SWALE CALCULATIONS SECTION B -B SWALE CALCULATIONS SECTION C -C SWALE CALCULATIONS SECTION D -D SB2 CULVERT CALCULATIONS 563 CULVERT CALCULATIONS BLANK DETENTION VOLUME REQUIRED FAA METHOD DETENTION VOLUME PROVIDED WQCV ORIFICE AND REQUIRED VOLUME BLANK EMERGENCY OVERFLOW CALCULATIONS SPILLWAY FABRC CALCULATIONS DETENTION POND CMP OUTLET RIP RAP CALCULATIONS NRCS SOIL MAP AND INFORMATION FEMA MAP VICINITY MAP REFERENCES General Description: The proposed site is located on the south side of County Road 90 which is presently is a paved road. County Road 39 is along the entire eastern side of the property. The western boundary is formed by undeveloped agricultural property. The southern boundary is partially adjacent to County Road 88 and the remainder is next to a single family residence. (Please see sheet Cl for a vicinity map.) The proposed site is located within the East 112 of the East 112 of Section 30, Township 8 North, Range 65 West of the 6th Prime Meridian. The legal description for the property is Lot "B" RECORDED EXEMPTION 3156 Weld County Colorado. There are no major waterways, water holding areas or water resources on or adjacent to the property. The entire parcel contains approximately 149.2 acres. The northern 9.8 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 swales. The ground cover on the existing site consists of natural grasses and weeds. The soil type(s) present are Olney Fine Sandy Loam and Renohill Clay Loam and Shingle Loam. See NRCS soil report in the appendix for location of soil types. NRCS classifies most all the soils in hydrologic group "B" for runoff purposes. The detention pond will be conservatively sized using hydrologic group "D" since 33% of the site is group "D" In the proposed condition, offsite flows will be able to enter the site from the west and the on -site channels will have the ability to pass the 100-yr events to the eastern side of the property. Most of the runoff generated by the proposed development will be collected via sheet flows, swales, and directed toward the on -site detention pond. The remainder of the un-developed on -site flows will sheet flow un- detained to the east. This area does not contain proposed improvements. The detention pond is located within the northeastern portion of the property and releases developed runoff through a staged outlet. A water quality capture outlet will release minor storm flows over a 4D -hour time period and a major storm orifice opening will release flows at a ten-year historic rate. The released flow will be directed to the east. The flow will travel approximately 340' across the property before it heaves the site at the 10- year historic rate as it has historically. Drainage Basins and Sub -Basins: There is no Weld County Master Drainage Plan for this site at the current time. The Lone Tree Creek Basin runs along the north east corner of the site draining to the south east. The site is not in the 100-yr flood plain however. The FIRM panel is 081 23C0940E. There is approximately 76 acres of offsite flow that enters the site along the west side that drains to the property from the south west. This offsite basin is labeled as OS1 and generates 93.84 cubic feet per second. The offsite flows are directed around the site in a landscape swale that releases the flow along the east side of the site. The on -site developed flows are directed to the detention pond in the northern side of the property. Sub -basin SI contains 3.37 acres and represents the flows within the southern portion of the project site. The 100 -year runoff rate is approximately 8.20 cfs. Sub -basin S2 is located within the central portion of the site and contains 3.60 acres that generate a 100 -year rate of approximately 10.81 cfs. Sub -basin S3 is located within the northern portion of the site and contains 0.6 acres that generate a 100 -year rate of approximately 1.21 cfs. Sub -basin S4 is mainly the detention pond in the eastern portion of the site and contains 2.23 acres that generates a 100 -year rate of approximately 9.50 cfs. The entire developed site (excluding the offsite swale that will be constructed but returned to native grasses) contains 9.81 acres and the 100 -year runoff rate is 27.0 cfs Drainage Design Criteria: Using the NOAH Atlas 14 Volume 8 Volume 8 Version 2 an IDF table was generated. A one hour rainfall depth of 1.17 inches, 1.46 inches and 2.73 inches was determined for a five-year, ten-year and 100 -year event, respectively. The rational method was used to calculate runoff and release rates. The rational method was used to calculate runoff and release rates. The detention pond was sized using a 10 - year historic release rate. A water quality capture volume is designed within the pond to release minor storms over a 40 -hour period to maintain water quality. The on- site swale was sized to pass the 100 -year event. The runoff for specific design points was calculated by inputting the area, imperviousness, soil type, one hour precipitation values, slope, length of travel and conveyance into the peak runoff spreadsheet. Please see the corresponding peak runoff and feature design for each point. The release rate and developed runoff amounts were calculated using the rational method. The detention pond volume was determined using the Modified FAA Method with one exception. The discharge rate did not use the soil type value. The discharge rate was determined by finding the total historic runoff rate for the site and then dividing by the site area per Weld County recommendations. This value was then input into the detention pond spreadsheet to determine the volume required. The release rate was determined using a Type "B" soil while the detention requirements where determined using a Type "D" soil type. This is a conservative approach since it uses a smaller release rate and a larger pond volume requirement. Drainage Facility Design: The 100-yr storm volume required by using the Modified FAA method was determined to be 73,720 cubic feet. With a pond outlet invert of 4998.2, the 100- year high-water elevation is 5001.5. The available volume provided is approximately 81,368 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 0.165 acre-feet. (7187 cubic feet) There is approximately 7313 cubic feet provided for Water Quality. The proposed detention outlet has an initial orifice plate to provide water quality capture volume with one 1-118" diameter orifice to release the water quality capture volume runoff. the top of the orifice plate is set at elevation 4999.40 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 2-1/2" high opening releases flow to an 18 -inch diameter corrugated metal pipe (CMP) that directs flows to the east. A 4' x 6' X 18" thick rip rap pad shall be placed at the end of the outlet pipe to control erosion. 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 5001.5. The spillway base shall be a minimum of 25 feet wide and will limit the flow depth to 6" inches at a discharge rate of 27.Q cubic feet per second. A 24' x 45' North American Green P300 mat shall be placed downhill of the emergency overflow to control erosion if the pond overtops the overflow. Please refer to the appendix for the calculations regarding the overflow and spillway. Swale Sec A -A collects all of the offsite flows that drain to the property from the west and routes the flow around the site to the eastern side. Sec A -A has a slope of 0.35%. The manning's "n" is 0.040, which creates a 100 -year water depth of 1.5 feet and a Froude Number of 0.52. The swale outfalls into undisturbed native areas where it will eventually dissipate to sheet flow. Swale Cross Section B -B collects the developed flows along the southern side of the site. Sec B -B has a slope of 1.0%. The manning's "n" is 0.040, which creates a 100 -year water depth of 1.0 feet and a Froude Number of 0.57. The swale outfalls into the detention pond. The swale located in the center of the driveway is designated as Cross- Section C -C. This swale has a slope of 0.4%. The manning's "n" is 0.040, which creates a 100 -year water depth of 1.33 feet and a Froude Number of Q.38. This swale empties into a 24" CMP culvert. The 24" CMP culvert has an inlet elevation of 5003.4 and an outlet elevation of 5003.15. When the head water reaches elevation 5006 the culvert has the capacity to pass 20.6 cfs (10.81 cfs is required). At the end of the culvert, a 4 foot by 6 foot bed of Type L riprap is placed to mitigate erosion. The swale located north of the driveway is designated as Cross- Section D -D. This swale has a slope of 0.4%. The manning's "n" is 0.04Q, which creates a 100 - year water depth of 1.37 feet and a Froude Number of 0.36. This swale empties into a 24" CMP culvert. The 24" CMP culvert has an inlet elevation of 5002.95 and an outlet elevation of 4999. When the head water reaches elevation 5006 the culvert has the capacity to pass 20.6 cfs (12.02 cfs is required). At the end of the culvert, a 4 foot by 6 foot bed of Type L rip rap 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. 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 to an on -site retention pond. Off -site flows that drain toward the site are directed through the property and to the detention pond spillway when the pond is full. All of these storm water flows are eventually conveyed to the north. 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 Co Maintenance: The following is the drainage/site maintenance plan for the project: 1. At all times, any erosion that may occur shall be corrected as soon as possible to mitigate the chance of sediment leaving the site. 2. All culverts, swales, and rundowns shall be inspected regularly and cleaned if necessary. 3. Any seeded areas that are not covered with vegetation shall be re- seeded and irrigated as necessary to establish permanent vegetation. 4. Snow should not be piled in swales or near the detention pond outlet. 5. Any necessary repairs shall be made as soon as possible. Repairs to privately owned stormwater facilities shall not be the responsibility of Weld County. Summary of Routine Maintenance Activities MAINTENANCE MINIMUM LOOK FOR: MAINTENANCE ACTION ACTIVITY FREQUENCY Mowing Twice annually Excessive height/aesthetics grass Mow grass 6" to a height of 4" to Trash/Debris Removal Twice annually Trash EDS & debris in Remove and debris and dispose of trash Outlet Works Cleaning As needed after significant rain events twice annually min. - — Clogged structure; water outlet ponding 1 Remove debris/trash/sediment outlet to and function dispose properly of to allow Weed control Minimum annually twice Noxious Unwanted vegetation weeds; specialist Treat w/ Consult herbicide the local or weed hand pull; Mosquito Treatment* _ As needed - Standing water/mosquito habitat Treat chemicals wl EPA approved Algae Treatment As needed Standing Algal color water/ growth/green Treat chemicals w/ EPA approved NOAA Atlas 14, Volume 8, Version 2 Location name: Pierce, Colorado, USA* Latitude: 40,6391°, Longitude: -104.6992° Elevation: 5011.07 ft** * source: ESRI Maps **source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Deborah Martin, Sandra Pavlovic, Ishani Roy, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Michael Yekta, Geoffery Bonnin NOAA, National Weather Service, Silver Spring, Maryland PF tabular II PF graphical I Maps & aerials PF tabular [ PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 f Duration Average recurrence interval (years) I 1 5 10 25 50 I 100 I 200 500 1000 5 -min 0.241 (0.194-0.297) 0.291 (0.235-0 360) 0.387 (0.310-0.479) 0.620 (0.433-0.814) 0.744 (0.560-0.981) 0.880 (0.636-1.1$) 1.03 (0.708-1.41) 1.25 (0.819-1.75) 1,43 (0.903-2.00) 10 -ruin 0.353 (0.28444.435) 0,427 (0..344-0,527) 0.566 (4.454-0.701) 0.699 (0.557-0.869) 0.908 (0.707-119) 1.09 (0.820-1.44) 1.29 (0.931-1.73) 1.51 (1.04-2.07) 1,83 (1.20-2.56) 2.09 , (1.32-2.93) 1 -min 0.430 (0.347-0.531) 0.520 (0,419-0.643) 0.691 `0.554-0.855) 0,853 (0.680-1.06) 1.11 (0.862-1.45) 1.335 (1.00-1.75) 1.57 (1.14-2.11) 1.84 (1.26-2.52) 2.2 3 (1.46-3.12) (1.61-3.58) 2.55 30 -Arlin 0.589 (0.475-0.727) 0.712 (0.573-0.879) 0.944 (0.757-1.17) 1.17 (0.929-1.45) 1.51 I (1.18-1.99) 1.82 1.37-2.40) 2.15 ' (1.55-2.89) 2.52 (1/3-3.46) 3.06 (2.01-4.28) 3.50 (2.21-4.90) 60 -min 0.721 (0,581-0.890) 0.877 (0.707-1.08) I 1.17 (0.942-1.45) 1.46 (1.16-1.81) 1.91 [(1.49-2.51) 2.30 (1.73-3.03) 2.73 (1.97-3.67) 3.21 (2.21-4.40) 3.90 (2.56-5.47) 4.47 (2.83-6.27) I 2 -hr 0.853 (0.692-1.05) 1.04 (0.845-1.28) 1.40 (1.13-1.73) 1,75 (1.41-2.16) 2.30 (1.81-3.00) x.78 (2.11-3.64) 3.31 (2.41-4.42) 3.89 (2.70-5.31) 4.75 (3.15-6.60) 5.45 (3.48-7.58) 3 -hr 0.919 (0.7481.12) 1.13 (0.915-1.37) 1.52 (1.23-1.86) 1.90 (1.53-2.33) 2.50 (1.97-3.25) 3.03 (Z31-3.95) 3461 (2.64-4.79) 4.25 (2.97-5.77) 5.19 (3.46-7.18) 5.96 (3.83-8,25) -hr 1.04 (0.850-1.25) 1.28 (1.05-1.56) 1.74 (1.42-2.11) 2,16 (1.75-2.64) 2.82 (2.23-3.62) 3.38 (2.59-4.36) 3.99 (2.94-5.24) 4.66 (3.28-6.25) 5.62 (3.78-7.70) 6.40 (4.16-8.80) 12 -hr 1,23 i (1.01-1,48) 1,49 (1.22-1.79) I 1.95 (1.60-2.35) 2.38 (1.94-2.88) 3.04 (2.42-3.86) I 3.60 (2.78-4.60) 4.21 (3.13-5.48) 4,87 (3.46-6.48) 5.83 (3 96-7.91) I 6.60 (4.34-8.99) 24 -hr 1.48 1.23-1.75 ( ) 1.72 1.43-2.05 ( ) 2.17 - (1.80 2.64) 2.60 (2.13-3.12) 3.26 - (2.62 4.'11) 3.84 - (2.99 4.86) 4.46 1 (3.34s5.7�s} 5.15 (3.698-6.79) 8.14 (4.21-8.27) 6.95 (4.61-9.39) 2 -day 1.69 (1.41-2.00) 1.9 1.34 ( .65-2 8 )j 2.50 (.2.07-2.96) 2.96 (2.453.53) 3.66 (2.94-4.53) 4.24 (3.32-5.30) 4,86 3.68-8.1+9) 5.527.22 (3.99_ r 20(4.146:87.62 -da 1.65 (1.55-2.18) 2.15 I (1.80-2.53) 2.67 (2.23-3.16) 3.15 (2.61-3.73) 3.85 (311-4.75) 4.44 (3.49-5.52) 5.06 (3.84-6.42) 5.73 (4-16-7.43) !! 6.68 I (4.65-8.86) 7.44 (5.03-9.93) 4-day1.98 (1.66-Z32) 2.29 I (1.92-2.69) 2,83 (2.37-3.33) 3,31 I, (2.76-3.91) I 4.03 (3.26-4.94) 1 4.63 (3.65-5.72) 5.26 (4.00-6.64) 5.93 (4.32-7.66) i 6,88 ! (4.81-9.08) 7.64 (5.18-10.2)1 7-day2.24 - (1.89-2.61) 2.63 (2.22-3.06) w 3.28 (2.76-3.83) 3,84 (3.21-4.50) (3.74-5.59) 5.25 (4.14-6.41) 4,49-7'.34 ) l (4.79=8.) 35 523-9727.44 (.. ) 8.14 (5.57-10.8) 10 -day 2.47 (2.09-2.87) 2.92 (2.47-3.39) 3,65 (3.08-4.25) 4.26 (3.57-4.98) 5.09 (4.12-6.11) 5.74 (4.54-6.96) 6.38 (4.88-7.90) 7.04 (5.16-8.91) 7.90 (5.58-10.2) 8.56 (5.89-11.3) 20 -day 3.21 (2.74-3.69) 1 3.72 (3.17-4.29) 4.55 [(3.86-5.25) 5.22 (4.41-6.05) 6.13 (4.99-7,.27) 6.82 (5.44-8.18) 1 7.50 (5.78-9.18) 8.17 (6.05-10.2) 9.04 (6.44-11.6) 9.68 (5.74-12.6) 30-da y 3.80 (3.26-4.36) 4.36 (3.73-5.01) 5.26 (4.49-6.05) 5.99 (5.08-6.91) 6.96 (5.69-8.20) 7.69 (6.16-9.18) 8.40 ( 6 51-10.2) 9.11 (6.78-11.3) 10.0 (7.1f3-12.$) 10.7 (7.48-13.9) 46 -day 4.51 (3.88-5.15) 5.16 (4.43-5.89) 6.19 (5.30-7.08) 7.01 j (5.97-8.05) 8.09 (6.64-9.47) I 8.89 (7.15-10.5) 9.66 (7.52-11.7) 10,4 (7.78-12.9) 11.3 (8.18-14.4) 12.0 (8 45-15.5) 60 d,a - 5.08 (4.38-5.77) 5.83 (5.0286.63) 7.00 (6.01-7.99) 7.93 (6.77-9.08) 9.13 (7.51-10,6) 10.0 (8.06-11.8) 10.8 (8.45-13.0) 11.6 (8..71-f4,3) 12.6 (9.09-15.9) 13.2 (9.38-17.0) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top. PF graphical PDS-based depth -duration -frequency (DDF) curves Latitude: 40.6391°, Longitude: -10x4.6992° Precipitation depth (in) 14 12 10 0 4 Ono • c c c EE i • • • • • • • to • • • I - • r • • A • • 4 • 5 10 NOAA Atlas 140 Volume 8, Version 2 Duration • • • •• • • I • 1. • • e • • >. >-, >, r0 iti CU it t t -O ea + 1 I 1 p N 0 tH B tt S >i > IV 113 ftl V 13 'Q N fli LO Y 25 50 100 200 500 1000 Average recurrence interval (years) Created (GMT). Fri Feb 16 20:43:17 2018 Back to Top Maps & aerials Small scale terrain Average recurrence interval (years) IIIMESI 1 2 5 10 25 54 100 200 500 1000 Duration tr ant 5 -in 1 —nun 15 -mm 30 -mire 60 {nin 2 -hr 3 -hr 6 -hr 12 -hr 24 -hr MIMS 2 -day 3 -day 4 -day 7 -day 10 -day 20 -day 30 -day 45 -day 60 -day �J 3km I I _ r -D > r- set IP :ra If 2mi Large scale terrain _-4 Fortcoll Longs Peak 4345 m ins • Cheyenne i • 1 Greeley • 1r • Longmont ouldtri 100km It 60mi •Denver u f 4sdicitle N iii al Large scale map Fort Coll) r'. Ch • i Lreeiey Longmont r,Boulder er hit RI Ulan at - Q0km ..- . 60mi Large scale aerial Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer iv Sub -basin Imperviousness EWS 12 2/27/2018 S1 Land Use Area (112LI (%) J Irn • ervious Area, Grass 115084' Roofs 6400 90 Concrete surfaces 20520 100 Driveways, Gravel I 4.940 40 Detention Pond 0 100 Wghtd Avg & Total Area 146944 21 Acres 3_37 1 SS Land Use Area (ft) I I(%) Impervious Area, Grass 26242 2 Roofs _ U Concrete Surfaces 100 Driveways, Gravel 40 Detention Pond 0 100 Wghtd Avg & Total Area 26242 2 Acres 0.60 ENTIRE SITE Land Use' Area (ft2) Impervious Area, Grass 251025 2 Roofs 8000 , 90 Concrete Surfaces 37736 100, Driveways, Gravel 72670 40 Detention Pond 57760 100 Wghtd Avg & Total Area 427191 32 cres 9.81 S2 Land Use Area (ff2) I (%) Impervious Area, Grass 70269 Roofs 1600 90 Concrete Surfaces 17216, 100 Driveways, Gravel 67730 40 Detention Pond 0 100 } 'iWghtd Avg & Total Area 156815 ' 30 Acres 3.60 S4 Land Use Area (f%) Impervious Area, Grass 39430 2 Roofs 90 Concrete Surfaces _ 100 Driveways, Gravel 40 Detention Pond 57760 100 ' Wightd Avg & Total Area 97190 60 - - Acres 7 2` I i 4 O okti Qi U) co C=, CM O C ✓ 0 0-0 O C r r r • C G) a CI E sio d O cCi r41 4-; C.) cp 0 C .0 I Cam? 0 Overland (Initial) Flow Time Overland Flow Slope Si (ft/ft) N co c 00 I`•• Co ,s Q d 0 o O o o 0 "N c O as O O r- O O I- o C] i DIS Elevation (ft) (Optional) - UIS Elevation (ft) (Optional) i II Overland Flow Length L1 (ft) 500 00 o O a N O O o 6 0 is v. -fl is; c Runoff Coefficient, C L C7 o U, a> LID O 'fit O LU Up Q r Ci} O in CD O Lo O CD r----Lo O V }+ o a') d' O •r • it d 6 r-- LU O g N L(`} O - L{• O . 'tzt 6 O r in C7 0.34 6 O 6 O 6 1 to N 6 � 6 co 0.44 LO Nit 6 t Csil CO 6 O (CI 6 r }+ LU - ti C., ci N l C C{) N O O CO 6 N O 6 "d' L1C7 6 ti Ca r L. p in LO O 6 L(7 (N Co' r O O 31, o en N O r O O CD Vs co I. 7� N r O O N. N O OI r to r O a C t O C O Cy CV 0 I O 0 c O O N a C-4 o r 1 C; I I I n � , to NRCS Subcatchment Area Area I Name (ac) Hydrologic ImpE Soil Group ff� 0 I O LC) R' ! pi 0 en d �^'1 (N (N T_ iy) ,� C') I Entire Sue ISTOI ,r- C M Cr') !► 0 0 4.0 sic co C .4°.3 re to In 0 C cc co a) C O C ea a ea U C C C -0 Q ....sr co r-1 II II g .0 .C E E L4.4 • rsaal U cCf Q CU C4 U 1..7 4-333 a 2 L) L1 5 z 5 f�sy3 II U 11 2 3 rn _(2 17i0+ IChannelized (Travel) Flow Time '- (N ono "Cr b' CO O r N- r 1I 0 0 r r r r Channelized Flow Velocity Vt (ft/sec) (7 C r ke iej eoueAanuo3 SOHN r A to ld? r r e !- WWM)'S odojg MolA pazl Ieu uego NI 03 o c O O 0 o CV r+ C) o 0 a 0 6ci 0 D/S Elevation (ft) (Optional) I CIS Elevation (ft) (Optional) 2743.04 st/ai ra ra 937 O0 I W AS y Vf r I Overland Flow Time t; (min) 1 O a c �C U) a 0 a 0 445 -21 yzi 17 45 co C 0 2 CD «.. C Ca arit Q C LL O 4 depth, P1 (in) 1 -hour rainfa O S 0 r 0 Co M ntensity Equation Coefficients = rW f0 ce Peak Flow, Q (cfs) a a It) CO Nom! Cr? d r co I I r r j r• 4 r I`- L 0 r C_ C� I a.�► i 00 a? t- r + Q LU CO N.: N •6 in N- , Cn 6 O C34' C1 C4 LU CO L[) (raj 44.05 'C# 0 a} 0 CD 6 INIn . r U) C �.s2 L I r . {3 a) it-- 90t a a) (rj Y r r 't--' O r I, �- vagl U) 'Kt 0) 0 V EVZ b. N- rei I Q C 1 CO '- C2; L. '4 N In 6 CD LU V C) 0' ( COS CO O 6 Y 0 r Rainfall Intensity, I (inihr) L *+ CI CI co co CO CriCD I 4 CD a) LC r- ' Cpl ifl ai CO (0 40 In N 4 `I CO co t a CI r In es' CD I, 4 (.O tit ' CO ' CD c*i N 4 C U) 0 O ILOC' 4.47 0) Cr) 0 Ili 0 ,..... �? L to t"V N- r _—a CN C'ti N- 3.24 4.23 I I CV CO ' CI t" C'`) 4 N 2.84 i N { C'r7 I I iNa I a) r 2.56 r Cn ;t r L la (\I coi'i 0 a) 4 r I i I cc . r u7: 0) r I*- . ' r r 0 CD ,L- N. O)' O - CO CVi r III I— 1 N N (0 Q CO N 0 C J N r r r I uoi; -0 a CD C tom? o E 0) (0 lc, a - 0) CJ CD N - CO CSI ' CN CD N N LU cc; en - r CO Inj i r N- nt c ("4 I '', Cr N a) *aCD V} - -- r � I Time of Concentra CO CD CD CO CO CO (N N N N- In (t) 0) N CY) 4 a C C • _ E .a ...r r Co r N r (uiw) l palndwo3 (0 fti (0 0 6 CSI 114" 6 (N V a? CO Ct) ai i Ch c Vf) N- N r Normal Flow Anal sis - Trapezoidal Channel Project: _ Channel ID: EWS #8 Sec A -A reqd to pass 93.9 cfs Design Inf3rmation (input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n= g- Z1 = Z2 = F= Y= 0.0035 ft/ft 0.040 20.00 ft 4.00 ft/ft 4.00 ft/ft 1.00 ft 1.50 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V- A= T= P= R= D= Es= Yo= Fs= 97.31 cfs 0.40 2.50 fps 39.00 sq ft 32.00 ft 32.37 ft 1.20 ft 1.22 ft 1.60 ft 0.69 ft 2.15 kip seca-a.04.xlsx, Basics 2/2712018, 1:24 PM Normal Flow Anal sis - Trapezoidal Channel Project: Channel ID: ED'S Sec B -B MUST PASS 8.2 CFS F S V T 1 Z1 Yo 0 B Z2 1 Design Tnfor ation Input Channel Invert Slope M a n n i ng's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So= n= B= 0.0100 ftlft 0.040 0.00 ft Z1 = 4.00 ft/ft a= F= y= 4.00 ft/ft 1.00 ft 1.00 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force '- Fr = 9.20 cfs 0.57 V _ 2.30 fps A = 4.00 sq ft T = 8.00 ft P = 8.25 ft 0.49 ft D= 0.50 ft Es Yo Fs = 1.08 ft 0.33 ft 0.12 kip secs-B..04.xisx, Basics 2/2712018, 1:25 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: EWS #8 Sec CaC MUST PASS 10.81 CFS B Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So= n= B= .1 Z2 = F= Y= 0.0040 ft/ft 0.040 0.00 ft 4.00 ft/ft 4.00 ft/ft 1.00 ft 1.33 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force i Fr_ V S i A= T= P= R= D= Es= Yo = Fs = 12.45 cfs 0.38 1.76 fps 7.08 sq ft 10.64 ft 10.97 ft 0.65 ft 0.67 ft 1.38 ft 0.44 ft 0.24 kip secC-C.04.xlsx, Basics 2/27/2018, 1:26 PM 17 Norma! Flow Analysis - Trapezoida Channe Project: Channel ID: EWS #8 Sec D -D MUST PASS 12.02 CFS T :t TY° ad7,7 Z2 B 1 Design Information i n ut Channel Invert Slope planning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So= II - B_ Z1 = 0.0035 ft/ft 0.040 0.00 ft 4.00 ft/ft 4.00 ftlft 1.00 ft 1.37 ft Normal Flow Condtion Calculated. Discharge Froude Number 'Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Fr= V A T P= R D= Es Yo= Fs= 12.60 cfs 0.36 1.68 fps s 7.51 sq ft 10.96 ft 11.30 ft 0.66 ft 0.69 ft 1.41 ft 0►45 ft 0.25 kip secD-D.04.xisx, isx, Basics 2127/2018, 1:28 PM CULVERT STAGE -DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS) Project: EWS #8 Basin ID: SB2 must pass 10.81 cfs Status: Gnat aivart nert z i a Cornwell* Vwi( Design information (Input): Circular Culvert: Barrel Diameter in Inches Inlet Edge Type (choose from pull -down list) OR: Box Culvert: Barrel Height (Rise) in Feet Barrel Width (Span) in Feet Inlet Edge Type (choose from pull -down list) 1. L Strtkn 2 Number of Barrels Inlet Elevation at Culvert Invert Outlet Elevation at Culvert Invert OR Slope of Culvert (ft Oft h.) Culvert Length in Feet Manning's Roughness Bend Loss Coefficient Exit Loss Coefficient Design Information jcalculatedj: Entrance Loss Coefficient Friction Loss Coefficient Sum of All Loss Coefficients Orifice Inlet Condition Coefficient Minimum Energy Condition Coefficient Calculations of Culvert Capacity (output): inkedsacta 1 D 0 1p i u f D=1 24 inches Square En d Projection Height (Rise) = Width (Span) Square Edge wi 30-78 deg. Flared Wingwa.Il No = Inlet Elev = Outlet Elev L= n= Kb K _ Ke _ Kr Cd _ KE,y,a 1 3.4 3.15 62 0.016 0 -- 1 0.50 1.16 2.66 0.85 0.1121 ft. ft. ft. elev. ft elev. ft. Water Elevation (ft., Surface linked) Tailwater Surface Elevation ft Culvert Inlet -Control t Flowrate cfs Culvert Outlet -Control Flowrate cfs Controlling Culvert Flow cfs (output) rate inlet Equation Used: Flow Control Used 5.00 4.50 9.10 8.52 8.52 Regression Eqn. OUTLET 5.25 4.50 11.40 9.10 9.10 Regression Eqn. OUTLET 5.50 4.50 13.60 10.21 10.21 Regression Eqn, OUTLET 5.75 4.50 15.60 12.02 12.02 Regression Eqn. OUTLET 6.00 4.50 17.50 14.30 14.30 Regression Eqn. OUTLET 6.25 4.50 19.20 16.22 16.22 Regression Eqn. i OUTLET 6.50 4.50 20.80 17.97 17.97 Regression Eqn. OUTLET 6.75 4.50 2220 19.61 19.61 Regression Eqn. OUTLET 7.0D 4.50 23.60 21.07 21.07 Regression Eqn. I OUTLET 7.25 4.50 24.90 22.41 22.41 Regression Eqn. OUTLET 7.50 4.50 26.10 23.75 23.75 Regression Eqn. OUTLET 7.75 4.50 27.30 24.98 24.98 Regression Eqn. OUTLET 8.00 28.40 26.14 26.14 Regression Eqn. OUTLET 8.25 28.40 1 27,25 27.25 Regression Eqn. OUTLET 8.50 30.40 28.30 28.30 Regression Eqn. OUTLET 8.75 31.40 29.35 29.35 4 Regression Eqn. OUTLET 9.00 32.30 30.35 30.35 Regression Eqn. OUTLET 9.25 33.30 31.34 31.34 • Regression_Eqn. OUTLET 9.50 34.20 32.27 3227 Orifice Eqn. OUTLET 9.75 35.00 33.21 33.21 Orifice Eqn. OUTLET 10.00 35.80 34.08 34.08 _ Orifice Eqn. OUTLET 10.25 36.60 34.96 34.96 Orifice Eqn. OUTLET 10.50 37.40 35.77 .. 35.77 Orifice Eqn. OUTLET 10.75 38.10 36-59 36.59 Orifice Eqn. OUTLET 11.00 38.90 37.41 37.41 Orifice Eqn. OUTLET 11.25 39.60 38.23 38.23 Orifice Eqn, OUTLET 11.50 40.30 38.98 38.98 Orifice Eqn. - OUTLET 11,75 41.00 39.74 0 39.74 Orifice Eqn. OUTLET 12.00 41.70 I 40_50 40,5'0 Orifice Eqn, OUTLET 12.25 42.40 41.20 41.20 Once Eqn. OUTLET Processing Time: SB2Culvert v3.04.xlsrn, Culvert Rating 03.80 Seconds 2/27/2018, 1:37 PM I CI Determination of Culvert Headwater and Outlet Protection Project: EWS #8 SB 2 Culvert Basin ID: Green cells are calculated values I.e:LE r ' Jr h ' Tj-1 M.. L Design Information (Input): ~a- -T —a- U. a rt Sclw'+e. 1O Sandy • Non -Sandy Design Discharge Circular Culvert: Barrel Diameter in Inches Inlet Edge Type (Choose from pull -down list) Box Culvert: Barrel Height (Rise) in Feet Barrel Width (Span) in Feet Inlet Edge Type (Choose from pull -down list) Number of Barrels Inlet Elevation Outlet Elevation OR Slope Culvert Length Manning's Roughness Bend Loss Coefficient Exit Loss Coefficient Tailwater Surface Elevation Max Allowable Channel Velocity Square End Projection 10.81 =I Height (Rise) _ Width (Span) _ 24 OR cfs inches WI No Elev IN = Elev OUT = L= nkb kx = Elev Net = V= �ft ft WI 0 ft ft ft ft ft/s Required Protection (Output): Tailwater Surface Height Flow Area at Max Channel Velocity Culvert Cross Sectional Area Available Entrance Loss Coefficient Friction Loss Coefficient Sum of All Losses Coefficients Culvert Normal Depth Culvert Critical Depth Tailwater Depth for Design Adjusted Diameter OR Adjusted Rise Expansion Factor Flow/Diameter2 5 OR Flow/(Span * Rise, 5) Froude Number Tailwater/Adjusted Diameter OR Tailwater/Adjusted Rise Inlet Control Headwater Outlet Control Headwater Design Headwater Elevation Headwater/Diameter OR Headwater/Rise Ratio Minimum Theoretical Riprap Size Nominal Riprap Size UDFCD Riprap Type Length of Protection Width of Protection Yt_ A;= A= k_ kr = k$ = Yn YG d= D-= 1/(2*tan(®)) Q/DA2,5 = Fr = Yt/D = HWI= HWa = HW- H W/D d d50 _ Type = Lp = T= 0.80 t54 3.14 0.50 1.16 2.66 1.52 1.18 1.59 5.85 1.91 i 0.61 0.40 1.79 1.83 5.23 0.91 3 6 VL 6 4 ft ft2 ft2 ft ft ft ft fto.$!s ft ft in in ft ft 20 CULVERT STAGE -DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS) Project: EWS #8 Basin ID: MUST P A Status: COCOS VEIN I r a mfr* ha LSI! Design Information (Input): Circular Culvert: Barrel Diameter in Inches Inlet Edge Type (choose from pull -down list) OR: Box Culvert: Barrel Height (Rise) in Feet Barrel Width (Span) in Feet In€et Edge Type (choose from pull -down list) Sofa 1 ISM sated darer t z.. -anima T' ?t Number of Barrels Inlet Elevation at Culvert Invert Outlet Elevation at Culvert Invert OR Slope of Culvert (ft v.lft h.) Culvert Length in Feet Manning's Roughness Bend Loss Coefficient Exit Loss Coefficient Design Ir for ation (calculated): Entrance Loss Coefficient Friction Loss Coefficient Sum of All Loss Coefficients Orifice inlet Condition Coefficient Minimum Energy Condition Coefficient Calculations of Culvert Capacity (output): S..2 O =� 24 inches Square End Projection Height (Rise) = ft. Width (Span) _ ft. Square Edge wl 30-78 deg. Flared Wingwall No = Inlet Elev = Outlet Elev = L= n= Kb _ K,= Ks= "Sea Cd 1 5002.95 4999 123 0.016 0 0.50 2.30 3.80 0.85 0.0121 ft. elev. ft, elev. ft. Water Surface Elevation (ft., linked) Tailwater Surface Elevation _ ft Culvert Inlet -Control Flowrate cfs Culvert Outlet Flowrate -Control cfs Controlling Culvert Flowrate cfs (output) Inlet , Equation Used: Flow Control Used 5006.00 20.60 28.92 20.60 Regression Eqn. INLET 5006.25 22.10 20.65 I 22.10 Regression Eqn. INLET 5006.50 23.50 30.34 ! 23.50 Regression Eqn. INLET 5006.75 24.80 31.01 24.80 Regression Eqn. INLET 5007.00 26.00 31.69 26,00 Regression Eqn. INLET 5007.25 27.20 32,35 - 27.20 Regression Eqn. _ INLET 5007.50 28.30 32.97 28.30 Regression Eqn. INLET 5047.75 29.30 33.61 29.30 Regression Eqn.. INLET 0}8.013 301.3{f 34.22 30.30 Regression Eqn, INLET 5008.25 31.30 34.83 31.30 Regression Eqn. INLET 5008.50 32.30 35.43 32.30 Regression Eqn. INLET 5008.75 33.20 36.00 33.20 Regression Eqn. INLET 5009.00 34.10 36.58 34.10 Orifice Eqn. INLET 5009.25 35.00 37.16 35.00 Orifice Eqn. INLET 5009.50 35.30 37.72 35.80 Orifice Eqn. INLET 5009.75 36.60 I 38.26 36.60 Orifice Eqn. INLET 5010.00 3?.30 38.80 37.30 Orifice Eqn. INLET 5010.25 38.10 39.35 38.10 Orifice Eqn. INLET . 5010.50 38.90 39.87 38.90 Orifice Eqn, INLET 5010,75 39.60 40.38 39.60 Orifice Eqn. INLET 5011.€0 40.30 40.91 40.30 A Orifice Eqn. INLET 5011.25 41.00 41.40 41.00 Orifice Eqn. INLET 5011.50 41.70 41.91 41.70 Orifice Eqn. INLET 5011.75 - 42.40 42.41 42.40 Orifice Eqn. INLET 5012.00 43,10 42.90 42,90 Orifice Eqn. OUTLET 5012.25 43.70 4338 43.38 _ Orifice Eqn. OUTLET 5012.50 44.40 43.86 43.86 Orifice Eqn. OUTLET 5012.75 45.00 44.34 44.34 Orifice Eqn. OUTLET 5013.00 45.70 44.81 44.81 Orifice Eqn. OUTLET 5013.25 46.30 45.27 45.27 Orifice Eqn. OUTLET Processing Time: sb3culvert.xlsm, Culvert Rating 04.15 Seconds 2127/2018, 1:34 PM 2e ( Determination of Culvert Headwater and Outlet Protection Project: EWS #8 SB 3 Culvert Basin ID: Green cells are calculated values SI> CIRCLE I Heo Lp Pirk aSai Q Sandy Non -Sandy Supercritical Flow! Using Da to calculate protection type. Design Information (Input): Design Discharge Circular Culvert: Barrel Diameter in Inches Inlet Edge Type (Choose from pull -down list) Box Culvert: 1 Barrel Height (Rise) in Feet Barrel Width (Span) in Feet Inlet Edge Type (Choose from pull -down list) Number of Barrels inlet Elevation Outlet Elevation OR Slope Culvert Length Manning's Roughness Bend Loss Coefficient Exit Loss Coefficient Tailwater Surface Elevation Max Allowable Channel Velocity Square End Projection �_ 12.02 D =1 24 Height (Rise) _ Width (Span) = OR inches v. I No= Elev IN = Elev OUT = L= n= kx = ElevV1= V= 1 5002.95 4999 123 0.016 0 1 7 ft ft ft ft ft ft ft/s Required Protection (Output): Tailwater Surface Height Flow Area at Max Channel Velocity Culvert Cross Sectional Area Available Entrance Loss Coefficient Friction Loss Coefficient Sum of All Losses Coefficients Culvert Normal Depth Culvert Critical Depth Tailwater Depth for Design Adjusted Diameter OR Adjusted Rise Expansion Factor Flow/Diameterz 5 OR Flow/(Span * Rise1.5) Froude Number Tailwater/Adjusted Diameter OR Tailwater/Adjusted Rise Inlet Control Headwater Outlet Control Headwater Design Headwater Elevation Headwater/Diameter OR Headwater/Rise Ratio Minimum Theoretical Riprap Size Nominal Riprap Size UDFCD Riprap Type Length of Protection Width of Protection Yt= = A, _ A= ice_ kr k$ _ Yf YC _ d= Da _ 1/(2*tan(0)) = Q/1Y2.5 Fr = Yt1D HW,= HWc= HW = HW/D = C150 _ C150 _ Type = LR` T= 0.80 1.72 3.14 0.50 2,30 3.80 0.83 1.25 1.62 1.42 6.67 2.12 2.15 0.50 1.90 •1.46 5,004.85 0.95 4 6 VL 6 3 ft ft2 ft2 ft ft ft ft ft nests Supercritical! ft ft in in ft ft zz 1 DETENTION VOLUME BV THE MODIFIED FAA METHOD Project: EWS tt12 Basin ID: (For catchments less than 160 acres only. For larger catchments, use hydrograph routing method) (NOTE: for catchments larger than 90 acres, CUK P hydrograph and routing are recommended) DetenrnMnatton of t. Detention Volume Using Modified FAA Method - Determination of MAJOR Detention Volume Using Modified FAA Method Design Information (input): 1 Design In orma tort (Input : f Catchment Drainage imperviousness I. = 3200 percent Catchment Drainage Imperviousness I. = 32.00 percent Catchment Drainage Area A = 9 $'a acres Catchment Drainage Area A = 9.810 acres Predevelopment NRCS Soil Group Type = D A, B, C, or 0 Predevelopment NRCS Soil Group Type = d A, B, C, or D Return Period for Detention Control T = 10 years (2, 5, 10, 25, 50, or 100) Return Period for Detention Control T = SOff, years (2, 5. 10, 25, 50, or 100) , Time of Concentration of Watershed Tc = 26 minutes Time of Concentration of Watershed Tc = 26 minutes Allowable Unit Release Rate q = 0 20 cfsiacre Allowable Unit Release Rate q = 0 14 cfs/acre One -hour Precipitation P1= 140 inches One -hour Precipitation Pi.=1 2 73 inches Design Rainfall IDF Formula i = Cl" P1!(C2+TJAC, Design Rainfall IDF Formula i = Cr` Pr!(C2+T4)"Ca Coefficient One CI = 2$ $0 Coefficient One C, = 28 50 Coefficient Two C2= 10 Coefficient Two C2 = 10 Coefficient Three C3 = 0 799 Coefficient Three C, = 0 789 Determination of Average utfiow from t e as n ( alcuJated): ' etermination of Average + uow rote t e Basin (Calculated]: Runoff Coefficient C= - 0 39• Inflow Peak Runoff Op -in = 9.03 Allowable Peak Outflow Rate Op -out = ...-...... ...1 1.9698 = ....., Mod. FAA Minor Storage Volume 15,019 Mod. FAA Minor Storage Volume = 0-345 cfs cfs cubic feet acre ft I Runoff Coefficient C = 0 57 Inflow Peak Runoff Qp.in = 25.74 cis Allowable Peak Outflow Rate Op -out = 1.37 cfs Mod. FAA Major Storage Volume a 73,720 cubic Mod. FAA Major Storage Volume= 1.692 acre feet -ft J 30 _.•• enter Qiit:t -;::.` , ,,, i - 1• ci:: :6th. on li ,.ie�I�L" :llV-.ii_is r.t .,IR' :r$':;i �F v'tY;�r[tii t: ei - ., -+i Rainfall Duration minutes ti Intensity inches I Rainfall / out'ut hr Inflow Volume acre-feet fout.ut Adjustment Factor "m" out ut Average Outflow cfs outiut Outflow Volume acre-feet out ut Storage Volume acre -feel output Rainfall Duration minutes in'ut Intensity inches/ Rainfall (output) I hr acre-feet Inflow Volume (output) Adjustment Factor "m" (putpuil Average Outflow cis (output) Outflow Volume acre-feet Joutput) Storage Volume acre-feet joutput). 0 0.00 0.000 0_{10 0.00 0.000 0.000 0 0 QO 0.000 0.00 0.00 0 000 4004 ....... ... .. .....'I� -2!F3 .............. 30 2.17....... 0.343.. ...0.93... 1.83...... 0 075" 0.268 ... 30 4-24 0.979 0.93 0 053 0.926 60 1 40 0 442 0 72 1 41 0.116 0 326 60 2. 72 1.259 0 72 90 0.98 0 081 �17t......- 90 -- ..1:05 ...... 0 500 0.64 126..... 0.151 0 343 1.06 1.425 0.64 .... 0.89 0 110 tilt 120 150 0.86 0 542 0.61 1.19 ..... 0.59 1.15 0 73 0 575_..... 0.197 0 345 0,226 0.337 120 1.67 1_545 0.61 0.64 150 1.42 1 639 0 59 0.81 0 138 1 407 0 166 1.473 180 0.64 0.603 0.57 1i2, 0 278 0.324 180 1 24 1 718 0.57 0 79 0 195 1 523 .210 057 0626 0.56 1.10 0.319 0.307 210 1.10 1. /85 0 56 0.7' 0.223 1.562 240 . 0-.51 0:647 0 55 1 09 0.359 0.2$8 240 1.00 1.844 0 55 0 76 0.252 i 593 . ... 270 0.47 0.666 0,55 1.08 0,404 0.266 1897 0550750.280 1.617 6 3..6li3ns4 1.07 0 441n 742 3OO.84 330 040 0.698 054 1.06 0.461 ►217 330 0.78 1990 0 4 0/4 0.337 1.653 360 390 08 0712 054 105 0 522 0.191 0 35 4 726 0.53 1.05 0.562 0.164 ........................0.91 360 0.73 2 031 054 074 390 0.69 2066.... 053 0.73 0365 0393 1665 i 675 420 a_ 33 0738 0.53 104 06033 0.136 420 065 2104 0.53 073 0422 1682 450 0.32 0.750 0.53 104 0.643 0.107 0.662 2138 053 0.73 0450 1.687 0 30 0761 053 103 0684 0077 460 059 2169 053 072 0479 1691 510 540 0 29 0.772 0.53 1.03 0.724 0.047 0 27 0 782 0 52 1 03 4.765 6 017... _ 510.... 0 56 2 199 0-53 0.72 0 507 1.692 ...... 540 ... 0 �4 2;228 0 52... 0 72 0.535 1 692 570 0.26 0.791 0.52 1.03 0.805 -0.014 570 0 51 2.255 0 52 0.12 0 564 1.691 600 630 0.25 0.92}0 0,52 1.02 0.648 0.045 0 :24 0 809 0.52 1.02 0.886 -0.077 600 0 49 2.281 0.52 0.72 0 592 1.689 630 0 48 2.306 0.52 0.72 0.620 1.686 .... 660 0 24 Q 8 4 16 .52 1 02' 0 977 -0.109 . . 660 0 46 2,330....... 0.52 .... 0 71, .... 0 649 .... 1 681 690 0.23 0.826 0.52 1,02 0 967 -0 142 490 0.44 2.353 0 52 0.r't 0.677 1.676. 720 750 780 0 .222 2 0,834 0.52 1.02 1.009 0-174 021 0.841 0.52 1 02 1.049 _0.207 02i 0 848 .......1 _... 0 52 1.01 1 089 •,.. -0 243...... 720 0.43 2,376 0.52 0.71 0 706 1.670 750 0.41 2.397 0.52 0 71 0734 1 663 780 0 40. 2 418 0 52 C 71 0 762 1 6$6 810 0.10 0 856 61.52 1.01 11.130 -0.274 610 0.:39 2.438 _ 0 52 0 11 0.79'1 1.548 840 0 19 .,..,.... 0 862 0 52 1.01 1 170 -0.308 840 4.38 2 458 0 52 0 71 0.819 1 639 870 0 19 0.869 0.51 1 01 1211 -a342 ....:. • " . 870 0 37 2477 ....,....0 51 ........ 0.71 0.847 1 630,,,... 9i1D ....930. 0 16 n 876 0.5.3 0.18 0.882 0.51 1 D1 1 251 -0.376 1 01 1.292 -0.410 900 0.36 ..-. 7 496 ...... 0 51 0 71 0.876 1 A20 ... _. 930 0.35 2 014 0.51 0 71 0.904 1 809 960 0.18 0 888 0.51 1.01 1.332 -0.444 960 0 34 2.531 0.51 0 71 0 933 1 599 990 0.17 0.894 0.51 1,01 1.373 -0 479 ,.. 990 0 33 2 548 0 51 0 70 0.961 1 587 . 1020 417 0 902) n 51 1.01 1.413 -0 913 1020 0 33 7 565 0 61 0 70 0 989 1.576 1050 0.1-6 0.906 0.51 1.01 1.454 -0 548 1050 0 a2 2.581 0.51 0. /0 1.01 iS 1.564 ...... . 1080 0.16 0.911 0.51 1.00 1.494 -0.583 1080 0 31 2.597 0 51 0.70 1.046 1 551 1110 0.16.... 0.917 0.51 1.00... 1.535 - -0.618 1110 ...... 0.31 2 51.3 ... 0 51 070....... 1.075 1.538 1140 0 15 0 922 0.51 100 1 576 -0.653 1 140 0.30 ? 628 0 51 0.70 1.103 1 525 1170 0.15 0.927 0.51 1.00 1.616 -0.689 1200 0.15 0.932 0.51 1 00 1.657 -0.724 1170 0 29 2 643 0 51 0 70 1.131 1 512 1200 0 29 2.658 0.51 0.70 1.160 1 498 1230 0 14 0.937 0.51 1.00 1.697 -0 760 ' 1230 0.28 2.672 0.51 070 1.1$8 1 484 1260 0 14...... 1290 0.14 0 942.. 0 51 1.00 1 7.38....' -0 795 0.947 0.51 1.00 1.778 -0.831 1260 0 28 2.686 ..... r, 51 0 70 1.216 1 4iSg 1290 0.27 2.700 u.51 0.70 1.245 1 455 1320 0.14 .., . .. 1 0.952 0.51 100 1.819 -0.867 : 1.8 _ 0.957 0 51 1 oa � B59 0.903 - 1320 0.27 2.713 1350 0.26 2.728 0.51 0.70 1.273 1.44C 0 51.._....... 0 70 1.30.2 1 425 '13$0 0 13 0 961 0 51 1410 .. 0.13 0 966 0.51 1 00 1.00 - 1 900 0 939 1.940 -0.975 0 ... 5.28 2.739 0.51 0 70 ... 1.330 1.410 138 1410 0 25 2.752 0.51 0,10 1.358 1.394 1440 0.13 0 970 0.51 1.00 1.981 -1.011 1440 • 025 2.765 0 51 0.70 1.387 1.378 1470 013 0 974 0.51 1.00 2.021 -1 047 :., . • 1470 0.25 2 777 .... 0.51 0.70 •1.415 1 362 . ... . 1500 0 12 0 979 0 51 1 00 2.062 -1 083........... 1500...... 0 24 2 7.89 0 51 0.70 1.443 1.346.. 1530 0.12 a 0.983 0.51 -100 2.103 -1 120 ,.... 1530 t} 24 2801 0.51 0.70 01 . :472 1 329 ... _.. 1566 012 0.987 0..51 1.00 ....... 2,.143 -1 1`6 156`1 0.23 2 8 8133 0.51 0.70 1,506...... 1 313.... • 1590 0.12 0991 0 51 1.00 2.184 -1.193 1620 0.12 0 995.. 0 61 .. 1.60 .. 2.224 -1.229 1590 0.23 1620 0.23 2 825 0 51 0 70 , .... 1.529 1.296 2 836 0 51 0 7n ... . 1.557 1 279 1650 0.11 0.999 0.51 3.00 2.265.. -1.266 1650 0.22 2.847 0 51 0 10 1.565 1.262 1680 0.11 1.003 0.51 1.00 2.305 -1.302 1680 0.22 2.858 0 51 0 70 1.614 1.245 1710 0.11 1,607 0.51 1 00 2.346 -1.339 1710 022 2 869 0 51 0.70 1.642 1.227 1740 21 11 1 n11 0.51 1 00 2 386 -1 375 1740 0 21 2 880 0 51 0 70 1 -70 1 710 1770 0.11 1.014 0.51 1.00 2.427 -1 413 1770 0.21 2 691 0 51 0./0 1 bSa 1.192 1800 0.11 1.0 1:8s 0.51 1 00 2 487 -1 449 1800 0 21 2 901 0.51 0.70 1 727 1 174 Mod. FAA Minor Storage Volume (cubic ft.) = 15,019 Mod. FAA Major Storage Volume (cubic ft )= Mod. FAA Minor Storage Volume (acre -ft.) = 0.3448 Mod. FAA Major Storage Volume (acre•ft.) = UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35, Released January 2015 73,720 1.6924 ews#8detention.xls, Modified FAA 11/17/2019, 10'21 AM Z3 l _ STAGE -STORAGE SIZING FOR DETENTION BASINS Project: EWS #12 Basin ID: Design Information (Input): Width of Basin Bottom, W = Length of Basin Bottom, L = Dam Side -slope (RV), Zd = Stage -Storage Relationship: • Side Slop Z ft ft ft/ft L side Slope Z Check Basin Shatae Right Triangle OR... Isosceles Triangle OR... Rectangle Circle / Ellipse Irregular Storage Requirement from Sheet 'Modified FAA': Storage Requirement from Sheet 'Hydrograph': Storage Requirement from Sheet 'Full -Spectrum': MINOR OR... OR... (Use Overide values in cells G32:G52) MAJOR 0.34 1.69 acre -ft. acre -ft. acre -ft. Labels for WQCV, Minor, & Major Storage Stages (inputj Water Surface Elevation - (input) ft Side Slope (H:V) Below (input) ft/ft El. Basin Width at Stage ft (output) Basin Length at Stage ft (output) Surface Area at Stage ft2 (output) Surface Area Stage ft2 Overide at User Volume Below Stage ft3 (output) Surface Area Stage acres (output) at Volume Below Stage acre (output) -ft Target Volumes for WQCV, Minor, ' & Major Storage Volumes (for goal seek) 4998.20 0 0.000 0.000 4999.00 0.00 0,00 6,884 2,754 0.158 0.063 WQCV 4999A0 0.00 0,00 15,912 7,313 0.365 0.168 5000.00 0.00 0.00 25,930 19,865 0.595 0.456 5001.00 004 a 0,00 46,748 56,204 1.073 1.290 5001.50 0.00 0.0057,759 82,331 1.326 1.890 a #N/A #N/A UN/A #N/A #N/A UN/A r UN/A #NIA UN/A #N/A , #N/A #NIA #N/A #NIA #N/A UN/A UN/A #N/A #N/A #N/A UN/A #N/A 1 #N/A #N/A #N/A #N/A . #N/A #N/A #N/A #NIA #N/A #N/A #NIA 'MIA #NIA #1\l/A #N/A #N/A #N/A #N/A #NIA UN/A #N/A #N/A UN/A #NIA UN/A #N/A UN/A 1 #N/AI #NIA. #N/A #NIA #N/A #NIA #N/A #N/A WN/A #NJA #N/A #N/A #N/A #N/A #N/A #N/A UN/A UN/A UN/A 1 1" #N/A #N/A UN/A #N/A UN/A UN/A UN/A UN/A ews#Sdetention.xls, Basin 11/18/2019, 8:23 AM t( N r CO W 0 .. C a, E _a C WQCV Desi I I co co 0 a) C C• • 0 a c C) 0 0 I I z 0 1 a a) s 0 0 E Z C in o a CO 492 .C L 0 ..C 0. r co C) 0 oO 0 in ci Q 0 cs ci 54D. roc? r I I Cu U) C) W0 .0 C_ 4-EP c co 175 a) 0 a3 0 0 0 co C� O II II C 71-6 O Lt o) .C Co ro co 0 II II Z C O U a) 4) n Qi E C'ea 77 z p 0 L. o I I C Co C .C I- ea co 4 - co I I 0 CL C 0 E a O' a 0 ce) II II II < m O o C. CL a >1 >IN 0 I— I— a co Q) C C U) O C O. � 0 a o - nformation C Watershed Desi .. 0 nformation C C, ._ U i 0 co C) O 0.138 acre-feet 0.165 acre=feet II II II a. III s 4-9 O C13 Pp - T_ L._ 1Y � co - a) C, C 0 0 0) C C (1? L L L Cti 03 D CO in W r r 0 Ca 0 r r O II II II < < C 0 > L C 8 c ea a la C C m122 'T 'T r O 0 �V Ctl -O_O 0 0 �L\J L T 0 03 ea 0 a) ta co a3 co 0 fU L L co co C 0 a a 0 0 CO I-- I -- CC 0 0 o0 0 c 0 Er co 0 rt 0' 0 CC ) 0 tV CO wt N- 0 gzr u� c 11/18/2019, 8:11 AM 0 v 3/4 C a) 0 Zr W Cn U- Iz O C) H w ct lc( O ce O U O z N U) i 0 oe O O ce I Co w ce 0 0 0 0 0 X I #2 Vertical Orifice #1 Vertical Orifice O a Lo 0 o r C r , Orifices or Pi C T r is a) O C cz ct a) ow t "s U7 0 � t`3 C r - Q 0 `t L co w CU O C, •a C C) 0 a 0 4} E co a _ LT_CU O so — LL 0 a> C3 eeQ.0 ham- ~' . .'tN- I r II II II II fri Le. co co 0 C co -o .S o < U a 1 (5 C 0 C C) . CD 4- CD 0 C) i CO N . o LLae- r 6 r nzr co 1O3 ' .'CN cNi I— 'd' II II II II tD Lo 1.2 Angle (0<Thetac3.1416) 4- co Co Q L C) 4- O 0 co Go la) o s a) CD E -c 2 F-- II II a 0 - w E CrD ca Tco w cp •as 0 615 LL tel sm.ciu •i-+ 11/18/2019, 8:12 A co 1-4 CC orc 1hC, W OD n 005 H = (Q/Cd*W)x`.667 w I- U) O LL L. C, Q) O Qi N ILO 0 N ILO CD H = (Q/Cd*W)".667 H = (69/3 1 24)A.667 NORTH AMERICAN GREEN SPILLWAY ANALYSIS > > > Overflow Name Overflow Discharge 24 Peak Flow Period 4 Channel Slope 0.18 Channel Bottom Width 25 Low Flow Liner Retardence Class C 6-12 in Vegetation Type Mix (Sod and Bunch) Vegetation Density Poor < 50% Soil Type Sandy Loam P300 - Class C - Mix (Sod & Bunch) - Poor < 50% North American Green 5401 St. Wendel-Cynthiana Rd. Poseyville, Indiana 47633 Tel. 800.772.2040 >Fax 812.367.0247 www,nagreen•com ECM DS v6.0 Phase Reach Discharge Velocity Normal Depth Mannings N Permissabie Shear Stress Calculated Shear Stress Remark Safety Factor Staple Pattern P300 Unvegetated P300 Reinforced Vegetation Underlying Substrate Straight Straight Straight 24 cfs 5.64 ft/s 24 cfs 3.22 ft/s 24 cfs 3.22 ft/s 0.17 ft 0.3 ft 0.09 0.3 ft 0 0.03 2 Ibs/ft2 8 lbs/ft2 2 Ibs/ft2 1.91 Ibs/ft2 3.35 Ibs/ft2 0.32 Ibs/ft2 1.05 ft STABLE 2.39 ft STABLE E 6.17 ft STABLE E NORTH AMERICAN GREEN ANALYSIS COMPUTATIONS View Computation Project Parameters Specify Manning's n: 0.09 Discharge: 24 Peak Flow Period: 4 Left Side Slope: Right Side Slope: Bottom Width: 25 Spillway Slope: 0.18 Bend Coefficient (Kb): 1 Retardance Class (A - E): C 6-12 in Vegetation Type: Mix (Sod and Bunch) Vegetation Density: Poor c 50% Soil Type: Sandy Loam Channel Lining Options Protection Type Permanent Material Type Matting Type P300 Manning's N value for selected Product 0.09 . Cross -Sectional Area (A) A=AL+AB+AR= 7.46 AL = (1/2) * Depth2 * ZL = 0 AB = Bottom Width * Depth 7.46 AR=(1/2)*Depth2*ZR= 0 Wetted Perimeter (P) P=PL+PB+PR= 25.6 PL = Depth * (ZL2 + 1)0.5 = 0.3 PB = Channel Bottom Width = 25 PR = Depth * (ZR2 + 1)0.5 0.3 Hydraulic Radius (R) R=A/P= 0.29 Flow (Q) Q = 1.486 / n * A * R2/3 * S1/2 = 24.02 Velocity (V) V=Q/A= 3.221 Channel Shear Stress (Te) Td = 62.4 * Depth * Slope = 3.35 Channel Safety Factor = (Tp / Td) 2.39 Effective Stress on Blanket(Tdb) Te = Td * (1 -CF) * (ns/n)2 = 0.32 CF = 0.38 ns = 0.03 Soil Safety Factor Allowable Soil Shear (Ta) = 2 Soil Safety Factor = Ta / Te = 6.17 Bend Shear Stress (Tdb) North American Green 5401 St. Wendel-Cynthiana Rd, Poseyville, Indiana 47633 Tel. 800.772.2040 >Fax 812.867.0247 www.nagreen.com ECMDS v6.0 0 Tdb = Bend Safety Factor Tdb Effective Stress on Blanket in Bend T(eb) Teb= Tdb *(1-CF)*(ns/n)2= i Soil Safety Factor in Bend Soil 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) Material Type Matting Type P300 Manning's N value for selected Product Cross -Sectional Area (A) 0.03 A=AL+AB+AR= 4.25 AL = (1/2) * Depth2 * ZL = AB = Bottom Width * Depth = AR= (1/2) * Depth2 * ZR = 0 4.25 0 Wetted Perimeter (P) P=PL+PB+PR= 25.34 PL = Depth * (ZL2 + 1)0.5 = 0.17 PB = Channel Bottom Width = 25 PR= Depth *(ZR2+1)0.5 0.17 Hydraulic Radius (R) R=A/P= 0.17 Flow (Q) Q=1.486/n*A*R2/3*S1/2= 24.01 Velocity (V) V = Q / A = 5.64 Channel Shear Stress (Te) Td = 62.4 * Depth * Slope = 1.91 Channel Safety Factor = (Tp / Td) 1.05 Effective Stress on Blanket(Tdb) Te = Td * (1 -CF) * (ns/n)2 = 1.91 CF = 0 ns = 1 0,03 Soil Safety Factor Allowable Soil Shear (Ta) 0 Soil Safety Factor = Ta / Te = 0 Bend Shear Stress (Tdb) Tdb = Bend Safety Factor Tdb = Effective Stress on Blanket in Bend T(eb) "Teb= Tdb *(1-CF)*(ns/n)2= Soil Safety Factor in Bend Soil 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) Material Type Matting Type P300 Manning's N value for selected Product 0 Cross -Sectional Area (A) I A = AL + AB + AR = 7,46 AL = (1/2) * Depth2 * ZL = 0 AB = Bottom Width * Depth = 7.46 AR = (1/2) * Depth2 * ZR = 0 Wetted Perimeter (P) P PL + PB + PR = 25.6 = PL = Depth * (ZL2 + 1)0.5 = 0.3 PB = Channel Bottom Width = 25 PR = Depth * (ZR2 + 1)0.5 0.3 Hydraulic Radius (R) R=A/P= 1 0.29 Flow (Q) Q= 1.486 / n * A * R2/3 * S1/2 = 24.02 Velocity (V) V=Q/A= 3.22 Channel Shear Stress (Te) Td = 62.4 * Depth * Slope = 3.35 Channel Safety Factor = (Tp / Td) 2.39 Effective Stress on Blanket(Tdb) I Te = Td * (1 -CF) * (ns/n)2 = 0.32 CF= 0.38 ns = 0.03 Soil Safety Factor Allowable Soil Shear (Ta) = 2 Soil Safety Factor = Ta / Te = 6.17 Bend Shear Stress (Tdb) Tdb = Bend Safety Factor Tdb = Effective Stress on Blanket in Bend T(eb) Teb = Tdb * (1 -CF) * (ns / n )2 = ' Soil Safety Factor in Bend Soil 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) St Determination of Culvert Headwater and Outlet Protection Project: DETENTION POND OUTLET CULVERT Basin ID: Green cells are calculated values BC -EH tiro tv CIRCLE t - RIPItAr Seib:balm: Q Sandy Non -Sandy Supercritical Flow! Using Da to calculate protection type. Design Information (Input): Design Discharge Circular Culvert: Barrel Diameter in Inches Inlet Edge Type (Choose from pull -down list) Box Culvert: Barrel Height (Rise) in Feet Barrel Width (Span) in Feet Inlet Edge Type (Choose from pull -down list) Number of Barrels Inlet Elevation Outlet Elevation OR Slope Culvert Length Manning's Roughness Bend Loss Coefficient Exit Loss Coefficient Tailwater Surface Elevation Max Allowable Channel Velocity [Square End Projection Q =I 1.25 Icts p " inches Height (Rise) Width (Span) No Elev IN= Elev OUT = L= n= kb _ x Elev YI = V= ♦f OR I I V 1 4998.2 4995.3 53 0.016 0 1 7 ft ft ft ft ft ft ft/s Required Protection (Output): Tailwater Surface Height Flow Area at Max Channel Velocity Culvert Cross Sectional Area Available Entrance Loss Coefficient Friction Loss Coefficient Sum of All Losses Coefficients Culvert Normal Depth Culvert Critical Depth Tailwater Depth for Design Adjusted Diameter OR Adjusted Rise Expansion Factor Flow/Diameteras OR Flow/(Span ' Rise's) Froude Number TailwateriAdjusted Diameter OR Tailwater/Adjusted Rise Inlet Control Headwater Outlet Control Headwater Design Headwater Elevation Headwater/Diameter OR Headwater/Rise Ratio Minimum Theoretical Riprap Size Nominal Riprap Size UDFCD Riprap Type Length of Protection Width of Protection Yt = At _ A= kg = kr = k� - Y� _ d= Da_ 1/(2#tan(®)) QiD^2.5 = Fr = Yt/D = HW, _ HWo = HW_ HW/D = d, d _ Type = Lp - T= O.60 0.18 1.77 0.50 1.45 2.95 0.25 0.42 0.96 0.88 6.70 0.45 2.65 0.68 , 0.56 -1.92 4,998.76 0.37 , 1 6 VL 5 3 ft ft2 ft2 ft ft ft ft ft ft°.S/s Supercritical! ft in in 2! Hydrologic Soil Group —Weld County, Colorado, Southern Part z C 5 C z 0 C MAP LEGEND a- a 03 cu 2 0 E to U 0 0 a) 0 u) o 4o 4-- C C) 0 CIO CO is iu (ts • C c) 6 - TO o E C E CO Cr) PID a C C .C a a a. iii co 2 E u 0 0 _ C i 3 (I 0 C >,D to C >, n L cd c6 cn 4 E E 0- o cu 2 ITS 2 C co a)7) E L C L92 c a -E ' 0 W E_ 15 iV L E C 0 a) a) a) co fan 0 Cu. 4 - 0) C CO C.) O 0 ❑ a D la Area of Interest (AQl) U) Soil Rating Polygons a) a 0 a 0 a) 4- 0 z ■ Water Features Streams and Canals Transportation O 0 L (l3 a .._. �4.? O, E 0 o E 0 L ._ 5 i� iU d) oQ a i6 Sil co to cu O E O cciL0 -C 0 .❑ a a 60 C it O 0 i73 a) 2 Q U . o co P2 _ i.y N ,r J co ill C' C .0 c�S[ fa N¢ o v '- DE a)a • al (i3 lui _c.. N " 2 C a a >. a) :c ii 13 4 E C L N d) o 4) o al 'o 0- t E c 0 2 a -a¢ Interstate Highways I 1 O O a n Local Roads 4) a co 0 C 0 S 12 iJ V c 0 CO Soil Rating Lines Co 0 czt w ■ ti a) 4- 0 i5 a) i4 U) 0 a U U L U c'3 co co a) .i' 8 z ick 0 4- a) Cu Co c, c o o L it _C I- 0 isted below. ca a 1- 0 ms L (� d r d L) 0 4 � r 0 .d 00 tq [ti Q o C.O c CO CO 0 ❑ ¢ m ad U U Co E O n3 0 N 03 cn 1] cra CUc[i En = E 6 yr / r O 1 1 Mar 1, 2016 —Sep images were photographed: C) co cc, ei Not rated or not available Soil Rating Points a) c Q � c a)o.E C � � o cu ▪ E U) _ ♦0 Y+ +ice. ec a fl E w rj '0 O N C � to; � al ea oit (It E≥t to c L_ _ 0 NJC '0 0 ••Q Ti i4 fl C i CU Lis i 0 'Q a .C 0 .an CI El ■ ■ CO git r4.- 0 0 N 04 tr iu (NI co 0.1 Cti 0 a) a)co 6) = 03 •0 _0 0 5° C. 0 z Resources co i6 z =i1 Conservation Service �5 Hydrologic Soil Group Weld County, Colorado, Southern Part Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in Aol Percent of AOl 47 56 59 Olney fine sandy loam, 1 to 3 percent slopes Renohill clay loam, 0 to 3 percent slopes shingle loam, 3 to 9 percent slopes Totals for Area of interest Description Q JD • 9.1 66.7% 2.6 19.0% 2.0 14.3% 13.7 100.0% 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 (Al 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 a 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 &ow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, BID, or CID), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. USDA Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 2/24/2018 Page 3 of 4 3 c� Hydrologic Soil Group Weld County, Colorado, Southern Part Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie -break Rule: Higher USA Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 2/24/2018 Page 4 of 4 37 O O O c� Z SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT 4C°38'34.08"N p 47 .0 O 41 CL LL. O At Q m G }r C4.4 cc C 111 8 rz 3 to cc a < ua c is'0 Qcc U a- to X e `3 aJ N • tcv, s E O O i O Q0000 C o w C C C oiro0c Ca U • c +�.+ cTi U, • Ian cu 4:1C • 4 a S N ▪ 03 el Tel W. Iti. Q 4 t MIL• D Future Conditions 1% Annua Chance Flood Hazard zone x 0 es, d} -c 0 Q >c C c V LT az, 0 us ix '0 Q Q c>z u_ o 0 4.4 Ai 0 CU D! >its - 4 U. CC w 4 CC 2 LIJ 0 2 J >c C) c N Flood Hazard Area of Minima NO SCREEN Effective LOMRs Area of Undetermined Flood Hazard zon€ Channel, Culvert, or Storm Sewer Levee, Dike, or Floodwall Imim Imoo IMa▪ k OTHER AREAS Cr Cr W CC Cross Sections with 1% Annual Chance Water Surface Elevation a) E iti v U) 8 r I -0-513---- Base Flood Elevation Line (BFE) Limit of Study C --- --- Coastal Transect Basel Profile Baseline i Hydrographic Feature Cc cf) W Liu cr 0 I— < LL Digital Data Available No Digital Data Available a a. CD C MAP PANELS O.ft, i E C co i tz co .r 2 15a W 4io cif,G? Q C bid+-� H -0 -0 to 0 0 Q E 01- -g • o E Q ,0 -0 'G . a %? W 71.1 CU -is .0 Co 3+W 0 U Q 4! CI ▪ as 3 fl.o N e E (Li 6 i E O {n it ;I 1/43 TsO C E .C Cittl cool E' • Eo oa • QOM co CO C3 an- c cu C �'' C E C Q u) 0 1. Z3 _c cvE ili 0 .• .acv `o �' C.Ec 4:T33 n D- c zoo_ E m co cc 'an • u- la E 0 CO o 0 o sCJ E N .C CU a o al c 03 CL C E r3 23 —• 0 oo CU di cum E m t1 o 0 -C c0i •im E a)P- E 4io Its CC c H sH ra Fes- I +.•.O �U ▪ E 4.1 U, 0 Q a 0 CO J 104°41'35,69"W Z ti 95 co 0 0 0 0 A ♦ Ct i 'f% i 7L Leto 0 Lt7 0 C Lo O ag? R, 6E el3 W SC eIOM CC HOM 0 0 0 N I 3� REFERENCES 1. URBAN STORM DRAINAGE CRITERIA MANUAL VOLUMES 1,2,.3 DATED JUNE 2001 REVISED AUGUST 2008 2. NOAA ATLAS 2 VOLUME 3 RAINFALL MAPS 3. RUNOFF ANALYSIS-UD RATIONAL SPREADSHEET vl..02a DATED SEPT 2005 FROM URBAN DRAINAGE CRITERIA MANUAL VOLUME I 4. CULVERT DESIGN-UD CULVERT SPREADSHEET v2.00c DATED FEB 2010 FROM URBAN DRAINAGE CRITERIA MANUAL VOLUME 1 S. CHANNEL DESIGN-UD-CHANNELS SPREADSHEET v1.04 DATED OCT 2006 6. UD-BMP B M P SPREADSHEET v3.01 DATED JAN 2011 7. UD-DETENTION 2.2 DATED AUGUST 2011. ALDRIDGE TRANSPORTATION CONSULTANTS, LLC va ced Transportation Planning and Traffic Engineering John M.W. Aldridge, FE, PTOE, AICP Colorado Licensed Professional Engineer March 1, 2018 Mr. Eric Wernsrnan Wernsman Engineering and Land Development, LLC 1011 42' St. Evans, CO 80620 RE: Traffic Impact Analysis Expedition Water Solutions #8 Site — Weld County, CO Dear Mr. Wernsman: 1082 Chimney Rock Road Highlands Ranch, CO 80126 303-703-9112 Mobile: 303-594-4132 Email: John@atceng.com This technical letter provides an analysis of the potential impact occasioned by a 154 acre saltwater disposal site on the southwest corner of WCR-90 and WCR-39 which is to the northeast of Ault, Colorado. The aerial photo shows the location and on the site. Expedition Water Solutions Site The site will be accessible from two locations on the north side from WCR-90. The eastern access is 660 feet from WCR-39 and the western access is another 330 feet west of WC R- 3 9. The saltwater disposal facility will employ up to 10 persons per 24 -hour period. It will process a maximum of 100 trucks per day spread out over a 24 -hour period. Existing Conditions In this area, WCR-90 is a two-lane paved collector roadway that carries 870 vehicles per day according to a April 2017 traffic count taken by Weld County. The Weld County 2035 Transportation Plan reports that it is 29 feet wide and in fair condition. The plan indicates that the capacity of the roadway is 4,600 ADT. WCR-39 is a two-lane local gravel road ALDRIDGE TRANSPORTATION CONSULTANTS, LLC Page 2 of 3 Impacts Trip Generation The following table show the type of vehicle and number of daily round trips. Number of Round Type of Vehicle Trips/Day a) Passenger cars/pickups 10 b) Tandem 100 Trucks c) Semi-TrucklTrailer RV Expected Vehicle Routes and Trip Distribution According the operator of the facility, the trucks will split about 50/50 to/from the east and of the site on WCR-90. 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 particular peak hour of usage. Nonetheless, for analysis purposes, a standard 10 percent of daily traffic is assumed. At 10 percent of the daily, this equates to 11 trips entering and 11 trips exiting the facility. 5-6 vehicles will enter and exit to/from the east and 5-6 vehicles will enter and exit to/from the west. 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 not applicable as WCR-90 is paved. 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 triggers for deceleration or acceleration lanes are not met. r11 ALDRIDGE TRANSPORTATION CONSULTANTS, LLC Page 3of3 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. Respectful submitted: Aidridg.:- Tr: nsportation Consultants, LLC John M.M. A lc ridge, P.E. Principal J WA ''me 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 and highway projects in Kansas and Colorado. Email string Expedition Water to Public Works — Traffic Numbers, w and w/o pipeline active From: Eric Wernsman cejwerns25@gmail.com> Date: Thu, Feb 6, 2020 at 8:57 AM Subject: Fwd: EWS #12. To: Dawn Anderson cdranderson @weldgov.com>, Zackery Roberson czroberson@weldgov.com> Cc: Kim Ogle <kogle@weldgov.com>, Jim Goddard <jgoddard@expedition-water.com> Hi Dawn, Here is my email to Jim Goddard and his reply agreeing to the conditions we discussed yesterday. Please let me know if you need anything else to get this case to the referral period. Thank you for your time on this. We appreciate it. Forwarded message From: Jim. Goddard < goddard@expedition-water.com> Date: Thu, Feb 6, 2020 at 8:49 AM Subject: RE: EWS #12 To: Eric Wernsman <ejwerns25@gmail,com> I'm good with everything stated Jim Jim Goddard President/Founder 2015 Clubhouse Drive Suite 201 Greeley, Colorado 80634 970-515-6950 Office 970-381-5005 Cell www.expedition-water.com ExoediLion�or, From: Eric Wernsman <ejwerns25@gmail.com> Sent: Thursday, February 6, 2020 7:29 AM To: Jim Goddard cjgoddard@expedition-water.com> Subject: EWS #12 Hi Jim, as we discussed yesterday, we met with Dawn and Zack with Weld County Public Works. We specifically discussed the access location for the EWS #12 site. Weld County has concerns about the amount of traffic to the facility if the pipeline does not get installed to the site as planned. From our conversation yesterday, I understand the following: 1. EWS would agree to limit the number of trucks to the facility to 50 per day. Even if the pipeline construction would be delayed EWS would still agree to limit trucks to 50 per day. (EWS has other facilities in the area already functioning and another in the area currently approved by Weld County that could accept trucks) 3. EWS would agree to construct a temporary construction access (gravel surface) off of CR 39 to alleviate safety concerns on CR 90 during construction of the facility and drilling processes for the wells. Jim, please verify that EWS could agree to the above conditions. Eric Wernsman Wernsman Engineering and Land Development LLC Cell 970-539-2656 From: Dawn Anderson <dranderson@weldgov.com> Sent: Tuesday, March 3, 2020 2:57 PM To: Eric Wernsman <ejwerns25@gmail.com> Cc: Kim Ogle <kog le@weldgov. com>; Zackery Roberson aro Subject: RE: EWS #12 Eric, berson@weldgov.com> I spoke with Kim this afternoon and we are okay to put this case into the referral period. Although we have spoken about options to keep access onto WCR 90 I think that we need to discuss timelines a bit more during the referral period. Although, you are willing to put a max truck per day number I'm not sure if that is the best path forward. I amconfident we can find a resolution however. I have cc'd Kim Ogle and Zackery Roberson on this email so that they know I am okay tomove forward. Thank you, Dawn It Anderson Development Review Manager Weld County Public Works Confidentiality Notice: This electronic transmission and any attached documents or other writings are intended only for the person or entity to which it is addressed and may contain information that is privileged, confidential or otherwise protected from disclosure. If you have received this communication in error, please immediately notify sender by return e-mail and destroy the communication. Any disclosure, copying, distribution or the taking of any action concerning the contents of this communication or any attachments by anyone other than the named recipient is strictly prohibited. From: Dawn Anderson Sent: Thursday, February 27, 2020 7:20 PM To: Eric Wernsman <ejwerns25@gmail.com> Cc: Kim Ogle <kogle@weldgov.com> Subject: RE: EWS #12 Eric, Thank you for the information. I will confirm with Planning tomorrow and speak with Kim regarding the USR. Thank you, Dawn K Anderson Development Review Manager Weld county Public Works Confidentiality Notice: This electronic transmission and any attached documents or other writings are intended only for the person or entity to which it is addressed and may contain information that is privileged, confidential or otherwise protected from disclosure. If you have received this communication in error, please immediately notify sender by return e-mail and destroy the communication. Any disclosure, copying, distribution or the taking of any action concerning the contents of this communication or any attachments by anyone other than the named recipient is strictly prohibited. From: Eric Wernsman cejwerns25@gmail.com> Sent: Thursday, February 27, 2020 7:19 PM To: Dawn Anderson cd ra nderson@weldgov.co m> Cc: Kim Ogle ckogle@weldgov.com> Subject: Re: EWS #12 Caution: This email originated from outside of Weld County Government. Do not click links or open attachments unless you recognize the sender and know the content is safe. Hi Dawn I believe they reduced it to a 2 lot Recorded exemption. I think it's been submitted. Sent from my 'Phone On Feb 27, 2020, at 6:33 PM, Dawn Anderson cdranderson@weldgov.com>wrote: Good evening Eric. I am waiting to hear what direction the recorded exemption is going to go. I will continue to communicate with Kim Ogle in regards to this project and the timeline for moving it forward. Thank you, Dawn P. Anderson Development Review Manager Weld County Public Works cimage00l.jpg> Confidentiality Notice: This electronic transmission and any attached documents or other writings are intended only for the person or entity to which it is addressed and may contain information that is privileged, confidential or otherwise protected from disclosure. If you have received this communication in error, please immediately notify sender by return e-mail and destroy the communication. Any disclosure, copying, distribution or the taking of any action concerning the contents of this communication or any attachments by anyone other than the named recipient is strictly prohibited. From: Eric Wernsman <ejwerns25@gmail.com> Sent: Thursday, February 27, 2020 7:37 AM To: Dawn Anderson <dranderson@weldgov.com>; Kim Ogle ckogle@weldgov.com> Subject: EWS #12 Caution: This email originated from outside of Weld County Government. Do not click links or open attachments unless you recognize the sender and know the content is safe. Hi Lawn, Has a determination been made regarding EWS #12? Can this case be deemed complete and move to the referral period? Please let me know. __ Eric Wernsman Wernsman Engineering and Land Development LLC Cell 970-539-2656 Hello