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Home My WebLink About20182193.tiffI \ bl, Ca rCik r, ,t`, . } i USE BY SPECIAL REVIEW (USR) APPLICATION DEPARTMENT OF PLANNING SERVICES * 1555 N. 17TH AVENUE * GREELEY, CO 80631 www.weldgov.com * 970-400-6100 * FAX 970-304-6498 FOR PLANNING DEPARTMENT USE: AMOUNT $ APPLICATION RECEIVED BY DATE RECEIVED: 4/16/18 CASE # ASSIGNED: USRI 8-0029 PLANNER ASSIGNED: DA Parcel Numbers: / i _L_ Address of site: 3- ..; a id Legal Description: Zone District: A)Acreage: Floodplain: 0\1 FEE OWNERS) OF THE PROPERTY: Name: r y Company: Phone #: Street Address: City/State/Zip Code: Name: c current'y % 3 (*A 12 digit number on Tax I.D. information, obtainable at www.weldgov.com). Section: 2- Township: N Range: W eological )-Iazard: Y(:)\10._ Airport Overlay: Y E ail: Company: Phone #: Street Address: City/State/Zip Code: Name: Email: Company: Phone ##: Street Address: City/State/Zip Code: Email: APPLICANT OR AUTHORIZED AGENT: (See below: Authorization must accompany all applications signed by Authorized Agents) Name: tin - tin S Company: frig Phone #: 0-537--- 76 c1 ' Email: trio errni - - - Street Address: Mein'sy.,C City/State/Zip Code: filt Nero& ers0 tora,s7 PROPOSED SE. Co �-#-,. Sis 1---\ 1 l� !n 2 Arn 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 to sight for the corporation. Signature:" C weer or Authorized Agent tr:� Print Name Signature: Owner or Authorized Agent Date Print Name Rev 4/2016 DocuSign Envelope ID: 4E6AB049-191 O-45C3-B69A-E1 F795F91 CA DEPARTMENT OF PLANNING AND BUILDING DEPARTMENT OF PUBLIC HEALTH AND ENVIRONNMENT 1555 NORTH 17TH AVENUE GREELEY, CO 80631 AUTHORIZATION FORM FOR BUILDING, PLANNING AND HEALTH DEPARTMENT PERMITS AND SERVICES I, we David Dehaan ), , give permission to 'r C (Owner — please print) (Applicant/Agent — please print) to apply for any Planning, Building or Health Department permits or services on our behalf, for the property located csat «, cti � Qco2cL__,_ O1- g gra) Legal Description: SICCE-is ) % ?of Section ZL , Township � N, Range itai � w Subdivision Name: Property Owners Information: Phone: Applicant/Agent Contact Information: Phone: Lot Block E-mail: S1/4W - 26 140 E -Mail: ej Wein.) Email correspondence to be sent to: Owner Applicant/Agent Both /kr/ a . Cc' trat Postal service correspondence to be sent to: (choose only one) Owner Applicant/Agent Additional Info: Owner Signatur Owner Signature: Docusigred Vita pd.„, EEFD2F$873724E4,,, Date: 3/9/2018 Date: D o c ument Processing F e e If document is on paper: $50.00 if document is filed electronically: $ .99 Fees are subject to change. For electronic filing and to obtain copies of filed documents visit www_sos_state.co.us Deliver paper documents to: Colorado Secretary of State Business Division 1560 Broadway, Suite 200 Denver, CO 80202-5169 Paper documents must be typed or machine printed. Colorado Secretary of State Date and Time: 10/13/2004 03:26 PM Entity Id: 20041358229 Document number: 20041358229 ABOVE SPACE FOR OFFICE USE ONLY Articles of Organization filed pug -_a t to 7-90-301, et seq. and §7-80-204 of the Colorado Revised Statutes (CRS) Entity name: 2. Use of Restricted Words (if any of these terms are contained in an entity name, true name of an entity, trade name or trademark stated in this document, make the applicable selection): Front Range Dairy, LLC (The name of a limited liability company must contain the term or abbreviation "limited liability company", "ltd. liability company", "limited liability co.", "ltd. liability co.", "limited", "lie", "l.l.c.", or "ltd." §7-9Q-601, C.R.S.) "bank" or "trust." or any derivative thereof "credit union" "savings and loan" "insurance", c� �s c� "surety" "casualty", "mutual" , or surety 3. Principal office street address: 3766 Vale View Lane 4. Principal office mailing address (if different from above): (Street name and number) Mead (City) Co 8 (State) 0542 (Province - if applicable) (Country - if not US) P.O. Box 40 (Postal/Zip Code) (Street name and number or Post Office Box information) Mead CO 80542 (City) ( tat() (Postal/Zip Code) U rl lied States (Province — if applicable) (Countr if not US) 5. Registered agent name (if an individual) : Otte n hr eft OR (if a business organization): (Last) George H. (First) (Middle) (Suffix) 6. The person identified above as registered agent has consented to being so appointed. 7. Registered agent street address: 1011 11th Avenue (Street name and number) Greeley co 80631 Rev. 6/14/2004 1of3 . Registered agent mailing address P.O. Box(' (State) (Postal/Zip Code) Of different from above): (Street name and number or Post Office Box information) 9. Name(s) and mailing address(es) of person(s) forming the limited liability company: Greeley CO 80632 (City) Unad)States (Postal/Zip Code) (Province ince if applicable) (Country — if not US) (if an individual): DeHaan OR (if a business organization): (if an individual) OR (if a business organization) (if an individual) OR (if a business organization) (Last) Larry D. (First) (Middle) (Suffix) 3766 Vale View Lane (Street name and number or Post 'Office Box information) Mead CO 80542 (City) (Province - if applicable) ( tat }StateS (Postal/Zip Code) (Country — if not US) (Last) (First) (Middle) (Suffix) (Street name and number or Post Office Box information) (City) tare) (Postal/Zip Code) United States (Province - if applicable) (Country - if not US) (Last) (First) (Middle) (Suffix) (Street name and number or Post Office Box information) (City) (State) (Postal/Zip Code) UniteUnitea States (Province — if applicable) (Country — if not US) (If more than three persons are forming the limited liability company, mark this box El and include an attachment stating the true names and mailing addresses of all additional persons forming the limited liability company) Rev. 6/14/2004 2 of 3 10. The management of the limited liability company is vested in managers OR is vested in the members 11. There is at least one member of the limited liability company. 12. (Optional) Delayed effective date: (rmnlddlyyyy) • 13. Additional information may be included pursuant to other organic statutes such as title 12, C.R.S. If applicable, mark this box I I and include an attachment stating the additional information. Notice: Causing this document to be delivered to the secretary of state for filing shall constitute the affirmation or acknowledgment of each individual causing such delivery, under penalties of perjury, that the document is the individual's act and deed, or that the individual in good faith believes the document is the act and deed of the person on whose behalf the individual is causing the document to be delivered for filing, taken in conformity with the requirements of part 3 of article 90 of title 7, C..l . ., the constituent documents, and the organic statutes, and that the individual in good faith believes the facts stated in the document are true and the document complies with the requirements of that Part, the constituent documents, and the organic statutes. This perjury notice applies to each individual who causes this document to be delivered to the secretary of state, whether or not such individual is named in the document as one who has caused it to be delivered. 14. Name(s) and address(es) of the individual(s) causing the document to be delivered for filing: Ottenho f 1011 11(11VAven ue George H. (First) (Middle) (Suffix) (Street name and number or Post Office Box information) Greeley CO 80631 (City) uritsgel States (Postal/Zip Code) (Province — if applicable) (Country — if not US) (The document need not state the true name and address of more than one individual. However, if you wish to state the name and address of any additional individuals causing the document to be delivered for filing, mark this box i i and include an attachment stating the name and address of such individuals.) Disclaimer: This form, and any related instructions, are not intended to provide legal, business or tax advice, and are offered as a public service without representation or warranty. While this form is believed to satisfy minimum legal requirements as of its revision date, compliance with applicable law, as the same may be amended from time to time, remains the responsibility of the user of this form. Questions should be addressed to the user's attorney. Rev. 6/14/2004 3 of For this Record... Filing history and documents Get a certificate of good standing File a form Subscribe to email notification Unsubscribe be from email notification Business Home Business Information Business Search FAQs, Glossary and Information Summary Details Name Front Range Dairy, LLC Status Good Standing Formation date 10/1 a12004 ID number 2004135 229 Form Limited Liability Company October ` Jurisdiction Colorado Periodic report month Principal office street address 9743 CT 16: Fort Lupton., CO 80621, United States Principal office mailing address 9743 or 16: fort (Lipton. CO 8062i_ United Stales Registered Agent Name David DeHaan Street address 9743 Weld County Road 161 Font Lupton. CC) 60621. United States Mailing address nia Filing history and documents Get a certificate of good standing Get certified copies of documents Fier a form Set Lio secure business filing 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/Plannin oninq/LandUseApplicationsAssistance/A,pplicationAssistance.htr l 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 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. 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 west and north. Irrigated farm land to the south and a dairy 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 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, 85,000 sq. ft. of gravel, 55,000 sq. ft of concrete and the remainder of the 13 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 19 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? Fort Lupton 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 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 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. Central Weld Water 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 fiberglass tank that will be inside the tank containment area. 5. If there will be fuel storage on site indicate the gallons and the secondary containment. State the number of tanks and gallons per tank. A 300 gallon diesel tank will be on site in the tank containment area. 6. If there will be washing of vehicles or equipment on site indicate how the wash water will be contained. Wash water from tanks and or vehicles will be contained on the truck unload pad. The water will drain into the injection well system. 7. If there will be floor drains indicate how the fluids will be contained. Floor drains will drain into the injection well system. 8. Indicate if there will be any air emissions. (e.g. painting, oil storage, etc.) If the USR is approved EWS will attain an Apen Permit for the facility. 9. Provide a design and operations plan if applicable. (e.g. composting, landfills, etc.) N/A 10. Provide a nuisance management plan if applicable. (e.g. dairies, feedlots, etc.) N/A 11. Additional information may be requested depending on type of land use requested. Building questions: Jose Gonzalez 970-353-6100 1. List the type, size (square footage), and number of existing and proposed structures. Show and label all existing and proposed structures on the USR drawing. Label the use of the building and the square footage. An 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 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. Notice of Inquiry Development within a Coordinated Planning Agreement or Intergovernmental Agreement (CPA or IGA) Boundary Date of Inquiry 2/23/2018 J Municipality with CPA or IGA Fort Lupton CPA Name of Person Inquiring Eric Wernsman Property Owner t Front Range Dairy, LLC P Planner -- Diana Aungst daungst@weidgov.com -- Legal Description Lot B of RE -3877; PT 5W4 22-2-67 P reel Nun ber 1311-2230-0002 CR 19 and CR 20 eare t Irrte,r a :tin Install a salt water injection well Type of Inquiry The above person inquired about developing a property inside your designated CPA or IGA boundary. This person has been referred to community by Weld County Planning to discuss development options on this site. Visit Chapter 19 of the Weld County Code for specifics on your agreement. Weld County Comments Do you wish to annex? Staff has started discussions concerning potential annexation with the applicant. Staff has not yet had an opportunity to discuss options with City Council. After talking with the Zach Neal today it is our understanding that they wish to move forward with the County submital at this time. Staff will follow up with City Council on March 28th, 2018. a Todd A. Hodges, Planning Director lame Title of Municipality Representative Municipality Comments At a minimum the City will be requesting a pre -annexation agreement with the propery owner and will continue to work with the applicant through the Weld County Planning process. To00. A. H -wises 03 20 le Signature of Weld County Planner Signature of IVIunicipality Representative Please return the signed form to: Weld County Planning Department 1555 N 17th Avenue, Greeley, CO 80631 (97O) 353-611 a x3540 ne (97O)3O4-6498 fax Isabella Juanicorena From: Auto_ ender@Accela.cor To: ejwerns25@gmail.com Subject: Your Application Has Been Deemed Complete Thank you for your Class II Injection Well Application. We have deemed your application complete and are continuing to process your application. Please reference Case Number USR18-0029 if you have any questions about your case. If you need further assistance, please feel free to contact our office at 970-353-6100 ext 3540. 1 \VEN NSMAN ENGINEERING AND LAN I) DEVELOPMENT ERIC WERNSMAN 16493 ESSEX RD S PLATTEVILLE CO 80651 March 19, 2018 Hayley Balzano Weld County Public Works P.O. Box 758 Greeley CO 80632 RE: Drainage report and plan for Expedition Water Solutions EWS #6 Site on CR 19 Dear Hayley Attached is the Drainage Report and Plan for the EWS #6 proposed injection well facility. This report addresses both the on -site and off -site hydrology that affects or is affected by the proposed development. If you have any further questions or comments regarding this matter, please contact this office. Sincerely, Eric Wernsman P.E. " I hereby certify that this report for the drainage design for the EWS #6 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 17-20 21 22 23 24 25 26 27-28 29 30-33 34 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 RUNDOWN IN SEC B -B SWALE CALCULATIONS SECTION C -C 5 YR HISTORIC RUNOFF CALC (DETENTION RELEASE RATE) DETENTION VOLUME REQUIRED FAA METHOD DETENTION VOLUME PROVIDED WQCV ORIFICE AND REQUIRED VOLUME 5-YR HISTORIC RELEASE RATE ORIFICE DETENTION POND PUMP CAPACITY EMERGENCY OVERFLOW CALCULATIONS NRCS SOIL MAP AND INFORMATION VICINITY MAP REFERENCES General Description: The proposed site is located on the east side of County Road 19 which is presently is a paved road. Agricultural properties form the north, east and south sides of the property. The western boundary is entirely formed by CR 19. The site is approximately 2200 ft south of CR 20. (Please see vicinity map included in the report) The proposed site is located within the North West 1/4 of Section 22, Township 2 North, Range 67 West of the 6th Prime Meridian. The property is will be going through a subdivision process if the USR is approved and is currently part Lot "B" REC EXEMPTION 3877 Weld County Colorado. There are no major waterways, water holding areas or water resources on or adjacent to the property. The entire parcel that will be created will contain approximately 14 acres. The western 10.8 acres of the property will be developed and will be the subject of this report. The site is proposed to bean injection well facility with gravel and concrete drives, a steel building and native grass swales. There is no current ground cover on the existing site because it is being farmed. The soil type(s) present are Valera Sand and Vona Loamy Sand. See NRCS soil report in the appendix for location of soil types. NRCS classifies the soils in hydrologic group "A" for runoff purposes. In the proposed condition, offsite flows will be able to enter the site from the west, south and north and the on -site channels will have the ability to pass the 100-yr events to the detention pond along the north east corner 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 in the northeastern portion of the 1 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 detention pond will be pumped due the existing site topography. The released flow will be directed to the east. The flow will travel approximately 320' south- east across the property before it leaves the site at the 5- yr 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 Stanley Ditch lies to west and south on neighboring properties. The closest major basin is the South Platte River Basin, which lies approximately 4 miles to the east. This project site is not located within the South Platte River 100 -year floodplain. The site lies on FEMA map panel 08123C2082E which is an unprinted pane. There are 3 offsite basins that drain to some portion of the property. To the west of the site, sub -basin 051 may drain east across CR 19 onto the property. OS1 is partially developed and contains 33.6 acres and has an imperviousness of 14. The 100 -year runoff rate is 29.91 cfs. South of the property sub -basin OS2 drains north -west onto the property. OS2 is un-developed, contains 2.22 acres and has an imperviousness of 2. The 100 -year runoff rate is 1.28 cfs. Along the north-east side of of the property sub -basin QS3 drains south onto the property. OS3 is un-developed, contains 6.9 acres and has an imperviousness of 2. The 100 - year runoff rate is 3.99 cfs. The on -site channels are designed to carry all of the offsite flows and pass them to the detention pond. Z There are 3 on site basins that direct flow to the detention pond in the north east corner. Sub -basin Si contains 2.02 acres, has an imperviousness of 33 and represents the flows along the eastern portion of the project site. The 100 - year runoff rate is approximately 3.72 cfs. Sub -basin S2 is located in the south eastern portion of the site and contains 3.09 acres. 52 has an imperviousness of 26 and generates a 100 -year runoff rate of approximately 4.84 cfs. Sub -basin S3 is located in the northern portion of the site. S3 contains 5.84 acres and generates a 100 -year rate of approximately 5.63 cfs with an imperviousness of 12. The entire developed portion of the site contains 10.94 acres. The entire developed portion of the site has an imperviousness of 20 and generates a 100-yr runoff rate of 12.43 cfs. Drainage Design Criteria: Using the NOAA Atlas 14 Volume 8 Version 2 an IDF table was generated. A one hour rainfall depth of 1.11 inches and 2.69 inches was determined for a five- 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 5 -year historic release rate. A water quality capture volume is designed within the pond to release minor storms over a 40 -hour period to maintain water quality. The on -site swales were sized to pass the 100 -year events. The runoff for specific design points was calculated by inputting the area, imperviousness, soil type, one hour precipitation values, slope, 3 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 5-yr historic runoff rate for the site and then dividing by the site area per Weld County recommendations. The release rate was the slightly reduced from this allowed 5 yr historic rate to the pump rate. The actual pump value was then input into the detention pond spreadsheet to determine the volume required. Drainage Facility Design: The 100-yr storm volume required by using the Modified FAA method was determined to be 374,196 cubic feet. With a pond outlet invert of 5012.15, the 100 -year high-water elevation is 5016. The available volume provided is approximately 73,789 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 0.094 acre-feet. (4895 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 5013.27 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 3-1/2" high opening releases flow to a 12 -inch diameter corrugated metal pipe (CMP) that directs flow into a manhole. Two Dayton 41123 submersible pumps carry flow to a 4' x 4' rip rap pad. The released flow then travels approximate 320' east on the property where it will leave the site as it has historically. 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 5016. The spillway base shall be a minimum of 20 feet wide and wilt limit the flow depth to 10" inches at a discharge rate of 47.61 cubic feet per second. Please refer to the appendix for the calculations regarding the spillway. Swale Sec A -A collects all of the offsite flows that drain to the property from the west offsite basin OS1 and on site basin SB1 (33.63 cfs) and routes the flow around the site north to Sec B -B. Sec A -A has a minimum slope of 0.4%. The manning's "n" is 0.040, which creates a 100 -year water depth of 1.96 feet and a Froude Number of 0.41. Swale Sec B -B collects the flow from Sec A -A, qS3 and 5B3 (43.25 cfs). Sec B -B has a slope of 0.6%. The manning's "n" is 0.040, which creates a 100 -year water depth of 2.0 feet and a Froude Number of 0.5. The swale outfalls into the detention pond. Within Sec B -B near the north-west corner of the site an rundown is provided to assist with erosion in the remainder of the channel. The rundown is constructed with North American Green P550 fabric. Please see the calculations in this report and the location on the grading plan. Swale Sec C -C collects the flow from 0S2 and S62 (6.12 cfs). Sec C -C has a slope of 0.5%. The manning's "n" is 0.040, which creates a 100 -year water depth of 1.0 feet and a Froude Number of 0.41. The swale outfalls into the detention pond. 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 retention 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 of references used for this design and report. NOAA Atlas 14, Volume 8, Version 2 Location name: Fort Lupton, Colorado, USA* Latitude: 40.1243°, Longitude: -104.885° Elevation: 5023.29 ft** di 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 Mekte, Geoffery Bonnin NOAA, National Weather Service, Silver Spring, Maryland PF tabular I PF_graphicai ( Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)l Average recurrence interval (years.) Duration 5 -min 10 -min 15 -min 30 -min 60 -min 2 -hr 6 -hr 12 -hr 2 -day 3 -day 4 -day L 7 -day J 10 -day 20 -day 30 -day 45 -day 60 -day 0.230 (0.178-0.298) 0.337 (0.261-0.437) i _ 2 0.280 (0.216-0.363) 0,410 (0.316-0.532) 0.377 (0.290-0 490) 0.552 (0.424-0.717) 0.411 (0.318-0.533) 0.500 (0.386-0.648) 0.673 (0,517-0.875) 0.558 (0.431-0.723) 0.616 (0_522-0.877) 0,90618) 0.682 (0.527-0.884) i _ 0.806 (0.629-1.03) 0.874 (0687-1.11) 1.03 (0.822-1.30) 1.27 (1.02-1,57) 1.51 (1.22-1.85) 1.72 (1.41.2.08) 1.87 (1.55-2.25) 2.00 (1.66-2.39) 2.30 (1.93-2.71) 2.55 (2.15.2.99) 3.26 (2.78-3.78) 3.83 f (3.29-4.39) f 4.50 (3.59-5.13) 5,05 (4.39-5.73) 0.825 (0.636-1.07) 0.973 (0.759.1.25) 1.05 (0.826.1.34) 1.23 (0.977-1.55) 1.49 (1.20-1.85) 1.79 (1.45-2.19) 2.09 (1.71-2.53) 2.25 (1.86-2.71) 2.38 (1.97-2.84) 2.69 (2.25-318) I 2.97 l (x.50-3.48) 3.74 (3.19-4.33) 4.37 (3.75-5.02) 5.16 (4A5-5.88) 5.82 (5.05-6.60) 1.11 (0,851-1.44) 1,31 (1.01-1.68) 1.41 (1.10-1 BO 1.62 (1 28-2.04 1.92 1.53-2.39) 230 1 86-283) 2.72 (2.22-3.30) 2.90 2.38.3.49) 3.02 (2.50-3.62) 3.36 (2.80-3.98) i 3.66 (3.07-4,31) 4.52 (3.84-5.25) 5,26 (4.49-6.06) 10 0.472 (0 361-0,616) 0.691 (0.528-0.902) 0.842 (0.644-1.10) 1.13 (0.867-1.48) 1.39 (1006-1.81) 1.64 (1.27-2.11) 1.76 (1.37-2.26) 2.01 (1.58-2.55) 2.34 (1.86-2.92) 2.77 (2.23-3.42) 3.26 (2.65-3.98) 3.45 (2.82-4.17) 3.57 (2.94.4.30) 3.92 (326-4.67) 4.25 (3.55-5.02) 5.18 (4.37-6.04) 5.98 (5.09-6.92) 6.20 (5.34-7.09) 7.02 (6.08-7.98) 7.05 (6.04-8.09) 7.99 (6.88-9.12) 25 L50 ii 100 0.624 (0.472-0.873) 0.913 (0.691-1.28) 1.11 (0.843-1.56) 1,50 (1.14-2.10) 1.84 (1.39-2.58) 2.18 (1.67-3.02) 2.34 (1.81-3.22) 2.64 2 06-3.58) 3.00 (2.36-3.99) 3.48 (2.74-4.52) 4.04 (3.19-5.11) 4.24 (3.37-5.32) 4.36 (3.48-5.44) i 4.73 (3.81-5.83) 5.08 (4.11.6.20) 6.08 (4.97-7.29) 6.98 (5.73-8.28) 8.19 (617-9.61) 0.758 (0.556-1.07) 1.11 (0.815.1.56) 1.35 (0.994-1.91) 1.82 (1.34-2.57) 2.24 (1.65-3.16) 2.66 (1.98-3.70) 2.86 (2.14-3,95) 3.20 (2.42-4.37) 3.59 (2.73-4.80) 4.08 (3.13-5.35) 4.66 (3.59-5.97) 4.87 (3 75-6.18) 6.00 (3.90-6.31) 5.38 (4.23-6.71) 5.74 (4.54-7.09) I 6.78 (5.a2-a.2a) i _ 7.73 6.22-9.30 9.04 (7.32-10.8) 9.28 (7.70-10.8) 10.2 (8.31-12.1) 0,908 (0.643-1.31) 1.33 (0.942-1.92) 1.62 (1.15-2.34)i 2.18 (1.55-3.15) 2.69 (1.91-3.88) 3.20 (2.29-4.56) 3.44 (2.48-4 86) 3.83 (Z.so-s.sa) 4.23 (3.12-5.80) 4.73 (3.51-6.34) 5.31 (3.96-6,96) 5.52 (4.14-7.17) 5.65 (4.26-7.31) 6.05 (4.60-7.72) 6.44 (4.91-8.11) 7.49 (5.79-9.31) 8.49 (s.s0-10.4) 9.88 (7.73-12.0) 11.2 (8.77-13.5) 200 1.07 (0.731-1-59) • 1.57 (1.07-2.33) 1.92 (1.31-2.84) 2.59 (1.76-3.83) 3.19 (2,17-4.73) 3.80 (2.62-5.56) 4.09 (2.84-5.93) 4.54 (3..18-6.49) 4.95 (3.50-6.96) 5.43 (3.87-7.48) 5.98 (4.28-8.05) 6,19 (4.47-8.27) 6.34 (4.60-8.41) I 500 1.32 (0.863-2.00) (1.26-2.93) 1.93 2.36 (1.54-3.57) 3.18 (2.08-4.82) 3.93 (2.58.5.98) 4.69 (3.11-7.03) 5.05 (3.38-7.5 1 000 152 (0.963-2,31) 2.23 (1.41-3.39) 2.72 (1.72-4 13) 3.67 (2.32-5.58) 4.55 (2.88.6.92) 5.43 (3.47-8.14) �J5.85 ca.7s-e.ssy 5.58 (3.75-8.16) 6.44 (4.19-9.44) 6.01 (4.08-8.65) 6.43 (4.41-9.09) 6..90 (4.76-9.55) 7.12 (4.95-9.76) 6.74 (4.93-8.83) 7.28 (5.08-9.92) 7.68 (5.41-10 3) 7.'10 (5.22-9.22) 8.05 (5.70-10.7) 8.20 (6_10-10.5) 9.24 (6.91-11.7) I 10,7 j (8.05-13.4) 12.1. (9.10-14.9) 9.16 (6,55-12.0) 10.2 (7.37-13 3) 11.8 (8.52-15,1) 13.2 (9.59-16.8) 6.88 (4.52-9.93) 7.25 (4.82-10.3) I 7.62 (5.12-10,7) 7.85 (5.31-10.9 1. 8.02 (5.45-11 1) 8.42 (5.78-11.5) 817 (6.06-11.9) 9.88 (6.90-13.1) 1'1.0 (7.72.14.5) 12.5 (8.88-16.4) 14.0 (9.97-18.2) 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: 4O.1243°, Longitude: -104.8850 16 14 at 10 a) C O r a U Precipitation depth (in) 16 14 12 10 8 • Y • a I • . 4 I • 1 • • I 1 I 1 • • • • • • 1 • • • 1. • • I I • I I • I • - - - , • 1 # • • • r • • _ •1 •_ •. _ • /w _ • • _ • I •— • . • - 1 I • • 1 I 1 I i • a --- - • • • • I • • • I I • . • I I I I I • I M • 1 1 / I 1 • • 1 / 1 t • 1 • • 1 1 4 I I • 1 I I • 1 I 4 1 1 , 1 p • I • II I I 5 1 • • I • '• 1 a I • I 1 I 1 p a I • I • 1 I • I i• I 1 • 1 I A • • 3 I • Y • • 1 • • I 1 I I I I I I 1 I. • • • • I i ,r • 1 I- I 1 a • I I I • a I I I. • .ai • I 1 -as •••A..I & • •__ •_• .,•• r._ 1 i' • • I se - I • • -••••' i 1 1 1 1 • I I- —• 1 • A 1 • • _ 1 • -_. 1 1 1 4 0 1 A • • • -. -. "• _ '1 1 / 1 I 1 • / • • 1 . • —0— / • • I • / • . • I . t • • t • - s— • I I 44 • a 4 1 • — 'r 1 I • I . I • • I • I • I 4 I 1 I 1 1 0 • • • •. • • • I I • / I j� I I • 4 4 3 0 a 1 I 1 I 1 ,.1- 1 ..«-•.• _ _i fi ..•-,,F•i Y ••.i / • - .•a ..a1•.Fe a•i•ii • 1 • • J - - 1 / i 1 / • - = • • + • 1 - I I ti 1 • — a - • I I a I 4 I X I 1 1 a I • • 1 0 .• •• _ • _ .• • .•11••, _•.• ••_e•. es. e.ire •.• ••••y••rif, _•7• I_ — C C • 5 10 25 50 100 200 NOAA Atlas 14, Volume 8, Version 2 C rare e • `i • iJ Duration > �1I rn fib ro -O V -O 4 Average recurrence interval (years) ro al ram t "CI CI O Y 1 �1 r•wj rn ko 500 1000 Created (GMT): Sat Mar 10 15:52:55 2018 Back to Top Maps & aerials Small scale terrain Average recurrence interval (years) 1 2 5 10 cf Duration 5-nurI -it -day t 0-rnin 3 -day 15-inin — 4 -day 3 0-rnirl �--- 7 -day 60 -mm — 10 -day 2 -hr — 20 -day 3 -hr — 30 -day 6 -Pit 45 -day 12 -hr — 60 -day 24 -hr t t 0414 I _ 52 = l •Fnederi , 3km I 2mi Lie J11V Net Sr 71, est tr. Trot to 4, .— 4. - Large scale terrain - For tcogu a LIN1.> Palk. 4345 t . Boulder A as a ii �1 f0km 60mi � • S Cheyenne. • Greeley li n nt 1 •Denver 004116 .t- Bc/ii t Jhcn +i Iaalcoal F=cre i I _ r 4 Large scale map 100km 6t mi C heyet' ne oforadC .Springs Large scale aerial 9 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 Sub -basin Imperviousness EWS 6 3/15/2018 051 Land Use Area , (ff2) I Impervious Area, Grass I 1015169 2, Roofs 0. 90 Concrete Surfaces 0 100 Driveways, Gravel 448220 40 Wghtd Avg & Total Area 1463389 14' Acres 33.59 053 Land Use Area (ft2) 1 (%) Impervious Area, Grass 300655 2 Roofs 0 90 Concrete Surfaces 0 100 Driveways, Gravel 0 40 Wghtd Avg & Total Area 300655 2 Acres 6.90 S2 Land Use Area I (%) (ft Impervious Area, Grass 72701 2a Roofs 6000 90 Concrete Surfaces 9334 100 Driveways, Gravel 46483 40 Wghtd Avg & Total Area 134518 26, Acres 3.09 ENTIRE SITE Land Use Area (ft2) I % Impervious Area, Grass 337702 2 Roofs 8000 90 Concrete Surfaces 46543 100 Driveways, Gravel 84480 40 Wghtd Avg & Total Area_ 476725 20 , Acres 10.94 052 Land Use Area (ft2) I (%) Impervious Area, Grass 96888 2 Roofs 0 90 concrete Surfaces 0 100 Driveways, Gravel _ 0 40 Wghtd Avg & Total Area 96888 2 Acres 2.22 SI Land Use Area (ft2) I (%) Impervious Area, Grass 60022 2 Roofs 2000 90 Concrete Surfaces 25429 100 Driveways, Gravel 351 40 87802 33 Wghtd Avg & Total Area Acres 2.02 S3 Land Use Area I (ft2) (%) Impervious Area, Grass 204979 2 Roofs 0 90 Concrete Surfaces 11780 100 Driveways, Gravel 37646 40 Wghtd Avg & Total Area 254405 12 Acres 5.84 Designer: Company: Date: 3/191201' 8 Project: EWS #6 Location: Ft Lupton I Subcatchment Name CAS 1 Area (ac) 33.60 Version 2.00 released May 2017 Cells of this color are for required user -input Cells of this color are for optional override values Cells of this color are for calculated results based on overrides NRCS Hydrologic Percent SoilGroup Imperviousness 14.0 0.395(1.1 — Cs) Li S 0.33 L LL 601 .,E St 6014 Runoff Coefficient, C 2-yr 5-yr 10-yr 25-yr Overland (Initial) Flov Overland U/S Elevation 50-yr 100-yr 500-yr Flow Length (ft) Li (f) (Optional) D!S Elevation (ft) (Optional) 0.06 0.07 0.08 0.10 0.14 - 0.22 0.34 OS2 2.22 A 2.0 0.01 0.01 0.01 0.01 0.04 0.13 0.27 OS3 6.90 A 2.0 0.01 0.01 0.01 0.01 500.00 500.00 0.04 0.13 0.27 500.00 S1 2.02 A 33.0 0.20 0.21 0.22 0.25 0.31 0.37 0.47 S2 3.09 A 26.0 0.15 0.15 S3 5.80 A 12.0 0.17 0.19 0.25 0.31 0.42 0.05 0.06 91.00 179.00 0.06 0.08 0.13 0.20 f0.33 Entire Site 10.94 A 20.0 0.10 0.11 0.12 224.00 0.14 0.20 0.27 I 0.38 91.00 Calculation of Peak Runoff using Rational Method Computed tc = ti + tt Regional tc = (26 —170 + Lt. 60(14i + 9) t • tminimum= 5 (urban) tminimum = 1£ (non -urban) Selected t, = ma.x{tminin'um min(C©rnputed tc , Regional t3) Select UDFCD locatior 1 -hour rainfall depth, P1 (in) Rainfall Intensity Equation Coefficients v Time Channelized (Travel) Flow Time Overland Flow Slope Si (ftlft) Overland Flow Time t, (min) Time of Concentration Channelized WS Elevation CIS Elevation Channelized MRCS Channelized Channelized Flow Length (ft) (ft) Flow Slope Conveyance Flow Velocity Flow Time L.t (ft) (Optional) (Optional) St (ftlft) Factor K 1 t (ft/sec) tt (min) 0.020 33.08 1100.00 0.013 0.030 40.51 25.00 30.74 10,00 0.040 0.013 0.030 0.012 14.45 439.00 0.004 0,027 16.46 362.00 0.005 0.027 20.30 354.00 0.012 16.05 0.010 1002.00 0.007 15 15 15 15 15 15 15 6.11 0.24 0.06 0.95 7.71 1.06 5.69 1.50 3.93 1.25 13.31 Computed Regional Selected t, (min) tc (min) t, (min) 39.19 31.93 31.98 40.75 30.80 22.16 22.15 24.23 26.05 25.76 28.88 26.05 25.76 22.16 22.15 24.23 29.36 Lena liar NOAA Atlas 14 Rainfall Depths from the puildawn list OR enter your own deths obtained from the NOAA website (click this link 2-yr 5�vr 10-vr 25-vr 50-vr 100-vr 500-yr 0.83 1.11 1.39_ I 1.84 1 2.24 J 2.69 1 _3,93 a C 28.50 10.00 0.786 I (in/ hr) = a*P1 Q(cfs) _ CIA Rainfall Intensity, I (inlhr) Peak Flow, Q (cfs) Subcatchrnent Name i 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 500-yr 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 500-yr 1.25 1.68 2.10 2.78 3.38 4.06 5.94 2.74 3.95 5.46 9.06 16.43 29.91 68.67 OS1 s I 1.41 1.89 2.37 3.13 3.81 4.58 6.69 0.02 0.02 0.04 0.08 0.36 1.28 3.96 OS2 0.05 0.08 0.12 0.24 1.11 3.99 12.40 1.42 1.90 2.38 3.15 3.84 4.61 6.73 OS3 1.55 2.07 2.59 3.43 4.17 5.01 7.32 S1 0.62 0,87 1.16 1.76 .2 .59 3.72 6 .90 _ 1 - 1.55 2.07 2.59 3.43 4.17 5.01 732 0.69 0.99 1.33 2.06 3.19 4.84 9.54 S2 1.47 1.07 2.46 3.26 3.97 4.77 6.97 0.45 0.66 0.92 1.54 2.94 5.63 13+40 - S3 J 1. `2 1.76 2.21 2.92 3.56 4.27 6.25 1.49 2.13 2.90 4.63 7.63 12A3 26.17 Entire Site ftNormal Flow Analysis - Trapezoidal Channel �I Project: Channel ID: EWS #6 Sec A -A read to pass 33.63 CPS F T Zt S I Yo B Z2 1 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So= n= Z1 _ Z2= F= = 0.0040 ft/ft 0.040 0.00 ft 4.00 ft/ft 4.00 ftlft 1.00 ft 1.96 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= 35.00 cfs 0.41 2.28 fps Ate- 15.37 sq ft T= 15.08 ft P = 18.15 ft 0.95 ft D = 0.08 ft Es = 'rho = Fs = 2.04 ft 0.65 ft 0.77 k i p SECA-Axisx.xlsxt Basics 3/17/2018, 8:10 AM is Norma! Flow Analysis - Trapezoidal Channel Project: Channel ID: EWS #6 Sec Bea reqd to pass 43.25 CFS B Design Information (Input) Channel Invert Slope So = 0.0060 ft/ft Manning's n n = 0.040 Bottom Width B = 0.00 ft Left Side Slope Z1 = 4.00 ftfft Right Side Slope Z2 = 4.00 ft/ft Freeboard Height F = 1.00 ft Design Water Depth V = 2.00 ft Normal Flow Condtion (Calculated) Discharge Q = 45.24 cfs Froude Number Fr = 0.50 Flow Velocity V = 2.83 fps Flow Area A = 16.00 sg ft Top Width T = 16.00 ft Wetted Perimeter P = 16.49 ft Hydraulic Radius R = 0.97 ft Hydraulic Depth D = 1.00 ft Specific Energy Es = 2.12 ft Centroid of How Area Yo = 0.66 ft Specific Force Fs = 0.91 kip SECB-B.xlsx, Basics 3/17/2018, 8:09 AM NORTH AMERICAN GREEN CHANNEL ANALYSIS >>>SB2 rundown Name Discharge Peak Flow Period Channel Slope Channel Bottom Width idth Left Side Slope Right Side Slope Low Flow Liner Retardence Class Vegetation Type Vegetation Density Soil Type SB2 rundown 52 2. 0.05 0 4 4 C 6-12 in Mix (Sod and Bunch) Fair 50-75% Sandy Loam P550 - Class C - Mix (Sod & Bunch) - Fair 50-75% 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 Phase Reach Discharge Velocity Normal Depth Mannings N Permissable Shear Calculated Shear Safety Remarks Staple Stress Stress Factor Pattern P550 Unvegetateri P550 Reinforced Vegetation Underlying Substrate Straight Straight Straight 52 cis 8.6 ft/s 52 cfs 5.64 ft/s 52 cfs 5,64 ftis 1.23 ft 1.52 ft 0.048 1.52 ft 0.027 4 Ibs/ft2 14 lbs/ft2 3.25 Ibs/ft2 3.84 lbs/ft2 4.74 lbs/ft2 0,4 lbs/ft2 1.04 2.96 8.17 STABLE STABLE STABLE E 4stir44,*AMERICAN • GREEN ANALYSIS COMPUTATIONS } > > View Comps ation Project Parameters Specify Manning's n: 0.048 Discharge: 52 Peak Flow Period: 2 Channel Slope: 0.05 Bottom Width: 0 Left Side Slope: 4 Right Side Slope: 4 Existing Channel Bend: Bend Coefficient (lth): 1 Channel Radius : Retardance Class (A - E): C 6-12 in Vegetation Type: Mix (Sod and Bunch) Vegetation Density: Fair 50-75% Soil Type: Sandy Loam Channel Lining Options Protection Type ]Permanent Material Type Matting Type P550 N value for selected Product 0,048 Cross -Sectional Area (A) A.=AL+AB-FAR= 9.21 AL = (1/2) * Depth2 * ZL = 4,61 AB = Bottom Width * Depth = 0 AR = (1/2) * Depth2 * ZR = 4.61 Wetted Perimeter (P) P=PL +PB+PR= 12.52 PLI----- Depth * (ZL2 + 1)0.5 = 6.26 PB = Channel Bottom Width = - - 0 PR = Depth * (ZR2 is 1)0,5 6.26 Hydraulic Radius (R) R=A/P= 0,74 Flow (Q) Q = 1.486 / n * A * R2/3 * S1/2 = 52 Velocity (V) V = Q / A = I 5.64 Channel Shear Stress (Te) Id = 62.4 * Depth * Slope = 4.74 Channel Safety Factor = (Tp / Td) 2,96 Effective Stress on Blanket(Tdb) Te=Td*(1-CF)*(ns/n)2= 0.4 CF = 0.6 1 s = _ 0.02 Soil Safety Factor Allowable Soil Shear (Ta) = 3.25 North American Green 5401 St, Wendel-Cynthiana Rd. Poseyville, Indiana 47633 Tel. 800.772.2040 >Fax 812.867.0247 www.nagreen.eom ECMDS v6.0 Soil Safety Factor = Ta / Te = 8.17 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) Material Type Matting Type P550 Manning's N value for selected Product 0.027 Cross -Sectional Area (A) A� AL+AB+AR= 6.05 AL = (1/2) * Depth2 * ZL = 3.02 AB == Bottom Width * Depth = 0 AR r (1/2) * Depth2 * ZR = I 3.02 Wetted Perimeter (P) P=PL+PB+PR= 10.14 PL = Depth * (ZL2 + 1)0.5 = 5.07 PB = Channel Bottom Width = 0 PR = Depth * (ZR2 + 1)0.5 5.07 Hydraulic Radius (R) R=A/P= - I 0.6 Flow (Q) Q = 1.486 / n lc A * R2/3 * S1/2 = I 52 Velocity (V) V_Q/A= I 8.6 Channel Shear Stress (Te) Td = 62.4 * Depth * Slope = 3.84 Channel Safety Factor = (Tp / Td) 1.04 Effective Stress on Blanket(Tdb) Te = Td * (1 -CF) * (ns/n)2 = 3.84 CF= 0 ns = 0,03 Soil Safety Factor Allowable Soil Shear (Ta) = 0 Soil Safety Factor = Ta / Te = 0 Bend Shear Stress (Tdb) Tdb = I Bend Safety Factor Tdb= I Effective Stress on Blanket in Bend T(eb) Teb = Tdb * (1 -CF) * (ns if 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 P550 I� Manning's N value for selected Product 0 Cross -Sectional Area (A) A=AL+AB-t-AR= 9.21 AL = (1/2) * Depth2 . ZL = 4.61 AB Y Bottom Width * Depth = AR = (1/2) '' Depth2 * ZR = 4.61 Wetted Perimeter (P) PTPL -t P8 i-PR= 12.52 PL = Depth * (ZL2 ± 1)0.5 = - - 6.26 PB = Channel Bottom Width = 0 1 PR = Depth * (ZR2 + 1)0.5 6.26 1 Hydraulic Radius (R) R = A / P = l_ 0.74 Flow (Q) Q = 1,486 / n * A *112/3 * S1/2 = [ 52 Velocity (V) v=Q/A= 1 5.64 Channel Shear Stress (Te) Td = 62.4 * Depth * Slope = 434 I Channel Safety Factor = (Tp J Td) 2.96 Effective Stress on Blanket(Tdb) Te = Id * (1 -CF) * (ns/n)2 = 0.4 CF L 0.6 4 ns = 0.02 Soil Safety Factor i Allowable Soil Shear (Ta) = 3.25 Soil Safety Factor = Ta / Te = 8,17 Bend Shear Stress (Tdb) Tdb_ Bend Safety Factor Tdb = Effective Stress on Blanket in Bend T(eb) Teb= Tdb *(1-CF)*(ns /n)2= L 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) 20 Normal Flow Analysis - Trapezoidal_Channel Project: Channel ID: EWS #6 Sec C -C read to pass 6.12 CAS esi n Information Channel Invert Slope 'Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth n So= n= B= Z1 w Z2 = F= Y_ 0.0050 ft/ft 0.040 0.00 ft 4.00 ftlft 4.00 ftlft 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 Flaw Area Specific Force % Fr A T= R _ D= Es = Yo= Fs = 6.50 cis 0.41 1.63 fps 4.00► sq ft 8.00 ft 8.25 ft 0.49 ft 0.50 ft 1.04 ft 0.33 ft 0.10 kip SECc-C. xisx, Basics 3/17/2018, 8:08 AM zi DETENTION( VOLUME BY THE MODIFIED FAA METHOD Project EWS #6 Basin 107 (For catchments less than 160 acres only. For larger catc.harnents, use hydrograph routing method) IivOTE: for catchments larger than 90 acres, CUFIP hydrograpn and routing are rertorrinwricmth Determination of M,iNOR Detention Volume Using Modified FAA Method Determination of MAJOR Detention Volume Using Modified FAA Method Design nfonna on input : esign information (Input): Catchment Drainage imperviousness I. = 20 CC percent Catchment Drainage Imperviousness in= 2000 percent r atcha,ent Damage Area A = , (0,940 - acres . , acres Catchment aratnage Area A = _ , 10:940 Predevelnpment NRCS Sail Group Type = _ , A A, B, C, or D p Predevelopment NRCS Sod Group Tyrpe = A A, Be C, or 0 Return Period for Detention Control T = 10 years (2, 5, 10, 25, 50, or 100) Return Period for Detention Control T = 100 years (2, 5, 11). 25, 50, or 100) _ rime ttf Concontratl*n of Watershed rc = 25 minutes Time of Concentration of Watershed Tc = 25 minutes Allt.wabie i. trill Release Bate q _ 0 18 { ctstacre Allowable Unit Release Rate = 0 1E efs/atre Precipitation _ q One. hour P, = 1 47 inches One -hour Precipitation Pr =[ 2.69 lrnches Design Rainfall IDF Formula I = Cr Pr!(C3+TO)"C3 Design Rainfall IDE Formula i = C,' P4(C1440,1°C3 Coefficient One Ct = 28.50 Coefficient One Ci = 2B 50 Coefticl�:.nt Two Ca a 10 Coefficient Two C0= ♦..,, 10 Coefficient Three C3 = 0.789 Coefficient Three Cl = 0 769 . eternntrlation of Averane Outflow from the Basin (Calculate : Determination of Average uflaw from the Basin (Calcu )_:_ ate Runoff Coefficient C - _0.20 Inflow Peak Runoff Op -in = 5.55 cfs Runoff Coefficient C = n :13 Inflow Peak Runoff flap -in = 16 74 eft Allowable Peak Oulflnvr Rate Op -cut = 1,87 cfs Mod. FAA Minor Storage Volume = 6,532 cubic feet Mod. FAA Minor Storage Volume = 0 150 acre ft Allowable Peak Outflow Rate Op -cut = 1y5cfs Mod. FAA Major Storage Volume = - 37,196 cubic feet Mod. FAA Major Storage Volume = 0,854 -ft it'- .' `' s=• ;1'er ibt!` . - u% 1" —, ..::lief 'oft: 'r ,...it :fE , C `'J S for L a acre Rainfall Duration minutes . I, Rainfall Intensity inches! (output) hr acte-leer Inflow Volume (output) Adjustment factor "rn' toutpuj Average Outflow efs (output) Outflow Volume acre-feet (output) Storage Volume acre-feet (output) Rainfall Duration minutes (i_hput) Rainfall Intensity inches I hr (output) Inflow Volume acre-feet (output) Acijustrnrmt i=actor 'm" Average Outflow cfs (output) Outflow Storage Volume Volume acte-fleet acre -leer (output) t__ Soutput) _ut 0 0 00 0.000 0.00 0.00 } 0,000 0.000 0 0 00 0 000 6000 000 000 0 0610 0 30 2 26 0.206 ,0..92. ..- 60 1 47 10.265 Q, 71 1 81 1.39 0,075 0132 0 115 0 150 30 4.17 0 623 0.92 1 60 O.Obra 0 5`6 60 266 0801 0.71 1 24 0 10?. )1.698 90 4,1 .11 0,300 120 090 0.326 r.0,134• ..... ..._, 0.60 . 1.26 119 0.156 0197 0 144 0.129 90 203 0.91) 7 0.64 112 0149 0766 120-10 B 1O6 {1 75 U3 004 150 O.7fi 4.58 1.15 D.237 0 108 150140 1 2,1sC} 0 58 1 02 D 11 0.8 057 210 O5OD_376 0.6 112 0278 1100 0319 OO84 0057 1801.22 . ..0 . 0.247 O846 21U 1.136 0.56 098 0.283 01 52 a 69 0 59 ...-(1 270 2 0 98 117 3 0.55 097 0.319 �r854 , .a5 274_ _ - _ ....•......................................- 0713 0440 1.08 0460 0000 0 0,90 1.201 0,55 17.96 0.356 0851300 0455 0410 0 54-0.031 360 12380,'54 0846 131 C+ 42 0419 054 106 0481 -00622 330 077 1266 054 094 0428 0838 3611 031 0428 053 105 0522 -OO9A 360 072 1292 053 0. 61 94 0464 878 ..... 105 0563 , -0127 :390 . 068 1 316 0.5 0 93 0.500 0 Bit; 420 r5 35 0.443 0 53 1.64 450 013 0 450 0.53 1.6A 480 0 32 0 451 0 53 - 1.04 0.604 0 644 0685 -0:160 -0.194 -0 228 •120 .0.64 450 0.61 480 0.50-... 1 339 0.53 0 93 0.530 0 802 1.360 053 0 92 0 573 tt 747 1 380 0 53 0:92 0 60"9 U 771 510 0 30 0-463 0 52 1.03 0.726 -0 262 510 0 5a 1 399 0.52 0 92 0 545 0 754 540 0213 0459 452 1 03 0.766 -0297 - 540 n53 1417 0.52 092 0681 0'►36 510 0.28 0.475 0,52 1-03 _ 600 0 22 0 481 0,52 1.03 6311 Ctt6 r'� ' 1$6 T 0} 52 1 02 0.807 -0.332 0.848 -0.367 Q T 0.888 - 402 570 600 630 u 01 1.435 0.52 0.91 4 /17 0 717 0.49 1 451 0.52. 0 91 4 'i 53 0 69fi 0,47 1.467 0.52 0 91 0190 0 677 0 491 0 52 1.02 690 024 0.496 0.52 102 720 0 23 0 501 0 `2 1.02 -- .. 0 929 -0.438 0.970 -0.474 1 010 -0.510 660 0.45 1 482 0.52 0.91 0 826 t).65' 690 043 1.497 0 62 091 0,862 0535 724 0.42 1,511 0.52 091 0 898 0 613 �_ f 1 75u 0 22 0.505 0 �2 1,62 ...._.... _ .:. ... 1.051 -0 54 6 _. _ _ 75Ct 0 41 1 525 0 62 0,90 0 934 0 591 750 0.22 0:509 1 0 52 1.02 1.092 -0 582 T 7$0 0.40 1.538 0.52 0 90 0 976 tl `:= 810 .. 0.21 0514 052 1.0; 1.132 -0.619 �. 0.90 140 0.20 t0 516 0.51 i 1.01 1 173-- 0 655 .- - , ..: _ 1. ,:. 840 0 3 f 56 51 043 1 4 0 U 1 a 870... 0.20 0.522 900 0.19 0 52e 0.51 0 51 101..._ .. 1 01 1 214 4 -0.692 1 254 -0.729 870 0.35 1 576 0 51 " 0 90.. tO79 0 497 900 0.35 1 5$8 0 51 090 1i1 a 0 /1.2 930 a 19 0 530 0.51 1.01 1,285 -0.766 930 0.35 1,599 0.51 0,90 1 1.51 0 448. 960 616 + 0 533 0.51 - i 01 1 336' 9 -0,803 960 0 34 1 610 0 51 0.90 'I 18; 0t 42.3 990 0 18 0,537 _ 0.51.,.1 .. ^ 1 01 _ _ .. - 1 377 0-840 990 _ 0 33 1621 0 51 0.90. 1.223 l`i 1318 1020 0.18 0,54-6. 0.51 1 p1 417 _ •0.87., .. , 1020 .1.. 0.32 1 632 0 51 0.90 1260 1] 1-17 1050 0 17 0.544 0.51 1 01 1 458 -0.914 1050 0 31 1.642 0 51 0 90 1 295 0 146 1080 0,17 0 547 0.51 1.01 1.A99 -0.951 1080 _ 0.31 51 1652 0. 0.90 1,332 000 1110 0.15 0 551 0 51 1 01 - 1 539 -0 989 0 30 1 662 0.51 0,89 1 368 0 294 1140 17,'16 0 554 0.51 1 01 1170 0,16 0 557 0 51 i _ 1 01 1,580. -1: 026 1 621 _ -1 064 1140 0,29 1 672 1170 0.29 1.681 .... 0 51 0,89 1.404 0,287 0 51 0 89 1 441 (1241 1 1200 0 15 0.560 t Oi1 r 1.01 1 661 -1 101 1200 1 691 0 551 0 Be 1 477 0.214 .0.28. 12;30 0 15 0.663 051 I 1100 1 702 -1 139 ......1110 1230 0.28 1 700 0 51 0.69 1 513 0 187 . . . .............. _ 1260 0.15 d 56ii 4,51 100 1 743 _ _ -1 177 1260 0 27 , 1 709 0.51 0.84 1 549 10.660 12911 0 16 0.569 0.51 1 GO 1 783 -1,215 1290 0.2.7 1 717 0 51 0.89 1.585 0.132 1320 0 1A O 572 0.51 1.00 1 024 -1.252 — _0_14 - -• --.VDU• .., 1.. , ., :. .._.. 1320 0 26 1.726 0.51 0 892 1.621 aloe, i 356 0 1 i (? 574 0 51 1 610 1 866 -1 290 "-> - 1350 0 26 1 734 0.51 ale 11658 6 477 1391' 0 1A 0 577 0.51 1 00 1 9,05. -1.1213 1410 0 14 0 580 0 51 1.00 1 946 -1.366 1440 0 13 0.583 0.51 1.00 1.987 -1 404 „ 1380 0.25 _ 1410 0.25 1440 ' 025 I 1 743 0 51 0 89 1 1}q4 01049 1 751 0 51_ 089 1 7311 0 021 1 759 051.i. 0 89 1 766 -0 007 -1. )470 0 13 0.585 0 51 1 00 _ 2.028 -1 442 1500 0 10 0sea 061 1.00 2:466 1.481 1533 0 13 0 590 0.0 51 1401 - 2.109 -1 519 1560 0 13 0.566 .0 ,5.1. 1.00 2.150 —1,557 :,_.. 1470 0� 2a __ 1500 0 24 1530 s 2 0 23 155[1 0.23 1 767 0_ ..:. 51 fl89 p.1(1O 2 .0035 1.774 _ 0.51 0 09 1-838 -0 064 1 782 0 51 i.O 89 1.875 -0 09 1 790 '. . 0 51 0.89 1 911 -0 l2l 1590 012 0595 051 1 DO2.19O _=1 595 . 0 4 _ 0.23 1 797 0.51 0 (313 1 9 7 6110 1520 G 12 6 598 0.5' 1 00 2.231 1 633 1620 0 22 1.804 0 51 0 89 1 .983 -3 1'79 1650 0 12 0 600 0 51 100 I 2.272 -11.672 1680 817 0 12 ,. . 0.602 0 51 140 ' 1650 0.22 1.811 0.51 0 89 2 019 -0 208 1680 0 22 1.818 0 51 0.89., 2 055 -0.237 ..2.312 , , ....-1.710. , . 1710 0 12 0.605 0 51 1 00 2,353 -1,748 1i _ i. , 1710 0 21 1,@25 0 51 2 092 -0 266 1740 012 0607 051 ' 100 2394 _1787 _0.89 1740 1832 0.51 0.89 2_128 28 -0 ?5 '1770 0 11 0669_ 0.51 '1 00 2-434 _ --1.826 - _021 1770 0 21 1 1339 - 0 51 0 89 2:164 -0 625 1800 1) 11 0.611 0.51 1 r]9 2 475 _ -1.654 -' , -1800 0 21 1 846 ' _ 0 51 - 0.89 2:200 -0..354 Mod. FAA Minor Storage Volume (cubic Ns 6,532 Mod. FAA Major Storage Volume (cubic TI) = Mod. FAA Minor Storage Volume (acre -ft) = 0.1500 Mod. FAA Major Storage Volume (acre -11.) _ UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35, Released January 2015 37,.195 0.8539 ows6deterrlion xlse Modilted FM 301502018, 6 17 P.M 3 STAGE -STORAGE SIZING FOR DETENTION BASINS Project: EWS #6 Basin ID: Dim wi S►°pr Z SideSlopet ear- 4-------� Ceslin Information (Input): Width of Basin Bottom, W = Length of Basin Bottom, L Dam Side -slope (H:V), Z4 Stage -Storage Relationship: 0 a N 1 Side Slope ft ft ft/f# L -> Sidt Slope Z Righ Isoscele≤ F C ircl L Check Basin Shape 1 Triangle t Triangle Zectangle e / Ellipse Irregular Side Mertz S k Sloe 2 OR.. O R . OR.. OR... (Use Over le values in cells G32:G52) MINOR_ MAJOR Storage Requirement from Sheet 'Modified FAA': ; 0.15 0,85 acre -ft. 0000.....-..__........� ..xY..�. Storage Requirement from Sheet 'Hydrograph': t acreaft. Storage Requirement from Sheet 'Full -Spectrum'. acre -ft. for WQCV, & Major Labels Minor, Storage Stages (inp i', Water Surface Elevation (inut) ft Side Slope (H:V) ft/ft Below (input) El. Basin Width Stage ft toit at ut Basin Length at Stage (out ut) Surface Area at Stage ft2 (ouutLut) Surface Area at Stage ft2 User °verhde Target for'WQCV, & Major Volumes (t:�r goal Volumes Minor, Storage seek' Volume Below Stage ft3 out ut Surface Area at Stage acres 'output; Volume Below Stage acre -ft (out- Lit) 12 15 0, 0.00O 0,000 13.00 0-00 0.00 1 1.705 4,975 . 0_000.. _ ..+..w 00.00_... .. 0.000.., .-0000 0.269 r 0,114 • _.. _0000. .. .-0000. . ,.. 0.00,0 r wgcv 13.27 41 .. 0.00 ._I r............. 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I...T•a9 .• w.•..a•4- x . _ _ ♦ . .... . r•-••••••+••••••••••-•1 #N/A t #NIA ews6detention.xls, Basin 3/16/2018, 6:20 PM9 STAGE -DISCHARGE SIZING OF THE VV Project: EWS #6 Basin ID: WQCV Design Volume (Input): Catchment Imperviousness, la = Catchment Area, A = Depth at WQCV outlet above lowest perforation, H = Vertical distance between rows, h = Number of rows, NL = Orifice discharge coefficient, Co = Slope of Basin Trickle Channel, S = Time to Drain the Pond = Watershed Design Information (Input): 20.0 , : 10.94 1 8.00 1.00 0.65 0.005 40 Percent Soil Type A = 100 Percent Soil Type B = 0 Percent Soil Type C/D = 0 Outlet Design Information (Output): percent acres Diameter of holes, D = feet Number of holes per row, N = inches ft/ft hours 4 0 Height of slot, H = Width of slot, Val Water Quality Capture Volume, WQCV = 0 89 OR Water Quality Capture Volume (WQCV) = Design Volume (WQCV / 12 * Area * 1.2) Vol Outlet area per row, Ac = Total opening area at each row based on user -input above, A0 = Total opening area at each row based on user -input above, A0 = inches inches inches watershed is 0.079 acre-feet 0.094 acre-feet 0.63 square inch 0.63 square inch 0.004 square feet 4-24 _Y. y ..... Central Etc Row1 Row2 98.32 48 27 0.0000 48.37 0.0000 48 47 0 0000 48 57 0.0000 48.67 0.0000 ews6detention.xls, WQCV Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 _AY!M1eaaN(I y.J,..dd,M 'trj�T..r�r.�`+- --+VMd.E-'.H •�_„ _ ___ __ � � . - _ - .. » i .•-�--is- non-* war .n..J.w_-`- Ll 1 144, . ..R4 . r~ .. MV..-.w.rtr w. <....'.r. - N ••• v «fir .rte ... q.• 1ANbM. en, a -•WY\I •— �IIM 1W..— —r— ` .rr— l• hi d e ..M, .W.!%.MP .F. --4 -W44114 ow Row 'l0 Row 11 Collection CE 3/18/2018, 11:42 AM PROD NO.: DATE: S • bek-er e 9 570 lay WERNSMAN Immo ENGINEERING, INC. 1D11 42nd STREET • EVANS, CO 60620 Phone (970) 353-44463 Fax (970) 353-9257 Tee:: Zhr -r- cis- 4 o- ctcq) Ain) rekec'-sc- p L Oi� PAGE: c.C/A 1,7y1 crs tio,,e1), 1 I AcA-0 ( e_ 1 CCk-3 L ;--a \--tc Cre) d inet 5 9`--- 810 r5i9inpr\ 178 c‘ a uP Fiffk r e letts e inc-e e/1 ia/1 0 jSeek orIcsL&I -- zip RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES Project: EWS #6 Basin ID: T • 1 J X i O C Sizing the Restrictor Plate for Circular Vertical Orifices or Pipes (Input) Water Surface Elevation at Design Depth Pipe/Vertical Orifice Entrance Invert Elevation Required Peak Flow through Orifice at Design Depth PipeNertical Orifice Diameter (inches) Orifice Coefficient Full -flow Capacity (Calculated) Full -flow area Half Central Angle in Radians Full -flow capacity Calculation of Orifice Flow Condition Half Central Angle (0<Theta<3.1416) Flow area Top width of Orifice (inches) Height from Invert of Orifice to Bottom of Plate (feet) Elevation of Bottom of Plate Resultant Peak Flow Through Orifice at Design Depth Width of Equivalent Rectangular Vertical Orifice Elev: WS = Elev: Invert = O= Dia = Co_ Af #1 Vertical Orifice #2 Vertical Orifice i 5,0►16L0 5,012.15 1.80 12.0ga - ay 0.65 r 1 0.79 Theta = 3.'14 Of ?.5 Percent of Design Flow = 417% Melia• -4 Theta =, v:m A0= e0.18. To 10.77 a0.28 _-e—=•... Elev Plate Bottom Edge = 5,012.43 1- 1 Q -= 1.8 I Equivalent Width = . 0.64 •••••••1 •••• .— ..,411, VA"4:Mil.,d..,, ...,n...., +ate.. • SO S ♦.....w.ti i ews6detention.xls, Restrictor Plate 3/18/2018, 11:42 AM Pumps I Sump, Effluent and Sewage Pumps I Submersible Sewage Pumps l 2 HP Automatic Submersible Sewage Pump, 230 Voltage, 335 GPM of Water @ 15 Ft. of Head DAYTON 2 HP Automatic Submersible Sewage Pump, 230 Voltage, 335 GPM of Water @ 15 Ft. of Head Item # 4LE23 Mfr. Model # 41123 Catalog Page # 2515 UNSPSC # 40151517 tit 14 4111 How can we improve our Product Images? Compare PRODUCT DETAILS View More � Web Price 0 $1,278.00 / each This item requires special shipping, additional charges may apply. � Jump to: One Time Delivery Auto Reorder Arm TO CART + Add to List Replacement Parts * i Be the first to write a review Shipping Weight 132.0 Its. csici Email Q Print Pickup Shipping Available for pickup Fri. Mar 23 estimated after 4:50 PM. FORT COLLINS Branch #218 Branch lrrlt I Change Country of Origin China I Country of Origin is subject to change. Note: Product availability is real-time updated and adjusted continuously. The product will be reserved for you when you complete your order. More TECHNICAL SPECS Item Pump HP Voltage - Pumps Submersible Sewage Pump 2 240WAC Input Phase AC 1 Discharge NPT Max, Head - Pumps Pump Body Material Base Material Impeller Material - Pumps Shaft Seal Material - Pumps Cord Length - Pumps Switch Type - Pumps 3.. 46 ft. Cast Iron 303 Stainless Steel Cast Iron Carbon Ceramic 25 ft. Tether Max, Diameter 24/2" Solids Pump Type Amps - Pumps Height Automatic 19.00 21-1/4"1 Diameter 16-23/32" GPM of Water 405 5 Ft. of Head GPM of Water 375 10 Ft. of Head G P M of Water 335 15 Ft. of Head GPM of Water 290 @20 Ft. of Head GPM of Water 250 @25 Ft. of Head GPM of Water 200 30 Ft. of Head GPM of Water 85.0 40 Ft. of Head Thermal Protection Motor Type Bearing Type Agency Compliance Max. Liquid Temp. Motor RPM Item - Sewage Pumps Auto PSC Ball CSA 104 Degrees F 1750 Submersible Sewage Pump Size Overflow Wier FOR SITE H = (Q/Cd*W)^.667 H = (QICc*W)^.667 = (69/3.1 *24)x,.667 Cd= 47.61 cfs 3.1 20 ft Height= 0.839 ft 7 2r N 104° 53' 13" W S 50 N A 509710 EGT/O Hydrologic Soil Group Weld County, Colorado, Southern Part Map Scale: 1:2700 if printed on A landscape (11" x 8S) sheet 0 509890 Meters 40 80 160 240 Feet 0 100 200 400 600 Map projection: Web Mercator Corner coordinates: WGS84 Edge ties: UTTM Zone 13N WGS84 USDA Natural Resources a Conservation Service Web Soil Survey National Cooperative Soil Survey 510070 510130 510190 144° 52' 48" W 104° 52' 48' W 2/11/2018 Page 1 of 4 40° T 33"N 40° T 21" N Hydrologic Soil Group —Weld County, Colorado, Southern Part MAP LEGEND Area of Interest (AOl) Area of Interest (A0I) Soils Soil Rating Polygons A I ND e B/D C/D D Not rated or not available Soil Rating Lines s a A dr. s C C/D D • . Not rated or not available Sod Rating Points O ■ ■ A A/D e BID 0 ca U C CID D O Not rated or not available Water Features Streams and Canals Transportation 4-1-4 Rails ass Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography MAP INFORMATION The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping andaccuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL.: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection. should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Weld County, Colorado, Southern Part Survey Area Data: Version 16, Oct 10, 2017 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger, Date(s) aerial images were photographed: Sep 20, 2015 —Oct 15, 2016 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. USDA Natural Resources aim Conservation Service Web Soil Survey National Cooperative Soil Survey 2/11/2018 Page 2 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Part Hydrologic Soil Group Map unit symbol Map unit name 69 Valent sand, 0 to 3 A percent slopes 70 72 73 Valent sand, 3 to 9 A percent slopes Vona loamy sand, 0 to 3 A percent slopes Vona loamy sand, 3 to 5 percent slopes Totals for Area of Interest Description A Rating 1 Acres In A01 0.1 1.6 Percent of AOl 0.2% 6.1% 25.0 93.7% 0.0 0.0% 26. ■ 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 (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 (A/D, BID, or C/D), 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 Ira Conservation Service National Cooperative Soil Survey 2/11/2018 Page 3 of 4 Hydrologic Soil Group• —Weld County, Colorado, Southern Part Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff. None Specified Tie -break Rule: Higher USDA Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 2/11/2018 Page 4 of 4 R 0 Ira* te-4 SITE WCR 18 CC r N U U Vicinity Map SCALE 1"= 2000' REFERENCES 1. URBAN STORM DRAINAGE CRITERIA MANUAL VOLUMES 1,2,3 REVISED MARCH 2017 2. NOAA ATLAS 14 VOLUME 8 VERSION 2 3. PEAK RUNOFF PREDICTION BY THE RATIONAL METHOD VERSION 2 DATED MAY 2017 4. CULVERT DESIGN-UD CULVERT SPREADSHEET v2.0Oc DATED FEB 2010 FROM URBAN DRAINAGE CRITERIA MANUAL VOLUME 1 S. CHANNEL DESIGN-UD-CHANNELS SPREADSHEET v1.04 DATED OCT 2006 6. UD-DETENTION VERSION 235 DATED JANUARY 2015 DRAINAGE REPORT REVIEW CHECKLIST Project Name: US RI 8-0029 EWS #6 The purpose of this checklist is to provide the applicant's Engineer a basic list of items that County Staff will review in regards to a drainage report. The drainage design shall meet the requirements of the Weld County Code and commonly accepted engineering practices and methodologies. A detention pond design (or other stormwater mitigation design) is appropriate for projects which have a potential to adversely affect downstream neighbors and public rights -of -way from changes in stormwater runoff as a result of the development project. The design engineer's role is to ensure adjacent property owners are not adversely affected by stormwater runoff created by development of the applicant's property. REPORT (] = complete, ❑ = required) ❑Stamped by PE, scanned electronic PDF acceptable Certification of Compliance Variance request, if applicable Description/Scope of Work Number of acres for the site Methodologies used for drainage report & analysis Design Parameters Design storm ❑Release rate 5 yr release rate is used, 10 year is required URBANIZING or NON -URBANIZING Overall post construction site imperviousness Soils types LI xl xl Ix ■ xl xl Discuss how the offsite drainage is being routed Conclusion statement must also include the following: xl Indicate that the historical flow patterns and run-off amounts will be maintained in such a manner that it will reasonably preserve the natural character of the area and prevent property damage of the type generally attributed to run-off rate and velocity increases, diversions, concentration and/or unplanned ponding of storm run-off for the 100 -year storm. ❑ How the project impacts are mitigated. Construction Drawings ❑ Drawings stamped by PE, (scanned electronic PDF preferred) Drainage facilities El Outlet details ❑ Spillway Maintenance Plan ❑Frequency of onsite inspections U Repairs, if needed El Cleaning of sediment and debris from drainage facilities ❑Vegetation maintenance ❑ Include manufacturer maintenance specifications, if applicable Comments (see next page as well): Pond imperviousness must be 100% Please clarify — pg 3 states that discharge rate did not use soil types. A riprap pad is required at the spillway. Page six refers to the pond as a retention pond. Please clarify — how does the time of concentration go up in the developed site? How long does it take for the pond to drain? Pg. 4, the volume appears to potentially be missing a decimal The depth of flow over the spillway is too great 4/11/2018 Weld County Department of Public Works! Development Review 1111 H Street, Greeley, CO 80631 I P h : 970-400-3750 I Fax: 970-304-6497 www.weldgov.comidepartmentsipublic works/development_ review/ DRAINAGE REPORT REVIEW CHECKLIST Please include a basin map — or direct me to where it might be. The outlet sheet O is too great — is this slowed down by the pumps? Spillway calculations are needed How is the pump activated? What is the reason for the pumps? 4/11/2018 Ira Weld County Department of Public Worksl Development Review 1111 H Street, Greeley, CO 80631 P h : 970-400-3750 Fax: 970-304-6497 www.weldgov.comldepa.rtments/public_works/development_ review/ ALDRIDGE TRANSPORTATION CONSULTANTS, LLC Advanced Transportation Planning and Traffic Engineering John MM. Aldridge, PE, PTOE, AICP Colorado Licensed Professional Engineer April 2, 2018 Mr. Eric Wernsman Wernsman Engineering and Land Development, LLC 1011 42nd St. Evans, CO 80620 RE: Traffic Impact Analysis — Revised Expedition Water Solutions 46 Site — Weld County, CO Dear Mr. Wernsman: 1082 Chimney Rock Road Highlands Ranch, CO 80126 303-703-9112 Mobile: 303-594-4132 Email: john(c;atceng.com This technical letter provides an analysis of the potential impact occasioned by an approximately 30 -acre saltwater disposal site on the east side of WCR-19 about equidistance between WCR-20 and TCR-18 . The site lies approximately 3 miles east of Firestone. The aerial photo shows the location and on the site. The site will be accessible from one location on WCR-19 toward the south end of the site. There are no crossroads within '/2 mile of the site access. 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-19 is a two-lane paved collector roadway that carries 1,284 vehicles per day according to the Weld County 2035 Transportation Plan. The plan reports that it is 24 feet wide and in good condition. The plan indicates that the capacity of the roadway is 4,600 ADT. Impacts Trip Generation The following table show the type of vehicle and number of average daily round trips. of Vehicle Type Average Number of Round Trips/Day a) Passenger cars/pickups 10 Trucks 80 b) Tandem c) Semi-Truck/Trailer/RV ALDRIDGE TRANSPORTATION CONSULTANTS, LLC Page 3 of 5 Expected Vehicle Routes and Trip Distribution According the operator of the facility, the trucks will split about 50/50 to/from the north and south of the site on 19. 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. 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. 4-5 vehicles will enter and exit to/from the north and 4-5 vehicles will enter and exit to/from the south. Note that passenger car equivalents (pee) 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 (1,284 DT) and a standard 55/45 directional split, the maximum opposing volume is approximately 70 vehicles per hour. The sight distance is adequate for both the stopping sight distance and for vehicles entering the roadway, particularly looking to the south. The crest of the hill is approximately 1,200 feet. For a multi -unit vehicle entering a 55 -mph two-lane roadway, the required distance is 935 feet. 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 ALDRIDGE TRANSPORTATION CONSULTANTS, LLC Page 4 of 5 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 fl 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. 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 ubmitted: Aldridg nsportation Consultants, LLC John M.W. Principal Jl 4WA./melattachmcnt ridge, P.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 and highway projects in Kansas and Colorado. ALDRIDGE TRANSPORTATION CONSULTANTS, LLC TRANSPORTATION IMPACT STUDY TECHNIC ALCOMPLETENESSCHECKLIST Pcn ect Name- ExpedlUon Water Site Yes Ni;;, • yes D No • Yes a No • Yes a No IP Yes Yes aYes o No o No ▪ No Yes o No 4,1'es o Yes 4, Yes Yes 0 Yes u ID \cis al' a Yes 'Yes oYs a Yes Q Yes a des D Yes O see, • Tess oYes o No Na No O No o No No No No a No • No • No allo No No No Nn NRo • No a No • No Yes S No Completed by: Case #- TRAFFIC REQUIREMENT "Frank generated greater than 200 vehicles per day Study Required Comment Limited Jr scope due to (acuity location in rural area on laws volume roads and paucity of trip generation BACKGROUND INFORMATION Colorado FE Stamp and Signature INTRODUCTION AND SUMMARY [talc: 4-2-18 Page5of5 EXISTING CONDITIONS Roadway Net lurk= summary of roadway classifications and description of study luea Analysis Period Correct (AM, 'lid. -day. PM. and/or Saturday) Existing Traffic Operations (existing level of service, volumes* speeds. crash data. etc) IMPA ` S [rip Generation- daily, peak hour trips generated by site development, E t Trip Generation Manual Trip Distribution Level of Servitte Analysis- protected LOS wirsite build out, existing traffic, and background traffic growth (Idcnti y existing and projected LOS deficiencies) Signal Warrant Analysis Turn Lane W a rrant Analysis 3 Analysis of sight distance at frontage road access point(s) Identify safe route to school or school bus stela (Contact w/school district) Analysis of safe pedestrian/bicycle access to nearest transit stop (with in 1/2 mile of project site) Identity accessibility to public transit TIGATION Identity need for right/ left turn lanes, storage capacity and length Identify possible corrections of any LOS deficiencies Identify any, access deficiencies (including pedestrian/bicycle convections) FIGURES Vicinity Map Site Plan Existing peak hour turn movement uotwiies (cou.nts conducted within previous 12 months) Trip Distribution (%) including Added Project Peak I lour Traffic Volumes (see sample) Corn prehensrvt! pirn Fu lure Year turn movement volumes Programmed transportation improvements and transportation mitigation outlined in study TABLES Intersection i3erl-crrnance Existing Conditions Project Trip Generation Intersection Level of Service OTHER Teclu ica.I appendix- sufficient material to convey coinpion.? understanding of traffic issues John Aldridge, R.R. Date: 4-2-18 _ Diana Aungst From: Sent: To: Cc: Subject: Attachments: Eric Wernsman <ejwerns25@gmail.com> Monday, June 18, 2018 1:04 PM vanwormerdiane@gmail.com Diana Aungst Expedition Water Solutions Injection Well Facility. Sc22418061812570.pdf Hi Mr. and Mrs. Van Wormer. I am assisting Expedition Water Solutions with their USR application with Weld County. We were provided a copy of your letter addressing concerns that you have with the project. Please see our attached response to your letter and feel free to contact me with further questions. Thank you for your time Eric Wernsman Wernsman Engineering and Land Development LLC Cell 970-539-2656 1 WERNSMAN ENGINEERING AND LAND DEVELOPMENT lic June 16, 2018 Bill and Diane Van Wormer 9289 CR 18 Fort Lupton CO 80621 RE: USR 18-0029 Dear Mr. and Mrs. Van Wormer. Eric Wernsman 16493 Essex Rd S Platteville CO 80651 Thank you for the letter regarding the proposed Injection Well Facility. We would like to take this opportunity to inform you about the Injection Well Facilities that Expedition Water Solutions constructs. We have supplied Weld County with a Traffic Study by a Registered Professional Traffic Engineer and he has determined that additional traffic lanes are not warranted at this time. The trips that the water trucks make to the site are generally not during high traffic times experienced on most roads. The trips are spread out over the course an entire day. The facility would not expect over 8 trucks an hour, but if they did, would have room to stage the trucks on the site and traffic would not be impacted. Regarding Ground Water Safety, Expedition Water solutions is required by Weld q County and The State of Colorado to provide Ground Water Monitoring. Expedition is required to provide reports of the monitoring when asked for them by any jurisdiction. The facility is constructed with concrete structures that all have secondary liners beneath anything storing a liquid. The lighting on the site will be downcast and shielded per Weld County Code. We will be happy to provide you a copy of the site plan showing the lighting locations if you would like one. Expedition Water Solutions will be required to maintain noise levels lower than the allowed levels for commercial areas. All of the large pumps required for the facility will be housed in an insulated metal building to keep offsite noise to a minimum. Please contact me if you have any questions regarding this matter. Sincerely Eric Wernsman WERNSMAN ENGINEERING AND LAND DEVELOPMENT lic June 16, 2018 Diana Aungst Weld County Planning Department 1555 N 17th Ave Greeley, CO 80631 RE: USR R 18-0029 Dear Diana, Eric Wernsrnan 16493 Essex Rd S Platteville CO 80651 I have spoken with Jim Goddard with Expedition Water Solutions and he has no issue with constructing the EWS #6 site to the Fire Code that the Fort Lupton Fire Department is requesting. Please contact me if you have any questions regarding this matter. Sincerely Eric Wernsman WERNSMAN ENGINEERING AND LAND DEVELOPMENT lic Eric Wernsman 16493 Essex Rd S Platteville CO 80651 June 16, 2018 Diana Aungst Weld County Planning Department 1555 N 17th Ave Greeley, CO 80631 RE: USR 18-0029 Dear Diana, I have spoken with Jim Goddard with Expedition Water solutions and he is willing to discuss the preaannexation agreement with Fort Lupton. If the agreement does not create a hardship for Expedition Water Solutions, Jim will attempt to enter into the agreement. Please contact me if you have any questions regarding this matter. Sincerely < 7'7 iWernsman TOWN OF KEENESBURG FOUNDED JULY, 1906 A MUNICIPAL CORPORATION SINCE JULY, 1919 May 1, 2018 Expedition Water Solutions 2015 Clubhouse Dr Suite 201 Greeley, CO 80634 To Whom It May Concern: The Town of Keenesburg has had the pleasure of working with Expedition Water Solutions on two occasions. One involved an annexation, zoning, and site plan for the location of two injection wells on CR 398 known as EWS # 4. All people involved in this project were professional, courteous and responsive to all application requirements, as well as comments made during public hearings. The second occasion involved a minor subdivision of the property they had purchased and annexed into the town. Again, everyone involved in the application and public hearing process were professional, courteous and responsive to all requirements. We have had no complaints regarding their operations. EWS is a valued part of our community, and we are happy to have them as neighbors. Please feel free to contact me with any questions. Sincerely, 1 Debra Chumley Town Manager 140 SOUTH MAIN P.O. BOX 312 KEENESBURG, COLORADO 80643 PHONE 303-732-4281 FAX 303-732-0599 Hello