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Home My WebLink About20221346.tiffUSE BY SPECIAL REVIEW (USR) APPLICATION FOR PLANNING DEPARTMENT USE: AMOUNT $ APPLICATION RECEIVED BY DATE RECEIVED: CASE # ASSIGNED: PLANNER ASSIGNED: PROPERTY INFORMATION Is the property currently in violation?ElNo /!Yes Violation Case Number: Parcel Number: 1 0 5 7 - 1 2 _3 _0 0 _0 0 9 Site Address: 17215 CR 46 La Salle, CO. 80645 Legal Description: Lot ARECXI7-0013 Section: 12 , Township 4 N, Range 66 W Zoning District: Ag Acreage: 6.94 Within subdivision or townsite? ENo /Yes Name: Water (well permit # or water district tap #): Tap# 3229 Sewer (On -site wastewater treatment system permit # or sewer account #): SP -17000352 & SP -17000353 Floodplain ONo l f Yes Geological I-lazard0 No /ElYes Airport Overlay) INo /EYes PROJECT USR Use being applied for:Agricultural fertilizer retail expansion Name of proposed business: Winter Seed & Ag Services, LLC PROPERTY OWNER(S) (Attach additional sheets if necessary.) Name: George L Sandberg Trust Company: Big Bend Boat and RV Storage, LLC; Winter Seed & Ag Services,LLC; Mosquito Joe Of Northern Colorado Phone #: 970-573-0840 Email: Street Address: 17215 CR 46 City/State/Zip Code: La Salle, CO. 80645 APPLICANT/AUTHORIZED AGENT (Authorization Form must be included if there is an Authorized Agent) Name: Jeff Winter Company: Winter Seed & Ag Services, LLC Phone #: 970-573-0840 Email: jeff.winter@plantpioneer.com Street Address: 17215 CR 46 City/State/Zip Code: La Salle CO 80645 (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.Date 0/ f.3q/dvJ.a Signatur' Date Signature Print rd� Prin 09/2°22. 9/10/21 9 USE BY SPECIAL REVIEW (USR) APPLICATION FOR PLANNING DEPARTMENT USE: AMOUNT $ APPLICATION RECEIVED BY DATE RECEIVED: CASE # ASSIGNED: PLANNER ASSIGNED: PROPERTY INFORMATION Is the property currently in violation?[]No /ElYes Violation Case Number: Parcel Number: 1 Site Address: 0 5 7 _1 2 _3 _0 0 _0 1 0 Legal Description: Lot B RECX17-0013 Section: 12 , Township 4 N, Range 66 W Zoning District: Ag Acreage: 42.4s Within subdivision or townsite? riNo f p IYeS Name: Water (well permit # or water district tap #): NIA Sewer (On -site wastewater treatment system permit # or sewer account #): N/A Floodpiain ONo /OYes Geological Hazard0 No /QYes Airport Overlay FIN° /FlYes PROJECT USR Use being applied for:Agricultural fertilizer retail expansion Name of proposed business: Winter Seed & Ag Services, LLC PROPERTY OWNER(S) (Attach additional sheets if necessary.) Name: Delbert & Rosie Wertz Company: Phone #: 970-284-7781 Email: Street Address: 17491 CR 46 City/State/Zip Code: La Salle, CO. 80645 APPLICANT/AUTHORIZED AGENT (Authorization Farm must be included if there is an Authorized Agent) Name: Jeff Winter Company: Winter Seed & Ag Services, LLC Phone #: 970-573-0840 Email: jeff.winter@plantpioneer.com Street Address: 17215 CR 46 City/State/Zip Code: La Salle CO 80645 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. Signature Date Signature PL -RE/? -r tc.)1 TZ AsF4-L/E" C��r5f T z, Print Print 604 I--�-zz- Date 9/10/21 J e W f' 1/11/242.z. 9 USE BY SPECIAL REVIEW (USR) PLANNING QUESTIONNAIRE Answer the following questions per Section 23-2-260. A, B, C & E of the Weld County Code. Please type on a separate sheet. If a question does not pertain to your proposal, please respond with an explanation —do not leave questions blank. 1.Explain the proposed use and business name. The use of the site will continue the same operations as of the original 1MUSR19-17-0003: outdoor/indoor RV, boat, trailer, vehicle storage; along with Mosquito Joe officing and warehousing; along with agricultural seed storage/sales, the requested additional change is additional property for agricultural fertilizer storage and sales. Current businesses operating on site will remain unchanged. Big Bend Boat & RV Storage, Mosquito Joe of Northern Colorado and Winter Seed & Ag Services, LLC. 2. Explain the need for the proposed use. Continued use under 1MUSR19-17-0003 and added need for local fertilizer retailer for local farmers. 3. Describe the current and previous use of the land. Vacant dry farm land. Previously irrigated farm land. 4. Describe the proximity of the proposed use to residences. One dwelling to south/east greater than 100 ft. 5. Describe the surrounding land uses of the site and how the proposed use is compatible with them. Facility is surrounded by agricultural ground. 6. Describe the hours and days of operation (i.e. Monday thru Friday $:00 a.m. to 5:00 p.m.). Facility is open 7 days per week with 24 hour operation. 7. Describe the number of employees including full-time, part-time and contractors. If shift work is proposed, detail number of employees, schedule and duration of shifts. Full time employees is 4. No shift work is planned. Part-time employees will be between 2-12 during planting season from March 1st -October 30tH $. Describe the maximum number of users, patrons, members, buyers or other visitors that the site will accommodate at any one time. Between 20-30 users per day. 9. List the types and maximum numbers of animals to be on the site at any one time (for dairies, livestock confinement operations, kennels, etc.). N/A 10. List the types and number of operating and processing equipment. Liquid pumps for loading and unloading fertilizer. 11. List the types, number and uses of the existing and proposed structures. Two existing structures for RV storage, office, and seed warehouse. Future buildings: Four RV storage buildings and one shop. 12. Describe the size of any stockpile, storage or waste areas. Fertilizer tank farm, see dimensions on map. 13. Describe the method and time schedule of removal or disposal of debris, junk and other wastes associated with the proposed use. Any waste Fluids from tank farm or machinery washing, will be recycled in a holding tank in tank containment area. The waste fertilizer fluids will be recycled into solution and then applied to local farm ground. 14. Include a timetable showing the periods of time required for the construction of the operation. Unknown, current construction materials and contract availability is difficult to pinpoint. Tank farm/dirt work will start as soon as possible in 2022 after USR approval. Building construction is hopeful between March 2022 -and December 2022. 15. Describe the proposed and existing lot surface type and the square footage of each type (i.e. asphalt, gravel, landscaping, dirt, grass, buildings). Current storage lot is road base gravel. The proposed expansion area is farm soil, lot area will be road base gravel. Tank farm will be self-contained. Landscaping will be native vegetation. 16. How many parking spaces are proposed? How many handicap -accessible parking spaces are proposed? There currently are 3 parking spots with one additional ADA spot. There will be an additional 3 stops and 1 ADA spot at proposed new shop. 17. Describe the existing and proposed fencing and screening for the site including all parking and outdoor storage areas. Current storage lot is enclosed with 6' chain link security fence. New additional property is not planned for fencing. 18. Describe the existing and proposed landscaping for the site. Lot is surrounded by dryland farm, lot is maintained gravel with native grasses along perimeter of property. No water available for irrigating other vegetation. 19. Describe reclamation procedures to be employed as stages of the operation are phased out or upon cessation of the Use by Special Review activity. Operation not planned to be phased out or cessation of use. 20. Describe the proposed fire protection measures. Current codes for fire walls in structures in place. 21. Explain how this proposal is consistent with the Weld County Comprehensive Plan per Chapter 22 of the Weld County Code. The current facility houses three businesses. Big Bend Boat & RV Storage is the operator of the storage lot. With continued growth along the front range, storage is a strong need for that sustained growth. The presence of the lot is in line with the counties long term objectives. Mosquito Joe (Mojo) of Northern Colorado also operates out of this facility. Mosquito Joe is a licensed entity with the department of Ag and provides needed control of disease carrying mosquitos. This business is essential to the health and safety of residents of all types in Northern Colorado. The third business operation is Winter Seed & Ag Services, this entity is solely servicing the local ag industry. The proposed lot expansion is for agricultural fertilizer for agricultural consumption. Winter Seed & Ag Services is a local company servicing the long-term needs of agriculture. 22. Explain how this proposal is consistent with the intent of the zone district in which it is located. (Intent statements can be found at the beginning of each zone district section in Article III of Chapter 23 of the Weld County Code.) Proposed expansion of lot meets the support of Agricultural industry. 23. Explain how this proposal will be compatible with future development of the surrounding area or adopted master plans of affected municipalities. No known plans for municipalities in this area. 24. Explain how this proposal impacts the protection of the health, safety and welfare of the inhabitants of the neighborhood and the County. Proposed expansion is agriculturally based, the expansion will have no health, safety, or welfare impacts for surrounding area. 25. Describe any irrigation features. If the proposed use is to be located in the A (Agricultural) Zone District, explain your efforts to conserve prime agricultural land in the locational decision for the proposed use. No irrigation features present. The farm was dried up several years ago. The farm ground is dryland set a side at current time. 26. Explain how this proposal complies with Article V and Article XI of Chapter 23 if the proposal is located within any Overlay Zoning District (Airport, Geologic Hazard, or Historic Townsites Overlay Districts) or a Special Flood Hazard Area identified by maps officially adopted by the County. N/A 27. Detail known State or Federal permits required for your proposed use(s) and the status of each permit. Provide a copy of any application or permit. N/A Answer the following questions per Section 8-11-40, Appendix 8-Q, and Section 8-14-10 of the Weld County Code. Please type on a separate sheet. If a question does not pertain to your proposal, please respond with an explanation — do not leave questions blank. 1. Describe the access location and applicable use types (i.e., agricultural, residential, commercial/industrial, and/or oil and gas) of all existing and proposed accesses to the parcel. Include the approximate distance each access is (or will be if proposed) from an intersecting county road. State that no existing access is present or that no new access is proposed, if applicable. There are no existing access points on Lot B in proposed expansion area. 2. Describe any anticipated change(s) to an existing access, if applicable. New access for Lot A will be moved 150-200' East of existing Lot A access. This new access point will be on the proposed property being added from Lot B. This access will be at the far West edge of Lot B, bordering Lot A. 3. Describe in detail any existing or proposed access gate including its location. No gate is planned for access directly off CR 46. Gate access will be onsite into the existing storage lot. 4. Describe the location of all existing accesses on adjacent parcels and on parcels located on the opposite side of the road. Include the approximate distance each access is from an intersecting county road. Approximately 420' East of existing Lot A property edge, there is a residence and dairy operation on CR 46, south side of road. This residence/dairy on south side of CR 46 will be directly across the far East edge of proposed expansion. 5. Describe any difficulties seeing oncoming traffic from an existing access and any anticipated difficulties seeing oncoming traffic from a proposed access. No access issues with CR 46. 6. Describe any horizontal curve (using terms like mild curve, sharp curve, reverse curve, etc.) in the vicinity of an existing or proposed access. No curves, road is straight for Y2 mile on East side of access and Y4 mile to East of access. 7. Describe the topography (using terms like flat, slight hills, steep hills, etc.) of the road in the vicinity of an existing or proposed access. Area is flat, no trees, no curves, no hills. USE BY SPECIAL REVIEW (USR) ENVIRONMENTAL HEALTH QUESTIONNAIRE Answer the following questions per the Weld County Code, Chapters 14, 23 and 30. Please type on a separate sheet. If a question does not pertain to your proposal, please respond with an explanation — do not leave questions blank. 1. Discuss the existing and proposed potable water source. 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 District Account Number 003229-01 2. Discuss the existing and proposed sewage disposal system. What type of sewage disposal system is on the property? If utilizing an existing on -site wastewater treatment system, provide the on -site wastewater treatment permit number. Of there is no on -site wastewater treatment permit due to the age of the existing on -site wastewater treatment system, apply for a on -site wastewater treatment permit through the Department of Public Health and Environment prior to submitting this application.) If a new on -site wastewater treatment system will be installed, please state "a new on -site wastewater treatment system is proposed." (Only propose portable toilets if the use is consistent with the Department of Public Health and Environment's portable toilet policy.) Septic Permit SP -17000352, RV dump Permit SP -17000353. Proposed shop building will have a new wastewater treatment system. 3. If storage or warehousing is proposed, what type of items will be stored? Seed, mosquito control solutions, and liquid fertilizer. 4. Describe where and how storage and/or stockpile of wastes, chemicals, and/or petroleum will occur on this site. Agricultural fertilizer will be stored in self-contained storage area/tank farm. Liquid wastes will be stored temporarily in above ground tank. Fluid fertilizer wastes from storage tank will be recycled into fertilizer blends to be spread on agricultural property. 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. Fuel will be in a 500 -gallon tank, with no secondary containment planned. 6. If there will be washing of vehicles or equipment on site, indicate how the wash water will be contained. Wash water will be contained on concrete pad and will be pumped into above ground tank. Wash water will be recycled into spray solutions for agricultural applications from storage tank. 7. If there will be floor drains, indicate how the fluids will be contained. N/A 8. Indicate if there will be any air emissions (e.g. painting, oil storage, etc.). N/A 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. ENVIRONMENTAL HEALTH CONTACT LIST Environmental Planner: Lauren LightIlight@weldgov.com(970) 400-2211 On -site Wastewater Treatment Systems Coordinator: Katie Sall ksall@weldgov.com(970) 400-2216 Waste Program Supervisor: Ben Frissell bfrissell-durley@weldgov.com(970) 400-2220 Affidavit of True. 1 The following Trust is the subject of this Affidavit: JENNIFER LYNN WINTER (FKA JENNIFER LYNN SANDBERG) Trustee and LAUREN WILLIAM SANDBERG, Co -Trustee, under the GEORGE L. SANDBERG IRREVOCABLE TRUST FBO JENNIFER LYNN SANDBERG, dated March 12, 2009 EIN: 26-6780683 2. For convenience, my trust may also be referred to as the: GEORGE L. SANDBERG IRREVOCABLE TRUST FBO JENNIFER LYNN SANDBERG, dated March 12, 2009 3. GEORGE L. SANDBERG, the Trnstmaker of the GEORGE L. SANDBERG LIVING TRUST, dated April 21, 1992, died October 15, 2008. The trust became irrevocable on the death of GEORGE L. SANDBERG and a copy °flits death certificate is attached to this Affidavit Said trust is now known as the GEORGE L. SANDBERG ADMINISTRATIVE TRUST October 15, 2008, 4. Pursuant to the Agreement for Merger & Consolidation of Trusts (Attachment A), dated March 12, 2009, the FLORENCE R. SANDBERG FAMILY TRUST, dated September 7, 2002 has been merged and consolidated into the GEORGE L. SANDBERG ADMINISTRATIVE TRUST, dated October 15, 2008. 5. Pursuant to Article Twelve, Section Three, paragraph (f) of the GEORGE L. SANDBERG ADMINISTRATIVE TRUST, JENNIFER LYNN WINTER (FKA JENNIFER LYNN SANDBERG) is a beneficiary of the trust and has elected to receive her inheritance in a new separate trust share created under said trust. 6. Due to the marriage of JENNIFER LYNN SANDBERG, JENNIFER LYNN SANDBERG is now known as JENNIFER LYNN WINTER. 7. Pursuant to Article Twelve, Section 3, Paragraph (f) of the GEORGE L. SANDBERG ADMINISTRATIVE TRUST, the trustees of any trust share created under Article Nine of the GEORGE L. SANDBERG ADMINISTRATIVE. TRUST shall be T14RIVENT FINANCIAL BANK and the beneficiary involved, 8. On February 24, 2009 THRIVENT FINANCIAL BANK formally declined the appointment of Trusteeship for any trust share created under the GEORGE L. SANDBERG LIVING TRUST (NKS GEORGE L. SANDBERG ADMINISTRATIVE TRUST) (Attachment B) 9. The names and addresses of the currently acting Trustees of the trust are as follows: JENNIFER LYNN WINTER 1727 19th Ave Greeley, CO 80631 LAUREN WILLIAM SANDBERG PO Box 369 Johnstown CO 80534 !0. A copy of the acceptance of LAUREN WILLIAM SANDBERG as Co -Trustee is also attached to this Affidavit (Attachment C). 11. The aforementioned Co -Trustee is not a beneficiary of the Sub -Trust for which he is serving. 12. The GEORGE L. SANDBERG IRREVOCABLE TRUST FBO JENNIFER LYNN SANDBERG is currently in full force and effect. 13. Attached to this Affidavit and incorporated in it are selected provisions of the GEORGE L. SANDBERG ADMINISTRATIVE TRUST October 15, 2008 evidencing the following: a. Article One: Creation of the Trust b. Article Nine: Terms and Conditions of the Trust Share for JENNIFER LYNN SANDBERG c. Article Twelve: Creation and Administration of the JENNIFER LYNN SANDBERG Trust Shan: d. Article Fourteen: Trustee's Administrative and Investment Powers e. Article Fifteen: Signature Pages from GEORGE L. SANDBERG ADMINISTRATIVE TRUST 14. The Trust provisions which are not attached to this Affidavit are of a personal nature and do not modify the powers of the Trustees. 15. The signatories of this Affidavit are the named Trustees and are the currently acting Trustees of the Trust and declare that the foregoing statements and the attached Trust provisions are true and correct, under penalty of perjury. 16. Photographic copies of this Affidavit shall have the same force and effect as an original Date: March 12.2009 � JENN1 L H'1IIN� TER (FKA JENNIFER LYNN SANDBERG), Trustee STATE OF COLORADO } SS: COUNTY OF WELD The foregoing Affidavit of Trust was acknowledged before me on March 12, 2009, by JENNIFER LYNN WINTER (FKA JENNIFER LYNN SANDBERG), as Trustee. '`Illiirfp,FfP Witness m and official seal. . A,... eQ - L.1,,,,,, *,�GTA,i)y _ 0 4 0 r �1 CJs p: AFFIX SEAL ,, o1 -et -v-`,."..03-44 James r.: ,. vans, Notary .... � `•, � �0 � Ili�H�Q <, .,iOP C p•w 4ffdiiD.: b t commissi • cxpires: * vc9 Dated: March 12, 2009 O M1140;4- ,(44444-) LAUREN WILLIAM SANDBERG, Co -Trustee STATE OF COLORADO COUNTY OF WELD } } SS: The foregoing Affidavit of Trust was acknowledged before me on March 12, 2009 by LAUREN WILLIAM SANDBERG, as Co -Trustee. Witness my hand and official seal. My n expire Evans, Notary Public 0, 2009 AFFIX SEAL Certification of Trust for the George L. Sandberg Irrevocable Trust FBO Michelle Kay Sandberg I . The following Trust is the subject of this Affidavit: MICHELLE KAY FRIED (FORMERLY KNOWN AS MICHELLE KAY SANDBERG) Trustee under the GEORGE L. SANDBERG IRREVOCABLE TRUST FBO MICHELLE KAY SANDBERG, dated March 12, 2009 EIN:26-6780763 A copy of the SS4 is attached hereto as Attachment A 2, For convenience, my trust may also be referred to as the: GEORGE L. SANDBERG IRREVOCABLE TRUST FBO MICHELLE KAY SANDBERG (now known as Michelle Kay Fried), dated March 12, 2009 3. After her marriage, MICHELLE KAY SANDBERG changed her legal name to MICHELLE KAY FRIED. 4. GEORGE L. SANDBERG, the Trustmaker of the GEORGE L. SANDBERG LIVING TRUST, dated April 21, 1992, died October 15, 2008. The Trust became irrevocable on the death of GEORGE L. SANDBERG and a copy of his death certificate is attached to this Certification as Attachment B. The GEORGE L. SANDBERG LIVING TRUST was renamed the GEORGE L. SANDBERG IRREVOCABLE TRUST, and the relevant portions of the Trust are referenced in paragraph 11. 5. Pursuant to Article Twelve, Section 3, Paragraph (f) of the GEORGE L. SANDBERG IRREVOCABLE TRUST, MICHELLE KAY FRIED (referenced in the Trust as MICHELLE KAY SANDBERG) is a beneficiary of the trust and has elected to receive her inheritance in a new separate trust share created under said trust. 6. Pursuant to Article Twelve, Section 3, Paragraph (f) of the GEORGE L. SANDBERG IRREVOCABLE TRUST, the trustees of any trust share created under Article Nine of the GEORGE L. SANDBERG IRREVOCABLE TRUST shall be THRIVENT FINANCIAL BANK and the beneficiary involved, 7. On February 24, 2009, THRIVENT FINANCIAL BANK formally declined the appointment of Trusteeship for any trust share created under the GEORGE L. SANDBERG IRREVOCABLE TRUST, and the written declination is attached (Attachment C). 8. On March 10, 2021, LAUREN WILLIAM SANDBERG, the names Successor Co -Trustee to Thrivent, resigned as Co -Trustee of the GEORGE SANDBERG IRREVOCABLE TRUST FRO MICHELLE K. SANDBERG (Attachment D). Until his resignation, LAUREN WILLIAM SANDBERG served as Ca -Trustee with MICHELLE KAY FRIED. 9. The names and addresses of the currently acting Trustees of the trust are as follows: MICHELLE KAY FRIED 1559 41" Ave. Greeley, CO 80634 10. The GEORGE L. SANDBERG IRREVOCABLE TRUST FBO MICHELLE KAY SANDBERG is currently in full force and effect. MICHELLE KAY FRIED remains as the sole trustee. 11. Attached to this Affidavit and incorporated in it are selected provisions of the GEORGE L. SANDBERG IRREVOCABLE TRUST evidencing the following: a. Article One: Creation of the Trust b. Article Nine; Distribution of my Trust Property c. Article Twelve: The Resignation, Replacement, and Succession of My Trustees d. Article Fourteen: My Trustee's Administrative and Investment Powers e. Article Fifteen: Signature Page 12. The Trust provisions which are not attached to this Affidavit are of a personal nature and do not modify the powers of the Trustees. 13. The signatory to this Affidavit, as the currently acting Trustee of the Trust, declares that the foregoing attached Trust provisions are true and correct, under penalty of perjury. 14. Photographic copies of this Affidavit shall have the same force and effect as an original Date: ' I 1 -f'yl MICHELLE KAY FRIES, Trustee (FKA MICHELLE KAY SANDBERG) STATE OF COLORADO COUNTY OF VvP,1(,� SS: May 151W21 21 The foregoing Affidavit of Trust was acknowledged before me on Apia 14, 2.011, by MICHELLE KAY FRIED, as Trustee. Witness my hand and official seal. ZOZ� M� commission expires: CC b S, , Notary Public LYNNE LECHMAN NOTARY PUBLIC STATE Oh COLORADO NOTARY ID 1996401$692 MY COMMISSION EXPIRES FEB. 5, 2022 Document must be filed electronically. Paper documents are not accepted. Fees & forms are subject to change. For more information or to print copies of filed documents, visit www.sos.state.co.us. �-Fried Colorado Secretary of State Date and Time: 06/05/2015 04:35 PM ID Number: 20151377092 Document number: 20151377092 Amount Paid: $50.00 ABOVE SPACE FOR OFFICE USE ONLY Articles of Organization filed pursuant to § 7-80-203 and § 7-80-204 of the Colorado Revised Statutes (C.R.S.) 1. The domestic entity name of the limited liability company is Winter Seed & Ag Services, LLC (The name of a limited liability company must contain the term or abbreviation "limited liability company", "ltd. liability comparry", "limited liability co.", "ltd. liability co.", "limited", "1.1.c.", "11c", or "ltd.". See §7-90-60I, C.R.S.) (Caution: The use of certain terms or abbreviations are restricted by law. Read instructions for more information.) 2. The principal office address of the limited liability company's initial principal office is Street address Mailing address (leave blank if same as street address) (Street number and name or Post Office Box information) 1727 19th Ave (Street number and name) Greeley CO 80631 (City) (State) (ZIP/Postal Code) United States (Province — if applicable) (Country) (City) (State) (ZIP/Postal Code) (Province — if applicable) (Country) 3. The registered agent name and registered agent address of the limited liability company's initial registered agent are Name (if an individual) or (if an entity) Winter Jeffrey David (Last) (First) (Middle) (Suffix) (Caution: Do not provide both an individual and an entity name) Street address 1727 19th Ave (Street number and name) Greeley (City) co 80631 (State) (ZIP Code) Mailing address (leave blank if same as street address) (Street number and name or Post Office Box information) ARTORG_LLC Page 1 of 3 Rev, 12/01/2012 (The following statement is adopted by marking the box) The person appointed as registered agent has consented to being so appointed. J (City) CO (State) (ZIP Code) 4. The true name and mailing address of the person forming the limited liability company are Name (if an individual) or (if an entity) (Caution: Do not provide both an individual and an entity name) Winter (Last) Jeffrey David (First) (Middle) (Suffix) Mailing address 1727 19th Ave (Street number and name or Post Office Box information) Greeley CO 80631 (City) (State) (ZIP/Postal Code) United States (Province — if applicable) (Country) (If the following statement applies, adopt the statement by marking the box and include an attachment) The limited liability company has one or more additional persons forming the limited liability company and the name and mailing address of each such person are stated in an attachment. 5. The management of the limited liability company is vested in (Mark the applicable box.) one or more managers. or J the members. 6. (The following statement is adopted by marking the box.) J There is at least one member of the limited liability company. 7. (If the following statement apphes, adopt the statement by marking the box and include an attachment.) This document contains additional information as provided by law. 8. (Caution: Leave blank if the document does not have a delayed effective date. Stating a delayed effective date has significant legal consequences. Read instructions before entering a date) (If the following statement apphes, adopt the statement by entering a date and, if applicable, time using the required format) The delayed effective date and, if applicable, time of this document is/are (mmldd/yyyy hour: minute am/pm) 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.R.S., 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. ARTORG_LLC Page 2 of 3 Rev, 12/01/2012 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. 9. The true name and mailing address of the individual causing the document to be delivered for filing are Winter (Last) 1727 19th Ave Jeffrey David (First) (Middle) (Suffix) (Street number and name or Post Office Box information) Greeley CO 80631 (City) (State) United States (Province — if applicable) (Country) (ZIP/Postal Code) (If the following statement apphes, adopt the statement by marking the box and include an attachment.) This document contains the true name and mailing address of one or more additional individuals causing the document to be delivered for filing. Disclaimer: This form/cover sheet, and any related instructions, are not intended to provide legal, business or tax advice, and are furnished without representation or warranty. While this form/cover sheet 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/cover sheet. Questions should be addressed to the user's legal, business or tax advisor(s). ARTORG_LLC Page 3 of 3 Rev, 12/01/2012 WERNSMAN ENGINEERING AND LAND DEVELOPMENT LLC Eric Wernsman 16495 Essex Rd S Platteville CO 80651 November 22, 2021 Weld County Development Review 1150 O Street Greeley CO 80631 RE: Final Drainage Report and Plan Winter Seed and Ag Services To Whom it May Concern, Attached is the Final Drainage Report and Plan for the proposed Winter Seed and Ag Services. 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 final drainage design for the proposed Winter Seed and Ag Services 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 General Description: The proposed site is located on the north side of the Weld County Road 46 (WCR 46) Right -of -Way. The site is southeast of Union Pacific Railroad Right -of - Way, which is along the east side of State Highway 85. The proposed site is located on existing dry land farm ground in the southwest % of Section 12 Township 4 North, Range 66 West of the 6t" Principal Meridian, Weld County, Colorado. The Western Mutual Ditch is approximately 1,000 feet east of the project site. The Farmers Independent Ditch is about 2,200 feet northwest of the site. No other major waterways are located near or adjacent to the site. The site is in a Non -Urbanizing Area. The entire property considered for draining to the detention pond contains roughly 10.66 acres, and roughly 6.94 acres has been previously entitled for development through a Weld County USR. The existing detention pond designed and constructed as part of the original development will be moved to the east to the subject site. The pond has been sized for the existing development as well as the proposed development. The new portion of the site being improved is currently dry land farmland. A detention pond with water quality control volume is proposed to attenuate developed flows from the proposed developed portion of the site and release at a reduced 40 -hour drain time and a five-year historic rate, respectively. The ground cover on the existing site varies because it is dry land farmland. The soil types present on the site are Olney Fine Sandy Loam, 0 percent to 1 percent slopes (Index Number 46 shown on the map) and Vona Sandy Loam, 0 to 1 percent slopes (Index Number 75) and Julesburg Sandy Loam, 0 to 1 percent i slopes (Index Number 29). The majority of the site is Olney Fine Sandy Loam which is a Hydrologic Soil Type "B" which is used in the calculations. The existing site has a poorly defined ridgeline running east -west that is in the central portion of the site that splits flows to run east and west. The overall drainage of the area however, flows to the southeastern portion of the subject site. The majority of the runoff generated by the proposed development will be collected via a Swale or flow overland toward the proposed onsite detention pond. The detention pond is located in the southeastern portion of the property and will be pumped south of the pond where it will drain as sheet flow to the east. The proposed access is near a high point in CR 46 and flow generally splits east and west from the access. Drainage Basins and Sub -Basins: There is no Weld County Master Drainage Plan for this site at the current time. The closest major basin is the South Platte River Basin, which lies approximately 4.5 miles to the northwest. This project site is not located within the South Platte River 100 -year floodplain. The site is located on FEMA map 8123C1730E within Zone X. The offsite flows draining toward the site from the south are mainly directed away from the site by CR 46. CR 46 will direct flows from the southwest to the east. Considering the overall property, the Union Pacific also acts as a barrier that prevents flows from the west from entering the western portion of the overall site by directing them northeast. The areas east of the site will drain northeast away from the site. L✓ There is small amount of Railroad ROW east of the tracks and west of the site that will drain onto the site. Those areas were considered with the original drainage report and are accounted for in the drainage design. The flows are not being detained but the pond but the flows are able to pass safely through the site. Historically the site generally slopes from north to south and west to east at approximately a 0.5% slope. Considering the undeveloped condition for the area that drains to the proposed detention pond, the five-year runoff rate is 3.77 cubic feet per second (cfs). This historic runoff rate includes 10.15 acres from the site to the west as well as 3.72 acres within the current development that drain to the proposed detention pond. The detention storage volume will be designed to include the runoff from the site and the offsite basins to the west as pass -through flow. Sub -basin OS -A contains 7.0 acres and is comprised of the area north of the current development. This area will remain undeveloped at this time and runoff will continue to flow in the historic pattern. The imperviousness of the basin is 2% and the 100 -year runoff rate is 16.15 cubic feet per second (cfs). Sub -basin B contains 0.94 acres and is south of Sub -basin A. A is comprised of the containment area and landscaping. The imperviousness of the basin is 29% and the 100 -year runoff rate is 2.97 cfs. Sub -basin C contains 0.52 acres and is south of B. Sub -basin C is comprised of a portion of the building and road base surfaces. The imperviousness of the basin is 33% and the 100 -year runoff rate is 1.73 cfs. Sub -basin D contains 1.66 acres and is south of C. Sub -basin D is comprised of a portion of the building, road base surface and detention pond. The imperviousness of the basin is 12% and the 100 -year runoff rate is 4.61 cfs. 3 Sub -basin E contains 0.60 acres and is west of D. Sub -basin D is comprised of the southwestern portion of the site including concrete and road base surfaces. The imperviousness of the basin is 32% and the 100 -year runoff rate is 2.01 cfs. Including the property to the west, the area draining to the proposed detention pond is 10.66 acres. The overall imperviousness of the basin is 35% and the 100 -year runoff rate is 31.46 cfs. There are two (2) off -site basins west of the original development that will drain through the original development and into the proposed detention pond. These basins were detailed as OS1 (0.81 acres, 2% imperviousness and 2.18 cfs) and O52 (0.50 acres, 2% imperviousness and 1.35 cfs). These areas are not included in the area used to determine the release rate from the proposed detention pond. Drainage Design Criteria: The City of Greeley one -hour rate for the five-year and 100 -year storm events, were used for the project due to the close proximity. A one -hour rainfall depth of 1.49 inches and 2.78 inches were used for runoff calculations. The Rational Method was used to calculate runoff and release rates. The detention pond was sized using a 5 -year historic release rate for a non -urbanizing condition. This release rate should be a conservate rate for the area. A water quality capture volume is designed within the pond to release minor storms over a 40 - hour period to maintain water quality. The on -site swales are sized to convey 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 4 travel and conveyance into the peak runoff spreadsheet. Please see the corresponding peak runoff and feature design for each point. The release rate and developed runoff amounts were calculated using the Rational Method. The detention pond volume was determined using the Modified FAA Method with one exception. The discharge rate did not use the soil type value. The discharge rate was determined by finding the total historic runoff rate for the site and then dividing by the site area per Weld County recommendations. This value was then input into the detention pond spreadsheet to determine the volume required. Drainage Facility Design: The 100-yr storm volume required by using the Modified FAA method was determined to be 52,563 cubic feet (1.21 acre-feet). The pond will have a pond outlet invert of 4705, with a 100 -year high-water elevation is 4709.50. The available volume provided is approximately 61,586 cubic feet (1.41 acre-feet), plus 1' of freeboard to elevation 4710.50. 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 required for the site is 0.175 acre- feet. (7,623 cubic feet) The proposed detention outlet has an initial orifice plate to provide water quality capture volume with a 1-7/8" diameter orifice to release the water quality capture volume runoff. The top of the orifice plate is set at elevation 4706.00 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 4" high opening releases flow to a 12 -inch diameter corrugated metal pipe (CMP) that empties into a 4' diameter manhole that has three float actuated Dayton 4LE17 grinder pumps that will have the combined capacity to pump 2.9 cfs. The pumps will empty into a single 10" PVC pipe that will carry flow to the east property line. Please see the detail for further information. A 40' concrete flow leveler shall be placed at the end of the outlet pipe to convert the point discharge into a more historic sheet flow. The detention pond will empty in approximately 5 hours. 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 4710.5. The spillway base shall be a minimum of 40 feet wide and will limit the flow depth to 6" inches at a discharge rate of 43.69 cubic feet per second. The overflow discharge rate was conservatively determined by adding the 100 year event from the existing site 33.34 cfs and the new site 10.35 cfs together. Please refer to the appendix for the calculations regarding the spillway. A swale Cross Section A21 -A21 has been designed to the north of the containment area in Sub -basin B that collects flows from Swale D -D (13.25 cfs) in the previous report and Sub -basin B (3.06 cfs) for a total flow requirement of 16.31 cfs. This swale is designated as Cross -Section A -A in the design calculations and on the drainage plan and has a slope of 0.6%. Using a Manning's "n" of 0.04 for a landscaped swale, the resulting 100 -year event water depth is 1.0 feet and the Froude Number is 0.47. The velocity of the flow is 2.17 feet per second. The swale provides a minimum of 12" of freeboard within the swale. The swale outfalls into the proposed detention pond. Cross -Section B21 -B21 has a slope of 0.7%. Cross -Section B21 -B21 collects flow from the entire existing site (29.81 cfs) minus the flow in Swale D -D (13.25 cfs) The total flow requirement is 16.56 cfs. Using a Manning's "n" of 0.04 for a landscaped swale, the resulting 100 -year event water depth is 1.37 feet and the Froude Number is 0.51. The velocity of the flow is 2.37 feet per second. The swale provides a minimum of 12" of freeboard within the swale. Cross -Section B21 -B21 outfalls to a 36" CMP culvert that crosses the proposed access driveway. The culvert has the ability to convey the flow when the tail water elevation reaches 4709.5 ( detention pond elevation at 100-yr water surface elevation) and the head water reaches 4710.8. The 36" CMP culvert discharges to an 10' x 5' x 12" Rip Rap pad (Type L) to mitigate erosion as runoff enters the detention pond. 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 drainage pipes shall be kept clean to maintain full capacity. The owner agrees to inspect the pumps every month during the summer months to ensure they are functioning correctly. Conclusions: The proposed drainage design will control developed storm water flows through an on -site detention pond. The allowable release rates from the detention pond include a water quality release rate that allows minor storm flows to release over a 40 -hour time period and a major storm release rate that is equivalent to the five-year historic runoff rate. Off -site flows that drain toward the site are directed through the property and the detention pond spillway. All of these storm water flows are conveyed off -site to the east. This report and design will meet the Weld County Code without any variances. This design should be more than adequate to prevent either on -site or off -site runoff flows from creating damage. The site is not part of any Weld County Master Drainage Plan. Please see the reference sheet for a complete list of references used for this design and report s TABLE 3.4 - ONE -HOUR POINT RAINFALL (INCHES) 2 -year 5 -year 10 -year 50 -year 100 -year 1.04 1.49 1.76 2.51 2.78 The IDF curves were developed by distributing the one -hour point rainfall values using the factors obtained from the NOAH Atlas as presented below. TABLE 3.4(1) - FACTORS FOR DURATIONS OF LESS THAN ONE HOUR Duration (minutes) Ratio to 1 -hour Depth 5 10 15 30 0.29 0.45 0.57 0.79 The point values were then converted to intensities and plotted on Figure 3-1. The data are also presented in Tables 3-1, 3-2, and 3-3. Section 3 — Page 4 g Sub -basin Imperviousness Winter Ag Services 11/15/2021 OS -A Land Use Area (ft2) I (%) Pervious Area, Grass 305534 2 Roofs 0 90 Concrete Surfaces 0 100 Driveways, Gravel 0 40 Wghtd Avg & Total Area 305534 2 Acres 7.0 c Land Use Area (ft2) I (')/0) Pervious Area, Grass 9505 2 Roofs 3900 90 Concrete Surfaces 0 100 Driveways, Gravel 9291 40 Wghtd Avg & Total Area 22696 33 Acres 0.52 E Land Use Area (ft2) I (°/0) Pervious Area, Grass 9339 2 Roofs 0 90 Concrete Surfaces 2580 100 Driveways, Gravel 14128 40 Wghtd Avg & Total Area 26047 32 Acres 0.60 WEST SITE Land Use Area (ft2) I (%) Impervious Area, Grass _ 59182 2 Roofs 56400 90 Concrete Surfaces 0 100 Driveways, Gravel 186531 40 Wghtd Avg & Total Area 302113 42 Acres 6.94 B Land Use Area (ft2} I (%) Pervious Area, Grass 29632 2 Roofs 0 90 Concrete Surfaces 11500 100 Driveways, Gravel 0 40 Wghtd Avg & Total Area 41132 29 Acres 0.94 D Land Use Area (ft2) I (%) Pervious Area, Grass 59121 2 Roofs 3900 90 Concrete Surfaces 0 100 Driveways, Gravel 9310 40 Wghtd Avg & Total Area 72331 12 Acres 1.66 EAST SITE Land Use Area (ft2) I (%) Pervious Area, Grass 413131 2 Roofs 7800 90 Concrete Surfaces 14080 100 Driveways, Gravel 32729 40 Wghtd Avg & Total Area 467740 9 Acres 10.74 EAST SITE TO POND Land Use Area (ft2) I (%) Pervious Area, Grass 107597 2 Roofs 7800 90 Concrete Surfaces 14080 100 Driveways, Gravel 32729 40 Wghtd Avg & Total Area 162206 22 Acres 3.72 AREA TO POND Land Use Area (ft2) I {%) Impervious Area, Grass 166779 2 Roofs 64200 90 Concrete Surfaces 14080 100 Driveways, Gravel 219260 40 Wghtd Avg & Total Area 464319 35 Acres 10.66 /o CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: WINTER AG SERVCIES H1 I. Catchment Hydrologic Data Catchment ID = OSA Area = 7.00 Acres Percent Imperviousness = 2.00 % NRCS Soil Type = B A, B, C, or D II. Rainfall Information I (inchlhr) = Cl * P1 /(C2 + Td)"C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) Cl = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.78 inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.36 Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = 0.08 Overide 5-yr. Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways LEGEND O Beginning Flow Direction E Catchment Boundary NRCS Land Type Conveyance 2.5 5 7 10 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland Slope 5 ft/ft input Length L ft input 500 350 5-yr Runoff Coeff C-5 output NRCS Convey- ance input N/A 5.00 Flow Velocity V fps output Flow Time Tf minutes output 51.68 16.50 0.0050 0.0050 0.08 0.16 0.35 1 2 3 4 5 Sum 850 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I Rainfall Intensity at User -Defined Tc, I = 2.58 inch/hr 6.37 inch/hr 6.37 inch/hr Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp Peak Flowrate, Qp = Peak Flowrate, Qp = 68.18 14.72 14.72 6.53 cfs 16.15 cfs 16.15 cfs OSA.xIs, Tc and PeakQ 11/22/2021, 6:36 AM �1 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: WINTER AG SERVICES OSA I. Catchment Hydrologic Data Catchment ID = OSA Area = 7,00 Acres Percent Imperviousness = 2.00 % NRCS Soil Type = B A, B, C, or D II. Rainfall Information I (inchlhr) = Ci * Pi !(C2 + Td)^C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) Cl = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.78 inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.36 0.08 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways LEGEND O Beginning Flaw Direction Catchment Boundary NRCS Land Type Conveyance 2.5 5 7 10 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland Slope S ft/ft input Length L ft input 500 350 5-yr Runoff Coeff C-5 output NRCS Convey- ance input N/A 5.00 Flow Velocity V fps output Flow Time Tf minutes output 51.68 16.50 0.0050 0.0050 0.08 0.16 0.35 1 2 3 4 5 Sum 850 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 2.58 inch/hr 6.37 inch/hr 6.37 inch/hr Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp _ Peak Flowrate, Qp = 68.18 14.72 14.72 6.53 cfs 16.15 cfs 16.15 cfs OSA.xIs, Tc and PeakQ 11/22/2021, 7:08 AM f� CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: WINTER AG SERVCIES B I. Catchment Hydrologic Data Catchment ID = B Area = 0.94 Acres Percent Imperviousness = 29.00 %4 NRCS Soil Type = B A, B, C, or D II. Rainfall Information I (inchlhr) = C1 * P1 !(C2 + Td)"C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 70.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.78 inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.47 0.24 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways LEGEND &diming Flow Direction Catchment Boundary NRCS Land Type Conveyance J 2.5 5 7 10 15 Paved Areas & Shallow Paved Swates (Sheet Flow) 20 Calculations: Reach ID Overland Slope s ft/ft input Length L ft input 5-yr Runoff Coeff C-5 output NRCS Convey- ance input N/A Flow Velocity V fps output Flow Time Tf minutes output 0.0200 0.0060 85 0.24 0.12 1.16 11.34 6.24 1 2 3 435 4 5 Sum 520 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 5.84 inch/hr 6.76 inch/hr 6.76 inch/hr 15.00 Computed Tc = Regional Tc = User -Entered Tc = Peale Flowrate, Qp = Peak Flowrate, Qp _ Peak Flowrate, Qp = 17.58 12.89 12.89 2.56 cfs 2.97 cfs 2.97 cfs B.xls, To and PeakQ 11/22/2021, 6:38 AM t3 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: WINTER AG SERVCIES C I. Catchment Hydrologic Data Catchment ID = C Area = 0.52 Acres Percent Imperviousness = 33.00 % NRCS Soil Type = S A, B, C, or D II. Rainfall Information 1 (inchlhr) = C1 * P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = 100 years C1 = 28.50 C2= 10.00 C3= 0.786 P1= 2.78 inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.48 Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = 0.26 Overide 5-yr. Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways LEGEND O Beginning Flow Direction Catchment Boundary NRCS Land Type Conveyance 2.5 5 7 10 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland Slope S ft/ft input Length L ft input 5-yr Runoff Coeff C-5 output NRCS Convey- ance input N/A Flow Velocity V fps output Flow Time If minutes output 0.0200 0.0050 60 315 0.26 0.11 1.06 9.31 4.95 1 2 3 4 5 Sum 375 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 6.46 inch/hr 6.96 inch/hr 6.96 inch/hr 15.00 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp -- Peak Flowrate, Qp = 14.26 12.08 12.08 1.60 cfs 1.73 cfs 1.73 cfs C,xls, Tc and PeakQ 11/22/2021, 6:40 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: WINTER AG SERVCIES D I. Catchment Hydrologic Data Catchment ID = D Area = Percent Imperviousness = NRCS Soil Type = 1.66 Acres 12.00 % B A, B, C,orD It. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)"C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.78 inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.41 Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = 0.15 Overide 5-yr. Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways LEGEND O Beginning Flaw Direction Catchment Boundary NRCS Land Type Conveyance L 2.5 J 5 7 10 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland Slope S ft/ft input Length L ft input 120 16 5-yr Runoff Coeff C-5 output NRCS Convey- ance input N/A Flow Velocity V fps output Flow Time Tt minutes output 0.0200 0.2500 0.15 0.13 7.50 1.50 14.95 1 2 3 4 0.0100 407 5 Sum 543 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 5.54 inch/hr 6.73 inchlhr 6.73 inch/hr 15.00 15.00 0.04 4.52 Computed To = Regional Tc = User -Entered Tc Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 19.51 13.02 13.02 3.79 cfs 4.69 cfs 4.69 cfs D.xls, Tc and PeakQ 11/22/2021, 6:49 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: WINTER AG SERVCIES E I. Catchment Hydrologic Data Catchment ID = E Area = Percent Imperviousness = NRCS Soil Type = 0.60 Acres 32.00 B A, B, C, or D II. Rainfall Information I (inch/hr) = C1 " P1 /(C2 + Td}"C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.78 inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.47 Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = 0.26 Overide 5-yr. Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Heavy Meadow Ti/lage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways LEGEND o Being Flame Direction Catchment Boundary NRCS Land Type Conveyance r 2.5 5 7 10 15 Paved Areas 8 Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland Slope S ft/ft input Length L ft input 143 5-yr Runoff Coeff C-5 output NRCS Convey- ance input N/A Flow Velocity V fps output Flow Time Tf minutes output 0.0200 0.26 0.16 14.46 1 0.0200 154 2 3 4 5 Sum 297 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 6.18 inch/hr 7.07 inch/hr 7.07 inch/hr 15.00 2.12 1.21 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 15.67 11.65 11.65 1.76 cfs 2.01 cfs 2.01 cfs E.xls, Tc and PeakQ 11/22/2021, 6:56 ANI !tp CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Titie: Catchment ID: WINTER AG SERVCIES I. Catchment Hydrologic Data NEW DEVELOPED SITE ( East side) Catchment ID = EAST SITE Area = 3.72 Acres Percent Imperviousness = 22.00 % NRCS Soil Type = B A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)"C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) Cl = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.78 inches (input one -hr precipitation --see Sheet "Design Info") M. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.45 0.21 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Heavy Meadow Tillage/ Fietd Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways LEGEND Q Bing Flow Direction Catchment Boundary NRCS Land Type Conveyance 2.5 1 5 7 10 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland Slope S ft/ft input Length L ft input 5-yr Runoff Coeff C-5 output NRCS Convey- ance input N/A Flow Velocity V fps output Flow Time Tf minutes output 0.0200 0.0060 0.0100 85 0.21 0.12 11.81 1 478 422 2 3 4 5 Sum 985 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 5.03 inch/hr 6.22 inch/hr 6.22 inch/hr 15.00 15.00 1.16 1.50 6.86 4.69 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 23.36 15.47 15.47 8.37 cfs 10.35 cfs 10.35 cfs eastsite.xls, Tc and PeakQ 11/22/2021, 7:02 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: WINTER AG SERVCIES DETAINED AREA I. Catchment Hydrologic Data Catchment ID = DETTAINED AREA Area = 10.66 Acres Percent Imperviousness = 35.00 NRCS Soil Type = B A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)"C3 Design Storm Return Period, Tr = 100 years Cl = 28.50 C2= 10.00 C3= 0.786 P1= 2.78 inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.48 Overide Runoff Coefficient, C = 5-yr, Runoff Coefficient, C 5 = 0.27 Overide 5-yr. Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways LEGEND a Beginning Flue Direction Catchment Boundary NRCS Land Type Conveyance 2.5 5 10 15 1 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland Slope 5 ft/ft input Length L ft input 5-yr Runoff Coeff C-5 output NRCS Convey- ance input N/A Flow Velocity V fps output Flow Time Tf minutes output 0.0200 0.0060 0.0100 85 0.27 0.13 10.96 1 478 422 2 3 4 5 Sum 985 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 5.14 inch/hr 6.22 inch/hr 6.22 inchlhr 15.00 15.00 1.16 1.50 6.86 4.69 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 22.50 15.47 15.47 26.40 cfs 31.97 cfs 31.97 cfs DETAINED AREA.x1s, Tc and PeakQ 11/22/2021, 7:05 AM /6 Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: WINTER SEC A21 -A21 REQ'D TO FLOW 13.25 + 3.06 c#s(16.31 CFS) F 4 V ; T Z1 Vo 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 = 0,0060 ft/ft n = 0.040 B = 4.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 1.00 ft Y = 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 Q= Fr V= A= T= P= R= D= Es = Yo = Fs = 17.38 cfs 0.47 2.17 fps 8.00 sq ft 12.00 ft 12.25 ft 0.65 ft 0.67 ft 1.07 ft 0.42 ft 0.28 kip newSECA-A.xlsx, Basics 11/24/2021, 7:09 AM i Cf Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: WINTER SECB21-B21 REQ'D TO FLOW 29.81CFS -13.25 CFS(16.56 CFS) F Y T ZI Yo • E Z2 1 Desiun Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0070 ft/ft n = 0.040 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 1.00 ft Y = 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 Q= Fr= V= A= T= P= R= D= Es= Yo= Fs= 17.82 cfs 0.51 2.37 fps 7.51 sq ft 10.96 ft 11.30 ft 0.66 ft 0.69 ft 1.46 ft 0.45 ft 0.29 kip newSECB-B.xlsx, Basics 11/24/2021, 7:09 AM U� DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Basin ID: (For catchments less than 160 acres only. For larger catchments, use hydrograph routing method) (NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended) Determination of MINOR Detention Volume Using Modified FAA Method Determination of MAJOR Detention Volume Using Modified FAA Method Design information (Input): 1,= A = Type = T = Tc= q = P, = )"C,, C. = Cs= Cs = percent acres A, B, C, or D years (2. 5. 10, 25, 50, or 100) minutes ofdacre inches Design Information In u1. : I, _ A e Typo = T =I Tc= fl- P, _ Co. Cr= Cs= 35.00 percent acres A. B, C, or D years (2, 5, 10, 25, 60, or 100) minute. efWacra Inches Catchment Drainage Imperviousness Catchment Drainage Area Predevelopment NRC6 Sod Group Return Period far Detention Control Time of Concentration of Watershed Aliowable Unit Release Reba One -hour Precipitation Deafen Rainfall 10F Formula I=Cs P,f(Co Coefficient One Coefficient Two Coefficient Three 35.00 Catchment Drainage Imperviousness Catchment Drainage Area Predeselopment NRCS SOA Group Return Period for Detention Control Time of Concentration of Watershed Allowable Unit Release Rate One -hour Preclp[tation Design Rainfall IDE Formula i=Ce P,/(Cf.T.)5Ca. Coefficient One Coefficient Two Coefficient Three 10.880 _ 10.660 B B 10 100 20 20 0.21 0.27 2.78 2.76 28.50 28.60 10 10 0.789 0.789 Determination of Average Outflow from the Bas n (Calculated): Determination of Average Outfidw frome he an [Calculated}: Runoff Coefficient Inflow Peek Allowable Peak C= Runoff Op -in= Outflow Rate Qp-oul = Mod. FAA. Minor Storage Volume = Mod. FAA Miner Storage Volume = <- Enter Rainfall Duration Incremental Increase Yalta 0.34 cfs cfs cubic feet acre -ft 5 for 5 -Moines) Runoff Coefficient C= Inflow Peek Runoff Qp-in= Allowable Peak Outflow Rate Op -out = Mod. FAA Major Storage Volume = Mod. FAA Major Storage Volume = 0.48 cfs ofe cubic Hat acre -h 19.62 27.70 2.20 2.68 36.2I5 52.563 0.831 1.207 20 Here (e 0. Readmit Duration nutes (:Inpull Rainfall Intensily inches / hracre-feat (mitta) Inflow Volume (output) Adjustment Factor (output) Average Outflow crs (outEull Outflow Volume acre-feet (output) Storage Volume acre -tees (output) Rainfall Durelan minutia (input) Rainfall Intensity inches/ Cr (output) Inflow Volume sore -feet (output) Adjustment Factor "m' (output) Average Outflow cis (output) Outflow Volume acre-feet (041061) Storage Volume acre -feel (output) 0 0.00 0.000 0.00 0.00 0.000 0.000 0 0.00 0.000 0.00 0.00 0.000 0.079 0.110 0.000 20 5.41 0.540 1.00 2.20 0.000 0.480 20 5.41 0.703 1.00 2.88 0.664 40 3.52 0.722 0.75 1.85 0.001 0.632 40 3.62 1.020 0.75 2.16 0 001 60 2.77 0-831 0.67 5.40 0121 0.710 0.757 50 80 2.77 2.28 1.173 1,283 0.67 1.92 1.80 0.159 1014 80 2.20 0.909 0.63 0.80 1.37 0151 0,83 0.199 1.064 100 1.04 0.060 1.32 0.181 0.212 0.788 100 1-94 1.3159 0_80 1.73 0.238 1 130 120 1.70 1.020 0.58 1.28 0.808 120 1.70 1,440 1.500 1.563 053 0.57 0.56 1.68 0.298 1152 140 180 1.52 1.38 1.26 1_17 1.09 1.02 1.063 4.100 2.134 1.164 1.192 1.217 0.57 0.58 0.58 0.55 0.55 0.64 1.25 0.242 0.821 140 100 180 1.52 1.66 1.82 __ 0.318 0.357 1.183 1.24 0.272 0.828 1.38 1,196 1.204 180 1.22 1.21 0.302 0.831 1.28 1.601 0.50 1.60 0.397 200 220 240 0.333 0.831 200 1.17 1.09 1.843 0.55 1.59 1.57 1.55 0.437 0.476 1.207 1.20 0,363 0.829 0.524 220 1.583 1.719 0.55 a 54 1.206 1.19 0.393 0.423 240 1.02 0.515 1.203 250 0.96 0.90 0.88 0.82 1.241 1.263 1.284 1.304 0.54 0.54 053 1.18 0.918 0-810 280 280 0.95 0.00 1.762 054 1,55 0.556 1.195 260 300 320 t.ta 0.454 1.784 OM 1.64 1.64 1.53 0.596 0.635 1.168 1.17 0.484 0.800 300 0.86 1.813 0.53 1.178 0.53 1.17 0.514 0.790 320 0.82 1.841 0.53 0.875 1.164 340 076 075 0.72 1.323_ 1.340 0.53 653 _ 0.63 _ 1.16 0.544 0.778 340 0.78 0.75 1,867 1.892 0.53 0.53 1.53 0.715 1.152 _ 380 1.16 0.575 lime 360 1.52 0.754 1.138 300 1.357 1.16 0.605 9-752 380 0.72 1.918 0.53 1.52 0.794 1.122 1.105 400 0.69 1.373 0.53 1.15 0.535 0.738 0.723 400 420 0.89 1,939 053 1.51 0.834 420 0.06 1.389 0.52 1.15 0665 0.88 marl +lei 0.52 0.52 1.61 0.573 1087 440 0.64 1.404 0.62 1.15 0.698 0.725 0.708 440 1.982 1.51 _ 0.813 1068 454 0.82 1.418 _ 0.52 1.15 1.14 0.602 480 0.62 2.002 0.52 1.50 0.053 1-049 480 060 1.432 1.446 0.52 0.756 0.676 460 0.00 0.58 2.021 0.52 1..50 _ 1.60 1.50 0.093 1.028 500 055 0.52 1.14 0.788 0.859 500 2.040 2.058 0.52 0.52 1.032 1.008 620 055 1.458 0-62 1.14 0817 0.641 520 0,58 1.072 0.986 0.964 0.942 540 0.55 1.470 0.52 0.52 1.14 0847 0.623 540 0.55 2078 0.52 1.49 1.112 1 589 580 0.53 1.402 1.14 0.877 0805 560 063 2.093 0.52 0;52 0.52 1.49 7.151 0.62 1.494 0.52 1.14 0.907 0.587 580 0.52 2.109 2.125 1.49 1.191 0978 800 0.50 1.508 0.62 1.13 0938 0.986 0.998 0.565 600 0.50 1.49 1.231 0895 520 0.49 1.517 _ 0.52 8.52 1.13 0.549 820 0.49 2.141 0.52 1.49 1.271 0.871 0.846 640 0.48 1.527 _ 1.13 0.529 0.510 640 848 2.155 0.52 0.52 1.49 1.310 880 0.47 1.638 0-52 1.13 1_028 660 047 2.171 1.48 1.350 0.821 880 0.46 1.548 0-51 1.13 1059 0.490 660 0.48 2.185 0.51 1.48 1.390 0.798 700 0.45 1.558 0.51 _ 0.51 1.13 1.489 0.469 700 0.45 2200 0.51 1.48 1.429 0.771 720 0.44 1.568 1.13 1.119 0.440 720 0.44 2_2 i4 0.51 _ 1.48 1.469 0.745 740 0.43 1.578 0.51 1.13 1.149 0,426 740 0.43 2.227 2.240 0.51 1.48 1.509 0-718 760 0.42 0.41 0,40 1.587 0.51 0.51 _ 1.13 1.13 1.13 1.180 1.210 1.240 0,407 760 0.42 0.51 1.48 1.548 0692 0.865 0,638 780 1.50e 0.380 780 840 0.41 2.253 0.51 1.48 1.588 800 1_605 0.51 0.365 0.40 2388 0.51 0.51 1.48 1.628 820 840 0.39 1.514 0.51 1.12 1270 0343 920 0.39 2.278 2.200 1.48 1.46 1.868 0.611 0.39 1.622 0-61 0.51 0.51 1.12 1.12 1307 0.322 840 03g 0.51 1.707 0.583 0.555 0.527 850 0.38 1.631 1.331 0.300 060 0.38 2.302 0.51 1.47 1347 880 0.37 1.639 1.12 1.381 0.278 880 0.37 2.314 0-51 1.47 1.787 900 087 1.647 0.51 1.12 1.301 0.258 800 0.37 2.325 0.51 0.51 1.47 1-826 0493 920 940 0.36 0.35 1.655 0.61 0.51 0.51 _ 1.12 1.12 1.422 0.234 920 0.36 2.337 1.47 1.850 0471 0.442 1.663 1.452 0.211 940 0.35 2.348 0.51 1.47 1.806 900 0.35 0 .34 1.671 1.12 1.482 0.189 960 ow 1000 0.35 2.359 2.389 2.380 0.51 1.47 1.945 0.413 900 1000 _ 1.578 0.51 1.12 1.5t2 1543 _ 0.156 0143 084 0.34 0.51 1.47 1.985 0.384 084 1.865 0.51 _ 1_72 0.51 1.47 2.026 2.065 2.104 0.355 1020 0.33 0.33 1.893 051 112 1573 0.120 1020 0.33 2.390 0.51 1.47 0.326 1040 1.700 0.51 1.12 1.803 0.097 0.074 0.051 1040 1060 1080 0.33 2400 2.490 2.420 0.51 051 1.47 0.206 1000 0.32 1.707 0.51 1.12 1.633 0.32 0.32 1.47 2.144 0.266 0235 0-20e 1089 _ 1100 _ 1120 0.32 1.714 1.721 0.51 0.51 1.12 1.684 0.51 1.47 1.47 1.47 2-184 2.223 _ 0.31 0.31 1.12 1694 0.027 #100 0.31 2.430 0.51 1.728 0.61 1.12 1.12 1_12 1.724 1.754 1.785 0.004 1120 1140 0.31 2.430 0.61 2.203 0-176 0.146 0.116 1140 0.30 1.735 0.51 -0.020 -0.043 080 2440 2.458 0.51 1.47 2.303 1160 1180 1200 0.30 1741 1-748 1.754 0.51 1160 0.30 0.51 0.51 0.51 1.47 1.47 1.47 2.342 0.30 0.28 0.51 1_12 1816 -0.057 1180 0.30 0.29 2.487 2.478 2.382 0.085 0,51 1-12 1845 -oxen 1200 2.422 0.054 Mod. FAA Minor Storage Volume (cubic ft.) = 36215 Mod. FAA Major Storage Volume (cubic 8.) • 62,663 Mod. FAA Minor Storage Volume facre.ft.) a 0.8314 Mod. FAA Major Storage Volume (acre -ft.). 1.2667 UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35, Released January 2015 Winteragsamices L1D-Detentipn_92 35.46, Modified FAA 11/24/2021, 7:25 AM Z STAGE -STORAGE SIZING FOR DETENTION BASINS Project: Basin ID: Design Information (Input): Width of Basin Bottom, W = Length of Basin Bottom, L = Dam Side -slope (H:V), Za Stage -Storage Relationship: ft ft ttlft Check Basin Shape Right Triangle OR... Isosceles Triangle OR... Rectangle OR.. Circle / Ellipse OR... Irregular (Use Ovende values in cells G32:G52) Storage Requirement from Sheet 'Modified FAA': Storage Requirement from Sheet'Hydrograph': Storage Requirement from Sheet 'Fu ISpectrum': MINOR MAJOR 0.83 1.21 acre -ft. acre -ft. acre -ft. Labels for WQCV, Minor, & Major Storage Stages (input) Water Surface Elevation ft (input) Side Slope (H:V) ft/ft Below El. (input) Basin Width at Stage ft (output) Basin Length at Stage ft (output) Surface Area at Stage ftz (output) Surface Area at Stage ftx User Overide Volume Below Stage it° (output) Surface Area at Stage acres (output) Volume Below Stage acre -ft (output) Target Volumes for WQCV, Minor, & Major Storage Volumes (for goal seek) 5.00 1,348 0.031 0.000 6.00 0.0D 0.00 4,507 2,928 0.103 0.067 WQCV 7.06 0.0D 0.00 11,869 11,116 0.272 0.255 8.00 0.00 0.00 17,739 25,920 0.407 0.595 9.00 0.00 0.00 23,177 46,378 0.532 1.065 9.50 0.00 0.00 25,100 58,447 0.576 1.342 100-YR WSEL 10.00 0.00 0.00 29,697 72,146 0.682 1.656 11.00 0-00 0.00 37,370 105,680 0.858 2.426 #N1A #NIA Top of Pond #N/A MIA #N/A OVA #NIA MA #NIA MA #NIA #N/A #NIA #N/A #NIA #NIA #NIA #NIA #N1A #N/A PIM #NIA #NIA #NIA MIA #N/A #NIA #NIA MIA #NIA #NIA ON/A #N/A #N/A #NIA #N/A #NIA #NIA #NIA #NIA #N1A #N/A #N1A #N/A #NIA #N/A #NIA #N/A #NIA #NIA MIA #N/A #NIA #NIA #NIA #NIA ON/A #N1A #N/A MIA #N/A #NIA #N/A #NIA #NIA #NIA #N/A #N/A #NIA #N1A #N/A #N/A Winteragservices UD-Detention_v2.35.xls, Basin 11/24/2021, 7:24 AM Z RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES Project: Basin ID: X Sizing the Restrictor Plate for Circular Vertical Orifices or Pipes (Inputs 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 = Q= Dia = Co = Af = Theta = Qf = Percent of Design Flow = #1 Vertical Orifice #2 Vertical Orifice 9.50 4.88 2.88 12.0 0.65 0.79 3.14 8.3 289% Theta = _ A0 = To = Yo = s Elev Plate Bottom Edge = _ Qo = 1.31 0.26 11.58 0.37 5.25 2.9 Equivalent Width = 0.70 Winteragservices UD-Detention_v2.35.xls, Restrictor Plate 11/24/2021, 7:32 AM 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, C° _ Slope of Basin Trickle Channel, S = Time to Drain the Pond = Watershed Design Information (Input): Percent Soil Type A = Percent Soil Type B = Percent Soil Type C/D = Outlet Design Information (Output): 3 35.0 10.66 1 24.00 1.00 0.65 0.009 40 10 90 Total opening Total opening percent acres feet inches ft/ft hours 9/0 Diameter of holes, D = Number of holes per row, N = Height of slot, H = Width of slot, W = Water Quality Capture Volume, WQCV = Water Quality Capture Volume (WQCV) _ Design Volume (WQCV / 12* Area * 1.2) Vol = Outlet area per row, A0 = area at each row based on user -input above, A0 area at each row based on user -input above, A0 = 1.873 1 OR inches inches inches 0.164 watershed inches 0.146 acre-feet 0.175 acre-feet 2.76 square inches 2.76 square inches 0.019 square feet Winteragservices UD-Detention_v2.35.xls, WQCV 11/24/2021, 7:25 AM Size Overflow Wier FOR SITE H = (Q/Cd*W)^.667 H = (Q/Cd*W)^.667 H = (69/3.1*24)^.667 Q. 43.69 cfs Cd= 3.1 W= 40 ft Height= 0.499 ft Pumps I Sump, Effluent and Sewage Pumps l Submersible Sewage Pumps t 2 HP Manual Submersible Sewage Pump, 230 Voltage, 335 GPM of Water @ 15 Ft. of Head View Product Fami]y DAYTON 2 HP Manual Submersible Sewage Pump, 230 Voltage, 335 GPM of Water @ 15 Ft. of Head Item# 4LE17 Mfr. Model# 4LE17 Catalog Page# 3269 UNSPSC# 40151517 How can we improve our Product Images? Compare PRODUCT DETAILS Price 6 $1,065.00! each This item requires special shipping, additional charges may apply. auto.Reorder Every i 1 Month 1, O Deliver one time onty 1 ADD TO CART + Add to List Jump to: % Replacement Parts (19) Be the first to write a review Shipping Weight 127.0 lbs. pm EMAIL $ PRito Confirm ZIP Code to determine availability. 80631 SAVE Country of Origin China I Country of Origin is subject to change. Note; Product availability is real-time updated and adjusted cominuousty The product wiz be reserved for you when you complete your order. More Dayton submersible ejectors are self-contained and recommended for use in a sump or basin, where they should be vented in accordance with local plumbing codes. They are designed to pump effluent or wastewater, nonexplosive and noncorrosive liquids, and shall not be installed in locations classified as hazardous in accordance with the United Stated Electrical Code (NEC), ANSI/NFPA 70. Never install the pump in a trench, ditch, or hole with a dirt bottom; the legs will sink into the dirt and suction will become plugged. View Less n TECHNICAL SPECS Item Submersible Sewage Pump Pump Type Manual HP 2 Switch Type None Base Material 303 Stainless Steal Housing Material Cast Iron Impeller Material Cast Iron Voltage 230 Phase 1 AMPS 19 GPM of Water @ 10 Ft ofHead 375 GPM of Water @ 15 Ft. 335 of Head GPM of Water @ 20 Ft. 290 of Head GPM of Water @ 25 Fl. 250 of Head GPM of Water @ 30 Ft. 200 of Head GPM of Water @ 40 Ft. 85.0 of Head Max. Head 46.5 ft. Thermal Protection Auto Height 21-1/4" Diameter 16_23132" Cord Length 25 ft. Max. Dia, Solids 2-112" GPM of water @ 5 Ft 405 of Head Motor Type PSC Bearing Type Ball Shaft Seal Silicon Carbide Agency Compliance CSA Discharge NPT 3" Max. Liquid Temp. 104 Degrees F Motor RPM 1750 27 CULVERT STAGE -DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS) Project: WINTER Basin ID:�w Status:, ar quherr r reNita =hart net. L4 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) fast tarrl L Number of Barrels Inlet Elevation at Culvert Invert Outlet Elevation at Culvert Invert OR Slope of Culvert (ft v.lfi h.) Culvert Length in Feet Manning's Roughness Bend Loss Coefficient Exit Loss Coefficient Design Information (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): i` D =I 36 Square End Projection Height (Rise) _ Width (Span) _ Square Edge w/ 90-15 Deg. Headwall No = Inlet Elev = Outlet Elev = L= n= Kn = 1 8.82 6 121 0.016 0 1 0.50 1.32 2.82 0.85 0.0377 inches ft. ft. ft. elev. ft. elev. ft. Water Surface Elevation (ft., linked) Tailwater Surface Elevation ft Culvert Inlet -Control Flowrate cfs Culvert Outlet -Control Flowrate cfs Controlling Culvert Flowrate cfs (output) Inlet Equation Used: Flow Control Used 11.00 9.50 21.90 41.41 21.90 Regression Eqn. INLET 11.10 9.50 23.50 42.77 23.50 Regression Eqn. INLET 11.20 9.50 25.20 44.10 25.20 Regression Eqn. INLET 11.30 9.50 26.80 45.34 26.80 Regression Eqn. INLET 11.40 9.50 28.50 46.62 28.50 Regression Eqn. INLET 11.50 9.50 30.20 47.82 30.20 Regression Eqn. INLET 11.60 9.50 31.80 48.98 31.80 Regression Eqn. INLET 11.70 9.50 33A0 50.14 33.40 Regression Eqn. INLET 11.80 9.50 35.10 51.25 35.10 Regression Eqn. INLET 11.90 9.50 36.60 52.37 36.60 Regression Eqn. INLET 12.00 9.50 38.20 53.44 3820 Regression Eqn. INLET 12.10 9.60 39.70 54.52 39.70 Regression Eqn. INLET 12.20 9.50 41.20 55.55 41.20 Regression Eqn. INLET 12.30 9.50 42.70 56.55 42.70 Regression Eqn. INLET 12.40 9-50 44.10 57.58 44.10 Regression Eqn. INLET 12.50 9.50 45.50 58.53 45.50 Regression Eqn. INLET 12.60 9.50 46.90 59.53 46.90 Regression Eqn. INLET 12.70 48.20 65.03 48.20 Regression Eqn. INLET 12.80 49.50 65.90 49.50 Regression Eqn. INLET 12.90 50.70 66.76 50.70 Regression Eqn. INLET 13.00 52.00 67.59 52.00 Regression Eqn. INLET 13.10 _ 53.20 68.48 53.26 Regression Eqn. INLET 13.20 54.40 69.29 54.40 Regression Eqn. INLET 13.30 55.60 70.07 55.60 Regression Eqn. INLET 13.40 56.70 70.90 56.70 Regression Eqn. INLET 13.50 57.80 71.69 57.80 Regression Eqn. INLET 13.60 58.90 72.51 58.90 Regression Eqn. INLET 13.70 60.00 73.26 60.00 Regression Ego. INLET 13.80 61.00 74.04 61.00 Regression Eqn. INLET 13.90 62.00 74.83 62.00 Regression Eqn. INLET Processing Time: 00 49 Seconds DRIVEWAY CULVERT.xlsm, Culvert Rating 11/24/2021. 7:51 AM / (,} Determination of Culvert Headwater and Outlet Protection Project: WINTER Basin ID: DRIVEWAY CULVERT W Soil Type: - Choose One: C Sandy C. 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_ Bartel Height (Rise) in Feet Barrel Width (Span) in Feet Inlet Edge Type (Choose from pull -down list) Number of Bartels 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 a= 18.57 cfs . linches Height (Rise) Width (Span) _ OR NO= Eiev IN = 8.82 ft Elev OUT = 6 ft L = 121 ft n= k_ kr = Elev Y,= ft V = 7 ft!s 1 ft ft 0.016 0 1 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 O₹t Adjusted Rise Expansion Factor FlowfDiameter25OR Flow/(Span* Rise's) Froude Number Tailwater/Adjosted 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 Yr = _ A= ft.= kr = I4 = Yn Y. _ d= D, _ 1/(21an(0)) _ Cl/Dh2.5 = Fr = Yl./D = HWi = HWc = HW= HWID = dm = d6 w Type = Lp e T= 1.20 2.65 7.07 0.50 1.32 2.82 0.96 1.38 2.19 1.95 6.70 1.19 1.99 0.61 1.98 -0.33 10.90 0.66 3 6 VL 9 5 ft fe tt� ft ft ft ft ft f1o.s�S Supercritical! ft ft in In ft ft Hydrologic Soil Group —Weld County, Colorado, Southern Part 40° 19'25' N 40° 19' 6" N 1� S 3 v S 3 S u n Ot be valid at this scale. Map Scale: 1:2,870 if printed on A portrait (8.S' x 11") sheet. 0 40 80 160 0 100 200 Map projection: Web Mercator Caner coordinates: WGS84 Edge tics: UTM Zone 13N WG584 Feet 400 600 5228io 523032 i 522900 Meters 240 I 523030 M S 523100 I I 523100 40° 19'25"N 40° 19' 6" Ni USDA Natural Resources raja Conservation Service National Cooperative Soil Survey Web Soil Survey 11/10/2021 Page 1 of 4 Soil Rating Points O A 0 Aro O B 0 B/D Hydrologic Soil Group —Weld County, Colorado, Southern Part MAP LEGEND MAP INFORMATION Area of Interest (A01) Area of Interest (AOI) Soils Soil Rating Polygons 0 A 0 0 0 0 A/D B B/D C C/D D Not rated or not available Soil Rating Lines r A ,. AID r,r e •.r• B/D • • C • • CM • ❑ ❑ C C/D D © Not rated or not available water Features Streams and Canals Transportation +++ Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography 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 and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each 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 20, Aug 31, 2021 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Not rated or not available Dale(s) aerial images were photographed: Jul 19, 2018 -Aug 10, 2018 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 Conservation Service Web Soil Survey National Cooperative Soil Survey 11/10/2021 Page 2 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Part Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of Aol 29 Julesburg sandy loam, 0 to 1 percent slopes A 0.2 1.0% 46 Olney fine sandy loam, 0 to 1 percent slopes B 17.2 91.1% 75 Vona sandy loam, 0 to 1 percent slopes A 1.5 7.9% Totals for Area of Interest 18.9 100.0% Description 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 (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, 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. usoA Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 11/10/2021 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 Conservation Service National Cooperative Soil Survey 11/10/2021 Page 4 of 4 _33 CR 46 "MN t ✓? :i .6O 4� VICINITY MAP SCALE 1" = 2000' REFERENCES 1. Urban Storm Drainage Criteria Manual, Volumes 1 (August 2018), 2 (September 2017) and 3 (November 2010/October 2019), Urban Drainage and Flood Control District, Denver, Colorado. 2. Peak Runoff Prediction by the Rational Method, Version 1.02a, Released August 2005 by the Urban Drainage and Flood Control District, Denver, Colorado. 3. Detention Basin Volume Estimating Workbook, Version 2.35, Released January 2015 by the Urban Drainage and Flood Control District, Denver, Colorado. 4. City of Greeley, Design Criteria and Construction Specifications, Storm Drainage Volume II, March 2007, with August 2019 and June 2008 addenda. 5. National Resources Conservation Service, Web Soil Survey, Weld County, Colorado, Southern Part, November 10, 2021. 6. msc.fema.gov website, FEMA Map 08123C1730E effective 01/20/2016, Firmette dated November 10, 2021. � {p � WERNSMAN riff ENGINEERING, INC. 1011 42nd STREET • EVANS, CO 80620 Phone (970) 353-4463 Fax (970) 353-9257 April 17, 2017 Hayley Brown Drainage Engineer Weld County Planning Dept Greeley CO 80632 RE: Final Drainage report and plan Winter Seed and Storage Facility Dear Ms. Brown, Attached is the Final Drainage Report and Plan for the new Winter Seed and Storage 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 " I hereby certify that this report for the final drainage design for the new Winter Seed and Storage 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 CERTIFICATION OF COMPLIANCE ENGINEERING DESIGNED TO WELD COUNTY CODE STANDARDS AND CRITERIA 4 1 L T i'G �� rrt5 ryi Rn , Consultant Engineer for p,t E t\...jF',,-pi ("Applicant"), understand and acknowledge that Applicant is seeking land use approval of (Jr. /7 —coo -3 ("Application") for the property described in the attached Exhibit "A." I have designed or reviewed the design ("Design") for the proposed land use set forth in the Application. I hereby certify, on behalf of Applicant that the Design will meet all applicable drainage requirements of the Weld County Code with the exception of variance(s) described below. This certification is not a guarantee or warranty either expressed or onnio implied. GIs Mss (Engineer's Stamp) Engineer of Record Signature VARIANCE REQUEST 1) Describe the Weld County Code criteria of which a variance is being requested. 2) Describe why it is not possible to meet the Weld County Code. 3) Describe the proposed alternative with engineering rational which supports the intent of the Weld County Code. D Varia.-01Ce- 0-CVes . I understand and agree that the intention of the Code is to reduce impacts of development on neighboring downstream properties and the public. I understand if this variance request is approved it is not precedent setting and is based on site specific constraints. Planning Director Approval indicated when signed by director or appointee; Planning Director Name Signature Date of approval 1/13/15 Index Page 1-10 DRAINAGE REPORT 11 5 YR AND 100 YR RAINFALL DEPTHS FROM GREELEY CRITERIA 12 BASIN AND SUB -BASIN IMPERVIOUSNESS CALCS 13 5-YR PEAK RUNOFF FOR HISTORIC CONDTIONS 14 100-YR PEAK RUNOFF FOR SUBBASIN 51 15 100-YR PEAK RUNOFF FOR SUBBASIN S2 16 100-YR PEAK RUNOFF FOR SUBBASIN 53 17 100-YR PEAK RUNOFF FOR SUBBASIN S4 18 100-YR PEAK RUNOFF FOR SUBBASIN S5 19 100-YR PEAK RUNOFF FOR SUBBASIN $6 20 100-YR PEAK RUNOFF FOR SUBBASIN S7 21 100-YR PEAK RUNOFF FOR THE ENTIRE SITE 22 100-YR PEAK RUNOFF FOR O51 BASIN 23 100-YR PEAK RUNOFF FOR O.51 BASIN 24 SWALE CALCULATIONS SECTION A -A 25 SWALE CALCULATIONS SECTION B -B 26 SWALE CALCULATIONS SECTION C -C 27 SWALE CALCULATIONS SECTION D -D 28 SWALE CALCULATIONS SECTION E -E 29 SWALE CALCULATIONS SECTION F -F 30 SWALE CALCULATIONS SECTION G -G 31 SWALE CALCULATIONS SECTION H -H 32 SWALE CALCULATIONS SECTION I -I 33 SWALE CALCULATIONS SECTION J -J 34 SWALE CALCULATIONS SECTION K -K 35 SWALE CALCULATIONS SECTION L -L 36 DETENTION VOLUME REQ'D (MODIFIED FAA METHOD) 37 DETENTION VOLUME PROVIDED 38 ORIFICE PLATE FOR 5 YR HISTORIC RELEASE RATE 39 WQCV ORIFICE AND VOLUME REQ'D 40 OVERFLOW CALCULATIONS 41-42 PUMP SPECIFICATIONS 43-44 CULVERT AND RIP RAP CALCULATIONS 45-46 RUNDOWN RIP RAP CALCULATIONS 47-50 NRCS SOIL MAP AND INFORMATION 51 FEMA MAP 52 VICINITY MAP 53 REFERENCES General Description: The proposed site is located on the north side of the Weld County Road 46 (WCR 46) Right -of -Way. The site is south east of Union Pacific Railroad Row which is along the east side of State Highway 85. The proposed site is located on existing dry land farm ground in the south west % of Section 12 Township 4 North, Range 66 West of the 6t" Prime Meridian. The Western Mutual Ditch is about 1200 feet east of the project site. The Farmers Independent Ditch is about 1900 feet northwest of the site. No other major waterways are located near or adjacent to the site. The entire property contains 6.95 acres, but the plan is for the business to expand by 3.4 acres and construct a road base surface on the expansion. That offsite road base surface will be accounted for in the drainage and detention calculations. The site is currently dry land farm land. A detention pond with a water quality control volume is proposed to hold developed flows from the proposed developed portion of the site and release at a reduced 40 -hour drain time and a five-year historic rate, respectively. The ground cover on the existing site varies because it is dry land farm land. The soil types present on the site are Olney Fine Sandy Loam, 0 percent to 1 percent slopes (Index Number 46 shown on the map) and Vona Sandy Loam, 3 to 5 percent slopes, (index Number 75). The slight majority of the site is Olney Fine Sandy Loam which is a Hydrologic Soil Type "B" which is used in the calculations. The existing site has a poorly defined ridgeline running north south that is in the western half of the site that splits flows to run east and west. The overall drainage of the area however runs from the south west to the north east. The majority of the runoff generated by the proposed development will be collected via a swale or flow overland toward the on -site detention pond. The remainder of the un-developed on -site flows will sheet flow un-detained to the northeast. This area will not contain proposed improvements. The detention pond is located along the southern side of the property and will be pumped to the eastern side of the site where it will drain as sheet flow to the north east. Drainage Basins and Sub -Basins: There is no Weld County Master Drainage Plan for this site at the current time. The closest major basin is the South Platte River Basin, which lies approximately 4.5 miles to the north-west. This project site is not located within the South Platte River 100 -year floodplain. The site is located on FEMA map 8123C1730E. The offsite flows draining toward the site from the south are mainly directed away from the site by CR 46. CR 46 will direct flows from the south west to the east. The Union Pacific also acts as a barrier that prevents flows from the west from entering the site by directing them north east. The areas east of the site will drain north east away from the site. There is small amount of Railroad ROW east of the tracks and west of the site that will drain onto the site. Those areas are designated as basins OS1 and OS2 and are accounted for in the drainage design. Historically the site slopes generally to the north east at approximately a 0.5% slope. In the current undeveloped condition the five-year runoff rate is 2.78 1 cubic feet per second (cfs). This historic runoff rate includes the offsite basins that will be leased from the Railroad and developed as road base surfaces (S1 and S2). The detention facilities will be designed to include the runoff from the site and the offsite basins S1 and S2 that will be leased and developed as part of this project. Sub -basin S1 contains 2.93 acres and is comprised of a portion of the railroad row and about half of the farthest west buildings. The imperviousness of the basin is 43% and the 100 -year runoff rate is 9.98 cubic feet per second (cfs). Sub -basin S2 contains 1.97 acres and is north east of 51. S2 is comprised of the remainder of the railroad row and another portion of the farthest west buildings. The imperviousness of the basin is 44% and the 100 -year runoff rate is 6.73 cfs. Sub -basin S3 contains 1.46 acres and is east of 52. S3 is comprised of a portion of the buildings and road base surfaces. The imperviousness of the basin is 55% and the 100 -year runoff rate is 5.17 cfs. Sub -basin S4 contains 0.91 acres and is east of 51. S4 is comprised of a portion of the buildings and road base surfaces. The imperviousness of the basin is 54% and the 100 -year runoff rate is 4.16 cfs. Sub -basin S5 contains 1.48 acres and is east of 54. S5 is comprised of the central portion of the buildings and road base surfaces. The imperviousness of the basin is 49% and the 100 -year runoff rate is 5.42 cfs. Sub -basin $6 contains 0.95 acres and is south of 54. $6 is mainly comprised of the landscaped detention pond and a small area of road base surface. The imperviousness of the basin is 6% and the 100 -year runoff rate is 3.27 cfs. 3 Sub -basin 57 contains 0.45 acres and is east of 56 and 55. S7 is mainly comprised of the landscaped detention pond and a small area of road base surface. The imperviousness of the basin is 15% and the 100 -year runoff rate is 1.37 cfs. Including S1 and 52 the entire site contains 10.25 acres. The overall imperviousness of the basin is 42% and the 100 -year runoff rate is 29.81 cfs. The Offsite Sub -basin OS1 contains 0.81 acres and is west of 51. O51 is undeveloped Railroad ROW that will run onto the site. The imperviousness of the basin is 2% and the 100 -year runoff rate is 2.18 cfs. The Offsite Sub -basin OS2 contains 0.50 acres and is west of 52. O52 is undeveloped Railroad ROW that will run onto the site. The imperviousness of the basin is 2% and the 100 -year runoff rate is 1.35 cfs. Drainage Design Criteria: The City of Greeley one -hour rate for the five-year and 100 -year storm events, were used for the project due to the close proximity. A one hour rainfall depth of 1.49 inches and 2.78 inches were used for runoff calculations. 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 are sized to pass the 100 - year event. The runoff for specific design points was calculated by inputting the area, imperviousness, soil type, one hour precipitation values, slope, length of travel and conveyance into the peak runoff spreadsheet. Please see the q corresponding peak runoff and feature design for each point. The release rate and developed runoff amounts were calculated using the rational method. The detention pond volume was determined using the Modified FAA Method with one exception. The discharge rate did not use the soil type value. The discharge rate was determined by finding the total historic runoff rate for the site and then dividing by the site area per Weld County recommendations. This value was then input into the detention pond spreadsheet to determine the volume required. Drainage Facility Design: The 100-yr storm volume required by using the Modified FAA method was determined to be 51,823 cubic feet. With a pond outlet invert of 4706, the 100 - year high-water elevation is 4712. The available volume provided is approximately 57,357 cubic feet. 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 0.193 acre-feet. (8407 cubic feet) The proposed detention outlet has an initial orifice plate to provide water quality capture volume with one 1-1/8" diameter orifice to release the water quality capture volume runoff. The top of the orifice plate is set at elevation 4708.12 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 4" high opening releases flow to a 12 -inch diameter corrugated metal pipe (CMP) that empties into a 4' diameter manhole that has three Dayton 4LE17 grinder pumps that will have the combined capacity to pump 2.7 cfs. The pumps will empty into a single 10" PVC pipe that will carry flow to the east property line. Please see the detail for further information. A 20' concrete flow leveler shall be placed at the S end of the outlet pipe to convert the point discharge into a more historic sheet flow. 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 4712. The spillway base shall be a minimum of 35 feet wide and will limit the flow depth to 5-1/2" inches at a discharge rate of 33.34 cubic feet per second. Please refer to the appendix for the calculations regarding the spillway, A swale is designed along the northwest side of the property in Sub -basin S1 that collects flows from S1 and 0S1 (12.16 cfs). This swale is designated as Cross -Section A -A in the design calculations and on the drainage plan and has a slope of 0.3%. Using a manning's "n" of 0.03 for a gravel swale, the resulting 100 - year event water depth is 0.55 feet and the Froude Number is 0.39. The velocity of the flow is 1..15 feet per second. The swale provides a minimum of 8" of freeboard to the building elevations. The swale outfalls into Cross- Section B -B. Cross Section B -B has a slope of 0.5%. Sec B -B again collects the flow from S1 and O51 (12.16 cfs). Using a manning's "n" of 0.03 for a gravel swale, the resulting 100 -year event water depth is 0.84 feet and the Froude Number is 0.53. The velocity of the flow is 1.96 feet per second. The swale provides a minimum of 8" of freeboard to the building elevations. The swale outfalls into Sec G -G. Cross Section C -C has a slope of 0.35%. Sec C -C collects the flow from S2 and OS2 (8.08 cfs). Using a manning's "n" of 0.03 for a gravel swale, the resulting 100 -year event water depth is 0.54 feet and the Froude Number is 0.42. The velocity of the flow is 1.28 feet per second. The swale provides a minimum of 1 foot of freeboard to the building elevations. The swale outfalls into Sec D -D. 6 Cross Section D -D has a slope of 0.35/0. Sec C -C collects the flow from 52, 53 and OS2 (13.25 cfs). Using a manning's "n" of 0.04 for a landscaped swale, the resulting 100 -year event water depth is 0.92 feet and the Froude Number is 0.42. The velocity of the flow is 1.89 feet per second. The Swale provides a minimum of 1 foot of freeboard to the building elevations and adjacent top of berm. The Swale outfalls into the eastern section of the detention pond. Cross Section E -E has a slope of 0.5%. Sec E -E collects the flow from S3 (5.17 cfs). Using a manning's "n" of 0.03 for a gravel Swale (conservative since a portion of the channel is on a concrete pan), the resulting 100 -year event water depth is 0.48 feet and the Froude Number is 0.49. The velocity of the flow is 1.35 feet per second. The swale provides a minimum of 9" of freeboard to the building elevations. The swale outfalls into Sec D -D Cross Section F -F has a slope of 0.5%. Sec F -F collects the flow from S4 (4.15 cfs). Using a manning's "n" of 0.03 for a gravel swale (conservative since a portion of the channel is on a concrete pan), the resulting 100 -year event water depth is 0.41 feet and the Froude Number is 0.47. The velocity of the flow is 1.22 feet per second. The Swale provides a minimum of 1 foot of freeboard to the building elevations. The swale outfalls into Sec G -G Cross Section G -G has a slope of 2.2%. Sec G -G collects the flow from 51, 54 and OS1 (16.32 cfs). Using a manning's "n" of 0.016 for a concrete section, the resulting 100 -year event water depth is 0.41 feet. (All of the flow in a 100 —year event remains on the concrete section.) The velocity of the flow is 4.81 feet per second. The Swale provides a minimum of 1 foot of freeboard to the building elevations. The Swale outfalls into Sec J -J in the detention pond. 7 Cross Section H -H has a slope of 0.6%. Sec H -H collects the flow from 55 (5.42 cfs). Using a manning's "n" of 0.03 for a gravel swale (conservative since a portion of the channel is on a concrete pan), the resulting 100 -year event water depth is 0.33 feet. The velocity of the flow is 1.16 feet per second. The swale provides a minimum of 6" of freeboard to the building elevations. The swale outfalls into Sec L -L in the detention pond. Cross Section I -I has a slope of 0.9%. Sec I -I collects the flow from 54 (4.16 cfs). This is conservative in nature because not all of the flow from 54 can reach I- I. Using a manning's "n" of 0.03 for a gravel swale (conservative since a portion of the channel is on a concrete pan), the resulting 100 -year event water depth is 0.5 feet. The velocity of the flow is 1.81 feet per second. Freeboard for the concrete curb section is not provided because if the channel overtops it will empty into the detention pond. The Swale outfalls into Sec J -J in the detention pond. Cross Section J -J has a slope of 19%. Sec J -J collects the flow from 51, 54 and O51 (16.32 cfs). Using a manning's "n" of 0.016 for concrete section the resulting 100 -year event water depth is 0.27 feet. The velocity of the flow is 15.59 feet per second. Freeboard for the concrete curb section is not provided because if the channel overtops it will empty into the detention pond. The section outfalls into a 16' x 16' x 18" Type "L" Rip Rap pad in the bottom of the detention pond. Cross Section K -K has a slope of 10%. Sec K -K collects the flow from 52, 53, 55, 57 and O52 (20.04 cfs). Using a manning's "n" of 0.016 for concrete section the resulting 100 -year event water depth is 0.27 feet. The velocity of the flow is 13.56 feet per second. Freeboard for the concrete curb section is not provided because if the channel overtops it will empty into the detention pond. The section outfalls into a 16' x 16' x 18" Type "L" Rip Rap pad in the bottom of the detention pond. 6 Cross Section L -L has a slope of 20%. Sec L -L collects the flow from S5 (5.42 cfs). Using a manning's "n" of 0.015 for concrete section the resulting 100 -year event water depth is 0.25 feet. The velocity of the flow is 14.25 feet per second, Freeboard for the concrete curb section is not provided because if the channel overtops it will empty into the detention pond. The section outfalls into a S' x 10' x 18" Type "L" Rip Rap pad in the bottom of the detention pond. Sec D -D outfalls to a 36" CMP culvert that crosses the access driveway. The culvert has the ability to pass the flow when the tail water elevation reaches 4711.8 and the head water reaches 4712 which is the detention pond high water elevation. At this elevation (4711.8) the pond has satisfied the detention requirement. The high water elevation of 4712 is used for the total detention calculations has additional volume beyond what is required. The 36" CMP culvert discharges to an 11' x 5' x 18" Rip Rap map to mitigate erosion. 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. 1 Conclusions: The proposed site will control developed storm water flows through an on - site detention pond. The allowable release rates from the detention pond include a water quality release rate that allows minor storm flows to release over a 40 - hour time period and a major storm release rate that is equivalent to the five-year historic runoff rate. Off -site flows that drain toward the site are directed through the property and the detention pond spillway. All of these storm water flows are conveyed off -site to the west. 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 1.04 1.49 1.78 2.51 The IDF curves were developed by distributing the one -hour point rainfall values using the factors obtained from the NOAA Atlas as presented below. 1:A,B E4,4 1., FACToR5 FOR AMTIONS OF LESS THAN Qt1g HOUR 30 Duration (minutes) 5 10 15 Ratio to 1 -hour Depth 0.29 0.45 0.57 0,79 The point values were then converted to intensities and plotted on Figure 3-1, The data are also presented in Tables 3-1, 3-2, and 3-3. tr0, G _SI-orrnvicki-tr- Cr tVcrisa— Section 3 — Page 4 �L I( Sub -basin Imperiousness WINTER 1/8/2017 OS1 Land Use Area (ft2) I (%) Impervious Area, Grass 35259 2 Roofs 0 90 Concrete Surfaces 0 100 Driveways, Gravel 0 40 Wghtd Avg & Total Area 35259 2 Acres 0.8 SB1 Land Use Area (ft2) I (%) Impervious Area, Grass 0 2 Roofs 8000 90 Concrete Surfaces 0 100 Driveways, Gravel 119801 40 Wghtd Avg & Total Area 127801 43 Acres 2.93 SB3 Land Use Area (ft2) I (%) Impervious Area, Grass 0 2 Roofs 19340 90 Concrete Surfaces 0 100 Driveways, Gravel 44069 40 Wghtd Avg & Total Area 63409 55 Acres 1.46 SB5 Land Use Area (ft2) I (°/0) Impervious Area, Grass 0 2 Roofs 11610 90 Concrete Surfaces 0 100 Driveways, Gravel 52964 40 Wghtd Avg & Total Area 64474 49 Acres 1.48 SB7 Land Use Area (ft2) I (%) Impervious Area, Grass 13259 2 Roofs 0 90 Concrete Surfaces 0 100 Driveways, Gravel 6553 40 Wghtd Avg & Total Area 19812 15 Acres 0.45 OS2 Land Use Area (ft2) I (°/0) Impervious Area, Grass 22824 2 Roofs 0 90 Concrete Surfaces 0 100 Driveways, Gravel 0 40 Wghtd Avg & Total Area 22824 2 Acres 0.5 SB2 Land Use Area (ft2) I (%) Impervious Area, Grass 0 2 Roofs 6200 90 Concrete Surfaces 0 100 Driveways, Gravel 79435 40 Wghtd Avg & Total Area 85635 44 Acres 1.97 SB4 Land Use Area (ft2) I (%) Impervious Area, Grass 0 2 Roofs 11350 90 Concrete Surfaces 0 100 Driveways, Gravel 28504 40 Wghtd Avg & Total Area 39854 54 Acres 0.91 SB6 Land Use Area (ft2) I (°/Q) Impervious Area, Grass 36798 2 Roofs 0 90 Concrete Surfaces 0 100 Driveways, Gravel 4405 40 Wghtd Avg & Total Area 41203 6 Acres 0.95 ENTIRE SITE Land Use Area (ft2) I (%) Impervious Area, Grass 50057 2 Roofs 56400 90 Concrete Surfaces 0 100 Driveways, Gravel 335731 40 Wghtd Avg & Total Area 442188 42 Acres 10.15 1-z- CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: WINTER H1 I. Catchment Hydrologic Data Catchment ID = H1 Area = 10.25 Acres Percent Imperviousness = 2.00 % NRCS Soil Type = B A, B, C, or D II. Rainfall Information I (inch/hr) = C1* P1 /(C2 + Td)"C3 Design Storm Retum Period, Tr = 5 years C1 = 28.50 C2= 10.00 C3= 0.786 P1= 1.47 inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one -hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.08 Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = 0.08 Overide 5-yr. Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground LEGIIVD O Beginning Flaw Direction Catchment $evndarT NRCS Land Type Conveyance 2.5 5 T 10 Grassed Swales/ Waterways 15 Paved Areas E. Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach lD Overland Slope 5 ftlft input Length L B input 500 5-yr Runoff Coeff C-5 output NRCS Convey- ance input N/A 5.00 Flow Velocity V fps output Flow Time Tf minutes output 0.0050 0.0050 0.08 0.16 0.35 51.68 19.55 1 2 3 4 5 415 Sum 915 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 1.32 inch/hr 3.33 inch/hr 3,33 inch/hr Computed Tc = Regional Tc = User -Entered Tc Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 71.25 15.08 15.08 1.11 cfs 2.78 cfs 2.78 cfs HISTORIC.xis, Tc and PeakQ 119/2017, 7:06 AM I� CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD J Project Title: Catchment ID: WINTER S1 I. Catchment Hydrologic Data Catchment ID = S1 Area = 2.93 Acres Percent Imperviousness = 43.00 % NRCS Soil Type = B A, 6, C, or D II. Rainfall Information I (inchlhr) = Cl ' P1 1(C2 + Td)"C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) Cl = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.785 (input the value of C3) P1= 2.78 inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.50 Overde Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = 0.31 Overide 5-yr. Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C ) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Heavy Meadow Tillage/ Field Short Pasture! Lawns Nearly Bare Ground Grassed Swales! Waterways LEGEND O gig Flow Direction Catchment Boundary NRCS Land Type Conveyance 1 Calculations: 2.5 5 7 10 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 26 Reach ID Overland Slope S fl/ft input Length L R input 183 5-yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 21.65 5.17 1-26 0.0070 O.31 ItA 0-14 0.82 1 0.0030 0.0050 255 2 3 80 4 5 Sum 518 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 4.53 inch/hr 6.77 inch/hr 6.77 inch/hr 15.00 15.00 1-06 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 28.08 12.88 12.88 6.68 cfs 9.98 cfs 9.98 cfs S1100.x1s, Tc and PeakQ 1/9/2017, 7.06 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: WINTER S2 I. Catchment Hydrologic Data Catchment ID = S2 Area = 1.97 Acres Percent Imperviousness = 44.00 % NRCS Soil Type = B A, 8, C, or D II. Rainfall Information I {inchlhr} = C1* P1 !(C2 + Td)AC3 Design Storm Return Period, Tr = C1 = C2= C3= P1= 100 years 28.50 10.00 0.786 2.78 inches (input return period for design storm) (input the value of C1) {input the value of C2) (input the value of C3) (input one -hr precipitation --see Sheet "Design Info") 111. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.51 0.32 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swale& Waterways NRCS Land Heavy Type Meadow Conveyance 2.5 Calculations: 5 7 10 LEGEND O Die }bony Direction Catchmer i Baumlazy 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Reach ID Overland Slope S ffift input Length L ft input 162 290 80 5-yr Runoff Coeff C-5 output NRCS Convey- ance input N/A Flow Velocity V fps output Flow Time Tf minutes output 22.61 5.88 1.50 0.0050 0.0030 0.0035 0.32 0.12 0.82 0.89 1 2 3 4 S Sum 532 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 4.36 inch/hr 8.75 inch/Fir 6.75 inchlhr 15.00 15.00 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 30.00 12.96 12.96 4.35 cfs 6.73 efs 6.73 cfs 51200.xls, Tc and Peakfl 1/9/2017, 7:06 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment 1D: WINTER S3 I. Catchment Hydrologic Data Catchment ID = S3 Area = Percent Imperviousness = NRCS Soil Type = 1.46 Acres 55.00 % BA,B,C,orD II. Rainfall Information I (inchlhr) = C1 " P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 100 years C1 = 28.50 C2= 10.00 C3= 0.786 P1= 2.78 inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one -hr precipitation --see Sheet "Design Info") Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.54 Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = 0.38 Overide 5-yr. Runoff Coefficient, C = Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways NRCS Land Type Conveyance Calculations: 2.5 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration 5 7 10 LEGEND O gginning now Dicer Lion Catthment Boundary 15 Paved Areas & Shallow Paved Swales (Sheet Flow) Reach ID Overland Slope S Rift input Length L ft input 5-yr Runoff Coeff C-5 output NRCS Convey- ance input N/A Flow Velocity V fps output Flow Time Tf minutes output 0.0200 0.0050 25 356 0.38 0.08 1.41 5.18 4.20 5.15 1 2 3 0.0050 328 4 5 Sum 709 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 6.41 inch/hr 6.53 inch/hr 6.53 inch/hr 20.00 15.00 1.06 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 14.53 13.94 13.94 5.08 cfs 5.17 cfs 5.17 cfs S130Qx1s, Tc and PeakQ 1/9/2017, 7:06 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment 1D: WINTER S4 I. Catchment Hydrologic Data Catchment ID = S4 Area = 0.91 Acres Percent Imperviousness = 54.00 % NRCS Soil Type = B A, B, C, or D II. Rainfall Information I (inch/hr) = C1 ' P1 !(C2 + Td)"C3 Design Storm Return Period, Tr = 100 years Cl = 28.50 C2= 10.00 C3= 0.766 P1= 2.78 inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5= Overide 5-yr. Runoff Coefficient, C = Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways NRCS Land Type Conveyance Calculations: 0.54 4,37 2.5 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5_) Illustration 5 J� 10 LEGEND O Beginning Flaw Diinxtion Catchment Bovnaary 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Reach ID Overland Slope S ft/ft input Length L ft input 5-yr Runoff Coeff C-5 output NRCS Convey- ance input N/A Flow Velocity V fps output Flow Time Tf minutes output 0-0370 35 173 0,37 0.12 1.48 3.29 5.04 1.94 0.18 0.0055 0.0270 2 3 36 4 5 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = Sum 244 8.48 inchlhr 7.14 inch/hr 8.48 inch/hr 20.00 20.00 Computed Tc = Regional Tc = User -Entered Tc = Peak Ffowrate, Qp = Peak Ffowrate, Qp = Peak Ffowrate, Qp = 7.17 11.36 7.17 4.16 cfs 3.50 cfs 4.16 cfs S4100.x1s, Tc and PeakQ 1/9/2017, 7:07 AM i7 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment 1D: WINTER SS I. Catchment Hydrologic Data Catchment ID = S5 Area = Percent Imperviousness = NRCS Soil Type = 1.48 Acres 49.00 % BA,B,C,orD II. Rainfall Information I (inchlhr) = Cl ' P1 1(C2 + Td)"C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.78 inches (input one -hr precipitation --see Sheet "Design Info") IN. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.52 Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = 0.34 Overide 5-yr. Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND O f3et-f,awiig Flaw Direction Catchment Boundary NRCS Land Type Conveyance Heavy Meadow 2.5 r Tillage/ Field 5 Short Pasture! Lawns 7 Nearly Bare Ground 10 Grassed Swalesi Waterways 15 Paved Areas 8 Shallow Paved Swales (Sheet Flow) 24 Calculations: Reach ID Overland Slope S fl/ft input Length L ft input 5-yr Runoff Coeff C-5 output NRCS Convey- ance input N/A Flow Velocity V fps output Flow Time Tf minutes output 0.002D 0.0063 25 301 0.34 D. D4 1.59 11.61 3.16 1 2 3 4 5 Sum 326 IV. Peak Runoff Prediction Rainfall intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 6.36 inch/hr 7.03 inch/hr 7.03 inchlhr 20.00 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 14.77 11.81 11.81 4.90 cfs 5.42 cfs 5-42 cfs S5100.xls, Tc and PeakQ 1/9/2017, 7:07 AM i8 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: WINTER Se I. Catchment Hydrologic Data Catchment ID = $6 Area = 0-95 Acres Percent Imperviousness = 6-00 % MRCS Soil Type = B A, B, C, or D II. Rainfall information Design Storm Return Period, Tr C1 = C2= C3= P1= I (inch/hr) = Cl ' P1 l(C2 + Td)"C3 100 years 28.50 10.00 0.786 2.78 inches (input retum period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr, Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.38 O.11 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swalest Waterways LEGEND Bten iAg Flow Direction Catchment Boundary NRCS Land Type LConveyance IF 2 5 Calculations: 5 7 10 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Reach ID Overland Slope S ft/ft input Length L fl input 5-yr Runoff Coeff C-5 output NRCS Convey- ance input N/A Flow Velocity V fps output Flow Time Tf minutes output 0,2500 0.0090 23 144 24 63 0.11 0.13 1.42 6-32 0.62 2,97 1.69 0.06 1.28 1 2 3 0.1000 0,0030 4 5 Sum 254 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 8.96 inch/hr 7.13 inchlhr 8.96 inchlhr 15.00 20.00 15.00 Computed Tc = Regional To = User -Entered To = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 6.00 11.41 6.00 3 27 cfs 2.60 cfs 3.27 cfs $6100.x1s, Tc and Peak0 1/9/2017, 7:07 AM CALCULATION. OF A. PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: WINTER S7 I. Catchment Hydrologic Data Catchment ID = S7 Area = Percent Imperviousness = NRCS Soil Type = 0.45 Acres 15.00 % B A, B, C, or D II. Rainfall Information I (inchlhr) = Cl P1 i(C2 + Td)^C3 Design Storm Retum Period, Tr = C1 = 28.50 C2= 10.00 C3= 0.786 P1= 100 years 2.78 inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0,42 Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = 0.17 Overide 5-yr_ Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Heavy Tillage/ Short Nearly Meadow Field Pasture/ Bare Lawns Ground Grassed Swales/ Waterways LEGEND O Beginning Flow Direction dt- Catchment Baundarl NRCS Land Type Conveyance Calculations: 2.5 5 7 10 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Reach ID Overland Slope 3 Rift input Length L ft input 5-yr Runoff Coeff C-5 output NRCS Convey- anco input N/A Flow Velocity V fps output Flow Time Tf minutes output 0.0200 0.0100 0.1500 0.0050 76 65 12 63 0.17 0.11 1.00 2.71 1.06 11.67 1.08 0.07 0.99 1 2 3 4 5 Sum 218 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 8.56 inch/hr 7.16 inch/hr 7-18 inchlhr 10.00 7.00 15.00 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 13,81 11.20 11.20 1.25 cfs 1.37 cfs 1.37 cfs S7100.x1s, Tc and PeakQ 1/9/2017, 7:07 AM zo CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: WINTER ENTIRE SITE I. Catchment Hydrologic Data Catchment ID = ENTIRE SITE Area = 10.15 Acres Percent Imperviousness = 42.00 % NRCS Soil Type = B A, B, C, or D II. Rainfall Information Design Storm Return Period, Tr = C1 = C2= C3= P1= I (inchlhr) Cl Y P1 I(C2 + Td)"C3 100 years 28.50 10.00 0.786 2.78 inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one -hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C5 = Overide 5-yr, Runoff Coefficient, C = 0-50 0,31 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways LEGEND O Beginning Doff AiXectxvn Catchment Eavad..q NRCS Land Type Conveyance 2.5 5 7 10 15 J Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland Slope S ft/ft input Length L ft input 162 5-yr Runoff Coeff C-5 output MRCS Convey- ance input N/A Flow Velocity V fps output Flow Time Tf minutes output 22.91 4.41 1.93 8.97 0,97 1.78 0.0050 0.31 0.12 1.10 0.89 1.06 1.06 1.38 1 2 3 0.0030 0,0035 0.0050 0.0050 0.0065 290 103 571 4 5 62 148 Sum 1,336 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional To, I = Rainfall Intensity at User -Defined Tc, I = 3.60 inch/hr 5.87 inch/hr 5.87 inch/hr 20.00 15.00 15.00 15.00 15.00 Computed Tc Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 40.98 17.42 17.42 18.33 cfs 29.81 cfs 29.81 cfs ENTIRESITE100.xls, To and PeakQ 1/9/2017, 7:07 AM z� CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: WINTER OS1 I. Catchment Hydrologic Data Catchment ID = OS1 Area = Percent Imperviousness = NRCS Soil Type = 0.81 Acres 2.00 % B A, B, C, or D II. Rainfall Information I (inch/hr) = C1 ' P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 100 years (input retum period for design storm) Cl = 28.50 (input the value of C1) C2= 10,00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.78 inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.36 Overide Runoff Coefficient, C =- 5-yr. Runoff Coefficient, C-5 = 0.08 Overide 5-yr. Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways LEGEND Q Dig Flow Direction Catchment Boundary NRCS Land Type Conveyance 2.5 5 7 10 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland Slope S ftift input Length L ft input 5-yr Runoff Coeff C -S output NRCS Convey- ance input N!A Flow Velocity V fps output Flow Time Tf minutes output 0.0100 54 0.08 0.07 13.51 1 2 3 4 5 Sum 54 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 6.62 inch/hr 7.43 inch/hr 7.43 inch/hr Computed Tc = Regional Tc = User -Entered To = Peak Flowrate, Op = Peak Flowrate, Op = Peak Flowrate, Qp = 13,51 10.30 10.30 1.94 cfs 2.18 cfs 2.18 cfs OS1100.xls, Tc and PeakQ 11912017, 7:08 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: WINTER OS2 I. Catchment Hydrologic Data Catchment ID = 082 Area = 0.50 Acres Percent imperviousness = 2.00 % NRCS Soil Type = B A, B, C, or D II. Rainfall Information I (inchrhr) = C7 ' P7 I(C2 + Td)^C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0,766 (input the value of C3) P1= 2.78 inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.35 Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = 0.08 Overide 5-yr. Runoff Coefficient, C = Heavy Meadow Tillage/ Field Short Pasture/ Lawns Neady Bare Ground Grassed Swales/ Waterways NRCS Land Type Conveyance Calculations: 2.5 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration 5 7 10 LEGEND O Beginning FLnv Direction Catchment BavaAat - 15 Paved Areas & Shallow Paved Swale& (Sheet Flow) 20 Reach ID Overland Slope S ftfli input Length L ft input 5-yr Runoff Coeff C-5 output NRCS Convey- ance input N/A Flow Velocity V fps output Flow Time Tf minutes output 0.0080 54 0.08 0.06 14.54 1 2 3 4 5 Sum 54 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, 1 = Rainfall Intensity at Regional Tc, 1 = Rainfall Intensity at User -Defined Tc, I = 6.40 inch/hr 7.43 inch/hr 7.43 inch/hr Computed Tc = Regional Tc = User -Entered To = Peak Flowrate, Qp = Peak Flowrate, Op = Peak Flowrate, Qp = 14.54 10.30 10.30 1.16 cfs 1.35 cfs 1.35 cfs OS21100.x1s, Tc and PeakQ 1/9/2017, 7:06 AM 2.1 Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: WINTER SEC A -A REQ'D TO FLOW 12.16 cfs A F Y w T Z1 IYo S VI 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 = 0.0030 ft/ft n = 0.030 B = 0.00 ft Z1 = 52.00 ft/ft Z2 = 19.00 ft/ft F = 1.00 ft Y = 0.55 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= 12.35 cfs 0.39 1.15 fps 10.74 sq ft 39.05 ft 39.07 ft 0.27 ft 0.28 ft 0.57 ft 0.18 ft 0.15 kip SECA-A.xlsx, Basics 1/9/2017, 7:09 AM Z� Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: WINTER SEC B -B REVD TO FLOW 12.16 cfs T Z1 Yo fit B Z2 1 D_ esion Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth SD = 0.0050 ft/ft n = 0.030 B = 0.00 ft Z1 = 9.00 fUft Z2 = 9.00 ft/ft F = 1.00 ft Y = 0.84 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= 12.46 cfs 0.53 1.96 fps 6.35 sq ft 15.12 ft 15.21 ft 0.42 ft 0.42 ft 0.90 ft 0.28 ft 0.16 kip SECB-B.Asx, Basics 1/9/2017, 7:09 AM 75 Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: WINTER SEC C -C REQ'D TO FLOW 8.08 cfs A F T Z1 Yo 0 13 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 = 0.0035 ft/ft n = 0.030 B = 0.00 ft Z1 = 36.00 fUft Z2 = 4.00 ft/ft F = 1.00 ft Y = 0.58 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A= T= P= R= D= Es= Yo= Fs= 8.54 cfs 0.42 1.28 fps 6.73 sq ft 23.20 ft 23.28 ft 0.29 ft 0.29 ft 0.61 ft 0.19 ft 0.10 kip SECC-C.xlsx, Basics 1/9/2017, 7:09 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: WINTER SEC D -D REQ'D TO FLOW13.25 cfs Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0050 ft/ft n = 0.040 B = 4.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 1.00 ft Y = 0.92 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= 13.38 cfs 0.42 1.89 fps 7.07 sq ft 11.36 ft 11.59 ft 0.61 ft 0.62 ft 0.98 ft 0.39 ft 0.22 kip SECD-D.xlsx, Basics 1/9/2017, 7:09 AM Z-) Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: WINTER SEC E -E REQ'D TO FLAW 5.17 cfs Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0050 ft/ft n = 0.030 B = 0.00 ft Z1 = 17.00 ft/ft Z2 = 17.00 ft/ft F = 1.00 ft Y = 0.48 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= 5.3'1 cfs 0.49 1.35 fps 3.92 sq ft 16.32 ft 16.35 ft 0.24 ft 0,24 ft 0.51 ft 0.16 ft 0.05 kip SECe-e.xlsx, Basics 1/9/2017, 7:10 AM ze Normal Flow Analysis -Trapezoidal Channel Project: Channel ID: WINTER SEC F -F REQ'D TO FLOW 4.16 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 = 0.0050 ft/ft n = 0.030 B = 0.00 ft Z1 = 22.00 ft/ft Z2 = 19.00 ft/ft F = 1.00 ft Y = 0.41 ft Normal Flow Condtion {Calculated) Discharge Froude Number Flow Velocity Flaw 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= 4.20 cfs 0.47 1.22 fps 3.45 so ft 16.81 ft 16.83 ft 0.20 ft 0.21 ft 0.43 ft 0.14 ft 0.04 kip SECF-F.xlsx, Basics 1/9/2017, 7:10 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: WINTER SEC G -G REQ'D TO FLOW 16.32 cfs A F Y T Z1 Ye 0 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 = 0.0220 ftlft n = 0.016 B = 0.00 ft Z1 = 20.00 ft/ft Z2 = 20,00 ft/ft F = 1.00 ft Y = 0.41 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= 16.34 cfs 1.87 4.81 fps 3.39 sq ft 16.48 ft 16.50 ft 0.21 ft 0.21 ft 0.77 ft 0.14 ft 0.18 kip SECG-G.xlsx, Basics 1/9/2017, 7:10 AM 30 Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: WINTER SEC H -H REQ'D TO FLOW 5.64 cfs A F T Z1 Ye 0 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 = 0.0060 ft/ft n = 0.030 B = 0.00 ft Z1 = 50.00 ft/ft Z2 = 50.00 ft/ft F = 1.00 ft Y = 0.33 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 Q= Fr V= A= T= P= R= D= Es= Yo= Fs= 6.30 cfs 0.50 1.16 fps 5.45 sq ft 33.00 ft 33.01 ft 0.16 ft 0.17 ft 0.35 ft 0.11 ft 0.05 kip SECH-H.xlsx, Basics 1/9/2017, 7:11 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: WINTER SEC I -I REQ'D TO FLOW 4.16 cfs Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0090 ft/ft n = 0.030 B = 0.00 ft Z1 = 0.01 fUft Z2 = 20.00 ft/ft F = 1.00 ft Y = 0.50 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Row 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= 4.53 cfs 0.54 1.81 fps 2,50 sq ft 10.01 ft 10,51 ft 0.24 ft 0,25 ft 0.55 ft 0.17 ft 0.04 kip SECI-I.xlsx, Basics 1/9/2017, 7:11 AM 32-- Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: WINTER SECJ-J REQ'D TO FLOW 16.32 cis F Y' w T Z1 Yo 0 B Z2 1 Design nformation 1 Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth rout) So = 0.1900 ft/ft n = 0.016 B = 4.00 ft Z1 = 0.01 ft/ft Z2 = 0.01 ft/ft F = 1.00 ft Y = 0.27 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 16.85 cfs 5.29 15.59 fps 1.08 sq ft 4,01 ft 4.54 ft 0.24 ft 0.27 ft 4.04 ft 0.13 ft 0.52 kip SECJ-Jxlsx.xlsx, Basics 1/9/2017, 7:11 AM m Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: WINTER SECK-K REO'D TO FLOW 20.04 cfs T Z1 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 = 0.1000 ft/ft n = 0.016 B = 4.00 ft Z1 = 0.01 fUft Z2 = 0.01 ft/ft F = 1.00 ft Y = 4.37 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 Q= Fr= V= A= T= P= R= D= Es= Yo= Fs= 20.09 cfs 3.93 13.56 fps 1.48 sq ft 4.01 ft 4.74 ft 0.31 ft 0.37 ft 3.23 ft 0.18 ft 0.55 kip SI=CK-K.xlsx, Basics 1/9/2017, 7:11 AM 3q Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: WINTER SECL-L REQ'D TO FLOW 5.42 cfs F n Y Noe Z1 Yo 0 =' 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 = 0.2000 ft/ft n = 0.016 B = 2.00 ft Z1 = 0.01 ft/ft Z2 = 0.01 ft/ft F = 1.00 ft Y = 0.25 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 = 7.14 cfs 5.03 14.25 fps 0.50 sq ft 2.01 ft 2.50 ft 0.20 ft 0.25 ft 3.41 ft 0.12 ft 0.20 kip SECL-L.xlsx, Basics 1/9/2017, 7:11 AM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Basin ID (For catchments less than 160 acres only. For larger catchments, use hydrograph routing method). (NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended) Determination of MINOR Detention Volume Using Modified FAA Method peslan Information {Input): Catchrhent Drainage lmperrieusness I, Catchment Drainage Area A. _ Predevelopment MRCS Sat Grow Tyye = Rerun Period for Detention Controi T- TuneatDamentratanofWatershed 7e= Allowabe Unit Release Rah g= One -hour Precipitatan P, _ Dasign Rainfall 113F Formula i • C, P,1(Da+T,)wG, Coefficient One C: _ Coefficient Two C; • Coefficient Three C-_, 42,00 10156 8 10 0.21 29.42. 0.789 Determination of MAJOR Detention Volume Using Modified FAA Method percem acres A. B, C. or D years (2. 5, 10, 25, 50. er 1091 refutes cfsfacre 4-ches Design Information (Input): Carchment Drainage Impervousness Calchmenl Drainage Area Predevetapment MRCS Sot Grow Type= Return Period for Detention Control 7 = Time of Comeovation of Watershed Tc • Allowable Lint Release Rate g= One -hair Precipitation Pr = Design Rainfall lDF Formula i=t,'P,IAQ•T‘l^Ca Coefficient One Coefficient Two Coefficient Three I, _-... 4200 + __ percent A= 10.150acres 3 A, E. C, or D 100". bream (2. 5, 10- 25, 50, or 100) 40 mares 0.27 ds/acre 2.74 riches C, = 20 50 -'----16-__-- - 0.788 I Determination of Average Outflow iram the Basin (Calculated): Ruoff Coefficient C= 0.37 Inflow Peak Runoff Chin• 7.18 cfs Allowable Peak Outlaw Rah Cp-out=....-.t:'C9,......cfs Med. FAA Minor Storage Volume • 14,356 cubic feel Mod. FAA Minor Storage Volume = 6330 acre -ft 20 c Enter Reirlle' Craton Incremental Increase Value Here (e.g. Slog 5 -Mitres) Raifal D,ta4on mimes :resit) D :0 r 289 0.295 1.00 2:09 0.058 0.239 4y,......v 1.91 0-396 1100 i 2:09 0 115 i..-,. 0.?8t 60 1.47 0.455 093 1.74 0-14 0311 ea 100 120 140 0.90 3 0.592 0.64 • 1.34 0.259 0.323 160_ 4.. 0.7] •i 0.603 --. -.•,.0.63 I 1.31 4 0.288 0.315 160 - -. 067 ---- 0-621 0-61 1.26 0 317 _ 0 304 <- 200 0 2 0.6313 • 0.60 t 1.25 r 0.346 r 0.292 ..-.-.< ._ ....... 220 0.57 0.853 i 0.59 • 1.24 r 0.374 r 0,278279 240 0.54 0 867 E 0.56 1.22 0.403.. --0,264 250 031 0.680 0-58 1.21 0 432 0 248 280 OAS 0.692 ; 8.57 1.19 0_461 r 0.231 300 OAS 0.704 0.57 1.18 ...0.490 _ ..._ 0,214 320 0.43 ¢ 0-714 0.56 - 1.18 0 518 9.198 340 0.41 360 0.98 0.734.....; D.56 1.16 0.576 0.159 -.......< s...... ., SBO 0,30 0.74! t 0.55 1.16._..,• •._,0.505 r.,..-O.i39 400 0.36 r 0.752 0.55 115 0-634 D-119 420 - _-- 035 - 0.761 0.56 y 1.15 a 0.662 r Doge 440 034 0769 • 0.55 1.14 - 0,691 0 0.078 461) 0.73 0-777 - 0.54 1.14 0720 0. C57 480 0.32 Rainfall Intensity WAY:3 / M (0141110 Inflow Volume acrefeet (output} Adjustment Factor (output) Average OLLihlar cfa taulpu) Outflow, Volune acre-feet 00000 Storage Volrne acre -fee[ 01.4000 0.00 0.300 0.00 0:00 • 0.000 • 0-000 1.20 - 0.498 0.75 1.57 • Dm 0.325 1,03 0531 _ 070 i.4fi .... ---.. 0.202,... ..... 0.330 0.90 0.559 0.67 1.39 0-230 - 0-326 Determination of Average Outflow from the Basin (Calculate ll: Rruft Coefficient Inflow Peak Runoff O6•n= ...... Allowable Peak Outflow Rate Qp-out = 274 _ els Mod. FAO. Major Storage Volume = 51.3113 _ cubic feat Mod FAA. Major Storage Volume = 1.A8 acre -ft Ramriali Durahan minutes 004,1) Raritan Intensity inches 7 hr 07177-4) Inflow Volume acre -fed Adjustment Factor (output) Average Outflow cfs fetbpttl Outflow Yokel* acro-leel NatllPuO Slorue Vokr,e acre feet to401:.i 0 0.00 0 000 0 00 0.09 - 0.000 • D.006 20 - 5.41 0.757 1.00 2.74 0.075 - 0.681 40 3.62 1.011 1.00 2.74 - 0.151 L 0.660 80 2.77 1-153 083 2.29 0.188 • 0.975 80 226 • 1-272 a { 0-75 2.09 0.263 1.046 100 194 1.357 0.70 1.62 a tun r 1O93 120 1.70 1 426 0.67 1.93 0.302 _ t.126 140 r 1.52 1-480 6-N 1.70 < 0.940 1.149 IW 1.38 1.541 - 0.63 • 1.71 4 0,377 ; - 1.163 180 1.26 .. .. _ 588 D.61 • 1.67 0.415 1 1-172 r......-. - (......-..i. 200 1 17 i 1830 1 060 1.64 0.453 1.177 220 ` 1.69 1.669 i 0.59 • f 1.62 0.491 1.178 240 1.02 1_.705.....1 0.58 • 1.60 0.528 1 176 260 0,96 1 738- •.. . „ 058 1.56 0.666 I-172 ...............-_ - ' - r .-._.......-....... ...--s 260 0.9900 1-789 _ _ 0.57 1.57 1,57 0.604 ; 1.165 307-----0.86.- 1.798 I 0.57 1 1.56 ; 0.642 1 156 320_ 0.8? 1.828 D.55 a 1.54 0.678 1-146 340 0.78 ....1-852 I 058 ; 1.53 0.717 1.135 360 0.75 1.877 i 0 58 1.52 0.755 1.122 380 L 0.72 1.9130 0.55 A 1.51 v 0.703 r 1 -IDS 400 0.69 I 1-923 - 0.55 1.51 i- 0.030 1.092 420 --•; 068 '' •- -1.945 055 1.50 0 069 1.076 410 • 0.64 1.955 _ 0.55 - 1.49 L 0908 t.•----1.059 460 0.62 1.965 - 0.54 1.49 • 0.944 1042 400 r 060 2005 ; 054 148 0991 ----,-.-_..1:023 500 0.58 I 2A23 I 0-5! 1.4e 1.919 - 1.694 5211 0.5fi i 2.0411_..,.• 0.54 1.48 1957 F 0985 540 0.55 2059 I 0.54 .• 1A7- 1986 7 0.964 r........ . ......r-..--............. --•-'s 560 0.53 j_ 2.076.._,.-{ 0.54 a 1.47 0 1.132 0.943 580 0.52 i 2.092 0.63 1,46 1.170 0922 800 _ 0.50 2.100 ....< 0.53 4. 1.48 1100 0-9D0 8211 - 9.49 2-124 253 1,46 1146 0.878 540 - 0.48 i 2.139 0.53 - 126 1.283 0 655 8611 0.47 1.... 2.154 1,...._0,53-•.--> 1.45 1.321 0.632 690 _ _ 0-46 2150 i 0 53 115 1.359 0.909 700 r 0.45 s 2,3112 1• 0-53 r 115 1.197 0.785 720 0.44 i 2.1943 I 0.53 740 0-l] I 2 209 0.53 1.44 1.472 700 9.132 2.222 ` 0-53 4_ 1.44 1.510 BM 0.41 i 2.235 0.53 • 1.44 . 1-546 800 0.40 r 2247 k -.0,5,3._...-y.-...1;44. -r 1.595 820 0.39 .--2.260 i 0-52 - 1.41 1.823 NO 0.39 t .__.2,272_ .- -.. 062 1.44 r 1.081 880 0,38 2284 0.52 113 1.699 800 ` 0.37 2.295 •4 0.52 1.43 --.•-1,736 800 _ 0.37 2.308 0.62 113 • 1.774 920 0.36 I 2.319 I 0.52 1.49 1.912 040 - 0.35 2.329 '...-..0.52 • ; 1.43 - 1.050 980 - 0.35 2.339 31 0.52 113 1-087 990 0.34 2 350 I 0 52 1.43 - 1.925 (000 0.34 2.360 0.52 - 1.43 1.963 1020 0.33 2.371..,---'3 0.52 1.42 2.001 1040 0.33 1080 0.32 ice) 0.32 1100 0.31 1120 0.31 1140 0.30 1180 0 30 1190 030 1200 0 2 = 2.456 6.52 1-42 2340 0.116 0.725 0.56 1.17 0 547 0.177 6.794 0.54 ( 1.13 0 748 r.... - 0 036 500 031 0.792 • 0.54 1.13 0.778 1 0.614 --- ......... ...-r................I....-.... >....... ........-, 529. .-' 1130 I 0-799-- .....051.-.- --...-1.13 0.808 4' -0.008 640 019 i ....-. 1 1.-.... 0-8...0 - __- 548 68 0.54 < 1.12 --- - 0835 i..__.0.030 560 4 0.28 i D.812.....:...... 0:54--' 1.12 0.1364 .0.052 -SBO 0_27 I 0 819 0.53 -.1.12 0.893 4 -0.074 600 0.27 {i 0.825 ...._053.- 1.12 ; 0922 ; -0.097 ............. ................ Y 430 0.28 i 6 g3t .83i ..........0.53........-... 1_rlY. 0.950 14- ' ....:0.119 040 ;_ 0.25 .•' , 0:837., .,..,.__.0.53 '. i.ii • 0978 x._.__-0,14 660 s 0-25 i 0043 053 1.11 ; 1.008 ; -0165 680 4 0.24 i 0.600 - 0.53 1.11 + 1 637 + 6 189 700 0.24 - 0.654 i 0.53 1.11 1.066 -0.21'2 { 720 823 1 0.850 ; 0,53 1.19 r---..1:094...-. ..._-0.235 740. --1 0.23 0.864 j 0.53 1.10 1-123 -0.259 760 { 0.22 _ 0.069 • 0.53 1.10 1.152 7130 - •- -- 022 I 0 975 - 0,53 1.10 1.141 -6.263 -6.366 -0 330 800 0.21 _ 0.67$ 0.53 820 _ 0.21 0.884 [ 0.52 • 1.10 1.238 .0.354 . _..-..r... 940 4 020 0984 _452 _ 1.101267..•,-,_,.-.,0.378 sea 0.20 1 0894 052 1.69 r-298 -0-402 880 - 0.20 ...--4 0.898 - 0.52 1.09 1.325 •0.427 ilpq •--1•,. •- 0.19 0.903 0,52 1.09 1.354 -0451 920 0.19 0.907 e.52 1.09 1-382 940 0.19 0.911 .,..--. 0:52 _ 1.09__.__- •....1_:411 960 i 0.19 L_-...0-915,_- ---.042 --_:_•__•,1,.09 4 1440 980 0.18 1 0-920 0.52 1.09 t-469 1000 I 0.18 4._ 0.924 0.52 - 1.09 1.490 1020 s 0.18 0-928 0.52 1.09 1.528 1040 0.17 0.932 042 1.09 ' 1-555 1-10 1 210 115 r..---1.414'-'_•••• -0791 0.737 0.712 0.667 0.652 0.637 0.611 0.505 0.559 0532 0.506 0.479 0 452 0.425 0.397 0370 0.342 -0-478 spit -0.525 -0.549 -0.574 -0.589 -0.624 1080 0.17 " 0.9]5 -_ .- 0:52 i 1.09 1 1.5114 •0.848 1600 0-17 4 0-939 0.52 I 1.08 1.613 -0.874 +'--------- ------Y-....-. -.__.1100_._...1 0.17 � 0.943 • 0.52 i 1.00 , 1-642 't -0.889 _ 1120 1 0.16 - 0,547 13.52 i 1.09 s 1.570 -0.724 7 340-..-.I•..-.- 01'6 a 0-950 032 I -LOB c -.. 1.699...._.--.3.749 1190 a 0.16 0.954 042 I.---- 100..-..r 1-728 S 4774 ,.,-.1180 ; 0.16 I 0.95B 0.52 1 LOB , 1.757 -0.759 .....-.r 1200 --- ' -� - 0.15 0.901 - 0.52 - 1.06 = 1.786 -0.825 2_381 I 0.52 1.42 2038 2.391 6.52 142 2.076 0.314 2.400 9.52 112 2.114 O287 2.410 952 _ _; _ 1.422152 --._.0.256_.., 2-420 052 � � 1.12 2.189 0.230 2.429 L 0.52 112 2.227 0.202 2 438 I 0.52 � 1.42 ..... 2265 > 0.171 2-447 I 0-52 1.42 2.303 0.145 Mod. FAA Minor Storage Volume (cubic R) = 14,356 Mod. FAA Major Storage Volume {cubic ft.) • 51,318 Mod FAA Miner 8acoune Volume Pere -R). • 0.9256 Mod. FAA Major Storage Volume (acre -ft) = 1.1761 UDFCD DETENTION BASIN VOLUME ESTIMATINci ✓ ORKB0OK Version 2.35. Released January 2015 711F1A260udc, Maned FAA IrP2017. 7 02 AM _3(„ STAGE -STORAGE SIZING FOR DETENTION BASINS Project: Basin 1D: bw Side Slop a Side sure Z Di skin Information flnnut): Width of Basin Bottom, W = Length of Basin Bottom, L Dam Side -slope (H:V). Zd = Stage -Storage Relationship: Isosceles Triangle Rectangle Circle / Ellipse Irregular Check Basin Shape Right Triangle OR. OR -- OR_ - OR_ (Use Overide values in cells G32 G52) MINOR MAJOR Storage Requirement frorn Sheet 'Modified FAA': 0.33 1.18 ;acre -fl. Storage Requirement from Sheet'Hydrogragr: ' 'acre -11 Storage Requirement from Sheet'Ful -Spectrum': Labels Water Side Basin for WOCV, Minor, Surface Slope Width at & Major Storage Elevation (H:V) Stage Stages ft ft/ft it (input) Sinput) Below El. (output) 6.00 (input) ................... 7.00 WQCV 6.00_ 0.00 0.00 0.00 0.00 Basin Length at Stage it (put) 0.00 0.00 0.00 0.00 1.00 0.00 0 00 Surface Surface Volume Area at Area at Below Stage Stage Stage (t2 ft2 User ft3 (output) Overide {output) Tai;water ctr : 11-80 0.00 0.00 1 0.00 0,00 Surface Area at Stage acres (output) Volume Below Stage acre -ft (output) 3.130 0.072 0.000 4,290 : - 3,710 0.098 0 085 5634 8.672.., ,. 0..129 0.199 7,636 15,307 0.175 0.351 10,880::: 24,565 _-_ 0,250m -_0,564 15,858 37,933 . 0.364 0-871 29,273 52,785 - 04888 1-212 :24,451 57,357 i 0.561 1.317 *NIA - #NIA #NIA #WA *N/A #N/A #NIA #NlA • *NIA #NIA ' #N/A #N/A #N/A Target Volumes for WQCV, Mirror, & Major Storage Volumes (far goal seek) ... .... ............ ...................................... r #NIA #N/A OVA #NIA #N!A #N/A MIA #N/A #N/A #N./A #N/A 4N/A *NIA #N!A #NIA w • 4N/A, #NIA_ #N/A, #NIA #M1IIA #N!A #NIA #N/A #NIA µ #N/A *NIA 4N/A #MIA_ #N/A #NIA #N/A #NIA #NIA #NIA 4N/A #NIA #N1A #N/A 4N/A #NIA 4N/A #NIA • #NIA 3 #N!A #NIA #141A NM% DMA • #NIA 3 #NIA #N/A ��- #NIA ttN./A : #N./A 75F1A260-xls, Basin 1/9/2017. 7.03 AM 3? RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES Project: Basin ID: X Sizing the Restrictor Plate for Circular Vertical Orifices or Pipes (Input) Water Surface Elevation at Design Depth PipeNertical Orifice Entrance Invert Elevation Required Peak Flow through Orifice at Design Depth Pipe/Vertical 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 Elev: WS = Elev: Invert = Q= Dia = Co = Af = Theta = Qf = Percent of Design Flow = Theta = A0 = To = Yo = Elev Plate Bottom Edge = Q.= Width of Equivalent Rectangular Vertical Orifice Equivalent Width = #1 Vertical Orifice #2 Vertical Orifice 4,712.00 4,706.00 2.78 12.0 0.65 0.79 3.14 9.6 346% 121 0.22 11.24 0.32 4,706.32 2.8 i 0.69 Q� 76P1A260.xls, Restrictor Plate 1/9/2017, 7:03 AM STAGE -DISCHARGE SIZING OF THE WATER Project: 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): Percent Soil Type A = Percent Soil Type B = Percent Soil Type C/D = Outlet Design Information (Output): 3 42.0 10.15 2 5.00 1.00 0.65 0.005 40 35 65 percent acres feet inches ft/ft hours Diameter of holes, D = Number of holes per row, N = Height of slot, H = Width of slot, W = 1.183 1 OR inches inches inches Water Quality Capture Volume, WQCV = 0.190 watershed inches ..... . Water Quality Capture Volume (WQCV) = 0.161 acre-feet Design Volume (WQCV / 12* Area * 1.2) Vol = 0.193 acre-feet Outlet area per row, A0 = 0.96 square inches Total opening area at each row based on user -input above, A0 = 1.10 square inches Total opening area at each row based on user -input above, A0 = 0.008 square feet 76F1A260.xls, WQCV 1/9/2017, 7:03 AM Size Overflow Wier FOR SITE H = (Q/Cd*W)^.667 Q= 33.34 cfs Cd= 3.1 H = (Q/Cd*W)^.667 W= 35 ft H = (69/3.1*24)^.667 Height= 0.455 ft No Pumps I Sump, Effluent and Sewage Pumps I Submersible Sewage Pumps I 2 HP Manual Submersible Sewage Pump, 230 Voltage, 335 GPM of Water @ 15 Ft. of Head View Product Family DAYTON 2 HP Manual Submersible Sewage Pump, 230 Voltage, 335 GPM of Water @ 15 Ft. of Head Item# 4LE17 Mfr. Model# 4LE17 Catalog Page# 3269 UNSPSC# 40151517 0 How can we improve our Product Images? Compare PRODUCT DETAILS Price 6 $1,065.001 each This item requires special shipping, additional charges may apply. Auto -Reorder Every 1 Month ►' • Dover one time only 1 ALL TO CART + Add to List Jump to: Replacement Parts (19) Be the first to write a review Shipping Weight 127.0 Ibs. EMAIL v` PRINT Confirm ZIP Code to determine availability. 80631 SAVE Country of Origin China I Country of Origin is subject to change - Note: Product avarlabRity is real-time updated and adjusted continuously. The product wiA be reserved for you when you complete your order, More Dayton submersible ejectors are self-contained and recommended for use in a sump or basin, where they should be vented in accordance with local plumbing codes. They are designed to pump effluent or wastewater, nonexplosive and noncorrosive liquids, and shall not be installed in locations classified as hazardous in accordance with the United Stated Electrical Code (NEC), ANSI/NFPA 70. Never install the pump in a trench, ditch, or hole with a dirt bottom; the legs will sink into the dirt and suction will become plugged. View Less n TECHNICAL SPECS Item Pump Type HP Switch Type Base Material Housing Material Impeller Material Voltage Phase Amps Submersible Sewage Pump Manual 2 None 303 Stainless Steel Cast Iron Cast Iron 230 t 19 GPM of Water @ 10 Ft. 375 of Head GPM of Water @ 15 Ft. 335 of Head GPM of water @ 20 Ft. 290 of Head GPM of Water @ 25 Ft. 250 of Head GPM of Water @ 30 Ft. of Head GPM of Water @ 40 Ft. Of Head 200 65.0 Max. Head 46.5 ft. Thermal Protection Auto Height 21-1/4" Diameter 16-23132" Cord Length 25 k. Max. Dia. Solids 2-112" GPM of Water @ 5 Pt of Head 405 Motor Type PSC Bearing Type Bail Shari Seal Silicon Carbide Agency Compliance CSA Discharge NPT 3" Max. Liquid Temp. 104 Degrees F Motor RPM 1750 L-12- CULVERT STAGE -DISCHARGE SIZING (INLET vs. OUTLET CONTRUL INTFR TAILWATER EFFECTS) Project: WINTER Basin ID: CULVERT i`i Status: Lm .... ceErctxarstbra .xer t>+eaiiaa tmenni.r.: li u ii Y Design Information (Input): Circular Culvert: Barrel Diameter in 'Inches Inlet Edge Type (choose from pull -down list) Oft: Box Culvert: Barrel Height (Rise) in Feet Bartel Width (Span) in Feet Inlet Edge Type (choose from pull -down list) a•Inmou, ]ye sadlimpis � Y,Atew� Number of Barrels Inlet Elevation at Culvert Invert Outlet Elevation at Culvert Invert OR Slope of Culvert (ftv./ft h.) Culvert Length in Feet Manning's Roughness Bend Loss Coefficient Exit Loss Coefficient Desian Information (calculated): Entrance Loss Coefficient Friction Loss Coefficient Sum of Ali Loss Coefficients Orifice Inlet Condition Coefficient Minimum Energy Condition Coefficient Calculations of Culvert Capacity (output): Water Surface Elevation (ft., linked' Ta ilwater Surface Elevation ft 11.00 11.8D 11.10 11.20 11.30 11.40 11.80 11.80 11.80 11.80 11.60 11.70 11._80 11.90 12.00 12.10 11.80 11.80 11-80 11.80 11.80 11.80 Culvert Inlet -Control Flowrate cfs a.a,aa inches ft Square Edge w190-15 Deg. Headwall No = inlet Elev. Outlet Elev = n= Kt= K,= 14= 14= 14= C„. KEk,,.= Culvert Cutlet -Control Flowrate cfs 1.01 ..;r 3�t µ0µ1089µ Controlling Culvert Flowrate oft (output) ft. elev. ft elev ft Inlet Equation Used: Flow Control Used 5.3D 0.06 ... 0,00 s Min. Enemy, Eqn, WA 6-40 0 O w 0.00 Min- Energy Eqn. WA 7.50 0.00 0.00 Min. Energy. Eqn NIA 8.70 10.00 11-40 _ iz 70 14.10ry 0.00 1560 0.00 17-00 11.32 16.01 19.61 22.65 24.22 - 24.72 25 25 25.85 26 46 27.16 0.00 12.20 12.30 11.80 12.40 12.50 13.20 13.30 13.90 18.60 20.20 21.80 23.40 25.10 25 70 Y 26.40 30 DO 3170 0.00 o.00 D.00 0.00 Min. E . Eqn, ' N/A w0.00 Min. Energ, r�Egnµ, 2 WA nn 0.00T Min. Energy. Eqn- N/A .r O OO `� Regression Eqn N/A u� 0.00 t Regression Eqn < NIA Regression Eqn ? N NIA 11.32 < Regression Eqn OUTLET f 16.0 „.._4 m4 Regression E. n. OUTLET�'-- 19.67 Regression Eqn. OUTLET 21.80 Regression Eqn- INLET # 23.40 Rresslon Eqn. ...INLET -1 24.77 Regression Eqn. OUTLET # 25.25 i Regression Eqn- OUTLET # 25.85 Regression Ewa M OUTLET 26.46 Regression Eqn. M OUTLET i 27.16 Regression Eqn OUTLET 33.30 21.87 . n. ? OUTLET 28.59 f Regression Eqn. F OUTLET 36.54 34.16 30.16 f Regression Eqn 1 OUTLET 38.10 # 31.75 R ression E n. OUTLET 39 60 33.40 3349 Regression Eqn. .CUTLET = 41 10 35.D1 38.01 Regression Eqn. s OUTLET # ................:......... ......... . R,..«,..,.,........,.rte. e..._..,..............-.:..... 4260 36.64 _36.64 A. Reressicn Eqn. # CUTLET DD 3823 38.23 Regression Eqn OUTLET 1 #' q 45.44 39.78 39.78 I Regression Eqn -' OUTLET 46.84 41.25 41.25 R ression Eqn OUTLET I n. ..-. r 5 48.10 < 4274 42.74 S R_ egression Eqn. w OUTLET ; Processing Time: 00.20 Seconds{ 27.87 31.75 # R resslon E CULVERT#t.idsm, Culvert Rating 1/9/2017, 7:13 AM 43 Determination of Culvert Headwater and Outlet Protection Project: WINTER Basin ID: CULVERT #1 - I _ C ) :: i�-^� f F' [CISandy @neon-5andy Design Information (Input): Design Discharge Circular Culvert: Barrel Diameter in Inches Inlet Edge Type (Choose from pull -down list) o. 14.65 cis DA 36 Alnctlea square End Pin:Onion 7 j Box Culvert: OR 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 Oa Slope Culvert Length Manning's Roughness Bend Loss Coefficient Exit Loss Coefficient Tailwater Surface E}evation Max Allowable Channel Velocity Height (Rise) _ Width (Span) • _ ft w, No = Elev IN = Elev OUT = L= n= kb= k, _ Elev Y, = V= 1 10 95 93 0.016 0 1 7 ft R ft ft ft/s Required Protection IDutputl: 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/Diameler2 ° �R Flaw/(Span' Rise' b) Froude Number TaidvaterlAdjusted Diameter OR TadwaterlAdjusted Rise Inlet Control Headwater Outlet Control Headwater Design Headwater Elevation Headwater/Diameter OR Headwater/Rise Ratio Minimum Theoretical Riprap Size Nominal Riprap Size LIDFCD Riprap Type Length of Protection Width of Protection Y, _ A= �_ lc= ks = Yr, _ Y� = d= Us= 1!(2'tan(O)) _ O/13^2.5 = Fr= Yt/D = HWi = HWos HW = HMO = tl� _ dqp = Type = Lo = T= 120 209 7-07 0-50 1.01 2.51 1.26 1.22 2-11 6.70 0.94 0.94 DAD 1.74 1.76 11.78 0.59 2 6 VL 9 5 ft ftz ft ft ft ft ft ft ft in in ft ft Lig Riprap sizing 100 -Year Storm Event Winter prepared by: SLS Riprap at end of Cross -Section J -J Rundown: Pd = (V2+gd)'fz V = design flow velocity at channel outlet (ft/s) g = gravity (ft/s2) _ d = design depth of flow at channel outlet (ft) Pd = riprap sizing design parameter (ft/s) _ D = Channel Design Width (ft) z-- Riprap type: D50 =riprap diameter (inch) = Bed Length (ft) _ Bed Width (ft) _ Bed Thickness (ft) _ Conclusion: -) Eq. HS -16e, UDFCD Drainage Criteria Manual, 2008 15.59 Manning's Equation 32.2 0.27 -> Manning's Equation 15.87 Eq. HS -16e, UDFCD Drainage Criteria Manual, 2008 4 1_ From Fig. HS -20c, UDFCD Drainage 9 Criteria Manual, 2008 16 -> Eq. HS -18, UDFCD Drainage Criteria Manual, 2008 16 Eq. HS -20, UDFCD Drainage Criteria Manual, 2008 1.31 -> Eq. HS -17, UDFCD Drainage Criteria Manual, 2008 Riprap at end of channel will consist of a 16.0'1- x 16'W x 1.5'T bed. Riprap at end of Cross -Section K -K Rundown: Pd = (V2+gd)th V = design flow velocity at channel outlet (Ws) _ g = gravity (ft/s2) _ d = design depth of flow at channel outlet (ft) _ Pd = riprap sizing design parameter (ft/s) _ D = Channel Design Width (ft) _ Riprap type: D50 =riprap diameter (inch) _ Bed Length (ft) _ Bed Width (ft) Bed Thickness (ft) _ -} Eq. HS -16e, UDFCD Drainage Criteria Manual, 2008 13.56 -> Manning's Equation 32.2 0.37 Manning's Equation 13.99 -> Eq. HS -16e, UDFCD Drainage Criteria Manual, 2008 4 L -> From Fig. HS -20c, UDFCD Drainage g Criteria Manual, 2008 16 -> Eq. HS -18, UDFCD Drainage Criteria Manual, 2008 16 -3 Eq. HS -20, UDFCD Drainage Criteria Manual, 2008 1.31 Eq. HS -17, UDFCD Drainage Criteria Manual, 2008 Conclusion: Riprap at end of channel will consist of a 16.01. x 16'W x 1.5'T bed. Riprap sizing (continued) 100 -Year Storm Event Winter prepared by: SLS Riprap at end of Cross -Section L -L Rundown: Pd = (V2+gd)Y2 V = design flow velocity at channel outlet (ftls) _ g = gravity (ft/s2) _ d = design depth of flow at channel outlet (ft) _ Pd = riprap sizing design parameter (Ws) _ D = Channel Design Width (ft) _ Riprap type: D50 =riprap diameter (inch) _ Bed Length (ft) =- Bed Width (ft) = Bed Thickness (ft) _ Eq. HS -16e, UDFCD Drainage Criteria Manual, 2008 14.25 -> Manning's Equation 32.2 0.25 -. Manning's Equation 14.53 -> Eq. HS -16e, UDFCD Drainage Criteria Manual, 2008 2 L From Fig. HS -20c, UDFCD Drainage 9 Criteria Manual, 2008 10.08 --> Eq. HS -18, UDFCD Drainage Criteria Manual, 2008 8 --) Eq. HS -20, UDFCD Drainage Criteria Manual, 2008 1.31 Eq. HS -17, UDFCD Drainage Criteria Manual, 2008 Conclusion: Riprap at end of channel will consist of a 10.0'L x 8'W x 1.5'T bed. HU {fie - {{..+.J.bq• O -i Warning: Soil Map may nc t be yard at this scale TtfiteMWARMartir E 511640 522690 S12]40 522791 522846 5129':-0 Hydrologic Soil Group —Weld County, Colorado, Southern Part MAP LEGEND MAP INFORMATION Area of Interest (ADO Area of Interest (AOI) Soils Soil Rating Polygons Q A Q A/D U B B/D L C C/D Q D U Not rated or not available Soil Rating Lines A r,r Aid B ry B/D . • C e v.. D Not rated or not available Soil Rating Points O A p AID ® B ® B/D O D G C/D D © Not rated or not available Water Features Streams and Canals Transportation i-r-a Rails Interstate Highways US Routes Major Roads Local Roads Background ne Aerial Photography 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 and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nres.usda.gov 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 15, Sep 22, 2016 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Apr 22, 2011 Apr 28, 2011 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 Ar Conservation Service Web Soil Survey National Cooperative Soil Survey 12/13/2016 Page 2 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Part Hydrologic Soil Group Hydrologic Soil Group —Summary by Map Unit —Weld County, Colorado, Southern Part (OO818) lMap unit symbol I Map unit name f Rating 46 Olney fine sandy loam, 0 B to 1 percent slopes 75 Vona sandy loam, 0 to 1 A percent slopes Acres in AO1 Percent of AOl 7.9 64.5% Totals for Area of Interest Description 4.3 35.5% 12.2 100.0% 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, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, 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. Rating Options Aggregation Method: Dominant Condition LSDA Natural Resources Web Soil Survey lo'r Conservation Service National Cooperative Soil Survey 12113/2016 Page 3 of 4 �q Hydrologic Soil Group —Weld County, Colorado, Southern Part Component Percent Cutoff. !None Specified Tie -break Rule: Higher USDA Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 12113/2016 Page 4 of 4 6-6 714. : • PANEL 1730E FIRM FLOOR INSURANCE RATE MAP WELD COUNTY, COLORADO AND INCORPORATED AREAS PANEL 1730OF 2250 (SEE MAP INDEX FOR FIRM PANEL LAYOUT) C0N��,IYS COT4i V lTY aV N5 n sw.c. ,ovw n= l'JJY,t INSWEE 1::e nyBER PRNE! 155"tK i>r� 5:1JI % Notice to User. The Map Number shown below should be used when placing map orders, the Community Number shown above should be used on insurance applications tar the subiect community. MAP NUMBER 06123C1730E EFFECTIVE DATE JANUARY 20, 2016 Federal Emergency Management Agency J This is an official copy of a portion of the above referenced flood map. it wee extratted using F -MIT Cm -Line This map ticea not reflect changes or amendments which may have been made subsequent to the date an the title block. For the latest product information about National Flood Insurance Program Abed map¢ chock thr FEMA Flood Map Store at www.mee.fema,gov VICINITY 11/L4P REFERENCES 1. URBAN STORM DRAINAGE CRITERIA MANUAL VOLUMES 1,2,3 DATED JUNE 2001 REVISED AUGUST 2008 2. RUNOFF ANALYSIS-UD RATIONAL SPREADSHEET v1.02a DATED SEPT 2005 FROM URBAN DRAINAGE CRITERIA MANUAL VOLUME I 3. CULVERT DESIGN-UD -CULVERT SPREADSHEET v2.04 DATED JULY 2012 FROM URBAN DRAINAGE CRITERIA MANUAL VOLUME 1 4. CHANNEL DESIGN-UD-CHANNELS SPREADSHEET v1.05 DATED OCT 2013 5. UD-DETENTION_2.34 DATED NOV 2013 6. CITY OF GREELEY STORM DRAINAGE CRITERIA SECTION 3 DATED JUNE 2008 c3 Traffic Narrative: 1. Describe how many roundtrips/day are expected for each vehicle type: Passenger Cars/Pickups, Tandem Trucks, Semi-Truck/Trailer/RV (Roundtrip = One (1) trip in and One (1) trip out of site). Passenger Cars, Pickups, Pickups with Trailers and RV's will be up to 30 roundtrips per day. Monday through Friday, it is estimated that it will be 20 roundtrips per day because the RV storage traffic is mainly on weekends. RV traffic generally peaks during June, July and August when school in not in session. Semi Trucks may have up to 20 roundtrips to the site starting around April 1" and ending May 15th (During Corn planting and Corn ground preparation). These trips to the site will be at random times of the day. The rest of the summer there may up to 5 semi roundtrips to the site a day. After September 1" and through April 1" there will be about 5 semi round trips to the site a month. 2. Describe the expected travel routes or haul routes for site traffic. It is anticipated that the intersection of HW 85 and CR 46 will be closed upon completion of the HWY 85 & CR 44 flyover. Traffic from east side of HWY 85 will access off of CR 46. Traffic to and from the south, southeast, or west will travel south on CR 35 to get to CR 44/HWY 85 flyover. It is anticipated that north bound traffic leaving the site could use one of three routes: Travel east on CR 46 to CR 37 and then north to CR 48. The second option is to travel south on CR 35 to CR 44 and then to the HWY 85 flyover to merge onto north bound HWY 85. The third option, to get north, would be to take CR 46 east to CR 39, which may be taken north to LaSalle where 1st Avenue and HW 85 intersect at a signal. 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.) Approximately 20% of the traffic will enter and leave the site from CR 46 to the east. The remaining 80% will enter and leave west of the site on CR 46. 4. Describe the time of day that you expect the highest traffic volumes. Weekday Passenger Cars and Pickups highest volume will be from 7:00am-9:00am weekdays and 1:00pm-5:00pm weekdays. Weekend passenger cars and pickup trips will be more random and will generally not peak. Semi -Truck traffic will generally occur during daylight hours when corn is being planted and corn ground is being prepared. Semi -truck traffic will generally not have a peak hour as they will come to the site based on the need for fertilizer, not based on time of day. Notice of Inquiry Weld County Pre -application Case # PRE21-0250 Date of Inquiry 09/02/2021 Municipality Evans IGA Name of Person Inquiring Jeff Winter Property Owner George L. Sandberg Trust Planner Diana Aungst Planner Phone Number 970-400-3524 Planner Email Address Daungst@weldgov.com Legal Description Lot A RECX17-0013; Section 12, Township 4N, Range 66W. Parcel Number 1057-1230-0005 Nearest Intersection CR 46 and Hwy 85 Type of Inquiry Add 2.89 acres to an existing USR for storage and an ag fertilizer area with liquid tank storage and a warehouse. The above person met with County Planning staff about developing a parcel of land inside your designated Intergovernmental Agreement/Coordinated Planning Agreement Boundary. fY County Planner's signature Would you like to pursue annexation of this property? NO V YES Date of Contact 1126022 /� Comments: Co -m Dev Director 1-127122 Signature of Municipality Representative Title Date Please sign and date to acknowledge that the applicant has contacted you and return this signed form to Weld County Department of Planning Services. Weld County Planning Department 1555 N 17th Ave, Greeley, CO 80631 — (970) 400-6100 — (970) 304-6498 Fax 20181107 Notice of Inquiry Weld County Pre -application Case* PRE21-0250 Date of Inquiry 09/02/2021 Municipality La Salle IGA Name of Person Inquiring Jeff Winter 3 Property Owner George L. Sandberg Trust Planner Diana Aungst Planner Phone Number 970-400-3524 Planner Email Address Daungst@weldgov.com Legal Description Lot A RECX17-0013; Section 12, Township 4N, Range 66UV. Parcel Number 1057-1230-0005 Nearest Intersection CR 46 and Hwy 85 Type of Inquiry Add 2.89 acres to an existing USR for storage and an ag fertilizer area with liquid tank stora a and a warehouse. The above person met with County Planning staff about developing a .parcel of land inside your designated Intergovernmental Agreement/Coordinated Planning Agreement Boundary. 11� -' County Planner's Planner'signature Would you like to pursue annexation of this property? NO X YES Date of Contact /S/o7Da7—. Comments: Presenlvd -10 TIP 13Qgrig %raskes er December T gag 771e C Si ature of unicipality epresentativedeTitle r��/�',�oWtY 062r/A2_, Dat Please sign and date to acknowledge that the applicant has contacted you and return this signed form to Weld County Department of Planning Services. Weld County Planning Department 1555 N 17th Ave, Greeley, CO 80631 — (970) 400-6100 — (970) 304-6498 Fay. 20181107 FOR COMMERCIAL OR INDUSTRIAL BUILDINGS, PLEASE COMPLETE THE FOLLOWING INFORMATION: Business Name: Address: Business Owner: Home Address: Winter Seed & Ag Services, LLC 17215 CR 46 Jeff Winter 1727 19th Ave Phone: 970-573-0840 City, state, zip: Phone: City, state, zip: List up to three persons in the order to be called in the event of an emergency: NAME TITLE PHONE Jennifer Winter Property Co-owner 970-302-0427 La Salle, CO. 80645 Greeley, CO. 80631 ADDRESS 1727 19th Ave. Greeley, CO. 80631 Michelle Fried Property Co-owner 970-302-4007 1559 41st Ave. Greeley, CO. 80634 Craig Fried Property Co-owner 360-460-5041 1559 41st Ave. Greeley, CO. 80645 Business Hours: 8:00am-5:00pm UTILITY SHUT OFF LOCATIONS: Main Electrical: South Entry for office Days: Monday -Friday Gas Shut Off: West side of Office Exterior Water Shutoff: South/West of office Interior Water Shutoff: Utility room 9/10/21 12 Weld County Treasurer Statement of Taxes Due Account Number R8948334 Parcel 105712300009 Legal Description PT SW4 12-4-66 LOT A REC EXEMPT RECX17-9013 Situs Address 17215 COUNTY ROAD 46 GREELEY Account: R8948334 SANDBERG GEORGE L IRREVOCABLE TRUST PO BOX 663 LA SALLE, CO 80645-0663 Year Tax Charge 2021 Tax Interest Fees Payments Balance $10.320.10 $0.00 $0.00 $0.00 $10.320.10 Total Tax Charge Grand Total Due as of 01/13/2022 Tax Billed at 2021 Rates for Tax Area 0138 - 0138 Authority WELD COUNTY SCHOOL DIST RF,1 NORTHERN COLORADO WATER (NC CENTRAL COLORADO WATER (CCW CENTRAL COLORADO WATER SUED LASALLE FIRE AIMS JUNIOR COLLEGE HIGH PLAINS LII3RARY WEST GREELEY CONSERVATION Taxes Billed 2021 Mill Levy 15.0380000* 17.1870000* 1.0000000 1.4040000 2.1890000 5.1540000 6.3420000 3.1970000 0.4140000 Amount $2,988.79 $3,415.92 $198,75 $279.04 $10.320.10 $10,320.10 Values Actual Assessed SPEC,PURPOSE- $241,845 $70,140 LAND SPEC.PURPOSE- $280,08? $81,230 IMPROVEMENTS WAREHOUSE/STORA $163,382 $47,380 GE -IMPS, $435.07 Total $1,024.36 $1,260.48 $635.41 $82.28 51.9250000 $10,320.10 Weld County Treasurer's Office 1400 N 17th Avenue PO Box 458 Greeley, CO 80632 Phone: 970-400-3290 $685,316 $198,750 Pursuant to the Weld County Subdivision Ordinance, the attached Statement of Taxes Due issued by the Weld County Treasurer, are evidence of the status as of this date of all property taxes, special assessments, and prior tax liens attached to this account. Current year's taxes are due but not delinquent. Sign&c,().61,, Date; , 13.2022. Weld County Treasurer Statement of Taxes Due Account Number R8948335 Parcel 105712300010 Legal Description PT SW4 12-4-66 LOT B REC EXEMPT RECX17-0013 Account: 88948335 WERTZ DELBERT E 17491 COUNTY ROAD 46 LA SALLE, CO 80645-8718 Year Tax Interest Fees Situs Address Payments Balance Taxes 2021 $61.80 $0.00 $0.00 $0,00 $61.80 Total Tax Charge $61.80 Grand Total Due as of 01/13/2022 $61.80 Tax Billed at 2021 Rates for Tax Area 0140 - 0140 Authority WELD COUNTY SCHOOL DIST RB 1 NORTHERN COLORADO WATER (NC CENTRAL COLORADO WATER (CCW CENTRAL COLORADO WATER SUED LASALLE FIRE AIMS JUNIOR COLLEGE HIGH PLAINS LIBRARY WEST GREELEY CONSERVATION Taxes Billed 2021 Mill Levy 15.0380000* 17.1870000* 1.0000000 1.4040000 2.1890000 5.1540000 6.3420000 3.1970000 0.4140000 Amount Values Actual Assessed $17.90 AG -DRY FARM LAND $4,073 $1,180 $20.46 AG -WASTE LAND $30 $10 $1.19 Total $4,1103 $1,190 $1,67 $2.60 $6.14 $7.55 $3.80 $0.49 51.9250000 $61.80 Weld County Treasurer's Office 1400 N 17th Avenue PO Box 458 Greeley, CO 80632 Phone: 970-400-3290 Pursuant to the Weld County Subdivision Ordinance, the attached Statement of Taxes Due issued by the Weld County Treasurer, are evidence of the status as of this date of all property taxes, special assessments, and prior tax liens attached to this account. Sign Current year's taxes are due but not delinquent. Date: [ 2022- Hello