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Home My WebLink About20241071.tiffUSE BY SPECIAL REVIEW (USR) APPLICATION FOR PLANNING DEPARTMENT USE: AMOUNT $ APPLICATION RECEIVED BY DATE RECEIVED: CASE # ASSIGNED: PLANNER ASSIGNED: P ROPERTY INFORMATION Is the property currently in violation? Parcel Number: 9 6 3 _ 3 No/ I Yes Violation Case Number: _ 3 _ 0 0 _ 0 1 6 S ite Address: No Property Address listed in parcel viewer/Weld County property report Legal Description: Lot B, Amended Recorded Exemption No. 0963-31-4 AMRE-4936 Section: 31 , Township 5 N, Range 64 W Zoning District: Kersey Run Acreage: 27.675 Within subdivision or townsite? No / Yes Name: Water (well permit # or water district tap #): Sewer (On -site wastewater treatment system permit # or sewer account #): Floodplain No/ Yes Geological Hazard No/ Yes Airport Overlay P ROJECT U SR Use being applied for: Compressed natural gas facility in connection with DCP plant Name of proposed business: Liberty Power Innovations LLC PROPERTY OWNER(S) (Attach additional sheets if necessary.) Name: No / u✓ Yes Company: Michael Boulter Farms LLC Phone #: 701-770-1238 Email: ncesmadtat53@msn.com Street Address: 22019 County Road 54 City/State/Zip Code: Greeley, CO 80631 APPLICANT/AUTHORIZED AGENT (Authorization Form must be included if there is an Authorized Agent) Name: Kelly Jones Company: Liberty Power Innovations LLC Phone #: 970-875-4364 Email: kellyjonesland@gmail.com Street Address: 110 S. Paige Ave., Box 314 City/State/Zip Code: Glendo, WY 82213 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. /< S ignare Kelly A. Jones 4. A 4/30/2024 Date Signature Date P rint Print 07/22 9 DocuSign Envelope ID: 3BB40ADA-8564-4E23-8AE7-97755F 18F69O I, (We), Michael Boulter Farms LLC AUTHORIZATION FORM DEPARTMENTS OF PLANNING BUILDING, DEVELOPMENT REVIEW AND ENVIRONMENTAL HEALTH 1402 NORTH 17T" AVENUE PO BOX 758 GREELEY, CO 80632 give permission to Liberty Power Innovations LLC (Owner — please print) (Authorized Agent/Applicant—please print) to apply for any Planning, Building, Access, Grading or OWTS permits on our behalf, for the property located at (address or parcel number) below: Parcel #096331300016 Legal Description: Lot B, NO. 0963-31-3 RE -4265 of Section 31 , Township 5 N, Range 64 S ubdivision Name: P roperty Owners Information: Address: 22019 County Road 54, Greeley CO 80631 Lot Block Phone: 701-770-1238 E-mail: ncesmadtat53@msn.com Authorized Agent/Applicant Contact Information: Address: PO Box 314, Glendo WY 82213 Phone: 970-875-4364 Correspondence to be sent to: Owner E -Mail: kellyjonesland@gmail.com Authorized Agent/Applicant by: Mail Email Additional Info: Authorization and acknowledgment for permits associated with the USR permit submitted to Weld County for the CNG Facility proposed to be built by Liberty Power Innovations. I (We) hereby certify, under penalty of perjury and after carefully reading the entire contents of this document, that the information stated above is true and correct to the best of my (our) knowledge. DocuSigned by: bb Date9/25/2023 ‘.----975TETCT0rgATAB.. Owner Signature Owner Signature Date 25 SEPTEMBER 23 S ubscribed and sworn to before me this day of , 20 by MICHAEL BOULTER. My commission expires 07/07/2025 DocuSigned by: /2,4A-Lavu oVlxb ETD 574 F'32'B'1'4,6... _ "NOTICE OF INTENT TO ELECTRONICALLY Notary Public NOTARIZE" DAN #0174025408-108420 I, (We), Liberty Power Innovations LC (Owner — please print) Departments of Planning Building, Development Review and Environmental Health 1402 North 17TH Avenue P.O. Box 758 Greeley, CO 80632 Authorization Form give permission to Richard Bradsby (Authorized Agent/Applicant—please print) to apply for any Planning, Building, Access, Grading or OWTS permits on our behalf, for the property located at (address or parcel number) below: South Half of the South Half of the Southwest Quarter (S2S2SW4) Legal Description: of Section 31 , Township 5 N, Range 64 w Subdivision Name: Lot Block Property Owners Information: Address: 950 17th Street, Suite 2400, Denver, Colorado 80202 Phone: (303) 515-2800 E-mail: Authorized Agent/Applicant Contact Information: Address: 950 17th Street, Suite 2400, Denver, Colorado 80202 Phone: (303) 515-2800 E -Mail: riiichard,bradsby@libertypowerinnovations.com Correspondence to be sent to: Owner Authorized Agent/Applicant by: Mail Email Additional Info: When sending correspondence,_,please carbon copy Robert Denzer, Corporate Counsel, at robert.denzerlibertyenergy.com. I (We) hereby certify, under penalty of perjury and after carefully reading the entire contents of this Document, that the i frmation stated above is true and correct to the best of my (our) knowledge. \7 Dated Ownr'ignature f F Date Owner Signature Subscribed and sworn to before me this Allah day of March - , 20 24 by Ack)&vY1TEareU My commission expires 1-f- 1-141CMCO _ My Commission AMANDA Notary State Notary ID of #20184016816 Public Colorado Expire GAGE -2026 Notary Public Authorization Form I, (We), Liberty Power Innovations LLC (Owner — please print) Departments of Planning Building, Development Review and Environmental Health 1402 North 17TH Avenue P.O. Box 758 Greeley, Co 80632 , give permission to Nate Jones (Authorized Agent/Applicant please print) to apply for any Planning, Building, Access, Grading or OWTS permits on our behalf, for the property located at (address or parcel number) below: South Half of the South Half of the Southwest Quarter (S2S2SW4) Legal Description: of Section 31 , Township 5 N, Range 64 w Subdivision Name: Lot Block Property Owners Information: Address: 950 17th Street, Suite 2400, Denver, Colorado 80202 Phone: (303) 515-2800 E-mail: richar-d.bradsbylibertypowerinnovations.corn Authorized Agent/Applicant Contact Information: Address: Po Box 314, Glendo WY 82213 Phone: 970-367-3849 E-mail: nate.jones@norfleetland.com Correspondence to be sent to: Owner Authorized Agent/Applicant .i �s' by: Mail Email X Additional Info: When sending correspondence, please carbon copy Robert Denzer, Corporate Counsel t robert.denzer libertyenergy ,com I (We) hereby certify, under penalty of perjury and after carefully reading the entire contents of this document, that the information stated above is true and correct to the best of my (our) knowledge. te Owner Signature Date 37/24) Z4�.. Subscribed and sworn to before me this ?CyrXvtrck \5rcxct4r� My commission expires 4 —fl - AMANDA GAGE Notary Public State of Colorado Notary ID#26164016816 r lt!pmi 4tiiori �x ire C�4-17�2Q26 Owner Signature day of March Notary Public Date , 20 24 by 11 Owner Signature I, (We), Liberty Power Innovations LLC (Owner — please print) Departments of Planning Building, Development Review and Environmental Health 1402 North 17TH Avenue P.O. Box 758 Greeley, Co 80632 Authorization Form , give permission to Justin Kuchta (Authorized Agent/Applicant—please print) to apply for any Planning, Building, Access, Grading or OWTS permits on our behalf, for the property located at (address or parcel number) below: South Half of the South Half of the Southwest Quarter (S2S2SW4) Legal Description: of Section 31 , Township 5 N, Range 64 Subdivision Name: Lot Block Property Owners Information: Address: 950 17th Street, Suite 2400, Denver, Colorado 80202 Phone: (303) 515-2800 E-mail: richard.bradsbylibertypowerinnovations.coal Authorized Agent/Applicant Contact Information: Address: 950 17th Street, Suite 2400, Denver, Colorado 80202 Phone: (303) 515-2800 E -Mail: justin.kuchta@libertyenergy.com Correspondence to be sent to: Owner Authorized Agent/Applicant by: Mail Email Additional Info: When sending correspondence, please carbon copy Robert Denzer, Corporate Counsel, t robert.denzerAlibertyenerq ►.com. I (We) hereby certify, under penalty of perjury and after carefully reading the entire contents of this document, that the information stated above is true and correct to the best of my (our) knowledge. Date .2)/2 47:2471". Owner Signature Subscribed and sworn to . efore me this rth day of March My commission expires '4""n"spa� AMANDA GAGE Notary Public State of Colorado Notary ID # 20184016816 My Commission Expires 04-17-2026 Notary Public Date I, (We), Liberty _Power Innovations LLC (Owner — please print) Departments of Planning Building, Development Review and Environmental Health 1402 North 17TH Avenue P.O. Box 758 Greeley, CO 80632 Authorization Form , give permission to Todd Peterson (Authorized Agent/Applicant—please print) to apply for any Planning, Building, Access, Grading or OWTS permits on our behalf, for the property located at (address or parcel number) below: South Half of the South Half of the Southwest Quarter (S2S2SW4) Legal Description: of Section 31 , Township 5 N, Range 64 w Subdivision Name: Lot Block Property Owners Information: Address: 950 17th Street, Suite 2400, Denver, Colorado 80202 Phone: (303) 515-2800 -mail: richard,bradsby@libertypowerinnovations.com Authorized Agent/Applicant Contact Information: Address: 950 17th Street, Suite 2400, Denver, Colorado 80202 Phone: (303) 515-2800 E -Mail: todd.peterson@libertyenergy.com Correspondence to be sent to: Owner Authorized Agent/Applicant . by: Mail Email Additional Info: When sending correspondence, please carbon copy Robert Denzer, Corporate Counsel, at rabert.denzer . libert ener• .com. I (We) hereby certify, under penalty of perjury and after carefully reading the entire contents of this document, that the information stated above is true and correct to the best of my (our) knowledge. Owner Signature :3 d r Date 3/o('2Date Owner Signature Subscribed and sworn to before me this krzys,H,rd Braid) • My commission expires 1-1-- AMANDA GAGE. Notary Public State of Colorado Notary ID 41: 20184016810 My Commission Expires 04-17-2026 day of March Notary Public 0 24 by Owner Signature I, (We), Liberty Power Innovations LLC (Owner — please print) Departments of Planning Building, Development Review and Environmental Health 1402 North 17TH Avenue P.O. Box 758 Greeley, CO 80632 Authorization Form , give permission to Matthew Pallas (Authorized Agent/Applicant—please print) to apply for any Planning, Building, Access, Grading or OWTS permits on our behalf, for the property located at (address or parcel number) below: South Half of the South Half of the Southwest Quarter (S2S2SW4) Legal Description: of Section 31 , Township 5 . N, Range 54 w Subdivision Name: Lot Block _ Property Owners Information: Address: 950 17th Street, Suite 2400, Denver, Colorado 80202 Phone: (303) 515-2800 E -rail: richard.bradsby@libertypowerinnovations.com Authorized Agent/Applicant Contact Information: Address: 950 17th Street, Suite 2400, Denver, Colorado 80202 Phone: (303) 515-2800 E -Mail: matthew.pullos@libertypowerinnovations.com Correspondence to be sent to: Owner Authorized Agent/Applicant /. by: Mail Email X Additional Info: When sending corres at robert.denzerlibertyenergy.com. Dondence please carbon co 3y Robert Denver, Corporate Counsel I (We) hereby certify, under penalty of perjury and after carefully reading the entire contents of this document, that the information stated above is true and correct to the best of my (our) knowledge. Date 3/z?12 4--- Owner Signature Subscribed and sworn to before me this a day of March Whaled SVenrib My commission expires +a i1Op AMANDA GAGE Notary Public State of Colorado Notary ID # 20184 11 6816 MyCommission x fires 04-17-206 Notary Public Date by Authorization Form I, (We), Liberty Power Innovations LLC (Owner — please print) Departments of Planning Building, Development Review and Environmental Health 1402 North 17TH Avenue P.O. Box 758 Greeley, CO 80632 , give permission to Andrew Sommer (Authorized Agent/Applicant—please print) to apply for any Planning, Building, Access, Grading or OWTS permits on our behalf, for the property located at (address or parcel number) below: South Half of the South Half of the Southwest Quarter (S2S2SW4) Legal Description: of Section 31 , Township 5 N, Range 64 w Subdivision Name: Lot Block Property Owners Information: Address: 950 17th Street, Suite 2400, Denver, Colorado 80202 Phone: (303) 515-2800 E-mail: richard.bradsby@libertypowerinnovations.com Authorized Agent/Applicant Contact Information: Address: 950 17th Street, Suite 2400, Denver, Colorado 80202 Phone: (303) 515-2800 E -Mail: andrew.somrner@libertypowerinnovations.com Correspondence to be sent to: Owner Authorized Agent/Applicant � by: Mail Email X Additional Info: When sending correspondence,_please carbon copy Robert Denzerj Corporate Counsel, at robert.denzerlibertyenerpy.com. I (We) hereby certify, under penalty of perjury and after carefully reading the entire contents of this document, that the information stated above is true and correct to the best of my (our) knowledge. Owner Signature Date 3/20/n' -- Date Owner Signature Subscribed and sworn to before me this Oh day of March �- , 20 24 by (Weald BrOdS My commission expires `'1. -11 °e a oa (,p Notary Public AMANDA GAGE Notary Public State of Colorado Notary fD # 20184016816 My Commission Expires 04-17-2026 !M..RTMfl 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. Colorado Secretary of State Date and Time: 01/16/2015 10:44 AM ID Number: 20151032494 Document number: 20151032494 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 Michael Boulter Farms, LLC (The name of a limited liability company must contain the term or abbreviation "limited liability company", "ltd. liability company", "limited liability co. ", "ltd. liability co.", "limited", "1.1.c.", "llc", or "ltd.". See §7-90-601, 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 22019 County Road 54 (Street number and name) Greeley (City) CO 80631 (State) (ZIP/Postal Code) United States (Province — if applicable) (Country) (leave blank if same as street address) (Street number and name or Post Office Box information) (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) Boulter Michael J (Last) (First) (Middle) (Suffix) (Caution: Do not provide both an individual and an entity name.) Street address Mailing address (leave blank if same as street address) (Street number and name or Post Office Box information) 22019 County Road 54 (Street number and name) Greeley (City) CO 80631 (State) (ZIP Code) ARTORG LLC Page 1 of 3 Rev. 12/01/2012 Co (The following statement is adopted by marking the box.) The person appointed as registered agent has consented to being so appointed. (City) (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) Boulter Michael J (Last) (First) (Middle) (Suffix) (Caution: Do not provide both an individual and an entity name.) Mailing address 22019 County Road 54 (Street number and name or Post Office Box information) Greeley CO 80631 (City) (State) (ZIP/Postal Code) United States (Province — if applicable) (County y) (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 the members. 6. (The following statement is adopted by marking the box.) There is at least one member of the limited liability company. 7. (If the following statement applies, 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 applies, 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 (mm/dd/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 Penny Robert J (Last) 323 So. College Ave., #3 (First) (Middle) (Suffix) (Street number and name or Post Office Box information) Fort Collins (City) CO 80524 (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.) 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 9/12/23,1:00 PM Colorado Secretary of State - Summary For this Record... Filing history and documents Get a certificate of good standing File a form Subscribe to email notification Unsubscribe from email notification Subscribe to text notification Unsubscribe from text notification Business Home Business Information Business Search FAQs, Glossary and Information Yomk , �('' �! p t� Zt Gad+ n t' Summary bin Secret ry Grds'4'`1'!, !d O� Details Name Liberty Power Innovations LLC Status Good Standing Formation date 05/16/2023 ID number 20231066460 _1/4Form Foreign Limited Liability Company Periodic report month May Jurisdiction Texas Principal office street address 950 17th St., Suite 2400, Denver, CO 80202, United States Principal office mailing address 950 17th St., Suite 2400, Denver, CO 80202, United States Registered Agent Name CT Corporation System Street address 7700 East Arapahoe Road, Suite 220, Centennial, CO 80112, United States Mailing address 7700 East Arapahoe Road, Suite 220, Centennial, CO 80112, United States Filing history and documents Get a certificate of good standing Get certified copies of documents File a form Set up secure business filing Subscribe to email notification Unsubscribe from email notification Subscribe to text notification Unsubscribe from text notification Back Terms & conditions I Accessibility statement I Browser compatibility Espahrol https ://www.sos .state .co .us/biz/B usinessEntityDetail .do?q uitB uttonDestination=B a sinessEntityResu lts&nameTyp=ENT&masterFi leId=20231066460&entityId2=202... 1/1 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.coloradosos.gov. Colorado Secretary of State Date and Time: 05/16/2023 10:23 AM ID Number: 20231066460 Document number: 20231523 883 Amount Paid: $100.00 ABOVE SPACE FOR OFFICE USE ONLY Statement of Foreign Entity Authority filed pursuant to § 7-90-803 of the Colorado Revised Statutes (C.R.S.) 1. The entity ID number, the entity name, and the true name, if different, are Entity ID number 20231066460 (Colorado Secretary ofState ID number) Entity name Liberty Power Innovations LLC True name (if different from the entity name) 2. The form of entity and the jurisdiction under the law of which the entity is formed are Form of entity Foreign Limited Liability Company Jurisdiction Texas 3. The principal office address of the entity's principal office is Street address 950 17th St. Suite 2400 Mailing address (leave blank if same as street address) (Street number and name) Denver (City) (Province — if applicable) CO 80202 (State) (ZIP/Postal Code) United States (Comic))) ))) (Street number and name or Post Office Box information) (City) (Province — if applicable) (State) (ZIP/Postal Code) (Country) 4. The registered agent name and registered agent address of the entity's registered agent are Name (if an individual) or (if an entity) CT Corporation System (Last) (Last) (Caution: Do not provide both an individual and an entity name.) (First) (First) (Middle) (Suffix) AUTHORITY Page 1 of 3 Rev. 12/01/2011 Street address 7700 East Arapahoe Road (Street number and name) Suite 220 Mailing address Centennial CO 80112 (City) (State) (ZIP Code) (leave blank if same as street address) (Street number and name or Post Office Box information) (The following statement is adopted by marking the box.) VA (City) CO (State) (ZIP Code) The person appointed as registered agent above has consented to being so appointed. 5. The date the entity commenced or expects to commence transacting business or conducting activities in Colorado is 05/15/2023 (mm/dd/yyyy) 6. (If applicable, adopt the following statement by marking the box and include an attachment) ❑ This document contains additional information as provided by law. 7. (Caution: Leave blank if the document does not have a delayed effective date. Stating a delayed effective date has sign f cant legal consequences. Read instructions before entering a date.) (If the following statement applies, 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 (mm/dd/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. 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. 8. The true name and mailing address of the individual causing the document to be delivered for filing are Smith Joe (Last) 950 17th St. (First) (Middle) (Suffix) (Street number and name or Post. Office Box information) Suite 2400 Denver (City) CO 80202 (State) (ZIP/Postal Code) United States . (Province — if applicable) (Countiy) (If the following statement applies, 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. AUTHORITY Page 2 of 3 Rev. 12/01/2011 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). AUTHORITY Page 3 of 3 Rev. 12/01/2011 PRE23-0144 FULL COMPLETED PLANNING QUESTIONNAIRE 1. Explain the proposed use and business name. The facility will be a 10 -acre compressed natural gas facility on a private landowner's property in Section 31, Township 4 North, Range 64 West. The facility will be operated by Liberty Power Innovations LLC, who is working in league with DCP and other operators by the nearby DCP's Lucerne 2 Plant that is on the adjacent lands. 2. Explain the need for the proposed use. Due to commercial commitments in the area, which is already rich in oil & gas operations, the facility is needed. The location was chosen based on the proximity to DCP's Lucerne 2 Plant. 3. Describe the current and previous use of the land. The landowner has confirmed the land is currently vacant and is not being used for commercial or agricultural purposes currently. He currently has other pipelines and oil & gas appurtenant sites on the property. 4. Describe the proximity of the proposed use to residences. The closest residence would be approximately 1,900 feet from where this facility will be located. 5. Describe the surrounding land uses of the site and how the proposed use is compatible with them. The 10 -acre proposed site is located south of an existing pad operated by PDC. The DCP Lucerne 2 Plant is located on the adjacent property, directly to the east of the existing access road. To the south, there are current solar leases that have been recorded. From a visual standpoint, this facility will blend in well with existing infrastructure. 6. Describe the hours and days of operation (i.e. Monday thru Friday 8:00 a.m. to 5:00 p.m.). The facility will be operating 24 hours a day, seven days a week. 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. There will be two employees at the site at all times, with the staff members on a safe, rotating schedule. 8. Describe the maximum number of users, patrons, members, buyers or other visitors that the site will accommodate at any one time. There will be light truck traffic, with equipment vehicles going in and out of the site. The majority of the traffic will be between 9 a.m. and 3 p.m. and each vehicle needs to check in at an office. 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. There will be no need for animals at this site. 10. List the types and number of operating and processing equipment. The equipment name list can be found on the attached plot plan and here: • MT -1100 Inlet Metering Skid • F-1200 Inlet Filter/Coalescer • SK -1300 Odorant Injection Skid • SK -5100 CNG Compressor Skid • AC -5300 CNG Compressor Cooler • SK -5200 CNG Compressor Skid • AC -5400 CNG Compressor Cooler • F-5800 MP Lube Oil Filter • F-5900 HP Lube Oil Filter • SK -7200 Truck Fill Dispenser • SK -7300 Truck Fill Dispenser • SK -7400 Truck Loadout Skid • SK -7500 Truck Loadout Skid • TK-9731 Compressor Cylinder Lube Oil Day Tank • TK-9721 Compressor Frame Lube Oil Day Tank • TK-9741 Glycol Day Tank • TK-9742 Glycol Day Tank • TK-9701 Slop Tank • SK -9410 Air Compressor Skid • E-6000 CNG Heat Exchanger • Backup Generator • MV XFMR • LV XFMR • TK-9710 Sump Tank • P-9710 Sump Pump • SK -6200 Chiller Skid • Distribution XFMR • P-6201 Chiller Recirculation Pump • TK-6202 Chiller Bladder Tank • SK -7800 Vehicle Loadout Skid • SK -7900 Vehicle Loadout Skid 11. List the types, number and uses of the existing and proposed structures. This project does not impact or change any existing structures. There will be a job trailer where the office will be located. 12. Describe the size of any stockpile, storage or waste areas. There will be two detention ponds on the property, with one at 1.56 acres on the southwest corner of the parcel being leased. Another detention pond is 6.2 acres on the leased parcel. Both of these detention ponds are no build/no storage. During construction, all materials would be stored on the leased property and will not exceed those boundaries. 13. Describe the method and time schedule of removal or disposal of debris, junk and other wastes associated with the proposed use. During construction, dust mitigation practices will be in place with gravel and crushed rock being used. Roll -off dumpsters will be provided and on -site during construction and teams will be on -site to remove any non-toxic items from the property in a safe manner. 14. Include a timetable showing the periods of time required for the construction of the operation. The construction window is dependent on when the Use by Special Review permit is approved in Weld County. This date is known as the formal commencement date on the agreements executed with the landowners. Once that is provided and we have approval to proceed with construction, we estimate construction of the facility will take less than 6 months. 15. Describe the proposed and existing lot surface type and the square footage of each type (i.e. asphalt, gravel, landscaping, dirt, grass, buildings). The existing lot surface type is dirt with a farmland classification of a mix of "farmland of statewide importance," "prime farmland if irrigated" and "not prime farmland." 16. How many parking spaces are proposed? How many handicap -accessible parking spaces are proposed? There will be a total of 10 parking spaces proposed, with at least two handicap -accessible parking spaces. The parking spaces are for trailer parking and staff parking. 17. Describe the existing and proposed fencing and screening for the site including all parking and outdoor storage areas. There are currently no fences around the property. For this site, there will be chain -link fencing around the facility. 18. Describe the existing and proposed landscaping for the site. There are plans for a vehicle turnaround around the existing facility, so gravel will be laid down on top of the existing lands. On the property once it is constructed, the plan is to use native grasses and/or shrubs. 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. 20. Describe the proposed fire protection measures. Point -source gas detection and a line of sight fire eye will be in place to trigger SDV. On -site fire extinguishers with defined inspection and maintenance plan. 21. Explain how this proposal is consistent with the Weld County Comprehensive Plan per Chapter 22 of the Weld County Code. Liberty Power Innovations follows the guiding principles outlined in the Comprehensive Plan. When planning for this project, there were considerations and a landowner -first approach when reviewing the potential site. Current land use was taken into consideration when identifying the best location. Liberty also respects Weld County's agricultural history and where the site is located is ideal because it is not prime farmland and is not currently being used for grazing or leased for harvest. As part of our site review we took comprehensive steps with survey crews to also ensure there will be no habitat interference. There is also extensive oil & gas infrastructure currently on the property. We have a great relationship with the landowner and got an agreement in place prior to submitting this application so we could be 100% sure all parties agree. The agreement stipulates all permits must be approved prior to the official commencement date to make sure they are still enjoying the lands during the permitting process, which can take time. The facility will bring additional jobs to Weld County and further grow the rich oil & gas infrastructure that Weld County is also proud of. Liberty also appreciates how thorough the permitting process is for a facility of this magnitude, in order to ensure all safety regulations and considerations are being followed. 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.) This facility will be located in an area zoned agriculture. This intent statement focuses on the importance of a thriving agricultural community with an emphasis on preserving the lands, and not interfering with any existing production. That was a main consideration when choosing which parcel would be the best fit for this site. The current property doesn't have any active agriculture operations and is already rife with access roads and existing oil & gas infrastructure. The location of the site will also blend with the DCP Lucerne 2 Plant that is on the parcel, so it will also not be a considerable eyesore. 23. Explain how this proposal will be compatible with future development of the surrounding area or adopted master plans of affected municipalities. The area is already seeing considerable development not only for fossil fuels but also for renewable energies. The landowner informed us of a large piece of property south of the DCP Lucerne 2 plant for solar, and said he has been approached about leasing his property. This is highly compatible with the area because it's bringing additional jobs and will work in coordination with existing operations in the area. 24. Explain how this proposal impacts the protection of the health, safety and welfare of the inhabitants of the neighborhood and the County. This facility will be fenced in, staffed at all times with a gate and office to prevent any disturbance. The facility is well-equipped with a safety plan and will have all mechanisms in place to not expose anything or person in the area with contaminants. 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. There will be no plans for irrigation for this facility because the current property is not currently being used for ag purposes. We worked with the landowners and met with several in the area to identify one that is not currently serving an agricultural purpose. The land team also strived to find a piece of land that is already being used for oil & gas purposes, so the facility would fit in with the landscape. The location was approved by the land and engineering teams, and agreed to by the landowner, as being the best location for the facility. 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. The facility is located within an Airport Overlay zone in Section 31, Township 5 North, Range 64 West. This is also an area where another large tank battery site exists. This facility will not install any non -confirming structures or trees that will interfere with the operation and maintenance with any airport in the region. The facility will not have any non -confirming lighting or method of communication that could interfere with. Navigational signals or radio communication. No lighting will result in glare of pilots in the area, impair visibility, create bird strike hazards or otherwise in any way endanger or interfere with the landing, takeoff or maneuvering of aircraft. 27. Detail known State or Federal permits required There are no state or federal permits that will be required for this size, based on this only being a surface operation and considering the existing infrastructure in the region. PRE23-0144 DEVELOPMENT REVIEW QUESTIONAIRE AND TRAFFIC IMPACT STUDY (TIS) 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 is currently a good access road off WCR 50 that is currently permitted for oil & gas and utility. AP 18-00361 and AP 19-00256 are those permit numbers. The nearest intersection is WCR 49 and WCR 50, with an approximate distance of 2,596' from that closest intersection. There are also two other oil & gas permitted access points on that parcel. Those are AP 11-00439 and it's located approximately 1,400' from the intersection to the west of WCR 49 and WCR 50. The accesses are approximately 1,100' from each other on the parcel. 2. Describe any anticipated change(s) to an existing access, if applicable. Per the WCEC Construction Criteria guidelines, we will be installing cattle guards to control tracking of dirt and mud onto the county right of way, this is in accordance with Section 8.9, which was design criteria updated in 2021. For construction and industrial needs, we will be widening the road slightly. A pan will also be added to the existing road that would convey stormwater runoff from the west side of the access road to the east side and ultimately into the roadside ditch on the north side of County Road 50. The construction of this pan and the improvements to the existing access road would not result in any temporary road closures. 3. Describe in detail any existing or proposed access gate including its location. An access gate will not be installed off WCR 50 because an access gate will be located at the entrance of the facility within the leased 10 -acre 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. On the parcel to the west (Parcel #096331300022) there is a commercial permit issued - AP12-00214. That permit was issued approximately 500' from the intersection of WCR 49 and WCR 50 (to the west). Also on that parcel is a commercial access permit location - AP16-00080. This permit location is approximately 1,092' from the center in the intersection of WCR 49 and WCR 50 (to the west). On the parcel south of WCR 50 (Parcel #105306200040), a residential permit was issued - AP22-00087. The permitted location is 600' from the intersection of WCR 49 and WCR 50 (to the west). On the parcel west of the proposed facility location, that is the DCP Lucerne 2 Plant (Parcel #096331400003) there are two access permits to the facility. That closest intersection is WCR 51 and WCR 50, which is east, and it is 1,800' away. This access point is more than 700' from the proposed access point. 5. Describe any difficulties seeing oncoming traffic from an existing access and any anticipated difficulties seeing oncoming traffic from a proposed access. There are currently no visibility issues at this existing access. The road is well maintained and there are no obstructions that could limit visibility. Likely 75% of traffic will be coming from the south, with the remainder coming from the north. The heaviest traffic will be from 9 a.m. to 3 p.m., during peak daylight hours. 6. Describe any horizontal curve (using terms like mild curve, sharp curve, reverse curve, etc.) in the vicinity of an existing or proposed access. The road is completely straight in the area with no curvatures. 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. The road is flat where the access is located, and the road is flat into where the proposed facility is located. PRE23-0144 ENVIRONMENTAL CHECKLIST 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. There will be small, refillable water tanks on -site for drinking water. We will not be utilizing a public water tap or drinking water well for this facility. 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. (If 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.) Portable toilets will be used and will be maintained consistently with the Department of Public Health and Environment. 3. If storage or warehousing is proposed, what type of items will be stored? There will be storage tanks on the property and they will be holding items in conjunction with the compression and storage of natural gas compression. 4. Describe where and how storage and/or stockpile of wastes, chemicals, and/or petroleum will occur on this site. There are no storage tanks on the facility that would contain any stockpile of wastes, chemicals or petroleum. 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. There will not be fuel storage on site. 6. If there will be washing of vehicles or equipment on site, indicate how the wash water will be contained. There will not be vehicle or equipment washing on site. 7. If there will be floor drains, indicate how the fluids will be contained. There will be no need for floor drains on this site. 8. Indicate if there will be any air emissions (e.g. painting, oil storage, etc.). This facility will not have any measurable ROPE (routine or planned emissions) emissions. There is no process flare, combustion equipment or storage tanks. 9. Provide a design and operations plan if applicable (e.g. composting, landfills, etc.). This is not applicable. 10. Provide a nuisance management plan if applicable (e.g. dairies, feedlots, etc.). This is not applicable. 11. Additional information may be requested depending on type of land use requested. Additional maps with erosion control and sediment plans are attached. CONSULTANT: CLIENT: STAMP: PROJECT: LIBERTY CNG STATION SUBMITTAL:. DESIGN SURVEY PROJECT #: 1001484 DESIGNED BY: SW DRAWN BY: SW CHECKED BY: MR ORIGINAL DATE: JULY 03, 2023 # REVISION DATE Project Benchmark is a 2.5 Aluminum Cap on a no. 5 rebar on the east side of CR. 51 approximately 0.4 miles north of CR. 50 with an elevation of 4611.14 described as follows: Point: KF1 Northing: 1373171.71 Easting: 3255576.06 Elevation (NAVD88): 4789.72 All directions, distances, coordinates, and dimensions shown hereon are based on the Colorado coordinate system of 1983 north zone (C.R.S. 38-52-102) 2. This plan was prepared for the purpose of a survey control diagram and is not a boundary survey. This survey does not constitute a title search by this surveyor of the property shown and described hereon to determine: a.) ownership of the tract of land. Control Point List: b.) compatibility of this description with those of adjacent tracts of land. c.) rights of way, easements and encumbrances of record affecting this tract of land. Point No. Northing (Y) Easting (X) Elev (Z) KF1 1373171.71 3255576.06 4789.72 3. This survey was conducted during the month of April 2023. TF40025 1386966.26 3261954.73 4611.14 ML31703 1371054.52 3251582.55 4800.09 4. According to Colorado Law you must commence any legal action based upon any defect in this survey within ML31.821 1371074.27 3252885.82 4786.68 three years after you first discover such defect. In no event may any action based upon any defect in this ML31823 1371074.79 3252920.32 4786.44 survey be commenced more than ten years from the date of the certification shown hereon. ML31705 1371729.46 3252912.42 4798.64 ML31709 1372384.28 3252904.52 4814.06 5. Any person who knowingly removes, alters or defaces any public land survey monument or land boundary ML31713 1373039.25 3252896.62 4807.55 monument or accessory commits a Class Two (2) Misdemeanor pursuant to State Statute 18-4-508, C.R.S. ML31715 1373694.22 3252888.71 4793.60 Description 2.5 Aluminum Cap on No. 5 Rebar (Site Benchmark OPUS Solution) No. 5 Rebar in box NGL LL 1150 2" Aluminum Cap on No. 5 Rebar W 1/16th Sec 31/ Sec 06 2" Aluminum Cap on No. 5 Rebar N 1/4 Sec 06 2" Aluminum Cap on No. 5 Rebar S 1/4 Sec 31 2" Aluminum Cap on No. 5 Rebar CSS 1/64th Sec 31/ Sec 32 2" Aluminum Cap on No. 5 Rebar CS 1/16th Sec 31/ Sec 32 2" Aluminum Cap on No. 5 Rebar CNS 1/64th Corn Sec 31/ Sec 32 2" Aluminum Cap on No. 5 Rebar C 1/4 Sec 31 Lo\ Control Point 0 Monument Found Proposed Site x x Fence Road Boundary Road ROW Easement Surveyor's Statement: I, Kyle R. Walker, a Professional Land Surveyor licensed in the State of Colorado, do hereby state that this topographic survey is an accurate representation of the ground surface and features except for underground utilities; that said survey was made. on the ground by me or under my direct supervision, responsibility and checking during the month of March 2023 and is correct to the best of my knowledge, information and belief. UGE UGF U U/G Electric Kyle R. Walker PLS 38664 Over Head Power SHEET TITLE: SHEET #: LINE TABLE LINE # LENGTH (FT) BEARING L1 28.74 N82 25' 43.77"E L2 12.24 S34' 14' 23.85"E L3 35.18 S82' 25' 43.77"W L4 13.82 N34' 14' 23.85"W L5 160.87 S55' 45' 36.15"W L6 112.67 $61' 07' 33.95"W L7 18.78 N31 51' 03.11"W L8 3.94 N34' 14' 23.85"W L9 154.00 N55' 45' 36.15"E L10 102.46 N61' 07' 38.36"E L11 17.31 S31' 51' 03.11"E CURVE TABLE CURVE # LENGTH (FT) RADIUS (FT) DELTA CHORD BEARING CHORD LENGTH (FT) Cl 5.53 5.00 63.33 N65N 54' 20"W 5.25 C2 6.08 5.50 63.33 S65' 54' 20"E 5.77 C3 9.17 6.01 87.50 S12' 00' 38"W 8.31 C4 8.51 5.50 88.63 N10' 04' 33"E 7.69 C5 7.59 5.00 87.02 N75N 21' 45"W 6.89 C6 8.35 5.50 87.02 S75' 21' 45"E 7.57 C7 5.17 50.00 5.92 N86' 20' 56"E 5.16 C8 22.03 50.00 25.24 N70N 46' 09"E 21.85 MICHAEL BONE/EN NEC. NO. 4380238 API # 05-123-13715 GEM/N/ UPRR #22/ -14 NOBLE 222224 /26 P&A 7/18/2019 ALL BERMS TO BE KEYED A MIN. 2' INTO EXISTING GROUND. SEE LAYOUT ABS GRADING NOTES SHEET 1010 I I I I I I I I 30.0' I I (P) P/PEL/NE 22657I I REC NO. I I II I PAPAL/PP 5/73555 31, I I T5N, R64W m 1 I I I I I I I 70.0' I I I I I. (P) TEMP CONST ESMT ri I REC NO. ------ I CONTROL POINT 0231705 2" ALUMINUM CAP ON NO. 5 I REBAR CSS 1 /64TH SEC 31 /32 NORTHING: 1371729.46 USR PARCEL BOUNDARY (TYP) EASTING: 3252912.42 I ELEVATION: 4798.64 CAUTION!!! I I I I m BURIED ELECTRIC - DEPTHS UNKNOWN I I 10.0' CONTRACTOR SHALL VERIFY ! 'S) ELECTR/C ESMT USR/LEASE BOUNDARY (TYP) LOCATION/DEPTHS & V I I REC NO. 4447905 CLEARANCES PRIOR TO CONSTRUCTION I I N: 1371681.61 N: 1371667.66E: 3252823.38 m I I E: 3251818.52 2' WIDE BERM I I N: 1371653.81 ..................... 1371666.41 .....I ........................................................... ...E: 3251 828.94 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . BERMBERM_-`---BERM—BERM--�BER .... .............. .. BERM.0: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ERM . BERM—BERM—BER BERM BERMBERMBERM— � :RK BERM-9ER . . . . . B M BER'er .BERM'—-�BERM BERG. BERM—BERM.—BERM.—BERb . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ' BERM----- . 'BERM- ... ....BERM. —BERM.— FR .............................. HA............A ... .. .. .. .. .. .. .. .. .. .. .� .. .. .. ......... N: 1371656.31 ................ .... .... .. .... .. .. .. rn N. 1371633.07 ... .. .............. ............I - I BERM —BERM —BERM —BE M— ER 9.05 E: 3251832.83 - ...... .. - ---- E 325200 I 3 I I -------- 1371646.45 I I I m1 N: 1371635.52 3252796.65 ..I 1 I E: 3252009.34 m I I � X X X X X .. o .. O t::±: mI m X X X + + ; X X + X + + + +X + + + +X + + + + + + + + + + + + + N: 1371589.81 + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + -_ I FE: : 1371584.23 E. 3252293.40 + + + + + + ; + + + + + + + + + + + + + + + + + + + + + + + + + + + + + N: 1371528.99 �.I 3251891.43 + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + x I I m.l x + + + + + + + + + + + + + + + + + + + + + + + + E: 3252646.90 I I + + + + + + + + r + + + + + + + + + + + + + + + + + + + + + + + + + I 3 I A2 ++++++++++++++++++++++++++++ +++++++++++++++ ++ I.. �, + + + + + + + + + + + + + + + + ) + N: 1371537.63 I I + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + �/ + ; O C. 3252634.41 '_�_ .............I 2 WIDE BERM + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +1 + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + I I + x _ _ I I I x + + + I + + + N: 1371504.48 + + + + + + + + + + + + + + + + + + + + + N. 1371510.97 - + + + GRADE BREAK (TYP) + + + + + + + + + + + + + + + + + + + + + + \ E: 3252679.60 I I P.�I +++`+ + ERI + I I ++ + + +++ +++ I++++++++ +++ ++++ \ o ..... .. .. ..... N: 1371536.57 I E:I 32512055.36 +1 I•++/+*+ *+ +1 + I I I I ++ I I I 1 I N: 1371505.99, ' I+++` ++` ++++I++++ +`+++++ N: 1371504.42 6.65 I h' E. 325279 + I1+ + o E: 3252164.35 ,++++++++++++++++++++++++++++++ x E: 3252681.67 \ 0 N. 1371506.14 I Q N: 1371502.96 I \ E• 3252688 36 E: 3251835.42 ii x � + + + + + + + + + + + + + + + � I Q I + + + + + + + + + + + + + + + + i + + + + + + + + + \ N: 1371482.09 I ++ ©++ +++++ +++++*+*++. + +++*+ +*+++++, ++++ ++++++++++++++++' \ . ...... E: 3252671.53 ..III I i + + + + + + + + + + + + + + + + + + + * * + + + + + + N: 1371489.51 1&2 �{ + + + + + + + + + + + + +�+ + + + + + + + + + + + + E: 3252627.40 N. 1371477.89 + + - + + + + + i + + + + + + + + + + + + x +_ E: 3252716.61 I N: 1371452.99 I + + + + + + + + + + + + + + + + 2 WIDE BERM 1025 X + + + + + + + + + + + + + + + + + + + + E: 3251841.80 I + + + + + + + + + + + + + + N: 1371419 89 �; _ aF,,...... :. 2' WIDE BERM I lV I N. 1371452.63 � I N: 1371441.58 E: 3252674.58 ee N: 1371429.67 O C5 / E: 3252783.53 \E: 3251893.66 ' E: 3252056.01 E: 3252171.98 E: 3252619.38 / /��N: 1371440.19 �.. \ E: 3252295.63 / / m ..1 N: 1371425.73 1 m N: 1371426.07 / aFR \ \ 1 Slips, \ \ ^� �o E: 3252846.60 O 6� aE... �/ S' / e 2 9'' N: 1371367.31 4\ N: 1371395.08 E: 3252012.25 E: 3252252.78 r a C6 / 2, ; e 3 N: 1371378.87 1 E: 3252007.67 O / Q` / �. p N92A E: 3252846.61 N: 1371429 50 . E: 3251848.19 \ m N: 1371389.46 /A�� /e°3\0 .60.. Ns E: 3252694 08 I N: 1371378.91 1 V E: 3252266.47 /./�'. a�` .. ........ \ . .o: ..... E: 3252856.60 N: 1371378.58 1 / e�......................... N: 1371403.39 E: 3251844.21 \ W // �/ E: 3252657.68 �� N. \ m 1W500080 BERM ++. N: 1371405.08 - R E' 3 2 10' WIDE BERM /!. E: 3252616.96......... .. N: 1371417.15 N: 1371352 50 252 86 . \ N: 1371344.17 N: 1371381.35 N: 1371377.69 / m... E: 3251869.89 E: 3252171.98 �� E: 3252633.02 E: 3252796.49 N: 1371303.79 /� .9I I� N: 1371370.70 E: 3252166.08/..:..0...................................................... p m E: 3251853.66 \ m //�..................... .. ............................ N: 1371413.50." N: 1371342.88 ...°F o. I E: 3252869.41 N: 1371331.22 /... e��. E. 3252622.91.. E: 3252796.26 .....P.... I I 1 N: 1371303.25 .. ... ... ....... ..... ....... E: 3251896.85 / � ....... .. .. .. .... .. ..................... ... .... BER LOW WATER CROSSING ?. 1 71 1 N: 1371313.90 N: 1371281.59 / 3 .......... .... . .. ........ I (LW1) E: 3251836.00 m / \ In / / Qua ...................M_eERM--�sERM—eERM�eER I 1028 E: 3252003.78 N: 1371285.36 / / . 'O.' 1 &2 1 6..~/ E: 3251936.02 E: 3252330.23 E: 3252355.27 / i. P`�+ .... N: 1371309.66 �... N. 1371335.24 3 r I I` 0 l E: 3252839.84 I N: 1371309.04 h E: 3252653.21 1025 m = E: 3252607.48 I .. W N 1371279.47 /\ ........................ E: 3252866.65 ::::: ----- I m E: 3252330.69 C3 //g°.. . 1&2 8 N: 1371311.44 23. ..... , N: 1371306.8075253708WATER _ �.....' N: 1371311.96 / \l 1 LOW T BASIN m E: 3251888.57 O. N: 1371275.01 C1 / e�" 1025 N: 1371309.16 E: 3252828.95 E: 3252867.99 W E: 3252331.28 1027 e . .. E: 3252677.38 r 18.5. N: 1371303.79 m / ,� .......... 10' WIDE BERM N: 1371325.80 N: 1371275.95 E: 3251871.68 I N: 1371270.59 - L8 N: 1371274.76 I E: 3252856.64 E: 3251851.65 I N: 1371264.99. .. I 1 Ol E: 3252319.41 �i. a pM D O E 3252384.33 V' N: 1371342.55 N: 1371263.02 I m .... . C2 . E: 3252604.49 L1. I5355204005 3252846.62 ...... E. 3252004.48---------�----------.-. .. .. (; 1 --e--_-- 1483 23 21 E L2 ....................................•¼1 i .. . 1026 .. .. .. ...... .. ..A ...BFRMy-BERM. E�B 9ER..... ....... . . N 1371282 22M BERMBEM BERM —.Beam... BERMs E: 3252098.75 ... +. .�.........-�. .C8 E: 3252647.06 I3251849.61 eER .. .. 221.61 C7� M._ e R10' WIDE BERM LOW TAILWATERBERM^ BERM�4 . . .:.................. . IDETENTION/WQ POND (,D2 — BASINS DN: 1371234.10 N: 1371223.80 3 2 WIDE BERM E: 3252371.93 P (NO BUILD/NO STORAGE) E: 3252678.29 �µ- 35.0' T i DETENTION/WQ POND (,D1 - BASIN D1) N: 1371249.64 POND INV: 4791.50 � I �� ACCESS E: 3251825.20 (NO BUILD/NO STORAGE) CH1 1025 E: 3252416.93 TOP OF POND (BERM): 4796.00 P ) ,, REC Np EASEMENT POND INV: 4799.25 EM. OVERFLOW CREST: 4795.00 --_ TOP OF POND (BERM): 4802.50 N: 1371247.32 E: 3252388.52 REC D/PROV D WQCV: 0.15 AC -FT MICHAEL BOULTER & ISY BOULTER7 EM. OVERFLOW CREST: 4801.50 MICHAEL NONE/NC FARMS, NEC N: 1371264.93 WQCV W.S. E.: 4792.79 I RECD/PROV'D WQCV: 0.05 AC -FT: 3252381.82 WQCV RELEASE RATE: 40 HR REC. NO19951 ) I WQCV W.S.E.:4800.27 RFC. MnNO. 4078640 N: 1371270.54 REQ'D/PROV'D 100 -AR VOL: 0.74 AC -FT NOT A V / I WQCV RELEASE RATE: 40 HR NOV B E: 3252378.13 PROV'D 100 -AR W.S.: 4794.18 AMENDED R ORDED EXEMPTION! I REQ'D/PROV'D 100-YR VOL: 0.19 AC -FT 100-YR RELEASE RATE: 2.8 CFS (HIST 10-YR) ' W' PROV'D 100-YR W.S.: 4801.29 AMENDED RECORDED EXEMPTION No. 0963-31-4 AMRE-4936 TOTAL VOL PROV'D: 1.23 AC -FT No. , 63-31-4 AMRE-4936 100 -AR RELEASE RATE: 0.7 CFS (HIST 10 -AR) Rec. No. 3799965 RESTI TOTAL VOL 080/0: 0.23 AC -FT 000000000: 1.00 FT ) Rec. No. 3799965 (AT EM. OVERFLOW CREST) (FROM EM. OVERFLOW CREST) I' I SOUTH 4/PP SEC 313 79/ R64W FREEBOARD: 1.00 FT NORTH L/NE SEC 6, T4N, R64W / / ��//17 IL ��/ // ' -� (FROM EM. OVERFLOW CREST) // /T // // // L12 /N. // ./ ____ . L . ____ . ____ . ____ . ____ . ____ . 1 w w W W W w w W W W w W H/ 02 w Ivy w w w w W W w W COUNTY ROAD 50 /pp v 3. .P _� P.P X V7Y"�_-XOH -- pPP H 2 HA �n V ERX HH —� Uj CONTROL POINT ML31821 COOT OL POINT 0231523 BASIS OF BEARING - N89'0754 "E o o CAUTION!!! EAST BASIacOF BEARING POINT o • a, 2 ALUMINUM CAP ON N0. 5 SOUTH LINE OF SOUTHEAST QUARTER OF THE o o V� P CAUTION!!! BURIED UTILITIES (WATER & ELECTRIC) REBAR N 1 4 SEC 06 SOUTHWEST QUARTER SECTION 31 TON R64W o OVERHEAD ELECTRIC & PIPELINE - DEPTHS UNKNOWN / 2 " ALUM! UM CAP ON 00. 5 NORTHING: 1371074.27 22012 S 1 4 SEC 31 CONTRACTOR SHALL VERIFY EASTING: 325885.82 / co c o LOCATION/DEPTHS & N THING: 1371074.79 ELEVATION: 4786.68 E STING: 3252920.32 a, ti . , CLEARANCES PRIOR TO CONSTRUCTION ELEVATION: 4786.44 PRELIMINARY NOT FOR CONSTRUCTION THIS DRAWING HAS NOT BEEN PUBLISHED BUT RATHER HAS BEEN PREPARED BY ZAP ENGINEERING & CONSTRUCTION SERVICES, INC. FOR USE BY THE CLIENT NAMED IN THE TITLE BLOCK SOLELY IN RESPECT OF THE CONSTRUCTION, OPERATION AND MAINTENANCE OF THE FACILITY NAMED IN THE TITLE BLOCK AND SHALL NOT BE USED FOR ANY OTHER PURPOSE OR FURNISHED TO ANY OTHER PARTY WITHOUT THE EXPRESS CONSENT OF ZAP ENGINEERING & CONSTRUCTION SERVICES, INC. REFERENCED DRAWINGS DRAWING REVISIONS DRAWING NUMBER TITLE REV DESCRIPTION BY CHK APVD DATE A ISSUED FOR PERMIT LJM JME 08/01 /23 ENGINEERING & CONSTRUCTION SERVICES, INC. REGISTERED FIRM STATE: REGISTERED FIRM NUMBER: KEY MAP N sw 114 931 Q N.T.S/V VLL 0 i Z ESE/LEASE- o BOUNDARY oo USR PARCEL (TYP) BOUNDARY (TYP) COUNTY ROAD 50 E E E P.P OH OH OH OH OH W W X X X ------------ {�--- : , 11 ,P B Ll 22Iliill 1111111*111111111 [W_�+le]fls4Wel 101 EXISTING (SURVEYED) EXIST. RIGHT OF WAY PARCEL BOUNDARY/USR BOUNDARY EXIST. EASEMENT LINE BOUNDARY MONUMENT/CONTROL POINT EXIST. EDGE OF GRAVEL EXIST. EDGE OF ASPHALT EXIST. BURIED ELECTRIC LINE & TRANSFORMER EXIST. OVERHEAD ELECTRIC LINE, POLE & GUY EXIST. BURIED PIPELINE EXIST. BURIED WATER LINE EXIST. GAS WELL PROPOSED PROP. SITE ACCESS/MAINTENANCE RD• CONTROL LINE PROP. EDGE OF ROAD/ROAD SURFACING PROP. FENCE PROP. CULVERT & F.E.S. [LENGTHS INCLUDE F.E.S.] PROP. POND OUTLET STRUCTURE & RELEASE PIPE PROP. SWALE/CHANNEL/DIVERSION CENTERLINE PROP. TOP OF BERM CENTERLINE PROP. BURIED PIPELINE SURFACING LEGEND ROAD/TRAVELED WAY - 10" THICKNESS [CDOT CLASS 5 OR 6 AGGREGATE BASE COURSE RE: DTL 1/1010] PAD AREA [WITHIN PROP. FENCE] - 6" THICKNESS [CDOT CLASS 5 OR 6 AGGREGATE BASE COURSE RE: DTL 1/1010] EXTERIOR - 4" THICKNESS CDOT CLASS 5 OR 6 AGGREGATE BASE COURSE RE: DTL 1 1010 RIPRAP EROSION PROTECTION TYPE L RE: DTL 1 & 2 1025 BURIED RIPRAP PROTECTION (SE: DTL 1 /1026 & 1 /1027] LAYOUT NOTES 1. SEE SHEET 1010 FOR LAYOUT NOTES. 2. SEE SHEET 1010 FOR BENCHMARK & BASIS OF BEARING INFORMATION. 0 25 50 100 SCALE: 1 " = 50' FOR BURIED UTLITY INFORMATION UTILITY NOTIFICATION CENTER SE p751562DOI CALL 11 (or 800-922-1987) T LEAST THREE (3) BUSINESS DAYS BEFORE LOU DIG www.colorado811.org LIBERTY CNG TERMINAL _ LAYOUT PLAN JOB N0: 123083 DRAWING N0: 494)02-0O3-1001 REV: PLOT SIZE: ANSI D SCALE: AS NOTED A II 1\ \\ NKEY 1 \ l I __,--- I HHT\ �I > / \ MAP 4811 , I \ CU \ I \ I I I \ � / / D (P) P/PEL/NE ESMT I 1 �■ \ I I / - / / / REC NO. -------- I I I \ / / I I i I I /1 1 \ /I / rn , , i i I / �' N 1 \ -_,,- // - / / / I I I I ,, Il � I Q N TS �� 1 1 - / / �k �0� I EAST L/NE SW 4 SEC 31, I - 4801' 1 ` \ 1 \\ -_--/ I R64W m /- r ------ ------ 0 \ \--- - / / / / I IT5N, I I / I I ~ USR/LEASE o,00B _o \ \ _---- , — / / "•I•� I I I ( BOUNDARY �� ' � �• a vv' \ I MICHAEL BOULTER / / I I I I I 00� � U a (TYP) , I \ \ \ NEC. NO. 4380238 - / / 4 P TEMP CONST ESMT CAUTION!!! • BOUNDARY �' REC NO. ________ I I (TYP) BURIED ELECTRIC - DEPTHS UNKNOWN A I - ^ - - I / I I I CONTRACTOR SHALL VERIFY - - =•-, _ _ - - - -_, ,T \ - AP/ /j 05-123-/3715 / - 1/H -1 I I I 48OO' LOCATION/DEPTHS & COUNTY ROAD CO / \ \ \ 1 I - GEM/N/ UPRR ANN/ -/T -- ,/CLEARANCES PRIOR TO CONSTRUCTION \ \ \ I o \ _ __ - NOBLE ENERGY lNC USR PARCEL BOUNDARY (TYP) k��1 \ 1 v \ P&A 711812019 -- / I I I I \ -4808 / _ I I_0000__ Ii 10.0' _ - -E ELECTR/C ESMT II GRADING LEGEND ALL BERMS TO BE KEYED A MIN. 2 _ - I. cp \ o o '� \ — — - INTO EXISTING GROUND. SEE LAYOUT USR/LEASE BOUNDARY (TYP) I I I REC NO. 4447905 t l� f , \ - - AND GRADING NOTES SHEET 1010 a = I I I I I \ P m I - - - - -4701- - - - EXIST. GROUND INT. CONTOUR [1 INTERVAL] \ \ \ \ 2 WIDE BERM r FG=100.68 1V (III � I I I \ FG=109.19 -. \ r I I II / - - - - -470O• - - - ® EXIST. GROUND INDEX CONTOUR [5' INTERVAL] \ / ..., ; , ` .;4OO7 r- _ _ .- .-T.. - -....4806- . -.-. - .- 4805... ,.. 48O4 ..4803 48O2- X - 48OO - 4799 4801. - .M-BER�,--:-- 0T I 111 I T - BER , (� 06 48O7 4808 48 4809 RM, ----- RM 4sos ..... R BE °cn,- BE RM—^♦=BERM-----BERM---F>BERM .BERM —BERM B ERM BE RM' BEM -. M-BER BERM -BERM- R�ERMBEBERM=BER E RM BER _ 4801,, 4701 FINISH GROUND INT CONTOUR INTERVA M-8ERA1 BERM, 'BER - BERM BERM BERM ----BERM ._ERM—BER BERM. . . . . . . . ...BERM... -- -. FG-100.49 m I I / I - I I •_ FG-104.50 .... .... --------------------=--- , --------- - ---=- ---------------- I / III' I 4700 FINISH GROUND INDEX CONTOUR 5' INTERVAL [ ] ----- -----=--=-- �J""- ---------- FG=104.97 -- 48O5 �-_--- --I --------=-------- --------- " _ I / I I II /� \ / / I ` I I - - PROP GRADING LIMIT S I - / / - ( I1 ] DT=104.30 I1 / I ._, m 1 I II \ hcbT° I / o I H I PROP. SLOPE ARROW (%, HORIZONTAL TO VERTICAL) �. ml I \ _ " o / -- I I I/ / 1 I 1 / I I \/ // \ I I I FLOW DIRECTION ARROW \ FG=104.46 ", 4800 I — X X X' X m J/ v1 I III III k FG=68.26 FINISHED GROUND SPOT EL. [RELATIVE TO 4700'] \ .1 X + X + + + + + + + F 4:1 C`. �, + / + FG=102.44 + + '. r / - ) o co I I I I I/ I ++++ + + + + + + + + + + FG }�03 s� +++++++ ° + + + + + + + + + + 4- + I ,- , + + + . + + + + + + �0 + + + + / �� ' + + x / rnl II I I I r N I k GB=68.26 , GRADE BREAK SPOT EL. RELATIVE CO4700 [ ] + \ x -kA ++ ++++ + + + + + + N +++ + , / / I l III 17/ / \ + + + + + + �' + + + \ + + + ++++ ++++ +++++++++++++/++++++++, + + + + + + + + + + + ++++ ++ s+ + + + + + + + f++I ++++ O + / / FG-9939 I i1 I 11III / = - ICI I + M.E.=68.260 , MATCH EXIST. SPOT EL. [RELATIVE TO ALOE'] \ �+ / I N v I, GRADE BREAK TYP o * ( ) + * + * �+ + + + + ;+ + + + + + + +�+ x F=94.05 �I I I I Ih � FL - + -68.26 FLOWLINE SPOT EL [RELATIVE TO 47OO'] \ orl r x 2 WIDE BERM 1 w + +\+ - + + + + + +' + 444- + +may+++++++++ + + ss -94.00 II ICl/ >>_ °' I II �I I * / '9 .. n / FL -94.05 — I I I + EG=68.20 EXIST GRADE RELATIVE CO4700' [ ] *+ + + + +*+� I +*�++++I++++I 2 +'I: ` , ++` ++` ++*+I r++ FL=98.42 + I �' I II o I FG=103.50 *+❑ �+ + + /, �+ + + + + + + + + + + + + + + + + �� ++++ x + + + + + + + ........ �' �t v I d III i I I �..._ . .�.. -+. ._ PROP. SWALE/CHANNEL CENTERLINE _ + + + + + F FG-103.00 I O -. -. -. -.. - + + + + + + + + + a ` �(•. �� 11 1 I \ U... + i.• _ + + + + - \ ❑ + ++° +++' +° '-+++`+" -.._ o FG=10415 FG=103.60 - + +� -t- +mot-+ + + + i+ + + + i a- + + + + + + + + + + + + + + + +' FG/GB=99.00 ^ I 9..................NI \ / I I SI 7 / I 1&2 I I III 1 I � BERM BERM BERM BEER PROP. TOP OF BERM CENTERLINE I I I 1 I / CULVERT ATI.1%I / I I IIIII1411I'I PROP. CULVERT&F.E.S. m I + + + + + x `++ + + + + + + +moo 0.50% 9:1 - N +*+*+*++/+. W/ F.E.S. (2) FD -97.87 AUAA 6 2 JD'NRR BERM I `V j / I I l I 11 [LENGTHS INCLUDE F.E.S.] II V I 1 + I /+..4-/+j FG=1o4.15 Fc=1o3.so 2 WIDE BERM + / ,FG=93.83 i s9 I 1 U 12/ \ �// FG=96.91 ' I I I cN V ` PROP POND OUTLET STRUCTURE & RELEASE PIPE FG=103.00 ++++++ FG=96.27 9 I I/ \ Q% / �' 1\ - j I I I I I PROP. COPPERHEAD SNAKEPIT TRACER WIRE G=102.25 + FG-102.00 480 / FG=96.20 \ FG=96.07 FG=98.35 v vTERMINAL (),/ LtAFG-102.50 ; + + �. Lx�X�XX X+ X x- - X Fc=1O2.OO2 FG=100.80 / x. -� X X FG7 =98.47vv S o/ p29 \ r'' I LID (P) [RE: SHTS 1028-1030] FG=91.36 \ FG-102.81 FL=101.65 m FL=101.07 / �� e��" / e R \ \ 1\m FL 90.90 - 9:1 20:1 / / ^eFR \,\ _47g1 FG=102.50 1 4 A° p F.F. T.O.S. ELEV-4802.50 �,Igg �� szy /FG-92.88 p \ \\ I I\ FL=90.87 w 1 �8p? o�' m �. sF \ FL=90.83 �.\ FG=102.50 m \ .. ' R�, 1 FG= 1.2z 9 9stsrj9 SURFACING LEGEN D \ FG=101.41 p o m FG=101.25 ,BER X95 FL=92.88 1&2 aF96\)9� FG/GB=91.13 I FG=102.50 POND D1 OUTFACE - Sg �= 101.17 FG=102.00 �s� �L=9s.5o Q 6=92.93......... 1025 s , A� aF� s \\\ 1 ME -91.41-------� FG=102.00 ° FG 99.50 9� o ` ROAD TRAVELED WAY — 10" THICKNESS / m 1 „ ° / FG=98.90 / ��9 i R '5 \ - �? I "? 1 / L -------J [CDOT CLASS 5 OR 6 AGGREGATE BASE COURSE RE: DTL 1/1010] I FG-97.54 / �� o ........-.-... I 1 LOW WATER I + + 1 PAD AREA [WITHIN PROP. FENCE] - 6 THICKNESS 1&2 o \ / W/ HEADWALL/WINGWALL / �� / — — . FL i, �°� 1028 CROSSING LW1 ( ) + + __-' _� L--� [CDOT CLASS 5 OR 6 AGGREGATE BASE COURSE RE: DTL 1/1010] N 1025 �. o PROV D & CUTOFF WALLS O \ m 00 ®' � - -98.27 �.. / /• 3 sg-BERM E/GB=96.74 0E ° _ FG-96.00 BERM BERM BERM--BBRM �I FG=9O81 I r. EXTERIOR - 4 THICKNESS FG=101.35 FG=101.40 ! FL/GB=96.89,i� ,.. N .. .�. °� ; -: . Q. e� _FG=96.00 FL=90 L -------T [CDOT CLASS 5 OR 6 AGGREGATE BASE COURSE RE: DTL 1/1010] FL=98.90 / ��\ FG=102.50 :OEa ��° .... _ 4794 29 4793 RIPRAP EROSION PROTECTIO N 1 — _ 90.18 BURIED RIPRAP PROTECTION M.E=98.90E �� 1 / M.E IIT�IT�IT�IT� u u J w FG=99.50 I % �� .. �/ FL=91.05 4 791 10' WIDE BERM =90.50- L= [RE: DTL 1 /1026 & 1 /1027] LOW TAILWATER m I W BASIN FL=99.25... m FG-99.04 /FG=97.93 FG= 1 9 I ��°� FL=98.62 — FL=991. NI FG=102.50 j — j7 — G ......... ooh' W m I FL=97.51 .... fl/+/2/�IFG=101.50 4793... o E=91.05 I 1 1026 -----7 ------— _ —.... FG=99.33 FL=94.67 4794 4795 _ I l . �/M E 90 80 POND D1 --- - -FG=102.50 — ---- — 4799 ... 4798 . 47 ...... MFG -95.17 - 1 97 .. 4796 FL/GB=94.66 BERM BERM,BE RM_BER USR PAR BOUNDARY m I l I GRADING NOTES . _ .w 5.0 FT CREST LENGTH I a R� T .BERM—. gM T BERM. 6ER. BERM .. L ... UU/4 .. '.: :.. - 3 �. .,... ... ...: -.j.... .:.. _ . ,. . BERM -CBE _ _ .... FL 95 29 FL 94 88 B Mme=BERM-BE4796 4796 4795 W TAILp ER LO WAT BASIN / 18c2 ..... .102.5M . . . W/ 23.0 FT ........4802 FG=102.50 �_ .. .. FL=95.24-6 eEa.. BEaM� -4792 / J - I I I / CUTOFF WALL 4800 BE.rBERM-BERM BER BERM-BERµ- BERM-- 4794 .4798 �. 4793 — - FG-96.00 - 4788 1025 I II / 2 SEE SHEET 1010 FOR BENCHMARKO &SBASIS OF BEARING INFORMATION FG=1O2.5O - - - - =4799 _4797 4796. i FG=97.72 10 WIDE BERM / II `/ I 3. SEE SHEET 1001 FOR LAYOUT LEGEND. J 10' WIDE BERM FG-100.25 1 2 WIDE BERM 1' / /FG=96.00 9k 4192 POND D2 OUTFACE -I 35.0' i 4. CONTRACTOR SHALL INSTALL A DOWNSPOUT EXTENSION AND SPLASH BLOCK ON ALL DETENTION/WO POND (D1 - BASIN D1) 3 19 k1 N 6 1027 9 1 DETENTION/I POND (D2 — BASINS D2 N ° 44.7 LF 12 RCP (CL3) AT 1.0% i & D3� S / / SS W HEADWALL WINGWALL I (REC ROOF DRAIN DOWNSPOUTS WHICH DAYLIGHT AT GRADE. / k�o OQ/ / / 0 (NO BUILD/NO STORAGE) // CH1 1025 �o, 1 / & i (NO BUILD/NO STORAGE) I 1 EASEMENT BROAD & CUTOFF WALLS II NC / L ' POND INV: 4799.25 / FG=95.00 / POND D2 EM. OVERFLOW - POND INV: 4791.50 I I 1 1 °� TOP OF POND BERM . 4802.50 ' / 1 1 ( ) k� ! 21.0 FT CREST LENGTH rk I TOP OF POND (BERM): 4796.00 EM. OVERFLOW CREST: 4795.00 Ir MICHAEL BOULTER & ISY BOULTE \ ' ` III / ti ` ,� EM. OVERFLOW CREST: 4801.50 W/ 39.0 FT CUTOFF WALL y ! I // REQ'D/PROV'D WQCV: 0.05 AC -FT / REQ'D/PROV'D WQCV: 0.15 AC -FT REC. NO.C619951 (I ( / / / WQCV W.S.E.:4800.27 / WQCV W.S.E.:4792.79 WQCV RELEASE RATE: 40 HR / L,OT A �/ I 1/ II f / _ WQCV RELEASE RATE: 40 HR REQ D/PROV D 100-YR VOL: 0.19 AC -FT + MICHAEL BOULTER rAARMS LLC '/ REQ D/PROV D 100-YR VOL: 0.74 AC -FT AMENDED R ORDER EXEMPTION! 11 I / / REC. NO. 4^0/ 8640 49 1 W /_1/ 1 / ( _ BROOD loo -AD W.s.: 4so1.29 j BROAD 100-YR W.S.: 4794.18 No. 0963-31-4 AMRE-4936 l 1 — C 100-YR RELEASE RATE: 0.7 CFS (HIST 10-YR) LOT N ! / / / 100-YR RELEASE RATE: 2.8 CFS (HIST 4787 /1 1 10-YR) Rec. //1( I I TOTAL VOL PROV'D: 0.23 AC -FT / TOTAL VOL PROAD: 1.23 AC -FT No. 3799965 / \ (AT EM. OVERFLOW CREST) AMENDED AMEN/COO RECORDED EXEMPTION No. 0963-33=4 AMRE-493A / (AT EM. OVERFLOW CREST) ��/B / ) I Il SOUTH L/NE SEC 31, T5N, R64W \ FREEBOARD: 1.00 FT / / Rec. No. 799965 / / / / FREEBOARD: 1.00 FT - 11 I - / I I NORTH L/NE SEC 6N T4N, R64W > (FROM EM. OVERFLOW CREST) / (FROM EM. OVERFLOW CREST) ' —>y N / ______ // / // //_ ///) /[ 7/ /7 7/ 1 . _____ _____ . _____ . ) . Y / / )/U . 4 / // j / I . r- - - - - W -- V'{'- W __j --_ w — = W — — v\� �- w vim— 1—�— \ 50 dd —�A \ — — — 9 3 lC905NN/ft /g0 _ 4789 — '' 4788 — ID7/ — 4798 47g6 C/C TOE < NT NC/ _ — _ � c—.. — — — __ — -- -T— ,47g7 _ _ /IdP—P�— `— — \ \ — —/ 7. �' o o — n — � BURIED UTILITIES (WATER & ELECTRIC) — _ - - - - --- / --�� J — / - ---T/ N - /o_/7. ---t—� - - / & PIPELINE - DEPTHS UNKNOWN FOR BURIED Ui1LITY INFORMATION - ✓ / - - - - ✓ - - - / / CAUTION!! 1 / CONTRACTOR SHALL VERIFY UTILITY NOTIFICATION CENTER T -_ �/ _ - _ - - v _ ` OVERHEAD ELECTRIC LOCATION/DEPTHS & 0 25 50 100 OF COLORADO C CLEARANCES PRIOR TO CONSTRUCTION / LQ/A+ (or 800-922-1987) PRELIMINARY NOT FOR CONSTRUCTION ACA/La) �� = 50� AT LEAST THREE (3) BUSINESS DAYS BEFORE YOU DIG www.colorado811.org REFERENCED DRAWINGS DRAWING REVISIONS LIBERTY CNG TERMINAL THIS DRAWING HAS NOT BEEN PUBLISHED BUT RATHER HAS BEEN PREPARED BY ZAP ENGINEERING & DRAWING NUMBER TITLE REV DESCRIPTION BY 4114 APVD DATE CONSTRUCTION SERVICES, INC. FOR USE BY THE CLIENT GRADING PLAN A ISSUED FOR PERMIT LJM JME 08/01/23 •.: NAMED IN THE TITLE BLOCK SOLELY IN RESPECT OF THE CONSTRUCTION, OPERATION AND MAINTENANCE OF - THE FACILITY NAMED IN THE TITLE BLOCK AND SHALL JOB NO: 123083 NOT BE USED FOR ANY OTHER PURPOSE OR FURNISHED ENGINEERING & CONSTRUCTION SERVICES, INC. TO ANY OTHER PARTY WITHOUT THE EXPRESS CONSENT DRAWING NO: 494102-CO3-1005 REV: REGISTERED FIRM STATE: A OF ZAP ENGINEERING & CONSTRUCTION SERVICES, INC. REGISTERED FIRM NUMBER: PLOT SIZE: ANSI D SCALE: AS NOTED LAYOUT & GRADING NOTES 1. ALL MATERIALS, WORKMANSHIP, AND CONSTRUCTION SHALL MEET OR EXCEED THE LATEST EDITION(S) OF THE WELD COUNTY ENGINEERING & CONSTRUCTION CRITERIA AND THE COLORADO DEPARTMENT OF TRANSPORTATION (CDOT) STANDARDS & SPECIFICATIONS FOR ROAD & BRIDGE CONSTRUCTION. WHERE THERE IS CONFLICT BETWEEN THESE PLANS AND THE JURISDICTIONAL SPECIFICATIONS, OR ANY APPLICABLE STANDARDS, THE HIGHER QUALITY STANDARD SHALL APPLY. 2. ALL CONTROL, BOUNDARY INFORMATION, BELOW & ABOVE GRADE IMPROVEMENTS, UTILITIES, TOPOGRAPHY AND OTHER ITEMS PRIOR TO CONSTRUCTION. ALL EXISTING CONTROL, BOUNDARY, ABOVE GROUND & BELOW GROUND IMPROVEMENTS, TOPOGRAPHY AND UTILITY INFORMATION IS BASED ON: A) AUTOCAD FILE ENTITLED "NGL FACILITY_071123.DWG" PROVIDED BY TOPOGRAPHIC ON 07/11/2023. B) PDF FILE ENTITLED "LIBERTY CNG STATION DESIGN SURVEY" PREPARED BY TOPOGRAPHIC, DATED 07/03/2023. JME DESIGN GROUP, LLC DBA CRESTONE CONSULTANTS, LLC MAKES NO WARRANTY TO THE ACCURACY OF ANY OF THIS INFORMATION. CONTRACTOR'S SURVEYOR SHALL VERIFY ALL CONTROL, BOUNDARY INFORMATION, BELOW & ABOVE GRADE IMPROVEMENTS, UTILITIES, TOPOGRAPHY AND OTHER ITEMS PRIOR TO CONSTRUCTION. 3. PROPOSED IMPROVEMENTS ARE BASED UPON THE 2D BACKGROUND CAD FILE "123083 - 2D BACKGROUND REV D.DWG" RECEIVED FROM ZAP ENGINEERING & CONSTRUCTION SERVICES, INC. ON 07/24/2023. 4. CONTRACTOR IS RESPONSIBLE FOR OBTAINING UTILITY LOCATES PRIOR TO CONSTRUCTION. 5. CONTRACTOR TO OBTAIN AT THEIR OWN COST ALL REQUIRED PERMITS THROUGH THE LOCAL MUNICIPALITY, STATE AND FEDERAL JURISDICTIONS. THIS INCLUDES STORMWATER MANAGEMENT & CONSTRUCTION ACTIVITIES STORMWATER DISCHARGE PERMITS. 6. CONTRACTOR IS RESPONSIBLE FOR MAINTAINING THE JOB SITE AT ALL TIMES DURING CONSTRUCTION. 7. MAX CUT AND FILL SLOPES ARE 3:1 MAX. 8. ALL PROPOSED CONTOURS AND SPOT ELEVATIONS ARE TO FINISHED GROUND. 9. THE CONTRACTOR SHALL FOLLOW ALL REQUIREMENTS OF THE PROJECT GEOTECHNICAL ENGINEERING REPORT "GEOTECHNICAL ENGINEERING STUDY - PROPOSED LIBERTY CNG TERMINAL COMPRESSOR STATION 0.4 MILES NORTHEAST OF THE INTERSECTION OF WELD COUNTY ROADS 49 & 50, WELD COUNTY/LA SALLE, COLORADO", PREPARED BY KUMAR & ASSOCIATES, DATED 06/29/2023. THIS INCLUDES, BUT IS NOT LIMITED TO, ALL PROJECT EXCAVATION/OVEREXCAVATION, MATERIAL REMOVAL, SHORING & BRACING, TRENCHING, BEDDING, BACKFILL & FILL MATERIAL, COMPACTION, MOISTURE, FOUNDATION, SLAB, SUBGRADE PREPARATION, EMBANKMENTS, RETAINING WALL, UNDER -DRAIN, BASE COURSE/SURFACE COURSE SURFACING, PAVING, REINFORCEMENT, JOINTING, CONSTRUCTION TESTING & INSPECTION RECOMMENDATIONS AND REQUIREMENTS. CONTRACTOR AND OWNER SHALL REVIEW THE REQUIREMENTS, RECOMMENDATIONS, AND RISKS IDENTIFIED OR VARIANCES TO THE REQUIREMENTS PRIOR TO COMMENCEMENT OF CONSTRUCTION. 10. CONTRACTOR SHALL PROTECT ALL ADJACENT UNDERGROUND AND ABOVE GROUND IMPROVEMENTS FROM DAMAGE AND EROSION. ALL DISTURBED AREAS OFF -SITE SHALL BE RESTORED TO THEIR ORIGINAL CONDITION. 11. THE CONTRACTOR SHALL COORDINATE THE REMOVAL AND/OR ABANDONMENT OF ALL UTILITIES WITH THE APPROPRIATE UTILITY OWNER. 12. DIMENSIONS ARE TO EDGE OF SURFACING, SWALE FLOWLINE, AND/OR BERM CENTERLINE UNLESS OTHERWISE SHOWN. ALL DISTANCES ARE BASED ON COLORADO COORDINATE SYSTEM OF 1983 NORTH ZONE. 13. THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATIONS OF EXISTING UTILITIES AND IMPROVEMENTS ARE SHOWN IN THE APPROXIMATE LOCATION BASED ON INFORMATION PROVIDED BY OTHERS. NOT ALL UTILITIES OR IMPROVEMENTS MAY BE SHOWN. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES AND IMPROVEMENTS, WHETHER SHOWN OR NOT BEFORE COMMENCING WORK. THE CONTRACTOR SHALL BE FULLY AND SOLELY RESPONSIBLE FOR ANY AND ALL DAMAGES AND COSTS WHICH MIGHT OCCUR BY THE CONTRACTOR'S FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL UTILITIES AND IMPROVEMENTS. THE CONTRACTOR SHALL NOTIFY ALL PUBLIC AND PRIVATE UTILITY COMPANIES AND DETERMINE THE LOCATION OF ALL EXISTING UTILITIES PRIOR TO PROCEEDING WITH GRADING AND CONSTRUCTION. ALL WORK PERFORMED IN THE AREA OF UTILITIES AND IMPROVEMENTS SHALL BE PERFORMED AND INSPECTED ACCORDING TO THE REQUIREMENTS OF THE UTILITY OWNER. LIKEWISE, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING AND MAPPING ANY EXISTING UTILITY OR IMPROVEMENT (INCLUDING DEPTH) WHICH MAY CONFLICT WITH THE PROPOSED CONSTRUCTION, AND FOR RELOCATING ENCOUNTERED UTILITIES AND IMPROVEMENTS AS DIRECTED BY THE OWNER. CONTRACTOR SHALL CONTACT AND RECEIVE APPROVAL FROM THE UTILITY OWNER AND ENGINEER BEFORE RELOCATING ANY ENCOUNTERED UTILITIES. CONTRACTOR IS RESPONSIBLE FOR SERVICE CONNECTIONS, AND RELOCATING AND RECONNECTING AFFECTED UTILITIES AS COORDINATED WITH UTILITY OWNER, INCLUDING NON -MUNICIPAL UTILITIES (TELECOM/CABLE, FIBER, ELECTRIC, PROPANE, GAS/OIL FLOWLINE/PIPELINES, ETC., WHICH SHALL BE COORDINATED WITH THE UTILITY OWNER). THE CONTRACTOR SHALL IMMEDIATELY CONTACT THE OWNER AND ENGINEER UPON DISCOVERY OF A UTILITY DISCREPANCY OR CONFLICT. AT LEAST THREE (3) BUSINESS DAYS PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL NOTIFY THE UTILITY NOTIFICATION CENTER OF COLORADO (811, 800-922-1987, OR WWW.COLORAD0811,ORG). 14. ALL IMPORT MATERIALS SHALL BE TESTED AND ACCEPTED FOR USE BY THE GEOTECHNICAL ENGINEER PRIOR TO TRANSPORT TO THE SITE. 15. REFER TO THE STRUCTURAL PLANS FOR ALL SLAB AND FOUNDATION SYSTEMS AS WELL AS FINE GRADING REQUIREMENTS AROUND THE PROPOSED SLABS AND STRUCTURES. 16. CONTRACTOR TO NOTIFY THE ENGINEER IMMEDIATELY SHOULD THERE BE A CONFLICT BETWEEN THESE PLANS AND WHAT IS FOUND IN THE FIELD. 17. REFER TO THE EROSION CONTROL PLAN FOR INITIAL TEMPORARY EROSION & SEDIMENT CONTROL MEASURES. 18. PROPOSED STORM SEWER PIPING SHALL BE CLASS 3 RCP. LENGTHS INCLUDE F.E.S. CONTRACTOR TO FOLLOW ALL CDOT OR PIPE MANUFACTURER REQUIREMENTS, STANDARDS & SPECIFICATIONS FOR INSTALLATION. 19. CONTRACTOR SHALL INSTALL A DOWNSPOUT EXTENSION AND SPLASH BLOCK ON ALL ROOF DRAIN DOWNSPOUTS WHICH DAYLIGHT AT GRADE. 20. CONTRACTOR SHALL OVEREXCAVATE & KEY ALL BERMS A MINIMUM OF 2 FT INTO EXISTING GROUND; COMPACTION SHALL BE THE MORE CONSERVATIVE OF A) 95% MIN. COMPACTION (ASTM D 698), MOISTURE CONTENT ±2% OF OPTIMUM OR B) GEOTECHNICAL ENGINEERING RECOMMENDATIONS. 21. IN ACCORDANCE WITH SENATE BILL 18-167 (OR ANY UPDATE), ALL NEW UNDERGROUND FACILITIES, INCLUDING STORM SEWER, MUST BE ELECTRONICALLY LOCATABLE. CONTRACTOR SHALL INSTALL & TEST TRACER WIRE SYSTEMS ON ALL NEW UNDERGROUND UTILITIES. REFER TO MULTIPLE DETAILS IN THIS PLAN SET FOR TRACER WIRE SYSTEM REQUIREMENTS, SPECIFICATIONS & DETAILS. BENCHMARK & BASIS OF BEARING INFORMATION BENCHMARK AND BASIS OF BEARING INFORMATION IS FROM "LIBERTY CNG STATION DESIGN SURVEY" PREPARED BY TOPOGRAPHIC, DATED 07/03/2023. PROJECT BENCHMARK: A 2.5 ALUMINUM CAP ON A NO. 5 REBAR ON THE EAST SIDE OF COUNTY ROAD 51, APPROXIMATELY 0.4 MILES NORTH OF COUNTY ROAD 50 POINT: KFI NORTHING: 1373171.71 EASTING: 3255576.06 ELEVATION: 4789.72 (NAVD 88) BASIS OF BEARINGS/COORDINATES: SOUTH LINE OF THE SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER SECTION 31, T5N R64W BEARING: N 89'07'54" E DISTANCE: 1337.92' WEST BASIS OF BEARING POINT: ML31703 - 2" ALUMINUM CAP ON NO. 5 REBAR W 1/16TH SEC 31 /SEC 06 NORTHING: 1371054.52 EASTING: 3251582.55 ELEVATION: 4800.09 EAST BASIS OF BEARING POINT: ML31823 - 2" ALUMINUM CAP ON NO. 5 REBAR S 1/4 SEC 31 NORTHING: 1371074.79 EASTING: 3252920.32 ELEVATION: 4786.44 ALL DIRECTIONS, DISTANCES, COORDINATES AND DIMENSIONS SHOWN HERON ARE BASED ON COLORADO COORDINATE SYSTEM OF 1983 NORTH ZONE. THIS DRAWING HAS NOT BEEN PUBLISHED BUT RATHER HAS BEEN PREPARED BY ZAP ENGINEERING & CONSTRUCTION SERVICES, INC. FOR USE BY THE CLIENT NAMED IN THE TITLE BLOCK SOLELY IN RESPECT OF THE CONSTRUCTION, OPERATION AND MAINTENANCE OF THE FACILITY NAMED IN THE TITLE BLOCK AND SHALL NOT BE USED FOR ANY OTHER PURPOSE OR FURNISHED TO ANY OTHER PARTY WITHOUT THE EXPRESS CONSENT OF ZAP ENGINEERING & CONSTRUCTION SERVICES, INC. CDOT CLASS 5 OR 6 AGGREGATE BASE COURSE (ABC) UTILIZE CLASS 6 ABC MAT'L IN UPPER 6" OF THE SURFACE (SEE PROJECT GEOTECHNICAL REPORT FOR COMPACTION, MOISTURE & ADD'TL REQS) COMPACTED SUBGRADE (PREPARE PER PROJECT GEOTECHNICAL REPORT) ROAD/TRAVELED WAY SECTION CDOT CLASS 5 OR 6 AGGREGATE BASE COURSE (ABC) - UTILIZE CLASS 6 ABC MAT'L IN UPPER 2" OF THE SURFACE (SEE PROJECT GEOTECHNICAL REPORT FOR COMPACTION, MOISTURE & ADD'TL REQS) (PREPARE PER PROJECT GEOTECHNICAL REPORT) EXTERIOR SECTION NOTES: FINAL GRADE (PER GRADING PLAN) SUBGRADE EXTEND SUBGRADE PREPARATION 2' MIN. BEYOND EDGE OF ROAD SURFACE FINAL GRADE (PER GRADING PLAN) SUBGRADE CDOT CLASS 5 OR 6 AGGREGATE BASE COURSE (ABC) - UTILIZE CLASS 6 ABC MAT'L IN UPPER 3" OF THE SURFACE (SEE PROJECT GEOTECHNICAL REPORT FOR COMPACTION, MOISTURE & ADD'TL REQS) COMPACTED SUBGRADE (PREPARE PER PROJECT GEOTECHNICAL REPORT) PAD AREA SECTION [WITHIN TOPSOIL PROP. FENCE] COMPACTED SUBGRADE) (PREPARE PER PROJECT GEOTECHNICAL REPORT) FINAL GRADE PER GRADING PLAN) SUBGRADE INAL GRADE DER GRADING PLAN) UBGRADE 1. PROPOSED ROADWAY AND SITE SURFACING SECTION INFORMATION IS BASED ON THE "GEOTECHNICAL ENGINEERING STUDY - PROPOSED LIBERTY CNG TERMINAL COMPRESSOR STATION 0.4 MILES NORTHEAST OF THE INTERSECTION OF WELD COUNTY ROADS 49 & 50, WELD COUNTY/LA SALLE, COLORADO", PREPARED BY KUMAR & ASSOCIATES, DATED 06/29/2023. CONTRACTOR SHALL FOLLOW AND COMPLY WITH ALL RECOMMENDATIONS IN THE PROJECT GEOTECHNICAL REPORT AND ANY SUPPLEMENTAL UPDATES/CLARIFICATIONS. 2. SEE GRADING PLAN FOR ALL PROPOSED GRADES AND SLOPES. 3. SEE STRUCTURAL PLANS FOR ALL SLAB AND FOUNDATION SYSTEMS TO BE UTILIZED IN THIS PROJECT. COORDINATE GEOTECHNICAL REQUIREMENTS WITH GEOTECHNICAL ENGINEER, STRUCTURAL ENGINEER & OWNER PRIOR TO COMMENCEMENT OF CONSTRUCTION. 4. SURFACE MATERIAL REQUIREMENTS FOR THE ACCESS ROAD, AND ADJACENT TO EQUIPMENT & STRUCTURES HAS BEEN PROVIDED BY OTHERS (INCLUDING DESIGN OF FINE GRADING AROUND SLABS, EQUIPMENT AND STRUCTURES). FINE GRADING DESIGN MAY NOT MEET THE GEOTECHNICAL REPORT RECOMMENDATIONS FOR RAPID REMOVAL OF STORMWATER RUNOFF TO MITIGATE WATER INFILTRATION AND SOFTENING OF THE SUBGRADE. 1 SITE SURFACING SECTIONS 1010 (FOR INFORMATION ONLY) REFERENCED DRAWINGS DRAWING REVISIONS DRAWING NUMBER TITLE REV DESCRIPTION BY CHK APVD DATE A ISSUED FOR PERMIT LJM JME 08/01 /23 PRELIMINARY NOT FOR CONSTRUCTION ENGINEERING & CONSTRUCTION SERVICES, INC. REGISTERED FIRM STATE: REGISTERED FIRM NUMBER: Table 703-3 CLASSIFICATION FOR AGGREGATE BASE COURS Mass Percent Passing Square Mesh Sieves Sieve Size LL not greater than 35 LL not greater th. Class I Class 2 Class 3 Class 4 Class 5 Class 150mm (6") 100 100mm (4") 100 75mm (3") 95-100 60mm (2 %') 100 50mm (2") 95-100 100 37.5mm (2") 90-100 100 25mm (1") 95-100 19mm (3/i") 50-90 100 4.75mm (#4) 30-65 30-50 30-70 30-6 2.36mm (#8) 25-5, 75 µm (#200) 3-15 3-15 20 max 3-12 3-15 3-12 NOTE: Class 3 material shall consist of bank or pit run material. CDOT CLASS 5 & 6 AGGREGATE BASE COURSE N.T.S. FOR BURIED UTILITY INFORMATION UTILITY NOTIFICATION CENTER OF COLORADO ELun o11 (or 800-922-1987) AT LEAST THREE (3) BUSINESS DAYS BEFORE YOU DIG www.colorado811.org LIBERTY CNG TERMINAL NOTES & DETAILS JOB NO:123083 DRAWING NO: 494102-0O3-1010 PLOT SIZE: ANSI D SCALE: AS NOTED REV: 0 \ 0 I > -- \ 4817 -.e y V I Ij I \ 1 Q \ \ \ - / 1 ) I / 1 \ \ \ \ \ \ \ \ \ � s\ //' / / �// '/ �' \ U I / ' — � \ II N \ / '' // / �' /� F / \ I I II II =� l ( ( I I I I � \�\ �� / // /J �� / /� � ' \\� III \ /I� \ I \ \ I / I 1 \ \\ '�\ / / / / k$ / i � III i �/ \ \ I 1 1 \ \ \-- / / / N� / / F sr / / �/ / / \ \ \\ I \ / / TRANS. I I J rr Ai 1 _ CI /l ` �L 00 V V // k / / i II I r _ / \� \ � /_--_ Q / �� / - Ili i/ \ \ _ - ---- / / / / / I 1 1 1 \ -- \ ' 0S2 / / �/ /' i \ 1 \ \ 1 1 1 MICHAEL BOULTER / ��ss 2.9% / k�� / I I H! i — rn CAUTION... \ \ \ I 1 \ REC. NO. 4380238 / i AC. 0.12 / ^ \I BURIED ELECTRIC - DEPTHS UNKNOWN / / 0 2 / - CONTRACTOR SHALL VERIFY III \ I \ \ \ I \ \ AP//05-723-73775 - / / A8 - - / / / / J LOCATION/DEPTHS & GEM/N/ UPRR #B31-14 / NOBLE ENERGY INC 7 i 4800 CLEARANCES PRIOR TO CONSTRUCTION \ \\ \I o /A808 P&A 7/18/2019 / / (jRP> PARCEL BOUNDARY / / / / III \ \ I w \ / g - _J / / / _- 10.0' T 1 \ I ` o \ \ USR/LEASE / / _ - - / (E) ELECTR/C ESMT - - 0Si BOUNDARY / / \> / REC NO. 4447905 I _ \ \ \C \\ \\ \ 0.43 2.0% / / (TYP) / 1 / I I I\ II \/ AC. 0.07 I I\ J I % I I Y/ IIII\ \ \\ � \ S \ N / �--- -_' / ' /S -- m �I l/ I,II / /_ � cal I YII II \ 1 \ 0?/' // / / / // /' \� I' / II EASTLINE SW4SEC 31, III / / I I I I I T5N, R64W / - i / / /..H-H/I(I III I ` �- H \ \ \ \ � Z \ // V ' // / / / / H IIIIII II \ \ \ \ / / I / \11 I T I I I - V / / / / �H' / I IIII II ( I \ \ \ \ ` \/ / / / �' / / �� °I I I 111111 II �/ // / / / // V �// ,IIIIII 1/ \ I o y/ V I / H'1 I I C� LU E� NE 2 \ \\ -- ' / I III I I I I \-/ - /- ---- / / / I I+ III LAN Edo I I \ l \ J \ / / / / / - _ / /' - \I\ i I III III I I I '�C NO. 3957150 \ \ 1 // / / / II I II I I - / / t RPEC� N 406957 \ V A rH�l H2 / / v� I / ��J ! ILOiB I I 1.58 2.0% / 6.9s 2.0% / / \ I / �— — REC�R�ED XEMPTION I I ` I Ac. o.os / Ac. 0.07 / / / / / ' �� i / N . 063-31-4 R CX-0034 Th I I I / `� - - _ - /' / /' _ - - /' / m JIcry i / C. NO. 5 930 I \ USR LEASE BOUNDARY \� 1 / / I I I / II (TYP) \ / /' � / / // �// \1i V 1 -- I \ I /� // / / - /// i - - - / j / / / / / 791 l - \ / / // / / / / / 4 O/ �l \ I / / , / / 1g o I I ...... / rm / / / / / / / / / oG USR PARCEL BOUNDARY II � � / (TYP) - - - PPP / ? CHAEL BOULTER & PA-I_SX SOUTER / REC.."NO. -2619951 I i - - 47g8. \ / _-- g1 h. k19k 4193 _1g2� cauTloN! �! LOT A i u i o / k1 6 g / / BURIED UTILITIES (WATER & ELECTRIC) AMENDED RECORDS' EXEMPTION I / / /c9 �h1g N� / / & PIPELINE - DEPTHS UNKNOWN II / T / 0 ; No. 0963-31-4 AMRE-4936 X / / ci f / / CONTRACTOR SHALL VERIFY )' - - . ��1 / / ��MICHAEL BOULTER FARMS, LLC / / / // / LOCATION/DEPTHS & Rec. I)I6 3799965 � II / / f�( REC. NO. 4078640 , CLEARANCES PRIOR TO CONSTRUCTION \ / I -1 / I ( —� LOT B /' / o \ J l i I ( I ll — / // AMENDED RECORDED EXEMPTION No. 0963-31-4 AMRE, 4936 �,�/ / o I I / \ V / 1 I I I w / Rec.No.3799965\ 3799965 I / \ / I 4788 / 1 / 4787 - X I v ,' / ��o � I f / /� �I II SOUTH LINE SEC 31, T5N, R64W \ /' / / / / /' �' / (' ' m I NORTH L/NE SEC 6, T4N, R64W //N 11 _ - / ____ /�-�f`-��-��i�� f�-�� / i�/�� l�/ w wcm =vd- - z w �v - VP� \ \ z - \ COUNF�' RDAO 50 1 \ _ 1� 0 _ 89 88 _ \ 479 -4798 A797 4796 k1g5 �9G Tg193 = g79Z r _ 479 �k 9 -.47 - - 47 - T_. -� f - - - `- J P H - - - O O / - / / o — / — _ — _ _ - ` o CAUTION!!! PRELIMINA -' NO'S XO1 CONSTRUCTION OVERHEAD ELECTRIC REFERENCED DRAWINGS DRAWING REVISIONS THIS HAS DRAWING BEEN HAS NOT PREPARED DV BEEN ZAP PUBLISHED BUT RATHER ENGINEERING & DRAWING NUMBER TITLE REV DESCRIPTION BY CI 1K APVD DATE CONSTRUCTION SERVICES, INC. FOR USE BY THE CLIENT NAMED IN THE TITLE BLOCK SOLELY IN RESPECT OF THE CONSTRUCTION, OPERATION AND MAINTENANCE OF THE FACILITY NAMED IN THE TITLE BLOCK AND SHALL NOT BE USED FOR ANY OTHER PURPOSE OR FURNISHED TO ANY OTHER PARTY WITHOUT THE EXPRESS CONSENT OF ZAP ENGINEERING & CONSTRUCTION SERVICES, INC. A ISSUED FOR PERMIT LJM JME 08/01/23 ENGINEERING & CONSTRUCTION SERVICES, INC. REGISTERED FIRM STATE: REGISTERED FIRM NUMBER: KEY MAP T LI �w l i 631 75K Q NTS. (57m 1pm ckH >- USR/LEASE - BOUNDARY o0 USR PARCEL (TYP) BOUNDARY (TYP) COUNTY ROAD 50 BASIN H1 DESIGNATION AREA 25.2 5.0% j % IMPERVIOUS (ACRES) AC 10,47)5 YR RUNOFF COEF. A Q9o�,C9C��D -----4701----- - -4705- - 0 30 60 120 SCALE: 1" = 60' 'ANA PAD BASIN OS2 BASIN OS1 1 --�----------------- —w—w— —x oao I I- �bIJI o' ----------I ce—-- '---------' BASIN BOUNDARY DESIGN POINT HYDROLOGIC SOIL GROUP BOUNDARY [PER NRCS] HYDROLOGIC SOIL GROUP DESIGNATION [PER NRCS] EXISTING GROUND INT. CONTOUR [1' INTERVAL] EXISTING GROUND INDEX CONTOUR [5' INTERVAL] OVERLAND FLOW DIRECTION TIME OF CONCENTRATION TRAVEL PATH HISTORIC BASIN FLOW SUMMARY BASIN AREA (Ac) Q5 (CFS) Q1 o (CFS) Q100 (CFS) H1 1.58 0.3 0.7 3.1 H2 6.98 1.0 2.8 11.7 OS1 0.43 0.1 0.2 0.7 OS2 11.88 2.1 4.7 18.2 FOR BURIED UTILITY INFORMATION UTILITY NOTIFICATION CENTER OF COLORADO CLAD o 11 (or 800-922-1987) T LEAST THREE (3) BUSINESS DAYS BEFORE YOU DIG www.colorado811.org LIBERTY CNG TERMINAL EXISTING CONDITIONS DRAINAGE EXHIBIT JOB N0: 123083 DRAWING N0: 4941O2-CO3-1O2O REV: PLOT SIZE: ANSI D SCALE: AS NOTED A / ( - -t > \ \ \ \ \ \ \ \ \ 4817 - /� // �� / I - I \1 /•Th.N\N _ / / I \ \ \ \ \ \J / / / / / ' 'F l ( I ( I I I \ 1 \ 1\ \\\ \ / / / k�Og/ /I I I II \ \\ I I 11 \ \`,.----/ \ I 1 \ \ I \ — _ / / / I I TRANS. , / I c I I \\ \1 \ II \ I \� // / I / /I 1 \ 1 \ \ \ \ \ SO1 06' / / / // 7 / Jo / I H / (P) / PIPELINE ESMT I m I \ ' I I 1 \ 1 I 1 I \ / / / / — REC NO. -------- / I I I ti i \ I I 1 I 1 I \ I �� / / / / / /1 I I I\ /1 \ I r \ \\ \ I ` \ 1 I \ ,/ // // 4805. // I I Uit _ - 1 \ \ \ I \ 11.88 2:9 — P TEMP CONST ESMT I I (os3J 1 I \ `, MICHAEL BOULTER / �// LosL!. ( ) 1.s7 11s I I \ 1 \ \ I \ \ REC. NO. 4380238 Ac. 0.12 REC NO. ______-_ I ^I I AC. 0.15 \I I / / JII\ \ \`' \ \ \ \\ \ - - _ AP//05-723-73775 / i / / / 3 I / 1 I ^ \ - GEM/N/ UPRR #B31-14 / / "4 gO Z I/ I I J 1 I I III I \ \ \ \ I o \ — ' NOBLE ENERGY INC 7 / �' / �,� I I 4800 , \ \� \ \ a v P&A 7/18/2019 / USR PARCEL BOUNDARY / - I I I rn I III I DIVERSION BERM (D1) \ S' (TYP) / I I \ 2 WIDE, 2 HIGH BERM i�$O - / Nt , / I 47991-- - t 70.0'_� - - / USR/LEASE _ - - II I I �' (EE ELECTR/C ESMT _ \ �\ OS) H BOUNDARY DIVERSION BERM D2 / I Y I \ \ Sz \ ' / o ( ) / I I REC NO. 4447905 I I J1\ \ (TYP) 2WIDE,2HIGHBERM / S I\ 1 0.43 2.0% J / II V N AC. 0.07 I ✓I I I I I I .. 4805 III / II \ \ Al BER1A-- ERI BERA- BER E� I I / I \ 4809A -BE IA--. BERA BERM -BERET. BER BER BERET 4801'.. ..� .. ...� _. . N ,_ / 1. .... i .... __-- \I I I) ' I. * I \ \ .... \---=. ----=--- 4805_-- --- ---r------= __ .... .... --- --- ---'- - I EAST L/NE SW SEC 31, ft \ \ \ Jr j / / / -ref '� i I / I I I II I� T5N, R64W I I I \ \ \ \ mi � \s - - , D3 \ \ \/ z / / j 0.8s 40.0% , I V I I \ \ — L 4800 / 1 I IIJ x -max X++ / I I I I 1 x x + + + + ++ + +++++++ + + + m / I J III I I T II I I 4:1 �y+ +++++*+*+*+*+*+ i / / III 11 —I— II \ \ \ 1 ++\+ ++++++++.0 + ++++ �, I 2 1 +++mot ++ + +++��, , �! +++++++ -x / g I ^� /,� �III,IIIr II I I \ q I x, + + + + + + + +. + + + + + + + + + +'+ + + + + + + + + + + + I I + + + +\+ + + + + + + + + + + + + + + + + + + + + y- + + + N I \ O V m, + + + + +`�: + + + + Ate - + C . +/y + + + + + + + + - -�� / 4:1 I (j�l ICI ' _ p t-+ + \+ .,_ + + + +\+ + + + ++ + L) - + ; + + + + + + + + - - / / \�.- .-. / : J r I I O� /nIIIL I r� +++++++ ++ + 't + +++ +t+++ +++*++++ +++ ++, \ / —. —.-.- �s I L 2 .. . i I I \ I U i I I I \I� I i 1 I C LUCERNE + + + + + + + PILA L C g I + +© +\+ + + + + + � � o +++++`+` +`+�'+* .7%,............. �I I� (1111 1 ,/ + ++�+ ++ a— ��.U)I I I EC7.NO.397150 I� *****++*++*p***+***+*+'X _ \I , II II 1 /I I � + + \ I III I I I I NO. 4016957 ., I/ 1 I I tSTmi99.9LF�18 RCP(CL3) ,I + + + + + + + + CULVERT AT 1.1% �,�I ,( `� ) J LO` B II I + ++ + +++++ ++ ++++++++c+ W/ F.E.S.(2) I `�!/ RDE PTION + + + /` c i �E D X M II I 8 Iril / %� -y / \I ICS / N 6 -31-t -RECX-0034 1 3 ++_' BM D2 I I � m � X � m BER / ,Q / + +,' POND D2 RUNDOWN ��— — % J I I R CC NO\389930 / 6.12 48.6% O � ^ - I � + + X x x *� X X _ XX ... — X AC. 0.34 j =Q \ rn 'Z ; , J USR/LEASE BOUNDARY \ ,-. e �Q� a �- \ 'C I I 1 (TW) ❑ I ..\ M0 �p� m O / j� \\ \1 LW1 LOW WATER \\ \ j /.T. CROSSING (LW1) i w / mss/' �............. ... s a s \ \ _ ...... I v ' / \I �' �i�•/ Cd�'.......�1......................�.,- ............ .... i r� I/ _41 1 ^ POND Dl OUTFALL - :'-.j \ 1 O. �- j�� . e ... �'`399 ..... ' rn�1r../ ......... *71 y�BER ... CAUTION!!! 32.3 LF 12 RCP (CL3) AT 0.43% N o i o i .BURIED ELECTRIC - DEPTHS UNKNOWN W/ HEADWALL/WINGWALL �' t ! �\-- •� - �1 ��. .0�� f�..... 1....I \ _ _ .4792 CONTRACTOR SHALL VERIFY PROV'D & CUTOFF WALLS I % - LOCATION DEPTHS & OUTFACE � O� / � �00 POND D2 RUNDOWN �i ,C �* /_-� .. , . � . 4791, LOCATION/ DEPTHS I I CLEARANCES PRIOR TO CONSTRUCTION ........ ... 1.4390 ...... _ �...... k� I I I /../... .. I CH1 �. /....... OVERFLOW ...... ... . � �� ... � i eER / 1 II � � T I...- W c_----......... -.- ---=----... 4795 USR PARCEL BOUNDARY rn I I I I 1 \ / / ..1 1 - - -- j .... - ... M-— �G�q(TYPE 1 I \ ...... 100% ,.. Mz — ...H...1 0 % .- :. - ::.. ... ..... ERA - .79 POND D1 EM. OVERFLOW -CH OULTERI5.0 FT CREST LENGTH BERA,-BER- 4802 �� I _ 4788. 4 6 4795 AEL B & DAIS - bITE B.8 B �: W/ 23.0 FT CUTOFF WALL .......4800........ 1......REC — J REC. NO. 2619951___/1� j II( 93 g� LOT A I I \ - — — o DETENTION/WQ POND (Dl - BASIN Dl) _ �1g� 6' / 4�g6� 4�� AMENDED RECORDE' EXEM0,TION 111 I i a� (No BUILD/No STORAGE) g1g8 / X19 °/ DETENTION WQ POND (D2 - BASINS D2 & D3Z g POND INV: 4799.25 / POND D2 EM. OVERFLOW - / No. 0963-31-4/AMRE-4936 1 / / TOP OF POND (BERM): 4802.50 / 21.0 FT CREST LENGTH (NO BUILD/NO STORAGE) / / POND INV: 4791.50 Rec. Iry 3799965 )I) \ EM. OVERFLOW CREST: 4801.50 W/ 39.0 FT CUTOFF WALL .ifOF POND (BERM): 4796.00 \ 1 /I I _ J ( REQ D/PROV D WQCV: 0.05 AC FT /POND D2 OUTFACE / / ` OVERFLOW CREST• 4795 00 \ wQCV w.S.E..4800.27 MICHAEL BOULTER FA MS, LLC44.7 LF 12" RCP (CL3) AT 1.0% II PROV'D WQCV• 0.15 AC -FT J / I I WQCV RELEASE RATE: 40 HR L / REQ'D/PROV'D 100-YR VOL: 0.19 AC -FT REC. NO. 40740 /WQCV W.S.E.:4792.79 W/ HEADWALL/WINGWALL /�± I W J - LOT B /QCV RELEASE RATE: 40 HR PROV D & CUTOFF WALLS / II 1 4787 1 I PROV'D 100-YR W.S.. 4801.29 100-YR VOL• 0 74 AC -FT / x J 100-YR RELEASE RATE: 0.7 CFS (HIST 10-YR) \AMENDED RECORDED EXEMPT19 No. 0963-3'1-4 AMRE;4936V'D 100-YR W.S: 4794.18 / I '� �/ I I 1 II / SOUTH LINE SEC 31, T5N, R64W c J TOTAL VOL PROV'D: 0.23 AC -FT Rec. No. 3299965 / TE: 2.8 CFS (HIST 10-YR) ��/ "' /�i/ / II /✓I NORTH LINE SEC 6, T4N, R64W u, \ \ (AT EM. OVERFLOW CREST) / / L VOL PROV'D: 1.23 AC -FT ` ' ' / / ` / \ / 3 \ - FREEBOARD: 1.00 FT //' // ��AT EM. OVERFLOW CREST �- 1 \_ ) 11 /� _/� / '' (FROM EM. OVERFLOW CREST) ' j �_--�( FREEBOARD: 1.00 FT _�_ �� - � - _ - - - - ��/I, _ _ - -W - - �- W- -- -ROM EM. OVERFLOW CREST) _ sr ¢�9g \ COUNTY ROAD 50 \ _ 800 -4798- 97 4796 195 9� X193, - 92 47g1k190 -47g9_ - - 4788_. CAUTION!!! 41 �1 T 41 _ --� - _ J - \ - BURIED UTILITIES (WATER & ELECTRIC) - - - _- - _ - "- - - - - - - CONTRACTOR SHALL VERIFY � T= -Y � _— � � 1 cif 'tea - _ - -g �� 6F x > X- 7-�- j ---o, I \ / / / i J LOCATION/DEPTHS & H_ _ _ , / ^ _ - - - / L - - /, CLEARANCES PRIOR TO CONSTRUCTION - Z — of oN — — _ — CAUTION!!! PRELIMINAF' N �Ol� CONSTRUCTION OVERHEAD ELECTRIC I REFERENCED DRAWINGS DRAWING REVISIONS THIS DRAWING HAS NOT BEEN PUBLISHED BUT RATHER DRAWING NUMBER TITLE REV DESCRIPTION BY CI K APVD DATE HAS BEEN PREPARED BY ZAP ENGINEERING & CONSTRUCTION SERVICES, INC. FOR USE BY THE CLIENT NAMED IN THE TITLE BLOCK SOLELY IN RESPECT OF THE CONSTRUCTION, OPERATION AND MAINTENANCE OF THE FACILITY NAMED IN THE TITLE BLOCK AND SHALL NOT BE USED FOR ANY OTHER PURPOSE OR FURNISHED TO ANY OTHER PARTY WITHOUT THE EXPRESS CONSENT OF ZAP ENGINEERING & CONSTRUCTION SERVICES, INC. A ISSUED FOR PERMIT LJM JME 08/01/23 ENGINEERING & CONSTRUCTION SERVICES, INC. REGISTERED FIRM STATE: REGISTERED FIRM NUMBER: KEY MAP T LI �w l i 631 75K IRMW Q N.T.S. a >- F- USR/LEASE - BOUNDARY a USR PARCEL (TYP) BOUNDARY (TYP) COUNTY ROAD 50 * *e1* I.] BASIN D1 DESIGNATION AREA 25.2 5.0% j % IMPERVIOUS (ACRES) AC 0.47J 5 YR RUNOFF COEF. A A9o9C9coy 4707----- - -4705- 4701: 4705 STM1 ... - OVERFLOW MAINTENANCE OUTFACE 0 30 60 120 SCALE: 1" = 60' TANA PAD BASIN OS3 l -1 BASIN i'I OS2 BASIN OS1 1 � I -_.-.-,-Owl �,, �N BASIN BOUNDARY DESIGN POINT HYDROLOGIC SOIL GROUP BOUNDARY [PER NRCS] HYDROLOGIC SOIL GROUP DESIGNATION [PER NRCS] EXISTING GROUND INT. CONTOUR [1' INTERVAL] EXISTING GROUND INDEX CONTOUR [5' INTERVAL] FINISH GROUND INT. CONTOUR [1' INTERVAL] FINISH GROUND INDEX CONTOUR [5' INTERVAL] PROP. STORM SEWER & FLARED END SECTION W/ STORM PIPE CALLOUT PROP. POND OUTLET STRUCTURE & RELEASE PIPE DIVERSION OR CHANNEL SECTION CALLOUT TIME OF CONCENTRATION TRAVEL PATH RIPRAP EROSION PROTECTION [TYPE L RE: DTL 1 & 2/1025] OVERLAND FLOW DIRECTION OVERFLOW DIRECTION/PATH MAINTENANCE ACCESS SITE OUTFALL SUMMARY BASIN AREA (Ac) Q5 (CFS) Q1 o (CFS) Q100 (CFS) D1 1.58 2.1 2.9 6.7 D2 6.12 5.8 8.4 21.0 D3 0.86 0.8 1.2 3.1 SUM D2 -D3 6.98 6.6 9.5 23.9 OS1 0.43 0.1 0.2 0.7 OS2 11.88 2.1 4.7 18.2 OS3 1.97 0.8 1.5 5.0 SUM OS2-OS3 13.84 2.6 5.5 21.1 FOR BURIED Ui1LITY INFORMATION UTILITY NOTIFICATION CENTER OF COLORADO CLAD o 11 (or 800-922-1987) T LEAST THREE (3) BUSINESS DAYS BEFORE YOU DIG www.colorado811.org LIBERTY CNG TERMINAL _ DEVELOPED CONDITIONS DRAINAGE EXHIBIT JOB N0: 123083 DRAWING N0: 494102-0O3-1021 REV: PLOT SIZE: ANSI D SCALE: AS NOTED A PROPOSED CULVERT & F.E.S. (SEE PLANS FOR END TREATMENT TYPE & SIZE) FLOW L (SEE PLAN) SEE END`-' TREATMENT DETAILS O o (THIS SHEET) 1 �� RIPRAP EROSION PROTECTION PLAN VIEW (OR APPROVED EQUIVALENT) RIPRAP AT CULVERT END RIPRAP EROSION PROTECTION: SEE PLAN FOR SIZE DESIGNATION & RIPRAP GRADATION TABLE THIS SHEET MIN. THICKNESS = 2.0 TIMES (D5o) GRANULAR BEDDING SEE - THICKNESS REQUIREMENTS (THIS SHEET) Iil COMPACTED SUBGRADE (PREPARE PER PROJECT GEOTECHNICAL REPORT) MIRAFI FW 300 GEOTEXTILE FABRIC (OR APP'VD EQUAL) SEE PLANS FOR LOCATIONS & SIZES OF RIPRAP EROSION PROTECTION RIPRAP SECTION 1 RIPRAP EROSION PROTECTION DETAIL 1025 1 HAND P SEE TAB U) C Table 1: Riprap Gradation % Smaller Than Intermei Riprap Given Size By Rock Dim' Designation Weight (inche 70-100 12 50-70 9 TypeVL 35-50 6 2-10 2 70-100 15 50-70 12 TypeL 35-50 9 2-10 3 70-100 21 50-70 18 TypeM 35-50 12 2-10 4 70- 100 30 50-70 24 Type H 35-50 18 2-10 6 70- 100 41 50-70 33 TypeVH 35-50 24 2-10 9 *d50 = Mean Particle Size **Mix VL, L and M riprap with 35% topsoil (by volt inches of topsoil, all vibration compacted, and revc RIPRAP GRADATION TABLE URBAN DRAINAGE & FLOOD CONTROL DISTRICT CONCRETE FINISHED GROUND REINFORCED -1.5'-----2' MIN. 1.5' HEADWALL/WINGWALL & NCRETE WINGWALL CUTOFF WALL 8" KE==30YP) OUTLET PIPE REINFORCING: #5 AT 12" O.C. EACH WAY (TYP) 1.67' FINISHED D 1.67' t 0 LET PIPE GROUNDINv REINFORCED CONCRETE CUTOFF WALL PIPE CONTROL POINT I PIPE ICONTROL POINT I I I REINFORCED-f' EINFORCED __J_______L___� CONCRETE CUTOFF WALL SEE DETAIL, THIS SHEET FOR 4' MIN. ADDITIONAL END TREATMENT 4' MIN. PREPARED N. SUBGRADE PIPE BEDDING PIPE CONTROL POINT REINFORCED CONCRETE CUTOFF WALL ISOMETRIC VIEW SECTION A SECTION B HEADWALL/WINGWALL END TREATMENT (DOWNSTREAM END OF POND OUTFALL PIPE) SMALLER ROCKS TO BE HAND PLACED AND GROUTED IN PLACE. CONCRETE CUTOFF WALL REINFORCING: #5 AT 12" O.C. EACH WAY (TYP) D END HAND PLACED RIPRAP, MIN D WIDE AT SIDES OF FES. CONCRETE OUTLET PIPE D SMALLER ROCKS TO BE HAND PLACED AND GROUTED IN PLACE. 24" 12" 4' MIN. FINISHED GROUND SMALLER ROCKS TO BE HAND PLACED AND GROUTED IN PLACE. HAND PLACED RIPRAP, SEE TABLE FOR SIZING. 8" ---- - TRANSITION 12" �i oET THIS 4' MIN. SLOPE lK FLARED END SECTION PREPARED SUBGRADE PIPE BEDDING FES CONTROL POINT CONCRETE CUTOFF WALL -- FES CONTROL FLARED END CONCRETE CUTOFF WALL POINT SECTION CONTROL W/ #5 REINFORCING BARS W/ #5 REINFORCING BARS POINT AT 12" O.C. EACH WAY (TYP) AT 12" O.C. EACH WAY (TYP) ISOMETRIC VIEW SECTION A SECTION B NOTES: 1. REINFORCED CONCRETE PIPE SHALL MEET COOT STANDARDS (RE: CDOT STANDARD PLAN NO. M-603-2, REINFORCED CONCRETE PIPE, 1 SHEET) 2. CONCRETE FLARED END SECTIONS (F.E.S.) SHALL MEET CDOT STANDARDS (RE: CDOT STANDARD PLAN NO. M-603-10, CONCRETE AND METAL END SECTIONS, 1 SHEET) 3. CONCRETE FOR CUTOFF WALLS, HEADWALLS AND WINGWALLS SHALL BE CDOT CLASS D, 4500 PSI 28 DAY STRENGTH (MIN.) FLARED END SECTION END TREATMENT 2 \END TREATMENT DETAIL 1025 1 THIS DRAWING HAS NOT BEEN PUBLISHED BUT RATHER DRAWING NUMBER HAS BEEN PREPARED BY ZAP ENGINEERING & CONSTRUCTION SERVICES, INC. FOR USE BY THE CLIENT NAMED IN THE TITLE BLOCK SOLELY IN RESPECT OF THE CONSTRUCTION, OPERATION AND MAINTENANCE OF THE FACILITY NAMED IN THE TITLE BLOCK AND SHALL NOT BE USED FOR ANY OTHER PURPOSE OR FURNISHED TO ANY OTHER PARTY WITHOUT THE EXPRESS CONSENT OF ZAP ENGINEERING & CONSTRUCTION SERVICES, INC. REFERENCED DRAWINGS TITLE REV DESCRIPTION A ISSUED FOR PERMIT DRAWING REVISIONS PROPOSED CULVERT F.E.S, HEADWALL/WINGWALL, OR CHANNEL W/ CUTOFF WALL L = 12' 2' SEE HEADWALL WINGWALL / W = 4 END TREATMENT DETAIL / (THIS SHEET) - _ (_3 �) ��• 1i FLOW SEE HEADWALL/WINGWALL II END TREATMENT DETAIL `,;- (THIS SHEET) I ri.:.;::::: MIRAFI FW 300 GEOTEXTILE FABRIC (OR APP'VD EQUAL) Table 7: Granular Bedding Gradation Percent by Weig] U.S. Standard Sieve Size Type I (CDOT Sect. 703.01 3 inches - 1'/2 inches - 3/%inch - %sinch 100 No. 4 95-100 No. 16 45-80 No. 50 10-30 No. 100 2-10 No. 200 0 - 2 TYPE L RIPRAP (D5o MIN. THICKNESS = 2.0 T PROFILE VIEW LOW TAILWATER BASIN PLAN V THICKNESS REQUIREMENTS FOR GRANjLAR BEDDING RIPRAP DESIGNATION MINIMUM BEDDING THICKNESS (INCHES) FINE—GRAINED SOILS 1 COARSE —GRAINED SOILS TYPE I (LOWER LAYER) TYPE II (UPPER LAYER) TYPE II VL (DI = 6 IN) 4 4 5 L (Ds 9 IN) 4 4 5 M (D 0 12 IN) 4 4 6 H (D50 = 18 IN) 4 6 8 VH (D5o —24 IN) 4 5 8 NOTES: 1. MAY SIiBSTITUTE ONE 12 -INCH LAYER OF TYPE II BEDDING. THE SUBSTITUTION OF ONE LAYER OF TYPE II BEDDING SHALL NOT BE PERMIT'T'ED AT DROP STRUCTURES. THE USE CF A COMBINATION OF FILTER FABRIC AND TYPE II BEDDING AT DROP STRUCTURES IS ACCEPTABLE. 2. FIFTY PERCENT OR MORE 13Y WEIGHT RETAINED ON THE #40 SIEVE. GRANULAR BEDDING GRADATION TABLE 8c THICKNESS REQUIREMENTS URBAN DRAINAGE & FLOOD CONTROL DISTRICT DAYLIGHTING IN DAYLIGHT 4:1 MAX 2.0' MIN. FILL SITUATION DAYLIGHIING IN (SEE PLAN) "CUT" SITUATION / DAYLIGHT 4:1 MAX 9 �tis��o 0��J1 1 W W/2 W/2 C::: __ COMPACTED SUBGRADE - - (PREPARE PER THE PROJECT I_ GEOTECHNICAL REPORT) _ _ ; J OCI` IIIIIIII VIII I I I I ��' SEE PLANS FOR CHANNEL LOCATIONS & CHANNEL 2.0 TIMES II SURFACING STABILIZATION REQUIREMENTS CONTROL RIPRAP II•"___ POINT TNIruI.Ircc CHANNEL DESIGN TABLE } 'ter %s / F ti MIRAFI FW 300 `SS GEOTEXTILE FABRIC (OR APP'VD EQUAL) SIDE SLOPE RIPRAP EROSION PROTECTION CONDITION SEE PLAN FOR SIZE DESIGNATION & RIPRAP GRADATION TABLE THIS SHEET `GRANULAR BEDDING SEE THICKNESS REQUIREMENTS (THIS SHEET) CHANNEL # MIN. W (ft) MIN. D (ft) SIDE SLOPE A (H: V) SIDE SLOPE 8 (H: V) CH1 5.0 2.5 4:1 4:1 3 \DRAINAGE CHANNEL DETAIL N.T.S. 1025 RELIMINARY NOT FOR CONSTRUCTION BY CHK APVD DATE LJM JME 08/01/23 ENGINEERING & CONSTRUCTION SERVICES, INC. REGISTERED FIRM STATE: REGISTERED FIRM NUMBER: N.T.S. N.T.S. FOR BURIED UTILITY INFORMATION UTILITY NOTIFICATION CENTER OF COLORADO C /l o11 (or 800-922-1987) AT LEAST THREE (3) BUSINESS DAYS BEFORE YOU DIG www.colorado811.org LIBERTY CNG TERMINAL DRAINAGE DETAILS JOB N0: 123083 DRAWING N0: 494102-0O3-1025 REV: PLOT SIZE: ANSI D SCALE: AS NOTED A R B Ja WELD COUNTY (CDOT) TYPE C INLET BOX va (SEE CDOT STANDARD PLAN M-604-10) a NOTES - GENERAL: (GRATE REQ'D BUT NOT SHOWN) m < 1. CONTRACTOR TO SUBMIT DIMENSIONED & SCALED SHOP DRAWINGS OF OUTLET STRUCTURE, ASSOCIATED WQ & N o 100-YR WEIR PLATE, ETC. TO OWNER/ENGINEER FOR REVIEW & APPROVAL PRIOR TO FABRICATION. 2. FOR TYPE C INLET BOX SPECIFICATIONS & DIMENSIONS, REFER TO WELD COUNTY INLET, TYPE C DETAIL (SEE SHEET 1028) & CDOT STANDARD PLAN M-604-10. OUTLET REQUIREMENTS: 1. WQCV SHALL BE RELEASED OVER 40 HOURS. 100-YR WS/ 2. OUTLET WORKS SHOULD BE SIZED AND STRUCTURALLY DESIGNED TO RELEASE AT NO MORE THAN THE TOP OF BOX/GRATE 0.65'x_-� 0.65' 1 -HOUR, 5 -YEAR HISTORIC RELEASE RATE IN URBANIZING AREAS AND THE 1 -HOUR, 10 -YEAR HISTORIC EL 4801.29 RELEASE RATE IN NON -URBANIZING AREAS. 1.5" (TYP) 3. OPENINGS IN THE SAFETY GRATE SHALL ALLOW ENOUGH FLOW TO PASS THE 5 -YEAR OR 10 -YEAR HISTORIC • 1.02' • FLOW (DEPENDENT ON URBANIZATION CLASSIFICATION), USING A 50% CLOGGING FACTOR. 3/8" MIN. 4. STEEL FOR GRATES AND GRATE INSTALLATION HARDWARE SHALL BE GALVANIZED AND CONSTRUCTED IN WQCV W.S. 0.20 HOT DIPPED ACCORDANCE WITH CDOT SECTION 712.06. 3.00' 4.00' EL=4800.27 GALVANIZED PLATE 5. CONCRETE SHALL BE CDOT CLASS D, 4500 PSI IN 28 DAYS, PER CDOT SPECIFICATION SECTION 601. 0.40' 6. REINFORCEMENT BARS SHALL BE PER CDOT SPECIFICATIONS & STANDARD PLAN M-601-10. o J 4799.88 . 2.50' 7. STEPS SHALL BE PROVIDED WHEN HEIGHT IS GREATER THAN 3'-6" AND SHALL CONFORM TO AASHTO M 199. w w p SEE WQ PLATE & 3.00' z J 0.50' EMERGENCY SPILLWAY (OVERFLOW) REQUIREMENTS: 100-YR WEIR DTL BOTTOM OF POND L 4799.38 1. EACH DETENTION POND SHALL CONTAIN AN EMERGENCY SPILLWAY CAPABLE OF CONVEYING THE PEAK (THIS SHEET) EL=4799.25 0 ' 100 -YEAR STORM AT A DEPTH OF SIX (6) INCHES OR LESS. BURIED OR GROUTED RIPRAP SHALL BE PLACED 1.00 1.00 b.58' 58 FROM THE EMERGENCY SPILLWAY DOWNHILL TO THE EMBANKMENT TOE OF SLOPE AND COVERED WITH SIX (6) OPENING INCHES OF TOPSOIL (OR ROAD BASE IF APPROVED BY THE JURISDICTION), IF BURIED. THE RIPRAP MUST BE SIZED AT THE TIME OF FINAL ENGINEERING DESIGN. GROUTING OF THE RIPRAP MAY BE REQUIRED. 1.50' 5/8" STAINLESS 2. IN ORDER TO PREVENT DAMAGE TO PUBLICLY -OWNED INFRASTRUCTURE (ROADS, ROADSIDE DITCHES), A - --- --- BOTTOM OF WQ PLATE BOLTS (TYP) CONCRETE CUTOFF WALL EIGHT (8) INCHES THICK, THREE (3) FEET DEEP, AND EXTENDING A MINIMUM OF FIVE A A A A EL=4798.79 1 COLUMN OF��2 (5) FEET INTO THE EMBANKMENT ON EACH SIDE OF THE SPILLWAY OPENING IS REQUIRED ON ALL DETENTION PONDS. THE EMERGENCY SPILLWAY ELEVATION MUST BE TIED BACK INTO THE TOP OF THE EMBANKMENT USING ROWS OF 1/2 A MAXIMUM SLOPE OF 4:1. 4.00' DIA. HOLES, 3. CONCRETE SHALL BE CDOT CLASS D, 4500 PSI IN 28 DAYS, PER CDOT SPECIFICATION SECTION 601. SPACED AT 6 " HORIZONTAL & VERTICAL CONTROL POINT (SEE PLANS) B OUTLET BOX PLAN VIEW V WATER QUALITY (WQ) 8c 100 Y WEIR PLATE DTL N.T.S. N.T.S. 4.00' 6" 3.00' 6" 100-YR WS/ WELD COUNTY (CDOT) TOP OF BOX/GRATE o TYPE C STANDARD INLET GRATE EL= 4801.29 I (SEE CDOT STANDARD PLAN M-604-10) 0.75' • I I 1.00' CONCRETE OPENING I I (ENTIRE BOX HEIGHT) 6" CDOT CLASS 5 WQCV W.S. \ I I I I OR 6 AGGREGATE EL=4800.27 - BASE COURSE ��---�\ �� SEE WQ & 100-YR WEIR I �� o I I i I I PLATE DTL (THIS SHEET) MIRAFI FW 300 TYPE L BURIED RIPRAP f I FILTER FABRIC D5o = 9" 6" CDOT CLASS 5 BOTTOM OF POND I I j I I (OR APP'VD EQUAL) MIN. THICKNESS = OR 6 AGGREGATE EL=4799.25 2 TIMES D5o BASE COURSE 18' BOX INVERT/ I 5' 5' 10' BOTTOM OF WQ PLATES —� E 1— BOTTOM OF POND AT EL=4798.79 — — —1 — — FACE OF BOX TYPE L BURIED RIPRAP 5.0' TOP OF POND A D5o = 9". _ _ EL.= 4802.50 MIN. THICKNESS Tr - - /H 'II_ I-� ,. _ = - SPILLWAY CREST 2 TIMES D5o. EL.=4801.50 SUBGRADE PREP PER PROJECT�H 12" RCP (CL3)H__HH__ `�� L_I III -1 1 `'�,.. —�� I I II i i=1 i I i —IIIIII GEOTECHNICAL REPORT (TYP) OUTFACE FIFE 8" WIDE x 3' DEEP x 23.0' LONG) DETENTION POND INV OUT=4799.04 POURED IN —PLACE CONC. 4.0 5.0 4.0 %'r—' ='I SECTION A- A CUT—OFF WALL COMPACTED SUBGRADE ��-III-111-III-I -I REINFORCE W/ #5 AT II II II II (PREPARE PER PROJECT �� N.T.S.8" 12" O.C. EACH WAY (TYP) o a WIDE x 3' DEEP GEOTECHNICAL REPORT OR ��1.-1i. Z 0 o . o Z 0 95% STANDARD PROCTOR, REINFORCED 4.00' m Of w WHICHEVER IS GREATER) CUT-OFF WALL W/ 100-YR WS/ O w o w oPOND o w REINFORCE W/ 5 AT SURFACING # TOP OF BOX/GRATEw 3.00' � THE OUTLET PIPE IS TO BE In > > " SS 12 O.C. EACH WAY (TYP) "OR EL=4801.29 I BACKFILLED WITH NATIVE EARTH a N •0 .0 w N 60TABCLJ MIRAFI FW 300 5 I I I 4 5„ SOIL, NO BEDDING MATERIAL o w 0 w FILTER FABRIC L---------------TJ 00 00 00 00 (OR APP'VD EQUAL) COMPACTED SUBGRADE (PREPARE PER PROJECT GEOTECHNICAL REPORT OR WQCV W.S. I 95% STANDARD PROCTOR, EL=4800.27 „ 8 MIN. WHICHEVER IS GREATER) SEE WQ & 100-YR - WEIR PLATE DTL I I 12" RCP (CL3) BOTTOM OF POND (THIS SHEET) I OUTFA�IPE EL=4799.25 INV OUT EL=4799.041< SECTION A SECTION B BOX INVERT/ r-- ---------- BOTTOM OF WQ PLATE --- EL=4798.79 --------------- EMERGENCY OVERFLOW DETAIL SUBGRADE PREP PER PROJECT H CONCRETE CUTOFF WALLS (8" MIN. THICK) Y NO. 5 BAR, GEOTECHNICAL REPORT (TYP) AT A MINIMUM PLACED AT 1/3 AND 2/3 3" CLR OF THE PIPE LENGTH - EMBED 18" (MIN) SECTION B INTO UNDISTURBED EARTHEN SOIL (TYP) FOR BURIED UTILITY INFORMATION N.T.S. UTILITY NOTIFICATION CENTER OF COLORADO Ii I C�L-LL 811 1 DETENTION POND Dl OUTLET STRUCTURE & POND EMERGENCY OVERFLOW DETAIL (or 800—922-1987) THREE BUSINESS THREE 1026 PRELIMINARY NOT AT (3) FOR CONSTRUCTION N.T.S. LEAST SE(3) DIG REFERENCED DRAWINGS DRAWING REVISIONS LIBERTY C N G TERMINAL THIS DRAWING HAS NOT BEEN PUBLISHED BUT RATHER DRAWING NUMBER TITLE REV DESCRIPTION BY CHK APVD DATE CONSTRUCTION SERVICES, INC. FOR USE BY THE CLIENT A ISSUED FOR PERMIT LJM JME 08/01/23 DRAINAGE DETAILS NAMED IN THE TITLE BLOCK SOLELY IN RESPECT OF THE CONSTRUCTION, OPERATION AND MAINTENANCE OF . . cTT. THE FACILITY NAMED IN THE TITLE BLOCK AND SHALL JOB NO: 123083 NOT BE USED FOR ANY OTHER PURPOSE OR FURNISHED ENGINEERING & CONSTRUCTION SERVICES, INC. REV: TO ANY OTHER PARTY WITHOUT THE EXPRESS CONSENT DRAWING NO: 494102-0O3-1026 OF ZAP ENGINEERING & CONSTRUCTION SERVICES, INC. REGISTERED FIRM STATE: A REGISTERED FIRM NUMBER: PLOT SIZE: ANSI D SCALE: AS NOTED WELD COUNTY (CDOT) TYPE C INLE- (SEE CDOT STANDARD PLAN M-60 (GRATE REQ'D BUT NOT SF SEE WQ PLATE & 100-YR WEIR DTL (THIS SHEET) OUTLET BOX PLAN VIEW 6" 100- YR WS/ TOP OF BOX/GRATE p EL=4794.18 0.75' WQCV W.S. EL=4792.79 BOTTOM OF POND/ BOX INVERT/ BOTTOM OF WQ PLATE EL= 4791.50 4.00' 1.00' 4.00' HORIZONTAL & VERTICAL CONTROL POINT (SEE PLANS) B 4.00' 3.00' I I I I • I I I I I I I I I I• I I I I I I I , II r1 I II I I' II I SUBGRADE PREP PER PROJECT I- GEOTECHNICAL REPORT (TYP) SECTION A- A 100- YR WS/ TOP OF BOX/GRATE EL=4794.18 WQCV W.S. EL=4792.79 - BOTTOM OF POND/ BOX INVERT/ BOTTOM OF WQ PLATE EL=4791.50 ICI III SUBGRADE PREP PER PROJECT �- GEOTECHNICAL REPORT (TYP) SECTION B D WELD COUNTY (CDOT) TYPE C STANDARD INLET GRATE (SEE CDOT STANDARD PLAN M-604-10) 1.00' CONCRETE OPENING (ENTIRE BOX HEIGHT) - SEE WQ & 100-YR WEIR PLATE DTL (THIS SHEET) 12, RCP (CL3) OUTFALL PIPE - INV OUT=4791.50 4.00' 3.00' 4.5" TTOM OF POND AT PAGEIOF BOX N.T.S. N.T.S. i'---------------T THE OUTLET PIPE IS TO BE J BACKFILLED WITH NATIVE EARTH SOIL, NO BEDDING MATERIAL I I I I SEE WQ & 100-YR WEIR PLATE DTL r-------------- --fi (THIS SHEET) I 12" RCP (CL3) OUTFA�IPE INV OUT EL 4791.50 - - - - - - - - - - - - - - - - I III CONCRETE CUTOFF WALLS (8 MIN. THICK) AT A MINIMUM PLACED AT 1/3 AND 2/3 r� OF THE PIPE LENGTH - EMBED 18" (MIN) INTO UNDISTURBED EARTHEN SOIL (TYP) 8" MIN. NO. 5 BAR, 3" CLR N.T.S. 1 DETENTION POND D2 OUTLET STRUCTURE 8c POND EMERGENCY OVERFLOW DETAIL 1027 THIS DRAWING HAS NOT BEEN PUBLISHED BUT RATHER HAS BEEN PREPARED BY ZAP ENGINEERING & CONSTRUCTION SERVICES, INC. FOR USE BY THE CLIENT NAMED IN THE TITLE BLOCK SOLELY IN RESPECT OF THE CONSTRUCTION, OPERATION AND MAINTENANCE OF THE FACILITY NAMED IN THE TITLE BLOCK AND SHALL NOT BE USED FOR ANY OTHER PURPOSE OR FURNISHED TO ANY OTHER PARTY WITHOUT THE EXPRESS CONSENT OF ZAP ENGINEERING & CONSTRUCTION SERVICES, INC. DRAWING NUMBER REFERENCED DRAWINGS TITLE REV DESCRIPTION A ISSUED FOR PERMIT 100-YR WS/ 0.50 �----� �--� 0.50' TOP OF BOX/GRATE EL=4794.18 1.5" (TYP) 0.51' WQCV W.S. EL=4792.79 • L w 4792.41 J i i " 4792.08 w "04791,75 J 4 BOTTOM OF POND/ BOX INVERT/ BOTTOM OF WQ PL, EL=4791.50 1.50' 0.25' 3/8" MIN. HOT -DIPPED GALVANIZED PLATE • 2.68' 0 1.29' 1 COLUMN OF 3 ROWS OF 1" WIDE X 7/16" TALL HOLES, SPACED AT 4" (TYP) 5/8" STAINLESS BOLTS (TYP) WATER QUALITY (WQ) 8c 100 Y WEIR PLATE DTL 6" CDOT CLASS 5 OR 6 AGGREGATE BASE COURSE MIRAFI FW 300 FILTER FABRIC (OR APP'VD EQUAL) 5' N.T.S. TYPE L BURIED RIPRAP D5o = 9" MIN. THICKNESS 2 TIMES D5o 5' O O -�-� 1III-III-III-III-III-I I a I 8" WIDE x 3' DEEP x 39.0' LONG -------,- POURED IN -PLACE CON C. 4 0' 21 0' 4 0' DRAWING REVISIONS NOTES - GENERAL: 1. CONTRACTOR TO SUBMIT DIMENSIONED & SCALED SHOP DRAWINGS OF OUTLET STRUCTURE, ASSOCIATED WQ & 100-YR WEIR PLATE, ETC. TO OWNER/ENGINEER FOR REVIEW & APPROVAL PRIOR TO FABRICATION. 2. FOR TYPE C INLET BOX SPECIFICATIONS & DIMENSIONS, REFER TO WELD COUNTY INLET, TYPE C DETAIL (SEE SHEET 1028) & CDOT STANDARD PLAN M-604-10. OUTLET REQUIREMENTS: 1. WQCV SHALL BE RELEASED OVER 40 HOURS. 2. OUTLET WORKS SHOULD BE SIZED AND STRUCTURALLY DESIGNED TO RELEASE AT NO MORE THAN THE 1 -HOUR, 5 -YEAR HISTORIC RELEASE RATE IN URBANIZING AREAS AND THE 1 -HOUR, 10 -YEAR HISTORIC RELEASE RATE IN NON -URBANIZING AREAS. 3. OPENINGS IN THE SAFETY GRATE SHALL ALLOW ENOUGH FLOW TO PASS THE 5 -YEAR OR 10 -YEAR HISTORIC FLOW (DEPENDENT ON URBANIZATION CLASSIFICATION), USING A 50% CLOGGING FACTOR. 4. STEEL FOR GRATES AND GRATE INSTALLATION HARDWARE SHALL BE GALVANIZED AND CONSTRUCTED IN ACCORDANCE WITH CDOT SECTION 712.06. 5. CONCRETE SHALL BE CDOT CLASS D, 4500 PSI IN 28 DAYS, PER CDOT SPECIFICATION SECTION 601. 6. REINFORCEMENT BARS SHALL BE PER CDOT SPECIFICATIONS & STANDARD PLAN M-601-10. 7. STEPS SHALL BE PROVIDED WHEN HEIGHT IS GREATER THAN 3'-6" AND SHALL CONFORM TO AASHTO M 199. EMERGENCY SPILLWAY (OVERFLOW) REQUIREMENTS: 1. EACH DETENTION POND SHALL CONTAIN AN EMERGENCY SPILLWAY CAPABLE OF CONVEYING THE PEAK 100 -YEAR STORM AT A DEPTH OF SIX (6) INCHES OR LESS. BURIED OR GROUTED RIPRAP SHALL BE PLACED FROM THE EMERGENCY SPILLWAY DOWNHILL TO THE EMBANKMENT TOE OF SLOPE AND COVERED WITH SIX (6) INCHES OF TOPSOIL (OR ROAD BASE IF APPROVED BY THE JURISDICTION), IF BURIED. THE RIPRAP MUST BE SIZED AT THE TIME OF FINAL ENGINEERING DESIGN. GROUTING OF THE RIPRAP MAY BE REQUIRED. 2. IN ORDER TO PREVENT DAMAGE TO PUBLICLY -OWNED INFRASTRUCTURE (ROADS, ROADSIDE DITCHES), A CONCRETE CUTOFF WALL EIGHT (8) INCHES THICK, THREE (3) FEET DEEP, AND EXTENDING A MINIMUM OF FIVE (5) FEET INTO THE EMBANKMENT ON EACH SIDE OF THE SPILLWAY OPENING IS REQUIRED ON ALL DETENTION PONDS. THE EMERGENCY SPILLWAY ELEVATION MUST BE TIED BACK INTO THE TOP OF THE EMBANKMENT USING A MAXIMUM SLOPE OF 4:1. 3. CONCRETE SHALL BE CDOT CLASS D, 4500 PSI IN 28 DAYS, PER CDOT SPECIFICATION SECTION 601. 6" CDOT CLASS 5 OR 6 AGGREGATE BASE COURSE \\\ 18' TYPE L BURIED RIPRAP D5o = 9". MIN. THICKNESS 2 TIMES D5o. CUT—OFF WALL COMPACTED SUBGRADE REINFORCE W/ #5 AT II II II II (PREPARE PER PROJECT 12" O.C. EACH WAY (TYP) o 3 a GEOTECHNICAL REPORT OR Z o o Z 95% STANDARD PROCTOR, o a Of ch CL WHICHEVER IS GREATER) a o > o > o 00 rn .0 ) .rn 00) ON w� wN ON BY CHK APVD DATE LJM JME 08/01/23 SECTION A PRELIMINARY NOT FOR CONSTRUCTION ENGINEERING & CONSTRUCTION SERVICES, INC. REGISTERED FIRM STATE: REGISTERED FIRM NUMBER: MIRAFI FW 300 FILTER FABRIC (OR APP'VD EQUAL) 10' TOP OF POND EL. 4796.00 SPILLWAY CREST EL. 4795.00 DETENTION POND 8" WIDE x3'DEEP REINFORCED CUT-OFF WALL W/ REINFORCE W/ #5 AT 12" O.C. EACH WAY (TYP) COMPACTED SUBGRADE (PREPARE PER PROJECT GEOTECHNICAL REPORT OR 95% STANDARD PROCTOR, WHICHEVER IS GREATER) SECTION B POND SURFACING [4" CDOT CLASS 5OR6ABC] FOR BURIED UTILITY INFORMATION UTILITY NOTIFICATION CENTER • OF COLORADO I.CALLS o11 (or 800-922-1987) AT LEAST THREE (3) BUSINESS N.T.S. DAYS BEFORE YOU DIG www.colorado811.org LIBERTY CNG TERMINAL DRAINAGE DETAILS JOB NO:123083 DRAWING NO:494102-0O3-1027 REV: PLOT SIZE: ANSI D SCALE: AS NOTED A LIBERTY CNG SITE WELD COUNTY, COLORADO ACOUSTICS ANALYSIS PREPARED FOR: ENGINEERING A CONSTRUCTION SERVICES, IN c_ PREPARED B Y : JULY 7, 2023 NEWCOMB &BOYD i vni Special Technologies Group 0 NEWCOMB &BOYD I Weld County, Colorado Table of Contents 1 Introdution 2 1.1 Purpose & Brief Summary 2 2 Regulatory Requirements 2 2.1 Weld County Noise Guidelines 2 3 General Acoustics Explanation 3 3.1 General Sound Level Descriptors 3 4 Libety Site 4 4.1 Existing Conditions 4 4.2 Measurement Procedure & Instrumentation 4 4.3 Sound Measurement Locations & Results of Ambiant Sound Analysis 5 5 Modeling Site Equipiment 7 5.1 Modeling Methods & Inputs 7 6 Resuluts/Conclusions 8 6.1 Modeling 8 6.2 Conclusions 10 List of Appendices Appendix A C.R.S. for Liberty Site Acoustic Ordinance Appendix B Liberty Site Acoustic Summary Layout List of Figures Figure 1: CRS for Acoustic Levels by Zone 2 Figure 2: Site Property Boundary and Measurement Instrumentation Locations 5 Figure 3: Liberty Site Ambient Sound Study Results 6 Figure 4: Liberty Site Ambient Sound Tabulated Results 6 Figure 5: Octave Band Data for Sound Producing Equipment 8 Figure 6: Soundplan Predictive Model — Liberty Site No Acoustic Wall 9 Figure 7: Soundplan Predictive Model — Liberty Site with Acoustic Wall 9 Figure 8: Comprehensive Visual Representation of the Acoustic Study Results 10 Liberty CNG Slte i NEWCOMB &BOYD g Weld County, Colorado 1 INTRODUTION 1.1 Purpose & Brief Summary This acoustics analysis is for the proposed CNG plant site in Weld County, Colorado. Newcomb and Boyd's acoustic team has conducted baseline sound measurements and performed computer modeling to predict sound level changes at nearby locations when the proposed Liberty CNG facility is operating. The results of that modeling show that sound levels will be in compliance with applicable standards and that noise impacts are minimized. Operational sound from facility equipment will comply with state standards at all property boundaries. Based on background sound measurements and computer modeling during the quietest time periods impacts to nearby receptors fall within the acceptable Regulatory standards and requirements are set out in Section 2, below. An introduction to general noise terms used in this assessment and applicable noise criteria is presented in Section 3. The Liberty Site baseline measurements procedures and ambient sound levels in the facility area are presented in Section 4. The potential impacts are presented in section 5. A summary of noise study measurements are presented in section 6. 2 REGULATORY REQUIREMENTS 2.1 Weld County Noise Guidelines Weld County, Colorado Environmental Health Department was consulted to determine the exact ordinance that the Liberty site would fall under. From the Weld County website and via phone calls to the Weld County Environmental Health Department, it was determined and conferred that the Weld County defers to the colorado noise statute under C.R.S. Title 25 health 25-12-101 and 25-12-103, and that this site would be considered a 'Light Industrial' zone. See appendix 1 for C. R. S. Title 25 health 25-12-101 and 25-12-103. Zone Residential Commercial Licht industrial Industrial 7:00 a.m. to next 7:00 p.m. 55 dB(A) 60 dB(A) 70 dB(A) $0 dB(A) 7:00 p.m. to next 7:00 a.m. 50 dB(A) 55 dB(A) 65 dB(A) 75 dB(A) FIGURE 1: CRS FOR ACOUSTIC LEVELS BY ZONE 2 NEWCOMB &BOYD I ZEI Weld County, Colorado 3 GENERAL ACOUSTICS EXPLANATION 3.1 General Sound Level Descriptors The unit of sound pressure is the decibel - dB. The decibel scale is logarithmic to accommodate the large dynamics of sound intensities to which the human ear is subjected. By definition, the decibel corresponds to a logarithmic scale formed by taking 20 times the logarithm (base 10) of the ratio of two sound pressures (Lp): the measured sound pressure divided by a reference sound pressure. The reference sound is 20dB per µPa (0 dB), the approximate threshold of human perception of sound at a frequency of 1000 Hertz. The loudness of the sound is typically reported by equipment manufacturers as a source of sound power level, or the total acoustic power radiated in decibels reference to 10-12 watts. Sound Power ratings are independent of environmental conditions in comparison to received Sound Pressure levels, which include the effects of propagation and attenuation that occur between the source and the receptor. It can be thought of as sound pressure takes into not only a piece of equipment but other neighboring equipment and environmental conditions, where Sound Power is specifically related to the acoustic energy being emitted by a specific piece of equipment. An inherent property of the logarithmic decibel scale is that the sound pressure levels of two separate sounds are not directly additive. For example, if a sound of 50dB is added to another sound of 50dB the total is a three decibel increase, or 53 DB, not an arithmetic doubling. The human ear does not perceive changes in the sound pressure level as "equal" changes in loudness. Scientific research demonstrates that the following general relationships hold between sound levels and human perception for two sound levels with the same or very similar frequency characteristics: 1 dBA is the practically achievable limit of the accuracy of sound measurement systems and corresponds to an approximate 10% variation in sound pressure. A 1dBA increase or decrease is not a perceptible change in sound. 3dBA Increase or decrease is a doubling (or halving) of acoustic energy, and it corresponds to the threshold of perceptibility of change. In practice, a 3dBA change in environmental sound is just lightly perceptible to the average person. 5dBA Increase or decrease is described as a perceptible change in the sound level it is a discernible change in an outdoor environment. 10dBA Increase or decrease is a tenfold increase or decrease in acoustic energy but is perceived as a doubling or halving in sound (for example, the average person will judge a 10dBA change in sound level to be twice or half as loud) Environmental sound is typically composed of acoustic energy across a wide range of frequencies, referred to as the frequency spectra; however, the human ear does not interpret the sound level from each frequency as equally loud period to compensate for the physical response of the human ear, the A -weighting filter is commonly used for describing environmental sound levels. The A -weighting filters the frequency spectrum from sound levels to correspond to the frequency response of the human ear (attenuating low and high frequency energy similar to the way people perceive sound). Sound levels that are A -weighted to reflect human Perception are presented in "dBA". The A -weighted sound level is the most widely accepted descriptor for community noise assessments. Unweighted sound levels are referred to as linear decibels and given in the units of "dB" Sound levels can be measured and presented in various formats. The most common sound metric used in community sound surveys is the equivalent sound level (Leq). The Leq level is the energy averaged, A -weighted sound pressure level that occurs over a given period of time, for example the steady, continuous sound level which has the same acoustic energy as the time varying sound levels over the same period. The Leq has been 3 NEWCOMB &BOYD I Weld County, Colorado shown to provide both an effective and uniform method for comparing time varying sound levels and is routinely employed. Community sound levels are often described in terms of the LDN, which accounts for the increased potential for annoyance that comes with elevated sound levels at night. The noise metrics defined our broadband, meaning inclusive of sound across the entire audible frequency spectrum. In addition to broadband, sound level data typically includes an analysis of the various frequency components of the sound spectrum to determine the potential for tonal characteristics and for use in identifying candidate noise mitigation measures. The unit of frequency is Hertz (Hz), measuring cycles per second of the sound pressure waves, and typically the frequency analysis examines 3rd octave fans from 63 Hertz up to 8000 Hertz. 4 LIBERTY SITE 4.1 Existing Conditions An acoustic analysis was conducted by Newcomb & Boyd's acoustics group, in order to determine how the proposed project will affect community noise levels. As part of this effort, a comprehensive background measurement program consisting of long term continuous sound level monitoring was developed to document existing ambient sound levels at the property boundaries of the site. Current noise sources in the area surrounding the proposed project site include vehicle traffic and existing facility noise from neighboring DCP facility and a small process facility directly north of the Liberty Site location. 4.2 Measurement Procedure & Instrumentation Continuous A -weighted measurements were made concurrently at four locations over a four day period, from Sunday, June 4th through Wednesday, June 7t". The data acquisition equipment was picked up Thursday June 8th The meters were set to run made recordings for the four days completely unattended during the duration of the measurement program. Measurements were taken with the following equipment: ■ Type 1, NTI model XL2 Sound Level Meter & Acoustic Analyzers ■ NTI M2230 microphones and preamp ■ Bruel & Kjaer Type 4231 calibrator The equipment was field calibrated before and after measurements and found to be within a 0.1 dB tolerance of calibration. The sound level meters were positioned on a tripod mounted at a height of approximately 5 feet above ground level and fitted with the manufacturers environmental windscreen. Each meter was connected to a microphone via an extension cable and housed an environmental suitcase that was programmed to log statistical A -weighted, broadband, and unweighted 1/3 octave. These values were logged with one minute time history. 4 NEWCOMB &BOYD g Weld County, Colorado All sound monitoring instrumentation met the "Type 1 — precision" requirements set forth in the American National Standards Institute and ANIS 1.4-1983 as specified in the ANSIS 12.18-1994 methodology as well as those in AMS IS1 DOT11-2004 for acoustical measuring devices. The measurement equipment was calibrated in the field before the onset of the data acquisition. The meters used to maintain a consistent calibration Schedule and certified as accurate to the standards set by the National Institute of Standards and Technology by an independent laboratory. 4.3 Sound Measurement Locations & Results of Ambiant Sound Analysis Four background sound level monitoring locations, described below, were selected to establish the current ambient sound pressure levels representative of the site property boundaries. The Liberty Site boundaries align very closely with compass orientation due North. With the locations of the large DCP facility north and east of this Liberty Site and the process facility due north of the liberty site, traditional mid boundary locations were taken as representative acoustic positions for the data collection for the ambient sound site analysis. Figure 2 below shows the earth view of the site, added were the approximate property boundary as well as the instrumentation measurement locations. Additionally, the road bordering the South property boundary, the DCP site, as well as the process site north of the facility are also shown. FIGURE 2: SITE PROPERTY BOUNDARY AND MEASUREMENT INSTRUMENTATION LOCATIONS 5 NEWCOMB &BOYD g Weld County, Colorado Figure 3 below shows the results of the ambient sound data analysis. This shows that the ambient sound at the property boundary of the Liberty Site is affected by the neighboring facilities. Note that any sound mitigation options chosen for either specific equipment that will be added to the Liberty Site or acoustic barriers that potentially would be added to the site can only match the ambient sound. Day: 55.5 dBA Night: 53.2 dBA Day: 49.8 dBA Night: 51.3 dBA FIGURE 3: LIBERTY SITE AMBIENT SOUND STUDY RESULTS Day: 48.9 dBA Night: 47.8 dBA Measured LAeq East Location Day: 54.6 dBA Night: 51.9 dBA Below in Figure 4 is the tabulated view of the Liberty Site ambient sound for the duration of the test. Locations North East South West dBA Day Night 55.5 53.2 54.6 51.9 48.9 47.8 49.8 51.3 FIGURE 4: LIBERTY SITE AMBIENT SOUND TABULATED RESULTS 6 NEWCOMB &BOYD I Weld County, Colorado 5 MODELING SITE EQUIPIMENT 5.1 Modeling Methods & Inputs The sound levels associated with the project were predicted using both traditional calculations of the fundamental acoustic equations built into a standard spreadsheet, and a full site acoustic analysis coded in SoundPLAN acoustic modeling software from Etzwiesenberg 15, Germany. The geographic contour was not an issue as the site is exceedingly flat. Sound plan modeling allows for multiple sound sources as well as computation of diffraction around building edges, ground attenuation, atmospheric absorption, multiple reflections off of buildings and other structures, and will allow the addition of acoustic barriers. Inputs and significant parameters employed in SoundPLAN are described below: Equipment layouts: the location of equipment are considered in the model, In particular equipment proximity two other equipment as well as all equipment proximity to critical points when considering the ordinance. Structures: key structures are included in the model. Key structures are included for a few reasons, one reason is they typically house acoustically louder equipment and therefore the structure is necessary for the acoustic abatement. Each structure also provides a surface area of reflection of acoustic energy that must be accounted for in the model. Terrain elevation: elevation contours for the modeling domain are many times critical there can be train absorption and terrain shielding that would be appropriate to model. In the case of the liberty site terrain and absorption will be modeled but the site is truly flat. Meteorological conditions: ambient temperature and humidity are also inputs that are considered in the model. The Liberty Site location is fairly standard with regard to these, with humidity being a little below average but during the duration of these tests daily rain storms occurred and was taken into consideration. Sound pressure levels due to the operation of all equipment operating simultaneously, and at full load were modeled at several locations around the site property lying. This is a conservative modeling assumption which will result in a higher predicted sound level relative to various actual part load and intermittent operation of some of the sources. Octave band data were provided by most equipment vendors and that data was used in this analysis. Octave band data that could not be obtained was developed based on representative data from the equipment type considering all available metrics. If any equipment with unknown octave band data was in a structure the transmission loss due to the structure was considered and the octave band data for the analysis was subsequently developed in like manner. Figure 4 below shows the octave band data used for the analysis to generate this report data results. 7 NEWCOMB &BOYD g Weld County, Colorado Equipment 005 AC -5300 CNG COMPRESSOR COOLER 007 AC -5400 CNG COMPRESSOR COOLER 004 SK -5100 CNG COMPRESSOR SKID 006. SK -5200 CNG COMPRESSOR SKID 032, SK -6200 CHILLER SKID 023 SK -9410 AIR COMPRESSOR SKID 1 2 3 4 5 6 7 8 Overall 63 125 250 500 1000 2000 4000 8000 dBA 106 105 102 97 95 89 83 77 100 106 007 87 97 105 102 83 72 83 97 98 72 82 75 65 97 65 65 103 66 95 65 65 99 55 89 63 77 61 60 60 61 94 55 60 60 85 89 55 100 72 72 104 55 67 FIGURE 5: OCTAVE BAND DATA FOR SOUND PRODUCING EQUIPMENT 6 RESULTS/CONCLUSIONS 6.1 Modeling Figure 6 and Figure 7 below show the SoundPLAN modeling acoustic results for the site. This result modeled all scheduled equipment placed on site according to the design plan, and took all the additional metrics listed in Section 5 above into consideration. Figure 6 is the site modeled without any addition of a supplemental acoustic barrier. It should be noted that low -sound versions of the chiller equipment were chosen for the site by the design company prior to this analysis. As seen from figure 5, 60.4 dBA is the maximum sound that would be anticipated at the liberty site property boundary. As noted above in Section 5, this assumes that all sound producing equipment is operating at 100% capacity, and all operating simultaneously, truly demonstrating a worst case acoustic scenario. 8 NEWCOMB &BOYD g Weld County, Colorado Leq in dB(A) Enclosure modeled for acoustic reflection - Signs and symbols t Property Line * Point source Receiver ii Measured Ambient Sound Levels Dominate FIGURE 6: SOUNDPLAN PREDICTIVE MODEL - LIBERTY SITE NO ACOUSTIC WALL I 1' r. y Leq in dB(A) >= 61 60 - 61 < 60 ei T Enclosure added for reflection consideration Barrier wall: 15 feet tall 20 feet from chillers 20 feet wider than chillers Not modeled as absorptive. No absorption needed to provided acoustical requirements to property line. Signs and symbols Property Line Point source Receiver Wall Base line Wall Measured Ambient Sound Levels Dominate h, FIGURE 7: SOUNDPLAN PREDICTIVE MODEL - LIBERTY SITE WITH ACOUSTIC WALL 9 NEWCOMB &BOYD g Weld County, Colorado Figure 8 below show the prediction results for the Liberty Site using the acoustic standard acoustics equations in spreadsheet form. This identical figure can also be seen in Appendix B, and is provided purely as a larger version. Some additional data is represented on figure 8, namely distances used in the calculation for each piece of equipment to each location and the representative sound pressures at the property line for each of the sound producing pieces of equipment individually.. Additionally, this shows not only the predicted levels based on the equipment sound contribution, but it also represents the day -night ambient sound levels prior to any site development. Location 1 - No Barrier Wall Sources measured at ? feet Octave Band Sarre Source 6oiirte 6 7 4 Data. Hr San 6 Source Source 23 32 63 640 634 286 286 175 630 624 244 244 250 600 594 134 134 500 550 544 64 64 1000 530 524 64 64 2000 47 0 464 24 24 4000 41 0 40 4 1 4 14 6000 35 0 34 4 1 • 14 dB' 88 ' 87 dBA' 58 Location 1 - With garner Wall Sources measured at 7 feet Octave Band Source Source Total Data. Mr 6 346 419 • 87 63 577 51e 276 399 ' CO 125 554 463 17 6 36 7 • 63 250 50 8 427 18 5 412 • 88 500 43 8 35 1 7 5 34 6 • 56 1000 39 5 X14 • 75 269 50 2000 310 726 ' 15 192 44 4000 224 166 ' 75 151 38 80O0 137 106 30 30 36 47 70.8 57 • 14 • 14 • 19 Source Source 4 266 266 244 244 134 134 94 54 64 64 24 24 14 14 14 14 Source Source 23 32 346 276 176 165 75 75 7$ 75 419 399 387 41 2 346 289 192 151 d6' 80 54 30 30 38 47 41 60-7 dBA' 47 39 • 14 - '4 - ;9 - 41 • Location 1 • No Barrier dBA 58 57 54 53 54 53 I Total 60.7 Location 1 - With Barrier dBA 58 57 39 53 38 38 I Total 48.3 Location 2 { Location 1 Total • • • 59 56 52 46 41 33 25 19 81.4 483 Location 2 Sources measured at ? feet Octave Band Source Source Data. Ht 5 7 Source Source 4 6 Source Source 23 32 Measured LAeq North Location Day: 55.5 dBA Night: 53.2 dBA 63 125 250 500 1000 2000 4000 8000 584 554 52 4 47 4 45 4 39 4 333 27 3 55.1 54 1 51.1 46.1 44.1 3$-1 321 28.0 37 5 335 225 155 15.5 11 4 104 104 362 322 212 14 2 142 102 91 9t 376 30.6 206 216 106 106 106 105 498 49 8 508 55 7 517 46 7 41 7 37 7 • • • • • • Total 59 58 56 57 53 48 43 38 de' 60 ' 59 ' 39 38 ' 39 ' 60 84.4 dBA' 50 • 49 ' 23 ' 21 • 22 56 57 4 I/M tat lit 31 S dBA 50 49 53 56 50 49 I Total 57.9 Location 2 Measured LAeq West Location Day: 49.8 dBA Night: 51.3 dBA n a Iui I I I III �I I CL 4 III I I r I t�- u n M 42.1021 Measured LAeq South Location Day: 48.9 dBA Night: 47.8 dBA 3 MUT rnooc ro LOACK►/tt c • Measured LAeq East Location Day: 54.6 dBA Night: 51.9 dBA FIGURE 8: COMPREHENSIVE VISUAL REPRESENTATION OF THE ACOUSTIC STUDY RESULTS 6.2 Conclusions Both analysis methods provided quality results to base conclusion decisions on. Considering the site proposed layout, and the octave band characteristics of the proposed equipment, the primary conclusion is that a supplemental acoustic barrier is unnecessary. The statutes have provision for instances where the site can be over the acoustic criteria for short durations. Considering that our analysis focused on the worst case scenario of all equipment running at 100% capacity, all simultaneously the confidence of recommending to forgo any supplemental abetment at this time is high. 10 Appendix A C.R.S. for Liberty Site Acoustic Ordinance Colora.o Revise. Statutes Title 25. Health § 25-12-101. Le.islative eclaration Current as of January 01, 2019 Search Colora.o Revise. Statutes The general assembly finds and declares that noise is a major source of environmental pollution which represents a threat to the serenity and quality of life in the state of Colorado. Excess noise often has an adverse physiological and psychological effect on human beings, thus contributing to an economic loss to the community. Accordingly, it is the policy of the general assembly to establish statewide standards for noise level limits for various time periods and areas. Noise in excess of the limits provided in this article constitutes a public nuisance. Colora.o Revise. Statutes Title 25. Health § 25-12-103. Maximum permissisle noise levels Current as of January 01, 2019 Search Colora.o Revise. Statutes (1) Every activity to which this article is applicable shall be conducted in a manner so that any noise produced is not objectionable due to intermittence, beat frequency, or shrillness. Sound levels of noise radiating from a property line at a distance of twenty- five feet or more therefrom in excess of the db(A) established for the following time periods and zones shall constitute prima facie evidence that such noise is a public nuisance: Zone Residential Commercial Light industrial Industrial 7:00 a.m. to next 7:00 p.m. 55 db(A) 60 db(A) 70 db(A) 80 db(A) 7:00 p.m. to next 7:00 a.m. 50 db(A) 55 db(A) 65 db(A) 75 db(A) (2) In the hours between 7:00 a.m. and the next 7:00 p.m., the noise levels permitted in subsection (1) of this section may be increased by ten db(A) for a period of not to exceed fifteen minutes in any one -hour period. (3) Periodic, impulsive, or shrill noises shall be considered a public nuisance when such noises are at a sound level of five db(A) less than those listed in subsection (1) of this section. (4) This article is not intended to apply to the operation of aircraft or to other activities which are subject to federal law with respect to noise control. (5) Construction projects shall be subject to the maximum permissible noise levels specified for industrial zones for the period within which construction is to be completed pursuant to any applicable construction permit issued by proper authority or, if no time limitation is imposed, for a reasonable period of time for completion of project. (6) All railroad rights -of -way shall be considered as industrial zones for the purposes of this article, and the operation of trains shall be subject to the maximum permissible noise levels specified for such zone. (7) This article is not applicable to the use of property for purposes of conducting speed or endurance events involving motor or other vehicles, but such exception is effective only during the specific period of time within which such use of the property is authorized by the political subdivision or governmental agency having lawful jurisdiction to authorize such use. (8) For the purposes of this article, measurements with sound level meters shall be made when the wind velocity at the time and place of such measurement is not more than five miles per hour. (9) In all sound level measurements, consideration shall be given to the effect of the ambient noise level created by the encompassing noise of the environment from all sources at the time and place of such sound level measurement. (10) This article is not applicable to the use of property for the purpose of manufacturing, maintaining, or grooming machine -made snow. This subsection (10) shall not be construed to preempt or limit the authority of any political subdivision having jurisdiction to regulate noise abatement. (11) This article is not applicable to the use of property by this state, any political subdivision of this state, or any other entity not organized for profit, including, but not limited to, nonprofit corporations, or any of their lessees, licensees, or permittees, for the purpose of promoting, producing, or holding cultural, entertainment, athletic, or patriotic events, including, but not limited to, concerts, music festivals, and fireworks displays. This subsection (11) shall not be construed to preempt or limit the authority of any political subdivision having jurisdiction to regulate noise abatement. (12)(a) Notwithstanding subsection (1) of this section, the public utilities commission may determine, while reviewing utility applications for certificates of public convenience and necessity for electric transmission facilities, whether projected noise levels for electric transmission facilities are reasonable. Such determination shall take into account concerns raised by participants in the commission proceeding and the alternatives available to a utility to meet the need for electric transmission facilities. When applying, the utility shall provide notice of its application to all municipalities and counties where the proposed electric transmission facilities will be located. The public utilities commission shall afford the public an opportunity to participate in all proceedings in which permissible noise levels are established according to the "Public Utilities Law", articles 1 to 7 of title 40, C.R.S. (b) Because of the statewide need for reliable electric service and the public benefit provided by electric transmission facilities, notwithstanding any other provision of law, no municipality or county may adopt an ordinance or resolution setting noise standards for electric transmission facilities that are more restrictive than this subsection (12). The owner or operator of an electric transmission facility shall not be liable in a civil action based upon noise emitted by electric transmission facilities that comply with this subsection (12). (c) For the purposes of this section: (I) "Electric transmission facility" means a power line or other facility that transmits electrical current and operates at a voltage level greater than or equal to 44 kilovolts. (II) "Rights -of -way for electric transmission facilities" means all property rights and interests obtained by the owner or operator of an electric transmission facility for the purpose of constructing, maintaining, or operating the electric transmission facility. Appendix B Liberty Site Acoustic Summary Layout Location 1 - No Barrier Wall Sources measured at " feet Octave Band Source Data, Hz 6 63 12S 250 500 1000 2000 4000 8000 64 0 63 0 two 55 0 53 0 470 410 350 Source Source 7 4 63 4 62 4 594 54 4 52 4 46 4 404 344 28 6 24 4 134 6.4 64 24 14 14 Source Source Source S Z3 32 286 346 419 244 276 399 134 176 387 6 4 18 5 41.2 64 75 346 24 75 269 14 7.5 192 14 7.5 151 dB 68 67_r 30 ' 30 38 47 cBA r 58 r 57 r 14 14 19 41 Total . • • p • 67 66 63 58 56 50 44 38 70.6 60.7 Location 1 - With Barney Wall Sources measured at feet Octave Band Data. Hz Source Source S 7 Source Source 4 S Source Source 23 32 63 125 250 500 1003 4003 8000 577 516 266 286 346 554 483 244 244 276 508 427 13.4 13.4 176 438 351 64 64 185 395 304 64 64 75 310 728 24 24 75 224 16 8 1.4 1.4 7 5 13 7 10 8 1 4 1.4 TS d8' 60 54 ' 30 41 9 199 38 7 41 7 346 26 9 192 151 30 36 Total • • • • • • • 59 56 52 46 41 33 25 19 47 61.4 dBA' 47 39 14 14 r 19 r 41 Location 1 - No Barrier dBA 58 57 54 53 54 53 I Total 60.7 Location 1 - With Barrier dBA 58 57 39 53 38 38 I Total 48.3 Location 2 Location 1 483 Location 2 Sources measured at ? feet Octave Rand Source Source Data. Hz 5 7 Source Source 4 6 Source Source 23 32 Measured LAeq North Location Day: 55.5 dBA Night: 53.2 dBA 63 56 4 125 55 4 250 524 500 47 4 1000 45.4 2000 39.4 4000 33 3 8000 27.3 55 1 54.1 51.1 461 44.1 38.1 32 1 26.0 dB' 60 ' 59 dBA' 50 ' 49 37 5 33 5 22 5 155 155 11.4 10.4 10.4 36 2 32 2 21 2 14 2 142 10.2 9,1 9.1 376 306 206 21 6 10.6 106 106 10 5 49 8 49 8 50 8 55 7 51.7 467 41 7 37.7 r 39 23 38 39 ' 60 21 r 22 56 Total COW IONS !CUM 1/14 CTP. Wt 31 S dBA 50 49 53 56 50 49 I Total 57.9 Location 2 Measured LAeq West Location Day: 49.8 dBA Night: 51.3 dBA „i s O [ 1 :i) 37? ?tae 7x04 o•.3 1 1 L .327 1 tar r • O L _ tw 2U100r l 1 1 J 4 u C c) • Ford ca Measured LAeq South Location Day: 48.9 dBA Night: 47.8 dBA I c _ I _ -J t _ NUT 1114101114 a MO Measured LAeq East Location Day: 54.6 dBA Night: 51.9 dBA • • 59 58 56 57 53 48 43 38 64.4 57.9 Decommissioning: LPI's design and plan is to operate this site for sustained long term continual operation with no intention of ceasing operations. In the event LPI ceases operation of the site and permanently shuts down the facility, equipment will be properly decommissioned and removed from site, and pipelines will be abandoned in accordance with 49 CFR 192.727. The remaining land will be restored to the state required by the landowner and the County and revegetated as needed. Waste Management Plan: Waste from this facility may include broken vehicle or equipment parts, single use maintenance materials, and general office waste. This may include vehicle batteries, various engine and equipment fluids, lubricants, cleaning supplies, paper, food waste and packaging materials. Waste will be deposited in appropriate, labeled containers, which will be inspected and maintained regularly to ensure that no wear, structural issues, or other defects will impact their effectiveness. On - site personnel will maintain all receptacles to ensure that there is no incidental loss of containment of waste, or mixing of different types of waste. Solid waste materials will be transported offsite via truck to a third party solid waste disposal facility. Frequency of disposal will be dependent on waste volumes. The facility where all non -hazardous waste will be disposed of is listed below: Waste Management Buffalo Ridge Landfill 11655 CR 59 Keenesburg, CO Liquid waste materials (including engine and equipment fluids and lubricants) will be collected and stored in labeled totes and containers suited for each respective material. These will be transported and disposed of by third party environmental waste disposal companies. Frequency of disposal will be dependent on waste volume. LPI will schedule pickups to ensure that no more than two (2) full totes of each type of hazardous waste are stored on site at any one time. The following companies may be used for this service. Foster Trucking — Kersey, CO Please provide a detailed response on how spills will be handled from trucks: Trucks owned and operated by Liberty Power Innovations (LPI) have CNG powered engines and will never be hauling liquid products; the only potential risk of liquid spills from trucks is associated with third party waste hauling. Spill prevention is accounted for in all aspects of the design of the facility. All connection points within the facility for trucks to load are contained within their respective storage vessels secondary containments. These secondary containments are made of concrete, and properly designed and sized to prevent all fluid from spilling onto the dirt. In the event of a spill during loading operations, the leaking fluid will collect inside the boundary of the secondary containment. For small drips and spills, LPI personnel will utilize an on -site spill kit to absorb the contaminant and load it into a properly labeled disposal bin for disposal by third party hazardous material handler. In the event of a larger spill for which a spill kit alone will not be sufficient, LPI personnel will pump the contaminant into a properly labeled disposal bin until the remaining material can be managed with a spill kit. The resulting waste from these spills will also be picked up from site by a third -party hazardous material handler. Will there be any fuel stored on site: There will not be any fuel stored on site. FINAL DRAINAGE REPORT LIBERTY CNG TERMINAL (USR23- ) Located in: SOUTHWEST QUARTER SECTION 31, TOWNSHIP 5 NORTH, RANGE 64 WEST OF THE 6TH PRINCIPAL MERIDIAN, WELD COUNTY, CO Prepared: August 1, 2023 Prepared for: Liberty Power Innovations, LLC 950 17th Street, Floor 24, Denver, CO 80202 Prepared By: Crestone Consultants, LLC 14145 West Warren Cir. Lakewood, CO 80228 303.997.6113 Crestone Project No. 23009 CRESTONE CONSULTANTS, LEL civil engineering solutions Drainage Report Checklist Project Name: LIBERTY CNG TERMINAL The purpose of this checklist is to assist the applicant's Engineer with developing a drainage report that supports the intent of the Weld County Code using commonly accepted engineering practices and methodologies. Is the project in the MS4? Yes : No If yes, the following requirements in blue apply. See Chapter 8, Article IX of the Weld County Code. Report Content Weld County Case Number CASE # TO BE ASSIGNED BY WELD COUNTY Certificate of Compliance signed and stamped by a Colorado Licensed PE Description/Scope of Work Location (County Roads, S -T -R) Nearby water features and ownership Total acres vs. developed acres Hydrological soil types/maps FEMA Flood Zones Urbanizing or non -urbanizing Methodologies used for report & analysis (full spectrum is not accepted) Base Design Standard used for permanent control measure design in the MS4 PROJECT SITE NOT IN MS4 Discussion of offsite drainage routing Conclusion statement indicating that the design will adequately protect public health, safety, and general welfare and have no adverse impacts on public rights -of -way or offsite properties x x x x x x x Hydrology and Hydraulic Analysis Design Storm / Rainfall Information (NOAA Atlas or Local Data) Release Rate calculations Post construction site imperviousness Hydrologic calculations (historic & developed basins) Hydraulic calculations for proposed drainage improvements (swales, culverts, riprap, pond, outlet, spillway, WQCV outlet, etc.) Detention/WQCV calculations NERES CANAL CALLED OUT, NOT SURE OF OWNERSHIP Comments: Construction Drawings Stamped by PE Engineering scale & north arrow Property lines, rights -of -way, and easements 1' Contours & elevations (existing & proposed) Pre- and post -development drainage basins Arrows depicting flow direction Time of concentration critical path Drainage design points Improvements labeled Permanent control measure and associated drainage features labeled 'No Build/No Storage', include design volume Cross sections for open channels, profiles for pipes Elevations for inverts, flow lines, top of grates, orifice(s), etc. Pipe specs (size, material, length, slope) Outlet and spillway details x x x x x x x x Maintenance Plan Frequency of onsite inspections Repairs, if needed Cleaning of sediment and debris Vegetation maintenance Manufacturer maintenance specifications, if applicable NOT APPLICABLE x x Other Required Documents (If Applicable) Variance Request and documentation— explain hardship, applicable code section, and proposed mitigation. Variances will not be granted for the Base Design Standard requirement in the MS4. NOT APPLICABLE Department of Public Works I Development Review 1111 H Street, Greeley, CO 80631 I Ph: 970-304-6496 I www.weldgov.com/departments/public_works/development_review 8/14/2019 Weld County Drainage Code Certificate of Compliance Weld County Case Number: USR 23- Parcel Number: 096331300016 Legal Description, Section/Township/Range:Section 31/ Township 5N/ Range 64W g p Date: 08/01/23 Joseph M. Erjavec, P.E. , Consultant Engineer for Liberty Power Innovations, LLC (Applicant), understand and acknowledge that the applicant is seeking land use approval of the case and parcel in the description above. I have designed or reviewed the design for the proposed land use set for in the application. I hereby certify, on behalf of the applicant, that the design will meet all applicable drainage requirements of the Weld County Code with the exception of the variance(s) described one Cached exhibits. This certification is not a guarantee or warranty either expressed or implied. Engineer's Stamp :/..°.. ,, ,,G �P For and on behalf of JME Design Group, LLC o 4\ cHE< .,• �� dba Crestone Consultants, LLC O :•s •Q �-•d . -o .O 37224 0� . 08/01/23 :7c, Er gined Signature Variance Request (If Applicable) 1. Describe the harich the variance is being requested. 2. List the design criteria of the Weld County Code of which a variance is being requested. 3. Describe the proposed alternative with engineering rationale which supports the intent of the Weld County Code. Demonstrate that granting of the variance will still adequately protect public health, safety, and general welfare and that there are no adverse impacts from stormwater runoff to the public rights -of -way and/or offsite properties as a result of the project. NOT APPLICABLE Public Works Director/Designee Review (If Applicable) Public Works Director/Designee Name Signature Date of Signature Approved ❑ Denied Comments: Department of Public Works I Development Review 1111 H Street, Greeley, CO 80631 I Ph: 970-304-6496 www.weldgov.com/departments/public_works/development_review 08/02/2019 Liberty CNG Terminal: Final Drainage Report August 1, 2023 TABLE OF CONTENTS Page I - INTRODUCTION 1 II — GENERAL LOCATION & DESCRIPTION 1 Location 1 Description of Property 1 III — DRAINAGE BASINS AND SUB -BASINS 3 Major Basin Description 3 Historic Sub -Basin Description 3 Developed Basin Descriptions 4 IV — DRAINAGE DESIGN CRITERIA 5 Development Criteria Reference and Constraints 5 Hydrological Criteria 5 The design storms analyzed in this Report are as follows: 6 Hydraulic Criteria 6 V— DRAINAGE FACILITY DESIGN 10 General Concept 10 Specific Details 12 VII - CONCLUSIONS 14 VIII - REFERENCES 15 Crestone Project No. 23009 Page I i Liberty CNG Terminal: Final Drainage Report August 1, 2023 LIST OF APPENDICES APPENDIX A — General Information Vicinity Map NRCS Soils Data FEMA Flood Insurance Rate Map APPENDIX B — Hydrologic Calculations (Historic & Developed Condition) Rational Method Calculations Hydrologic Calculation Reference Materials APPENDIX C — Hydraulic Calculations (Developed Condition) Channel Sizing Calculations Culvert Sizing Calculations Riprap Sizing Calculations Detention/WQ Pond Sizing Calculations Hydraulic Calculation Reference Materials APPENDIX D — Maps Historic Condition Drainage Exhibit Developed Condition Drainage Exhibit Drainage Details APPENDIX E — Construction Plans (Attached Under Separate Cover) Crestone Project No. 23009 Page I ii Liberty CNG Terminal: Final Drainage Report August 1, 2023 I - INTRODUCTION This Final Drainage Report has been prepared for the Liberty CNG Terminal and will outline the methodology for sizing of stormwater conveyances and attenuation facilities associated with the proposed Compressor Station project. The operator of the facility, Liberty Power Innovations, LLC, is proposing to construct a Compressed Natural Gas Terminal for loading compressed natural gas (CNG) onto trucks on approximately 10 acres. The project includes various equipment, buildings and a connection to an existing gas/oil access road. The proposed facility will also include Detention/WQ Ponds for stormwater attenuation & water quality enhancement. II - GENERAL LOCATION & DESCRIPTION Location A) The USR Parcel is defined as Lot B Amended Recorded Exemption No. 0963-31-4 AMRE-4936 (Reception No. 3799965). The USR Parcel is in the Southwest 1/4 of Section 31, Township 5 North, Range 64 West of the 6th Principal Meridian, which is approximately 7.5 miles southeast of Greeley, Colorado. See Appendix A for a Vicinity Map. B) The proposed CNG Terminal site is located approximately 2,000 feet east of County Road 49 and approximately 350 feet north of County Road 50. C) The proposed CNG Terminal site is located within Zone X — Area of Minimal Flood Hazard per the Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map (Map #08123C1775E, dated January 20, 2016). Description of Property A) The area associated with the USR Parcel is approximately 27.7 acres. The proposed project site is 10 acres, located in the east half of the USR parcel. The existing parcel consists of undeveloped pasture, a portion of an existing access road connecting to County Road 50 as well as a portion of the Neres Canal irrigation ditch. The USR Parcel is bound by County Road 50 (asphalt) on the majority of the south with an undeveloped parcel located southeast of the USR parcel and an event center located southwest of the USR parcel. County Road 49 bounds the west side of the USR parcel and the DCP Midstream O'Connor Gas Plant is adjacent to the USR parcel on the east. An existing gas/oil facility with numerous wells and equipment is adjacent to the north USR parcel boundary. B) As per the National Resources Conservation Service (NRCS), the predominant soils within the Wells Ranch Compressor Station and nearby vicinity are described as follows: 45 - Olney loamy sand, 3 to 5 percent slopes Parent material: Mixed deposit outwash, slopes ranging from 3 to 5%, moderately high to high water capacity, are well drained, have a depth to water table greater than 80 inches, have a moderate susceptibility to erosion from water, and have a high susceptibility to wind Crestone Project No. 23009 Page I 1 Liberty CNG Terminal: Final Drainage Report August 1, 2023 e rosion. The NRCS Hydrologic Soil Group for this type of soil has been classified as Group B per the Hydrologic Soil Group Table (moderate infiltration rate; moderate runoff potential). 47 — Olney fine sandy loam, 1 to 3 percent slopes Parent material: Mixed deposit outwash, slopes ranging from 1 to 3%, moderately high to high water capacity, are well drained, have a depth to water table greater than 80 inches, have a moderate susceptibility to erosion from water, and have a high susceptibility to wind e rosion. The NRCS Hydrologic Soil Group for this type of soil has been classified as Group B per the Hydrologic Soil Group Table (moderate infiltration rate; moderate runoff potential). 48 — Olney fine sandy loam, 3 to 5 percent slopes Parent material: Mixed deposit outwash, slopes ranging from 3 to 5%, moderately high to high water capacity, are well drained, have a depth to water table greater than 80 inches, have a moderate susceptibility to erosion from water, and have a high susceptibility to wind e rosion. The NRCS Hydrologic Soil Group for this type of soil has been classified as Group B per the Hydrologic Soil Group Table (moderate infiltration rate; moderate runoff potential). 56 — Renohill clay loam, 0 to 3 percent slopes Parent material: Residuum weathered from shall, slopes ranging from 0 to 3%, low to moderately high water capacity, are well drained, have a depth to water table greater than 80 inches, have a moderate susceptibility to erosion from water, and have a low susceptibility to wind erosion. The NRCS Hydrologic Soil Group for this type of soil has been classified as Group D per the Hydrologic Soil Group Table (slow infiltration rate; high runoff potential). 57—Renohill clay loam, 3 to 9 percent slopes Parent material: Residuum weathered from shall, slopes ranging from 3 to 9%, moderately low to moderately high water capacity, are well drained, have a depth to water table greater than 80 inches, have a moderate susceptibility to erosion from water, and have a low susceptibility to wind erosion. The NRCS Hydrologic Soil Group for this type of soil has been classified as Group D per the Hydrologic Soil Group Table (slow infiltration rate; high runoff potential). 74 — Vona loamy sand, 5 to 9 percent slopes Parent material: Eolian Sands, slopes ranging from 5 to 9%, high water capacity, are well drained, have a depth to water table greater than 80 inches, have a moderate susceptibility to erosion from water, and have a high susceptibility to wind erosion. The NRCS Hydrologic Soil Group for this type of soil has been classified as Group A (high infiltration rate; low runoff potential). Please refer to Appendix A for NRCS soils data. C) The USR parcel does NOT include a FEMA mapped floodplain. Crestone Project No. 23009 Page 12 Liberty CNG Terminal: Final Drainage Report August 1, 2023 D) The project involves constructing a CNG Terminal on approximately 10 acres (Project Site) within the larger USR parcel, which includes various equipment, buildings and an access road. The proposed facility will also include Detention/WQ Ponds for stormwater attenuation & water quality enhancement. E) The USR parcel does include a portion of the Neres Canal irrigation ditch. The Project Site is approximately 700 feet northeast of the Neres Canal. F) The USR parcel, nor the Project Site are NOT located within the Weld County MS4 area. III - DRAINAGE BASINS AND SUB -BASINS Major Basin Description The USR parcel is within the South Platte River watershed. The Project Site has two separate stormwater outfalls as described below: Outfall #1 — The westerly 1/4 (approximate) of the Project Site outfalls westerly to Outfall #1. From here, stormwater runoff flows northwesterly within the vicinity of the USR parcel before turning north/northeasterly and outfalling into the South Platte River approximately 4.5 miles northeast of the Project Site, 1.5 miles north of the Town of Kersey. The outfall path is not within a named drainageway and is likely impeded/collected by multiple irrigation ditches (Gilmore Ditch, Latham Ditch & Plumb Ditch). Outfall #2 - The easterly 3/4 (approximate) of the Project Site outfalls southeasterly to Outfall #2. From here, stormwater runoff flows east/northeasterly and outfalls into the South Platte River approximately 6 miles northeast of the project site, approximately 3.5 miles east of the Town of Kersey. The outfall path is not within a named drainageway and is likely impeded/collected by the Gilmore & Latham irrigation ditches. The Project Site is located within Zone X — Area of Minimal Flood Hazard per the Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map (Map #08123C1775E, dated January 20, 2016). Historic Sub -Basin Description The Project Site includes two historic sub -basins as well as two offsite basins which are tributary to the Project Site. The historic basin and offsite basins are described as follows: Basin H1 (1.58 ac/2.0% Imp) Basin H1 is comprised of the westerly 1/4 (+/-) of the proposed CNG Terminal. Runoff generated by this basin sheet flows southwesterly and exits the CNG Terminal at Design Point H1, near the midpoint of the western side of the basin. After exiting the Project Site, runoff flows northwesterly within the vicinity of the USR parcel before turning north/northeasterly and outfalls into the South Platte River approximately 4.5 miles northeast of the project site, 1.5 miles north of the Town of Kersey. The outfall path is not within a named drainageway and is likely impeded/collected by multiple irrigation ditches (Gilmore Ditch, Latham Ditch & Plumb Ditch). Crestone Project No. 23009 Page 13 Liberty CNG Terminal: Final Drainage Report August 1, 2023 Basin H2 (6.98 ac/2.0% Imp) Basin H2 is comprised of the easterly 3/4 (+/-) of the proposed CNG Terminal. Runoff generated by this basin sheet flows southeasterly and exits the CNG Terminal at Design Point H2, in the southeast corner of the basin. After exiting the project site runoff flows east/northeasterly and outfalls into the South Platte River approximately 6 miles northeast of the project site, approximately 3.5 miles east of the Town of Kersey. The outfall path is not within a named drainageway and is likely impeded/collected by the Gilmore & Latham irrigation ditches. Basin OS1 (0.43 ac/2.0% Imp) Basin OS1 is located north of Basin H1 and is comprised of undeveloped pasture. Runoff generated within the basin sheet flows southwesterly into the northwest corner of the proposed CNG Terminal site. Basin OS2 (11.88 ac/2.9% Imp) Basin OS2 is located north of Basin H2 and is comprised of undeveloped pasture along with a portion of the existing gas/oil access road for the existing gas/oil facility located adjacent to the north USR parcel boundary. Runoff generated within this basin sheet flows south/southeasterly into the proposed CNG Terminal site. Please refer to Appendix D for a copy of the Historic Condition Drainage Exhibit. Developed Basin Descriptions In the developed condition, the CNG Terminal site is comprised of 3 sub -basins (Basin D1, D2 & D3). Basins D1 & D2 include proposed Detention/WO ponds. As previously discussed, offsite areas (Basins OS1 & OS2) are tributary to the CNG Terminal site. Offsite Basin OS3 has also been analyzed to determine the amount of runoff tributary to the Project Site's access to the existing gas/oil access road. The developed basins as well as measures employed to route the tributary offsite runoff are described as follows: Basin D1 (1.58 ac/64.0% Imp) Basin D1 is comprised of the westerly 1/4 (+/-) of the proposed CNG Terminal site and includes a proposed Detention/WQ pond (Pond D1). Runoff generated within this basin sheet flows south/southwesterly into the proposed Detention/WQ pond. Attenuated flows are released to the west in accordance with the historic runoff flow path. A berm is proposed on the north side of the basin to redirect stormwater runoff from Basin OS1 around the proposed CNG Terminal site. Flow released from Pond D1 will combine with the redirected flows from Basin OS1 and continue along the historic runoff flow path to the South Platte River. Basin D2 (6.12 ac/48.6% Imp) Basin D2 is comprised of the majority of the proposed CNG Terminal site and includes a proposed Detention/WQ pond (Pond D2). Runoff generated within this basin sheet flows south/southeasterly into the proposed Detention/WQ pond. Attenuated flows are released to the southeast in accordance with the historic runoff flow path. A berm is proposed on the north side of the basin to redirect stormwater runoff from Basin OS2 around the proposed CNG Crestone Project No. 23009 Page 14 Liberty CNG Terminal: Final Drainage Report August 1, 2023 Terminal site. Flow released from Pond D2 will combine with the redirected flows from Basin OS2 and continue along the historic runoff flow path to the South Platte River. Basin D3 (0.86 ac/40.0% Imp) Basin D3 is located in the northeast corner of the proposed CNG Terminal site. Runoff generated by this basin sheet flows south and is collected by a proposed culvert which directs the flow into the Detention/WQ pond (Pond D2) located in Basin D2. Basin OS3 (1.97 ac/11.6% Imp) Basin OS3 is comprised of the CNG Terminal access as well as a portion of the existing gas/oil access road. The basin also includes area east of Basin OS2 which is comprised of undeveloped pasture as well as a portion of the existing access road. Runoff generated by this basin flows south within an existing ditch on the west side of the existing access road. Runoff from Basin OS3 combines with runoff from Basin OS2 and is tributary to the proposed low water crossing (LW1) located at the intersection of the existing access road and the proposed CNG Terminal access. Please refer to Appendix D for a copy of the Developed Condition Drainage Exhibit. IV - DRAINAGE DESIGN CRITERIA The regulations, guidelines and drainage design criteria used in the preparation of this Report are those contained within the Weld County Code Ordinance 2019-12, Chapter 8 — Public Works, Article Xl — Storm Drainage Criteria, Weld County Engineering & Construction Criteria, January 2021 (WCECC), and the Mile High Flood Control District (formerly Urban Drainage and Flood Control District (UDFCD)), Urban Storm Drainage Criteria Manual — Volumes 1, 2 and 3. Development Criteria Reference and Constraints A) Existing Drainage Studies - The Project Site is not known to be included in any previous drainage studies. B) The siting of the proposed CNG Terminal within the USR Parcel was influenced by the location of an existing plugged/abandoned gas/oil well (API #05-123-13715 Gemini UPRR #B31-14, Noble Energy) located north of the proposed CNG Terminal as well as the existing gas/oil access road east of the proposed CNG Terminal, which provides access from County Road 50. Hydrological Criteria A) The 1 hour rainfall depths listed below were obtained from the National Oceanic and Atmospheric Administration (NOAH) Precipitation Frequency Data Server for the Project Site, and were utilized in determining the historic, existing and developed hydrologic calculations, as well as in calculating the required 100 year volume (Modified FAA Method) for the proposed Detention/WQ Pond. 2 Year 5 Year 10 Year 100 Year 0.86 in 1.14 in 1.41 in 2.70 in Crestone Project No. 23009 Page 15 Liberty CNG Terminal: Final Drainage Report August 1, 2023 The design storms analyzed in this Report are as follows: Minor Storm —10 year, 1 hour storm occurrence is utilized for determining the historic releases which are used in the Modified FAA Method detention pond sizing calculations. Please Note — The USR Parcel is located in a NON -URBANIZING AREA. Major Storm —100 year, 1 hour storm occurrence is utilized for open channel, diversion, culvert & riprap sizing, as well as FAA Method detention pond sizing calculations. B) The Rational Method was used to determine the historic & developed flowrates for the 5, 10 & 100 year storms. Please Note — the Rational Method formula utilized in this Report is based on the January 2007 version of the UDFCD, Urban Storm Drainage Criteria Manual — Volume 1 in accordance with Reference 2. C) The following table summarizes the historic and developed Rational Method flowrates: Basin Area (ac) (cfs) Q5 Q10 (cfs) Q100 (cfs) H1 1.58 0.3 0.7 3.1 H2 6.98 1.0 2.8 11.7 OS1 0.43 0.1 0.2 0.7 OS2 11.88 2.1 4.7 18.2 OS3 1.97 0.8 1.5 5.0 Sum OS2-053 13.84 2.6 5.5 21.1 D1 1.58 2.1 2.9 6.7 D2 6.12 5.8 8.4 21.0 D3 0.86 0.8 1.2 3.1 Sum D2 -D3 6.98 6.6 9.5 23.9 D) WCECC equation Eq. 5.10.2.1 was utilized to determine required Water Quality Capture Volume (WQCV) for the proposed Detention/WQ Ponds. E) The Modified FAA Method has been utilized in determining the 100 year required volume for the proposed Detention/WQ Ponds. Refer to Appendix B for Hydrologic Calculations and Reference Materials. Hydraulic Criteria A) Analysis Methodology & Capacity References 1. Channels Channel analysis presented in this Report has utilized the Manning's equation to compute flowrates at varying depths of flow. Crestone Project No. 23009 Page 16 Liberty CNG Terminal: Final Drainage Report August 1, 2023 Design parameters used for the gravel lined channels and grass lined diversions include: Native Grass Lined Channels/Diversions ■ Manning's n = 0.032 (maintained channel condition) for velocity analysis ■ Manning's n = 0.05 (unmaintained channel condition) for capacity analysis ■ Maximum Velocity = 3.0 fps Gravel Lined Channels ■ Manning's n = 0.032 (maintained channel condition) for velocity analysis ■ Manning's n = 0.05 (unmaintained channel condition) for capacity analysis ■ Maximum Velocity = 5.0 fps Concrete Lined Channels ■ Manning's n = 0.011 (maintained channel condition) for velocity analysis ■ Manning's n = 0.016 (unmaintained channel condition) for capacity analysis ■ Maximum Velocity = 18.0 fps The following table summarizes the sizing of the Channels: Channel Depth (ft) Q100 Design (cfs) (1) Water Depth Max. (ft) (2) Velocity (fps) Max. Freeboard (ft) CH1 2.5 21.0 1.01 3.15 1.49 LW1 0.5 21.1 0.35 5.64 N/A (1) Based on design channel with the minimum channel slope & unmaintained Manning's n. (2) Based on design channel with the maximum channel slope & maintained Manning's n. 2. Culverts Culvert analysis presented in this Report has utilized the Orifice Equation (inlet control) and the Energy Equation (outlet control) to compute the hydraulic analysis for culverts. The proposed culvert has been designed to convey the 100 year flow for Basin D3 into proposed Detention/WO, Pond D2. Design parameters used for sizing the culverts are as follows: ■ Reinforced Concrete Pipe ■ Manning's n = 0.013 ■ Maximum outlet velocity = 12.0 fps ■ Maximum Hw/D of 2.0 (for less than 36" diameter) The following table summarizes the sizing of the Culverts: Culvert Dia./Type Q100 Design (cfs) Headwater Depth (ft) Outlet (fps) Velocity Hw/D Slope STM1 18" RCP 3.1 0.95 1.70 0.63 1.07% Crestone Project No. 23009 Page 17 Liberty CNG Terminal: Final Drainage Report August 1, 2023 B) Modeling Software AutoCAD Hydraflow Express Extension software has been utilized as the means of conducting the hydraulic analysis modeling for the proposed channels, diversions and culverts presented in this Report. C) The Detention/WQ Ponds have been sized for the proposed improvements and are based on the entire area that is tributary to the pond. Detention/WQ Pond D1 is within Basin D1 and located in the southwest corner of the Project Site. Detention/WQ Pond D2 is within Basin D2 and located in the southeast corner of the Project Site. The Modified FAA Method was utilized to size the Detention/WQ Ponds based on the following criteria: ■ Store the stormwater runoff generated by the 1 hour, 100 year storm falling on the developed site and release of the detained water at the historic runoff rate of the 1 hour, 10 year storm falling on the undeveloped site with a 2% imperviousness (the USR parcel and Project Site are located in a NON -URBANIZING area). ■ WQCV is being provided as part of the required 100 year detention volume. The following table summarizes the sizing and volume requirements of the Detention/WO Ponds: Basin Tributary Area (ac) Req'd Volume (ac -ft) WQCV Req'd via 100 Modified Year (ac Detention FAA -ft) Method Volume D1 1.58 0.05 0.19 D2 6.98 0.15 0.74 1. The runoff volume stored in the proposed Detention/WQ Ponds will be released at or below historic discharge rates (which are defined as the 10 year, 1 hour storm, since the Project Site is located within a NON -URBANIZING AREA). The Detention/WQ Pond outlet structures will control the release from the pond. Each outlet structure consists of a modified Type C inlet which includes a 2 -stage release. The initial stage of the release is controlled by a WQ Plate which has been sized to release the WQCV over a 40 hour duration. The second stage of the release is controlled by a weir which is sized to release the 100 year, 1 hour developed flow at the 10 year, 1 hour historic flow rate. Pond D1 includes a cutout the entire height of the outlet box (Type C inlet) which a WQ & 100 year weir plate covers and provides a 2 -stage release for the detained flows. The water quality control portion of the plate includes 1 column of 2 rows of 0.5 inch diameter holes. The 100 year weir control portion of the plate includes a 0.2 ft wide by 1.0 ft high opening. The combined release rate from the WQ & 100 year weir plate is 0.7 cfs. Based on the release rate of 0.7 cfs for the 100 year storm and the 40 hour drain time for the WQCV, the Detention/WO Pond D1 drain time has been calculated at approximately 44.8 hours. Crestone Project No. 23009 Page 18 Liberty CNG Terminal: Final Drainage Report August 1, 2023 Pond D2 includes a cutout the entire height of the outlet box (Type C inlet) which a WQ & 100 year weir plate covers and provides a 2 -stage release for the detained flows. The water quality control portion of the plate includes 1 column of 3 rows of 7/16 inch high by 1 inch wide holes. The 100 year weir control portion of the plate includes a 0.51 ft wide by 1.39 ft high opening. The combined release rate from the WQ & 100 year weir plate is 2.8 cfs. Based on the release rate of 2.8 cfs for the 100 year storm and the 40 hour drain time for the WQCV, the Detention/WQ Pond D2 drain time has been calculated at approximately 45.1 hours. The calculated drain times for Detention/WQ Ponds D1 & D2 meet the CDWR's Administrative Statement Regarding the Management of Storm Water Detention Facilities and Post-Wildland Fire Facilities in Colorado, dated February 11, 2016, which states a stormwater detention facility: • "Has the ability to continuously release or infiltrate at least 97 percent of all of the water from a rainfall event that is equal to or less than a five-year storm within 72 hours of the end of the rainfall event." • "Has the ability to continuously release or infiltrate at least 99 percent of all of the water from a rainfall event that is greater than a five-year storm within 120 hours of the end of the rainfall event." 2. The pond outfall pipes for both Detention/WQ Ponds D1 and D2 will be 12" diameter RCP which will outfall into a proposed low tailwater stilling basins. The outfall for Pond D1 is on the west side of the pond and the outfall for Pond D2 is on the south side of the pond. 3. Emergency spillways (overflows) have been designed for both Ponds D1 and D2. The emergency overflows have been sized to convey the 100 year developed in -flow rate into each pond. For Pond D1, the 100 year peak in -flow rate is 6.7 cfs. Holding a flow depth of less than or equal to 0.5 ft, the required emergency overflow crest length is 5 ft and includes a concrete cutoff wall and buried riprap on the downstream side of the spillway. For Pond D2, the 100 year peak in -flow rate is 23.9 cfs. Holding a flow depth of less than or equal to 0.5 ft, the required emergency overflow crest length is 21 ft and includes a concrete cutoff wall and buried riprap on the downstream side of the spillway. 4. 1.0 ft of freeboard has been provided in both proposed Detention/WO Ponds. Freeboard depth is measured from the emergency overflow crest to the top of pond. 5. Maintenance access for Ponds D1 and D2 has been included, to allow for access to each ponds' outlet structure. Crestone Project No. 23009 Page 19 Liberty CNG Terminal: Final Drainage Report August 1, 2023 A summary of the Detention/WQ Ponds is as follows: Pond D1 Pond Invert: 4799.25 Top of Pond (Berm): 4802.50 WQCV: 0.05 ac -ft WQCV W.S. Elev: 4800.27 WQCV Release Rate: 40 hour drain time Required/Provided 100 Year Pond Volume: 0.19 ac -ft 100 Year W.S. Elev.: 4801.29 100 Year Release Rate: 0.7 cfs (based on historic 10 year, 1 hour storm) Total Volume Provided (at emergency overflow crest): 0.23 ac -ft Emergency Overflow Crest Elev: 4801.50 Provided Freeboard: 1.00 ft (from emergency overflow crest) Pond D2 Pond Invert: 4791.50 Top of Pond (Berm): 4796.00 WQCV: 0.15 ac -ft WQCV W.S. Elev: 4792.79 WQCV Release Rate: 40 hour drain time Required/Provided 100 Year Pond Volume: 0.74 ac -ft 100 Year W.S. Elev.: 4794.18 100 Year Release Rate: 2.8 cfs (based on historic 10 year, 1 hour storm) Total Volume Provided (at emergency overflow crest): 1.23 ac -ft Emergency Overflow Crest Elev: 4795.00 Provided Freeboard: 1.00 ft (from emergency overflow crest) D) Permanent erosion control features consist of the proposed Detention/WQ Ponds; stabilization via gravel (majority of the disturbed area) and native seed. Additionally, riprap erosion protection will be utilized for culvert outfalls, concentrated flow points, etc. Refer to Appendix C for all Hydraulic Calculations (i.e. Channel, Culvert, Riprap & Detention/WO Pond sizing) and Reference Materials. V - DRAINAGE FACILITY DESIGN General Concept A) The storm drainage conveyance and storage elements have been designed to safely collect and convey developed condition runoff generated by the 100 year, 1 hour storm event within the proposed CNG Terminal site. The developed runoff will be routed to proposed Detention/WQ Ponds which have been designed to include the WQCV and attenuation of the 100 year storm event. Crestone Project No. 23009 Page 110 Liberty CNG Terminal: Final Drainage Report August 1, 2023 B) Tributary offsite flows will be routed around the proposed CNG Terminal via proposed berms. Therefore, "run-on" from outside of the proposed CNG Terminal will not be conveyed through the Project Site to the Detention/WQ Ponds. Regarding offsite releases, all developed runoff from proposed CNG Terminal (Basins D1, D2 & D3) will be routed through the proposed Detention/WQ Ponds and released at or below historic rates. The release from Detention/WQ Pond D1 will be conveyed west in accordance with the historic runoff flow path and continue along the historic runoff flow path to the South Platte River. The release from Detention/WQ Pond D2 will be conveyed southeast in accordance with the historic runoff flow path and continue along the historic runoff flow path to the South Platte River C) Multiple tables, figures and drawings have been included within the appendices of this Report and include the following: APPENDIX A — General Information Vicinity Map NRCS Soils Data FEMA Flood Insurance Rate Map APPENDIX B — Hydrologic Calculations (Historic & Developed Condition) Rational Method Calculations Hydrologic Calculation Reference Materials APPENDIX C — Hydraulic Calculations (Developed Condition) Channel Sizing Calculations Culvert Sizing Calculations Riprap Sizing Calculations Detention/WO Pond Sizing Calculations Hydraulic Calculation Reference Materials APPENDIX D — Maps Historic Condition Drainage Exhibit Developed Condition Drainage Exhibit Drainage Details APPENDIX E — Construction Plans (Attached Under Separate Cover) D) In addition to the Detention/WQ Ponds and their associated features, hydraulic structures associated with the proposed CNG Terminal include a drainage channel, low water crossing and a culvert. Crestone Project No. 23009 Page 111 Liberty CNG Terminal: Final Drainage Report August 1, 2023 The proposed drainage channels are described as follows: Channel CH1 is an aggregate base course lined trapezoidal channel (with portions also lined with riprap) located on the south side of the CNG Terminal site. The channel has a bottom width of 5 ft, 4:1 maximum side slopes and a minimum depth of 2.5 ft. CH1 conveys flows from a portion of Basin D2 into Detention/WQ Pond D2. Low Water Crossing LW1 is a concrete lined trapezoidal channel located at the intersection of the existing access road and the proposed CNG Terminal access. The crossing has a bottom width of 10 ft, 12:1 maximum side slopes and a depth of 0.5 ft. LW1 conveys flows from Basins OS2 and OS3 across the CNG Terminal's access to the existing access road. The proposed culvert is described as follows: STM1 is a 18" diameter culvert designed to convey the 100 year storm runoff from Basin D3 under the CNG Terminals' access to Detention/WQ Pond D2, located in Basin D2. Refer to Appendix C for channel and culvert sizing calculations. Specific Details A) See the specific details identified for Detention/WO Ponds D1 & D2 under Section IV (Drainage Design Criteria) of this Report. B) Maintenance Plan All stormwater facilities designed herein are privately owned & maintained. The property owner and/or operator will be responsible for regular maintenance and repairs of the drainage facilities which include drainage channels, culverts, riprap, Detention/WQ ponds and their associated features. Drainage channels, culverts and the Detention/WO ponds shall be inspected routinely on at least a quarterly basis and after significant storm events (i.e. storm events which produce a 2 inch or greater rainfall total as measured by a rain gauge at the facility or based on weather records for the NOAA or other weather reporting station closest to the facility). Routine maintenance activities for the channels, culverts and Detention/WQ ponds (including pond outlet structures, emergency overflow and maintenance access) include mowing/weed control, trash & debris removal, erosion mitigation through re -gravelling, replanting/watering, overgrown vegetation removal and structural repair. The following table provides routine maintenance guidelines: Crestone Project No. 23009 Page 112 Liberty CNG Terminal: Final Drainage Report August 1, 2023 Summary of Routine Maintenance Activities Maintenance Activity Minimum Frequency Look for: Maintenance Action Trash/Debris Removal Monthly Trash and & debris pond in channel Remove debris and dispose of trash and Mowing Twice annually native species for Excessive height/aesthetics grass Mow native grass to a height of 6" Inflow Point/Trash Rack/Outlet Works Cleaning As needed; significant events; maintenance w/ storm other after Clogged channel release; inflow culverts, ponding points, pond water Remove debris/trash/sediment proper and function dispose of to allow Weed Control As upon needed, inspections based Noxious vegetation weeds; Unwanted Treat Consult w/ the herbicide local or weed hand inspector pull; Vegetation Removal/Tree Thinning As upon needed, inspections based Trees around bottom, pond overflow and release, channel inflow plant emergency vegetation points, features/ Remove trimming arborist species; vegetation tools; concerning restore Consult grade with evasive and tree with surface Rodent Damage As upon needed, inspections based Holes, raised small burrows piles of dirt, Evaluate control guidance specialist damage; consult or DOW animal for Based on the routine inspections, provide periodic minor and major maintenance activities for the channels, culverts and ponds (including outlet structures, emergency overflow and maintenance access) include sediment removal from the channels, riprap pads, pond bottom, pond outlet structure; erosion repair; overgrown vegetation removal; structural repair/ replacement. The following table provides minor maintenance guidelines: Summary of Minor Maintenance Activities Maintenance Activity Minimum Frequency Look for: Maintenance Action Sediment Removal As upon needed, inspections based Sediment build-up Remove sediment and dispose of Erosion Repair As upon needed, inspections based Rills/gullies channel slopes, pond forming bottom, in on side Repair Re erosion eroded -vegetate; areas address source of Vegetation Removal/Tree Thinning As upon needed, inspections based Large vegetation features bottom trees/wood around and channel channel Remove trimming arborist species; surface vegetation tools; concerning restore Consult grade with evasive and with tree Jet Drain Cleaning/ Vac As upon needed, inspections based Sediment inflow culverts, points, energy build-up channel dissipaters at Jet Clean dissipaters, Vac culverts, if needed and drains, stilling energy basins; Re -vegetation As upon needed, inspections based Bare areas Repair sodding by localized seeding or Crestone Project No. 23009 Page 113 Liberty CNG Terminal: Final Drainage Report August 1, 2023 The following table provides major maintenance guidelines: Summary of Major Maintenance Activities Maintenance Activity Minimum Frequency Look for: Maintenance Action Major Removal Sediment As upon needed, inspections based Large sediment; conveyance quantities reduced capacity of Remove sediment. needed and Repair lawfully vegetation dispose of as Major Repair Erosion As upon needed, inspections based Severe gullies, displacement, holes erosion including excessive settlement, soil, Repair stabilize problem future erosion, — and erosion find address cause re -vegetate of to avoid and Structural Repair As upon needed, inspections based Deterioration and/or damage to structural components— broken concrete, damaged pipes Structural structure repair to to restore its original design the VII - CONCLUSIONS A) Compliance with Weld County Code This Final Drainage Report has been prepared in accordance with Weld County Code. Historic and developed runoff rates have been calculated based on County criteria. Hydraulic infrastructure, including proposed Detention/WQ Ponds have been sized in accordance Weld County requirements. B) Drainage Concept 1. Developed runoff generated from proposed CNG Terminal is conveyed via overland & culvert flow into proposed Detention/WQ Ponds and released via each pond's 2 -stage outlet structure at attenuated release rates (40 hour duration for WQCV release and historic 10 year, 1 hour release for 100 year event). Since releases from the CNG Terminal during a 100 year, 1 hour storm event will be less than or equal to historic 10 year, 1 hour release rate, downstream improvements should not be adversely impacted by the proposed project and the natural character of the area will be preserved. 2. The proposed improvements will adequately protect public health, safety, and general welfare and have no adverse impacts on public rights -of -way or offsite properties. 3. The Project Site is not included within a Master Drainage Plan and therefore, not impacted by previous plan requirements/recommendations. 4. The Project Site is not encumbered by irrigation facilities. 5. Please refer to Appendices A through E for specific technical criteria and references. Crestone Project No. 23009 Page 114 Liberty CNG Terminal: Final Drainage Report August 1, 2023 VIII - REFERENCES 1. Weld County Code Ordinance 2019-12, Chapter 8 — Public Works, Article XI — Storm Drainage Criteria. 2. Weld County Engineering & Construction Criteria, January 2021. 3. Urban Drainage & Flood Control District (UDFCD), Drainage Criteria Manual, Volume 1, revised August 2018; Volume 2, revised September 2017; Volume 3, revised November 2010 with additional revisions to selected sections in August 2011, June 2012, January 2013, August 2013, November 2015, March 2018, April 2018, January 2021. 4. Colorado Division of Water Resources - Administrative Statement Regarding the Management of Storm Water Detention Facilities and Post-Wildland Fire Facilities in Colorado, dated February 11, 2016. 5. Natural Resources Conservation Service (NRCS), Web Soil Survey Weld County Colorado, Southern Part, Version 21, September 1, 2022. 6. Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map (Map #08123C1775E, dated January 20, 2016). Crestone Project No. 23009 Page 115 APPENDIX A General Information Vicinity Map NRCS Soils Data FEMA—FIRM Map C ---- STONE CONSULTANTS, Ltc l engineering solutions I4I4S West Warren Circle 303-997-6133 - www,crestonellc.com Lakewood, CO 80228 CAUTION. THE ENGINEER PREPARING THESE PLANS AND CRESTONE CONSULTANTS, LLC. WILL NOT BE RESPONSIBLE FOR, OR LIABLE FOR UNAUTHORIZED CHANGES TO OR USES OF THESE (PLANS. ALL CHANGES TO THE PLANS MUST BE IN WRITING AND MUST BE APPROVED BY THE PREPARER OF THESE PI ANS_ PROJECT: LIBERTY CNG TERMINAL TITLE: VICINITY MAP DATE: 07/2023 DRAWN BY: LJM VIC 40° 21' 12" N 40° 20' 48" N r 1 104° 3G' 14" W 533700 533800 533900 534000 5'34100 534200 534300 534400 534500 534600 534700 104° 3G' 14" W 533700 533800 533900 534000 County. Road'50 Map Scale: 1:5,230 if printed on A landscape (11" x 8.5") sheet Meters 0 50 100 200 300 Soil Map —Weld County, Colorado, Southern Part (LIBERTY CNG - WELD COUNTY) 534100 Feet 0 250 500 1000 1500 Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 534200 534300 534400 534500 534600 534700 104° 35'25"W S 8 1040 35' 25" W 40° 21' 12" N 40° 20' 48" N kka; Natural Resources lain Conservation Service Web Soil Survey National Cooperative Soil Survey 5/24/2023 Page 1 of 3 Soil Map —Weld County, Colorado, Southern Part (LIBERTY CNG - WELD COUNTY) MAP LEGEND Area of Interest (AO!) Area of Interest (AO1) ) Soils 0 U Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot a 05 ritt Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background ,; Aerial Photography MAP INFORMATION The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping 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 21, Sep 1, 2022 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 8, 2021 Jun 12, 2021 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. ,b Natural Resources lain Conservation Service Web Soil Survey National Cooperative Soil Survey 5/24/2023 Page 2of3 Soil Map —Weld County, Colorado, Southern Part LIBERTY CNG - WELD COUNTY Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 45 Olney loamy percent slopes sand, 3 to 5 17.2 14.9% 47 Olney fine sandy percent slopes loam, 1 to 3 31.7 27.5% 48 Olney fine percent sandy slopes loam, 3 to 5 29.5 25.6% 56 Renohill percent clay slopes loam, 0 to 3 16.9 14.7% 57 Renohill clay percent slopes loam, 3 to 9 15.5 13.4% 74 Vona loamy sand, percent slopes 5 to 9 4.5 3.9% Totals for Area of Interest 115.4 100.0% e Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 5/24/2023 Page 3of3 Map Unit Description: Olney loamy sand, 3 to 5 percent slopes ---Weld County, Colorado, LIBERTY CNG - WELD COUNTY Southern Part Weld County, Colorado, Southern Part 45 —Olney loamy sand, 3 to 5 percent slopes Map Unit Setting National map unit symbol: 362s Elevation: 4,600 to 5,200 feet Mean annual precipitation: 11 to 15 inches Mean annual air temperature: 46 to 54 degrees F Frost -free period: 125 to 175 days Farmland classification: Farmland of statewide importance Map Unit Composition Olney and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Olney Setting Landform: Plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Mixed deposit outwash Typical profile H1 - 0 to 10 inches: loamy sand H2 - 10 to 20 inches: sandy clay loam H3 - 20 to 25 inches: sandy clay loam H4 - 25 to 60 inches: fine sandy loam Properties and qualities Slope: 3 to 5 percent Depth to restrictive feature: More than 80 inches Drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 2.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 15 percent Maximum salinity: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: Moderate (about 6.5 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (non irrigated): 4c Hydrologic Soil Group: B e Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 5/24/2023 Page 1 of 2 Map Unit Description: Olney loamy sand, 3 to 5 percent slopes ---Weld County, Colorado, LIBERTY CNG - WELD COUNTY Southern Part Ecological site: R067BY024CO - Sandy Plains Hydric soil rating: No Minor Components Zigweid Percent of map unit: 8 percent Hydric soil rating: No Vona Percent of map unit: 7 percent Hydric soil rating: No Data Source Information Soil Survey Area: Weld County, Colorado, Southern Part Survey Area Data: Version 21, Sep 1, 2022 e Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 5/24/2023 Page 2of2 Map Unit Description: Olney fine sandy loam, 1 to 3 percent slopes ---Weld County, Colorado, LIBERTY CNG - WELD COUNTY Southern Part Weld County, Colorado, Southern Part 47 Olney fine sandy loam, 1 to 3 percent slopes Map Unit Setting National map unit symbol: 362v Elevation: 4,600 to 5,200 feet Mean annual precipitation: 11 to 15 inches Mean annual air temperature: 46 to 54 degrees F Frost -free period: 125 to 175 days Farmland classification: Prime farmland if irrigated and the product of I (soil erodibility) x C (climate factor) does not exceed 60 Map Unit Composition Olney and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Olney Setting Landform: Plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Mixed deposit outwash Typical profile H1 - 0 to 10 inches: fine sandy loam H2 - 10 to 20 inches: sandy clay loam H3 - 20 to 25 inches: sandy clay loam H4 - 25 to 60 inches: fine sandy loam Properties and qualities Slope: 1 to 3 percent Depth to restrictive feature: More than 80 inches Drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 2.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 15 percent Maximum salinity: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: Moderate (about 7.0 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (non irrigated): 4c e Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 5/24/2023 Page 1 of 2 Map Unit Description: Olney fine sandy loam, 1 to 3 percent slopes ---Weld County, Colorado, LIBERTY CNG - WELD COUNTY Southern Part Hydrologic Soil Group: B Ecological site: R067BY024CO - Sandy Plains Hydric soil rating: No Minor Components Zigweid Percent of map unit: 10 percent Hydric soil rating: No Vona Percent of map unit: 5 percent Hydric soil rating: No Data Source Information Soil Survey Area: Weld County, Colorado, Southern Part Survey Area Data: Version 21, Sep 1, 2022 e Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 5/24/2023 Page 2of2 Map Unit Description: Olney fine sandy loam, 3 to 5 percent slopes ---Weld County, Colorado, LIBERTY CNG - WELD COUNTY Southern Part Weld County, Colorado, Southern Part 48 Olney fine sandy loam, 3 to 5 percent slopes Map Unit Setting National map unit symbol: 362w Elevation: 4,600 to 5,200 feet Mean annual precipitation: 11 to 15 inches Mean annual air temperature: 46 to 54 degrees F Frost -free period: 125 to 175 days Farmland classification: Farmland of statewide importance Map Unit Composition Olney and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Olney Setting Landform: Plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Mixed deposit outwash Typical profile H1 - 0 to 10 inches: fine sandy loam H2 - 10 to 20 inches: sandy clay loam H3 - 20 to 25 inches: sandy clay loam H4 - 25 to 60 inches: fine sandy loam Properties and qualities Slope: 3 to 5 percent Depth to restrictive feature: More than 80 inches Drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 2.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 15 percent Maximum salinity: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: Moderate (about 7.0 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (non irrigated): 4c Hydrologic Soil Group: B e Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 5/24/2023 Page 1 of 2 Map Unit Description: Olney fine sandy loam, 3 to 5 percent slopes ---Weld County, Colorado, LIBERTY CNG - WELD COUNTY Southern Part Ecological site: R067BY024CO - Sandy Plains Hydric soil rating: No Minor Components Zigweid Percent of map unit: 9 percent Hydric soil rating: No Vona Percent of map unit: 6 percent Hydric soil rating: No Data Source Information Soil Survey Area: Weld County, Colorado, Southern Part Survey Area Data: Version 21, Sep 1, 2022 e Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 5/24/2023 Page 2of2 Map Unit Description: Renohill clay loam, 0 to 3 percent slopes ---Weld County, Colorado, LIBERTY CNG - WELD COUNTY Southern Part Weld County, Colorado, Southern Part 56 Renohill clay loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 3635 Elevation: 4,850 to 5,200 feet Mean annual precipitation: 11 to 16 inches Mean annual air temperature: 46 to 48 degrees F Frost -free period: 100 to 160 days Farmland classification: Farmland of statewide importance Map Unit Composition Renohill and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Renohill Setting Landform: Plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Residuum weathered from shale Typical profile H1 - 0 to 9 inches: clay loam H2 - 9 to 32 inches: clay loam H3 - 32 to 36 inches: unweathered bedrock Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: 20 to 40 inches to paralithic bedrock Drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 5 percent Available water supply, 0 to 60 inches: Low (about 5.6 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (non irrigated): 4e Hydrologic Soil Group: D Ecological site: R067BY042CO - Clayey Plains Hydric soil rating: No e Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 5/24/2023 Page 1 of 2 Map Unit Description: Renohill clay loam, 0 to 3 percent slopes ---Weld County, Colorado, LIBERTY CNG - WELD COUNTY Southern Part Minor Components Ulm Percent of map unit: 10 percent Hydric soil rating: No Shingle Percent of map unit: 5 percent Hydric soil rating: No Data Source Information Soil Survey Area: Weld County, Colorado, Southern Part Survey Area Data: Version 21, Sep 1, 2022 e Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 5/24/2023 Page 2of2 Map Unit Description: Renohill clay loam, 3 to 9 percent slopes ---Weld County, Colorado, LIBERTY CNG - WELD COUNTY Southern Part Weld County, Colorado, Southern Part 57 Renohill clay loam, 3 to 9 percent slopes Map Unit Setting National map unit symbol: 3636 Elevation: 4,850 to 5,200 feet Mean annual precipitation: 11 to 16 inches Mean annual air temperature: 46 to 48 degrees F Frost -free period: 100 to 160 days Farmland classification: Not prime farmland Map Unit Composition Renohill and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Renohill Setting Landform: Hills, ridges Down -slope shape: Linear Across -slope shape: Linear Parent material: Residuum weathered from shale Typical profile H1 - 0 to 9 inches: clay loam H2 - 9 to 32 inches: clay loam H3 - 32 to 36 inches: unweathered bedrock Properties and qualities Slope: 3 to 9 percent Depth to restrictive feature: 20 to 40 inches to paralithic bedrock Drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 5 percent Available water supply, 0 to 60 inches: Low (about 5.6 inches) Interpretive groups Land capability classification (irrigated): 4e Land capability classification (non irrigated): 4e Hydrologic Soil Group: D Ecological site: R067BY042CO - Clayey Plains Hydric soil rating: No e Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 5/24/2023 Page 1 of 2 Map Unit Description: Renohill clay loam, 3 to 9 percent slopes ---Weld County, Colorado, LIBERTY CNG - WELD COUNTY Southern Part Minor Components Shingle Percent of map unit: 10 percent Hydric soil rating: No Ulm Percent of map unit: 5 percent Hydric soil rating: No Data Source Information Soil Survey Area: Weld County, Colorado, Southern Part Survey Area Data: Version 21, Sep 1, 2022 e Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 5/24/2023 Page 2of2 Map Unit Description: Vona loamy sand, 5 to 9 percent slopes ---Weld County, Colorado, LIBERTY CNG - WELD COUNTY Southern Part Weld County, Colorado, Southern Part 74 —Vona loamy sand, 5 to 9 percent slopes Map Unit Setting National map unit symbol: 2x0j9 Elevation: 4,100 to 5,200 feet Mean annual precipitation: 12 to 17 inches Mean annual air temperature: 46 to 52 degrees F Frost -free period: 130 to 155 days Farmland classification: Not prime farmland Map Unit Composition Vona and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Vona Setting Landform: Hillslopes, hills Landform position (two-dimensional): Backslope Landform position (three-dimensional): Side slope Down -slope shape: Convex, linear Across -slope shape: Convex, linear Parent material: Eolian sands Typical profile A - 0 to 7 inches: loamy sand Bt1 - 7 to 14 inches: sandy loam Bt2 - 14 to 20 inches: sandy loam Bk - 20 to 45 inches: sandy loam C - 45 to 80 inches: loamy sand Properties and qualities Slope: 5 to 9 percent Depth to restrictive feature: More than 80 inches Drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): High (2.00 to 6.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 10 percent Maximum salinity: Nonsaline (0.1 to 1.0 mmhos/cm) Available water supply, 0 to 60 inches: Moderate (about 6.4 inches) Interpretive groups Land capability classification (irrigated): 6e e Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 5/24/2023 Page 1 of 2 Map Unit Description: Vona loamy sand, 5 to 9 percent slopes ---Weld County, Colorado, LIBERTY CNG - WELD COUNTY Southern Part Land capability classification (non irrigated): 6e Hydrologic Soil Group: A Ecological site: R067BY015OO - Deep Sand Hydric soil rating: No Minor Components Ascalon Percent of map unit: 5 percent Landform: I me rf l uves Landform position (three-dimensional): Interfluve Down -slope shape: Linear Across -slope shape: Linear Ecological site: R067BY024CO - Sandy Plains Hydric soil rating: No Manter Percent of map unit: 5 percent Landform: Interfluves, hills Landform position (two-dimensional): Backslope Landform position (three-dimensional): Interfluve, side slope Down -slope shape: Linear, convex Across -slope shape: Linear, convex Ecological site: R067BY024CO - Sandy Plains Hydric soil rating: No Olnest Percent of map unit: 3 percent Landform: Hills, interfluves Landform position (two-dimensional): Footslope, toeslope Landform position (three-dimensional): Base slope, interfluve Down -slope shape: Concave, linear Across -slope shape: Concave, linear Ecological site: R067BY024CO - Sandy Plains Hydric soil rating: No Valent Percent of map unit: 2 percent Landform: Dunes Landform position (two-dimensional): Summit, shoulder, backslope Landform position (three-dimensional): Nose slope, side slope, crest Down -slope shape: Convex, linear Across -slope shape: Convex, linear Ecological site: R067BY015CO - Deep Sand Hydric soil rating: No Data Source Information Soil Survey Area: Weld County, Colorado, Southern Part Survey Area Data: Version 21, Sep 1, 2022 e Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 5/24/2023 Page 2of2 40° 21' 12" N 40° 20' 48" N 1 104° 3G' 14" W 104° 3G' 14" W I 533700 533800 Hydrologic Soil Group —Weld County, Colorado, Southern Part (LIBERTY CNG - WELD COUNTY) 534000 Map Scale: 1:5,230 if printed on A landscape (11" x 8.5") sheet Meters 0 50 100 200 300 5'34100 Feet 0 250 500 1000 1500 Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 534200 I I 534300 534400 534500 I 534600 104° 35'25"W S 8 1040 35' 25" W 40° 21' 12" N 40° 20' 48" N ,b Natural Resources lain Conservation Service Web Soil Survey National Cooperative Soil Survey 5/24/2023 Page 1 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Part LIBERTY CNG - WELD COUNTY Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 45 Olney 5 loamy percent slopes sand, 3 to B 17.2 14.9% 47 Olney fine 1 to 3 sandy loam, percent slopes B 31.7 27.5% 48 Olney fine 3 to 5 sandy percent loam, slopes B 29.5 25.6% 56 Renohill 3 percent clay loam, slopes 0 to D 16.9 14.7% 57 Renohill 9 clay loam, percent slopes 3 to D 15.5 13.4% 74 Vona loamy sand, percent slopes 5 to 9 A 4.5 3.9% Totals for Area of Interest 115.4 100.0% e Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 5/24/2023 Page 3of4 Hydrologic Soil Group —Weld County, Colorado, Southern Part LIBERTY CNG - WELD COUNTY 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 CID). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, BID, or CID), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie -break Rule: Higher e Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 5/24/2023 Page 4of4 Physical Soil Properties ---Weld County, Colorado, Southern Part LIBERTY CNG - WELD COUNTY Physical Soil Properties This table shows estimates of some physical characteristics and features that affect soil behavior. These estimates are given for the layers of each soil in the survey area. The estimates are based on field observations and on test data for these and similar soils. Depth to the upper and lower boundaries of each layer is indicated. Particle size is the effective diameter of a soil particle as measured by sedimentation, sieving, or micrometric methods. Particle sizes are expressed as classes with specific effective diameter class limits. The broad classes are sand, silt, and clay, ranging from the larger to the smaller. Sand as a soil separate consists of mineral soil particles that are 0.05 millimeter to 2 millimeters in diameter. In this table, the estimated sand content of each soil layer is given as a percentage, by weight, of the soil material that is less than 2 millimeters in diameter. Silt as a soil separate consists of mineral soil particles that are 0.002 to 0.05 millimeter in diameter. In this table, the estimated silt content of each soil layer is given as a percentage, by weight, of the soil material that is less than 2 millimeters in diameter. Clay as a soil separate consists of mineral soil particles that are less than 0.002 millimeter in diameter. In this table, the estimated clay content of each soil layer is given as a percentage, by weight, of the soil material that is less than 2 millimeters in diameter. The content of sand, silt, and clay affects the physical behavior of a soil. Particle size is important for engineering and agronomic interpretations, for determination of soil hydrologic qualities, and for soil classification. The amount and kind of clay affect the fertility and physical condition of the soil and the ability of the soil to adsorb cations and to retain moisture. They influence shrink -swell potential, saturated hydraulic conductivity (Ksat), plasticity, the ease of soil dispersion, and other soil properties. The amount and kind of clay in a soil also affect tillage and earthmoving operations. Moist bulk density is the weight of soil (ovendry) per unit volume. Volume is measured when the soil is at field moisture capacity, that is, the moisture content at 1/3- or 1/10 -bar (33kPa or 10kPa) moisture tension. Weight is determined after the soil is dried at 105 degrees C. In the table, the estimated moist bulk density of each soil horizon is expressed in grams per cubic centimeter of soil material that is less than 2 millimeters in diameter. Bulk density data are used to compute linear extensibility, shrink -swell potential, available water capacity, total pore space, and other soil properties. The moist bulk density of a soil indicates the pore space available for water and roots. Depending on soil texture, a bulk density of more than 1.4 can restrict water storage and root penetration. Moist bulk density is influenced by texture, kind of clay, content of organic matter, and soil structure. e Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 5/24/2023 Page 1 of 6 Physical Soil Properties ---Weld County, Colorado, Southern Part LIBERTY CNG - WELD COUNTY Saturated hydraulic conductivity (Ksat) refers to the ease with which pores in a saturated soil transmit water. The estimates in the table are expressed in terms of micrometers per second. They are based on soil characteristics observed in the field, particularly structure, porosity, and texture. Saturated hydraulic conductivity (Ksat) is considered in the design of soil drainage systems and septic tank absorption fields. Available water capacity refers to the quantity of water that the soil is capable of storing for use by plants. The capacity for water storage is given in inches of water per inch of soil for each soil layer. The capacity varies, depending on soil properties that affect retention of water. The most important properties are the content of organic matter, soil texture, bulk density, and soil structure. Available water capacity is an important factor in the choice of plants or crops to be grown and in the design and management of irrigation systems. Available water capacity is not an estimate of the quantity of water actually available to plants at any given time. Linear extensibility refers to the change in length of an unconfined clod as moisture content is decreased from a moist to a dry state. It is an expression of the volume change between the water content of the clod at 1/3- or 1/10 -bar tension (33kPa or 10kPa tension) and oven dryness. The volume change is reported in the table as percent change for the whole soil. The amount and type of clay minerals in the soil influence volume change. Linear extensibility is used to determine the shrink -swell potential of soils. The shrink -swell potential is low if the soil has a linear extensibility of less than 3 percent; moderate if 3 to 6 percent; high if 6 to 9 percent; and very high if more than 9 percent. If the linear extensibility is more than 3, shrinking and swelling can cause damage to buildings, roads, and other structures and to plant roots. Special design commonly is needed. Organic matter is the plant and animal residue in the soil at various stages of decomposition. In this table, the estimated content of organic matter is expressed as a percentage, by weight, of the soil material that is less than 2 millimeters in diameter. The content of organic matter in a soil can be maintained by returning crop residue to the soil. Organic matter has a positive effect on available water capacity, water infiltration, soil organism activity, and tilth. It is a source of nitrogen and other nutrients for crops and soil organisms. Erosion factors are shown in the table as the K factor (Kw and Kf) and the T factor. Erosion factor K indicates the susceptibility of a soil to sheet and rill erosion by water. Factor K is one of six factors used in the Universal Soil Loss Equation (USLE) and the Revised Universal Soil Loss Equation (RUSLE) to predict the average annual rate of soil loss by sheet and rill erosion in tons per acre per year. The estimates are based primarily on percentage of silt, sand, and organic matter and on soil structure and Ksat. Values of K range from 0.02 to 0.69. Other factors being equal, the higher the value, the more susceptible the soil is to sheet and rill erosion by water. Erosion factor Kw indicates the erodibility of the whole soil. The estimates are modified by the presence of rock fragments. Erosion factor Kf indicates the erodibility of the fine -earth fraction, or the material less than 2 millimeters in size. e Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 5/24/2023 Page 2of6 Physical Soil Properties ---Weld County, Colorado, Southern Part LIBERTY CNG - WELD COUNTY Erosion factor T is an estimate of the maximum average annual rate of soil erosion by wind and/or water that can occur without affecting crop productivity over a sustained period. The rate is in tons per acre per year. Wind erodibility groups are made up of soils that have similar properties affecting their susceptibility to wind erosion in cultivated areas. The soils assigned to group 1 are the most susceptible to wind erosion, and those assigned to group 8 are the least susceptible. The groups are described in the "National Soil Survey Handbook." Wind erodibility index is a numerical value indicating the susceptibility of soil to wind erosion, or the tons per acre per year that can be expected to be lost to wind erosion. There is a close correlation between wind erosion and the texture of the surface layer, the size and durability of surface clods, rock fragments, organic matter, and a calcareous reaction. Soil moisture and frozen soil layers also influence wind erosion. Reference: United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430 -VI. (http://soils.usda.gov) e Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 5/24/2023 Page 3of6 Physical Soil Properties ---Weld County, Colorado, Southern Part LIBERTY CNG - WELD COUNTY Report Physical Soil Properties Three values are provided to identify the expected Low (L), Representative Value (R), and High (H). Physical Soil Properties -Weld County, Colorado, Southern Part Map and symbol soil name Depth Sand Silt Clay density Moist bulk Saturated hydraulic conductivity Available water capacity extensibility Linear Organic matter Erosion factors Wind erodibility group Wind erodibility index Kw Kf T In Pct Pct Pct g/cc micro m/sec In/In Pct Pct 45 —Olney sand, percent loamy 3 slopes to 5 Olney 0-10 -84- - 9- 5- 8- 10 1.45-1.50 42.00-92.00-14 0.06-0.08-0. 0.0- 1.5- 2.9 0.5- 0.8- .15 .15 5 2 134 -1.55 1.00 10 1.0 10-20 -56- -18- 18-27- 35 1.25-1.33 4.23-9.00-14.11 0.13-0.15-0. 0.0- 1.5- 2.9 0.5- 0.8- .20 .20 -1.40 17 1.0 20-25 -60- -18- 15-23- 30 1.25-1.33 4.23-9.00-14.11 0.11-0.13-0. 0.0- 1.5- 2.9 0.0- 0.3- .24 .24 -1.40 15 0.5 25-60 -64- -27- 5-10- 15 1.40-1.50 14.11-28.00-42. 0.06-0.10-0. 0.0- 1.5- 2.9 0.0- 0.3- .37 .37 -1.60 33 13 0.5 47 —Olney fine loam, percent sandy 1 to 3 slopes Olney 0-10 -65- -20- 10-15- 20 1.35-1.43 4.00-23.00-42.0 0.13-0.14-0. 0.0- 1.5- 2.9 0.5- 0.8- .24 .24 5 3 86 -1.50 0 15 1.0 10-20 -56- -18- 18-27- 35 1.25-1.33 4.23-9.00-14.11 0.13-0.15-0. 0.0- 1.5- 2.9 0.5- 0.8- .20 .20 -1.40 17 1.0 20-25 -60- -18- 15-23- 30 1.25-1.33 4.23-9.00-14.11 0.11-0.13-0. 0.0- 1.5- 2.9 0.0- 0.3- .24 .24 -1.40 15 0.5 25-60 -64- -27- 5-10- 15 1.40-1.50 14.11-28.00-42. 0.06-0.10-0. 0.0- 1.5- 2.9 0.0- 0.3- .37 .37 -1.60 33 13 0.5 Natural Resources �� Conservation Service Web Soil Survey National Cooperative Soil Survey 5/24/2023 Page 4of6 Physical Soil Properties ---Weld County, Colorado, Southern Part LIBERTY CNG - WELD COUNTY Physical Soil Properties -Weld County, Colorado, Southern Part Map and symbol soil name Depth Sand Silt Clay Moist bulk density Saturated hydraulic conductivity Available water capacity extensibility Linear Organic matter Erosion factors Wind erodibility group Wind erodibility index Kw Kf T In Pct Pct Pct g/cc micro m/sec In/In Pct Pct 48 —Olney 5 fine loam, percent sandy 3 to slopes Olney 0-10 -65- -20- 10-15- 20 1.35-1.43 -1.50 4.00-23.00-42.0 0 0.13-0.14-0. 15 0.0- 1.5- 2.9 0.5- 1.0 0.8- .24 .24 5 3 86 10-20 -56- -18- 18-27- 35 1.25-1.33 -1.40 4.23-9.00-14.11 0.13-0.15-0. 17 0.0- 1.5- 2.9 0.5- 0.8- 1.0 .20 .20 20-25 -60- -18- 15-23- 30 1.25-1.33 -1.40 4.23-9.00-14.11 0.11-0.13-0. 15 0.0- 1.5- 2.9 0.0- 0.3- 0.5 .24 .24 25-60 -64- -27- 5-10- 15 1.40-1.50 -1.60 14.11-28.00-42. 33 0.06-0.10-0. 13 0.0- 1.5- 2.9 0.0- 0.3- 0.5 .37 .37 56 Renohill 3 loam, percent 0 clay to slopes Renohill 0-9 -33- -36- 27-31- 34 1.25-1.33 -1.40 1.41-3.00-4.23 0.17-0.19-0. 20 3.0- 4.5- 5.9 1.0- 1.5- 2.0 .28 .28 3 6 48 9-32 -27- -36- 35-38- 55 1.15-1.28 -1.40 0.42-1.00-1.41 0.14-0.17-0. 20 6.0- 7.5- 8.9 0.5- 1.0 0.8- .32 .32 32-36 - - - - 0.42-1.00-1.41 — — 57—Renohill 9 loam, percent 3 clay to slopes Renohill 0-9 -33- -36- 27-31- 34 1.25-1.33 -1.40 1.41-3.00-4.23 0.17-0.19-0. 20 3.0- 4.5- 5.9 1.0- 1.5- 2.0 .28 .28 3 6 48 9-32 -27- -36- 35-38- 55 1.15-1.28 -1.40 0.42-1.00-1.41 0.14-0.17-0. 20 6.0- 7.5- 8.9 0.5- 0.8- 1.0 .32 .32 32-36 - - - - 0.42-1.00-1.41 — — — Natural Resources �� Conservation Service Web Soil Survey National Cooperative Soil Survey 5/24/2023 Page 5of6 Physical Soil Properties ---Weld County, Colorado, Southern Part LIBERTY CNG - WELD COUNTY Physical Soil Properties -Weld County, Colorado, Southern Part Map symbol Depth Sand Silt Clay Moist Saturated Available Linear Organic Erosion Wind Wind and soil name bulk hydraulic water extensibility matter factors erodibility erodibility density conductivity capacity group index Kw Kf T In Pct Pct Pct g/cc micro m/sec In/In Pct Pct 74 Von 9 a sand, percent loamy 5 to slopes Vona 0-7 77-78- 88 5-17- 20 3- 5- 8 1.58-1.64 42.34-91.74-14 0.08-0.09-0. 0.0- 0.4- 0.6 0.5- 1.0- .20 .20 5 2 134 -1.70 1.14 11 1.3 7-14 57-67- 75 12-20- 30 8-13- 17 1.57-1.58 14.11-28.23-42. 0.10-0.11-0. 0.5- 1.3- 1.6 0.5- 0.8- .24 .24 -1.60 34 14 1.0 14-20 57-67- 75 12-23- 30 8-10- 17 1.62-1.64 14.11-28.23-42. 0.10-0.12-0. 0.5- 1.0- 1.6 0.3- 0.5- .28 .28 -1.65 34 14 0.8 20-45 60-67- 88 5-23- 30 3-10- 15 1.49-1.59 14.11-28.23-14 0.07-0.12-0. 0.0- 0.6- 1.3 0.0- 0.3- .17 .17 -1.69 1.14 15 0.5 45-80 60-78- 88 5-17- 30 3- 5- 15 1.56-1.58 14.11-91.74-14 0.07-0.09-0. 0.0- 0.0- 1.3 0.0- 0.1- .15 .15 -1.61 1.14 14 0.5 Data Source Information Soil Survey Area: Weld County, Colorado, Southern Part Survey Area Data: Version 21, Sep 1, 2022 Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 5/24/2023 Page 6 of 6 National Flood Hazard Layer FIRMette FEMA Legend 104°36'1"W 40°21'13"N 104°35'24"W 40°20'45"N 0 250 500 TSN RW1 AREA OF- MINIMAL FL z 1,000 1,500 0R1,2:30775E efl`. 1/20/2016 14NR 64W Se 400 _ - it Feet 2,000 1:6,000 SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOOD HAZARD AREAS Without Base Flood Elevation (BFE) Zone A, V. A99 With BFE or Depth Zone AE, AO, AN, VE, AR Regulatory Floodway OTHER AREAS OF FLOOD HAZARD OTHER AREAS GENERAL STRUCTURES OTHER FEATURES MAP PANELS 0.2% Annual Chance Flood Hazard, Areas of 1% annual chance flood with average depth less than one foot or with drainage areas of less than one square mile Future Conditions 1% Annual Chance Flood Hazard Area with Reduced Flood Risk due to Levee. See Notes. Zone X Area with Flood Risk due to Levee Zone D NO SCREEN Area of Minimal Flood Hazard zone x Effective LOM Rs Area of Undetermined Flood Hazard Zone D - Channel, Culvert, or Storm Sewer milli Levee, Dike, or Floodwall 20.2 Cross Sections with 1% Annual Chance 1765 Water Surface Elevation 8 - - - - Coastal Transect .� ,1 n Base Flood Elevation Line (BFE) Limit of Study Jurisdiction Boundary - - - - Coastal Transect Baseline Profile Baseline Hydrographic Feature Digital Data Available No Digital Data Available Unmapped The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location. This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA. This map was exported on 7/13/2023 at 2:23 PM and does not reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or become superseded by new data over time. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. Basemap imagery Source: USGS National Map 2023 APPENDIX B Hydrologic Calculations (Historic & Developed Condition) Rational Method Calculations Weighted "C" Calculations Weighted Slope Calculations Time of Concentration Runoff Calculations Hydrologic Calculation Reference Materials Intensity -Duration Curves for Rational Method (WCECC, 2021) Rational Method (WCECC, 2021) Percent Imperviousness Values (WCECC, 2021) Comp C Runoff Coefficients (WCECC, 2021) Time of Concentration (WCECC, 2021) Point Precipitation Frequency Estimates (NOAA Atlas 14, Volume 8, Version 2) Rational Method Calculations rcw Project No. 23009 LIBERTY CNG TERMINAL Final Drainage Report 08/1/2023 12:31 PM WEIGHTED "C" CALCULATIONS -REFERENCE WCECC (2021), Table 5-2 - Percentage Impervious Values for Weld County -REFERENCE WCECC (2021), Tables 5-3 to 5-5 - Runoff Coefficient Equations for Weld County/2007 MHFD (HSG-A, HSG-B, HSG-C/D) Historic/ Undeveloped Roof, Drives & Walks Pavement, Pond Industrial (Light Areas) Packed Gravel Surfacing Recycle Asphalt Pavement % Imperv. SOIL HYDRO 2% 90% 100% 80% 40% 75% Total Total Percent A SOIL B SOIL C/D SOIL 2 year 5 year 10 year 100 Year BASIN GROUP Area Area Area Area Area Area Area (ft2) Area (Ac) Impervious AREA AREA AREA C C C C H1 A,B 68,853 68,853 1.58 2.0% 0.03 1.55 0.00 0.00 0.08 0.16 0.36 H2 A,B 303,991 303,991 6.98 2.0% 0.33 6.64 0.00 0.00 0.07 0.16 0.36 OS1 A,B,D 18,712 18,712 0.43 2.0% 0.18 0.09 0.16 0.00 0.07 0.16 0.36 OS2 AMID 505,820 11,610 517,430 11.88 2.9% 0.83 5.57 5.48 0.02 0.12 0.21 0.42 OS3 B 65,685 1,040 18,930 85,655 1.97 11.6% 0.00 1.97 0.00 0.06 0.15 0.23 0.41 D1 A,B 690 27,004 41,159 68,853 1.58 64.0% 0.03 1.55 0.00 0.40 0.44 0.49 0.58 D2 A,B 5,955 33,400 227,005 266,360 6.11 48.6% 0.33 5.78 0.00 0.28 0.34 0.39 0.52 D3 B 37,632 37,632 0.86 40.0% 0.00 0.86 0.00 0.23 0.30 0.36 0.50 SUM D2 -D3 A,B 0 5,955 33,400 0 264,637 0 303,991 6.98 47.6% 0.33 6.64 0.00 0.28 0.33 0.39 0.51 SUM D1 -D3 AM 0 6,645 60,403 0 305,796 0 372,844 8.56 50.6% 0.37 8.19 0.00 0.30 0.35 0.41 0.52 SUM OS2-OS3 A,B,D 571,505 0 1,040 0 30,540 0 603,085 13.84 4.1% 0.83 7.54 5.48 0.02 0.12 0.21 0.42 Crestone Consultants, LLC Page 1 of 7 Project No. 23009 WEIGHTED "SLOPE" CALCULATIONS -REFERENCE UDSCM (VOL. 1), Figure RO-10 - Slope Correction for Natural & Grass -Lined Channels (2007-01) LIBERTY CNG TERMINAL Final Drainage Report 08/1/2023 12:31 PM TRAVEL SEGMENTS DESIGN MEASURED ADJUSTED MEASURED ADJUSTED MEASURED ADJUSTED MEASURED ADJUSTED TOTAL WEIGHTED BASIN POINT LENGTH 1 SLOPE 1 SLOPE 1 LENGTH 2 SLOPE 2 SLOPE 2 LENGTH 3 SLOPE 3 SLOPE 3 LENGTH 4 SLOPE 4 SLOPE 4 LENGTH SLOPE ft % % ft % % ft % % ft % % ft % H1 H1 252 2.80% 2.80% 252 2.80% H2 H2 518 2.70% 2.70% 518 2.70% OS1 OS1 201 1.26% 1.26% 154 2.90% 2.90% 355 1.80% OS2 052 521 1.00% 1.00% 624 2.82% 2.82% 1145 1.80% OS3 OS3 19 4.15% 4.15% 308 2.68% 2.68% 496 2.21% 2.21% 823 2.40% D1 D1 18 25.00% 25.00% 331 1.05% 1.05% 11 15.00% 15.00% 33 1.00% 1.00% 393 1.40% D2 D2 18 25.00% 25.00% 534 1.17% 1.17% 44 9.40% 9.40% 236 1.34% 1.34% 832 1.50% D3 D3 13 25.00% 25.00% 147 1.25% 1.25% 48 11.00% 11.00% 208 2.90% SUM D1 -D3 Crestone Consultants, LL C Page 2 of 7 Project No. 23009 TIME OF CONCENTRATION Forest & Heavy Meadow Tillage/Field LIBERTY CNG TERMINAL Final Drainage Report Watercourse Coefficient 2.5 Short Pasture & Lawns 5 Nearly Bare Ground 7 10 08/1/2023 12:31 PM Grassed Waterway 15 Paved Areas & Shallow Paved Swales 20 SUB -BASIN DATA INITIAL / TIME OVERLAND TRAVEL T(t) TIME (URBANIZED T(c) & CHECK BASINS) FINAL T(c) DESIGN DRAIN AREA C(5) Length Slope T(i) Length Slope Coeff. Vel T(t) COMP. TOTAL T(c) CHECK POINT BASIN ac ft % min ft % ft/s min T(c) LENGTH UDFCD RO-5 min. H1 H1 1.58 0.08 200 2.8 18.63 52 2.8 7.0 1.2 0.74 19.37 252 N/A 19.37 H2 H2 6.98 0.07 250 2.7 21.13 268 2.7 7.0 1.2 3.88 25.01 518 N/A 25.01 OS1 OS1 0.43 0.07 250 1.8 24.14 105 1.8 7.0 0.9 1.86 26.00 355 N/A 26.00 OS2 OS2 11.88 0.12 250 1.8 23.11 895 1.8 7.0 0.9 15.87 38.98 1145 N/A 38.98 OS3 OS3 1.97 0.15 19 2.4 5.62 804 2.4 7.0 1.1 12.41 18.03 823 14.57 14.57 D1 D1 1.58 0.44 18 1.4 4.52 375 1.4 15.0 1.8 3.53 10.00 393 12.18 10.00 D2 D2 6.11 0.34 18 1.5 5.10 814 1.5 15.0 1.8 7.37 12.47 832 14.62 12.47 D3 D3 0.86 0.30 13 2.9 3.68 195 2.9 15.0 2.6 1.27 10.00 208 11.16 10.00 Crestone Consultants, LLC Page 3of7 Project No. 23009 RUNOFF CALCULATIONS (Rational Method Procedure) LIBERTY CNG TERMINAL Final Drainage Report I = 28.5 P 1/(10+Tao.786 Rainfall Depth -Duration -Frequency (1 -hr) = (From NOAA Atlas 14, Vol 8, Ver 2 - La Salle, CO) 0.86 Design Storm 2 Year REMARKS BASIN INFORMATION DIRECT RUNOFF TOTAL RUNOFF DESIGN POINT DRAIN BASIN AREA ac. RUNOFF COEFF T(c) min C x A I in/hr cfs Q T(c) min SUM C x A I in/hr cfs Q H1 H1 1.58 0.00 H2 H2 6.98 0.00 OS1 OS1 0.43 0.00 OS2 OS2 11.88 0.02 38.98 0.19 1.16 0.2 OS3 OS3 1.97 0.06 14.57 0.11 1.99 0.2 38.98 0.30 1.16 0.3 SUM OS2-OS3 D1 D1 1.58 0.40 10.00 0.63 2.34 1.5 D2 D2 6.11 0.28 12.47 1.73 2.13 3.7 D3 D3 0.86 0.23 10.00 0.20 2.34 0.5 12.47 1.93 2.13 4.1 SUM D2 -D3 12.47 2.56 2.13 5.5 SUM D1 -D3 08/1/2023 12:31 PM Crestone Consultants, LLC Page4of7 Project No. 23009 RUNOFF CALCULATIONS (Rational Method Procedure) LIBERTY CNG TERMINAL Final Drainage Report I = 28.5 P 1/(10+Tao.786 Rainfall Depth -Duration -Frequency (1 -hr) = (From NOAA Atlas 14, Vol 8, Ver 2 - La Salle, CO) 1.14 Design Storm 5 Year REMARKS BASIN INFORMATION DIRECT RUNOFF TOTAL RUNOFF DESIGN POINT DRAIN BASIN AREA ac. RUNOFF COEFF T(c) min C x A I in/hr cfs Q T(c) min SUM C x A I in/hr cfs Q H1 H1 1.58 0.08 19.37 0.12 2.28 0.3 H2 H2 6.98 0.07 25.01 0.51 1.99 1.0 OS1 OS1 0.43 0.07 26.00 0.03 1.94 0.1 OS2 OS2 11.88 0.12 38.98 1.39 1.53 2.1 OS3 OS3 1.97 0.15 14.57 0.29 2.62 0.8 38.98 1.68 1.53 2.6 SUM OS2-OS3 D1 D1 1.58 0.44 10.00 0.70 3.08 2.1 D2 D2 6.11 0.34 12.47 2.07 2.81 5.8 D3 D3 0.86 0.30 10.00 0.26 3.08 0.8 12.47 2.33 2.81 6.6 SUM D2 -D3 12.47 3.03 2.81 8.5 SUM D1 -D3 08/1/2023 12:31 PM Crestone Consultants, LLC Page 5of7 Project No. 23009 RUNOFF CALCULATIONS (Rational Method Procedure) LIBERTY CNG TERMINAL Final Drainage Report I = 28.5 P 1/(10+Tao.786 Rainfall Depth -Duration -Frequency (1 -hr) = (From NOAA Atlas 14, Vol 8, Ver 2 - La Salle, CO) 1.41 Design Storm 10 Year REMARKS BASIN INFORMATION DIRECT RUNOFF TOTAL RUNOFF DESIGN POINT DRAIN BASIN AREA ac. RUNOFF COEFF T(c) min C x A I in/hr cfs Q T(c) min SUM C x A I in/hr cfs Q H1 H1 1.58 0.16 19.37 0.26 2.82 0.7 H2 H2 6.98 0.16 25.01 1.12 2.46 2.8 OS1 OS1 0.43 0.16 26.00 0.07 2.40 0.2 OS2 OS2 11.88 0.21 38.98 2.48 1.89 4.7 OS3 OS3 1.97 0.23 14.57 0.45 3.24 1.5 38.98 2.93 1.89 5.5 SUM OS2-OS3 D1 D1 1.58 0.49 10.00 0.77 3.81 2.9 D2 D2 6.11 0.39 12.47 2.41 3.48 8.4 D3 D3 0.86 0.36 10.00 0.31 3.81 1.2 12.47 2.73 3.48 9.5 SUM D2 -D3 12.47 3.49 3.48 12.2 SUM D1 -D3 08/1/2023 12:31 PM Crestone Consultants, LLC Page 6 of 7 Project No. 23009 RUNOFF CALCULATIONS (Rational Method Procedure) LIBERTY CNG TERMINAL Final Drainage Report I = 28.5 P 1/(10+Tao.786 Rainfall Depth -Duration -Frequency (1 -hr) = (From NOAA Atlas 14, Vol 8, Ver 2 - La Salle, CO) 2.70 Design Storm 100 Year REMARKS BASIN INFORMATION DIRECT RUNOFF TOTAL RUNOFF DESIGN POINT DRAIN BASIN AREA ac. RUNOFF COEFF T(c) min C x A I in/hr cfs Q T(c) min SUM C x A I in/hr cfs Q H1 H1 1.58 0.36 19.37 0.57 5.40 3.1 H2 H2 6.98 0.36 25.01 2.48 4.70 11.7 OS1 OS1 0.43 0.36 26.00 0.15 4.60 0.7 OS2 OS2 11.88 0.42 38.98 5.03 3.61 18.2 OS3 OS3 1.97 0.41 14.57 0.81 6.21 5.0 38.98 5.83 3.61 21.1 SUM OS2-OS3 D1 D1 1.58 0.58 10.00 0.92 7.30 6.7 D2 D2 6.11 0.52 12.47 3.15 6.67 21.0 D3 D3 0.86 0.50 10.00 0.43 7.30 3.1 12.47 3.58 6.67 23.9 SUM D2 -D3 12.47 4.50 6.67 30.0 SUM D1 -D3 08/1/2023 12:31 PM Crestone Consultants, LLC Page 7 of 7 Hydrologic Calculation Reference Materials 5.3.2 Data Collection The County uses information and data provided by FEMA, the National Oceanic and Atmospheric Administration (NOAA), the U.S. Geological Survey (USGS), private consulting engineers, and the Colorado Water Conservation Board (CWCB). Before commencing design of any drainage project, designers should collect and evaluate data for the particular watershed area under consideration. Unless explicitly stated otherwise, Weld County will allow the use of data collection methodologies other than what is recommended in this WCECC on a case -by -case basis when complete documentation of all assumptions is provided. Weld County reserves the right to review alternatives and compare with other commonly used approaches, including those discussed in the USDCM. 5.4 RAINFALL The designer should use the most appropriate and best available data for the project area in determining the rainfall quantities. Local rainfall data shall be obtained from NOAA Atlas 14: Precipitation -Frequency Atlas of the United States, Volume 8 (Atlas 14) unless otherwise approved by the Department of Public Works, or unless otherwise specified in urbanized jurisdictions and existing master plans. The use of synthetic rainfall distribution data is not permitted. 5.4.1.1 Intensity Duration Curves for Rational Method To develop depth -duration curves or intensity -duration curves for the Rational Method of runoff analysis, the 1 -hour depth(s) obtained from NOAA Atlas 14 can be applied to Equation 5-1 below for the duration (or durations) of interest: 28.5131 1 - (10+Td)0.786 Where: • I= rainfall intensity (inches per hour) • P1= 1 -hour point rainfall depth (inches) • Td= storm duration (minutes) Eq. 5.4.1 For more details regarding the development of rainfall information, refer to the Rainfall chapter of the USDCM, Volume 1. 5.5 RUNOFF For more details regarding the development of runoff information, refer to Chapter 8, Article XI, of the Weld County Code and the Runoff chapter of the USDCM, Volume 1. The County explicitly uses the 2007 version of the Runoff chapter of USDCM, Volume 1 and, as such, it has been made available on the Weld County website. Depending on the size and location of a project, there are three allowable stormwater runoff calculation methods. Table 5-1 below summarizes the allowable methodology. When designing a site with multiple detention basins in parallel or series, the use of Stormwater Management Model (SWMM) is required for routing. Weld County does not allow the use of CUHP. WELD COUNTY ENGINEERING & CONSTRUCTION CRITERIA X 38 Table 5-1 Runoff Coefficient Equations for Weld County/2008 MHFD (HSG-a) Size of Basin Allowable Runoff Calculation Method Less than 5 acres Rational Method required 5 to 160 Acres Rational Method or SWMM allowable Greater than 160 acres SWMM is required 5.5.1 The Rational Method The Rational Method is a simplistic method for determining peak runoff from a proposed development or road construction project. It should not be used for basins greater than 160 acres. Refer to the Runoff chapter of the USDCM, volume 1 provided on the County Website for more information regarding application of the Rational Method. The design engineer shall use the Rational Method to perform runoff calculations (for basin sizes under 160 acres). The spreadsheet used to perform runoff calculations, UD-Rationalv1.02, is available for download on the Department of Public Works Development Review webpage. This spreadsheet utilizes the rational method "C -values" from the 2007 design manual (shown in Table 5-3 through Table 5-5 below). The design consultant may use the downloadable spreadsheets or may create their own based on the information provided in the following portion of this document. The created spreadsheets must use the older 2007 C -values or they will not be accepted. A copy of these runoff coefficients are provided in Appendix E and on the Weld County Development Review webpage. The rational formula is as follows: Q=CxIxA Eq. 5.5.1 Where: Q = peak runoff rate, cfs C = runoff coefficient, dimensionless I = rainfall intensity at the time of concentration, in/hr A = area of the basin, acres The runoff coefficient, C, represents the effects of infiltration, evaporation, retention, and interception and is calculated based on the soil type and impervious percentages. Higher impervious percentage values (roofs, parking lots) mean the area does not readily allow water to infiltrate into the ground, whereas lower impervious percentage values (parks, green space) mean the area does allow water to infiltrate into the ground. The recommended impervious percentage values, I, for Weld County are provided in Table 5-2, below. WELD COUNTY ENGINEERING & CONSTRUCTION CRITERIA X 39 Table 5-2 Percentage Impervious Values for Weld County Land Use or Surface Characteristics Percent Impervious (%) Commercial 95 Residential: Single -Family Greater than 2.5 acres or larger 12 Greater than 0.75 acre to 2.5 acres 20 Greater than 0.25 acre to 0.75 acre 30 0.25 acre or smaller 45 Multi -Unit Detached 60 Multi -Unit Attached 75 Apartments 80 Industrial: Light 80 Heavy 90 Solar Facilities: A & B Soils 2 C & D Soils 25 Parks, Cemeteries 10 Playgrounds 25 Schools 55 Railroad Yard Areas 50 Roofs 90 Undeveloped Areas: Historic Flow Analysis 2 Greenbelts, Agricultural 2 Streets: Paved 100 Packed Cleared, Roads/Parking/Storage) Gravel Earthen (Includes Areas typically Road Base and used for Compacted, 40 Recycled Asphalt Pavement 75 Drives and Walks 90 Table 5-3 through Table 5-5 use the impervious percent value (expressed as a decimal) to calculate the runoff coefficients for Natural Resources Conservation Service (MRCS) hydrologic soil groups A, B, and C/D for various storm return periods. WELD COUNTY ENGINEERING & CONSTRUCTION CRITERIA I 40 Table 5-3 Runoff Coefficient Equations for Weld County/2007 MHFD (HSG-A) Equation Hydrologic Soil Group A 5 -Year 10 -Year 100 -Year (1.31i3- Cs = (-0.08i 1.4412+ - 0.12) + 0.09) 1.135i + (1.31i3- C10 = (-0.141 1.4412+ - 0.12) + 0.17) 1.135i + C10O (1.31i3- = (-0.25i 1.4412+ - 0.12) + 0.32) 1.1351 + 2% 0.00 0.07 0.22 5% 0.02 0.10 0.24 10% 0.06 0.14 0.28 15% 0.10 0.17 0.30 20% 0.13 0.20 0.33 25% 0.16 0.23 0.35 30% 0.19 0.25 0.37 35% 0.22 0.28 0.39 40% 0.25 0.30 0.41 45% 0.27 0.33 0.43 50% 0.30 0.35 0.45 55% 0.33 0.38 0.47 60% 0.37 0.41 0.50 65% 0.41 0.45 0.53 70% 0.45 0.49 0.56 75% 0.50 0.54 0.61 80% 0.56 0.60 0.66 85% 0.63 0.66 0.72 90% 0.71 0.73 0.79 95% 0.80 0.82 0.86 100% 0.90 0.92 0.96 WELD COUNTY ENGINEERING & CONSTRUCTION CRITERIA 1 41 Table 5-4 Runoff Coefficient Equations for Weld County/2007 MHFD (HSG-B) Equation Hydrologic Soil Group B 5 -Year 10 -Year 100 -Year C5 = (Ca + Ccd)/ 2 C10 = (Ca + Ccd)/ 2 0100 = (Ca + Ccd)/ 2 2% 0.08 0.17 0.36 5% 0.10 0.19 0.38 10% 0.14 0.22 0.40 15% 0.17 0.25 0.42 20% 0.20 0.27 0.44 25% 0.22 0.30 0.46 30% 0.25 0.32 0.47 35% 0.27 0.34 0.48 40% 0.30 0.36 0.50 45% 0.32 0.38 0.51 50% 0.35 0.40 0.52 55% 0.38 0.43 0.54 60% 0.41 0.46 0.56 65% 0.45 0.49 0.59 70% 0.49 0.53 0.62 75% 0.54 0.58 0.66 80% 0.59 0.63 0.70 85% 0.66 0.69 0.75 90% 0.73 0.75 0.81 95% 0.81 0.83 0.88 100% 0.90 0.92 0.96 WELD COUNTY ENGINEERING & CONSTRUCTION CRITERIA 1 42 Table 5-5 Runoff Coefficient Equations for Weld County/2007 MHFD (HSG C/D) Equation Hydrologic Soil Group C/D 5 -Year 10 -Year 100 -Year Cs = (-0.101 + 0.11) (0.858i3 - 0.78612 0.774i + 0.04) + + C10 = (-0.18i + 0.21) (0.858i3 - 0.78612+ 0.774i + 0.04) + C100 = (-0.39i + 0.46) + (0.858i3- 0.78612 + 0.774i + 0.04) 2% 0.16 0.26 0.51 5% 0.18 0.28 0.52 10% 0.21 0.30 0.53 15% 0.24 0.32 0.54 20% 0.26 0.34 0.55 25% 0.28 0.36 0.56 30% 0.30 0.38 0.57 35% 0.33 0.40 0.57 40% 0.35 0.42 0.58 45% 0.37 0.44 0.59 50% 0.40 0.46 0.60 55% 0.43 0.48 0.62 60% 0.46 0.51 0.63 65% 0.49 0.54 0.65 70% 0.53 0.57 0.68 75% 0.58 0.62 0.71 80% 0.63 0.66 0.74 85% 0.68 0.71 0.79 90% 0.75 0.77 0.83 95% 0.82 0.84 0.89 100% 0.90 0.92 0.96 5.5.1.1 Time of Concentration The time of concentration is calculated based on the length, slope, and cover in the basin. The time of concentration is calculated by adding the initial or overland flow time and the channelized travel time. Where: tc - ti + tt tc = Time of concentration, minutes t; = Initial or overland flow time, minutes tt = Channelized travel time, minutes 5.5.1.2 Initial or Overland Flow Time The initial or overland flow time will be calculated as follows: Eq. 5.5.1.1 WELD COUNTY ENGINEERING & CONSTRUCTION CRITERIA X43 Where: t 0.395(1.1 -CS) Li L So.33 0 Eq. 5.5.1.2 L;= Length of overland flow, ft (500 ft maximum for non -urbanizing undeveloped areas, 300 ft maximum for urbanizing or developed areas) So= Overland basin slope, ft/ft 5.5.1.3 Channelized Flow Time The channelized flow time (travel time) will be calculated as follows: Where: tt Lt Lt 60KVSo 60V Lt- Waterway length, ft So = Waterway slope, ft/ft K= NRCS Conveyance Factor (see Table 5-6) V= Travel time velocity, ft/s Table 5-6 NRCS Conveyance Factor, K Type of Land Surface NRCS Conveyance Factor Tillage/Field 5 Short pasture and lawns 7 Nearly bare ground 10 Grassed waterway 15 Paved areas and shallow paved swales 20 5.5.1.4 Urban Check Eq. 5.5.1.3 For developed and urbanizing basins, the maximum time of concentration shall not exceed the time of concentration calculated by the urban check equation as follows: Where: t = Lt 10 180 Lt= Waterway length, ft Eq. 5.5.1.4 The minimum time of concentration for urbanizing areas is 5 minutes and the minimum time of concentration for non -urbanizing areas is 10 minutes. WELD COUNTY ENGINEERING & CONSTRUCTION CRITERIA I 44 DRAINAGE CRITERIA MANUAL (V. 1) JO Jo .12 .02 .04 .06 .08 MEASURED SLOPE (ft../tt3 Figure RO-1 0 --Slope Correction for Natural and Grass -Lined Channels 2 00 7-01 Urban Drainage and Flood Control District RUNOFF RO-27 NOAA Atlas 14, Volume 8, Version 2 Location name: La Salle, Colorado, USA* Latitude: 40.3494°, Longitude: -104.5947° Elevation: milt** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Deborah Martin, Sandra Pavlovic, Ishani Roy, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Michael Yekta, Geoffery Bonnin NOAA, National Weather Service, Silver Spring, Maryland PF tabular I PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Average recurrence interval (years) Duration 1 2 5 10 25 50 100 200 500 1000 5 -min 0.244 (0.199-0.301) 0.295 (0.241-0.364) 0.392 (0.319-0.486) 0.485 (0.392-0.604) 0.632 (0.498-0.842) 0.760 (0.578-1.02) 0.901 (0.656-1.24) 1.06 (0.732-1.50) 1.28 (0.847-1.88) 1.47 (0.935-2.17) 10 -min 0.357 (0.292-0.441) 0.432 (0.353-0.533) 0.574 (0.467-0.711) 0.710 (0.574-0.885) 0.925 (0.729-1.23) A 1.11 (0.847-1.50) 1.32 (0.961-1.82) 1.55 (1.07-2.20) 1.88 (1.24-2.76) 2.15 (1.37-3.17) 15 -min 0.435 (0.356-0.537) 0.526 (0.430-0.651) 0.700 (0.569-0.867) 0.866 (0.700-1.08) 1.13 (0.889-1.50) 1.36 (1.03-1.82) 1.61 (1.17-2.22) 1.89 (1.31-2.69) 2.29 (1.51-3.36) 2.63 (1.67-3.87) 30 -min 0.584 (0.478-0.721) 0.706 (0.576-0.872) 0.937 (0.763-1.16) 1.16 (0.938-1.45) 1.52 (1.20-2.02) 1.82 (1.39-2.46) 2.17 (1.58-3.00) 2.55 (1.76-3.63) 3.10 (2.05-4.54) 3.56 (2.26-5.24) 60 -min 0.726 (0.594-0.896) 0.864 (0.706-1.07) 1.14 (0.926-1.41) 1.41 (1.14-1.76) 1.86 (1.47-2.50) 2.26 (1.72-3.05) 2.70 (1.97-3.75) 3.20 (2.22-4.57) 3.94 (2.60-5.78) 4.55 (2.89-6.70) 2-h r 0.868 (0.715-1.06) 1.02 (0.841-1.25) 1.34 (1.10-1.65) 1.66 (1.36-2.06) 2.20 (1.76-2.94) 2.69 (2.07-3.61) 3.24 (2.39-4.46) 3.86 (2.70-5.47) 4.78 (3.19-6.96) 5.55 (3.56-8.08) 3 -hr 0.951 (0.787-1.16) 1.11 (0.916-1.35) 1.44 (1.19-1.76) 1.79 (1.46-2.20) 2.37 (1.91-3.16) 2.90 (2.25-3.89) 3.51 (2.61-4.82) 4.20 (2.96-5.93) 5.23 (3.52-7.58) 6.10 (3.94-8.83) 6 -hr 1.09 (0.910-1.32) 1.28 (1.07-1.55) 1.67 (1.39-2.03) 2.06 (1.70-2.51) 2.70 (2.19-3.55) 3.28 (2.56-4.34) 3.93 (2.94-5.33) 4.66 (3.31-6.50) 5.74 (3.89-8.22) 6.64 (4.33-9.52) 12 -hr 1.27 (1.07-1.52) 1.51 (1.27-1.81) 1.96 (1.64-2.36) 2.40 (1.99-2.89) 3.07 (2.48-3.94) 3.65 (2.86-4.74) 4.29 (3.22-5.71) 4.99 (3.57-6.84) 6.01 (4.10-8.48) 6.84 (4.51-9.72) 24 -hr 1.51 (1.28-1.80) 1.78 (1.50-2.11) 2.27 (1.91-2.70) 2.72 (2.28-3.26) 3.42 (2.78-4.33) 4.01 (3.17-5.14) 4.66 (3.53-6.13) 5.37 (3.87-7.27) 6.38 (4.40-8.89) 7.20 (4.80-10.1) 2 -day 1.74 (1.48-2.05) 2.05 (1.75-2.42) 2.61 (2.21-3.08) 3.10 (2.61-3.68) 3.83 (3.13-4.77) 4.44 (3.52-5.60) 5.08 (3.87-6.58) 5.76 (4.19-7.69) 6.73 (4.68-9.25) 7.50 (5.04-10.4) 3 -day 1.90 (1.63-2.23) 2.22 (1.90-2.60) 2.78 (2.37-3.26) 3.28 (2.77-3.87) 4.01 (3.29-4.97) 4.62 (3.69-5.80) 5.27 (4.04-6.79) 5.96 (4.36-7.91) 6.94 (4.85-9.48) 7.72 (5.22-10.7) 4 -day 2.03 (1.75-2.37) 2.36 (2.02-2.75) 2.92 (2.50-3.42) 3.42 (2.91-4.03) 4.17 (3.43-5.13) , 4.78 (3.82-5.97) 5.43 (4.18-6.96) 6.12 (4.49-8.08) 7.10 (4.98-9.65) 7.87 (5.35-10.8) 7 -day 2.31 (2.00-2.67) 2.69 (2.32-3.12) 3.33 (2.86-3.87) 3.88 (3.32-4.53) 4.66 (3.84-5.65) 5.28 (4.24-6.50) 5.92 (4.58-7.49) 6.59 (4.86-8.59) 7.50 (5.30-10.1) 8.20 (5.63-11.2) 10 -day 2.55 (2.21-2.94) 2.98 (2.58-3.43) 3.68 (3.18-4.26) 4.27 (3.66-4.96) 5.08 r (4.20-6.11) 5.71 (4.60-6.98) 6.35 (4.92-7.96) 7.00 (5.18-9.04) 7.86 (5.58-10.5) 8.52 (5.87-11.6) 20 -day 3.26 (2.86-3.73) 3.77 (3.29-4.31) 4.58 (3.99-5.25) 5.25 (4.54-6.04) 6.14 (5.10-7.28) 6.82 (5.53-8.22) 7.48 (5.85-9.26) 8.14 (6.08-10.4) 8.99 (6.44-11.8) 9.62 (6.71-12.9) 30 -day 3.84 (3.38.4.36) 4.41 (3.87-5.01) 5.32 (4.65-6.07) 6.05 (5.26-6.94) 7.03 (5.87-8.27) 7.76 (6.33-9.29) 8.47 (6.65-10.4) 9.16 (6.88-11.6) 10.0 (7.23-13.1) 10.7 (7.50-14.3) 45 -day 4.54 (4.01-5.12) 5.21 (4.59-5.89) 6.27 (5.51-7.11) 7.11 (6.21-8.10) 8.22 (6.89-9.60) 9.04 (7.40-10.7) 9.81 (7.74-12.0) 10.6 (7.97-13.3) 11.5 (8.32-14.9) 12.2 (8.59-16.1) 60 -day 5.10 (4.52-5.74) 5.88 (5.20-6.62) 7.10 (6.26-8.02) 8.05 (7.06-9.14) 9.30 (7.81-10.8) 10.2 (8.37-12.0) 11.0 (8.74-13.4) 11.8 (8.96-14.8) 12.8 (9.31-16.5) 13.5 (9.57-17.8) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical PDS-based depth -duration -frequency (DOFC curves Latitude: 40.3494', Longitude: -104.5947' Precipitation depth (in) Precipitation depth (in) 14 12 10 U c ,c . 6 IA r -I R -I C .4" I I pic .a r Duration N U I -V. >4, UM fp f r FD f r4 N in r--I-I [ J 'CrCO 1 2 NOAH Atlas 14 Volume 8 Version 2 I I 1 5 10 25 50 100 200 500 1000 Average recurrence interval (years) Created (GMT): Wed May 24 19:20:33 2023 Back to Top Maps & aerials Small scale terrain Average recurrence interval (years). 1 2 5. 10 25 50 1OO 2OO 55OO 1OOO Duration 5 -miss — 2 -day 3 -day 4-day -Pirlirti 7 -day 10 -day 2 -hr — 20 -lay 3 -hr — 30 -day 6 -hr — 45 -day 12-br — 60 -day 24-h r Fir Lower Latham Reservoir 3km I _ I 2mi i i E145104' '14.11. FY 'licit/ 4.1f?P0.9 sr^ k Large scale map Large scale terrain Fort Collins 9eeFe Long molt r •. Boulder 11;.a.a er 100km 6�0mi Large scale aerial ,r' f Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer APPENDIX C Hydraulic Calculations (Developed Condition) Channel Sizing Calculations Culvert Sizing Calculations Riprap Sizing Calculations Detention Pond Sizing Calculations Hydraulic Calculation Reference Materials Channel Manning's n Values (WCECC, 2021) Riprap Sizing (WCECC, 2O21/UDFCD/USACE) Channel Sizing Calculations Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. CHANNEL 1 (CH1) - Q100 = 21.0 cfs [CAPACITY] Trapezoidal Bottom Width (ft) Side Slopes (z:1) Total Depth (ft) Invert Elev (ft) Slope C/o) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 103.00 102.50 102.00 101.50 101.00 100.50 100.00 99.50 5.00 4.00, 4.00 2.50 100.00 1.00 0.050 Known Q = 21.00 Section 0 5 10 15 20 25 30 35 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ftls) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Tuesday, Aug 1 2023 1.01 21.00 9.13 2.30 13.33 0.68 13.08 1.09 Depth (ft) 3.00 2.50 2.00 1.50 1.00 0.50 0.00 -0.50 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. CHANNEL 1 (CHI) - Q100 = 21.0 cfs [VELOCITY] Trapezoidal Bottom Width (ft) Side Slopes (z:1) Total Depth (ft) Invert Elev (ft) Slope C/o) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 103.00 102.50 102.00 101.50 101.00 100.50 100.00 99.50 5.00 4.00, 4.00 2.50 100.00 1.00 0.032 Known Q = 21.00 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ftls) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Tuesday, Aug 1 2023 0.81 21.00 6.67 3.15 11.68 0.68 11.48 0.96 0 5 10 15 20 25 30 35 Depth (ft) 3.00 2.50 2.00 1.50 1.00 0.50 0.00 -0.50 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Diversion Berm (DB1) - Q100 = 0.7 cfs [Capacity] U ser -defined Invert Elev (ft) S lope (%) N -Value Calculations Compute by: Known Q (cfs) 4803.06 3.00 0.050 Known Q = 0.70 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ftls) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) (Sta, El, n)-(Sta, El, n)... ( 0.00, 4805.00)-(2.00, 4805.00, 0.050)-(9.79, 4803.06, 0.050)-(79.99, 4804.08, 0.050)-(166.51, 4805.09, 0.050) Elev (ft) 4806.00 4805.50 4805.00 4804.50 4804.00 4803.50 4803.00 4802.50 Section Friday, Jul 21 2023 0.15 0.700 0.82 0.86 10.94 0.12 10.92 0.16 -20 0 20 40 60 80 100 120 140 160 180 200 Depth (ft) 2.94 2.44 1.94 1.44 0.94 0.44 - 0.06 - 0.56 Sta (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Diversion Berm (DB1) - Q100 = 0.7 cfs [Velocity] U ser -defined Invert Elev (ft) S lope (%) N -Value Calculations Compute by: Known Q (cfs) 4803.06 3.00 0.032 Known Q = 0.70 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ftls) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) (Sta, El, n)-(Sta, El, n)... ( 0.00, 4805.00)-(2.00, 4805.00, 0.032)-(9.79, 4803.06, 0.032)-(79.99, 4804.08, 0.032)-(166.51, 4805.09, 0.032) Elev (ft) 4806.00 4805.50 4805.00 4804.50 4804.00 4803.50 4803.00 4802.50 Section Friday, Jul 21 2023 0.13 0.700 0.61 1.14 9.48 0.12 9.46 0.15 -20 0 20 40 60 80 100 120 140 160 180 200 Depth (ft) 2.94 2.44 1.94 1.44 0.94 0.44 - 0.06 - 0.56 Sta (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Diversion Berm (DB2) - Q100 = 18.2 cfs [Capacity] User -defined Invert Elev (ft) Slope (%) N -Value Calculations Compute by: Known Q (cfs) 4799.00 0.50 0.050 Known Q = 18.20 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ftls) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Friday, Jul 21 2023 0.87 18.20 14.74 1.23 31.87 0.54 31.75 0.89 (Sta, El, n)-(Sta, El, n)... ( 0.00, 4801.00)-(0.01, 4801.00, 0.050)-(2.00, 4801.00, 0.050)-(10.00, 4799.00, 0.050)-(14.91, 4799.10, 0.050)-(16.57, 4799.14, 0.050)-(18.34, 4799.20, 0.050) -(30.91, 4799.62, 0.050)-(36.05, 4799.79, 0.050)-(52.40, 4800.38, 0.050)-(86.61, 4801.00, 0.050) Elev (ft) 4802.00 4801.50 4801.00 4800.50 4800.00 4799.50 4799.00 4798.50 Section -10 0 10 20 30 40 50 60 70 80 90 100 Depth (ft) 3.00 2.50 2.00 1.50 1.00 0.50 0.00 -0.50 Sta (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Friday, Jul 21 2023 Diversion Berm (DB2) - Q100 = 18.2 cfs [Velocity] User -defined Invert Elev (ft) Slope (%) N -Value Calculations Compute by: Known Q (cfs) 4799.00 0.50 0.032 Known Q = 18.20 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ftls) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) 0.73 18.20 10.61 1.72 27.25 0.54 27.15 0.78 (Sta, El, n)-(Sta, El, n)... ( 0.00, 4801.00)-(0.01, 4801.00, 0.032)-(2.00, 4801.00, 0.032)-(10.00, 4799.00, 0.032)-(14.91, 4799.10, 0.032)-(16.57, 4799.14, 0.032)-(18.34, 4799.20, 0.032) -(30.91, 4799.62, 0.032)-(36.05, 4799.79, 0.032)-(52.40, 4800.38, 0.032)-(86.61, 4801.00, 0.032) Elev (ft) 4802.00 4801.50 4801.00 4800.50 4800.00 4799.50 4799.00 4798.50 Section S V s -10 0 10 20 30 40 50 60 70 80 90 100 Depth (ft) 3.00 2.50 2.00 1.50 1.00 0.50 0.00 -0.50 Sta (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. LOW WATER CROSSING 1 (LW1) - Q100 = 21.1 cfs [CAPACITY] Trapezoidal Bottom Width (ft) Side Slopes (z:1) Total Depth (ft) Invert Elev (ft) Slope C/o) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 101.00 100.75 100.50 100.25 100.00 99.75 10.00 12.00, 12.00 0.50 100.00 1.30 0.016 Known Q = 21.10 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ftls) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Tuesday, Aug 1 2023 0.35 21.10 4.97 4.25 18.43 0.44 18.40 0.63 0 5 10 15 20 25 30 35 Depth (ft) 1.00 0.75 0.50 0.25 0.00 -0.25 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. LOW WATER CROSSING 1 (LW1) - Q100 = 21.1 cfs [VELOCITY] Trapezoidal Bottom Width (ft) Side Slopes (z:1) Total Depth (ft) Invert Elev (ft) Slope C/o) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 101.00 100.75 100.50 100.25 100.00 99.75 10.00 12.00, 12.00 0.50 100.00 1.30 0.011 Known Q = 21.10 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ftls) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Tuesday, Aug 1 2023 0.28 21.10 3.74 5.64 16.74 0.44 16.72 0.77 4 0 5 10 15 20 25 30 35 Depth (ft) 1.00 0.75 0.50 0.25 0.00 -0.25 Reach (ft) Culvert Sizing Calculations Culvert Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. CULVERT (STM1) - Q100 = 3.1 cfs Invert Elev Dn (ft) Pipe Length (ft) S lope (%) Invert Elev Up (ft) Rise (in) S hape S pan (in) No. Barrels n -Value Culvert Type Culvert Entrance Coeff. K,M,c,Y,k Embankment Top Elevation (ft) Top Width (ft) Crest Width (ft) Elev (ft) 4798.00 4797.00 479x. 4795.00 A7Cnnri .%,4_, 4792.40 4791.00 Circular Culvert HGL Embank 4792.93 99.90 1.07 4794.00 18.0 Circular 18.0 1 0.013 Circular Concrete Square edge w/headwall (C) 0.0098, 2, 0.0398, 0.67, 0.5 4797.00 2.00 10.00 CULVERT (STM1) - Q1QQ = 3.1 cfs Calculations Qmin (cfs) Qmax (cfs) Tailwater Elev (ft) Highlighted Qtotal (cfs) Qpipe (cfs) Qovertop (cfs) Veloc Dn (ft/s) Veloc Up (ft/s) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime Tuesday, Aug 1 2023 3.10 3.10 4795 3.10 3.10 0.00 1.75 4.06 4795.00 4794.67 4794.95 0.63 Inlet Control H:. Depth iE Reach It: Riprap Sizing Calculations Project No. 23009 LIBERTY CNG TERMINAL Final Drainage Report RIRAP SIZING CALCULATIONS - WELD COUNTY ENGINEERING & CONSTRUCTION CRITERIA (WCECC) CHAPTER 5, SECTIONS 5.9 RIPRAP -REFERENCE URBAN DRAINAGE CRITERIA MANUAL (VOL. 2) CHAPTER 9, SECTIONS 3.2.2 LOW TAILWATER BASIN 08/1/2023 5.37 PM STORM 1 (STM1) [BASIN D3] - RIPRAP PAD Expansion Factor: Extent of Protection: Diameter (ft): Tailwater Depth (ft): Total Design Flow (cfs): 1.50 0.55 3.1 YID: 0.37 Froude Parameter - Circular: Expansion Factor (From WCECC Fig 5-5): Non -Eroding Velocity (ft/s): Computed Length of Protection (ft): Min. Length of Protection (3D) (ft): Max Length of Protection (10D) (ft): Expansion Angle: Calculated Min. Width of Protection (ft): 1.12 01D2.5 6.50 3.0 2.5 4.5 15.0 0.077 1.88 Proposed Min. Riprap Apron Dimensions 5'Wx5'L (From End of Flared End Section): Equations 5.9.1 & 5.9.2 Equation 5.9.3 Equation 5.9.4 Rock Sizing - From WCECC Fig 5-7 (Riprap Erosion Protection at Circular Conduit Outlet - valid for Q/D2.5 <= 6.0): Total Design Flow (cfs): 3.10 Q/(D1.5) : 1.69 Yt/D: 0.37 Riprap Type: TYPE L Crestone Consultants, LLC Page 1 of 5 Project No. 23009 LIBERTY CNG TERMINAL Final Drainage Report RIRAP SIZING CALCULATIONS - WELD COUNTY ENGINEERING & CONSTRUCTION CRITERIA (WCECC) CHAPTER 5, SECTIONS 5.9 RIPRAP -REFERENCE URBAN DRAINAGE CRITERIA MANUAL (VOL. 2) CHAPTER 9, SECTIONS 3.2.2 LOW TAILWATER BASIN 08/1/2023 5.37 PM DETENTION POND D1 [BASIN Dl] OUTFALL PIPE - LOW TAILWATER BASIN (1) Diameter (ft): Tailwater Depth (ft): Total Design Flow (cfs): 1.00 0.38 0.70 Velocity of 12" Dia. Pipe at 0.7 cfs = 2.59 fps From UDFCD Fig 9-37 (Low Tailwater Riprap Basin): (1) - Pond outfall pipe size is smaller than the pipe sizes listed on UDFCD Fig 9-37. Therefore, the low tailwater basin dimensions for the smallest pipe size (18" - 24") have been used, unless otherwise noted. Basin Depth - D (ft): Basin Width - W (ft): (2) Basin Length - L (ft): 1.0 4.0 12.0 (2) - Per WCECC Fig 5-7 Type L riprap should be used for a distance of 3D downstream of the culvert. Therefore, a low tailwater riprap basin is not needed. However, the basin length - L has been set to making the dimensions as indicated on UDFCD Fig 9-37 work. Proposed Min. Riprap Apron Dimensions 10'Wx12'L (From End of Flared End Section): Equivalent Conduit Calculations: Design Flow (cfs): Froude Parameter - Circular: Culvert Diameter (ft): Froude Parameter - Circular: 0.70 0.70 Q/D2's 1.00 0.70 Q/D1.5 Rock Sizing - From WCECC Fig 5-7 (Riprap Erosion Protection at Circular Conduit Outlet - valid for Q/D2.5 <= 6.0): Total Design Flow (cfs): 0.70 Q/D1.5: 0.70 Yt/D: 0.38 Riprap Type: TYPE L Crestone Consultants, LLC Page 2 of 5 Project No. 23009 LIBERTY CNG TERMINAL Final Drainage Report RIRAP SIZING CALCULATIONS - WELD COUNTY ENGINEERING & CONSTRUCTION CRITERIA (WCECC) CHAPTER 5, SECTIONS 5.9 RIPRAP -REFERENCE URBAN DRAINAGE CRITERIA MANUAL (VOL. 2) CHAPTER 9, SECTIONS 3.2.2 LOW TAILWATER BASIN 08/1/2023 5.37 PM DETENTION POND D2 [BASINS D2 -D3] OUTFALL PIPE - LOW TAILWATER BASIN (1) Diameter (ft): Tailwater Depth (ft): Total Design Flow (cfs): 1.00 0.67 2.80 Velocity of 12" Dia. Pipe at 2.8 cfs = 5.04 fps From UDFCD Fig 9-37 (Low Tailwater Riprap Basin): (1) - Pond outfall pipe size is smaller than the pipe sizes listed on UDFCD Fig 9-37. Therefore, the low tailwater basin dimensions for the smallest pipe size (18" - 24") have been used, unless otherwise noted. Basin Depth - D (ft): Basin Width - W (ft): (2) Basin Length - L (ft): 1.0 4.0 12.0 (2) - Per WCECC Fig 5-7 Type L riprap should be used for a distance of 3D downstream of the culvert. Therefore, a low tailwater riprap basin is not needed. However, the basin length - L has been set to making the dimensions as indicated on UDFCD Fig 9-37 work. Proposed Min. Riprap Apron Dimensions 10'Wx12'L (From End of Flared End Section): Equivalent Conduit Calculations: Design Flow (cfs): Froude Parameter - Circular: Culvert Diameter (ft): Froude Parameter - Circular: 2.80 2.80 Q/D2 5 1.00 2.80 Q/D1.5 Rock Sizing - From WCECC Fig 5-7 (Riprap Erosion Protection at Circular Conduit Outlet - valid for Q/D2.5 <= 6.0): Total Design Flow (cfs): 2.80 Q/D1.5: 2.80 Yt/D: 0.67 Riprap Type: TYPE L Crestone Consultants, LLC Page 3 of 5 Project No. 23009 LIBERTY CNG TERMINAL Final Drainage Report RIRAP SIZING CALCULATIONS -REFERENCE US ARMY CORPS OF ENGINEERS - HYDRAULIC DESIGN OF FLOOD CONTROL CHANNELS; ENGINEER MANUAL CHANGE 1 30 JUN 94 POND D1 EMERGENCY OVERFLOW [BASIN Dl] Steep Slope RipRap Design (USACE) D30 = 1.95 (S^0.555) (q^2/3) g^1/3 S (slope) = B (bottom width) = Q (Flow, cfs) = q (unit discharge) = Flow Concentration Factor = q w/ Flow Conc. Factor Applied = g (acceleration of gravity) 25 5 0.7 0.1 cfs 1.25 0.2 cfs 32.2 ft/s/s D30 = 1.15 in D50 = D30x1.25 = 1.44 in Use Type L,D50=9" Minimum Thickness = 2.0 D50 = 18.0" POND D2 RUNDOWN [BASIN D2] Steep Slope RipRap Design (USACE) D30 = 1.95 (S^0.555) (q^2/3) S (slope) = B (bottom width) = Q (Flow, cfs) = q (unit discharge) = Flow Concentration Factor = q w/ Flow Conc. Factor Applied = g (acceleration of gravity) g^ 1/3 25% 10 21 2.1 cfs 1.25 2.6 cfs 32.2 ft/s/s D30 = 7.07 in D50 = D30x1.25 = 8.83 in Use Type L, D50 = 9" Minimum Thickness = 2.0 D50 = 18.0" 08/1/2023 5.37 PM Crestone Consultants, LLC Page 4 of 5 Project No. 23009 LIBERTY CNG TERMINAL Final Drainage Report RIRAP SIZING CALCULATIONS -REFERENCE US ARMY CORPS OF ENGINEERS - HYDRAULIC DESIGN OF FLOOD CONTROL CHANNELS; ENGINEER MANUAL CHANGE 1 30 JUN 94 POND D2 EMERGENCY OVERFLOW [BASINS D2 & D3] Steep Slope RipRap Design (USACE) D30 = 1.95 (S^0.555) (q"2/3) S (slope) = B (bottom width) = Q (Flow, cfs) = q (unit discharge) = Flow Concentration Factor = q w/ Flow Conc. Factor Applied = g (acceleration of gravity) D30 = D50 = D30x1.25 = gA1/3 25 % 21 23.9 1.1 cfs 1.25 1.4 cfs 32.2 ft/s/s 4.69 in 5.86 in Use Type L, D50 = 9" Minimum Thickness = 2.0 D50 = 18.0" LOW WATER CROSSING (LW1) OUTFALL [BASINS OS2 & OS3] Steep Slope RipRap Design (USACE) D30 = 1.95 (S"0.555) (q"2/3) gA1/3 S (slope) = B (bottom width) = Q (Flow, cfs) = q (unit discharge) = Flow Concentration Factor = q w/ Flow Conc. Factor Applied = g (acceleration of gravity) D30 = D50 = D30x1.25 = 10% 10 21.1 2.1 cfs 1.25 2.6 cfs 32.2 ft/s/s 4.26 in 5.33 in Use Type L, D50 = 9" Minimum Thickness = 2.0 D50 = 18.0" 08/1/2023 5.37 PM Crestone Consultants, LLC Page 5 of 5 Detention & WQ Pond 131 (Basin D1) Sizing Calculations Project No. 23009 8/1/2023 8:56 AM STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Project: Liberty CNG Terminal Basin ID: Pond Dl 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): 64.0 1.58 1 6.00 2.00 0.65 0.014 40 100 percent acres feet inches ft/ ft hours Ok ok 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 = Total opening area at each row based on user -input above, A0 = Total opening area at each row based on user -input above, A0 = 3 0.524 1 OR inches inches inches 0.287 watershed inches 0.04 acre-feet 0.05 acre-feet 0.22 square inches 0.22 square inches 0.001 square feet CI O 0 r 0 O O 0 a O O '3 O O a O O O O O O O 0 O O O 0 O 1 Perr,forated Plate Examples 01 Central Elevations of Rows of Holes in feet Z Flow Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23 4799.38 4799.88 Collection Capacity for Each Row of Holes in cfs 4799.38 0.0000 0.0000 0.00 4799.88 0.0055 0.0000 0.01 4800.27 0.0074 0.0049 0.01 4801.29 0.0108 0.0093 0.02 4801.50 0.0114 0.0099 0.02 #N/A #NIA #NIA #N/A #N/A #NIA #NIA #NIA #NIA #N/A #N/A #NIA #N/A #NIA #NIA #N/A #N/A #NIA #NIA #NIA #NIA #N/A #N/A #NIA #N/A #NIA #NIA #N/A #N/A #NIA #NIA #NIA #NIA #N/A #N/A #NIA #N/A #NIA #NIA #N/A #N/A #NIA #NIA #NIA #NIA #N/A #N/A #NIA #N/A #NIA #NIA #N/A #N/A #NIA #NIA #NIA #NIA #N/A #N/A #NIA #N/A #NIA #NIA #N/A #N/A #NIA #NIA #NIA #NIA #N/A #N/A #NIA #N/A #NIA #NIA #N/A #N/A #NIA #NIA #NIA #NIA #N/A #N/A #NIA #N/A #NIA #NIA #N/A #N/A #NIA #NIA #NIA #NIA #N/A #N/A #NIA #N/A #N/A #NIA #N/A #NIA #NIA #N/A #N/A #NIA #N/A #N/A #NIA #N/A #N/A #NIA #N/A #N/A #N/A #N/A #N/A #NIA Override Area Row 1 Override Area Row 2 Override Area Row 3 Override Area Row 4 Override Area Row 5 Override Area Row 6 Override Area Row 7 Override Area Row 8 Override Area Row 9 Override Area Row 10 Override Area Row 11 Override Area Row 12 Override Area Row 13 Override Area Row 14 Override Area Row 15 Override Area Row 16 Override Area Row 17 Override Area Row 18 Override Area Row 19 Override Area Row 20 Override Area Row 21 Override Area Row 22 Override Area Row 23 Override Area Row 24 Crestone Consultants, LLC Page 1 of 2 Project No. 23009 8/1/2023 8:56 AM STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Project: Liberty CNG Terminal Basin ID: Pond Dl STAGE -DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE 4802.00 I 0.00 0.O1 4801.50 4801.00 4800.50 4800.00 4799.50 4799.00 0.01 0. 2 0.02 0 Discharge (cfs) 3 J Worksheet Protected Crestone Consultants, LLC Page 2 of 2 Project No. 23009 8/1/2023 8:56 AM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Liberty CNG Terminal Basin ID: Pond D1 (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): Design Information (Input': Catchment Drainage Imperviousness la = 64.0 percent Catchment Drainage Imperviousness la = 64.0 percent Catchment Drainage Area A = 1.58 acres Catchment Drainage Area A = 1.58 acres Predevelopment NRCS Soil Group Type = B A, B, C, or D Predevelopment NRCS Soil Group Type = B A, B, C, or D Return Period for Detention Control T = 100 years (2, 5, 10, 25, 50, or 100) Return Period for Detention Control T = 100 years (2, 5, 10, 25, 50, or 100) Time of Concentration of Watershed Tc = 10 minutes Time of Concentration of Watershed Tc = 10 minutes Allowable Unit Release Rate q = 0.44 cfs/acre Allowable Unit Release Rate q = 0.44 cfs/acre One -hour Precipitation P1 = 2.70 inches One -hour Precipitation P1 = 2.70 inches Design Rainfall IDF Formula i = C1* P,/(C2+Tc)^C3 Design Rainfall IDF Formula i = C1" P,/(C2+Tc)"C3 Coefficient One C1 = 28.50 Coefficient One C1 = 28.50 Coefficient Two C2 = 10 Coefficient Two C2 = 10 Coefficient Three C3 = 0.789 Coefficient Three C3 = 0.789 Determination of Average Outflow from the Basin (Calculated): Determination of Average Outflow from the Basin (Calculated): Runoff Coefficient C = 0.58 Runoff Coefficient C = 0.58 Inflow Peak Runoff Qp-in = 6.6 cfs Inflow Peak Runoff Qp-in = 6.6 cfs Allowable Peak Outflow Rate Qp-out = 0.7 cfs Allowable Peak Outflow Rate Qp-out = 0.7 cfs Mod. FAA Major Storage Volume = 8,238 cubic feet Mod. FAA Minor Storage Volume = 8,238 cubic feet Mod. FAA Minor Storage Volume = 0.19 acre -ft Mod. FAA Major Storage Volume = 0.19 acre -ft 10 <- Enter Rainfall Duration Incremental Increase Value Here (e.g. 5 for 5 -Minutes) Rainfall Duration minutes (input) Rainfall Intensity inches / hr (output) Inflow Volume acre-feet (output) Adjustment Factor "m" (output) Average Outflow cfs (output) Outflow Volume acre-feet (output) Storage Volume acre-feet (output) Rainfall Duration minutes (input) Rainfall Intensity inches / hr (output) Inflow Volume acre-feet (output) Adjustment Factor "m" (output) Average Outflow cfs (output) Outflow Volume acre-feet (output) Storage Volume acre-feet (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 0.000 10 7.24 0.091 1.00 0.70 0.010 0.082 10 7.24 0.091 1.00 0.70 0.010 0.082 20 5.26 0.133 0.75 0.52 0.014 0.118 20 5.26 0.133 0.75 0.52 0.014 0.118 30 4.19 0.159 0.67 0.46 0.019 0.140 30 4.19 0.159 0.67 0.46 0.019 0.140 40 3.51 0.177 0.63 0.43 0.024 0.153 40 3.51 0.177 0.63 0.43 0.024 0.153 50 3.04 0.192 0.60 0.42 0.029 0.163 50 3.04 0.192 0.60 0.42 0.029 0.163 60 2.69 0.204 0.58 0.41 0.034 0.171 60 2.69 0.204 0.58 0.41 0.034 0.171 70 2.42 0.214 0.57 0.40 0.038 0.176 70 2.42 0.214 0.57 0.40 0.038 0.176 80 2.21 0.223 0.56 0.39 0.043 0.180 80 2.21 0.223 0.56 0.39 0.043 0.180 90 2.03 0.231 0.56 0.39 0.048 0.183 90 2.03 0.231 0.56 0.39 0.048 0.183 100 1.89 0.238 0.55 0.38 0.053 0.185 100 1.89 0.238 0.55 0.38 0.053 0.185 110 1.76 0.244 0.55 0.38 0.057 0.187 110 1.76 0.244 0.55 0.38 0.057 0.187 120 1.65 0.250 0.54 0.38 0.062 0.188 120 1.65 0.250 0.54 0.38 0.062 0.188 130 1.56 0.256 0.54 0.37 0.067 0.189 130 1.56 0.256 0.54 0.37 0.067 0.189 140 1.48 0.261 0.54 0.37 0.072 0.189 140 1.48 0.261 0.54 0.37 0.072 0.189 150 1.40 0.266 0.53 0.37 0.077 0.189 150 1.40 0.266 0.53 0.37 0.077 0.189 160 1.34 0.270 0.53 0.37 0.081 0.189 160 1.34 0.270 0.53 0.37 0.081 0.189 170 1.28 0.274 0.53 0.37 0.086 0.188 170 1.28 0.274 0.53 0.37 0.086 0.188 180 1.23 0.278 0.53 0.37 0.091 0.187 180 1.23 0.278 0.53 0.37 0.091 0.187 190 1.18 0.282 0.53 0.37 0.096 0.186 190 1.18 0.282 0.53 0.37 0.096 0.186 200 1.13 0.286 0.53 0.36 0.101 0.185 200 1.13 0.286 0.53 0.36 0.101 0.185 210 1.09 0.289 0.52 0.36 0.105 0.184 210 1.09 0.289 0.52 0.36 0.105 0.184 220 1.05 0.293 0.52 0.36 0.110 0.183 220 1.05 0.293 0.52 0.36 0.110 0.183 230 1.02 0.296 0.52 0.36 0.115 0.181 230 1.02 0.296 0.52 0.36 0.115 0.181 240 0.99 0.299 0.52 0.36 0.120 0.179 240 0.99 0.299 0.52 0.36 0.120 0.179 250 0.96 0.302 0.52 0.36 0.124 0.177 250 0.96 0.302 0.52 0.36 0.124 0.177 260 0.93 0.305 0.52 0.36 0.129 0.176 260 0.93 0.305 0.52 0.36 0.129 0.176 270 0.90 0.308 0.52 0.36 0.134 0.173 270 0.90 0.308 0.52 0.36 0.134 0.173 280 0.88 0.310 0.52 0.36 0.139 0.171 280 0.88 0.310 0.52 0.36 0.139 0.171 290 0.85 0.313 0.52 0.36 0.144 0.169 290 0.85 0.313 0.52 0.36 0.144 0.169 300 0.83 0.315 0.52 0.36 0.148 0.167 300 0.83 0.315 0.52 0.36 0.148 0.167 310 0.81 0.318 0.52 0.36 0.153 0.165 310 0.81 0.318 0.52 0.36 0.153 0.165 320 0.79 0.320 0.52 0.36 0.158 0.162 320 0.79 0.320 0.52 0.36 0.158 0.162 330 0.77 0.323 0.52 0.36 0.163 0.160 330 0.77 0.323 0.52 0.36 0.163 0.160 340 0.76 0.325 0.51 0.36 0.168 0.157 340 0.76 0.325 0.51 0.36 0.168 0.157 350 0.74 0.327 0.51 0.36 0.172 0.155 350 0.74 0.327 0.51 0.36 0.172 0.155 360 0.72 0.329 0.51 0.36 0.177 0.152 360 0.72 0.329 0.51 0.36 0.177 0.152 370 0.71 0.331 0.51 0.36 0.182 0.149 370 0.71 0.331 0.51 0.36 0.182 0.149 380 0.69 0.333 0.51 0.36 0.187 0.147 380 0.69 0.333 0.51 0.36 0.187 0.147 390 0.68 0.335 0.51 0.36 0.192 0.144 390 0.68 0.335 0.51 0.36 0.192 0.144 400 0.67 0.337 0.51 0.36 0.196 0.141 400 0.67 0.337 0.51 0.36 0.196 0.141 410 0.66 0.339 0.51 0.36 0.201 0.138 410 0.66 0.339 0.51 0.36 0.201 0.138 420 0.64 0.341 0.51 0.36 0.206 0.135 420 0.64 0.341 0.51 0.36 0.206 0.135 430 0.63 0.343 0.51 0.36 0.211 0.132 430 0.63 0.343 0.51 0.36 0.211 0.132 440 0.62 0.345 0.51 0.36 0.215 0.129 440 0.62 0.345 0.51 0.36 0.215 0.129 450 0.61 0.346 0.51 0.36 0.220 0.126 450 0.61 0.346 0.51 0.36 0.220 0.126 460 0.60 0.348 0.51 0.36 0.225 0.123 460 0.60 0.348 0.51 0.36 0.225 0.123 470 0.59 0.350 0.51 0.35 0.230 0.120 470 0.59 0.350 0.51 0.35 0.230 0.120 480 0.58 0.352 0.51 0.35 0.235 0.117 480 0.58 0.352 0.51 0.35 0.235 0.117 490 0.57 0.353 0.51 0.35 0.239 0.114 490 0.57 0.353 0.51 0.35 0.239 0.114 500 0.56 0.355 0.51 0.35 0.244 0.111 500 0.56 0.355 0.51 0.35 0.244 0.111 510 0.55 0.356 0.51 0.35 0.249 0.107 510 0.55 0.356 0.51 0.35 0.249 0.107 520 0.55 0.358 0.51 0.35 0.254 0.104 520 0.55 0.358 0.51 0.35 0.254 0.104 530 0.54 0.360 0.51 0.35 0.259 0.101 530 0.54 0.360 0.51 0.35 0.259 0.101 540 0.53 0.361 0.51 0.35 0.263 0.098 540 0.53 0.361 0.51 0.35 0.263 0.098 550 0.52 0.363 0.51 0.35 0.268 0.094 550 0.52 0.363 0.51 0.35 0.268 0.094 560 0.52 0.364 0.51 0.35 0.273 0.091 560 0.52 0.364 0.51 0.35 0.273 0.091 570 0.51 0.365 0.51 0.35 0.278 0.088 570 0.51 0.365 0.51 0.35 0.278 0.088 580 0.50 0.367 0.51 0.35 0.282 0.084 580 0.50 0.367 0.51 0.35 0.282 0.084 590 0.49 0.368 0.51 0.35 0.287 0.081 590 0.49 0.368 0.51 0.35 0.287 0.081 600 0.49 0.370 0.51 0.35 0.292 0.078 600 0.49 0.370 0.51 0.35 0.292 0.078 Mod. FAA Minor Storage Volume (cubic ft.) = 8,238 Mod. FAA Major Storage Volume (cubic ft.) = Mod. FAA Minor Storage Volume (acre -ft.) = 0.1891 Mod. FAA Major Storage Volume (acre -ft.) = UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35, Released January 2015 8,238 0.1891 Crestone Consultants, LLC Page 1 of 2 Project No. 23009 8/1/2023 8:56 AM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Liberty CNG Terminal Basin ID: Pond D1 0.4 0.35 0.3 0.25 0.2 0.1.5 0.1 0.05 0 Inflow and Outflow Volumes vs. Rainfall Duration • •• • •••••••••••••• •• 0 100 200 300 400 Duration (Minutes) 500 600 700 Minor Storm Inflow Volume --- Minor Storm Outflow Volume Minor Storm Storage Volume Major Storm Inflow Volume t Major Storm Outflow Volume • Major Storm Storage Volume UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35, Released January 2015 Crestone Consultants, LLC Page 2 of 2 Project No. 23009 LIBERTY CNG TERMINAL Final Drainage Report DETENTION POND VOLUME CALCULATIONS [POND D11 Required WQCV = 100 Yr Detention Req'd Volume = 0.05 ac -ft 0.19 ac -ft From UDFCD WQCV Calculations From UDFCD Modified FAA Method Calculation (1) Per Weld County Code, WQCV included as a portion of the total 100 Yr required detention volume 08/1/2023 8:57 AM POND VOLUME = 1/3(A1+A2+(A1*A2)^0.5)*D REMARKS DETENTION POND INCREM VOLUME CUMM. VOLUME CUMM. VOLUME ELEV AREA SQ FT (ft3) (ft3) (ac -ft) (11100 Volume Yr WQCV 4,799.25 0.00 0 0 0.00 4,800.00 3,258.39 815 815 0.02 4,800.27 2,178 0.05 WQCV W.S. Elev. Freeboard 4,801.00 7,089.20 5,051 5,866 0.13 4,801.29 8,238 0.19 Total 100 Yr Detention Vol W.S. Elev. Freeboard 4,801.50 9,620.19 4,161 10,027 0.23 Em. Overflow Crest 4,802.00 17,591.45 6,703 16,731 0.38 4,802.50 26,799.21 11,017 27,748 0.64 Top of Pond (Berm) Pond volumes based on Prismoidal Method calculation≤ DETENTION POND DRAIN TIME CALCULATIONS [POND D1] Drain Time Calculation via Infiltration 100 Yr Detention Req'd Volume = Depth to 100 YR Water Surface to WQCV Infiltration Rate = Time to Drain = 0.19 1.02 0 0 ac -ft ft min/in hours Drain Time Calculation via Average 100 Yr Release Rate 100 Yr Detention Req'd Volume = 0.19 ac -ft 100 Yr Detention Req'd Volume = 8,238 ft3 100 Yr Detention Req'd Volume less WQCV = 100 Yr Allowable Release Rate = 0.70 cfs Average 100 Yr Release Rate = 0.35 cfs Time to Drain 100 Yr Detention to WQCV Time to Drain WQCV = Total Time to Drain 100 Yr Storm = 6,060 ft3 4.8 hours 40.0 hours 44.8 hours From UDFCD Modified FAA Method Calculation No infiltration assumed From UDFCD Modified FAA Method Calculation Non -Urbanizing Area, therefore max allowable release = Historic Q1C 1/2 of 100 Yr allowable release rate (Historic 10 Yr for Non -Urbanizing Area) Drain time less than 120 hours - OK Crestone Consultants, LLC Page 1 of 1 Weir Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Tuesday, Aug 1 2023 Pond D1 Outfall Box Weir - Qrelease = 0.68 cfs (Q100release = 0.7 cfs - WQCVrelease = Rectangular Weir Crest Bottom Length (ft) Total Depth (ft) Calculations Weir Coeff. Cw Compute by: Known Q (cfs) Sharp 0.20 1.02 = 3.33 Known Q = 0.67 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ftls) Top Width (ft) 1.00 0.670 0.20 3.34 0.20 DepPo(14 D1 Outfall Box Weir - Qrelease = 0.68 cfs (Q100release = 0.7 cfs - WQCVrelease = 0.0 2.00 1.50 1.00 0.50 0.00 -0.50 0 Weir 1 W.S. .2 .3 elstr (ft) 2.00 1.50 1.00 0.50 0.00 -0.50 .4 Length (ft) Culvert Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Pond D1 Outfall - Qrelease = 0.7 cfs Invert Elev Dn (ft) P ipe Length (ft) S lope (%) Invert Elev Up (ft) Rise (in) S hape S pan (in) No. Barrels n -Value Culvert Type Culvert Entrance Coeff. K,M,c,Y,k Embankment Top Elevation (ft) Top Width (ft) Crest Width (ft) Ele'r (ft) 4802.00 4801.uti 4800.00 4799.00 4798.00 4797.00 4798.90 32.30 0.43 4799.04 12.0 Circular 12.0 1 0.013 Circular Concrete Square edge w/headwall (C) 0.0098, 2, 0.0398, 0.67, 0.5 4801.50 10.00 5.00 Pond Dl Outfall - Orelease = 0.7 eft Calculations Qmin (cfs) Qmax (cfs) Tailwater Elev (ft) Highlighted Qtotal (cfs) Qpipe (cfs) Qovertop (cfs) Veloc Dn (ft/s) Veloc Up (ft/s) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime Tuesday, Aug 1 2023 0.70 0.70 Normal 0.70 0.70 0.00 2.59 2.80 4799.28 4799.40 4799.52 0.48 Inlet Control Hw Depth (f_: -sk_ ti_F` +t y cl I- u� R' vi 15 20 25 30 W 40 ` 5 LL/ _-F Circular Culvert HGL Embank Weir Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Pond D1 Emergency Overflow - Q100 = 6.7 cfs Trapezoidal Weir Crest Bottom Length (ft) Total Depth (ft) Side Slope (z:1) Calculations Weir Coeff. Cw Compute by: Known Q (cfs) Depth (ft) 2.00 1.50 1.00 0.50 0.00 -0.50 Sharp 5.00 1.00 4.00 = 3.10 Known Q = 6.70 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ftls) Top Width (ft) Pond D1 Emergency Overflow - Q100 = 6.7 cfs Monday, Jul 31 2023 0.48 6.700 3.32 2.02 8.84 Q IMMII 0 2 Weir 4 6 W.S. 8 10 12 14 16 18 Depth (ft) 2.00 1.50 1.00 0.50 0.00 -0.50 Length (ft) Detention & WQ Pond D2 (Basins D2 & D3) Sizing Calculations Project No. 23009 8/1/2023 9:04AM STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Project: Liberty CNG Terminal Basin ID: Pond D2 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): 48.0 6.98 1 4.00 3.00 0.65 0.013 40 5 95 percent acres feet inches ft/ ft hours Ok ok 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 = Total opening area at each row based on user -input above, A0 = Total opening area at each row based on user -input above, A0 = 3 OR 0.438 1.000 inches inches inches 0.220 watershed inches 0.13 acre-feet 0.15 acre-feet 0.46 square inches 0.44 square inches 0.003 square feet CI O 0 r 0 O O 0 a O O '3 O O a O O Co O O O 0 O O O 0 O 1 Perr,forated Plate Examples 01 Central Elevations of Rows of Holes in feet Z Flow Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23 4791.75 4792.08 4792.42 Collection Capacity for Each Row of Holes in cfs 4791.75 0.0000 0.0000 0.0000 0.00 4792.08 0.0091 0.0000 0.0000 0.01 4792.41 0.0129 0.0091 0.0000 0.02 4792.79 0.0162 0.0134 0.0096 0.04 4793.00 0.0177 0.0152 0.0121 0.04 4794.00 0.0238 0.0220 0.0199 0.07 4794.18 0.0247 0.0230 0.0210 0.07 4795.00 0.0286 0.0271 0.0255 0.08 #NIA #NIA #NIA #NIA #N/A #N/A #N/A #NIA #N/A #N/A #N/A #NIA #NIA #NIA #NIA #NIA #N/A #N/A #N/A #NIA #N/A #NIA #NIA #NIA #N/A #N/A #N/A #NIA #NIA #NIA #NIA #NIA #N/A #N/A #N/A #NIA #N/A #NIA #NIA #NIA #N/A #N/A #N/A #NIA #NIA #NIA #NIA #NIA #N/A #N/A #N/A #NIA #N/A #NIA #NIA #NIA #N/A #N/A #N/A #NIA #NIA #NIA #NIA #NIA #N/A #N/A #N/A #NIA #N/A #NIA #NIA #NIA #N/A #N/A #N/A #NIA #NIA #NIA #NIA #NIA #N/A #N/A #N/A #NIA #N/A #NIA #NIA #NIA #N/A #N/A #N/A #NIA #NIA #NIA #NIA #NIA #N/A #N/A #N/A #NIA #N/A #NIA #NIA #NIA #N/A #N/A #N/A #NIA #NIA #NIA #NIA #NIA #N/A #N/A #N/A #NIA #N/A #N/A #N/A #NIA #N/A #N/A #NIA #N/A #N/A #N/A #N/A #NIA #N/A #N/A #NIA #NIA #N/A #N/A #N/A #NIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #NIA Override Area Row 1 Override Area Row 2 Override Area Row 3 Override Area Row 4 Override Area Row 5 Override Area Row 6 Override Area Row 7 Override Area Row 8 Override Area Row 9 Override Area Row 10 Override Area Row 11 Override Area Row 12 Override Area Row 13 Override Area Row 14 Override Area Row 15 Override Area Row 16 Override Area Row 17 Override Area Row 18 Override Area Row 19 Override Area Row 20 Override Area Row 21 Override Area Row 22 Override Area Row 23 Override Area Row 24 Crestone Consultants, LLC Page 1 of 2 Project No. 23009 8/1/2023 9:04AM STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Project: Liberty CNG Terminal Basin ID: Pond D2 4795.50 0. 4795.00 4794.50 4794.00 4793.50 4793.00 4792.50 4792.00 4791.50 STAGE -DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE {DO 0.01 0) 32 2 0.03 0.04 0.05 0. (b6 6 0.07 0.08 0.G Discharge (cfs) 9 J Worksheet Protected Crestone Consultants, LLC Page 2 of 2 Project No. 23009 8/1/2023 9:05 AM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Liberty CNG Terminal Basin ID: Pond D2 (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): Design Information (Input': Catchment Drainage Imperviousness la = 47.6 percent Catchment Drainage Imperviousness la = 47.6 percent Catchment Drainage Area A = 6.98 acres Catchment Drainage Area A = 6.98 acres Predevelopment NRCS Soil Group Type = B A, B, C, or D Predevelopment NRCS Soil Group Type = B A, B, C, or D Return Period for Detention Control T = 100 years (2, 5, 10, 25, 50, or 100) Return Period for Detention Control T = 100 years (2, 5, 10, 25, 50, or 100) Time of Concentration of Watershed Tc = 12.5 minutes Time of Concentration of Watershed Tc = 12.5 minutes Allowable Unit Release Rate q = 0.40 cfs/acre Allowable Unit Release Rate q = 0.40 cfs/acre One -hour Precipitation P1 = 2.70 inches One -hour Precipitation P1 = 2.70 inches Design Rainfall IDF Formula i = C1* P1/(C2+Tc)^C3 Design Rainfall IDF Formula i = C1" P,/(C2+Tc)"C3 Coefficient One C1 = 28.50 Coefficient One C1 = 28.50 Coefficient Two C2 = 10 Coefficient Two C2 = 10 Coefficient Three C3 = 0.789 Coefficient Three C3 = 0.789 Determination of Average Outflow from the Basin (Calculated): Determination of Average Outflow from the Basin (Calculated): Runoff Coefficient C = 0.52 Runoff Coefficient C = 0.52 Inflow Peak Runoff Qp-in = 23.9 cfs Inflow Peak Runoff Qp-in = 23.9 cfs Allowable Peak Outflow Rate Qp-out = 2.8 cfs Allowable Peak Outflow Rate Qp-out = 2.8 cfs Mod. FAA Major Storage Volume = 32,215 cubic feet Mod. FAA Minor Storage Volume = 32,215 cubic feet Mod. FAA Minor Storage Volume = 0.74 acre -ft Mod. FAA Major Storage Volume = 0.74 acre -ft 10 <- Enter Rainfall Duration Incremental Increase Value Here (e.g. 5 for 5 -Minutes) Rainfall Duration minutes (input) Rainfall Intensity inches / hr (output) Inflow Volume acre-feet (output) Adjustment Factor "m" (output) Average Outflow cfs (output) Outflow Volume acre-feet (output) Storage Volume acre-feet (output) Rainfall Duration minutes (input) Rainfall Intensity inches / hr (output) Inflow Volume acre-feet (output) Adjustment Factor "m" (output) Average Outflow cfs (output) Outflow Volume acre-feet (output) Storage Volume acre-feet (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 0.000 10 7.24 0.362 1.00 2.80 0.039 0.323 10 7.24 0.362 1.00 2.80 0.039 0.323 20 5.26 0.526 0.81 2.27 0.063 0.463 20 5.26 0.526 0.81 2.27 0.063 0.463 30 4.19 0.628 0.71 1.98 0.082 0.546 30 4.19 0.628 0.71 1.98 0.082 0.546 40 3.51 0.703 0.66 1.84 0.101 0.601 40 3.51 0.703 0.66 1.84 0.101 0.601 50 3.04 0.761 0.63 1.75 0.120 0.640 50 3.04 0.761 0.63 1.75 0.120 0.640 60 2.69 0.808 0.60 1.69 0.140 0.668 60 2.69 0.808 0.60 1.69 0.140 0.668 70 2.42 0.849 0.59 1.65 0.159 0.690 70 2.42 0.849 0.59 1.65 0.159 0.690 80 2.21 0.884 0.58 1.62 0.178 0.705 80 2.21 0.884 0.58 1.62 0.178 0.705 90 2.03 0.915 0.57 1.59 0.198 0.717 90 2.03 0.915 0.57 1.59 0.198 0.717 100 1.89 0.943 0.56 1.57 0.217 0.726 100 1.89 0.943 0.56 1.57 0.217 0.726 110 1.76 0.968 0.56 1.56 0.236 0.732 110 1.76 0.968 0.56 1.56 0.236 0.732 120 1.65 0.992 0.55 1.55 0.255 0.736 120 1.65 0.992 0.55 1.55 0.255 0.736 130 1.56 1.013 0.55 1.53 0.275 0.739 130 1.56 1.013 0.55 1.53 0.275 0.739 140 1.48 1.034 0.54 1.52 0.294 0.740 140 1.48 1.034 0.54 1.52 0.294 0.740 150 1.40 1.052 0.54 1.52 0.313 0.739 150 1.40 1.052 0.54 1.52 0.313 0.739 160 1.34 1.070 0.54 1.51 0.333 0.738 160 1.34 1.070 0.54 1.51 0.333 0.738 170 1.28 1.087 0.54 1.50 0.352 0.735 170 1.28 1.087 0.54 1.50 0.352 0.735 180 1.23 1.103 0.53 1.50 0.371 0.732 180 1.23 1.103 0.53 1.50 0.371 0.732 190 1.18 1.118 0.53 1.49 0.390 0.727 190 1.18 1.118 0.53 1.49 0.390 0.727 200 1.13 1.132 0.53 1.49 0.410 0.723 200 1.13 1.132 0.53 1 A9 0.410 0.723 210 1.09 1.146 0.53 1.48 0.429 0.717 210 1.09 1.146 0.53 1.48 0.429 0.717 220 1.05 1.159 0.53 1.48 0.448 0.711 220 1.05 1.159 0.53 1 A8 0.448 0.711 230 1.02 1.172 0.53 1.48 0.467 0.704 230 1.02 1.172 0.53 1.48 0.467 0.704 240 0.99 1.184 0.53 1.47 0.487 0.697 240 0.99 1.184 0.53 1.47 0.487 0.697 250 0.96 1.196 0.53 1.47 0.506 0.690 250 0.96 1.196 0.53 1.47 0.506 0.690 260 0.93 1.207 0.52 1.47 0.525 0.682 260 0.93 1.207 0.52 1.47 0.525 0.682 270 0.90 1.218 0.52 1.46 0.545 0.674 270 0.90 1.218 0.52 1.46 0.545 0.674 280 0.88 1.229 0.52 1.46 0.564 0.665 280 0.88 1.229 0.52 1.46 0.564 0.665 290 0.85 1.239 0.52 1.46 0.583 0.656 290 0.85 1.239 0.52 1.46 0.583 0.656 300 0.83 1.249 0.52 1.46 0.602 0.647 300 0.83 1.249 0.52 1.46 0.602 0.647 310 0.81 1.259 0.52 1.46 0.622 0.637 310 0.81 1.259 0.52 1.46 0.622 0.637 320 0.79 1.268 0.52 1.45 0.641 0.627 320 0.79 1.268 0.52 1.45 0.641 0.627 330 0.77 1.277 0.52 1.45 0.660 0.617 330 0.77 1.277 0.52 1.45 0.660 0.617 340 0.76 1.286 0.52 1.45 0.680 0.607 340 0.76 1.286 0.52 1.45 0.680 0.607 350 0.74 1.295 0.52 1.45 0.699 0.596 350 0.74 1.295 0.52 1.45 0.699 0.596 360 0.72 1.304 0.52 1.45 0.718 0.585 360 0.72 1.304 0.52 1.45 0.718 0.585 370 0.71 1.312 0.52 1.45 0.737 0.575 370 0.71 1.312 0.52 1.45 0.737 0.575 380 0.69 1.320 0.52 1.45 0.757 0.563 380 0.69 1.320 0.52 1.45 0.757 0.563 390 0.68 1.328 0.52 1.44 0.776 0.552 390 0.68 1.328 0.52 1.44 0.776 0.552 400 0.67 1.336 0.52 1.44 0.795 0.541 400 0.67 1.336 0.52 1.44 0.795 0.541 410 0.66 1.343 0.52 1.44 0.814 0.529 410 0.66 1.343 0.52 1.44 0.814 0.529 420 0.64 1.351 0.51 1.44 0.834 0.517 420 0.64 1.351 0.51 1.44 0.834 0.517 430 0.63 1.358 0.51 1.44 0.853 0.505 430 0.63 1.358 0.51 1.44 0.853 0.505 440 0.62 1.365 0.51 1.44 0.872 0.493 440 0.62 1.365 0.51 1.44 0.872 0.493 450 0.61 1.372 0.51 1.44 0.892 0.481 450 0.61 1.372 0.51 1.44 0.892 0.481 460 0.60 1.379 0.51 1.44 0.911 0.468 460 0.60 1.379 0.51 1.44 0.911 0.468 470 0.59 1.386 0.51 1.44 0.930 0.456 470 0.59 1.386 0.51 1.44 0.930 0.456 480 0.58 1.393 0.51 1.44 0.949 0.443 480 0.58 1.393 0.51 1.44 0.949 0.443 490 0.57 1.399 0.51 1.44 0.969 0.430 490 0.57 1.399 0.51 1.44 0.969 0.430 500 0.56 1.405 0.51 1.43 0.988 0.418 500 0.56 1.405 0.51 1.43 0.988 0.418 510 0.55 1.412 0.51 1.43 1.007 0.405 510 0.55 1.412 0.51 1.43 1.007 0.405 520 0.55 1.418 0.51 1.43 1.026 0.392 520 0.55 1.418 0.51 1.43 1.026 0.392 530 0.54 1.424 0.51 1.43 1.046 0.378 530 0.54 1.424 0.51 1.43 1.046 0.378 540 0.53 1.430 0.51 1.43 1.065 0.365 540 0.53 1.430 0.51 1.43 1.065 0.365 550 0.52 1.436 0.51 1.43 1.084 0.352 550 0.52 1.436 0.51 1.43 1.084 0.352 560 0.52 1.442 0.51 1.43 1.104 0.338 560 0.52 1.442 0.51 1.43 1.104 0.338 570 0.51 1.448 0.51 1.43 1.123 0.325 570 0.51 1.448 0.51 1.43 1.123 0.325 580 0.50 1.453 0.51 1.43 1.142 0.311 580 0.50 1.453 0.51 1 A3 1.142 0.311 590 0.49 1.459 0.51 1.43 1.161 0.297 590 0.49 1.459 0.51 1.43 1.161 0.297 600 0.49 1.464 0.51 1.43 1.181 0.284 600 0.49 1.464 0.51 1 A3 1.181 0.284 Mod. FAA Minor Storage Volume (cubic ft.) = 32,215 Mod. FAA Major Storage Volume (cubic ft.) = Mod. FAA Minor Storage Volume (acre -ft.) = 0.7396 Mod. FAA Major Storage Volume (acre -ft.) = UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35, Released January 2015 32,215 0.7396 Crestone Consultants, LLC Page 1 of 2 Project No. 23009 8/1/2023 9:05 AM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Liberty CNG Terminal Basin ID: Pond D2 Inflow and Outflow Volumes vs. Rainfall Duration 0 100 200 300 400 500 600 700 Duration (Minutes) Minor Storm Inflow Volume --- Minor Storm Outflow Volume Minor Storm Storage Volume Major Storm Inflow Volume t Major Storm Outflow Volume • Major Storm Storage Volume UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35, Released January 2015 Crestone Consultants, LLC Page 2 of 2 Project No. 23009 LIBERTY CNG TERMINAL Final Drainage Report DETENTION POND VOLUME CALCULATIONS [POND D2] (1) Required WQCV = 0.15 100 Yr Detention Req'd Volume = 0.74 ac -ft ac -ft From UDFCD WQCV Calculations From UDFCD Modified FAA Method Calculation (1) Per Weld County Code, WQCV included as a portion of the total 100 Yr required detention volume. 08/1/2023 9:07 AM POND VOLUME = 1/3(A1+A2+(A1*A2)^0.5)*D REMARKS DETENTION POND INCREM CUMM. CUMM. ELEV AREA VOLUME VOLUME VOLUME SO FT (ft3) (ft3) (ac -ft) RI 100 Yr Volume WQCV 4791.50 0.00 0 0 0.00 4792.00 2,157.97 360 360 0.01 4792.79 6,534 0.15 WQCV W.S. Elev. 72 tici -O 0 2 4793.00 15,572.29 7,842 8,202 0.19 4794.00 23, 544.66 19,422 27,624 0.63 4794.18 32,215 0.74 Total 100 Yr Detention Vol W.S. Elev. 4795.00 28,472.51 25,970 53,593 1.23 Em. Overflow Crest Freeboard 4796.00 33,597.32 31,000 84,593 1.94 Top of Pond (Berm) Pond volumes based on Prismoidal Method calculations DETENTION POND DRAIN TIME CALCULATIONS [POND D2] Drain Time Calculation via Infiltration: 100 Yr Detention Req'd Volume = Depth to 100 YR Water Surface to WQCV Infiltration Rate = Time to Drain = 0.74 1.39 0 0 Drain Time Calculation via Average 100 Yr Release Rate: 100 Yr Detention Req'd Volume = 100 Yr Detention Req'd Volume = 100 Yr Detention Req'd Volume less WQCV = 100 Yr Allowable Release Rate = 2.80 Average 100 Yr Release Rate = 1.40 Time to Drain 100 Yr Detention to WQCV Time to Drain WQCV = Total Time to Drain 100 Yr Storm = 0.74 32,215 25,681 5.1 40.0 45.1 ac -ft ft min/in hours ac -ft ft3 ft3 cfs cfs hours hours hours From UDFCD Modified FAA Method Calculation No infiltration assumed From UDFCD Modified FAA Method Calculation Non -Urbanizing Area, therefore max allowable release = Historic O10 1/2 of 100 Yr allowable release rate (Historic 10 Yr for Non -Urbanizing Area) Drain time less than 120 hours - OK Crestone Consultants, LLC Page 1 of 1 Weir Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Tuesday, Aug 1 2023 Pond D2 Outfall Box Weir - Qrelease = 2.73 cfs (Q100release = 2.8 cfs - WQCVrelease = I Rectangular Weir Crest Bottom Length (ft) Total Depth (ft) Calculations Weir Coeff. Cw Compute by: Known Q (cfs) Sharp 0.51 1.39 = 3.33 Known Q = 2.73 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ftls) Top Width (ft) 1.37 2.730 0.70 3.90 0.51 DepPo(14 D2 Outfall Box Weir - Qrelease = 2.73 cfs (Q100release = 2.8 cfs - WQCVrelease = 0.07 : )i (ft) 2.00 1.50 1.00 0.50 0.00 -0.50 0 .25 .5 .75 1 1.25 2.00 1.50 1.00 0.50 0.00 -0.50 Weir W.S. Length (ft) Culvert Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Pond D2 Outfall Pipe - Qrelease = 2.8 cfs Invert Elev Dn (ft) Pipe Length (ft) S lope (%) Invert Elev Up (ft) Rise (in) S hape S pan (in) No. Barrels n -Value Culvert Type Culvert Entrance Coeff. K,M,c,Y,k Embankment Top Elevation (ft) Top Width (ft) Crest Width (ft) Elev i,fti �r-Sr L4J 4793.00 4792.00 4791.00 4790.00 1ID Circular Culvert 4791.05 44.70 1.01 4791.50 12.0 Circular 12.0 1 0.013 Circular Concrete Square edge w/headwall (C) 0.0098, 2, 0.0398, 0.67, 0.5 4795.00 10.00 19.00 1R HGL Pond D2 Outfall Pipe - ( _release = 2.8 cfs 'YG Embank Calculations Qmin (cfs) Qmax (cfs) Tailwater Elev (ft) Highlighted Qtotal (cfs) Qpipe (cfs) Qovertop (cfs) Veloc Dn (ft/s) Veloc Up (ft/s) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime Y� Tuesday, Aug 1 2023 2.80 2.80 Normal 2.80 2.80 0.00 5.04 4.65 4791.72 4792.22 4792.67 1.17 Inlet Control H:. 0el_,th t . Peach if Weir Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Emergency Overflow - Q100 = 23.9 cfs Trapezoidal Weir Crest Bottom Length (ft) Total Depth (ft) Side Slope (z:1) Calculations Weir Coeff. Cw Compute by: Known Q (cfs) Depth (ft) 2.00 1.50 1.00 0.50 0.00 -0.50 Sharp 21.00 1.00 4.00 = 3.10 Known Q = 23.90 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ftls) Top Width (ft) Emergency Overflow - Q'100 = 23.9 cfs Tuesday, Aug 1 2023 0.49 23.90 11.25 2.12 24.92 5 Weir 10 15 W.S. 20 25 30 35 40 Depth (ft) 2.00 1.50 1.00 0.50 0.00 -0.50 Length (ft) Hydraulic Calculation Reference Materials Table 5-10 Roughness Coefficients ("n") for Channel Design (After Chow 1959) Channel Type Roughness Coefficients (n) Minimum Typical Maximum I. Excavated 1. Earth, or straight Dredged and uniform a. Gravel, uniform section, clean 0.022 0.025 0.030 b. With short grass, few weeds 0.022 0.027 0.033 2. Earth, winding, and sluggish a. Grass, some weeds 0.025 0.030 0.033 b. Dense weeds or aquatic plants 0.030 0.035 0.040 c. Earthy bottom and rubble/riprap sides 0.028 0.030 0.035 3. Channels not maintained, weeds and brush uncut a. Dense weeds, high as flow depth 0.050 0.080 0.120 b. Clean bottom, brush on sides 0.040 0.050 0.080 II. Natural streams (top width at flood stage 100 ft) 1. Streams on plain a. Clean, straight, full stage, no rifts or deep pools 0.025 0.030 0.033 Clean, winding, some pools and shoals, some 0.035 0.045 0.050 b. weeds and stones Very weedy reaches, deep pools, or floodways 0.075 0.100 0.150 c. with heavy stand of timber and underbrush III. Lined or Built -Up Channels 1. Concrete a. Trowel/float finish 0.011 0.015 0.016 b. Shotcrete 0.016 0.020 0.025 2. Gravel bottom with sides of: a. Formed concrete 0.017 0.020 0.025 b. Random stone in mortar 0.020 0.023 0.026 c. Dry rubble or riprap 0.023 0.033 0.036 3. Wetland Bottom Channels See Figure 5-2 4. Grass -Lined Channels and Swales See Figure 5-3 WELD COUNTY ENGINEERING & CONSTRUCTION CRITERIA I 50 • The culvert is less than 42 inches in diameter. • Conditions within the culvert (bends, obstructions, vertical drops) or at the outlet are likely to trap or injure a person. Exceptions to the above criteria consist of street curb -opening inlets and driveway culverts that are subject to ponding depths no greater than 12 inches at the flowline and culvert entrances that are made inaccessible to the public by fencing. Sound engineering judgement should be used to determine the need for a safety grate while also considering hydraulic forces and clogging potential. Undersized or poorly designed grates can become clogged during heavy runoff and the culvert may be rendered ineffective. Additionally, the surrounding site features and depth and velocity of flow may increase the risk of pinning a human or animal against the grate. To minimize these hazards, safety grates should be sized according to the Outlet Structures Fact Sheet (T-12) of the USDCM, Volume 3 and designed to meet the following criteria: • Grates should be inclined at a slope no steeper than 3:1 (flatter is better) and have a clear opening at the bottom of no more than 9 inches to permit passage of debris and bed load at lower flows. • Weld County does not allow the use of collapsible gratings. 5.8.6 Maintenance The County will maintain culverts located within the County ROW. Private property owners are responsible for maintenance of their culverts. Culverts that are part of a subdivision drainage plan are maintained by the respective homeowner's association. Those culverts should be maintained and cleaned out on an as -needed basis to ensure proper drainage of the subdivision. Safety grates should be inspected and cleaned after every large storm event (at a minimum) to ensure that the systems remain effective and that clogging and pinning risks are minimized. 5.9 RIPRAP Riprap should be included on the downstream end of culverts and pipe systems to provide erosion protection. The following direction should be used when designing riprap aprons at the outlet of culverts and pipe systems. Mirafi FW-300 or approved equivalent shall be installed under all riprap. 5.9.1.1 Configuration of Riprap Apron Figure 5-4 illustrates typical riprap protection of culverts outlets. 5.9.1.2 Extent of Protection The length of the riprap protection downstream from the outlet depends on the degree of protection desired. If it is necessary to prevent all erosion, the riprap must extend until the velocity decreases to an acceptable value. The acceptable major event velocity is set at 3 ft/sec for non -cohesive soils and at 5 ft/sec for erosion resistant soils. The rate at which the velocity of a jet from a conduit outlet decreases is not well known. The procedure recommended here assumes the rate of decrease in velocity is related to the angle of lateral expansion, 8, of the jet. The velocity is related to the expansion factor, 1 , 2 tan 8 which can be determined directly using Figure 5-5 or Figure 5-6 by assuming the expanding jet has a rectangular shape: WELD COUNTY ENGINEERING & CONSTRUCTION CRITERIA X 55 Where: and: Where: LP ( 1 \ (At \2t n8 / \Yt W Lp = Length of protection (ft) W = Width of the conduit (ft, use diameter for circular conduits) Yt = Tailwater depth (ft) 8 = The expansion angle of the culvert flow At Q V At = required area of flow at allowable velocity (ft') V = the allowable non -eroding velocity in the downstream channel (ft/sec) Q = design discharge (cfs) For Eq. 5.9.1: Eq. 5.9.1 Eq. 5.9.2 • If the tailwater elevation is unknown or unable to be calculated, a value of 0.4 x the culvert height or pipe diameter may be used for Vt. 1 • The expansion factor can be found from Figure 5-5 and Figure 5-6 shown below, after 2tan8 calculating Q/D25. • In the calculations for At, the allowable non -eroding velocity in the downstream channel should be: o 3.0 ft/sec for erosive soils o 5.0 ft/sec for non -erosive soils In certain circumstances, Eq. 5.9.1 may yield unreasonable results. Therefore, in no case should Lp be less than 3H or 3D, nor does Lp need to be greater than 10H or 10D whenever the Froude parameter, Q/WH1.5 or Q/D23, is less than 8.0 or 6.0, respectively. Whenever the Froude parameter is greater than those maximums, increase the maximum Lp required by %Dc or %H for circular or rectangular (box) culverts, respectively, for each whole number by which the Froude parameter is greater than 8.0 or 6.0, respectively. Once Lp has been determined, the width of the riprap protection at the furthest downstream point should be verified. This dimension is labeled "T" on Figure 5-4. The first step is to solve for 0 using the results from Figure 5-5 or Figure 5-6: 0 tan (2(ExpansonFactor)) Where: • Expansion Factor = determined using Figure 5-5 or Figure 5-6 Eq. 5.9.3 WELD COUNTY ENGINEERING & CONSTRUCTION CRITERIA I 56 T then is calculated using the following equation: T = 2 (Lp tan9) + W Eq. 5.9.4 Figure 5-4 Riprap Apron Detail for Culverts In Line with the Channel (USDCM, Vol 2 Figure 9-34) EXTEND RIPRAP TO HEIGHT OF PIPE OR BOX, MIN. RIPRAP MORE THAN 1.0' ABOVE PIPE INVERT SHALL BE INSTALLED 6" BELOW FINISHED GRADE AND BURIED WI TH TOPSOIL FINISHED GRADE TOEWALL 8'° THICKNESS S MINIMUM DEPTH i74 PLAN P I TS END TREATMENT MAY CONSIST OF RCP END SECTION (WITH TOEWALL) OR HEADWALL L GEOTE TILE EROSION CONTROL. MIRAFT 300 OR EQUAL 2D50 MIN PROFILE N SOIL RIP RAP OR VOID -FILLED RIPRAP WELD COUNTY ENGINEERING & CONSTRUCTION CRITERIA �57 Figure 5-5 Expansion Factor for Circular Conduits (USDCM, Vol 2 Figure 9-35) Expansion Angle r 0 C Os u. EXPANSION .1 .2 3 .4 .5 _6 7 TAILWATER DEPTH/ CONDUIT HEIGHT, Yt/D WELD COUNTY ENGINEERING & CONSTRUCTION CRITERIA 158 Figure 5-6 Expansion Factor for Rectangular Conduits (USDCM, Vol 2 Fig 9-36) 3 = Expansion Angle 6 CD i' a z C a) 2 Ui _3 4 .5 .6 •7 .8 .9 1 TA I L__' ATER DEPTH/ CONDUIT HEIGHT -set /14 The size of riprap can be found using the following graph after calculating Q/D1.5 and Yt/Dc and reading the value from Figure 5-7 and Figure 5-8, shown below. Use Figure 5-7 to determine the required rock size for circular conduits and Figure 5-8 for rectangular conduits. Figure 5-7 is valid for Q/Dc2.5 of 6.0 or less and Figure 5-8 is valid for Q/WH1.5 of 8.0 or less. The parameters n these two figures are: Q/D1.5 or Q/WH' in which Q is the design discharge in cfs, DC is the diameter of a circular conduit in feet, and W and H are the width and height of a rectangular conduit in feet. Yt/Dc or Yt/H in which Yt is the tailwater depth in feet, Dc is the diameter of a circular conduit in feet, and H is the height of a rectangular conduit in feet. In cases where `lit is unknown or a hydraulic jump is suspected downstream of the outlet, use Yt/Dt = Yt/H = 0.40 when using Figure 5-7 and Figure 5-8. WELD COUNTY ENGINEERING & CONSTRUCTION CRITERIA X59 Figure 5-7 Riprap Erosion Protection at Circular Conduit (Valid for Q/D2.5≤6.0) (USDCM, Vol 2 Figure 9-38) 0 0 60 40 20 r 0,146416 -,6 •8 Y t / D Use D0 instead of D whenever flow is supercritical its the barrel, **Use Type L for a distance of 3D downstream. 10 WELD COUNTY ENGINEERING & CONSTRUCTION CRITERIA I 60 Figure 5-8 Riprap Erosion Protection at Rectangular Conduit Outlet (Valid for Q/WH1.5<8.0) (USDCM, Vol 2 Figure 9-39) Use Ha instead of H whenever culvert hos supercritical flow in the harre' +*Use Type L for a distance of 3M downstream After selecting the riprap size, the minimum thickness of the riprap layer is defined as: T=2D50 Table 5-13, below, identifies d50 based on riprap classification and gradation. Eq. 5.9.5 WELD COUNTY ENGINEERING & CONSTRUCTION CRITERIA I 61 Table 5-13 Classification and Gradation of Ordinary Riprap Riprap Designation % Smaller Given Size Than by Weight Intermediate Dimensions (inches) Rock e so (inches)' Type VL 70-100 12 50-70 3540 6 6" 2-10 2 Type L 70-100 15 50-70 12 35-50 9 9t 2-10 Type M 70-100 21 50-70 18 35-50 12 12" 2-10 4 Type H 70-100 30 50-70 24 35-50 18 18 2-10 6 Type VH 70-100 42 50-70 33 35-50 24 24 2-10 9 • d50 = mean particle size (intermediate dimension) by weight. • Mix VL and L riprap with 30% (by volume) topsoil and bury it with 6+ inches of topsoil, all vibration compacted, and revegetate. 5.10 STORAGE Weld County requires regional and/or on -site detention for all future developments. The County shall be contacted to verify if any existing drainage master plans exist in the area of work. If it is determined that there is an existing master plan for the area of work, the designer shall incorporate that information into the design and ensure that the design follows the drainage requirements set forth in the masterplan. The designer also should keep the following things in mind: • Weld County does not allow detention release rates based on soil types. • Weld County does not allow full spectrum detention to be used in sizing ponds. 5.10.1 Retention Stormwater retention facilities (stormwater infiltration facilities) normally are not allowed in Weld County but shall be considered for special circumstances with the issuance of a variance. Variance requests shall only be considered in situations where there is a proven hardship on the proposed site. A hardship would be considered where there is not adequate topography to physically drain a pond (sump in basin), refusal of an irrigation ditch to accept additional drainage, or some other physical site constraint. Variances shall be reviewed on a case -by -case basis to determine the validity of the hardship and shall be signed by the County Engineer. Upon the determination that a retention pond is applicable, the volume should be calculated as 1.5 x the developed site runoff for the 100 -year, 24 -hour storm event plus 1 foot of additional freeboard. An emergency spillway is required for retention ponds. WELD COUNTY ENGINEERING & CONSTRUCTION CRITERIA I 62 Chapter 9 Hydraulic Structures 3.2.2 Low Tailwater Basin The design of low tailwater riprap basins is necessary when the receiving channel may have little or no flow or tailwater at time when the pipe or culvert is in operation. Figure 9-37 provides a plan and profile view of a typical low tailwater riprap basin. By providing a low tailwater basin at the end of a storm drain conduit or culvert, the kinetic energy of the discharge dissipates under controlled conditions without causing scour at the channel bottom. Low tailwater is defined as being equal to or less than % of the height of the storm drain, that is: D H yt < 3 o 3 r Where: yt = tailwater depth at design flow (feet) D = diameter of circular pipe (feet) H = height of rectangular pipe (feet) Rock Size The procedure for determining the required riprap size downstream of a conduit outlet is in Section 3.2.3. After selecting the riprap size, the minimum thickness of the riprap layer, T, in feet, in the basin is defined as: T = 2D50 Equation 9-15 Basin Geometry Figure 9-37 includes a layout of a standard low tailwater riprap basin with the geometry parameters provided. The minimum length of the basin (L) and the width of the bottom of the basin (W1) are provided in a table at the bottom of Figure 9-37. All slopes in the low tailwater basin shall be 3(H): 1(V), minimum. Other Design Requirements Extend riprap up the outlet embankment slope to the mid -pipe level, minimum. It is recommended that riprap that extends more than 1 foot above the outlet pipe invert be installed 6 inches below finished grade and buried with topsoil. Provide pipe end treatment in the form of a pipe headwall or a flared -end section headwall. See Section 3.1 for options. September 2017 Urban Drainage and Flood Control District 9-71 Urban Storm Drainage Criteria Manual Volume 2 Hydraulic Structures Chapter 9 RIPRAP MORE THAN 1.0' ABOVE PIPE INVERT SHALL BE INSTALLED 6" BELOW FINISHED GRADE AND BURIED WITH TOPSOIL FINISHED GRADE _._ s�� s -y JOINT RESTRAINTS (2) RCP WITH FES SHOWN END TREATMENT MAY CONSIST OF PIPE HEADWALL OR FES HEADWALL L FES HEADWALL SHOWN PROFILE w 00 FINISHED GRADE D SEE TABLE SOIL RIPRAP OR T=2D50 MIN VOID -FILLED RIPRAP PIPE._ SIZE OR D '* L BOX HEIGHT 18' 30" 42" 54" 66" - 24" - 36" - 48" - 60" - 72" i° 0" 1'-6" 2'-0" 2'-6" 3'-Q" 4' 6' 7 8' 9' 15' 20' 24' 28' 32' * IF OUTLET PIPE IS A BOX CULVERT WITH A WIDTH GREATER THAN W, THEN W = CULVERT WIDTH Figure 9-37. Low tailwater riprap basin 9-72 Urban Drainage and Flood Control District September 2017 Urban Storm Drainage Criteria Manual Volume 2 Chapter 9 Hydraulic Structures 3.2.3 Rock Sizing for Riprap Apron and Low Tailwater Basin Scour resulting from highly turbulent, rapidly decelerating flow is a common problem at conduit outlets. The following section summarizes the method for sizing riprap protection for both riprap aprons (Section 3.2.1) and low tailwater basins (Section 3.2.2). Use Figure 9-38 to determine the required rock size for circular conduits and Figure 9-39 for rectangular conduits. Figure 9-38 is valid for Q/Dc2 5 of 6.0 or less and Figure 9-39 is valid for Q/WI-F5 of 8.0 or less. The parameters in these two figures are: 1. Q/D1 5 or Q/WH°5 in which Q is the design discharge in cfs, Dc is the diameter of a circular conduit in feet, and Wand H are the width and height of a rectangular conduit in feet. 2. Yt/Dc or Yt/H in which Yt is the tailwater depth in feet, Dc is the diameter of a circular conduit in feet, and H is the height of a rectangular conduit in feet. In cases where Yt is unknown or a hydraulic jump is suspected downstream of the outlet, use Yt/Dt = Yt/H = 0.40 when using Figures 9-38 and 9-39. 3. The riprap size requirements in Figures 9-38 and 9-39 are based on the non -dimensional parametric Equations 9-16 and 9-17 (Steven, Simons, and Watts 1971 and Smith 1975). Circular culvert: d50 0.023Q Y 1.2D0.3 t c Rectangular culvert: d50 0.014H° 5Q YrW Equation 9-16 Equation 9-17 These rock size requirements assume that the flow in the culvert is subcritical. It is possible to use Equations 9-16 and 9-17 when the flow in the culvert is supercritical (and less than full) if the value of Dc or H is modified for use in Figures 9-38 and 9-39. Note that rock sizes referenced in these figures are defined in the Open Channels chapter. Whenever the flow is supercritical in the culvert, substitute Da for Dc and Ha for H, in which Da is defined as: D = (Dc + Yn ) a 2 Where the maximum value of Da shall not exceed Dc, and Equation 9-18 September 2017 Urban Drainage and Flood Control District 9-73 Urban Storm Drainage Criteria Manual Volume 2 EM 1110-2-1601 1 July 1991 US Army Corps of Engineers ENGINEERING AND DESIGN Hydraulic Design of Flood Control Channels ENGINEER MANUAL EM 1110-2-1601 Change 1 30 Jun 94 * attack in braided streams is thought to occur when the water surface is at or slightly above the tops of the mid - channel bars. At this stage, flow is confined to the multi- ple channels that often flow into or "impinge" against bank lines or levees. At lesser flows, the depths and velocities in the multiple channels are decreased. At higher flows, the channel area increases drastically and streamlines are in a more downstream direction rather than into bank lines or levees. (b) The discharge that produces a stage near the tops of the midchannel bars is Qtmcb • Qtmcb is probably highly correlated with the channel -forming discharge concept. In the case of the Snake River near Jackson, Wyoming, Qtmcb is 15,000-18,000 cfs, which has an average recurrence interval of about 2-5 years. Using cross-section data to determine the channel area below the tops of the midchannel bars and Qtmcb allows determina- tion of the average channel velocity at the top of the midchannel bars, Vtmcb (c) Field measurements at impingement sites were taken in 1991 on the Snake River near Jackson, Wyoming, and reported in Maynord (1993). The maxi- mum observed ratio Vss/Vtmcb = 1.6 , which is almost identical to the ratio shown in Plate 33 for sharp bend - ways having R/W = 2 in natural channels, and this ratio is recommended for determining VSS for impinged flow. The second area of the design procedure requiring modifi- cation for impinged flow is the velocity distribution coef- ficient Cv , which varies with R/W in bendways as shown in Plate 40. Impinged flow areas are poorly aligned bends having low R/W , and Cv = 1.25 is recommended for design. (6) Transitions in size or shape may also require riprap protection. The procedures in this paragraph are applicable to gradual transitions where flow remains tran- quil. In areas where flow changes from tranquil to rapid and then back to tranquil, riprap sizing methods applicable to hydraulic structures (HDC 712-1) should be used. In converging transitions, the procedures based on Equa- tion 3-3 can be used unaltered. In expanding transitions, flow can concentrate on one side of the expansion and design velocities should be increased. For installations immediately downstream of concrete channels, a vertical velocity distribution coefficient of 1.25 should be used due to the difference in velocity profile over the two surfaces. e. Steep slope riprap design. In cases where unit discharge is low, riprap can be used on steep slopes ranging from 2 to 20 percent. A typical application is a rock -lined chute. The stone size equation is 1.95 S0-5" q 2/3 D30 _ 1/3 g where S = slope of bed q = unit discharge (3-5) Equation 3-5 is applicable to thickness = 1.5 D100, angular rock, unit weight of 167 pcf, D85/Di 5 from 1.7 to 2.7, slopes from 2 to 20 percent, and uniform flow on a down - slope with no tailwater. The following steps should be used in application of Equation 3-5: (1) Estimate q = Q/b where b = bottom width of chute. (2) Multiply q by flow concentration factor of 1.25. Use greater factor if approach flow is skewed. (3) Compute D30 using Equation 3-5. (4) Use uniform gradation having D85/D15 ≤ 2 such as Table 3-1. (5) Restrict application to straight channels with side slope of 1 V:2.5H or flatter. (6) Use filter fabric beneath rock. The guidance for steep slope riprap generally results in large riprap sizes. Grouted riprap is often used instead of loose riprap in steep slope applications. 3-8. Revetment Top and End Protection Revetment top and end protection requirements, as with all channel protective measures, are to assure the project benefits, to perform satisfactorily throughout the project economic life, and not to exceed reasonable maintenance 3-8 Open Channels Chapter 8 CHANNEL BED FLOW DESIGN WSE RIPRAP OR SOIL RIPRAP NOT STEEPER THAN 2,5H:1 V 3' MIN (5' MIN FOR SOILS THAT ARE NOT COHESIVE) GRANULAR BEDDING, REQUIRED FOR RIPRAP. ALSO REQUIRED FOR SOIL RIPRAP WHEN SPECIFIOIED RIPRAP DESIGNATION % SMALLER GIVEN WEIGHT SIZE THAN BY INTERMEDIATE DIMENSION(INCHES)D50 ROCK ,� (INCHES) 70 - 100 12 TYPE VL 50 35 - 70 - 50 � 6 6 2 - 10 2 70 - 100 15 TYPE L 50 35 - 70 - 50 12 9 9 2 - 10 3 70 - 100 21 TYPE M 50 35 - 70 - 50 18 12 12 2 - 10 4 70 - 100 30 TYPE H 50 35 - 70 - 50 18 24 18 2 - 10 6 *D50 MEAN ROCK SIZE = Figure 8-34. Riprap and soil riprap placement and gradation (part 1 of 3) 8-76 Urban Drainage and Flood Control District January 2016 Urban Storm Drainage Criteria Manual Volume 1 Chapter 8 Open Channels SOIL RIPRAP NOTES: 1. ELEVATION TOLERANCES FOR THE SOIL RIPRAP SHALL BE 0.10 FEET. THICKNESS OF SOIL RIPRAP SHALL BE NO LESS THAN THICKNESS SHOWN AND NO MORE THAN 2 -INCHES GREATER THAN THE THICKNESS SHOWN. 2 WHERE "SOIL RIPRAP" IS DESIGNATED ON THE CONTRACT DRAWINGS, RIPRAP VOIDS ARE TO BE FILLED WITH NATIVE SOIL. THE RIPRAP SHALL BE PRE -MIXED WITH THE NATIVE SOIL AT THE FOLLOWING PROPORTIONS BY VOLUME: 65PERCENT RIPRAP AND 35 PERCENT SOIL. THE SOIL USED FOR MIXING SHALL BE NATIVE TOPSOIL AND SHALL HAVE A MINIMUM FINES CONTENT OF 15 PERCENT. THE SOIL RIPRAP SHALL BE INSTALLED IN A► MANNER THAT RESULTS IN A DENSE, INTERLOCKED LAYER OF RIPRAP WITH RIPRAP VOIDS FILLED COMPLETELY WITH SOIL. SEGREGATION OF MATERIALS SHALL BE AVOIDED AND IN NO CASE SHALL THE COMBINED MATERIAL CONSIST PRIMARILY OF SOIL; THE DENSITY AND INTERLOCKING NATURE OF RIPRAP IN THE MIXED MATERIAL SHALL ESSENTIALLY BE THE SAME AS IF THE RIPRAP WAS PLACED WITHOUT SOIL. 3 WHERE SPECIFIED (TYPICALLY AS "BURIED SOIL RIPRAP"), A SURFACE LAYER OF TOPSOIL SHALL BE PLACED OVER THE SOIL RIPRAP ACCORDING TO THE THICKNESS SPECIFIED ON THE CONTRACT DRAWINGS. THE TOPSOIL SURFACE LAYER SHALL BE COMPACTED TO APPROXIMATELY 85% OF MAXIMUM DENSITY AND WITHIN TWO PERCENTAGE POINTS OF OPTIMUM MOISTURE IN ACCORDANCE WITH ASTM D698. TOPSOIL SHALL BE ADDED TO ANY AREAS THAT SETTLE. 4. ALL SOIL RIPRAP THAT IS BURIED WITH TOPSOIL SHALL BE REVIEWED AND APPROVED BY THE ENGINEER PRIOR TO ANY TOPSOIL PLACEMENT. GRADATION FOR GRANULAR BEDDING U.S. STANDARD SIEVE SIZE PERCENT PASSING BY WEIGHT TYPE I CDOT SECT. 703.01 TYPE II CDOT SECT. 703.09 CLASS A 3 INCHES - 90 - 100 iF2 INCHES - - 34 INCHES - 2O - 90 % INCHES 10O - 4 95 - 1OO 0 - 20 #16 45 - 80 - 50 10 3O - - #100 2 10 - - #200 0 2 O 3 - - RIPRAP BEDDING Figure 8-34. Riprap and soil riprap placement and gradation (part 2 of 3) January 2016 Urban Drainage and Flood Control District 8-77 Urban Storm Drainage Criteria Manual Volume 1 Open Channels Chapter 8 THICKNESS REQUIREMENTS FOR GRANULAR BEDDING RIPRAP DESIGNATION MINIMUM BEDDING THICKNESS (INCHES) FINE-GRAINED SOILS 1 COARSE -GRAINED SOILS 2 TYPE I (LOWER LAYER) TYPE II (UPPER LAYER) TYPE II VL (D50 = 6 I N) 4 4 6 4 4 6 L (D50 = 9 IN) M (D50 = 12 IN) 4 4 6 4 6 8 H (D5© = 18 IN) VH (D50 = 24 I N) 4 6 8 NOTES: 1. MAY SUBSTITUTE ONE 12 -INCH LAYER OF TYPE II BEDDING. THE SUBSTITUTION OF ONE LAYER OF TYPE II BEDDING SHALL NOT BE PERMITTED AT DROP STRUCTURES. THE USE OF A COMBINATION OF FILTER FABRIC AND TYPE II BEDDING AT DROP STRUCTURES IS ACCEPTABLE. 2. FIFTY PERCENT OR MORE BY WEIGHT RETAINED ON THE #40 SIEVE. Figure 8-34. Riprap and soil riprap placement and gradation (part 3 of 3) 8-78 Urban Drainage and Flood Control District January 2016 Urban Storm Drainage Criteria Manual Volume 1 APPENDIX D Maps Historic Condition Drainage Exhibit Developed Condition Drainage Exhibit Drainage Details APPENDIX E Construction Plans See Construction Plans Under Separate Cover September 13, 2023 Q: Will there be an SPCC plan? The Boulter site is 3.5 miles from the South Platte river, and is contained by surrounding high spots that would prevent drainage into the river. Furthermore, neither river is a navigable water, and the first navigable water that the SP hits is the Missouri River, were any spill from our site would be so diluted out that it shouldn't be considered "sufficient". The closest navigable waterway for the NM site is the Pacific Ocean, which is much close to the actual site than the Boulter location is to the Missouri river. With that, we don't believe that an SPCC will apply. EQUIPMENT LOST PLANT 1 ID EQUIPMENT TAG/NAME N 001 MT -1100 INLET METERING SKID 002 F-1200 INLET FILTER/COALESCER 1 003 SK -1300 ODORANT INJECTION SKID 004 SK -5100 CNG COMPRESSOR SKID 1 005 AC -5300 CNG COMPRESSOR COOLER 1 006 SK -5200 CNG COMPRESSOR SKID 007 AC -5400 ONG COMPRESSOR COOLER PROPERTY BOUNDARY 008 F-5800 MP LUBE OIL FILTER L I' 009 F-5900 HP LUBE OIL FILTER 010 SK -7200 TRUCK LOADOUT SKID - M— BER - BERM BERM BEM 1 BERM r7i5a —B BER BER Nf BER BERM BERM BERN OMB■ A BERM BERM BERM L! BERM BERM I BERM BERM BERM BERFTa BERM BERM —BER Mt —BERM —BERM .M'l BERM BE BERM BERM BERM B BERM BERM M 011 SK -7300 TRUCK LOADOUT SKID 012 SK -7400 TRUCK LOADOUT SKID INLET METERING PIG 013 SK -7500 TRUCK LOADOUT SKID O O O O O LAUNCHER/RECEIVER 014 TK-9731 COMPRESSOR CYLINDER LUBE OIL DAY TANK 0 015 TK-9721 COMPRESSOR FRAME LUBE OIL DAY TANK 037. O 001 016 TK-9741 GLYCOL DAY TANK o 017 TK-9742 GLYCOL DAY TANK ... __ N: 1400'-0" __ O 022 TK-9701 SLOP TANK 038 O o O O o OX O 0x0 OJRO OO • O 00 00 023 SK 9410 AIR COMPRESSOR SKID OXo o o p O __ T �X o _ 024 X O O 025 PDC BUILDING � ��•�;��. •• v:;• : r ••::-:-::• 026 MV XFMR / �� O xo ..:;::::•� ...• •:�. ::•:..�•-• 027 LV XFMR • kj XO • �:::9X..:CC.X ��•��• ...... ........... ��•� O 19 028 BACKUP GENERATOR 0 02 w" __ JUNIPERUS SCE' LORUM O 009 0"8 .........::::::: 029 OFFICE TRAILER � / b __ O 030 TK-9710 SUMP TANK iJ Ox n 031 P-9710 SUMP PUMP O •.- O X EE 032 SK -6200 CHILLER SKID o PLANT LIST NOTE O o I � PIPE CORRIDOR x 036 033 DISTRIBUTION XFMR 031 o 026 030 I 034 E-6000 CNG HEAT EXCHANGER _ 0 N: 1300'-Q° p 014 013 035 P-5201 CHILLER RECIRCULATION PUMP 02 I I_�>_ 036 TK-6202 CHILLER BLADDER TANK 035 037 SK 7600 VEHICLE FILL DISPENSER Oy O u•I 034 X 03$ SK -7700 VEHICLE FILL DISPENSER II i mohi ��_ Ea a 006 N1 ,-; r,l lO 01 4� OX es OY, 015 ) r O 0 016 7 .. O 011 L O O \ X X X X X X X X X X X XX 600c'�oc�c �, �r\ oc 000 0 00000 oaoo o6 c o r �.. 0FFI'E 010 N: 1200'-0" 033 7 / PROPERTY BOUNDARY 7j N . '1 029 \ O JUNIPE US SCOPULORUM /� \ o O BERM BERM�BERIuY --BERM m 9 - JUNIPERU $COPULORUM BERNH� BERM Pond BERM O 14,000sf } r_ / / / Pond 37,001sf ' O L m `: N: 1100'-0" g ti o l A / { _BERN BERM�BERM 1} BERM NEB rlaBe rvaam Y@13B MOB----MOB—�"v'c98 W1ITRI ? 9ERM�BERMJ BER BERM \ BER.M�BERM—�6FRM� _ BERM uRN�9ERM eERM�eERM BERM BERM BERM BERM BERM BERM BERM BERM�BERM�Y - . onotracr000tN: 10001 -0" PROPERTY BOUNDARY 10 JUNIPERUS - SCOPULORUM PLANT LIST SYM NO. COMMON NAME SCIENTIFIC NAME NOTES 129 ROCKY TOP MOUNTAIN BLUE' JUNIPER 'TABLE JUNIPERUS BLUE' SCOPULORUM 'TABLE TOP MINIMUM 5 -GALLON CONTAINER GROWN (ANSI #5). SUBSTITUTES HEIGHT (6 -FOOT) / WIDTH (8 -FOOT) AT MATURITY AND MAY BE ACCEPTABLE EVERGREEN WITH OWNER APPROVAL. FOR SIMILAR tbd BUFFALOGRASS SEED OR SOD AS NEEDED IN DISTURBED AREAS. SIMILAR NATIVE TURFGRASS MAY BE sq. ft. BUFFALOGRASS BUCHLOE DACTYLOIDES SUBSTITUTED WITH OWNER APPROVAL. 0 O O O 0' O O o G 4 cV O. O: T 4 O * o O d LC) a O O cD O O 1 - o CJ c D3 © b O 6) d O d NOT FOR CONSTRUCTION w w w w Iii PLOT PLAN cV w w w w w w THIS DOCUMENT IS PRELIMINARY IN NATURE AND IS SCALE 1"=40'-0" NOT A FINAL SIGNED AND SEALED DOCUMENT THIS HAS CONSTRUCTION NAMED THE THE NOT TO OF ANY ZAP DRAWING BEEN CONSTRUCTION, FACILITY BE IN THE USED OTHER ENGINEERING PREPARED NAMED HAS SERVICES, TITLE FOR PARTY NOT ANY BY BLOCK OPERATION IN WITHOUT & BEEN THE OTHER CONSTRUCTION ZAP INC. SOLELY TITLE PUBLISHED ENGINEERING FOR AND PURPOSE THE BLOCK USE IN MAINTENANCE EXPRESS RESPECT SERVICES, BUT BY AND OR & THE FURNISHED CONSENT RATHER CLIENT OF:2!€31:::) SHALL OF INC. REFERENCED DRAWINGS DRAWING REVISIONS ENGINEERING & CONSTRUCTION SERVICES, INC. LIBERTY GENERAL PLOT ONG ARRANGEMENT PLAN STATION 0 DRAWING NUMBER TITLE REV DESCRIPTION BY CHK APVD DATE - - A ISSUED PRELIMINARY JRE JRE JRE 12/12/22 B ISSUED PRELIMINARY REVISED JRB BB JRE O3/22/23 C ISSUED PRELIMINARY REVISED JLW BB JRE 05/12/23 JOB NO: 123O83 D ISSUED PRELIMINARY REVISED JLW BB JRE 07/12/23 - DRAWING NO: 4941 O1-GO1-10OO REV: PLOT SIZE: ANSI D SCALE: AS NOTED Preliminary Traffic Assessment Liberty Power Innovations Compressed Natural Gas Facility Part Southwest Quarter (SW4) Section 31, Township 5 North, Range 64 West Weld County, Colorado September 12, 2023 Evaluation 1. Access: The proposed access into the facility site is currently being used for existing oil & gas operations. The road is constructed and is suitable for the needs of the facility pending minute improvements. 2. Turn Lanes: There are no existing turn lanes into the facility. At this time, Liberty Power Innovations doesn't anticipate needing turn lanes for traffic control. 3. Traffic Control: Liberty Power Innovations does not anticipate the site's traffic to trigger the need for upgrading the adjacent public street intersections to traffic signal or roundabout control. 4. Multi -Modal: This is an area with heavy oil & gas traffic congestion being near the DCP Midstream - O'Connor Plant, La Salle, CO. There will be no need for sidewalks or bicycle parking. Existing Roadway Conditions Adjacent to Site Name Designation Daily Volume Traffic Lanes Transit Bike/Ped Facilities WCR 50 Collector Maintained Unknown 2 Yes No WCR 49 County Maintained Hwy Unknown/Heavy 4 Yes No Estimated Traffic and Parking Generation AM Hour Peak PM Hour Peak Peak Demand Parking Daily In Out In Out . In Out 74 74 7 3 3 7 18 Site plan The site plan used for this assessment is dated Aug. 14, 2023. This plan shows the industrial building and adjacent office and eight (8) total parking spaces. There are four (4) truck loadout stalls. Disclaimer This is an informational preliminary assessment and is not an engineering report. It is based upon the site plan/concept plan provided. EQUIPMENT LIST :: E:.I' 't.T Ta •';::•:E I I I 1 :- tale ..E'tr(, 'iT _ ,: • 1 1 I " F- • ' I,IET RUE ALE ' f! I J_ a,., I,.. PLANT I i I I ,I N E.i. .. .., I I 1 I e.•� ., . v E: I. 1 , , L r=.. v• E : n L. ', 41. 4. ,e IL ,• r— t. L. E t. Mit r-- • H L -E 'E. FYC1E' . >: T I L .:.: 7 }t_ 1 f_.. T I I; a. • I fl — ._I f: •. T IL .1 11 / I _ n n -V v -E. StQX� ^ Fogy _. .. J . r. E L I E IL a. tat? ' TIM - - _ t; 1 l n- ,> it=1=IA; X X X x X x x x x x _ p l .. -/-, 'AP :' AP w:.4.t_• _• -.aSI I (_:s aL ha_ t 9¶ �-t ! I n; L, e -- _ n QI i .- =. SRI p.w K I I I I �'�' I I I I I I I I�AE :..��f.�.� \ ih . ;' �_'fi l( !AO. TAI ;t i1 y",�` IJ Vrl. 1� { is Il K L I4' 1 II• / H Tl— ML1E it- U.4 . e '' '!! '. - I 1L.E%E. 4 ,. 1 t— AN 1$ IM. I L•. G t L 3 -5 l_ I X X X J X X ] CJJ X X X X' 1 VifilL11 NON (HENCE) 7pS9 Fil E ' 1 e f 21 J kel A. f I , I f III;: f 1 _� I _ --- _ I -- JI El ,:••r:a•, . • • • -- -• , i X11 '' PRELIMINARY H - w — 4 ,ii.• K' •'1ljFF,'. —t: --R— —i •N ----•-11 • it Ir1 I •••• a, .. •--' --e it"--''' M • N II - 11 - ' H sI f If - II Hi It `t siry� ty�' NOT FOR CONSTRUCTION I a �� ° _. L. ,•I• _ L- 7rrl[,f toughs:, h wfaar st h II HS tlaL' 3� $ , t JA.• Akt HsJltc ece .vE�I .-+ u N W u N e., i... 4.1 1.1 W Ti -ii E- T l HE T -THEN - EE E - E r n E .F E I F E THE CUM - E I THE 1ITLE L 1 LEL I E E ^f THE r - E -TI'_- l E- E F THE F- II�'i - E V THE ?TIIE L V - H_� i G r- E 1 E L I- T THHE1 THE E E E F I E. F - E I a I T Ti E I F I - t 'E E E -- I •I El I . - ZAR tkwatrtrwen • eotd7NuetiOl. etwv`ctr, ow - as LIBERTY CNG STATION GENERAL ARRANGEMENT PLOT PLAN EYA4,I E TIRE REV DESCRIP1IE^: • HI ATE - - A ISSLW 8tU11? : L,'; :E E a c1 �Eh ;•aE "i ,• Le,' : E •E ' I. E • L.1 -.LE.-; I ALE -.-- •. 7E. [3 FOR COMMERCIAL OR INDUSTRIAL BUILDINGS, PLEASE COMPLETE THE FOLLOWING INFORMATION: Business Name: Address: Business Owner: Home Address: Liberty Power Innovations LLC 950 17th Street, Floor 24 Phone: 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 Justin Kuchta Director, Business Development PHONE 203-300-9073 203-300-9073 Denver, CO 80202 ADDRESS 950 17th St., Floor 24, Denver Nick Law Project Engineer 719-439-1279 Business Hours: 24 -hour facility UTILITY SHUT OFF LOCATIONS: Main Electrical: Gas Shut Off: Exterior Water Shutoff: Interior Water Shutoff: Days: 7 days a week 07/22 12 Notice of Inquiry Weld County Pre -application Case # PRE23-0144 Date of Inquiry 3/24/2024 Municipality Kersey CPA Name of Person Inquiring Liberty Services Innovations Power Innovations, LLC C/O Kelly Jones NKJ Land Property Owner Michael Boulter Farms LLC Planner Chris Gathman Planner Phone Number 970-400-3537 Planner Email Address cgathman@weld.gov Le al g Description p Lot Section A Amended 31, T5N, Recorded R65W of Exemption 6th PM RE -4396; Part S2S2SW4 of the Parcel Number 0963-31-3-00-016 Nearest Intersection County Road 49/County Road 50 Type of Inquiry Use facility) by Special Review Permit for an Oil and Gas Support Facility (CNG The above person met with County Planning staff about developing a parcel of land inside your designated Intergovernmental Agreement/Coordinated Planning Agreement Boundary. County Planner's signature Would you like to pursue annexation of this property? NO X YES Date of Contact Comments: aria Ott Kersey Planner 4.1.24 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 8O631 � (97O) 4OO-61OO � (97O) 3O4-6498 Fax 20181107 Weld County Treasurer Statement of Taxes Due Account Number R6780542 Assessed To Parcel 096331300007 BOULTER MICHAEL 22019 COUNTY ROAD 54 GREELEY. CO 80631-9764 Legal Description PT S2S2SW4 31 5 64 LOT A AMD REC EXEMPT AMD RE -4936 Year Tax Situs Address Interest Fees Payments Balance Tax Charge 2022 $2.60 $0.00 $5.00 ($7.60) $0.00 Total Tax Charge Grand Total Due as of 08/09/2023 COLLECT Tax Billed at 2022 Rates for Tax Area 0732 - 0732 Authority WELD COUNTY SCHOOL DIST RE7 NORTHERN COLORADO WATER (NC CENTRAL COLORADO WATER (CCW CENTRAL COLORADO WATER SUBD PLATTE VALLEY FIRE AIMS JUNIOR COLLEGE HIGH PLAINS LIBRARY WEST GREELEY CONSERVATION Taxes Billed 2022 * Credit Levy $0.00 Mill Levy ! 5.0380000* 9.5530000 1.0000000 1,0680000 1.5820000 5.1650000 6.3070000 3.1810000 04140000 Amount $0.91 $0.57 $0.06 $0.07 $0.09 $0.31 $0.38 $0.19 $0.02 43,3080000 $2.60 $5,00 Values Actual AG -DRY FARM LAND $177 AG -WASTE LAND $1 Total $0.00 Assessed $50 $10 $178 $60 ALL TAX LIEN SALE AMOUNTS ARE SUBJECT TO CHANGE DUE TO ENDORSEMENT OF CURRENT TAXES BY THE LIENHOLDER OR TO ADVERTISING AND DISTRAINT WARRANT FEES. CHANGES MAY OCCUR AND THE TREASURER'S OFFICE WILL NEED TO BE CONTACTED PRIOR TO REMITTANCE AFTER THE FOLLOWING DATES: PERSONAL PROPERTY, REAL PROPERTY, AND MOBILE HOMES - AUGUST 1 TAX LIEN SALE REDEMPTION AMOUNTS MUST BE PAID BY CASH OR CASHIER'S CHECK. POSTMARKS ARE NOT ACCEPTED ON TAX LIEN SALE REDEMPTION PAYMENTS PAYMENTS MUST BE IN OUR OFFICE AND PROCESSED BY THE LAST BUSINESS DAY OF THE MONTH }r - r r 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 that as of this date, all current and prior year taxes related to this parcel have been paid in full. Signed. Date: (0g, _ Hello