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Home My WebLink About20211395.tiffUSE BY SPECIAL REVIEW (USR) APPLICATION FOR PLANNING DEPARTMENT USE: DATE RECEIVED: AMOUNT $ CASE #ASSIGNED: APPLICATION RECEIVED BY PLANNER ASSIGNED: PROPERTY INFORMATION Is the property currently in violation? i No I Yes Violation Case Number: Parcel Number: 1 3 0 9_ 1 0 .0 _0 0 _0 0 6 Site Address: 15759 County Road 22 Legal Description: SUBX15-0037 SE No. 1309-10-4 Section: 10 , Township 2 N, Range 66 W Zoning District: A Acreage: 9.554 Within subdivision or townsite7 Na 11lYes Name: Water (well permit # or water district tap #): Sewer (On -site wastewater treatment system permit # or sewer account #): FloodpfainliNo Yes Geological Hazard PROPERTY OWNER(S) Name: Cannon Land Company No fifes Airport Overlay No EYes Company: Phone #: Email: Street Address: 3333 S Wadsworth Blvd, Suite D-208 City/State/Zip Code: Lakewood, CO 80227 Name: Company: Phone #: Street Address: City/State/Zip Code: Email: APPLICANT/AUTHORIZED AGENT (Authorization Form must be included if there is an Authorized Agent) Name: Jessie Stonberg Company: Baseline Engineering Corporation oiblo Certarus, Ltd. Phone #: 303-202-5010 x221 Email: jessie.stonberg@baselinecorp.com Street Address: 112 N. Rubey Dr, Ste. 210 City/State/Zip Code: Golden. CO 80403 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 authorit to sign for the corporation. Sign Jessie tonberg Print 5 1111312020 -{ljott / v dl,r f Date Sig�natare' Mark Wills Print 12/11/2020 Date CANNON LAND COMPANY 3333 S Wadsworth Blvd, Ste. D-208 • Lakewood, CO 80227 • Phone: (303) 321-7012 August 26th, 2020 Weld County Department of Planning Services 1555 N. 17th Avenue Greeley, CO 80631 To whom it may concern: Re: Authorization for Certarus (USA) Ltd ("Certarus") WCR 22 CNG Fill Station update to Use by Special Review Permit USR15-0077 This letter is intended to satisfy Weld County's request for a letter of authorization for the project referenced above, Cannon Land Company is the owner of the property known as Weld County Parcel 130910000006 ("the Land"), located in the East % or the North 14 of the NW 14 of Section 10, Township 2N, Range 66W. A ten -acre parcel, more or less, of the Land is leased to Certarus in Fort Lupton, CO. Certarus and its consultant Baseline Corp are hereby authorized to act on our behalf in submitting and processing applications for any planning, building or septic permits on our behalf and/or update to their Use by Special Review Permit related to their compressed natural gas (CNG) fill station necessary for the construction of a workshop on the Land, The authorization granted by this letter is expressly limited as described herein. Certarus is not authorized to effect any permanent changes to the current zoning or other classification of the Land or apply for approval of use of the Land other than as described in this letter. Please copy Cannon Land Company at 3333 S Wadsworth Blvd, Suite D-208, Lakewood 80227 on correspondence and decisions with respect to Certarus' applications. Please contact me on (303) 3217012 if you have any questions or concerns. Sincerely, Patrick Cannon President, Cannon Land Company I�I11111iiIIIN101lIi STATEMENT OF AUTHORITY Y FOR CERTARUS (USA) LTD. (Section 38-30172, C, S,) 1, This Statement of Authority relates to an entity named Certarus (USA,) LtdL (Company"), 2, The type of entity is a corporation, 3. The entity isformed under the lawsof the State of Delaware. 4. The registered office of the Company is 1209 Orange Street, Wilmington, DE 19801. 5. The mailing address for the entity is: 750 Town and Country Blvd, Suite 175, liouston, TX 77024. 6The following persons are authorized to enter into any transaction on behalf of, or otherwise act for, or bind the Company! Clint Warkentin, Chief Fnancial Officer; or Mark Wills, Regional Opaations Manager, CO. �'. The following persons are authorized to emirte instruments veying, encumbering,or otherwise affecting title to real property on behalf of the Company; Clint Warkentin, Chief Financial Officer; or Mark Wills, Regional Operations Manager, CO. 8. This Statement of Authority is executed on MIX of the entity pursuant to the provisions of Section 38-30-172, *R,& Execute. on Ju l 10 2020 CERT 1S (USA) LTD. fly. Name: Aaron Hater Its: VP Engineering 4839-8 ] 5NJ3T DEPARTMENT OF PLANNING AND BUILDING DEPARTMENT OF PUBLIC HEALTH AND ENVIRONNMENT 1555 NORTH 17TH AVENUE GREELEY, CO 60631 AUTHORIZATION FORM I, �� Cannon Land Co. , give permission to'�rtarus (USA) Ltd. (Owner — please print) (Authorized Agent — please print) to apply for any Planning, Building or Septic permits on our behalf, for the property located at (address or parcel number) below: 15759 Jaunty Read 22, Fact Lupton, CO 8p621 WELD COUNTY Legal Description: 161 02 E�/N�N111'U4 of Section � � , Township 2N1N, Range 66 1N' Subdivision Name: Lot Block Property Owners Information: Address: i3333 S Wadsworth Blvd, Suite Da2O8, Lakewood, Co 8D227-5122; Phone: 303-263-9478 Authorized Agent Contact Information: E-mail: patrick@cannonlandco.com Address: 15759 CR 22, Fort Lupton, CO 80621 Phone: 713.824.0221 E -email: 1711NIllS'�'�e(tar�'I$.co�'"I Correspondence to be sent to: Owner Authorized Agent Xi v �o' t , Both / by Dail_ Email Additional Info: Owner Signature: ,r _ Owner Signature: Date: Cate 7 O a 0 DEPARTMENT OF PLANNING AND BUILDING DEPARTMENT OF PUBLIC HEALTH AND ENVIRONNMENT 1555 NORTH 17TH AVENUE GREELEY, CO 80631 AUTHORIZATION FORM I, (We),Certarus (USA) Ltd. (Owner is please print) Jessie Stonberg at Baseline Engineering give permission to (Authorized Agent — please print) to apply for any Planning, Building or Septic permits on our behalf, for the property located at (ad@Tess or parcel number) below: 15759 County Road 22 Fort Lupton, CO 80621 WELD COUNTY Legal Description: 16102 E2/N2NW4 of Section 10 . Township 2N N, Range 66 W Subdivision Name: Lot Block Property Owners information: Address: 15759 CR 22, Fort Lupton, CO 80621 Phone: 113-824-0221 E-mail: mWIlIS@CG'rt1CUS.00111 Authorized Agent Contact Information: Address: 112 N Rubey Drive Suite 180, Golden, CO 80621 Phone: 303-202-5010 x221 Correspondence to be sent to: Owner E -Mail: jessie.stonberg@baselinecorp.com Authorized Agent BothX / by Mail Email_ Additional Info: r � 1 Owner Signature Date: oL/i>laoaa Owner Signature: Date: USE BY SPECIAL REVIEW QUESTIONNAIRE ASELINE Ergin, rig Sun nB CERTARUS WCR 22 CNG FILL STATION Located on land in Southeast Quarter of Section 10, Township 2 North, Range 66 West of the 6th Principal Meridian Weld County, Colorado Applicant: Certarus (USA) Ltd. PO Box 10685 Midland, TX 79702-7685 lilt �r� I:111i I gad 1 fl Initial Submittal: December 30, 2020 USE BY SPECIAL REVIEW (USR) PLANNING QUESTIONNAIRE 1. Explain the proposed use and business name. Certarus (USA), Ltd currently runs a compressed natural gas (CNG) fill station on the property at 15759 Weld County Road 22 in Fort Lupton, CO. Certarus leases approximately 10 acres of land from the Cannon Land Company. 2. Explain the need for the proposed use. Certarus provides bulk LNG as a - uei alternative to customers at oil and gas drilling locations. CNG provides the same power and mobility as diesel, but at reduced cost and emissions. The proposed USR is needed to add a 6,100 SF building to the property that will function as an officetstorage/breakroom/shop space for maintenance on vehicles. 3. Describe the current and previous use of the land. Previously the land was non -irrigated ray lyelar id. Currently the property is being used by Certarus for the purpose of a CNG fill station approved under USR15-0077. The property is located in a rural area with existing oil and gas activity. 4. Describe the proximity of the proposed use to residences. here is no significant representation of any residential use in the area. The area is rural and heavily represented by facilities that support the oil and gas industry. 5. Describe the surrounding land uses of the site and how the proposed use is compatible with them. The Certarus WCR 22 CNG Fill Station is surrounded by agricultural properties and existing oil and gas facilities. Certarus utilizes this site to compress natural gas in order to supply multiple large volume customers who will then utilize the gas for drilling operations. There are several other oil and gas support service facilities in the area, such as a compressor station, a cryogenic plant, and others. 6. Describe the hours and days of operation (i.e. Monday thru Friday 8:00 a.m. to 5:00 pm) The facility operates 24 hours a day, seven days a week. However, typical access in and nut of the facility occurs during daylight hours. Access is gated and controlled. 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 twenty (20) full time employees and approximately twenty-five (25) truck drivers. 8. Describe the maximum number of users, patrons, members, buyers, or other visitors that the site will accommodate at any one time. The only people on site will be those that are employed by Certarus. There are no other visitors or customers that come onsite. The truck drivers that come in and out of the site bring the CNG to customers offsite. 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.). No animals will be kept on the site. 10. List the types and number of operating and processing equipment. • Two (2) electric drive compressors with electric panels and transformers • One (1) Portable/Non-permanent Flare Stack used periodically for testing equipment • Four (4) Truck Fill Posts/Natural Gas Pumps/Fill Stations • one (1) Inlet skid • Perimeter chain link fencing and security gates • Two (2) Yard Lights 11. List the types, number, and uses of the existing and proposed structures. • ivne (1) Conex Storage Container — existing • One (1) Workshop Container — existing • One (1) Existing Office Container • One (1) Freshwater Tank — existing • One (1) Septic Tank — existing • One (1) 6,100 SF Building with Office/Storage/Breakroom/Shop - proposed 12. Describe the size of any stockpile, storage, or waste areas. There are no outdoor stockpile, storage or waste areas. There is an existing trash collection by the access gate. 13. Describe the method and time schedule of removal or disposal or debris, junk and other wastes associated with the proposed use. Municipal waste services come to the site to service the trash receptacles once a week. 14. Include a time -table showing the periods of time required for the construction of the operation. When the project goes to construction it is expected that the process will take 8-12 weeks. It is hoped that with the permit, the project will start end of winter/early spring 2021. 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 site surtuce is gravel throughout the fence enclosed area. 16. How many parking spaces are proposed? How many handicap -accessible parking spaces are proposed? The site plan shows the proposed three (3) parking spaces and one (1) handicap - accessible parking spot. This is not a public fuel facility and there are rarely multiple employees on site. 17. Describe the existing and proposed fencing and screening for the site including all parking and outdoor storage areas. The site is presently surrounded by an existing standard 6 -foot chain link fence with an additional 2 -foot angled extension of three strands of barbwire. This fence will eventually be removed to extend the fence line to the limits of the leased land. No further landscaping is existing or proposed. 18. Describe the proposed fire protection measures. Y here is adequate provision for the protection of the health, safety, and welfare of the inhabitants of the neighborhood and the county. All roads leading to and those in the site area are designed and maintained to support fire apparatus. Sufficient turnaround room to accommodate fire apparatus is present. Certarus personnel in the field are on call to provide technical assistance in fire prevention and suppression. 19. Describe reclamation procedures to be employed as states of the operation are phased out or upon cessation of the Use by Special Review activity. Certarus has no intentions of ceasing operations of this facility. This facility is intended to be a long-term operation, however should the WCR 22 CNG Fill Station no longer be needed, equipment will be removed from the site and any vegetation on site will be returned to previous conditions and comply with County standards. 20. Explain how this proposal is consistent with the Weld County Comprehensive Plan per Chapter 22 of the Weld County Code. Certarus has reviewed the Comprehensive Plan as outlined in Chapter 22 of the Weld County Code and believe this project is consistent with its guiding principles. Section 22- 2-10(D) emphasizes extraction of natural resources as an important part of the economy and should minimize impacts to agricultural lands. The CNG Fill Station is a support service for extraction. The facility in operation is located on acres leased by Certarus that were previously non -irrigated rangeland that is located in a rural area with existing oil and gas activity. 21. 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.) The CNG fill station is classified by Weld County as an Oil and Gas Support and Services facility. Section 23-3-40.W of the Weld County Code states that these facilities are uses allowed for construction, occupation, operation, and maintenance in the A (Agricultural) Zone District only upon approval of a Use by Special Review permit in accordance with the requirements and procedures set forth in Article II, Division 4 of Chapter 23. 22. Explain how this proposal will be compatible with future development of the surrounding area or adopted master plans of affected municipalities. i he proposed USR for the Certarus WCR 22 CNG Fill Station is surrounded by agricultural properties and existing oil and gas facilities. Certarus is currently using this site to compress natural gas in order to supply multiple large volume consumers who will then utilize the gas for drilling operations. There are several other oil and gas support service facilities in the area, such as a compressor station, cryogenic plant, and others. 23. Explain how this proposal impacts the protection of the health, safety, and welfare of the inhabitants of the neighborhood and the County. Certarus provides bulk CNG as a fuel alternative to customers at oil and gas drilling locations. CNG provides the same power and mobility as diesel, but at reduced cost and emissions. 24. Describe any irritation features. If the proposed use is to be located in the A (Agricultural) Zone District, explain your efforts to conserve price agricultural land in the locational decision for the proposed use. Theis are no plans to irrigate the pi property on which Certarus is presently operating their CNG station. Prior to this use, the leased land was non -irrigated rangeland. 25. 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, Geological Hazard, or Historic Townsites Overlay Districts) or a Special Flood Hazard Area identified by maps officially adopted by the County. The property is NOT located within any Overlay Zoning District or Special Flood Hazard Area identified by maps officially adopted by the County. 26. Detail known state or Federal permits required for your proposed use(s) and the status of each permit. Provide a copy of any application or permit. Any relevant permits have been attached with this application. There are no state or Federal permits or applications that are in waiting or processing. USE BY SPECIAL REV►IEW (USR) PUBLIC WORKS QUESTIONNAIRE I. Describe the access location and applicable use type (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 presently one existing access point associated with this site. It is located on the southern side of the property providing access to Weld County Road 22. This access permit is permit number AP15-00581. There is no additional access point proposed for this site. 2. Describe any anticipated change(s) to an existing access, if applicable. There are no anticipated changes to the existing access. 3. Describe in detail any existing or proposed access gate including its location. Presently there is one security gate at the existing access to WCR 22. 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. Presently, there is an access drive directly south across WCR 22 to an oil and gas site. Eight -hundred (800) feet to the east, there is an existing access drive to another oil and gas site. About thirteen -hundred and fifty (1,350) feet to the west in the direction of WCR 31, there is an existing access drive to another oil and gas site. 5. Describe any difficulties seeing oncoming traffic from an existing access and any anticipated difficulties seeing oncoming traffic from a proposed access. The existing access has seen no difficulties with oncoming traffic and there is no additional proposed access to the existing. 6. Describe any horizontal curve (using terms like mild curve, sharp curve, reverse curve, etc.) in the vicinity of an existing or proposed access. There are no horizontal curves in the vicinity of the existing access on WCR 22. 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 topography in the vicinity of the existing access is flat on both the east and west directions of WCR 22. The area surrounding the site and the access is flat with no significant topographic changes. USE BY SPECIAL REVIEW (USR) ENVIRONMENTAL HEALTH QUESTIONNAIRE 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. Presently onsite there is a potable water tank. This is to be replaced with a new well on the property. Certarus is currently working with Cannon Land Company, the property owner on the specifics of this permit. 2. Discuss the existing and proposed sewage disposal system. What type of sewage disposal system is on the property? If utilizing an existing on -site wastewater treatment system, provide the on -site wastewater treatment permit number. Of there is no on -site wastewater treatment permit due to the age of the existing on -site wastewater treatment system, apply for a on -site wastewater treatment permit through the Department of Public Health and Environment prior to submitting this application.) If a new on -site wastewater treatment system will be installed, please state "a new on -site wastewater treatment system is proposed." (Only propose portable toilets if the use is consistent with the Department of Public Health and Environment's portable toilet policy.) A new on -site wastewater a eau l fell i system is proposed. Please see plans included with this application. 3. If storage or warehousing is proposed, what type of items will be stored? There is existing a small storage shed (cone container) on -site that stores spare parts, hoses, and tools. No additional large equipment storage is proposed. 4. Describe where and how storage and/or stockpile of wastes, chemicals, and/or petroleum will occur on the site. Presently, Certarus does not store any waste on site. All waste produced by the personnel on site is disposed of in the small dumpster. The dumpster is serviced by the Waste Management Company. There is no more proposed storage or stockpiling of wastes, chemicals, and/or petroleum on -site. 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 be no fuel storage on site. 6. If there will be washing of vehicles or equipment on site, indicate how the wash water will be contained. The new building will have floor drains in the new flooring that will empty into a pump out containment. 7. If there will be floor drains, indicate how the fluids will be contained. The new building will have floor drains in the new flooring that will empty into a pump out containment. 8. Indicate if there will be any air emissions (e.g. painting, oil storage, etc.). There will be no concerns regarding affects to air emissions. All activities will be in compliance with the permit and control provisions of the Colorado Air Quality Control Program, Title 25, Article 7, and C.R.S. as applicable. Provide a design and operations plan if applicable (e.g. composting, landfills, etc.). The applicant has not been asked to provide a design and operations plan. 10. Provide a nuisance management plan if applicable (e.g. dairies, feedlots, etc.). Minimal noise emissions are expected from this site. Noise sources are expected to be limited to vehicle traffic and the compressor, which is an electric motor driven unit. Otherwise, there are no concerns to require a nuisance management plan. 11. Additional information may be requested depending on type of land use. Comment noted, thank you. We look forward to working with you. FOR COMMERCIAL OR INDUSTRIAL BUILDINGS, PLEASE COMPLETE THE FOLLOWING INFORMATION: Business Name: Address: Business Owner: Home Address: Certarus (USA) Ltd. 1 759 County Road 22 Certarus, USA Ltd. PO Box 10685 Phone: City, state, zip: Phone: City, state, zip: 713-824-0221 Fort Lupton, CO 80621 Midland, TX 79702-7685 List up to three persons in the order to be called in the event of an emergency: NAME Rod Saville TITLE EngineeringManager PHONE 403.930.0121 ADDRESS Mark Wills Regional Manager 713-824-0221 Nathan Hardee Operations Supervisor 432-227-4215 24 -Hour Emergency Phone - 1.877.500.7761 Business Hours: 24 hours/day UTILITY SHUT OFF LOCATIONS: Main Electrical. Gas Shut Off: Exterior Water Shutoff: Interior Water Shutoff; Days: 7 days/week Main breaker panel in the yard between the two compressor buildings ESD buttons located on keypad post inside gate, all fill posts and outside of compressor buildings Above ground water tank in "red" sea -can E of office trailer. Entry door on S end of container Inside hot water tank closet in office on N end of trailer 7/29/201 21 IIIMASEL NE Ertgineerint - Planning ' Surveying i August 17, 2020 Weld County Public Works 1111 H Street Po Box 758 Greeley, CO 80632 RE: Drainage Letter for Modification to USR15-0077 Certarus LTD. To Whom it May Concern: This letter outlines the proposed impacts of the building & pavement additions proposed in the 1st Amended Use By Special Review — MUSR19-0272. The proposed improvements include: - A 6,376 SF proposed building - Asphalt pavement parking area - Moving/relocation of (3) permanent workshop/storage trailers - Moving/relocation of (2) various tanks for on -site fluid storage These improvements result in a 4% increase in the impervious percentage of the site, for a total impervious percentage of 45% for the proposed site. The site is a part of the Weld County U5R15- 0077 and is located in the Southeast Quarter of Section 10, Township 2 North, Range 66 West. The site is bordered on the south by Weld County Road 22. Certarus LTD MUSR19-0272 The Certarus LTD site is located on the north side of Weld County Road 22. There is an EnCana Oil Gas facility to the east of the project and an Anadarko Petroleum Corporation facility east of the project, directly south of the EnCana facility. Neither facility is adjacent to the proposed project site. The developed area of the site totals 3.31 acres, and in its existing condition consists of a gravel surface with a few concrete pads and trailers tanks that are permanently on site.. There is a berm around the site to divert off -site runoff from entering the developed area. There is an existing detention pond at the southwest corner of the site that was analyzed under existing and proposed conditions. The existing drainage report for the site titled "Certarus LTD Weld County Use By Special Review (USR) Drainage Report" completed by Baseline Engineering was referenced for the existing drainage conditions of the site. This report has been included at the end of the appendix for this report. It was determined that the existing detention pond will need to be modified as part of the construction of this project. The existing pond does not have the capacity for the increase in runoff that the proposed improvements will develop. Therefore, the pond will need to be upsized in order to maintain compliance with Weld County drainage criteria. The water quality plate and 100 -year release plate have also been modified in order to achieve required pond drain times. Denver • Steamboat Springs • Golden • Colorado Springs • Loveland Corporate Office: 112 North Rubey Drive, Suite 210; Golden, Colorado 80403 Pagel 2 317a - Drainage Letter.doc The originally designed pond was designed with a volume of 32,949 cubic feet. It was determined via the as -built survey for this project that either a sediment build up has occurred at the downstream end of the pond, or the pond was not built out to its originally designed volume. In either condition, the existing pond was determined to be inadequate for proposed conditions. The required detention volume by the modified FAA method for the proposed site is 20,124 CF or 0.462 acre -ft plus 1 foot of freeboard. The improved pond will provide 41,577 CF or 0.954 acre -ft of storage as well as the required 1' of freeboard for the proposed conditions. Refer to Table 1 for a more in-depth comparison of the originally designed pond versus the improved pond conditions. The proposed water quality plate has been sized to drain the WQCV in 40 hours, and a new 100 - year orifice plate has been proposed in order to meet the maximum 0.27 cfs release rate for the site. The maximum 100 -year release rate is based on the historic 10 -year rate for the site because this site is within a "non -urbanizing area". The previous report restricted the pond release rate to 0.23 cfs based on the historic 5 -year storm release rate. The swale that outfalls into the north of the pond was also analyzed with 133% of the proposed conditions 100 -year storm flow rate. Refer to the appendix for further calculations. Refer to the pond improvement in the exhibit of this report for the specific alterations made to the existing pond. Table 1— Existing and Proposed Pond Properties Original Pond Improved Pond Required Volume 14,930 CF 20,124 CF Proposed Volume 32,949 CF 41,577 CF Water Quality WSEL 4999.11 4999.12 100 Year Storm WSEL 4999.93 4999.92 of Pond 5000.93 5001.11 Top In conclusion, the proposed improvements in the developed area for the Certarus LNG site will require the existing detention pond to be modified. An exhibit and the calculations for the modifications made to the existing pond have been included in the appendix and will be in compliance with the Weld County Code. Since rely, Noah Nemmers, P.E. Pagel 3 317a - Drainage Letter.:°c References: 1. Final Drainage Report Certarus LTD.; Baseline Engineering Corporation; November 11, 2015 2. Weld County Engineering and Construction Guidelines; July 2017. .. Urban Storm Drainage Criteria Manual, Volumes 1-3; Mile High Flood District; October 2019. Rage) 4 317a - Drainage Letter:dac Appendix 814/2020 Precipitation Frequency Data Server NOAA Atlas 14, Volume 8, Version 2 Location name: Fort Lupton, Colorado, USA* Latitude: 40.1462°, Longitude: -104.7582° Elevation: 5003.07 ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Deborah Martin, Sandra Pavlovic, Ishani Roy, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Michael Yekta, Geoffery Bonnin NOAA, National Weather Service, Silver Spring, Maryland PF tabular 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 r 1 2 I 5 I_ 10 25 50 100 200 500 1000 5 -min 0.235 (0.185-0.300) 0.286 (0.225-0.365) 0.383 (0.300-0.490) 0.477 (0.372-0.613) 0.627 (0.481-0.861) 0.759 (0.564-1.05) 0.906 (0.648-1.28) 1.07 (0.731-1.55) 1.31 (0.856-1.94) 1.50 (0.951-2.24) 10 -min 0.345 (0.271-0.440) 0.418 (0.329-0.534) 0.560 (0.439-0.717) 0.699 (0.544-0.898) 0S19 (0.704-1.26) 1.11 (0.826-1.54) 1.33 (0.948-1.87) 1.56 (1.07-2.27) 1.91 1.25-2.84 2.20 (1.39-3.28) i 1 -min 0.420 (0.331-0.536) 0.510 (0.401-0.651) 0.683 (0.536-0.875) 0.852 (0.664-1.10) 1.127— (0.859-1.54) 1.62 (1.16-2.29) 1.91 (1.31-2.77) 2.33 (1.5'3-3.47) 2.68 (1.70-4.00) 30 -min 0.567 (0.447-0.724) 0.686 (0.539-0.875) 0.915 (0.718-1.17) 1.14 (0.889-1.47) 1.50 (1.15-2.06) , 1.82 1 (1.35-2.52) 2.17 (1.56-3.07) 2.57 (1.76-3.73) 3.15 (2.06-4.68) 3.62 (2.30-5.40) 60 -min 0.695 (0.548 0.887) 0.834 (0.656 1.06) 1.11 (0.870 1.42) 1.39 (1.08 1.78) 1.83 (1.41 2.53) 2.23 (1.66 3.09) 2.68 (1.92 3.79) 3.18 (2.18 4.62) 3.91 (2.57 5.83) 4.53 (2.87 6.74) 2-hr00..88223304) 0.982 (0.780-1.24) I 1.30 (1.03-1.65) 1.63 (1.28-2.07) 1 2.16 (1.68-2.95) I 2.64 (1.99-3.62) 3.18 (2.30-4.46) 3.79 (2.62-5.44) 4.68 (3.11-6.89) 5.43 (3.47-7.98) 3 -hr 0.895 (0.715-1.12) 1.06 (0.846-1.33) 1.40 (1.11-1.76) 1.74 (1.38-2.21) 2.32 (1.82-3.15) 2.83 (2.14.3.86) 3.42 (2.494.76) 4.08 (2.84-5.82) 5.05 (3.38-7.38) 5.87 (3.78-8.57) a 6 -hr 1.06 (0.852-1.31) 1.23E7 (0.994-1.53) 1.97 (1.58-2.47) 2.59 (2.05-3.49) 3.16 (2.41-4.22 3.79 (2.79-5.22) 4.51 (3.18-6.35) 5.57 (3.76-8.04) 6.46 (4.21-9.31) 12 -hr 1.27 (1.03-1.56) 1.48 (1.20-1.82) 1.89 (1.54-2.33) 2.30 (1.85-2.84) 2.95 (2.34-3.88) 3.52 (2.71-4.66) 4.16 j (3.08-5.62) 4.87 (3.46-6.74) 5.90 I 4.02-8.38) 6.76 (4.45-9.62) 24 -hr 1.50 (1.24-1.83) 1.77 (1.45-2.15) 2.26 (1.85-2.75) 2.71 (2.20-3.31) 3.40 (2.70-4.37) I 4.62 (3.45-6.14) 5.32 (3.80-7.23) 6.31 (4.34-8.80) 7.12 (4.74-9.99) 2-d 1.71 (1.42-2.05) 2.06 (1.71-2.48) 2.67 (2.20-3.22) 3.19 (2.62-3.86) 3.94 (3.14-4.96) 4.55 (3.54-5.79) 5.18 (3.89474) 524 (4.20-7.79) 6.75 (4.67-9.23) 7.46 (5.02-10.3) 3 -day 1.86 (1.55-2.22) 2.23 (1.86-2.66) 2.84 (2.36-3.41) 3.38 (2.79-4.06) 4.14 (3.32-5.16) 4.75 (3.72-6.00) 5.39 (4.07-6.95) 6.05 (4.38-8.01) 6.97 (4.85-9.45) 7.68 (5.21-10.5) 4 -day 1.99 (1.67-2.37) 2.35 (1.97-2.80) 2.97 (2.48-3.54) 3.50 (2.91-4.19) 4.27 (3.44-5.30) 4.89 1 (3.84-6.13) 5.53 (4.19-7.10) 6.20 (4.51-8.16) I 7.13 1 (4.99-9.62) j 7.85 (5.35-10.7) 7 -day 2.28 (1.93-2.69) 2.67 (2.25-3.15) 3.32 (2.79-3.92) 3.87 (3.24-4.59) 4.66 (3.78-5.72) 5.29 (4.19-6.57) 5.94 (4.54-7.54) 6.62 (4.85-8.60) 7.54 (5.32-10.1) 8.26 (5.67-11.1) 10 -day 2.53 (2.15-2.97) 2.94 (2.50-3.45) 3.63 (3.07-4.26) 4.21 (3.54-4.96) 5.02 (4.09-6.11) 5.66 (4.50-6.97) 6.32 (4.86-7.95) ' 6.99 (5.16-9.02) 7.91 (5.61-10.5) 8.62 (5.95-11.5) 20 -day 3.24 (2.78-3.75) 3.71 (3.18-4.30) 4.49 (3.83-5.21) I 5.13 I (4.36-5.99) 6.02 (x#.94-7.21) I 6.71 (5.39-8.14) 7.40 (5.74-9.17) 8.10 (6.03-10.3) 9.03 (6.47-11.7) 9.73 (6.81-12.9) 30 -day 329 (3.27-4.37) 4.33 (3.73-4.99) 5.21 (4.47-6.01) 5.93 (5.06-6.87) 6.90 (5.69-8.19) 7.65 (6.17-9.19) i 8.38 (6.54-10.3) 9.12 (6.84-11.5) 10.1 (7.28-13.0) 10.8 (7.61-14.2) 45 -day 4.46 (3.87-5.10) 5.11 (4.43-5.84) 6.14 (5.30-7.04) 6.97 (5.99-8.02) 8.09 (6.71-9.51) 8.93 (7.24-10.6) 9.74 (7.65-11.9) 10.6 (7.95-13.1) 11.6 (8.40-14.8) 12.3 (8.75-16.0) 60 -day 5.01 (4.37-5.70) 5.76 (5.01-6.56) 6.95 (6.03-7.93) 7.90 (6.82-9.05) 9.16 (7.61-10.7) 10.1 (8.22-11.9) 11.0 (8.66-13.3) 11.9 (8.97-14.7) 13.0 (9.45-16.4) 13.8 (9.80-17.8) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PP 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 https://hdssnws..noaa.gov/hdsclpfds/pfds_printpage.html?lat=40.1462&lon= 104.7582&data=depth&units=english&series=pds 1/4 814/2020 Precipitation Frequency Data Server PDS-based depth -duration -frequency {CDF} cures Latitude: 4014626 r Longitude: -104_15412g .14 2 / 4 1 I i e M i i e e e r I I I 1 ! B 1 I I I- 1- 1 1 1 I p:".—, NIL . a:,...li • .,..... in ea I a 1. I I II__ 41_.atr«c ... ,. !,.. .q 1 ...... I ii.. . 9 I.1— . ni9 • .LaI4- • } . i i on I - I I * * • - I P I I P. I I • I r I 4 r i ,: ! I '. . . . r r t I. r e . • . ■ a. I. I 9 I r I 4 I. r # I I r I i . I r. I a I I i• I I I I I I I. . 4._. oeI...I.. race:.. r°r :«,.a. ft I� rag ilea; ♦•race..}ris, . • re • I «: �..d ..• I ..:I. , I I I • I : I II I 1 I- . I .r I' t .:r I. r' I • • g i g r i I . I I i + fR I I r i - Id I : a 1 I: I. I • 1 i t I I I r e 8 I r 1 I I iii�i .. �. .... •.I-. '.. _. y. -..ice....» 1 . I ........ • -...:.1 _I_ -. • a,,J-.`7 . _ le • I r . - I . _i r IV ~ ' 1 r I I • 1 • } • yta • -/I r r I - I -•_ _ _ • .. «__-- -• ▪ --ti- -- ' --ja ._• I •_.. ,.� r rr ~rf ;it( i r I- r t r -_irk - I e J1s•1' i dI 1 . 1 a . 1 ir• air .. i J+.', 1 et.+a „,pie _ 11� aillI ! I- r F e iRr1 • .a.e1 e••4 �'_• - _ _'r •-liji'•1 !----- _y --"";r'" .,.. .r... •.r. a- Iiiij r�� a , �� -. .. ..�+i211... .. _ I _ , Sri ,i� e fY• 1 I - 11lace w—o-.li._i .. i I .a SU. I. _sae . 1 > ... a rrri. r _ .. .. _ �.. ..;Minairk'.0 .. _ . S. .. ... . . i ... rJa+r4. �.jar: •a.,..ltuly. 't.ar++ar""i fl L 1 II EE c pi co L L t t Nt I Duration I- IC IN A C (C MI tit 13 t r+ nil 4 A 6 Average recurrence interval (years) 5 1D 3 50 100 Ada 500 1000 �a0 Atlas! 14, Volume I, VeSn 2. Created (CMM: Tire Aug 4 20:22:19 24121' Back to Top Maps & aerials Small scale terrain Average `pi recurrence interval :a {years) 1 2 5 10 25 5.0 100 200 500 1000 https://hdsaanws..noaa.govlhdsclpfds/pfds_printpage.html?lat=40.1462&lon= 104.7582&datrdepth&units=english&series=pds 2/4 8/4/2020 Precipitation Frequency Data Server i i RILEY MOUND int-n Large scale map -A War Large scale terrain C h - enn e ,...,,f -- s Greeley Long,�ont Boulder!. 100km 60mi Of r Colorado Snrin ac Large scale aerial awinTh https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?Iat=40.1462&Ion=-104.7582&data=depth&units=english&series=pds 3/4 8/4/2020 Precipitation Frequency Data Server 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 https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=40.1462&Ion=-104.7582&data=depth&units=english&series=pds 4/4 STANDARD FORM SF -I - DEVELOPED RUNOFF COEFFICIENTS 9 R I1 ♦ a . '. a u n4; ci Li 4 n 7 b • r„ m a o A Y tq� ti tS ' • , i Ss .• •r. In B 51 a u a n 0 9 a• a L a a ,. J b h b J L .i i Y '. M 51 Y L M 4 1. Y u .E .. PROJECT NAME: PROJECT NUMBER: CALCULATED BY: CHECKED BY: Certarus LLC PL317a SPC MRC DATE: 8/17/2020 LAND USE: % IMPERVIOUS 5 -YEAR COEFF. 10 -YEAR COEFF. 100 -YEAR COEFF. AREA ROOF GRAVEL YARD/ AREA. ROADS LANDSCAPE PARKS 100% 90% 40% 2% 5% 0.90 0.71 0.25 0.00 0.02 0.92 0.73 0.30 0.05 0.10 0.96 0.79 0.41 0.20 0.52 HYDROLOGIC SOIL TYPE = A DESIGN BASIN DESIGN PAVED AREA ROOF AREA GRAVEL ROADS YARD/ LANDSCAPE PARKS TOTAL AREA (AC) Cc(5) Cc(10) Cc(100) Percent Impervious 1%) (AC) (AC) (AC) (AC) (AC) POINT Al 1 0.08 0.22 3.01 0.00 0.00 3.31 0.30 0.34 0.45 45% H l 1 0.00 _ 0.00 0.00 3.31 0.00 3.31 0.00 0.05 0.20 2% 0.00 BASIN A SUBTOTAL 0.08 _ 0.22 3.01 3.31 0.00 a 6.62 0.15 0.20 0.32 23% 1.2% 3.3% 45.5% 50.0% 0.0% 100% 317a - Drainage Calcs.xlsx Page 1 0f 1 STANDARD FORM F- - DEVELOPED IDIli l r Unix, ,. 331r, } TIME OF CONCENTRATION PROJECT PROJECT CALCULATED CHECKED NAME: NUMBER: BY: BY: Certarus PL317a SPC MRC rus LLC DATE: 8/17/2020 SUB -BASIN DATA INITIAL TIME (Ti) TRAVEL TIME (Tt) tc CHECK (URBANIZED BASINS) FINAL tc DESIGN BASIN (1) AREA Ac (2) C5 (3) LENGTH Ft (4) SLOPE °Q (5) Ti Min. (6) LENGTH Ft. (7) SLOPE % (8) C, (9) Land (10) Surface VEL fps (11) Tt Min. (12) COMP. tc (13) LENGTH TOTAL (14) tc=(L/180)+1O Min. (15) Min. C10 0100 Al 3.31 0.30 446 1.1% 30.2 177 0.5% 7.0 Short Pasture/Lawn 0.5 6.0 36.1 623 13.5 36.1 0.34 0.45 Hi 3.31 446 1.1% 41.3 177 0.5% 7.0 Short Pasture/Lawn 0.5 6.0 47.2 623 13.5 47.2 0.05 0.20 0.39[1.1—C )L' /2 Ti= T� L S1'3 _ 69t}V 317a - Drainage Cales.xlsx Page 1 of 1 .:p'. ' :114 - 194101101111 PROJECT NAME: PROJECT NUMBER: CALCULATED BY: CHECKED BY: Certarus LLC PL317a SPC MRC STANDARD FORM SF -3 - DEVELOPED PED STORM DRAINAGE DESIGN - RATIONAL METHOD 5 YEAR. EVENT P1 (1 -Hour Rainfall)_ DATE: 8/17/2020 2 z DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TRAVEL TIME f REMARKS _ r-, it cr (13 �-.. C41 Ada rte•. uj Z I—jj Z Te2w S 7-"I - l— 2 0 t� a c (f) J �- r- �..,. 0 go 'is Ce z -% � E C a co0S 1'-w 2 ot ce 4 z— cc- E- 5 E t_- 20 O °3 < D 0 -.2 6 tro 42 r-1- ,mt• CO O a- CI -I w U) 1 (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (1 5) (1 6) (17) (18) (1 9) (20) (21) (2 2) 1 Al 3.31 0.30 36.12 0.98 , 1.56 1.53 1 H1 3.31 0.00 47.22 0.00 1.31 0.00 I t i 1 I I I I 1 I I I 317a - Drainage Calcs.xlsx Page 1 of .:p'. ' :114 - 194101101111 PROJECT NAME: PROJECT NUMBER: CALCULATED BY: CHECKED BY: Certarus LLC PL317a SPC MRC STANDARD FORM SF -3 - DEVELOPED PED STORM DRAINAGE DESIGN - RATIONAL METHOD 10 YEAR EVENT P1 (1 -Hour Rainfall) _ 1.39 0.27 DATE: 8/17/2020 DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TRAVEL TIME REMARKS CD nes "- .—ft w 'WI - w al ._ - _ - z ,E Ce w 0 0 ._ 0 z;45,1 vo w�.... U. _.,..� _ _ in NIC co 0 S -cl- _ C _ si.--- ail 0 < C4 4 Z �— la int° mC1) 0 ri v_ O (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (1 ) (1 ) (17) (18) (1 ) (20) (21) (2 ) 1 Al 3.31 0.34 36.12 1.14 , 1.95 2.22 1 H1 3.31 0.05 47.22 0.17 1.65 0.27 I t i I 1 I I I I I I I I 317a - Drainage Calcs.xlsx Page 1 of 1 STANDARD FORM SF -3 - DEVELOPED STORM DRAINAGE DESIGN - RATIONAL METHOD 100 YEAR EVENT PROJECT NAME: PROJECT NUMBER: CALCULATED BY: CHECKED BY: Certarus LLC PL317a SPC MRC P1 (1 -Hour Rainfall)_ 2.68 DATE: 8/17/2020 DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TRAVEL TIME REMARKS 2 0 "- ea _ssi W Iiii if .�.. Z w 1_ (19Z Ca9 ,,, ,,r _! Ce a O a. 7 .3/4S- •a (7) .= . 472 Et J ,.... a- _ tI- c W, J r 1 J ft "'-"' nfl ..�. W , �. u ... D O (1) (2) (3) (4) (5) (6) (7) (8) I (9) (10) (11) (12) (13) (14) (1 5) (1 6) (17) (18) (1 9) (20) (21) (2 2) 1 Al 3.31 0.45 36.12 1.48 3.76 5.58 . 1 H1 3.31 0.20 47.22 0.66 3.17 2.10 t i I 1 I I I I I 1 I I 317a - Drainage Calcs.xlsx Page 1 of 1 &nmaerng - P4nnirp m Simi* PROJECT NAME: PROJECT NUMBER: CALCULATED BY: CHECKED BY: Certarus LLC PL317a SPC MRC STORM STORAGE CALCULATIONS DETENTION POND DATE: 811712020 CALCULATED % IMPERVIOUSNESS = 10-YR STORM CALCULATIONS EQUATION: V10=((0.95*I - 1.90)/1000)*A EQUATION: Q10=10-YR HISTORIC 100-YR STORM CALCULATIONS EQUATION: Via,,=( -0.00005501 *I"2+0.030148*I-0.12)*A112 EQUATION: O100=10-YR HISTORIC WATER QUALITY STORAGE VOL. EQUATION: WQCV=01.0*(0.91 *i3-1.19*i2+0.78*i) DESIGN DRAINAGE AREA 45.0% 0.1929 X 1.2 Onsite Area = 3.31 ACRES FAA OVERIDE V10 = 5890 CF 7,535 RELEASE @ Q10 = 0.27 CFS Vi 00A = 13520 CF RELEASE @ Q 100= 0.27 CFS WQCV = 2782 CF 20,124 TOTAL REQUIRED VOLUME = 20124 CF (100-yr w/WQCV) OUTLET STRUCTURE MINIMUM POND VOLUME, V= Q10 -Release = 10-YR HISTORIC Q100 -Release = 10-YR HISTORIC SIZE 10-YR OUTLET CONTROL ORIFICE PLATE DIA. AREA, A10= SIZE 100-YR OUTLET CONTROL ORIFICE PLATE DIA. AREA, A100= OUTLET PIPE, D100= (12" minimum) SLOPE, S= HYDRAULIC RADIUS, FULL FLOW FLOWS FULL AT Q= SET BOX BOX CAPACITY, QOUTLET= SPILLWAY DEPTH LENGTH OF SPILLWAY OUTLET STRUCTURE SIZING SUMMARY DEVELOPED BASIN A AREA 20124 cf 0.27 cfs 0.27 cfs h10= 1.0 h100= 1.5 USE ORIFICE EQUATION: Q=Cd (0.6) * A* (2 g h)"0.5 0.06 sf OR 3.2 inches in diameter USE ORIFICE EQUATION: Q=Cd (0.6) * A* (2 g h)"0.5 0.05 sf OR 2.9 inches in diameter 15 in. diameter 0.5% 0.31 ft 4.6 cfs USE MANNING EQUATION with n = 0.013 1.0 feet high 44.0 cfs Q=Cd(0.6) A (2 g h)"0.5 0.25 ft 17.2 ft Q100=CW(2.6) L (hmax ht)A3/2 PROVIDE A 2.9 INCH DIAMETER ORIFICE PLATE @ FL ELEVATION FOR 100-YR FLOWS (2.95" per MHFD FD Detention v4.03) 317a - Drainage Calcs.xlsx Page 1 of 1 _ VOLUME CALCULATIONS swore - Pam --, DETENTION POND r' A q q p P A � P A A P A♦ P A Y P M C v •• 4- iP I P P P q PROJECT NAME: Certarus LLC DATE: 8/19/2020 PROJECT NUMBER: PL317a CALCULATED BY: SPC CHECKED BY: MRC DETENTION POND DESIGN DRAINAGE SUMMARY CALCULATED WQCV REQUIRED = 2782 CF 10-YR STORAGE REQUIRED = 7535 100-YR STORAGE REQUIRED = 20124 TOTAL STORAGE REQUIRED = 20124 CF CF CF DETENTION POND DESIGN ASSUMPTIONS USE CONIC METHOD FOR POND SIZING Elev (ft) Area (sf) Area* (sf) Volume (cfl Sum Vol (cf) 4998.40 0.00 0 4998.60 311.00 311 4998.80 2995.00 4271 4999.00 8752.00 16867 4999.20 15147.00 35413 4999.40 16859.00 47986 4999.60 17560.00 51625 4999.80 18738.00 54437 5000.00 19793.00 57789 Al EAkr 5000.50 21450.00 61848 10308 0 21 285 1124 2361 3199 3442 10432 3629 14061 3853 17913 28221 0 21 305 1430 3791 6990 AREAL +AREA2+(AREA1 xAREA2)1 /2 5001.00 30232.00 77147 12858 41079 VOLUME* = 113 x depth x AREA* 5001.11 30263.00 90742 3327 44406 Per MHFD Detention x4,03 WQCV ELEV. = 4999.12 ft DWQ= 0.7 ft 10-YR ELEV. = 4999.34 ft D10-Yr= 0.9 ft 100-YR ELEV. = 4999.92 ft D100 -err= 1.5 ft FREEBOARD ELEV. = 500111 ft FREEBOARD= 1.0 ft STORAGE VOLUME -gee! MA'AM- .r•--" - -tMa¢- r x- r _ Z '� yr� ff' �rLL./ -SO OO- ` " ^v44 I'm Jl� >fJ -a-1Q- W J /r W -SOO-{ 4000,40 aoa6=0 Acura o 1000 2000 .D ' VOLUME Xu 4000 (CF) :UUU 5OO4 7000 8D00 OUTLET DETAIL CALCULATIONS WQCV = 0.0639 ACRE -FT K40 = 0.0651=0.013D2+0.22O-0.10 a = 0.47 in2iirow =WQCV / K40 (Set per MHFD Use one column of circular perforations with a hole diameter of 11/16". D= 0.7 ft (1ft. min. depth) Detention v4.03) 317a - Drainage Calcs.xlsx Page 1of1 DETENTION BASIN STAGE -STORAGE TABLE BUILDER MHFD-Detention, Version 4m03(May 2020) Project: Certarus LNG Amendment Basin ID: 317a +ao.rn Y0CUHE E11NY "3 ZONE] MC 2 t rZONEI 111111111 PERUNB(i=—' Poor Watershed Information +MI ZCNE t ANm t OFFICES Example Zone Configuration (Retention Pond) Selected BMP Type = Watershed Area = Watershed Length = Watershed Length to Centroid = Watershed Slope = Watershed Imperviousness = Percentage Hydrologic Soil Group A = Percentage Hydrologic Soil Group B = Percentage Hydrologic Soil Groups CID = Target WQCV Drain Time = LA‘El is vEaR Or3IRCE EDB 3.31 623 312 0.010 45.00% 100.0% 0.0% 0.0% 40.0 Location for 1 -hr Rainfall Depths = User Input acres ft ft ft/ft percent percent percent percent hours After providing required inputs above including 1 -hour rainfall depths, click 'Run CUHP' to generate runoff hydrographs using the embedded Colorado Urban Hydrograph Procedure. Water Quality Capture Volume (WQCV) Excess Urban Runoff Volume (EURV) 2-yr Runoff Volume (P1 = 0.83 in.) 5-yr Runoff Volume (P1 = 1.11 in.) 10-yr Runoff Volume (P1 = 1.39 in.) 25-yr Runoff Volume (P1 = 1.83 in.) 50-yr Runoff Volume (P1 = 2.23 in.) 100-yr Runoff Volume (P1 = 2.68 in.) 500-yr Runoff Volume (P1 = 3.91 in.) Approximate 2-yr Detention Volume = Approximate 5-yr Detention Volume = Approximate 10-yr Detention Volume = Approximate 25-yr Detention Volume = Approximate 50-yr Detention Volume = Approximate 100-yr Detention Volume = Define Zones and Basin Geometry Zone 1 Volume (WQCV) Zone 2 Volume (User Defined - Zone 1) Select Zone 3 Storage Volume (Optional) Total Detention Basin Volume Initial Surcharge Volume (ISV) Initial Surcharge Depth (ISD) Total Available Detention Depth (Htora1) Depth of Trickle Channel (H-rc) Slope of Trickle Channel (STa) Slopes of Main Basin Sides (S,.,a;,,) Basin Length -to -Width Ratio (RLJW) Initial Surcharge Area (Aisv) = Surcharge Volume Length (Lisa) _ Surcharge Volume Width (Wisa) Depth of Basin Floor (HRQ0p Length of Basin Floor (LRQgp = Width of Basin Floor (WRc00R) _ Area of Basin Floor (AftooR) _ Volume of Basin Floor (VrtoOR) _ Depth of Main Basin (HMAIN) Length of Main Basin (LMAIN) Width of Main Basin (WMAIrv) Area of Main Basin (AMAIN) _ Volume of Main Basin (VMAIN) _ Calculated Total Basin Volume (Vt0tai) 0.064 0.167 0.082 0.113 0.149 0.219 0.306 0.420 0.741 0.075 0.104 0.137 0.195 0.237 0.290 0.064 0.398 0.462 user user user user user user user user user user user user user user user user user user user user user acre-feet acre-feet acre-feet acre-feet acre-feet acre-feet acre-feet acre-feet acre-feet acre-feet acre-feet acre-feet acre-feet acre-feet acre-feet acre-feet acre-feet acre-feet acre-feet ft' ft ft ft ft/ft H:V ft 2 ft ft ft ft ft ft z ft ft ft ft ft 2 ft -3 acre-feet Optional User Overrides 0.064 0.83 1.11 1.39 1.83 2.23 2.68 3.91 acre-feet acre-feet inches inches inches inches inches inches inches Depth Increment --- 4,998.40 ft Stage - Storage Description Stage (ft) Optional Ovenide Stage (ft) Length (ft) Width (ft) Area (ft 2) i Optional Override Area (11-.2) Area (a€re) Volume (ft 3) Volume (ac -ft) Top of Micropool -- 0.00 -- -- -- 0 0.000 4998.6 -- 0.20 -- -- -- 311 0.007 31 0.001 4998.8 -- 0.40 -- -- -- 2,955 0.068 358 0.008 4999 -- 0.60 -- -- -- 8,752 0.201 1,528 0.035 4999.2 -- 0.80 -- -- -- 15,147 0.348 3,918 0.090 4999.4 -- 1.00 -- -- -- 16,859 0.387 7,119 0.163 4999.6 -- 1.20 -- -- -- 17,560 0.403 10,560 0.242 4999.8 -- 1.40 -- -- -- 18,738 0.430 14,190 0.326 5000 -- 1.60 -- -- -- 19,793 0.451 18,043 0.414 5000.5 -- 2.10 -- -- -- 21,450 0.492 28,354 0.651 5001 -- 2.60 -- -- -- 30,232 0.694 41,275 0.948 5001.01 -- 2.61 -- -- -- 30,263 0.695 41,577 0.954 317a - MHFD-Detention v4 03.4sm, Basin 8/19/2020, 9:26 AM DETENTION BASIN OUTLET STRUCTURE DESIGN MHFD-Detent/on, I/lesion 4.03 (May 2020) Project: Certarus LNG Amendment Basin ID: 317a VAIIN! � v Ti 3 f4E 2 PERIONFIC POC. 1 !ex 30NEIANO2/ ORIFICES 10>•YEIA ORIFICE Example Zone Configuration (Retention Pond) User Input: Orifice at Underdrain Outlet (typically used to drain WQCV in a Filtration BMP) ft (distance below the filtration media surface) inches Underdrain Orifice Invert Depth = Underdrain Orifice Diameter = N/A N/A Zone 1 (WQCV) Zone 2 (User) Zone 3 Estimated Stage (ft) Estimated Volume (ac -ft) Outlet Type 0.72 0.064 Orifice Plate 1.71 0.398 Weir&Pipe (Circular) Total (all zones) 0.462 Underdrain Orifice Area = Underdrain Orifice Centroid = Calculated Parameters for Underdrain ft2 feet N/A N/A User Input: Orifice Plate with one or more orifices or Elliptical Slot Weir 'typically used to drain WQCV and/or EURV in a sedimentation BMP Invert of Lowest Orifice Depth at top of Zone using Orifice Plate Orifice Plate: Orifice Vertical Spacing Orifice Plate: Orifice Area per Row = 0.00 0.73 N/A 0.39 User Input: Stage and Total Area of Each Orifice Row Stage of Orifice Centroid (ft) Orifice Area (sq. inches) Stage of Orifice Centroid (ft) Orifice Area (sq. inches) ft (relative to basin bottom at Stage = 0 ft) ft (relative to basin bottom at Stage = 0 ft) inches sq. inches (diameter = 11/16 inch) (numbered from lowest to highestl WQ Orifice Area per Row = Elliptical Half -Width =- Elliptical Slot Centroid = Elliptical Slot Area = Calculated Parameters for Plate 2.708E-03 ft2 feet feet ft2 N/A N/A N/A Row 1 (required) Row 2 (optional) Row 3 (optional) Row 4 (optional) Row 5 (optional) Row 6 (optional) Row 7 (optional) Row 8 (optional) 0.00 0.23 0.46 0.39 0.39 0.39 Row 9 (optional) Row 10 (optional) Row 11 (optional) Row 12 (optional) Row 13 (optional) Row 14 (optional) Row 15 (optional) Row 16 (optional) User Input: Vertical Orifice (Circular or Rectangular) Invert of Vertical Orifice = Depth at top of Zone using Vertical Orifice Vertical Orifice Diameter = Not Selected Not Selected ft (relative to basin bottom at Stage = 0 ft) ft (relative to basin bottom at Stage = 0 ft) inches Vertical Orifice Area = Vertical Orifice Centroid = Calculated Parameters for Vertical Orifice Not Selected Not Selected ft? feet User Input: Overflow Weir (Dropbox with Flat or Sloped Grate and Outlet Pipe OR Rectangular/Trapezoidal Weir (and No Outlet Pipe' Overflow Weir Front Edge Height, Ho = Overflow Weir Front Ecge Length =- Overflow Weir Grate Slope Horiz. Length of Weir Sides Overflow Grate Open Area % _ Debris Clogging % = Zone 2 Weir Not Selected 0.93 4.00 3.40 4.00 70% 50% ft (relative to basin bottom at Stage = 0 ft) Height of Grate Upper Edge, hit = feet Overflow Weir Slope Length = H:V Grate Open Area / 100-yr Orifice Area = feet Overflow Grate Open Area w/o Debris = %, grate open area/total area Overflow Grate Open Area w/ Debris = User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectangular Orifice's Depth to Invert of Outlet Pipe = Circular Orifice Diameter = Zone 2 Circular Not Selected 0.00 2.95 User Input: Emergency Spillway (Rectangular or Trapezoidal) Spillway Invert Stage= Spillway Crest Length Spillway End Slopes = Freeboard above Max Water Surface = 1.53 18.00 5.00 1.00 ft (distance below basin bottom at Stage = 0 ft) inches ft (relative to basin bottom at Stage = 0 ft) feet H:V feet Calculated Parameters for Overflow Weir Zone 2 Weir Not Selected 2.26 4.22 248.73 11.81 5.90 feet feet ft2 ft2 Calculated Parameters for Outlet Pipe w/ Flow Restriction Plate Outlet Orifice Area = Outlet Orifice Centroid = Half -Central Angle of Restrictor Plate ori Pipe = Spillway Design Flow Depth= Stage at Top of Freeboard = Basin Area at Top of Freeboard = Basin Volume at Top of Freeboard = Zone 2 Circular Not Selected 0.05 0.12 N/A N/A Calculated Parameters for Spillway 0.18 2.71 0.69 0.95 feet feet acres acre -ft ft2 feet radians Routed Hvdrograoh Results Design Storm Return Period One -Hour Rainfall Depth (in) CUHP Runoff Volume (acre -ft) Inflow Hydrograph Volume (ao-e-ft) CUHP Predevelopment Peak Q (cfs) OPTIONAL Override Predevelopment Peak Q (cfs) Predevelopment Unit Peak Flow, q (cfs/acre) _ Peak Inflow Q (cfs) = Peak Outflow Q (cfs) = Ratio Peak Outflow to Predevelopment Q _ Structure Controlling Flow = Max Velocity through Grate 1 (fps) = Max Velocity through Grate 2 (fps) Time to Drain 97% of Inflow Volume (hours) = Time to Drain 99% of Inflow Volume (hours) = Maximum Ponding Depth (ft) = Area at Maximum Ponding Depth (acres) = Maximum Volume Stored (aae-ft) _ The uc'r can override the del -wit Cif11-/ hyd. a - ",C /xc and runoll > gr t'?es by ente,".'.r` r.a'w values in the Jr; 7d'N / H id' fogfaphs table (Columns W l l r yqh A,T). WQCV EURV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year 500 Year N/A N/A 0.83 1.11 1.39 1.83 2.23 2.68 3.91 0.064 0.167 0.082 0.113 0.149 0.219 0.306 0.420 0.741 N/A N/A 0.082 0.113 0.149 0.219 0.306 0.420 0.741 N/A N/A 0.0 0.0 0.0 0.2 0.9 1.9 4.6 N/A N/A N/A N/A 0.00 0.00 0.01 0.05 0.28 0.57 1.39 N/A N/A 0.9 1.2 1.6 2.6 3.9 5.5 9.7 0.03 0.19 0.03 0.03 0.04 0.22 0.24 0.27 4.64 N/A N/A N/A 2.8 1.6 1.3 0.3 0.1 1.0 Plate Outlet Plate 1 Plate Plate Overflow Weir 1 Outlet Plate 1 Outlet Plate 1 Outlet Plate 1 Spillway N/A 0.01 N/A N/A 0.0 0.0 0.0 0.0 0.0 N/A N/A N/A N/A N/A N/A N/A N/A N/A 38 69 46 57 69 72 73 76 70 40 I 73 48 60 73 76 79 83 81 0.72 1.01 0.76 0.85 0.94 1.08 1.27 1.52 1.72 0.29 0.39 0.31 0.36 0.38 0.39 0.41 0.44 0.46 0.064 0.167 0.073 0.104 0.141 0.191 0.271 0.378 0.465 Peak Outflow Max=0.27 cfs 317a - MHFD-Detention v4 03.xlsm, Outlet Structure 8/19/2020, 9:26 AM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Certarus Basin ID: Basin I (For catchments less than 160 acres only. For larger catchments, use hydrograph routing method) (NOTE: for catchments larger than 90 acres, CU HP hydrograph and routing are recommended) Determination of AINOR Detention Volume Using Modified FAA Method Determination of MAJOR Detention Volume Using Modified FAA Method Design Information Onput): la = A= Type = T = Tc = q = P, = C3 C1 = 02 = C3 = percent acres A. B, C. or 0 years (2, 5, 10, 25, 50, or 100) minutes cfslacre irches Design Information (Input): la _ A = Type = T = Tc = q = P1 = CI = 02 = C3= 45.00 percent acres A, B, C, or D years (2, 5, 10, 25, 50, or 100) minutes cfstacre inches Catchment Drainage Imperviousness Catchment Drsinege Area Predevelopment NRCS Soil Group Return Period for Detention Control Time of Concentration of Watershed Allowable Unit Release Rate One -hour Precipitation Design Rainfall IDF Formula I = C1x P1I(C2+Te Coefficient One Coefficient Two Coefficient Three 45.00 Catchment Drainage Imperviousness Catchment Drainage Area Predevelopment NRCS Soil Group Rehm Period for Detention Control Time of Concentration of Watershed Allowable Unit Release Rate One -hour Precipitation Design Rainfall IDF Formula I = CIF' P1!(C2+Te)"C3 Coefficient One Coefficient Two Coefficient Three 3.310 3.310 A A 10 100 14 14 0.07 0.07 1.60 2.61 28.50 28.50 10 10 0.789 0.789 Determination of Average Outflow from the Basin (Calculated): cfs cfs cubic feet acre -ft 5 -Minutes) Determination of Average Outflow from the Basin (Calculated): cfs cfs cubic feet acre -ft Runoff Coefficient Inflow Peak Runoff Allowable Peak C = Qp-in = Outflow Rate Qp-out = Mod. FAA Minor Storage Volume = Mod. FAA Minor Storage Volume = <- Enter Rainfall Duration Incremental Increase Value 0.33 Runoff Coefficient C = Inflow Peak Runoff Op -in = Allow -Mile Peak Outflow Rate Qp-out = Mod. FAA Major Storage Volume = Mod. FAA Major Storage Volume = 0.43 4.13 8.77 0.23 0.23 7,535 20.124 0.173 0.462 15 Here (e.g. 5 for Rainfall Duration minutes (Input) Rainfall Intensity inches! hr (cutout) Inflow Volume acre-feet out ut) Adjustment Factor urn" ou ut Average Outflow cfs (output) Outflow Volume acre-feet output) I Storage Volume are -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 are -feet (output) Storage Volume acre-feet (cutout) 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 15 3.6D 0.081 0.95 0.22 0.005 0.077 15 5.87 0173 0.95 0.22 0.005 0.168 30 2.48 0.112 0.73 0.17 0.007 0.105 30 4.05 0238 0.73 0.17 0.007 0.231 45 1.93 0.131 0.65 0.15 0.009 0.121 45 3.15 0276 0.15 0.15 0.009 0.269 60 1.60 0.144 0.61 0.14 0.012 0.132 60 2.60 0.306 0.61 0.14 0.012 0.295 75 1.37 0.155 0.59 0.14 0.014 0.140 75 2.23 0.329 0.59 0.14 0.014 0.314 90 1.20 0.163 0.58 0.13 0.017 0.147 90 1.97 0.347 0.58 0.13 0.017 0.330 105 1.08 0.170 0.56 0.13 0.019 0.1.52 105 1.76 0.362 0.56 0.13 0.019 0.343 120 0,98 0.177 0.56 0.13 0.021 0.156 120 1.60 0.376 0.56 0.13 0.021 0.355 135 0.90 0.183 0.55 0.13 0.024 D.159 135 1.47 0.365 0.55 0.13 0024 0.364 150 0.83 0.188 0.55 0.13 0.026 0162 150 1.36 0.399 0.55 0.13 0.026 0.373 165 0.77 0.192 0.54 0.13 0.028 0.164 165 1.26 0.409 0.54 0.13 0.028 0.380 180 0.73 0.107 0.54 0.12 0.031 0.166 160 1.18 0418 0,54 0.12 0.031 0.367 195 0.68 0.201 0.53 0,12 0.033 0.167 195 1.12 0.426 0.53 0.12 0.033 0.393 210 0.65 0.204 0.53 0.12 0.036 0.169 210 1.06 0.434 0.53 0.12 0.036 0.399 225 0:61 0.208 053 0.12 0.038 0:170 225 1.00 0442 0.53 0.12 0.038 0404 240 0.58 0.211 0.53 0.12 0.040 0.171 240 0.95 0.449 0.53 0.12 0.040 0.408 255 0.56 0.214 0.53 0.12 0.043 0171 255 0.91 0.455 0.53 0.12 0.043 0,413 270 0.53 0,217 0.53 0.12 0.045 0.172 270 0.87 0.462 0.53 0.12 0.045 0.417 285 300 0.51 0.49 0.220 0.223 0.52 0.52 0.12 0.1.2 0.048 0.172 285 0.84 0.468 0.52 012 0.048 0.420 0.050 0.173 300 0.81 0.473 0.52 012 0.050 0423 315 0.48 0.225 052 0.12 0.052 0.173 315 0.78 0.479 0.52 0.12 0.052 0;427 330 0.46 0.228 0.52 0.12 0.055 0.173 330 0.75 0.484 0.52 0,12 0.055 0,429 345 0,44 0.230 0.52 0.12 0.057 0.173 345 0.72 0.489 0.52 012 0.057 0.432 360 0.43 0.232 0.52 0.12 0.060 0.173 360 010 0,494 0.52 0.12 0.060 0.435 375 0.42 0.235 0.52 0.12 0.062 0.173 375 0.68 0.499 0.52 012 0.062 0.437 390 0.40 0.237 0.52 0.12 0.064 0,172 390 0.66 0.503 0,52 012 0.064 0.439 405 0.39 0.239 0,52 0,12 0.067 0.172 405 0.64 0.508 0.52 0.12 0.067 0.441 420 0.38 0241 0.52 0.12 0.069 0.172 420 0.62 0.512 0.52 012 0.069 0.443 435 0.37 0243 0.52 0.12 0.072 0.171 435 0.61 0.516 0,52 012 0.072 0.445 450 0.36 0.245 0,52 0.12 0.074 0:171 450 059 0.520 0.52 0.12 0.074 0446 465 0.35 0247 D.51 0,12 0.076 0.170 465 0.57 0.524 0.51 012 0.076 0.448 480 0.34 0248 0.51 0.12 0.079 0.170 480 0.56 0.528 0.51 012 0.079 0.449 495 0.34 0.250 0.51 0,12 0.081 0.169 495 0.55 0.532 0.51 0.12 0.081 0.450 510 0.33 0252 0.51 0.12 0.084 0.168 510 0.54 0.535 0.51 012 0.084 0.452 525 0.32 0253 0.51 0.12 0.086 0.168 525 0.52 0.539 0.51 012 0,086 0.453 540 0.31 0255 0.51 0.12 0.086 0.167 540 0.51 0.542 0.51 0.12 0.088 0.454 555 0.31 0257 D.51 0.12 0.091 0,166 555 0.50 0.545 0.51 012 0.091 0.455 570 0.30 0258 0.51 0.12 0.093 0.165 570 0.49 0.549 0,51 012 0.093 0456 585 0.30 0260 0.51 0.12 0.096 0.164 585 0.43 0.552 0.51 0.12 0.096 0.456 600 0.29 0261 0.51 0.12 0.098 0.163 600 0.47 0.555 0.51 012 0.098 0.457 615 0.28 0263 0.51 0.12 0.100 0.162 615 0.46 0.558 0.51 012 0.100 0,458 630 0 2 0264 0,51 0.12 0.103 0.161 630 0.45 0.561 0.51 0.12 0.103 0.450 645 0,27 0265 0.51 0.12 0105 0.160 645 0.45 0.564 0.51 012 0.105 0.459 660 0.27 0.267 0.51 0.12 0107 0.159 660 0.44 0.567 0.51 012 0,107 0.460 675 0.26 0268 0.51 0.12 0110 0.158 675 043 0.570 0.51 012 0.110 0.460 690 0.26 0269 0.51 0.12 0112 0.157 690 0.42 0.573 0.51 0.12 0.112 0.460 705 0.26 0271 0.51 0.12 0115 0.156 705 0.42 0.575 0.51 0.12 0,115 0.461 720 0.25 0272 0.51 0.12 0.117 0:155 720 0.41 0.578 0.51 012 0.117 0.461 735 0.25 0273 0.51 0.12 0119 0.154 735 0.40 0.581 0.51 0.12 0.119 0.461 750 0.24 0274 0.51 0.12 0122 0.153 750 0.40 0.583 0.51 0.12 0.122 0.462 765 0.24 0276 0.51 0.12 0.124 0.15'1 765 0.39 0.566 0.51 0.12 0.124 0.462 780 0.24 0277 0.51 0.12 0127 0.150 780 0.38 0.588 0.51 012 0.127 0.462 795 0.23 0278 0.51 0.12 0129 0.149 795 0.38 0.591 0.51 012 0.129 0.462 810 0.23 0279 0,51 0.12 0.131 0.148 810 0.37 0.593 0.51 0.12 0.131 0.462 825 0.23 0.280 0.51 0.12 D.134 0,146 825 0.37 0,596 0.51 012 DA34 0.462 840 0.22 0281 0.51 0.12 0136 0.145 840 0.36 0.598 0.51 0.12 0.136 0.462 855 0.22 0283 0.51 0.12 0.139 0.144 855 0.36 0.600 0.51 0,12 0.139 0.462 870 0.22 0284 0.51 0.12 0141 0.143 870 0.35 0.603 0.51 012 0.141 0.462 885 0.21 0285 0.51 0.12 0.143 0.141 885 0.35 0.605 0.51 012 0.143 0.462 900 0.21 0.266 0.51 0.12 0.146 0.140 900 0.34 0.607 0.51 012 0.146 0.462 Mod. FM Minor Storage Volume (cubic ft.) = 7,535 Mod. FAA Major Storage Volume (cubic ft) _ Mod. FAA M Inor Storage Volume (acre -ft.) = 0.1730 Mod. FAA M ajor Storage Volume (acre -f .j = UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35. Released January 2015 20,124 0.4620 Certarus UD-Detention_v2.35.xls, Modified FAA 713112020, 4:21 PM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Certarus Basin ID: Basin 1 Inflow and Outflow Volumes vs. Rainfall Duration 0.7 0.6 0.5 0.4 0.3 0.2 0.1 Ogas I I I ' gloom' 1 I ImpleIllir: , , I I ' ' Arimigill I 1 gi di III • 71.all I : rrIll e I rari MI • rantingIIIIIIMPIS ' r•ii la Utipim - IIIIIPIllills , _ i • 0 f 0 OO1O 1O • g OO 0 0 az 0 • a 0 ID , il 90 0 4. a ro : I • , 1 I Fan I II II iii 100 200 300 400 500 Duration (Minutes) 600 700 800 900 —p Minor Slam Inflow Vdume - 141 nor SlormOulflow Volume l4nor SicrmSforage Volume Major Sform Inflow Volume Malec Slam Outflow Volume • Major Slorm Storage Vc4unne 1000 UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35. Released January 2015 I Certarus UD-Detention_v2.35.xls, Modified FAA 773112020,4:21 PM Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Monday, Aug 17 2020 Pond Swale Triangular Side Slopes (z:1) Total Depth (ft) Invert Elev (ft) Slope (°/a) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 5002.00 5001.50 5001.00 5000.50 5000.00 4999.50 4999.00 3.30, 3.30 1.69 4999.64 0.50 0.025 Known O _ 7.42 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (fits) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) 0.96 7.420 3.04 2A4 6.62 0.80 6.34 1.05 0 2 4 6 8 10 12 14 16 Depth (ft) 2.36 1.86 1.36 0.86 0.36 -0.14 -0.64 Reach (ft) 9° 4# S. / / / r J Si 1S •Y CERTARUS LTD. 1ST AMENDED USE BY SPECIAL REVIEW - MUSR19-0272 / 1 l / -- ti 1 / / f� ^-_- r i 1 1 X -� I �f j I r J 1 ----- :' 2 I -I x X - / PR POLED DETENTIGN POND j / / J f I J /it PROPOSED DETEN BON POND REQUIRED VOLUM M82 ACRE -FT PROPOSED VOLUME:0.954 ACRE -1T 1W W914999.12 105-YR WEL 4999.112 TOP OF POND: SOD/.11 PART OF THE SOUTHEAST 1/4 OF SECTION 10, T2N* 1(66W, 6TH P.M, COUNTY OF WELD, STATE OF COLORADO SHimaimi Hem awaits ea Ina in IS*6-SINS "e' :._ ter PROPOBD BUILDING D 1 1 / f{ 8 ti 1 PROPCGED ASPHALT PAWNS ATEA EX, CONCRETE PAD • sa b§1; %.3 N N DVRELOCATTD BALDING (1YP.) 3 t 11 If I I 2lir I I 1 I r +r 1 if I I 1 IA ii 1 • 1II1/ `- 1 / 1 r' el id /r I 1 FI / 1 4, 9 ' * 4 i / Hsis riim'itminatoatin use!me mmin II MUSH I {. r • / crs r" -r RUNOFF SUMMARY BASIN AREA 10-YR 100-YR Al 3.31 ACRES 2,22 CFS 5.58 CFS H1 3.31 ACRES 0,27 CFS 2.10 CFS i DNG1 DNG1 .t' DRAINAGE PLAN DESIGN POINT DEEIGNAIION A = BASIN CESIONATION B = BASN AREA (ACRES) C = DEVELCPED 1DD.' C -FACTOR D - DEVELOPED RDA C -FACTOR LINE LEGEND MNR EAST, OONTOUR {1') MR ERIST. OCtt•11OUR (o) MNR PROP, CONTOUR. {I') M.R PROP. CONTOUR (5') EKE OF ASPHALT SUBJECT PROPERTY UNE EASEHENT ENS11NG RIGHT 'OF WAY x x E>STING CHAIN LINK FENCE o • . PROPOSED C1 -IAN UNK FENCE •uuF1111aF1ommu uu. DRAINAGE BASIN BOUNDRY GRAPHIC SCALE 3D D SO 40 (IN FEET) 1 INCH — 3D Fl e Q S PEvISIoN DE5CRIPiIDN 6-41 0 d 0 0 0 0 (! 1 J J U_ CDC? CV cc con H r w CJ I— uI to w C7 K CC c•-1 a a 2 a u� w a 4 z a ro 0 FF1FWEP UICER 11E DB0.T IPANRABON OF U cos. cid FIR AO 6I1 COIF .Y ILIdiElbl—P 1111. B18JTFu 92/44/2220 BFt4WNC as 2F x 36' MET FFU 11T1.' 5WRAY DATE AB F8t R1317a MUM In War 31 751 — Dmho'r Aping MEET 1 OF 1 DNG1 BOS11NG PRCPCSED SWARM SYMBOLS ROW DIRECTION. TYPICALLY DN PAVED ST PACES FLAW DIRECTION, TYPICALLY N GRASSED SWALE INSTALL EROS&N CONTROL BLANKETS WHERE POND SIDE SLOPES EXCEED A 4:1 SLOPE / UNITS OF EL DE1EN11Ctl POND REMOVE AND REPLACE WATER QUALITY PLATE ≥ TOO - R RESTRICTCti HATE CN OUTLET STRUCTURE POND IMPROVEMENTS EXHIBIT CERTARUS LTD MUSR19-0272 DATE PRINTED. August 20, 2020 pRO4 ZED POND REQUIRED VOLUME; 0.461 AO -FT PROPOSED VOLUME! 0.954 AC -FT VIA W3EL• 4.099.12 10D-YR WSEL 4994.42 TOP Tr POND,SOD1.11 EL SPILLWAY TI) BE PROTECTED THROUGHOUT CONSTRUCTION. TOP CF SPILLWAY TO BE RAISED ICI 5061.11 2.95 DIA. EX. 15" CAW TO REMAIN ON FEET} 1IKH=20 FT POND IMPROVEMENTS EXHIBIT 100-YR RESTRICTOR PLATE BOLTS 3.75" MAX SPACING COLUMN OF (a) 11/16" HOLES 6. 2.78"OC BOTTOM HOLE = 4998.4D BOTTOM BOX = 4998.15 CCIAPACFED SLI iADE WIN. LDNa1UDINAL SHALE aoFE Cr 0.5% PREPARED FOR: CERTARUS LTD. USR1515-0077 LOCATED IN A P RTl N OF THE SE % OF SECTI N 10, TOWNSHIP 2N, RANGE 66W OF THE 6TH P.M., COUNTY • F WELD, STATE OF CLORADO DRAINAGE REPORT PREPARED BY: BASELINE ENGINEERING CORPORATION 710 11TH AVE., STE. 105 GREELEY, COLORADO 80631 February 15, 2016 JOB # PL317 CERTARUS ASELINE EriEie.erhg 210 nningJ .ying d l Vicinity Map ra=1� '•,r .. �t`=�F-mot t t WCR 22 1• PR LOS • .i I hereby certify that this report for the drainage design of Cetarus Ltd. was prepared by me (or under my direct supervision) in accordance with the provisions of the Weld County storm drainage criteria for the owners thereof. Noah J Nemmers, P.E. State of Colorado No. 39820 Case Name: Case Number: Date: Weld County Public Works Use by Special Review (USR) and Site Plan Review (SPR) Drainage Report Outline The following checklist is to be utilized as guidance, and may not be all inclusive. Other concerns not included in this checklist may arise during the review process. NOTE: A HARDCOPY OF THE DRAINAGE REPORT AND CONSTRUCTION DRAWINGS MUST BE SUBMITTED TO PUBLIC WORKS FOR REVIEW Comment Headings Included Not Included N/A All (24" report report. important shall include be original shall "I Project) accordance criteria reports x prepared hereby 36") or included The reference be copied a cover documents contain certify was for shall shall report or with the and letter supervised a certification prepared owners be be that the typed included. within shall included sealed material, presenting this by provisions thereof." on a be report me 8-112" The pocket a stand-alone supporting within by an in ink sheet (or the for under of x 11" paper drawings attached document documents, the report drainage engineer will be accepted. as follows: the drainage my the Weld shall inside appendix. design licensed direct County and bound. Drawings be bound within the back cover and therefore and calculations The report for review and in Colorado. The sealed report design of (Insert supervision) in storm drainage the of all Only Name the shall shall of X The Drainage Report is stamped, licensed to practice in the State signed, and dated of Colorado. by a registered P.E. All submitted construction a registered R.E. licensed to plan sheets are stamped, practice in the State signed, and dated by of Colorado. X The following be supported Drainage items at a with maps Report submittal. minimum should be discussed and calculations in the Appendix. in the Drainage Include a copy Report of this narrative checklist and should with the I. General Location and Description X A. Location X 1. Township, Range, Section, 4 -Section. X 2. Local streets within and adjacent to the development. X 3. Major open channels, lakes, facilities within and adjacent streams, to proposed irrigation and other water resource project site. X 4. Names of surrounding developments (municipalities). including jurisdiction X B. Description of Property X 1. Area in acres. X 2. Ground cover and soil types. X 3. Major open channels and property ownership. X 4. General project description. X Page 1 of 5 M:\PLANNING\Kris\Procedural Guides\USR-SPR Drainage Report Checklist 6-15-12.docx Case Name: Case Number: Date: 5. Irrigation property. facilities and facility ownership information within 200 ft. of X 6. Groundwater characteristics (where applicable). X II. Drainage Basins and Sub -Basins X A. Major Basin Description X 1. Reference to Weld County Master Drainage Plan(s) where applicable. X 2. Major basin drainage characteristics. X 3. Identification affecting of all FEMA-defined the property. 100 -year floodplains and floodways 4. On -site & offsite included on the contours at minimum Drainage Report 2 -ft vertical intervals are to be drawings. X _ B. Sub -Basin Description X 1. Historic properties. drainage patterns on the subject property and adjacent 2. Off -site (minimum contributing drainage 200 ft flow flow outside area patterns is encountered). property and impacts boundary, on the or subject until no further property off -site X III. Drainage Design Criteria X A. Development Criteria Reference and Constraints X 1. Discussion subject drainage of property design previous that for drainage studies (i.e. project master influence or are influenced by the the site. proposed plans) for the X 2. Discussion structures, drainage of site constraints irrigation ditches, plan. such and as slopes, the site streets, plan impacts utilities, on the existing proposed X B. Hydrological Criteria X 1. Identify information, design rainfall amounts and source NOAA Atlas, UD&FCD maps, of design storm depth etc. X 2. Identify information design storm in the recurrence intervals. Reference Appendix. the appropriate X 3. Identify summaries design the Appendix. runoff calculation of the routing points for minor method(s) and and major accumulation storm and any computer of flows runoff. Reference models. Include at all identified the results in X 4. Identify computer detention discharge and models. Reference the storage results calculation in methods and the Appendix. X 5. Discuss of off -site the spillway for the flows will be routed 100-yr developed around condition. the proposed site or over X C. Hydraulic Criteria X 1. Identify conveyance capacities models. from County references and any computer X 2. Identify surface the calculations. provide detention elevation, a stage outlet spillway/overflow Include -storage type. summaries table/curve Include a summary facility. Reference of the detention identifying of water the storage quality 100 -year the appendix storage, sizing water for and 100 - X Page 2 of 5 M:\PLANNING\Kris\Procedural Guides\USR-SPR Drainage Report Checklist 6-15-12.docx Case Name: Case Number: Date: yr detention calculations pond in the storage, and 1 ft Appendix. of freeboard. Reference the X 3. Identify the Appendix. water quality outlet configuration. Reference the calculations in X . Identify calculations culverts in including the Appendix. diameter, type, and slope. Reference the X 5.the Identify Appendix. storm sewer inlets, manholes, etc. Reference the calculations in 6. Discussion of permanent erosion control features. X 7. Discussion quality, presented and justification check dams, in Weld drop County structures, CODE. of criteria or calculation rundowns, etc.) methods used (for that water are not X IV. Drainage Facility Design X A. General Concept X 1. Discussion of concept and typical on -site drainage patterns. X 2. Discussion constraints. of compliance with off -site runoff considerations and X 3. Discussion of report. the content of all tables, charts, figures, or drawings in the X Discussion of rundowns, etc.). anticipated h4.ydraulic structures (channels, pipes, X B. Specific Details 1. Discussion maintenance of maintenance access and aspects of plan. the design. Include a X 2. Provide applications copies of CDPHE, where applicable. CAFO, DRMS, or State Engineer's permit X V. Conclusions A. Compliance with the Weld County CODE X 1. Statement of whether or not the design will meet Weld County Code. X B. Drainage concept X 1. Effectiveness of drainage design to control damage from storm runoff. X 2. Influence of Master Drainage proposed development Plan recommendations. on any applicable Weld County X 3' Identification company applicant notified of or provide the of other and evidence proposed intent property plans. to obtain owner(s). that offsite written Weld impacted approval County of affected may require jurisdictions irrigation that have been the X 4. Reference all criteria and technical resources utilized. X The Appendices be a standalone generation should include at document and needs of the Drainage Report. a minimum the following to include copies information. of all The Drainage Report pertinent references used in the should VI. Appendices X A. Hydrologic Computations X Page 3 of 5 M:\PLANNING\Kris\Procedural Guides\USR-SPR Drainage Report Checklist 6-15-12.docx Case Name: Case Number: Date: 1.Show Vicinity Map the approximate showing location of the site boundaries of in the site. relation to surrounding area. FI RMette floodplains/floodways. showing location of the Show the site approximate in relation to the boundaries FEMA mapped of the site. 3. Soil Survey Information/Map groups for the project site. showing soil types and soil hydrologic X Rainfall Maps UDFCD or with NOAA as the applicable. project location identified. Maps can be from X 5. Land use assumptions regarding adjacent properties. X 5. Initial and major storm runoff computations yr, 10-yr, and 100-yr) at specific design points. (S- X 7. Historic and fully developed runoff computations at specific design points. X S. Computer spreadsheets model input on a and output. CD-ROM to be Include attached model files and/or to the Drainage Report. X B. Hydraulic Computations X 1. Culvert sizing. Provide computations invert elevations, 100 -year energy profile. showing slope, pipe size, material, grade line (EGL100), and hydraulic X 2. Storm inlet sizing. X 3. Swale calculations or channel sizing. for unvegetated The calculations and vegetated need conditions. to show stability X 4. _ Riprap design or other for revetment bedding and 9eo-fabric. design. The calculations need to include X 5 Pond area/volume 100 -year water capacity surface elevations and outlet sizing. Show and overflow facilities. calculations for the X 6. Orifice plate, spillway, and pond outlet sizing. X 7. Include computations for permanent erosion control features. X 8. Any spreadsheets computer model input on a CD-ROM and output. to be attached Include model files and/or to the Drainage Report. X C. 24x36Maps X 1. Historic and historic Drainage off -site), flow 2 path, ft Basin on -site flow Map. and path Show off -site length, drainage drainage and flow basin boundaries (on boundaries, design path slope. -site points, X 2. Fully Developed (on -site and points, developed drainage easement drainage related exist on the off project -site), Drainage flow features. 2 including site. ft path, Basin on -site flow metes Show Map. and path any off length, and other Show -site bounds drainage basin drainage boundaries, and flow description drainage easements boundaries path slope. around design that Show all may X 3. Construction sewers, Include cross Drawings showing open channels, culverts, sections of swales location, cross and -pans, open sizing, and and other channels. details appurtenances. for all storm X 4. Construction works. Include and labels Drawings showing the 100 -year water for pond volume and location surface discharge. of detention elevations, facilities overflow and outlet facilities, X 5 Grading lowest 100 other -year opening drainage Plan showing existing and elevation of buildings water surface elevations of facilities. proposed showing channels, contours. that swales, Identify they are streets, above the the ponds, or X 6. Erosion site. maintenance and Sediment Include typical notes installation for Control all BMPs Plan details, to showing installation be utilized all on BMPs the notes, project to be utilized and site. on - X Page 4 of 5 M:\PLANNING\Kris\Pr edural Guides\USR-SPR Drainage Report Checklist 6-15-12.docx Case Name: Case Number: Date: 7.configuration, Detail sheets for riprap, pond outlet, culverts, orifice channels, plate, etc. trash rack, spillway 8. _ All culverts with slope, line (EGL100), are pipe to and be identified size, material, hydraulic and invert profile. profiled in the Construction elevations, 100 -year energy Drawings grade 9' On all Construction proposed utilities Drawings and identify show the the utility location of all existing as existing or proposed. and X 10. The elevations of manhole and inlet inverts are identified and profiled. X 11. Miscellaneous Construction hydraulic structures/features Drawings. are shown on the x Page 5 of 5 M:\PLANNING\Kris\Procedural Guides\USR-SPR Drainage Report Checklist 6-15-12.docx INDEX ITEM PAGE GENERAL LOCATION & DESCRIPTION 1 DRAINAGE BASINS & SIB BASINS i....i/..ii...ii.ii../• DRAINAGE DESIGN CRITERIA 3 DRAINAGE FACILITY DESIGN ..i..iii..ii..i.. CONCLUSIONSrrrrrs►///r rr/iiir/�i///iii// ii///i REFERENCES ATTACHMENTS Attachment 1: NRCS Soils M a p Attachment 2: FEMA Map Attachment 3: Standard Form F-1 (Composite "C" Factors) Attachment 4: Standard Form SF -2 (Time of Concentration) Attachment 5: Standard Form SF -3 (Storm Drainage System Design) Attachment 6: Detention Pond Design Calculations Attachment 7: Culvert and Pond Outlet Pipe Calculations Attachment 8: Point Precipitation Frequency Estimates Attachment 9: Proposed Grading & Drainage Plan CERTARUS LTD. WELD COUNTY USE BY SEPCIAL REVIEW (USR) DRAINAGE REPORT I GENERAL LOCATION AND DESCRIPTION A. LOCATION 1. Township, Range, Section, l Section: The subject property is located in the southeast 1/4 of Section 10, Township 2 North, Range 66 West of the 6th P.M., Weld County, Colorado. Site Plans are included for reference in Attachment 7. 2. Local streets within and adjacent to the development: Weld County Road 22 is adjacent to the site on the south. 3. Major open channels, lakes, streams, irrigation and other water resource facilities within and adjacent to proposed project site: There are no water resource facilities within or adjacent to the proposed project site. Names of surrounding developments including jurisdiction (municipalities): There is an EnCana Oil & Gas facility to the east of the project and an Anadarko Petroleum Corporation facility east of the project, directly south of the EnCana facility. Neither facility is adjacent to the proposed project site. B. DESCRIPTION OF PROPERTY 1. Area in Acres: Property Area = 10.008 Acres. Approximate Total Project Area (Disturbance Limits) = 4.53 Acres. The Approximate Total Project Developed Area (Surfaced Area) = 3.31 Acres. 2. Ground cover and soil types: According to the Natural Resources Conservation Service (MRCS) Soils Survey in Attachment 1, the project area consists of three main soil types. The soils in the site are well drained and Hydrologic Soil Type A. Calculations for composite "C" factors are included in Attachment 3. Hydrologic soil type A was used for these calculations. 3. Major Open Channels and Property Ownership: There is no major open channel adjacent or near to the project site. The site layout and grading plan, Sheet C2, and the drainage plan, Sheet C5, are shown in Attachment 8. The property is owned by Cannon Land Co. and is identified by the Weld County Assessor's Office as Parcel Number 130910000006. 1 4. General Project Description: The existing zoning for the property is Agricultural. No changes to zoning are proposed. Certarus Ltd. intends to use the subject portion of the parcel, composed primarily of gravel, as a production area for Compressed Natural Gas (CNG) and staging area for semitrailers. The intent is for the existing topography on the site to remain with only minor grading proposed for the site area improvements. 5. Irrigation facilities and facility ownership information within 200 ft. of property: There are no irrigation facilities within the site or within 200 feet of the site. 6. Groundwater characteristics (where applicable): The NRCS soils report states the soils are well drained with depth to water table exceeding 80 inches. II DRAINAGE BASINS AND SUB -BASINS A. MAJOR BASIN DESCRIPTION 1. Reference to Weld County Master Drainage Plan(s) where applicable: There are no known Weld County Master Drainage Plans for the project site. 2. Major basin drainage characteristics: There are no known details of the drainage basin characteristics of the project site defined by a Master Drainage Plan on record. 3. Identification of all FEMA-defined 100 -year floodplains and floodways affecting the property: The FEMA Flood Map Service Center lists no flood map for this area. Attachment 2. 4. On -site & offsite contours at minimum 2 -ft vertical intervals are to be included on the Drainage Report Drawings: Topography at the project site has been provided from a recent engineering survey. Contours are labeled accordingly on the Site Plans provided in Attachment 8. B. SUB -BASIN DESCRIPTION 1. Historic Drainage patterns on the subject property and adjacent properties: The subject property is located in rural Weld County and is covered with native vegetation. There are several oil and gas wells in the vicinity. The drainage area for subject portion of the property is designated as Basin Hi and is 3.31 acres. This basin slopes generally to the west at approximately 1.5% to 3.5%. WCR 22 comprises the south basin boundary. Currently stormwater runoff flows west in its historic pattern. Approximately 4.53 acres of this basin is proposed to be developed with a detention pond and gravel surfaced area for CNG production 2 and semi tractor -trailers. The remainder of the basin will remain unchanged. The total, property area, basin imperviousness as a result of the proposed improvements is approximately 17%, the developed site area imperviousness as a result of the proposed improvements is approximately 41%. The increase in runoff from these basin improvements will be detained within a detention pond. 2. Off -site drainage flow patterns and impacts on the subject property (minimum 200 ft outside property boundary or until no further off -site contributing flow area is encountered): There is no significant off -site drainage flow entering the property that requires routing through the property. A shallow swale adjacent to the east boundary is proposed to route offsite flows around the subject property. Runoff is generally directed in a westerly direction due to the topography of the surrounding area and adjacent properties. III DRAINAGE DESIGN CRITERIA A. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS 1. Discussion of previous drainage studies (i.e. project master plans) for the subject property that influence or are influenced by the proposed drainage design for the site: There are no known Drainage Reports that affect this property. 2. Discussion of site constraints such as slopes, streets, utilities, existing structures, irrigation ditches, and the site plan impacts on the proposed drainage plan: The proposed production and staging area shall have a minimal impact on drainage features on -site, Minimal grading shall be necessary to tie into existing grades. The proposed changes function well with the existing topography features and site layout. The topography is gentle with slopes generally to the west at 1.5% to 33%. There are no known significant geologic features within the project area. There are two oil and gas wells to the northeast and northwest respectively and EnCana Oil & Gas facility due east of the subject property. B HYDROLOGICAL CRITERIA 1. Identify design rainfall amounts and source of design storm depth information, NOAA Atlas, UD&FCD maps, etc.: Point Precipitation Frequency Estimates were taken from figure RA -3 and RA -6 of Volume 1, Chapter 4 of the Urban Drainage and Flood Control District Criteria Manual. The Drainage calculations can be viewed in Attachments 3, 4, 5, and 6 of this report. 2. Identify design storm recurrence intervals. Reference the appropriate information in the Appendix: Design storm recurrence intervals of 10 and 100 3 years were examined in this study. The 1 -hour 10-yr as used since the site is NON -URBANIZED. Relevant calculations can be viewed in Attachments 3, 4, and 5 of this report. 3. Identify runoff calculation method(s) and any computer models. Include summaries of the routing and accumulation of flows at all identified design points for minor and major storm runoff. Reference the results in the Appendix: The Rational Method was used to determine developed flow volumes. The Rational Formula is Ca = CIA, where C, the maximum rate of runoff is equal to the runoff coefficient C, times the rainfall intensity (I), times the area (A). Relevant calculations can be viewed in Attachments 3, 4, and 5 of this report. The developed peak discharge for a 10 -year storm event is 2.69 cfs, and the 100 -year storm event would generate a peak discharge of 5.84 cfs. These discharge rates were determined using Standard Form 1 (SF -1), SF -2 and SF -3 to calculate weighted runoff coefficients, time of concentration and runoff respectively. Equations from UDFCD Rational method were used in the development of the spreadsheets. 4. Identify detention discharge and storage calculation methods and computer models. Reference the results in the Appendix: Stormwater detention storage was calculated in accordance with the Weld County Criteria using UDFCD empirical equations to develop spreadsheets. The required 100 -year storm volume was calculated to be 12,299 cf at the 5 -year storm historic release rate of 0.23 cfs. The detention pond volume is required to include volume for water quality capture volume (WQCV) with a 40 -hour drain time. Using UDFCD Volume 3, Chapter 3 Figure 3-2 and the associated empirical equation with a 1 -hour drain time the detention pond is required to have a WOO/ of 2,630 cf in addition to the 100 -year storm volume. The detention pond includes the required one foot of freeboard. Calculations are provided in Attachment 6. 5. Discuss how off -site flows will be routed around the proposed site or over the spillway for the 100-yr developed condition: The proposed grading shall include a swale adjacent to the east boundary to capture offsite flow and route these flows around the proposed site. C HYDRAULIC CRITERIA 1. The hydraulic criteria and drainage design features of this project were designed in accordance with the Denver, Colorado, Urban Drainage and Flood Control District's (UDFC) "Urban Storm Drainage Criteria Manual," Volumes 1-3 and Weld County Storm Drainage Criteria identified in Chapter 8 Public Works, Article 11 Storm Drainage Criteria General Provisions and amendments to the UDFCD. 2. Identify detention outlet type. Include a summary of the 100 -year water surface elevation, spillway/overflow facility. Reference the appendix for the calculations. Include summaries of the detention storage sizing and provide a stage -storage table/curve identifying water quality storage, 100 -year detention pond storage, and 1 ft of freeboard. Reference the calculations in the Appendix: No channels or culverts are proposed due to the small size of the basin and the configuration of the site layout with respect to drainage. A 15 -inch CMP culvert is proposed at the entrance and detention outlet. The detention pond area is shown on Plan C2, and has a capacity of 32,950 cf at an elevation of 5000.93 ft as shown in the calculations provided in Attachment 6. The top of the pond has an elevation of 5,000.93 ft and provides 1 ft of freeboard. The calculations can be viewed in Attachment 6 of this report. 3. Identify the water quality outlet configuration. Reference the calculations in the Appendix: A two -stage outlet structure is proposed for this project with a WQCV. The outlet structure is designed to release 10 -year and 100 -year developed flows at the 5 -year historic rate. The WQCV is designed to drain in 40 -hours. The outlet structure calculations can be viewed in Attachment 6 of this report. Identify culverts including diameter, type, and slope. Reference the calculations in the Appendix: There is a proposed 15 -inch CMP culvert at 1.13% at the project entrance. The culvert calculations can be viewed in Attachment 7 of this report. 5. Identify storm sewer inlets, manholes, etc. Reference the calculations in the Appendix: There are no storm sewers proposed as part of this project. 6. Discussion of permanent erosion control features: Permanent erosion control features for the proposed site include riprap at the outlet of the access culvert, the detention pond outfall culvert and the detention pond emergency overflow spillway. Each location will require VL riprap. The permanent erosion control features calculations can be viewed in Attachment 7. 7. Discussion and justification of criteria or calculation methods (for water quality, check dams, drop structures, rundowns, etc.) used that are not presented in Weld County Code: No additional calculation methods were utilized in addition to the Urban Drainage and Flood Control District's (UDFC) "Urban Storm Drainage Criteria Manual," Volumes 1-3 and Weld County Storm Drainage Criteria identified in Chapter 8 Public Works, Article 11 Storm Drainage Criteria General Provisions and amendments to the UDFCD. IV DRAINAGE FACILITY DESIGN A. GENERAL CONCEPT 5 1. Discussion of concept and typical on -site drainage patterns: The proposed improvements will include a paved surface access off of WCR 22 and gravel surfaced area for semi -trucks and other vehicles accessing the site. The surfacing material shall consist of compacted Class 5 Base on scarified, moisture conditioned subgrade. 2. Discussion of compliance with off -site runoff considerations and constraints: Runoff from off -site areas will follow the existing drainage pattern with sheet flow to the west and southwest at 1.5% to 3.5% slopes. The existing topography will generally remain unchanged. 3. Discussion of the content of all tables, charts, figures or drawings in the report: Each of the Attachments provided in this report are discussed throughout the narrative of this document as they pertain to each topic. The list of Attachments to this report include the following: Attachment 1: MRCS Soils Map — Includes map and report discussing the soil conditions in accordance with soil classifications which include properties and features and hydrologic soil group for drainage calculations. Attachment 2: FERIA Map — There is no existing flood zone on this site. Attachment 3: Composite "C" Factors — Standard Form 1 from the UDFCD and Weld County Code which identify the various coefficients present on -site which are combined to create a composite "C" value used in the formula to calculate site runoff. (Q=CiAI. Attachment 4: Time of Concentration — Standard Form 2 from the UDFCD and Weld County Code utilize variables including but not limited to the drainage basin area, slope, length, etc. as defined by the rational method of computation for peak flow values. Attachment 5: Storm Drainage System Design — Standard Form 3 from UDFCD and Weld County Code including rational method computations for 10 -year and 100 -year peak runoff values in cfs. Attachment 6: Detention Pond Design Calculations — includes Hydrograph Report and data utilized to determine required detention pond volume. Also included in this section are the calculations for the W CV, outlet structure and overflow weir. Attachment 7: Culvert and Pond Outlet Pipe Calculations — includes culvert analysis of the culvert under the site access and the detention pond outfall pipe. Also included in this section are the calculations for the outlet protection of the access culvert, the detention pond outfall pipe and the emergency overflow spillway protection. Attachment 8: Proposed Drainage Plan Includes Plan Sheets CIL (Cover Page) and C2 (Grading, Drainage & Erosion Control Plan), C3 (Erosion Control Details), C4 (Drainage Details) and CS (Drainage Plan) which show the necessary information as requested by the Weld County Site Plan Review and the Drainage Report Outline checklist. Attachment 9: Figure RA -2, 5 -Year, 1 -Hour, RA -3, 10 -Year, 1 -Hour and Figure RA -6, 100 -Year, 1 -Hour rainfall depth -duration frequency maps presented in the UDFCD Manual. Rainfall Intensity -Duration -Frequency Curves were created from this data. 4. Discussion of anticipated hydraulic structures (channels, pipes, rundowns, etc.): There is a proposed outlet structure and 15 -inch CMP culvert at 0.5% at the detention pond outlet, there is a concrete weir and cutoff wall at the detention pond emergency overflow spillway, and there is a 15 -inch CMP culvert at 1.13% at the proposed site entrance. The calculations can be viewed in Attachment 6 and 7 of this report. B. SPECIFIC DETAILS 1. Discussion of maintenance access and aspects of the design, Include a maintenance plan: The site is designed to have minimal maintenance. The site shall be maintained by the owner in accordance with Weld County Code. The drainage features associated with this project are designed to tie into existing grades. The site is covered with natural vegetation and the drainage mitigation plan includes the detention pond area which contains adequate capacity for stormwater flows. Debris and other accumulations that might reduce the storage capacity of the pond shall be monitored and removed as necessary by the owner. Provide copies of CDPHE, CAFO, DRMS, or State Engineer's permit applications where applicable: No additional permit applications are included with this project. V. CONCLUSIONS A COMPLIANCE WITH STANDARDS 1. Statement of whether or not the design will meet Weld County Code: To the best of our knowledge, the drainage design set forth in the plans and specifications complies with the Weld County Standards. B DRAINAGE CONCEPT 1. Effectiveness of drainage design to control damage from storm runoff: The proposed impoundment will serve as adequate detention to prevent developed runoff rates from exceeding historic conditions. 2. Influence of proposed development on any applicable Weld County Master Drainage Plan recommendations: The project site is located in an area that is not defined by a Master Drainage Plan on record. There is no proposed development associated with this project that would greatly influence the drainage conditions of the site. Current drainage patterns will be retained and there will be no damage from storm runoff from this site. 3. Identification of and intent to obtain written approval of affected irrigation company or other property owner(s). Weld County may require that the applicant provide evidence that offsite impacted jurisdictions have been notified or the proposed plans: There are no impacts of this project to irrigation companies or other property owners. The site is currently native vegetation and the property owner maintains the site. Adjacent to the property is another large oil and gas operation. The property use is compatible with the Zoning standards for Weld County Agriculture in coordination with the Use by Special Review approval process; the site shall be developed in compliance with Weld County Code. 4. Reference all criteria and technical resources utilized: Weld County Engineering and Construction Criteria — April 2012. Weld County Storm Drainage Criteria — Article XII, Weld County Code Ordinance Sec 23-12 —November 9, 2015. Urban Storm Drainage Criteria Manual, Vol. 1, 2 and 3, Urban Drainage and Flood Control District, Denver, Colorado, current Version. S ATTACHMENT 1 NRCS SOILS MAP USDA aime United States Department of Agriculture \IRCS Natural Resources Conservation Service A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Weld County, Colorado, Southern Part CERTARUS October 29, 2015 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys aredesigned for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nres.usda.goviwpsiportaii nres/mainlsoils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (n:u.r;:// ofrices.sc.egov.usda.gov/locator/app?agency=nres) or your NRCS State Soil S cientist (http://www.nres.usda.goviwpsiportal/nres/detail/soilsicontactus/? cid =n res 142 p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation S ervice (NRCS) has leadership for the Federal part of the National Cooperative Soil S urvey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require alternative means 2 for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface 2 Soil Map 5 Soil Map 6 Legend 7 Map Unit Legend 8 Map Unit Descriptions 8 Weld County, Colorado, Southern Part 10 69—Valent sand, 0 to 3 percent slopes 10 70—Valent sand, 3 to 9 percent slopes 11 72 Vona loamy sand, 0 to 3 percent slopes 13 4 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 5 479'1"N 40° 8' 3$" N 104° 45' 53" W 520100 520200 520300 520400 520500 520600 520700 520800 520900 521000 104° 45'53"W N A 520100 520200 520300 520400 Map Scale: 1:4,970 if printed on A landscape (11" x 8.5") sheet Meters 0 50 100 200 300 Custom Soil Resource Report Soil Map 520500 Fat 0 200 40D 800 1200 Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 6 520600 520700 520800 104° 45' 7 W 520900 521000 521100 521100 rn Q 40O 9'1"N 40O S' 38" N Resource Report Custom Soi z 0 I- 4 0 z 4 MAP LEGEND were mapped at 1:24,000. surveys that comprise your AO U)01) H Warning: Soi I) C o, • ° U) (4(i CZ 0 ac 0 8 613 n3 (13 -C3 C5? a � o iS irD €13 co E Mire 1S E CO CL CD 4— 0 i 0 C - O ) -a C >, C CD 0 CD ins -0 CD aim- aa) E E ca � r c 0 o E tei W E a u Lo. 0 C,) 0) Area of Interest (Ail) Very Stony Spot U) .5 0, Map Unit Polygons Map Unit Lines .o .a CO 0 O Line Features 14 a CO C Soil Map Unit Points Water Features Point Features a) `La C L Q L) O co t� U _ O Q 0- 0 t 0.)o 2 co Q 'J 2 Lc, 0 n E ow 5 I') c co r O n5 0, U) C? N a c m' O In ec a) a)0 vn mi CC C5 co a co -a 0 -a 0 Z -oN E O_ w ctcol_oO- ❑ o�cv to 4 L co o a U t03 o no. p D O t 7 N 2 a} c R� C L ci) N " C Cam? 03 Q a . a7 2 E 0O C W CC .C2 = r.,0 U -6 a3 L 4} O .O � C L JO Z l 175 g > DE co 7) .. as a)co -E 4- E6�3C =c a)2 aa)o o -C OC Q.'O as = 0 V O c 2 12 = CI) u) � __> a) 0 O d? p Ri 'O rj} S� "a a> o O CL E try O 0.215 -o C o GO cr) U) Transportation U, CO LO I 1:3 CU OD Q O (0 SI b t� Er E Q m co -ci m t' xD c J C 3 a te Y {'t5 C O U) 5 tZ a a - 0 a. — CO — — — co a cis to C > O U 0 19 J J Marsh or swamp Mine or Quarry nl EX O IP: CO 1 tic ■ a aneous Water Rock Outcrop C� O dm 4t") Co O CIO CL rn co clo co O ca 'a o -}-1 C (0 I) O a W = Mar 16, 2012 —Apr 13, images were photographed: CO 0 00 U) CT) CN CO T O 04 ines were Go C C n 4 O a) CO Ca 4E o _o 2 2 2 ▪ CL co '5 a F; a w r. I o rg 0 C 4a L0 O a z al a 'a ° c -C 0 WERE t- .- o 0 <a tf a co >1 CU 4a 0 la CU CU CD c P 4 O) {f? CO Ct) Cl) U) I) .1 CkNift Custom Soil Resource Report Map Unit Legend Weld County, Colorado, Southern Part (CO618) Map Unit Symbol Map Unit Name Acres in AOI Percent of AO1 69 Valent slopes sand, 0 to 3 percent 54.1 45.7% 70 Valent slopes sand, 3 to 9 percent 34.8 29.4% 72 Vona slopes loamy sand, 0 to 3 percent 29.5 24.9% Totals for Area of Interest 118.3 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments 8 Custom Soil Resource Report on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha - Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 9 Custom Soil Resource Report Weld County, Colorado, Southern Part 69 Valent sand, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2tczd Elevation: 3,000 to 5,210 feet Mean annual precipitation: 13 to 20 inches Mean annual air temperature: 48 to 52 degrees F Frost -free period: 130 to 166 days Farmland classification: Farmland of local importance Map Unit Composition Valent and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Valent Setting Landform: Interdunes Landform position (two-dimensional): Footslope, toeslope Landform position (three-dimensional): Base slope Down -slope shape: Linear Across -slope shape: Linear Parent material: Noncalcareous eolian sands Typical profile A-0tobinches: sand AC - 5 to 12 inches: sand CI - 12 to 30 inches: sand C2 - 30 to 80 inches: sand Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Excessively drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat): High to very high (6.00 to 39.96 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 1 percent Salinity, maximum in profile: Nonsaline (0.1 to 1.9 mmhos/cm) Available water storage in profile: Very low (about 2.4 inches) Interpretive groups Land capability classification (irrigated): 4e Land capability classification (nonirrigated): 8e Hydrologic Soil Group: A Ecological site: Deep Sand (R067BY01 5CO), Sands (North) (PE 16-20) (R072 A021 KS) 10 Custom Soil Resource Report Minor Components Dailey Percent of map unit: 5 percent Landform: I nterd unes Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Base slope Down -slope shape: Linear Across -slope shape: Concave Ecological site: Deep Sand (R067BY015 O), Sandy (North) Draft (April 2010) (PE 16-20) (R072XA022 KS) Julesburg Percent of map unit: 5 percent Landform: I nterdun es Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Base slope Down -slope shape: Linear Across -slope shape: Linear Ecological site: Sandy Plains (RO07BY024OO), Sandy (North) Draft (April 2010) (PE 16-20) (R072XA022 KS ) Vona Percent of map unit: 5 percent Landform: Interdunes Landform position (two-dimensional): Toeslope Landform positron (three-dimensional): Base slope Down -slope shape: Linear Across -slope shape: Linear Ecological site: Sandy Plains (R067BY024CO), Sandy (North) Draft (April 2010) (PE 16-20) (R072XA022KS) 70 Valent sand, 3 to 9 percent slopes Map Unit Setting National map unit symbol: 2tczf Elevation: 3,050 to 5,150 feet Mean annual precipitation: 12 to 18 inches Mean annual air temperature: 48 to 55 degrees F Frost -free period: 130 to 180 days Farmland classification: Not prime farmland Map Unit Composition Valent and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Custom Soil Resource Report Description of Valent Setting Landform: Dunes, hills Landform position 'two-dimensional): Shoulder, backslope, summit, foots lope Landform position (three-dimensional): Crest, side slope, head slope, nose slope Down -slope shape: Linear, convex Across -slope shape: Linear, convex Parent material: Noncalcareous eolian sands Typical profile A - 0 to 5 inches: sand AC - 5 to 12 inches: sand CI - 12 to 30 inches: sand C2 - 30 to 80 inches: sand Properties and qualities Slope: 3 to 9 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Excessively drained Runoff class: Very low Capacity of the most limiting layer to transmit water (sat): High to very high (6.00 to 39.96 inlhr) Depth to water table: More than 80 inches Pre que ncy of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 1 percent Salinity, maximum in profile: Nonsaline (0.0 to 1.9 mmhoslcm) Available water storage in profile: Very low (about 2.4 inches) Interpretive groups Land capability classification (irrigated): 4e Land capability classification (nonirrigated): 6e Hydrologic Soil Group: A Ecological site: Deep Sand (R067BY015CO), Sands (North) (PE 16-20) (8072 A021 KS) Minor Components Dailey Percent of map unit: 10 percent Landform: I nterdunes Landform position 'two-dimensional): Footslope, toeslope Landform position (three-dimensional): Base slope Down -slope shape: Linear Across -slope shape: Concave Ecological site: Deep Sand ('R067BY615CO), Sands (North) (PE 16-20) (R072XA021 K) Vona Percent of map unit: 5 percent Landform: Hills Landform position (two-dimensional): Footslope, backslope, shoulder Landform position (three-dimensional): Side slope, head slope, nose slope, base slope Down -slope shape: Linear 12 Custom Soil Resource Report Across -slope shape: Linear Ecological site: Sandy Plains (R067BY024CO), Sandy (North) Draft (April 2010) (PE 16-20) (R072XA022'KS) Haxtun Percent of map unit 5 percent Landform: I nterdun es Landform position (two-dimensional): Footslope, toeslope Landform position (three-dimensional): Base slope Down -slope shape: Linear Across -slope shape: Concave Ecological site: Sandy Plains (R067BY024CO), Sandy (North) Draft (April 2010) (PE 16-20) (R072XA022 KS) 72 Vona loamy sand, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 363r Elevation: 4,600 to 5,200 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 55 degrees F Frost -free period: 130 to 160 days Farmland classification: Farmland of local importance 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: Terraces, plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Alluvium and/or eolian deposits Typical profile R-1 - 0 to 6 inches: loamy sand H2 - 6 to 28 inches: fine sandy loam H3 - 28 to 60 inches: sandy loam Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat : High (1.98 to 6.00 inlhr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None 13 Custom Soil Resource Report Calcium carbonate, maximum in profile: 15 percent salinity, maximum in profile: Nonsaline to slightly saline (0.0 to 4.0 rnrnho °cm) Available water storage in profile: Moderate (about 6.5 inches) Interpretive groups Land capability classification (irrigated) : 3e Land capability classification (nonirrigated): 40 Hydrologic Soil Group: A Ecological site: Sandy Plains (RO67BY024CO) Minor Components Remmit Percent of map unit 10 percent Valent Percent of map unit: 5 percent ATTACHMENT 2 FEMA MAP (THIS PAGE BLANK INTENTIONALLY) ATTACHMENT 3 STANDARD FORM SF -1 (COMSITE "t" (FACTORS) ASELlN 'E STANDARDRUNOFFDEVELOPED COEFFICIENTS PROJECT NAME: PROJECT NUMBER: CALCULATED BY: CHECKED BY: .I _ o . fl I Certarus LI PL317 TR NJN O DATE: 11/11/2015 PAVED ROOF GRAVEL YARD/ LAND USE: AREA % IMPERVIOUS 5 -YEAR COEFF. 10 -YEAR COEFF. 100 -YEAR COEFF. AREA ROADS LANDSCAPE PARKS 100% 90% 40% 0% 5% . 0.00 0.71 0.25 0.00 0.02 0.92 013 0.30 0.05 0.10 A 0.96 0.79 0.41 0.20 0.52 HYDROLOGIC SOIL TYPE A I DESIGN BASIN , DESIGN POINT PAVED AREA ROOF AREA GRAVEL ROADS YARD/ LANDSCAPE PARKS TOTAL AREA (AC) Cc(5) I Cc(10) I Cc(100) Percent Impervious (%) (AC) (AC) (AC) (AC) (AC) Al Al 0.07 0.00 3.24 0.00 0.00 3.31 0.26 0.31 0.42 41% 0.00 0.00 - BASIN A SUBTOTAL 0.07 0.00 3.24 0.00 0.00 3.31 0.26 0.31 0.42 41% 2.1% 0.0% 97.9% 0.0% 0.0% 100% B 1 B1 0.00 0.00 0.00 0.00 6.69 6.69 b 0.02 0.10 0.52 5% B2 B2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 BASI N B SU BTOTAL 0.00 a 0.00 0.00 0.0 0 6.69 6.69 0.02 0.10 0.52 5% a 0.0% 0.0% 0.0% 0.0% 100.0% 100% TOTAL STUDY 0.07 0.00 3.24 0.00 6.69 10.00 0.10 0.17 0.49 17% 0.7% 0.0% 32.4% 0.0% 66.9% 100.0% IVASELJNE __ igSnp 1I env= I--I- PROJECT NAME: PROJECT NUMBER: CALCULATED BY: CHECKED BY: Certarus LLC PL317 TGR NJN STORM STORAGE CALCULATIONS DETENTION POND DATE: 11/11/2015 CALCULATED % IMPERVIOUSNESS = 10-YR STORM CALCULATIONS EQUATION: V10=((0.95*I - 1.90)/1000)*A EQUATION: Q5.07 A 100-YR STORM CALCULATIONS EQUATION: Viom=(-0.00005501 *I"2+0.030148*I-0.12)*AI12 EQUATION: Q100=0.07 A WATER QUALITY STORAGE VOL. EQUATION: WQCV=01.0*(0.91 *i3-1.19*i2+0.78*i) DESIGN DRAINAGE AREA 41.0% 0.1825 X 1.2 Onsite Area = 3.31 ACRES V10 = 5342 CF RELEASE @ Q5 = 0.23 CFS V100A = 12299 CF RELEASE @ Q 100= 0.23 CFS WQCV = 2631 CF TOTAL REQUIRED VOLUME 14930 CF (100-yr + WQCV) OUTLET STRUCTURE MINIMUM POND VOLUME, V= Q5 -Release = 0.17*Des.gn Drainage Area Q100 -Release = 1.0*Design Drainage Area SIZE 5-YR OUTLET CONTROL ORIFICE PLATE DIA. AREA, A5= SIZE 100-YR OUTLET CONTROL ORIFICE PLATE DIA. AREA, A100= OUTLET PIPE, D100= (12" minimum) SLOPE, S= HYDRAULIC RADIUS, FULL FLOW FLOWS FULL AT Q= SET BOX BOX CAPACITY, QOUTLET= SPILLWAY DEPTH LENGTH OF SPILLWAY DEVELOPED BASIN A AREA 14930 0.23 cfs 0.23 cfs h5= 0.9 h100= 1.5 USE ORIFICE EQUATION: Q=Cd (0.6) * A * (2 g h)"0.5 0.05 sf OR 3.0 inches in diameter USE ORIFICE EQUATION: Q=Cd (0.6) * A * (2 g h)"0.5 0.04 15 0.5% 0.31 4.6 0.9 44.8 0.25 18.0 sf OR in. diameter 2.7 inches in diameter ft cfs USE MANNING EQUATION with n = 0.013 feet high cfs Q=Cd(0.6) A (2 g h)"0.5 ft ft Q100=CW (2.6) L (h max ht)A3/2 OUTLET STRUCTURE SIZING SUMMARY PROVIDE A 3.0 INCH DIAMETER ORIFICE PLATE @ FL ELEVATION FOR 5-YR FLOWS PROVIDE A 2.7 INCH DIAMETER ORIFICE PLATE @ FL ELEVATION FOR 100.-YR FLOWS %ISASELINE VOLUME CALCULATIONS DETENTION POND LLC DATE: 11/11/2015 nnli1 torsiv :who -- PROJECT NAME: Certarus PROJECT NUMBER: PL317 CALCULATED BY: TGR CHECKED BY: NJN DETENTION POND DESIGN DRAINAGE SUMMARY CALCULATED WQCV REQUIRED = 2631 CF 10-YR STORAGE REQUIRED = 5342 CF 100-YR STORAGE REQUIRED = 10386 CF 100-YR STORAGE + WQCV REQUIRED = 14930 CF DETENTION POND DESIGN ASSUMPTIONS USE CONIC METHOD AREAL+AREA2+(AREA1xAREA2)1/2 VOLUME* 100-YR + FOR POND = 1/3 x depth WQCV ELEV. 10-YR ELEV. WQCV ELEV. SIZING AREA*= x AREA* = = = Elev (ft) Area (sf) Area* (sf) Volume (cf) Sum Vol (cf) 4998.4 0 0 0 4998.6 735 735 49 4998.8 3510 5851 390 4999.0 8080 16915 1128 4999.2 12450 30560 2037 4999.4 15205 41414 2761 4999.6 16105 46959 3131 4999.8 16510 48921 3261 5000.0 17240 50621 3375 5000.2 17830 52603 3507 5000.5 18745 54857 5486 5000.9 20390 58685 7825 4999.11 ft DWQ= 4999.33 ft D10-yr= 4999.93 ft D100-yr +WQ= 0 49 439 1567 3604 6365 9496 12757 16132 19639 25124 32949 0.7 ft 0.9 ft 1.5 ft (1ft. min. depth) UDFCD Manual) STO RAG E VOLUME 4599.8 4598 4 4599.2 - a_ 0 4599 0 P 4 4599.8 r ' W J W 4598 6 4598.4 4588 2 - 0 1000 2QpQ I400 iQQq ¢QO¢ 0)00 1* VOLUME (CF) -FT D= 0.7 ft =WQCV / K40 with a hole diameter of 3/8". (Per Table OS -1 from OUTLET DETAIL CALCULATIONS WQCV = 0.0604 ACRE K40 = 0.0616=0.013D2+0.22D-0.10 a = 0.98 in2/row Use one column of circular perforations ASELINE 444P1414_4(1 �-Jail eting_ Ilan}fi urrging. "ttt+'1"1414 _ 't I 1 t Nt1'o,4th"+14"'I,__;-.. PROJECT NAME: PROJECT NUMBER: CALCULATED BY: CHECKED BY: Certarus LLC F'L317 TGR NJN DETENTION POND EMERGENCY OVERFLOW RIPRAP SIZING CULDULATION DATE: 11/11/2015 RIPRAP SIZE DESIGN FLOW VELOCITY, V = DESIGN 100YR DISCHARGE, Q= SPECIFIC GRAVITY OF STONE, Gs= LONGITUDINAL CHANNEL SLOPE, S = RIRRAP DESIGN PARAMETER. (VS° 17)/((Gs— 1 )°-66) = RIPRAP TYPE = MEDIAN SIZE OF RIPRAP, D50 = MINIMUM RIPRAP MINIMUM LENGTH, L = LENGTH & THICKNESS MINIMUM WIDTH, W = RIPRAP AVG. THICKNESS, T = 0.77 ft/sec 5.8 cfs 2.5 0.10 ftlft 0.40 V L 6 inches 22.0 ft 18.0 ft 9 inches From Flowmaster Frani spreadsheet SF3 GIVEN From Grading Plan Equation MD -13 VOL 1 UDFCD Table MD -10 VOL 1 UDFCD Table MD -10 VOL 1 UDFCD Length of spillway plus 10 ft: see grading plan Width of spillway, see grading plan T = 1.5`D50 ATTACHMENT 4 STANDARD FORM SF -2 (TIME OF CONCENTRATION) ASE N STANDARD FORM F DEVELOPED - ---. � - - .. _...,._- TIME OF CONCENTRATION . i dr�.;:.. 41-140144i#:,:::, PROJECT PROJECT CALCULATED CHECKED NAME: NUMBER: BY: 1 Y� • BY: .�--�f n Y �1 • -11 r.�-Y�� :in 1 � � .+1 _ Certarus PL317 TGR NJN LLC DATE: 11/11/2015 SUB -BASIN DATA 1 INITIAL TIME (Ti) TRAVEL TIME (Ti) tc (URBANIZED CHECK BASINS) FINAL tc DESIGN BASIN (1) AREA Ac (2) C5 (3) LENGTH Ft (4) SLOPE (5) T; Min. (6) LENGTH Ft. (7) SLOPE '° (8) C,, (9) Land Surface (10) VEL fps (11) Min. (12) Tt COMP. tc (13) _ TOTAL LENGTH (14) tic=(L/1 SO)+1 0 Min. (15) Min. C10 C100 Al 3.31 0.26 314 1.4% 24.6 197 1.3% 7.0 Short Pasture/Lawn 0.8 4.1 28.7 511 12.8 28.7 0.26 0.42 {.31.1—CLI: z .s" 6pv PL317 Drainage Calcs.xlsx Page 2 of 9 ATTACHMENT 5 STANDARD FORM SF -3 (STORM DRAINAGE SYSTEM DESIGN) IIISASELINE .Engineering • Plarting• SiTwying_ PROJECT NAME: PROJECT NUMBER: CALCULATED BY: CHECKED BY: Certarus LLC PL317 TGR NJN STANDARD FORM SF -3 - DEVELOPED STORM DRAINAGE DESIGN - RATIONAL METHOD 5 YEAR EVENT P1 (1 -Hour Rainfall) = 1.35 DATE: 1111112015 DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TRAVEL TIME REMARKS u_ .-� w i— al2 DESIGN FLOW(cfs) ›- �-. .-h l— IXz 0I c el ;4} -DN21 ix< zw E --2 0 0-W - -_ wow W0. w< t) E o 0 a 2-#' E J' CI_ NJ J 0 N �. J Wcowz:c o� Dw -c i--I €n I-0 _I CO 0� w co w +4 ce0 42 u- > {o (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (1 2) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22) Al Al 3.31 0.26 28.71 0.87 2.17 1.90 IIISASELINE .Engineering • Plarting• SiTwying_ PROJECT NAME: PROJECT NUMBER: CALCULATED BY: CHECKED BY: Certarus LLC PL317 TGR NJN STANDARD FORM SF -3 - DEVELOPED STORM DRAINAGE DESIGN - RATIONAL METHOD 10 YEAR EVENT P1 (1 -Hour Rainfall) = 1.61 DATE: 1111112015 DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TRAVEL TIME REMARKS o u_ C 7,-1 arE 4? W .+�� DESIGN FLOW(cfs) ~. W O_ z< u_ c Ci i- O- :-.4,-.LLI W :cr. C r--ti74' L .-� ;4} -DN21 w0. trj c -I' D. � W co c J o W J HJ = e u) I -O OOJ o o v.) u) w ceo - W > (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (1 2) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22) Al Al 3.31 0.31 28.71 1.04 2.59 2.69 IIISASELINE .Engineering • Plarting• SiTwying_ PROJECT NAME: PROJECT NUMBER: CALCULATED BY: CHECKED BY: Certarus LLC PL317 TGR NJN STANDARD FORM SF -3 - DEVELOPED STORM DRAINAGE DESIGN - RATIONAL METHOD 100 YEAR EVENT P1 (1 -Hour Rainfall) = 2.6 DATE: 1111112015 DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TRAVEL TIME REMARKS 0 0 '+`` DESIGN FLOW(cfs) i— 0_ ;---.O Z < L Li c li ce W I& X� tel 2-- �r LLI C.) 6 C 0 ---ti C � c o� `-- � 5/ i 0-6.W ;4} -DN21 inti— 2 0 1.:1 < •45 wu * (-2 S u —I ---- a_ r%4 2 < gift --;-. :2 _i .--.0 —I ir- .C (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22) Al Al 3.31 0.42 28.71 1.40 4_19 5.84 ATTACHMENT 6, DETENTION POND DESIGN CALCULATIONS STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Project: Certarus USR Basin ID: Developed Basin Al WQCV Design Volume (Input): Catchment Imperviousness. I;, = Catchment Area, A = Depth at WQCV outlet above lowest perforation, H = Vertical distance between rows? h = Number of rows. NL - Orifice discharge coefficient, Slope of Basin Trickle Channel. S = Time to Drain the Pond = Watershed Design Information (Input): 41.0 3.31 1 4.00 3.00 0.60 0.007 40 Percent Soil Type A = 100 Percent Soil Type B = Percent Soil Type CID = Outlet Desian Information (Output): percent acres Diameter of holes, D = feet Number of holes per row, N = inches ft/ft hours Height of slot, H = Width of slot. W = Excess Urban Runoff Volume (From 'Full -Spectrum Sheet') Excess Urban Runoff Volume (From 'Full -Spectrum Sheet's Outlet area per row, A0 = Total opening area at each row based on user -input above. A0 = Total opening area al each row based an user -input above, A0 = 3 1.022 1 OR inches inches inches 0.802 watershed inches N/A 0.221 acre-feet 0.82 square inches 0.82 square inches 0.006 square feet 0 O O 0 O a 0 O a O O O O a a o O O O O O O O O O O h O O o O O o O O O O O CS 0 0 0 0 Perforated Plate Examples Deve 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 Raw 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 4999'10 1 4999.43 1 4999.77 1 1 I I I I I I I I I ! r I I I I I I I I J Collection Capacity for Each Row of Hales in cfs 499x_60 0.0000 0.0000 0.0000 0.00 4998.70 0.0000 0.0000 0.0000 0.00 4998.80 0.0000 0.0000 0.0000 0.00 4998.90 0.0000 0.000, 0 0.0000 0.00 4999.00 0.0000 0.0000 0.0000 0.00 4999.10 0.0000 0.0000 0.0000 0.00 4999.20 0.0087 0.0000 0.0000 0-01 49913.30 0.0123 0.0000 0.0000 0.01 4999.40 0.0150 0.0000 0.0000 0.02 4999.50 0.0173 0.0000 0.0000 0.02 4999.60 0.0194 0.0000 0.0000 0.02 4999.70 0.0212 0.0000 0.0000 0.02 4999.80 0.0229 0.0000 0.0000 0.02 4999.90 0.0245 0.0000 0.0000 0.02 500x_00 0.0260 0.0000 0.0000 0.03 5000.10 0.0274 0.0000 0.0000 0.03 5000.20 0.0288 0.0000 0.0000 0.03 5000.30 0.0300 0.0000 0.0000 0.03 5000.40 0.0313 0.0000 0.0000 0.03 5000-50 0.0324 0.0000 0.0000 0-03 5000.60 0.0336 0.0000 0.0000 0.03 5000.70 0.0347 0.0000 0.0000 0.03 5000.80 0.0358 0.0000 0.0000 0.04 5000.90 0.0368 0.0000 0.0000 0.04 #N1A #N1A #N1A #NIA #N1A #N1A #N1A #144/fit #NiA #N/A #N/A #NIA #N1A #N1A #N1A #N1A #NIA MIA #N1A #NIA #N1A #N/A NAPA #NIA #N/A #NiA #NiA #N/A #N1A #N1A #N1A #NIA #N/A #NiA #NIA @NIA UNAA #N1A #N1A #NIA #N1A #N1A #N1A #NIA #NIA #NIA #NIA #N/A #N1A #N1A #N/A @NIA #NiA #N/A #NIA #NiA #N1A #N1A #N1A #NIA #NIA #NIA #NIA #N/A #14/A MIA NIA #NIA #NiA #NiA #NiA #NIA #N1A #N1A #N1A #NIA #N1A #N1A MIA #14J/At 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? Override Area Row 8 Override Area Row9 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 16 Override Area Row 19 Override Area Row 20 Override Area Row 21 Override Area Row 22 Override Area Row 23 Override Area Row 24 0.00 0.00 Certarus UD-Delenlion_v2.35.xls,WQCV 1111112015, 12.10 PM ATTACHMENT 7 CULVERT AND POND OUTLET PIPE CALCULATIONS Project: Blue cells are for user data entry Pipe ID: Green cells are calculated values I) Design Information (Input) Pipe Invert Slope Pipe Manning's n -value Pipe Diameter Design discharge So= n= D= Q! 0.0113 0.0250 15.00 3.58 ft/ft ii inches cfs Full -flow Capacity (Calculated) Full -flow area Full -flow wetted perimeter Half Central Angle Full -flow capacity Calculation of Normal Flow Condition Half Central Angle (O<Thetac3.14) Flow area Top width Wetted perimeter Flow depth Row velocity Discharge Percent Full Flow Normal Depth Froude Number Calculation of Critical Flow Condition Half Central Angle (OcTheta-cc3,14) Critical flow area Critical top width Critical flow depth Critical flow velocity Critical Depth Froude Number Af = F'f = Theta = Qf = Theta = An = In Fin = Yn = Vn = On = Flow = Frn = Theta -c Ac= Tc = Y'c Vc = Fr, = 2,26 1.08 0.96 2.83 1.02 3.33 3.58 100.f�% 0.55 179 0,79 1,22 0.76 4.56 1,00 sq ft ft radians cfs radians sgft ft ft ft fps cfs of full flow subcritical radians sgft ft ft fps Uirite .lected value for Manning's n Entrance-UD-Culvert v3,03.xlsm • Pipe 11/11/2015, 12:32 PSI 1 i i i 1 i i fIlit L ET 17 I l t I• 'j1 �1 7 I Vs Ytl 1 1 Project: Blue cells are for user data entry a.ms..m .lm.N xnlml.liLN ,nnau NNu U Basin 10: Green c`e�s- are calculated values Status: Inn 4M 1 t r WI H Lk r Design Information (input): Circular Culvert: Barrel Diameter in Inches �j Inlet Edge Type (choose from pull -down list) Box Culvert: Barrel Height (Rise) in Feet Barrel Width (Span) in Feet Inlet Edge Type (choose from pull -dawn list) aliW4 M r.4ar r rend I was ! .t• . ..•. e rr -'!Y �t laies/1"— uric Number of Barrels Inlet Elevation at Culvert invert Outlet Elevation at Culvert Invert OR Slope of Culvert (ft Oft h.) Culvert Length in Feet Manning's Roughness Bend Loss Coefficient Exit Lass Coefficient Design Information (calculated Entrance Lass Coefficient Fraction Loss Coefficient Sum of Ail Loss Coefficients Orifice Inlet Condition Coefficient. Minimum Energy Condition Coefficient Calculations of 1 D =I 15 ....«....«..... inches ruuN nNN UU11UUw1UIIww I uNwNl n Unman au[N nuwm[ [Ill/ 1!.1:1 Beveled Edge N aNNM1I UUU n!! UtlfNNnIIN.._NNNtln Height (Rise) Width (Span) = Yaaf!!t aNNYaaYatn N ita..dnalw a I[ Nan nN lN[ N.. I. ISM Ile Square Edge wl 30-78 deg. Flared Wingwall Y!,twlfNY It NO MNlIt 2411•4141111110111111112, lllHf !.tNr.r«f•!l !!yYw rUN..INNi N tn..•NY...t No = Inlet Elev = Outlet Elev = L= Y.Nannit !.[[![tltlt@@ 1 5003,82 5002.61 nil an YY.w Y Y.e.t.w Y.. ti Y I 107 -n.. nnntt@@tttt@ltt NNII.f n = 0.025 = Nw.MwNMww.• IN:(3i ....w 1UYYt•UU K,= K w Cd = KEG„ _ 0.20 914 Mnw. 10,34 .,0.92 -- -0.0929 .i Y---naa•!M ft. ft. ft slew, ft. slew, 0. UYr Culvert Caaacity (out ut : Water Surface Tallwater Culvert Culhr> Controlling Inlet Flow Elevation Surface Inlet -Control Outlet -Control Culvert Equation Control Elevation Flowrate Flowrate Flowrate Used: Used ft cfs cfs cfs (ft., linked) (output) n nt tin NNai W.N1 ....xu«x... u.. . 3 f . 1 Processing Time: 00.18 Seconds Entrance-UD-Culvert v3.03.xlsm, Culvert Rating 11111(2015,12:32 PM 1 et 4Y d H 6e I II Project: Certarus USR aNx.IxxNxIN am Basin ID: Developed Basin Al u '-N' I.HHINIIiu uuitiaNNH Hi**,w**fl*l+ttttItIt&4t$tt*I**itit*Ul& .-tfl*IIL. 1IIL*I*t**i.nIUtI HHHH n 11 t [41 Sandy 0 Non -Sandy Design Information (Input): Design Discharge Circular Culvert: Barrel Diameter in Inches Inlet Edge Type (Choose from pull -down list) Box Culvert: Barrel Height (Rise) in Feet Barrel Width (Span) in Feet Intel Edge Type (Choose from pull -dawn list) Number of Barrels Inlet Elevation Outlet Elevation Q Slope Culvert Length Manning's in g's Roughness Bend Loss Coefficient Exit Loss Coefficient Tailwater Surface Elevation Max Allowable Channel Velocity 4 `Cwwx 3.5$Jcfs D=1"minxxxxiallx..x.x...x'inches t.t :1 eevded Edge OR .t V.i.iY.t.r.. Y Y..Y.Y....i O Height (Rise) = ft Width (Span) = ft INuu uu Huuuuu Hx iruu ND= Elev IN _ Bev OUT = L= n =�~ 0.025 kb= pn,fl' • ng*N. 0 N =V 1 IM Elev z 5004 uuuuullHH V= 5 ft ft ft ft It/s Re uired Protection Out ut Tailwater Surface Height Flow Area at Max Channel Velocity Culvert Cross Sectional Area Available Entrance Loss Coefficient Friction Loss Coefficient Sum of AO Losses Coefficients Culvert Normal Depth Culvert Critical Depth Tailwater Depth for Design Adjusted Diameter OR Adjusted Rise Expansion Factor FlowlDianreter2 5 OR Flowl(Span ` Rise' 5) Froude Number Tailwater/Adjusted Diameter g; Tailwater/Adjusted Rise Inlet Control Headwater Outlet Control Headwater Design Headwater Elevation Headwater/Diameter OR HeadwateriRise Ratio Minimum Theoretical Riprap Size Nominal Hiprap Size UDFCD Riprap Type Length of Protection Width of Protection 'ft= fl= A= k.= kr = lc* L. YB . Yc c d= _ i 1.39 0.72 1'23_wnf . .... 0.20 9.14 10.34 1.02 .......luele -.76- 0.7'6 ft ft2 ft" ft ft ft 1.01 ft .Nxxlw • ft 1/(24tan(9)) = 6.70 O/D'2.5 = 2.05 Fr Yt1D = 1.11 0.55 HW, H.W0 Hf = HW1D = dso = 1 111.1P VlxxmlINan''''NIIU d = 6 on' onuxxim Y NNml Nui Type = VL Ip ft"its ft In ii ATTACHMENT 8 POINT PRECIPITATION FREQUENCY ESTIMATES RAINFALL DRAINAGE CRITERIA MANUAL (V. 1) 1.2 1.0 R 71 W 1.3 1.41 R 70 W .45 45 R 69 1.45 W R 1.4 68 W 1,35 R 67 W R 1.35 66 W R 65 W 1.4 R 64 W R 63 W z LONGfv10NT I \ z I — z c•1 N IWOT • z �' ! I� z H BOU LDE a . I W E z Lo , BO LDER a -\\,,,,: BOULDER 19 RIGHT ADA S ti) L y a U N JE EPSONI ti v) 01 I DENVER JEFFERSO • vi I ADAMS in \\., %%meal 1.37 X 1.39 11) 1 1 D'�VER ARAPAHOE to ERG i LEN C C y ' PAFtQE ARAPAHOE 1.4 0 to H .1 r i L1J � LO m ONIFER • O /0 ,f . GLAS •� ER * �n ca D a 0 m J w ELBERT 0 to I- in H 1,0 1.1/ • S EDALIA U) N ~ FRAMKTIW X1.39 1.2 1.3 R 71 W R 70 W 1.4 R 69 W R 68 W R 67 W R 66 1.4 W R 65 W R 64 W R 6 3 W Figure RA -2 Rainfall Depth -Duration -Frequency: 5 -Year, 1 -Hour Rainfall RA -14 01/2004 Urban Drainage and Flood Control District You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) DRAINAGE CRITERIA MANUAL (V. 1) RAINFALL R 71 1.5 W 1.6 1,7 R 70 1.75 Wt 1.75 R 69 W 147 R 68 W 1.65 1,6 R 67 W R 6 6 W 1.6 R 65 W 1.65 R 64- W+ R 63 W LONG MONT H H z ``- IV'JOT • `� 7 H .y z H I BOUL 55 WEL 1.4 cn r :0 i DER F liSilliuNINILIINis SV WGV ERIGHTO ACA S cn r C - ER ERSO N 0 0 N DENVER urf,Csi Olin ADAMS th \. 'DVER ARAPAHOE 1.3 EVE' .REEK (f) in H ' i r y 1 55 • s`.LPAHOE ARAPAHOE 65 to 0 H +� �,,� "" _ CONIFER vi co #in a M GLAS E R DOUGLAS ELBERT ELBERT i— u) i- 1 3 r --- i- • SEDALIAEn _l, 'iN 1.4 1.5 R 71 W R 70 W 1.65 R 69 W 1.7 R 68 W R 67 W R 6 6 W 1.7 1.65 R 65 W R 64- W+ R 63 W Figure RA-3Rainfall Depth -Duration -Frequency: 10 -Year, 1 -Hour Rainfall Rev. 01/2004 Urban Drainage and Flood Control District You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) RA -15 RAINFALL DRAINAGE CRITERIA MANUAL (V. 1) R 2.4 71 W 2.5 2.65 R 70 W 2.7 R 69 W R 68 W 2.7 R 67 2.6 W R 6 6 W 2.65 R 65 W 2.7 R 64 W R 6 3 W tNo H 2.6 LONGMONT 0 H z N F NIVII OTI 0 \ z N I EDULDE 1 WELD z 0 LDE R BOULDER ADAMS lky \\.."-\‘'...""k. A BRIUNTO / ' DAMS V) I- wN H J F ER ON i (ENVER a CC w w 142 2.2 .../ ADAM S rn i_ ¢ 2.15 H 2.1 I I D' �. VER ARAPAHOE CO 2.7 4H ` , • EVE EEN \ a :Li A' + PAHOE �� ARAPAHUE crJ 2.65 Ln 2405 CONIFER IA ,- f— a D RAC f'.. ti, GLAS ER • DOUGLAS ELBERT ELBERT cup H N 2.05 iftaaaieicS SEDALIA 16••••. ... `'o I— F ANKT 1NN �'` 2.6 2.1 R 71 W 2.15 R 70 W 2`.2 2.3 R 69 W 2.5 2.4 R 6S W R 67 W 2.`5 R 66 W R 65 W R 64 W R 63 W Figure RA -6 Rainfall Depth -Duration -Frequency: 100 -Year, 1 -Hour Rainfall RA -18 01/2004 Urban Drainage and Flood Control District You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) LEGEND FASTING IINFTYWS, 81 - -5280 PRCPCRFN IIFFTYPFS, $1 52B0 O 0 C. 0 o c 0 O DIMING PROPOSED 5'msOLS SYMBOLS r as.31} SPOT cLEvAllL NOMINAL SLOPE ON OUT OR FILL NINCR CONTCIJR (1' IN1ERVPL) MAJOR CONTOUR (5' INTERVAL) PROPERTY BOUNDARY MIT -DE -WAY EDGE OF GRAVEL ME FENCE GHAINUNK FENCE ='SP. FLOW DIRECTION, TYPICALLY ON PRIED SURFACES — — --- FLOW DIRECTION, TYPICALLY IN GRASSED SWALE SF SILT FENCE UMITS OF CONSIRUCRCN CONCRETE WASHOUT RAISE TOP OF BERM TO ELEVATICIt 50DI.11 GRADING, EROSION, AND SEDIMENT CONTROL PLAN CERTARUS LTD MUSR19-0272 r rr-_--,-; . v 1I F rl y 7 CONST. 502 LP - SILT FEW.E Imo rat -4' WIDE 35 _ rS !vex TOP CF BEFAI' •` r< /')UNITS OF EX. DETENTION POND ANY DISTURBED AREAS PATH A SLOPE THAT DOES NOT EXCEED 41 TO BE RE -QED St MULCHED_ I INSTALL ER03CN CONTRCI BLANKETS 'I -ERE POND SIDE SLOPES EXCEED A 4:1 SLOPE Q� l MOVE AND REPLACE: A'ATER OUALTY PLATE a 10D -'V RESTRICTCR HATE ON OUTLET STRUCTURE 125 1 I 01 99.28 LOCATED IN SECTION 10, TOWNSHIP 2 NORTH, RANGE 66 WEST OF THE 6th PRINCIPAL MERMAN CITY OF FORT LUPTON, WELD COUNTY, COLORADO 0.20 1,114 6®.42 CONST. 147 LF'- 2' WIDE CONCRETE PM PRCP0sa. POND REQUIRED VOLUME 0.482 AC -FT PROPOSED W]LUME 0.954 AO -FT NM 'A5EL:4999,12 100 -WI 'WRsEL:4996.1Y2 TOP CF POND:50DI.11 840 'I. 1.34 - CONST. 2626- SYh (RAVEL GRADING IMPROVEMENTS J .7f 2.1M 1 1.5 1 1.5E; tLMIT OF CRAWL GRANNO IMPRO DIDITS EEEEEl Skip Baum . FFE••00135• • 1.55 I 1 1 455 1 N� 1 L.5 1 5 .58 1 1 1 I 16. r I 1 I 1 I 1 .5 02 S •❑ 1 'a; I'. 7 en s° -I EX. SPLLWAY TO BE FROTECTED - —" THROUGHOUT CONSTRUCTION. TOP OF - SPILLWAY TO BE RAISED TO 5':CI.11 * _ter Yx � _ J � --.- —c— DC PERMANENT VEHICLE TRACKING CONTROL - -02- -02- STEEL RESTRICTOR PLATE 2.95- CHIP. EX. 15" CMP TO REMAIN 2 ' 100-m RESTRICTOR PLATE CT Cl W O0NC =6 WOCV=4999.12 3 b W PLATE =9- .r PROPOSED WATER QUALITY PLATE GRATE=4989.33 BOLTS 3.75" MAX SPACING 1 COLUMN OF (3) 11/16H HOLES @ 2.75*OC C1 VARIES U,91'-1.69'- Ci) �1[r likr.-I II- I I llI, I —III CIIAPACTEO SUBGRADE WIN. LQNGIRIDINAL SWALE UK Cf 4.5% BOTTOM HOLE = 4998.41 BOTTOM BOX = 4998.15 Or EX. GRA§EL SURFACE 4 SECTION A -At SWALE SECTION C1 TOP OF BERN! 5001.11 4 MATCH DI. GRACE CI r .•r•COMPAC1ED SIJBGRADE VARIES 4.91'-261'_I IIIIhe—I 1 11 11 I I BOTTOM OF POND: 4998.40 4.1' 06% SECTION B -B: POND SECTION Cl 0.16 a 1' F► a FL CLASS D CONCRETE PATH FEERMESH Fa CONCRETE PAN DETAIL 5.9' TT P CF BFFJJI' 5001 11 SDI I WAY Fl FVkTION' 4444 43 - Ly L' PPt TCP OF SPILLWAY 1' r T 7 18' 58 • IN ■ �L ToHo1,11''. EMERGENCY SPILLWAY C1 C1 41' %APRIL SCALE 2.0 0 24 40 Ii I -f ON FEET) 1 INCH = 20 FT GESC PLAN Cu Cl CC 'Si 0- S C sett 101: CERTARUS LTD MUSR19-0272 CJ CV CC CC U an r- CONTROL PLAN , EROSION, AND SEDIKIEN FFWMT uICER TIE tR±LT JPFRMOX .7 Nis ?j -Afi{ NFli12O �'i a f -F "11i q kM'4t:'i is FOR RC /21 BOWS .x mWtafl cflAtW nnw $U)JTLM. IMAM DRAM C 24 X 3B" PINEY FJRw EEC PATE 01/02M 2M AB IPA CMS CRAW 119 ILIAC 317a — FLiRWdrq Cl Concrete Washout Area (CWA) f3/114-1 CONCRETE WASHOUT AREA. PLAN Ii' 11P, — CarieWM.! 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N L•'LA.IITL ,rtnr IAN La'Y'IhM. niet.a'ir.; rr.J ,v',nt\IPL •a/ALA-1 efP'caat M 7OEUYENTEO r•LOROUGHLY 3 W4ERE 9NFJ -0'ivs. MAO. *P.'IP an PEaL'.'E)EHI EkK''JL) EE MOOTED LI%,I4 315 .ER: 7 let 'A LURE a. ICE; 3:441 la aft IN l.JV:= I•? Lullo a(LT ellOY :i4 .RUJ.2i qt./.:0:3110 I7 BL -FuflQ -I fe M.` I'Cm AWN l'-'1119 5. AM wa PU.-E0 OLT, TORN. OR 011400 LISE :MACE, ShALL FE FLIES Q: 4R '€JW'AL_LU ANY JLPr14.1JL AdAi tAL'JM I7 -: 4'Ee:ILY 1L. 1 as 1µ.t ISOM! IG [s1LATr'n irEt) suttee trlE�ELANfKt• •Yi TKO F41IWn 0`a'MD CF :sass s4ALL BC IENAED• accsnFn A.41 Pal it8Fa art NC FCS RPAPCitl.-0. hOI:.MANY JJRINICTCON3 F•mt qwF XTAL$ THAT ',ARM=,?'V9A IJCf4) Eh: CAF) CE"A1LS. (ureti'_I swe I WEAL ati r, MGi ,rei!: RS IP 9r 971 RANI s-IIJL.D l>E tll LfA ,MfN CIRTSEICES .'Af_ NCTEC. M✓•'IS. MIAMI li&& , :'ow11l. t4 tL1W:u N'• Tim V ('!ty :S- *I. 505 Anita In At:ty.I 13143': 44'D We. S 'irs**r' 1 teht T 4. . ti '' J itntic ' t-^ +' Z-' WkSOIni i"-atlt S: e3.YE teraati =Yafir--'">-rte ate 111,41kWaraPargEkaade i3EP fig ;11S -4101-1t Iiigsec#3£* celifEPerali !trss o' J4aNi-,PAM VELD COUNTY SEED MIX W s WI F 11 tin <LI.I cei d REV1510N OE9CRIPTIDN �ry I••1 042 set tAH COUNTY OF WELD FORT LUPTON LTD MUSR19-0272 R?PIJIAPE1MiCii ERECT FOR RC aM BD4ILt I L•nfl MIITORA1tJ, URAL SU)JTTJJ. 01/21120 DR4WXC SEX 24 2 W l4RdEY Flw EEC PATE 01/02M 2m AB HO. CEOS CRAW MG ILIAC 317s - %SG FLOWN Mar 2 CIF 2 02 I December 21, 2020 Jessie Stonberg Principal Planner Baseline Engineering CNG Fueling Station Certarus Ltd. 15759 County Road 22 Weld, CO 80621 USR Application — Landscape Narrative ASELINE This narrative is to accompany the submittal materials for the Certarus CNG Fueling Station USR application. The USR subject property is addressed as 15759 County Road 22 with parcel number 1309-10-0-00-006 and legal description SU BX15-0037 SE No. 1309-10-4. Landscaping at the subject property has not changed since the original USR permit USR15-0077 and there are no changes proposed with this present USR application submittal. After the proposed building is constructed, reclamation for those areas not necessary for operations would be reseeded. The site and accompanying equipment area are graveled and graded for positive drainage. A standard 6 -foot chain link fence with additional 2 -foot angled extension of three strands of barbwire presently enclose the site along the perimeter. No further landscaping is proposed. Since rely, Jessica Stonberg Principal Planner Baseline Engineering Steamboat Springs • Golden • Colorado Springs • Loveland Corporate Office: 112 North Rubey Drive, Suite 210; Golden, Colorado 80403 I December 21, 2020 Jessie Stonberg Principal Planner Baseline Engineering CNG Fueling Station Certarus Ltd. 15759 County Road 22 Weld, CO 80621 USR Application — Lighting Narrative ASELINE This narrative is to accompany the submittal materials for the Certarus CNG Fueling Station USR application. The USR subject property is addressed as 15759 County Road 22 with parcel number 1309-10-0-00-006 and legal description SU BX15-0037 SE No. 1309-10-4. Lighting at the subject property has not changed since the original USR permit USR15-0077 and there is no more lighting proposed with this present USR application submittal. Currently lighting on site is downcast and shielded light posts that are placed around the fill stations and the compressors. The purpose of the lights is to provide lighting during the evening and night hours. Lights are activated by a light sensor to ensure continuous light in the darker hours and no light (set to off) during daylight hours. Included below is an image of an example fill post lighting. Since rely, Jessica Stonberg Principal Planner Baseline Engineering Steamboat Springs • Golden • Colorado Springs • Loveland Corporate Office: 112 North Rubey Drive, Suite 210; Golden, Colorado 80403 Pagel 2 Lighting Narrative r, air__ n,rrll>~ IIIIIMI 'III U ItS �nJ . r'117J ®JIIIQrrttl[rl'rrae1, Furn i i ':In`I G �NIIli (�I II 1 kI11111MIi W{I I ft' il;l Ir q ,h (j,, 11 ty } � r u•II i �a3 ^ 11 r++ 4 p1, jJ -1 �: �`J 1• d / J P- CI f (I �2 !fit! '.•I i I 1.4 1 4 Jtj4, ;.f. J I1 k 4 4 1 C ivories _ rluxm .rrrl� 1 rl IN II I II II 11t 4' .. ;.'P N? . 1i+ 1 I 111 ≥+ask `II 1,. 1 Example Fill Post and Associated Lighting (Colorado site will not have overhead racks — to be buried.) Behrens and Associates, Inc. Environmental Noise Control March 16, 2021 Certarus CNG /O Baseline Engineering 112 N. Rubey Drive, Suite 210 Golden, Colorado 80403 Attention: Jessie Stonberg Subject: Sound Level Report Re: CNG Facility Dear Ms. Stonberg: Per your request, a sound level survey was performed near the CNG Facility location (40.146137°, -104.758282°) in Fort Lupton, Colorado. The first part of the sound level survey was conducted when the facility was not operating to document ambient sound levels at the measurement location. The second part of the survey was conducted when the facility was operational. The ambient portion of the survey was performed from 10►am Tuesday, February 16 to 7am Friday, February 19, 2021. The operational portion of the survey was performed from 7am Friday, February 19 to 9am Tuesday, February 23, 2021 to measure and document the operational sound levels near the site. The sound level survey was performed prior to the installation of a proposed maintenance building planned for the northwest corner of the property. The following report documents our findings. Sound. Level Survey A sound level survey including A -weighted dB(A) sound pressure levels was performed for the CNG Facility location to measure and document hourly and 15 -minute Leg (logarithmic averages) sound levels. Per the Colorado Revised Statute (CRS) 25-12-103, data collected where winds over five (5) miles per hour are present, are inadmissible. The daytime and nighttime sound level averages in Table 1 &2 omit the data collected during periods where the wind speed exceeded 5 miles per hour. Attachments 3 through 5 include the measured, unfiltered data. CRS 25-12-103 guidelines state "In the hours between 7:00 a.m. and the next 7:00 p.m., the noise levels permitted may be increased by ten db(A) for a period of not to exceed fifteen. minutes in any one -hour period." To assess this allowance, the sound level meters deployed for the survey were programmed to record one -hour L25 measurements simultaneously with the Leg measurements. LN measurements represents the noise level exceeded for n% of the measurement period where n is between 0.01% and 99.99%. A one -hour L25 measurement represents the sound level that is exceeded for 25% of the measurement period, or 15 minutes of an hour. The L25 values are listed in the tables located in Attachments 4 & 5. Corporate Office: Hawthorne, California Carson, California — Aledo, Texas Napa, California Longmont, Colorado — McDonald, Pennsylvania Calgary, Canada Phone 8O0-6794633 N Fax 310-331-1538 wwvv.environmental-noise-control.com vvww.drillingnoisecontrol.com Behrens and Associates, Inc. Environmental Noise Control Certarus CNG C/O Baseline Engineenng March 16, 2021 Page 2 Sound Measurement Instrumentation The instrumentation used for the monitoring location was a Class 1 Svantek Model 971 integrating and logging sound level meter, which was calibrated pre- and post -deployment, along with a Davis Technologies Vantage Vue Weather Station. The metering system was approximately 5 feet above ground level per ANSI guidelines and in a locked box for security. The sound level meter was deployed at the property line of the CNG Facility, in the direction of the nearest occupied structure located to the west of the facility. Attachment 1 shows an aerial view of the monitoring location and Attachment 2 shows the deployed monitor and weather station. The measured sound levels are presented graphically in Attachments 3, and in tabulated form in Attachments 4 & 5. The sound levels were used to determine the typical daytime (7am to 7pm) and nighttime (7pm to 7am) Leq values at the measurement location. The daytime and nighttime logarithmic averages were calculated using the 15 -minute noise levels measured at the location. The calculated daytime and nighttime ambient sound levels are summarized in Table 1 and the calculated daytime and nighttime operational sound levels are summarized in Table 2. Ambient Sound Level Survey Results Table 1 shows the measured Leg results from the survey. Ambient dBA values ranged from a high of 59 to a low of 52. Table 1— Ambient Sound Level Survey Results Day Daytime Leq Noise Levels Ambient Nighttime Leq Ambient Noise Levels(cIBA) 1 58 54 2 55 54 3 52 59 Overall Leq 55 57 Note: Day 1 Daytime is an Leq from 10am until 7pm. Behrens and Associates, Inc. Environmental Noise Control Certarus CNG C/O Baseline Engineenng March 16, 2021 Page Operational Sound Level Survey Results Table 2 shows the measured hourly Leg results from the survey. Operational dBA values ranged from a high of 69 to a low of 49. Due to the automated nature of the CNG Facility, where the compressors only turn on when required, the operational data collected includes 1 or more of the compressors running at any given time. The text in red denotes the times when the wind speed exceeded 5 miles per hour. Table 2 — Operational Sound Level Survey Results Time dBA L25 Time dBA L25 7:00 AM 54 55 8:00 AM 49 50 8:00 AM 57 56 9:00 AM 59 60 9:00 AM 52 51 10:00 AM 60 61 10:00 AM 64 63 11:00 AM 65 62 11:00 AM 67 67 12:00 PM 60 61 12:00 PM 60 59 1:00 PM 61 62 1:00 PM 62 61 2:00 PM 55 56 2:00 PM 63 63 3:00 PM 59 59 3:00 PM 59 60 4:00 PM 60 60 4:00 PM 60 61 5:00 PM 60 60 5:00 PM 60 60 6:00 PM 58 59 6:00 PM 64 65 7:00 PM 60 - 7:00 PM 61 - 8:00 PM 55 - 8:00 PM 61 - 9:00 PM 59 - 9:00 PM 62 - 10:00 PM 61 - 10:00 PM 62 - 11:00 PM 59 - 11:00 PM 62 - Mon 22 -Feb 61 - Sat 20 -Feb 60 - 1:00 AM 58 - 1:00 AM 63 - 2:00 AM 55 - 2:00 AM 59 - 3:00 AM 59 - 3:00 AM 62 - 4:00 AM 61 - 4:00 AM 60 - 5:00 AM 59 - 5:00 AM 60 - 6:00 AM 61 - 6:00 AM 58 - 7:00 AM 61 61 7:00 AM 60 62 8:00 AM 59 60 8:00 AM 59 59 9:00 AM 57 58 9:00 AM 58 55 10:00 AM 62 60 10:00 AM 54 53 11:00 AM 65 64 11:00 AM 64 63 12:00 PM 69 69 12:00 PM 60 60 1:00 PM 66 67 1:00 PM 58 58 2:00 PM 67 62 2:00 PM 59 60 3:00 PM 65 65 3:00 PM 63 64 4:00 PM 64 61 4:00 PM 67 66 5:00 PM 59 60 5:00 PM 69 68 6:00 PM 58 58 Behrens and Associates, Inc. Environmental Noise Control Certarus CNC+ C/O Baseline Engineenng March 16, 2021 Page 4 Time dBA L25 Time dBA L25 6:00 PM 66 I 64 7:00 PM 60 - 7:00 PM 57 - 5:00 PM 60 - 8 :00 PM 58 - 9:00 PM 62 - 9:00 PM 60 - 10:00 PM 63 - 10:00PM 58 - 11:00 PM 63 - 11:00 PM 60 - Tue 23 -Feb 60 - Sun 21 -Feb 58 - 1:00 AM 62 - 1:00 AM 60 - 2:00 AM 56 - 2:00 AM 62 - 3:00 AM 59 - 3:00 AM 59 - 4:00 AM 58 - 4:00 AM 61 - 5:00 AM 62 - 5:00 AM 57 - 6:00 AM 62 - 6:00 AM 60 - 7:00 AM 60 60 7:00 AM _ 60 62 8:00 AM 59 60 The proposed maintenance building will be used to perform maintenance on vehicles and equipment at the site. Currently, that maintenance is being performed outdoors at the facility. Moving the maintenance inside will not increase the operational noise levels generated at the site as long as no external noise sources are installed on the exterior of the building. Best regards, Colin M. Drolshagen Lead Acoustical Technician Behrens and Associates, Inc. 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Environmental Noise Control 1=hour Leg) Sound Level 75 70 55 Certarus CNG Fiei ity Sound Level Survey 60 11; 5 Ili 5 I/10004,1 45 40 35 30 25 20 15 10 0 P' p‘ sj M i wkoinvolvs i ha i i 22222221222222222222222222n222222222-22222222222122222222 cria.aaainac< <<mnarsai<caccoaa.cono_2 c‹.1ca.aceaaclacr<ccillmn aaaLI.<<<ccac.a 0000000,4. 0coolocoocoo oc Boaoocoodicoocopoe��a+�06coQo000v0Q00Q00aa00 r2.ao.99.9 .. 9 ac Qa•o, o.�o..9,99.9. �a��•9o.292ac%JV *t,r4a.999.9.2 SM*Jrga. ? C.9. ............... oNM�'IQ�C+Om{'+1 occorr'tomo ��`�J�fiic�4oNt''Jt4DDCioLLt�,Jic4''U�$7GoNNId'ID�moimi"�SsC',�Q�{�poNNvlWLJ0�1'G�c Jv5iccoN�'�+1"t °fi ter February 15- February 23, 2021 Ambient ® IRA I Wind 20 1"\ AA 0 / °\ irt (4110 INj ti 222'3222222222 000!O00oO0a00 000N00000Ca00 Io 00 0 or 1, 0m &N: Ai 'L0 2 22i2222 a2 aa.L.CCC corhopoo ooC wNItcm I- 15 C 2 2 Attachment Behrens and Associates, Inc. Environmental Noise Control Certarus - CNC Facility Hourly Ley Time dBA L25 lime dBA L25 10:00 AM 58 59 10:00 AM 46 43 11:00 AM 62 49 11:00 AM 54 54 12:00 PM 55 52 12:00 PM 51 49 1:00 PM 62 59 1:00 PM 50 49 2:00 PM 57 57 2:00 PM 50 49 3:00 PM 54 54 3:00 PM 50 51 4:00 PM 55 54 4:00 PM 52 52 5:00 PM 54 55 5:00 PM 54 54 6:00 PM 55 54 6:00 PM 53 53 7:00 PM 55 - 7:00 PM 53 - 8:00PM 56 - 8:00 PM 56 - 9:O0PM 56 - 9:O0 PM 67 - 10:O0PM 55 - 10:O0 PM 67 - 1 1:00 PM 55 - 11:00 PM 53 - Wed 17 -Feb 54 - Fri 19 -Feb 44 - 1:00 AM 47 - 1:00 AM 45 - 2:00 AM 46 - 2:00 AM 44 - 3:00 AM 43 - 3:00 AM 44 - 4:00 AM 47 - 4:00 AM 41 - 5:00 AM 48 - 5:00 AM 48 - 6:O0AM 57 - 6:O0 AM 53 - 7:00 AM 59 60 7:00 AM 54 55 8:00 AM 58 60 8:00 AM 57 56 9:00 AM 50 50 9:00 AM 52 51 10:00 AM 50 48 10:00 AM 64 63 11:00 AM 49 49 11:00 AM 67 67 12:00 PM 50 50 12:O0 PM 60 59 1:O0 PM 52 52 1:00 PM 62 61 2:00 PM 55 55 2:00 PM 63 63 3:O0 PM 56 56 3:O0 PM 59 60 4:00 PM 55 56 4:00 PM 60 61 5:00 PM 54 55 5:00 PM 60 60 6:O0 PM 54 55 6:O0 PM 64 65 7:00 PM 55 - 7:00 PM 61 - 8:00PM 54 - 5:00 PM 61 - 9:O0PM 52 - 9:O0 PM 62 - 10:O0PM 52 - 10:O0 PM 62 - 11:O0PM 51 - 11:O0 PM 62 - Thu 18 -Feb 46 - Sat 20 -Feb 60 - 1:00 AM 49 - 1:00 AM 63 - 2:00AM 53 - 2:00 AM 59 - 3:00 AM 54 - 3:00 AM 62 - 4:00 AM 53 - 4:00 AM 60 - 5:00 AM 60 - 5:00 AM 60 - 6:00 AM 48 - 6:O0 AM 58 - 7:00 AM 50 50 7:00 AM 60 62 8:00 AM 55 55 8:00 AM 59 59 9:O0 AM 51 45 9:O0 AM 58 55 Attachment 4 Behrens and Associates, Inc. Environmental Noise Control Certarus - CNC Facility Hourly Leg Time dBA L25 l i m e dBA L25 10:00 AM 54 53 10:00 PM 61 - 11:00 AM 64 63 11:00 PM 59 - 12:00 PM 60 60 Mon 22 -Feb 61 - 1:00PM 58 58 1:00 AM 58 - 2:00 PM 59 60 2:00 AM 55 - 3:00PM 63 64 3:00 AM 59 - 4:00 PM 67 66 4:00 AM 61 - 5:00 PM 69 68 5:00 AM 59 - 6:00 PM 66 64 6:00 AM 61 - 7:00 PM 57 - 7:00 AM 61 61 8:00 PM 58 - 8:00 AM 59 60 9:00 PM 60 - 9:00 AM 57 58 10:00 PM 58 - 10:00 AM 62 60 11:00 PM 60 - 11:00 AM 65 64 Sin 21 -Feb 58 - 12:00 PM 69 69 1:00 AM 60 - 1:00 PM 66 67 2:00 AM 62 - 2:00 PM 67 68 3:00 AM 59 - 3:00 PM 65 65 4:00 AM 61 - 4:00 PM 64 61 5:00 AM 57 - 5:00 PM 59 60 6:00 AM 60 - 6:00 PM 58 58 7:00 AM 60 62 7:00 PM 60 - 8 :00 AM 49 50 8:00 PM 60 - 9:00 AM 59 60 9:00 PM 62 - 10:00 AM 60 61 10:00 PM 63 - 11:00AM 65 62 11:00 PM 63 - 12:00 PM 60 61 Tue 23 -Feb 60 - 1 :00 PM 61 62 1:00 AM 62 - 2:00PM 55 56 2:00 AM 56 - 3:00PM 59 59 3:00 AM 59 - 4:00 PM 60 60 4:00 AM 58 - 5:00 PM 60 60 5:00 AM 62 - 6:00PM 58 59 6:00 AM 62 - 7:00 PM 60 - 7:00 AM 60 60 8:00 PM 55 - 8:00 AM 59 60 9:00 PM 59 - Attachment 5 TRAFFN IMPACT ASSESSMENT 111 To: Weld County CC: Baseline Project File -317a Certarus CNG USR From: Baseline Corporation Date: April 28, 2021 Re: Certarus CNG USR Traffic Narrative 'B OVERVIEW This traffic impact assessment is prepared to accompany the USR application for the Certarus WCR 22 Compressed Natural Gas Fill Station, a facility located in Weld County, Colorado. This facility is located in SE/4, Section 10, Township 2 North, Range 66 West of the 6th P.M. The existing site is used for a Compressed Natural Gas (CNG) Fill Station. USR15-0077 was approved and recorded on 06/03/2016 for this use on the property at reception number 4208711. The land is leased from Cannon Land Co and the USR is specific to the subdivision exemption SUBX15-0037 (reception number 4204619). This traffic impact assessment is to accompany the application for a new USR in order to add a building to the property that will function as an office/storage/break room/shop space for maintenance on vehicles, as well as bring the rest of the site and smaller structures into compliance with the County code. To demonstrate the traffic associated with the site, an overview is provided below of the expected traffic related to a CNG Fill Station site. A section is also included below to discuss the expected traffic generated du ring the construction of the new building. BACKGROUND Traffic access: The site utilizes access located off of WCR 22. Currently, the location for the site access provides the best and most logical access for the site. No other road or access point serves this section of the property. Operational Equipment: The facility presently consists of 4 fill stations, two compressors, storage and workshop structures, an electrical building, an office, a fresh water tank, and a septic tank. The information below assesses current traffic generation associated with the site operations. TRIP GENERATION Operational Traffic: The following table summarizes the anticipated traffic generation numbers per day on the site. All traffic numbers are spread over a 24 -hour period. Traffic numbers are separated based on the operational phase with which they are associated. The following vehicle summaries have been used to determine the anticipated traffic generation numbers: • Overall Employees —There are 20 full time employees and approximately 25 truck drivers • Average Daily Fill Trips: (semi -truck) — 25 daily (50 trips) 1 Table 1. Operational Traffic Trip Generation Summary Table Phase Maximum /Trucks Employees/ Trips Daily Vehicle Daily PCEs* Vehicle Average Daily Operation Employee Trips 20 employees/day 40 trips/clay vehicle 40 PCE/day Semi -Truck Trips 25 trucks/day 50 trips/day truck 150 PCE/day Total Daily Trips 190 PCE/day *PCE = Passenger Car Equivalent. TRAFFIC HOURS Traffic associated with the site will be spread over a 24 -hour time period. Traffic will not be restricted to just one period of the day. The number of trucks accessing the site will depend on the compressed natural gas demand. Certarus estimates that the activities on site will equate to a maximum of 25 semi -truck trips per day. The greatest number of trips is expected to occur in the AM peak hour. HAUL ROUTE & TRIP DISTRIBUTION The site will utilize the access located on WCR 22 approximately 3.0 miles east from the intersection of US Highway 85 and WCR 22. Leaving the site, the truck traffic will have the ability to go east or west on WCR 22. East on WCR 22: From the site access, the truck traffic will have the ability continue east on WCR 22 until it reaches the intersection of WCR 22 and WCR 49. From here the truck traffic will then continue north or south on WCR 49 to its destination. It is estimated that 20% of trips will occur east of the site. West on WCR 22: From the site access, the truck traffic will have the ability to continue west on WCR 22 until it reaches the intersection of WCR 22 and US Highway 85. From here the truck traffic will then continue north or south on US Highway 85 to its destination. Please see the haul route map in Appendix 1 from more details. It is estimated that 80% of trips will occur west of the site. TRAFFIC IMPACTS DURING CONSTRUCTION During the construction of the proposed building, there is some associated traffic to be expected in addition to the normal operational traffic associated with the site. The initial construction of the proposed building shell will take approximately three (3) weeks with some building materials delivered to the site at the onset. For about 3-4 months following the construction of the building, between 2 and 6 contractor vehicles can be expected travelling to and from the site, likely at staggered times, as they work on interior finishes including flooring, electrical, etc. CONCLUSION The ongoing use of the site and associated traffic is consistent with the existing uses on surrounding properties with exiting traffic onto WCR 22. The intersection of WCR 22 and. US Highway 85 has adequate 2 line of site for proposed traffic volumes. In addition deceleration lanes and acceleration lanes exist on Highway 85 for all movements at its intersection with WCR 22. Prepared under the supervision of: Ben Thurston, AICP, Planning Director Baseline Corporation n2 N R u bey Drive, Suite 210 Golden, Colorado 80403 (303) 202-5010 3 TRAFFIC NARRATIVE To: Weld County CC: Baseline Project File —317a Certarus CNG MUSR Amendment From: Baseline Corporation Date: August 27, 2020 Re: Certarus CNG MUSR Amendment Traffic Narrative OVERVIEW This traffic narrative is prepared to accompany the MUSR application for the Ce.rtarus WCR 22 Compressed Natural Gas Fill Station, a facility located in Weld County, Colorado. This facility is located in SE/4, Section 10, Township 2 North, Range 66 West of the 6th P.M. The existing site is used for a Compressed Natural Gas (CNG) Fill Station. USR15-0077 was approved and recorded on 06/03/2016 for this use on the property at reception number 4208711. The land is leased from Cannon Land Co and the USR is specific to the subdivision exemption SUB 15-0037 (reception number 4204619). This traffic impact assessment is to accompany the application for an amendment to that USR in order to add a building to the property that will function as an office/storage/break room/shop space for maintenance on vehicles, as well as to bring the rest of the site and smaller structures into compliance with the County code. To demonstrate the traffic associated with the site, an overview is provided below of the expected traffic related to a CNG FBI Station site. BACKGROUND Traffic access: The site utilizes access located off of WCR 22. Currently, the location for the site access provides the best and most logical access for the site. No other road or access point serves this section of the property. Operational Equipment: The facility presently consists of 4 fill stations, two compressors, storage and workshop structures, an electrical building, an office, a fresh water tank, and a septic tank. The information below assesses current traffic generation associated with the site operations. TRIP GENERATION Operational Traffic: The following table summarizes the anticipated traffic generation numbers per day on the site. All traffic numbers are spread over a 24 -hour period. Traffic numbers are separated based on the operational phase with which they are associated. The following vehicle summaries have been used to determine the anticipated traffic generation numbers: • Overall Employees — There are 20 full time employees and approximately 25 truck drivers • Average Daily Fill Trips: (semi -truck) 25 daily (S0 trips) I Table 1. Operational Traffic Trip Generation Summary Table Phase Maximum /Trucks Employees/ Daily Trips Vehicle Daily Vehicle PCEs* Average Daily Operation Employee Trips 20 employees/day trips/day 40 vehicle 40 PCE/day Semi -Truck Trips 25 trucks/day 50 truck trips/day 150 PCE/day Total Daily Trips 190 PC:E/day *PCE = Passenger Car Equivalent. TRAFFIC HOURS Traffic associated with the site will be spread over a 24 -hour time period. Traffic will not be restricted to just one period of the day. The number of trucks accessing the site will depend on the compressed natural gas demand. Certarus estimates that the activities on site will equate to a maximum of 25 semi -truck trips per day. The greatest number of trips is expected to occur in the AM peak hour. HAUL ROUTE & TRIP DISTRIBUTION The site utilizes the access located on WCR 22 approximately 3.0 miles east from the intersection of US Highway 85 and WCR 22. Leaving the site, the truck traffic will have the ability to go east or west on WCR 22. East on WCR 22: From the site access, the truck traffic will have the ability continue east on WCR 22 until it reaches the intersection of WCR 22 and WCR 49. From here the truck traffic will then continue north or south on WCR 49 to its destination. It is estimated that 20% of trips will be occur east of the site. West on WCR 22: From the site access, the truck traffic will have the ability to continue west on WCR 22 until it reaches the intersection of WCR 22 and US Highway 85. From here the truck traffic will then continue north or south on US Highway 85 to its destination. Please see the haul route map in Appendix 1 from more details. It is estimated that 80% of trips will occur west of the site. CONCLUSION The ongoing use of the site and associated traffic is consistent with the existing uses on surrounding properties with exiting traffic onto WCR 22. The intersection of WCR 22 and US Highway 85 has adequate line of sight for proposed traffic volumes. In addition, deceleration lanes and acceleration lanes exist on Highway 85 for all movements at its intersection with WCR 22. Prepared under the supervision of: (ke-tv's, Ben Thurston, AICP, Planning Director Baseline Corporation 112 N Rubey Street Golden, Colorado 80403 (303) 202-5010 2 v ASELINE I December 21, 2020 Jessie Stonberg Principal Planner Baseline Engineering CNG Fueling Station Certarus Ltd. 15759 County Road 22 Weld, CO 80621 USR Application - Signage Narrative This narrative is to accompany the submittal materials for the Certarus CNG Fueling Station USR application. The USR subject property is addressed as 15759 County Road 22 with parcel number 1309-10-0-00-006 and legal description SUBX15-0037 SE No. 1309-10-4. Signage at the subject property has not changed since the original USR permit USR15-0077 and there is no more signage proposed with this present USR application submittal.Currently signage includes a small flat sign attached to the outside of the fence next to the access gate. Sincerely, Jessica Stonberg Principal Planner Baseline Engineering Steamboat Springs • Golden • Colorado Springs • Loveland Corporate Office: 112 North Rubey Drive, Suite 210; Golden, Colorado 80403 F BUILDING SHALL NOT BE OCCUPIED BEFORE FINAL APPROVAL To Be Posted In A Conspicuous Location For Duration of Construction DATE NAME MANUFACTURED STRUCTURE PERMIT IR PIO Caam Laid Co PERMIT NO. /)1F6/r-0001'D ISSUED BY THE COUNTY OF WELD TO: A pDRESS /3/45757 (9-o1. THIS PERMIT EXPIRES tojz1 11 DATE INSPECTOR DATE INSPECTOR FOU TI J� SETBACKS TOP FOUND 0 FHDP FIGS/CAISSON CONCRETE ENCASED ELECTRODE POUR NO CONCRETE UNTIL ABOVE IS SIGNED PERIMETER DRAINS i DAMP PROOF DO NOT BACKFILL UNTIL ABOVE IS SIGNED BLOCKING TIEDOWNS Et _ WELD FRAME TO , ELECTRICAL GROUNDWORK j,< MARRIAGE WALL (FLR) U/G GAS (RIDGE) PLUMBING GROUNDWORK WATER SVC GAS TEST DO NOT COVER UNTIL ABOVE IS SIGNED ROUGH ELECTRIC ,/ v ROUGH MECHANICAL ROUGH PLUMBING ' ROUGH FRAMING DO NOT COVER UNTIL ABOVE IS SIGNED DATE INSPECTOR DATE INSPECTOR INSULATION SKIRTING WEATHER RESIST BARRIER , DO NOT COVER UNTIL ABOVE IS SIGNED INTERIOR WATER TEST PIPING BLDG TEST DRAIN PERMANENT METER CONSTRUCTION METER FINAL PLUMBING � FINAL MECHANICALi � I I L FINAL ELECTRIC ./ v 7 INSIGNIA FIRE DISTRICT FINAL FHDP ACCESSIBILITY FINAL BUILDIN DATE FINAL APPROVAL INSPECTOR DO NOT OCCUPY UNTIL THE ABOVE IS SIGNED FOR INSPECTIONS CALL 970-356-8016 OR 1-800-234-2534 OUTSIDE THE GREELEY CALLING AREA **THIS PERMIT IS NON -TRANSFERABLE** r BUILDING SHALL NOT BE OCCUPIED BEFORE FINAL APPROVAL To Be Posted In A Conspicuous Location For Duration of Construction WELD COUNTY BUILDING PERMIT DATE NAME PERMIT NO./ZS ADDRESS 54:1_11 WORK TO BE DONE IPdSt&L f ( �#/q31,Srucj-uei,-c 54L &OGVr?&J S≤LLt j OP3S-likg PERMIT 1St_ � THIS PERMIT EXPIRES ftinoc ,► •3 1 -SETBACKS FG UNDAT;O set SLt &t SPECTOR ‘40 ows FOOTINGS; CAISSONS k.. CONCRETE ENCASED ELECTRODE POUR NO CONCRETE UNTIL ABOVE IS SIGNED INSPECTOR PERIMETER i DRAINS i DAMP PROOF NOT BACK FILL UNTIL ABOVE IS SIGNED ELECTRICAL GROUNDWO K �I�i�� PLUMBING GROUNDWORK 1 WATER SVC U/G GAS � S L/itcc€0 NOT COVER UNTIL ABOVE IS SIGNED � ROUGH �I5\9ROUGHELECTRIC PLUMBING � I ROUGH FRAMING /�{� NIP\ ROUGH MECHANICAL DO NOT COVER UNTIL ABOVE IS SIGNED EXTERIOR SHEATHING GAS TEST DATE FIREWALL INSPECTOR WEATHER RESIST BARRIER INSULATION DATE 0 NOT COVER UNTIL ABOVE IS SIGNED INSPECTOR PERMANENT METER NII�JEb CONSTRUCTION J I METER FINAL PLUMBING I FINAL MECHANICAL FINAL ELECTRIC FLOOD HAZARD FIREe DISTRICT _ FINAL BUILDING . DATE FINAL APPROVAL _ DO NOT OCCUPY UNTIL ABOVE IS SIGNED INSPECTOR THIS PERMIT IS NON -TRANSFERABLE** S BUILDING SHALL NOT BE OCCUPIED BEFORE FINAL APPROVAL To Be Posted In A Conspicuous Location For Duration of Construction DATE NAME MANUFACTURED STRUCTURE PERMIT ER talitp Gavetc43,\ land Co DATE THIS PERMIT EXPIRES INSPECTOR PERMIT NO. 1v2F6/ -aoo1710 ISSUED BY THE COUNTY OF WELD TO: A DRESS /37,57 C_AZ c9a2 'Mee, t012 11 DATE INSPECTOR FOU TI Vtptillei v,,\ SETBACKS '<fcttlt-IN3/4Nr TOP FOUND 0 FHDP FTGS/CAISSON CONCRETE ENCASED ELECTRODE i POUR NO CONCRETE UNTIL A I DPROOF I I J PERME DRAlIN5TER DO NOT BACKFILL UNTIL ABOVE IS SIGNED BLOCKING TIEDOWNS & WELD TO ELECTRICA GROUNDWORK ,alFRAME 1 � Nil S .; cl�� MARRIAGE WALL (FLR) U/G GAS (RIDGE) PLUMBING GROUNDWORK` WATER SVC GAS TEST DO NOT COVER UNTIL ABOV ROUGH ) IV" ROUGH ELECTRICl/ �"In MECHANICAL ROUGH PLUMBING ROUGH FRAMING DO NOT COVER UNTIL ABO DATE INSPECTOR DATE INSPECTOR INSULATION SKIRTING WEATHER RESIST BARRIER DO NOT COVER UNTIL ABOVE IS SIGNED INTERIOR WATER TEST PIPING BLDG TEST DRAIN PERMANENT CONSTRUCTION METER METER FINAL - ye -chin V �'' FINAL MECHANICAL 1,.-,z/r„1� 5r-� , \•1\1\PLUMBING FINAL ELECTRIC /,r{1y+`„l � �� 1 V ------INSIGNIA FIRE DISTRICT FINAL FHDP ACCESSIBILITY FINAL BUILDIN 1:3bqic"t \AA DATE INSPECTOR FINAL APPROVALI/ AuN DO NOT OCCUPY UNTIL THE ABOVE IS SIGNED FOR INSPECTIONS CALL 970-356-8016 OR 1-800-234-2534 OUTSIDE THE GREELEY CALLING AREA **THIS PERMIT IS NON -TRANSFERABLE** STATE OF COLORADO DIVISION OF HOUSING Tin **$$h*Fpflow. inucT JMit earwig. WETS tWt rACtoilt Mitt MbtIVVD%hu;L cc.ntrructlblt *TA$O1 0$ OF tit SI*tf OF cavQl*DO WELD COUNTY ACCESS PERMIT Weld County Public Works Dept. 1111 H Street P.O. Box 758 Greeley, CO 80632 Phone: (970) 304-6496 After Hours: (970) 356-4000 Emergency Services: (970) 304-6500 x 2700 Inspection: (97Q) 304-6480 Permit Number: AP1S-00581 Issuance of this permit binds applicant and itscontractors to all requirements, provisions, and ordinances of Weld County, Colorado. Project Name: PRE15-0179-Greenview CNG Applicant Information: Name: Ethan Watel Company: Baseline Corp. Phone: 303-202-5010 Email: ethan@baselinecorp.com Location: Access is on WCR: 22 N e a re st Intersection WCR: 22 Distance From Intersection: 4000 Number of Existing Accesses: 3 Planning Process: USR SUB 15-0037,PRE &WCR: 31 Road Surface Type & Construction Information: Road Surface: Asphalt Culvert Size & Type: 1.5'1 CMP/RCP min. Start Date: Finish Date: Materials to Construct Access: recycled asphalt Required Attached Documents Submitted: Traffic Control Plan: No Certificate of Insurance: Expiration date: 06/02/2016 Property Owner Information: Name: Company: Cannon Land Company Phone: Email: Proposed Use: Temporary: Single Residential: industrial: Small Commercial: Oil & Gas: Large Commercial: Subdivision: Field (Agricultural On ly)/Exem pt: Access Pictures: Yes A copy of this permit must be on site at all times during construction hours Daily work hours are Monday through Friday DAYLIGHT to HOUR BEFORE DARK (applies to weekends if approved) Approved MUTCD traffic control/warning devices are required before work begins and must remain until completion of work Special Requirements or Comments Parcel 130910000006. Utilize NEW access point on CR 22 (1-O&G) located approx. 4000 ft. East of CR 31. Utilize existing access point on CR 22 (1-O&C) located approx. 4835 ft. East of CR 31. Utilize existing access point on CR 31 (1-O&G) located approx. 3965 ft. North of CR 22. Existing access point on CR 22 located approx. 5275 ft. East of CR 31 SHALL be Closed and Reclaimed prior to 6/1/16. New access point and usage type conditional on USR approval by BOCC. USR15-0077 Approved by: Weld County Public Works Date: 1/8/2016 Print Date -Time: 1/8/2016 1:56:44PM Access Permit Pw008 Page 1 of 1 Notice of Inquiry Weld County Pre -application Case # PR E19-0272 19-0 7 Date of Inquiry 11/22/2019 Municipality Fort Lupton CPA Name of Person Inquiring Certarus Ltd. Property Owner Cannon Land Co. Planner Michael Hall Planner Phone Number (970) 400-3528 Planner Email Address nnhall@weldgov com Legal Description SUB X15-0037 Parcel Number 130910000006 Nearest Intersection CR 22 & CR 31 R e + f Inq�air USR SHOP, - CN OFFICE FUELING AND STATION BREAKROOM, INCLUDING COMPRESSOR THE ADDITION .& OF BUILDING A 6,000 SF MCC T 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 Please sign and date to acknowledge that the applicant has contacted you and return this signed form to Weld County Department of Planning Services. Weld County Planning Department 1555 N 17th Ave, Greeley, CO 80631 (970) 400-6100 s- (970) 304-6498 Fax 20181107 Notice of Inquiry Weld County Pre -application Case # PRE19-0272 Date of Inquiry 11/22/2019 Zuni ipality Platteville CPA Name of Persun Inquiring Certarus Ltd. Propert Omer Cannon Land CO. Planner Michael Halt Planner Phone Number (970) 400-3528 Planner Email Address mhall© eldgov.corn Legal Description LIB 15-0037 Parcel Number 130910000006 Nearest Intersection CR 22 & CR 31 T e +nf lr� ui P USR SHOP, - N OFFICE FUELING AND INCLUDING COMPRESSOR THE ADDITION OF A 6,000 SF STATION BREAKROOM, & MCC BUILDING The above person met with County Planning staff about developing a parcel of land inside your designated Intergovernmental Agreement/Coordinated Planning Agreement Boundary/40/ er 10, County Planners signature Would you like to pursue annexation of this property? NO "._ YES Date of Contact 40-#4.02,y if(2O Comments: 4.00•-••••-tes, AZAlentio/to 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 Aye, Greeley, CO 80631 ar (970) 400-6100 as (970) 304a6498 Fax 20181107 Weld County Treasurer Statement of Taxes Due Account Number 85168386 Parcel 130910000006 Legal Description Situs Address 16102 E2/N2NW4 10 2 66 (2R) 15759 COUNTY ROAD 22 WELD Account: R5168386 CANNON LAND CO 3333 S WADSWORTH ORTH BLVD STE D-208 LAKEWOOD, CO 80227-5122 nevi Ili •.emiralit!*iilMiilii 1006ii9!'!004iM4111.rir.°'.._s. Year Tax Tax Charge 2019 Total Tax Charge $2.045.86 tel44tIIiiiiEf444PPO11•1NMN'1•hriiiiis% Interest $0.00 Fees $0.00 Grand Total Due as of 12/14/2020 Tax Billed at 2019 Rates for Tax Area 2230 - 2230 Authority WELD COUNTY SCHOOL ITT RE8 PLATTEVILLE-GIL REST FIRE AIMS JUNIOR COLLEGE HIGH PLAINS LIBRARY Taxes Billed 2019 * Credit Levy r Mill Levy Amount 15,0380000* $613.41 18.3130000 $746.98 7.23 40000 $295.07 6.3540000 $25918 3.2170000 $131,22 Payments ($2,045 86) Balance $0 00 $0.00 $0.00 Values Actual Assessed REFINING/PETROLEU $79,875 $23,160 M -LAND REFINING/F'ETROLEU $26,894 $7,800 M -IMPS. AG -DRY FARM LAND $31,887 $9250 AG -GRAZING LAND $2,011 $580 50 1560000 $2,045 86 Total $140,667 $40,790 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. Weld County Treasurer's Office 1400 N PP Avenue PO Box 458 Greeley, CO 80632 Phone: 970-400-3290 Pursuant to the Weld County Subdivision Ordinance, the attached Statement issued by the Weld County Treasurer are evidence that as of this date, all curre taxes related to this parcel have been paid in full. Of Taxes Due nt and prior year S Hello