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Home My WebLink About20183797.tiffUSE BY SPECIAL REVIEW (USR) APPLICATION DEPARTMENT OF PLANNING SERVICES * 1555 N. 17TH AVENUE * REELEY, CO 80631 www,welclgovcom * 970-353-6100 E. T 3540 * FAX 970-304-6498 FOR PLANNING DEPARTMENT USE: AMOUNT APPLICATION RECEIVED BY DATE RECEIVED: CASE # ASSIGNED: PLANNER ASSIGNED: Parcel Number*: 1 4 6 9 3 0 0_ 0 0_ o 4 Address of site: Legal Description: PT NE4 30-1-67 LOT B REC EXEMPT RE -1306 (3.1R) Section: on: 30 (*A 12 digit number on Tax I.D. information, obtainable at www.weldQov.ccm). Township: 01 N Range: 67 Zone District: A Acreage: 152.84 Ploodplai n: Y N Geological ogical Hard: r N Airport O r1ay GY + N FEE OWNER S Name: Company: Elevation Midstream, LLC Phone : (720) 557-8300 Email: Street Address: 370 17th Street, Suite 5300 City/State/3p Code: Name: Denver, CO 60202-5653 Company: Phone #: Street Address: City/Statellp Code: Name: Email: Company: Phone #: Street Address: ity/ tate/Ziip Code: Email: APPLICANT OR AUTHORIZED AGENT:(See below: Authorization must accoirpany all apli tonss@nedby AuthorizedAgents) Name: Kevin Williams Company: Elevation Midstream, LLC Phone #: (720) 557-8300 Street Address: 37017th Street, Suite 5300 Email: kevin.williams@elevation-midstream.com City/State/Zip Code: Denver, CO 80202 PROPOSED USE: A Central Gathering Facility (C F) to receive produced water and oil, and gas from production well pads located proximate to the facility, and an associated compressor station (CS). (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 bestof my (our)knowledge. Signatures of all fee owners of property rn ust s ign this application. If an Authorized Agent signs, a letter of authorization from all fee owners must be included with the application. If a corporation is the fee owner, notarized evidence must be included indicating that the signatory has to legal aut • 'ty to n for corporation. Arae"an 411/71/ gnature Ow er or Authorized Agent Date Signature: Owner or Authorized Agent Date Kevin Williams Print Name Print Name Rev 4 '016 Kevin Williams (Agent/Applicant) located at DEPARTMENT OF PLANNING SERVICES 1555 N 17th AVE GREELEY, CO 8{)63'1 PHONE; {970} 353-610(7, Ext. 3540 FAX: {97t}} 304-6498 AUTHORIZATION FORM represent Elevation Midstream, LLC (Owner) for the property LEGAL DESCRIPTION: SEC 30 T N 01 FANG 67 SUBDIVISION NAME: LOT BL I can be contacted at the following Home Work (720) 5574300 Email: kevin.williams@elevation-midstream.com The property owner can be contacted at the following Home Work (72O) 557-83O0 Email: kevin. illiams@elevation-midstrea t.com orresponden emalied to: (Check one) DATE q b/1 ft � Agent/Applicant Property Owner OWNER'S SIGNATURE��- ELEVATION MIDSTREAM WELD COUNTY USR APPLICATION ATTACHMENT D: USR QUESTIONNAIRE PLANNING QUESTIONS: PLANNER ON CALL 970-353-6100 x3540 1. Explain, in detail, the proposed use of the property. Elevation Midstream, LLC. (Elevation) plans to build a Central Gathering Facility (CGF) to receive produced water and oil, and gas, from production well pads located proximate to the facility. The proposed throughput for this facility is 40,000 barrels per day (bpd) of oil, with the ability to expand to 60,000 bpd in the future. This oil is expected to be flash stabilized to reduce volatile organic compound emissions utilizing initially dual flash stabilization trains. An additional stabilization train (for a total of three trains) is planned. A total of 20,000 to 50,000 bpd of produced water is expected to be received and treated at an on -site treatment facility, and then discharged from the facility. Elevation is also planning, to build a 17.E million cubic feet per day (cfd) Compressor Station (CS) with expansion capability to 350 million cfd to the south of the CGF. This facility would be located approximately1,4 mile from the proposed CGF and would be functionally independent of the CGF. Elevation has committed to restrict operations to within the currently identified disturbed area so long as such area is sufficient to comply with all federal, state and local regulatory requirements. This commitment is consistent with Elevation conversations with surrounding neighbors and residents. Under the current Colorado Oil and Gas Conservation Commission (COGCC) rules (Series 900) this facility will be considered a "Centralized E&P Waste Management Facility" due to the fact that the facility will receive produced water (defined as an extraction and production waste) from more than one production facility for treatment. Under the COGCC rules, Form 28 and other associated information must be submitted to the COGCC for approval prior to the beginning of construction. 2. Explain how this proposal is consistent with the intent of the Weld County Code, Chapter 22 of the Comprehensive Plan. The Weld County Comprehensive Plan addresses the presence of oil and gas deposits in the County and encourages the extraction of oil and gas resources that conserve the land and minimize the impact on surrounding land and the existing surrounding land uses. The proposed CGF and a conserve agricultural land by eliminating the need for gathering facilities and an additional compressor site elsewhere in Weld County. The proposed use is consistent with the intent of Weld County Code, Chapter 22 of the Comprehensive Plan and any other applicable code provisions or ordinance in effect as outlined below: • Section 22-2-10(D) emphasizes the "Extraction of natural resources as an important part of the economy of Weld County. Such extraction operations should minimize the impacts on agricultural lands and agricultural operations." • Section 22-5-100(A) states, "promote the reasonable and orderly exploration and development of oil and gas mineral resources? Section 22-5-100(B) strives to, "Ensure that the extraction of oil and gas resources conserves the land and minimizes the impact on surrounding land and the existing surrounding land uses and outlines the objective to, "Impose protective measures through available state, County and federal regulations to ensure that the mineral operator conducts operations in a manner that will minimize current and future environmental impacts? Section 22-2-10(A) states, "continue the commitment to viable agriculture in Weld County through mitigated protection of established (and potentially expanding) agricultural uses from other proposed new uses that would hinder the operations of the agricultural enterprises!" The proposed use will allow for the concentrated collection of petroleum products and process water from 1�Page ELEVATION MIDSTREAM WELD COUNTY USR APPLICATION ATTACHMENT D: USR QUESTIONNAIRE multiple oil and gas production wells located within the vicinity of the proposed project location, thereby centralizing oil and gas operations onto a parcel that is owned by Elevation and that is currently still being used for agriculture. A CGF and CS supporting a network of pipelines is the most orderly manner of transferring the developed gas resource within the vicinity of the project. The proposed CGF will contribute to the expansion of the County's economic base by providing increased capacity for future oil production. The proposed addition of a CS and electrical substation in this location conserves land by eliminating the need for these facilities elsewhere in Weld County. The agricultural use of the land outside of the facility footprints and vegetative screening shall remain unchanged, and viable agricultural land will be leased to a local farmer through contract agreement. 3. Explain how this proposal is consistent with the intent of the Weld County Code, Chapter 23 (Zoning) and the zone district in which it is located. Oil and gas facilities are allowed as a "Use by Right" in the A (Agricultural) Zone District; however, oil and gas support and service operations such as a central gathering facility and compressor station require the approval of a Use by Special Review Permit. The proposed use is consistent with the intent of the A (Agricultural) Zone District. Section 23-3-40(A)2 of the Weld County Code provides for Oil and Gas Support and Service. 4. Describe what type of land uses surround the site. Explain how the proposed use is consistent and compatible with surrounding land uses. The land uses surrounding the site consist of un-developed agricultural land, dispersed residential, and industrial land. The proposed use is consistent and compatible with surrounding uses as the areas outside of industrial facility footprints and vegetative screening will be retained as active agricultural lands. 5. What are the hours and days of operation? (e.g. Monday thru Friday 8:00 a.m. to 5:00 p.m.) The Facility will receive, store, and transfer produced water, produced oil and residual hydrocarbons and solids 24 hours per day, 365 days per year. 6. List the number of full time and/or part time employees proposed to work at this site. The Facility will be staffed 24 -hours a day, 365 days a year by three to five full-time employees to include at least one Facility Operator for both the CGF and CS, a Lead Facility Operator, a Facility Foreman, and a fulltime Operational Control Center (OCC) Operator. Part-time employees will be utilized on -site on a limited as -needed basis for maintenance and operational needs. 7. If shift work is proposed include the number of employees per shift. Two shifts per 24 -hour period. Daytime operations to include at least one Facility Operator for both the CGF and CS, a Lead Facility Operator, a Facility Foreman, and a fulltime Operational Control Center (OCC) Operator. Nighttime operations to include at least one Facility Operator for both the CGF and CS, and a fulltime Operational Control Center (OCC) Operator. Part-time employees will be utilized on -site on a limited as -needed basis for maintenance and operational needs. 8. List the number of people who will use this site. Include contractors, truck drivers, customers, volunteers, etc. Three to five full-time employees. Occasional hydrocarbon tank truck (most products will be transported via pipeline). Delivery/UPS truck drivers (parts/equipment delivery) ELEVATION MIDSTREAM WELD COUNTY USR APPLICATION ATTACHMENT D: USR QUESTIONNAIRE Periodic contractors (meter proving, vacuum truck, safety contractors, mechanics, electrical, operators) 9. If this is a dairy, livestock confinement operation, kennel, etc., list the number and type of animals. Not applicable. 1.0. Describe the type of lot surface and the square footage of each type. (e.g. asphalt, gravel, landscaping, dirt, grass,buildings). Landscape surface areas are identified in the provided Landscape Plan. Buildings and paving surface materials are identified on the Site Plan and impervious areas are included in the storm water detention calculations and detention pond volumes. 11. How many parking spaces are proposed? How many handicapped (ADA) parking spaces are proposed? Ten (10) to fifteen (15) parking spaces will be provided in front of the main entrance to the control building to facilitate adequate parking for employees and visitors. Two handicapped (ADA) parking spaces will be provided directly next to the main entrance. 12. Explain the existing and proposed landscaping for the site. The existing landscape is comprised of largely un-developed agricultural land. Existing well pads and a portion of wetland area exists on the site. A few large cottonwood trees line Weld County Road 6 to the north. The proposed landscaping will utilize earthen berms and tree plantings for visual mitigation of the proposed facility from residential and street views. Trees will be planted on the earthen berms located directly next to the facilities and will be of various types including Deciduous Canopy, and Evergreen trees. These were chosen based on survivability for the area, fast growing, and the ability to withstand wind and drought conditions, as well as on the feedback from surrounding neighbors. In the landscaping plan, the trees being represented are the sizes Elevation plans to install on day (1) one. An irrigation system will be installed to provide adequate watering of all landscaping around the facility as these areas are key visual mitigation locations. Portions of the site will remain available for agricultural use. Existing trees are to remain where feasible. Proposed plant selection will consist of native and adapted species and will prioritize low-water use varieties. Irrigated and/or non -irrigated native grass seed application is anticipated at earthen berms and where existing grade is disturbed. 13. Describe the type of fence proposed for the site (e.g. 6 foot chain link with earth tone slats). The proposed facilities will be enclosed with a chain -link fence approximately 6 to 7 feet high with a potential 3 foot outrigger and barbed wire as a security device for the life of the facility. Vegetative screening and/or landscaping will be installed as a visual barrier to nearby residents. Three -or four -rail decorative fencing may be used as a component of visual mitigation in areas along Weld County Road 6, and at key roadway intersections. 14. Describe the proposed screening for all parking and outdoor storage areas. If the site is located in a floodplain outdoor storage is restricted. Screening of parking and outdoor storage areas is proposed to consist of a combination of earthen berms, evergreen and deciduous tree planting, and fencing, where appropriate. Screening will be prioritized at high visibility edges where equipment is either closer to neighboring views or more visible due to the type of equipment. 15. Explain any proposed reclamation procedures when termination of the Use by Special Review activity occurs. 31 Page ELEVATION MIDSTREAM WELD COUNTY USR APPLICATION ATTACHMENT D: USR QUESTIONNAIRE Upon termination of the proposed project, all equipment would be removed, and the ground would be re- graded to accommodate agricultural uses or be re -vegetated to 80% of pre -disturbance vegetative cover in accordance with the COGCC 1000 Series Rules. The pre -disturbance vegetation cover shall be determined by the undisturbed surrounding area. Elevation would also be willing to evaluate the coordination of reclamation efforts with Weld County Extension, Weld County Public Works, and the applicable Soil Conservation District. 16. Who will provide fire protection to the site? Elevation has met and conferred with Brighton Fire Protection District as a main point of contact to discuss fire protection. In this area, Brighton Fire works in conjunction with Mountain View Fire Protection District and Ft. Lupton Fire Protection District. Brighton Fire has been in contact with Mountain View and Ft. Lupton to discuss firefighting measures. Attached is a preliminary Fire Protection Report and design of a fire foam system for the Stabilized Oil Tanks. Discussions continue to occur between Elevation and Brighton Fire. 17. List all proposed on -site and off -site improvements associated with the use (e.g. landscaping, fencing, buildings, drainage, turn lanes, etc.) and a timeline of when you will have each one of the improvements completed. All proposed on -site improvements are depicted in the provided Site Plan and Landscaping Plan. These improvements will be completed before startup of the facility. After the improvements are in place, further discussions will be had with the surrounding neighbors to determine if additional landscaping or site improvements need to be made. Elevation will consider this feedback and strive to accommodate reasonable requests within the spirit of the landscaping plan. No off -site improvements are planned. 41 Page ELEVATION MIDSTREAM WELD COUNTY USR APPLICATION ATTACHMENT D: USR QUESTIONNAIRE ENGINEERING QUESTIONS: 970-353-6100 x3540 1. Describe how many roundtrips/day are expected for each vehicle type: Passenger Cars/Pickups, Tandem Trucks, Semi-Truck/Trailer/RV (Roundtrip = 1 trip in and 1 trip out of site). Passenger Cars: up to six roundtrips/day Semi-Truck/Trailer/RV: one roundtrip/day (deliveries) 2. Describe the expected travel routes for sitetraffic. Access to the site will be from Weld County Road 6 to an access road located on the western edge of the property, as depicted in the attached Site Plan (see Weld County Access Permit AP17-000520). An access application is being submitted concurrent with this USR application for an access located on Weld County Road 6 approximately 550 feet west of the eastern edge of the property. 3. Describe the travel distribution along the routes (e.g. 50% of traffic will come from the north, 20% from the south, 30% from the east, etc.). 100% of traffic will come from the aforementioned access route. 4. Describe the time of day that you expect the highest traffic volumes from above. The highest traffic volumes would be expected at shift change when up to five employees may be entering or exiting the Site. 5. Describe where the access to the site isplanned. Access to the site will be from Weld County Road 6 to an access road located on the western edge of the property, as depicted in the attached Site Plan. A copy of the existing access permit to the site is attached; a second access point is planned to accommodate Brighton Fire districts requests. 6. Drainage Design: Detention pond summarized in a drainage report is required unless the project falls under an exception to stormwater detention requirements per code section 23-12-30 F.1. Separate Grading and Drainage Plans are included for both the CGF and the Compressor Station. A separate stormwater detention pond will be constructed at each facility; no exceptions are being met with either of the planned facilities. 7. Site plans have been provided for the central gathering facility, compressor station and water treatment facility; a full site break -down and landscaping plan have also been provided. A. Does your site qualify for an exception to stormwater detention? If so, describe in a drainage narrative the following: Not applicable. B. Does your site require a stormwater detention pond? If so, the following applies: 1. A drainage report summarizing the detention pond design with construction drawings and maintenance plan shall be completed by a Colorado Licensed Professional Engineer and adhere to the drainage related sections of the Weld County Code. Included with application. 2. The drainage report must include a certification of compliance stamped and signed by the PE which can be found on the engineeringwebsite. Included with application. 3. A general drainage report guidance checklist is available on the engineering website. More SI Page ELEVATION MIDSTREAM WELD COUNTY USR APPLICATION ATTACHMENT D: USR QUESTIONNAIRE complete checklists are available upon request. Included with application. ELEVATION MIDSTREAM WELD COUNTY USR APPLICATION ATTACHMENT D: USR QUESTIONNAIRE ENVIRONMENTAL HEALTH QUESTIONS: 970-304-6415 x2702 1. What is the drinking water source on the property? If utilizing a drinking water well include either the well permit or well permit application that was submitted to the State -Division of Water Resources. If utilizing a public water tap include a letter from the Water District, a tap or meter number, or a copy of the waterbill. No potable water supply is currently available nor proposed on the property. Non -potable water wells located on the propertywill be used for building control. Fresh water for drinking will be brought in as bottles or via water service. 2. What type of sewage disposal system is on the property? A new Individual Sewage Disposal System (SDS) is being designed, for which the applicable permit will be obtained. The location of the SDS is depicted on the Site Plan and is intended to provide disposal from the main control building. 3. If storage or warehousing is proposed, what type of items will bestored? Elevation will have a control room building to include a maintenance warehouse where maintenance activities will be performed. Maintenance activities will include servicing valves, pumps, instruments, compressor components, etc. Additional storage for maintenance tools and spare parts will be provided in separate shipping containers to be stored on -site. 4. Describe where and how storage and/or stockpile of wastes, chemicals, and/or petroleum will occur on this site. The following chemicals and/or petroleum products will be stored on -site in the designated locations: • Lube Oil: inside a tank in secondary containment and inside compressor buildings, • Methanol: inside a tank in secondary containment, • Water treatment chemicals: inside the water treatment building • Oily rags, filters, contaminated soils: Waste Handling/Recycling Contact Information: Waste Management 2400 West Union Avenue Englewood, CO 80010 (303)482-6406 Waste Handling Services: Portable Toilet Services: Redi Services 7601 Miller Drive #G Frederick, CO 80504 (720)378-7873 Reliable Services 1616 2nd Avenue Greeley, CO 80631 (970)381-1242 Stallion Oilfield Services ELEVATION MIDSTREAM WELD COUNTY USR APPLICATION ATTACHMENT D: USR QUESTIONNAIRE 2116 E Hwy. 402 Unit B Loveland, CO 80537 (970)646-3129 In the unlikely event of a motor vehicle oil leak (potentially during construction), Elevation will take appropriate measures to mitigate the effects of the spill/release. If a spill/release meets or exceeds any regulatory reporting criteria, Elevation will report the spill to the appropriate regulatory agency(s). Elevation's standard operating procedures in the event of a spill are to excavate the impacted soils and transport them to a licensed disposal facility. As appropriate, confirmation soil samples will be collected from the excavation for laboratory analysis. Laboratory analytical results will be utilized to demonstrate effective remediation to below the appropriate regulatory standards. The laboratory reports will be included in any written report to a regulatory agency. Following completion of the excavating activities, the area will be backfi lied and returned to its pre-release grade. No vehicles be washed on site. All Elevation and contractor activities will be operated in a manner that prevents spills and releases of crude oil, natural gas, produced water, and other wastes to the environment. Non -routine waste (e.g. spills or releases) will be managed in accordance with Elevation's Emergency Response and Oil Spill Contingency Plan. Spills, as appropriate, will be reported to the proper regulatory agency(s). 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. Not applicable. 6. If there will be washing of vehicles or equipment on site indicate how the wash water will be contained. Periodic maintenance necessitates the washing of equipment and equipment skids. Equipment inside buildings will have a drain system to capture and contain all wash water. The wash water will be removed from the drain sump via vacuum truck. Equipment on skids will have a built-in catch basin to contain wash water. Wash water will be removed from the skids via vacuum truck. 7. If there will be floor drains indicate how the fluids will be contained. If a floor drain is required for the operations within any of the buildings, all fluids will be collected and directed through in -floor piping to a low point sump. This in -floor piping will be placed in a trench covered by grating. The piping and trench will flow towards the low point sump which will have secondary containment. 8. Indicate if there will be any air emissions. (e.g. painting, oil storage, etc.). See the attached Air Quality emission table from the Air Permit. 9. Provide a design and operations plan if applicable. (e.g. composting, landfills, etc.). Elevation plans to construct and operate two separate and distinct facilities near the intersection of Route(s) 6 & 15 in Weld County, CO. The first plant, the Badger CGF will be utilized as a central location for the Broomfield and Weld County development areas and will use a "flash stabilization" method as a base platform to process well fluids into saleable oil, gas and water product streams. The second facility will be a compressor station used to condition wellhead gas to pipeline specification. Central Gathering Facility Description The CGF will have the ability to process up to 60,000 barrels per day (bopd) of oil and associated recovered flash gas vapors, and up to 50,000 barrels per day (bwpd) of produced water. Produced oil from the gathering system trunk pipelines flows to the inlet separator where light ends are flashed out of the produced oil and bulk water is separated. The separated water combines with the other CGF sources to feed the water storage tanks, while the flashed vapor combines with the discharge of the electric LP compressors. The produced oil is then sent to the heater treater(s) for additional flash - 8 i Frzi ELEVATION MIDSTREAM WELD COUNTY USR APPLICATION ATTACHMENT D: USR QUESTIONNAIRE stabilization where sediment and water specifications are achieved. The produced oil from the heater treater(s) flows to a flash drum, where the sales oil RVP specification is achieved. Sales oil is then pumped from the flash drum into stabilized oil storage tank(s) where it will be pumped through Lease Automatic Custody Transfer (LACT) units and pipeline pumps to the sales point. The site will be equipped with intermediate off -spec oil tanks and off -spec pumps, which will serve as a surge volume for off -spec oil from the LACT unit The produced water trunk -line will flow to the inlet separator where light ends are flashed out of the produced water and separated. Water will be stored in the inlet water tanks where separation and skimming will send the oil to the off -spec oil tanks for processing. The water will be pumped into a pipeline to a disposal facility. Provisions are made for a future water treatment plant for reuse and/or recycling. The inlet water tanks, off -spec oil tanks and third -party oil tanks will be vented to the high rate enclosed combustor (HREC). Compressor Station Description Produced gas from the gathering system trunk pipelines will flow directly to the compressor station where the gas will be compressed from 75 psig to 1250 psig. All compression will be electric drive rather than combustion engines and installed in a sound mitigating building. The produced gas will also be dehydrated (the removal of excess moisture) via an electric glycol (TEG) reboiler. The dehydration unit reboiler vent is routed to the compressor station enclosed combustor, while the dehydrated gas is metered and put into a 3rd party pipeline. Loading of Products Products will be transported off -site via pipelines. 10. Provide a nuisance management plan if applicable. (e.g. dairies, feedlots, etc.). Below are summaries of the nuisance management and community communication plans Elevation will utilize to mitigate community impacts from the operations of the CGF and CS while proactively communicating with adjacent neighbors and landowners. Community Impacts and Mitigation Traffic — The nature of this project greatly minimizes traffic into and out of the facility. With pipeline infrastructure feeding into the facility and carrying product away from the facility, truck traffic will be necessary only during times of maintenance or on rare occasions. There will be traffic during the construction phase of the project and we will keep all trucks on CR13 and CR6, both of which are paved roads. Light — The lighting plan for the Centralized Gathering Facility focuses on reducing light pollution wherever possible. Utilizing feedback from the meetings we have already had with adjacent neighbors, we will keep lights focused downward and will use a warm, yellow color bulb versus a cool, bluer color bulb. Lighting during the construction phase of the project will be minimal as we will not be working during night hours. Noise —After meeting with adjacent neighbors, noise is one of the biggest factors that we are committed to mitigating. Soil berms and trees strategically planted using data gleaned from a sound study will be main methods of sound mitigation. Most equipment that could emit noise, including compressors and their electric motors, will be enclosed in a sound buffering structure. The fact that we are committed to using electric motors in compression stations is itself tremendously helpful in mitigating noise. Any equipment that is not inside these structures will be equipment that does not require sound mitigation. Additional planned sound mitigation measures include orienting compressor coolers in such a way that all fans will be horizontal instead of vertically positioned. This drastically reduces the sound propagation toward the property boundary, thus pushing any sound away from neighbors. We also commit to working with our neighbors through continuous and ongoing communication to be sure noise is mitigated to the greatest extent possible. 91 fl a a Li' ELEVATION MIDSTREAM WELD COUNTY USR APPLICATION ATTACHMENT D: USR QUESTIONNAIRE Dust — Dust is likely an issue that could occur during the construction phase of the project, but should pose no impacts once the facility is operational. To the extent it is ever a factor, we have committed mitigating dust by spraying a fine mist of water that will prevent dust from becoming airborne and blowing toward our neighbors. The landscaping on the property will also assist greatly in preventing soil erosion. Communication Cards XTR and Elevation commit to taking contact cards to each of our adjacent neighbors with the following information: On -Site Operations Team Contact Information General Company Contact Information 811 Call Before You Dig For any contacts to the company, we can commit that a representative will follow up within 24 hours, if not reached immediately. Proactive Communication For any planned activities on the site, a letter and email will be sent to all adjacent neighbors letting them know about the activity, schedule and contact for any questions. Neighborhood meetings will also be utilized as necessary or requested. Reactive Communication For activities that occur without notice, an email and text will be sent to our neighbors notifying them of the event and will contain contact information should they have additional questions. For any contacts to the company, a representative will follow up within 24 hours, if not reached immediately. 11. Additional information may be requested depending on type of land use requested. 10jPage ELEVATION MIDSTREAM WELD COUNTY USR APPLICATION ATTACHMENT D: USR QUESTIONNAIRE BUILDING QUESTIONS: JOSE GONZALEZ 970-353-6100 1. List the type, size (square footage), and number of existing and proposed structures. Show and label all existing and proposed structures on the USR drawing. Label the use of the building and the squarefootage. No buildings or other structures were observed on the Site, with the exception of equipment related to oil and gas extraction (e.g., pumpjacks, storage tanks, process equipment, etc.). The proposed CGF and CS facility is described above and depicted on the attached preliminary Site Plan. 2. Explain how the existing structures will be used for this USR? Not applicable. 3. List the proposed use(s) of eachstructure. Not applicable. 11lPage ELEVATION MIDSTREAM WELD COUNTY USR APPLICATION ATTACHMENT D: USR QUESTIONNAIRE VICINITY MAP REQUIREMENTS: The size of map is required to be 24"x36" (Tx3'). Please add the items below to the USR map as they apply to your site. 1. Area including a one-half mile radius of the property printed to a legible scale. 2. Section, township, and range. 3. Scale and north arrow. 4. Outline of the perimeter of the parcel. S. The general classifications and distribution of soils overthe parcel under consideration (soil classification names and agricultural capability classifications must be noted in the legend). 6. Locations and names of all roads, irrigation ditches, and water features. 7. Any abutting subdivision outlines and names, and the boundaries of any adjacent municipality. 12) Page ELEVATION MIDSTREAM WELD COUNTY USR APPLICATION ATTACHMENT D: USR QUESTIONNAIRE PLOT PLAN REQUIREMENTS (NO SURVEY REQUIRED, NEEDS TO BE DRAWN TO SCALE): The size of map is required to be 24"x36" (2'x3') Please add the items below to the USR map as they apply to your site. 1. One inch equals one hundred feet scale (1" = 100') or other scale as appropriate 2. Outline of the boundaries of theparcel(s) 3. Adjacent property lines 4. Public rights-of-w►ay and/or easements within 200 feet of parcel boundary for telephone, gas, electric, water, sewer lines etc. 5. Show and label any existing and proposed structures (including aboveground storagetanks) 6. Show and label location of areas of moderate or severe soil limitations 7. Show and label location of vehicle and/or equipment washing area 8. Show and label location, amount, size and type of any existing and proposed landscaping, fencing, walls, berms, or otherscreening 9. Show and label location, amount, size and type of any existing and proposed parking areas 10. Show and label the sign on the USR drawing include the height, face size, and setback 11. Show and label the location of all existing and proposed lighting, include details of the type oflighting 12. Show and label location of all hydrographic features including irrigation ditches, streams, rivers, ponds, and reservoirs 13. Show and label location of existing road Right -of -Way, future road Right -of -Way, and Easements 14. Show and label the unmaintained section line Right -of -Way as "CR Right -of -Way is not County maintained" 15. Show and label location of drainage related features (e.g. detention pond(s), ditches, etc.) Detention ponds shall be labeled as "No Build/Storage Area" and include design volume. 16. Show and label the drainage flow arrows showing how the stormwater flows across the property. 17. Show and label the traffic circulation flow arrows showing how the traffic moves around the property. 18. Show and label location of the access(es) and label with access permit number. 19. Show and label the access turning radii. Show 25 feet for passenger vehicles and 60 feet for trucks. 20. Show and label the approved tracking control. 21. Show and label the location of any floodplain boundaries. Include permit number, floodplain type, map panel number, and effective date. 22. Show and label the location of geological hazard. 23. Show and label the location of mineral resource areas. 24. Add any other relevant information about the property as may be reasonably required by the County to meet the intent and purpose of the Weld County Code, Chapter 23 (Zoning). 25. Add the USR map Certificate Signature Blocks (see following page): 1) Property Owner(s), 13jPage ELEVATION MIDSTREAM WELD COUNTY USR APPLICATION ATTACHMENT D: USR QUESTIONNAIRE 2) Planning Commission, and 3) Board of County Commissioners 14i Page Weld County Public Works Dept. 1111 H Street P,Or Box 758 Greeley, CO 80632 Phone: (970)304-6496 Fax: (970)304-6497 Ltp_Rlicant ante Kevin Williams ACCESS PERMIT APPLICATION FORM Property Owner (If different than Applicant) Name Elevation Midstream, Ile. Co mpany Elevation Mids LL . Address 370 17th Street, Suite 5300 Address 370 17th Street, Suite 5300 City Denver State CO zip 50202 Business Phone (720) 557-8300 Fax (720) 557-8301 E -ma i] kevinfrwilliams@elevation-rnidstream.com Parcel Location & Sketch The access is on WCR No Nearest Intersection: WCR 5 WCR15 Distance from Intersection Parcel Number 1469-30-00-048 Section/Township/Range 30-4-67 Is there an existing access to the property?OYES NO Number of Existing Accesses Road Surface Tyne & Construction Information Asphalt ri Gravel Treated Other Culvert Size & Type Materials used toconstruct Access Construction Start Date Finish Date Proposed Use (Temporary (Tracking Pad Required)! $75 flsmall Commercial or Oil & Gas/$75 Field (Agriculture Oniy)/Exempt CityDenver State CO ZipBt 2C 2 Phone (720) 557-8300 Fax (720) 557-5301 E-mail A= Existing Access L = Proposed Access N U WCR WCR Single Residential/ 75 Large Commercial/$15° is this access associated with a Planning Process? No Industrial/ 1,50 Subdivision/$150 USR ; RE PUD 110ther Ruired Attached Documents - Traffic Control Plan -Certificate of Insurance - Access Pictures (From the Left, Right, & into the access) By accepting this permit, the undersigned Applicant, under penalty of perjury, verifies that they have received all pages of the permit application; they have read and understand all of the permit requirements and provisions set forth on all pages; that they have the authority to sign for and bind the Applicant, if the Applicant is a corporation or other entity; and that by virtue of their signature the Applicant is bound by and agrees to comply with all said permit requirements and provisions, all Weld County ordinances, and state laws regarding facilities cons ction. Signature Printed NameAeikin � ' WD/thmc Date Approval or Denlar ill be issued in minimum of 5 days1 Approved by Revised Date 6/29/10 ELEVATION MIDSTREAM WELD COUNTY USR APPLICATION ATTACHMENT K - TRAFFIC NARRATIVE Current Conditions: Primary access to the proposed facilities would be from the west and east via Weld County Road (VCR) 6. Recent (October and November 2013) traffic counts at the intersection of Colorado Boulevard (WCR 13) and WCR 6, approximately mile to the west of the property, indicate 1,692 vehicle west -bound trips on WCR 6 and 1,092 east -bound trips on WCR6. Construction/Commissioning of Facilities During construction, Elevation estimates up to 20 personal vehicles for construction workers will be entering and leaving the site each day. Work will be completed during daylight hours and the majority of the vehicles will arrive between 7:00-8:00 am and depart between 5:00-6:00 pm Monday through Saturday. Deliveries of construction material and supplies will also occur within these designated times and will be dependent upon the stage of construction and may include the following, depending on the phase of construction: • cement trucks and support vehicles; • construction crane(s); • materials trucks including tractor -trailer trucks; and,. • 3rd party contractor trucks. Total vehicle traffic, as noted above, would be highly dependent on the stage of construction. During peak periods of construction Elevation estimates 12-15 construction material delivery vehicles could be expected in a single day. Post-construction/Operation: Following completion of construction and commissioning of the facilities, Elevation estimates up to six (6) personal vehicles for operational workers will be entering and leaving the site each day. The facilities will operate in two (2) 12 -hours shifts. 100% of site traffic is expected to enter the facilities site from WCR 6. Thus up to six (6) vehicles are expected to arrive in the morning hours and depart in the afternoon/evening hours, and six (6) vehicles will arrive in the afternoon/evening hours and depart in the morning hours. Additionally, delivery trucks and occasional contractor/vendor vehicles are expected to arrive, as needed, primarily during daylight hours. Service vehicles such as vacuum trucks or hydrocarbon trucks may also enter/exit the facility site as needed for normal operations. Since the proposed development is a central gathering facility that will connect to wells in the area by pipeline there is no semi -truck traffic anticipated during operations. Therefore, there are no haul routes proposed and no significant impacts anticipated to the existing County Roads serving the facility as a result of the operation of the facility. Client#: 42156 EXTROIL ACORDTM CERTIFICATE OF LIABILITY INSURANCE DATE (MM/DDNYYY) 1/05/2018 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER IMA, Inc. - Colorado Division 170517th Street, Suite 100 Denver, CO 80202 303 534-4567 CONTACT NAME: PHONE (A/C, No, Ext): E-MAIL ADDRESS: FAX (A/C, No): INSURERS) AFFORDING COVERAGE NAIC # INSURER A : St. Paul Fire & Marine Insuranc 24767 INSURED Extraction Oil & Gas, Inc. See Named Insureds Below 370 17th Street, #5300 Denver, CO 80202 INSURER B : INSURER C : INSURER D : INSURER E : INSURER F : COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR LTR TYPE OF INSURANCE ADDL INSR SU BR WVD POLICY NUMBER POLICY EFF (MMIDDJYYYY) POLICY EXP (MMIDDJYYYY) LIMITS A X COMMERCIAL GENERAL CLAIMS -MADE Pollution LIABILITY OCCUR ZPP31M5746917N4 0512012017 05/20/2018 EACH OCCURRENCE $1,000,000 X DAMAGE REM SES TOoccurrence) $170007000 X S&A MED EXP (Any one person) $ 5,000 X WY Stop Gap PERSONAL & ADV INJURY $1,000,000 GEN'L AGGREGATE POLICY OTHER: LIMIT APPLIES PRO - JECT PER: LOC GENERAL AGGREGATE $2,000,000 X PRODUCTS - COMP/OP AGG $2,000,000 $ A AUTOMOBILE LIABILITY ANY AUTO ALL OWNED AUTOS HIRED AUTOS SCHEDULED AUTOS NOOWNED AUTOS ZPP31 M5746917N4 05/20/2017 05/20/2018 (Ea COMaccidBINEDent SINGLE LIMIT $1,000,000 BODILY INJURY (Per person) $ BODILY INJURY (Per accident) $ X PROPERTY DAMAGE 'Per accident) $ $ A X UMBRELLA LIAB EXCESS LIAB X OCCUR CLAIMS -MADE ZPP31 M5746917N4 05/20/2017 05/20/2018 EACH OCCURRENCE $10,000,000 AGGREGATE $10,000,000 DED X RETENTION $10,000 $ (Mandatory If WORKERS COMPENSATION AND EMPLOYERS' LIABILITY ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICER/MEMBER EXCLUDED? in NH) yes, describe under DESCRIPTION OF OPERATIONS below YJ N N / A PER STATUTE OTH- ER E.L. EACH ACCIDENT $ E.L. DISEASE - EA EMPLOYEE $ E.L. DISEASE - POLICY LIMIT $ DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (ACORD Named Insureds (Continued): Extraction IN, LLC; XTR Midstream, LLC; Elevation Services, Inc.; Bison Exploration, LLC. Weld County, Colorado is included as Additional (See Attached Descriptions) 101, Additional Remarks Schedule, Oil & Gas Holdings, LLC; Extraction Midstream, LLC; Mountaintop Insured on the General may be attached if more space is required) Oil & Gas, LLC; 8 North, LLC; Minerals, LLC; XOG Services, LLC; XOG Liability, Business Auto and Excess CERTIFICATE HOLDER CANCELLATION Weld County, Colorado 1111 H Street Greeley, CO 80631 SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED REPRESENTATIVE 01988-2014 ACORD CORPORATION. All rights reserved. ACORD 25 (2014/01) 1 of 2 The ACORD name and logo are registered marks of ACORD #S1396227/M1368876 EGJ DESCRIPTIONS (Continued from Page 1) Liability Policies if required by written contract or agreement subject to the policy terms and conditions. A Waiver of Subrogation is provided in favor of Weld County, Colorado on the General Liability, Business Auto and Excess Liability Policies if required by written contract or agreement, subject to the policy terms and conditions. SAG ITTA 25.3 (2014/01) 2 of 2 #S1396227/M1368876 Final DRAINAGE REPORT FOR Buffalo Compressor Station Natural Gas Compression Facility WELD COUNTY, COLORADO Prepared for: XTR Midstream, LLC 370 17th Street, Suite 5300 Denver, Colorado 80202 Prepared by: ICahuna Designs, LLC. 11400 Westmoor Circle, Suite 325 Westminster, CO 80021. April 2018 KAHUNA DESIGN Final Drainage Report 1 Natural Gas Gathering Facility April 2018 Gas Compressors TABLE OF CONTENTS 1.0 INTRODUCTION.. Pa 1 2.1 GENERAL LOCATION AND DESCRIPTION 1 2.2 Location and Existing Conditions . 1 23 Proposed Development _ ..1 3.0 DRAINAGE DESIGN CRITERIA. _..,_..2 4.1 DRAINAGE BASINS AND SUBBA IN .. 3 4.2 Major Basin Description .,...,,., 4.3 Historic Drainage Patterns 4.4 Offsite Drainage Patterns .. 5.1 DRAINAGE FACILITY DESIGN . . 5.2 General Concept ...., 53 Onsite Drainage .... _ �3 5.4 Offsite Drainage 5.5 Water Quality and Detention 5.6 Drainage Infrastnicture Maintenance 3 3 4 4 4 5 5 6 7 S 6.0 CONCLUSION ., .... _ . TO REFERENCES List of Appendices Appendix A Figures Appendix A - Appendix A-2 Appendix A-3 Appendix A-4 Appendix A§-5 Appendix B Site Data Appendix B- I Appendix 8-2 Appendix B-3 Appendix B-4 Appendix B-5 Appendix 8-6 Vicinity Map Historic Drainage Plan Offsite Drainage Plan Developed Drainage Plan Drawings PRMA FIRM Map NRCS Site Soil Survey Report NOAA Site Rainfall Data Historic Runoff Calculations Offsite Runoff Calculations Developed Runoff Calculations Appendix C Hydraulic Calculations Appendix C- I Pipe and Culvert Sizing Calculations Appendix C-2 Detention Pond Sizing Calculations Final Drainage Report Natural Gas Gathering Facility 2 April 2018 Gas Compressors -4ri7Ael r;.Kr'.7\ttiMLflCw$l!4c*}>jTkL'1A\VN1LceAh\71t1CS1Y}l<>li S1v/Wertf: MA rGLfh:ii>)Y17N.SSSSSVvIhtkN443fS fi 1iR9.'r:C.3hY:,V.M.VAVegiifi4GYhM.1>T1i9.4Y.t;-.W nnk>..9{9RL.iM?iiff4ki4reekkaavotYA)7Wn.\lS4Y.Q\\KR OY.CQiioail.k Y.47>JiLf.47lJ>Y.??o,`CS r 14.*}Y.411%.VV. 4t>tYAu rM4>rT\tSN•)awL,ciniygrvxAirlu�g000. .11 ). • n fr et vs Peere } K: iY 1.0 INTRODUCTION This report is to present the proposed storm drainage improvements at Extraction Oil & Gas Company's Natural Gas Facility/ as Compressors. After the development of the site, an increase in imperviousness of the cover and, therefore, an increase in peak stormwater runoff is expected. This report examines the undeveloped flow patterns of offsite and onsite drainage basins and the proposed stormwater facilities designed to mitigate the downstream impact of increased stormwater runoff. The contents of this report are prepared, at a minimum, in accordance with the Weld County Code and Design Manual. 2.1 GENERAL LOCATION AND DESCRLPHON 2,2 Tocat!on and Existing conditions The Gas compressing facility site is located in Sec 30 T1 N R67 W, on the south. -western part of a 156 - acre vacant parcel bounded by Weld County Road 6 from the north and Weld County Road 15 to the east. The facility occupies approximately 11.5 acres out of the aforementioned parcel. A vicinity map is provided in Appendix AA. currently, the drainage within the proposed development sheet -flows to the north -cast across the agricultural field onsite. Runoff from the site flows onto three directions, north, east, and to the south. The historic drainage plan for the site is attached to this report. as Appendix ,.-2. 2.3 Proposed Develop tent improvements to the site include development of locations for now and future gas compressor buildings, cooling towers, and other facilities. The remaining area along with internal roads, will be finished with crushed stone cover. The site detention pond was sized to accommodate 100 -year 1 -hr runoff volumes from the newly developed site. It is assumed that the site is located in urbanizing area, stormwater discharge from the detention pond have been designed to not exceed the 5 -year -1 -hr historic runoff rate. The release rate from the detention pond will be achieved by the use of an outlet structure with an outlet pipe and gate valve, to drain the 100 -year storm volume for developed site. The outlet pipe has been designed to not exceed the 100 -year historic runoff rate. Detention pond have been sized to provide a minimum of 1 foot of freeboard. Detention pond will also detain the required water quality capture volume (WQCV) ) for the site. An emergency spillway has been combined with the outlet structure and set at elevation of the 100 -year 1 -hr storm event. volume (Vioo, the detailed drawing of the outlet structure and the spillway are in Appendix A-5. Flow from the developed site will drain into the detention pond on the south-east side of the site. Runoff release from pond outlet pipe will naturally drain on the north-east side of the pond. The offsite drainage plan and developed drainage plan are attached to this report as Appendix A-3 and Appendix A-4, respectively. Final Drainage Report Natural Gas Gathering Facility April 2018 Gas Compressors 3.0 D1 INA E DESIGN CRITERIA This report is prepared in compliance with the Urban Storm Drainage Criteria Manual, Volumes 1, 2, and 3; Weld County Code; and the Weld County Storm Drainage Criteria Addendun2 to the Urban Storm Drainage Criteria Manuals Vol wrr es 1, 2, and 3. Based on these references, a toy year 1 -hr storm is used as the major storm event when evaluating proposed drainage facilities. Runoff Calculations: Because the drainage basin in this analysis is less than 90 acres, the Rational Method was used in storm water runoff calculations. The time of concentration for the basins was estimated using the methods detailed within Urban Storm Drainage Criteria Manual, Volume 1, Cdr. 6. Rainfall Data: Site rainfall depth information was obtained from the National Oceanic and Atmospheric Administration (NOAA) Atlas 14. Current NOAA data was used for the determination of point rainfall data. The NOAA. data formed the basis of the inflow -duration -frequency (IDF) calculations for other storm frequencies and durations using Urban Drainage and Flood Control District (UDFCD) methods. Rainfall data is presented in Appendix . iw 3. Detention Pond Sizing: The detention pond has been sized and designed as a full spectrum to include the following volumes: 1- Water- Quality Capture Volume (WQCV). 2- Excess Urban Runoff Volume (EURV). 3- 100 -year 1. -hr storm Volume. Volumes have been determined and verified using the UDFCD's Detention Design - UD-Detention v3.07 spreadsheet. Water Quality Pond Sizing: There will be no designated water, quality pond. The main detention pond has a WQCV and a micro pool to capture the sediments and maintain the quality ofwater prior to releasing stormwater runoff from the development. The detention pond will include a gate valve on the outlet pipe in accordance with the Urban Storm Drainage criteria Manual, We vol untari ly have designed the pond with gate valve to close the release during the storm going above and beyond the county standards to capture the flow and release it after ensuring the water is clean, and no trace of sheen is noticed within 72 hrs. Outlet Structure: The outlet structure is designed in accordancewith the requirements of Urban Storm Drainage Criteria Manual, the design calculations are performed using U -Detention v3.07 spreadsheet and presented in Appendix G-3. Orifice plate with Three 0,9 inch2 orifices have been sized to drain the WQCV + EURY (combined) within 72 hours, the 100 -year. 1 -hr storm Volume is to be drained over a weir and through the gate valve and outlet pipe. The details of the outlet structure are presented in Appendix A-5. 4.1 DRAINAGE BASINS AND SUBBASINS Final Drainage Report Natural Gas Gathering Facility April 2018 Gas Compressors 4.2 Major Basin Description escription The proposed property is located in Weld County and is surrounded by agricultural land. There are a few individual residences in the vicinity. The project site does not lay in FEMA Flood Zone, The F E A site map is attached as Appendix B-!.. According to the Natural Resources Conservation Service (NRG Report for Weld County, Colorado, Southern Part, site soil i s predominantly hydrologic soil group (B), which has been used in the hydrologiccalculations. 4,1 The project site occupies approximately 11, 5 acres within 130 -acre parcel Basin. Runoff from this Historic Basin flows overland to existing drainage to the east and north-east of the site, and to the south where a ditch is extending west -east south of the basin and connects to the existing drainage. The area is currently used as farmland and has gentle slopes. Historic runoff coefficients are calculated for the site soil type using the methods detailed in the Urban Storm Drainage e Criteria Manual, Volume 1, Ch. 6. Because the historic drainage basin is less than 90 acres, the Rational Method was used to analyze the historic peak flows, The time of concentration for the basin was estimated using methods detailed within Urban Storm Drainage Criteria Manual, Volume I, Ch. 6. Peak flows for the 5 -year Fehr and 100 -year 1 -hr storm events for the historic drainage site basin are summarized in the following table: Table 1. Onsite Historic. Peak Flows (undeveloped) - Appendix Brri4 Basin ID (acre) 5 --Yea. 1 -hr 100 -Year 1 -hr Peak Flow (cfs) Area Peak Flow(cfs) : Intensity(in/.hr) �.�..� Peak Flow Tc (min) lntensity(inlhr) Peak Flow Tc (mm)1 ��. Site Basin 11.5 , 38.34 1.608 0.224 3834 181 19 4.2 Major offsite basins are located north and south and east of the Gas Compressor Station site. These Basins generally drain to the north, east and south, and their flow path does not pass through the site, therefore no offsite drainage re-routing is necessary except for the western part, a small narrow basin along the west side of the site where proposed access roads are to be constructed. The runoff from this small basin will be re-routed to the south to naturally drain through offsite culvert, Peak flows for the 5 -year 1 hr and 100 -year 1 -hr storm events for the offsite drainage basins are provided in the following table: Tc is the time of concentration. Final Drainage Report Natural Gas Gathering Facility April 201.8 Gas Compressors Table 2. Offsite Historic Peak Flows — Appendix B •• _ Area (acre) 5 -Year ear 1 -hr Peak Flow(cfs) 7 l cfs) YYY... .JJ/� 100 -Year 14w Peak Flow (cfs) Basin ID Tc (min) Intensit (inIhr) : Peak _ Flow Tc Intensity(in/hr) Peak (niin) Plow W Basin 2.443 33.3 4.1 4.38 33.3 1.72 0.052 5.1 DRAINAGE FAauni DESIGN 5.2 c.CILCIALL211011L Upon development of the site, runoff will continue to follow in its historic drainage paths across the site to the east, onsite runoff will be detained in a full spectrum detention pond onsite and will be released at the north-east side of the pond naturally on the site with a maximum discharge rate of 5 -year 1 -hr undeveloped peak flow. 5.3 i finite Or j . pE The proposed development includes compressors buildings, cooling towers, and other small units and internal r+aods, The entirety of the site considered as one basin since the area is small (11,5 acres). Runoff from the Developed Basin drains to the east into the detention pond at slope of 1%. Collecting ditches to the north and south to help convey the water to the pond. The detention pond will not be excavated to an elevation that is lower than the existing grade due to the expected shallow ground water. Discharge from the detention ponds will drain through a short outlet pipe and the combined release will not exceed the allowable release rate. The maximum release rate is the 5 -year 1 -hr storm event peak flow from undeveloped site for the BIV. The following table provides the peak flow rates for the onsite drainage developed basins: Table I onsite Drainage Basin Peak Flow (Developed) W Appendix 11-6 Basta_ ID Area (acre)T`c 100 -Year Peak Flow (cfs) mini Intensit inihr) � Peak Flow Site Basin 11.5 21.67 5.387 39.85 5.4 [`e Drainrgc An Offsite Drainage Basin is located to the west of the site; it is narrow and will be graded so that the flow from this basin will be routed to the south outside the site basin through culvert under the southern proposed access road. The flow from this basin will drain naturally to the southern ditch alongside the southern boundary of the site parcel. Final Drainage Report 6 April 2018 Natural Gas Gathering Facility Gas Compressors 5.5 , liter Quality and Detention The detention pond is designed as a Full Spectrum Detention Pond to detain the 100 -year 1 -hr storm event runoff volume from the Developed Site Basin and will discharge naturally through the outlet structure/pipe to the north-east side of the pond. A minimum of one foot of freeboard will be provided for the detention pond. The required WQCV will be contained within the detention volume. An emergency spillway, in the form of a rectangle weir, is proposed to convey the 100, -year 1 -hr fi ow rate from the pond. The water flow height over the emergency spillway will not exceed 11.0 inches from the spillway crest. Safety measures has been taken to fence the pond all around to ensure kids or unauthorized people are not gaining access and add safe galvanized steel grating pathway over the spillway along with handrail to facilitate reaching the gate valve handle for flow control safely. The detention pond will be drained within 72 hours after the storm. Additionally, the discharge rate from the pond is designed so that it does not exceed the 5 -year 1 -hr historic rate. Erosion control devices willbe provided at all culvert and swale outlets to protect against. downstream erasion. Detention pond and outlet structure calculations are presented in Appendix -2. The following table presents a summary of information pertaining to the detention ponds onsite. Table 4. Detention Pond Summar a ri Drainage Area (acres) 11.5 % Imperviousness of Drainage Area (developed) 46.8 Time of Concentration (minutes) 21.67 Zone 1 Volume (WQCV) acre-feet 0.187 Zone 2 Volume (I V - Zone 1) acre-feet 0.378 Zone 3 Volume (100 -year. - Zones 1 &2) acre-feet 0.492 1059 Total Volume (ac -ft) 100 -Year Water Surface Elevation feet) 5084.00 5084.00 Top of Spillway Elevation (feet) EURV Plus WQCV Elevation (feet) 5083.00 5086.00 Top of Detention Pond Bank Elevation (feet} Release Rate from Pond (cfs) 0.1 Discharge Tirn Or) 70 Detention Pond storage Volume (ft3} 53580 5.1 Drainage htfi4astructarsMitintenance Satisfactory operation of onsite drainage components requires scheduled maintenance throughout the life of the site. The following are recommendations for maintenance and inspection to be performed for the drainage infrastructures to ensure designed performance throughout infrastructure life: • Onsite personnel should be tasked with developing a schedule that reminds them. to evaluate all drainage components onsite. Final Drainage Report Natural Gas Gathering Facility April 2018 Gas Compressors Y Si is Sir y • Routinely (monthly basis) inspect ditches, ponds, culverts, outlet structures, riprap, etc., to ensure locations are free from debris and excess vegetation, • Ensure i iprap, culverts, and outlet structures are not compromised, Repair if needed. ■ Frequency of inspection may need to be more frequent in the first year or two as the site is established. Facilities should be inspected following any storm event. • When mowing, collect clippings and all other trimmings and take offsite for disposal or dispose with trash onsite; do not leave in the pond or ditch. Remove vegetation adjacent to outlet works that may interfere with operation; note if noxious weeds are present and notify supervisor to schedule treatment/removal. • During inspection, report damage/compromise to side slopes, pond banks, inlet pipe, trickle channels, outlet structure. Prepare a repair schedule and complete repairs. • It is important to limit use of fertilizers and pesticides in and around the ponds and ditches to minimize entry into pond and subsequent downstream waters. • For detention ponds, every 6 months or so, the accumulated sediment should be removed from the bottom of the outlet structure and the pond depths checked at several points. If the depth of the accumulated sediment is geater than 25 percent of the original design depth, sediment should be removed. Accumulated sediment, over time, will reduce the capacity of the pond and may cause site flooding if not maintained, A typical checklist for operators to use during inspections is as follows: • Has trash accumulated within the ponds and ditches? • Evaluate vegetative cover to ensure it does not compromise ditch or pond area. • Is there evidence of erosion or instability on pond and ditch slopes? • Ts there any sedimentation within the pond, in ditches, and in culverts? • Is there any settling and/or cracking in bermed areas? • Are there any upstream or downstream conditions that could impact drainage? Depending on the evaluation, discrepancies should be addressed and fixed as soon as possible. Neglecting repairs may compromise drainage through the site. 6.0 CONCLUSION This report was prepared in compliance with the Weld County Code, Weld County Storm Drainage Criteria Addendum to the Urban Storm Drainage Criteria Manual Volumes 1, 2, and 3, and Weld county Design Manual. The proposed drainage systemfor the improvements to the Gas Compressors site will provide detention for the developed section of the site, releasing flows from the site at the 5 -year historic rate for excess urban runoff volume (E V) which includes the water quality capture volume (WQCV), and 100 -year historic rate for 100 -year storm volume (V too) Releases are as near to the points of design as practical and are not expectedto increase adverse impacts on downstream property owners. This Final Drainage Report is being submitted to Weld County for review and approval, 7.1 REFERENCES United States Department of Agriculture National Resources. Conservation Service. Custom Final Drainage Report 8 Natural Gas Gathering Facility April 2018 Gas Compressors Soil Resource Report -for Weld County, Colorado, Southern Part. Urban Drainage and Flood Control District. Urban Storm Drainage Criteria Manual, Volume 1-3, March 2017. Weld County Code. Weld County, Colorado, September 6, 2008. Weld County Engineering and Construction Criteria. Weld County Public Works Department, April 2012. Weld County Design Manual. NOAA Atlas 14 online- precipitation & intensity duration frequency curves. Final Drainage Report 9 Natural Gas Gathering Facility April 2018 Gas Compressors APPENDIX A - FIGURES Final Drainage Report Natural Gas Gathering Facility January 2018 APPENDIX A -1 VICiNITY MAP Final Drainage Report Natural Gas Gathering Facility January 2018 NO. DESCRIP11ON BY DATE APPR. DATE APPENDIX A-2 HISTORIC DRAINAGE PLAN Final Drainage Report. Natural Gas Gathering Facility January 2018 W O W rn O C,n CI) cc W OL 2 p m F- W C) W C!5 CL. Off a d CC C20 LL - CAI CC 4 c3 C3 cc a_ cc V} CC W tn CCi J 'Q LJ7 Ca V CA CI) Efi C7 cc CL, T COVERS ARE CONFIDENTIAL AND REMAIN S DRAWING AND THE DESCGN LEGEND DRAINAGE FLOW DRAINAGE BASIN BOUNDARY DRAINAGE FLOW PATH PROPERTY LINE HISTORIC DRAINAGE BUFFALO COMPRESSOR STATION DRAWN BY: KB APPROVED: JB SCALE: 1" T 800 Kuiwia DrueN u« WESTM I ASTER, Co 80021 303-451-7374 CREATION DATE: 01/18/18 APPR. DATE: 800' 1600' SCALE: 1" _ 800' REVISIONS 0 ISSUED FOR REFERENCE NO. DESCRIPTION BY DWG. No.: BU F-WLC -068-00002 D1/18/18 SHEET No. 1 OF 1 01/18/18 if) LAvi CO O CN N) t-- 0 W Q! C_ B _C c m cc d 04 cal U7 f 9 CNI CD ti m G7 a) yy in Cl 0 4 O c0 l!i O •1- .T eri m tai co cu 13 En ul U LO -12 Cr El J APPENDIX A-3 OFFSITE DRAINAGE PLAN Final Drainage Report Natural Gas Gathering Facility I January 2018 ANY PURPOSE N ANY MANNER OTHERS OR REPRODUCED T COVERS ARE COWFlDENTIAL AND REM DRAWN BY: 'KB APPROVED: J8 SCALE: LEGEND CO. RD. 6 DRAINAGE FLOW DRAINAGE BASIN BOUNDARY DRAINAGE FLOW PATH PROPERTY LINE OFFSITE DRAINAGE BUFFALO COMPRESSOR STATION Kauu& DrucN 1<t! WESTMINSTER., CO 80021 303-451-7374 CREATION DATE: D1/18/18 APPR. DATE: DWG. No.: ISSUED FOR REFERENCE BUF-WLD-068-00001 800' 1600' REVISIONS DESCRIPTION BY 01/18/18 DN 01 18/18 APPR. DATE SHEET No. 1 OF 1 U- r 0 0 CV C! F 52 CO J U- Q1 C_ D C ci a] 0 to tzi i!7 Gi 4} Vi Q 03 a Uri C3 En CO Cr ch APPENDIX A-4 DEVELOPED DRAINAGE PLAN Final Drainage Report Natural Gas Gathering Facility January 2018 w 0 W 0 U) Q E5 0 L►J C 0 0 U ce hat 0 Ct9 U) 0 J U) a LA 0 fl T J W a i i0 f 0_ C 0 L! t 4 W d d F-- W a M z 8 w W ti) w a w C acc C-, C U, se.•e..e..e♦.1.....Imo.i...i.•MINI11MI.1MEI.•IM..l1.•R•.e•••—.•e..e•.e.. ..amt..—..•we..••.a..mmo..o•.•••=.. or n`.. - REVISIONS DEVELOPED DRA1NAG BUFFALO COMPRESSOR STATION ADUN OHM its ---------------T,__ 0 ISSUED FOR REFERENCE j—iT7;a/1E n ni M ii8 WESTMINSTER, CO 8002 I 3O3-451-7374 BY APPR. NO. 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[} • 6L • a's • ! • • • • .i_ • 1 • _ ti -•• _ • - •1 w 91 a a` Zee J ^.B a iumn I Ai14₹ 1.2 Sang VgIiWfl$ ' arid rata 160-53‘1013) 193W 4 CX* VIO%tW 531 1.10-L t%J Gttzfl - comortaNtausan LAWMAN N )Cf! 37.1 APPENDIX B - SITE DATA Final Drainage Report Natural Gas Gathering Facility January 2018 APPENDIX B-1 FEMA FIRM MAP Final Drainage Report `aural Gas Gathering Facility January 2018 x Ei FEMA's National Flood Hazard Layer (official) Page 1 of l FE MA's National Flood Hazard Layer (Official) Data From Flood Insurance Rate Maps (FIRMs) where available digitally, New NFHL FIRMette Print app available: http://tinyurl. carry/j4xwp5e 400ft National Geospatial-intelligence Agency (NGA); Delta State University; Esri [ Print here instead: http://tinyurl.corn/j4xwp5e Support: FEMAMapSpeciallst@riskmapcds.com I USGS The National Map: Orthoimagery http://fema.maps.arcgis.com/home/webmap/p•int.html 1/16/2018 APPENDIX B-2 NRCS SITE SOIL SURVEY REPORT Final Drainage Report Natural Gas Gathering Facility Jimmy 2018 Soil Map —Weld County, Colorado, Southern Part -0o' Sr1'rd ID#' SC31'VI -- Map Scale: 1:6,130 IF ported on b landscape (17 x 11") Sleet N Metes 0 50 100 ro '.1r A 0 ta[J 5C0 1000 1530 Feet Map projetion: Wen Menzaba Caneroae*anates; WGS84 Edged= IJTMZaie 13N WGSS4 USDA Natural Resources Conservation Service star Web Soil Survey National Cooperative Soil Survey County Raad'6' 52201 151 11/30/2017 Page 1 of 3 4o rurM Soil Map —Weld County, Colorado, Southern Part Area of Interest (AO') Soils D MAP LEGEND Area of Interest (AO I) Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Paint Features x • 6$ r 4, Lai ��1 C a AMR - a.. .0 c N Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot t Very Stony Spot Wet Spot ,•h Other er Special Line Features Water Features Streams and Canals Transportation s s Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography MAP INFORMATION The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Weld County, Colorado, Southern Part Survey Area Data: Version 16, Oct 10, 2017 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Sep 20, 2015 —Oct 15, 2016 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. USDA Natural Resources a Conservation Service Web Soil Survey National Cooperative Soil Survey 11/30/2017 Page 2of3 Soil Map Weld County, Colorado, Southern Part Map Unit Legend Symbol Map Unit Name Acres in AO1 Percent of AOI Map Unit 4 AquaIls and Aquepts, flooded 18.2 5.4% 42 Nunn slopes clay loam, 1 to 3 percent 141.8 41.8% 57 Renohill percent clay loam, 3 to 9 slopes 0.0 0,0% 67 Ulm slopes 2.6 0,8% clay loam, 3 to 5 percent 79 Weld slopes loam, 1 to 3 percent 27.3 8,1% 82 Wiley -Colby percent slopes complex, 1 to 3 110.8 32.7% 83 Wiley -Colby percent slopes complex, 3 to 5 38.4 11.3% Totals for Area of Interest 339.1 100.0% USDA Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 11/30/2017 Page 3 of 3 Engineering Properties ----Weld County, Colorado, Southern Part Buffalo XTR Gas Compressors Engineering Properties This table gives the engineering classifications and the range of engineering properties for the layers of each soil in the survey area. Hydrologic soil group is a group of soils having similar runoff potential under similar storm and cover conditions. The criteria for determining Hydrologic soil group is found in the National Engineering Handbook, Chapter 7 issued May 2007(http://directives.sc.egov. usda.gov/OpenNonWebContent.aspx? content=17757.wba). Listing HSGs by soil map unit component and not by soil series is a new concept for the engineers. Past engineering references contained lists of HSGs by soil series. Soil series are continually being defined and redefined, and the list of soil series names changes so frequently as to make the task of maintaining a single national list virtually impossible. Therefore, the criteria is now used to calculate the HSC using the component soil properties and no such national series lists will be maintained. AU such references are obsolete and their use should be discontinued. Soil properties that influence runoff potential are those that influence the minimum rate of infiltration for a bare soil after prolonged wetting and when not frozen. These properties are depth to a seasonal high water table, saturated hydraulic conductivity after prolonged wetting, and depth to a layer with a very slow water transmission rate. Changes in soil properties caused by land management or climate changes also cause the hydrologic soil group to change. The influence of ground cover is treated independently. There are four hydrologic soil groups, A, B, C, and D, and three dual groups, AID, B/U, and CO, In the dual groups, the first letter is for drained areas and the second letter is for undrained areas. The four hydrologic soil groups are described in the following paragraphs: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group G. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or day layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. Depth to the upper and lower boundaries of each layer is indicated. USDA Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 1/15/2018 Page 1 of 7 Engineering Properties --Weld County, Colorado. Southern Part Buffalo XTR Gas Compressors Texture is given in the standard terms used by the U.S. Department of Agriculture. These terms are defined according to percentages of sand, silt, and clay in the fraction of the soil that is less than 2 millimeters in diameter. "Loam," for example, is soil that is 7 to 27 percent clay, 28 to 50 percent silt, and less than 52 percent sand. If the content of particles coarser than sand is 15 percent or more, an appropriate modifier is added, for example, "gravelly." Classification of the soils is determined according to the Unified soil classification system (ASTM, 2005) and the system adopted by the American Association of State Highway and Transportation Officials (AASHTO, 2004). The Unified system classifies soils according to properties that affect their use as construction material. Soils are classified according to particle -size distribution of the fraction less than 3 inches in diameter and according to plasticity index, liquid limit, and organic matter content. Sandy and gravelly soils are identified as GW, GP, GM, GC, SW, SP, SM, and SC; silty and clayey soils as ML, CL, OL, MH, CH, and OH; and highly organic soils as PT. Soils exhibiting engineering properties of two groups can have a dual classification, for example, CL -ML. The AASHTO system classifies soils according to those properties that affect roadway construction and maintenance. In this system, the fraction of a mineral soil that is less than 3 inches in diameter is classified in one of seven groups from A-1 through A-7 on the basis of particle -size distribution, liquid limit, and plasticity index. Soils in group A► -1 are coarse grained and low in content of fines (silt and clay). At the other extreme, soils in group A-7 are fine grained. Highly organic soils are classified in group A-8 on the basis of visual inspection. If laboratory data are available, the A-1, A-2, and A-7 groups are further classified as A -1-a, A -I -b, A-2-4, A-2-5, A-2-6, A-2-7, A► -7-5, or A-7-6. As an additional refinement, the suitability of a soil as subgrade material can be indicated by a group index number. Group index numbers range from 0 for the best subgrade material to 20 or higher for the poorest. Percentage of rock fragments larger than 10 inches in diameter and 3 to 10 inches in diameter are indicated as a percentage of the total soil on a dry -weight basis. The percentages are estimates determined mainly by converting volume percentage in the field to weight percentage. Three values are provided to identify the expected Low (L), Representative Value (R), and High (H). Percentage (of soil particles) passing designated sieves is the percentage of the soil fraction less than 3 inches in diameter based on an ovendry weight, The sieves, numbers 4, 10, 40, and 200 (USA Standard Series), have openings of 4.76, 2.00, 0.420, and 0.074 millimeters, respectively. Estimates are based on laboratory tests of soils sampled in the survey area and in nearby areas and on estimates made in the field. Three values are provided to identify the expected Low (L), Representative Value (R), and High (H). Liquid limit and plasticity index (Atterberg limits) indicate the plasticity characteristics of a soil. The estimates are based on test data from the survey area or from nearby areas and on field examination. Three values are provided to identify the expected Low (L), Representative Value (R), and High (H). References: American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. USDA Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 1/15/2018 Page 2 of 7 Engineering Properties ---Weld County, Colorado, Southern Part Buffalo XTR Gas Compressors American Society for Testing and Materials (ATM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. USDA Natural Resources am Conservation Service Web Soil Survey National Cooperative Soil Survey 1/15/2018 Page 3 of 7 Engineering Properties Weld County, Colorado, Southern Part Buffalo XTR Gas Compressors Report Engineering Properties Absence of an entry indicates that the data were not estimated. The asterisk'*' denotes the representative texture; other possible textures follow the dash. The criteria for determining the hydrologic soil group for individual soil components is found in the National Engineering Handbook, Chapter 7 issued May 2007(http://directives.sc.egov.usda.govl OpenNonWebContent.aspx?content=17757.wba). Three values are provided to identify the expected Low (L), Representative Value (R), and High (H). Engineering Properties —Weld County, Colorado, Southern Part Map unit symbol soil name and Pct of map unit I Hydrolo gic group Depth USDA texture Classification Pct Fragments Percentage Liquid limit Plasticit y index passing sieve number >10 inches 3-10 inches 4 10 40 200 Unified AASHTO In L -R -H L -R -H L -R -H L -R -H L -R -H L -R -H L -R -H L -R -H 4--Aquoils Aquepts, and flooded Aquolis 55 D 0-8 Variable — — 0- 0- 0 ' 0- 0- 0 — — — -- — 8-60 Stratified loam sandy to clay CL, ML, SC-SM CL- SC, A-2, A-4, A-6 0- 0- 0 0- 0- 0 80-90-1 00 75-88-1 00 50-70- 90 20-50- 80 20-30 -40 5-13-20 Aquepts, flooded 25 D 0-8 Variable — 0- 0- 0 0- 0- 0 - - - - - — 8-60 Stratified loam sandy to clay CL, CL- ML, SC, SC-SM A-2, A-4, A-6 0- 0- 0 0- 0- 0 80-90-1 00 75-88-1 00 50-70- 90 20-50- 80 20-30 -40 5-13-20 _� Natural Resources Web Soil Surrey a Conservation Service National Cooperative Soil Survey 1/15/2018 Page 4 of 7 Engineering Properties —Weld County, Colorado, Southern Part Buffalo XTR Gas Compressors Engineering Properties —Weld County, Colorado, Southern Part Map unit symbol and soil name Pct. map unit of Hydrolo gic group Depth USDA texture Classification Pct Fragments Percentage passing sieve number Liquid limit Plasticit y index - Unified AASHTO >10 inches 3-10 inches 4 - 10 - 40 200 In L -R -H L -R -H L -R -H L -R -H L -R -H L -R -H L -R -H L -R -H 42 ---Nunn clay 3 percent loam, I 1 to slopes Nunn 85 C 0-9 Clay loam CL f�,. i 0- 0- © 0- D- 0 100-100 100-100 -100 91-94- 98 6268- 74 39-44 18-21-2 / -52 9-13 Clay loam, clay CH A-7-6 0- 0- 0 0- 0- 0 100-100 -100 100-100 -100 90-95-1 00 69-76- 82 47-51 -59 24-27-3 3 13-25 Clay loam, clay CL A-7-6 0- 0- 0 0- 0- 0 100-100 -100 100-100 -100 90-95-1 00 69-76- 82 45-49 -57 24-27-3 3 25-38 Sandy clay loam, clay loam, loam CL A-6 0- 0- 0 0- 0- 0 100-100 -100 100-100 -100 86-94-1 00 57-69- 85 29-39 -44 12-19-2 3 38-80 Sandy sandy clay clay loam loam, loam, loam, CL A-6 0- 0- 0 0- 0- 0 100-100 -100 100-100 -100 84-94-1 53-69- 25-40 9-20-23 00 -44 77 67 Ulm 5 clay percent loam, slopes 3 to Ulm 85 C 0-5 Clay loam CL A-6 0- 0- 0 0- 0- 0 100-100 -100 100-100 -100 90-95-1 00 70-75- 80 30-35 -40 10-15-2 0 t 5-17 Clay CL A-7 0- 0- 0 0- 0- 0 100-100 -100 100-100 -100 90-95-1 00 75-85- 95 40-45 -50 15-20-2 5 17-60 Clay, clay loam CL A-6, A-7 0- 0- 0 0- 0- 0 100-100 -100 100-100 -100 90-95-1 00 70-83- 95 3543 -50 15-20-2 5 USDA Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 11/512018 Page 5 of 7 Engineering Properties —Weld County, Colorado, Southern Part Buffalo XTR Gas Compressors Engineering Properties —Weld County, Colorado, Southern Part Map unit soil symbol and name Pct. of , map unit Hydrolo gc group Depth USDA texture Classification - Pet Fragments Percentage passing sieve number Liquid limit Piasticit y index Unified AASHTO >10 inches 3-10 inches 4 10 40 200 In L -R -H L -R -H L -R -H L -R -H L -R -H L -R -H L -R -H L -R -H 79 Weld loam, slopes 1 to 3 percent Weld 80 C 0-8 Loam CL A-6 0- 0- 0 0- 0- 0 100-100 -100 100-100 -100 91-98-1 00 67-78- 82 34-37 -44 13-14-1 8 8-12 Silty loam clay silty clay, loam, clay clay, Cl-i A-7-6 0- 0- 0 0- 0- 0 100-100 -100 100-100 -100 90-97-1 00 73-84- 94 49-55 -66 26-30-3 6 12-15 Silty clay, loam clay, silty clay clay loam, CH A-7-6 0- 0- 0 0- 0- 0 100-100 -100 100-100 -100 90-97-1 00 71-82- 92 46-50 -63 23-26-3 6 15-28 Loam, silty clay clay loam loam, CL A-6 0- 0- 0 0- 0- 0 100-100 -100 100-100 -100 91-98-1 00 68-79- 90 32-36 -45 13-16-2 3 28-60 Silt loam, loam CL A-6 0- 0- 0 0- 0- 0 100-100 -100 100-100 -100 91-99-1 00 75-87- 95 23-31 -36 5-12-17 60-80 Silt loam, fine sandy loam, loam CL A4 0- 0- 0 0- 0- 0 1100-100 -100 100-100 -100 89-99-1 00 70-86- 96 21-28 -34 4-10-16 82 Wiley -Colby slopes 1 to 3 complex, percent Wiley 60 B 0-11 Silt loam ML A- 0- 0- 0 0- 0- 0 100-100 -100 100-100 -100 90-95-1 00 70-80- 90 30-33 -35 5-8 -10 11-60 Silty clay loam, loam, clay silt loam CL A-6 0- 0- 0 0- 0- 0 100-100 -100 100-100 -100 90-95-1 00 70-83- 95 25-30 -35 10-15-2 0 60-64 Silt loam, loam, loam silty clay ML A-4, A-6 0- 0- 0 0- 0- 0 100-100 -100 100-100 -100 90-95-1 00 80-88- 95 30-38 -45 5-10-15 Colby 30 B 0-7 Loam CL, ML CL- A-4 0- 0- 0 0- 0- 0 100-100 -100 100-100 -100 85-90- i 95 i 60-68- 75 25-28 -30 5-8 -10 7-60 Silt loam ML A-4 0- 0- 0 0- 0- 0 100-100 -100 100-100 -100 90-95-1 00 80-85- 90 30-33 -35 5-8 -10 USDA Natural Resources a Conservation Service Web Soil Survey National Cooperative Soil Survey 1/15/2018 Page 6 of 7 Engineering Properties --Weld County, Colorado, Southern Part Buffalo XTR Gas Compressors Engineering Properties —Weld County, Colorado, Southern Part Map unit soil symbol and name Pct. of map unit Hydrolo gic group Depth USDA texture Classification r Percentage sieve Liquid Plasticit y index Pct Fragments passing numbers— limit Unified AASHTO >10 inches 3-10 inches 4 10 40 200 rn L -R -H L -R -H L -R -H L -R -H L -R -H L -R -H L -R -H L -R -H 83 —Wiley complex, percent -Colby 3 to slopes 5 Wiley 55 B 0-11 Silt loam ML A-4 0- 0- 0 0- 0- 0 100-100 -100 100-100 -100 90-95-1 00 70-80- 90 30-33 -35 5-8 -10 11-60 Silty clay loam, silt loam, clay loam CL A-6 0- 0- 0 0- 0- 0 100-100 -100 100-100 -100 90-95-1 00 70-83- 95 25-30 -35 10-15-2 0 60-64 Silt loam, loam, loam silty clay ML A-4, A-6 0- 0- 0 0- 0- 0 100-100 -100 100-100 -100 90-95-1 00 80-88- 95 30-38 -45 5-1 0-15 G iby 30 B 0-7 Loam CL, CL- ML A-4 0- 0- 0 0- 0- 0 100-100 -100 100-100 -100 85-90- 95 60-68- 75 25-28 -30 5-8 -10 7-60 Silt loam ML A-4 0- 0- 0 0- 0- 0 100-100 -100 100-100 -100 90-95-1 00 80-85- 90 30.33 -35 5-8 -10 Data Source Information Soil Survey Area: Weld County, Colorado, Southern Part Survey Area Data: Version 16, Oct 10, 2017 USDA Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 1115/2018 Page 7 of 7 APPENDIX B-3 NOAA SITE RAINFALL DATA Final Drainage Report Natural Gas Gathering Facility January 2018 Precipitation Frequency Data Server Page. 1 of 4 NOAA Atlas 14, Volume 8, Version 2 Location name: Brighton, Colorado, USA* Latitude: 40.0237°, Longitude: -104.9302° Elevation: 5087.94 ft* ` ' source: ESRI Maps Irk source' USGS POINT PRECIPITATION FREQUENCY ESTIMATES /es\ Wet4 Sart}a Pence, Deborah Marlin, Sandra Pav1oaic, Ishani Roy, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Michael V&da, Geoffery Donnie NOAA, National Weather Service, Silver Spring, Maryland PF tabular graphic l I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in incheslhour)1 Average recurrence interval (years) - Duration 1 2 5 10 25 1 50 100 200 500 1000 5 -min I 2.70 (2.08-3.50) 3.30 (2.53-4,28) 4,44 (3.41-5.80) 5.56 (4.24-7.28) 7.31 (5.51-10.2) I 8.86 (6.48-12.5) 10.6 (7.46-15.3) 12.4 (8.46-18.5) 15.2 (9.94-212) 17.5 (11.1-26.8) 10 -min 1.97 (1.52-2.56) 2.41 (1.85-3.14) 3.25 (2.49-4.24) 4,07 (3.10-5.33) 5.35 I (4.03-7.51) 6.49 (4.74.9.16) 7.73 (5.47-11.2) 9.11 (6.19-13.6) 11.1 (7.28-17.0) 12.8 (8.10-19.6) 15 -Min I 1.60 (1.24--2,08) 1.96 (1.51-2.55) 2,64 (2.03-3.45) 3.30 (2.52-4.33) 4.35 (3.28-6.10) 5.27 (186-7.44) 6.28 (4A4-9.10) 741 (5.04-11.0) 9.05 (5.92-13.8) 10.4 (6.58-16.0) , 30 -min I 1.10 (0.850-1.44) 1.34 (1,03-1.75) 1,80 (1.38-2.35) 2.25 (1.71.2.95) 2.96 (2.23-4.15) 3.58 (2,62-5.06) 4.27 (3.02-6.18) 5.04 (142-7.49) 6.15 (4.02-9.41) 7.07 (4A8-10.'9) 60 -min 4.674 (0.518-0.875) 0,823 (0.632-1.07) 1.11 (0.849-1.45) 1,38 I (1.05-1.81) (1.37-2.55) 1.82 I (1.61-3.11) 2.20 2.63 (1,86-3.80) 3.10 (2..10-4.61) 3.78 (2.47-5.78) 4.34 (2.75-6.66) 2-h1+ 0.398 (0.309-0.510) 0.486 (0.378-0.626 0,657 (0.509-0.84.6) 0.821 (0.632-1,06) 1,08 (0,822-1.50) 1,31 (0.966-1.82) 1.56 (1.11-2.23) 1.84 (1.26-2.70) (1.48-3.38) 2.24 (1.65-3.90) 2.57 3 -hr 0.286 (0.224-0,365) 0.350 (0.274-0.447)1(0.368-0.605)10.457-0.759) 0.473 0.590 0.775 (0.593-1.06) 0.936 (0.696-1,29) 1.11 (0.800-1.58) 1.31 (0.905-1.91) 1.60 (1.06-2,39) 1.83 (1.18-2.75) 6 -hr 0.170 (0.135-0.214) 0.206 (0.163-0.260 0.274 (0.216-0.346) 0.338 (0.265-0.430) 0.439 (0.340-0.594) 0.527 (0.396-0,719) 0.624 (0.453-0.871) 0.730 (0.510-1.05) 0.885 (0.594-1.30) 1.01 (0.658-1.50) 12 -hr 0.105 (0.084-0.131) 0.125 (0.100-0.155 0.161 (0.129-0,202) 0.196 (0,155-0.246) 0.250 (0.195-0.332) 0.296 (0.225-0.397) 0.347 (0.254-0.477) 0.403 (0,284-0.569) 0.483 (0.328-0.701) 0.549 (0.361-0.801) 24 -hr I 0.063 (0.051-0.078) 0.076 I (0.061-0.093 0.098 (0.079-0.120) 0.117 (0,094-0,145) 0.147 (0.115-0.191) 0.171 (0.131-0.225) 0497 (0.146-0.266) 0.226 D.160-0.313) 0.266 (0.182-0.379) (0.198-0.428) 0.298 2 -day 0.036 (.0.030-0,044) 0.044 (0.036-0,054 0.058 (0.047-0.070) 0.069 (0.056-0.085) 0.085 (0.067-0,109) 0.098 (0.076-0.127) 0.112 (0.083-0.147) 0,126 (a.090-0.170) 0.144 .(0.099-0,201) 0.159 (0.107.0.225). 3-da 0.026 (0.022-0.032) 0.032 (0.026-0,038 0.00E (0.034-0.050) 0.049 (0.04001.459) 0.060 (0.047-0.075) 0.068 (0.053-0.088) 0.077 (0.058-0.101) 0.087 (0.062-0.117) 0.099 (0.069-0.138) 0.109 (0,074-0.153) 4-da 0.021 (0.017-0.025) 0,025 (0.021-0.030 0.032 (0.026-0:038) 0,038 (0,031-0.046) 0.046 (0.037-0.058) 0.053 (0.041-0.057) 0.059 (0.045-0.077) 0.066 (0.048-0.089) 0.076 (0.053-0.105) 0.084 (0.057-0.117) 7 -day 0.014 (0.012-0.016) 0.016 (0.013-0.019 0,020 (0.017-0.024) 0.023 (0.019-0,428) 0.028 (0.023.0.035) 0.032 (0.025-0.040) 0.036 (0.027-0.046) 0.040 (0.02.9-0.053) 0,046 (0,032-0.062) 0.050 (0.034-0.069) 10 -day 0.011 (0.009-0,013) 0.012 (0.010-0.015 0.015 (0.013-0.018) 0.018 (0.015-0.021) 0.021 (0.017-0.026) 0,024 (0.019-0.030) 0.027 (0.020-0.034) 0.030 (0.022-0.039) 0.033 (0.024-0.045), 0.036 (0,025-0.050) 20 -day 0.007 (0.006-0.008) 0.008 (0.007-0.009 0.009 (0,008-0.011) 0.011 (0,009-0.013) 0.013 (0.010-0.015) 0.014 (0.011-0.017) 0.016 (O012-0.020) 0.0x17 0.013-0.022) 0,019 (0,014-0.025) 0.021 (0.014-0.028) 30wda - 0.006 (0.005-0.006) 0.006 (0.005-0.007) 0.007 (0.006-0,009) (1,007-0.010) 0.008 0.010 (0.008-0.012) 0.011 (0.009-0.013) 0.012 (0.009-0:015) 0.013 (0,010-0.016) 0.014 (0.010-0.019) 0.015 (0.011-0.020) 45-da - 0.004 (0.004-0.005) 0.005 (0.004-0.006 0.0081 (0.005-0.007) 0.007 0.006-0.008) 0.008 (0.006-0.009) 0,008 (0.007-0.010) 0.009 (0.007-0.011) 0.010 (0.008-0.013) 0.011 (0,008-11014) 0.012 (0.008-0.016) 60 -day 0.004 (0.003-0.004) 0.004 (0.004-0,005 0.005 (0.004-0.006) 0.006 (0,005-0.006) 0.007 (0.005-0.008) 0.007 (0.006-0.009) 0,008 01.006-0.010) 0.008 (0.006-0.011) 0.009 (0.007-0.012) 0.010 (0.007-0.013) t Numbers (for are Please Precipitation a not given checked refer frequency in parenthesis duration to (P9 estimates in this table are based are PF estimates at lower and upper and average recurrence interval) will against probable maximum precipitation (PMP) NOAA Atlas 14 document for more information. bounds be greater on frequency analysis of the 90% than the upper estimates and may confidence of partial duration interval. bound (or less than be higher than currently The series probability the lower valid (PDS). that bound) PMP precipitation is values. 5%. Estimates frequency at upper estimates bounds Back to Top https://hdsc.nws.noaa.gov/hdse/pfds/pfds jirintpa e.htnl?tat=40.023 7&ton--104.9302 d... 11/30/2017 Precipitation Frequency Data Server Page 2 of 4 Precipitation intensity Cin/hr) 10O.000 10.O00 1.000 0.100 0.010 100.00O 10.00O L00V 0.100 0.010 PF graphical PDS-based intensity -duration -frequency ODE) curves Latitude: 4O.0237°, Longitude: -104.9302° .c. .cg we 4 I I I I 1 I • • • • • 42) 1 Duration I I 1 I I . 1 1 I Y I L. n ren m rn r^�r� rh azi pl. 6 1_w _ 1 - • I I • �-� T' I .111...II.. .• 2 I • • • • r 1 • • • I • • • • w H 1O in nn' vIII o -D t r (fl 'Cr n 5 10 25 50 100 200 500 1000 Average recurrence interval (years) NOAA Atlas 14, Volume B, Version 2 Created (GMT): Thu Nov 30 22:10:38 2017 Back to Too Average recurrence interval (years) mmEls i 2 5 10 25 50 100 200 500 1000 Duration 5 -miry — 2 -day 10-mln 3 -day 15 -min 4 -day 30 -min •--I 7 -day 60 -min — 10 -day 2 -hr 20 -day 3 -hr — 30 -day 6 -hr - 45 -day 12 -hr 60 -day 24 -hr https://hhdsc.n senaaa.go /hdsc/pf s/pfds intpage.htrl` tat=40.0237 lon--104.9302 d... 11/30/2017 Precipitation Frequency Data Server Page 3 of 4 I Maps & aerials Small scale terrain ,.r ile ...y, s a_ 7, --I i rag \1 Large scale terrain For tCotlin! a Long Peo k 4345 ,.,r � . F jr' al ,i �, , • i r !it 11 t •iT #I •a Si!! la 1 ,�� -EIbei1-fl�l{crn `t Jv en_ _sa►ti�o . Colorado L=;��rirags o i td , ' Cheyenne • Greeley Lrig !matt 'Denver s I Fort Colllt O 0 I':hcr Malarial r—f,r�•;I F ;Ldp 60n11 Large scale map iff Cheyenne _ N I Greeley DLo 1gnlont • rrt% • e, 'S. 0. _ r https://hdsc.n s.noas.gov/hdsc/pfds/pfds_printpage. itmi?lat=40.0237&ion^-104.9302 d11. 1 1 /30/2017 Precipitation Frequency Data Server Page 4 of 4 Lar a e scale aerial Lid Back to Top ` Fort Collins ," ;+ • f f 1 IL 'Longmont t, Denver ,. US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: H'DSC.Ouestionscnoaa.00v Disclaimer flaps://hdsc.nws.noaa. ov/hdsc/pfds/pfds tintpa e.htr l?1at=4O.O237 ion= -104.9302 d... 11/30/2017 Precipitation Frequency Data Server Page 1 of 4 NOAA Atlas 14, Volume 8, Version 2 Location name: Brighton, Colorado, USA* Latitude: 40.0237°, Longitude: -104,9302° Elevation: 5087.94 ft" source: ESRI Maps source: USES POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Deborah Martin, Sandra Pavlavic, Ishanl Roy, Michael SI. Laurent, Carl Trypaluk, Dale Unruh, Michael Yekta, Gedffery eonnin NOAA, National Weather Service, Silver Spring, Maryland PF tabular I PF c raohic.aI I Maps & aenals PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches) Average recurrence interval (years) Duration' 2 j 5 10 25 50 100 200 500 _I 1000 5.min (0.173-0.292) 0.225 0.275 (0.211-0.357) 0.370 (0.284-0.483) 0.463 (0.353-0.607) 0.609 (0,459-0,854) 0.738 (0.540-1.04) 0.880 (0.622-1.27) 1.04 (0.705-1.54) 1.27 (0.828-1.94) 1.46 (0.922-2.24) 10 -min 0.329 (0:2553-0.427) 0,402 11 €4.309-0.523 (4.415-0.707) 0.542 0.678 (0.516-0.888) 0.892 (0.672-1.25) 1.08 (0.790-1.53) 1,29 (0.911-1.87) 1.52 (1.03-2.26) 1.86 (1.21-2.84) 2.13 (1.35-3.27) 15 -min 0.401 (0.3090.521) 0.490 (0.377-0.638) I 0.661 (0507-0.862) 0.826 (0.6301.08) 1.09 (0.8201.53) 132 0.964-1.86) 1.57 (1.11-.2.28) 1.85 .(1.28-2.76) 2,26 (1.18-3.46) 2.60 (1.65-3.99) 30 -mill 0.552 (0.425-0.718) 0.672 0.517-0.874 0.902 0.691-1.18) 1.13 (0.857-147) 1,48 (1.12-2.08) 1.79 (1.31-2.53) 2.13 (1.51-109) 2.52 (1.71-3.75) 3.08 (2.01-4.70) 3,54 (2.24-5.43) 60 -mien 0.674 (0,S18-0.875) 0.823 (0.632-1.07) 1.11 (0.849-1.45) (1.05-1.81) 1.38 1.82 (1.37-2.55) 2,20 (1,61-3.11) 2.63 (1.86-3.80) 3.10 (2.10-4.61) 1 3.78 (2.47-5.78) I 4.34 (2.75-6.66) 2 -hr 0.795 (0.618-1.02) 0.973 (0.756-1,25) 1,3.1 (1.02-1.69) (1.26-2.13) 1.64 2.16 (1.65.2.99) 1 2.62 (1.93-3.65) 3.12 1 (2.23-4,45) 3.67 (2.52-5,39) 4.48 (2.96-6.76) I 5.15 (3.29-7.79) . 3 -hr 0.858 ( 0.672-1.14 ) 1.05 (0.822-1.34) 1,42 (1.11-1.82 ) (1.37-2.28) 1,77 2.33 (1.78-3.19) 2.81 (2.09-3.89) 3.34 (2.40-4.74) 3,93 (2.72-5.73) 4.79 (3.19-7,17) I 5.500 (3.54-8.26) . 6 -hr 1.02 (0.807-1.28) 1.23 (0.9761.56) 1.64 (1.29-2.07) 2.03 (1.59-2.57) 2.63 (2.03-3.56) 3.16 (2.37-4.31) 3.74 (2.71-5.22) I 4,37 (3.05-6.28) 5.30 (3.56-7.81) I 6.06 (3,94-8,97) 12 -hr 1.26 (1.DI-1,56) 1.50 (1.20-1.87) 1.94 (1.55.2.43) (1.87-2.96) 2.36 3.01 (.2.35-4,00) 3.57 (2,71-4,79) 4,18 1 (3.08-5,75) 4.85 (3.42-6.85) 5,82 (3.95-8.45) I 6.62 (4.35-9.65) 24 -hr 1.52 (1.23-1.87) (1.47-2.24) 1.82 2,34 (1.89-2.89) 2.81 (2.25-3.49) 3.52 (2.76-4.58) 4.11 (3.14-5.11) 4.74 (3,5s-6.39) 5.42 (3.85-7.51) 6.38 (4.36-9.09) I 7.15 (4.75-10.3) 2 -day 1.74 (1.42-2.12) 2.13 0.73-2.58) 2.77 (2.26-3.38) 3.32 (2.69-4.07) 4,10 (3.23-5.22) 4.72 (3.63-6.09) 5.36 (3.99-7.08) 6.02 (4.31-8.18) 6,92 (4.77-9.67) I (5.12-10,8) 7.62 3_day 1,90 (1.56-2.29) (1.88-2.76) 2'29 2.95 (2.42-3.57) 3.51 (2.86-4.26) 4.30 (3.40-5.42) 4.93 (3.81-6.30) 5.57 (4.17-7.31) 6.24 (4.50-8.41) 7.15 (4..96-9.91) 7,86 (5.32-11.0) 4 -day (1.68-2.43) 2.03 2,41 1 (2.00-2.90) 3.06 (2.53-3.69) 3.52 (2.97-4.38) 4.42 (3.51-5.54) 5.05 (3.93-6,42) 5.70 (4.29-7.43) 6.38 (4.62-8.55) 7.31 (5.09-10.1) 8,03 (5.46-11.2) 7 -day 2.32 (1.942.76) 2.72 (2.27-3.23) 3.38 (2,81-4.03) 3.94 (3.28-4.72) 4.75 (3.82-5.89) 5.39 (4.23-6.78) 6.05 (4.60-7.80) 6.74 (4.92-8.92) 7.68 (5.40-10.4) 8.41 , (5.77-11.6) 10 -flay 2.58 (2.17-3.04) 2,99 (2.51-3.53) 3.67 (3.07435) 4.25 (3,54-5,06) 5.08 (4.10-6.25) 5.73 (4.52-7.14) 6.40 (4.89-8.17) 7.09 (5.21-9.30) 8,03 (5,68-10.8) 8.76 (6.04-12.0) 20 -day 3.31 (2.81-3.85) 3.78 (3.21-4.40) 455 (3.85-5.32) 5.19 (4.37-6.10) 6.09 (4.97-7.36) 6.79 (5.41-8.32) 7.49 (5.78-9.40) 8.20 (6.09-10.6) 9.16 (6.55-12.1) 9.88 (6.90-13.3) 30 -day 3.89 (3.33-4.49) 4,43 (3.79-5.12) 5.30 (4.52-6.15) 6.03 (5.11-7.02) I 7.02 (5.75-8.40) 7.77 (6.24-9,44) 8.52 (6,62-10.6) 9.28 (6.93-11.9) 10.3 (7.39-13.5) 11.0 (714-14.7) , . 45 -day 4.58 (3.955.25) 5.23 (4.51-6.01) 6.28 (5.39-7.23) 7.13 (6,09-8.24) 8.27 (6.82-9.80) 9,13 (7.3741.0) 9.97 (7.79-12.3) 10.8 (8.11-13.7) 11.9 (8.59-15.4) 12.7 (8.95-16.8) , 60 -day (4.16-5.87) 5.15 5.91 (5.12-6.75) 7.13 (6.15-8.1.6) 8.'11 (6.96-9.32) 9.40 (7.78-11.1) X10.4 (8.40-12.4) ' 11.3 (8.87-13.8) 12,2 (9.214 5.3) 13.4 (9.7147.2) 14.2 (10.118.7) Precipitation frequency Numbers in parenthesis estimates (for a upper bounds are Please refer to NOAA given duration not checked Atlas (PF) are PF 14 estimates in this estimates at and average against probable document for lower recurrence more table maximum are based on and upper bounds interval) precipitation information. frequency will analysis of partial of the 90% confidence interval. be greater than the upper (PMP) estimates and may duration bound series The probability (or less be higher than (PDS). than that precipitation the lower bound) currently valid PMP is frequency 5%. values. Estimates at Back to TOp https://hdsc.nwsmoaa.govilidscipfds/pfds_printpage.html ?I ar40.0 3 7 ton= -104.93 02&c .. 11/30/2017 Precipitation Frequency Data Server Page 2 of 4 16 14 -2 12 S..r '-+ 10 C) V 0 ••.3 �ire JJ '471 a Precipitation depth din) 4 2 PF graphical PDS-based depth -duration -frequency (DOF) curves Latitude: 40.0237°1 Longitude: -104.9302° Y . e . . . . . a • i • I a 4 4 r "f . • • - • e . . . . • . . . . i . . 1 . . a : . . . . i. 1 • . Y • • . a • 1 + 1 + 4 4 d • • • 5 • . • 4 • • • 1 • • V 1 1 • 1 • . • 4 I 1 I I • • . . • • 1 • I • 4 • • . s . r . • • 1 �..,♦ • ... . e•.. •• • •.. .. •r.. f' L' r' 1 ti . l ► '1' t" r 4 • • / a a 1 1 I I I 1 • • • I • • • Y a 1 1 a 1 1 1 1 1 • / 1 4. I I I Y 1 1 1 1 1 • Y I 1' a a 1 ♦ I 1 it • 1 • a 4 • 4. a .�. a I a a I 1 I I I I r . I .•.•4. .. r••...1 1• .. r *•. ..1... • t' •••v..•1—..•• .... T I 1 r . • / • I 1 1 • • a. a • 1 t • a 1 t I • I • r I a a I 1 1 i I 1 4 • • • a a . 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At • es 1.• • 1 It I •E E rrC • th Duration RI m o 'O V Eu ro 'C V V r� C3 Q Q LA H fV r vs to >}1 > > 113 Ia �1•a ay Y in 2 5 10 25 50 100 200 500 1000 Average recurrence interval (years) NOAA Atlas 14, Volume 8, Version 2 Created (GMT): Thu Nov 30 22:08:19 2017 Back to Top Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 Duration 5-M m 11 2 -,day 10 -min -- 3 -day 15-niln 4 -day 30-inirl of-da y 60M -rain 10 -day 2-.111 i 20 -day 3 -hr ,— 30 -day 641r 45 -day 12 -ht 60 -day — 24 -hr https://hdsc.n s.noaa.gov/hdsc/pfd•s/pfdsJDrintpage1html?'lat-40,0237 Ion --104 9302. d... 11/30/2017 Precipitation Frequency Data Server Page 3 of 4 Maps & aerials Small scale terrain ray St ,t- 3kmL/ tIP P. is refrietcolibis t _ Large scale terrain r•,. Cheyenne sit r 11441:— • �r tt?OIIde r• 1= 1 Pal ...Jr; • �' a ail-- '&4 lirti>74 ntatirtjt ?- rae �y -` - .-; 11 I -.0 1 i - i• , , „„ • lie P , _-_,•t,6an1r ^ •. .rte 1'<'T} Co10O Odd Spr4 ; •_ • ,F •. 17•~•3 ��s - r9mnt JDID enver 1 ;i'►14t ;•_r el; •, 1 + • Large scale map N )CIiYenne -_ Fort Collllf $ Greeley t) 1�nlprlrr= E Bag fits eriwer Nam acti C r�;�fr�ll�ail 60rni olorad( `11rings https://hdsc.n s.nea.a.gov/hdse/pfds/pfds_printpage,htm1?lat=40.0237&1on--10449302 d... 11/30/2017 Precipitation Frequency Data Server Page 4 of 4 Large scale aerial Back to Top US Department of Commerce, National Oceanic and Atmospheric Administration Nationat Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Ouestionscnoaa.00v Disclaimer https://hdsc.nvws.ncaa.gov/hods.c/pfds/pfdsprintpa e.html?lat=40.02371 &lon=-104.9302&d... 11/30/2017 APPENDIX B -4 HISTORIC RUNOFF CALCULATIONS Final Drainage Report. Natural Gas Gathering Facility January 2018 Yr iYi L,LXV,Pt f≥k}t' c -YF>Tp-;\Wc),}!}avT1•T1S"C<5(<35«SSs.5`Y.ex/!/[v.firACWw,.L)iK=?KSxAC\1WACSSS<F£tA\•LSS2tY{3I\\*.a77AlT4}T41T4}]l\\\\\\\\\\\N",1AIi?4!W?>.1\\\\\1\V3lM%Y]S<Fi tfit'ANik\\'hU\\\4tivT]'PL>Y.4Scc?'T\�]\\wrerxrl.+M\\V-^ST]>`itairj.Y Buffalo peak flow calculation for 5 years 1 -hr Pre-Developennent using Rational Method described in Urban Storm Drainage Criteria Manual Vol 1 Chapter 6 / Sec -2.1/2016. Per Weld County, this calculation represents the release of undeveloped site from l -hour, 5 -year storm for Urbanizing. Weld County is Considered Urbanizing area, and the site soil group is "B" based on soil map from NRCS. ti = overland (initial) flow time (minutes) (sheet flow for colorado) C5= runoff coefficient for 5 -year frequency (from Table 6-4) Li = length of overland flow (ft) Lt= channelized flow length So = average slope along the overland flow path (ft/ft), Equation 6-3 for overland flow is adequate for distances up to 300 feet in urban areas and 500 feet in rural areas. Note that in a highly urbanized catchment, the overland flow length is typically shorter than 300 feet clue to effective man-made drainage systems that collect and convey runoff. tt = channelized flow time (travel time, min) L = waterway length (ft) So = waterway slope (fitlft) Vt = travel time velocity (ftlsec) = K'JSo K = NRCS conveyance factor (see Table 6-2). i := 0.02 Weld county historic requirement of 2% imperviousness K := 10 NRCS CS conveyance factor - Table 6-2 L 916 A_ := 404703 ft2 2 A=11.357 acre Li: 400 Lt := L - Li Elevhigh := 5099 elevation of farmost point Elev0ut:= 5082 elevation of outflow point into the pond So := (E1ev/gh — E1evOt t) So=0.019 C5 := 0.85 LO88 for soil group type B from table 6-4 based on weld county requirement for release discharge of 1 hr-5yr storm. ti:=0.30 1.1—05 • Li .min S _ K 4 VSO Lt it := mvii 60° Vt Tc:=tt+ti ti_ 32.03 min Vt— 1.362 It= 6.313 min to:= (((2617•i)+ C5=0,012 Lt 60 • (14 a i + 9) 6 Vir So 32.463 min use the lesser of Tc, tc does not apply because Tan 38.343 rain the site is undeveloped, according to Urban Storm Manual Vol 1/ch0/example 1 Weld county does not allow detention release rates based on soil types. rain (i.sni)I f ) I in I 1.8— -(38.34r-30� 30 I hr I-1,608 In interpolation from NOAA hi' Atlas 14 IDF ft' = 01224 is V. Buffalo peak flow calculation for 100-yrs 1 hr Pre-Developement using Rational Method described in Urban Storm Drainage Criteria Manual Vol 1 Chapter 0 / Sec -2.1/2016. Per Weld County, this calculation represents the release of undeveloped site from -hour-, 5 -year storm for Urbanizing. Weld County is Considered Urbanizing area, and the site soil group is "B" based on soil map from NRCS. ti = overland (initial) flow time (minutes) (sheet flow for colorado) C5= runoff coefficient for 5 -year frequency (from Table 6-4) Li = length of overland flow (ft) Lt= channelized flow length So = average slope along the overland flow path (ft/ft). Equation 6-3 for overland flow is adequate for distances up to 300 feet in urban areas and 500 feet in rural areas. Note that in a highly urbanized catchment, the overland flow length is typically shorter than 300 feet due to effective man-made drainage systems that collect and convey runoff. tt = channelized flow time (travel time, min) L = waterway length (ft) So = waterway slope (ftlft) Vt = travel time velocity (ft/sec) = KikiSo K _ NRCS conveyance factor (see Table 6-2). is=0.02 Weld county historic requirement of 2% imperviousness K:= 10 NRCS conveyance factor T Table 6-2 L := 916 A := 494703 ft 2 = 11.357 acre Li :-400 Lit := L — Li Elevhig := 5000 elevation of farmost point Elcvout =5082 elevation of outflow point into the pond (FileVhjqh —Elev011) L So :_ a�� C5 :_ 0.86•i".x88 So=0.019 for soil group type B from table 6-4 based on weld county requirement for release discharge of 1 hr-5yr- storm. ti := 0.395 (Li '5) . • rain ._K• 44X Lt Lt= 516 tt :_ mzn 60 a Vt Tc:=tt+ti Te-38.343 min ti— 32.03 min Vt —1.362 tt 6.313 min C5=0.012 4:=(((26-17-i)+ Lt 60 (4•i+9). o tc = 32.463 min use the lesser of Tc, tc does not apply because the site is undeveloped, according to Urban Storm Manual Vol 1/ch6/example 1 Weld County does not allow detention release rates based on soil types. I:= (4.27— ((4.27-2.63) 0 , (38.343— ��(})J I hr � 1 I= 3.814 -n interpolation from NOAA hr Atlas 14 IDF for 100yr storm pan -0.435 APPENDIX B-5 OFFSITE RUNOFF CALCULATIONS Final Drainage Report Natural Gas Gathering Facility January 2018 ii5'`Aes.A?x,^44 riPMlLI ks,Y -Ore 4b'4YldPw\ ,44VAN\ s•vsm!w.»,x :. %)IvC5RK1-Y]V9ksiNcticcw,1W.}1 Buffalo 5 years 1 -hr peak flow calculation for Offsite Historic Runoff for west basin using Rational Method described in Urban Storm Drainage Criteria Manual Vol 1 Chapter 6 / Sec -2.1/2016. Per Weld County, this calculation represents the release of undeveloped site from1-hour, 5 -year storm for Urbanizing. Weld County is Considered Urbanizing area, and the site soil group is "B" based on soil map from NRCS. ti = overland (initial) flow time (minutes) (sheet flow for Colorado) C5= runoff coefficient for 5 -year frequency (from Table 6-4) Li = length of overland flow (ft) Lt= channelized flow length So = average slope along the overland flow path (ft/ft). Equation 6-3 for overland flow is adequate for distances up to 300 feet in urban areas and 500 feet in rural areas. Note that in a highly urbanizedcatchment, the overland flow length is typically shorter than 300 feet due to effective man-made drainage systems that collect and convey runoff. tt = channelized flow time (travel time, min) = waterway length (ft) So = waterway slope (ft/ft) Vt = travel time velocity (ft/sec) = K 'So K = NRCS conveyance factor (see Table 6-2). j:=0.02 := 10 := 410 E1evl1 11 5103 .lei)0„t := 5096 So Weld county historic requirement of 2% imperviousness NRCS conveyance factor - Table 6-2 A:-(10 /105) ft2 A=2.443 acre Li:=410 Lt. Li elevation of farmost point elevation of outflow point into the pond (Elcv,1j9i — Elev0iit) L C5 =0.86 • i i.°88 So=0.017 for soil croup type B from table 6-4 based on weld county requirement for release discharge of 1 hr-5yr storm. ti := 0.305 1.1- '5 • LZ • man ti= 33.333 min Te :_ Li Te = 33.333 min Weld County does not allow detention release rates based on soil types. C5 = 0.012 Regional time of concentration is not applicabe since there is no chanalized flow due to short flow path 1 I:=(1.8 (1811),�33.333-30)1 30 V 1 11 go= 0.052 fe in in I-1. 23 hr iii interpolation from NOAA Atlas 14 IDE Buffalo 100 years 1 -hr peak flow calculation for Offsite Historic Runoff for west basin using Rational Method described in Urban Storm Drainage Criteria Manual Vol 1 Chapter 6 / Sec -2,1/2016. Per Weld County, this calculation represents the release of undeveloped site froml-hour, 5 -year storm for Urbanizing. Weld County is Considered Urbanizing area, and the site soil group is "B" based on soil map from NRCS. ti = overland (initial) flow time (minutes) (sheet flow for colorado) C6= runoff coefficient for 5 -year frequency (from Table 6-4) Li = length of overland flow (ft) Lt= channelized flow length So = average slope along the overland flow path (ft/ft). Equation 6-3 for overland flow is adequate for distances up to 300 feet in urban areas and 500 feet in rural areas. Note that in a highly urbanized catchment, the overland flow length is typically shorter than 300 feet due to effective man-made drainage systems that collect and convey runoff. tt = channelized flow time (travel time, min) L = waterway length (ft) So = waterway slope (ft/fl) Vt = travel time velocity (ft/sec) = l s/So K= NRCS conveyance factor (see Table 6-2). 0.02 := 1.0 L:=410 Elevh /L:= 5103 El ev'out := 5096 Weld county historic requirement of 2% imperviousness NRCS conveyance factor - Table 6-2 A:_ (106405) ft2 A=2.443 acre Li:=410 Lt:=L-Li elevation of farmost point elevation of outflow point into the pond (Elevh9h — E1 evout) L "5:=0,86.i1.088 So = 0.017 for soil group type B from table 6-4 based on weld county requirement for release discharge of 1hr-Syrstorm. VITA Ii:=0.305 (1.1—05). • min, 800.33 — 33.333 min Tic = 33.333 min Weld County does not allow detention release rates based on soil types. 05_0.012 Regional time of concentration is not applicabe since there is no chanalized flow due to short flow path := (4.27 ( (4.27302.63) , 33.333 — 301))hr in 0100 := 0.47. 2. + 0.426 go_looyar C100 ' I' A 9`o_nor= 4.384 ft 1= 4.088in interpolation from NOAA hr Atlas 14 IDF 00 = 0.435 APPENDIX B-6 DEVELOPHD RUNOFF G&LCULATLO fS Final Drainage Report Natural Gas Gathering Facility I January 201 S AE c Buffalo peak flow calculation for Post-Developement using Rational Method described in Urban Storm Drainage Criteria Manual Vol 1 Chapter 6 / Sec -2.1/2016. Per Weld County, this calculation represents the full spectrum detention volume needed for the flow gerated by developed site from100-year 1 hr storm for Urbanizing. Weld County is Considered Urbanizing area, and the site soil group is °'B" based on soil map from NRCS. ti = overland (initial) flow time (minutes) (sheet flow for colorado) 0100= runoff coefficient for 5 -year frequency (from Table 6-4) Li = length of overland flow (ft) Lt= channelized flow length So = average slope along the overland flow path (ft/ft). Equation 6-3 for overland flow is adequate for distances up to 300 feet in urban areas and 500 feet in rural areas. Note that in a highly urbanized catchment, the overland flow length is typically shorter than 300 feet due to effective man-made drainage systems that collect and convey runoff. tt = channelized flow time (travel time, min) Lditch= length of flow in graded ditch L = waterway length (overland) (ft) So = waterway slope (ft/ft) ditch is 6ft wide and 1 ft deep Vt = travel time velocity (ft/sec) = l VSo K = NRCS conveyance factor (see Table 6-2). Aimp= area of imperviousness. t.2m•= 56000 ft., A:=494703 ft 2 2=0.468 A-11.357 acre :=16 L = 670 Aim], • 1 -F (AL—Atm.p) • 0.4 z-= A N RCS conveyance factor - Table 6-2 (5097.5 — 5089) — 5overland overland:— 0.012 channelized 0.01 3,2D C5 ._0 86 • Pm" C3=0.376 Ciao :=0.47•id-0.426 61109 = 0.646 Sdiich Li:=300 :=L Li ditch := 442 (5089.5 5082.5) - —0.0.6 4/itch for soil croup type B from table 6-4 based on weld county requirement for release discharge of lhr-100yr storm. ti:— 0.395 1.1— J1 • in ti _ 21.423 mmM `� 0,33 £3overland Vt := - VS channelized Vt =1.753 Channalized flow velocity tt= Lt min tt-3.518 min G0 • Vt Aditeh - dateh =0.5•6.2=6 WPdzfh`= 32 +2 •2=7.211 .R,:= =0.832 S ditch:— WPdith. 1 2 2 " ditch Vch_postdev 1.486 . eh.,apostdev :_ (lidach) • ft nppost ft ch posldev S Te:=it+ti+Teh_pastdev n osl:=0.011 gravel -TR55 8.45 Ditch flow velocity —0.872 min -8 . 13 t := 2 6 — 17.i)+ )) Lt rnira tee 21.665 min regional time of concentation 60 '(14s1+9) T,:= min (Tc , te) ',=21.665 rain use the lesser of Tc, tc only for Urban areas, according to Urban Storm Manual Vol 1/ch6 Weld County does not allow detention release rates based on soil types. I:= 6.28- �6.2$-4.27 ,�2"1.6G5-15� I=5.387 in 15 hr hr =C100.1•A q, ft 3 -30.845 S interpolation from NOAA Atlas 14 IDF Detention Pond Full Spectrum Calculation :=2.63 • in 1-hr-10gyrs precipitation NOAA Atlas 14 PDF Viso :=P1 • (0.412. j1.371 + 0.371 + o."1)i— 0.468 100 1.110 in A = (4.947.105) ft 2 detvo.l V100.A detvol— (4.612 -104) ft3 detvol -1.050 acre • ft Buffalo peak flow calculation for Post-Developement with access roads West Basin using Rational Method described in Urban Storm Drainage Criteria Manual Vol 1 Chapter 6 / Sec -2.1/2016. Per Weld County, this calculation represents the release of undeveloped site from1-hour, 5 -year storm for Urbanizing. Weld County is Considered Urbanizing area, and the site soil group is "B" based on soil map from NRCS. ti = overland (initial) flow time (minutes) (sheet flow for colorado) c100= runoff coefficient for 5 -year frequency (from Table 6-4) Li = length of overland flow (ft) Lt= channelized flow length So = average slope along the overland flow path (ft/ft). Equation 6-3 for overland flow is adequate for distances up to 300 feet in urban areas and 500 feet in rural areas. Note that in a highly urbanized catchment, the overland flow length is typically shorter than 300 feet due to effective man-made drainage systems that collect and convey runoff. tt = channelized flow time (travel time, min) L = waterway length (ft) So = waterway slope (ft/ft) Vt = travel time velocity (ft/sec) _ \iSo K = NRCS conveyance factor (see Table 6-2). Aimp= area of imperviousness. Amu, (1395 • 2 ) ft2 A := (106405) ft2 i :_ z=0.14 A 2.443 acre .A t,rma • 0.4 + (A A2mp) • 0.02 K:=16 NRCS conveyance factor - Table 6-2 A the flow path after developement and installing the berm is assumed to be 640 ft, with slope of 0.5°%Q :=640 'overland �= 0.005 C5:— 0.80 . il.088 C5=04101 5=0.101 0100 = °.47 6'1+0,426 Cloo = 0.402 /aj :- 0.395 (Li —c5) ti:_0.395 (i.i—c5) • . channelized := 0.005 :-400 Lt, :=L —Li for soil croup type B from table 6-4 based on weld county requirement for release discharge of `l hr}-100yr storm. `overland \ki 0.33 Soverland 0.33 • min ti — 45.349 min • min Vt : _K• VSC!IaThnC1iZCd Lt tt min 60•Vt Ter r ti- tt Tc = 48.884 min Vt =1..131 Channalized flow velocity tt— 3.536 min Weld County does not allow detention release rates based on soil types. ,_ 2.63 —• 48.884-3t -.1-1.598 i((4.27-2.63)in nterpolation from NOAA 30 hr hr Atlas 14 IDF for 100 yr-1hr q =O100 •l.A ft3 1.93535 S qi from west basin is less than 5 cfs, so no detention is needed according to Weld County Code Ordinance 2015-11 section 23-12-30 , the basin will be graded to to drain offsite through culvert APPENDIX C - HYDRAULIC CALCULATIONS Final Drainage Report Natural Gas Gathering Facility T January 2018 APPENDIX C-1 PIPE AND CULVERT SIZING CALCULATIONS Final Drainage Report I January 2018 Natural Gas Gathering Facility CIRCULAR CONDUIT FLOW (Normal & Critical Depth Computation) Project: Blue cells are for user data entry Pipe ID: Green cells are calculated values Te How Ann ti angle I 1) Design Information (Input) Pipe Invert Slope Pipe Manning's n -value Pipe Diameter Design discharge So= n= 1�= 0.0100 ft/ft 0.0210 12,00 inches 2.00 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 (0<Theta<3.14) Flow area Top width Wetted perimeter Flow depth Flow velocity Discharge Percent Full Flow Normal Depth Froude Number Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14) Critical flow area Critical top width Critical flow depth Critical flow velocity Critical Depth Froude Number of = Pf = Theta Cif = Theta = An = Tn = Pry _ Yn = Vn = Qn= Flow = Frn _ Theta -c = Ac = Tc= Yc = Vc-= Fre _ 0.79 3.14 3.14 221 2.08 0.63 0.87 2.08 0.74 3.19 2.00 90.5% 0.66 1.78 0,50 0.98 0.60 4.04 1.00 sq ft ft radians cfs radians sq ft ft ft ft fps cfs of full flow subcritical radians sq ft ft ft fps Unexpected value for Manning's n West Basin 18 -in offsite drainage CMP culvert, Pipe 2/23/2018, 1:24 PM APPENDIX C-2 DETENTION POND SIZING CALCULATIONS Final Drainage Report Natural Gas Gathering Facility January 2018 Full Spectrum Detention Pond Calculation A L=494703* ft2 .= 0.468 P1:_2.63 •in 1-hr-100yrs precipitation NOAA Atlas 14 PDF 110 :=P • (O.412•i1.371+O.t 0.371 •i11-371) 1 V ire =1.110 in detvol := V100 ' A detvol =(4.612.104) ft3 A=(4.947.1O5) ft2 detvol— 1.059 acre • f spillway hydraulic calculations -Buffalo revised Y=_3 h:=11 ci._ 39.85 b 12 2 hr 1.� —• 0.692±0.083` t 2•g!3 (Y) b— 13.528 use 14 ft g._ 32.2 _ ib 2 JP12 19.49 v 0.r,ir? D.083 eicar) (U.S. and ;till 1951 DETENTION EIASII4 STAGE -STORAGE TABLE BUILDER UV-Octahn011, Version 3207 (Feblwarylalf1 inionTtai Pr 4 cJ: Basin ID: _ r— 1 y _merits tine,,,,'. r0.. -f. mamas earn F,tamp)e Zone Cohf uratiort � {i7trentiun Pond) Nagel keel Volume Cabillal 9el±tced E S ),Pe = V1s e_rshcd A ca litare bed 'Argil= Ws:gr ted Sisec = Water ea t* reVi tsrfss = Peteerteje HyttoMoe: So I Craw A = Parer -tam Hichfbec Sol Coca o B = Pete !flap 14rtiob¢c 9a t Grows C1f] = beaad 4142GW bra nTirre= ECU 11.36 836 0017 hi loal Omens 1CO ortrA 410 La: don far 1 -is RaidalGates = User 7+µi Wt.: 1M Ca On Whine (WCIC)= aeon Lk bin RuaaR 4b#i$e {Et.t1VI = 7.beRata %Jaire4P1=152Mi1= fitref 101.12. Riatsfr' Vat* I P1 s 1.33 at) 25.14* afire %ti ara I P1 = 112 6}= 505TRtralVo rne{PI=22tn.)_ 100177 MAW? Wale {P1 = 753 Iris' 500-prRri►iIrtih ere(Pi=3.7062)= tpprvrmEe 2 -ye letert)on wbrne = tiopterifinao.oSitt)eterdn+tlkklra= 1'44t4Plustt 10•j1 Dv'stcn Vane= f,1px ante re -VT Denton lbkerra = ,cp:u.•mese 54yt Oee rton Vet -me 1003rd: m�'� 100.yt batarfran %Miyra _ Stage -Storage c*i4 aikm Pot 1 Matra (V000.6= Yore 2Van (EURV-Zone1)_ Zra 3 Volans (100-%€i -Zones 15 2} Teti Dctcrt+ln am 41 l' Te = k+ 4. &kne g_ lUkrne 11916 = 170.4 9 =harm Dr42h tL5 3) = Teal ttia h ot:en:44104pn [►4=4) = Depth eR Trit%1 ChWat(Hre) = S bps of Tdctb Charnel (571-= fives at k.bn Br !n-54. (3 ,4,3 = !ha lsng:ma-WM R at a {Rrh) brad aunt -lbw Area (Add siathsge Wkanelegth (Lai = Slrharge Volum: %Mirth (Wm] = Methyl 1asf.al Floor -#. Ltrgth e3 Basin Fin (1-ru»d - web, or B≥sti i t -o' lti`lrrarorI = Nes c4. Bain Fbcl (PI imrl 1t,1st,a or 231 sue Fbor IVnmtl : De,pth of Min Bain (1-1.776) = Length of 4'a+1'Etras4r jl t7a6I = wok a LUn:B3a e11W„6-.1 Prea d flan Baal tAw..I = %satone vi Min B3Mw I,11a A - (711'i76'-44 Tad Basin Mane rTisu� ° 4187 0.535 0.312 841 0.672 1.106 1:471 1.869 1733 0,432 0.616 01783 1880 1.057 $0.i 03rd 0,67 1;.137 24 1.33 3111 1 t 4003 401 35 74 8.6 16 1-24 4119 1766 53,433 22.930 Mt LS R Fr' wszert ¢ere: r tart *Mat hark acre-fter acre -fret Etre-feel atre4 .re-fett 4ertWt aere-1W- acre-tat ure-fee{ sere -feet atra-feet aue-frt earft� aEre-rt at atrarea tare-fe=_t 3c refetl acre-lrtl are. fa rt n it 1111 HY A`? ft ft R 87 11 n rt A2 e,, re feel 0 44 4221 12de 5],317 13021 1 1.057 Del 1.11 1,33 1.6? ,7 263 379 int, rtit}1'IL1. Stage -Stoma -Storage ilescrzfan „1 •r- 1114 op.:4 o...a SAW (11 Is't h ern Wd3i 1ftl Alts L8.`21 ewe Ca) Mt 7lteitel1 Ali3 (acre) kAArret fn'31 V_•` 'i•:. f<4; Tap e1Piicrnpocl 0.¢7 8.6 8 a 74 acoi LW 433 $.6 8.6 74 1002 24 a C01 9.•, 8.6 5$ 14 4.et2 23 1001• CI 50 16 55 74 0 002 fl D-001 0oa 16 11:6 11 0.002 44 6,0711 0.70 6.6 as 74 O.a)2 51 0.601 0.60 8;6 8.5 74 0.0572 53 0001 0-W 86 86 r`4 103112 £6 1002 too 6.6 an 74 01073 73 0.{1+12 9,6 66 74 0 DI) 81 x002 1.10 1.:031 8.6. 8.6 74 0 20.2 CS 00102 0 0.12 £5 411.77 1.,30 86 s 6 74 1.41 736 143 .410 0 [423 112 '000 L'1! 62.0 23.0 1,478 0.134 7161 1435 1,54 953 314 3,161 0.073 Cl 6010 1/0 in.? X11 •5;519 0.127 898 0,020 1.767 1610 52.4 6,4}2 0.195 1,`54 OM% 1.63 155-4 611 17,101 6276 2,576 0.059 2.03 :23,7 71.5 166,.345 0.375 3,%5 0.(9 3.10 335.4 8133 21,747 0 •L9 6133 0.14] Zuni 1 tVRGV) 119 .a4 515 20 738 0 614 .1231 0.150 ago 293 5 013 27,325 0.627 15,31 0.156 3311 141.0 33,539 0.770 11,839 11266 230 2.41 36.5.5 110.5 44,,157 0_927 15,260 1353 250 34.5 1221 0 47,871 E(439 16,(68 6.457 Floor 257 418.8 125.8 52,E€€5 1.2629 72,5133 01321 Zeno 2( Eli PVi 763 4220 1267 53,. u 11'27 24117 0.570 2,70 4770 126.7 53,402 1.227 30,162 0.692 ZOO 4210 126.7 53,380 1.72.1 35,529 0815 2W4 4221 1251 53,499 1275 44,558 C19,16 Yana 3 f 10a•'t'tef) 3.01 4221 1255 53,517 1,:z29 in,2et0 1.0061 3.11 412.1 tan 53,535 1.229 51.555 1.184 3.70 4224 INS 567,55-4 1.229 56;915 1207 330 4212 1251 53:5: 12333 62272 1.{31 3-40 4*:.2 12,11 53593 1.230 67,30 1 S53 3.54 422.3 127:0 53009 1,?31 12,996 1,676 346 422.3 127,0 53,577 1231 78352 1.783 37D 1 [221 1207.0. 53,841 1.272 13,115 19'77 3.60 CA 127.1 53,684 1.733 69 Oat 2045 394 4214 121:1 53 837 1.232 94.443 2166 4110 472.4 127:1 53101 1.233 999.517 2.791 411 427 5 127.2 53,719 1.333 105,1ta 2415 423 422.5 127.7 5],738 1,234 110,531 2533 420 +172,5 127,2 53,766 1.214 115,938 7,862 Al 47)6 1279 56.774 1.234 121,31? 2.785 .t 50 4226 177.] 57, 7'93 1.215 1215.691 awa 450 422.6 177.3 0,511 1.235 132,071 1012 4.76 4717 1224 51830 4.2376 137,453 3,103 422.7 1274 57.849 1-226 141,837 3: t 50 4_93 _ 427,7 1211 53. Ec6 1231 1471277 3 403 5 CO C13 127.5 53.835 1237 153.611 asks 5.14 422,8 121.1 53501 4 ^...!' 7 159.000 3.650 s 20 477.8 1273- 539fl 1.235 144,391 3.774 530 4229 1276 53.94) 1.233 1292784 30321 541 4 1275 53 °503 1.21 175.171 4022 5.51 1229 1275 53 977 1,734 1501,576 41.5 510 42313 127.7 53 995 1.240 155 974 4753 5,71 _ 423.0 127.7 64.414 13'40 101 375 4333 5.80 CO 127.7 54.032 1247 196,777 4517 5070 +1731 fins 54051 4241 242,181 4641 600 423.1 1275 646059 1241 207,517 47x3 6.10 _1 1r.8 54628 1.247 212995 4690 620 42.1.2 127.9 54,106 4247 218.+0x5 5,514 5v4124 1243 213315 5,138 6.30 4,).? 127.9 6.44 4732 127.9 5414`1 j.'243 2}01.223 5,262 6.50 4213 _ 12114 54.101 1.?43 234,64.5 5387 6{,,) 4713 128:0 51.160 1,244 249,262 5.511 5.70 423.3 1731] 5.1,163 4244 345.434 5.635 580 423.4 123.1 54 217 1245 250 941 5.100 6.90 4714 123.1 54 235 1.245 256.374 5434 7,00 473.4 128.1 54,254 1345 161,741 6.04? 7.10 42.5 1252 6471? 1248 267175 6.133 7.20 4215 1231. 54.291 1 7.Z 1503 7.30 4n5 173.2 Si 3CB 1247 278 033 6.3763 7.43 423.6 124 3 54. W 1247 253 455 8 507 7.50 4fl6 1213. 54.343 1?41 25;,693 016%2 7.63 4216 1228.3 $4,3d4_ 4.243 29433-1 6x757 7.71 423.7 125A 51333 1243 231,771 SW 7.80 4317 t 28:4 54.471 1.343 3021D 7.007 7.90 4217 1214 54420 4.243 310,0151 .7.132 a02 423.8 1755 54;4.17 ' 0 316,094 7'.057 MO 4218 1215 54 457 C250 321539 7.'382 8.217 423,41 1295 '14 475 4.251 376 gM 7.507 9.30 4231 128:5 S4 4.24 4:25 332 434 7.632 6.41 4239 128 6 54.51: 4351 337 6-34 7.757 7132 853 473.9 54.531 1.257 6.60 4240 54 54) 1252 0..707 a/CI 4240 123/ 54.563 354246 1.132 1.'213 6.253 259,7104 tin 4:240 125.7 Si 565 9.610 474.1 121.8 4.605 1254 3665,164 938x'3 goo 4241 124 9 54.523 1:254 370625 1503 91113 _ _ 424.1 123.5 54642 1.254 376,0?! &634 9.20 4717 1 ag 54 E6') 1255 361,553 8.759 '3.30 4242 1789 64,579 1255 357:020 6-8&5 9 Oil _ _ 4242 125.9 54 53 1256 397 439 9.010 9.50 4713 1290 54.718 1.256 3:91,960 036 474.3 12Th 54,734 54.753 1.257 463.457 9.252 BLED 1.2x'7 623,9 F07 9.387 8430 424.3 123.0 984 424.4 1 Zt 1 11771 1,757 414 313 9513 W-OOJJcr4t n y3.0 74or Ct'ari s^= Lain 2122.2.11 8. 113 PM DETENTION BASIN STAGE -STORAGE TABLE BUILDER UD.Dciintlon, Version 3.07 (February 2017) L10 330 v 3 220 A C. c 3 110 0 0.00 2.30 Om PO 5.00 Stain (RI WidthMI —Area Isq,k.1 54500 41100 ?74LO r • 3.3 X.0 4 7.50 lace. I 260 0 945 a 6 0.530 • a 0315 0.003 0_03 ?.50 Stu Stag. MI Area (act')—Vdusrz (sari 9527 7.147 4 163 Tie a 23f41 0 033 1.50 10.UI I.fDe(rrbinj3074OrrevstdEtt. 61511 2t22/1318. 1_ 7.4-3 FM Detention Basin Outlet Structure Design UD-Detention, Version 3.07 (February 2017) Project: Basin ID: ItowlaTeievii time I Oa vn l PEArrANEHI POOL ZONE 3 ZONE 2 ZONE! NNE 1 ANON oliuFnC Fs I Or}YEllh oernci Example Zone Configuration (Retention Pond) Zone 1 (WOCU) Zone 2 (EURV) !one 3 (100 -year) Stage (ft) Zone Volume (ac -ft) Outlet Type 2.19 0.157 Orifice Plate 160 0.378 orifice Plate 3.00 0.492 tVe&relPipc (Restrict) User Input: Orifice at Underdrain outlet (typically used to drain WQCV In a Filtration LIMP) Underdrain Orifice Invert Depth = N/A ft (distance below the filtration media surface) Underdraln Orifice Diameter = N/A inches 1.057 Total Calculated Parameters for Underdrain Underdrain Orifice Area = Underdrain Orifice Centroid = N/A ftz N/A feet User Input: Orifice Plate with one or more orifices or Elliptical Slat %Veir (typically used to drain WQCV and/or EURV in a sedimentation BMP) Invert of Lowest Orifice = 000 ft (relative to basin bottom at Stage = 0 ft) Depth at top of Zone using Orifice Plate = 2.60 ft (relative to basin bottom at Stage = 0 ft) Orifice Plate: Orifice Vertical Spacing = 1.0.40 _ inches Orifice Plate: Orifice Area per Row = 0.90 sq. inches (diameter = 1-1/16 Inches) User Input: Stage and Total Area of Each Orifice Stage of Orifice Centroid (ft) Oritica Area (sq. inches) Stage of Orifice Centroid (It) Orifice Area (sq. inches) Calculated Parameters for Plate WQOrifice Area per Row = Elliptical Half -Width = Elliptical Slot Centrold = Elliptical Slot Area = 6.250E-03 N/A N/A N/A ft' feet feet ft1 ROW 1 (required) Row2 (optional) Row 3 (optional) Row 4 (optional) Ravi 5 (optional) Row 6 (optional) Row 7 (optional) Row 6 (optional) _ 0.00 0.90 1,80 0.90 0.90 0.90 Row 9 (optional) Row 10 (optional) Row 11 optimal) Roy; 12 (optional) , Row 1a (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 N/A N/A N/A N/A N/A N/A ft (relative to basin bottom at Stage = 0 ft) ft (relative to basin bottom at Stage=0 ft) inches Calculated Parameters for Vertical Orifice Vertical Orifice Area = Vertical Orifice Centroid = Not Selected Not Selected N/A N/A N/A N/A ft' feet User Input: Overflow Welr (Dropbcx) and Grate (Flat or Sloped) Overflow Weir Front Edge Height, Ho = Overflow Weir Front Edge Length a Overflow Welr Slope Hari'. Length of Weir Sides = Overflow Grate Open Area Debris Clogging % = Zone 3 Weir Not Selected 2.60 N/A 4.00 N/A 0-01 N/A 2.00 NIA 70% N/A 50% N/A ft (relathre to basin bottom at Stage = 0 ft) Feet 'H:V (enter zero for flat grate) feet %, grate open area/total area User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Restrlctor Plate, of Rectangular Orifice) Depth to Invert of Outlet Pipe= Outlet Pipe Diameter = Restrlctor Plate Height Above Pipe Invert = Zone 3 Restrictor 0.00 Not Selected N/A 8,00 N/A 8.00 User Input: Emergency Spillway (Rectangular or Trapeiotdai) Spillway invert Stage= Spillway Crest Length = Spillway End Slopes = Freeboard above Max Water Surface = 3.00 14.00 0,00 1.00 ft (distance below basin bottom at Stage= D ft) inches inches ft (relative to basin bottom at Stage = 0 ft) feet H:V feet Calculated Parameters for Overflow Weir Height of Grate Upper Edge, Hr= Over Flow Weir Slope Length = Grate Open Area / 100-yr Orifice Area = Overflow Grate Open Area w/o Debris = Overflow Grate Open Area w/ Debris = Zone 3Weir Not Selected 2.60 N/A 2.00 N/A 16.04 N/A 5.60 N/A 2.80 N/A feet feet should be a 4 fta ft1 Calculated Parameters for Outlet Pipe w/ flow Restriction Nate Outlet Orifice Area = Outlet Orifice Centrolci = Half -Central Angle of festrlctor Plate on Pipe = Zane 3 Restrlctor Not Selected 0.35 N/A 0.,33 N/A 334 N/A Calculated Parameters for Spillway Spillway Design Flow Depth= 0,82 feet Stage at Tap of Freeboard= 4.82 feet Basin Area at Top of Freeboard = 1.24 acres ftz feet radians Routed Hydrograph Results Design Storm Return Period = One -Hour Rainfall Depth (In) _' Calculated Runoff Volume (acre -ft) _ OPTIONAL Override Runoff Volume (acre -ft) _ Inflow Hydrograph Volume (acre -ft) Predevelopment Unit Peak Flow, q (cfslacre) _' Predevelopment Peak CI (cis) ='i Peak Inflow Q (cls) _ Peak Outilow0 (cfs) _ Ratio Peak Outflow to Predevelopment c1= Structure Controlling Tow= Max Velocity through Grate 1 (fps) = Max Velocity through Grate 2 (fps) _ Time to Drain 97% of tnifow Volume (hours) Time to Drain 99% of inflowVolurne (hours) _ Maximum Pending Depth (R) Area at Maximum Ponding Depth (acres) = Maximum Volume Stored (acre -ft) WQCV EURV 2 Year 5 Year 10 Year 25 Year SO Year 100 Year SOO Year 0.53 1.07 022 1.11 t38 1.82 2.20 2.63 3.78 0.187 0,56E 0.312 0.460 0,672 1.106 1.431 1.868 2,956 0.186 0,555 0.312 0.459 0.672 1.105 1.430 1.866 2,954 0.00 0.00 0.01 0.02 0.17 0.63 0.93 1,34 2.28 0.0 0.0 0.1 0.2 1.9 7.1 10.6 15.2 25.9 3.2 9.7 5.4 7.9 11.5 18.8 24.3 31.6 49.6 0,1 01 0.1 0.1 0.4 2.7 16 8.3 213 N/A N/A N/A 0.6 0.2 0.4 0.3 0.5 0,8 Plate Plate Plate Plate Overflow Grate I Outlet Plate 1 Spillway _ Spillway Spillway N/A N/A NJA N/A 0.1 0.5 0.5 0.5 0.5 N/A N/A N/A N/A N/A N/A N/A N/A N/A 27 67 41 57 73 73 72 70 66 28 74 I 42 SE - 76 77 77 77 75 2.16 2.58 7.34 2.49 2.65 1.87 3.07 3.25 3.57 0,56 1.23 0.82 1.06 1.23 1.23 1.73 1.23 1.23 0.166 0.533 0,289 0.430 0.631 0.901 1147 1.368, 1.762 Detention Basin Outlet Structure Design MI -Detention, Version 3,O1(February 2017) - 60 smiR Ri Soon colrr laceR IN J i ---- 10OYROUT 50 50YR Pi u4 _. - - sOYR our - ism Ur --— 25YRO111 40 1OYR IN Ilk SYR U4 t SA GM 3D -'YRin 0 ---- EIJRY IH 'MN Otlr[ I • 6 20 'kw/ Ili • Ij • ._ WQCVOW - • -• I all • I. •Jd 5 ' r NaL 0,1 TIME 1 ! 3 Pr] 4 500fiR looYFt 5triR 3-5 15Y'R 10YR 5YR 3 2,5 WQ ,_, PONDUNG DEPTH [ft M .----- For { 1 OS ry V 0.1 1 10 100 DRAIN TIME [hri 2,COO.OO 2.00,000 -. o UserArea Interpolated (f1A2[ Area [ft"2J — 1,800.00 700,000 - • • ► • • Summary Area [ftA21 ••••Va1ume [ft't3] 1,600.00 ,000 ••- ••Summary'Vorum e [ftA3) --aCultlow [t£sJ 1,400.00 • - Summary Outflow [cfsj 500,000 • • 1, 200.00 4 `u i 1,000.00 3 400,0 D J Q y�yy{�y�{/y 5J.. q_ p�y'��yy - �W.W J .L.! { 300,000 ir 5 cc - 500.00 4 20,000 - 400.00 100,000 200.00 I 0.00 a 0.00 . 2,00 4.00 5.00 E.OO 10.00 12.00 14,00 16 00 PONCING DEPTH ill S -A -V -U Chart Axis 0Verr3dc minimum bound maximum bound X-axis Left V -Axis Rightlf-kxis i ......... ......'.. ......... ......... ......... ......'.. ......... .......... I......... ,......... .......'.. I......... ,......... .../...... I......... ,......... .......'.. I......... ,......... M........ I......... ,......... .......'.. I......... ,...'..'.0 M........ I......... ,......... .......'.. I......... ,...'..'.0 M........ I......... ,......... .......'.. I......... I......... M........ I......... .......'.. I......... I......... M........ I......... .......'.. I......... I......... M........ I......... .......'.. I......... I......... ..M...... I......... I......... ..M...... I......... I......... ..M...... I......... I......... ..M...... I......... I......... ..M...... I......... I......... ..M...... I......... I......... ..M...... I......... I......... ..M...... I......... I......... ..M...... I......... I......... ..M...... I......... I......... ..M...... I......... I......... ..M...... I......... I......... ..M...... I......... I......... ..M...... I......... I......... ..M...... I......... I......... ..M...... I......... I......... ..M...... I......... I......... ..M...... I......... I......... ..M...... I......... I......... ..M...... I......... I......... II ......... II I ."us::: II I."us::: II .......... I."us::: II .......... I ."us::: II I."us::: II I......... I II ME /.../......O I MN /t......... IN::: II I..........I .. In I MN IMO I MI I /t..........LiI II IN V i:::::::::�fir /....../E FINAL DRAINAGE REPORT BADGER CENTRAL GATHERING FACILITY LOCATED IN NE % OF SECTION 30, T 1 N, R 67 W OF THE 6TH PM WELD COUNTY, STATE OF COLORADO Prepared By: Baseline Engineering Corporation 4007 S. Lincoln Ave, Suite 405 Loveland, CO 80537 Todd Rand, PE March 20, 2018 1PBASELINE I I I I I Engineeri� Planning ,• S l �l $I I hereby certify that this report for the drainage design of the Central Gathering Facility was prepared by me (or under my direct supervision) in accordance with the previsions of the Weld County storm drainage criteria for the owners thereof." Todd G Rand, R.E. State of Colorado No. 37686 2 ASELINE ti; ftf Lfl _Engineering • Planning •_Surveying Table of Contents General Location and Descriptions 4 0 4 4 0 0 0 4 4 4 0 0 0 4 4 4 0 04 4 44 0 04 4 4 0 0 0 4 4 4. 04 4 40 0 04 4 44 0 44 4 4 0 4 4 4 4 000444000 44 4 4 0'4 4 4 1 1 1 4 4 40 0 04 44 004460 40004604404 A. Location ■...a...4 i 4...a 4 IL Drainage Basins and Su basins 4 4 4 4 4 0 4 0 5 A. ■ .l a o r Basin Description l 1 . 4 60 NO E 04.40 E It 40 E 64 4 40 E 04.40 0 04.40 O 4 4 40 E 64 4 40 E el 4 60 E E 0 4 0 4 0. 0 E 40 4 4 4 4 40 E 04 4 40 E 04 40 0. 4 4 40 4 E 4 4 4 0 0 4 4 4 4 0 0 0 4 4 4 0 0 0 4 4 4 0 0 5 B. Sub -Basin Description aa...aaa III. Drainage Design Criteria 4 44 4 44 4 40..•..444444 . a • • ■ . S• OS ••a I•■aa4•• 4 4 40 0 04 4 44 0 44 4 400444010444000444'u'4400044 40 0 04 4 40 0 04 4 44 0 44 4 0 0 04 4 40 0 4 4 4 0 0 4 4 4 0 4 4 A. Development Criteria Reference and Constraints... V V 7 B. I I d r o 11I g i ca i Criteria 444 am a •+• 4 4 0 4 4 4 4 0 4 0 - - - - _- - - - 1441044 44 -_ __ _ - - -_- _ __ _ -_- 7 C.HydraulicCriteria 4 4 0 4. 4 4 6 0 6. 4. 0 0 0. 4 4 4 0 4 4 4 0 0 0 1** 6 4 6. 4. 0 0 4 4 4 4 4 0 4 4 4 0 0 0. 4 4 6 0 6. 4. 0 4 4 4 4 4 4 4 4 4 4 001141000.4000040011+04441000414400041100.4.0008 IV. Drainage Facility Design ..•.•..0.•a0•••44•••a 9 A. General C o n c e pt ....... _ __ _ _ _ ___ _ _ .4440004441014400044411•4440004441014440044411•4440004441014440 - -- -- _ 4 4 4 0 4 0 4 4 4 4 0 9 B. Specific Details ..10 V Conclusions .444404444444404044440 11 A. Compliancewith t o n d a rd a.i4444000444•004440 el 4 4 0 0 0 4 4 4 0 0 0 1 4 la 404400041.00014101041. la 4 6 44 0. 04 4 4 0 0 04 4 40 0 04 4 44I 0 4 4 4 E 0 0 4 4 40 0 04 4 40 0 0044411 B. Drainage Concept VI. APPENDIX.. 4 4 4 4 4 4 4 0 0 0 4 4 40 04 4 40 0 04 4 44 0 4 4 4 4 0 0 4 44 0 0 4 4 4 4 4 0 44 4 44 04 A. MRCS Soils flap .60•••.4,. B. FEMA Firm Map C. Standard Form 1 D. Standard Form 2 .... • •�... ■ ■ a I 0 0 4 4 4 0 4 4 0 0 0 4 4 4 0 0 0 4 4 4 4 0 0 0 4 4 4 00 4 4 4 0 0 0 4 4 44 0 4 4 4 4 0 444444444444444444 444444444 IV • 041 •i. 4 4 4 4 0 4 4 4 0 0 0 4 4 4 0 0 4 4 4 4 0 4 0 4 4 4 4 0 - a 0■•■4 a 440 E. Standard Form 3 44040 iiiO444•••.4.4444SW* ii04440 4444444404444444444444444/ 444000444444444 04.11 4 4444444444 444444444004 44400 4 4444444444 444444440 F. Detention Pond Design G. Propose Drainage Plan 400.044 44400441410 4440444444444444444.609 H. UDFCD Depth Duration Frequency Charts a..OE••4 11 12 13 14 15 16 17 18 20 3 ASELINE _Engineering • Planning •3urvey ng 1----1, 75 u -1 I. General Location and Descriptions A. Location 1. Township, Range, Section, % Section: The subject property is located in the northeast 1/4 of Section 30, Township 1 North/ Range 67 West of the 6th P.M., Weld County, Colorado. Site Plans are included for reference in Appendix G. 2. Local streets within and adjacent to the development: The parcel is bounded by Weld County Road (WCR) 6 to the north and Weld County Road 15 to the east. 3. Major open channels, lakes, streams, irrigation and other water resource facilities within and adjacent to proposed project site: There is an ephemeral channel running from northwest to southeast in the lower half of the site. There are no known irrigation ditches, or streams adjacent to the site. 4. Names of surrounding developments including jurisdiction (municipalities): There are no known developments surrounding the site. WCR 4 abuts the section to the south, and WCR 13 to the west, both governed by Weld County. The Town of Dacono lies approximately 4 miles to the north, 125 is approximately 2.5 miles to the west. B. Description of Property 1. Area in Acres: Property Area = 157.52 Acres. Approximate Total Project Area Drainage Analysis Limits = 53.97 Acres. Disturbance Limits = 66.50 Acres. 2. Ground cover and soil types: According to the Natural Resources Conservation Service (NRCS) Soils Survey in Appendix A, the northern project area, above the channel, is comprised primarily of soils in Hydrologic Soil Group C, soils having a slow infiltration rate when thoroughly wet. The southern project area, below the channel, is comprised primarily of soils in Hydrologic Soil Group B, soils having a moderate infiltration rate when thoroughly wet. Calculations for composite "C" factors are included in Appendix C. Hydrologic soil Type C was used based on over 54.3% site coverage and that it is the dominate soil group on the project site, Type B on 37.5% site coverage and Type D on 8.1% site coverage in the channel. 3. Major Open Channels and Property Ownership: There are no major open channels adjacent to the site and no defined roadside ditches. General Project Description: The existing zoning for the property is currently Agricultural and it is surrounded by Agricultural zoned properties. No changes to zoning are proposed. The site is proposed to be developed into a central gathering facility. The site will also include a compressor station and substation located on the southern side of the site. There are several existing oil and gas well facilities on the site. There is an abandoned Train Track ROW for the Union Pacific Rail Road running northwest to southeast in the upper half of the property area, the tracks have been removed. An eighty-five foot (85') perpetual easement for an existing electric line runs east -west in ASELINE _Engineering • Planning •3urvey ng the approximate center of the property area. There is an existing residence at the southwest corner of the intersection of WCR 6 and WCR 15 that is not a part of this project site. 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 survey stated there is potential groundwater in the channel, in the Type D hydrologic soil area. No excavation activities are proposed to mitigate groundwater impacts. 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: A Letter of Map Revision (LOMR) Determination Document is included in the appendix. The site lies outside the 100-yr floodplain of Big Dry Creek based on the FEMA FIRM panel 08123C2100E with an effective date of January 20, 2016. The site is in an area of Minimal Flood Hazard, Zone X. A map on page 12 of the LOMR shows the site located in the NW % of Section 30. The LOMR with FEMA map is provided for reference in Appendix B. 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 Appendix G. B. Sub -Basin Description 1. Historic Drainage patterns on the subject property and adjacent properties: Historically, the project area has drained from northwest to southeast at a 2% slope across an undeveloped, cultivated field. The site is split by a natural drainage channel with all site flows converging at the southeast corner of the site. The area to the north of the channel is 104.70 acres in area. The area to the south of the channel is 52.82 acres in area. This site includes a residential lot in the northeast corner and County Road right- of-way. The drainage area for the CGF developed portion of the property is divided into TEN (10) separate drainage basins. The basins 10 -year discharge and 100 -year discharge is summarized in Table 1, Part III, Drainage Design Criteria. 5 ASELINE _Engineering • Planning •3urvey ng Basin P1 is 2.65 acres and 6% impervious, located in the northwest corner of the site. Runoff flows southwest to a culvert. The basin area is mostly undeveloped with a portion of gravel road along the west boundary and a portion of the paved WCR 6 on the north. Basin P2 is 1.67 acres and 4% impervious, located along the western portion of the site. Runoff flows southwest to a shallow swale on the south basin boundary. The basin area is mostly undeveloped with a portion of gravel road along the west boundary. Basin P3 is 2.50 acres and 34% impervious, located along the western portion of the site. This basin is the west half of the gravel road running most of the length of the western boundary. A natural drainage channel is approximately in the midpoint of the basin, therefore, flows run south from the north end and north from the south end of the basin to a culvert at the low point. The culvert discharges to the natural drainage channel on the site. The basin includes the gravel road, borrow ditch and western access to the site. Basin P4 is 8.01 acres and 5% impervious, located along the northern central portion of the site. Runoff flows south into a swallow swale along the southern basin boundary. Basin PS is 13.28 acres and 40% impervious, located in the western central portion of the site. Runoff flows southeast into a swallow swale along the southern basin boundary. The basin area includes gravel and processing equipment. This basin also includes one (1) tank battery with containment berms surrounding the battery. The containment area and tanks were included in the runoff calculations. Basin P6 is 12.90 acres and 39% impervious, located in the eastern central portion of the site. Runoff flows from the northwest to the southeast into a swale surrounding the outer boundary of the basin. The basin area includes gravel and processing equipment. This basin also includes one (1) tank battery with containment berms surrounding the battery. The containment area and tanks were included in the runoff calculations. Basin P7 is 9.73 acres and 3% impervious, located along the southern portion of the developed site. This basin consists of screening berms and drainage swales. Runoff flows into a swallow swales along the northern and southern basin boundary. Flows in these swales ultimately discharge into the detention pond. Basin P8 is 3.23 acres and 2% impervious, located south of the center of the site and north of the natural drainage channel. This undeveloped basin includes the proposed detention pond. Basin P9 is 103.26 acres and 2% impervious, located along the eastern and southern portions of the site. This undeveloped basin straddles, and includes the natural drainage swale, and is comprised of the undisturbed area of the property. Runoff flows, from the northern and western edge of the site boundary to the natural channel. Flows originating west of the site are routed directly to the channel through the site. A 21 acre clear water pond isproposed in this basin between the channel and the southern 6 ASELINE _Engineering • Planning •3urvey ng 4 _ boundary. Basin P10 is 0.29 acres and 23% impervious, located along the western portion of the site. This basin is the southern end of the gravel road contained in Basin P3. Runoff flows south in the roadside ditch to the end of the road improvements. Flows then travel east in historic patterns. 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 historic evidence of off -site drainage flow entering the property. The field to the west drains in a southeasterly direction to the existing swale bisecting the subject property, a new culvert will be installed under the road which will capture any offsite flows. There is no drainage onto the site from the north. 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: There are no significant constraints to the project site. The proposed stormwater detention pond contains adequate storage capacity to mitigate stormwater runoff as necessary. The topography is gentle with slopes generally to the southeast at 2.0%. There are no known significant geologic features within the project area. B. Hydrological Criteria 1.. Identify design rainfall amounts and source of design storm depth information, NOAA Atlas, UD .FCD maps, etc.: Design rainfall depths were taken from the UDFCD Urban Storm Drainage Criteria Manual, volume 1. The Drainage calculations can be viewed in Appendices C, D, and E of this report. The UDFCD rainfall depth -duration -frequency charts can be found in Appendix H. 2. Identify design storm recurrence intervals. Reference the appropriate information in the Appendix: Design storm recurrence intervals of 10 year and 100 year storms were analyzed in this study. The 1 -hour 10-yr and 100-yr storm was used since the site is NON -URBANIZED. Relevant calculations can be viewed in Appendices c, D, and E of this report. A. 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 in each basin. The Rational Formula is Cs = CIA/ where O, the maximum rate of runoff is 7 ASELINE _Engineering • Planning •_Surveying equal to the runoff coefficient (C), times the rainfall intensity (0, times the area (A). Relevant calculations can be viewed in Appendices C, D, and E of this report. The results for each basin are as follows in Table 1. Basin Number 10 Year Runoff (CFS) 100 Year Runoff (CFS) Basin P1 1.66 5.99 Basin P2 1.12 4.31 Basin P3 2.25 5.50 Basin P4 3.73 14.05 Basin P5 17.22 39.88 Basin P6 12.40 28.97 Basin P7 7.05 27.59 Basin P8 1.50 6.00 Basin P9 30.34 120.81 Basin P10 0.48 1.33 Table 1. Basin Runoff Volumes for 10- and 100 -Year Storms 3. 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. The required detention volume is the 1 -hour 100 -year storm volume. The required volume was calculated to be 280,472 CF. The required volume is provided within the proposed detention pond southeast of the CFG with a volume of 325,162 CF at the spillway elevation and a total volume of 460,673 CF at the top of bank elevation. The additional volume provided in the pond allows for the required one foot of freeboard over the 1 -hour, 100 -year storm depth. The 100 -year storm event depth for the pond is 4.17 feet. The percolation rate of the soils within the detention pond has not been analyzed. 4. Discuss how off -site flows will be routed around the proposed site or over the spillway for the 100-yr developed condition: There is no significant off -site drainage flow entering the property. The field to the west drains in a southeasterly direction towards a drainage channel through the site, then flows under WCR 15, and will continue to do so after this site is developed. 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 8 Engineering • Planning • Surveying i 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: An outlet structure with a culvert and an overflow spillway has been designed for the detention pond. The detention pond area is shown on Plan Sheets C2 and C10. The CFG Pond has a capacity of 7.46 ac -ft at an elevation of 5083.5 ft as shown in the calculations provided in Appendix F. The 100 -year storm creates 6.44 ac -ft of water at an elevation of 5083.17 ft. A 47' wide spillway at elevation 5083.20 ft accounts for overflow capacity. 3. Identify the water quality outlet configuration. Reference the calculations in the Appendix: One outlet structure is proposed for this project designed to release the water quality volume at a 40 -hour rate. Calculations are provided in Appendix F. 4. Identify culvert including diameter, type, and slope. Reference the calculations in the Appendix: There is 1 pond outlet culvert proposed for this project. The culvert for the pond is an reinforced concrete pipe (RCP) with a 2% slope. Six (6) additional culverts are proposed to convey runoff to swales and the detention pond. A new culvert is proposed on the western boundary to convey offsite flows under the new gravel road on the west boundary; this culvert is sized to convey the 10 -year storm runoff. Calculations for the culvert sizes can be found in Appendix F. Identify storm sewer inlets, manholes, etc. Reference the calculations in the Appendix: A Type C inlet will be constructed at the detention pond outlet. A Type C inlet will also be constructed at Design Point 3 and Design Point 6. See calculations in Appendix F. 6. Discussion of permanent erosion control features: There will be riprap pads for each culvert with minimum dimensions of 3 x pipe diameter in width, by 10 x pipe diameters in length. The detention emergency overflow channel will also receive permanent riprap protection to the dimensions shown on the erosion control plan. 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 (UDFCD) "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 1. Discussion of concept and typical on -site drainage patterns: The site consists of gravel and paved areas, oil storage equipment, and existing ground cover as described in the MRCS Soil Survey. Drainage will be directed into an on -site detention pond. 2. Discussion of compliance with off -site runoff considerations and constraints: 9 ASELINE _Engineering • Planning •3urvey ng t ----H 75 14-i41-4 _ Drainage off -site improvements shall be controlled by the detention pond outlets to maintain the historic 10 -year runoff rates. 3. Discussion of the content of all tables, charts, figures or drawings in the report: Each of the Appendices provided in this report are discussed throughout the narrative of this document as they pertain to each topic. The list of Appendices to this report include the following: Appendix A: NRCS 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. Appendix B: FEMA Map — Attached FEMA FIRM panel 08123C1975E with an effective date of January 20, 2016. The project location is identified on the map for reference. Appendix C: 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. (a, = CiA). Appendix D: 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. Appendix E: 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. Appendix F: Hydraulic and Detention Pond Design Calculations — includes Hydrograph Report and data utilized to determine required culvert diameters and detention pond volume, as well as outlet structure and inlet design information. This section also included analysis of the swales which convey runoff to the detention pond. The swale analysis determined the capacities of the swales are adequate for the design flows. conveyed and that velocities of flow will not cause excess erosion. Appendix G: Proposed Drainage Plan — Includes Plan Sheets C9 (Historic Drainage Plan), and MO (Developed Drainage Plan) which show the necessary information as requested by the Weld County Site Plan Review and the Drainage Report Outline checklist. Appendix H: Rainfall Depth -Duration -Frequency Estimates for the 5 -year, 10 -year and 100 - year storm events from UDFCD Volume 1 Chapter 5. 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 areas which 10 ASELINE _Engineering • Planning •3urvey ng contain adequate capacity for stormwater overflows. Debris and other accumulations that might reduce the storage capacity of the pond shall be monitored and removed as necessary. 2. Provide copies of CDPHE, CAFO, DBMS, or State Engineer's permit applications where applicable: No additional permit applications are included with this project. Vs Conclusions A. Compliance with Standards 1. Statement of whether or not the design will meet Weld County Code: To the best of my 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 existing detention ponds will serve 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 used for agriculture and the property owner maintains the site. A small number of oil and Gas well exist on the site. The property use is compatible with the Zoning standards for Weld County Agriculture, and the site shall be developed in compliance with Weld County Code. 4. Reference all criteria and technical resources utilized: Weld County Storm Drainage Criteria — Article XI, Weld County Code Ordinance 2006-07. Urban Storm Drainage Criteria Manual, Vol. 1, 2 and 3, Urban Drainage and Flood Control District, Denver, Colorado, current Version. Civil Engineering Reference Manual, Ninth Edition, Michael R. Lindeburg, P.E., 2003. ASELINE _Engineering • Planning •3urvey ng VI. APPENDIX VBASELINE i l i Engine ring • flonning • S rveyin .1 l A. NRCS Soils Map USDA United States Department of Agriculture N RCS 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 CODY Central Gathering Facility January 26, 2018 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 are designed 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.gav/wps/ portal/nres/main/soils/health/} and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center https://offices.sc.egov.usda.gov/locator/app?agency=arcs) or your N RCS State Soil Scientist (h ttp ://www. n res .0 sd a. g ov/wps/portal/arcs/d etai I /soils/conta ctu s/? cid=nrcs142p2_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 Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the N RCS 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 2 alternative means 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.G. 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 4—Aquolls and Aquepts, flooded 10 42 Nunn clay loam, 1 to 3 percent slopes 11 67 Ulm clay loam, 3 to 5 percent slopes 13 79 —Weld loam, 1 to 3 percent slopes 14 82 —Wiley -Colby complex, 1 to 3 percent slopes 16 83 —Wiley -Colby complex, 3 to 5 percent slopes 18 Soil Information for All Uses 20 Soil Properties and Qualities 20 Soil Qualities and Features 20 Hydrologic Soil Group (Cody CGF) 20 References 25 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 40° 1' 53" N 8 1 40° 1'11" N 104° 56' 3" W A Custom Soil Resource Report Soil Map 506000 506100 Map Scale: 1:6,260 if printed on A portrait (8.5" x 11") sheet. Metiers 0 50 100 20D 300 546204 Feet 0 300 600 1200 1800 Map projection: Web Mercator Corner coordinates: WGSS4 Edge tics: UM Zone 13N WG5S4 506300 506400 506500 104° 55 22" W 104° 55' 22" \N 8 40° 1' 53" N 40° 1`11"N 6 Custom Soil Resource Report MAP LEGEND Area of Interest (AOl) Area of Interest (AOl) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features w -�- Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot CVS •_ Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation .F4.♦. Rails asidi Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography MAP INFORMATION The soil surveys that comprise your AOl were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS RCS certified data as of the version dates) listed below. Soil Survey Area: Weld County, Colorado, Southern Part Survey Area Data: Version 16, Oct 10, 2017 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Sep 20, 2015 Oct 15, 2016 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. 7 Custom Soil Resource Report Map Unit Legend Map Unit Symbol Map Unit Name Acres in Aol Percent of AOI 4 Aquolls and Aquepts, flooded 13.9 8.5% 42 Nunn slopes clay loam, 1 to 3 percent 85.5 52.4% 67 Ulm clay slopes loam, 3 to 5 percent 0.6 0.4% 79 Weld slopes loam, 1 to 3 percent 3.2 2.0% 82 Wiley -Colby complex, percent slopes 1 to 3 42.1 25.8% 83 Wiley -Colby complex, percent slopes 3 to 5 17.8 10.9% Totals for Area of Interest 163.2 100.0% 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 8 Custom Soil Resource Report 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 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 4—Aquolls and Aquepts, flooded Map Unit Setting National map unit symbol: 3621 Elevation: 3,600 to 4,700 feet Mean annual precipitation: 12 to 16 inches Mean annual air temperature: 50 to 55 degrees F Frost -free period: 100 to 165 days Farmland classification: Prime farmland if drained and either protected from flooding or not frequently flooded during the growing season Map UnitComposition Aquolls and similar soils: 55 percent Aquepts, flooded, and similar soils: 25 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Aquolls Setting Landform: Depressions, drainageways, plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Recent alluvium Typical profile Hal - 0 to 8 inches: variable H2 - 8 to 60 inches: stratified sandy loam to clay Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Poorly drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): Moderately low to high (0.06 to 6.00 inlhr) Depth to water table: About 6 to 36 inches Frequency of flooding: Frequent Frequency of ponding: None Calcium carbonate, maximum in profile: 10 percent Salinity, maximum in profile: Moderately saline to strongly saline (8.0 to 16.0 mmhoslcm) Sodium adsorption ratio, maximum in profile: 5.0 Available water storage in profile: Low (about 4.7 inches) Interpretive groups Land capability classification (irrigated): 6w Land capability classification (nonirrigated): 6w Hydrologic Soil Group: D Ecological site: Salt Meadow (R067BY035CO) Hydric soil rating: Yes 10 Custom Soil Resource Report Description of Aquepts, Flooded Setting Landform: Stream terraces Down -slope shape: Linear Across -slope shape: Linear Parent material: Recent alluvium Typical profile HI - 0 to 8 inches: variable H2 - 8 to 60 inches: stratified sandy loam to clay Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Poorly drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): Moderately low to high (0.06 to 6.00 inlhr) Depth to water table: About 6 to 36 inches Frequency of flooding: Frequent Frequency of ponding: None Calcium carbonate, maximum in profile: 10 percent Salinity, maximum in profile: Moderately saline to strongly saline (8.0 to 16.0 mmhoslcm) Sodium adsorption ratio, maximum in profile: 5.0 Available water storage in profile: Low (about 4.7 inches) Interpretive groups Land capability classification (irrigated): 6w Land capability classification (nonirrigated): 6w Hydrologic Soil Group: D Ecological site: Wet Meadow (R067BY038CO) Hydric soil rating: Yes Minor Components Thedalund Percent of map unit: 10 percent Hydric soil rating: No Haverson Percent of map unit: 10 percent Hydric soil rating: No 42 Nunn clay loam, I to 3 percent slopes Map Unit Setting National map unit symbol: 2tl pl Elevation: 3,900 to 5,840 feet 11 Custom Soil Resource Report Mean annual precipitation: 13 to 17 inches Mean annual air temperature: 50 to 54 degrees F Frost -free period: 135 to 160 days Farmland classification: Prime farmland if irrigated Map Unit Composition Nunn and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Nunn Setting Landform: Terraces Landform position (three-dimensional): Tread Down -slope shape: Linear Across -slope shape: Linear Parent material: Pleistocene aged alluvium and/or eolian deposits Typical profile Ap - 0 to 9 inches: clay loam Bt - 9 to 13 inches: clay loam Btk - 13 to 25 inches: clay loam Bkl - 25 to 38 inches: clay loam Bk2 - 38 to 80 inches: clay loam Properties and qualities Slope: 1 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.20 inlh r) Depth to water table: More than 80 inches Frequency of flooding►: None Frequency of ponding: None Calcium carbonate, maximum in profile: 7 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.1 to 2.0 mmhos/cm) Sodium adsorption ratio, maximum in profile: 0.5 Available water storage in profile: High (about 9.9 inches) Interpretive groups Land capability classification (irrigated): 2e Land capability classification (nonirrigated): 3e Hydrologic Soli Group: C Ecological site: Clayey Plains (R067BY042CO) Hydric soil rating: No Minor Components Heldt Percent of map unit: 10 percent Landform: Terraces Landform position (three-dimensional): Tread Down -slope shape: Linear Across -slope shape: Linear 12 Custom Soil Resource Report Ecological site: Clayey Plains (R067BY042CO) Hydric soil rating: No Satanta Percent of map unit: 5 percent Landform: Terraces Landform position (three-dimensional): Tread Down -slope shape: Linear Across -slope shape: Linear Ecological site: Loamy Plains (R067BY002CO) Hydric soil rating: No 67 Ulm clay loam, 3 to 5 percent slopes Map Unit Setting National map unit symbol: 363k Elevation: 5,070 to 5,200 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 46 to 48 degrees F Frost -free period: 105 to 120 days Farmland classification: Farmland of statewide importance Map Unit Composition Ulm and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of U l m Setting Landform: Plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Alluvium and/or eolian deposits derived from shale Typical profile HI - 0 to 5 inches: clay loam H2 - 5 to 9 7 inches: clay H - 17 to 60 inches: clay loam Properties and qualities Slope: 3 to 5 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent 13 Custom Soil Resource Report Salinity; maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhoslcm) Available water storage in profile: High (about 10.5 inches) Interpretive groups Land capability classification (irrigated): 4e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: C Ecological site: Clayey Plains (R067BY042CO) Hydric soil rating: No Minor Components Renohill Percent of map unit: 11 percent Hydric soil rating: No Heldt Percent of map unit: 4 percent Hydric soil rating: No 79 Weld loam, "I to 3 percent slopes Map Unit Setting National map unit symbol: 2x0hw Elevation: 3,600 to 5,750 feet Mean annual precipitation: 12 to 17 inches Mean annual air temperature: 46 to 54 degrees F Frost -free period: 115 to 155 days Farmland classification: Prime farmland if irrigated Map Unit Composition Weld and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Weld Setting Landform: Interfluves Landform position (two-dimensional): Summit Landform position (three-dimensional): Interfluve Down -slope shape: Linear Across -slope shape: Linear Parent material: Calcareous loess Typical profile Ap - 0 to 8 inches: loam Btf - 8 to 12 inches: clay Bt2 - 12 to 15 inches: clay loam Btk - 15 to 28 inches: loam Custom Soil Resource Report Bk - 28 to 60 inches: silt loam C - 60 to 80 inches: silt loam Properties and qualities Slope: 1 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (sat): Moderately low to moderately high (0.06 to 0.20 in/11r) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 14 percent salinity maximum in profile: Nonsaline to very slightly saline (0.1 to 2.0 mmhosicm) Sodium adsorption ratio, maximum in profile: 5.0 Available water storage in profile: High (about 11.3 inches) Interpretive groups Land capability classification (irrigated): 2e Land capability classification (nonirrigated): 3c Hydrologic Soil Group: C Ecological site: Loamy Plains (RO67BY002CO) Hydric soil rating: No Minor Components Adena Percent of map unit: 8 percent Landform: I nterfluves Landform position (two-dimensional): Shoulder Landform position (three-dimensional): Interfluve Down -slope shape: Convex Across -slope shape: Convex Ecological site: Loamy Plains (R067BYO02CO) Hydric soil rating: No Colby Percent of map unit: 7 percent Landform: Hillslopes Landform position (two-dimensional): Backslope Landform position (three-dimensional): Side slope Down -slope shape: Convex Across -slope shape: Convex Ecological site: Loamy Plains (R007BY002CO) Hydric soil rating: No Keith Percent of map unit 3 percent Landforrn: I nterfluves Landform position (two-dimensional): Summit LandformLandforrn position (three-dimensional): Interfluve Down -slope shape: Linear Across -slope shape: Linear Ecological site: Loamy Plains (R067BY002CO) Hydric soil rating: No 15 Custom Soil Resource Report Baca Percent of map unit: 2 percent Landform: Interfluves Landform position (two-dimensional): Shoulder, summit Landform position (three-dimensional): Interfluve Down -slope shape: Linear, convex Across -slope shape: Linear, convex Ecological site: Loamy Plains (R067BY002CO) Hydric soil rating: No 82 Wiley -Colby complex, 'I to 3 percent slopes Map Unit Setting National map unit symbol: 3643 Elevation: 4,850 to 5,000 feet Mean annual precipitation: 12 to 16 inches Mean annual air temperature: 48 to 54 degrees F Frost -free period: 135 to 170 days Farmland classification: Prime farmland if irrigated Map Unit Composition Wiley and similar soils: 60 percent Colby and similar soils: 30 percent Minor components: 10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Wiley Setting Landform: Plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Calcareous eolian deposits Typical profile HI - 0 to II inches: silt loam H2 - II to 60 inches: silty clay loam H - 60 to 64 inches: silty clay loam Properties and qualities Slope: 1 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 2.00 inlhr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent 16 Custom Soil Resource Report Salinity; maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhoslcm) Available water storage in profile: High (about 11.7 inches) Interpretive groups Land capability classification (irrigated): 2e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: B Ecological site: Loamy Plains (R067BY002CO) Hydric soil rating: No Description of Colby Setting Landform: Plains Down -slope shape: Linear Across -slope shape: Linear Parent material.- Calcareous eolian deposits Typical profile HI - 0 to 7 inches: loam H2 - 7 to 60 inches: silt loam Properties and qualities Slope: 1 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 2.00 inlhr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Available water storage in profile: High (about 10.6 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: B Ecological site: Loamy Plains (R067BY002CO) Hydric soil rating: No Minor Components Heldt Percent of map unit: 4 percent Hydric soil rating: No Weld Percent of map unit: 4 percent Hydric soil rating: No Keith Percent of map unit: 2 percent Hydric soil rating: No Custom Soil Resource Report 83 Wiley -Colby complex, 3 to 5 percent slopes Map Unit Setting National map unit symbol: 3644 Elevation: 4,850 to 5,000 feet Mean annual precipitation: 12 to 16 inches Mean annual air temperature: 48 to 54 degrees F Frost -free period: 135 to 170 days Farmland classification: Farmland of statewide importance Map Unit Composition Wiley and similar soils: 55 percent Colby and similar soils: 30 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Wiley Setting Landform: Plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Calcareous eolian deposits Typical profile H1 - 0 to 11 inches: silt loam H2 - 11 to 60 inches: silty clay loam H3 - 60 to 64 inches: silty clay loam Properties and qualities Slope: 3 to 5 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 2.00 inlhr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhoslcm) Available water storage in profile: High (about 11.7 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: B Ecological site: Loamy Plains (R467BY002CO) 18 Custom Soil Resource Report Hydric soil rating: No Description of Colby Setting Landform: Plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Calcareous eolian deposits Typical profile HI - 0 to 7 inches: loam H2 - 7 to 60 inches: silt loam Properties and qualities Slope: 3 to 5 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 2.00 inlhr) Depth to water table: More than 80 inches Frequency of flooding►: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Available water storage in profile: High (about 10.6 inches) Interpretive groups Land capability classification (irrigated): Se Land capability classification (nonirrigated): 4e Hydrologic Soil Group: B Ecological site: Loamy Plains (R057BY002CO) Hydric soil rating: No Minor Components Heldt Percent of map unit: 9 percent Hydric soil rating: No Weld Percent of map unit: 6 percent Hydric soil rating: No Soil Information for All Uses Soil Properties and Qualities The Soil Properties and Qualities section includes various soil properties and qualities displayed as thematic maps with a summary table for the soil map units in the selected area of interest. A single value or rating for each map unit is generated by aggregating the interpretive ratings of individual map unit components. This aggregation process is defined for each property or quality. Soil Qualities and Features Soil qualities are behavior and performance attributes that are not directly measured, but are inferred from observations of dynamic conditions and from soil properties. Example soil qualities include natural drainage, and frost action. Soil features are attributes that are not directly part of the soil. Example soil features include slope and depth to restrictive layer. These features can greatly impact the use and management of the soil. Hydrologic Soil Group (Cody CGF) Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (AID, BID, and CID). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. 20 Custom Soil Resource Report Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (AID, BID, or CID), the first letter is for drained areas and the second is for undrained areas. Only► the soils that in their natural condition are in group D are assigned to dual classes. 21 40° 1' 53" N 8 1 40° 1' 11" N 104° 56' 3" W 505700 505800 505900 506000 50610D 506200 506300 506400 506500 N A Custom Soil Resource Report Map —Hydrologic Soil Group (Cody CGF) Map Scale: 1:6,260 if printed on A portrait (8.5" x 11") sheet. Meters 0 50 100 200 300 Feet 0 300 600 1200 1800 Map projection: Web Mercator Corner coordinates: WGSS4 Edge tics: MN Zone 13N WG5S4 104° 55 22" W 104° 55' 22" \N 8 40° 1' 53" N 40° 1`11"N 22 Custom Soil Resource Report MAP LEGEND Area of Interest (AOl) Area of Interest (AOl) Soils Soil Rating Polygons n A 0 A/D 0 B B/D 0 c 0 C/D 0 D Not rated or not available Soil Rating Lines rogine omise FroNO pi 0 A AID B B/D C CID D Not rated or not available Soil Rating Points • • ■ ■ A AID B BID O • CAD D ® Not rated or not available Water Features Streams and Canals Transportation 4.4.♦. Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography MAP INFORMATION The soil surveys that comprise your AOl were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version dates) listed below. Soil Survey Area: Weld County, Colorado, Southern Part Survey Area Data: Version 16, Oct 10, 2017 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Sep 20, 2015 Oct 15, 2016 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. 23 Custom Soil Resource Report Table Hydrologic Soil Group (Cody CGF) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 4 Aquolls and Aquepts, flooded D 13.9 8.5% 42 Nunn clay loam, percent slopes 1 to 3 C 85.5 52.4% 67 Ulm clay loam, percent slopes 3 to 5 C 0.6 OA% 79 Weld loam, 1 percent slopes to 3 C 3.2 2.0% 82 Wiley -Colby to 3 complex, percent slopes 1 B 42.1 25.8% 83 Wiley -Colby to 5 complex, percent slopes 3 B 17.8 10.9% Totals for Area of Interest 163.2 100.0% Rating Options —Hydrologic Soil Group (Cody CGF) Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie -break Rule: Higher 24 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep -water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. BS -79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ n res/d etai I/n atio na I/so i l s/?cid =nres 142 p2_0542 62 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www. nres. usda.gov/wps/portal/nres/detail/national/soils/?cid=nres 142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http: // www.nres.usda.gov/wps/portal/nres/detail/national/soils!?cid=nres 142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcsidetailisoils/ home/?cid=nres 142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/ detail/national/land use/rang epasture/?cid= stelprdbl 043084 25 Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430 -VI. http://www.nres.usda.gov/wps/portal/ nres/d etai I/sails/sci entists/?cid =nres 142 p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nres.usda.gov/wps/portal/nres/detail/national/sails/? cid =nres 142 p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/InternetiFSE_DOCUMENTS/nrcs142p2 052290 . pdf 26 B. FEMA Firm Map Page 1 of 4 Issue Date: December 29, 2015 Effective Date: May 13, 2016 Case No,: 15-08-1446P LOMR-APP 11/4 iffr SS air , Pr ire 44- t,� O Federal Emergency Management Agency Washington, D.C. 20472 LETTER OF MAP REVISION DETERMINATION DOCUMENT COMMUNITY AND REVISION INFORMATION PROJECT DESCRIPTION BASIS OF REQUEST COMMUNITY Weld County Colorado (Unincorporated Areas) COMMUNITY NO.: 080266 NO PROJECT UPDATE IDENTIFIER Weld County FHAD APPROXIMATE LATITUDE AND LONGITUDE: 40.004, -104.932 SOURCE: USGSQUADRANGLE DATUM: NAD 1983 ANNOTATED MAPPING ENCLOSURES ANNOTATED STUDY ENCLOSURES TYPE: FIRM NO.: 08123O2100E DATE: January 20, 2016 DATE OF EFFECTIVE FLOOD INSURANCE STUDY: January 20, 2016 PROFILE(S): 145P -147P FLOODWAY DATA TABLE: 5 SUMMARY OF DISCHARGE TABLE: 2 Enclosures reflect changes to flooding sources affected by this revision. FIRM - Rood Insurance Rate Map; ** FBFM - Flood Boundary and Floodway Map; ' FHBM - Flood Hazard Boundary Map FLOODING SOURCES AND REVISED REACHES Big Dry Creek — from approximately 9,830 feet to approximately 9,870 feet upstream of Weld County Road 4 Union Pacific Split Flow -- from approximately 2,770 feet downstream to approximately 350 feet upstream ofColorado Boulevard SUMMARY OF REVISIONS Flooding Source Big Dry Creek Union Pacific Split Flow Effective Flooding No Floodway No BFE Zone A No Floodway No BFE Zone X (shaded) Revised Flooding Floodway BFE Zone AE Floodway BFE Zone AE Increases YES YES YES YES YES YES Decreases NONE NONE YES NONE NONE NONE BFEs - Base Flood Elevations DETERMINATION This document provides the determination from the Department of Homeland Security's Federal Emergency Management Agency (FEMA) regarding a request for a Letter of Map Revision (LOMR) for the area described above. Using the information submitted, we have determined that a revision to the flood hazards depicted in the Flood Insurance Study (FIS) report and/or National Flood Insurance Program (NFIP) map is warranted. This document revises the effective NFIP map, as indicated in the attached documentation. Please use the enclosed annotated map panels revised by this LOMR for floodplain management purposes and for all flood insurance policies and renewals in your community. This determination is based on the flood data presently available. The enclosed documents provide additional information regarding this determination. If you have any questions about this document, please contact the FEMA Map Information eXchange toll free at 1-877-336-2627 (1-877-FEMA MAP) or by letter addressed to the LOMC Clearinghouse, 847 South Pickett Street, Alexandria, VA 22304. Additional Information about the NFIP is available on our Web site at http://www.fema.gov/nfip. e a Luis Rodriguez, P.E., Chief Engineering Management Branch Federal Insurance and Mitigation Administration 15-08-1446P 102 -I -A -C Page 2of4 Issue Date: December 29, 2015 Effective Date: May 13, 2016 Case No.: 15-08-1446P LOMR-AIDP ,,„v\yee, Vitra Federal Emergency MAgency Washington, D.C. 20472 LETTER OF MAP REVISION DETERMINATION DOCUMENT (CONTINUED) COMMUNITY INFORMATION APPLICABLE NFIP REGULATIONS/COMMUNITY OBLIGATION We have made this determination pursuant to Section 206 of the Flood Disaster Protection Act of 1973 (Pl. 93-234) and in accordance with the National Flood Insurance Act of 1968, as amended (Title XIII of the Housing and Urban Development Act of 1968. P.L.. 90-448), 42 U.S.C. 4001-4128, and 44 CFR Part 65. Pursuant to Section 1361 of the National Flood Insurance Act of 1968, as amended, communities participating in the NFIP are required to adopt and enforce floodplain management regulations that meet or exceed NFIP criteria. These criteria, including adoption of the FIS report and FIRM, and the modifications made by this LOMR, are the minimum requirements for continued NFIP participation and do not supersede more stringent State/Commonwealth or local requirements to which the regulations apply. COMMUNITY Y REMINDERS We based this determination on the 1 -percent -annual -chance flood discharges computed in the FIS for your community without considering subsequent changes in watershed characteristics that could increase flood discharges. Future development of projects upstream could cause increased flood discharges, which could cause increased flood hazards. A comprehensive restudy of your community's flood hazards would consider the cumulative effects of development on flood discharges subsequent to the publication of the FIS report for your community and could, therefore, establish greater flood hazards in this area. Your community must regulate all proposed floodplain development and ensure that any permits required by Federal or State/Commonwealth law have been obtained. State/Commonwealth or community officials, based on knowledge of local conditions and in the interest of safety, may set higher standards for construction or may limit development in floodplain areas. If your State/Commonwealth or community has adopted more restrictive or comprehensive floodplain management criteria, those criteria take precedence over the minimum NFIP requirements. We will not print and distribute this LOMR to primary users, such as local insurance agents or mortgage lenders; instead, the community will serve as a repository for the new data. We encourage you to disseminate the information in this LOMR by preparing a news release for publication in your community's newspaper that describes the revision and explains how your community will provide the data and help interpret the NFIP maps. In that way, interested persons, such as propertyowners, insurance agents, and mortgage lenders, can benefit from the information. This determination is based on the flood data presently available. The enclosed documents provide additional information regarding this determination, If you have any questions about this document, please contact the FEMA Map Information eXchange toll free at 1-877-335-2627 (1-877-FEMA MAP) or by letter addressed to the LOMC Clearinghouse, 847 South Pickett Street, Alexandria, VA 22304. Additional Information about the NFIP is available on our Web site at http://www.fema.gov/nfip, 2 Luis Rodriguez, P.F., Chief Engineering Management Branch Federal Insurance and Mitigation Administration 15-08-1446P 102 -I -A -C Page 3 of 4 Issue Date: December 29, 2015 Effective Date: May 13, 2016 Case No.: 15-98-1446P LOM'R-APP Federal Emergency Ma Nia,„,;,4,01:1 Washington, D.C. 20472 i 1) hy; - LETTER OF MAP REVISION DETERMINATION DOCUMENT (CONTINUED) We have designated a Consultation Coordination Officer (CCO) to assist your community. The CCO will be the primary liaison between your community and FEMA. For information regarding your CCO, please contact: Ms. Jeanine D. Patterson Director, Mitigation Division Federal Emergency Management Agency, Region VIII Denver Federal Center, Building 710 P.C. Box 25267 Denver, CO 80225-0267 (303) 235-4830 This determination is based on the flood data presently available. The enclosed documents provide additional information regarding this determination. If you have any questions about this document, please contact the FEMA Map Information eXchange toll free at 1-877-336-2627 (1-877-FEMA MAP) or by letter addressed to the LOMC Clearinghouse, 847 South Pickett Street, Alexandria, VA 22304. Additional Information about the NFIP is available on our Web site at http://wvvw.fema.govfnfip. C 1- • Luis Rodriguez, P.E., Chief Engineering Management Branch Federal Insurance and Mitigation Administration 15-08-1446P 102 -I -A -C Page 4 of 4 Issue Date: December 29, 2015 Effective Date. May 13, 2016 Case No.: 15-68-1446P LOMR-APP fib; lit NIt I,'pl. r 4.r� e /.'I sew 'J° - Washington, Management D.C. 20472 Agency Federal Emergency ,�' ii sot LETTER OF MAP REVISION DETERMINATION DOCUMENT (CONTINUED) PUBLIC NOTIFICATION OF REVISION A notice of changes will be published in the Federal Register. This information also will be published in your local newspaper on or about the dates listed below and through FE A s Flood Hazard Mapping Web site at https:I/www,11oodmapsfern a. gov/fhmiScripts/bfe main.asp. LOCAL NEWSPAPER Name: The Greeley Tribune Dates: December 25, 2015 and January 1, 2016 Within 90 days of the second publication in the local newspaper, a citizen may request that we reconsider this determination. Any re€1uest for reconsideration must be based on scientific or technical data. Therefore, this letter will be effective only after the 90 -day appeal period has elapsed and we have resolved any appeals that we receive during this appeal period. Until this LOMR is effective, the revised flood hazard determination information presented in this LOMR may be changed. This determination is based on the flood data presently available. The enclosed documents provide additional information regarding this determination. If you have any questions about this document* please contact the FEMA Map Information exchange (FMIX) toll free at 1-877-336-2627 (1-877-FEMA MAP) or by letter addressed to the LOMC Clearinghouse, 847 South Pickett Street, Alexandria, VA 22304. Additional Information about the NFIP is available on our Web site at http://www.fema.govinfip. c Luis Rodriguez, P.E., Chief Engineering Management Branch Federal Insurance and Mitigation Administration 15-08-1446P 102 -I -A -C Table 2 — Summary of Discharges (Continued) Flooding Source and Location Spring Creek Tributary At Weld County Road 88 The Slough The Slough -- Below John Law Ditch Reservoir Tri-Area Drainage At County Road 13 At McClure Avenue At 1st Street At Miner's Park Pond Overflow At Confluence of Tri-Area East Tributary Peak Discharges (cfs) Drainage Area 10 -Percent 2 -Percent '1 -Percent (Square.hlileal Annual Chance Annual Chance Annual Chanee 37.47 3.8 3.1 2.7 2.5 1.2 2,280 275 1 474 416 318 292 250 4,180 1,350 007 674 358 302 693 5,780 27180 4,443 1,035 767 365 304 896 0.2 -Percent Annual Chance 8,320 4,800 1,505 1.106 380 308 11200 Union Pacific Split Flow At Confluence of Big Dry Creek U.S. Highway 34 Bypass Split Flow Path At South Platte River Cross Section F 1 Tit IT 1 Revised Data Data Not Available REVISED TO REFLECT LOMB EFFECTIVE: May 13, 2016 409 2,113 Revised Data Flooding Source and Location Ashcroft Draw At Mouth Downstream of Arrowhead Reservoir Upstream of Arrowhead Reservoir At Upstream Limit of Study Table 2 — Summary of Discharges Peak Discharges (cfs) Drainage Area 1 Q. -Percent 2 -Percent ' �Percg t 0.2 -Percent (square Miles) Annual Chance Annual Chance Annual Chance Annual Chance 6.33 4.37 4.37 1.86 285 244 458 256 710 510 1,130 640 960 654 1,546 860 1,840 1,100 3.000 1,650 Big Dry Creek At East 168m Avenue 66.6 4,530 8,260 10,000 13,460 Big Thompson River Larimer-Weld County Line Upstream from Little Thompson River Downstream from Little Thompson River Confluence with South Platte River Cache La Poudre River At Mouth At Eaton Draw Downstream of Coalbank Creek Upstream of Coalbank Creek Downstream of Law Ditch Upstream of Law Ditch Downstream of Boxelder Creek Coal Creek At Briggs Street Near Tri-County Airport Coalbank Creek At Confluence with Cache La Poudre River Consolidated John Law Ditch At Confluence with John Law Ditch 1 Data Not Available 595 613 813 819 1,890 1,875 1,810 1.747 1,707 1;662 1;537 77.48 68.61 3,600 2,200 3,200 2,500 3,100 3,400 3,900 3,870 4,620 4,590 6,750 6,160 5,970 7,600 4,700 7,300 8,900 7,550 7,660 8,540 8,470 9,720 9,640 13.200 10,040 9,670 16,000 6,500 9,900 8,000 10,600 10,700 11,800 11,700 13,200 13,100 17,400 12,280 €1,850 46 772 1,531 1,817 7 REVISED TO __' REFLECT LOMR 900 EFFECTIVE: May 13, 2016 18,500 12,000 20,000 15,000 22,800 22,700 24,400 24,200 26,300 26,100 32,400 18,380 17,860 2,724 1 II /IIIIII11.111..1..1. FL DINSOURCE ...,..,_...-.. . , ti FL+C t�VA ..... ... ..., a ,.. 1 -PERCENT WATER -ANNUAL SURFACE ELEVATION FLOOD -CHANCE SECTION MEAN T CROSS WIDTH AREA ' VELOCITY R EG LATO RY WITHOUT IT INCREASE SECTION DISTANCE FEET (SQUARE FEED FEET SECOND) PER FEET A1lD (F FLOODWAY EET NAV FL+�t�l��'UA�' (FEET AVD FEET' BIG DRY GREE A 511574 1:025 2,760 3,6 5:047.3 5:047.3 53047.3 .; 0.0 i I , i i , 'Feet Above Confluence With South Platte River ist co r m Cri FEDERAL EMERGENCY MANAGEMENT AGENCY REVISED TO FLOODWAY DATAREFLECT LOMR EFFECTIVE: May 13, 2016 BIG DRY CREEK _.-....,..,,,,. FLOODING SOURCE PLOODWAY 1 -PERCENT -ANNUAL SURFACE -CHANCE ELEVATION FLOOD WATER CROSS TA1 1 E WIDTH PEE t '' MEAN VELOCITY FEET PER REGULATORY 1A /C WI FLOOD FEET THO NA UT AY VD) FLOODWAY FEET UVIT 11AVD tllJAY INCREASE FEET � ,� ■ FEET UNION PACIFIC SPLIT FLOW A B C 11609 3,102 4311 1,688 952 691 6,11 5.0 6.0 5,049.3 51061.1 5,073.8 5,049.3 510611 5,073,8 8,049.7 51061A 5,074,0 OA 0,3 0.2 4 $ 'Feet Above Confluence with Big Dry Creek r rn FEDERAL EMERGENCY MANAGEMENT AGENCY WELD COUNTY, CO AND INCORPORATED AREAS REViSED TO FLOODWAY DATAEFFECTIVEMREFLEcT LoIVIR UNION PACIFIC SPLIT FLOW a a a a a a of a ta - th • • • a a a i a a a a a a PI a - ... MIII M ill lin " M Imill. " M ONNOMm M ES • MN M EN MMUS MIEN 1 1 1 IIIIIMMUMME RE pm mpmummummemmumo mime um m mo immummmom -. 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ILS S WId C'eutsty Unincorporated Ar eat X266 Tenn of Malt EArya N'ol included 16 THIS AREA SHOWN AT ASCALE OF1" _• 1000' ON MAP NUMBER 08123C2080 Town of Me (Anse fat 1altlullerlp 10 n r .ar Octroe .l ge e WAN ('inintt I hincurporalcd.lnat lt►?h6 11 THIS AREA SHOWN AT A SCALE OH" = 5001 ON MAP NUMBER 08123C2077 THIS AREA SHOWN AT A SCALE OF1" = 500' ON MAP NUMBER 08123C2079 Weld T7ounts I'nincorpenalcL) Arms two;66 Weld ('aunt, l tan cnrpttPail trdArras (}00266 THIS AREA SHOWN AT A SCALE OF1" = 500' ON MAP NUMBER 08123C2081 14 i1MnTORAIL p . tier COS tat ,3 ZONE \A THIS AREA SHOWN AT A SCALE OF1" = 500' ON MAP NUMBER 08123C2082 THIS AREA. SHOWN AT A SCALE OF1" = 500' ON MAP NUMBER 08123O2083 6 THIS AREA SHOWN AT A SCALE OE1" = 5001ON MAP NUMBER 08123C2084 9 to }waste 16 r It+ of I)acorttl 0802.16 %V1I4(dwn.h l'nlncorporalnl,1rnc. U$O266 16 WI•rt ra0aarat r• .ry a-Itt r IA• 1,01 4 El JGi1•ioi Lie 34 tan -61 LW i t faitIIUI %S'eld County l"nlnom porated A rens 020266 NOTE YARAREA MOAN ON TMi5 PANE. ,5 LOCATED WHIN tpytlaP P NOTITI4 RAKE e1 WEST MD TO" 5tOSI 1 CAT Ito Amu:it Weld C'must* l'niftier porated Arras UXU266 3 12 ACC tn411" N tSTRo1RY0 a ;a L— Weld rount2 lrntncurperilled Arras 080266 49 t n EL-DCdp 4Ala40i'ii0,RVATt(t:e1 1i.7_lf Storer Ott I4•S WAP a.REa 5 art &0 E CO WAD CL'J N T r (Its i' of Nctiliztet n ... (Ares tiol lncludedl mat a Weer tore 4 29 CO Wail ['aunt} ITllnrurpnratrd %TCdr °Sulerr, .r 21 f. 26 tONS A t� 1 : I • IS 27 �• N % art hrlrlln Iri \ins Inclladcdl REVISED AREA • I1 1h' 34 p1ZOi1₹ s' :1 At 4 . 9 r' 1A1 a 4 m113f h17 33 34 1' 1 f�7 PISS Xai 1.41 {'aryl, A: a' M SS Col.nr r FLOOD HAZARD INFORMATION SEE OS THE PithORVAT10M DEPICTED 04 IRS MAP All D SUPPORTTWO 1?bCUTAEII(M ONAAEJLSOAWlif8LEiso iTMLFOIIMATA? 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Area Calla NAM MI 1 inch - 2,000 feet 14,000 0 too° 4,4x0 0 500 1.000 PANEL LOCATOR ORM Fait Mrdleetll 2,000 X072 1Ce1 Xer •••(.114 41k_. 21% 1915 MUM. not Mora National Flood Insurance Program RA1IONAL FLOOD INIURANCE PROGRAM FLOOD ir,55LJItANCE FIAT( ?,OAP - WELD CCUJIF( COLORADO IJ 1,eaae.RS.•r 14141 2100e 2250 rdhe' Carl: ad fit COMAIuWrlr UWE* PAM 8,1rru Dat:0\0. C.Tw Or :''4.^: Da :00 1 NLMWEf 10 strati Lone. IFTECTIVE Tay I1. VIII YE RUM maw w 1.-11.0 kwimow" 08123021001 [MO heal CA lenuarjr 20.2016 C. Standard Form 1 (C -Factor Calculations) SF -I 13 AS N RUNOFF COEFFICIENTS i _ Engineering . Plourii 1p ' Su miricp PROJECT CALCULATED PROJECT CHECKED CT NUMBER: NAME: BY: BY: Badger EXT1N67W30-01 TGR NJN N6 CGF 7W30-01 DATE: 3120120 18 LAND USE: GRAVEL AREA HISTORIC ANALYSIS PAVED AREA INDUSTRIAL: LIGHT % IMPERVIOUS 40% 2% 100% 80% 0% HYDROLOGIC SOIL TYPE = C 5 -YEAR COEFF. 0.40 0.07 0.92 0.75 0.00 10 -YEAR COEFF. 0.50 0.21 0.94 0.79 0.00 100 -YEAR COEFF. 0.69 0.52 0.96 0.87 0.00 DESIGN BASIN DESIGN POINT GRAVEL AREA HISTORIC ANALYSIS PAVED AREA INDUSTRIAL: LIGHT TOTAL AREA COEFFICIENTS RUNOFF IMPERVIOUS PERCENT (AC) (AC) (AC) (AC) (AC) (AC) C5 C10 C100 (%) Hi 1 0.64 _ 156.07 0.81 157.52 0.08 0.22 0.52 3% H2 2 98.42 3.69 102.11 0.10 0.24 0.53 6% HISTORIC BASIN 0.64 254.49 4.50 0.00 0.00 259.63 0.08 0.23 0.53 4% SUBTOTAL 0.2% 98.0% 1.7% 0.0% 0.0% 100% P1 1 0.08 2.48 0.09 2.65 0.11 0.25 0.54 6% P2 2 0.07 1.60 1.67 0.08 0.23 0.52 4% P3 3 1.61 0.66 0.01 0.220 2.50 0.35 0.45 0.66 34% P4 4 7.80 0.21 8.01 0.09 0.23 0.53 5% P5 5 10.340 1.570 1.370 13.28 0.40 0.49 0.69 40% P6 6 10.08 1.67 1.15 12.90 0.39 0.49 0.68 39% P7 7 0.18 9.53 0.02 9.73 0.08 0.22 0.52 3% P8 8 3.23 3.23 0.07 0.21 0.52 2% P9 9 0.49 102.70 0.07 103.26 0.07 0.22 0.52 2% P10 10 0.16 0.13 0.29 0.25 0.37 0.61 23% , DEVELOPED SUBTOTAL BASIN 22.3628.54 0.33I 2.74 I 0.0053.97 p 0. 5 0.37 0.61 22.30% p 41.4% 52.9% 0.6 � 5.1 % 0.0% 100�o TOTAL STUDY 23.01 as .4.,„ ', 0.1}1} 15732 I 0.27 0.55 9% 14.6% 03.4 4 0.3 % 1.7% 0.0% 100.0% NOTE: BASINS P2 THROUGH P7, ARE USED FOR DEVELOPED BASIN SUBTOTAL Baseline Corporation CGF Galcs_TGR.xlsx SF1 Printed: 3/2012018 4:10 PM D. Standard Form 2 (Time of Concentration Calculations) IPBAS N STANDARD FORM SF -2 Engineering • Planning : Surveying TIME OF CONCENTRATION tIt1:1 , C I I,, 1 I I PROJECT PROJECT CALCULATED CHECKED NUMBER: NAME: BY: BY: Badger EXT1 TGR NUN N67W30-01 CGF DATE: 3/20/2018 SUB -BASIN DATA INITIAL TIME (Till TRAVEL (Ti) TIME FIRST (URBANIZED DESIGN POINT BASINS) Te CHECK FINAL Tc RUNOFF COEFF. DESIGN BASIN (1) AREA Ac (2) C5 (3) LENGTH Ft (4) SLOPE % (5) Ti Min. (6) LENGTH Ft. (7) SLOPE °o (8) Land Surface (9) O, (10) VEL fps (11) Tt Min. (12) COMP. T, (13) URBAN BASIN? (14) i (15) TOTAL LENGTH (16) T, = Eq Min. (17) 6-5 Min. (18) C10 (19) C100 (20) H1 157.52 0.08 300 2.0% 25.8 3,887 1.4% Tillage/Field 5.0 0.6 111.1 136.9 No 0.03 136.9 0.22 0.52 H2 102.11 0.10 300 2.3% 23.9 2,459 2.0% Tillage/Field 5.0 0.7 58.1 82.1 No 0.06 82.1 0.24 0.53 P1 2.65 0.11 288 1.6% 26.5 223 0.5% Grassed Waterway 15.0 1.1 3.5 30.0 No 0.06 30.0 0.25 0.54 P2 1.67 0.08 289 3.0% 22.0 96 2.3% Grassed Waterway 15.0 2.3 0.7 22.7 No 0.04 22.7 0.23 0.52 P3 2.50 0.35 31 2.0% 6.1 2,020 0.8% Nearly Bare Ground 10.0 0.9 37.6 43.8 No 0.34 43.8 0.45 0.66 P4 8.01 0.09 235 1.0% 28.7 1,172 0.7% Grassed Waterway 15.0 1.3 15.3 44.1 No 0.05 44.1 0.23 0.53 P5 13.28 0.40 595 1.9% 25.2 298 1.4% Grassed Waterway 15.0 1.8 2.8 28.0 No 0.40 28.0 0.49 0.69 P6 12.90 0.39 728 0.6% 42.5 401 4.7% Grassed Waterway 15.0 3.3 2.1 44.6 No 0.39 44.6 0.49 0.68 P7 9.73 0.08 4 25.0% 1.3 1,624 1.1% Grassed Waterway 15.0 1.5 17.5 18.8 No 0.03 18.8 0.22 0.52 P8 3.23 0.07 266 0.5% 38.8 1 1.0% Short Pasture/Lawn 7.0 0.7 0.0 38.9 No 0.02 38.9 0.21 0.52 P9 103.26 0.07 300 1.3% 29.7 2,634 1.7°%4 Short Pasture/Lawn 7.0 0.9 48.5 78.2 No 0.02 78.2 0.22 0.52 P10 0.29 0.25 20 2.0% 5.5 580 3.1% Grassed Waterway 15.0 2.6 3.7 9.2 Na 0.23 9.2 0.37 0.61 T. _ Q I.3 rat } \' Baseline Corporation CGF Coles _ TGR.xlsx SF2 Printed: 3/2012018 4:10 PM IPBAS N STANDARD FORM SF -2 a Engineering • Planning • Surveying TIME OF CONCENTRATION . PROJECT PROJECT CALCULATED CHECKED NUMBER: NAME: BY: BY: Badger EXT1 TGR NJN N67W30-Q CGF 1 DATE: 3/20/2018 SUB -BASIN DATA TIME INITIAL (T,) TRAVEL TIME (TO FIRST DESIGN POINT Tc CHECK (URBANIZED BASINS) FINAL Tc RUNOFF COEFF. DESIGN BASIN (1) AREA. Ac (2) C5 (3) LENGTH Ft (4) SLOPE (5) T, Min. (6) LENGTH Ft. (7) SLOPE °l4 (8) Land Surface (9) (10) C, VEL fps (11) Tt Min. (12) COMP. Tc (13) URBAN BASIN? (14) i (15) TOTAL LENGTH (16) Tc = Min. (17) Eq 6-5 Min. (18) C10 (19) C100 (20) H1 157.52 0.08 300 2.0% 25.8 3,887 1.4% Tillage/Field 5.0 0.6 111.1 136.9 No 0.03 136.9 0.22 0.52 H2 102.11 0.10 300 2.3% 23.9 2,459 2.0% Tillage/Field 5.0 0.7 58.1 82.1 No 0.06 82.1 0.24 0.53 P1 2.65 0.11 288 1.6% 26.5 223 0.5% Grassed Waterway 15.0 1.1 3.5 30.0 No 0.06 30.0 0.25 0.54 DP1 to DP2 257 1.5% Grassed Waterway 15.0 1.9 2.3 2.3 No #N/A 5.0 111111 11111! P2 1.67 0.08 289 3.0% 22.0 96 2.3% Grassed Waterway 15.0 2.3 0.7 22.7 No 0.04 22.7 0.23 0.52 P3 2.50 0.35 31 2.0% 6.1 2,020 0.8% Grassed Waterway 15.0 1.3 25.1 31.2 No 0.34 31.2 0.45 0.66 H2, P3 TO DP3 1 1.0% Grassed Waterway 15.0 1.5 0.0 82.1 No #N/A 82.1 111111 !!1!I! P4 8.01 0.09 235 1.0% 28.7 1,172 0.7% Grassed Waterway 15.0 1.3 15.3 44.1 No 0.05 44.1 0.23 0.53 DP4 to DP7 1,624 1.1% Grassed Waterway 15.0 1.6 17.4 17.4 No #NIA 17.4 444 ### P5 13.28 0.40 595 1.9% 25.2 298 1.4% Grassed Waterway 15.0 1.8 2.8 28.0 No 0.40 28.0 0.49 0.69 DP5 to DP7 935 1.1% Grassed Waterway 15.0 1.6 10.0 10.0 No #N/A 10.0 #### ### P6 12.90 0.39 728 0.6% 42.5 401 4.7% Grassed Waterway 15.0 3.3 2.1 44.6 No 0.39 44.6 0.49 0.68 DP6 to DP7 1,005 0.9% Grassed Waterway 15.0 1.5 11.5 11.5 No #N/A 11.5 ### ### P7 9.73 0.08 4 25.0% 1.3 1624 1.1% Grassed Waterway 15.0 1.5 17.5 18.8 Na 0.03 18.8 0.22 0.52 P8 3.23 0.07 266 0.5% 38.8 1 1.0% short: Pasture/Lawn 7.0 0/ 0.0 38.9 No 0.02 38.9 0.21 0.52 P9 103.26 0.07 300 1.3% 29.7 2.834 1.7% Short Pasture/Lawn 7.0 0.9 48.5 78.2 No 0.02 78.2 0.22 0.52 P10 0.29 0.25 20 2.0% 5.5 580 3.1% Grassed Waterway 15.0 2.6 3.7 9.2 No 0.23 9.2 0.37 0.61 0.395(1.1 _ C i LI 2 �- Baseline Corporation CGF Cales_TGR.xlsx SF2 (2} Printed: 3/20/2018 4:11 PM E. Standard Form 3 (Storm Drainage System Design) ASELINE Enginceilag Planning • Surveying PROJECT NAME: PROJECT NUMBER: CALCULATED BY: CHECKED BY: Badger CGF EXT1 H£ 730-01 TGR NJN STANDARD FORM F-3 STORM DRAINAGE DESIGN - RATIONAL METHOD 5 -YEAR EVENT P1 (1 -Hour Rainfall) = 1.34 in. (5-yr) DATE: 3/2012018 DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TRAVEL TIME REMARKS (u!w)O1 W SIGN Mars) DTI I �„ s t W e O (mi 0 .. .C W CL• a, *mimes a. NJ I- ...i W *".# --1 (I) F— 0 0 ..J LL ;IP •„.• .,...,.... %we CO < DO b ...• O n Lt. 0 to 0 .., w it; (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22) 1 H 1 157.52 0.08 136.9 11.83 0.76 8.95 2 H2 102.11 0.10 82.1 10.23 1.09 11.17 1 P1 2.65 0.11 30.0 0.29 2.10 0.60 2 P2 1.67 0.08 22.7 0.14 2.46 0.34 3 P3 2.50 0.35 43.8 0.86 1.67 1.44 _ 4 P4 8.01 0.09 44.1 0.73 1.66 1.22 5 P5 13.28 0.40 28.0 5.27 2.19 11.53 6 P6 12.90 0.39 44.6 5.01 1.65 8.25 7 P7 0.73 0.08 18.8 0.75 2.72 2.05 8 P8 3.23 0.07 38.9 0.22 1.80 0.40 9 P9 103.26 0.07 78.2 7.39 1.13 8.34 10 P10 0.29 0.25 9.2 0.07 3.75 0.27 Baseline Corporation CGF Calcs_TGR.xlsx SF -3 5YR Printed: 3/20/2018 4:11 PM VBASELI E Engineering - Plinnufrig • Surveying PROJECT NAME: PROJECT NUMBER: CALCULATED BY: CHECKED BY: Badger CGF EXT1 N67W30-01 TGR NJN STANDARD FORM F-3 STORM DRAINAGE DESIGN - RATIONAL METHOD 10 -YEAR EVENT P1 (1 -Hour Rainfall) = 1.61 in. (10-yr) DATE: 3/20/2018 2 t� Z W 0z 0 C Cie DIRECT RUNOFF dcc III < 4.1 414 a :471 TOTAL RUNOFF 4a a C STREET 0. 0 W `—'' co 0 LL PIPE W 0 reph 0, W OL ui CL t 1 U) TRAVEL TIME z J REMARKS 1 (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22) 2 3 5 6 7 8 9 10 H1 H2 P1 P2 P3 P4 P5 P6 P7 P8 P9 P10 157.52 0.22 136.9 34.60 0.91 31.44 102.11 0.24 82.1 24.61 1.31 32.29 2.65 0.25 30.0 0.66 2.53 1.66 1.67 0.23 22.7 0.38 2.96 1.12 2.50 0.45 43.8 1.12 2.00 2.25 8.01 0.23 44.1 1.87 1.99 3.73 13.28 0.49 28.0 6.55 2.63 17.22 12.90 0.49 44.6 6.27 1.98 12.40 9.73 0.22 18.8 2.16 3.27 7.05 3.23 0.21 38.9 0.69 2.16 1.50 103.26 0.22 78.2 22.37 1.36 30.34 0.29 0.37 9.2 0.11 4.50 0.48 Baseline Corporation CGF Calcs_TGR.xlsx SF -3 10YR Printed: 3/20/2018 4:12 PM BASELINE Engwnee ing Planning Surieying PROJECT NAME: PROJECT NUMBER: CALCULATED BY: CHECKED BY: Badger CGF EXT1 N67W30-01 TGR NJN z i... CO W a STANDARD FORM SF -3 STORM DRAINAGE DESIGN - RATIONAL METHOD 100 -YEAR EVENT DIRECT RUNOFF Cr' O LLLL O 0 i. Z LL re O O .-w Ct gie C..0 ones Pi (1 -Hour Rainfall) = 2.68 in. (100-yr) TOTAL RUNOFF ._ u U STREET U) W is) tt i— 0 tO LJL PIPE z 412 G'1 U- 0 a. DATE: 3/20/2018 TRAVEL TIME I - a 2 J REMARKS (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (1 d) (15) (16) (17) {18} (19) (20) (21) (22) 1 PIPE DP1 PIPE DP2 PIPE DP3 PIPE DP4 PIPE DP5 PIPE DP8 PIPE DP7 PIPE DPB PIPE DP 9 1 2 157.52 0.52 136.9 81.90 1.51 102.11 0.53 82.1 54.42 2.18 123.86 118.85 1 2 3 4 5 6 7 8 9 10 P1 P2 P3 P4 P5 P6 P7 P8 P9 P10 2.65 1.67 2.50 8.01 13.28 12.90 9.73 3.23 103.26 0.29 0.54 0.52 0.66 0.53 0.69 0.68 0.52 0.52 0.52 0.61 30.0 22.7 43.8 44.1 28.0 44.6 18.8 38.9 78.2 9.2 1.42 0.88 1.65 4.23 9.11 8.80 5.07 1.67 53.50 0.18 4.21 4.93 3.33 3.32 4.38 3.29 5.44 3.59 2.26 7.49 5.99 4.31 5.50 14.05 39.88 28.97 27.59 6.00 120.81 1.33 35.0 82.1 61.52 2.30 56.07 27.22 3.83 2.18 2.66 8.81 122.45 14.05 39.88 28.97 72.48 118.85 2.46 36 5.99 8.81 2.00 1.65 18 18 122.4 14.0 39.9 29.0 72.5 16.19 12.00 2.47 2.00 2.00 2.00 2.00 2.00 2.00 36 18 24 24 42 18 42 111.0 OFFSITE DP 1 DP1 +DP2 H2+DP3 DP4 DP 5 DP 6 DP4 THRU DP 7 POND SITE OUTLET Baseline Corporation CGF Calcs TGR.xlsx SF -3 100YR Printed: 3/20/2018 4:12 PM F. Detention Pond Design and Hydraulic Calculations 1PBASELINE Engineering • Planning •.auneying PROJECT NAME: PROJECT NUMBER: CALCULATED BY: CHECKED BY: Badger CGF EXT1 N67W30-01 TGR NJN STORM STORAGE CALCULATIONS DETENTION POND DATE: 3/23/2018 CALCULATED % IMPERVIOUSNESS = 10-YR STORM CALCULATIONS EQUATION: V10=((0.95'I-1.9)1900)*A EQUATION: Q10=0.30 A 100-YR STORM CALCULATIONS EQUATION: V100=((1.78*1 - 0.0021A2 - 3.56)/900)*A EQUATION: Q100=1.0 A WATER QUALITY STORAGE VOL. EQUATION: WQCV=1.0`(0.91 *`i3-1.191512+0.78*i) DESIGN DRAINAGE AREA Onsite Area = 53.97 AC 0.1249 22.3% V10 = 50382 CF RELEASE @ Q10 = 16.19 CFS V100 = 91802 CF FAA OVERRIDE 56307 FAA OVERRIDE 280472 RELEASE @ Q 100= 53.97 CFS 15.79 WQCV = 24462 CF TOTAL REQUIRED VOLUME = 280472 CF (100-yrwiwQcv) OUTLET STRUCTURE MINIMUM POND VOLUME, V= Q10 -Release = 0.30*Design Drainage Area Q100 -Release = 1.0*Design Drainage Area 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 DEVELOPED BASIN A AREA 56307 cf 16.19 cfs 16.19 cfs h10= 2.0 ft h100= 4.2 ft USE ORIFICE EQUATION: Q=Cd (0.6) * A * (2 g h)"0.5 2.41 sf OR 21.0 inches in diameter 1.65 18 2.00% 0.38 13.8 2.0 64.6 0.6 65.0 USE ORIFICE EQUATION: sf OR 17.4 in. diameter Q=Cd (0.6)*A* (2 g h)"0.5 inches in diameter ft cfs USE MANNING EQUATION v ith n = 0.014 feet high cfs Q=Cd(0.6) A (2 g h)"0.5 ft ft Q100=CW(2.6) L (hmax ht)"312 OUTLET STRUCTURE SIZING SUMMARY PROVIDE A 21.0 INCH DIAMETER ORIFICE PLATE © FL ELEVATION FOR 10-YR FLOWS PROVIDE A 17.4 INCH DIAMETER ORIFICE PLATE @ FL ELEVATION FOR 100-YR FLOWS DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: BADGER CGF Basin ID: Developed Site (For catchments less than 160 acres only. For larger catchments, use hydrograph routing method) (NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended) Determination of MINOR Detention Volume Using Modified FAA Method Determination of MAJOR Detention Volume Using Modified FAA Method Design Information ' Input): Design Information (Input): Catchment Drainage Imperviousness Id = 22.30 percent Catchment Drainage Imperviousness I, = 22.30 percent Catchment Drainage Area A = 53.970 acres Catchment Drainage Area A = 53.970 acres /redevelopment NRCS Soil Group Type = C A, B, C, or D Predevelopment NRCS Soil Group Type = C A, B, C, or D Return Period for Detention Control T = 10 years (2, 5, 10, 25, 50, or 100) Return Period for Detention Control T = 100 years (2, 5, 10. 25, 50, or 100) Time of Concentration of Watershed Tc = 62 minutes Time of Concentration of Watershed Tc = 62 minutes Allowable Unit Release Rate q = 0.30 cfsfacre Allowable Unit Release Rate q = 0.30 cfsfacre One -hour Precipitation P1 = 1.61 inches One -hour Precipitation P, = 2.68 inches Design Rainfall IDF Formula I = C,* P11(C2+Tj^C3 Design Rainfall IDF Formula I = C1* P1/(G2+TJAC3 Coefficient One C1 = 28 50 Coefficient One C1 = 28 50 Coefficient Two C2 = 10 Coefficient Two C2 = 10 Coefficient Three C3= 0/89 Coefficient Three C,, = 0.789 Determination of Average Outflow from the Basin (Calculated): Determination of Average Outflow from the Basin (Calculated): Runoff Coefficient C = 0.35 Runoff Coefficient C = 0.56 InflowPeak Runoff Op -in = 29.68 aft Inflow Peak Runoff Op -in = 79.05 cfs Allowable Peak Outflow Rate Op -out = 16.19 cfs Allowable Peak Outflow Rate Op -out = 16.19 cfs Mod.. FAA Minor Storage Volume = 56,307 cubic feet Mod. FAA Major Storage Volume = 280,472 cubic feet Mod. FAA Minor Storage Volume = 1.293 acre -ft Mod. FAA Major Storage Volume = 6.439 acre -ft 5 <- Enter Rainfall Duration Incremental Increase Value Here (e.g. 5 for 5 -Minutes) Rainfall Duration minutes (input) Rainfall Intensity inches f hr (output) Inflow Volume acre-feet (output) Adjustment Factor "m" (output) Average Outflow cfs (output) Outflow Volume acre-feet (output) Storage Volume acre-feet (output) Rainfall Duration minutes (input) Rainfall Intensity inches f hr (output) Inflow Volume acre-feet (output) Adjustment Factor "m" (output) Average Outflow cfs (output) Outflow Volume acre-feet (output) Storage Volume acre-feet (output) 5 5.42 2705 1.00 16.19 0.112 0.593 5 9.02 1.877 1.00 16.19 0.112 1.765 10 4.32 1.123 1.00 18.19 0.223 0.90O 10 7.19 2.991 1.00 18,19 0.223 2.768 15 3.62 1.413 1.00 16.19 0235 1.078 15 6.03 3.763 1.00 16.19 0.335 3.428 20 3.13 1.831 1.00 16.19 0.446 1.185 20 5.22 4.345 1.00 16.19 0.446 3.899 25 4.62 4.809 1.00 16.19 0.658 4.251 25 2.78 1.808 1.00 16.19 0.558 1.248 30 2.50 1,950 1.00 16.19 0,689 1.261 30 4.16 5.194 1.00 16.19 0.689 4,525 35 2.28 2.073 1.00 16.19 0.781 1.293 35 3.79 5.522 1.00 16.19 0.781 4.741 40 2.09 2.180 1.00 16,19 0.892 1.288 40 3.49 5.807 1.00 16,19 0,892 4.915 45 1.94 2.275 1.00 16.19 1.004 1.272 45 3.23 6.060 1.00 18.19 1.004 5.056 50 3.02 6.286 1.00 16.19 1.115 5.171 50 1.81 2.360 1.00 18.19 1.115 1.245 55 1.70 2.437 1.00 16.19 1227 1.211 55 2.84 6.492 1.00 16.19 1.227 5.285 60 1.61 2.508 1.00 16.19 1.338 1.170 60 2.67 6.680 1,00 16.19 1.338 5.342 65 1.52 2,573 0.98 15.82 1.416 1.157 65 2.53 6.853 0,98 15.82 1.416 5.437 70 1.45 2.633 0.94 15.27 1.472 1.161 70 2.41 7.014 0.94 15.27 1.472 5.542 75 1.38 2.690 0.91 14.79 1.528 1.162 75 2.29 7.164 0.91 14.79 1.528 5.636 80 1.32 2.743 0.89 14.37 1.583 1.159 80 2.19 7.304 0.89 14.37 1.583 5.721 85 1.26 2.792 0.86 14.00 1.639 1.153 85 2.10 7.437 0.86 14.00 1.639 5.797 90 1.21 2.639 0.84 13.67 1.695 1.144 90 2.02 7.562 0.84 13.67 1.695 5.867 95 1.17 2.884 0.83 13.38 1.751 1.133 95 1.94 7.680 0.83 13.38 1.75'1 5.930 100 1.12 2.926 0.81 13,11 1.806 1.120 100 1.87 7.793 0.81 13.11 1.806 5.987 105 1.09 2.967 0.80 12.88 1.862 1.104 105 1.91 7.901 0.80 12.88 1.862 6.039 110 1.05 3.005 0.78 12.66 1.918 1.087 110 1.75 8.004 0.78 12.66 1.918 8.088 115 1.02 3.042 0.77 12,46 1.974 1.069 115 1.89 8.103 0.77 12.48 1.974 6.129 120 0.99 3.078 0.76 12.28 2.029 1.048 120 1.64 8.197 0.76 12.26 2.029 6.168 125 1.59 8.288 0.75 12.11 2.085 8.203 125 0.96 3.112 015 12.11 2.085 1.027 130 0.93 3.145 0.74 11.96 2.141 1.004 130 1.55 8.376 0.74 11.96 2.141 6.235 135 0.90 3.177 0.73 11.81 2197 0.980 135 1.51 8.46'1 0.73 11.81 2.197 6.264 140 0.88 3.207 0.72 11.68 2252 0.956 140 1.47 8.542 0.72 11,68 2.252 8.290 145 0.86 3.237 0.71 11.56 2.308 0.929 145 1.43 8.821 0.71 11.56 2.308 6.313 150 0.84 3,266 0.71 11.44 2.364 0.902 150 1.39 0.698 0.71 11 A4 2.384 6.334 155 1.36 8.772 0.70 11.33 2.420 6.353 155 0.82 3.294 0.70 11.33 2.420 0.874 160 0.80 3.321 0.69 11.23 2.475 0.845 160 1.33 8.645 0.69 11.23 2.475 6.369 165 0.78 3.347 0.69 11.14 2.531 0.816 165 1.30 8.915 0.69 11.14 2.531 6.384 170 0.76 3.373 268 11.05 2.587 0.786 170 1.27 8.983 0.68 11.05 2.587 6.396 175 0.75 3.398 0.68 10.98 2.643 0.755 175 1.24 9.049 0.68 10.96 2.643 8.407 180 0.73 3.422 0,67 10.88 2.699 0.724 180 1.22 9.114 0.67 10.88 2..6 99 6.418 185 1.19 9.177 0.67 10.81 2.754 8.423 185 0.72 3.448 0.67 10.81 2.754 0.692 190 0.70 3.469 0.66 10.74 2.810 0.659 190 117 9.239 0.66 10.74 2.810 6.429 195 0.69 3.492 0.66 10.67 2.866 0.626 195 1.15 9.299 0.66 10.67 2.666 6.433 200 0.88 3.514 0.66 10.61 2.922 0.592 200 1.12 9.358 0.66 10.61 2.922 8.436 205 0.66 3.535 0.65 10.54 2.977 0.558 205 1.10 9.418 0.65 10.54 2.977 6.438 210 0.65 3.556 0,65 10.49 3.033 0.523 210 1.08 9.472 0.65 10.49 3.033 6.439 215 0.84 3.577 0.64 10,43 3.089 0.488 215 1.06 9.527 0.64 10.43 3.089 8.438 220 0.63 3.597 0.64 10.38 3.148 0,453 220 1.05 9.581 0.64 10.38 3.145 6.438 225 0.62 3.617 0.64 10.33 3.200 0.417 225 1.03 9.634 0.64 10.33 3.200 6.433 230 0.81 3.837 0.63 10.28 3.256 0.381 230 1.01 9.886 0.63 10.28 3.256 6.430 235 0.60 3.656 0.63 10/3 3.312 0.344 235 1.00 9.736 0.63 10.23 3.312 8,425 240 0.59 3.674 0.63 10.19 3.388 0.307 240 0.98 9.786 0.63 10.19 3.368 6.419 245 0.96 9.835 0.63 10.14 3.423 8.412 245 0.58 3.693 0.63 10.14 3.423 0.270 250 0.57 3.711 0.62 10.10 3.479 0.232 250 0.95 9.883 0.62 10.10 3.479 6404 255 0.56 3.729 0.62 10,06 3.535 0.194 255 0.94 9.931 0.62 10.06 3.535 6.396 280 0.85 3.748 0.62 10.03 3.591 0.186 280 0.92 9.977 0.82 10.03 3.591 8.387 265 0.55 3.763 0.62 9.99 3.846 0.117 265 0.91 10.023 0.82 9.99 3.846 6.377 270 0.54 3.780 0,61 9,95 3.702 0.076 270 0.90 10.088 0,61 9,95 3.702 6.366 275 0.88 10.112 0.61 9.92 3.758 6.354 275 0.53 3.797 0.61 9.92 3.758 0.039 260 052 3.813 0.61 9,89 3,814 0.000 280 0.87 10.156 0.61 9,89 3.614 6.342 285 0.52 3.829 0.61 9.86 3.869 -0.040 285 0.86 10.199 0.61 9.86 3.869 6.329 290 0.51 3.845 0.61 9.83 3.925 -0.080 290 0.85 10.241 0.61 9.83 3.925 6.316 295 0.50 3.661 0.61 9.80 3.981' -0.120 295 0.84 10.282 0 61 9.80 3.981 6.302 300 0.50 3.876 0.60 9.77 4.037 -0.161 300 0.83 10.323 0.60 9.77 4.037 6.287 305 0.82 10.384 0.60 9.74 4.092 6.271 305 0.49 3.891 0.60 9.74 4,092 -0.201 Mod. FAA Minor Storage Volume (cubic ft.) = 56,307 Mod. FAA Major Storage Volume (cubic ft.) = Mod. FAA Minor Storage Volume (acre -ft.) = 1.2926 Mod. FAA Major Storage Volume (acre -ft.) = UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35, Released January 2015 280,472 6.4387 UD-Detention_v2.35.xis, Modified FM 3/19/2018, 12:01 PM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: BADGER CGF Basin ID: Developed Site ti Inflow and Outflow Volumes vs. Rainfall Duration r—, C) I C) C E 12 10 8 6 4 2 ••#I•••••••••••••••••••••••••• # • •• !• •• •• I. • _'Zr_. r 0 0 O V Vy a t 00 V O ' J rat _ rid{ O O `}L.OOO,,, 0 O 50 100 150 200 Duration (Minutes) 250 300 -.r nines Storm InflowVolume — NI nor Storm Outflow Volume r, Minor Storm Storage Volume --qv— Major Storm Inflow Volume --t-- Major Storm Outflow Volume E Major Storm Storage Volume 350 UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2,35, Released January 2015 UD-Detention v2 35.xls, Modified FAA 3/19,12018, 12:01 PM VOLUME CALCULATIONS DETENTION POND DATE: 3/19/2018 IWASELINE • P o.,.,1 ng , Surveying Badger EXT1 TOR NJN Ergpnee i1I PROJECT NAME PROJECT NUMBER: CALCULATED BY: CHECKED BY: CGF N67W30-01 DETENTION POND DESIGN DRAINAGE SUMMARY CALCULATED WQCV REQUIRED = 24462 CF 0.56 10-YR STORAGE REQUIRED = 56307 CF 1.29 100-YR STORAGE REQUIRED = 280472 CF 6.44 TOTAL STORAGE REQUIRED= 280472 CF 6.44 DETENTION POND DESIGN ASSUMPTIONS USE CONIC METHOD AREA1+AREA2+(AREA1xAREA2)1/2 VOLUME" 100-YR SPILLWAY FOR POND = 113 x depth WQCV ELEV. 10-YR ELEV. ELEV. ELEV. SIZING AREA= x AREA* = = = = Elev (ft) Area (sf) Area' (sf) Volume (cf) Sum Vol (cf) 0.02 0.21 0.66 1.36 2.25 3.19 4.52 5.97 7.46 9.00 10.58 79.0 0 0 0 79.5 6501 6501 1084 80.0 27997 47989 7998 80.5 52412 118715 19786 81.0 70320 142666 30574 81.5 88627 237692 39649 82.0 107731 294071 49012 82.5 123944 347228 57871 83.0 128567 378745 63124 83.5 132027 390880 65147 84.0 135500 401279 66880 84.5 139032 411767 68631 80.39 ft DWQV= 80.95 ft D 10-ym 83.17 ft D 100-yr 83.20 ft 1 -FT FREEBOARD= 0 1084 9082 28868 59441 98006 139020 196891 260016 325162 392042 460673 1.39 ft 1.95 ft = 4.17 ft 4.20 ft (1tt mint depth) STORAGE VOLUME Lis. .4' Inc O e3.:: It CC if' F .- r .es ili .Cmal W MC i t 7u ; VOLUME (CF) -FT D= 1.4 ft =WQCV 1 K40 OUTLET DETAIL CALCULATIONS WQCV = 0.56 ACRE K40 = 0.2309 =0.01302+022D-0.10 a = 2.43 inzlrow dia= 1 3/8 inch Weir Report Hydraflow Express Extension for Autodesk® Auto CAD® Civil 3D® by Autodesk, Inc. Pond Emergency Overflow Weir Trapezoidal Weir Crest Bottom Length (ft) Total Depth (ft) Side Slope (z:1) Calculations Weir Coeff. Cw Compute by: Known Q (cfs) Depth (It) 2.00 150 1.00 0.50 0.00 -0.50 _ Sharp 65.00 1.20 - 4.00 - 3.10 Known Q _ 72.50 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Top Width (ft) Pont! Emergency Overflow Weir Friday, Mar 23 2018 0.50 72.50 33.50 2.16 = 69.00 a Depth (ft) 2.00 1.50 1.00 0.50 0.00 -0.50 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 - Weir W.S. Length (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Pond Overflow Channel Trapezoidal Bottom Width (ft) Side Slopes (z:1) Total Depth (ft) Invert Elev (ft) Slope (%) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 5085.00 5084.50 5084.00 5083.50 5083.00 5082.50 = 28.20 = 4.00, 1.00 = 1.00 5083.20 14.00 0.027 Known Q = 72.50 Section Highlighted Depth (ft) Q (cis) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Monday, Mar 19 2018 0.29 72.50 8.39 = 3.04 - 29.31 0.58 29.65 - 1.45 0 5 10 15 20 25 30 35 40 45. Depth (ft) 1.80 1.30 0.80 0.30 -0.20 -0..70 Reach (ft) j l:1.11_ft Engineering Planning: Surveying PROJECT NAME: PROJECT NUMBER: CALCULATED BY: CHECKED BY: Badger CGF EXTI NG7W30-01 TGR NJN DETENTION POND EMERGENCY OVERFLOW RIPRAP SIZING CULCULATION DATE: 3/23/2018 RIPRAP SIZE DESIGN FLOW VELOCITY, V = DESIGN 100YR DISCHARGE, Q= SPECIFIC GRAVITY OF STONE, G,= LONGITUDINAL CHANNEL SLOPE, S = RIRRAP DESIGN PARAMETER, (VS° 17)f((G5-1 }0.66) _ RIPRAP TYPE =- MEDIAN SIZE OF RIPRAP, D50 = MINIMUM RIPRAP MINIMUM LENGTH, L = LENGTH & THICKNESS MINIMUM WIDTH, W = RIPRAP AVG. THICKNESS, T = 8.75 ft/sec 122.4 cfs 2.5 0.14 ft/ft 4.79 H 18 inches 35.0 ft 65.0 ft 27 inches From Flowmaster From 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 Culvert Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Pipe DP 7 Invert Elev Dn (ft) Pipe Length (It) Slope (%) Invert Elev Up (ft) Rise (in) Shape Span (in) No. Barrels n -Value Culvert Type Culvert Entrance Coeff. K,M,c,Y,k Embankment Top Elevation (ft) Top Width (ft) Crest Width (ft) Elev (ft) 5113.00 5112.00 5111.00 5110.00 5109_00 5105.00 5107.00 5108.00 5108_00 5104.00 = 5105.72 = 58.00 2.00 5106.88 18M Circular = 18.0 = 1 = 0.018 = Circular Concrete _ Square edge w/headwall (C) = 0.0098, 2, 0.0398, 0.67, 0.5 5112.00 24.00 150.00 Pipe OP 'I Calculations Qmin (cfs) Qmax (cfs) Tailwater Elev (ft) Highlighted Qtotal (cfs) Qpipe (cfs) Qovertop (cfs) Veloc Dn (ftls) Veloc Up (ft/s) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime Monday, Mar 19 2018 = 1.66 5.99 (dc+D)/2 5.98 5.98 = 0.00 = 8.85 = 5.11 = 5106.94 5107.82 5108.33 0.96 Inlet Control Hw Depth (ft) _. —_ ._rr_--____ control 0 5 10 15 20 25 30 35 40 45 era 55 6fl 65 70 75 R circularculvert HGL Embank EGL Reach (ft) 5.12 5.12 4.1? 112 2.12 1.12 -238 Culvert Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Pipe DP 2 Invert Elev Dn (ft) Pipe Length (ft) S lope (%) Invert Elev Up (ft) Rise (in) Shape S pan (in) N o. Barrels n -Value Culvert Type Culvert Entrance Goeff. K,M,c,Y,k Embankment Top Elevation (ft) Top Width (ft) Crest Width (ft) Elev (ft) 5106.00 5105.00 5104.00 5103.00 5102.00 5101.00 5100.00 5099.00 5098.00 5097.00 5098.46 294,00 1.14 5101.80 18.0 Circular 18.0 1 0.013 Circular Concrete Groove end projecting (C) 0,0045, 2, 0.0317, 0.69, 0.2 5105,82 8.00 50.00 Profile Calculations Qmin (cfs) Qmax (cfs) Tailwater Elev (ft) Highlighted Qtotal (cfs) Qpipe (cfs) Qovertop (cfs) Veloc Dn (ft/s) Veloc Up (ft/s) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime Tuesday, Mar 20 2018 = 1.12 = 8.81 _ (cle+D)/2 8.12 8.12 0.00 4.99 5.83 5099.76 5102.90 5103.52 1.15 Inlet Control Hw Depth (Ti) HGL 0.0 50.0 100.0 150.0 200.0 250.0 300.0 350.0 400.0 450.0 500.0 4.20 3.20 2.20 1.20 0.20 - 0.80 - 1.80 -2.80 - 3.80 -4.80 Reach (Ti) Culvert Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Pipe DP 3 10-yr Q Design Invert Elev Dn (ft) Pipe Length (ft) Slope (%) Invert Elev Up (ft) Rise (in) Shape Span (in) No. Barrels n -Value Culvert Type Culvert Entrance Coeff. K,M,c,Y,k Embankment Top Elevation (ft) Top Width (ft) Crest Width (ft) Elev (ft) 5101.00 51O0.O0 5099.00 5098.00 5091.00 5096.00 5095.00 5,094.00 5093.00 = 5094.14 = 111.00 = 2.46 = 5096.87 36.0 Circular = 86.0 = 1 = 0.018 = Circular Concrete _ Square edge w/headwall (C) = 0.0098, 2, 0.0398, 0.67, 0.5 5100.60 24.00 200.00 Pipe DP 3 he-yr Q Design Calculations Qmin (cfs) Qmax (cfs) Tailwater Elev (ft) Highlighted Qtotal (cfs) Qpipe (cfs) Qovertop (cfs) Veloc Dn (ftls) Veloc Up (ft/s) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime Monday, Mar 19 2018 32.29 122.40 (dc+D)/2 = 32.29 = 32.29 = 0.09 = 5.28 _ 7.09 = 5096.56 5098.71 5099.66 0.93 Inlet Control Hw Depth (ft) ---J' J -r J.____. ---- r _ _ r Inlet control C 10 20 30 40 50 30 70 80 °R0 100 1 1 C' 120 130 140 150 130 circularculvert HGL Embank EGL Reach (ft) 4.13 3.13 2.13 1.13 0.13 -017 -1.87 -217 -337 Culvert Report Hydraflow Express Extension for Autodesk® Auto CAD® Civil 3D® by Autodesk, Inc. Pipe DP 4 Invert Elev Dn (ft) Pipe Length (It) Slope (%) Invert Elev Up (ft) Rise (in) Shape Span (in) No. Barrels n -Value Culvert Type Culvert Entrance Coeff. K,M,c,Y,k Embankment Top Elevation (ft) Top Width (ft) Crest Width (ft) Elev (ft) 51.06.00 5105.00 5104.00 5103.00 5102.00 510'1.00 5100.00 5099.00 5,098.00 5097.00 = 5098.62 61.00 2.00 5099.84 18.0 Circular = 18.0 = 1 = 0.013 = Circular Concrete _ Square edge w/headwall (C) = 0.0098, 2, 0.0398, 0.67, 0.5 5105.35 25.00 25.00 Pipe OP 4 Calculations Qmin (cfs) Qmax (cfs) Tailwater Elev (ft) Highlighted Qtotal (cfs) Qpipe (cfs) Qovertop (cfs) Veloc Dn (ftls) Veloc Up (ft/s) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime Tuesday, Mar 20 2018 = 3.73 14.00 (dc+D)/2 = 13.?3 - 13.73 = 0.00 _ 7.88 - 8.10 = 5100.06 5101.21 5103.23 2.26 Inlet Control Hw Depth (ft) In let ctmtral 0 5 0 15 20 25 30 ZS 40 45 D 75 SD 85 Circular Culu el HGL Emban k Reach (11) fi_16 5.'10 4.15 3.15 2.15 1.15 0.1c - 0 U4 - 1 E4 -234 Culvert Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Pipe DP 5 Invert Elev Dn (ft) Pipe Length (ft) Slope (%) Invert Elev Up (ft) Rise (in) Shape Span (in) No. Barrels n -Value Culvert Type Culvert Entrance Coeff. K,M,c,Y,k Embankment Top Elevation (ft) Top Width (ft) Crest Width (ft) Elev (TO 5117.00 5110.40 510900 5145.00 5101.00 5081.00 5093.00 50139.00 = 5093.46 150.00 1.99 5096.45 24.0 Circular _ 24.0 = 1 = 0.013 = Circular Concrete _ Square edge w/headwall (C) = 0.0098, 2, 0.0398, 0.67, 0.5 = 5115.00 = 8.00 = 150.00 Pipe OP 5 Calculations Qmin (cfs) Qmax (cfs) Tailwater Elev (ft) Highlighted Qtotal (cfs) Qpipe (cfs) Qovertop (cfs) Veloc Dn (ft/s) Veloc Up (ft/s) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime Monday, Mar 19 2018 - 17.90 39.90 (dc+D)/2 = 39.90 = 39.90 0.00 12.73 12.70 5095.44 5099.92 5104.19 3.87 Inlet Control Hw Depth (ft) -a es- r - Inleicon- rol _- i.: .,W..„ r- © 10 i 3{? 0 5U 70 U U Lican LP 1 D13 11'3 12C, 130. 14D 15+Oi 180 17u 160 1 LiG, Ci rcular Guly ert HGL Ern ban k: EGL Reach 0 20.55 1£.55 12.55 6.65 4.55 0.55 -3 45 -7.45 Culvert Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Pipe DP 6 Invert Elev Dn (ft) Pipe Length (ft) Slope (%) Invert Elev Up (ft) Rise (in) Shape Span (in) No. Barrels n -Value Culvert Type Culvert Entrance Coeff. K,M,c,Y,k Embankment Top Elevation (ft) Top Width (ft) Crest Width (ft) Elev (ft) 5114.O0 5110.00 5106.00 51. 02.00 5038.00 •.094.00 5090.00 5086.00 5090.69 154.00 2.00 5093.37 21.0 Circular = 21.0 = 1 = 0.013 = Circular Concrete _ Square edge w/headwall (C) = 0.0098, 2, 0.0398, 0.67, 0.5 = 5112.00 = 8.00 = 150.00 Pipe OP 6 Calculations Qmin (cfs) Qmax (cfs) Tailwater Elev (ft) Highlighted Qtotal (cfs) Qpipe (cfs) Qovertop (cfs) Veloc Dn (ft/s) Veloc Up (ft/s) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime Monday, Mar 19 2018 13.00 29.00 (dc+D)/2 = 29.00 29.00 0.00 12.08 12.06 5092.42 5096.73 5100.31 3.97 Inlet Control Hw Depth (ft) -1r----- Inlet control � �-J 0 10 20 30 .40 .5Q 60 70 SO 9.0 10D 110 121} 130 140 16fl 160 174) 1 SO Circular culvert HGL Emban EGL Reach (ft) 20.63 16.63 12.63 8.63 4.03 G.v3 -3.37 -7.37 Culvert Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Pipe DP 7 Invert Elev Dn (ft) Pipe Length (It) Slope (%) Invert Elev Up (ft) Rise (in) Shape Span (in) No. Barrels n -Value Culvert Type Culvert Entrance Coeff. K,M,c,Y,k Embankment Top Elevation (ft) Top Width (ft) Crest Width (ft) Elev (ft) 5087.00 &086.0© 5005.00 5084.00 5063.00 5082_00 5001.00 508.0.00 5079.00 = 5080.37 45.00 2.00 5081.27 42.0 Circular 42.0 1 0.013 = Circular Concrete _ Square edge w/headwall (C) = 0.0098, 2, 0.0398, 0.67, 0.5 5086.50 15.00 50.00 Pipe OP7 Calculations Qmin (cfs) Qmax (cfs) Tailwater Elev (ft) Highlighted Qtotal (cfs) Qpipe (cfs) Qovertop (cfs) Veloc Dn (ftls) Veloc Up (ft/s) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime Monday, Mar 19 2018 _ 7.50 _ 72.50 _ (dc+D)/2 = 72.50 _ 72.50 = 0.00 = 8.08 = 9.22 = 5083.45 5083.94 5085.84 1.31 Inlet Control Hw Depth (It) Inlet control a_. 0 5 14) 15 20 25 30 35 40 5 0: 55 60 6.5 Circular culvert HGL Emban EGL Reach (ft) 5.73 4.73 3.73 2/3 1.73 D.73 _. 77 - 1.27 - 2,27 Culvert Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Pipe DP 8 Pond Outlet Invert Elev Dn (ft) Pipe Length (It) Slope (%) Invert Elev Up (ft) Rise (in) Shape Span (in) No. Barrels n -Value Culvert Type Culvert Entrance Coeff. K,M,c,Y,k Embankment Top Elevation (ft) Top Width (ft) Crest Width (ft) Elev (ft) 5085.00 55084.00 5083.00 5081000 5080.00 5079.00 5078 _{}0 5077.00 5075.00 = 5077.92 = 56.00 _ 2.00 5079.04 18.0 Circular = 18.0 1 0.012 = Circular Concrete _ Square edge w/headwall (C) = 0.0098, 2, 0.0398, 0.67, 0.5 5084.60 4.00 100.00 Pipe DP B Pond Outlet Calculations Qmin (cfs) Qmax (cfs) Tailwater Elev (ft) Highlighted Qtotal (cfs) Qpipe (cfs) Qovertop (cfs) Veloc Dn (ftls) Veloc Up (ft/s) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime Monday, Mar 19 2018 16.20 16.20 (dc+D)/2 16.20 16.20 0.00 9.23 9.33 5079.38 5080.47 5083.38 2.89 Inlet Control Hw Depth (ft) ei r.. J. fr•----• Inlet con.rol 0 5 10 15 20 25 1: 55 40 45 50 55 SD 65 70 75 i30 Circularculvert HGL Emban EGL Reach (ft) 5.95 4.95 3.9E 2.9E; 1.95 -Li. D4 -1 D4 - 2 . D4 -3,04 Culvert Report Hydraflow Express Extension for Autodesk® Auto CAD® Civil 3D® by Autodesk, Inc. Pipe DP 9 SE Corner of Site 10-yr Q Historic H7 + H2 Invert Elev Dn (ft) Pipe Length (It) Slope (%) Invert Elev Up (ft) Rise (in) Shape Span (in) No. Barrels n -Value Culvert Type Culvert Entrance Coeff. K,M,c,Y,k Embankment Top Elevation (ft) Top Width (ft) Crest Width (ft) Elev (ft) 5052.00 5061.00 506s➢.170 5059.00 5058.00 50 7..00 5056.00 5055.00 = 5056.60 45.00 2.00 5057.50 24.0 Circular _ 24.0 = 4 = 0.024 = Circular Corrugate Metal Pipe = Projecting = 0.084, 1.5, 0.0558, 0.54, 0.9 5061.00 24.00 100.00 Calculations Qmin (cfs) Qmax (cfs) Tailwater Elev (ft) Highlighted Qtotal (cfs) Qpipe (cfs) Qovertop (cfs) Veloc Dn (ftls) Veloc Up (ft/s) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime Pipe DP 9 SE Corner cif Site 10-yr Q Historic Hi + H2 Monday, Mar 19 2018 = 64.00 64.00 (dc+D)/2 = 64.00 = 64.00 = 0.00 = 5.56 = 6.55 = 5058.32 5058.95 5060.06 1.28 Inlet Control H'ti'r Depth (ft) --''•_ter -.. .li 1.� ..Ff r. re . 'ere r7 Fit r r, rdmi 5 10 15 Circular Culvert HGL 3D 35 Embank 40 45 50 EGL 55 55 4.50 3.50 2.50 1.50 0.50 -0.50 -1.50" Reach (ft) Version 4.05 Released March 2017 AREA INLET IN A SWALE Badger DP 3 Inlet 1 TNIAX T d 4 d MAX I Al B This worksheet uses the NRCS vegetal retardance method to determine Manning's n. For more information see Section 7.2.3 of the USDCM. Analysis of Trapezoidal Grass -Lined Channel Using SCS Method NRCS Vegetal Retardance (A, B, C, D, or E) Manning's n (Leave cell D16 blank to manually enter an n value) Channel Invert Slope Bottom Width Left Side Slope Right Side Slope Check one of the following soil types: Soil Type: Max. Velocity VMA() Non -Cohesive 5.0 fps Cohesive 7.0 fps Paved NIA Max Froude No. (F,„,Ax) 0.60 0.80 N/A Max. Allowable Top Width of Channel for Minor & Major Storm Max. Allowable Water Depth in Channel for Minor & Major Storm A, B, C, D or E n= So= B= Z1 = Z2 = TIAAx dwnAx = A see details below 0.0130 0.00 4.00 4.00 Choose Uric: ft/ft ft ft/ft ft/ft h on-Ceh sip Cohesive Paved Minor Storm Major Storm 8.00 16.00 1.00 2.00 feet feet Allowable Channel Capacity Based On Channel Geometry MINOR STORM Allowable Capacity is based on Depth Criterion MAJOR STORM Allowable Capacity is based on Depth Criterion Water Depth in Channel Based On Design Peak Flow Design Peak Flow Water Depth Qallow = dallow Minor Storm Major Storm 1.4 7.2 1.00 2.00 0.6 I 1.4 0.69 1.01 Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' cfs ft cfs feet UD-Inlet_v4.05 (DP3).xlsm., Inlet 1 3/20/2018, 4:32 PM Version 4.05 Released March 2017 AREA INLET IN A SWALE Badger DP 3 Inlet 1 Inlet Design Information (Input) Type of Inlet CDOT Type C Angle of Inclined Grate (must be a 30 degrees) Width of Grate Length of Grate Open Area Ratio Height of Inclined Grate Clogging Factor Grate Discharge Coefficient Orifice Coefficient Weir Coefficient Water Depth at Inlet (for depressed inlets, 1 foot is added for depression) r l Inlet Type = d= Total Inlet Interception Capacity (assumes clogged condition) 0$ = Bypassed Flow, Qb = Capture Percentage = Oa/Q° = C% CDOT Type C 6= L= ARATlo Hs= Cr_ CU MINOR 30.00 3.00 3.00 0.70 1.50 0.50 0.86 0.58 1.85 MAJOR 0.69 1.01 4.8 8.5 0.0 0.0 100 100 degrees feet feet feet cfs cfs 94 UD-Inlet_v4.05 (DP3).xlsm., Inlet 1 3/20/2018, 4:32 PM Version 4.05 Released March 2017 AREA INLET IN A SWALE Badger DP 6 Inlet 2 TmA _ T d F B d MAX This worksheet uses the NRCS vegetal retardance method to determine Manning's n. For more information see Section 7.2.3 of the USDCM. Analysis of Trapezoidal Grass -Lined Channel Using SCS Method NRCS Vegetal Retardance (A, B, C, D, or E) Manning's n (Leave cell D16 blank to manually enter an n value) Channel Invert Slope Bottom Width Left Side Slope Right Side Slope Check one of the following soil types: Soil Type: Max. Velocity' VMAy() Max Froude No. (FnMAx) Non -Cohesive 5.0 fps 0.60 Cohesive 7.0 fps 0.80 Paved N/A N/A Max. Allowable Top Width of Channel for Minor & Major Storm Max. Allowable Water Depth in Channel for Minor & Major Storm A, B, C, D or E n= So= Br Z1 = Z2 = TMAx dMAx = A see details below 0.0050 0.00 4.00 4.00 Choose at: 4 I%bfl-Cctw sive Er cohesive .r Paved Minor Storm ft/ft ft ft/ft ft/ft Major Storm 25.00 40.00 4.00 5.00 feet feet Maximum Channel Capacity Based On Allowable Top Width Max. Allowable Top Width Water Depth Flow Area Wetted Perimeter Hydraulic Radius Manning's n based on N RCS Vegetal Retardance Flow Velocity Velocity -Depth Product Hydraulic Depth Froude Number Max. Flow Based On Allowable Top Width Maximum Channel Capacity Based On Allowable Water Depth Max. Allowable Water Depth Top Width Flow Area Wetted Perimeter Hydraulic Radius Manning's n based on NRCS Vegetal Retardance Flow Velocity Velocity -Depth Product Hydraulic Depth Froude Number Max. Flow Based On Allowable Water Depth Allowable Channel Capacity Based On Channel Geometry MINOR STORM Allowable Capacity is based on Top Width Criterion MAJOR STORM Allowable Capacity is based on Depth Criterion Water Depth in Channel Based On Design Peak Flow Design Peak Flow Water Depth Top Width Flow Area Wetted Perimeter Hydraulic Radius Manning's n based on N RCS Vegetal Retardance Flow Velocity Velocity -Depth Product Hydraulic Depth Froude Number Tim( = d= A P= R= n= V= VR = D= Fr= QT= dMAx = T- A= R= n= V= VR= D= Fr= Cid= Qallow = dallow = Q= 0 d= T= A= P= R= n= V= VR = D= Fr Minor Storm Major Storm 25.00 40.00 3.13 5.00 39.06 100.00 25.77 41.23 1.52 2.43 0.356 0.094 0.39 _ 2.03 _ 0.59 4.92 1.56 2.50 0.06 0.23 15.3 202.7 Minor Storm Major Storm 4.00 •32.00 5.00 _ 40.00 64.00 100.00 32.98 41.23 1.94 2.43 0.237 0.094 0.69 2.03 1.34 4.92 2.00 2.50 0.09 0.23 44.2 202.7 S. Minor Storm Major Storm 15.3 202/ 3.13 5.00 12.4 29.0 2S1 3.71 23.31 29.65 33.96 54.93 _ 24.03 30.56 1.41 1.80 0.363 0.295 0.37 0.53 0.52 0.95 _ 1.46_ 1.85 0.05 0.07 Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' ft ft sq ft ft ft fps ft"2/s ft feet. feet square feet feet feet fps ft"2/s feet cfs cfs ft cfs feet feet square feet feet feet fps ft"2/s feet • UD-Inlet_v4.05 (DP3).xlsm., Inlet 2 3/20/2018, 4:33 PM Version 4.05 Released March 2017 AREA INLET IN A SWALE Badger DP 6 Inlet 2 Inlet Design Information (Input) Type of Inlet CDOT Type C Angle of Inclined Grate (must be a 30 degrees) Width of Grate Length of Grate Open Area Ratio Height of Inclined Grate Clogging Factor Grate Discharge Coefficient Orifice Coefficient Weir Coefficient W Water Depth at Inlet (for depressed inlets, 1 foot is added for depression) Grate Capacity as a Weir Submerged Side Weir Length Inclined Side Weir Flow Base Weir Flow Interception without Clogging Interception with Clogging Grate Capacity as an Orifice Interception without Clogging Interception with Clogging Total Inlet Interception Capacity (assumes clogged condition) r l Inlet Type = d (QS. - QUd Q Bypassed Flow, Qb = Capture Percentage = QJQQ = C°l° CDOT Type C 6= W= L= ARATIO Hs _ Cr_ CrU CU MINOR 30,00 3.00 3.00 0.70 1.50 0.50 0.86 0.58 1.85 MAJOR 2.91 3.71 3.00 3.00 27.1 43.0 68.9 98.9 123.2 185.0 61.6 92.5 61.5 69.3 30.7 34.7 30.7 34.7 0.0 0.0 100 100 degrees feet feet feet feet oft cfs cfs cfs cfs cfs cfs cfs UD-Inlet_v4.05 (DP3).xlsm., Inlet 2 3/20/2018, 4:33 PM Channel eport Hydraflaw Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Channel to DPI Triangular S ide Slopes (z:1) Total Depth (ft) Invert Elev (ft) S lope (%) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 5111.00 5110.00 5109.00 5108.00 5107.00 5106.00 5105.00 3.00, 3.00 4.00 5106.88 0.50 0.027 Known _ 5.99 Section Thursday, Mar 22 2018 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (fits) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EG L (ft) Fr = V/sgrt(gD) D = WP/TW Fr = 1, critical flow Fr > 1, supercritical flow (fast rapid flow) Fr < 1, subcritical flow (slow/tranquil flow) 0.94 5.990 2.65 2.26 5.95 0.76 5.64 1.02 0.39 WP TW 0 10 15 20 25 30 35 Depth (ft) 4.12 3.12 2.12 1.1.2 0.12 - 0.88 - 1.88 Reach (ft) Channel eport Hydraflaw Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Mar 22 2018 Channel to DP 2 Triangular S ide Slopes (z:1) Total Depth (ft) Invert Elev (ft) S lope (%) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 5106.00 5105.00 5104.00 5103.00 5102.00 5101.00 3.00, 3.00 3.00 5102.06 1.52 0.027 Known _ 8.81 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (fits) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EG L (ft) Fr 0.89 8.810 2.38 3.71 5.63 0.89 5.34 1.10 = 0,28 0 2 4 6 8 10 12 14 16 18 20 22 Depth (ft) 3.94 2.94 1.94 0.94 - 0.06 - 1.06 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Channel to DP 3 Triangular Side Slopes (z:1) Total Depth (ft) Invert Elev (ft) Slope (%) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 5101.00 5100.50 5100.00 5099.50 5099.00 5098.50 = 4.00, 4.00 1.00 5099.42 1.30 = 0.027 Known Q = 1.40 Section Highlighted Depth (ft) Q (cis) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Fr Thursday, Mar 22 2018 0.41 1.400 0.67 2.08 3.38 0.38 3.28 0A8 0.36 0 1 2 4 6 7 B 9 10 Depth (ft) 1.58 1.08 0.58 0.08 -0.42 -0.92 Reach (ft) Channel eport Hydraflaw Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Channel to DP 4 Triangular S ide Slopes (z:1) Total Depth (ft) Invert Elev (ft) S lope (%) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 5104.00 5103.00 5102.00 5101.00 5100.00 5099.00 5098.00 3.00, 3.00 4.00 5099.84 0.72 0.027 Known Q = 14.05 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (fits) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EG L (ft) Fr Thursday, Mar 22 2018 121 14.05 4.39 3.20 7.65 1.07 7.26 1.37 0.55 0 10 15 20 25 30 35 Depth (ft) 4.16 3.16 216 1.1.6 0.16 - 0.84 - 1.84 Reach (ft) Channel eport Hydraflaw Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Channel to DP 5 Triangular S ide Slopes (z:1) Total Depth (ft) Invert Elev (ft) S lope (%) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 5104.00 5103.00 5102.00 5101.00 5100.00 5099.00 5098.00 5097.00 5096.00 3.00, 3.00 6.00 5097.97 0.50 0.027 Known _ 39.90 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (fits) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EG L (ft) Fr Thursday, Mar 22 2018 1.92 _ 39.00. 11.00 _ 3.01 = 12.14 1.02 _ 11.52 2.12 = 0.62 0 5 10 15 20 25 30 35 40 45 50 Depth (ft) 6.03 5.03 4.03 3.03 2.03 1.03 0.03 - 0.97 - 1.97 Reach (fit) Channel eport Hydraflaw Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Channel outlet from DP 5 Triangular S ide Slopes (z:1) Total Depth (ft) Invert Elev (ft) S lope (%) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 5102.00 5101.00 5100.00 5099.00 5098.00 5097.00 5096.00 3.00, 3.00 4.00 5097.97 1.62 0.027 Known _ 39.90 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (fits) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EG L (ft) Fr Thursday, Mar 22 2018 1.54 39.90 7.11 5.61 9.74 1.62 9.24 2.03 0.96 0 0 15 20 25 30 35 Depth (ft) 4.03 3.03 2.03 1.03 0.03 - 0.97 - 1.97 Reach (ft) Channel eport Hydraflaw Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Mar 22 2018 Channel to DP 6 Triangular S ide Slopes (z:1) Total Depth (ft) Invert Elev (ft) S lope (%) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 5093.00 5092.50 5092.00 5091.50 5091.00 5090.50 5090.00 3.00, 3.00 2.30 5090.69 1.00 0.027 Known _ 29.00 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (fits) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EG L (ft) Fr 1.49 29.00 6.66 4.35 9.42 A3 8.94 1.78 0.75 0 2 4 6 8 10 12 14 16 18 Depth (ft) 2.31 1.81 1.31 0.81 0.31 - 0.19 - 0.69 Reach (ft) Channel eport Hydraflaw Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Channel outlet from DP 6 Triangular S ide Slopes (z:1) Total Depth (ft) Invert Elev (ft) S lope (%) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 5093.00 5092.50 5092.00 5091.50 5091.00 5090.50 5090.00 3.00, 3.00 2.30 5090.69 1.83 0.027 Known _ 29.00 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (fits) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EG L (ft) Fr Thursday, Mar 22 2018 1.33 29.00 5.31 5.46 8A1 1.43 7.98 1.79 0.94 0 2 4 6 8 10 12 14 16 18 Depth (ft) 2.31 1.81 1.31 0.81 0.31 - 0.19 - 0.69 Reach (ft) Channel eport Hydraflaw Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Channel to DP 7 Triangular S ide Slopes (z:1) Total Depth (ft) Invert Elev (ft) S lope (%) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 5086.00 5085.00 5084.00 5083.00 5082.00 5081.00 5080.00 3.00, 3.00 4.00 5081.27 0.0 0.027 Known _ 72.50 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (fits) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EG L (ft) Fr Thursday, Mar 22 2018 _ 2.30 72.50 - 17.14 = 4.23 = 15,12 _ 2.00 a 14-.34 2.07 - 0.73 0 10 15 20 25 30 35 Depth (ft) 4.73 3.73 2.73 1.78 0.78 - 0.27 - 1.27 Reach (ft) G. 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UDFCD Depth Duration Frequency Charts RAINFALL DRAINAGE CRITERIA MANUAL (V. 1) 1.2 11 1.0 1.3 R 71 W 1.41.45 R 70 W R 1.45 6 9 W 1.4 R 68 W R 67 1.35 W R 66 W 1.35 1.4 R 65 W R 64 W R 63 W L0NGM0NT I \ i- z NI I N IV'lOT • z PROJECT SITE : ,' 1.34 IN/HR 1 n raem BOULDER h k ' /fii �J WED Z r i- v) BO ' DER mm\\:.BOULDER i \ BRIGHT • ADA I !1S v) N I— iti CA `V I— JE EFSON DENVER O Tj w \ [r7 n I try raj F- ks, i.+.•/ 1.37 '' 1.39 ADAMS I I \mosl 4 D`�VER 1 ARAPAHOE va �- ERG Lo I- • EEN klf i AAPAH O E ARAPAHOE 1.4 to 1La.1,1 L rv7 i— ONIFER ♦ ' C) D • PAR GLAS • ER • DOUGLAS a— Er m w ELB ERT U in v) r-- 1 .0 1.1 _ le SEDALIA tn r- I- FRANKT W(• C 1 .3 9 1 .2 1.3 R 71 W R 70 W 1.4 P 6 9 W R 68 W R 67 W R 66 "1 W /1- R 65 W R 64 W R 63 W Figure RA -2 Rainfall Depth -Duration -Frequency: 5 -Year, 1 -Hour Rainfall RA -14 0112004 Urban Drainage and Flood Control District DRAINAGE CRITERIA MANUAL (V. 1) RAINFALL R 71 1 W 5 1.6 1.7 R 70 1.75 W 175 R 69 W 1 R 68 7 1.65 1IV 1.6 R 67 W 1.6 R 66 W R 65 W 1.65 R 64 W R 63 W = I LONGMONT 2 I -- H ,,OT7 PROJECT SITE l 1.61 IN/HR r r H 1 J: F- w + r-- r fr f. /• - r' 5 5 H CO CO 1WEL o co r I 1 M BO i DER ADAMS IN,...7N.,,kis BRIGHTO ADA S u) r i— w + op CN EF ERSON i } 0 I --r DENVER co \ " U I \a. v) ADAMS u) -a- i— \ \ 1 • £ D`�VER ARAPAHOE -a- i- 4 � EVEREEN Li-) I—. ■ 1 5 5 t i ' + PAHOE ARAPAHO E 1.65 cn it 1— \ago LL L.L U CONIFER c • Ls_ 4 GLAS ER DOUGLAS ELBERT ELBERT cn I- {" I N 13 1 .6 u) • SEDALIA `1 �N N i- 1.4 1.5 R 71 W R 70 W 1.65 R 69 W 1.7 R 68 W R 67 IN R 66 W 1.65 1.7 R 65 bV R 64 W R 63 W Figure RA -3 Rainfall Depth -Duration -Frequency: 10 -Year, 1 -Hour Rainfall Rev. 01/2004 Urban. Drainage and Flood Control District RA -15 RAINFALL DRAINAGE CRITERIA MANUAL (V. 1) R 2.4 71 W 2.5 I 2.65 R 70 W 2.7 R 69 W R 68 W 2.7 R 2.61 67 W R 66 W 2.65 R 65 W 2.7 R 64 W R 63 tip+ z 1-9 I- 2.6 L❑NOMONT • In r- NIWOT • PROJECT SITE l f` 2.68 IN/HR f� i I BOULDE J r f - /lt f /VELDI I l a cr, .0 DER BOULDER Cl � BRIG HTO r'DAMS cn r N i- tJ F ER ON C < -n (ENVER o w --J \ ir ...../ ye_ NO / ADAM S 2.15 I- 2.1 ❑ VER ARAPAHOE ¢ 2.7 • EVE EEN I in A APAHOE �' ARAPAHOE Lo a:2.65 cf \ L La 2,05 ONIFER to tO N D PA GLAS ER• DOUGLAS ELBERT ELBERT teO , I— u' V r. 2.05 \ ais.....L• SEDALIA " .,,,,.R' � i F ANKT WN 2°1 R 71 W 2.15 R 70 W 2.2 2.5 R. 69 W 2.5 2 4 R 68 W R 67 W 2. R 66 5 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 DRAINAGE REPORT REVIEW CHECKLIST Project Name: USRI8-0061 Buffalo Compressor Station The purpose of this checklist is to provide the applicant's Engineer a basic list of items that County Staff will review in regards to a drainage report. The drainage design shall meet the requirements of the Weld County Code and commonly accepted engineering practices and methodologies. A detention pond design (or other stormwater mitigation design) is appropriate for projects which have a potential to adversely affect downstream neighbors and public rights -of -way from changes in stormwater runoff as a result of the development project. The design engineer's role is to ensure adjacent property owners are not adversely affected by stormwater runoff created by development of the applicant's property. REPORT (X = complete, ❑ = required) Stamped by PE, scanned electronic PDF acceptable Certification of Compliance Variance request, if applicable Description/Scope of Work Number of acres for the site N N LI X N O Methodologies used for drainage report & analysis Design Parameters Design storm O Release rate ❑URBANIZING or NON -URBANIZING Overall post construction site imperviousness Soils types Discuss how the offsite drainage is being routed Conclusion statement must also include the following: N N N Indicate that the historical flow patterns and run-off amounts will be maintained in such a manner that it will reasonably preserve the natural character of the area and prevent property damage of the type generally attributed to run-off rate and velocity increases, diversions, concentration and/or unplanned ponding ng of storm run-off for the 100 -year storm. How the project impacts are mitigated. N Construction Drawings ❑Drawings stamped by PE, (scanned electronic PDF preferred) Drainage facilities ❑Outlet details Ll Spillway Maintenance Plan Frequency of onsite inspections Repairs, if needed Cleaning of sediment and debris from drainage facilities Vegetation maintenance ❑ Include manufacturer maintenance specifications, if applicable Comments: N N x N N N 1. The County classifies an area as "Urbanizing" if it falls within 1/4 mile of a municipal boundary. The site appears to be just outside the 1�� mile buffer for the Dacono City boundary, so the "Non -Urbanizing" criteria in the Weld County Code may be used. A 5 -year historic release rate from the pond is fine, but the 10 -year release rate is acceptable also. 2. The County requires detention ponds be sized using the historic 5 or 10 -year runoff value as the pond release rate during the 100 -year, 1 -hour storm event. 4/11/2018 Weld County Department of Public WorksI Development Review 1111 H Street, Greeley, CO 80631 I Ph: 970-400-3750 I Fax: 970-304-6497 www.weldgov.comidepartments/public_worksidevelopment_review/ DRAINAGE REPORT REVIEW CHECKLIST a. A full spectrum pond design does not follow this standard (100 -year historic release during the 199 -year storm), so the method is not accepted by the County. The County does not include the EURV in the pond design either. b. The County requires the WQCV be contained and released within a 40 -hour time period. c. The WQCV may be included within the overall detention volume. d. The Urban Drainage Full Spectrum spreadsheets can be used in the design, but the final volume for the pond should be taken from the "Maximum Vo ume Stored" under the Routed Hydrograph Results section. The "Peak Outflow Q (cfs}" should match the historic release rate allowed. e. Other pond sizing methods are acceptable, such as the Modified FAA method. Please remove the gate valve on the outlet structure. The water quality function it serves is understandable, but if the valve is closed and there is no release from the pond, then essentially it is a retention pond. Since the pond isn't sized as a retention pond, overtopping of the emergency overflow weir would occur in the 100 -year event. It is difficult to state that someone would be able to get out to the site in a larger storm event to open the valve 4. Please show an orifice or restrictor plate for the detention pond discharge control. 5. The emergency overflow weir for the pond should be sized to pass the 100 -year developed site plus any off -site flows at a depth no greater than 0.5'. 6. For the culverts referenced in the drainage report: a. Please label the culverts on the drainage map and provide invert elevations, pipe type and sizes. b. In the drainage report calculations, please indicate where the flows shown are coming from. It appears that the culvert shown is for the off -site western drainage, but the flows for the culvert are 2.0 cfs and the western basin runoff is 4.38 cfs. 7 The drainage report text indicates that the western off -site runoff will be routed around the proposed site improvements to the south. Please show the drainage swale/berm and culverts} that divert flows around the site. Off -site flows can be passed through the site undetained if needed. Any off -site flows passed through the site should be included in the emergency overflow spillway calculations. 8. Please provide additional calculations for swales. Swales should be sized to convey the 100 -year developed flows to the pond plus freeboard. The requirement is 1 -foot of freeboard for flows over 50 cfs. For flows under 50 cfs, 1.33 x the design flow may be used. 9. Please provide outlines of the historic and proposed basin delineations listed in the drainage report text on a drainage map for easier reference. 10. Once the revised design and drainage report have been submitted, the County may provide additional comments in addition to the ones listed above. Depending on the complexity of the changes made, a full 28 -day review period may be required. 11. Please provide a written response on how the above comments have been addressed when resubmitting the drainage report. Thank -you. 4/11/2018 Weld County Department of Public Works Development Review 1111 H Street, Greeley, CO 80631 P h : 970-400-3750 Fax: 970-304-6497 wwwwwv.weldgov.com/departments/public_works/development_ review/ MIDSTREAM EXTRACTION 370 17th Street, Suite 5300 Denver, Co 80202 N eighbor Name N eighbor Address N eighbor City, State, Zip Dear Neighbor Name, Oil & Gas Extraction Oil & Gas would like to invite you to join us for a neighbor meeting to discuss the property South of County Road 6 and West of County Road 15. We will be getting together at Larry and Hazel Frank's home on February 13 at 7:00 pm. We will have a brief presentation on ideas for site plans including mitigation and visual renderings of the plan. We look forward to sitting down with you; light refreshments and treats will be served. What: Neighbor Meeting with Extraction Oil & Gas Date: February 13, 2018 Time: 7:00 pm Location: Hazel and Larry Frank Home 1596 County Road 15 Brighton, CO 80603 RSVP: Chelsie Micro at cmiera@eissolutions.com or 720.420.4290 We look forward to meeting you. Sincerely, Extraction Oil & Gas Team Matt Eyser, Project Manager Brian Cain, Director of Public Affairs Chelsie Miera, Project Consultant lvi MIDSTREAM CODY CENTRAL GATHERING FACILITY - VIEW LOCATIONS WELD COUNTY, COLORADO -2J13/2018 sr c NN sifir—taiiroz . AS icilirrin • 1k 'a -2p.t%t..• 1 I.6 s,lc g' cite _...per H •' I r' _Y ••••__-_ 1 ,I 1%,,, 4 til '1 •r • • `. S i 4 V ~5 i Ra AREAS OF VISUAL MITIGATION, BERMS AND LANDSCAPE MID_ ST_ CODY CENTRAL GATHERING FACILITY - FACILITY LAYOUT/ VISUAL MITIGATION AREAS T .. _ READ WELD COUNTY, COLORADO -D131.2418 lvi MIDSTREAM CODY CENTRAL GATHERING FACILITY - VIEW LOCATIONS WELD COUNTY, COLORADO -2J13/2018 lir AP orrw lvi IDTREA v CODY CENTRAL GATHERING FACILITY - PROPOSED FACILITY LAYOUT WITH VISUAL MITIGATION (BERMS/LANDSCAPE) WELD COUNTY, COLORADO -2/13/2018 lvi MIDSTREAM CODY CENTRAL GATHERING FACILITY - VIEW LOCATIONS WELD COUNTY, COLORADO -2J13/2018 MID TREA M' CODY CENTRAL GATHERING FACILITY - PROPOSED FACILITY LAYOUT WITH VISUAL MITIGATION (BERMS/LANDSCAPE) WELD COUNTY, COLORADO -2/13/2018 lvi MIDSTREAM CODY CENTRAL GATHERING FACILITY - VIEW LOCATIONS WELD COUNTY, COLORADO -2J13/2018 MID TREA M' CODY CENTRAL GATHERING FACILITY - PROPOSED FACILITY LAYOUT WITH VISUAL MITIGATION (BERMS/LANDSCAPE) WELD COUNTY, COLORADO -2/13/2018 lvi MIDSTREAM CODY CENTRAL GATHERING FACILITY - VIEW LOCATIONS WELD COUNTY, COLORADO -2J13/2018 lvi II TREAM' CODY CENTRAL GATHERING FACILITY - PROPOSED FACILITY LAYOUT WITH VISUAL MITIGATION (BERMS/LANDSCAPE) WELD COUNTY, COLORADO -2/13/2018 lvi MIDSTREAM CODY CENTRAL GATHERING FACILITY - VIEW LOCATIONS WELD COUNTY, COLORADO -2J13/2018 lvi ID T EAM CODY CENTRAL GATHERING FACILITY - PROPOSED FACILITY LAYOUT WITH VISUAL MITIGATION (BERMSILANDSCAPE) WELD COUNTY, COLORADO -2J13/2018 lvi MIDSTREAM CODY CENTRAL GATHERING FACILITY - VIEW LOCATIONS WELD COUNTY, COLORADO -2J13/2018 CODY CENTRAL GATHERING FACILITY - PROPOSED FACILITY LAYOUT WITH VISUAL MITIGATION (BERMS/LANDSCAPE) WELD COUNTY, COLORADO -2/13/2018 lvi MIDSTREAM CODY CENTRAL GATHERING FACILITY - VIEW LOCATIONS WELD COUNTY, COLORADO -2J13/2018 MIDSTREAJvf CODY CENTRAL GATHERING FACILITY - PROPOSED FACILITY LAYOUT WITH VISUAL MITIGATION (BERMSILANDSCAPE) WELD COUNTY, COLORADO -2J13/2018 lvi MIDSTREAM CODY CENTRAL GATHERING FACILITY - VIEW LOCATIONS WELD COUNTY, COLORADO -2J13/2018 IDSTREA.IvfMCODY CENTRAL GATHERING FACILITY - PROPOSED FACILITY LAYOUT WITH VISUAL MITIGATION (BERMS/LANDSCAPE) WELD COUNTY, COLORADO -2/13/2018 lvi MIDSTREAM CODY CENTRAL GATHERING FACILITY - VIEW LOCATIONS WELD COUNTY, COLORADO -2J13/2018 lvi II TREAM' CODY CENTRAL GATHERING FACILITY - PROPOSED FACILITY LAYOUT WITH VISUAL MITIGATION (BERMS/LANDSCAPE) WELD COUNTY, COLORADO -2/13/2018 lvi II TREAM' CODY CENTRAL GATHERING FACILITY - EXISTING REGIONAL ARCHITECTURAL CHARACTER WELD COUNTY, COLORADO -2/13/2018 lvi MIDSTREAM CODY CENTRAL GATHERING FACILITY - PROPOSED ARCHITECTURAL CHARACTER WELD COUNTY, COLORADO -2J13/2018 Average Nthse Level, Leg dBA 30.0 35,0 a 40.0 45.0 50.0 55.0 60.0 65.0 70.0 75,0 30,0 85.,0 90.0 0 200 400 600 am ammo re lvi MIDSTREAM CODY CENTRAL GATHERING FACILITY - UNMITIGATED DBA ANALYSIS WELD COUNTY, COLORADO -2J13/2018 • ... •4 1 st ,_.__fie �•t:>t �. 'aril" "1"?'+ri art On Allt2ii Ir I. ics411. 1,11r. •1 arte,.-. s4a I.•a ') rya , . • 4.. rl S t • • � - r • ..� r a. J f • . . •q •.tea . ♦ • 4 4 • • . • • r • . • Average N Noise Level, Leg cBA • a a� a 30.0 35,0 40.0 45.0 50.0 55.0 60,0 65.0 70.:0 75 .0 80.0 85.0 9010 0 200 400 600 800 M it lvi MIDSTREAM CODY CENTRAL GATHERING FACILITY - MITIGATED (EARTHEN BERMS) DBAANALYSIS WELD COUNTY, COLORADO -2J13/2018 L-01267 XTR fil idsCrearn - Cady -AG I XTR' Midstream Mounting heicjht: 25' Date 21212018 Pacae 5 of 5 lalight Dialight Corporation Farrn in gdaa 1e, NJ (732) 919 -?,119 L-01259 - XTR Midstream - Buffalo -46i XTR Midstream mounting height: 25' Datei211f 2018 Page 5of5 DaIight 't nt Dialight Corporation Farnhn.dale. NJ (7 32) 919-3119 IDSTREAJvf CODY CENTRAL GATHERING FACILITY - PRELIMINARY LIGHTING ANALYSIS WELD COUNTY, COLORADO -2J13/2018 lvi MIDSTREAM CODY CENTRAL GATHERING FACILITY - VIEW LOCATIONS WELD COUNTY, COLORADO -2J13/2018 ELEVATION MIDSTREAM WELD COUNTY USR APPLICATION ATTACHMENT K: COMMUNITY MEETING MINUTES 2/13/2018 Attendees from XOG/XTO: Kevin Williams Matt Eyser Chelsie Miera Location: Hazel and Larry Frank residence • Hazel Frank request: o Berming i ng closer to compressor on East side. • Pipeline Question O Are you going to dig all over? O Will this blow up? • Water Quality Question o Possibilities of discharge into Big Dry or Platte? We would like that O Can be reused for fracking too? • Estimate Phase 1 capacity and need in facility 0 180 m self/day gas O 40,000 b/day 0 25,000 b/day • Fencing questions O One resident wanted XOG to be aware he has cattle to the West and South. Fencing isn't great there so happy to hear we are replacing and adding new. o Access road on West O Chain link/security screened • Standing Water Comment o Please work to be sure there isn't a lot on the property. • How many employees on site permanently? • Designated truck route? o Yes, trucks will be only on CR 13 and CR6 • 24/7 operations during construction? O Not during construction, daytime hours. • What if someone shot & punctured the oil tanks? • What is the pressure? O 10olbs in 1200lbs out • Picture 9, Where is substation? o Request to show substation in next iteration of renderings. • C scale noise- do we know what levels? O Will need to continually monitor and will work with neighbors to be sure it's mitigated. • Sound O How do we monitor? 122 ELEVATION MIDSTREAM WELD COUNTY USR APPLICATION ATTACHMENT K: COMMUNITY MEETING MINUTES 2/13/2018 o Suggestions for posts in locations to monitor • Why is the image showing brighter lights in corner? • Please be aware of raptor nests in Cottonwoods • Prairie Dogs o Don't drive to our neighborhood. Would prefer extermination. • When will construction start? o Hopefully later 2018 in fall/winter. • There was a surveyor on property yesterday. We are unsure of who they were there for. • South of property floods- "ponds" • How'd it get name? o Employee lost son... • Property values? • Community meeting suggestion o Community Church- Northern Hills • Setbacks from equipment to houses? oil Ma $1 •00'6' N AF;" or Mr* s y in son, d• 6® I. -.r I i Ir ti AT - tarnstAm I t MAST IThitiktirlet n1.125d iRI ms E 31611.1 9% aka ai altitO C�771O �' INI-44 If WWI. 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IL OO..s. hWi IS 011 _ a mar Ina-i _Ala moo "-11117— t MLA SID It a 61�_ , 1O Mu i M1fl1+i mat 41p m 441st t* rare ail la DM! u rn =DUI MILD aau 42311 W 1x06 Mt. ftfikl Sit t1 Yiaa#r I_ n-f•l,4ii _ ?AD mint II tbail 11112 l MOM DUDS aiatgiuu tlillialletT eceomc. 1 f I tie S *Mit h1 MINIM FLAWS E1Uti6MWA,T LA pliant*, pUCi. t LtJ STtlwlttaf. i�iEA, curd dAriv.E 41--41101 Sz'r - 4C' SEE r xi.'9t6 Ctr, Fl. f i N S N A a FOR CONSTRUCTION w eatkWbelow. Call before you Sly, 1 ttau 116 DREW I sm FM MIN Rican to a - tufallur au�'w>rr9e. 4 rwr1+ 31111,1 le D. Mid qtrtiot If AMINO MIM O MI Ovim' s l Mgt P nt!e ,•S 6! Mai Call rw RI VANTIMAYEITTIME1 9 i‘orrirnirxor6imat. Lulu Xi, ETUNATIAL 401. P (11WTJ13 Ont. F pia) 411-fl6 ar r, Vailfa,DIMIC la t L>r Law DIVEMP6{f'wT6 N PIIATI ECTInoEfI€SCIt Btut ALQ COMPRESSOR STrrATIOIW OVERALL ()RAHMMAGE PERMITTING PLAN WILE I`- SO' =INC C a* Ba -WL@-086-- e our B Al:\to — Well Head staking 1pff1N$7W30-01\Greretngs\ ff1N67W.3O-Q1 CQF COVER AND DETWLS.dwg, 4/5/2918 1':59:23 AM. Jay DIAS GRADING, EROSION AND SEDIMENT CONTROL PLANS BADGE. CENTRAL GATHERING FACILITY GENERAL NOTE 1. WELD COUNTY. THROUGH ACCEPTANCE OF THS DOGK1t1EtFT. ASSUMES NO RESPONSE/IUTY, OTHER THAN STATED ABM FOR THE CL"MPLETENESS AND/CR ACCURACY OF THESE DOCUMENTS, THE O4ER AND ENGINEER UNDERSTAND THAT 1FE RESPOtISIBLIT( FOR ltf ENGINEEIBNG ADEQUACY OF THE FAGLJIIES DEPICTED IN TF1S DQZ.AIENT UES SOLELY 'MTH THE REGISTERED PROFESIIONPL ENGINEER MOM STAMP MD SGNATURE IS AFFDED TO THIS DOCUMENT. 2. ALL FUELIO ROADWAY COt4S1PoJC11ON SHALL 05CNFORM TO VELD COUNTY DESIGN AND CONSTRUCTION STANDARDS 3. ALL MAiERIAL5 AND YICfiKMAN5:1P 91A._ BE 5UEc.ECT To NSPELTEON BY mug Q@JNTY. THE QCIJNTY ResEmits THE RIGHT TO ALCUJI CR REECT ANY 54J0 -I MATERIALS PM'i WCRQOAANSHIP THAT DOES NOT OONFORM TD ITS STANDARDS AND FEDFICATIONS. 4- THE CONTRACTOR SHALL NOTIFY THE COUNTY, A MINIFLUH OF 49 HUM AND A MAXINLFA OF 96 HOURS PRICK TO STARTING OC(L1STRIKIl@N, LOCATION Cf EIUSTING UTILITIES MALL BE VEHFIED BY lit CONTRACTOR PRIOR TO ACTUAL GCtISTRUG11Gt4. FOR NFORMATION CONTACT 811. 5 THE CCNTRA.CTDR SHALL HAVE ONE (1) SGNED COPY Cf THE PLANS (AOIPTED .31E Wan COUNTY) AT THE n3 AT .ALL TIME. 6. THE GCN1REACTOR SHALL BE RESPONSIBLE FOR OBTAINING AND PAYING FCR ALL REQUIRED PEWITS. THE GENERAL CONTRACTOR SHALL HAVE A FULL TIME OUAUF1ED SJPER4ISOR ON THE SiTE AT ALL TINES *ILE 'WORK IS BONG PERFORMED. 7. A PLAN FCR TRAFFIC CONTROL DURING C{ OCt4SlF1JC11CtJ SHALL BE SUBMITTED TO WELD CCIJNn' FOR A)CEPTANcE 411TH 111E PERMIT APPLICATION. AN EXCMTATIDN OR PUBLK; INPRDV9AEHT5 CONSTRUCTION RERAN \HLL 14OT BE ISEIIED 1MTHOUi AN APPROVED TRAFFIC OCtI1RCL PLAN FOR TRPFFiL, CONTROL DIANC CONSTRUCTION. B. THE GENERAL CSJTRACTCR IS TO GUARANTEE ALL 'MIRK INCLUDING W3RK DCYIE BY SUBCONTRACTCRS FOR A PERIOD CF ONE YEAR CQNEAENIMQ MTH W.AISTANTiAL COMPLETION OF THE WIN 9. OCNTRACTOR TO REVEW AND BEGONE FAMILIAR WTH ALL DOTING CCNDIT ONS PRIOR TO COMMENCNG WORK. ANY CCNDIIICNS NOT INDICATED ON THE CONTRACT DOCUMENTS ARE TO EC DEPORTED TO TEE ENGINEER PRIOR TO BEGINNING WORN. 10. THE cONTRACTOR SHALL F£MOVE ALL L'£BR1S AS A RESULT OF THIS PRO,Ecl 11. THE OCRTRACIOR SHALL BE RESPONSIBLE FOR ALL OGNSTRUCDCN MEANS, MEDICOS, TECHNIQUES AND PRCCEDJFES, 11 THE CONTRACTOR SHALL BE RESPONSIBLE FOR .ALL ASPECTS OF SAFETY MD TRAFFIC CONTROL DURING CONSTRUCTION. 13. lx=ITRAGTON TO OBTAIN AND COMPLY 511TH THE YIELD COUNTY FIGHT —OF -WAY PERMIT STANDARD PRO\'1 MS 14. THE DENCHNAJiK USED FGfi TH15 SiTE L$ O NTRDL POINT MCP G0Or N 1252424.'18' E .5151766,55', ELEVATION - 5036.2x' NOD BB). 15. FOR 5LRVEY CONTROL AND DAMN INFCF4c4ATION, CONTACT BASELINE CORPORATION, 16- OOCRYHA1ES SHOWN ON THIS DRA'MNG ARE MODIFIED STATE PLANE COORDINATES TO EDUCE TO STATE PLAPE COORDINATES. SCALE AT .9997236.514, (i.0002764250) ABOUT THE ORRIN (0.0). 17. AIJ(IJOT MONUMENTS DESTROYED DURING CORSTRUC11Cfi TO RE REPLACED BY PRCfESSIONAL LAND SURYEYCR. 18. ALL DAP PiPE IS 10 BE ALUMINIZED PIPE 19. ANY DAMAGE TO FENCE SHALL BE IL+AEG1ATELY REPAIRED. 20 REFER TO "PRELIMINARY OEOTEGHNICAL ENGINEERING REPORT, BROOMFIELD CENTRAL GATHERING FACILITY, PHASE 1, SOUTH'AEST CORNER Cr IIELO OAP( ROADS 6 AND 15.' BY CCAE GARNER GEOTECHNICAL DATED JJLY 5. 2017 FCNi CC#4PACT1ON REQUIREMENTS AND PAVEMEN1 SPECIFICATIONS, LEGEND MONO LNETYPEI Bi PFD UNET5PE5 $i 5260 52x0 'N w IRR IRR IIIIIIIIIIIII' �c- 'U IRR GAS GAS SA.5 OHU O1-LI IfVT HST E E T T FO FO CT! OHU HVT E _ T _ FO _ MNOR CCNT4UR (1' INTERVA) MAJOR GONTGLFA (5' INTERVAL) PROPERTY & APJDARY RIGHT-Cf-WAY LOT LNE EP&HENT SECTION 114E EDC£ CF AEi-IALT EDGE OF DRAWL RAILROAD TRACKS WE FENCE CHAJNUNK FENCE DITCH FLOWiINE WATER LNE IRRIGATION LINE STORM SFYIER GASLNE OVERHEAD U11UTY HIGH VOLTA{£ TRANNAISSIDN UNOEROP./J.A4D ELECTRIC UNDERC#tDL.ND TELEPHONE FIBER OPTIC CABLE TV EXI511NG PROPOSED t'i)A30LS SYMBCIS a is &s 16 ap— Dpi 0 12J 25.36 ! MIDP LOCATED IN NE QUARTER, SECTION 30, TOWNSHIP 1. NORTH, RANGE 67 WEST OF THE 6th /�PRINCIPtLMERICDIAN WELD COU 11, COLORADO OWNER: GEOTECH TEST HOLE PLIttJJOT CORNER AS DESCRIBED PLO.JOT'MINESS MARKER PS CESCRBED FOUND PROPERTY FIN AS DESCRIED SET PROPERTY PIN AS DESCIBED CANTER& POINT NOS CONTROL POINT GEOTECH TEST HOLE SPOT ELEEAlICT4 NGAINAL SAPS CN CUT CR FILL FLOW DIRECTION, TYPICALLY ON PA5WD SURFACES FLOW DIRECTION, TYPICALLY IN 'GRAZED SWALE FLOW DIRECTION. TYPICALLY IN FLOiMLINE Cttl(RETE FLARED END SECRCtJ METAL FLARED END SECTION CCWIFEROUS TREE DEQDUOUS TREE LIGHT POLE POAER POLE ELECTRIC PEDESTAL SIGN XTR MIDSTREAM LLG MATTHEW EVER 37017TH ST, SUITE 5300 OEMAR, tY_t BO2D2 (720) 557-8314 ENGINEER: BPSOJNE Ett19NEERING CONTACT NOAH NEMMERS, PE IBS FCFC STREET GOLDEN. ca E934D1 3Cu94OS4966 Sheet Index SHEET NLMBER K%' FEET TITLE Cl COYER SHEET C2 OVERALL GRADING PLAN C3 CEFAILED STE & POND GRADING & ERCGION CCNTROL PLAN C4 DETAILED FRESH WATER PCIID GRACING & EROSON CONTRCL FLAN G5 EROSION OONTROL DET.4L ?'FEET GB SITE PLAN 07 ACCESS ROAD PLAN & PROFILE STA i+OD.DO - isiCCLOD CB ACCESS ROAD PLAN & PROFILE STA 15+DC.CO — 27+85.47 c4 SiORMA PLAN & PFDFLE 010 HISTORIC ERAINAt£ PLAN C11 CEVElAPED DRANAGE PLAN C12 EETAIL SHEET CONTACTS 'OED COUNTY PLANNING DEPARTMENT CHRIS GATHMBI 1555 N 17TH ME GREELEY, COLORADO 82631 (9NS} 353-6190 ?IELD COUNTY SHERIFFS DEPARTMENT STEVE IEPMS HELD WJNTY gERIFF (970} 356-4015 OR 911 BRIGHTON FIRE RESCUE DISTRICT 9119 E Gomm LNE ROAD LONGMONT, GO 80501 (30.5). 772-0710 OR 911 CCLCAPDQ OIL & CAS CCNSERVAP0Y1 CONMI5IOFJ 1120 LINCOLN STREET DENVER. CD 8020 (303} 694-2100 ENNRCIIMENTAL PROTECTION AGENCY REGION VIII 1535 WYNKOOP STREET DD4 Er. CD 80242 (303). 312-&312 COOT TIMOTHY BILDDRAN 1420 DID STREET GREELEY. rDICRADO BC631 (973} 350-1163 ATMOS ENERGY ,ERRY ADAMS P.O. BOX 12v"t1 GREELEY, CO. 8DG31 (970} 304-2475 CfITURIUNK CCMNL1Jk:ATIONS 12356 Kfl 59 GREELEY CO1Sl PDC 40634 (970) 350-2941 NOEL ENEMY TERRY STENGEL 1500 6TH AVE GREELEY CD, 60631 (BM 895-4998 Know what's below. Call before you dig. P- as 6 g B 0 PENSION [ MRaInvn 1- J U- CC CD J F- H LU CC Lil cC m cc cc o w PR M&' PEER9E ERECT IFfRV®OH Cf FOR 1115 Nf BOWS tf e r to C 4VO6t71J1 111W. E4J)JI JL 04/041/2218 CRA'SH0 C 24' R 36' R,EY FRN SIRrTY PATE wnnEFLI'E S5A15{2217 A8 14). EYTiN6TN53-�1 0RAN IN RNLC EICT1HP7V/D-Ul OW C0'hR AHD sFEbT 1 CF 12 Cl Ta~ILS1Avg 1DO' STRIP DESCRIBED' IN DECLARATION ABANDONMENT AND GUITCL41A1 DEED, REC. NO. 1700646 (SEE NOTE ¢I3) wA:\,t4 — Well Head stakIna\p(flN$7w30—ol\raravetngs\pr1N67w. Q1 CGF CRbDinc.dw, 4/5/2016 10;59:46 AM, Jay Dad1s 6D' XXISTNS %up COUNTY ROAD 6 (PAYED) RIGHT OF \YAY,i : -; ,,- wgioavas c—aiwpw—tsUli, -= s - WI�.1.D COUNTY ROAD 6 alt — 17 OAP- - 110 '. >: ti{ G 511,5 APPRO4dA.1E) TiR,, S. uuNDERCRCUtD - t4 � r2 UPC 11D FOAMED .'i'Xi►XftrJGA".FYtfitfr NE R4-10-07 RPOJNE 14-10-075-592-4 RIGHT OF WAY GRAN REC. NO. 1767361- 94 BE RELCCA GEOTEOH BORE ME =AMN (VP) EASING LINDEPoCRGNIND /,/1 / if ERISTNG_ � UNCERGROUND E)7STING avER-EADn'4- PIPE n TRANSMISSICIN T7i HER E)1STING RC+I} - ? f '_ -AND E�FBENT_ o '•�; FEN ' ' 4 L4UNCHER FCI EASING MOHI / 4i��' y� pmt ifitL 7Dr f/ in/. IJ/// -/ �i, i1 / • rr/rrrr/// t./ k 11 ' et eft-, .' ',Per/ ,* r Jr '/ r /.. r• /v /.r•//J / / /// 1/7/1 /rrrr rrr/ / / J/%'/L'f'/!f/ , /f1 / r/'///: / / r/:rrrr//'// f I r re r err/ r, g ///, /. rrrfreVrr rr -a / /1////J//r J.? // '////: 1/,(/4 /1 VS_�_W4 Lui� a4 a oir, ci uw.'F�1r1F/�� /a ��¢ . .Jr�� -1.0. ��t:at _a l.�. r�yrasa'a rjt Y�rs�rt J, �yvs a'a SS ^ in asp ay. -cat -r a+a as r"/. L ,aa=Ur :�—^' Ma .�—.�--,...tea -4 fiPr L :..r.. „.^J S�4 � v:.' -L- .,,•:n rd Ylau'+ii c Qr�ii .� _r �'I�f ----3 100' STRIP DESCRIBED IN DECLARATION OF ABANDONMENT AND QUITCLAIM DEED. REC_ No. 1700848 - KERR-k4C EE FIPEUNE - i7 _ PC69ELY DESOLATED AS 78 16 -1A -L175-122-4 77 -I - •------- - —�• � es' /._ ..� •-• ••••• 4' COOT GLASS 6 RECYCLED ASPHALT AMEGATE OVER 10' [DOT CLASS 8 A'X4 EGATE Boa COLTS (FOR HEAVY DUTY TRAFFlC AREAS) Hkl4 TO BE CRADE S)'. (100) PBE4-22 FCR SURFACE UFT, GRADE S FOR LOVER LIFTS 4' {COT CLAM 6 FFCYCLED ASPHALT AI GATE BASE 01fl (IN SITE YARD) TOTAL IMPORTED AC ?GATE c& STRUCTURAL FILL ' CWT CLASS 6 RECYCLED .ASPHALT AGGREGATE OILER LO" CAOT CASS 6 AGMEC4TE BASE COURSE (FOR HEAVY DUTY TRAF'FC ARMS) FM TO BE GRADE SX f0?P564—.22 FOR SURFACE LIFT, GRADE S FOR LOWER LIFTS !A:\t4 — tiYell Head StakIreprIN$7W'30-01\Gravetngs't jff1N67%3O-Q1 CGF CRbDIHC.dw, 4/5/2016 1Q;59:57 AM, Jay DeIVIS 18.66 PROPOSED -. .CXEM ROAD TV' CGF . -- AND FUTURE COMPRESSOR STATION E)7STING FENCE PROPOSED CULART NO. 2 97ES-IT.C2 ■ ,EVEN D 1. E SPNG UNETIPES CORNER DG 19/SEG. 3D • ALUtNINIUM CAP PLS 2,94 PROPOSED / . CULVERT NCL 1 I SEE SRI C9 PROPOSED QRASS UNED SCALE PROPOSED ACCESS ROAD SEE :MT 07 PRCPO'a DJLVERT NO. SEE SHT. C9 CONTROL BJLDIN& ADMAHSTRAIICN• WAFEFICUSE NAIN ENTRANCE PROPOSED SEPTIC PROPOSED UNETYFES 81 WELD COUNTY ROAD 6 EXISTING UNDERGROUND ELECTRIC 10 BE FEI.OVED H.P. 8,63 FL PFD GRASS MO SWALE FRCPCSED GRASS IND SWALE PROPOSED CRASS UNED SCALE KERR:MCGEE PPEUNE 4-10075-562-4 FRIT Cf WAY ' ANT_ PEG. NO. 1767361 TO BE RELOCATED CEOTEC#I BORE HOU LO WTICN (TvP) MINOR CONTOUR (1' INTERVAL) MAJOR Q U OUR (5 NTERVAL) FRCPERTY BOUNDARY ROUT —OF —WAY EASEMENT EDGE OF ASPHALT EDGE OF GRAVEL 56 51t5 Err IN IREEQ RIGHT OF WAY [APPRO)IMATE) TM. 1i. PRONE ft2 ,I1=1 KAUFFMAN _ 913.66 FL PROPOSED UNDEPDFIDUND PIPEUr•E CORRIDOR E'ISENG UNDERGROUND PFE DISTING ROAD d&O7 FL-. itfr EXISTING NERHEAD TRPNS)ASSIDN TOWER NYf HYI x / .rt - Hv7 - _ E41SPNG PROPOSED S ABCLS SYMBOLS S 0 0 DEITECH TEST HCLE DECIDUOUS TREE © ELECTRIC PEDESTAL Jd POWER PC(E ALIQUOT CORNER AS CESLTIIBED DDNIRCL PC(HT EXISTIhK3 MONITORING WELL PROPOSED CULVERT ND. 5 SEE SHT. C9 ..DO -13_C6.DO X5105 rez 82 4.a2-, 4.84 - PROPOSED ACCESS ROAD PROPOSED GRASS LNED SWALE E)9STUNG UNDEEGPCUND PIFE LEOTECH BARE HOLE LOCATION (TfP) PROPOSED MASS LINED SWALE &-•e-3.60 FL- a4 0, ■, 4,5 I 4.5D�1 PROPOSED MASS LINED SCALE H.P. 1.67 FL PROPOSED GRASS LINED SWALE DIMING ROAD J// AND E 1UPMENT 7/._ MILE,oa • 6 </- LAUNCHER f FAGIUTY v EXISTING LIMITER WELLS - FFE=5104.82 ere NORMAN D IRISH tw1 $1ATU5c PA I;ERR-HCLLEE ▪ 4-▪ .0411 367 FFE=5104.82 404 PROPOSED MASS UNLIT SCALE 3.67-\ 99.64 FL OA.VERT NO, 7 SEE Slit C9 PRCPCSED STCHIs4WATER DETENTION AND MATER CLAIM POND. NO BUILD/STORAGE AREA PROPOSED DETENTION POND OUTLET ,Ik11CTURE SEE SHT. C12 PROKFSED O.LVERT NO. 4 SEE SHT. C9 61? —3.0 4.50 3''52 FL 43 :7.35 FL (AFFRCOIMATE) TYP FRCPOSED UNDER RCUND PIPELINE °WIDOR EASING AND E JPMENT 45 - 1 0.69 FL GLUM Na 6 SEE Slit C9 DOSING ROAD_ AND EQUIPMENT LEGftrNTh SEEIME NT CDNTRCL LOB VEHICLE TRACKING CONTROL RC i1CNCSE1E WA9ICIJT AREA W STAEILRED STAGING AREA SEEDING de MULCHING (S R= CHECK DAMS UMITS OF DSTURBANCE FRISPJE p KP KAUFFM.N'N PROPOSED GRASS UNED SWALE GRAPHIC SCALE aa (IN FEET) IINCH =&]FT FLOW DIRECTION 1E>f STRIP E®CSiBED IN CECLARATLN N ABNC0MWENT AND E}JfivLaN DEED, RED M0. 17OLND (SEE NNE f1S) HERR-V4FF PIPELINE POSII3LY DESIGNATED AS 18-14-D75-122-4 AEI tvx FYTIND7W J -fl A1:\r4 — Well Head stakIng\ (F1N$7W30-01\Greretng&t ff1N67W.3O-Q1 CGF CRMDIUC.dw , 4/5/2016 LEGEND ■ ■ W lig1 tag EP a s 1 Q. N: 4: rxismiD I INFTYPFS PROPD7P IINFTTPF5 81 -- 81 MINOR CONTOUR NTERVAL)Z (1' SAO 5780 MAJOR CONTOUR INTERVAL) (5' PROPERTY 99UNDARY RIGHT-OF-WAYEl — EASEMENT EXE Cf ASPHALT EKE CF CRAWL E E E UNDERGROUND ELECTRIC — HVT HIGH VOLTAGE TR4N5AiISE1ON HJT KIT "s COS CAS 6ASLIHE v '- _ . ----.-e ..- Hior v5t.1 ACCESS ROM I E111,. on�r _k_ _ sim UNDER,'TIOUND lin EINdER{�ROUNd YYI.U,I 1,14 , SEE �T' � E:GSTINf, PROPOSED h I PIPE 3 �> `'' I P� Fawn' mr1.lRlrt� I y l/1 �� EXILING ROhD m a a a z g / s� :, ! AND EflUIP EMT—'`/ N - fj f 8b bI (ELRE H91E MAI ER) \ + �' %R (DEPTH TO GROUND AU) f 1 i FENCEDo " r CFAIECH TEST NCI! I' : LAUFYtER /i PRCPCSFD STORMNATEPi IrE LIE i i1 FApIJTY ' /.+ g o/ +!' NORMAN D HIE 141 FPos• CETENTIDN AND WATER hLUT�PDNDRAGE DECIDUOUS TREE Bi REVISION [AE9CRI ITt:N PREPARED BY DAZE STATUS PA ' hftEA. _ it Ia 14 ELECTRIC PEDESTAL - r h'f3iR-MtGEE `. � / / n�l E�;15TING MONRIIt 4 0 POWER PCS.E t 1 - �' ' o EtI11PROPOPROPOSEDtigf OETCH POND _-----1---- .0 } A UOT COINER AS RESC BED laWELLS �Y , OUTLET _' 78 s I s •; I!;_ s��r !�_ ;'�+ G12URE SEE SHTG12 F�N ��@ 7� fir. . A COMM PUNT GRAPHIC SCALE r•�-': t:= 80 D !A 180 '' I•I I 77 I 1—i Hi f I ': Vi ' ai ,.. ,..(IN c�' FEE f `' 1 IFkFt = 80 FT vere—r- III_ X .-e---- ii 7 I Sfr—t IT -1 .� � . — hill _� :. j- EMS11NG �--_ '�� t� 'WETLANDS - —•--• - } t - - I �II n'i5 I I I , .,'. .L .,:',`. SEE PLANS S BY 11 •' a i ) I --- `� t KAHUN, VENTURES -., {� r - ` x _ i \\II 'Z. t ELEVATION MIDSTREAM LLC VELD BADGER CENTRAL GATHERING FACILITY NE QUARTER SEC. 30, Tilt, R67W DETAILED FRESH WATER POND GRADING & EROSION CONTROL PLAN ■ : I sm-s1,---- IN. E&I ' S IC ' * ail P - II . 11 ii n it 't 1 I 1 10 I j u N. I I; 1 ■� ��m l ��rr� ■• •a ■ ~ 4 `'f1 PROPOTO FRE5M WATER PMJQ IFaI�a. :': I 1 III Ltry 1:1i 4. a L+• I 'A .�(�y PFEFWIED PEER LIE MIXT eitattrati ill -NE-ettga � ,€ 191120 art L I j� rr ��. ,.. _ .. •, ,e h — 1c _ '' A_. .. x.. x x ., x.. x x x s, �.a_..� _x ;-w- -. - - - - - - _ FOR 1115 8I1 BEHALF ,[F Mein corn 16171Y1 MX ti11)J'Ru 04/041/2418 DRA'SHC OE 24' R 38' % MEV ERN WRAY 019E CMTERR€ t5,h5{mt1 AEI 1191 EYT1R6TW5 MUNK kyr QTIRENf54-111 CU GRAONGd SEEN 4 CF 12 C4 EROSION AND SEDIMENT CONTROL PLAN GENERAL NOTES: Id:\to — Well Head stoking 1pf1N$7W30-01\preretngs\pf1N67W.3O-Q1 CQF COVER AND DETWLSAIwg, 4/5/2418 11;00:22 AM, Jay DiN, PROFILE EXTEND RIFRAF TO HDGHT CIF CULVERT OR NORMAL CHANNEL DEPTH, 1MICHEVER IS 9AALL R RPRAP THICKNESS CAS CHANNEL rSIDE SLOPES EQUAL 10 1.50.50 D011t{SiREDW CHANNEL a 1< PLAN FLARED END SECRON Paz NON-WWM GEOTEME FABRIC MUM ETD SAFE AT 1;1 24" L72 I L/2 NOTE: REFER TO SHEET 00 FOR RIPRAP DIIAEtlSIQNS BY CULVERF, 1 (z Icy CONDUIT OUTLET EROSION PROTECTION DETAIL CIi&ck Dims (CO) Sao - Ott I'ia aF� � iiS r a1 , CIO •.rHa. none aO lC -'1, WOE Ala, car. I a Orkf mai lea* al,. I t-, a dP:4 S a it 4air pieta a Cah Tom[ I. tia`-tle Mr rai 16 -11 �. auoi attir0t- ifs . el 'I1 t.:. n, rtJ:!1 Os:7 cVCTIOAJ a A J..00 *Mtt[I[d..Cgil C A** istar11i.1 a Meis— Lira at 'a MI 1 N?a-i�l.?- .Crar tar „a P' L oat BlPdt e — Mona Yana.d..•tilf 4 Liter £''ma.ie a•lA7rsa J"nasal rare RI* form lariat r L.Aa,RUI 4ttlakN ri.i• •YIr ti CHECK DANS C3 C5 C ti/r1 S1,*CIinne it Ciilitirijj (.:Dg (SOL) SC -2 txwrr rem c ISM_, 14I1yiaya r' Wa1931 front 5 ED,LIENT CONTROL LOG 7%090 iL1R '1 aorl, Lan taaa:tte leafta.T Pa 7 -MS rrt, Derr rl a lYaYt6rl rata - a 3 tt..1 -. I.ti]LL .re SECTItNA tase Curates_�e�'pl1� 1JIi t are• sal Imo' AL. I.M -! teisita1 fmorsittrarc — r at4Tf7 Ce"I soma mink tit • i.'a ate. far.1 11 SRGIiUf1T C+1TR 4C Ji3FM1S SCL-1. SEDIMENT CONTROL LQ( ,•.P wR. His 'ire= at Tara Dap CHITTY Maul ,rittn J SEDIMENT CONTROL LOG 11RILrll Pra11It Fai'1aN 0 iT t C-liennte Washout Mn (CWA) MM -I IXII 1 CFT L I L WAI::1-10100 ML& PLAN 11i- row a+ saWelaill dfredeilL ii oars. " MA swum: / Nit It i.C• C 1: Sat I I rtr.ae nwc»c Ft _a1 t�aa On „e .t Wartaralittallaa I el ROB *V IS' t Oe +a *zesty a Oar es sea ale T ail. r'CRaal. IS Sassy 0 I LaMar m a Lacri aria rx.6 s esign a ..-- rap e' PI Masan at fra!F n14ra,1_ le • M({at. Ilxyaai fl! Tina Ali AMT. �� 4a " a .wi. Mt.' �!!�T.C F•'a• V; I.- a Ora :ar-aalCli vs Wan Stria &trlairds laa Sal aaraatia ISMS HI aa. o alas as • tali a>oni fa Mac cat a taaiii a ass II H Ca bads a tar,uIJ rs,n P4 trlsf f at..t:7 FA# lM WI. e :st Psi..a;‘,31 at hti mans4'elt Art anti S al utak! I OW 1.404.1u[aAi.h Curer rot fr.f litds M inst. it l'I 'J Pairbe.i. Ol u! I1ad1 1 lit, 'a 'Mb 1000.1 04 wsY .int lilt Day L,t .al OMIT Mid' •' ' WOW 13 1 l T.wa Ta•,'aaay a_' y no ILPariZ14 iSiQl 7c Ca, t laa n..: ■ itwr Sr lit tieaeleli i11a.f.'t sr IN Sell. all !9Sf 'I elrecn iaa4 r+,* 'tee ._ _.. It AC ua,9:at4t A•A aatlld ae MillizrICh I»Lsa:1-.10 Liom.Karat; maiFlank t'.avl Dtrant Univ. 'fans rw..arytt"nirYr limas' 'nein I. CONCRETE WASHOUT AREA SCE 'l 4.4hicat. Tracking Comical (V-1 C) L 01 .37) jultAC--- I a4IEfl1, _rr 11StarCS ,hf ,, tna' =ART INLET E . O TIQ'1 5€IGTikift1 Jlj 1-1:1121" IT us a ern -an <' Ga minims, rata as at •n••UW4WSrOa.paw. 5=i .8 CIP-L CULVERT INLI-71 FigiitELTION _taam a a 1 fl'rrrn swim Ift!la MTf VV I SI Ica a P 1 tt SDI fly '71as *.1a Int ante taca tlpe .lYaalarfS rO :/:at/sQ ¢Tat Miss•.( 4LVI .s'tt.rTsl5 :aaaa•ts s I �+ra rata Mari Los. '*Wen. MC flesh Si INN in MUM ~NC Certfrkt raLYrs'4.S ar Mrs Y>:1.:12 a'Plea rat 0,4"-T Iflia nand WI SI 1D7. W IStrYROLI /.i'Q tse1 sn., 3. COM Prutt r6 • TOSS Rat C•4113 aaAAC1 tbtribt. alY- ltetsa cow. Ogaa$P.aft 41 TSiAr, CIDIFfralQ4 440 reP1100fa gut f :: lraftl m 4 •w Lai'i s Ini'.C'^.Yt arrarlit Lahr I nrinlei not =Trial 102111$ 9059 R adartli 5aa:aaku. J siW Iles *4 NaaIl Nita S Ithialthista 4.5dffi aY nislit tea MVO. 1 v -c r,1y�il[ a: fir. r t r_=T 1 Irr./tai a! 'Yal cull• rasa AO WU '49 a al lQacn'' OEM* I 1 nc NECa OF 4 WS 1.34 t ^_l.,ri1 at? areanra 'Mat was a eel UM Rst MUM ett'tmta7 �I n. Ml.1W.vatt { o4S-- 11 4a a? a S t a1d aL a sai•.tid.C1/45.w X.1 .. a— ad.S5. lhas. M • �.e a.% r 11 ' I' Y. *Vs adds% .r.b La�J.atiller lil AL ru aorta' bate Vaal' a tam Sd h.pe.Ni d J as li'a sass F1 Mal Cad i aga la at Car llati aid/ Wane 3 5 INLET PROTECTION Tr -a SM-4 l :S4•' '.* Intl PVC Shan Mall Qa rwp l! liana Sr *C4v tat (verc �>r Ilfrar Pee CM It di" Tr Lh.aT- * n a ar•Fili Inano,as Wit liCIEW I i nWinn sinrage Cl710' OW. OVA Miter# It tot- werni gFryF a�f s k� F}4 t'ai Nora : a0 gala Ca tarts 5- :dex . a../.e tiro uit Intl an r^u ,asst. a 11 *'-n +38!i -L T _. - ,.o. CetrtIPLI ' .._e28REDATF Mtom, h' Ce ITRZ. Wrn...92O I+ 6 C3 Vibe Macs maiFl.sifiri liDisaiw 'ITT IMas*-N-0int ENNIS Liwas MIS SSW!.3 ?EHICLE TRACKING CONTROL t TIE DISTURBANCE AREA FOR TIE FRO,ECT IS GREATER THAN CtIE ACRE: THEREF€RE, A STATE Cf COLORADO CONSTRUCTION STORMM4.TER CASDAARCE PERMIT IS TO DE OBTAINED BY CONTRACTOR, 2. 11E CONTRACTOR IS PE5f1ONSILLE FCC IMPLEMENTING AND MAINTAINING ECOSON AND SBNNENT CONTROL MEASURES AT ALL TIMES RA ING COPISTTaicTlctt THE STORMER NANAEEWENT PLANS MAY BE MOOIFED YSTH APFROPHATE APPROVALS PROW THE ENGINEER. A}O MAY REQLiRE ADDITIONAL MEASURES AS FIELD CONDITIONS WARRANT. 3. A THOROUGH DEFECTION Cf THE $TOIO}AWATER MAI AATNENT PLAN BEST MANACEENT Fi ACT10E5 (AMPS) SHALL BE FERFC€WED EMERY FOURTEEN (14) CALFNDAR DAYS AND AFTER MY PRECIPITATION OR S1'JO'MIELT BENI. PERIWIG INSPECTKt•LS 'STALL ALSO INCUR( INS ECiTIG EDUPLENT FCR LEAKS MO EVADING ECIJIPHEYIT HAt'F1ENM10E FftAC110E. ALL INSPECTIONS AKD NAJNTENANCE SHALL EE DOCUMENTED BY THE PRODDCT EROSION Ctt4TRCL SUPER\ISCf AND WADE AVAILABLE TO THE MINER UFCt1 REQUEST. ANY EROSION CAROL NIP'S THAT HAS BEEN C(IWPRCAtSEG OR HAS BEEN CISTUREED SHALL BE REPLACED CR IlECONSiRUC1ED. IT IS THE RESPCt{SE3ILRY OF TIE CONTRACTOR TO HAVE AL EROSION CONTROL MAP'S N PLACE AND EFFEC'D\E PRIOR TO A STOW CENT. 4. THE STCRNWATER MAILKOENT PLAN LOSS EOM SHILL EE UPDATED E'UERY FOURTEEN (14) DAIS. THIS LW 91fLL REMAIN ON STE A.VFJLiELE FEf FEVEW BY 11-E ENGNEER UPCt4 REQUEST. MAINTENANCE AG'1IM111ES TO CORRECT PROELDAS NOTED WARM INSPECTIONS MUST BE OOCLFAENTEO AND IEP7 IN THE STOPoLIWATER NANACEME11 PLAN LOG BOOK TI, ALL STREETS YATHIN AND IM$AEEAATELY %ROUVING A OON5TRUC1ION SITE SMALL BE 0E6NE0 CF CIRT AND CEHRG CN A DAILY BASIS. STREETS SHALL EE CIEIhED BY SCRAPING AM SWEEPING TIE DP.T CfF THE RDADWA.I'S- SERAPED OR 010,1 MATERIAL SHALL NOT E DEPOSITED N TIE ROADSIDE DITCHES OR IN THE CREEL. DIRT TRACKED ONTO ROADWAYS AND OTTER FAMED S,RFACES BOLL BE {LEANED LP BY NE END OF THE WORKDAY. B ALL CONSTRUCTION SITE OPERATORS SHALL CONTROL WASTE SUCH AS DISCARDED BJILtINC NATURALS,CONCRETE TRUCK WJAS10UT, HAZARDOUS CHEMICALS {TO INCWDE BIT NOT LIMED TO HEAVY EQUPNDII MAINIEMANEE FLUIDS, MOTOR OIL, ANTFREEZE AND YEIIIELE FUEL), UTTER. MD SANITARY WASTE AT NE CCVNSSRUC11C4I SiTE THAT NAY CAUSE ADVERSE IAPAICTS TO STORAWATER QUALITY. 7. ALL POTENRAL POLLUTION SURGES ON-SITt SHALL BE memo AND CONTROL NEASLffS INSTALLED AND PRACTICED TO MINIM THE UG]JHOTAJ Cf A RELEASE. B ALL PCRLAJBLE TOLE" FACURES SHALL BE IDEATED AWAY FROM 'UTTERS, INLETS. WTCHES, DRAJNACEWAYS, RECDING WATERS AND AREAS SUSCEP11BLE TO FLO✓JOINS OR DA'AME BY CONSTRUCTION E{7JIPWENT. D. ALL PCRTABIE TULEF FACU11ES SHALL BE SECURED IN PLACE BY STAKES INTO THE 1 CUND TO PREVENT TPPNC 10. STAEIWPLES INCWOING LfNDSC AFING MATERIALS, EARTH MATERIALS AND ORT FROM MINIS OR DKAVA110N SHALL NOT SE LecATIDS ADJACENT TO WATERWAYS. 11. ALL MAMMAL INPORTED FO OR DPC1 TED FROM NE SITE SHALL BE PROPERLY OCATRED TO RUNT DE LOSS Cf MATERIAL WRING TRANSPORT, HAUL ROUTES MUST EE PRE -APPROVED BY THE COUNTY. NO MATERIAL SHALL BE TRANSPORTED TO ANOTHER 9TE'MiHOUT FIRST COTIJNING A HAUUNO PERMIT FROM THE COUNTY. PFRFORMANCF STANDARD NOTES 1. TEMPORARY EROSION CCNTROL FAUUTES MOOR PERMANENT FACILITIES INTENCED TO OOHiRDL EROSION Cf AN EARTH CISTLROANC£ (PERKIER SHALL BE INSTALLED DEFORE ANY EARTH LIGRIR5ANTE Ef'ERATKt'5 TAKE PLACE 2. EARTH DISTURBANCES SHALL EE CONDUCTED N SUCH A MAMNER SO AS TO EFFECTIVELY REDUCE ACCELERATED SOIL EROSION RE9JLTINO SEDIMENTATION. 3. PERSONS ENGAGED IN EARTH DISTURBANCES SHALL DESIGN INPLENENT, AND MAJNTAN ACCEPTAf.E SOL ETYMON MD SEDIMENTATION CON1Th t. MEASURE N GOWCfiNANCE 'NTH THE ERC9CR1 COH1RCL TEEftJCAL StANDAROG ALKPIEII BY WELD COUNTY. 4. EARTH DISTURBANCES '.J'HALJ. BE CESTCIIED, CONSTRUCTED AND CL4JPLETED IN SUCH A WANNER SO THAT THE DPCSED AREA CF ANY DISTURBED LAND SHALL EE UNITED TO THE SHORTEST POSSIBLE PERIOD CF TIME. 5. SEOMENF CAUSED BY ACCELERATED SOL EROSION SHALL EEREh4CX W FROM RUNOFF WATER BEFDFE R LEAVES THE STE CF RE EARTH DISTURBANCE E. ANY TEMPORARY OR PERMANENT FACILITY DESIGNED MD CONSTRUCTED RR THE CONVEYANCE OF 'WATER AROUND. THROUGH, CR FROM NE EARTH GSTUIBA KE AREA SHALL iE DESIRED TO UNIT THE MATER FLOW TO A N€ 4-EROS\E'ELOCITY. 7. RECORDS DE TILLS, LEAKS, CR CIERFLOYS THAT FIMULT N TIE EISCHAREE OF POLLUTANTS MUST EE D(t1JNENTED AND MAINTAINED. SOME SRLLS MAY NEED TO BE REPORTED TO THE DMSION ILINEDIATELY. SPECIFICALLY. A RELEAK CF ANY C1IEMK AJ, OL, PEIROLEUN PRODUCT, aWAC£, ETC„ \WHICH MAY ENTER WATERS CF THE STATE, DUST BE REPCRTED. NCRE GUDANCE IS AVAJLAELE €tI THE VES AT WNW.CDPHESTATE,t+7.Us}ENP/5PLI.SPNDEELEA I1.HTW. TFE LTOSION'S TOIL FREE 24--HCUR Q{NRO*.IENTAL ENERGENGY SPILL DEPORTING LIFE 15'1.577.51633W. AL30 IMMEDIATELY CALL THE Ot3NEER — RICK BEHNI8 AT 970353.78M AND WED CtIJNTY — LECH W1BRO]C AT 570.301.2822. BMP MAINTENANCE NOTES: 1. FT 5 ANTIDPATED THAT THE BNP'S DFLEMOVIED AT THE SITE WALL HAVE TO BE NODFlEII TO ADAPT TO CHANGNO CONDITIONS OR 10 ENSI.PE THAT POTENTIAL POLLUTANTS ARE BEING PROPERLY MANAGED AT THE SITE. 'MIEN SNP'S ARE M"_OIFED, THE SY11WP DUST E MODRED TO ACCURATELY REFLECT TIE ACTUAL FIELD D 1IDFIICWS. 2. 11-E WRIER/CONTRACTOR SHALL CONiTNUOL'SLY MAINTAN ALL SILT FENCING SO THAT IT FUNCTIONS PROPERLY DUPING CONSTiTUCTKOt'l AND YAK SUSPENSIONS. ALL SILT FENCING SHALL BE RQA5'!ED BY NE CONTRACTOR UPON SURITANTIAL PEMAAFENT STABUZATION UNLESS D7I-ER4YSE OFECTEO BY THE EK1NEER. 3. ALL INLET/CUTLET PROTECTIONS MILL EE CHECKED FOR MAINTENANCE AND FAJLLRE. SEDINFNT SHALL BE REMO\ED MD PROPERLY DISPOSED Of ONCE R HAS ACCUMULATED TO HALF TIE DESIGN of 11-E TRAP. 4 ALL TILLS SHALL BE CLEATED UP IWNECIATELY AFTER DISCOVERY, DR CONTAINED UNTL AFPR0PRIATE CLEANUP METHODS C.AN EE EMPLOYED. MANUFACTURE'S RECC1kIO EED METHODS FUR a'LL CLEANUP STALL EL FDLLO'AED, ALONG ri1TH PROPER DISPOSAL METHODS. S g 3 B a LtJ CC a O J U- � ra rr = W J IX W q' O W CD w O ccc EROSION CONTROL DETAIL SHEET PRP4MtD UAI13111E CRDCT FOR 1Na 6I1 BOWS Cf 61.Lt! CAIO'Q6t7YYa 11114. It 71 eJ I TJ &. 04/001/2418 BRA'SHC as 24' %MEY FPil SIR.'EY PATE t1J'T EFLI E C5A15,12247 AEI IY.c EXTiIIIPWW-i1 38' ORNNIC Tar DallicNf54-8I OW CO'hR ARO !ETAILSr1Ya 514ZET 5 4F 12 05 :O_RNER SEC_ 19f�Ea C. ] 2 ALUMINW CAP PLS 29425 W ROAD RIGHT OF WAY O7/2dji8B7 F£C, ND. 25628 ' FORD RIGHT CF 'NAY BK. & PG. 213 64' - EOISTiNG EASING 'IAA ODUNN ROAD 8 FAILED { 7 RGi R DF WAYRP 110 I s J 4,4R I :. N Q.: A: e _ : CI WJ CP I% tilL; OHU SU 01411 OHU k7811U 01 EFIU__ OHJ �' -ern - - -tptl- - — "OA — "OAU— - Ul iCHt1— O Zlttlr"'="411p—'9n ce kV Mt — 17R0— —LFIUZ FJ R-$ C? WELD COINIT I T ROAD b —� F larrR-ZD' `I "' —� `^ a R - - _ o o -2G o 1> 1 F W 4' FOISTING E3115 TREES w FENCE FOISTING 12 CMP IE);15TING_'' W _ PROPOSED ASS ROAD TO DST AND FUTURE E S vfR STATION )D1sNG W 3D` MANUAL bFNG E GATE AND MAN GATE 24' I (APPROML.TE) TYP. UNDEROJND ELECTRIC RO (APPROXIMATE) PIP_ w w / 4r 24' Ft -20' 24' 24' O4� w • I J/ R-261 2D' � ( t►� 10 `� Lf I 24 + �i �( `�` �+ `g` �GI jPLANT TRINE a eft ACCTS ROAI} � � ai► L►1I�#i L►�►� Tier R_30' MANUAL \EHIGLE W I x x x se x •�i GATE AND MAN GATE m O o G a Si Z f rT 14Gt 5TRP DESIRED R-10 � r �� # � �. � � �.* t .� . � f � . q ��.� � � � f • ��f � � . � Pot R=20' R=20' 4i � �� j cif ��I� I _ R-10" IN DECLARATION Cr .► • i � i ,� � W A.BANDONLENT AND WI / / ' �� / I / / / / / / / / / / / / / / / / / / / / / / 1 � ' R -2G' EQUIPMENT LIST N. 24 � 29t'# �.�._ .,,,,.._ _,•. � � }T �� ._ *� y 19 ,GOIITANHENT : 34 1 FIG LAUNGHERjT1ECE11ER5 RE415ION DESORPTION PREPARED BY DATE �. REC. DEED, 9 — �, , ' •* i.' TL 1 / 1 / 1 / 1 / / / / / / lW:u r/ / / / / 11 11 / / 24' 2 CIL BALK SEPARATOR \jam, CEN1ERLIt• �A t: 39 • �+ 29 ►• ' •. i]`'` i c • } i s_1 the �I w 4/ 3 HEATED TREATERS l• MAROCN:D / ! / I,.. =•'. 1 �.._ - 29:s� .ti :\ A r ! ,. 1 %1 ! ,z / ! 1 A ti tiA 1 f' '� S +1 .A l �f f 1 VAULT ek .iz '�' r 1B MAN N R / / / I ? w , } / _* t , / / / / / � � � �,.� �'�' ,� / / SECURITY FENCE FOISTING INCERGROUND 5 VRUU COMPRESSORS PRA. / / / / " �", ` / / / / / 13 .. •I Py s� / ELECTRIC 6 ITTUlB• SALESACKGAS SCRUBBERS o�S / ! / I t i' +�. y I��I/ '+4 t,► • a / 1 / / ! •r• ' 1 W ar 7 LP O fAPRE55CN / ! / / '�. fi ." �.. ; ! rte, ' i * # 6 1 I 1 ! �', ` ti s7 / / 6 PRODUCED OL CDO411 / / Ir '� _te x� # ` a r / •►_i' t Ee / ''� �� ,t / / / ' �+ ti �i.xfi " h �� t �_ x� i`I _ / 9 ►l is FJJMENi AIR 0.1fAPRESS{JR /� ' art-�^ + �r��.+rtf�r / /" /./ /.' / / "f i •` 1 / 10 {RINDOUT BUILDING 364 • '�r��•►. il'+. � �"tii'i��'�!>t�i , ,r : „i�''� � "' `'� 11 3RD PARTY HEATER TREATER �`<• / f F',C/ • / / i:.i. / / $ / fr{�/ / / / / / 1 J / / / / 1 H 7011.4./ / / / / 1. 4 / / / / / 16 SECURITYTQJCE //// //1/////// ///1//Icy/ �r,='i /.u////1///1///1/r'- t4// 15 f-1// / / / 12 KNO rDRUMS d -1/1/// � •f I 13 '"/ / / / / / / / / / / / / / / / / f / /-4t ``4' /�/I/I1t/ { x t /I/GPI/ I'[' / �'�• iT N UNOERCUno-PPEUNECORPoDOR//// R=2p` 1 1 i 1 1 f ' ' ' .`' // / /////////2D //l`//// / /ELECTCPEL€STALS t BIGWTEREUTRAU/''V 15 MPS VOTER PATER P PUAW- ic.' �r SLESfill8:1VATEkPIGLULtNk!-ER5 �16 r-R=2G� //!1 !1/ ! /;{!1//!1//!1//!1// 1 U-/ 1/17 PFEUNELACT / //// // ° 1 /i} ////f //////// // / 6FRISBE #1 I6 OFF SP EDCILTANKS///t///////////// KPKAAIJFFNAN 3RD PARTY OIL TANKS //f19 ! 41 1/ /!1/ r� 2(I DIEL GENERA(TI/ I •' /1 //{ ?////////t,/F//// //// //21 POCAACC 1'11 11/1/1/1/////// 22 //// 1 // \ 22 TRANSFORMERS '� Jt 7 �'r F24' ��'; ///; /, i / / ///////////////////, ` AfUGULAROVIAFIEAORADlC ! 4I. MAN GALE ti+RU / / '1 / / / / II I / / �■' 133 44 j,_ r 39 • ' DOTING ROAD T .PE . r ♦ T T+ bM T r 7#r T* er f / } — AND E4lAF1AMT 25 SEPARATOR WATER BULK SEPARATOR R -2O' i PE}iIMEiERf'FlRE ACC6S R=ZD' {` J� . ! / / / / / / 1 1 l a 1► r a a 1 mc. a 1 �,� l a lTal� R=24 26 LOW GCNTAINMENT WALL NTAI / / 6 ' / / / P. / / / i �� R-20' S / 27 STEEPER. RP) t VIITROL BUILDING' b ADtt4INISTRATTON, DOMING ELECTRIC �� ., / / / / / / / / / ,' / / /R -20,f / / / / / / / / / / / / / / / / / / / / / / / / / / / � 28 PRODUC:i OIL BOOSTER PUPS , 30' POWERED WAREHOLII, MAINTENANCE PEDESTALS " -� 1 / / / / / •/ 1 %!�,�( / / / 1 / / / / / / / / / / / / / / / / / / / / / / / / , . 29 STABUZED OIL TANKS ELEVATION MIDSTREAM LLC VELD BADGER CENTRAL GATHERING FACILITY NE QUARTER SEC. 30, TIR, R67W SITE PLAN VEHICLE KERR-MOON E PIFELNE ` : ��, / +,., / / r r , f / / / / / / / 23 / / / / // // // // // // // // / , I 34 NUT WATER TANKS GATE AND ANN E>ISTING RG r / / = / / / 1 / / / / / / / 31 TFJEA.TED WATER TANKS 14-10-075-552-4 t ► - S,'I MAN ECrAPAtENT �.� ■� �� 5 5 3T. ��n► - �� C i WATER TREATMQJr BUILDING RIC4IT OF WAY GIANT ��► / . / / / / / / 32 ' ` � y IFS = FUTL$E WATER TREATMENT &JUHNO FtEC. NO. 1767361 I . 24 24 37 • I 33 �. ■■ I 1 1IlJ �� r1111111f1 ~" 34 CONTAINMENT tiwALl .3 �-`� �� / 3 / �` / 37 1 �`�' / / / / / / / / 35 SECURITY FENCE — s'Y �.^-- :. 35 SEPTIC FIELD 2 1 Y' -i -� `„, . ��/. f 1 / 4 / cis f /. / ,37 ////// s I 3S COMMUNICATIONS TONER 24 4 • r / / —t r / 1r / / / / / / . _ / / / / / / / / / / / I 37 FUTURE ECCIIPIENT F 2 /`> y 2 i / / ! / / /37 / / / / / / / / / / / / r I 38 3110 PARTY TRUCK UNLGADINU 1 ' —/ /`.his/ ' ter Wiz'== -z / / ism, • / / / / / 1 / / 1 / I ./. , 39 FUTURE ` • ../ / �'►I r`��='11 = i_ i *+►,/� / / / / / / ` 440 CIL R ANKH s I / ,�`l" 5 M1 2' 37/ ' FIRE ATER TANK i s / / / 1 / / / / / / 41 UNDERGROUND FIFELINE ODRRIDC11 / - �� / 1 / f 1 1 11 / / 1 / 1 I 42 FUTURE FFE WATER TANK i Y ! � 7' !. � - � - � -'1N 3 �FLlTURE�1 ' / / / / / /Al/1I / / / . / / / / I ,{ / / / / / / / / Snip / • 2'4 , ' � I 43 WATER was / Y fAE1�R / .} N��i R —20( f {k-48' ICI► �4► M PEPoMETER{FlRE ACCESS. ROAD • ` -* �� l - LEGEND I YSETI AN6 WITS 1 J --R-2D2 S:--� d• NM GATE ` -.�� ti Cqp 4 pf 4' COOT CLASS & RECYCLED ASPHALT AGGREGATE OVER 10' MOT WSW, *" UNOER{EiCLl1D if t / ! MAN SATE ` - x%-,„------._KP ! SE{d•RN FENCE Gqb t MAN f GATE K4LFFlt4N PIPELINESend a. GLASS HM4 e AOEFtEGATE BASE CCU $E RR HEAVY DUN TRAFFIC AREAS I TO BE GRACE SY FOR SURFACE LIFT, GRADE S FCR LOVER LIFTS f / PIPE r�._-tiGgg ~-� RIGHT OF WAY ACREEAENT (106) P804-22 t A.- ENSi1NG ROAD-7141. QaD-x '- s x x � REC. NO. 1842331 E 01ERHEAD { , / r / / / 4" £0OT CLASS 6 RECYCLED ASPHALT AGGREGATE BASE COME (IN SIZE YARD) ff {f FROSTING ROAD S 1RANSAi5SI0N TOWER ISTAS %---- DRANAGE ` r fI I - --- r': IiIiiratin 3' WASH'. CRUSHED ( MINUS SITE YARD Mal (IN DDNTAINMRNT AREAS) DIMING TREES! (APPROOIMATE) TYP. • // r et r tia\ I --.-- i '' z../._ / DISTND OVERHEAD f / �TRANSNISy4N INTER r FOISTING OVfRFEAD r 11W19,16 9014 LINE r ---- s „ti % HST HIM 1M I' NVi RJi waif--,. —I HJF We NW HYF FIVE -HIT MT W HVI- HA HvT HVi H Y! M{f WvT ---,KC r HNT r p� f f ' rr /f EASING { UNDERGROUND FUTURE SUE31ATJON or PIPE " NOT PART OF THS e11BMITTAL � I ; //! / 1. r / ' 85'E. NO.PERPETUAL6595 EASEMENT DOING UNDERCRCUT•D FIFE UNE " k Gls POSSIBLY DMIGNATED AS '` • ti 16-10-075-122-4 FftGPO6ED RELOCATED ACCESS MAD �' T4 E}1SlING ECUIPLfNT ma•.. �.� ali Y®o Cr .).`., ��- tr {-y.NErw��r,i j .ir 'S. 0 19120 7F yY °� fix; '+�...+, 7,0 * ^ k., o .�' ,`3't�us. ,�, " I20' R=2 /.0' f /jr \ his EXIS11NG ROAD • i +I Go /7/ .", i t /,e -+? AND EQUIPMENT€b r yE\ PRELIMINARY PAk�DAEWT THt 1WE (INCHES) �� It LAUNCHER \ CRWNAA TRAFFiC AREA ALTERNATIVE ASPHALT CONCRETE AGCAEAGATE BASE PORTLAND CEMENT / �! Si iro- FACttN SURTAf.E CONE CCNCREZE N NCAMPN D FRISK • ^ , FOR ws OA BO4YF{f • II 31 /•r ,#1 STATLC� PA LP -TT -DUTY A 3-i to 4 9 to 8 EXISTNG WRITER �i ` , / KERR-MCGEEt�tw AUTOM{I811 AND UGHT TRUCK B O- to 0. amain uotFlt5r7Dte s 04 ti Via`° PAffUNG ONLY BF1w. ` �' F Ii_ GRAFHIC Sr.ALE C 524* 9,�DEY FRIA 71RAY 0,9E (MIME C411u{�7 • I II BD O t31 160 r , I 1—( F-1 1 1 A 4 to 5 6 to 10 AEI DX FYT1B67WSS1 (IN FEET) HEAVY—DUTY HEAVY TRUCIM. DELIOY TRUCKS, 0 6—¢ to 7 ORVNIN MiFC t?O1HV?W54 UI 0.i HEMMER -� 1 INCH — @3 FT TRASH TRUCKS. ARE TRUCKS C 6to7 %- 8 12 ' • . / C6 "Kerw---- GRAVt3 SUirfAGEO ROADS A 12 to 15 ts1:\r4 — Well Head stakIrg\p(T1N$7W30-01\Greretngs\ ff1N67W.3O-Q1 COF HOPoZ CONTRCL.eNrg. 4/5/29'18 I r I I I I I Z ivirlin EP a 6 . I I 1 il " li Q.: 1 11 • PI; 71-11,09 PI: 4+15.64 !DOSING I SEA=1+8.524 C6-3240' R a PL• 9+55.53 PI; 4+79.61 fN Fri CE 506=1200'2R m !: SL4=11+22.95 9S-22.62' R :' STA 9+55 53 STA=7+11.{}9 ST4+78.81 f ST,�,4+15.81 i _ {G 12 04 L QS=12.4{1' L ' C6=1240 L 1412,00' L i 1ITE A R 1 , - — f�-. • - —• —. -- _ _ —f� r- �ry�. .. � •` { 1\ 4P ts4 O d `t. i ' -37 1I 99 -49--r— 190 4k r43 r raft SEA -3+85.51 _ STA-7+7fi 4ti �' .�Y- Icy Ch —le -5 •I 7+CA 6+DD 5+00 4+00 }KC 2+DD 1+{� • r 11+0D 10+DD 91-00 06=24,61' L 61-96 4&2L48' L •m 14•+GD 13+00 - 12+£9 v� _,� _ ;.�. -.. ` PI; 1+50.04 "' --F ,-` F:��+r�sl ' I e. , — STA-4+59.61 1 Y` .-; f y �fl 7 5Tk=4+35190 SFA=1+65.5® I ! m 0 a E o �m G a S Z g—, ' STA=9+35,53 - SIA-7+31-D2 0:3218 I. I — L Pt 1+63.32 r-- - ��— ( la}"! .-;l, 0 0S=1204 L !t r� J'I�06-31-&F Cfi=3216' L 31.64L �r�� r . LV 1 t STl�1+fi359 -•- 4. _ '''-‘,__________A II\r ,� PENSION [AE9CRI ITt:N PREPARED BY DAZE . — c 5TA— 9 fi3. 9i 3 035,61' L STA-7+76.55 0SS=35.48' L;�+ . '" ?�' ti TIL I I H " STA-11+9..55 `� : : T. I I III III o I I C£NTfFiINE AAat D 111-0 I I I I III i 1 } J 1 4 f1 C !} !f II II CI MAIN TRACK ll_P.R.R. GO ( 1 111111 I1-.i I' IIiI I c II 16 ! ACCESS ROAD PLAN & PROFILE STA 1+00.QO — 15+aa.00 a • ' ' C..7C7 ;DT �13EA> 3.9 3 3 S.9 .� �1 . •� --_—_ — PROPOSED MADE PROPiKyEO CRUSHED GRAVEL EI0STING GRADE DIS11NG GRADE CRUSHED GRADE GRl41EL BLEVATEON MIDSTREAM LLC BADGER CENTRAL GATHERING FACILITY NE QUARTER SEC. 30, T1M, R67W ACCESS ROAD PLAN & PROFILE STA 1+00.97 - 15+40.00 ? ACCESS ROAD SECTION 1 ACCESS ROAD SECTION C7 C7 C7 C7 GRPPHIe SCALE `P 100 H F--1 1-1 TO FM 31k 15+0200 PO EIEV: 5101.03 K; 212.57 be: -DS4% L4t 2DD..00 _ P11 STA: 131-25.D0 Pill &EV: 5096.75 K: 85.63 k 2.25!?: PVl STA: 74(X.GD P'vt ELEV: 5105.66 K: 69,33 (N FEET} HDRIL- 1 INCH = 50 FT PV1 VERT: 1 IN{H - 2 FT PVi STA: 2+44100 EtE1t 511ir69 K: 67-80 k -3.74% ..21.YG 50.D3a• y LV> : 150-00 .74 115O.Ci] o-- c �. L1l^. 00 4LR�: am •-: O0F - —4 g 4h Lni I/S 1+71.1 Wm Or- di In gcvstp etitg Rs Lu 2 a S +Q +'5 Lm pp,/� CI O No 'n 04 O 5 n c₹J� W R 10 ix iF t E OM VJ A) 5120 w m — • MATCHLINE SEE SHEET G --4 -2.DIYS� { �1 N 2"' 5+10 P1DP0SCD CCNTLTLINC 0(318[ _-� y_ -E T x_94 '-- '�`� -_-- �_ '-E�51 0C-Cir.J R7 I3:n1EE1JI --- an t N7l• o w f EXILTM1d ' 1 11NR 11 1111.11N (T XiAljNINE r 3620 4II7 Qd: V- I•'7 OJ G7 M CIJ IrJ 1L7 N N ds - ILJ Ij7 m FT,T. DO nj Il9 qo 117 m Iy' E3 92 in 1`fj r m tWy O E 'n IC. R !T1 fq�a p § 4•" k7 ^ E.i ft -p- p's 2 4T R OpDo do E - 11� M .+1 in p� ,Q•y p T1- IA tFy 11} m A t•C�!• � G 9T 4 O O 1D 13 in Fin m. N 1W[) N O E au) C 17- Irr�? p t B 1�, GC P f� YS p g a 4J a OJ �j d If1 g O IF) La e Me: m .. s 4 IA a �+'Y 111 f'� S 4 'n a I. 1/J M1 (+ E O$ ill IA C.J O O m �y EJ 11] a I. 2''7 l2' � �+� �' 2 18 n 4 4n di �ry g G 1n CI R. L.9.-=. M1 Cs �.1 Ej+ O 'Th F 4— Q �} 0 2 15 :Lin Re-. R r� •5' G M1 C U3 9. 2 In Fun F. g cal r'� Q O w Q Q C-1 ¢ Q O a 1115 O Eta N H� y- o 6 4 g 07 H'S o g I- ,n a Eel 4s 1� Q 8 LL7 L .7 N .t` 1(} •0 B rJ F F-. 2 m � y� Q +_y- w) tan LV Win 4' 1!3 p�• O O 1!`1 ,e5 g^ C LA �+ G O9.' yin g^ M1 00l O 1-t W tti Bo G' C •n In 10 .f- 1� al C O I5 ris O R 1A Oi 0 $ 1Z} �y OJ E• d do 4 -^ ICY za m m P ^ -^ IS n ti c W O •{= r5 0 T �r. _r - to 111 A • 1� ^_ - �} a r N r r n a 1n 4? G4 .r- -^ I� a m N N ,- 'd 4.1 m g C] 1".' ^ I!r'J 47 ,n m �s7 !d rJ r — r1 a m N Vs 4 .r_ '_ YT a g /S .�' 47 Er, n V'-+ r r a lit mm iG r -,- ICJ ri; 4fJ 47 E f-. Ot r 47 m f0 r LL7 -00 Know what's + aEY II 11400 13•+04 12+00 11+04 10+40 9+00 8+00 7+00 6+00 5+04 41-04 3+40 2+40 1+C0 0+50 b�tltlt. beforeyau€ dig. PFEFWIED PEER IIE C9SCT ElLREV®OM Cf atere M1 Jl. Mss 1, 1 C ti 0�Z y N{d{ �i r :19020 ,Y€ "Ct du FOR 1W 6M BEHALF Cf dart! COMPORA71YJ MUTT&8,11tuw. BF11(HMOOE 24'R38' FtRLI SI PATE CM:F c5;tu,1mlr riellir, r%EI 11 HO* ORAN IC kyr EICT1MY/11-111 CU HOW. s+fT 7 4F 12 07 11:01:3& AM Jay Davis M:\t4 — tiYell Head stakIng\pCi1N$7W'30-01\Greretngs\ ff1N67W30-01 COF HONZ,CONTRCLeNrg, 4/5`29'18 W Zi lan coal I s uff 11 mi 4. 9 • I NQ.: i STA=26+.5.63 05=1190' R PI: 21+64.61 M OAST 24' YEE BARRICADE PER CDOT S-6347-2 END Pk [#.4MEL ACCE?S RDAD 26+.35.6,3 i STA=21+BQ81 Cd-1201' L STA=2a+x.61 012.01' L STA=16+59.57 012.01' L STA-16+04.57 X1201' L = j11 - r --'� An 22+00 +00 ' 20+D0 19+00 16+CO 17+00 ' 1: as f�'T1r 25-O0 25+00 24+OD. 23+00 -. - - 27#36.47 27+00 - Ln- -I PI: 2&+49,47 PI: 25+81.62 M m o �j � o � 1i g = 'xi STA=26+ ■STA-25-81.62 q �TAr21+11,81 Cs.E -- ETA=16439.57 SiA--'16+24.,`7 - STA 61 < OS=11.9.3' L S �f' 0E=11 .,. I t3 0 2.17 L C15-31.84' L `.I OS -37.21' L I Q5=3P-81 L �� ua ��7� REVISION [AE9CRI ITION PREPARED BY DATE L62 n S { STA2E+10.83 i ——, 05�37.19' L �e,a rc s• �.�:sue, r 1ea+A a i + •. i��a I t 4 t , R�rra��wi�ss t_ ��y1 {' �f hJl•f�>�l �� •.�.o..r�:, l7f-0l�ii�� - � �":�-�. !� + :� �� a�� . �.�� _ .�.,�. _ 4 tfi�lfl��liltliiRiiilf/J/FIl11fi i iii-YCA— ��,....xxxx/ t I,M� JJ r r.--i ACCESS ROAD PLAN Ss PROFILE STA 151—D0.00 — 27+86.47 12' • _ 12'� C8 C6 3 ,, �1 3 LW 3.0% S PROP46E0 Ci;/DE CRUSHED GRJ4IEL Dam GRADE -,Immma BLEVATEON MIDSTREAM LLC VELD BADGER CENTRAL GATHERING FACILITY NE QUARTER SEC. 30, T1M, R67W ACCESS ROAD PLAN & PROFILE STA 15+06.00 — 27+S6.47 -0 pnmr 2 1 ACCESS ROAD SECTION C8 C6 GRAPHIC SCALE H`J 114 1-1 I- 4 I FM STA.: 22+25.00 PM ELEV. 5103.50 K: 83.10 A; -1.50'4 LVG� 125.00 a a {1N FELT) PM STA! 15+00.09 HORII. 1 INCH = 50 PT P'.l ELEV: 5101.00 VERT: 1 INCH - 2 FT K: 212.57 k -0.94% aLVC: 200.00 II. 5120 P1! cried— S - L7Y P es - S 6F goo la Hls EA Tx 0 s s-,,,- HICK PT ETA! 21+91: HIGH PT ELEV. 5103: MATCHLINE SEE SHEET a n 5110 FIXRCE6 001li iL1M{ CPAC / a34K -- \--- -- --------- t&� - -�--- - - - 1. _ -- - - -. �- ---� MUNI:: ritunE sJ .Fnit:4Sn1E --1x0 PeQPn y Girl DOWitL-- rCA5 Glt'L4' " AT •twerzuIF 5000 RR {E{� O IA of v 11 i In � E IA m E�v O 117 R rp0I G, in N rq~o O n •f' Eul r,. d � � ICY i[�7 rq-o: O �� In win R, r; 0.o �� S P7 `�} ft E � Ln S F: N O pmQaa O �� Il i m '^ "7 R EE S 'n E If] G m EW O 8 117 E 4i qEq, 0 � 47 N M P2 d 8 4 �] u7 4J r. L';--0. d�+ 4 GJ 40'5 u3 MnEtc! F � p LL7 M O 4 O� u? m r7 A �� E uy 0.i Kl 67 � II'7 s O Oi o 2�+, O I1 i Ear M r2 6 g 9 4 In 0.O pp N 4 � o g 0 ✓7 o3 N, M O_ `�` o I" In f'1 N I'f ri ..''j 4 O� Ir'5 U7 l]J 7 "r .1I N � 1°% ?FIE VJ o g Q O Ern A n! G O � rn p OO OJ o s., q O� a 47 a O Q- airs 'n min W OP s�yy p 47 M1 N h. S�-.i{ 4 O E m m 1'4') �D .y Sr U¢ 'P into Y'] 117 gCyi O� U7 4 '" _ 7 �� l In PY m Pf O g vi u7 h �ry N � O� In I�7 Mi N g E ME �' J 3 � O 0E +� _ O gS++ G G� In M O to EE 5 { S'I' O� ME 6 M1 4 IF d . Ara O Q I,7 1 7 M1 , O O a Ea o3 d . O O 00 s . G 00 M I.,1 . Aga Q O Ea N N O O an r d G � r. d G b }3 g Y7 -, M1 4 d 8 -E F9 27+56 27+00 24+00 251-00 24+0D 23+0D 22+00 21+0D 20+G3 19+00 18+00 17+00 16+00 15- 11tuwWM. Know what's below. beforeyaL, dig, PFWM&' NECFSCTPEER &EW rDOH Cf werezwM I fT$ ,, 1, 1 91 L_01P .k' L�`� ‘ ti .N{d�{��i r Igo 20 I'sr'' €"Ct FOR 1NS OA BEHALF {f Mein terra6t7ke, . 04/05/2218 PROM OE 24'x 56. AAEI 14Y ERN 71RVEY PATE wrnEEairE c5j1W2:4r eces,a. EXTIND IMAM war DTIHENf54-DI 0.3 HIM wzr a CF 12 08 !A:\r4 — Well Head stakIrg\p(lN$7W30-01\Greretng&t ff1N67WJO-Q1 C0F H0PoZ C0NTFtCL.eNrg. 4/5/2C'18 11:0136 AM, ,gar Desk NOTES �� z - I �! s . i pi 45 1, I N . 1 l' I� I + r N=t,253,s37.13 N=1,253,839 &5 .t +� I. �777/LIULpi/ tJ ' SpL REIE}111ON N=1,154464.81 VON PEE 1 E=3,159,652,07 1r RCP Fa E=3,159,641.45 18' RCA FES BLAND (SRO) f�+1NIiE6 al ALL' IHSTVRBED BITCH AREAS. '� E=,ZiS9.d, CONSTRUCT 16' CL III RCP I I 0) • • 18" RCP FES STORM PFE 3 2 PROVIDED CULVERT LENGTHS VIE FREW * 1 ' / : , g CCt1STRUCi (1} 3&� CL II R� END OF FLARED ENO SECTEN 1O FLARED �`J l � 7 + END SECTVYI. PRW10ED CULVERT INVERTS •� �� • ~ MN FIFE 4 4.5')(15'x?" TYPE L N_1, S3, 75 ARE FLC AJNE AT END OF FLARED END I ,� * R � CONSTRUCT CO6'" CL III FTC? ( } PoP RAP -it' 1 +�� CTYNS. GOhfIR ACTOR TD PUCE F11RFD - E=3,158,624.54 - ' TYPE 'C' INLET END SECTE3NS AT TIE SUE 5_OPE to . -r �>�l►�► r� 6,11AERT PIPES. I ,, fir + + ` _ 9')('x2' �, ri'PE L .3 + _ + *? # SAL RP RdP .rr K ( , + f _ 25 N 1,_ � �!� � J I•rail,'1 1 If E=3,iS'U.5°►3,68 -�t�s.��¢.'Ir }�-err ' / _ r� 2,554.21 N l3 i1�i , - r 189iWx2' -FIFE L ► �t3 . 36 RCP FES u. r �y�1,�� 22511 SFx2' TYPE L - � `� � SrSL RIP RAP t. jl a "+, y w.ri.. I xr. = t4-12541'..5.97 SOIL RIP RAP wt STORM PPE E- 3 IGi • . t"r336 N-1, - 254,13388 + _ 1 : — , E=3,181.2+89.;9 N=1,254,135.51 CONSTRUCT (i} 1� CL 11 R{� 16� RCP FES '- �- 'ti tit E8 42)15542' TYPE L 8° RCP FES sR FES +Jw RIP RAP I I CONSTRUCT (1j 36° CL III RCP i I / . I 11 ' tir - I. II N=1,253,362 E 3,��,07D 59 nR „ m O a G o S z 361 RCP FES A S r� ii !+ GRAPHIC SCALE GRAPHIC SCALE I GRAPHIC SCALE GRAPHIC SCALE sI o so 1Do so iba ,,�^^^�� 3 1 �j--I oa 10:l i� '� ° iD 10g PENSION [AE9CRI ITi:N PREPARED BY DATE STORMS PIPE 1 PLAN & PROFILE I —I I --I I --I I I STORM PIPE 2 PLAN dt PROFILE I0 I --I I --I i / STORM PIPE 3 PLAN & PROFILE i—I I--� STORM PIPE PLAN & PROFILE ]--I I --I I— c$II;$ ON FEET) HCR1Z: 1 INCH = 54 FT 09 CO f' HORS ON FEET} 1 INCH = 5D FT C9 '• G9rl / ON HORIZ 1 INCH FEE) = 50 FT lC9IC9} "- r' {IN FEET) MU: 1 NCH = 50 FT 86STNG GRADE 5120 o o `++'jr n GRACE 5120 4ERT: 1 INCH = 2 FT 8 5110 +±n m m FRPO$ED ART: GRADE 1 INCH = 2 FT d4ng ctirPRCPCSE0 ' Ei1S11NG CRAZE a g 'g.— ii 511+ :' II z V9Th 1 INt3T PROPOSED GR CE 110 = 2 FT IR c 2 PROPOSED E�15TMG $ r� GRADE VERT 1 NCH = 2 FT GRADE ni m °a in —5110 0 ,.114—.. , i �n L o 8 ca_ y �_ Lt II GRADE N �? g, § § hr. N .n u {Edq'1NG Mja _— std ~= 7 y 5110 5110 5100 Si 144 5100 — , s 5106 �aRIST. 293.5 LF. 16' FLfP 0 17% — -CCtI5i. OLD I.F. 1r RCP IP DM CCI13T. 57.8 LF. 18 RCP 13 2.0$ CONRT. 49.9 LF_ 36 " RCP • 25% 9 510,0. 75 1+04 2+80 2+2506 9 86+50 1+00 + ' ---- INMIINN 2+40 3+04 I 4+00 4+50 + _� 2+00 (l 1+109(1 ete �p 501¢ 2+-0G YH=1,253,45x.84 k690 i+0 BLEVATEON MIDSTREAM LLC BADGER CENTRAL GATHERING FACILITY NE QUARTER SEC. 30, TIN, R67W STORM PLAN & PROFILE •.4_ 1I (IIt.G4s—r— IiVl SON FIFE 5 I +I I da. • E=3,160,106.68 24- INN FES !!! CONSTRUCT (1) 24 CL 11 RCP j 3TCRFA PFE b I STORM PIPE 7 CONSTRUCT 1 4� {L II { } REP .1 Q DETEYITION POND CUTLET CONSTRUCT (1) 16 y^w 11 R r ` r ' rISTRUCT { j 24' CL II RCP I I �I v •F I. I I 12'If w30'x2' {#TOUTED �JYL 10.5')(35'x7 TYPE SOIL RI r x15 x2 TYPE L TYPE N RP RI! SOL RIP RAP SrS j t f �• x30 x2' GR UTcII ... �_ ! „f T- kI SOIL Po• � N-1.253,565.75 • ti, �`. 1 ■■MM . , t I1 E-3,190,292.36 r b I I I , N 1,253462.67 N-1,253,447.57 . N-1,252,736.65 'rf l 24° RCP FES' VI/DRAINAGE GATE . 1 1 5, 1 y 1 I` I I ` II.4 •j�� 14� I V I E=�1@AR2 F 42�RCPRFE51 _ E=3,1 RIG NUT STRUCTURE { 1 x 1. N=1,253,59E=3,161,418.92 343 1 B RUP MS �T{ f �'I J ti` 1 ° 4 t ►'� +4 24• I FES - I \\ IIIIII I II t • f 1 l ' . N-1,`25.3,.S92.L�.i, E 1 -.5,161,284.86 1 TYPE "C' INLET WfDRANAGE GATE I JJJFFF7L7L7L • ) , Z 1 Ill \\\ HI II I I I IIII ii < GRAPHC SCALE 'H 56 IOU 50 GRAPHIC SCALE so 100 7 GRAPHIC .5g SCALE s;1 1 IC. GRAPHIC SCALE too 1-t J PIPE 5 PLAN k PRpFlLE H STORM PIPE 6 PLAN Pt PROFILE STORM PIPE 7 PLAN & PROFILE -I I --T P —Q DETENTION POND OUTLET PLAN & PROFILE ►--1 14 N -I H I-1 (ITh ,Cg 5120 C9; ISTORM (IN FEET) C9 HCE1I; 1 INCH = 54 FT ~ J.J PERT! 1 INCH - 2 FT 5120 5120 Cg P HCI VFRT: ON FEET) I?- 1 NtH = 50 FT 1 NCH - 2 FT 5120 C9 09 FIORE-. VERT] (N FEET) $ 1 INQ1 = 56 FT 1 INCH - 2 FT 09f ON FEET} HDRIL- 1 INCH = 50 FT VERT; 1 INCH - 2 FT g 4 o rn - t R , n = atWM&' UPPER n£ C9SCT alastttaox .Y ,,, ». L NZ Cr 2 5+r {++; i ;. 7 O. :::, € b 39120 '711%k: '. }v 'qR'ugli d-.6 ,1 II — GRADE \ a TI + II U II r, � e o 8 r 8= • t l 8= 2 g 5180 �+'d 5100 511D 5110 5110 ,t'i PROPOSED 5110 E)0 11NG C�PDE 5 ,s 11r II c, E}—•`} . ill cs=_ PROP0CU GRADE $ $ c2 ti —PROPOSED RADE a }t ' 5090 5090 r-= H 5100. 51{0 5100 5100 5090 +� u -5094 =;.3118 -0115114 GRAD GRACE- - N� _ FOR ANS OA BEHALF 'IS eata caPaLtnxl — IXI5'tING G CA -.._... - _ f NTULL. �IIiJiTu 04,01/2418 r1 5490 5C9D 5490- 5094 5680 5088 5OPq DRAW OE 2;'x36' MST. 149.4 LF. 24. RCP 0 348- / 45.0 LF, 42" RCP 0 2,0% %MEV PPM vRYfl' PATE wiTEFurE t51113/2017 . _ 1341 LF. 24- RP 6. 20X- °UNLHEIE 'MALL AEI 14. EYTiHTPTN5 SPILL WRIST. 55.8 IF. ur REF B& 2J)% .EF FAIT 112 °Mre"a *NZ C I1Hv?W5t-ul CCF NM 5 C74 SC?q gg486 54 84 SM. 70 #5D 1+00 2+00 3+CO 3+57 3+56 3+DD 2+OD 1+00 D} j 6F54 1+4Q 2+00 3+ U50 1+00 4+R7 2+25 air 9 <F 12 C9 !A:\to — Well Head Stakinglp(flN$7W30-01\Gravetngs\pff1N67W.3O-Q1 CGF CRbDIHC.dw, 4/5/2016 1b02:56 AM. Jay DoeIs / �,� A,51= L� f f r �/" f e. 51tiD" `l __ / ale'''.r� I' f� r re f ityr f ~�\�xL f'' ff lr,- / -r yf .I ff r' I } f / f 9 5700 _ r" / / y f� / �•~ f • ' /e �} f' r, / .7 ,-,.. r 7 / ,-•"'i' f r.• c. Ify J/ /� f .� -- .-.- trx ��. 4y f / i / ...-• l I /r i ... r a, fr•J �,r �1`- • C ..... rri _ „,,a.,. _ ...„ ., ., , .....- ..„ f....__—. .. .., 1 ._,..— 9A t J ' r ' � .r." f .r r r} `� _$3 _ CC - t 5 \ L l t3 ` Ni._ �- I i l_ y A \ \ ` tP I `<ti t 1 7 ` t \ ' �. .,ti t \\\ 1\1111 Il 1 . 3 t1 1 t.i 1: y 1 t\ 11 4 ti1. ` 1� I. rlt iy i y 1'�r� 1 II t' ' ‘5,, \ 1 1� 11 IL I' II \ t ' \ I t t S II tt 't + ti 1 1 ti 'is 1 '1 t \ C. \ It \ \. 'S. iIt C I i j 1 ti t l C. \\ I'\ .`. 1. It t ` 1 1 S\ tit y II .5 t 1 1 1 t t\ •1 t 5 y t 1 r \1 \ t • 1\ `• \ \ \ {,' '\ \ t' ` ' ` .1 \ \ .. \ 5 4 1 J { I S I \ t, I c L , \ II/ \ \ a \ \ 1 \its* 1 _ ry - 77 -? - L --sir. __ - - ff - X r 74•- - - _ 0._ 0.52 0.2 } •_. �--- rr 91 -5260 81 _ DEVELOPED C•RAJNAGE BASIN BURCARY HSTCf1IC ORAJNAGE BASIN BOUNDARY EAS11N0 MINOR c:NTOUR E)1ST1NG MAJOR CONTOUR PRLWCSED MINER CONTOUR PROPOSED NA_CSR O0NT1r1JR FLOCVPLAJN 1(10YR WATER SURFACE ELDIAllal FLOW DIRECTioN, INPIGALLY CH PAM SURFACES FLOW CIP&CTION, TYPICALLY IN GROSSED SHALE FLOW CIRECTION, TIPICWlY IN FLO'MJNE H( F1 DR LOW PUNT IN PALING COIGN PONT DESIGNATION A = BASH GESIGNATK I B = BASIN AREA (a0 C = 105-YR C FACTOR 0 = 10 -TB Cr-FACTCIR Gf1APHC SCALE 103 0 100 H H H (IN FEET} 1 INCH = 100 FT HISTORIC DRAINAGE SUMMARY UMMat (ACRES) Ht 157.52 008 0.22 c152 N2 10211 0.10 0.24 OM 'Lk Qa (MINUTES) (C S) (S) (�) 136.9 8,95 31.44 123,8& 621 11.17 3229 11&85 PPWn&' UNER IIE I*SCT WWWr•D0II Cf A8 Wx EXTINDTNSJ-fl Id:\to — Well Head Stakinglp(flN$7W30-01\Gren41ngs\pff1N67W.3O-Q1 CGF CRbDIHC.dw, 4/5/2016 11;f3:48 AM. Jay DoeIs ;_ _,.rte----r—�— .-....-=.'---- - -._�_ eit'! r! ._: •PyfTi.v-' rJ•a�Ti �riwi� .r.r rfr -------';1 LT:-st•Iy. ! f wll r� -t -tm. � ^I+ ..4%,-, -1s,..4 .09 i t•-•:, ..."%vilie 7 wrcd. _ _.• c+r.� legs. i Oit 7‘. -.-..tea zrrS 1 i '44 r 11� r ti T /f _7// r.//////: 1 -der // et/re/ rrrr/rrr/,r •f///-ff/ /r!. •f/I/f /1/. r/f'rfrr{-r. ,rrrr,rrr{rr DEVELOPED DRAINAGE BASIN BUMARY HSTCftIC DRAINAGE BASIN BOUNDARY EASTING MINOR Cann E)1SI1NG MAJOR CONTOUR PRCPO5ED MINCft CONTOUR 10D -NR WATER SURFACE ELEVATION FLOW DIRECTION, TWIGALLY ttt PA AO SURFACES FLOW DIP&CTION, LYRICALLY IN GROSSED SHALE FLOW ERECTION. FIRMLY IN FLO'MJNE H(;tt DR LOW PUNT IN PAVING ED NT WCC Y ROAD 6 .t/f f, ,virlr.f///ff. • flee/ /f f// r t rrr •,/r! x .-_r7 /! ff/J Itie �i rti k��i�i�J►�fi f J!/ 1... !r a" F' ..rte S'^ h w�14 _��TM•.I r frr/f .•'f/!/f.///JI I /1/• 1 Fief /{/!J /////.."..•//f ' /frt•7'/rr//r+lrr i.e. r/r t•.f•.4,j �r a} t7rk.t Fr llr /, 'a 11//.1 P6 V'i �.r;`�. t29D GtBa -} rr► 0.49 // f rJ f !/ .11./17/f JJ�r.� e-rf/r.-rrfr, /Tarr III• I I:Jt /rrr, C /frTf )1 "51-e= r ',et .iir-ir •__, / /tV./. //t/t /. t.'../• 's//// r,• e.errr -i •/feel: l •J.rt ,J/// / r / / • //I/ p- ,rfrr '/.err r _//r/f I/rr./ llitt"-1;;V3' •/r//t. r.'."f" t/frf /- /I// -.fiJXJ // /r f/ /f: f/sfr 11;O3:38. Aid, Jiy D*Ns A1: \t4 — Well Head staking 1p(F1N$7W30-01\Dreretngs\ f1N67W.3O-D1 CQF COVER AND DETWLS.dwg, 4/5/2418 FREEBCIARDDCP Cr BERM LEY = 5064.56 - 3 3 1- .' �1 1 L &IA I 3.9%� 3 V 100-YR ELEV = 5083,17 SPILLWAY ELEV - 54&3.20 --- .r CRUSHO3 (RAVEL STW'LW D INLET GRATE, 6' GGNC. WALL 14 BARS 0 Eba11NG € C1JDE LOCKABLE MD G OG EACIi WAY REFER FO REMOVABLE COOT PIPE G MET STANDARD 94 X 7.7 BEAMS PLACED PLAN N-604-10 FOR PERPENCICULAR TD WEIR OPENING SPECiFlCOWS • • I 1 PRIVATE ACCESS ROAD SECTION W PLATE o 7CI =Lip' woctio._ 710-1R ELEV = 5380.15�� • � ; i. 16' RCP Ia a... � •' - to„ .� .,° ..:it —I .': TOP OF HOLE = 5080.59 ._.. • r.:- tiii.o. 4' RECYCLED ul9!! 'i r•'� W� '_ ASPHALT ui- •" "�'. I X42$' r : $ 2.45' o 3 ..��IIIw ...M»i.2!I ` a : 55 Lf-i$ RCP 1.20% • .:a 1.95' tie .l '.aZI `a 1 r' hG , *it �f ` GAiE • :SE "' ' IAAJt. BOLT MAXIMUM 12' D.C D5 J _ • : '.:.: I I : ... _:..,. 1— Dlf}A, HOIE 51EEL PE5TPo4"fOft PLATE C INV.— 5071'.00 • .i .:.I Jr' .� . f - 0 I�0 0.3' (rep) • = • • INV = .507&35 LOW ThILWATER BASIN REVISION DESCRIPTION PREPARED BY DATE DDTTCIA Cf DDY ELEV = S579.C9 ._ .; . L} L "' BUTTON OF MO ELEV = 5979,90 , REFER TO DETAIL .i.. j ' •..: i ' W0. ... • , s '"� ^— ,. ... �' 0. ,I' • °' �." -. ..� �o . 9 - f" 0.-.. •'.. 17 ' �3Et 4 '�?T cLAss �' RECYCLED ASPHALT '`C.r - �.. J . ,. '•: : • .. 7..., a - ' AGGREGATE AGGREGATE OVER BASE 14" CDOT CLASS 6 000R a p ... C a . F' r i . .,'9"'' .. , ... .. I " ' '-. yi4 •i r :' .• J.• ,....: ... .. A. :,•-;.'. `�•'i , i;-.: ;E a; a'- • r...._.'.. ., ...., ' ; J is _ (FOR HEAVY DUTY T1WFFlC APEAS) i OCIJJFAN ° 10F 3-3/8 DIhN. HOLES � 4 D.C. 3 f 1,5' ; ' HMA T4 BE COPCE 5X (10D) PBD4-22 Bo B -B (5) } , FOR SURFACE LOWER LIFTS UFT. GRADE S a 4' eli.FCR I�� A- + " r J HEAVY DUTY TRAFFIC AREAS SECTION PLAJz B C4 NON -MAN GEOTEXTiLE ,�' ¢ 3' FAWF0C BELOW THE RIP RAP I TROT GIPPED C.AVIANE:ED PERFORATED WATER 03NTROL PLATE, SEAL STEEL MTh' FLOW ALL EDGES ..- . -. • a' : ` "a '•.• .:'• , a, J . - v ;,,, ..' .o • . . , ' s. .:. #: . • i • ° :a 0 ` tik &ppR:ft Bart —1 Wi i A CASKET CR MIME CAULK BEM t -J '•' `i� 45' rr r ~~� �; 4' tDdT CLASS 6 RECYCLED ASPHALT AGGREGATE BASE % :�. .. . ti r r e r t1 CAA BOLTS ND. 93 Stainless 3' • 2' rJ Fibs* Star COURSE {N SITE YARD) • d 1 ki d ar Eged) '81ree I : "•' 1 STEEL RE31H1GTCR RATE • 4' RECYCLED ° . ;a •' /:'� P.`; . •'' �1 • .: ' /r 1% ASPHALT ,. •.. !" 9 rr 9 18' DIA. RCP 4ti :c:.acncr:�»xrsxr 3a I I : .. P..J• `—a-'-"-..-"--..„_...._,...„.O a 9.139" -I --I FloN 4ABD" ' .,�`.—. ':,. .f .f �: 17.4' DIANETiR OPENING Fl r WELL :SCREEN DETAL 3 CBKL6.75 AMERICA.' STANDARD STRUCTURAL STANDARD NLE'7 GRATE, SITE YARD SECTION 51EE1 FORMED r•` LOCKABLE E ma cH+WNEL INTO CONCRETE REMOVABLE Ftesttittor Ptate fif Ci E36TTOM AND SUES OF 0.3' WEE C.GNGRETE a >. "• , ._ . SA X 7.7 BEANS PLAID CPOING. WELL SCREEN ATTACHE Si FRAME 14A5HE?, CRUSHED 3 MINUS INTERNMENT YIELDS. ATTACHED STE YARD GRAVEL ATTACHED TO CHANNEL .. 34.. .. ,• �..'' '- d •• _ , - P c ,": PERPENDICULAR TO KfIR OPQJNG ELEVATION MWS REAM, LLC. VELD BADGER CENTRAL GATHERING FACILITY NE QUARTER SEC. 30, T1M, R67W DETAIL S-IEET (IN CONTAINMENT AREAS) U.S. FLT1R STAINLESS BY INTERMITTENT WOJYS. 4 ' `!G" , :-.: ^ -,' .. • , :• > . •- •a " ," �..,-''.; j S C CONC. WAIL 1# BARS NI STT03 WELL -`MEN • �� :'. e.. ' i..- :. ? .. ,e;: :. 6' OG EACI-I WW REFER TO {OR EQUAL) Becton c -C : t :':d = ,. ,.> ," .. • .. `" CDOT TYPE C INLET STN -CFO .•-.�:-�-- e � 3' 0.5'— PLAN M-BD4-10 FOR SPECIF1 A11ONS Man View WATER QUAUTY OUTLET DETAIL ' SITE YARD SECTION C1 I I r_' e oeanuaa OAST ft 015 j-. 5' �.■ TOP OF EERN &5 Q' ELEV = 5064.50 1.3 S al+ 5'�•j F40�.r. l IRON lJf,11�[�It,�41 t cull aoear. Wlewia•r - NOTES rff;teT ` . ;. ..t. FINISH MADE • Peal Pauli Ass sec tsp. o • —I: d ; . I'-';'— SPILLWAY ELEY=S''a63.L i d I _ •{ :::. r. • OeR■Pr1a9L 1�1 Ara iIllallig- 1. BErm TO "PRELFAtLWRY {£OlE[HNICAL ENC1NEERING REPORT. E NFIELD 1-77`:-.1., , -` f . ,• ij 1 1-.7-1-77-1-7-+ : - 7 •.. a'• - -'-1r' 717.—.37.7 l' y ` . ' linen n+■''+s" -" . 1,<iL."a la. a:* (ham a...,�- SOUREST CENTRAL GATHERING FAGLIM PHASE 1. SOUTHAt:ST CCFCER CF WELL CYJJiTri n•f d' =' ' a 1 ' • b' I • 1••. -1 •'' . ., ,� • I • ; I: - .. • .' a .I' -.14:! o % .' .; I , I a - I , ' ROADS IS AND 15,' BY COLE Cab.idlER 9EOTEsAMGW, DATED JULY 5, 2017 FOR - —� I', --�.,a—F—.— —•—I .':Te. ' - " •14--,-1--,,i . Y � GE TAILS AND SPEgHC411Ct'JS OF PAVEMENT SEC11Ct "' . 7-.--.z_ Tie �• -b '.1- I' . 1'0 .. •I .; - •. - :'• I = ", 'I - ' H. t rt�Lvo :'- , . 1' -• .I- .".: • : If" ': 1.'. _ —.-t . •-I '- - -i•o .4 .. „a •• .71.1' iltie 7. • fits aS b wr+w^. I�R �p Ja+ls+lllO+ilir ALW-lE der• c tl 4TAIN. I 8" MINIMUM 1HR]QIESs CENTRALLY PLAN IIImmi re lir a firers lr rv�Ube > tail CONCRETE SPILL WALL SECTION DETAIL -- ' (e6 Ci kra•a.®•e.,ea.+lww•,e„s.,.rr.,-•o., 'rim Ilan&. tarrserea" a a..�el'le re -0 err eller e±ra •apraeami+la�®f�f0mar manaL$ p;uS lai%faaaf•Naw&WaIlia .II. '••WI4" STAKE BLANKET TO visa a• pa a a soy •e@'s'm assF Shalt s , samtmerassaussas.a. a „i GROUND °EWEN STONES sera rramass•a'•"•rsus menumisp� • rings. WPM asa SINS TOPSOIL LAYER AND SEED AND MULCH sat tel.sencess•®a'a Mall ae$aemplillaISM Ira amp AS RECURED BY PLANS A10 SFfCF1GATIONS _ sS. °■.Iva leaNledsarro •M •�v w�.s 4lwecterr irera mac writ :p-- Swiss.; OONCONTROL meta an. PPE ?MOTH FINISH GRADE AS F A5 SPECIFIED OR C,ILLED FOR CALLED nos •sY•---__._.p, ass bay -*r ��i rev ate Bc ON THE BANS ears}alp __ CV awn - a_■ laalReaal• laaaq aver w r® aa/ellla !Lama a"J lst i I I 1 ■�f�y� ■�Fa;�.a� ��■� Y� 1•nndia.ft �!4Tr RIe�int Arras •• • I s • 1`■I .a aI a �aM'��• MNAiUM COVER OVER PIPE MA>OMUN TRENCH WIDTH --.- FINNED GRAD 1, "{ �E LAFL teal , 9�ali l�.ae Uwe MISS EPOS ., -. .-- _ • 1+—G" MEA 1J9 D FROM �'— AT 1' hl�1E PIPE - - _ - . I Y 1 J a�atva�X of C�'pS lNc �l r{ti> »5 y. .a ��.■.+ h., •'bus'. C£5I d RIPRAP GRADE y .r o;,ik,i r+ BAtlFI1L TO BE • el 6tOTTCt1 OF ASPHALT CfR r v C?ONPACIED PER .y SOI• TIM ■elsanWa UMW Fa+deea x - TOP Di CONCRETE PAVEMENT 4 AS MI}ILSDLRAND PoPRAP — SPRING UNE STREET CONSTRUCTION I '-a• COMPLETELY (SEE NOTES) _ —_ 1. TCP CF PIPE MANUAL DETAILS S-3+0 A , + �.•, .. c ._ ' . 1 r ODNE LIDATE SEEN ' : 1, SOL i6FF.IP OETA S ARE APRS::ABLE T4 SLOPED PARIS I psGf•eP■•n.�.rm�T 1- BEDDING SHALL BE 3/8 -INCH SOUEEL E GANFORMNG OPE BEDDING L.NDER TFE 3" min 1 • PM TO THE SITE PLAN ACTUAL LCtkTH}H c 70 CD{IT ANGULAR CRUSHED ROCK 6R.bL1ATICN + -'1 t'— �' L + .. {...t # D LLtETO frAIU � _ .- ; LOVER HMO r`"C a RI7F PFRfENT PASRFEG f- .r'Sw o 2_ MD( uNR1P}A ALLY RS% RPPAP 9Y WLLK WITH 35% Or m e_ . as • 1 r., 105 # — # *'R' SHV+EL S 1lNG AND 1 *IMO SOIL TTY 19LUNE MDR 10 PL I..Bei . — A - , �� AL' ". mar •Y TAMPING Use ?x4 .,�vY: 3 PLACE ST017E-SUL N[t TL PESLLT D7 SECURELY' , -z-- ., �- a.. a 3/$ 85-100 art YAdktrLdl - T r+r'' . yt INIERLUCI'ED fBOCti hT THE THr.�.RRc�,IMO C4+ADE „r_.., y - F0F ws of e[xKr [F rs rite rrxa eleknxJ ter `�+.._.• 12 rnT'1 w SLOPE VARIES SEE PLAN, : ( rage ^� , 1D-30 s w�rt�R� r . �''tr`�r'`�+' HAUNCEIIN Tar {, I}"NPFL1 MID LEt 16 !11 N5Q� RO: Y5 a. ., a a _ . 0-10 .�, •:.w• . .xvvx. a.c Makes a. eras! •. a •— D ti — ti a • I �.�-� qa.,, wa_r. a as cs vs I I RF1iTE O.lT RPM' TOP . ' um.L FUBJTfJJ O454ISl1D1a `' �— " PG 0- 8 } 0 0 0 +0 0 /^r f G PRTIDE. 4. C61NP OR TAMP( NLCH OR USE AAFHOvID HRLYdONILCN RS 4. cMMP X ( NLC - — - 000000 * PREPARE COAPACiTIi G,e� Fl?R IN Tlf PLiNS SPE6ID0F11LY15, • - — "„ "' a. ` fl r_ :. a i" - ' is - ateNMC eat 2�' X 35' e TO 8° DEEP UNDER THE PIPE BAE141LLED TO A LEVEL - . , MEDICO D: ONE- NGH NCIC SUBCRADE PER SPECIFICATIONS .. ass EVEN PIPES N6 UPE. FLAKE AND CONSOLIDATE Est- KiDTH_•„1 6" FCf, 18` 4' '000 STAKE DETA DR PLACE Cfl IJtIDISTURIi 0 SUGRADE �.�EFSIFE C6;Tt3j?D17 Y O Ek+31I p�p�py EVENLY ON E49TH SIDE CF PIT£. ii=La+a6' I'. $° FOR �' ii dxi yti EyT1NETN5 - + FILTER FABRIC AND KU. ARE + FWPDATTON REQUIRED IF ORO WATER IS 7 BEDDING DETAIL (F REnUREO i-1rJ'r' $ CONCRETE SPILL WALL SECTION DETAIL 9 DRAINAGE GATE DETAIL �a•I'° 53 - txnNLnts9 OI cx LNo 1 EMA4NTiAED CM IF A C3 FOUNDATION IS REQUIRED Ci TO 3' CRUSHED ROCK) C3 C1 C3 1r1 a 12 <F 12 012 felL4rla Company :Same: Elevation Midstreaitt, LLC Source Name: Buttitlo Coiupres,or Station Source AIRS II); nip Colorado Department of Public Health and Environinenl Air Pollution Control (Division Facility Wide Emissions Inventory Form �r. April; 2015 Uncontrolled Potential to Emit (PTE) Controlled Potential to Emit (PTE] Criteria (T1't') I !VLF, (lbsryr) Criteria (1 FY) I lid's Jbsryr) AIRS 1n Equipmentlieieription 1-$PP%I Ifj PUt S SO2 Vl)Y V(: I} (:(1 I Hew) 4 fetal ero HA i'ul Kit tpl n -Hex IA eh 2.24-I'MP I SP P1I10 P\•11,5 SW NO' YC)C CO I H(:H(l :tvetui •kern Hi I ul KR Xvl n -Het Meth flS-'I MP 'I'UU ll-I! TLC; Deily ii I009_h 6.1+' I -- -- -- 219347 137,643 34.7142 69.1411 31424 -- 93 -- -- -- -- ].5 31.4 4).8 I -- -- -- 9,24s 4.597 :437 ].31I 1.4171 -- 'I'HI ) I)-2: I NCI Dew -- -- -- -- I I. 1009$ ti.R I -- -- -- ? I9,34'/ 1.37,64 34.782 69.161 21.424 -- 92 -- -- -- -- I ,n 21.4 ti.3 I -- -- -- 9,24 4,.7 7' F3': I .:+ I I .,fl71 -- Tl3U 5t'. -I. C;Slrsdeasaie Surge Comm' 1`es eI -- -- -- -- 0.5 131 +}6 I -- -- 271 109 17 30 415 -- -- -- -- -- 0.5 0.7 0 +r I -- -- -- 14 5 I 2 21 -- I) I I I I APT.'S Only - Pernlii Permitted !sources SuI}beta[ 0.0 0.0 0.4) 0.0 33 2032.7 14.2 I 0 0 tt 438966 275,398 64.5811 138,353 47,264 11 186 1].11 0.0 11.11 0.0 33 63.5 14.2 I 0 0 0 18,510 9.199 1,674 3,.624 2,163 0 14 Rternpt Sources r I I I I 1 1 I I I I I I 1 1 A PEN Rtempl r 1Hid? 4PT.N {}n]} Subtotal - 0.0 11.0 0.4) 11.4 0.0 0.0 I 4.0 I 0 0 9 0 0 0 0 0 tl 0 ILO 0.0 0.0 0.0 In 0.0 I 0.0 I 4 0 0 ll 0 0 0 0 0 0 nilimn i wourcer Pica se St2C .a kchud t.is1 -- -- -- -- 0.6 IA COI -- -- -- 3 0.0 1.4 n.b 3 I I I I I I i I I I I I Insignificant Subtotal— 0.0 0.0 (1.0 (P.O 0.0 1.4 i}.0 I 0 0 0 3 0 0 0 13 0 0 0.4 0.0 0.0 0.0 0.0 1.4 41.0 I 0 0 _ 0 3 0 0 0 13 {1 11 Total. All Sources — I 0.0 ILO {1.0 (P.O 3.5 2034.0 14.2 I 0 0 (I 438.969 275.398 64,580 138.353 47,277 tl 186 I 0.11 0.0 4).0 I 0.0 3 c 64.9 14.2 I 4 0 I 0 18.513 9.199 I 1.674 3,024 2.176 0 .5 Uncontrolled HA1's Summary Uncontrolled '1'oraL All HAPs Controlled HAl's Summary Controlled 'total, AIL HAPs (1190- 0.0 0.0 0.0 219.5 139.7 34S 69.2 234 0.0 0.1 ('1'P'Y) - 0.0 (P.O 0.0 9.3 4.6 41.8 1.5 1.1 0.0 0.0 ('1'1'4) _f 484.9 1 (1'JPY) _I 17.3 f Fool notes: l_ This form should h' completed to include hock existing sources and all loosed new or modifications to existing emissions sou c'. 2. If the emissions source is new then enter 'proposed" under the Permit No. and AIRS ID data column 71. HAI' ineludiet. ITZ - f3CrlfCtic Tol - Toluene K I'1 = I-' lily lbenxcnv - X lent [IC[I() Formaldehyde 4. APE(\ Exemptilnsigniilicant Sources should be included uhcn warnuiled 224-TMP — 2,2,4-Trimcthylpciltanc #seta! — Acetaldehyde:. . cep = .Acrolcir n-TTex — n-TTcxanc Meth Methanol •' \\T r I I I I I I '. I �".'N I\ N 4, ., I \ -. / /,f I � N PLANT NORTH - -- 4 N. rwd Ni I CY • -1 J- a- l- NEW $ll�r�lloN I 4 l- 4 l- l- 4 T -I — I I It —I -I ---1-----,,,. -4 ,.�_ --- N. AOD'-Q• FD CJ1E 1 I lof \ I I rf PRDPIXED RDAI' ~�` I ! It k --- - t --- - r B. CLOSED t r -1 1 ''�T- , l mum / r -I -r r '�- , -I r r y 4. +. ` LYS[1NPoGE R,NT \ �� N�1t1 GCECM m 7 - ET 1 �1, L L --- F N. 7O6'-0' .II FLIER SEPWt4IMIThR I EICLDSED FLARE KNOOKOUT it ' ' 1 1 I I RIMER SEPWICR 11 ,,,.�, �, DRIVE GATE } : tl k1CDNBJS1SlR DECWIRCE L-3 �� (FUNHE1 C?nfl tj6 NLIER ` 4 t inM ., 1 -I ... — I I 4 I- -I i --- -F N. eod-D- L14 L14 L14 aTEx g Q IRE) RE) DISCHARGE I F FS LIGHT FIXTURE LEGEND U I [Aelempoo nLTER I L14 R I - 'I I 11 I r 1 [ 1 I rl I I OW Li u L2 I CV Io = I' I I 1 I I-- `1 7 r --- L7 I L14 - -- I i t -T, I I -i--I-1---' r� _i "C r -I i III" -r---- n U. N.50d-D• - ry �� I !� �J {_ 4 I !' u ', I _ d 1 I x g� y � ��' �� l'� I If I rl-L ,' r4 I I I 1!if !1 IT 11 L4 ! ! I ! ! 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RE4151O1IS APFR0VAI23 �} RJ�►� a cat � sdIKILRE PATE OPJMI yp 6Y19/19 CHECKED BUFFALO COMPRESSOR STATION ELECTRICAL LIGHTING PLOT PLAN 1;+T tWI115ik'I�., CO8QD2I 3}9-4.51-737# 'BY. *PROVED C ISSUED FOR PERNITNG VP WWI - K*J•lurla DESIGN LLC. B ISSUED FOR PERMFMC VP 42/20/10- A ISSUED FOR PEAAiTNG VP 42/19{18. SCiLE: 1' -5O' -D" DRA.WIMO NO.. BUF—WLD-041-00001 REV. C REV OESNIFUON Br D.6E CNN Sr CW EIA1E WEFT PPR GNE 3(GET\ R.??) ${GERVAR.12j Eff:ffigfilf#### DATE:Mar 21, 201B 7:02am 0 W I A N. 24+00' Qo Li SY Li es) LJ LJ o O T tai O N W O T U 0 ,- LJ W� ,@a 30' MANUAL VEHICLE GATE W JaANCATE SECURITY FENCE xx x x . x :� x x } t :� r x x -r- x CONTAINMENTWA 11j' LL0 *ir7, `, r7111 FLB ' LU ❑ m N_ 22+00' ': ❑ ❑ ❑ ❑ I' I ti KI!1OCKQUT DRUMS INLET TREATED x x ! c I(FUTURE) 1® f PRODUCED OIL TANK TANK (1UCE1) OFFSREC OIL TANKS S J .I■ H REC WATER TANKS I� TANKSWATER ++ WATER PIPELINE f PUMPS Y. x WATER 3RD PARTYINLET ° 4 I OIL TANKS C t TRANSFER PUMPS ._, _ 0 i RD PARTY FLB 'r '-' FLB FLC . - FLC HEATER TREATER El=iii lib. `1 ,( I I [ [ II I I I I [ I [ [ IIIA PRODUCED OIL- i' c I I I I' I [ C [ I•I I� SALES OIL & VI TER BOOSTER PUMPS lP1tr PITITT[`,IT'RS N. 20+01' SLEEPER RACK DIE R •R FLo �t :.....]F'L Ll �`4"❑ ❑ n C� DING) I GRINDOUT BUI 'PIPELINE RD >' EDC/MCC F , WATER TREATMENT BUILDING LACT x . CONTROL ADMINISTRATION, BLDG, MODULAR EANO RMERS ' IIIHRUMENT COMPRESSOR AIR WAREHOUSE, OVERHEAD RACK x III i i i ill i i i ilI PlA1NENA�ICE ' l l"I I I' 1 1 > Kim CI O PRODUCOIL COO�RED RD FLG � RD FliIlililiiiill ��i�iiiiiiiiil� x 30' POWERED VEFICLE GATE &. MAN GATE — _- y 1 SECURITY FENCE ' SALES CAS c L G'EI�Q' SCRUBBERS x N. 18+00' I LP COMPRESSION FLA SALES GAS _ 'MTH METER5 C J FUTURE 25' STEEL POLE MOUNTED FLOOD LIGHT, SINGLE POLE TOP IDIOM !CUNT, DARK SKY COMPLIANT, 120V LED, CL I, DIV. 2 RATED. 112W (0.94 AMPS) PER FIXTURE. a 0 !s y _ 25' STEEL POLE MOUNTED FLOOD L1,SHT, WITH (4) -HEAD r VRU KNOCKOUT l linr 'RU KNOCKOUT SKID DRAIN VAULT �. BULL HORN MCUNT, DARK SKY C0MPUANT, 12W LED. CL I. _ � � DM 2 RATED. 112W (0.94 AMPS) PER FIXTURE. Fl a a FIB SURGE DRUM Mr, WE. SURGE DRUMla c : in=1D6 I !Nip _ ■ J� 25' STEEL PAL. MOUNTED FLOOD USHT, WITH (2) -HEAD COMPRESSION VRU COMPRESSION . ~�' ■•ter BULL HORN M{: Ut'IT, DARK SKY COMPLIANT, 120V LED. CL I, HEATER r C HEATER r C r - DN. 2 RATED. 112W (0.94 AMPS) PER FIXTURE. TR :ATERS -- OCIC FLD TREATERS WALL MOUNTED 7 FLOOD LIGHT. DARK SKY CDMPUANT. 1 Z0V -- y LED, CL I, DN. 2 RATED. 1121' (0.94 AMPS) PER FIkTURE. OII, SEDAR4TORS BULK DI C- I � - - DENOTES DRAWING NUMBER PREFIX COY-BRtd-. SEPARATORS - Jo IMPMI C_ �Nor I f K 9 { x N. 16+{}0' -a]p _- LgL _ _ TRAIN 1 SEPARATOR TRAINf1� SEPAft JOR TRAIN T ""'ca..?ttflALJN s {FUTURE - - -J IIIMIM a ■ f - U PIPELINE CORRIDOR - C IIfER/REtElWfl5- ff l" = DD' NOTIM REFERENCE DRAWINGS REVISIONS PPPRCVALS Lek lUti- g[314TURE DATE CTECE BADGER CGF AREA. LIGHTING PLAN �I 4 EN4;IM EERI NG SERVICES, LLC CHECKED APPROVED A. ISSUED FCR REVIEW CN 3/10/18 DE 3/16/18 GAD 3/16/18 SJ..PLE; AS NOTED DRAM NO. BGR-WLD-041-00200 REV. A DWG NO. TITLE REV DESGFdPTION BY DATE AK CHK DATE APR BY APR DATE L-01259 :3/21 Midstream 1 - XTR Midstream height: /2 013 - 25' Buffalo rv2.AG1 D ial j Dialight � hit Corporation ' p NJ XTR mounting Date Page of 4 Farmingdale (732)919-3119 at the time light or written Luminaire Schedule Symbol Qty Label Description LLF LLD LDD Lumens 9 FLD466NC4NG 3per FloodLight Cl D2 - 115° 0.950 0.950 1.000 15009 n H 12 FLD466NC4NG FloodLight Cl D2 - 115° 0.950 0.950 1.000 15009 Calculation Summary Label CalcType Units Avg Max Min Avg/Min Max/Min Compressor Area Illuminance Fc 1.17 44.1 0.0 N.A. N.A. Lumen and wattage values are typical, with a tolerance of +1- 10% Al designs and information provided are based upon Dialight's interpretation of information provided by the client or accepted by the client It remains the responsibility of the client to determine that the design is fit for purpose and that the parameters of the design are maintained to ensure continued compliance. This includes: but isnot limited to. fixture positions: quantities and mounting heights, room conditions (such as reflectance's and equipment locations if considered at the time): use and supplementary task lighting if used. Dialight cannot accept responsibility in respect of the design provided if these design parameters are not maintained and shall in no way be liable to the client or to any third parties for any direct, indirect or consequential damage, loss expense arising from any defect in the design: or arising from the actual design provided: save where such damage; loss or expense arises as a result of Dialight's negligence. This design and the information provided is done so in confidence, for the sole purpose of the recipient and may not be disclosed to any non -related third party or used for any other purpose without the express permission of Dialight. ,. . L-01259 - XTR Midstream - Buffalo rv►2.AG1 D•, i h XTR mounting Midstream541000418000111 height: 25' Dias i hCorporation Date: 1 / 01 3/21/2018 Page 2 of 4 Farmingdale NJ (732) 919-3119 0.C 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 a .a- rI . c.' r., . c 0 , 0 c0 . t, a . 0 0. 0 c, .J cI . c0 r., _ c 0.0 c� . 0, a . 0 -e.. \5 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ),0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ■_ SIa; 0.0 0.0 0.0 0.0 0.0 0.0 *.0 0.0 3.0 D.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,2 0.1 0.0 4 0.0 0.0 D.0 0.0 4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 12.2 16.0 2.2 0.0 0.0 0.0 4b.a 0.2 0.5 0.1 0.0 0. 3.1 9.0 0.0 0.0 40.2 4.2 8.9 2.2 9.3 6.0 2.1 0.4 0.0 0.0 .0 n25.2 3.7 0.0 0.0 0.0 9.0 9.0 �3 1 2.5 C,4 0.0 0.0 0.0 „al 0.4 1F .5 4 ¶4 4 {3.84 1.2 _. 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L-01259 - XTR Midstream - Buffalo rv2.AG I XTR Midstream mounting height: 25' Date :3/21 /2 013 Page 3 of 4 Digilght Dialight Corporation Farmingdale, NJ (732) 919-3119 L-01259 - XTR Midstream - Buffalo rv2.AGI XTR Midstream mounting height: 25' Date:3/21/2018 1 / 01 Page 4of4 Diali ht g7'ii••S#11S•• Diaiight Corporation Farmingdale, NJ (732) 919-3119 L-01267 Elevation Midstream - Badger CGF.AGI Elevation Midstream - Badger CGF Mounting height: 25' Date:3/1212018 Page 1of5 Dialight Dialight Corporation Farmingdale, NJ (732) 919-3119 Luminaire Schedule Symbol Qty Label Description LLF LLD LDD Lumens 20 FLD4GGNC4NG FloodLight Cl D2 - 115° 0.950 0.950 1.000 15009 i + 4 FLD466NC4NG 4per FloodLight Cl D2 - 115° 0.950 0.950 1.000 15009 4. 8 FLD466NC4NG 2per FloodLight Cl D2 - 115° 0.950 0.950 1.000 15009 4 9 FLD466NC4NG B2B FloodLight Cl D2 - 115° 0.950 0.950 1.000 15009 I Calculation Summary Label CalcType Units Avg Max Min Avg/Min MaxiMin Ground Area Planar Illuminance Fc 1.02 53.3 0.0 N.A. N.A. Lumen and wattage values are typical, with a tolerance of +/- 10%. All designs and information provided are based upon Dialight's interpretation of information provided by the client or accepted by the client at the time. It remains the responsibility of the client to determine that the design is fit for purpose and that the parameters of the design are maintained to ensure continued compliance. This includes, but is not limited to: light fixture positions, quantities and mounting heights: room conditions (such as reflectance's and equipment locations if considered at the time), use and supplementary task lighting if used. Dial ight cannot accept responsibility in respect of the design provided if these design parameters are not maintained and shall in no way be liable to the client or to any third parties for any direct, indirect or consequential damage, loss or expense arising from any defect in the design, or arising from the actual design provided, save where such damage, loss or expense arises as a result of Dialight's negligence. This design and the information provided is done so in confidence, for the sole purpose of the recipient and may not be disclosed to any non -related third party or used for any other purpose without the express written permission of Dialight. L-01267 Elevation Midstream - Badger CGF.AGI Elevation Midstream - Badger CGF Mounting height: 25' Date:3/1212018 12/201 Page 3 of 5 Dialiaht .ss ii#i ce Dialight Corporation Farmingdale, NJ (732) 919-3119 L-01267 Elevation Midstream - Badger CGF.AGI Elevation Midstream - Badger CGF Mounting height: 25' Date:3/1212018 12/201 Page 4 of 5 Dialight eird,L,••••••••• _ Dialight Corporation Farmingdale; NJ (732) 919-3119 L-01267 Elevation Midstream - Badger CGF.AGI Elevation Midstream - Badger CGF Mounting height: 25' Date:3/12/2018 12/201 Page 5of5 Dialight 264.11110041- D ialight Corporation Farmingdale, NJ (732) 919-3119 tit_ '�~o, ~ - -c---- -_ '- ----_- ------:::::"----t-4.,_ /1/? Badger CGF and Buffalo Compressor Station Noise Modeling Report March 23, 2018 Prepared for: Extraction Oil & Gas 370 17th Street, Suite 5300 Denver, CO 80202 Prepared by: Behrens and Associates, Inc. 13806 Inglewood Avenue Hawthorne California, 90250 Andrew Truitt BAENC Senior Engineer Jason Peetz Engineering Manager Corporate Office: Hawthorne, California Carson, California — Aledo, Texas :L Napa California Longmont, Colorado — McDonald, Pennsylvania 800-679-8633 wwv environmental-noise-control.com www_drillingnoisecontrol_com Behrens and Associates, Inc. Environmental Noise Control 1. Introduction The following report provides a noise modeling assessment of the proposed Badger Central Gathering Facility (CGF) and Buffalo Compressor Station operated by Extraction Oil & Gas in relation to the Weld County, Colorado noise regulations. The noise modeling includes proposed initial mechanical equipment as well as proposed future equipment. The Badger CGF and Buffalo Compressor Station (40°1'37.43"N, 104°55'45.84"W) is located adjacent to the intersection of Weld County Road 6 and Weld County Road 15 approximately six miles northeast of Brighton, Colorado. The site is bordered by agricultural land with some single-family homes to the north, south, east, and west. Figure 1-1 identifies the pad location. To assess the predicted noise levels of the proposed operations, manufacturer sound level performance data of equipment, exhaust silencers, and acoustical buildings was used when available. File sound level data previously measured and typical of the equipment was used when/if manufacturer sound level performance data was not available. The noise model was developed using SoundPLAN 8.0 software. The following is provided in this report: • A brief introduction of the fundamentals of noise. • A review of the applicable Weld County noise standards. • Presentation of ambient sound level survey results. • Discussion of noise modeling methodology and results. Figure 1-1 Extraction Oil & Gas Location Badger CGF and Buffalo Compressor Station Introduction Behrens and Associates, Inc. Environmental Noise Control 2. Noise Fundamentals Sound is most commonly experienced by people as pressure waves passing through air. These rapid fluctuations in air pressure are processed by the human auditory system to produce the sensation of sound. The rate at which sound pressure changes occur is called the frequency. Frequency is usually measured as the number of oscillations per second or Hertz (Hz). Frequencies that can be heard by a healthy human ear range from approximately 20 Hz to 20,000 Hz. Toward the lower end of this range are low-pitched sounds, including those that might be described as a "rumble" or "boom". At the higher end of the range are high- pitched sounds that might be described as a "screech" or "hiss". Environmental noise generally derives, in part, from a combination of distant noise sources. Such sources may include common experiences such as distant traffic, wind in trees, and distant industrial or farming activities. These distant sources create a low-level "background noise" in which no particular individual source is identifiable. Background noise is often relatively constant from moment to moment but varies slowly from hour to hour as natural forces change or as human activity follows its daily cycle. Superimposed on this low-level, slowly varying background noise is a succession of identifiable noisy events of relatively brief duration. These events may include the passing of single -vehicles, aircraft flyovers, screeching of brakes, and other short-term events. The presence of these short-term events causes the noise level to fluctuate. Typical indoor and outdoor A -weighted sound levels are shown in Figure 2-1. Detailed acoustical definitions have been provided in Appendix A — Glossary of Acoustical Terms. COMMON OUTDOOR NOISE LEVEL COMMON INDOOR SOUND LEVELS dB (Al SOUND LEVELS Rock Band B-747-200 Takeoff at 2 mi. Gas Lawn Mower at 3 ftt Diesel Truck at, 150 ft. DC -9-30 Takeoff at 2 mi_ Noisy Urban Daytime 8-757 Takeoff at 2 mi. Commercial Area Quiet Urban Daytime Quiet Urban Nighttime Quiet Suburban Nighttime Quiet Rural Nighttime A0 100 Inside Subway Train (New York) 90 80 Food Blender at 3 ft, Garbage Disposal at 3 ft. Shouting at 3 ft. Vacuum Cleaner at 10 ft. Normal Speech 60 at ft_ 50 40 30 20 10 Large Business Office Dishwasher Next Room Small Theatre. Large Conference Room (Background) Library Bedroom at Night Concert Hall (Background Broadcast & Recording Studio Threshold of Hearing Figure 2-1 Typical Indoor and Outdoor A -Weighted Sound Levels Noise Fundamentals Behrens and Associates, Inc. Environmental Noise Control 3. Weld County Noise Standards The modeling analysis was developed to predict operational noise levels at adjacent properties and verify compliance of operations with the Weld County noise standards. The Weld County code establishes permissible sound levels by type of property and hours of the day. The measurement location is defined in Section 14-9-50-A.2. "A noise originating on private property shall be measured at or within the boundary of the property from which the noise complaint is made". Based on the specifications of the Weld County code, the Residential noise level limits listed in Table 3-1 will be used throughout the report. Table 3-1. Home Rule Charter for the County of Weld, Colorado, Chapter 14, Article I - Noise, Section 14-9-40 — Maximum Permissible Noise Levels Land Use Maximum 7:00 Noise am to next @BA) 9:00 pm Maximum 9:00 Noise pm to next (dBA) 7:00 am Residential or Commercial 55 dBA 50 dBA Industrial Area or Construction 60 dBA 55 dBA Nonspecific Areas 70 dBA 65 dBA Weld County Noise Standards Behrens and Associates, Inc. Environmental Noise Control 4. Ambient Sound Level Survey An ambient sound level survey was performed at the proposed location for the Extraction Oil & Gas Badger CGF and Buffalo Compressor Station near Brighton, CO from Friday, January 5th to Monday, January 8th, 2018 to measure and document the ambient sound levels on and near the property prior to construction or operational startup. The instrumentation used for each monitoring location was a Svantek Model 971, Type 1, integrating and logging sound level meter. The Svantek sound level meters were calibrated with a Quest QC -10 calibrator. The measurement systems were deployed at five locations at the proposed plant property boundaries. Figure 4-1 shows the locations of meters one through five. Table 4-1 below presents the highest average (Lei daytime (7am — 9pm) and nighttime (9pm — 7am) noise level measurements at each monitoring location over the entire deployment period. Measurement Locations 1 and 2 registered average daily and nightly noise levels in excess of the current Weld County noise standards while the other locations were under the noise standards for the same periods. Measurement Location 3 was slightly above the allowable nighttime limits. This is most likely attributed to road traffic from Weld County Road 6 as well as existing commercial and residential noise sources. Table 4-1 Ambient Sound Level Measurements for Badger CGF and Buffalo Compressor Station Extraction Oil & Gas - Badger Buffalo Compressor Station CGF and Measurement Location Highest Daytime Ambient ((IBA) Noise Levels Highest Nighttime Ambient Noise Levels (dBA) 1 59.5 55.5 2 57.8 53.6 3 53.5 50.6 4 45.4 40.2 5 44.9 45.6 Weld Noise County Limit 55 dBA 50 dBA Ambient Sound Level Survey Behrens and Associates, Inc. Environmental Noise Control 5. Badger CGF and Buffalo Compressor Station Noise Modeling 5.1 Noise Modeling Methodology The noise modeling was completed with use of three-dimensional computer noise modeling software. All models in this report were developed with SoundPLAN 8.0 software using the ISO 9613-2 standard. Noise levels are predicted based on the locations, noise levels and frequency spectra of the noise sources, and the geometry and reflective properties of the local terrain, buildings and barriers. SoundPLAN 8.0 software simulates light downwind conditions in all directions to ensure conservative assessments. The predicted noise levels represent only the contribution of the proposed gas plant operations and do not include ambient noise or noise from other facilities. Actual field sound level measurements may vary from the modeled noise levels due to other noise sources such as traffic, other facilities, other human activity, or environmental factors. The equipment sound level data used in the Badger CGF and Buffalo Compressor Station plant modeling was sourced from equipment manufacturer data per approved project design documentation when applicable and if available. File sound level data previously measured by Behrens and Associates and typical of the proposed combustors, separators, flares, heater treats, and VRU's was used when manufacturer sound level data was not available. The modeling results predicted are dependent on equipment and mitigation orientation as indicated per current project documentation. Figures 5-1 through 5-3 present the Badger CGF and Buffalo Compressor Station plot plan and mechanical equipment layouts utilized in the study. Tables 5-1 and 5-2 list the modeled equipment for the Compressor Station and CGF respectively. Table 5-1 Equipment Modeled for Buffalo Compressor Station Quantity Equipment Proposed Equipment Data Source Source Power (Lw dBA) Sound Level 1 Cam ressar Packs P g es Arid KBZ-6 HP AC with Drive 5500 Manufacturer Correction Data for AC with Drive 1a1.4 16 Cant ressor p Package Caalcr Undecided — A�fH Manufacturer Data 95.7 Model 132-2ZF-R -R utilized. 3 Pumps p Calculated Data 97.4 40 HP Rotor -Tech Gear Pumps 1 Control Valve Equivalent q File Data 107.0 Fisher 2" ET — Whisper Trim 4 Enclosed Flare Undecided Equivalent File Data 102.0 1 Compressor Building pSTC-25 Undecided Minimum Rating of NA Badger CGF and Buffalo Compressor Station Noise Modeling Behrens and Associates, Inc. Environmental Noise Control Table 5-2 Equipment Modeled for Badger CGF Quantity Equipment Proposed Equipment Data Source Source Sound Power Level (Lw dBA) LP Compressor Ariel JGA-2 HP Zvi AC Drive 1 450 Manufacturer Correction Data for AC with4 Drive 107.7 4 Produced Oil Cooler AXH Model 132-2ZF-R Manufacturer Data 95.7 1 Diesel Generator CAT C15 (60Hz) Manufacturer e1 Data 107.7 1 Hi 'E Rate Enclosed Equivalent File Data ' . 8 ZEECO HUD-HF-CGS'- Combustor (HREC) 11MEC-RF -2212 6 RAJ Equivalent File Data 916 Hy-Bon/EDI FIB -10G- 100-18BV 6 Water Bulk Separators 55.1 Equivalent File Data Flameco SB 20-18 500K 6 Oil Bulk Separators Flameco SB 20-18 500K Equivalent File Data 55.1 6 Heater Treater Maxon 7.0 MMbut/i r 60.8 Equivalent File Data 5.2 Noise Sensitive Receptors The noise sensitive receptors have been chosen to be consistent with the requirements of the Weld County, Colorado noise standards. The requirements indicate that a noise originating on private property shall be measured at or within the boundary of the property from which the noise complaint is made. As such, receptor locations were chosen at the surrounding property lines of the Badger CGF and Buffalo Compressor Station to represent potential regulatory measurement points should a complaint be made. Figure 5-4 shows the dBA noise sensitive receptor locations. Badger CGF and Buffalo Compressor Station Noise Modeling 7 Behrens and Associates, Inc. Environmental Noise Control MOM Or r RhtL 15 !"flat Oil R5Mit le for -WS UMW ROW Imo Tyr USE BY SPECIAL REVIEW BADGER CENTRAL GATHERING FACILITY USR XX-XX-XXXX Pia OP UM Wan* Pi Onlitm OF CON Telta ' I MEM, mut m vier Cf 7i$ in 24. ire I maw Main; atiiratt mg *fat I is Mai* alaNtattia v� rn i d i f7 .r r J.. . 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I �y��y,.�r y�� L-717.- �[ r +4i 1 Figure 5-2 Badger C F Plot Plan Badger COF and Buffalo Compressor Station Noise Modeling Behrens and Associates, Inc. Environmental Noise Control Figure 5-3 Buffalo Compressor Station Plot Plan USE BY SPECIAL REVIEW BADGER CENTRAL GATHERING FACILITY USA --X AflyIPLAtLOCUM MIDRIBMUMl!CON IL Tower S IF 'T mu PM NW Can MOM �� r'�1 ��,i Ili Ada it r! e' iii se r�a'i• .r rror' r f1. Miss i� trir r,�.a ■ It jir i� r t� '.rrd - t.' .f r!}. ra 1 i Jr. � -- 0 1 II, ii1 1 r d v s! • ,.. J/ s d.in da 1 tgi il` .I. yr,... - a r• la. IJ I r r.. J r r t r r i .`• T r ■F +. ,:p p a 1y I/ f .P: t. f Y O t J' .l ft.vA,+yy, !2'.,„ i. if Jr!! !rrrr t 1-1 �l fit.. .. �+ Pr .pI a.l-u"i rr-?r �a ate/ :?rid tt# iG f pl Y1. ` . X f J - 'r l e s^I tea• t P t -o. f _! I Y l f t sr Jr p • `R .P wJ' I •Far.l u r;a a w• am: I� to .'J ff [se row 6a j i rc: re a f r1 I i I 7♦J '' f O • sr �n�'a 1e� r ,rG. ! t . t. _r".. 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Environmental Noise Control Receptor 1 Receptor 12 IReceptor 11 IReceptor 1[i Extraction Oil & Gas Property Line Figure 5-4 Noise Sensitive Receptor Locations (dBA) Receptor 9 Receptor 2 Receptor IReceptor -1 I Receptor 5 Receptor 6 Receptor 7 Receptor 8 Bader C F and Buffalo Compressor Station Noise Modeling Behrens and Associates, Inc. Environmental Noise Control 5.3 Noise Modeling Results Three modeling scenarios were created to investigate various options at the proposed site and are described in Table 5-3. The results of the noise modeling are presented in Table 5-4. The locations in the tables correspond to the receptor locations identified in Figure 5-4. The results of the noise modeling are also shown as noise contour maps. Figure 5-5 shows the Scenario 1 Noise Contour Map in dBA, Figure 5-6 shows the Scenario 2 Noise Contour Map in dBA, and Figure 5-7 shows the Scenario 3 Noise Contour Map in dBA. The noise contours are provided in 5 dB increments with the color scale indicating the sound level of each contour. The numerical and graphical noise modeling results for Scenario 1 indicate that the predicted noise levels at Receptor Location 2 will exceed the allowable nighttime limits for Weld County but all other receptor locations are predicted to be below Weld County Limits. The results for Scenario 2 indicate that the predicted noise levels at all modeled receptor locations will comply with the allowable residential noise limits of Weld County. However, please note that part of the property for Receptor Location 2, not including the residence, may be subject to sound levels exceeding 50 dBA. The results for Scenario 3 indicate that the predicted noise levels at all modeled receptor locations will comply with the allowable residential noise limits of Weld County. No additional acoustical mitigation measures are recommended at this time. Additionally, the noise modeling results predict that the noise levels of the proposed Badger CGF and Compressor Station will be at or below average ambient noise levels show in Table 4-1. Table 5-3 Modeled Mitigation Scenarios Modeled Scenario Description Scenario 1 Unmitigated — Compressor Station housed inside compressors are of a steel shell building with a minimum does Sound Transmission Class include (STC) rating of 25. All — other mechanical equipment not supplemental noise mitigation acoustical enclosures, silencers, etc. Scenario Earthen Berm Only — Earthen berms heights included in of varying were addition to topographical the measures included CAD documents in Scenario 1. provided Berm dimensions by Baseline and Engineering. positioning The is per proposed berms to the east of the facility were omitted for this scenario. Scenario 3 Earthen Berm with Acoustical Wall — Approximately 1,200 ft. of 16 -foot -tall acoustical included wall and encompasses with a minimum the Sound north, Transmission east, and west Class sides (STC) of the rating Produced of Oil 40 is Coolers, proposed LP Compressors, berms to the and east of the Train 1 facility through that 3. This scenarios were omitted also in Scenario includes 2. the Badger CGF and Buffalo Compressor Station Noise Modeling Behrens and Associates, Inc. Environmental Noise Control Table 5-4 Noise Modeling Results (dBA) Receptor Location Description Scenario 1 Scenario 2 Scenario Location 1 Southeast Ca Rd Property Line of 6435 44.3 42.8 39.9 Location 2 South Rd 6 Property Line of 6743 Co 50.2 48.5 44 LocationSouthwest 6989 Co Rd Property 6 Line of 43.6 42.6 3.4 Location � Southwest 1989 Property Line of Co Rd 15 45.8 418 39.1 LocationWest Property Rd Line �� 71'�Co 44.2 43.E 40.4 Location 6 Northwest 1 596 Co Rd Propert 15 Line of 45.9 43.4 41.4 Location 7West Property Rd 15 Line of 1 596Co 43.9 4 1. 6 41.E Location 8 Northwest 1044 Co Rd Property 15 Line of 41.6 40.4 40 Location 9 Near North 6759 Co Rd Property 4 Line of 39.3 39.5 39.5 Location 10 East Rd 13 Property Line of 1726 CO 44 4 1. 6 41.1 Location 11 Northeast CO Rd 13 Property Line of 1726 42.6 41.4 40 Location 1 � North CO Rd Property 13 Ling of 1726 40.2 39.4 38 Allowable Noise Level Property . noise P ,. complainant. line of potential 55.0 Day 50.0 Night i 50.0 Day Night 55.0 50.0 Day Night i Badger CGF and Buffalo Compressor Station Noise Modeling 13 Baader C F and Buffalo Compressor Station Noise Modeling Bader COF and Buffalo Compressor Station Noise Modeling Behrens and Associates, Inc, Environmental Noise Control Figure 5-7 Scenario 3 Noise Contour Map MBA) Average Noise Level, Leg cIBA a 30.0 35.0 40.0 45.0 50.0 55.0 60.0 65.0 70.0 75.0 - 66.0 85.0 90.0 o 200 400 600 800 feet Bader COF and Buffalo Compressor Station Noise Modeling 1+ Behrens and Associates, Inc. Environmental Noise Control 6. Conclusion Predictive noise models were created to represent the proposed operations at the Badger CGF and Buffalo Compressor Station operated by Extraction Oil & Gas Partners. Noise sensitive receptor locations included in the modeling were placed in compliance with the applicable noise standards of Weld County, Colorado. Our analysis indicates that the predicted numerical and graphical noise modeling results for Scenario 1 indicate that the predicted noise levels at Receptor Location 2 will exceed the allowable nighttime limits for Weld County, but all other receptor locations are predicted to be below Weld County Limits. The results for Scenario 2 indicate that the predicted noise levels at all modeled receptor locations will comply with the allowable residential noise limits of Weld County. The results for Scenario 3 indicate that the predicted noise levels at all modeled receptor locations will comply with the allowable residential noise limits of Weld County. No additional acoustical mitigation measures are recommended at this time. Conclusion Behrens and Associates, Inc. Environmental Noise Control Appendix A - Glossary of Acoustical Terms Glossary of Acoustical Terms Behrens and Associates, Inc. Environmental Noise Control Ambient Noise The all -encompassing noise associated with a given environment at a specified time, usually a composite of sound from many sources both near and far. Average Sound Level See Equivalent -Continuous Sound Level A -Weighted Decibel Scale The human ear is more sensitive to some sound frequencies than others. It is therefore common practice to apply a filter to measured sound levels to approximate the frequency sensitivity of the human ear. One such filter is called the A -weighted decibel scale which emphasizes sounds between 1,000 and 5,000 Hertz by discounting the frequencies outside of this range. As the human ear is less sensitive to low frequency noise, the A -weighted decibel scale begins to increasingly discount noise below 500 Hertz. Measurements conducted utilizing the A -weighted decibel scale are denoted with an "(A)" or "A" after the decibel abbreviation (dB(A) or dBA). The A -weighted scale is nearly universally used when assessing noise impact on humans. C -Weighted Decibel Scale High level low frequency noise can propagate large distances from its source. Although not always audible, high levels of low frequency noise can induce vibrations in objects or structures which could become evident in ways that might be annoying to humans (e.g., rattling of windows) . The C -weighted decibel scale, which was developed to estimate human ear sensitivity to high noise levels, is a flatter filter that does not discount low frequency noise as much as the A -weighted decibel scale. As a result, a C -weighted decibel measurement could be significantly higher than an A -weighted decibel measurement if the noise being measured contains a heavy low frequency content. Measurements conducted utilizing the C -weighted decibel scale are denoted with an "(C)" or "C" after the decibel abbreviation (dB(C) or dBC). C -weighted noise level limits are sometimes included in noise regulations as a way to address low frequency environmental noise issues. Community Noise Equivalent Level (CNEL) A 24 -hour A -weighted average sound level which takes into account the fact that a given level of noise may be more or less tolerable depending on when it occurs. The CNEL measure of noise exposure weights average hourly noise levels by 5 dB for the evening hours (between 7:00 pm and 10:00 pm), and 10 dB between 10:00 pm and 7:00 am, then combines the results with the daytime levels to produce the final CNEL value. It is measured in decibels, dbs. Day -Night Average Sound Level (Ldn) A measure of noise exposure level that is similar to CNEL except that there is no weighting applied to the evening hours of 7:00 pm to 10:00 pm. It is measured in decibels, dB. Glossary of Acoustical Terms Behrens and Associates, Inc. Environmental Noise Control Daytime Average Sound Level The time -averaged A -weighted sound level measured between the hours of 7:00 am to 7:0O pm. It is measured in decibels, dB. Decay Rate The time taken for the sound pressure level at a given frequency to decrease in a room. It is measured in decibels per second, dB/s. Decibel (dB) The basic unit of measurement for sound level. Direct Sound Sound that reaches a given location in a direct line from the source without any reflections. Divergence The spreading of sound waves from a source in a free field, resulting in a reduction in sound pressure level with increasing distance from the source. Energy Basis This refers to the procedure of summing or averaging sound pressure levels on the basis of their squared pressures. This method involves the conversion of decibels to pressures, then performing the necessary arithmetic calculations, and finally changing the pressure back to decibels. Equivalent -Continuous Sound Level (Leq) The average sound level measured over a specified time period. It is a single -number measure of time - varying noise over a specified time period. It is the level of a steady sound that, in a stated time period and at a stated location, has the same -weighted sound energy as the time -varying sound. For example, a person who experiences an Leq of 60 dB() for a period of 10 minutes standing next to a busy street is exposed to the same amount of sound energy as if he had experienced a constant noise level of 60 dB(A) for 10 minutes rather than the time -varying traffic noise level. It is measured in decibels, dB. Fast Response A setting on the sound level meter that determines how sound levels are averaged over time. A fast sound level is always more strongly influenced by recent sounds, and less influenced by sounds occurring in the distant past, than the corresponding slow sound level. For the same non -steady sound, the maximum fast sound level is generally greater than the corresponding maximum slow sound level. Fast response is typically used to measure impact sound levels. Field Impact Insulation Class (FIIC) A single number rating similar to the impact insulation class except that the impact sound pressure levels are measured in the field. Glossary of Acoustical Terms Behrens and Associates, Inc. Environmental Noise Control Field Sound. Transmission Class (FSTCJ A. single number rating similar to sound transmission class except that the transmission loss values used to derive this class are measured in the field. Flanking Sound Transmission The transmission of sound from a room in which a source is located to an adjacent receiving room by paths other than through the common partition. Also, the diffraction of noise around the ends of a barrier. Frequency The number of oscillations per second of a sound wave Hourly Average Sound Level (HNL) The equivalent -continuous sound level, Leg, over a 1 -hour period. Impact Insulation Class (IIC) A single number rating used to compare the effectiveness of floor/ceiling assemblies in providing reduction of impact -generated sound such as the sound of a person's walking across the upstairs floor. Impact Noise The noise that results when two objects collide. Impulse Noise Noise of a transient nature due to the sudden impulse of pressure like that created by a gunshot or balloon bursting. Insertion Loss The decrease in sound power level measured at the location of the receiver when an element (e.g., a noise barrier) is inserted in the transmission path between the sound source and the receiver. Inverse Square Law A rule by which the sound intensity varies inversely with the square of the distance from the source. This results in a 6dB decrease in sound pressure level for each doubling of distance from the source. Ln Percentile Sound Level The noise level exceeded for n% of the measurement period where n is between 0.01% and 99.99%. Usually includes a descriptor i.e. A -weighting. Common Ln values include LA10, L.A5O, and LA9O levels. LA10 would represent the A -weighted sound level that is exceeded for 10% of the measurement period. Masking The process by which the thresholdof hearing for one sound is raised by the presence of another sound. Maximum Sound. Level (Lmax) The greatest sound level measured on a sound level meter during a designated time interval or event. Glossary of Acoustical Terms 21 Behrens and Associates, Inc. Environmental Noise Control NC Curves (Noise Criterion Curves) A system for rating the noisiness of an occupied indoor space. An actual octave -band spectrum is compared with a set of standard NC curves to determine the NC level of the space. Noise Isolation Class (NIC) A single number rating derived from the measured values of noise reduction between two enclosed spaces that are connected by one or more partitions. Unlike STC or NNIC, this rating is not adjusted or normalized to a.. measured or standard reverberation time. Noise Reduction The difference in sound pressure level between any two points. Noise Reduction Coefficient (NRC) A single number rating of the sound absorption properties of a material. It is the average of the sound absorption coefficients at 250, 500, 1000, and 2000 Hz, rounded to the nearest multiple of 0.05. Normalized Noise Isolation Class (NNIC) A single number rating similar to the noise isolation class except that the measured noise reduction values are normalized to a reverberation time of 0.5 seconds. Octave The frequency interval between two sounds whose frequency ratio is 2. For example, the frequency interval between 500 Hz and 1,000 Hz is one octave. Octave -Band Sound Level For an octave frequency band, the sound pressure level of the sound contained within that band. One -Third octave The frequency interval between two sounds whose frequency ratio is 2"(1/3x. For example, the frequency interval between 200 Hz and 250 Hz is one-third octave. One -Third -Octave -Band Sound Level For a one -third -octave frequency band, the sound pressure level of the sound contained within that band. Outdoor -Indoor Transmission Class (OITC) A single number rating used to compare the sound insulation properties of building facade elements. This rating is designed to correlate with subjective impressions of the ability of facade elements to reduce the overall loudness of ground and air transportation noise. Peak Sound Level (Lpk) The maximum instantaneous sound level during a stated time period or event. Pink Noise Noise that has approximately equal intensities at each octave or one -third -octave band. Glossary of Acoustical Terms 22 Behrens and Associates, Inc. Environmental Noise Control Point Source A source that radiates sound as if from a single point. RC Curves (Room Criterion Curves) A system for rating the noisiness of an occupied indoor space. An actual octave -band spectrum is compared with a set of standard RC curves to determine the RC level of the space. Real -Time Analyzer (RTA) An instrument for the determination of a sound spectrum. Receiver A person (or persons) or equipment which is affected by noise. Reflected Sound Sound that persists in an enclosed space as a result of repeated reflections or scattering. It does not include sound that travels directly from the source without reflections. Reverberation The persistence of a sound in an enclosed or partially enclosed space after the source of the sound has stopped, due to the repeated reflection of the sound waves. Room Absorption The total absorption within a room due to all objects, surfaces and air absorption within the room. It is measured in Sabins or metric Sabins. Slow Response A setting on the sound level meter that determines how measured sound levels are averaged over time. A slow sound level is more influenced by sounds occurring in the distant past that the corresponding fast sound level. Sound A physical disturbance in a medium (e.g., air) that is capable of being detected by the human ear. Sound Absorption Coefficient A measure of the sound -absorptive property of a material. Sound Insulation The capacity of a structure or element to prevent sound from reaching a receiver room either by absorption or reflection. Sound Level Meter (SLM) An instrument used for the measurement of sound level, with a standard frequency -weighting and standard exponentially weighted time averaging. Glossary of Acoustical Terms Behrens and Associates, Inc. Environmental Noise Control Sound Power Level A physical measure of the amount of power a sound source radiates into the surrounding air. It is measured in decibels. Sound Pressure Level A physical measure of the magnitude of a sound. It is related to the sound's energy. The terms sound pressure level and sound level are often used interchangeably. Sound Transmission Class (STC) A single number rating used to compare the sound insulation properties of walls, floors, ceilings, windows, or doors. This rating is designed to correlate with subjective impressions of the ability of building elements to reduce the overall loudness of speech, radio, television, and similar noise sources in offices and buildings. Source Room A room that contains a noise source or sources Spectrum The spectrum of a sound wave is a description of its resolution into components, each of different frequency and usually different amplitude. Tapping Machine A device used in rating different floor constructions against impacts. It produces a series of impacts on the floor under test, 10 times per second. Tone A sound with a distinct pitch Transmission Loss (TL) A property of a material or structure describing its ability to reduce the transmission of sound at a particular frequency from one space to another. The higher the TL value the more effective the material or structure is in reducing sound between two spaces. It is measured in decibels. White Noise Noise that has approximately equal intensities at all frequencies. Windscreen A porous covering for a microphone, designed to reduce the noise generated by the passage of wind over the microphone. Glossary of Acoustical Terms Architecture Structural Geotechnical Respectfully Submitted, ROCKY MOUNTAIN GROUP Materials Testing Forensic Civil/Planning OWTS Soil Evaluation and Design Cody Central Gathering Facility Weld County, Colorado PREPARED FOR: Baseline Corporation 1950 Ford Street Golden, 80439 JOB NO. 162359 March 14, 2018 Reviewed by, RMG — Rocky Mountain Group RMG — Rocky Mountain Group Lauren McIver, E.I. Thomas M. Cope, P.E. Geotechnical Staff Engineer Sr. Geotechnical Project Manager Southern Office: Colorado Springs, CO 80918 719.548.0600 Central Office: Englewood, CO 80112 303.688.9475 Northern Office: Evans, CO 80620 970.330.1071 vvvvvv. rmgengineers.com Fort Collins: 970-616-4364 Monument: 719.488.2145 Woodland Park: 719.687.6077 Cody Central Gathering Facility OWTS Weld County, Colorado Please find enclosed soil evaluation review and design for a. proposed On -site Wastewater Treatment System (OWTS) for the above referenced site. A representative of RMG — Rocky Mountain Group performed soil evaluation of two soil profile test pit excavations on February 12, 2018. The profile pits and soil evaluation were performed in accordance with Weld County Department of Health and Environment On -site Wastewater Treatment System Regulations (Regulations). It is our understanding a gathering facility for oil and gas development is proposed for the vacant land. The gathering facility will have a maximum of 5 employees per 8 -hour shift. The soils evaluated in the profile pits are documented on the Test Boring Logs. The subsurface materials generally consisted of six inches of clayey to sandy topsoil underlain by sandy lean clay. The sandy lean clay extends to the final exploration depths of the test pits approximately eight feet below existing grade. Groundwater wasencountered in both test pits during the soil evaluation at an approximate depth of 6 feet below existing grade. The soil evaluation determined a soil type 3A in the zone of influence as described on Table 30-10-1 of the Regulations. The OWTS should be designedusing a Long Term Acceptance Rate (LTAR) of 0.30 gallons per day per square foot for the soils in accordance with the above mentioned table. An engineer designed septic system will be required for this site due to it being used for a commercial property. Additionally, the owner will have to meet the required distance criteria as shown in Table 30- 7-1 of the Regulations, enclosed. The location of the profile pits and proposed Soil Treatment Area (STA) will be greater than all horizontal and vertical separation distances as shown in Table 30-7-2. The STA must be installed a minimum 50 feet away from the delineated wetland located to the south of the proposed STA. As previously mentioned, the gathering facility will have a maximum of five employees per 8 -hour shift. Therefore, the system was designed in accordance with Table 30-6-2 of the Regulations with a design flow of 75 gallons/day in accordance with Table 30-6-2, will consist of a minimum 500 gallon two compartment tank meeting the regulations outlined in Section 30-9-20. Two system designs have been provided for the gathering facility. Both options are gravity fed. The first option consists of installing Quick4 Infiltrator Chambers in 3 foot wide trenches. The second option consists of an absorption bed utilizing rock and pipe as the distribution media. Absorption Trenches with Chambers: The adjusted required soil treatment area for a gravity bed using chambers is 175 square feet, see enclosed calculations. The minimum number of chambers required is 15. The bottom of the chambers should be placed 18" below existing grade to allow for sufficient separation between the infiltrative surface and the top of groundwater. The trenches will require observation ports on each row of chambers. Absorption Bed with Rock and Pipe: The adjusted required soil treatment area for a gravity bed using rock and pipe is 300 square feet, see enclosed calculations. The maximum width allowed for absorption beds is 12 feet. Therefore, this system was designed as a 12 feet wide by 25 feet long absorption bed. The rock material used must meet the specifications listed in Section 30-10-40 of the Regulations. As such, the material used must be clean gravel ranging between ',/2 inch to 2 V2. inch in size. The gravel must completely fill the RMG — Rocky Mountain Group 2 RMG Job No. 162359. Cody Central Gathering Facility OWTS Weld County, Colorado absorption bed and must extend a minimum of 6 inches below the distribution pipe and a minimum of 2 inches above the pipe. The top of the placed gravel must be covered with nonwoven, permeable geotextile meeting a maximum thickness rating of two (2.0) ounces per square yard or equivalent pervious material. An impervious covering must not be used. The bottom of the rock should be placed 18" below existing grade to allow for sufficient separation between the infiltrative surface and the top of groundwater. Both Methods: We anticipate an approximate cover of 12" to 24" cover over the septic tank and a 12" to 18" cover over the distribution box. Both the septic tank and distribution box must have access from the surface. Both options require an inspection by RMG prior to covering the system. We are not aware of installed systems on neighboring properties that may affect the placement of the proposed OWTS. Furthermore, we are not aware of any existing easements or right-of-ways that may conflict with the proposed OWTS. We found no location of any visible or known unsuitable, disturbed, or compacted soils. The parking area for the facility was not clearing indicated on the preliminary site plan. If the location of the STA is across the drive area from the building, the piping under the pavement will need to be protected from the traffic loads. Some ways to protect the pipe would be to encase the pipe in a larger, stronger pipe, encase the pipe in concrete, or a combination of both. Ultimately, it is the responsibility of the installer to implement a system to protect the pipe. We anticipate this area to remain commercial use for the foreseeable future. There were no difficulties encountered during the site evaluation. During system installation the subsurface conditions encountered in the soil treatment area excavation may vary from those encountered in the profile test pits. Depth to bedrock and groundwater may be different from depths reported in this report. If subsurface conditions encountered in the construction of the system differ from those reported, RMG Engineers should be retained to review the subsurface conditions. The soil evaluation was conducted at the request of the client in a location determined by the owner of the dwelling. We hope this report will assist you with your needs. Please contact us if you have any questions concerning this matter. Should you have questions, please do not hesitate to call. 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AEI ■ • • ICJ ■ ■ • ■•• ■® _ .■ s ■ ■ _■ ■ r r P 0: '1 N. t O ■ • CLIENT : BASELINE CORPORATION 1950 FORD STREET GOLDEN, CO. 80439 AM" ill F • JI 11/2 -.ma At" re • L r ■r r SI I. I SI i5 • 1-1 I r• arr ■ I Structural • Gentechnical RMG ENGINEERS ROCKY MOUNTAIN GROUP I60137th STREET EVANS, CO. 80620 PHONE: (970) 330-0171 FAX: (970) 330-1252 R(MG PROJECT #162359 DATE: 3/1318 N feria 914' 1 S Ieer -, C .. fi r . "kir.' a i * ° J _'`e r 7:2- f '.rM#� '• Fi a• S7arNY IrOW. a - i.Y a TS —A- ;sscd.rt it e. ..f a r. p a . . T' f're Ne—e .e.rl - fr'ffcr:rrr r.r'. , .*i r 4. AP irrfYX 'tame-tt1.' r0r.41',0 • rr{j`' l"Cie/a - r44,-•�?f rJ 1Yd:dJ, t i ('-�d 7f la rrd' ,ewe/. rrr. rrrrd.Yr., r -.F Y4arr wt/, dd.t;IOa, • . "al rr1 ":r.1, a+Xd'drr,f? ' f r:fr!'•r:d'.rar? spitle.,d io jill s'ie',rrfrrr'fre"r r rf• r0.0d.ko 0d re . r'Y,r a r."— a area Fet- f 1 d drr•'r JXr.F aV_dfr rr l if r if 40 : d'<',ll - art rent d r .1} .,t% ee lens .ton's 3P9;A�I 501.1kVT) Krim inMrs 1}@WO*. Call below you 4 0 200 SCALE: 1" 400 400' SITE PLAN PLAN CODY CENTRAL GATHERING FACILITY WCR6& WCRI5 BRIGHTON, COLORADO C- - - fi r�4.. F .f d t r . Gib/ is'eseisieFmzgir Fir eP S ar r t? F .f err" teeter/ r?irot.1 {,iJ ela l toaIII Pa?'a!neat, 11 e re' t r+ r rr r' .r �{,; 1doer. .drrra r,rl ffrrrrre.#41:1 rl■La s'fi/-s 1Fi�+ •± -q i°i zj y�i3.z3�'.iii��_e — ^- . t_i•�r ♦ _ > ..a'�• _ - . l: ,rf r•q1� :rr.r. r J.r {r,lfrrr F{'d r;r?r.'a? fl Jr r;ri'faref!'1r'r l:rrrP r frr r d r �vl X X ep Pr I r et r f r C Jt1%rr'.4,XS F P tt • la•a■d etI# I�r{� rr.�: rrrFrfir•r f�trrr 4( ,1a" d•XFr so X/4441 .P ' r a r a _. r O F .: r d I -fl Q rrII? ra0,l.r .."d'-? l 1 d' Y. ars/se/e. ✓ tut' r/de r I f? C F i ✓ rrr eel It litfar : r ,,e fir ,? rr rdrr:f • mere, e' f?r?rd ff F F Jere Sr%aee or' ee▪ l d rrtrio rr Ffrrf ■ 11 ." 11L -:r.' y ... �; a._ ..1 #'s' . h. •�-, s' . .r ..r r d .r .Y 7i r I gill F .. Ea lriia'1+lii1• _rru=C�ii`?b ,. .r' r . r•- r .d' d : • I1•#. - f _ rld Ydd r. •• �i� d•r r r ,' 1 i r+kP -- 4 SLIM NO . se -.aril ePr IIMAINRat WWI ue RR rR0 crnc 44wRp_ . •- •: • 'ills •a rN - a Itvcr3 tun ream; VAC cn SEE BORE LOCATION FOR DETAILS CLIENT : BASELINE CORPORATION 1950 FORD STREET GOLDEN, CO. 80439 bat, macaw lac ISC 414:srW Wpu MFOUR' Dr V err ANEW * CORK camc.• k .!� — ssar - ran er- ell 4-N41 P IKS !I-IIitil , AS ' Tit -, 10 K tW *6: 4.!'- .1' MI.nLsI 1A Do +rS'sWt fat N LL U Structural + Gentechnical RMG ENGINEERS ROCKY MOUNTAIN GROUP 1601 37th STREET EVANS, CO. 80620 PHONE: (970) 330-0171 FAX: (970) 330-1252 R(MG PROJECT #162359 DATE: 3/1318 SEPTIC TANK 200' _ ape am= ale rore air - MIN 50' SEPARATION OF STA AND WE TLAND APPRO WETLAND BOUNDARY . u ; ■ 0 50 100 SCALE: V = 100' N S M ME eff "It/ ., _ rile "i ■ few_ U. • . END r ■ • ■ lirn a ar .�_ ,II OIL ■ Ing ■ ■ ■ ■ q ■ el f i l 1 r it/? to f4 ■ et: t -E rer. 11 1.1�■11 jaw nrwi BORE I OCA I ION PLAN CODY CENTRAL GATHERING FACILITY WCR6& WCRI5 BRIGHTON, COLORADO CLIENT : BASELINE CORPORATION 1950 FORD STREET GOLDEN, CO. 80439 Structural • Gentechnical RMG ENGINEERS ROCKY MOUNTAIN GROUP I60137th STREET EVANS, CO. 80620 PHONE: (970) 330-0171 FAX: (970) 330-1252 RMG PROJECT #162359 DATE: 3/13/8 TEST BORING: TP-E w a. < WATER CONTENT % TEST BORING: TP-W DATE DRILLED: 2112118 REMARKS: GROUNDWATER @ 6.0' 2112118 CO ii C WATER CONTENT °� BLOWS PER BLOWS PER DATE DRILLED: C co o co 2112118 PTI PTI REMARKS: GROUNDWATER @ 6.0' 2/12118 TOPSOIL, dark brown, clayey sandy moist TOPSOIL, dark clayey sandy brown, moist T' ' `.`-='� T' '' ` `k='� ;lx 6. 'N. (; • i, `,i rf` i1-,, f etl !J` CLAY, brown, strong, sandy blocky, moist silty to moderate to wet 2.5 CLAY, brown, strong, sandy blocky, moist silty to moderate to wet 2.5 5.0 5.0- V 7.5 7.5 Architectural Structural Forensics ROCKY MOUNTAIN GROUP Colorado Springs (Corporate Office) 2910 Austin Bluffs Parkway Colorado Spings, CO 80918 (719) E48-0600 SOUTHERN COLORADO. DENVER METRO, NORTHERN COLORADO Ocotechnical fvlatcrials Testing Civil. Planning V TEST BORING JOB No. 162359 21/4%., FIGURE No. 3 LOGS DATE 3/14/18 irc SOILS DESCRIPTION LOW PLASTICITY CLAY 3. TOPSOIL UNLESS NOTED OTHERWISE, ALL LABORATORY TESTS PRESENTED HEREIN WERE PERFORMED BY: RMG - ROCKY MOUNTAIN GROUP 1601 37TH ST. EVANS, COLORADO SYMBOLS NOTES STANDARD PENETRATION TEST - MADE BY DRIVING A SPLIT -BARREL SAMPLER INTO THE SOIL BY DROPPING A 140 LB. HAMMER 30", IN GENERAL ACCORDANCE WITH ASTM D-1586. NUMBER INDICATES NUMBER OF HAMMER BLOWS PER FOOT (UNLESS OTHERWISE INDICATED). XX XX H 4.5 WATER CONTENT (%) UNDISTURBED CALIFORNIA SAMPLE - MADE BY DRIVING A RING -LINED SAMPLER INTO THE SOIL BY DROPPING A 140 LB. HAMMER 30", IN GENERAL ACCORDANCE WITH ASTM D-3550. NUMBER INDICATES NUMBER OF HAMMER BLOWS PER FOOT (UNLESS OTHERWISE INDICATED). FREE WATER TABLE DEPTH AT WHICH BORING CAVED BULK DISTURBED BULK SAMPLE AUG AUGER "CUTTINGS" Architccturd Structural Fcrcnsics ROCKY MOUNTAIN GROUP Colorado Springs* (Ccrparnro Office) 2910 Austin Bluffs Parkv y Cdorain Spings` CO80918 (719)18-0600 SOUTHERN COLORADO, DENVER METRO, NORTHERN COLORADO Gcotochnic I Materials Testing Civil, Planning J EXPLANATION OF TEST BORING LOGS � J JOB No. 162359 FIGURE No. 4 DATE 3/14/18 J Structural • eotechnfGa.Il RMG ENGINEERS 1601 3?t" ST. • EVANS, COLORADO 80620 • 970-330-1071 • FAX 970-330-1252 PROPOSED ESTIMATED CALCULATIONS ON -SITE WASTEWATER TREATMENT SYSTEM DESIGN FLOW Office: 1: 8hr shift; 5 employees/shift 15 gpd/employee; 15 x 5 = 75 gpd SEPTIC TANKS USE: Minimum 500 Gallon Tank ABSORPTION BED Soil Treatment Area (STA) Required = Design Flow (qpd) LTAR (gpd/sf) 75 0.30 Required Area = 250 sq. ft. Gravity - Trenches x 1.0 Chambers x 0.7 Adjusted Required Area Bed with Chambers BED INFILTRATOR CHAMBER EVALUATION Table 30-6-2 Soil Type 3A LTAR=0.30 Table 30-10-1 Table 30-10-2 Table 30-10-3 175 sq. ft. Allowable Area/Quick Four Infiltrators Chamber = 12 per unit Infiltrator® Chambers required: Minimum Chambers = 15 units 175sq.ft = 14.5 units 12 sq. ft/unit USE: 3 units wide x 5 Quick Four Infiltrator Units long Flow Riser Rings NOTE: INSTALL MIN, 15 H-10 QUICK —FOUR INFILTRATOR UNITS IN ACCORDANCE TO MANUFACTURER RECOMMENDATIONS. distribution box must extend )to surface Proposed 500 Gallon Septic Tank DISTRIBUTION BOX Finished Grade Inlet I. I, Mahe OBSERVATION PORT (t>a) Manhole riser's Must extend to surface 5, MIN, M�r+r+d�e Ar Inver Plastic awnDrlp ''T" pr Baffle Water Level I Sludge Cross over -•— Vent ltrenetre.??,f res. II I lC II. I I Tank #— divider Sludge • SEPTIC TANK NTS Outlet 20' MIN. PLAN NTS EXISTING SOIL -J a X < Orr Z >1 } eL 3* MAX TRENCH A —A' NTS 162359-SEP \\ss. _ ONSITE WASTE TREATVI- \T SYSTE COSY CENTRAL GATHERING FACILITY WCR6&WCR 15 3R101 lION. COLORADO VI Stru ctural • G eotechn icaI RMG ENGINEERS RMG ROCKY MOUNTAIN GROUP rr...• r*,J rues r" 4.J EN -J r 1601 37TH STREET EVANS, COLORADO 80620 (970) 330-1071 DATE: 3/13/18 PROD . NO: 162359 SCALE: N.T.S. DRAWN BY: T.M.C. I .M.C. SHEET 1 OF CHECKED BY: Structural • eotechnfGa.Il RMG ENGINEERS 1601 3?t" ST. • EVANS, COLORADO 80620 • 970-330-1071 • FAX 970-330-1252 PROPOSED ESTIMATED CALCULATIONS ON -SITE WASTEWATER TREATMENT SYSTEM DESIGN FLOW Office: 1: 8hr shift; 5 employees/shift 15 gpd/employee; 15 x 5 SEPTIC TANKS USE: ABSORPTION BED Soil Treatment Area (STA) Required _ 75 gpd 500 Gallon Tank or larger Design Flow (gpd) LTAR (gpd/sf) 75 0.30 Required Area = 250 sq. ft. Gravity - Bed x 1.2 Clean, Graded, 1/2" to 2 1/2" Gravel x 1.0 Table 30-6-2 Soil Type = 3A LTAR=0.30 Table 30-10-1 Table 30-10-2 Table 30-10-3 Adjusted Required Area Bed with Rock and Pipe = USE: 1 Absorption bed: 300 sq. ft. 12 feet wide (maximum width for beds per Regulations) x 25 feet long, minimum 6 inches of gravel meeting requirements listed in Section 30-10- 40 C. 1. a. of the Regulations below distribution pipe and 2 inches of similar gravel above pipe. 1 OBSERVATION PORT (tiff) +" G PVC SCH met Flow Proposed 500 Gallon Septic Tank Riser Rings 40 Finished Grade J • ti � r Manhole distribution box must extend _ to surface manhole risers must extend to surface 25' 10' Moonnhle fS n Inlet In ver t PIostic sweep aT„ -"ai or Baffle mourn rxloi rei Water Level not lids IKON. 4* or mos IKON' f t f Sludge - Ven t rot nit rent rev t Cross Over Tank divider f I Sludge SEPTIC TANK N TS Outlet MIN, PLAN NTS CLEAN GRADED AGGREGATE 1/2•" TO 2-1/2" SIZE MIN. 6" BELOW PIPE MIN. 2" ABOVE PIPE NON —WOVEN PERMEABLE CEOTEXTILE J 5 a I- in W A —A' 3' MAX TRENCH y NTS 162359-sEP _____) ON SITE WASTE HEAHJEM SYSTE CODY CENTRAL GATHERING FACILITY WCR 6 & WCR 15 BRIGHTON. COLORADO 1 J Structural' Geatechnical ENGINEERS ROCKY MOUNTAIN GROUP 1601 37TH STREET EVANS, COLORADO 80620 (970) 330-1071 DATE: 3/13/18 PROW NO: DRAWN BY: 162359 T.M C. SCALE: N.T�SS CHECKED BY: T.M.C. SHEET 1 OF � �f Table 30-7-1 Minimum Horizontal Distances in Feet Between Components of an On -Site Wastewater Treatment System Installed After November 15, 1973 and Water, Physical and Health Impact Features Spring, Well, Suction Line Potable Water Supply Line Potable Water Supply Cistern Dwelling Occupied Building Irrigation Property Lines, Piped Lined Ditch or Intermittent Subsurface Storrnwater Infiltration Irrigation Lateral, Drywell, Structure Drain, Irrigation Lake, Water Course, Ditch, Stream, Wetland Dry but Fill (from Crest) Gulch, Bank, Area Septic Tank Septic Tank, Dosing Higher Tank, Level Treatment Vault Unit,50 1 25 5 10 10 50 10 -- Building Sewer or Effluent Lines 502 102 252 0 10` 102 502 102 -- STA Trench, Sub -surface STA Bed, Dispersal Unlined System Sand Filter, 100 252 25 20 10 25 503 25 5 Lined Sand Filter 60 102 25 15 10 10 25 10 5 Lined Evapotranspiration Berm of Lined Wastewater Field or Outside Pond of60 125 15 10 10 25 10 Unlined Rate or Outside or Slower Partially System of Sand Berm Not Lined than Other Filter Relying 60 of Evapotranspiration in Unlined than Minutes Soil on Aerosol With Wastewater STA per for a Inch, Percolation Treatment Unlined System, Pond, 100 252 25 15 10 25 5 15 10 Vault Privy 50 102 25 15 10 10 25 10 -- System Not Utilizing Relying on STA Aerosol Methods for Treatment and 1003 102 50 125 10 0 253 10 10 PAGE 49 2013-0173 ORD2013-1 Table 30-10-1 Soil Treatment Area Long-term Acceptance Rates by Soil Texture, Soil Structure, Percolation Rate and Treatment Level Soil Type, Texture, Structure and Percolation Rate Range Long (LTAR); Term Gallons square Acceptance foot per day Rate per USDA Soil USDA Soil Percolation Rate Soil Type USDA Soil Texture Structure -Shape Structure -Grade (M PI) All Treatment Levels Soil Type 1 with more than Minimum 3 foot deep unlined sand 0 Types 35% Rock 2-5 (>2mm); with more than Soil -- Single Grain (0) filter required 2 , 50% Rock (>2mm) 1.0 LTAR 1 Sand, Loamy Sand -- Single Grain (0) 5-15 0.80 . 2 Sandy Loam, Leann Loam, Silt PR (Prismatic) (Blocky) (Granular) BK _ 2 (Moderate) 3 (Strong) 16-25 0.60 2A Sandy Loam, Loam Loam, Silt PR, 0 (none) BK, GR 1 Massive (Weak) 26-40 0.50 3Sandy Clay Loam, Silty Loam, Clay Clay Loam PR, BK, GR 2, 3 41-60 0.35 3A Sandy Loam, Clay Silty Loam, Clay Clay Loam PR, BK, 0 GR Massive 1 61-75 �. � 4Sandy Clay, Clay Clay, Silty PR, BK, GR 2, 3 _ 76-90 0.20 4A Sandy Clay, Clay Clay, Silty PR, BK, 0 OR Massive 1 91-120 0.15 5 Soil Types 24A Platy 1, 2, 3 121+ 0.10 Shaded areas require system design by a professional engineer. Treatment levels are defined in Table 30-6-3. 2 Unlined sand filters in these soil types shall provide pathogen removal. Design shall conform to Section 30-11-30.B.3., Unlined Sand Filters. PAGE 63 2013_** ORD2013-1 GENERAL NOTES 1. APPLICABLE CODES A. These general notes apply to all septic drawings. This project is designed in accordance with Weld County Environmental Health Department and the State of Colorado most current codes and standards. B. All materials and workmanship shall be in accordance with applicable provisions of the codes specified above. 2. COORDINATION A. DO NOT SCALE. The design is based on the OWTS Site Evaluation and Report by RMG - Rocky Mountain Group for Baseline Corporation, Project No. 162359, last dated March 14, 2018. All changes to the design and layout are required to be approved by the Engineer/Designer for inclusion into these plans. Any discrepancies shall be brought to the attention of the Engineer/Designer immediately. B. Builders/owners shall review covenants to verify setback or land clearing restrictions and requirements that may affect the system installation PRIOR to construction. C. RMG has provided this design in accordance with the standards of general construction practices. However, as with all underground absorption fields, guarantee against failure is impossible. With proper installation, as outlined for this proposed construction, there remain many uncertainties and difficulties that can still arise in the operation of the system in the future. Proper design, construction and maintenance can assist in minimizing uncertainties but cannot entirely eliminate. RMG provides no warranty of this design or installation. INSPECTIONS A. The Engineer/Designer inspections are separate from that which is required by the County Health Department. The homeowner/contractor must ensure all COUNTY and ENGINEER/DESIGNER inspections are completed. B. Contact Engineer/Designer a minimum of 48 hours prior to schedule required inspections. C. The Engineer Inspections shall be as follows: i. The Engineer/Designer shall inspect the installation of all components of the septic system before backfill ii. The Engineer/Designer shall inspect the components of the septic system, after backfill to insure minimum cover, crowned top of field components and proper drainage away from field. 4. SEPTIC SYSTEM A. Maintain a minimum. 1.0% and a maximum 5.0% grade on pipe feeding septic tank and on pipe from field back to sump pit or pump station. B. The homeowner/contactor is responsible for permit. The contractor must obtain approval of the engineered/designed system from the County Health Department. The homeowner/contractor must verify all setbacks and obtain utility clearances prior to construction. C. Vehicular and/or hooved d animal traffic of any kind over any part of the system may cause premature failure and is prohibited. The use of so called "septic remedies" can result in severe damage to the system. We specifically recommend against their use. D. Provide a drainage swale or berm on the uphill slope of the absorption field or treatment area. E. DO NOT locate the absorption field or treatment area within 100 ft of well per the County Health Department recommendations. F. The field laterals may be curved to fit land contours. The minimum radius shall be 1O0 ft. G. Maintain all minimum setbacks and distances stated in this design and county codes and standards. H. Refer to all manufacture specifications prior to ordering and installation of components. I. Research indicates allowing the septic field to "rest" for several months may increase its long term utility. RMG recommends resting each zone for three to six months, systematically and sequentially cycling through each zone such that each zone is idled for the recommended period every one to two years. J. Irrigation is prohibited over the treatment area. OPERATION AND MAINTENANCE INTRODUCTION The individual septic system is not at all like a municipal sewer connection. A connection to a public sewer virtually guarantees you will be able to send an almost unlimited quantity of water, sewage and anything else down the drain with no particular problem. However, with a septic system (more properly known as an On -site Wastewater Treatment System, or OWTS, the amount of liquid we can send down the drain is distinctly limited. The limiting factors are mostly the size of the system and the percolation rate of the soil in which the absorption field is installed. Seemingly minor or even obscure factors such as how we wash our clothes and the way we perform our daily routines can have significant effects on the functioning of a septic system. In this paper, we will attempt to explain some of the more important aspects of your septic system so you may have the best chance of attaining and maintaining a long-lived, trouble free system. INSTALLATION Perhaps the most important element of a successful septic system is proper installation. No amount of careful design and operation can overcome a poorly built system. Generally, a licensed installer will be familiar with the various regulations relating to the installation. If you perform your own installation, you absolutely must become familiar with certain specific regulations. Check with your County Health Department well in advance of beginning your installation to get the information and permits you will need to proceed. If you install an engineered septic system, be aware the design is not a detailed, step-by-step guide. Many details of the construction are omitted for the simplicity of the design, but are nevertheless required by county regulations. Ask the engineer or Health Department for clarification if you are uncertain. A good installer will additionally be a careful, conscientious craftsman who will go beyond the minimums required by the county to provide a quality piece of work. Some of the big items you should watch for in the installation of your system are: The soil under the septic tank should be very well compacted to prevent the settling of the tank. The pipes should never go uphill unless a pump, - is installed. The various lines of the distribution field should be level. If different levels of the absorption field are used, there should be a device which will effectively distribute the effluent between the various levels. The soil at the bottom of the field should never be compacted; it should, after leveling, be roughed slightly to enhance the passage of water into it. If a mound system is installed, the mound sand should be lightly compacted, usually by sprinkling with water, to reduce settlement after the system is placed into operation. GENERAL OPERATION Practice water conservation as much as is practical. Repair leaking faucets and toilets immediately; they can add hundreds of gallons of water per day of water usage. Avoid long showers, run dishwashers only when full and run washing machines when full or at reduced water settings. Do not use the toilet as a trash can. Flushing a Kleenex or cigarette butt is wasteful of water and serves to shorten the system life by adding unnecessary water to it. Do not, under any circumstances, dump non -biodegradable materials, such as greases, plastics, etc., down your toilet or drain. Absolutely never place harmful chemicals such as pesticides, paint thinner, oil, antifreeze, etc. down the drains. These will kill beneficial bacteria that treat the wastewater. Limit the use of bleaches, disinfectants and toilet bowl cleaners, as they will kill the bacteria as well. Divert surface water from driveways, hillsides and roof drains well away from the septic system. Make sure outlets from sump pumps and foundation drains don't drain toward the system. CAUSES OF FAILURE Most septic systems work well for many years; others both engineered and non - engineered, fail relatively soon after installation. Many times the source of failure is difficult to identify and it is generally recognized that certain number of systems will fail despite our best intentions. This is because septic system design is not an exact science — there are too many variables and outside influences, which cannot be controlled or sometimes even predicted for us to do much more than make educated guesses. System failure may result from too much water being used, distribution field clogging may have occurred or the system may be operating at a lower efficiency for a variety of complex reasons. The following discussion should acquaint you with some of the more common sources of system failure. Knowledge of these sources should help you avoid them. Excess Water Use The occupants of the house may be using too much water. The septic system sizing formula was developed decades ago when water use habits resulted in generally much less water use than is common today. Most county health regulations require the field to be upsized to reflect usage of clothes washers and garbage disposals, but enforcement of the requirements is generally based on whether the builder says these items will be installed or not. Installation of clothes washers and garbage disposals after the fact can severely overload a system, if it is not sized initially for that water use. Additionally the presence of teenagers in the house, with their often two or more showers a day, is not reflected anywhere in any regulation. In an effort to keep septic system prices down, installers often install the minimum system required by the county. Builders and homeowners, under budgetary pressure, are generally very reluctant to install any more than what is needed to meet code. Even engineered systems are usually not a deal larger than required by code, as the price for larger systems escalates rapidly. Generally, smaller systems have a shorter life span than larger systems. Clogging Clogging of the field by solid or greasy material washed out of the septic tank is another source of failure. Solids (which are not always large, dense objects like sand, eggshells, coffee grounds and the like but which are often more soupy, only -slightly -heavier -than -water consistency) are meant to accumulate in the bottom of the tank, with greases floating to the top. Septic tank performance is based on water slowly moving through the tank, allowing solids to sink and greases to surface. If peak periods of water use occur where virtually the entire water budget for the day is expended, such as washing two or three loads combined with all members of the household bathing and flushing within a two hour period (a typical weekend morning in many households), then turbulent conditions can exist which will wash out solids and greases out of the tank. If these materials enter the distribution field, clogging will occur which will render the entire system either less effective or completely worthless. The damage is generally irreversible. There is no way to reliably determine whether this type of washout and subsequent clogging has occurred, but it is safe to say it happens to some degree with almost all septic systems at some point in their lifetimes. Regular tank pumping, at intervals not exceeding one to two years, depending on the individual system, can help decrease the likelihood of this time of trouble. Limiting periods of peak water use, by spacing out water use, will also help. Profile Test Pit Limitations The process to identify the soil type where the infiltration surface will be located is a rudimentary practice and based solely on the soil technician's discretion. The soil technician is trained to identify the various soil types in the field and must be qualified as a competent technician according to country regulations; however, this does not increase the validity of the soil interpretation beyond that of an educated opinion. The profile test pits are two small excavations used to identify the soils within the soil treatment area and to locate groundwater and/or bedrock. Due to the size differences between the profile test pit excavations and the soil treatment area excavation, the soils encountered during the system installation may vary from those identified in the profile test pits. Furthermore, another item that is not quantifiable is the fact that the septic system is essentially a biological machine. There are huge numbers of complex interactions between various biodegradable and non -biodegradable constituents of the sewer water, the physical, and chemical, organic and mineral makeups of the various soil components within the distribution field and the incredible number of aerobic and anaerobic bacteria, which inhibit the entire septic system. Certain laundry soaps or household chemicals may have no effect on one septic system, but may cause poor performance in another, due to changes in the chemical and biological makeup of the distribution field. The rate at which water moves between soil particles can change over months or years as soil reacts to the continuous influence of water and bacterial action. There is no reliable way to predict these effects; the standard test pit excavation cannot address the issue. Compaction Another cause of failure is compaction of the field after installation. Sometimes people will view the green grass over the top of the septic field as a choice piece of pasture. Hoofed animals exert great pressure with their feet and grazing over the top of a septic field will generally result in compaction of the soil sufficient to render the system useless. Vehicle traffic over the surface will cause similar problems with compaction; system crushing can also occur. Vehicles (other than hand operated units) and hoofed animals are absolutely not compatible with septic systems. Most counties health regulations specifically advice against vehicular and animal traffic over the field. SUMMARY In conclusion, a septic system is not at all like a public sewer. Unlimited amounts of sewage may not be placed into them impunity. Careful installation, with strict attention to detail is essential to long-term success of the system. Even the best installation of a well -designed system does not guarantee success. Surface drainage must be carefully maintained to avoid inadvertent flooding of the septic system. Water conservation is essential, as is the avoidance of placing poisons in to the system, individual septic systems are subject to a wide variety of system failures that simply do not occur in normal, city sewers. The probable cause of most system failures is a combination of factors. Most people use a lot of water; minimum systems are often just not up to the task but upsized systems are generally not installed due to budgetary constraints. Most families tend to peak load their septic systems. The septic tanks are not designed to handle large quantities of water all at once; infrequent tank pumping increases problems associated with large peak flows. Certain soaps, cleansers and other materials which make their way down the drain may have adverse reactions with the bacteria in the septic system. Many fields at one time or another are used as parking lots, pastures or worse. There often is really no way to say for sure that any one particular thing causes failure. It is generally recognized there are a certain number of systems that will fail for no good identifiable reason. The best way to avoid failure is to treat your septic system as a valuable investment worthy of protection. Minimize the liquid load, minimize the solid load and be careful about what goes down the drain. COLORADO Department of Public Health & Environment Water Quality Control Division I Engineering Section 4300 Cherry Creek Drive S., Denver, CO 80246-1530 P 303.692.6298 I CDPHE.WQEngReview@state.co.us Accepted Septic Tanks for Use in Colorado On -Site Wastewater Treatment Systems Company Name Tank Sizes NPCA'IAPMO Cert. Notes (Provided specific as an acceptance overview of letters Division for additional acceptance. details) Refer to ABC Concrete Mfg. Co., Inc. 1070, 994, 1508, 1463 No Model ABC 1-1000 = 1070 Gal.; 1508 Gal.; ABC 1500 = 1463 ABC 1000 = 994 Gal.; ABC 1250 Gal.; All Tanks Double Comp. = Aguilar's Concrete 750, 1000, 1250, 1500 NPCA All four tanks are Double Compartment Anderson Precast 1250, 1500 No Both Tanks are Double Compartment Associated Precast, Inc. 1000, 1250, 1500 No All three tanks are Double Compartment Beach Concrete 1000, 1250, 1500 No All three tanks are Double Compartment Boughton's Precast, Inc.NPCA 1000, 1050LP 2250, 1250, 1250LP, 2250LP, 5000 1500, 1500LP, HD 1000, 1250, 1050, 1250, 1500, 2250 = Std. 1500, 1750 = low profile, double -comp. double tanks; -comp. tanks B.T.U. Block & Concrete 1000, 1250 No Both tanks are Double Compartment Chamberlain Concrete 1500 No Tank is Double Compartment Copeland Concrete 1000, 1250, 1500, 2000, 3000 No All tanks are Double Compartment; tanks 2000 and 3000 are mid -seam Copeland Enterprises 1060, 1145, 1250, 1500, 2000, 2500, 3000 No All tanks are Double Compartment Four Corners Precast 1000, 1250, 1500 NPCA 1000 D/ C; lift station, 1000 D/ C Low Profile; 1500 3 -Comp. dosing D/ C = Double 1250 Di C, siphon, Compartment 1500 Dl C, 1500 2000 D/ C Traffic 3 -Comp. rated; Front Range Pre -Cast Concrete, Inc. 400, 500, 1000, 1250, 1500, 2000, 2500, 3250 No 400, 500 = must be used 1000 = single and double single, double along with additional tank to meet comp.; All other tanks are accepted and three compartment tanks Reg. 43; for Green Brothers, Inc. 1000, 1500 No Both tanks are Double Compartment Hi -Time Tanks 500, 10(}0, 1250, 1500 No 500 gal. = must be used along with 43; 1000, 1250, and 1500 an additional tank to meet are all Double Comp. Reg. Lindsay Precast, Inc. 1000, 1250, 1500, 2250 NPCA All four tanks are Double Compartment Oldcastle Precast 1000, 1000LP, 1250, 1500, 2000 NPCA All tanks are Double Compartment, LP = Low Profile Precast Concepts 1000, 1250, 1500 No All three tanks are Double Compartment Ritchey's Redi-Mix Concrete 1000, 1500 No Both tanks are Double Compartment RMS Utilities 1250, 1500 No Both tanks are Double Compartment Updated: 8/31/2016 1of3 COLORADO Department of Public Health & Environment Water Quality Control Division I Engineering Section 4300 Cherry Creek Drive S., Denver, CO 80246-1530 P 303.692.6298 I CDPHE.WQEngReview@state.co.us Accepted Septic Tanks for Use in Colorado On -Site Wastewater Treatment Systems Company Name Tank Sizes NPCA'IAPMO Cert. Notes (Provided specific as an acceptance overview of letters Division for additional acceptance. details) Refer to San Luis Valley Precast 500; 1000 LP, 1250 LP, 1500 LP, 2 and 3 lids No All tanks are Double Compartment, LP = Low Profile 500T, 500T-2CP, 1250M-2CP, 1250T-2CP, 1250T-1CP, 1250G-2CP; 1500M-2CP, 1500T- 2CP, 1500T-1CP, 1500G-2CP, 1500G-1CP; 2000T - 2C P, 2000T-1 C P, 2000G-1 CP, 2000G-2CP; 1000T-3CP (1500 gal. Valley Precast 500, 1000, 1250, 1500, 2000 No vol.), 1500G-3CP (2026 gal. vol.), 1500T-3CP (2026 gal. vol.); Note: All single -comp. tanks must be used with an additional tank to meet Reg. 43. Note: H-20 and deep -bury tanks also accepted. Vaughn Concrete Products, Inc. 1000, 1250, 1500, 2000, 2500, 3000, 3500' NPCA All tanks are Double Compartment 4000 POLY/PLASTIC TANKS AK Industries 1000; 1000LP; 1300 IAPMO All 1000 Gal. LP = Model S-1050 tanks are Double Compartment; Den Hartog Industries 1000, 1250, 1500; IAPMO Single and Double Compartment for each tank size Single & 2 -Comp. for each IM540 = Single Comp. w/ 1 Access; IM 1060 = Single & Double Comp. Infiltrator Water Technologies IM -540, IM -1060, IM -1530 IAPMO wI 1 & 2 Access Ports; I M1530 = Single & Double Comp. w12 & 3 Access Ports; Model number equals working volume Norwesco 1000, 1250, 1500 1000 -Br, 1250 -Br, 1500 -Br IAPMO All tanks are Double Compartment; Br. = Bruiser Model Norwesco - Snyder 750, 1000, 1250, 1500; Low Profile Models IAPMO All tanks are Double Compartment; 500 gal. and 750 gal. (single comp.), 750 (Double comp.) = must be Roth Global Plastics, Inc. (Formerly 500, 750, 1000, 1060, 1250, 1500 IAPMO used along with an additional tank to meet Reg. 43; 1000, 1060, Fralo) 1250, 1500 = All Double Compartment Dom. 1000, 1250, 1500 All tanks are Double Compartment; Dom. (Dominator Series) is a Snyder Industries, Inc. 1050, 1250, 1500 IAPMONuCon low profile tank; NuCon is the standard ribbed tank Updated: 8/31/2016 2of3 COLORADO Department of Public Health & Environment Water Quality Control Division I Engineering Section 4300 Cherry Creek Drive S., Denver, CO 80246-1530 P 303.692.6298 I CDPHE.WQEngReview@state.co.us Accepted Septic Tanks for Use in Colorado On -Site Wastewater Treatment Systems NPCAIIAPMO Notes (Provided as an overview of Division acceptance. Refer to Company Name Tank Sizes Cert. specific acceptance letters for additional details) Note: If a manufacturer is not NPCA or IAPMO Certified, water -tightness testing data must be submitted to the Division by February 15 each year. Updated: 8/31/2016 3 of 3 68.0 ft f" SR 3/4 N. ID is ei N O4 F- 1$ @ 3.26389 C' ri ED N r X in Oe CO a T3 CO CC In V) ¢ W 0 0 I- TS' ir CO EZ Cl_ M It CO Ge) O co J Leg Grade 01 o O a Diagonal Grade co t 0 a. O H Bottom Girts Horizontals Face Width (ft) # Panels @ (fI) Weight (lb) 2341 A 60.0 ft 40.0 ft 20.0 ft 0.0 ft DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION Lightning Rod 65 AFS-DBG-0390-01 Sector 65 AFS-DBG-0390-01 Sector 65 Side Mount 65 Side Mount 65 AFS-DBG-0390-01 Sector 65 AFS-DBG-0390-01 Sector 65 Side Mount 65 Side Mount 65 MATERIAL STRENGTH GRADE Fy Fu GRADE Fy Fu A529-50 50 ksi 65 ksi TOWER DESIGN NOTES 1. Tower is located in Weld County, Colorado. 2. Tower designed for Exposure C to the TIC► -222-G Standard. 3. Tower designed for a 115 mph basic wind in accordance with the TIA-222-G Standard. 4. Tower is also designed for a 50 mph basic wind with 0.25 in ice. Ice is considered to increase in thickness with height. 5. Deflections are based upon a 60 mph wind. 6. Tower Risk Category II. 7. Topographic Category 1 with Crest Height of 0.00 ft 8. Connections use galvanized A325 bolts, nuts and locking devices. Installation per TIAIEIA-222 and AISC Specifications. 9. Tower members are "hot dipped" galvanized in accordance with ASTM A123 and ASTM A153 Standards. 10. Welds are fabricated with ER -708-6 electrodes. 11. TOWER RATING: 60.6% ALL REACTIONS ARE FACTORED MAX. CORNER REACTIONS AT BASE: DOWN: 33941 lb SHEAR: 714 lb UPLIFT: -32082 lb SHEAR: 845 lb AXIAL 4255 lb SHEAR 638 lb MOMENT 26672 lb -ft TORQUE 51 lb -ft 50 mph WIND - 0.2500 in ICE AXIAL 3235 lb SHEAR 2017 lb MOMENT 86062 lb -ft TORQUE 60 lb -ft REACTIONS - 115 mph WIND C.A.S.E., Inc. P.O. Box 4825 Lafayette, LA 70502 Phone: 337-232-3336 FAX: 337-232-3384 Job: Preliminary Design Project:68' SST Badger CGF Site, CO Client: Drawn by: MJ G App'd: Code: TIA-222-G Path: Date: 07119118 .. .`d 1 1-TTf_'es i'g 1111\�, h. -Y ..1 .T;:HAyq.'U: :.♦J:... .•T ..T:.:In T. -:d4.• 'gh r. :.•%w1>Fl1"C Scale: NTs Dwg Na' E-1 Extraction Oil and Gas 370 17th Street, Suite 5300 Denver, CO 80202 March 2, 2018 Larry and Hazel Frank 1596 County Road 15 Brighton, CO 80603 Re: Proposed Gas, Oil, Water Facilities N EM4 Section 30 -1N -67W Weld County, Colorado Dear Hazel and Larry, Thank you for your letter addressing the February 13th meeting with you as well as some of your neighbors. We truly appreciate working with you and look forward to continuing our communication and relationship. I've put together responses to each of your questions as indicated by the numbers below to provide further clarification. As always, please let us know if you have additional questions or wish to discuss any of these elements. Hazel, we are grateful for your willingness to reach out and be informed. One point of clarification we want to be sure to make is that the unit on the southern part of the property is a gas compressor station as opposed to a gas plant. The process and equipment required are significantly different so we want to be sure you and others know this is not a gas plant. Our recollection of this discussion is the same as yours. The berm and landscaping will move from being on the east border of the property to as near to the gas compressor station as possible. We will then continue to evaluate any further berming and sound mitigation needs as the project moves forward. 2. The green shading is planned berming and landscaping. We agree that this berming will be a helpful mitigation tactic. The compressors and their electric motors will be enclosed in a sound buffering structure. The equipment that is not inside the structure will be other associated equipment that does not require sound mitigation. Other planned sound mitigations will be designed to orient the compressor coolers in such a way that the fans will be horizontal instead of vertically positioned. This orientation of the fans drastically reduces the sound propagation towards the property boundary by pushing the sound away from neighbors. We greatly appreciate your input on the style and color of the structures on our site and will weight that feedback heavily as we move forward. 4. The comment on the fence style is helpful and we will look for alternatives for the white fencing proposed. Decorative style fencing is planned to be used at the following locations on the site: a . At the West and East entrances off Weld County Road 6 b. North side of the property along Weld County Road 6. S. We would like to confirm that the plan we are submitting in the USR will be our full build out and we will state that there will not be any additional expansion beyond the plan submitted. As clarification, there will be phases of buildout of the plan as initial need is not for the full equipment. We will, of course, communicate with you and the rest of the neighbors prior to any construction taking place. 6. We will work with the current producer on the location of the small facility and determine the need for additional sound mitigation as the facility is relocated. We will add this facility and its proposed location to the sound model to show the impact of its relocation. Again, thank you for your letter and we would like to schedule another meeting with you to review all applicable documentation. We will be in contact soon and we look forward to our continued communication and spirit of working together as this project moves forward. Sincerely, Chelsie Micra cc: Matt Eyser r cc: Kevin Williams cc: Brian Cain Hello