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Home My WebLink About20190047Print Name USE BY PE IAL REVIEW (USR) APPLICATION DEPARTMENT OF PLANNING SERVICES * 1555 N. 17TH AVENUE * GREELEY, CO 80631 wwvv.weldgov.com * 970-400- 6100 * FAX 97O-304-6498 FOR PLANNING DEPARTMENT USE: AMOUNT $ APPLICATION RECEIVED BY DATE RECEIVED: CASE # ASSIGNED: PLANNER ASSIGNED: Parcel Number*: 1 4 6 9_ 2 9 o_ o Address of site: a 4 5 Legal Description: 20146 SE4 291 67 EXC A Zone District: AgrioultunAcreage: 155.7 FEE OWNER S) OF THE PROPERTY: Name: Company: D & C Farms LLLP (5/12 INT) Phone #: Street Address: 1173 County Road 17 City/State/Zip Code: Brighton, CO, 80603 Flood pla i n : ("A 12 digit number on Tax in. information, obtainable at www.weIdgov _com ). Section: 29 Township: 1 N Range:_ 87W eolog i Kcal Hazard: YCNo Airport Overlay: YONI Email: Name: Gary D. Howard _ (6/12 INT) Company: Phone #: Street Address: Email: 1173 County Road 17 City/State/Zip Code: Brighton, CO, 80603 Name: John E. and Diana G. Howard (2/12 INT) Company: Phone #: Email: Street Address: 1173 County Road 17 City/State/Zip Code: Brighton, CO, 80603 APPLICANT OR AUTHORIZED AGENT: (See below: Authorization must accompany all applications signed by Authorized Agents) Name: Matthew T. Berghorn rg h o rn Company: Discovery DJ Services, s, LLC Phone #: 303495-4853 Email: rviBergharn@discoverymidstream.com Street Address: 540 E. Bridge Street, Suite A City/State/Zip Code: Brighton, CO 80601 PROPOSED USE: Construction of a Natural Gas Compressor Station. I (We) hereby depose and state under penalties of perjury that all statements, proposals, and/or plans submitted with or contained within the application are true and correct to the best of my (our)knowledge. Signatures of all fee owners of property must sign this application. If an Authorized Agent signs, a letter of authorization from all fee owners must be included with the application. If a corporation is the fee owner, notarized evidence must be included indicating that the signatory has to legal aut rity to sign for the * orati.In. era inn tire: Owner or Authoriz d Agent Date Rr�kncn U Rev 4/2016 DEPARTMENT OF PLANNING AND BUILDING DEPARTMENT OF PUBLIC HEALTH AND ENVlRONNIVIENT 1555 NORTH 17TH AVENUE GREELEY, CO 80631 AUTHORIZATION FORM FOR BUILDING, PLANNING AND HEALTH DEPARTMENT PERMITS AND SERVICES ,, (We), Gary D. Howard (Owner — please print) g I ' ission to Matthew ar. BerghomtDis ery DJ Serivtes, LLC (Applicant/Agent -- please print) to apply for any Planning, Building or Health Department ermits or services on our behalf* for the proplocated 1173 County Road 17, Parcel #146a-29-0-00-045 Legal C escription:20146 SE4 29 .1 0 x C of Section 29 Subdivision Name: Property Owners lnformetien; Township1 N, Range 67 W Phone: E-mail: Applicant/Agent Contact Information: Lot Block Phone:303-495'4853 E -Mail: MBerghorn@discovetymidstream.com discoverymidstream.com Email correspondence to be sent to: Owner Applicant/Agent ._Both _ Postal service correspondence to be sent to: (choose only one) Owner i. Applicant/Agent Additional Info:. Owner Signature: Owner Signature: Date: Date: (Owner,- please print) (Applicant/Agent — please print) to apply for any Planning, Building or Health Department permits or services on our behalf, for the property located at: 1173_County Read 17, Parcel # 1469e29OOoo45 DEPARTMENT OF PLANNING AND BUILDING DEPARTMENT OF PUBLIC HEALTH AND ENVIRONNMENT MENT 1555 NORTH 17TH AVENUE GREELEY, CO 80631 AUTHORIZATION FORM FOR BUILDING,PLANNING AND HEALTH DEPARTMENT PERMITS AND SERVICES I,(We),John E. and Diana G, Howard Matthew T, Ber h 4 give permission torxaiisc v�$ '' DJ s� LLC 20146 s�� sa � Legal Description: �:�of Section , Township • 1 N, Range t� Subdivision Name: Property Owners Information: Phone: Applicant/Agent Contact Information: Phone: 3O3495m4853 E-mail: Lot - - Block E -Mail: MBerghorn@discoverymidstreamscom Email correspondence to be sent to: Owner Applicant/Agent E oth Postal service correspondence to be sent to: (choose only one) Owner Applicant/Agent _ - - Additional Info: Owner Signature: Owner Signature: Dale: _ 7 44ar ) Date: re:0( —ir. DEPARTMENT OF PLANNING AND BUILDING DEPARTMENT OF PUBLIC HEALTH AND EN 'IRONNMENT 1555 NORTH 17TH AVENUE GREELEY, CO 80631 AUTHORIZATION FORM FOR BUILDING, PLANN ING lNAND HEALTH DEPARTMENT PERMITS AND SERVICES I, (We), D & C Farms LLLP (Owner.- please print) ,givepermission to Matthew T. Berghorn / Diseawery C J Services, LLC (Applicant/Agent -- please print) to apply for any Planning, Building or Health Department permits or services on our behalf, for the property located 1173 County Road 17, Parcel # 1469-29o-00045 20146 SE4 29 1 67 Legal Description: riprtion: of Section 29 + Yshrp N, Range Subdivision Name; Property Owners Information; Phone: Lot_ Block Applicant/Agent Contact Information; Phone: 303-49v-4853 MBerghorn@discoverymidstream.com Email correspondence to be sent to: Owner Applicant/Agent Postal service correspondence to be sent to; (choose only one) Owner Applicant/Agent_ X Additional Info: Owner Signatur Owner Signature: Date: Date: DISC o VE - Y MIDSTREAM PARTNERS November 15, 2017 Mr, Kim Ogle Weld County Department of Planning 1555 North 17th Avenue Greeley, Colorado 80631 Dear Mr. Ogle, This letter serves as confirmation of Matt Berghnrn's authority to sign on the behalf of Discovery DJ Services LLC. Per the Company agreement "The Board may assign titles to particular Officers. Unless the Board decides otherwise, if the title of an Officer is one commonly used for officers of a business corporation formed under the Texas Business Organizations Code (or any successor statute), the assignment of such title shall constitute the delegation to such Officer of the authority and duties that are normally associated with that office, subject to any specific delegation of authority and duties made to such Officer by the Board." Matt has been delegated by the Board the title of Vice President, Engineering & Construction. Thanks for your time and consideration. If you have any questions, please feel free to contact me directly at the extension 105 via office number listed below. Regards, ctReLii Michael B. Davis Chairman Cc: Cory Jordan Discovery Midstream Partners 7859 Walnut Hill Lane/ Suite 335 I Dallas Texas 75230 1 214.4141980 I DiscoveryM idstrearn care DISC o VERY Proposed Facility: Broomfield Compressor Station PROJECT DESCRIPTION Discovery DJ Services, LLC (Discovery) is in the process of expanding operations in Weld County, Colorado. This project will include a compressor station and associated equipment to aid in the transportation of natural gas. The proposed Broomfield Compressor Station is located between County 4 (approximately 2,611 - feet or .49 -mile north of CR 4) and County Road 6 (approximately 2,688 -feet or .51 -miles south of CR 6). Access to the compressor station will be located on County Road 17. A Portion of Parcel Number 146929000045. The address of the 155 -acre parcel is 1173 County Road 17. The site address for the station has not yet been determined. The compressor station is an unmanned facility. The station will operate 24 hours a day, 7 days a week, year-round. Because the station is unmanned, sewer and water are not required and are not proposed for this facility. Following Weld County Health Department policy, temporary construction personnel will use bottle water, and portable toilets will be provided. After construction is complete, traffic to the site will be limited to short daily site visits. Up to four operators will make a daily visit. Maintenance projects or unexpected operational conditions will occasionally increase the number of personnel on site. Site fencing will be a 7' chain link with desert tan fire resistant privacy slats with a minimum of 80% opacity. Less than 10 construction trailers and less than 10 Conex storage containers will be required for construction. Up to a 60 -foot antenna is proposed for this site. All items presented in this application are preliminary and are subject to change until final design is complete. PROJECT OVERVIEW Compressor stations play an integral part in natural gas infrastructure by expanding pipeline capacity and enhancing the efficiency of moving natural gas. The Broomfield station will aid in the transportation of natural gas from wellhead production into Discovery's existing processing facilities. 1 DISC o VERY Proposed Facility: Broomfield Compressor Station Planning Questions: I. Explain, in detail the proposed use of the property. Natural gas requires pressure as a motive force for transportation. This station raises the pressure of natural gas to allow for more efficient travel along pipelines. The Proposed Broomfield Compressor Station will include up to eight compressors, a slug catcher, metering, dehydration, an enclosed combustor, MCC building, a fuel gas skid, small tanks, pump skid and up to a 60 -foot antenna. Emissions from the dehydration process will be routed to an enclosed combustor. The combustor will be smokeless and will not have an open flame. 2. Explain how this proposal is consistent with the intent of the Weld County Code, Chapter 22 of the Comprehensive Plan, Section 22-2-10(D) of the Weld County Code states that "extraction of natural resources is an important part of the economy of the County." The proposed compression facility will contribute to the expansion of the county's industrial economic base by providing increased capacity for future marketing of oil and gas production in Weld County. Additionally, Section 22-5-100(A) states that a County goal is to "promote the reasonable and orderly► exploration and development of oil and gas mineral resources." The proposed facility is consistent with this section. Per Chapter 22, oil and gas facilities are allowed as a use by right in the A (Agricultural) Zone District. Oil and gas storage facilities, oil and gas support, and associated services require a Use by Special Review (USR) permit in Weld County. Section 22-2-20. G.2.A Policy 7.2 states "Conversion of agricultural/and to nonurban roan residential, commercial and industrial uses should be accommodated when the subject site in an area that can support such development and should attempt to be compatible with the region." The proposed site is in a semi -rural area where there is a significant amount of oil and gas activity already occurring. 3. Explain how this proposal is consistent with the intent of the Weld County Code, Chapter 23 (Zoning) and the zone district in which it is located. The proposed site is in a less densely populated area within the Agricultural Zone district in proximity to a significant amount of oil and gas infrastructure. Section 23-3-40 indicates that oil and gas support and service facilities are acceptable as a Use by Special Review (USR) within the district. Additionally, Section 23-3-10 indicates that uses that are "more intense and have a potentially greater impact" are permitted within the A (Agricultural) zone district. 2 DISCOVERY Proposed Facility: Broomfield Compressor Station 4. Describe what type of land uses surround the site. Explain how the proposed use is consistent and compatible with surrounding land uses. The surrounding parcels are classified as agricultural properties. 5. What are the hours and days of operation? (e.g. Monday thru Friday 8:00 a.m. to 5:00 p. rn. ) The proposed station is an unmanned facility. The hours of operation will be 7 days a week, 24 hours a day, 365 days per year. 6. List the number of full time and/or part time employees proposed to work at this site. There will be no permanent employees working on -site. Up to four operators are expected daily for inspection and maintenance. Maintenance projects or unexpected operational conditions will occasionally increase the number of personnel on site. 7. If shift work is proposed include the number of employees per shift. No shift work is proposed. 8. List the number of people who will use this site. Include contractors, truck drivers, customers, volunteers, etc. Two pickup trucks per week and up to four operators will make a daily visit. Maintenance projects or unexpected operational conditions will occasionally increase the number of personnel on site. 9. If this is a dairy, livestock confinement operation, kennel, etc., list the number and type of animals. No animals will be on site. 10. Describe the type of lot surface and the square footage of each type. (e.g. asphalt, gravel, landscaping, dirt, grass, buildings). The proposed site is approximately 10 acres. The site will disturb approximately 4-6 acres. Gravel will cover the bulk of the disturbed area. Buildings will cover approximately 20,000 ft'. All area not covered in gravel will be reclaimed with native grasses. 11. How many parking spaces are proposed? How many handicapped (ADA) parking spaces are proposed? No parking spaces are proposed. 3 DISC o VERY Proposed Facility: Broomfield Compressor Station 12. Explain the existing and proposed landscaping for the site. The existing site is a greenfield site with agricultural crops as primary vegetation. A Landscape Plan can be developed with a request from comments from the adjacent property owners. 13. Describe the type of fence proposed for the site (e.g. 6 -foot chain link with earth tone slats). The proposed fence will be a 7' chain link. Site fencing will be a chain link fence with Tan fire-resistant privacy slates. 14. Describe the proposed screening for all parking and outdoor storage areas. If the site is located in a floodplain outdoor storage is restricted. As needed the site may be screened or landscaped. A Screening Plan can be developed upon request form the adjacent property owners. 15. Explain any proposed reclamation procedures when termination of the Use by Special Review activity occurs. If the plant is deemed obsolete, the plant closure will follow all Federal, State and Local (County) regulations. Please reference the Decommissioning Plan provide in this packet. 16. Who will provide fire protection to the site? Greater Brigthon Fire Protection District. 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. No offsite improvements are proposed as part of this project. Onsite improvements will include perimeter fencing for the facility, and gravel roads on the property to access the facility. Construction activities are expected to begin following the approval of this Use by Special Review (USR) request and the applicable Federal, State, and Local permits and will last approximately 4-6 months. Restoration of the site and final cleans -up will begin immediately following completion of construction activities. 4 DISC o VERY Proposed Facility: Broomfield Compressor Station Engineering Questions: 1. Describe how many roundtrips/day are expected for each vehicle type: Passenger Cars/Pickups, Tandem Trucks, Semi-Truck/Trailer/RV (Roundtrip = I trip in and 'l trip out of site). During construction, semi -tractor trailers will be used to haul equipment and materials to the site, along with passenger cars/trucks for site workers and construction management. Following construction of the facility, during normal operations up to four operators will make a daily site visit. A service type truck will access the site approximately twice per week. 2. Describe the expected travel routes for site traffic. Traveling to the site from the North: Highway 85 to County Road 6 approximately 4.61 -miles west, turning onto County Road 17, travel south approximately .51 -miles to the access road. Traveling to the site from the South: Highway 85 to County Road 2 approximately 4.40 -miles west, turn onto County Road 17 travel north approximately 1.50 -miles to the access road. 3. Describe the travel distribution along the routes (e.g. 50% of traffic will come form the north, 20% form the south, 30% from the east, etc.) 50% from the North and 50% from the South. 4. Describe the time of day that you expect the highest traffic volumes from above. Traffic maybe slightly heavier in the morning between 7:00 AM - 8:00 AM.. 5. Describe where the access to the site is planned. Access to the proposed facility will be on County Road 17, approximately .51 -miles north of County Road 4 and approximately .49 -miles south of County Road 6. 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 23-1240 F.'I. The drainage report and detention will follow all requirements of the Stormwater Drainage Code located under Chapter 23, Article 12 Storm Drainage Criteria. The detention pond will be designed following the above code and Urban Drainage Flood Control District (UDFCD) criteria for a Non -Urbanizing Drainage Area and will retain the 1 -hour 100 -year storm with the release rate for the 1 -hour 810 -year storm events. A narrative with the preliminary drainage concept described is attached in this packet. 5 DISC o VERY Proposed Facility: Broomfield Compressor Station Environmental Health Questions: 1. What is the drinking water source on the property? If utilizing a drinking water well include either the well permit or well permit application that was submitted to the State -Division of Water Resources. If utilizing a public water tap include a letter from the Water District, a tap or meter number, or a copy of the water bill, This is an unmanned facility. Potable water is not needed. During construction bottled water will be available. 2. What type of sewage disposal system is on the property? If utilizing an existing septic system provide the septic permit number. If there is no septic permit due to age of the existing septic system, apply for a septic permit through the Department of Public Health and Environment prior to submitting this application. If a new septic system will be installed, please state "a new septic system is proposed". Only propose portable toilets if the use is consistent with the Department of Public Health and Environment's portable toilet policy. This is an unmanned facility with no sewage disposal necessary. During construction port -a -lets will be place on site and cleaned regularly. 3. If storage or warehousing is proposed, what type of items will be stored? The following or warehousing of materials or equipment on site will be minimal. The following materials are expected for a plant of this type: 1 Lube Oil 2) Solvents 3) Grease 4) Filters 5) Gasket Material Any oils or solvents stored and handled as per the guidance provided on the Safety Data Sheets (SDS)E Any liquid waste will be temporarily stored in a container approved for that waste. Any solid wastes (i.e. used oil filters) will also be temporarily stored in containers approved for the waste in question. Clean Harbors (cleanharbors.com) or a similar third -party waste recycling/disposal service will be used to recycle or dispose of all chemical/oil wastes as required by state and federal regulations. During construction less than 10 Cortex boxes will be utilized to store equipment, tools etc. 6 DISC VERY Proposed Facility: Broomfield Compressor Station 4. Describe where and how storage and/car stockpile of wastes, chemicals, and/or petroleum will occur on this site. Please see questions number 3. if there will be fuel storage on site indicate the gallons and the secondary containment. State the number of tanks and gallons per tank. Fuel will not be stored on site in quantities greater than five (5) gallons; the facility will operate using a small portion of the inlet gas as fuel for the inlet compressors and for the combustor. 6. If there will be washing of vehicles or equipment on site indicate how the wash water will be contained. No vehicle washing is proposed for this site. 7. If there will be floor drains indicate how the fluids will be contained. Floor drains are not proposed. 8. Indicate if there will be any air emissions. (e.g. painting, oil storage, etc.) Discovery DJ Services, LLC has applied for all necessary air permits with CDPHE, 9. Provide a design and operations plan if applicable. (e.g. composting, landfills, etc.) N/A 10. Provide a nuisance management plan if applicable (e.g. dairies, feedlots, etc.) NUA 11. Additional information may be requested depending on type of land use requested,. Discovery DJ Services, LLC will respond with any additional information required by Weld County. 7 DISCOVERY Proposed Facility: Broomfield Compressor Station Building Questions: 1. List the type, size (square footage), and number of existing and proposed structures. Show and label all existing and proposed structures on the USR drawing. Label the use of the building and the square footage. Up to three compressor buildings. The compressor buildings combined cover approximately 150,000 square feet. The buildings will enclose the compressor units to control noise and for protection from the elements. Up to eight compressors: Compression will be used to boost the pressure of natural gas. Slug catcher and separator: The slug catcher is a high -volume vessel intended to remove condensed liquids prior to compression. The separator will separate water from hydrocarbon liquids. A vapor recovery unit (VRU) will compress vapors off the separator to route back into the gas stream. Metering: Metering equipment serves to measure gas flow into and out of the compressor station. Metering the gas allows for measuring volumes consumed for compressor engine fuel and calculating total volumes for operations that are reported to Discovery gas control. Three dehydration systems: The dehydration unit is designed to remove water from the natural gas stream prior to delivery into the dry natural gas pipeline. Three enclosed combustors: The combustor is an emissions control device for incinerating vapors that are a byproduct of the dehydration process. MCC Building: Will house all power distribution equipment as well as motor starters and SCADA system. Instrument Air Building: Will house all equipment associated with generated instrument air. Slop Tanks: The tanks are designed to capture small amounts of produced water from the slug catcher, compressor suction scrubbers' other sources onsite. Volumes are expected to be small, requiring truck loadout once every 3-4 days. 2. Explain how the existing structures will be used for this USR? There are no existing structures on the site. . List the proposed use(s) of each structure. See above answer to Question 1. 8 Samuel Engineering We Provide Solutions 8450 East Crescent Parkway, Suite 200 Phone: 303.714.4840 Greenwood Village, CO 80111 FAX: 303.714.4800 ROCKY MOUNTAIN MIDSTREAM LLC Broomfield Compressor Station Storm Drainage Facilities OPERATIONS AND MAINTENANCE MANUAL The Broomfield Compressor Station is located in part of the Northeast 1/4 Of the Southeast 1/4 of Section 29, Township 01 North, Range 67 West, 6th PM, Weld County, Colorado. CE -100 PREPARED BY: SAMUEL ENGINEERING, INC. 8450 EAST CRESCENT PARKWAY, SUITE 200 GREENWOOD VILLAGE, CO 80111 Project Number 18132 — Rev. B December 2018 1 Samuel Engineering We Provide Solutions 8450 East Crescent Parkway, Suite 200 Phone: 303.714.4840 Greenwood Village, CO 80111 FAX: 303.714.4800 I. Introduction This operations and maintenance manual is for the owner of a natural gas compressor station to properly operate and maintain a detention pond to control stormwater runoff on the compressor station site. II. Location and Access The site is located on a 10 -acre parcel that is north and west of the intersection of County Roads 4 and 17. The center of the property is located approximately Latitude 40.021036° and Longitude -104.908664°. Storm water from the site will be directed into a 1.26 -acre-foot shallow detention pond that discharges onto open agricultural land. The discharge from the pond will flow overland into established roadside ditches to Big Dry Creek and finally to the South Platte River. 2 Samuel Engineering We Provide Solutions 8450 East Crescent Parkway, Suite 200 Phone: 303.714.4840 Greenwood Village, CO 80111 FAX: 303.714.4800 VICINITY MAP 3 2 3 4 If .A 81 __ _II L_ti_ OA6_1 J I_ \-- //l USR18-0106 BROOMFIELD COMPRESSOR STATION DISCOVERY DJ BASIN FIELD COMPRESSION z SEC. 30 i ) Sec. 29 �``�� O : SEC. 2B -- .) N 1251500 CIVIL SITE PLAN WELD COUNTY, COLORADO90045 �� ,,, I � ) ..-u. J -_, riI PARCEL NO. Ia69dB000Da5 / I Ilic 1\ 750' TO COUNTY WELD ROAD I2 C—� T� «" CR„'t— $ l ___bC 125Ia00 \� _ SEC. 32 �'^ SK. 33 0oo°ol �T J. ... 1 ._ � / :.. .�" r�� rl ry -- \\ j /�`r—� dL' VICINITY MAP —{7.111." ae>wl r /� ! DFHY U2 L (FUTURE) \ 1t \ (I I LEGAL DESCRIPTION ry 1251300 I CO OR \ / 1 FUTURE SUBSTATON � ` BUILDING II (FIRURf) n ,�.�- -7- Frl ( ti . 2' I_a TRIP OP 1 ND W ) I -.. CH II )E 0. l AII N MATS IRM.I. OI IN)UI.DI:RHRANO,OII.PRRIRTINDING NWLY IR,R IROM I. ISOP S10 11C I MLR R15 IR I I I PIPERACR 1251200 I O 7 \ f t 1 conPREssoR��--- Blll DING �� Ii I LEGEND I II MO -I aJ \ J 1 RIGHT -Of -WAY III N 1251100 I SLUG CATCHER II \ \ \ ••�••-••-••- PROPERTY UNE SECTION LINES ` - II O ' , ..--, DRAINAGE FLOW ARROW TRUCK LOADOUT I = I 0 O •.•� TRAFFIC DIRECTION ARROW I O MISC EQUIPMENT I COMPRESSOR BUILDING 17-77-7 ' v•�� - - 0 I _ RECYCLED ASPHALT PAVEMENT 1,. p 11 �� 17= I C i PROPOSED CHAIN LINK FENCE N 1251000 I a 0 +I - f2 O DEHY ' 1 EASEMENT LINE \ \\1 \ N 1250900 II \` i \�\ HERSS LAUNCRECEIVERS \\\ � _ _ / 1 DETENTION POND f - - POND OUTLET AND SPILLWAY ___ a DESIGN CAPACITY m 0.936 AF ______r- T- --- N 250800 I N 1250700 - I N 1250600 w E 3165400 E 3165500 w w w w w T MO'TM8 21 _' 11 I0' C H I _1e aebefan>eu dig ne m6+ee•+ L" rL'L+a .. .., ,..., _ so _., �..., ROCKY MOUNTAIry ___ - 24 MIDSTREAM LLC Williams. a•. WELD COUNTY, CO J PTO)ECT NUMBER BROOMFIELD COMPRESSOR STATION WILLIAMS DI BASIN FIELD COMPRESSION CIVIL GENERAL CIVIL SITE PLAN 18132 .na,,.. .1/ 0 BP nIA B IsSUfo TUR EPRnrt-wHATE T.ntELOCA /201/Ie nns ...,.. n. sREISS Re/ow 2o.e DRAWING NUMBER BP n A IswMK, R PERnrt OS, /I SE Samuel Engineering "- MRN'roll,"''r r r'p.m BCS-CE-103 .. �.,. ..,,. 4i ,o ,..,...,, .,. ,. @_ .. ,,....., W.. ...e.T, REVISIONS -••>^° 0.F ER FN CF DR AWIN GS RFV IWONS A B C D )SamueI Engineering We Provide Solutions 8450 East Crescent Parkway, Suite 200 Phone: 303.714.4840 Greenwood Village, CO 80111 FAX: 303.714.4800 III. Purpose of the Facility — General Description The detention pond is designed to follow the UDFCD criteria for an Extended Detention Basin design. A buried rip -rap spillway on the southeast side of the pond is sized to pass the Q100 storm event into the pond. From chapter 23 of the Weld County Storm Drainage Criteria and UDFCD requirements these criteria dictate that EDB ponds drain within 40 hours, this pond will drain through a water quality orifice, an outlet pipe sized to allow a 5 -year predeveloped condition release rate and a buried rip rap spillway designed for the greater than 100 -year storm event. The pond was designed with a length to width ratio of 4:1 and 4:1 interior side slopes. The depth from bottom of pond to the overflow is 5018.9 to 5021.50 or 2.6 feet. There is a 5' wide access path around the top of the pond. IV. Project History The detention pond is designed and sized for 7.82 disturbed acres for construction of a natural gas compressor station. The subject property is an agricultural parcel, which has been used for farming and storage. Currently this is a cultivated field. The constructed site will be surfaced with gravel, road base or native soils and outside of the fence vegetation will closely match existing vegetation. V. Project Data Sheet The design provides the required detention volume for the developed condition. An emergency spillway path is proposed on the east side of the pond, which can pass the Q100 that flows into the pond. The detention pond will include: • Forebay • Trickle Channel • Micropool • Modified CDOT Type C Outlet Structure (Modified for Shallow Construction) • Emergency Overflow • Catchment area: 7.82 Acres • Impervious area: 7.82 -acres at 43.6% • Hydrologic soil group C • Storage volume: 1.28 acre-feet (design volume) 4 Samuel Engineering We Provide Solutions 8450 East Crescent Parkway, Suite 200 Phone: 303.714.4840 Greenwood Village, CO 80111 FAX: 303.714.4800 • 100-yr orifice will be with a 15" CMP culvert @ 0.40 % slope and a restrictor plate for 3.24 cfs maximum discharge VI. Normal Operation Inspections: Periodic Inspections with the attached checklist should be performed after major rainfall events to check for obstructions/damage and to remove trash and debris. Vegetation Management: Mowing on a regular basis to prevent erosion or aesthetic problems. Fertilizer and pesticide use should be limited in and around the pond to minimize entry into downstream waters. Trash Debris and Litter Removal: Remove trash or debris causing obstructions at the inlet, outlet, orifice or trash rack especially after runoff producing rainfall events. Mechanical Equipment Check: Inspect fences and fence gates for any damage. Structural Component Check: Inspect outlet works, inlet orifice, trash rack and trickle channel for damage. VII. Regularly Scheduled Maintenance/Monitored Maintenance Pond Maintenance Requirements The structural and functional integrity of the detention basin shall be maintained at all times by removing and preventing drainage interference, obstructions, blockages, or other adverse effects into, through, or out of the system. Routine Maintenance Inspections Routine inspections shall be performed a minimum of 2 times annually and after major rainfall events. Sediment and Debris Management Periodic silt removal shall occur when standing water conditions occur or the pond's storage volume is reduced by more than 10%. Silt shall be removed and the pond/basin returned to original lines and grades shown on the approved engineering plans (See Appendix J). In addition, corrective measures are required any time a basin does not drain completely within 72 hours of cessation of inflow. 5 Samuel Engineering We Provide Solutions 8450 East Crescent Parkway, Suite 200 Phone: 303.714.4840 Greenwood Village, CO 80111 FAX: 303.714.4800 Accumulated litter, sediment, and debris shall be removed every 6 months or as necessary to maintain proper operation of the basin. Disposal shall be in accordance with federal, state and local regulations. Vegetation Management Detention facilities shall be mowed monthly between the months of April and October or anytime vegetation exceeds 12 -inches in height. Non -Routine Maintenance General The detention basin shall be kept free of excess trash and debris, poisonous and noxious weeds, contaminants and pollution, rodent holes, standing water harboring insects, and unwanted vegetation growth (i.e. trees). These potential defects shall be repaired or mitigated to the original state within 30 days from the date of observation. Facility Repairs If upon routine inspection any signs of damage to the outlet structure, forebay, trickle channel, outlet pipe, emergency spillway, or pond embankment are observed, the feature shall be repaired to the original state within 30 days from the date of observation. VIII. Unscheduled Maintenance Maintenance operations should be performed a minimum of once per year or when the detention pond fails to function as intended. Bank Erosion or Stabilization: All areas not vegetated should be stabilized and revegetated immediately Sediment Removal: Every six months or so, the accumulated sediment should be removed from the bottom of the outlet structure (or micropool). Note: this should be checked, and maintenance preformed more frequently during construction. Sediment buildup should be checked throughout the bottom of the pond and removed if sediment buildup exceeds 25% of the original design depth. Structural Repair/Replacement: If the outlet structure, forebay or trickle channel has been damaged these will require repair or replacement. 6 Samuel Engineering We Provide Solutions 8450 East Crescent Parkway, Suite 200 Phone: 303.714.4840 Greenwood Village, CO 80111 FAX: 303.714.4800 IX. References The following criteria was used to guide the design of the pond: • Urban Drainage Flood Control District, Volumes I and II, January 2016 • Urban Drainage Flood Control District Spreadsheets UD-Detention_v3.07 and v2.35 • NRCS Soils Map Data (Accessed Online), August 2017 • FEMA Online Map Viewer (Accessed Online), Sept. 2017 • USGS Map (Accessed Online), Oct. 2017 7 Samuel Engineering We Provide Solutions 8450 East Crescent Parkway, Suite 200 Phone: 303.714.4840 Greenwood Village, CO 80111 FAX: 303.714.4800 FINAL DRAINAGE REPORT ROCKY MOUNTAIN MIDSTREAM LLC Broomfield Compressor Station The Broomfield Compressor Station is located in part of the Northeast 1/4 Of the Southeast 1/4 of Section 29, Township 01 North, Range 67 West, 6th PM, Weld County, Colorado. CE -102 PREPARED BY: SAMUEL ENGINEERING, INC. 8450 EAST CRESCENT PARKWAY, SUITE 200 GREENWOOD VILLAGE, CO 80111 ISSUED FOR USR PERMIT USR18-0106 Project Number 18132 — Rev. 0 December 2018 1 Samuel Engineering We Provide Solutions 8450 East Crescent Parkway, Suite 200 Phone: 303.714.4840 Greenwood Village, CO 80111 FAX: 303.714.4800 Originator/Lead Engineer: Project Engineer Approval: Project Manager Approval: Client Approval: RECORD OF REVISIONS Mark Skelskey Brandon Primeaux Date: Date: Date: Date: 08/10/18 Rev. No. By Revisions Approval Date A M. Skelskey Issued for Permit 08/13/18 0 M. Skelskey Issued for USR18-0106 12/03/18 2 Samuel Engineering We Provide Solutions 8450 East Crescent Parkway, Suite 200 Phone: 303.714.4840 Greenwood Village, CO 80111 FAX: 303.714.4800 DRAINAGE REPORT AND PLAN CERTIFICATION BROOMFIELD COMPRESSOR STATION "1, Mark Skelskey, Consultant Engineer for Rocky Mountain Midstream LLC, understand and acknowledge that Rocky Mountain Midstream is seeking land use approval of USR18-0106 for the property described in the attached report. I have designed or reviewed the design of the Broomfield Compressor Station for the proposed land use set forth in the Application. I hereby certify, on behalf of Rocky Mountain Midstream that the Design will meet all applicable drainage requirements of the Weld County Code This certification is not a guarantee or warranty either expressed or implied." 3 Registered Professional Engineer State of Colorado No. 39396 Samuel Engineering We Provide Solutions 8450 East Crescent Parkway, Suite 200 Phone: 303.714.4840 Greenwood Village, CO 80111 FAX: 303.714.4800 1.0 GENERAL LOCATION AND DESCRIPTION 1 A. Site Location 1 B. Description of Property 1 2.0 DRAINAGE BASINS AND SUB -BASINS 2 A. Major Basin Description2 B. Sub -Basin Description 3 3.0 DRAINAGE DESIGN CRITERIA 3 4.0 DRAINAGE FACILITY DESIGN 5 5.0 CONCLUSIONS 6 6.0 REFERENCES 6 7.0 APPENDICES 7 8.0 EXHIBITS 9 4 Samuel Engineering We Provide Solutions 8450 East Crescent Parkway. Suite 200 Phone: 303.714.4840 Greenwood Village, CO 80111 FAX: 303.714.4800 1.0 GENERAL LOCATION AND DESCRIPTION A. Site Location The subject project is located in part of the Northeast 1/4 of the Southeast 1/4 of Section 29, Township 01 North, Range 67 West, 6th Principal Meridian, Weld County, State of Colorado. The property is located north of Weld County Road 4 and west of Weld County Road 17. No public streets are proposed within the property. Refer to Exhibit 1 — Vicinity Map B. Description of Property The subject property is a 10 -acre parcel owned by Rocky Mountain Midstream LLC. for the installation of a gas compressor station. The compressor station, access roads and detention pond will disturb approximately 7.8 acres of the 10 -acre site. Vegetation consists of a native grasses and irrigated cropland. There are no open channels, lakes, streams or irrigation ditches in the area of the proposed development. The subject property is not located in a floodplain. The surrounding area development consists of single family residences, barns and agricultural property. There are gas and oil processing facilities and wells located at varying distances from the proposed site. Topographic relief over the property ranges from 5032' in the northwest corner of the parcel to 5018' in the southeast corner and is characterized by relatively flat grades that typically range from 1.0% to 3.0%. The predominate soil type present on the site is Weld loam (USC rating of CL). The soils have a hydrologic soil group rating of C and this rating will be used for drainage calculations. Refer to Exhibit 2 — Hydrologic Soils Group 1 Samuel Engineering We Provide Solutions 8450 East Crescent Parkway, Suite 200 Phone: 303.714.4840 Greenwood Village, CO 80111 FAX: 303.714.4800 2.0 DRAINAGE BASINS AND SUB -BASINS A. Major Basin Description The subject property is not part of the Weld County Master Drainage Plan. The site currently does not have drainage improvements. Storm water sheet flows across the site from the northwest to the southeast draining onto the existing vegetation in open fields. After construction storm water will be directed to a detention and water quality pond before discharging into the existing drainage patterns. The detention pond is designed to hold the 100 - year 1 -hour event and release at the 5 -year 1 -hour release rate following Weld County Drainage requirements for Urbanizing Drainage areas, although this site is located in a non -urbanizing area. The design volume for the pond is 40,329 cubic feet of storage and the actual volume of the detention pond at the spillway elevation is 55,873 cubic feet. For drainage basin delineation and surrounding areas, refer to the Drainage Plans included in this report. Basin EX -1 (predeveloped) is approximately 17.64 acres with 7.8 -acres being part of this proposed development. The basin is primarily unimproved crop and grass land. Ground cover within the basin consists of prairie grasses and crops. Drainage typically sheet flows from northwest to southeast, with the discharge point on the southeast corner of the parcel. Based on the soils, the runoff coefficients are C5 = 0.16 and C100 = 0.51. Consequently, flow from the basin is Q5 = 7.07 cfs and Q100 = 51.69 cfs. The predeveloped flows for the compressor station site, 7.82 acres, that will be tributary to the detention pond at the 5 -year release rate is 3.24 cfs. This will be the maximum allowable release rate from the detention pond. Overland sheet flows across the site currently convey the stormwater runoff from the site. This stormwater sheet flows across the site from the northwest to the southeast, with the receiving waters being Big dry creek and ultimately the South Platte River, which is north and east of the project site. There is an un-named irrigation ditch on or the west side of the parcel adjacent to the site. No water from the site will be discharged into this irrigation channel. Further west is the Thompson ditch, no water from the ditch will impact the site. The subject property is not located within a floodplain. Per the FEMA Online Map Viewer the property is located in an unmapped area, so no panel is available. Refer to Exhibit 3 — FEMA 0850730050F. FEMA national flood hazard layer classifies this area as Zone X and an "area of minimal flood hazard". 2 Samuel Engineering We Provide Solutions 8450 East Crescent Parkway, Suite 200 Phone: 303.714.4840 Greenwood Village, CO 80111 FAX: 303.714.4800 B. Sub -Basin Description Historic stormwater flows are generally in a southeasterly direction, sheet flowing across the entire parcel. The flows then follow northeast into Big Dry Creek. Ultimately the receiving waters are the South Platte River. The post -developed site will contain one (1) Sub -Basin, Sub -Basin 1A. Sub -basin 1A is located in the northwest portion of the major basin and it encompasses 7.82 acres of the 10 -acre parcel. This area historically drains in a southeastern direction toward Big Dry Creek and will drain in the same general path to the detention pond in the southeast corner of the parcel, post development. Offsite flows from the west of the subject property generally do not enter the site. Any offsite flow that does reach the site have been directed around the site and are not included in the volume calculated for the proposed detention pond. Refer to Exhibit 4 — Drainage Plans 3.0 DRAINAGE DESIGN CRITERIA A. The drainage concepts and designs have been completed in accordance with the guidelines Weld County Storm Drainage Criteria. No deviations from the Criteria were used in development of this drainage study. Other references used in developing this report include the Urban Drainage Criteria Manuals. B. Development Criteria Reference and Constraints 1. There are no known existing drainage studies available for or adjacent to the subject property. 2. Due to the type of plant being constructed the site grading will have minimum slopes with the majority of onsite runoff being conveyed by sheet flow. Ditches will be utilized in some areas to channel flow to the detention facilities. The ditches will have shallow slopes and low velocity flows. 3. The water quality capture volume calculated for this site is 0.193 acre-feet. This volume is designed to drain through three 0.9 -inch orifice holes that will drain the water quality volume in 40 -hours. 4. the outlet structure is a CDOT Type C inlet with a top grate set at the 100 -year elevation of 5021.10. Storm water flows from this outlet will be controlled with a orifice plate connected at the 15 -inch CMP outlet culvert. The maximum allowable release rate of 3.24 cfs is controlled with this plate. 3 Samuel Engineering We Provide Solutions 8450 East Crescent Parkway, Suite 200 Phone: 303.714.4840 Greenwood Village, CO 80111 FAX: 303.714.4800 5. There is no defined swale downstream from the proposed water quality and detention pond, so the pond will outfall to the low point of the site and sheet flow to the southeast and into open fields. 6. A buried rip rap spillway will be constructed as part of the detention pond outfall discharges. This spillway is designed to have no more than 6 -inches of flow depth during a 100 -year storm event. C. Hydrological Criteria 1. The design Rainfall for the site was found within the NOAA Atlas 14, Volume 8 for Brighton, CO. The 5 and 100 -year values used for this project are 1.11 and 2.61 inches per hour respectively. 2. The design reoccurrence rainfall intensities for this project have been established as the 5 -year and 100 -year one -hour events. 3. The rational method was used to calculate peak runoff for the property. Excel spreadsheets from UDFCD were used to calculate peak runoff, WQCV, Detention pond 5-yr and 100-yr storage volumes and WQCV 40 -hour release quantities. Bentley FlowMaster was used to calculate culvert sizes, ditch capacities, orifice openings and weir sizing. Excel spreadsheets were used to crosscheck detention pond capacities, rip -rap sizing and Impervious values. 4. Detention pond volumes, maximum discharge rates and WQCV were calculated using UDFCD Detention Basin Volume Estimating Workbook, Version 2.35, January 2015. Refer to Appendix A D. Hydraulic Criteria 1. Detention pond capacity calculations were derived using the stage -area -volume method. Stage Storage calculations are included with Appendix B. 2. The detention pond outlet structure is a modified CDOT type C inlet that controls the WQCV for the 40 -hour drain time with the use of a perforated orifice plate and circular holes. 3. This outlet structure also controls the maximum discharge from the pond of 3.24 cfs with a 15 -inch CMP outlet pipe. 4. A spillway and weir for flows that exceed the 100 -year storm event are included in the pond design. The weir will be an 8 -inch wide concrete structure the length of the weir plus 5 -foot embedment into the pond berm (39 -feet) and a depth of 2.5 -feet at the spillway pondside invert elevation. The spillway will be constructed of type M buried rip rap from the spillway elevation to the toe of the outlet side slope. The rip rap will be buried a minimum of 6 -inches with top soil and seeded for slope stability. 5.. No check or drop structures were used in the drainage design. 4 Samuel Engineering We Provide Solutions 8450 East Crescent Parkway, Suite 200 Phone: 303.714.4840 Greenwood Village, CO 80111 FAX: 303.714.4800 4.0 DRAINAGE FACILITY DESIGN A. General Concept 1. There is one basin that contributes to the existing storm water runoff for the property that currently discharges on the eastern side of the property. The site consists of undeveloped pasture land with gentle slopes ranging from 1% to 3% that historically had runoff flowing across the ground in a sheet pattern from west to east. The drainage patterns will follow the same general path post development as they do pre - development. 2. Offsite flows are negligible and will be directed around the site. 3. Information included in this report will include an overall site plan, pre- and post - development drainage basin delineation, construction drawings for the detention pond, table for rainfall intensity and area impervious values and various calculation sheets for, ponds and appurtenances. 4. Sub -basin 1A consists of 7.82 acres, which will drain southeast via sheet flow and drainage ditches to the proposed detention pond on the southeast portion of the site to Discharge Point 1. The majority of the flows from the north, east and south of the site are naturally directed around the site. A pipe will convey a portion of the flow on the southwest under the access road to the pond. Refer to Exhibit 5 — Drainage Plans — Pre -Development, Post Development B. Specific Details 1. All roads on the site will be gravel surfaced or surfaced with recycled asphalt road base and designed with a 1% or 2% ± cross slope. No on -site culverts were used in the design of this site. 2. Detention pond volumes, maximum discharge rates and WQCV were calculated using UDFCD Detention Basin Volume Estimating Workbook, Version 2.35, January 2015 with a cross check using UDFCD Detention Basin Volume Estimating Workbook, Version 3.05, July 2016. The ponds size and shapes were determined from the required volumes. The area of the watershed tributary to the pond is limited to the compressor station plant area of 7.82 acres. The pond's 5-yr storage capacity is 0.204 acre-feet and the 100-yr storage capacity (plus WQCV) is 0.926 acre-feet. The detention pond has been designed to hold the 100 -year 1 -hour event and release at the 5 -year 1 -hour release rate following Weld County Drainage requirements for Urbanizing Drainage Areas even -though the site is located in a Non -Urbanizing area. 3. The outlet design for this pond has a micropool as part of the outlet structure, WQCV capacity with controlled discharge, 5-yr storage capacity also with controlled 5 Samuel Engineering We Provide Solutions 8450 East Crescent Parkway. Suite 200 Phone: 303.714.4840 Greenwood Village, CO 80111 FAX: 303.714.4800 discharge and 100-yr storage capacity with controlled discharge and spillway overflow. The actual volume of the detention pond at the spillway is 1.28 acre-feet. 4. Maintenance access into the detention pond has been provided and is shown on the detention pond drawings. Refer to Exhibit 6 Detention Pond Plans, Sections and Details. 5.0 CONCLUSIONS A. Compliance with Standards This drainage study has been prepared in accordance with the Weld County Storm Drainage Criteria and Urban Drainage Criteria Manuals and accepted Professional Engineering Practices. Historical Flow Patterns Maintained 1. This drainage study has been designed to convey developed flows through an extended detention basin detention pond designed with controlled discharge rates for water quality and a major storm. The flows then travel through established drainage ways in a manner consistent with the predevelopment drainage patterns. With a properly constructed and maintained pond along with the proposed erosion control measures this development will not adversely impact the existing drainage or existing downstream developments. 2. No existing Weld County Master drainage plan was available for this project site. 6.0 REFERENCES A. Weld County Storm Drainage Criteria, Chapter 23, Weld County Department of Public Works Weld County Colorado, 2015. B. Urban Storm Drainage Criteria Manuals, Urban Drainage and Flood Control District. Volume 1 updated March 2017, Volume 2 updated September 2017 and Volume 3 updated November 2015. 6 Samuel Engineering We Provide Solutions 8450 East Crescent Parkway, Suite 200 Phone: 303.714.4840 Greenwood Village, CO 80111 FAX: 303.714.4800 7.0 APPENDICES A. Hydrology Computations 1. Precipitation Frequency Estimates 2. Area Weighted Impervious values 3. Historic Major and Minor Storm Runoff Computations 4. Developed Major and Minor Storm Runoff Computations 7 Samuel Engineering We Provide Solutions 8450 East Crescent Parkway, Suite 200 Phone: 303.714.4840 Greenwood Village, CO 80111 FAX: 303. 714.4800 B. Hydraulic Computations 1. Swale Capacity Computations 2. Detention Pond 5-yr and 100-yr Volume Calculations 3. Stage Storage Calculations 4. Detention Pond WQCV Computations — WQCV Orifice Sizing Computations 5. Detention Pond 5 -Year Orifice Computations 6. Outlet Size Calculation 7. Detention Pond Overflow Weir 8 Samuel Engineering We Provide Solutions 8450 East Crescent Parkway, Suite 200 Phone: 303.714.4840 Greenwood Village, CO 80111 FAX: 303.714.4800 8.0 EXHIBITS 9 Samuel Engineering We Provide Solutions 8450 East Crescent Parkway, Suite 200 Phone: 303.714.4840 Greenwood Village, CO 80111 FAX: 303.714.4800 7.0 APPENDICES A. Hydrology Computations 1. Precipitation Frequency Estimates 2. Area Weighted Impervious values 3. Historic Major and Minor Storm Runoff Computations 4. Developed Major and Minor Storm Runoff Computations 7 Precipitation Frequency Data Server Page 1 of 4 NOAA Atlas 14, Volume 8, Version 2 Location name: Brighton, Colorado, USA* Latitude: 40.0213°, Longitude: -104.9082° Elevation: 5021.68 ft** * source ESRI Maps " source USGS POINT PRECIPITATION FREQUENCY ESTIMATES Santa Penca. Deborah Martin Sandra Pavlovic. Ishani Roy Michael St. Laurent. Carl Trypaluk. Dale Unruh. Michael Yekta. Geoffery Bonnin NOAA. National Weather Service, Silver Sprang. Maryland PF tabular I PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)' Duration 5-mi Average recurrence interval (years) 1 0.226 (0.173-0.293) 2 0.276 (0.212-0.359) 10 -min 0.330 (0.254-0.430) 0.404 (0.310-0.525) 15 -min 30 -min 60 -min 2 -hr 3 -hr 6 -hr 12 -hr 24 -hr 2 -day 3 -day 4 -day 7 -day 10 -day 20 -day 30 -day 45 -day 60 -day 0.403 (0.310-0.524) 0.554 (0.426-0.721) 0.676 (0.520-0.879) 0.798 (0.620-1.03) 0.862 (0.674-1.10) 0.492 (0.378-0.641) 0.674 (0.517-0.877) 0.824 (0.633-1.07) 0.974 (0.756-1.25) 1.05 (0.822-1.35) 1.02 (0.808-1.29) 1.23 (0.974-1.56) 1.27 (1.01-1.58) 1.52 (1.23-1.88) 1.74 (1.42-2.12) 1.50 (1.20-1.87) 1.81 (1.46-2.24) 2.12 (1.73-2.58) 1.90 (1.56-2.29) 2.29 (1.88-2.77) 2.03 (1.67-2.44) 2.32 (1.93-2.76) 2.57 (2.16-3.05) 3.30 (2.80-3.86) 2.41 (1.99-2.90) 2.71 (2.26-3.23) 2.98 (2.50-3.53) 3.77 (3.19-4.41) 3.88 (3.31-4.50) 4.42 (3.77-5.12) 4.57 (3.93-5.26) 5.13 (4.43-5.87) 5.22 (4.48-6.01) 5.89 (5.09-6.75) 5 10 0.371 (0.284-0.485) 0.544 (0.416-0.710) 0.663 (0.508-0.866) 0.464 (0.353-0.608) 0.679 (0.517-0.891) 0.828 (0.631-1.09) 0.903 (0.691-1.18) 1.13 (0.857-1.48) 1.11 (0.848-1.45) 1.31 (1.01-1.69) 1.42 (1.10-1.81) 1.38 (1.05-1.81) 1.64 (1.26-2.12) 1.77 (1.37-2.27) 1.63 (1.29-2.07) 2.02 (1.58-2.57) 1.94 (1.54-2.42) 2.33 (1.88-2.88) 2.76 (2.25-3.37) 2.35 (1.86-2.95) 2.80 (2.24-3.48) 3.31 (2.67-4.06) 2.94 (2.40-3.56) 3.49 (2.84-4.26) 3.05 (2.51-3.69) 3.61 (2.95-4.37) 3.37 (2.80-4.03) 3.67 (3.06-4.35) 4.54 (3.83-5.32) 3.93 (3.25-4.72) 4.25 (3.53-5.06) 5.18 (4.35-6.10) 5.29 (4.50-6.16) 6.01 (5.08-7.02) 6.26 (5.36-7.23) 7.10 (6.11-8.16) 7.11 (6.05-8.24) 8.07 (6.91-9.31) 25 50 100 200 0.610 (0.459-0.856) 0.893 (0.672-1.25) 1.09 (0.820-1.53) 0.738 (0.539-1.04) 1.08 (0.790-1.53) 1.32 (0.963-1.86) 0.880 (0.622-1.27) 1.29 (0.910-1.87) 1.57 (1.11-2.27) 1.04 (0.704-1.54) 1.52 (1.03-2.26) 1.85 (1.26-2.76) 1.48 (1.11-2.08) 1.82 (1.37-2.55) 2.16 (1.64-2.99) 2.32 (1.77-3.19) 2.62 (2.02-3.55) 2.99 (2.33-3.99) 3.50 (2.74-4.56) 4.08 (3.20-5.20) 4.28 (3.38-5.41) 4.39 (3.49-5.53) 4.74 (3.80-5.89) 5.07 (4.08-6.25) 6.08 (4.94-7.36) 7.00 (5.72-8.39) 8.24 (6.78-9.79) 9.37 (7.73-11.0) 1.79 (1.31-2.53) 2.13 (1.51-3.09) 2.51 (1.71-3.74) 2.20 (1.61-3.11) 2.61 (1.93-3.64) 2.80 (2.08-3.88) 2.62 (1.85-3.80) 3.11 (2.22-4.45) 3.34 (2.40-4.73) 3.09 (2.10-4.60) 3.67 (2.52-5.39) 3.93 (2.71-5.72) 3.15 (2.36-4.29) 3.72 (2.70-5.21) 4.36 (3.04-6.27) 3.55 (2.69-4.77) 4.08 (3.12-5.38) 4.70 (3.60-6.06) 4.16 (3.05-5.72) 4.71 (3.48-6.36) 5.33 (3.96-7.05) 4.83 (3.40-6.83) 5.38 (3.82-7.47) 5.98 (4.28-8.13) 4.90 (3.79-6.28) 5.54 (4.14-7.27) 6.20 (4.46-8.36) 5.02 (3.90-6.40) 5.67 (4.26-7.40) 6.34 (4.59-8.50) 5.38 (4.21-6.77) 5.72 (4.51-7.14) 6.77 (5.39-8.32) 6.03 (4.58-7.78) 6.38 (4.87-8.16) 7.47 (5.76-9.40) 6.71 (4.90-8.90) 7.07 (5.19-9.29) 8.18 (6.07-10.6) 7.75 (6.21-9.43) 8.50 (6.59-10.6) 9.25 (6.90-11.8) 9.10 (7.33-1 1.0) 10.3 (8.35-12.4) 9.94 (7.75-12.3) 11.3 (8.82-13.8) 10.8 (8.08-13.6) 12.2 (9.16-15.3) 500 1.26 (0.827-1.93) 1.85 (1.21-2.83) 2.26 (1.48-3.45) 3.07 (2.01-4.69) 3.77 (2.47-5.77) 4.48 (2.96-6.75) 4.79 (3.18-7.16) 5.29 (3.55-7.80) 5.80 (3.93-8.42) 6.34 (4.34-9.04) 6.87 (4.74-9.61) 7.10 (4.93-9.85) 7.26 (5.06-10.0) 7.65 (5.38-10.4) 8.00 (5.66-10.8) 9.13 (6.53-12.1) 10.2 (7.36-13.5) 11.8 (8.56-15.4) 13.3 (9.67-17.2) 1000 1.45 (0.920-2.23) 2.13 (1.35-3.27) 2.60 (1.64-3.98) 3.53 (2.23-5.41) 4.34 (2.75-6.65) 5.15 (3.29-7.79) 5.50 (3.54-8.25) 6.06 (3.94-8.97) 6.60 (4.34-9.63) 7.11 (4.72-10.2) 7.56 (5.08-10.7) 7.80 (5.28-11.0) 7.98 (5.42-11.1) 8.37 (5.74-11.6) 8.72 (6.02-11.9) 9.85 (6.87-13.3) 11.0 (7.72-14.7) 12.6 (8.92-16.7) 14.2 (10.1-18.6) ' Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top https://hdsc.nws.noaa.gov/hdscipfds/pfdsprintpage.htm l?Iat=40.0213& Ion=-104.9082&da... 7/27/2018 Precipitation Frequency Data Server Page 2 of 4 16 14 .... 12 a 10 V 0 8 ro a 6 u a, o- 4 2 0 PF graphical PDS-based depth -duration -frequency (DDF) curves Latitude 40.0213°. Longitude: -104.9082° c c_ E E O LA t 4 r Duration >b. >3/4 >3/4 ro ry to ro m 1 V 17 17 17 .-1 1 2 5 10 25 50 100 200 Average recurrence interval (years) NOAA Atlas 14, Volume 8, Version 2 >. >3/4 >3/4 to r0 ro ro V VO NooI pp f�1 `4 8 500 1000 Created (GMT): Fri Jul 27 18:57:04 2018 Back to Top Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 Duration 5 -mm — 2 -day 10 -mm 3 -day 15-mrn — 4 -day 30 -mm — 7 -day 60 mm — 10 -day 2 -hr — 20 -day 3 -hr - 30 -day 6 -hr 45 -day 12 -hr — 60 -day — 24 -hr https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htm I?Iat=40.02 13& Ion=- 104.9082&da... 7/27/2018 Precipitation Frequency Data Server Page 3 of 4 Maps & aerials Small scale terrain ry St t • W ittsnbtf + Large scale terrain tr- Cheyenne Large scale map Cheye_nntree 60mi https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=40.02 1 3&lon=-104.9082&da... 7/27/2018 AREA WEIGHTED IMPERVIOUSNESS VALUES Rocky Mountain Midstream LLC Broomfield Compressor Station West of County Road 17 & North of County Road 4 Sec 29, TS 1N, R 67W HISTORIC CONDITIONS Surface Characteristic Basin 1 A. acre I, °/0 Al Undeveloped (Trib to Pond) 7.82 2 15.64 Atotai, acre 'weighted, % 7.82 2.0 DEVELOPED CONDITIONS TRIBUTARY TO POND Surface Characteristic Basin 1A A. acre I, % Al Roofs Equipment Recycled Asphalt Gravel Surface Roadbase Detention Pond Bare Ground Undeveloped Landscape 0.32 90 28.80 0.40 90 36.00 0.84 80 67.20 2.61 40 104.40 0.37 40 14.80 0.81 100 81.00 0.23 20 4.60 0.00 2 0.00 2.24 2 4.48 AtotaI, acre 7.82 (weighted, % 43.64 Table RO-3—Recommended Percentage Imperviousness Values Land Use or Percentage Surface Characteristics rnpervc►sness $ usiness: Commercial areas 95 Neighborhaac areas 8F Resident : S rge-farnily t Ault -unit (detached) 60 Mult-unit (attached: 75 Half -acre lot or Larger Mpartrrents 80 Industria: Lk^t areas 80 Heavy areas 90 Parks. cerneteries 5 a aygrouncs 10 Schools 50 Railroad yarc areas 15 Jndeveloped Areas: Historic flow analysis 2 2 Greenbelts. agriculture v41 -site flow analysis 45 ;when land ..se net del tamed; , Streets: Paved 1D0 *Gravel (packed) 4C Drive and wa its 9C Roofs 90 awns sans soil 0 awns clayey scil 0 ' See Fiqures RO-3 through RO-5 for percentage imperviousness. CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Broomfield Compressor Station (18131-01) 5-Yr Predeveloped Major Basin I. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = EX -1 17.64 2.00 C II. Rainfall Information Design Storm Return Period, Tr = C1 = C2= C3= P1= Acres 040 A. B. C,orD I (inch/hr) = C1 * P1 /(C2 + Td)^C3 5 28.50 10.00 0.786 1.11 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient. C = Overide Runoff Coefficient. C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient. C = 0.16 0.16 (enter an overide C value if desired. or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND O Beginning Flow Direction Catckment Boundary NRCS Land Type Conveyance Heavy Meadow 2.5 Tillage/ Field 5 Short Pasture/ Lawns 7 Nearly Bare Ground 10 Grassed Swales/ Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 • J Calculations. Reach ID Overland 1 2 3 4 5 Slope S ft/ft input Length L ft input 5-yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.0210 1.050 Sum 1.050 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc. I = 1.40 2.46 2.46 inch/hr inch/hr inch/hr 0.16 N/A 0.41 42.91 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate. Qp = Peak Flowrate. Qp = Peak Flowrate. Qp = 42.91 15.83 15.83 4.02 7.07 7.07 cfs cfs cfs 5 yr runoff-PreDeveloped Major Basin.xls, Tc and PeakQ 8/14/2018, 7:42 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: I. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = EX -1 17.64 2.00 C Broomfield Compressor Station (18131-01) 100-Yr Predeveloped Major Basin Acres A. B, C,orD II. Rainfall Information I (inch/hr) = Cl * P1 /(C2 + Td)^C3 Design Storm Return Period. Tr = C1 = C2= C3= P1= 100 28.50 10.00 0.786 2.61 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient. C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient. C = k 0.51 0.16 Reach 3 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration C r Reach , li — - overland Reach 1 flow LEGEND l` 1 Aminning v Flow Direr do n 4— C ate pine nt B o undary NRCS Land Type Conveyance Heavy Meadow 2.5 Tillage/ Field 5 Short Pasture/ Lawns 7 Nearly Bare Ground Grassed Swales/ Waterways Paved Areas & Shallow Paved Swales (Sheet Flow) 15 20 Calculations Reach ID Overland ft/ft input 0.0210 1 2 3 4 5 Sum IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc. I = 3.29 5.78 5.78 ft input 1 050 1.050 inch/hr inch/hr inch/hr 5-yr Runoff Coeff C-5 output NRCS Convey- ance input N/A Flow Velocity V fps output 0.41 Computed Tc Regional Tc User -Entered Tc 29.42 Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = Flow Time Tf minutes output 42.91 5169 51.69 cfs cfs cfs 100 yr runoff-PreDeveloped Major Basin. xls. Tc and PeakQ 8/14/2018, 7.43 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Broomfield Compressor Station (18131-01) 5-Yr Predeveloped Area Tributary to Detention Pond I. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = 1A 7.82 2.00 C II. Rainfall Information Design Storm Return Period, Tr = C1 = C2= C3= P1= Acres 0/0 A. B. C or D I (inch/hr) = C1 * P1 /(C2 + Td)^C3 5 28.50 10.00 0.786 1.11 years (input (input (input (input inches (input return period for design storm) the value of C1) the value of C2) the value of C3) one -hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient. C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient. C = 0.16 0.16 (enter an overide C value if desired. or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND 0Beginning Flaw Direction Catchment Boundary NRCS Land Type Conveyance Heavy Meadow 2.5 Tillage/ Field 5 Short Pasture/ Lawns 7 Nearly Bare Ground 10 Grassed Swales/ Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Slope S ft/ft input Overland 0.0118 1 Length L ft input 849 5-yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 2 3 4 5 Sum 849 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc. I = Rainfall Intensity at Regional Tc. I = Rainfall Intensity at User -Defined Tc. I = 1.32 2.54 2.54 inch/hr inch/hr inch/hr 0.16 N/A 0.30 46.66 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 46.66 14.72 14.72 1.69 3.24 3.24 cfs cfs cfs 5 yr runoff-PreDeveloped 080718.xls. Tc and Peak() 8/14/2018, 8:18 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Broomfield Compressor Station (18131-01) 5-Yr Developed Tributary to Pond I. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = 1-A 7.82 43.64 C II. Rainfall Information Design Storm Return Period, Tr = C1 = C2= C3= P1= Acres A. B, C, or D I (inch/hr) = C1 * P1 /(C2 + Td)^C3 5 28.50 10.00 0.786 1.11 years (input (input (input (input inches (input return period for design storm) the value of C1) the value of C2) the value of C3) one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient. C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient. C = 0.37 0.37 (enter an overide C value if desired. or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND J Bain; Flow D irec no n 4 - Cate lune n t B o undary NRCS Land Type Conveyance Heavy Meadow 2.5 Tillage/ Field 5 Short Pasture/ Lawns 7 Nearly Bare Ground 10 Grassed Swales/ Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc. I = Rainfall Intensity at Regional Tc. I = Rainfall Intensity at User -Defined Tc. I = 5 yr-Developed Tributary to Pond.xls. Tc and PeakQ 1.65 2.55 2.55 Length L ft input Sum 829 inch/hr inch/hr inch/hr 5-yr Runoff Coeff C-5 output 0.37 NRCS Convey- ance input N/A Flow Velocity V fps output 0.09 0.71 Computed Tc Regional Tc User -Entered Tc Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = Flow Time Tf minutes output 15.45 17.51 32.97 14.61 4.71 7.30 7.30 cfs cfs cfs 8/14/2018. 8:11 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Broomfield Compressor Station (18131-01) 100-Yr Developed Tributary to Pond I. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = 1-A 7.82 43.64 C Acres A. B, C, or D II. Rainfall Information I (inch/hr) = Cl ' P1 /(C2 + Td)^C3 Design Storm Return Period. Tr = 01= C2= C3= P1= 100 28.50 10.00 0.786 2.61 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient. C = Ovende Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Ovende 5-yr. Runoff Coefficient. C = 0.59 0.37 (enter an overide C value if desired. or leave blank to accept calculated C.) (enter an ovende C-5 value if desired, or leave blank to accept calculated C-5.) Illustration - - overland Reach 1 flab. L EGEND Beeu' uiing Flow Direr no n Cate hnient B o undarti• NRCS Land Type Conveyance Heavy Meadow 2.5 Tillage/ Field J Short Pasture/ Lawns 7 Nearly Bare Ground 10 Grassed Swales/ Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations Reach ID Overland Slope S ft/ft input Length L ft input 5-yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output 0.0050 86 0.37 N/A 0.09 1 0.0050 743 2 3 4 5 St, it -11 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc. I = Rainfall Intensity at User -Defined Tc. I = 3.87 6.00 6.00 829 inch/hr inch/hr inch/hr 10.00 0.71 Flow Time Tf minutes output 15.45 17.51 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate. Qp = Peak Flowrate, Qp = 32.97 14.61 14.61 17 27.64 27 cfs cfs cfs 100 yr-Developed Tributary to Pond.xls. Tc and PeakQ 8/14/2018. 8:09 AM Samuel Engineering We Provide Solutions 8450 East Crescent Parkway. Suite 200 Phone: 303. 714.4840 Greenwood Village. CO 80111 FAX: 303.714.4800 B. Hydraulic Computations 1. Swale Capacity Computations 2. Detention Pond 5-yr and 100-yr Volume Calculations 3. Stage Storage Calculations 4. Detention Pond WQCV Computations — WQCV Orifice Sizing Computations 5. Detention Pond 5 -Year Orifice Computations 6. Outlet Size Calculation 7. Detention Pond Overflow Weir Typical Swale - Full Flow Capacity .r n rsil^r r-—�.i_+71.F T",`a'°'7:7, `17,77 Prolect Description '`�,'' -- r `- - Fnction Method Solve For Manning Formula Discharge ��4�Pm--r=�,-zr�-gin - M ,, z InputrData =-- _��,� ; r ,.r .� �� ,- �� -�,T ��,�.. �-��x �� „«,� y , a..w`....ty } "��..� °.C: '`�` �.,r..kwawn�tiwnar _ �..,,..un...�.'.�ikw a. ia c„,ate.,.. ` `. `�', Roughness Coefficient Channel Slope Normal Depth Left Side Slope Right Side Slope 0 020 0 00500 ft/ft 0 88 ft 10 00 ft/ft (H V) 10 00 ft/ft (H V) r',7 rc q"Tv^ ^ ia7s-, 1-,^,,r.rr,"." .. Czar- 7 '� �w�+ �-r� i i r.1.gv:-Ns�- _ i -r'Vu �rvn+T-,.m -..r: " ""� o ua{"`",-.�. r.�.. -R Resulfs'i�, �,E ,r� F a;� ;> �s�;,r��a v 6 �n- .x �w et 4 ,` l�aY't 4�zk.eS Discharge Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow Type Subcntical 23 10 ft'/s 7 66 ft' 17 59 ft 0 44 ft 17 50 ft 0 80 ft 0 00796 ft/ft 3 02 Ws 0 14 ft 102 ft 0 80 4--rpr"",� — »', ;r��I Errs -qv ,v.g.n;-r;m.. ��; s ayv -a��,,TrNy ^-;Y � -+�,arz ,,,max-;,,-1-Syr-t;,, GVF Input Data x �_,„n ��., _ r 'Hv1k...:..,L_ ay..G,:�ir�su�r.�......-.,<r'.`r...P` Downstream Depth Length Number Of Steps 0 00 ft 0 00 ft 0 GVFrr„ngfij rxny;�ii�.',,+-a-.,. Output ' Datat� • E.."W.`k.�s..,.ti.4 s- _.,xa- ITV 70 Bentley Systems, Inc Haestad Methods SoBd<dle¢EiderMaster V8i (SELECTsenes 1) [08 11 01.03] 8/14/2018 8 54 29 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Rocky Mountain Midstream - Broomfield Compressor Station Basin ID: Tributary to Detention Pond with 5-Yr Release Rate (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): _ atchment Drainage Imperiousness I, = 43.64 percent Catchment Drainage Imper nousness l.= 43.64 percent Catchment Drainage Area A = 7.820 acres Catchment Drainage Area A = 7.820 acres Predevelopment NRCS Soil Group Type = C A B C or D Predevelopment NRCS Sod Group Type = C A. B 0 or D Return Period for Detention Control T = 5 years (2, 5. 10 25 50 or 100) Return Period for Detention Control T =i 100 'years •2 5 10 25 50 or 100) Time of Concentration of Watershed Tc = 15 minutes Time of Concentration of Watershed Tc = I5 minutes Allowable Unit Release Rate q = 0.17 cfs/acre Allowable Unit Release Rate q = J Q 41 cfs/acre One -hour Precipitation P. = 1.11 inches One -hour Precipitation P. = 2.71 inches Design Rainfall IDF Formula i = C,' P,/(C1+T.)"C, Design Rainfall IDF Formula i = C. P,l(C2+Tj"C3 Coefficient One - = 28.50 Coefficient One 0• = 28.50 Coefficient Two = 10 Coefficient Two 10 Coefficient Three = 3 -39 Coefficient Three C, 0.789 Determination of Average Outflow from the Basin (Calculated): Determination of Average Outflow from the Basin (Calculated): �r -;:;,ro!t _oe`ficient = 0.37 Runoff Coefficient C - 0.59 Inflow Peak Runoff Op -in = 7.29 cfs Inflow Peak Runoff Op -in - 27.32 cfs Allowable Peak Outflow Rate OD -out = 1.33 cfs Allowable Peak Outflow Rate Op -out = 3.24 cfs Mod. FAA Minor Storage Volume = 8,890 cubic feet Mod. FAA Major Storage Volume a 40,329 cubic feet Mod. FAA Minor Storage Volume = 0.204 acre -ft Mod. FAA Major Storage Volume= 0.926 acre -ft 6 <- Enter Rainfall Duration Incremental Increase Value Here (e.g. 5 for 5 -Minutes) Rainfall Duration minutes (input) Rainfall Intensity inches / hr (output) Inflow Volume acre-feet (output) Adjustment Factor "m" (output) Average Outflow cfs (output) Outflow Volume acre-feet ;output) Storage Volume acre-feet (output) Rainfall Duration minutes (input) Rainfall Intensity inches / hr (output) Inflow Volume acre-feet (output) Adjustment Factor "m" (output) Average Outflow cfs ooutput) Outflow Volume acre-feet ,output) Storage Volume acre-feet ;output) 10 2.98 0.119 1.00 1.33 0.018 0.100 10 7.00 0.445 1.00 3.24 0.045 0.400 4 16 2.42 0.154 0.96 1.28 0.028 0.126 16 5.69 0.579 0.96 3.11 0.068 0.510 _ 22 2.05 0.180 0.83 1.11 0.034 0.146 22 4.83 0.675 0.83 2.70 0.082 0.593 _ 28 1.79 0.200 0.76 1.01 0.039 0.161 28 4.22 0.750 0.76 2.47 0.095 0.655 • 34 1.60 0.216 0.72 0.95 0.045 0.172 34 3.76 0.812 0.72 2.32 0J09 0.703 _ 40 1.44 0.230 0.68 0.91 0.050 0.180 40 3.40 0.863 0.68 2.21 0.122 0.741 46 1.32 0.242 0.66 0.88 0.056 0.187 46 3.11 0.908 0.66 2.14 0.135 0.773 52 1.22 4-- 0.253 0.64 0.85 0.061 0.192 52 2.87 0.947 0.64 2.08 0.149 0.798 58 1.13 0.262 L 0.63 0.83 0.067 0.195 58 2.66 0.982 0.63 2.03 0.162 0.820 64 1.06 0.270 i 0.62 0.82 0.072 0.198 64 2.49 1.014 _ 0.62 _ _ 1.99 0.176 0.838 4 70 1.00 0.278 1 0.61 0.80 0.078 0.201 70 2.34 1.043 0.61 1.96 _ 0.189 0.854 76 0.94 0.285 0.60 0.79 0.083 0.202 76 2.21 1.069 0.60 1.93 0.202 0.867 82 0.89 0.292 0.59 0.78 0.089 0.203 82 2.10 1.094 0.59 1.91 0.216 0.878 88 0.85 0.298 0.58 0.78 0.094 0.204 88 2.00 1.117 0.58 1.89 0.229 0.888 94 0.81 0.304 0.58 0.77 0.100 0.204 94 1.91 1.138 0.58 1.87 0.242 0.896 I 100 0.78 0.309 0.57 0.76 0.105 0.204 100 1.82 1.159 0.57 1.86 0.256 0.903 rt 106 _ _ 0.74 0.314 0.57 0.76 0.111 0.204 106 1.75 1.178 0.57_ 1.84 0.269_ 0.909 112 0.71 0.319 I 0.57 0.75 0.116 0.203 112 1.68 1.196 0.57 _ 1,63 _ 0.283 0.913 118 0.69 0.324 0.56 0.75 0.122 0.202 118 1.62 1,213 0.56 1.82 0.296 0.917 4 124 0.66 y _ 0.328 0.56 0.74 0.127 0.201 124 1.56 1.230 0.56 1.81 0.920 r _ 130 0.64 0.332 0.56 0.74 0.133 0.200 130 1.51 1.245 . 0.56 1.80 _ _0.309 0.323 0.923 136 0.62 0.336 0.55 0.74 0.138 0.198 136 1.46 1.260 0.55 1.79 0.336 0.924 142 0.60 0.340 ' 0.55 0.73 0.143 0.196 142 1.41 1.275 0.55 1.79 0.349 0.925 148 0.58 0.344 I 0.55 0.73 0.149 0.195 148 1.37 1.289 0.55 1.78 0.363 0.926 154 0.57 0.347 0.55 0.73 0.154 0.193 154 1.33 1.302 0.55 1.77 0.376 0.926 ---_ 160 0.55 0.351 i 0.55 0.73 0.160 0.191 160 1.29 1 315 0.55 1,77 0.390 0.925 _ r 166 0.54 0.354 0.54 - 0.72 0.165 0.189 166 1.26 1.327 0.54 1.76 0.403 0.924 172 _ 0.52 0.357 } 0.54 0.72 0.171 0.186 172 1.23 1.339 0.54 - 1.76 0.416 0.923 r _ _ 178 0.51 0.360 0.54 0.72 0.176 0.184 178 1.19 1.351 0.54 1.75 0.430 0.921 184 0.50 0.363 } 0.54 0.72 0.182 0.181 184 1.17 1.363 0.54 1.75 0.443 0.919 190 0.48 0.366 0.54 0.72 0.187 0.179 190 1.14 1.374 0.54 1.74 0.456 0.917 196 ^ 0.47 0.369 0.54 0.71 0.193 0.176 196 1.11 1.384 0.54 1.74 0.470 0.914 F-- r - 202 0.46 0.372 0.54 0.71 0.198 0.174 202 1.09 1.395 0.54 1.74 0.483 0.911 208 0.45 0.375 0.54 0.71 0.204 0.171 208 1.06 1.405 0.54 1.73 0.497 0.908 214 0.44 0.377 0.53 0.71 0.209 0.168 214 1.04 1.415 0.53 1.73 0.510 0.905 220 _ 0.43 0.380 0.53 0.71 0.215 0.165 220 1.02 1.424 0.53 1.73 0.523 0.901 - 226 0.42 0.382 4 0.53 0.71 0.220 0.162 226 1.00 1.434 0.53 1.72 0.537 0.897 232 0.42 0.385 0.53 0.71 0.226 0.159 232 0.98 1.443 0.53 1 72 0.550 0.893 -1--- 238 0.41 0.387 L 0.53 0.71 0.231 0.156 238 016 1.452 0.53 1.72 0.563 0.889 _ _ 244 0.40 L 0.390 i 0.53 0.70 0.237 0 153 244 0.94 1.461 0.53 1.72 0.577 0.884 250 0.39 0.392 1 0.53 _ 0.70 0.242 0.150 250 0.92 1.469 0.53 1.71 0.590 0.879 256 0.39 0.394 0.53 0.70 0.248 0.146 256 0.91 1.478 0.53 1.71 0.604 0.874 262 0.38 0.396 0.53 0.70 0.253 0.143 262 0.89 1.486 0.53 1.71 r 0.617 0.869 268 0.37 0.398 0.53 0.70 0.259 0.140 268 0.88 1 494 0.53 1.71 0.630 0.864 274 0.37 0.401 0.53 0.70 0.264 0.136 274 0.86 1.502 0.53 1.71 0.644 0.858 280 0.36 0.403 0.53 0.70 0.270 0.133 280 0.85 1.510 0.53 1.70 0.657 0.853 286 0.36 0.405 I 0.53 0.70 0.275 0.129 286 0.83 1.517 0.53 1.70 0.671 0.847 292 0.35 0.407 I 0.53 0.70 0.281 0.126 292 0.82 1.525 0.53 1.70 0.684 0.841 ~ 298 0.34 0.409 0.52 0.70 0.286 0.122 298 0.81 1.532 0.52 1.70 0.697 0.835 ~ 304 0.34 0.411 0.52 0.70 0.292 0.119 304 0.80 1.540 0.52 1.70 0.711 0.829 1. 310 0.33 0.413 r 0.52 0.70 0.297 0.115 310 0.79 1.547 0.52 1.70 0.724 0.823 316 0.33 _ 0.414 0.52 0.70 ►-- 0.303 0.112 316 0.77 1.554 0.52 1.69 0.737 0.816 322 0.32 0.416 0.52 0.70 0.308 0.108 322 0.76 1.561 0.52 1.69 0.751 0.810 328 0.32 0.418 0.52 0.69 0.314 0.104 328 0.75 _ 1.567 0.52 i 1.69 0.764 0.803 r 334 0.32 0.420 0.52 0.69 0.319 0.101 334 0.74 1.574 0.52 1.69 0.778 0.796 340 0.31 0.422 0.52 0.69 0.325 0.097 340 0.73 1.581 0.52 # 1.69 0.791 0.790 346 0.31 ` 0.423 . 0.52 .` 0.69 0.330 0.093 346 0.72 1.587 0.52 1.69 0.804 0.783 _ 352 0.30 0.425 0.52 0.69 0.336 0.089 352 0.71 1.593 0.52 . 1.69 0.818 0.776 _ 358 0.30 y 0.427 , -1 0.52 0.69 0.341 0.085 358 0.70 1.600 0.52 r 1.69 0.831 0.769 _ 364 0.30 0.428 0.52 0.69 0.347 0.082 l 364 0.69 1.606 0.52 1.68 0.844 0.761 370 0.29 0.430 0.52 0.69 0.352 0.078 370 0.69 1.612 0.52 } 1 68 0.858 1 0 754 1od. FAA Minor Storage Volume (cubic ft.) = 8,890 Mod. FAA Major Storage Volume (cubic ft.) = Mod. FAA Minor Storage Volume (acre -ft.) = 0.2041 Mod. FAA Major Storage Volume (acre -ft.) = UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2 35 Released January 2015 Broomfield Detention-FAA-5-1r080718.4sm Modified FAA 40,329 0.9258 8/14/2018 8 57 AM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Broomfield Compressor Station Basin ID: Tributary to Detention Pond with 5-Yr Release Rate Inflow and Outflow Volumes vs. Rainfall Duration 1.8 1.6 1.4 1.2 Volume (acre-feet) 0.8 0.6 0.4 0.2 • • • O • • • • • OOOOO • • ••••••••••••••••••••••••••••••• • O .OCOOOOOOOOOOOO • • • • • • ••• • • • • • • • • On0000000p0000O00000 COp,OOOOOO 0 50 100 150 200 250 300 350 400 Duration (Minutes) Minor Storm Inflow Volume t Minor Storm Outflow Volume o Minot Storm Storage Volume (Major Storm Inflow Volume - L Major Storm Outflow Volume • Major Storm Storage Volume UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35 Released January 2015 Broomfield Detention-FAA-5-Yr080718.dsm Modified FAA 8/14/2018 8 57 AM SAMUEL ENGINEERING, INC Rocky Mountain Midstream LLC Broomfield Compressor Station Pond Storage Volume Fort Lupton Compressor Station Interval Elevation , Ft Area, Ft` Volume, CF Description 0 00 5018 87 0 0 00 0 13 5019 00 373 24 25 Micropool 0 38 5019 25 3274 480 12 0 63 5019 50 8143 1907 25 0 88 5019 75 14009 4676 25 1 10 5019 98 18562 8405 62 WQCV 1 15 5020 01 19036 8894 40 5-yr Elevation 1 38 5020 25 25160 14308 41 1 63 5020 50 28698 21040 66 1 88 5020 75 31865 28611 03 2 13 5021 00 35007 36970 03 2 25 5021 10 35853 40335 88 100-Yr Storage 2 88 5021 50 40873 55872 90 Spillway 3 13 5022 50 50088 101353 40 Freeboard 5024 00 5023 00 Broomfield Compressor Station - 4- C 5022 00 0 O 5021 00 - 4) LV 5020 00 - N 5019 00 5018 00 0 0 20000 40000 60000 Volume, CF 80000 100000 120000 Calculated 08-10-2018 STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Project: Broomfield Compressor Station Basin ID. Tributary to Detention Pond WQCV Design Volume llnputl. Catchment Impel viou,rirss I. 43.6 percent Catchment Area A 7.82 acres Diameter of holes D = 0.892 inches Depth at WQCV outlet above lowest perforation h 1 feet Number of holes per row N = 1 Vertical distance between rows n 4.00 inches OR Number of rows NI_ i 00 Orifice discharge coefficient C 0.62 Height of slot H = inches Slope of Basin Trickle Channel S 0.005 ft i ft Width of slot W = inches Time to Drain the Pond - 40 hours 'r:�iNr1 PerfoWatershed O Design Information (Input►: ) 0 Plate Plate Percent Soil Type A = 0 °k v YP0 j O f xciinp;es °Y, :•• ,)I U O 3 Percent Soil Type B= 0 O O U Percent Soil Type CiD = 100 % -% - - -Ai - - -Y i u C) U ` V r iutict L�� ,iyn information (Outputl: ,. i Water Quality Capture Volume WQCV = 0.247 watershed inches O U O i ___1 Water Quality Capture Volume (WQCV) = 0 161 acre-feet - _ u t Design Volume (WQCV / 12 ' Area s 1.2) Vol = 0.193 acre-feet ,i 0 0 C) U a Outlet area per row A0 = 0.63 square inches Total opening area at each row based on user -input above A0 = 0.63 square inches Total opening area at each row based on user -input above A0 = 0 004 square feet 3 Central Elevations of Rows of Holes in feet f- Iii Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23 5018 87 _ 5019 20 - 5019.54 _ _ T 5019.20 0.0124 0.0000 0.0000 0.01 5019 40 0.0157 0.0097 0.0000 0.03 5019 60 _ 0.0185 0.0137 0.0053 _ _ _ _ _ _ 0.04 _ _ 5019 80 0.0208 0.0167 0.0110 0.05 5020.00 0.0230 0.0193 0.0146 ' -....-- 0.06 5020.20 0.0249 0 0216 0.0175 0.06 5020.40 0.0267 0.0237 0 0200 0.07 5020.60 0.0284 0.0256 0.0222 0.08 5020.80 0.0300 - 0 0273 0.0242 0.08 J 5021,00 0-0315 0.0290 0.0261 r 0.09 5021.20 0.0330 0.0305 0.0278 0.09 5021.40 0.0344 0.0320 0.0295 0.10 5021.60 0.0357 0.0335 0.0310 0.10 5021.80 0.0370 0.0348 0.0325 0.10 5022.00 0.0382 0.0361 0.0339 0.11 5022.20 0.0394 0,0374 0,0352 0.11 5022.40 0.0406 0.0386 0.0365 0.12 5022.60 0.0417 0.0398 0.0378 0.12 5022.8U 0.0428 0.0410 0.0390 0.12 5023 00 0.0439 0.0421 0.0402 _ 0.13 Broomfield Detention -FAA -5-V rA.xlsm WQCV 8/14O018, 11 50 AM RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES Project: Broomfield Compressor Station Basin ID: Tributary to Pond t Sizing the Restnctor Plate for Circular Vertical Orifices or Pipes (Inputl Water Surface Elevation at Design Depth Pipe/Vertical Orifice Entrance Invert Elevation Required Peak Flow through Orifice at Design Depth Pipe/Vertical Orifice Diameter (inches) Onfice Coefficient Full -flow Capacity (Calculatedi Full -flow area Half Central Angle in Radians Full -flow capacity Calculation of Orifice Flow Condition Half Central Angle (0<Theta<3.1416) Flow area Top width of Orifice (inches) Height from Invert of Orifice to Bottom of Plate (feet) Elevation of Bottom of Plate Resultant Peak Flow Through Orifice at Design Depth Elev WS = Elev: Invert = Q= Dia = Co = Af = Theta = of = Percent of Design Flow = Theta = A0 = To = Yo = Elev Plate Bottom Edge = O0 = Width of Equivalent Rectangular Vertical Orifice Equivalent Width = #1 Vertical Orifice #2 Vertical Orifice 5.021.50 5 018.85 3.24 15.0 0.62 1.23 114 8.7 268% 1.32 0.42 14.52 0.47 5,019.32 3.2 0.89 feet feet cts inches sq ft rad cfs rad sgft inches feet feet cfs feet Broomfield Detention-FAA-5-Yr080718.xjsm Restrictor Plate 8/11/2018. 9:57 AM Broomfield CS Pond Discharge xnrrpr'-r''^I 'fi'? rawnA., .rrr'77. r, ""'F';��`" +y {54'"a�'F'"y Project Description w �,,.;._.i."r.� Fnction Method Solve For Manning Formula Discharge ..-,o±� ..wry �...4r...�.m,-,-g.. ,y,v. ....�, ri~'yam.• . ..�.-Rr �S ti .v'<r�^++.;, 3...-• y T' �'F�' .-, a`^"m,� N,o "_"' ` er•q. r y,� mar F. " Input'Data- ,.�,}� �- = ti �_ . r. °r u..�r.utnSs'�,. �� ..,c.....i50�.. �.4isx� = ....wea.�.mi' �. +`�� y...�. wd......�ssetL i—..rcas_L tbi4 .j Roughness Coefficient Channel Slope Normal Depth Diameter 0 024 0 00400 ft/ft 1 17 ft 125 ft Results,..,=h¢T,�4�C" F'� .,.�.. „uvL r_z. 1 .. ._ _ , mob.._ a y u Discharge Flow Area Wetted Perimeter Hydraulic Radius Top Width Cntical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SubCntical 238 ft/s 119 ft2 3 29 ft 0 36 ft 061 ft 0 62 ft 936 % 0 01933 ft/ft 199 ft/s 0 06 ft 123 ft 0 25 2 38 ft'/s 2 21 ft3/s 0 00463 fUft This discharge does not account for any head pressure maximum discharge of 3 24cfs controlled with a restrictor plate 7--,--, ; a3 v�.-..,q L,.y��r`-ia�� r�o- e � .s• _ � 'r , >< r't tee.^ ,r-, .-+� ..,,, T..a--=-A^7:77-7,7^u.w.1 ,GVF Input Data` 7, 1,, y s :, z ita:.n...C.a._,r.`cr4h'v,. Z;ZO _d..?cck�.�u r�";o_ ..T cti;4.- . .:,,�:w�r!.0 a,�s�..;:. Downstream Depth Length Number Of Steps 0 00 ft 0 00 ft 0 r^- ,-..n GVF OutputData��r- _,71" 'oV Output t , ., Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity 0 00 ft 0 00 ft 0 00 93 60 % Infinity ft/s Bentley Systems, Inc Haestad Methods SoBgntlec5lderMaster V8i (SELECTsenes 1) [08 11 01 03] 8/11/2018 9 54 28 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Broomfield CS Pond Discharge PVF,,Output Data',,? Upstream Velocity Normal Depth Critical Depth Channel Slope Critical Slope Infinity ft/s 1 17 ft 0 62 ft 0 00400 ft/ft 0 01933 ft/ft Bentley Systems, Inc Haestad Methods SoBWdlefEhlwMaster V8i (SELECTseries 1) [08 11 01 03] 8/11/2018 9 54 28 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Broomfield CS 100 -Year Spillway r --"'""r—e"7"7 TY, a� �� " ,Project Descrlptlon - Solve For Crest Length Input Data . rr 4AL-0113i, "-AL, Discharge Headwater Elevation Crest Elevation Tailwater Elevation Crest Surface Type Crest Breadth Gravel 27 64 ft'/s 5022 00 ft 5021 50 ft 5019 00 ft 9 00 ft _r._.., Results _ ; " Crest Length Headwater Height Above Crest Tailwater Height Above Crest Weir Coefficient Submergence Factor Adjusted Weir Coefficient Flow Area Velocity Wetted Perimeter Top Width 28 69 ft 0 50 ft -2 50 ft 2 69 US 1 00 2 69 US 14 35 ft' 190 ft/s 29 69 ft 28 69 ft Bentley Systems, Inc Haestad Methods SoBdrdtecEhtwMaster V8i (SELECTsenes 1) [08 11 01 03] 8/11/2018 9 49 57 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Samuel Engineering. We Provide Solutions 8450 East Crescent Parkway, Suite 200 Phone: 303.714.4840 Greenwood Village, CO 80111 FAX: 303.714.4800 8.0 EXHIBITS 1. VICINITY MAP 2. SITE PLAN 3. FLOOD PLAIN INFORMATION 4. NRCS SOILS 5. HYDROLOGIC SOIL GROUP 6. DRAINAGE PLANS - PRE -DEVELOPMENT, POST DEVELOPMENT 7. DETENTION POND PLANS, SECTIONS AND DETAILS UvH'JD'ay.Irrs\ea A I SEC. 30 B SEC. 31 I L I WCR6 -c\-OO9so WCR4 SEC. 29 SEC. 32 Q BIG ti U I ocd Cfre)1 I SEC. 28 G ( \ r I SEC. 33 TiN VICINITY MAP R6 7W NORTH (1" = 1000') 4yI1...3.14 vi A..I..,. 4 ...�• uprlU V RM_. n m .140.1 oa f/ IN 'y _.ne UC.Iwtr Si;rSe ^•qul:a lAc. mpg ad J.AI.aj. X .em nfun OINK r •d•rM of .l J..' Mr -W. a1 •:I•....... St mci vicar . • 3 ...Nyl4I. w.aJ. Sin n ay e. f....;../.-� MA .•u►IIWw4.4 we OAS .T^ ..L Ilu. A w.•. N.1.S. " T. PULLEN •-•••• • I. MILLEN C//711.h 4M It A kt • F ki V:It 1UKA W INLIS B I KFVISIUNS •• .••.•1.161 k: V I S 1 U N ...MI. GS /u U tx DISCOVERY D1 SERVICES, LLC WELD COUNT°, CO DISCOVERY PROTECT NJMbrF Samuel Engineering en Peoria" SO.YLW.11 14ta1 c ...• ••.. 4 rank af.:WU taw )Sal Vela ..0 1411 • •"•w.•. 14.1 / { . o SI f 141110 C n I E 1 F I I3ROOMFIt 1 -; COMP -;SOR STA? ION DISCOVERY DJ BASIN IR:_LD COMPRESSION CIVIL GENERAL VIVINIIY MAP 18132 DRAWING NUMBER VICINITY C 1 H PANE L 08001C0025J eff. 1/20/2016 AREA OF MIN IMAL FLOOD HAZARD Zone • BROOMFIELD COMPRESSOR STATION PANEL 0850730050F eff_ 8/18/2004 Sir } BIG DRY CREEK 0 CC c z 3 Li 0 tie G 1. 'tint/ Road 4 4O° E24N 40° 1 3 N S 1040 54 49" W 537500 411-,- 13 Unified Soil Classification (Surface) —Weld County. Colorado, Southern Part (Discovery Broomfield Compressor Station) Map Scale: 1:4,710 if panted on A landscape (11"x 8.5") sheet. N Meters 0 50 100 200 300 A Feet 0 200 400 800 1200 Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 506000 -1 T 506300 jo ° 4 7/26/2018 Page 1 of 4 40° 1 ?S N 4O° 1 3N Unified Soil Classification (Surface) —Weld County, Colorado. Southern Part (Discovery Broomfield Compressor Station) MAP LEGEND Area of Interest (AO1) 7 Area of Interest (AOl) Soils Soil Rating Polygons n CH 4-4 a CL CL -A (proposed) CL -K (proposed) CL -ML CL -O (proposed) CL -T (proposed) GC GC -GM GM GP GP -GC GP -GM GW GW-GC GW-GM MH MH-A (proposed) MH-K (proposed) MH-O (proposed) MH-T (proposed) ML ML -A (proposed) ML -K (proposed) ML -O (proposed) ML -T (proposed) OH OH -T (proposed) OL PT SC SC-SM SM SP SP -SC SP-SM SW SW -SC SW-SM Not rated or not available Soil Rating Lines ti CH CL CL -A (proposed) CL -K (proposed) CL -ML CL -O (proposed) CL -T (proposed) — GC GC -GM — GM •v GP GP -GC •V GP -GM — GW GW-GC GW-GM MH MH-A (proposed) MH-K (proposed) MH-O (proposed) MH-T (proposed) ML ML -A (proposed) ML -K (proposed) ML -O (proposed) ML -T (proposed) OH OH -T (proposed) OL PT posi/ SC SC-SM SM N abssi osoo ti ti ti ^I I le ^,,r SP SP -SC SP-SM SW SW -SC - SW-SM r • Not rated or not available Soil Rating Points • • • • • • • • • • • • CH CL CL -A (proposed) CL -K (proposed) CL -ML CL -O (proposed) CL -T (proposed) GC GC -GM GM GP GP -GC GP -GM GW GW-GC GW-GM MH MH-A (proposed) U U ■ U U O MH-K (proposed) MH-0 (proposed) MH-T (proposed) ML ML -A (proposed) ML -K (proposed) ML -O (proposed) ML -T (proposed) OH OH -T (proposed) OL PT SC SC-SM SM SP SP -SC SP-SM SW SW -SC SW-SM Not rated or not available Water Features Streams and Canals Transportation +44 Rails Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/26/2018 Page 2 of 4 Unified Soil Classification (Surface) —Weld County. Colorado, Southern Part (Discovery Broomfield Compressor Station) MAP INFORMATION ti Interstate Highways US Routes Major Roads Local Roads Background Aenal Photography The soil surveys that comprise your AOI were mapped at 1 24.000. Warning Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map Natural Resources Conservation Service Web Soil Survey URL Coordinate System Web Mercator (EPSG 3857) Maps from the Web Soil Survey are oased 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 L.SDA-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 boundanes may be evident. USDA Natural Resources MIN Conservation Service Web Soil Survey National Cooperative Soil Survey 7/26/2018 Page 3 of 4 Unified Soil Classification (Surface) Weld County. Colorado. Southern Part Discovery Broomfield Compressor Station Unified Soil Classification (Surface) Map unit symbol d Map unit name 1 Rating I Acres in AOl Percent of AOI 79 3L 83 Weld loam. 1 to 3 percent slopes CL Wiley -Colby complex. 1 ML to 3 percent slopes Wiley -Colby complex. 3 ML to 5 percent slopes 85 Water Totals for Area of Interest Description 76.9 3.0 1.0 91.5% 3.6% 1.2% 3.2 3.8% 84.1 100.0% The Unified soil classification system classifies mineral and organic mineral soils for engineering purposes on the basis of particle -size characteristics. liquid limit. and plasticity index. It identifies three major soil divisions: (i) coarse -grained soils having less than 50 percent, by weight, particles smaller than 0.074 mm in diameter: (ii) fine-grained soils having 50 percent or more, by weight. particles smaller than 0.074 mm in diameter: and (iii) highly organic soils that demonstrate certain organic characteristics. These divisions are further subdivided into a total of 15 basic soil groups. The major soil divisions and basic soil groups are determined on the basis of estimated or measured values for grain -size distribution and Atterberg limits. ASTM D 2487 shows the criteria chart used for classifying soil in the Unified system and the 15 basic soil groups of the system and the plasticity chart for the Unified system. The various groupings of this classification correlate in a general way with the engineering behavior of soils. This correlation provides a useful first step in any field or laboratory investigation for engineering purposes. It can serve to make some general interpretations relating to probable performance of the soil for engineering uses. For each soil horizon in the database one or more Unified soil classifications may be listed. One is marked as the representative or most commonly occurring. The representative classification is shown here for the surface layer of the soil. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff. None Specified Tie -break Rule: Lower Layer Options (Horizon Aggregation Method): Surface Layer (Not applicable) USDA Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/26/2018 Page 4 of 4 3 S 40° 1 2S N 40° 1 3 N e S 507400 507411 Hydrologic Soil Group —Weld County. Colorado. Southern Part (Discovery Broomfield Compressor Station) Map Scale: 1:4,710 t printed on A landscape (11 x 8.5') sheet. N 0 50 100 330 Meters 300 A Feet 0 200 400 800 1200 Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: IJTM Zone 13N WGS84 Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5oe000 506300 7/26/2018 Page 1 of 4 40° 1CS'N 40° 1 TN Hydrologic Soil Group —Weld County, Colorado, Southern Part (Discovery Broomfield Compressor Station) MAP LEGEND MAP INFORMATION Area of Interest (AOl) Area of Interest (AOI) Soils Soil Rating Polygons € {i A AID B B/D C C/D D Not rated or not available Soil Rating Lines uf/ A A/D B/D .y C/D — D . • Not rated or not available Soil Rating Points • • ■ A AiD B • BiD ■ • • C C/D D Not rated or not available Water Features Streams and Canals Transportation 4-4-4 Rails ,y Interstate Highways ^/ US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that compnse 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. Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/26/2018 Page 2 of 4 Hydrologic Soil Group —Weld County. Colorado. Southern Part Discovery Broomfield Compressor Station Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 79 82 83 Weld loam. 1 to 3 percent slopes C Wiley -Colby complex. 1 B to 3 percent slopes Wiley -Colby complex. 3 B to 5 percent slopes 85 Water Totals for Area of Interest Description 76.9 3.0 1.0 3.2 84.1 Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet. and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C. and D) and three dual classes (A/D. B/D. and C/D). The groups are defined as follows. Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep. moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table. soils that have a claypan or clay layer at or near the surface. and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D. B/D. or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that In their natural condition are in group D are assigned to dual classes. 91.5% 3.6% 1.2% 3.8% 100.0% �: Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 7/26/2018 Page 3 of 4 G C • ;S S S b Ii 86 4 IY N 125150i) N I2S14uu N 1251.100 N 1251200 N 1251100 N 1251000 N I '5u9Cu N 1250800 N 1250/OU C rV h ID rn N 12506004u E 3165300 USR18-0106 BROOMFIELD COMPRESSOR STATION DISCOVERY DJ BASIN FIELD COMPRESSION CIVIL SITE PLAN WLW COUNTY, COLORADO PARCEL NC). 146929000045 /50' IO WELD COUNTY ROAD 17 St SI 4 4 4 I FUTURE SUBSTATION TRUCKLOADUUI I • I 4 11I I 4 I I [...WWI w...••.••••.- LAUNCHERS RECEIVERS I E 3165400 • • N 11 Ian =- - _ — — +nsri re. w. wa DENY (FUTURE) PIPERACK i SLUG CATCHER t MISC EQUIPMENT • DLHY 1 1 1 1 COMPRESSOR BUILDING (FUTURE) COMPRESSOR BUILDING COMPRESSOR BUILDING 13165500 E 3165600 I I 1 E 3165700 DEIENIION POND DESIGN CAPACITY in 0.926 AF E 3165800 E 3165900 'ONO OUTLET AND SPILLWAY 0 0 0 m W WERE COUNTY ROAC 17 0 O ID 1 1 L SEC. 3U WCR(, I j-1 WCR 4 SEC. 31 f LEGAL DESCRIPTION SEC. 29 i SEC. 32 VICINITY MAP C7 I SEC. to -I 1 I i 1 NORTH .1,141, 51.4 `9 ; c, I-.\1 .. sTRII' uh I .aNDaua IN 111MTH ?MI (IN I'At H SIDE of, C I uP ADIIN MAIN TRA(•K of liul 101 11 Hid NM 'll 111 I PRN i \ I I \lint • \WI 1 .;2bW 1•RIJM I I No!. S1•l I•\l' 1•NRk kl;i .._••_..e••CID rti esy "4. LEGEND RIGH 1 -Oh -WAY PROPERTY LINE SECTION LINES DRAINAGE FLOW ARROW TRAFFIC DIRECTION ARROW RECYCLED ASPHALT PAVEMENT PROPOSED CHAIN LINK FENCE EASEMENT LINE NORTH tuts .It SLA, l : - SCE Know whars WAIL Call 's*""Wail ISSUED FOR PERMIT i s SEC. S • 1IN RsJW 1 Ml.w-,'1 W wrote a, L- tion4rilip 1i mu sal Sir 5'N - 'at • as v', ...1.M u...:.wc- »*VS r.71wr. .. .t wisel, Ist MSS . , area I*WM* WSW .. fy'*(d M • wet♦ rq,0 r K fad w ry larlbant.J 6.s.. l• 11 EFERENCE ORAWI1 U I I Aar. I-atfJ11 BP MAS r w_ M. SKEISKE' G6/G3/2818 B ISSUED FOIL PERMIT - UPDATE TITLEBLOCK 12/U3/15 MAS ,..•. M. SKELSREY BP MAS A ISSUED FOR PERMIT Lit/C9/211111 ROCKY MOUNTAIN MIDSTREAM LLC WELD COUNTY, l U Williams• 06/13/18 MAS •lain, I,.11 Rrb IsI0\5 I UI. /.1111.1♦ I• Y..UW.1. REVIS1ONS Samuel Engineering L W6U C. L%acra P.Aw.p. Sub 400 PI'arr: JILI.11&.4$4u Ukaa Mood Yips Cl1 WI11 r..: XII 1 • 1 asK) TITLE PROJECT NUMBER BROOMFIELD COMPRESSOR STATION WILLIAMS Di BASIN FIELD COMPRESSION CIVIL GENERAL CIVIL SITE PLAN 18132 )n,M1VI\U \UM:)I k BCS-CE-103 C I F 3 N 1251500 8 W Io n W N 1251300 E 3 165 410.00' EL 5 023.73 125140Q+;�_ N I )St G1•t E 3 165 3204 EL5024.00 41 , / I# ROAD C/L PT N 1 251 325.00 E 3 165 445.0 EL 5 023.05 N. 1251200 h 1251 WO. r ROAD C/L PC i N 1 250 985.00' E 3 165 445.00 • EL 5 022.66 . I _ BENCH / N 1 250 955.0.. E 3 165 505.uu EL 5 023.06 SWALE E 3 165 410.46 EL 5 021.55 N 1250900 Ni,250Q00 , is I Ili jyy' . N 1250700 . JJ N 1250600 • C Io In W BENCH .N 1 2S1 164 no E 3 165 505.00 \ EL 5 023 38 i ROAD C/L PC N17S1190 E 3 165 510.00 El 5 023.54 MIS BENCH N t 251 lAS n0 E 3 165 630.00 EL 5 024.00 r ~ FUTURE II SUBSTATION Y. (TYP. ) O N. LA Io In • ROAD C/L PI N 1 )S1 100 Q„ - E 3 165 759.99 EL 5 022.79 65' C/L RADIUS N 1 251 325.00_ E 3 165 510 00 BENCH N 1 251 160.00 E 3 165 505. EL 5 023 65 kizrz_Lt II. 65' C/L RADIUS .N 1 250 985.00 rJ I0Jsl0.OL1j 65' C/L RADIUS p 1 )Si 175 on E 3 165 760.00 \ i • c-. BENCH I N 1 251 160.00.. E 3 165 630.00 EL 5 024.09 I Li aFNCM A 1 )50 955 IN) E 3 165 630.00 EL 5 024.00 65' C/L RADIUS fr N 1 250 985.00- E 3 165 760.00 N LAUNCHER RECEIvER LO CATION ROAD f/' DT` �._.N 1 250 920.00 E 3 165 510.00 EL 5 022.66, r - II ~1 fr , r: SWALE POND BERM N 1 250 848.18 N 1 25080/7 E 3 165 462.05 E 3 165 626.00 EL 5 020.95 EL 5 022 50 J POND BERM N 1 250 882.22 E 3 165 626.00 / EL 5 022.50 1 DETENTION POND E 3 165 640.00 - EL 5 020.05 I 8 'a '0 M W , BENCH ,1 N 1 751 'IPA no E 3 165 780. U0 EL 5 023.00 .-I • I In Io M W ROAD C/L PI NI25119SSR E 3 165 887.13 EL 5 021.71 M W 78.14' 587°29'11"W 8 • ROAD C/L PI N1 25140)77 E 3 166 049.81 EL 5 019.49 i/ 8i W E 3166300 8 M W 4 b02.88 589r35'36"W 60' RADIUS ▪ .▪ . , N 1 251 481.57 W� _� E 3 166 591.59 \ li ROAD C/L PC r / �.LI 251 175 IlQ- E3165824.99 EL S 022.95 1 t 65' C/L RADIUS tl Al 1 751 110A1 I b 7! E 3 165 889.98 11 BEGIN SWALE N 1 751 174 ai I/ E 3 165 859.99 EL 5 021./9 SWALE j Al 1 751 in It,... E 3 165 859.99 EL 5 020.33 E 3 165 760.00 EL 5 022.76 POND BERM N 1 251 083.85_ ' E 3 165 852.28 EL 5 022.50 POND BERM N 1 251 083.85 E 3 165 927.72 EL 5 022.50 DETENTION POND N 1 251 069.85 E 3 165 890.00 EL 5 019.95 �j ROAD C/2/ PT 0* N 1 250 985.00 E 3 165 825.00 EL 5 022.70 BENCH M 1 25.11...1s5. On E 3 165 780.00 EL 5 023.00 POND BERM N 1 250 RRh h7 E 3 165 848.33 EL 5 022.50 BURIED RIP RAP SPILLWAY POND BERM N 1 25(1W11 fit E 3 165 933.37 EL 5 022.50 60' RADIUS . N 1 251 331.58 E 3 166 593.66 \ 8 Olt .411 0 it BEGIN SITE ACCESS MATCH EXISTING GRADES N 1 251 407.00 E 3 166 -65117 - EL 5016.00 U lb 1 GENERAL NOTES THE UISCUVERY BROOMFIELU COMPRESSOR SIAIIUN, 15 LOCATED iN PARI OF THE SUUIHLAS. 1/4 OF SECTION 29, TOWNSHIP 01 NORTH, RANGE 67 WEST, 6TH PRINCIPAL MERIDIAN, WELD COUNTY, COLORADO. 2. THE SITE SURVEY FOR THIS PROJECT WAS PREPARED BY ACKLAM, INC. AND WAS RECEIVED ON 07/25/2018. BASED ON COLORADO STATE PLANE COORDINATES, NORTH ZONE, NORTH AMERICAN HORIZONTAL DATUM, 1983 (US SURVEY FEET), GRID, THE COMBINED FACTOR USED TO OBTAIN GROUND DISTANCES IS 0.99972885 1.000274190. VERTICAL. NORTH AMERICAN VERTICAL DATUM 1988. 3. THE SITE CONSISTS OF GRASSES AND IRRIGATED CROPS. PRIOR TO BEGINNING EARTHWORK OPERATIONS, CLEAR SITE OF ALL ORGANIC AND/OR UNSUITABLE MATERIALS. SCARIFY, MOISTURE TREAT AND COMPACT THE SUBGRADE PRIOR TO PLACING FILL OR SURFACE MATERIALS. 4. ALL CUT AND FILL SLOPES ARE 3H:1V UNLESS NOTED OTHERWISE ON THE DRAWINGS. 5. GRADING ELEVATIONS SHOWN ARE TO TOP OF FINISHED SURFACING. FOR ROUGH GRADE ELEVATIONS SUBTRACT 8' FROM ROAD AREAS AND C FROM ALL OTHER ELEVATIONS SHOWN. 6. A SOILS REPORT WAS UNAVAILABLE FOR THIS SITE AT THE TIME THIS DRAWING WAS ISSUED. ALL SOILS SHALL BE COMPACTED TO A MINIMUM OF 95% OF THE STANDARD PROCTOR DENSITY (SPD) AT a 2% OF THE OPTIMUM MOISTURE CONTENT. ASTM D-698. 7. THE CONTRACTOR WILL BE RESPONSIBLE FOR LOCATING AND PROTECTING ALL UNDERGROUND UTILITIES. THE CONTRACTOR IS TO ENSURE THAT 811 AND DISCOVERY SITE PERSONNEL ARE CONTACTED PRIOR TO COMMENCING CONSTRUCTION ACTIVITIES. CAUTION SHOULD BE TAKEN DURING ALL EXCAVATION OF SOIL AND FOUNDATIONS WITHIN THE LIMITS OF DISTURBANCE. CONTACT ENGINEER IF THERE ARE CONFLICTS. 8. THE MAJORITY OF THE SITE GRAVEL WILL BE INSTALLED AFTER EQUIPMENT IS SET AND FINAL GRADING 15 COMPLETE THE CONTRACTOR IS TO COORDINATE WITH DISCOVERY FOR ALL GRAVEL INSTALLATION TIMING. 9. THE CONTRACTOR IS TO SUBMIT A GRADATION SAMPLE TO DISCOVERY PRIOR TO PLACING GRAVEL MATERIAL. DISCOVERY PERSONNEL WILL DETERMINE SIZE OF GRAVEL TO BE USED. PLACE CRUSHED GRANITE FOk THE SITE BENCH AREAS AS DIRECTED BY THE OWNER'S REPRESENTATIVE. 10. INTERIOR ACCESS ROADS SHALL HAVE A MINIMUM OF 8" CDOT CLASS 6 ROAD BASE PLACED OVER GEOTEX 250ST WOVEN POLYPROPYLENE GEOTEXTILE FABRIC AS MANUFACTURED BY PROPEX, INC. OR EQUIVALENT. RECYCLED ASPHALT OF SIMILAR GRADATION OF THE SPECIFIED ROAD BASE CAN BE SUBSTITUTED FOR ROAD BASE WITH ENGINEERS APPROVAL. 11. FOR SITE PLAN AND LOCATION INFORMATION REFERENCE DRAWING BCS-CE-103, FOR CIVIL SITE PLAN AND NOTES, BCS-CE-601 AND 602 FOR DRAINAGE AND GRADING PLANS AND NOTES, BCS-CE-501 AND 502 FOR FENCE LAYOUT AND DETAILS. At GEOTEX 250ST (OR EQUAL) -/ 5' SHOULDER EACH SIDE. NO GEOTEX 8" CDOT CLASS B ROAD BASE COMPACTED TO 95% SPD OR RECYCLED ASPHALT MOISTURE CONDITIONED AND COMPACTED SUBGRADE PER GEOTECHNICAL SPECIFICATIONS 2' TYPICAL 30'/20' WIDE ACCESS ROAD NORTH SCALE I" - S0' • Know whets LWIOYIL Call bean you dig. ISSUED FOR PERMIT Thai scores • Iraret+b and 1 in rSao0 d ulnas DT 1... A+wll4Ito'V. trine*ol n..w v1 a r tti ra orupe on, t••• oath Or olll:b/.r.a. T/ m2/.-- - V O-„ n .noo a n owl. *440.1 r -" - .:DDwc b..01 nn11Nt M ir- WOIOC tO At/ wWtlNV.0 '..a VW DD/Ml ID1. MA at teat SC•l Caton • Utica, 1rO••0..4 OW. w 1 T 1 rrrrrr r rr T T DI {:.IIIIIYI f T ri1 Bp 1 MA5 r r flBPTMAS 0 Y Alt • REVI SIAM S C • 2 3 II I SS*D FOR PERMIT - CHANGE TI TLE►0CI( I 0 ISSUED FOR PERMIT w Dl/i.,.I 12/03/18 08/14/18 IL.,I I" - SO' j> -• M SKELSKEY MArmiallt.) as,. M. SKELSKEY MI, I. •I ROCKY MOUNTAIN MIDSTREAM LLC 08/tWI1 WELD COUNTY, CO REVISI N Samuel Engineering M1 Pror,o. Suitithona 04!0 E Cinc.nl�Sudo ]uti F MIo11. AW 1%♦ 40.tu f.i alat)1 t MOO TITLE williamS BROOMFIELD COMPRESSOR STATION (i// 1 WILLIAMS DJ BASIN FIELD COMPRESSION �/ - CIVIL GENERAL DRAINAGE & GRADING PLAN P ROA (NUMBER 18132 D4AWIN GN UMBE BCS-CE-601 H • I II I END DRAINAGE DITCH BEGIN POND N 1 251 069.85 E 3 165 890.110 EL 5 019.95 POND BOTTOM N 1 251 069.85 E 3 165 865.00 El 5 020.45 I 8" HOPE N 1 251 063.05 E 3 165 890.00 INV. 5 019.94 8" HDPE N 1 251 046.05 POND BOTTOM N I 2Su 8/U.uu E 3 165 640.00 EL 5 020.55 END DRAINAGE DITCH BEGIN POND N 1 250 845.00 E 3 165 640.00 EL 5 020.05 8.. MEWL N 1 250 845.00 E 3 165 647.26 EL 5 020.02 L- WQCV ORIFICE PLATE - - BOLTED TO INSIDE FACE OF STRUCTURE 3 HOLES 01 0.9" MA. r1LTER SCREEN BOLTED TO OUTSIDE FACE 3F STRUCTURE S . 1Ir sat.l YU a. • ►.Aaut ulna. ay .4 C *Nay IC, \ a". .4w •••M be IN .. .t:•... a. ..Y• Atli.* 1A .44 • So .•y ltsv.S• I- AA* IrhM Mn.l , cat4,0 I. Nth P Matta • • rTAY Yaa'. ate ..c.o. A t aul.O."nt'.0 .•. Ira .:..1t . i,ls ,a of S,g E 3 165 890.00 INV. 5 020.00 SPILLWAY (INVERT) N 1 250 823.65 E 3 165 923.93 �. EL 5 021.50 �. 8- HOPE N 1 250 845.00 E 3 165 662.26 EL 5 019.96 POND BOTTOM N 1 250 8/0.00 1 3 165 865.00 EL 5 019.50 22/.75 IF TRICKLE CHANNEL 0.40% 0 2 -3' OPENING P • • 3'-6' PLATE 4' POND BOTTOM N 1 250 820.00 E 3 165 640.00 EL 5 020.55 POND BOTTOM N 1 250 845.00 E 3 165 890.00 EL 5 019.05 100-YR. WSE 5021.10 TOP OF WQCV ORIFICE PLATE EL 5020.00 CL WQCV ORIFICE EL 5018.93 OUTLET PIPE INVERT EL 5018.84 SUMP EL SO15.84 FILTER SCREEN & WQCV ORIFICE PLATE N.' .5. I.w \.. u . . r . r . REFERtu:F DRAWIF.i,-) A I e lJ 7 POND BOTTOM / N 1 250 820.00 E l 3 5 0158.91 16 91. E500 Rif J W 2 u l- I - ._• somas •......a. OUTLET BOX N 1 250 813.18 E 3 165 921.82 INV. 5 018.87 REMOVABLE 1/4- THICK STEEL PLATE BUTTED TO OUTLET FACE OF STRUCTURE TOP OF BOX EL SC21.10 BOTTOM OF PLATE EL 5019.32 15' CMP 1W OUT EL 5018.84 SUMP it. 5015.64 POND BOTTOM N 1 251 069.85 E 3 165 915.00 EL 5 020.45 7.5' X 10' RIP RAP FOREBAY I RIP RAP FOREBAY BERM TOP EL 5021.50 3' WIDE TOP OF BERM AND 3:1 SIDE SLOPES TO BOTTOM OF POND i SPILLWAY (TOP) N 1 250 857.72 E / 3165 '25 EL5022.50 h I' SPILLWAY (INVERT) N l 250 852.88 E 3 165 935.34 EL 5 000.00 I I 2' PIA It 4' SPILLWAY (TOE) N 1 250 859.13 E 3 165 947.69 EL 5 018.63 SPILLWAY (TOE) N 1 250 819.81 E 3 165 947.70 EL 5 018.69 SPILLWAY (TOP) N 1 250 818.83 E 3 165 933.02 EL 5 022.50 4. 15" CMP N 1 250 /93.49 E 3 165 941.73 El. 5 018.74 25 Lk 15" CMP 0.40% SLOPE 100-YR FLOW RESTRICTOR PLATE N.T.S. I IA 1.1 'o 1 OrooleIkid Compressor Station Dauc61-Kan Mite Elysian Fl 501587 Area Ft' Volume CF 000 0 ' 000 013 501900 373 24 25 1`licropoei 0311 5019 25 3274 440 12 • 063 -666 5019 50 8143 1907 25 6010 16 17006 4676 25 110 501998 18662 8405 62 WOCV 1 16 5020 01 19035 8894 40 5-yr Elevation 1 38 5020 ₹5 25160 ' -3b6 14306.41 16) 5020 50 21040.66 I.88 5020 75 31885 2861103 213 5021 00 35007 35863 36970 03 40335 88 100-Yr Storage 2.25 5021 10 2 58 502136—` 40573 55872 90 qpdvary Franked 3 13 _ 5022 50 _ 50088 T 101353 40 DETAIL - DETENTION POND STAGE -STORAGE BOLT OR LOCK TO SECURE SAFETY GRATE WELL SCREEN TRASH RACK ATTACHED BY BOLTING TO STEEL CHANNEL 3 HOLES a 0.9- DIA.- WQCV ORIFICE C6X13 STEEL CHANNEL FORMED INTO CONCRETE BOTTOM AND SIDES OF OPENING - WQCV ORIFICE PLATE BOLTED TO STEEL CHANNEL - PROVIDE CONTINUOUS NEOPRENE GASKET BETWEEN PLATE AND STRUCTURE - SAFETY GRATE WITH S- MAX. CLEAR BETWEEN BARS 1► lOU-YR FLOW RESTRICTOR OUTLET STRUCTURE 6• 3' RACK SWIVEL HINGE MICROPOOL BELOW OUTLET PIPE) POND OL, I LET STRUCTURE TO BE COOT TYPE C INLET OR EQUAL POND OUTLET STRUCTURE SECTION N. T. S d [-3 UNENING - LY DIP OUTLt I PIPE (PER PLAN) - FLOW RESTRICTOR PLATE PRE -CAST STRUCTURE COMPLYING WITH ASTM C 478 WORKING POINT FOR NORTHING, FASTING, RIM EL AND SUMP EL WQCV ORIFICE PLATE C6X13 STEEL CHANNEL FORMED INTO CONCRETE BOTTOM AND SIDES Of OPENING STAINLESS STEEL WELL SCREEN TRASH RACK 1 DETAIL - DETENTION POND OUTLET STRUCTURE PLAN N T. S. SPILLWAY CUT OFF WALL EMBEDDED IN POND BERM 5' EACH SIDE OF SPILLWAY OPENING AND 2.5' DEEP 39' L X 2.5' D X 8" THICK) SPILLWAY CUT OFF WALL EMBEDDED IN POND BERM V EACH SIDE OF SPILLWAY OPENING (39'1X2.5'HX 8" THICK) 5 FLOW LINE OF TRICKLE CHANNEL 4" THICK CONCRETE PAN 13 000 PSI) REINFORCE WITH 6X6 -W 1.4S(W 1.4 WELDED WIRE MESH SAW CUT 1/4"WIDE X 3 4"DEEP TRANSVERSE JOINT EVERY 20 LE SECTION - TRICKLE CHANNEL N.I S. 19 - - Joy ) y 104 01 SPILLY EL iutl.$u �tit NA•r COMPACTED BACKFILI Lh' OF 6tkN EL :u72 5u SECTION - EMERGENCY OVERFLOW SPILLWAY NTS. POND SIDE COMPACTED BACKFILL S OUTLET SIDE 6" TOPSOIL OVER RIP RAP SEEDED WITH APPROVED SEED MIX TO STABILIZE EXTEND RIP RAP RUN DOWN 5' 4,. - PAST END OF OUTLET 1 PIPE 18" THICK TYPE M RIP RAP SECTION - EMERGENCY OVERFLOW SPILLWAY N.T.5• T NORTH Know Stars below Call before you I> 9U SCALt: V a lu ISSUED FOR PERMIT 4 •I. REVISIONS C BP PEAS B ISSUED FOR PERMIT - CHANGE IIIttbL.00K 12/113/18 MAS BP MAS A ISSUED rOR PERMIT 08/13/18 FNS -Asa M. SRELSKEt GS/O6/ Id -' M. SKELSKEY us -Ow Is Lb. 406-a M A UI.:.1111 .\ •.•. M krVIS:DNS I ROCKY MOUN LAIN MIDST REAM LLC WELD COUNTY, CO Williams. TITLE Pk0)ECt NUMBER Samuel Engineering •Vc /bu.vllu Suru Luru' 8450C C%.utnl Pommy, 8ulb 20% PI -n: ]W./14.41KU Offload Vamp COI*% ' I -ac ]ill. I'4.4IWU 3ROOMFIELD COMPRESSOR STATION WILLIAMS 03 BASIN FIELD COMPRESSION CIVIL GENERAL MIEN ION POND SECTIONS AND DETAILS 18132 DRAWING NUMBEK BCS-CE-602 F L 1 2 3 1 1 h. 1 i j i j j 1 i. \I i NORTH N A 1 j 1 • I I 1. THE DISCOVERY BROOMFIELD COMPRESSOR STATION, IS LOCATED IN PART OF THE SOUTHEAST 1/4 OF SECTION 29, TOWNSHIP UI NORTH, RANGE b7 WEST, bTH i<k� ; � C - yi PRINCIPAL MERIDIAN, WELD I 2. IHE CENTER OF THE PROPERTY AND LONGITUDE -104.908664" COUNTY, COLORADO. IS LOCATED LEGEND APPROXIMATELY LATITUDE 40.0210364 i i i _ 1 I BASIN NUMBER C10 RUNOFF COEFFICIENT BASIN AREA X I (ACRES) 0 I, 1 1 C100 RUNOFF COEFFICIENT I 1 / t,> 1 I 1 DESIGN POINT I 0 ( • I i • I I-'�''�'• BASIN DELINEAI ION LIMlIS I Sillilli 1 �� FLOW DIRECTION DESIGNATION MINOR 1 IMMINIOD FLOW D1REC11ON DESIGNATION MAJOR I EXISTING MAJOR CONTOUR (USGS) • I I I I (10 FT INTERVAL) I EXISTING MINOR CONTOUR (USVS) (10 FT INTERVAL) I I i I DRAINAGE BASIN SUMMARY • NI i i 1 i i i / BASIN DESIGN POINT AREA QS (CFS) Q1011% (CFS) (ACRES) I l • , 1 1 I 1 17.7 7.U7 51.69 w••� \ • I ! I / •�• • I I • /i / I i•se ; I I I \•`�. 1 N. • BIG DRY CREEK i i i • .•%. � •. I �. I 1 I I •. 8 .i' ./ _., i i et• i ell liir de s i CallWore pmdig. ISSUED FOR PERMIT ~'"•Si tit ••'•'"all nt. e• Urn.�,„x' `.'.._ o-pa••u •aWrb-.'. mood re* Ow ,,,,r„ tam 0.41amy.Iu"m..rrr SC.uwcn: 1.a 4, autumn t M • ata)leYd Yea'. and nun Orr i4r1•4.W A.,JKIIWIUSSJ Y••w, d o• YI Ins •ti'M ld 0Y M' F • I .)- • TITLE PROJECT NUMBER ROCKY MOUNTAIN MIDSTREAM LLC ... • WILD COUNTY, CO Williams V/ A SROOMFIEL.G COMPRESSOR STATION WILLIAMS UJ BASIN FIELD COMPRESSION PRE DEVELOPED DRAINAGE BASIN MAP 18132 »��.• M. 5KkLSKEY 08/031*8 * T^ •�`�• M. 5KELSKEY 0If/UM 17 DRAWING NUMkfl h Samuel Engineering r. )1,1...1.4 NOVb. 4 _ _ _—_-0 LIMY ,IL. - Y i � 3 W _1..•1r•:q• "1• .. q v, �� . t se fat W. ,... ,1. 1. �. >•'• h I•o.N1:, BCS-CE-610 B R E f k F N C F ) R A Yl l l• b REVISIONS REVISIONS •'••A^' d4 d L. C'..1.4.1.1•1 /'Whwsy. s.dll. LW j+l'XI. .144.? 14 alai( ua:nwualv.11•in CO Will Fa' x1].1'•).4)00 A B I C D I E I G H Samuel Engineering We Provide Solutions 8450 East Crescent Parkway, Suite 200 Phone: 303.714.4840 Greenwood Villager CO 80111 FAX: 3O3 714 4800 DRAINAGE REPORT Discovery []] Basin field Compression Broomfield Compressor Station The Broomfield Compressor Station is located in part of the Northeast 1/4 Of the Southeast 1/4 of Section 29, Township 01 North, Range 67 West, 6th PM, Weld County, Colorado. CE -102 PREPARED BY: SAMUEL ENGINEERING, INC. 8450 EAST CRESCENT PARKWAY, SUITE 200 GREENWOOD VILLAGE, CO 80111 ISSUED FOR USR PERMIT U5R18-XXXX Project Number 18132 — Rev. A August 2018 Samuel Engineering We Pr'oode SO/II anr?s 8450 East Crescent Parkway, Suite 200 Phone: 303.714 4840 Greenwood Villager CO 80111 FAX: 303.714.4800 Originator/Lead Engineer: Project Engineer Approval: Project Manager Approval: Client Approval: RECORD OF REVISIONS Mark Skelskey Brandon Primeaux Date: Date Date: Date: 08/10/18 - Rev. No, By Revisions Approval Date A M. SkeIskey Issued for Permit 08/13/18 1 Samuel Engineering e Provide su m pns 8450 East Crescent Parkway, Suite 200 Phone: 303.714.4840 Greenwood Village, CO 80111 FAX: 303.714.4800 DRAINAGE REPORT AND PLAN CERTIFICATION BR0OMFIELD COMPRESSOR STATION DRAINAGE REPORT AND PLAN CERTIFICATION "1, Mark Skelskey, Consultant Engineer for Discovery DJ Services, understand and acknowledge that Applicant is seeking land use approval of USR18-0XXX for the property described in the attached report. I have designed or reviewed the design of the Broomfield Compressor Station for the proposed land use set forth in the Application. I hereby certify, on behalf of Applicant that the Design will meet all applicable drainage requirements of the Weld County Code This certification is not a guarantee or warranty either expressed or implied." 3 Mark A. Skelskey Registered Professional Engineer State of Colorado No. 39396 Samuel I :Engineering We Provide Solutions 8450 East Crescent Parkway, Suite 200 Phone: 303r 714.4840 Greenwood Village, CO 80111 FAX: 303.7 4.4800 Table of Contents 1.0 GENERAL LOCATION AND DESCRIPTION wenn, .4..1..1.1. 53•04•1111.4011.• 44 1 A Site Location ......114.....1.ISO */ B. Description of Property .i......i.1........*..1.P■■..........•...i.1i..1..l.1..l. 1 iii..ION ........./....*.*/ gig..i..1..1.......1i/.1.V 1 2.0 DRAINAGE BASINS AND SUB -BASINS *Yi.1*1111l..1.14....4......1*!..•.•.....iiii.4111 i A. Major Basin Description ...ii.....1.1..1*....1.i,l.*1!! YYi.i..i....1..1l11..1..1a.*!l... B. Sub -Basin Description 4....4.4...............*1* ...........i..............3 3.0 4.0 5.0 6.0 7.0�`� ■0 DRAINAGE DESIGN CRITERIA 1.11..1.4...i1...*1.14P.*•......•..•..4..i1i..1/..144.1..4 3 DRAINAGE E CILIT ' DESIGN t ■ii...men 17.......414..11•!.•.mom 'Will ISO, /..1l./.1...*.!4....■5 CONCLUSIONS lilll!!1/!t pl.'EgP!/l.iMl/.i i.f1i.....t..*./.1.9!.!.■ iii,ri..iinei.ii...id i..e4P!lI. 6 REFERENCESES •i....1141./......./..i.l.l.MOM ■I*1*11NISI' ...l*11411PIll!!.• 44...44./.6 APPENDICES..11114....1..4...1.14*1• i.i/.414....1.....!*.*l!*1•P! r.lIil11..111l11 7 EXHIBITS1111O•11 1.11*1el!***!■ 4111111...1..1....44..1.1.*!■ ii■411111.441$1141111*IIliii!!P■•w Samuel Engineering We Provide Solutions 8450 East Crescent Parkway, 1 kway, Suite 200 Phone: 303.714 ,4840 4 0 Greenwood Village, Co € 0111 FAX: 303.714.4800 1s0 GENERAL. LOCATION AND DESCRIPTION A. Site Location The subject project is located in part of the Northeast 1/4 of the Southeast 1/4 of Section 19, Township 01 North, Range 67 West, 6th Principal Meridian, Weld County, State of Colorado. The property is located north of Weld County Road 4 and west of Weld County Road 17. No public streets are proposed within the property. Refer to Exhibit 1 —Vicinity Map B. Description of Property The subject property is a lOaacre parcel owned by Discovery DJ services, LLC. for the installation of a gas compressor station, The compressor station, access roads and detention pond will disturb approximately 7,8 acres of the 10 -acre site. Vegetation consists of a native grasses and irrigated cropland. There are no open channels, lakes, streams or irrigation ditches in the area of the proposed development. The subject property is not located in a flood pia in. The surrounding area development consists of single family residences, barns and agricultural property. There are gas and oil processing facilities and wells located at varying distances from the proposed site. Topographic relief over the property ranges from 5032' in the northwest corner of the parcel to 5018' in the southeast corner and is characterized by relatively flat grades that typically range from 1.0% to 3,0%. The predominate soil type present on the site is Weld loam (USC rating of CL) The soils have a hydrologic soil group rating of C and this rating will be used for drainage calculations. Refer to Exhibit 2 — Hydrologic Soils Group 1 Samuel Engineering Provicie, S&utions 8450 East Crescent Parkway, Suite 200 Phone: 303, 714.4840 Greenwood Vilage, CO 80111 FAX: 303.714.4800 2.0 DRAINAGE BASINS AND SUB -BASINS A. Major Basin Description The subject property is not part of the Weld County Master Drainage Plan. The site currently does not have drainage improvements. Storm water sheet flows across the site from the northwest to the southeast draining onto the existing vegetation in open fields. After construction storm water will be directed to a detention and water quality pond before discharging into the existing drainage patterns, The detention pond is designed to hold the 100 - year lehour event and release at the 5 -year 1 -hour release rate following Weld County Drainage requirements for Urbanizing Drainage areas, although this site is located in a non -urbanizing area. The design volume for the pond is 40,329 cubic feet of storage and the actual volume of the detention pond at the spillway elevation is 55,873 cubic feet. For drainage basin delineation and surrounding areas, refer to the Drainage Plans included in this report, Basin EX -1 (predis approximately 17.64 acres with 7,8 -acres being part of this proposed development. The basin is primarily unimproved crop and grass land. Ground cover within the basin consists of prairie grasses and crops. Drainage typically sheet flows from northwest to southeast, with the discharge point on the southeast corner of the parcel. Based on the soils, the runoff coefficients are C5=0.16 and 0100=0.51. Consequently, flow from the basin is QS=7.07 cfs and Q100=51.69 cfs, The predeveloped flows for the compressor station site, 7.82 acres, that will be tributary to the detention pond at the 5 -year release rate is 3.24 cfs. This will be the maximum allowable release rate from the detention pond. Overland sheet flows across the site currently convey the stormwater runoff from the site. This stormwater sheet flows across the site from the northwest to the southeast, with the receiving waters being Big dry creek and ultimately the South Platte River, which is north and east of the project site. There is an unenamed irrigation ditch on the west side of the parcel adjacent to the site. No water from the site will be discharged into this irrigation channel, Further west is the Thompson ditch, no water from the ditch will impact the site. The subject property is not located within a floodplain. Per the FEMA Online Map Viewer the property is located in an unmapped area, so no panel is available. Refer to Exhibit 3 — FEMA 0850730050F. FEMA national flood hazard layer classifies this area as Zone X and an "area of minimal flood hazard". 2 Samuel Engineering We Provide SON bons 8450 East Crescent Parkway, Suite 200 Phone: 303.714 4840 Greenwood Village, Co 80111 FAX: 303.7144800 EI. Sub --Basin Description Historic stormwater flows are generally in a southeasterly direction, sheet flowing across the entire parcel. The flows then follow northeast into Big Dry Creek, Ultimately the receiving waters are the South Platte River. The post -developed site will contain one (1) Sub -Basin, Sub -Basin 1A, Sub -basin 1A is located in the northwest portion of the major basin and it encompasses 7.82 acres of the 10 -acre parcel, This area historically drains in a southeastern direction toward Big Dry Creek and will drain in the same general path to the detention pond in the southeast corner of the parcel, post development. Offsite flows from the west of the subject property generally do not enter the site. Any offsite flow that does reach the site will be pass through flows and are not included in the volume calculated for the proposed detention pond. Refer to Exhibit 4 — Drainage Plans 3.0 DRAINAGE DESIGN CRITERIA A. The drainage concepts and designs have been completed in accordance with the guidelines Weld County Storm Drainage Criteria. No deviations from the Criteria were used in development of this drainage study. Other references used in developing this report include the Urban Drainage Criteria Manuals. B. Development Criteria Reference and Constraints 1. There are no known existing drainage studies available for or adjacent to the subject property. 2. Due to the type of plant being constructed the site grading will have minimum slopes with the majority of onsite runoff being conveyed by sheet flow. Ditches will be utilized in some areas to channel flow to the detention facilities. The ditches will have shallow slopes and low velocity flows. 3. The water quality capture volume calculated for this site is 0.193 acre-feet! This volume is designed to drain through three o.9 -inch orifice holes that will drain the water quality volume in 40 -hours, 4. the outlet structure is a CDOT Type C inlet with a top grate set at the 100 -year elevation of 5021.10. Storm water flows from this outlet will be controlled with a orifice plate connected at the 15 -inch CMP outlet culvert. The maximum allowable release rate of 3.24 cfs is controlled with this plane, 3 Samuel EngIneering M ovk h Sohniens 8450 East Crescent Parkway, Suite 200 Phone: 303. 714.4640 Greenwood Villager Co 80111 FAX: 3O3 714.4800 5. There is no defined swale downstream from the proposed water quality and detention pond, so the pond will outfall to the low point of the site and sheet flow to the southeast and into open fields. 6. A buried rip rap spillway will be constructed as part of the detention pond outfall discharges. This spillway is designed to have no more than 6 -inches of flow depth during a 100 -year storm event. C. Hydrological Criteria 1. The design Rainfall for the site was found within the NOAA Atlas 14, Volume 8 for Brighton Colorado. The 5 and 100 -year values used for this project are 1.11 and 2.61 inches per hour respectively. 2. The design reoccurrence rainfall intensities for this project have been established as the 5 -year and 100 -year one -hour events. 3. The rational method was used to calculate peak runoff for the property. Excel spreadsheets from UDFCD were used to calculate peak runoff, WQCV, Detention pond 5-yr and 100-yr storage volumes and WQCV 40 -hour release quantities. Bentley FlowMaster was used to calculate culvert sizes, ditch capacities, orifice openings and weir sizing. Excel spreadsheets were used to crosscheck detention pond capacities, rip -rap sizing and Impervious values. 4. Detention pond volumes, maximum discharge rates and WQCV were calculated using LJDFCD Detention Basin Volume Estimating Workbook, Version 2.35, January 2015. Refer to Appendix A D. Hydraulic Criteria 1. Detention pond capacity calculations were derived using the stage -area -volume method. Stage Storage calculations are included with Appendix B. 2. The detention pond outlet structure is a modified CDOT type C inlet that controls the WOO/ for the 40 -hour drain time with the use of a perforated orifice plate and circular holes. 3. This outlet structure also controls the maximum discharge from the pond of 3.24 cfs with a 15 -inch CMP outlet pipe. 4. A spillway and weir for flows that exceed the 100 -year storm event are included in t h e pond design. The weir will be an 8 -inch wide concrete structure the length of the weir plus 5 -foot embedment into the pond berm (39 -feet) and a depth of 2.5• -feet at the spillway pondside invert elevation. The spillway will be constructed of type M buried rip rap from the spillway elevation to the toe of the outlet side slope. The rip rap will be buried a minimum of 6 -inches with top soil and seeded for slope stability. 5.. No check or drop structures were used in the drainage design. 4 Samuel Engineering tie Provide Solofl0ens 8450 East Crescent Parkway, Suite 200 Phone: 303.714.4840 Greenwood Village, CO 80111 FAX: 30,3.714.4800 4.0 DRAINAGE FACILITY DESIGN A. General Concept 1. There is one basin that contributes to the existing storm water runoff for the property that currently discharges on the eastern side of the property. The site consists of undeveloped pasture land with gentle slopes ranging from 1% to 3% that historically had runoff flowing across the ground in a sheet pattern from west to east. The drainage patterns will follow the same general path post development as they do pre - development. 2. Offsite flows are negligible and will be directed around the site. 3. Information included in this report will include an overall site plan, pre- and post - development drainage basin delineation, construction drawings for the detention pond, table for rainfall intensity and area impervious values and various calculation sheets for, ponds and appurtenances. 4. Sub -basin 1A consists of 7.82 acres, which will drain southwest via sheet flow and drainage ditches to the proposed detention pond on the southwest portion of the site to Discharge Point 1. The majority of the flows from the north, east and south of the site are naturally directed around the site. A pipe will convey a portion of the flow on the southwest under the access road to the pond. 5. Since all flows from the major basins do not impact the compressor station site these flows are omitted from the remainder of the report. Refer to Exhibit 5 is Drainage Plans Pre -Development, Post Development B. Specific Details 1. All roads on the site will be gravel surfaced or surfaced with recycled asphalt roadbase and designed with a 1% or 2% ± cross slope. No on -site culverts were used in the design of this site. 2. Detention pond volumes, maximum discharge rates and W ,ACV were calculated using UDFCD Detention Basin Volume Estimating Workbook, Version 2435, January 2015 with a cross check using UDFCD Detention Basin Volume Estimating Workbook, version 3 O5, July 2016. The ponds size and shapes were determined from the required volumes, The area of the watershed tributary to the pond is limited to the compressor station plant area of 7.82 acres. The pond's 5-yr storage capacity is 0.204 acre-feet and the 100-yr storage capacity (plus WQCV) is 0.926 acre-feet, The detention pond has been designed to hold the 10D -year 1 -hour event and release at the 5 -year 1 -hour release rate following Weld County Drainage requirements for Non -Urbanizing Drainage Areas. 5 Samuel Engineering We !Nome a Solutions 8450 East Crescent Parkway, Suite 200 Phone: 303.714.4840 Greenwood Village, CO 80111 FAX: 303.714.4800 3. The outlet design for this pond has a micropool as part of the outlet structure, WQ capacity with controlled discharge, 5-yr storage capacity also with controlled discharge and 100-yr storage capacity with controlled discharge and spillway overflow. The actual volume of the detention pond at the spillway is 1.28 acre-feet. 4. Maintenance access into the detention pond has been provided and is shown on the detention pond drawings. Refer to Exhibit 6 Detention Pond Plans, Sections and Details. 5.0 CONCLUSIONS A. Compliance with Standards This drainage study has been prepared in accordance with the Weld County Storm Drainage Criteria and Urban Drainage Criteria Manuals and accepted Professional Engineering Practices. Historical Flow Patterns Maintained 1. This drainage study has been designed to convey developed flows through an extended detention basin detention pond designed with controlled discharge rates for water quality and a major storm. The flows then travel through established drainage ways in a manner consistent with the predeveloprient drainage patterns. With a properly constructed and maintained pond along with the proposed erosion control measures this development will not adversely impact the existing drainage or existing downstream developments. 2. No existing Weld County Master drainage plan was available for this project site. 6.0 REFERENCES A. Weld County StormDrainage Criteria, Chapter 23, Weld County Department of Public Works rks Weld County Colorado, 2015. BeUrban Storm Drainage Criteria Manuals, Urban Drainage and Flood Control District. Volume 1 updated March 2017, Volume 2 updated September 2017 and Volume 3 updated November 2015. 6 Samuel Engineering s v We Pi'code o/utions 8450 East Crescent Parkway, Suite 200 Phone: 303.714.4840 Greenwood Village, CO 80111 FAX: 303.714.4800 7.0 APPENDICES Al Hydrology Computations 1. Precipitation Frequency Estimates 2. Area Weighted Impervious values Historic Major and Minor Storm Runoff Computations 4. Developed Major and Minor Storm Runoff Computations 7 Precipitation Frequency Data Server Page 1 of4 NOAA Atlas 14, Volume 8' Version 2 Location name: Brighton, Colorado, 1)3A* Latitude: 4O.0213(, Longitude: -104.9082D Elevation: 5021.65ft** * source: ESRI Maps ** source: LUGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Parka, Deborah Martin, Sandra Peviouic, Ishani Rey., Michael St. Laurent, Dori Tryapaluk, Dole Unruh, Michael Voids, Geoffery Bonnin NOM, National Weather Service, Silver Spring, Maryland PF tabular I PF q raph icat j Maps & aerials PF tabular PDS based point precipitation frequency estimates with 90% confidence intervals (in inches Duration 10 -min 15 -min 30 -min L 3 -hr 1 1 0.226 (0.173-0293) 0.330 (0.254-0.43071 0.,+403 (0.310.0.524] 0.554 t0A26-o.721: 2 0.276 (ft ')1') 0.2se YY.i ..�-56..,.65 06404 (0.310-0525 0.492 (0.378-0.641 0,674 (0.517-0.877 5 Average recurrence Interval (years) 50 100 _ 10 0.371 0.46+4 (ft �aA n 0 5) 10 ,?r51 11306 .,.5566 -v. -I # ` Y.Y'tI*J 0,6944 0.679 0.893 (0.416-0.710) (0.517.1.691 (0.672-1.25) 26 0,610 (0.452-0 ILE 0.663 (0.508-0.888) 04903 (0.691-1.18) 0.528 1.19 (50.+631-1.{19) (0.620-1.53) 1,13 1,4$ 0©.657-1.48) (1.11-2.08) $+0 -mitt 0.6'7$ 0.824 40.520.0.879) (0.633-1.07) 2 -hr 0,705 0.974 1,31 ab0.620-1.03} I (0.756-1.25) L (1.01-1.69) 1.42 1.77 11.10-1.81) (1.37-2,271 6 -hr I 1.02 (0.808-1.291 1.085 (0.822-1.351 1.'(1 (0.845-1.45) 1.38 (1.05-1.61) 1.64 (1.26-2.12) 1.23 1.03 2.02 (0.974-136) (1.29-2.07) I (1.56-2.57) 12 -hr I 1.27 1.50 (1.01.1.58) (1.20.1.57) 24 -hr I 2 -day I 3 -day 4 -day 7 -day 10 -day 20'day 1.52 1.81 (1.23-1.89) (1.46-2.24) 1,74 2.12 01.42-2.12) (1.73-2,59) 1.9 0 (1.56.2291 I 2.03 (1.67-2.44) �y 2.32 (1493-2276) 2.57 (2.16-3.05) 3,30 (2,804,86) 241 (1.99-2.90) 2.71 (2.26-3.23) 2.98 (2.53-3.53) 3,77 (3.19-4.41) J 442 "'day (3.31-4.50) (3.31-4.50) (3.77-5.12) L45,,day 60 -day 1 4,57 (3.93-5.26) 613 (4,43-5.87) 6.22 44.48-6.01) 689 (5.09-6.75) 1.94 (1.542.42) 2.33 (1.88-2.28) 2.76 (2.25-3.37) 2.94 (2,40-3.56) 3.05 (2.51-3.€9) 3,37 (2.80-4.03) 3.67 (3.p6-{.35) 4.64 (3.83-5.32) 5.29 (4.50.5.16) 6.26 (6.35-7.23) 7.10 (6.11-8.16) 2.35 (1.66-29}5) 2.80 (2.24-3.48) 3.31 (2.67-4.06) 349 (2.84-4.26) • 3.61 (2.95-4.37) 3.93 (3.254.72) 4.25 (3.53-5.06) M8 (4.35-8,10) 6,01 (5.08-7.02) 7.11 (6.05-8.241 5.07 (6.91-9.31) 1.82 (1.37-2.55) 2.16 (1.64-2.99) 2,32 (1.77-3419) 2.62 (2.02-3.55) 2.99 (2.33-3.99) 3.50 (2.74.4.56) 4.08 (3.20-5.20) 428 (3.38-5.41) 4,39 (3.49-5.53) 4,74 (3.80.5.69) 5.07 (4.08425) 5.08 (4.94-7.38) 7-00 (5.724.39) 8.24 (6.78-9.79) 9.37 (7.73-11.4) 0738 0.539-1.04) 1.08 (0.790-1.63) 1.32 0.963-1,$(i' 0.88Q a1P.622-1,27j1 200 1,04 [0,704-1,54) 129 (0.9►1 0-1.$711 1 1,57 ('1.11-2.27) 1.52 (1.03-2.26) 1.85 (1.26-2.76) 1.79 a 2.13 2.61 (1.31-2.53) (1.51-3.091 (1.71-3.74) 2.20 2.62 (1.61.3.11) (1.65.3.60) 3609 (2.10-4.60) 2661 3.11 (1.93-3.84) (2.22-4A5) 3.67 I (2.52-5.39) 2.80 (2.0►8-3.88) 3.15 (2.38-4.29) 3.55 (2.69-4.77) 4.08 (3.12-5.35) �J 4'.70 5.33 (3.60-6.06) I (3.96-7.05) (4..1+4-17.271 (4.46--3.361 8.34 (4.59-9.50) 3.34 (2.40-4.731 3.72 (2.70.5.21) 3.93 (2.71-5.72) 4.36 (3.04-6.27) 4.16 11 4.03 (3.05-6.72) (3.41-6.63) 4.90 (3.79428) 6,02 (3.90440) 5.38 (4.21$.77) 5.72 (4.51-7.14) 4.71 (3.48-6.36) 5.38 (3.62-7,47) 5.98 (4.284.13) £67 (4.26-7.40) 6.03 6,71 (4.68.7.7B) (4.90-8.90) 6.38 (4.67-8.16) 7.07 (5.19-9.29) 5.77 (5.394.32) 7'.76 (6.21-9.431 9.11} (7.33-11.0) a 7.47 8.15 (s.7a-saa) (6.07-10.6) 500 1.25 (0.827-1.93) ai 1.866 (1.21.2,83) 2.26 (1.48-3.45) 3.07 (2.01-4.69) 3.77 (2.47-5.77) 4.46 (2.96-6.75) 4.79 (3.18-7.15}_ 6.29 (3.55-7.80) 6.50 (3.93-9.42) 6.34 (4,34-9.04) 6.87 (4.74-9.611 7.10 (4.93-9.861. 7.26 (5.06-10.0) 7.885 (5.38-10.4) 8,00 (5.66.10.6) 9.13 (6.53-12.1) 1000 1A5 01:171.14..2:44 n'&nnR ti 2.13 (1,354,27) 2.60 (1.644.98) c 3,53 (2-23-5.411 4,34 (2.75-6.65) 615 (3.29-7.79) 5150 (3.544.251 toe I 6.80 {4,349.fi3) 7.11 (4.72-10.2) 7.56 (5.09-10.7) W 7.80 (5.28-11.0). 7.98 (5.42-11.1) 8.3? 45.7411.6) 8,72 (8,02-11.9) 9.85 (6.87-13.3) 8.60 9.26 10.2 11,0 (6.49-10.6) ; (6.90-11.8) i (7.36-13.5) (7.72-14.7) 9.94 (7.75-12.3) 10.3 11.3 (8.33-12.4) II (8.82-13.8) 10.8 (B.05-13.6) 12.2 (9.16-15.3) 11.#1 (8.56-15.4) 13.3 (9.67-17.2) 12.4 (8.92-16.7) 1 14.2 (10.148.6) I Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PD8), Numbers in parenthesis ore PF estimates at fewer and upper bounds of the 90% cor tidence Menial. The probability that precipitation frequency estimates Oar a given duration end average recurrence interval) WO be greeter then the upper bound (or less than the lower bound) is 5%. Estimates 81 upper bounds are not chocked against probable maximum precipitation (NAP) estimates end may be higher than currently valid PMP values. Please refer to NOAA Alias 14 document for more information. Back to Top https:/fhdsc.nws.noaa,gov hd c/pfds/pfdtprintpage.html?tat=40.0213 lon -104. 82&da... 7/27/2018 Precipitation Frequency Data Server Page 2 of 4 PF graphical PDS-based depth -duration -frequency (0 DF) curves Latitude; 40.0213°, Longitude:-1O4.9O82° Precipitation depth (in) 16 14 12 10 8 6 2 41) WI C C fri 4=4 10 -Q 0 2 a 4 NOAA Atlas 14. Volume $. Version 2 "'...war'4 rap _. •. a... `alarbiee- Y - L taw Ism i - firta S M I — cat Duration 61 NCi 1 N • • • -• A . !- - M '•. w ...a • • • • a a w Al lit 113 N le 25 SO 100 200 Average recurrence interval (years) i • a R • • p + • i � Y r n Created (GMT): Fri Jul 27 18:57:04 2018 Back to Tap Average recurrence internal (years) we 2 6 10 25 --- 50 100 200 500 1000 Duration 5 -min 10 -min 15 -min, 30 -man 60-mn 2 -hr 3 -hr 6 -hr 12 -hr 24 -hr 2 -day — 3 -day 4 -day 7 -day 10 -day —.— 20 -day 30 -day 45 -day 50 -day • hnps:/ .dsc.rows.noa.a.govfh►ds /pfds/pfdsjrintpage htm1?1at=40.0213&log.= a1O4.9O da... 7/27/2018 Precipitation Frequency Data Server Page 3 of 4 Maps aerials Small scale terrain Large scale terrain In 4. tir tar"` &o Phi° Spriritgillk Large scale map Foyt Cot° K _ -el OW( a lit)1MM t. $IUrnl Grey otter ill r Colo S earl n ht s:/fhdsc.n s.noaa.govt`hdsc/pfds/p►fds rintpage.htmI?iat=4O, 213 loxe-104 90 da... 7/27/2018 AREA WEIGHTED IMPERVIOUSNESS VALUES Discovery Compressorr Stations Broomfield Compressor Station West of County Road 17 & North of County Road 4 Sec 29, TS I N, R 87W HISTORIC CONDITIONS Surface Characteristic Basin 1 A. acre I u % Undeveloped Club to Pond) 7.82 2 Await acre Ivtud, 15.64 7.82 2,0 DEVELOPED CONDITIONS TRIBUTARY TO POND Surface Characteristic Basin 1A A, acre I, % Roofs Equipment Recycled Asphalt Gravel Surface Roadbase Detention Pond Bare Ground Undeveloped Landscape O.32 0.40 0.84 2.61 0.37 0.81 0.23 0.00 2.24 its► acre I vettIghlirdo94 90 90 80 40 40 100 20 2 2 Al 28.80 38.00 8720 104.40 14.80 81.00 4.60 0.00 4.48 7.82 43,64 Table RED -3 ---Recommended Percentage Imperviousness Values Land Use or I Seine Charaeieristics I Percentage imperviousness Business: Commercial areas 95 Neighborhoxf areas 1 85 Residentiac: Single-family Multi -Unit (detached) 80 IMult{-unit (attached) 75 Half -acre lot or larger Apartments 80 Industrial: 80 Light areas HERO arias Oa Parks. cemeteries j 5 Playgrounds 10 Schools 1 50 Railroad yard areas 15 Undeveloped Areas: V Historic flow anatysanalysis2 Greenbelts, agricuitufaJ 2 Off -site flow analysis (when land use not def € i 45 Sire: Paved 100 r Waver (packed) 40 Drive and was 00 Roofs CIO Lava", sandy soil 0 Lawns, clayey soil 0 ' See FpauresR3-33fhraugh RO-8 for percentage imperucucness. CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title; Catchment ID: Broomfield Compressor Station (18131-01) 5-Yr Predeveloped Major Basin I. Catchment Hydrologic Data Catchment ID = EX -1 Area = Percent Imperviousness = NRCS Soil Type = 7,64 Acres 2.00 % C A, B, C, or D II. Rainfall Information I (inch/hr) = Cl * P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = 5 years (input return period for design storm) C1= 25.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.788 (input the value of CS) P1= 1.11 inches (input one -hr precipitation —see Sheet "Design Info") Ill. Analysis of Flow Time (lime of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.15 0.16 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an ovaride C-5 value if desired, or leave blank to accept calculated C-5.) illustration - NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture' Lawns Nearly Bars Ground Grassed Swalesf Waterways Paved Areas & Shallow Paved Swales (Sheet Flow Conveyance 2.5 5 7 10 i 5 1 20 Calculations: 5-yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V tps output 0.16 W. Peak Runoff Prediction Rainfall Intensity at Computed To, I = 1.40 inchlhr Rainfall Intensity at Regional Tc, I = 2.46 inch/hr Rainfall Intensity at User -Defined To, I = 2.46 inch/hr N/A 0.41 42.91 Computed Tc = Regional Tc = User -Entered Tc Peak Flowrate, Op = Peak Flolivrate, Op = Peak Flowrate, Op = Flaw Time Tf minutes out'ut 42.91 15.53 15.63 4.02 7.07 7.07 cfs 5 yr runoff-PreDeveloped Major Basin.xls, Tc and PeekQ 8/14/2018, 7:42 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Broomfield Compressor Station (1813141 100-Yr Predeveioiled Major Basin I. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = N RCS Soil Type = BC -1 17.64 2.60 II. Rainfall Information Design Storm Return Period, Tr = C1 - C2= C3= P'1= Acres A, B, C, or D I (inch/11r) = C1 * P1 /(C2 + Td)AC3 100 years 28.50 10,00 0.756 2.61 inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one -hr precipitation —see Sheet "Design Info") III. Anatysie of Flow Time (Time € f Concentration) for a Catchment Runoff Coefficient, C = 0.51 Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = 0.16 Overida 5-yr. Runoff Coefficient, C = Calculations: IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional To, I = Rainfall Intensity at User -Defined Tc, I = (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Jilustration Slope S It'll Input 0.0210 3.29 5.75 5.75 100 yr ninoff-PreDeveloped Major Basin.xls, Tc and Peak() Short Pasture/ Lawns Nearly Bare I Ground 7 10 Grassed Swalesi Waterways Paved Areas & Shallow Paved Styles (Sheet F • 15 20 Length L It Input inchihr inch/hr inchutir 5-yr Runoff Coeff C-5 output NRCS Convey - wee now Vek)ctty V tps output Computed Tc Flow Time Tf minutes output Regional To = 15.53 User -Entered Tc 15.83 Peak Flowrate, Op = Peak Flowrate, Op = Peak Flowrate, Op = 29.42 cfs 51:.59 cfs 51.69 cfs 5114/2018, 7:43 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catch ment ID: Broomfield Compressor Station (18131-01) 5-Yr P'red'eveloped Area Tributary to Detention Pond I. Catchment Hydrologic Data Catchment 1D = t A Area = Percent Imperviousness = NRCS Soil Type _ 7.82 Acres 2.00 % CA, B, C, or D II. Rainfall Information I (inchfhr) = Cl " P1 I(2 + Td)AC3 Design Storm Return Period, Tr = 5 years (input return period for design storm) Cl = 28.50 (input the value of C1) 02= 10.00 (input the value of C2) D3= 0.788 (input the value of C3) P1= 1.11 inches (input one -hr precipitation —see Sheet'Design Info") Ili. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 016 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr, Runoff Coefficient, C-5 = 0.16 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustrittlioa NRCS Land Type Heavy Meadow 'Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterwa s Paved Areas & Shallow Paved Swales Sheet Flow) Conveyance 2.5 i 5 7 10 15 20 I Calculations: Reach ILA Overland IV. Peak Runoff Prediction Rainfall Intensity at Computed Te, I = Rainfall Intensity at Regional To, I = Rainfall Intensity at User -Defined Tc, I = Slope S fl input 0.0118 1.32 2.54 2.54 inch/hr inchihr inchlhr NRCS Convey- ance Flow Velocity V tPs output Computed Tc Regional Tc User -Entered It 1.69 Peak Flowrate. Op = Peak Flowrate, lap = Peak Flowrate, Op = Flow Time Tf minutes output 324 3.24 cfs cfs cfs 5 yr runoff-PreDeveloped 080718.xls, Tc and PeakQ 8/14/2018, 8:18 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Broomfield Compressor Station (18131-01) 5,Yr Developed Tributeni to Pond I. Catchment Hydrologic Data CatchmentlD= 1-A Area = 7.82 Acres Percent Imperviousness = 43164 % NRCS Soil Type =- - - C Al B, C, or D IL Rainfall information 1(inchihr) = Cl P1 I(C2 + Td)"C3 Design Storm Return Period, Tr = 5 years Cl; 28.50 C2= 10.00 C3= 0.786 P1= 1.11 Inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of CS) (input one -hr precipitation —see Sheet "Design Info") Ill. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 037 Overide Runoff Coefficient, C 5-yr. Runoff Coefficient, C-5 = 0.37 Overide 5-yr. Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C,) (enter en overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND egg Flair Ethettin CC haircut unitary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Smiles/ Waten ra Paved Areas & Shallow Paved Smiles Sheet Flow) Conveyance 2.5 5 f 7 10 15 20 Calculations: 14.61 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tel 0.0060 0.0050 1465 246 2.55 Length L inch/hr inch/hr inch/hr 5-yr Runoff Con C-5 output 0.37 MRCS Convey - enoe Flow Velocity V fps output Corm putedl Tc = Regional Tc = User -Entered Tc = Peak Rewrote, Op = Peak Flowrate, Op = Peak Flowrate, Clp = Flow Time TT minutes output 15.45 17.51 32,27 _14,61 4.71 7.30 7.30 7.30 cfs oft eft 5 yr-Developed Tributary to Poond.xis, Tc and PeakQ 8)14/2018, 8:11 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID; Broomfield Compressor Station (1.8131-01) 100-Yr Developed Tr butary to Pond I. Catchment Hydrologic Data Catchment ID Area - Percent I m perviousns = NRCS Soil Type = 1-A 7.82 45.64 C Acres A, B, C, or D IL Rainfall Information I (Inch/hr) = Cl * P1 f(02 + Td)AC3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C 1 = 28.50 (input the value of C1) C2= 10,00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.61 inches (input one -hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.60 Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = 037 Overide 5-yr. Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NEWS Land Type Meadow Heavy Tillage/ Field Short Pasture/ Laying Nearly Bare Greund Grassed Swales& Paved Areas & Shallow Paved $waies (Sheet Flow) _ EConvey is„Water! 1 an c 2. 7 10t 5 20 RI Calculations: 14.81 IV. Perk Runoff Prediction Rainfall Intensity at Computed To, I = Rainfall Intensity at Regional Te, I Rainfall Intensity at User -Defined Tc, I = tt/fl input 3.87 inch/hr 6.00 inchihr 6.00 inch/hr 5itr Runoff Coeff C-5 output NRCS Ccnvey- ance Flow Velocity V Ips output Computed To = Regional Tc User -Entered Tc = Peak Flowrate, Op = Peak Flcwrate, Op = Peak Faowrate, Op = Flow Time Ti minutes output 32,97 14.31 17.84 cfs 27 cfs - - 27,64 cit 100 yr-Developed Tributary to Pond.xls, Tc and PeakO 811412018, 8:09 AM Samuel Engineering We Provide Solutions 8450 East Crescent Parkway, Suite 200 Phone: .30,3.714 4840 Greenwood Village, CO 80111 FAX: 303.714.4800 B. Hydraulic Computations 1. Swale Capacity Computations 2. Detention Pond 5-yr and 100-yr Volume Calculations 3. Stage Storage Calculations 4, Detention Pond WQCV Computations— WQCV Orifice Sizing Computations 5. Detention Pond 5 -Year Orifice Computations 6. Outlet Size Calculation 7, Detention Pond Overflow Weir 8 Typical Swale Project Description Friction Method Solve For input Data Roughness Coefficient Channel Slope Normal Depth Left Side Slope Right Side Slope Results Discharge Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow Type GVF Input Data Downstream Depth Length Number Of Steps GVF Output Data Upstream Depth Profile Description Profile Headloss Downstream Velocity Upstream Velocity Normal Depth Critical Depth Channel Slope Critical Slope Manning Formula Discharge Suberiticai O020 0.00500 ft/ft 0.88 ft 10100 ftift(H:V) 10.00 ftift (H:V) 23.10 ft3ls 7.66 14 17.59 ft 044 ft 17.50 ft 0.80 ft 0.00796 ftfft 3.02 fps 0.14 ft 1.02 ft 0.80 0.00 ft 0.00 ft 0 0400 ft 0,00 ft Infinity This Infinity This O55 ft 0.80 ft (100500 ft/ft 0,00796 ft/ft Bentley Systems Inc. Heeded Methods scnEfd sclivtwMaetsr 181(SELECTssrles 1) (08.11.81.033 8J'14f2018 8:64:29 AM 27 Slemons Company Drive Suite- 200 W Watertown, CT MU USA +1-203-756.1888 Page 1 of 1 DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Discovery_Comlpressor Stations Broomfield Sllition Basin ID: Tributary to Detention Pond with 64Yr Reteene Rate (For catchments lens then 160 acres only. For urger catotrmsnts, USS hydragraph 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 Dtligja.1aIllll ar D.elcn.lncGr!milt i'0flA .221k Catchment Drainage Impeniiausnese le a 43;04 percent Catchment Drainage Imperviousness to = 43,84 percent Catchment Drainage Pree A a Catchment Drainage Aria A a 7,820 sores Past Prsdevetopment NRCS Soil Group Types C A,. B, 0, or D Predsvelopment NRCS Soil Group Type ! . G _ 1 B, C, or Ll Return Period for Detention Control 1- at 1C4 Iyears (2, 5, 10, 25, 50, or 100) Return Period for Detention Control T . 0 years (2, 5, 10, 25, 50, or 109) Time of Cancenlration of Watershed Tc a 1.5 miraulirEti lime ©l Concentration at Watershed l'c a i!5 rieirlut • A*pwfllc Unit R till.itiP Rafe q = 0141 elleciei Allowable Unit Retests. Rata q "I 0 II tilitirre Ora hour Precipitalion Pi • — indite OOna-hour Precipitation P1 • y,i 1 melee Design Rainfall IDF Formula I iti C,' P1t(C ,X,14O) Coefficient One Cl = 2!},540 Design Rainfall IDF Formula I it C,' Ptf(Cg+TIc eta Coefficient One Cl a Coefficient 1Wo C2 * 111 Coefficient Two C, = 10 Coefficient Three C, It 0.799 Coefficient Three 03 1 Oaf �.J4-tJI G •Y, .� tX'agg.ri �� to :Iii" E.i l�-i-friC 1.-.7�i i �i 1�. rrtt Il l'. � ' i'iii.Fl1 iV ., a≥ ru ti\ :a•, r C. &.. ",. .M i.l..' r Runoff Coefficient C = 0.37 Runoff Coefficient C - 0,561 Inflow Peak Runoff Op -in -___ _ 7,29 _ cfe. Inflow Peak Runoff Op --in - 27.32 cfa Aitawebla Peak Outflow Rate Op -out it 1.33 cfc. Allowable Peak Outflow Rate Op -out it 3.24 de Mod. FAA Minor Storage Volume t 8.890 cubic teat Mod. FM Major Storage Volume a 40,320 cubic teat Mod. FM Major Storage Volume- t 0.526 acre -ft Mal. FM Minor Storage Volume ■ 0.204 acre.(t — — 6 r, f fee Ramie. MO00110 friction oNIA ln.rt.ats Van* k4aEd ge,0_!: 1L1`-,Milriuwi: Rainfall Duration rnlntstea hnnnf! Rainfall Intensity inches / hi ou •Let Inflow Volume acre•feet Eauf•L! Adjuelment Factor errs" 0U •u Average Outflow afc autouti Cutdlow Volume acre-feet 0U - Storage Volume sera -Feel a . Rainfall Duration minutes . Rainfall Intensity inches nr o -ul Inflow Volume ecru -feet o i * I. AdJuelment Factor "in" a i • in Average Outflow cis ouln11 Outflow Volume acre-feet Eau . Storage Volume acre-feet a , •. 1 1g 2.9& 0.119 1.40 113 &018 0.100 10 7.00 40.+145 1.00 3.24 0.045 0.400 0.126 0.510 10 2.42 0164 0.915 1.25 0.028 14 5.69 0,57P 0.96 111 40.069 22 2.05 a.iQ 0.83 1.11 0.034 0.146 22 28 3.e 4.83 0.675 0,83 2-70 0.082 0.593 (1.750 5,76 1.4? O.Ds5 25 1.70 0.240 0,76 1.01 0,030 0.181 4,22 0.855 0,72 0,95 0,045 3,78 3e 1,60 0,116 61./03 0.172 0.812 15,72 .av7 4,1ag 40 3,+1D 40 1A4 0130 1},88 0,91 0,0513 0.1 BO 0,883 15,66 2,21 0.12'2 b,i.ii 6 132 0.242. 46 0.66 0.88 0,(}513 (LSOB 6.66 2,14 6.135 [}.7173 0.187 3.11 11947 40.84 2,1}8 4.149 $7 1,22 0161 0.64 a.e5 _ 0,081 0192 52 2.67 6.798 jig 1.13 D; 6,83 0,087 0.982 {3.83 2,03 0.182 0.185 $$ 2543 0.120 84 1,06 0,2►70+ _6:63 1}.Ei2 1},82 (L072 1..014 b.62 -6. --i 1,99 4.176 0':ag$ 17640 'SI 2.48 6.838 70 1.00 0.278 2.3+1 [0.911 [kilo o,a_7e 1.043 1,98 -0.18 9 0_.85;1 0.201 76 0,94 01245 D.13O D.79 DAI83 D 202 74 t 2.21 1,069 O.i_4 1,93 0.201 {?.857 2.1 t} 1:094 4._5_9 1.91 0.216 52 09 ®r2 0.59 47.78 D.(lE}9 0-203 4.878 its 4,65 0, - _� 0.55 4.78 0.494 -0.10x) 1.117 -0.58 1,89 0.229 0,304 83 2,56 0.885 01 0,81 .a_L.:4.i 0104 4.59 0.'x7 .04 1.91 1 A 38 0.58 1,87 0.242 0.808 0,204 100 0,78 0,308 1.159 0.57 1.136 0.255 0.57 4.73 0.106 0.204 0 204 100 1.82 0.003 1118 I 0.74 0,314 1.175 {1.57 1,84 (1:269 160 0.94x9 0.913 0.57 4.75 0.11 i 1.7'5 1.68 112 0,71 0,319. 0.57 4.75 6.116 G 3 1.196 0.57 1,83 0.253 112 6 247 i 1S 1.213 6.55 1.82 0.296 62 1. 1 ii 0.69 0.3124 0.56 0.15 0.122 0.917 124 0,66 0.328 1,230 0.56 1,81 0.309 &56 0.14 0.127 116 1.56 0.201 0.920 1.245 0.56 1,80 0.323 1.51 130 0.64 0.332 0,56 9.74 0.1331 130 +4 .'@23 0. 136 0.62 0.338. 0.55 4.74 0.138 0.198 136 1,46 1.260 046 1.79 0.336 4.924 0.665 0.73 4.1431 41''0 142_ 1;42 0,60 ' 4340 1,275 0.56 I 1,79 4.349 1.41 0.925 148 0.58 i6:-.1.# 1.281 0.56 1.78 0.363 0.55 0.73 4.149 0.195 0193 1.37 0.g2e 148 154 154_0.67 ,$47 0.65 0.73 0.164 1.33 003 0.56 1.77 0.376 0.926 154 0.56 0.351 0.55 0.73 0.160 4.191 160 1.29 1.315 0.55 1.77 0.390 0.925 la la 0,64 3..-.I:i '0; 0..189 14411 0.924 1.327 0.54 1,:76 0.403 1.26 0x54 0.72 0.165 172 0.52 0.3W 0.64 0.72 0.171 0.186 172 1.23 1.339 0.54 1.76 0.416 0.923 0.184 1lr$ 0.51 ciib 0.54 0,72 0.176 115! 1.19 1.351 0.54 1.75 0.430 0.921 4.17 154 0.50 0.383 0.54 0.72 0.182 0.919 {0-191 184 1,363 0.54 1.75 0.443 190 1.14 , 1.374 ; a.54-. 1.74 0.456 I 110 048 0.364 . _ (54 012 0.187 0.17a 0,917 0-176 196 1,1-1 1.354 0.54 134 0,470 196 0.47 0.359 0.5-4 0,71 0.193 0 914 202 0,48 0.372 0.64 0.71 0,198 0.174 20 '1.09 1,395 ! 6154 1,74 D 483 0.911 0.54 4.71 0.204 0..i711208 1.. 85 f 0.571 1.73 0.407 x7O8 0,45 0,375 1.1}8 0,906 1.D4 0.905 714 0,1+1 iQ,377 0.53 0.53 {J,71 ar?1 4.21}8 4.215 {}.186 4.185 141 1,415 0.53 1.73 0.5111 1.424 0.63 173 D.523 4x501 230 043 0.380 a 1.02 224 0.42 C- 0.63 611 x.220 0.1.2 232 1.06 1,434 0.53 1.72 0.537 0.897 Li. t 9 232 0.42 0365 0.63 041 O.22b 1.443 0.53 1,72 0.650 +6.98 0.603 23 0.41 -G311_7 58 0,1 1.452 033 1,72 0.563 0.553 0 71 0.231 20 244 0.96 0.889 0.894 244 0.40 0.396 49.1x53 0.94 1.461 0.63 112 0.577 0,63 030 0.237 X.92 0,91 1.4£0 0.63 1.71 0,560 250 0.39 0.392 !G,15O 0,63 0.79 0.242 250 264 0.879 0.874 0,63 0.70 0.245 1.675 0,63 1,71 0.6104 256 019 0.394 ciii'46 242 028 0.395 0,63 0.70 0263 0.143 262 1A86 0.53 1.71 0.611 0.869 0.89 288 0.37 0.396 0.53 0.53 0.70 0.70 0.269 0.264 0.88 0.86 1A94 1.502 0.63 0,53 1.71 1.71 0,630 0.644 1}.140 0,1 ae. 208 274 0.864 0.858 274 O.37 0 wl +7:80 0,36 0.403 0.53 0.70 0.27D 0.133 0.85 1,510 0,53 1.70 0.657 0.853 240 0.83 0.847 288 0.36 0.4D5 5,53 0.70 0.275 47.129 265 1.517 0.53 1.70 0.671 213 0 35 0.407 5.53 0,70 11.28i 1,525 0.53 1,7D 5.684 0-126 0.122 292 0,82 11.841 0.835 1816 0,34 0.402 0.111 1,532 1152 1,71} 0,597 D.52 0,70 0,286 29& 344 0,34 t411 0.52 0,70 0,292 O.11D 0.80 1,5540 152 1.,70 0,711 104 0.829 1,547 4.52 1,70 0.724 310 0.33 0.413 a662 0.74, 0.297 0.115 3:10 0.79 0.823 a52 0.74 0.303 315 1,554 0.62 1.,69 11737 7/10 0.33 0.414 0,112 0.77 0.818 3,2x1 0.32 0.414 0.52 0.70 [1.308 0.108 3 3.561 0.52 1,69 0.751 0.76 0.81❑ 0.52 0.85 0.314 0.75 1,567 0.62 1,69 0784 124 334 0.32 0.32 41.Ait 0.420 0,104 324 334 346 0.803 0.796 D.52 0.69 0,319 0.101 &097 0.74 1,574 0.52 1.69 0.778 340 0.31 0,422 D.52 0.69 0,325 073 1,581 0.52 1,89 0.701 0.790 0.52 0.69 0.330 0-093 3441E 0.31 0.473 346 0.72 0.71 1.587 0.52 1,69 0.804 0.783 0.776 0.52 0.64 0.336 0.089 352 0.30 0.42,5 352 1.593 0.52 1.69 0.816 366 35$ 0.30 0.42'7 0.52 0.69 0.3141 4:685 0,70 1.600 0.52 1,89 0.831 0.769 384 0.30 8..428 1.605 0.62 1.08 I 0.844 0.52 0.69 0.347 0-092 384 370 0,69 0.761 370 029 0.43-0 0,62 r 61.89 0.352 1.612 0.52 1,68. 0.555 0.078 i 0.60 0,75.4 Mod. FAAMhnr, 8tosrn Volume (guise ft, a 8,890 Mad. FAA MieierStotas:2e Vein (tublc ?LI 40„320 Mod. FAA Minor Winne Volume (icta4t) - 0.2041 Mod. FAA Major Stonrga Volume (acre-dtl • 0.0258 UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 235, Released January 2015 Broomfield D tention-FAA-5-Yr080716 hem, Modified FA& 8/14(2018, 8:57 AM DETENTION VOLUME BY THE MODIFIED FAA METHOD i Project: Discovery Compressor Stations Broomfield Station Basin ID: Tributary to Detention Pond with 5-Yr Release Rate Volume (acre-feet 1.5 1.6 1.4 1.2 0.5 0.6 0. 0.2 Inflow and Outflow Volumes vs. Rainfall Duration $ S 0 r oils.••••0•0 O+i 600. • 17 co 0 O 00 00000000000000 a 50 100 150 200 Duration (Minutes) 250 300 350 •-�.- Maw Storm *ftw What s-rMNx r Norm CtutS9wV0l11M 4 War slam Una Mows t Haar lam billow YS n. are WO* Storm ' Outflow Volum I lioiloctiWIPI $*se *MP. UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2,$$, Released January 2015 Broomfield Dslention-FM-5-YrD8D7143 xlsm, Morns FM 8/1412018, ?;57 AM SAMUEL ENGINEERING, INC. Discovery DJ Basin Field Compression Fort Lupton Compressor Station Pond Storage Volume Fort Lupton Compressor Station Interval Elevation,. Ft. Area, Ff Volumes CF Description 0,00 I 5018.87 0 0.00 113 5019.00 373 24,25 Micropool 0.33 5019.25 3274 480.12 0,63 5019.50 8143 1907.25 0.88 5019.75 I 14009 4676.25 1,10 501.9.98 VS/GeV 8405.62 1 18662 1,15 5020.01 19036 8894.0 5- r Elevation 1.38 5020.25 25160 14308.41 1.63 21040.66 5020.50 28698 1,88 6020.75 31865 28611.03 2.13 5021.00 I 36970.03 35007 35353 40335.88 100-Yr, Storage 2.2.5 5021 10 2.36 5021.50 40873 55872.90 Spillway 3.13 5022.50 I 50088 101353,40 Freeboard 5024.00 Broomfield Compressor Station 5023,00 5022..00 2 ))i, 5021.00 _ 5020,00 _ 5019,00 5018.00 20000 40000 60000 Volume, CF 80000 100000 120000 Calculated 08-10-2018 STAGE -DISCHARGE SIZING OF THE WATER QUAUTY CAPTURE VOLUME UV) OUTLET 810004140 meet Stat414ttt Bruit D: Tr __ Wry k Deftn9 n Fend crldnsiaatFataTt:.,nanrs.l.+ it a.t.6 ill Carrea4fn. Am 7; d2 *am * t*trrMtst d♦ tSt, El • 12tWet Oliotti al MCA asst them brews% portof Wan4 H - p 1144 Anew of babe par rat, ti • I Mal atoms■ bffirtath tnt h - &4u tries a darts of lawn, 14_ • ittb- SI* ol WI Ho Win O P+ d Made Tail. t3hilM &+ tas tin Willa► of slaty W •Hassi itch TMs to Main thop kirs ill 4 tmpta r d ■ Frit,y07010xtt � ' n# Disko1 °' 0 Q'ltste tr, 7_ 1a p tJ P 5e1 Ts A. a' % 'e' 'la �34r?2�4t'i 6 Amen fai� 4� 'Y a e 9 e 4 Q o n up Putiret I GO ■• s o99 y6 6 e ° 8is �,..,��• Waif Quay Cor"-m Yank wow 0.247 wlirttttd sods °�` 0 0 Da141 WIN Quay Catlin Yakima {WQCW) • a t40414,10 ° ° tanvn Wire MOW r 12'rm A * 1.21 Wl ■ 0.113 0044461 e. 4; a Oat am pH rew. Aa • a.63 Mari Ida. Tatraam-kg Wee N each tax blood on trrr Ent abate, Aa ■ 3.t33 sigma tdas Total opening arm In rack tcMM Beard an'a,.tAnp t ibeys, $t4 • Dam s#ara tall — r Z Pies tkia Vry etitttu}� t1uvw 1 Aar 2 Rath S Raw 4 gals 5 Rise Rafe 1 Rine 0 Rasta Ara 11 tt .Ea slam 11 .B=1,4 Pall Fns 19_ Rail Ta m t 2t Ram 33 Batt33. Eat 21 50!I`a71561it_?415*ItLial 1 i T 1 T .tae �� . II _�._ I_�� i 50111.20 Join . 5:IiO 4 5T a a.0005CLIP %G1� it "ice 1 trnl J. -a 11.0103C, bws — VS t Qr,GtjflrbecD > a. 4. �` &+t ors X10 '4 t?f �T6 �' 'aa rat;.r..cr..-..�.y�1. PM. r.>_ .'n 01.its d -I— e. 4.4415 V ---' 1.01 •"��1-.ark x 0WV' r ions c �y .TL`s �ayll R• W# 1R !tom 4,60 evil aye_ ouc1m 4- 221 WV Oil* W414. _ 04074) CO _ taw DASH. Ot0i73t0oat u �i, . all SCFt11.$� .. tk ,kin .� �CItJ}1 r I , 3f]? P 20 tow ppm By i _ _Deli =CO fl'.0iO2 60101 •rX I.__r tQZZ7e 0.LI1i'i Ck037# C --�-�. 6. VI ..�, MAI0 54405 oxen 4,0 I 410.11 m, • • At41#i O.4t740 � �.__ 0,41 101410 0.041% 0.601 0 ,.:..,.' Bnotrifild Delsttlait-FM-SY''riabro, WGCV V14(201 0.11:50 AM RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES Project: Broomfield Compressor Station Basin ID: Tributary to Pond X 4 o a` 'a..., o 4t 43 0 /? Ni I Siting the Restrictrr Plate 1ar_Clrculaar Vertical t Ices or I fia nut Water Surface Elevation at Design Depth PipeNertiri Orifice Entrance Invert Elevation Required Peak Flow through Orifice at Design Depth Pipavvertical Orifice Diameter (inches) Orifice Coefficient IFu1141ow Ceeacitv ICalcufetodi Full -flow area Half Central Angte in Radians Full -flow capacity Calc+u.lallon of Orifice flaw Condition Half Central Angle (D<Thetac3.1416) Flow area Top width of Orifice (inches) Height from Irma of Orifice to Bottom of Plate (feet) Elevation of Bottom of Plate Resultant Peak Flow Through Orifice at Design Depth Dew: WS r Elev: Invert c Qic Dia = Cc. _ ff Theta t Of at Percent of Design Flow w Theta = _ Inc 14.52 Ya #1 VertICSI #2 Vertical 5.021.60 5.018.85 1 3.24 16.0 0.62 1.23 &14 8.7 268% 1.32 0.42 Eiev Plate Bottom Edge = 00 s Width of Equivalent Rectangular Vertical Orifice Equivalent Width = 0.47 5,019.32 3.2 0.88 feet feel cis inthn sgft rod cfs rad sq ft cinches feel that ds Set Broomfield Deterrilon-FM-5-vro8071&.xlsm, Restrictor Plate 8/1112018, 8:57 AM Broomfield CS Pond Discharge Project Description Friction Method Solve For Input Data Roughness Coefficient Channel Slope Normal Depth Diameter Results Discharge Flaw Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type GVF Input Data Downstream Depth Length Number Of Steps GVF Output Data Upstream Depth Profile Description Profile Headless Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity Manning Formula Discharge ubCrltical 0.024 0400400 ft/ft 1.17 ft 1.25 ft 2238 1.19 3.29 0.36 0.61 0.62 93,46 0.01933 1.99 0.06 123 0.25 2.38 2.21 0.00463 ftals ft2 ft ft ft ft o ftlft ft/s ft ft fists ftl/s ft/ft 0.00 ft 0.00 ft 0 0.00 ft 0.00 ft 0.00 ova 93.60 cyo Infinity t$ This discharge does not account for any head pressure. maximum discharge of 3.24cfs controlled with a restrictor plate Bentley Systems, Inc. Hastsd Methods S tdtdtki f ltdwMa r Val (SELECTrseries 1) [08.11.01,03] sf1112018 9:54:28 AM 27 S lemons Company Drive Suite 200 W Watertown, CT 06795 USA +1403-756-1$86 Page 1 of 2 Broomfield CS Pond Discharge GVF Output Data Upstream Velocity Normal Depth Critical Depth Channel Slope Critical Slope Infinity 1.17 0.62 0,00400 0.01933 fts ft ft ft/ft ft/ft Bentley Systems, Inc. Hseatad Methods SolhdttlyffhterMester V01(SELECTserlee 1) [00.'11.01.031 8/11/20t8 0:64:28 AM 27 Siamons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-765.1666 Page 2 of 2 Broomfield 100 -''ear Spillwa Project Description Solve For Input Data Discharge Headwater ,Elevation Crest Elevation Tel I.waler Elevation Crest Surface Type Crest Breadth Results. Crest Length Headwater Height Above Crest Tailwater Height Above Crest Weir Coefficient Submergence Factor Adjusted Welr Coefficient Flow Area Velocity Wetted Perimeter Top Width Crest Length Gravel 27,.64 fris 5022.100 ft 5021.50 ft 6019I00 ft ..00 ft 28.69 0.50 -2,50 2,69 1.40 2.69 14.25 1.90 29.69 28.69 ft ft ft tais U ft2 ft/s ft ft Bentley Systems, Inc Heeded Methods SoR f $htwMaater 'O( (SELECTeerles 1) [08.11.01.03] 811112018 9:49:57 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 00706 USA +1-20346046n Page 1 of 1 Samuel Engineering WW Provide Solutions 8450 East Crescent Parkway, Suite 200 Phone: 303. 714.4840 Greenwood village, CO 80111 FAX: 3O3.714.800 .0 EXHIBITS 1. VICINITY MAP 2. SITE PLAN 3. FLOOD PLAIN INFORMATION 4. NRCS SOILS Si HYDROLOGIC SOIL GROUP 66 DRAINAGE PLANS - PREP -DEVELOPMENT, POST DEVELOPMENT TENT 7. D ETENIiON POND PLANS, SECTIONS AND DETAILS 9 a l__1___I 1 l l �_= I _____ tm _ ... i N.. 1 tit mr 1 SEC. 30 PI SEC. 29 No 'I 4 ry 1i la l ..,, r. 4CI M" -,...a2 -7n_; \ jvy a SITE%Feet • _ Gs ' s ,..., fr I II -OW ,seledi :091/4'''4 T J .f BIG e r hiT WCR4 1__L _...,,e,_ 1 __ .., 1 \IIN. U,lie yr 1\ SEC. 33 E -�'rr ) i SEC. 32 ii,..), I '►-‘‘nr\, , fi`` 1 i i "•n_ TI N a FORTH CT � � ), F 67W eis = 1 O S. sauna rr I I an �.t..i,. .'- car RI9COVE-We In Irmot�:�� k __ r rerun Vaal • ea I a-in-r.la I � — sa.e Pleat 1ot0O►ri''dtsa COI (f C+ thilifIrtril 4C#d?4 itilWe 1E4Q L'4s4�tIKPI CM I.anCAJ. vim MO 311172 . se i/rim, ux D * • te.I, _a a.. la oa a 'r Ma If g�t.aaAna- - - �-- r. MWI 1' _.. • (C.tlill'r'.&t@ - -_. _ a a &Nal at a lieT w:a:iautaasu t , rte r�.r.rIC MAW �a �{a�,.,.L..a S'WRYY& Engine*** w aasma a- IS .:..a u,..i - i 7 ` 11 41 .-.. _. :. , - . - A l �0 t. �_ .I.i i... ••t...11tO.d .t+'F w r •a!7 - `, Y�~Lt7I 1 VICINITY 1,-; Learrirraa LRa+ii� plasma .....at. srots Yr �' M!Ft•rict Onetri ta7. r.tkll14a11 j �.l� i �+W• �t.Aa}tM rn. trrrr�� ai.o errs a:euarr - ..,Y,k,+ya.r:u i.r aaJFaaw 1 PANEL 08001 0 025J eff. 1/2012016 AREA OF MINIMAL IMAL FLOOD HAZARD rune x' County Road 4 BROOMFIELD COMPRESSOR STATION PANEL 0850130050F eft 8/18/2004 BIG DRY CREEK I County Road IT County Road 17 courace Road 4 41? 1'251 40* 1' 3' j Unified Soil Classification (Surface) —Weld County, Colorado, Southern Part (Discovery Broomfield Compressor Station) to 3 Map 5caia:1'4 710 If prtrbx1 an A hodsc (11" )(SS) 100 2!'JO = Was 0 ?Att 403 000 pc flan: Wth Meltzer Comer ccor2la4 : WCZ384 Edge do: UTH Zone UN WG 84 sLw Natural Resources Conservation Service Web Soil Survey National Coopar'aflva Soil Survey seico to 7/2612018 Page 1 of 4 44!' l' 2r M 441° 1'3N Unified Soil Classification (Surface) —Weld County, Colorado, Southern Part (Discovery Broomfield Compressor Station) MAP LEGEND Area of Intense (A01) Area of Interest (A09 Soils Soil Rating Polygons IPA 1® 0 Ltd S r 1 El CH CL CL -A (proposed) CL -K (proposed) CL -ML CL -0 (proposed) CL -T (proposed) GC GC -GM GM GP OP -GC OP -GM GW GW-GC GW-SM MH MH-A (proposed) MH-K (proposed) MH-C (proposed) MH-T (proposed) ML IC Em 11 Li ML -A (proposed) ML -K (proposed) ML -O (proposed) Ml -T (proposed) OH OH -T (proposed) OL PT SC SC-SM SM SP SP -SC SP-SM SW SW -SC SW-SM Not rated or net available Soil Ratings Lines CH CL CL -A (proposed) CL -K (proposed) CL -ML CL -0 (proposed) ,r.�,.• CL -T (proposed) ISO ofreit SOP se. ova tisit SWAP etisi GC GC -GM GM OP GP -GC GP -GM GW GW-GM MH MH-A (proposed) filH-K (proposed) MH-0 (proposed) MI+T (proposed) ML ML -A (proposed) ML -K (proposed) ML -4 (proposed) PL -T (proposed) OH OH•fi (proposed) 4L PT SC SC -$M SM SP — SR -,SC ,. SP-SM SW SW -SC SW-SM * • Not raced or not available Soil Rating Points a a N a► a ■ a ■ a a a a I a a a a CH CL CL -A (proposed) CL -K (proposed) CL -ML CL --O (proposed) CL -T (proposed) GC GC -GM GM GP GP -GC GP -GM GEC OW -GM MH MI -f -A (proposed) a ■ a ■ a ■ a a • a a a a a 'a a a a a 0 MH-I4 (proposed) MH-0 (proposed) MH-T (proposed) ML ML -A (proposed) ML -K (proposed) ML -O (proposed) ML -T (proposed) OH OH -T (proposed) OL PT SC SC-SM SM SP SP -SC SP -Shit SW SW -SC SW-SM Nol raced or nol available Water Features Streams and Canals Transportation #-t4 Rails Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7128/20418 Page 2 of 4 Unified Soil Classification (Surface) --Weld County, Colorado, Southern Part (Discovery Broomfield Compressor Station) MAP INFORMATION one Interstate Highways Us Routes Major Roads Local Roads Rsckkround III Aerial Photography The soil surveys that comprise your AOl were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement a 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:3557) 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 I :54,GO4 or larger. Deta(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. 11 Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/26/2018 Page 3 of 4 Unified Soil Classification (Surface) Weld County, Colorado, Southern Part Discovery Broomfield Compressor Station Unified Soil Classification (Surface) Acres in AO1 Percent of Aol Map unit symbol Map unit name Rating 79 Weld loam, 1 to 3 percent slopes CL 76.9 91.5% 82 ley -Colby complex, 1 to 3 percent slopes 3.0 3.6% ML 83 Wiley -Colby complex, 3 to 5 percent slopes ML 1.0 1.2% 85 Water 3,2 3,5% Totals for Area of Interest 84.1 100.0% Description The Unified soil classification system classifies mineral and organic mineral soils for engineering purposes on the basis of particle -size characteristics, liquid limit, and plasticity index. It identifies three major soil divisions: (i) coarse -grained soils having less than 50 percent, by weight, particles smaller than 0.074 mm in diameter; (ii) fine-grained soils having 50 percent or more, by weight, particles smaller than 0.074 mm in diameter; and (iii) highly organic soils that demonstrate certain organic characteristics. These divisions are further subdivided into a total of 15 basic soil groups. The major soil divisions and basic soil groups are determined on the basis of estimated or measured values for grain -size distribution and Atterberg limits, ATM D 2487 shows the criteria chart used for classifying soil in the Unified system and the 15 basic soil groups of the system and the plasticity chart for the Unified system. The various groupings of this classification correlate in a general way with the engineering behavior of soils. This correlation provides a useful first step in any field or laboratory investigation for engineering purposes. It can serve to make some general interpretations relating to probable performance of the soil for engineering uses. For each soil horizon in the database one or more Unified soil classifications may be listed. One is marked as the representative or most commonly occurring. The representative classification is shown here for the surface layer of the soil. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff. None Specified Tie -break Rule: Lower Layer Options (Horizon Aggregation Method): Surface Layer (Not applicable) kiSDA Natural Resources Web Soil Survey all Conservation Service National Cooperative Soil Survey 7i26/2018 Page 4 of 4 -40+ rrS N 4G' V'TM TI:4 c N A Hydrologic Soil Group -Weld County, Colorado, Southern Part (Discovery Broomfield Compressor Station) 1 I 507700 Map Sc2iel 14710 r prhbeti en A landsepe X11" x 8S sheet Mks 50 100 Z O 500 Feel 0 200 400 900 12)0 Map pre jedion: tilleb Merotim r Comer dxnlinates: WGS84 Edge tIs: UM Zone 13N Y Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey t 6 i 600000 50a1R1 5U82DU 8304 ria 7/26/2018 Page 1 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Part (Discovery Broomfield Compressor Station) MAP LEGEND Area of Interest (AM) II Area of Interest (AIDS) Salk Sall Rating Polygons A MI am AID BID C Cate D 0 Not rated or not available Boll Rating Linea - A no ND sese ebe BID s C low 0/0 osis. D .+ Nai rated at not available Solt Rating Points ■ A ■ • • AID B B/D S O a MAP IN FORMATION c The soil surveys that comprise your ADI were mapped at 1:24,000. D/} 0 Not rated or not available Water Features Streams and Canals Transportation .4 Rails ewe Interstate Highway9 US Routes Major Roads Local Roads Background Aerial Photography i 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 OPL: Coordinate System: Web Mercator (EPSG:3S57) 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 aroa are required. This product is generated from the USDA -(SRC S 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, 20/15 —Oct 15, 2018 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background Imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 7126/2018 Page 2 of 4 Hydrologic Soil Group ---Weld County, Colorado, Southern Part Discovery Broomfield Compressor Station Hydrologic Soil Group Map unit symbol Map unit name I Rating Acres in A01 Percent of A0I 91.5% 79 Weld loam, percent 1 to 3 slopes C 76.9 82 i Wiley -Colby complex, 1 to 3 percent slopes B 1 3.0 3.8% 83 "i'iley-Colby complex, to 5 percent slopes 3 B 1.0 1.2% 85 3.8% Water 32 100.0% 84.1 Totals for Area of Interest Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (ND, BID, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (ND, BID, or D), the first letter is for drained areas and the second is for undrained areas, only the soils that in their natural condition are in group D are assigned to dual classes. usDA Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 7/26/2018 Page 3 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Part Discovery Broomfield Compressor Station Rating Options Aggregation Method: Dominant Condition Component PercentCutoff' None Specified Tie -break Rule: Higher us Natural Resources Web Soil Survey 7/26120/8 Conservation Service National Cooperative Soil Survey Page 4 of 4 1 i r_ [! t r USR1 S- 1" -, ID SROOMFIELD COMPRESSOR STATION DISCOVERY D3 BASIN FIELD COMPRESSION 6 sic " y i m 77 /.x590 CIVIL SITE PLAN ! i i . WELD LYr1.4f# RY, [Rh00 i d t - -- - - - — �. PARCEL N4 I.169290Mt45 ' I w . -- _ ---' �' nor Y8 li.ST.RiI:ll t ! d 11. &SA& 9 1' 1 ! 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I .1 try �saty,■_ .IIs;;.YV'p� =�r• �a pla:M�•rF_ik j` i 15'1 i�i,>!'! T r v J r- - ,4 s..L11 �i� E l ra �. y t�!' 4i 4Q �I it r I0 111 AukibLr q I N�pL �� Irt• Wir, A r 1. tad O a AILL - Ot, Qi.11 LICQ� 'f OW —STO9 W1 N 1 7N rl7 � n i S ,r - •-iir tuna Kan I .,yri . I rani" 14� ggl77S11� ,br '�' atom r - MToatavcTO rrr PE r SEa,FE WET?' BASKET EE IWE E4 KATE °t'iI,TE AW)SM E tiI _ }1IV 1H F Jitc P ILii'1'Irokal rt aI o}II (J1t aF alit'al]$t13,d' � r n17F eMr'_ irl■ di4�1• WY I* V .r..ltl. moll . - al, SCRIM nASH mix ATTACHED ar igMµ liflW►�1^*7"` i....� 66'_T71SG 1L` SfE ELI cry�.^.r b M1 OScaiff.i3 awkLt t-�ii� #'�tt�L'� CIiiFldii,�li 01) + ." Pal t SPILL 4 i 1, r. ! FAY rIW I 3 n.9 . �i�nndn n HOLES t, LIla t!f7N1�1—�� ° I N 1 it. PS7 72 *AKICV cairicE i iq 1 ,t�►�IIF499'1-'{" E 3 7 4.C$ It (kit ! A $ M twigjt4 N 1: a t��• MUM N. ild+Pa.QD S JO 66r��h�eih '1 � — e0. - 91ir•i2 e 9$ t I i "' Q7 i1�1`It'FS ■ I SPIUWAAt1LPeTLII 46X ® STslL 4U Fa't . POIWID Th1c Eah�ErE Est ■r Iris b01TWf AN: SJCa OF pf -.• JIM N I Ha ll . dF,;F� c�� O7lh�liy : own_ 2�`LII►.� Oq*AAp m r l r l4I o OMENL • H. lads t % ar ay r a minI art � A 8tln! d+lhtft, r 'lent ' , ` tA11LriAS OM I ett--p • M 'n. x *+4 a J M A 1Q A 730 rats s 1 _ 7M T 4 (� y r ■_ • . 7 ,L_�Jy a 7 J �.IS AlI Mi1,1 QiS1i51tic t` s,v=• H 4. I f _ y Y II ... ugh I i- 9 r �} "-.-- -- r 1 4n 2,14 .r !Al- lulillVM .. %n IirNCRII1I rOrt CPO MCC Mtnal . .02 • 1 r; 11;0 1, ��t Q C�„_�. i 3 tiinha6, ii, 7 ' L YYpil _� .4i .!!! b r tY . i1 ( 1: ill POND OUTLET � �" .ir, sECTIDN OVERR.OW fifAf� — � _�«- [c �a�lN - EMERGENCY SPILLWAY -- _�.r ` -:silt !I 7, j ! , �! _ =r _ �� srltAfr�trMTtMi - _ . E.7. f a _elk itLn- i. sins + r j � ., ' !1 }'hr tnfro SI'M OUTLET St OE MO ROO le** :ad mow sorrow hyirh,iQi{a�pi Well 5i i was it sl w..dm a I �F S■■r N �' na? PaSP N - _ . Flr► sQL CrIPEk a ,H4 I �44l 1►t Mi WWEO SEE: NP' i r M asa. i 134 i .1 ,nsro.fnurF II Cfw CvFir 1,4%. WIWI 19_.�.� . �"Sr Y !WKS LAP i IPT'nockegIL -4C 'ran � As Fes' !IQ ItO MAN ,•! � �iOF STRUCTURE t Immo Pe AP11.77 }OOL INN MR ,•i .6YiI.A 6!►'54it1lIli�,''"� i�� 4= "LP, 'Pi Wen i brQ►S 5+�2i�S4 TOP of i(kY Et '1 11.1■ r w, 4• la • S.4'■1 r ��Ir I _ IIIN P, �r�MRl5LfE0 �l�Qy6'tYl� hl ■' 'kit) �r41rk+F+F on. f— 1 I° r 1 41gAA f#iTL LaatFILL WIPP �p , OP • airsi s+P r_$Q2�CCI. PM 1 C of tlI*l Erie G+ARIuiD B i 1 ';,yl iri fie tltti EI. i1�Iii1 QTitilkify . - Qr�QFf�}AolwinD. •� - p jCQ� Qiu.v K} Imo}. Iii, I. i l amiss ii frp+ �*p'1 y ICI SECTION E.1'1Ea'3EA'LL.y CVEI& LWA' •_ .._ i• A, 4 341 ■ } d- 1 at .. a LCW SI::./3 - woe Nu 44 ry'F1aa.0 ..��- arm .f�A"1?,i tun 5` ) i t:s. I� p�R.t PIFi� rr•°' tRwf ■T7 PIS OR6I ° tall Otfi;�� .. i�I+ofn'•°`rrott 811 A�` A 2 %IS Pi 441144 We �WIIAfI'≥oQ3f?r �, ' �- s • PO - A i-• -s r2•3. .a 7 t nit& WMPAPe +t SLIT at" KAMM UAW sorristorti him slim torsi r* Er TVA $cp l A WQICv Oki PLAN f • FLOW l is t D ire - DETENTION POND -OCJTLUET sTR.UC•Tist N �aII 4 0 *•w..r�� - r I+•.° ra'■1 ■■ {7''OS . ra. QI1UflW}F'pil fMil i w.. a-.L1.1i:1'! x4.`'411 �y,(tr S*-ww*{[1l Iq�. LFF3 * *is_ RI �7�'�+k1'-LA �°�'I'n4QS5,%?■ 61■T1�W PrJG YQJF+91HFf�-1DCOIPf1GSLF3N i III ws'■` y� �� .. -`....—__-- 1. ea-islatia rr - r4-NII 1—_ _ wrn, WS&iet OP hrElat. w�..:q^.'.A c ° or Y net • - - Mr : WWII -I �i. Sa rimy' Eftpl�ae111'19 CM L DETENTION POND SECIINIFS A DETAILS }iI_ r■ '00ie•rA�a .K#y° - I i ••—• ( f i i i, aY..14 4 .1 Si ! ii d.t 1 __ ,.. _ • - - - Yr9f\. .3i W _..r __ rr A - - ri USOM 0249; As.m . �.�,.- ltMti_ LWi.A1L1LL: °�° .i• .2><. t 't- s ildirgbs■ ■A■I}AP■r — � � C I t 1 C 1 H • I it -fl 41/45 AZ h[ li I t 1 h • F a 1 l I I II 'r a a 6 M • • +5 sosa i HE I. TOrSC SCOW"? MOMClP f1 Y OE>}14t�h65�.5SA 51•WROW, IS LIX1 H*TtD "M1 UV THE SLVIIHEAST Cf SECT] Ta'mt5H 0)1 #NORTH, RANGE ,;- .w I " al 41 •I d1 �� 'i LM 4N 24, rP 67 WEST, dl'11 1 r•TheiE . SEaitlaH, WWI C4unx, S{K. ?hd)D. N J Illt4 mi IitsklAl'e Me?'iaYttr PirlIf legmlily 'l�mtita:� i*Er N3oro rlCiAiJaLNi+ Csit et I f. ' LEGEN D I ' i ms Oa t4UMSER. ita'f ' ,,s C:1111 WNW cotrilC[ENT o .. ; Iv dJu AREA e 4 LI00 RI F CCIEFPICI1ERIT 7:1:1- a4 i - - f' , 3.:K .1 . ` -. I I i I • 9 raft 111KD r7 - ff"f .. a , i OF U1l�I FiIl1i']eafjileNi: 3.txlfT� r1.� �4W eINC-C►14N PES1G'i141}4N G b, A ;��SI4 #ai c ell'ti ... I it II e HINQ0. FLOW DI RL'LT[DN DESEGYATHJN MG Kilda C NTDNNI {i.l[1.5j a 1. -ti ��1'-t.- ~`-� !I I Ll1 FT 1WTlhiiil.) L7-1SF]''+iDesalt coNTDVR tu545) 'irbka a} FJJ ia tilms •, °r e, ' 110 FT !SAW • e e �- a r ,i .' II 1 b. t t'? la Diakil AIMS tilliraiatt .. ._. c'1T'n. r ! 1 I t. DEEM AREA (11j700 a .._.ssr-. ry� -,'`� -=.1 �-.:_n .. .. Y N.la re 19, ii I �Ra e i„ ��pY or CO lSh _81di --ti --= .y b K,y[s, bra baba. ! I al Ca tarn' al r - ers ♦ r , T � CT i 4 i e a'i warf i1 1L _"� . - !'3't 1ep1i� - -ten • -� ` ! - S� u � a te .s.a %�1 ...-.7.. . a y � � _-_ . -. - - Y .. .... � i-1 f 1 1 ta f1. ire l a' 1 1 T� � _ rl7 �' T S b r f Not For Cons b'ualon e �C �....,. 4�e, l� n7111 ■ Aar_ ler, isc snr. MELD'Mani r, Call SK= wog eri4r-r w �r.e�- set bra Dia ;� ay ai, 4i AIa11�da111LU IJdM! ltSGbl1Q1 Iw&ti i 0,6 Man Mar at. �INtAGE elAilHwap 3P3i3Z s ta. nor rao r +-r icitya F^ - aga.ia-.a a. — — DOAWI1#.rill aWI=+a«1ryE'� File�iaalaY.M"'lF is ■-• '� �� i� s • :i'� _ aa-,P,Y an is oaPPe aaP� r...u..e I 'JI • If 4 I i 11 it Y a r.. '-e —:� �r�-�E-�1� F; -. .rrss► +" -.. a �:..��: alai Milli illit, r'-4-e16T7 .u.e.ow■a waa. ;, a4Aw .Ii iill Oki .... DRAINAGE REPORT REVIEW CHECKLIST Project Name: US R18-0106 Discovery Broomfield 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 (Ec = complete, ❑ = required) Stamped by PE, scanned electronic PDF acceptable Certification of Compliance — needs to be stamped Variance request, if applicable Description/Scope of Work Number of acres for the site Methodologies used for drainage report & analysis Design Parameters Design storm Release rate ( URBANIZING or NON -URBANIZING • Overall post construction site imperviousness I Soils types Discuss how the offsite drainage is being routed Conclusion statement must also include the following: LI xl xl X X x xi Indicate that the historical flow patterns and run-off amounts will be maintained in such a manner that it will reasonably preserve the natural character of the area and prevent property damage of the type generally attributed to run-off rate and velocity increases, diversions, concentration and/or unplanned ponding of storm run-off for the 100 -year storm. How the project impacts are mitigated. Construction Drawings ElDrawings stamped by PE, (scanned electronic PDF preferred) Drainage facilities Outlet details 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: xl xl >1 1. This site is in a non -urbanizing area so the 10 year pre -developed historic rate can be used to calculate the allowable runoff. This is not required but is an option. 2. On page 5, section 4.0 A. General Concept 4. Mentions that the subbasin will drain to the southwest portion of the site and that the pond is on the southwest side of the site. I believe this is an error and both should say southeast. 4/11/2018 Weld County Department of Public Works' Development Review 1111 H Street, Greeley, CO 80631 I P h : 970-400-3750 I Fax: 970-304-6497 www.weldgovscomidepartments/public works/development review/ DRAINAGE REPORT REVIEW CHECKLIST 3. On page 5, section 4.0 A. General Concept 5 states that "Since all flows from the major basins do not impact the compressor station site these flow are omitted from the remainder of the report." This is a confusing statement. Please clarify if it refers to the off -site flows or what basins it is referring to. 4. The typical swale design page uses a O of 23.1 cfs — please clarify why this O was chosen and where these swales will be on the site. 5. Please submit drawings digitally. The submitted versions are fuzzy. There may be future comments on the submitted drawings as the drawings in the first review were too difficult to read. 6. 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. 7. 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 Worksl Development Review 1111 H Street, Greeley, CO 80631 P h : 970-400-3750 Fax: 970-304-6497 wwww.wweldgov.com/departments/public _ works/development review/ Document St: Revision ##: 11. Revision Date: 06/26/2018 DISC o VERY MIDSTREAM PARTNERS Document Name: Stakeholder Communication Plan Location: Discovery Compressor Station (unoccupied DISC �V RY Communications Unoccupied Discovery Plan MIDSTREAM PAPTNERB Compression) reating Station: Document #: Revision #: 140 Revision Date: 06/26/2018 DISC 6 V RY Document Name: Stakeholder Communication Plan MIDSTREAM PARTNERS Location: Discovery Compressor Station (unoccupied) TABLE OF CONTENTS Purpose •+.. t.. t.4., a 3 Scope 3 Definition •bait/• ti•t#.!•! 3 Responsibility•1 Guidelines*.,•i. a eauJ f'4 • •••i • • • ai'••a t•••••• •••f y:r • i Document Management Log i 4 i ll4 t• 4 4400 ••fee#it•#it#s044••E#a••4•#aa4•4,aaa•a■ •••••••I•••••4414 444 3 3 5 Page 2 of 5 Document #: Revision #: 110 Revision Date: 06/26/2018 Stakeholder Communication Plan DISC A VERY MIDSTREAM PARTNERS Document Name: Location: Discovery Compressor Station (unoccupied) Purpose Ensure the dissemination of information to stakeholders through periodic communication with neighbors, tenants, property owners, Homeowners Association(s) located near Company facilities subject to Special Approvals, Covenants, or Land Use Agreements. Scope This document details the methods, types and frequency of communications to affected stakeholders receiving emails about facility -specific activities. Definitions Stakeholders shall mean any adult tenants, property owner, or member of a registered Homeowner's and/or Neighborhood Association immediately adjacent to an above -ground Company facility boundary, fence, or property line. Company shall mean Discovery DJ Services, LLC, the local operating company of Discovery Midstream Partners. Responsibility The Company's Director of Operations will have the overall responsibility for ensuring that this plan is implemented. Guidelines 1.0 Methods of Communication • Discovery DJ Services, LLC will maintain a Company email address to facilitate the communication of useful and timely information. • The email address is takeholder @disc.overvrnidstrearn.com, and will function as a distribution list monitored by Company -designated personnel. To receive notifications or announcements regarding relevant facility information, Stakeholders will submit the following information annually via the email address above: O First Name, Last Name o Physical Mailing Address a Contact Phone Number O Stakeholder Email Address • To cease receiving future communications from the Company regarding facility information, subscribers will be asked to send an opt -out request to Discovery Midstream. On receipt of such a request! the subscriber will be removed from future communications. Failure to annually submit or resubmit the information above will also serve as an opt -out request. 2.0 Information Types and Minimum Communication Frequency • The following routine information may be communicated to stakeholders: O Planned activities such as facility -wide shutdowns or emergency drills, O Major maintenance activities requiring power outages or road blockages, Page 3 of 5 DISC MIDSTREAM 6 VERY PARTNERS Document #: Revision #: 1.0 Revision Date: 06/26/2018 Name: Stakeholder Communication Plan Discovery Location: Compressor Station (unoccupied) t' • In the event of an Incident or emergency requiring on -site support from Emergency Response personnel, the following information will be communicated to Stakeholders following the departure of Emergency Services Personnel: 0 Date and time of emergency response O Nature or description of emergency response 0 Duration of emergency response 0 Date and time of restoration of normal operations • In the event general or specific questions are received via the subscription email address, an individual email response will be sent within 3 to 5 business days of receipt. General or specific questions, and answers to such questions may be periodically published to all Stakeholders. • Every effort will be made to provide responses to general or specific questions in a timely manner, however, responses will not be sent to communications received which contain any of the following: O Vulgar, rude, or threatening language O Obscene imagery or images Inappropriate file attachments O Suspicious links Page 4 of 5 DISC MIDSTREAM 6 VERY PARTNERS Document 4: I Revision #: j to 06/26/2018 Revision Date: I Document Name: Stakeholder communication Plan1 (unoccupied) Location: Discovery Compressor Station Document Management Log AUTHORS This document was prepared by: Name Title Compliance Manager Asset Phone Email VERSION HISTORY / CHANGE LOG REVISION RECORD APPROVAL SIGNATURES Version Date Version Noe Description of Change I Remarks �` Name f Revising PartyF Approver Signature draft Initial Draft and Review N/A N/A 07/04/2018 1.0 Incorporate application final edits for submittal Norton 1 'Itilk 4 v v r r a nt Page 5 of 5 Document #: 11,0 I 06/26/2018 1 Revision #: Revision Date: 1 DISC. VERY MIDSTREAM PARTNERS Document Name: Decommissioning Plan Discovery Compressor Station (unoccupied) Location: Decomm1ssio'ng Plan D.SCAV RY Unoccupied Discovery MIDSTREAM PARTNERS Compression) teat' ng Station Preamble Discovery DJ Services, LP (Discovery) is committed to minimizing impacts from current and future operations. In the development standards for unoccupied compressor stations, the Weld County Board o►f Commissioners requires an orderly decommissioning of the facility. Such decision to decommission is only expected in the event long-term sustained site operations cease economic viability, as determined by the operating Company. Where a development standard states the following: "The applicant shall maintain compliance with the approved Decommissioning Plan." Discovery, as the operating Company, has developed this Decommissioning Plan to achieve such compliance through a combination of applicable equipment and structure removal, engineering measures, and site reclamation procedures specified by the COGCC. DISC A VE MIDSTREAM PARTNERS Document #: Revision #: 1,0 Revision Date: 06/26/2018 Document Name: Decommissioning Plan Location: Discovery Compressor Station (unoccupied} TABLE OF CONTENTS Preamble r 4 4 i 4 444444 4 4 4 5 4 4 3 a r 5 4 545+ 44•4 a 44161. 4 a 444464 14 s. a 4 a P. a a .�• Table of Contents 444+44614 44444+44.44004 4444444+100 4 4 4 4a04+44•4 & a• 14 14 14■ Purpose se ....■■a.■.s..■*454+44 444 44 a•4+5.44 4144 a •✓ti Scope 4*.4M.*M44.44Fa*P*4■*a.a a, I. P a r a a 1414. a a 1.4404*11.4 . 40 m * . e .. ... a , * 4 4440404441. 4 * 4 * * a *44440 * t 4 *4 RR+*a 444 ,. 1 a. R a. P r r• r. a 14 14 r a.. e r a. r• .. r■ 1414.. 2 3 Definitions 3.4414144141 ** * a Responsibility ibilityy men ra.+.is#i••tilt 44.6i4444 4414+i+64ii44554+4.51P4?4.a44aa.SP.s..aaaaaw •..*a 3 Guidelinesr ra0orrier • amil•It a ***** evilithiliiiiiirrie4ilt4F55549F55i444444•• .41 n:a....r I t 3 Document Management Log aimiile4-:1555+4•F554444444+545i4.455 4**4 a.*sea a.: Document #: 1 Revision #: 1.0 Revision Date: 06/26/2018 DISC VERY Document Name: Decommissioning Plan ►,a 9 LL , r AM PARR rqL Rs Location:Discovery Compressor Station (unoccupied) Purpose Satisfy the Condition of Approval addendum to Weld County Use by Special Review (USR) requiring County review and approval of any/all unoccupied compression and/or treating facility Decommissioning Plan. Scope Upon review and approval, this document identifies the minimum acceptable conditions for complying with the referenced Development Standards developed as part of the Weld County USR process Definitions Company shall mean Discovery DJ Services, LLC, the local operating company of Discovery Midstream Partners LP, their affiliates or successors. Decommissioning shall mean the removal of an obsolete facility or site from active service and the return of land conditions to a reclaimed state. Site Reclamation shall mean soil stabilization in such a manner as to minimize erosion of disturbed areas to the extent practicable, including but not limited to such disturbed areas being ng built -on, compacted, covered, paved, or provided more than 80% native vegetative cover. Responsibility The Company's Vice President of Engineering will have the overall responsibility for ensuring plan implementation following the Company's decision for complete facility Decommissioning. Guidelines 1.0 Company Decommissioning Plan • The Company will ensure aboveground piping and equipment are depressurized, purged, drained and removed from the site. • The Company will ensure below grade piping and utilities will be drained, purged, capped and abandoned in place. • The Company will ensure aboveground structures and buildings are removed from the site. • The Company will ensure concrete foundations and screw piles that protrude above ground are cut to grade level and abandoned in place The Company will ensure paved sidewalks, roads, and secondary containments are removed from the site. • The Company will ensure fuels, lubricants, chemicals, and wastes are removed from the site for reuse, recycling, or disposal by a licensed contractor. • The Company will ensure electrical systems are de -energized; and above grade electrical equipment, panels, wiring, and conduit are removed from the site. • The Company will ensure below grade electrical conduits and duct banks are capped and abandoned in place. • The Company will ensure Site Reclamation through the re-establishment of vegetation using native grasses in accordance with local and/or State guidelines. Document 4k Revision # : 1.0 Revision Date: 1 06/26/2018 Decommissioning Plan DISC 6 VERY Document Name: MIDSTREAM 7 `' PARTNERS Location: Discovery Compressor Station (unoccupied) Document Management Log - - AUTHORS This document was prepared by: Name Title Compliance Manager Asset Phone Email VERSION HISTORY / CHANGE LOG REVISION RECORD APPROVAL SIGNATURES Version Date Version �► No. Description of Change / Remarks Name of Revising Fart +g ' Approver Signature draft initial Draft and Review N/A N/A 07/04/2018 1.0 Incorporate final +edit. for Norton - 'i as . cation submittal IRevision #: Revision Date: 06/26/2018 DISC o VERY MIDSTREAM PARTNERS Document #: Document Name: Location: Noise Mitigation and Compliance Plan Discovery Co mpressor Station (unoccupied) Noise Mitigation Plan DISCAV RY Unoccupied Discovery MIDSTREAM PARTNERS Compression! reating Station Preamble Discovery DJ Services, LP (Discovery) is committed to minimizing sound impacts from current and future operations. In the development standards for unoccupied discovery compressor stations, the Weld County Board of Commissioners imposed a residential sound limit on the facility, to be measured at the property boundaries. This sound limit is based on current zoning for the development area. Changes to applicable zoning and sound limits associated with land use designations require approval by Weld County. Typical Development Standard language states: "The facility shall adhere to the maximum permissible noise levels allowed in the applicable Zone District as delineated in Section 2542-103, c.RI ., and comply with the Noise Mitigation Plan, as approved." Discovery has developed a sound mitigation plan that will achieve such sound standards through a combination of equipment and engineering measures. DISC MIDSTREAM ' ' VERY PARTNERS Document #: Revision #: 1,0 Revision Date: 06/2612018 Document Name: Noise Mitigation and Corn pliance Plan Location: Discovery Compressor Station (unoccupied) TABLE OF CONTENTS Preamble kk,1k.1 1 Table of Contents b.PI* ,9 Purpose vslaineiteafra+OO4._ 4 • 0 44i VP 3 Scope ... •r a ... m. t .. 4 - 'r i +-k i i f 4 i• @. y f a +s a y a 9. ••. s ue n �... s■ ..... u• .. s ..• w t 1. 9 -.ti w.i t i i d 44 1 4 i e l+ f f f/■ 1 4_ Definitions li.ilfa! 3 uI• Responsibility i1ftlif P Wee PP Guidelines ..i.,Y1k•!•4 Pee PPP 3 Document Management Log 444 +P • •***11i.+.ea • •99.e r fde1 iki9+4iys.■ 5 3 DISC. 6 VERY MIDSTREAM PARTNERS Document #: Revision if: 1.0 Revision Date: 06/26/2018 Noise Mitigation and Compliance Plan Document Name: Location: Discovery Com.pressorStation (unoccupied) Purpose Satisfy the Condition of Approval addendum to Weld County Use by Special Review (USF() requiring County review and approval of an unoccupied compressor station Noise Mitigation and Compliance Plank Scope Upon review and approval, this document identifies the minimum acceptable conditions for complying with the referenced Development Standards developed as part of the Weld County USR process. Definitions Company shall mean Discovery DJ Services, LLC, the local operating company of Discovery Midstream Partners LP, their affiliates or successors. Noise Level Limits shall mean the maximum noise level limits referenced in applicable USR Development Standard, and applicable to the facility based on the zoning. Pre-existing Non-compliance Location shall mean any on -site location identified and tested by the Company, prior to the commencement of site construction or facility operation, and documented to be in non-conformance or out of compliance with the existing Noise Level Limits. Stakeholders shall mean any adult tenants, property owner, or member of a registered Homeowner's and/or Neighborhood Association immediately adjacent to an above -ground Company facility boundary, fence, or property line. Responsibility The Discovery Operations Director and Facility Manager will have the overall responsibility for ensuring that this plan is implemented. Guidelines 1.0 Company Duty to Comply Per CURS ect i o n 5-12-103, and referenced by applicable USA Development Standard language, based on facility zoning; • The Company will comply with applicable Noise Level Limits for site construction until such time as normal facility operation commences. • Between the hours of 9:00 p.m. and 7:00 am., the Noise Level Limits shall not be exceeded by more than ten (10) decibels for no more than fifteen (15) minutes in any one -hour period. • Following new facility commissioning, but not later than twelve (12) months after startup, the Company will commence initial sound level testing to monitor compliance with permissible Noise Level Limits. Following initial sounds level testing, the Company will commission sound level testing to be performed annually, but not to exceed 15 months, to monitor compliance with permissible Noise Level Limits, • Document #: JRevision #: 1.0 Revision Date: 06/26/2018 DISC 0 VERY MIDSTREAM PAR1 NERS Document Name: Location: Noise Mitigation and Compliance Plan Discovery Compressor Station (unoccupied) • To ensure consistency, Noise Level testing will, at a minimum, include previously tested on -site locations for which data was collected. Annual Noise Level Limit testing will take place for 72 consecutive hours during normal site operations* and be performed by an appropriately qualified 3rd party consultant experienced in environmental noise control. • The annual sound level survey commissioned by the Company will be prepared by a qualified acoustical consulting firm having at least five years of experiences in noise control engineering and environmental noise analysis. • The annual sound level survey commissioned by the Company shall employ Type -1 sound level meters to be calibrated prior to and immediately after use in accordance with American National Standards Institute (ANSI) Sal.40 • All sound level meters will be programmed to record A -weighted, Leg sound levels. The sound level meters are to be deployed at a measurement height of 4 ft. above ground and employ the use of windscreens in accordance with ANSI S12.9. The sound level meters are to be deployed at locations in accordance with Section 14-9-50, Al2 of the Weld County Noise Limits. Except for excursions associated with documented Pre-existing Non-compliance Locations, the Company will identify and undertake corrective or mitigating action (s) in the event that a determination is made that the applicable facility is in violation of the reference noise levels. • In the event of a documented noise complaint from a Stakeholder, the Company will coordinate with appropriate County personnel to conduct appropriate sound le ei surveys and/or investigative measures. Document #: Revision #: 141 Date: J 06/26/2018 DISC MIOSTREANI A''ER` PARTNERS ' T' Document Name: _Revision 1Noise Mitigation and Compliance Plan Discovery Compressor Station (unoccupied) Location: Document Management Log AUTHORS This document was prepared by: Name Title Compliance Manager Asset Phone Email VERSION HISTORY I CHANGE LOG REVISION RECORD APPROVAL SIGNATURES Version [fistsNov Version I Description of Change I Remarks Name of Revising Part Approver Signature draft Initial Draft and Review N/A N/A 07/04/2018 1.0 Incorporate final edits for submittal M Norton dALLa DISC o VERY Broomfield Compressor Station Weld County Stakeholders Neighborhood Meeting Notice Details June 12, 2018 5:30 - 7:00 P.M. Hampton Inn 992 Platte River Blvd Brighton? CO 80601 Purpose Discovery DJ Services, LLC is holding an informational meeting for the community to discuss the Broomfield Compress Stations The proposed compressor station will help transport natural gas within Discovery's gas gathering system. The project site is located between County Roads 15 and 17, and between County Roads 6 and 4 in Weld County. The site will cover approximately 10 acres with the facility itself contained to approximately 4-6 acres Discovery is holding this meeting to inform neighbors and landowners and to seek their input prior to submitting permit applications with Weld County. This will be an Open House style meeting with experts from different groups across the project. We hope you can join us to provide input before we submit our applications. Construction is expected from late 2018 through early 2019. Contact Information If you have questions or need any information before the meeting, please feel free to contact: Lito White lito@discoverymi d stream .coon Parcel # 146920300025 146920300028 146920300029 146920300031 146920300033 146920400007 146920400010 146920400011 146921000012 146921000013 146928200002 146929000045 146929200003 146929200004 146929200004 146929200040 146929200040 1469► 9300002 146929300005 146930000046 Owner Info Broomfield omf ressor Station Ma illn Kenneth & Martha Quenzer Hal Howlett & Amanda Gud Caries & Tan a Lee ' er Timoth & Janice Totems Timoth & Melanie Totems Michael & Heather H'athawa Michael & Heather Hathawa Richard & Be Roos EL Coloardo View LLC Dennis & Lois Po. sensee EJ&D Farms LLLP D&C Farms LLLP Kevin Duncan Warren MeWhinney cio Kevin Duncan Weld Farm Inc ERN LTD Partnership c/e Ernest P Zariengo Darrell Johnsont Frank Family Trust Edward & Irene Seiler XTR Midstream LC Address 7193 Coun Road 6 7439 Coun Road 6 7253 Coun Road 6 7173 Coun Road 5 7153 Coun Road 6 7673 Coun Road 6 7813 Coun Road 6 3525 Colorado Blvd 2044 Count Road 17 2034Coun _.Road 17 8709 Court . Road 4 16709 Coun Road 4 913 Che enne Bt!. 7172 Coun Road 6 913 Che enne St 2550 E. Flora Pl.. 2492 Coun Road 11 1596 Court Road 15 7379 Coun Road 4 370 17th St., Ste 5300 List QIN Brie Mon Bri hton Brighten Bri hton Bri hton Bri * hton Bri s hton Dacono Bri . hton Bri • hton Bri • hton Bri hton Golden Bri •hton Golden Denver Erne Brighton Bri • hton Denver State Co Co Co Co Co O Co Co CO CO Co CO CO CO Co O Co Co CO 60603 8931 80603-8934 80603-8934 80603-8931 80603-8931 80603-8934 60603-8934 80514-8508 80603-8910 80603-8910 80603-8901 80603-8901 80401-1038 80603-8932 80401-1038 80210-6826 80516-8201 806034940 80603-8960 80202-5653 reCcOti ea 7 h v DISC 0 VERY Broomfield Compressor Station Neighborhood Notice for Landowners Purpose Discovery DJ Services, LLC is sending out this notification to inform you that we have relocated the site of the proposed Broomfield Compressor Station. The proposed compressor station will help transport natural gas to Discovery's Gas Processing Facility. The new project site is located .50 miles east of the original location, as shown on the provided map. The new location is west of County Road 17 between county Roads 4 and 6. The site will cover approximately 10 acres with the facility itself contained to 4-6 acres. Discovery is sending this notification to inform landowners, answer questions, and seek input during the permitting process with Weld County. Please contact Lito White with any questions or comments. Sincerely, Lito White Project Engineer ► to i cc r rfi d_ r m �com Broomfield Compressor Station (Old Location) Mailing List ' - Parcel K Owner Info, , ddress City State gia 146920300025 Kenneth & Martha Quenzer ' 7193 County Road 6 Brighton CO 80603-8931 _ 146920300028 Harry Howlett & Amanda Giderjahn 7439 County Road 6 Brighton CO 80603-8934 146920300029 Cartes & Tanya Leeper 7253 County Road 6 Brighton co 80603-8934 145920300031 Timothy & Jancie Totems 7173 County Road 6 Brighton CO 80603-8931 146920300033 ' Timothy{ & Melanie Totems 7153 County Road 6 Brighton CO 80603-8931 146920400007 Michael & Heather Hathaway 7673 County Road 6 Brighton CO 80603-8931 146920400010 Michael & Heather Hathaway 7813 County Road 6 Brighton CO 80603-8934 146920400011 Richard & Betty Roos 3525 Colorado Blvd Oacono CO 80514-8508 146921000012. EL Cotoa View rdo LLC 2044 County Road 17 Brighton CO 80603-8910 - 146921000013 Dennis & Lois Poggensee 2034 County Road 17 Brighton CO 80603-8910 146928200002 D & C Farms LLLP 8709 County Road 4 Brighton Co 80603-8901 _ 146929000045 D & C Farms LLLP 8709 County Road 4 Brighton CO 80603-8901 146929200003 Kevin Duncan 913 Cheyenne St. Golden CO 80401-1038 _ 146929200004 Warren Mewhinney do Kevin Duncan 7172 County Road 6 Brighton CO 80603-8932 146929200040 ERN LTD Part:ernship c/a Ernest P Zarlengo 2530 E. Flora P1 Denver CO 80210-6826 146929200040 Darrell Johnston 2492 County Road 11 Erie CO 80516-8201 146►929300002 Frank Family Trust 1596 County Road 15 Brighton CO 80603-8940 146929300005 Nick Edward & Cindy trene Seiler 7379 County Road 4 Brighton Co 80603-8960 146930000046 ttTR Midstream IC 370 17th St,, Suite 5300 Denver CO 80202-5653 146929000001 Clay Sa ndt 1030 County Road 15 ' Brighton CO 80603-89W 146932400024 BilR Wycoff 333 County Road 17 Brighton CO 80503-8945 New Location Below Denver .Brighton CO 80201-1979 1 80603-8901 80603-8901 14692 021 Public 8erivices CO of Cob IP0 BOX 1979 146928200002 Howard 0 Gary 6 Howard (1/12 Howard ( 1/12 Farms LLLP (5/12 (5/12 INT), MI. INT) INT), Diana John E. 0 & C CO 8709 County Road 4 8709 county Road 4 Brighton 146929000045 Gary D. Howard (5/12 INT), John E. & Diana G. Howard (2/12 INT), 0 & C Farms Lap (5/12 INT) Co - 146929000046 Bob R. & Lisa J. Sandoval CO Arvada Denver - 5-2076 103981.81st 2.550 E. Flora Pl. Ave _ 146929200040 ERN LTD Parternship, Darrell Johnston CO 80210-6826 .7379 County Road 4 - 7212 County Road 4 Brighton CO CO 80603-8941 80603-8960 146929300005 Nick Edward & Cindy Irene Seiler 146932000006 Kristy A. Allison & John C. Jukkola Brighton 146932000015 Donald Gary Edward Howard Howard11/6INT) LLLP (1/2 INT) Howard (1/6 INT) (1/6 INT) D&CFarms - John Maria Sue - 8709 County Road 4 CO 80603-8901 Brighton 146932000016 Donald !Edward Howard LLLP Gary Howard (1/6 INT) John Howard (1/6 INT) Marla Sue (1/6 INT) D & C Farms (1/2 INT) Brighton CO ; 80603-8901 8709 County Road 4 - 146933200036 Jennifer M. Bargen 848 County Road 17 (Brighton CO 80603-8908 Z5ZAflt i Li instig DISC a VE -Y MIDSTREAM PARTNERS Facility/Pipeline: aronAdd Printed Name (attendee) Mailing Address Community Meeting Location: freaCV gtriliakril :it'll lel tiolt riot River Si v64 ietint CD geko I Candid Number Numher zel rith.tic 406 CC' 13 jdbvlC# tdcR (L f LAY 5442-1) / Co eji v., H tom X43.0 eR Ergo 333 CR17,. J6) nyO3. 303 7Z6- 27 gErt /vkikZCo- J06O G roeJC 8�605 3 523-/V17 a3 6 ,5at -345-66q 2 ■ 737 4? ci„— cr VG6* CAC SW %".- ) t:J'ctie_ .'..{ Ark, Lima ,�t�(o0 �• is fah)? c``(. - QCg i3 v(7 DISCOVERY MIDSTREAM PARTNERS June 12, 2018 5:30 pm — 7:O0 pm Community Meeting Location: Community Meeting Notes Proposed Facility: Broomfield Compressor Station Hampton Inn 992 Platte River Blvd Brighton, Co 80601 Large printed and digital materials were present throughout the meeting room, and included, facility plot plans, proposed elevation drawings, and aerial photography overlays of pipelines and proposed site boundaries. A presentation was made available which covered information regarding corporate overview, local leadership, EHS culture, and project specific details. As attendees arrived, they were greeted by Company personnel, asked to sign -in, and shown information about the site, project, design, construction and future operation of the Broomfield compressor station and associated dehydration equipment With each member of the public in attendance, questions were asked/answered by representatives after a review of the area gathering pipeline, compression/dehydration process, construction timeline, facility operations, and emergency preparedness. Personnel from engineering, operations, maintenance, land, and compliance were available to answer questions all evening. What follows is a summary of the questions and answers discussed during the meeting. Q: Where does the water [from the dehydration process] go? A: The moisture removed from the gas stream stays attached to the glycol after going through the contactor. When the glycol is heated up over the boiling point of water, the water becomes a vapor and is released as steam. 0: Will steam be the only thing coming out of the station? A: Steam and other emissions permitted with the CDPHE. The dehy emissions go through an incinerator and combusts any hazardous air pollutants. O.: Is this all piped in? A: Yes, the gas moves through the station in piping O.: Is it already an existing line going in the station? A: No, the line that is coming to the station is not built yet, but we are in the final stages of getting the line permitted. Q: How will the construction traffic be while this is being built? A: For the first few weeks, construction will be pretty busy due to dirt and concrete work. After that crews will be coming and going for several months until completion. .: What if the station "pops offer A: This is a high-tech station and notifications of any issues will be alerted to operators and will shut down long before it would "pop ofr. We are not saying that a relief valve will never activate. They are DISC 0 VERY MIDSTREAM PARTNERS Proposed Facility: Broomfield Compressor Station designed to relieve pressure before a problem arises. We are very confident in the safety systems, and that there would be a compressor shutdown before this happens. Q: What is the possibility of an explosion? A: Very rare. All buildings have gas and fire detectors in them. Even the smallest flame or amount of gas released would be sensed and shut down before any explosion would happen. The buildings are ventilated, and Discovery has processes in place to require safe work permits and special permission before welding or cutting can take place inside or near natural gas pipelines and equipment. Q: Will there be someone on -site monitoring this daily? A: Most likely, but daily visits are not always necessary. The technology on this site is very advanced and will allow monitoring by a remote operator. We will also have operations personnel who will come and check on the site during the week. Q.: Why can't this be done at the wellhead? A: While some of the needed treating or compression can be accomplished at or near the wellhead (field processing), the complete processing of natural gas takes place at a processing plant, usually located in a natural gas producing region, The extracted natural gas is transported to these processing plants through a network of gathering pipelines. This station provides the compression needed to move the gas from the wellhead to the gas plant. 0: What about light pollution at night? A: We will use on -demand lighting at night for walkways and equipment. The system lights specific walkways and areas of the facility in a downward direction as needed to ensure the safety of our employees when they need to be onsite at night. At our other installations we have worked with local landowners to calibrate the direction and intensity of the lights. What about dust? A: Dust mitigation efforts during construction include the application of magnesium chloride on the access road and in other areas as needed, as well as enforcement of a 5 MPH speed limit on the access road. Magnesium chloride can be applied as needed to keep traffic dust to a minimum. um. Q: How much noise are we going to hear on a regular basis? A: As we have done at previous locations, our sound consultant will develop predictive models showing how we will meet Colorado's public noise standards -- [50 at night and to 55 decibels during day]. We also have equipment to monitor compliance. The plant design includes specific features that minimize noise: • For example, the engine/compressor units at the plant are enclosed in an insulated building with sound reduction features. • Horizontal coolers minimize noise, Some of our closest neighbors report that they rarely hear current facility operations, if at all, Even though current operations are in compliance with state and local regulations, we have gone above and beyond by installing additional noise mitigation equipment, including sound blankets. We continue to monitor sound levels and work with our neighbors on specific concerns. Hello