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Home My WebLink About20170407.tiffUSE BY SPECIAL REVIEW (USR) APPLICATION DEPARTMENT OF PLANNING SERVICES * 1555 N. 17T" AVENUE * GREELEY, CO 80631 warwww. wel dgo v. corn * 970-353-6100 E XT 3540 * FAX 970-304-6498 FOR PLANNING DEPARTMENT USE: AMOUNT APPLICATION RECEIVED BY DATE RECEIVED: CASE # ASSIGNED: PLANNER ASSIGNED: Parcel Number*: 1 Address of site: 2 1 3 2 5.0.0 C _o 1 0 No address assigned (deed for parcel recorded, no new parcel #) Legal Description: part of the W 1/2 of Section: 25 (*A 12 digit number on Tax I.D. information, obtainable at w w w .w eldgov.com). Township: 3 N Range: 65 W Zone District: Ag Acreage: 80 Floodplain:OYON Geological Hazard:OYON N Airport Overlay:OY CN FEE OWNER(S) OF THE PROPERTY: Name: David Dechant and Alvin Dechant, Jr. Company: Phone #: Street Address: 11521 WCR 29 Email: City/State/Zip Code: Name: Hudson, CO 80642 Company: Phone #: Street Address: _ City/State/Zip Code: Name: Email: Company: Phone #: Street Address: _ City/State/Zip Code: Email: APPLICANT OR AUTHORIZED AGENT: (See below Authorization must accompany all applications signed byAuthorizedAkgents) Name: Greg Pickerel Company: NBL Midstream Holdings LLC Phone #: (970) 556-9814 Street Address: 1625 Broadway, Suite 2200 Email: Greg.Pickerel@nblenergy.com City/State/Zip Code: Denver, CO 80202 PROPOSED USE: The application is a USR for oil tanks (two phases, one immediate and one a potential area in the future), a potential equipment laydown yard, and a potential truck loading and unloading facility. 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 mustsign 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.ority to sign forrtlje co oratio Signature: Print Na wner or Authorize Ok tire" ///41/K gent Date Signature: Owner or Authorized Agent Date Print Name Rev 4/2016 David Dechant September 16, 2016 Weld County Planning 15 5 5 North 17th Avenue Greeley, Colorado 80631 RE: Designation of Authorized Agent Dear Planning Department We, David Dechant and Alvin Dechant, Jr, authorize Greg Pickerel with NBL Midstream Holdings, LIE to be n Authorized Agent for the USR application related to the Noble Midstream Holdings, LLC Facility that is proposed to be located on our property located in the W/2 of Section 25, Township 3 North, Range 65 West of the 6th P.M. in Weld County, Colorado Sincerely, Alvin Dechant,Jr. DEPARTMENT OF PLANNING SERVICES 1555 N 17th AVE GREELEY, CO 80631 PHONE: (970) 353-6100, Ext. 3540 FAX: (970) 304-6498 AUTHORIZATION FORM I Pam Hora represent NBL Midstream Holdings LLC (Agent/Applicant) located at 1/4 NW Sect 25, T3N, R65W (Owner) for the property LEGAL DESCRIPTION: SEC 25 SUBDIVISION NAME: TWN 3 RNO I can be contacted at the following Home LOT BLK worts 720864-1567 Email: pam.hera@tetrateeh.ccm The property owner can be contacted at the following Home Work or 970-556-9814 Email: greg.pickerel@nbrenergy.ccm Correspondence emailed to: (Check one) DATE /1 7kG OWNER'S SIGNATURE x Agent/Applicant (Pam Hora at Tetra Tech) Property Owner 4239622 Pages 1 of 5 09/26/2016 04:00 PM R Fee:$31.00 Weld County,CO Car kv Kop�pes , Clerk and Recorder, ,� III ail franiti IFE!i:1111r1:11 After recording please return to: Maria Petrocco 8704 Yates Dr. #100 Westminster, CO 80031 CONVENIENCE DEED NO DOCUMENTARY FEE REQUIRED QUIT CLAIM DEED THIS DEED is made this 22nd day of September 2016, by and between Alvin Dechant, Jr, and David Alan Dechant ( collectively "Grantor"), and Alvin Dechant, Jr, and David Alan Dechant, as tenants in common, whose address is 11521 WCR 29, Hudson, Colorado 80642 (collectively "Grantee`). The purpose of this Quit Claim Deed is to create a separate parcel consisting of approximately 80 acres, created from the original grant to Grantor in the Trustee's Deed recorded December 27, 2004 in the Weld County Records at Reception No. 3246922. Witnesseth, the Grantor, for and inconsideration of the sum of Ten Dollars lars ($10) and other good and valuable consideration, the receipt and sufficiency of which are hereby acknowledged has remised, released, sold and QUIT CLAIMED, and by these presents do remise, release, sell and QUIT CLAIM unto Grantee, their heirs, successors and assigns forever, all right title, interest, claim and demand which Grantor has in and to the all of that certain real property, improvements in the County of Weld. and State of Colorado that is legally described as follows (the "Property"): See Exhibit "A" attached hereto and incorporated by reference. TO HAVE AND TO HOLD the same, together with all and singular the appurtenances and privileges thereunto belonging, or in anywise thereunto appertaining, and all the estate, right, title, interest and claim whatsoever of the Grantor, either in law or equity, to the only proper use, benefit and behalf of the Grantee, and theGrantee, their heirs, successors and assigns, forever, IN WITNESS WHEREOF, the Grantor has executed this deed on the date set forth above, GRANTOR at: it27le Alvin Dechant, Jr. ci David Alan Dechant 4239522 Pages: 2 of 5 09/26/2016 0r4 : 00 PM R Fee: x31.00 D Fee:$0.00 0.00 Wald +� County � ,CO Carly Koppe s , Clerk and Recorder, I III ■ STATE OF COLORADO COUNTY OF WELD I I ss, The foregoing instrument was acknowledged before me this 4,2, day of September 2016, by Alvin Dechant, Jr. Witness my hand and official seal. My commission expires: SEAL MARIA PETROCCO NOTARY PUBLIC i MY COMMISSION EXPIRES 4UNE1@12917 STATE OF COLORADO NOTARY ID # 200640201GB STATE OF COLORADO ) ss_ COUNTY OF WELD The foregoing instrument was acknowledged before me this ,. day of September 2016, by David Alan Dechant. Witness my hand and official seal. My commission expires: � - 1 k 2017 SEAL MARIA PETROCCO NOTARY PUBLIC STATE OP COLORADO NOTARY ID # 20054020108 MY COMMISSION EXPIRES JUNE* 2017 4239522 Pans: 3 of 5 � 09/26/2016 04:00 PM R Fee: $31 .0 Co0 unty, Fee: Carly Koppas , Clerk and l li CO rAnitilarii+iitilii*II 11 Date: May 18, 2016 File Name: Roan Crude Storage Facility LEASE Exhibit.docx PFS siti 74-4 0,5 Petroleum Fleki Services PROPERTY DESCRIPTION ALVIN DECHANT JR and DAVID ALAN DECHANT 7535 Hilltop Circle Denver, CO 80221 303.928.7128 wvvw.petro-fs. corn A portion of a parcel of land described in Reception No. 3246922, recorded on December 27, 2004 in the Weld County Clerk and Recorder's Office, being in the Northwest Quarter of Section 25, Township 3 North, Range 65 West of the 6th P.M., County of Weld, State of Colorado, being more particularly described as follows: COMMENCING at the Northwest corner of said Section 25, whence the North Quarter corner of said Section 25 bears N89°55tO1"E a distance of 2639.55 feet; Thence N89:55'01"E along the Northerly line of said Section 25 a distance of 1174.93 feet to the POINT OF BEGINNING; THENCE continuing N89°55'01"E along said Northerly line of Section 25 a distance of 1375.95 feet; THENCE 500929'Qo"E a distance of 2441.32 feet; THENCE 589°52'38"W along a line being 204.08 feet northerly of and parallel with the southerly line of said Northwest Quarter of Section 25 a distance of 2425.79 feet; THENCE NUO°12'28"w a distance of 135.63 feet; THENCE N56°20'04"E a distance of 1435.00 feet; THENCE N06°12'28"W a distance of 1522.25 feet to the POINT OF BEGINNING; Except that portion thereof conveyed to the Farmers Reservoir and Irrigation Company in quit claim deed recorded in Book 417 at Page 254, described as follows: A strip of land for the Neres Canal, through, upon, over and across the N 1/4 of said Section 25, said strip of land being 80 feet wide and extending 45 feet right and 35 feet left of the centerline of the said Neres Canal; said centerline intersects the boundary line between said Section 25 and Section 26, same Township and Range, 185 North of the West Quarter corner of said Section 25, which points is station 1404+17 of the survey of the said Neres Canal; and which said centerline intersects the boundary line between said Section 25 and Section 24, same Township and Range, 1100 feet East of the Northwest corner of said Section 25, which point in station 1437+27 of the survey of the said Neres Canal; Containing 80,000 acres, more re or less, Oat Job For an 4239622 Pages: 4 of 5 09/28/2016 04:00 PM R Fee:$31.@0 $31. @0 D Fee:$@.00 @ . 99 Carly Koppel, Clerk and Recorder, Weld County CD IIIII higlerdiElrill 121 T Mid 11 Hi EXHIBIT "A" LEGEND: ALIQUOT CORNER ier CORNER OF COMMON REPORT AREA OF QUEST10WABLE lUtE wipmign !gm. IN= •IMIME.IIMMI. SECTION LINE CENTER SECTION LINE FENCE NW COR. SEC. 25 FOUND 2" ALUM. CAP N COR. SEC. 2S PLS 25937, 2005 OUND 3.25" ALUM. CAP PLS 22098, 2001 589'53'20'1W 5201.70' �+ �i�i POINT OF COMMENC C ECNT S89`56'59"E 136.76' SEC, 2 NOrl 2'28"W 135.63' W 114 COR. SEC. 25 FOUND BENT #3 REBAR REPLACED WI 30" LONG #S REBAR WI 3.25° ALUM. CAP STAMPED PLS 38149, 2016 NOO'OO'47"W 2722.72' I I I 4 }y SW COR, SEC. 25 FOUND 3.25" ALUM. CAP PLS 7242, 1995 N 89°28 1 4"W 5140.641 - SW COR. SEC. 26 FGUiNNI) 3,25" ALUM_ CAP PLS 7242, 1995 NW1 /4 SECTION 25, TOWNSHIP 3N, RANGE 65W, 5TH P.M. WELD COUNTY, COLORADO CORNER OF COMMON REPORT NW COR, SEC. 26 FOUND 2.5' ALUM_ CAP ILLEGIBLE a a rea Ctsi CO -O4 BASIS OF BEARINGS 089'55'01 "E 2639.55' 1174.93' POINT OF BEGINNING 1406€112'281N 1522.25' NW 1/4 SEC. 25 'Ciy. 45171 ' t3. 588'51'54"E 88.78' L1 N89°55101"E 137 .96' C1 L2 C2 L3 C3 L4 04 L5 C5 LS tst C W ALVIN DECHANT JR and 41" DAVID ALAN DECHANT C6 80.000 ACRES t L C7 a , AS.OO L8 35.0a' L9 C9 QUIT CLAIM DEED (EXCEPTION FROM PARCEL) FARMERS RESERVOIR AND IRRIGATION COMPANY L10 RECEPTION NO. 208152 RECORDED 12/11/1914 CS ci o 589°52'38"' 2425.79' L11 CORNER OF COMMON REPORT W 114 COR. SEC. 25 FOUND 3.25" ALUM. CAP PLS 7242, 1995 x$9'02'10"W 131.96' 1-a 00.19`58"W 2680.68.' I I I j I I I CORNER OF COMMON REPORT SW COR. SEC. 25 FOUND 3.25" ALUM. CAP PLS 23027, 2002 089452'38"E 5280.511 9.#39-28'OB"W 2433.76' y.._,.-....rlrr I •, ;�. r� " # r".-rs. 500'10' 57"E 5277.87' S 73'12'53"W 153.44 SW COR. SEC. 36 FOUND 3.25" ALUM. CAP KS 13155, 1999 0 a 0 03 1 ci gen CM uz 0 t N 0 0 to �- I MiZ Lai e", CC 0 in I '1w o 00 CI a CORNER OF COMMON REPORT 81x4 COR. SEC. 25 FOUND 2,5" ALUM. CAP PLS 34, 2006 FOUND YELLOW PLASTIC CAP BURNT, ILLEGIBLE 589'03'17nW 26 48.13' N1/4 COR. SEC. 25 FOUND r ALUM. CAP PIS 25937, 2005 I I 5 114 CDR. SEC. 25 FOUND 3.25" ALUM. CAP PLS 13212. 2015 NE COR. SEC, 25 FOUND 3.25" ALUM. CAP PLS 23027, 2002 N 82654'1 E 2539.48' CORNER OF COMMON REPORT H 114 COR. SEC. 25 FOUND 2" ALUM. CAP PLS 23501, NO DATE FOUND 2" ALUM. CAP 40' WC SOUTH PLS 25379 NE114 SEC_ 25 E 114 COR. SEC_ 25 FOUND 2.5" ALUM. CAP PLS 38149, 2015 ST:J*58'41 "E 71 AO' SE COFt, SEC. 25 FOUND 325" ALUM. CAP KS 23027, 2002 N88`59'49'E 2648. 41' 4239622 Pages: 5 of 5 09/26/2016 04:00 PM R Fee:$31.00 $31 .00 D Fee:$0.00 0.00 Carly KoppeS, Clerk and Recorder, Weld County, CO III MIN:WPC Line /f Length Direction L1 150.-. S14' 04' 35"E L2 28.S22' 34' 53"E L3 190.4605" 22' 03"W L4 64.16 S13` 50t 20"E L5 126.30 I SO4' 41' 34"E L6 98.41 S30' 30' 17"E L7 158.34 S22' 59' 07"E L8 80.87 S00' 28' 48"E L9 442.54 S36' 40' 23"W L10 ' 531.64 $61 ` 14' 02"W L11 337.04 $67' O8' 30"W EXHIBIT "A" NW1 /4 SECTION 25, TOWNSHIP 3N, RANGE 65W, 6TH F .M. WELD COUNTY, COLORADO CURVE TABLE Curve if Delta Radius ' Chord Direction Chord Length Arc Length Cl ' 8'30'18" 840.00 S18' 191 44"E 124.57 124.69 C2 27`56'56" 235.00 S08' 36` 25"E 113.50 114.63 C3 I 10'12'23" 340.00 SO4' 14' 09"E 1 113.44 113.07 C4 ! I 9'08'46" 300.00 S09' 15' 57"E 47.84 47.89 - C5 25'48'43" 140.0'0 S17' 35' 56"E 62.54 63.07 C6 , 7`31'10" 15.00 S26' 44' 42"E i 1.97 1.97 C7 13'30'19" 430.00 316' 13' 57"E 101.12 101.36 CO 46'09'11' 150.00 S13- 35' 48i'W 117.59 120.83 C9 24'33'39" 320.00 548' 57' 12"W 136.13 137.17 010 5'54'28" 2000.00 $64' 11' 16"W 206.13 206.22 Roan Storage Facility USR Questionnaire Planning Questions 1. Explain, in detail, the proposed use of the property. NBL Midstream Holdings (Noble) is proposing to lease 80 acres of land from Alvin and David Dechant to develop uses that support oil and gas activities in Weld County and the region. The subject property is the NW1/4 of Section 25, Township 3 North, Range 65 West. It was part of a 268 acre parcel (parcel 121325000010) which is in the A (Agricultural) Zone District. At this time, the Weld County Assessor has yet to assign a parcel number to the 80 -acre subject parcel. The property has six permitted wells on the subject parcel, not all of which are active. The Roan Storage Facility is planned to have three potential phases of implementation. The first phase is to construct three tanks for oil storage and blending in the northeast corner of the site. The other two phases are not in any order and are less likely to be constructed. They are being shown on the USR plat to allow Noble the flexibility to construct them should they be needed in the future. We are referring to the two potential future use phases as Phase 2A and Phase 2B. Phase 2A is a second area for oil storage and blending tanks and Phase 2B is a laydown yard. Phase 1 - Storage and Blending Tanks This phase of the USR proposal has two main functions. The first is to provide crude oil storage and staging, prior to custody transfer to markets, to serve Noble's existing tankless tank batteries in the area. Market outlets require ratable flow and the current tank battery production is too inconsistent of flow, so these proposed tanks will provide the consistent flow necessary to run operations. The second function of the tanks in Phase 1 is to have multiple tanks for segregation or blending of differing API (American Petroleum Institute) gravities of oil to take advantage of market prices for these different gravities of oil. Oil coming in and going out from the site will be via pipeline. Phase 2A - Storage and Blending Tanks The crude oil storage area on the west side of the property is a potential future expansion of the oil storage capacity that may or may not be constructed. It is being included in this USR application, to avoid an amendment to the USR plat in the future. In case this tankage is constructed, Noble has included it in their APEN permit that was been submitted to the State for review for this site. Phase 2B - Equipment Laydown Yard An equipment laydown yard is called out on the property for the land on the south end of the site. If constructed, this equipment laydown yard will serve as a storage area for new parts and equipment needed for the operations and development of the oil and gas industry in the area. 2. Explain how this proposal is consistent with the intent of the Weld County Code, Chapter 22 of the Comprehensive Plan. The Roan Storage Facility will be consistent with the intent of the Weld County Code and Comprehensive Plan in the following ways: A.Policy 7.2.: Conversion of agricultural land to nonurban residential, commercial and industrial uses should be accommodated when the subject site is in an area that can support such development, and should attempt to be compatible with the region. The land that Noble is proposing to convert to industrial uses is non -irrigated rangeland that is located in a rural area where there is a significant amount of oil and gas activity already occurring on adjacent properties. In addition, the property currently has several oil and gas wells on it. Therefore, the proposed use is compatible with the region. OG.Goal 1: Promote the reasonable and orderly exploration and development of oil and gas mineral resources. 1 OG.Goal 2: Ensure that the extraction of oil and gas resources conserves the land and minimizes the impact on surrounding land and the existing surrounding land use. The proposed Roan Storage Facility site is located in a sparsely populated area of the County where there is already a significant amount of oil and gas development. Since the site will utilize piping to bring oil to the tanks in Phase 1 of the facility, the site will generate very little oil and gas traffic in the area once the facility is operational. Phase 2A would also generate very little traffic because the oil would be piped to the tanks. Phase 2B would generate some irregular traffic with vehicles coming and going to drop off or pick-up parts from the laydown yard. 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 property is located in the Agricultural Zone District. According to the Weld County Code, oil and gas support and service facilities, as proposed on this application, are a Use by Special Review in the Agricultural Zoning District. 4. What type of uses surround the site. Explain how the proposed use is consistent and compatible with surrounding land uses. The Roan Storage Facility property and surrounding areas are rangeland that is used for cattle grazing and oil and gas facilities. The proposed facility will be similar in use and smaller in scale compared to the surrounding oil and gas facilities located north and east of the subject property. There are few residences in the area, the closest one being a farmhouse located approximately 900 feet to the west off of WCR 30. Noble Energy will be reaching out to neighbors in the area to let them know about the project and find out if they have any compatibility concerns that will need to be addressed. Therefore, the proposed facility will be compatible with the surrounding land uses. 5. What are the hours and days of operation? (e.g. Monday thru Friday 8:00 a.m. to 5:00 p.m.) The Phase 1 and Phase 2A crude oil storage, staging, segregation and blending functions of the facility will occur 24 hours a day, 7 days a week. The Phase 2B equipment laydown yard would be accessible to Noble 7 days a week during daylight hours. 6. List the number of full time and/or part time employees proposed to work at this site. The Phase 1 and 2A crude oil storage, staging, segregation and blending functions of the facility will not be manned with employees working on -site. Instead, 1-2 Noble operators will visit the site a couple of times over a 24 hour period (there will be two 12 hour shifts, each shift would likely visit the site once). Each time the employees visit the site, they will be there for approximately four hours. If Phase 2A is built, the number of employees will not change. There would be no employees working on -site for Phase 2B, the laydown yard area. It would be an area that would be visited by Noble employees on an as -needed basis. 7. If shift work is proposed include the number of employees per shift. For Phases 1 and 2A, one to two Noble operators will visit the site a couple of times over a 24 hour period (there will be two 12 hour shifts, each shift would likely visit the site once). Each time the employees visit the site, they will be there for approximately four hours. If Phase 2A is built, it will not change the situation with shift work. Phase 2B will not have regular employees and therefore will not have shift work. 8. List the number of people who will use this site. Include contractors, truck drivers, customers, volunteers, etc. For Phases 1 and 2A, the crude oil storage, staging, segregation and blending functions of the facility, in addition to the 2-4 operators who will visit the site over a 24 hour period, there could be an occasional maintenance service truck driver that will come to the site. There may also be occasional visits from officials who are there to tour the site. 2 For Phase 2B, it is expected that 10 workers could potentially visit the laydown yard when deliveries or pick up occurs. This would be sporadic, based upon projects. 9. If this is a dairy, livestock confinement operation, kennel, etc., list the number and type of animals. Not applicable. 10. Describe the type of lot surface and the square footage of each type. (e.g. asphalt, gravel, landscaping, dirt, grass, buildings) The access road into and around the facility will be gravel (road base). The tanks will sit within containment areas that will be an impermeable surface. The other areas within the loop road, where equipment is located, will be a gravel surface. Areas left undeveloped will remain with native vegetation until such time that they are developed. The laydown yard, if constructed, will be a gravel surface. 11. How many parking spaces are proposed? How many► handicapped (ADA) parking spaces are proposed? Parking is proposed at the shop building, which is anticipated to have 1-2 employee at a time for a four-hour shift plus periodic maintenance technicians for instrumentation, meters, and pumps. 12. Explain the existing and proposed landscaping for the site. No landscaping is proposed because there is no irrigation on the site to support landscaping. In addition, because this is a remote area surrounded by oil and gas -related uses and structures, landscaping to mitigate or screen the area is not needed. 13. Describe the type of fence proposed for the site. (e.g. 6 foot chain link with earth tone slats). For security reasons, the facility will be surrounded by a security fence (6' chain link with barbed wire along the top). The location of the fencing will change depending on which Phases of the project are constructed. All fenced in areas will have a gate which will be closed and locked when Noble employees are not present. Noble will coordinate with the Platteville-Gilcrest Fire Protection District to provide them access to the facility in the case of an emergency. 14. Describe the proposed screening for all parking and outdoor storage areas. Noble does not propose screening for parking or the storage areas, due to the distance of these uses from the public road. 15. Explain any proposed reclamation procedures when termination of the Use by Special Review activity occurs. When termination of the Roan Storage Facility occurs, the improvements will be removed and the land will be returned to its native state. 16. Who will provide fire protection to the site? The subject property is within the Platteville-Gilcrest Fire Protection District. 17. List all proposed on -site and off -site improvements associated with the use (example: landscaping, fencing, drainage, turn lanes, etc.) and a timeline of when you will have each one of the improvements completed. On site improvements include a security fence and grading associated with the Final Drainage Report for this site. This report is being submitted to Weld County for review and approval and is a part of the USR. application. The drainage report was prepared to comply with Weld County Code and the Weld County Storm Drainage Criteria Addendum to the Urban Storm Drainage Criteria Manuals Volumes 1, 2 and 3. 3 The proposed drainage system for the Roan Storage Facility will provide detention for the developed section of the site, releasing flows at the 10 -year historic rate. Releases are as near to the points of design as practical. Drainage design is not expected to adversely impact adjacent landowners. Engineering Questions 1. Describe how many roundtripslday are expected for each vehicle type: Passenger Cars/Pickups, Tandem Trucks, Semi-trucks/Trailer/RV (roundtrip = 1 trip in and 1 trip out of site) Following are the types of vehicles that may access the site, organized by the various proposed uses on the site. The weight of vehicles is unknown, but it is noted that the County will not allow vehicles on County roads to exceed CDOT's required specifications for pounds per axle. Type/Size of Vehicles Estimated Number of Trips per 24 hour day PHASE t and 2A► — Crude oil storage, staging, segregation and blending area Passenger cars/Pick-up Trucks up to 10 Tandem Trucks <1 Semi-Truck/Trailer/RV <1 PHASE 2B - Potential laydown yard area Passenger cars/Pick-up Trucks up to 10 Tandem Trucks 0 Semi-Truck/Trailer/RV Up to 10, only on days when equipment moved in or out is being 2. Describe the expected travel routes for site traffic. During the day, operators coming to Phase 1 and 2A of the site to work in the tank areas will likely be coming from Noble's Oil Treatment Facility (OTF) facility, to the north of WCR30. At night, operators visiting the site would likely come from Noble's Greeley office. If the laydown yard area (Phase 2B) is used, vehicles will come to the site mainly from the east off or CR 49. 3. Describe the travel distribution along the routes (e.g. 50% of traffic will come from the north, 20% from the south, 30% from the east, etc.) It is expected that 75% of the operators coming to the site to work in the tank areas (Phases 1 and 2A) will come to the site from the facility across the street. The driveway to that facility is located to the east of the access into this facility and so they will be coming from the east. If the laydown yard (Phase 2B) is used, it is expected that 80% of the trucks would come from the east, as Noble has sold most of the acreage to the west to another operator and deliveries would likely come from Highway 76. 4. Describe the time of day that you expect the highest traffic volumes from above. The operators for Phases 1 and 2A would have daily rounds, likely mid -morning and after night shift starts. Maintenance would be daylight hours. If the laydown yard is constructed (Phase 2B), that would be daylight hours only, mainly 7:00am - 4:00pm. 5. Describe where the access to the site is planned. Access to the site is planned to be at the existing access road into the property which is currently and historically owned and used by the land owners and the oil and gas lessees. 4 6. Drainage Design: Detention pond summarized in a drainage report is required unless the project falls under an exception to stormwater detention requirements per code section 23-12- 30 F.l. A detention pond is proposed for this project to capture runoff for areas with increased imperviousness. Other onsite areas that are not expected to increase runoff are not captured by the detention pond. The detention pond design is documented in the Final Drainage Report. Environmental Health Questions 1. What is the drinking water source on the property? N o employees will be assigned to work at this site; employees will just be visiting the site in their trucks. Because of this, a permanent drinking water source on the property is not necessary. If the operators on -site should need drinking water, bottled water will be available. Also► employees can access potable water at the Noble facility across the street, off WCR 30. This drinking water source meets the standards of Weld County's policy to Policy to allow bottled water from a commercial source because this facility proposes 10 or less customers or visitors per day and 2 or less full time (40 hour week) employees located on site. 2. What type of sewage disposal system is on the property? Because there will be no employees assigned to work at this site and they will just be visiting the site in their trucks, only portable restrooms with hand -washing facilities will be provided. This sewage disposal plan meets the standards of Weld County's policy to allow portable toilets because the facility proposes 10 or less customers or visitors per day and 2 or less full time (40 hour week) employees located on site. 3. If storage or warehousing is proposed, what type of items will be stored? The laydown yard area (Phase 2B) could potentially store new pipe, valves, fittings, meter buildings, LACT buildings (lease automated custody transfer units) and transformers. 4. Describe where and how storage and/or stockpile of wastes, chemicals, and/or petroleum will occur on this site. Oil will be stored in the tanks within Phases 1 and 2A. 5. If there will be fuel storage on site, indicate the gallons and the secondary containment. State the number of tanks and gallons per tank. There will be no fuel storage on -site. 6. If there will be washing of vehicles or equipment on site indicate how the wash water will be contained. There will not be vehicle washing equipment on this site. 7. If there will be floor drains indicate how the fluids will be contained. N ot applicable. 8. Indicate if there will be any air emissions. (e.g. painting, oil storage, etc.) N oble has applied for an APEN permit for the facility. The facility will not operate until such time that the permit is acquired. 9. Provide a design and operations plan if applicable. (e.g. dairies, feedlots, etc.) N ot applicable. 5 10. Additional information may be requested depending on type of land use requested. SPCC plans related to the Phases 1 and 2A when they are completed. 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. There are no existing buildings on the property. The proposed improvements and structures for the site are called out in detail on the USR site plan map. There are up to three proposed meter buildings which are uses by right because they are associated with a gas pipeline that traverses the property. Below is a summary of the improvements/structures specifically associated with the proposed USR uses: Phase 1- Crude oil storage, staging, segregation and blending area • Three Crude oil tanks ranging in size from 100,000 to 250,000 bbl • Fresh water tank • Water pump • Blending skid • Pumps for water and oil • Pig launchers and receivers • Shop (up to 3,200 square feet) • Power Distribution Center (PDC) building (up to 900 square feet) • Communications tower (35' tall) • 5,000 gallon oil tank • Emergency generator Phase 2A - Potential crude oil storage, stating, segregation and blending, area • Three Crude oil tanks ranging in size from 100,000 to 250,000 bbl • 5,000 gallon oil tank Phase 2B - Potential laydown yard area • No structures are proposed. 2. Explain how the existing structures will be used for this USR. Other than existing use by right oil and gas facilities, there are no existing structures on this site. 3. List the proposed use(s) of each structure. The proposed use of each structure is defined by the type of structure that it is. 6 Weld County Public Works Dept. 1111 H Street P.O. Box 758 Greeley, CO 80632 Phone: (970)304-6496 Fax: (970)304-6497 Applicant Name Greg Pickerel ACCESS PERMIT APPLICATION FORM Property Owner (If different than Applicant) Name David and Alvin Dechant Cc n p� BL Nablo Midstream Holdings LLC yAddress 11521 WCR 29 Address 1625 Broadway, Suite 2200 City Hudson State CO Zip 80642 City Denver State Co zip 80202 Phone Business Phone 970-556-9814 Fax Fax E-mail greg.pickerelnblenergy.com Parcel Location & Sketch The access is on 1N CR 30 Nearest Intersection: WCR 30 Distance from Intersection 3,897 feet & WCR 49 Parcel Number part of 121325000010 W1/27 Section 25, 3N, 65W Section/Township/Range E-mail A = Existing Access A= Proposed Access t Is there an existing access to the property. YES NO N Number of Existing Accesses 2 Road Surface Type & Construction Information Asphalt ri Gravel Treated el Other Culvert Size & Type 15" RCP Materials used to construct Access Mass 6 Road Base Construction Start Date 6/2017 Finish Date 1212017 Proposed Use Temporary (Tracking Pad Required)/ $75 Small Commercial or Oil & Gas/$75 Field (Agriculture Only)/Exempt Is this access associated with a Planning Process? Pgo rog gp fle& S t'S / sibmik 4C& $5 WCR 3 0 WCR CISingle Residential/$75 ['Large Commercial/$150 L Required Attached Documents - Traffic Control Plan -Certificate of Insurance L r lI Industrial/150 O Subdivision/$ 150 USR RE ;SPUD ether _ - Access Pictures (From the Left, Right, & into the access) By accepting this permit, the undersigned Applicant, under penalty of perjury, verifies that they have received all pages of the permit application; they have read and understand all of the permit requirements and provisions set forth on all pages; that they have the authority to sign for and bind the Applicant, if the Applicant is a corporation or other entity; and that by virtue of their signature the Applicant is bound by and agrees to comply with all said permit requirements and provisions, all Weld County ordinances, and state laws regarding facilities construc.if fr.ri Signature .4°YPrinted Name O Approval or Denial will be issued in minimum of 5 days, Revised Date 6/29/10 / Date rel f �� Approved by From County Road 30 looking south into site. Pictures of existing access road on the subject property. Tel: 303-792-2450 P.O. Box 630027 EUGENE G. COPPOLA P.E., PTOE Fax: 303-792-5990 Littleton, CO 80163-0027 October 13, 2016 Pam Hora TetraTech RMC 1900 S. Sunset #1-F Longmont, Co 80501 RE: Roan Storage Fad l it Traffic f c Narrative Dear Pam: As requested, I have prepared a traffic narrative for Noble Midstream Services Roan Storage Facility. The storage facility is located along the south side of CR 30, west of CR 49, in Weld County. It will have two primary functions: the first to provide crude oil staging with the second being the ability to have multiple tanks capable of segregating and blending the different types of product. Oil will be arriving and departing the site by pipeline. An equipment laydown yard may also be part of this site in the future. The site's existing access to CR 30 will be used for this development. CR 30 is paved west of CR 49. Routine traffic expected with the planned facilities is identified below. It should be noted that the number of vehicles represents the high end of the estimated range. Use Cars/Pickups Activity Time Hourly Average True Crude oil staging, etc. 4 1 24 hrs/day 1 Laydown Yard * 10 Daylight hours 1 TOTAL 4 11 2 *Possible future use site traffic is primarily expected to use CR 30 to the east. This includes the operators that will likely come from the facility across the street. Based on a February, 2015 County traffic count, CR 30 serves 1,320 vehicles per day. Peak hour traffic at the site access is shown below. CR LEGEND: Nom =Nominal Daily Nom The C ilre 135 PEAK HOUR WE TRAFFIC IMPROVEMENTS Turn lanes needs at the site access were assessed using the following county warrants for higher speed roadways: 10 vph during peak hour turning left into the facility -left deceleration lane 25 vph during peak hour turning right into the facility -right deceleration lane 50 vph during peak hour turning right out of the facility -right acceleration lane This assessment determined that turn lane improvements are not needed with this development. I trust this traffic narrative will meet your current needs. Please give me a call if you have any questions or need further assistance. Sincerely, /7( Eugene G. Coppola, P.E., PTOE FINAL DRAINAGE REPORT FOR ROAN STORAGE FACILITY WELD COUNTY, COLORADO Prepared for: Noble Energy 1625 Broadway, Suite 2200 Denver, CO 80202 Prepared by: Tetra Tech, Inc. 1900 South Sunset Street, Suite 1-E Longmont, Colorado 80501 Tetra Tech Job No. 133-35719-15004 October 2016 TETRA TECH ENGINEER'S CERTIFICATION I hereby certify that this report for the final drainage design of prepared by me (or under my direct supervision in accor County Storm Drainage Criteria for the applic e Roan Storage Facility was with the provisions of the Weld ereof. Jeffrey .E., CFM Licensed Professional Engineer State of Colorado No. 41891 TABLE OF CONTENTS Page 1.0 INTRODUCTION 1 2.0 GENERAL LOCATION AND DESCRIPTION 1 2.1 Location and Existing Conditions 1 2.2 Proposed Development 1 3.0 DRAINAGE BASINS AND SUBBASINS 2 3.1 Major Basin Description 2 3.2 Historic Drainage Patterns 2 3.3 Offsite Drainage Patterns 3 4.0 DRAINAGE DESIGN CRITERIA 3 5.0 DRAINAGE FACILITY DESIGN 4 5.1 General Concept 4 5.2 On -site Drainage 5 5.3 Offsite Drainage 6 5.4 Detention 6 6.0 CONCLUSIONS 7 7.0 REFERENCES 8 Final Drainage Report Roan Storage Facility October 2016 P:\357191133-35719-150041DocslReports1Drainage Report\Final Drainage Report Roan.doc List of Appendices Appendix A: Mapping Vicinity Map FEMA Flood Insurance Rate Map Appendix B: Hydrology Computations Appendix B-1: Soils Report Appendix B-2: Rainfall Data Appendix B-3: Historic Runoff Calculations Appendix B-4: Offsite Runoff Calculations Appendix B-5: Developed Runoff Calculations Appendix C: Hydraulic Computations Appendix C-1: Culvert Calculations Appendix C-2: Drainage Channel Calculations Appendix C-3: Detention Pond Calculations Appendix C-4: Conveyance Summary Appendix D: Drainage Plans Historic Drainage Plan Sheet 1 Offsite Drainage Plan Sheet 2 Developed Drainage Plan Sheet 3 Developed Drainage Details Sheet 4 Final Drainage Report Roan Storage Facility ii October 2016 P:1357191133-35719-150041Docs\Reports\Drainage Report\Final Drainage Report _Roan.doe 1.0 INTRODUCTION The purpose of this report is to present the proposed storm drainage improvements for the Roan Storage Facility with development of a green field site, one can expect an increase in impervious cover and, therefore, an increase in peak storm water runoff. This report examines the undeveloped flow patterns of offsite and on -site drainage basins and the proposed storm water facilities designed to mitigate the downstream impact of increased storm water runoff. The contents of this report are prepared, at a minimum, in accordance with the Weld County Code for a Final Drainage Report, 2.0 GENERAL LOCATION AND DESCRIPTION 2.1 Location and Existing Conditions The Roan Storage Facility is located on an approximately 80 acre parcel about 11 miles east of the Town of Platteville, Colorado, adjacent to and south of WCR 30. The main entrance of the subject property is located 0.75 miles west of the intersection of WCR 49 and WCR 30. More specifically, the subject property is located in the west half of Section 25, Township 3 North, Range 65 West of the 6`11 P.M., Weld County, Colorado. A vicinity map has been provided in Appendix A. The property is currently undeveloped and consists of irrigated cropland. Surrounding land use adjacent to the subject parcel is primarily agricultural or oil and gas handling. Two crude oil terminals are located to the northeast and east of the site. Other hydrocarbon production wells are present on adjacent properties. There are numerous utilities that cross the subject property. In general, there are several existing buried oil/gas pipelines along the northern, western, and eastern property boundaries. WCR 30 is a publicly maintained road within dedicated County right-of-way. 2.2 Proposed Development The Roan Storage Facility will be owned and operated by Noble Energy. Noble Energy is proposing a crude oil storage facility for centralized collection of oil. Oil is transported exclusively via pipeline to and from the facility. Construction of the proposed facility is expected to be phased, not exceeding the maximum development shown on the USR maps. Additional future facilities may be constructed depending on market conditions. The facility will consist of three cylindrical shaped tanks to receive and store oil above ground. Two tanks have a capacity of 150,000 barrels. The third tank has a capacity of 100,000 barrels. There are also pumps, meters, and other small ancillary equipment on the site. There is an existing access point from WCR 30 onto the site. A gravel access road will loop around the tanks and secondary containment. There will be informational signs at the entrances to direct traffic. Vehicle access to the site will have minimal impact to adjacent properties. Future phases may include additional storage tanks and a construction laydown yard. The net impact on runoff volume due to the future facilities is expected to be insignificant. Additional discussion of future phases is presented in section 5.5. Final Drainage Report Roan Storage Facility 1 October 2016 P:\357191133-35719-15004\DocslReports1Drainage Report\Final Drainage Report _Roan.doc 3.0 DRAINAGE BASINS AND SUBBASINS 3.1 Major Basin Description The subject property is located in rural Weld County and is surrounded by undeveloped agricultural land and adjacent industrial developments. The project site lies in a FEMA designated area, Zone C: "areas of minimal flooding." An appended Flood Insurance Rate Map is provided in Appendix A. The Roan Storage Facility is located in Flood Insurance Rate Map (FIRM), Community Panel No. 08123C1975E. The site is located outside any applicable Weld County or adjacent Master Drainage Plans. The site is located within a watershed that generally flows east towards Box Elder Creek. According to the Soil Survey of Weld County, Colorado, Northern Part [1], site soils are primarily loamy sand with clay loam and sand interspersed. Loamy sand soils are generally well drained and slopes are between 0 and 5 percent. A detailed soil survey report has been provided in Appendix B- 1. The soil types are predominantly hydrologic soil group A, with some type D and type A/D soils. In basins with type A/D soils, runoff coefficients for type D soils were assumed for more conservative runoff estimates. The A/D classification is used for areas where high groundwater may impact infiltration rates. Previous project experience showed that high groundwater may be a concern in this area. 3.2 Historic Drainage Patterns A minor ridge line divides the site into two historic sub -basins: Basin A and Basin B. The Points of Analysis (POA) for all basins were selected based on the historic drainage conditions and the proposed detention pond. Basin A is located on the north and west sides of the project site and drains towards the east. Existing topography shows that runoff from Basin A flows along the northern edge of the property in a poorly defined watercourse. Topographic data shows that there is no borrow ditch along WCR 30. Basin A discharges onto adjacent property. Basin B is located on the south and west sides of the project site and drains towards the east. Basin B discharges onto adjacent property. Site rainfall depth information was obtained from the National Oceanic and Atmospheric Administration (NOAA) Atlas 14, Volume 8, Precipitation -Frequency Atlas of the United States (2013). This data supersedes the rainfall depth information provided in the Urban Storm Drainage Criteria Manual. The current NOAA data was used for the determination of point rainfall data. The NOAA data formed the basis of the IDF calculations for other storm frequencies and durations using Urban Drainage methods. Rainfall data is presented in Appendix B-2. Historic runoff coefficients are calculated for each site soil type using the methods detailed in the Urban Storm Drainage Criteria Manual, Volume 1, Ch. 5. Because the areas of the historic basins are less than 160 acres, the Rational Method was used to analyze the historic peak flows. Historic Final Drainage Report Roan Storage Facility 2 October 2016 P:\357191133-35719-15004\DocslReports1Drainage Report\Final Drainage Report _Roan.doc runoff coefficients and peak flows for the 10 -year and 100 -year storm events for the historic drainage basins are presented in Table 1. Times of concentration for the historic drainage basins were estimated using the methods detailed within Urban Storm Drainage Criteria Manual, Volume 1, Ch. 5. A composite runoff coefficient accounting for hydrologic soil group was estimated. Calculations for time of concentration and composite runoff coefficients for the hydrologic analysis are presented in Appendix B-3. Table 1: Historic Basin Runoff Summary Peak Flow Peak Flow Corresponding Basin ID Acres 10 Year (cfs) 100 Year (cfs) POA A B 25.99 51.21 4.52 19.09 9.06 38.02 A B The values presented in the preceding table are the maximum allowable 10 -year historic discharges that may be discharged from the site per County code. Detailed historic drainage calculations are provided in Appendix B-3. 3.3 Offsite Drainage Patterns Offsite drainage basins OA -1 and OA -2 are located north and west of the future development and are approximately 18 acres in total. The basins are a subdivision of historic Basin A. The subdivisions were delineated in order to size the culverts under the access roads. Basins OB-1 will be conveyed to a drainage swale and routed through the detention pond on the southern end of the site. The discharge will be at the same point as historic Basin B. Table 2: Offsite Runoff Summary Peak Flow Peak Flow Corresponding Basin ID Acres 10 Year (cfs) 100 Year (cfs) POA OA -1 OA -2 OB-1 11.84 6.36 39.24 1.70 1.74 6.18 7.51 6.62 26.45 A A B Please see the Offsite Drainage Plan that is enclosed with this report. Offsite drainage calculations are provided in Appendix B-4. 4.0 DRAINAGE DESIGN CRITERIA This report is prepared in compliance with the Urban Storm Drainage Criteria Manual, Volumes 1, 2 and 3; Weld County Code; and the Weld County Storm Drainage Criteria Addendum to the Urban Final Drainage Report Roan Storage Facility 3 October 2016 P:\35719\133-35719-15004\Docs\Reports1Drainage Report\Final Drainage Report _Roan.doc Storm Drainage Criteria Manuals Volumes 1, 2, and 3. Based on this criterion, a 100 -year storm is used as the major storm when evaluating existing and proposed drainage facilities. Rainfall Data: Rainfall data was collected using the Volume 8, Precipitation -Frequency Atlas of the United States (2013). Pipe and Culvert Sizing: Site storm infrastructure capacities have been evaluated using Manning's Equation. The culvert on site is sized to convey the 100 -year storm event. Additionally, the outlet pipes from the detention pond are sized for a specific release rate of the 10 -year historic flow with the use of an orifice plate and a restrictor plate for water quality. Erosion control devices will be provided at all culvert and swale outlets to protect against erosion. The culvert size was determined using Culvertmaster software. Pipe calculations have been provided in Appendix C-1. Drainage Channel Sizing: Two drainage channels "A" and "B" are proposed for the project site. A triangular drainage channel "A" is located along the north side of the project to convey offsite runoff around the site. Additionally, a 7' wide bottom trapezoidal drainage channel "B" is along the west and south sides of the project to convey offsite and on -site drainage flows through the detention pond. All channels are sized for the 100 -year storm event using Manning's Equation. Detailed channel calculations have been provided in Appendix C-2. Due to the fire danger at the site, much of the developed section of the site will be unvegetated. Detention ponds may be vegetated. Due to the relative steepness of channels and the soil types and lack of vegetation, turf reinforcement mat is recommended for all drainage channels and pond slopes to reduce erosion potential. Detention Pond Sizing: The detention pond volume has been determined using the UDFCD's Detention Design — UD-Detention v3.02. The detention pond will be configured to release no more than the 10 -year historic flow at the point of analysis (POA B) in accordance with anticipated future Weld County criteria. A minimum of one - foot of freeboard will be provided. A three foot wide"V" trickle pan will be installed and a 2.5 -foot (minimum depth) micro pool installed to maintain improved water quality. The required water quality capture volume will be contained within the detention volume for the pond. Also an emergency spillway, in the form of a trapezoidal weir, is proposed to convey the 100 -year flow rate at a 6 -inch depth. Detailed detention pond calculations have been provided in Appendix C-4. 5.0 DRAINAGE FACILITY DESIGN 5.1 General Concept The site was subdivided into five sub -basins based upon the proposed final grading of the site. The areas draining to the North are grouped into an "A" series developed drainage basin. The basin was subdivided to determine culvert and channel sizes. Basin A-1 will discharge to POA A and release un-detained similar to historic release. The areas draining to the west and south were grouped into the "B" series developed drainage basins. The basins were subdivided to determine channel size. Basins B-1 and B-4 runoff is conveyed to the Final Drainage Report Roan Storage Facility 4 October 2016 P:\35719\133-35719-15004\Docs\Reports1Drainage Report\Final Drainage Report _Roan.doc detention pond. Basin B-2 is located on the east side of the secondary containment and the runoff sheet flows to the POA B in an un-concentrated manner. Basin B-3 is the storage tanks and contained in a secondary containment berm. The secondary containment area is excluded from detention calculations because the area is valved closed at all times until the runoff can be checked for oil sheen that is indicative of tank leaks. If the stored runoff is sheen -free, the runoff will be released. It is assumed that this release will occur considerably after the conclusion of a rainstorm and well after the peak release rate of the detention ponds. At POA A, the discharge in the developed condition will be a combination of the OA offsite basins and the release from the site. At POA B, the discharge in the developed condition will be a combination of the OB offsite basins and the release from the Detention Pond. The tables below summarize the allowable outflow from each of the Point of Analysis. Table 3: POA A Runoff Summary Discharge Flow (cfs) Historic Basin A (10 Year) Offsite Flows, Basins OA -1 (10 Year) Offsite Flows, Basins OA -2 (10 Year) Basin A-1 Maximum Allowable Discharge 4.52 1.70 1.74 1.01 0.07 Table 4: POA B Runoff Summary Discharge Flow (cfs) Historic Basin B (10 Year) Basin B-2 Maximum Allowable from Pond 9.06 1.21 7.85 5.2 On -site Drainage Basin A-1 will flow overland to the East. Basin A-1 is mainly comprised of a gravel access road for the Storage facility. Basin B-1 will flow overland via a channel to the Detention Pond. Basin B-1 is comprised mostly of a gravel access road. Basin B-2 is located on the east side of the secondary containment and the runoff sheet flows to the POA B in an un-concentrated manner un-detained. Final Drainage Report Roan Storage Facility 5 October 2016 P:\35719\133-35719-15004\Docs\Reports1Drainage Report\Final Drainage Report _Roan.doc Basin B-3 is the secondary containment. The secondary containment area is valved closed and is not released during a rainstorm. When released, this area will drain to the POA B in a non -storm event. Basin B-4 will flow overland via a channel to the Detention Pond. Basin B-4 is comprised mostly of a gravel access road. Table 5 provides the peak flow rates for the sub -basins of each of the major basins. Table 5: On -site 100 -Year Runoff Summary Peak Flow Peak Flow Corresponding Basin ID Acres 10 Year (cfs) 100 Year (cfs) POA A-1 B-1 B-2 B-3 B-4 1.75 4.02 1.58 4.82 7.58 1.01 3.43 1.21 2.84 6.29 3.55 11.98 4.21 11.22 22.24 A B B B B Detailed developed drainage calculations have been provided in Appendix B-5. 5.3 Offsite Drainage Basin OA -1 and OA -2 will flow overland. Basin OA -2 will flow overland to the east to a proposed culvert. This will convey offsite runoff to Channel A and merge flow for the offsite basins OA -1 and OA -2. Basin OB-1 will flow overland until being intercepted by Channel B. The flows will be conveyed to the south and routed through the detention pond, returning the offsite flow to POA B. The channel is sized to convey the offsite 100 -year runoff. Detailed calculations have been provided in Appendix C-2. 5.4 Detention There is a detention pond within the project site. Runoff from Basins OB-1, B-1, and B-4 series will be collected in the Detention Pond. As previously mentioned, the maximum allowable release rate from Pond B is 7.85 cfs. Water quality volume calculations were performed using the Urban Drainage Basin Volume Estimating Workbook, v. 3.02. Detention calculations were performed using HEC-HMS. A summary of the required detention volumes is presented in the following table. The calculated release rate from the spreadsheet was 6.4 cfs, which is less than the maximum allowable release rate. Final Drainage Report Roan Storage Facility 6 October 2016 P:\357191133-35719-15004\DocslReports1Drainage Report\Final Drainage Report _Roan.doc Table 7: Volume Summary Required Detention Allowable Release Calculated Release Volume Rate Rate Pond ID (acre-feet) (cfs) (cfs) Pond 3.4 7.85 5.5 Future Phase Drainage Impacts 6.4 Future phases of the site are proposed and may be constructed, depending on future market conditions. Phase 2 may include additional storage tanks and a laydown area south of the proposed initial improvements. Storage tanks will be contained within a secondary containment area. Secondary containment areas are valved off and do not runoff at the same time as the rest of the site. The secondary containments areas trap runoff and are checked for sheen (after the storm has concluded) before being released into the drainage system. As result, future storage tanks within secondary containment areas are not expected to increase runoff due to development. As a result, the detention pond and any rerouted channels would not need to be increased in size. A laydown yard is also proposed for future use. The laydown yard extends to the southern boundary of the property, but only partially depicted on the Developed Drainage Map. The laydown yard would temporarily store equipment on the ground between the time of delivery and when it is needed at a construction site. No pavement or road based will be placed in the laydown yard. As a result, no increase in runoff is expected due to the placement of the yard. The yard was not considered in runoff calculations as it is expected to runoff the site in the same manner and quantity as the historic rate. 6.0 CONCLUSIONS This report was prepared to comply with Weld County Code and the Weld County Storm Drainage Criteria Addendum to the Urban Storm Drainage Criteria Manuals Volumes 1, 2 and 3. The proposed drainage system for the Roan Storage Facility will provide detention for the developed section of the site, releasing flows at the 10 -year historic rate. Releases are as near to the points of design as practical. Drainage design is not expected to adversely impact adjacent landowners. This Final Drainage Report is being submitted to Weld County for review and approval. Final Drainage Report Roan Storage Facility 7 October 2016 P:\35719\133-35719-15004\Docs\Reports1Drainage Report\Final Drainage Report _Roan.doc 7.0 REFERENCES United States Department of Agriculture Soil Conservation Service in cooperation with Colorado Agricultural Experiment Station. Soil Survey of Weld County, Colorado, Southern Part, September 1980. Urban Drainage and Flood Control District. Urban Storm Drainage Criteria Manual, Volume 1-3, June 2001. Weld County Code. Weld County, Colorado, September 6, 2008. Weld County Engineering and Construction Criteria. Weld County Public Works Department, April 2012. NOAA Atlas 14, Volume 8, Precipitation -Frequency Atlas of the United States, U.S. Department of Commerce, 2013. Final Drainage Report Roan Storage Facility 8 October 2016 P:\357191133-35719-15004\DocslReports1Drainage Report\Final Drainage Report _Roan.doc APPENDIX A - MAPPING [-n) TETRATECH www.tetratech.com 1900 S. Sunset Street, Ste. 1-E Longmont, Colorado 80501 PHONE. (303)772-5282 FAX. (303)772-7039 NOBLE ENERGY, INC. ROAN STORAGE FACILITY WELD COUNTY, COLORADO VICINITY MAP Legend Property Boundary Project No.: 133-35719.15004 Date: APR 27, 2018 Designed By: JJA Figure No. 1 44 51 W OM aa48nramN 23 ' 24 -= MAP SCALE 1" = 2000' 000 0 2000 400D I -I 1--I i.__, ) I FEET eei°TFQC1 'Mir' friu uut PANEL 197SE 39 � I 1111111 m°r m'll U] 't;H 1�• FIRM project si• te26 - 5 f £ I. - VIII `I , II�e" COMMIUIIlY NULIBER PANEL. SUFFIX IIIrp. �.1 IIIM lEr I �IIII�� -� .I urr„� ,HMI' .€Loi Prom Nio',oe to User. shou!l be used .Community Number used on insurance community. 44. ",r = i k Fed'era Emereene} rent 'Ins The Map Number Shown below when piaang map ;seders: the shown ohove shauld be applications Far the subs MAP NUMBER 08123C1975E EFFECTIVE DATE JANUARY 20, 2016 ►Ianagement:%Tetley • 35 - - 2 I t ki- 36 — _ - —1,,, ,a on SAO I,I r; 4fa1' or polder tO the above refer mend ALrc r rr op ll owe eel -.meted U9.1 ng F Mlt On -u ne Tee map does not reelect Chainge5. or amendmente which may hale been mode oubaecluent to the dote on the lie block. For the latest pl Juct information about NFl ut National Rood Insurance Program flood maps check the FEMA Flood Map Scare atw. mec.fama,guv APPENDIX B - HYDROLOGY COMPUTATIONS APPENDIX B-1 SOILS REPORT USDA United States A product of the National Department of Cooperative Soil Survey, Agriculture a joint effort of the United I\ n J I RC r,\J States Department of Agriculture and other Federal agencies, State Natural agencies including the Resources Agricultural Experiment Conservation Stations, and local Service participants Custom Soil Resource Report for Weld County, Colorado, Southern Part Roan Storage Facility November 20, 2015 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/portal/ nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (http:// offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactust? cid=nres142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the N RCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require alternative means 2 for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface 2 How Soil Surveys Are Made 5 Soil Map 7 Soil Map 8 Legend 9 Map Unit Legend 10 Map Unit Descriptions 10 Weld County, Colorado, Southern Part 12 35—Loup-Boel loamy sands, 0 to 3 percent slopes 12 69—Valent sand, 0 to 3 percent slopes 13 72 —Vona loamy sand, 0 to 3 percent slopes 15 73 —Vona loamy sand, 3 to 5 percent slopes 16 References 18 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil -vegetation -landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil scientists classified and named the soils in the survey area, they compared the 5 Custom Soil Resource Report individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil - landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil -landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field -observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. 6 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 7 Custom Soil Resource Report Soil Map 4{P 1714'N 49° 11'46" N 532000 532100 532200 532300 532400 532500 532600 532700 532800 532900 533000 533100 533200 104° 37 211 W 532100 532200 532300 532400 532500 532600 532700 Map Scale: 1:6460 if printed on A landscape (ll" x 8.5") sheet. Meters N 0 50 100 200 300 A 0 250 500 1000 1500 Map projection: Web Mercator Corner coordinates: WG584 Edge tics: UTM Zone 13N WGS84 Feet 8 532900 533000 533100 533200 1040 36' 32" W 0 u4i 7 0 4C° 1214N 40° 11'48'N Custom Soil Resource Report MAP LEGEND MAP INFORMATION Area of Interest (AO!) Area of Interest (AO1) Soils Soil Map Unit Polygons Soil Map Unit Lines O Soil Map Unit Points Special Point Features �}u Blowout • Borrow Pit Clay Spot • Closed Depression • Gravel Pit Gravelly Spot • Landfill • Lava Flow its, Marsh or swamp Mine or Quarry ▪ Miscellaneous Water • Perennial Water Rock Outcrop • Saline Spot Sandy Spot Severely Eroded Spot Sinkhole ▪ Slide orSlip od? Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features 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. Water Features Streams and Canals Please rely on the bar scale on each map sheet for map measurements. Transportation +-i-+ Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nres.usda.gov Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Weld County, Colorado, Southern Part Survey Area Data: Version 14, Sep 22, 2015 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Mar 16, 2012 -Apr 13, 2012 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 moo unit boundarics may be cvidcnt. 9 Custom Soil Resource Report Map Unit Legend Weld County, Colorado, Southern Part (CO818) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 35 Loup-Boel loamy sands, 0 to 3 percent slopes 30.7 37.7% 69 Valent sand, 0 to 3 percent slopes 22.6 27.7% 72 Vona loamy sand, 0 to 3 percent slopes 6.3 7.8% 73 Vona loamy sand, 3 to 5 percent slopes 21.8 26.8% Totals for Area of Interest 81.5 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic 10 Custom Soil Resource Report classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha - Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 11 Custom Soil Resource Report Weld County, Colorado, Southern Part 35—Loup-Boel loamy sands, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 362f Elevation: 4,550 to 4,750 feet Mean annual precipitation: 11 to 15 inches Mean annual air temperature: 46 to 52 degrees F Frost -free period: 130 to 180 days Farmland classification: Not prime farmland Map Unit Composition Loup and similar soils: 55 percent Boel and similar soils: 35 percent Minor components: 10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Loup Setting Landform: Swales, drainageways, streams Down -slope shape: Linear Across -slope shape: Linear Parent material: Sandy alluvium Typical profile H1 - 0 to 16 inches: loamy sand H2 - 16 to 40 inches: loamy sand H3 - 40 to 60 inches: sandy loam Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Poorly drained Runoff class: Very high Capacity of the most limiting layer to transmit water (Ksat): High (2.00 to 6.00 in/hr) Depth to water table: About 0 to 18 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 5 percent Available water storage in profile: Low (about 5.2 inches) Interpretive groups Land capability classification (irrigated): 4w Land capability classification (nonirrigated): 6w Hydrologic Soil Group: A/D Ecological site: Sandy Meadow (R067BY029CO) Description of Boel Setting Landform: Drainageways, streams, swales Down -slope shape: Linear Across -slope shape: Linear Parent material: Stratified sandy alluvium 12 Custom Soil Resource Report Typical profile H1 - 0 to 14 inches: loamy sand H2 - 14 to 60 inches: loamy sand Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Somewhat poorly drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): High to very high (5.95 to 19.98 in/hr) Depth to water table: About 18 to 36 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 5 percent Available water storage in profile: Low (about 4.2 inches) Interpretive groups Land capability classification (irrigated): 4w Land capability classification (nonirrigated): 6w Hydrologic Soil Group: A Ecological site: Sandy Meadow (R067BY029CO) Minor Components Osgood Percent of map unit: 5 percent Valent Percent of map unit: 5 percent 69—Valent sand, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2tczd Elevation: 3,000 to 5,210 feet Mean annual precipitation: 13 to 20 inches Mean annual air temperature: 48 to 52 degrees F Frost -free period: 130 to 166 days Farmland classification: Farmland of local importance Map Unit Composition Valent and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Valent Setting Landform: Interdunes 13 Custom Soil Resource Report Landform position (two-dimensional): Footslope, toeslope Landform position (three-dimensional): Base slope Down -slope shape: Linear Across -slope shape: Linear Parent material: Noncalcareous eolian sands Typical profile A - 0 to 5 inches: sand AC - 5 to 12 inches: sand C1 - 12 to 30 inches: sand C2 - 30 to 80 inches: sand Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Excessively drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat): High to very high (6.00 to 39.96 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 1 percent Salinity, maximum in profile: Nonsaline (0.1 to 1.9 mmhos/cm) Available water storage in profile: Very low (about 2.4 inches) Interpretive groups Land capability classification (irrigated): 4e Land capability classification (nonirrigated): 6e Hydrologic Soil Group: A Ecological site: Deep Sand (R067BY015CO), Sands (North) (PE 16-20) (R072XA021 KS) Minor Components Dailey Percent of map unit: 5 percent Landform: Interdunes Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Base slope Down -slope shape: Linear Across -slope shape: Concave Ecological site: Deep Sand (R067BY015CO), Sandy (North) Draft (April 2010) (PE 16-20) (R072XA022KS) Julesburg Percent of map unit: 5 percent Landform: Interdunes Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Base slope Down -slope shape: Linear Across -slope shape: Linear Ecological site: Sandy Plains (R067BY024CO), Sandy (North) Draft (April2010) (PE 16-20) (R072XA022KS) Vona Percent of map unit: 5 percent 14 Custom Soil Resource Report Landform: Interdunes Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Base slope Down -slope shape: Linear Across -slope shape: Linear Ecological site: Sandy Plains (R067BY024CO), Sandy (North) Draft (April2010) (PE 16-20) (R072XA022KS) 72 —Vona loamy sand, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 363r Elevation: 4,600 to 5,200 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 55 degrees F Frost -free period: 130 to 160 days Farmland classification: Farmland of local importance Map Unit Composition Vona and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Vona Setting Landform: Terraces, plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Alluvium and/or eolian deposits Typical profile H1 - 0 to 6 inches: loamy sand H2 - 6 to 28 inches: fine sandy loam H3 - 28 to 60 inches: sandy loam Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 6.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Salinity, maximum in profile: Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm) Available water storage in profile: Moderate (about 6.5 inches) Interpretive groups Land capability classification (irrigated): 3e 15 Custom Soil Resource Report Land capability classification (nonirrigated): 4e Hydrologic Soil Group: A Ecological site: Sandy Plains (R067BY024CO) Minor Components Remmit Percent of map unit: 10 percent Valent Percent of map unit: 5 percent 73 —Vona loamy sand, 3 to 5 percent slopes Map Unit Setting National map unit symbol: 363s Elevation: 4,600 to 5,200 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 55 degrees F Frost -free period: 130 to 160 days Farmland classification: Not prime farmland Map Unit Composition Vona and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Vona Setting Landform: Terraces, plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Alluvium and/or eolian deposits Typical profile H1 - 0 to 6 inches: loamy sand H2 - 6 to 28 inches: fine sandy loam H3 - 28 to 60 inches: sandy loam Properties and qualities Slope: 3 to 5 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 6.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Salinity, maximum in profile: Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm) Custom Soil Resource Report Available water storage in profile: Moderate (about 6.5 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: A Ecological site: Sandy Plains (R067BY024CO) Minor Components Remmit Percent of map unit: 8 percent Valent Percent of map unit: 7 percent 17 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep -water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nres.usda.gov/wps/portal/nres/ detailInational/soils/?cid=nres 142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http://www.nrcs.usda.gov/wps/portal/ nres/detail/national/soils/?cid=nres 142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http://www.nrcs.usda.gov/wps/ portal/nres/detail/national/soils/?cid=nres 142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/ home/?cid=nres 142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/land use/rang epasture/?cid=stelprdb 1043084 18 Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430 -VI. http://www.nres.usda.gov/wps/portal/ nres/detail/soils/scientists/?cid=nres 142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/? cid=nres142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nres.usda.gov/Internet/FSE_DOCU MENTS/nres 142p2_052290.pdf 19 0 2 0 co z O 0 2 CO 0 uo to u� a mit�I TETRATECH Jwww.tetratech.com NOBLE ENERGY. INC. Project No.: 133-35719-15004 WCR30 110 72 Soils Legend 35; Loup-Boel loamy sands, 0 to 3 percent slopes 69; Valent sand, 0 to 3 percent slopes 72; Vona loamy sand, 0 to 3 percent slopes 73; Vona loamy sand, 3 to 5 percent slopes r-- 1900 S. Sunset Street, Ste. 1-E Longmont, Colorado 80501 a PHONE. (303)772-5282 FAX. (303)772-7039 ROAN STORAGE FACILITY WELD COUNTY, COLORADO HISTORIC SOILS MAP APR 27, 2016 0 2 u; w LL O CO 0 co z O 0 2 0 uC u� 0 N N NOBLE ENERGY. INC. Project No.: 133-35719-15004 Feet [-n) TETRATECH www.tetratech.com 73 WCR30 69 I 14): g' Soils Soils Legend 35; Loup-Boel loamy sands, 0 to 3 percent slopes 69; Valent sand, 0 to 3 percent slopes 72; Vona loamy sand, 0 to 3 percent slopes 73; Vona loamy sand, 3 to 5 percent slopes 1900 S. Sunset Street, Ste. 1-E Longmont, Colorado 80501 PHONE (303)772-5282 FAX. (303)772-7039 ROAN STORAGE FACILITY WELD COUNTY, COLORADO OFFSITE SOILS MAP APR 27, 2016 Figure No. 2 2 DEVELOPED to J_ C [!J z O 0 2 co 0 uC u� 0 N N NOBLE ENERGY. INC. Project No.: 133-35719-15004 Feet [-n) TETRATECH www.tetratech.com rA- Soils Legend 35; Loup-Boel loamy sands, 0 to 3 percent slopes 69; Valent sand, 0 to 3 percent slopes 72; Vona loamy sand, 0 to 3 percent slopes 73; Vona loamy sand, 3 to 5 percent slopes 1900 S. Sunset Street, Ste. 1-E Longmont, Colorado 80501 PHONE (303)772-5282 FAX. (303)772-7039 ROAN STORAGE FACILITY WELD COUNTY, COLORADO DEVELOPED SOILS MAP APR 27, 2016 Figure No. 3 APPENDIX B-2 RAINFALL DATA NOAA Atlas 14, Volume 8, Version 2 Location name: Keenesburg, Colorado, US* Latitude: 40.2002°, Longitude: -104.3146° Elevation: 4652 ft* * source: Google Maps POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Deborah Martin, Sandra Pavlovic, Ishani Roy, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Michael Yekta; Geoffery Bonnin NOAA, National Weather Service, Silver Spring, Maryland PF tabular I PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration 5 -min 10 -min 15 -min 30 -min 60 -min 2 -hr 3 -hr 6 -hr 12 -hr 24 -hr Average recurrence interval (years) 1 0.253 (0.202-0.319)i 0.370 (0.295-0.466) 0.451 (0.360-0.569) 0.602 (0.481-0.759) 0.742 (0.593-0.937) 0.883 (0.711-1.10) 0.965 (0.780-1.20) 1.12 (0-915-1.38) 1.31 (1.07-1.59) 1.55 (1.28-1.87) 2 0.305 (0.243-0.385) 0.447 (0.357-0.564) 0.545 (0.435-0.688) 0.727 (0.580-0.918) 0.890 (0.710-1.12) 1.05 (0.846-1.32) 1.14 (0.922-1.42) 1.32 (1.07-1.63) 1.55 (1.27-1.90) 1.82 (1.50-2.21) 5 0.403 (0.321-0.510) 0.590 (0.469-0.747) 0.720 (0.572-0.911) 10 0.496 (0.392-0.630) 0.726 (0.574-0.922) 0.885 (0.700-1.13) 25 0.640 (0.497-0.859) 0.937 (0.727-1.26) 0.960 I 1.18 (0.763-1.22) (0.933-1.50) 1.17 (0.931-1.48) 1.38 (1.11-1.73) 1.49 (1.20-1.86) 1.71 (1.39-2.12) 2.01 (1.64-2.46) 2.31 (1.90-2.81) 1.14 (0.887-1.53)j 1.52 (1.18-2.04) 1.44 (1.14-1.83) 1.70 (1.36-2.15) 1.84 (1.47-2.30) 2.10 (1.69-2.60) 2.43 (1.97-2.99) 2.76 (2.26-3.36) 1.87 (1.46-2.52) 2.22 (1.74- 2.97) 2.40 (1.90-3.20) 2.72 (2.16-3.58) 3.08 (2.45-3.98) 3.43 (2.75-4.38) 50 0.765 (0.576-1.03) 1.12 (0.843-1.51) 1.37 (1.03-1.84) 1.82 (1.37-2.45) 2.25 (1.69-3.04) 2.68 (2.04-3.59) 2.90 (2.22-3.88) 3.27 (2.52-4.33) 3.63 (2.81-4.73) 4.00 (3.12-5.14) 100 0.901 (0.654-1.24) 1.32 (0.957-1.82) 1.61 (1.17-2.21) 2.14 (1.55-2.95) 2.66 (1.93-3.67) 3.18 (2.33-4.36) 3.46 (2.55-4.72) 3.88 (2.89-5.24) 4.24 (3.16-5.63) 4.61 (3.47-6.05) 200 1.05 (0.730-1.48) 1.54 (1.07-2.17) 1.88 (1.30-2.64)I 2.50 (1.74-3.52) 3.12 (2.17-4.41) 3.75 (2.63-5.25) 4.09 (2.89-5.70) 4.57 (3.25-6.31) 4.90 (3.50-6.66) 5.27 (3.80-7.08) 500 I I 1000 1.27 (0.846-1.83) 1.86 (1.24-2.67) 2.26 (1.51-3.26) 3.01 (2.01-4.33) 3.79 (2.53-5.47) 4.58 (3.08-6.55) 5.01 (3.40-7.14) 5.58 (3.81-7.87) 5.84 (4.02-8.13) 6.20 (4.30-8.54) 1.45 (0.933-2.09) 2.12 (1.37-3.06) 2.58 (1.67- 3.73) 3.43 (2.21-4.96) 4.35 (2.80-6.28) 5.26 (3.42-7.53) 5.78 (3.78-8.22) 6.42 (4.24-9.05) 6.61 (4.41-9.24) 6.96 (4.68-9.64) 2 -day 1.78 2.10 2.65 3.13 3.84 4.42 5.03 5.67 6.56 7.27 3 -day 4 -day 7 -day 10 -day 20 -day 30 -day 45 -day 60 -day (1.48-2.13) (1.75-2.52) (2.20-3.19) (2.59-3.79) (3.08-4.82) (3.46-5.60) (3.80-6.51) 1.95 (1.63-2.32) 2.08 (1.75-2.47) 2.36 (2.00-2.79) 2.61 (2.22-3.07) 3.37 (2.89-3.92) 4.00 (3.44-4.63) 4.77 (4.13-5.49) 5.41 (4.70-6.20) 2.27 (1.90-2.71) 2.40 (2.02-2.86) 2.73 (2.31-3.22) 3.02 (2.56-3.55) 3.87 (3.31-4.50) 4.57 (3.93-5.29) 5.45 (4.71-6.28) 6.19 (5.37-7.10) 2.82 (2.36-3.38) 2.96 (2.48-3.53) 3.34 (2.82-3.96) 3.69 (3.12-4.34) 4.66 (3.98-5.44) 5.47 (4.69-6.35) 6.52 (5.61-7.52) 7.42 (6.41-8.53) 3.31 (2.75-3.98) 3.45 (2.87-4.13) 3.87 (3.24-4.59) 4.24 (3.57-5.02) 5.30 (4.50-6.21) 6.20 (5.28-722) 7.36 (6.30-8.53) 8.37 (7.20-9.66) 4.03 (3.25-5.02) 4.17 (3.37-5.17) 4.61 (3.74-5.64) 5.01 (4.08-6.09) 6.17 (5.05-7.39) 7.16 (5.88-8.51) 8.45 (6.97-9.97) 9.59 (7.92-11.2) 4.61 (3.63-5.80) 4.75 (3.75-5.96) 5.19 (4.12-6.44) 5.61 (4.46-6.90) 6.82 (5.46-8.28) 7.86 (6.33-9.48) 9.24 (7.47-11.1) 10.5 (8.47-12.4) 5.22 (3.97-6.72) 5.36 (4.09-6.87) 5.79 (4.44-7.34) 6.21 (4.78-7.81) 7.45 (5.77-9.25) 8.54 (6.65-10.5) y 9.99 (7.81-12.2) 11.3 (8.84-13.7) (4.11-7.51) I (4.58-8.91) (4.93-9.97) l 5.86 (4.28-7.73) 6.01 (4.40-7.89) 6.42 (4.72-8.33) 6.82 (5.04-8.78) 8.08 (6.01-10.3) 9.21 (6.89-11.6) 10.7 (8.04-13.4) 12.0 (9.06-15.0) 6.76 (4.75-9.13) 6.91 (4.87-9.29) 7.26 (5.15-9.66) 7.63 (5.42-10.1) 8.88 (6.37-11.6) 10.0 (7.24-13.0) 11.6 (8.38-14.9) 12.9 (9.38-16.5) 7.48 (5.10-10.2) 7.62 (5.22-10.4) 7.92 (5.47-10.7) 8.24 (5.72-11.1) 9.48 (6.64-12.6) 10.6 (7.50-14.1) 12.2 (8.63-16.0) 13.5 (9.63-17.7) Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (P05). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical PDS-based depth -duration -frequency (DDF) curves Latitude:: 40.2002 °, Longitude: -104.3146° 14 12 • C 10 I. O_ 8 a Precipitation depth (in) = c un rl r -I Duration 'E tS] I - — .C JC N ftiJ'i I ut I - NJ rri rR rR r rt3 riS rC rR -55 - t*1 rf1 & u`1 Ca r-1 N r 2 5 10 25 50 100 200 500 1000 NOAA Atlas 14, Volume 0, Version 2 Average recurrence interval (years) Created lGMT1: Mon Nov 23 10:00:39 2015 Back to Top Maps & aerials Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 Duration 5 -min — 2 -day 10 -min — 3 -day 15 -min — 4 -day 30 -min — 7 -day 60 -min — 10 -day 2 -hr — 20 -day 3--17T - 30 -day 5-nt - 45 -day 12 -hr — 60 -day 24 -hr Small scale terrain sp=ar 4 MM,'edic ne Bow National Forest l C; '-'Y'f' Natf+JdlaJ aresti' U raver '� ✓l4 "4 Aurora •• , ,, _ IWhaae•Rryer Breckenridge ef jNariona e t+y,?i .4 y�Wperi :' l' 0.e rO t. 0'RRI,K b, O ;',440 h, 'x Colorado n . r y 0 cf.r `� Springs y �,. 4‘ a `f�, .. 1° Y Sari f.sahed . ' 7'o gte No �, Laramie 0 I Cheyenne I Q Fyr.S#UShIuff 91, C adron ovll 50 km Map Report a map error Large scale terrain I I r I Go -gIe aclogle 2 km Map , Report a map error Large scale map 2 km Map Report a map error Large scale aerial C 3110r. Back to Top Imagery C Report a map error US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service Office of Hydrologic Development 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer APPENDIX B-3 HISTORIC RUNOFF CALCULATIONS Noble Energy - Roan Storage Facility Historic Runoff Calculations Basin Basin Area (acres) Basin Imperviousness Runoff Coeficients, c Ltatal Li El. i Up El. i Down El. w Down Si Sw Ti Tt Tc Rainfall Intensity I (in/hr) Basin Flows Q cfs) POA Area (ac) Soil Type A Soil Type 13 Soil Type C Soil Type D Gravel Road (ac) Roof/Tank (ac) Undeveloped (ac) I % 2 Yr 5 Yr 10 Yr 100 Yr (ft) (ft) (11/ft) (Wit) (min) (min) (min) 2 Yr 5 Yr 10 Yr 100 Yr 2 Yr 5 Yr 10 Yr 100 Yr A 25.99 16.13 0.00 0.00 9.86 0.00 0.00 25.99 2.Q 0.021 0.066 0.143 0.327 2558 500 4860 4854 4820.89 0.0120 0.016 39.3 38.6 77.9 0.75 0.99 1.22 2.25 0.42 1.71 4.52 19.09 A 13 51.21 31.02 0.00 0.00 20.19 0.00 0.00 51.21 2.0 0.022 0.069 0.146 0.331 2639 500 4860 4854 4817.5 0.0120 0.017 39.2 39.0 78.2 0.75 0.99 1.21 2.24 0.85 3.47 9.06 38.02 13 Basin All % Impervious Soil Type A Soil Type B Soil Type C Soil Type D 2 2 yr 5yr 10 yr 100 yr Modified: 16.13 62% 0.00 0% 0.00 0% 9.86 38% 25.99 100% 0.000 0.028 0.056 0.056 0.008 0.088 0.162 0.162 0.021 0.066 0.070 0.166 0.262 0.262 0.143 0.216 0.362 0.508 0.508 0.327 Basin A20 % Impervious Soil Type A Soil Type 13 Soil Type C Soil Type D 2 2 yr 5yr 10 yr 100 yr Modified: 31.02 61% 0.00 0% 0.00 0% 20.19 39% 51.21 100% 0.000 0.028 0.056 0.056 0.008 0.088 0.162 0.162 0.070 0.166 0.262 0.262 0.216 0.362 0.508 0.508 0.022 0.069 0.146 0.331 Site Imperviousness Table Roof/Tank Gravel Road Undeveloped 90 40 2 1 -hour Point Rainfall Depth 2 Yr 5 Yr 10 Yr 100 Yr P1 0.89 1.17 1.44 2,66 Notes: 1. Refer to Table RO-3 for Site Imperviousness. Historic flow analysis = 2% imperviousness. 2. Refer to Urban Drainage Criteria Manual Vol. 1 Table RO-5 for Runoff Coefficients, C Equations: Tt=Ti+Tt Ti = (0.395*(l.1-05)*Li^0.5) / Si^0.33 C5 = 5 Yr Runoff Coefficient Li = 500 ft, maximum Si = average watercourse slope Tt=(Lt-500)! V V = Cv*S^0.5 Cv = Conveyance Coefficient (Table RO-2) Sw = average watercourse slope I = (2 8.5 *P 1) / (10+Tc)" 0.7 86 P1 = 1 -hr point rainfall depth Tc = time of conentraction Q=C*I*A C = Runoff Coefficient I Rainfall Intensity A = Area P:135719\133-35719-150041SupportDocs\Calcs\Drainage Calculations\R.unoff Calculations_Roan.xls APPENDIX B-4 OFFSITE RUNOFF CALCULATIONS Noble Energy - Roan Storage Facility Offsite Runoff Calculations Basin Basin Area (acres) Basin Imperviousness Runoff Coeficients, c Ltotal Li El. i Up El. i Down El. w Down Si Sw Ti Tt Tc Rainfall Intensity I (in/hr) Basin Flows Q (els) POA Area Soil Type A Soil Type B Soil Type C Soil Type D Gravel Road (ac) Roof/Tank (ac) Asphalt (ac) Undeveloped (ac) 1 % 2 Yr 5 Yr 10 Yr 100 Yr (ft) (ft) (ft/ft) (ft/ft) (min) (min) (min) 2 Yr 5 Yr 10 Yr 100 Yr 2 Yr 5 Yr 10 Yr 100 Yr OA -1 11,84 9.45 0.00 0.00 2.39 0.16 0.00 0.00 11.68 2.5 0.013 0.043 0.118 0.282 2523 500 4860 4854 4820.89 0.0120 0.016 40.2 37.6 77.8 0.75 0.99 1.22 2.25 0.12 0.51 1.70 7.51 A OA -2 6.36 3.22 0.00 0.00 3.15 0.48 0.00 0.00 5.88 4,9 0.036 0.094 0.181 0.372 1745 500 4860 4854 4821.74 0.0120 0.026 38.2 18.4 56,7 0.93 1.23 1.51 2.79 0.21 0,74 1.74 6.62 A OB-1 41.40 29.88 0.00 0.00 11.52 0.56 0.00 0.00 40.84 2.5 0.018 0.055 0.132 0.304 2639 500 4860 4853 4818 0.0140 0,016 37.7 39.8 77.6 0.75 0.99 1.22 2.25 0.56 2.28 6.69 28.39 B Site Imperviousness Table Basin OA -1 % Impervious Soil Type A Soil Type B Soil Type C Soil Type D 3 2yr 5 y 10 yr 100 yr Modified: 9.45 80% 0.00 0% 0.00 0% 2.39 20% 11.84 100% 0.000 0.032 0.064 0.064 0.012 0.092 0.168 0.168 0.013 0.043 0.080 0.174 0.268 0.268 0.118 0.224 0.368 0.512 0.512 0282 Basin OA -2 % Impervious Soil Type A Soil Type B Soil Type C Soil Type D 5 2yr 5yr 10 yr 100 yr Modified: 3.22 51% 0.00 0% 0.00 0% 3.15 49% 6.36 100% 0.000 0.036 0.072 0.072 0.016 0.096 0.174 0.174 0.036 0.094 0.090 0.182 0.274 0.274 0.181 0.232 0.374 0.516 0.516 0,372 Basin OB-1 % Impervious Soil Type A Soil Type B Soil Type C Soil Type D Modified: 3 29.88 72% 0.00 0% 0.00 0% 11.52 28% 41.40 100% 2 yr 0.000 0.032 0.064 0.064 S yr 10 yr 0.012 0.092 0.168 0.168 0.080 0.174 0.268 0.268 100 yr 0.224 0.368 0.512 0.512 0.018 0.055 0.132 0,304 Asphalt Roof'Tank Gravel Road Undeveloped 100 90 40 2 1 ihuur Point Rainfall Depth 2 Yr 5 Yr 10 Yr 100 Yr PI 0.89 1.17 1.44 2.66 Notes: 1. Refer to Table RO-3 for Site Imperviousness. Historic flow analysis = 2% imperviousness. 2. Refer to Urban Drainage Criteria Manual Vol. 1 Table RO-5 for Runoff Coefficients, C Equations: Tc=Ti+Tt Ti = (0.395*(1.1-05)*LA0.5)/ S^0.33 C5 = 5 Yr Runoff Coefficient L= 500 ft. maximum S = average watercourse slope Tt = (L-500) / V V=Cv*S 0.5 Cv = Conveyance Coefficient (Table RO-2) S = average watercourse slope I = (28.5*P I) / (10+Tc)A0.786 Q = C*I*A P1 = 1 -hr point rainfall depth C = Runoff Coefficient Tc = time of conentraction I = Rainfall Intensity A=Arcs APPENDIX B-5 DEVELOPED RUNOFF CALCULATIONS Noble Energy - Roan Storage Facility Developed Runoff Calculations Basin Basin Area (acres) Basin Imperviousness Runoff Coeficienls c Dotal Tc Rainfall Intensity I (in/hr) Basin Flows Q (cfs) POA Area Soil Type A Soil Type B Soil Type C Soil Type D Gravel Road (ac) RoofTank (ac) Asphalt (ac) Undeveloped (ac) I% 2 Yr 5 Yr 10 Yr 100 Yr (ft) (min) 2 Yr 5 Yr 10 Yr 100 Yr 2 Yr 5 Yr 10 Yr 100 Yr A-1 1:75 1.58 0O0 0O0 0.17 0.41 0O0 0O0 1.33 11.0 0O1 0.08 0.16 0.31 410 12.3 2.21 2.91 3.58 6.61 0O6 0.42 1.01 3.55 A B -I 4.02 0.17 0.00 0.00 3.85 0.24 0.05 0.00 3.74 5.2 0.07 0.17 0.27 0.50 1023 15.7 1.98 2.60 3.20 5.91 0.55 1.75 3.43 11.98 B B-2 1.58 0.72 0.00 0.00 0.86 0.26 0.00 0.00 1.31 8.3 0.05 0.13 0.22 0.41 450 12.5 2.19 2..89 3.55 6.56 0.19 0.58 1.21 4.21 B B-3 4,82 2.12 0.00 0.00 2.70 0.00 0.00 0,00 4.82 2 0.03 0.09 0.18 0.38 810 14.5 2 O 2.70 3.32 6.14 0.31 1.23 2.84 11,22. B B-4 5,44 0.01 0.00 0.00 5.43 0.59 0.01 0.00 4,64 6.3 0,09 0.19 0.28 0.52 860 14.8 2..03 2.67 3.29 6,08 0.95 2.70 5,08 17,15 B Pond B 50.86 30.05 0.00 0.00 20.81 1.39 0.06 0.00 49.42 3.13 0.026 0.076 0.157 0.342 77.6 0,73 0,99 1.22 2.25 1.00 3.82 9,74 39,20 Tc Same as historic * * Tc may never be less than 10 for non -urban or 5 min for urban; Tc equation varies for non-urban/urban Site I mper siousness Table Asphalt Roof/Tank Gravel Road Undeveloped 100 90 40 2 1 -hour Point Rainfall Depth 2Yr 5Yr lO Yr 100 Yr 0.89 1.17 1,44 2.66 P1 Basin A -I % Impervious 11 Soil Type A Soil Type B Soil Type C Soil Type D Modified: 1,58 91% 0.00 0% 0.00 0% 0.17 9% 1,75 100% 2yr 5yr 10 yr 100yr 0.004 0.064 0.116 0.116 0.015 0.066 0.146 0.216 0.216 0.082 0,146 0.226 0.304 0.304 0.161 0.284 0.404 0.532 0.532 0.307 Basin B-1 % impervious 5 Soil Type A Soil Type B Soil Type C Soil Type D Modified: 0,17 4% 0.00 0% 0.00 0% 3.85 96% 4.02 100% 2 yr 5yr 10 yr 100 yr 0,000 0,016 0,090 0232 0.036 0.096 0.182 0.374 0.072. 0.174 0.274 0.516 0.072. 0.174 0.274 0.516 0.0689 0.1673 0.2662 0.5039 Basin B-2 % Impervious 8 Soil Type A Soil Type B Soil Type C Soil Type D Modified: 0,72 45% 0,00 0% 0,00 0% 0.86 55% 1.58 100% 2yr 5yr 0.000 0,052 0.098 0.098 0.054 0.044 0,124 0.198 0.198 0.128 10 yr 0.124 0.208 0.292 0.292 0.216 100 yr 0.264 0.392 0.526 0.526 0.407 Basin B-3 % Impervious Soil Type A Soil Type B Soil Type C Soil Type D Modified: 2,12 44% 0.00 0% 0.00 0% 2.70 56% 4.82. 00% 2 yr 5yr 0.000 0.028 0.056 0.056 0.031 0.008 0.088 0.162 0.162 0.094 10 yr 0.070 0.166 0.262 0.262 0.178 100 yr 0.216 0.362 0.508 0.508 0.380 Basin B-4 % Impervious Soil Type A Soil Type B Soil Type C Soil Type D 6 0,01 0% 0.00 0% 0.00 0% 5.43 100% 5.44 100% 2yr Syr 10 yr 100 yr Modified: 0.000 0.044 0.086 0.086 0.028 0.108 0.186 0.186 0.086 0.186 0.108 0,196 0.284 0.284 0.248 0.384 0.522 0.522 0.284 0.522 Notes: I. Refer to Table RO-3 for Site Imperviousness. 2, Refer to Urban Drainage Criteria Manual Vol. 1 Table RO-5 for Runoff Coefficients, C Equations: Tc = L/180+10 I= (28.5*Pl) /(10+Tey0.786 PI = I -hr point rainfall depth Te= time ofconentrvction Q= C.PA C = Runoff Coefficient I = Rainfall Intensity A = Area Total B % Impervious Soil Type A Soil Type B Soil Type C Soil Type D 3 2yr Syr 10 yr 100 yr Modified: 30.05 59% 0.00 0% 0.00 0% 20.81 41% 50.86 100% 0.000 0.012 0.080 0.224 0.032. 0.092 0.174 0.368 0,064 0.168 0266 0,512 0,064 0.168 0,268 0,512 0.026 0.076 0.157 0.3418 Pt)33719't133-35719-15004)SupportDocs)Calcsnrainage Calculations/Runoff Calculalions_Roanxls APPENDIX C - HYDRAULIC COMPUTATIONS APPENDIX C-1 CULVERT CALCULATION S Culvert Calculator Report Culvert 1 Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 4,833.00 ft Headwater Depth/Height Computed Headwater ElevE 4,831.84 ft Discharge Inlet Control HW Elev. 4,831.57 ft Tailwater Elevation Outlet Control HW Elev. 4,831.84 ft Control Type 1.23 6.62 cfs 4,831.15 ft Outlet Control Grades Upstream Invert Length 4,830.00 ft 40.00 ft Downstream Invert Constructed Slope 4,829.80 ft 0.000000 ft/ft Hydraulic Profile Profile CompositeH2PressureProfile Depth, Downstream Slope Type Horizontal Normal Depth Flow Regime Subcritical Critical Depth Velocity Downstream 3.95 ft/s Critical Slope 1.35 ft N/A ft 1.00 ft 0.006549 ft/ft Section Section Shape Section Material Section Size Number Sections Circular Mannings Coefficient Concrete Span 18 inch Rise 1 0.013 1.50 ft 1.50 ft Outlet Control Properties Outlet Control HW Elev. Ke 4,831.84 ft 0.50 Upstream Velocity Head 0.22 ft Entrance Loss 0.11 ft Inlet Control Properties Inlet Control HW Elev. 4,831.57 ft Inlet Type Square edge w/headwall K M C Y 0.00980 2.00000 0.03980 0.67000 Flow Control Area Full HDS 5 Chart HDS 5 Scale Equation Form N/A 1.8 ft' 1 1 1 Title: Noble Energy (ROAN) Project Engineer: scott.storey p:l...lcalcs\drainage calculationslculvert 1 .cvm ECS-IMR-USA CulvertMaster v3.3 [03.03.00.04] 04/27/16 03:13:56 PM© Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 APPENDIX C-2 DRAINAGE CHANNEL CALCULATIONS Channel - A Project Description Friction Method Solve For Input Data Roughness Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Normal Depth Flow Area W etted 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 Normal Depth 0.040 0.00500 ft/ft 4.00 ft/ft (H:V) 4.00 ft/ft (H:V) 14.13 ft2is Subcritical 1.34 ft 7.17 ft2 11.04 ft 0.65 ft 10.71 ft 0.95 ft 0.03111 ftift 1.97 ft/s 0.06 ft 1.40 ft 0.42 0.00 ft 0.00 ft 0 0.00 ft 0.00 ft Infinity ft/s Infinity ft/s 1.34 ft 0.95 ft 0.00500 ft/ft 0.03111 ft/ft Bentley Systems, Inc. Haestad Methods SoRdirfte¢FilerMaster V8i (SELECTseries 1) [08.11.01.03] 4/27/2016 3:15:41 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Channel - B Project Description Friction Method Solve For Input Data Roughness Coefficient Channel Slope Left Side Slope Right Side Slope Bottom Width Discharge Results Normal Depth Flow Area W etted 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 Manning Formula Normal Depth Subcritical 0.040 0.00450 ft/ft 4.00 ft/ft (H:V) 4.00 ft/ft (H:V) 7.00 ft 57.63 ft2is 1.63 ft 22.01 ft2 20.43 ft 1.08 ft 20.03 ft 1.04 ft 0.02612 ft/ft 2.62 ftis 0.11 ft 1.74 ft 0.44 0.00 ft 0.00 ft 0 0.00 ft 0.00 ft Infinity ft/s Infinity ft/s 1.63 ft 1.04 ft 0.00450 ft/ft Bentley Systems, Inc. Haestad Methods SoRdirfte¢FilerMaster V8i (SELECTseries 1) [08.11.01.03] 4/27/2016 3:16:28 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 APPENDIX C-3 DETENTION POND CALCULATIONS DETENTION BASIN STAGE -STORAGE TABLE BUILDER Project: Basin ID: Example Zone Contlguretlon (Retention Pond) Required Volume Calculation Selected BMP Type = Watershed Area = Watershed Length = Watershed Slope = Watershed Imperviousness = Percentage Hydrologic Soil Group A = Percentage Hydrologic Sail Group B = Percentage Hydrologic Sol Groups CO = Desned WOO/ Drain Time = EDE 50.86 2,639 0.016 3.13% 59.0% 00% 41.0% 40.0 lneaacn for 1 -hr Ranlall Depths = User lrput Water Quality Capture Volume (WCCV) _ Excess Urban Runoff Volume (EU RV) _ 2yr Runoff Volume (P1 = 0.89 in,) _ 5-yr Runoff Volume (P1 = 1.17 in.) _ 10.yr Runoff Volume (P1 = 1.44 in.) _ 25-yr Rurm6 Volume (P1= 2 in,) _ 50.yr Runoff Volume (P1 = 2.31 in.) _ 100.yr Runoff Volume (P1 = 2.66 me= 500yr Runoff Volume (P1 = 3.31 in,) _ Approximate 2-yr Detention Volume = Approximate 5-yr Detention Volume = Approumale 10.yr Detention Volume = Approximate 25yr Detention Volume = Approximate 50-yr Detention Volume = Approximate t00-yr Detention Volume = Stage -Storage Calculation Zone l Volume (WICV)= Zone 2 Volume (100 -year - Zoe It= Select Zone 3 Storage Volume (Optional) _ Total Detention Basin Volume = libel Surcharge Volrme (SV) initial Surcharge Depth (MD) _ Tod Available Detention Depth (I-4,..)= Depth of Trickle Channel (Hrcl Slope of Trickle Channel (SR) _ Slopes of Main Basin Sides (4n en) Basin Length -to -Width Ratio (R4O( = lonal Surcharge Area LA,„) - Surcharge Valume Length (Lie( - 5urcharge Volune Width (W inr-1 - Depth of Basin Floor (Hrrscsl - Length of Basin Floor (Lire = Width of Basin Floor (W arm J - kea of Basin Flour (A. ) = Volume of Basin Floor (Vrr J = Depth of Mon Basin (H..) - Length of Men Basin (L.J = Width of Man Basin (W..) - Area of Main Basin (A.J - Volurme of Main Basin (V..) = Calculated TOM Basin Volume (V..1 = 0.059 0.099 0,051 0.422 0.832 2,042 2.031 4.219 6,752 0.046 0.193 0,237 0.438 0.705 1,171 0.039 1.072 1.171 user user user user user user user user user user IISEY user user user user user user user user user UMW arms ft f1N1 percent percent percent percent hairs acre-feet ante -feet acre-feet acre-feet ante -feet acre-feet acre-feet ante -feet acre-feet acre-feet ante -feet acre-feet acre-feet ante -feet arm -feet acre-feet acre-feet acre-feet acre-feet fiO3 ft ft ft fun FLU ft=2 ft ft ft ft ft 1502 ft=3 fl ft ft fl°2 ft"3 acre-feet Optional Use, Intern 1fir Pre: c tat on riches riches aches ruches inches inches inches 0 89 1.17 1.44 2,00 2.31 2.65 3,31 Depth increment = 0,1 It Stage -Storage Description Stage (ft) Optional Override Stage (ft) Length (it) Width (ft) Area (1t"2) Optona, Overrde Area lfl"2) Area (acre) Vo tare 11M3) Volume lac -fl) Mlcropool -- 0.00 -- -- -- 427 0010 (ISO) -- 021 -- - -- 493 0.011 92 0O02 Mlcropool -- 030 -- '- .' 897 0021 150 0.003 -- 0.40 -- -- - 1,892 0.043 280 0,006 -- 0.50 - -- 3,227 0.074 523 0.012 -- 0.60 -- -- - 4,849 0.111 910 0.021 -- 0.70 -- -- -- 6,712 0.154 1,470 0,034 -- 0.80 - -- 8,794 0202 2,225 0.051 -- 0.90 -- „ '- 11,092 0.255 3,196 0.073 WOCV -- 1.00 -- -- -- 13,606 0.312 4,406 0.101 -- 1.10 - -- 16,338 0.375 5,876 0.135 -- 130 -- -- '- 19,285 0.443 7,627 0,175 -- 1.30 -- -- -- 22,449 0.515 9,683 0.222 -- 1.40 - -- 25,820 0,593 12,062 0277 -- 1.50 -- „ '- 29,384 0,675 14,787 0..339 -- 1.60 -- -- -- 33,139 0.761 17,876 0.410 -- 170 - -- 37,006 0.851 21,348 0490 -- 1.80 -- -- '- 41,304 0.948 25,225 0.579 -- 1.90 -- -- -- 45,900 1.054 29,540 0.678 -- 2.00 - -- 50,754 1.165 34,324 0783 -- 2.10 -- „ '- 55,786 1.281 40,156 0..922 -- 2..20 -- -- -- 60,977 1.400 45,994 1.056 -- 2.30 - -- 60,301 1522 52,358 1.202 -- 2.40 -- -- '- 71,665 1,645 59,257 1.360 -- 2.50 -- -- -- 76,693 1.761 66,674 1.531 -- 260 - -- &7,901 1859 74,558 1.712 -- 2.70 -- „ '- 87,396 1,937 82.827 1.901 -- 2..80 -- -- -- 87,175 2.001 91,406 2.098 100-yr -- 2.90 - -- 85,499 2.055 100239 2.301 -- 3.00 -- -- '- 91,393 2.098 109,284 2.509 -- 3.10 -- -- -- 92,711 2.128 118,489 2.720 -- 320 - -- 93,624 2.149 127,806 2 934 -- 3.30 -- „ '- 94,384 2.167 137,206 3,150 -- 3.40 -- -- -- 95,066 2.182 146,679 3.367 -- 3.50 - -- 95,601 2.197 156,216 3.585 -- 3.60 -- -- '- 98,236 2.209 165,812 3,807 -- 3.70 -- -- -- 96,739 2221 175,461 4.028 -- 3-80 - -- 97,219 2232 185.159 4.251 REO Volume -- 3.90 -- „ '- 97,699 2.243 194,904 4.474 -- 4.00 -- -- -- 98,181 2254 204,698 4.699 -- 4.10 - -- 98,664 2265 214,541 4925 -- 420 -- -- '- 99,147 2.276 224,431 5.152 TOP POND -- 4.30 -- -- -- 99,632 2207 234,370 5.380 user stage LID -Detention v3.02, Basin 4129(2016. 4119 PM DETENTION BASIN STAGE -STORAGE TABLE BUILDER 20 400 15 } 10 300 200 5 5 g LID 0 0 0. 0 1.50 3.00 4.50 &00 Sbge(R) —Length (ft) —W dth (*) —Area w4.ft.( 2.300 1.725 rs 1.150 C 0.575 0.000 5.400 4.050 2.700 E 1.550 0000 0.00 1.50 3.00 4.50 5A0 5tgge Ifni —Arm(ecru)—Volume Mat) user stage 11D.Detmrion v3.02, Bes0 4129/2010.419 PM Detention Basin Outlet Structure Design VOLti rca� z l scarux.+1— T Project: Basin ID: 7 mnea II i I � sate Example Zone Configuration (Retention Pond} Zone 1(WQCV) Zone 2 (100 -year) Zone 3 Stage{ft) zone Volume (ac -ft) Outlet Type 0.99 0.099 Orifice Plate 2.28 1.072 Weir&Pipe (Restrict) User Input: Orifice at Underdrain Outlet (typically used to drain WQCV in a Filtration BMP) Underdrain Orifice Invert Depth = N/A ft (distance below the filtration media surface) Underdrain Orifice Diameter= N/A Inches 1.171 Total Calculated Parameters for Underdrain Underdrain Orifice Area = N/A ft` Underdrain Orifice Centroid = N/A feet User Input: Orifice Plate with one or more orifices or Eliptical Slut Weir (typically used to drain WQCV and/or EURV in a sedimentation BM P) Invert of Lowest Orifice = 0.00 ft (relative to bottom of basin at Stage = 0ft) Depth at top of Zone using Orifice Plate = 1.00 ft (relative to bottom of basin at Stage = 0 ft) Orifice Plate: Orifice Vertical Spacing = 3.20 inches Orifice Plate: Orifice Area per Row = 0.64 sq, inches (diameter = 7/8 Inch) User Input: Stage and Total Area of Each Orifice Row (numbered from lowest to highest) Stage of Orifice Centroid (ft) Orifice Area (sq. inches) Stage of Orifice Centroid (ft) Orifice Area (sq. inches) Calculated Parameters for Plate WO Orifice Area per Row = Elliptical Half -Width = Elliptical Slot Centroid = Elliptical Slot Area = 4,444E-03 N/A N/A N/A feet feet ft' Row 1 (required) Row 2 (optional) Row 3 (optional) Row 4 (optional) Row 5 (optional) Row 6 (optional) Row 7 (optional) Row 8 (optional) 0,00 0.30 0.60 0.64 0.64 0.64 Row 9 (optional) Row 10 (optional) Row 11 (optional) Row 12 (optional) Row 13 (optional) Row 14 (optional) Row 15 (optional) Row 16 (optional) User Input: Vertical Orifice {Circular or Rectangular) Invert of Vertical Orifice = Depth at top of Zone using Vertical Orifice = Vertical Orifice Diameter= Not Selected Not Selected ft (relative to bottom of basin at Stage = 0 ft) ft (relative to bottom of basin at Stage = 0 ft) inches Calculated Parameters for Vertical Orifice Vertical Orifice Area = Vertical Orifice Centroid = Not Selected Not Selected fY feet User Input: Overflow Weir (Dropboa) and Grate (Flat or Sloped) Overflow Weir Front Edge Height, Ho = Overflow Weir Front Edge Length = Overflow Weir Slope = Horiz. Length of Weir Sides = Overflow Grate Open Area S_ Debris Clogging 5= Zone 2 Welr Not Selected 1.00 4.00 4.00 4.00 70% 50% ft (relative to bottom of basin at Stage sort) feet H V {enter zero for flat grate) feet %, grate open area / total area % User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectangular Orifice) Depth to Invert of Outlet Pipe = Outlet Pipe Diameter= Restrictor Plate Height Above Pipe Invert= Zone 2 Restrictor Not Selected 0.00 12,00 12,00 User Input: Emergency Spillway{Rectangular or Trapezoidal) Spillway Invert Stage= Spillway Crest Length = Spillway End Slopes = Freeboard above Max Water Surface = 3:42 1000 4.00 1.00 ft (distance below bottom of basin at5Loge =0 ft) inches inches ft (relative to bottom of basin at Stage = 0 ft) feet H:V feet Calculated Parameters for Overflow Wee Height of Grate Upper Edge, Hr= Over Flow Weir Slope Length = Grate Open Area / 100-yr Orifice Area= Overflow Grate Open Area w/o Debris = Overflow Grate Open Area with Debris = Zone 2 Weir Not Selected 2.00 4,12 14,70 11.54 5.77 Calculated Parameters for Outlet Pipe w/ Flow Restriction Plate Outlet Orifice Area = Outlet Orifice Centroid = Half -Central Angle of Restrictor Plate on Pipe= Zone 2 Restrictor Not Selected 0.79 0.50 3.14 N/A Calculated Parameters for Spillway Spillway Design Flow Depth= 1,48 feet Stage at Top of Freeboard = 5,90 feet Basin Area at Top of Freeboard = 2,29 acres feet feet should bee 4 Its fta ft' feet radians Routed Hydrogra ph Results Design Storm Return Period = One -Hour Rainfall Depth (in) Calculated Runoff Volume (acre -ft) _ OPTIONAL Override Runoff Volume (acre -ft)= Inflow Hydrograph Volume (acre -ft) _ Predevelopment Unit Peak Flow, q (cfslacre)= Predevelopment Peak Q (cfs) Peak Inflow Q (cfs( _ Peak Outflow Q (Os) Ratio Peak Outflow to Predevelopment Q = Structure Coniroling Flow = Max Velocity through Grate 1 (fps) _ Max Velocity through Grate 2 (fps) _ lime to Drain 97% of Inflow Volume (hours)= Time to Drain 95% of Inflow Volume (hours) _ Maximum Pending Depth (fl)= Area at Maximum Pending Depth (acres)= Maximum Volume Stored (acre -ft) _ WQCV EURV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year 500Year 033 1,07 0,89 1.17 1.44 200 2,31 2.66 3.31 0.099 0.055 0.051 0422 0.832 2.042 2,931 4.219 6.752 0.098 0,099 0.050 0,422 0.831 2.041 2,931 4,218 6.748 0.00 0,00 0,01 all 0.19 0.44 0,63 0.88 137 0.0 0.0 0.3 5.6 9.5 22.3 323 44.6 69.8 1.9 1.9 1.0 8.0 15.8 38.5 55,5 80.2 128,7 0.1 Di 0.0 2.2 4.2 5.3 5.8 6.4 27.1 N/A N/A N/A 0.4 0.4 0.2 0,2. 0.1 0.4 Plate Plate Plate Overflow Grate 1 Outlet Platel Outlet Plate 1 Outlet Plate 1 Outlet Plate 1 Spillway N/A N/A N/A 0.2 0.4 0.5 0.5 0.5 0.6 N/A N/A NIA N/A N/A N/A N/A N/A N/A 40 40 29 45 45 47 48 50 50 42 42 31 47 47 48 50 52 52 0.95 0,95 0,75 1.39 1,71 247 2,87 3,41 4.09 0.28 0,28 0,18 0.59 0.86 1.71 2,04 2.18 2.26 0.089 0.089 0O44 0.277 0.507 1,461 2,240 3.367 4.880 Detention Basin Outlet Structure Design 40 10- 100 - 50 - 00 40 20 0 51 —55TR IN — ]mTH IN — — TOOTR OUT — 54rRIN — < < rorr OUT _— 55TR IN --- MR OUT - VTR IN -- SOTR OUT — 5YR RI sm OUT —amx --- ztR our FURY IN — — . EURV OW —w¢V IN NOW/ OUT b.� _ Sts _ 'Nr TIME Du] 4.5 4- 3.5 — 3- 5 2.5 to 2 0 01 - 500TH - MOTH - -50TH - 551N - 30TR - - 5TH - - wrr DRNNTIMEIhr] 10 100 250000 • 150000 t • 100000 0 C. User Area [h^21 -- Interpolated Area [ft^2] --Volume [f V.3] Outflow Ids] O 100 150 200 250 300 PONDING DEPTH [ft] 350 45,00 40.00 3500 30.00 25:0(1 0 0 20,00 0 15,00 10.00 5.00 500 500 Detention Basin Outlet Structure Design Outflow Hydrograph Workbook Filename: Storm Inflow Hydrographs The user can override the calculated inflow hydrographs from this workbook with inflow hydrographs developed in a separate program, Time Interval 5.87 min Hydtograph Constant 0.852 SOURCE WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK T1ME WOCV(cfsJ EURV Ids) 2 Year [cfsJ 5 Year Ids] 10 Year [cfsj 25 Year Ids) 50 Year lcfsJ lW Year Ids] 500 Year [cfsJ 0:00.00 0.00 0,00 0.00 0.00 0,00 0.00 0.00 0:00 0.00 0:05',52 0.00 0.00 coo 001 0.03 0.06 0.08 0.11 0.15 0:11:44 0.11 011 0.06 0.45 0.83 1.83 2.47 3.27 4.64 0:17',36 0,25 0.26 0;14 1.08 2.05 4.75 6.82 9,19 13.93 0:23',28 0.72 0,73 0.38 2.98 5,66 12.98 17.95 24.70 36.99 0:29',20 1.81 1.83 0.95 7.48 14.26 32.89 45.65 53.10 95,09 0:35:12 1.87 1.89 0.97 8.02 15.75 38.51 55.53 80.24 128,06 0:41',04 1.56 1,5B 0,80 077 13.46 33.59 48.70 70,84 114,82 0:46.56 1.24 1,25 0.64 5.43 10.88 27.39 39.75 57.90 94.08 0:52',48 1,00 1.01 0.51 4.36 8.72 21.92 31.77 46,22 75,02 0:58:40 0.78 0,78 0.39 3.42 6.86 17.31 25.14 36.65 59.65 1:04',32 0,61 0,62 0.31 2.71 5,44 13,71 19.88 28.95 47,13 1:10',25 0.51 0.52 0.26 2.25 4.48 11.14 16.08 23.36 38.03 1:16:17 0.36 0,36 0.18 1.80 3,22 8.18 11.96 17.59 29,07 1:22,09 0.27 0.28 0.14 1.20 2,42 6.10 8.84 12.89 21,07 1:28:01 0.19 0.19 0.09 0.83 L68 4.30 6.28 9,24 15,27 1:33:53 0.14 0,14 0.07 0.61 1.22 3.08 4.48 6,54 10,70 1:39',45 0.11 0.11 0.05 0.47 0.91 2.39 3.46 5,04 8.24 1:45:37 0.09 009 0.05 0.39 0.78 1.94 2.80 407 6.62 1:51',29 0.08 0.06 0.04 0.35 9,69 1.70 2.45 355 5.74 1:57',21 0.08 0,08 0.04 0.33 0,66 1.62 2.34 337 5.41 2:03':13 0.06 0.08 0.04 0.33 0,65 1.59 2.28 3,28 5.26 2:09',05 0.08 0.08 0.04 0.35 0,65 1.59 2.28 3.28 5.25 2:14',57 0.08 0.08 0,04 0.33 0,65 1.59 2.28 3,29 5.25 2:20',49 0.05 0,05 0.02 0.20 0,42 1.09 1.61 2,39 4.00 2:26',41 0.03 0,03 0.01 0.12 0.24 0.64 0.94 1,39 230 2:32:33 0.01 0.01 0.01 0.07 014 0.37 0.54 080 1.35 2:38',25 0.01 001 0.00 0.04 0.06 0.20 0.29 0,43 0.73 2:44:17 0.00 0.00 0.00 0.02 004 0.10 0.14 0.22 0.38 2:50:09 0.00 0.00 0.00 0.00 0,01 0.03 0,05 0,07 0.14 2:56:01 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0,00 0.01 3:01',53 0.09 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:07:45 0.00 000 0,00 0.00 0.00 0.00 0.00 000 0,00 3:13'37 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 3:19',29 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0,00 0.00 3:25',21 0.00 0,00 0.00 0.00 0,00 0.00 0,00 0.00 0,00 3:31,14 0.00 000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:37:06 0,00 0.00 0.00 0.00 0.00 0.00 0.00 000 0.00 3:42:58 0.00 0,00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 3:48',50 000 0,00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 3:54',42 0.00 0,00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 4:00'34 0,00 0.00 0.00 0.00 0,00 0.00 0.00 0,00 0.00 4:06',26 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0,00 0.00 4:12:18 0.00 0,00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 4:18:10 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0,00 0.00 4:24:02 0.00 0.00 0.00 0.00 000 0.00 0.00 0,00 030 4:29:54 000 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 4:35',46 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 4:4138 0,00 0,00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 4:47'30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:53',22 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 4:59',14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:05',06 0.00 0,00 0.00 0.00 000 0.00 0.00 0.00 0.00 5:10',58 0.00 0,00 0.00 0.00 0,00 0.00 0.00 000 000 5:16:50 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0,00 0.00 5:22:42 0.00 0,00 0.00 0.00 0,00 0.00 0,00 0.00 0,00 5:28:34 0.09 000 0.00 0.00 0,00 0.00 0.00 000 0.00 5:34:26 000 000 0.00 0.00 0,00 0.00 0.00 0.00 0.00 1:40:18 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0,00 0.00 5:46,11 0.00 0.00 0.00 0.00 000 0.00 0.00 000 0.00 5:52:03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:57',55 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0,00 0.00 6:03',47 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 030 6:09'39 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:15:31 0.00 0,00 0.00 0.00 0,00 0.00 0.00 0,00 0.00 6:21',23 0.00 0,00 0.00 0.00 0,00 0.00 0.00 0,00 0.00 6:27',15 0.00 0,00 0.00 0.00 0,00 0.00 0.00 0,00 0.00 6:33',07 0.00 000 0.00 0.00 0,00 0.00 0.00 0,00 0.00 6:38',59 0.00 0,00 0.00 0.00 0,00 0.00 0.00 0,00 0.00 6:44:51 0.00 0.00 0.00 0.00 0,00 0.00 0.00 000 0.00 6:50:43 0.00 0,00 0.00 0.00 0,00 0.00 0.00 0,00 0.00 6:56'35 000 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 7:02',27 0,00 0,00 0.00 0.00 000 0.00 0.00 000 0.00 APPENDIX C-4 CONVEYANCE SUMMARY Culvert Runoff Calculations CULVERT ID Contributing Basins 10-yr (cfs) 100-yr (cfs) HW EL: Inv. In Inv. Out Length (ft) slope (%) Velocityt00 (ft/s) Pipe Dia. (in) 1 OA -2 1.74 6,62 4833.5 4830 4829.80 40.00 0.50 4.8 18 * Controlled outlet, no sizing performed Riprap Apron Calculations at Culvert Outlets CULVERT ID Pipe 0, Dper p (ft) Discharge Barrel, Q100 (cfs) Tailwater Depth, Yt (ft) Allowable Velocity, v (ft/sec) Type of Rip Rap Depth Expansion Factor Length of Rip Rap Check Yt�D s QID Rip Rap (Figure MD -21) d50 (Table MD -7) (in) * 2*d50 (in) , s Q� 1/ 2*tang ( ) (Figure MD -23) At t II- I Length (ft) 10*D 3*D (Min.) (Max) Use (ft) (ft) (ft) 1 1.50 6.62 1.5 5,00 1.00 3.60 L** 9 18 2.4 5.0 4.5 I5 **Use Type L for a distance of 3D downstream, no further calculations required, per Urban Drainage Volume 1, Figure MD -21 Ditch Calculations Ditch ID Contributing Basins 10-yr 100-yr Type Side Slopes/Bottom Width Channel Slope Depth of Flow Req'd Depth + Freeboard Planned Min. Depth Velocity Fronde # Hydr. Radius Shear (cfs) (cfs) (ft) (ft) (ft) (ft/s) (ft) (psf) A OA -1, OA -2 3.44 14.13 Triangular 4 0.50% 1.34 2,34 2.5 1.97 0.42 0.65 0.20 B OB-1, B-1, B-4 15.19 57.63 Trapezoidal 4 / 7' 0.50% 1.63 2.63 2.67 2.62 0,44 1.08 0.34 P:\357191133-35719-150041SupportDocs\Calcs\Drainage Calculations\Runoff Calculations_Roan.xls APPENDIX D - DRAINAGE PLANS i _ F E D C B A • i I EN NW COR. SEC. 26 FOUND 3.25" ALUM. CAP NW COR. SEC. 25 FOUND 2_" UM. CAP 21 +� M 2005 rf 4-, ihir•er a �• • ra. • I 26 4 85 I� • 26 1I • 1 1 W 1,4 COR. SEC 2 FEND BENT 93 REBA REPLACED W+ LONG EBAR 3.25" ALUM CAP STAED 49,2 I, 11 • { • CORNER OF COMMON REPORT NW COR. SEC. 25 ''LLEG'BLE Iz Z BASIS 25.99 04.52 tAC 949.09 51.21 S .06 AC 0 38.0 N., 0 fit. Noi I / / / / I � / � I / 44'// y0* t_ I /r. / **44 I / e N41 /Q"\ /l4� • EORNER OF COMMON REPORT 114 COR. SEC. 25 !FOUND 3.25" ALUM. CAP IPLS 7242. 1995 1 / I 7741 R-�GQ� 2 • r • i Ark II Nita r • • 1/ •/ .7 fib s efie"." `04011, (Meow' Of it I AREA = 80.000 ORES ± 4111. Aim ki Alloo • r � r � SEC. 25 r4 .640 iP 7_1.1_17.3 2- ALM. LAP P 1 410 CORNER OF COMMOEP N 1.4 COR. SEC. 25 FOUND 2" ALUM. CAP 6 PLS 23591, NO DATE FOUND 2" ALUM. CAP 40' WC SOUTH PLS 25379 Jr - 44. i • • • FOUND E 1!4 COR. SEC. 25 FOUND 2.5" ALUM. CAP PLS 38149. 2015 • ti I 1 "iv I 1 l t LEGEND: n DRAINAGE FLOW DRAINAGE BASIN BOUNDARY DRAINAGE FLOW PATH PROPERTY LINE POINT OF ANALYSIS DRAINAGE BASIN NUMBER 10 YEAR PEAK DISCHARGE 100 YEAR PEAK DISCHARGE DRAINAGE BASIN ACREAGE 0 100' 200' 400.0001' i SCALE: 1" = 200' TETRA TECH www.tetratech.com in a .x- LO O 09 CO N {n O ti a) OD ~ rn U o .sX c G co = O LL u) EN IZ7) CO OL O N O ti O) CO r O CO ill O 0_ cn dC ow C n >- m DESCRIPTION W I — NOBLE ENERGY, INC. ROAN STORAGE FACILITY HISTORIC DRAINAGE Project No.: 133-35719-15004 Designed By: MSS Drawn By: MSS Checked By: JAB 1 Copyright: Tetra Tech Bar Measures 1 inch i _ F E C B A I • et.% al 0 • • i • r I i I I • i a. i I i • r • • • •1 't i 9g8.39 i i I I I I -Nof 1e CO Cp Co .P 40 CC C51 r //' /f +, r AP , • Pe I I I I rl '7 toe • • f • 18" CULVERT 1 • 1 •••mip 160.0 AREA = 80.000 It\ ORES deP 04 r APO • u 5 nu m C? 00 cq t C apV -3. ... 4 a oW 771 Qrg • • • • ~• 1 , • • • • "*.. II� 1 r r f 1• :to LEGEND: n DRAINAGE FLOW DRAINAGE BASIN BOUNDARY DRAINAGE FLOW PATH PROPERTY LINE POINT OF ANALYSIS DRAINAGE BASIN NUMBER 10 YEAR PEAK DISCHARGE 100 YEAR PEAK DISCHARGE DRAINAGE BASIN ACREAGE 0 100' 200' SCALE: 1" = 200' 400' TETRA TECH www.tetratech.com in o •t- LO O O � �CO U) O N o U .--r X G O LL u) EN CD CO CN O LO O N r"-- 6) CO r O CO 0) O L CL Cn 14) dC ow >- co DESCRIPTION w I - NOBLE ENERGY, INC. ROAN STORAGE FACILITY OFFSITE DRAINAGE Project No.: 133-35719-15004 Designed By: MSS Drawn By: MSS Checked By: JAB 2 Copyright: Tetra Tech Bar Measures 1 inch Air _ F E D C B A OD 1 \111 I\i 11 1111 tit , 4839 — Ma N } in o o m° Z o c' co 1O/19 } N J CPup I xx 173_ J I� — �. Cb 483 N Hr, J�� / / ., .,,'/ ,4/Y /e/./ /; / j ,,` �/ 1 / N SZCP 4836 xx xx xx xx 482x. 18" CULVERT 1 - - X4838= 1 xx xx DRAINAGE CHANNEL "B" 7' WIDE BOTTOM 3.0' DEPTH @ MIN 0.5% xx 1 xx, DRAINAGE CHANNEL "A" 2.50' DEPTH @ MIN 0.5% FUTURE LAYDOWN AREA =xx xx xx ,:.xx : \ --- ---L-4 -l—-D` ,, co i / o i I I �1J t:67-9 .1 _-1��25 S l I �_ I _� Ix' I1 1 .' DETENTION POND L TOP EL= 4818.5 WQCV = 4819.4 YR WSE = 4821.8 T+FREEBOARD MI I MI I A A I_ I _ MI I A I MI 'I x k: I L I � i -1� LEGEND: OE J EXISTING MAJOR CONTOURS (5' INT.) EXISTING MINOR CONTOURS (1' INT.) EXISTING BARBED WIRE FENCE EXISTING UNDERGROUND ELECTRIC/ TELEPHONE EXISTING UNDERGROUND TELEPHONE EXISTING UNDERGROUND GAS LINE EXISTING OVERHEAD POWER LINE EXISTING EASEMENT EXISTING GRAVEL ROAD PROPOSED MAJOR CONTOURS (5' INT.) PROPOSED MINOR CONTOURS (1' INT.) PROPOSED GRAVEL ROAD PROPOSED CONTAINMENT AREA PROPOSED DETENTION POND PROPOSED DRAINAGE SWALE PROPOSED UTILITY EASEMENT PROPOSED OVERHEAD POWER LINE FUTURE IMPROVEMENTS PROPOSED GRAVEL ROAD PROPOSED STRUCTURE DRAINAGE FLOW ■ • DRAINAGE BASIN BOUNDARY DRAINAGE FLOW PATH PROPERTY LINE n POINT OF ANALYSIS DRAINAGE BASIN NUMBER 10 YEAR PEAK DISCHARGE 100 YEAR PEAK DISCHARGE 0 50' 100' SCALE: 1" = 100' 200' TETRA TECH www.tetratech.com o0) LO co O N ~ oQ O U x c o li E N cr, co o�n J � N r` co 0 co ai ail w U W iT ILIM d 141.1 Ill= X DESCRIPTION w I- 0 Y 2 NOBLE MIDSTREAM SERVICES ROAN STORAGE FACILITY DEVELOPED DRAINAGE Project No.: 133-35719-15004 Designed By: MSS Drawn By: MSS Checked By: JAB 3 Copyright: Tetra Tech Bar Measures 1 inch - 3 TETRA TECH www.tetratech.com 1900 South Sunset Street Ste, 1-E Longmont, Colorado 80501 Phone: (303) 772-5282 Fax: (303) 772-7039 4 1/2" • GALVANIZED CLOSE MESH GRATE - SEE CDOT M-604-10 FOR if CONSTRUCTION AND MOUNTING DETAILS. SPILLWAY DETAIL TABLE BACK TOP BACK OF STRUCTURE 4821.50 TYPE L RIPRAP CDOT CLOSED / DETENTION POND TOP OF POND ELEVATION WEIR CREST POND BOTTOM LENGTH AM.L 1 MESH GATE A 4822.8 4821.8 4815.74 25' j62°° TOPE FRONT OF STRUCTURE 4820.5 12"0 RCP VIVA MIRAFI 140 N Iliti WQCV ORIFICE PLATE 4818.71 OUTLET SPILLWAY LENGTH FABRIC WIDTH AS SHOWN ON g 4 _ 4.0 TOP OF POND _ _ TYPE II MIN PERM WSE 4818.5 ION TABLE RIPRAP DIMENSION MAX WSE ABOVE ! ?. Q �. r CULVERT BEDDING FLARED END SECTION MICROPOOL 2.5' MIN UTLET PIPE WEIR = WEIR CREST 6 , .4 a . INVERT . �, �. o ELEVATION = 4818.5 �� - TYPE L RIPRAP 4815.85 \1 \\ APRON APRON WIDTH AS 3'1 SLOPE a • BOTTOM „ - tit% �i1 !1 ;ice !1��\\.____,\.____, 1�� 1��1 �.�\11��11! \!1 "\ �1---5'---\\\--:--\\\, ' --- -- OUTLET 18 BURIED 1 \11!11!1\%1� \11�\�`\ \11!1��\\\_SHOWN TYPE L RIPRAP COMPACTED -1\, %1\\��\\\��\\,' \-� MIRAFI 140 N 9°, - ON RIPRAP DIMENSION TABLE STRUCTURE= 4815.7 0�\��\\��\\,��\\\\\�1 1\\� EARTH 95/ STANDARD 11\ 1 FABRIC l \\, %ice �� A -A PROFILE OUTLET STRUCTURE _ \ \\�\\\l��\\ ,\�\\� \\ PROCTOR DENSITY \1\\ \ \11 \\, 2D THICK \,��11_. <�\�\\\��\�= 12" TYPE II BEDDING 50 �,, _.<.\-.:-----_ _ \--.=:--_ �� BURIED OUTLET STRUCTURE WQCV DETAIL TABLE NOTE: 10 RIPRAP APRON DETENTION POND TOP FRONT OF OUTLET STRUCTURE ELEVATION TOP BACK OF OUTLET STRUCTURE ELEVATION MIN WQCV WSE BOTTOM ELEVATION HOLE OUTLET INVERT ELEVATION PIPE DIAMETER OF HOLES (INCHES) _ MIRAFI 140 N 1. CONSTRUCT CONCRETE CUTOFF WALLS AT EACH END OF THE SPILLWAY. CUTOFF WALLS SHALL EXTEND 2' PAST THE RIPRAP SPILLWAY FABRIC ENDS AND VERTICALLY FROM THE BOTTOM OF RIPRAP TO A DEPTH OF 2'. WALLS SHALL BE 8" THICK AND USE 3000 PSI CONCRETE. 2. ELEVATIONS REFLECT RESULTS FROM ANALYSIS, BUT SHOULD BE CHECKED AND VERIFIED DURING DEVELOPMENT OF CONSTRUCTION 9 TYPE II BEDDING - A 4820.50 4821.50 4819.3 4818.50 4818.50 7116" PLANS. DESIGN PLANS SHOULD VERIFY THE PONDS WILL FUNCTION AS INTENDED WITHIN THE DRAINAGE REPORT. 10 rin,noble 160 energy WQCV ORIFICE PLATE 2 D DETENTION EMERGENCY POND SPILLWAY DETAIL �f BURIED CULVERT FLARED END SECTION RIPRAP TYPE L RIPRAP 2 D50 THICK �� - / NTS 4, 12"0 RCP TYPE II BEDDING GRADATION TABLE OUTLET US STANDARD PERCENT WEIGHT PASSING BY J� SQUARE -MESH SIEVES 3�FT. WIDE DRAIN PAN SIEVE SIZE MIRAFI 140 N TYPE II CDOT SECT 703.09 CLASS A FABRIC TYPE II BEDDING 4' 3" 90-100 R RIPRAP GRADATION TABLE 1 1/2" PLAN VIEW OUTLET STRUCTURE (3) - 7/16" CLEAR SPACE DIAMETER HOLES 3/4" 20-90 RIPRAP % SMALLER THAN INTERMEDIATE ROCK D50 OUTFALL INTO DITCH WITH 3 FT. WIDE DRAIN PAN FOR OVERFLOW TOP OF OUTLET STRUCTURE = 4821.5 3/8" DESIGNATION GIVEN SIZE BY DIMENSIONS (IN) (IN) CULVERT — — — #4 a 20 WEIGHT FLARED END SECTION TYPE L RIPRAP NOTE: #16 --- 70-100 15 „ 1. OUTLET STRUCTURE WQCV WSE = 4819.5 #50 ---- 50-70 12 � Q TYPE L 9 SHALL BE SHELBY t #100 ---- 35-50 9 m PRECAST OR 4° o BOTTOM HOLE ELEVATION = 4818.5 #200 0 3 2-10 3 APPROVED EQUAL. A 2.51/1IN TYPICAL 9 BEDDING TYPE GRADATION II 10 RIPRAP GRADATION EXISTING FLOW LINE OF CHANNEL TO BE RIPRAP. DESCRIPTION 9 J NOT TO SCALE NOT TO SCALE DETENTION POND A RIPRAP WALL 3 CULVERT END DETAIL DETENTION POND 1 NTS (iOUTLETSTRUCTURE DETAIL - NTS I DATE WALL MARK NOBLE ENERGY, INC. ROAN STORAGE FACILITY DRAINAGE DETAILS WALL -. . ,1\ FINISHED GRADE FLOW , / 1 2D 10 DIA. DIA. +1" ' DIA. 0 co COMPACTED ) i Y ) 5 50 Ay CKFILL MATERIAL O uz 0 9 TYPE II BEDDING L ` WALL & a .. i U � \/ <tr- MATERIAL STAPLES w 1� w ~ L� �, d d I 4 L TONGUE OR GROOVE WALL E WALL V N ' / / <,,,, o> w III mil' o COMPACT SOIL TO 95% OR MORE OF \� ��VL�V� THE MAXIMUM DRY DENSITY AT 2'_0 °° % / // //// DIA. WALL TONGUE OR GROOVE WEIGHT A B C D E p U 0� c X04- MOISTURE CONTENTS FROM 2% MINIMUM ' FABRIC' 12" 2"24" 4" 4$-1 /$ " 72-1 /$ " 24" BELOW TO 2% ABOVE THE OPTIMUM 2-1/4" 1-3/4" 970 MOISTURE CONTENT (ASTM D1557) - 15" 6" 27" 46" 73" 30" 12" MIN EDGE ANCHOR 1'-a,. MIN. 1$ "/ 2-1/2" » 1-34 1340 9" 27" 46" 73" 36" NOTES: OVERLAP 24" 3" 1-3/4" 1820 9-1/2" 43-1/2" 30" 73-1/2" 48" O ` DETENTION POND OUTLET - 4-1/4 3-7/8 " 2400 19-3/4" 73-3/4 " 4"MIN. NATIVE IMPERVIOUS SOIL 9 1. FABRIC SHALL BE MIRAFI 140N OR APPROVED EQUAL. PLACE 30�� 30" 12" 54» 6p' FABRIC STARTING DOWNSTREAM AND WORKING UPSTREAM. 36" 4-3/4" 3-7/8" 5500 15" 63" 34-3/4" 97-3/4" 72" 12 PVC PIPE BEDDING MATERIAL Project No.: 133-35719-15004 2. INSTALL TYPICAL 4 FILTER EDGE ANCHOR FABRIC RIPRAP, AT ALL LAPS AND PLACEMENT FABRIC BEDDING, EDGES. AND DETAIL C5-\ REINFORCED TO ASTM AND AASHTO STORM CONCRETE C-76, ASTM—C-443, M-198, STANDARD PIPE CONFORMS AASHTO FLARED M-170, END SECTION DETAIL s RCP CULVERT PIPE TRENCH & OUTLET DETAIL DETENTION Designed By: MSS Drawn By: MSS Checked By: JAB 4 NTS / 1POND NTS / NTS Bar Measures 1 inch From: Hebert, Clint Sent: Tuesday, January 31, 2017 9:31:17 AM (UTC-07:00) Mountain Time (US & Canada) To: Hora, Pam Cc: Greg Pickerel; Matthew Verbit; Erik VanDecar; Kim Ogle Subject: RE: response to Anadarko's concerns regarding the Roan Storage Facility USR Pam, Thanks for the email. Please see my responses below in red. Thanks, Clint T. Hebert Senior Landman Anadarko Petroleum Corporation 1099 18"' Street, Suite 1800 Denver, Colorado 80202 720-929-6023 (office) 979-219-0941 (mobile) clint.hebert( anadarko.com From: Hora, Pam [mailto:Pam.Hora@tetratech.com] Sent: Tuesday, January 31, 2017 8:59 AM To: Hebert, Clint Cc: Greg Pickerel; Matthew Verbit; Erik VanDecar; Kim Ogle Subject: response to Anadarko's concerns regarding the Roan Storage Facility USR Hi Clint, I am getting back to you regarding the three concerns that you said Anadarko has regarding the proposed Roan Storage Facility USR. Below is each of your concerns along with Noble's response: 1. A proposed tank is on top of one of the Kerr McGee gathering lines. We added a note to the USR plat map that points to that line where the tank is on top of it that says "Kerr McGee Gathering Pipeline to be relocated by NBL Midstream Holdings LLC or abandoned by Anadarko prior to construction of surface improvement." We are fine with this language, thanks for adding. 2. Improving the surface will impede Anadarko's access to their coal rights. Matt Verbit, Operations Landman with Noble Energy would like to talk to Don Boward (sorry, I'm not sure on the spelling of his list name) about Anadarko's coal rights. Could you please provide Don's contact information so Matt can reach out to him? Don Ballard is located in The Woodlands office. I have sent him an email asking if it is ok to give out his contact information. Once I hear from him I will reply back to the group. 3. Making sure the drilling rights to access the oil and gas under the site have been preserved with a SUA. Attached is Noble's SUA that gets them access to the oil and gas under the project site. This is good to hear. Please give me a chance to review. We may want to amend and make APC a party to this document. Thank you, Pam Pamela Franch Hora, AICP I Senior Planner! Deputy Operations Manager Direct +1 720-864-4507 I Business +1 303-772-5282 I Fax +1 303-772-7039 I Mobile +1 720-201-1073 Pam.Horai tetratech.com Tetra Tech I Complex World, Clear SolutionsTM 1900 S. Sunset St., Suite 1E, Longmont, CO 80501 I tetratech.com UMW Please consider the environment before printing. Read More. This message, including any attachments, may include privileged, confidential and/or inside information. Any distribution or use of this communication by anyone other than the intended recipient is strictly prohibited and may be unlawful. If you are not the intended recipient, please notify the sender by replying to this message and then delete it from your system. Hello