HomeMy WebLinkAboutBP-2388 CO-6789.pdfCertificate of Occupancy Building & Planning Department Garfield County, Colorado No change in the character of occupancy of a building shall be made without a Certificate of Occupancy-(Chapter
1 IRC,IBC) This certificate is issued pursuantlo the requirements of Chapter 1 ofthe IRC or Chapter 1 of the IBC certifying that at the time of Issuance, this structure was in compliance
with the various codes adopted by the County regulating building construction or use for the following. CO Number: Group Owner Building Address Contractor CO-6789 S-1 Clough Sheep Company,
LLC 22539 Hwy 6 & 24 RIFLE, CO Williams Field Services Company, Ll Permit No. Type of Construction Owner Address BLCO-3-12-2388 VB PO Box 686 Rifle, CO 81650 Locality: 217521100022 Contractor
Address One Williams Center Tulsa, OK 74172 Date of Final Inspection 06/13/2012 Work Description: Installation of gas Chromatograph Building with a CDOH inSignia affixed. Issuance of
a 'Certificate of Occupancy shall not be construed as an approval of a violation of the provisions of this code or of other resolutions or zoning codes of the jurisdiction. Certificates
presuming to give authority to violate or cancel the provisions of this code or of this code or of other resolutions of the jurisdiction shall not be valid. (Chapter 1 IRC, IBC).
Garfield Counly Building & Planning Department 108 8th Street Suite 401 Glenwood Springs, CO 81601· Phone: (970)945·8212 Fax: (970)384·3470 Project Address 22539 Hwy 6 & 24 RIFLE, CO
Owner Information Clough Sheep Company, LLC Parcel No. 217521100022 Address PO Box 686 Rifle CO 81650 PO Box 686 Rifle CO 81650 :RelTnitNo.BL9.o~~1.~!~a~a •. Pennit Type: C9it(m!lrcia.llIilifding.
. . . WOd<.cia~sfh'¢illioqi~~W. RennltStBt«:s:·~c~iv"i . Issue Date: 3/13/2012 Expires: 09/09/2012 Subdivision Section Township Range Phone Cell 970-618-7631 Contractor!s) Phone Primary
Contractor Required Inspections: Williams Field Services Company, LLC (303)629·8417 Proposed Construction J Details Installation of gas Chromatograph Building with a CDOH insignia affixed.
FEES DUE FEES PAID Ves Valuation: $ 1,152.00 Total sq Feet: 128 Fee Amount Inv Total Paytype Amt Paid Amt Due Commercial Building Fee Manufacture Fee Plan Check Fee Total: Tuesday, March
13, 2012 $44.85 $400.00 $29.15 $474.00 Inv # BLCO·3·12·21718 $ 474.00 Credil Card Credit Card $45.01 $428.99 $ 0.00 Fo, '",p.ot'o", "II, 1 (888)868-5306 Inspection IVR See Permit Record
Building Department Copy 2 I
~;:::~~i;~~C::~~~08t~~I~'s~~~.e~f·s~~~'il~~?J~OI:"~~5Ie~'nfH.~oo~~~s~p~n5·,~~s~.~~~O:8~~~6~O/~::~~~J ~ Ph:970-9J5-8212 Fx: 970-38J-3·NO ""peclion Lille:888-868-5306 JUNTY '" r'LANNING
www.garfield-co ullt)..com BlI ILlJI"G PER,M IT AI'I'L1CATION 1 Parcel No: {llli,I' ill/imllullUlI IS omilahl" a/lhe W .W:.I',\(I/'.I' (~Oict: 1;-0-9.;5·913-1) I Lot No: Block No: Subd.l
bClllption: 2175-211-00-022 2 Job Address: (i(ull a"dr('s.l /Ill,~ 1I1l/heel! <ls.~il:!l1('d pll/as" pml'it/(' (R. HilT ///" SII"('I'/N(l lIIe & ("1/.1') or and legal description SW
1/4, NW 1/4 of Section 20, T6S, R94Wofthe 6th P M. Ri fle CO 81650 3 Owner: (properly <l1I'//a) Mailing Address: Ph: All Ph: Clough Sheep Company, LLC P.O. Box 686 Rifie, CO 81650 970-618-7631
4 Contractor: Mailing Address: Ph: All Ph: Williams Field Services Company, LLC One Williams Center Tulsa, OK 74172 Attn. Eric Miller (303) 629-8417 5 Manufactured home in staller: Mailing
Address: Ph: Lic #: NA 6 Architect: Mailing Address: Ph: All Ph: NA 7 Engineer: Mailing Address: Ph: All Ph: Boris Vilner P.E. 8450 E. Crescent Parkway Greenwood Village. C080tt! 303-714-4840
8 Sq. Ft. of Building: Sq, Ft. or Acres of Lot: Height: No. of Floors: 128 s.f. 3.182 acres +/-8 feet 1 9 Use of Building: I Class of Work: D1Residential 01Co1l11l1ercial DOther rvlNew
[J\lteratioll DA.dditioll DRepair DDemo DMove 10 Describe Work: Installation of a Gas Chromatograph Building with a COOH insignia affixed. Please call Phil Vaughan 970-625-5350 when
permit is ready II Garage: I Septic: Type of Heat: DAttached DDctached OI ISDS D Co1l11llunity DNat. Gas D Propane 0 Electric DOther 12 Driveway Permit: Owners valuation of Work: Existing
access from County Road 246 $148,000.00 "'OTICE Authorih', 'nlis application for a Building Pennit must be signed by the Owner of the propeny. described abo"e, or an authorized agent.
If the signature below is not that of the Owner. a separate leuerof authority. signcd by the Owner. l11ust be providcd with this Applicat ion. Leg:!.1 Acc('s~ . A Building Pennit cannot
be issued without proof of legal and adequate access to the propel1y for purposes of inspections by the Building Depm1ment. Other Per m it~. t\ luhiple separate pennits may be required
( I) State Electrical Penni!. (2) County ISDS Pennie (3) another pennit required for use on the property identified abol·e. e.g . State or County Highwayl Road Access or a State Wastewater
Discharge Pennit. \'oid Permit. A Building Pennit bewmes null and "oid if the work authorized is not commenCl'd within 180 days of the date of issuance and if work is suspended or abandoned
for a pel;od of 180 days after commencement. CERTIF ICATIO:,\' I hereby cert i1)' th at I have read this Application and that the infonlla tion contained abo\'e is true and correct.
I understand that the Building Department accepts the Application, along lI"ilh thc plans and speci fications and other data submitted by mc or on my behalf (submitta ls). based upon
m)" ccrtifi cation as 10 accuracy. Assuming compl eteness of the subminals and appro"al of this Application. a Building Pennit will be issued grant ing penllissionto mc. as 011' ncr.
to constrU CI the S!nlClUre(s l and fa ci lities deta iled on the subminals rC"icwed by the Building Department. In consideration of the issuance of the Building Penni!. I agree thm
1 and my agcnts lI"ill comply \\ ith prol'isions of any federal. state or locallall" regUlating the work and the Garficld County Building ('ode. ISDS regula tions and applicable land
use regulat ions (County Regulation(s)j. I acknowledge that the Bu ilding Pennit may be suspended or re,·oked. upon notice fr011l the County. if the location. constnlction or use of
the stmcture(s ) and facility(ie s). described abo,·e. are not in compliance II ith ('ounty Regulation(sl or any other applicable Jail". I hereby grant pellnissioll to the Building Department
10 enter the property. described abO\·e. to inspect the work. I further acknowledge that the issuance of the Building Pennit docs not pre\"{~ntthe Building Official from: ( I) requiring
the correction of errors in the submittals. if any. discol'ered aftcr issuance: or (2 I stopping constmct ion or use of the stmcllJre(s) or facilirYI ies) if such is in violation of
County Regulation( s) or any other applicable law. Rel'iew of this Applic ation. including submitta ls. and inspections of the work by the Building Dcpmtment do not constitute an acccptance
of responsibility or liability by the ('ounty of errors. omi ssions or discrepancies. As the Owner, I acknowledgc that responsibility for compliance \I ith fcd eral. Slatc and local
lall"s and County Regu lations rest with me and my awhorized agents. including without limitation my archi tect designer. engineer and! or builder. I HEREBY AC"O~ETII 'IT I II'VE RE
ID AND UN DERST I'D lIiE ,'O"CE & CF RTIF IC \I 10' ABOVE OWNERSSIGNAT~ ~ ,\"" i;. " 3/2112 )) -\ 1 E pd>, c...~ ~l~)~ ~. -,'0I STAFF USE ONLY Specia l Conditi ons: Adjusted Valuation:
Plan Check Fcc: Permit Fcc: ~ I anu home Fcc: Mise Fees: ~ /52. g:Q :2f,/5 $'~ ?-f 7"00 . or>--Tota l Fees: Fees Pa id : Balan ce Due: DP No & Issut Daft: ISDS No & Issued Date: Lj7,/00
L/-S,b/<;28,99 ~?3~ Setbacks: OCC Croup: Const Type: .1Z8 , , , S I Zoni ng: fZL ~ /00 . j2/(JZ), S/tfO ~$; .. ,,~.w~ 3e?d~ ~G~: L...~ pj;~z-/' APPROVAL ' , ))ATE APPROVAL ))ATE /
· Building Plan Review Description of Work: Installation of gas Chromatograph Building with a CDOH insignia affi Bln#: Location Address: 22539 Hwy 6 & 24 RIFLE,CO Case Manager: David
Bartholomew Plan Ca.e Number: BLDG-3-1 2-7 166 Parcel: 217521100022 Application Date: 0310212012 Building __ -,-/,.-_,Engineered Foundation /___ -r-_Driveway Permit 7 _____ Surveyed
Site Plan __ H_Y<--A __ ,septic Permit and Setbacks __ /__ ,GradeITOPOgraPhY 30% _-,-NJf._A-_A ltaCh Residential Plan Review List __ + __ Minimum Application Questionnare __ + __ ,Subdivision
Plat Notes _____ Fire Department Review __ /-,-__ v'aluation Determination/Fees /--__ ---IRed Line Plans/Stamps/Sticker /__ --;,--_Altach Conditions ___/-,-_--'Application Signed /_
_ -,-__ Plan Reviewer To Sign Application /__ ---: _ JParceIiSchedule No. /__ ---,_--'40# Snowload Leiter -Manu. Homes /_____ Soils Report Tuesday, March 13, 2012 Contacts Owner: Clough
Sheep Company, LLC Applicant: Clough Sheep Company, LLC Applicant Phone: 970-618-7631 Email: Planning/Zoning /Property Line Setbacks /30ft Stream Setbacks /Flood Plain /Building height
/Zoning Sign-off 1V,/I1 Road Impact Fees N/!1 HOAlORe Approval /GradelTopography 40% /Planning Issues /Subdivision Plat General Comments: {/tJu"r/tm (152, (jt2 (!.Uw/lf-tet) j%1')u11-/fe-¥''18',5'
;4v'-uU fee..-29. If ;ttPl'fe~ ~ prl41-Y7tj,OO /JP#l //y,,£.O I -I(z8,99
Receipt Garfield County 108 8th Street Suite 401 Glenwood Springs, CO 81601-Phone: (970)945-8212 Fax: (970)384-3470 ~eturn to: Garfield County 108 8th Street Suite 401 Glenwood Springs,
CO 81601-lowner's Information I Clough Sheep Company, LLC Clough Sheep Company, LLC PO Box 686 Rifle, CO 81650 Invoice Number: BLCO-3-12-21718 Invoice Date: March OS, 2012 Permit Number:
BLC0-3-12-2388 Bond Number: Icomments: I BLCO-~12-2388 Permit Type: Commercial Building ·/Work Cla$!5lficatiof1: ··NeW··· . Date 03/05/2012 03/05/2012 03/13/2012 Fee Name Commercial
Building Fee Plan Check Fee Manufacture Fee Payments Date 03/05/2012 03/13/2012 Tuesday, March 13, 2012 Pay Type Credit Card Credit Card Fee Type Adjustable Percentage Calculated Total
Fees Due: Check Number Amount Paid Total Paid: $45.01 $428.99 Fee Amount $44.85 $29.15 $400.00 $474.00 Change $0.00 $0.00 $474.00 Total Due: $0.00 I
CONDITIONS OF PERMIT BLCO-3-12-2388 Clough Sheep Co/Bargath-Williams Chromatograph Building Anvil Points Compressor Station Rifle, Colorado 1) ALL WORK SHALL COMPLY WITH THE 20091BC,
AND MANUFACTURERS SPECIFICATIONS. 2) ALL WORK SHALL COMPLY WITH THE CONDITIONS OF THE CURRENT LAND USE PERMIT. 3) ALL WORK SHALL COMPLY WITH STATE AND FEDERAL REGULATIONS. 4) ENGINEER
SHALL FIElD VERIFY STRUCTURAL FILL AND PRECAST FOUNDATION PLACEMENT. PROVIDE APPROVAL REPORT AT CO/FINAL INSPECTION. 5) ELECTRICAL FINAL APPROVAL IS REQUIRED FOR CO/FINAL INSPECTION.
6) FIELD VERIFY CD.O.H. INSIGNIA IS AFFIXED AT CO/FINAL INSPECTION. 7) ROOMS WITH STORAGE BATIERY SYSTEMS HAVING A LIQUID ELECTROLYTE CAPACITY OVER 50 GALLONS, OR A LITHIUM-ION CAPACITY
OF 1000 POUNDS USED FOR STAND BY POWER REQUIRES ONE (1) HOUR SEPARATION PER IBC, TABLE 508.2.5. 8) LOCKS, LATCHES AND LANDINGS PER 2009 IBC, SECTION 1008. 9) LIGHT AND VENTILATION PER
2009 IBC, CHAPTER 12.
Projecllnlormalion Projecl # 223-11 Tille Bargath LLC Transmittal Transmittal # Dale 6 March 2, 2012 Address Anvil Points Compressor Station-SW 1/4, NW 1/4 01 Section 20, T6S, R94W 01
the 6th P.M. Rifle CO 81650 Due Dale Sender Cily, SIale, Zip Subjecl Counlry From Conlacl Company Address Cily, SIale, Zip Counlry Phone Fax Remarks Parachute, CO 81635 USA Philip Vaughan
Phil Vaughan Construction Management, Inc. 1038 County Road 323 Rifle, CO 81650-8607 United States of America (970) 625-5350 (970) 625-4522 To Conlacl Company Address Cily, SIale, Zip
Counlry Phone Fax David Bartholomew Hand Anvil Points Comp Station Gas Chromatograph Bldg. Permit Application Garlield County Building Dept. 108 8th Street, Suite 401 Glenwood Springs,
CO 81601 USA 970-945-8212 Dave, please lind our building permil applicalion and suppor! malerials attached. Thanks and please conlacl me wilh queslions. Sincerely, Phil Vaughan o As
Requested o As Requested o As 13 AP-SC-001-Rev. A dated 2 o As Requested 14 01-Rev. A dated 2 o As Requested 3/1/12 Pagelal
GARFIELD COUNTY Building & Planning Department 108 8th Street, Suite 401 Glenwood Springs, Colorado 81601 Telephone: 970.945.8212 Facsimile: 970.384.3470 www.garfield-county.com COMMERCIAL
OR MULTI-FAMILY BUILDING PERMIT NOTE: In order to understand the scope of work intended and to expedite the issuance of a permit, it is important that complete information be provided.
Please review this document to determine if you have adequate information to design your project and to facilitate a plan review. COMMERCIAL OR MULTI-FAMILY BUILDING PERMIT APPLICA nON
CHECKLIST This checklist is to be used with all commercial or multi-family construction. APPLICATION FORM: Please make sure the following information is provided on the application.
• Parcel number obtained from the County Assessor's Office. • Job address (assigned physical address). • Legal Description: lot, block, filing , subdivision or tract, section , township
and range. • Owners name, mailing address, phone, fax, or cell. • Contactors name, mailing address, phone, fax, or cell. • Architect/Engineer's name, mailing address, phone, fax or cell.
• Building size, height, number of stories, lot size. • Use of building (commercial) • Class of Work (new, addition, alteration, repair, demo, move, other) • Description of work. • Type
of heating (natural gas, propane, electric, other) • Sewer system (Community or ISDS), also see other items below. • Garage (attached or detached) • Driveway permit (please see other
items below) • Valuation (labor and materials) OTHER ITEMS: • If you anticipate obtaining a water-tap from the City of Rifle, please provide a letter indicating that the City will provide
water service. (Required to submit building permit application). • ISDS requires a septic permit application to be submitted with the building permit application. • A separate electrical
permit must be obtained from the State of Colorado Electrical Board. • Prior to submittal of a building permit, you are required to show proof of legal and adequate access to the site.
This may include proof of right to use a private easement, County Road & Bridge permit, or Colorado Department of Highway permit, including a Notice to Proceed. The County Road & Bridge
Department can be reached at 970-625-8601 . • If you anticipate excavating or grading prior to issuance of a building permit, you will be required to obtain a separate grading permit.
• If you belong to a Homeowners Association (HOA), it is your responsibility to obtain written approval, if required . • Provide copies of any Resolutions and/or Land Use Permits associated
with this property. • Projects with more than ten (10) occupants require plans sealed by a Colorado Licensed Design Professional. Occupant load shall be calculated by IBC Table 1004.1.1.
• A Colorado State Licensed Electrician and Plumber must perform installation and hook-ups.
STRUCTURAL PLANS: Please provide the following information on the structural plans. • Per C.R.S. 12-4-112; Structures designed with an occupant load exceeding ten (10) require Colorado
State Licensed Engineer stamped plans. • Engineered foundation design per soils report. Geotechnical report referenced. • Design specifications to include roof and deck snow load, wind
and seismic design, frost depth. • Foundation plan showing complete footing and foundation dimensions. • Footing and foundation details specifying reinforcement referenced on plans.
• Framing plans for each floor level and roof. All beams, columns, joists, rafters, trusses and all live/dead loads specified. • Framing /connection details referenced on plans. • Pre-manufactured
structures require an engineers stamp, signature, and date. MECHANICAL PLANS: Please provide the following information on the mechanical plans. • Per C.R.S. 12-4-112; Structures designed
with an occupant load exceeding ten (10) require Colorado State Licensed Engineer stamped plans. • Energy design calculations and details verifying compliance with the 2009 IECC. • Floor
plans for each level showing size, location and materials of all ductwork, plenums, return and outside air intake registers. • Size and location of all combustion air ductwork and openings.
• Size, type and termination of all gas appliance flues and vents. • Location of all fire and combination smoke/fire dampers. • Equipment schedule for all mechanical equipment (boiler,
furnace, exhaust fans, etc). • Commercial kitchen hood location, hood and duct sizes, CFM calculations. PLUMBING PLANS: Please provide the following information on the plumbing plans.
• Per C.R.S. 12-4-112; Structures designed with an occupant load exceeding ten (10) require Colorado State Licensed Engineer stamped plans. • Floor plans for each level showing DVW layout
and sizing, materials, slope and sewer location. • Water piping materials, length and size of pipe, water meter location, fixture unit demands, location and type of backflow prevention
devices. • Gas piping materials, length and size of pipe, gas meter location, and BTU/hour demands. • Additional piping plans for roof/deck drains, condensate, medical gas, etc. • Plumbing
fixture schedule for all plumbing equipment. • Commercial kitchen plumbing fixtures, food preparation equipment, grease interceptors, etc. ELECTRICAL PLANS: Please provide the following
information on the electrical plans. • Per C.R.S. 12-4-112; Structures designed with an occupant load exceeding ten (10) require Colorado State Licensed Engineer stamped plans. • Floor
plans for each level showing location of lighting fixtures, switches, receptacles, emergency exit signs and lighting, and panel location. • Diagram showing service entrance, conduit/wire
size, main disconnect size, grounding electrode/conductor size, feeder conduit/wire size, transformers and generators. • Panel schedule showing bus/breaker sizes, circuit description,
voltage, phase, amperage, etc.
STRUCTURAL PLANS: Please provide the following information on the structural plans. • Per C.R.S. 12-4-112; Structures designed with an occupant load exceeding ten (10) require Colorado
State Licensed Engineer stamped plans. • Engineered foundation design per soils report. Geotechnical report referenced. • Design specifications to include roof and deck snow load, wind
and seismic design, frost depth. • Foundation plan showing complete footing and foundation dimensions. • Footing and foundation details specifying reinforcement referenced on plans.
• Framing plans for each floor level and roof. All beams, columns, jOists, rafters, trusses and all live/dead loads specified. • Framing /connection details referenced on plans. • Pre-manufactured
structures require an engineers stamp, signature, and date. MECHANICAL PLANS: Please provide the following information on the mechanical plans. • Per C.R.S. 12-4-112; Structures designed
with an occupant load exceeding ten (10) require Colorado State Licensed Engineer stamped plans. • Energy design calculations and details verifying compliance with the 2009 IECC. • Floor
plans for each level showing size, location and materials of all ductwork, plenums, return and outside air intake registers. • Size and location of all combustion air ductwork and openings.
• Size, type and termination of all gas appliance flues and vents. • Location of all fire and combination smoke/fire dampers. • Equipment schedule for all mechanical equipment (boiler,
furnace, exhaust fans, etc). • Commercial kitchen hood location, hood and duct sizes, CFM calculations. PLUMBING PLANS: Please provide the following information on the plumbing plans.
• Per C.R.S. 12-4-112; Structures designed with an occupant load exceeding ten (10) require Colorado State Licensed Engineer stamped plans. • Floor plans for each level showing DWV layout
and sizing, materials, slope and sewer location. • Water piping materials, length and size of pipe, water meter location, fixture unit demands, location and type of backflow prevention
devices. • Gas piping materials, length and size of pipe, gas meter location, and BTU/hour demands. • Additional piping plans for roof/deck drains, condensate, medical gas, etc. • Plumbing
fixture schedule for all plumbing equipment. • Commercial kitchen plumbing fixtures, food preparation equipment, grease interceptors, etc. ELECTRICAL PLANS: Please provide the following
information on the electrical plans. • Per C.R.S. 12-4-112; Structures designed with an occupant load exceeding ten (10) require Colorado State Licensed Engineer stamped plans. • Floor
plans for each level showing location of lighting fixtures, switches, receptacles, emergency exit signs and lighting, and panel location. • Diagram showing service entrance, conduit/wire
size, main disconnect size, grounding electrode/conductor size, feeder conduit/wire size, transformers and generators. • Panel schedule showing bus/breaker sizes, circuit description,
voltage, phase, amperage, etc.
1111111111111111111111111111111111111111111111111111111 1122716 03/1212003 e4:B9P B144!5 P864 11 ALSDORF 1 of 4 R 21.00 D 0.00 GARFIElD COUNTY CO COMPRESSOR STATIONIPLANT LEASE AND AGREEMENT
(ANVlL POINTS COMPRESSOR FACILITY SITE) Stale: Couoty: Lessor. Lessor's Address: Lessee: Lessee's Address: Date Executed: Effective Date: Colorado Garfield William F. Clough P.D.Box
686 RiDe, CO 81650 Bargath Inc. c/o Williams Production RMT Company 1515 Arapahoe Street, Tower 3, Suile 1000 Denver, CO 80202 ;Iarch 4. 2003 November 15. 1997 In consideration of the
rental provided below, to be paid by Lessee to Les~r. each named above. Lessor grants, leases and lets to Lessee.lhe tract of land (the "Lands") for the Anvil Points Compressor Facility
Site located in the county and state named above, and described as follows: (See Ellhibit "A" anached hereto and made a part hereof.) This Compressor StationIPlant Lease and Agreement
(the nLease") sball he for a primary term often (10) year.; (the "PriItlBl)' Term") from the Effective Date stated above. with options of renewal for each subsequent ten (IO) year period.
The option to renew the teoo of this lease for each subsequent ten (10) year period shall be exercisable by Lessee by delivering notice (the "Notice") in writing to Lessor at the address
set out above (or to the address furnished later to Lessee by Lessor) before the end of each ten (10) year period. With the executicJn oftNs Lease, Lessee has paid to Lessor the sum
0(SI,500.00 as rental compensation for the (un Primary Tenn of this Lease. At an)' time prior to the end of the Primary Tenn or prior to the end of each subsequent ten (10) year term,
at the option of Lessee, Lessee may extend this lease (or an additionaJ term of ten (10) yoars by paying a rental amount of $1,500.00 to Lessor. Payment for each successive ten (10)
year period shan be due on or before the end of the preceding ten (10) year period. Lessee agrees to furnish Lessor a recordable Release of the rights granted under the terms of this
Lease at the tenrunation of this Lease. As part of the consideration for this Lease, Lessee agrees to hold Lessor harmless from any and all claims, damages. suits Of obligations, claimed
or asserted against Lessor by reason of Lessee's operation or business on the Lands and against any and all p&n!es assening such claims, and to defend Lessor in any and all suits brought
against Lessor by reason of Lessee's operatioris on the Lands, aU at Lessee's expense. Lessee CQvenants and agrees to pay any taxes which may be levied upon or assessed against structures,
fixtures or other equipment which may be built or installed on the Lands by Lessee. This is a surface lease only and shall nol be construed 10 limit Lessor's right as the owner of minerals
in and under the Lands. Without restricting or limiting the general and exclusive rights, privileges, powers, purposes and uses granted to Lessee, by the enumeration of the matters set
out below, it is specifically agreed that the Lands leased pursuant to this Lcaso may be used, occupied and enjoyed by Lessee for the fonowing purposes: COllBlnJ.cting. erecting, Installing,
operating, maintaining, inspecting, using, replacing, repairing, moving on and removing from the lands a compressor station andlor gasoline plant Please return to: WILLIAMS PRODUCTION
RMT CO. 1515 Arapahoe, Tower 3, Suite 1000 Denver, CO 80202 Attention: Annette Apperson Pagelof3
1111111111111111111111111111111111111111111111111111111 6'22171 03/1212003 0 •• 400:0~;1~~: ~~~T~ ~~SDORF 2of4R21..00 , and/or gas purifying. dehydnl.ting. treating and cleaning plant
and all buildings, warehouses, garages, storage facilities and structures of whatever kind, together with any machiDeI)'. engines. pumps, equipment, appliances. facilities, meters, pipes,
regulators, fittings, gate valves. blow off valves, gale boxes, boilers. stills, heaters, drips, cooting lowers. pipelines. telephone Jines. electric transmission lines, and any other
structure (collectively the "Facilities") as may be necessary. convenient, or desirable to Lessee in its operations in carrying on its business in whicb it is now engaged or may hereafter
be engaged. Lessor agrees that Lessee may use (he existing roads on Lessor's lands shown on the attached Exhibit "A" for the purpose of accessing the Facilities. with the right of ingress
and egress for such use and purposes at all times. Lessor's granl to Lessee includes tbe right to dig and/or drill a water well 01' wells on the Lands and use water produced from such
well" in Lessee's operatiCll)s. rn the event it becomes necessary to dnll a water well or weUs on the Lands, Lessee agrees to leave casing in such well or wells for use by Lessor when
this Lease terminates and Ihe Lands are vacated by Lessee. Lessee is granted tho right to lay, repair and remove lines of pipe for water, gas. or oil over adjacent lands of Lessor, and
erect and maintain telephone line!. and electric transmission lines. at a reasonable considellllion or compensation to be paid to Lessor. with the right of ingress and egress for such
use and purposes at all times. lessee shaH have the right to do and perform any act on Lessor's adjacent lands as may become necessary to protett Lesscc's property in case of flood or
fire, and to prevent the spread and loss of oU and other liquids. Lessee warrants and agrees that it will comply with any and all laws. ordinances, orders. rules. regulations, standards_
and licensing requirements of any state, federal, municipal or loeaJ authority or agency, now in force and effect or which may be passed, enacted. issued, revised. required or later
promulgated, incident to or arising out of or in any way connected with Lessee's utili18tion of the Lands or any activity conducted under, pursuant 10 or by virtue of this Lease. Lessee
agrees that it will not discharge, dump. bury or store for purposes of disposal, pollutants of any kind on the Lands or into or on any water on, adjacent to or in the area of the Lands,
including, but not limited to, pollutants such as oil, chemicals, toxic substailces or matenals. ha7.Mdous wastes or halal'dous substances, including pollutants as the same may be defined
in any Federal. state or municipal laws. rules, regulations or ordinances. Lessee specifically agrees to fully indemnify and hold Lessor hannless from and against all claims, demands,
losses, costs for removal and/or cleanup of pollutants, judgments, causes of acttons, fines. penalties, costs, including, but not limited to. attorneys' fccs and costs of court. arising
out of or connected with Lessee~ noncompliance with the tenns of this Lease. Lessee has the right, upon tho expiration of the Primary Term of this Lease, or any extension thereof. as
the case may be, within six (6) months after that date to remove any and all buildings, fixtures. structures and equipment which it may have placed on the Lands, provided all rentals
have been paid. Lessee agrees thai: upon the tennination of tbis Lease for any reason, it wiU, if requested by Lessor. remove any or all structures and level the sulface of the Lands
at Lessee's sole cost and expense. Notwithstanding anything herein contained to the contrary. the rights granted to Lessee herein shall be non~xclusive; Lessor shall have the continuing
right to access me Lands and to use the property for any means which do not interfere with Lessee's operations on the Lands. The terms, covenants and provision.o; of this Lease shall
extend to and be binding upon Lessor and Lessee and [heir respective assigns and successors in interest. LESSOR Page 2 of3 LESSEE Bargath Inc. By: Nam osep P. Ba~_ T' e: Assistant Secretary_
oJo-'
1111111111111111111111111111111111111111111111111111111 622778 03/12/2~03 04;09P 11445 P8BS M ALSDORF 3 of 4 R 21.00 0 8.00 GARFIELD COUNTY CO STATE OF COLORADO COUNTY OF GARFIELD On
the ~day of A1arcJ, ,2003, pen;onally .ppea,ed hllit",..,. ,P, C!.I •• JA ---:-:---:----:---cc---' to me known to be the person_ described in and wlio executed the foregoing instrument
and acknowledged that Je_ executed same as ..il.6L.. free and voluntary act and deed for the uses and purposes therein set forth. my hand and official seal the day and year first above
written. _",~.y"_.: 9-lld 3 C.u4. )lCE;;%"-d= ~~~~COLORADD My --. E>!'.,,,.,. ... 11l3 COL'NTY OF DENVER Notary Public Befo~ ~'~ Not~ Public, in and for said County and State aforesaid.
do hereby certify that Josep . arre t . whose name is subscribed to the foregoing instrument liS Assistant Secretary of Bargath Inc. . a corporation, appeared before me this day in person
and acknowledged that fie executed said instrument as ..hiL free and voluntary act and deed as the free and voluntary act and deed of said corporation for the uses and purposes therein
set fOlth. Given under my hand and Notarial Seal this 4 th ~. Marcth d't. ' 2~." My Commission Expim: 5/22 '2003 'ike '"-~ I~/~ (SEAL) Not~ Public PattI E. Rives Ruli5Of\' C10uSh Anvil
Polms Compressor Station Agree.dot Page 3 of3
ExhibU "At! Compressor StationIPlant Lease and Agreement Dated March 4 • 2003 Between William F. Clough, Lessor, and Bargath [nc., Lessee 1111111111111111111111111111111111111111111111111111111
522776 03/1212003 04: 09P 8144, P867 " Al.$OQRF 4 0' 4 R 21.000 0.00 GARFIEl.D COUNTY CO ANviL POINTS COMPRESSOR FACILITY SITE CLOUGH PROPERTY, SECTION 29, TOWNSHIP 6 SOUTH. RANCE 94
"EST. 6TH P.M.. CARFllfLD COUNTY, COLORADO A perael of lane! .!lUate; In tn_ NW 1/4 at Section 29. rawnlh~ S Sauth, RGI'IO. 14 WHt, C1:Iu"ty of Garfield, StCit. of Calatl:ldllo bm; "'Ofll
pertlculorly GMCI'.td a. follClWl: BetlMlPIg at 0 point lntoraectrl'ull 2 ' .. eel, W~tnCf: a found G.l,.Q. bra. GOp in plot!e for tho H 1/4-corner af ::sold SectloJ't 2B btCIr. ~ 50"41'05-'II
a dtltOl'lCI of 1UQ.27 'Mt: therle& N 72'22'04 E. olGl'lCI t"'. 1-70 ROW 'ence: Il of 546.65 fnt; thence laav\ttg Mild 1-70 "OW tance S 19.,,'34-E a drm"" of 283.il7 t .. t til 'CI pcint
Inttr-=tlnQ tkc Union Pacltlc Rcl1rooCf .rCOW foner, tntnOt S 7D"~'21-W al0fI9 .old RallrDCId ROW felltll 0 alltont. 01 "en.," fMt; then. conUrwlnQ oI01'tg Itlld RafttOCld ROW fence
S 111'00'0'-W CI dIstance of 72.57 f.et ta CI ~CI(l'It 'I'Itcl'R':tlng an Illn'!'!9 fenn: UIc:nGCI N 35-z11'4!-W aleng Mid callt.1nt fln!'8-0 dlllt:mce of 257.60 IMt to ttl, poInt of
b6gln!'llng. RBFBRSNCB DOCUMENTS 1) T.' E., Itll .. " '111 P.M. "-0 ~T
rI~r/l~,l"I·a~ms . ~ December 20,2010 PHIL VAUGHAN CONSTRUCTION MGMT INC 1038 COlmty Road 323 Rifle, CO 81650 RE: Notice 01 Change Irom Corporation to Limited Liability Company; Merger
01 Two Companies On September 30, 2010, Bargath Inc .. converted to Oargath llC, a Delaware limited liability company (" Bargath"). A copy 01 the Delaware Certificate 01 Conversion is
attached lor your inlormation. Only ti,e lorm of en tity and name have changed, all oliler details, including the Tax 10, remain the same for Bargath. On October 31,2010, Wilgath LLC,
a Delaware LLC merged with Ilargath, willl 8argmh he inS the sIJrviving entity. A copy of the OelawMe Certificate of Merger is attached lor your information. Please adjust your records
and account information accordingly. If you have any questions, please do not hesitate to call the follow ing: Bargalh LLC Penny Alderton Sourcing Specialist Senior (303) 260·4509 Sincerely,
Ann Lane, Senior Counsel Bargath LLC
f})e [awa re PAGE 1 1ft£' ifirst State I, JEFFREY PI. BULLOCK, SECRETARY OF STATE OF THE STATE OF DELJlWARB DO HEREBY CERTIFY THAT THE ATTACHED IS A TRUE AND CORRECT COPY OF THE CERTIFICATE
OF CONVERSION OF A COLORADO CORPORATION UNDER THE NAME OF "BAIlGATH INC." 7'0 A DELAWARE LIMITED LIABILITY COMPANY, cHANGING ITS NAME FROM "BARGA Til INC." TO "BARGATH LLC", FILED IN
THIS OFFICE ON THE TWENTY-EIGHTH DAY OF SEPTEMBER, A.D. 2010, AT 12:51 O'CLOCK P.M. 4877748 8100V 100947669 DATE: 09-28-10 You ~y v.zlry th~. c.rtiIJc.t. onlin • • t corp.dd."-dn. gov/.vtbWl'
. • ht&l
STATE OF DELAWARE CERTIFICATE OF CONVERS10N S~to of Dol~~ArO S<!cro~tY of S~to DlvJ4jon o£Corporation~ Do>llV1>r<>d J2:~7 PH 09/28/2010 FIu:D 12:'1 PH 09/28/2010 SRV 100947669 -4877748
FIlZ FROM A FOREIGN CORPORATION TO A LIMITED LIABILITY COMPANY PURSUANT TO SECTION 18·214 OF THE LIMITED LIABILITY ACT I.) The jurisdiction where the Corporation first formoo is Colorado.
2.) The jurii'diction immediately prior to filing this Certificate is Colorado. 3.) The date th< corpol~tion /iN ferrned is lUll\! lO, ,QK6. oJ.) Thu IlAme of the Corpcrntion immediately
prior to tiling this Certificale i~ B!fgath Inc. 5.) The lIame of the Limited Liability Compal\Y as set forth in the ~rtifjc.te of Fonnation is Bargath LtC. 6.) 11le effcctive date vrlhis
conversion shall be September 10, 2010. IN WITNESS WHEREOF, the undersigned havo c~cculed Ihis Certificate on the 270. (lay of September A.D. 20 I O. .'-:"S~ By. _~ .• _. A \lthoriud
Person Name: La Flem C. Ilro""e Prinl or Type
f})e[aware PAGE 2 rflu: !Jirst S la te r, JEFFREY W. BULLOCK, SECRETARY OF STATE OF THE STATE OF DELAWARE DO HEREBY CERTIFY TRAT THE ATTACHED IS A TRUE AND CORRECT COPY OF CERTIFICATE
OF FORMATION OF "IlARGATH LLC" FILED IN THIS OFFICE ON THE TWENTY-EIGHTH DAY OF SEPTEMBER, A.D. 2010, AT 12:51 O'CLOCK P.M. 4877748 8100V 100947669 DATE: 09-28-10 rou .. y v.~jry thJ.
~.rtj(I~'. onJ1n. .t corp. d.t.tflln. govl.uthvttr .• htal
CERTIFICATE OF FORMATION OF BARGATH LLC St4to of o..l~" ...... Socco t4ry of St4 to Dlvi~lon o£Corpor~t1ons DoHvorod 12:57 E'H 09/28/20l0 FIL1:.O 22:.51 PH 09/28/2010 srrv 200947669
-4877748 FlU 1. The name of tl10 limited liability company is Bargath LLC. 2. The address of its registered office in the Stato of Dnlilware is: Corporation Trust Centor, 1209 Orange
Street, in 1110 City of Wllmington, Delm'lare 19801. The name of its registered agent at such adClress Is The Coq)oration Trust Company. 3. This Certificate of Formation shall be eHeclive
on September 30.2010. IN WITNESS WHEREOF. 1I1e undorsigned have executed this Cortificate or Formation of Bargath LLC this 27th day of September, 2010. La Fleur C. Browne, Socrotmy
'lJe[aware PAGE 1 iJfre :First State I, JEFFREY W. BULLOCK, SECRETARY OF STATE OF THE STATE OF DELAWARE, DO HEREBY CERTIFY THE ATTACHED IS A TRUE AND CORRECT COPY OF THE CERTIFICATE
OF MERGER, WHICH MERGES: "WILGATR LLC", A DELAHARE LIMITED LIABILITY COMPANY, WITH AND INTO "SARGATH LLC" UNDER THE NAME OF "SARGATH LLC", A LIMITED LIABILITY COMPANY ORGANIZED AND EXISTING
UNDER THE LAWS OF THE STATE OF DELAWARE, AS RECEIVED AND FILED IN THIS OFFICE THE TWENTY-SEVENTH DAY OF OCTOBER, A.D. 2010, AT 12:46 O'CLOCK P.M. AND I DO HEREBY FURTHER CERTIFY THAT
THE EFFECTIVE DATE OF THE AFORESAID CERTIFICATE OF MERGER IS TilE THIRT1'-FIII.ST DA1' OF OCTOBER, A.D. 2010. 4877748 8100M 101032369 DATE: 10-28-10 You uy ndty th.i" c_rtJ/Jc.te OI.IU.n
• • t corp. del.w..r •. gov/.uUlnr .• ht.J
St4t.1 ot DII1Alfuo Socrot.uy ot St4to D1viaion O£CorporAtion~ Dolivurod 12:~8 PM 10/27/2010 FIL£D 12:46 PM 10/27/2010 SRV 101032369 -4877748 f'ILE STATE OF UELAWARE CERTIFICATE OF'
MERGER OF DOMESTIC LIMITED LIABILITY CO:\,lPANIES PurSuAnt to Title 6. Sccti(>n 18·209 of the Delu\\'lllc Limited Liability :\ct. the undcll'igncd limited liahility company executed
the following C crt; neiltc of \krgcr FIRST: nle nome of the 5UT"i\'in& limited li~hility company;, _n"g""-"_ Lt_C ___ • ____ • __ ~ __ • -•• __ 1 Il1ld the name of the limited Iiahility
company being mcrg,:d into this s\lf\'iving limited liability cmnr>ny is _Wc;.il:::~':;.'h;;..l;;.;.L:..:C,---_______ _ SECOSD: n,e Agreement of \Icrgcr has been app' o\'cd. adopled,
~crttlicd, C\~'Culcd and ackn(lwle<!gcd by c:ach of the constituent limited Itahilily rompa"'e> TIIIRD: The name ofth. ~UT\'i\,1I1& limited liability company j, n"'E'UJ 1.I.C BFTII:
nle Agreement of Merger is on me at On, W,lliam, C,nlet. SUI!,-' 4_1~OO,--__ _ Tul, .. OK 14172 the pTacc~ofbusincss of the ~urviving limited liabililY coDlp3ny. SIXiH: A co!>)' of the
Agreement of Merser will be furnished by the sUl-"iving limited linbililY compnny on fC<lueSl, without roSl, to any member or tlle constiluent limited liabililY c~mpanies. IN Wl'l'Nf.:SS
WHf.:REOI', said surviving limited liability comP!IJlJ hns causcd Ihis certificate to be signcd by an authorize<! person, Ihc. __ iYt2..~<__ day of Oc,ober .A.D .• 2010. ~ ay: .. :ss;;;;I~_-..;:=f,,-
~ ___ _ Authllrized Person Name: I .... fI,ur C; Hr""'l< Prim or Type Title: S«rc'~2.... ___ .« .. ____ ... <.
Garfield County BUILDING & PLANNING DEPARTMENT November 23, 2011 Phil Vaughan, President Phil Vaughan Construction Management, Inc. 1038 County Road 323 Rifle, CO 81650 RE: Bargath,
LLC anticipated installations of booster pumps, Gas Chromatograph, ESD Skids to existing locations already improved with natural gas compression facilities. Dear Phil, Thank you for
meeting with me on October 20, 2011 to discuss plans that Bargath, LLC has to install booster pumps, natural gas chromatographs, and ESD Skids on existing locations already improved
with natural gas compression facilities as outlined in the set of materials you provided staff. I have discussed these facility installations with the Garfield County Planning Staff
and we conclude that they can be characterized as accessory structures to the primary use /facility and therefore do not require land use change permits for their installation. An Accessory
Use /Building /Structure is defined in the Garfield County Unified land Use Resolution of 2008, as amended as: A use which is customarily supportive, secondary and subordinate to a principal
use on the same parcel. Except as provided in this Code, an Accessory Use must comply with a/l regulations applicable to the principal use. Further, an Accessory Use /Building /Structure
is a use-by-right in all zone districts in Garfield County. In support of this decision, the structures proposed by Bargath, LLC are either 1) not housed in a structure, 2) housed in
a structure only to protect controls /equipment from inclement weather and not typically occupied by individuals, and 3) result in a very small footprint on an already disturbed site
and are commonly supportive of and subordinate to the primary compression facility on the property. There 108 Eighth Street, Suite 401' Glenwood Springs, CO 81601 (970) 945-8212' (970)
285-7972' Fax: (970) 384-3470
may be building permit requirements for some of these structures so I ask you to please check with Andy Schwaller, Garfield County Building Official, to determine if building permits
are necessary. Do not hesitate to contact me if you have any questions or comments. Very truly yours, Fred A. Jarman, AICP Director, Building & Planning Director Cc Andy Schwaller, Garfield
County Building Official Dave Bartholemew, Garfield County Plans Reviewer
Phil Vaughan From: Sent: To: Cc: Subject: Hi Phil, Andy Schwaller <aschwaller@garfield-county.com> Wednesday, December 21,2011 1 :38 PM Philip Vaughan David Bartholomew RE: Bargath LLC-Gas
Chromatograph Buildings-Pre-cast foundation question I believe as long as there is an engineer on site to visually inspect dimensions and general condition of the precast units prior
to instillation, we should be O.K. Said engineer could also inspect the structura l fill requirements and instillat ion of the precast foundations. I anticipate the county to do a final
inspection of t ie down, grade, egress requirements and verification of the Division of Housing labeling. Our final wou ld follow any electrical final inspections and submittal of the
engineers inspection of the sub grade and foundation. We might be able to have an office copy template to use when issuing permits if there are multiple identical build ings. This wou
ld require only one set of plans to be subm itted with application and site plan. If you think this wou ld be of benefit to your client, we can discuss further. Thanks, Andy From: Philip
Vaughan [mailto:phil@pvcmi,comJ Sent: Wednesday, December 21, 201112:51 PM To: Andy Schwaller; phil@pvcmi,com Subject: Fw: Bargath LLC-Gas Chromatograph Buildings-Pre-cast foundation
question Andy, Please find below and attached a reply regarding you question. Sincerely , Phil Vaughan 970 379 0428 Connected by DR 010 on Verizon Wireless -----Original message-----From:
"Herrin, Sam" <Sam.Herrin@Wiliiams.com> To: Philip Vaughan <phil@pvcmi.com> Sent: Tue, Dec 20, 2011 22:53:45 GMT +00:00 Subject: RE: Bargath LLC-Gas Chromatograph Buildings-Pre-cast
foundation question Phil, Attached are the stam ped drawings we supplied to (PC for fabrication. (PC has an on staff PE named Kim Fentress who approves the plans before they go into
production then they are inspected by the Q( group there at CPC (the QC forms I've previously sent). Thanks, Sam
From: Philip Vaughan [mailto :Dhil@pvcmi.coml Sent: Tuesday, December 20,2011 3:11 PM To: Herrin, Sam; phil@pvcmi.com Subject: Fw: Bargath LLC-Gas Chromatograph Buildings-Pre-cast foundation
question Sam, May I ask you to check with Colorado precast regarding Andy's question? Phil Connected by DR OlD on Verizon Wireless -----Original message-----From: Andy Schwaller <aschwaller@garfield-
county.com> To: Phil Vaughan <phil@pvcmi.com> Sent: Tue, Dec 20, 2011 20:58:57 GMT +00:00 Subject: RE: Bargath LLC-Gas Chromatograph Buildings-Pre-cast foundation question Hi Phil, Does
Colorado Precast have approval by any other jurisd ictions as per Sec 1704.2.2 of the IBe? Is there a design professional or engineer of reco rd involved with both the design and inspection
of th e precast units as per sec 1704? did not see a seal on the stru ctural drawings. I assume a sea led copy is available? Thanks, Andy From: Phil Vaughan [mailto :phil@pvcmi.coml
Sent: Tuesday, December 20, 2011 10:36 AM To: Andy Schwaller Cc: Philip Vaughan Subject: Bargath LLC-Gas Chromatograph Buildings-Pre-cast foundation question Andy, Thanks for taking
time to speak yesterday. As discussed, please find the following documents for your review and comment. 1. Colorado Precast ACI Certifications 2. Colorado Precast Quality Control Sheets.
Approximately 60 of these units have been poured to date and, as discussed, do not have an identification or serial number attached to each. 3. Drawing SC-100 Chromatograph foundation
plan noting the pre-cast concrete footings and stemwalls. As discussed, the buildings are 8'x16' or 8'x20' and will have CDOH insignias attached to them. Please let me know if the ACI
certifications and the quality control sheets are acceptable to you from a documentation standpoint in reference to Chapter 17-Special Inspections of the International Building Code
of 2009. Thanks for your assistance and please contact me with questions. 2
Sincerely, Phil Vaughan Phil Vaughan Construction Management, Inc. 1038 County Road 323 Rifle, CO 81650 970-625-5350 3
,*eturn to: Garfield County 108 8th Street Suite 401 Glenwood Springs, CO 81601-lowner's Information I Clough Sheep Company, LLC Clough Sheep Company, LLC PO Box 686 Rifle, CO 81650
Date Fee Name Receipt Garfield County 108 8th Street Suite 401 Glenwood Springs, CO 81601-Phone: (970)945-8212 Fax: (970)384-3470 Invoice Number: BLCO-3-12-21718 Invoice Date: March
05, 2012 Permit Number: BLC0-3-12-2388 Bond Number: Icomments: I BLCO-3-" ~3" Fee Type Fee Amount 03/05/2012 03/05/2012 Commercial Building Fee Plan Check Fee Adjustable Percentage $69.25
$45.01 Total Fees Due: $114.26 Payments Date Pay Type Check Number Amount Paid Change 03/05/2012 Credit Card $45.01 $0.00 Total Paid: $45.01 Total Due: $69.251 Monday, March 5, 2012
printReceipt SALE REF NUM: 206517304911 MASTERCARD ************7565 INV NUM: BLCO-3-12-2388 DATE: 3/5/2012 AUTH NO: 660075 AVS: Y PO NUMBER: TOTAL: BLDG & Planning GWD 108 8th Street
Suite 401 Glenwood Springs, CO 81601 MERCHANT # 941000097881 Customer #: PVaughan Customer Name: Phil Vaughan EXP.: **** TiME: 10:13:01 AM CVV: Tax: $ 4S.01 CUSTOMER ACKNOWLEDGES RECEIPT
OF GOODS AND/OR SERVICES iN THE AMOUNT OF THE TOTAL SHOWN HEREON AND AGREES TO PERFORM THE OBLIGATIONS SET FORTH BY THE CUSTOMERS AGREEMENT WITH THE ISSUER. https:/Iwww.payeverywhere.com/Transactionl
printRecei pt.aspx?transactionID= 1 7270 140 Page 1 of 1 3/5/2012
~'II GEOTECHNICAL ENGINEERING GROUP A lrerracon COMPANY Geotechnical Engineering Report GC Building Addition Anvil Points Compressor Station SW % of NW % of Section 20, Township 6 South
Range 94 West, 6th Principal Meridian Garfield County, Colorado December 5, 2011 Terracon Project No. AD 115020 Prepared for: Williams Midstream 1515 Arapahoe Street Denver, Colorado
80202 Attention: Mr. Sam Herrin Prepared by: Terracon Consultants, Inc. Grand Junction, Colorado
December 5, 2011 Williams Midstream 1515 Arapahoe Street Denver, Colorado 80202 Attn: Mr. Sam Herrin Email: Sam.herrin@williams.com Cell: (303) 589-2743 Re: Geotechnical Engineering
Report GC Building and Metering Skid Addition Anvil Points Compressor Station Garfield County, Colorado Terracon Project Number: AD115020 Dear Mr. Herrin: ~'I I GEOTECHNICAL ENG IN EE
I~ING G I ~OUf' A lrerracon COWANY Terracon Consultants, Inc. (Terracon) has completed the geotechnical engineering services for the above referenced project. This study was performed
in general accordance with the master service agreement between Williams Midstream Services/Discovery Producers Service, LLC and Terracon. This report presents the findings of the subsurface
exploration and provides geotechnical recommendations concerning earthwork and the design and construction of foundations for the proposed structures. We appreciate the opportunity to
be of service to you on this project. If you have any questions concerning this report, or if we may be of further service, please contact us. Sincerely, Terracon Consultants, Inc. Norman
W. Johnston, P.E. Senior Engineer Enclosures cc: 1 -sam.herrin@wiliiams.com (electronic-PDc) 1 -hghaffari@samuelengineering.com (electronic-PDF) 1 -bvilner@samuelengineering.com (electronic-PDF)
1 -File G.O!,Clln 'cai Eno.,.",ng Group, A r"racon Com pany 2308 Int .. Slat. A"'nu, Grand Junct IOn, C081505 p 1970J 2454078 F 1970J 245 7115 o.ot.Clln ,u loroup.com lerracon .com Goolochnital
• Environmontal • Const,uction Mato"als • Facilitios
TABLE OF CONTENTS Page EXECUTIVE SUMMARY ............................................................................................................... i 1.0 INTRODUCTION ...........................
.................................................................................... 1 2.0 PROJECT INFORMATION ........................................................................................
....... 1 2.1 Project Description ................................................................................................ 1 2.2 Site Location and Description ................................
................................................ 2 3.0 SUBSURFACE CONDITIONS .......................................................................................... 2 3.1 Typical
Profile ........................................................................................................ 2 3.3 Groundwater. ...................................................................
...................................... 3 4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION ....................................... 4 4.1 Geotechnical Considerations ....................................
............................................. 4 4.1.1 Existing Utilities .......................................................................................... 4 4.1.2 Settlement
and/or Swell PotentiaL ............................................................. 4 4.1.3 General ..................................................................................................
.... 5 4.2 Earthwork .............................................................................................................. 5 4.2.1 Site Preparation ..........................................
............................................... 5 4.2.2 Material Requirements.......... . ............................................................. 5 4.2.3 Compaction Requirements
....................................................................... 6 4.2.4 Utility Trench Backfill ................................................................................
6 4.2.5 Grading and Drainage .............................................................................. 7 4.2.6 Construction Considerations .......................................................
............... 7 4.3 Foundations ........................................................................................................... 9 4.3.2 Footing Foundation ..............................
...................................................... 9 4.3.3 Footing Foundation Design Recommendations ......................................... 9 4.3.4 Footing Foundation Construction
Considerations .................................... 10 4.4 Seismic Considerations ....................................................................................... 11 4.5 Floor
Slab ............................................................................................................ 11 4.6 Lateral Earth Pressures ......................................................
................................. 12 4.7 Concrete Considerations ......................................................................... 12 5.0 GENERAL COMMENTS ....................................
............................................................. 12 APPENDIX A -FIELD EXPLORATION Figure A-1 Figure A-2 Figure A-3 Figures A-4 to A-6 Site Location Map Boring Location Diagram
Field Exploration Description Test Boring Logs Reliable _ Responsive _ Convenient _ Innovative
TABLE OF CONTENTS (CONTINUED) APPENDIX B -LABORATORY TESTING Figure 8-1 Table 8-1 Figures 8-2 Figure 8-3 Figure 8-4 Figure 8-3 Laboratory Testing Summary of Laboratory Test Results Consolidation
Test Reports Direct Shear Strength Test Results Gradation Test Report Compaction Test Report APPENDIX C -SUPPORTING DOCUMENTS Exhibit C-1 Exhibit C-2 Exhibit C-3 General Notes Unified
Soil Classification System General Notes -Rock Properties Reliable _ Responsive _ Convenient _ Innovative
Geotechnical Engineering Report Anvil Points Metering Station _ Garfield County, Colorado December 5, 2011 _ Terracon Project No. AD115020 EXECUTIVE SUMMARY ~~ I I GEOTECHNICAL ENGINEERING
GROUP A lrerracon COMPANY A geotechnical investigation has been performed for the proposed GC (gas chromatograph) building and metering skid to be located in the SW Y. of NW Y. of Section
20, Township 6 South, Range 94 West, 6th Principal Meridian, Garfield County, Colorado. Two (2) exploratory test borings, designated TH-1 and TH-2, were performed to a depth of approximately
20 feet below the existing ground. Foundation support and other geotechnical conditions were evaluated using the information obtained from the referenced subsurface exploration. The
following geotechnical considerations were identified: _ Existing fill was encountered to a depth of about 5 to 9 feet in the exploratory test borings. The existing fill is not well
compacted and must be improved prior to use as support for proposed construction. • We believe spread footing foundations may be used to support the structure where foundation movement
is acceptable. The structures can be supported on shallow spread footing foundations bearing on new engineered, well compacted fill extending at least 36-inches below the new footing
bearing elevations or below the maximum depth of the existing fill, whichever is deeper. Additional depth of engineered fill supporting the foundations may be included to help reduce
and I or help mask the post construction movement. A discussion, including detailed design and construction criteria are included in the text of the report. _ Surface drainage should
be designed for rapid runoff of surface water away from the proposed structures. _ On-site soils may be suitable for use as well compacted structural fill with a maximum particle size
of 2 inches. _ The 2009 International Building Code (IBC), Table 1613.5.2 seismic site classification for this site is D. -Close monitoring of the construction operations discussed herein
will be critical in achieving the design subgrade support. We therefore recommend that Terracon be retained to monitor this portion of the work. This summary should be used in conjunction
with the entire report for design purposes. It should be recognized that details were not included or fully developed in this section, and the report must be read in its entirety for
a comprehensive understanding of the items contained herein. The section titled GENERAL COMMENTS should be read for an understanding of the report limitations. Reliable _ Responsive
_ Convenient _ Innovative
Geotechnical Engineering Report Anvil Points Metering Station . Garfield County, Colorado December 5, 2011 • Terracon Project No. AD115020 Rel iable . Responsive . Convenient . Innovative
~'II GEOTECHNICAL ENGINEERING GROUP A lrcmacon COMPANY ii
GEOTECHNICAL ENGINEERING REPORT GC Building and Metering Skid Anvil Points Garfield County, Colorado Terracon Project No. AD115020 December 5,2011 1.0 INTRODUCTION A geotechnical engineering
report has been completed for the proposed GC (gas chromatograph) building and metering skid to be located at the Anvil Points Compressor Station in the SW y. of NW Y. of Section 20.
Township 6 South. Range 94 West, 6th Principal Meridian, Garfeld County, Colorado. Two (2) exploratory test borings, designated TH-1 and TH-2, were performed to a depth of approximately
20 feet below the existing ground surface. The subsurface and laboratory information was used in the preparation of this report. The purpose of these services is to provide information
and geotechnical engineering recommendations relative to: • subsurface soil conditions • foundation design and construction • groundwater conditions • seismic considerations • earthwork
2.0 PROJECT INFORMATION 2.1 Project Description ITEM Site layout Structure DESCRIPTION I See Appendix A, Figure A-2: Boring Location Diagram We understand the proposed construction will
consist of two structures. A metering skid which will support control equipment and a GC building. The metering skid will be approximately 8 feet by 30 feet. The GC Building will be
approximately 8 feet by 12 feet. The GC building will be single-story pre-fabricated. The metering skid consists of associated equipment mounted to a rigid steel frame/skid. We understand
shallow footing foundations are desired by Williams Field Services. We were requested to provide engineering recommendations to facilitate the use of precast concrete footing /sill blocks
which were purchased prior to our study. Reliab le . Responsive . Convenient . Innovative
Geotechnical Engineering Report Anvil Points Melering Station . Garfield County, Colorado "'l1lI' 11 GEOTECHNICAL ENGINEERING GROUP A 1rerracon COMPANY December 5, 2011 • Terracon Project
No. AD115020 ITEM Floor Maximum loads Maximum allowable settlement Grading DESCRIPTION The fioor of the GC building will be a structural floor integral with the pre-fabricated building
and will be supported from the foundation. Building Dead Load: estimated 6 to 8 kips each Skid Load: 2,000 psf Structure: 1 inch total(assumed); '!. inch differential (assumed) The site
is an existing compressor station with final grade established. We assume that less than 1 foot of cut and/or fill will be required to achieve final grade. Cut and fill slopes None anticipated
Free standing retaining walls None anticipated Below grade areas I None anticipated 2.2 Site Location and Description ITEM Location Current ground cover Existing topography DESCRIPTION
I This project will be located in the SW Y. of NW Y. of Section 34, I Township 6 South, Range 95 West, 6th Principal Meridian, in Garfield County, Colorado. Refer to Figure A-1 . Existing
compressor station with open , vacant area surrounding with some nearby gas field development. I The proposed site relatively fiat with minor topographic relief across the building site.
3.0 SUBSURFACE CONDITIONS 3.1 Typical Profile Based on the results of the previous referenced exploratory test borings, subsurface conditions on the project site can be generalized as
follows: Stratum 2 Approximate Depth to Bottom of Stratum (feet) 5 to 9 20 Material Description Existing fill: Consisting of Cobbles, gravels clayey and Clay, silty, sandy. Clay, silty,
sandy with gravel and sand layers Reliable . Respons ive . Convenient . Innovative Consistency/Density soft Soft to very stiff 2
Geotechnical Engineering Report Anvil Points Metering Station _ Garfield County, Colorado ~' I I GEOTECHNICAL ENGIN EERING GROUP A lrerracon COMPANY December 5,2011 _ Terracon Project
No. AD115020 The upper soil encountered in the borings generally consisted of clayey sand and gravel of moderate plasticity, and had the following measured liquid limits, plastic limits,
and plasticity indices: Sample Location Depth (feet) Liquid Limit (%) Plastic Limit (%) Iplasticity Index (%) Boring TH-1 1 to 5 26 16 I 10 Conditions encountered at each boring location
are indicated on the individual boring logs. Stratification boundaries on the boring logs represent the approximate location of changes in soil types; in situ, the transition between
materials may be gradual. Details for each of the borings can be found on the boring logs in Appendix A of this report. At the time of the subsurface investigation the site was developed
as a compressor station. The exploratory test borings represent the conditions at each test boring at the time of drilling. 3.3 Groundwater The exploratory test borings were observed
while drilling and after completion for the presence and level of groundwater. Groundwater was not observed in the borings during drilling or for the short amount of time the borings
were allowed to remain open following drilling completion. However, this does not necessarily mean that the borings were terminated above groundwater. Due to the low permeability of
the soils encountered in the borings, a relatively long period of time may be necessary for a groundwater level to develop and stabilize in a borehole in these materials. Long term observations
in piezometers or observation wells sealed from the influence of surface water are often required to define groundwater levels in materials of this type. Groundwater level fluctuations
occur due to seasonal variations in the amount of rainfall , runoff and other factors not evident at the time the borings were performed. In addition, perched water can develop over
low permeability soil strata. The existing site development likely has influenced surface runoff patterns and may influence groundwater as a result. Therefore, groundwater levels during
construction or at other times in the life of the structure may be higher or lower than the levels indicated on the boring logs. The possibility of groundwater level fluctuations should
be considered when developing the design and construction plans for the project. Reliable _ Responsive _ Conven ient _ Innovative 3
"IIIII~II GEOTECHNICAL ENGINEERING GROUP Geotechnical Engineering Report Anvil Points Metering Station _ Garfield County, Colorado A lrl!rrClcon COMPANY December 5, 2011 _ Terracon Project
No. AD115020 4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION 4.1 Geotechnical Considerations Special geotechnical considerations for this project include the following: _ Existing underground
utilities exist on or near the structure areas. _ Existing undocumented fill. _ The presence of soil at and near the anticipated design foundation subgrade elevation that is prone to
volume change with variations in moisture content and loading conditions. 4.1.1 Existing Utilities Based upon our understanding of the existing site development, we anticipate there
are existing underground utilities on or near the structure locations. The resulting trenches should be backfilled properly and tested in accordance with the recommendations in this
report in section 4.2 Earthwork. 4.1.2 Settlement and/or Swell Potential The soil present near the anticipated foundation level is existing fill and is prone to volume change with variations
in moisture content and loading conditions. For this reason we recommend a low volume change zone be constructed beneath footings for the full depth of the existing fill. The procedures
for using a low volume change zone as recommended in this report may not eliminate all future subgrade volume change and resultant shallow foundation movements. However, the procedures
outlined should significantly reduce the potential for subgrade volume change influences. Additional reductions in foundation movements could be achieved by using a thicker low volume
change zone. Details regarding this low volume change zone are provided in section 4.3 Foundations. Any well compacted structural fill placed in the upper 36 inches beneath the building
areas should meet the requirements for Low Volume Change Material which is defined in this report, section 4.2 Earthwork. This report provides recommendations to help mitigate the effects
of soil shrinkage and expansion. However, even if these procedures are followed, some movement and at least minor cracking in the structure could still occur. The severity of cracking
and other cosmetic damage such as uneven floor slabs on grade will probably increase if any modification of the site results in excessive welling or drying of the site soils. Eliminating
the risk of movement and cosmetic distress may not be feasible, but it may be possible to further reduce the risk of movement if significantly more expensive measures are used during
construction. We would be pleased to discuss other construction alternatives with you upon request. Reliable _ Responsive _ Convenient _ Innovative 4
~'I I GEOTECHNICAL ENGINEERING GROUP Geotechnical Engineering Report Anvil Points Metering Station _ Garfield County, Colorado A 'r~rracon COMPANY December 5, 2011 _ Terracon Project
No. AD115020 4.1.3 General We recommend that the exposed subgrade be thoroughly evaluated after stripping of any topsoil and creation of all cut areas, but prior to the start of any
fill operations or foundation construction. We recommend that the geotechnical engineer be retained to evaluate the bearing material for the foundations subgrade soils. Subsurface conditions,
as identified by the field and laboratory testing programs, have been reviewed and evaluated with respect to the proposed building plans known to us at this time. If existing fill is
encountered in the bottom of the foundation excavation the quality of the existing fill should be evaluated by Terracon prior to placing engineered fill or foundation concrete. 4,2 Earthwork
4,2,1 Site Preparation After stripping or excavating to rough grade, and prior to placing new fill or foundations, the subgrade and all existing undocumented/uncontrolled fill, if any,
in-place should be evaluated by a Terracon representative. This could include in-place field density tests, proofrolling , and test pits, as appropriate. Proof-rOiling can be performed
with a loaded tandem axle dump truck. Unsuitable areas observed at this time should be improved by scarification and recompaction or by undercutting and replacement with suitable compacted
fill. Additional removal may need to be performed if further unstable or unsuitable material is observed. 4,2.2 Material Requirements Compacted structural fill should meet the fOllowing
material property requirements: Fill Type 1 I uses Classification I Acceptable Location for Placement Lean clay I CL (LL <40) I All locations and elevations Lean to fat clay Fat clay
2 Well graded granular Low Volume Change Material ' On-site soils CLiCH (40<LL<50) CH (LL>50) GM 3 CL (LL <50 & PI<22) orGM 3 CL >36 inches below bottom of footing level and below building
finished grade unless tested and meets low volume change material criteria > 36 inches below bottom of footing All locations and elevations All locations and elevations The on-site soil
may be suitable for use as fill below building finished grade with a maximum particle size of 2 inches. Additional testing may be required. 1. Compacted structural fill should consist
of approved materials that are free of organic matter and debris. Frozen material should not be used, and fill should not be placed on a frozen subgrade. A sample of each material type
should be submitted to the Terracon for evaluation. 2. Delineation of moderate to highly plastic clays should be performed in the field by a qualified Reliable _ Responsive _ Convenient
_ Innovative 5
Geotechnical Engineering Report Anvil Points Metering Station _ Garfield County, Colorado ~' I I GEOTECHNICAL EN GINEERING GROUP A lrcm<lcon COMPANY December 5, 2011 _ Terracon Project
No. A0115020 geotechnical engineer or their representative, and could require additional laboratory testing. 3. Similar to COOT Class 6 crushed stone aggregate. Material should be approved
by the geotechnical engineer. 4. Low plasticity cohesive soil or granular soil having low plasticity fines. Material should be approved by the geotechnical engineer. 4.2.3 Compaction
Requirements ITEM I DESCRIPTION Fill Lift Thickness Compaction Requirements 1 Moisture Content -Cohesive Soil Moisture Content -Granular Material I 9 inches or less in loose thickness
when heavy, self! propelled compaction equipment is used 1 4 to 6 inches in loose thickness when hand-guided equipment (i.e. jumping jack or plate compactor) is used 95% of the material's
maximum standard Proctor dry density (ASTM 0 698) for cohesive soils such as onsite sandy clay and 95% of the materials maximum modified Proctor dry density (ASTM 0 1557) for granular
material such as COOT Class 6 aggregate base course I Within the range of optimum moisture content to 4% above I optimum moisture content as determined by the standard I Proctor test
at the time of placement and compaction Within 2 percent of the optimum moisture content as I determined by the modified Proctor test at the time of placement and compaction 2 1. We
recommend that compacted structural fill be tested for moisture content and compaction during placement. Should the results of the in-place density tests indicate the specified moisture
or compaction limits have not been met, the area represented by the test should be reworked and retested as required until the specified moisture and compaction requirements are achieved.
2. Specifically, moisture levels should be maintained low enough to allow for satisfactory compaction to be achieved without the cohesionless fill material pumping when proofrolled.
4.2.4 Utility Trench Backfill All trench excavations should be made with sufficient working space to permit construction including backfill placement and compaction. If utility trenches
are backfilled with relatively clean granular material, they should be capped with at least 18 inches of cohesive fill areas to reduce the infiltration and conveyance of surface water
through the trench backfill. Utility trenches are a common source of water infiltration and migration. All utility trenches that penetrate beneath the building should be effectively
sealed to restrict water intrusion and fiow through the trenches that could migrate below the building. We recommend constructing an Reliable _ Responsive _ Convenient _ Innovative 6
Geotechnical Engineering Report Anvil Points Metering Station . Garfield County, Colorado December 5, 2011 • Terracon Project No. AD115020 ~' I I GEOTECHNICAL ENGINEERING GROUP A lrerr<lcon
COMPANY effective clay "trench plug" that extends at least 5 feet out from the face of the building exterior. The plug material should consist of clay compacted at a water content at
or above the soil's optimum water content The clay fill should be placed to completely surround the utility line and be compacted in accordance with recommendations in this report 4.2.5
Grading and Drainage Final surrounding grades should be sloped away from the buildings on all sides to prevent ponding of water. Finished grade should slope a minimum of 1 foot in the
first 10 feet away from the structures. Backfill around foundation walls should be moistened and compacted. Foundation backfill should be moisture conditioned to within 2 percent of
optimum moisture and compacted to at least 90 percent of the maximum standard Proctor (ASTM D698) dry density. Foundation backfill supporting concrete fiatwork or other structural components
should be moisture conditioned and compacted to at least 95 percent of the maximum standard Proctor dry density. Gutters and downspouts that drain water a minimum of 10 feet beyond the
footprint of the proposed structure are recommended . This can be accomplished through the use of splashblocks, downspout extensions, and flexible pipes that are designed to attach to
the end of the downspout Flexible pipe should only be used if it is daylighted in such a manner that it gravitydrains collected water. 4.2.6 Construction Considerations The site has
been previously developed for a compressor station. It is likely the site contains existing fill. If the metering station will be constructed in an area with existing fill, the existing
fill compaction should be verified or removed in its entirety and replaced in a well compacter manner. Verification of fill compaction may be either by obtaining compaction reports conducted
during placement or by test holes and compaction testing of the existing fill. Removal and replacement as well compacted fill should include moisture conditioning to optimum to 4 percent
above optimum moisture content, placing in thin lifts and compacting to at least 95 percent of the maximum standard Proctor (ASTMD-698) dry density. It is possible that the subgrade
and/or base of over-excavations will be unstable upon initial exposure. Unstable subgrade conditions could worsen during general construction operations, particularly if the soils are
wet or subjected to repetitive construction traffic. The use of light construction equipment would aid in reducing subgrade disturbance. The use of remotely operated equipment, such
as a backhoe, would be beneficial to perform cuts and reduce subgrade disturbance. Should unstable subgrade conditions be encountered, stabilization measures will need to be employed,
and could consist of one of the methods outlined below. • Scarification and Re-compaction -It may be feasible to scarify, dry, and re-compact the exposed soils. The success of this procedure
would depend primarily upon favorable weather and sufficient time to dry the soils. Stable subgrades likely would not be achievable if the thickness of the unstable soil is greater than
about 1 foot, or if construction is performed during a period of wet weather when drying is difficult Reliable . Responsive . Convenient . Innovative 7
Geotechnical Engineering Report Anvil Points Metering Station . Garfield County, Colorado December 5, 2011 • Terracon Project No. AD115020 ~~II GEOTECHNICAL ENGINEERING GROUP A lrllrrilcon
COMPANY • Crushed Stone -Crushed stone or crushed gravel could be used to improve subgrade stability. Typical undercut depths would be expected to range from about 1 to 3 feet below
finished subgrade elevation. The use of high modulus geotextiles (i.e., engineering fabric or geogrid) could also be considered after underground work such as utility construction is
completed. Prior to placing the fabric or geogrid, we recommend that all below grade construction, such as utility line installation, be completed to avoid damaging the fabric or geogrid.
Equipment should not be operated above the fabric or geogrid until one full lift of crushed stone fill is placed above it. The maximum particle size of granular material placed over
geotextile fabric or geogrid should not exceed 1 Y, inches. Granular gradation requirements provided by the geosynthetic product manufacturer should be verified prior to material purchase
and delivery to the site. Further evaluation of the need and recommendations for subgrade stabilization can be provided during construction as the geotechnical conditions are exposed
on a broad scale; however we recommend that the owner budget for, and the contractor be prepared for subgrade stabilization. Upon completion of filling and grading, care should be taken
to maintain the subgrade moisture content prior to construction of foundations, floor slabs, and pavement areas. Construction traffic over the completed subgrade should be avoided to
the extent practical. The site should also be graded to prevent ponding of surface water on the prepared subgrades or in excavations. If the subgrade should become frozen, desiccated,
saturated, or disturbed, the affected material should be removed or these materials should be scarified, moisture conditioned, and recompacted prior to foundation construction. As a
minimum, all temporary excavations should be sloped or braced as required by Occupational Health and Safety Administration (OSHA) regulations to provide stability and safe working conditions.
Temporary excavations will probably be required during grading operations. The grading contractor, by his contract, is usually responsible for designing and constructing stable, temporary
excavations and should shore, slope or bench the sides of the excavations as required, to maintain stability of both the excavation sides and bottom. All excavations should comply with
applicable local, state and federal safety regulations, including the current OSHA Excavation and Trench Safety Standards. The geotechnical engineer should be retained during the construction
phase of the project to observe earthwork and to perform necessary tests and observations during subgrade preparation; proof-rolling; placement and compaction of controlled compacted
fills and backfilling of excavations into the completed subgrade. Re liable . Responsive . Convenient . Innovative 8
Geotechnical Engineering Report Anvil Points Metering Station . Garfield County, Colorado ~'II GEOTECHNICAL ENGINEERING GROUP A lrerracon COMPANY December 5, 2011 • Terracon Project
No. AD115020 4.3 Foundations 4.3.1 Drilled Shaft Pier Foundation Design Recommendations Subsurface conditions indicate that the shallow soils at or near footing depths may have a potential
for moderate volume change when wetted and I or loaded. If the proposed structures have a low tolerance to post construction movement the structures should be supported by a drilled
pier foundation system bearing within bedrock. Bedrock was not encountered in the exploratory test boring to a depth of 20 feet, the maximum depth explored. If the structures will be
supported by drilled pier foundations additional subsurface exploration will be necessary to determine depth and design criteria for drilled piers. We should be contacted to provide
additional subsurface exploration as needed for drilled piers. 4.3.2 Footing Foundation Existing fill was encountered in the exploratory test borings to a depth of about 5 to 9 feet.
The quality of the existing fill should be verified by either review of existing compaction test results performed during fill placement or by additional compaction testing prior to
foundation construction. If quality of the existing fill verification is not available the existing fill should be removed full depth and replaced with well compacted structural fill
as discussed below. If the structures have a greater tolerance to post construction movement, the proposed structures can be supported using a shallow spread footing foundation system
bearing on new engineered well compacted structural fill extending 3 feet below the new footing bearing elevations. Skid foundations supporting equipment will act as shallow spread footings
and should be designed as such. Skid foundations may be supported on at least a 3 feet thick layer of well compacted structural fill. Thicker layer of engineered fill may be considered
to help reduce the post construction settlement. The engineered fill material should consist of a non-expansive granular material with a maximum nominal size of 1 Y, inches. Design recommendations
for shallow foundations for the proposed structures are presented in the following sections. 4.3.3 Footing Foundation Design Recommendations DESCRIPTION Net allowable bearing pressure
1 Minimum dimensions Minimum embedment below finished grade for frost protection' Estimated total settlement from foundation loads for footings supported on a 3 feet thick layer of engineered
well compacted structural fill Reliable . Respons ive . Convenient . Innovative Isolated Square 2,000 psf 30 inches 36 inches '14 to 1 inch 3 Continuous Strip (LlB~2) 2,000 psf 18 inches
36 inches '14 to 1 inch 3 9
Geotechnical Engineering Report Anvil Points Metering Station _ Garfield County, Colorado ~' I I GEOTECHNICAL ENGINEERING GROUP A lrerrilcon COMPANY December 5, 2011 _ Terracon Project
No. AD115020 1. The recommended net allowable bearing pressure is the pressure in excess of the minimum surrounding overburden pressure at the footing base elevation. Assumes any unsuitable
fill or soft soils, if encountered, will be undercut and replaced with well compacted structural fill. Based upon a Factor of Safety of 3. 2. And to reduce the effects of seasonal moisture
variations in the subgrade soils. For perimeter footing and footings beneath unheated areas. Based on Garfield County guidelines for frost penetration. Refer to local building code for
details. 3. Even with the testing and observation discussed in this report, total and differential settlement of footings supported over the existing fill cannot be accurately predicted
and could be larger than normal. The estimated settlement is based on the foundation and support conditions discussed in this report. If foundation or support conditions are different
than discussed in this report the estimated settlement may be different than presented. 4.3.4 Footing Foundation Construction Considerations The base of all foundation excavations should
be free of water and loose soil and rock prior to placing concrete. The bottom of the foundation excavation should be scarified a minimum 10 inches, moisture conditioned to within 2
percent of optimum moisture content and compacted to at least 95 percent of the maximum standard Proctor (ASTM 0 698) dry density. Concrete should be placed soon after excavating to
reduce bearing soil disturbance. Should the soils at bearing level become excessively dry, disturbed or saturated, or frozen, the affected soil should be removed prior to placing concrete.
Place a lean concrete mUd-mat over the bearing soils if the excavations must remain open over night or for an extended period of time. It is recommended that the geotechnical engineer
be retained to observe and test the soil foundation bearing materials. Although not encountered in the borings, some surface andlor perched groundwater may enter foundation excavations
during construction. It is anticipated any water entering foundation excavations from these sources can be removed using sump pumps or gravity drainage. If unsuitable bearing soils are
encountered in footing excavations, the excavation could be extended deeper to suitable soils and the footing could bear directly on these soils at the lower level. As an alternative,
the footings could also bear on properly compacted structural backfill extending down to the suitable soils. Overexcavation for well compacted structural fill placement below footings
should extend laterally beyond all edges of the footings at distance at least equal to the thickness of the well compacted structural fill below footing base elevation. The overexcavation
should then be backfilled up to the footing base elevation with well graded granular material placed in lifts of 9 inches or less in loose thickness (6 inches or less if using hand-guided
compaction equipment) and compacted to at least 95 percent of the material's modified effort maximum dry density (ASTM 0 1557). The overexcavation and backfill procedure is described
in the following figure. Reliable _ Responsive _ Conven ient _ Innovative 10
Geotechnical Engineering Report Anvil Points Metering Station _ Garfield County, Colorado December 5, 2011 _ Terracon Project No. AD115020 ~' I I GEOTECHNICAL ENGINEERING GROUP A lrerraton
COMPANY excavation level Overexcavation/Backfili Concept 4.4 Seismic Considerations Code Used Site Classification 2009 International Building Code (IBC) 1 D' 1. In general accordance
with the 2009 International Building Code, Table 1613.5.2. 2. The 2009 International Building Code requires a site soil profile determination extending a depth of 100 feet for seismic
site classification. The current scope requested does not include the required 100 foot soil profile determination. Borings for this report extended to a maximum depth of approximately
19)1, feet and this seismic site class assignment considers that the formational claystone and sandstone encountered in the exploratory test borings continues below the maximum depth
of the subsurface exploration. Additional exploration to greater depths could be considered to confirm the conditions below the current depth of exploration, or a geophysical exploration
could be utilized to attempt to justify a more favorable seismic site class. 4.5 Floor Slab As currently planned , the floor of the building will be a structural floor integral with
the prefabricated building supported by the foundations. If in the future the plans are changed we should be contacted to provide design and construction recommendations for concrete
slab on grade floors. Reliable _ Responsive _ Convenient _ Innovative 11
Geotechnical Engineering Report Anvil Points Metering Station _ Garfield County, Colorado December 5, 2011 _ Terracon Project No. AD115020 4.6 Lateral Earth Pressures ~'I I GEOTECHNICAL
ENGIN EE RING GROUP A lrerr<Jcon COMPANY As currently planned , the proposed buildings will not include unilaterally loaded walls supporting soil loads. If in the future the plans are
changed we should be contacted to provide design and construction recommendations for laterally loaded walls supporting soil. 4.7 Concrete Considerations One sample (TH-1 at a depth
of 0 to 5 feet) was tested for water soluble sulfate concentrations. The test results indicate water soluble sulfate concentrations of 310 ppm. Sulfate concentrations in this amount
are considered to have a moderate effect on concrete that comes into contact with the soils. We recommend following the American Concrete Institute (ACI) guidelines for sulfate resistant
cement. ACI recommends a Type II (sulfate resistant) cement be used for concrete that comes into contact with soils which exhibit moderate effect on concrete. In addition, the concrete
should have a water cement ratio of 0.5 maximum. 5.0 GENERAL COMMENTS Terracon should be retained to review the final design plans and specifications so comments can be made regarding
interpretation and implementation of our geotechnical recommendations in the design and specifications. Terracon also should be retained to provide observation and testing services during
grading, excavation, foundation construction and other earth-related construction phases of the project. The analysis and recommendations presented in this report are based upon the
data obtained from the borings performed at the indicated locations and from other information discussed in this report. This report does not reflect variations that may occur between
borings, across the site, or due to the modifying effects of construction or weather. The nature and extent of such variations may not become evident until during or after construction.
If variations appear, we should be immediately notified so that further evaluation and supplemental recommendations can be provided. The scope of services for this project does not include
either specifically or by implication any environmental or biological (e.g. , mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials
or conditions. If the owner is concerned about the potential for such contamination or POllution, other studies should be undertaken. Reliable _ Responsive _ Convenient _ Innovative
12
Geotechnical Engineering Report Anvil Points Metering Station _ Garfield County, Colorado December 5, 2011 _ Terracon Project No. AD115020 .... ~I I GEOTECHNICAL ENGINEERING GROUP A
lrerracon COMPANY This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally
accepted geotechnical engineering practices. No warranties, either expressed or implied, are intended or made. Site safety, excavation support, and dewatering requirements are the responsibility
of others. In the event that changes in the nature, design, or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report
shall not be considered valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this report in writing . Reliable _ Responsive _ Convenient _ Innovative
13
APPENDIX A FIELD EXPLORA liON
Subject site -______ ~. I I GEOTECHNICAL ENGI N EERING GROUP A lrerratDn COMPANY GEG JOB NO. AD115020 Vicinity Map ANVIL POINTS METERING STATION SW 1/4, NW 114, Sec 20, T6S, R 94W, 6
PM Garfield County, Colorado DATE: 11/30/11 Fig. A-1
Note: This figure was prepared based on a drawing from Williams Production RMT Company and notes obtained during the field study and and is intended to show approximate locations of
Exploratory Test Borings only, Legend ~ • Indictes Approximate Location of ~ \ \' . , .. ..-.. 1 • j . ... ~ I A lrermcon COMPANY GEG JOB NO, AD115020 Exploratory Test Borings • Indicates
Approximate Location of GC Building and Metering Skid .t Location Map ANVIL POINTS METERING STA n ON SW 114, NW 114, Sec 20, T6S, R 94W, 6 PM Garfield County, Colorado DATE: 12101111
Fig, A-2
Geotechnical Engineering Report Anvil Poinls Melering Station . Garfield County, Colorado December 5,2011 • Terracon Project No. AD115020 Field Exploration Description ~'I I GEOTECHNICAL
ENGINEERING GROUP A lrI~rrClcDn COMPANY The locations of the exploratory test borings should be considered accurate only to the degree implied by the means and methods used to define
them. The exploratory test borings were drilled with a truck-mounted rotary drill rig using continuous fiight solid-stem augers to advance the exploratory test borings. Samples of the
soil encountered in the borings were obtained using standard split-barrel sampler and modified California barrel sampling procedures. In the sampling procedure, the number of blows required
to advance either a modified California Barrel sampler or a standard 2-inch 0.0. split-barrel sampler the last 12 inches of the typical total 18-inch penetration by means of a 140-pound
hammer with a free fall of 30 inches, is the standard penetration resistance value (SPT-N). This value is used to estimate the in-situ relative density of cohesion less soils and consistency
of cohesive soils. An automatic SPT hammer was used to advance the sampler in the borings performed on this site. A significantly greater efficiency is achieved with the automatic hammer
compared to the conventional safety hammer operated with a cat head and rope. This higher efficiency has an appreciable effect on the SPT-N value. The effect of the automatic hammer's
efficiency has been considered in the interpretation and analysis of the subsurface information for this report. A field log of each exploratory test boring was prepared by the drill
crew. These logs included visual classifications of the materials encountered during drilling as well as the driller's interpretation of the subsurface conditions between samples. Final
boring logs included with this report represent the engineer's interpretation of the field logs and include modifications based on laboratory observation and tests of the samples. Reliable
. Responsive . Convenient . Innovative Figure A-3
KEY TO SYMBOLS Symbol Description ~ Description not given for: m ~ ~ m Notes: "CAVED" Existing Fill: Cobbles and gravel, poorly sorted (GP) Clay, silty, sandy, soft to stiff, moist,
brown (CL) Existing Fill: Clay, silty, sandy, soft, moist, brown (CL)with shale pieces noted Gravel, sandy, clayey, with cobbles, dense, medium moist to moist, brown to grey (GC) Sand,
clayey, gravelly, dense, moist, brown (SC) 1. SH -Thinwall Tube Sample. 2. CT -Modified California Barrel Sample. 3. SPT -Standard Split Barrel Sample. 4. Bulk -Bulk Disturbed Sample.
5. CORE-NX size continous core sample 6. Exploratory test borings were excavated on 10/21/11 using a 4-inch diamter continuous flight power auger. 7. 11/12 -Indicates 11 blows with a
140 LB hammer falling 30 inches was required to drive the sampler 12 iches. 8. These logs are subject to the interpretation by GEG of the soils encountered and limitations, conclusions,
and recommendations in this re ort. 1:';""" , ....... A A
PROJECT: Anvil Points Metering Station P ROJ ECT NO.: _ .c:.A",D"I,",15 ",0"2,,,-0 . 1erocon C()IoIP..,.. CLIENT: ~\\l~i~lI~ia~n~ls~ _____________________________ _ LOCATION: See Figure
A-2 ELEVATION: LOG OF TEST BORING TH-1 DRILLER: -T!"er~r!!!ac,o"C!!n ________________ LOGGED BY: __--".1-"\1\'-__ DEPTH TO WATER> INITIAL: ¥ None AFTER 24 HOURS: ~ ______ _ DATE: 10/21/11
DEPTH TO CAVING: .c. 3 Description o Exist ing Fill: Consisting of Cobbles and gravel, poorly sOl1ed 5 Clay. sandy, silty, stiff, moist, brown (CL) 10 15 20 Bottom of boring when terminated:
20 ft. 25 30 35 u E "-i" C) Notes .. CT 11112 Cave at 14 CT 17112 This information ertains onl to this borin and should not be inter reted as bein indicitive of the site. r"" :_ .. __
1\ ~ 1"""10"''''''''-,oj _L,oj
PROJECT: Anvil Points Metering Station PROJECT NO.: AD115020' CLIENT: ~W~i~lI~ia~m~s __________________________________________________________ _ LOCATION: See Figure A-2 ELEVATION:
___________ _ LOG OF TEST BORING TH-2 DRILLER: .!,T.:::er"'ra"'c"'OJ.:...' _______________ LOGGED BY: __ ""J"'W'---__ DEPTH TO WATER> INITIAL: ¥ None AFTER 24 HOURS: ~ ______ _ DATE:
10/21111 DEPTH TO CAVING: .L o 5 10 Description Existing Fill: consistingofClay, sandy. silty. soft. moist brown (CL) Shale pieces noted Clay. sandy, silty. soft. moist. brown (CL) Gravel,
sandy. clayey, medium dense, moist. brown (GC) CT 7/12 CT l1f12 r'15' -' '--t----------------------15 "FS! . Sand, clayey, gravelly, dense, moist, brown (SC) ~ : 0 ~ 9;9 ... 20 Bottom
of boring when terminated: 20 ft. 25 30 35 ~~~ .. %~: :0 .. . C(}. ·l-c-T+o;3o:;O/6cl ~:. <> Notes This information ertains onl to this borin and should not be inter reted as bein indicitive
of the site. L: ......... ,... 1\ C.
APPENDIX B LABORATORY TESTING
Geotechnical Engineering Report Anvil Points Metering Station _ Garfield County, Colorado December 5, 2011 _ Terracon Project No. AD115020 Laboratory Testing ~~I I GEOTECHNICAL ENGINEERING
Gf,OUP A lrerr<lcon COMPANY Soil samples were tested in the laboratory to measure their dry unit weight and natural water content, Atterberg limits, gradation, swell/consolidation characteristics
tests properties and direct sear strength. The test results are included in Appendix B below. Descriptive classifications of the soils indicated on the exploratory test boring logs are
in accordance with the enclosed General Notes and the Unified Soil Classification System. Also shown are estimated Unified Soil Classification Symbols. A brief description of this classification
system is attached to this report. All classification was by visual manual procedures. Selected samples were further classified using the results of Atterberg limit testing. Reliable
_ Responsive _ Convenient _ Innovative Figure 8-1
~_II GEOTECHNICAL . ENGINEERING GROUP A lrerracon COMPANY Job No. AD115020 TABLE B-1 SUMMARY OF LABORATORY TEST RESULTS Hole Depth Natural Dry Atterberg Limits Swell I Consolidation
Direct Shear Passing Water Soil Type (feet) Moisture Density No. 200 Soluble (%) (pet) Liquid Plasticity Swell Confining Estimated Internal Cohesion Sieve Sulfates Limit Index (%) Pressure
Swell Angle of (psf) (%) (ppm) (%) (%) (psf) Pressure Friction (psf) (Degrees) TH-1 o to 5 10.1 --26 10 ----------25 310 Existing Fill TH-1 9 11 .6 125 ----+0.2 500 1,100 23 500 ----Clay,
sandy (Cll TH-2 4 13.0 85 ------------------Existing Fill -Page 1 of 1
CONSOLIDATION TEST REPORT 0 1 r'-.. ~ 1--' ~ I WATER ADDED "-~ 2 " r'\ 3 \. '\ 1\ 4 \. c \ i-.i5~ \ rr... 5 \ c (J.) u ~ 1\ (J.) 0-6 \ 7 8 9 10 100 200 500 1000 2000 5000 Applied Pressure
-psf Natural Dry Dens. LL PI Sp. Overburden Pc Cc Cr Swell Press. Swell eo Sat. Moist. (pet) Gr. (pst) (pst) (pst) % 95.3 % 11.6 % 125.2 2.65 1681 0.10 1098 0.2 0.322 MATERIAL DESCRIPTION
USCS AASHTO Project No. AD 115020 Client: Williams Remarks: Project: Anvil Points Metering Station Source: TH-I Elev.lDepth: 9 Terracon, Inc. Montrose, Colorado Figure B-2
-0.009 15 Results C, psi 3.50 3 -0.006 $, deg 23.3 2 Tan( ) 0.43 .S c -0.003 10 .Q 'iii 1ii "-Dilation E 1 vi .E~ 0 i'!"! Ql iii 0 13 Con,ol 'n; LJ.. t 0.003 5 Ql > 0.006 0.009 0 0 3.5
7 10.5 14 0 5 10 15 Strain, % Normal Stress, psi 15 Sample No. 1 2 3 Water Content, % 1104 1104 1104 12.5 1 Dry Density, pet 116.2 116.2 116.2 ~ Saturation, % 71.1 71.1 71.1 2 £ Void
Ratio 004242 004242 004242 'iii 10 "-Diameter, in. 1.94 1.94 1.94 vi '" Height, in. 1.00 1.00 1.00 i!! iii 7.5 Water Content, % 16.5 16.5 16.5 ro 3 Ql Dry Density, pel 116.2 116.2 116.2
.r::; 1;; (fJ 5 Ql Saturation, % 103.1 103.1 103.1 f-« Void Ratio 0.4242 0.4242 004242 Diameter, in. 1.94 1.94 1.94 2.5 Heiaht, in. 1.00 1.00 1.00 Normal Stress, psi 10.40 6.90 3.50
0 Fail. Stress, psi 7.83 6.75 4.86 0 5 10 15 20 Strain, % 4.6 4.1 5.1 Strain, % Ult. Stress, psi Strain, % Strain rate, in.lmin. 0.63 0.63 0.63 Sample Type: Client: Williams Description:
Project: Anvil Points Metering Station Assumed Specific Gravity= 2.65 Source of Sample: TH-I Depth: 9 Remarks: Proj. No.: ADI15020 Date Sampled: 10/21/11 DIRECT SHEAR TEST REPORT Terracon,
Inc. Figure 8-3 Montrose Colorado Tested By: "R"-A'----_______ ~ Checked By: "N"'J _______ _
Gradation Test Report " c:: ,~ . " 000 .£ .~ .£ ~ c-o 0 o 0 0 o ., 0 :.: ~ -00 it 1i II II it 00 _ _ N '" M N _ ~ M 100 I " " " " Mj: I : I: :1 I I I I I I I I : :1 I 90 I~ : f : I :
I I: :1 I I I I : :1 I 80 I: ~ I Ii I~ I , I I I I Ii I I I I :1 I 70 I: , I: :1 'i ~I 'i -:r 0:: I I : I I : : :1 w I z 60 I I; u: I I I I I h'1' : 1:1 I I I I !I I zf-50 I I I I I
I I I I I w I I I I I I I!I I "'-' I I I !I I 0 I I I I I I I I I I I I I 0:: 40 I I I I I I I!I I I I 1\ ~U w I D.. I I I I I I I I I I I I 30 : I: : : 1:1 I: I :1 I I I I I 20 I~ I~
: I: : : I: I I I: I I I: I!I I I : :~ 1I I 10 I I Ii I I I I Ii Iii I I I II I 0 I: I: 1:1 :1 100 10 1 0.1 0.01 0.001 GRAIN SIZE -mm. % Gravel % Sand % Fines %+3" Coarse I Fine Coarse
I Medium I Fine Silt I Clay 2 29 1 10 10 5 1 19 25 TEST RESULTS Material Descrilltion Opening Percent Spec. . Pass? Existing Fill: Consisting of Cobbles and gravel, poorly sorted Size
Finer (Percent) (X=Fail) 4 100 3 98 Atterberg Limits (ASTM D 4318) 2.5 96 PL= 16 LL= 26 PI= 10 2 93 1.5 88 Classification 1.0 76 USCS (0 2487)= GC AASHTO (M 145)= A-2-4(0) 3/4 69 Coefficients
#4 59 090= 39.7726 085= 32.6544 060= 5.2159 #8 49 050= 2.6220 030= 0.1383 015= #16 48 010= Cu= Cc= #30 45 #50 42 Remarks #100 31 #200 25 Date Received: 10/21/11 Date Tested: 11/18/11
Tested By: RA Checked By: NJ Title: (no specification provided) Source of Sample: TH-I Depth: 0 Date Sampled: Terracon, Inc. Client: Williams Project: Anvil Points Metering Station Montrose.
Colorado Proiect No: AD 115020 Fiaure B-4
Terracon, Inc. COMPACTION TEST REPORT Curve No.: 1 Project No.: ADI15020 Date: 11/18/11 Montrose, Colorado Project: Anvil Points Metering Station Source: TH-I Remarks: Elev./Depth: 0
MATERIAL DESCRIPTION Sample No. Description: Existing Fill: Consisting of Cobbles and gravel, poorly sorted Classifications -Nat. Moist. = 10.1 % Liquid Limit = 26 USCS: GC AASHTO: A-2-4(0)
Sp.G. = 2.65 Plasticity Index = 10 % < No.200 = 25 % ROCK CORRECTED TEST RESULTS UNCORRECTED Maximum dry density ~ 133.2 pcf 117.3pcf Optimum moisture = 8.2 % 13.2 % 140 1\ Test specification:
\ ASTM D 698-07 Method A Standard 1\ ASTM D 4718-87 Oversize Corr. Applied to Each Test Point "10 130 I 1\ 1\ \ "\ I"\. 100% SATURATION CURVES I> 1"\ FOR SPEC. GRAV. EQUAL TO: 120 I"\.
2.B 't; a. 110 ;:; 'iii c I"\, ~ 22..67 I' h ;>.~ ... "" -"0 I" ~ 100 0 l"-I" l"-I'-. " "" I"-r--.. ,r-"-'.-. I'-. I' 90 I' ,", BO 70 o 5 10 15 20 25 30 35 Water content, % I' 40 --.--Rock
Corrected -0---Uncorrected Figure 8-5
APPENDIX C SUPPORTING DOCUMENTS
GENERAL NOTES DRILLING & SAMPLING SYMBOLS: SS: Split Spoon -1_3/8' 1.0., 2" 0.0., unless otherwise noted ST: Thin-Walled Tube -2" 0.0., 3" O.D., unless otherwise noted RS: Ring Sampler
-2.42" 1.0., 3" 0.0., unless otherwise noted DB: Diamond Bit Coring -4", N, B BS: Bulk Sample or Auger Sample HS: PA: HA: RB: WB Hollow Stem Auger Power Auger (Solid Stem) Hand Auger
Rock Bit Wash Boring or Mud Rotary The number of blows required to advance a standard 2-inch 0.0. split-spoon sampler (SS) the last 12 inches of the total 18-inch penetration with a
140-pound hammer falling 30 inches is considered the "Standard Penetration" or "N-value". WATER LEVEL MEASUREMENT SYMBOLS: WL: Water Level WS: WCI: Wet Cave in WD: DCI: Dry Cave in AB:
While Sampling While Drilling After Boring BCR: ACR: N/E: Before Casing Removal After Casing Removal Not Encountered Water levels indicated on the boring logs are the levels measured
in the borings at the times indicated. Groundwater levels at other times and other locations across the site could vary. In pervious soils, the indicated levels may reflect the location
of groundwater. In low permeability soils, the accurate determination of groundwater levels may not be possible with only short-term observations. DESCRIPTIVE SOIL CLASSIFICATION: Soil
classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are:
boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and
silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain
size. In addition to gradation, coarse-grained soils are defined on the basis of their in-place relative density and fine-grained soils on the basis of their consistency. CONSISTENCY
OF FINE-GRAINED SOILS Unconfined Coml2ressive Consistenc~ Strength, gu, ~sf Blows/Ft. < 500 0-1 Very Soft 500 -1,000 2-4 Soft 1,000 -2,000 4-8 Medium Stiff 2,000 -4,000 8 -15 Stiff 4,000
-8,000 15 -30 Very Stiff 8,000+ > 30 Hard RELATIVE PROPORTIONS OF SAND AND GRAVEL Descri~tive Term!s) of other constituents Trace With Modifier Percent of Drv Weight <15 15-29 ~ 30 RELATIVE
PROPORTIONS OF FINES Descri~tive Term!s) of other constituents Trace With Modifier Percent of Dry Weight <5 5-12 >12 RELATIVE DENSITY OF COARSE-GRAINED SOILS Relative Densitv 0-3 Very
Loose 4-9 Loose 10-29 Medium Dense 30-50 Dense > 50 Very Dense GRAIN SIZE TERMINOLOGY Major Component of Sam~le Boulders Cobbles Gravel Sand Silt or Clay Particle Size Over 12 in. (300mm)
12 in. to 3 in. (300mm to 75mm) 3 in. to #4 sieve (75mm to 4.75mm) #4 to #200 sieve (4.75 to 0.075mm) Passing #200 Sieve (0.075mm) PLASTICITY DESCRIPTION Term Plastici!ll Index Non-plastic
0 Low 1-10 Medium 11-30 High > 30 Exhibit C-1
,-UNIFIED SOIL CLASSIFICATION SYSTEM I I Soil Classification Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A I Group Group Names i Symbol i Gravels: ! Clean
Gravels: I Cu >4 and 1 <Cc< 3E ! GW Well-graded gravel F t More than 50% of : Less than 5% fines C I Cu < 4 and/or 1 > Cc > 3 E I GP I Poorly graded gravel coarse I i Gravels with Fines:
; Fines classify as ML or MH I GM i Silty gravel F,G. H fraction retained on , Coarse Grained Soils: No.4 sieve ! More than 12% fines C : Fines classify as CL or CH I GC ! Clayey gravel
F.G,H More than 50% retained on No. 200 sieve I Sands: I Clean Sands: ! Cu > 6 and 1 < Cc < 3 E SW Well-graded sand I i! Less than 5% fines D I Cu <6 and/or 1> Cc> 3E , i 50% or more
of coarse I SP I Poorly graded sand' i fraction passes : Sands with Fines: i Fines classify as ML or MH I SM I Silty sand a.H,1 I No.4 sieve : More than 12% fines 0 i Fines Classify
as CL or CH I SC Clayey sand G,H,I I PI > 7 and plots on or above "A" line J I CL ! Lean clay K,L,M Silts and Clays: Inorganic: PI < 4 or plots below "A" line J ML ; SiltK,l,M Liquid
limit less than 50 : Organic: : Liquid limit -oven dried I < 0.75 OL i Organic clay K.l,M.N Fine-Grained Soils: Liquid limit -not dried ! OrganiC silt K.l,M,O 50% or more passes the
, I No. 200 sieve I Inorganic: ' PI plots on or above "A" line CH I Fat clay K.l,f.\ i Silts and Clays: ! PI plots below "A" line MH Elastic Silt K.L,M : Liquid limit 50 or more ! Organic:
i Liquid limit -oven dried i < 0.75 OH Organic clay K,L.M,P , I Liquid limit -not dried , . Organic silt K,L.M,O Highly organic soils: I Primarily organic matter, dark in color, and
organic odor PT : Peat A Based on the material passing the 3-in. (75-mm) sieve I H Iffines are organic, add "with organic fines" to group name. , B If field sample contained cobbles
or boulders, or both, add "with cobbles , If soil contains;?: 15% gravel, add ''with gravel" to group name. or boulders, or both" to group name. J If Atterberg limits plot in shaded
area, soil is a CL-ML, silty clay. C Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded K If soil contains 15 to 29% plus No. 200, add "with sand" or "with gravel with
silt, GW-GC well-graded gravel with clay, GP-GM poorly gravel," whichever is predominant. graded gravel with silt, GP-GC poorly graded gravel with clay. L If soil contains;?; 30% plus
No. 200 predominantly sand, add "sandy" o Sands with 5 to 12% fines require dual symbols: SW-SM well-graded to group name. sand with silt, SW-SC well-graded sand with clay, SP-SM poorly
graded M If soil contains;?; 30% plus No. 200, predominantly gravel, add sand with silt, SP-SC poorly graded sand with clay "gravelly" to group name. , N PI;?: 4 and plots on or above
"A" line. E Cu = D601Dl0 Ce= (D,,) o PI < 4 or plots below "A" line. 010 x 060 P PI plots on or above "A" line. F If soil contains;?; 15% sand, add "with sand" to group name. o PI plots
below "A" line. G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM. 60 , , For classification of fine-grained , , solis and fine-grained 'ractlon , , , 50 of coarse-grained
soils \J~ e,, " " .--.V ~ 0 Equation of ~A" -line ~ , . /.~ ~ Horizontal at PI=4 10 LL=25.5. , , X 40 then PI=0.73 (LL-2)) , , O~ W , 0 Equation of "U" -line , , X-0< Z Vertical al LL=16
to PI=?, , , , G >-30 then PI=O.g (LL-e) ;' , f-}/13 ie=n 20 ~"/,,,/(j'" a::s. MH orOH , to ,,/. . 7 ---;; (;[ .-W 4 --7 , ML or OL 0 , 0 to t6 20 30 40 50 60 70 80 90 tOO 110 LIQUID
LIMIT (LL) Exhibit C-2
WEATHERING Fresh Very slight Slight Moderate GENERAL NOTES Description of Rock Properties Rock fresh, crystals bright, few joints may show slight staining. Rock rings under hammer if
crystalline. Rock generally fresh, joints stained, some joints may show thin clay coatings, crystals in broken face show bright. Rock rings under hammer if crystalline. Rock generally
fresh, joints stained, and discoloration extends into rock up to 1 in. Joints may contain clay. In granitoid rocks some occasional feldspar crystals are dull and discolored. Crystalline
rocks ring under hammer. Significant portions of rock show discoloration and weathering effects. In granitoid rocks, most feldspars are dull and discolored; some show clayey. Rock has
dull sound under hammer and shows significant loss of strength as compared with fresh rock. Moderately severe All rock except quartz discolored or stained. In granitoid rocks, all feldspars
dull and discolored and majority show kaolinization. Rock shows severe loss of strength and can be excavated with geologist's pick. Severe Very severe Complete All rock except quartz
discolored or stained. Rock "fabric" clear and evident, but reduced in strength to strong soil. In granitoid rocks, all feldspars kaolinized to some extent. Some fragments of strong
rock usually left. All rock except quartz discolored or stained. Rock "fabric" discernible, but mass effectively reduced to "soil" with only fragments of strong rock remaining. Rock
reduced to "soil". Rock "fabric" not discernible or discernible only in small, scattered locations. Quartz may be present as dikes or stringers. HARDNESS (for engineering description
of rock -not to be confused with Moh's scale for minerals) Very hard Cannot be scratched with knife or sharp pick. Breaking of hand specimens requires several hard blows of geologist's
pick. Hard Moderately hard Can be scratched with knife or pick only with difficulty. Hard blow of hammer required to detach hand specimen. Can be scratched with knife or pick. Gouges
or grooves to Y. in. deep can be excavated by hard blow of point of a geologist's pick. Hand specimens can be detached by moderate blow. Medium Can be grooved or gouged 1/16 in. deep
by firm pressure on knife or pick point. Can be excavated in small chips to pieces about 1-in. maximum size by hard blows of the point of a geologist's pick. Soft Can be gouged or grooved
readily with knife or pick point. Can be excavated in chips to pieces several inches in size by moderate blows of a pick point. Small thin pieces can be broken by finger pressure. Very
soft Can be carved with knife. Can be excavated readily with point of pick. Pieces 1-in. or more in thickness can be broken with finger pressure. Can be scratched readily by fingernail.
Joint, Bedding and Foliation Spacing in Rock' Spacing Joints Bedding/Foliation Less than 2 in. Very close Very thin 2 in. -1 ft. Close Thin 1 ft. 3 ft. Moderately close Medium 3 ft.
-10ft. Wide Thick More than 10ft. Very wide Very thick Rock Quality Designator (RQD) Joint Openness Descriptors RQD, as a percentage Diagnostic description Openness Descriptor Exceeding
90 Excellent No Visible Separation Tight 90-75 Good Less than 1/32 in. Slightly Open 75-50 Fair 1/32 to 1/8 in. Moderately Open 50-25 Poor 1/8 to 3/8 in. Open Less than 25 Very poor
3/8 in. to 0.1 ft. Moderately Wide Greater than 0.1 ft. Wide a. Spacmg refers to the distance normal to the planes, of the descnbed feature, which are parallel to each other or nearly
so. b. ROD (given as a percentage) = length of core in pieces 4 in. and longer/length of run. References: American Society of Civil Engineers. Manuals and Reports on Engineering Practice
-No. 56. Subsurface Investigation for Design and Construction of Foundations of Buildings. New York: American Society of Civil Engineers, 1976. U.S. Department of the Interior, Bureau
of Reclamation, Engineering Geology Field Manual. Exhibit C-3
@Samuel Engineering, Inc. We Provide Solutions 8450 E. Crescent Pkwy, 5te 200 Greenwood Village, CO, 80111 To: Mr. Andy Schwaller Garfield County Buildings Department 108 8th Street
Suite 401 Glenwood Springs, CO, 81601 January 30, 2012 Hereby I'm stating that I'm aware of the Williams Midstream Company intent to install pre-cast concrete sleepers in order to support
either 8' x 16' or 8' x 10' buildings at the following existing Compressor Station (CS) sites: • Wheeler Gulch CS • Starkey Gulch CS • Jangles CS • Riley CS • Callahan CS • Hayes Gulch
CS • Wasatch CS • Cottonwood CS • Anvil Point CS • Sherrard Park CS • Clough CS • Rulison CS • Una CS • Hyrup CS • Crawford Cs • Rabbit Brush CS • Webster Hill CS I have received and
reviewed Geotechnical Engineering Reports for the above mentioned sites; and I do consider pre-cast concrete sleepers to be an appropriate foundation system for the referenced buildings.
Hence, I approve Colorado Precast Concrete, Inc. STEM WALL drawing dated 10/21/11 Project # 11-3541 for installation at the referenced site according to subsequent SE civil/structural
drawings. Boris Vilner, PE (CO) Chief Civil/Structural Engineer BVilner@Samuelengineerin g.com (303) 567-7628
1820 E. HIGHWAY 402 LOVELAND, CO 80537-8805 January 25, 2012 WWW.COLOPRECAST.COM Garfield County Building Department 108 8th Street Suite 401 Glenwood Springs, CO 81601 Re: Quality Control
for Precast Footers Mr. Andy Schwaller: PHONE: (970) 669-0535 FAX: (970) 669-0674 This letter is to certify that the three Colorado Precast Concrete (CPC) quality control technicians,
Wade Gaking, Amalio Lozano and Alcadio Maltos follow the ACI and NPCA quality control guidelines. I am the on staff Professional Engineer and work closely with the quality control technicians
to ensure the product is made to the correct specifications. I certify that the precast footers manufactured by CPC for Williams Field Services were made to the job specifications with
the exception of the use of utility anchors in lieu of the rebar lift detailed on the drawing. The lifts were accepted by Boris Vilner of Samuel Engineering with my guarantee they meet
Appendix D of the ACI 318-08. Please feel free to contact me with any questions. Respectfully, Kimberly Fentress, PE
Inspection Report COLORADO STATE ELECTRICAL BOARD INSPECTION REPORT I CORRECTION NOTICE Date Received: 18-MAY-12 Permit Number: 720641 Contractor/HomeOwner: ELKHORN CONSTRUCTION, INC.
Address: Anvil Point Type of Inspection: -Partial'R~~ghln Action: Accepted Comments or Corrections: 1) Meter release ok 2) GC building electrically ok to energize and occupy 3) Mind
250.148C with metal gutters 4) Electrician on site making correction 1) 250.24C Main bonding jumper required in each service disconnecting means per 250.28. 2) Duct seal required at
enclosures within UG raceways. 300.5G Inspectors Name: Norman Feck Phone Number: 877-320-9150 Date: 21-MAY-12 COLORADO STATE ELECTRICAL BOARD DEPARTMENT OF REGULATORY AGENCIES 1580 Logan
SI. Suite 550 Denver, Colorado 80203-1941 Phone: (303) 894-2985 https://www.dora.state.co.us/plsireal/Ep_Web Inspection GUI.Process Page Page 1 of 1 5122/2012
~.II GEOTECHNICAL ENGINEERING GROUP March 13, 2012 Williams Midstream 1050 17th Street, suite 1800 Denver, CO 80265 Attention: Sam Herrin P: 303-260-4559 E: sam.herrin@Wiliiams.com A
lrerracan COMPANY Subject: Foundation Construction Observation and Testing Review GC -Metering Building Anvil Points Metering Station Garfield County, Colorado Terracon Job No. AD121010
As requested, the Terracon representative observed and tested site excavation subgrade, structural fill compaction, precast footing placement and backfill compaction of the GC -Metering
Building at the Anvil Points Compressor Station in Garfield County, Colorado on as requested, part-time basis between February 29 thru March 5, 2012. We reviewed our records of fill
compaction in preparation of this report. In summary, our review of this structure indicates construction in conformance with our recommendations and the structural drawing number AP-SC-001
by Samuel Engineering. Inc. dated 12-22-11 (their Job 11057-02AP). We appreciate the opportunity to provide geotechnical services. If we can be of further service, please call. Sincerely,
Terracon Consultants, Inc. John P. Withers, P. Engineer JPW;jw/NJ (1 copy sent) Reviewed By: Norman Johnston, _ Engineer Geotechnical, Environmental and Materials Testing Consultants
Grand Junction -Montrose -Moab -Crested Butte -Rifle (970) 245-4078 • fax (970) 245-7115 • geotechnicalgroup.com 2308 Interstate Avenue, Grand Junction, Colorado 81505
Permit Card POST ON SITE Garfield County Permit NO. BLCO-3-12-2388 Building and Planning Department 108 8th Street, Suite 401 Glenwood Springs, CO 81601 Phone: (970)945-8212 Fax: (970)384-3470
Issue Date: 3/13/2012 AGREEMENT Penni! Type: Commercial Building Work Classification: New Expires: 09/09/2012 In consideration of the issuance of the permit, the applicant hereby agrees
to comply with all laws and regulations related to the zoning, location; construction and erection of the proposed structured for which this permit is granted, and further agrees that
if the above said regulations are not fully complied with in the zoning, location, erection and construction of the above described structure, the permit may then be revoked by notice
from the County Building department and IMMEDIATELV BECOME NULL AND VOID. Commercial Building Owner's Name: Clough Sheep Company, LLC Job Address: 22539 Hwy 6 & 24 RIFLE, CO Parcel #:217521100022
Owner's Phone: 970-618-7631 Total Square Feet: 128 Contractor/51 Phone Primary Contractor Work Description: Williams Field Services Company, LLC (303)629-8417 Ves Inspection Scheduling
Code Insoection IVR Comments Pass Date FIRE DISTRICT INSPECTIONS (PLEASE CALL FIRE DISTRICT) Footers 105 Foundation Walls 110 Framing 115 Drywall 120 Final 125 ()/< ?~ ~,'-/3-/:;' Mise
135 Insulation 160 Grout 175 Mechanical 405 UG Plumbing 605 Rough Plumbing 610 Gas 620 ADDITIONAL INSPECTIONS MAY BE REQUIRED POST THIS IN CONSPICUOUS PLACE WHEN CONSTRUCTION IS STARTED
For Inspections Call: 1-888-868-5306