HomeMy WebLinkAboutBP-2429 CO-6797.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 pursuant to the requirements of Chapter1 of the 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 ~ C0-6797 S-l Mobil Oil Corp
SW1 /4 Sec33, T6S, R95W PARACHUTE, CO 81635 Williams Field Services Company, LI Permit No. Type of Construction Owner Address BLC0-4-12-2429 VB 16825 Northchase DR Suite 200 Houston,
TX 77060 Locality: 217333100007 Contractor Address One Williams Center Tulsa, OK 74172 Date of Final Inspection 07/13/2012 Work Description: Installation of a 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).
Courz Street, SlIite 401 , Glenll'ood Springs, CO 81601 P":970-945-8212 Fx:970-384-3440 Illspecr;oll Lille:888-868-5306 www.garfic ld·cQunty.com BUILDING PERMIT APPLICATION TV ......
G A-S Parcel No: (lilis ill/orlt/lIIion is "railelhle at fhe osse::ssors office 970-945-9134) I Lot No: 2173-331-00-007 Block No: Suhd.l Exemption: 2 Job Address: (if all m/dress has
11of bel'li assigned, p/etlse pml'ide CR, HWY or S'rcet Nome & City) or and legal description 3 4 5 6 7 8 9 SW 1/4 of Section 33, T6S, R95W of the 6th P.M. Parachute, CO 81635 Owner:
(prOIJerl.\' OII"/1e/') Mobile Oil Corp Contractor: Williams Field Services Company, LLC Manufactured home insta ller: NA Architect: NA Engineer: Boris Vilner P.E. Sq. Ft. of Building:
80 S. 1. Use of Bu ilding: Mailing Address: P.O. Box 53 Houston. TX 77001 Mai ling Address: One Williams Center Tulsa, OK 74172 Attn. Enc Miller Mailing Address: Mailing Address: Mailing
Address: 8450 E. Crescent Parkway Greenwood Village, CO 80111 Sq. FI. or Acres of Lot: 1,243.02 acres +/-Ph: (972) 444-1000 Ph: (303) 629-8417 Ph: Ph: Ph: 303-714-4840 Height: 8 feet
Ait Ph: Ait Ph: Lie If: Ait Ph: Ait Ph: No. of Floors: 1 Dl Residentiat I Class of Work: 01Coltlmercial O Other [ZJNew [}\,l terat ion DAddil ion ORepair ODerno DMove 10 Describe Work:
Installation of a Gas Chromatograph Building with a COOH insignia affixed, Garage: I Septic: D Attached DDetached D1ISDS D Communily 11 12 Driveway Pem,il : Existing access from Highway
6&24 Please call Phil Vaughan 970-625-5350 when permit is ready Type of Heat: D Na!. Gas Owners va luation of Work: $148.000.00 O Propane 0 Electric NOTICE OOlher Authorlty, This application
for a Building r emlil must be signed by Ihe Owncr of Ihe propcrty, described above, or an authorized agent. If the signature below is not that of the Owner, a separate leUer ofaulhorilY,
signed by Ihe Owner, mUSI be provided wilh Ihis Application. Lega l Access. A Building Pennit cannot be issucd without proof of legal and adequatc aeccss [0 [he property for purposes
of ills\)(:\·tioIl5 by the I)uilding Department. O ther Permits. Multiple scpara[e permils may be rcquired: (I) Stale Electrical Pennit, (2) Coon[y 15DS I"'ennit, (3) another pennit
rC(luin.'d for usc on the property identified above, c.g. Stalc or County Highway! Road Acccss or a State Wastcwater Discharge Pcnnit. Void r ermi!. A Building Pennil becomes null and
void if lhe work authorized is not commenced with in 180 daysof thc datc of issuance and if work is suspended or aO.1lwloned for a period of ISO days atler (·OlllllleIlCClllent. CERTIFICATION
I hercby certify Ihat [have rend Ihis Application and thatlhc infonnalion contained above is Imc and cOlTect. I undcrstand Ihat the I)ui!ding Dcparlmcnl acccpls Ihc Apl)lica tion, along
wilh Ihe plans and sl)Ccifications and other data submitted by me or on my behalf (submi llnls), bascd upon my cer1 ificalion as 10 nccumcy. Assuming complelcncss of Ihc submillnls and
approval of Ihis Apptic" lion, II I)nilding P('rmit will be issued granling permission 10 me, as OWllrr, to construct Ihc stnlc[ure(s) and [;lcil; [ic5 dclai led on Ihe submittals reviewed
by the [3uilding Dcpll\"lment. In eonsidemlion oflhc issuance of the Building Pennit, [ agree Ihat r nnd my agents wi ll comply with I)rovisions of any fcdemL state or loca l law rcgulating
Ihc work and thc Garfield County Buildi ng Code, ISDS regulation s and applicable land usc regulations (COUllly Regulation(s». I acknowledge thaI the Building Pcnnit may be susl)Cnded
or rc,'oked, upon notice from the Count y, if the location, constnlction or use of lhe stmcture(s) and facili ty(ies), described above, arc not in compl iance wilh County Regulatioo(s)
or any other applieablc law. I hereby granl pcnnission 10 Ihe I)uilding Department to enter Ihe property, described abo\"C:, to inspccl the work. I further acknowledge that [hc issuance
of thc Bui lding I"'ennil docs not pre,'en! Ihe Building Official from: ( I) rC(luiring thc oorrcrlion of crrors in [he submitt als, if any, disoo\'crcd DRer issuance; or (2) stopping
constmction or usc of the structurc(s) or facility(ies) if snch is in "iolation ofeoun[y Regulation(s) or any othcr applicable law. Re,'iell' of th is Application, including submittals,
and inspcrtions of the work by thc I)lIilding Dq>.1r1mCnl do nOI conslilillc an acceplance of responsibili ty or liabi lity by the County o f errors, omissions or d i~rcpanc i cs. As
[he Owner, I acknowledge Ihal reslXlnsibili ty for compliance wilh fedcml, state and localla\\'s and County Rcgulalions rest wilh me and my authorized agents, including without hmllallon
my architect deSIgner, engineer and! or bUIlder rA:Y ACKNOWLEDGE THATI HAVE READ AND UNDERSTAND THE NOTICE & CER fIFlCAT10N ABOVE .. r --'\ ..,..~~,-~ ~"'~ 412112 OWNERS SIGNATURE '
-J DATE Ptanr 4 ·',5·1(j., STAFF USE ONLY Special Conditions: Adjusted Valuation: '720_~ Permit Fee: 32.(, 5' Manu home Fee: Ljoo .1/:51 Mise Fees: -Plan Cheek Fec: ;Z /, 2~ Total Fees:
Fees Paid: Ql) \ lP .d-=t Balance Due: DP No & Issue Dllle: BlfO-O'yt}q .SDS No & Issued Date: Lf3 7.60 Setbacks : acc Group: , r ,/;:= /?'tf) f2/1I1' 51{)/) Const Type: S I Zoning:
RL APPROVAL DATE /APPROVAL DATE "
Building Plan Review Description of Work: Gas Chromatograph buiding Bin#: Location Address: SWII4 See33, T6S, R95W PARACHUTE, CO 81635 Case Manager: David Bartholomew Plan Ca.e Number:
BLDG-4-12-7206 Parcel: 217333100007 Application Date: 04/0:>'2012 Building __ -,-/___ ,Engineered Foundation _--,M-.Lr..;.'!-v,f-_oriVeWay Permit __ .,/<._ __ surveyed Site Plan _ -=M-.....V<
-.:I... __. septic Permit and Setbacks /_____ G.radelTopography 30% _--,J-V-/,.tCJA,-,-_Attach Residential Plan Review List __ -+ _ Minimum Application Questionnare __ -+ _ ,Subdivision
Plat Notes _____ Fire Department Review /_____ Valuation Determination/Fees /---'---IRed Line Plans/Stamps/Sticker /___ -r~Attach Conditions /_____ Application Signed __ -,/--;-__ Plan
Reviewer To Sign Application /____ -'ParceIlSchedule No. __!-0-f,-.-'.,,A,---'40# Snow load Letter -Manu. Homes ___/_. _ Soils Report Friday, April 6, 2012 Contacts Owner: Mobil Oil
Corp Applicant: Mobil Oil Corp Applicant Phone: 28W54-6246 Email: Planning/Zoning /Property Line Setbacks /30ft Stream Setbacks /Flood Plain /Building height /Zoning Sign-off fJ/A Road
Impact Fees /tl/tt HOAlORe Approval /GradelTopography 40% /Planning Issues /-----SSubdivision Plat General Comments: V4'~/ItM 720 eJ2.-(ceffl5/~~ ;%I"rlh/),k. 32. {,:? 2-/.2.7-t.;oo
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Garfield County Building & Planning Department 108 8th Street Suite 401 Glenwood Springs, CO 81601· Phone: (970)945·8212 Fax: (970)384·3470 Project Address SW1/4 Sec33, T6S, R95W PARACHUTE,
CO 81635-Owner InformatIon Mobil Oil Corp Parcel No. Subdivision 217333100007 Address 16825 Northchase DR Houston TX 77060 Permit NO. BLC0-4-12-2429 Permit Type: Commercial Building
Walk Classification: New Permit Status: Active Issue Date: 416/2012 Expires: 10103/2012 Section TownshIp Range Phone Cell 281-654-6246 Contractor!sl Phone Primary Contractor Required
Inspections: Williams Field Services Company. LLC (303)629·8417 Yes Proposed Construction J Details Gas Chromatograph buiding FEES DUE Fee Commercial Building Fee Manufacture Fee Plan
Check Fee Tolal: Friday, April 6, 2012 Amount $32.65 $400.00 $21.22 $453.87 Valuation: $ 720.00 T olal Sq Feet: 80 FEES PAID InvTolal Paytype Amt Paid Amt Due Inv # BLC0-4-12·21787 $
453.87 Credit Card Credit Card $437.60 $16.27 $ 0.00 For '",poollon. "II: 1 (888)868-5306 Inspection IVR See Permit Record Building Department Copy 2
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 Mobil Oil Corp Mobil Oil Corp 16825 Northchase DR 200 Houston, TX 77060 Invoice Number: BLC0-4-12-21787 Invoice Date: April 04, 2012 Permit Number: BLC0-4-12-2429
Bond Number: Icomments: BLCO-4-12-2429 Gas Chromatograph Building Permit Type: Commercial Building I Work Classification: New Date 04/04/2012 04/06/2012 04/04/2012 Fee Name Plan Check
Fee Manufacture Fee Commercial Building Fee Payments Date 04/04/2012 04/06/2012 Friday, April 6, 2012 Pay Type Credit Card Credit Card Fee Type Percentage Calculated Adjustable Total
Fees Due: Check Number Amount Paid Total Paid: $16.27 $437.60 Fee Amount $21.22 $400.00 $32.65 $453.87 Change $0.00 $0.00 $453.87 Total Due: $0.00 I
CONDITIONS OF PERMIT BLCO-4-12-2429 Mobil Oil Corp/Bargath-Williams Chromatograph Building Wasatch Compressor Station Parachute, 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 C.D.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 20091BC, SECTION 1008. 9) LIGHT AND VENTILATION PER 2009 IBC,
CHAPTER 12. 10) GARFIELD COUNTY FINAL INSPECTION REQUIRED FOR COMPLETION APPROVAL.
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 APPLICATION
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.
BUILDING PLANS: Two (2) sets of plans must be submitted. Plans must be 18"x24" minimum size, complete, identical, legible, and to scale. Certain projects may also require a third copy
of the plans be submitted to the local Fire District for review prior to permit issuance. All plans will be checked at the counter for completeness. If any of the required information
is missing, the building permit application cannot be accepted. SITE PLAN: Please make sure the following information is provided on the site plan. • Property address/legal description.
• North Arrow and Scale on each page. • Show all property lines, building envelopes, flood plain, and easements. • Provide setback distances from boundaries, buildings, septic, well,
and waterways. • Location and direction of the county or private road and driveway accessing the property. • Proposed and existing structures include sheds, barns, decks, patios, and
any other buildings. • Existing and proposed grade, positive drainage around structure (to be contained on site). • Streams, rivers, creeks, springs, ponds and ditches. • Existing and
proposed wells, septic tanks, leach fields, and other systems. (if applicable) • Retaining walls (engineer stamped detail required for walls over four (4) ft, measured from bottom of
footing to top of wall). NOTE: Any site plan depicting the placement of any portion of the structure within fifty (50) feet of a property line or not within an established building envelope
shall be prepared, stamped, and signed by a licensed surveyor. For structures to be built within a building envelope, provide a copy of the recorded subdivision final plat with the proposed
structure located in the building envelope. COVER SHEET: • Project identification. • Project address and/or legal description. • Design specifications to include building use and occupancy
classification, type of construction, building height and area calculations, occupant load, and fire sprinkler systems. ARCHITECTURAL PLANS: Please provide the following information
on the architectural plans. • Per C.R.S. 12-4-112; Structures designed with an occupant load exceeding ten (10) require Colorado State Licensed Design Professional stamped plans. • Minimum
four (4) elevations (N,S,E,w) • Floor plans for each level including dimensions and scale noted. • Clearly label each room or space (office, storage, mechanical, elevator, etc). • Wall
types; clearly labeled and referenced. Identify all fire resistive wall construction. • Construction details for all fire resistive elements referenced on floor plans and cross sections.
Include wall, floor/ceiling, roof/ceiling, shaft wall assemblies, and structural frame. Provide the fire resistive listing number referenced on each assembly detail. (ex. UL P123) •
Window & door sizes, types, and operation and direction of swing noted on the floor plan. • Specify roof slope/pitch, roof covering, and siding materials. • Energy design specifications/details
for R-values, U-factors, and SHGC's per IECC. • Stair and guard details specifying rise, run, height and spacing. • Accessibility; show compliance with accessibility requirements for
all elements of the building per IBC, Chapter 11 and ICC/ANSI A 117.1, ADA, FHA, and UFAS.
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.
NOTE: If any required information is missing, delays in issuing the permit are to be expected. If determined by the Building Official that additional information is necessary to review
the application and/or plans for compliance, the application may be placed on hold until the required information is provided. Work may not proceed without the issuance of a permit.
The building department will collect a Plan Review fee at time of application submittal. The Permit Fee, as well as any Septic or Road Impact fees wi ll be collected when the permit
is issued. The permit application must be signed by the owner or by a person having written authority from the owner to act as their representative. I hereby acknowledge I have read,
understand, and will abide with the requirements of this checklist. ~~~d~:: -~Q)~~ 4/2/12 Signature of Owner Date Garfield County Building & Planning 108 8th Street, Suite 401 Glenwood
Springs, CO 81601 Phone: 970-945-8212 Fax: 970-384-3470 www.garfield-county.com
GARFIELD COUNTY BUILDING REQUIREMENTS Codes: 2009 IRC, IBC, IFGC, IMC, IPC, 2009IECC. Setbacks: Check subdivisions and zone district for setback requirements. Snowload (measured at the
roof! Not ground): 40PSF up to 7000ft. elevation. SOPSF 700 1ft to 8000ft. 7SPSF 800lft to 9000ft. 100PSF 900 I to 10000ft. I!! ALL SNOW LOADS ARE MEASURED HORIZONTALLY AT THE ROOF NOT
THE GROUND!!! Seismic design category: B Weathering probability for concrete: Severe. Termite infestation probability: None to slight. Wind speed: 90mph. Decay probability: None to slight
Wind Exposure: B or C (see section R301.2.IA) Frost Depth: 36in. to 8000ft. elevation. 42in. 800 I and above. Winter Design Temperature: Minus 2 to 7000ft.; minus 160vcr 7000ft. elevation.
Air Freezing Index: 2S00deg F-days to 7000ft.; over 7000ft. to be determined by Building official Ice shield under-Iayment required. Mean Annual temp: Variable SEE 2009 IECC FOR INSULATION
AND ENERGY REQUIREMENTS.
~Pro~je~c~t_lnf_o_rmat_ion_ ___________________________________~ ~~~~~~ N ~T_ra_n_s_m_ittaI_ _________________-4 Project # 223·11 r:: "PI " \." III 'Ii\ \\'1ansmillal # 15 Title Bargath
LLC I • Date April 2, 2012 Address City, State, Zip Country From Contact Company Address City, State, Zip Country Phone Fax I Remarks Wasatch Compressor Station· SW l<\ 01 Section 33,
Township 6 South, Range 95 West 01 the 6" PM· Parachute CO 81635 Due Date Sender Parachute, CO 81635 Subject USA Philip Vaughan Phil Vaughan Construction Management, Inc. 1038 County
Road 323 Rille, CO 81650·8607 United States 01 America (970) 625·5350 (970) 625·4522 To Contact Company Address City, State, Zip Country Phone Fax David Bartholomew Hand Wasatch Comp
Station Gas Chromatograph Bldg. Permit Application Gartield County Building Depl. 1088" Street, Suite 401 Glenwood Springs, CO 81601 USA 970·945·8212 Dave, please find our building permit
application and support materials attached for the Wasatch Compressor Station. please contact me with questions. Sincerely, Phil Vaughan Thanks and 4 4/3/12 lease between Mobil Oil Corp.
and Barrett Energy from Fred Jarman noting that a land use change permit is for the processing and approval 01 this building permit of pre· 2 2 o As Requested o As Requested o As Requested
I 15 Drawing WA-CI-001-Civil Site Plan-Rev. A dated 3/26112 10 I As Requested 4/3/12
Account Account: R260157 Location Parcel Number 2173-33 1-00-007 Situs Address City Parachute ZipCode 81635 Tax Area 026 -16-BHFZDF -026 Legal Summary Section: 33 Township: 6 Range:
95 SEC 26 SI/2SW,SEC 27 SI!2SW,SWSE, SEC 28 E1/2W1I2, S I/2SE,SEC 32 SENE, SEC 33 SWNW, NENW, NE,N 1/2S 1/2, & THOSE PTS OF SESE, LOT 1-3 LYING N OF 1-70 CONT 15.73A,SEC 34 NII2NE,NWSWNE,NW,NWSW
& PT OF SWSW LYING N OF 1-70 CONT (NET 36.56A)&PT OF NESW L YlNG N & W OF THE WILCOX CANAL & ClL OF COTTONWOOD CR CONT 20.73A, SEC 35 NWNW Transfers Sale Price Tax History Tax Year 2011
Taxes $5 16.76 Owner Information Owner Name MOBIL OIL CORP In Care Of Name TAX DEPT Owner Address PO BOX 53 HOUSTON, TX 7700 I Assessment History Actual (20 II) Prim ary Taxable Page
1 of 1 $97,610 $15,040 Tax Area: 026 Mill Levy: 34.3600 Type Actual Assessed Acres SQFT Units Improvement $65,660 $5,770 0.000 0.000 1.000 Land $3 1,950 $9,270 1243.020 0.000 0.000 Sale
Date Doc Type Book Page 03/25/2011 657 03/16/2010 ill 0411212007 EAS B: 1226 p. 205 03/30/2007 EAS B: 1926 P: 200 Images • Sketch • GIS 2010 $687.32 r-------------------. ,.· 11' ,0.
.". '" ,. I 6.,11' 21' '3 ,.' https:llact.garfield-county .comlassessor/taxweb/account.j sp?accountNum= R260 157 4/4/2012
111111111111l1li111, .. ~IIII [ : 11111111111111111111111 822.82 0311112003 01,20P 8144' PI84 " ALSDORF I d. 8 R 41.00 0 0.00 GARFIELD CGUNTY CO I'RIOIII' OF IIAY AIm El.SOOlIr Orante
•• hall havo tho right and nn'.'n.,-','-' 84.1d right of way and easement &nd tho center shall bo shown on a p1.e.t or up fned tor record by Grante. with tho Clerk of the Count)' In
whloh .uoh land 10 eltuated within nlnoty (90) dey. after ""'pl,Mc," of con.tnlotlon of .uoh plpelln., Thore 18 inoloo.ed in We grant tho rlght, troll time to t1110, to lay, oonetroot,
naintain, operate, alter, "pe.ir, reaovo, ch&ngo tho ahe of, and replace one or Doro additional linea of pipet o~~mpro8Bor. ord dehydration equipaontl but for an,)' BUch ad-At-: ....
I d1 tlonal linoa Gran~8 Bh&ll PlY or wooer to Grantor, I ' Q t! i' t' ': 4' A·1""" ._ "J : ( , I I B dAu! J l .. r ..... eu. equival.nt to Two Hundred ru.J:l'1$21O.(0) Dollars per ocre
or Flv. ($5.00) Dollars per llnMl. rod of IIUOh iddltIoMl uno, or suoh proportionate ~t UloreoF 8S Grantor'. Inter •• t In .dd land. boar to tho ontir. fo ... within nIn.ty (90) dey
•• ubs .... quont to Ulo coDplation of tho construotion of 8uoh oddltioMl lino. Grantee shall havo all other rights and benefits neoess&r)' or convenient for the fUll enjoYllont ard
use of Ulo ri~t8 herein gJ'Mtod, inolud1.ne, bJt 'Without lhit1ng tho Bage, the free and !\Ul right of ose o.nd egl'O~B over and aor08e Mid lande and other lande 05 the Grantor to and
troll d right of W¥ e.nct oo.segent. l#ilVc t h rMp • I J his[. 11"'" h ~Ifll i .... UHI .1 'hi .1:= I i .. uPu. ,lla \ ...... Grantor ehall have the use of suoh rilht of 'Way and 6O.suent
except for any use ."hich confliots with the p..trposos for 'Which We right of way and 08.eellont h gmntedl provided, however Grantor shall not build or oonstruot nor perDit to be build
or oonstructed any bu1l~i:" or other 1.aprovolDont over llaid right of !Jay 4l1d easement. lIowovor, Oranu,e agroes that'r the location of this right of 'WtJ:/e.nd ooaoDent 18 in direot
confliot. with construotlon by Orontor during a period blg1nn1.ng in 1996 and theroo..fter, granteo \Jill relocatG, at Grantor's roqueet, ell BUrrace faoUlties within W e rIght of W~
am ...... nt of eqU4l .1 .. to bo located In the 1!W/4SW/4 of Sootlon )4t~ts-h5il r./J!;) to all pipolinos 80 that. thcy will not interfol'e with tho oulti/',r to JXlY for any dallage
to fences, improvements, and growing crops 118.)' '~"'-,:-"~'lts operations hereundorl said dalltlge, if not mutuallY agreed upon, to be asosrtained by throe die1ntol'oetod personSI
ono to be appointed by tho Grantor, one by Granteo, and tho th.lrd by tho t\olO persons aforosaid, and the \lTltton award of said throo pGrsons, or ~ two of theD, shall be f1n&l and
conolusivo. . '1hls grant covors ill of tho agrootlents betweon the pal'tios GI"'Id no representations or It::> state monts, vorbal or \#TUten, hAve boon made l!Ioc1li')'1ng, adding
to, or changing the terlDs f SEE EXHIBIT "C" ATTACHED HERETO AND MADE A PART HEREOf. · of W. agr •••• n!. ThI .... o •• nt and r18h~ or w~ am all provl.lon. h.reof Bhall bo appl.loebl.
to and b~ upon tho parties And the1r r~spootive heirs. devi8ees, suocoeDors and 8soigna. J}! I/l~I!lUX)F, Jrantor(B) ha.(haVqL ""oouted W. right of .~ and ...... nt W. ~d~ of \'f<'<n,
J<t -, 19B:!.. MOBIL OIL CORPORATIOIl ATTE~-~ BY: I~... f SECRETARY STATE OF OOlJ)!1AOO j ••. COUIm:OF ~ va. Aoknowledged bofor ••• ~ /; d7;((6~ . We .~,(_ dey of &Y.'/~d;:;;Y ~8..££:....
~J(&.1p ,,?f{ 1m'
1111111 UllllIlllllllll~lllIlllllllnl m01 111111 ;11 E..xhibit B 622662 03/11/2003 01:20P 81445 PISS-" RlSOORF 2, of .a R 41.;30 0 ~L00 GAAFIELO COI.I}{T'f CO ...t ( ll~ JY-H<: -~ ---~;,..t
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EXHIBIT "B" JO BIGHT OF Y EASEMENT OF !o>·"4JAY OF < "T>rh ./19 li:s BY i'\l!DIj'EWTEEN f ORATfO'N AND BARRETT ENERGY COMPANY TOWllSHIP 6 SOUTH! RANGE 95 WEST -6 UI. Section 33: A 300
ft. x 300 ft. tract of land In the SW/4 (2.06 Ac Compresso,' Station); A strip of land 50 feet in width lying 25 feet either side of a line running 250 ft. on the West lIne Lot 2 (.3
Ac. i). ContaIning 2.36 AC.i, .s shown on Exhibit "A" he,-ein, and subject to as buIlt revision by accurate survey_ ~i~11II1I1111I111111II1I1I11111I11111I11/I1I11I1II111I1 3 682 03/11/2003
01.2ap 91445 Ple6 " RlSDORF 01 8 R 41.00 0 B.00 GARFIELD COUNTY CO Initialled For Identification:
ZAS.EHE!'T EXHlllIT CDSF ~39 EXHIBIT " C TO RIGHT OF WAY i EASEMENT OF kinA. BAY OF )2~h~ 19 ~ BY A1llh!'!TWEEN HO IT oIL CORPORATiON' -.C '0 MPANV AND BARRETT ENERGY f~Bll OIL CORPORATION
Grantor and , ......... __ .. a .............. _____ , B.rr.t~ fne"R¥ c'1:'C'~ • .----..... 1. CONFLICT. In the event of conflict between the provisions of this Exhibit and the Eas.m.nt
to which it i. attached then the provisions of this Exhibit .hall pr.vail. 2. TITLE. Grantor'. grant to Gr.nte. of the Ea.em.nt i. maae-.ubject to any and all existing ea.em.nt., right.·of-way,
li.ns, agreement., burden., encumbrance., restrictions and d.fects in title aff.cting the Easement or the Ea.em.nt Lend. Grantor gives no warranties and makes no representations, .xpress
or implied, with r.sp.ct to title to the Easem.nt Land or the Easement. 3. TERMINATION. The entire Ea.ement or any portion thereof shall terminate upon the occurrence of any on. of the
following ev.nts. 4. R. Th. E.sem.nt or any psrt thereof ee •••• to be used for the purpo.es for which it is granted for. period of tw.lve (12) con.ecutiv. months I or b. Grantee fails
to maintain in operating condition and/or conduct its operations on the Easement for a period of tw.lve (12) cons.cutive months, or c. Grant •• breaches any of. the terms or conditions
hereof and the failure of Grantee to remedy the .ame within one hundred twenty (120) days after written notice from Grantor to do 801 or d. Hutual agre.ment of the parties. Upon the
termination as to all or a portion of thr. Ea.ement of the rights hereby granted, Grantee shall execute and deliv.r in a form acceptable to Grantor a good and .uffici.nt qUitclaim deed
to the terminated portion within thirty (30) days. After terml.nation of all or a portion of the Easement. Grantee's obligations as d.lineat.d in paragraph. 4, 6, 7, 13, 14 and 18 shall
survive such temination. the termination of all or a portion of ,~ ~.~~~:::~~'n~ aslhl ailml prreomvoevme .nfrto.,m fitxhatut rpeo.,r tion property and materials placed thereon by or
Grantee in ex.rci.ing the rights granted herein, and re.tore seid premises as nearly as po.sibl. to the same state and condition they were in at the time
5. 6. 7. 8. 9. of execution of this Ea.ement, said removal and restoration to be completed within 120 day. of termination. Should Grantee fail to meet the oblifations of this paragraph
within 120 days of term nation, Grantor may perform these obligations at any time thereafter at the risk of Grantee and Grantee will be liable for all cost. and expenses incurred by
the Grantor in so doing. BREACH. The failure on the part of either party to take any action again.t the other party by re.80n of any particular breach of the terms or conditions of this
Easement shall not be deemed a waiver of the continuation of Buch breach or of any other. or eubsequent breach. o~ ~~~lal , G.rtaantteee anadg rl.oec. atlo lacwoms palyn d with re2U.Lal:lo,ns
with respect to it. operations hereunder TAXES, ASSESSMENTS. LIENS. ~lliether or not separately •• sessed agaInst It, Grantee ahall and will pay, before .ame become delinquent, all liens,
charges, taxes, ratea and alse.smente, .ubject to the right to contest same. upon its Easement or against any personal property or improvements placed by or for Grantee upon the Ea.ement
Land. In no event shall Grantee permit its Eaeement to be sold for any purpose, such sale being considered a breach of this covenant and cause for termination. In the event any charges,
ta~es, rates or assessments are not separately as.es.ed, then Grantee will reimburse Grantor promptly after written notice from Grantor of those portions attributable to ita Easement.
Should Grantee fail to make this mus t rel)!1t~'l: Grantee improvements or the operations of thereon, any present or reasonably near te~ operation of Grantor or any related company.
Grantee agrees to relocate such Easement including any facility, imirovements or eqUipment to e location on hOSSU; t "ls of G~antor mutually agreeable to Grantee and Grantor. Grantee
retains the right to relocate to other lands not owned by Grantor. J t tI Or tic:: of 9iSELls! and h: , iF! ft rczP" . '+ 1 : 2 '",
will not interfere with the operations of Grantor or other interest holders on the Easement Land and will minimize the impact on adjacent lands. Grantee will rep~ir any damage to and
maintain any roadway, crops or lmprovements used Or dama~ed in connection with its operations on the Ea.ement Land. 10. GRANTORS' RESERVATION. Thi. Easement grants surface rights only
to the Crantee and Grsntor hereby reserves all rights and title not eKpressly herein granted. Grantor reserves the right to grant additional licenses, lesses, easements and other conveyance.
covering the Essement Land or adjacent lands or subsurface estates, and to cultivate, use or occupy the Easement Land for purposes which will not be an unreasonable interference with
the rights herein granted to Grantee or endanger sny property of Grantee. This provision shall not be construed to alter the rights of Grantor to determ1ne the necessity for relocation
or raising. Grantee shall, at its sale risk its operations on the Easement I.and 1n a good and workmanlike and safe manner in compliance with the regulations of all agencies having jurisdiction,
and shall not, use any herbicides, disturb any archeological or vegetstive reference sites, locate explosive charges or facilities on pipeline and other rights-of-way without permission
from the owner of the right of way or on irrigation ditches and drain tiles, leave any detonation wire, flag material and lsth stakes behind, leave behind any undetonated charges, leave
gates open or ajar, operate vehiclea on ground sufficiently wet to ,leave ruts and tracks, shoot explosives within 1000 feet of any domest1c, irrigation or stock water well, commit waste,
burn vegetetion, set fires, bring alcoholic beverages, firearms Or dogs on the E •• ement Land, leave behind any litter, and Grantee shall limit vehicle traffic as per paragraph nine
(9) and follow substantially the same route in, out, over, and across the Easement Land, limit vehicle speed to thirty (30) miles per hour or less subject to road conditions, shall promptly
fill in and plug all test hole. below plow depth or as otherwise specified by Grantor, promptly reclaim (including reseeding, fertilizing and nurturing) all surface disturbed in accordance
with the regulations of all agencies having jurisdiction and return the Easement Lsnd as nearly as possible to the same conditions as existed upon first entering said Easement Land,
restore the surface grade on all irrigated land disturbed, report all Oil, fuel and other spills to Grantor, remedy as specified by Grantor nnd remove all hazardous substances and conditions
created by Grantee's operations, promptly report any f1re. on Easement Land, use best efforts to suppress any firesl repair all fences cut for aCcess, revlace all cattleguards and culverts
damaged by Grantee s operations, and comply with air quality regulations by implementing dust suppression measures. Grantor reServes the right to inspect Grantee's operations to assure
compliance with all terms and conditions of this Easement. Grantee shall survey in each corner of the Easement Land and install a boundary monument thereon. ~~~~~ ,T~~~.u~~:~,~O! reserves
the full use of lE ft estates so long as such fere with the rights limitation does not construct roads for public use
13. 14. 15. 16. 18. in accordance with all applicable safety codes across said Easement Land so 10n8 as said roads are a minimum of 20 feet from any structure and appurtenances thereto.
It shall be the intention of the Grantee to allow Grantor, its contractors, licensees, agents, employees. successors, lessees invitees, and assigns a reasonable right to use 8~d have
access acrOBS the Easement Land when and where such use shall not unreasonably interfere with the rights of Grantee .s provided herein. This provision shall not be construed to alter
the rights of Grantor to determine the necessity for relocation 1 ., t. GEUERAL INDEHNITY. Grantee shall indemnify and hold Grantor and its surface or subsurface lessees, licensees,
easement holders, and other grantees harmless against any and all liens, claims (including those of Grantor and Grantee, their agents and employees), liability, los., damage, fines,
judgments, and penalties, including reasonable costs, attorney fees and settlements, which mey rise out of or in connection with the operations of Grantee under this Easement by reason
of any act or'omission of Grantee. or any contractor, subcontractor, and their agents, servants, employees, invitees, and licensees. Further, to the extent that such is not contrary
to law or public policy, Grantee shall so indemnify Grantor against such liens, claims. losses, damages, fines, judgments, and penalties whether or not resulting from or contributed
to by the negligence in Rny form, whether sole, joint, or contributory of Grantor, or its representatives, or any defect in or condition of the Easement Land, or any materials furnished
by or on behalf of Grantor. DAMAGES. Grantee agrees to pay Grantor, with'in thirty (30) days of Grantor's invoice therefor, the actual cash value or replacement cost whichever is the
greater, for all damages to growing crops, grass, personal property, real property, and livestock of Grantor or its surface or subsurface Lessee, licensees, easement holders, and other
grantees on the Easement Land or on other land of Grantor, caused by Grantee's operations thereon. SUCCESSORS. The covenants and agreements herein contained shall be deemed covenants
running with the Easement Land, snd shall extend to the benefit and be binding on the successors and .saigns of the Grantor and Grantee. TITLE. Grantee hereby recognizes Grantor's title
and interest in and to the land over which the aforesaid Easement is hereby granted and to adjacent land and agrees never to asssil or resist Grantor's title or interest therein by reason
of any rights hereby granted. NOTICE. All notices shall be deemed to have been properly given when in writing, deposited in the United States mail, certified or registered, postage paid,
and addressed to the party at the addresses set out above. ATTORNEY'S FEES. In the event of any suit by Grantor against Grantee to enforce any of the provisions hereof., and if Grantor
prevails therein, Grantee agrees to pay Grantor, in addition to any other amounts payable, a reasonable attorney's fee to be fixed and allowed by the court. 4
19. CONSIDERATION. The consideration due and payable hereunder shall be the amount stated fereinabW, ($ --------------) Dollars, payah e in a vance by certified check, on or before the
effective date of this Easement. Payment shall be made to Grantor at the addreaa set forth above. 20. HEADINGS. The headings for each provision herein are for references only and are
not intended by the partiea to be used in interpreting the ••• oeiated provision. 21. ASSIGNMENT. Grantee may not assign .ny portion of this Easement, or the rights or duties created
herein, without the prior written consent of Grantor, which consent will not be unreasonably withheld. Any assignment by Grantee without the prior written consent of Grantor is void.
No Bssignment will relieve Grantee of its obligations created herein, unless such obligations are expressly .ssumed in writing and actually performed. ENTIrJB AGREKfmNT. This Agreement
contains the entire sgreement between the parties covering the subject matter hereof. No modification., waiver or amendments of or to any provisions hereof shall be valid unless in writing
and signed by the parties. 23. EMISSIOIIS. Upon completion of construction of the compressor station contemplated herein, Grantee shall 9ive notice to Grantor of such completion together
with the estimated annual amount and kinds of emissions. 24. TANKAGE FACILITIES. Grantee recognizes Grantor's rights to use adjacent or nearby lands'at any time for any legal purpose
including but not limited to tankage facilities, utilitycorridor, pipelines, water treatment facility or construction staging al'ea. 25. CRITICAL HABITATS. Grantee hereby specificly
agrees to comply 'lith the regulations ot the Fish and Wildlife Service, and Colorado Division of Wildlife as to replacing all Bald Eagle Water Use Area and Mule Deer Critical Hatitat
destroyed by operations of Grantee hereunder. iNITIALLED FOR IDENTIFlCATION GRAllTEE 5
U/'!".~ """IIams .. ~ ~ December 20, 2010 PHIL VAUGHAN CONSTRUCTION MGMT INC 1038 County Road 323 IIIfle, CO 81650 RE: Notice of Change from Corporation 10 Limited liability Company;
Merger of Two COlllpanie~ On September 30,2010. oargath Inc., corwNled to Oargath LLC, a Delaware limiled liability company ("Oargath" ). A copy of the Delaware Certificate of Conversior1
i~ ,lttached for your information. Only the form of enlity and name have changed, all olher details. including the Tax 10, remain the same for Oargath. On October 31,2010, Wilgath LLC,
a Delaware LLC merged with Bargath, with 8Mgath being the slrrviving entity. A copy of the Oelaware Certificate of Merger Is attached for your information. Please adjust your recoreis
and account information accordingly. If yo" have any q"e,tions, plea~e do not hesitate 10 call the following: Bargath LlC Penny Alderton So"rcing Specialist Senior (303) 260·1\509 Sincerely,
Ann Lane, Senior Counsel Bargath LLC
rJ>e[aware PAGE 1 'lite :First State I, JEFFREY PI. BULLOCK, SECRETARY OF STATE OF THE STATE OF DEL1lh'ARB DO HEREBY CERTIFY THAT THE ATTACHED IS A TR/JE AND CORRECT COPY OF 2'/lE CERTIFICATE
OF CONVERSION OF A COLORADO CORPORATION /JNDER THE NAME OF "BA1lGATll INC. .. TO A DEL1lPlARE LIMITED LIABILITY COMPANY, CHANGING ITS NAME FROM "BARGATH INC." TO "8JUtGATR LLC", FILED
IN THIS OFFICE ON THE THENTY-EIGHTH DAY OF SEPTBMBER, A.D. 2010, AT 12:51 O'CLOCK P.M. 4877748 8100V 100947669 DATE: 09-28-10 You .. y "dry thl. c.rt,lI.tc.te on11n. At corp. d.l."-.""
goV/ClUtllwu', .ht&J.
STATE OF DELA WARE CERTIFICA TE OF CONVERSION StAte of Del.KArG Secretory of StotD DlvJ.ion otrCOrpor4elon. Dollvorod J2:57 PH 09/28/2010 f'Iu:D 22:'J PH 09/28/2010 SRV 100947669 -4877748
FIU FROM A FOREIGN CORPORATION TO A LIMITED LIABILITY COMPANY PURSUANT TO SECTION 18-214 OF THE LIMITED LIABILITY ACT I.) 'fhe jurisdiction where the Corporation fi~1 formed is Colorado.
2.) The juriroiction immediately prior to filing this Certificate is Colorado. J.) The dote tI,e corporation firsl formed is June )0, 19B6. 4.) TI1~ nome of the Corporation immedi.let)·
prior to filing this Certificate is B.rgath Inc. 5.) The lIam,' orlh. Limited Liability Company as ~el forth illihe Certificate of Formllion is Ils'gath LtC. 6.) 11le effective date
of this conversion shall be September 10, 20: O. iN WITNESS WHEREOF, the undersigned havo executed this Certificate on the 27U, (by of September A,D. 2010. '~~7-~ ~ BY;~ .. _. A ulhoriz.ed
Person Name: I..a flC\l' C. Ilrowne Print or Type
'lJe [awa re PAGE! 2 fJfte :First State I, JEFFREY W. BULLOCK, SECRETARY OF STATE! OF THE! STATE OF DELAWARE DO HEREBY CERTIFY THAT THE ATTACHED IS A TRUE AND COMECT COPY OF CERTIFlCATE
OF FORMATION OF "DARGATH LLC" FILED IN THIS OFFICE ON THE THENTY-EIGBTH DAY OF SEPTEMBER, A.D. 2010, AT 12:51 O'CLOCK P.M. 4877748 8100V ' 100947669 DATE: 09-28-10 10\1 .. y v.rJtv tM,.
C'.rt-.tti~.t.. QnHIJ1I .t f;Ol'p. 11.1.".. ..... gov/4utbvor . .. htal
CERTIFICATE OF FORMATION OF BARGATH LLC Sl:.atG ot ",,1.vAn> Soarot.uy ot St4tG Division o£Oor.Porationa Ooli_ 12:'7 ffl O!J/28/2010 FIUD 12:51 PH 09/28/2010 SRV 10094766!J -4877748
YI1.Z 1. The name ollhe limited liability company is Bargalh LLC. 2. The address of its registered office in tho Stato of Do!aWilre is: Corporation Trust Center, 1209 Orange Street,
in lIle City of Wilmington, Detaware 19801. The name of lis regislered agcnt at such address Is Tho Corporation Trust Company. 3. This Cerliliealc 01 Formation shall be eHecllve on Septembllr
30.2010. IN WITNESS WHEREOF, the undersigned have executed this Certirlcale 01 Formation 01 6argath LLC this 271h day of September, 2010. ~~. "?" f. -~ L-.-.12.... ~_ La Flour C. Browne,
Secretary
f})e[aware PAGE 1 ?fie :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: "HILGATH LLC", A DELAHARE LIMITED LIABILITY COMPANY, WITH AND INTO "BARGA TIl LLC" UNDER THE NAME OF "BA1I.GATH LLC" I 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 THIRTY-FIRST DAY OF OCTOBER, A.D. 2010. 4871748 8100M 101032369 DATE: 10-28-10 rov ... y ..-dry thJ" «rtJ/Jc.te
0Il111l • • t corp. dol.van.gor/.uU!wr .• htaJ
State ot DoIA"4l'O Soarot.uy ot State Division Of"Ca.porAtion. DoliVlln>d 12:58 PH 10/27/2010 FIlED 12:46 PH 10/27/2010 SAV 101032369 -4877748 ruE STATE OF DELAWARE CERTIFICATE OF' MERGER
OF DOMESTIC LIMITED LIABILITY COMPANIES Pursuanl to Titlc 6, Section \8·209 of Ihc Delaware Limited Liability :\ct, th. undcfbigned limited li.bility company executed the following CL'IIilkUlc
of ).1etjlcr FIRST: TIIO nome of the survhing limited liability company j, ;n:~.,~p~'h~I~.I~.C~.______ ._._----._ ______________. ___________ _ 8Ild Ibe 1I0lUe of the limited liability
company being nmgtxl into this sUlVivillg limited liability camp"")' is ...:W:.;i;!I$:::":::.h,::I.;:.LC::... ______________ _ SECO!'iD: TIle Agreemont of Merger h •• been app,oved.
uduptcd. cortllied. eXt,<:uh:o and tu:knowledscd by ",eh of the cOllstiluentlimited Iinhili,y rontpanies TJIlRD: The l1ame of the .urviving limited liability company i, nug.lh !.I.e
FOURTlI: TI,. me,ser IS to be<:ome effective on ~~!']QI.n~ ___ .... , .. _ ' .'lFTII: TIle Agreement of Mell:cr is 011 Iile at 0., W'l!:~:: C<nle'. S~!~~I Tullo, OK 14172 iilcpiacc";;Cbusiness
oflhe surViVing limited liability company, SI)"'TH: A copy of the As=mcnt of Merger will be furnished hy the sUl-"'iyjng limited liobility comp8llY on fe{IUCSI. wiU,out cost. to nny
member or Ule ~onstituent limited liability cornplUties. IN WITNESS WHEREOf', said survil'ing limited Iiahilily comp!'U1)' hDS CRUSta this certificate to be signed h)' IIIl .uthorized
person, the ..... _ iil& 11 ___ doy of October .A.D,. 2010 ~ BY: .. ~L::::---e Authllri1.c-d Pc-"-""-n---''''-----Name: 1.. . rieur C, UfO\l,n~ Prim or Type Title: s""".,), --,--......
_---.. -.-... -
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 some parcel. Except as provided in this Code, an Accessory Use must comply with all 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 structural fill requirements and instillation of the precast foundations. I anticipate the county to do
a final inspection of tie down, grade, egress requirements and verification of the Division of Housing labeling. Our final would 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 buildings. This
would require only one set of plans to be submitted with application and site plan. If you think this would 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 DROID 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 stamped drawings we supplied to CPC for fabrication. CPC has an on staff PE named Kim Fentress who approves the plans before they go into production
then they are inspected by the QC group there at CPC (the QC forms I've previously sent). Thanks, Sam
From: Philip Vaughan [mailto:phil@pvcmi.com] 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 DROID on Verizon Wireless -----Original message-----From: Andy Schwaller <aschwalier@garfield-c
ounty.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 jurisdictions as per Sec 1704.2.2 of the IBC? Is there a design professional or engineer of record involved with both the design and inspection
of the precast units as per sec 1704? I did not see a seal on the structural drawings. I assume a sealed copy is available? Thanks, Andy -_ .. _----_._--_.. -----From: Phil Vaughan [mailto:phil@pvcmi
.comJ 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
@Samuel Engineering, Inc. We Provide Solutions 8450 E. Crescent Pkwy, Ste 200 Greenwood Village, CO, BOl11 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@Samuelengineering.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. T 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 ACT 318-08. Please feel free to contact me with any questions. Respectfully, Kimberly Fentress, PE
~'II GEOTECHNICAL . ENGINEERING GROUP A lrerrac:on COMPANY Geotechnical Engineering Report GC Building Addition Wasatch Compressor Station SW % of Section 33, Township 6 South Range
95 West, 6th Principal Meridian Garfield County, Colorado December 5, 2011 Terracon Project No. AD115032 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 Addition Wasatch Compressor Station Garfield County, Colorado Terracon Project Number: AD115032 Dear Mr. Herrin: A lrl!rracon COMPANY Terracon Consultants, Inc. (Terracon)
has completed the geotechnical engineering services for the above referenced project. Thi s study was performed in general accordance with the master service agreement between Williams
Midstream ServiceslDiscovery 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@williams.com
(eleclronic-PDf-) 1 -hqhaffari@samuelenqineerinq.com (eleclronic-PDF) 1 -bvilner@samuelengineering.com (electronic-PDF) 1 -File Geoc,cIInical Enginee"ng GrouP. I< Tetr"'on Company p
1970]245 4078 F 1970)245 7115 2308 Int!rsraie A\F.nut geotecllnicalgroup .com John P. Withers, P.E. Senior Engineer Grand .)una ion. C081505 lertaeon .com Gootochnical • Environmontal
• Constluction Materials • Facilities
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 and A-5 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 B-1 Table B-1 Figures B-2 Figure B-3 Laboratory Testing Summary of Laboratory Test Results Consolidation Test Reports
Direct Shear Strength Test Results 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 Wasatch GC Building . Garfield County, Colorado December 5, 2011 . Terracon Project No. AD115032 EXECUTIVE SUMMARY A lrl!rracon COMPANY A geotechnical
investigation has been performed for the proposed GC (gas chromatograph) building to be located in the SW Y. of Section 33, Township 6 Soulh, Range 95 West, 6th Principal Meridian, Garfield
County, Colorado. One (1) exploratory test boring, designated TH-1, was 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: • 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 24-inches below the new footing bearing elevations. 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 not be suitable for use as well compacted structural fill due to their clay content.
• 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 GC Building 1.0 INTRODUCTION Wasatch Garfield County, Colorado Terracon Project No. AD115032 December 5, 2011 A geotechnical engineering report has been
completed for the proposed GC (gas chromatograph) building to be located at the Cottonwood Compressor Station in the SW Y. of Section 33, Township 6 South, Range 95 West, 6th Principal
Meridian, Garfield County, Colorado. One (1) exploratory test boring, designated TH-1, was 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 _ groundwater conditions _ earthwork _ foundation design and construction _ seismic considerations 2.0 PROJECT INFORMATION 2.1 Project Description ITEM Site
layout Structure Floor DESCRIPTION See Appendix A, Figure A-2: Boring Location Diagram We understand the proposed construction will consist of one structure, a GC (gas chromatograph)
building. The GC Building will be approximately 8 feet by 12 feel. The GC building will be single-story pre-fabricated. 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 I sill blocks which were purchased prior to our study. The
floor of the GC building will be a structural floor integral with the pre-fabricated building and will be supported from the foundation. Reliable _ Responsive _ Convenient _ Innovative
Geotechnical Engineering Report Wasatch GC Building . Garfield County, Colorado A lrC!rrilcon COMPANY December 5, 2011 • Terracon Project No. AD115032 ITEM DESCRIPTION Maximum loads
Building Dead Load: estimated 6 to 8 kips each Maximum allowable settlement Structure: 1 inch total(assumed); % inch differential (assumed) The site is an existing compressor station
with final grade Grading 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 None anticipated 2.2 Site Location and Description ITEM Location Current ground cover Existing topography DESCRIPTION This project will be located
in the SW Y. Section 33, Township 6 South, Range 95 West, 61h 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. The proposed site is relatively flat 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 Approximate Depth to
Material Description Consistency/Density Bottom of Stratum (feet) 1 4 I Clay, sandy, Soft to medium stiff 2 20 Clay, sandy, silty Soft to medium stiff Reliable . Responsive . Convenient
. Innovative 2
Geotechnical Engineering Report Wasatch GC Building _ Garfield County, Colorado December 5, 2011 _ Terracon Project No. AD115032 ~' I I GEOTECHNICAL f NGINf f I<ING [';I'IlllIP A lrerracon
COMPANY The upper soil encountered in the borings generally consisted of sandy and gravelly clay, moderate plasticity, and had the fallowing measured liquid limits, plastic limits, and
plasticity indices: Sample Location Depth (feet) Liquid Limit ('!o) Plastic Limit ('!o) Plasticity Index ('!o) Boring TH-1 2 24 14 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 fallowing 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 _ Convenient _ Innovative 3
Geotechnical Engineering Report Wasatch GC Building _ ~' I I GEOTECHNICAL f NGIN£ £ RING GI<[JlIP Garfield County, Colorado A lrl!rracon COMPANY December 5, 2011 _ Terracon Project No.
AD115032 4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION 4.1 Geotechnical Considerations Special geotechnical considerations for this project include the following: _ Existing underground
utilities likely exist on or near the structure areas. _ Possible 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 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. 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 wetting 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
Geotechnical Engineering Report Wasatch GC Building _ Garfield Counly, Colorado A lrl!rracon COMPANY December 5,2011 _ Terracon Project No. AD115032 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·rolling 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 USCS Classification
Acceptable Location for Placement Lean clay CL (LL<40) All locations and elevations >24 inches below bottom of footing level and below Lean to fat clay CLiCH (40<LL <50) building finished
grade unless tested and meets low volume change material criteria Fat clay 2 CH (LL>50) > 24 inches below bottom of footing Well graded granular GM ' All locations and elevations Low
Volume Change CL (LL<50 & PI<22) All locations and elevations Material' orGM ' The on· site soil may not be suitable for use as fill On·site soils CL below building finished grade due
to their clay content. 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 T erracon for evaluation. 2. Delineation of moderate
to highly plastic clays should be performed in the field by a qualified geotechnical engineer or their representative, and could require additional laboratory testing. Reliable _ Responsive
_ Convenient _ Innovative 5
Geotechnical Engineering Report Wasatch GC Building _ Garfield Counly, Colorado A lrC!rracan COMPANY December 5, 2011 _ Terracon Project No. AD115032 3. Similar to CDOT 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 Fill Lift Thickness DESCRIPTION 9 inches or less in loose thickness when heavy, selfpropelled compaction equipment is
used 4 to 6 inches in loose thickness when hand-guided equipment (Le. jumping jack or plate compactor) is used 95% of Ihe material's maximum standard Proctor dry density (ASTM D 698)
for cohesive soils such as on site Compaction Requirements 1 sandy clay and 95% of the materials maximum modified Proctor dry density (ASTM D 1557) for granular material such as CDOT
Class 6 aggregate base course Within the range of optimum moisture content to 4% above Moisture Content -Cohesive Soil optimum moisture content as determined by the standard Proctor
test at the time of placement and compaction Within 2 percent of the optimum moisture content as Moisture Content -Granular Material 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 cohesion less
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 flow through the trenches that could migrate below the building. We recommend constructing an effective clay "trench
plug" that extends at least 5 feet out from the face of the building exterior. Reliable _ Responsive _ Convenient _ Innovative 6
Geotechnical Engineering Report Wasatch GC Building _ Garfield County, Colorado December 5, 2011 _ Terracon Project No. AD115032 A lrC!rracon COMPANY 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
flatwork 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 be done before preparing
foundation subgrade. 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. _ 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 Reliable _ Responsive _ Convenient _ Innovative 7
Geotechnical Engineering Report Wasatch GC Building _ Garfield County, Colorado December 5, 2011 _ Terracon Project No. AD115032 A lrl!rracon COMPANY 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 constru cting 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. Reliable _ Responsive _ Convenient _ Innovative 8
Geotechnical Engineering Report Wasatch GC Building _ Garfield County, Colorado December 5, 2011 _ Terracon Project No. AD11 5032 4.3 Foundations 4.3.1 Drilled Shaft Pier Foundation
Design Recommendations A lrtlrracon COMPANY Subsurface conditions indicate that the shallow soils at or near footing depths may have a potential for moderate volume change when welted
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 If the structu res have a greater tolerance to post construction movement, the proposed stru ctures can be supported using a shallow spread footing foundation
system bearing on new engineered well compacted structural fill extending 2 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 2 feet thick layer of well compacted structu ral 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:z inches.
Design recommendations for shallow foundations for the proposed structures are presented in the fOllowing sections. 4.3.3 Footing Foundation Design Recommendations DESCRIPTION Isolated
Square Continuous Strip (L/B~2) Net allowable bearing pressure 1 2,000 psf 2,000 psf Minimum dimensions 30 inches 18 inches Minimum embedment below finished grade for 36 inches 36 inches
frost protection 2 Estimated total settlement from foundation loads for footings supported on a 2 feet thick % to 1 inch 3 % to 1 inch 3 layer of engineered well compacted structural
fill 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. Reliable _ Responsive _ Convenient _ Innovative
9
Geotechnical Engineering Report Wasalch GC Building _ ~' I ! GEOTECHNICAL l i~{iINf I f..,!lf-.J[l fifnll lP Garfield County, Colorado December 5, 2011 _ Terracon Project No. AD115032
DESCRIPTION Isolated Square A lrl!rracon COMPANY Continuous Strip (L1B~2) 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 D 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 D 1557). The overexcavation and backfill procedure is described in the following figure. Reliable _ Responsive _ Convenient
_ Innovative 10
Geotechnical Engineering Report Wasatch GC Building _ Garfield County, Colorado A lrl!rracon COMPANY December 5, 2011 _ Terracon Project No. AD115032 . ~ ... . .. ~)es, ian footing level
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 Bui/ding 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 20 feet and this seismic
site class assignment considers that the material 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 Wasatch GC Building _ Garfield County, Colorado December 5, 2011 _ Terracon Project No. AD115032 4.6 Lateral Earth Pressures A lrerracon 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 4 feet) was tested for water soluble sulfate concentrations.
The test results indicate water soluble sulfate concentrations of 140 ppm. Sulfate concentrations in this amount are considered to have a negligible to 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. 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
Reliable _ Responsive _ Convenient _ Innovative 12
Geotechnical Engineering Report Wasatch GC Building _ Garfield County, Colorado December 5, 2011 _ Terracon Project No. AD115032 ~' I I GEOTECHNICAL f NGINf FRING GR[]IIP A lrerracon
COMPANY 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 EXPLORATION
SUBJECT SITE GEG JOB NO. AD115032 Vicinity Map Wasatch Metering Station Garfield County, Colorado SW 1/4, Sec 33, T7S, R9SW, 6 th PM DATE: 11122111 Fig. A-I
Note: This figure was prepared based on a plan provided by Williams Production RMT Company and notes obtained during our field study and and is intended to show approximate locations
of Exploratory Test Boring only, I r . ,,-{' .. ~ -. , .,.:(-<t' "'-u . "'., .... •. '''''-4' --', ~. 'X '!: l .. • A lrerracon COMPAN I ~ i ; ~ TH-l • Ir.., Legend Indicates approximate
locations of Exploratory Test Boring -, ! i ~ '-'-' Ldl '" ~."'" ( I ~t F IV' "IV' ~ """-",GC 3ui ldinc -. .i. Exploratory Test Bore Location Wasatch Metering Station Garfield County,
Colorado UI • DATE: 11122111 SW 1/4, Secion 33, T7S, R 9SW, 6 th PM GEG JOB NO. AD115032 Fig. A-2
Geotechnical Engineering Report Wasatch GC Building _ Garfield County, Colorado December 5, 2011 _ Terracon Project No. AD115032 Field Exploration Description . lrerrilcon 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 flight 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 proced u res. In the sampling procedure, the number of blows required to advance either a rnodified 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 cathead 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
"'II' GED,TECHNICAL KEY TO SYMBOLS Symbol Description V~71'. Notes: Existing Fill: Clay, sandy, soft to medium stiff, moist, brown (CLl Clay, sandy, silty, soft to medium stiff, moist,
brown (CLl 1. SH -Thinwall Tube Sample. 2. CT -Modified California Barrel Sample. 3. SFT -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. 5/12 -Indicates 6 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. Figure A-4
A llefrac:on COIIIPM' PROJECT: Wasatch Metering Station CLIENT: ~VV~i~lI~ia~m~s~ __________________________________________________________ _ ~II ~EDTECHNICAL PROJECT NO.: __ .!::A"D,-,'-"'5",O,,,32=
--LOCATION: Sec Figure A-2 ELEVATION: ______ __ LOG OF TEST BORING TH-1 DRILLER: -'-T"'err."a"'c"'on'--_______________________________ LOGGED BY: ____ -"J-"VV'--__ _ DEPTH TO WATER>
INITIAL: ¥ None AFTER 24 HOURS: ~ ____________ _ DATE: 11/21111 DEPTH TO CAVING: L o 5 10 15 20 25 30 35 Description Clay, sandy, soft to medium stiff, moist, brown (CL) Exising fill
to 4 fcct dcpth Clay, sandy, silty soft to medium stiff, moist, brown (CL) Bottom of boring when terminated: 20 ft. Notes 12 This information ertains onl to this borin and should not
be inter reted as bein indicitive of the site. Figure A-5 PAGE 1 of 1
APPENDIX B LABORATORY TESTING
Geotechnical Engineering Report Wasalch GC Building _ Garfield County, Colorado December 5, 2011 _ Terracon Project No. AD115032 Laboratory Testing ~'I I GEOTECHNICAL ENG INEERING Gr~n
l JP A lrerracon COMPANY Soil samples were tested in the laboratory to measure their dry unit weight and natural water contenl, Atterberg limits and 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 B-1
Hole TH-1 TH-1 TH-1 TH-1 Geotechnical ItI I",Engineering I Group, Inc. Depth Natural Dry (feet) Moisture Density (%) (pel) 2 6.6 -4 4.0 --4 16.2 123 9 13.0 115 TABLE B-1 SUMMARY OF LABORATORY
TEST RESULTS Atterberg Limits Swell I Consolidation Direct Shear Liquid Plasticity Swell Confining Estimated Internal Cohesion Limit Index (%) Pressure Swell Angle of (psI) (%) (%) (psI)
Pressure Friction (psI) (Degrees) 24 10 ----------------------------+0.9 250 600 --------0.0 500 NA ----Page 1 of 1 Job No. AD115032 Passing Water Soil Type No. 200 Soluble Sieve Sulfates
(%) (ppm) 27 --Clay, sandy (CL) --140 Clay, silty, sandy (CL) ----Clay, silty, sandy (CL) ----Clay, silty, sandy (CL) --_._--------
CONSOLIDATION TEST REPORT -1 I i I i I I I I , i , , , , I I 0 i ! I , I , , ! ! 1 i I , I ! I I , I I -j ....... ! . , 2 , I 'wATERADDED~ i 3 I ! \ c i I ~ , I ({) "E 4 , I I ~ I \
I CIJ (L I \ I I i I 5 , I \ , I I , I i 1'\ i I I ! i I I 6 I \ , I I I ! 7 \. . I \ , I i I I 8 I I . I I I ! , I I i I I I I I , i I 9 100 i ; 200 500 1000 2000 Applied Pressure -psf
Natural Dry Dens. Sp. Overburden Pc Cc Cr Swell Press. Swell LL PI eo Sat. Moist. (pcl) Gr. (psI) (psI) (psI) % 123.4% 16.2% 122.8 2.65 606 0.15 597 0.9 0.347 MATERIAL DESCRIPTION USCS
AASHTO Clay, sandy, silty soft to medium stiff, moist, brown (CL) Project No. ADI15032 Client: Williams Remarks: Project: Wasatch Metering Station Source: TH-I Elev./Depth: 4 Terracon,
Inc, Montrose, Colorado Figure B-2
CONSOLIDATION TEST REPORT 0 I I I I I I I i i : I 1 I , I I , , I I I I C i I ~ """ 2 ...... : ~ I I , ~ "-, 3 I I ...... I , I r--.... I ~ I I ! I I 4 ; , II: .~ U5 C 5 Q) I " I I ~
I ! Q) a. , , i I i I 6 ! I I I i , , 7 , I ! , I I , 8 I : ! , , i , 9 I . i i ! i I , : , , , 10 100 200 500 1000 2000 Applied Pressure -psI Natural Dry Dens. Sp. Overburden Pc Cc
Cr LL PI Swell Press. Swell eo Sat. Moist. (pcf) Gr. (psI) (psI) (psI) % 78.8 % 13.0% 115.0 2.65 801 0.04 0.438 MATERIAL DESCRIPTION USCS AASHTO Project No. ADI15032 Client: Williams
Remarks: Project: Wasatch Metering Station Source: TH-I Elev.JDepth: 9 Terracon, Inc. Montrose, Colorado Figure B-3
APPENDIX C SUPPORTING DOCUMENTS
GENERAL NOTES DRILLING & SAMPLING SYMBOLS: SS: Split Spoon -1-'/8' LD., 2" 0.0., unless otherwise noted ST: Thin-Walled Tube -2" 0.0., 3" 0.0., 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: Before Casing Removal ACR: After Casing Removal N/E: 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 Compressive Strength, Qu, psf Standard Penetration or N-value (SS) Consistency < 500 500 -1,000 1,000 -2,000 2,000 -4,000 4,000 -8,000 8,000+ Blows/Ft.
0-1 2-4 4-8 8 -15 15 -30 > 30 Very Soft Soft Medium Stiff Stiff Very Stiff Hard RELATIVE PROPORTIONS OF SAND AND GRAVEL Descriptive Term{s) of other constituents Trace With Modifier
Percent of Dry Weight < 15 15 -29 ~ 30 RELATIVE PROPORTIONS OF FINES Descriptive Term(s) of other constituents Trace With Modifier Percent of Dry Weight <5 5 -12 > 12 RELATIVE DENSITY
OF COARSE-GRAINED SOILS Standard Penetration or N-yalue (SS) Blows/Ft. 0-3 4-9 10 -29 30-50 > 50 Relative Density Very Loose Loose Medium Dense Dense Very Dense GRAIN SIZE TERMINOLOGY
Major Component of Sample 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 Plasticit~ Index Non-plastic 0 Low 1-10 Medium 11-30 High > 30 Exhibit C-1
UNIFIED SOIL CLASSIFICATION SYSTEM Soli Classification Criteria for Assigning Group Symbols and Group Names Using laboratory Tests A Group Group Name B Symbol Gravels: i Clean Gravels:
'Cu:::.:4and 1 ~CC~3E GW Well-graded gravel F More than 50% of Less than 5% fines C I Cu <4and/or 1 > Cc> 3 E GP Poorly graded gravel F coarse Fines classify as ML or MH GM Silty gravel
F .. H fraction retained on Gravels with Fines: Coarse Grained Soils: More than 12% fines C Clayey gravel F,G,H NO.4 sieve Fines classify as CL or CH GC More than 50% retained Cu :::.:
6 and 1 :-0; Cc ~ 3 E SW Well-graded sand I on No. 200 sieve Sands: Clean Sands: 50% or more of coarse Less than 5% fines 0 Cu <6 and/or 1 > Cc>3 E SP Poorly graded sand I fraction passes
Sands with Fines: I Fines classify as ML or MH SM Silty sand G,H,I NO.4 sieve More than 12% fines D Fines Classify as CL or CH SC Clayey sand .H.I PI > 7 and plots on or above "A" line
J CL Lean clay K.L.M Silts and Clays: Inorganic: PI < 4 or plots below "A" line J ML Silt K•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 Salls: Liquid limit -not dried I I Organic silt K.L.M.O 50% or more passes the PI plots on or above "A" line CH Fat clay K.L,M No. 200 sieve Inorganic: Slits and
Clays: PI plots below "A" line MH Elastic Silt K•L•M Liquid limit 50 or more i Organic: Liquid limit -oven dried I <0.75 OH Organic clay K.L.M.P I Liquid limit -not dried I Organic silt
K.L.M.Q Highly organic solis: 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 If fines are organic, add
"with organic fines" to group name. B If field sample contained cobbles or boulders, or both, add "with cobbles I , 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. e Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded I 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 I 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, predominanlly gravel, add sand with silt. SP-SC poorly graded
sand with clay "gravelly" to group name. (D,,,)' N PI;:,.. 4 and plots on or above "A" line. E Cu = DsJDlO Cc = o PI < 4 or plots below "A" line. 010 x 060 I P PI plots on or above "A"
line. F If soil contains;:,.. 15% sand, add "with sand" to group name. ! a PI plots below "A" line. G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM. , 60 I , , For classification
of fine-grained I //I solis and fine-grained fraction , " ! , 50· of coarse-grained solis e ' ~~ \)~0 i 0"',' .. , . ~ ~ /! ~ Equation 01 ON -line ~ ",," -\' ~ , , Horizontal at PI=4
to LL=25.5. ! //X 40 ' Ihen PI=0.73 (LL-20) , , O~ W I /0 Equation of "U~ ~ line I /v~o' , ~ Vertical at LL=1610 PI=7, , , , , , ~ 30 : then PI=0.9 (LL-8) J/; . (3 /"1 o'v i= ·'7 C/l
20, :n:s. l /: MH arOH j i I """ to: ,,(.. ; i 7" -" , . : I 4 c ! , 1 Ml or Ol ~ I I 0 , , 0 10 16 20 30 40 50 60 70 80 90 100 110 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'. 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 paint of a geologist's pick. Soft Can be gouged or grooved
readily with knife or pick paint. 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 i-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.
-10 ft. 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 deSCribed 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
Structural Analysis & Design Ho-Ad 4057 Camelot Circle Longmont, CO. 80504 Davis and Davis Williams Bargath 8'xlO' Chromatograph Building Parachute, CO December 8, 2011 Prepared By:
Kim Gazdik, E.I. Behrent Engineering Company 11455 1-70 North Frontage Road Wheat Ridge, CO 80033 303.940.6868 (P) 303.940.0041 (F) Behrent Engineering Job # 11331 Reviewed By: Pete
Sopher, P.E.
Overview Objective: Perfonn a structural analysis and design to detenuine the stlllctural members required for the 8'x 10' building. The building will be designed for two conditions:
Hoisted and foundation supported. WIlen hoisted, the building shall have no snow present on Ule roof. For design, an additional 20 PSF miscellaneous load will be added to the 1100r in
addition to the self weight of the structure, to be conservative. The foundation supported condition will be designed for snow, wind, seismic. Ooor live, and roof live loads. See below
for detailed loading for each condition. Data: Location -Parachute, CO I. Roof: a. Dead Load = 5 psf+ stlllctural element selfweight b. Snow Load = 75 psf c. Live = 20 psf d. Wind Load
= 23 psfuplift (V=100mph, exp C. 1=1.0) 2. Lateral Loads: a. Wind = 22 psf b. Seismic = 0.069"'DL (Sds = 0.206, Sdl = 0.047. Site Class B, 1=1.0) 3. Floor: a. Dead Load = Self weight
b. Live Load = 85 psf 4. At Hoist: R. Self weight of stlllcture b. 20 psf miscellaneous on floor References: 1. AISC 13 th Editi on 2. ASCE 7-05 Computer Programs: RAM Elements VBi,
Release 12.5.1 (build 18) Conclusion: All stmctural elements are adequate in strength and deflection. Refer to drawings for member sizes, olientation and dimensions. Owner shall provide
anchorage to fOllildation at 4 comers of building with a capacity 0[3001b tension and 500Ib shear per anchor. A 6" minimum slab foundation is suggested for building anchorage.
~ Sentley Behrent Engineering Current Date: 1217/20111 :47 PM Units system: English File name: P:\2011·BEC0\11331 . HeAd 8x10 Davis and Davfs Chromal ra h\Calculatlons\8x10 Chromato
fa h -Holsted.etz\ \Yie\"(\w-~ ~ T 0'ce~ ; \'\S~L\~Jx 14 3q R\d~e· \'Y\laxl\,e SI<\I\' ' Clo'<''O,a L9xdxlfL\ z \.co.&~: ~~ Cleo.c.\ ~ ~~\~ L\lei~h\ Lwe fI()(j( '" 80 ~t L\v{ Roo-f :
.10 p~t ';)\'"\QW ~ i6p~ f 'NIY\O 'dd\,)sf t:;::t d~p ,~i l' ~'\)VY1\( , 1-70 D€od
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/'¢ iff ,I; I II o}3l ~~ ® e DOOR END r'-: ~j. r. 0-, 71~ " 0 I l 0 "'-" ,,' ~OUNI)IUO LUG OETA'I..-1/"~ lHK. waD IlGRllOttrAL Ir~SlO£ Tr,'ES I >l' rL cp~", :'=:t ' I IL.-.-i¥, .--------1
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Project NClme = Ho-Ad: g' x 10' ~hroi"YIa"'loc~p).~\1 -Do..v\\)~ \hV\~ Conterminous 48 States (\b.ro.c\')u\~, CD) 2005 A8CE 7 Standard Latitude = 39.48 Longitude = -108.1 Spectral Response
Accelerations Ss and S 1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B -Fa:: 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 0.310 (Ss,
Site Class 8) 1.0 0.070 (S1, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 39.48 Longitude = -108.1 Spectral Response Accelerations SMs and SM1 SMs = Fax Ss and
SM1 = Fv x S1 Site Class B -Fa = 1.0 ,Fv = 1.0 Period Sa (sec) (g) 0.2 0.310 (8Ms, Site Class B) 1.0 0.070 (SM1, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Latitude =
39.48 Longitude = -108.1 Design Spectral Response Accelerations SOs and 801 SOs = 2/3 x 8Ms and SD1 = 2/3 x SM1 Site Class B -Fa = 1.0 ,Fv = 1.0 t... Per CI-hl of turochutr Period Sa
(sec) (g) ~ 0.2 0.206 (SOs, Site Class B) D.e:)\o.n --~(),\Ve5 1.0 0.047 (S01, Site Class 8) J 8
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current Date: 1217/20119;15 AM Units system: English File name; P:\2011~BECO\11331 -HoAd Bx10 DaVis and Oavls Ctlromatograph\Calculalions\8x10 Chromatograph.etz\ Report: Summary -Group
by description load conditions to be Included In design: 01=OL 02=OL+LL 03=DL+LLr 04=DL+8L 05=OL+0.75LL 06=OL +0.758L D7eDl +0. 75LLr 06=OL +O.75LL +0.75LLr 09=OL +0.75LL +0.758L 010=OL+Wlx
011=DL+WLz 012=OL+O.7EQx 013=DL+0.7EQz 014=OL+0.75Wlx+O.7SLL 015=OL+O.75WLz+0.75LL 016=OL+0.75Wlx+0.75SL 017=OL+0.75WLz+O.75SL 016=OL +0.75WLx+0.75LLr 019=OL+0.75WLz+0.75LLr 020=oL+0.75WLx+D.75LL+0.7
5LLr o21=OL +0.75WLz+0.7SLL +0. 75LLr 022=OL+0.75WLx+0.75LL+0.75SL o23=OL +0.75WLz+0. 75LL +0. 758L 024=OL +0.525EQx+0.75LL o25=OL +0.525EOz+0.75LL 026=oL +0.525EQx+0. 756L 027=OL +O.525EQz+0.756L
026=OL +0.525EQx+0. 75LlI 029=OL+0.525EQz+0.75LII 03O=0L +0.525EOx+0. 75LL +0. 75LLr 031=oL +0.525EOz+0. 75LL +0. 75LLr 032=OL+0.525EQx+0.75LL +0.758L 033=OL +0.S25EOz+0.75LL +0. 758L
034=0.60L+WLx 03S=O.60L+WLz 036=0.60L +0. 7EOK 037=0.60L +0. 7EOl Description Section Celom" aisi/3ox 2x4x14ga Dumm}! Pg~, Eave FB 1 L 2)(2)(1_4 ~ C6XB.2 flU FB4 Header sis/Sox 2x4x14ga
~ Ridge M 12Xl1.8 Roof I1!rlag~ alsiBox 2x4x14ga Wall Brace Steel Code Check 1(-\'Yt,\'\'\\:)tr~ (,\)\'I'n UJ('j. I"ni \"15:) \i'TtH'lded for ten~\cn I CuH\P\"(:~~\lY1 \'YIemb~ fni~
(A)OX(\\ng~ rYU~ be \~ nO(fO Ul\ member::::. ~Ok --_ .. _---.." ._--_.-.. -.-.-.-. Member Ctrt Eq. Ratio Status Reference -.---.----------------------24 023 aI100.00Il//1 0.17 OK C5.2.2-3
67 04 at 100.00% 0.11 OI( C5.2.2·3 43 04 at 50.00% 0.23 OK CS.2.2·2 7 02 at 100.00% 0.79 OK Eq. Hl·1b 5 034 aIO.OO% 0.01 OK Eq. Hl-1b 3 D22 al 50.00% 0.09 OK Eq. Hl·lb 1 034 aI100_00%
0.06 With warnings Eq.HHb 39 03501100.00% 0.08 OK C5.2.2-3 48 023 at 100.00% 0.12 OK CS.2.2·3 44 04 at 50.00% 0.33 Wllhwamings Eq. Hl-1b 58 D4.1100.00% 0.05 OK C5.22·2 34 035 at 100.00%
0.19 OK CS.2.2·3 Pagel 1<9
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BEHRENT ENGINEERING COMPANY • CALCULATION SHEET . ~u5tomer iliAc) Job No. _~l\~",,"~",-!-\ ___ _ . Project 61)(\\)1 Cbxwrocr\cX({<1yi1-\hmOOlUR,CO Date lall/II Subject Ybi.::,r Page
__ -'-\9--'---____ _ By Kb Checked By 1>:;;, \ a 1£1>/\ \ 'tin\\ f'o.:oe\ ~::,\%n ~ a\v 5CJ 'i>~\< mCA)( ~?Cll\: 4 I. 0 \I max load: aa ?51 ('W\'(\c\) d ~?o.n (OY! d mon mo.\( 0.\\01..0'
(P5~&t 7 dc'1 \'~+ I'( ~ 0.0 \'Y\C\.X spo.n = \I.q" tylOJ( loo.d: :rD?sf (~n\}l.C) a ~ ?O.l\ C Dnd rt\on \'no.X Cl\\OIAJ '" \ llo~~f '7 =t5flsf k. ?3 JO r\cor P\W\e.. \Je.~\a\'\ ~ 114\1
:::.tte,\ m 0.)( ~?(),,'(\.. ~ I. \ D " mO.\( \DO~ , ~5?,s, (\we) l'YIo..){ o..l.\OW :. q\ fl5t .., ~ \>:)t ~p~a\
26 GAUGE "PBR" PANEL INFORMATION "PBR" PANEL I: 36" --------------------~ 12" . f 11"1 3!t~ I fj' 3/4" • 4" SECTION PROPERTIES PANEL F, WEIGHT TOP FLAT IN COMPRESSION BOTTOM FLAT IN
COMPRESSION GAUGE (KSI) (PSF) I, Sx M, Ix S, M, (in.'/It) (In.'Rl) Qn. Kip) (in.·/IL) (In.'llL) (In. Kip) 26 80.0 0.94 0.0423 0.0388 1.3928 0.0390 0.0437 1.5698 NOTES 1. All calculations
for the properties of panels al'9 c:alrulated in accordance with Ihe 1986 edition of Specifications (or the pasion of light Gayge enid fQnned Stee! SlQlrJuffl! tfflmbl!l'§· published
by the American Iron and Steef InslitulUB (AJ.S.I.) • 2. I. Is (or defJecUon determination. 3. S. Is (or bending. : 4. M, Is allowable bending moment. 5. All values are for ona foot
of panel width. ALLOWABLE UNIFORM LIVE LOADS IN POUNDS PER SQUARE FOOT SPAN LOAD 26 GAUGE (F. = 80 KSI) TYPE TYPE SPAN IN FEET 3.0 4.0 5.0 6.0 7.0 8.0 SIMPLE NEGATIVE WIND LOAD 155.0
87.2 55.8 38.8 28.5 21.8 LIVE LOAD/DEFLECTION 102.7 43.3 22.2 12.8 8.1 5.4 2-5PAN NEGATIVE WIND LOAD 137.6 77.4 49.5 34.4 25.3 19.3 LIVE LOAD/DEFLECTION 11J!..3 .§M 41.9 28.5 18.0 12.0
3-SPAN NEGATIVE WIND LOAD 172.0 96.7 61.9 43.0 31.6 242 LNE LOAD/DEFLECTION 145.4 75.4 36.6 22.3 14.1 9.4 4-SPAN NEGATIVE WIND LOAD 160.6 90.3 57.8 40.1 29.5 22.6 OR MORE LIVE LOAD/DEFLECTION
135.7 76.3 41.0 23.7 14.9 10.0 NOTES 1. Allowable loads are based on unlfonn span lengths and Fyof aD KSI for 26 gauge. 2. LL Is allowable live toad. 3. WL is allowable wind load and
has been Increased by 33.333%. 4. Deflec;Uon loads are limited by a maximum deflection ratio of 1I240 of span or maximum bending stress 10 Nve PAGE 26GA4 load. 5. Weight of the panels
has not tK!en deducted from allo~abJe IQ~ds. 6. Load lable values do not address web crippling requlremenls or connecUon or panella substrate. 7. Minimum bearing lenglh of 1.5" required.
SUBJECT TO CHANGE WITHOUT NOTICE EffECTIVE DATE AUGUST 2, 2004
FLOOR PLATE. BENDING CAPACITY Pounds per Sq. Ft 8bove and 10 the fight oltha tho actual d,neclions for Ih of the plate In inches. deflection caused by 10 :i!lYen "~DY~ .: ~MuUlplv this
by I./lB aCi the above table sho AM£IU .203 .26S .335 .414 .596.7 .610
·~-. ,~BENTI'EY Current Date: 4/101200710:02 AM UnUs system: English FHa name: C:\Program Afes\RAM\AAM Advanse\Oata\Cemex,\Anal Models\C-10To C-11 TransrerTower.sdv Seerion Informalion
Secllon name: alslBox4x2l<14ga a b r t = = = Properties: Araa 133 122 123 Ang3'to3 , 33' 122' I max I min DJsL 10 cg 3: Dlsllo CD 2: JTor Xsci Ysc' Cw rO J33' J22' 533 522· 533' 822'
Z33 Z22 Z 33' Z22' Fee 3 Fee 2 Max 3 MIn a Max 2 , MIn 2 Max 3' Min 31 MaK2' MIn 2' -.1 I~'~t-:x Iz..x +'Ii> I'ri~ 4,RDD lIn) MOO Onl 0.D9d On) 0.07~ lIn) 8,040E.()1 5.8Q3e-ol 1.685E+oO
3,469E-18 0.000 5,803E·Ol 1,6B5E+OO 1,686E+OO 5,803E-ol 0,000 0.000 1.374E+00 0.000 0.000 1.145E-ol 1,679 0.000 0.000 5,803E-ol 8.432E-Ol 5,B03E'()1 8.432£-01 6,450E-IJI 1.039E+00 8.45JiE.Ol
1,032£+00, 1.200 1,200 2,000 ·2,000 1,000 ·1,000 2,000, ·2,000 1,000 -1.000 Wldlh DepIh Insida bend radius T!>Jckness [ln2) [ln4] [ln4J [ln4) 11 Iln4) On4) [ln4) Iln~1 [In) pn) [ln4)
[In) lIn) IlnB) lIn] lIn] lIn] fInS) pn3) [ln3) Iln3) Iln3) Iln3) [ln3) Iln3) [In) Ilnl lIn] [In] lIn) lin) lIn] lIn) Gross area Dr the seelion. Mom!ll11 oIln.rUB Obout 100II1 aJds 3.
Moment of Jner1la about tocafaxls 2. Product .01 inertia. AnglelD 1110 pNnclpal axis. Moman( oflnortie about pdnclpal axis 3. Mement or In.MIa about principal axIs 2. Maxlrmlm moment
of Inlll1la. MInimum moment or lnertfa. Distance from the gaomelrlc center 1D the gravity canlsr of the seclfon In the axis 3 direction. Dlsbinca from the geome!rlc t:anler lo the gsavffy
cenler of the secUon In IhEl aids 2 dlrectfon. Salnt-VenBilt 1000Ian constant. DlsLance frOm 'the o.g.1o the shearcenlerwlth rererence IO.lha prJm:fpal axis 3. Distance from the e.g.
10 11161 shear cenlerwflh referenCe to Ihe principal axfs 2. Warping cans:tanl. Polar radius of gyrallQf1. PmP.Bliy. to consll;fer lorsfcnal-nexusl ~uckfJng about principal a)Cfs 3.
Property to' ciJpskfer follllonal-Peru,,1 buclulng about prfnelpar axis 2. Sec~on modUIU'. abDutlocaJ axls.3J y} Sec1Ion modUlUS aboutlacal axis 2.( x1 Slli:~n modulllo! about prfrlcJpal
a,l. 3. SecHen modulus aboul principal ax1s 2. PlastlcsecUon modulus about local axIs 3, PlasQr;: secUon modUlus about local axis 2. PlasU •• ocll"" modulus about pilnclpal ax~ 3, ?lasUe
secUon modUlus about prfnclpal axis 2, Shear (;lclor In axJs 3 d'U'ecHon. Shearf~ctor.ln axis 2 dlrecUon. Coordlnale of the rarthest poslllve extremJly of the SBCtlon In relation ro
local axis 3. Coordlnale of Uta rarthest negalJve extremrtyof !he sectIon In relaUon 10 local axis 3. Coordlnale of the (~rthesl P!3Sfllva exlremlty of !he sectIon In relatlonla local
axis 2. CoonUnare of the farthest nega~ve exlremlty of !he secUon In relallon 10 local axis 2. Coordlnale of U1e (aMesl p.osillve exfremfly or Ihe sedion In relation 10 prlnclpal axis
3. CoD.r:tfln~l~ of the farlhest negaUve exlremlly of the section in relallon 10 prfnclpal axis 3. Coordinate of full farthest posftNe exlremlty of the secUon In reral/on 10 prindpal
axis 2. CoOfdIna(a of the farthest negalJvs exlremilyof the section in relallon 10 principal axis 2. Pagel
·~Bf~)tH:.~y' Behrent Engineering CUrrent Date: 121712011 9:50 AM Units system: English File name; P:\2011·BECO'11331 • HoAd 8x10 Davis and Davis Chromatograph\Calculalions\8x10 Chromatograph
-Hoisted.etz\ Report: Summary -Group by description Load condillons to be included In design: 01=Ol+ll Description Section Column aisiBoK 2x4x14ga Duman! Post Eave FB 1 L 2X2X1_4 flU
C6XB.2 FB3 FB4 Header a/si8ox 2x4x14ga JQ!!! lfHlng Lug RectBarO.75x5 Ridge M12X11.B Roof Brace a/siBox 2x4x14ga Wall Brits Member 19 67 40 10 S 4 2 39 71 74 44 55 35 *-\Y\Cl\x\e~ aop:,t
M\:)(, \we f\oo'( to b~ ConsoN~-hvt Stool Code Checl! ... _-_. CIrI Eq. Ratio Status Reference -.... -.-.---01 all00.00% 0.32 OK CS.2.2·3 01 at 100.00% 0.02 OK C3.3.2·1 01 at 100.00%
0.12 OK CS.2.2·3 01 at 100.00% 0.34 OK Eq.HHb 010150.00% 0.2D With warnings Eq.Hl·lb 01 aI5O.00% O.IS OK Eq. Hl·1b 01 aI5o.0o% 0.20 Withwamlngs Eq. HHb 01210.00% 0.06 01< C5.2.2·2 01
at 85.42% 0.12 OK CS.2.2·3 01 aIO.OO% 0.12 OK Eq. Hl-,b 01 at 50.00% 0.12 With warnings Eq. HHb 01 aIO.oo% 0.D3 OK C5.2.2·2 01 at 0.00% 0.21 OK CS.2.2-3 OYI C::i~ nlfl~ u'(\ \)~ \<J.-obom
'W,m w(),\'Y\\n~~1 ~i\a-tv') Pagel
Behrent Engineering Current Oat.: 121712011 9:50 AM Units system~ English File name: P:\2011·BECO\11331 -HoAd 8x10 Davis and Davis Chromalograph\CalcufaUons\Bx10 Chromatograph -Hoisted,etz'
Anall/sls fesoll Envelope for nodal reactions '('(\OJ( ltnd oil LW\\V\% LUQb 'i IY\Cl\lh o.O~t 1'n15C, f\oar lOOlCi Note.-Ie Is the controlling road condition Direction of pos;Uve forces
and moments Envelope of nodal reaclfons for S1=Dl+LL Node F. Ie (Kip) 77 Max 0.222 51 Min 0.222 51 Fgr!::§!:!l: Fy te (Kip) 1.815 81 1.815 81 --~-----.----------------78 Max 0.23' 51
1.871 81 Min 0.234 81 1.871 81 ----------.-------------79 Max ·0.237 51 1.862 81 Min -0.237 51 1.862 51 -------------. 80 Max ·0.219 51 1.819 81 Min ·0.219 51 1.819 81 MQments Fz Ie
Mx Ie My Ie Mz te (Kip) (Klp'HI (Kip·ttl (Klp·ft) -----------------0.021 51 0.00000 51 0.00000 51 0.00000 51 0.021 81 0.00000 81 0.00000 81 0.00000 51 ---._--------------------------------·0.032
81 0.00000 81 0.00000 51 0.00000 81 ·0.032 81 0.00000 81 0.00000 51 0.00000 51 -------... -----------------------------·0.009 81 0.00000 81 0.00000 51 0.00000 51 -0.009 8_1. . _--_.0
.00000 81 0.00000-_5.1_ -.--0_.0.0_00-0---5-1 0.020 81 0.00000 81 0.00000 51 0.00000 51 0.020 81 0.00000 81 0.00000 51 0.00000 51 -----_ .... """"""""---------_._."'"""""_._--"'--"'-",,"',,._"'----?m
(}.)( ; \. ~k (\15) -= d' £,1( ~ \m~ct fo..r1{)voi so:te"\1 Pagel
BEHRENT ENGINEERlNG COMPANY • CALCULATION SHEET Customer r\oAd Project 'C'X,\\)' rltW\)m~-m~I'(,!Q\'\ -?Q,m(Y1\r\~lrD Subject tID\~J: By ~b 1. II I .. II t' /(---~~~-T/___ ~~~ _ -TJ~3~1
f r J CXWC'( 'i:>Yw ~ A: O,l!) (~~J" Ii)) = l.la~\I1a.. FI' 0.1.\ f~ = 14.1..\ k~i eCl.~o'el'\"~ : f\' fl/' Ito, a K \\o.t.I<.~J.~K :. &\-mI'O\( CII!Ck 'Qt\'ld\V1Q ~ s' 0,15" (6,')aJIo~
~,la~ln~ m: Q.I)"-(lo") < t19'~ k-il1 tb' 0,101of-j= Ol~,j)k~\ fb: IYIl::)' 6.0110 \<.5 i fb /Fb' ()'d2l <.l rJ'o oendl1'l3~ Job No, \\~\ Date \d Ifll\ Page 85 Checked By ?:::, la/Bill
ehe c'h WI'-\t\ 0 Co.~\"I' to (0"1;18)(5) :: 0\7, &" )-~, 2l1ol. o DO WNd 01'"
COMcheck Software Version 3.8.0 Envelope Compliance Certificate 20091ECC Section 1: Project Information Project Type: New Construction Project liUe : 8'x 10' Chromatograph Building Construction
Site: Parachute, CO Owner/Agent: Williams Bargath LLC Parachute, CO Section 2: General Information Bulkllng Locallon (for weather data): Cllmete Zone: ActMtv Typal') Inst. Building (Werahouse)
Parachute, Colorado 5b Floor Am 80 Section 3: Requirements Checklist Designer/Contractor. HOAD,lnc. 4057 Cemelot Circle Longmont, CO 80504 (720)-720-2000 ~Envelope PASSES DeSIgn 4% better
than code ' Climate-Specific Requirements: Component NarnelOescrtptlon Gross Cavity Cont. Area or R·Valu. R .. Value Perimeter Roof 1: Other Metal Building Roof (b) 80 Exterior Wall
1: Metal Building Wall 28l! 21.0 Door 1: Insulated Metal, Swinging 21 Floor 1: Olhar Floor (b) 60 (a) Budget U-factors are used for software baseline calculations ONLY, and are not code
requirements. (b) 'Olhe( components require supporting dOOJmentation for proposed U-factom. Air Leakage, Component Certification, and Vapor Retarder Requirements: 0.0 Propoead Budget
U-Factor U-Factol'(a) 0.066 0.055 0.086 0.069 0.340 0.700 0.066 0.033 m 1. All joints and penetrations are caulked, gasketed or covered with a moisture vapor-penneable wrapping materiaJ
instaled In accordance ,... wtth: the manufacturer's lnstaltation instructions. ~ 2. WIndows, doors, and skylights certified as meeting leakage requirements. ~ 3. Component R·velu ..
& U·factors labeled a. certifted. ~ 4. No roof insulation Is Installed on a suspended celHng wHh removable cemng panels. ~ 5. 'Other' componants have supporting documentation for proposed
UwFactors. 6. Insulation installed according to manufacturer's Instructions, In substantial contact with the surface being Insulated, and in a manner that achieves the rated R-value
without compressing the muiation. AJiftO 7. Stair, elevator shaft vents, and other outdoor air intake and exhaust openings in the building envelope are equipped with motorized • 11 dampers.
NJ~ 0 6. Cargo doom and loading dock doors are weather .eeled. ~I ~ 9. Recessed lighting fixtures instalted In tihe building envelope are Type IC rated as meeting ASTM E283, are sealed
with gasket or caulk. o 10.Bullding entrance dDOnl have a vestibule equipped with closing dellioes. Exceptions: D Bunding entrances with revolving doors. Project Title: 8'x 10' Chromatograph
Building Report date: 01/11/12 Data fileneme: C:lDocuments and Settings\rachlittlMy DocumenlsICOMcheck\55-DAlJ..11098(8x10 CHROM BlDG).eel< Page 1 of2
;& Doors that open direcUy from a space less than 3000 sq. ft. In area . . Section 4: Compliance Statement Compliance Statemant: The proposed envelope design represented In this document
Is consistent with the building plans, specifications and other calculations sobmittad with this penn" application. Tho proposad envelope system has been designed to moet tho 2009 IECC
requirements In COMcheckVersioo 3.8.0 and to comply with the ~lremeLments Checklist. 12& ~ ~t1Nl"tt -~. dJ'FJI. Wilt' ;j¢~ Name, Title Sig kJre 0 Project Title: 8'x 10' Chromatograph
Building Report date: 01111/12 Data fllename: C:lDocuments and SottingslrschllttIMy DocumenIsICOMchack155-DAD·ll 098(8xl 0 CHROM BLDG).cck Pago 2 of 2
~.II GEOTECHNICAL ENGINEERING GROUP April 10, 2012 Williams Midstream 1050 17th Street, suite 1800 Denver, CO 80265 Attention: Sam Herrin P: 303-260-4559 E: sam.herrin@Williams.com A
lrerrac:on COMPANY Subject: Foundation Construction Observation and Testing Review GC -Metering Building Wasatch Metering Station Garfield County, Colorado Terracon Job No. AD121015
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 Wasatch Compressor Station in Garfield County, Colorado on as requested, part-time basis on April 5, 2012. We reviewed our records of fill compaction in preparation of
this report. In summarv, our review of this structure indicates construction in conformance with our recommendations and the structural drawing number WA-SC-001 by Samuel Engineering,
Inc. dated 12-22-11 (their Job 11 057-18WA). 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
J I /Inspection RepOlt COLORADO STATE ELECTRICAL BOARD INSPECTION REPORT I CORRECTION NOTICE Date Received: 14-JUN-12 Permit Number: 722117 Contractor/HomeOwner: ELKHORN CONSTRUCTION,
INC. Address: Wasatch Type of Inspection: Action: Partial Rough In Accepted Comments or Corrections: Chromatograph Building electrically ok to occuppy Inspectors Name: Norman Feck Phone
Number: 877-320-9150 Date: 15-JUN-12 COLORADO STATE ELECTRICAL BOARD DEPARTMENT OF REGULATORY AGENCIES 1580 Logan SI. Suite 550 Denver, Colorado 80203-1941 Phone: (303) 894-2985 https:llwww.dora.stat
e.co.us/plslreaIlEp Web Inspection GUI.Process Paee Page I of I (,/1 R/2 01 2
Permit Card POST ON SITE Garfield County PermitNO, BLCO-4-12-2429 Building and Planning Department 108 8th Street, Suite 401 Glenwood Springs, CO 81601 Phone: (970)945-8212 Fax: (970)384-3470
Issue Date: 4/6/2012 AGREEMENT Permit Type: Commercial Building Work Classification: New Expires: 1 0/03/2012 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: :.:M:::o:.:b.:.:.il-=O"'ilccC::.:o"'r!::.p ______________ _ Job Address: SW1/4
Sec33, T6S, R95W PARACHUTE, CO 81635-Parcel #:217333100007 Owner's Phone: 281-654-6246 Total Square Feet: 80 Contractor/s) Phone Primary Contractor Work Description: Williams Field Services
Company, LLC (303)629-8417 Ves Inspection Scheduling Code Inspection IVR Comments Pass Date FIRE DISTRICT INSPECTIONS /PLEASE CALL FIRE DISTRICT) Footers 105 Foundation Walls 110 Framing
115 Drywall 120 Final 125 (!) IZ ;,rrd' '&-' 7-/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
Wasatch Compressor Station Vicinity Map • __ ' __ ._ .. ., _ _ ", "rr-----.-~ I tAt I ~ ; ;f ,.;-t" ~ t t~ t t ,. -• ; .". , ~ .; • . , \. . '.A.. A -, • A r ........ • " ;.. , " t -i
-,I' .. ~ A . r , J.oo _ .. PI. .. .... '4 . _11 A r ,. • ~ ..... ,.. 14 • T • I .. .. • y IIA.I. .. t • " '.". ...... . I.. ,..1 .. ..+ • • ,;+ .. • • •• • L ~ . .. " . .-Ii' II r ,.
r , \ ; .. -A r • •.. L B MoO •• ,t" .;+ • -r ~ , A , y • V -I ~_ 1-..... r I ,. L I \ I .. 1 .. ~~f 1'+ J~~ .. + ,,+ ...---<../• • • .'".. .... .. " UUL t • •• •• .A • " •• • • 10 ,...
I ~ • .,+ .,.. , 11 f . r1Ut~ ____ ~ ____ ~ ___~ "t_ _ ~~A '''1-• Y ' f • \a .... ... 4 • i-L •• ~. l! .. c • " 8 or B • t .J " r It v I: .. 1 VIS. -R.85'W. I~ ... " CONDITIONS OF PERMIT
BLCO-4-12-2429 Mobil Oil Corp/Bargath-Williams Chromatograph Building Wasatch Compressor Station Parachute, Colorado 1) ALL WORK SHALL COMPLY WITH THE 2009 IBC, 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_ S) 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 BATTERY 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, 10) GARFIELD
COUNTY FINAL INSPECTION REQUIRED FOR COMPLETION APPROVAL. -S-~e ~dt'~5 or /1>1111;1 # ~ M~ /'eru'f~i ---............... 1.. ......-.... ---
• • , \ • • L EXIIIIIIT A l[] I , OJ ' .... II J • • .. • . . • . ~ • • 0 . . l ui -[ 1 o • ( 'H • q • I I 10 u SW 1/4S.33 7.6S., R.96 W. PARCEL #2178-831-00-007 0 0 0 SURFACE OWNER:
OIL CORP o -II ~ , I: 0 N0I'10ec .. '
• • • .....-----1~----------------~-3-------10'---------------·------~·~1 CD CD CD CD CD CD CD 8' .,.-------------------------------~ --2) STATE OF COLORADO DIVISIC ~ ( .' HOUSING CD
CD 2'-3" 2' -4" CD CD ~-2'-4"-~ ~~-2'-3"----' FEB 17 2012 1 ' _71' 4 APPROVED 4' • CD CD CD CD 1'_91" CD CD KD 4 CD ROOF LAYOUT DETAIL --l .1._----RIDGE CAP 41 -1 1" . __ .. .r • ...;_-.-_
_.....__ _ _.r ROOF .----4_ . \~ ~.-.-~.--~-~-==~~~~--~;=--~.~-~~~ ,--' 71\ ~ Q). \.!; \61 CD . <E ". WALL PANEL ----....,-11 --. I 1 ~-----------~~----8'----------~·~1 I.. \ ~Ir q"ROOF..
. JRUS~ DETAIL . ~~?O IE., ~~?::;:;i~ 50,<" :~ .. ~.\ is;:' -;v ',., v ~ J f"I!t>',., no · BEIIUNT ENGINEERING COMPANY t ~t r U4SS W. ID 70, N. Fro.tage Road '1 \ ~I :'~rc ; W~caC rudist,
CO 80033.2101 ~, ~ ~~t.;; ~~~'1:-3 i!-;~~~ ~~$~~ '~~\.. ~\{J r---------------~~~~~==~~~~=_----~--~~~~~_=~~--~-------~_=~---~~ ~=~--------~ SIGNATURE/DATE REVISIONII lATE DESCRIPTION
OF REVISION REV 0, 11/7/11 ISSUE FOR FABRICATION ~II ~o~c~~.--------+-------------------~~-~~~~~-----+-~~~~~~~~~------------~ _ • R:" 4057 CAMELOT CfR LONGMONT, CO 80504 www.hoadinc.com
1In.E 35 34 a3 32 a1 30 29 28 27 26 25 24 23 22 21 2D 19 18 17 16 15 14 13 12 11 10 9 a 7 6 5 4 3 ROOF~r • A .... 2 1 2"X4"X14 6A. TS WALl/IIOOF -NOTES: 146AGEFLAT Ilftr~r1.a IHSS 412X14&A
-1. VllND LOAD: 100 MPH, EXPOSURE "C" 2. SNOW LOAD: 75 PSF 3. SEISMIC: SITE CLASS B,sdS=0.206, SD1 =0.047 4. INSULAnON: R-21 FlAME SPREAD: <20 SMO ICE DEVELOPED: 150-aOO 5A·36 SA-36
5. EmRlOR SHEET IRON: AMERICAN BUILOING COMPONENTS-·PBR" PANEL 26GA. 6. FASTENERS: 12~14X1" SELF TAPPING HEX HEAD WITH 5/1" O.D. WASHER@12" D.C. 7. INTERIOR SHEETING: 14GA ELECTRO-GALVAMIZED,
PAINTED WHITE BUILDINS CODE: 2006 IBC, 2008 NEC 8. TYPE OF CONSTRUCnON: Y-B 9. OCCUPANCY CLASSIFICAnDI: S-1 B B B 10. 10 FIRE RAnNG-aUILDlNG MUST BE A MINIMUM OF 3D' FROM ANY OlMER SlRUCTURE
DAVIS AND DAVIS WILLIAMS BARGATH 8·x10· CHROMATOGRAPH BUILDING ROOF STRUCTURAL/TRUSS DETAil CWO NO .tna NO REV""" 11"X17" 550A01109853 55DA011098 0 ~ ___________~ _________________~
_______________~ _________________________~ _________-----LSE--RIAL_IO_:_ __~ _OO__~ _______~ ~~n/11 ~ 53
• . 8 I 7 I 6 I 5 I 4 I 3 I 2 I 1 NOTES: • 1. POWER WIRING FROII JUNCTION BOXES TO GC BlJLDNG INTtIIOR COWPONENTS IS BY HOAD. 2. POWER WIRING flIOIoI HEAT TlW:E POWER CONoIECTION TO
~1ED SAIiIPlE TUBE AtIO PONYS II'( CONIIlACTOR. 3. CONOUCTORS Slzm TO ACCOUNT FOR CIRCUIT _1DTY COHTRACTOR I HOAD I COHTlIACTOR AHD IIOLTAGE DROP FOIl A JOO fOOT CIRCUIT lIHGTH. 0 12~
a!.!I~CIt:l1Z 4. INSlR\JWEHTAllON AND CONTROl. WIRING INTERNAl. TO --THE GC BUILDING IS BY HOAD. WIRING TO EX!"ERNAI. AnD INSTRUIoIEImi AND OEIIICES IS BY COHllIICIOR. I I 121;; 111£
I £BIIlIIZ AREA ELECTRiCAl RACK I I I I Bt.lEI-"7.]G~ 9lPS::.tZ~ -I 1:iA I 2 I X961BB 1(1-2/Cf12 WI CI«)} I I CH.JBAAl1ON Got.S CYUHDER BlANKET I I 12OVAC, O.IIA (7C1N) I l:iA I 1 X961BA
I( 1-2/CflD WI GHO) :1 " '" " '" GC BUII.DlNG IHTERIOR UGHTINQ STAT(: OF I 3 I I" . I t)1\J1.r~; t. r ~OLORAD '" " /,,12OVAC. 2.5A. JIJfJH 2011. I I '-;~ :~OJ IS 0 I 500 I I X961BD 1(1-2/CIS
WI GHO) I t I T-ST"T GC BUILDING HEATER F. . . dNG ~~ I 'VV"-IS143 gru {1~ I I I I 12OVAC. IliA £81 "2012 c I I I I 1---~ A. PPROVED I I 9Hp8=4!I1GC I I I PONY I 15A I HEAT TRACE HEATED
..... J X9620B I (1-2/c'1 0 WI OND) I J CONNECTION BOX 1 {L !l.. ..........H. -E-A...l.E.. _D S/A-M'Pl. .E. _ 1"U"-II-E' . .. _. ,.01 12 CVN;;, 7.~ -I I I 15A I T 62l1W-ekehtlt'.. r
/,£iH~1 kl'lZw.t/15 26) I X9620C 1(1-2/cl10 wi GHO) r 11 HEATED SAMPLE TUBE .~ I --... .,-I -_/~2~--'" '.:::: l2OVAC. 7.5-' ;Z~to,.t.d..rf CcjHJUI /o/~(.frcm . 15A I 36) I X962DE !<1-2/Cf10
WI GHO} -G1 HEATED SAMPlE TUBE ..fl. ___ /"::,,_/~ __ ,,,;,::,,_ 12OVAC. 7.5-' '"-'62SW ...........--I I I B I I I I L._ --I I I I gPHL-+"IlOC REJB-'UlQGC 5A I I 09636 1{1-2/CI. WI GNO)
r 1 CHROIotAT~ SER~ I M I ~ 1 24YOC. 2.1A C OUS. 5. 2A PtAK I I I ! I I -5A I 1<1 -2/C16 Wi ~) I <HClI 9 I D\l63eB I fU4 I I I I I ~~. 4.2A (lODW) I .a. I D\l63BA I (1-2/Cf6 wi GNO)
I I SPECTRA SENSOR I FU3 I 24YOC. 1.11A I --I I A I NO, TITLE SCAI..[ I NONE 1.10 DAY DH EM-ODe oc' ARfA ""~ REV OATE BY REV OATE BY ....... u I !<AS -.7i97i1 Harris Group Ino. .£!t:E
." .. 12rNAC U '" ~ CHI<'O ENERGY DH-EM-D12 HEAT ..., ...~ POWER " ..... ~LES . !APP'O ELECTRICAL ~ II .. " D"'~ ~ APP'0'1C GC METERING BLOCK lin, u.c fLd~. SCHEMATIC DIAGRAM iOATE 4-/~1
r I DRY HOlLOW COWPRESSOR STATION B It.~ ISSUED FOR CUEHT APPROVAL SlLT COLORADO " ~ !<AS ~ FOR INI ~ PROJECT UlV J)tt-REV~ REV BY PRElIlIlNARY ISSUE 61: -015
1 1 -w~ W Cl !!).. ~O ,• A :::3:: == , -HEAVY HEX NllT WI PLATE WASHER (SEE TABLE & NOTES) g ~ . a. Q. L_ __----t~_j_-T'"."O"' .. !R->'<:OU""G"'H"'C""ON=-C (TOC) HEAVY HEX NUT TACK WELD
OR • STAKE THREADS A36 THREADED ROD AS SHOWN ., " STAKE THREADS (DO NOT WELD) HIGH STRENGiH THREADED ROD I B EMBEDMENT LENGTH ! HIGH STANDARD i STRENGTH ROD ... -----f------I WASHER
DIA (0) TYPE TYPE THICKNESS AR HAR F·1554 F·1554 GRADE 36 GRADE 55 'A' 'A' 112 7 518 9 10 118 12 14 11 114 314 314 18 7/8 12 17 f---7-1-8-""----t--=.2:1. ---1--------1--1 14 1 24 1118
16 11-14-1----1'7' '---+-.-1318 19 f--1'--11"2= -+--.--2=0 ---.., 1112 29 13/4 18 19 21 23 26 28 5/16 318 f-'--:':-:--+---:-'---32 r~ 3/4 1_~2=4_-+_~=-_~ _ ~ I w -,-1 ~Cl -.~0 c HAS
SUPER THREADED ROD ASSEMBLY WI NllT & WASHER ~~ Q. Q. L __ __--:-,I~~~Tl.O&.lM!Q\1l"'~ilCiO'lN~~ C ., ~ . • (TOC) '= ~ DRILL BIT ---·-IE=:3 .:...-D~-'B' ..Ii i RODDIA. ---HILTI ANCHOR
ROD HIT-RE 500-SD F ~ . s~ I D EMBEDMENT LENGTH STANDARD HIGH ROD f--___ +-_ST_R_EN_G_TH-----l DRILL BIT DlA (0) TYPE TYPE D~. (121) I EAR HEAR Fy=36 KSI MIN. Fy=55 KSI MIN. 'A' 'A'
'B' 112 4114 6318 314 518 5 7112 718 314 6518 10 718 7112 11114 11/8 1 123/8 12 3/8 1 114 11/4 15 15 1112 SEE AR/HAR RODS TABLE FOR WASHER THICKNESS I I :----,--.-l FINISHED CONC TOP
-6' SCH. 40 '" STEEL PIPE FILLED WITH CONCRETE . -16' 121 HOLE FILLED , WITH CONCRETE ----.-,~~ -------. E I F I G I H EARTHWORK AND CONCRETE CONSTRUCTION NOTES I SPECIFICATION A. GENERAL
SITE INFORMATION 1. DESIGN CODE: IBC • 2009 ; OCCUPANCY CATEGORY: II. GARFIELD COUNTY. CO. 2. SNOW LOAD: 40 psi; (ROOF SNOW); Is = 1.0 3. WIND SPEED: 90 mph ; EXPOSURE: 'C' ; I w= 1.0
4. SITE CLASS = 'D' 5. SEISMIC DESIGN PARAMETERS; S5 = 0.361 ; S os= 0.38 } SEISMIC DESIGN CATEGORY (SOC) = B' I = 1 0 S,=0.075; So, =0.12 ' E . B-. EARTHWORK AND FOU. NDA.T ION CONSTRUCTION
t FOUNDATION CONSTRUCTION AND SITE PREPARATION METHODS SHALL FOllOW RECOMMENDATIONS OllTLiNED IN GEO·TECHNICAL REPORT NO. ADI 15032 PROVIDED BY TERRACON. SPECIFIC REQUIREMENTS ARE AS
FOllOWS: A. FOUNDATION SYSTEM: SHALLOW SPREAD FOOTINGS ON 2'-0' OF COMPACTED STRUCTURAL FILL. +10' OF RE-COMPACTED NATIVE SOIL B. FROST DEPTH: 36' C. SOIL COMPOSITION: SANDY & SIL TV
CLAY. 2. EXCAVATION AND BACK FILL: A. FOLLOW SPECIFIED RECOMMENDATIONS OUTLINED ON PAGES (4 TO I 1) OF THE REFERENCED ABOVE GEe. TECHNICAL REPORT. B. ENTIRE AREA AROUND EACH FOUNDATION
MUST BE THOROUGHLY PROBED FOR UNDERGROUND PIPE. CONDUIT. HIGH PRESSURE LINES. ETC. BEFORE ANY EXCAVATION BEGINS. C. STRUCTURAL BACK-FILL SHALL CONSIST OF CDOT ClASS 6 CRUSHED STONE AGGREGATE.
IT SHALL BE PLACED IN 6' MAX. LIFTS. STRUCTURAL FILL IN FOUNDATION AREAS SHOULD BE COMPACTED TO 95% OF THE ASTM·1557 MODIFIED PROCTOR DENSITY. 3. SUB-GRADE CONDITIONS SHOULD BE INSPECTED
BY A GEe. TECHNICAL ENGINEER PRIOR TO PLACEMENT OF ANY CONCRETE. STRUCTURAL Fill SHALL BE INSPECTED AND TESTED. C. CONCRETE 1. ALL CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF
ACI 301 SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS LATEST EDITION. TO -'C1·318-!l8 BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE. CONCRETE STRENGTH TEST SHALL BE PERFORMED
IN ACCORDANCE WITH THE REQUIREMENTS OF ACI·318. CHAPTER 5. -2 27 37 112 2 CONCRETE AND REINFORCEMENT SHALL BE DESIGNED AND PlACED IN ACCORDANCE WITH THE ACI BUIWNG CODE REQUIREMENTS
FOR REINFORCED CONCRETE AC~318-!l8. ACI·305 'HOT WEATHER CONCRETING' AND -'C1·306 'COLD WEATHER CONCRETING" SHALL BE FOLLOWED. 2 -3 4 2 1/4 30 41 2112 33 46 5/8 ANCHOR ROD DETAIL SCALE:
NONE EPOXY ANCHOR ROD DETAIL SCALE: NONE IYPI<;&.i\Iit<t!9R ROD NOTES: 1. NUTS SHALL BE ASTM A·563. GRADE C. WASHERS SHALL BE ASTM F-ll44. 2. ALL DIMENSIONS ARE IN INCHES, USE ANSI B18.22.1
1965 (RI975) TYPE B, REGULAR FOR DIMENSIONS. 3. EDGE DISTANCE SHALL BE 5d OR 4' MIN. FOR STANDARD ANCHOR RODS; 7d OR 6' MIN. FOR HIGH·STRENGTH RODS. 4. ALL ANCHOR RODS PROJECTIONS SHOWN
ON THIS DRAWING SHALL BE MEASURED FROM THE TOP OF THE ROUGH CONCRETE AND NOT FROM THE GROUT. ANCHOR RODS SHALL BE SET WITH A TEMPLATE. CLEAN OIL AND RUST FROM ALL ANCHOR RODS PRIOR TO
PLACING 5. TYPICAL ANCHOR ROD CALL-OUT SHALL BE AS FOLLOWS: 314 AR 22' (18' + 4') PRECAST CONCRETE -SLEEPER .. ----".( ROD D~ETER ~ I I PROJECTION TYPE OF ANCHOR ROD EMBEDMENT LENGTH
TOC --.------..--., ---TOTAL LENGTH -----'" -SEE NOTE 2 OWG. WA.sc-l 00 ~-BOLLARD DETAIL SCALE: NONE EHf/IKeer siMI/held i/m4 9htu~k",fI";;11 AHa' pre c~ ~Jftl"';'tm j7/ACe;n(II1f. /?t~de
~ IIfJ;lKt?V.I'/J!i,wf n Cojt:iH.d IJl5j'echdH, r -~ ------.------~--=--'--_._---_._. ------, .' -1-----\ , , , l __. _ __ RE-COMPACTED TO 95% SPO .NATIVE SOIL I 1--2'-0' ., ... -2'-0'
TYPICAL FOUNDATION CONSTRUCTION DETAILS SCALE: NONE --COMPACTED TO 95% MPD CODT CLASS 6 (OR SIMILAR) CRUSHED STONE AGGREGATE. NATIVE SOILS MAY NOT BE SUITABLE FOR STRUCTURAL FILL s"'"""
3. CONCRETE PARAMETERS SHALL BE AS FOLLOWS: EXPOSURE CATEGORY & CLASS 1---=--,----,-----I'e F C SpAT FREEZING CORROSION SULFATE PERMEABILITY 28 DAYS THAWING PROTECTION EXPOSURE Fl Cl
SI PO 4500 psi CEMENT I TYP~ J II WIC RATIO 0.45 AIR CONTENT 4.5% TO 7% MAK SLUMP ALLCONC. 4' TO 6' OTHER PROVISIONS NIA ~' ____ ~ ___ ~ ______ L-_ _ ~ ___ ~ _ ~ ______ ~ ___ ~ _____
_ LEAN CONCRETE SHALL BE (f' c) 1500 psi 4. AGGREGATES SHALL BE CRUSHED STONE CONFORMING TO 'SPECIFICATION FOR CONCRETE AGGREGATES' ASTM C33. 5. WATER USED IN MIXING CONCRETE SHALL CONFORM
TO ASTM CI602. 6. REINFORCING BARS SHALL BE DEFORMED, INTERMED~TE GRADE NEW BILLET STEEL CONFORMING TO ASTM A615INClUDING SUPPLEMENTARY REQUIREMENTS SI. GRADE 60 (420 MPA). FIELD SPLICES
AND DEVELOPMENT LENGTH SHALL COMPLY WITH THE FOLLOWING SCHEDULE. UNLESS NOTED OTHERWISE. r---TEL TEL ! TLS TLS REBAR SIZE HDL TOP OTHER I TOP OTHER \'tHERE _. #4 7 25 -,1=9---t_"3,2~
~s.. _ #5 I 8 31 24 40 31 ___ ~~~-+~1~0 __ +-.~3~7 __ +-~2~8 _ t·_~4~8 37 #7 12 54 42 70 54 1-------#'80 ::--1---. 1-3 --62 47 60 62 #9 15 70 54 91 70 #10 17 78 60 102 78 #11 19 87 67
113 87 REINFORCEMENT SHALL BE INSPECTED BEFORE CONCRETE IS PLACED A. TEL = TENSION EMBEDMENTLENGTH TLS = TENSION lAP SPLICE LENGTH HDL = HOOK DEVELOPMENT LENGTH B. "TOP' BARS ARE ALL
HORIZONTAL BARS SO PLACED THAT MORE THAN 12' OF FRESH CONCRETE IS CAST IN THE MEMBER BELOW THE DEVELOPMENT LENGTH OR SPLICE C. ALL BARS THAT ARE NOT 'TOP" BARS ARE 'OTHER' BARS 7. CONCRETE
PROTECTION FOR REINFORCEMENT -CLEAR DISTANCE FROM FACE OF CONCRETE TO BAR SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: A. CONCRETE DEPOSITED AGAINST GROUND OR VOID FORM: 3' B. CONCRETE
SURFACES EXPOSED TO WEATHER OR IN CONTACT WITH GROUND AFTER REMOVAL OF FORMS; 1 y,' FOR #5 BARS AND SMALLER. 2' FOR ~ THROUGH #18. C. SURFACES NOT EXPOSED TO GROUND OR WEATHER: W FOR
SlABS AND WALLS WITH #11 AND SMALLER BARS. 1 %' FOR BEAMS AND COLUMNS. 8. EXPANSION JOINT MATER~L FOR EXPANSION OR ISOlATION JOINTS SHALL BE PREMOLDED, BITUMINOUS IMPREGNATED FIBERBOARD
CONFORMING TO ASTM D994. 9. JOINT SEAlANT FOR ALL CONCRETE CONTROL, CONSTRUCTION AND ISOLATION JOINTS SHALL BE SIKAFLEX·1A BY SIKA CORP., OR APPROVED EQUAL. 10. GROUT USED FOR VARIOUS
APPl.ICATIONS SHALL BE AS FOLLOWS: A. GROUT USED FOR STRUCTURAL STEEL COLUMN BASE PLATES SHALL BE PREPACKED, HIGH·FLUIDITY NON-5HRINK, NATURAL AGGREGATE GROUT SUCH AS 'MASTERFLOW 713
PLUS' BY BASF (FORMERLY MASTER BUILDERS) OR APPROVED EQUAL. FOLLOW MANUFACTURER'S INSTRUCTIONS FOR INSTALlATION. SPACE BETWEEN THE ANCHOR RODS AND OVERSIZED HOLES IN THE BASE PLATE SHALL
BE FULLY GROUTED WITH NON-SHRINK GROUT TO ASSURE PROPER SHEAR TRANSFER GROUTING SHALL BE PERFORMED ONE BOLT AT A TIME, WHILE OTHER BASE PLATE RODS ARE FULL YTIGHTENED. B. GROUT USED
FOR GROllTING COMPRESSORS, TURBINES, LARGE PUMPS, AND OTHER RECIPROCATING OR ROTATING EQUIPMENT THAT REQUIRES EPOXY GROllTING SHALL BE 'AVE STAR HP' EPOXY GROUT BY FIVE STAR PRODUCTS,
INC. OR APIPROVED EQUAL. FOLLOW MANUFACTURER'S INSTRUCTIONS FOR INSTALlATION. C. GROUT USED FOR DRILLED AND EPOXY.GROllTED REBARS SHALL BE HILTI HIT RE500 EPOXY OR APPROVED EQUAL. 11.
VOID FORM MATER~L SHALL BE 'SURE VOID' OR APPROVED EQUAL. KEEP VOID FROM MATERIAL DRY DURING PlACEMENT AND INSTALL IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. VOID FORM SHALL
BE BIODEGRADABLE AND CAPABLE OF SUPPORTING THE FLUID WEIGHT OF THE CONCRETE. 12. ALL WELDING PROCEDURES, INCLUDING STUD WELDING. AND QUALIFICATIONS SHALL BE IN ACCORDANCE WITH AWS 01.1.
13. ALL SLABS SHALL BE GIVEN A FLDAT FINISH AS DESCRIBED IN AC1301. ALL WALKS AND EXTERIOR SLABS SHALL BE BROOM FINISHED AFTER CONCRETE HAS RECEIVED A FLDAT FINISH. 14. EXPOSED CORNERS
SHALL BE CHAMFERED Yo' UNLESS NDTED. 15. CHECK ALL ELECTRICAL, MECHANICAL AND PIPING DRAWINGS FOR Et.IlEDDED ITEMS (PIPE. CONDUIT. ETC.) AND BLOCKOUTS BEFORE PLACING CONCRETE. 16. IF
REINFORCING OR MESH IS FIELD CUT FOR SMALL OPENINGS. CONDUIT. ELECTRICAL BOXES. ETC. CllT REINFORCING SHALL BE REPLACED WITH AN EQUIVALENT AREA OF STEEL ALL SUCH BARS SHALL EXTEND 24'
MINIMUM (OR MESH lAP 2') BEYOND CORNER OR EDGE OF OPENING IF NECESSARY. REINFORCING SHALL BE BENT TO PROVIDE THIS MINIMUM EMBEDMENT. MAKE ALL BARS CONTINUOUS AROUND CORNERS. 17. THE
CONTRACTOR SHALL VERIFY ALL EQUIPMENT ANCHOR ROO DIMENSIONS AGAINST THE CERTIFIED EQUIPMENT DRAWINGS BEFORE PLACING CONCRm. TOLERANCES FOR ANCHOR ROD LOCATIONS AND ELEVATIONS SHALL BE
AS DEFINED IN THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) CODE OF STANDARD PlRACnCE. 18. ALL WATER STOP SHALL BE BENTONITE FLEXIBLE STRIP WATERSTOP BYVOLCLAY OR APIPROVED EQUAL.
D. CONTRACTOR'S MEANS AND METHODS 1. THE STRUCTURAL DRAWINGS AND NOTES REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. FOR THIS REASON. DURING ERECTION
OF THE STRUCTURE ANDIOR THE DEMOLITION OF THE STRUCTURE OR PORTIONS OF THE STRUCTURE, THE CONTRACTOR SHALL BE RESPONSIBLE FOR TEMPORARY BRACING TO WITHSTAND ALL LOADS TO WHICH THE STRUCTURE
MAY BE SUBJECTED, INCLUDING LATERAL LOADS. EXCAVATIONS, SHORING, STOCKPILES OF MATERIALS AND EQUIPMENT, IN ADDITION TO ANY WORKER SAFETY REQUIREMENTS. SUCH BRACING SHALL BE LEFT IN PlACE
AS LONG AS IT MAY BE REQUIRED FOR SAFETY AND UNTIL ALL STRUCTURAL FRAMING AND DIAPHRAGMS ARE IN PLACE WITH CONNECTIONS COMPLETED. 2. DISCOVERY: DURING CONSTRUCTION. THE CONTRACTOR MAY
ENCOUNTER EXISTING CONDITIONS OR AS BUILT DIMENSIONS WHICH ARE NOT NOW KNOWN OR ARE AT VARIANCE WITH PROJECT DOCUMENTATION (DISCOVERy). SUCH CONDITIONS MAY INTERFERE WITH CONSTRUCTION
OR REQUIRE PROTECTION AND I OR SUPPORT OF EXISTING WORK DURING CONSTRUCTION, OR MAY CONSIST OF DAMAGE OR DETERIORATION TO THE STRUCTURAL MATER~S OR COMPONENTS WHICH COULD JEOPARDIZE
THE INTEGRITY OF THE STRUCTURE(S) PRIOR TO PROCEEDING WITH WORK RELATED TO SUCH DISCOVERIES. 3. IT IS THE CONTRACTOR'S RESPONSIBILITY TO IMMED~TELY NOTIFY THE STRUCTURAL ENGINEER OF
ANY DISCOVERY HE OR SHE IDENTIFIES THAT MAY INTERFERE WITH THE PROPER EXECllTlON OF THE WORK OR JEOPARDIZE THE INTEGRITY OF THE STRUCTURE(S) PRIOR TO PROCEEDING WITH WORK RELATED TO
SUCH DISCOVERIES. E. CONTRACTOR'S COORDINATION 1. THE CONTRACTOR SHALL VERIFY AND COORDINATE ALL DIMENSIONS AND DETAILS BETWEEN ALL TRADES, SUBCONTRACTORS AND VENDOR SUPPLIED EQUIPMENT
PRIOR TO COMMENCING ANY CONSTRUCTION. THE STRUCTURAL ENGINEER SHALL BE IMMEDIATELY NOTIFIED ANY INCONSISTENCIES RELATING TO THE STRUCTURE. FAILURE TO 00 SO SHALL RELIEVE THE STRUCTURAL
ENGINEER OF ALL CONSEQUENCES RELATED TO THE INCONSISTENCY. 2. SEE MECHANICAL. ELECTRICAL AND OTHER DISCIPLINE'S DRAWINGS FOR ADDITIONAL INFORMATION RELATING TO THE STRUCTURE. DATE I-------~~---------
---------------~--+--+-----AS NOTED -TITLE PROJECT NO. WILL~MSFIELDSE~ICES I~.~~~~~~~~~~~~~~~~~~~~~~~~~~~~ I-;:~;::;-:;:;::-:~LOCATION' GARFIELD COUNTY, COLORADO I~··--. ~~~~~~~SOR STATIONS
11057-18WA DESIGNED: 8. V1LNER ~------+--------.. -------------------+--t--+--+--t--r-----------------------------i------t-'-I'---r --~---r-i--t----------------------------+-----I ---A
JFOR I' 12122111 TF DWGNO. DE S C RI P TI ON NO. D E S C RIP TI ON DATE BY NO. DES CRI PTI ON DATE BY REFERENCE DRAW INGS REVISIONS REVISIONS A J_ .. B I C I D I """WIt T. FARRIS 1-:~-p:-:-~,-----I--
-----I0® ~.c!~i~8~~/§o~sgineering, Inc. 8450 E. Crescent Parkway Phone: 303.714.4840 APPROVED: Greenwood Village. CO 80111 Fax: 303.714.4800 E I F I CONCRETE GENERAL NOTES AND STANDARD
DETAILS G I DRAWING NUMBER WA-SC-001 H REV. r--A 1 2 3 4
A I 1 -2 -3 -4 DWGNO. DESCRIPT I ON REFERENCE DRAWINGS A I B I c I ) ~ TYp[1\ \::J 8'-2" -~ .. ---t I I !o -' ~ ----\ J //S\TYP Y , I -----, -C--, ,I -r--'+-I ---!,.t -'----.J I I I
I I 1" -1-'-,I ,--r-------------------~--I--+---------------------~~ ,I ~ -------------j---+, -8 -f---I------~ .-----------------r~ _~L--' _-,I I 4f-~ , I TYP W"_i--~ 8'·O~ _1_9" _ SKID
(REF) 9'-6' -~ -. ----, CHROMATOGRAPH BUILDING FOUNDATION PLAN C6 BUILDING FRAME , ! I ,> , " . , . I : NO. B SCALE: 112'=1'-V I Bk TOTAL SLEEPER WEIGHT. (4k PER LIFTING LUG) " . . .
.. . -, -#6~,_rl_ l'.j)' l'.j)' , . > • ", • .. \ ., ., .", --LAP WITH BOnOMBARS SECTION SCALE: 3/4"1'-0' --------------DESCRI P TION REVISIO NS I --DATE BY c W.P. S. 15'-O' W. 75'-O'
A NO. I I I J JFOR I D I NOTE: 1. ALL SLEEPERS SHALL BE PRE-CAST WITH LIFTING LUG AND DELIVEREDIINSTALUEC AT WHEELER GULCH SITE. 2. (*) = FIELD VERIFY WITH THE EXISTING GRADE AND ADJUST
ACCORDINGLY TO MEET REQUIRED TOC ELEVATlON AS FOLLOWS: a) EXCAVATE AT THE REQUIRED DEPTH (DEEPER THAN 3'-0') TO ACHIEVE TOC EL. 100'-0' IF GRADE IS CLOSE TO 100'-0'. b) IF PRE-CAST SLEEPER
PROJECTION SHOULD EXCEED 12', INSTALL ADDITlONAL SOIL AROUND THE SLEEPER TOP TO ACHIEVE 3'.j)' FROST PROTECTION. c) SHALL BE 3" MINIMUM E I > > > > > > > > > > ( -W. 1-050-'-0-' W.1+O(I-()'
W. 0-050'-O' ~.-.. -E. Q-050'.j)' _ F , L _ I I i ---'~=+-I--1-----GC UILDING --------.-I .-... I 9 Co ' 'l" --;if--I r-I -~ I G .. ---I 1--I H < < < < < < < < < < d) FINISHED GRADE
SHOULD SLOPE A MINIMUM OF 1'-0' IN THE FIRST 10'.j)' AWAY FROM THE BUILDING. E. 1~0'.j)" 1-1-f -#5, n._@9' O.C. SEE NOTE 2 --~-._.-I . ", " , . -(3) #5 EA. SIDE , . ' .• =::T #5@9"O.C.
SECTION SCALE: 314"1'-0' 12122111 TF DES C R I PTION REVISIONS D I DESIGNED: I ) ~~~~~/~~~~~~~/~~~~~~~~/~~~~~~~~~/~~~~~~,~~~/~~~~~~/~~~~~~~~/~~,~~~~~'_~~~~_A_~~ Yo'EARB%'(6%'+2j .~ 2'
PROJ. INSTALL Ys' CLAMP WASHER AT CONTRACTORS OPTION. AS NOTED LIFTING LUG . POCKET ""TE ---6' 1'-0' 6" 1---6' --6' T ---I ,------1 I i~+--, J ---_ 3-L §:--I LII /II I DETAIL SCALE:
1'=1'-0' --"',~ ON HOLD -FOR MODEL KEY PLAN SCALE: NO SCALE -, TITLE PROJECT NO. B. VILNER 11/22111 WASATCH WILLIAMS FIELD SERVICES 1.·,:-:/:i~A, I-------------------4-----.:.....:.:.~.:----I
DRAWN T. FARRIS 11/22111 GARFIELD COUNTY, COLORADO COMPRESSOR STATIONS 11057 -18WA ~~~==-~~~-=------------~====~ ---f-----... @® ~.'!~i~.~~/§o~sgineering, Inc, DRAWING NUMBER CHECKED:
1---------+------1 8<150 E. Crescent Parkway Phone: 303.714.48<10 Greenwood Village, CO 80111 Fax: 303.714.4800 E I F I CONCRETE CHROMATOGRAPH BUILDING FOUNDATIONS G I WA-SC-100 H 1
-2 -3 4