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I Garfield County Building & Planning Department 108 8th Street, Suite #401 Glenwood Springs, Co. 81601 Office:970·945·8212 Fax: 970·384-3470 Inspection Line : 970·384-5003 Building Permit No. _LQ93~'- Parcel No : 2167-212-00-008 Locality: Job Address: ____ ______,0~(0""'--"?f>~ __ c_r 2_1_1 '--' O_e_B_eq_,_u_e ________ _ Use of Building: ______ T_e_m_,_po_r_ary-'--Em__,p'--lo-'-y_ee_h_o_us_in_,g'--'(_m_an_c_a_m!....!.p ) ____ _ Owner: Chevron USA Contractor: N/A Fees: Plan Check: $ 154.2 1 Septic: $ 73.00 Bldg Permit: $ 237.25 1 level manu. Bdlg: $ 400.00 Total Fees: $ 864.46 Clerk: ~lr Date: ~-!-oE I I Parcel No: pI . Ce o ._f/1. Cl,(_ GARFIELD COUNTY BU ILD ING P E RMIT PPLICATION 108 8 th Street , Suite 40 1, G lenwood Springs, Co 81601 Phone: 970-945 -8212 I Fax : 970-384-3470 I Inspection Line: 970 -384-5003 \\ \DI'.gnrOcld -county .com 2167-212 -000-08 f"'"'jJ.lC.. (fl ~"} ' \ . "' .r~ ./') 2 J ob Address: _. ~ ""~ -.-~· 1 ~·a~~"'-' No address assigned -remote location . Phys ically located about 0.6 mile n orth n orthwest of Intersection of CR 204 an 211 . 3 Lot No: NA Block No: Subd.l Exemption : 4 Owner :. C H-rs:V r2q.1 U,)f( J rMtt<lrcss Ph : Wk Ph ; 1437 S. Boulder Ave., Tulsa, OK 74119 -3623 918-742 -5531 9 18-742-5531 5 Contracto r: NA Address ~ b'j-~({3-2~ ,q ~~~ 6 Arc hitect I Engineer: NA Address Ph : Alt Ph : l 7 Sq. f't. o f Building : Sq. Ft. o f Lot: 58 ,500 sq. ft . I Ieigh t: 11 .125 ft . No. of F loors : 765 sq. ft . each unit Single story 8 Usc of Building: , Man camp sleeper un1ts to support natura l gas field d e velopment operations lC:VV\{J . 6 W~pt<>w 9 Describe W o rk : Placement of modular unit s and structural supports on site, utility hookups tf.sEJ " ...__ -.1 I 10 C loss o f Work: ](~New o A lterati o n o Addition I I Gnrnge: NA Septic: o Attached 0 Detach ed »ISDS o Community 12 Driveway l'crmit: • Yes GRB0t-D_ .. 4b_ Owners valuati on of W o rk: $ $60,000 p er unit ~OTICt: &uhJuilx, This oppti cetion for a Building Pcnnit must be signed by the Owner oft he prope rt y, desc ri bed abo\'C , or an Authori ze d agent . If the signa ture below is notthnt oft he Ow ner, a sepamte lc11er of authority , sign ed by th e Ow ner, must be pro\'idcd wit h this Appl iCil tio n. ~~:~t,~ A lluilding Pcnni t cn11110t be iss u<d without proof oflcgal Md adeq uate access to th e pro perty for puJl'OSc-s o f in spec tions by th e lluild ing Dcpnrtrncnt. C j_,, Mnhiple separate pe nn it< rn ny be required : (I ) Stat e Electri cn l l'ennit. (2) County ISDS l'ennit , (3) anot her pc nni t required for use on the propcny identified abo\'e, e.g. State or County Highway/ Ro ad Acccss or a State Wastewater Discharge Pcnni t. ~~gid ~nmll A Bu ilding Pcnnil becomes nu ll an d void if th e work au lhorizcd is not com menced wi lhin 180 clays of the tlatc of issuance and i f work is suspended or abandoned fo r a period of 180 dB)'! nfler commencement CERT I FICAT IOi'i I h~reby cert ifY that I h a\•e read tlli s Application and t hat the in fomatio n conlO'ined abo\·e i1 1n1o and correct. I understand th:~t lhe Duildins Depar1m cnl a~cepts th e Appl it>oli on, o l ons with the plans and specifications an d other data submitted by me or on my bc half(submillnls), bascd upon my ccrti fi cation u to accuracy. Assumi ng completeness o(the subrniuals and appmval of this Application, a Bllilding Penni I will be issued granting pennission to me, as 0\\ncr, to construct the s trucluR(s) an d facilities deta iled on the submittals reviewed by the Build ing Department . In consideration of the issuance ofU•e Build ing Pennit, I ag ree that I and my age nt s will comply with provisions ofany federal, state or local law regu lating the work ond the Garfield County Bu ilding Code, ISDS regu lations and a pplicable land use regulatio ns (Cow1ty Regulat ion(s)). I acknowledge that the llui ld ing Pennit rnay be suspe nded or nl\'oked.upon notice frorn the County, if the location , coratruc tio n or usc oft he structurc(s) and facility(ies), described above. are not in compli ance with County Regulation(s) or any other applicable law . I hereby gran t pennission to the Building Department to enter the property, described abo\'e, to inspec t the work I further acknowledge that the issuance oft he Building Pcnnit dou not prC\'etll the ll uild ing Official frorn : (I) requiring the correction of errors in the subrnillals . if any. disco ,·ered after issuance; or (2) stopping const nrction or use of the stnrcture(s) or fac ility(ies) tf sm:h rs in' rolntron of Coun ty Re gulation(s) or any othe r app licable law. Rc\•iew of thi s Application, includi ng subrmllo ls, and mspecti ons of the work by the Build ing Department do not const itute an acccptance of rcsponsibrlity or lr ability by the Coun ty or error>, omi ssions or discrepancies. As the Owner, lack no'\ ledge that 1Csponsi bility for compliance wi th fedcraJ, state and local la,,·s and County RegulAtion s rest wit h me and my ftu thorized agents , including wi thout limitati on my Architec t designer, eng ineer and! or bui lder. I I IERmY ACKNO WI E D~'IIAT I IIi\ \'E READ AND UNDE RSTA:'-10 TiiE i\'01'1 CE & Ct:RTIHCA 1'10~ ABOVE : ~ --~ +/11/o~ OWNimS S C . AT ll llE OATE •sleeper units are owned by Helmench & Payne, In c ., but the un1ts will be located on Chevron U .S .A . Inc. property STAFF USE ONLY Special C ontlllions: 2oo7-n__ Adjusted Valuation: \~ 176(/IJ Permit Fee : )37 :\l anu home Ftc: L1 00 t/U Mise Fees: c/ ISDS No & Issued Da te: L\L\L\L BP No & lssut Dftlt : oct~l JS DS Fee: cA Tot a l Fees: /3 Fe u t>a id : ~1o ·l-~ Ua lancc Due: c:J/ <..f · Ak Consl Type: Zoning: -'2.--JZ".B ULDG DEP T: PLNG DEPT: y -3()-0 DATE A Q_ The following items are required by Garfield County for a final inspection: l. A final Electrical Inspection from the Co lorado State Electrical Inspector ; 2. Permanent address assigned by Garfield Co unty Building Department po sted where readily visible from access road; 3. A finished roof, a lockable hou se, complete exterior siding, exterior doors and windows in stalled , a complete kitchen with cabinets, a sink with hot & cold running water, non -absorbent kitchen flo o r coverings, counter top s and finished walls, ready for sto ve and refrigerator, all necessa ry plumbing; 4. All bathrooms must be complete, with washbowl , tub or shower, toilet stool, hot and cold running water, non-absorbent floor s and walls finished and a privacy door; 5. All steps outside or inside over thre e (3) steps mu st have handrails, guard rails on balconies or decks over 30" high constructed to all 113C and IRC requirements; 6. Outside grading done to wh ere water will detour away ti·om the building; 7. Exce ptions to th e outside steps, decks and grading may be made upon the demonstration of extenuating circumstances, i.e. weather, but a Certificate of Occupancy will not be issued unti l all the required items are completed and a final in spec tion made; 8. A final inspection sign off by the Garfield County Road & Bridge Department for driveway installation, where applicable; as well as any final sign off by the Fire District, and/or State Agencies where applicable. 9. If you will be connecting to a public water and/or sewer system , proof of the tap fees have be en paid and the connections inspected by the service provider pri or to issuance of a C.O. A CERTIFICATE OF OCCUPANCY WILL NOT BE ISSUED UNTIL ALL THE ABOVE ITEMS HAVE BEEN COMJ>LETED. ****A CERTTFICA TE OF OCCUPANCY MAY TAKE UP TO 5 BUSINESS DAYS TO BE PROCESSED AND ISSUED. ****CANNOT OCCUPY OR USE DWELLING UNTIL A CERTIFICATE OF OCCUPANCY (C.O.) IS ISSUED. OCCUPANCY OR USE OF DWELLING WITHOUT A C.O. WILL BE CONSIDERED AN ILLEGAL OCCUPANCY AND MAY BE GROUNDS FOR VACATING PREMISES UNTIL ABOVE CONDITIONS ARE MET. I understand and agree to abide by the above conditions for occupancy, use and the issuance of a Certificate of Occupancy for the dwelling under building permit # _____ _ 4/flr-____.__~h ..L__I)o ~-- Signature Dpappl icationoctober2006 Date VALUATION FEE DETERMINATION Applicant Address Date -:'C:'h':'e-"vr:.::o.::n ___________ Subdivision Debeque Lot/Block -'4:'i/3;:;0:=;:/2~0;;:0';;8-----------Contractor Finished (Livable Area): Main Upper Lower Other Total Basement: Unfinished Square Feet Valuation Conversion of Unfinished to Finished Total Valuation Garage: Valuation Crawl Space Valuation Decks/ Patios Valuation Covered Open Type of Construction: Occupancy: Valuation Total Valuation sf sf sf sf X $74.68 0 sf sf X $41.00 sf X $33.68 sf X $18.00 1530 sf X $9.00 Commercial sf X $24.00 sf X $12.00 sf X sf X sf X sf X sf X sf X 0.00 0.00 0.00 13,770.00 0.00 0.00 13,770.00 PLAN REVIEW CHECKLIST Applicant Gl+t<IJ/UM.-.-.--Date Lt ""'36 .. c,A/' J Building _L_Engineered Foundation £Driveway Permit ~~ ~Surveyed Site Plan ~Septic Permit and Setbacks V Grade/Topography 30% ~ ~Attach Residential Plan Review List ~Minimum Application Questionnaire ~Subdivision Plat Notes Lire Department Review ~uation Determination/Fees £Red Line Plans/Stamps/Sticker ~Attach Conditions _L Application Signed ~Ian Reviewer To Sign Application --l..LParcel/Schedule No. _L 40# Snowload Letter-Manf. Hms. ,vk--Soils Report GENERAL NOTES: Planning/Zoning ~operty Line Setbacks ~ Stream Setbacks -- AoodPlain .t.L.._Building Height __tL__Zoning Sign-off ~Road Impact Fees _&_HONDRC Approval _Lorade/Topography 40% t,/t>ianning Issu~s fb..Lr :i1-.(.,_ s ~ -:Loc 1 -n_. ...Li1L_ Subdivision Plat Notes GARFIELD COUNTY BUILDING AND PLANNING 970-945-8212 MINIMUM APPLICATION REQUIREMENTS FOR CONSTRUCTION OF COMMERCIAL OR MULTI-FAMILY RESIDENTIAL BUILDINGS Including NEW CONSTRUCTION ADDITIONS ALTERATIONS And MOVED BUILDINGS In order to understand the scope of the work intended under a permit application and expedite the issuance of a permit it is important that complete information be provided. When reviewing a plan and it's discovered that required information has not been provided by the applicant, this will result in the delay of the permit issuance and in proceeding with building construction. The owner or contractor shall be required to provide this information before the plan review can proceed. Other plans that are in line for review may be given attention before the new information may be reviewed after it has been provided to the Building Department. Please review this document to determine if you have enough information to design your project and provide adequate information to facilitate a plan review. Also, please consider using a design professional for assistance in your design and a construction professional for construction of your project. Any project with more than ten (10) occu[Jants requires the plans to be sealed by a Colorado Registered Design Professional. To provide for a more understandable plan and in order to determine compliance with the building, plumbing and mechanical codes, applicants are requested to review the following checklist prior to and during design. Plans to be included for a Building Permit must be on draft paper at least l8"x 24"" and drawn to scale. Yes X No Not necessary for this project __ _ 5. Are the plans submitted for application review construction drawings and not drawings that are stamped or marked identifying them as "Not for construction, for permit issuance only", "Approval drawings only", "For permit issuance only" or similar language? Yes x No Not necessary for this project __ _ 6. Do the plans include a foundation plan indicating the size, location and spacing of all reinforcing steel in accordance with the uniform building code or per stamped engineered design? Yes No Not necessary for this project_x_ 7. If the building is a pre-engineered structure, is there a stamped, signed engineered foundation plan for this building? Yes__ No__ Not necessary for this project_x_ 8. Do the plans indicate the location and size of ventilation openings for under floor crawl spaces and the clearances required between wood and eat1h? Yes No__ Not necessary for project_x_ 9. Do the plans indicate the size and location of the ventilation openings for the attic , roof joist spaces and so ffits? Yes No Not necessary for this project_x_ 10 . Do the plans include design loads as required under the IBC or IRC for roof snow loads , (a minimum of 40 pounds per square foot in Garfield County)? Yes x No Not necessary for this project __ II . Do the plans include design loads as required for floor loads under the IBC or IRC? Yes X No__ Not neces sary for thi s project __ 12. Docs the plan in clude a building section drawing indicating foundation , wall , floor , and roof construction? Yes _x_ No __ Not necessary for this project __ 13 . Is the wind speed and exposure design included in the plan ? Yes_x_ No Not necessary for this project __ 14 . Does the building section drawing include size and spacing of floor joists, wall studs, ceiling joists, roof rafters or joists or trusses? Yes _x_ No__ Not necessary for this project __ 15 . Does the building section drawing or other detail include the method of positive connection of all columns and beams? Yes _x_ No__ Not necessary for this project __ 3 26. Do the plans indicate the location and dimension of restroom facilities and if more than four employees and both sexes are employed, facilities for both sexes? Yes_x_ No__ Not nece ssary for this project __ 27. Do the plans indicate th at restrooms and access to the building are handicapped access ible? Yes No Not necessary for this project_x_ 28. Have two (2) complete sets of construction drawings been submitted with the application? Yes x No 29. 1-lave you designed or had thi s plan designed while considering building and other construction code requirements? Ye s_x_ No__ Not neces sary for this project __ 30. Does the plan accurately indicate what you intend to construct and what will receive a final inspection by the Garfield County Building Department? Yes X No 3 I . Do your plans comply with all zoning rules and regulations in the County related to your zone di s trict? For corner lots see supplemental section 5.05.03 in the Garfield County Zo nin g Resolution for setbacks . Yes x No --- 32. Do you understand that approval for design and/or construction changes are required prior to the implementation of these changes? Ye s X No 33. Do you understand that the Building Department will collect a "Plan Review" fee from yo u at the time of application and that you will be required to pay the "Permit" fee as well as any "Septic System" or "Road Impact" fe es req uired, at the time you pick up your building permit? Yes X No 34. Are you aware that you are required to call for all in spect ions required under the ID C including approval on a final inspection prior to receiving a Certificate of Occupancy and occupancy of the building? Yes x No ---- 35. Are you aware that the Permit Application must be signed by the Owner or a written authority be given for an Agent and that the party responsible for the project must comply with the Uniform Codes? Yes x No 5 Signature Date tf-/z-1 / ~ Phone: 7/) · Jof'-(,7Z3 (days); l. 8/ · ~S~--ZoB ¥ (evenings) Project Name: Project Address: ficeAAJt,l' 8_A.~i AJ AJI-.tUfl\ \ U# fA-o(,,tA,....., I0$50 t.tchmo~ Av, 1-.5r£ joe:> #tAJS+oAJ 11 X 77o4-"Z... Note: If you answered "No" on any of these questions you may be required to provide this informati o n at the request of the Building Official prior to beginning the plan review process. Delays in issuing the permit arc to be expected. Work may not proceed without the issuance of the permit. *If you have answered "Not necessary for this project" on any of the questions and it is determined by the Building Official that the information is neces sa ry to review the application and plans to determine minimum compliance with the adopted code s, plea se expect the following: A. The application may be placed behind more recent applications for building permits in th e review process and not reviewed until required information ha s been provided and the application rotates again to first position for review. B. Delay in issuance of the permit. C. Delay in proceeding with construction. *If you answered "No" to this question the circumstances described in the question could result in a "Stop Work Order" being issued or a "Certificate of Occupancy" not being issued . Bpcomm October 2006 7 August 29, 2007 Mr. Fred Jarman, Director Garfield County Building & Plarming Department 108 81 " Street, Suite 401 G lenwood Springs, CO 81601 Rc: Authorization to Represent Chevron - James S. Talbot Senior Counsel Sally Cuffin, Washington Group International Inc. Dear Mr. Bean: Law Department North America Exploration and Production Company 11111 S. Wilcrest #N2006 Houston, Texas 77099-4397 Tel 281-561-3536 Fax 281-561-3515 jtalbot@chevron .com Chevron U .S.A. Inc. (Chevron) has retained the services of Sally Cuffin of the Washington Group Intemationallnc .. Ms. Cuffin will represent Chevron in facility permitting for our Piceance Project in Garfield County, a role in which she will prepare and submit Special Use Permit Applications, ISDS, building, grading, pipeline, road crossing and other routine construction related appli cations and information on bchal f of Chevron. Ms. Cuffin is a l so authorized to participate in discussions before appointed and elected boards regarding the various applications, however at such meetings, her authority to legally bind Chevron is limited to th e tenus set forth in the Permit Applications or other written documents filed on our behalf. Sincerely, cc: Nicole Johnson Timothy Barrett S a lly Cuffin Geotechnical 1 -.~ngineering I~Group, Inc. GEOTECHNICAL INVESTIGATION Man Camp Piceance Basin Development Project Garfield County, Colorado, USA Prepared For: MCBU Major Capital Projects Company Chevron North America Exploration and Production 11111 South Wilcrest Street Houston, TX 77099 Attention: Timothy J. Barrett, P.E. Revised July 25, 2007 Job No. 2,628-C July 25, 2007 Geotechnical, Environmental and Materials Testing Consultants Grand Junction -Montrose -Moab· Crested Butte (970) 245-4078 • fax (970) 245·7115 • geotechnicalgroup.com 2308 Interstate Avenue, Grand Junction, Colorado 81505 TABLE OF CONTENTS SCOPE ....................................................................................................................................... 1 SUMMARY OF CONCLUSIONS ................................................................................................ 2 SITE CONDITIONS .................................................................................................................... 2 PROPOSED CONSTRUCTION .................................................................................................. 3 SITE DEVELOPMENT ................................................................................................................ 6 FOUNDATIONS .......................................................................................................................... 7 SPREAD fOOTING FOUNDATIONS ...................................................................................... B SKID ON GRADE -GENERATOR PAD AND TEMPORARY WATER TANK ONLY ......................... 9 SEWAGE DISPOSAL SYSTEM ............................................................................................... 1 0 WATER WELL .......................................................................................................................... 11 BELOW-GRADE CONSTRUCTION ......................................................................................... 12 CONCRETE .............................................................................................................................. 12 SURFACE DRAINAGE ............................................................................................................. 13 SOIL CORROSIVITY CONSIDERATIONS ............................................................................... 14 SEISMIC CONSIDERATIONS .................................................................................................. 14 CONSTRUCTION MONITORING ............................................................................................. 15 LIMITATIONS ........................................................................................................................... 16 FIG. 1 -VICINITY MAP FIG. 2-LOCATION OF EXPLORATORY TEST BORINGS FIG. 3-KEY TO SYMBOLS FIGS, 4 THROUGH 17-LOGS OF EXPLORATORY TEST BORINGS FIGS. 18 AND 19-SWELL I CONSOLIDATION TEST RESULTS FIG. 20-DIRECT SHEAR TEST RESULTS FIGS. 21 THROUGH 32-PERCOLATION TEST RESULTS FIG. 33-FROST PROTECTION CONCEPT TABLE I-SUMMARY OF LABORATORY TEST RESULTS SCOPE This report presents the results of our geotechnical investigation for the proposed Chevron Man Camp in the Piceance Basin Development Project in Garfield County, Colorado. The subject site is located in northwest Y. Section 34, Township 6 South, Range 98 West, 6th Principal Meridian in Garfield County, Colorado. Our investigation was conducted to explore subsurface conditions and provide foundation recommendations for design and construction. The report includes descriptions of subsoil and groundwater conditions found in four exploratory test borings and eight percolation test holes, recommended foundation systems, allowable design soil pressures, and design and construction criteria for details influenced by the subsurface conditions. This report does not include final design criteria for the Man Camp Water Well. Supplemental study is warranted. The scope of this study does not include design of sewage disposal systems, which is performed by Washington Group. The report was prepared from data developed during our field exploration, laboratory testing, engineering analysis and experience with similar conditions. A brief summary of our conclusions and recommendations follows. Detailed criteria are presented within the report. Chevron Water Management Pond Plceanee Basin Development. Colorado, USA GEG Job No. 2,62B·P SUMMARY OF CONCLUSIONS 1. Subsoils found in the exploratory borings consisted generally of clay with shale fragments of various sizes and amounts to the maximum depth explored of 15 to 30 feet. Groundwater was not encountered on the day of drilling. 2. We believe shallow type foundations can be constructed to perform satisfactorily for the proposed structures. A discussion, including detailed design and construction criteria are included in the text of the report. 3. We believe slab-on-grade construction supported by the soils encountered will have potential for movement. Additional discussion, including design and construction criteria, is included in the text of the report. 4. Surface drainage should be designed for rapid runoff of surface water away from the proposed structure. SITE CONDITIONS The subject site was located in the northwest Y. of Section 34, Township 6 South, Range 98 West, 6th Principle Meridian in Garfield County, Colorado. A vicinity map showing the site location is included as Fig. 1. The subject site was located in the bottom portion of a valley which is bisected by Clear Creek. The valley bottom and Clear Creek drains form the north and west, down toward the south and east. There is an approximate 2,000 foot elevation difference between the valley bottom and the top of plateau on either side. The valley sides and bottom are formed by degradation, Chevron Water Management Pond Piceance Basin Dav.lopmtnt, Colorado, USA GEG Job No. 2,628·P 2 weathering and transport from the plateau. The major depositions identified are landslide colluvium and outwash planes. We reviewed USGS topographic mapping, see Fig. 1, to measure the valley sides slope up at an angle near 1.8 Horizontal to 1 Vertical near the valley bottom and gradually steeper to near 1.2 to 1.0 Horizontal to 1 Vertical near midslope to 0.75 Horizontal or less to 1 Vertical forming cliff line features near the top of the plateau. Based on our general site observations and topographical map review, we believe landslide movements in the vicinity have reached a factor of safety against movement of about 1.0 at a slope angle (or angle of repose) of about 1 to 1.5 Horizontal: 1 Vertical. PROPOSED CONSTRUCTION As described on Drawings provided by Washington Group International Titled "CVX Man Camp Layout" Project No. 29021-001 and Titled "Sanitary Sewer" Project No. 29021-001. The site development will consist of three mobile trailers, each 14 feet wide by 60 feet long, a sewage disposal system, a generator pad, a temporary water supply tank and water well and associated parking. Proposed construction in the Man Camp area is not sensitive to settlement I movement. Adjustments can be made to the trailer foundations. We used a tolerance of 4 inches total and 1 to 2 inches differential settlement for our consideration. The trailers will be set on temporary block and Schim Chevron Water Management Pond Piceance Basin Development, Cototado, USA GEG Job No. 2,628·P 3 foundations. The generator will be skid mounted and have an associated soil bearing capacity of less than 1,000 psf. The temporary water tank will have a soil bearing capacity of less than 2,000 psf. The parking area will be gravel aggregate covered. The Sewage Disposal System will be designed for a maximum effluent flow rate of 2,000 gallons per day. The water well require development to at least 2,000 gallons per day. Proposed construction is gas field industrial. There will be no landscaping, irrigation or finished areas. All structures will be manufactured as individual units off site and delivered to the subject site. If proposed construction is different from what is described above, we should be notified so that we can re-evaluate the recommendations given. SUBSURFACE CONDITIONS Subsurface conditions at the site were investigated by drilling and sampling four exploratory test borings and eight percolation test borings. The locations of the exploratory test borings are shown on Fig. 2. Graphic logs describing the soils found in the exploratory test borings, logs of percolation holes and field penetration resistance tests are presented on Figs. 3 through 15. Subsurface conditions encountered in test borings TH-1, TH-2 and TH-4 consisted of 10 to 20 feet of clay with shale fragments. Subsurface conditions encountered in TH-3 consisted of 14 feet of clay with shale Chevron Water Management Pond Piceance Basin Development, Colorado, USA GEO Job No. 2,628·P 4 fragments underlain by poorly sorted gravel to a depth of 15 feet below the ground surface. The clay with shale fragments was medium stiff to very stiff, moist, and brown. The poorly sorted gravel was slightly clayey, sandy, loose, moist and red. Groundwater was not encountered the day of drilling to the depths drilled. Two clay with shale fragments samples tested had a moisture contents of 17.6 to 20.9 percent, liquid limits of 31 and 35, plasticity indexes of 11 and 13 and 46 and 49 percent passing the No. 200 sieve (silt and clay sized particles). One clay with shale fragments sample tested had a moisture content of 17.6, a dry density of 80 pcf, a liquid limit of 37, a plasticity index of 18 and had 95 percent pass a No. 200 sieve. One clay with shale fragments tested had 15.8 percent moisture, a dry density of 83 and had 59 percent passing a No. 200 sieve. Two clay with shale fragment samples tested had moisture contents of 14.9, dry densities of 84 and 89 pcf and exhibited 0.4 percent one dimensional consolidation and 1.0 percent one dimensional swell when wetted under a confining pressure of 250 psf. One clay with shale fragments sample tested had a moisture content of 15.9 percent, a dry density of 92 pcf, a liquid limit of 32, a plasticity index of 8, 44 percent passing a No. 200 sieve, an internal angle of friction of 20 degrees and a cohesion of 232 psf. Two clay with shale fragments tested had water soluble sulfate contents of 14 and 78 ppm. Results of the laboratory testing are shown on Figs. 16 through 18 and summarized on Table I. Chevron Water Management Pol\d Piceance Basin Development, Cclotado, USA GEG Job No. 21628-P 5 SITE DEVELOPMENT Site grading plans were not available at the time of this investigation. We anticipate some minor grading may be included in the site development. Areas to receive site grading fill or structural fill should be prepared prior to fill placement. Subgrade soils or any subgrade in areas of should be stripped of vegetation and deleterious materials, scarified 10-inches, moisture conditioned to within 2 percent of optimum moisture content and compacted to at least 95 percent of standard Proctor (ASTM 0698) maximum dry density. Fill, less than 10 feet depth should be placed in 10-inch maximum loose lifts, moisture conditioned to within 2 percent of optimum moisture content and compacted to at least 95 percent of standard Proctor maximum dry density. If the onsite clay with shale fragment soils will be reused for general site grading, these, soils should be moisture conditioned within 1 percent below to 3 percent above optimum moisture content and compacted to at least 95 percent but not more than 98 percent of the maximum standard Proctor (ASTM 0698) dry density. Native site soils are not suitable for reuse within one foot of bottom of foundations as structural fill. Imported structural fill should consist of a material devoid of organics and deleterious materials with a maximum particle size of 2-inches, a maximum of 15 percent passing the No. 200 sieve and a maximum liquid limit of 30. Additional recommendations may be required for foundation areas as noted in the "FOUNDATIONS" section of this report. Sample site grading specifications are ChevrOn Water Management Pond Plc&ance Basin Development, Colorado, USA GEO Job No. 2,628-P 8 included in Appendix A. We believe utility installation in the clay with shale fragments may be accomplished using conventional excavation equipment. Utility trenches should be sloped or shored to meet local, State and Federal safety regulations. Based on our investigation, we believe soils at this site may be classified as either Type C, based on OSHA standards. Excavation slopes specified by OSHA are dependent upon types of soils and groundwater conditions encountered. Contractors should identify the conditions encountered in the excavation and refer to OSHA standards to determine appropriate slopes. FOUNDATIONS This investigation indicates subsurface conditions at foundation levels generally consists of medium stiff to very stiff clay with shale fragments with volume change potential. In our opinion, shallow foundations have been used in this area with satisfactory performance in conditions similar to those identified at this site. We recommend soils beneath footing foundations be scarified, moisture conditioned to with in 2 percent of optimum moisture content and compacted to at least 95 percent standard Proctor (ASTM 0698) to help reduce potential soil volume changes, to help reduce the Chevron Water Management Pond Piceance Basin Development, Colorado, USA GEG Job No. 2,6284' 7 influence of volume change potential of soils supporting the footings and provide a more uniform subgrade. An alternative of Skid on Grade foundations is presented for the generator and temporary water tank. We should be contacted to observe foundation excavations to verify conditions exposed and to identify if subgrade stabilization is needed. We present design and construction criteria for shallow, spread footing foundation below. These criteria were developed from analysis of field and laboratory data and our experience. The additional requirements (if any) of the structural engineer and structural warrantor should also be considered. Spread Footing Foundations 1. Spread footing foundations bearing on well compacted subgrade can be designed for a maximum soils bearing pressure of 1,100 psf. Loose soils, should be completely removed from foundation bearing areas, prior to placing concrete or structural fill. 2. The completed excavation, within 1 foot horizontally of footing areas should be scarified 10-inches, moisture conditioned to within 2 percent of optimum moisture content and compacted to at least 95 percent of standard Proctor maximum dry density (ASTM 0698) prior to placing additional structural fill or foundation concrete. We understand that on site soils will be used as well as compacted structural fill material. If an imported material is used the imported structural fill material should consist of non-expansive granular material with a maximum size of 2 inches, a maximum of 15 percent passing the no. 200 sieve and a maximum liquid limit of 30. A COOT Class 5 or 6 type material would meet these requirements and is recommended. Chevron Water M•nagement Pond Piceance Basin Development. Colorado, USA GEG Job No. 2,628.P 8 Structural fill should be placed in 1 0-inch maximum loose lifts, moisture conditioned and compacted as stated above. The onsite clay soils are not suitable for structural fill. The completed excavation should be tested for compaction, prior to placing of fill. Our representative should be called to test compaction, during structural fill placement. 3. We recommend a minimum width of 18 inches for continuous footings. Isolated pads should be at least 30 inches by 30 inches. The structural engineer should design reinforcement. 4. Based on a design soil bearing pressure of 1,100 psf, a footing width of about 1.5 feet and footings placed on well compacted subgrade the estimated post construction settlement is about 1 inch. If wider footings are used we should be contacted to review the estimated settlement and provide additional recommendations where needed. 5. Exterior walls should be protected from freezing. We understand the Garfield County Building Department recommends coverage of at least 36 inches at an elevation up to 8,000 feet and at least 42 inches for elevations above 8,000 feet for frost protection. Frost protection concepts are shown on fig. 27 6. The completed foundation excavation should be observed by our representative prior to placing forms, to verify the foundation bearing conditions and test subgrade and fill compaction. Skid on Grade -Generator Pad and Temporary Water Tank Only 1. Existing soils should be over excavated at least 1 foot horizontally beyond skid areas in each direction. The resulting subgrade should be prepared by scarifying 1 0-inches, moisture conditioning to with 2 percent of optimum moisture and compacting to at least 95 percent of standard Proctor (ASTM 0698) maximum dry density. We understand the on site soils will be used as well as compacted structural fill material. If imported material is used, the imported structural fill material should consist of well graded sands and gravels with a maximum particle size of 3-inches, maximum 15 percent passing the No. 200 sieve and maximum liquid limit of 30 percent. A Chevron Water Management Pond Piceance Basin Development, Colorado, USA GEG Job No. 2,6- 9 COOT type Class 5 aggregate base course would meet these criteria and is recommended. A sample of the proposed fill soils should be supplied to our office for acceptance testing, prior to use or import. Additional fill should be moisture conditioned to within 2 percent of optimum moisture content and compacted to at least 1 00 percent of standard Proctor (ASTM 0698) maximum dry density in 1 0-inch maximum loose lifts. 2. Foundations should be protected from freezing. We understand the Garfield County Building Department recommends coverage of at least 36 inches at an elevation up to 8,000 feet and at least 42 inches for elevations above 8,000 feet for frost protection. Frost protection concepts are shown on fig. 27. 3. The completed foundation excavation should be observed by our representative to verify subsurface foundation conditions are as anticipated from our borings and to test compaction. SEWAGE DISPOSAL SYSTEM Sewage disposal system design is not included in this scope of services. We understand Washington Group is performing the system design. Percolation testing was performed on March 13, 2007 in percolation holes P-1 through P-8 and on July 3, 2007 in percolation test holes P-9 through P-12. Profile test holes were observed at boring locations TH-1 through TH-4 and P-9 through P-12. Locations of test holes TH-1 through TH-4 and P-1 through P-12 are shown on Fig. 2. Percolation tests were performed in twelve test holes. Locations and depths of the percolation test holes were determined by others. Logs and legend of the soil percolation and profile borings are included on Figs. 3 through 17. Percolation tests were performed in test holes to depths of about 36 and 72 inches below existing grade. The percolation test holes were pre-wetted on March 13, 2007 and July 2, 2007. Results of the percolation testing are included in Figs. 21 through 32. Our opinion based on review of these findings is soils tested exhibit relatively slow to relatively fast percolation rates, depending Chevron Water Management Pond Piceance Basin Development, Colorado, USA GEG Job No. 2,628·P 10 on the area tested. A trench type system to direct effluent toward underlying gravel may be practical. WATER WELL Exploratory Borings TH-1 through TH-4 did not expose groundwater to the depths drilled. One additional exploratory boring was extended to a depth of 85 feet in the proposed water well location, Fig. 2. No free water was found to the maximum depth explored. However, based on our understanding of subsurface conditions, site geology and hydrology, we believe the first groundwater zone will be perched in or on clayey shale near the bottom of landslide deposits and more plentiful near Clear Creek. Free groundwater has been identified at two locations, to date, by geotechnical exploration in the Piceance Basin Development Project area. Groundwater was found approximately 7 miles north of the subject site at Well Pad 26-1, depth of 80 feet and approximately 1.5 miles north of the subject site at Laydown Yard, depth of 110 feet. We found an existing water well "stick up" at the Laydown Yard. The existing well has unknown construction. We recommend test the existing well, Laydown Yard to collect more data regarding water quality and yield at that location. The existing well, Laydown Yard produced in excess of 15 gallons per minute. Our calculations indicate a modest Chevron Water Management Pond Piceance Basin DeveiOpm~mt, COlorado, USA GEG Job No. 2,628·P 11 yield of less than 2 gallons per minute will be adequate to meet design needs at the Man Camp. BELOW-GRADE CONSTRUCTION No below-grade construction is anticipated at this site. Typically, foundation drains are not required for construction of this type. Crawl space areas should be sloped so that potential moisture will not collect in these areas, but flow out of the crawl space. Crawl space areas (where applicable) should also be well ventilated to help reduce humidity and potential musty odors. We can provide foundation drain details if requested. CONCRETE Two soils samples (TH-3 and TH-4 at 1 to 4 feet) were tested for water-soluble sulfates. These samples had a sulfate concentration of 14 and 78 ppm. Concentrations in this area have been shown to have a negligible effect on concrete that is exposed to the soils. We recommend a Type II (sulfate resistant) cement be used for concrete that is exposed to the subsoils. In addition, concrete should have a maximum water-cement ratio of 0.50. Chevron Water Management Pond Piceance Basin Development, Colorado, USA GEG Job No. 2,62B.P 12 SURFACE DRAINAGE Performance of foundations and concrete flatwork is influenced by surface moisture conditions. Risk of wetting foundation soils can be reduced by carefully planned and maintained surface drainage. Surface drainage should be designed to provide rapid runoff of surface water away from the proposed residence. We recommend the following precautions be observed during construction and maintained at all times after the construction is completed. 1. The ground surface surrounding the exterior of the buildings should be sloped to drain away from the buildings in all directions. We recommend a slope of at least 12 inches in the first 10 feet around the structure, where possible. In no case should the slope be less than 6 inches in the first 5 feet. The ground surface should be sloped so that water will not pond adjacent to the structure. 2. Backfill around foundation walls should be moistened and compacted. 3. Roof downspouts and drains should discharge well beyond the limits of all backfill. Splash blocks and downspout extenders should be provided at all discharge points. 4. Landscaping should be carefully designed to minimize irrigation. Plants used close to foundation walls should be limited to' those with low moisture requirements; irrigated grass should not be located within 5 feet of the foundation. Sprinklers should not discharge within 5 feet of foundations. Irrigation should be limited to the minimum amount sufficient to maintain vegetation; application of more water will increase likelihood of slab and foundation movements. 5. Impervious plastic membranes should not be used to cover the ground surface immediately surrounding the structures. These membranes tend to trap moisture and prevent normal evaporation from occurring. Geotextile fabrics can be used to limit the weed growth and allow for evaporation. Chevron Wat&r Management Pond Ptceanet SHin Development, Colorado, USA OEG Job No. 2,628·P 13 SOIL CORROSIVITY CONSIDERATIONS Our field study included performing field soil resistivity tests. The field soil resistivity tests were conducted in general conformance with ASTM test method G-57. The field soil resistivity tests indicate a resistivity of 5,659 Ohm-em at the proposed Man Camp. The American Water Works Association (AWWA) "M-11 Steel Pipe, A Guide for Design and Installation" indicates these values are considered "lightly corrosive". According to AWWA publications, cathodic protection is not required for lightly corrosive soils. In our opinion, no special corrosion protection measures or a pipe coating may be warranted, depending on Chevron design and risk management criteria. Pipe coatings should be designed to resist surface damage during transportation and installation. SEISMIC CONSIDERATIONS Foundation and floor systems include structural support from the surficial sandy, silty clay soils. Based on 2000 UBC, the site is located in Seismic Zone 1. The nearest mapped faults were about 45 miles southwest of the subject site and are associated with the Uncompahgre Uplift. Based on our understanding of proposed construction and subsurface conditions, we suggest a "Site Class C" be used for foundation seismic design Chevron Water Management Pond Piceance Basin Devalopmont. Colorado, USA GEG Job No. 2.628·P 14 as described in 2002 IBC. Based on the field and laboratory results we suggest a shear modulus of 4 ksi. Laboratory test of the shale fragment soil and subsurface conditions encountered in the exploratory test borings indicates that the material has a low potential for liquefaction. Based on the location of the nearest fault and the shear strength of the soils tested, the potential for sufficient energy from an earthquake event to generate liquefaction of the site soils is low. It is our opinion that structure design or site improvement to accommodate liquefaction during an earthquake event is not necessary at this site. CONSTRUCTION MONITORING Geotechnical Engineering Group, Inc. should be retained to provide general review of construction plans for compliance with our recommendations. Geotechnical Engineering Group, Inc. should be retained to provide construction-monitoring services during all earthwork and foundation construction phases of the work. This is to observe the construction with respect to the geotechnical recommendations, to enable design changes in the event that subsurface conditions differ from those anticipated prior to start of construction and to give the owner a greater degree of confidence that the structure is constructed in accordance with the geotechnical recommendations. Chevron Wal&r M1nagement Pond Piceance Basin Development, Colorado, USA GEO Job No. 2,t2B·P 15 LIMITATIONS Four exploratory borings were drilled in the proposed structure areas. The exploratory borings are representative of conditions encountered only at the exact boring locations. Variations in the subsoil conditions not indicated by the borings are always possible. Our representative should observe open foundation excavations, observe proof roll and test compaction of subgrade and structural fill soils (as applicable) to confirm soils are as anticipated from the borings and foundations are prepared as recommended herein. The scope of work performed is specific to the proposed construction and the client identified by this report. Any other use of the data, recommendations and design parameters (as applicable) provided within this report are not appropriate applications. Other proposed construction and/or reliance by other clients will require project specific review by this firm. Changes in site conditions can occur with time. Changes in standard of practice also occur with time. This report should not be relied upon after a period of three years from the date of this report and is subject to review by this firm in light of new information which may periodically become known. We believe this investigation was conducted in a manner consistent with that level of care and skill ordinarily used by geotechnical engineers practicing in this area at this Chevron Water Management Pond Piceance Basin Developmvnt. Colorado, USA GEO Job No. 2,626·P 16 time . No other warranty, express or implied , is made. If we can be of further service in di scussing the contents of this report or the analysis of the influence of the subsurface conditions on th e deve lopment or design of the proposed construction , please call. Sincerely , GEOTECHNICAL ENGINEERING GROUP, INC . ( 1 copy sent) 1 cc : tbarrett@chevron .com Chevron Water Management Pond Piceance Basin Development. Colorad o, USA GEG J ob No . 2,628·P Reviewed by: ;~~ Norman W. Johnston, P.E. Senior Engineer 17 Geotechnical Investigation Chevron Mancamp Garfield County, Colorado \ \ Job No. 2,628-C Vicinity Map ).. u ~ .t.:.. ,, Q: ., I .. ---·~ .. I I \ .. Fig . 1 \ ) ) } Note : Thi s figure was prepared based on a map provided by Washington Group and is intended to show approxim ate lo ca ti on s of Exploratory T es t Borings on ly. - N 39.49260° w 108.32284° }! N 39.492 7 4 o \;/ 10 8.3224 7 ° ··."> ""· I ~-. \ . \ \ T~1 • :; 1 \ \) oo / T H-2 P-2 P- 1y-··· , •o -, .... "':' TH-4 . · 0 · e ... • P-4 P-3 / N 39.49245° 0 0 TH-3. ~ W 10 8.32218° \ P -8 P-7 O ..,e>::r-- \ O p.s _.-0 P-11@3' \\ ~.P-10@3' \, / w 108.32212° \,...- Legend • Indicates approximate locations of Exploratory T e st Boring s 0 Indicates approximate locations of Percolation Test Borings using handheld GPS ...... Indicates approximate location of resistivity tests . Job No. 2,628-C Location of Exploratory Borings Fig. 2 I Geoteehnieal ~ .... Engineering Ia,. Gronp, Ine. Symbol Description Strata symbols ••• .,., . ... Notes: Clay with shale fragments Poorly graded gravel KEY TO SYMBOLS 1. These logs are subject to the interpretation by GEG of the soils encountered and limitations, conclusions, and recommendations in this report. 2. Results of tests conducted on samples recovered are reported in the report Figure 3 I Geoteehnieal PROJECT: .>:C~hci!vr'-"o"-n.!!M!!!on!!.C"'am!!!!!l'p'-------------PROJECT NO.: 2628-C ...... Engineering CLIENT: ~Co!!he:!vr!!:o!!!nJ:N!!!onh~A~m!!!!e:!!ri~ca!-______________________ _ •• Group, lne. LOCATION: ----------------ELEVATION: ------- LOG OF TEST BORING TH-1 DRILLER: WJ LOGGED BY: -----'C"'C._ __ DEPTH TO WATER> INITIAL: ~ AFTER 24 HOURS: ~ ------- 0 - '-- - - _L - - - DATE: 3/1212007 DEPTH TO CAVING: .C. Descliptlon Clay, with shale fragments, stiff to very stiff, moist, brown, (CL) Bulk sample taken at I to 4 feet Clay with shale fragments, moist, brown · Bulk 11112 CT I--I'-""- r/-· CT 23112 {i'~. ~: -17.59 CT 9112 ~ ~ ~ ~-~ ~ 1S6 Notes ~ ;;;--fm CT 9112 Soil related chemicals such as salts noted 1---'d-r 1---~ ·.·~ ~ . ·:'7' 1---1&-7' CT 14112 Soil related chemicals such as salts noted ~·~·~---------------~-~-~-~~~--------~~~~~~~~~ ~ ~ 1--- 1--- WL ~ ~ 1--- ~ WL 1--- ~ 1--- ~ (-.1L 1--- ~ Figure 4 Bon om of boring when terminated: 20 ft. Th'• 'ne ••. , ta •••· •·~·· ··~ ....... ••• •• I as balna lndlcltlvo nf tha silo. PAGE 1 of 1 I Geoteehnieal PROJECT: ~Cl!!he:l:vr[!!O!!_n !!!M!!!!on!..!C~a~mi!..P -----------PROJECT NO.: __ ,:.2~62!28~·C:...,__ ~ .... E ngineerlng CLIENT: ~C!!!he~vr~on!!..N~o,!!Jrth!!l.(!A!!!m!<!er!l:ica!!_ ____________________ _ .... Group, lne. LOCATION: ----------------ELEVATION: ------ LOG OF TEST BORING TH-2 DRILLER: _,W"'-J----------------LOGGED BY: CC DEPTH TO WATER> INITIAL: ~ AFTER 24 HOURS: ~ ------- DATE: 3112/2007 DEPTH TO CAVING: .!:.. 0 Description Clay with shale ftagments, very stiff, moist, brown, (CL) Bulk sample taken at I to 4 feet . . . . Bulk 19112 [:39,.RI-- ~ CT 2<112 Clay with shale ftagments, moist, grey, (CL) ~7 · CT 6/12 Soil related chemicals such as salts noted ~~~·~-------~~-~-~-~~~----~~~~~~4--4 Bottom of boring when terminated: 10 1\. l_ l_ l_ l_ f-lL l_ l_ l_ l_ f--.ll- l_ l_ l_ l_ f..-1!- l_ l_ l_ 1-- f--}..2.... "--- "--- "--- 1-- ~ 1-- 1- Figure 5 Thlo tlnn no..,.lns nnlv tft this hnrlnn and ohnuld nnt hoi lao holnn oftho silo, PAGE 1 of 1 I Geoteehnieal PROJECT: .!<C'!!he~vroe!!!n!!.!M'!!a!!!!n~C~am!!'IPI!.------------PROJECT NO.: ...... Engineering CLIENT: ;C,he~vr~on!!cN~o~rth~A,.m,.,en!!:'caO!.....-------------------- .... Group, lne. LOCATION: ---------------ELEVATION: ------ DRILLER: WJ LOGGED BY: __ __....\C~C'---- lQG QF uc~, n TO WATER> INITIAL: ~ ------AFTER 24 HOURS: ~ ------- 2628-C j_.:T.:E;S..:_T.:B::O:R:I::N:G_:T..:_H:.::·3:....1.!::DA~T_:E::...::=~~ DEPTH TO CAVING: L li!~l Description Notes • Claywith shale , stiff to very stilT, moist, brown, (CL) Bulk sample taken at 1 to 4 feet .7. :L.;;L I ~ .. 1 •• 1 0112 4~~ Clay, with shale fragments, moist, brown CT 15112 Soil related chemicals such as salts noted L--l~---~C~l~ey~':v~ith~s~h~al~e~fr~agm~e~n~ts~,m~oi~st~,y~ey~,~(C:L~)----~~~;;isffiil •. , 1 7' CT "" I~"" related chemicals such as salts noted ~ Clay with shale fragments, medium stiff, moist, brown, (CL) 'l-+' ,. 1-- 1- 1-- 1- 1-lL I- I-- Figure 6 Oravel~~-sliohtlv clovev. loose. moist. red. (QP\ Bottom of boring when : IS ft. Thlo • nnlu tn thlo ~ ··'· ~ ohnul• nnt · 7.7': ~ CE :'# loA CT 9112 loo holnn • nfthoolto PAGE 1 of 1 I Geoteehnieal PROJECT: Chevron Man Com~ PROJECT NO.: 2628·C -~ngineering CLIENT: Chevron North America Group, lne. LOCATION: ELEVATION: DRILLER: WJ LOGGED BY: cc LOG OF DEPTH TO WATER> INITIAL: ~ AFTER 24 HOURS: ~ TEST BORING TH-4 DATE: 3/1212007 DEPTH TO CAVING: L %=-.I! .!!, ~~ -"' Description ... t~ Notes d E ma C) II) 0 1---Clay with shale ftagments, stiff to medium stiff, moist, brown, (CL) k'Y-7 Bulk sample taken at I to 4 feet 1~7': 1---~ 8112 Bulk "--CT 1-- "--rL:"" 7112 Soli related chemicals such as salls noted CT f--L- I 1--- "-- "--. 1-- r7'. . . ~ CT 4112 Soil related chemicals such a& &alts noled 10 "--Bottom of boring when tenninated: 10ft. 1-- "-- 1-- 1--!!-- "-- "-- 1-- 1-- e--l..L 1-- 1--- "-- "-- 1--li-- 1-- 1--- 1-- 1-- ;..1!... "-- "-- 1-- 1-- f.-li- I-- 1---- Thla • na,.olnc nnlu tn thlo ho•lnn onrlshnulrl nnt ho, •• holnn lnrll•ltlua nr th• .... Figure 7 PAGE 1 of 1 I Geoteehnleal PROJECT: Chevron Man Cam2 PROJECT NO.: 2628·C ~..:ngineering CUENT: Chevron North America Group, lne. LOCATION: ELEVATION: DRILLER: WJ LOGGED BY: cc LOG OF DEPTH TO WATER> INITIAL: ~ AFTER 24 HOURS: ~ TEST BORING P-1 DATE: 311212007 DEPTH TO CAVING: .C.. ~~ .!.! 31., ~~ .c ~~ Description Cl. Notes .!:! I!! iii§ t!) en 0 Clay with shale fragments /.77, 1--P-1 was drilled for percolation only ~ 1-- 1-- Bottom of boring when terminated: 3 ft. ~ 1-- 1-- 1-- 1-- f-1L 1-- 1-- 1-- 1-- I-lL 1-- 1-- 1-- 1-- t--!L 1-- 1-- 1-- 1-- ~ 1-- 1-- 1-- 1-- !--!!-- 1-- 1-- 1-- 1-- [-.ll... 1-- 1-- Thlol~f onlv '"this h<>rln<> ond ohnuld nnt hoi lao halno i •nlthooiiA. Figure 8 PAGE 1 of 1 I Geoteehnieal PROJECT: Chevron Man Came PROJECT NO.: 2628-C t~ngineering CLIENT: Chevron North America Group. lne. LOCATION: ELEVATION: DRILLER: WJ LOGGED BY: cc LOG OF DEPTH TO WATER> INITIAL: ~ AFTER 24 HOURS: ~ TEST BORING P-2 DATE: 3/12/2007 DEPTH TO CAVING: .r.. II ~ ~~ ~i! Description ... Notes I! m,S (!) .?JI- 0 f--- Clay with shale fragments ~ P-2 was drilled for percolation only f-- f--.--~ f--- f-L.- f--Bottom of boring when terminated: 6ft. f-- f--.-- f--.1L f-- L-- f--- f--- 1--!L f--- f--- 1-- f--- I-ll- 1-- f--- 1-- f--- f-lL I-- I-- f--- f--- I-ll- I-- I-- I-- I-- WL I-- I-- Thlolnf ' ..... , •• 0 IB hnrlnn ••" ohnnl" nnt ha lnte~Mto" , v• •"•• •I•• Figure 9 PAGE 1 of 1 I Geoteehnieal PROJECT: Chevron Man Cam~ PROJECT NO.: 2628-C '..:ngineering CLIENT: Chevron North America Group, lne. LOCATION: ELEVATION: DRILLER: WJ LOGGED BY: cc LOG OF DEPTH TO WATER> INITIAL: ~ AFTER 24 HOURS: ~ TEST BORING P-3 DATE: 3/12/2007 DEPTH TO CAVING: L £<> ~ I! j-11 Q.Gl Description Q. Notes .!-! I! m8 (!) 0 Clay with shale fragments :L/.7' 1---1.*/...;L P-3 was drilled for percolation only ~ 1--- Bottom of boring when tenninated: 3ft. - .....L - - - I-- J.!L - - - 1-- i-!L ~ I-- I-- I-- ~ 1-- I-- I-- 1-- f-!L I-- I-- 1-- I-- >-lL 1-- 1--- 1- 1--- 1---!L 1--- 1--- Thl• lnf , onlv to '"'• •~~n. oft~ oho"''" ft~• •al t 1 •• ""'ft' lndlcltlva of lha olta. Figure 10 PAGE 1 of 1 I Geoteehnleal PROJECT: Chevron Man Cam~ PROJECT NO.: 2628·C -~ngineerlng CLIENT: Chevron North America Group, lne. LOCATION: ELEVATION: DRILLER: WJ LOGGED BY: cc LOG OF DEPTH TO WATER> INITIAL: ¥ AFTER 24 HOURS: "" TEST BORING P-4 DATE: 3/12/2007 DEPTH TO CAVING: L u .. ~~ =J :E o.K Description c. Noles L I! i~ "'8 Cl "' 0 ~ Clay with shale fragments ~ P-4 was drilled for percolation only '---::i$. f--... '.';l ~ .?& :~ ~ f-- Bottom ofboring when tenninated: 6 ft. ~ ~ UL ~ '--- f-- f-- k ~ f-- f-- 1.- f--!L f.---- 1.- 1.- 1-- t--!L 1.- 1-- 1-- 1-- I-ll- 1-- 1-- 1-- 1.- ~ 1-- 1-- Thla o••• tn this hn~nn ••" """"'" ""' •• ••s belna , nfthe •"• Figure 11 PAGE 1 of 1 I Geo(eehnieal PROJECT: Chevron Man Cam~ PROJECT NO.: 2628·C -~ngineering CLIENT: Chevron North America Group, Ine. LOCATION: ELEVATION: DRILLER: WJ LOGGED BY: cc LOG OF DEPTH TO WATER> INITIAL: ¥ AFTER 24 HOURS: • TEST BORING P-5 DATE: 3/1212007 DEPTH TO CAVING: .C. "'P ~ Sl ~~ H Description a. ~.~ Notes I! m8 c~ ~ ~~- • Clay with shale fragments ;.<..;/.';< 1-P-5 was drilled for percolation only :~ 1-':L& 1-Bottom of boring when tenninated: 3 ft. f--L ~ ~ 1- ~ >-!L 1- ~ ~ 1- !----!!- ~ ~ 1- ~ ~ 1- 1- ~ 1- ~ ~ 1- 1- ~ t-lL 1- 1- 1- ~ f--.ll- 1--- 1- This 'nnlv tn •••• kA~"" ond ohnuld nnt bolnt lao halnn • nftho olio. Figure 12 PAGE 1 of 1 I Geoteehnleal PROJECT: Chevron Man Came PROJECT NO.: 2628·C -~ngineering CLIENT: Chevron North America Group, Ine. LOCATION: ELEVATION: DRILLER: Wl LOGGED BY: cc LOG OF DEPTH TO WATER> INITIAL: "" AFTER 24 HOURS: ~ TEST BORING P-6 DATE: 311212007 DEPTH TO CAVING: .C. u m ~~ .c~ :c J! H Description If Notes c-(!) ID8 0 1- Clay with shale fragments ~ f.-- P-6 was drilled for percolation only f.--1.*'./-+: 1-I f.---!- f.--Bottom of boring when terminated: 6 ft. 1- f.-- e-ll- 1- 1- f.-- f.-- r--!L f.-- 1- f.-- f.-- w.L >----- 1-- 1-- >----- i-ll- >----- >----- >----- 1-- ~ >----- I-- 1-- I-- 1--!L I-- I-- Thloln o ~""lno nnlu tn thlo ho•lnn •nd ohnuld nnt ho I l•oholnnl , nfthA SlfA Figure 13 PAGE 1 of 1 I Geoteehnieal PROJECT: ~C!!!he~vr~on!LM!!!a!!!n~C~am!!lPL------------PROJECT NO.: ~ .... Engineering CLIENT: .l.C!!!he:!!vr,on!!..!N~o"'rt"-h!!.Am!!!e"'ri.,;ca!.---------------------- ..... Group, Jne. LOCATION: ----------------ELEVATION: ------- 262S·C LOG OF TEST BORING P-7 0 DRILLER: WJ LOGGED BY: __ ......:,C~C __ _ DEPTH TO WATER> INITIAL: :., AfTER 24 HOURS: ~ ------- DATE: 3112/2007 DEPTH TO CAVING: .C. Description Notes Clay with shale fragments 1-- 1--- P-7 was drilled for percolation only I-- l--L 1--- 1-- I-- I-- J-!L 1--- 1--- 1-- 1-- t--1!- 1-- 1---- 1--- 1-- J--!L I-- I-- 1---- 1--- f-1L 1---- 1--- 1-- 1-- (..2L Bottom of boring when terminated: 3 ft. 1-- 1-- I-- I-- ~ 1-- 1--- Figure 14 This • onlu tn thlo borlnn and ohnuld not bo ad•• bolnn i 'of tho otto PAGE 1 of 1 I Geotee~ niea! PROJECT: ~C:!.!!he!!vr!!!o!!.n J!!M.!!!••!..!C<.!!•!!!mPI!------------PROJECT NO.: 2628·C ~ ... li:nganeeriDg CLIENT: ~C,he~vro!!!n!!.N.,o~rth~A,mEen~·ca!!...... ____________________ _ .... Group, lne. LOCATION: ----------------ELEVATION: ------ LOG OF TEST BORING P-8 0 ORILLER: WJ LOGGEO BY: --~C~C __ _ DEPTH TO WATER> INITIAL: \?' AFTER 24 HOURS: ~ ------- DATE: 3/1212007 DEPTH TO CAVING: .r._ Description Notes Clay with shale fragments P·8 was drilled for percolation only Bottom of boring when terminated: 6ft. 1-- 1--- 1-- 1-- WL 1--- 1-- 1--- 1--- ~ 1-- 1-- I-- I-- f-lL 1--- 1-- 1--- 1-- i---lL 1-- 1-- Figure 15 Thlo , "0 -•· ·•·• tn this • ·•· PAGE 1 of 1 I Geotechnieal PROJECT: Chevron Mancnm~ Percolation Teslin~ PROJECT NO.: 2628-C a~ngineering CLIENT: Chevron North America Gronp. Inc. LOCATION: Soc Fig 2 ELEVATION: Unkno\\11 LOG OF DRILLER: WJ LOGGED BY: GM TEST BORING P· DEPTH TO WATER> INITIAL: ~ None Found AFTER 24 HOURS: ~ Backfilled 10&11 DATE: 7102/2007 DEPTH TO CAVING: L None .c-.11 .!! ~~ !! .c c.~ Description c. Notes e ~~ "'8 C) 0 f-- Shale fragments with clay matrix, slightly moist, brown, (SH/CL) m f--~ 1---/."'~ f--~ r--L-;y t-- f--~- t--~ 1---~ 10 ,_. . f-- Bottom of boring when lerrninated: 10ft. t-- 1--- f-- r-!L 1--- f-- f-- t-- f--ll.- f-- 1--- f-- f-- rll-- f-- 1--- t-- ,-- f-1L ,-- 1--- - - JL - - This. 1ontvt •• -~-I not be ad aa balna lndlcltlva of th. •"• Figure 16 PAGE 1 of 1 I Geoteehnieal PROJECT: Chevron Mancome Pcrcolotion Testins PROJECT NO.: 2628-C -~ngineering CLIENT: Chevron North America Group, lne. LOCATION: See Fie 2 ELEVATION: Unkno\m DRILLER: WJ LOGGED BY: GM LOG OF DEPTH TO WATER> INITIAL: -1> None Found AFTER 24 HOURS: ~ Backfilled TEST BORING P-9&12 DATE: 7/0212007 DEPTH TO CAVING: .C. None .51 !!!., ~~ tj &: Description .. .... Notes I! ~~ m8 .!:-(!) 0 Clay with small shale fragments, slightly moist, brown, (CUSH) M -~ - -~ - ....L.. ·.·~ d - - ;-- ·-~ .. '"/~ -~ 10 Bonom of boring when terminated: 10ft. - - r-- - c...!L ;-- - r-- r-- ~ r-- r-- r-- r-- c...!L r-- r-- r-- r-- e--lL r-- r-- r-- r-- c...!L r-- ;-- This 'onlv to this borlno and should not btl las belnal 1 of !he sill>. Figure 17 PAGE 1 of 1 SWELL I CONSOLIDATION TEST REPORT or-:'~!-:T-r~~cWC7ATCEJRcA~D=DrEJ~=~~~~-:,-r~-r~ -:J-rl'~~~--r: -ri-o I 1~-L--+-4-~4---~--+--+-4~~---+--~~~~--~~-+-4-4--~~-+--~ ,:, , I I -·1 r-...~ 2~~+++-+--~~~~~~~.~+++-~-+!-41~~+--~ ...... I 1 , ' -·2 3~~--~~_J~~----~-+--+-~,~~~-+·~ "~~~~--~~-+-4-4--~~-+--~ [\~ . -·3 I 4~~-+-+-+1~--4--+--~~~--4-~-+~~~r-+-+-+-~-+'--4-~~ ;r I i --4 ~ 10 100 200 Natural Dry Dens. Sat. Moist. (pcf) 14.9% 87.7 Project No. 2628-C Project: Chevron Man Camp I 500 1000 Applied Pressure -psf LL PI Sp. Gr. Overburden (psf) MATERIAL DESCRIPTION Clay with shale fragments, moist, brown Client: Chevron North America Pc (psf) 699 Source: TH-1 Elev./Depth: 4 ' I i If m -·5 .. -·6 -·1 1 I -·9 2000 Swell Press. Heave (psf) % ·0.4 uses AASHTO Remarks: II G~ot~ohnlrol IIIII..._ Enginc-t-riaA Ia. Group, In•. Fig. 18 SWELL I CONSOLIDATION TEST REPORT 0 I I I I I I I I I I ! ! ' I -1 I I 1 I I I I I -0 I -~----...... " I I ! i WATERADDED I I'.. I I I i 2 I I l " I ! l --1 I \ i l ' I ' ' 3 I ! I ! I I -I I \ -2 ' I 4 I \ I ' --3 .5 I I l I " f! I I "' -i i\ fJ VJ -' ; :I c 5 I I i I ' I ! I --"' I I -4 :I: ~ I ~ "' I I i 1\ I I Q. ' :! i I 6 i I ! 1\ I I -l I I -5 I I I 7 ' I --6 i I l 8 I l i I I I ! --7 I I : I 9 l ' ' I I --8 I I 10 100 i I l i ' 200 500 10w 2000 Applied Pressure -psi Natural Dry Dens. LL PI Sp. Overburden Pc Cc Cr Swell Press. Heave Sat. Moist. (pel) Gr. (psi) (psi) (psi) % eo 14.9% 83.8 78S 381 0.1 MATERIAL DESCRIPTION uses AASHTO Clay, with shale fragments, moist, brown Project No. 2628-C Client: Chevron North America Remarks: Project: Chevron Man Camp Source: TH-3 ElevJDepth: 4 II G<'ofe<hnleal ·~DIIIiDIP@rinll Group. Jnr.. Fig. 19 -0.03 15 Results 'L -i ' -c. psi 1.61 I -0.02 I +.deg 20.3 I I I I ; -Tan 0.37 I ' .5 I I - c -0.01 10 ,g 1 '8. -' I ' ' I . ' ; "' Dotat>oft+, .. I !_I E I <II ~ 0 I I i ~ I I I 0 2J I - == I I ~ Coo» -I i ' u. I, ~ 0.01 5 I ! I I I ' --0.02 I ' l -.. I I ! I ! I ! I --h ol+ I ' 0.03 ' I , 0 3.5 7 10.5 14 0 5 10 15 Strain,% Normal Stress, psi 30 I I I I ~-No. 1 2 3 Water Content, % 15.9 15.9 15.9 25 I I I Dry Density, pcf 91.6 91.6 91.6 I I .. l'ii Saturation, % 52.4 52.4 52.4 "' ' :s 20 I 3 Void Ratio 0.8053 0.8053 0.8053 ·;;; a. Diameter, in. 1.94 1.94 1.94 .. I Heiaht. in. 1.00 1.00 1.00 ~ 15 i -I Water Content, % 26.9 26.9 26.9 i3 ' I I I Dry Density, pel 91.6 91.6 91.6 .s::; 2 ~ <J) 10 Saturation, % 88.7 88.7 88.7 ! I < Void Ratio 0.8053 0.8053 0.8053 -1 Diameter, ln. 1.94 1.94 1.94 5 ' Heiaht. in. 1.00 1.00 I I ' 1.00 -I -Normal Stress, psi 3.50 6.90 10.40 0 Fail. Stress, psi 2.92 4.14 5.47 0 5 10 t5 20 Strain,% 2.1 3.1 1.0 Strain,% Ult. Stress, psi Strain,% Strain rate, ln./min. 0.63 0.63 0.63 Sample Type: Chevron North America Description: Clay with shale fragments, moist, brown ~-, v 1vv•· Chevron Man Camp LL= 32 PL=24 PI= 8 Assumed Specific Gravity= 2.65 of Sample: TH-2 Depth: 2 Remarks: Proj. No.: 2628-C Date : ~ ...... EnQ;inl't.-rinA Fig. 20 Group. In~. Tested By: "'M'-'-T _________ Checked By: .... T"'M'---------- I Geoteehniea I l lli~nglneerlng la.Group, Inc. SATURATION AND PREPARATION DATE: 3/12/07 TIME AT START OF SATURATION: 10:00 PERCOLATION TEST DATE: 3/13/07 WATER IN BORINGS AFTER SATURATION D 0 Depth to Water YES NO N/A ...:..::.:.:..__ ___ _ PERCOLATION TEST RESULTS 8" Diameter TIME AT HOLE DEPTH START OF NUMBER (INCHES) INTERVAL P-1 36" 9:40 9:50 10:00 10:10 10:20 10:30 Job No. 2,628-C Chevron Man Camp DEPTH TO WATER TIME CHANGE PERCOLATION INTERVAL START OF END OF IN WATER RATE (MINUTES) INTERVAL INTERVAL DEPTH (MIN/INCH) (INCHES) (INCHES) (INCHES) 10 6 6Y. y. 40 10 6Y. 6% y. 20 10 6% 6% 0 00 10 6% 6% 0 00 10 6% 7 y. 40 10 7 7 0 00 • Note • .. : indicates did not percolate during this interval. Fig. 21 I Geohthnh:al llila..E•glnee ring la.Group. Int. SATURATION AND PREPARATION DATE: 3/12107 TIME AT START OF SATURATION: 10:00 PERCOLATION TEST DATE: 3/13/07 WATER IN BORINGS AFTER SATURATION D 0 Depth to Water YES NO N/A ...!.::!..:__ ___ _ PERGOLA TION TEST RESULTS 8" Diameter TIME AT HOLE DEPTH START OF NUMBER (INCHES) INTERVAL P-2 72" 9:40 9:50 10:00 10:10 10:20 10:30 Job No. 2,628-C Chevron Man Camp DEPTH TO WATER TIME CHANGE PERCOLATION INTERVAL START OF END OF IN WATER RATE (MINUTES) INTERVAL INTERVAL DEPTH (MIN/INCH) (INCHES) (INCHES) (INCHES) 10 24 24 0 .. 10 24 24 0 .. 10 24 24 0 .. 10 24 24 y. y. 40 10 24 y. 24 y. 0 .. 10 24 y. 24 y. 0 .. • Note • .. : indicates did not percolate during this interval. Fig. 22 I Geotecbaleal l ~~n&lneerlag 1-..Group, IDe. SATURATION AND PREPARATION DATE: 3112107 TIME AT START OF SATURATION: 10:45 PERCOLATION TEST DATE: 3113107 WATER IN BORINGS AFTER SATURATION D 0 Depth to Water YES X NO NIA _:..::.:..:_ ____ _ PERCOLATION TEST RESULTS 8" Diameter TIME AT HOLE DEPTH START OF NUMBER (INCHES) INTERVAL P-3 36" 9:43 9:53 10:03 10:13 10:23 10:33 Job No. 2,628-C Chevron Man Camp QEPTt! IQ WAI~B TIME CHANGE PERCOLATION INTERVAL START OF END OF IN WATER RATE (MINUTES) INTERVAL INTERVAL DEPTH (MIN/tNCH) (INCHES) (INCHES) (INCHES) 10 12% 13 y. 40 10 13 13% % 13 10 13% 13% 0 .. 10 13% 13% 0 .. 10 13% 13% 0 .. 10 13% 13% 0 .. • Note • "' : indicates did not percolate during this interval. Fig. 23 I Geotethnlul l lirll~nglneerlng la.Group, Inc. SATURATION AND PREPARATION DATE: 3/12/07 TIME AT START OF SATURATION: 10:45 PERCOLATION TEST DATE: 3/13/07 WATER IN BORINGS AFTER SATURATION D 0 Depth to Water YES X NO N/A _:.:;.;...:_ ____ _ PERCOLATION TEST RESULTS s· Diameter TIME AT HOLE DEPTH START OF NUMBER (INCHES) INTERVAL P-4 72" 9:43 9:53 10:03 10:13 10:23 10:33 Job No. 2,628-C Chevron Man Camp PTH WA TIME CHANGE PERCOLATION INTERVAL START OF END OF IN WATER RATE (MINUTES) INTERVAL INTERVAL DEPTH (MIN/INCH) (INCHES) (INCHES) (INCHES) 10 19 19 0 .. 10 19 19 Y. y. 40 10 19 y. 19% Yz 20 10 19% 19% 0 .. 10 19% 19% 0 .. 10 19% 20 Y. Yz 20 • Note • .. : indicates did not percolate during this interval. Fig. 24 I Geote:thnlul l ~~nglnee ring la.croup, Inc. SATURATION AND PREPARATION DATE: 3/12/07 TIMEATSTARTOF SATURATION: 11:15 PERCOLATION TEST DATE: 3/13/07 WATER IN BORINGS AFTER SATURATION D 0 Depth to Water YES NO N/A --'-"~----- PERCOLATION TEST RESULTS 8" Diameter TIME AT HOLE DEPTH START OF NUMBER (INCHES) INTERVAL P-5 36" 9:45 9:55 10:05 10:15 10:25 10:35 Job No. 2,628-C Chevron Man Camp DEPTH TO WATER TIME CHANGE PERCOLATION INTERVAL START OF END OF IN WATER RATE (MINUTES) INTERVAL INTERVAL DEPTH (MIN/INCH) (INCHES) (INCHES) (INCHES) 10 14 14% % 13 10 14% 14% 0 ., 10 14% 15% 1 10 10 15% 15% 0 "' 10 15% 15% 0 "' 10 15% 15% 0 "' • Note • .. : indicates did not percolate during this interval. Fig. 25 I Geotechnical l ~.._Enalneerlng 1-..Group, Inc. SATURATION AND PREPARATION DATE: 3/12/07 TIME AT START OF SATURATION: 11:15 PERCOLATION TEST DATE: 3/13/07 WATER IN BORINGS AFTER SATURATION D 0 Depth to Water YES X NO 2' -=------- PERCOLATION TEST RESULTS DEPTH TO WAIER 8" Diameler TIME AT TIME CHANGE PERCOLATION HOLE DEPTH START OF INTERVAL START OF END OF IN WATER RATE NUMBER (INCHES) INTERVAL (MINUTES) INTERVAL INTERVAL DEPTH (MIN/INCH) (INCHES) (INCHES) (INCHES) P·6 72" 9:45 10 21% 21% 0 .. 9:55 10 21% 21% 0 .. 10:05 10 21% 21% 0 .. 10:15 10 21% 21% 0 .. 10:25 10 21% 21% 0 .. 10:35 10 21% 21% 0 .. • Note • .. : indicates did not percolate during this interval. Job No. 2,628-C Fig. 26 I Geotechnical l ~~nRinee ring I•Group. Inc. SATURATION AND PREPARATION DATE: 3/12107 TIME AT START OF SATURATION: 12:00 PERCOLATION TEST DATE: 3/13/07 WATER IN BORINGS AFTER SATURATION 0 0 Depth to Water YES X NO N/A _;..;;.:...;.._ ____ _ PERCOLATION TEST RESULTS a· Dlamater TIME AT HOLE DEPTH START OF NUMBER (INCHES) INTERVAL P-7 36" 9:47 9:57 10:07 10:17 10:27 10:37 Job No. 2,628-C Chevron Man Camp DEPTH TO WATER TIME CHANGE PERCOLATION INTERVAL START OF END OF IN WATER BATE (MINUTES) INTERVAL INTERVAL DEPTH (MIN/INCH) (INCHES) (INCHES) (INCHES) 10 17Y. 17 y., 0 .. 10 17 y., 17% Yz 20 10 17% 17% 0 .. 10 17% 17% 0 .. 10 17% 18% 1 10 10 18% 19 y. 40 • Note • oo : indicates did not percolate during this interval. Fig. 27 I Geoleehnlcal l ~llt..£nglnurln~ 1-..Grou p, Inc. SATURATION AND PREPARATION DATE: 3/12/07 TIME AT START OF SATURATION: 12:00 PERCOLATION TEST DATE: 3/13/07 WATER IN BORINGS AFTER SATURATION D 0 Depth to Water YES NO N/A __,_,c.:__ ___ _ PERCOLATION TEST RESULTS s· Diameter TIME AT HOLE DEPTH START OF NUMBER (INCHES) INTERVAL P-8 72" 9:47 9:57 10:07 10:17 10:27 10:37 Job No. 2,628-C Chevron Man Camp DEPTH TO WATER TIME CHANGE PERCOLATION INTERVAL START OF END OF IN WATER RATE (MINUTES) INTERVAL INTERVAL DEPTH (MIN/INCH) (INCHES) (INCHES) (INCHES) 10 26% 27 v. 1% 8 10 27 v. 28% 1% 8 10 28% 29% 1 10 10 29% 30 % 40 10 30 31 1 10 10 31 31% % 13 • Note • .. : indicates did not percolate during this intervaL Fig. 28 I Geoluhnlcal I • ._Englneerlng la.Group, Inc. SATURATION AND PREPARATION P-9 DATE: 7/2/07 TIME AT START OF SATURATION: 10:30 AM PERCOLATION TEST DATE: 7/3/07 WATER IN BORINGS AFTER SATURATION D 1x1 Depth to Water YES L.:.J NO PERCOLATION TEST RESULTS DEPTH TO WATER DEPTH TIME AT TIME CHANGE PERCOLATION HOLE (INCHES) START OF INTERVAL START OF END OF IN WATER RATE NUMBER (8" DIAMETER) INTERVAL (MINUTES) INTERVAL INTERVAL DEPTH (MIN/INCH) (INCHES) (INCHES) (INCHES) P-9 15 9:04 10 5Y. 7Y. 2 5 9:14 10 7Y. BY, 1Y. 8 9:24 10 BY:z 9% 1Y. B 9:34 10 9% 10 y, :y.. 13 9:44 10 10 y, 11 y. % 13 9:54 10 11 y. 12 :y.. 13 10:04 Job No. 2,628 C Fig. 29 I Geotubnlcal lllt~nglneerlng la..Group, Inc. SATURATIONANDPREPARATION P-10 DATE: 7/2/07 TIME AT START OF SATURATION: 10:00 AM PERCOLATION TEST DATE: 7/3/07 WATER IN BORINGS AFTER SATURATION D fXl Depth to Water YES L.:J NO PERCOLATION TEST RESULTS DEPTH TO WATER DEPTH TIME AT TIME CHANGE PERCOLATION HOLE (INCHES) START OF INTERVAL START OF END OF IN WATER RATE NUMBER (12" INTERVAL (MINLrrES) INTERVAL INTERVAL DEPTH (MIN/INCH) DIAMETER) (INCHES) (INCHES) (INCHES) P-10 15 8:33 1 3Yii 6 2Yz < 1 8:34 1 6 7Y. 1Y. 1 8:35 1 7Y. 8 % 1 8:36 1 8 9 1 1 8:37 1 9 9% 3/4 1 8:38 1 9% 10% 1 1 8:39 1 10% 11% 1 1 Job No. 2,628 C Fig. 30 II Ge-o lecb n h: a 1 lrrll~nglneerlng I•Group, Inc. SATURATION AND PREPARATION P-11 DATE: 7/2/07 TIME AT START OF SATURATION: 10:15 AM PERCOLATION TEST DATE: 7/3/07 WATER IN BORINGS AFTER SATURATION D f"Xl Depth to Water YES L.:J NO PERCOLATION TEST RESULTS DEPTH TO WATER DEPTH TIME AT TIME CHANGE PERCOLA II ON HOLE (INCHES) START OF INTERVAL START OF END OF IN WATER RATE NUMBER (12" INTERVAL (MINUTES) INTERVAL INTERVAL DEPTH (MIN/INCH) DIAMETER) (INCHES) (INCHES) (INCHES) P-11 15 8:42 1 3% 6% 3 < 1 8:43 1 6% 8Y. 1Y. 1 8:44 1 8Y. 9 3/4 1 8:45 1 9 9Y. y. 4 8:46 1 9Y. 9% y. 2 8:47 1 9% 10 y. 4 8:48 1 10 10 y. y. 2 8:49 1 10 y. 10% y. 4 Job No. 2,628 C Fig. 31 I Geotechnical l ~~nglneerlng la..Group, Inc. SATURATION AND PREPARATION P-12 DATE: 7/2/07 TIME AT START OF SATURATION: 11:00AM PERCOLATION TEST DATE: 7/3/07 WATER IN BORINGS AFTER SATURATION D 1)(1 Depth to Water YES L..:J NO PERCOLATION TEST RESULTS DEPTH TO WATER DEPTH TIME AT TIME CHANGE PERCOLATION HOLE (INCHES) START OF INTERVAL START OF END OF IN WATER RATE NUMBER (10" INTERVAL (MINUTES) INTERVAL INTERVAL DEPTH (MINnNCH) DIAMETER) (INCHES) (INCHES) (INCHES) P-12 15 9:02 10 7 10 3 3 9:12 10 10 11 1 10 9:22 10 11 12 1 10 9:32 10 12 12% % 13 9:42 10 12% 13 y. 1/2 20 9:52 1 9% 10 y. 4 10:02 Job No. 2,628 C Fig. 32 Wall Backfill Material Surface of Backfill\ Stem Wall Typical Continuous Footing - A T B 1 A = Required frost protection as per Garfield County Building Dept. as per report B = Engineered Structural Fill Depth and Over Excavation Not To Scale Footing and Stem Wall GEG Job No. 2,628-C Frost Protection Concept Fig. 33 Ho le TH -1 TH-2 TH-3 TH-4 I Geotechnical ~.ngineering I Group, Inc. Depth Natural Dry (feet) Moisture Density (%) (pcf) 4 14.9 88 14 17.6 80 I 2 15.9 92 1-4 22 .0 - 4 14.9 84 9 15.8 83 1-4 20.9 - I I I Job No. 2 ,628-C TABLE I SUMMARY OF LABORATORY TEST RESULTS Atter berg Limits Swell/ Consol idation I Direct Sh ear Passi ng Water Soil Type No. 200 Soluble Liquid Plasticity Swell Confining Estimated Internal Cohesion S i eve Sulfates l i mit Index (%) Pressure Swell Angle of (psf) (%) (ppm) (%) (%) (psf) Pressure Friction (psf) (Degrees) I - ---0.4 I 2 50 --------Clay wi th S hale Fragments (Cl) 37 18 ---------95 -Clay w ith Shale Fragment s (Cl) I 32 8 -----20 232 44 --Cl ay wit h Sh ale Fra gm ents (Cl) 3 1 11 -- ---46 14 Clay with S hal e Fragment s (CL) -I --0.1 250 ------Clay with Shale Fra gments (Cl) --------59 -I Clay w ith S ha le Fragments (C L) I I 35 13 - -----4 9 78 Cla y \'-lit h S hale Fragments (Cl) I I I Page 1 of 1 APPENDIX A SAMPLE SITE GRADING SPECIFICATIONS SAMPLE SITE GRADING SPECIFICATIONS Chevron Man Camp Garfield County, Colorado Note: Appendix A presents sample specifications. These sample specifications are not project specific. The sample specifications should be modified by the Civil engineer or Chevron Representative as needed to reflect project specific requirements.) 1. DESCRIPTION This item shall consist of the excavation, transportation, placement and compaction of materials from locations indicated on the plans, or staked by the Engineer, as necessary to achieve preliminary site grades. These specifications shall also apply to compaction of excess cut materials that may be placed outside of the subject site. 2. GENERAL The Soils Engineer shall be the Owner's representative. The Soils Engineer shall approve fill materials, method of placement, moisture contents and percent compaction, and shall give written approval of the completed fill. 3. CLEARING JOB SITE The Contractor shall remove all trees, brush, and rubbish before excavation or fill placement is begun. The Contractor shall dispose of the cleared material to provide the Owner with a clean, neat appearing job site. Cleared material shall not be placed in areas to receive fill or where the material will support structures of any kind. 4. SCARifYING AREA TO BE FILLED All topsoil and vegetable matter shall be removed from the ground surface upon which fill is to be placed. The surface shall then be plowed or scarified until the surface is free from ruts, hummocks or other uneven features, which would prevent uniform compaction by the equipment to be used. Job No. 2,628C A-1 5. COMPACTING AREA TO BE FILLED After the foundation for the fill has been cleared and scarified, it shall be disked or bladed until it is free from large clods, brought to the proper moisture content (within 2 percent above or below optimum) and compacted to not less than 95 percent of maximum density as determined in accordance with ASTM D 698. If soft/ yielding subgrade conditions are encountered, stabilization may be required. 6. FILL MATERIALS Fill soils shall be free from vegetable matter or other deleterious substances, and shall not contain rocks or lumps having a diameter greater than six (6) inches. Fill materials shall be obtained from cut areas shown on the plans or staked in the field by the Engineer. On-site materials classifying as CL, SC, SM, SW, SP, GP, GC and GM are acceptable. Concrete, asphalt, organic matter and other deleterious materials or debris shall not be used as fill. 7. MOISTURE CONTENT Fill materials shall be moisture treated to within 2 ± percent of optimum moisture content as determined from Proctor compaction tests. Sufficient laboratory compaction tests shall be made to determine the optimum moisture content for thee various soils encountered in borrow areas. The Contractor may be required to add moisture to the excavation materials in the borrow area if, in the opinion of the Soils Engineer, it is not possible to obtain uniform moisture content by adding water on the fill surface. The Contractor may be required to rake or disk the fill soils to provide uniform moisture content through the soils. The application of water to embankment materials shall be made with any type of watering equipment approved by the Soils Engineer, which will give the desired results. Water jets from the spreader shall not be directed at the embankment with such force that fill materials are washed out. Job No. 2,628C A-2 Should too much water be added to any part of the fill, such that the material is too wet to permit the desired compaction from being obtained, rolling and all work on that section of the fill shall be delayed until the material has been allowed to dry to the required moisture content. The Contractor will be permitted to rework wet material in an approved manner to hasten its drying. 8. COMPACTION OF FILL AREAS Selected fill material shall be placed and mixed in evenly spread layers. After each fill layer has been placed, it shall be uniformly compacted to not less than the specified percentage of maximum density. Expansive soils classifying as CL or SC shall be compacted to at least 95 percent of the maximum dry density as determined in accordance with ASTM D 698 (1 00 percent for fill deeper than 15 feet below final grade). At the option of the Soils Engineer, soils classifying as SW, SP, GP, GC or GM may be compacted to 90 percent of the maximum density as determined in accordance with ASTM D 1557 (95 percent for fill deeper than 15 feet below final grade). Fill materials shall be placed such that the thickness of loose material does not exceed 10 inches and the compacted lift thickness does not exceed 6 inches. Compaction, as specified above, shall be obtained by the use of sheepsfoot rollers, multiple-wheel pneumatic-tired rollers, or other equipment approved by the Engineer for soils classifying as CL or SC. Granular fill shall be compacted using vibratory equipment or other equipment approved by the Soils Engineer. Compaction shall be accomplished while the fill material is at the specified moisture content. Compaction of each layer shall be continuous over the entire area. Compaction equipment shall make sufficient trips to insure that the required density is obtained. 9. COMPACTION OF SLOPES Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment. Compaction operations shall be continued until slopes are stable, but not too dense for planting, and there is no appreciable amount of loose soil on the slopes. Compaction of slopes may be done progressively in increments of three to five feet (3' to 5') in height or after the fill is brought to its total height. Permanent fill slopes shall not exceed 3:1 (horizontal to vertical). Job No. 2,628C A-3 10. DENSITY TESTS Field density tests shall be made by the Soils Engineer at locations and depths of his choosing. Where sheepsfoot rollers are used, the soil may be disturbed to a depth of several inches. Density tests shall be taken in compacted material below the disturbed surface. When density tests indicate that the density or moisture content of any layer of fill or portion thereof is below that required, the particular layer or portion shall be reworked until the required density or moisture content has been achieved. 11. COMPLETED PRELIMINARY GRADES All areas, both cut and fill, shall be finished to a level surface and shall meet the following limits of construction: A. Overlot cut or fill areas shall be within plus or minus 211 0 of one foot. B. Street grading shall be within plus or minus 1/10 of one foot. The civil engineer, or duly authorized representative, shall check all cut and fill areas to observe that the work is in accordance with the above limits. 12. SUPERVISION AND CONSTRUCTION STAKING Observation by the Soils Engineer shall be continuous during the placement of fill and compaction operations so that he can declare that the fill was placed in general conformance with specifications. All inspections necessary to test the placement of fill and observe compaction operations will be at the expense of the Owner. All construction staking will be provided by the Civil Engineer or his duly authorized representative. Initial and final grading staking shall be at the expense of the owner. The replacement of grade stakes through construction shall be at the expense of the contractor. 13. SEASONAL LIMITS No fill material shall be placed, spread or rolled while it is frozen, thawing, or during unfavorable weather conditions. When work is interrupted by heavy precipitation, fill operations shall not be resumed until the Soils Engineer indicates that the moisture content and density of previously placed materials are as specified. Job No. 2,628C A-4 14. NOTICE REGARDING START OF GRADING The contractor shall submit notification to the Soils Engineer and Owner advising them of the start of grading operations at least three (3) days in advance of the starting date. Notification shall also be submitted at least 3 days in advance of any resumption dates when grading operations have been stopped for any reason other than adverse weather conditions. 15. REPORTING OF FIELD DENSITY TESTS Density tests made by the Soils Engineer, as specified under "Density Tests" above, shall be submitted progressively to the Owner. Dry density, moisture content, of each test taken and percentage compaction shall be reported for each test taken. 16. DECLARATION REGARDING COMPLETED FILL The Soils Engineer shall provide a written declaration stating that the site was filled with acceptable materials, or was placed in general accordance with the specifications. 17. DECLARATION REGARDING COMPLETED GRADE ELEVATIONS A registered Civil Engineer or licensed Land Surveyor shall provide a declaration stating that the site grading has been completed and resulting elevations are in general conformance with the accepted detailed development plan. Job No. 2,628C A-5 , G Washington Group International Integrat ed Engi neeri ng, Co ns t r ucti o n , a nd Manageme nt So lutions Chevron Ill PICEANCE BASIN NATURAL GAS DEVELOPMENT PROJECT GARFIELD COUNTY , COLORADO SPECIFICATION FOR FENCES AND GATES A Prelim . Issued for Rev iew/Com ments MN J RV 8 -10-07 REV. D ES CRIPTION BY CHKD APVD cvx DATE RVWD REVI SIONS CLIENT: CHEVRON N orth America E xp l oration and Production PROJECT: Pi cea nce Basin N atural Gas D evel opm ent Proj ec t JOB NO.: 2902 1-003 DOC. NO.: WGI-29 02 1-003-12-0-007 G Washington Group International Chev ron 1!1 DATE : 8/10/07 FENCES AND GATES DOC. NO. WGI-2902 1-003 -1 2 -0-0 0 7 REV: A PICEANCE BASIN NATURAL GAS DEVELOPMENT PAGE: 2 OF 26 PROJECT Fences and Gates 12-0-007 Scope I) Thi s Specificat ion defi nes the requi re ments for co ntr ac tual insta ll ati on of cha in-lin k fe nces and gates . 2) An asterisk (*) indic ates th at a dec is io n by th e Eng in eer is req uired or that addi tional informat ion is to be f urni shed by th e Eng in eer. 0 Washington Group International Ch evron QJ DATE : 8/10/07 FENCES AND GATES DOC . NO. WGI-29021·003-12·0·007 REV : A PICEANCE BASIN NATURAL GAS DEVELOPMENT PAGE: 30F26 PROJECT TABLE OF CONTENTS SECTION PAGE Table of Figures ........................................................................................................................................... s Table of Tables ............................................................................................................................................ 6 1. Required References ......................................................................................................................... 7 1.1. Specifications .......................................................................................................................... 7 1 .2. Details ..................................................................................................................................... 7 1.3. ASTM-American Society for Testing and Materials ............................................................... 7 2. Definitions .......................................................................................................................................... 8 3. General Requirements ...................................................................................................................... 8 4. Definitions .......................................................................................................................................... 8 4.2 . Submittals ............................................................................................................................... 8 4.3. Product Delivery, Storage , and Handling ............................................................................... 8 4.4. Alternatives: Post Anchors .................................................................................................... 9 5. Materials ............................................................................................................................................. 9 5.1. General ................................................................................................................................... 9 5.2 . Posts and Post Tops ............................................................................................................. 10 5.3. Top Rail ................................................................................................................................ 10 5.4. Truss Braces ......................................................................................................................... 10 5.5. Chain-Link Fabric: Galvanized , Vinyl-Coated, Aluminum-Coated ....................................... 10 5.6. Stretcher Bars and Associated Bands .................................................................................. 1 0 5 .7. Tie Wires ............................................................................................................................... 11 5 .8. Tension Wire ......................................................................................................................... 11 5 .9. Swing Gates ......................................................................................................................... 11 5.1 0. Fittings .................................................................................................................................. 11 5.11 . Concrete ............................................................................................................................... 11 5.12. Grout ..................................................................................................................................... 11 5.13. Pipe Socket Base ................................................................................................................. 11 5.14. Angle Bar Anchors ................................................................................................................ 11 5.15. Bituminous Paint ................................................................................................................... 12 5.16. Lead Wool Caulking .............................................................................................................. 12 G Washington Group International Chevron Ill DATE: 8/10/07 FENCES AND GATES DOC. NO . WG I-29021-003-12-0-007 REV: A PICEANCE BASIN NATURAL GAS DEVELOPMENT PAGE: 40F26 PROJECT 5.17. Barbed Wire .......................................................................................................................... 12 6. Methods and Procedures ................................................................................................................ 12 6.1 . Inspection ............................................................................................................................. 12 6.2. Preparation ........................................................................................................................... 12 6.3 . Erection ................................................................................................................................. 12 6.4 . Tables 1-4 ............................................................................................................................ 14 Appendix: Details ..................................................................................................................................... 19 Attachment: Purpose Codes Definitions ............................................................................................... 26 G Washington Group International Ch evron 'l1 DATE: 811010 7 FENCES AND GATES DOC. NO. WG 1-29021-003-12-0-007 REV: A PICEANCE BASIN NATURAL GAS DEVELOPMENT PAGE : 5 OF 26 PROJECT Table of Figures Figure 1: P-0271 OA-Fences and Gates .................................................................................................. 19 Figure 2: P-027108-Fences and Overhead Sliding Gates ................................................................... 21 Figure 3: P-02710C-Fences and Overhead Sliding Gates ................................................................... 23 Figure 4: P-02721 A-Guardrails ............................................................................................................... 24 G Washington Group International Chevron • DATE: 8/10/07 FENCES AND GATES DOC. NO. WGI-29021 -003·12-0·007 REV: A PICEANCE BASIN NATURAL GAS DEVELOPMENT PAGE: 6 OF26 PROJECT Table of Tables Table 1: Schedule of Post, Rail, and Gate Frame Material; Galvanized Steel and (1) Aluminum Alloy 6063-T6 ..........................................................................•............................................. 15 Table 2: Schedule of Post, Rail, and Gate Frame Material; Vinyl Coated Steel, except Aluminum Swing Gate Frame ..............•....•......................•...•................................................................. 17 Table 3: Tie Wire Schedule ...................................................................................................................... 18 Table 4: Schedule of Post Foundation Depths ....................................................................................•. 18 G Washington Group International Chevron Ill DATE : 8/10/07 FENCES AND GATES DOC. NO. WG 1-29021-003-12-0-007 REV: A PICEANCE BASIN NATURAL GAS DEVELOPMENT PAGE: 7 OF26 PROJECT 1. REQUIRED REFERENCES This Section li sts Spec ifi cations and Standards that are referenced and assumed to be a part of this document. Unless otherwise specifi ed herein, use the latest edition. 1.1. Specifications 12-0-0 I I Concrete Selection and Design Grounding Design Criteria 1.2. Details P-02710A Fences and Gates P-02710B Fences & Overhead Sliding Gates P-02710C Fences & Overhead Sliding Gates P-02721A Guardrails 1.3. ASTM-American Society for Testing and Materials ASTM A 53/A 53M Standard Specification for Pipe, Steel, Black and Hot-Dipped , Zinc-Coated , Welded and Seamless ASTMA 121 Standard Specification for Metallic-Coated Carbon Steel Barbed Wire ASTMA 12 3/A 123M Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products ASTM A 153/A 15 3M Standard Specification for Zinc Coating (Hot -Dip ) on Iron and Steel Hardware ASTMA392 Standard Specification for Zinc-Coated Steel Cha in -Link Fence Fabric ASTMA491 Standard Specification for Aluminum-Coated Steel Chain-Link Fence Fabric ASTM A 585 Standard Specification for Aluminum-Coated Steel Barbed Wire ASTM A 64 1/A 641M Standard Specification for Zin c-Coated (Galvanized) Carbon Steel Wire G Washington Group International Chevron • DATE: 8/10/07 FENCES AND GATES DOC. NO. WGI-29021-003-12-0-007 REV: A PICEANCE BASIN NATURAL GAS DEVELOPMENT PAGE: 8 OF26 PROJECT 2. DEFINITIONS Term Definition Owner Owner: Chevron Engineer Was hin gto n Group Internatio nal Contractor TBD Subcontractor Firm undertaking scope as defined o n thi s s pec. State Refers to the State of Co lo rad o 3. GENERAL REQUIREMENTS • S ubcontr ac tor sh a ll compl y with a ll contract d oc uments . • Grounding to be done by o the rs. 4. DEFINITIONS 4.1.1 . Owner: Chevron North America Exploration and Production 4.1 .2. Engineer: Washington Group International, Inc. 4.1.3 . Contractor: TBD 4.1.4 . Subcontractor: Firm undertaking the scope of work as defined in this Specification 4.1.5 . State: Refers to State of Colorado 4.2. Submittals Subcontractor shall provide the following: I ) Three samples of ap proximately 6 in. ( 15.24 em) square of fabric materia l, pos t section, and typi ca l accessories for Contractors ap proval prior to start of in stall atio n. Shop drawings are not required. 2) Mill certifications listing co mpliance with zinc coatin gs , we ights, Polyvinyl Chl oride (PVC) coatin g ty p es and material lot so urce. 4.3. Product Delivery, Storage, and Handling Contra ctor shall deliver materia ls with manufac turer's tags a nd label s intac t and handl e and store m aterial s so as to avoid damage . G Washington Group International Chevron QJ DATE : 8/10/07 FENCES AND GATES DOC. NO. WGI-29021-003-12-0-007 REV: A PICEANCE BASIN NATURAL GAS DEVELOPMENT PAGE: 90F26 PROJECT 4.4. Alternatives: Post Anchors Subcontractor shall provide separate alternate proposal where posts are set with angle bar anc hors (Section 5.3.1, Item 1). 5. MATERIALS 5.1. General I) Subcontractor shall install new material only-unrejected, undamaged , and properly coated . 2) Posts, rai ls, and swing-gate frames sha ll be in stal led in accordance wi th Tables I and 2, Schedule of Post, Rail , and Gate Frame Material. 3) Sliding gates, overhead and canti lever, sha ll be installed in accordance with Details P-027 1 0-A , B, and C referenced in Section 1.2 (see Appendix). 5.1.1. Vinyl-Coated Steel (PVC) I ) Steel framework sha ll consist of posts, top ra il braces, trus s rods, gate frames, and connecting fitting s coated outside I 0-15 mils (254-38 1 mi crons) thick with Woodland Green PVC, applied by fusion method over thermoset plastic bonding agent. (Note: Hinges, latches , and other moving parts are not vin yl-coated .) 2) Steel fabric, tension wire, and barbed wi re shall be uniform ly ga lvanized in accordance with ASTM A 641/A 641M and coated with dark Woodland Green PVC , applied by fusion method over thermoset plastic bonding agent. Cut ends shall be coated with vin yl during weaving process. 3) Barbed wire shall consist of PVC fusion-bonded line wires with aluminum barbs. 4) Fencing components with PVC fused even ly sha ll be free of b li sters , undispersed pigments, stabi lizers, or other discrete particles and have a minimum specific gravity of 1.3. Bond between vinyl coating and metals shall be equal to or greater than cohesive strength of vinyl. 5.1.2. Aluminum-Coated Steel I) Steel fabric and tension wire shall be coated with a minimum of 0.40 oz of alu minum per ft 2 ( 12.73 cm 3 1m2) of uncoated wire surface in accordance wi th ASTM A 491. Clear paint shall be appl ied after the fabric is woven to prevent premature discoloration of wires and rusting of cut ends. 2) Stee l barbed wire shall be coated with a min imum of 0.30 oz of aluminum per ft 2 (9.55 cm3/m2) of uncoated wir e surface-with all alum inum barbs in accorda nce with ASTM A 585, Class 2. 3) Other associated hardware shall be in accordance with Section 4.1 .3, "Galvanized Steel." 5.1.3. Galvanized Steel I) Ga lvanized stee l framework may be used with galvanized PVC-coated or aluminum -coated fabric; ten s ion wire; and barbed wir e. 2) Steel framework sha ll co nsist of posts, top rail, braces, truss rods, gate frames, and connecting fittings and tension wire coated inside and outside in accordance with following specificatio ns: a) Pipe-ASTM A 53/A 53M b) Tubing-1.5 oz zinc per ft 2 (47.75 cm 3/m2) of uncoated steel surface G Washington Group International Chevron • DATE : 8/10/07 FENCES AND GATES DOC . NO. WGI-29021-003-12-0-007 REV: A PICEANCE BASIN NATURAL GAS DEVELOPMENT PAGE: 10 OF 26 PROJECT c) Hardware-ASTM A !53/A 153M d) Square and Ro ll ed Pos ts-ASTM A 123/A 123M 3) Steel fabric and tension wir e sha ll be ga lvanized in accordance with ASTM A 392, Cla ss 2, (2 oz of zin c per ft 2 [6 3 .67 cm 3/m 2]). 4) Barbed wi re sha ll be galvanized in accordance with ASTM A 121 , Class III . 5) Steel shall be galvanized by hot d ip after rolling , forming, or weaving of the fence component. 5.2 . Posts and Post Tops I) Th e pos ts shall be clo se d-sea m or sea ml ess tubular po sts equ ipped with a closed to p unit, including top -rail carrier and apron sec ure ly fitt ed around th e outside of the post. 2) End-posts shall be complete with necessary fitting s, in cluding one compression brac e bar and one truss rod with adjustable takeup. 3) Corner and pull pos ts s hall be co mplete with ne ces sa ry fittings, including two compressio n brace bars and two trus s rod s with adjustable takeup. 4) Note: Open-type po sts (s uch as C-Posts, H-Beams , and 1-B eams) do not requ ire a pos t top unless the top rai l is specifi ed. 5.3. Top Rail The top rai l shall be a closed-seam or seam less top rail to form continuous brace from end to end of fence and be sec urely fastened to th e gate, termina l, end , corner, an d pu ll pos ts . Couplings shall be of outside s leeve typ e, approximately 7 in. (17 .78 em) lon g, spac ed approximately 20ft (6.10 m) apart, with o ne co upling in five fitted with a heavy spr ing to prov id e expansion and contraction in top rai l. 5.4. Truss Braces The compression br ace bar 1 5/8 in . (4.1 3 em) O.D. tru ss bar sha ll have 5/16 in . (0.79 em) minimum diameter steel ten sion tru ss rods with adjustab le takeup, br ace band s, tension band s , or corner connect ion s for attaching the braces and tru ss rods to th e posts. 5.5. Chain-Link Fabric: Galvanized, Vinyl -Coated, Aluminum-Coated The chain-link fabric shall meet the following requirement s: I) Minimum hei ght 8ft (2.44 m) unl ess modified in Contract Doc um ent s; woven in o ne pie ce for widths up to maximum 12ft (3.66 m) 2) Unifo rm 2 in . ( + 1 /8 in.) [5.0 8 em ( + 0.32 em)] diamond me s h woven of #9 fini shed ga uge steel wire with 1200 lb minimum breaking stren gth 3) Twi sted and barbed se lvage on one edge and knuckled on the other; barbs formed by cutti ng wire on bias 5.6. Stretcher Bars and Associated Bands Stretcher bars shall be in one piec e, equal to th e full fabric height and a minimum 3/16 in. x 3/4 in. (0.48 em x 1.91 em) sec tion; assoc iated ba nd s shall be a minimum 1/8 in. x 3/4 in . (0.3 18 em x 1.9 1 em) sec tion , both in heavy presse d steel or ma ll eable iro n. G Washington Group International Chevron Ill DATE : 8/10/07 FENCES AND GATES DOC . NO . WGI-29021-003-12-0-007 REV : A PICEANCE BASIN NATURAL GAS DEVELOPMENT PAGE : 11 OF 26 PROJECT 5.7. Tie Wires Tie wir e and hog rin gs for att ac hin g fabric to po s ts, ra il s, and tens io n wire shall be in accorda nce with Ta bl e 3, Tie Wire Sc hedul e . 5.8. Tension Wire Tens ion wir e sha ll be a minimum 7-ga uge coil ed-spring s tee l wire coated to match fa bri c finis h. In ad di tio n at th e Eva porati on Pond loca ti o n, th e use of a wove n wi re clot h I" mes h type 304 sta inl ess stee l MCMASTE R-CARR or approved equ al is to be placed 24 " below grade and 18" abov e grade. 5.9. Swing Gates Sw in g ga tes shall meet th e fo ll ow in g re quireme nt s: I) Sa me he ight and coat in g as fence fa bric, co nstru cted o f 1.900 in .(4.83 em) O.D. stee l pip e or 2 in . (5.08 em) squ are ma teri al s, in acco rda nce with Tab les I and 2, Sc hedu le of Post, Rai l, and Ga te Frame Materi al 2) Co rn ers we lded on ga lva ni ze d stee l gates and faste ned by speciall y des igned corner fi tti ng s on viny l-coa ted ga tes . Coatin g s hall protec t ex tern a l we ld sur face li abl e to co rro de. 3) Fa bri c matchin g fe nce fa bric , att ac hed to ga te fra me by te nsion rods and hook bolt s on fo ur s ides or vert ica l stre tcher bars and assoc iated band s with ti e wires at to p and bott om ed ges 4) Fra me rig idit y held with out sa g or twist by 3/8 in . (0.95 em) dia meter adju stab le diagona l tru ss ro ds , hor izon tal center rai ls, or verti ca l cente r upr ig hts as appropriate 5) Gat e co mpletely e quipped with : a) Two hin ges per ga te lea f, non-li ft-o ff type and permittin g 180-degree (3 .1 4 rad) gate op enin g b) Fork-ty pe latch (s in gle le af) or ce nte r-d ro p bar (double leaf), bo th o f whic h ca n be o perated o r padl ocked fro m ei th er s id e c) Plun ger bar catch, co mpl ete (double lea ve s only) 5.10. Fittings The fi ttin gs s hall be of malle a bl e iron or presse d tub ul ar, or bar steel. 5.11. Concrete Co ncrete sha ll have a minimum 28-day co mpr ess ive strength of 3000 ps i (2 0.1 0 MPa). 5.12. Grout Gro ut shall consist of one part Po rtl and ceme nt and two part s c lea n, we ll-grade d sa nd . 5.13. Pipe Socket Base The pipe soc ke t ba se shall be gal van ized , fitted to post at base where set in maso nr y; 42 in . (106 .68 em) and 48 in . ( 12 1.92 em) lengths. 5.14 . Angle Bar Anchors Angle bar anchors shall be of 11/2 in . x 11/2 in . x 1/4 in . x 30 in . (3.8 1 em x 3.8 1 em x 0.64 em x 76 .20 em) lo ng, co ld - ro ll ed iro n. G Washington Group International Ch evron • DATE: 8/10/07 FENCES AND GATES DOC. NO. WGI-29021-003-12-0-007 REV: A PICEANCE BASIN NATURAL GAS DEVELOPMENT PAGE: 12 OF 26 PROJECT 5.15. Bituminous Paint Bituminous paints sha ll be Black Asphalt Paint, Valspar coatin gs, or equal. 5.16. Lead Wool Caulking Lead woo l caulkin g shall be string-shredded, pure metallic lead wool. 5.17. Barbed Wire Barbed wire shall meet the following requirements: I ) High security-type, two-strand, twisted steel wire-each strand 0.099 in. (0.25 em) diameter; four-point 14- gauge barbs spaced not more than 3 in. (7.62 em) apart 2) Barbed wire extension arms-45-degree (0.79 rad) angle post mounted, fitted to carry three equall y spaced rows of barbed wire; adds approximately I ft (0.30 m) to fence height 3) Extension arms are to be constructed of malleable iron, pressed stee l, or aluminum finished to match fabric Note: Vertical barbed wire extension arms on gates adding I ft (0.30 m) in height to gate frame. 6. METHODS AND PROCEDURES 6.1. Inspection I) Subcontractor sha ll verify that final grading in the fence location is completed with no irregularities that would interfere with fence installation. 2) Subcontractor sha ll not commence Work until unsatisfactory conditions have been corrected. 6.2. Preparation Subcontractor shall : I) Measure and layout complete fence lin e parallel to surface of ground 2) Locate and mark the positions of line posts at equal distance spacing, maximum I 0 ft (3.0 m) centers 3) Locate corner pull posts at positions where the fence changes direction more than 30 degrees (0.52 rad) 4) Bend top ra il (when specified) true to curves of less than 500ft ( 152.40 m) radius 5) Locate pull posts in lin e pos iti ons at equal distance spacing maximum 500ft (152.40 m) intervals or where changes in horizontal alignment or grade a li gnment occur 6.3. Erection 6.3.1. Posts Subcontractor sha ll install posts as follows: I ) Set posts vertical to within 8 in. (20.32 em) in I 0 ft (3.05 m), true to line and grade in concrete bases, pipe sleeves, or sockets in masomy wa ll s or with angle bar anchors in accordance wi th Section 3.3. 2) Brace corner and pu ll posts to both adjoinin g line posts G Washington Group International Chevron &1 DATE: 8/10/07 FENCES AND GATES DOC . NO. WGI-29021 -003-12-0-007 REV : A PICEANCE BASIN NATURAL GAS DEVELOPMENT PAG E: 13 OF 26 PROJECT 3) Brace end and gate posts to adjoining line post 4) Stop chain-link fabric at terminal po sts and attach to terminal posts as foll ows : a) Square Terminal Posts: Attach fabri c by mean s of ten s ion bar he ld in pl ace by spec ially de s igned clips b) Pipe Terminal Posts: Attach fabric by mean s of band s, minimum 7 /8 in. (2.22 em) wide , spaced at 15 in.(38 .1 0 em) interva ls c) Rolled (Channel C) Terminal Posts: Weave fabric into loops stamped into po st 6.3.2 . Fon dati on Bases (Post) Subcontractor shall : I) Dri ll a base hole in solid rock I in . larger in diameter th an the largest dimension of pos t sec tion to be set and fill annu lar space after post is set with grout to the depth spec ified in Table 4, Schedu le of Post Foundation Depths 2) Set ba ses in combination so lid rock and overburden to the full depth specified in Table 4 un less penetration into so lid ro ck reaches minimum depth first, gro utin g pos t in ledge and installing co ncrete fo otin g from ledge to fini shed grade 3) In firm or undisturbed so il. Set bases to the full depths specified in Table 4 4) At masonry wa ll s, set bases into embedded galvanized pipe socket, ins ide and outside surface liable to corrode painted with bituminous paint, or grout into pla ce with ap propriate fa st-setting cement and ca ulked with lea d woo l 5) Ass ure rigid , secure fence in stall ation where ba ses are se t in wet conditions 6) Crown concrete base top s by 2 in . (5.08 em) to s hed water 6.3 .3. Tension W ire 6.3.3 .1 . Bottom Subco ntra ctor shall install one continuous length of ten sion wire that passes through the bottom mes h of fence fabric betwee n pull posts and tied to pull posts before stretchin g th e fabri c. 6.3 .3.2. Top Subcontractor shall install one co ntinuou s len gth of ten sion wire between pull pos ts and sec ured to pull po s ts and co nne cted to line po sts within 6 in . ( 15 .24 em) of th e top of the fence fabric to ten s ion wire with ho g rings at 24 in. (60.96 em) interva ls. 6.3 .3.3. Fence Fabr ic Subcontractor shall : I) Stretch th e fabri c taut between termina l pos ts and fasten it sec ure ly to posts , rai ls, and te ns ion wires. (Note: Do not st re tch by motor vehicle; use proper equipment sec ured to pull pos ts.) 2) Fa sten to end, corner, pu ll , and gate pos ts by integrally weaving fabric into po st or by stret cher bars and associated bands spaced at 12 in. (30.48 em) int erva ls 3) In stall fabric on the side of po sts away from th e area being protected except on curved layo ut s where fabric is in sta ll ed on the si de of the po st on the out s id e of the curve. 4) Cut fabric to form one continuous piece between and attached independently at pull, corner, end , and ga te po sts or join ends of fabric by weaving a single str and o f fabric wire to form a co ntinuo us mes h patt ern (9 Washington Group International Ch evron • DATE: 8/10/07 FENCES AND GATES DOC. NO. WGI·29021·003-12·0·007 REV: A PICEANCE BASIN NATURAL GAS DEVELOPMENT PAGE: 14 OF 26 PROJECT 5) Erect individual barriers at depressed openin gs to maintain a secure, impenetrable perimeter at the areas where the fence runs through drainage ways 6) Leave approximately 2 in. (5.08 em) between finished grade and bottom selvage 6.3.3.4. Barbed Wire Subcontractor shall: I) Install three taut rows of barbed wire, s upported on 45-degree (0.79 rad) angle extension arms which are inclined upward and outward from area being protected 2) Incline 45-degree (0.79 rad) extension arms toward the area being protected where outward inclination would infringe on property of others 3) Install vertical barbed wire extension arms on the gates 6.3.3.5. Swing Gates Subcontractor shall install swing gates as follows: I) Fasten fabric to gate frames in accordance with Section 4.9 (Item 3) 2) Match gate frame top rails to height of fence top rail 3) Install bottom rail of gate to swing clear of finished grade for full 180-degree (3.14 rad) swin g 6.3.3.6. Miscellaneous I) Subcontractor sha ll install nuts for stretcher band and h ardware bolts on side of posts facing the area being protected. 2) All hardware must be adjusted and lubricated as necessary for smoo th operation. 6.4. Tables 1-4 This Section includes four tables containing Schedules referred to throughout this Specification. G Washington Group International Chevron 'I' DATE : 8/10/07 FENCES AND GATES DOC. NO. WG I·29021·003·1 2·0·007 REV : A PICEANCE BASIN NATURAL GAS DEVELOPMENT PAGE: 15 OF 26 PROJECT Table 1: Sch edule of Post, Rail, and Gate Frame Material; Galvanized Steel and (1) Aluminum Alloy 6063-T6 Component Dimensions Shape lb/ft (kg/m) Line Post Max. 6 ft (2.44 m) fabric 1.875 in. x 1.625 in. C-Post 2.34 height (4.763 em x 4.128 em) (3.482) 1.875 in. x 1.625 in. H-Bea m 2.72 (4.763 em x 4.128 em) (4.048) 2.375 in. O .D . Pipe 3.65 (6.033 em O.D.) (5.432) 2.250 in. x 1.875 in. H-Beam(l) 1.26 (5 .71 5 em x 4.763 em) ( 1.875) Over 6 ft (2.44 m) fa bric 2.250 in. x 1.703 in. C-Post 2.73 height (5.7 15 em x 4.326 em) (4.063) 2.250 in. x 1.875 in . H-Beam 4.10 (5 .7 15 em x 4.763 e m) (6.102) 2.375 in . O.D. Pipe 3.65 (fi.033 e m O .D.) (5 .432) 2.250 in. x 1.875 in. H-Beam(l) 1.26 (5.715 em x 4.763 em) (1.875) E nd, Corner, and Pull Posts 2.500 in . x 2.500 in. Square 5 .10 (6.35 0 em x 6.350 em) (7 .590) 3.500 in. x 3.500 in . **Channel 5.14 (8.890 em x 8.890 em) (7.649) 2.875 in. O.D. Pipe 5.79 (7.303 em O.D.) (8.6 17) Note: ** denotes maxim um 12 ft (3.658 m) fabric height. Gat e Posts, single leaf width Max. 6ft 2.500 in . x 2.500 in. Square 5.10 ( 1.829 m) (6.350 e m x 6.350 em) (7.590) 3.500 in. x 3.500 in . Channel 5.10 (8 .890 em x 8.890 em) (7.590) 2.875 in . O .D. Pipe 5.79 (7 .3035 em O.D.) (8.617) 3.000 in. x 3.000 in. !-Beam 6.50 (7.620 em x 7.620 em) (9.670) (l; Washington Group International Che vron • DATE : 8/10/07 FENCES AND GATES DOC. NO. WGI-29021-003-12-0-007 REV : A PICEANC E BASIN NATURAL GAS DEVELOPMENT PAGE : 16 O F 26 PROJECT Compon ent D ime nsio ns S hap e lb/ft (kg!m) 6ft to 12 ft 4.000 in. O.D. Pipe 9.1 I (1.829 m to 3.658 m) (10.160 em x 10.160 em) (13.557) 3.000 in. x 3.000 in. Square 9.10 (8.890 em x 8.890 em) (13 .543) 4.000 in. x 4.000 in. H-Beam 11 .56 (10.160 em x 10.160 em) (17.203) 12 ft to 19ft 6.625 in . O.D. Pipe 18.97 (3.658 m to 5.79 1 m) (16.828 em O.D.) (28.230) 19ft to 23 ft 8.625 in. O.D. P ipe 24 .70 (5.79 1 m to 7 .01 m) (2 1.908 em O.D.) (36.758) 23ft to 30ft 10.750 in. O.D. Pipe 31.20 (7.010 m to 9.144 m) (27.305 em O.D.) (46.43 1) Top and Bottom Rails 1.625 in. O.D. Tubing 1.35 (4.128) (2.0 10) 1.625 in . x 1.250 in. Channel 1.35 (4.128 em x 3.175 em) (2.010) 1.660 in. O.D. Pipe 2.27 ) (4.2 16 em O.D.) (3.378) 1.500 in. x 1.500 in. 1-Beam 2.27 (3.810 em x 3.810 em) (3.378) Swing Gat e Frame 2.000 in . x 2.000 in. Square 2.72 (5.080 em x 5.080 em) (4.048) 1.900 in. O.D. Pipe 2.72 (4.826 em O.D.) (4.048) ) G Washington Group International Chevron IN DATE : 8/10/07 FENCES AND GATES DOC. NO. WGI-29021-003-12-0-007 REV : A PICEANCE BASIN NATURAL GAS DEVELOPMENT PAGE: 17 OF 26 PROJECT Table 2: Schedule of Post, Rail, and Gate Frame Material; Vinyl Coated Steel, except Aluminum Swing Gate Frame Component Dimensions Shape lb/ft (kglm) Line Post Max. 8 ft (2.44 m) fabric height 1.875 in . x 1.625 in. C-Post 2.34 (4.7 63 em x 4.128 em) (3.482) Over 8 ft (2.44 m) fabric height 2.250 in. x 1.703 in. C-Post 2.73 (5.7 15 em x 4.326 em) (4.063) End, Corner, and Pull Posts 2.500 in. x 2.500 in. Square 5 .10 (6 .350 em x 6.350 em) (7.590) Gate Posts, single leaf width Max. 6ft 2.500 in. x 2.500 in. Square 5.10 (1.829 m) (6.350 em x 6.350 em) (7.590) 6ftto 12ft 4.000 in. O.D. Pipe 9.11 ( 1.829 m to 3.658 m) (10.160 em O.D.) ( 13.557) 12ft to 19ft 6.625 in. O.D. Pipe 18.97 (3.658 m to 5.79 1 m) (16.828 em O.D.) (28.230) 19ft to 23ft 8.625 in . O.D. Pipe 24.70 (5.791 m to 7.01 m) (2 1.908 em O.D.) (36.758) 23ft to 30ft 10.750 in. O.D. Pipe 31.20 (7.010 m to 9.144 m) (27.305 em O.D.) (46.431) Top and Bottom Rail 1.625 in. O.D. Tubing 1.35 (4 .1 28 em O.D.) (2.009) Swing Gate Frame 2.000 in. x 2.000 in. Square (I )Vinyl-Coated Aluminum (5.080 em x 5.080 em) (t Washington Group International Chevron IN DATE: 8/10/07 FENCES AND GATES DOC. NO. WGI-29021-003-12-0-007 REV: A PICEANCE BASIN NATURAL GAS DEVELOPMENT PAGE: 18 OF 26 PROJECT Table 3: Tie Wire Schedule Component Size and Material Fabric Tie Wire Spacing Post H-Beam 6 gauge steel 12 in . (30.48 em) on centers Tubular 9 ga uge steel 15 in. (38.10 em) on centers Rails and Braces 9 gauge aluminum 24 in. (60.96 em) on centers 13 gauge steel 24 in. (60.96) on centers (Double Wrap) Tension Wire II gauge hog ring 24 in. (60.96 em) on centers Note: Tie wire and ho g ring coatings to match fabric finish Table 4: Schedule of Post Foundation Depths Foundation Condition Fence Solid Rock Solid Rock with Component Without Overburden Soil and Masonry Ovt!rburden ) Line Post 14 in. 14 in. (35.56 em) a) 10 in. (25.40 em) diameter concrete -42 in. (106.68 (35.56 em) minimum in so lid em) minimum rock or 42 in. b) two 11/2 in . x 11/2 in . x 30 in. (3 .81 em x 3.81 em x (I 06.68 em) below finished grade 76.20 em) angle anchors c) ga lvanized pipe socket -42 in. ( 106.68 em) End, Corner, 20 in. 20 in. (50.8 em) a) 12 in. (30.48 em) min. diameter concrete -48 in. Gate, and Pull (50.80 em) minimum in so lid (121.92 em) Posts minimum rock or 48 in . b) two 11/2 in . x 11/2 in. x 30 in. (3.81 em x 3.8 1 em x (121.92 em) below finished grade 76.20 em) angle anchors c) galvanized pipe s ocket -48 in. (121.92 e m) G Washington Group International Chevron Jt1 DATE : 8/10/07 FENCES AND GATES DOC. NO. WGI-29021-003 ·1 2·0-007 REV: A PICEANCE BASIN NATURAL GAS DEVELOPMENT PAGE : 19 OF 26 PROJECT Appendix: Details Figure 1: P-02710A-Fences and Gates ui r::! ({) a: 0 lL 0 w .... :::> .... ;:: ({) "' :::> ({) w "' z ~~ .. {) i¥ 0 ~;. ~ IP a: w t! ;J_ {) ({) w .... ~ a: 0. 0 a: 0. 0. .. w I .... c "' ': ~ .., ~ .... .. (9 Washington Group International Chevron rt1 DATE : 8/10/07 FENCES AND GATES DOC . NO. WG I-2902 1-003-1 2-0-007 REV: A PICEANCE BASIN NATURAL GAS DEVELOPMENT PAGE : 20 O F 26 PROJECT = ...... ALWAYS SET ROTATION AT (90°) FIRST, THEN SET S IZE AT (24 in., 35 in.) THE APPRO PRI ATE SCALE RATIO CAN BE SU BSTITUTED FOR SIZE. SECTION ·A·A" =="''" ROLLER ASSEMBLY ,,., .... )I ,R, ..... OCIN:.'OO IIM(I GUIDE ASSEMBLY JJ 0 m )> :0::: .... f!1 )> (X) ::::.: § --1 , 0 m l> z (") m m l> C/)"1'1 -m Zz Z(") "Cl>m ::tJ -Hn ocl> c:..:::Dz ml>c or -IC)C> J>l> (J)-1 m C(J) m < m r 0 , :s:: m z -1 "IJ 0 )> 0 C) ~ f!1 z ~ ~ :E 0 G> "TI "' 1\) <D en 0 ~ 6 0 ~ 1\) ((f 6 6 0 --1 0 Washington Group International Chevron • DATE : 8/10/07 FENCES AND GATES DOC. NO . WGI-29021-003-12-0-007 REV: A PICEANCE BASIN NATURAL GAS DEVELOPMENT PAGE: 22 OF 26 PROJECT :::tl c m )> ~ -1 ~ )> ~ ALWAYS SET ROTATION AT (90") ARST. THEN SET SIZE AT (24 in .. 35 1n.) THE APPROPRIATE SCALE RATIO CAN BE SUBSTITUTED FOR SIZE. 0 0 "" , l~..:l0 -C~ET7-0I'l .... ll'l!o:!!f------T-~,;~I~:Ifl:v:..~Mf:Cin41l '*"IIHI':t l 0 m )> z 0 m CD )> en , -m Zz Z(') -,)>m :o-tcn QC:)> c..:Oz ml>c or -tc;>C> )>l> cn-t m ccn m < m r 0 , :l: m z -t "C c )> 0 C) f> m z ~ 1\:) ~ c.> 0 ~ "Tl i\l FOUNDATION BRACKIT FOR GATES WITH 25ft · 0 '" TO 44 ft • 0 in OPENfNG 1\:) <0 "' 0 ~ 6 0 Cf ~ ~ ((f 0 6 0 "" 0 Washington Group International DATE: REV : 8/10/07 A u.i N U5 a: 0 u. 0 w 1- ::J 1- ~ co ::J (f) w co z (3 0 ~ a: w ....J <( () (f) w !:i: a: a.. 0 a: a.. a.. <( w ::c 1- .S v ~ !:i: w N U5 tli (f) z w :X: I- t-:" (f) a: u:: 0' ~ !:i: z 0 ;:: ~ 0 a: 1-w (f) (f) >-~ ....J <( FENCES AND GATES PICEANCE BASIN NATURAL GAS DEVELOPMENT PROJECT F igure 4: P-02721A-Gua rdrails Chevron 1!1 DOC. NO. WGI-2902 1-003-12 -0-007 PAGE: 24 OF 26 G Washington Group International Chevron &1 DATE: 8110/07 FENCES AND GATES DOC. NO . WG I-29021-003-12·0-007 REV : A PICEANCE BASIN NATURAL GAS DEVELOPMENT PAGE: 25 O F 26 PROJECT (J Washington Group International Chevron • DATE : 8/10/07 FENCES AND GATES DOC. NO. WGI-29021·003·12·0·007 REV: A PICEANCE BASIN NATURAL GAS DEVELOPMENT PAGE: 26 OF 26 PROJECT Attachment: Purpose Codes Definitions Code Description c Assigned to paragraphs conta ining specifications whose primary purpose is reduced costs . Reduced cost in this context refers to initial investment cost and does not include Life-Cycle cost considerat ion s. Life- Cycle cost considerations are captured under reliability, maintainability , or operab ility purpose codes. E Assigned to paragraphs contai nin g specificati ons whose primary purpose is driven by environmental cons id erations . Env ironmental considerations typically include specificat ions int ended to protect against emissions/leakage to the air, water , and/or soi l. Deviations from the specifications conta in ed in such paragraphs require formal review and approval according to local enviro nm ental policy. I Assig ned to paragraphs that provide on ly clarifying information such as Scope statements, definitions of terms, etc. M Assigned to paragraphs conta inin g specifications whose primary purpose is to provide for maintainability of equip ment or systems. Maintainability provisions are th ose that facilitate the performance of maintenance on equipment/systems either during downtimes or during on-stream operations. 0 Assigned to paragraphs co nt aini ng specificatio ns whose primary purpose is to assure operab ility of equipment or systems. Operabi lit y is the abi lit y of the equipment/sys tem to perform satisfac tori ly even though conditions are off-design, such as during startups, process swings, subcomponent malfunction, etc. R Assigned to paragraphs containing specifications whose primary purpose is to improve or assure the reliability of equ ip ment or systems . Reliability is a measure of the ability of eq uipment/systems to operate with out malfunction or failure between planned maintenance interventions. s Assigned to paragraphs containing specifications whose primary purpose is avoidance of personnel or operat ional safety incidents. Any deviation from the specifications contained in such designated paragraphs requires formal review and approva l accord in g to local safety policy. Personne l Safety: Refers to the avoidance of recordable personnel injuries; i.e., burns , cuts, abrasions, inhalation, or exposure to dangerous substa nces , etc., that cou ld result in medical treatment, restricted work, lost-time incidents , or fatalities. Operationa l Safety: Refers to the prevention and control of process releases, fires , explos ions, etc. COUNTY OF GARFIELD -BUILDING DEPARTMENT CORRECTION NOTICE 108 8th St., Suite 401 Glenwood Springs, Colorado Phone (970) 945-8212 Job located at __ _____:tJR=--.:....-=-------ZJ----'~/ _______ _ Permit No. /013 I I have this day inspected this structure and these premises and fo nd the following corrections needed: • ~ttl/ /Jdlk ;re~ aJ ;/. 4141'~ %Call for Re-lnspection D $50.00 Re-lnspection Fee must be paid prior to Re-lnspection You are hereby notified that the above correction must be inspected before covering. When eorrection(s) have been made, call for inspection at 970-384-5003. Date !J,. /7 !t~~2~ .LJ$----4-- Building Inspector _.L.M-"Uz:t,..~.A""-'--"'-',.__...:_:_--=~::1£_=~----- Phone (970) 945-8212 No. ----------~1~0~93~1L----Assessor's Parcel No. 2167-212-00-008 Date --~5~/8:!.!/2~0~08~- D~ BUILDING PERMIT CARD Job Address cr 211. DeBegue Owner ____ ~C!!.h!.!Oe'-!.v~roanL:U~S~A!2_ ______ Address 1437 5. Boulder Ave, Tulsa OK Phone # 918-742-5531 Contractor N/A Address Phone # 303-843-2219 sally Setbacks: Front _____ Rear ______ RH, _____ LH ______ Zoning ____ _ Temp Emp Housing Soils Test -=r----:r------6~-- Footing -wd~ f);R: Foundation, __________ _ Grout _____________ _ Underground Plumbing ________ _ Rough Plumbing --------- Framing, ____________ _ Insulation------------ Roofing ____________ _ Drywall ------------- Gas Piping ---_____,.,t.A\--------- f).Pf}Vj '"V>'s"' INSPECTIONS NOTES Weatherproofing ___________ _ Mechanical _____________ _ Electrical Rough (State) :=s co:z Electrj5ai_E.inal (State),_...~Q.~-....~of.3-...<...~0~o==---..,........-- Final ?IS ~o(j /Checklist CQ...rn.Pieted? /fhl1 Certificate OccuQancy # _lo¥~LJ:J~0::#T~......---- Date 1 :5_..<,1. .tf.LI q ·2i:[·Db Septic System # _4~L....!i~CT9\ ~=c=------- Date "5-~B-Oo - Other )Jei~Jib.FGR£"8~ (continue on back) INSPECTION WILL NOT BE MADE UNLESS THIS CARD IS POSTED ON THE JOB 24 HOURS NOTICE REQUIRIW FOR INSPECTIONS BUILDING PERMIT GARFIELD COUNTY, COLORADO q ) Date lssued.:S.:K-:-.Ot ... Zoned Area .................•............. Permit No ..•. .\.9 ..... ~ ........... . AGREEMENT In consideration of the issuance of this permit, the applicant hereby agrees to comply with all laws and regulations related to the mning, location; construction and erection of the proposed structure for which this permit is granted, and further agrees that if the above said regulations are not fully complied with in the wning, location, erection and construction of the above described structure, the permit may then be revoked by notice from the County Building Inspector and IMMEDIATELY BECOME NULL AND VOID. lise ~ Tt-fJ Hu. • Address or Legal Description-J~~u_l !1!.' ~LJ~~!lJ~-,--,=-..,.,.,.,---,---,o-.---- f(/lDYI 1/ZA Setbacks Front Side Side This Card Must Be Posted So It is Plainly Visible From The Street Until Final Inspection. INSPECTION RECORD Footing -r.:....~ 11. Driveway Foundation -f, .e.. . ~ Underground Plumbing Insulation Rough Plumbing Drywall Chimney & Vent Electric FiRal (by State Inspector) 'J..lJM..th'l Gas Piping Final --,-' . ... ,; . ~ Electric Rougb (By State lnspector) Septic Final 1-J-1--(!$ Framing Notes:.~'~-(!,...&, ~ (To include Roof in place and Windows ~-{UJ;.so.( "UJ /57 and Doors installed). ALL LISTED ITEMS MUST BE INSPECTED AND APPROVED BEFORE COVERING- WHETHER INTERIOR OR EXTERIOR, UNDERGROUND OR ABOVE GROUND. THIS PERMIT IS NOT TRANSFERABLE For Inspections Call384-5003 108 8th Street Glenwood Springs, Colorado APPROVED DO NOT DESTROY nns CARD oater'B-()0' ey F.bt/tfflM by.~ IF PLACED OUTSIDE-COVER WITH CLEAR PLASTIC ~- ~ Parcel Detail Page I of4 ' Garfield County Assessor/Treasurer Parcel Detail Information Assessor/Treasurer Prop~rty_S_t!_arcb I AssessQLSlJhs_~_Q_m:_f)' I Alil>el>J>Qr Sales Sear<;h Clerk & Recorder RecentioQSeawb B_asic_BJJilding Characteristics I Tax Information Pa~~l_D_J!J<lil I Y_alu~J)etail I Sales Detail I Residential/Commercial ImnrovementJ2eJai1 Land Detail I Photographs I Tax Area II Account Number II Parcel Number II 2007 Mill Levy I I o29 II R29oo36 II 2161212oo0o8 II 28.87 I Owner Name and Mailing Address !CHEVRON USA INC ICJo CHEVRON TEXACO PROPERTY TAX IPO BOX285 !HOUSTON, TX 77001 Assessor's Parcel Description (Not to be used as a legal description) lsECT,TWN,RNG:21-6-98DESC: W PT OF ITR98 LYING s OF TR97,TR75,SUB-TRS loF TR77-DESC: IA,B,C,D,E,F,G,H,I,J,L,M,N,O,P,Q,R,S I,W,X,Y,Z,AA,BB DESC: TRS 178,79,80,81,83,84 PT OF TR I96,97D,112,113,118, DESC: 119 THRU 1122, 123' 124, 125,126,127' 128,129,130 I. 131 DESC: SUB-TR A OF TR132, SUB- ITR A OF TR 133, SUB-TR A OF DESC: ITR 134 AKA CLAIMS BOULDER 1#1,2,3,5,6 GOLD OIL #14, DESC: 115,16,17,18&54 MT.BLAIN, MT. BLAIN !cLAIMS #1,3,4&5 DESC: JAMES I I I I http://www. garcoact.cornlassessor/parcel. asp ?Parce!Nurnber=216 721200008 4/24/2008 Parcel Detail [H.,JAMES H. ll,P.M.C. CHARLES [E., CHARLES E. DESC: II, ALVA [A.,HERMAN F.,GERTRUDE L., JOHN A., [MARY L DESC: GRACE L., GRAND 12, [YANKEE 6, SULPHUR SPG. & DESC: [PETROLEUM PLACER BK:l882 PG:382 [RECPT:714932 BK:l711 PG:349 [RECPT:679118 BK:l655 PG:l78 [RECPT:666845 BK:1063 PG:0467 [BK:1063 PG:0465 Location Physical Address: [[211 COUNTY RD DEBEQUE I Subdivision: [ Land Acres: [[4678.26 I Land Sq Ft: [lo Section II Towns hi~ II Range I 21 II 6 II 98 I 2007 Property Tax Valuation Information II Actual Value II Assessed Value I I Land: 75,790[[ I Improvements: 34,540[[ I Total: 110,330[[ III~========~S~ale~D=a~te~:[ . Sale Price: [ Basic Building Characteristics Number of Residential 13 Buildings: Number of Commllnd 0 Buildings: Residential Building Occurrence 1 Characteristics TOTAL HEATED AREA: [[960 21,990[ 2,800[ 24,790[ I http://www. garcoact. corn! assessor/parcel.asp ?Parce!N umber=216 721200008 Page 2 of4 4/24/2008 Parcel Detail Page 3 of4 ABSTRACT CODE· /IF ARM/RANCH RESIDENCE- ' IMPS ARCHITECTURAL STYLE: III-STORY EXTERIOR WALL: IIA VERAGE ROOF COVER: IICOMP SHNGL ROOF STRUCTURE: IIGABLE INTERIOR wALL: IIPLASTER FLOOR: llsHT VINYL HEATING FUEL: IINONE I HEATING TYPE: IINONE I STORIES: llsTORIES 1.0 I BATHS: lo ROOMS: II I UNITS: II I BEDROOMS: I 0 I YEAR BUILT: 111935 I Tax Information I Tax Year I Transaction T~~e II Amount I I 2007 Tax Payment: First Half ($357.84)1 I 2007 Tax Amount $7I5.681 I 2006 Tax Payment: Second Half ($364.38)1 I 2006 Tax Payment: First Half ($364.38)1 I 2006 Tax Amount $728.761 I 2005 Tax Payment: Second Half ($464.33)1 2005 Tax Payment: First Half ($464.33)1 2005 Tax Amount $928.661 2004 Tax Payment: Second Half ($529.4I)I 2004 Tax Payment: First Half ($529.4I)I 2004 I Tax Amount $I,058.821 2003 Tax Payment: Second Half II ($647.17)1 2003 Tax Payment: First Half II ($647.17)1 2003 Tax Amount $I,294.34I 2002 Tax Payment: Second Half ($644.70)1 2002 I Tax Payment: First Half ($644.70)1 2002 II Tax Amount $I,289.40I 200I II Tax Payment: Whole ($I ,278.42)1 II II http:/ /www.garcoact.com/assessor/parcel.asp?Parce1Number=2I6721200008 4/24/2008 Parcel Detail 2001 Tax Amount II $1,278.421 2000 Tax Payment: Whole I ($1,362.10)1 2000 Tax Amount $1,362.101 1999 Tax Payment: Whole ($1,687.50)1 I 1999 Tax Amount $1,687.501 fuofPag~ Assessor DatabaseS.~.m-ch Options I Treasurer Database Search Options Clerk & Recorder Database Search Options Garfield County Home Page Page 4 of4 The Garfield County Assessor and Treasurer's Offices make every effort to collect and maintain accurate data. However, Good Turns Software and the Garfield County Assessor and Treasurer's Offices are unable to warrant any of the information herein contained. Copyright © 2005 -2008 Good Turns Software. All Rights Reserved. Database & Web Design by QQ.o_d_J)Jms. Software. http://www .garcoact. com/assessor/parcel.asp ?Parce1Number=216 721200008 . ... ··-·-· . . ...•.......•............. 4/24/2008