HomeMy WebLinkAboutApplication- PermitGarfield County Building & Planning Department 108 8th Street Suite 401 Glenwood Springs, CO 81601· Phone: (970)945-8212 Fax: (970)384-3470 Project Address Parcel No. DEBEQUE,CO 213725300007
Owner Information Address Chevron USA Inc 760 Horizon DR Subdivision Permit NO. BLCO-9-11-2187 Permit Type: Commercial Building Worle Classification: New Permit Status: Active Issue
Date: 10/5/2011 Expires: 04/02/2012 Section Township Range Phone Cell (970)245-5255 (970)589-5036 Grand Junction CO 81506 Contractor!s) Williams Companies Proposed Construction I Oetalls
Communications Building FEES DUE Fee Commercial Building Fee Manufacture Fee Plan Check Fee Tolal: Wednesday, October 5, 2011 Phone Primary Contractor (918)573-5186 Yes Valuation: $
1,683_00 Tolal Sq Feet: 187 FEES PAID Amount InvTolal Paytype Ami Paid Amt Due $69.25 $400.00 $45.01 $514.26 Inv # BLCO-9-11-21377 $ 514.26 Credit Card Credit Card $469.25 $45.01 $ 0.00
Required Inspections: Fo, '",p.,,;o", " II : 1 (888)868-5306 Inspection IVR See Permit Record Building Department Copy 2
~~CEJ.V~i:n 108 [{II Street, Suite 401, Glenwood Springs, CO 81601 Ph:970-945-82 J 2 Fx: 970-384-3440 Inspection Lille:888-868-5306 www.ga rfi cld-county.eom SEP 0 7 2011 2 3 4 5 6 7
8 9 BUILDING PERMIT APPLICATION Parcel No: (lhis injormatioll is m·ai/able at the assessors office 970-945.9/34) I Lot No: 2137-253-00-007 -Land Use Approval hearing on 10/3/11 Block
No: Subd./Excmption: Job Addrcss: (if Gil address has 110/been assiglled, please provide eN. !1IVY or Street Nt/me & City) or and l e~~8Pti~1", I NE1/4 of Section 35, T5S, R97W of the
6th PM., Garfield County, CO t:1 De U' ue Owncr: (p ropert)IOWller) Chevron, USA Inc. Contractor: Williams Companies Manufacturcd homc install cr: NA Architcct: NA Enginecr: Kevin Finn,
P.E. Sq. Ft. of Building: 187 sq. ft. Use of Building: Mailing Address: Ph: P.O. Box 285 Houston, TX 77001 (713) 372-2187 Mailing Address: One Will iams Clr., MD·34 Tulsa, OK 74172 Mailing
Address: Mailing Address : Mailing Addrcss : 1716ElkhartRdSte 1 Goshen,IN46526 Sq. Ft. or Acrcs of Lot 1,920 acres Ph: 91 8-573-5186 Ph: Ph: Ph: 574-537-1300 Height: 9'-0" Alt Ph : AltPh:
Lic ff : AI! Ph: Alt Ph: No. of Floors: 1 DlRcsidcntial 0}Commercial DOthcr I Class of Work: r7'l Ncw [J\lteration ~ddi t ion DRcpair DOc lllo DMove 10 II 12 Desc ribe Work: Installation
of a COOH approved communications building.LPlease c'!!LEhiLVaughan 970-625-5350 whim permit is ready 1 Garagc: I Scpti c: Type of Hcat: D Attachcd DDctachcd DlIsDS D Community D Na!.
Gas DlPropallc 0 Elcctric Dri vcway Pcrmit: Existing driveway permit via Garden Gulch Road Owners valuation of Work: $90,000.00 NOTICE DOthcr Authority_ This application for a Building
Pennit must be signed by the Owner of the prope rty. descri bed above. or an authorized agent. If the signature below is not th3t of the Owner. ;1 separate Icttcr of aut hority, signed
by the Owner, must be provided with this Application. Lc"al ,\ccess. A Bui ld ing Pennit cannot be issued without proof of leg:!1 and adequate 3eecss to the propcrty for purposes of
inspections by the Building Dep3rtment. Other Permits. 1I.·[ultiple separate pen11its may bc required: (I ) State E!eetri elll Pcnnit. (2) County ISDS Pennit, (3) Ilnother penni! required
fo r usc on the property idenl iiied abo\'e. e.g. State or County Highwayl Road Aeccss or a Statc Wastewater Discharge Pemlit. Void Permit. A Bui lding Pcnnit becom~s null and void if
the work authori zed is not commenced within 180 days of the date of issuance and if work is suspended or abandoncd for a period of 180 days after commencement. CERTIFICATION J hcreby
cert ify that I have read this Application and that the infonnation contained above is \nle and correct. [understand that the Build ing Department accepts the Application. along with
the plans and specifi cations and othcr data submitted by me or on my behalf (submit t..11s). based upon my certific ation ns to accuracy. Assuming completeness of the submittals and
approval of this Application. a Building Pennit will be issued granting pennission to me, as Owner. to conS\nJCt the structurt(s) and f:lci lities det.tiled on the submiuals reviewed
by the Bui lding Department. In consideration of the issuance of the Building Pemli\. I agree that [ and my agents will comply with provisions of any fede ral. state or local law regulat
ing the work and the Garfield County Building Code, ISDS regulations and applicable land use regulations (County Regulation(s)). I admowlcdge that the Building Pemlit may be suspended
or revoked, upon notice from the County, if the location. constnlction or usc of the stnJct1.m::(s) and f.1cili ty(ies). described ~ bove, arc not in compliance with County Regulation(s)
or any other applicable law. I hereby grant pennission to the Building Department to enter the property. described above, to inspect the work. I furthcr acknowledge that the issuant\!
of the Building Pennit docs 110t prevent the Build ing Offi cial from: t I) requiring lhe correction of errors in the submittals. if any. discovcred aftcr issuance: or (2) stopping eonstmction
or usc of the stTtlcture(s) or facili ty( ics) if such is in violation of County Reg u l ~t ionts) or any other applicable law. Review of this Application. including submittals, and
inspections oflhe work by the Building Department do not constitute an acceptance of responsibility or liabi lity by the County of crroTS. omissions or discrepanc jcs. As the Owner.
I aeknowlC"dge that responsibil ity for compliance with fedcraL state and local laws and County Regulations r~st with me and my atuhori7.ed agents. incl udi ng without limitation my
architect designer. engineer and! or bui lder. ~:N~~::~: ~EA~~;~;:_THE N09:~: & CERTITICATlON ABOV' OWNERS SIGNATURE DATE PlOnr..~::';H" STAFF USE ONLY }f(.--mLI5·01 Special Conditions:
~ rR 41-"55 (O'fflmvntralio~ FacILltV. Adjusted Valuatioll: 1,~8'3,OO Plan Check Fce: Permit Fee: Manu home Fee: QQ Mise Fees: '-fCO . Total Fees: LFele5s P.aoidt: "I' No & Issue Date:
ISDS No & Issued Date: 8LCO-~'~1-Balance Due: Y&q).S ~~~~? /2/00: 5/06 I Const Type: Jl' 13 R:I:.
Building Plan Review Description of Work: Communications Building Bln#: Location Address: DEBEQUE,CO Case Manager: David Bartholomew Plan Ca. e Number: BLDG-9-11-6986 Parcel: 213725300007
Application Date: 09/07/20 i i Building __. ..:./...--,--_IEnglneered Foundation __. .:/. ___ DriVeWay Permit /_____ Surveyed Site Plan __-M -,-Y_A_ _. septic Permit and Setbacks ___/_
_ .GradeITOPOgraphy 30% ___}-J+..~..A:.-'-Attach Residential Plan Review List /_____ Mlnlmum Application Questionnare __r-V+,0_'A_ _S Ubdivision Plat Notes ___ I __ Fire Department Review
/___ --,-_Valuation Determination/Fees _ -L. /_-:-_Red Line Plans/Stamps/Sticker __ /_-;-~Attach Conditions ___/--;:-__A PPlication Signed __ /-:-_Plan Reviewer To Sign Application __c
/.._ _ -,parcellschedule No. _ __/_ _. ...:40# Snowload Letter -Manu. Homes __ /'--___ .SOIiS Report Wednesday, October 5,2011 Contacts Owner: Chevron USA Inc Applicant: Chevron USA
inc Applicant Phone: (970)245-5255 Email: Planning/Zoning /____ -'Property Line Setbacks __/-;-__. 30ft Stream Setbacks _ _ /___ .FIOOd Plain _ _ /_ -,--_-<>Bullding height I _ _ __
...J-Zoning Sign-off _ _M -,-~-'4_ _I Road Impact Fees __1. .U.0, -'_A-'HOAlDRC Approval /_____ .GradelTopography 40% ___/-r_ .JPlanning Issues J -----SSubdivision Plat J2eu1t~w Pee
feYWf' r-Pee. General Comments: bO . /O ~uP. -fee.. '-foo . bO '--1qq ./7 .-'-IS 0 I
GARFIELD COUNTY Building & Planning Department 108 8th Street, Suite 401 Glenwood Springs, Colorado 81601 Telephone: 970.945.8212 Facsimile: 970.384.3470 www.garfield-county.com COMMERCIAL
OR MULTI-FAMILY BUILDING PERMIT NOTE: In order to understand the scope of work intended and to expedite the issuance of a permit, it is important that complete information be provided.
Please review this document to determine if you have adequate information to design your project and to facilitate a plan review. COMMERCIAL OR MULTI-FAMILY BUILDING PERMIT APPLICATION
CHECKLIST This checklist is to be used with all commercial or multi-family construction. APPLICATION FORM: Please make sure the following information is provided on the application.
• Parcel number obtained from the County Assessor's Office. • Job address (assigned physical address). • Legal Description: lot, block, filing, subdivision or tract, section, township
and range. • Owners name, mailing address, phone, fax, or cell. • Contactors name, mailing address, phone, fax, or cell. • Architect/Engineer's name, mailing address, phone, fax or cell.
• Building size, height, number of stories, lot size. • Use of building (commercial) • Class of Work (new, addition, alteration, repair, demo, move, other) • Description of work. • Type
of heating (natural gas, propane, electric, other) • Sewer system (Community or ISDS), also see other items below. • Garage (attached or detached) • Driveway permit (please see other
items below) • Valuation (labor and materials) OTHER ITEMS: • If you anticipate obtaining a water-tap from the City of Rifle, please provide a letter indicating that the City will provide
water service. (Required to submit building permit application). • ISDS requires a septic permit application to be submitted with the building permit application. • A separate electrical
permit must be obtained from the State of Colorado Electrical Board. • Prior to submittal of a building permit, you are required to show proof of legal and adequate access to the site.
This may include proof of right to use a private easement, County Road & Bridge permit, or Colorado Department of Highway permit, including a Notice to Proceed. The County Road & Bridge
Department can be reached at 970-625-8601. • If you anticipate excavating or grading prior to issuance of a building permit, you will be required to obtain a separate grading permit.
• If you belong to a Homeowners Association (HOA), it is your responsibility to obtain written approval, if required. • Provide copies of any Resolutions and/or Land Use Permits associated
with this property. • Projects with more than ten (10) occupants require plans sealed by a Colorado Licensed Design Professional. Occupant load shall be calculated by IBC Table 1004.1.1.
• A Colorado State Licensed Electrician and Plumber must perform installation and hook-ups.
BUILDING PLANS: Two (2) sets of plans must be submitted. Plans must be 18"x24" minimum size, complete, identical, legible, and to scale. Certain projects may also require a third copy
of the plans be submitted to the local Fire District for review prior to permit issuance. All plans will be checked at the counter for completeness. If any of the required information
is missing, the building permit application cannot be accepted. SITE PLAN: Please make sure the following information is provided on the site plan. o Property address/legal description.
o North Arrow and Scale on each page. o Show all property lines, building envelopes, flood plain, and easements. o Provide setback distances from boundaries, buildings, septic, well,
and waterways. o Location and direction of the county or private road and driveway accessing the property. o Proposed and existing structures include sheds, barns, decks, patios, and
any other buildings. o Existing and proposed grade, positive drainage around structure (to be contained on site). o Streams, rivers, creeks, springs, ponds and ditches. o Existing and
proposed wells, septic tanks, leach fields, and other systems. (if applicable) o Retaining walls (engineer stamped detail required for walls over four (4) ft, measured from bottom of
footing to top of wall). NOTE: Any site plan depicting the placement of any portion of the structure within fifty (50) feet of a property line or not within an established building envelope
shall be prepared, stamped, and signed by a licensed surveyor. For structures to be built within a building envelope, provide a copy of the recorded subdivision final plat with the proposed
structure located in the building envelope. COVER SHEET: o Project identification. o Project address and/or legal description. o Design specifications to include building use and occupancy
classification, type of construction, building height and area calculations, occupant load, and fire sprinkler systems. ARCHITECTURAL PLANS: Please provide the following information
on the architectural plans. o Per C.R.S. 12-4-112; Structures designed with an occupant load exceeding ten (10) require Colorado State Licensed Design Professional stamped plans. o Minimum
four (4) elevations (N,S,E,W) o Floor plans for each level including dimensions and scale noted. o Clearly label each room or space (office, storage, mechanical, elevator, etc). o Wall
types; clearly labeled and referenced. Identify all fire resistive wall construction. o Construction details for all fire resistive elements referenced on floor plans and cross sections.
Include wall, floor/ceiling, roof/ceiling, shaft wall assemblies, and structural frame. Provide the fire resistive listing number referenced on each assembly detail. (ex. UL P123) o
Window & door sizes, types, and operation and direction of swing noted on the floor plan. o Specify roof slope/pitch, roof covering, and siding materials. o Energy design specifications/details
for R-values, U-factors, and SHGC's per IECC. o Stair and guard details specifying rise, run, height and spacing. o Accessibility; show compliance with accessibility requirements for
all elements of the building per IBC, Chapter 11 and ICC/ANSI A 117.1, ADA, FHA, and UFAS.
STRUCTURAL PLANS: Please provide the following information on the structural plans. • Per C.R.S. 12-4-112; Structures designed with an occupant load exceeding ten (10) require Colorado
State Licensed Engineer stamped plans. • Engineered foundation design per soils report. Geotechnical report referenced. • Design specifications to include roof and deck snow load, wind
and seismic design, frost depth. • Foundation plan showing complete footing and foundation dimensions. • Footing and foundation details specifying reinforcement referenced on plans.
• Framing plans for each floor level and roof. All beams, columns, joists, rafters, trusses and all live/dead loads specified. • Framing /connection details referenced on plans. • Pre-manufactured
structures require an engineers stamp, signature, and date. MECHANICAL PLANS: Please provide the following information on the mechanical plans. • Per C.R.S. 12-4-112; Structures designed
with an occupant load exceeding ten (10) require Colorado State Licensed Engineer stamped plans. • Energy design calculations and details verifying compliance with the 2009 IECC. • Floor
plans for each level showing size, location and materials of all ductwork, plenums, return and outside air intake registers. • Size and location of all combustion air ductwork and openings.
• Size, type and termination of all gas appliance flues and vents. • Location of all fire and combination smoke/fire dampers. • Equipment schedule for all mechanical equipment (boiler,
furnace, exhaust fans, etc). • Commercial kitchen hood location, hood and duct sizes, CFM calculations. PLUMBING PLANS: Please provide the following information on the plumbing plans.
• Per C.R.S. 12-4-112; Structures designed with an occupant load exceeding ten (10) require Colorado State Licensed Engineer stamped plans. • Floor plans for each level showing DWV layout
and sizing, materials, slope and sewer location. • Water piping materials, length and size of pipe, water meter location, fixture unit demands, location and type of backflow prevention
devices. • Gas piping materials, length and size of pipe, gas meter location, and BTU/hour demands. • Additional piping plans for roof/deck drains, condensate, medical gas, etc. • Plumbing
fixture schedule for all plumbing equipment. • Commercial kitchen plumbing fixtures, food preparation equipment, grease interceptors, etc. ELECTRICAL PLANS: Please provide the following
information on the electrical plans. • Per C.R.S. 12-4-112; Structures designed with an occupant load exceeding ten (10) require Colorado State Licensed Engineer stamped plans. • Floor
plans for each level showing location of lighting fixtures, switches, receptacles, emergency exit signs and lighting, and panel location. • Diagram showing service entrance, conduit/wire
size, main disconnect size, grounding electrode/conductor size, feeder conduit/wire size, transformers and generators. • Panel schedule showing bus/breaker sizes, circuit description,
voltage, phase, amperage, etc.
NOTE: If any required information is missing, delays in issuing the permit are to be expected. If determined by the Building Official that additional information is necessary to review
the application and/or plans for compliance, the application may be placed on hold until the required information is provided. Work may not proceed without the issuance of a permit.
The building department will collect a Plan Review fee at time of application submittal. The Permit Fee, as well as any Septic or Road Impact fees will be collected when the permit is
issued. The permit application must be signed by the owner or by a person having written authority from the owner to act as their representative. I hereby acknowledge I have read, understand,
and will abide with the requirements of this checklist. ~\r.. 0,~~ -~)~ 9/7/11 Signature of Owner Date Garfield County Building & Planning 108 8th Street, Suite 401 Glenwood Springs,
CO 81601 Phone: 970-945-8212 Fax: 970-384-3470 www.garfield-county.com
GARFIELD COUNTY BUILDING REQUIREMENTS Codes: 2009 IRC, IBC, IFGC, IMC, IPC, 2009IECC. Setbacks: Check subdivisions and zone district for setback requirements. Snowload (measured at the
roof! Not ground): 40PSF up to 7000ft. elevation. 50PSF 700 I ft to 8000ft. 75PSF 800lft to 9000ft. 100PSF 900 I to 10000ft. !!! ALL SNOWLOADS ARE MEASURED HORIZONTALLY AT THE ROOF NOT
THE GROUND!!! Seismic design category: B Weathering probability fo,' concrete: Severe. Termite infestation probability: None to slight. Wind speed: 90mph. Decay probability: None to
slight Wind Exposure: B or C (see section R30 1.2.1.4) Frost Depth: 36in. to 800Oft. elevation. 42in. 8001 and above. Winter Design Temperature: Minus 2 to 7000ft.; minus 160ver 7000ft.
elevation. Air Freezing Index: 2500deg F-days to 7000ft.; over 7000ft. to be detennined by Building official Ice shield under-layment required. Mean Annual temp: Variable SEE 2009 IECC
FOR INSULA nON AND ENERGY REQUIREMENTS.
I I Chevron III March 29, 2011 Lisa Dee Todd Kratz land Manager Planning /Regulatory /Specialist, Piceance Asset Team Williams Production RMT Company LLC 1058 County Road 215 Parachute,
CO 81635 MidContinent/Alaska Business Unit Chevron North America Exploration and Production Company (A Chevron U,S.A. Inc. Division) 1400 Smith Street Houston, TX 77002 Phone; (71 3)
372·1277 RE : Request for Letter Supporting Limited Impact Review Permit Application Communications Tower Site at TR 41-35-597 Location Section 35, Township 5 South, Range 97 West 6th
PM Garfield County, Colorado. Williams Production RMT Company LLC ("Williams") Is planning to construct a Communications Tower on Chevron U.S.A. Inc. ("Surface Owner") surface lands
In order to establish a clean communications link between their Greasewood Compressor Station and the TR 41-35-597 pad, which will In turn improve area operations by allowing for enhanced
voice, data and SCADA communications links on Trail Ridge and in Ryan Gulch. Williams has requested permission from Surface Owner to pursue a Limited Impact Review Permit with Garfield
County per Table 3-502 of the 2008 Unified Land Use Resolution. Surface Owner is currently In neg otiations with Williams, but does not have a Surface Lease or any other agreement in
place with Williams for the construction of the Communications Tower. However, Surface Owner supports Williams' pursuit of the Limited Impact Review Permit. Williams is aware the design,
location, or other Information submitted in their Limited Impact Review Permit Application may change based upon final consultation with Surface Owner. Further, Williams is aware that
no construction activities of any kind may occur on Surface Owner's lands until a Surface Lease and any other necessary agreements have been executed by Surface Owner and Williams for
the Communications Tower. If you have any questions, please do not hesitate to contact me at the address and telephone number above. Regards, ~T.~1 D.T. Kratz Attorney-In-Fact Page 1
of 1
POWER OF A'ITQRNEY CHEVRON U.s.A-INC. KNOW ALL MEN BY THESE PRESENTS TIlAT CHEVRON U.S.A. INC .. a Pennsylvania COJpOtation, ("CUEVRON,,). acting herein through J. STEPHEN LASTRAPES,
Assistant Secretary, hereunto duly authorized by Resolution of the Board of Directors. hereby makes, c:onstitutes, and appoints D. T. KRATZ, to be its true and lawful Attomey~in·Fact
with authority, for and on its behalf, wilhoul the necessity of affixing the cOJporate seal. to execute, acknowledge, deliver, file, record. aC9CpI, assign. amend, extend, tcnninale.
withdraw, release. settle, compromise, swrcnder, ratify, and renew all instruments.. papers and docwn.ents requiring execution in the name of CHEVRON, except as herein below stated,
and no authority is conferred by this Power of Attorney for execution oftbe following: I. Leases or deeds to others covering oil, gas or olher hydrocarbon or non·hydrocarbon mJnera.I.g
underlying fee land! of CHEVRON where either book value or sale price exceeds Twenty-Five Million DoHan ($25,000,000.00) ot the ac~ge exceeds Six Thousand FoUl Hundred (6,400) acreSj
2. Deeds or conveyances to other.! covering fee lands of CHEVRON. other than lights of way and similar easemen!.S. where either book value or sale prioo exceeds Twenty·Five Million Doll",
($1S,OOO,OOO.OO); 3. Documents, instrumenl.9 01 promisSOl)' notes in support of My borrowings; provided, however. that promissory notes e.nd other documents given 115 consideration for
!he acquisition ofreal 01 pe~nal property ahall not be d.eemcd 10 constitute a borrowing; 4. DocumCllts or agreements establishing bank accounl.9 in the name of CHEVRON or withdrawing
of funds or clw:ing of any bank accounts of CHEVRON. This PO\VCI of Attom~y shall remain in full foree and effect from and after first day of Febrwuy, 2011 through the Jist day of December,
2011, and il'l exercise shall be valid in nll the states, territories and possessions of the United States. IN WITNESS WHEREOF, CHEVRON ball caused its name to be subscribed hereto by
J. STEPHEN LASTRAPES, Assistant Secretary, for that plllpOse duly authorized, lhis 31st day of January 201 I. STATE OF TEXAS COUNTY OF HARRIS CHEVRON U.S.A. INC. ny' ~~ 1. STEPHEN LASTRAPES
Assistant Secretary This instrument was ecknowledged before me 00 the 31st day of 1aoUll!)' 2011. by J. STEPHEN LASTRAPES, Assistant SeerotBly of CHEVRON U.S.A. INC., II. Pennsylvania
corporation, on behalfofsal4 OO1pOI1ItiOD. \' ff~~4 Notary Public, State of Texas
· 1111 M\",j, ~~lr.l.1I'f1i 1t"~Nl't iaw,W.I~N\~~, *'~ 11111 Rectptlon#: 793904 11/04/201B 12;35:32 P" Jean Alberioo f of 2 Reo Fea:S1e.00 Doo Fae:0 e0 GARFIELD COUNTY CO POWER OF ATTORNEY
WILLIAMS PRODUCTION RMT COMPANY LLC, a Delaware limited iiability company (hereinafter referred to as the "COMPANY") is formed and existing under the laws of the State of Delaware and
has its principal executive offices located at One Williams Center, Tulsa, Oklahoma. WHEREAS, said COMPANY does hereby nominate, constitute and appoint JOSEPH P. BARRETT (hereinafter
referred to as "BARRETT"), as the true and lawful agent and Attorney-in-Fact thereof. WHEREAS, incident thereto BARRETT, as agent and Attorney-in-Fact of said COMPANY is granted the
power and authority, more particularly described below, subject to and limited by the COMPANY'S policy and procedure pertaining to delegation of authority. To execute and deliver from
time to time in the name of, for and on behalf of said COMPANY, with the corporate seal of said COMPANY thereunto and attested by its Secretary or one of its Assistant Secretaries, or
without such corporate seal andlor without such attestation, any instruments of the following types which relate to the COMPANY'S operation andlor ownership of oil, gas and mineral interests,
and to take any and all other action that may be necessary or desirable to affect the purposes of such powers: Unit and Well Operating Agreements; Gas Purchase and Sale Agreements; Farm-Out
Agreements; Lease and Cornrnunitization Agreements; Mineral Leases; Designation of Operator Assignments; Leasehold Assignments; Division and Transfer Orders; Exploration Agreements;
Geophysical Agreements; Easements and Right of Way Agreements; Pooling Agreements; Unit Agreements; Participation Agreements; Facility Agreements; Construction, Ownership and Operation
Agreements; Gathering Agreements; Disposal Agreements; Stipulations of Interest; Purchase and Sale of Real Property; Purchase and Sale of Oil and Gas Leases; all documents to be filed
with federal, state, tribal or local authorities; and all agreements modifying, amending, renewing, extending, ratifying, forfeiting, canceling and terminating any and al1 of the aforementioned
types of instruments and documents. Not by way of limitation, but by way of confirmation, the powers of authority hereby conferred shall extend to and include any and all of the instruments
andlor acts above
.1111 ~'. ~~WI.~fII~ rftICrr\fl.w,I+l"«IWI:I"~ ~" 11111 Reception" : 793904 . 11/04 /2010 12 :35.320P0"0 J··Fn.~~b801~ARFIELO COUNTY CO 2 or 2 Ree Feo :$ 16 . oc B . . described which
may pertain to lands of the United States of America, lands of any state, lands of any fee owner, and tribal or allolled Indian lands. Nothing herein contained shall be construed to
revoke or amend, or otherwise limit or affect, the powers and authority granted under any other power of attorney executed by or on behalf of the COMPANY. The authority hereby granted
shall continue in full force and effect until revoked by instrument in writing and shall have the same force and effect as though special authority was granted to said agent and Attorney·ill-Fact
to do each such act and to execute and deliver each such instrument of the character hereinabove described separately for each and every such act so effect~d or instrument so executed
and delivered. IN WITNESS WHEREOF, the COMPANY has caused this Power of Attorney to be signed by one of its Vice Presidents hereunto duly authorized by Consent to Action of its Management
Committee, as of this 12th day of October, 20\ O. COUNTY OF DENVER WILLIAMS PRODUCTION RMT COMPANY LLC Name: Alan C. Harrison Title: Vice President ACKNOWLEDGMENT ) ) ss. ) BEFORE ME,
the undersigned authority, a Notary Public in and for said County and State, on this day personally appeared Alan C. Harrison, personally known to me to be the Vice President of WILLIAMS
PRODUCTION RMT COMPANY LLC, a Delaware limited liability company, who acknowledged to me that he has executed the above POWER OF ATTORNEY pursuant to a duly adopted resolution of the
management committee of said Company. IN WITNESS WHEREOF, I have hereunto set my hand and affixed my notarial seal, the 12th day of October, 2010. My Commission Expires: rp;rpol/
July sib, 2011 Mr. Fred Jannan Director Garfield County Building and Planning Department lOS Sib Street, Suite 401 Glenwood Springs, CO 81601 Dear Mr. Jannan, wIUl~,"lI'a~ms. ~9' WiIlWns
ProductkM:t RMT Comp""yllC 10:;8 CR '21S no. Boll .170 PouathUft'. CO 8163~ · OJ70 9701285·9ln 9701!8S·,)S7' (u This letter authorizes Phil Vaughan Construction Management, Inc. to represent
Williams Production RMT Company LLC in any and all matters, including rcprescntation of the application before appointed and elected bodies, related to the Limited Impact permit application
and review for the TR 41-35-591 Communications site located in Section 35, T5S, R91W-Garlield County, Colorado. Sincerely, Williams Production RMT Company LLC
Account Account: R290519 Location Parcel Number 213 7-253-00-007 Situs Address City Debcque ZipCode 81630 Tax Area 029 -J-49HBDF -029 Legal Summary Section: 25 Township: 5 Range: 97
ALL Section: 35 Township: 5 Range: 97 N2, N2S2, LOTS I (4 1.67 AC), 2(41.55 AC) 3 (4 1.45 AC), 4 (41.33 AC) Section: 36 Township: 5 Range: 97 TR 37 (634.74 AC) AKA TRIUMPH PLACER CLAIMS
#37 THRU #44 CCD PLACER CLAIMS # I THRU #4 Transfers Owner Information Owner Name CHEVRON USA INC In Care or Name CHEVRON TEXACO PROPERTY TAX Owner Addr.ss PO BOX 285 HOUSTON, TX 77001
Sale Price Sale Date Doc Type 12Q 1/2002 :lll2 0212212 QQ~ AM 07102/2002 AM 05/0211288 OCD Tax History Images Tax Year Taxes • Q.!.S. *20 11 $356.96 2010 $343.12 * Estimated I I I ,
i I I Page I of I Assessment History Actual (201 1) $40,930 Primary Taxable $ 11,870 Tax Area: 029 Mill Levy : 30.0720 Type Actual Assessed Acres SQFT Units Land $40,930 $11,870 1920.740
0.000 0.000 Book Page B' 1 §~4 n§1 ~: m OP: 408 B: 07,4 P; Q 107 , IT https:llact.garfield-county.comlassessor/taxweb/account.jsp?accountNum=R290519 917120 I I
David Bartholomew From: Molly Orkild-Larson Sent: To: Wednesday, October 05, 2011 10:39 AM David Bartholomew Cc: Fred Jarman Subject: FW: Chevron Communication Facility David: Since
the conditions of approval are strictly performance standards you can go ahead and issue the building permit(s) for Phil Vaughan, I will get you a copy of the appropriate documents once
recorded. Molly -----Original Message----From: Fred Jarman Sent: Wednesday, October 05, 2011 10:23 AM To : Molly Orkild-Larson Cc: David Bartholomew Subject: RE : Chevron Communication
Facility It all just depends on if there are any COA's that need to be met before the actual permit is signed by the Chairman. If there are only performance conditions, then Phil could
proceed. If there are COAs that need to happen then he has to hold off until those have been met. -----Original Message----From: Molly Orkild-Larson Sent: Wednesday, October 05, 2011
10:21 AM To: Fred Jarman Cc: David Bartholomew Subject: FW: Chevron Communication Facility Importance: High Fred: John Martin has signed the resolution and its over at the Clerks & Recorders
to be signed by Jean and recorded. As you can see Phil is wanting a building permit asap. At what time do we feel comfortable issuing the building permits? Molly -----Original Message-----From:
Phil Vaughan [mailto:phil@pvcmi.coml Sent: Wednesday, October 05, 2011 6:48 AM To: Molly Orkild-Larson Cc: David Bartholomew Subject: RE : Chevron Communication Facility Molly, Thanks
for your assistance on this! 1
I spoke with Dave Bartholomew yesterday and he indicated that he will issue the building permits as soon as he receives authorization from you. Will it be possible to get the authorization
and for Dave to issue the building permits today? I held the tower crew off until tomorrow morning so we were safe for time. They originally were slated to start work on Tuesday morning.
Please let me know if we can achieve this as they started driving from their last project yesterday and will be here this afternoon. Thanks again for your assistance and please contact
me with questions. Sincerely, Phil Vaughan Phil Vaughan Construction Management, Inc. 1B38 County Road 323 Rifle, CO 816SB 97B-62S-S3SB -----Original Message-----From: Molly Orkild-Larson
[mailto:morkild-larson@garfield-county.com] Sent: Wednesday, October BS, 2B11 6:23 AM To: Phil Vaughan Subject: Chevron Communication Facility Phil: I'm pursuing getting John Martin
to sign the resolution and will get a signed/recorded copy to you asap. Molly From: Phil Vaughan [mailto:phil@pvcmi.com] Sent: Tue 1B/4/2B11 7:29 AM To: Molly Orkild-Larson Cc: Fred
Jarman Subject: Thank you! Molly, Thank you again for your hard work on the Williams-TR 41-35 Communications facility project. Your presentation yesterday was well done and the hearing
went smoothly. 2
Thank you as well for the incorporation of the land use change permit authorization into the process yesterday. As always, I appreciate your professionalism and attention to detail.
Thanks and have a wonderful day! Sincerely, Phil Vaughan Phil Vaughan Construction Management, Inc. 1038 County Road 323 Rifle, CO 81650 970-625-5350 3
Project Information Project # 212-11 Title Address City, State, Zip Country From Contact Company Address City, State, Zip Country Phone Fax Williams Production RMT Company LLC TR 41-35
Communications Facility Parachute, CO 81635 USA Philip Vaughan Phil Vaughan Construction Management, Inc. 1038 County Road 323 Rifle, CO 81650-8607 United States of America (970) 625-5350
(970) 625-4522 To Contact Company Address City, State, Zip Country Phone Fax Transmittal Transmittal # Date Due Date Sender Subject Mr. Dave Bartholomew Transmittal 6 September 7, 2011
Hand Communications Building Permit App. Gartield County Building Department 1 08 8~ Street, Suite 401 Glenwood Springs, CO 81601 USA 970-945-8212 Remarks I Dave, please find attached
documents for the eDOH approved communications building. Please note that I have not received the COOH approved drawings as of yet, but will deliver these to you when I receive them.
The attached drawings have been submitted to the eDOH for approval. Additionally, we are applying for this building permit prior to our 1013111 land use permit hearing before the Board
of County Commissioners. We understand that the building permit will not be issued until the limited Impact Review Permit is iSSUed. Thanks again for your assistance and please contact
me with questions. Sincerely, Phil Vaughan ~ :I r.;;;:;;;:;;;-i i R, ,;Irlinn , 2 0 Review .-9/7/11 Page 1 ofl
CONDITIONS OF PERMIT BLCO-9-11-2187 and BLCO-9-11-2188 Chevron Telecom Equipment Room & Tower TR 41-35 Communications Facility DeBeque, Colorado 1) ALL WORK SHALL COMPLY WITH THE 20091BC,
IMC, IPC, IFGC, IECC, IFC, TIA-222, OSHA, FCC, EPA REGULATIONS, AND MANUFACTURERS SPECIFICATIONS. 2) ALL WORK MUST COMPLY WITH THE CONDITIONS OF THE CURRENT LAND USE PERMIT. 3) PRIOR
TO CONSTRUCTION, CONTACT THE LOCAL FIRE DISTRICT FOR PERTINENT FIRE SAFETY REQUIREMENTS. 4) EXCAVATION OBSERVATION REPORT REQUIRED AT FOOTING/FOUNDATION INSPECTION. S) ELECTRICAL FINAL
APPROVAL IS REQUIRED FOR CO/FINAL INSPECTION. 6) LOCKS, LATCHES AND LANDINGS PER 2009 IBC, SECTION 1008. 7) LIGHT AND VENTILATION PER 2009 IBC, CHAPTER 12. 8) EQUIPMENT ROOM SHALL BE
INSPECTED BY THE GARFIELD COUNTY BUILDING DEPARTMENT. 9) TOWER CONSTRUCTION SHALL BE INSPECTED BY THE ENGINEER ON RECORD. FINAL APPROVAL REPORT REQUIRED PRIOR TO CO/FINAL INSPECTION
OF EQUIPMENT ROOM. 10) veri·fir cpoH II?5pe::j?on/:r:iIl5J9J1JJIJ pg/Of!--~ o/PJl/,1! I H5f'ec .. l7on .
Project Information Project# 212-11 nle Address City, State, Zip Country From Contact Company Address City, State, Zip Country Phone Fax Remarks Williams Production RMT Company LLC TR
41 -35 Communications Facility Parachute, CO 81635 USA Philip Vaughan Phil Vaughan Construction Management, Inc. 1038 County Road 323 Rifle, CO 81650-8607 United States 01 America (970)
625-5350 (970) 625-4522 To Contact Company Address City, State, Zip Country Phone Fax Transmittal Transmittal Transmittal # 8 Date September 8, 2011 Due Date Sender Hand Subject Mr.
Dave Bartholomew Communications Building Garfield County Building Department 1 08 8~ Street, Suite 401 Glenwood Springs, CO 81601 USA 970-945-8212 Dave, please find attached documentation
regarding the snow load for the building permit application submitted yesterday. Thanks again for your assistance and please contact me with questions. Sincerely, Phil Vaughan Transmittal
Items Item No. Item Description Copies Return Transmitted For 1 9f7/11-Kevin Finn, P.E.letter re: snow load 2 0 Review 9/8/11 Page 1 ofl
~' I I GEOTECHNICAL , ENGINEEF<lNG Gf<OUP A 1rerrilcon COMPANY June 21, 2011 ThinAir Communications 27473 Forest Ridge Drive Kiowa, Colorado 80117 Attention: Mr. Philip Sprouse Subject:
Geotechnical Engineering Report Addendum 1 Williams 80 Ft Communication Tower Garfiled County, Colorado Terracon Project Number: AD114029 Dear Mr. Sprouse, The purpose of this addendum
is in response to your June 27, 2011 request for foundation recommendations for the proposed communications building at the subject project. In order to formulate these responses, we
reviewed "Geotechnical Engineering Report, Williams 80 Ft Communication Tower, Garfield County, Colorado, GEG job number AD114029, dated June 20, 2011 . We understand the proposed tower
construction will include a communication building. The proposed building will be 10 feet by 16 feet, wood frame superstructure. The floor will be a structural floor supported on the
foundation system. The preferred foundation is a turned down concrete slab on grade mat foundation. Turned Down Mat Foundations If the owner is willing to assume an increased risk of
movement and damage (over deep foundations such as drilled piers), the foundations may be supported using a shallow turned down mat foundation system bearing on new engineered fill extending
2 feet below the new foundation bearing elevations. Design recommendations for shallow foundations for the proposed structures are presented in the following sections. Geotechnical Engineerin
g Group, A Terracon Company 2308 Interstate Avenue Grand Junction, CO 81505 P [970J 245 4076 F [970J 245 7115 geolechnica lgroup.com lerracon.com Geotechnical • Environmental • Construction
Materials • Facilities
A lr~rr.lton COMPANY Turned Down Mat Foundation Design Recommendations DESCRIPTION Net allowable bearing pressure 1 Minimum embedment below finished grade for frost protection 2 Appro)(imate
total settlement from foundation loads Allowable passive pressure 4 Ultimate coefficient of sliding friction 4 Column 1,500 psI 42 in ches About y. to 1 inch when supported on a minimum
of 2 feet thickness of Well Compacted Engineered fill 3 275 psI 0.3 1. The recommended net allowable bearing pressure is the pressure in excess of the minimum surrounding overburden
pressure at the footing base elevation. Assumes any unsuitable fill or soft soils, if encountered, will be undercut and replaced with compacted structural fill. Based upon a Factor of
Safety of 3. 2. And to reduce the effects of seasonal moisture variations in the subgrade soils. For perimeter footing and footings beneath unheated areas. 3. Even wi th the t esting
and observation discussed in this report, total settlement of footings supported over t he existing fill cannot be accurately predicted and could be larger than normal. 4. If passive
resistance is used to resist lateral loads, the base friction should be neglected. Foundation Construction Considerations The base of all foundation excavations should be free of water
and loose soil and rock prior to placing concrete. The bottom of the foundation excavation should be scarified a minimum 10 inches, moisture conditioned to within 2 percent of optimum
moisture content and compacted to at least 95 percent of the maximum standard Proctor (ASTM o 698) dry density. Concrete should be placed soon after excavating to reduce bearing soil
disturbance. Should the soils at bearing level become excessively dry, disturbed or saturated, or frozen, the affected soil should be removed prior to placing concrete. Place a lean
concrete mud-mat over the bearing soils if the excavations must remain open over night or for an extended period of time. It is recommended that the geotechnical engineer be retained
to observe and test the soil foundation bearing materials. Williams 80 Ft Communication Tower, Addendum 1 Garfield County, Colorado June 27, 2011 GEG Job No. AD114029 2
A l rl:!rrncon COMPAi'N Limitations This Addendum 1 is specific to the information presented. All other recommendations presented in the referenced report or Addendum 1 should be included
in the design and construction of the proposed communication building. The scope of work performed is specific to the proposed construction and the client identified by this Addendum
1. 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 Addendum
1 should not be relied upon after a period of three years from the date of this Addendum 1 and is subject to review by this firm in light of new information that may periodically become
known. We believe this addendum was prepared in a manner consistent with that level of care and skill ordinarily used by geotechnical engineers practicing in this area at this time.
No other warranty, express or implied, is made. If we can be of further service in discussing the contents of this report or the analysis of the influence of the subsurface conditions
please call. Sincerely, GEOTECHNICAL ENGINEERING GROUP, INC. Norman W. Johnston, P.E. Senior Engineer NWJ:nj (1 copy sent) 1 cc Emailed: psprouse@thinaircommunications.com Williams 80
Ft Communication Tower, Addendum 1 Garfield County, Colorado June 27, 2011 GEG Job No. AD114029 Reviewed By: John P. Withers, P.E. Senior Engineer 4
A lrerr.lcon COM~ANY Although not encountered in the borings, some surface and/or perched groundwater may enter foundation excavations during construction. It is anticipated any water
entering foundation excavations from these sources can be removed using sump pumps or gravity drainage. If unsuitable bearing soils are encountered in footing excavations, the excavation
could be extended deeper to suitable soils and the footing could bear directly on these soils at the lower level or the footings could bear on properly compacted structural backfill
extending down to the suitable soils. Overexcavation for compacted structural fill placement below footings should extend laterally beyond all edges of the footings at least 8 inches
per foot of overexcavation depth below footing base elevation. The overexcavation should then be backfilled up to the footing base elevation with well graded granular material placed
in lifts of 9 inches or less in loose thickness (6 inches or less if using hand-guided compaction equipment) and compacted to at least 98 percent of the material's standard effort maximum
dry density (ASTM D 698). The overexcavation and backfill procedure is described in the following figure. Design f ooting l evel Recomnlended COMPACTED STRUCTURAL FILL EKcavation Level
~-''-,,=~~~::mC'""''.....J Overexcavation I Backfill Williams 80 Ft Communication Tower, Addendum 1 Garfield County. Colorado June 27, 2011 GEG Job No. AD114029 I I 3
A lrl!rrocon COMPANY Geotechnical Engineering Report Williams 80 Ft Communication Tower Section 35, Township 5 South, Range 97 West, 6th Principal Meridian Garfield County, Colorado
June 20, 2011 Terracon Project No. AD114029 Prepared for: ThinAir Communications 27473 Forest Ridge Drive Kiowa, Colorado 80117 Prepared by: Terracon Consultants, Inc. Grand Junction,
Colorado
June 20, 2011 ThinAir Communications 27473 Forest Ridge Drive Kiowa, Colorado 80117 Attn : Mr. Philip Sprouse Re: Geotechnical Engineering Report Williams 80 Ft Communication Tower Garfiled
County, Colorado Terracon Project Number: AD114029 Dear Mr. Sprouse: A lrerracan COMPANY Terracon Consultants, Inc. (Terracon) has completed the geotechnical engineering services for
the above referenced project. This study was performed in general accordance with the Geotechnical Engineering Agreement between ThinAir Communications and Terracon. This report presents
the findings of the subsurface exploration and provides geotechnical recommendations concerning earthwork and the design and construction of foundations, floor slabs and pavements for
the proposed project. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report, or if we may be of further service, please
contact us. Sincerely, Terracon Consultants, Inc. Norman W. Johnston , P.E. Senior Engineer Enclosures cc: 1 -Client (bound) 1 -psprouse@thinaircommunications.com (electroniC-PDF) 1
-File John P. Withers, P.E. Senior Engineer Geotechnical Engineering Group, A Terracon Company 2308 Interstate Avenue Grand Junction, CO 81505 P [970) 245·4078 F [970) 245·7 115 geotechnicalgroup.com
terracon .com Geotechnical • Environmental • Construction Materials • FaCilities
TABLE OF CONTENTS Page EXECUTIVE SUMMARY ................................................................................. .... .......................... i 1.0 INTRODUCTION .....................
......... ................. .... ............................................................ 1 2.0 PROJECT INFORMATION ........................................................ ......................
................. 1 2.1 Project Description ...................... ..................................................................... ..... 1 2.2 Site Location and Description ......
........... ........ ........................ .. ............... ....... .. ..... 2 3.0 SUBSURFACE CONDITIONS ................ ........................................................................
.. 2 3.1 Typical Profile .... ... ... ... ..... .. ................................. .. ................................... ........ ... ... 2 3.3 Groundwater ..........................
............. ........................................ .... .......... ... ....... ... 3 4.0 GEOLOGIC HAZARDS .........................................................................................
....... .... 3 4.1 Radioactivity ............ .............. .. ....... ... ...................... .................................. 4 4.2 Seismic Consideration .. ............................
........... ........ .............................. 4 4.3 Ground Subsidence ........... ........ .......... ... ... .......... ...... ................................ 4 4.4 Landslides
................................. ............. .. ........... ................................ ...... 4 4.5 Avalanche ....... ............................ ... .......... ...............
........ ..................... .. .. .. 4 4.6 Rockfall .......................... .. ................. .......... ............ .............................. ... .. 4 4.7 Flood ... ....
..... ....... .... ................................................. ....... ......... ... ......... ... ... 5 4.8 Mudflow and Debris Fans ................................... ...............
.. ...... .. .. .... .. ...... 5 4.9 Expansive Soil and Rock ........ ...................................................... .. ........... 5 4.1 0 Slopes ................ .....................
............... .. .. .. .................... ............... .... ....... 5 5.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION ............ .... ..... .................. 5 5.1 Geotechnical
Considerations .. ............................ .. ................................................. 5 5.1.1 Existing Utilities .... ..... ................ ..................................
............................... 6 5.1.2 Swell Potential ........................................................................................... 6 4.1.3 General ...................................
................ .............. ..... ................................ 6 5.2 Earthwork ............................................... ............. ... ............. ..... ............
......... ........ 7 5.2.1 Site Preparation ....... .. .. ...... .... .......... ...... .......... .. .. ............................... ..... .. 7 5.2.2 Material Requirements .....................
...... .. ................................................ .. 7 5.2.3 Compaction Requirements .......... .... ........................................... .... ......... .. 8 5.2.4 Utility
Trench Backfill ....................... .......................................................... 8 5.2.5 Grading and Drainage .......................... .................. .........................
..... .. ... 8 5.2.6 Construction Considerations ....... .... ............... ............................................ 9 5.3 Drilled Shaft Design recommendations .................................
............................... 10 5.3.1 Drilled Shaft Construction Considerations ........ .. .......... .. ......................... 12 5.4 Footing Foundations .....................................
....................................................... 13 5.4.1 Footing Foundation Design Recommendations ....................................... 13 5.4.2 Footing Foundation Constru
ction Considerations .................... .... ............ 13 5.5 Seismic Considerations .................................................... ................................... 14
5.6 Floor Slab ............................................................................................. ............... 15 5.7 Lateral Earth Pressures ...........................................
............................... ............. 15 6.0 GENERAL COMMENTS ................................ ...................... ........................................... 17 Reliable
. Responsive . Convenient . Innovative
TABLE OF CONTENTS CONTINUED APPENDIX A -FIELD EXPLORATION Figure A-1 Site Location Map Figure A-2 Boring Location Diagram Figure A-3 Field Exploration Description Figures A-4 to A-5
Boring Logs APPENDIX B -LABORATORY TESTING Figure B-1 Table B-1 Figure B-2 and B-3 Figure B-4 Laboratory Testing Summary of Laboratory Testing Swell/Consolidation Test Results Direct
Shear Strength Test Results APPENDIX C -SUPPORTING DOCUMENTS Exhibit C-1 Exhibit C-2 Exhibit C-3 General Notes Unified Soil Classification System General Notes -Rock Properties Reliable
_ Responsive _ Convenient _ Innovative
Geotechnicat Engineering Report Williams 80 Ft Communication Tower . Garfield County, Colorado June 20, 2011 . Terracon Project NO.AD114029 EXECUTIVE SUMMARY ~' I I GEOTECHNICAL lNL
I NEU~ I N [j LI<LlUf' A lrerracon COMPANY A geotechnical investigation has been performed for the proposed 80 foot communications tower to be located in the Northwest % of the Northeast
% of Section 35. Township 5 South, Range 97 West, 6'h Principal Meridian in Garfeld County, Colorado. One (1) exploratory test borings, designated TH-1, was performed to a depth of approximately
25 feet below the existing ground surface within the proposed communication tower area. Foundation support and other geotechnical conditions were evaluated using the information obtained
from our subsurface exploration. The following geotechnical considerations were identified: • Approximately 9 feet of very silty and gravelly clay was encountered in the borings underlain
by shale and siltstone formational material. Virtual refusal to auger drilling was encountered in the exploratory test boring at a depth of about 25 feet. • On-site soils appear suitable
for use as compacted structural fill; however, if they do not meet the low plasticity fill criteria, they should not be utilized within 24 inches of the finished grade beneath at-grade
building areas. • The 2009 International Building Code (IBe), Table 1613.5.2 seismic site classification for this site is C. • Close monitoring of the construction operations discussed
herein will be critical in achieving the design subgrade support. We therefore recommend that the Terracon be retained to monitor this portion of the work. This summary should be used
in conjunction with the entire report for design purposes. It should be recognized that details were not included or fully developed in this section, and the report must be read in its
entirety for a comprehensive understanding of the items contained herein. The section titled GENERAL COMMENTS should be read for an understanding of the report limitations. Reliable
. Responsive . Convenient . Innovative
GEOTECHNICAL ENGINEERING REPORT WILLIAMS 80 FT COMMUNICATION TOWER GARFIELD COUNTY, COLORADO Terracon Project No. AD114029 June 20, 2011 1.0 INTRODUCTION A geotechnical engineering report
has been completed for the proposed 80 foot communication tower to be in the Northwest Y. od the Northeast Y. of Section 35, Township 5 South, Range 97 West, 6th Principal Meridian in
Garfield County, Colorado. One exploratory test boring, designated TH-1 was performed to a depth of approximately 25 feet below the existing ground surface within the proposed communication
tower areas. The log of the exploratory test boring along with a site location map and boring location diagram are included in Appendix A of this report. The purpose of these services
is to provide information and geotechnical engineering recommendations relative to: • subsurface soil conditions • lateral earth pressures • groundwater conditions • foundation design
and construction • earthwork • seismic considerations 2.0 PROJECT INFORMATION 2.1 Project Description ITEM DESCRIPTION Site layout See Appendix A, Figure A-2: Boring Location Diagram
We understand the proposed communication tower will be self-Structure supported, 80 feet high and include three legs. The leg spacing will be approximalely 11 feet at the base. Finished
floor elevation (FFE) No floors are included with the current proposed construction. Axial Load: 8.5 kips Maximum loads Shear per Leg: 36 kips Uplift per leg: 55 kips Site grading plans
were not available allhe time that this report was Grading prepared, however we assume that less than 2 feet of cut andlor fill will be required 10 achieve final grade. Reliable . Responsive
. Convenient . Innovative 1
Geotechnical Engineering Report Williams 80 Ft Communication Tower . Garfield County. Colorado June 20. 2011 • Terracon Project No. AD1 14029 A lrerracon COMPANY ITEM DESCRIPTION Cut
and fill slopes Assumed to be no steeper than 3H:1V (Horizontal to Vertical). Below grade areas None anticipated 2.2 Site Location and Description ITEM DESCRIPTION Location This project
will be located in the Northwest YO of the Northeast YO of Section 35. Township 5 South. Range 97 West. 61h Principal Merid ian in Garfield County. Colorado Current ground cover Existing
topography Open. vacant wilt litlle vegetation. The site is currently an existing well pad with gas field associated equipment. The majority of the proposed site is relatively level.
3.0 SUBSURFACE CONDITIONS 3.1 Typical Profile Based on the results of the borings. subsurface conditions on the project site can be generalized as follows: Stratum Approximate Depth
to Material Description Consistency/Density Boltom of Stratum (feet) 9 1 Very silty and gravelly clay Medium stiff to sti ff 2 9 to 25 Interlayered formational shale and Hard to very
hard siltstone The shallow soil encountered in the boring consisted generally of silty clay and was of moderate plasticity. The formational shale and siltstone was clayey to very clayey
and was of moderate plasticity. The samples tested had the following measured tested properties: Reliab le . Responsive . Convenient . Innovative 2
Geotechni cal Engineering Report Williams 80 Ft Communication Tower . Garfield County, Colorado June 20, 2011 . Terracon Project No. AD11 4029 Measured Estimated Sample Depth (feet)
volume swell Location change pressure (%) (psf) TH-1 4 0.0 NA TH-1 9 ----TH-1 14 +0.2 1,000 A lrerr<)con COMPANY Measured Measured internal Cohesion angle of (pst) friction (degrees)
----24 475 ----Conditions encountered at the exploratory test boring location are indicated on the individual test boring log. Stratification boundaries on the boring log represent the
approximate location of changes in soil types; in situ, the transition between materials may be gradual. Details for each of the borings can be found on the boring logs in Appendix A
of this report. 3.3 Groundwater The exploratory test boring was observed while drilling and after completion for the presence and level of groundwater. Groundwater was not observed in
the boring during drilling or for the short amount of time the borings were allowed to remain open following drilling completion. However, this does not necessarily mean that the borings
were terminated above groundwater. Due to the low permeability of the materials encou ntered in the exploratory test borings, a relatively long period of time may be necessary for a
groundwater level to develop and stabilize in a borehole in these materials. Long term observations in piezometers or observation wells sealed from the influence of surface water are
often required to define groundwater levels in materials of this type. Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff and other factors
not evident at the time the borings were performed. In addition, perched water can develop over low permeability soil strata. Therefo re, groundwater levels during construction or at
other times in the life of the structure may be higher or lower than the levels indicated on the boring logs. The possibility of groundwater level fluctuations should be considered when
developing the design and construction plans for the project. 4.0 GEOLOGIC HAZARDS House Bill 1041 as passed by the Colorado State Legislature in 1974 was to designate geologic hazards
that, if present, may pose a threat to life or property. Geologic hazards, outlined by House Bill 1 041, are discussed below. Reliable . Responsive . Convenient . Innovative 3
Geotechnical Engineering Report Williams 80 Ft Communication Tower . Garfield County, Colorado June 20, 2011 • Terracon Project No. AD114029 4,1 Radioactivity ~~I I GEOTECHNICAL lNG
I NlEl~ I NG GIW UI' A lrerracDn COMPANY We did not observe conditions that indicate naturally occurring radioactive material or tailings on the site at the time of our field exploration.
A review of "Radon Reduction in New Construction, An Interim Guide: OPA-87-009 by the Environmental Protection Agency dated August 1987 indicated that currently there are no standard
procedures for soil radon tests or for correlating the results of soil tests with indoor radon levels. Based on our experience in th e area we anticipate some potential for radon exists
on the site. Construction on the site should include techniques to reduce the potential for radon levels in structures. We recommend follow up radon testing in enclosed structures after
construction is complete to verify radon levels in the structure. 4.2 Seismic Consideration The nearest identified fault is about 30 miles east and west of the site. The subject site
is located in seismic zone 1 as identified by the 2000 Uniform Building Code. Based on our observations of the site and review of available data we do not feel that significant hazard
from seismic activity exists at the site. 4.3 Ground Subsidence We did not observe any large scale mining features on or near the site. Our experience in the area indicates a potential
for settlement of the site soils when wetted. Recommendations for foundation settlement considerations are presented below. 4.4 Landslides No landslides were observed on or influencing
the proposed communication tower site. We feel that landslide hazard does not exist on or influencing the subject site. 4,5 Avalanche No steep slopes were observed above or influencing
the site. We feel that avalanche hazard does not exist on or influencing the subject site. 4,6 Rockfall We did not observe formational outcrops or talus slopes on or above the site that
would provide a source or rocks for rockfall hazard. Based on our observations of the site we feel that rockfall hazard does not exist on the subject site. Reliable . Responsive . Convenient
. Innovative 4
Geotechnical Engineering Report Williams 80 Ft Communication Tower . Garfield County, Colorado June 20, 2011 • Terracon Project No. AD114029 4.7 Flood A lrerracon COMPANY We did not
observe streams or drainage channels on or influencing the site. We do not feel flood hazard exists on the subject site. A flood study was not included in the scope of services. Heavy
precipitation events may result is some shallow sheet flows across the site. 4.8 Mudflow and Debris Fans We did not observe mudflow and debris fans on or influencing the site. We feel
mud flow and debris fan hazard does not exist on the site. 4.9 Expansive Soil and Rock The Uintah formation is the formational material underlying the site. Our experience in the area
indicates the Uintah formation contains Shale layers that typically have a high swell potential when wetted. The Shale weathers to a clay and shale fragment soil that is likely to be
expansive. Our test borings encountered silty clay and claystone formational material. Although not indicated by the laboratory swell test, the silty clay soils encountered typically
have swell potential. A recommendations to address the soil characteristics and design recommendations for the tower structure are presented below. 4.10 Slopes No significant slopes
were observed on or influencing the site. Based on our observations we feel unstable slope hazards do not exist on or influencing the site. Based on our site visit and review, it is
our opinion, with proper civil, structural and geotechnical engineering design, no geologic hazards were identified which would preclude development of the subject site. 5.0 RECOMMENDATIONS
FOR DESIGN AND CONSTRUCTION 5.1 Geotechnical Considerations Special geotechnical considerations for this project include the following: Reliable . Responsive . Convenient . Innovative
5
Geotechnical Engineering Report Williams 80 FI Communicalion Tower . Garfield Counly, Colorado June 20,2011 . Terracon Project No. AD114029 ~~I I GEOTECHNICAL lNGIN<.EI<ING GI<UU I'
A l rerr.Jcon COMPANY • The presence of soil and formational material with volume change potential with variations in moisture content and structure loads. 5.1.1 Existing Utilities Based
upon observations made at the project site, it appears that there are existing underground utilities on or near the project site. If these utilities are to be relocated, the resulting
trenches should be overexcavated and backfilled properly and tested in accordance with the recommendations in this report in section 5.2 Earthwork. 5.1.2 Swell Potential The soil present
near the anticipated foundation level is active and prone to volume change with variations in moisture content. For this reason we recommend a deep foundation supported below the zone
of moisture variation or low volume change zone be constructed beneath all shallow foundations. The procedures for using a low volume change zone as recommended in this report may not
eliminate all future subgrade volume change and resultant shallow foundation and floor slab movements. However, the procedures outlined should significantly reduce the potential for
subgrade volume change. Additional reductions in floor slab movements could be achieved by using a thicker low volume change zone. Details regarding this low volume change zone are provided
in section 4.5 Floor Slab. Any compacted structural fill placed in the upper 24 inches beneath the building areas should meet the requirements for Low Volume Change Material which is
defined in this report, section 4.2 Earthwork. This report provides recommendations to help mitigate the effects of soil shrinkage and expansion. However, even if these procedures are
followed, some movement and at least minor cracking in the structure could still occur. The severity of cracking and other cosmetic damage such as uneven floor slabs on grade will probably
increase if any modification of the site results in excessive wetting or drying of the expansive soils. Eliminating the risk of movement and cosmetic distress may not be feasible, but
it may be possible to further reduce the risk of movement if significantly more expensive measures are used during construction. We would be pleased to discuss other construction alternatives
with you upon request. 4.1.3 General We recommend that the exposed subgrade be thoroughly evaluated after stripping of any topsoil and creation of all cut areas, but prior to the start
of any fill placement or foundation construction operations. We recommend that the geotechnical engineer be retained to evaluate the bearing material for the foundations soils. Subsurface
conditions, as identified by the field Reliable . Responsive . Convenient . In novative 6
Geotechnical Engineering Report Williams 80 Ft Communication Tower . Garfield County, Colorado June 20, 2011 • Terracon Project No. AD114029 A lrerrilcon COMPANY and laboratory testing
programs, have been reviewed and evaluated with respect to the proposed structure plans known to us at this time. 5.2 Earthwork 5.2,1 Site Preparation After stripping or excavating to
rough grade, and prior to placing new fill, the subgrade and all existing undocumented/uncontrolled fill, if any, remaining in-place should be evaluated by a Terracon representative.
This could include in-place field density tests, proofrolling, and test pits, as appropriate. Proof-roiling can be performed with a loaded tandem axle dump truck. Unsuitable areas observed
at this time should be improved by scarification and recompaction or by undercutting and replacement with suitable compacted fill. Additional removal may need to be performed if further
unstable or unsuitable material is observed. 5.2.2 Material Requirements Compacted structural fill should meet the following material property requirements' Fill Type 1 USCS Classification
Acceptable Location for Placement Lean clay CL (LL<40) All locations and elevations Lean to fat clay CUCH (40<LL<50) > 24 inches below building finished grade unless tested and meets
low volume change material criteria Fat clay 2 CH (LL>50) > 24 inches below building finished grade Well graded granular GM 3 All locations and elevations Low Volume Change CL (LL <50
& PI<22) All locations and elevations Material' orGM 3 The on-site soil appears suitable for use as fill On-site soils CL > 24 inches below building finished grade unless tested and
meets low volume change material criteria 1. Compacted structural fill should consist of approved materials that are free of organic matter and debris. Frozen material should not be
used, and fill should not be placed on a frozen subgrade. A sample of each material type should be submitted to the Terracon for evaluation. 2. Delineation of moderate to highly plastic
clays should be performed in the field by a qualified geotechnical engineer or their representative, and could require additional laboratory testing. 3. Similar to COOT Class 6 crushed
aggregate. If frost heave is not a concern, then COOT Class 2 crushed aggregate or granular material such as sand, gravel or crushed stone containing at least 18% low plasticity fines
may also be used. Material should be approved by the geotechnical engineer. 4. Low plasticity cohesive soil or granular soil having low plasticity fines. Material should be approved
by the geotechnical engineer. Reliable . Responsive . Convenient . Innovative 7
Geotechnical Engineering Report Will iams 80 Ft Communication Tower . Garfield County, Colorado June 20, 2011 . Terracon Project No. AD114029 ~'I I GEOTECHNICAL U,GINcU-IING GI<UU I'
A l rerrncon COMPANY 5.2.3 Compaction Requirements ITEM Fill Lift Thickness Compaction Requirements 1 Moisture Content -Cohesive Soil Moisture Content -Granular Material DESCRIPTION
9 inches or less in loose Ihickness when heavy. selfpropelled compaction equipment is used 4 to 6 inches in loose thickness when hand-guided eq uipment (i.e. jumping jack or plate compactor)
is used 95% of the material's maximum standard Proctor dry density (ASTM D 698) Within the range of optimum moisture content to 4% above optimum moisture content as determined by the
standard Proctor test at the time of placement and compaction Workable moistu re levels 2 1. We recommend that compacted stru ctural fill be tested for moisture content and compaction
during placement. Should the results of the in-place density tests indicate the specified moisture or compaction limits have not been met. the area represented by the test should be
reworked and retested as required until the specified moisture and compaction requirements are achieved. 2. Specifically, moistu re levels should be maintained low enough to allow for
satisfactory compaction to be achieved without the cohesion less fill material pumping when proofrolled. 5.2.4 Utility Trench Backfill All trench excavations should be made with sufficient
working space to permit construction including backfill placement and compaction. If uti lity trenches are backfilled with relatively clean granular material, they should be capped with
at least 18 inches of cohesive fi ll in non-pavement areas to reduce the infiltration and conveyance of surface water through the trench backfill. Utility trenches are a common source
of water infiltration and migration. All utility trenches that penetrate beneath the structure should be effectively sealed to restrict water intrusion and flow through the trenches
that could migrate below the structure. We recommend constructing an effective clay "trench plug" that extends at least 5 feet out from the face of the foundation exterio r. The plug
material should consist of clay compacted at a water content at or above the soi l's optimum water content. The clay fill should be placed to completely surround the utility line and
be compacted in accordance with recommendations in this report. 5.2.5 Grading and Drainage Final surrounding grades should be sloped away from the structure on all sides to prevent ponding
of water. Gutters and downspouts that drain water a minimum of 10 feet beyond the footprint of the proposed structure are recommended. This can be accomplished th rough the use of splash-blocks,
downspout extensions, and flexible pipes that are designed to attach to the end of the downspout. Flexible pipe should only be used if it is daylighted in such a manner that it gravity-drains
collected water. Reliable . Responsive . Convenient . Innovative 8
Geotechnical Engineering Report Williams 80 Ft Communicalion Tower . Garfield County, Colorado June 20, 2011 • Terracon Project No. AD114029 5.2.6 Construction Considerations A lrerrilcon
COMPANY It is possible that the subgrade andlor base of over-excavations will be unstable upon initial exposure. Unstable subgrade conditions could worsen during general construction
operations, particularly if the soils are wet or subjected to repetitive construction traffic. The use of light construction equipment would aid in reducing subgrade disturbance. The
use of remotely operated equipment, such as a backhoe, would be beneficial to perform cuts and reduce subgrade disturbance. Should unstable subgrade conditions be encountered, stabilization
measures will need to be employed, and could consist of one of the methods outlined below. • Scarification and Recompaction -It may be feasible to scarify, dry, and recompact the exposed
soil s. The success of this procedure would depend primarily upon favorable weather and sufficient time to dry the soils. Stable subgrades likely would not be achievable if the thickness
of the unstable soil is greater than about 1 foot, or if construction is performed during a period of wet weather when drying is difficult. • Crushed Stone -Crushed stone or crushed
gravel could be used to improve subgrade stability. Typical undercut depths would be expected to range from about 6 to 24 inches below finished subgrade elevation. The use of high modulus
geotextiles (i.e., engineering fabric or geogrid) could also be considered after underground work such as utility construction is completed. Prior to placing the fabric or geogrid, we
recommend that all below grade construction, such as utility line installation, be completed to avoid damaging the fabric or geogrid. Equipment should not be operated above the fabric
or geogrid until one full lift of crushed stone fill is placed above it. The maximum particle size of granular material placed over geotextile fabric or geogrid should not exceed 1 Y,
inches. Granular gradation requirements provided by the geosynthetic product manufacturer should be verified prior to material purchase and delivery to the site. Further evaluation of
the need and recommendations for subgrade stabilization can be provided during construction as the geotechnical conditions are exposed on a broad scale; however we recommend that the
owner budget for, and the contractor be prepared for subgrade stabilization. Upon completion of filling and grading, care should be taken to maintain the subgrade moisture content prior
to construction of foundations, floor slabs, and pavement areas. Construction traffic over the completed subgrade should be avoided to the extent practical. The site should also be graded
to prevent ponding of surface water on the prepared subgrades or in excavations. If the subgrade should become frozen, desiccated, saturated, or disturbed, the affected material should
be removed or these materials should be scarified, moisture conditioned, and recompacted prior to foundation construction. Reliable . Responsive . Convenient . Innovative 9
Geotechnical Engineering Report Williams 80 Ft Communication Tower . Garfield County, Colorado June 20, 2011 • Terracon Project No. AD114029 A l rerrilcon COMPANY As a minimUm, all temporary
excavations should be sloped or braced as required by Occupational Health and Safety Administration (OSHA) regulations to provide stability and safe working conditions. Temporary excavations
will probably be required during grading operations. The grading contractor, by his contract, is usually responsible for desig ning and constructing stable, temporary excavations and
should shore, slope or bench th e sides of the excavations as required, to maintain stability of both the excavation sides and bottom. All excavations should comply with applicable local,
state and federal safety regulations, including the current OSHA Excavation and Trench Safety Standards. The geotechnical engineer should be retained during the construction phase of
the project to observe earthwork and to perform necessary tests and observations during subgrade preparation; proof-rolling; placement and compaction of controlled compacted fills; backfilling
of excavations into the completed subgrade, and just prior to construction of building floor slabs. 5.3 Drilled Shaft Design recommendations Subsurface conditions indicate that the foundation
with the least like lihood of post construction foundation movement is a deep foundation supported in the formational claystone below the zone of moisture va riation. Drilled shaft piers
will satisfy this condition. The communication tower may be supported by a drilled pier foundation system bearing within the shaleisiltsotne bedrock. The drilled shafts should be designed
to support the loads entirely th rough tip resistance (end-bearing). A combination of tip resistance and shaft resistance should not be used. Our recommended design parameters for each
drilled pier foundations are provided in the fo llowing tables. Reliab le . Responsive . Convenient . Innovative 10
Geotechnical Engineering Report Williams 80 Ft Communication Tower . Garfield County, Colorado June 20, 2011 • Terracon Project No. AD114029 Design Parameters Depth Nominal Shaft Nominal
Tip Cohesion Below Unit Shaft Res. Tip Res. IShear Existing Weight Resistance Factor Resistance Factor Strength Grade (pet) 2 (feet) 1 (pst) 3 <I> (pst) 4 <I> (pst) 0 -4 Ignore Ignore
Ignore Ignore Ignore Ignore Native Clay 115 250 0.55 NR 5 NR 5 475 4 -9 Shale and Siltstone 150 9,500 0.55 25,000 0.50 5 1,000 Below 9 A lrerraccm COMPANY Internal Static Angle of Strain
Lateral Friction £50 • Subgrade Modutus (Degrees) (pci) • Ignore Ignore Ignore 24 0.012 250 30 0.0005 2,500 1. Shaft construction observation is recommended to adjust shaft length if
variable soil or bedrock conditions are encountered. 2. We recommend a design groundwater level equal to about 9 feet below the existing ground surface or less. To determine effective
unit weight below the recommended groundwater level, subtract 63 pcf from the unit weight value listed in the table. 3. Shaft resistance within the native clay to be used for uplift
only. Shaft Resistance within weathered limestone and limestone to be used only when tip resistance is not utilized. 4. Minimum shaft length of 22 feet below the existing grade reguired.
Terracon should be ccntacted if the shaft length is less than 22 feet below the existing grade as modifications to our design parameters may be warranted. The drilled shaft must extend
10 feet, or one shaft diameter, whichever is greater, into the bearing strata to achieve the full listed capacity. If Tip resistance is used to support the shaft, all shaft resistance
should be ignored. 5. NR = Not Recommended 6. Lateral subgrade modulus and £50 values provided above are to be used with LPILEP'"' software. The above-indicated cohesion, friction angle,
lateral subgrade modulus, and strain (£50) are ultimate va lues without factors of safety. The tip resistance and shaft resistance are ultimate va lues and should have the respective
resistance factors applied in accordance with LRFD design procedures. The values given in the above table are based on our borings and past experience with similar soil types. Lateral
resistance and friction in the upper 4 feet should be ignored due to the potential effects of frost action, desiccation, and drilling disturbance. Drilled shafts designed and co nstructed
to bear in suitable materials as described above would be expected to experience long-term total settlement of less than JI,-inch. Differential settlement is not expected to exceed one-half
of the total settlement. Reliable . Responsive . Convenie nt . Innovative 11
Geotechnical Engineering Report Williams 80 Ft Communication Tower _ Garfield County, Colorado June 20, 2011 _ Terracon Project No. AD114029 5.3.1 Drilled Shaft Construction Considerations
~' I I GEOTECHNICAL lNGINEU~ING GI~UUI' A lrerracon COMPANY Shaft drilling through the native clay is not expected to be difficult based upon the material encountered within the borings.
However, special drilling techniques may be required to penetrate shale and siltstone formational mateiral. Rock excavation will be required to construct drilled shafts at this site.
Specialized drilling and use of rock bits and/or core barrels should be anticipated to advance drilled shafts within the onsite bedrock. Unit rates for rock excavation should be provided
by the contractor. Although groundwater was not encountered in the exploratory test boring drilled for this report, groundwater could be encountered during shaft drilling. Therefore,
temporary casing may be needed to advance drilled shaft excavations. Temporary casing should be insta lled when personnel enter the shafts to clean and/or test the bearing surface. The
bottom of the shaft excavations should be cleaned of any water and loose material before placing reinforcing steel and concrete. A minimum shaft diameter of at least 30 inches is required
for entry of construction and testing personnel, and to facilitate clean-out and possible dewatering of the shaft excavation. Concrete should be placed soon after excavating to minimize
bearing surface disturbance. It is recommended the geotechnical engineer be retained to observe and test the foundation bearing materials. Any water accumulating in the shaft excavation
should be pumped from the excavation or the water level should be allowed to stabilize and then concrete should be placed using the tremie method. If concrete will be placed as the temporary
casing is being removed, we recommend the concrete mixture be designed with a slump of about 5 to 7 inches to reduce the potential for arching when removing the casing. While removing
the casing from a shaft excavation during concrete placement, the concrete inside the casing should be maintained at a sufficient level to resist any earth and hydrostatic pressures
outside the casing during the entire casing removal procedure. Although obvious signs of harmful gases such as methane, carbon monoxide, etc., were not noted in the boring during the
drilling operations, gas could be encountered in the drilled shaft excavations during construction. The contractor should check for gas and/or oxygen deficiency prior to any workers
entering the excavation for observation and manual cleanup. We recommend that a representative of Terracon be present during drilling activities to evaluate the materials removed from
the drilled shaft excavations to determine when adequate capacity has been developed, to observe the base of the drilled shaft to determine that the cuttings have been adequately removed,
and also to observe the concreting techniques. Reliable _ Responsive _ Convenient _ Innovative 12
Geotechnical Engineering Report Williams 80 FI Communication Tower . Garfield County, Colorado June 20,2011 • Terracon Projecl No. AD114029 5.4 Footing Foundations A lrC!rracon COMPANY
As an alternate to support of the tower on deep foundations, if the owner is willing to assume the risk of supporting the foundations on shallow clay soils, the proposed structure can
be supported using a shallow spread footing foundation system bearing on new engineered fill extending 2 feet below the new footing bearing elevations. Design recommendations for shallow
foundations for the proposed structures are presented in the following sections. 5.4.1 Footing Foundation Design Recommendations DESCRIPTION Column Net allowable bearing pressure 1 1.500
psf Minimum dimensions 30 inches Minimum embedment below finished grade for 42 inches frost protection 2 Approximate total settlement from foundation About Y. to 1 when supported on
a minimum of 2 loads feet thickness of Well Compacted Engineered fill 3 Allowable passive pressure 4 275 psf Ultimate coefficient of sliding friction 4 0.3 1. The recommended net allowable
bearing pressure is the pressure in excess of the minimum surrounding overburden pressure at the footing base elevation. Assumes any unsuitable fill or soft soils. if encountered. will
be undercul and replaced with compacted structural fill. Based upon a Factor of Safety of 3. 2. And to reduce Ihe effects of seasonal moisture variations in Ihe subgrade soils. For perimeter
footing and foolings beneath unheated areas. 3. Even wilh the testing and observation discussed in this report. total settlement of footings supported over Ihe existing fill cannot be
accurately predicted and could be larger than normal. 4. If passive resislance is used to resist lateral loads. the base friction should be neglected. 5.4.2 Footing Foundation Construction
Considerations The base of all foundation excavations should be free of water and loose soil and rock prior to placing concrete. The bottom of the foundation excavation should be scarified
a minimum 10 inches. moisture conditioned to within 2 percent of optimum moisture content and compacted to at least 95 percent of the maximum standard Proctor (ASTM D 698) dry density.
Concrete should be placed soon after excavating to reduce bearing soil disturbance. Should the soils at bearing level become excessively dry, disturbed or saturated, or frozen, the affected
soil should be removed prior to placing concrete. Place a lean concrete mUd-mat over the bearing soils if the excavations must remain open over night or for an extended period of time.
It is recommended that the geotechnical engineer be retained to observe and test the soil foundation bearing materials. Reliable . Responsive . Convenient . Innovative 13
Geotechnical Engineering Report Williams 80 Ft Communication Tower . Garfield County, Colorado June 20, 2011 . Terracon Project No. AD114029 ~'I I GEOTECHNICAL lNCiINLU<lNCi GIWUI' A
lrerracon COMPANY Although not encountered in the borings, some surface andlor perched groundwater may enter foundation excavations during construction. It is anticipated any water entering
foundation excavations from these sources ca n be removed using sump pumps or gravity drainage. If unsuitable bearing soils are encountered in footing excavations, the excavation could
be extended deeper to suitable soils and the footing could bear directly on these soils at the lower level or the footings could bear on properly compacted structural backfill extending
down to the suitable soils. Overexcavation for compacted structural fill placement below footings should extend laterally beyond all edges of the footings at least 8 inches per foot
of overexcavation depth below footing base elevation. The overexcavalion should then be backfilled up to the footing base elevation with well graded granular material placed in lifts
of 9 inches or less in loose thickness (6 inches or less if using hand-guided compaction equipment) and compacted 10 at least 98 percent of the material's standard effort maximum dry
density (ASTM D 698). The overexcavation and backfill procedure is described in the following figure. Design FOOllog level , I Recommended EU.1vation l e...el <O---.... ""iT"----::-:-~n_n_--'
Overexcavation I Backfill 5,5 Seismic Considerations Code Used Site Classification 2009 International Building Code (IBC) 1 C' 1. In general accordance with the 2009 International Building
Code, Table 1613.5.2. 2. The 2009 International Building Code requires a site soil profile determination extending a depth of 100 feet for seismic site classification. The current scope
requested does not include the required 100 foot soil profile determination. Boring for this report extended to a maximum depth of approximately 25 feet and this seismic site class assignment
considers that the shale and siltstone bedrock continues below the maximum depth of the subsurface exploration. Additional exploration to greater depths could be considered to confirm
the conditions below the current depth of exploration, or a geophysical exploration could be utilized to attempt to justify a more favorable seismic site class. Reliable . Responsive
. Convenient . Innovative 14
Geotechnical Engineering Report Williams 80 Ft Communication Tower . Garfield County, Colorado June 20, 2011 • Terracon Project No. AD114029 A lrerracon COMPANY 5.6 Floor Slab We understand
that as cUrrently planned concrete slab on grade floors will not be include in the proposed tower construction. If in the future plans are changed to include concrete floor slabs on
grade we should be contacted to provide geotechnical recommendations for design and construction of concrete slab on grade floors. 5.7 Lateral Earth Pressures Reinforced concrete walls
with unbalanced backfill levels on opposite sides should be designed for earth pressures at least equal to those indicated in the following table. Earth pressures will be influenced
by structural design of the walls, conditions of wall restraint, methods of construction andlor compaction and the strength of the materials being restrained. Two wall restraint conditions
are shown. Active earth pressure is commonly used for design of free-standing cantilever retaining walls and assumes wall movement. The "at-rest" condition assumes no wall movement.
The recommended design lateral earth pressures do not include a factor of safety and do not provide for possible hydrostatic pressure on the walls. Horizontal Finished Grade S = Surcharge
[-I 1--' l ---'I---..oIJ H .J -c . For active pressure movement (0.002 H to 0.004 H) For at-rest pressure -No Movement Assumed Horizontal Finished Grade Earth Pressure Coefficients Earth
Pressure Backfill Type Equivalent Fluid Surcharge Earth Pressure, Conditions Density (pct) Pressure, p, (pst) p, (pst) Active (Ka) Onsite Clay 50 (0.33)S (50)H At-Rest (Ko) Onsite Clay
70 (0.46)S (70)H Passive (Kp) Onsite Clay 275 ------Reliable . Responsive . Convenient . Innovative 15
Geotechnical Engineering Report Williams 80 Ft Communication Tower _ Garfield County, Colorado June 20, 2011 _ Terracon Project No. AD114029 A lrerracon COMPANY Applicable conditions
to the above include: _ For active earth pressure, wall must rotate about base, with top lateral movements of about 0.02 H to 0.05 H, where H is wall height _ For passive earth pressure
to develop, wall must move horizontally to mobilize resistance _ Uniform surcharge, where S is surcharge pressure _ In-situ soil backfill weight a maximum of 120 pcf _ Horizontal backfill,
compacted between 95 and 98 percent of standard Proctor maximum dry density _ Loading from heavy compaction equipment not included _ No hydrostatic pressures acting on wall _ No dynamic
loading _ No safety factor included in soil parameters _ Ignore passive pressure in frost zone Backfill placed against structures should consist of granular soils or low plasticity cohesive
soils. For the granular values to be valid, the granular backfill must extend out from the base of the wall at an angle of at least 45 and 60 degrees from vertical for the active and
passive cases, respectively. To calculate the resistance to sliding, a value of 0.30 should be used as the ultimate coefficient of friction between the footing and the underlying soil.
A perforated rigid plastic or metal drain line insta lled behind the base of walls that extend below adjacent grade is recommended to prevent hydrostatic loading on the walls. The invert
of a drain line around a below-grade building area or exterior retaining wall should be placed near foundation bearing level. The drain line should be sloped to provide positive gravity
drainage or to a sump pit and pump. The drain line should be surrounded by clean, free-draining granu lar material having less than 5 percent passing the No. 200 sieve. The free-draining
aggregate should be encapsulated in a filter fabric. The granular fill should extend to within 2 feet of final grade, where it should be capped with compacted cohesive fill to reduce
infiltration of surface water into the drain system. Reliable _ Responsive _ Convenient _ Innovative 16
Geotechnical Engineering Report Williams 80 Ft Communication Tower . Garfield County, Colorado June 20, 2011 • Terracon Project No. AD114029 A lrerrilccm COMPANY Layer of cohesive fill
Foundation wall Free-d raining graded granular fi ller material or non-graded free-draining materi al encapsulated in an appropriate filter fabric (see report) Perforated drain pipe
(Rigid PVC unless staled olhel"Nise in report) As an alternative to free-draining granular fill, a pre-fabricated drainage structure may be used. A pre-fabricated drainage structure
is a plastic drainage core or mesh which is covered with filter fabric to prevent soil intrusion, and is fastened to the wall prior to placing backfill. If controlling hydrostatic pressure
behind the wall as described above is not possible, then combined hydrostatic and lateral earth pressures should be calculated for lean clay backfill using an equivalent fluid weighing
90 and 100 pcf for active and at-rest conditions, respectively. For granular backfill, an equivalent fluid weighing 85 and 90 pef should be used for active and at-rest, respectively.
These pressures do not include the influence of surcharge, equipment or pavement loading, which should be added. Heavy equipment should not operate within a distance closer than the
exposed height of retaining walls to prevent lateral pressures more than those provided. 6.0 GENERAL COMMENTS Terracon should be retained to review the final design plans and specifications
so comments can be made regarding interpretation and implementation of our geotechnical recommendations in the design and specifications. Terracon also should be retained to provide
observation and testing services during grading, excavation, foundation construction and other earth-related construction phases of the project. The analysis and recommendations presented
in this report are based upon the data obtained from the borings performed at the indicated locations and from other information discussed in this report. This report does not reflect
variations that may occur between borings, across the site, or due to the modifying effects of construction or weather. The nature and extent of such variations may not become evident
until during or after construction. If variations appear, we Reliable . Responsive . Convenient . Innovative 17
Geotechnical Engineering Report Williams 80 Ft Communication Tower . Garfield County, Colorado June 20, 2011 • Terracon Project No. AD114029 A lrerracon COMPANY should be immediately
notified so that further evaluation and supplemental recommendations can be provided. The scope of services for this project does not include either specifi cal ly or by implication
any environmental or biological (e .g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is
concerned about the potential for such contamination or pollution , other studies should be undertaken. This report has been prepared for the exclusive use of our client for specific
application to the project discussed and has been prepared in accordance with generally accepted ge0technical engineering practices. No warranties, either express or implied, are intended
or made. Site safety, excavation support, and dewatering requirements are the responsibility of others. In the event that changes in the nature, design, or location of the project as
outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless Terracon reviews the changes and either verifies
or modifies the conclusions of this report in writing. Reliable . Responsive . Convenient . Innovative 18
APPENDIX A FIELD EXPLORATION
Subject site -__... 4000' 2000' Graphic sca le Vicinity Map Williams 80 foot Communication Tower Garfield County, Colorado OS/27/11 Fig. A-I
Note: This figure was prepared based on USDA NAIP imagery and notes obtained during our field study and and is intended to show approximate locations of Exploratory Test Borings only.
TH-l • 100' Legend Indicates approximate locations of Exploratory Test Borings o_ _10 0' 20I0 ' Graphic sca le "'l1lI'11 GEOTECHNICAL [NG INLEHING G r~oup A lrerracon COMPAN Exploratory
Test Bore Locations Williams 80 foot Communication Tower Garfield County, Colorado GEGJOBNO. AD114029 , , DATE: OS/27111 Fig. A-2
Geotechnical Engineering Report Williams 80 Ft Communication Tower . Garfield County, Colorado June 20, 2011 • Terracon Project No. AD114029 Field Exploration Description A lrerracon
COMPANY The proposed boring locations were laid out in the field by a Terracon engineer using a scaled site plan provided by the dient and measuring from available site features. Ground
surface elevations indicated on the boring logs were measured in the field using a surveyor's level and grade rod. The elevations are referenced to the top of the manhole located near
the proposed site entrance, and are rounded to the nearest Y, foot. This temporary benchmark was assigned an elevation of 100.0 feet. The locations and elevations of the borings should
be considered accurate only to the degree implied by the means and methods used to define them. The borings were drilled with a truck-mounted rotary drill rig using continuous fiight
solid-stem augers to advance the boreholes. Samples of the soil encountered in the borings were obtained using the split-barrel and thin-walled tube sampling procedures. In the split-barrel
sampling procedure, the number of blows required to advance a standard 2-inch 0.0. split-barrel sampler the last 12 inches of the typical total 18-inch penetration by means of a 140-pound
hammer with a free fall of 30 inches, is the standard penetration resistance value (SPT-N). This value is used to estimate the in-situ relative density of cohesion less soils and consistency
of cohesive soils. A CME automatic SPT hammer was used to advance the split-barrel sampler in the borings performed on this site. A significantly greater efficiency is achieved with
the automatic hammer compared to the conventional safety hammer operated with a cathead and rope. This higher efficiency has an appreciable effect on the SPT -N value. The effect of
the automatic hammer's efficiency has been considered in the interpretation and analysis of the subsurface information for this report. In the thin-walled tube sampling procedure, a
thin-walled, seamless steel tube with a sharp cutting edge is pushed hydraulically in to the soil to obtain a relatively undisturbed sample. The samples were tagged for identification,
sealed to reduce moisture loss, and taken to our laboratory for further examination, testing, and classification. Information provided on the boring logs attached to this report includes
soil descriptions, consistency evaluations, boring depths, sampling intervals, and groundwater conditions. The borings were backfilled with auger cuttings prior to the drill crew leaving
the site. A field log of each boring was prepared by the drill crew. These logs induded visual classifications of the materials encountered during drilling as well as the driller's interpretation
of the subsurface conditions between samples. Final boring logs induded with this report represent the engineer's interpretation of the field logs and include modifications based on
laboratory observation and tests of the samples. Reliable . Responsive . Convenient . Innovative Figure A-3
Symbol ~7. • Notes : KEY TO SYMBOLS Description Clay , very silty, gravelly , cobbles, soft , moist, brown to black (CS) Interlayered Shale adn Siltst one, very hard, moist, variogated
color brown/gray/red (CLS-MLS) 1 . SH -Thinwal l Tube Sample . 2 . CT -Modified California Barrel Sample. 3 . SPT -Standard Split Barrel Sample . 4 . Bulk -Bulk Disturbed Sample. 5 .
17/12 -Indicates 17 Blows with a 140 LB hammer falling 30 inches was required to d rive the sample 12 i nches . 6 . Exploratory test pits were excavated on 5/25/11 using a 4-inch diameter
continuous fl ight power auger . 7 . These logs are subject to the interpretation by GEG of the soils encountered and limitations, conclusions, and recommendations in this re ort. Figure
A-4
PROJECT: Williams 80 toot tower CLIENT: ThinAir Communications PROJECT NO.: ADll4029 LOCATION: "S",ee",F:.'Jig,,-, ."A"'·2'--_____________ ELEVATION: ____ _ LOG OF TEST BORING TH-1 DRILLER:
GEG LOGGED BY: __ -"S,,-P _ DEPTH TO WATER> INITIAL: ¥ NE AFTER 24 HOURS: ~ ______ _ DATE: 5/25/11 DEPTH TO CAVING: L o 5 10 15 20 25 30 35 Description Clay, very silty, gravelly, cobbles,
soft, moist, brown to black (CS) Organics noted to one foot. Interlayered Shale and Siltstone, very hard, moist, vanog.ted color brown/gray/red (CLS·MLS) Bottom of boring when tenninated:
25 ft, UL CT 17/12 SPT 50/3 50/2 50/3 50/3 Notes This information ertains onl to this borin and should not be inte reted as bein indicitive of the site. Figure A-5 PAGE 1 of 1
APPENDIX B LABORATORY TESTING
, ' Geotechnical Engineering Report Williams 80 Ft Communication Tower . Garfield County, Colorado June 20, 2011 • Terracon Project NO.AD114029 Laboratory Testing A lrerrncon COMPANY
Soil samples were tested in the laboratory to measure their dry unit weight and natural water content. Swell/Consolidation tests of select samples were conducted to estimate soil response
to loading and wetting of the samples tested. Direct Shear Strength tests were performed on selected samples to estimate the approximate soil strength characteristics of the samples
tested. The test results are included in Appendix B. Descriptive classifications of the soils indicated on the boring logs are in accordance with the enclosed General Notes and the Unified
Soil Classification System. Also shown are estimated Unified Soil Classification Symbols. A brief description of this classification system is attached to this report. All classification
was by visual manual procedures. Selected samples were further classified using the results of Atterberg limit testing. The Atterberg limit test results are also provided on the boring
logs. Reliable . Responsive . Convenient . Innovative Figure B-1
~'II ~"~~~~~~G~'fo~; A lrerracon COMPANY Job No. AD114029 TABLE B-1 SUMMARY OF LABORATORY TEST RESULTS Hole Depth Natural Dry Atterberg Limits Swell ! Consolidation Direct Shear Passing
Water Soil Type (feet) Moisture Density No. 200 Soluble (%) (pc~ liquid Plasticity Swell Confining Estimated Internal Cohesion Sieve Sulfates Limit Index ('!o) Pressure Swell Angle of
(ps~ (%) (ppm) (%) (%) (ps~ Pressure Friction (pst) (Degrees) TH-1 4 18.5 85 ----0.0 250 NA --------Clay, Qravelly (Cl) TH-1 5 29.5 --------------120 Clay, gravelly (el) TH-1 9 20.5
65 ----------24 475 ---Shale/Siltstone (CLS-MLS) TH-1 14 22.6 ------+0.2 250 1,000 --------Shale/Siltstone (CLS-MLS Page 1 of 1
CONSOLIDATION TEST REPORT ·1 I ! I ! I I , I I I ------I -~ , 1 ---I _~~TEI AQg_E[)I ! ~ I , , , I i ! ' , i I~i i i 3 K" I I , , I i I i : ' ! , ' I !! 5 , ! "'-, ! i i'-, I ......
! ...... ..... 7 I I ~ c I I ~ I I ! I I I if) , C 9 , Ql I "' I , aQ.l , ! 11 I I , , , I , I I I I I I , , , I 13 i ! I : , , 15 i ! i I I i , ! I I I 17 , I I I , , i ! , I I i I
, 19 100 200 500 1000 2000 5000 Applied Pressure -psi Natural Dry Dens. LL Sp. Overburden Pc Cc Cr PI Swell Press. Swell eo Sat. Moist. (pcf) Gr. (pst) (psf) (psi) % 52.0% 18.5 % 85.1
2.65 0 0.05 0.943 MATERIAL DESCRIPTION USCS AAsHTO Project No. ADI t4029 Client: ThinAir Communications Remarks: Project: Williams 80 foot tower Source: TH-l Elev./Depth: 4 Terracon,
Inc. Grand Junction, Colorado Figure B·2
CONSOLIDATION TEST REPORT -1 I i , , I , i I I , I ( ! -.... I , I I, ,\. I I 0 I \ I ! I • I WATER ADDED I I , I I , i i , I I 1 1\ , i ! I I I I i I , I I I i I I • 2 I I , , ~ , i
i I i I i \ I ! ! , , I ! I 3 , I , " I i ~; , c i , ! .~ , ! i iJJ , I , , I I C 4 I , I '" l'-+-I !:' I '" , D-, , I i I 5 I ! I , I , I I , , ! I I i I I 6 , i I I II i I I , i ,
i I , I , , ! , I i 7 ! I , I , i , I I , I , I ! , I , I 8 , -, I ! i I , i I i , r , : I I 9 100 200 500 1000 2000 5000 Applied Pressure -pst Natural Dry Dens. LL PI Sp. Overburden
Pc Cc Cr Swell Press. Swell Sat. Moist. (pct) Gr. (pst) (pst) (pst) % 80 22.6% 186.4 2.65 10 0.02 1000 0_2 MATERIAL DESCRIPTION USCS AASHTO Project No. ADI14029 Client: ThinAir Communications
Remarks: Project: Williams 80 foot tower Source: TH-I Elev.lDepth: 14 Terracon, Inc. Grand Junction, Colorado Figure B-3
-0.012 , 15 Results + I--"-C, psi 3.41 I -0.008 $,deg 24.3 Tan($) 0.45 .~ I C -0.004 10 0 .;;; ------------. -~ Dilation a. --------. E Oh-.n .Q i'"" Q) , 0 r-3 iii <Ii ,~ .. -iii "
2 u. t 0.004 5 Q) > -0.008 1 ! 0.012 0 0 3.5 7 10.5 14 0 5 10 15 Strain, % Normal Stress, psi 30 -'-Sample No. 1 2 3 -i Water Content, % 20.5 20.5 20.5 25 Dry Density, pef 64.8 64.8
64.8 H--<Ii Saturation, % 35.0 35,0 35.0 ;e c Void Ratio 1.5526 1.5526 1.5526 '0; 20 a. Diameter, in. 1.83 1.83 1.83 .n 2 i'"" 1 Height, in. 1.71 1.71 1.71 iii 15 -Water Content, % N/A
N/A N/A rQo) Dry Density, pef .c 3 1;; (() 10 Q) Saturation, % f-;;: Void Ratio , Diameter, in. 5 , HeiQht, in. , Normal Stress, psi 10.40 6,90 3.50 , 0 Fail. Stress, psi 8,09 6.51 4.99
0 5 10 15 20 Strain, % 3.8 1.1 2.7 Strain, % Ult. Stress, psi Strain, % Strain rate, in.lmin. 0,63 0.63 0.63 Sample Type: Client: ThinAir Communications Description: Project: Williams
80 foot tower Assumed Specific Gravity= 2,65 Source of Sample: TH-1 Depth: 9 Remarks: Proj. No.: AD 114029 Date Sampled: DIRECT SHEAR TEST REPORT Terracon, Inc. Figure B-4 Grand Junction
Colorado
APPENDIX C SUPPORTING DOCUMENTS , "
GENERAL NOTES DRILLING & SAMPLING SYMBOLS: SS: Split Spoon -1-'/8' I.D., 2" 0.0., unless otherwise noted ST: Thin-Walled Tube -2" 0.0., 3" 0.0., unless otherwise noted RS: DB: BS: Ring
Sampler -2.42" 1.0., 3" O.D., unless otherwise noted Diamond Bit Coring -4", N, B Bulk Sample or Auger Sample HS: PA: HA: RB: WB Hollow Stem Auger Power Auger (Solid Stem) Hand Auger
Rock Bit Wash Boring or Mud Rotary The number of blows required to advance a standard 2-inch 0.0. split-spoon sampler (88) the last 12 inches of the total 18-inch penetration with a
140-pound hammer falling 30 inches is considered the "Standard Penetration" or "N-value". WATER LEVEL MEASUREMENT SYMBOLS: WL: Water Level WS: WCI: Wet Cave in WD: DCI: Dry Cave in AB:
While Sampling While Drilling After Boring BCR: Before Casing Removal ACR: After Casing Removal N/E: Not Encountered Water levels indicated on the boring logs are the levels measured
in the borings at the times indicated. Groundwater levels at other times and other locations across the site could vary. In pervious soils, the indicated levels may reflect the location
of groundwater. In low permeability soils, the accurate determination of groundwater levels may not be possible with only short~term observations. DESCRIPTIVE SOIL CLASSIFICATION: Soil
classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are:
boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and
silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain
size. In addition to gradation, coarse-grained soils are defined on the basis of their in-place relative density and fine-grained soils on the basis of their consistency. CONSISTENCY
OF FINE-GRAINED SOILS Unconfined Compressive Strength. Qu. psI Standard Penetration or N-value (55) Consistency < 500 500 -1 ,000 1,000 -2,000 2,000 -4,000 4,000 -8,000 8,000+ Blaws/Ft.
0-1 2-4 4-8 8 -15 15 -30 > 30 Very Soft Soft Medium Stiff Stiff Very Stiff Hard RELATIVE PROPORTIONS OF SAND AND GRAVEL Descriptive Term(s) of other constituents Trace With Modifier
Percent of Dry Weight <15 15 -29 ~ 30 RELATIVE PROPORTIONS OF FINES Descriptive Term(s) of other constituents Trace With Modifier Percent of DryWeighl <5 5 -12 > 12 RELATIVE DENSITY
OF COARSE-GRAINED SOILS Standard Penetration or N-yalue (55) BlawslFt. 0-3 4-9 10 -29 30-50 > 50 Relative Density Very Loose Loose Medium Dense Dense Very Dense GRAIN SIZE TERMINOLOGY
Major Component 01 Sample Boulders Cobbles Gravel Sand Silt or Clay Particle Size Over 12 in. (300mm) 12 in. to 3 in. (300mm to 75mm) 3 in. to #4 sieve (75mm to 4.75mm) #4 to #200 sieve
(4.75 to 0.075mm) Passing #200 Sieve (0.075mm) PLASTICITY DESCRIPTION Term Plasticity Index Non-plastic 0 Low 1-10 Medium 11-30 High > 30 Exhibit C-1
UNIFIED SOIL CLASSIFICATION SYSTEM Soil Classification Criteria for Assigning Group Symbols and Group Names Using l aboratory Tests A Group Group Name B Symbol Gravels: Clean Gravels:
Cu 2= 4 and 1 :s: Cc :s: 3 E GW Well-graded gravel F More than 50% of Less than 5% fines C Cu < 4 andlor 1 > Cc> 3 E GP Poorly graded gravel F coarse Fines classify as ML or MH GM Silty
gravel F.G, H fraction retained on Gravels with Fines: Coarse Grained Soils: More than 12% fines C Fines classify as CL or CH GC Clayey gravel !",<';,H More than 50% retained NO.4 sieve
on No. 200 sieve Sands: Clean Sands: Cu ;?; 6 and 1 :s: Cc :s: 3 E SW Well-graded sand I 50% or more of coarse Less than 5% fines D Cu < 6 andlor 1 > Cc> 3E SP Poorly graded sand I fraclion
passes Sands with Fines: Fines classify as ML or MH SM Silty sand G,H.I NO.4 sieve More than 12% fines D Fines Classify as CL or CH SC Clayey sand G.H.I PI > 7 and plots on or above
"A~ line J CL Lean clay K.L.M Silts and Clays: Ino rga nic: PI < 4 or plots below "A" line J ML Silt K.L.M Liquid limit less than 50 Liquid limit· oven dried I OL Organic clay IU.M.N
Fine-Grained Soils : Organic: Liquid limit · not dried I < 0.75 Organic silt K.LM.a 50% or more passes the PI plots on or above "A" line CH Fat clay K.L.M No. 200 sieve Inorganic: Silts
and Clays: PI plots below "A" line MH Elastic Silt K.L.M Liquid limit 50 or more Liqu id limit· oven dried J OH Organic clayK,l.M. Organic: I < 0.75 Liquid limit · not dried Organic
silt .L.M. Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat A Based on the material passing the 3-in. (75-mm) sieve H If fines are organic, add
"with organic fines" to group name. B If field sample contained cobbles or boulders, or both, add "with cobbles or boulders, or both" to group name. I If soil contains ~ 15% gravel,
add "with gravel ~ to group name. C Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded gravel with silt, GW-GC well -g raded gravel with clay, GP-GM poorly graded gravel
with silt, GP-GC poorly graded gravel with clay. J If Alterberg limits plot in shaded area, soil is a CL-ML, silty day. K If soil contains 15 to 29% plus No. 200, add ''with sand" or
"with gravel," whichever is predominant. o Sands with 5 to 12% fines require dual symbols: SW-SM well-graded sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded sand
with silt, SP-SC poorly graded sand with clay L If soil contains ;?; 30% plus No. 200 predominantly sand, add "sandy" to group name. M If soil contains ;?; 30% plus No. 200, predominantly
gravel, add (D",)' E Cu = Dw/DIO Cc = ---'---""--0 10 X 0 80 F If soil conta ins ;?; 15% sand, add "with sand" to group name. G If fines classify as CL-ML, use dual symbol GC-GM, or
SC-SM. "gravelly" to group name. N PI ;?; 4 and plots on or above "N line. a PI < 4 or plots below "AU line. P PI plots on or above "A" line. a PI plots below "A" line. For classification
of fine-grained I 1/60 ----.--,-------,---~----....,--; solis and fine-grained fraction ,/50 _ of coarse-grained solis -1-----.;;,,,,0 ,~' --1--+ .,,0 Equation of -N . line V ,.$ f .{.)
Honz.onlal at PI=4 to LL=25 5. ,/' ... ),. /40 r-then PI=0.73 (LL-20) Z ---7/,0'--1/--7'-1---+--.,----1 Equation of ~Uft • line ,,'" X' o/-VertICal at LL=1610 PI=7, "./3 30 thenpl=0.9
(LIH~///0" /--+ --/---/-----ro /7~Y 10 I ' ./1---1---/--+--.,---+---1 ~ -/IJL · ~ ./Ml ~r OL o I~/_ _~ -"'_~ _~ _~ I ____L __ L __-L_ _-L_ _-L_ __I __~ MH or OH o 10 16 ro 30 40 50 60
70 80 90 tOO 110 LIQUID LIMIT (l l) Exhibit C-2 , ,
WEATHERING Fresh Very slight Slight Moderate GENERAL NOTES Description of Rock Properties Rock fresh, crystals bright, few joints may show slight staining. Rock rings under hammer if
crystalline. Rock generally fresh, joints stained, some joints may show thin clay coatings, crystals in broken face show bright. Rock rings under hammer if crystalline. Rock generally
fresh, joints stained, and discoloration extends into rock up to 1 in. Joints may contain clay. In granitoid rocks some occasional feldspar crystals are dull and discolored. Crystalline
rocks ring under hammer. Significant portions of rock show discoloration and weathering effects. In granitoid rocks, most feldspars are dull and discolored; some show clayey. Rock has
dull sound under hammer and shows significant loss of strength as compared with fresh rock. Moderately severe All rock except quartz discolored or stained. In granitoid rocks, all feldspars
dull and discolored and majority show kaolinization. Rock shows severe loss of strength and can be excavated with geologiSt's pick. Severe Very severe Complete All rock except quartz
discolored or stained. Rock "fabric" clear and evident, but reduced in strength to strong soil. In granitoid rocks, all feldspars kaolinized to some extent. Some fragments of strong
rock usually left. All rock except quartz discolored or stained. Rock "fabric" discernible, but mass effectively reduced to "soil" with only fragments of strong rock remaining. Rock
reduced to "soil". Rock "fabric" not discernible or discernible only in small, scattered locations. Quartz may be present as dikes or stringers. HARDNESS (for engineering description
of rock -not to be confused with Moh's scale for minerals) Very hard Cannot be scratched with knife or sharp pick. Breaking of hand specimens requires several hard blows of geologist's
pick. Hard Moderately hard Can be scratched with knife or pick only with difficulty. Hard blow of hammer required to detach hand specimen. Can be scratched with knife or pick. Gouges
or grooves to % in. deep can be excavated by hard blow of point of a geologist's pick. Hand specimens can be detached by moderate blow. Medium Can be grooved or gouged 1/16 in. deep
by firm pressure on knife or pick point. Can be excavated in small chips to pieces about 1-in. maximum size by hard blows of the point of a geologiSt's pick. Soft Can be gouged or grooved
readily with knife or pick point. Can be excavated in chips to pieces several inches in size by moderate blows of a pick point. Small thin pieces can be broken by finger pressure. Very
soft Can be calVed with knife. Can be excavated readily with point of pick. Pieces 1-in. or more in thickness can be broken with finger pressure. Can be scratched readily by fingernail.
Joint, Bedding and Foliation Spacing in Rock' Spacing Joints BeddinglFoliation Less than 2 in. Very close Very thin 2 in. -1 ft. Close Thin 1 ft. 3 ft. Moderately close Medium 3ft.-l0ft.
Wide Thick More than 10ft. Very wide Very thick Rock Quality Designator (RQD) U Joint Openness Descriptors RQD, as a percentage Diagnostic description Openness Descriptor Exceeding 90
Excellent No Visible Separation Tight 90 -75 Good Less than 1/32 in. Slightly Open 75 -50 Fair 1/32 to 1/8 in. Moderately Open 50 -25 Poor 1/8 to 3/8 in. Open Less than 25 Very poor
3/8 in. to 0.1 ft. Moderately Wide Greater than 0.1 ft. Wide a. Spacing refers to the distance normal to the planes, of the described feature, which are parallel to each other or nearly
so. b. RQD (given as a percentage) = length of core in pieces 4 in. and longerllength of run. References: American Society of Civil Engineers. Manuals and Reports on Engineering Practice
-No. 56. Subsurlace Investigation for Design and Construction of Foundations of Buildings. New York: American Society of Civil Engineers, 1976. U.S. Department of the Interior, Bureau
of Reclamation, Engineering Geology Field Manual. Exhibit C-3
Matt Provost From: Sent: To: Phil Vaughan [phil@pvcmi.com] Tuesday, November 22, 2011 5:48 PM Matt Provost Subject: Building Permits 1287, 1288 Matt, Thanks for taking time to speak
on Friday in regards to the TR 41-35 project. Permit 1287 is for the communications building. Permit 1288 is for the communications tower. I have confirmed that the electrical contractor
confirmed via conversation with the state electrical inspector that a state electrical permit was not required for this site as all of the project is low voltage. This should complete
all of the items needed for completion of the final inspection/issuance of a certificate of occupancy for both ofthe building permits. Thanks for your assistance and please let me know
of further questions. Sincerely, Phil Vaughan Phil Vaughan Construction Management, Inc. 1038 County Road 323 Rifle, CO 81650 970-625-5350 1
Project Information Projecl# 212-11 Hie Address City, State, Zip Country From Contact Company Address City, State, Zip Country Phone Fax I Remarks Williams Production RMT Company LLC
TR 41-35 Communications Facility Parachute, CO 81635 USA Philip Vaughan Phil Vaughan Construction Management, Inc. 1038 County Road 323 Rifle, CO 81650-8607 United States of America
(970) 625-5350 (970) 625-4522 To Contact Company Address City, State, Zip Country Phone Fax Transmittal Transmittal # Date Due Date Sender Subject Mr. Dave Bartholomew Transmittal 14
October 17,2011 Hand Communications Building Gartield County Building Department 108 8-Street, Suite 401 Glenwood Springs, CO 81601 USA 970-945-8212 Dave, please find attached the CDOH
approved (#6190) drawings for building permit #2187. Thanks again for your assistance and please contact me with questions. Sincerely, Phil Vaughan Chevron USA Inc Amendmentl!l DeBeque
BlCD-9-11-Z187 TR 41-35-597 Communication Site 10114111 RECETVF, ~ 'OCT 1 7 20 11 GARFIELD COUNTY BUILDING 8. PLANNING Page 10f1
Permit Card POST ON SITE Garfield County PermitNO, BLCO-9-11-2187 Building and Planning Department 108 81h Sireel, Suile 401 Glenwood Springs, CO 81601 Phone: (970)945-8212 Fax: (970)384-3470
Issue Date: 10/5/2011 AGREEMENT Permit Type: Commercial Building Work Classification: New Expires: 0410212012 In consideration of the issuance of the pennnit, the applicant hereby agrees
to comply with all laws and regulations related to the zoning, location; construction and erection of the proposed structured for which this permit is granted , and further agrees that
if the above said regulations are not fully complied with in the zoning, location, erection and construction of the above described structure, the pennnit may then be revoked by notice
from the County Building department and IMMEDIATELV BECOME NULL AND VOID, Commercial Building Owner's Name: Chevron USA Inc Job Address: DEBEQUE, CO Contractor!s) Williams Companies
Phone (918)573-5186 Parcel #:213725300007 Owner's Phone: (970)245-5255 Total Square Feet: 187 Primary Contractor Work Desc ription:~ Ves Inspection Scheduling Code InsDection IVR Comments
Pass Date FIRE DISTRICT INSPECTIONS (PLEASE CALL FIRE DISTRICT) Footers 105 oR /o -~o--/17"/1f ~ ~ Foundation Walls 110 Framing 115 Drywall 120 Final 125 O /e:.... ~ //~.J _'? -II Mise
135 Insulation 160 Grout 175 Mechanical 405 UG Plumbing 605 Rough Plumbing 610 Gas 620 ADDITIONAL INSPECTIONS MAY BE REQUIRED POST THIS IN CONSPICUOUS PLACE WHEN CONSTRUCTION IS STARTED
For Inspections Call: 1-888-868-5306
Legend •• Project Site -Road (County Road -Garfield County) .--Other Existing Road Proposed Communication Tower Relocation Vicinity Map T:\Projects\PICITraiIRidgeI11 10426_ TR 41-35-597_
CommTowef_ViciniILMaplVicinity.mxd mreynold 4/2612011 2:40:30 PM nI"//,~l"I'a~mS _ f:~
Dupont Building, Inc. 100 Rita Drive Bell City, LA 70630 SUBJECT: RAFTER CALCS Date: 8/30/2011 2005 NOS Engineer: Kevin M. Finn, P.E., Inc. 1716 Elkhart Rd, Ste. 1 Goshen, IN 46526 THIS
CALCULATION IS AN ANALYSIS/DESIGN OF A RAFTER. ALL PARAMETERS OF THE DESIGN ARE INDICATED AS SUCH. PROGRAM DETERMINES THE MAXIMUM CLEAR SPAN (L). SITE CONDITIONS -ROOF LIVE LOAD = ROOF
DEAD LOAD= 75 PSF 8 PSF BUILDING CODE REFERENCE 2009 INTERNATIONAL BUILDING CODE PROJECT 10 X 16 X 9' JOB NO. 10212 RAFTER SPACING 0 8 IN O.C. WIND UPLIFT OF 125 MPH, EXP. C -EXCEEDED
BY ( UNIFORM LOAD = (LIVE + DEAD) x RAFTER SPACING = W = 55.3 plf = 4.6 pli MATERIAL & PHYSICAL PROPERTIES #2 LL ONLY W' = = 4.1 pH GR. 2 x 6 SYP NOTE -CALCULATION IS BASED ON A SLOPED
RAFTER FROM 2 X 8 DOWN ON EDGE I (in) = 1.5 in TO 2 X 6. THE 2 X 8 (7.25" DEPTH ASSUMED IN CENTER, 2 X 6 AT EDGE AND AVE DEFLECTION) d (in) = 4.50 in (BASED ON AVERAGE DEPTH DUE TO SLOPE)
10 (in"4) = 19.36 Sx (in'3) = 8.61 b (in) = 1.5 1/2" AP RATED SHEATHING DECKING ON ROOF A (in'2) = Ac (in"2) = E (psi) = Fb (psi) = Fv (psi) = Fcper(psi)= CD(rooD = 8.3 2.3 1.6E+6 1250
175 565 1 70% INCREASE IN MOMENT OF INERTIA DUE TO ROOF DECKING AND APA RATED SHEATHING FOR CH = 1 1/2" APA RATED SHEATHING @CEILING LEVEL CF = 1 Cr = 1.15 ALLOWABLE SPAN BASED ON BENDING
Fb' -Fb x CD x Cr x CF It = WL '2/(8 x (Sx)) L = [8 x (Sx) x Fb'NVI'05 ALLOWABLE SPAN BASED ON DEFLECTION LL deflection -5W'L "4/384EI L I 180 L = 1384EI/900W']'0.333 ALLOWABLE SPAN
BASED ON SHEAR Fv' ::: Fv x CD Iv = 1.5W(Ls -2d)/(2 x A) USE CLEAR SPAN = 112 IN -FOR SHEAR ANALYSIS MAXIMUM SPANS BASED ON ABOVE CONDITIONS -BENDING DEFLECTION (in) .LiillJ LL ONLY
#2 · 2x8/2x6SYP MODIFIED 2 X 6 146.5 147.43 r -ACTUAL SPAN = LEAST CONTROL 146.5 IN -OK -----------------112 IN SHEAR STRESS BASED ON BENDIN 42.338 Fv' = 201.25
DUPDNT BUILDINGS SUBJECT: WIND · LATERAL RESISTANCE ANALYSIS ENGR: KEVIN M. FINN, P.E , INC. 1716 ELKHART RD., STE. 1 GOSHEN, IN 46526 THIS CALCULATION CONSIDERS THE LATERAL ANALYSIS
ON THE HORIZONTAL DIAPHRAGM OF WIND AND ANALYZES THE DESIGN SUPPORTING THIS CONSIDERATION· SIDEWALLS USED AS SHEARWALLS. WIND SPEED· 125 MPH expo C·3 SECT Total Factors Ce = 1 21 IMPORTANCE
FACTOR· 1 2009 INTERNATIONAL BUILDING CODE qs = 25.63 PSF DWG. NO. 10212 TOTAL WIND LOAD: qs x Ce x : 31.01 PSF TOTAL HORIZONTAL FORCE APPLIED AT TOP OF ROOF TO TOP PLATE CONNECTIION
· ROOF PROJECTION : WALL PROJECTION : 1 FT • EFFECTIVE ROOF PROJECTION 9FT FORCE (PLF) AT TOP OF WALL : 170.53 PLF APPLIED FORCE AT EACH ENDWALL (8' SECTION) : 1364.28 LBS RESULTANT
APPLIED MAXIMUM DIAPHRAGM SHEAR LOAD: 136.43 pit · · 10' Diaphragm Depth 1/2" APA RATED SHEATHING· BOTTOM & 3/8" SHEATHING · ROOF DECKING EFFECTIVE SHEARWALL LENGTH EACH ENDWALL (WORST
CASE) OF UNIT LENGTH: 3 FT • SHEARWALL RESULTANT SHEARWALL LOAD : 454 .76 PLF . OKAY FOR 3/8" APA RATED SHEATHING OUTSIDE AND 1/2" APA RATED SHEATHING INSIDE 1 10 ft ! BOTH ENDWALLS
ARE SHEARWALLS ALSO ~ THE 112" ANCHOR BOLTS @CORNERS OF BUILDING 3885.75 LBS UPLIFT "'-RESISTIVE · OK «---------l-_ INTERIOR SHEARWALL IS , NOT ANALYZED OR USED· CONSERVATIVE 16 FT-------....
SHEARWALL TOTAL (ft) : 3
DUPONT BUILDING SUBJECT: TIEDOWN SYSTEM THIS CALCULATION IS FOR A TIEDOWN SYSTEM OF A COMMERCIAL MODULAR UNIT. JOB NO. 10212 SOLAR PANEL 2009 INTERNATIONAL BUILDING CODE AVE. WALL HEIGHT
PROJECTION = 9.5 FT WIND SPEED -125 MPH 4 FT 6.5 IN <:------:> ENGR: KEVIN M. FINN, P.E., INC 1716 ELKHART RD., STE 1 GOSHEN, IN 46526 0° SHEAR ACCEPTABLE NOMINAL WIND LOAD = qz = 31.04
PSF BUILlDNG WT. 59.375 PSF APPLIED OVERTURNING MOMENT MAX. SPACING BETWEEN POSTS o • 10 FT APPLIED MOMENT /EVENLY DISTRIBUTED " It BETWEEN TWO PLATES ',j 1490.09 FT-LBS /FT 4.25 FT
TOTAL MOMENT /POST = 3166.45 FT-LBS = 37997.36 IN-LBS UPLIFT REACTION EACH OF TWO ANCHORS = EACH SIDE OF PLATE (4 TOTAL) 2562.87 LBS -MIN. UPLIFT RATING OF ANCHOR BOLT DIRECT UPLIFT
NET UPLIFT PRESSURE 16.375 PSF REACTION /BOLT = MAXIMUM REQUIRED REACTION PER POST = 52.19531 LBS 208.78 LBS -5 SQ. FT. AREA /POST -OK 6 X 6 WELDED WIRE MESH -6" DEEP -OK 131.94 LBS/BOLT
COMcheck Software Version 3.8.2 Envelope Compliance Certificate 20091ECC Section 1: Project Information Project Type: New Construction Project Title: TR 41-35 Construction Site: Owner/Agent:
Williams Companies Section 2: General Information Building Location (for weather data): Climate Zone: Building Type for Envelope Requirements: Activity Type(s) Workshop Parachute, Colorado
5b Non-Residential Floor Area 160 Section 3: Requirements Checklist Designer/Contractor: Dupont Building, Inc. 100 Rita Dr. Sweet lake, LA 70630 (337)905-5928 Envelope PASSES: Design
1% better than code. ' '~i ,'. • • Climate-Specific Requirements: Component Name/Description Gross Cavity Cont. Proposed Area or R-Value R-Value U-Factor Perimeter Roof 1: Attic Roof
with Wood Joists 160 27.6 1.0 0.035 Exterior Wall 1: Wood-Framed, 16" D.C. 468 11.0 1.0 0.087 Door 1: Insulated Metal, Swinging 21 0.300 Door 2: Insulated Metal, Swinging 28 0.300 Floor
1: Wood-Framed 160 6.3 1.5 0.092 (al Budget U-factors are used for software baseline calculations ONLY, and are not code requirements. Air Leakage, Component Certification. and Vapor
Retarder Requirements: Budget U-Factor{a) 0.027 0.064 0.700 0.700 0.033 o 1. All joints and penetrations are caulked, gasketed or covered with a moisture vapor-permeable wrapping material
installed in accordance with the manufacturer's installation instructions. o 2. Windows, doors, and skylights certified as meeting leakage requirements. o 3. Component R-values & U-factors
labeled as certified. o 4. No roof insulation is installed on a suspended ceiling with removable ceiling panels. o 5. 'Other' components have supporting documentation for proposed U-Factors.
o 6. Insulation installed according to manufacturer's instructions, in substantial contact with the surface being insulated, and in a manner that achieves the rated R-value without compressing
the insulation. o 7. Stair, elevator shaft vents, and other outdoor air intake and exhaust openings in the building envelope are equipped with motorized dampers. o 8. Cargo doors and
loading dock doors are weather sealed. o 9. Recessed lighting fixtures installed in the building envelope are Type IC rated as meeting ASTM E283, are sealed with gasket or caulk. o 10.Building
entrance doors have a vestibule equipped with closing devices. Exceptions: Proiect Title: TR 41-35 Report date: 08/29/11
o Building en trances with revolving doors. o Doors that open directly from a space less than 3000 sq. h. in area. Section 4: Compliance Statement Compliance Statement: The proposed
envelope design represented in this document is consistent with the building plans, specifications and other calculations submitted with this permit application. The proposed envelope
system has been designed to meet the 2009 IECC requirements in COM check Version 3.8.2 and to comply with the mandatory requirements in the Requirements Checklist. Name· Title Signature
Date ---.--RAnnr1 date: 08/29/11
COMcheck Software Version 3.8.2 Interior Lighting Compliance Certificate 20091ECC Section 1: Project Information Project Type: New Construction Project Title: TR 41·35 Construction Site:
Owner/Agent: Williams Companies Section 2: Interior Lighting and Power Calculation A Area Category Workshop Desig ne rIC on tractor: 8 Dupont Building, Inc. 100 Rita Dr. Sweet lake,
LA 70630 (337)905·5928 C Floor Area Allowed (1l2) Watts I ft2 160 1.4 0 Allowed Watts (8xC) 224 Total Allowed Watts-224 Section 3: Interior Lighting Fixture Schedule A 8 C 0 E Fixture
10 : Description I Lamp I Wattage Per Lamp I Ballast Lampsl # of Fixture (C X 0) Fixture Fixtures Watt. Workshop (160 sq.ft.) Compact Fluorescent 1: Spiral 30W I Electronic 6 30 180
Total Proposed Watts = 180 Section 4: Requirements Checklist Lighting Wattage: o 1, Total proposed watts must be less than or equal to total allowed watts. Allowed Watts 224 Proposed
Watts 180 Controls, Switching, and Wiring: Compl/es YES o 2 Daylight zones under skylights more than 15 feet from the perimeter have lighting controls separate from daylight zones adjacent
to vertical fenestration. o 3. Daylight zones have individual lighting conlrols independent from that of the general area lighting. Exceptions: o Contiguous daylight zones spanning no
more than two orientations are allowed to be controlled by a single controlling device. o Daylight spaces enclosed by walls or ceiling height partitions and containing two or fewer light
fixtures are not required to have a separate switch for general area lighting. o 4. Independent controls for each space (switch/occupancy sensor). Exceptions: o Areas designated as security
or emergency areas that must be continuously illuminated. o Lighting in stairways or corridors that are elements of the means of egress. Proiect Tille: TR 41-35 Report date: 08/29/11
o 5. Master switch at entry to hotel/motel guest room. o 6. Individual dwelling units separately metered. o 7. Medica l task lighting or art/history display lighting cla imed to be exempt
from compliance has a control device independent of the control of the nonexempt lighting. o 8. Each space required to have a manual control also allows for reducing the connected lighting
load by at leasl 50 percent by either controlling all luminaires, dual switching of alternate rows of luminaires, alternate luminaires, or alternate lamps, switching the middle lamp
luminaires independently of other lamps, or switching each luminaire or each lamp. Exceptions: o Only one luminalre in space. D An occupant-sensing device controls the area o The area
is a corridor, storeroom, restroom, public lobby or sleeping uni!. o Areas that use less than 0.6 Watts/sq. ft. o 9. Au tomatic lighting shutoff control in buildings larger than 5,000
sq.ft. Exceptions: o Sleeping units, patient care areas; and spaces where automatic shutoff would endanger safety or security. o 10. Photocell/astronomical time switch on exterior lig
hts. Exceptions: o Lighting intended for 24 hour use. D 11 . Tandem wired one-lamp and three-lamp ballasted luminaires (No single-lamp ballasts). Exceptions: o Electronic high-frequency
ballasts: Luminaires on emergency circuits or with no available pair. Section 5: Compliance Statement Compliance Statement: The proposed lighting design represented in this document
is consistent with the building plans, specifications and other calculations submitted with this permit application . The proposed lighting system has been designed to meet the 2009
IECe requirements in COMcheck Version 3.8.2 and to comply with the mandatory requirements in the Requirements Checklist Name -Title Signature Date -----------------------------------Report
date: 06/29/11
September 7, 2011 Scott Key DuPont Building, Inc. P.O. Box 8853 100 Rita Drive Bell City, LA 70630 Re: Modular Building By DuPont Building, Inc. KEVIN M. FINN, P.E., Inc. 1716 Elkhart
Rd., Ste 1 Goshen, IN 46526 (574) 537-1300 (574) 537-1292 e-mail -kmfeng@verizon.net DuPont Dwg. No.1 0212 Intended for Site Location in Parachute, CO Dear Mr. Key: This is to certify
that the above building's roof is designed for 75 psflive load. This roof design is equivalent to 97 psf ground snow load. A ground snow load of 40 psf is required for Parachute, CO.
Should you have any questions on the above, please feel free to contact the undersigned. Sincerely, Kevin M. Firm, P.E.
Dupont Building. Inc. 100 Rita Drive Bell City, LA 70630 SUBJECT: RAFTER CALCS Date: 10/1/2011 2005 NOS Engineer: Kevin M. Finn. P.E ., Inc. 1716 Elkhart Rd., St •. 1 Goshen, IN 46526
THIS CALCULATION IS AN ANALYSIS/DESIGN OF A RAFTER. ALL PARAMETERS OF THE DESIGN ARE INDICATED AS SUCH. PROGRAM DETERMINES THE MAXIMUM CLEAR SPAN (L). SITE CONDITIONS· ROOF LIVE LOAD
-ROOF DEAD LOAD: 75 PSF 8 PSF BUILDING CODE REFERENCE: 2009 INTERNATIONAL BUILDING CODE PROJECT 10 X 16 X 9' JOB NO. 10212 RAFTER SPACING : 8 IN O.C. WIND UPLIFT OF 125 MPH, EXP. C ·
EXCEEDED BY GI UNIFORM LOAD: (LIVE + DEAD) x RAFTER SPACING: W: 55.3 pi! : 4.6 pli MATERIAL & PHYSICAL PROPERTIES· #2 LL ONLY W': : 4.1 pli GR. 2 x 6 SYP NOTE· CALCULATION IS BASED ON
A SLOPED RAFTER FROM 2 X 8 DOWN t (in) : d (in) : ON EDGE 1.5 in 4.50 In 19.36 8.61 1.5 8.3 2.3 TO 2 X 6. THE 2 X 8 (7.25-DEPTH ASSUMED IN CENTER. 2 X 6 AT EDGE AND AVE. 6 DEFLECTION)
(BASED ON AVERAGE DEPTH DUE TO SLOPE) 10 (in"4) = Sx (in"3) = b (in): A (inA2): Ac (in"2):: E (psi) : Fb (psi): Fv (psi): Fcper(psi):: CD(roo!) : CH: CF : Cr :: 1.6E'6 1250 175 565 1
1 1 1 ALLOWABLE SPAN BASED ON BENDING Fb' -Fb x CD x Cr x CF Ib : WL A2/(8 x (Sx)) L : [8 x (Sx) x Fb·IW)'O.5 ALLOWABLE SPAN BASED ON DEFLECTION LL deflection :: 5W'l"4/384EI II 180
L : [384EI/900W')'O.333 MAXIMUM SPANS BASED ON ABOVE CONDITIONS· BENDING DEFLECTION (in.) .LfulJ LL ONLY #2 ·2 x8/2x 6SYP MODIFIED 2 x 6 136.6 147.43 r • 1/2" AP RATED SHEATHING DECKING
ON ROOF 70% INCREASE IN MOMENT OF INERTIA DUE TO ROOF DECKING AND APA RATED SHEATHING FOR ( 112" APA RATED SHEATHING @CEILING LEVEL ALLOWABLE SPAN BASED ON SHEAR Fv' -Fv x CD Iv : 1.5W(Ls
· 2d)/(2 x A) USE CLEAR SPAN: 112 IN· FOR SHEAR ANALYSIS LEAST CONTROL 136.6 IN·OK • SHEAR STRESS BASED ON BENDIN· 42.338 Fv' : 175.00 ACTUAL SPAN: 112 IN --
· DUPONT BUILDINGS SUBJECT: WIND· LATERAL RESISTANCE ANALYSIS ENGR: KEVIN M. FINN, P.E., INC. 1716 ELKHART RD .. STE. 1 GOSHEN, IN 46526 THIS CALCULATION CONSIDERS THE LATERAL ANALYSIS
ON THE HORIZONTAL DIAPHRAGM OF WIND AND ANALYZES THE DESIGN SUPPORTING THIS CONSIDERATION· SIDEWALLS USED AS SHEARWALLS. WIND SPEED · 125 MPH expo C·3 SECT Total Factors Ce = IMPORTANCE
FACTOR · 1 2009 INTERNATIONAL BUILDING CODE qs = 25.63 PSF DWG. NO. 10212 TOTAL WINO LOAD = qs x Ce x = 31.01 PSF TOTAL HORIZONTAL FORCE APPLIED AT TOP OF ROOF TO TOP PLATE CONNECTlION·
ROOF PROJECTION = WALL PROJECTION = FORCE (PLF) AT TOP OF WALL = 1 FT • EFFECTIVE ROOF PROJECTION 9FT 170.53 PLF APPLIED FORCE AT EACH ENDWALL (8' SECTION) = 1364.28 LBS RESULTANT APPLIED
MAXIMUM DIAPHRAGM SHEAR LOAD= 136.43 plf --10' Diaphragm Depth 1.21 112" APA RATED SHEATHING· BOTTOM & 3/8" SHEATHING· ROOF DECKING EFFECTIVE SHEARWALL LENGTH EACH ENDWALL (WORST CASE)
OF UNIT LENGTH = RESULTANT SHEARWALL LOAD = 1 10 ft 3 FT . SHEARWALL 454.76 PLF • OKAY FOR 3/8" APA RATED SHEATHING OUTSIDE AND 112" APA RATED SHEATHING INSIDE BOTH ENDWALLS ARE SHEARWALLS
ALSO ~ THE 112" ANCHOR BOLTS @CORNERS OF BUILDING 3665.75 lBS UPLIFT <'-RESISTIVE· OK ...... -------L_ INTERIOR SHEARWALL IS , NOT ANALYZED OR USED· CONSERVATIVE 16 FT---------+ SHEARWALL
TOTAL (fl) = 3 .~. :::.
. DUPONT BUILDING SUBJECT: TIEDOWN SYSTEM THIS CALCULATION IS FOR A TlEDOWN SYSTEM OF A COMMERCIAL MODULAR UNIT. 2009 INTERNATIONAL BUILDING CODE JOB NO. 10212 AVE . WALL HEIGHT PROJECTION
= 9.5 FT WIND SPEED -125 MPH SOLAR PANEL ----i~»//I 4 FT 6.5 IN <C----7 ENGR: KEVIN M. FINN, P.E., INC. 1716 ELKHART RD., STE 1 GOSHEN, IN 46526 0° SHEAR ACCEPTABLE NOMINAL WIND LOAD
= qz = 31.04 PSF BUILlDNG WT. 59.375 PSF APPLIED OVERTURNING MOMENT MAX. SPACING BETWEEN POSTS = o • 10 FT APPLIED MOMENT ,/EVENLY DISTRIBUTED BETWEEN TWO PLATES 1490.09 FT-LBS /FT 4.25
FT -TOTAL MOMENT /POST = 3166.45 FT-LBS = 37997.36 IN-LBS UPLIFT REACTION EACH OF TWO ANCHORS = EACH SIDE OF PLATE (4 TOTAL) 2562 .87 LBS -MIN. UPLIFT RATING OF ANCHOR BOLT DIRECT UPLIFT
NET UPLIFT PRESSURE 16.375 PSF REACTION /BOLT = MAXIMUM REQUIRED REACTION PER POST = 52.19531 LBS 208.78 LBS -5 SQ. FT. AREA /POST -OK 6 X 6 WELDED WIRE MESH -6" DEEP -OK 131 .94 LBS
/BOLT -. -."!" .. -' .. ~ ; ... -:'''~'' , . ..... ~
Dupont Building, Inc. 100 Rita Drive Bell City, LA 70630 SUBJECT: WALL STUD CALCULATION 10/1/201 1 Engr: Kevin M. Finn, P.E. , Inc. 1716 Elkhart Rd., Ste. 1 Goshen, IN 46526 STANDARD
STUD CALCULATION OF LMBR BASED ON 20091NT BC ROOF LOAD = 125 PSF ROOF TRIB WIDTH = 5.0 FT DEAD LOAD = 8 PSF CALC IS AN ANALYSIS OF LUMBER IN AN AS USED CONDITION -STD WALL STUD JOB NO.
10212 -2009 IBC ROOF TRIB LENGTH = 1 FT CONC. LOAD (P) = 665.0 LBS STUD IS SHEATHED WITH 3/8" PLYWOOD ON OUTSIDE AND 15/32" PLYWOOD ON THE INSIDE LUMBER TYPE STUD GRADE SP 2 X 4 6.97
INh4 MOE = STUD HEIGHT = 1.4E+6 PSI Fell -103.5 975 IN 10 -PSI Sx = A = 3.98 INh3 Fb = 850 PSI d = 3.5 IN Hid = FeE/Fe' 5.25 INh2 Fv = 30% COMPOSITE 29.571 BETWEEN STUD AND INT I EXT.
0.4926 LAYERS OF SHEATH 175 PSI CD = 1.000 (snow) CF com = 1 c = 0.8 KeE = 0.3 (1 + FeE/Fe')/2e = 0.9329 Fe' = Fell x CD x CF = 975.00 FeE = KeE(E')/(H/d)h2 = Cp = (1 + FeE/Fe')/2e -[(1+
FeE/Fe' /2e)h2 -FeE/Fc' /e)'O.5 = 0.4284 Fe' = Fell x Cp x CF x CD = 417.7 PSI 1.6 (wind) CF bend = Cr = PSI 480.29 PSI TOTAL CAPACITY PER 2 x 4 STUD (#3 SYP) COLUMN = Fc' x A = 2192.8
LBS BENDING WIND PRESSURE @125 MPH = 34.14 psf TRIB = 8 IN B TO C CONV -1.21 TOTAL WIND LOAD = 41 .31 PSF WIND LOAD = W = 2.30 PLI fb = WW2/(8 x (Sx)) = 771 .956 psi Fb' = Fb x Cr x
CF x CD = INTERACTION EQUATION: fe=P/2A = 63.33333 PSI fe/Fe = 0.1516 (fe/Fe')h2 + fb/[Fb'(l -fe/FeE) = 0.676823 OK SHEAR -fv = 1.5V/2A = 31.64 PSI DEFLECTION = 5WL h4/384EI 0.3516 IN
VS U 120 = OK 1360 . . ~
DUPONT BUILDING, INC. SUBJECT: STEEL FLOOR JOIST C-CHANNEL CALCS Dale: 10/1/201 1 THIS CALCULATION IS AN ANALYSIS/DESIGN OF A FOOR JOIST. ALL PARAMETERS OF THE DESIGN ARE INDICATED AS
SUCH. PROGRAM DETERMINES THE MAXIMUM CLEAR SPAN (L). ENGR: KEVIN M. FINN, P.E., INC. 1716 ELKHART RD., STE. 1 GOSHEN, IN 46526 JOB NO. 10212 2009 INTERNATIONAL BUILDING CODE SITE CONDITIONSJOIST
SPACING ; 16 IN O.C. FLOOR LIVE LOAD; FLR DEAD LOAD; 250 PSF 10 PSF UNIFORM LOAD ; (LIVE + DEAD) x JOIST SPACING; W ; 346,7 pll 28.89 pll LL ONLY W'; ; 27.8 pli MATERIAL & PHYSICAL PROPERTIES
-16" O.C. MAXIMUM FASTENING C3 X 4.1 d (in) ; 10 (inA4) ; Sx (inA3) ; b (in); A (inA2); I (in) ; Ac (inA2); E (psi); Fb (psi) ; Fv (psi) ; Fcper(psi)= CD(rool) ; CD(wind); CF ; Cr =
C-CHANNEL ALLOWABLE SPAN BASED ON BENDING ON EDGE 3.000 1.660 1.100 1.410 1.210 0.2730 0.5 29.5E+6 21600 14400 10000 1.33 1 1 Fb' ; Fb x CD x Cr x CF Ib ; WL A2/(8 x (Sx)) L ; 18 x (Sx)
x Fb'/W)AO.5 ALLOWABLE SPAN BASED ON SHEAR Fv' = Fv Iv ; WU(2 x A) L ; Fv' x (2 x A)/w ALLOWABLE SPAN BASED ON DEFLECTION LL deneClion ; 5W'L A4/384EI L /360 L ; 1384EI/1800W')"O.333
DL & LL denect. ; 5WL A4/384EI L ; 1384EI/1 200W)AO.333 Lf 240 ALLOWABLE SPAN BASED ON COMPRESSION Cb ; 1.000 Icper ; WU(2 x Ac) L ; Fcx Acx2/W MAXIMUM SPANS BASED ON ABOVE CONDITIONS·
C3 X4 .1 BENDING SHEAR DEFLECTION (in .) COMPRESSION (in) LEAST L (in.) L (in.) LL ONLY DL CONTROL 81.1 1206.277 72.15 89.72 346.1538 72.2 IN -OK GREATER THAN 55" -OK REVIEW SOIL BEARING
ON GROUND; UNIFORM LOAD TO CENTER RAIL ; 1300.0 PLF EXTERIOR UNIFORM LOAD TO SLAB ; FRAME TO DISTRIBUTE TO MIN. 16" WIDE SLAB SO, 1500 PSF SOIL BEARING CAPACITY· OK 1375 PLF-SINCE MIN.l
'WIDE SLAB IS EFFECTIVE THEN 1500 PSF SOIL BEARING CAPACITY -OK ....
DUPONT BUILDING SUBJECT: TIEDOWN SYSTEM ENGR: KEVIN M. FINN, P.E., INC. 1716 ELKHART RD., STE 1 GOSHEN, IN 46526 THIS CALCULATION IS FOR A TIEDOWN SYSTEM OF A COMMERCIAL MODULAR UNIT.
2009 INTERNATIONAL BUILDING CODE JOB NO. 10212 AVE. WALL HEIGHT PROJECTION = 9.5 FT WIND SPEED -125 MPH NOMINAL WIND LOAD = qz = 31.04 PSF TOTAL DESIGN HORIZONTAL WIND LOAD = 31 .04
PSF TOTAL UNIT DEAD LOAD -15 PSF WIND UPLIFT = 12.94 PSF APPLIED HORIZONTAL FORCE -LOAD FROM WALL TO BODOM PLATE 294.91 PLF TRIBUTARY WIDTH APPLIED TO ANCHOR = 7 FT TOTAL HORIZONTAL
LOAD = 2064 LBS 7' O.C. -OK FOR 5/8" ANCHOR BOLT EACH SIDEWALL EACH ANGLE ANCHOR EACH CORNER CHECK OVERTURNING TIEDOWN USING 1/8" STRAP OVERTURNING MOMENT = HOR. WIND LOAD x WALL HTA
2/2/0UTSIDE I-BEAM SPACING 1120.67 LBS FORCE UPLIFT RESISTANCE REQUIRED x 112 UNIT LENGTH TENSION CAP. OF STRAP = 4301 .55 LBS APPLIED TIEDOWN -2" x 1/8" THICK STRAP -OK -24 -10d NAILS
EACH END NOTE -WELD 1/8" FILLET WELD -2" LONG -OK SEISMIC DESIGN CATEGORY D < THAN 125 MPH, EXP. C WIND CONDITIONS FOUNDATION -6 X 6 WELDED WIRE MESH -6" THICK -"-•-.~
·DUPONT BUILDING CAMERON, LA SUBJECT: HEADER CALCS Dale: 7-21-03 ENGR: KEVIN M. FINN, P.E., INC. 1716 ELKHART RD .. STE 1 GOSHEN, IN 46526 THIS CALCULATION IS AN ANALYSIS/DESIGN OF A
SIDEWALL WALL HEADER SYSTEM. ALL PARAMETERS OF THE DESIGN ARE INDICATED AS SUCH. PROGRAM DETERMINES THE MAXIMUM CLEAR SPAN (L). SITE CONDITIONS -ROOF LIVE LOAD: ROOF DEAD LOAD: TRIBUTARY
WIDTH: LUMBER STANDARD: 2005 NDS 75 PSF 10 PSF 2006 International Building Code 5.000 FT UNIFORM LOAD: (LIVE + DEAD) x (UNIT WIDTH/2 + OVERHANG) : W: 425.0 p/f = 35.4 pll MATERIAL &
PHYSICAL PROPERTIESDBL #3 I (In) : d (In) : 10 (Inh4) : Sx (Inh3): b (in): A (inh2): Ac (inh2): E (psi): Fb (psi) : Fv (psi) : Fcper(psi)= CD(roof) : CF : Cr = GR. 2 x 6 SP ON EDGE 3.0
In 5.50 in 41.59 15.13 1.5 16.5 4.5 1.4E+6 750 175 565 1 MAXIMUM SPANS BASED ON ABOVE CONDITIONSLL ONLY W' = : 31.3 pJi ALLOWABLE SPAN BASED ON SHEAR Fv' = Fv x CD fv : 1.5W(L -2d)/(2
x A) L : Fv' x (2 x A)/(1.5W) + 2d ALLOWABLE SPAN BASED ON COMP Cb : (b + 0.375)/b: 1.250 fcper: WU(2 x Ac) L = Fe x Cb x Ac x 2/W ALLOWABLE SPAN BASED ON BENDING Fb' : Fb x CD x Cr
x CF fb : WL h2/(8 x (Sx)) L : 18 x (Sx) x Fb·/WJhO.5 ALLOWABLE SPAN BASED ON DEFLECTION LL deflection : 5W'L h4/384EI LI 240 L : 1384EI11200W·J'O.333 DL & LL deflect. : 5WL h4/384EI
L : 1384E1I900WJhO.333 LI 180 BENDING SHEAR DEFLECTION (in.) COMPRESSION (in) LEAST L (in.) L (in.) LL ONLY DL CONTROL DBl ~3 · 2x6 SP 50.6 119.706 84.13 88.81 179.4706 .... ...... ~-.-~
. 50.6 -.-~ -
COMcheck Software Version 3.8.0 Envelope Compliance Certificate 20091ECC Section 1: Project Information Project Type: New Construction Project Title: TR 41-35 Construction Site: Owner/Agent:
Williams Companies Section 2: General Information Building Location (for weather data): Climate Zone: Parachute, Colorado 5b Activity Tvpe(s) Workshop Floor Area 160 Section 3: Requirements
Checklist Envelope PASSES: DeSign 3% better than code Climate·Specific Requirements: Component Name/Description Gross Area or Perimeter Roof 1: Attic Roof with Wood Joists 160 Exterior
Wall 1: Wood-Framed, 16" o.c. 468 Door 1: Insulated Metal, Swinging 21 Door 2: Insulated Metal, Swinging 28 Floor 1: Wood-Framed 160 Desi 9 ne r ICon tractor: Dupont Building, Inc. 100
Rita Dr. Sweet lake, LA 70630 (337)905-5928 Cavity Cont. Proposed R-Value R·Value U-Factor 27.6 0.0 0.037 19.9 0.0 0.065 0.300 0.300 6.3 0.0 0.107 (a) BUdget U-factors are used for software
baseline calculations ONLY, and are not code requirements. Air Leakage, Component Certification, and Vapor Retarder Requirements: Budget U·Factona) 0.027 0.064 0.700 0.700 0.033 o 1.
All jOints and penetrations are caulked, gasketed or covered with a moisture vapor-permeable wrapping material installed in accordance with the manufacturer's installation instructions.
o 2. Windows, doors, and skylights certified as meeting leakage requirements. o 3. Component R-values & U-factors labeled as certified. o 4. No roof insulation is installed on a suspended
ceiling with removable ceiling panels. o 5. 'Other' components have supporting documentation for proposed U-Factors. o 6. Insulation installed according to manufacturer's instructions,
in substantial contact with the surface being insulated, and in a manner that achieves the rated R-value without compressing the insulation. o 7. Stair, elevator shaft vents, and other
outdoor air intake and exhaust openings in the building envelope are equipped with motorized dampers. o 8. Cargo doors and loading dock doors are weather sealed. o 9. Recessed lighting
fixtures installed in the building envelope are Type IC rated as meeting ASTM E283, are sealed with gasket or caulk. o 10.Building entrance doors have a vestibule equipped with closing
devices. Exceptions: o Building entrances with revolving doors. Project Tille: TR 41-35 Data filename: C:\Documents and Settings\draftsman\My Documents\COMcheck\10212.cck Report date:
09130/11 Page 1 of 6
o Doors that open direclly from a space less than 3000 sq. fl. in area . Section 4: Compliance Statement Compliance Statement: The proposed envelope design represented in this document
is consistent with the building plans, specifications and other calcu lations submitted with this permit application. The proposed envelope system has been designed to meet the 2009
IECC requirements in COMcheck Version 3.8.0 and to comply with the mandatory requirements in the Requirements Checklist. Name· Tille Signature Project Tille: TR 41·35 Data filename:
C:\Documents and Settings\draftsman\My Documents\COMcheck\10212.cck Date Report dale: 09/30/11 Page 2 of 6
COMcheck Software Version 3.8.0 Interior Lighting Compliance Certificate 20091ECC Section 1: Project Information Project Type: New Construction Project Title: TR 41·35 Construction Site:
OwnerlAgent: Williams Companies Section 2: Interior Lighting and Power Calculation A Area Category Workshop Desi 9 ne r ICon tractor: B Dupont Building, Inc. 100 Rita Dr. SWeet lake,
LA 70630 (337)905·5928 C Floor Area Allowed (1t2) Watts I fl2 160 1.4 D Allowed Watts (BxC) 224 Total Allowed Watts-224 Section 3: Interior Lighting Fixture Schedule A B C D E Fixture
10 : Description f Lamp I Wattage Per Lamp I Ballast Lamps/# of Fixture (C XD) Fixture Fixtures Watt. twOJ1<shOp (160 sq.ft.)· Compact Fluorescent 1: Spiral30W I Electronic 6 30 180
Total Proposed Watts = 180 Section 4: Requirements Checklist Lighting Wattage: o 1. Total proposed watts must be less than or equal to total allowed watts Allowed Watts 224 Proposed
Watts 180 Controls, Switching, and Wiring: Complies YES o 2. Daylight zones under skylights more than 15 feet from the perimeter have lighting controls separate from daylight zones adjacent
to vertical fenestration. o 3. Daylight zones have individual lighting controls independent from that of the general area lighting. Exceptions: o Contiguous daylight zones spanning no
more than two orientations are allowed to be controlled by a single controlling device. o Daylight spaces enclosed by walls or ceiling height partitions and containing two or fewer light
fixtures are nol required to have a separate switch for general area lighting. o 4. Independent controls for each space (switch/occupancy sensor). Exceptions: o Areas designated as security
or emergency areas that must be continuously illuminated. o Lighting in stairways or corridors that are elements of the means of egress. Project Title: TR 41-35 Data filename: C:\Documents
and Settings\draftsman\My Documents\COMcheck\10212.cck Report date: 09/30/11 Page 3 of 6
o 5. Master switch at entry 10 hotel/motel guest room. o 6. Individual dwelling units separately metered. o 7. Medical task lighting or art/history display lighting claimed to be exempt
from compliance has a control device independent of the control of the nonexemptlighling. o 8. Each space required to have a manual conlrol also allows for reducing the connected lighting
load by at least 50 percent by either controlling all luminaires, dual switching of alternate rows of luminaires, alternate luminaires, or alternate lamps, switching the middle lamp
luminaires independently of other lamps, or switching each luminaire or each lamp. Exceptions: o Only one lumina ire in space. D An occupant-sensing device controls the area. D The area
is a corridor, storeroom, restroom, public lobby or sleeping unit. o Areas that use less than 0.6 WaUs/sq.ft. o 9. Automatic lighting shutoff control in buildings larger than 5,000 sq.ft.
Exceptions: o Sleeping units, patient care areas; and spaces where automatic shutoff would endanger sa fely or security. o 10. Photocell/astronomical time switch on exterior tights.
Exceptions: o lighting intended for 24 hour use. o 11.Tandem wired one-lamp and three-lamp ballasted luminaires (No single-lamp ballasts). Exceptions: o Electronic high-frequency ballasts;
luminaires on emergency circuils or with no available pair. Section 5: Compliance Statement Compliance Statement: The proposed lighting design represented in this document is consistent
with the building plans, specifications and other calculations submitted with this permit application. The proposed lighting system has been designed to meet the 2009 IEGG requirements
in COMcheck Version 3.8.0 and to comply with the mandatory requirements in the Requirements Checklist. Name -Tille Signature Project Title: TR 41-35 Data filename: C:\Oocuments and Setlings\d
raflsman\My Documents\COMcheck\10212.cck Date Report date: 09/30/11 Page 4 ofS
COMcheck Software Version 3.8.0 Exterior Lighting Compliance Certificate 20091ECC Section 1: Project Information Project Type: New Construction Project Title: TR 41-35 Exterior Lighting
Zone: 3 (Other) Construction Site: Owner/Agent: Williams Companies Desig ne r/Contra ctor: Dupont Building, Inc, 100 Rita Dr. Sweet lake, LA 70630 (337)905-5928 Section 2: Exterior Lighting
Area/Surface Power Calculation A B C 0 E Exterior Area/Surface Quantity Allowed Tradable Allowed Watts Wattage Watts I Unit (BxC) Main entry 2 ft of door width 30 Yes 60 Total Tradable
Watts· == 60 Total Allowed Watts == 60 Total Allowed Supplemental Watts" = 750 • Wattage tradeoffs are only allowed between tradable areas/surfaces . F Proposed Watts 60 60 .. A supplemental
allowance equal to 750 watts may be applied toward compliance of both non-tradable and tradable areas/surfaces. Section 3: Exterior Lighting Fixture Schedule A B C 0 E Fixture 10 : Description
I Lamp I Wattage Per Lamp I Ballast Lampsl # of Fixture (CXD) Fixture Fixtures Watt. !Main entry (2 flor dpor width); Tr"d~~I~ w';ti~gr Compact Fluorescent 1: Spiral 30W I Electronic
2 30 60 Total Tradable Proposed Watts -60 Section 4: Requirements Checklist Lighting Wattage: o 1. Within each non·tradable areafsulface, total proposed watts must be less than or equal
to total allowed watts. Across all tradable areas/surfaces, total proposed watts must be less than or equal to total allowed watts. Compliance: Passes Controls, Switching, and Wiring:
o 2. All exemption claims are associated with fixtures that have a control device independent of the control of the nonexempt lighting. o 3. Lighting not designated for dusk·to·dawn
operation is controlled by either a a photosensor (with lime switch), or an astronomical time switch. o 4. Lighting designated for dusk·to·dawn operation is controlled by an astronomical
time switch or photosensor. o 5. All time switches are capable of retaining programming and the time setting during loss of power for a period of at least 10 hours. Exterior Lighting
Efficacy: o 6. All exterior building grounds luminaires that operate at greater than 100W have minimum efficacy of 60 lumen/watt. Project Title: TR 41·35 Data filename: C:\Documents
and Settings\draftsman\My Documents\COMcheck\10212.cck Report date: 09/30/11 Page 5 of 6
Exceptions: o lighting that has been claimed as exempt and is identified as such in Section 3 table above . o lighting that is specifically designated as required by a health or life
safety statue, ordinance, or regulation. o Emergency lighting thaI is automatically off during normal building operation. o lighting that is controlled by motion sensor. Section 5: Compliance
Statement Compliance Statement: The proposed exterior lighting design represented in this document is consistent with the building plans, specifications and other calculations submilled
with this permit application. The proposed lighting system has been designed to meet the 2009 1ECC requirements in COMcheck Version 3.8.0 and to comply with the mandatory requirements
in the Requirements Checklist. Name · Title Signature Project Title: TR 41 ·35 Data filename: C:\Documents and Sellings\draftsman\My Documents\COMcheck\10212.cck Dale '-' ... Report
date: 09/30/11 Page 6 of 6
, Chevron USA' Inc BlCO-9-11-2187 Comm bldg @OeBeque m 41-35 Communications Facility 100 N -.. \0 co '-.J 0"1 VI ~ c.u N '""'" t,' _________ __ ~ » .... OrT'lr-;-m:;mlJt"'O»~:P -r:"-.
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~J'" Jf" EXISTtNG TANKS /1 /I OJ • ,I.-~-~. ~6-t. -TO NORTHEAST CORNER SECTION 35 '" '\\\\\~ '\ \ \ \ \ ~i> ~ "/'----",, \ \\\\\cP 6~ 1 \\\\\\\\\ ~S5 ~" I \ \ \ \ \ \ \ \ \ cP .~~ ~
/\ \ \ \ \ \ \ C1 cP "? /\ \ \ \ ,~~ \\~ o \ ~ ~ /) \ . bc-1) b<~ \ \ \ \ \ \ ~ \" ./COMMUNICATION /'J'5 f!:>'O' \ \ \ \ \ \ ,~ '" TOWER 30' X 45' ~ . ,~ \ . -\ (SEE DETAIL "AW) I \
\ \ \ ) LkG~L I D~SCRIPTION: ~ " ) I , ,A PROPOSED LEASE PARCEL '\ \ SIT.UATED ON ~HEyRON U.S.A., INC. LANDS \ ~/"V <0' ) NORTHEAST 1/4 OF SECTION 35, T5S, R97W, 6th P.M. ~ £, nO' I
/' FOR: WILLIAMS PRODUCTION RMT COMPANY ,,( . //JULY 12, 2011 ///A parcel of land situated in the northeast //'quarter of Section 35 in Township 5 South, /' ./' /Range 97 West. of the
Sixth Principal f .J //Meridian in Garfield County, State of EXlsnrlG ( /Colorado, more particularly described as SOLAR PANEL /follows: f /Considering the north line of the northeast
~ I jquarter of said Section 35 as bearing South \ 88" 18' 34" East and the bearings contained I I herein are referenced from. The said line I I being monumented with brass cops set
by I I the U.S. General Land Office in 1923. ///' I I Commencing at the northeast corner of said /I /Section 35, THENCE South 53" 43' 29" West ///a distance of 1366.44 feet to the POINT
OF ////BEGINNING; (.) /////THENCE South 36" 43' 17" West a distance Id, //of 45.00 feet; /11 /////THENCE North 53" 16' 43" West a distance (ttY //I /of 30.00 feet; 6 /I I //I THENCE
North 36" 43' 17" East a distance it /I I /of 45.00 feet; ,lj)~ /I I I I THENCE South 53" 16' 43" East a distance , 1///I I I //of 30.00 feet to the POINT OF BEGINNING. , II ////I I
I II I The above described parcel contains 1,350 II I /I /Isquare feet, more or less and is subject to (//',///I I I any easements, conditions and/or restrictions /I I /~that may exist
on or within its lines. " EXISTING V ~ I /////I " PIT ,.0/0' J I I ..//SURVEYOR'S STATEMENT ) '" " , /////"o.s!. "-" \ /1 ///.-//), Richard A. Bullen Jr., an agent and employee f,lblbf:
..... " \ " ~ ///-.//on behalf of D.R. Griffin & Associates, Inc. state t-(/J '\ l I ~ /////---the description hereon is ~~".~:~epresentati?n #~G \ I '-//. ///////' r-/of a survey made
und _ r .. 'J... aLf1b.qtlt~ommenctng ~ "-8700 ./' /////,,/June 21, 2011. , I ' /c,?J\~" .... ~~GI,S)"~ ~ '---___ y /' ////////' lJ 1.)1' "' ." , "-. '~ '-' . ' 1' 1.' ~ ,: ,",,-. '.
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C\ p', ' -' I ' \ .>.,/-.... -----./"./' /' //~ ~ ! " '~" .: ,> . ' .. :. ': 8600 -----~ :;6;:: ~1~o..~rJ6<:S ~ ~ ~ ;c. :t~: : '; :~ 82Ii~/JJ ~;, /~S _ __ /",,R) ! j ~ \... .• ,.. '
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TOWER (307) 382-6028 RIFFIN & ASSOCIATES, INC. 1414 ELK ST., ROCK SPRINGS, WY 82901 WILLIAMS PRODUCTION RMT COMPANY DRAWN: 7/12111 -RAB REVISED: 8/10/11-RAB ADDED TOWER PAD/SHED ~~~~~~-Chevron
USA. Inc Comm bl,d g 00 DeBeque TR 41-35 Communications Facility BU:O-!l-11-2187 SCALE: 1"= 100· TR 41-35-597 CO CATIONS TOWER DRG JOB No. 14321 NENE, SECTION 35, T5S, R97w, 6th p.M.
EXHIBITA-1 ~~_~~'I~S!.§~~ S :!Q "ut§~h~ OF~/Cc C O?)/~.~ I-,<J C
TO AC LOADS ~ w ct :::J (j) o -.J U Z W •• f-LL « 0::: U ct « -.J o (j) I/TO DC LOADS •• 1TO2 0VD CA CP AINNEPLU T CONVERTOR/CHARGER ~-.. -~ •• •• "-TO BE DONE ON SITE BY OTHERS ~Q061
2L 1 OODS 240V AC INPUT FROM GENERATOR ELECTRICAL NOTES: 1. ALL DC CIRCUITS ARE 13A BREAKERS w/#12 THHN STRANDED WIRE 2. ALL AC CIRCUITS ARE 2A BREAKERS w/# 12 THHN STRANDED WIRE 3.
GENERATOR TO AC PANEL SHALL BE (3)#1 THHN STRANDED WITH (1) # 6 GREEN GROUND 4. AC PANEL TO AC/DC CONVERTER SHALL BE #12 THHN STRANDED PANEL SCHEDULE PANEL GIA 120/240V 1 PHASE 100 AMP.
MAIN BREAKER SURFACE MOUNT DESCRIPTION cB # LOAD # cB DESCRIPTION 120V AC FEED ;Y, 1 160 2 I.:;/' -V 5 61/PHASE LOAD 160 -TOTAL LOAD 160w /120v = 1.33 AMPS TRISTAR UNIT 1 TS MPPT-60
( DISPLAY) RH'-{g] ~ BAT SOL I Me SOL BAT 'in Vi W o 0 5W (W!) '--1a.. a.. z z S $$ $ $ , ~ I .~. I ~.. -'" I") III III III u u u I .~. I :I: U ~ 'X" '" SOLARCRAFT DC PANEL-SCHEDULE
PANEL GIA 48VDC 50AMP CB DESCRIPTION CB # LOAD # CB DESCRIPTION LIGHTS 17;' 1 ~~g 2 l7;' GEN ROOM LIGHTS EQUIP ROOM FANS 17, 3 ~go 4 17;' GEN ROOM FAN HYDG DETECTOR I;,Y, 5 25 6 [;,Y,
SPARE SPARE 17;' 7 _ 8 l7;' SPARE SPARE 17, 9 i---_=-l 10 17;' SPARE SPARE 7;' 11 12 [;,Y, SPARE SPARE 17;' 13 _ 14 l7;' SPARE SPARE 17, 15 f-----l 16 7;' SPARE SPARE ~ 17 187;' SPARE
SPARE 17;' 19 ::: 20 7;' SPARE PHASE LOAD 415 210 . TOTAL LOAD 625w /48v .'" 13.02 AMPS CHARGER 1 SENS CHARGER IQ SERIES-120VAC/48VDC/50,. AC IN BAT -----o O(/') w<.'l ~ N Z ...J ...J
<.'l c.. Z INVERTERl EXELTECH INVERTER MODEL XP-125 BATIERY AC OUTPUT O(/') w<.'l O:::l W :::IE Z w Z w a. z (!) Z ......J ~ 61 61 61 S S --r-'i=r-~ ,-61 61_S S S 61~ -... ... -... ---,..--:r----;
W :=l c' Z w Z !rl iii &'l () I-l-I I I "1-I ~ I~ II! I [ L N 'GI 12CNN; INPUT ---.J 12-14KW GEM ~ ~ -o -0 :g ft: c.. Z I"l I"l al al ~ ~ ~ ~ SOLARCRAFT AC PANEL-SCHEDULE PANEL GIA 120V
1 PHASE 10AMP CB DESCRIPTION CB # LOAD # CB DESCRIPTION RECEPTACLE 2/11 180 /1 200 2 I~ RECEPTACLE/LOUVER PHASE LOAD 380 TOTAL LOAD 380w /120v = 3.1 AMPS STATE OF COLORADO DIVISION OF
HOUSING OCT 04 2011 APPROVED REV DATE -0:: w 2 o I(j) => u OJ X -CD X -~ « u o ~w f-W N Vi JOB NO. t;:; w :I: (f) COSTAPP DRAWING NO. 10212A DRAWN S. KEY RELEASE DATE 11 /1/2 010 APPROVED
BY: /DATE SHEET NO. 5 OF 5 SCALE: NTS
• MATERIAL LIST ITEM QTY 081# V ENDOR # DESCRI PTION 1 1 5851 D-J/D00203 1 5929 29C 2 1 2028 D-J/DOOO14 1 5929 29C 3 6 3709 VX l00DG 6 6976 2 1797A 4 2 6406 2510KOl 5 1 3555 LEV BR20
BR 6 1 6018 • 7 2 1438 DB205T 8 1 6016 • 9 1 -QT02524ANSNA 2219 CUSTOM 10 1 2 157 RTSX1 OOAE 11 1 2206 27x30x36x36 . 12 1 3495 4C835 13 1 3506 3C131 14 2 2201 HOOD 40x40 15 1 2192 •
1 2196 16 1 2215 CUSTOM 17 1 2220 CUSTOM 18 1 2221 JVASSEMBLY 19 1 2802 GD-l -SP-PRO 1 1531 D-P-l/8 9 1 3484 ODl72SAP48HP 20 1 3534 3F332 1 1497 D-HOOD 15 1 -CUSTOM 1 1532 D-PL-l/8 18
21 4 3484 OD l72SAP-48HP 1505 D-HOOD 11 22 1 5663 HGD-SR 0991 44 23 1 TBD -1 lS01 D-HOOD 14 24 1 1566 CX 107-1449/B1449 25 1 60 13 CUSTOM 26 1 S071 1UHH2 27 1 -28 1 • CUSTOM 29 1 -SOLARCRAFT
o r-1 8 GA. STRAP ~ (24) -10d x 1-1/2" o /'J l/8 4'X7' ALUM JOINER DOOR w/3PT. LOCK, LORI DEADBOLT, BEST, HL DOOR ALARM, 29C STANDARD SURFACE MOUNT SWITCH SWITCH SET MAGNETIC CONTACT
ALUM JOINER DOOR, 3'X7' , LORI w/ARROW, HASP, REINF FOR CLSR HL DOOR ALARM, 29C STANDARD SURFACE MOUNT SWITCH SWITCH SET MAGNETIC CONTACT CEILING MOUNT FIXTURE WITH GLOBE (USE FOR DC
LIGHTS) 48 VDC 50 WATT BULBS 2 POLE LIGHT SWITCH BR20 QUAD COMERCIAL GRADE, BRN NEMAS-20R 1"-1-1/2" PVC THROUGH WALL @45' ANGLE GROUND BAR KIT GROUNDING INSTALLED IN SHELTER PER RS6
STANDARDS GENERAC 25kw GENERATOR WITH COLD WEATHER PACKAGE LPG GENERATOR FEET 14" 100 AMP SERVICE RATED SWITCH FOR USE w/QT SERIES, NEMA 3R GENERATOR TRANSITION EXHAUST SHUTTER, GRAVITY
OPERATED, DBLE PANEL, FITS FAN 3 6"", OVERALL SQ. 39", OPENING REQUIRED 36fx36:l", FRAME DEPTH 3", OPEN DEPTH 6t, FLANGE WIDTH If. FREE AREA 7.071 SQ-FT, MAX VELOCITY 2500 FPM, VERTICAL
MOUNTING POSITION. BLADE MATERIAL WHITE PAINTED ALUM, EXTRUDED ALUM FRAME & G-90 GALV. TIE ROD, FOR USE WITH VERTICAL MOUNTED EXHAUST FANS MOTORIZED DAMPER, SINGLE PANEL, POWER OPEN.
SPRING RETURN, VOLTAGE 120/240. 60 HZ, SINGLE PHASE, FOR FAN DIA 36", SQ OPENING REQUIRED 37", FREE AREA 8.252 SQ-FT. MAX VELOCITY 3S00 FPM, EXTRUDED ALUMINUM. FRAME THICKNESS IS 0.1
25", BLADE THICKNESS IS 0.080", MOUNTING POSITION HORIZONTAL OR VERTICAL. FOR USE WITH INTAKE OR EXHAUST APPLICATIONS GALV 90 DEGREE HOOD W/BUG SCREEN 40" X 40" GENERATOR AIR INTAKE
FILTER FRAME 36"x36" GENERATOR AIR INTAKE FILTER MATERIAL 36"x36" MUFFLER PLATE WITH 3" COLLAR COMPLETE LPG FUEL ENTRY PLATE LPG VALVE ASSEMBLY 1" WITH TORQUE HANDLE MARCURCO LP GAS
DETECTOR DC FAN SINGLE 9-1/2"x9-1/2" PLATE WITH HOLE AND FLAP 48 VDC FAN OD172SAP FLEXIBLE 3" DUCT FOR BLOWER 10" 90 DEGREE HOOD WITH SCREEN CUSTOM TRANSIllON FOR DC FAN TO HOOK VENT
PIPE PLATE w/4 HOLES & FLAPS (FOR DC FANS) 48VDC FAN, ODl72SAP, 1 FAN OPERATED BY HYD DET, ALL FAN OPERATED BY THERMOSTAT 19.5"x19.5"x18" DEEP ALUM HOD WITH SCREEN HYDROGEN GAS DET.
MARK 4, 17-60 VDC SIN, (48VDC) 12" MOTORIZED SHUTTER OR GRAVITY SHUTTER (FRESH AIR INTAKE) 13.5" X 13.5" X 12 ALUM HOOD WITH HINGE SCREEN AND FILTER CABLE ENTRY PORT (6-4" PORTS2X3)
TELCO MOUNTING BOARD 4'x4'x3/4" THERMOSTAT, LINE VOLTAGE CONTROL, VENTILATION SWITCH TYPE, OPEN ON RISE, CONTROL RANGE 30-110. ANALOG. GRAY PROPANE HEATER (PER CUSTOMER SPEC) 1/4" STEEL
PLATE WIDTH OF SHELTER x 32" SOLARCRAFT INTEGRATED PANEL ENCLOSURE 18 GA. STRAP (24) -1 0d x 1-1/2" APPLICABLE CODES: 2006 INTERNATIONAL BUILDING CODE (IBC) 2006 INTERNATIONAL MECHANICAL
CODE (IMC) 2006 INTERNATIONAL FUEL GAS CODE 2008 NATIONAL ELECTRIC CODE (NEC) 2009 INTERNATIONAL ENERGY CONSERVATION CODE ( IECC) BUILDING INFORMATION: MAX FLOOR LIVE LOAD: MAX ROOF
LIVE LOAD: OCCUPANCY/USE GROUP TYPE: CONSTRUCTION TYPE: MIN BLDG SETBACK REQUIREMENT: SEISMIC: MAX WIND LOAD: BUILDING AREA: BUILDING MANUFACTURE BY: 250 PSF 75 PSF S-2 (NON-MANNED)
V-B 15' SDS~0.83 , CLASS ~ D , CAT ~D 125 MPH 160 SQ. FT. FRONT VI EW SIDE VIEW DUPONT BUILDING INC. 100 RITA DRIVE. o 0 o 0 o 0 o o NOTE: SIMPSON LSTA36 (39) STRAPS REQU IRED o o o
o o o o o o o o o o o o o o o o o o o 0 o 0 o 0 DB 205 & 205T (2) ALUMINUM STANDOFF BRACKETS (2) 20 15-3C INSULATOR (1 ) 10"X20" TIN COATED GROUND BAR (4) 3/8"Xl -l" LAG BOLTS (4) 3/4"X1"
HEX HEAD BOLTS DETAIL BELL CITY, LA 70630 (337) 905-5928 THIS BUILDING IS NOT FOR HUMAN OCCUPANCY 4 I 4 6 16~~ .r.o. <D ~ @. 11 3): ,.,....,. N '" 16" CHOPPED FIBERGLASS WITH GEL COAT
FINISH A.C. EXT. PLYWOOD BLOCKING H DENSITY SPRAY FOAM (R -27.6) 1/2" FIBERGLASS (R-l 1) 1/4"x6" S.S. BOLT HEAD SELF TAPPING SCREW @16" D.C. 4" BASE COVER BLACK w/90' CORNERS ~ f /8"
INDUSTRIAL GRADE TILE -1/2" POLY (R -6.3) -1 /8" T&G FLOORING 2-3/4xl-l /2 JOISTS LAID FLAT @16" O.C. 3/8 B.C . PLYWOOD /8" CHOPPED FIBERGLASS S.S. FLAT PHILLIPS @16" D.C. ~ c;.ox ...
l CHANNEL CHANN EL I 60 ClNI~ ONnmJCl NI >I'f3~8 ,,'" J ~ @@6... ' , I " ROOF JOISTS @8" O.C. CUT TO SLOPE FROM CENTER SAG CLIP #RT -7 OR EQUAL TO CONNECT TOP PLATE TO JOISTS TOP PLATE
16" CHOPPED FIBERGLASS w/STONEFLAKE FINISH AND CLEAR GEL COAT A.C. PLYWOOD STUDS @12" O.C. LONG STEEL STRAPS w/(21)10d NAILS (EACH CORNER & BOTH SIDES OF DOOR) 2x4 BOTTOM PLATE EDGE
RAIL CONT. 3x2x1/4" TUBING 12.5 BEAM w [S81 L __ @_ .... f@~ @23 I EIL @31N I y p,0 ~ @~ -3>-00 /, ~ ~ ____ <t.9 ___ r-:-:----;:---:.;---:-~ i \ H;~j~ \ ' , ,, , .. , : \ ~fF5fF .@,
\ , I _ _ _ , , ----------+1. ., , . !!!!!!!{!~ . , L ·-t CJ 1® 7 [:TiT!!f: !] -------..(1 r--' <D @IOI L_-' '" 7 PARTITION WA SCALE: 3/8" = 1'-0" 2 3 65 I I I I I \ W 00 /, @l!j @'c(G;
/, ~ $ g0 ~ I 1\ 192 I l~j' ,, f ,, " , t.. ___ J I@Ii I I II II 6' '" f I ,, I @> 0 @/--® -CD g0 :::: $ -<fi I I ~I d¥> 1'"0 60 REV DATE ~ I I ~ w ::;;; o fU1 =:> u OJ x x o W N Vl
JOB NO. w ->-' F t;J w I Cf) ::z « ~ ~ Ct::: 0 0 ~ LL COSTAPP DRAWING NO. 10212A DRAWN S. KEY RELEASE DATE 11/1/2010 APPROVED BY: /DATE SHEET NO. 1 OF 4 SCALE: ),/2 " -). , -0 "
.. o N "-c_ 'o"O ''"" "-I 5 'x5' DOOR STOOP C3 4 1 CHANNEL /~ x. @16" O.C. /////(2)1 Q'x18' 1 SCALE: 1/2" 51rs . :~ 192 ------' --------~ ------I----I---I---= -I--I---I----I---I----I--I--------------
-----:--STEEL SKID 1 '-0" • • -------"" --"'--'" t-----r-----I-----I--I---I---I---~ i\ --/-------=:: --• I t>-> S6x 12.5 BEAM C3x4.1 CHANNEL @8" O.C. ).~S 6x12.5 BEAM ".T .S. 3"x2"x1/4"
LIFTING EYES (4 TYP.) • • o 0 0 0 0 0 lJ=6~1~ _____ ~9~0 ______ ~1 90 ~ ~----------------------------~----------------------------~/A /, /, /, /, /A 5/8" ANCHORBOLTS ') FOR SHELTER :
, , , , , , (TYP. 6) : 5/8" ANCHORBOLTS FOR SOLAR MOUNT (TYP. 32) ~ -----------------------------------------• • • • 192 ----------------//////PLAN I I I I I I I I • • .o.. S6x12.5 BEAM
6 5'x5' DOOR STOOP C3x4.1 CHANNEL TS3~)(2·x11 GA. 3/1 6" 6 -to 1-1/4. HOLE 1/4x4x6 PlATE WELDED FOR REINFORCEMENT ON OUTSIDE OF BEAM ~ .. GALVANIZED ANCHORBOL NCHORBOLT DETAIL SCALE:
1-1 /2" = ,. -0" tve Ih/A-~ Ob5f'flMh£h1 P,rt+ f?eru,r-ed .rl r:;wfmYf4,lI1dA-bttn I~fecfun,z. ,,-GALVANIZED ANCHORBOlT (2) #4 REBAR CONTINUOS GRADE CONCRffi SLAB .•. . . .. . " ~ .......
',' .. ' ,. DETAIL ' ... ". .. : . ~ .... ' ... '. 'r' .. .. " Ji '.... .. .. • . ". . '.. ;..0. '. " ~., .. •••• I· •• : •• 4· .. ••··•• •• • ... . '.~A ' •• ' I .... ': .. 0:'" ........
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(/) JOB NO . COSTAPP DRAWING NO. 10212A DRAWN S. KEY RELEASE DATE 11/1/2010 APPROVED BY: /DATE SHEET NO. 2 OF 4 SCALE: 1/2"=1' -0"
• BUILDING SPECIFICATIONS GENERAL REQUIREMENTS 1. ALL WORK SHALL CONFORM TO 2006 INTERNATIONAL BUILDING CODE ( IBC), 2006 INTERNATIONAL MECHANICAL CODE (IMC), 2006 INTERNATIONAL FUEL
GAS CODE, 2008 NATIONAL ELECTRIC CODE (NEC), 2009 INTERNATIONAL ENERGY CONSERVATION CODE, AND ALL APPLICABLE UTILITY SERVICE COMPANIES 2. DESIGN LOADS: DEAD LOADS: ROOF 10 PSF FLOOR
10 PSF LIVE LOADS: ROOF 75 PSF FLOOR 250 PSF LATERAL LOADS: WIND, SPEED-125 MPH (EXPOSURE C) SEISMIC: SITE CLASS-D DESIGN CAT -0 SDS-0.S3 3. SOIL CONDITIONS: PER TABLE 1 S06.2 IBC SOIL
BEARING~ 1500 PSF UNLESS OTHERWISE NOTED, ALL FOOTINGS SHALL REST ON UNDISTURBED SOIL AT 1 S' OR BELOW FROST LEVEL SITE WORK 1. CLEARING AND EARTHWORK: CLEAR FROM SITE ALL VEGETATION,
TOP +/-6" OF SOIL AND ALL OTHER UNDESIRABLE MATERIALS, VERIFY ALL EXISTING UNDERGROUND UTILITIES BEFORE STARTING WORK, MINIMUM ALLOWABLE SOIL BEARING PRESSURE IS 2DOO PSF CONCRETE 1.
REINFORCING: ASTM A-615 GRADE 60, DETAILS TO MEET ACI 318-05 STANDARDS AND IBC SECTION 1907 2. BUILDING FOUNDATION CONCRETE MIX DESIGN: 3. 4. 5. PER ACI 318-05 SEC. 4.3 COMPRESSIVE STRE
N GTH~3000 PSI @28 DAYS, CEMENT ~5. 7 SACK MIN PER CUBIC YARD (TYPE II PER ASTM C-150) POTABLE WATER~6.0 GALLONS MAX PER 94 LBS SACK OF CEMENT AGGREGATES PER IBC SECTION 1903.3 MAXIMUM
SLUMP ~ 5" MIXING AND PLACING: COMPLY WITH IBC SECTION 1905 CURLING: COMPLY WITH IBC SECTION 1905.1 1 REMOVAL OR FORMWORK: COMPLY WITH IBC SECTION 1906.2 TESTING: COMPLY WITH ACI 31B.05
SEC. 6.2 6. THE STANDARDS FOR THE FOUNDATION MAY BE ALTERED BY A LOCAL ENGINEER TO MEET LOCAL BUILDING DEPARTMENT AND SOIL REQUIREMENTS AS LONG AS THE CHANGES ARE EQUAL TO OR GREATER
THAN THE REQUIREMENTS IN THIS PACKAGE STRUCTURAL STEEL 1 . STRUCTURAL STEEL: PER LATEST AISC CODES AND IBC CHAPTER 22, ROLLED SECTIONS, PIPES AND PLATES -ASTM A-36, F ~36 K.S.I. GALVANIZED
TO CONFORM WITH ASTM A 153 2. BOLTS AND PAIN ANCHORS: TYPICAL ASTM A-307 OR A36, STAINLESS STEEL ASTM F593, FY-60 K.S.!. UNLESS NOTED OTHERWISE. RE-TIGHTEN ALL BOLTS BEFORE CLOSING IN.
3. WELDING: COMPLY WITH AWS'S LATEST EDITION OF THE AMERICAN WELDING SOCIETY. WELDING RODS: E -70 SERIES LOW HYDROGEN WOOD 1. LUMBER COMPLY WITH THE AITC LUMBER CONSTRUCTION STANDARDS
LATEST EDITION FOR STRESS GRADE LUMBER CONSTRUCTION ALL TYPICAL FRAMING LUMBER SHALL BE GRADE STAMPED. 2x6 -SOUTHERN PINE NO.2, AND 2x4 -SOUTHERN PINE STUD GRADE OR BETTER; MOISTURE
CONTENT IS NOT TO EXCEED 19%, GRADE STAMP SHALL BE VISIBLE ON EVERY PIECE OF LUMBER IN PLACE (EXCLUDING BLOCKING) DOUBLE UP STUDS AT JAMBS OF OPENING UP TO 4' -0". HEADER: (2) 2x6 FOR
OPENINGS UP TO 4'-0" (2) 2xS'S FOR OPENING LARGER THAN 4'-0" 2. PLYWOOD PER APA PDS-D4. ROOF AND WALL SHEATHING-EXTERIOR A.C. PLYWOOD WITH EXTERIOR GLUE AND INTERIOR B.C. PLYWOOD WITH
EXTERIOR GLUE, 1/2" AND 3/8" THICK WITH IDENTIFICATION INDEX 32/16" AND 24/0 FOR SPANS TO 32" AND 20". FLOOR SHEATHING APA RATED STUD-I-FLOoR WITH EXTERIOR GLUE, 1-1/8" THICK, IDENTIFICATION
INDEX 24" O.C. LAY UP WITH FACE GRAIN PERPENDICULAR TO SUPPORTS. PLYWOOD TO BE CONTINUOUS OVER 2 SPANS MINIMUM. STAGGER JOINTS. NO PANEL LESS THAN 24" WIDE. 3. CONNECTIONS: NAILS BY
DUO-FAST OR EQUAL (SEE FASTENING SCHEDULE) NOTE: USE OF MACHINE NAILING IS PERMITTED SUBJECT TO THE NAIL-HEADS NOT PENETRATING THE OUTER PLY MORE THAN WOULD BE NORMAL FOR A HAND HAMMER
AND THE MINIMUM ALLOWABLE EDGE DISTANCE ARE MAINTAINED FASTENING SCHEDULE 1. ROOF JOIST TO TOP PLATES: (3) #33G TOENAIL 2. STUD TO TOP AND SOLE PLATES: (2) #33G TOENAIL 3. DOUBLE TOP
PLATES: #33G @16" D.C. FACE NAIL 4. TOP PLATE SPLICES: NO SPLICES 5. DOUBLE STUDS: # 33G @24" O.C. FACE NAIL 6. BUILT UP CORNER STUDS: #33G @24" D.C. 7. 1/2" PLYWOOD ROOF SHEATHING:
#66G RING SHANK NAILS @6" D.C. AT PANEL EDGES AND 12" D.C. IN FIELD s. 3/S" PLYWOOD WALL SHEATHING: #66G @6" O.C. AT PANEL EDGES AND 12" D.C. IN FIELD 9. 1-1/8" T&G FLOOR SHEATHING:
#168G RING SHANK NAILS AT 6" D.C. CllirrE; WHERE PLYWOOD IS INSTALLED ON EACH SIDE OF FRAMING MEMBER-NAIL TO BE STAGGERED) 10. SOLE PLATE TO 2"x3" STEEL TUBING ON STEEL SKID: 1/4"~ x
B" S.S. BOLT HEAD SELF TAPPING TEK SCREW w/l-l/2"¢ WASHER AT 16" D.C. 11. FLOOR-WOOD PANEL SYSTEM TO 3" STEEL CHANNELS ON STEEL SKI D: 1 /4"~ x 3-1/4" FLAT HEAD STAINLESS STEEL BOLTS
AT 16" D.C. 1 . 1/2" NUPOLY PANELS OR 1/4" PANELING: GLUE AND NAIL GLUE: LIQUID NAIL (OR EQUAL) 1/4"¢ BEAD CONTINUOUS AT 16" D.C. NAIL: #B4440 BRADS AT 8" O.C. ON 16" ROWS COMMENTS:
633G-.13 1"0 x 3" SMOOTH SHANK #66G-.088"0 x I -3/4" SMOOTH SHANK #66G-.088"0 x 1-3/4" RING SHANK H16SG-.099"~ x 2-1/4" RING SHANK 6134440-40"0 x 1-1/4" BRAD THERMAL AND MOISTURE PROTECTION
2. BATT FIBERGLASS WITH KRAFT FACE. PER AST C 665-84, ROOF: 4" HIGH DENSITY SPRAY FOA,'.1 INSULATION (R-27.6) WALLS: 3 -1/2" R-MAX INSULATION (R-23.3) FLOOR: 1-1 /2" R-MAX (R -9.4) NER
#236 (UNDER NOVA CHEMICAL) BY MARTIN DISTRIBUTOR OR EQUAL (FLAME SPREAD 10 &: UNDER SMOKE DEVELOPED 55-124) FIBERGLASS COATING: RESIN-POLYLITE POLYESTER :,ESIN #33-091 BY REICHOLD FIBERGLASS
REINFORCEMENT-GLASS FIBER STRANDS # 352 ROVING BY ')WENS CORNING CORP. FIBERGLASS MATT -CHOPPED STRAND MAT #M723, 3/40z. BY OWENS CORNING CORP. CATALYST HI POINT 90 (MENTHYL ETHYL KEYTONE
PEROXITE) BY WITCO CORP. MIX RESIN WITH 1.25% OF CATALYST. SPRAY ON COAT OF RESIN 1/16" THICK, FOLLOW WITH CHOPPED FIBERGLASS R REINFORCEMENT (UNIFORM APPLICATION OF 1/16" TH ICK) AND
SPRAY FINAL COAT OR RESIN 1/16" THICK. ALLOW TO CURE AT 250' F. AT ALL CORNERS USE FIBERGLASS MAT IN LIEU OF CHOPPED FIBERGLASS. ALL WORK PER MANUFACTURER'S RECOMMENDATIONS DOOR'S 1.
METAL DOOR AND FRAMES: #AF-150 ALUMINUM AS MANUFACTURED BY JR&J CO. FRAME-3/16" THICK, DOOR-. 1SB" THICK EXTERIOR SKIN & .10" THINK INTERIOR SKIN WITH 1" INSULATION BETWEEN SKINS COMPLETE
WITH HINGES AND LEVER HANDLE LATCH, FIT TO RECEIVE HARDWARE PREPARED ON HARDWARE SHCEDULE 2. HARDWARE: YALE DEADBOLT # 197 FINISHES 1. VINYL COMPOSITE TILE 12"x12"xl /S" STANDARD EXCELON
AS MANUFACTURED BY ARMSTRONG (SIMILAR BY KENTILE OR EQUAL) INSTALL WITH ALTERNATING PATTERN. 2. BASE: WOOD TRIM 3. 3/S" A.C . PLYWOOD WITH FRP FINISH. WHITE TEXTURED FIBERGALSS (FRP)
LAMINATED TO PLAYWOOD BY NUDO PRODUCTS OR EQUAL, USDA ACCEPTED, CLASS FIRE RATING-C&A (FLAME SPREAD RATING 25 & 195) OPTION: HARDWOOD PANELING 1/4" PREFINISHED MCKENZIE WITH BIRCH FACE
VENEER BY GEORGIA-PACIFIC OR EQUAL. CLASS III (FLAME SPREAD 76 &: 200) 2x4 STUDS @12" D.C. 2x4 BLC)CKltjt @4S" U.L., Dpi'M.-hCJLe. 56 1l",;? !le{&1 Rerlilf-ed,.t+ ~fwvi 111"j~on. I 4.
OPTION: ONE HOUR FIRE RATING; EXTERIOR: 5/S" TYPE X GYPSUM SHEATHING PER UBC STD. 1/47-10 INTERIOR: 5/S" TYPE X GYPSUM WALL BOARD PER UBC STD. #47 -11 5. PAINTING: A: GENERAL: PREPERATION,
APPLICATION, WORKMANSHIP, COMPLETION & ACCEPTANCE IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS & APPLICATION PROVISIONS OR "PAINTING SPECIFICATION MANUAL" BY PD.C.A. FOR TYPE I
STANDARD JOB AT FINISHED AREAS PAINT: FIBERGLASS COATING & NOT GLAVANIZED STEEL, (DO NOT PAINT GRILLS, LIGHTS, & ELECTRICAL PANELS) B: PAINT: DUNN-EDWARDS (SIMILAR BY FRAZEE, PITTSBURG,
FULLER O'BRIEN, OR EQUAL) TYPICAL THREE-COAT ASSEMBLIES ( INCLUDING MANUFACTURER'S PRIME COAT WHEN IN GOOD CONDITION) EXTERIOR AND INTERIOR: 1 st COAT 42-7 GAL -ALUM, 2nd COAT 42-23
LOCKOTE, AND 3rd COAT 60 SER RANCHO H&T. FIBERGLASS: 1 ST COAT 42-23 LOCKOTE, 2nd COAT 60 SER RANCHO H&T, 3RD COAT NOT REQUIRED SPECIALTIES 1. FIRE EXTINGUISHERS: 10 LBS U.L. LISTED
DRY CHEMICAL FIRE EXTINGUISHER CLEAN GUARD MECHANICAL 1 . HVAC UNIT: A. MARVAIR ACP24ACA, 120/240C, 1 ¢ WITH LOW AMBIENT CONTROLS, CFM S10 AT .2D STATIC PRESSURE, SKW HEAT STRIP, 24
MBH AT 95· COOLING, COMPRESSOR 11.6 RLA, OD FAN=1.5 FLA, 10 FAN=l.4 FLA, MINIMUM OUTSIDE AIR 50 CFM (OR EQUAL) B. MARVAIR ACP36ACA, 120/240V, 1 ¢ WITH LOW AMBIENT CONTROLS, CRM 1220
A .20 STATIC PRESSURE, 5KW HEAT STR IP, 35.6 MBH AT 95' COOLING, COMPRESSOR 16.1 RLA, 00 FAN=1.8 FLA, ID FAN=2.5 FLA, MINIMUM OUTSIDE AIR 50 CFM (OR EQUAL) 2. CONTROLS: HONEYWELL THERMOSTAT
T876A 1028 & MARVAIR LEAD LAG CONTROLLER #LL357 THERMOSTAT SETTING COOLING = 75' F HEATING = 67' F '. :,,-:, .. , ... :~;~ .... ,. :"" '. '. . .,..'. ~.; '... ''. . ' '.". :. ., ,';.
.: ". .. ,,:.," ~;: :';::':::,<,: :~~::\:'.; . ..... .;" .. ",.;, ":' ; ... " 0".:', .~., , . ,. . ,':::: .;.<~~~::: :::::<~:~ . ~~:~::~ :::,~ :~::~.~ :.' .• :_..: ;.;'. .,::'0 . <",."'
';~':. ;. . " . .... .' . .-..... ," ...., .. . ... , .. ," . ,., .... 3/16" CHOPPED FIBERGLASS w/STONEFLAKE FINISH AND CLEAR GEL COAT • l...ocks, f-.tIc.k.(l. ~ (LAwlI ~ 1 ~t ~ r.8
(! , 2cht1J1. tocA • L-l1ut ((,NtII/-,/Ab/M ptt' z,oo'l J;.fJ e., aApf.,,,, 'z.. ELECTRICAL 1. GENERAL: FURNISH ANl" INSTALL A COMPLETE ELECTRICAL SYSTEM AS DEPICTE[I FROM THE PLANS
AND SPECIFICATIONS HEREIN. ALL MAT!:rtIALS AND WORKMANSHIP CONFORM TO THE 200S EDITION OF T:, E NEC, NFPA 101, LOCAL CODES AND ORDINANCES, AND UTILITY COMPLY WITH REQUIREMENTS. ALL INTERIOR
ELECTRICAL WORK TO BE EXPOSED 2. MATERIAL AND METHODS: EMT FITTINGS-COMPRESSION TYPE. SET SCREW TYPE NOT PERMITTED. WIRE TO BE 600V COPPER WITH THW, THWN, THH, OR XHHW INSULATION, MINIMUM
# 12 AWG. ALUMINUM CONDUCTORS NOT PERMITTED, WIRING DEVICES SPECIFICATION GRADE MIN IMUM 20 AMPS FOR SWITCHED AND 15 AMPS FOR RECEPTACLES. COVER PLATES EQUAL TO BRYANT SERIES 7000. ALL
CONDUIT EXPOSED, NON-METALIC CONDUIT MAY BE USED ONLY IN OR UNDER SLABS AND IN CONCRETE OR MASONRY WALLS. WHEN BELOW GRADE AND NOT UNDER SLAB SHALL BE 24" DEEP WITH 3" CONCRETE GAP.
3. DISTRIBUTION: PANELBOARDS EQUAL TO SQUARE D NQO WITH FULL SIZED BREADER. CIRCUIT BREAKERS AMBIENT COMPENSATED. ALL PANELS TO HAVE TYPED DIRECTORY CARDS IDENTIFYING ALL CIRCUITS. ALL
EQUIPMENT (PANELS, DISCONNECT SWITCHES, ETC.) TO HAVE ENGRAVED MICARTA NAMEPLATES. DISCONNECT SWITCHES SHALL BE GENERAL DUTY TYPE, WITH NUMBErt OR POLES AS REQUIRED. SWITCHES SHALL BE
FUSIBLE AS RECOMMENDED BY AIR CONDITIONING MANUFACTURER, SWITCH SIZE SHALL BE TYPE NEMA III R WHERE LOCATED OUTSIDE 4. LIGHT FIXTURES: FURNISH AND INSTALL ALL LIGHTING FIXTURES COMPLETE
WITH LAMP AND ACCESSORIES. CATALOG NUMBERS ARE TO ESTABLISH A LEVEL OR QUALITY. SUBSTITUTIONS OF SIMILAR FIXTURES BY ANOTHER MANUFACTURER IS ACCEPTABLE. MOUNTING TYPE AND VOLTAGE OF
ALL FIXTURES IS THE RESPONSIBILITY OF THE CONTRACTOR. 5. DUPONT BUILDING INC. RESERVES THE RIGHT TO INSTALL ADDITIONAL BREAKERS INTO THE SERVICE PANEL UP TO 6 POSITIONS, AS LONG AS AMPACITY
PULL IS NOT GREATER THAN THE TOTAL LOAD COVERAGE OF THE MAIN BREAKER. 2x4 STUDS @12" O. 2x4 BLOCKING @48" u.c,,' . "'; .. :. :. . ..... '. ,"., ... ". " . ..'•. ' ' " ". STUDS @12" D.C.
BLOCKI @4S" D.C. 3/S" A.C. @EXTERIOR ELEVATION SCALE: 1/2" = l' -0" STUDS @12" D.C. BLOCKING @4S" D.C. REV DATE x x W N (Ii ,.. . . '~,,-~ JOB NO. If) Z 0 --~ <C > W --.J w -' W f--i=
8 :I: Vl COSTAPP DRAWING NO. 102 12A DRAWN S " KEY RELEASE DATE 06/15/2011 APPROVED BY: I DATE SHEET NO. 3 OF 4 SCALE; 1/2" ~ l'
MATERIAL LIST ITEM QTY 081# DESCRIPTION 1 2 3 4 5 6 7 8 14 16 1 54 108 108 108 32 32 32 32 12 16 16 16 16 16 16 5801 SCH. 40 ALUMINUM PIPE 3"x3"x 1 /4" ALUMINUM ANGLE 1 /2" ALUM INUM
PLATE 1/2"¢ X 4-1/2" U-BOLTS (RUBBER COATED) 4416 1/2" 5.5. NUTS 4418 1/2" 5.5. LOCK WASHERS 4420 1/2" 5 .5. FLAT WASHERS 5/8"¢ ANCHOR BOLTS (T -ROD) 5/8"-11 5.5. FHN 5/8"X1-1/2" OD
5.5. FLAT WASHERS 5/8" S.S. LOCK WASHERS 250M PROPOXY 300 FAST 1/4"X3" 5.5. LAG BOLTS 5869 3/8"X2" 5.5. BOLTS 3/8" 5.5. NUTS 4342 3/8" 5.5. LOCK WASHERS 4343 3/8" 5.5. FLAT WASHERS -IJ
rn ~LJ"'I 1 10 1 ~ ~ID -Ill DETAIL-A . ", ' . ... . ,'. . :. . ' .. 1~ 36 1~ 1 '~)-_________O _ _____________________O_ _________~ /f-o o if-0 -,1f -L)-----------o ----------------------o~--------~~
-I --~----7~----~--~1~ o _1 4 1-.LL I 10 ~[H~ 6fs ~~~ I 10 I'<V ANCHOR PLATE ~1J1E I I 10 I DETAIL-B :r-, . . .... .... :." ..... '. , "" .. .. '. ....... ~ .: ~ '. ':,:":.:' . !,:.-.-'",:"
;, ~ ; .. ~-',:: ', ,~. .. <-.:-:. :.::-: . ' :~ .'.::" ~ .~ ::':. . :-~:~. ,>.:.;;' .' .-. . ". .'. , ... ' .... , ....... ' ....L..::foi" " .: ..... :: .. ,'.:.: .... ;, ..... . :.
'. .,-" ....; >. -..... :.:~ ., .... <.. .. \ -;.:. .. ,,:.... '.-: ..... ,.. .. . .' " ".' . .' ., ..... , .~ ,-,. ...... ~," .: .>:";':'" , .. ~ ".,; -:'/"' .. :' -.... ~ ...... .
: .. : :;"-::.~ : '; ........ :' ,-" . ""'.'~-•. ' " , .. •• '. ;0., '. ' ,_. .. .... ~ ..< : -< .-'. ,'~.~ :'. . ' :-~ " >:.. ... ~ ',," . :::: -., .. , . 216 SOLAR MOUNT FRONT I I
• • • • • • • • rn I 10 1 1~ g ~I~ ; 5 ; H -Ill DETAIL-C .~ .. *'Fl<"' .. " ."'.:', . ~.~ .. .'.. ' , . ,. " ., .". " · : ... : ..,., . . ....' ."" " ,'. : · . -: ' . .: .: '. · . ...
'.:.:"'''; ... : , . :. .. • • • • ~DETAIL A • • • • • • • • • • • • SOLAR 1 10 1~1D DETAIL-D 302 • • • • • • • • DETAIL B • • • • • • • • • • • • • • • • • • • • • • • • • • • DETAIL
A L/DETAIL B 1 /2"x4-1 /2" ~ U-BOLT PANEL FRONT SIDE I!:~I :=-J~~---3/--'6-"-~------------------------------V3-/-16-"-~-~-_-_ 1[:;1 ~ 124~ ~ CROSS BRACE 3x3x 1/4" ANGLE ~. 3/16" '4 DETAIL
C I E/~cl7zI("l floYHof,tfm~ htd IHspPc.pmJ -ml't>~"" ft.,e (DJoyMlo S-ftrie €lec.fylU! .e/~c:.:/flI{"",1 HJf..,/Al'l'jIJn/,r//J ~'U/~'/~ Coj,cIH-t-//H>rc.-nd17. DETAlL-D /" /!/2"x4-1/2"
r~~~/~11/~;~2.X~4;-~IL/~:2~. _____~ ~.~~~~ __\U_ -_BO_L_T _______~ ~.,----V U·-tjULI I . . ..... ~ . " ", ." ... :' ".' ." .... . .. ' . . ...... :.:';. -' II o 111\ . : . .. . -. .
. .. ' ...... .. .. . .• '. . ... I .' . ... .' , r • • ~ _ ,,, .. .~ . . _. . . . .... . .........., ~ •• ' .. ,.,, ' ... • . ··.•· ... · ~. , I· '., ........ : .. · .. ··i ': • . '
. ... SOLAR MOUNT SIDE REV DATE ~ I I ----------I---:::: c:J lD n c ~~ c :;,,-x CD x o W N (f) JOB NO . t;J w I (f) COSTAPP DRAWING NO. 10212A DRAWN S" KEY RELEASE DATE ~ 11/1/2010 APPROVED
BY: /DATE SHEET NO. 4 OF 4 SCALE: 1/2" ~ l'
" ITEM QTY DBI# VENDOR # 1 1 5851 D-J/D00203 1 5929 29C 2 1 2028 D-J/DOOOI 4 1 5929 29C 3 6 3709 VX100DG 6 6976 21797A 4 2 6406 2510KOI 5 1 3555 LEV BR20 BR 6 1 60 18 • 7 2 1438 DB205T
8 1 60 16 * -QT02524ANSNA 9 1 2219 CUSTOM 1 2767 Q0612L1 ODDS 10 1 3495 Q02100 1 3920 Q0 115 1 1 1 2206 27x30x36x36 12 1 3495 4C835 13 1 3506 3C 131 14-2 2201 HOOD 40x40 15 1 2192 •
1 2196 16 1 2215 CUSTOM 17 1 2220 CUSTOM 18 1 2221 JVASSEMBLY 19 1 2802 GD-I-SP-PRO 1 1531 D-P-l /8 9 1 3484 ODI72SAP48HP 20 1 3534 3F332 1 1497 D-HOOD 15 1 -CUSTOM 1 1532 D-PL-l /8
18 21 4 3484 ODI72SAP-48HP 1505 D-HOOD 11 22 1 5663 HGD-SR 099144 23 1 TBD -1 1501 D-HOOD 14 24 1 1566 CX 107-1449/BI449 25 1 6013 CUSTOM 26 1 5071 lUHH2 f--27 1 -28 1 • CUSTOM o ~ 1
8 GA. STRAP (24)-10d x 1-1/2" .0 /'-11 /8 MATERIAL LIST DESCRIPTION 4'X7' ALUM JOINER DOOR w/3PT. LOCK, LORI DEADBOLT, BEST, HL DOOR ALARM, 29C STANDARD SURFACE MOUNT SWITCH SWITCH SET
MAGNETIC CONTACT ALUM JOINER DOOR, 3'X7', LORI w/ARROW, HASP, REINF FOR CLSR HL DOOR ALARM, 29C STANDARD SURFACE MOUNT SWITCH SWITCH SET MAGNETIC CONTACT CEILING MOUNT FIXTURE WITH GLOBE
(USE FOR DC LIGHTS) 48 VDC 50 WATT BULBS 2 POLE LIGHT SWITCH BR20 QUAD COMERCIAL GRADE, BRN NEMAS-20R I" -1-1/2" PVC THROUGH WALL @45' ANGLE GROUND BAR KIT GROUNDING INSTALLED IN SHELTER
PER R56 STANDARDS GENERAC 25kw GENERATOR WITH COLD WEATHER PACKAGE LPG GENERATOR FEET 14" LOAD CENTER QO MLO 240V 100A lPH 6SP Nl BREAKER 2P-120/240V-l00A CB BREAKER SP 15 AMP 120VAC
GENERATOR TRANSITION EXHAUST SHUTTER, GRAVITY OPERATED, DBLE PANEL, FlTS FAN 36"", OVERALL SQ. 39", OPENING REQUIRED 3&.]"x361", FRAME DEPTH 3", OPEN DEPTH 6t, FLANGE WIDTH If, FREE
AREA 7.071 SQ-FT, MAX VELOCITY 2500 FPM, VERTICAL MOUNTING POSITION, BLADE MATERIAL WHITE PAINTED ALUM, EXTRUDED ALUM FRAME & G-90 GALV. TIE ROD, FOR USE WITH VERTICAL MOUNTED EXHAUST
FANS MOTORIZED DAMPER, SINGLE PANEL, POWER OPEN, SPRING RETURN, VOLTAGE 120/240, 60 HZ, SINGLE PHASE, FOR FAN DIA 36", SQ OPENING REQUIRED 37", FREE AREA 8.252 SQ-FT, MAX VELOCITY 3500
FPM, EXTRUDED ALUMINUM, FRAME THICKNESS IS 0. 125", BLADE THICKNESS IS 0.080", MOUNTING POSITION HORIZONTAL OR VERTICAL, FOR USE WITH INTAKE OR EXHAUST APPLICATIONS GALV 90 DEGREE HOOD
W /BUG SCREEN 40" X 40" GENERATOR AIR INTAKE FILTER FRAME 36"x36" GENERATOR AIR INTAKE FILTER MATERIAL 36"x36" MUFFLER PLATE WITH 3" COLLAR COMPLETE LPG FUEL ENTRY PLATE (BLACK IRON)
LPG VALVE ASSEMBLY I" WITH TORQUE HANDLE MARCURCO LP GAS DETECTOR DC FAN SINGLE 9-1/2"x9-1 /2" PLATE WITH HOLE AND FLAP 48 VDC FAN OD 1 72SAP FLEXIBLE 3" DUCT FOR BLOWER 10" 90 DEGREE
HOOD WITH SCREEN CUSTOM TRANSITION FOR DC FAN TO HOOK VENT PIPE PLATE w/4 HOLES & FLAPS (FOR DC FANS) 48VDC FAN, ODI72SAP, 1 FAN OPERATED BY HYD DET, ALL FAN OPERATED BY THERMOSTAT 19.5"xI9.5"xI8"
DEEP ALUM HOD WITH SCREEN HYDROGEN GAS DET. MARK 4, 17-60 VDC SiN, ( 48VDC) 12" MOTORIZED SHUTTER OR GRAVITY SHUTTER (FRESH AIR INTAKE) 13.5" X 13.5" X 12 ALUM HOOD WITH HINGE SCREEN
AND FILTER CABLE ENTRY PORT (6-4" PORTS2X3) TELCO MOUNTING BOARD 4'x4',3/4" THERMOSTAT, LINE VOLTAGE CONTROL, VENTILATION SWITCH TYPE, OPEN ON RISE, CONTROL RANGE 30-110, ANALOG, GRAY
PROPANE HEATER (PER CUSTOMER SPEC) 1/4" STEEL PLATE WIDTH OF SHELTER x 32" ~ ~ .. ~~~ . ... ~~ ~ ~ . ~~~ ~ ... ~ . ~ .. ~. ~~ .. ~ ~ 18 GA. STRAP (24) -10d x 1-1/2" APPLICABLE CODES:
2006 INTERNATIONAL BUILDING CODE ( IBC) 2006 INTERNATIONAL MECHANICAL CODE ( IMC) 2006 INTERNATIONAL FUEL GAS CODE 2008 NATIONAL ELECTRIC CODE (NEC) 2009 INTERNATIONAL ENERGY CONSERVATION
CODE (IECC) BUILDING INFORMATION: MAX FLOOR LIvE LOAD: MAX ROOF LIVE LOAD: OCCUPANCY/USE GROUP TYPE: CONSTRUCTION TYPE: MIN BLDG SETBACK REQUIREMENT: SEISMIC: MAX WIND LOAD: BUILDING
AREA: BUILDING MANUFACTURE BY: 250 PSF 75 PSF S-2 (NON-MANNED) V-B IS' SDS=0.83, CLASS = D, CAT =D 125 MPH 160 SQ. FT. DUPONT BUILDING INC . 100 RITA DRIVE. FRONT VIEW SIDE VIEW BELL
CITY, LA 70630 (337) 905 -5928 0 0 0 0 0 0 0 0 0 o o NOTE: SIMPSON LSTA36 ( 39) STRAPS R EQU IRED 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 DB 205 & 205T (2) ALUMINUM STANDOFF
BRACKETS (2) 201S-3C INSULATOR ( 1) 10"X20" TIN COATED GROUND BAR (4) 3/S"XI-r LAG BOLTS (4) 3/4"Xl" HEX HEAD BOLTS DETAIL TH IS BUILDING IS NOT FOR HUMAN OCCUPANCY 2 x8 RAFTERS ZIW~E~~~
( 2)5/8" GYPSUM 1/2" PLYWOOD w/WHITE FRP 1/2" PLYWOOD (2)5/8" GYPSUM 2x4 STUDS @12" O.C. FINISHED FLOOR EQUIPMENT SIDE GENERATOR SIDE 1 HOUR FIRE RATED WALL PER ASSEMBLY WP 3514 AND
1 HOUR FIRE RATED CEILING (2)LAYERS OF 5/8" TYPE ''X'' GYPSUM PER CALCULATED METHOD, 2006 IBC 721.6.2 ( 1) DETAIL 6" CHOPPED FIBERGLASS WITH ,"U I1C" GEL COAT FINISH /2" A.C. EXT. PLYWOOD
BLOCKING OENSITY SPRAY FOAM (R -27.6) /2" A/C PLYWOOD w/WHITE FRP R-MAX (R-1 9.9) /4"x6" S.S. BOLT HEAD SELF TAPPING SCREW @16" O.C. 4" BASE COVER BLACK w/90' CORNERS OJ o /8" INDUSTRIAL
GRADE TILE ~ -1/2" POLY (R-6.3) -1/8" T&G FLOORING 1 -1 /2 JOISTS LAID FLAT @16" O.c. 3/8 B.C. PLYWOOD /8" CHOPPED FIBERGLASS 1/4x3 S.S. FLAT HEAD PHILLIPS @16" O.C. ROOF JOISTS @8"
O.C. CUT TO SLOPE FROM CENTER SAG CLIP #RT-7 OR EQUAL TO CONNECT TOP PLATE TO JOISTS 2)2x4 TOP PLATE 6" CHOPPED FIBERGLASS w/STONEFLAKE FlNISH AND CLEAR GEL COAT -"',, .. A.C. PLYWOOD
STUDS @12" O.C. " LONG STEEL STRAPS w/(21)10d NAILS (EACH CORNER & BOTH SIDES OF DOOR) ~,<x" BOTTOM PLATE !~~~~~~~~~~~=~=======:;:5t-2)(2 EDGE RAIL CONT. ill 13 I~ ;;WI! ~ 6~ c..o. p-'
C3x4.1 CHANNEL C6x8.2 CHANNEL 60 ELEVATION 1 ' -0" ~NI!:! aNno!:!~ NI >l1f.3!:!8 " ..) 2xl /4" TUBING 12.5 BEAM @/@3 1lt i881 L... ______ ...J @G;] @23 I I L-.J I I P:@W ~ ~ @t:j @r-@g
~ b@/"-~ $ ::l ! -----~--::-/' F:---';---:;---:-:-:1 1 X 1 1 1 1 \~JWj~ \ 1 1 1 I ..... " .... " I I. , • .1 1 ~'jFJjF 1 1 ,@1 1 \ X j \ 1 1 L 1 1 . 1 -~--~---~--I' '1 1 -?-!. : B~ :
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90 ~----------------------------~----------------------------~//, /, /, /, /A 5/8" ANCHORBOLTS ') , , , , , , 5/8" ANCHORBOLTS FOR SOLAR MOUNT (TYP. 32) FOR SHELTER ' (TYP. 6) i //////,
, ,I I I I ,I I ,I , I ,I I I I ,I I ,I I I I ,,I ) ~-----------------------------.---------------------------~ • • • \ . . • • 192 PLAN · • • . · 6 .o.. . '_ L 5'x5' DOOR STOOP 56,12.5B
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.' !2" ABOn-CRAO£ G4) FSOCAULEN: 1D/2A" T-I1O' -N0" DETAIL STATE OF COLORADO DIVISION 0 USI~ " OCT 04 2011 APPROVED REV DATE ~ I I -------------C"J = L[) n c ~ 1 c ~,---I---0:: W ::;;
o tri ::J U OJ X CD .,-----X ~ 0 .,-----W N (ij JOB NO . ~ ~ 0 f--<::C L::::i ~ =:> 0 l.J.....-~ c:=:J w :::::=s::::: t-::' en ft;:; W :r: If) COSTAPP DRAWING NO. 10212A DRAWN S. KEY
RELEASE DATE 11 /1 /2010 APPROVED BY, /DATE SHEET NO. 2 OF 5 SC A L~ 1 ! 2"=1 ' -O "
BUI LDING SPECI FICATIONS GENERAL REQUIREMENTS 1. ALL WORK SHALL CONFORM TO 2006 INTERNATIONAL BUILDING CODE (IBC ), 2006 INTERNATIONAL MECHANICAL CODE (IMC), 2006 INTERNATIONAL FUEL
GAS CODE, 200B NATIONAL ELECTRIC CODE (NEC), 2009 INTERNATIONAL ENERGY CONSERVATION CODE, AND ALL APPLICABLE UTILITY SERVICE COMPANIES 2. DESIGN LOADS: DEAD LOADS: ROOF 10 PSF FLOOR
10 PSF LIVE LOADS: ROOF 75 PSF FLOOR 250 PSF LATERAL LOADS: WIND, SPEED-125 MPH (EXPOSURE C) SEISMIC: SITE CLASS-D DESIGN CAT -D SDS-0.B3 3. SOIL CONDITIONS: PER TABLE lB06.2 IBC SOIL
BEARING=1500 PSF UNLESS OTHERWISE NOTED, ALL FOOTINGS SHALL REST ON UNDISTURBED SOIL AT 18' OR BELOW FROST LEVEL SITE WORK 1. CLEARING AND EARTHWORK: CLEAR FROM SITE ALL VEGETATION,
TOP +/-5" OF SOIL AND ALL OTHER UNDESIRABUE MATERIALS, VERIFY ALL EXISTING UNDERGROUND UTILITIES BEFORE STARTING WORK, MINIMUM ALLOWABLE SOIL BEARING PRESSURE IS 2000 PSF CONCRETE 1.
REINFORCING: ASTM A-615 GRADE 60, DETAILS TO MEET ACI 3 18-05 STANDARDS AND IBC SECTION 1907 2. BUILDING FOUNDATION CONCRETE MIX DESIGN: 3. 4. 5. PER ACI 318-05 SEC. 4.3 COMPRESSIVE
STRENGTH=3000 PSI @28 DAYS, CEMENT=5.7 SACK MIN PER CUBIC YARD (TYPE II PER ASTM C-150) POTABLE WATER=6.0 GALLONS MAX PER 94 LBS SACK OF CEMENT AGGREGATES PER IBC SECTION 1903.3 MAXIMUM
SLUMP = 5" MIXING AND PLACING: COMPLY WITH IBC SECTION 1905 CURLING: COMPLY WITH IBC SECTION 1905. 11 REMOVAL OR FORMWORK: COMPLY WITH IBC SECTION 1906.2 TESTltJG: COMPLY WITH ACI 318.05
SEC. 6.2 5. THE STANDARDS FOR THE FOUNDATION MAY BE ALTERED BY A LOCAL ENGINEER TO MEET LOCAL BUILDING DEPARTMENT AND SOIL REQUIREMENTS AS LONG AS THE CHANGES ARE EQUAL TO OR GREATER
nHAN THE REQUIREMENTS IN THIS PACKAGE STRUCTURAL STEEL 1. STRUCTURAL STEEL: PER LATEST AISC CODES AND IBC CHAPTER 22, ROLLED SECTIONS, PIPES AND PLATES -ASTM A-36, F=35 K.S .!' GALVANIZED
TO CONFORM WITH ASTM A 153 2. BOLTS AND PAIN ANCHORS: TYPICAL ASTM A-307 OR A36, STAINLESS STEEL ASTM F593, FY-60 K.S.!' UNLESS NOTED OnHERWISE, RE-TIGHTEN ALL BOLTS BEFORE CLOSING IN.
3. WELDING: COMPLY WITH AWS'S LATEST EDITION OF THE AMERICAN WELDING SOCIETY. WELDING RODS: E -70 SERIES LOW HYDROGEN WOOD 1. LUMBER COMPLY WITH THE AITC LUMBER CONSTRUCTION STANDARDS
LATEST EDITION FOR STRESS GRADE LUMBER CONSTRUCTION ALL TYPICAL FRAMING LUMBER SHAUL BE GRADE STAMPED. 2x6 -SOUTHERN PINE NO.2, AND 2x4 -SOUTHERN PINE STUD GRADE OR BmER; MOISTURE CONTENT
IS NOT TO EXCEED 19%, GRADE STAMP SHALL BE VISIBLE ON EVERY PIECE OF LUMBER IN PLACE (EXCLUDING BLOCKING) DOUBLE UP STUDS AT JAMBS OF OPENING UP TO 4' -0". HEADER: (2) 2x6 FOR OPENINGS
UP TO 4'-0" (2) 2x8'S FOR OPENING LARGER THAN 4'-0" 2. PLYWOOD PER APA PDS-04. ROOF AND WAUL SHEATHING-EXTERIOR A.C. PLYWOOD WITH EXTERIOR GLUE AND INTERIOR B.C. PLYWOOD WITH EXTERIOR
GLUE, 1/2" AND 3/8" THICK WITH IDENTIFICATION INDEX 32/16" AND 24/0 FOR SPANS TO 32" AND 20". FLOOR SHEAnHlNG APA RATED STUD-I-FLOOR WITH EXTERIOR GLUE, 1-1/S" nHlCK, IDENTIFICATION
INDEX 24" O.C. LAY UP WITH FACE GRAIN PERPENDICULAR TO SUPPORTS. PLYWOOD TO BE CONTINUOUS OVER 2 SPANS MINIMUM. STAGGER JOINTS. NO PANEL LESS THAN 24" WIDE. 3. CONNECTIONS: NAILS BY
DUO-FAST OR EQUAL (SEE FASTENING SCHEDULE) NOTE: USE OF MACHINE NAILING IS PERMITIED SUBJECT TO nHE NAIL-HEADS NOT PENETRATING THE OUTER PLY MORE THAN WOULD BE NORMAL FOR A HAND HAMMER
AND THE MINIMUM ALLOWABLE EDGE DISTANCE ARE MAINTAINED FASTENING SCHEDULE 1. ROOF JOIST TO TOP PLATES: (3) #33G TOENAIL 2. STUD TO TOP AND SOLE PLATES: (2) #33G TOENAIL 3. DOUBLE TOP
PLATES: #33G @16" O.C. FACE NAIL 4. TOP PLATE SPLICES: NO SPLICES 5. DOUBLE STUDS: # 33G @24" O.C. FACE NAIL 6. BUILT UP CORNER STUDS: #33G @24" D.C. 7. 1/2" PLYWOOD ROOF SHEATHING:
#66G RING SHANK NAILS @6" O.C . AT PANEL EDGES AND 12" O.C. IN FIELD 8. 3/8" PLYWOOD WALL SHEATHING: #66G @6" O.C. AT PANEL EDGES AND 12" O.C. IN FIELD 9. 1-1/8" T&G FLOOR SHEATHING:
#168G RING SHANK NAILS AT 6" O.C. (NOTE: WHERE PLYWOOD IS INSTALLED ON EACH SIDE OF FRAMING MEMBER-NAIL TO BE STAGGERED) 10. SOLE PLATE TO 2"x3" STEEL TUBING ON STEEL SKID: 1/4"¢ x B"
S.S. BOLT HEAD SELF TAPPING TEK SCREW w/l-l/2"0 WASHER AT 16" O.C. 11. FLOOR-WOOD PANEL SYSTEM TO 3" STEEL CHANNELS ON STEEL SKID: 1/4 "¢ x 3-1/4" FLAT HEAD STAINLESS STEEL BOLTS AT
16" O.C. 12. 1/2" NUPOLY PANELS OR 1/4" PANELING: GLUE AND NAIL GLUE: LIQUID NAIL (OR EQUAL) 1/4"0 BEAD CONnNUOUS AT 16" O.C. NAIL: #B4440 BRADS AT B" O.C. ON 15" ROWS COMMENTS: #33G-.131
"0 x 3" SMOOnH SHANK #66G-.OBB"¢ x 1-3/4" SMOOTH SHANK /f66G-.OBB"¢ x 1-3/4" RING SHANK #168G-.099 "0 x 2-1/4" RING SHANK #B4440-.40 "0 x 1-1/4" BRAD THERMAL AND MOISTURE PROTECTION
1. INSULATION 2. BATI FIBERGLASS WITH KRAFT FACE. PER AST C 565-84, ROOF: 4" HIGH DENSITY SPRAY FOAM INSULATION (R -27.6) WALLS: 3" R-MAX INSULATION (R-19.9) FLOOR: 1-1/2" POLY (R-5.3)
NER #236 (UNDER NOVA CHEMICAL) BY MARTIN DISTRIBUTOR OR EQUAL (FLAME SPREAD 10 & UNDER SMOKE DEVELOPED 55-124) FIBERGLASS COATING: RESIN-POLYLITE POLYESTER RESIN #33-091 BY REICHOLD
FIBERGLASS REIt~FG"~c: ;.: ::NT -GLASS FIBER STRANDS # 352 ROVING BY OWENS CORNING CORP. FIBERGLASS MATI -CHOPPED STRAND MAT #M723, 3/4oz. BY OWENS CORNING CORP. CATALYST HI POINT 90
(MENTHYL ETHYL KEYTONE PEROXITE) BY WITCO CORP. MIX RESIN WITH 1.25% OF CATALYST. SPRAY ON COAT OF RESIN 1/16" THICK, FOLLOW WITH CHOPPED FIBERGLASS R REINF'ORCEMENT (UNIFORM APPLICATION
OF 1/15" THICK) AND SPRAY FINAL COAT OR RESIN 1/15" THICK. ALLOW TO CURE AT 250' F. AT ALL CORNERS USE FIBERGLASS MAT IN LIEU OF CHOPPED FIBERGLASS. AUL WORK PER MANUFACTURER'S RECOMMENDATIONS
DOOR'S 1. METAL DOOR AND FRAMES: #AF -150 ALUMINUM AS MANUFACTURED BY JR&J CO. FRAME-3/16" THICK, DOOR-.18B" THICK EXTERIOR SKIN & . 1 0" THINK INTERIOR SKIN WITH I" INSULATION BETWEEN
SKINS COMPLETE WITH HINGES AND LEVER HANDLE LATCH, FIT fO RECEIVE HARDWARE PREPARED ON HARDWARE SHCEDULE 2. HARDWARE: YALE DEADBOLT # 197 FINISHES 1. VINYL COMPOSITE TILE 12"xI2"x l
/8" STAN DARD EXCELON AS MANUFACTURED BY ARMSTRONG (SIMILAR BY KENTILE OR EQUAL) INSTALL WITH ALTERNATING PATIERN. 2. BASE: WOOD TRIM 3. 3/B" A.C. PLYWOOD WITH FRP FINISH. WHITE TEXTURED
FIBERGALSS (FRP) LAMINATED TO PLAYWOOD BY NUDO PRODUCTS OR EQUAL, USDA ACCEPTED, CLASS FIRE RATING-C&A (FLAME SPREAD RATING 25 & 195) OPTION: HARDWOOD PANELING 1/4" PREFINISHED MCKENZIE
WITH BIRCH FACE VENEER BY GEORGIA-PACIFIC OR EQUAl. CLASS III (FLAME SPREAD 76 & 200) 2x4 STUDS @12" O.C. 2x4 @4B" O.C. 4. opnON: ONE HOUR FIRE RATING; EXTERIOR: 5/B" TYPE X GYPSUM SHEAnHlNG
PER UBC STD. #47-10 INTERIOR: 5/B" TYPE X GYPSUM WALL BOARD PER UBC STD. #47-11 5. PAINTING: A: GENERAl: PREPERATION, APPLICATION, WORKMANSHIP, COMPLETION & ACCEPTANCE IN ACCORDANCE
WITH MANUFACTURER'S RECOMMENDATIONS & APPLICATION PROVISIONS OR "PAINnNG SPECIFICATION MANUAL" BY PD.C.A. FOR TYPE I STANDARD JOB AT FINISHED AREAS PAINT: FIBERGLASS COATING & NOT GLAVANIZED
STEEL, (DO NOT PAINT GRILLS, LIGHTS, & ELECTRICAL PANELS) B: PAINT: DUNN-EDWARDS (SIMILAR BY FRAZEE, PITISBURG, FULLER O'BRIEN, OR EQUAL) TYPICAL THREE-COAT ASSEMBLIES (INCLUDING MANUFACTURER'S
PRIME COAT WHEN IN GOOD CONDITION) EXTERIOR AND INTERIOR: 15t COAT 42-7 GAL-ALUM, 2nd COAT 42-23 LOCKOTE, AND 3rd COAT 60 SER RANCHO H&T. FIBERGLASS: 1 ST COAT 42-23 LOCKOTE, 2nd COAT
50 SER RANCHO H&T, 3RD COAT NOT REQUIRED SPECIALTIES 1. FIRE EXTINGUISHERS: 10 LBS U.l. LISTED DRY CHEMICAL FIRE EXTINGUISHER CLEAN GUARD MECHANICAL 1. HVAC UNIT: A. MARVAIR ACP24ACA,
120/240C, 1 ~ WITH LOW AMBIENT CONTROLS, CFM SlOAT .20 STATIC PRESSURE, SKW HEAT STRIP, 24 MBH AT 95' COOLING, COMPRESSOR 11.6 RLA, OD FAN=1.5 FLA, 10 FAN=I.4 FLA, MINIMUM OUTSIDE AIR
50 CFM (OR EQUAL) B. MARVAIR ACP36ACA, 120/240V, 1 ~ WITH LOW AMBIENT CONTROLS, CRM 1220 A .20 STATIC PRESSURE, 5KW HEAT STRIP, 35.6 MBH AT 95' COOLING, COMPRESSOR 16.1 RLA, OD FAN=1.8
FLA, ID FAN=2.5 FLA, MINIMUM OUTSIDE AIR 50 CFM (OR EQUAL) 2. CONTROLS: HONEYWELL THERMOSTAT T876A 1028 & MARVAIR LEAD LAG CONTROLLER #LL357 THERMOSTAT SmlNG COOLING = 75' F HEAnNG =
57' F .: .. ELECTRICAL 1. GENERAl: .' ,',.' 3/16" CHOPPED FIBERGLASS w/STONEFLAKE FINISH AND C LEAR GEL COAT FURNISH AND INSTAUL A COMPLETE ELECTRICAL SYSTEM AS DEPICTED FROM THE PLANS
AND SPECIFICATIONS HEREIN. ALL MATERIALS AND WORKMANSHIP CONFORM TO THE 2008 EDITION OF THE NEC, NFPA 101, LOCAL CODES AND ORDINANCES AND UnLiTY COMPLY WITH REQUIREMENTS. ALL INTERIOR
ELECTRICAL WORK TO BE EXPOSED 2. MATERIAL AND METHODS: EMT FIDINGS-COMPRESSION TYPE. SET SCREW TYPE NOT PERMITIED. WIRE TO BE 500V COPPER WITH THW, THWN, nHH, OR XHHW INSULAnON, MINIMUM
#12 AWG. ALUMINUM CONDUCTORS NOT PERMITIED, WIRING DEVICES SPECIFICATION GRADE MINIMUM 20 AMPS FOR SWITCHED AND 15 AMPS FOR RECEPTACLES. COVER PLATES EQUAL TO BRYANT SERIES 7000. ALL
CONDUIT EXPOSED, NON-METALIC CONDUIT MAY BE USED ONLY IN OR UNDER SLABS AND iN CONCRETE OR MASONRY WALLS. WHEN BELOW GRADE AND NOT UNDER SLAB SHALL BE 24" DEEP WITH 3" CONCRETE GAP.
3. DISTRIBUTION: PANELBOARDS EQUAL TO SQUARE 0 NQO WITH FULL SIZED BREADER. CIRCUIT BREAKERS AMBIENT COMPENSATED. ALL PANELS TO HAVE TYPED DIRECTORY CARDS IDENTIFYING ALL CIRCUITS. ALL
EQUIPMENT (PANELS, DISCONNECT SWITCHES, ETC.) TO HAVE ENGRAVED MICARTA NAMEPLATES. DISCONNECT SWITCHES SHALL BE GENERAL DUTY TYPE, WITH NUMBER OR POLES AS REQUIRED. SWITCHES SHALL BE
FUSIBLE AS RECOMMENDED BY AIR CONDITIONING MANUFACTURER, SWITCH SIZE SHALL BE TYPE NEMA III R WHERE LOCATED OUTSIDE 4. LIGHT FIXTURES: FURNISH AND INSTALL ALL LIGHTING FIXTURES COMPLETE
WITH LAMP AND ACCESSORIES. CATALOG NUMBERS ARE TO ESTABLISH A LEVEL OR QUALITY. SUBSTITUTIONS OF SIMILAR FIXTURES BY ANOTHER MANUFACTURER IS ACCEPTABLE. MOUNTING TYPE AND VOLTAGE OF
ALL FIXTURES IS nHE RESPONSIBILITY OF THE CONTRACTOR. 5. DUPONT BUILDING INC. RESERVES THE RIGHT TO INSTALL ADDITIONAL BREAKERS INTO THE SERVICE PANEL UP TO 5 POSITIONS, AS LONG AS AMPACITY
PULL IS NOT GREATER THAN THE TOTAL LOAD COVERAGE OF THE MAIN BREAKER. ,; ,ox'> STUDS @12" O.C. 2x4 BLOC @48" O.C. 2x4 STUDS @12" O.C. 2x4 BLOCKING @48" O.C. 3/B" A.C. PLYWC)O,), __4
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BY: /DATE SHEET NO. 3 OF 5 SCALE: 1 /2" = 1 '
MATERIAL LIST ITEM QTY OBI# DESCRIPTION 1 2 3 4 5 6 7 8 14 16 1 54 108 108 108 32 32 32 32 12 16 16 16 16 16 16 5801 SCH. 40 ALUMINUM PIPE 3"x3"x 1 /4" ALUMINUM ANGLE 1 /2" ALUMINUM
PLATE 1/2"¢ X 4-1/2" U-BOLTS (RUBBER COATED) 4416 1/2" S.S. NUTS 44 18 1/2" S.S. LOCK WASHERS 4420 1/2" S.S FLAT WASHERS 5/8"¢ ANCHOR BOLTS (T -ROD) 5/8"-11 S.S. FHN 5/8"X l -1 /2" OD
S.S. FLAT WASHERS 5/8" 5.5. LOCK WASHERS 250M PROPOXY 300 FAST 1/4"X3" 5 .5. LAG BOLTS 5869 3/8"X2" S.S. BOLTS 3/8" S.S. NUTS 4342 3/8" S.S. LOCK WASHERS 4343 3/8" S.S. FLAT WASHERS
-IJ ~]LJ-3: ~ I 10 I JiJ 1 ~lD -H~ DETAIL-A .. : . ' .. . " -. 19;1 4 36 1 ~ I -r~~----------+o --------------------o~--------/~I---~rJf f-o o -0 o o o '-.. , ---7~ I ME .. 11 w~ "i"rn~
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MOUNT FRONT o • • • ~DETAIL A o • • r' ./DETAIL 8 o • • • • o • • • • o • • • 0 • • • • • • • • • h • • • • L I-' • • • • • • • • • • 'o" ~:::::::o~::::::::::::::~::::::~~::::::~o::::::::::::::~o::::
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.. : ~ .... '~ SOLAR DETAIL-D PANEL FRONT /3/16" 'J V 3/16'~ D· -'-, '-' -~-------------------------------~-.• ;-1241 "1 ~2 +-____________ ~2~ _________ ~~ CROSS BRACE 3/16"'\j • 3x3x1/4"
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W I U) COSTAPP DRAWING NO. 10212A DRAWN So KEY RELEASE DATE 'T 11/1/2010 APPROVED BY: /DATE SHEET NO . 4 OF 5 SCALE: 1 /2 " = l '