HomeMy WebLinkAboutApplication- PermitGarfield County Buil9ing & Planning Department 108 8th Street Suite 401 Glenwood Springs, CO a1601 -Phooe: (970)945-8212 Fax: (970)384-3470 Project Address Parcel No. Subdivision DEBEQUE,
CO 213725300007 Owner Information Address Chevron USA Inc 760 Horizon DR Grand Junction CO 81506 Petmil NO. BLCO-9-11-2188 Pennit Type: Commercial Building Worle Classification: New
Pennit Status: Active Issue Date: 10/5/2011 Expires: 04/02/2012 Section Township Range Phone Cell (970)245-5255 (970)589-5036 Contractor!s) Phone Primary Contractor Required Inspections:
Williams Companies Proposed Construction I Details 80ft Communication Tower FEES DUE Fee Commercial Building Fee Plan Check Fee Total: Wednesday. October 5, 2011 (918)573-5186 Ves Valuation:
$ 3,078.00 Total Sq Feet: 80 FEES PAID Amount InvTotal Paytype Amt Paid Amt Due $97.25 $63.21 $160.46 Inv # BLCO·9-11-21378 $ 160.46 Credil Card Credit Card $1 44.19 $16.27 $ 0.00 Fo"",p"Uo",
,," , 1 (888)868-5306 Inspection IVR See Permit Record Building Department Copy 2 I
I 2 3 4 5 6 7 8 9 J08 8''' Street. Suite 401. Glenwood Springs, CO 81601 Ph:970-945-8212 Fx:970-384-3440 IlISpeclion Line:888-868-5306 www.garficld-countx.com BUILDING PERMIT APPLICATION
Parcel No: (this injormation is (lI'(Ii/ah/e (1/the assessors °Dice 970-945-9134) I Lot No: Block No: Subd./Exemption: 2137-253-00-007 -Land Use Approval hearing on 10/3/11 Job Address:
(if all address has 110/been assigl/ed, please prol'ide CR, /J/VY or Street N(llIIe & City) or and legal description NE1/4 of Section 35, T5S, R97W of the 6th P.M., Garfield County,
CO Owner: (properly owner) Mailing Address: Ph: All Ph: Chevron, USA Inc. P.O. Box 285 Houston, TX 77001 (713) 372-2187 Contractor: Mailing Address: Pit: All Ph: Williams Companies One
Williams Glr., MD-34 Tulsa, OK 74172 918-573-5186 Manufactured home installer: Mailing Address: Ph: Lie #: NA Architect: Mailing Address: Ph: All Ph: NA Engincer: Mailing Address: Ph:
All Ph: Amy Herbst, P.E. 1369-220th Street Sergeant Bluff, IA 51055 712-943-4125 Sq. Ft. of Building: Sq. Ft. or Acres of Lot: Hcight: No. of Floors: 80 foot tall communications tower
1,920 acres 80 feet NA Use oflluilding: B-: D1Res idcntial 01Commcrcial DOther I Class of Work: f7lNcw [JA.ltcrat ion DAddition DRepair DDcmo DMovc 10 Describe Work: Construction of
an 80 foot tall communications tower.[E'Jea~ call Phil Vaughan 9.7 0-6 2~50 when permit i s 'ready~ II Garage: I Septic: Type of Heat: D Attached DDetached [](SDS D Communi ty []Nat.
Gas DlPropane D Electric DOlhcr 12 Driveway Permit: Owners va luation of Work: Existing driveway permit via Garden Gulch Road $68,877.00 NOTICE Authority. This ap plic:ltion for a Building
Penllitmust be signed by the Owner of the property. described above. or an aut hori zcd agent If the signature below is not th at of the Owner, a separate lener of authority, signed
by the Owner, must be provided with this Application. Legal Access. A Building Pennit cannot be issued without proof of legal and adequate access to the property for purposes of inspect
ions by the Bui lding Department. Olher Permils. Multiple separate pennits may be required: ( I) State Electri ca l Pennit. (2) County ISDS Permit. (3) another permit required for usc
on the property ident ifi ed above. e.g. State or County Highway! Road Access or a State Wastewater Discharge Penni!. Void Perm it. A Building Pemlit becomes Ilull and void if the work
authorized is not commenced wit hin 180 days of the date ofis:iuanec and if work is suspended or abandoned for a period of 180 days after eommeneemcnt. CERTIFICATION I hereby certify
th at I have read this Application and that th e infonnation contllined above is true lind correc t. I understand that the Building Department accepts the Application. :l long with the
plans and specifi cations and other data submiued by me or on my behalf (submillals). based upon my certific:ltion as to accuracy. Assuming completencss of the submiuals and approval
of this Application. a Building Pemlit wi ll be issued gnmting permiss ion to me. as O\\11er, to eonstnlttthe st ructurc{s) and facili ties detailed on the submiuals reviewed by the
Building De llartment In consideration of the issuance of the Building Pennit. I agree thm I and my agents will comply with proviSions of an)' federal. state or loca l law regulating
the work and the Garfield County Building Code, ISDS regulations and applicable land usc regulations (County Regulat ion(s». J acknowledge thM the Building Pemlit may be suspended or
revoked. upon notice from the County. if the location. constnlction or usc of the structure(s) and facility(i es). described !lbove, are not in compl iance with County Rcgulation(s)
or any other applicable law. I hereby grant pennission to the Bui lding Department to enter the property, described abovc, to inspect the work. I further acknowledge that the issuance
of the Building Pennit docs not prevcl1tthe Building Ofticial from: (I) requiring the correction of errors in the submiuals, if any. discovered after issuance; or (2) Slopping construction
or use of the strucrure{s) or faeilily{ies) if such is in violation of County Regulat ion(s) or any othcr ~pp l icab le law. Rcview of th is Application. including submiuals. and inspections
of the work h)' the Build ing Departmcnt do not constitute an acceptance of responsibility or liability by the County of errors. omissions or di screpancics. As the Owner. I acknowlcdge
that responsibi lity for compliance with federal. state and local laws and County Regulat ions rest with me and my authori7.ed agcnts. including wi1!lout lumtallon my arch ttcet deslgncr,
cngmeer andl or butlder ~i1Y ACKNOWLEDGE TIIAT I HAVE READ AND UNDERSTAND THE NOTICE & CERTIFICATION ABOVE -~, '~~~~~~-~<?I"~ 917111 OWNERS SIGNATURE " -~-DATE ]~'~ 3t,~~~~ 1;).t' .
IV·~·11 Ulsa· 144.l q STAFF USE ONLY Special Conditions: IrR 41-"35 (f)fYlMollluJilOfl5 f(Utl.U·'I Adjusted Valuation: Plan Cheek Fee: Permit Fee: Manu home Fee: Mise Fees: 3. V 78.
00 6>.ZI 97.Z5 -~ Total Fees; Fees Paid: Balance Due: UP No & Issue Date: (SDS No & Issued Date: /60.4b I I (p.i.1-I Lf4.1 q BLCO -~IBg Setbacks: OCCGroup: U-Const Type: Zoning: F r
t I ICO f!--/OO, ) 100 lfB RL BLDG DEPT: PLNG DEPT: APPROVAL DATE APPROVAL DATE
Building Plan Review Description of Work: 80ft Communication Tower Bin#: Location Address: DEBEQUE,CO Case Manager: David Bartholomew Plan Ca.e Number: BLDG·9·11·6987 Parcel: 213725300007
Application Date: 09/0712011 Building ___/_ _' Engineered Foundation tv!4 Driveway Permit /Surveyed Site Plan "'IA Septic Permit and Setbacks I Grade/Topography 30% IV/It Attach Residential
Plan Review List I Minimum Application Questionnare "';4 Subdivision Plat Notes filA Fire Department Review /Valuation Determination/Fees /Red Line Plans/Stamps/Sticker /Attach Conditions
I Application Signed /Plan Reviewer To Sign Application /Parcel/Schedule No. /-llt1 40# Snowload Letter -Manu. Homes . filA Soils Report Wednesday, October 5, 2011 Contacts Owner: Chevron
USA Inc Applicant: Chevron USA Inc Applicant Phone: (970)245-5255 Email: Planning/Zoning __. ...:I..._ _I Property Line Setbacks ___ I-,-__ .30ft Stream Setbacks ___ /~ __ 'FIOOd Plain
7 __/-,. .'. . _B uilding height ____ ..J.70ning Sign·off _-'~-If~.''A--_Road Impact Fees __~. ...i, -'A-_ _H OAlDRC Approval /_____ Grade/Topography 40% ~Ianning Issues Subdivision
Plat f?avlaV tee ,&},IHJ /te. 'Jr>1"fl~I/tt' General Comments: ~078.00 6!. ~1 'f'J.Z-,7 .,/b, Z,7 .-DUe. -~ /'1<;.19
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 2009
IBC, 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. 5) ELECTRICAL
FINAL APPROVAL IS REQUIRED FOR CO/FINAL INSPECTION. 6) LOCKS, LATCHES AND LANDINGS PER 20091BC, SECTION 1008. 7) LIGHT AND VENTILATION PER 2009 1BC, 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. ~/L.£ coPy
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 -----Driginal Message----From: Fred Jarman Sent: Wednesday, October 0S, 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 0S, 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.com) Sent: Wednesday, October 0S, 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. 1038 County Road 323 Rifle, CO 81650 970-625-5350 -----Original Message-----From: Molly Orkild-Larson
[mailto:morkild-Iarson@garfield-county.com] Sent: Wednesday, October 05, 2011 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 10/4/2011 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. 11338 County Road 323 Rifle, CO 816513 9713-625-53513 3
Project Information Project # 212-11 nle Address C~y, 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 Constnuction Management, Inc. 1038 County Road 323 Rifle, CO 81 650-8607 United States of America (970) 625-6350
(970) 625-4522 To Contact Company Address C~y, State, Zip Country Phone Fax Transmittal Transm ittat Transmittal # 7 Date September 7,2011 Due Date Sender Hand Subject Mr. Dave Bartholomew
Communications Tower Permit App. Gartield County Building Department 108 8-Street, Suite 401 Glenwood Springs, CO 81601 USA 970-945-8212 Remarks I Dave, please find attached documents
for the communications tower. 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 mo'With questions. Sincerely, ' Phil Vaughan 9f1111 Page
1 of 1
GARFIELD COUNTY Building & Planning Department 108 81h 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 IS OS), 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). • IS OS 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 as~emblies, 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. ~~~~_<~~ 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. I!! ALL SNOWLOADS ARE MEASURED HORIZONTALLY AT THE ROOF NOT
THE GROUND!!! Seismic design category: B Weathering probability for concrete: Severe. Termite infestation probability: None to slight. Wind speed: 90mph. Decay probability: None to slight
Wind Exposure: B or e (see section R30 1.2.1.4) Frost Depth: 36in. to 8000ft. 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-Iayment required. Mean Annual temp: Variable SEE 2009 IEee FOR INSULA
nON AND ENERGY REQUIREMENTS.
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: (713)
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 6'h
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 negotiations 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 J
of J
POWER OF ATTORNEY CHEVRON U.s.A. INC. KNOW ALL MEN BY 1HESE PRESENTS TIlAT CHEVRON U.S.A. INC., a Pennsylvania corporation, ("CHEVRON"), acting herein through J. STEPHEN LASI'RAPES,
Assistant Secretary, hereunto duly authorized by Resolulion of the Board of Direcl.o1s, hereby makes, eonstitutes, and appoints D. T. KRATZ. to be its true and lawful Attomcy~in·Fact
with authority, for and on its behalf, without the necessity of affixing the corporate seal, to execute. acknowledge, deliver, file, record, accept, assign, amend, extend. tenninale,
withdlllW, release, settle. compromise, surrender, ratify, and renew ill instruments, papers and documents requiring execution in the name of CHEVRON, except 83 herein below stated,
and no authority is conferred by this Power of Attorney for execution of the following: 1. Leases or deeds 10 others covering oil, gas oc other hydrocarbon or non·hydrocarbon minerals
underlying fetlland!l of CHEVRON where either book value or we price exceeds Twenty-Five Million DoJlars ($25,000,000.00) or the acreage exceeds Six Thousand FoW' Hundred (6,400) acres;
2. Deeds or conveyances to othml covering fee IMIIs of CHEVRON, other than rights of way and similar easemenl!, where either book value or sale price exceeds Twenty-Five Million DoU",
($15,000,000.00); 3. Documents, iDsttuments or promissory notes in support of any borrowingsj provided, however, that promissory notes and other docwnents givlm 8S consideration for
the acquisition ofreal or petsollll1 property shall not be deemed to constitute a borrowing; 4. Documents or agreements establishing bank account! in the Damo of CHEVRON or withdrawing
of funds or closing of any bank accounts of CHEVRON. This Power of Attorney sIu!ll remain in full force and effect from lind after first day of Febl'l.lAry, 2011 through the 31st day
of December, 2011, 8lId its exercise shall be valid in all the states, territorie.9 and poSliessions of the United States. IN WITNESS WHEREOF, CHEVRON has caused its name to be subscribed
hereto by 1. STEPHEN LASTRAPES, Assistant Secretary, for that plUpOse duly authorized, this 31st day of January 2011. STATE OF TEXAS COUNTY OF HARRIS CHEVRON U.S.A. INC. Oy, <{Iv-.~
1. STEPHEN LASlRAPES Assistant Secretary This insttument was acknowledged before me on the 31st day of January 2011, by 1. STEPHEN LAS1RAPES, Assistant Secrcta.ry of CHEVRON U.S.A. INC.,
a Pennsylvania corporation, on behalfofsai4 COJPOtution. ';' IY ;, '/In'. , ~ Notary Public, StateofTexllJI
1111 W'" ~~I~,I,\l'fJi rn~c 1Mf,r.w:1~1¥\'~, *'111 II I Rec.pt!on#: 793904 11/04/2010 12;35:32 PM Jean ~lberlQo 1 or 2 Rao Fa8:$16.00 Doc FQQ:0.00 GARFIELD COUNTY CO POWER OF ATTORNEY
WILLIAMS PRODUCTION RMT COMPANY LLC, a Delaware limited liability 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
pQwer 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 and/or without such attestation, any instruments of the following types which relate to the COMPANY'S operation and/or 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 Comrnunitization 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 tenninating any and all of the aforementioned types
of instruments and documents. Not by way of limitation, but by way of confinnation, the powers of authority hereby conferred shall extend to and include any and all of the instruments
and/or acts above
.1111 WoI. ~IIV'I.~I'I'\\ ftIIIC rw 1«1+l"~,*lr« ~11' 11111 Roception~: 793904 l 1J04/2010 12 :35 . 320". "0 J··Fn.RO'b·oaig~RFIELO COUNTY CO 2 of 2 Reo Feo :$ 16 . oc e . . described
which may pertain to lands of the United States of America, lands of any state, lands of any fee owner, and tribal or allotted 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 Allorney·in·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 effected 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, 2010. COUNTY OF DENVER WILLIAMS PRODUCTION RMT COMPANY LLC ~~/L. Name: Alan C. Harrison Title: Vice President t $ -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 commillee 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?'/XJI/
Mr. Fred Jarman Director Garfield County Building and Planning Department 108 8th Street, Suite 401 Glenwood Springs, CO 81601 Dear Mr. Jarman, rIfrli~ll"/'a~ms . ~ WiI1Wru PtodUCtiOD
RMT Company u.c 10S8 CR illS RD. 801 .\70 Pmthu,~. CO 816.35·0370 9701285·"" 9701185-95" fax This leiter authorizes Phil Vaughan Construction Management, Inc. to represent Williams Production
RMT Company LLC in any and all matters, including representation of the application before appointed and elected bodies, related to the Limited Impact permit application and review for
the TR 41-35-597 Communications site located in Section 35, ns, R97W-Garfield County, Colorado. Sincerely, Williams Production RMT Company LLC
Account Account: R290519 Location Owner Jnformation Parcel Number 2137-253-00-007 Situs Address City Dcbcquc Owner Name CHEVRON USA INC In Care Of Name CHEVRON TEXACO PROPERTY TAX ZipCode
8 1630 Tax Area 029 -J-49HBDF -029 Owner Address PO BOX 285 HOUSTON, TX 77001 Legal Summary Section: 25 Township: 5 Range: 97 ALL Section: 35 Township: 5 Range: 97 N2, N2S2, LOTS I (4
1.67 AC), 2(4 1.55 AC) 3 (41.45 AC), 4 (41.33 AC) Sect ion: 36 Township: 5 Range: 97 TR 37 (634.74 AC) AKA TRIUMPH PLACER CLAIMS #37 THRU #44 CCD PLACER CLAIMS # I THRU #4 Transfers
Sale Price Sale Date 12/31/2009 02122/2005 07102/2002 05/0211988 Tax History Tax Year * Estimated '2011 2010 Taxes Images $356.96 $343.12 0 • GIS Doc Type 309 AM AM OCD Page lof I Assessment
History Actual (20 11 ) $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:
1664 P: 364 B: 1370 P: 408 B: 0734 P: 0107 https:llact.garfield-county.com/assessor/taxweb/account.j sp?accountNum=R290519 9171201 1
...... 11 GEOTECHNICAL ENGINEEf<ING G f,OU P A lrerracon 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. r-IL£ copy Geotechnical
Engineering Group, A Terracon Company 2308 Interstate Avenue Grand Junclion, CO 81505 P [97012454078 F (970124571 15 geotechnicalgroup.com terracon.com Geotechnical • Environmental •
Construction Materials • Facilities
A l rerrncan CCtMPAIW Turned Down Mat Foundation Design Recommendations DESCRIPTION Net allowable bearing pressure 1 Minimum embedment below finished grade for frost protection 2 Approximate
total settlement from foundation loads Allowable passive pressure 4 Ultimate coefficient of sliding friction 4 Column 1,500 psi 42 inches About % 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 bea ring pressure is the pressure in excess of the minimum surrounding overburden
pressure at the footing base elevation. Assumes any unsuita ble fill or soft soil s, if encountered, will be undercut and replaced with compacted structural fill. Based upon a Factor
of Safety of 3. 2. And to reduce the effect s of seasonal moisture variations in th e subgrade soil s. For perimeter footing and footings beneath unheated areas. 3. Even with the testing
and observa tion discussed in this report, total settlement of footings supported over th e existing fill cann ot 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 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. Williams 80 Ft Communication Tower, Addendum 1 Garfield County, Colorado June 27, 2011 GEG Job No. AD114029 2
A l rerrncon COMPANY 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 Fooling level Recommended COMPACTED STRUCTURAL FILL Excavation level
0--.'-%~iiit~:::rr~--' I Overexcavation I Backfill Williams 80 Ft Communication Tower, Addendum 1 Garfield County, Colorado June 27, 2011 GEG Job No. AD114029 " I' 3
~' I I GEOTECHNICAL ENl' Ir-..J EU~ING GIl[JUP 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 lrerracon 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. AD11 4029 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 lrerracon 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 19701245·4078 F 19701 245·7115 geotechnicalgroup.com
terracon .com Geotechnical • Environmental • Construction Materoals • 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 Construction 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
Geotechnical Engineering Report Williams 80 FI Communicalion Tower . Garfield County, Colorado June 20, 2011 . Terracon Project NO.AD114029 EXECUTIVE SUMMARY A lrarrllcon COMPANY A geotechnical
investigation has been performed for the proposed 80 foot communications tower to be located in the Northwest Y.i of the Northeast Y.i of Section 35. Township 5 South, Range 97 West,
6'h Principal Meridian in Garfield 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 (IBC), 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, 6'" 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 _ groundwater conditions _ earthwork 2.0 PROJECT INFORMATION 2.1 Project
Description ITEM _ lateral earth pressures _ foundation design and construction _ seismic considerations 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 approximately 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 at the time that this report was Grading prepared, however we assume that less than 2 feet of cut andlor fill will be required to 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. AD114029 ITEM DESCRIPTION A lrerracon COMPANY 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 Location Current ground cover
Existing topography DESCRIPTION This project will be located in the Northwest Y. of the Northeast Y. of Section 35, Township 5 South, Range 97 West, 61h Principal Meridian in Garfield
County, Colorado Open, vacant wilt little 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 Bottom of Stratum (feet) 9 1 Very silty and gravelly clay Medium stiff to stiff 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: Reliable _ Responsive _ Convenient _ Innovative 2
Geotechnical Engineering Report Williams 80 Ft Communication Tower . Garfield County, Colorado June 20, 2011 • Terracon Project No. AD114029 Measured Estimated Sample volume swell Depth
(feet) Location change pressure (%) (psf) TH-1 4 0.0 NA TH-1 9 ----TH-1 14 +0.2 1,000 A lrerracon COMPANY Measured Measured internal Cohesion angle of (psf) 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 encountered 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. Therefore, groundwater levels during construction or at other times in
the life of the structure may be higher or lower than the levels indicated on the boring logs. The possibility of groundwater level fluctuations should be considered when developing
the design and construction plans for the project. 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 1041, are discussed below. Reliable . Responsive . Convenient . Innovat ive 3
Geotechnical Engineering Report Williams 80 FI Communication Tower . Garfield County, Colorado June 20, 2011 • Terracon Project No. AD1 14029 4.1 Radioactivity A lrerracon COMPANY We
did not observe conditions thai indicate naturally occurring radioactive material or lailings 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 the area we anticipate some potential for radon exists on th e 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 th e site. Our experience in the area indicates a potential for settlement of the site soils when wetted . Recommendations
for foundation settlement consideration s 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 th e 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
mudflow 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 Ft Communication Tower _ Garfield County, Colorado June 20, 2011 _ Terracon Project No. AD114029 A l rerracon 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 Reliab
le _ Responsive _ Convenient _ Innovative 6
Geotechnical Engineering Report Williams 80 Ft Communication Tower . Garfield County, Colorado June 20, 2011 • Terracon Project No. AD114029 A lrerraton COMPANY and laboratory testing
programs, have been reviewed and evaluated with respecl 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-rolling can be performed with a loaded tandem axle dump truck. Unsuitable areas observed
at this time should be improved by scarification and recompaction or by undercutting and replacement with suitable compacted fill. Addition al 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 ' CH (LL>50) > 24 inches below building finished grade Well graded granular GM ' All locations and elevations Low Volume Change CL (LL <50
& PI<22) All locations and elevations Material' orGM' The on-site soil 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 CDOT Class 6 crushed aggregate.
If frost heave is not a concern, then CDOT 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 Williams 80 FI Communicalion Tower . Garfield County, Colorado June 20,2011 • Terracon Project No. AD114029 A lrerracon 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 thickness when heavy, selfpropelled
compaction equipment is used 4 to 6 inches in loose thickness when hand-guided equipment (i.e. jumping jack or plate compactor) is used 95% of the material's maximum standard Proctor
dry density (ASTM 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 moisture levels 2 1. We recommend that compacted structural fill be tested for moisture content and compaction during placement. Should the results of the in-place density tests
indicate the specified moisture or compaction limits have not been met, the area represented by the test should be reworked and retested as required until the specified moisture and
compaction requirements are achieved. 2. Specifically, moisture levels should be maintained low enough to allow for satisfactory compaction to be achieved without the cohesionless fill
material pumping when proofrolled. 5.2.4 Utility Trench Backfill All trench excavations should be made with sufficient working space to permil construction including backfill placement
and compaction. If utility trenches are backfilled with relatively clean granular material, they should be capped with at least 18 inches of cohesive fill in non-pavemenl 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 Ihe 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 exterior. The plug material should consist of clay compacted at a water content at or above the soil's
optimum water content. The clay fill should be placed to completely surround the utility line and be compacted in accordance with recommendations in this report. 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 through 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 . Conve nient . Innovative 8
Geotechnical Engineering Report Williams 80 Ft Communication Tower . Garfield County, Colorado June 20, 2011 • Terracon Project No. AD114029 5.2.6 Construction Considerations A lrerr<Jccm
COMPANY It is possible that the subgrade and/or base of over-excavations will be unstable upon initial exposure. Unstable subgrade conditions could worsen during general construction
operations, particularly if the soils are wet or subjected to repetitive construction traffic. The use of light construction equipment would aid in reducing subgrade disturbance. The
use of remotely operated equipment, such as a backhoe, would be beneficial to perform cuts and reduce subgrade disturbance. Should unstable subgrade conditions be encountered, stabilization
measures will need to be employed, and could consist of one of the methods outlined below. • Scarification and Recompaction -It may be feasible to scarify, dry, and recompact the exposed
soils. The success of this procedure would depend primarily upon favorable weather and sufficient time to dry the soils. Stable subgrades likely would not be achievable if the thickness
of the unstable soil is greater than about 1 foot, or if construction is performed during a period of wet weather when drying is difficult. • Crushed Stone -Crushed stone or crushed
gravel could be used to improve subgrade stability. Typical undercut depths would be expected to range from about 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 lrerracon 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 designing and constructing stable, temporary excavations
and should shore, slope or bench the sides of the excavations as required, to maintain stability of both the excavation sides and bottom. All excavations should comply with applicable
local, state and federal safety regulations, including the current OSHA Excavation and Trench Safety Standards. The geotechnical engineer should be retained during the construction phase
of the project to observe earthwork and to perform necessary tests and observations during subgrade preparation; proof-rolling; placement and compaction of controlled compacted fills;
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 likelihood of post construction foundation movement is a deep foundation supported in the formational claystone below the zone of moisture variation.
Drilled shaft piers will satisfy this condition. The communication tower may be supported by a drilled pier foundation system bearing within the shale/siltsotne bedrock. The drilled
shafts should be designed to support the loads entirely through 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 following tables. Reliable _ Responsive _ Convenient _ Innovative 10
Geotechnical Engineering Report Williams 80 Ft Communication Tower _ Garfield County, Colorado June 20, 2011 _ Terracon Project No. AD114029 Design Parameters Deplh Nominal Shaft Nominal
Tip Cohesion Below Unil Shaft Res. Tip Res. IShear Existing Weighl Resistance Factor Resistance Factor Slrenglh Grade (pcl) 2 (feel) 1 (psI) 3 <I> (psI) 4 <I> (psI) 0 -4 Ignore Ignore
Ignore Ignore Ignore Ignore Native Clay 115 250 0.55 NR ' NR' 475 4 -9 Shale and Siltstone 150 9,500 0.55 25,000 0.50 ' 1,000 Below 9 A lrerracon COMPANY Internal SIalic Angle of Strain
Lateral Friction , Subgrade <so Modulus (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 contacted 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 values without factors of safety. The tip resistance and shaft resistance are ultimate values 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 constructed to bear
in suitable materials as described above would be expected to experience long-term total settlement of less than Y.-inch. Differential settlement is not expected to exceed one-half of
the total settlement. Reliable _ Responsive _ Convenient _ Innovative 11
, ' Geotechnical Engineering Report Williams 80 Ft Communication Tower . Garfield County, Colorado June 20, 2011 . Terracon Project No. AD11 4029 5.3.1 Drilled Shaft Construction Considerations
A lrerrilcon 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. Specia lized drilling and use of rock
bits andlor 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 installed when personnel enter the shafts to clean andlor 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 hyd rostatic 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 andlor 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 Ft Communication Tower _ Garfield County, Colorado June 20, 2011 _ Terracon Project No. AD114029 5.4 Footing Foundations A lrerracon 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 psI 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 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 with the testing and observation discussed in this report, total settlement of footings supported over the 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. 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 _ Conve nient _ Innovative 13
· . Geotechnical Engineering Report Williams 80 Ft Communication Tower . Garfield County. Colorado June 20. 201 1 . Terracon Project No. AD114029 A lrerracan COMPANY 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 directl y 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 fo oting 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. OeSlQn Footing l evel " Recommended E .. cayation l evel 0---.... -rr __ -;-7*'T=n--..,.. ..... Overexcavation /Backfill
5.5 Seismic Considerations Code Used Site Classification 2009 International Building Code (IBC) ' 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. I ". 1 -~---; . , H For active pressure movement (0.002 H to 0.004 H) For at-rest pressure -No Movement Assumed Horizontal Finished Grade Retaining Wall Earth Pressure Coefficients
Earth Pressure Backfill Type Equivalent Fluid Surcharge Earth Pressure, Conditions Density (pet) Pressure, p, (pst) p, (pst) Active (Ka) On site Clay 50 (0.33)8 (50)H At-Rest (Ko) Onsile
Clay 70 (0.46)8 (70)H Passive (Kp) Onsile 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 Applicable conditions to the above include:
A lrcmacon COMPANY • 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 installed 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 granular 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 . Conve nient . Innovative 16
Geotechnical Engineering Report Williams 80 Ft Communication Tower _ Garfield County, Colorado June 20, 2011 _ Terracon Project No. AD114029 Layer of cohesive fill Foundation wall Free-cjraining
graded granular filter material or non-graded free-draining material encapsulated In an appropriate filler fabric (see report) A lrerracon COMPANY Backfill (see report requirements)
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 fiuid weighing 90 and 100 pet for active and at-rest conditions,
respectively. For granular backfill, an equivalent fiuid weighing 85 and 90 pcf 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 FI Communication Tower . Garfield County. Colorado June 20. 2011 . Terracon Project No. AD114029 A lrt!rracon 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 specifically or by implication any
environmental or biological (e .g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned
about the potential for such contamination or pollution, other studies should be undertaken. This report has been prepared for the exclusive use of our client for specific application
to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, either 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 . tnnovative 18
APPENDIX A FIELD EXPLORATION
" , Su bject site ------... 4000' 2000' Graphic sca le Vicinity Map Williams 80 foot Communication Tower Garfield County. Colorado 05127111 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 • 200' 100' I Graphic Legend Indicates approximate locations of Exploratory Test Borings 100' 200' --I scale Exploratory Test Bore Locations Williams 80 foot Communication Tower
Garfield County, Colorado .. 05127111 Fig. A-2
Geotechnical Engineering Report Williams 80 Ft Communicalion Tower . Garfield County, Colorado June 20, 201 1 . Terracon Project No. AD114029 Field Exploration Description A lrcmacon
COMPANY The proposed boring locations were laid out in the field by a Terracon engineer using a scaled site plan provided by the client 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 flight
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 O.D. split-barrel sampler the last 12 inches of the typical total 18-inch penetration by means of a 140-pound
hammer with a free fa ll of 30 inches, is the standard penetra tion resistance va lue (SPT-N). This value is used to estimate the in-situ relative density of cohesionless 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 significa ntly 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 fie ld log of each boring was prepared by the drill crew. These logs included visual classifications of the materials encountered during drilling as well as the driller's
interpretation of the subsurface conditions between samples. Final boring logs included with this report represent the engineer's interpretation of the field logs and include modifications
based on laboratory observation and tests of the samples. Reliable . Responsive . Convenient . Innovative Figure A-3
Symbol Notes: KEY TO SYMBOLS Description Clay, very silty, gravelly, cobbles, soft, moist, brown to black (CS) Interlayered Shale adn Siltstone, very hard, moist, variogated color brown/gray/red
(CLS-MLS) 1. SH -Thinwall 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 drive the sample 12 inches. 6. Exploratory test pits were excavated on 5/25/11 using a 4-inch diameter continuous flight
power auger . 7. These logs are subject to the encountered and limitations, report. Figure A-4 interpretation by GEG of the soils conclusions, and recommendations in this
""',I ,G EOTECHNICAL , PROJECT: Williams 80 foot tower CLIENT: ThinAir Communications PROJECT NO.: ADll4029 LOCATION: "S~ce,,-F!:!i,!>g.c!A~-,,2 _______________ ELEVATION: _____ _ LOG
OF TEST BORING TH-1 DRILLER: ~G~E~G,---________________ LOGGED BY: __ -"S~P __ DEPTH TO WATER> INITIAL: 'if NE AFTER 24 HOURS: ~ _____ _ DATE: 5/251l1 DEPTH TO CAVING: .s: 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. lnterlayered Shale and Siltstone, very hard, moist, variogated
color brown/gray/red (CLS-MLS) Bottom of boring when terminated: 25 ft. SPT 50/2 50f3 50/3 Notes This information ertains ani to this borin and should not be inter reted as bein indicitive
of the site. Figure A-5 PAGE 1 of1
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 lrerrilcan 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 resu lts 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
~'" ~~~~~~;;~t;l~o~~ A lJerracon COMPANY Job No. AD114029 TABLE B-1 SUMMARY OF LABORATORY TEST RESULTS Hole Depth Natural Cry 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 (%) Pressure Swell Angle of
(ps~ (%) (ppm) (%) (%) (ps~ Pressure Friction (Dsf) (Ceqrees) TH-1 4 18.5 85 ----0.0 250 NA --------Clay, gravelly (Cl) TH-1 5 29.5 --------------120 Clay, qravelly (Cl) 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 ....--.-----,------;--.,--,-r--.,-'::""':i:"':"':"':;':;"-=!= ':-:"":1' ~I' ~=-=,':'I'~-="':"':"';'-'--'------'------'I~I---'--' ~--~---"'1 .... "'"
' I 1~~~~ERA~EDJ,~ ~~I~~:~~~:~I--+-~~~~i+I--+-~~+-~I-4I~I~i~ . .... . 3~-+---+---+-+--+, ~~----+--+--+-I I' --'--------+---+-+----t--!--!----+-+-I • ,'i: i'~ i', 5f-+-+--+-+-+--+-f-~i
++__+-'f--+--+-,+, -,->--, -f'ooJi'-+...-. .f -+-+--f--','c-----+-+-+--1 ! "", I ! ,: ..... r--.ll I! 7I-H+++--+-----'--+--+I+:--I--+-+-----jI-+-+-+-I-H---F't"!i "f--!--,b;J;--H ! !
i I ! I I I I I I i 9f_+_+__+~+-+__+~f_~_+-+_++~,_+-+_----~~-f_+_+_+--+~---~+__1 I 11~+_+-+_~ __ +--i~~,-+~!--+-+-!+-_+~~_+--~i--~~_+~~i~_+~_+~ I I I I I , ' i i I 13f_+_+__+_++-+_---f_~~-+_---L~+__+
--~_+-+~f_+_+_-f_--_+__+_+~ Ii .!: i I ii" , i 15f-+-+-+--+--+--1f-f--+~1--+-+i-'~,~+-~:--i-+--~I--+-~-+~4,~-+~-+~ j' '! j! I 17~+-+~-+_+-+_-+-+_+-~-+_-L-L-r+_--+_+_~-_+-+_+_+_+_+_+'
-+~~~ ! i I I : i i Ii; i 19 100 200 Natural Dry Dens. Sat. 1 Moist. (pel) LL 52.0 % I 18.5 % 85.1 500 1000 2000 PI Sp. Gr. 2.65 Applied Pressure -psi Overburden (psi) Pc (psI) o MATERIAL
DESCRIPTION 0.05 Project No. AD 1 t 4029 Client: ThinAir Communications Project: Williams 80 foot tower Source: TH-l Elev.lDepth: 4 Terracon, Inc. Grand Junction, Colorado Cr 5000 Swell
Press. (psi) USCS Remarks: Swell % 0.943 AASHTO Figure B-2
, , i 6~~i -+-1-+-+--~~--~+-+-~~-+-T!_+-I~~-+-+!-+-+--~----~I' ~i!-+,I __ ~-+-+-+i~ ! I !I ! ii' iii i : 7~~-+~-+-+--~------+-+-~~-+-+-+~~--+-+-+-+-~--+-~-+~~~--+-+--4 ! I I II I I 8r-~-r-r+-r--+~--~
~---4r-r-~1-+~--r-~-+--+--+-+-+1-r+--+-+-+_~: I i I 9 100 200 Natural Dry Dens. Sat. I Moist. (pel) LL I 22.6 % 186.4 PI 500 Sp. Gr. 2.65 , I II , i 1000 Applied Pressure -psI Overburden
(psi) Pc (psI) 10 MATERIAL DESCRIPTION Project No. AD114029 Client: ThinAir Communications Project: Williams 80 foot tower Source: TH-l Elev.lDepth: 14 Terracon, Inc, Grand Junction,
Colorado 2000 Cr 0.Q2 5000 Swell Press. (psi) 1000 USCS Remarks: Swell % 0.2 AASHTO Figure B-3
-0.012 15 Results 1+ .~ C, psi 3.41 -0.008 ~,deg 24.3 Tan(~) 0.45 .~ C -0.004 10 .Q ,-.-------. 'w ro DilallM "-E -------,Q 0 l"'""' Q) 3 U5 0 ro ~ .. 'ro ----" , 2 LL 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 -r-Sample No. 1 2 3 -.. _. . -Water Content, % 20.5 20.5 20.5 25 Dry Density, pcl 64.8 64.8 64.8 , , ~ Saturation,
% 35.0 35.0 35.0 'c Void Ratio 1.5526 1.5526 1.5526 'w 20 "-Diameter, in. 1.83 1.83 1.83 '" ! 2 ------'" Height, in. , l" 1 1.71 1.71 1. 71 15 , U5 Water Content, % N/A N/A N/A Qro)
Dry Density, pel .c 3 1;) (j) 10 Q) Saturation, % f-;;;: Void Ratio ,_ .. -Diameter, in. 5 HeiQht, in. P" 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 l.l 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-l Depth: 9 Remarks: Proj. No.: ADll4029 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_3/8" I.D., 2" O.D., unless otherwise noted ST: Thin-Walled Tube -2" O.D., 3" O.D., 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. spltt-spoon sampler (SS) the last 12 inches of the total 18-inch penetration with a
140-pound hammer falling 30 inches is considered the "Standard penetration" or "N-value", WATER LEVEL MEASUREMENT SYMBOLS: WL: Water Level WS: WCI: Wet Cave in WD: DCI: Dry Cave in AB:
While Sampling While Drilling After Boring BCR: ACR: N/E: Before Casing Removal After Casing Removal Not Encountered Water levels indicated on the boring logs are the levels measured
in the borings at the times indicated. Groundwater levels at other times and other locations across the site could vary. In pervious soils, the indicated levels may reflect the location
of groundwater. In low permeability soils, the accurate determination of groundwater levels may not be possible with only short-term observations. DESCRIPTIVE SOIL CLASSIFICATION: Soil
classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are:
boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and
silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain
size. In addition to gradation, coarse-grained soils are defined on the basis of their in-place relative density and fine-grained soils on the basis of their consistency. CONSISTENCY
OF FINE-GRAINED SOILS Unconfined Standard Penetration Coml2ressive ar N-v.lue {SSt Consistenc~ Strength, Qu, IlsI Blaws/Ft. < 500 0-1 Very Soft 500 -1,000 2-4 Soft 1,000 -2,000 4-8 Medium
Stiff 2,000 -4,000 8 -15 Stiff 4,000 -8,000 15 -30 Very Stiff 8,000+ > 30 Hard RELATIVE PROPORTIONS OF SAND AND GRAVEL Descriptive Term(s) of other constituents Trace With Modifier Percent
of DrvWeight <15 15-29 ~ 30 RELATIVE PROPORTIONS OF FINES Descriptive Term(s) of other constituents Trace With Modifier Percent of Dry Weight <5 5 -12 > 12 RELATIVE DENSITY OF COARSE-GRAINED
SOILS Standard Penetration ar N-v.lue {SSt Blaws/Ft. 0-3 4-9 10 -29 30-50 > 50 Relative Density Very Loose Loose Medium Dense Dense Very Dense GRAIN SIZE TERMINOLOGY Major Component
of Sample Boulders Cobbles Gravel Sand Silt or Clay Particle Size Over 12 in. (300mm) 12 in. to 3 in. (300mm to 75mm) 3 in. to #4 sieve (75mm to 4.75mm) #4 to #200 sieve (4.75 to 0.075mm)
Passing #200 Sieve (0.075mm) PLASTICITY DESCRIPTION Term PI.stici!\! Index Non-plastic 0 Low 1-10 Medium 11-30 High > 30 Exhibit C-l
UNIFIED SOIL CLASSIFICATION SYSTEM Soil Classificat ion Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A Group Group Name s Symbol Gravels: Clean Gravels:
Cu > 4 and 1 .$ Cc $: 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 GM Silty gravel F,G, H GC Clayey gravel F,G,H
SW Well-graded sand I SP Poorly graded sand I coarse Fines classify as ML or MH fraction retained on Gravels with Fines: Coarse Grained Soils: More than 12% f ines C Fines classify as
CL or CH More than 50% reta ined NO. 4 sieve on No. 200 sieve Sands: Clean Sands: Cu ~ 6 and 1 :s: CC :5 3 E 50% or more of coarse less than 5%. fines 0 Cu < 6 andlor 1 > Cc > 3 E fraction
passes Sands with Fines: Fines classify as Ml or MH SM Silty sand G,H,I No.4 sieve More than 12% fines 0 Fines Classify as Cl or CH SC Clayey sand (.;.H ,I CL Lean clay K.LM ML SiltK.
.1.1 Inorganic: PI > 7 and plots on or above "A" line J Silts and Clays: PI < 4 or plots below "A" line J OL Organic clay ,L,I.1,N Organic silt K.L,M.O CH Fat clay K,l,M MH Elastic Silt
, _.M Liqu id limitless than 50 liquid limit -oven dried I Fine-Grained Soils: Organic: liquid limit -not dried I < 0.75 50% or more passes the No. 200 sieve Ino rganic: PI plots on
or above "A" line Silts and Clays: PI plots below "A" line OH Organic ClayK,L,M,P Organic silt I<.U.Q liquid limit 50 or more liquid limit -oven dried I Organic : I < 0.75 liquid limit
-not dried Highly o rganic soils: Primarily organic malter, 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. 6 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 req uire dual symbols: GW-GM well -graded gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly graded gravel
with silt, GP-GC poorly graded gravel with clay. J If Atterberg limits plot in shaded area, soil is a Cl -ML, si lty clay. 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, SPASM 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 conta ins <':: 30% plus No. 200, predominantly
gravel, add (O,oJ' E Cu = D601D1O Cc = ---'---"'''----D10 X D60 F If soil contains '":?: 15% sand, add "with sand" to group name. G If fines classify as Cl-ML, use dual symbol GC-GM,
or SC·SM. "g ravelly" to group name. N PI <!: 4 and plots on or above "A" line. o PI < 4 or plots below "A" line. P PI plots on or above "A" line. a PI plots below "A" line. 60 7o;J.~tlOn
Of 'flne.gr.\~.;;;-T--I--[-;-7 I I/,r ._-solis and fine-grained fraction 1//~ Equation of ~A~· tine ,,"v ~ [ . ~ Honzonlal at PI=4 toLL=25 5 /"' *" L 40 -then PI=O 73 (LL-20) --1--7
---,0 h /-+ ---j---+---I Equatron of -U" -line /~ 0 1= V.rt~.'atLL= 1 6toPI=7, /v '· 1 30 then PI=O 9 t -S) -, />(0'--V -----: ,¥ ~ "" .. OHI~_-_++-__ --_-:~=: 7 --.. ML /' 4 -0/I '
I ML or OL -.I __ I _ L...._-'--_______ L __ .J o 10 16 20 30 40 50 60 70 80 90 100 110 UOUID UMIT (LL) Exhibit C-2 , I
WEATHERING Fresh Very slight Slight Moderate GENERAL NOTES Description of Rock Properties Rock fresh, crystals bright, few joints may show sllght 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 1116 in. deep
by firm pressure ~n knife or pick point. Can be excavated in small chips to pieces about 1-in. maximum size by hard blows of the point of a geologist's pick. Soft Can be gouged or grooved
readily with knife or pick point. Can be excavated in chips to pieces several inches in size by moderate blows of a pick point. Small thin pieces can be broken by finger pressure. Very
soft Can be carved with knife. Can be excavated readily with point of pick. Pieces 1-in. or more in thickness can be broken with finger pressure. Can be scratched readily by fingernail.
Joint, Bedding and Foliation Spacing in Rock a Spacing Joints Bedding/Foliation Less than 2 in. Very close Very thin 2 in. -1 ft. Close Thin 1 ft. -3 ft. Moderately close Medium 3ft.-10ft.
Wide Thick More than 10 It. Very wide Very thick Rock Quality DeSignator (RQD) Joint Openness Descriptors RQD, as a percentage Diagnostic description Openness Descriptor Exceeding 90
Excellent No Visible Separation Tight 90-75 Good Less than 1/32 in. Slightly Open 75 -50 Fair 1/3210 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 Ihan 0.1 ft. Wide a. Spacmg refers to the distance normal to the planes, of the desCribed feature. which are parallel to each other or nearly so.
b. ROD (given as a percentage) = length of core in pieces 4 in. and longer/length of run. References: American Society of Civil Engineers. Manuals and Reports on Engineering Practice
-No. 56. Subsurface Investigation for Design and Construction of Foundations of Buildings. New York: American Society of Civil Engineers, 1976. U.S. Department of the Interior, Bureau
of Reclamation, Engineering Geology Field Manual. Exhibit C-3
Permit Card POST ON SITE Garfield County Permit NO. BLCO-9-11-2188 Building and Planning Department 108 81h Sireel, Suile 401 Glenwood Springs, CO 81 601 Phone: (970)945-8212 Fax: (970)384-3470
Issue Date: 10/5/2011 AGREEMENT Permit Type: Commercial Building Work Classification: New Expires : 04/0212012 In consideration of the issuance of the permit, the applicant hereby agrees
to comply with all laws and regulations related to the zoning, location; construction and erection of the proposed structured for which this permit is granted, and further agrees that
if the above said regulations are not fully complied with in the zoning, location, erection and construction of the above described structure, the permit may then be revoked by notice
from the County Building department and IMMEDIATELY BECOME NULL AND VOID. Commercial Building Owner's Name: Chevron USA Inc Job Address: DEBEQUE, CO Contractor/51 Williams Companies
Phone Primary Contractor (9 18)573-51 86 Ves Parcel #:213725300007 Owner's Phone: (970)245-5255 Total Square Feet: 80 Work Description: C-J~ Inspection Scheduling Code Inspection IVR
Comments Pass Date FIRE DISTRICT INSPECTIONS (PLEASE CALL FIRE DISTRICT) Footers 105 ok ~ /0-13-1/Foundation Walls 110 Framing 115 Drywall 120 Final 125 ok ....... 11-;)3-11 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:\Projec!SIPICITraiIRidgeI11 \0428_ TR 41 -35-597_
CommTower_ VicinilLMapWicinity.mxd mreynold 4128/2011 2:40:30 PM ur".~ rrllllamS. ~~
YOUR SABRE REPRESENT A TlVEIS Dustill Heil/e (800) 369-6690 ext: 11502 80' Sabre Model S3TL Series HDl Site Name: Parachute CO Sabre Sales Order Number 46087 Stamped Permit Package with
Foundation Sabre'· Towers & Poles A Division of Sabre Iudustries, inc. 2101 Murray Street • P.O. Box 658 • Sioux City, Iowa 51102 USA Phone: (712) 258-6690 • Fax: (712) 258-8250 www.SabreTowersandPol
es.com
Sabre'· Towers & Poles Structural Design Report 80' S3TL Series HD1 Self-Supporting Tower located at: Parachute, CO prepared for: THIN AIR COMMUNICATIONS INC by: Sabre Towers & Poles
™ Job Number: 46087 June 29, 2011 Tower Profile. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 Foundation Design Summary (Option
1). . . . . . . .. . . . . . . . . . . . . . . . . . . . . . 2 Foundation Design Summary (Option 2). . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 Maximum Leg Loads. .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 Maximum Diagonal Loads. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . 5 Maximum Foundation Loads. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 Calculations ....................................................
, A1-A10 Tower by Ie;[ Foundation by a.~ Approved by a~
j , !l " j I c :2 :~;! =• 0 §" i ~ ~ j c Projec t: C: \Output \S3TLHDI \-( 6087. LOD -..,,----~Sabre· =' TD ... "" Pol" »IT1:NNA LIS1' NOtES: 'i":-The tover ...adel is snL Series HOI
. 2. T r an~lIiuion lines He to be attached t o standard 6 h.ole waveguide ladders. 3. Azimu t h.! au relative lnot bued on true no r th). ~. Foundation load! shown are 'laxl'lu .. !.
5. ( I ) I " dia, Fl551 gude 105 anchor bo lts per leg, lIiniliw. 35 .S" e!l.bedment fro .. top of concrete to top of nut. 6. All unequal angles are or ien ted with. t he short Itg vertical.
7. This tOiler was designed for Structu re class ii, !xpo~u r e c" t eqor y C and Topaqraphic CateQo r y I . wHh a Crut Helqht o f 300 ' . B. The foundation l oads shown belaY are factored
l oads. 1'10 ELEV AlITEHHA tX-LI HE ". .(2 J DB~!9'Y '" ...... (2J 8' HHt. PS. idDeisehr llls '" ,'" '" '" 2' MATERIAL LIst NO TYPE A L 2"x2 "x1/8-8 L 2"x2"x3/16" TOTAL FOONDA'UON LOADS
H:21. 68 t V:12.28 k I'FI091 .96 k-ft T=-13.S3 k-ft Yaqi H:12 .53 k V"136.72 t t]:-139.19 k ,2, LN' '" '" l.KR-HIO '" LMR 600 Sabre Communications Corporation 2101 Mut"uy Stt"_t (P .O.
Sox 658). Sioux City, Iowa 51102-0658 Phone: (712) 258-66S10 Fax : (712) 258-8250 Client : THIN 1o.IR c<M«JNlCATIOHS INC Job No : 46087 Data: 28 jun 2011 Location : Parachute, CO Total
Heiqht: SO.OO' Tower Haight : BO.OO' Stanciat"d : TIA. 222-G-200S O .. iqn Wind' Ice: 9O!nph 0" ice' SOI!Iph 0 .25" ice Sheet: I
Two (2) #4 ties within top 5" of concrete Sabre'" No.: 46087 Page: 2 Date: 6/29/11 Towers & Poles By: ARH Customer: THIN AIR COMMUNICATIONS INC Site: Parachute, CO 80 ft. Model S3TL
Series HD1 Self Supporting Tower At 90 mph Wind with no ice and 50 mph Wind with 0.25 in. Ice per ANSlfTlA-222-G-2005. Antenna Loading per Page 1 2'-6" Dia. )1 ~ 1 C = == = =I~-=-m-~-=-~----=-r~--'-1
1 Grade 1 1111 1 1 1 1 r-----I 1 1 1 1 1L __ _ __ 1I 1 1 1 1 1 1 1 1 1 1 1 1------1 1 1 1 1 1 1 r------I 1 1 1 1 11--__ _ __ 11 1 1 1 1 1 1 i-----' 1 1 1 _ _ __ -.1 ELEVATION VIEW (4.09
Cu. Yds. each) (3 REQUIRED; NOT TO SCALE) b, "? N NN N Pier Notes: 1). Concrete shall have a minimum 28-day compressive strength of 4000 PSI, in accordance with ACI318-05. 2). Rebars
to conform to ASTM specification A615 Grade 60. 3). All rebar to have a minimum of 3" concrete cover. 4). All exposed concrete corners to be chamfered 3/4". 5). The foundation design
is based on the geotechnical report by Terracon, project no. AD114029, dated June 20,2011 . 6). See the geotechnical report for drilled pier installation requirements, if specified.
7). The foundation is based on the following factored loads: Factored uplift (kips) = 139.19 Factored download (kips) = 136.72 Factored shear (kips) = 12.53 8). This is a design drawing
only. Please see final construction drawings for all installation details Rebar Schedule per Pier (8) #7 vertical rebar w/#4 ties, two (2) within top 5" of pier then 12" CIC Information
contained herein is the sale property of Sabre Towers & Poles, constitutes a trade secret as defined by Iowa Code Ch. 550 and shall not be reproduced, copied or used in whole or part
for any purpose whatsoever without the prior written consent of Sabre Towers & Poles. 2101 Murray 51· P.O. Box 658· Sioux City, IA 51102·0658 · Phone 71 2.258.6690 · Fax 712.258.8250
Sabre'· Towers & Poles No.: 46087 Page: 3 Date: 6/29/11 By: ARH Customer: THIN AIR COMMUNICATIONS INC Site: Parachute, CO 80 ft. Model S3TL Series HD1 Self Supporting Tower At 90 mph
Wind with no ice and 50 mph Wind with 0.25 in. Ice per ANSlfTlA-222-G-2005. Antenna Loading per Page 1 \ Center of Tower ~ I \ M \ , I \ ill I \ I \ I .. \ I I \ I \ I \ G------1-------\
0 M, ill ( ( ~(TypicaIl) I~ 9'-3" ) ( 9'-3" 18'-6" PLAN VIEW Grade 18'-6" ELEVATION VIEW (20.65 Cu. Yds.) ) ) Two(2) #4 ties within top 5" of concrete 1 REQD.; NOT TO SCALE) ~t--1(J
I 'I' Co ~ Pier Mat Notes: 1). Concrete shall have a minimum 28-day compressive strength of 4000 PSI, in accordance with ACI 318-05. 2). Rebar to conform to ASTM specification A615 Grade
60. 3). All rebar to have a minimum of 3" concrete cover. 4). All exposed concrete corners to be chamfered 3/4". 5). The foundation design is based on the geotechnical report by Terracon,
project no. AD114029, dated June 20,2011. 6). This design requires 2' of Engineered Fill below the base of the mat. 7). See the geotechnical report for compaction requirements, if specified.
8). The foundation is based on the following factored loads: Factored download (kips) = 6.64 Factored overturn (kip-ft) = 1097.96 Factored shear (kips) = 21.68 9). This is a design drawing
only. Please see final construction drawings for all installation details Rebar Schedule per Mat and per Pier (8) #6 vertical rebar w/hooks al bottom w/#4 Rebar ties, two (2) within
top 5" of pier then 12" CIC (20) #6 horizontal rebar evenly spaced each way top and bottom. (80 total) Information contained herein is the sole property of Sabre Towers & Poles, constitutes
a trade secret as defined by Iowa Code Ch. 550 and shall not be reproduced, copied or used in whole or part for any purpose whatsoever without the prior written consent of Sabre Towers
& Poles. 2101 Murray S1-P.O. Box 658 -Sioux Ci1y, IA 51102-0658 -Phone 71 2.258.6690 -Fax 71 2.258.8250
DrawResu1ts Copyright (C) Guymast Inc. 2010 Phone: (416) 736-745 Licensed to: Sabre Communications Corporation 28 jun 2011 9:46:55 I Miaximum E1ev (ft) 80.0 72 64 56 48 40 32 24 16 8
o · · · Compression in Legs (kip) 140 120 100 80 60 40 20 I I I I I I I I ~1. 5 I r --.~ r--I 4.4 I -r--._-I -11.0 r--,._-_.1 -42 t 1 , -I I I I I I I ' 140 120 100 80 60 40 20 Project:
C:\Output\S3TLHD1\46087.MST Tension in Legs (kip) o 20 40 60 80 100 120 140 160 180 I I I I I I I I 80.0 f-72 48.2 L-I t-64 I -L------1 --56 '--I 101.3 i 48 '--l __ --40 '-I 32 135.9
L-24 ~---16 1 5.6 8 I I I I I I I I ' o o 20 40 60 80 100 120 140 160 180 4
DrawResu1ts Copyright (C) Guymast Inc. 2010 Phone: (416) 736-745 Li~ensed to: Sabre Communications Corporation I ~ximum E1ev (ft) 80.0 72 64 56 48 -Compression in Diagonals (kip) 10
5 I , , I , , , i I, I ! i 9.61 ! I o , -.... Tension in Diagonals (kip) 5 I I , -'-L I I I 10 1 28 jun 2011 9:46:55 80.0 l-72 l-64 9.6 56 I-48 40 ----I-40 -, 6.4 I '-6.4 i I -I J i
-L __ -32 24 32 24 16 16 ~.6 5.6 8 8 i o I • I I • I o 10 5 o 5 10 Project: C:\Output\S3TLHD1\46087.MST
DrawResults Copyright (C) Guymast Inc. 2010 Phone: (416) 736-745 Licensed to: Sabre Communications Corporation I Maximum TOTAL FOUNDATION LOADS (kip, ft-kip) INDIVIDUAL FOOTING LOADS
(kip) Project: c:\output\S3TLHD1\46087.MST t -13.53 ~.96 12.28~ ---;.. 21.68 1 12.52 10.22~ 139. 191 J136.n 8---; .. 12.53 28 jun 2011 9:46:55
46087.txt MAST -Latticed Tower Analysis (Un guyed) processed under license at: sabre communications corporation MAST GEOMETRY ( ft ) ;;================== PANEL NO.OF ELEV.AT ELEV.AT
TYPE LEGS BOTTOM TOP X 3 75.00 80.00 X 3 60.00 75.00 X 3 55.00 60.00 X 3 40.00 55.00 X 3 35.00 40.00 X 3 20.00 35.00 X 3 0.00 20.00 MEMBER PROPERTIES ================= MEMBER BOTTOM
TOP X-SECTN TYPE ELEV ELEV AREA ft ft in.sq LE 60.00 80.00 1.075 LE 40.00 60.00 2.254 LE 20.00 40.00 3.016 LE 0.00 20.00 3.678 DI 40.00 80.00 0.715 DI 0.00 40.00 0.484 HO 75.00 80.00
0.715 HO 55.00 60.00 0.715 HO 35.00 40.00 0.484 FACTORED MEMBER RESISTANCES =========================== (c)1997 Guymast Inc. 416-736-7453 on: 28 jun 2011 at: 9:44:48 F.W .. AT F.W ..
AT TYPICAL BOTTOM TOP PANEL HEIGHT 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.50 5.00 5.00 7.00 5.50 5.00 9.00 7.00 5.00 RADIUS ELASTIC THERMAL OF GYRAT MODULUS EXPANSN
in ksi jdeg 0.787 29000. 0.0000116 0.787 29000. 0.0000116 0.787 29000. 0.0000116 0.787 29000. 0.0000116 0.617 29000. 0.0000116 0.617 29000. 0.0000116 0.617 29000. 0.0000116 0.617 29000.
0.0000116 0.617 29000. 0.0000116 BOTTOM TOP LEGS DIAGONALS HORIZONTALS INT BRACING ELEV ELEV COMP TENS COMP TENS COMP TENS CaMP TENS ft ft kip kip kip kip kip kip kip kip 75.0 80.0 31.48
48.15 9.58 9.58 8.46 8.46 0.00 0.00 60.0 75.0 31.48 48.15 9.58 9.58 0.00 0.00 0.00 0.00 55.0 60.0 74.39 101.25 9.58 9.58 8.46 8.46 0.00 0.00 40.0 55.0 74.39 101. 25 9.58 9.58 0.00 0.00
0.00 0.00 35.0 40.0 110.98 135.90 6.39 6.39 5.82 5.82 0.00 0.00 20.0 35.0 110.98 135.90 6.39 6.39 0.00 0.00 0.00 0.00 0.0 20.0 142.05 165.60 5.63 5.63 0.00 0.00 0.00 0.00 * only 3 condition(s)
shown in full * Some concentrated wind loads may have been derived from full-scale wind tunnel testing page A1
460S7.txt LOADING CONDITION A ========================================================= 90 mph wind with no ice. Wind Azimuth: Oh MAST LOADING ====::=====;;;;==== LOAD ELEV APPLY ..
LOAD .. AT LOAD TYPE RADIUS AZI AZI ft ft C 75.0 0.00 0.0 0.0 C 66.0 0.00 0.0 0.0 C 50.0 0.00 0.0 0.0 C 50.0 0.00 0.0 0.0 D so.o 0.00 0.0 0.0 D 75.0 0.00 0.0 0.0 D 75.0 0.00 0.0 0.0
D 60.0 0.00 0.0 0.0 D 60.0 0.00 0.0 0.0 D 55.0 0.00 0.0 0.0 D 55.0 0.00 0.0 0.0 D 40.0 0.00 0.0 0.0 D 40.0 0.00 0.0 0.0 D 35.0 0.00 0.0 0.0 D 35.0 0.00 0.0 0.0 D 20.0 0.00 0.0 0.0 D
20.0 0.00 0.0 0.0 D 0.0 0.00 0.0 0.0 ANTENNA LOADING ==============:;:; ...... . ANTENNA ....... ATTACHMENT TYPE ELEV AZI RAD AZI ft ft HP 66.0 0.0 4.4 0.0 HP 66.0 0.0 4.4 120.0 SUPPRESS
PRINTING ... FOR THIS LOADING .. LOADS DISPL MEMBER FOUNDN INPUT FORCES LOADS no yes yes yes ...... FORCES ...... . ..... MOMENTS ...... HORIZ DOWN VERTICAL TORSNAL kip kip ft-kip ft-kip
1.03 0.39 0.00 0.00 0.04 0.02 0.00 0.00 0.29 0.07 0.00 0.00 0.29 0.07 0.00 0.00 0.12 0.05 0.00 0.00 0.12 0.05 0.00 0.00 0.13 0.05 0.01 0.06 0.13 0.05 0.01 0.06 0.16 0.07 0.01 0.06 0.16
0.07 0.01 0.06 0.14 0.06 0.01 0.06 0.14 0.06 0.01 0.07 0.16 0.07 0.01 0.07 0.16 0.07 0.01 0.07 0.15 0.06 0.01 0.07 0.16 0.07 0.01 0.07 0.16 0.07 0.02 0.07 0.17 0.08 0.01 0.06 ...........
ANTENNA FORCES .......... AXIAL SHEAR GRAVITY kip kip kip 4.06 0.00 0.54 4.06 0.00 0.54 . ........ MAXIMUMS ......... . ALL DISPL MEMBER FOUNDN FORCES LOADS no no no no TORSION ft-kip
0.00 0.00 LOADING CONDITION M ========================================================= 90 mph wind with no ice. Wind Azimuth: 0= page A2
MAST LOADING ::::========:;;:== LOAD ELEV APPLY .. LOAD .. AT LOAD TYPE RADIUS AZI AZI ft ft C 75.0 0.00 0.0 0.0 C 66.0 0.00 0.0 0.0 C 50.0 0.00 0.0 0.0 C 50.0 0.00 0.0 0.0 D SO.O 0.00
0.0 0.0 D 75.0 0.00 0.0 0.0 D 75.0 0.00 0.0 0.0 D 60.0 0.00 0.0 0.0 D 60.0 0.00 0.0 0.0 D 55.0 0.00 0.0 0.0 D 55.0 0.00 0.0 0.0 D 40.0 0.00 0.0 0.0 D 40.0 0.00 0.0 0.0 D 35.0 0.00 0.0
0.0 D 35.0 0.00 0.0 0.0 D 20.0 0.00 0.0 0.0 D 20.0 0.00 0.0 0.0 D 0.0 0.00 0.0 0.0 ANTENNA LOADING =====::;=::;;;:======= ....... ANTENNA ....... ATTACHMENT TYPE ELEV AZI RAD AZI ft
ft HP 66.0 0.0 4.4 0.0 HP 66.0 0.0 4.4 120.0 SUPPRESS PRINTING ... FOR THIS LOADING .. LOADS DISPL MEMBER FOUNDN INPUT FORCES LOADS no yes yes yes 460S7.txt ...... FORCES ...... ......
MOMENTS ...... HORIZ DOWN VERTICAL TORSNAL kip kip ft-kip ft-ki p 1.03 0.29 0.00 0.00 0.04 0.01 0.00 0.00 0.29 0.05 0.00 0.00 0.29 0.05 0.00 0.00 0.12 0.04 0.00 0.00 0.12 0.04 0.00 0.00
0.13 0.03 0.01 0.06 0.13 0.03 0.01 0.06 0.16 0.05 0.01 0.06 0.16 0.05 0.01 0.06 0.14 0.05 0.01 0.06 0.14 0.05 0.01 0.07 0.16 0.05 0.01 0.07 0.16 0.05 0.01 0.07 0.15 0.05 0.01 0.07 0.16
0.05 0.01 0.07 0.16 0.06 0.01 0.07 0.17 0.06 0.01 0.06 . .......... ANTENNA FORCES .......... AXIAL SHEAR GRAVITY kip ki p kip 4.06 0.00 0.40 4.06 0.00 0.40 ......... MAXIMUMS .........
. ALL DISPL MEMBER FOUNDN FORCES LOADS no no no no TORSION ft-kip 0.00 0.00 LOADING CONDITION Y ========================================================= 50 mph wind with 0.25 ice. Wind
Azimuth: 0= MAST LOADING ============ LOAD TYPE ELEV APPLY .. LOAD .. AT RADIUS AZI ft ft LOAD AZI .. .. . . FORCES ..... . HORIZ DOWN ki p ki p page A3 ...... MOMENTS ..... . VERTICAL
TORSNAL ft-kip ft-kip
46087.txt C 75.0 0.00 0.0 0.0 0.29 0.55 0.00 0.00 C 66.0 0.00 0.0 0.0 0.01 0.02 0.00 0.00 C 50.0 0.00 0.0 0.0 0.09 0.09 0.00 0.00 C 50.0 0.00 0.0 0.0 0.09 0.09 0.00 0.00 D 80.0 0.00
0.0 0.0 0.03 0.09 0.00 0.00 D 75.0 0.00 0.0 0.0 0.03 0.09 0.00 0.00 D 75.0 0.00 0.0 0.0 0.04 0.09 0.03 0.02 D 60.0 0.00 0.0 0.0 0.04 0.09 0.04 0.02 D 60.0 0.00 0.0 0.0 0.04 0.12 0.04
0.03 D 55.0 0.00 0.0 0.0 0.04 0.12 0.04 0.03 0 55.0 0.00 0.0 0.0 0.04 0.11 0.04 0.03 D 40.0 0.00 0.0 0.0 0.04 0.11 0.05 0.03 D 40.0 0.00 0.0 0.0 0.05 0.13 0.05 0.03 D 35.0 0.00 0.0 0.0
0.05 0.13 0.05 0.03 D 35.0 0.00 0.0 0.0 0.05 0.11 0.05 0.03 D 20.0 0.00 0.0 0.0 0.05 0.12 0.04 0.03 D 20.0 0.00 0.0 0.0 0.05 0.13 0.06 0.03 D 0.0 0.00 0.0 0.0 0.06 0.14 0.08 0.04 ANTENNA
LOADING ====:;;:;;;:::========= ....... ANTENNA ....... ATTACHMENT ........... ANTENNA FORCES .......... TYPE ELEV AZI RAD AZI AXIAL SHEAR GRAVITY TORSION ft ft kip kip kip ft-kip HP
66.0 0.0 4.4 0.0 0.81 0.00 1.25 0.00 HP 66.0 0.0 4.4 120.0 0.81 0.00 1.25 0.00 SUPPRESS PRINTING ================= ... FOR THIS LOADING .. . ........ MAXIMUMS .......... LOADS DISPL
MEMBER FOUNDN ALL DISPL MEMBER FOUNDN INPUT FORCES LOADS FORCES LOADS no yes yes yes no no no no MAXIMUM MAST DISPLACEMENTS: =========================== ELEV ------DEFLECTIONS (ft)-------TILTS
(DEG)---TWIST ft NORTH EAST DOWN NORTH EAST DEG 80.0 -0.893 A 0.647 J 0.007 A -1. 026 A 0.742 J -0.522 B 75.0 -0.804 A 0.582 J 0.006 A -1.026 A 0.741 J -0.522 B 70.0 -0.714 A 0.517 J
0.005 A -1.022 A 0.737 J -0.522 B 65.0 -0.624 A 0.453 J 0.004 A -1.006 A 0.723 J -0.513 B 60.0 -0.536 A 0.389 J 0.003 A -0.964 A 0.692 J -0.464 B 55.0 -0.451 A 0.328 J 0.003 A -0.923
A 0.662 J -0.416 B 50.0 -0.373 A 0.272 J 0.002 A -0.858 A 0.617 J -0.369 B 45.0 -0.296 A 0.217 J 0.002 A -0.772 A 0.556 J -0.322 B 40.0 -0.232 A 0.171 J 0.001 Y -0.658 A 0.475 J -0.275
B 35.0 -0.175 A 0.130 J 0.001 Y -0.565 A 0.410 J -0.215 B 30.0 -0.130 A 0.097 J 0.001 Y -0.474 A 0.345 J -0.167 B 25.0 -0.090 A 0.067 J 0.001 Y -0.381 A 0.279 J -0.127 B 20.0 -0.060
A 0.045 J 0.001 Y -0.291 A 0.213 J -0.094 B 15.0 -0.035 A 0.027 J 0.001 Z -0.217 A 0.160 J -0.066 B Page A4
10.0 5.0 0.0 -0.019 A 0.005 G 0.000 A 0.014 J -0.004 D 0.000 A 46087.txt 0.000 9 -0.145 A 0.000 Z -0.071 A 0.000 A 0.000 A MAXIMUM ANTENNA AND REFLECTOR ROTATIONS; 0.107 J 0.053 J 0.000
A -0.041 B -0.019 B 0.000 A ELEV ft All TYPE deg * ........ BEAM DEFLECTIONS (deg) ....... . PITCH YAW ROLL TOTAL 66.0 66.0 0.0 HP 0.0 HP -0.726 J -0.726 J MAXIMUM TENSION IN MAST MEMBERS
(kip) ===================================== ELEV ft LEGS DIAG 80.0 ---------------------0.06 U 0.48 L 75.0 ---------------------1.24 M 1.03 T 70.0 ---------------------4.75 M 2. SO X
65.0 ---------------------13.01 M 8.64 A 60.0 ---------------------26.40 M 7.72 M 55.0 ---------------------41. 86 M 7.76 L 50.0 ---------------------56.41 M 8.43 X 45.0 ---------------------74.04
M 8.61 L 40.0 ---------------------85.90 M 5.86 M 35.0 ---------------------95.85 M 5.10 F 30.0 ---------------------102.49 M 4.97 M 25.0 ---------------------110.75 M 4.58 F 20.0 -------------------
--116.89 M 4.48 M 15.0 ---------------------124.12 M 4.34 F 10.0 ---------------------129.93 M 4.27 X 5.0 ---------------------136.54 M 4.27 F 0.0 ---------------------0.509 B 0.509
B HORIZ 0.21 R 0.04 G 0.03 M 0.05 G 1.74 N 0.14 A 0.05 S 0.14 A 0.72 S 0.10 A 0.00 A 0.08 A 0.01 A 0.05 A 0.01 S 0.04 A 0.00 A MAXIMUM COMPRESSION IN MAST MEMBERS (kip) page AS 1.009
A 1.009 A BRACE 0.00 A 0.00 A 0.00 A 0.00 A 0.00 A 0.00 A 0.00 A 0.00 A 0.00 A 0.00 A 0.00 A 0.00 A 0.00 A 0.00 A 0.00 A 0.00 A 0.00 A 0.794 P 0.794 P
ELEV ft 80.0 75.0 70.0 LEGS -0.17 B -1. 74 K -5.46 G DIAG -0.44 R -1. 07 B -2.52 F 65.0 ---------------------60.0 55.0 50.0 45.0 -14.26 G -25.92 G -40.37 G -53.83 G -70.59 G -7.40 R
-7.45 L -7.90 X -8.31 L -8.67 X 40.0 ----------------------81. 82 G -5.53 F 35.0 ---------------------30.0 25.0 -91. 73 G -98.37 G -106.77 G -5.23 M -4.81 F -4.57 M 20.0 ----------------------113.10
G -4.44 F 15.0 ----------------------120.65 G -4.32 X 10.0 ----------------------126.81 G -4.29 F 5.0 ----------------------133.84 G -4.25 X 0.0 46087.txt HORIl -0.24 L -0.03 X -0.03
H -0.05 X -1. 75 c -0.12 5 -0.05 A -0.12 S -0.84 A -0.09 S 0.00 S -0.07 S -0.01 S -0.05 S -0.01 A -0.03 S 0.00 A MAXIMUM INDIVIDUAL FOUNDATION LOADS: (kip) --------------LOAD---COMPONENTS------------
NORTH EAST DOWN UPLIFT 12.52 G -10.22 C 136.72 G -139.19 M MAXIMUM TOTAL LOADS ON FOUNDATION: (kip & kip-ft) ~================================================= BRACE 0.00 A 0.00 A 0.00
A 0.00 A 0.00 A 0.00 A 0.00 A 0.00 A 0.00 A 0.00 A 0.00 A 0.00 A 0.00 A 0.00 A 0.00 A 0.00 A 0.00 A TOTAL SHEAR 12.53 G ------HORllONTAL-----DOWN ---------OVERTURNING---------NORTH EAST
TOTAL NORTH EAST TOTAL @180.0 @180.0 -21. 7 17.2 21. 7 12.3 -1098.0 819.0 1098.0 A J A j A J A page A6 TORSION -13.5 B
DRILLED STRAIGHT PIER DESIGN BY SABRE TOWERS & POLES Tower Description 80' S3TL Series HD1 Customer Name THIN AIR COMMUNICATIONS INC Job Number 46087 Date 6/29/2011 Engineer ARH Factored
Uplift (kips) Factored Download (kips) Factored Shear (kips) Ultimate Bearing Pressure Bearing <l>s Bearing Design Strength (ksf) Water Table Below Grade (ft) Bolt Circle Diameter (in)
Top of Concrete to Top of Boltom Threads (in) Pier Diameter (ft) HI. Above Ground (ft) Pier Length Below Ground (ft) Quantity of Bars Bar Diameter (in) Tie Bar Diameter (in) Spacing
oITies (in) Area of Bars (in2) Spacing of Bars (in) fc (ksi) fy (ksi) Unit WI. of Concrete (kcf) Download Friction <l>s Uplift Friction <l>s Volume of Concrete (yd3) Skin Friction Factor
for Uplift I Download: Factored Net Weight of Concrete (kips) f-___ O"'."'4 _ --; Bearing Design Strength (kips) 0.0 Anchor Bolt Count (per leg) Minimum Pier Diameter (ft) Minimum Area
of Steel (in2) I·· AI Skin Friction Design Strength (kips) 533.5 Download Design Strength (kips) Factored Net Download (kips) lilliIJJ!.
DRILLED STRAIGHT PIER DESIGN BY SABRE TOWERS & POLES (CONTINUED) Uplift: Nominal Skin Friction (kips) We, Weight of Concrete (kips) WR, Soil Resistance (kips) <!Js(Wr+Wc) (kips) Uplift
Design Strength (kips) Pier Design: Design Tensile Strength (kips) $V, (kips) ~Vc=~2(1 +NJ(SOOfo.g))f c 1I2bwd (kips) V, (kips) Maximum Spacing (in) Anchor Bolt Pull-Out: Wc=$1..(2/3)f
c 112(2.8AsLOPE+ 4AFLAT) Rebar Development Length (in) Condition Download Uplift Area of Steel Shear Anchor Bolt Pull-Out Interaction Diagram Visual Check 979.8 12.6 511.9 288.S 46.9
1 is OK, a Fails 1 1 1 1 1 1 Factored Uplift (kips) Tu (kips) Vu(kips) ••• V, max = 4 f c 112bwd (kips) (Only if Shear Ties are Required) ••• Ref. ACI11.S.5 & 11.S.6.3 Pu (kips) R""";,',,rl
Length of Development (in .. I
MAT FOUNDATION DESIGN BY SABRE TOWERS & POLES Tower Description Customer Project Number Date Engineer Overall Loads: Factored Moment (tt-kips) Factored Axial (kips) Factored Shear (kips)
Individual Leg Loads: Factored Uplitt (kips) Factored Download (kips) Factored Shear (kips) Width ofTower (tt) Ultimate Bearing Pressure Bearing (»s Overturning (»s Bearing Design Strength
(ksf) Water Table Below Grade (tt) Width of Mat (tt) Thickness of Mat (tt) Depth to Bottom of Slab (tt) Bolt Circle Diameter (in) Top of Concrete to Top of Bottom Threads (in) Diameter
of Pier (tt) HI. of Pier Above Ground (tt) HI. of Pier Below Ground (tt) Quantity of Bars in Mat Bar Diameter in Mat (in) Area of Bars in Mat (in2 ) Spacing of Bars in Mat (in) Quantity
of Bars Pier Bar Diameter in Pier (in) Tie Bar Diameter in Pier (in) Spacing ofTies (in) Area of Bars in Pier (in 2) Spacing of Bars in Pier (in) fc (ksi) fy (ksi) Unit WI. of Soil (kcf)
Unit WI. of Concrete (kcf) Volume of Concrete (yd') 80' S3TL Series HD1 THIN AIR COMMUNICATIONS INC 46087 6/29/2011 ARH 20.65 Anchor Bolt Count (per leg) Tower eccentric from mat {ft)=I"
.~ " J"ol Max. Factored Net Bearing Pressure (ksf) Minimum Mat Width (tt) trljJli'llJ!W~1 Minimum Pier Diameter (tt) Equivalent Square b (tt) Recommended Spacing (in) flt1i6l@~.211 Minimum
Pier As (in2) Recommended Spacing (in) p.A4
MAT FOUNDATION DESIGN BY SABRE TOWERS & POLES (CONTINUED) Two-Way Shear: Average d (in) q,Vc(kips) q,Vc= q,(2 + 4/Ilclfc'12bod q,Vc =<j>(asd/bo+2)f c 112bod "'V = "'Af 112b d 'f c 'f"'T
C 0 Shear perimeter, bo (in) Ilc Stability: Resisting moment Overturning Design Strength (ft-k) One-Way Shear: q,Vc (kips) Pier Design: Design Tensile Strength (kips) <j>Vn (kips) <j>Vc=q,2(1
+N.I(500Ag))f c 112bwd Vs (kips) Maximum Spacing (in) Actual Hook Development (in) Anchor Bolt Pull-Out: q,P c=q,A(2/3)f c 1I2(2.8AsLOPE+ 4AFLAT) Pier Rebar Development Length (in Flexure
in Slab: q,Mn (ft-kips) a (in) Steel Ratio 111 Maximum Steel Ratio (.75Pb) Minimum Steel Ratio Rebar Development in Pad (in) Condition Minimum Mat Width Maximum Soil Bearing Pressure
Pier Area of Steel Pier Shear Two-Way Shear Overturning Anchor Bolt Pull-Out Flexure Steel Ratio Length of Development in Pad Interaction Diagram Visual Check One-Way Shear Hook Development
Minimum Mat Depth 639.0 649.6 426.0 139.02 1 13.50 • {,l ~, ,1 c~"---~ \m\" ~~ 0.85 0.0214 1 is OK, 0 Fails 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Vu (kips) Factored Overturning Moment (ft-k) Vu
(kips) Tu (kips) Vu (kips) ••• Vs max = 4 f c 112bwd (kips) (Only if Shear Ties are Required) Req'd Hook Development Idh (in) ••• Ref. ACI 11.5.5 & 11.5.6.3 Pu (kips) Required Length
of Development (in) Mu (ft-kips) Required Development in Pad (in) 1.~[I).2j$1 1~~llf>,;;;V~~1 ii'P~MlJl,~Q 9.96
YOUR SABRE REPRESENTATIVE IS Dustin Heine (800) 369-6690 ext: 11502 Sabre Industries) Towers and Poles Thin Air Communications 80' Sabre Model S3TL Series HDI Site Name: Parachute CO
Sabre Sales Order Number 46087 Final Erection Drawing
LEGS 4.000 0.0. X .318 I 3.500 0.0. X .300 DIAGONALS l 2 X 2 X 1/6 HORIZONTALS NONE I L 2 X 2 X 1/B BAYS/SECTION 4 BAYS SECTION INE:IGHT 1520 L8S. I 1268 LBS. I '~" ~ z ~ [ UNLESS cm!ERWISE
SPECIFIED I W'lt:RW.: NJ. on.tENS.O~ 1NCU.a: FlNISHES NIO ARE IN INCHES ~~ ~-)) ITOl..ERANCES: FRACTlONS ± 1/16" AAGl.£S ± 1/2. OEC.I TOL.ERANCES 00 NOT APf>...Y DEClw.t.S ± .01 D" TO
RAW W.TER~ g'-o· PLAN VIEW '"'' ""~~ IIIIIIIIIIIII~IIIIIIIII~ ~IIIIIIIIIIIIIIIIIIIII 2.875 0.0. X .276 I 2.375 0.0. X .154 L 2 X 2 X 3/16 L 2 X 2 X 3/16 1151 lBS. I ~Sabre' iii Towers
& Poles 875 L8S. MASTER: 80 FT. MODEL S3TL-HDI SITE: PARACHUTE, CO CONFIDENTIAL CUSTOMER: THIN AIR COMMUNICATIONS INC Thl' documont and tho fnform<rtlon cantolnecl herein tl th, contldMtIaI
trade secret propDl"ly of Sabre CommunlcaUon3 CorponlUOtI rScbn!") and mu.t not b, raprDduced, cq>\DcI or ulMlG', In ..nolo or Tn port. for any purpo •• wltltout till prior written con...,t
of Sobra. 02011 Sabnl Communlcatknl CotporaUon. AllrIcrt'It,ro......,d. JOB NO. 46087 DATE ORAlIN BY 7/11/11 DU< CHECKED BY I ZAK -,: srzE REV B o
DRAWING !lST 460B7-Fl . . • .. . ... CAISSON FOUNDATION 46087-F2 . • . . MAT & PIER FOUNDATION 900537 . . . • . _ TOV'lER BASE INSTALLATION 46087-508 •..•...•• SECTION a FT. -20 FT.
46087-507 . .. • •... SECTION 20 FT. -40 FT. 46087-506-1 . • . • . . • SECTION 40 FT. -60 FT. 46087-506-2 . . . . . • . SECTION 60 FT. -80 FT. 46087-581 • . . .• •. STEP BOLT ATTACHMENT
INSTALLATION C30011-1 .. _ .••..• SAFETY CLIMB BOTTOM MOUNTING BRACKET C30011-2 ..•....... SAFETY CLIMB TOP MOUNTING BRACKET C30003001 . • • . . . . • . SAFETY CUMB INTERMEDIATE BRACKET
460B7-WGl ..•..•... WAVEGUIDE LADDER INSTALLAll0N 9030198 .••.•.••••• WAVEGUIOE LADDER (6 HOLE) 9030561 . • . . . . . • .. TOWER LEG CAPS 460B7-5Al •..••.•.. 3' SIDEARMS C 75' 46087-sn
.•.....•. SWlVEl KNUCKLE TIEBACK KITS FOR SIDEARMS @75' 460B7-PMt . .. • .... 4 1/2 0.0. PIPE MOUNT KITS 03 66' 46087-DT1 ...•..• STiFFARM MOUNT KITS FOR PIPE MOUNTS 0 66' 9014671 •.....•....
BOLT INSTALLATION 906956 . . . . . TO'NER NAME PLATE 907901 . " ..•..•. INVENTORY REQUIREMENT SHEET BOM-1 . • . • . • . . . •. BILL OF MATERIAL UNlESS cmtERWISE SPECIFIED AU. DlWalSIONS
INa.uOE FINISHES ANO ARE: IN INCHES 'TtlI.DWICES: f'RIICOOHS ± 1/"." N<IGl£S :t 1/2 om. DECIMALS ± .010" DAlE bRWICHI IllIm ~m 11m 1111111111 ~IIIIIIIIIIIIIIIIIIII TOWER DESIGN INFORMATION
THIS ERECTION DRA'MNG PACKAGE IS BASED ON THE STRUClURAL ANALYSIS NO. 46087. TOWER DESIGNED AT 90 MPH WITH NO ICE &: 50 MPH WITH 1/4~ ICE PER ANSI/TIA-222-G-200S, STRUClURE ClASS n,
EXPOSURE CATEGORY C AND TOPOGRAPHIC CATEGORY 4, 'MTH A CREST HEIGHT OF :300'. ~~ [ ELEY. 75' 66' 66' 50 TO...EfWtCES DO NOT N'P!..y TO_""'~ TOWER ANTENNAS ..... .,,,,, v , I", 3' SIDEARMS
(2) 8' H:e.~~SHES I TMA I 2' YAGI rs,Sabre' ~ Towers & Poles LOADING MASTER: 80 FT. MODEL S3TL-HDI SITE: PARACHUTE, CO CONFIDENTIAL Thill document and the Inlormatl ... contained han"n
Is the canfldentlal trod • CUSTOMER-THIN AIR COMMUNICATIONS INC ''''''''''~ • ocr.t praperty of Sabre CotTvnunk:crtlana Cofporatian ("SatIn.-) and mu.t not b. reproduced, copied or uud,
k1 whole or In part. lor an)' purp.u without the prior wrttten c",,,,ent of Sabre. 02011 Sab", Cornmunlcatianl Corporotlan. ,lJlrlghto .... ~. JOB NO. 46087 I ;IZE I I •• d., B DATE
I '1"1" DRAYN BY DLK CHECKED BY ZAK 46087-MS DRA'lIDfG NO. I~ SCALE 1 PAGE NONE 2 OF 2
'"'''' "" .. "".,,"""'"'' " .. ". """" "" 2' 6~~ r--=-REINFORCING STEEL SCHEDULE I~ ITEM LOCATION NO. REO'O. BAR SPC'G. SIZE CUT LGn;. TOTAL LGn;. TOTAL WT. SHAPE CD PIER VERTICAL 24
EQUALLY Ifl 22'-0» 528'-0~ 1079 LBS. S1RAIGHT 10 I!~SEE ANCHOR BOLT REINFORCING SPACED @PIER TIES 72 SPA~7~ j4 7'-6~ 540'-0~ 12" C C 361 LBS. O=:TI~ I TOTAL REBAR ViT. 1440 LBS. ! ~~
.m~~I\ '"."~ .. ANCHOR BOLT SCHEDULE ITEM PART NO. I NO. REO'O. ANCHOR BOLT SIZE SPACING ~ @C40041 058 12 1 tlJ X 4'-3" EOUALLY SPACED ~ /I '\ , c-TEMPLATE SCHEDULE ITEM PART NO. NO.
REO'O. BOLT CIRCLE /,,/ZOv~ \ 0 C30139102 6 g" n? /" 'r", I CONCRETE REQ'D I " ,~ L PER PIER 4.09 CU. YDS. . . . . TOTAL 12.27 CU. YDS. --------~ (:J \:: GENERAL NOTES 4'-6~ 4'-6-1.
CONCRElE SHAll. HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 4000 PSI. IN ACCORDANCE W1TH ACI 318-05. (2 REBAR TIES REQ'!) IN THE TOP 5~) 2. REBARS TO CONFORM TO ASTM SPECIFICATION
A61S GRADE 60. g'-O" 3. All. REBAR TO HAVE A MINIMUM Of' 3-CONCRElE COVER. PLAN VIEW 4. All. EXPOSED CONCRETE CORNERS TO BE CHAMFERED 3/4". 5. THE FOUNDATION DESIGN IS BASED ON THE GEOlECHNICAL
REPORT BY lERRACON, PROJECT NO. AD114029, DAlEO JUNE 20, 2011. SEE N01E #1 I~ 6. SEE THE GEOlECHNICAL REPORT FOR DRILLED PIER INSTALLATION REQUIREMENTS, IF SPECIFIED. 7. THE FOUNDAllON
IS BASED ON THE FOLLOWING FACTORED LOADS: GRADE 10 FACTORED UPUFT (KIPS) :: 139.19 FACTORED DOWNLOAD (KIPS) = 136.72 • 111m ;;11111 I 1111111' 011111 FACTORED SHEAR (KIPS) ::I: 12.53
3 8. ONE ANCHOR BOLT MUST BE AUGNED DlREC1L Y WITH THE CENlER OF THE TOWER. (TYPICAL) 4 ~~ :., 1,0 I N N N UNLESS tmiERWISE S ,~ lUiTERIAl.:: N AU. DlWEN$11)NS INCLUDE FINISHES HID ARE
IN INCHES (jSabre" FOUNDATIQN' 80 FT. MODEL S3TL-HD! ~h.I JI TOLERANCES, AFRNAGCILnSO N'*S' 1± /21 /!1lE6G" . TOU:RAHC£S DO NOT o'J'PlY Towers & Poles _ SITE: PARACHUTE, CO ,. 1 OECII.W.S
:i: .010' TO RAW WllERlAL CONFIDENTIAL CUSTOMER: THIN AIR COMMUNICATIONS INC L .J Thl:l cIocument and the information -contained horeln I. the C«Ifldentlgl trade d No:r.n property of
Scbre Communk:otlonl JOB NO. 46087 S~E I DRAWING NO. I~ CorporoUor! ("Sabre") and must not be rIIP""Dduced, copied or ..,sod, In whole or Tn DATE 06/30/11 46087 F1 part, for any pU'1'oae
wlthO\lt the prior ELEVATION VIEW wrltt!ln COIle".,t of S<lbrtt. DRAlfN BY RWM I SCALE I PAGE 02011 Sabre Convnunloatlon. Corporation. M" , """""''' All rl Ms reeervecl. CHECX1!D BY
KTW NONE 1 OF 1
'"'''''''''''''''''''''''' " .. " ..... """" "" "'-(ROUND PIER AS SHOWN. REINFORCING STEEL SCHEDULE MAYBE FORMED SQUARE ITEM LOCATlON NO. REQ'D. BAR SPC'G. SIZE CUT LGTH. TOTAL lGTH.
TOTAL 'NT. SHAPE USING SAME OVERALL CD PAD TOP 40 EQUALLY #6 18'-0" 720'_0" 1081 LBS. STRAIGHT DIMENSIONS. REINFORCING SPACED @PAD sonOM 40 EQUAllY #6 18'-0" 720'-0" 1081 lBS. STRAlGHT
;" CENTERUNE " REINFORCING SPACED ;::, I SEE ANCHOR BOLT ;" @PIER VERTlCAl 2' . EQUAllY #6 4'-9" 114'-0" 171 LBS. ---.J N AUGNMENT NOTE. REINFORCING SPACED N I @SPACED "-;" PIER TlES
15 #. 7'-6" 112'-6" O:::][~ 12" c/e 75 lBS. ~ \ m TOTAL REBAR WT. 2408 LBS. I \ 1-;" ANCHOR BOLT SCHEDULE I xk/-'~ '., ITEM PART NO. NO. REO'D. ANCHOR BOLT SIZE SPACING /" O,c-,04'&41
® C40041 058 I 12 1 21 X 4'-3" EQUAllY '<0> <-SPACED . . CONCRETE ROUND SQUARE I )(~ -V" TEMPLATE SCHEDULE " ITEM PART NO. NO. REO'D, BOLT CIRCl REQ'D PIERS PIERS I ;" @C30139102 I PAD
19.01 CU. YDS. 19.01 CU. YDS, 4'-6" 4'-6" 6 9" PIERS 1.64 CU. YDS. 2.08 CU. YDS. TOTAL 20.65 CU. YDS. 21.09 CU. YDS. g'-O" GENERAL NOTES 1. CONCRElE SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE
SlRENGTH OF 4000 PSI, IN ACCORDANCE W11H ACI 318-05. (2 REBAR TlES REQ'D IN THE TOP 5") 2. REBAR TO CONFORM TO ASTM SPECIFlCA TION A615 GRADE 60. 9'-3" 9'_3N , 3. All REBAR TO HAVE A
MINIMUM OF 3" CONCRETE COVER. 4. All EXPOSED CONCRETE CORNERS TO BE CHAMFERED 3/4". 18'-6" 5. THE FOUNDATION DESIGN IS BASED ON THE GEOTECHNICAL REPORT BY TERRACON, PROJECT NO. AOl14029,
3-PLAN YIElY "lJ DAlEO JUNE 20, 2011. 2'-6" ~ SE:jNOTE #1 4. THIS DESIGN REQUIRES 2' OF THE ENGINEERED FILL BELOW THE SASE OF lHE MAT. w 1'-0" ~ 6. SEE THE GEOTECHNICAL REPORT FOR COMPACTION
REQUIREMENTS, IF SPECIFIED. 7. lHE FOUNDATION IS BASED ON THE FOUO'NING FACTORED LOADS; FACTORED DOWNLOAD (KIPS) = 6.64 + GRADE =1= llllll~-FACTORED OVERTURN (KIP-i=T) :: 1097.96 =1111111
{~ ~IIII 1 FACTORED SHEAR (KIPS) = 21,68 b REBAR DETAIL 8. ONE ANCHOR BOLT MUST BE AUGNEO DIRECTLY 'NIlH THE CENTER OF THE TO'NER. (TYPICAL) I I ?~ ;., I I (PIER VERTlCAL REBAR) ~ T
T " I' I {D b ;,. , I-;,. UNL£SS OTHERWISE SPECIFIED ~~ .---I V-'-...-r---1----. -.--.-"'-1; tl--. --. AU. DIMENSIONS INCL\JD£ ~, FINISHES AND ARE IN INCHES Cj5abre-FOUNDATION: 80 FT,
MODEL S3TL-HOI TOLflW<ICES: FRICfIONS ± 1/18" '--"_-.'-.J---..--"L ...._L ...L;. ,-"--'--"_ ___ ....L ...L_. ...L..J. L ...'--"L--I_'--, N«lI.ES ± 1/2 om. TOI.ERANC£S DO NOT N"PLY Towers
& Poles . SITE: PARACHUTE, CO DECIt.W.S ± .Q1 O' TO RAW WiTERw.. I r/I CONFIDENTIAL CUSTOMER: THIN AIR COMMUNICATIONS INC this dot;I,Im""t CI'\d the lnfonnollon contolMd IIereIn Is the
confidential trade .ecret proporty of Sclbre Communications S~E I DRAWING NO. I~ 18'-6" Corporation ("Sabre") Orld must not be JOB NO. 46087 f'e!'I'Odu~ COIlIed or Uled, In whola or
In DATE 06/30/11 46087 F2 port. for any p""p ..... without th" prior ELEVATION VIEW .,,' , wrltt. .. conntlt of S<lbra.. DRAWN BY RWM I SCALE I PAGE DESCRIPTION ~12~:~unlc<rtJona Corporatlotl.
CHECKED BY KTWV NONE 1 OF 1
I I I I DIAGONAL TOWER LEG~ I I I I I I I I I I I I I I " /' I ,...-ANCHOR BOLT I I I I "Z b ~ . _ A/::j! I k~\::·:;:.:··::':S:z;:·;:,'·<::·>d I II· ::hs L£VEUNG NUT /. .: • J -,~ I·
, , I I ,',:-:1 ELEVATION VIEW CONCRETE FOUNDATION NOTES: 1. AFTER l11E TOWER HAS BEEN PARllALlY ERECTED AND PLUMBED, INSTALL 2-MIN. OF GROUT BET'NEEN "THE BASE PLATE AND "THE TOP OF
lHE FOUNDATION. 2. WrlEN IN5TALUNG GROUT, PROPER DRAINAGE MUST BE ASSURED. EllHER -VEE-THE GROUT UNDER THE TOVf£R LEGS OR INSTAll A SMALL DRAIN PIPE. 3. GROUT IS TO BE A NON-SHRINK,
HIGH STRENGTH GROUT 'MlH A MINIMUM COMPRESSIVE 51RENG111 OF 5000 psi. INSTALL GROUT PER MANUFACTURER'S RECQMMENOA TlONS. TOWER BASE INSTALLATION B 7
g'-o· ELEVATION VIEW 6 1 -SPLICE BOLTS LIST OF MATERIAL FIELD NOTES 1. THE PART NUMBERS FOR ALL LEGS ARE LOCATED AT THE lOP OF EACH PART. Z. STEP BOLTS PROVlDED FOR (1) LEG ONLY. (4)
l~\lI ANCHOR BOLTS ON A gH¢ BOLT CIRCLE ""'-, SECTION ERECTION: 08 08-T8100169 PARACHUTE, CO .. THIN AIR COMMUNICATIONS INC ~Trt:"'f;g~~y~;;;;;o;; ;iti:~ut'th~·~~rio';·' I~D~ATE~~~f~7~/~6/~1~ld~B~1_~
~~~~~~_J~~~ "~" ••• A"""".' At ".,,-DRAWN BY RWM Corporatlcn. ___ .,,' ,.,.~ "
LIST OF MATERIAL 5'_OM l ,@lJ (7) -SPLICE 80LTS ELEVATION VlEW ,-FIELD NOTES 1. THE PART NUMBERS FOR ALL LEGS ARE LOCATED AT THE TOP OF EACH PART. ALL DfMENSlONS FlNISHES AND ARE 2.
STEP BOLTS PROVIDED FOR (1) LEG ONLY. SECTION ERECTION: 07 07-T8100165 M'CI..£S ± 1/2 DEed TOLEAAHCES DO NOT APPLY ......... ,~ .... , ... ~, .... ~... SITE: PARACHUTE, CO DECIt.W.S
± ,010· -'I TO AAW MATER ...... CONFIDENTIAL CUSTOMER: THIN AIR COMMUNICATIONS INC This do<;umeni and the In/ormation ~ontoined he,..,;n Is the confidential IrGde a..aet property of
Sobr. Communk:otkma C"'l'oration iSabre") and must not b. reproduced, copied or u.ed. in whole or in port, for any purp~e withQ<.l1 It •• prior written cDnsent 01 Sobrs. 02011 Sabr.
Ce>mmunk:oUons COrporO\lOll. DATE R DESCRIPTION All ri hts .e.e.-.ed. JJAlh '/D/".1J DRAWN BY RWM CHECKED BY CE
5'-O~ (3) Cf I ( 5 ) -SPLICE BOLTS L:J ELEVATION VIEW LIST OF MATERIAL FIELD NOTES 1. THE PART NUMBERS FOR ALL LEGS ARE LOCATED AT THE TOP OF EACH PART. 2. STEP BOLTS PROVIDED FOR (1)
LEG ONLY. DO HOT APPLY ~~S abre' ,., Towers & Poles SECTION ERECTION: 06-20 06-T8100153 PARACHUTE, CO
[2J L:J ELEVATION VIEW T LIST OF MATERIAL FIELD NOTES 1. THE PART NUMBERS FOR ALL LEGS ARE LOCATED AT THE TOP OF EACH PART. 2. STEP BOLTS PROVIDED FOR (1) LEG ONLY. TOLEMNCES DO NOT
N'PlY SECTION ERECTION: 06-20 06-T8100153 SITE: PARACHUTE, CO CUSTOMER: THIN AIR COMMUNICATIONS INC B o
(0' -80'-0·) CUt.4BING STEP BOlTS FIELD NOTE: SEE CUSTOMER REQUESTS FOR PROPER LEG POSIllONING OF ALL SID BOLTS. TOWER PLAN VIEW ""-1. cu.!EHSiO/G INCWJE: FINISHES NCl .lRE IN INCHES
I\..ERANCES: FRACTlDNS .. 'UH (STRUCWRE 5HO"" nPlCAl NOTE: SlEP 80LTS PROVIDED FOR CONSTRUCTION PURPOSES ARE FOR EXPERIENCED TOWER ERECTORS ONLY AND SHOULD NEVER BE USED WITHOUT PROPER
SAFETY EQUIPMENT. FOR SlEP BOLTS SUPPUED AS A FORM OF CUt.t8JNG IN TYPICAl COMMUNICATION ACTIVITY, SABRE COMMUNICA TlONS RECOMMENDS THE USE OF A PERMANENT SAFETY CUMBING DE'v1CE. "I
Sabre" STEP BOLT ATTACHMENT INSTALLATION: TOLEIW'ICES 00 NOT APPLY iii Towers & Poles SITE: PARACHUTE, CO TIilN AIR COMMUNICATIONS INC Corpor(ll/on.
5/8" U-BOLT ASSEMBLY (FOR LEGS) LEC---i PLAN ELEVATION BACKUP PLATE BonOM MOUNTING BRACKET I I~ SAFETY CUMS DE~CE IV(SHO"" Tl1'ICAL) i .. rr ot:.J 1< N m x~ Ooc oc~ :t~ <~ 3/S" X :5
1/2" BOlT ASSEMBLY W! (2) FLATWASHER EACH BOlTOM MOUNTING BRACKET BOTTOM MOUNTING BRACKET KITS KIT LEG 5/8" U-BOLT 3/8" BOLT 3/8"; BOTTOM I BACKUP I KIT NUMBER DIAMETER ASSEMBLY ASSEMBLY
FLA TWASHER MOUNTING BRACKET PLATE 'HEIGHT C30011054 1 1 4" C40034041 C40024012 C400Jl001 CWO0346 eJOO110S5 t 1/2" C40034020 C4Q024Q12 C40031001 CWO0346 ""''"' ....... , '''.~ CJ0011
056 1 :5 4" C40034021 C40024012 C40031001 CWOOJ46 CS00167 16.5 CJ0011 031 2" C40034022 C40024012 C400;:t1fV'11 f'wnnnAo "eM11'.' 1")' r.Jl eJ0011032 2 1/4" OR 2 3/8" C4Q034023 C40024012
C400; C30011033 2 1/2" C400J4024 C40024012 C400: ~SabrejjjjI Towers & Poles EACH KIT CONSISTS OF 2) BOTTOM MOUNlTNG BRACKET '\ BACKUP PLATE 2 5/8" U-BOLT ASSEMBLY FOR MOUNTING TO LEG
6 3/S"(J X :5 1/2" BOLT ASSEMBLY '12) 3/S"tJ FLATWASHER SAFETY CLIMB BOTTOM MOUNTING BRACKET B 8
5/8-U-BOLT ASSEMBLY (FOR LEGS) PLAN 5/8-U-BOLT ASSEMBLY (FOR LEGS) LEG----1 BACKUP PLATE TOP MOUNTING BRACKET :--n (,.-'-j . 0 : I"'~ '11f 1 : .. l.VBACKUP PLAlE KIT NUMBER C30011017
C3001101S C30011019 CJOO11001 CJOO11002 C3001100J C30011004 C30011005 CJOOll 006 CJOOll007 C30011008 CJ0011 009 CJOOll0l0 CJOOll011 CJOOll012 C30ot1013 CJQ011014 C3001101S C30011020
C300110Z1 /SAFETY CLIMB DEIACE : (SHOWN TYPICAL) 1 i I: ~3/S" X J 1/2" BOLT ASSEMBLY . W/(2) flATWASHER EACH b TOP MOUNTING BRACKET ITOI.EAANCES; .F.R A,"CT,l.D N.S ELEVATION LEG DIAMElER
1 1 4-1 1 2~ 1 J 4~ 2" 2 1 4" OR 2 J 8" 2 1 2~ 2 J 4" OR 2 7 8" 3" J 1 4" 3 1 2" J J 4-4 1." 4-41 2-4 3/4" 5" 5 1 2" OR 5 9 16" 6 5 8" 85/8" 12~4" TOP MOUNTING BRACKET KITS 5/S" U-BOLT
3/8" BOLT ASSEMBLY ASSEMBLY C40034041 C40024012 C400J4020 C40024012 C400J4021 C40024012 C400J4022 C40024012 C400J402J C40024012 C400J4024 C40024012 C400J4025 C40024012 C40034026 C40024012
C40034027 C40024012 C4003402B C40024012 C40034029 C40024012 C40034030 C40024012 C400J40Jl C40024012 C400J40J2 C40024012 C4003403J C40024012 C400340J4 C40024012 C400J40J5 C40024012 C400J40J6
C40024012 C40034037 C40024012 C40034039 C40024012 3/B"' TOP BACKUP KIT FLATWASHER MOUNTING BRACKET PLATE WEIGHT C400J1001 CWOO346 CSOO167 25.3 C40031001 CWOO346 CSOO167 25.6 C400Jl001
CWOOJ46 CSOO167 25.8 C40031001 CWOOO49 CSOO167 26.5 C40031001 CWOOO49 CS00167 26.8 C400Jl001 CWOOO49 CSOO167 26.9 C400J1001 CWOOO49 CSOO167 27.JL C400Jl001 CWOOO49 CSOO167 27~ C400J1001
CWOO050 CS00167 2B.9 C400Jl001 CWOOO50 CSOO167 29.1 C400Jl001 CWOO050 CS00167 29.2 C400Jl001 CWOOOSO CSOO167 29.4 C40031 001 CWOOO50 CSOO167 29.6 C400Jl001 CWODDS1 CSOO167 31.6 C40OJ1001
CWOOOSl CS00167 31.8 C40031001 CWOOO51 CS00167 31.~ C4Q031001 CWOO052 CSOO167 34.0 C400Jl001 CWOOO52 CSOO167 34.6 C40031001 CWOOO53 CSOO167 50~ C40031001 CWOOO53 CSOO167 53 . .±!. EACH
KIT CONSISTS OF 31 TOP MOUNTING BRACKET 2 BACKUP PLATE 3 5/B-U-BOLT ASSEMBLY FOR MOUNllNG TO LEG 10) J/B"; X 3 l/Z" BOLT ASSEMBLY '20) 3/B"; FLATWASHER SAFETY CLIMB TOP MOUNTING BRACKET
B CQrporatlon.
TOW'ER LEG CABLE GUIDE CUP 0 TDP OF LEG PLAN CABLE GUIDE MOUNTING BRACKET 3/B-X 1 1/2-BOLT ASSEMBLY T =l:h.:.o! ~ ~ ;: CABLE GUIDE (SUPPUED WllH SAFETY CUMB KIT) ~ ~----SAFETY CUMS CABLE
~ (SUPPUED WllH SAFETY CUMB KIT) !l 5/B-X 1 1/4-BOLT W/(1) ANCO NUT ELEVATION EACH KIT CONSISTS OF 1 5/B-X 1 1/4-BOLT FOR MOUNTING TO LEG !1 5/B-ANCO NUT FOR 5/8-BOLT 'l CABLE GUIDE
MOUNTING BRACKET 2) 3/B-¢ X 1 1/2~ BOLT ASSEMBLY SAFETY CUMB CABLE GUIDE MOUNTING BRACKET B
80'-0"--60'-0~--40'-0"--20'-0~--§ ~~ _0 8., i'lu ,o,.0'=' u m J, 0'-0"--rk:J' 'I'[bl,l':'::c:;::---'-....J\", -"""-'v--I "-0" I FIELD NOTES 1. FROM ELEVATION 0'-0· TO 80'-0· ATIACH WAVEGUIDE
LADDER TO EVERY OlHER TO'W£R DIAGONAL 2. SEE REFERENCE OWG. 9030198 FOR WAVEGUIDE LADDER INSTALLATION AND ATIACHMENT DETAIL 3. SEE CUSTOMER REQUESTS FOR PROPER FACE POSIllONING OF ALL
LADDERS. 4. WAVEGUIDE LADDERS ARE NEVER TO BE USED AS A CLIMBING DEViCE. 80 FT. MODEL S3TL-HDI PARACHUTE, CO THIN AIR COMMUNICATIONS INC REV Corponrtlon.
r-WAVEGUIDE SUPPORT (RUNG) n I r 0. O.~. __ D. 0;0. A ANGLE HORIZONTAL SHOYtN T'l'PICAL (CAN 8E USED ON ANGLE DIAGONALS) WAVEGUIDE LADDER RAIL IlTElI fR 2. I A/R 3. I A/R 4. A/R B. 9.
lD /R 13. 14. A 15. A 16. AIR LIST OF PART NO. DES CSOOl46 ANGLE, WAVEGUIDE LAD CSOOl48 ANGLE, WAVEGUIDE LAD :RIAL lIPTION tRAIL 20 r._ tRAIL 10 Fl tRAIL 5 FT. •. ASSY .. 3/B (1 1/2·
2 1/2· ANGLES) 40039002 J-BOLT ASSY •. J 8 J" 4" ANGLES 40039003 J-BOLT ASSY., :5 8 5" -6" ANGLES 4-0024004 BOl T ASSEMBLY, :5 8 X 1 1 2 GR5 J-BOl TASSY., :5 J" -6" ANGLES, 1 2" de :5
+" THKl J-SCl.r ASSY .. 3/8 (8" ANGlES. 1/2" & 3/4" THKl ·SEE JOB SPECIFIC Bill OF MAlER1AL FOR QTY'S: .~. Ic ~+=llltL =':-~ rBOLT ASSEMBLY, r-~WAVEGUIDE LADDER RAIL -~ J/B X 1 1/2 SPUCE
PLATE (CS00037)--""':' ~ 0. o. 0. o. 0. D. U L ~ (6) HOLE LADDER ELEVATION (TYPICAL MOUNl1NG DETAIL) ~ ANGLE HORIZONTAL OR --DIAGONAL (TYP.) SECTION A-A BOLT ASSEMBLY, ~~L 3/8 X 1 1/2
lJo;<'; LJ' SPLICE DETAIL AU. DlhlENSIONS INCLUDE .... '" fiNISHES AND ARE fi INCHES ~ Sa b re URANCES: fR,tC1lONS ± 1/16" UNl£SS O'TH£RWISE SPECIFl£D MAlERlAL: a ANCI,£S ± 1/2 DEG.
TOLEIW'ICES 00 HOT APPLY I Towers & Poles NOTE: DEC:WAI..S ± .010· TO RAW IoIATtRIAl. TYPICAL WAVEGUIDE LADDER INSTALLATION 6 HOLE RUNG -7/16"¢ & 3/4"¢ MAXIMUM SPACING OF LADDER CUPS
CONFIDENTIAL UP 1HE TOWER TO BE ±10' 0·. !'!tG=~:.!InQn~ ~: ~~~.:-~ tnld8 I seem Jll'tlParty of Sabre Communlc:ot!oI1, SIZE I DRAlFING NO. I REV Corporotlon ("Sob .... ") and mud not
b8 reprodu ... d, copied Of ul&d. ~ whole or In DATE 1/'/08 B 9030198 0 I p<lrt. for any PUrpoH .Ith""t tho prior :i::s ~":~~tJon. Corp<M'"oUon. DRAlrN BY CHH I SCALE I PAGE I DATE DESCIlIP'TlON
All rI ~u. ..... 1II'Wd. CHECKED BY ZAK None 1 OF 1
2 o ELEVATION VIEW __ TOP OF TOWER 2 UNlESS aTliERWJSE: SP£CFlED ALL OIr.1ENSIONS INCLUOE FINISHES ANO AAE IN INCHES I~' fIW::T1ONS ± 1/1S" ANGlES ± 1/2 DEC. DECIIUlS ::I: .010-"'" l'ml
J QTY. 1 J 2 I 6 2 ~~ F1l5 {Gll3/1e'" Ha,£S SPACED eo" N'NrT ON " 6 vr Bel.! ORaL TOLERNICES 00 NOT APPLY Ttl RAW MATERW.. """""""" UST OF MATERIAL PART NO. j DESCRIPTION CS01499 PLATE,
LEG CAP (3/4" BOLTS ON A 6 1/2" B.C. C40026044 IBOLT ASSEMBLY, 3/4" X 2 1/4 A325 PLAN VIEW ~Sabre' iii Towers & Poles TOTAL WEIGHT tBS 2 LEG CAP INSTALLATION (S3TL-HDl) WEIGHT LBS -6--4
;0 CONFIDENTIAL 3/4"~ BOLTS ON A 6 1/2" B.C. this clO<:IJment and the Informat/Q!1 contained hInIln II th\I cDnlldentlal uw. I8Q'et properly of SctIno Communications CorpDrlltian ("SabnI")
and mu.t not be raproducod, copIecI Dr ued, In 'llhol. or In part, for any purpo •• wllhDUt the prior Mitt .. can"...t of Sabre. C 2009 SabA Communication. CorporatJor.. All right ...
d. SIZE REV DA.TE 4/23/011 B o DRAlIN BY DPJ CHECKED BY ZAK
8 TOWER LEG ~ II II .. II II l-. ~ I ;; 01 7 /1'-I ;., 1 5) II I I {9 3 3'-O~ ELEVATION VIEW o'U. IXMtl'I:il\;JN:> INCUJOE -.. _.-AND N!E IN INCHES 11OlDW'ICES: FRACI10NS ± """" . l'OI..fRANCES
00 NOT N'PlY NOTES: C10151103 3 FT. SIDEARM ASSEMBLY (1) CK00060 SIDEARM ANGLE KIT (1) ---Mise HARDWARE (FRAMING 1) Cl090Q10S PIPE ANTENNA MOUNTlNG KIT 2 J/8 ,,·x 5'-0 (4) C40034023
U-BOLT ASSEMBLY 5/8 " X .3 1/16 C-C TOTAL 'NEIGHT LBS 78 • 19 7 108 1. IF THE MOUNT IS NOT ON THE SlRAlGHT PORTION OF THE TOWER SEE SITE SPECIFlC PIPE MOUNT. 2. QUANllTlES SHOWN IN UST
Of MATERIALS ARE FOR ONE (1) SIDEARM ASSEMBLY ONLY, 3 FT. SIDEARMS: 75' ELEVATION _ _ SITE: PARACHUTE, CO CONFIDENTIAL CUSTOMER: ThIB, ~~ent. ~d ~! ~_~~t~. "_ -_. ._ .. -
'"1111111111111'"'"""""""1111"'"""""'""""' TOWER LEG SHOWN TYPICAL C10179001 SWIVEL KNUCKLE TIEBACK !T,E ll QT,Y . PART NO. DESCRIPTION WEIGHT LBS CS02099 TlEBACK 2 3 8 X .134 X 'O'-O~
32 2 , CWOO013 SWIVEL PLATE WELDMENT 3 F ~ 3 , CSOOO97 PIPE, SLEEVE 2 7 8 0.0. X W 0.203 X 0'-1 :3 4 , ~ --4 , CSOO098 BENT SWIVEL PLATE 3 ~ t:It 5 , CS01:360 PLATE. MOUNTlNG BRACKET
FORMED CHANNEL 9 ~l;::~----6 , CS01361 PLATE. 2 HOLE ADAPTER CLAMP 3 7 2 C40140001 BOLT ASSEMBLY, :3 4 X 10 A:307 W NUT, LKW, FLW 4 6 2 C40026023 BOLT ASSEMBLY. 5 a " X 2 A.325 , ~___
_ V--9 , C40026033 BOLT ASSEMBLY, 5/8 III X 4 112 A325 , '0 2 C40042007 HEX NUT. 5/8 A194 GRADE 2H , ..'1"-" 2 C4099BOO7 SQ. HEAD SET SCREW, 5/8 X 2 1 2 . . , TOTAL WEIGHT LBS 59 !.,
j.= -----7 ~ ~--I-' •• '~fl-/~ r '---ISOMETRIC VIE:!!: 4 V ' A~~=P 6 ~~ ~~ DAk1~ '/'0 \ = ~ f(1 ol"® UNlESS OTHERWISE SI'ECIflED IoIATeiIlll,.: 0 AU. OIIIIENSIONS INClUDE C§Sabre-75'
ELEVATION ~ FINISHES AND MI:': IN INCHES SWIVEL KNUCKLE TIEBACKS: roLERANCES: f'Ro\CTlONS :I: 1/18-Towers & Poles ANGLES ::I: 1/2 ow. TOl£RANC[S DO NOT oIf'P!.Y SITE: PARACHUTE, CO d
DECIr.w..s :I: .010-ro RAW WATERW, CONFIDENTIAL CUSTOMER: THIN AIR COMMUNICATIONS INC Thl. docum .. t mid the InfDnnetlon 7 contelned h"",1n 11 the conlldentlal tradt! .ocret property
of Sabre Communlcattons JOB NO. 46087 S~EI DRAWING NO. COIl'onrllon rSabnt-) ond mlllt not be I"; reproduced. copied Dr UItOd. 11'1 lIIhoie or In DATE 07/11/11 46087 STl pari, for any
p<lfpDle without the prior .....ttt .. IlOIInnt Df Sub .... DRAlI1I BY OU< 1 SCALE I PAGE ... '" """""'~ 02011 Sabre Communlcatione CorpDr<ltlon. CBECBED BY I ZAK -y NONE 1 OF1 . , til
re_d •
10 I " 9 ®<' \1: \ 2 ~ ELEVATION VIEW ANTENNA MOUNTING PIPE 5 6 TOWER LEG !TEl< I QTY. I UNil:s!fatHER'MsE SPECIFIED I w,"l'E:RW.: ALl DIMOISIOHS INCLOOE F1NiSH€S N«J ME IN INCHES 9.
10. 1 4 ITOI..EWoNC£5: FAACTlONS ± 1/16" NlGI£S :I: 1/2 eEC'1 TOLERANCES 00 NOT APPlY DECIt.W..S ± .010" TO RAW MATERIAl ... " """""' .. Ilm~llllllmllllllllllllllllllllllllllllllllllllll
UST OF ADDmONAL MATERIAIB PART NO. I DESCRIPTION Cl0981407 ANTENNA MTG. PIPE 4 1 2-X 7' O· 58 C400340J2 U-BOLT ASSEMBLY 5 8 " X 5 3 16 C C PIPE MOUNTS) 9 I ADDI110NAl WEIGHT LBS 67 [
-TOTAL 't't£IGHT LBS 1,35 ~Sabre' ., Towers & Poles PIPE MOUNTS: 66' ELEVATION ~ PARACHUTE, CO CONFIDENTIAL This dDaJment and lIIe lnfOfmatlon c<lntalned h«eIn 11 the eanfld .... tlaI
Vade Meret property of Sabre Comm~nk:QUons CorpDl"Dt/an rSabl'llj and mu,t not be CUSTOMER: THIN AIR COMMUNICATIONS INC l'tIpI"OCIuced, copied Of u ... d, In wilDIe Of In pll"l, for
DI1y purpo •• wlltlout the prior written """"""t of Sob ..... 02011 Sabre Communication. CorporoUorl. All rIQ~te I'II--...d. JOB NO. 46087 07/11/11 DU< CHECKED BY ZAK REV o
~ ~ ~ ~ ~ ~ ~ ~ jO jO z :;1 <.. I I \.3. ~ ~ ~ ~ ~ eJ w ~ :0 :-. I I '-'-6 5 6 o 00 o 0 lOVIER BRACING (TYP.) J 4 5'-0· C-C LEGS 7'-O~ PLAN VIEW 6 ALL DIMENSIONS INCLUDE FlNISliES AND
NI£. IN INCHES t..ERNICES: I1I.'C11CNS ,., ANGLES !I: 5 ""-, NOTE: DISH MOUNT TIEBACK MAY BE MOUNTED ON THE INSIDE OF THE lOWER. 66' ELEVATION PARACHUTE, CO '. THIN AlR COMMUNICATIONS
INC
BOLT INSTALLATION DETAIL'3: 1. INSTAl I AnON Qf AD! IS' BOLTS fOR lOVIERS AND ANTENNAS SHAll. BE INSTALLED wtlH lHE NUTS FACING TO mE OUTSIDE AND/OR TO THE TOP OF THE TOWER, UNLESS PROHIBITED
BY LACK OF CLEARANCE. 2. TIGHJfNING Of 80! IS' All HIGH STRENGlH BOLTS SHALL BE TIGHTENED TO A SNUG-TIGHT CONDITION, AS DEFINED BY Aise. 3. NUT LOCKING QE'y1Cfo ALL NUTS SHAll BE EQUIPPED
'MlH SOME TYPE Of NUT LOCKING DEVICE. SEE THE INDIVIDUAL DRAWINGS FOR lHE TYPE OF NUT LOCKING DEVICE TO BE USED FOR EACH INDIVIDUAL APPLICA nON. BOLT INSTALLATION DETAILS B 3
SECONDARY DIAG. MAIN DIAG. DIAG. SPUCE PLATE SABRE NAME PLATE TYPICAL FOR MODEL S3TL S4TL S3R & S4R SELF-SUPPORTING TOWER (K-BRACE) OUTSIDE DIAG. SABRE NAME PLATE TYPICAL FOR MODEL S3TL
S4TL S3R & S4R SELF-SUPPORTING TOWER (X-BRACE) BonOM -EXIT PORT MONOPOLE OF MONOPOLE o o J-BOLT FOR COVER PLATE 0 o c:Hk: ~ TYPICAL FOR MONOPOLE STRUCTURE NOTE: NAME PLATE SHOULD BE
MOUNTED AT APPROXfMAlEL Y EYE LEva WHEN POSSIBLE. ALL OIl.tENSIONS INCUIOE FINISHES »ID ME IN INCHES I..ERANCES, fRo'CTlONS »IGLES ± TOI..ERANCES DO NOT N'PLY 3/8" X 1 1/4" BOLT W!NUT,
LKW & FlATWASHER Yt£LOED SECllON o 0 0 0 0 0 0 o 0 0 0 0 0 0 SABRE NAME PLATE <§.. TYPICAL FOR MODEL 2400 /3600 /4400 WELDED GUYED TOWER '--OUTSIDE DIAG. USE ,-,..,,-, .,;our r .....
,-u ...!' Wl1H TOWER""'-I DIAG. TYPICAL FOR MODEL 3000 /3600 /4800 ANGLE GUYED TOWER OPTIONAL MOUNTING INSTALLATION SABRE NAME PLATE B 5
NOTICE ALL PARTS ARE TO BE INVENTORIED AND ANY SHORTAGES REPORTED WITHIN 46 HOURS OF DEUVERY TO THE CONTRACTING ERECTOR SHORTAGES REPORTED AFTER TIIIS TIME PERIOD WILL BE CHARGED TO
THE CONTRACTOR CALL 712-256-6690 TO REACH THE SABRE CONTRACTS DEPARTMENT. AVISO Tadas las partes seran inventariadas y los faltantes reportados por el contratista dentro de las 48 heras
a partir de la entrega. Los faltantes reportados despues de 46 horas seran cargados al contratista. Para aclaraciones llame a: Sabre-Departamento de Contrataciones (001) 712 256-6690
""'''L.= % '/"-u..... I~~ IN NUl.."........ --, INVEmORY REQUIREMENT SHEET DECIMALS ± .010" TO RAW tu.TERW.. CONFIDENTIAL Thlo IID ..... " .. I and the InfonnaUon contained herein I.
the conll(hlntlal trod_ loc:ret proporty of Sclbr" CammUnJcaUo/lI SIZE C«panIUon ("sabre') and muM not b, ;:!t~forc:eda:,::~~~ ~';.:,,r th~;: In DATE 05/12/97 B writtBn conelll'lt of
Sobnt. DRAWN BY ZAK 02008 SQbre Corrrnunlcation. Corporation. M rI hb ~. ClIlX:KEO BY JO
11111111111111111111111111111111111 PC PIECE OR ORANGE CUSTOMER THIN AIR COMMUNICATIONS INC PLT=PALLET WH=WHITE C,Sabrem SITE PARACHUTE, CO BOL=BUNDLE O/W=OR & WH CRT=CRATE N/R=NOT REQ'D
tiiI Towers & Poles B. O. M. 80 FT. MODEL S3TL-HD1 SELF-SUPPORTING TOWER D=DRUM SP=SPECIAL BX=BOX PACKING ITEM NO. DRAWING PART TOTAL E-< Z QTY. PKG. NO. REQ'D. DESCRIPTION WEIGHT <:
KIT OF NUMBER REV NO. LBS. P.. PKG'S. NO. 1. PRESHIP 2. 12 C40041 058 0 C40041 058 ANCHOR BOLT ASSEMBLY, 1 • X 4'-3 (F 1554 GR 105) RED 170 3. W/(5) NUTS 1 HEAVY HEX (A563 DH) 4. (2)
FLATWASHERS 1 (F436) 5. 6 C30139102 0 C30139102 PLATE, ANCHOR BOLT TEMPLATE 1". A.B. ON 9". B.C. 43 6. 7. 8. 9. 1 O. 11 . 12. 13. 14. 15. 16. 17. 18. 19. 20. DATE 06/30/11 JOB NO. 46087
DRAWN BY RWM l PRINT NO. BOM 1 ~EV DATE ,!>.RWCHK CHECKED BY KTW7 PAGE 1 OF 11 DESCRIPTION --
11111111111111111111111111111111111 PC=PIECE OR-ORANGE CUSTOMER THIN AIR COMMUNICATIONS INC PLT=PALLET WH=WHITE C~S b '" SITE PARACHUTE, CO BDL=BUNDLE O!W=OR & WH I~ a re CRT=CRATE N/R=NOT
REQ'O Towers & Poles B. O. M. 80 FT. MODEL S3TL-HDl SELF-SUPPORTING TOWER O=ORUM SP=SPECIAL BX=BOX PACKING ITEM NO. DRAWING PART TOTAL Z!;-< QTY. PKG. DESCRIPTION WEIGHT ~ KIT OF NO.
REQ'D. NUMBER REV NO. LBS. «: PKG'S. NO. P-. 1. TOWER LEGS 2. 1 08-T1165629 0 08-T1165629 SECT. 8 LEG 40 X .318 X 20'-0 5/16 W/STEP BOLTS 370 N/R 3. 2 08-T1165630 0 08-Tl165630 SECT.
8 LEG 40 X .318 X 20'-0 5/16 729 N/R 4. 1 07-T1165527 0 07-T1165527 SECT. 7 LEG 3 1/20 X .300 X 20'-0 5/16 W/STEP BOLTS 307 N/R 5. 2 07-T1165528 0 07-Tl165528 SECT. 7 LEG 3 1/20 X .300
X 20'-0 5/16 604 N/R 6. 1 06-Tl165419 0 06-Tl165419 SECT. 6 LEG 2 7/80 X .276 X 20'-0 5/16 W/STEP BOLTS 234 N/R 7. 2 06-T1165420 0 06-Tl165420 SECT. 6 LEG 2 7/80 X .276 X 20'-0 5/16
458 N/R 8. 1 06-T1165401 0 06-Tl165401 SECT. 6 LEG 2 3/80 X .154 X 20'-0 5/16 W/STEP BOLTS 148 N/R 9. 2 06-T1165402 0 06-Tl165402 SECT. 6 LEG 2 3/80 X .154 X 20'-0 5/16 284 N/R 10. 11
. 12. 13. 14. 15. 16. 17. 18. 19. 20. DATE 7/6/11 JOB NO. 46087 DRAWN BY RWM PRINT NO. BOM 1 E DATE . IDRW CHK DESCRIP1l0N CHECKED BY CE PAGE 2 OF 11
11111111111111111111111111111111111 PC-PIECE OR-ORANGE I CUSTOMER THIN AIR COMMUNICATIONS INC PLT=PALLET \\H=\\HITE C~Sabrew SITE PARACHUTE, CO BOL=BUNOLE OjW=OR & WH CRT=CRATE N/R=NOT
REQ'O JJfiI Towers & Poles B. O. M. 80 FT. MODEL S3TL-HD1 SELF-SUPPORTING TOWER O=ORUM SP=SPECIAL BX=BOX PACKING ITEM NO. DRAWING PART TOTAL E-< Z QTY. PKG. DESCRIPTION WEIGHT -KIT OF
NO. REQ'D. NUMBER REV NO. LBS. ...: PKG'S. NO. P.. 1. TOWER BRACING 2. 1 KIT BRACING fiQ8-T81 00169 SECTION 08 350 3. CONSISllNG OF THE MATERIAL LISTED BELOW 4. 6 TS02044 0 TS02044 ANGLE,
DIAGONAL 2 X 2 X 1/8 X 9'-1 13/16 94 N/R 5. 6 TS02043 0 TS02043 ANGLE, DIAGONAL 2 X 2 X 1/8 X 8'-8 11/16 90 N/R 6. 6 TS02042 0 TS02042 ANGLE, DIAGONAL 2 X 2 X 1/8 X 8'-3 5/8 85 N/R 7.
6 TS02041 0 TS02041 ANGLE, DIAGONAL 2 X 2 X 1/8 X 7'-10 11/16 81 N/R 8. SPLICE BOLTS TOP OF SEC1l0N 08 9. 19 C40026078 BOLT ASSEMBLY, 1 0 X 4 1/4 A325 41 10. 1 KIT HARDWARE /iTK00194
SEC1l0N 08 30 11 . CONSISllNG OF THE MAIERIAL LISTED BELOW 12. 13 C40026023 BOLT ASSEMBLY, 5/8 0 X 2 A325 6 13. 50 C40026022 BOLT ASSEMBLY, 5/8 0 X 1 3/4 A325 22 14. 13 C40047003 RINGFILL,
3/8 THICK -5/8 0 BOLT 2 15. 16. 17. 18. 19. 20. DATE 7/6/11 JOB NO. 46087 DRAWN BY RWM PRINT NO. BOM 1 DATE .,IJRW EV CHK DESCRIPllON CHECKED BY ---------CE PAGE 3 OF 11 I
11111111111111111111111111111111111 PC PIECE OR ORANGE --CUSTOMER THIN AIR COMMUNICATIONS INC PLT~PALLET WH~WHITE iSabre~ SITE PARACHUTE, CO BDL~BUNDLE O/W~OR & WH CRT~CRATE N/R~NOT
REQ'O tfjjI Towers & Poles B. O. M. 80 FT. MODEL S3TL-HD1 SELF-SUPPORTING TOWER O~ORUM SP~SPECIAL BX~BOX PACKING ITEM NO. DRAWING PART TOTAL Ez-> QTY. PKG. NO. REQ'D. NO. DESCRIPTION
WEIGHT ::;: KIT OF NUMBER REV LBS. p, PKG'S. NO. 1. TOWER BRACING CONID I 2. 1 KIT BRACING fiQ7-T81 00165 SECTION 07 306 3. CONSISTING OF THE MAnERIAL LISnED BELOW 4. 6 TS02025 0 TS02025
ANGLE, DIAGONAL 2 X 2 X 1/8 X 7'-5 1/2 77 N/R 5. 6 TS02024 1 TS02024 ANGLE, DIAGONAL 2 X 2 X 1/8 X 7'-0 13/16 73 N/R 6. 6 TS02023 0 TS02023 ANGLE, DIAGONAL 2 X 2 X 1/8 X 6'-8 5/16 68
N/R 7. 6 TS02022 0 TS02022 ANGLE, DIAGONAL 2 X 2 X 1/8 X 6'-3 15/16 65 N/R 8. 3 TS02021 0 TS02021 ANGLE, HORIZONTAL 2 X 2 X 1/8 X 4'-4 3/8 23 N/R 9. SPLICE BOLTS TOP OF SECTION 07 10.
19 C40026049 BOLT ASSEMBLY, 3/4 0 X 3 1/2 A325 18 11 . 1 KIT HARDWARE /iTK00134 SECTION 07 33 12. CONSISTING OF THE MAnERIAL LISTED BELOW 13. 13 C40026023 BOLT ASSEMBLY, 5/8 0 X 2 A325
6 14. 57 C40026022 BOLT ASSEMBLY, 5/8 0 X 1 3/4 A325 25 15. 13 C40047003 RINGFILL, 3/8 THICK -5/8 0 BOLT 2 16. 17. 18. 19. 20. DATE 7/6/11 JOB NO. 46087 DRAWN BY RWM PRINT NO. BOM 1
CHECKED BY CE PAGE 4 OF 11 EV DATE DRW CHK DESCRIPTION
11111111111111111111111111111111111 PC PIECE OR ORANGE CUSTOMER THIN AIR COMMUNICATIONS INC PLT=PALLET \\I-I=WHITE C~S b '" SITE PARACHUTE, CO BDL=BUNDLE O!W=OR & \\1-1 I~ a re CRT=CRATE
N!R=NOT REQ'D Towers & Poles B. O. M. 80 FT. MODEL S3TL-HD1 SELF-SUPPORTING TOWER D=DRUM SP=SPECIAL BX=BOX PACKING ITEM NO. DRAWING PART TOTAL "Z"' QTY. PKG. NO. REQ'D. NO. DESCRIPTION
WEIGHT :;;: KIT OF NO. NUMBER REV LBS. p., PKG'S. 1. TOWER BRACING CONiD 2. 1 KIT BRACING 1lQ.6-T8100153 SECTION 06-20 410 3. CONSISTING OF THE MATIERIAL LISTED BELOW 4. 12 TS02008 0
TS02008 ANGLE, DIAGONAL 2 X 2 X 3/16 X 6'-2 7/16 188 N/R 5. 12 TS02007 0 TS02007 ANGLE, DIAGONAL 2 X 2 X 3/16 X 6'-2 7/16 188 N/R 6. 3 TS02006 0 TS02006 ANGLE, HORIZONTAL 2 X 2 X 3/16
X 4'-5 34 N/R 7. SPLICE BOLTS TOP OF SECTION 06-20 8. 19 C40026048 BOLT ASSEMBLY, 3/40 X 3 1/4 A325 16 9. 1 KIT i:jARDWARE ftTK00134 SECTION 06-20 33 10. CONSISTING OF THE MATIERIAL
LISTIED BELOW 11 . 13 C40026023 BOLT ASSEMBLY, 5/8 0 X 2 A325 6 12. 57 C40026022 BOLT ASSEMBLY, 5/8 0 X 1 3/4 A325 25 13. 13 C40047003 RINGFILL, 3/8 THICK -5/8 0 BOLT 2 14. 15. 16. 17.
18. 19. 20. DATE 7/6/11 JOB NO. 46087 DRAWN BY RWM PRINT NO. BOM 1 ~EV DATE . PRW CHK DESCRIPTION CHECKED BY CE PAGE 5 OF 11
11111111111111111111111111111111111 PC-PIECE OR ORANGE CUSTOMER THIN AIR COMMUNICATIONS INC PLT=PALLET WH=WHITE CSSabre' SITE PARACHUTE, CO BDL=BUNDLE O/W=OR & WH CRT=CRATE NjR=NOT REQ'O
~ Towers & Poles B. O. M. 80 FT. MODEL S3TL-HD1 SELF-SUPPORTING TOWER O=ORUM SP=SPECIAL BX=BOX PACKING ITEM NO. DRAWING PART TOTAL E-< Z QTY. PKG. NO. REQ'D. DESCRIPTION WEIGHT :;: KIT
OF NO. NUMBER REV NO. LBS. 0.. PKG'S. 1 . TOWER BRACING CONT'D 2. 1 KIT BRACING 106-T81 00153 SEC]ON 06-20 410 3. CONSISTlNG OF THE MATERIAL LISTED BELOW 4. 12 TS02008 0 TS02008 ANGLE,
DIAGONAL 2 X 2 X 3/16 X 6'-2 7/16 188 N/R 5. 12 TS02007 0 TS02007 ANGLE, DIAGONAL 2 X 2 X 3/16 X 6'-2 7/16 188 N/R 6. 3 TS02006 0 TS02006 ANGLE, HORIZONTAL 2 X 2 X 3/16 X 4'-5 34 N/R
7. 1 KIT HARDWARE ITK00134 SECTlON 06-20 33 8. CONSISTlNG OF THE MATERIAL LISTED BELOW 9. 13 C40026023 BOLT ASSEMBLY, 5/8 0 X 2 A325 6 10. 57 C40026022 BOLT ASSEMBLY, 5/80 X 1 3/4 A325
25 11 . 13 C40047003 RINGFILL, 3/8 THICK -5/8 0 BOLT 2 12. 13. 14. 15. 16. 17. 18. 19. 20. DATE 7/6/11 JOB NO. 46087 DRAWN BY RWM PRINT NO. 80M 1 REV DATE _ DRW CHK DESCRIPTION CHECKED
BY CE PAGE 6 OF 11
11111111111111111111111111111111111 PC PIECE OR ORANGE CUSTOMER THIN AIR COMMUNICATIONS INC PLT~PALLET Wl1~WHITE (~Sabre-SITE PARACHUTE, CO BDL~BUNDLE O/W~OR & WH CRT~CRATE N /R~NOT
REQ'O rIll Towers & Poles B. o. M. 80 FT. MODEL S3TL-HDl SELF-SUPPORTING TOWER O~ORUM SP~SPECIAL BX~BOX PACKING ITEM NO. DRAWING PART TOTAL E-< Z QTY. PKG. REQ'D. DESCRIPTION WEIGHT
:;;: KIT OF NO. NO. NUMBER REV NO. LBS. p. PKG'S. 1. SAFE1Y CLIMB MATERIAL 2. 1 KIT C30188104 100' D.B.I. SAFETY CLIMB MATERIAL 64 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. 16. 17.
18. 19. 20. DATE 7/6/11 JOB NO. 46087 DRAWN BY RWM PRINT NO. BOM 1 E DATE ,\DRW CHK DESCRIP110N CHECKED BY CE PAGE 7 OF 11
11111111111111111111111111111111111 PC PIECE OR ORANGE CUSTOMER THIN AIR COMMUNICATIONS INC PLT=PALLET WH=WHITE CSSabre' SITE PARACHUTE, CO BDL=BUNDLE O!W=OR & WH CRT=CRATE N/R=NOT REQ'O
~ Towers & Poles B. O. M. 80 FT. MODEL S3TL-HD1 SELF-SUPPORTING TOWER O=ORUM SP=SPECIAL . BX=BOX PACKING ITEM NO. DRAWING PART TOTAL "Z"" ' QTY. PKG. REQ'D. DESCRIPTION WEIGHT :;: KIT
OF NO. NO. NUMBER REV NO. LBS. p., PKG'S. 1. SAFETY CLIMB MATERIAL 2. 1 KIT C30011039 SAFETY CLIMB BOTTOM MOUNT (4"~) 19 3. 1 KIT C30011002 SAFETY CLIMB TOP MOUNT (2 1/4"¢ -2 3/8"~)
27 4. 3 KITS C30003001 SAFETY CLIMB INTERMEDIATE MOUNT 6 5. 6. CLiMBINGLCONSTRUCTION STIEP BOLTS 7. (SEE DWG 46087-SB1) 8. 66 C40044002 STEP BOLT ASSEMBLY, 5/8 " X 7 H.D.G. 66 9. 10.
11. 12. 13. 14. 15. 16. 17. 18. 19. 20. DATE 07/11/11 JOB NO. 46087 DRAWN BY DLK PRINT NO. BOM 1 !REV DATE ,.. loR' CHK DESCRIPTION CHECKED BY ZAK PAGE 8 OF 11
11111111111111111111111111111111111 PC PIECE OR ORANGE CUSTOMER THIN AIR COMMUNICATIONS INC PLT=PALLET WH=WHITE C~Sabre-SITE PARACHUTE, CO BDL=BUNDLE O/W=OR & WH CRT=CRATE N/R=NOT REQ'O
rffI Towers & Poles B. O. M. 80 FT. MODEL S3TL-HD1 SELF-SUPPORTING TOWER O=ORUM SP=SPECIAL BX=BOX PACKING ITEM NO. DRAWING PART TOTAL Ez-< QTY. PKG. NO. REQ'D. NO. DESCRIPTION WEIGHT
:;;: KIT OF NO. NUMBER REV LBS. Po. PKG'S. 1. WAVEGUIDE LADDER (SEE DWG 46087-WG1) 2. 8 CSOO146 2 CSOO146 ANGLE, WAVEGUIDE LADDER RAIL 20 FT. W/4 FT. RUNG SPC 240 N/R 3. 20 CS01619 0
CS01619 ANGLE, WAVEGUIDE SUPPORT (6 HOLE) 42 N/R 4. 8 CSOO037 2 CSOO037 PLATE, LADDER SPLICE 3 N/R 5. 18 CS00169 2 CS00169 CLIP, LADDER ATTACHMENT 10 N/R 6. 7. LADDER HARDWARE (SEE DWG
46087-WG1) 8. 18 C40039001 J-BOLT ASSEMBLY, 3/8 0 X 5 3/4 I.L. 5 9. 55 C40024004 BOLT ASSEMBLY, 3/8 0 X 1 1/2 GRD 5 6 10. 11 . 12. 13. . 14. , 15. 16. 17. 18. 19. 20. DATE 07/11/11 JOB
NO. 46087 DRAWN BY DLK PRINT NO. BOM 1 ~,--"PA1E ,PRW CHK DESCRIPTION CHECKED BY ZAK PAGE 9 OF 11 I . " .
111111111111111l1li1111111111111111 PC-PIECE OR-ORANGE CUSTOMER THIN AIR COMMUNICATIONS INC PLT~PALLET \\H~WHlTE C~Sabre~ SITE PARACHUTE, CO BDL~BUNDLE O/W~OR & WH CRT~CRATE N/R=NOT
REQ'D ~ Towers & Poles B. O. M. 80 FT. MODEL S3TL-HD1 SELF-SUPPORTING TOWER D=DRUM SP=SPECIAL BX~BOX PACKING ITEM NO. DRAWING PART TOTAL E-< Z QTY. PKG. NO. REQ'D. NO. DESCRIPTION WEIGHT
< KIT OF NO. NUMBER REV LBS. Po. PKG'S. 1 . LEG CAPS 2. 3 CS01499 0 CS01499 PLA TE, LEG CAP 6 N/R 3. 4. 3' SIDEARM MOUNTS @75' (SEE DWG 46087-SA1) 5. 2 KITS C10151103 3 FT. SIDEARM ASSEMBLY
164 6. 2 KITS C10900105 PIPE ANTENNA MOUNTlNG KIT 2 3/8 • X 5'-0 39 7. 8 C40034023 U-BOLT ASSEMBLY 5/8 • X 3 1/16 C-C 13 8. 9. SWIVEL KNUCKLE TIEBACK @75' 10. (SEE DWG 46087-ST1) 11
. 2 KITS Cl0179001 SWIVEL KNUCKLE TlEBACK KIT 2 3/8"¢ PIPE X 10'-0" 130 12. 13. Z-BRACKET PIPE MOUNT @66' (SEE DWG 46087-PM1) 14. 2 KITS C10173010 STRAIGHT LEG PIPE MOUNT KIT 137 15.
2 Cl0981407 ANTENNA MTG. PIPE 4 1/2" X 7'-0" 116 16. 8 C40034032 U-BOLT ASSEMBLY 5/8 • X 5 3/16 C-C 17 17. 18. STIEF ARM MOUNTS EOR PIPE MOUNTS @66' 19. (SEE DWG 46087-DT1) 20. 4 KITS
C101 05021 DISH MOUNT TIEBACK ASSEMBLY 529 DATE 07/11/11 JOB NO. 46087 DLK PRINT NO. BOM 1 I DRAWN BY I CHECKED BY ZAK PAGE 10 OF 11 , ~L..r_DATE . DRW CHK DESCRIPllON , -I
11111111111111111111111111111111111 PC PIECE OR ORANGE CUSTOMER THIN AIR COMMUNICATIONS INC PLT=PALLET WH=WHITE C~Sabre~ SITE PARACHUTE, CO BDL=BUNDLE O!W=OR & WH CRT=CRATE N!R=NOT REQ'D
ifjI Towers & Poles B. O. M. so FT. MODEL S3TL-HDl SELF-SUPPORTING TOWER D=DRUM SP=SPECIAL 8X=80X PACKING ITEM NO. DRAWING PART TOTAL E-< Z QTY. PKG. DESCRIPTION WEIGHT -KIT OF NO. REQ'D.
NUMBER REV NO. LBS. ...: p. PKG'S. NO. 1 . HARDWARE 2. 10 C40026044 BOLT ASSEMBLY, 3!4 0 X 2 1/4 A325 7 3. 4. 5. 6. 7. S. 9. 10. 11. 12. 13. 14. 15. 16. 1 C4006S001 CAN OF COLD GALV.
SPRAY 1 17. 18. 1 CS00500 0 CS00500 TOWER NAME PLATE 1 19. 20. REFERENCE DRAWING: 46087-MS DATE 07/11/11 JOB NO. 46087 DRAWN BY DLK PRINT NO. BOM 1 EEV DATE. JoRW CHK CHECKED BY ZAK
PAGE 11 OF 11 DESCRIPTION . ,
N ////I I /////I I t /f ///I ( J /I /I DETAIL "A n NOT TO SCALE 1Jt~~o S~·:'POI 7el -;t~11 ~ EXISnNG TANKS ./\' " '" " '\\\\\5 " \ \ \ ~6? TO NORTHEAST CORNER SECTION 35 -----" \ \ \\\\\0:>
\ \ \ \\\\\\ \ \ \ \\\\\\-<P \ \ \ \ \ \ \ \. <P \ \ \ \ ,;0. \\~ \ 1,0; (J\ co COMMUNICA TlON TOWER 30' X 45' (SEE DETAIL -A", I \ . ~-1) ~~ \ \ \ \ \ \ 0" /~ .,,'5 ,~~~i \ \ \ \ \
\ \ ~ I \ \ \ \ ) LkG~L I D~SCRIPTION: ) I I ,A PROPOSED LEASE PARCEL \ SIToUATED ON CHEYRON U.S.A., INC. LANDS <¢. J NORTHEAST 1/4 OF SECTION 35, T5S. R97W. 6th P.M. <l Q. /I' FOR:
WILLIAMS PRODUCTION RMT COMPANY .'1; • I I JULY 12, 2011 I //A parcel of land situated in the northeast I /'quarter of Section 35 in Township 5 South, ./' /Range 97 West. of the Sixth
Principal "-\ (;> /' ///Meridian in Garfield County. State of EXlsntlG C('llnrnnn rnnrp nnrtirl oI"rl\l ~o",,", ... lhorl ", .. ~ SOLA,!PANEL ( //fo ---.... '-. LDC.? nON I f N "( /c(
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'1/II I "otS!... "" \ /1 I I /./I ), Richard A. Bullen Jr., an agent and employee f,#~" \ " I ~/I I /-.//on behalf of D.R. Griffin & Associates, Inc. state Gt-rJ:J "l ~ /I I /,.....,
the description hereon is ~~:~epresentati~n ~~ \ I '--. //. II //I //.r-/of a survey made un~~lUa~~qfii:~ommenclng f1 \ ............ 8700 ./'/////I I I /~ n June 21,2011. 1<)1\ olF ',,~.'~
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TOWER RIFFIN & ASSOCIATES, INC. I WILLIAMS PRODUCTION RMT (307)362-6028 ~ W 1414 ELK ST., ROCK SPRINGS, WY 82901 COMPANY I DRAWN: 7112111-RAB SCALE: 1"= 100' TR 41-35-597 CO CATIONS
TOWER I REVISED: 8/10/11 -RAB ADDED TOWER PAD/SHED Chevron USA. Inc BLCD-9-11-2188 Comm Tower @DeBeque TR 41-35 Communications Facility DRG JOB No. 14321 NENE, SECTION 35, T5S, R97w,
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