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HomeMy WebLinkAboutBLD2012-00272 ItILDING PERMIT APPLICAT MLA12-00195 Review Type: I Jefferson County Department of Community Development 621 Sheridan Street Port Townsend, WA 98368 PERMIT#: BLD12-00272 Received Date: 8/30/2012 SITE ADDRESS: 1219 CENTER RD CHIMACUM, 98325 OWNER: AT&T PHONE: 206-523-1941 760 ALOHA ST SEATTLE WA 98109 SUBDIVISION: Block: Lot: T 4+ PARCEL NUMBER: 901231004 Section: 23 Township: 29 N Range: 01 W CONTRACTOR: WESTOWER COMMUNICATIONS INC PHONE: 407-852-1755 405 EVANS BLACK DR TUKWILA WA 98188 Contractor's License WESTOCI975J8 Expires 12/14/2012 REPRESENTATIVE: PHONE: PROJECT DESCRIPTIOP ADD (3) NEW PANEL ANTENNAS &ADD CABINET ON EXISTING CONCRETE PAD TYPE OF WORK COM SQUARE FOOTAGE: COMMERCIAL: TYPE OF IMP NEW MAIN: INDUSTRIAL: VALUATION 17,500.00 ADD'L: HEAT TYPE: CODE EDITION: 2009 HEAT BASE: HEAT TYPE: OCCUPANCY: UNHEATED: #OF STORIES: OCCUPANCY: OTHER: CONST TYPE: GARAGE: SHORELINE: CONST TYPE: DECK: SETBACK: BANK HEIGHT: SEWAGE DISPOSAL: NUMBER OF EMPLOYEES: WATER SYSTEM: BATHROOMS: Exist: Prop: Routing Dal: Type A n aid By: Dame: Receipt: Date Permit $293.25 LYK 08/30/12 135160 Plan Check $190.61 LYK 08/30/12 135160 State Building Code $4.50 LYK 08/30/12 135160 SEP .{, 2012 Total: $488.36 Jefferson County Planning & Building Department Mirlmmor4\r7.+.\fnrmc\C RI n Ann P1,4 rn+ aiann111') CO JEFFERSONCOUNTY • DEPARTMENT OF COMMUNITY DEVELOPMENT 621 Sheridan Street• Port Townsend•Washington 98368 A .. 360/379-4450. 360/379-4451 Fax www.co.jefferson.wa.us/commdevelopment Master Permit Application MLA: 1 F15 Project Description(include separate sheets as necessary): A 1 Ake t ) Acv /_ y 4•.•1'1'L 4xD OMG �I� ��� CAthWT� On {�1 SEtk( C�••G!t/t p lhQ Tax Parcel Number. 'j© ),"{ j d O e.r Property Size: t&A IWA"' (acres/square feet) Site Address and/or Directions to Property: • A. :r .'.. c Al 4 9; Property Owner(s)of Record: RA1 or,i er Fores t it emu i(d5 L P Telephone: Fax: Mailing Address: 1901 I s 1 cup 11 e-I k do F� A, i m, Eel U, FL email: Applicant/Agent(if different from owner): 'A.T.-T MA',1;.tyyy /GcoRla_s if;&Ilea Telephone: gig.S1 R.Pitt i Fax: ex, 10, 713 0 email:3 p;erceco ry iv,Co soli.;,, ,c)►" Mailing Address: ' ; o 1-d U St. Ste: OO2 ,m - •$13 y h What kind of Permit?(Check each box that applies wilding 0 Critical Areas Stewards ❑ Demolition Permit ❑Variance(Minor,Major• .:• able Economic Use) ❑Single Family ❑Garage Attached/Detached ❑Conditional Use[C(a),C .117:A ]** ❑ Manufactured Home ❑ Modular ❑Discretionary"D"or Un = e ❑ Commercial* ❑Special Use(Essential • i.#-.seines) 2012 ❑ Change of Use ❑Boundary Line Adjustm:- ■■ i ❑ Address ❑Road Approach ❑Short Plat*" ❑Home Business ❑Cottage Industry ❑Binding Site Plan'"` JEFFERSON COUNTY ❑Propane ❑Long Plat** DEPT.OF COMMUNITY DEVELOPMENT ❑Sign ❑Planned Rural Residential Development(PRRD)/Amendments** ❑Allowed*Yes"Use Consistency Analysis ❑Plat Vacation/Afteration** ❑Stomhwater Management ❑Shoreline Master Program Exemption/Permit Revisions** ❑Site Plan Approval Advance Determination(SPAAD)* ❑Shoreline Management Substantial Development** ❑Temporary Use ❑Shoreline Management Variance )i•Wireless Telecommunication" ❑Comprehensive Plan/UDC/Land Use District Map Amendment ❑Forest Practices Act/Release of Six-Year Moratorium ❑Jefferson County Shoreline Master Program Amendment *May require a Pre Application Conference ❑Tree Vegetation Request **Requires a Pre-Application Conference Please identify any other local,state or federal permits required for this proposal,if known: I hereby designate �; � DESIGNATION OF AGENT to act as my agent in matters relating to this application for permit(s). OWNER SIGNATURE SE, ,At9-purlyy LerkSir Date: By signing this application form,the owner/agent attests that the information provided herein,and in any attachments,is true and correct to the best of his,her or its knowledge. Any material falsehood or any omission of a material fact made by the owner/agent with may result in this permit being null and void, respect application packet I further agree to save.indemnify and hold harmless Jefferson County against all liabilities,judgments,court costs,reasonable attorney's fees and expenses which may in any way accrue against Jefferson County as a result of or in consequence of the granting of this permit. I further agree to provide access and right of entry to Jefferson County and its employees,representatives or agents for the sole purpose of application review and any required later inspections. Stafrs access and right of entry will be assumed unless the applicant informs the County in writing at the time of the application j_. or=•:wan.= :rior notice. Signature: Date: g1o2/l/Z The action or actions Applicant will undertake as a result of the issuance of this permit may endangered species and could lead to a negatively impact upon one er more threatened e endangered Species potential`take"of an endangered species as those terms are defined in the federal law known as the "Endangered penes Act"or"ESA."Jefferson County makes no assurances to the applicant that the actions that will be undertaken because this permit has been issued will not violate the ESA Any individual,group or agency can file a lawsuit on behalf of an endangered species regarding your action(s)even if you are in compliance with the Jefferson County development code.The Applicant acknowledges that he,she or it holds individual and non-transferable responsibility for adhering to and complying with the ESA. The Applicant has read this discial era signs and dates it below. Signature: gP)) ()z Date: / G:\PermitCenter\###FORMS###\DRD FORMS\Master Permit Application 5-29-08.doc • BUILDER STATEMENT • The signer of this statement does hereby certify that they are the Owners of the parcel referenced herein,that they are not licensed contractors and that they will be assuming the responsibility of the General Contractor for the proposed per. Signature: Date: GENERAL CONTRACTOR OR MANUFACTURED HOME INSTALLER: PHONE: FAX: I eSTaJIaK (oMgd1*/c 1-rrt(3rr5 5.n c.- (925") 7,13- 3LtS£'! (f ) MAILING ADDRESS: '7c25 SL• ;Li t.b si-1STa-s-6a y ,ya EMAIL: irekell P1..xsotoUut .ro n CONTRACTOR'S LICENSE A ere rr ISiImo,w 4 WAINS NUMBER: L)/. SibC. 19 7$ 3-8 NUMBER ARCHITECT/ENGINEER: Got„srsizne am lhur:.-�C( PHONE (' S)yP>7°/733, FAX:(WO yg7. 1734 MAILING ADDRESS: r69aa(04,.,0:LIL evr„oh d R`), ,s4. . ty-1.4 EMAIL CGt OCot'iers onG -e.tj .co''” Project Type: Frame Type: Bathrooms: Shoreline: Type of Sewage Disposal: ❑ New ❑ Wood Existing: 0 Sewer ❑ Addition ❑ Steel Proposed: I Bank 0 Community System J j 1 Alteration/Remodel ❑ Concrete Total: Height: 0 Individual System �- ❑ Repair ❑ Masonry )4J SEP Permit# ❑ Demolition cir Other: Bedrooms: Water Supply: U GP Existing: Setback: ❑ Private well 0 Two Party Type of Heat Proposed Total: _ f"E:'1.‘11' . I ,... If this is a Commercial Protect you must answer the following: i_i� Number of Parking Spaces: Current: 0 Proposed: ' Nu tier of:.? toll Number of occupants(includes owners,tenants,employees,etc) Current i , -proposed ' IJ IBC Occupancy: U IBC Type of construction: 11-6 Will' ' ve Food Service? y I If this is a Propane Tank and/or Appliance Installation hermit.mark all items low that aDDIWFR atiNTY 1 Underground Tank I Above ground Tank Size of Propane Ta : r •T I OMM NITY DEVELOPMENT I Heat Stove 1 Cook Stove I Woodstove 1 Fireplace Insert I Hot Water Tank I Pellet Stove 1 Other Is this appliance being installed in a Manufactured/Mobile Home? Yes /� When applying fora permit to install a propane tank you must also submit a site plan showing all of the buildings,ail property lines,tank location and size,distances from the propane tank to all property lines,buildings and septic system components, Including the reserve area. Square Footage Current Proposed ,r, Is ... Main Floor Heated ` EH Bid App Review: 2"°Floor Heated Consistency Review: 92 - Other Heated Base fee: 7c(3 C,) Mezzanine - ., ., ,,,1 Additional Section: __-- Heated Basement 144 1 Plan Check fee: ' cc .(01 Unheated Basement ! State Surcharge fee: LA` 60 Other Unheated ','=:'k / Pot Water Review fee: C Garage/Carport -4-44-1.1 - SUBTOTAL £ , Decks _ 911/Rd Approach fee: r: Other Pr TOTAL: $ 7 I r j_^ lx4,1 Recei t Number: 35\60 "1 4, Cash/Check Number: q ESTIMATED COST(REQUIRED) Date: , 12 •Fair market value of all labor and materials foundation to finish Initials: -- _!--2 GAP emritC enter\###FORMS###\ORD FORMS\Maw Permit Application 5-29-O8.doc a y • } • • I Site Number. SE-6101 I AUG 3 C Rq Site Name: Ohimacum IJ Market: Seale Expansion i J L J JEFFERSON COUNTY r...__ E T.OF CO oIMUNtlY DE;!E!0?E^E r;T SITE LEASE WITH OPTION THIS SITE LEASE WITH OPTION(this"I ease")is effective this rJ day of r r 1')`� -" between ANE Forests of Puget Sound Inc. ("Landlord") and VoiceStream PCS BTA I Corporation, a Delaware corporation,as agent for Cook Inlet/VoiceStream PV/SS PCS,L.P.,a Delaware limited partnership("Tenant"). I. Option to Lease (a) In consideration of the payment of olmiiiimmemb(the "Option Fee") by Tenant to Landlord,Landlord hereby grants to Tenant an option to lease the use of a portion of the real property described in attached Exhibit A(the"Property"),on the terms and conditions set forth herein(the"Option"). The Option shall be for an initial term of twelve(12) months, commencing on the date hereof and ending MCrai H12 tx,I (the"Option Period"). The Option Period may be extended by Tenant for an additional twelve (12) months upon written notice to Landlord and payment of the sum of "Additional Option Fee")at any time prior to the end of the Option Period. (b) During the Option Period and any extension thereof,and during the term of this Lease, Landlord agrees to cooperate with Tenant in obtaining,at Tenant's expense,all licenses and permits or authorizations required for Tenant's use of the Premises from all applicable government and/or regulatory entities(including without limitation zoning and land use authorities, and the Federal Communication Commission("FCC")(the"Governmental Approvals"), including appointing Tenant as agent for alI land use and zoning permit applications,and Landlord agrees to cooperate with and to allow Tenant, at no cost to Landlord,to obtain a title report, zoning approvals and variances,conditional-use permits, perform surveys, soils tests, and other engineering procedures or environmental investigations on the Property,necessary to determine that Tenant's use of the Premises will be compatible with Tenant's engineering specifications, system design, operations and Governmental Approvals. During the Option Period and any extension thereof,Tenant may exercise the Option by so notifying Landlord in writing,at Landlord's address in accordance with Section 12 hereof. (c) If Tenant exercises the Option,then,subject to the following terms and conditions,Landlord hereby leases to Tenant (the "Lease") the use of that certain portion of the Property sufficient for placement of Antenna Facilities (as defined below), together with all necessary space and easements for access and utilities, as generally described and depicted in attached Exhibit B(collectively referred to hereinafter as the"Premises"). 2. Term. The initial term of this Lease shall be six(6)years commencing on the date of exercise of the Option (the"Commencement Date"),and terminating at Midnight on the last day of the initial term. 3. Permitted Use. The Premises may be used by Tenant for the transmission and reception of radio communication signals and for the construction,maintenance,repair or replacement of related facilities,towers, antennas, microwave dishes,equipment or buildings,and related activities. 4. Rent. Tenant shall pay Landlord,as Rent, per month("Rent"). Rent shall be payable In advance beginning on the Commencement Date for the remainder of the month in which the Commencement Date falls and for the following month,and thereafter rent will be payable monthly in advance on the fifth day of each month for the following months to ANE Forests of Puget Sound Inca at Landlord's address specified in Section 12 below. If this Lease is terminated at a time other than on the last day of a month, Rent shall be prorated as of the date of termination for any reason other than a default by Tenant,and all prepaid Rent shall be refunded to Tenant. 5. Renewal. Tenant shall have the right to extend this Lease for three(3)additional,three-year terms("Renewal Term"). Each Renewal Term shall be on the same terms and conditions as set forth herein, except that rent shall be increased byllelmmosir of the rent paid over the preceding term. This Lease shall automatically renew for each successive Renewal Term unless Tenant shall notify Landlord,in writing,of Tenant's intention not to renew this Lease,at least sixty(60)days prior to the expiration of the term or any Renewal Term. If Tenant shall remain in possession of the Premises at the expiration of this Lease or any Renewal Term without a written agreement,such tenancy shall be deemed.a month-to-month tenancy under the same terms and conditions of this Lease. 6. jnterferencc. Tenant shall not use the Premises in any way which interferes with the use of the Property by Landlord.,or lessees or licensees of Landlord,with rights in the Property prior in time to Tenant's(subject to Tenant's rights under this Lease, including without limitation,non-interference). Similarly,Landlord shall not use, nor shall Landlord permit its tenants,licensees,employees,invitees or agents to use,any portion of the Property in any way which interferes with the operations of Tenant. Such interference shall be deemed a material breach by the interfering party, who shall, upon written notice from the other,be responsible for terminating said interference. In the event any such interference does . i • • • Mortgagees simultaneously of any default by Tenant and to give Mortgagees the same right to cure any default as Tenant or to remove any property of Tenant or Mortgagee located on the Premises, except that the cure period for any Mortgagee shall not be less than thirty(30) days after receipt of the default notice, as provided in Section 8 of this Lease. All such notices to Mortgagees shall be sent to Mortgagee at the address specified by‘Tenant. Failure by Landlord to give Mortgagee such notice shall not diminish Landlord's rights against Tenant, but shall preserve all rights of Mortgagee to cure any default and to remove any property of Tenant or Mortgagee located on the Premises,as provided in Section 17 of this Lease. 16. Successors and Assigns. This Lease shall run with the Property,and shall be binding upon and inure to the benefit of the parties,their respective successors,personal representatives and assigns. 17. Waiver of Landlord's Lien. Landlord hereby waives_any and all lien rights it may have, statutory or otherwise, concerning the Antenna Facilities or any portion thereof which shall be deemed personal property for the purposes of this Lease, regardless of whether or not the same is deemed real or personal property under applicable laws, and Landlord gives Tenant and Mortgagee the right to remove all or any portion of the same from time to time, whether before or after a default under this Lease,in Tenant's and/or Mortgagee's sole discretion and without Landlord's consent. 18. Miscellaneous. (a) The substantially prevailing party in any litigation arising hereunder shall be entitled to its reasonable attorneys'fees and court costs,including appeals,if any. (b) Each party agrees to furnish to the other,within ten(10)days after request,such truthful estoppel information as the other may reasonably request. - (c) This Lease constitutes the entire agreement and understanding of the parties, and supersedes all offers, negotiations and other agreements. There are no representations or understandings of any kind not set forth herein. Any amendments to this Lease must be in writing and executed by both parties. (d) Each party agrees to cooperate with the other in executing any documents (including a Memorandum of • Lease in substantially the form attached to Exhibit D) necessary to protect its rights or use of the Premises. The Memorandum of Lease may be recorded in place of this Lease,by either party. (e) This Lease shall be construed in accordance with the laws of the state in which the Property is located. (I) If any term of this Lease is found to be void or invalid,such invalidity shall not affect the remaining terms of this Lease, which shall continue in full force and effect. The parties shall agree that if any provisions are deemed not enforceable,they shall be deemed modified to the extent necessary to make them enforceable. (g) The persons who have executed this Lease represent and warrant that they are duly authorized to execute this Lease in their individual or representative capacity as indicated. (h) This Lease may be executed in any number of counterpart copies,each of which shall be deemed an original, but all of which together shall constitute a single instrument. (i) The parties understand and acknowledge that Exhibit A(the legal description of the Property),)exhibit B(the Premises location within the Property), and Exhibit C (the site plan) may be attached to this Lease in preliminary form. Accordingly,the parties agree that upon the preparation of final,more complete exhibits, Exhibits A, B and/or C, as the case may be,which may have been attached hereto in preliminary form,may be replaced by Lessee with such final,more complete exhibit(s). The Execution Date of this Lease is the I day of VA/ay/1/` LANDLORD: ANE Forests of Puget Sound Inc. TENANT: VoiceStream PCS BTA I Corporation,as agent for Cook Inlet/VoiceStream PV/SS __ , -�`��.• PCS,L.P. By:_...---.. / � ,,.y, f By: Its: /'fie ctir e..,r Its: • ss/Tax ID: 13-018762.1 /2 / } i ; r j ; i 4' ional Corporate A'+• ey 1`I AUG 3 0 2012 II i ' LiL JEFFERSON COUNTY Site Number: SE-0101 DEPT.OF COMMUNITY DEVELOPMENT Site Name: Ohirttaourrt Market: Seattle Expansion 4 AMIN I irlECEOVE August 15,2012 " L&t AUG 3 0 2012 , City of Chimacum 1 U L (! IJEFFERSON COUNTY DEPT OF COMMUNITY DEVELOPMENT RE:New Cingular Wireless PCS,LLC/AT&T Mobility Proposal Letter of Compliance—WA706 Dear Reviewing Parties; The existing AT&T Mobility facility proposed expansion on a tower at 1219 Center Rd,Chimac 98325 will comply with the public maximum Communications permissible exposure(MPE)levels set by the Federal WA Commission(FCC)in all publicly accessible areas. national RF exposure standard that reflects the consensus a These FCC rules constitute a protecting the public health and the environment. greement of the federal agencies charged with To demonstrate compliance with the FCC radio contributed by the NIT antenna facility has beefrequency predicted b ed exposure ' provided Office of Engineering power density gineering Technology in OET B�l etin 65�Edition 97-01,released August by the FCC's determination is based on site-specific engineering gust 1997.This Vicinity of the antennas and compares thoslevels e g public MPE limits(typically ensity in the 6%of the FCC Limit).The result of the are less than 1 to demonstrates that Limit)..highest r predictive analysis(at the transmit power we plan on using) power density in a publicly accessible area is in compliance with FCC requirements. Sincerely, Amy Wang Radio Frequency(RF)Engineer Wes Tower Communications 7525 SE 24th Street Suite 500 Mercer Island,WA 98040 1I • • L in O O CV Z LL ,/ 1 O H 0 07 V O �j cl- N — N O CI \ O -0 — d- ,— W O O L I— -0 X CC "0 +1 N Q C U Cc = Z W O 0 C9 -1--, "O H O O H O L .0 _C U7 1` Q .O U U U W Z O 0 0 J 0_ 0_ Z 3 I— I— O Z O m N CO O N O O. L!7 3 0_ N -0 J CO J = O O N U 00 CV CC `� 07 "0 W C+7 W ,— CV W C = 3 C-) 3 F— 3 •• C_) CO ■. O C O CO X O: J U 0 = J -O CV I— = Z O I— LL C Z O \ O H CID Z ›- -- U7 CO = W W Q X CV 3 —1 W CC M 3 F— C0 CC co I— Y 2 -O CC O U7 O W CO I— CC J U C W ,— J •••• I— J W CO Q Q Q W CL Cr) v CO CO CC W O_ 3 W O CV X W Q O CC W CO CC 3 • .. Q 1= X O O C1 Cc CO a O .— I— O Q ¢ LL Z CO Q Cn O W LL I— X Q CV Z 0 J N CA - W O Q J I� H Z Q 07 O F— W F— U] 0 U W 'O CV - W X W F-1 F-1 X Z CC U I— W X H I— N _J Z O Q Z I— Z 0) CL O Z .— CO Z O CO 0-, O N CO Z >- I— O CC CD N 3 W r 7 0_ O Q I— rn O W C9 07 07 07 Q -1_, �. U O Q .• 0_ LL O= !0 — +J O O O O CO CO CV O O Q CO 0] CC 0) O CO O O CU d- O O O "O L O O CO U N CV O I # C O O •• L B L D- 10 cl- X * I-- Q Contractors or Tradespeople Pri,Friendly Page Page 1 of 1 General/Specialty Contractor A business registered as a construction contractor with Lill to perform construction work within the scope of its specialty.A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name WESTOWER COMMUNICATIONS INC UBI No. 601979870 Phone 4078521755 Status Active Address 9961 Sidney Hayes Rd License No. WESTOCI975J8 Suite/Apt. License Type Construction Contractor City Orlando Effective Date 4/28/2003 State FL Expiration Date 12/14/2012 Zip 32824 Suspend Date County Out Of State Specialty 1 General Business Type Corporation Specialty 2 Unused Parent Company Other Associated Licenses Specialty Specialty Effective Expiration License Name Type 1 2 Date Date Status SPECTNS983B2 SPECTRASITE Construction General Unused 1/22/2002 12/7/2004 Archived NETWORK SRVCS INC Contractor SPECTCI011RN TR Construction General Unused 12/15/1999 12/7/2002 Archived CON CONSTRUCTIUCTI ON INC Contractor WESTOWER WESTOCI0770C Construction General Unused 9/3/1993 6/1/2000 Archived COMMUNIC COMMUNICATIONS INC Contractor Business Owner Information Name Role Effective Date Expiration Date PAYNE,CALVIN JAY Director 03/07/2011 JARVIS,MIKE ARTHUR President 01/26/2011 CARR,MICHAEL DOUGLAS Treasurer 01/26/2011 BARKER,J JOHN EDWARD Vice President 01/26/2011 MARTINICH,MATTHEW Vice President 08/04/2003 01/26/2011 Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 1 HARTFORD FIRE 52BSBAD6506 04/02/2003 Until Cancelled $12,000.00 04/28/2003 INSURANCE Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 5 Hartford 20ECS000527 12/31/2011 12/31/2012 $1,000,000.00 01/13/2012 Casualty Ins Co 4 HARTFORD FIRE 20ECSQU527 12/31/2007 12/31/2011 $1,000,000.00 12/20/2010 INS CO 3 TWIN CITY FIRE 2QUENQUO522 12/31/2005 12/31/2007 $1,000,000.0001/02/2007 Summons/Complaint Information No unsatisfied complaints on file within prior 6 year period Warrant Information No unsatisfied warrants on file within prior 6 year period https://fortress.wa.gov/lni/bbip/Print.aspx 8/30/2012 Permit Number:—BLD12-00272 Jefferson County Building Division Applicant: AT&T MOBILITY BUILDING PERMIT INSPECTION APPROVALS Applicable Code: 2009 International Building Codes To schedule inspections, call (360)379-4455 no later than 7:00 AM the day of the inspection. Requests received after 7:00 AM will not be scheduled for that day's inspections. ELECTRICAL PERMITS are issued by the Washington State Department of Labor& Industries. The electrical permit must be signed off by the State Inspector prior to the County's Framing Inspection Inspection Item Date Approval Signature Notes Miscellaneous antena and equipment cabinet FINAL INSPECTION 4 13 FINAL INSPECTION MUST BE APPROVED PRIOR TO BUILDING BEING OCCUPIED THIS PERMIT IS VALID FOR ONE YEAR BUILDING PERMIT S Jefferson County Department of Community Development 621 Sheridan Street, Port Townsend, WA 98368 (360)379-4450 FAX (360)379-4451 PERMIT#: BLD12-00272 Received Date: 8/30/2012 SITE ADDRESS: 1219 CENTER RD Issue Date 9/24/2012 CHIMACUM, 98325 Expiration Date 9/24/2013 OWNER: AT&T PHONE: 206-523-1941 760 ALOHA ST SEATTLE WA 98109 SUBDIVISION: Block: Lot: T 4+ PARCEL NUMBER: 901231004 Section: 23 Township: 29 N Range: 01 W CONTRACTOR: WESTOWER COMMUNICATIONS INC PHONE: 407-852-1755 405 EVANS BLACK DR TUKWILA WA 98188 Contractor's License WESTOCI975J8 Expires 12/14/2012 PROJECT DESCRIPTION: ADD (3) NEW PANEL ANTENNAS &ADD CABINET ON EXISTING CONCRETE PAD TYPE OF WORK COM SQUARE FOOTAGE: COMMERCIAL: TYPE OF IMP NEW MAIN: INDUSTRIAL: VALUATION 17,500.00 ADD'L: HEAT TYPE: CODE EDITION: 2009 HEAT BASE: HEAT TYPE: OCCUPANCY: UNHEATED: #OF STORIES: OCCUPANCY: OTHER: CONST TYPE: GARAGE: SHORELINE: CONST TYPE: DECK: SETBACK: BANK HEIGHT: SEWAGE DISPOSAL: WATER SYSTEM: Type Amount Paid By: Date: Receipt: BATHROOMS: Permit $293.25 LYK 08/30/12 135160 Exist: Plan Check $190.61 LYK 08/30/12 135160 Prop: State Building Code $4.50 LYK 08/30/12 135160 Total: Total: $488.36 NUMBER OF EMPLOYEES: Directions to Site: HEALTH DEPARTMENT AND PUBLIC WORKS APPROVAL REQUIRED PRIOR TO FINAL INSPECTION THIS PERMIT IS VALID FOR ONE YEAR OR IT MUST BE PROPERLY RENEWED BUILDING INSPECTION HOT-LINE 379-4455. Request must be received by 7 am the day the inspection is needed. Office Hours 9:00 am-4:30 pm MONDAY - THURSDAY HOT LINE AVAILABLE 24 HOURS A DAY SPECIAL CONDITIONS APPLY-SEE ATTATCHED • . , CONDITIONS for Building Permit# :BLD12-00272 1.) The project shall adhere to the Best Management Practices (BMPs)to control stormwater, erosion and sediment during construction. BMPs shall address permanent measures to stabilize soil exposed during construction, and in the design and operation of stormwater and drainage control systems. \\tir1Pmark\data\fnrmc\F RI 11 Permit Rlrin rnt 9/74/7017 . ... • ,, iiiuie_._ . 4-14A• • i s 7 • Date 2 s time received .0 3 5--&/ pm Mon. ue ' ,Weds Thur. - Pri. - BLD: 13 /0 Date: 7 Z+0 • . OWNER: Contact Name ADDRESS: C44 0 J` 0140 e°ik.) C. i Contact Number:360 --S...6\A-- r :�,. r Notes: . 3634(o8• 206 � t f • • •Foundation Plumbing • Framing Propane Tank Mechanical • Setbacks Under-ground Framing ^, — Under ground _ Furnace Footing Rough In Air seal Above ground ` Gas _ Stemwall Hydronic Exterior shear _ Exterior lines Oil Straps Interior shear Interiorlines • Ducts f_ Post Hole Ventilation Appliance _ Underfloor Gas/wood stove Man-Homes Setbacks Insulation. Final Inspection .= Foundation_ ,, c Block&'Tie — floor _wall ceiling. . Address Posted J • sue' • • {. • • Date • time received am / pm Mon. ,Wed: Thur. -. Fri. - BED: 1 71, Date: OWNER: Contact Name • ADDRESS: n t.-C� Contact Number:360C/2.7377- 7 t Notes: 206 ar 4.• • Foundation Plumbing Framing Propane Tank Mechanical • •Setbacks _ Under-ground Framing Underground _ Furnace _ Footing — Rough In Air seal Above ground _ Gas Stemwall __ Hydronic Exterior shear — Straps Interior shear Exterior lines Oil Post Hole interiorlines Ducts _ Ventilation Appliance MarnHonies Underfloor Gas/wood stove Setbacks ' Insulation. Foundation Final Inspection Block&lie floor wall ceiling o g Address Posted 13 c D z W O n ..-U m O 2 o f) Q In N, o m _7 u iA 0cJ PJH 0-0 gm 73 E� 3 � r y _III W ca ca 0 Wo ii Z 1 mi EN 1. 1r Ail lik II di ai ,, 7 NO linlir Itilr iii�i oAX ' m s�►�` iii u oil l/ � w ism. 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O -10- z c> r N D �T O m I:4 1-- IMINNION00,008Hagge 1:31 --1 _ Ir 1 i =ll 111 I —l5 Ii 1 1 I O��O8 = D D x, 7' Z Z A$ * 2 m Z O O `m v0i RI-cj 3 �/ mggy Z .,:o " N m n 11 ` Z Z g yy O CI n (((..01 m m N -i m m�'c n g O �• c _ I I N N I I 0 m xC 1 W-m ° ! `.O o f $ N' A --I G) pm>g. oco >° _ r• o m m D n r � mn I�011 �y -< ^, r s Aso g _� •c4F m z c —1 c?i, c m z `2 gi,-; i, m C c iL M F° M' O rIg A 0 z 's 4 r- N -z+ o X o g 4 C D pg P m j Z� ¢ rri■ C � =<v m C C Z � m v i m ..O N 8 90 -ri Z 013 5 'An-, N Z y�Di Do g$y o p y v r.{-ilt - - II cOA 760 • //i■ GPD GROUP. STRUCTURAL ANALYSIS REPORT Glans,Pyle,Schomer,Burns&DeHaven,Inc. • . O it n ) TOWERS SITE NUMBER: SE06101A SITE NAME: PT CH IMACUM /AN E JEFFERSON COUNTY DCD SITE ADDRESS: 1219 CENTER RD BUILDING PLAN REVIEW CHIMACUM, WA 98325 APPROVED AS SUBMITTED ❑ APPROVED AS NOTED ❑ REJECTED NEW ANTENNA INSTALLATION (kv137� ON AN EXISTING Date Reviewer (O 160' SELF SUPPORT TOWER BY: "Reviewed for Code Compliance" at8it Your world.Delivered. ICEOVE AUG 302012 JEFFERSON COUNTY DEPT.OF COMMUNITY DEVELOPPJIF"'T August 6, 2012 GPD Project#: 2012805.70 Rev. 1 _ 1 SELF SUPPORT TOWER STRUCTURAL ANALYSIS REPORT SE06101A PT CHIMACUM /ANE 1219 Center Rd Chimacum, Washington 98325 GPD Project #: 2012805.70 Rev. 1 New Antenna Installation Existing 160 ft Self Support Tower For: T-Mobile Towers Bellevue, Washington EXP 2.22.13 1S14 C.a 4`• f,QF wAs4.r ll Prepared By x Vfti 35017 -4u/tALIA4' 40' 8.6.12 Steven C. Ball, S.E. Registered Structural Engineer Washington SE #: 35017 August 6, 2012 Glaus, Pyle, Schomer, Burns and DeHaven, Inc. dba GPD Group ENGINEERS • ARCHITECTS • PLANNERS 520 South Main Street• Suite 2531 • Akron • Ohio •44311-1010•Tel: 330-572-2100 • Fax: 330-572-2101 II TABLE OF CONTENTS DESCRIPTION PAGE NUMBER EXECUTIVE SUMMARY . . . . . . 1 TOWER DESCRIPTION . . . . . 2 TOWER MATERIALS . . . . . . 2 TOWER LOADING . . . . . . . 3 ANALYSIS . . . . . . . . 5 CONCLUSIONS AND RECOMMENDATIONS . . . 6 DISCLAIMER OF WARRANTIES . . . . . 7 APPENDICES 1. TNXTOWER ANALYSIS PRINTOUT (WIND) 2. TNXTOWER ANALYSIS PRINTOUT (SEISMIC) 3. SEISMIC CALCULATIONS 4. TOWER ELEVATION DRAWING AND FEEDLINE PLAN 5. ANCHOR ROD ANALYSIS 6. FOUNDATION ANALYSIS GPD GROUP SE6101A PT CHIMACUM/ANE EXECUTIVE SUMMARY The purpose of this analysis is to verify whether the design for the existing tower is structurally capable of carrying the new antenna and coax loads as specified by AT&T to T-Mobile Towers. This report was commissioned by Mr. Kenneth Fann of T-Mobile Towers. The design for the existing structure meets the requirements of TIA-222-G for an 85 mph 3-second gust wind speed with no radial ice,a 30 mph 3-second gust wind speed with 1/4"of radial ice,as well as the seismic provisions set forth by the TIA-222-G in accordance with the 2009 IBC,for the proposed antenna configuration. The foundation reactions, with the proposed loading, were found to be less than the capacity of the existing foundation design. Therefore the existing foundation is adequate, assuming it was properly constructed according to original design. Section Results Tower Members % Capacity Result Legs 65.5% Pass Diagonals 64.2% Pass Horizontals 5.5% Pass Connection Bolts 73.0% Pass Anchor Rods 29.4% Pass Foundation % Capacity Result Compression 36.9% Pass Uplift 42.0% Pass Reinforcement 53.5% Pass Tower Rating: 73.0% GPD GROUP STRUCTURAL ANALYSIS REPORT PAGE 1 SE6101 A PT CHIMACUM/ANE TOWER DESCRIPTION The existing 160' self support tower is located in Chimacum, Washington. The tower was originally designed for Voicestream Wireless by Valmont Microflect of Salem, Oregon. The original design load for the tower was for a 100 mph basic wind speed with 1/2" radial ice in accordance with TIA/EIA-222-F. The tower was originally designed to hold the following: Original Design Antennas: Elev. 150' (12) RR65-19-00NP Antennas on a 13' Rotatable Platform Elev. 140' (12) RR65-19-00NP Antennas on 13' Mounting Frames Elev. 130' (12) RR65-19-00NP Antennas on 13' Mounting Frames Elev. 125' (1) 4' MW Dish w/ radome Elev. 120' (1) 4' MW Dish w/ radome The existing tower is supported on three legs and has eight major sections. It has a triangular cross section made of bolted connections,with an "X"frame configuration. The tower is fabricated with pipe legs and angle diagonals. The tower is galvanized and has no tower lighting. DOCUMENTS PROVIDED Description Remarks Source Tower Drawings Valmont#: 11227.00 Rev. A, dated 2/21/2003 T-Mobile Foundation Drawings PSM, Inc. #: WA99-2720-FDP, dated 3/31/2000 T-Mobile Geotechnical Report ADaPT #: WA99-2720, dated 9/30/1999 T-Mobile Site Inspection Report SiteMaster#: SE06101A, dated 11/15/2007 T-Mobile Previous Analysis GPD #: 2012790.31, dated 1/19/2012 T-Mobile TOWER MATERIALS Data on steel strength was available from the information provided. The following table details the steel strength used in the analysis. Legs ASTM A572 (50 KSI Yield Strength) Diagonals ASTM A36 (36 KSI Yield Strength) Horizontals ASTM A36 (36 KSI Yield Strength) Connection Bolts A325N Anchor Rods ASTM A615 (75 KSI Yield Strength) ® GPD GROUP STRUCTURAL ANALYSIS REPORT PAGE 2 SE6101A PT CHIMACUM/ANE TOWER LOADING The following data shows the major loading that the tower supports. Existing, reserved, and proposed antenna information was provided by T-Mobile Towers. Existing and Reserved Configuration Elevation Carrier Antennas 160' T-Mobile (6) Andrew UMWDP-06516-R1DH Antennas, (6) Andrew TMBXX-6516-R2M Antennas & (12) Andrew ETW190VS12UB TMAs on a 13' Platform w/ rails w/ (24) 1-5/8" coax 150' AT&T (3) Kathrein 742 265 Antennas, (6) Kathrein 800 10122 Antennas, (3) Powerwave TT19-08BP111-001 TMAs & (18) Kathrein 860 10025 RETs on (3) T-Booms w/ (13) 1-5/8" and (1) 3/8" coax 140' Sprint (12) PCS A 065-19 Antennas on (3) T-Arms w/ (12) 1-5/8" coax 130' T-Mobile (1) 4' HP Dish on a pipe dish mount w/ (1) 7/8" coax 126.6' Sprint (1) Andrew VHP4-105-111 Dish on a pipe dish mount w/ (1) 7/8" coax 122' T-Mobile (1) 4' Dish on a pipe dish mount w/ (1) 7/8" coax 104' T-Mobile (1) Andrew P2-57W-P7A Dish on a pipe dish mount w/ (1) 1/2" coax 102' T-Mobile (1) 3" GPS Cone on a pipe mount w/ (1) 1/2" coax 95' T-Mobile (1) Ericsson 2' Dish on a pipe dish mount w/ (1) 1/2" coax 63' Sprint (1) 3" GPS Cone on a pipe mount w/ (1) 1/2" coax GPD GROUP STRUCTURAL ANALYSIS REPORT PAGE 3 SE6101A PT CHIMACUM/ANE Proposed Configuration Elevation Carrier Antennas 160' T-Mobile (6) Andrew UMWDP-06516-R1 DH Antennas, (6) Andrew TMBXX-6516-R2M Antennas & (12) Andrew ETW190VS12UB TMAs on a 13' Platform w/ rails w/ (24) 1-5/8" coax 150' AT&T (3) Kathrein 742 265 Antennas, (3) KMW AM-X-CD-17-65-00T Antennas, (6) Kathrein 800 10122 Antennas, (3) Powerwave TT19-08BP111-001 TMAs & (18) Kathrein 860 10025 RETs on (3) T-Booms w/(12) 1-5/8" and (1) 3/8" coax 148' AT&T (3) Lucent 9442 RRH 700 Units, (3) Lucent 9442 RRH AWS Units& (1) Raycap DC6-48-60-18-8F Unit on (3) 3' Face Mounts, w/(1) 1/4" coax & (2) 1/2" coax 140' Sprint (12) PCS A 065-19 Antennas on (3) T-Arms w/ (12) 1-5/8" coax 130' T-Mobile (1) 4' HP Dish on a pipe dish mount w/(1) 7/8" coax 126.6' Sprint (1) Andrew VHP4-105-111 Dish on a pipe dish mount w/ (1) 7/8" coax 122' T-Mobile (1) 4' Dish on a pipe dish mount w/ (1) 7/8" coax 117'-6" AT&T (1) Andrew P4F52N7A Dish on a pipe dish mount w/ (1) EW90 coax 104' T-Mobile (1) Andrew P2-57W-P7A Dish on a pipe dish mount w/ (1) 1/2" coax 102' T-Mobile (1) 3" GPS Cone on a pipe mount w/ (1) 1/2" coax 95' T-Mobile (1) Ericsson 2' Dish on a pipe dish mount w/(1) 1/2" coax 63' Sprint (1) 3" GPS Cone on a pipe mount w/ (1) 1/2" coax Note: - BOLD type indicates the proposed carrier's final configuration. -See Appendix 4 for the proposed feedline plan. The purpose of this independent structural analysis review is to determine if the design for the existing tower,with the proposed configuration, is in conformance to the latest TIA-222-G standard requirements and the 2009 International Building Code. 4 GPD GROUP STRUCTURAL ANALYSIS REPORT PAGE 4 SE6101A PT CHIMACUM/ANE ANALYSIS The purpose of this structural analysis review is to determine if the design for the existing tower is in conformance to the latest requirements of the 2009 International Building Code. Wind loading and seismic loading were taken from the TIA-222-G standard as required by the 2009 IBC Section 1609.1.1 (including exceptions) and Section 3108.4. Wind loading and seismic loading were not applied concurrently. The current requirements of TIA-222-G are for 85 mph 3-second gust wind speed with no radial ice and 30 mph 3-second gust wind speed with 1/4"of radial ice. TIA-222-G requires an 85 mph 3-second gust wind speed at this tower location. ANALYSIS 3-SECOND GUST WIND SPEED: 85 MPH ANALYSIS 3-SECOND GUST WIND SPEED W/ ICE: 30 MPH RADIAL ICE: 1/4" EXPOSURE CATEGORY: C STRUCTURE CLASS: II TOPOGRAPHIC CATEGORY: 1 Seismic loads were calculated from hand calculations using Microsoft Excel. The calculations were taken from a substantiated analysis utilizing the TIA-222-G standard. STRUCTURE CLASSIFICATION: II SITE CLASS: D RESPONSE MODIFICATION COEFFICIENT (R): 1.5 1-SECOND SPECTRAL RESPONSE ACCELERATION (Si): 1.170 SHORT PERIOD SPECTRAL RESPONSE ACCELERATION (Ss): 0.426 TnxTower(Version v6.0.3.0), a commercially available software program, was used to create a three- dimensional model of the tower and calculate member stresses for various dead, live, wind, ice and seismic load cases. All loads were computed in accordance with the TIA-222-G in accordance with IBC requirements. Selected output from the tnxTower stress analysis is included in Appendices 1 & 2. The tower and foundations are assumed, for the purpose of this analysis, to have been properly fabricated,constructed, maintained,and to be in good condition with no structural defects. This is nota condition assessment of the tower and has been provided without the benefit of recent detailed tower photos,a detailed tower mapping or a GPD Group site visit. This analysis assumes that all antennas and coax have been installed in a neat and orderly fashion. Antennas are assumed to be installed on standard sized mounts. The existing/proposed mounts are assumed to have been verified by the carrier to support existing/proposed loading for the various load cases. GPD GROUP STRUCTURAL ANALYSIS REPORT PAGE 5 SE6101A PT CHIMACUM/ANE CONCLUSIONS AND RECOMMENDATIONS Based on the computer structural analysis results, the design for the existing 160' self support tower meets the requirements of TIA-222-G for an 85 mph 3-second gust wind speed with no radial ice and 30 mph 3-second gust wind speed with 1/4" of radial ice for the proposed antenna configuration. The foundation reactions, with the proposed loading, were found to be less than the capacity of the existing foundation design. Therefore, the existing foundations are adequate, assuming they were properly constructed according to original design. Summary of Findings Legs Satisfactory Diagonals Satisfactory Horizontals Satisfactory Connection Bolts Satisfactory Anchor Rods Satisfactory Foundations Satisfactory Therefore,based on our analysis results,the design for the existing structure is structurally satisfactory for the proposed loading configuration ® GPD GROUP STRUCTURAL ANALYSIS REPORT PAGE 6 • SE6101A PT CHIMACUM/ANE DISCLAIMER OF WARRANTIES GPD GROUP has not performed a site visit to the tower to verify the member sizes or antenna/coax loading. If the existing conditions are not as represented on the tower elevation contained in this report, we should be contacted immediately to evaluate the significance of the discrepancy. This is not a condition assessment of the tower or foundation. This report does not replace a full tower inspection. The tower and foundations are assumed to have been properly fabricated,erected, maintained, in good condition, twist free, and plumb. The engineering services rendered by GPD GROUP in connection with this Structural Analysis are limited to a computer analysis of the tower structure and theoretical capacity of its main structural members. All tower components have been assumed to only resist dead loads when no other loads are applied. No allowance was made for any damaged,bent,missing, loose,or rusted members(above and below ground). No allowance was made for loose bolts or cracked welds. GPD GROUP does not analyze the fabrication of the structure(including welding). It is not possible to have all the very detailed information needed to perform a thorough analysis of every structural sub- component and connection of an existing tower. GPD GROUP provides a limited scope of service in that we cannot verify the adequacy of every weld, plate connection detail, etc. The purpose of this report is to assess the feasibility of adding appurtenances usually accompanied by transmission lines to the structure. It is the owner's responsibility to determine the amount of ice accumulation in excess of the specified code recommended amount, if any, that should be considered in the structural analysis. The attached sketches are a schematic representation of the analyzed tower. If any material is fabricated from these sketches,the contractor shall be responsible for field verifying the existing conditions,proper fit, and clearance in the field. Any mentions of structural modifications are reasonable estimates and should not be used as a precise construction document. Precise modification drawings are obtainable from GPD GROUP, but are beyond the scope of this report. Miscellaneous items such as antenna mounts etc., have not been designed or detailed as a part of our work. We recommend that material of adequate size and strength be purchased from a reputable tower manufacturer. GPD GROUP makes no warranties, expressed and/or implied, in connection with this report and disclaim any liability arising from material, fabrication, and erection of this tower. GPD GROUP will not be responsible whatsoever for,or on account of,consequential or incidental damages sustained by any person, firm, or organization as a result of any data or conclusions contained in this report. The maximum liability of GPD GROUP pursuant to this report will be limited to the total fee received for preparation of this report. • GPD GROUP STRUCTURAL ANALYSIS REPORT PAGE 7 • SE06101A PT CHIMACUM/ANE APPENDICES 1. tnxTower Analysis Printout(Wind) 2. tnxTower Analysis Printout(Seismic) 3. Seismic Calculations 4. Tower Elevation Drawing and Feedline Plan 5. Anchor Rod Analysis 6. Foundation Analysis �' - GPD GROUP TNXTOWER ANALYSIS PRINTOUT (WIND) GPD GROUP tnxTower Job Page I2 SE06101A PT CHIMACUM/ANE 1 of 15 GPD Group Project Date 520 South Main St. 2012805.70 16:22:39 08/06/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers uduru FAX:(330)572-2101 u g Tower Input Data The main tower is a 3x free standing tower with an overall height of 160.00 ft above the ground line. The base of the tower is set at an elevation of 0.00 ft above the ground line. The face width of the tower is 6.00 ft at the top and 16.00 ft at the base. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in Jefferson County,Washington. Basic wind speed of 85 mph. Structure Class II. Exposure Category C. Topographic Category 1. Crest Height 0.00 ft. Nominal ice thickness of 0.2500 in. Ice thickness is considered to increase with height. Ice density of 56 pcf. A wind speed of 30 mph is used in combination with ice. Temperature drop of 50°F. Deflections calculated using a wind speed of 60 mph. A non-linear(P-delta)analysis was used. Pressures are calculated at each section. Stress ratio used in tower member design is 1. Local bending stresses due to climbing loads,feedline supports,and appurtenance mounts are not considered. Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Face Allow Component Placement Face Lateral # # Clear Width or Perimeter Weight or Shield Type Offset Offset Per Spacing Diameter Le ft in (Frac FW) Row in in in LDF7-50A C No Ar(CaAa) 160.00-8.00 0.0000 0 24 12 1.0000 1.9800 0.82 (1-5/8 FOAM) (T-Mobile) LDF5-50A C No Ar(CaAa) 122.00-8.00 0.0000 0.1 3 3 1.0000 1.0900 0.33 (7/8 FOAM) (T-Mobile) LDF5-50A C No Ar(CaAa) 130.00-122.00 0.0000 0.12 1 1 1.0000 1.0900 0.33 (7/8 FOAM) (T-Mobile) LDF4P-50A C No Ar(CaAa) 104.00-102.00 0.0000 0.18 1 1 0.6300 0.6300 0.15 (1/2 FOAM) (T-Mobile) LDF4P-50A C No Ar(CaAa) 102.00-95.00 0.0000 0.16 2 2 0.6300 0.6300 0.15 (1/2 FOAM) (T-Mobile) .-LDF4P--50-A O- No Ar-(CaAa)---- 95.00=1:00'-- -P:0 0 0(1 ----0:1.4--- -3- 3 -0:6300 0:6300` mV-015 (1/2 FOAM) (T-Mobile) Feedline C No Af(CaAa) 160.00-8.00 0.0000 0.025 1 1 3.0000 3.0000 8.40 Ladder(Af) LDF7-50A B No Ar(CaAa) 150.00-8.00 0.0000 0 12 12 1.0000 1.9800 0.82 (1-5/8 FOAM) (AT&T) ' tnxTower Job Page ' SE06101A PT CHIMACUM /ANE 2 of 15 GPD Group Project Date 520 South Main St. 2012805.70 16:22:39 08/06/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers uduru FAX:(330)572-2101 u g Description Face Allow Component Placement Face Lateral # # Clear Width or Perimeter Weight or Shield Type Offset Offset Per Spacing Diameter Leg _ft _ in (Frac FW) Row in in in pif LDF2-50A B No Ar(CaAa) 150.00-8.00 0.0000 -0.12 1 1 1.0000 0.4400 0.08 (3/8 FOAM) (AT&T) LDF1-50A B No Ar(CaAa) 148.00-8.00 0.0000 -0.1 1 1 0.3500 0.3500 0.06 (1/4 FOAM) (AT&T) LDF4-50A B No Ar(CaAa) 148.00-8.00 0.0000 -0.09 2 2 0.6300 0.6300 0.15 (1/2 FOAM) (AT&T) EW90 B No Af(CaAa) 117.50-8.00 0.0000 0.12 1 1 0.9869 0.9869 0.32 (AT&T) Feedline B No Af(CaAa) 150.00-8.00 0.0000 0.025 1 1 3.0000 3.0000 8.40 Ladder(Af) LDF7-50A A No Ar(CaAa) 140.00-8.00 0.0000 0 12 6 1.0000 1.9800 0.82 (1-5/8 FOAM) (Sprint) LDF5-50A A No Ar(CaAa) 126.60-8.00 0.0000 0.08 1 1 1.0900 1.0900 0.33 (7/8 FOAM) (Sprint) LDF4-50A A No Ar(CaAa) 63.00-8.00 0.0000 0.1 1 1 1.0000 0.6300 0.15 (1/2 FOAM) (Sprint) Feedline A No Af(CaAa) 140.00-8.00 0.0000 0.025 1 I 3.0000 3.0000 8.40 Ladder(Af) Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement Face Lateral # CAAA Weight or Shield Type Offset Offset Leg ft in (Frac FW) ft2/ft plf Climbing A No CaAa(In Face) 160.00-8.00 -3.0000 0.44 1 No Ice 0.29 7.90 Ladder 1/2"Ice 0.55 10.60 Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft ft2 fie lb ft _ t Valmont 13'Platform w/ C None 0.0000 160.00 No Ice 35.90 35.90 1335.00 Rails(GPD) 1/2"Ice 40.50 40.50 3000.00 (2)UMWDP-06516-R2DH A From Leg 1.00 0.0000 160.00 No Ice 4.24 3.87 38.75 w/Mount Pipe 0.00 1/2"Ice 4.85 4.93 75.33 0.00 (2)UMWDP-06516-R2DH B From Leg 1.00 0.0000 160.00 No Ice 4.24 3.87 38.75 w/Mount Pipe 0.00 1/2"Ice 4.85 4.93 75.33 -.� � 0-.00 _ .._ �_ (2)UMWDP-06516-R2DH C From Leg 1.00 0.0000 160.00 No Ice 4.24 3.87 38.75 w/Mount Pipe 0.00 1/2"Ice 4.85 4.93 75.33 0.00 (2)TMBXX-6516-R2M w/ A From Leg 1.00 0.0000 160.00 No Ice 6.85 5.00 52.85 (2"x60")Mount Pipe 0.00 1/2"Ice 7.31 5.69 103.87 0.00 (2)TMBXX-6516-R2M w/ B From Leg 1.00 0.0000 160.00 No Ice 6.85 5.00 52.85 tnxTower Job Page SE06101 A PT CHIMACUM /ANE 3 of 15 GPD Group Project Date 520 South Main St. 2012805.70 16:22:39 08/06/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers uduru FAX:(330)572-2101 u g Description Face Offset Offsets: Azimuth Placement CAA, CAAA Weight or Type Harz Adjustment Front Side Leg Lateral Vert ft ft f? ft' lb ft ft (2"x60")Mount Pipe 0.00 __. 1/2"Ice 7.31_ _ 5.69 -103.87 0.00 (2)TMBXX-6516-R2M w/ C From Leg 1.00 0.0000 160.00 No Ice 6.85 5.00 52.85 (2"x60")Mount Pipe 0.00 1/2"Ice 7.31 5.69 103.87 0.00 (4)ETW19OVS12UB A From Leg 1.00 0.0000 160.00 No Ice 0.66 0.35 11.00 0.00 1/2"Ice 0.78 0.44 15.83 0.00 (4)ETWI90VS12UB B From Leg 1.00 0.0000 160.00 No Ice 0.66 0.35 11.00 0.00 1/2"Ice 0.78 0.44 15.83 0.00 (4)ETW19OVS12UB C From Leg 1.00 0.0000 160.00 No Ice 0.66 0.35 11.00 0.00 1/2"Ice 0.78 0.44 15.83 0.00 MTS 10'Boom Gate(1) A From Leg 2.00 0.0000 150.00 No Ice 15.43 10.89 434.00 0.00 1/2"Ice 20.15 15.13 614.25 0.00 MTS 10'Boom Gate(1) B From Leg 1.00 60.0000 150.00 No Ice 15.43 10.89 434.00 1.73 1/2"Ice 20.15 15.13 614.25 0.00 MTS 10'Boom Gate(1) C From Leg 2.00 0.0000 150.00 No Ice 15.43 10.89 434.00 0.00 1/2"Ice 20.15 15.13 614.25 0.00 742 265 w/Mount Pipe A From Leg 4.00 0.0000 150.00 No Ice 7.60 6.18 72.33 0.00 1/2"Ice 8.16 7.29 130.15 0.00 742 265 w/Mount Pipe B From Leg 2.00 0.0000 150.00 No Ice 7.60 6.18 72.33 3.46 1/2"Ice 8.16 7.29 130.15 0.00 742 265 w/Mount Pipe C From Leg 4.00 0.0000 150.00 No Ice 7.60 6.18 72.33 0.00 1/2"Ice 8.16 7.29 130.15 0.00 (2)800 10122 w/6'Mount A From Leg 4.00 0.0000 150.00 No Ice 7.62 6.35 81.40 Pipe 0.00 1/2"Ice 8.12 7.32 139.47 0.00 (2)800 10122 w/6'Mount B From Leg 2.00 0.0000 150.00 No Ice 7.62 6.35 81.40 Pipe 3.46 1/2"Ice 8.12 7.32 139.47 0.00 (2)800 10122 w/6'Mount C From Leg 4.00 0.0000 150.00 No Ice 7.62 6.35 81.40 Pipe 0.00 1/2"Ice 8.12 7.32 139.47 0.00 AME-X-CD-17-65-00T-RET A From Leg 4.00 0.0000 150.00 No Ice 11.31 9.10 105.82 w/Mount Pipe 0.00 1/2"Ice 11.93 10.52 189.52 0.00 AM-X-CD-17-65-OOT-RET B From Leg 2.00 0.0000 150.00 No Ice 11.31 9.10 105.82 w/Mount Pipe 3.46 1/2"Ice 11.93 10.52 189.52 0.00 AM-X-CD-17-65-00T-RET C From Leg 4.00 0.0000 150.00 No Ice 11.31 9.10 105.82 -w4Mount-gipe -0:00 �_ s __� 1/2z Ice-.-_..1-1-:93- .�-.-1.0:52 --189-52-- _.___._. 0.00 TT19-08BP111-001 A From Leg 4.00 0.0000 150.00 No Ice 0.64 0.52 16.00 0.00 1/2"Ice 0.76 0.62 21.80 0.00 TT19-08BP111-001 B From Leg 2.00 0.0000 150.00 No Ice 0.64 0.52 16.00 3.46 1/2"Ice 0.76 0.62 21.80 0.00 TT19-08BP111-001 C From Leg 4.00 0.0000 150.00 No Ice 0.64 0.52 16.00 Page tnxTower Job SE06101A PT CHIMACUM/ANE 4 of 15 GPD Group Project Date 520 South Main St. 2012805.70 16:22:39 08/06/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers FAX:(330)572-2101 uguduru Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft ft2 ft2 lb ft ft 0.00 1/2"Ice 0.76 0.62 21.80 0.00 (6)860 10025 A From Leg 4.00 0.0000 150.00 No Ice 0.18 0.15 1.20 0.00 1/2"Ice 0.25 0.21 2.85 0.00 (6)860 10025 B From Leg 2.00 0.0000 150.00 No Ice 0.18 0.15 1.20 3.46 1/2"Ice 0.25 0.21 2.85 0.00 (6)860 10025 C From Leg 4.00 0.0000 150.00 No Ice 0.18 0.15 1.20 0.00 1/2"Ice 0.25 0.21 2.85 0.00 3'T-Arm A From Leg 0.75 0.0000 148.00 No Ice 1.52 1.52 25.00 0.00 1/2"Ice 1.94 1.94 31.00 0.00 3'T-Arm B From Leg 0.75 0.0000 148.00 No Ice 1.52 1.52 25.00 0.00 1/2"Ice 1.94 1.94 31.00 0.00 3'T-Arm C From Leg 0.75 0.0000 148.00 No Ice 1.52 1.52 25.00 0.00 1/2"Ice 1.94 1.94 31.00 0.00 9442 RRH 700 A From Leg 1.50 0.0000 148.00 No Ice 3.53 1.60 44.00 0.00 1/2"Ice 3.80 1.82 64.97 0.00 9442 RRH 700 B From Leg 1.50 0.0000 148.00 No Ice 3.53 1.60 44.00 0.00 1/2"Ice 3.80 1.82 64.97 0.00 9442 RRH 700 C From Leg 1.50 0.0000 148.00 No Ice 3.53 1.60 44.00 0.00 1/2"Ice 3.80 1.82 64.97 0.00 9442 RRH AWS A From Leg 1.50 0.0000 148.00 No Ice 2.51 1.59 43.00 0.00 1/2"Ice 2.75 1.80 60.37 0.00 9442 RRH AWS B From Leg 1.50 0.0000 148.00 No Ice 2.51 1.59 43.00 0.00 1/2"Ice 2.75 1.80 60.37 0.00 9442 RRH AWS C From Leg 1.50 0.0000 148.00 No Ice 2.51 1.59 43.00 0.00 1/2"Ice 2.75 1.80 60.37 0.00 DC6-48-60-18-8F Surge C From Leg 1.50 0.0000 148.00 No Ice 1.47 1.47 32.80 Suppression Unit 0.00 1/2"Ice 1.67 1.67 50.52 0.00 14'T-Arm(I) A From Leg 2.00 0.0000 140.00 No Ice 5.80 2.60 336.00 0.00 1/2"Ice 9.71 4.86 412.00 0.00 14'T-Arm(1) B From Leg 2.00 0.0000 140.00 No Ice 5.80 2.60 336.00 0.00 1/2"Ice 9.71 4.86 412.00 0.00 14'T-Arm(1) C From Leg 2.00 0.0000 140.00 No Ice 5.80 2.60 336.00 0:00 w _ _112"-Ice._._-471-_,_ ._---4:86- --412:00. 0.00 (4)PCS A 065-19-0 w/mount A From Leg 4.00 0.0000 140.00 No Ice 6.25 6.25 25.00 pipe 0.00 1/2"Ice 6.99 6.99 28.00 0.00 (4)PCS A 065-19-0 w/mount B From Leg 4.00 0.0000 140.00 No Ice 6.25 6.25 25.00 pipe 0.00 1/2"Ice 6.99 6.99 28.00 0.00 (4)PCS A 065-19-0 w/mount C From Leg 4.00 0.0000 140.00 No Ice 6.25 6.25 25.00 7, • Job Page tnxTower SE06101A PT CHIMACUM/ANE 5 of 15 GPD Group Project Date 520 South Main St. 2012805.70 16:22:39 08/06/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers FAX:(330)572-2101 ugu uru Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft ft' ft' lb ft ., ft ___, . pipe 0.00 1/2"Ice 6.99 6.99 28.00 ._ 0.00 2"x 4'Mount Pipe C From Leg 0.50 0.0000 130.00 No Ice 0.79 0.79 20.00 0.00 1/2"Ice 1.03 1.03 26.34 0.00 2"x 4'Mount Pipe C From Leg 0.50 0.0000 126.60 No Ice 0.79 0.79 20.00 0.00 1/2"Ice 1.03 1.03 26.34 0.00 2"x 4'Mount Pipe C From Leg 0.50 0.0000 122.00 No Ice 0.79 0.79 20.00 0.00 1/2"Ice 1.03 1.03 26.34 0.00 2"x 4'Mount Pipe A From Leg 0.50 -60.0000 117.50 No Ice 0.79 0.79 20.00 0.00 1/2"Ice 1.03 1.03 26.34 0.00 2"x 2'Mount Pipe C From Leg 0.50 60.0000 104.00 No Ice 0.30 0.30 20.00 0.00 1/2"Ice 0.43 0.43 23.28 0.00 2"x 2'Mount Pipe A From Leg 0.50 0.0000 102.00 No Ice 1.36 1.36 20.00 0.00 1/2"Ice 2.45 2.45 40.00 0.00 GPS A From Leg 1.00 0.0000 102.00 No Ice 0.17 0.17 0.87 0.00 1/2"Ice 0.24 0.24 3.85 0.00 2"x 2'Mount Pipe C From Leg 050 30.0000 95.00 No Ice 0.30 0.30 20.00 0.00 1/2"Ice 0.43 0.43 23.28 0.00 2"x 2'Mount Pipe A From Leg 0.50 0.0000 63.00 No Ice 1.36 1.36 20.00 0.00 1/2"Ice 2.45 2.45 40.00 0.00 GPS A From Leg 1.00 0.0000 63.00 No Ice 0.17 0.17 0.87 0.00 1/2"Ice 0.24 0.24 3.85 0.00 Dishes Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Horz Adjustment Beam Diameter Area Leg Lateral Width Vert ft ° ° ft ft _ ft2 lb 4'HP C Paraboloid From 1.00 0.0000 130.00 4.00 No Ice 12.57 50.00 w/Shroud(HP) Leg 0.00 1/2"Ice 13.10 130.00 0.00 VHP4-105 C Paraboloid From 1.00 0.0000 126.60 4.00 No Ice 12.60 126.00 w/Shroud(HP) Leg 0.00 1/2"Ice 13.09 193.19 0.00 4'Dish w/o Radome C Paraboloid w/o From 1.00 0.0000 122.00 4.00 No Ice 12.57 80.00 __ `Radome'" Leg 0:00 ` _ 1/2"'e 13.10 - 90.00 - 0.00 P4F-52-NXA A Paraboloid From 1.00 -60.0000 117.50 4.67 No Ice 17.11 150.00 w/Radome Leg 0.00 1/2"Ice 17.72 180.00 0.00 P2-57W-P7A C Paraboloid w/o From 1.00 60.0000 104.00 2.08 No Ice 3.41 49.00 Radome Leg 0.00 1/2"Ice 3.69 53.00 0.00 Job Page tnxTower SE06101A PT CHIMACUM /ANE 6 of 15 GPD Group Project Date 520 South Main St. 2012805.70 16:22:39 08/06/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers FAX:(330)572-2101 uguduru Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Horz Adjustment Beam Diameter Area Leg Lateral Width Vert IL_ °. fit__. ft_. _.f±._ lb�...__ 2'Dish C Paraboloid w/o From 1.00 30.0000 95.00 2.00 No Ice 3.14 10.00 Radome Leg 0.00 1/2"Ice 3.41 20.00 0.00 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° ° Ti 160-155 5.753 47 0.3449 0.0560 T2 155-140 5.389 47 0.3443 0.0560 T3 140-120 4.305 47 0.3337 0.0521 T4 120-100 2.966 47 0.2755 0.0409 T5 100-80 1.900 47 0.2001 0.0256 T6 80-60 1.169 47 0.1382 0.0138 T7 60-40 0.648 47 0.0989 0.0073 T8 40-20 0.284 47 0.0621 0.0034 T9 20-0 0.075 43 0.0271 0.0014 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ° ft 160.00 Valmont 13'Platform w/Rails 47 5.753 0.3449 0.0560 879247 (GPD) 150.00 MTS 10'Boom Gate(1) 47 5.025 0.3430 0.0553 150422 148.00 3'T-Arm 47 4.880 0.3421 0.0548 106847 140.00 14'T-Arm(1) 47 4.305 0.3337 0.0521 48157 130.00 4'HP 47 3.611 0.3098 0.0472 24694 126.60 VHP4-105 47 3.385 0.2989 0.0452 21099 122.00 4'Dish w/o Radome 47 3.090 0.2829 0.0423 17688 117.50 P4F-52-NXA 47 2.815 0.2662 0.0391 15866 104.00 P2-57W-P7A 47 2.086 0.2148 0.0286 13187 102.00 2"x 2'Mount Pipe 47 1.991 0.2074 0.0270 12955 95.00 2'Dish 47 1.690 0.1825 0.0221 14456 63.00 2"x 2'Mount Pi.e 47 0.715 0.1042 0.0081 30570 Maximum Tower Deflections - Design Wind -Seclion_ Elevation Florz__ Gov. Tilt. Twirz No. Deflection Load ft in Comb. _° _ _° Ti 160-155 18.376 18 1.0972 0.1803 T2 155-140 17.217 18 1.0952 0.1803 T3 140-120 13.768 18 1.0629 0.1678 T4 120-100 9.496 18 0.8798 0.1317 T5 100-80 6.090 18 0.6400 0.0823 T6 80-60 3.748 18 0.4426 0.0444 Page tnxTower Job 9 SE06101A PT CHIMACUM /ANE 7 of 15 GPD Group Project Date 520 South Main St. 2012805.70 16:22:39 08/06/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers FAX:(330)572-2101 uguduru 'Sects-o7 . , -Ele aTio .. �� .�. ,,,,- i „Pol, . ,,-iTi.-- Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. . �.. _..._ 60-40 2.078 10 _.. 0.3168 0.0236 T8 40-20 0.912 10 0.1992 0.0111 T9 20-0 0.242 10 0.0870 0.0044 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 160.00 Valmont 13'Platform w/Rails 18 18.376 1.0972 0.1803 285594 (GPD) 150.00 MTS 10'Boom Gate(1) 18 16.059 1.0914 0.1781 49635 148.00 3'T-Arm 18 15.598 1.0886 0.1766 35179 140.00 14'T-Arm(1) 18 13.768 1.0629 0.1678 15740 130.00 4'HP 18 11.556 0.9880 0.1522 7887 126.60 VHP4-105 18 10.834 0.9538 0.1457 6712 122.00 4'Dish w/o Radome 18 9.892 0.9030 0.1362 5606 117.50 P4F-52-NXA 18 9.014 0.8502 0.1258 5015 104.00 P2-57W-P7A 18 6.683 0.6869 0.0920 4143 102.00 2"x 2'Mount Pipe 18 6.381 0.6632 0.0871 4067 95.00 2'Dish 18 5.415 0.5841 0.0711 4533 63.00 2"x 2'Mount Pi.e 10 2.295 0.3338 0.0260 9554 Bolt Design Data Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load per Load Load Ratio ft in Bolts Bolt lb Allowable lb T1 160 Leg A325N 0.7500 4 378.36 29820.60 0.013 V 1 Bolt Tension Diagonal A325N 0.5000 2 641.68 4995.70 0.128 1 Member Block Shear Top Girt A325N 0.5000 1 680.92 6198.75 0.110 V 1 Member Bearing T2 155 Leg A325N 0.7500 4 4405.09 29820.60 0.148 V 1 Bolt Tension Diagonal A325N 0.6250 2 2237.49 7187.70 0.311 V 1 Member Block Shear T3 140 Leg A325N 0.8750 4 16343.40 40589.10 0.403 V 1 Bolt Tension Diagonal A325N 0.6250 2 4272.45 7187.70 0.594 1 Member Block Shear T4 120 Leg A325N 1.0000 6 22637.30 53014.40 0.427 V 1 Bolt Tension Diagonal A325N 0.6250 2 5243.62 7187.70 0330 V 1 Member Block Shear .35. ._J.00 __ .Leg ___A325N.___._1,0000___-__12_._. 147.0880 5301440 77_ __ _l_._ .._Bolt.Tension.m Diagonal A325N 0.6250 2 2469.43 7187.70 0 344 1 Member Block Shear T6 80 Leg A325N 1.0000 12 16833.30 53014.40 0.318 1 Bolt Tension Diagonal A325N 0.6250 2 2986.06 7697.46 0.388 V 1 Member Block Shear tnxTower Job Page SEO61O1A PT CHIMACUM/ANE 8 of 15 GPD Group Project Date 520 South Main St. 2012805.70 16:22:39 08/06/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers uduru FAX:(330)572-2101 u g Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load per Load Load Ratio ft in Bolts Bolt lb Allowable lb T7 60 Leg A325N 1.0000 12 19065.60 53014.40 0360 V 1 Bolt Tension Diagonal A325N 0.7500 1 6057.78 9461.25 0.640 V 1 Member Bearing T8 40 Leg A325N 1.0000 12 21171.30 53014.40 0.399 1 Bolt Tension Diagonal A325N 0.6250 2 3171.71 10263.30 0309 6/ 1 Member Block Shear T9 20 Diagonal A325N 0.6250 2 3928.90 12425.20 0.316 1 Bolt Shear Compression Checks Leg Design Data (Compression) ........................ Section Elevation Size L L„ Kllr A P„ OP Ratio Nt Section P„ ft ft ft in2 lb lb 4)13. Tl 160-155 P3 STD- 5.00 5.00 51.6 2.2285 -2412.91 82563.00 0.029' K=1.00 T2 155-140 P4 STD 15.00 5.00 39.7 3.1741 -22756.90 127250.00 0.179' K=1.00 T3 140-120 P4 STD 20.00 6.67 53.0 3.1741 -74190.00 116316.00 0.638 K=1.00 T4 120-100 Pipe 6 Std. 20.00 6.67 35.6 5.5813 -147476.00 228900.00 0.644 K=1.00 T5 100-80 Pipe 8 Std. 20.03 6.68 27.3 8.3993 -190801.00 357954.00 0.533 K=1.00 T6 80-60 Pipe 10 Std. 20.03 10.02 32.7 11.9083 -218950.00 495532.00 0.442 K=1.00 T7 60-40 Pipe 10 Std. 20.03 10.02 32.7 11.9083 -249202.00 495532.00 0.503 1 K=1.00 T8 40-20 Pipe 10 Std. 20.03 10.02 32.7 11.9083 -278297.00 495532.00 0.562 I K=1.00 T9 20-0 P12 STD 20.03 10.02 27.5 14.5790 -305237.00 620860.00 0.492' K=1.00 I P„ /OP,controls Leg Bending Design Data (Compression) Section Elevation Size _........ M,�_. 4M,u Ratio M,, 4M„v Ratio No. M,u Mry ft _ lb-ft lb ft OM. lb ft lb ft 4)M„y TI 160-155 P3 STD 19.20 8748.17 0.002 0.00 8748.17 0.000 T2 155-140 P4 STD 122.89 16168.08 0.008 0.00 16168.08 0.000 T3 140-120 P4 STD 599.62 16168.08 0.037 0.00 16168.08 0.000 T4 120-100 Pipe 6 Std. 3897.15 42299.42 0.092 0.00 42299.42 0.000 tfZX�'OW el' Job Page SE06101A PT CHIMACUM /ANE 9 of 15 GPD Group Project Date 520 South Main St. 2012805.70 16:22:39 08/06/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers FAX:(330)572-2101 uguduru Section Elevation Size M,, •M„, Ratio M,,. dM,,,. Ratio No. M„. M„,. ft lb-ft lb-ft OM,. lb-ft lb-ft OM,..m• T5 100-80 Pipe 8 Std. 3030.28 83286.58 0.036 0.00 83286.58 0.000 T6 80-60 Pipe 10 Std. 3914.01 147678.33 0.027 0.00 147678.33 0.000 T7 60-40 Pipe 10 Std. 4019.55 147678.33 0.027 0.00 147678.33 0.000 T8 40-20 Pipe 10 Std. 4386.44 147678.33 0.030 0.00 147678.33 0.000 T9 20-0 P12 STD 0.01 215420.00 0.000 0.00 215420.00 0.000 Leg Interaction Design Data (Compression) Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P„ M,u M„,, Stress Stress ft OP. OM,. OM Ratio Ratio TI 160-155 P3 STD 0.029 0.002 0.000 0.029' 1.000 4.9-4 i/ T2 155-140 P4 STD 0.179 0.008 0.000 0.179' 1.000 4.9-4 V T3 140-120 P4 STD 0.638 0.037 0.000 0.638' 1.000 4.9-3 T4 120-100 Pipe 6 Std. 0.644 0.092 0.000 0.655 1.000 4.9-3 T5 100-80 Pipe 8 Std. 0.533 0.036 0.000 0.533' 1.000 4,9-3 P/ T6 80-60 Pipe 10 Std. 0.442 0.027 0.000 0.44x2' 1.000 4.9-3 T7 60-40 Pipe 10 Std. 0.503 0.027 0.000 0.503' 1.000 4.9-3 T8 40-20 Pipe 10 Std. 0.562 0.030 0.000 0.562' 1.000 4.9-3 Vi V T9 20-0 P12 STD 0.492 0.000 0.000 0.492' 1.000 4.9-3 V 1 P„ /4P„controls Diagonal Design Data (Compression) Section Elevation Size L L„ Kl/r A P„ OP, Ratio No. P„ ft ft ft in2 lb lb OP„ Ti 160-155 LI 3/4x1 3/4x3/16 7.81 3.55 123.1 0.6211 -1371.40 9064.87 0.151 ' K=0.99 T2 155-140 L2 1/2x2 1/2x3/16 7.81 3.46 93.0 0.9020 -4404.42 18541.80 0.238' K=1.1.1 T3 140-120 L2 1/2x2 1/2x3/16 8.97 4.01 102.8 0.9020 -8640.27 16747.00 0.516' K=1.06 T4 120-100 L2 1/2x2 1/2x3/16 8.97 3.87 100.4 0.9020 -11023.50 17183.90 0.642' K=1.07 T5 100-80 L2 I/2x2 1/2x3/16 9.20 4.17 105.8 0.9020 -5518.46 16219.40 0.340 K=I.05 T6 80-60 L3x3x3/16 13.80 6.41 127.0 1.0900 -6300.68 15024.20 0.419' K=0.98 • t32XToWeY Job Page SE06101 A PT CHIMACUM/ANE 10 of 15 GPD Group Project Date 520 South Main St. 2012805.70 16:22:39 08/06/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers uduru FAX:(330)572-2101 u g Section Elevation Size L L„ Kllr A -.. P„ 4113,, Ratio No. P„ ft ft ft in2 lb lb ..P„ T7 60-40 L3x3x3/16 15.24 7.22 145.4 1.0900 -6391.16 11640.70 0.549' K=1.00 T8 40-20 L3x3x1/4 16.80 7.96 151.5 1.4400 -6685.83 14172.10 0.472 l K=0.94 T9 20-0 L3 1/2x3 1/2x1/4 18.45 8.69 143.1 1.6900 -7857.80 18639.80 0.422' K=0.95 I P„ /OP„controls Diagonal Bending Design Data Section Elevation Size M„, $M,. Ratio M„,. 0M„. Ratio No. M„,. M„,, ft lb-ft lb-ft •M„, lb-ft lb-ft clM„. r T1 160-155 LI 3/4x1 3/4x3/16 0.00 985.13 0.000 0.00 505.09 0.000 T2 155-140 L2 1/2x2 1/2x3/16 0.00 2077.96 0.000 0.00 1051.11 0.000 T3 140-120 L2 1/2x2 1/2x3/16 0.00 2077.96 0.000 0.00 1051.11 0.000 T4 120-100 L2 1/2x2 1/2x3/16 0.00 2077.96 0.000 0.00 1051.11 0.000 T5 100-80 L2 1/2x2 1/2x3/16 -21.08 2077.96 0.010 -40.68 1051.11 0.039 T6 80-60 L3x3x3/16 0.00 2918.57 0.000 0.00 1468.76 0.000 T7 60-40 L3x3x3/16 0.00 2918.57 0.000 0.00 1468.76 0.000 T8 40-20 L3x3x1/4 0.00 3935.25 0.000 0.00 1990.84 0.000 T9 20-0 L3 1/2x3 1/2x1/4 0.00 5440.82 0.000 0.00 2761.92 0.000 Diagonal Interaction Design Data Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P„ M,u Al,,,, Stress Stress ft P. GM„,, OM„ Ratio Ratio Tl 160-155 Ll 3/4x1 3/4x3/16 0.151 0.000 0.000 0.151 ' 1.000 4.9-4 v T2 155-140 L2 1/2x2 1/2x3/16 0.238 0.000 0.000 0.238' 1.000 4.9-3 8' T3 140-120 L2 1/2x2 1/2x3/16 0.516 0.000 0.000 0.516' 1.000 4.9-3 V' T4 120-100 L2 1/2x2 1/2x3/16 0.642 0.000 0.000 0.642' 1.000 4.9-3 15 100-80 L2 1/2x2 1/2x3/16 0.340 0.010 0.039 0.346 1.000 4.9-3 T6 80-60 L3x3x3/16 0.419 0.000 0.000 0.419' 1.000 4.9-3 8' 4/ T7 60-40 - L3x3x3/16 __�__� 0.549 _ 0_000 0.000_ 0549' __ 1.000 4:9,-3-44°- _,. T8 40-20 L3x3x1/4 0.472 0.000 0.000 0.472' 1.000 4.9-3 T9 20-0 L3 1/2x3 1/2x1/4 0.422 0.000 0.000 0.422' 1.000 4.9-3 V/ Job e g Pa tnxTower SE06101A PT CHIMACUM/ANE 11 of 15 GPD Group Project Date 520 South Main St. 2012805.70 16:22:39 08/06/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers FAX:(330)572-2101 uguduru t P„ I(0P„controls Top Girt Design Data (Compression) Section Elevation Size L L„ Kllr A P, OP, Ratio No. P„ ft ft ft in' lb lb gyp„ T1 160-155 L2 1/2x2 1/2x3/16 6.00 5.50 133.3 0.9020 -633.87 11462.90 0.055 i K=1.00 1 P„ /4P„controls Top Girt Bending Design Data Section Elevation Size M. 4iM,, Ratio M,ry OM„ Ratio No. M,U- M,_, ft lb-ft lb-ft q)M„, lb-ft lb-ft (pM„,. Ti 160-155 L2 1/2x2 1/2x3/16 0.00 2077.96 0.000 0.00 1051.11 0.000 Top Girt Interaction Design Data Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P„ M,� M,q, Stress Stress ft gyp„ 4M,r $M v Ratio Ratio Ti 160-155 L2 1/2x2 1/2x3/16 0.055 0.000 0.000 0.055 1 _ 1.000 4.9-4 V 1 P„ /oP„controls Tension Checks Leg Design Data (Tension) Section Elevation Size L L„ Kllr A P„ $P„ Ratio No. P„ _.._- ._. ..._ft_____ . _ __. ft __ft inz_ lb ._lb.__ _gyp. �. T1 160-155 P3 STD 5.00 5.00 51.6 2.2285 431.70 100281.00 0.004 T2 155-140 P4 STD 15.00 5.00 39.7 3.1741 17620.40 142832.00 0.123' T3 140-120 P4 STD 20.00 6.67 53.0 3.1741 65373.40 142832.00 0.458' T4 120-100 Pipe 6 Std. 20.00 6.67 35.6 5.5813 135733.00 251161.00 0.540 T5 100-80 Pipe 8 Std. 20.03 6.68 27.3 8.3993 176506.00 377967.00 0.467' T6 80-60 Pipe 10 Std. 20.03 10.02 32.7 11.9083 202000.00 535873.00 0.377' T7 60-40 Pipe 10 Std. 20.03 10.02 32.7 11.9083 228787.00 535873.00 0.427' T8 40-20 Pipe 10 Std. 20.03 10.02 32.7 11.9083 254056.00 535873.00 0.474' 1 Job Page tnxTower SE06101A PT CHIMACUM /ANE 12 of 15 GPD Group Project Date 520 South Main St. 2012805.70 16:22:39 08/06/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers PAX:(330)572-2101 uguduru Section Elevation --37---7---77, -Kl/r A- P„ 4p„ ,- , Ratio- No. P„ ft ft ft in2 lb lb (i)p„ T9 20-0 P12 STD 20.03 10.02 27.5 14.5790 276830.00 656053.00 0.422' t P„ /0P„controls Leg Bending Design Data (Tension) Section Elevation Size M,� OM., Ratio M, 0'4, Ratio No. M,,,. M,, f t lb ft lb ft oM„,, lb-ft lb ft 0/14,, T1 160-155 P3 STD 126.40 8748.17 0.014 0.00 8748.17 0.000 T2 155-140 P4 STD 88.92 16168.08 0.005 0.00 16168.08 0.000 T3 140-120 P4 STD 354.50 16168.08 0.022 0.00 16168.08 0.000 T4 120-100 Pipe 6 Std. 3500.37 42299.42 0.083 0.00 42299.42 0.000 T5 100-80 Pipe 8 Std. 2590.11 83286.58 0.031 0.00 83286.58 0.000 T6 80-60 Pipe 10 Std. 3703.80 147678.33 0.025 0.00 147678.33 0.000 117 60-40 Pipe 10 Std. 3301.01 147678.33 0.022 0.00 147678.33 0.000 T8 40-20 Pipe 10 Std. 2890.34 147678.33 0.020 0.00 147678.33 0.000 T9 20-0 P12 STD 4606.88 215420.00 0.021 0.00 215420.00 0.000 Leg Interaction Design Data (Tension) Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P„ M,, M, Stress Stress ft •P„ (0M„, 4)M,ti. Ratio Ratio Tl 160-155 P3 STD 0.004 0.014 0.000 0.017 1.000 4.9-4 T2 155-140 P4 STD 0.123 0.005 0.000 0.123' 1.000 4.9-4 V T3 140-120 P4 STD 0.458 0.022 0.000 0.458' 1.000 4.9-3 1/ T4 120-100 Pipe 6 Std. 0.540 0.083 0.000 0.554 1.000 4.9-3 V T5 100-80 Pipe 8 Std. 0.467 0.031 0.000 0.467' 1.000 4.9-3 V T6 80-60 Pipe 10 Std. 0.377 0.025 0.000 0.377' 1.000 4.9-3 V T7 60-40 Pipe 10 Std. 0.427 0.022 0.000 0.427' 1.000 4.9-3 V T8 40-20 Pipe 10 Std. 0.474 0.020 0.000 0.474' 1.000 4.9-3 V T9 20-0 P12 STD 0.422 0.021 0.000 0.422' 1.000 4.9-3 1 P„ /(OP„controls Job Page tnxTower SE061O1A PT CHIMACUM/ANE 13 of 15 GPD Group Project Date 520 South Main St. 2012805.70 16:22:39 08/06/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers FAX:(330)572-2101 Uguduru Diagonal Design Data (Tension) Section Elevation Size L L„ Kl/r A P„ °-......... No. �P„ Ratio P„ ft ft ft in' lb lb OP„ Tl 160-155 Ti 3/4x1 3/4x3/16 7.81 3.55 83.0 0.3779 1283.36 16439.90 0.078 ' T2 155-140 L2 1/2x2 1/2x3/16 7.81 3.46 56.5 0.5710 4474.97 24839.90 0.180' T3 140-120 L2 1/2x2 1/2x3/16 8.97 4.01 64.8 0.5710 8538.86 24839.90 0.344 T4 120-100 L2 1/2x2 1/2x3/16 8.97 3.87 62.8 0.5710 10481.20 24839.90 0.422 T5 100-80 L2 1/2x2 1/2x3/16 9.20 4.17 67.3 0.5710 4938.87 24839.90 0.199' T6 80-60 L3x3x3/16 13.80 6.41 84.5 0.7120 5972.11 30973.40 0.193' T7 60-40 L3x3x3/16 15.24 7.22 94.0 0.6945 6047.20 30208.70 0.200 T8 40-20 L3x3x1/4 16.01 7.57 100.2 0.9394 6343.42 40862.80 0.155' T9 20-0 L3 1/2x3 1/2x1/4 18.45 8.69 97.9 1.1269 7184.20 49019.10 0.147' i P„ /4P„controls Diagonal Bending Design Data Section Elevation Size M,. 4M,u Ratio M, 0M 5 Ratio No. M„ M,,. ft lb ft lb ft 4M,. lb ft lb ft epxy Ti 160-155 LI 3/4x1 3/4x3/16 0.00 985.13 0.000 0.00 505.09 0.000 T2 155-140 L2 1/2x2 1/2x3/16 0.00 2077.96 0.000 0.00 1051.11 0.000 T3 140-120 L2 1/2x2 1/2x3/16 44.36 2077.96 0.021 41.94 1051.11 0.040 T4 120-100 L2 1/2x2 1/2x3/16 46.94 2077.96 0.023 51.65 1051.11 0.049 T5 100-80 L2 1/2x2 I/2x3/16 0.00 2077.96 0.000 0.00 1051.11 0.000 T6 80-60 L3x3x3/16 0.00 2918.57 0.000 0.00 1468.76 0.000 T7 60-40 L3x3x3/16 39.89 2918.57 0.014 44.62 1468.76 0.030 T8 40-20 L3x3x1/4 0.00 3935.25 0.000 0.00 1990.84 0.000 T9 20-0 L3 1/2x3 1/2x1/4 0.00 5440.82 0.000 0.00 2761.92 0.000 Diagonal Interaction Design Data Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P„ M, M„y Stress Stress ft P„ M'., M Ratio Ratio TI 160-155 - Ll 3/4x1 3/4x3/16 0.078 0.000 0.000 0.078' 1.000 _ 4,9-4 T2 155-140 L2 1/2x2 1/2x3/16 0.180 0.000 0.000 0.180' 1.000 4.9-4 T3 140-120 L2 1/2x2 I/2x3/16 0.344 0.021 0.040 0.360 1.000 4.9-3 T4 120-100 L2 1/2x2 1/2x3/16 0.422 0.023 0.049 0.439 1.000 4.9-3 if � � T5 _--100-80 L2 1/2x2 1/2x3/16 0.199 0.000 --- 0.000 0.199' 1.000 4.9-4 T6 80-60 L3x3x3/16 0.193 0.000 0.000 0.193' 1.000 4.9-4 V 17 60-40 L3x3x3/16 0.200 0.014 0.030 0.217 1.000 4.9-3 • Job Page tnxTower SE06101A PT CHIMACUM/ANE 14 of 15 Project Date GPD G roup 520 South Main St. 2012805.70 16:22:39 08/06/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers FAX:(330)572-2101 uguduru Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P,, M. 114,0, Stress Stress ft (01',., 0114 OA 4,7 Ratio Ratio _ ,„- T8 40-20 L3x3x1/4 0.155 0.000 0.000 0.155' 1.000 4.9-4 T9 20-0 L3 1/2x3 1/2x1/4 0.147 0.000 0.000 0.147' 1.000 4.9-4 Vi ----- -- - ._ 1 p. /oP„controls Top Girt Design Data (Tension) Section Elevation Size L L„ Kl/r A P. OP, Ratio No. Pu ft ft ft - lb lb Op. Ti 160-155 L2 1/2x2 1/2x3/16 6.00 5.50 88.0 0.5886 109.93 25604.50 0.004 Top Girt Bending Design Data . ----- Section Elevation Size Mar Ratio M ,n, (0111„), Ratio No. M„, Mur ft lb-ft lb-ft om lb-ft lb-ft Ti 160-155 L2 1/2x2 1/2x3/16 -21.08 2077.96 0.010 -21.08 1051.11 0.020 Top Girt Interaction Design Data . . .. . . .„ . Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P„ Mur Muy Stress Stress ft OP. OM u A- DM, Ratio Ratio Ti 160-155 L2 1/2x2 1/2x3/16 0.004 0.010 0.020 0.032 1.000 4.9-4 leil Section Capacity Table Section Elevation Component Size Critical P OPollow % Pass No. ft Type Element lb lb Capacity Fail Ti 160-155 Leg P3 STD 2 -2412.91 82563.00 2.9 Pass T2 155-140 Leg P4 STD 13 722756:90 127250.00_ 119 _ _Pass. ---- - -- T3 ---140-120 "Leg .--- --P4-STD-----------34 - -74190.00 116316.00 63.8 Pass T4 120-100 Leg Pipe 6 Std. 55 -147476.00 228900.00 65.5 Pass T5 100-80 Leg Pipe 8 Std. 76 -190801.00 357954.00 53.3 Pass T6 80-60 Leg Pipe 10 Std. 97 -218950.00 495532.00 44.2 Pass T7 60-40 Leg Pipe 10 Std. 112 -249202.00 495532.00 50.3 Pass T8 40-20 Leg Pipe 10 Std. 127 -278297.00 495532.00 56.2 Pass T9 20-0 Leg P12 STD 142 -305237.00 620860.00 49.2 Pass t)ZX TQW eY Job Page SE06101A PT CHIMACUM/ANE 15 of 15 GPD Group Project Date 520 South Main St. 2012805.70 16:22:39 08/06/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers FAX:(330)572-2101 uguduru Section Elevation Component Size Critical P 4Pa,,,,,,. % Pass No. ft Type Element lb lb Capacity Fail TI 160-155 Diagonal Ll 3/4x1 3/4x3/16 7 -1371.40 9064.87 15.1 Pass T2 155-140 Diagonal L2 1/2x2 1/2x3/16 17 -4404.42 18541.80 23.8 Pass T3 140-120 Diagonal L2 1/2x2 112x3/16 37 -8640.27 16747.00 51.6 Pass T4 120-100 Diagonal L2 1/2x2 1/2x3/16 62 -11023.50 17183.90 64.2 Pass T5 100-80 Diagonal L2 I/2x2 1/2x3/16 92 -5518.46 16219.40 34.6 Pass T6 80-60 Diagonal L3x3x3/16 101 -6300.68 15024.20 41.9 Pass T7 60-40 Diagonal L3x3x3/16 116 -6391.16 11640.70 54.9 Pass T8 40-20 Diagonal L3x3x1/4 131 -6685.83 14172.10 47.2 Pass T9 20-0 Diagonal L3 1/2x3 1/2x1/4 146 -7857.80 18639.80 42.2 Pass TI 160-155 Top Girt L2 1/2x2 1/2x3/16 4 -633.87 11462.90 5.5 Pass Summary Leg(T4) 65.5 Pass Diagonal 64.2 Pass (T4) Top Girt 5.5 Pass (T1) Bolt Checks 73.0 Pass RATING= 73.0 Pass Program Version 6.0.4.0-1/27/2012 File:O:/2 0 1 2/20 1 2 8 05/7 0/TNX/SE06101A.eri TNXTOWER ANALYSIS PRINTOUT (SEISMIC) ArAk GPD GROUP • tnxTower Job Page SE06101A PT CHIMACUM/ANE (Seismic) 1 of 10 GPD Group Project Date 520 South Main St. 2012805.70 16:45:04 08/06/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers FAX:(330)572-2101 ugu uru Tower Input Data The main tower is a 3x free standing tower with an overall height of 160.00 ft above the ground line. The base of the tower is set at an elevation of 0.00 ft above the ground line. The face width of the tower is 6.00 ft at the top and 16.00 ft at the base. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in Jefferson County,Washington. Structure Class II. Topographic Category 1. Crest Height 0.00 ft. Nominal ice thickness of 0.2500 in. Ice thickness is considered to increase with height. Ice density of 56 pcf. A wind speed of 0 mph is used in combination with ice. Temperature drop of 50°F. A non-linear(P-delta)analysis was used. Pressures are calculated at each section. Stress ratio used in tower member design is 1. Local bending stresses due to climbing loads,feedline supports,and appurtenance mounts are not considered. User Defined Loads Description Elevation Offset Azimuth Weight F F- Seismic CAAc From Angle Force Centroid ft ft lb lb lb lb fl2 Antennas @ 160' 160.00 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 4559.32 0.00 0.00 1178.37 0.00 Antennas@ 150' 150.00 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 4004.00 0.00 0.00 779.69 0.00 Antennas @ 148' 148.00 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 547.00 0.00 0.00 100.65 0.00 Antennas @ 140' 140.00 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 1613.07 0.00 0.00 236.37 0.00 Dish @ 130' 130.00 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 171.20 0.00 0.00 19.16 0.00 Dish @ 126.6' 126.60 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 230.51 0.00 0.00 23.70 0.00 Dish @ 122' 122.00 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 119.01 0.00 0.00 10.98 0.00 Dish @ 117.5' 117.50 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 212.00 0.00 0.00 17.70 0.00 Dishes @ 104' 104.00 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 _ Ice 77.60 0.00 0.00 5.07 0.00____ GPS @ 102' 102.00 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00m Ice 47.19 0.00 0.00 2.99 0.00 Dish @ 95' 95.00 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 44.95 0.00 0.00 2.56 0.00 GPS @ 63' 63.00 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 45.71 0.00 0.00 1.51 0.00 Coax from 155'-160' 157.50 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 492.20 0.00 0.00 118.61 0.00 . . tnxTower Job Page SE06101 A PT CHIMACUM/ANE (Seismic) 2 of 10 GPD Group Project Date 520 South Main St. 2012805.70 16:45:04 08/06/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers uduru FAX:(330)572-2101 u g Description Elevation Offset Azimuth Weight Fr F, Seismic CAAc From Angle Force Centroid ft ,ft _ lb lb lb lb ft' Coax from 140'-155' 147.50 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 2016.20 0.00 0.00 363.30 0.00 Coax from 120'-140' 130.00 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 4046.46 0.00 0.00 451.84 0.00 Coax from 100'-120' 110.00 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 4147.68 0.00 0.00 300.02 0.00 Coax from 80'-100' 90.00 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 4172.85 0.00 0.00 220.56 0.00 Coax from 60'-80' 70.00 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 4146.00 0.00 0.00 157.59 0.00 Coax from 40'-60' 50.00 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 4116.42 0.00 0.00 98.78 0.00 Coax from 20'-40' 30.00 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 3352.58 0.00 0.00 44.34 0.00 Coax from 8'-20' 14.00 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 1875.65 0.00 0.00 13.42 0.00 Tower from 155'-160' 157.50 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 0.00 0.00 0.00 115.81 0.00 Tower from 140'-155' 147.50 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 0.00 0.00 0.00 278.50 0.00 Tower from 120'-140' 130.00 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 0.00 0.00 0.00 210.28 0.00 Tower from 100'-120' 110.00 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 0.00 0.00 0.00 178.78 0.00 Tower from 80'-100' 90.00 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 0.00 0.00 0.00 170.38 0.00 Tower from 60'-80' 70.00 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 0.00 0.00 0.00 157.69 0.00 Tower from 40'-60' 50.00 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 0.00 0.00 0.00 101.57 0.00 Tower from 20'-40' 30.00 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 0.00 0.00 0.00 60.09 0.00 Tower from 0'-20' 10.00 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 0.00 0.00 0.00 30.60 0.00 . Bolt Design Data Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load per Load Load Ratio ft in Bolts Bolt lb Allowable lb T1 160 Leg A325N 0.7500 4 195.86 29820.60 mm0.007 V _ 1 Bolt Tension Diagonal A325N 0.5000 2 253.74 4995.70 0.051 V 1 Member Block Shear Top Girt A325N 0.5000 1 293.90 6198.75 0.047 Vp 1 Member Bearing T2 155 Leg A325N 0.7500 4 937.75 29820.60 0.031 1 Bolt Tension Diagonal A325N 0.6250 2 713.99 7187.70 0.099 V I Member Block Shear .TS. w_ 740®® _ L'eg A325N_._ "0:7500 --4- 3059:08`__.29820:60._._ 0.103 V I.-_ Solf I ensign Diagonal A325N 0.6250 2 984.12 7187.70 0.137 1 Member Block Shear T4 120 Leg A325N 0.8750 6 4255.05 40589.10 1 Bolt Tension 0.105 Diagonal A325N 0.6250 2 1075.90 7187.70 0.150 V 1 Member Block Shear T5 100 Leg A325N 1.0000 12 2436.62 53014.40 0.046 1' 1 Bolt Tension tnxTower el" Job Page SE06101A PT CHIMACUM/ANE (Seismic) 3 of 10 GPD Group Project Date 520 South Main St. 2012805.70 16:45:04 08/06/12 Akron,OH 44311 Client Phone:(330)572-2100 Designed by T-Mobile Towers FAX:(330)572-2101 uguduru Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable u# a Criteria - No. Type Grade Of Load per Load Load Ratio ft in Bolts Bolt lb Allowable _ lb Diagonal A325N 0.6250 2 311.48 7187.70 I Member Block 0.043 Shear T6 80 Leg A325N 1.0000 12 2470.02 53014.40 0.047 V 1 Bolt Tension Diagonal A325N 0.6250 2 330.61 7697.46 1 Member Block 0.043 Shear T7 60 Leg A325N 1.0000 12 2453.91 53014.40 0.046 V 1 Bolt Tension Diagonal A325N 0.7500 1 603.57 9461.25 0.064 $0, I Member Bearing T8 40 Leg A325N 1.0000 12 2354.49 53014.40 0.044 I Bolt Tension Diagonal A325N 0.6250 2 554.73 10263.30 0.054 1 Member Block T9 20 Diagonal A325N 0.6250 2 1523.15 11622.70 Shear 0.131 1 Member Block Shear Compression Checks Leg Design Data (Compression) Section Elevation Size L L„ KO- A . - No. P, OP„ Ratio P„ ft ft ft biz lb lb Op„ T1 160-155 Pipe 3.5"x 0.216'(3 STD) 5.00 5.00 51.6 2.2285 -2350.36 82563.00 0.028' K=1.00 T2 155-140 P4.5x.237 15.00 5.00 39.7 3.1741 -11253.00 127250.00 0.088' K=1.00 T3 140-120 P4.5x.237 20.00 6.67 53.0 3.1741 -26406.20 116316.00 0.227' K=1.00 T4 120-100 P6.625x.280 20.00 6.67 35.6 5.5813 -44158.40 228900.00 0.193' K=1.00 T5 100-80 P8.625x.322 20.03 6.68 27.3 8.3993 -53537.50 357954.00 0.150' K=1.00 T6 80-60 P10.75 x.365 20.03 10.02 32.7 11.9083 -59286.00 495532.00 0.120' K=1.00 T7 60-40 P10.75 x.365 20.03 10.02 32.7 11.9083 -65055.80 495532.00 0.131 1 K=1.00 T8 40-20 P10.75 x.365 20.03 10.02 32.7 11.9083 -70710.20 495532.00 0.143 1 K=1.00 T9 20-0 P12.75x0.375 20.03 10.02 27.5 14.5790 -76833.50 620860.00 0.124' K=1.00 t P„ /(OP„controls Leg Bending Design Data (Compression) Job Page tnxTower SE06101A PT CHIMACUM/ANE (Seismic) 4 of 10 GPD Group Project Date 520 South Main St. 2012805.70 16:45:04 08/06/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers FAX:(330)572-2101 uguduru Section Elevation Size M,, M Ratio M,,. Ratio No. M,,, M,,,. ft lb-ft lb-ft (OM,,, lb-ft lb-ft (IIM 2, T1 160-155 Pipe 3.5"x 0.216"(3 STD) 39.60 8748.17 0.005 0.00 8748.17 0.000 T2 155-140 P4.5x.237 22.23 16168.08 0.001 0.00 I6168.08 0.000 T3 140-120 P4.5x.237 20.98 16168.08 0.001 0.00 16168.08 0.000 T4 120-100 P6.625x.280 1117.04 42299.42 0.026 0.00 42299.42 0.000 T5 100-80 P8.625x.322 556.68 83286.58 0.007 0.00 83286.58 0.000 T6 80-60 P10.75 x.365 682.02 147678.33 0.005 0.00 147678.33 0.000 T7 60-40 P10.75 x.365 193.41 147678.33 0.001 0.00 147678.33 0.000 T8 40-20 P10.75 x.365 2500.54 147678.33 0.017 0.00 147678.33 0.000 T9 20-0 P12.75x0.375 0.00 215420.00 0.000 0.00 215420.00 0.000 Leg Interaction Design Data (Compression) Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P„ M„„ M,, Stress Stress ft OP„ 4M,. oM„y Ratio Ratio Ti 160-155 Pipe 3.5"x 0.116"-(3 STD) 0.028 0.005 0.000 0.028' 1.000 4.9-4 V T2 155-140 P4.5x.237 0.088 0.001 0.000 0.088' 1.000 4.9-4 V T3 140-120 P4.5x.237 0.227 0.001 0.000 0.227' 1.000 4.9-3 T4 120-100 P6.625x.280 0.193 0.026 0.000 0.193' 1.000 4.9-4 V T5 100-80 P8.625x.322 0.150 0.007 0.000 0.150' - 1.000 4.9-4 T6 80-60 P10.75 x.365 0.120 0.005 0.000 0.120' 1.000 4.9-4 V T7 60-40 P10.75 x.365 0.131 0.001 0.000 0.131 ' 1.000 4.9-4 T8 40-20 P10.75 x.365 0.143 0.017 0.000 0.143 1 1.000 4.9-4 T9 20-0 P12.75x0.375 0.124 0.000 0.000 0.124' 1.000 4.9-4 V P„ /4P,controls Diagonal Design Data (Compression) Section Elevation Size L L„ KUr A.`.. P,, No. OP,, Ratio .., P„ ft ft ft ins lb lb gyp„ e Tl. L600-155-7 L1-3/4x-1-3/4x3/16 81--------3:55-:--1 A= -0-6211 --652-15 ---9064:87 0:0--72-1- K=0.99 T2 155-140 L2 1/2x2 1/2x3/16 7.81 3.46 93.0 0.9020 -1315.95 18541.80 0.071 ' K=1.11 T3 140-120 L2 1/2x2 1/2x3/16 8.97 4.01 102.8 0.9020 -2089.65 16747.00 0.125' K=1.06 T4 120-100 L2 1/2x2 1/2x3/16 8.97 3.87 100.4 0.9020 -2406.07 17183.90 0.140' K=1.07 II Job Page tnxTower SEO6101A PT CHIMACUM /ANE (Seismic) 5 of 10 GPD Group Project Date 520 South Main St. 2012805.70 16:45:04 08/06/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers FAX:(330)572-2101 ugu uru I Section Elevation Size L L,, Kl/r A P. $P„ Ratio Ratio No. P„ ft ft ft in2 lb lb OP,, T5. _ 100-80 L2 1/2x2 1/2x3/16 9.20 4.17 105.8 0.9020 -823.01 16219.40 0.051 ' K=1.05 T6 80-60 L3x3x3/16 13.80 6.41 127.0 1.0900 -765.37 15024.20 0.051 ' K=0.98 T7 60-40 L3x3x3/16 15.24 7.22 145.4 1.0900 -649.15 11640.70 0.056' K=1.00 T8 40-20 L3x3x1/4 16.01 7.57 145.5 1.4400 -820.10 15360.70 0.053 K=0.95 T9 20-0 L3 1/2x3 1/2x1/4 17.62 8.28 137.7 1.6900 -2023.76 20129.80 0.101' K=0.96 'P„ /dP,controls Diagonal Bending Design Data Section Elevation Size M. OM. Ratio M,7. •M„3. Ratio No. M,,, M,, ft lb-ft lb ft eMy lb ft lb ft (I)Mnt Ti 160-155 LI 3/4x1 3/4x3/16 0.00 985.13 0.000 0.00 505.09 0.000 T2 155-140 L2 112x2 I/2x3/16 0.00 2077.96 0.000 0.00 1051.11 0.000 T3 140-120 L2 1/2x2 1/2x3/16 0.00 2077.96 0.000 0.00 1051.11 0.000 T4 120-100 L2 1/2x2 1/2x3/16 0.00 2077.96 0.000 0.00 1051.11 0.000 T5 100-80 L2 1/2x2 1/2x3/16 0.00 2077.96 0.000 0.00 1051.11 0.000 T6 80-60 L3x3x3/16 0.00 2918.57 0.000 0.00 1468.76 0.000 T7 60-40 L3x3x3/16 0.00 2918.57 0.000 0.00 1468.76 0.000 T8 40-20 L3x3x1/4 0.00 3935.25 0.000 0.00 1990.84 0.000 T9 20-0 L3 1/2x3 1/2x1/4 0.00 5440.82 0.000 0.00 2761.92 0.000 Diagonal Interaction Design Data .Section. Elevation Size. ._ ,.,, _.m._ Ratio Ratio Ratio . 'Comb.- _.._...__,_ iteri_ _._...,. Allow. Cr riteria No, P„ M„x M,, Stress Stress ft OP„ dM„s om Ratio Ratio Tl 160-155 LI 314x1 3/4x3/16 0.072 0.000 0.000 0.072' 1.000 4.9-4 V T2 155-140 L2 1/2x2 I/2x3/16 0.071 0.000 0.000 0.071 ' 1.000 4.9-4 T3 140-120 L2 1/2x2 1/2x3/16 0.125 0.000 0.000 0.125' 1.000 4.9-4 V T4 120-100 L2 1/2x2 1/2x3/16 0.140 0.000 0.000 0.140' 1.000 4.9-4 V T5 100-80 L2 1/2x2 1/2x3/16 0.051 0.000 0.000 0.051 ' 1.000 _ 4.9,4_ T6 80-60 L3x3x3/16 0.051 0.000 0.000 0.051 ' 1.000 4.9-4 T7 60-40 L3x3x3/16 0.056 0.000 0.000 0.056' 1.000 4.9-4 V T8 40-20 L3x3x1/4 0.053 0.000 0.000 0.053 I 1.000 4.9-4 V tnxTower Job Page SEO6101A PT CHIMACUM/ANE (Seismic) 6 of 10 GPD Group Project Date 520 South Main St. 2012805.70 16:45:04 08/06/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers uduru FAX:(330)572-2101 u g Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P„ M,. M,,,, Stress Stress ft P M,. M„. Ratio Ratio T9 20-0 L3 1/2x3 1/2x1/4 0.101 0.000 0.000 0.101' 1.000 4.9-4 / V 1 P P. /OP„controls Top Girt Design Data (Compression) Section Elevation Size L L„ Kl/r A P„ 4P„ Ratio No. P„ ft ft ft in2 lb lb .. (OP„ Ti 160-155 L2 1/2x2 1/2x3/16 6.00 5.50 133.3 0.9020 -209.77 11462.90 0.018 K=1.00 Top Girt Bending Design Data Section Elevation Size M,„ 4M, Ratio M,,, cM„5 Ratio No. M. Mn y ft _ lb ft lb ft OMB lb ft lb ft (I)M,,v Ti 160-155 L2 1/2x2 1/2x3/16 -21.22 2077.96 0.010 -21.22 1051.11 0.020 Top Girt Interaction Design Data Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P„ M. M,ry Stress Stress ft 4P„ 4M„x QM„. Ratio Ratio TI 160-155 L2 1/2x2 1/2x3/16 0.018 0.010 0.020 0.040 1.000 4.9-4 V Tension Checks Leg Design Data (Tension) Section-.-___-Elevation _-._ _Size_ __ L,__. _ -L,,,,__. _-Mir- A._ _P„ OPh Ratio, - No. P„ ft ft ft in2 lb lb (I)P„ TI 160-155 Pipe 3.5"x 0.216"(3 STD) 5.00 5.00 51.6 2.2285 640.51 100281.00 0.0061 T2 155-140 P4.5x.237 15.00 5.00 39.7 3.1741 2095.60 142832.00 0.015 T3 140-120 P4.5x.237 20.00 6.67 53.0 3.1741 12236.30 142832.00 0.086' T4 120-100 P6.625x.280 20.00 6.67 35.6 5.5813 25530.30 251161.00 0.102' T5 100-80 P8.625x.322 20.03 6.68 27.3 8.3993 29635.10 377967.00 0.078' T6 80-60 P10.75 x.365 20.03 10.02 32.7 11.9083 30136.40 535873.00 0.056 1 • Job ob Page SE06101A PT CHIMACUM /ANE (Seismic) 7 of 10 GPD Group Project Date 520 South Main St. 2012805.70 16:45:04 08/06/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers u uduru FAX:(330)572-2101 g Section Elevation Size L L„ Kl/r A P„ 41P„ Ratio No. P„ ft ft ft in2 lb lb cop„ Ti 60-40 P10.75 x.365 20.03 10.02 32.7 11.9083 30302.00 535873.00 0.057'_ T8 40-20 P10.75 x.365 20.03 10.02 32.7 1 1.9083 30070.30 535873.00 0.056' T9 20-0 P12.75x0.375 20.03 10.02 27.5 14.5790 29981.20 656053.00 0.046 ' P„ /4,P„controls Leg Bending Design Data (Tension) Section Elevation. Size._ ... _... M , OM,._....... Ratio M„y $ Ratio No. M,, M,„. ft lb ft lb ft 4)M„,. lb ft lb ft oM„r, Ti 160-155 Pipe 3.5"x 0.216'(3 STD) 0.00 8748.17 0.000 0.00 8748.17 0.000 T2 155-140 P4.5x.237 130.57 16168.08 0.008 0.00 16168.08 0.000 T3 140-120 P4.5x.237 187.58 16168.08 0.012 0.00 16168.08 0.000 T4 120-100 P6.625x.280 392.11 42299.42 0.009 0.00 42299.42 0.000 T5 100-80 P8.625x.322 806.26 83286.58 0.010 0.00 83286.58 0.000 T6 80-60 P10.75 x.365 714.27 147678.33 0.005 0.00 147678.33 0.000 T7 60-40 P10.75 x.365 817.66 147678.33 0.006 0.00 147678.33 0.000 T8 40-20 P10.75 x.365 1208.44 147678.33 0.008 0.00 147678.33 0.000 T9 20-0 P12.75x0.375 5152.85 215420.00 0.024 0.00 215420.00 0.000 Leg Interaction Design Data (Tension) Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P„ M„ M, Stress Stress ft 4)P„ •M„x 4)M„, Ratio Ratio Tl 160-155 Pipe 3.5"x 0.216"(3 STD) 0.006 0.000 0.000 0.006' 1.000 4.9-4 V T2 155-140 P4.5x.237 0.015 0.008 0.000 0.015 1.000 4.9-4 T3 140-120 P4.5x.237 0.086 0.012 0.000 0.086' 1.000 4.9-4 V T4 120-100 P6.625x.280 0.102 0.009 0.000 0.102' 1.000 4.9-4 V T5 100-80 P8.625x.322 0.078 0.010 0.000 0.078' 1.000 4.9-4 V T6 80-60 P10.75 x.365 0.056 0.005 0.000 0.056' 1.000 4.9-4 V T7 60-40 P10.75 x.365 0.057 0.006 0.000 0.057' 1.000 4.9-4 V T8 40-20 P10.75 x.365 0.056 0.008 0.000 0.056' 1.000 T9 20-0 P12.75x0.375 0.046 0.024 0.000 0.047 1.000 4.9-4 1/ 'P„ /ybP„controls Job Page tnxTower SE06101A PT CHIMACUM/ANE (Seismic) 8 of 10 GPD Group Project Date 520 South Main St. 2012805.70 16:45:04 08/06/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers FAX:(330)572-2101 ugu uru Diagonal Design Data (Tension) • Section Elevation Size L L„ Kl/r A --7-----4)P„ .. ............Ratio No. P„ ft ft ft in' lb lb Tl 160-155 LI 3/4x1 3/4x3/16 7.81 3.55 83.0 0.3779 507.49 16439.90 0.031 ' T2 155-140 L2 1/2x2 112x3/16 7.81 3.46 56.5 0.5710 1427.98 24839.90 0.057' T3 140-120 L2 1/2x2 1/2x3/16 8.97 4.01 64.8 0.5710 1968.25 24839.90 0.079' T4 120-100 L2 1/2x2 1/2x3/16 8.97 3.87 62.8 0.5710 2151.'79 24839.90 0.087' T5 100-80 L2 1/2x2 1/2x3/16 9.67 4.39 70.8 0.5710 533.77 24839.90 0.021 T6 80-60 L3x3x3/16 13.80 6.41 84.5 0.7120 562.73 30973.40 0.018 T7 60-40 L3x3x3/16 15.24 7.22 94.0 0.6945 585.69 30208.70 0.019 T8 40-20 L3x3x1/4 16.80 7.96 105.2 0.9394 1088.41 40862.80 0.027 T9 20-0 L3 1/2x3 1/2x1/4 18.45 8.69 97.9 1.1269 3046.31 49019.10 0.062' I P„ /coP„controls Diagonal Bending Design Data Section Elevation Size M,« •M,u Ratio M„. 0114„D. Ratio No. M„x M,,. ft _ lb lb OM,. lb lb-ft (Om„ T1 160-155 LI 3/4x1 3/4x3/16 0.00 985.13 0.000 0.00 505.09 0.000 T2 155-140 L2 1/2x2 1/2x3/16 0.00 2077.96 0.000 0.00 1051.11 0.000 T3 140-120 L2 1/2x2 1/2x3/16 0.00 2077.96 0.000 0.00 1051.11 0.000 T4 120-100 L2 1/2x2 1/2x3/16 0.00 2077.96 0.000 0.00 1051.11 0.000 T5 100-80 L2 1/2x2 1/2x3/16 17.61 2077.96 0.008 20.80 1051.11 0.020 T6 80-60 L3x3x3/16 27.09 2918.57 0.009 34.48 1468.76 0.023 T7 60-40 L3x3x3/16 29.85 2918.57 0.010 38.70 1468.76 0.026 T8 40-20 L3x3x1/4 40.13 3935.25 0.010 52.15 1990.84 0.026 T9 20-0 L3 1/2x3 1/2x1/4 0.00 5440.82 0.000 0.00 2761.92 0.000 Diagonal Interaction Design Data Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P„ M,„ M.), Stress Stress ft q)P„ '04„, O . Ratio Ratio T1 160-155 LI 3/4x1 3/4x3/16 0.031 0.000 0.000 0.031 I 1.000 4.9-4 I/ T2 155-140 L2 1/2x2 1/2x3/16 0.057 0.000 0.000 0.057' 1.000 4.9-4 T3 140-120 L2 1/2x2 1/2x3/16 0.079 0.000 0.000 0.079' 1.000 4.9-4 8' 8' _. ___----T4--- 120-400 _ L2.1/2x24/2x3116.-__ 0:087 4.9-4 T5 100-80 L2 1/2x2 1/2x3/16 0.021 0.008 0.020 0.039 1.000 4.9-4 1/ T6 80-60 L3x3x3/16 0.018 0.009 0.023 0.042 1.000 4.9-4 T7 60-40 L3x3x3/16 0.019 0.010 0.026 0.046 1.000 4.9-4 Job Page tnxTower SE06101A PT CHIMACUM/ANE (Seismic) 9 of 10 GPD Group Project Date 520 South Main St. 2012805.70 16:45:04 08/06/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers FAX.:(330)572-2101 Ugu uru Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P„ M, M„,. Stress Stress ft.__. $P. M„x OM,2,y Ratio Ratio T8 40-20 L3x3x1/4 0.027 0.010 0.026 0.050 1.000 4.9-4 V T9 20-0 L3 I/2x3 1/2x1/4 0.062 0.000 0.000 0.062 1 1.000 4.9-4 V 1 P„ /¢P„controls Top Girt Design Data (Tension) Section Elevation Size L L„ Kl/r A P„ No. OP. Ratio P„ ft ft ft in2 lb lb •p„ T1 160-155 L2 1/2x2 1/2x3/16 6.00 5.50 88.0 0.5886 293.90 25604.50 0.011 _ Top Girt Bending Design Data Section Elevation Size M,, OM,. Ratio M„,• OM,, Ratio No. M,, M,,,. ft lb-ft lb-ft 4M� lb-ft lb-ft oM„y Ti 160-155 L2 1/2x2 1/2x3/16 -21.08 2077.96 0.010 -21.08 1051.11 0.020 Top Girt Interaction Design Data Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P. M,, M,, Stress Stress ft V p„ 011/41,, 4M„7 Ratio Ratio T1 160-155 L2 1/2x2 1/2x3/16 0.011 0.010 0.020 0.036 1.000 4.9-4 V Section Capacity Table Section Elevation Component Size Critical P 0P„im,.. % . ............Pass No. ft Type Element lb lb Capacity Fail Ti 160-155 Leg Pipe 3.5"x 0.216"(3 STD) 1 -2350.36 82563.00 2.8 Pass 15S-7-T40 --Leg "- P4.5z..37 13 -11253.00 127250.00 8.8 v Pass T3 140-120 Leg P4.5x.237 34 -26406.20 116316.00 22.7 Pass T4 120-100 Leg P6.625x.280 55 -44158.40 228900.00 19.3 Pass T5 100-80 Leg P8.625x.322 76 -53537.50 357954.00 15.0 Pass T6 80-60 Leg P10.75 x.365 97 -59286.00 495532.00 12.0 Pass T'7 60-40 Leg P10.75 x.365 112 -65055.80 495532.00 13.1 Pass T8 40-20 Leg P10.75 x.365 127 -70710.20 495532.00 14.3 Pass Job ob Page SE06101A PT CHIMACUM/ANE (Seismic) 10 of 10 GPD Group Project Date 520 South Main St. 2012805.70 16:45:04 08/06/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers uduru FAX:(330)572-2101 u g Section Elevation Component Size Critical P OPatow % Pass No. ft Type Element lb lb Capacity Fail T9 20-0 Leg P12.75x0.375 142 -76833.50 620860.00 12.4 Pass T1 160-155 Diagonal Li 3/4x1 3/4x3/16 9 -652.15 9064.87 7.2 Pass T2 155-140 Diagonal L2 1/2x2 1/2x3/16 16 -1315.95 18541.80 7.1 Pass T3 140-120 Diagonal L2 1/2x2 1/2x3/16 40 -2089.65 16747.00 12.5 Pass T4 120-100 Diagonal L2 1/2x2 1/2x3/16 58 -2406.07 17183.90 14.0 Pass T5 100-80 Diagonal L2 1/2x2 1/2x3/16 93 -823.01 16219.40 5.1 Pass T6 80-60 Diagonal L3x3x3/16 100 -765.37 15024.20 5.1 Pass T7 60-40 Diagonal L3x3x3/16 119 -649.15 11640.70 5.6 Pass T8 40-20 Diagonal L3x3x1/4 139 -820.10 15360.70 5.3 Pass T9 20-0 Diagonal L3 1/2x3 1/2x1/4 151 -2023.76 20129.80 10.1 Pass T1 160-155 Top Girt L2 1/2x2 1/2x3/16 4 -209.77 11462.90 4.0 Pass Summary Leg(T3) 22.7 Pass Diagonal 14.0 Pass (T4) Top Girt 4.0 Pass (T1) Bolt Checks 15.0 Pass RATING= 22.7 Pass Program Version 6.0.4.0-1/27/2012 File:O:/2012/2012805/70/TNX/Seismic/SE06101A Seismic.eri I SEISMIC CALCULATIONS GPD GROUP Seismic Calculations(2009 IBCZ Analysis Method: Equivalent Modal Analysis,Method 2(Table 2-10,TIA-222-G) Site Name PT CHIMACUM Site Number SE06101A GPD Job Number 2012805.7 Tower Type Self Support Top Face Width(ft) 6 Bottom Face Width(ft) 16 Length of Straight Section(ft) 60 Length of Tapered Section(ft) 100 Structure Height(ft) 160 City Chimacum State Washington County Jefferson Structure Classification II(Table 2-1,TIA-222-G) Importance Factor(I) 1 (Table 2-3,TIA-222-G) Sr <.1.170-(USGS,2006 IBC) Ss 0.426(USGS,2006 IBC) Site Classification D(USGS,20061 BC) Fa 1.032(Table 2-12,TIA-222-G,interpolation allowed) Fv 1.574(Table 2-13,TIA-222-G.interpolation allowed) SOS 0293(Eq.2.7.6,TIA-222-G) SOt 1.228(Eq.2.7.6,TIA-222-G) K, 4540(=4540 for US,1500 for Metric) W. 9.125(0) W 67.986(Kips) we 16.000(ft) W1 32.311(Kips) W2 5.532.(Kips)(Wgt of tower and apps within top 5%of structure) f/ 1.495(Eq.2.7.11,Tw-222-G) R 3.0(2.7 8.1,TIA-222-G) Sp 0.293(2.7.8.1,TIA-222-G) Service Level Tower Component w,(kips) Lift) F=. S,: Seimic Forces(k) Antennas @ 160' 4.559< >160 1.1784 0.775 1.18 Antennas@ 150' -- 4:004'' . ;150 0.7797 0.584 0.78 Antennas @ 148' 0.547 148 0.1007 0.552 0.10 Antennas @ 140' 1.613 140 0.2364 0.440 0.24 Dish @ 130' 0.171 130 0.0192 0.336 0.02 Dish @ 126.6' - 0.231 ,'126.6 0.0237 0.308 0.02 Dish @ 122' 0.119 2.122 0.0110 0.277 0.01 Dish @ 117.5' _ 0.212 ..117.5 0.0177 0.251 0.02 Dishes @ 104' 0.078 104 0.0051 0.196 0.01 GPS @ 102' 0.047--: '102 0.0030 0.190 0.00 Dish @ 95' 0.045 --95 0.0026 0..171 0.00 GPS @ 63' 0.046 63 0.0015 0.099 0.00 Coax from 155'-160' 0.492 I'. 157.5 0.1186 0.723 0.12 Coax from 140'-155' 2.004". 147.5 0.3633 0.544 0.36 Coax from 120'-140' 4.037-. 3x130 0.4518 0.336 0.45 Coax from 100'-120' 4.145'' '110 0.3000 0.217 0.30 Coax from 80'-100' 4.166 90 0.2206 0.159 0.22 Coax from 60'-80' 4.139 70 0.1576 0.114 0.16 Coax from 40'-60' 4.109£-. 50 0.0988 0.072 0.10 Coax from 20'-40' 3.353-: '30 0.0443 0.040 0.04 Coax from 8'-20' 1.876 14 0.0134 0.021 0.01 Tower from 155'-160' 0.481 S: 157.5 0.1158 0.723 0.12 Tower from 140'-155' 1.536'!5.. .147.5 0.2785 0.544 0.28 Tower from 120'-140' 1.879>: r':130 0.2103 0.336 0.21 Tower from 100'-120' 2.470 110 0.1788 0.217 0.18 Tower from 80'-100' 3.218? 'S 90 0.1704 0.159 0.17 Tower from 60'-80' 4.142 70, 0.1577 0.114 0.16 Tower from 40'-60' 4.225 150 0.1016 0.072 0.10 Tower from 20'-40' 4.543 30 0.0601, 0.040 0.06 Tower from 0'-20' 5.500 10 0.0306 0.017 0.03 Totals 67.986 5.45 5.45 Structure Components Service Level Seismic Loading Wind Loading Legs Diagonals Horizontals Bolts Legs Diagonals Horizontals Bolts Tower from 155'-160' 2.8% 7.2% 4.0% 5.1% 2.9% 15.1% 5.5% 12.8% Tower from 140'-155' 8.8% 7.1% 0.0% 9.9% 17.9% 23.8% 0.0% 31.1% Tower from 120'-140' 22.7% 12.5% 0.0% 13.7% 63.8% 51.6% 0.0% 59.4% ------------Towenfrorrr-1-00`-120' __._.-----°-_-19.3%----T4:0%....®-.0:0%........_..: 1-5:0%--_..._.___.-_65.5°l0._.... ..-6 .-_.,.,.._°°0:0%_......®__73:0%.__._ _..__._.. ._-_.�...._.-__......_� .e Tower from 80'-100' 15.0% 5.1% 0.0% 4.3% 53.3% 34.6% 0.0% 34.4% Tower from 60'-80' 12.0% 5.1% 0.0% 4.3% 44.2% 41.9% 0.0% 38.8% Tower from 40'-60' 13.1% 5.6% 0.0% 6.4% 50.3% 54.9% 0.0% 64.0% Tower from 20'-40' 14.3% 5.3% 0.0% 5.4% 56.2% 47.2% 0.0% 39.9% Tower from 0'-20' 12.4% 10.1% 0.0% 13.1% 49.2% 42.2% 0.0% 31.6% Controling Capacity 22.7% 14.0% 4.0% 15.0% 6 5.5% 6 4.2','. 5.5% 73.0% Overall Capacity= 73.0%Wind Seismic TOWER ELEVATION DRAWING AND FEEDLINE PLAN Ism GPD GROUP 160 oftr ¢ m ! I 155.0 ft DESIGNED APPURTENANCE LOADING I ® ■�® '■y TYPE I ELEVATION 1 TYPE ELEVATION @J 1 i f p Valmont 13'Platform w/Rails(GPO) 160 (6)860 10025 150 rig' It � FJ F 1:-:1 El 1211iiti,i (2)UMWDP-06516-R2DH w/Mount 160 (6)860 10025 1,150 1 1 ! Pipe 3'T-Arm 1148 -- ..... !l (2)UMW DP-06516 R2DH w/Mount 160 3 T Arm _..-.._._ 1148 P Pipe T-Arm148 - 140.0 ft_ f .. ___.__....6.. ..M. _ C-1 I it �q ( I(2) MWDP-06576-R2DH w/Mount 160 gg42 RRH 700 1148 0 i`,I ill [1 Pipe 9442RRH700 1148 o_ IJ ;(2)TMBXX-6516-R2M w/(2"x60") 160 Mount Pipe 9442 RRH 700 148 I(2)TMBXX-6516-R2M w/(2"x60") 160 9442 RRH AWS ,148 1 T1: Mount Pipe 9442 RRH AWS 1148 o 1(2)TMBXX-6516-R2M w/(2"x60") 160 9442 RRH AWS .148 (Mount Pipe ______I DC6-48-60-18-8F Surge Suppression 1148 n - II �(4)ETW190VS12UB 160 I Unit 4 ETN190VS12UB 160 14'T-Arm(1) 1140 -_ 120.0 ft (4)ETW19OVS12UB 160 14'T-Arm 1) 140-� �- ......... • - i 4 ,�:: I MTS 10'Boom Gate(1) 150 114'T-Arm(1) 140 8 I I fi,t 1 MTS 10'Boom Gate(1) 150 ((4)PCS A 065-19-0 w/mount pipe 1140 a J j MTS 10'Boom Gate(1) 150 (4)PCS A 065-19-0 w/mount pipe ;140 _ .__..._.... .._..___ _...._.. .....__-- a - 1742 265 w/Mount Pipe 150 (4)PCS A 065-19-0 w/mount pipe 140 - - N .- `o I 3 742 265 w/Mount Pipe 150 2"x 4'M_o_un_t_Pipe 130 a j 742 265 w/Mount Pipe ,150 4'HP 130 ai 1 1 4 (2)800 10122 w/6'Mount Pipe 150 2'x 4 Mount Pipe 126.6 I o (2)800 10122 w/6'Mount Pipe 150 I VHP4 105 :126.6 100.0 ft .(2)800 10122 w/6'Mount Pipe 150 12"x 4'Mount Pipe .122 T : —____._... 1 rAM-X-CD 17 65 00T REr w!Mount 150 14'Dish w/o Radome 1122 Pipe _ _._ .___-____._- ._____J 2"x 4'Mount Pipe :717.5 DI AM-XCD-17-65-OOTRETw/Mount 150 P4F-52-NXA 1117.5 -0 { Pipe 12"x 2'Mount Pipe x;104 o m 1 AM-XCD 17 65-OOT-RETw/Mount 150 'P2-57W-P7A 1104 m ' i Pipe ...-- ------ --- . ...._. _._. ..__.... ......_- ..-.-_`-_._ ........ _._..GPS 1102 a. 1 TT19-08BP111-001 150 --- i TTt9 O8BP111 001 750 12"x 2'Mount Pipe 102 2 1'T19 088P111-001 150 t +2"x 2'Mount Pipe----- _.._.- _ _....._... n {I 1 80.0 ft (6)860 10025 i 150 2'Dish 95 H. GPS 63 < ! Z 1 • : ' 2"x 2'Mount Pipe 163 • SYMBOL LIST j I a i MARK i SIZE I MARK I SIZE I A I P3 STD C I L2 1/2x2 1/2x3/16 , B 1 L1 3/4x1 3/4x3/16 MATERIAL STRENGTH _ 6a.on GRADE I Fy I Fu I GRADE I Fy I Fu I A572-50 50 ksi 165 ksi I A36 136 ksi 158 ksi • • ALL REACTIONS ARE FACTORED TOWER DESIGN NOTES o i 1. Tower is located in Jefferson County,Washington. • : a MAX.CC2. Tower designed for Exposure C to the TIA-222-G Standard. a DOWI3. Tower designed for a 85 mph basic wind in accordance with the TIA-222-G Standard. • SHEA4. Tower is also designed for a 30 mph basic wind with 0.25 in ice.Ice is considered to ao.on increase in thickness with height. UPLIf5- Deflections are based upon a 60 mph wind. l 6. Tower Structure Class II. • SHEA7. Topographic Category 1 with Crest Height of 0.00 ft ` AXIAL TOWER RATING:73% s 74484 lb • SHEAR MOMENT 41421b J 408661 lb-ft mon TORQUE 4881b-ft 30 mph WIND-0.2500 in ICE AXIAL of _ 44948Ib N a i i v SHEAR MOMENT 42527/b / y 4130700 lb-ft 0.0 ft TORQUE 80721b-ft L m__. REACT IONS`-85 inph"GVIND m , d g ° _ I3 — a G o -,9 a, m: o a r 2 u i at re GPD Group job: PT CHIMACUM/ANE 520 South Main St. Pfoiecf 2012805.70 Akron, OH 44311 went.T-Mobile Towers Drawn by:uguduru APO: Consulting Engineers Phone:(330)572-2100 Code: TIA-222-G Date'08/06/12 scale: NTS FAX:(330)572-2101 Path.0:\201272012805VO1TNXtSE06101 Aeri Dwg No.E-1 • • Feedline Plan 20' Round Flat App In Face App Out Face _____.................______._._. ection @ 20' Climbing Ladder \ \LDF2-50A(3/8 FOAM)(AT&T) LDF4-50A(1/2 FOAM)(Sprint); ' 11dF (FTF�/ F(IBq� �&T) LDF5-50A(7/8 FOAM)(Sprint) ' Feedline Ladder(fillyy,7 \� (12)LDF7-50A(1-5/8 FOAM)(Sprint''` 12)LDF7-50A(1-5/8 FOAM)(AT&T) ,' _ " \t eedline Ladder(Af) / ' EW90(AT&T) \\ / Wee e 'S' 'c' aaae �yoe\ (<O`" \SCs �1�itt �ft. ^�� (<ee FOP §::.S oP 4' 5 fit$'Ooh oP. Q v \n',� O<V GPD Group Job:SE06101A PT CHIMACUM/ANE 520 South Main St. Pr°Jec`2012805.70 6* Akron,OH 4431 1 Chest ' T-Mobile Towers Drawn by:uguduru Appd: Consulting Engineers Phone:(330)572-2100 Code. TIA-222-G Date:08/06/12 Scale: NTS FAX:(330)572-2101 Path.092012\2012805\70\TNX1sE06101A.en Dwg No.E-7 ANCHOR ROD ANALYSIS GPD GROUP 520 South Main Street•Suite 2531 •Akron,Ohio 44311•PHONE 330-572-2100• FAX 330-572-2101 GPD GROUP GPD G RO U P< Engineers•Architects•Planners Job 2012805.70 Calculated By UG Date 8/6/2012 Sheet No 1 Of 1 Anchor Rod Shear Check per Section 4.9.9 of TIA-222-G Number of Anchor Rods= 6 Anchor Rod Grade= A615 Diameter of Anchor Rod= 2 in Vu= 28.227,k P„= 313.051 k F„5= 100 ksi An= 2.5000 in z R„t= 250 k (1)= 0.8 n= 0.7 TIA-222-G Figure 4-4&section 4.9.9 Interaction= 0.2945 Percent Capacity= 29.4% OK FOUNDATION ANALYSIS GPD GROUP • ems,.,. Self Support Tower Caisson Analysis-Rev SE06101A PT CHIMACUM/ANE .ay 2012805.70 Tower Reactions Overall Capacities Uplift 283.3 kips Compression Capacity 36.9% OK Compression - 313.1 kips Uplift Capacity 42.0% OK Reinforcement Capacity 53.5% OK Caisson Det.25 As Min OK? Yes OK Diameter 5.5.h Controlling Capachy 53.5% OK /Ingot Above Grade 1h Depth 3e10w Grade 27 ft Dead Load Factor 0.9 719.42241 Swoon 2.3 2) Gossectionzl Area 23.8'ft s Perimeter 17.3 ft Diameter Reinforcement Properties Height Above Reinforcing Known Yes. - I } Grade rural Bar Size K9. N of Ensting Vertical Bars 20 nraontal Bar Type he i 1 Horizontal Bar Size e4 Mchar Rod Embetlment 49.in I I Anchor Rod Orcle ,18.375 in Min.Concrete Cover 4 i 4C00 es f7 3 Fr 60ks1 ^ i Soil Properties W ater Table Dep. 5403 ft Bearing Type Gross Ultimate End Bearing 24.4 ksf i 0(bearing) 075 (11A231-G1 Section 9<11 0(skin Mellen uplift) 0.75 (131124.1 Swoon 9q 11 1 I O(skin hicaon-comp.) Q]5. 0,1221-1 Xenon 9a_ll Ultimate Sod layer Uplift Slip Compression Soil Unit Concrete Dry Soil Layer Thickness Friction 5ki5 Fr15on Weight Unit Weight (hl Fog Ms? Rc0 Ikc5 1(neglected) '3 0.000 0.000 0.110 0.150 2 5 1.050 : 1050 . -.0110 0.350 3 20.5 2.100 2100 :0.100 0.350 Totals 28.5 Soil Check Reinforcement Check Effective Up2ISHn Compression Effec5ve Smileyer ElrectiveSOil ERecove Soil Tniti^es Unt N ht gt n Weght Remove d Co t Sol Lyre Weight Resistance Resistance Compesson VD (kc0 (1.1) Dos] 14, (ups) Pries) Ae 20.0 inz 1451541341 3.0 0.110 0.150 0 7.84 14.25 Ar 3421.2 in1 2 5.0 0.110 0.150 91 91 13.07 17.82 014093re30445) 0.7 112131805 Swoon 5.3.121 3 20.5 0.110 0150 689 689 49.65 67.71 03, 7147.4 k (25318-05 Section 10.3.6) Compression Capacity S.%4 OK e35/0,40 n 28448248 A,(effective) 1710.5972 inz (151318-05 58co,310.8.8) Compression A min.(in') 17.1 00 (401318-05 5250350.8.11 Tension Reber Cage Diameter 55.9 in Reed Development Lenth 53.5 in (ACI 31805 Swoon 12.12) I otala I 28.5 I I 780.1 I 280.1 I 70.6 I 99.8 I Development Lyng.(in) 26.3 NG 4.-.invade term.Strength Redwrzen iOE.Irenu:zdh 283.3 k End Bearing Resistance: 506.1 kips Caisson Weight Resistance: 89.8 kms Tensile Strength,OP,(kip) 529.5 Compression Skin Friction Resstance: 585.1 kips Uplift Skin Friction Resistance: 585.1 Nips Tensile Capacity 53.5%OK Total Compression Resistance: 1091.2 kips Total Uplift Resistance: 674.9 kips GPO%I Suppo Caisson Analysis)Rev 01-v103 DT z IC/ m o z z z D azt?<A C)_ co z `- y v m 11,„m O C =m 51 0 0 0 o r T� p.m.oma m m n C c n o v c g o C CQ° < (n tb ;�J o < Z vw z 1 2 m G) U z0�„zO Z O p v z A * , mm z m o m 0 < O*a00m u, fA 8 -=I O1m 0 6 m y r 0_ — m R�1A y D 2 1y0O1A r D >r 10 m 0 o�DmOmo m � � O ,�- v �• O1zz —� -< Z BoD„0v O (. 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