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2005-111
TOWN OF QUEENSBURY 742 Bay Road,Queensbury,NY 12804-5902 (518) 761-8201 4E Community Development- Building & Codes (518) 761-8256 CERTIFICATE OF OCCUPANCY Permit Number. P20050111 Date Issued: Wednesday, December 07, 2005 This is to certify that work requested to be done as shown by Pen~nit Number P20050111 has been completed. Tax Map Number. 523400-309-013-0002-029-000-0000 Location: 441 BIG BAY Rd Owner. ALBANY TELEPHONE CO. Applicant: NEXTEL PARTNERS This structure maybe occupied as a: Commercial / Industrial Unheated By Order of Town Board TOWN OF QUEENSBURY Issuance of this Certificate of Occupancy DOES NOT relieve the property owner of the responsibility for compliance with Site Plan, Variance, or other issues and conditions as a result of approvals by the Director of Building&Code Enfo ent Planning Board or Zoning Board of Appeals. TOWN OF QUEENSBURY 742 Bay Road,Queensbury,NY 12804-5902 (518)761-8201 Community Development- Building&Codes (518) 761-8256 BUILDING PERMIT Permit Number: P20050111 Application Number. A20050111 Tax Map No: 523400-309-013-0002-029-000-0000 Permission is hereby granted to: NFXTFLPARTNERS For property located at: CORINTH RD.,OFF in the Town of Queensbury,to construct or place at the above location in accordance with application together with plot plans and other information hereto filed and approved and in compliance with the NYS Uniform Building Codes and the Queensbury Zoning Ordinance. Type of Construction Value Owner Address: ALBANY TELEPHONE CO. D/B/A CELLULAR ONE Commercial/Industrial Unheat $50,000.00 Total Value $50,000.00 C/O CINGULAR WIRELESS 1600 ATLANTIC Blvd NORCROSS, GA 30071-0000 Contractor or Builder's Name/Address Electrical Inspection Agency Plans&Specifications A2005-111 NEXTEL PARTNERS 200 SQ FT SHELTER $50.00 PERMIT FEE PAID- THIS PERMIT EXPIRES: Wednesday,March 22,2006 (If a longer period is required,an application for an extension must be made to the code Enforcement Officer of the Town of Queensbury before the expiration date.) Dated at the Town-of Queetl ruryi Tu sday,March 22,2005 SIGNED BY r3 �' for the Town of Queensbury. Director of Building&Code—Enforcement �,... mit No. C )__ Building&Codes Office-Department of Community Development-Town of Qyes psbury e Paid 742 Bay Road,Queensbury,NY 12804 Y RecreationPFee Dave Hatin,Director codes@aueensbury.net Phone: (518) 761-8256 FAX: (518) 745-4437 Structure Buildii Perm"A'Principal S g Application & Plans subject to review before issuance of a valid permit for construction. Instructions: A permit must be obtained before beginning construction. No inspections will be made until the applicant has received a valid building permit. All applicants' spaces on this application must be completed and must appear on the application form. Applicant/Builder AleAP-1 WIP Leese Carlo . Owner: Cf 10,y-- wk'CtItSS Address: _8 �;rl�n,� Dry vac 5�,, 1� l o.S Address: 5-y L4e '} #J64t.v /Yy 1ZZos Fa�� SYIaCwSC.�_��,DS7 Home Phone: 6Ig-- g L,5 (7-t Q Home Phone: 5'Jfr-l2.2 07t0 Email Address: l pj4nt6 •gpM Email Address: Cell Phone: S18 36 -L lb Cell Phone: FAX Phone: Sf 8'- S•b 2-G 40 2 FAX Phone: Person responsible for supervision of work with respect to building and codes compliance: Name: L 4fr Address: ! I v. Phoone'Vlt Location of proposed construction: Lot No. Legal Address: & N 901 /Cfrad Tax Map Number: 136 - �� S-Adivision Name: Estimated Cost of Construction: $ V C10 . o e � e1 Proposed construction is for: _Residential Use Commercial Use Name of Business: P Luse f!"W .14l tyekw Par4 teJ13 If proposed construction is an addition,what will use of new addition be? New Addition Alteration Proposed Construction t.t Floor 2nd floor Other Total Proposed structure (Occupancy Type) Sq. Ft. sq.ft. Sq. Ft. Square feet Height Ft.&In. Single-Fa Il Dwelling Two-Family Dwelling Townhouse Multifamily Dwelling Number of units: Office Mercantile Manufacturing Other: - p Attached Gara a 1, 2, 3 Type of Heating System: Electri Oil, Gas, Wood, Forced Hot Air, Baseboard, Other: Is a fireplace and/or woodstove being installed, please refer to a separate application. —Yes No Applications are subject to Zoning Administrator, Code Compliance, and Structural Plan review. The Building and Codes Office will allow commencement of your proposed project only after issuance of your permit. Declaration: Please sign below after you have carefully read the statement: To the best of my knowledge, the statements contained in the application, together with the plans and specifications submitted, are a true and complete statement of all proposed work to be done on the described premises and that all provisions of the Building Codes, the Zoning Ordinance, and all other laws pertaining to the proposed work shall be complied with,whether specified or noted, and that such work is authorized by the owner. Further, it is understood that I/we shall submit prior to a Certificate of Occupancy or Certificate of Compliance being issued, as requested by the Zoning Administrator or Director of Building and Codes, an As-Built Survey by a licensed surveyor, drawn to scale, showing actual location of al n w onstruL Date: A Applicant/Builder Signature: The application of dated is hereby approved and permission granted for the construction, reconstruction or alteration of a building/and or accessory structure as set forth above. Date: Authorized Signature: L:\Sue Hemingway\Building.Permit.FORMS\Principal Structure Permit Application.doc V:12/14/04 t" Office Use Only Town of Queensbury Building &Codes Received: Tax Map ID: PRINCIPAL STRUCTURE APPLICATION Permit No.: A permit must be obtained before beginning construction Permit fee: $ Please read: *TB resolution 86-2013(1-28-2013): $850 recreation fee for new dwelling *Rec Fee: $ units,including single-family dwellings,duplexes or two-family dwellings,multiple family Site Plan No.: dwellings, apartments, condominiums, townhouses, and/or manufactured and modular Subdivision No.: homes,but not including mobile homes. This is in addition to the permit fee. Date {'� U U$ , 2 O I �b �3 Applicant W(w(1� ( (r s LLC Tax Map ID 0-1 -C� Address S941 r d 13059 Zoning L S V rtil-W, NV Phone/E-mail 5YS' 43-9 a�3 /r X 1 SS ale cow -�^ mob Mi�n�c Property Owner AT T I ©im P r Contractor/Agent MG r " TermQ+�vsrvA Dele MpWt Address S`4 0 S W i n A w arod lPA✓k w ti Y Address 12.5 if i_ D k Avenue _ C-1 lr@+FA trA 30ooq- -1-p. r; j r;ncs_ 29�� Phone/E-mail '11(c•IONS-?15'1 m m T 26S&at,60m Phone/E-mail 517-3 0(0- -)4o e/C Jr 3��a Mat-6cr Mur-eay r"+erry&c,Irv5r"i'4kd eve(opr►vcvr ICO& Contact Person for Building&Code Compliance: M A V ek h n e Tel r y-Y Day Phone: 5le-206"3140 Q + e x+-3��a Building Street Address: 4 3 9 V I q Y�Gt t 6 le nS i7aI(S. 0 y I ZW 04 Subdivision Name: N ti Lot#: Historic Site: Yes X No Estimated cost of construction: $ 0 0 Type of Construction: Check all that apply Please indicate measurements as required below: C `o 0 m 1 st Floor 2nd Floor Other Total Height Z a � Single Family Two-Family Multi-Family(#of units_) Townhouse Business Office Retail-Mercantile Factory-Industrial Attached Garages(# Other YQJ yiyn+ C-(-40-1&04 6A unI,CA,01� .-ke, Town of Queensbury Building&Codes Principal Structure Packet 518-761-8256 Y If commercial or industrial indicate name of business H l W CI nik lG r W 're(ems m o ,on o ek4 dry.e h Proposed use of buildingor addition fetecoN ac It+y -M Q 9G- Source of heat(circle one) / Gas Oil Propane Solar Other Fireplace-complete a separate application for"Fuel Burning Appliances&Chimneys' _Yes _No N A Are there structures not shown on plot plan? Are their easements on the property? K Site Information d SQe a�Ache a. Dimensions or acreage of lot b. Is this a comer lot? c. Will the grade be changed as a result of construction: _Yes No d. Public water or Private well e. Sewer or Private Septic System �S Value of all worts to be performed(labor and materials) Ts 3O, 00 d Declaration: I acknowledge no construction activities shall be commenced prior to issuance of a valid permit and will be completed within a 12 month period. If work is not complete by the 1 year expiration date the permit may be renewed, subject to fees and department approval. I certify that the application,plans,and supporting materials are a true and complete statement/description of the work proposed,that all work will be performed in accordance with the NY State Building Codes,local building laws and ordinances,and in conformance with local zoning regulations. I acknowledge that prior to occupying the facilities proposed, I or my agents will obtain a certificate of occupancy. I also understand that I/we are required to provide an as-built survey by a licensed land surveyor of all newly constructed facilities prior to issuance of a certificate of occupancy. I have read and agree to the above. Print Name: (A f G 17 n e 1^e rv' i Signature: ADate: FOR OFFICE USE ONLY: Operating Permit Issued: _Yes _No Occupancy Type: Construction Classification: Assembly Occupancy Limit: Special Conditions: Town of Queensbury Building&Codes Principal Structure Packet 518-761-8256 Commercial Final Inspection Report Office No.: (518) 761-8256 Date Inspection re est rec ' k- Queensbury Building& Code Enforcement Arrive: 4 epart: 742 Bay Road,Queensbury,NY 12804 Inspector's Initials: NAME: PERMI V LOCATION: L L C �� DATE: - fi COMMENTS 5. Y N NA — f / Chimney/"B"Vent/Direct Vent Location 3° Plumbing Vent Through Roof 6"/Roof Complete error Fini rade Complete 6"in 10' or Equivalent Interior Fxterjor Guardrails 42 in. Platform/Decks �1 ' Interior/Exterior Ballisters 4 in. Spacing Platform/Decks Stair Handrail 34 in.—38 in./Step Risers 7"/Treads 11" Vestibules For Exit doors>3000 s . ft. c' i All Doors 36 in. w/Lever Handles/Panic Hardware,if required - Exits At Grade Or Platform 36 (w)x 44"(1)/Canopy or Equiv. '•, Gas Valve Shut-off Exposed&Regulator 18" Above Grade . \ Floor Bathroom Watertight/Other Floors OkayT` Relief Valve,Heat Trap/Water Temp. 110 Degrees Maximum Boiler/Furnace Enclosure 1 hr. or Fire Extinguishing System Fresh Air Supply for Occupancy/Ventilation Combustion `� ? Low Water Shut Off For Boilers � n Gas Furnace Shut Off Within 30 ft.or Within Line Of Site _k� Oil Furnace Shut Off at Entrance to Furnace Area Ci Stockrootn/Storage/Receiving/Shipping Room(2 hr.), 1 '/z doors > 10%> 1000 s .ft. / 3/o Hour Corridor Doors&Closers Firewalls/Fire Separation,2 Hour, 3 Hour Complete/Fire Dampers/Fire Doors C Ceiling Fire Stopping,3,000 s . ft. Wood Frame Attic Access 30"x 20"x 30"(h),Crawl Space Access 18"x 24" Smoke Vents Or Fan,if required Elevator Operation and Si a e/Shaft Sealed Q Handicapped Bathroom Grab Bars/Sinks/Toilets Handicapped Bath/Parking Lot Si na e r. I Public Toilet Room Handicapped Accessible Handicapped Service Counters, 34 in., Checkout 36" Handicapped Ramp/Handrails Continuous/12 in.Beyond[Both sides] Active Listening System and Si a e Assembly Space Final Electrical Site Plan/Variance required Final Survey,New.Structure/Flood Plain certification,if req. As-built Septic System La out Required or On File C� �1 V Building Number or Tenant Address on Building or Driveway Water Fountain or Cooler Building Access All Sides by 20' /Driveable Surface 20'wide jfimk�2--- Okay To Issue Temp. or Permanent C/O V --�77 -�j Oka To Issue C/C 315 /,-3G' `)) J L:\Building&Codes Forms\Building&Codes\Inspection Forms\Commercial Final Inspection Report.doc MIDDLE DEPARTMENT INSPECTION AGENCY, INC. that the electrical wiring to the electrical equipment listed below has been examined and is approved as being in accord with the National Electrical Code, applicable governmental, utility and Agency rules in effect on the date noted below and is issued subject to the following conditions. Owner: Nextel Date: 10/24/2005 Occupant: Unknown Location: Big Bay Rd. Queensbury, Warren Co. NY Occupancy: Non—Residential Applicant John Coyne Elec . Contr.. Inc 43 Langenbach Road East Greenbush� � �1 061 � Al.° ��, Mal - - - - - -� Equipment: . a 500 MCM Amp erviCe E quipment; 200 Amp. Disco..1h t,ge , Cell Site Building T A ,,. F a r , This certificate applies to the electrical wiring to the electrical equipment listed immediately null and void. This certificate applies only to the use,occupancy and above and the installation inspected as of the above noted date based on a visual ownership as indicated herein. Upon a change in the use,occupancy or ownership inspection. No warranty is expressed or implied as to the mechanical safety,effi- of the property indicated above,this certificate shall be immediately null and void. ciency or fitness of the equipment for any particular purpose. This certificate shall In the event that this certificate becomes invalid based upon the above conditions, be valid for a period of one year from the above noted date. Should the electrical this certificate may be revalidated upon reinspection by Middle Department system to which this certificate applies be altered in any way,including but not limit- Inspection Agency, Inc. An application for inspection must be submitted to Middle ed to, the introduction of additional electrical equipment and/or the replacement of Department Inspection Agency, Inc. to initiate the inspection and revalidation any of the components installed as of the above noted date,this certificate shall be process. A fee will be charged for this service. Foundation Inspection Report Office No. (518) 761-8256 Date Inspection re est ce' ed: — Queensbury Building&Code Enforcement Arrive: a vp Depart: a 742 Bay Rd., Queensbury, NY 12804 Inspector's Initial NAME: _ C%�� V ,RMIT LOCATION: TSPECT ON: TYPE OF STRUCTURL Comments ---------- Y N N/A Footings --------------------- Piers - --- olithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: -' 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfril Approval Plumbing Under Slab PVC/Cast/Cropper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. LASucHemingway,BuiIding.Codes.Inspection.FORMS\Foundation Inspection Report.doc January 28.2003 AIROSMITH August 20, 2013 Mr. Dave Hatin Director of Building& Codes Town of Queensbury 742 Bay Road Queensbury, NY 12804 RE: Principal Structure Application Applicant: New Cingular Wireless PCS, LLC ("AT&T") Property Owner: AT&T Towers Property Address: 439-441 Big Bay Road, Glens Falls, NY 12804 Assessors' Info: 309.13-2-29 Tower Owner: AT&T Mobility Dear Mr. Hatin: New Cingular Wireless PCS, LLC ("AT&T") seeks a building permit for the installation of transmission equipment on the existing tower and within the existing equipment compound at the above-referenced property. Your building application form less the applicable application fee is submitted with this letter. Introduction to Section 6409 AT&T applies for the building permit under Section 6409 of the federal Middle Class Tax Relief and Job Creation Act of 2012, signed into law by the President on February 22, 2012.1 While your town retains discretionary zoning review over the construction of new towers, simple collocations and/or equipment upgrades such as reflected in this application must now be approved with the issuance of a building permit. The new law provides that: "a State or local government may not deny, and shall approve, any eligible facilities request for a modification of an existing wireless tower or base station that does not substantially change the physical dimensions of such tower or base station." (Emphasis added.) See February 2012 link located at http://www.whitehouse.gov/briefing-room/si ng ed-legislation. The federal law defines an"eligible facilities request" as "(A) collocation of new transmission equipment; (B) removal of transmission equipment; or(C) replacement of transmission equipment." The new law authorizes the immediate installation of these eligible facilities to help improve the economy, create jobs, and speed the deployment of the services they provide. A complete copy of Section 6409 of this new federal law is enclosed. Section 6409 Benefits Your Community and has been Embraced Across the Country Acknowledging that there is no valid basis in zoning to deny an application such as the one proposed here, municipalities across the nation have approved installations under Section 6409 with the issuance of a building permit. With the new federal law providing guidance, municipalities have been quick to embrace the benefits of a streamlined administrative review for simple collocations and equipment modifications. Unlike the construction of a new tower, simple collocations and/or equipment modifications such as this one have been quickly approved to expedite the deployment of wireless broadband. Municipalities want their residents,businesses and emergency responders to benefit from improved wireless coverage and the latest technology(4G LTE for the iPhone 5 and other handsets) as quickly as possible. AT&T's Application Must Be Approved AT&T's application must be approved under this new federal law because the proposed installation involves "a modification of an existing wireless tower or base station that does not substantially change the physical dimensions of such tower or base station." AT&T's current facility consists of six (6) panel antennas, six (6) diplexers, six (6) tower mounted amplifiers, and twelve (12) lines of 1 5/8" coaxial cable at a centerline height of 281' on an existing 286' AT&T Towers tower on the property. AT&T also has an equipment shelter located at the base of the tower. As shown on the enclosed plans prepared by Hudson Design Group dated May 15, 2013, AT&T's proposed installation consists principally of the following elements: 1) On the Tower: AT&T proposes to add three (3) new panel antennas mounted at an antenna centerline height of 281' AGL, with associated remote radio heads (RRHs), a surge arrestor, cables and fiber; and 2) In the Existing Compound: Please note that all ground work shall take place inside the existing shelter. AT&T's installation will not increase the height of the tower nor the dimensions of the equipment compound. The installation is similar to others on the existing tower. As a result, the installation"does not substantially change the physical dimensions of such tower or base station." The installation will enhance wireless communication services to the community and will enable users to access a state-of-the-art, fully digital system for voice communications, messaging, and data transmission and reception. AT&T respectfully requests that the building permit be issued as soon as possible so that AT&T can proceed with this installation immediately. If we can provide any further information regarding this application, please let us know. Respectfully, Mary e Terry Site Acquisition Consultant as Contractor for New Cingular Wireless PCS, LLC Airosmith Development 125 High Rock Avenue Saratoga Springs,NY 12866 Office: (518) 306-3740 ext. 3682 Fax: (518) 306-3741 cc: Melissa Semidey, AT&T Sr. Manager of Real Estate& Construction Jay Perez, AT&T General Attorney—Network Operations Enclosures: Principal Structure Application Form Tax Relief Act - Section 6409 Insurance Certificates Structural Analysis Construction Drawings 4 mt Nexlink Global Services,Inc. 125 High Rock Avenue 1717 S. Boulder, Suite 300 Saratoga Springs, NY 12866 Tulsa, OK 74119 December 31,2012 B+T No.: 86442.001 STRUCTURAL ANALYSIS 286' SelfSupporting Tower AT&T DESIGNATION: Site ID: 69810 Site FA: 10000995 Site Name: Glens Falls AT&T Project: AT&T-UNY LTE 2012 ANALYSIS CRITERIA: Codes: TIA/EIA-222-F(70 mph fastest mile) IBC 2006 SITE DATA: 439 Big Bay Road,Glens Falls,NY,Warren County Latitude 43.293639°,Longitude-73.683583" Market Upstate NY Ms. Maryanne Terry, • B+T Group is pleased to submit this Structural Analysis Report to determine the structural integrity of the aformentioned tower. The purpose of the analysis is to determine the suitability of the tower with the existing and proposed loading configuration detailed in the analysis report. Analysis Results Tower Stress Level with Proposed Equipment: 104.6% Pass Foundation Ratio with Proposed Equipment: Unknown We at B+T Group appreciate the opportunity of providing our continuing professional services to you and Nexlink Global Services, Inc.. If you have any questions or need further assistance on this or any other project please give us a call. Respectfully Submitted by: B+T Engineering, Inc. Analysis Prepared by, Brandon Sevier, E.I. Analysis Reviewed by: John W. Kelly, P.E., S.E. '47 1\ 1 286`Ft Self-Supporting Tower Structural Analysis December 31, 2012 Glens Falls, 69810 B+T Project No: 86442.001 a Page 2 ANALYSIS RESULTS: ,Table 1 -Section Ca aci Summa L 15 104.6 Pass Note 2 Diagonal T3 101.1 Pass Note 2 Horizontal 1 17.1 Pass Secondary Horizontal T15 45.7 Pass Top Girt 15 11.5 Pass Bottom Girt T1 18.2 Pass Bolt Checks 104.6 Pass Note 2 Table 2-Tower Component Stresses vs.Capacity 2 Anchor Rods Base 104.6 Pass 3 Base Foundation Base — Notes: 1.) See additional documentation in"Appendix B-Calculations"for calculation supporting the%capacity consumed. 2.) Capacities up to 105%are considered acceptable based on analysis methods used. 3) The base foundation could not be analyzed as part of this analysis,as foundation and geotechnical information was not available. It is assumed that the foundation was designed with capacities similar to the tower itself and is therefore considered sufficient for the purposes of this analysis. Recommendations: N/A 288`Ft Self-Supporting Tower Structural Analysis December 31, 2012 Glens Falls, 69810 B+T Project No: 86442.001 Page 3 ANALYSIS PROCEDURE: Table 4-Documents Provided Tower Data SA Report by Armor Tower 10/5/2005 Siterra Foundation Information Information Not Available N/A N/A Geotech Report n/a N/A N/A Equipment Mod Form 11/27/2012 Siterra Loading Site Photos uploaded 2012 Siterra Armor Tower 10/5/2005 Siterra Armor Tower 10/5/2005 Siterra Previous Structural Analysis Armor Tower 11/17/2004 Siterra Fred A. Nudd 3/19/2001 Siterra Modification Drawings Fred A. Nudd 3/19/2001 Siterra ANALYSIS METHOD: tnxTower, a commercially available analysis software package,was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix B. ASSUMPTIONS: 1. Tower and structures were built in accordance with the manufacturer's specifications. 2. The tower and structures have been maintained in accordance with the manufacturer's specifications. 3. The configuration of antennas,transmission cables, mounts and other appurtenances are as specked in Appendix A of this report. 4. Mount areas and weights are assumed based on photographs provided. 5. Refer to the base level drawing for transmission line distribution. 6. Existing loading taken from previous analysis and site photos. 7. Manufacturer's drawings were not available. Anchor rod material grade was assumed based on similar towers by the same manufacturer. If any of these assumptions have been made in error, B+T Group should be notified to determine the effect on the structural integrity of the tower. 28&Ft Self-Supporting Tower Structural Analysis December 31, 2012 Glens Falls, 69810 B+T Project No: 86442.001 APPENDIX A TOWER ANALYSIS LOADING 286 Ft S Tower Structural Analysis 31,2012, Glens FaWriting 0 B+T Project 442.00r TOWER ANALYSIS LOADING: Existing/Reserved Loading r s, M Mount Transmission Une Mount Antenna Size Antenna Owner Height (ft) eft) Quantity Manufacturer Model Quantity Type Quantity (in) AT&T 281 28 9' CSS DU08-8686-OOC 3 12' ate Boom 9 AT&T 281 281 6 Cleargain Cleargain DS TMA AT&T 281 281 1 Andrew CBC819-OF AT&T 281 281 2 Andrew 641280-DF Nextel 268 268 9 DB844H80 3 12'Gate Boom 9 1 5/8" AT&T 180 180 1 Unknown 6'Dish w/Radome 1 Dish Mount 1 1 5/8" AT&T 156 150 1 Unknown 6'Dish w/Radome 1 Dish Mount 1 AT&T 120 120 1 Unknown 8'Dish w/Radome 1 Dish Mount 1 1 5/8" AT&T 002 102 1 Unknown 6'MHP Dish 1 Dish Mount 1 1 5/8" AT&T 81 81 1 Unknown 8'Dish w/Radome 1 Dish Mount 1 1 518" "Equipment to be Removed Proposed Loading 7 Mount Transmission Line Mount Antenna Size Antenna Owner Height (ft) CL Quantity Manufacturer Model Quantity Type Quantity (in) (ft) AT&T 281 281 6 Andrew SBNH-1138585C AT&T 281 281 3 Andrew SBNH-1D6565C 1 2" AT&T 281 281_ _ 6 _ Ericsson RRUS-11 B12 _____ _ _ 2 10mm AT&T 281 281 1 Raycap DC6-48-60-18-6F 1 10mm Future Loading Mount Transmission line Mount Antenna Size Antenna Owner Height (ft) CL Quantity Manufacturer Model Quantity Type Quantity (in) ) (ft) Na 2864Ft Self-Supporting Tower Structural Analysis December 31, 2012 Glens Falls, 69810 B+T Project No: 86442.001 Y APPENDIX B CALCULATIONS i 286;0 rt 2a0.0 n L n I C „ R DESIGNED APPURTENANCE LOADING - TYPE ELEVATION TYPE ELEVATION 250.0 nn VN (2)CWWOn DB TMA(ATT E) 281 Seaw Mount[SM 802-31(E) 1281 (2)CWarqWn DB TMA(ATI E) 281 (3)DS644H80-XY w/Mount Pipe 288 (2)CJerpaln DB TMA(ATT-E) 28t (NextebE CBC819-DF(ATI-E) 281 (3)DB844H80-XY w/Mount Pipe 1268 641280-DF(ATI-E) 281 (Nexte4E) tSH�y —� 64128D.DF(ATT-E) 281 (3)DDB844H80-XY w/Mount Pq* 240.0 It SBW+1D&WW w/Mount 281 ui Pipe(ATT4P 6'x 2"Mount Pipe(E) —_ _ I V x 2"Mount Lr" - (2)SBNF+1d1585C w/Mount 281 ~ Sector Mount Pipe(E -1 _ w � a Pipe(ATI-P) 8'x 2"Mount Pi rab (2)SMK1 D8585C w/Mount 281 ISM 802-31(E) _ Pipe{ATI-P) Pipe Mount[PM 801-11(ATT E) 180 220.0 rt SBW1 D6565C w/Mount Pipe 281 8'Dish w/Radome(ATI E) 180 -- ----1i NTH Pipe Mount(PM WI-11(Att E) 150 S D8565C w/Mount Pipe 281 sh w/Radoe(ATT-E) 1150 -� C (ATITI-P)P) 8'd mPipe Mount IPM a01-11(ATI E) 70S TT41) 6565C w/Mount Pipe 281 6'D sh w/Radome(ATI-E) 120 --- Z00 0 n 48 - ) 2eE1� 8Pipe Mount IPM 81-11(ATIE) 02(2)RRUS11(ATI 6'MFW Dish ATT-E) DCB�81� Pipe Mount (ATT-E) 1811Dish wlRadome(TI-E) 81 l P) ----_--_----- -1.- - teo.0rt SYMBOL LIST MARK SIZE I MARK I SIZE A IPI.Sx.146 C 202.75 MATERIAL STRENGTH 160.o rt GRADE F I GRADE I Fy I Fu `r r A36 38 ksi 58 lei J J J TOWER DESIGN NOTES z i 140.0 rt 1. Tower is located in Warren County,New York. q ' r 2. Tower designed for a 70 mph basic wind in accordance with the TIAIEIA-222-F Standard. 3. Tower is also designed for a 28 mph basic wind with 0.75 in ice.Ice is considered to increase in thickness with height 1zo 0 4. Deflections are based upon a 50 mph wind. 5. TOWER RATING:104.6% q 1000 n J ao4 MAX.CORNER REACTIONS AT BASE: i DOWN: 352 K SHEAR: 27 K O � 1 UPLIFT.* -279 K 60.0 it SHEAR: 23 K AXIAL 135K < x 40.0 It SHEA 1 MOMENT m 1716 kip ft e TORQUE 6 kip-ft 28 mph WIND-0.750 in ICE � 20;o rtn AXIAL 79 K m O SHEAR" MOMENT ~ m 46 K 6633 kip-ft 0.0 rt TORQUE 33 kip-ft REACTIONS-70 mph WIND 2 BJSo� �dirbLLa B+T Group 86442.001-Glens Falls,NY(Slte#69810) 1717 S. Boulder,Suite 300 PmJw:286'SSTIATST MobilityCo-Locate B-T ' Tu1Sa, OK 74119 oibrd: Nexlink Global Services,Inc Dra'""by-.B.Sevie V. — -_ Phone:(918)$87-4630 00d8 TIAIEIA-222-F- - __�O 12/31/12 Sc.s`ab NTE FAX 918 295-0265 Path: Dw9 No.E_. Feedline Plan ; i (9)1 5/8(E Feedline Ladder(Af)u(E (3)7/8"DC&FIBER W(I��londuo t(P) \ 2" 9 Q � i ate, B+T Group 86442.001-Glens Falls,NY(Site#69810) 1717 S. Boulder, Suite 300 Pm`iw:286' T Atobift co Locate _ B-T Tulsa, OK 74119 cibrd: Nexlink Global Services,Inc.Drawn T B.Sevierq^_ Phone:(918)587-4630 cede:TIAIEIA-222-F Date:12/31/12 !Scale: NTS FAX: 918 295-0265 PRO -T-9-E-i Feedline Distribution Chart 0'-286' Round Flat App In Face - App Out Face Tnm Leg 2• Face A Face B Face C 286, za, �" _ zar ---------------------- -zao ------- -- -- -- -----I---- ----- -- ---------------------- -- - zs° I - --------------- -- I zso zro _ _ r 1 I z°°'�-- -----I ---- ----- - - ---------- --� -- -- �zar I i I 1e0- _ -———------ —180, --I-- -- - - j,1w 1w - ----- --- ---- ,6° s -- -- ,s° - �� - _- --- ' -- - ----- ------ -- _ c � �1 I •— — — -- ---------------------- ----- -- ,aa w I I ,Zo - -----� ---- - ,z° I----------------------- 120' --� {-- -- --- W ,� - -- --- ----- -- 1oz F ---------- ,or -- --__ ,00 ' 8M __ _____I__-__ ___-_ __ 81 �______________________ 91 __I--__---_-_---Y _I I I I I I ---- - - -------- -- ----- -------- - , -- -----F---- ----- -- ------ ---- --1-----{-- ------ {40' --- � -- -----�---- ----- --� 1a _ --------------- 10' -- -----{----------- r � 0.1 B+T Group lob:86442.001-_Glens Falls,MY(Site*69810) Lip 1717 S. Boulder, Suite 300 P1°�'286'SSTIA- TMobillt Co-Locate B-T Tulsa, OK 74119 Client: Nexlink Global Services,Inc°raven°r B.Sevie Arv'd�—- Phone:(918)587 4830 COde TIfVEIA-222-F D81e 12/31/12 sale: NTS — - - FAX: 918 295-0265 1 Path: D"'g No E-7 Plot Plan Total Area-0.07 Acres I N ' I , , lV AI I a a N � I N Base ElewCr I I II I I ' 15, 23V � --- IS 53'8- i B+T Group lob:86442.001-Glens Falls,MY(Site#,69810) 1717 S. Boulder,Suite 300 "':288'SST/AT&TMobN Co-locate e•T Tulsa, OK 74119 C"Ord. Nexlink Global Services,Inc Df°""by'.B Sevie npP a: Co°° TIA/EIA-222-F Da1e 12/31/12 8481e NTS Phone:(918)587-4630 FAX: 918 295-0285 Pa,h' --- � �9 N°'E-2 .t TIA/EIA-222-F -70 mph/28 mph 0.750 in Ice Leg Capacity Leg Compression (K) 1000 500 <_Minknum-0 Mabmum-> -500 -1000 r— - Tom- .— �. 280 1 ;— T -_ _-y___1___ I I I I I I I i I I I I I I -__ 1 I i I i I I i 240 1 1 ! I I I I 1 I I I r I ! I 1 I I I I I I I I I i I I I I I I f- I I ! 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Boulder, Suite 300ararMowu co-Locate 19•T Tulsa, OK 74119 bal Services,inc Drawn°�'.B.Sevie^�'ePhone:(918)587-4630 -F °ate 12/31/12 tee` NT8FAX: 918 295-0265 O'"e No.E Vx -----------Vz TIA/EIA-222-F -70 mph/28 mph 0.750 in Ice Maximum Values Mx ----------- Mz Global Mast Shear(K) Global Mast Moment(kip-ft) �° -row 10WO 2ao - --- - ----- -I 2 ----- _i ---- - ----- - - - il t __ _180' ---- r � r i C W t -T------7 �'1 - ------'i --T ------------ ----- ------ ------ -- -- --,'i--_L --�-------- -- -- j 401 i i it i i --------------- 20 __________� __ _ ____�_-_1__J__ 0 50 0 5000 10000 B+T Group `86442.001-Glens Falls,NY(SIW 69810) Kip 1717 S. Boulder,Suite 300 eats•SST/AT6T Mob CO-Locate _ O-T ' Tulsa, OK 74119 oi�r Nexlink Global Services,Inc Df8'""br:B.Sevie App'ac Phone:(918)587-4630 Cods: TIA/EIA-222-F oms:12/31/12 �b NTr FAX: 918 295-0265 Pdh' Dw9 No.E� TIA/EIA-222-F -Service-50 mph Maximum Values Deflection (in) Tilt(deg) Twist(deg) 0 5 10 15 20 0 0.5 1 0 0.05 0.1 0.15 0.2 286 1 1 1 1 86' :-/1' ------- _________________I" I I I I I I I I IIII IIII /T1, T- T-r ---ri --I-rr _T__I__f_l____f_l__I__L_ LII-I--LTI I I -I-YLT I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I IIII II I IIII IIII I I I I I I I I IIII IIII IIII IIII 2 _I-I-_I_ _I __I_I_ 40' tit-I--Yt11 I- -I-Yti -I- Yt� _-- " II " II II " " II I I i I I I I I IIII II I IIII IIII I I I I I I I I I I I I I I I I 4--I--L-4 --- L- III ' IIII , III I " � I I I I I I I I IIII I II IIII IIII I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I _1__I__L_J____L_J__I__L_ 11J_I__ IIJ__I_LIi J_LL1 w IIII I II IIII IIII I I I I I I I I IIII IIII IIII IIII IIII IIII III ; ; III I I I I I I I I IIII III IIII IIII I I I I I I I I I I I I IIII " " IIII " II I I I I I I IIII III IIII IIII I I I I I I I I I I I I I I I 1w 180, F " IIII I I I I I I I IIII IIII IIII IIII I I I I I I I I I I I I I I I I IIII IIII IIII III : I I I I I I I IIII IIII IIII IIII IIII IIII IIII � " ' I I I I I I I I IIII IIII IIII IIII I I I I I I I I I I I I 160 1-t J J L 1 j_I I_L 1 J_-I-L L 1 �• IIII , III IIII IIII I I I I I I I I IIII IIII IIII IIII I I I I I I I I I I I I I I I I v III IIII IIII IIII I I I I I I I I IIII IIII IIII IIII I I III III I I I I I l l i I I I I I l i l I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I 40' I I II II II ' " II I " ' IIII I I I I I I I 111 IIII IIII IIII W IIII IIII I ' ll IIII I I I I I I I IIII IIII IIII IIII 1 120' r - --rrII--rrr --I-rrT -}- I--L- I--- L-I--I--L- I IJ I--LTI-I--I-LT 1 -I-IL4. 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IIII IIII I IIII I I I I I I I I IIII IIII IIII IIII IIII IIII III " " I I I I I I I I IIII IIII IIII IIII 40, I I I I I I I I I I I I I I I I „ 11 IIII „ IIII I I I I I I I I IIII IIII IIII IIII I rTr-I--r r r l--r r T 1--I-r rr Y- --L-_I____r-7--I- t- YJJ--Ltl7--Lrtl--I-I-rT " " IIII " I I ' I I I I I I I I I I11 IIII IIII IIII I I I I I I I I I I I I I I IIII IIII " " IIII I I I I I I I I III IIII IIII IIII I I I I I I I I I I I I I I III I_I__I_I __I_I_I _+- I }44-1--LT4I--1-L+4--I-IF+ III I IIII IIII -- „ II IIII ' III II I I I I I I I I IIII I111 IIII IIII " " I " ' I ' ll " II I I I I I I I I IIII IIII IIII IIII I I I I I I I I I I I I I IIII I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0 5 10 15 20 0 0.5 1 0 0.05 0.1 0.15 02 B+T Group 86442.001-Glens Falls,NY(Site#69810)_ 1717 S. Boulder,Suite 300 P`00d:286'SST/ATBTMIN Co-Locate B-T Tulsa,OK 74119 Clbal:Nexiink Global Services,Inc ofBM"W.B.Sevie AVP'O le: NTS Phone:(918)587-4630 Code'TIA/EIA-222-F Dale:12/31/12_ Dcwg E 5 FAX: 918 295-0265 PaOi i haTower Job Page � 86442.001-Glens Falls, NY(Site#69810) 1 of 36 B+T Group Protect Date 1717 S.Boulder,suite 300 286'SST/AT&T Mobility CO-Locate 11:20:26 12/31/12 Tulsa,OK74119 Client Phone:(918)587-4630 Nexlink Global Services, Inc. Designed by FAX. 18)295-0265 B. Sevier Tower Input Data The main tower is a 3x free standing tower with an overall height of 286'above the ground line. The base of the tower is set at an elevation of 0'above the ground line. The face width of the tower is 2'6"at the top and 23'6"at the base. This tower is designed using the TIA/EIA-222-F standard. The following design criteria apply: Tower is located in Warren County,New York. Basic wind speed of 70 mph. Nominal ice thickness of 0.750 in. Ice thickness is considered to increase with height. Ice density of 56.000 pcf. A wind speed of 28 mph is used in combination with ice. Temperature drop of 50.000'F. Deflections calculated using a wind speed of 50 mph. A non-linear(P-delta)analysis was used. Pressures are calculated at each section. Stress ratio used in tower member design is 1.333. Local bending stresses due to climbing loads,feedline supports,and appurtenance mounts are not considered. Options Consider Moments-Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As Cylinder Consider Moments-Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules Consider Moments-Diagonals Assume Rigid Index Plate 4 Calculate Redundant Bracing Forces Use Moment Magnification Use Clear Spans For Wind Area Ignore Redundant Members in FEA Use Code Stress Ratios Use Clear Spans For KL/r 4 SR Leg Bolts Resist Compression 4 Use Code Safety Factors-Guys Retension Guys To Initial Tension 4 All Leg Panels Have Same Allowable Escalate Ice Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz Use Azimuth Dish Coefficients 4 Consider Feedline Torque Use Special Wind Profile Project Wind Area of Appurt. 4 Include Angle Block Shear Check 4 Include Bolts In Member Capacity Autocalc Torque Ann Areas Poles Leg Bolts Are At Top Of Section SR Members Have Cut Ends Include Shear-Torsion Interaction Secondary Horizontal Braces Leg l Sort Capacity Reports By Component Always Use Sub-Critical Flow Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted Sockets Add IBC.6D+W Combination J M Tower Job Page ` 86442.001-Glens Falls, NY(Site#69810) 2 of 36 B+T Group Project Date 1717 S.Boulder,Suite 300 286'SST/AT&T Mobility Co-Locate 11:20:26 12/31/12 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Nexlink Global Services, Inc. B. Sevier FAX.•(918)295-0265 Wind 180 r Lea A Wind 90 ��► GP BOO Leg C Z Leg 8 Face C Wind Normal Triangular Tower Tower Section Geometry Tower Tower Assembly Description Section Number Section Section Elevation Database Width of Length Sections ft ft ft Tl 286-280' 2'6" 1 6' T2 280'-260' 2'6" 1 20' T3 260'-240' 4' 1 20' T4 249-220' 5'6" 1 20, T5 220'-200' T 1 20' T6 200'-189 8'6" 1 20' T7 180'-160' 10, 1 20' T8 160'-140' 11'6" 1 20' T9 149-120' 13' 1 20' TIO 120'-100' 14'6" 1 20' Tll 100'-80' 16' 1 20' T12 89-60' 1T6" I 20' T13 69-40' 19, 1 20' T14 49-20' 20'6" 1 20' T15 20'-0' 22' 1 20' M Tower Job Page ` 86442.001-Glens Falls, NY(Site#69810) 3 of 36 B+T Group Project Date 1717 S.Boulder,Suite 300 286'SST/AT&T Mobility Co-Locate 11:20:26 12/31/12 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Nexlink Global Services, Inc. B. Sevier FAX.-(918)295-0265 Tower Section Geometry cont'd Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type K Brace Horizontals Offset Offset End ft Panels in in TI 286'-280' 2'9" X Brace No Yes 3.000 3.000 T2 289-260' 4'9" X Brace No Yes 6.000 6.000 T3 260'-240' 9'6" X Brace No Yes 6.000 6.000 T4 249-229 9'6" X Brace No Yes 6.000 6.000 T5 229-200' 9'6" X Brace No Yes 6.000 6.000 T6 200'-180' 9'6" X Brace No Yes 6.000 6.000 17 180'-160' 9'6" X Brace No Yes 6.000 6.000 T8 160'-140' 9'6" X Brace No Yes 6.000 6.000 T9 149-120' 9'6" X Brace No Yes 6.000 6.000 T10 120'-100' 9'6" X Brace No Yes 6.000 6.000 T11 100'-80' 9'6" X Brace No Yes 6.000 6.000 T12 80'-60' 9'6" X Brace No Yes 6.000 6.000 T13 60'40' 9'6" X Brace No Yes 6.000 6.000 T14 40'-20' 906, X Brace No Yes 6.000 6.000 T15 20'-0' 919" X Brace No Yes 6.000 0.000 • Tower Section Geometry cont'd Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation Type Size Grade Type Size Grade r T1 286'-280' Pipe PI.5x.145 A36 Solid Round 1/2 A36 (36 ksi) (36 ksi) T2 280'-260' Solid Round 1 3/4 A36 Single Angle L2x2x3/16 A36 (36 ksi) (36 ksi) T3 269-240' Solid Round 2 1/4 A36 Single Angle L2x2x3/16 A36 (36 ksi) (36 ksi) T4 240'-220' Solid Round 2 1/2 A36 Single Angle L2x2x3/16 A36 (36 ksi) (36 ksi) T5 220'-200' Solid Round 2 3/4 A36 Single Angle L2x2xl/4 A36 (36 ksi) (36 ksi) T6 200'-189 Solid Round 3 A36 Single Angle L3x3xl/4 A36 (36 ksi) (36 ksi) T7 180'-160' Solid Round 3 1/4 A36 Single Angle L3x3xl/4 A36 (36 ksi) (36 ksi) T8 160'-140' Solid Round 3 1/2 A36 Single Angle L3x3xl/4 A36 (36 ksi) (36 ksi) T9 140'-120' Solid Round 3 1/2 A36 Single Angle L3x3xl/4 A36 (36 ksi) (36 ksi) T10 120'-100' Solid Round 4 A36 Single Angle L3x3xl/4 A36 (36 ksi) (36 ksi) Tl1 100'-80' Solid Round 4 A36 Single Angle L3 1/20 1/2xl/4 A36 (36 ksi) (36 ksi) T12 80'-60' Solid Round 4 1/4 A36 Single Angle L4x4x]/4 A36 (36 ksi) (36 ksi) TI3 60'-40' Solid Round 4 1/2 A36 Single Angle L4x4xl/4 A36 (36 ksi) (36 ksi) T14 49-20' Solid Round 4 1/2 A36 Single Angle L4x4xl/4 A36 (36 ksi) (36 ksi) T15 20'-0' Solid Round 5 A36 Single Angle L4x4xl/4 A36 • (36 ksi) (36 ksi) 11-W-Tower Job Page ! 86442.001-Glens Falls, NY(Site#69810) 4 of 36 B+T Group Project Date • 1717S.Boulder,Suite 300 286'SST/AT&T Mobility Co-Locate 11:20:26 12/31/12 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Nexlink Global Services, Inc. FAX 18 295-0265 B. Sevier Tower Section Geometry cont'd Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Bottom Girt Elevation Type Size Grade Type Size Grade _ ft Tl 286-280 Solid Round 1/2 A36 Solid Round 1/2 A36 (36 ksi) (36 ksi) 72 289-260' Single Angle L2x2x3/16 A36 Single Angle A36 (36 ksi) (36 ksi) T3 260'-240' Single Angle L2x2x3/16 A36 Single Angle A36 (36 ksi) (36 ksi) T4 240'-220' Single Angle L2x2x3/16 A36 Single Angle A36 (36 ksi) (36 ksi) TS 220'-200' Single Angle L2x2xl/4 A36 Single Angle A36 (36 ksi) (36 ksi) T6 200'-180' Single Angle L3x3xl/4 A36 Single Angle A36 (36 ksi) (36 ksi) T7 189-169 Single Angle L3x3xl/4 A36 Single Angle A36 (36 ksi) (36 ksi) T8 160'-140' Single Angle L3x3xl/4 A36 Single Angle A36 (36 ksi) (36 ksi) T9 140'-120' Single Angle L3x3xl/4 A36 Single Angle A36 (36 ksi) (36 ksi) T10 120'-100' Single Angle L3x3xl/4 A36 Single Angle A36 (36 ksi) (36 ksi) T11 100'-80' Single Angle L3 1/20 1/2x1/4 A36 Single Angle A36 (36 ksi) (36 ksi) T12 80'-60' Single Angle L4x4xl/4 A36 Single Angle A36 (36 ksi) (36 ksi) T13 60'-40' Single Angie L4x4xl/4 A36 Single Angle A36 (36 ksi) (36 ksi) T14 40'-20' Single Angle L4x4xl/4 A36 Single Angle A36 (36 ksi) (36 ksi) T1S 20'-0' Single Angle L4x4xl/4 A36 Single Angle A36 36 ksi 36 ksi Tower Section Geometry cont'd Tower No. Mid Girt Mid Girt Mid Girt Horizontal Horizontal Horizontal Elevation of Type Size Grade Type Size Grade Mid ft Girls Tl 286-289 None Single Angle A36 Solid Round 1/2 A36 36 ksi 36 ksi Tower Section Geometry cont'd Tower Secondary Secondary Horizontal Secondary Inner Bracing Inner Bracing Size Inner Bracing Elevation Horizontal Type Size Horizontal Type Grade Grade ft T2 280'-260' Single Angle L2x2x3/16 A36 Single Angle A36 (36 ksi) (36 ksi) T3 260'-240' Single Angle L2x2x3/16 A36 Single Angle A36 (36 ksi) (36 ksi) T4 249-220' Single Angle L2x2x3/16 A36 Single Angle A36 (36 ksi) (36 ksi) TS 220'-200' Single Angle L2x2x1/4 A36 Single Angle A36 (36 ksi) (36 ksi) tnxTower Job page ` 86442.001-Glens Falls, NY(Site#69810) 5 of 36 B+T Group Project Date 1717 S.Boulder,Suite 300 286'SST/AT&T Mobility Co-Locate 11:20:26 12/31/12 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Nexlink Global Services, Inc. FAX. 918)295-0265 B. Sevier Tower Secondary Secondary Horizontal Secondary Inner Bracing Inner Bracing Size Inner Bracing Elevation Horizontal Type Size Horizontal Type Grade Grade _ n T6 200-180 Single Angle L3x3xl/4 A36 Single Angle A36 (36 ksi) (36 ksi) 77 189-16Y Single Angle L3x3xl/4 A36 Single Angle A36 (36 ksi) (36 ksi) T8 160'-140' Single Angle L3x3xl/4 A36 Single Angle A36 (36 ksi) (36 ksi) T9 140'-I20' Single Angle L3x3x1/4 A36 Single Angle A36 (36 ksi) (36 ksi) TIO 120'-100' Single Angle L3x3xl/4 A36 Single Angle A36 (36 ksi) (36 ksi) TH 100'-80' Single Angle L3 1/20 1/2xl/4 A36 Single Angle A36 (36 ksi) (36 ksi) T12 80'-60' Single Angle L4x4x1/4 A36 Single Angle A36 (36 ksi) (36 ksi) T13 69-40' Single Angle L4x4xl/4 A36 Single Angle A36 (36 ksi) (36 ksi) T14 49-20' Single Angle L4x4xl/4 A36 Double Angle A36 (36 ksi) (36 ksi) T15 29-0' Single Angle L4x4x1/4 A36 Double Angle A36 (36 ksi) (36 ksi) • Tower Section Geometry cont'd Tower Gusset Gusset Gusset Grade Adjust.Factor Adjust. Weight Mult. Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Diagonals Horizontals ft ft2 in in in T1286-280' 0.000 0.000 A36 1.03 1 1.05 0.000 0.000 (36 ksi) T2 280'-260' 0.000 0.000 A36 1.05 1 1.05 0.000 0.000 (36 ksi) T3 260'-240' 0.000 0.000 A36 1.05 1 1.05 0.000 0.000 (36 ksi) T4 240'-220' 0.000 ODOO A36 1.05 1 1.05 0.000 0.000 (36 ksi) T5 220'-200' 0.000 0.000 A36 1.05 1 1.05 0.000 0.000 (36 ksi) T6200'-180' 0.000 0.000 A36 1.05 1 1.05 0.000 0.000 (36 ksi) T7180'-160' 0.000 0.000 A36 1.05 1 1.05 0.000 0.000 (36 ksi) T8160'-140' 0.000 0.000 A36 1.05 1 1.05 0.000 0.000 (36 ksi) T9140'-120' 0.000 0.000 A36 1.05 1 1.05 0.000 0.000 (36 ksi) T10120'-100' 0.000 0.000 A36 1.05 1 1.05 0.000 0.000 (36 ksi) T11100'-80' 0.000 0.000 A36 1.05 1 1.05 0.000 0.000 (36 ksi) T12 89-W 0.000 0.000 A36 1.05 1 1.05 0.000 0.000 (36 ksi) T13 60'-40' 0.000 0.000 A36 1.05 1 1.05 0.000 0.000 (36 ksi) T14 40'-20' 0.000 0.000 A36 1.05 1 1.05 0.000 0.0110 (36 ksi) T15 29-0' 0.000 0.000 A36 1.05 1 1.05 0.000 0.000 (36 ksi) J F171�7SBoulder, �'1 wer Job Page l 86442.001-Glens Falls, NY(Site#69810) 6 of 36 T Group Project Date • suite 300 286'SST/AT&T Mobility Co-Locate 11:20:26 12/31/12 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Nexlink Global Services, Inc. FAX. (918)295-0265 B. Sevier Tower Section Geometry cont'd K Factors Tower Calc Calc Legs X K Single Girts Horiz. Sec. Inner Elevation K K Brace Brace Diags Horiz. Brace Single Solid Diags Diags Angles Rounds X X X X X X X ft Y Y Y_ Y __ Y Y Y T1286'-280' No Yes 1 1 1 1 1 1 11 1 1 1 I 1 1 1 T2 280'-260' No Yes 1 1 1 1 1 1 0.5 1 1 1 1 1 1 0.5 1 T3 260'-240' No Yes 1 1 1 1 1 1 0.5 1 1 1 1 1 1 0.5 1 T4 240'-220' No Yes 1 1 1 1 1 1 0.5 1 I 1 1 1 1 0.5 1 TS 220'-200' No Yes 1 1 1 1 1 1 0.5 1 1 1 1 1 1 0.5 1 T6 200'-180' No Yes 1 1 1 1 1 1 0.5 1 1 1 1 1 1 0.5 1 T7180'-160' No Yes 1 1 1 I 1 1 0.5 1 1 1 1 1 1 0.5 1 T8160'-140' No Yes 1 1 1 1 1 1 0.5 1 • 1 1 I 1 1 0.5 1 T9140'-120' No Yes 1 1 1 1 1 1 0.5 1 1 1 1 1 1 0.5 1 Ti0120'-100' No Yes 1 1 1 1 1 1 0.5 1 1 1 1 1 1 0.5 1 T1IIW-89 No Yes 1 1 1 1 1 1 0.5 1 1 1 1 1 1 0.5 1 T12 80'-60' No Yes 1 1 1 1 1 1 0.5 1 1 1 1 1 1 0.5 1 T13 60'40' No Yes 1 1 1 1 1 1 0.5 1 1 1 1 1 1 0.5 1 T1440'-20' No Yes 1 1 1 1 1 1 0.5 1 1 1 1 1 1 0.5 1 T15 29-0' No Yes 1 1 1 1 1 1 0.5 1 1 1 1 1 1 0.5 1 Note:Kfactors are applied to member segment lengths.K-braces without inner supporting members will have the K factor in the out-of-plane direction applied to the overall length. Tower Section Geometry cont'd Tower Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Elevation ft Net Width U Net Width U Net Width U Net U Net U Net U Net U Deduct Deduct Deduct Width Width Width Width in in in Deduct Deduct Deduct Deduct in in in in T1286'-280' 0.000 1 0.000 1 0.000 1 0.000 0.75 0.000 0.75 0.000 1 0.000 1 T2 289-260' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T3 260'-240' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T4 240'-220' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T5 220'-200' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 • T6 200'-180' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T7 180'-160' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T8160'-140' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T9140'-120' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 UM-Tower Job Page 86442.001-Glens Falls, NY(Site#69810) 7 of 36 • B+T Group Project Date 1717 S.Boulder,Suite 300 286'SST/AT&T Mobility Co-Locate 11:20:26 12/31/12 Tulsa,OK 74119 client Phone:(918)587-4630 Nexlink Global Services, Inc. Designed by FAX. (918 295-0265 B. Sevier Tower Leg Diagonal Top Girt Bottom Girt Mid Gtrt Long Horizontal Short Horizontal Elevation ft Net Width U Net Width U Net Width U Ner U Net U Net U Net U Deduct Deduct Deduct Width Width Width Width in in in Deduct Deduct Deduct Deduct in in in in T10120'-100' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T11100'-80' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T12 89-60' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T13 60'-40' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T14 40'-20' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T15 20'-0' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 Tower Section Geomet cont'd Tower Leg Leg Diagonal Top Gin Bottom Girt Mid Girt Long Horizontal Short Horizontal Elevation Connection ft Type Bolt Size No. Bolt Sue No. Bolt Sue No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. in in in in in in in T1286-280' Flange 0.750 0 0.625 0 0.625 0 0.000 0 0.625 0 0.625 0 0.625 0 A325N A325N A325N A325N A325N A325N A325N 72 280'-260' Flange 1.000 3 0.750 1 0.750 1 0.625 0 0.625 0 0.625 0 0.750 1 A325N A325N A325N A325N A325N A325N A325N T3 260'-240' Flange 0.750 4 0.750 1 0.750 1 0.625 0 0.625 0 0.625 0 0.750 1 A325N A325N A325N A325N A325N A325N A325N T4 240'-220' Flange 0.750 4 0.750 2 0.750 2 0.625 0 0.625 0 0.625 0 0.750 2 A325N A325N A325N A325N A325N A325N A325N T5 220'-200' Flange 0.750 4 0.750 2 0.750 2 0.625 0 0.625 0 0.625 0 0.750 2 A325N A325N A325N A325N A325N A325N A325N T6 200'-189 Flange 0.750 8 0.750 2 0.750 2 0.000 0 0.625 0 0.625 0 0.750 2 A325N A325N A325N A325N A325N A325N A325N T7180'-160' Flange 0.750 8 0.750 2 0.750 2 0.000 0 0.625 0 0.625 0 0.750 2 A325N A325N A325N A325N A325N A325N A325N T8160'-140' Flange 1.000 8 0.750 2 0.750 2 0.625 0 0.625 0 0.625 0 0.750 2 A325N A325N A325N A325N A325N A325N A325N T9140'-120' Flange 1.000 8 0.750 2 0.750 2 0.625 0 0.625 0 0.750 0 0.750 2 A325N A325N A325N A325N A325N A325N A325N T10120'-100' Flange 1.000 8 0.750 2 0.750 2 0.625 0 0,625 0 0.750 0 0.750 2 A325N A325N A325N A325N A325N A325N A325N T11100'-80' Flange 1.000 8 0.750 2 0.750 2 0.625 0 0.625 0 0.750 0 0.750 2 A325N A325N A325N A325N A325N A325N A325N T12 80'-60' Flange 1.000 8 0.750 2 0.750 2 0,625 0 0.625 0 0.750 0 0.750 2 A325N A325N A325N A325N A325N A325N A325N T13 60'-40' Flange 1.000 8 0.750 2 0.750 2 0.625 0 0.625 0 0.750 0 0.750 2 A325N A325N A325N A325N A325N A325N A325N T14 49-29 Flange 1.125 8 0.750 2 0.750 2 0.625 0 0.625 0 0.750 0 0.750 2 A325N A325N A325N A325N A325N A325N A325N T15 20'-0' Flange 1.125 8 0.750 2 0.750 2 0.625 0 0.625 0 0.750 0 0.750 2 F1554-55 A325N A325N A325N A325N A325N A325N • 1 Mxl�*awer Job Page 86442.001-Glens Falls, NY(Site#69810) 8 of 36 • B+T Group Project Date 1717 S.Boulder,suite 300 286'SST/AT&T Mobility Co-Locate 11:20:26 12/31/12 Tulsa,OK 74119 Client Phone:(918)587 4630 Nexlink Global Services, Inc. lgned by FAX.-(918)295-0265 B. Sevier 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 Leg ft in (Frac FW) Row in in in klf 1 5/8 A Yes Ar(CfAe) 281 -10' 0.000 0.1 9 9 0.850 1.980 0.001 (E) 0.750 Feedline A Yes Af(CfAe) 281'-10' 0.000 0.07 1 1 0.850 3.000 12.000 0.008 Ladder(Af) 0.750 (E) 2"Rigid A Yes Ar(CfAe) 281'-10' OA00 0.03 1 1 0.850 2.000 0.003 Conduit 0.750 (P) 7/8" A Yes Ar(CfAe) 281'-10' 0.000 0.05 3 3 0.850 0.000 0.000 DC&FIBER 0.750 (P(Inside Conduit)) «/t 1 518 C Yes At(CfAe) 268'-10' -2.000 0 9 9 0.850 1.980 0.001 (E) 0.750 Feedline C Yes Af(CfAe) 268'-10' -2.000 0.025 1 1 0.850 3.000 12.000 0.008 Ladder(Af) 0.750 (E) «/t . 1 5/8 C Yes Ar(CfAe) 180'-150' 0.000 0 1 1 0.850 1.980 0.001 (E) 0.750 Feedline C Yes Af(CfAe) 1801-10, 0.000 0.025 1 1 0.850 3.000 12.000 0.008 Ladder(Af) 0.750 (E) «p 1 5/8 C Yes Ar(CfAe) 150'-129 0.000 0 2 2 0.850 1.980 0.001 (E) 0.750 1 5/8 C Yes Ar(CfAe) 129-102' 0.000 0 3 3 0.850 1.980 0.001 (E) 0.750 t/t 1 5/8 C Yes Ar(CfAe) 102'-8 F 0.000 0 4 4 0.850 1.980 0.001 (E) 0.750 1 5/8 C Yes Ar(CfAe) 81'-10' 0.000 0 5 5 0.850 1.980 0.001 (E) 0.750 Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CAAA Weight Section Elevation In Face Out Face ft fig ft1 fry fe K Tl 286-280' A 1.652 0.250 0.000 0.000 0.022 B 0.000 0.000 0.000 0.000 0.000 C 0.000 0.000 0.000 0.000 0.000 12 280'-260' A 33.033 5.000 0.000 0.000 0.435 B 0.000 0.000 0.000 0.000 0.000 C 11.880 2.000 0.000 0.000 0.142 T3 260'-240' A 33.033 5.000 0.000 0.000 0.435 B 0.000 0.000 0.000 0.000 0.000 C 29.700 5.000 0.000 0.000 0.355 • T4 240'-220' A 33,033 5.000 0.000 0,000 0.435 B 0.000 0.000 0.000 0.000 0.000 C 29.700 5.000 0.000 0.000 0.355 T5 220'-200' A 33.033 5.000 0.000 0.000 0.435 rt lower Job P s 86442.001-Glens Falls, NY(Site#69810) 9 of 36 B+T Group Project Date • 1717S.Boulder,Suite 300 286'SST/AT&T Mobility Co-Locate 11:20:26 12/31/12 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Nexlink Global Services, Inc. FAX. (918)295-0265 B. Sevier Tower Tower Face AR AF CAAA CAAA Weight Section Elevation In Face Out Face ft f� f� .f12 K B 0.000 0.000 0.000 0.000 0.000 C 29.700 5.000 0.000 0.000 0.355 T6 200'-180' A 33.033 5.000 0.000 0.000 0.435 B 0.000 0.000 0.000 0.000 0.000 C 29.700 5.000 0.000 0.000 0.355 T7 180'-160' A 33.033 5.000 0.000 0.000 0.435 B 0.000 0.000 0.000 0.000 0.000 C 33.000 10.000 0.000 0.000 0.544 T8 160'-140' A 33.033 5.000 0.000 0.000 0.435 B 0.000 0.000 0.000 0.000 0.000 C 34.650 10.000 0.000 0.000 0.554 T9 140'-120' A 33.033 5.000 0.000 0.000 0.435 B 0.000 0.000 0.000 0.000 0.000 C 36.300 10.000 0.000 0.000 0.565 T10 120'-100' A 33.033 5.000 0.000 0.000 0.435 B 0.000 0.000 0.000 0.000 0.000 C 39.930 10.000 0.000 0.000 0.588 Tll 100'-80' A 33.033 5.000 0.000 0.000 0.435 B 0.000 0.000 0.000 0.000 0.000 C 43.065 10.000 0.000 0.000 0.607 T12 80'-60' A 33.033 5.000 0.000 0.000 0.435 B 0.000 0.000 0.000 0.000 0.000 C 46.200 10.000 0.000 0.000 0.627 T13 60'-40' A 33.033 5.000 0.000 0.000 0.435 B 0.000 0.000 0.000 0.000 0.000 C 46.200 10.000 0.000 0.000 0.627 T14 40'-20' A 33.033 5.000 0.000 0.000 0.435 B 0.000 0.000 0.000 0.000 0.000 C 46.200 10.000 0.000 0.000 0.627 T15 29-0' A 16.517 2.500 0.000 0.000 0.218 B 0.000 0.000 0.000 0.000 0.000 C 23.100 5.000 0.000 0.000 0.314 Feed Line/Linear Appurtenances Section Areas -With Ice Tower Tower Face Ice AR AF CAAA CAAA Weight Section Elevation or Thickness In Face Out Face ft Leg in ? f? ? K TI 286-280' A 0.971 0.817 2.386 0.000 0.000 0.062 B 0.000 0.000 0.000 0.000 0.000 C 0.000 0.000 0.000 0.000 0.000 72 280'-260' A 0.965 16.285 47.711 0.000 0.000 1.237 B 0.000 0.000 0.000 0.000 0.000 C 2.607 17.951 0.000 0.000 0.416 T3 269-240' A 0.956 16.196 47.692 0.000 0.000 1.231 B 0.000 0.000 0.000 0.000 0.000 C 6.488 44.858 0.000 0.000 1.034 T4 240'-220' A 0.947 16.101 47.671 0.000 0.000 1.223 B 0.000 0.000 0.000 0.000 0.000 C 6.456 44.837 0.000 0.000 1.029 TS 220'-200' A 0.936 15.998 47.648 0.000 0.000 1.215 B 0.000 0.000 0.000 0.000 0.000 C 6.422 44.814 0.000 0.000 1.022 T6 200'-180' A 0.925 15.886 47.623 0.000 0.000 1.207 B 0.000 0.000 0.000 0.000 0.000 C 6.384 44.790 0.000 0.000 1.015 T7 180'-160' A 0.913 15.764 47.596 0.000 0.000 1.198 B 0.000 0.000 0.000 0.000 0.000 C 12.687 51.791 0.000 OA00 1.371 Job ftxTower 86442.001-Glens Falls, NY(Site#69810) page 10 of 36 B+T Group Project Date 1717S.Boulder,Suite 300 286'SST/AT&T Mobility Co-Locate 11:20:26 12/31/12 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Nexlink Global Services, Inc. FAX. 918)295-0265 B. Sevier Tower Tower Face Ice AR AF CAAA CAAA Weight Section Elevation or Thickness In Face Out Face t Leg in tz !z tt ? K T8 169-140' A 0.899 15.628 47.565 0.000 0.000 1.187 B 0.000 0.000 0.000 0.000 0.000 C 12.596 54.089 0.000 0.000 1.400 T9 140'-120' A 0.884 15.475 47.531 0.000 0.000 1.176 B 0.000 0.000 0.000 0.000 0.000 C 12.494 56.379 0.000 0.000 1.427 T10 120'-100' A 0.867 15.299 47.492 0.000 0.000 1.163 B 0.000 0.000 0.000 0.000 0.000 C 12.377 61.490 0.000 0.000 1.498 Tll 100'-80' A 0.846 15.093 47.447 0.000 0.000 1.147 B 0.000 0.000 0.000 0.000 0.000 C 12.240 65.879 0.000 0.000 1.553 T12 80'-60' A 0.821 14.842 47.391 0.000 0.000 1.129 B 0.000 0.000 0.000 0.000 0.000 C 12.072 70.248 0.000 0.000 1.602 T13 60'-40' A 0.788 14.517 47.319 0.000 0.000 1.105 B 0.000 0.000 0.000 0.000 0.000 C 11.856 70.104 0.000 0.000 1.570 T14 40'-20' A 0.750 14.133 47.233 0.000 0.000 1.077 B 0.000 0.000 0.000 0.000 0.000 C 11.600 69.933 0.000 0.000 1.532 T15 20'-0' A 0.750 7.067 23.617 0.000 0.000 0.538 • B 0.000 0.000 0.000 0.000 0.000 C 5.800 34.967 0.000 0.000 0.766 Feed Line Shielding Section Elevation Face AR AR AF AF Ice Ice ft f? .ft2 f? f? Tl 286'-280' A 0.118 0.988 0.000 0.000 B 0.000 0.000 0.000 0.000 C 0.000 0.000 0.000 0.000 72 280'-260' A 0.000 10.119 6.128 10.484 B 0.000 0.000 0.000 0.000 C 0.000 3.264 2.236 3.381 T3 260'-240' A 0.000 6.202 3.798 6.485 B 0.000 0.000 0.000 0.000 C 0.000 5.004 3.465 5.233 T4 240'-220' A 0.000 5.265 3.263 5.561 B 0.000 0.000 0.000 0.000 C 0.000 4.251 2.977 4.490 T5 220'-200' A 0.000 4.713 2.959 5.033 B 0.000 0.000 0.000 0.000 C 0.000 3.809 2.700 4.067 T6 200'-180' A 0.000 4.349 4.154 T050 B 0.000 0.000 0.000 0.000 C 0.000 3.518 3.790 5.702 T7 180'-160' A 0.000 4.085 3.965 6.712 B 0.000 0.000 0.000 0.000 C 0.000 4.221 4.483 6.934 T8 160'-140' A 0.000 3.880 3.834 6.470 B 0.000 0.000 0.000 0.000 C 0.000 4.151 4.501 6.923 T9 140'-120' A 0.000 3.707 3,738 6.289 B 0.000 4. 0 0.000 . C 0.000 .104 6 4.551 .963963 TIO 120'-100' A 0.000 3.551 3.667 6.147 B 0.000 0.000 0.000 0.000 e 11-M-Tower Job Page ` 86442.001-Glens Falls, NY(Site#69810) 11 of 36 B+T Group Project Date • 1717 S.Boulder,Suite 300 286'SST/AT&T Mobility Co-Locate 11:20:26 12/31/12 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Nexlink Global Services, Inc. FAX.-(918)295-0265 B. Sevier Section Elevation Face AR AR AF AF ice Ice 1t .fr= t1 ft, ft2 C 0.000 4.222 4.814 7.308 Tll 100'-80' A 0.000 3.401 4.215 7.035 B 0.000 0.000 0.000 0.000 C 0.000 4.286 5.881 8.866 T12 80'-60' A 0.000 3.244 4.760 7.904 B 0.000 0.000 0.000 0.000 C 0.000 4.322 7.034 10.532 T13 60'-40' A 0.000 3.065 4.716 7.775 B 0.000 OA00 0.000 0.000 C 0.000 4.091 6.968 10.379 T14 40'-20' A 0.000 2.870 4.679 7.652 B 0.000 0.000 0.000 0.000 C 0.000 3.839 6.914 10.236 T15 29-0' A 0.000 1.429 2.330 3.811 B 0.000 0.000 0.000 0.000 C 0.000 1.911 3.443 5.097 Feed Line Center of Pressure Section Elevation CPX CPz CPX CPZ Ice Ice ft in in in in Tl 286'-280' -1.248 -1.270 -0.463 -0.460 72 289-260' -3.113 -1.956 -1.984 -1.262 T3 260'-240' -3.768 -0.288 -2.850 -0.394 T4 240'-220' -4.648 -0.067 -3.602 -0.300 T5 220'-200' -5.431 0.135 -4.274 -0.207 T6 200'-180' -5.216 0.270 -4.312 -0.099 T7 189-169 -5.545 2.043 -4.648 1.570 T8 169-140' -5.928 2.631 -5.029 1.569 T9 1,W-120' -6.340 3.249 -5.412 1.561 T10 120'-100' -6.501 4.239 -5.636 2.440 Tll 100'-80' -6.253 4.825 -5.557 3.088 T12 80'-60' -5.926 5.274 -5.410 3.673 T13 69-40' -6.117 5.478 -5.654 3.879 T14 40'-20' -6.340 5.708 -5.926 4.106 T15 29-0' -3.661 3.308 -3.466 2.412 Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ° ft ft, ft, K ft ft (2)Cleargain DB TMA C From Leg 4.000 -20.000 281' No Ice 0.127 0.067 0.992 (AT&T-E) 0' 1/2"Ice 0.192 0.108 0.994 0' 1"Ice 0.266 0.159 0.997 2"Ice 0.440 0.285 L008 4"Ice 0.891 0.641 1.050 (2)Cleargain DB TMA B From Leg 4.000 -20.000 281' No Ice 0.127 0.067 0.992 (AT&T-E) 0' 1/2"Ice 0.192 0.108 0.994 . 0' 1"Ice 0.266 0.159 0.997 2"Ice 0.440 0.285 1.008 4"Ice 0.891 0.641 1.050 • Job Page WxTowel 86442.001-Glens Falls, NY(Site#69810) 12 of 36 B+T Group Project Date 1717 S.Boulder,Suite 300 286'SST/AT&T Mobility Co-Locate 11:20:26 12/31/12 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Nexlink Global Services, Inc. B. Sevier FAX. 18)295-0265 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft 0 ft ft fig K ft _ ft (2)Cleargain DB TMA A From Leg 4.000 -20.000 281' No Ice 0.127 0.067 0.992 (AT&T-E) 0' 1/2"Ice 0.192 0.108 0.994 0' 1"Ice 0.266 0.159 0.997 2"Ice 0.440 0.285 1.008 4"Ice 0.891 0.641 1.050 CBC819-DF C From Leg 4.000 0.000 281' No Ice 0.521 0.070 0.004 (AT&T-E) 0' 1/2"Ice 0.620 0.127 0.007 0' 1"Ice 0.728 0.194 0.011 2"Ice 0.970 0.353 0.023 4"Ice 1.557 0.775 0.071 641280-DF B From Leg 4.000 0.000 281' No Ice 0.140 0.184 0.004 (AT&T-E) 0' 1/2"Ice 0.205 0.264 0.008 0' 1"Ice 0.278 0.352 0.014 2"Ice 0.450 0.554 0.030 4"Ice 0.898 1.062 0.087 641280-DF A From Leg 4.000 0.000 281' No Ice 0.140 0.184 0.004 (AT&T-E) 0' 1/2"Ice 0.205 0.264 0.008 0' 1"Ice 0.278 0.352 0.014 2"Ice 0.450 0.554 0.030 • 4"Ice 0.898 1.062 0.087 (2)SBNH-ID8585C w/ C From Leg 4.000 -20.000 281' No Ice 11.683 9.842 0.090 Mount Pipe 0' 1/2"Ice 12.404 11.366 0.176 (AT&T-P) 0' 1"Ice 13.135 12.914 0.277 2"Ice 14.601 15.267 0.513 4"Ice 17.875 20.139 1.158 (2)SBNH-ID8585C w/ B From Leg 4.000 -20.000 281' No Ice 11.683 9.842 0.090 Mount Pipe 0' 1/2"Ice 12.404 11.366 0.176 (AT&T-P) 0' 1"Ice 13.135 12.914 0.277 2"Ice 14.601 15.267 0.513 4"Ice 17.875 20.139 1.158 (2)SBNH-ID8585C w/ A From Leg 4.000 -20.000 281' No Ice 11.683 9.842 0.090 Mount Pipe 0' 1/2"Ice 12.404 11.366 0.176 (AT&T-P) 0' I"Ice 13.135 12.914 0.277 2"Ice 14.601 15.267 0.513 4"Ice 17.875 20.139 1.158 SBNH-1D6565C w/Mount C From Leg 4.000 -20.000 281' No Ice 11.644 9.842 0.094 Pipe p' 1/2"Ice 12.365 11.366 0.180 (AT&T-P) 0' 1"Ice 13.095 12.914 0.281 2"Ice 14.553 15.267 0.516 4"Ice 17.825 20.139 1.160 SBNH-ID6565C w/Mount B From Leg 4.000 -20.000 281' No Ice 11.644 9.842 0.094 Pipe 0. 1/2"Ice 12.365 11.366 0.180 (AT&T-P) 0' 1"Ice 13.095 12.914 0.281 2"Ice 14.553 15.267 0.516 4"Ice 17.825 20.139 1.160 SBNH-1D6565C w/Mount A From Leg 4.000 -20.000 281' No Ice 11.644 9.842 0.094 Pipe 0. 1/2"Ice 12.365 11.366 0.180 (AT&T-P) 0' 1"Ice 13.095 12.914 0.281 2"Ice 14.553 15.267 0.516 4"Ice 17.825 20.139 1.160 (2)RRUS-I I C From Leg 4.000 -20.000 281' No Ice 4.424 1.186 0.055 (AT&T-P) 0' 1/2"Ice 4.708 1.351 0.081 0. 1"Ice 5.001 1.526 0.110 2"Ice 5.613 1.900 0.179 • 4"Ice 6.940 2.753 0.368 (2)RRUS-11 B From Leg 4.000 -20.000 281' No Ice 4.424 1.186 0.055 (AT&T-P) 0' 1/2"Ice 4.708 1.351 0.081 htxTower Job 86442 001-Glens Falls, NY(Site#69810) Pace 13 of 36 B+T Group Project Date 1717S.Boulder,Suite 300 286'SST/AT&T Mobility CO-Locate 11:20:26 12/31/12 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Nexlink Global Services, Inc. B. Sevier FAX.-(918)295-0265 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft o ft fig ftz K ft ft _ 0' 1"Ice 5.001 1.526 !0.110 2"Ice 5.613 1.900 0.179 4"Ice 6.940 2.753 0.368 (2)RRUS-11 A From Leg 4.000 -20.000 281' No Ice 4.424 1.186 0.055 (AT&T-P) 0' 1/2"Ice 4.708 1.351 0.081 0' I"Ice 5.001 1.526 0.110 2"Ice 5.613 1.900 0.179 4"Ice 6.940 2.753 0.368 DC6-48-60-18-8F C From Leg 4.000 0.000 281' No Ice 2.567 4.317 0.019 (AT&T-P) 0' 1/2"Ice 2.798 4.596 0.050 0' 1"Ice 3.038 4.885 0.085 2"Ice 3.543 5.488 0.167 4"Ice 4.658 6.797 0.383 Sector Mount ISM 802-3] C None 0.000 281' No Ice 24.410 24.410 0.930 (E) 1/2"Ice 31.390 31.390 1.362 1"Ice 38.370 38.370 1.794 2"Ice 52.330 52.330 2.658 4"Ice 80.250 80.250 4.386 sp . (3)DB844H80-XY w/Mount C From Leg 4.000 0.000 268' No Ice 3.104 5.154 0.028 Pipe 0' 1/2"Ice 3.476 5.833 0.066 (Nextel-E) 0' 1"Ice 3.879 6.523 0.112 2"Ice 4.761 7.959 0.224 4"Ice 6.660 11.092 0.552 (3)DB844H80-XY w/Mount B From Leg 4.000 0.000 268' No Ice 3.104 5.154 0.028 Pipe 0' 1/2"Ice 3.476 5.833 0.066 (Nextel-E) 0' I"Ice 3.879 6.523 0.112 2"Ice 4.761 7.959 0.224 4"Ice 6.660 11.092 0.552 (3)DB844H80-XY w/Mount A From Leg 4.000 0.000 268' No Ice 3.104 5.154 0.028 Pipe 0' 1/2"Ice 3.476 5.833 0.066 (Nextel-E) 0' 1"Ice 3.879 6.523 0.112 2"Ice 4.761 7.959 0.224 4"Ice 6.660 11.092 0.552 6'x 2"Mount Pipe C From Leg 4.000 0.000 268' No Ice 1.425 1.425 0.022 (E) 0' 1/2"Ice 1.925 1.925 0.033 0' V Ice 2.294 2.294 0.048 2"Ice 3.060 3.060 0.090 4"Ice 4.702 4.702 0.231 6'x 2"Mount Pipe B From Leg 4.000 0.000 268' No Ice 1.425 1.425 0.022 (E) 0' 1/2"Ice 1.925 1.925 0.033 0' 1"Ice 2.294 2.294 0.048 2"Ice 3.060 3.060 0.090 4"Ice 4.702 4.702 0.231 6 x 2"Mount Pipe A From Leg 4.000 0.000 268' No Ice 1.425 1.425 0.022 (E) 0' 1/2"Ice 1.925 1.925 0.033 0' 1"Ice 2.294 2.294 0.048 2"Ice 3.060 3.060 0.090 4"Ice 4.702 4.702 0.231 Sector Mount ISM 802-3] C None 0.000 268' No Ice 24.410 24.410 0.930 (E) 1/2"Ice 31.390 31.390 1.362 1"Ice 38.370 38.370 1.794 2"Ice 52.330 52.330 2.658 4"Ice 80.250 80.250 4.386 10 s/s Pipe Mount[PM 601-11 C From Leg 0.500 0.000 189 No Ice 3.000 0.900 0.065 (AT&T-E) 0' 1/2"Ice 3.740 1.120 0.079 • Job Page tTowtr 86442.001-Glens Falls, NY(Site#69810) 14 of 36 B+T Group Project Date 1717 S.Boulder,Suite 300 286'SST/AT&T Mobility Co-Locate 11:20:26 12/31/12 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Nexlink Global Services, Inc. B. Sevier FAX:(918)295-0265 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Harz Adjustment Front Side Leg Lateral Vert ft It f? ft2 K ft ft 0' 1"Ice 4.480 1.340 0.093 2"Ice 5.960 1.780 0.122 4"Ice 8.920 2.660 0.178 s/s Pipe Mount[PM 601-11 C From Leg 0.500 0.000 150' No Ice 3.000 0.900 0.065 (AT&T-E) 0' 1/2"Ice 3.740 1.120 0.079 0' 1"Ice 4.480 1.340 0.093 2"Ice 5.960 1.780 0.122 4"Ice 8.920 2.660 0.178 s/s Pipe Mount[PM 601-1] C From Leg 0.500 0.000 120' No Ice 3.000 0.900 0.065 (AT&T-E) 0' 1/2"Ice 3.740 1.120 0.079 0' 1"Ice 4.480 1.340 0.093 2"Ice 5.960 1.780 0.122 4"Ice 8.920 2.660 0.178 s/s Pipe Mount[PM 601-1] B From Leg 0.500 0.000 102' No Ice 3.000 0.900 0.065 (AT&T-E) 0' 1/2"Ice 3.740 1.120 0.079 0' 1"Ice 4.480 1.340 0.093 2"Ice 5.960 1.780 0.122 4"Ice 8.920 2.660 0.178 s/s Pipe Mount[PM 601-1] C From Leg 0.500 0.000 81' No Ice 3.000 0.900 0.065 (AT&T-E) 0' 1/2"Ice 3.740 1.120 0.079 0' 1"Ice 4.480 1.340 0.093 2"Ice 5.960 1.780 0.122 4"Ice 8.920 2.660 0.178 s/s 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 jt o 0 .jt jt f? K 6'Dish w/Radome C Paraboloid From 1.000 0.000 180' 6.000 No Ice 28.274 0.380 (AT&T-E) w/Radome Leg 0' 1/2"Ice 29.065 0.450 0' 1"Ice 29.856 0.520 2"Ice 31.438 0.660 4"Ice 34.602 0.940 s/s 6'Dish w/Radome C Paraboloid From 1.000 0.000 150' 6.000 No Ice 28.274 0.380 (AT&T-E) w/Radome Leg 0' 1/2"Ice 29.065 0.450 01 1"Ice 29.856 0.520 2"Ice 31.438 0.660 4"Ice 34.602 0.940 s/s 8'Dish w/Radome C Paraboloid From 1.000 0.000 120' 8.000 No Ice 50.265 0.470 (AT&T-E) w/Radome Leg 0' 1/2"Ice 51.318 1.010 p 1"Ice 5 .37 1. 0 2"Ice 54.476 2.63630 4"Ice 58.687 4.790 s/s t Job flower 86442.001-Glens Falls, NY(Site#69810) Page 15of 36 B+T Group Project Date 1717S.Boulder,suite 300 286'SST/AT&T Mobility Co-Locate 11:20:2612/31/12 Tulsa,OK 74119 [client Designed by Phone:(918)587-4630 Nexlink Global Services, Inc. B. Sevier FAX.-(918)295-0265 Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Harz Adjustment Beam Diameter Area Leg Lateral Width Vert ft o o ft fl ft� K 6'NW Dish B Paraboloid From 1.000 0.000 102' 6.000 No Ice 28.274 0.380 (AT&T-E) w/Shroud(HP) Leg a 1/2"Ice 29.065 0.450 0. 1"Ice 29.856 0.520 2"Ice 31.438 0.660 4"Ice 34.602 0.940 8'Dish w/Radome C Paraboloid From 1.000 0.000 81' 8.000 No Ice 50.265 0.470 (AT&T-E) w/Radome Leg 0' 1/2"Ice 51.318 1.010 01 1"Ice 52.371 1.550 2"Ice 54.476 2.630 4"Ice 58.687 4.790 Load Combinations Comb. Description No. 1 Dead Only • 2 Dead+Wind 0 deg-No Ice 3 Dead+Wind 30 deg-No Ice 4 Dead+Wind 60 deg-No Ice 5 Dead+Wind 90 deg-No Ice 6 Dead+Wind 120 deg-No Ice 7 Dead+Wind 150 deg-No Ice 8 Dead+Wind 180 deg-No Ice 9 Dead+Wind 210 deg-No Ice 10 Dead+Wind 240 deg-No Ice 11 Dead+Wind 270 deg-No Ice 12 Dead+Wind 300 deg-No Ice 13 Dead+Wind 330 deg-No Ice 14 Dead+Ice+Temp 15 Dead+Wind 0 deg+Ice+Temp 16 Dead+Wind 30 deg+Ice+Temp 17 Dead+Wind 60 deg+Ice+Temp 18 Dead+Wind 90 deg+Ice+Temp 19 Dead+Wind 120 deg+Ice+Temp 20 Dead+Wind 150 deg+Ice+Temp 21 Dead+Wind 180 deg+lce+Temp 22 Dead+Wind 210 deg+Ice+Temp 23 Dead+Wind 240 deg+Ice+Temp 24 Dead+Wind 270 deg+Ice+Temp 25 Dead+Wind 300 deg+Ice+Temp 26 Dead+Wind 330 deg+Ice+Temp 27 Dead+Wind 0 deg-Service 28 Dead+Wind 30 deg-Service 29 Dead+Wind 60 deg-Service 30 Dead+Wind 90 deg-Service 31 Dead+Wind 120 deg-Service 32 Dead+Wind 150 deg-Service 33 Dead+Wind 180 deg-Service 34 Dead+Wind 210 deg-Service 35 Dead+Wind 240 deg-Service 36 Dead+Wind 270 deg-Service 37 Dead+Wind 300 deg-Service �. 38 Dead+Wind 330 deg-Service s Job Page tfiower 86442.001-Glens Falls, NY(Site#69810) 16 of 36 Bo Groupulder,Suite 300 Project Date 1717 S.Bo B 286'SST/AT&T Mobility Co-Locate 11:20:26 12/31/12 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Nexlink Global Services, Inc. B. Sevier FAX. (918)295-0265 Maximum Member Forces Section Elevation Component Condition Gov. Force Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip-ft kip-ft Tl 286-280 Leg Max Tension 12 0.861 0.259 0.123 Max.Compression 10 -4.693 0.030 -0.022 Max.Mx 11 -3.304 -0.871 -0.000 Max.My 8 -3.021 -0.003 0.905 Max.Vy 11 -1.473 0.034 -0.009 Max.Vx 2 -1.492 -0.007 0.036 Diagonal Max Tension 9 0.870 0.000 0.000 Max.Compression 3 -1.014 0.000 0.000 Max.Mx 21 0.087 -0.001 -0.000 Max.My 8 -0.896 -0.000 0.000 Max.Vy 24 0.002 -0.001 -0.000 Max.Vx 8 0.000 0.000 0.000 Horizontal Max Tension 6 0.365 0.000 0.000 Max.Compression 8 -0.270 0.000 0.000 Max.Mx 14 0.064 0.002 0.000 Max.My 13 0.046 0.000 -0.000 Max.Vy 14 -0.003 0.000 0.000 Max.Vx 13 0.000 0.000 0.000 Top Girt Max Tension 12 0.070 0.000 0.000 Max.Compression 2 -0.080 0.000 0.000 • Max.Mx 14 -0.008 0.002 0.000 Max.My 13 -0.005 0.000 -0.000 Max.Vy 14 -0.003 0.000 0.000 Max.Vx 13 0.000 0.000 0.000 Bottom Girt Max Tension 12 0.299 0.000 0.000 Max.Compression 2 -0.287 0.000 0.000 Max.Mx 14 0.018 0.002 0.000 Max.My 13 0.025 0.000 -0.000 Max.Vy 14 -0.003 0.000 0.000 Max.Vx 13 0.000 0.000 0.000 T2 280-260 Leg Max Tension 12 29.665 1.020 -07021 Max.Compression 2 -36.973 0.101 -0.002 Max.Mx 6 -36.788 -1.297 0.048 Max.My 7 -2.535 -0.011 -0.736 Max.Vy 6 -2.796 0.102 0.002 Max.Vx 13 -1.419 -0.011 0.736 Diagonal Max Tension 3 3.592 0.011 0.018 Max.Compression 3 -3.419 0.000 0.000 Max.Mx 2 -2.888 -0.049 0.029 Max.My 2 -2.888 -0.049 0.029 Max.Vy 2 -0.018 0.000 0.000 Max.Vx 2 -0.010 0.000 0.000 Secondary Max Tension 2 0.641 0.000 0.000 Horizontal Max.Compression 2 -0.641 0.000 0.000 Max.Mx 14 0.105 -0.012 0.000 Max.My 15 0.241 0.000 0.000 Max.Vy 14 0.013 0.000 0.000 Max.Vx 15 0.000 0.000 0.000 Top Girt Max Tension 2 0.628 0.000 0.000 Max.Compression 12 -0.590 0.000 0.000 Max.Mx 14 0.004 -0.006 0.000 Max.My 15 -0.048 0.000 0.000 Max.Vy 14 0.009 0.000 0.000 Max.Vx 15 -0.000 0.000 0.000 . T3 260-240 Leg Max Tension 12 54.551 0.834 -0.015 Max.Compression 2 -63.698 0.267 0.060 Max.Mx 6 -36.791 1.509 -0.044 ' - t �'t wer Job 86442.001-Glens Falls, NY(Site#69810) Page17 of 36 Project Date B+T Group 286'SST/AT&T Mobility Co-Locate 11:20:26 12/31/12 1717 S.Boulder,Suite 300 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Nexlink Global Services, Inc. B. Sevier FAX.-(918)295-0265 Section Elevation Component Condition Gov. Force Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K idp-ft kip-A Max.My 7 -3.850 -0.015 -0.713 Max.Vy 6 -2.990 0.268 -0.027 Max.Vx 8 1.283 0.117 -0.301 Diagonal Max Tension 3 4.318 0.000 0.000 Max.Compression 3 -5.200 0.000 0.000 Max.Mx 9 1.819 0.036 -0.002 Max.My 9 -5.161 -0.015 -0.019 Max.Vy 23 -0.013 0.025 0.002 Max.Vx 9 0.004 0.000 0.000 Secondary Max Tension 2 1.104 0.000 0.000 Horizontal Max.Compression 2 -1.104 0.000 0.000 Max.Mx 14 0.131 -0.022 0.000 Max.My 15 0.384 0.000 0.000 Max.Vy 14 0.018 0.000 0.000 Max.Vx 15 0.000 0.000 0.000 Top Girt Max Tension 2 0.217 0.000 0.000 Max.Compression 2 -0.102 0.000 0.000 Max.Mx 14 0.033 -0.014 0.000 Max.My 15 0.057 0.000 0.000 Max.Vy 14 -0.014 0.000 0.000 Max.Vx 15 0.000 0.000 0.000 T4 240-220 Leg Max Tension 12 74.284 0.936 -0.020 Max.Compression 2 -85.607 0.241 0.077 Max.Mx 6 -63.464 1.757 -0.087 Max.My 8 -33.818 0.749 -0.937 Max.Vy 6 -3.170 0.243 -0.035 Max.Vx 7 1.425 -0.010 -0.339 Diagonal Max Tension 3 3.879 0.000 0.000 Max.Compression 2 -4.316 0.000 0.000 Max.Mx 2 2.942 0.032 0.003 Max.My 9 -4.267 -0.012 -0.016 Max.Vy 25 0.016 0.023 -0.003 Max.Vx 9 0.003 0.000 0.000 Secondary Max Tension 2 1.484 0.000 0.000 Horizontal Max.Compression 2 -1.484 0.000 0.000 Max.Mx 14 0.159 -0.037 0.000 Max.My 15 0.512 0.000 0.001 Max.Vy 14 -0.023 0.000 0.000 Max.Vx 15 -0.000 0.000 0.000 Top Girt Max Tension 2 0.197 0.000 0.000 Max.Compression 2 -0.245 0.000 0.000 Max.Mx 14 0.015 -0.026 0.000 Max.My 15 0.046 0.000 0.001 Max.Vy 14 -0.019 0.000 0.000 Max.Vx 15 0.000 0.000 0.000 T5 220-200 Leg Max Tension 12 91.703 1.101 -0.026 Max.Compression 2 -105.628 0.217 0.071 Max.Mx 6 -85.321 1.823 -0.103 Max.My 7 -5.507 -0.055 -1.052 Max.Vy 6 -3.484 0.219 -0.031 Max.Vx 7 1.633 -0.006 -0.366 Diagonal Max Tension 3 3.847 0.000 0.000 Max.Compression 2 -4.176 0.000 0.000 Max.Mx 2 2.948 0.037 0.003 Max.My 9 -4.018 -0.010 -0.014 Max.Vy 24 0.021 0.031 -0.004 Max.Vx 9 0.003 0.000 0.000 Secondary Max Tension 2 1.831 0.000 0.000 Horizontal ` llt.�CTt�11�eP Job Page 86442.001-Glens Falls, NY(Site#69810) 18 of 36 B+T Group Project Date 1717 S.Boulder,Suite 300 286'SST/AT&T Mobility CO-Locate 11:20:26 12/31/12 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Nexlink Global Services, Inc. B. Sevier FAX.-(918)295-0265 Section Elevation Component Condition Gov. Force Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip-ft Idpfft Max.Compression 2 -1.831 0.000 0.000 Max.Mx 14 0.190 -0.062 0.000 Max.My 15 0.634 0.000 0.001 Max.Vy 14 0.031 0.000 0.000 Max.Vx 15 -0.001 0.000 0.000 Top Girt Max Tension 7 0.185 0.000 0.000 Max.Compression 2 -0.289 0.000 0.000 Max.Mx 14 0.018 -0.047 0.000 Max.My 15 0.051 0.000 0.001 Max.Vy 14 0.027 0.000 0.000 Max.Vx 15 -0.001 0.000 0.000 T6 200-180 Leg Max Tension 12 108.136 1.347 -0.057 Max.Compression 10 -125.357 0.164 -0.033 Max.Mx 6 -105.295 1.958 -0.108 Max.My 7 -6.503 -0.047 -1.184 Max.Vy 6 -3.986 0.170 0.005 Max.Vx 7 1.927 0.005 -0.335 Diagonal Max Tension 3 4.100 0.000 0.000 Max.Compression 2 -4.399 0.000 0.000 Max.Mx 2 3.205 0.095 0.011 Max.My 9 -4.094 -0.034 -0.027 Max.Vy 23 -0.036 0.073 0.007 Max.Vx 9 0.005 0.000 0.000 Secondary Max Tension 10 2.173 0.000 0.000 Horizontal Max.Compression 10 -2.173 0.000 0.000 Max.Mx 14 0.228 -0.124 0.000 Max.My 15 0.759 0.000 0.003 Max.Vy 14 0.052 0.000 0.000 Max.Vx 15 -0.001 0.000 0.000 Top Girt Max Tension 7 0.267 0.000 0.000 Max.Compression 2 -0.397 0.000 0.000 Max.Mx 14 0.021 -0.098 0.000 Max.My 26 0.026 0.000 0.002 Max.Vy 14 0.046 0.000 0.000 Max.Vx 26 0.001 0.000 0.000 T7 180-160 Leg Max Tension 12 124.976 1.676 -0.085 Max.Compression 10 -147.107 0.207 -0.024 Max.Mx 6 -146.010 -2.260 0.144 Max.My 7 -8.239 -0.056 -1.419 Max.Vy 6 -4.939 0.211 -0.042 Max.Vx 7 2.370 -0.010 -0.428 Diagonal Max Tension 3 4.796 0.000 0.000 Max.Compression 2 -5.044 0.000 0.000 Max.Mx 10 3.887 0.083 -0.007 Max.My 9 4.639 -0.018 -0.023 Max.Vy 24 0.040 0.068 -0.008 Max.Vx 9 0.004 0.000 0.000 Secondary Max Tension 10 2.550 0.000 0.000 Horizontal Max.Compression 10 -2.550 0.000 0.000 Max.Mx 14 0.269 -0.164 0.000 Max.My 26 0.783 0.000 0.004 Max.Vy 14 0.059 0.000 0.000 Max.Vx 26 -0.001 0.000 0.000 Top Girt Max Tension 2 0.147 0.000 0.000 Max.Compression 2 -0.225 0.000 0.000 Max.Mx 14 0.024 -0.134 0.000 Max.My 26 0.025 0.000 0.003 is Max.Vy 14 -0.054 0.000 0.000 Max.Vx 26 -0.001 0.000 0.000 ' � Job Tower 86442.001-Glens Falls, NY(Site#69810) Page19 of 36 B+T Group Project Date 1717S.Boulder,Suite 300 286'SST/AT&T Mobility CO-Locate 11:20:26 12/31/12 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Nexlink Global Services, Inc. B. Sevier FAX:(918)295-0265 Section Elevation Component Condition Gov. Force Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip-ft lap-ft T8 160-140 Leg Max Tension 12 142.205 2.309 -0.152 Max.Compression 10 -169.856 -0.148 -0.008 Max.Mx 10 -169.835 -3.169 0.063 Max.My 7 -11.032 0.164 1.620 Max.Vy 10 -6.038 -0.148 -0.008 Max.Vx 7 2.794 0.004 -0.273 Diagonal Max Tension 3 5.566 0.000 0.000 Max.Compression 2 -5.426 0.000 0.000 Max.Mx 23 1.166 0.082 0.007 Max.My 9 -4.987 -0.005 -0.018 Max.Vy 25 0.044 0.077 -0.008 Max.Vx 9 0.003 0.000 0.000 Secondary Max Tension 10 2.944 0.000 0.000 Horizontal Max.Compression 10 -2.944 0.000 0.000 Max.Mx 14 0.313 -0.210 0.000 Max.My 26 0.898 0.000 0.005 Max.Vy 14 -0.067 0.000 0.000 Max.Vx 26 -0.001 0.000 0.000 Top Girt Max Tension 4 0.290 0.000 0.000 Max.Compression 10 -0.376 0.000 0.000 Max.Mx 14 0.027 -0.176 0.000 Max.My 26 0.033 0.000 0.004 Max.Vy 14 0.061 0.000 0.000 Max.Vx 26 0.001 0.000 0.000 T9 140-120 Leg Max Tension 4 159.975 2.164 -0.025 Max.Compression 10 -192.690 0.632 -0.048 Max.Mx 10 -169.876 2.879 -0.079 Max.My 7 -11.331 -0.070 -1.671 Max.Vy 6 -6.810 0.634 -0.073 Max.Vx 7 3.051 -0.026 -0.655 Diagonal Max Tension 3 5.847 0.000 0.000 Max.Compression 2 -6.021 0.000 0.000 Max.Mx 23 1.243 0.094 0.009 Max.My 3 -5.740 0.003 0.020 Max.Vy 24 0.048 0.090 -0.009 Max.Vx 3 -0.003 0.000 0.000 Secondary Max Tension 10 3.340 0.000 0.000 Horizontal Max.Compression 10 -3.340 0.000 0.000 Max.Mx 14 0.360 -0.260 0.000 Max.My 26 1.015 0.000 0.006 Max.Vy 14 0.074 0.000 0.000 Max.Vx 26 -0.002 0.000 0.000 Top Girt Max Tension 4 0.176 0.000 0.000 Max.Compression 10 -0.266 0.000 0.000 Max.Mx 14 0.025 -0.222 0.000 Max.My 26 0.026 0.000 0.005 Max.Vy 14 -0.068 0.000 0.000 Max.Vx 26 0.001 0.000 0.000 T10 120-100 Leg Max Tension 4 179.231 3.327 -0.041 Max.Compression 10 -218.045 -0.086 0.081 Max.Mx 10 -218.018 -4.173 0.018 Max.My 7 -13.283 -0.128 -2.358 Max.Vy 6 -8.208 -0.066 -0.010 Max.Vx 13 -3.720 0.027 0.438 Diagonal Max Tension 3 6.815 0.000 0.000 Max.Compression 2 -6.994 0.000 0.000 Max.Mx 23 1.289 0.102 -0.010 Max.My 2 -6.969 0.012 0.018 Max.Vy 25 0.052 0.101 -0.010 s Job Page ` WxTower 86442.001-Glens Falls, NY(Site#69810) 20 of 36 B+T Group Project Date 1717 S.Boulder,Suite 300 286'SST/AT&T Mobility Co-Locate 11:20:26 12/31/12 Tulsa,OK 74119 Client I Designed by Phone:(918)587-4630 Nexlink Global Services, Inc. FAX.-(918)295-0265 B. Sevier Section Elevation Component Condition Gov. Force Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip-ft kip fit Max.Vx 8 0.003 0.000 0.000 Secondary Max Tension 10 3.779 0.000 0.000 Horizontal Max.Compression 10 -3.779 0.000 0.000 Max.Mx 14 0.411 -0.314 0.000 Max.My 20 1.138 0.000 0.007 Max.Vy 14 0.081 0.000 0.000 Max.Vx 20 -0.002 0.000 0.000 Top Girt Max Tension 13 0.138 0.000 0.000 Max.Compression 2 -0.169 0.000 0.000 Max.Mx 14 0.017 -0.273 0.000 Max.My 26 0.019 0.000 0.006 Max.Vy 14 0.075 0.000 0.000 Max.Vx 26 -0.002 0.000 0.000 T11 100-80 Leg Max Tension 4 198.668 3.378 0.020 Max.Compression 10 -244.243 0.400 0.025 Max.Mx 6 -241.318 4.288 0.388 Max.My 13 -14.743 -0.011 2.300 Max.Vy 6 -9.382 0.407 -0.141 Max.Vx 13 4.272 -0.041 0.726 Diagonal Max Tension 5 7.380 0.000 0.000 Max.Compression 6 -7.488 0.000 0.000 Max.Mx 23 1.465 0.139 -0.013 Max.My 12 -5.666 0.042 0.021 Max.Vy 25 0.065 0.135 -0.013 Max.Vx 12 -0.003 0.000 0.000 Secondary Max Tension 10 4.233 0.000 0.000 Horizontal Max.Compression 10 -4.233 0.000 0.000 Max.Mx 14 0.468 -0.429 0.000 Max.My 20 1.272 0.000 0.009 Max.Vy 14 0.100 0.000 0.000 Max.Vx 20 0.002 0.000 0.000 Top Girt Max Tension 10 0.196 0.000 0.000 Max.Compression 10 -0.268 0.000 0.000 Max.Mx 14 0.025 -0.377 0.000 Max.My 26 0.029 0.000 0.008 Max.Vy 14 0.094 0.000 0.000 Max.Vx 26 -0.002 0.000 0.000 T12 80-60 Leg Max Tension 4 219.479 3.822 0.024 Max.Compression 10 -271.300 0.345 0.016 Max.Mx 6 -241.363 5.098 -0.669 Max.My 13 -17.334 -0.099 2.864 Max.Vy 6 -10.308 0.352 -0.108 Max.Vx 13 -4.513 -0.040 0.706 Diagonal Max Tension 5 8.279 0.000 0.000 Max.Compression 6 -8.478 0.000 0.000 Max.Mx 23 1.625 0.179 -0.016 Max.My 6 -8.444 0.015 -0.027 Max.Vy 25 0.078 0.173 -0.016 Max.Vx 12 -0.003 0.000 0.000 Secondary Max Tension 10 4.702 0.000 0.000 Horizontal Max.Compression 10 -4.702 0.000 0.000 Max.Mx 14 0.534 -0.565 0.000 Max.My 20 1.416 0.000 0.012 Max.Vy 14 0.121 0.000 0.000 Max.Vx 20 -0.003 0.000 0.000 Top Girt Max Tension 7 0.176 0.000 0.000 Max.Compression 2 -0.213 0.000 0.000 Max.Mx 14 0.028 -0.502 0.000 t Job Page MxTower 86442.001-Glens Falls, NY(Site#69810) 21 of 36 B+T Group Project Data 1717S.Boulder,Suite 300 286'SST/AT&T Mobility Co-Locate 11:20:26 12/31/12 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Nexlink Global Services, Inc. FAX.(918)295-0265 B. Sevier Section Elevation Component Condition Gov. Force Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip-ft kip-ft Max.My 20 0.025 0.000 0.011 Max.Vy 14 -0.115 0.000 0.000 Max.Vx 20 -0.002 0.000 0.000 T13 60-40 Leg Max Tension 4 240.044 4.585 0.030 Max.Compression 10 -298.717 -0.193 0.008 Max.Mx 6 -295.586 -5.810 0.470 Max.My 13 -19.491 -0.078 2.965 Max.Vy 6 -11.234 -0.188 -0.034 Max.Vx 13 -4.730 -0.029 0.456 Diagonal Max Tension 5 8.772 0.000 0.000 Max.Compression 6 -8.909 0.000 0.000 Max.Mx 23 1.764 0.193 -0.017 Max.My 6 -8.876 0.038 -0.026 Max.Vy 25 0.082 0.191 -0.017 Max.Vx 21 0.003 0.000 0.000 Secondary Max Tension 10 5.178 0.000 0.000 Horizontal Max.Compression 10 -5.178 0.000 0.000 Max.Mx 14 0.604 -0.646 0.000 Max.My 20 1.562 0.000 0.014 Max.Vy 14 0.128 0.000 0.000 Max.Vx 20 -0.003 0.000 0.000 Top Girt Max Tension 8 0.217 0.000 0.000 Max.Compression 10 -0.248 0.000 0.000 Max.Mx 14 0.065 -0.579 0.000 Max.My 20 0.064 0.000 0.013 Max.Vy 14 -0.122 0.000 0.000 Max.Vx 20 -0.003 0.000 0.000 T14 40-20 Leg Max Tension 4 260.064 3.842 0.024 Max.Compression 10 -325.903 1.098 0.022 Max.Mx 6 -295.641 5.438 -0.537 Max.My 13 -21.859 -0.052 2.824 Max.Vy 6 -12.011 1.107 -0.173 Max.Vx 13 -4.862 -0.056 1.118 Diagonal Max Tension 5 9.012 0.000 0.000 Max.Compression 6 -9.189 0.000 0.000 Max.Mx 23 2.154 0.204 -0.019 Max.My 6 -9.155 0.052 -0.027 Max.Vy 24 0.085 0.201 -0.019 Max.Vx 21 0.003 0.000 0.000 Secondary Max Tension 10 5.649 0.000 0.000 Horizontal Max.Compression 10 -5.649 0.000 0.000 Max.Mx 14 0.674 -0.726 0.000 Max.My 20 1.708 0.000 0.016 Max.Vy 14 -0.135 0.000 0.000 Max.Vx 20 -0.003 0.000 0.000 Top Girt Max Tension 21 0.361 0.000 0.000 Max.Compression 10 -0.143 0.000 0.000 Max.Mx 14 0.318 -0.657 0.000 Max.My 20 0.316 0.000 0.014 Max.Vy 14 0.128 0.000 0.000 Max.Vx 20 0.003 0.000 0.000 T15 20-0 Leg Max Tension 4 274.957 1.360 0.004 Max.Compression 10 -346.524 0.000 0.000 Max.Mx 6 -322.736 7.107 -0.662 Max.My 13 -24.334 -0.062 3.551 Max.Vy 6 4.865 7.107 3.551 0.662 Max.Vx 13 -4.H65 -0.062 3.551 Diagonal Max Tension 5 9.435 0.000 0.000 Max.Compression 5 -9.556 0.000 0.000 MxTower Job Page 86442.001-Glens Falls, NY(Site#69810) 22 of 36 B+T Group Project Date 1717 S.Boulder,Suite 300 286'SST/AT&T Mobility Co-Locate 11:20:26 12/31/12 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Nexlink Global Services, Inc. B. Sevier FAX. (918)295-0265 Section Elevation Component Condition Gov. Force Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K ltip-ft ldp-ft Max.Mx 24 -2.382 0.262 0.028 Max.My 15 -5.509 0.241 0.031 Max.Vy 24 0.092 0.262 0.028 Max.Vx 15 -0.004 0.000 0.000 Secondary Max Tension 10 6.006 0.000 0.000 Horizontal Max.Compression 10 -6.006 0.000 0.000 Max.Mx 14 0.894 -0.833 0.000 Max.My 14 0.894 0.000 0.018 Max.Vy 14 0.144 0.000 0.000 Max.Vx 14 0.003 0.000 0.000 Top Girt Max Tension 15 2.649 0.000 0.000 Max.Compression 4 -0.265 0.000 0.000 Max.Mx 14 2.580 -0.756 0.000 Max.My 20 2.574 0.000 0.016 Max.Vy 14 -0.137 0.000 0.000 Max.Vx 20 0.003 0.000 0.000 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Leg C Max.Vert 10 352.392 23.774 -13.636 Max.H. 10 352.392 23.774 -13.636 Max.H. 3 -242.316 -16.473 12.288 Min.Vert 4 -279.031 -20.186 11.561 Min.H. 4 -279.031 -20.186 11.561 Min.H. 10 352.392 23.774 -13.636 Leg B Max.Vert 6 349.193 -24.067 -12.949 Max.H. 12 -273.205 19.887 10.658 Max.H. 13 -236.747 16.480 10.869 Min.Vert 12 -273.205 19.887 10.658 Min.H. 6 349.193 -24.067 -12.949 Min.H. 6 349.193 -24.067 -12.949 Leg A Max.Vert 2 348.096 -0.741 27.232 Max.H. 10 -135.065 3.673 -11.669 Max.H. 2 348.096 -0.741 27.232 Min.Vert 8 -271.980 0.633 -22.382 Min.H. 5 25.280 -3.455 1.328 Min.H. 8 -271.980 0.633 -22.382 Tower Mast Reaction Summary Load Vertical Shear. Shear. Overturning Overturning Torque Combination Moment,M. Moment,A K K K ldp-ft ]dp-ft ldp-ft Dead Only 79.498 0.000 0.000 21.309 28.870 -0.000 Dead+Wind 0 deg-No Ice 79.498 0.051 -45.377 -6545.007 15.125 -30.363 Dead+Wind 30 deg-No Ice 79.499 21.781 -37.328 -5463.081 -3163.066 -15.530 Dead+Wind 60 deg-No Ice 79.498 36.812 -20.989 -3085.187 -5398.731 2.176 Dead+Wind 90 deg-No Ice 79.498 43.403 0.052 24.822 -6335.731 19.480 Dead+Wind 120 deg-No Ice 79.498 39.631 22.411 3268.641 -5696.148 31.847 Dead+Wind 150 deg-No Ice 79.498 21.460 35.963 5330.949 -3119.732 32.927 Dead+Wind 180 deg-No Ice 79.498 0.268 40.779 6074.536 -0.795 27.104 t=Tower Job Page �r�.d� 86442.001-Glens Falls, NY(Site#69810) 23 of 36 B+T Group Project Date 1717 S.Boulder,Suite 300 286'SST/AT&T Mobility Co-Locate 11:20:26 12/31/12 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Nexlink Global Services, Inc. FAX-(918)295-0265 B. Sevier Load Vertical Shear. Shears Overturning Overturning Torque Combination Moment,M. Moment,M. K K K kip-ft kip-ft kip-t Dead+Wind 210 deg-No Ice 79.499 -21.239 36.643 5416.975 3154.886 15.250 Dead+Wind 240 deg-No Ice 79.498 -39.699 22.509 3288.099 5760.092 -1.483 Dead+Wind 270 deg-No Ice 79.498 -42.672 -0.101 12.916 6297.299 -19.152 Dead+Wind 300 deg-No Ice 79.498 -35.566 -20.579 -3026.589 5295.648 -29.277 Dead+Wind 330 deg-No Ice 79.498 -20.848 -36.470 -5350.382 3097.238 -32.970 Dead+Ice+Temp 134.874 0.000 -0.000 46.493 74.052 -0.001 Dead+Wind 0 deg+Ice+Temp 134.874 0.012 -10.699 -1575.040 71.411 -5.861 Dead+Wind 30 deg+Ice+Temp 134.874 4.972 -8.536 -1269.267 -690.540 -3.220 Dead+Wind 60 deg+Ice+Temp 134.874 8.308 -4.751 -690.662 -1210.881 -0.084 Dead+Wind 90 deg+Ice+Temp 134.874 9.911 0.005 46.639 -1451.118 3.068 Dead+Wind 120 deg+Ice+Temp 134.874 9.326 5.300 850.899 -1337.103 5.578 Dead+Wind 150 deg+Ice+Temp 134.874 4.912 8.303 1332.422 -682.257 5.949 Dead+Wind 180 deg+Ice+Temp 134.874 0.041 9.294 1493.208 69.820 5.092 Dead+Wind 210 deg+Ice+Temp 134.874 -4.881 8.420 1347.532 827.961 3.173 Dead+Wind 240 deg+Ice+Temp 134.874 -9.341 5.322 855.154 1487.292 0.283 Dead+Wind 270 deg+Ice+Temp 134.874 -9.789 -0.013 45.740 1583.460 -3.013 Dead+Wind 300 deg+Ice+Temp 134.874 -8.095 -4.676 -679.805 1331.716 -5.008 Dead+Wind 330 deg+Ice+Temp 134.874 -4.809 -8.388 -1249.690 817.258 -5.957 Dead+Wind 0 deg-Service 79.498 0.026 -23.152 -3328.848 21.948 -15.492 Dead+Wind 30 deg-Service 79.498 11.113 -19.045 -2776.851 -1599.614 -7.920 Dead+Wind 60 deg-Service 79.498 18.782 -10.709 -1563.620 -2740.268 1.110 Dead+Wind 90 deg-Service 79.498 22.144 0.027 23.141 -3218.352 9.945 Dead+Wind 120 deg-Service 79.498 20.220 11.434 1678.183 -2892.014 16.251 Dead+Wind 150 deg-Service 79.498 10.949 18.348 2730.415 -1577.515 16.800 Dead+Wind 180 deg-Service 79.498 0.137 20.806 3109.792 13.805 13.829 Dead+Wind 210 deg-Service 79.498 -10.837 18.695 2774.310 1623.895 7.782 Dead+Wind 240 deg-Service 79.498 -20.254 11.494 1688.109 2953.097 -0.759 Dead+Wind 270 deg-Service 79.498 -21.771 -0.051 17.066 3227.200 -9.778 Dead+Wind 300 deg-Service 79.498 -18.146 -10.499 -1533.736 2716.120 -14.939 Dead+Wind 330 deg-Service 79.498 -10.636 -18.607 -2719.362 1594.480 -16.827 Solution Summary Stun of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 1 0.000 -79.498 0.000 0.000 79.498 0.000 0.000% 2 0.051 -79.498 -45.377 -0.051 79.498 45.377 0.000% 3 21.780 -79.498 -37.329 -21.781 79.499 37.328 0.001% 4 36.812 -79.498 -20.989 -36.812 79.498 20.989 0.000% 5 43.403 -79.498 0.052 -43.403 79.498 -0.052 0.000% 6 39.632 -79.498 22.411 -39.631 79.498 -22.411 0.000% 7 21.461 -79.498 35.962 -21.460 79.498 -35.963 0.000% 8 0.268 -79.498 40.779 -0.268 79.498 -40.779 0.000% 9 -21.240 -79.498 36.643 21.239 79.499 -36.643 0.001% 10 -39.699 -79.498 22.509 39.699 79.498 -22.509 0.000% 11 -42.672 -79.498 -0.101 42.672 79.498 0.101 0.000% 12 -35.566 -79.498 -20.579 35.566 79.498 20.579 0.000% 13 -20.847 -79.498 -36.470 20.848 79.498 36.470 0.000% 14 0.000 -134.874 0.000 -0.000 134.874 0.000 0.000% 15 0.012 -134.874 -10.699 -0.012 134.874 10.699 0.000% 16 4.972 -134.874 -8.536 4.972 134.874 8.536 0.000% 17 8.308 -134.874 4.751 -8.308 134.874 4.751 0.0000/0 18 9.911 -134.874 0.005 -9.911 134.874 -0.005 0.0000/0 19 9.326 -134.874 5.300 -9.326 134.874 -5.300 0.000% 20 4.912 -134.874 8.303 4.912 134.874 -8.303 0.000% 21 0.041 -134.874 9.294 -0.041 134.874 -9.294 0.000% 22 -4.881 -134.874 8.420 4.881 134.874 -8.420 0.000% 23 -9.341 -134.874 5.322 9.341 134.874 -5.322 0.000% a MxTower Job Page 86442.001-Glens Falls, NY(Site#69810) 24 of 36 B+T Group Project Date 1717S.Boulder,Suite 300 286'SST/AT&T Mobility Co-Locate 11:20:26 12/31/12 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Nexlink Global Services, Inc. B. Sevier FAX.-(918)295-0265 Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 24 -9.789 -134.874 -0.013 9.789 134.874 0.013 0.0000/0 25 -8.095 -134.874 -4.676 8.095 134.874 4.676 0.000% 26 -4.809 -134.874 -8.388 4.809 134.874 8.388 0.000% 27 0.026 -79.498 -23.152 -0.026 79.498 23.152 0.0000/0 28 11.112 -79.498 -19.045 -11.113 79.498 19.045 0.000% 29 18.782 -79.498 -10.709 -18.782 79.498 10.709 0.000% 30 22.144 -79.498 0.027 -22.144 79.498 -0.027 0.001% 31 20.220 -79.498 11.434 -20.220 79.498 -11.434 0.0000/0 32 10.949 -79.498 18.348 -10.949 79.498 -18.348 0.000% 33 0.137 -79.498 20.806 -0.137 79.498 -20.806 0.000% 34 -10.837 -79.498 18.695 10.837 79.498 -18.695 0.000% 35 -20.254 -79.498 11.484 20.254 79.498 -11.484 0.000% 36 -21.771 -79.498 -0.052 21.771 79.498 0.051 0.001% 37 -18.146 -79.498 -10.499 18.146 79.498 10.499 0.000% 38 -10.636 -79.498 -18.607 10.636 79.498 18.607 0.0000/0 Non-Linear Convergence Results Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00016386 0.00007345 3 Yes 4 0.00013268 0.00006066 4 Yes 4 0.00007529 0.00003028 5 Yes 4 0.00000001 0.00002863 6 Yes 4 0.00008030 0.00005018 7 Yes 4 0.00013488 0.00005381 8 Yes 4 0.00015188 0.00005819 9 Yes 4 0.00013162 0.00005964 10 Yes 4 0.00008151 0.00003995 11 Yes 4 0.00000001 0.00002874 12 Yes 4 0.00007532 0.00003702 13 Yes 4 0.00013638 0.00005322 14 Yes 4 0.00000001 0.00000001 15 Yes 4 0.00000001 0.00002609 16 Yes 4 0.00000001 0.00002557 17 Yes 4 0.00000001 0.00002462 18 Yes 4 0.00000001 0.00002480 19 Yes 4 0.00000001 0.00002521 20 Yes 4 0.00000001 0.00002518 21 Yes 4 0.00000001 0.00002513 22 Yes 4 0.00000001 0.00002552 23 Yes 4 0.00000001 0.00002547 24 Yes 4 0.00000001 0.00002505 25 Yes 4 0.00000001 0.00002489 26 Yes 4 0.00000001 0.00002541 27 Yes 4 0.00000001 0.00001554 28 Yes 4 0.00000001 0.00001360 29 Yes 4 0.00000001 0.00000927 30 Yes 4 0.00000001 0.00000950 31 Yes 4 0.00000001 0.00001237 32 Yes 4 0.00000001 0.00001225 33 Yes 4 0.00000001 0.00001266 34 Yes 4 0.00000001 0.00001336 35 Yes 4 0.00000001 0.00001104 36 Yes 4 0.00000001 0.00000952 37 Yes 4 0.00000001 0.00001004 38 Yes 4 0.00000001 0.00001217 MxTower Job Page 86442.001-Glens Falls, NY(Site#69810) 25 of 36 B+T Group Project Date 1717 S.Boulder,Suite 300 286'SST/AT&T Mobility Co-Locate 11:20:26 12/31/12 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Nexlink Global Services, Inc. FAX.-(918)295-0265 1 B. Sevier Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. o Tl 286-280 17.153 35 0.648 0.171 T2 280-260 16.313 35 0.646 0.162 T3 260-240 13.581 35 0.585 0.127 T4 240-220 11.141 35 0.510 0.096 T5 220-200 9.053 35 0.436 0.076 T6 200-180 7.286 35 0.372 0.064 T7 180-160 5.790 35 0.316 0.057 T8 160-140 4.514 35 0.267 0.050 T9 140-120 3.426 35 0.224 0.043 T10 120-100 2.516 35 0.181 0.036 TI 1 100-80 1.763 35 0.147 0.028 T12 80-60 1.155 35 0.112 0.022 T13 60-40 0.686 35 0.081 0.015 T14 40-20 0.340 35 0.053 0.010 T15 20-0 0.111 35 0.024 0.004 ,S Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature .ft Comb. in o o ft 281' (2)Cleargain DB TMA 35 16.453 0.647 0.164 160561 268' (3)D138441180-XY w/Mount Pipe 35 14.651 0.616 0.142 21891 180, 6'Dish w/Radome 35 5.790 0.316 0.057 22189 150' 6'Dish w/Radome 35 3.947 0.246 0.047 26320 120' 8'Dish w/Radome 35 2.516 0.181 0.036 30752 102' 6'MHP Dish 35 1.832 0.150 0.029 33476 81, 8'Dish w/Radome 35 1.182 0.114 0.022 33642 Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. o o Tl 286-280 33.453 10 1.264 0.364 T2 280-260 31.815 10 1.260 0.347 T3 260-240 26.484 10 1.141 0.274 T4 240-220 21.722 10 0.994 0.204 T5 220-200 17.650 10 0.850 0.158 T6 200-180 14.204 10 0.724 0.131 T7 180-160 11.289 10 0.614 0.116 T8 160-140 8.803 10 0.520 0.101 T9 140-120 6.684 10 0.437 0.086 T10 120-100 4.910 10 0.352 0.072 Tl 1 100-80 3.443 10 0.286 0.055 T12 80-60 2.257 10 0.219 0.043 T13 60-40 1.342 10 0.158 0.030 T14 40-20 0.665 10 0.103 0.019 T15 20-0 0.218 10 0.046 0.009 a MxTower Job Page 86442.001-Glens Falls, NY(Site#69810) 26 of 36 B+T Group Project Date 1717 S.Boulder,Suite 300 286'SST/AT&T Mobility Co-Locate 11:20:26 12/31/12 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Nexlink Global Services, Inc. B. Sevier FAX.-(918)295-0265 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Loali Curvature ft Comb. in ° 0 t 281' (2)Cleargain DB TMA 10 32.088 1.262 0.350 80818 268' (3)DB844H80-XY w/Mount Pipe 10 28.571 1.201 0.305 11209 180' 6'Dish w/Radome 10 11.289 0.614 0.116 11375 150' 6'Dish w/Radome 10 7.699 0.478 0.093 13524 129 8'Dish w/Radome 10 4.910 0.352 0.072 15813 102' 6'MHP Dish 10 3.577 0.293 0.057 17199 81' 8'Dish w/Radome 10 2.310 0.222 0.043 17285 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 K Allowable K 72 280 Leg A325N 1.000 3 9.888 34.523 0.286 �$I/0' 1.333 Bolt Tension Diagonal A325N 0.750 1 3.592 5.030 0.714 Y 1.333 Member Block Shear Secondary A325N 0.750 1 0.641 5.030 1.333 Member Block Horizontal 0.127 Shear Top Girt A325N 0.750 1 0.628 5.030 0.125 1.333 Member Block Shear T3 260 Leg A325N 0.750 4 13.638 19.405 0.703 i� 1.333 Bolt Tension Diagonal A325N 0.750 1 4.318 5.030 0.858 �/ 1.333 Member Block Shear Secondary A325N 0.750 1 1.104 5.030 0 220 1.333 Member Block Horizontal Shear Top Girt A325N 0.750 1 0.217 5.030 0.0436000' 1.333 Member Block Shear T4 240 Leg A325N 0.750 4 18.571 19.399 0.957 6000 1.333 Bolt Tension Diagonal A325N 0.750 2 1.939 4.758 0.408 1333 Member Block Shear Secondary A325N 0.750 2 0.742 4.758 0156 1.333 Member Block Horizontal . Shear Top Girt A325N 0.750 2 0.098 4.758 0.021 1.333 Member Block Shear T5 220 Leg A325N 0.750 4 22.926 19.387 1.183 'it` 1.333 Bolt Tension Diagonal A325N 0.750 2 1.923 6.344 0.303 M' 1.333 Member Block Shear Secondary A325N 0.750 2 0.915 6.344 1.333 Member Block Horizontal 0.144 Shear Top Girt A325N 0.750 2 0.144 9.278 0.016 !✓ 1.333 Bolt Shear T6 200 Leg A325N 0.750 8 13.517 19.421 0.696 1333 Bolt Tension Diagonal A325N 0.750 2 2.050 7.703 0.266 1.333 Member Block -l Shear Secondary A325N 0.750 2 1.086 7.703 0141 it 1333 Member Block . Horizontal Shear Top Girt A325N 0.750 2 0.198 9.278 0.021 ✓ 1.333 Bolt Shear T7 180 Leg A325N 0.750 8 15.622 19.412 0.805 V 1.333 Bolt Tension Diagonal A325N 0.750 2 2.398 7.703 0.311 V 1.333 Member Block Shear Secondary A325N 0.750 2 1.275 7.703 1.333 Member Block Horizontal 0.166 Shear i �+ owed" Job Page ` l 86442.001-Glens Falls, NY(Site#69810) 27 of 36 B+T Group Project Date 1717S.Boulder,Suite 300 286'SST/AT&T Mobility Co-Locate 11:20:26 12/31/12 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Nexlink Global Services, Inc. B. Sevier TAX.-(918)295-0265 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 K Allowable K Top Girt A325N 0.750 2 0.113 9.278 0.012 l/ 1.333 Bolt Shear T8 160 Leg A325N 1.000 8 17.776 34.536 0.515 60"* 1.333 Bolt Tension Diagonal A325N 0.750 2 2.783 7.703 0.361 Y L333 Member Block Shear Secondary A325N 0.750 2 1.472 7.703 0 191 (✓ 1.333 Member Block Horizontal Shear Top Girt A325N 0.750 2 0.188 9.278 0.020 1.333 Bolt Shear T9 140 Leg A325N 1.000 8 19.997 34.527 0.579 1,��r 1.333 Bolt Tension Diagonal A325N 0.750 2 2.924 7.703 0.380 r 1.333 Member Block Shear Secondary A325N 0.750 2 1.670 7.703 0 217 1.333 Member Block Horizontal Shear Top Girt A325N 0.750 2 0.133 9.278 0.014 1.333 Bolt Shear T10 120 Leg A325N 1.000 8 22.404 34.512 0.649 1.333 Bolt Tension Diagonal A325N 0.750 2 3.407 7.703 0.442 / 1.333 Member Block Shear Secondary A325N 0.750 2 1.890 7.703 0245 1.333 Member Block Horizontal . Shear Top Girt A325N 0.750 2 0.085 9.278 0. 1.333 Bolt Shear Tl 1 100 Leg A325N 1.000 8 24.834 34.498 0.720 720 6000' 1.333 Bolt Tension Diagonal A325N 0.750 2 3.690 8.609 0.429 ✓ 1.333 Member Block Shear Secondary A325N 0.750 2 2.117 8.609 0.246 1.333 Member Block Horizontal Shear Top Girt A325N 0.750 2 0.134 9.278 0.014 ilk 1.333 Bolt Shear T12 80 Leg A325N 1.000 8 27.435 34.485 0.796 / 1.333 Bolt Tension Diagonal A325N 0.750 2 4.139 8.609 0.481 1.333 Member Block Shear Secondary A325N 0.750 2 2.351 8.609 0273 1.333 Member Block Horizontal . Shear Top Girt A325N 0.750 2 0.106 9.278 0.011 1.333 Bolt Shear T13 60 Leg A325N 1.000 8 30.006 34.474 0.870 V 1.333 Bolt Tension Diagonal A325N 0.750 2 4.386 8.609 0.509 ✓ 1.333 Member Block Shear Secondary A325N 0.750 2 2.589 8.609 1.333 Member Block Horizontal 0.301 Shear Top Girt A325N 0.750 2 0.124 9.278 0.013 {� 1.333 Bolt Shear T14 40 Leg A325N 1.125 8 32.508 43.661 0.745 1.333 Bolt Tension Diagonal A325N 0.750 2 4.506 8.609 0.523 1333 Member Block Shear Secondary A325N 0.750 2 2.824 8.609 1.333 Member Block Horizontal 0328 Shear Top Girt A325N 0.750 2 0.181 8.609 0.021 V� 1.333 Member Block Shear T15 20 Leg F1554-55 1.125 8 34.304 24.602 1.394 1.333 Bolt Tension Diagonal A325N 0.750 2 4.718 8.609 0.548 1.333 Member Block Shear Secondary A325N 0.750 2 3.003 8.609 1.333 Member Block Horizontal 0.349 Shear Top Girt A325N 0.750 2 1.325 8.609 0.154 1.333 Member Block Shear Job Page MxTower 86442.001-Glens Falls, NY(Site#69810) 28 of 36 Bo Groupulder,Suite 300 Project Date 1717 S.Bo B 286'SST/AT&T Mobility Co-Locate 11:20:26 12/31/12 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Nexlink Global Services, Inc. B. Sevier FAX.-(918)295-0265 Compression Checks Leg Design Data (Compression) Section Elevation Size L L Kl/r F. A Actual Allow. Ratio No. P P° P ft ft ft ksi in' K K P. TI 286-280 PI.5x.145 6' 2'9" 53.0 18.082 0.799 -3.979 14.456 0.275' K=1.00 V T2 280-260 1 3/4 297/32" 2'6-13/32' 69.5 16,484 2.405 -36.973 39.649 0.933 K=1.00 V T3 260-240 21/4 207/32" 5'1-11/16' 109.7 11.719 3.976 -63.698 46.594 1.367 K=1.00 111-3(1.37 CR)-69 T4 240-220 2 1/2 207/32" 5'1/2" 96.8 13.378 4.909 -85.607 65.671 1.304 K=1.00 V TS 220-200 2 3/4 20'7/32" 4'1 l-l3/1 87.0 14.560 5.940 -105.628 86.477 1.221 6" K=1.00 V T6 200-180 3 207/32" 4'11-11/3 79.1 15.453 7.069 -125.357 109.232 1.148 T. K=1.00 l/ T7 180-160 3 1/4 20'7/32" 4'11" 72.6 16.155 8.296 -147,107 134.022 1.098 K67.2 VT8 160-140 3 1/2 20'7/32" 4'10-3/4" 67.2 16.722 9.621 -169.856 160.888 1.056 K=1.00 V T9 140-120 3112 207/32" 4'10-9/16' 66.9 16.745 9.621 -192.690 161,102 L196 ' K=1.00 V TIO 120-100 4 207/32" 4'10-13/3 58.4 17.581 12.566 -218.045 220.925 0.987 2" K=1.00 V T11 100-80 4 20'7/32" 4'10-9/32' 58.3 17.593 12.566 -244.243 221.074 1.105 K=1.00 1/ T12 80-60 41/4 207/32" 4'10-3/16' 54.8 17.922 14.186 -271.300 254.241 1.067 K=1.00 V T13 60-40 41/2 20'7/32" 4'10-3/32' 51.6 18.205 15.904 -298,717 289.532 1.032 K=1.00 V T14 40-20 4 1/2 207/32" 4'10-1/32' 51.6 18.211 15.904 -325.903 289.627 1.125 K=1.00 V T15 20-0 5 20'7/32" 4'l l-1/2" 47.6 18.559 19.635 -346.524 364.404 0.951 K=1.00 DL controls Diagonal Design Data (Compression) Section Elevation Size L L Ki/r F. A Actual Allow. Ratio No. P Pa P ft ft ft ksi in, K K P. TI 286-280 1/2 3'8-19/32' 1'8-29/32' 150.4 6.603 0.196 -1.014 1.297 0.782 ' K=0.90 V T2 280-260 L2x2x3/16 67/8" 3'3/4" 93.3 13.810 0.715 -3.346 9.874 0.339 K=1.00 . T3 260-240 L2x2x3/16 10'5-5/8" 5'5-17/32' 166.3 5.398 0.715 -5.200 3.860 1.347 K=1.00 x tnxT(1wer Job Page 86442.001-Glens Falls, NY(Site#69810) 29 of 36 B+T Group Project Date 1717 S.Boulder,Suite 300 286'SST/AT&T Mobility Co-Locate 11:20:26 12/31/12 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Nexlink Global Services, Inc. FAX.-(918)295-0265 B. Sevier Section Elevation Size L L Kl/r F. A Actual Allow. Ratio No. P Pa P ft ft ft ksi in1 K K P. H1-3(1.35 CR)-86 T4 240-220 L2x2x3/16 11'2-3/16' 5'8-15/16' 175.0 4.875 0.715 4.316 3.486 1.238 K=1.00 T5 220-200 L2x2xl/4 12'15/32" 6'1-19/32' 188.2 4.214 0.938 4.176 3.953 1.056 K=1.00 T6 200-180 L3x3xl/4 13'3/16" 67-3/32" 133.6 8.363 1.440 4.399 12.042 0-.3`65 K=1.00 V T7 180-160 L3x3xl/4 14'1" 71-1/4" 144.0 7.201 1.440 -5.044 10.369 0.486 K=1.00 V T8 160-140 L3x3xl/4 15'9-7/16' 711-7/32' 160.8 5.774 1.440 -5.374 8.315 0.646 K=1.00 V T9 140-120 L3x3xl/4 173/32" 8'6-17/32' 173.2 4.980 1.440 -5.681 7.171 0.792 K=1.00 V T10 120-100 L3x3xl/4 181-1/4" 9'1-25/32' 185.5 4.342 1.440 -6.695 6.252 1.071 K=1.00 V T11 100-80 L3 1/20 1/2x1/4 19'6-13/1 9'9-9/16" 169.4 5.204 1.690 -7.234 8.794 0.823 6" K=1.00 T12 80-60 L4x4xl/4 20'10-23/ 10'5-3/8" 157.7 6.005 1.940 -8.139 11.650 0.699 32" K=1.00 V T13 60-40 L4x4xl/4 22'2-7/8" 11'1-5/16' 167.7 5.311 1.940 -8.674 10.303 0_.8`42 K=1.00 Y T14 40-20 L4x4xl/4 23'7-1/4" 119-1/2" 178.0 4.714 1.940 -8.976 9.145 0.981 K=1.00 $0 T15 20-0 14x4x1/4 24'5-7/32' 12'2-9/32' 184.0 4.411 1.940 -9.556 8.557 1.117 K=1.00 Horizontal Design Data (Compression) Section Elevation Size L L. Kl/r F. A Actual Allow. Ratio No. P P. P ft ft ft ksi in' K K P. Tl 286-280 1/2 2'6" 2'4-3/32" 157.4 6.031 0.196 -0.270 1.184 0.228 K=030 Secondary Horizontal Design Data (Compression) Section Elevation Size L L KUr Fa A Actual Allow. Ratio No. P Po P ft ft ft ksi in, K K P. T2 280-260 L2x2x3/16 3'9-5/16" 37-9/16" 55.3 17.874 0.715 -0.641 12.780 6.050 K-0.50 T3 260-240 L2x2x3/16 5'31/32" 410-23/3 74.5 15.953 0.715 -1.104 11.406 0.097 2" K=0.50 1' T4 240-220 L2x2x3/16 67-1/32" 6'4-9/16" 97.1 13.337 0.715 -1.484 9.536 0.156 K=0.50 V T5 220-200 L2x2xl/4 8'1-3/32" 710-11/3 120.6 10.191 0.938 -1.831 9.559 0.192 2" K=0.50 T6 200-180 L3x3xl/4 97-1/8" 9'4-1/8" 94.7 13.639 1.440 -2.173 19.640 0.111 K=0.50 V r s "Yoer Job Page F 86442.001-Glens Falls, NY(Site#69810) 30 of 36 B+T Group Protect Date 17175.Boulder,Suite 300 286'SST/AT&T Mobility Co-Locate 11:20:26 12/31/12 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Nexlink Global Services, Inc. B. Sevier FAX.-(918)295-0265 Section Elevation Size L La K1/r F. A Actual Allow. Ratio No. P Pa P ft ft ft kst in, K K Pa T7 180-160 L3x3xl/4 111-1/8" 109-7/8" 109.7 11.712 1.440 -2.550 16.865 0.151 K=0.50 6110 T8 160-140 L3x3x1/4 12'7-5/32' 12'3-21/3 124.7 9.598 1.440 -2.944 13.821 0.213 2" K=0.50 V T9 140-120 L3x3xl/4 14'1-5/32' 13'9-11/1 139.9 7.628 1.440 -3.340 10.984 0.304 6" K=0.50 V T10 120-100 L3x3xl/4 15'7-3/16' 15'3-3/16' 154.7 6.239 1.440 -3.779 8.984 0.421 K=0.50 Vf T11 100-80 L3 1/20 1/2xl/4 171-3/16' 16'9-3/16' 144.9 7.108 1.690 -4.233 12.012 0.352 K=0.50 V T12 80-60 L4x4xl/4 18'7-3/16' 18'2-15/1 137.7 7.876 1.940 -4.702 15.279 0.308 6" K=0.50 V T13 60-40 L4x4xl/4 20'1-3/16' 19'8-11/1 148.9 6.738 1.940 -5.178 13.072 0.396 6" K=0.50 V T14 40-20 L4x4xl/4 217-3/16 21'2-11/1 160.2 5.819 1.940 -5.649 11.290 0.500 6" K=0.50 V/ T15 20-0 L4x4x1/4 23'1-9/16' 22'8-17/3 171.4 5.082 1.940 -6.006 9.860 0.609 2" K=0.50 V< Top Girt Design Data (Compression) Section Elevation Size L La Kl/r Fa A Actual Allow. Ratio No. P Pa P ft ft ft ksi in, K K Pa TI 286-280 1/2 2'6" 2'4-3/32" 157.4 6.031 0.196 -0.080 1.184 0.068 K=0.70 V/ T2 280-260 L2x2x3/16 2'6-15/32' 2'4-23/32' 72.8 16.133 0.715 -0.590 11.535 0.051 K=1.00 V/ T3 260-240 L2x2x3/16 4'15/32" 3'10-3/16' 117.3 10.672 0.715 -0.102 7.630 0.013 K=1.00 VI T4 240-220 L2x2x3/16 5'6-7/16" 5'3-15/16' 162.3 5.668 0.715 -0.245 4.053 0.060 K=1.00 V TS 220-200 L2x2xl/4 77/16" 6'9-11/16' 209.0 3.420 0.938 -0.289 3.208 0.090 K=1.00 V! KL/R>200(C)-118 T6 200-180 L3x3xl/4 8'6-7/16" 8'3-7/16" 168.0 5.292 1.440 -0.397 7.620 0.052 K=1.00 V/ T7 180-160 L3x3xl/4 10'7/16" 9'9-7/32" 198.0 3.810 1.440 -0.225 5.487 0.041 K=1.00 V/ T8 160-140 L3x3x1/4 11'6-7/16' 11'2-15/1 228.0 2.874 1.440 -0.376 4.138 0.091 6" K=1.00 V/ KL/R>200(C)-191 T9 140-120 L3x3xl/4 13'7/16" 12'8-15/1 258.4 2.237 1.440 -0.266 3.221 0.083 6" K=1.00 V/ KL/R>200(C)-215 T10 120-100 L3x3xl/4 14'6-7/16' 14'2-7/16' 287.9 1.801 1.440 -0.169 2.594 0.065 K=1.00 ✓ KL/R>200(C)-238 • T11 100-80 L3 1/20 1/2x1/4 16'7/16" 15'8-7/16' 271.5 2.025 1.690 -0.268 3.423 0.078 K=1.00 VwI y ` ���� �� Job Page 86442.001-Glens Falls, NY(Site#69810) 31 of 36 B+T Group Project Date 1717S.Boulder,Suite 300 286'SST/AT&T Mobility CO-Locate 11:20:26 12/31/12 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Nexlink Global Services, Inc. B. Sevier FAX. (918)295-0265 Section Elevation Size L Lu KI/r F. A Actual Allow. Ratio No. P Po P .lt ft ft ksi in, K K P. KL/R>200(C)-263 T12 80-60 L4x4xl/4 176-7/16' 172-3/16' 259.4 2.220 1.940 -0.213 4.306 0.049 K=1.00 KL/R>200(C)-286 T13 60-40 L4x4xl/4 19'7/16" 18'7-15/1 281.7 1.882 1.940 -0.248 3.651 0.068 6" K=1.00 �► KL/R>200(C)-311 T14 40-20 L4x4xl/4 20'6-7/16' 20'1-15/1 304.3 1.612 1.940 -0.143 3.128 0.046 6" K=1.00 KL/R>200(C)-335 T15 20-0 L4x4xl/4 22'15/32" 21'7-7/16' 326.4 1.402 1.940 -0.265 2.720 0.097 K=1.00 KL/R>200(C)-359 Bottom Girt Design Data (Compression) Section Elevation Size L L Kl/r F A Actual Allow. Ratio • No. p pa p ft ft ft ksi irk K K pa Tl 286-280 1/2 2'6" 2'4-3/32" 157.4 6.031 0.196 -0.287 1.184 0.242 K=0.70 Tension Checks Leg Design Data Tension Section Elevation Size L L Kl/r F. A Actual Allow. Ratio No. p P. p ft ft ft ksi in, K K P. Tl 286-280 P1.5x.145 6' 2'9" 53.0 21.600 0.799 0.861 17.268 0.050 T2 280-260 1 3/4 20'7/32" 2'6-13/32' 69.5 21.600 2.405 29.665 51.954 0�1 T3 260-240 21/4 20'7/32" 5'1-11/16' 109.7 21.600 3.976 54.551 85.883 0.635 HI-3(1.36 CR)-68 T4 240-220 2 1/2 297/32" 5'1/2" 96.8 21.600 4.909 74.284 106.029 0.701 V T5 220-200 2 3/4 20'7/32" 4'11-13/1 87.0 21.600 5.940 91.703 128.295 0.715 6" V T6 200-180 3 20'7/32" 4'11-11/3 79.1 21.600 7.069 108.136 152.681 0.708 2" V T7 180-160 31/4 20'7/32" 4'11" 72.6 21.600 8.296 124.976 179.189 0.697 • T8 160-140 3 1/2 20'7/32" 4'10-3/4" 67.2 21.600 9.621 142.205 207.816 0.684 V, MxT wer Job Page s 86442.001-Glens Falls, NY(Site#69810) 32 of 36 B+T Group Project Date • 1717 S.Boulder,Suite 300 286'SST/AT&T Mobility CO-Locate 11:20:26 12/31/12 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Nexlink Global Services, Inc. B. Sevier FAX(918 295-0265 Section Elevation Size L L KUr F. A Actual Allow. Ratio No. P P. P ft ft ft ksi in, K K P. T9 140-120 3 1/2 20'7/32" 4'10-9/16' 66.9 21.600 9.621 159.975 207.816 0.770 T10 120-100 4 20'7/32" 4'10,13/3 58.4 21.600 12.566 179.231 271.434 0.60 2" V T11 100-80 4 20'7/32" 4'10-9/32' 58.3 21.600 12.566 198.668 271.434 0.732 T12 80-60 41/4 20'7/32" 4'10,3/16' 54.8 21.600 14.186 219.479 306.423 0.716 T13 60-40 41/2 20'7/32" 4'10-3/32' 51.6 21.600 15.904 240.044 343.533 0.699 T14 40-20 41/2 20'7/32" 4'10-1/32' 51.6 21.600 15.904 260.064 343.533 0 .757 T15 20-0 5 20'7/32" 4'11-1/2" 47.6 21.600 19.635 274.957 424.115 0.648 Diagonal Design Data Tension Section Elevation Size L L KUr F. A Actual Allow. Ratio • No. P P. P ft ft ft ksi in' K K K p" Tl 286-280 1/2 3'8-19/32' 1'8-29/32' 167.1 21.600 0.196 0.870 4.241 0.205 6000, T2 280-260 L2x2x3/16 6-7/8" 3'3/4" 59.6 29.000 0.413 3.592 11.983 0.300 T3 260-240 L2x2x3/16 10'9-7/16' 5'6-7/8" 108.4 29.000 0.413 4.318 11.983 0.60 , I' T4 240-220 L2x2x3/16 11'6-7/8" 5'11" 115.1 29.000 0.413 3.879 11.983 0.324 T5 220-200 L2x2x1/4 12'5-7/8" 64-1/8" 125.0 29.000 0.539 3.847 15.644 0_2`46 Y T6 200-180 L3x3x1/4 13'6-5/32' 6'9-31/32' 88.1 29.000 0.916 4.100 26.562 0.154 T7 180-160 L3x3xl/4 14'7-13/3 74-3/8" 95.0 29.000 0.916 4.796 26.562 0.181 2" T8 160-140 L3x3xl/4 15'9-7/16' 711-7/32' 102.4 29.000 0.916 5.566 26.562 0.210 V T9 140-120 L3x3xl/4 173/32" 8'6-17/32' 110.2 29.000 0.916 5.847 26.562 0.220 T10 120-100 L3x3xl/4 18'3-1/4" 911-25/32' 118.1 29.000 0.916 6.815 26.562 0.257 T11 100-80 L3 1/20 1/2x1/4 19'6-13/1 9'9-9/16" 107.9 29.000 1.103 7.380 32.000 0.231 6" `/ T12 80-60 L4x4xl/4 20'10-23/ 10'5-3/8" 100.3 29.000 1.291 8.278 37.437 0.221 32" V T13 60-40 L4x4xl/4 22'2-7/8" 11'1-5/16' 106.6 29.000 1.291 8.772 37.437 0.234 T14 40-20 L4x4xl/4 23'7-1/4" 11'9-1/2" 113.2 29.000 1.291 9.012 37.437 0�1 V T15 20-0 lAx4xl/4 24'5-7/32' 12'2-9/32' 117.0 29.000 1.291 9.435 37.437 0.2552 M e � � �per Job Page 86442.001-Glens Falls, NY(Site#69810) 33 of 36 B+T Group Project Date 1717 S.Boulder,Suite 300 286'SST/AT&T Mobility CO-Locate 11:20:26 12/31/12 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Nexlink Global Services, Inc. B. Sevier FAX.(918)295-0265 Horizontal Design Data Tension Section Elevation Size L L" Kl/r F. A Actual Allow. Ratio No. P P" P ft ft ft ksi in' K K P. TI 286-280 1/2 2'6" 2'4-3/32" 224.8 21.600 0.196 0.365 4.241 0.086 Secondary Horizontal Design Data Tension Section Elevation Size L L Kl/r F. A Actual Allaw. Ratio No. P Po P ft ft ft ksi in' K K Po 72 280-260 L2x2x3/16 3'9-5/16" 37-9/16" 70.6 29.000 0.413 0.641 11.983 0.053 V T3 260-240 L2x2x3/16 5'31/32" 4'10-23/3 95.2 29.000 0.413 1.104 11.983 0.092 2" 614, T4 240-220 L2x2x3/16 67-1/32" 64-9/16" 124.1 29.000 0.413 1.484 11.983 0.124 T5 220-200 L2x2xl/4 8'1-3/32" 710-11/3 154.9 29.000 0.539 1.831 15.644 0.117 2" V T6 200-180 L3x3xl/4 917-1/8" 94-1/8" 120.6 29.000 0.916 2.173 26.562 0.082 V T7 180-160 L3x3x1/4 1I'l-1/8" 199-7/8" 139.7 29.000 0.916 2.550 26.562 0.096 V T8 160-140 L3x3x1/4 12'7-5/32' 12'3-21/3 158.8 29.000 0.916 2.944 26.562 0.'1`11 2„ IV T9 140-120 L3x3x1/4 14'1-5/32' 13'9-11/1 178.1 29.000 0.916 3.340 26.562 0.126 6„ ✓ T10 120-100 L3x3xl/4 15'7-3/16' 15'3-3/16' 197.0 29.000 0.916 3.779 26.562 0.142 V Tl l 100-80 L3 1/20 1/2x1/4 171-3/16' 16'9-3/16' 184.6 29.000 1.103 4.233 32.000 0.132 T12 80-60 L4x4x1/4 187-3/16 18'2-15/1 175.2 29.000 1.291 4.702 37.437 0.126 6„ V T13 60-40 L4x4xl/4 20'1-3/16' 19'8-11/1 189.4 29.000 1.291 5.178 37.437 0.138 6„ T14 40-20 L4x4xl/4 21'7-3/16' 21'2-11/1 203.8 29.000 1.291 5.649 37.437 0.151 6„ T15 20-0 L4x4xl/4 23'1-9/16' 22'8-17/3 218.0 29.000 1.291 6.006 37.437 0.160 2„ • MxTo er Job Page 34 of 36 j 86442.001-Glens Falls, NY(Site#69810) B+T Group Project Date • 1717 S.Boulder,Suite 300 286'SST/AT&T Mobility Co-Locate 11:20:26 12/31/12 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Nexlink Global Services, Inc. B. Sevier FAX.-(918)295-0265 Top Girt Design Data Tension Section Elevation Size L La KUr F. A Actual Allow. Ratio No. P Pa P ft ft ft ksi in, K K Pa TI 286-280 1/2 2'6" 2'4-3/32" 224.8 21.600 0.196 0.070 4.241 0.016 1� T2 280-260 L2x2x3/16 2'6-15/32' 2'4-23/32' 46.5 29.000 0.413 0.628 11.983 0.052 T3 260-240 L2x2x3/16 4'15/32" 3'10-3/16' 74.9 29.000 0.413 0.217 11.983 0.018 T4 240-220 L2x2x3/16 5'6-7/16" 5'3-15/16' 103.6 29.000 0.413 0.197 11.983 0.016 T5 220-200 L2x2xl/4 77/16" 6'9-11/16' 134.2 29.000 0.539 0.185 15.644 0.012 T6 200-180 L3x3x1/4 8'6-7/16" 8'3-7/16" 106.9 29.000 0.916 0.267 26.562 0.010 T7 180-160 L3x3x1/4 10'7/16" 9'9-7/32" 126.0 29.000 0.916 0.147 26.562 0.006 V T8 160-140 L3x3x1/4 11'6-7/16' 11'2-15/1 145.1 29.000 0.916 0.290 26.562 0.011 6„ ✓ T9 140-120 L3x3xl/4 13'7/16" 12'8-15/1 164.5 29.000 0.916 0.176 26.562 0.007 • 6 V T10 120-100 L3x3x1/4 14'6-7/16' 14'2-7/16' 183.3 29.000 0.916 0.138 26.562 0.005 V T11 100-80 L3 1/20 1/2x1/4 16'7/16" 15'8-7/16' 172.9 29.000 1.103 0.196 32.000 0.006 T12 80-60 L4x4xl/4 176-7/16' 172-3116' 165.0 29.000 1.291 0.176 37.437 0.005 T13 60-40 L4x4x1/4 1907/16" 18'7-15/1 179.2 29.000 1.291 0.217 37.437 0.006 6" 600, T14 40-20 L4x4xl/4 20'6-7/16 20'1-15/1 193.6 29.000 1.291 0.331 37.437 0.009' 6„ 6000, T15 20-0 L4x4xl/4 22'15/32" 21'7-7/16' 207.6 29.000 1.291 2.599 37.437 0.069' "DL controls Bottom Girt Design Data Tension Section Elevation Size L La KUr F. A Actual Allow. Ratio No. P Pa P ft ft ft ksi in' K K Pa Tl 286-280 1/2 2'6" 2'4-3/32" 224.8 21.600 0.196 0.299 4.241 0.071 • !� Job Page tnxTower 86442.001-Glens Falls, NY(Site#69810) 35 of 36 B+T Group Project Date • 1717 S.Boulder,Suite 300 286'SST/AT&T Mobility Co-Locate 11:20:26 12/31/12 Tulsa,OK74119 client Designed by Phone:(918)587-4630 Nexlink Global Services, Inc. B. Sevier FAX. (918)295-0265 Section Capacity Table Section Elevation Component Size Critical P SF'Pdl- % Pass No. .lt TYpe Element K K Capacity Fail Tl 286-280 Leg P1.5x.145 1 -3.979 14.456 27.5 Pass 72 280-260 Leg 1 3/4 27 -36.973 52.853 70.0 Pass T3 260-240 Leg 2 1/4 69 -63.698 62.110 102.6 Acceptable T4 240-220 Leg 2 1/2 93 -85.607 87.540 97.8 Pass T5 220-200 Leg 2 3/4 117 -105.628 115.274 91.6 Pass T6 200-180 Leg 3 139 -125.357 145.606 86.1 Pass T7 180-160 Leg 3 114 163 -147.107 178.651 82.3 Pass T8 160-140 Leg 3 1/2 187 -169.856 214.464 79.2 Pass T9 140-120 Leg 3 1/2 211 -192.690 214.749 89.7 Pass TIO 120-100 Leg 4 235 -218.045 294.493 74.0 Pass Tl 1 100-80 Leg 4 259 -244.243 294.692 82.9 Pass T12 80-60 Leg 4 1/4 283 -271.300 338.903 80.1 Pass T13 60-40 Leg 41/2 307 -298,717 385.946 77.4 Pass T14 40-20 Leg 41/2 331 -325.903 386.073 84.4 Pass T15 20-0 Leg 5 355 -346.524 485.751 71.3 Acceptable 104.6(b) T1 286-280 Diagonal 1/2 14 -1.014 1.728 58.7 Pass T2 280-260 Diagonal L2x2x3/16 35 -3.346 13.162 25.4 Pass 53.6(b) T3 260-240 Diagonal L2x2x3/16 86 -5.200 5.145 101.1 Acceptable T4 240-220 Diagonal L2x2x3/16 110 4.316 4.647 92.9 Pass T5 220-200 Diagonal L2x2xl/4 134 4.176 5.269 79.2 Pass T6 200-180 Diagonal L3x3x1/4 158 4.399 16.052 27.4 Pass 17 180-160 Diagonal L3x3xl/4 182 -5.044 13.822 36.5 Pass T8 160-140 Diagonal L3x3xl/4 197 -5.374 11.084 48.5 Pass T9 140-120 Diagonal L3x3x1/4 221 -5.681 9.559 59.4 Pass T10 120-100 Diagonal L3x3x1/4 245 -6.695 8.334 80.3 Pass Tl l 100-80 Diagonal L3 1/20 1/2xl/4 266 -7.234 11.722 61.7 Pass T12 80-60 Diagonal L4x4xl/4 290 -8.139 15.529 52.4 Pass T13 60-40 Diagonal L4x4xl/4 314 -8.674 13.734 63.2 Pass T14 40-20 Diagonal L4x4xl/4 338 -8.976 12.190 73.6 Pass T15 20-0 Diagonal L4x4xl/4 371 -9.556 11.406 83.8 Pass T1 286-280 Horizontal 1/2 16 -0.270 1.578 17.1 Pass T2 280-260 Secondary Horizontal L2x2x3/16 47 0.641 15.973 4.0 Pass 9.6(b) T3 260-240 Secondary Horizontal L2x2x3/16 80 -1.104 15.205 7.3 Pass 16.5(b) T4 240-220 Secondary Horizontal L2x2x3/16 104 -1.484 12.711 11.7 Pass 11.7(b) T5 220-200 Secondary Horizontal L2x2xl/4 128 -1.831 12.743 14.4 Pass T6 200-180 Secondary Horizontal L3x3x1/4 151 -1173 26.179 8.3 Pass 10.6(b) T7 180-160 Secondary Horizontal L3x3xl/4 175 -2.550 22.481 11.3 Pass 12.4(b) T8 160-140 Secondary Horizontal L3x3xl/4 199 -2.944 18.423 16.0 Pass T9 140-120 Secondary Horizontal L3x3xl/4 223 -3.340 14.641 22.8 Pass T10 120-100 Secondary Horizontal L3x3x1/4 247 -3.779 11.976 31.6 Pass TI1 100-80 Secondary Horizontal L3 1/20 1/2xl/4 271 4.233 16.012 26.4 Pass T12 80-60 Secondary Horizontal L4x4x114 295 4.702 20,366 23.1 Pass T13 60-40 Secondary Horizontal L4x4xl/4 319 -5.178 17.425 29.7 Pass T14 40-20 Secondary Horizontal L4x4xl/4 345 -5.649 15.049 37.5 Pass T15 20-0 Secondary Horizontal L4x4x1/4 367 -6.006 13.143 45.7 Pass TI 286-280 Top Girt 1/2 4 -0.080 1.578 5.1 Pass T2 280-260 Top Girt L2x2x3/16 28 0.628 15.973 3.9 Pass 9.4(b) • T3 260-240 Top Girt L2x2x3/16 72 0.217 15.973 L4 Pass 3.2(b) T4 240-220 Top Girt L2x2x3/16 94 -0,245 5.403 4.5 Pass M Tower Job Page 86442.001-Glens Falls, NY(Site#69810) 36 of 36 B+T Group Project Date . 1717 S.Boulder,Suite 300 286'SST/AT&T Mobility Co-Locate 11:20:26 12/31/12 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Nexlink Global Services, Inc. FAX(918)295-0265 B. Sevier Section Elevation Component Size Critical P SF*Pal— % Pass No. ft Type Element K K Capacity Fail T5 220-200 Top Girt L2x2xl/4 118 -0.289 4.277 6.8 Pass T6 200-180 Top Girt L3x3xl/4 142 -0.397 10.157 3.9 Pass T7 180-160 Top Girt L3x3x1/4 166 -0.225 7.314 3.1 Pass T8 160-140 Top Girt L3x3x1/4 191 -0.376 5.516 6.8 Pass T9 140-120 Top Girt L3x3xl/4 215 -0.266 4.294 6.2 Pass T10 120-100 Top Girt L3x3xl/4 238 -0.169 3.458 4.9 Pass T11 100-80 Top Girt L3 1/20 1/2xl/4 263 -0.268 4.562 5.9 Pass T12 80-60 Top Girt L4x4xl/4 286 -0.213 5.740 3.7 Pass T13 60-40 Top Girt L4x4xl/4 311 -0.248 4.866 5.1 Pass T14 40-20 Top Girt L4x4x1/4 335 -0.143 4.169 3.4 Pass T15 20-0 Top Girt L4x4xl/4 359 -0.265 3.626 7.3 Pass 11.5(b) Tl 286-280 Bottom Girt 1/2 7 -0.287 1.578 18.2 Pass Summary Leg(T15) 104.6 Acceptable Diagonal 101.1 Acceptable (T3) Horizontal 17.1 Pass (Tl) Secondary 45.7 Pass Horizontal (T15) Top Girt 11.5 Pass (T15) Bottom Girt 18.2 Pass (Tl) Bolt Checks 104.6 Acceptable RATING= 104.6 Acceptable Program Version 6.0.4.0-1/27/2012 i C)J-t �� / C,llillla— '~ at&t ( o Letter of Explanation(LOE) MUST be attached to any Structural Analysis '�'S� 4 'i�) Site Name Glens Falls �y>, Site Number 69810 PE of Record John W.Kelly,P.E.,S.E. Correct Structure Analyzed to F Code X jun.dkri-s MUST Have If,.new'5%Grace"rsstAvphfid.G to be applied ONLY ficre this Is exce.ded.TWs 6%fcm applies to Guy Tensions Adjusted Within Code to Find Optimum tension f Minimum Reinforcement(Applies to Guyed Tower Failures Only). X Note:AT&T requires a pulse chart for altered Tensions !I Antenna Azimuths Inputted Per AT&T Information.NOTE that new antennas should be calculated at 0 degrees to allow X flexibility. All Yield Stresses>-50 ksi(legs) X Yield stress taken from previous analysis,which used 361si. All Yield Stresses>=36 ksi(Diagonals and Horizontals)) X Structures Designated Class It(G Only) X Exposure B Rating Used(Topography) X K value for Slenderness ratio<1.0 X k-1.0 for legs Shielding of All Appurtenances Used when Appropriate PER X 2.6.9.4(G Code Only) 0.75 Reduction"Shape"Factor(Figure 2.6)for platform mounts, X 0.8 for T-Boom Mounts Used(G Only) Pipes and round Members have 1.0 Drag Factors.Note if Pipe is attached to flat antenna,these must be considered separately it X In compliance with the TIA-222-F Table 3 differing Drag factors are Used Are Tower Diagonals Designed as"Tension Only" % Tension and Compression MODIFICATION SECTION Statement in Deviation from NIA Alternate Value I Concept Explanation Yes No NIA Comments I Reference COLA is Col A Used correct Guyed ;Guyed Only:Reinforcement Recommendation accompanies Optimum Guy Tensioning Scenario. - -MEN= 11 Compression Failing Logs I Diagonals I Horizontals:Eftectiver Length Reduced by U43ok*d Member MM1MMI1M ■■■ NOTE:Welded Solution Must be Explained and will only he --- MEN considered in cases where other reinforcing methods will not work. Self SuPPoRmg,y, Compression Failing Legs I Diagonals Horizontals:Effectiw Length Reduced by U43oh9d Member 110111011110 ■■■■ NOTE:Welded cases where re o be Explained and will only be -_- MEN considered In cases where other reinforcing methods will not work. Monopole Compression Collars ■■■ NOTE:Welded Solution Must he Explained and will only be considered in cases where other ralntorciny methods will not --- _-_ work. --- -�� Foundation ■■ i Guyed Anchor Failure:Berm Solution SS Foundation Pad and Pier Failure Berm _-- ■ SS Foundation Caisson I Concrete Cap ■■■■ MEMEME ■■■ EXffiBIT 111B11 LICENSEE'S GROUND SPACE AND TOWER SPACE (Licensee to Provide the Satisfactory Tower Drawing) AMMM N ."��,./�,.-��r...._.. ti... .i``._...'' `"...• ter..- '^".,_J,...{++ Y00'M WAR Mot 1 PAO 1 1: 0 Impm6CIV7tlM 1 OOM0417i _6 } LNG" WNW Aunt A9 A9" � SWAVM 71i1 im AN Aor SAMIM mows Irk WYAW x erAAc LAMM VS M M��e .�, �...— AREA 1 { roo�cr duda4rar tv CAW Aar~ � �i► _ r ffi ara � S AID AA4iGM AWEA t l rM ME PLAN i� 1 1 �p pgNgWAY Lessor Initials: Lessee Initials: I