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HomeMy WebLinkAboutBLD2012-00414 === & ASSOCIATES , INC . I(razari GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION August 14,2015 KA No. 106-15137 Permit No.BLD-12-00414 Jefferson County Attn: Bldg.Dept. 621 Sheridan Street Port Townsend,WA 98368 RE: Final Letter SE54XC069 Chimacum 1219 Center Road Chimacum, WA 98325 To Whom It May Concern: In accordance with your request and authorization, we have performed special testing and inspection services for the above referenced project. The special inspection for this project was: • Structural Observation To the best of our knowledge, all work which has been tested and/or inspected has been found to be in general accordance with the approved plans and specifications, engineering revisions, and Chapter 17 of the 2012 International Building Code. If you have any questions, or if we can be of further assistance, please do not hesitate to contact our office at(360)598-2126 Respectfully submitted, KRAZAN &ASSOCIATES, INC Vijay Chaudhary,P.E. E C E I V E Th Operations Manager ---� Poulsbo AUG 2 0 2015 CC: Greign Corporation JEFFERSON COUNTY DEPT.OF COMMUNITY DEVELOPMENT With Offices Serving The Western United States 1230 Finn Hill Road NW,Suite A•Poulsbo.WA 98370•(3601598-2126•Rot.li6111 SQR-71Y7 • BUILDING PERMIT APPLIC ION BLD12-00414 Review Type: Jefferson County Department of Community Development 621 Sheridan Street Port Townsend, WA 98368 PERMIT#: BLD12-00414 Received Date: 12/26/2012 SITE ADDRESS: 1219 CENTER RD CHIMACUM, 98325 OWNER: SPRINT PHONE: 425-274-4444 XT 112 CIO KDC ARCHITECTS 4720 200TH ST SW STE 200 LYNWOOD WA 98036 SUBDIVISION: Block: Lot: T 4+ PARCEL NUMBER: 901231004 Section: 23 Township: 29 N Range: 01 W CONTRACTOR: OWNER/BUILDER PHONE: REPRESENTATIVE: REALCOM ASSOCIATES PHONE: 425-274-4444 XT 112 14432 SE EASTGATE WAY SUITE 260 PROJECT DESCRIPTIOP MODIFICATION TO CELL TOWER - INSTALL 3 PANEL ANTENNAS, 1 MICROWAVE ANTENNA,2 EQUIPMENT CABINETS & REMOVE 6 PANEL ANTENNAS AND 3 EQUIPMENT CABINETS TYPE OF WORK COM SQUARE FOOTAGE: COMMERCIAL: TYPE OF IMP NEW MAIN: INDUSTRIAL: VALUATION 20,000.00 ADD'L: HEAT TYPE: CODE EDITION: 2009 HEAT BASE: HEAT TYPE: OCCUPANCY: UNHEATED: #OF STORIES: OCCUPANCY: OTHER: CONST TYPE: GARAGE: SHORELINE: CONST TYPE: DECK: SETBACK: BANK HEIGHT: SEWAGE DISPOSAL: NUMBER OF EMPLOYEES: WATER SYSTEM: BATHROOMS: Exist: Total: Routing Date: aria Type Amount Paid 131p----- v: Date: Receipt: Approved/Date Permit $321.25 LYK 12/26/12 139848 Plan Check $208.81 LYK 12/26/12 139848 + ` State Building Code $4.50 LYK 12/26/12 139848 _ r, � 1 Total: $534.56 �"� ' Jefferson County Planning &Building Department \\4ir1cm.r1Arla1a\fnrmc\G RI r1 Ann PIA rn+ I•)I I')11') BUILDING PERMIT EXPIRATION NOTICE Jefferson County Department of Community Development 621 Sheridan Street, Port Townsend, WA 98368 (360)379-4450 FAX(360)379-4451 PERMIT#: BLD12-00414 SITE ADDRESS: 1219 CENTER RD Date Issued: 12/27/2012 CHIMACUM, WA 98325 Date Expires: 12/27/2013 APPLICANT: SPRINT C/O KDC ARCHITECTS 4720 200TH ST SW STE 200 LYNWOOD WA 98036 SUBDIVISION: BLOCK: LOTS: T 4+ PARCEL: 901231004 Section: 23 Township: 29N Range: 01 W According to our records, YOUR BUILDING PERMIT HAS NOT PASSED A FINAL INSPECTION AND WILL EXPIRE ON 12/27/2013. To keep your building permit active you must pay a $228 renewal fee. This will keep your permit active for one year after the date of expiration. If renewal fee is not paid by time of expiration, no more inspections can be performed until received. Please contact our office if you have any questions. Sincerely, Permit Technician \\tidemark\data\forms\F_BLD_Perm it_Exp_Ntc.rpt R E L C DOCUMENTATION TRANSMITTAL DATE: December 19, 2012 TO: Jefferson County 621 Sheridan Street Port Townsend, WA 98368 FROM: Allison Zike Planning Coordinator RE: Sprint Spectrum - SE54XC069- Chimacum Commercial Building Permit Application THE FOLLOWING DOCUMENTS HAVE BEEN ENCLOSED: One (1) Commercial Building Permit Application One (1) Redacted Lease Agreement/Owner Authorization One (1) Project Description One (1) Photo Simulations One (1) NIER Report Three (3) Structural Calculations (Stamped) Three (3) 11" x 17" Construction Drawings PURPOSE: If you have any questions and/or concerns about the enclosed materials, please feel free to contact me at work (425)274-4444 x112, by cellular (559) 361-2717, or via e-mail azike @realcomassoc.com. Thank you. !p, EC, 1 to 2012 U L� 12) JEFFERSON COUNTY DEPT.OF COMMUNITY DEVELOPMENT RealCom Associates,LLC 14432 SE Eastgate Way,Suite 260 Bellevue,Washington 98007 Phone(425)274-4444 Fax(425)274-4449 www.realcomassoc.com 4orklic ON eel JEFFER COUNTY • DEPARTMENT OF COMMUNITY DEVELOPMENT 621 Sheridan Street• Port Townsend•Washington 98368 A 360/379-4450 • 360/379-4451 Fax • tom „tO www.co.jefferson.wa.us/commdevelopment Master Permit Application MLA: MI £ ___ Project Description(include separate sheets as necessary):Install three(3)panel antennas and one(1) to antenna on existing monopole. Install two(2)ground-mounted equipment cabinets to existing equipment enclosure. After system testing,remove six(6)panel antennas and three(3)ground-mounted equipment cabinets. Tax Parcel Number:901231004 p Property Size: (acres/square feet) Site Address and/or Directions to Property: 1219 Center Rd Property Owner(s)of Record: RAYC)NIFR FOREST RFSOI IRCFS I P I:1 Telephone:N/A a Fax: N/A Is email: N/A 0 Mailing Address: 1901 Island Walkway PO Box 798. Fernandina Reach. Florida 39035 U Applicant/Agent(if different from owner): RealCom Associates-Allison Zike a Telephone:(425)274-4444 ext. 112 a Fax: (425)274-4449 a email:anke@realnomasson nom p Mailing Address: , , .. - a . • - .1 B-Ilevue WA 9:007 — _ ____ _ What kind of Permit?(Check each box that applies j I V C v i- 1 -0✓ urlding ❑Critical Areas Stewardship Pla�nn ' I: I Demolition Permit ❑Variance(Minor,Major or Reaysotiala Economic Use) ❑Single Family ❑Garage Attached/Detached ❑Conditional Use[C(a),C(d),or;( F( 2 6 2012 J ❑ Manufactured Home ❑ Modular ❑Discretionary"D"or Unnamed t� classi cation 0 Commercial ❑Special Use(Essential Public o ,pips)** i- ❑ Change of Use ❑Boundary Line Adjustment JEFFERSON COUNTY ❑ Address ❑Road Approach ❑Short Plat-- I ❑Home Business ❑Cottage Industry ❑Binding Site Plan** I?EP.T.OF COMMUNITY DEVELOPMEN" ❑Propane ❑Long Plat'"` ❑Sign ❑Planned Rural Residential Development(PRRD)/Amendments** ❑Allowed"Yes"Use Consistency Analysis ❑Plat Vacation/Alteration** ❑Stormwater Management ❑Shoreline Master Program Exemption/Permit Revisions** ❑Site Plan Approval Advance Determination(SPAAD)* ❑Shoreline Management Substantial Development** ❑Temporary Use ❑Shoreline Management Variance 4 Wireless Telecommunication* ❑Comprehensive Plan/UDC/Land Use District Map Amendment ❑Forest Practices Act/Release of Six-Year Moratorium ❑Jefferson County Shoreline Master Program Amendment *May require a Pre—Application Conference ❑Tree Vegetation Request **Requires a Pre-Application Conference Please identify any other local,state or federal permits required for this proposal,if known: DESIGNATION OF AGENT I hereby designate to act as my agent in matters relating to this application for permit(s). OWNER SIGNATURE See attached owner authorization and redacted lease a Date: By signing this application form,the owner/agent attests that the information provided herein,and in any attachments,is true and correct to the best of his,her or its knowledge. Any material falsehood or any omission of a material fact made by the owner/agent with respect to this application packet may result in this permit being null and void. I further agree to save,indemnify and hold harmless Jefferson County against all liabilities,judgments,court costs,reasonable attorneys fees and expenses which may in any way accrue against Jefferson County as a result of or in consequence of the granting of this permit. I further agree to provide access and right of entry to Jefferson County and its employees,representatives or agents for the sole purpose of application review and any required later inspections. Staffs access and right of entry will be assumed unless the applicant informs the County in writing at the time of the ap lication that he [ e wants prior notice. Signature: Date: /2 /11 /2-0 f2 The action or actions Appli.Pant will undertake as a result of the issuance of this permit may negatively impact upon one or more threatened or endangered species and could lead to a potential"take"of an endangered species as those terms are defined in the federal law known as the "Endangered Species Act"or"ESA."Jefferson County makes no assurances to the applicant that the actions that will be undertaken because this permit has been issued will not violate the ESA. Any individual,group or agency can file a lawsuit on behalf of an endangered species regarding your action(s)even if you are in compliance with the Jefferson County development code.The Applicant acknowledges that he,she or it holds individual and non-trans rable responsibili for adhering to and complying with the ESA. The Applicant has read this disclaimer and signs and dates it below. Signature: //LA., Date: II/ (°I I 2.b t2-- G:\PemutCenter\###FORMS###\DRD FORMS\Master Permit Application 5-29-08.doc r • • BUILDER STATEMENT The signer of this statement does hereby certify that they are the Owners of the parcel referenced herein,that they are not licensed contractors and that they will be assuming the responsibility of the General Contractor for the proposed project. Signature: Date: N/A GENERAL CONTRACTOR OR MANUFACTURED HOME INSTALLER: PHONE: FAX: N/A o ( ) ( ) MAILING ADDRESS: EMAIL: CONTRACTOR'S LICENSE 131 WAINS NUMBER: NUMBER ARCHITECT/ENGINEER: PHONE ( ) FAX:( ) MAILING ADDRESS: EMAIL Project Type: Frame Type: Bathrooms: Shorellierg E.61111c• ❑ New El Wood Existing: C � ❑ Addition ❑ Steel Proposed: Bank' 1 I ` ❑ Community System El Alteration/Remodel ❑ Concrete Total: Height( ❑ Individual System ❑ Repair ❑ Masonry me pirn@it 02012 Bedrooms: ❑ Demolition ❑ Other: Water Supply: Existing: Setb ❑ Private well ❑ T arty Type of Heat: Proposed:, 0 N1Y Total: Df°T� )gr�1 i I. OPMENT If this is a Commercial Protect you must answer the following: J Number of Parking Spaces: Current: Proposed: Number of ADA Parking Spaces: Number of occupants(includes owners,tenants,employees,etc) Current Proposed IBC Occupancy: IBC Type of construction: Will you have Food Service? Yes / No If this is a Propane Tank and/or Appliance Installation permit mark all items below that apply: i Underground Tank i Above ground Tank Size of Propane Tank: I Heat Stove i Cook Stove I Woodstove 1 Fireplace Insert I Hot Water Tank I Pellet Stove I Other Is this appliance being installed in a Manufactured/Mobile Home? Yes / No When applying for a permit to install a propane tank you must also submit a site plan showing all of the buildings,all property lines,tank location and size,distances from the propane tank to all property lines,buildings and septic system components, including the reserve area. t" j �' m^ % I i ti �, 1 � ' .li0 s' ` �' .- a Square Footage Current Proposed P � '.: 0. " � � �� _,,` t ,' - Main Floor Heated ' EH Bid App Review: 210 Floor Heated t ,. Consistency Review \n Other Heated Base fee: Neink-4,44 Mezzanine ' : Additional Section: jf Heated Basement Basement ,17.:YllAcdPirA Plan Check fee: a--P). \ __,,.,:,..,,...„,,,..„ Unheated Basement =wa i State Surcharge fee: r 1 � Other Unheated flH; �"' . Pot Water Review fee: Garage/Carport 'i' SUBTOTAL Decks l Npi 911/Rd Approach fee: I 'Other I 10'' G' kie TOTAL: $ir k tf _ Receipt Number. i +. CashlCheck Number: �[ 1 .HF ESTIMATED COST(REQUIRED) Date: •Fair market value of all labor and materials foundation to finish r - Tam+� $20 000 + Initials: GAP emvtCenter\###FORMS###\DRD FORMS\Master Permit Application 5-29-08.doc • • HATFIELD&DAWSON BENJAMIN F.DAwsoN III, PE CONSULTING ELECTRICAL ENGINEERS TELEPHONE (206)783-9151 THOMAS M.ECKELS, PE 9500 GREENWOOD AVE.N. FACSIMILE (206)789-9834 STEPHEN S.LOCKWOOD, PE SEATTLE,WASHINGTON 98103 E-MAIL pinion @ hatdaw.corn DAVID J.PINION, PE ERIK C.SWANSON, PE JAMES B.HATFIELD, PE CONSULTANT THOMAS S.GORTON, PE MICHAEL H.MEHIGAN, PE MAURY L.HATFIELD,PE (1942—2009) PAUL W.LEONARD,PE (1925—2011) NON-IONIZING ELECTROMAGNETIC EXPOSURE ANALYSIS AND ENGINEERING CERTIFICATION PREPARED FOR I] V IL ! SPRINT NEXTEL fl _�I JEFFERSON COUNTY i DEPT.OF COMMUNITY DEVELOPMENT Modified "Chimacum" Facility S E54XC069 1219 CENTER RD CHIMACUM JEFFERSON COUNTY, WASHINGTON OCTOBER 2012 • • 2 INTRODUCTION Hatfield & Dawson Consulting Engineers has been retained by RealCom Associates, LLC, to evaluate the proposed modifications to the Sprint Nextel ("Sprint") personal wireless facility "Chimacum", site designator SE54XC069, for compliance with current Federal Communications Commission (FCC) and local guidelines regarding public exposure to radiofrequency (RF) electromagnetic fields (EMFs). The Sprint facility will be modified as follows: new and replacement panel antennas for ro osed p p LTE operations, and new microwave dishes, will be added to the Chimacum tower. This is a self- supporting lattice tower at 1219 Center Rd, Chimacum, in Jefferson County, Washington 98325. DESCRIPTION OF EXISTING AND MODIFIED SPRINT OPERATIONS According to information furnished by RealCom and Sprint representatives, all of the existing and proposed Sprint panel antennas are, or will be, centered at or above the 137-foot level on the tower. The new microwave dishes will be mounted just below the Sprint panel antennas. Thus all of the Sprint antennas will be well above head-height for persons at ground level. A security fence with locking gate surrounds the base of the tower, and the radio equipment cabinets at ground level. Therefore it is unlikely that anyone other than authorized workers could approach near enough to any of the tower-mounted antennas to cause that person's RF exposure to exceed FCC limits. Personal wireless antennas antennas are highly directional; the panel antennas will project the majority of the transmitted RF energy horizontally and well above all nearby accessible areas. Thus RF exposure conditions within nearby buildings, on adjacent properties, and anywhere at ground level, due to the combined contributions from all of the personal wireless operations at this site, will be well below the FCC public exposure limits. The operation of the modified Sprint facility, in combination with the existing co-located wireless facilities, will NOT create significant RF exposure conditions in any occupancy, habitable area or publicly accessible area. Hatfield&Dawson Consulting Engineers • . � 3 ANALYSIS OF PROPOSED MICROWAVE OPERATIONS Microwave dish antennas are highly directional and project the majority of the transmitted RF energy horizontally in a narrow beam towards a fixed receiving location, and well above all nearby accessible areas. To avoid reflections and signal attenuation, microwave antennas are pointed away from all portions of adjacent buildings and other nearby obstructions. Because microwave dish antennas are orientated towards the horizon and away from habitable structures, RF exposure conditions within nearby buildings and near ground level due to dish antennas are well below the FCC public exposure limits. A six-foot tall person standing on the ground will be at least 120 feet below the radiation centers of the the Sprint microwave antennas. The contribution of the proposed microwave facility to the ground-level RF exposure environment is negligible and not worthy of further consideration. There is no need to include such microwave facilities in public RF exposure studies. CALCULATION OF MAXIMUM EXPOSURE CONDITIONS DUE TO WIRELESS OPERATIONS To verify that the existing and modified Sprint operations, in combination with the co-located wireless operations, will be in compliance with FCC and local rules regarding public exposure to RF fields, I have calculated the maximum ground-level power density and public exposure condition likely to exist near the Chimacum tower due to the Sprint facility. RF power densities and exposure conditions are computed in accordance with methods described in Evaluating Compliance with FCC Guidelines for Human Exposure to Radiofrequency Electromagnetic Fields, OET Bulletin 65,August 1997. The OET Bulletin 65 describes the methods established by the FCC for predicting compliance with the FCC-specified exposure limits. Microwave and personal wireless facilities are required to comply with the FCC "Rules & Regulations" 47 CFR §1.1310, Radiofrequency radiation exposure limits. Compliance is determined by comparing RF field predictions with the general population/uncontrolled environment (i.e., "Public") Maximum Permissible Exposure (MPE) limits allowed by the FCC rules, as specified in 47 CFR§1.1310. Hatfield&Dawson Consulting Engineers • • • 4 The following formula has been used to calculate the power densities at specific locations: S(mW/cm2)= 0.36 x ERP (watts)/(Distance in feet)2 This formula is derived from Equation 9 on page 21 of OET Bulletin 65. It includes the effect of reflections. The Effective Radiated Power (ERP) in a particular direction depends on the vertical and horizontal antenna patterns. A composite vertical antenna pattern is used to determine the predicted power density. This composite antenna pattern is a worst-case envelope that encompasses the maximums of the downward lobes of the vertical patterns of the Sprint antennas. The following analysis is based on information provided by RealCom and Sprint representatives, and known characteristics of typical wireless facilities. The analysis provides a "worst-case" model for calculating the maximum RF power density and "uncontrolled" (i.e., general public) exposure condition for a person standing at the nearest approach to the Sprint antennas. A six- foot tall person standing at ground level near the Chimacum tower would be 130 feet or more from the center lines of any of the Sprint panel antennas. ANALYSIS OF MODIFIED SPRINT PERSONAL WIRELESS OPERATIONS Sprint RF engineers have provided the following detailed information about the modified Sprint personal wireless operations at the Chimacum site. The modified facility is authorized to transmit within the 800 MHz Enhanced Specialized Mobile Radio (ESMR) frequency band, approximately 851 —866 MHz, and within the Broadband Personal Communications Service(PCS) "B", "C1"and "G" Blocks in the 1870 — 1995 MHz frequency range. Installation of new and replacement panel antennas will enable new LTE operations in the Broadband PCS frequency bands. The following calculations assume that the vertical patterns of all Sprint personal wireless antennas at this site suppress the maximum ERP downwards towards ground level by a factor of 100(i.e., 20dB) at 800 MHz frequencies, and 50(i.e., 17dB) at PCS frequencies. Hatfield& Dawson Consulting Engineers • • 5 CONTRIBUTION OF SPRINT 800 MHz BAND OPERATIONS TO RF ENVIRONMENT The maximum ERP towards the horizon from the 800 MHz operations is estimated at less than 3,250 watts with all CDMA and iDEN channels activated. The estimated downwards ERP from these operations is 32.5 watts = 3,250/ 100. By use of the power density formula given on page 4, with input values of 32.5 watts downwards ERP, and a distance of 130 feet, the worst-case calculated power density at head-height due to the Sprint 800 MHz band operations is 0.000692 mW/cm2. The Sprint 800 MHz base station transmit frequency band is approximately 851 — 866 MHz. The Public MPE limit for the lowest base station transmit frequency is 0.567 mW/cm2= 851 / 1500. The worst-case calculated exposure condition resulting from the Sprint 800 MHz operations is the power density divided by the Public MPE limit for the lowest base station transmit frequency: 0.122% of the Public MPE limit= 100% x 0.000692/0.567 Therefore all ground-level areas near the Chimacum tower are expected to have exposure conditions less than 0.122% of the Public MPE limit due to the Sprint 800 MHz band operations. CONTRIBUTION OF SPRINT PCS OPERATIONS TO RF EXPOSURE ENVIRONMENT According to Sprint RF engineers, the maximum ERP towards the horizon from the proposed PCS operations will be less than 6,000 watts with all CDMA and LTE channels activated. Therefore the worst-case downward ERP from the PCS operations will be 120 watts=6,000/50. By use of the power density formula shown on page 4, with input values of 120 watts downwards ERP, and a distance of 130 feet, the worst-case calculated power density at head height from the Sprint PCS operations to a six-foot person standing near the monopole is 0.00256 mW/cm2. Hatfield&Dawson Consulting Engineers • • 6 The Public MPE limit for the Sprint PCS frequency range of 1870— 1995 MHz is 1.0 mW/cm2. The worst-case calculated exposure condition resulting from the Sprint PCS operations is the power density divided by the Public MPE limit for PCS frequencies: 0.256% of the Public MPE limit= 100% x 0. 00256/ 1.0 Therefore all ground-level areas near the Chimacum tower are expected to have exposure conditions less than 0.256% of the Public MPE limit due to the Sprint PCS operations. COMBINED RF EXPOSURE CONDITION DUE TO 800 MHz AND PCS OPERATIONS It is highly unlikely that the locations of the highest RF exposure conditions resulting from the existing and modified Sprint wireless operations would coincide at ground level. However, in order to determine a worst-case estimate, we can sum the highest predicted exposure condition from each operation to provide a worst-case estimate of the future exposure environment at any ground-level area on or near the Chimacum site. The predicted maximum worst-case RF exposure condition near the Chimacum tower resulting from all existing and modified wireless operations is the arithmetic sum of the percent contribution from each operation: Maximum Predicted RF Exposure Level = 0.38% of the Public MPE limit= 0.122% + 0.256% This maximum predicted combined public exposure condition of 0.38%, due to all Sprint operations at the Chimacum site, is less than 1/260'of the 100% MPE limit. Thus the existing and modified Sprint wireless operations at the Chimacum site will not have a significant environmental impact as defined by the FCC Public MPE limits. Furthermore, the modified Sprint facility will not cause the existing co-located wireless facilities to exceed NIER exposure standards. Hatfield&Dawson Consulting Engineers • • 7 FCC COMPLIANCE The FCC has determined through calculations and technical analysis that ESMR and PCS facilities, such as those operated by Sprint, are highly unlikely to cause human RF exposures in excess of FCC guideline limits. In particular, ESMR and PCS facilities with non-building-mounted antennas greater than 10 meters (about 33 feet) above ground level are considered to have such a low impact on overall exposure conditions that they are "categorically excluded" (i.e., exempt) from the requirement for routine environmental assessment regarding RF exposure hazards. Thus according to FCC rules, the modified Sprint personal wireless facility, with all panel antennas centered at or above the 137-foot level, is exempt from further RF safety environmental assessment because it is presumed to be in compliance with the FCC RF exposure rules and guidelines. The theoretical calculations and worst-case exposure predictions presented in this report indicate that exposure conditions in publicly-accessible areas will be far less than the 100% FCC Public MPE limit due to the modified Sprint facility. Therefore the modified facility is expected to be compliant with FCC rules regarding public RF exposure provided that direct access to the Sprint antennas is positively restricted. Because the modified Sprint Wireless facility will be in compliance with federal rules, it will also be in compliance with local regulations concerning RF emissions. COMPLIANCE WITH FCC REGULATIONS FOR RF EMISSIONS AND RF INTERFERENCE All of the transmitting antennas on the Chimacum tower project the majority of the transmitted RF energy horizontally with very little energy directed downwards, backwards or sideways from the antenna apertures. Furthermore, the antennas associated with the modified wireless facility are mounted with ample separation from all other wireless facilities. This is an extremely favorable antenna geometry because it limits the RF interaction between the various wireless facilities, and thus serves to minimize the potential for Radio Frequency Interference (RFI). Hatfield&Dawson Consulting Engineers • • 8 It is expected that the RF interaction between all of the Sprint wireless operations will be low enough to preclude the likelihood of localized interference caused by the modified Sprint Wireless facility to the reception of any other communications signals. All of the Sprint antennas are sufficiently high enough, and far enough removed from all occupancies, that they are unlikely to cause interference with nearby consumer receivers or other consumer electronic devices. Transmission equipment for the wireless facilities at this site is certified by the FCC under the equipment authorization procedures set forth in the FCC rules. This assures that the wireless facilities will transmit within the desired base-station frequency bands at authorized power levels, and that spurious emissions are within FCC specifications. The modified Sprint Wireless facility will operate in accordance with all FCC rules regarding power, signal bandwidth, interference mitigation, and good RF engineering practices. Under FCC rules, licensees of wireless facilities are required to protect all other FCC-licensed and coordinated facilities from harmful interference. Therefore other personal wireless facilities must protect the modified Sprint facility from interference, and vice versa. If harmful interference does occur, the licensees are expected to resolve the problem through a cooperative resolution process. Should this process fail to eliminate the interference, the FCC will resolve the issue. The FCC is the sole and final arbiter of such interference issues, and the Commission's jurisdiction in the area of RF interference matters preempts all local regulation. COMPLIANCE WITH LOCAL REGULATIONS Because the modified Sprint Wireless facility is in compliance with federal rules, it is also in compliance with local regulations concerning RF emissions. Hatfield&Dawson Consulting Engineers • • 9 The following is the complete text of 47 U.S.C. §332(c)(7)(8)(iv): "No State or local government or instrumentality thereof may regulate the placement, construction, and modification of personal wireless service facilities on the basis of the environmental effects of radio frequency emissions to the extent that such facilities comply with the Commission's regulations concerning such emissions." CONCLUSIONS BASED ON CALCULATIONS AND REGULATIONS The modified Sprint Wireless facility "Chimacum", site designator SE54XC069, will be in compliance with current FCC and local rules regarding radiofrequency interference and public exposure to radiofrequency electromagnetic fields. This conclusion is based on information supplied by RealCom and Sprint representatives, and estimates of future RF exposure conditions due to the modified Sprint facility. The stated conclusions are based on FCC rules and recommendations, and the comparison of predicted RF conditions in specific areas with the corresponding safe exposure guidelines set forth in the FCC rules. The FCC exposure limits are based on recommendations by federal and private entities with the appropriate expertise in human safety issues. Under the Commission's rules, licensees are required to ensure compliance with the limits for maximum permissible exposure (MPE) established by the FCC. These limits have been developed based on guidelines provided by the Institute of Electrical and Electronics Engineers, Inc. (IEEE) and the National Council on Radiation Protection and Measurements (NCRP). Both the NCRP and IEEE guidelines were developed by scientists and engineers with a great deal of experience and knowledge in the area of RF biological effects and related issues. To ensure full compliance with current FCC rules regarding human exposure to radiofrequency electromagnetic fields, the Sprint transmitters should be turned off whenever maintenance and repair personnel are required to work in the immediate vicinity of the Sprint antennas. This safety Hatfield&Dawson Consulting Engineers • • 10 procedure should apply to all existing and future wireless transmission facilities at the project site. All instances of antenna-related work require that the subject antennas be completely de- energized. QUALIFICATIONS I am a Senior Member of the IEEE. As a partner in the firm of Hatfield & Dawson Consulting Engineers I am registered as a Professional Engineer in the States of Washington, Oregon, California and Hawaii. I am an experienced radio engineer with over 30 years of professional engineering experience, whose qualifications are a matter of record with the Federal Communications Commission, and I hold an FCC General Radiotelephone Operator License PG- 12-21740. All representations contained herein are true to the best of my knowledge. 8 October 2012 wAske S` c p Q / 4 i32 909 David J. Pinion, P.E. Hatfield& Dawson Consulting Engineers S • PROJECT DESCRIPTION INTRODUCTION Sprint Spectrum (here after referred to as "Sprint") is a wireless telephone company operating throughout the United States of America. Sprint is licensed to operate in the United States by the Federal Communications Commission (FCC). Sprint is currently expanding its network in the Jefferson County area to make available improved telephone service and provide wireless capacity to its subscribers. This proposal describes the scope of the proposed project by providing specific information regarding the project location, zoning, specifications, and required services. It is Sprint's desire to work with Jefferson County to ensure that this project is consistent with local ordinances and zoning regulations while providing wireless coverage to Sprint's customers and provide critical communication services for emergency, business, and personal use. Project Goals The goal of the Sprint SE54XC069 - Chimacum Site is to upgrade Sprint's existing network to provide better telephone service. Sprint intends to achieve these network goals consistent with all policies and ordinances of Jefferson County. Application Request Plan The applicant is requesting the following: • Administrative Land-Use Review• Commercial Building Permit Approval I i ' UCL. L C G JEFFERSON COUNTY _ DEPT.OF COMMUNITY DEVELOPMENT Sprint Spectrum SE54XC069- Chimacum Page 1 ` T • • • GENERAL PROJECT DESCRIPTION Project Overview The applicant, Sprint, proposes to modify an existing telecommunication facility located at 1219 Center Road, Chimacum,Washington (Parcel No. 901231004) to provide expanded services. The proposed modification consists of the following: install three (3) panel antennas and one (1) microwave antennas to existing monopole; and, install two (2) ground-mounted equipment cabinets to existing equipment area. After system testing, remove six (6) existing panel antennas three (3) existing equipment cabinets. Please see Sheet A-2 and A-3 for additional information. Facility Specifications • Antennas - Sprint is proposing to add three (3) panel antennas and one (1) microwave antennas to an existing wireless facility and remove six (6) existing antennas after system testing. • Equipment Cabinets - Sprint is proposing to install two (2) ground-mounted equipment cabinets to the existing equipment area and remove three (3) ground-mounted equipment cabinets after system testing. • Color - The antennas and associated mounting hardware will be painted to match the existing site conditions. • Facility Maintenance - The facility is generally serviced once a month. One (1) to two (2) employees are on site for an average of four (4) hours of maintenance checks. This check is typically for preventive maintenance purposes. In the event of a problem, a crew is dispatched to the site immediately. • Landscaping/Screening- No changes are proposed to the existing on-site vegetation and/or screening. GENERAL SITE ANALYSIS Zoning General Plan Designation The site is zoned Forest Land (8300). Sprint's proposed antenna modifications are a permitted use according to Jefferson County Code (ICC) § 18.42.020: (1) Scope.This chapter applies to the location,placement,construction and modification of licensed or unlicensed personal wireless service facilities as defined in this chapter. In addition to any other required permits, all proposals to locate, place, construct or modify a wireless communications facility shall be subject to the appropriate design review standards set forth in this chapter. (2) Exemptions.The following personal wireless service facilities are exempt from the provisions of this chapter: Splint Spectrum SE54XC069-Chimacum Page 2 • (a) Governmental wireless communication facilities used for temporary emergency communications in the event of a disaster, emergency preparedness and public health or safety purposes; (b) Two-way communication transmitters used by fire, police, and emergency aid or ambulance services (c) Citizen band radio transmitters and antennas or antennas operated by federally licensed amateur("ham")radio operators; (d) Emergency or routine repairs, reconstruction, or routine maintenance of previously approved facilities, or replacement of transmitters, antennas, or other components of previously approved facilities which do not create a change in visual impact; (e) Military and civilian radars and marine vessel traffic communication facilities, operating within FCC regulated frequency ranges,for the purpose of defense,marine or aircraft safety; (1) Temporary personal wireless service facilities; provided, that the county is notified in advance of the need for such facilities and the duration of their use;and (g) Existing facilities,subject to the requirements of JCC 18.42.100. lOrd.6-99 S 1] Accordingly, Sprint. Spectrum is requesting the review and approval of a Commercial Building Permit. Design Review Standards According to Jefferson County Code (ICC) § 18.42.090(1) Design Review Standards-General: (a) Wireless communications facilities including attached or colocated antennas, towers,and equipment enclosures shall be painted a non-reflective color that blends with the surroundings. Appropriate colors may include earth tones and muted grays,blues,and greens in broken patterns. Sprint's proposed antennas and mounting hardware will be painted to match existing site conditions. (b) Tower Spacing. New wireless facility towers shall not be allowed within 2,000 feet of an existing tower, unless the applicant demonstrates through the colocation procedure set forth in JCC 1 t_I2_070 that colocation on the existing tower is not feasible. Such demonstration shall include but not be limited to a structural analysis of the existing tower provided by a structural engineer licensed in the state of Washington. Sprint's proposed modifications are to an existing monopole wireless facility, therefore, the above regulation is not applicable. (c) Tower lighting shall not be allowed except as required by the FAA. No lights will be on site unless required by the FAA or the FCC. (d) Setbacks. For all new towers that are 60 feet or less in height, the standard setbacks of the underlying zone shall apply. For all new towers that are greater than 60 feet in height, the standard setbacks of the applicable zone Sprint Spectrum SE54XC069- Chmiacum Page 3 • • shall be increased by one foot for every one foot of additional height above 60 feet; provided, that this requirement may be waived by the director or hearing examiner, as appropriate, based on a finding that lesser setbacks and/or the use of additional screening are adequate to ameliorate aesthetic and visual impacts. All equipment shelters shall comply with setbacks of the applicable zone. Sprint's proposed modifications are to an existing monopole. No existing setbacks will be modified. (e) Fencing and Security. Wireless facility towers and accessory equipment shall be enclosed by a minimum six-foot high security fence,as required for public safety. Sprint's proposed equipment cabinet modifications will be within the existing equipment enclosure that has an existing six-foot high security fence. (f) Equipment Enclosures. (i) Ground-mounted equipment enclosures shall be the smallest size practicable. (ii) Equipment enclosures mounted on alternative structures shall not extend more than six feet above the height of adjacent portions of the structure that screen the equipment enclosure. If mounted on buildings, equipment enclosures shall be placed within the interior of buildings, whenever technically feasible. If located on the roof of a building, equipment enclosures shall either be concealed or camouflaged with a design that is architecturally compatible with the building.. The proposed equipment cabinet modifications are located within the existing equipment enclosure and will not modify the dimensions of the existing equipment enclosure. (f) Noise generated by a wireless facility shall not exceed the maximum environmental noise levels set forth in Chapter (7,):69 WAC as it is now in effect or hereafter amended. Sprint's site will comply with all applicable noise regulations. (h) Landscaping and Screening. (i)A landscaping plan shall be submitted with all applications for towers and equipment enclosures in commercial and residential districts and in agricultural lands. Landscaping shall be placed outside the security fence and shall consist of fast-growing vegetation with a minimum planted height of six feet, placed so as to form a solid hedge within two years of planting. (ii)Existing vegetation that conceals or screens a proposed facility from view (including antennas, towers, and equipment enclosures) shall be preserved to the greatest extent feasible consistent with the operation of the facility. If existing ve g etation is not adequate to screen the facility, , additional vegetation shall be planted in order to adequately screen the facility. For all screening, the use of trees with significant height and fullness upon maturity shall be required. (iii) If it is not possible to achieve adequate screening by preserving vegetation on the site,the wireless facility provider shall lease or secure an easement for additional land to preserve existing significant vegetation or to allow the planting of additional vegetation. Sprint Spectrum SE54XC069- Chimacum Page 4 • r Sprint's proposal does not include any changes to existing landscaping and/or screening. (i) Camouflage and Concealment. Wireless communications facilities shall blend with and not disturb the visual character of their settings to the greatest extent practicable. Sprint's proposed modifications are to an existing wireless communication facility. The proposed antennas and mounting hardware will be painted to match the existing tower in order to minimize the impact on the visual character of the surrounding area to the greatest extent possible. (j) Security lighting for equipment enclosures shall be minimized. It shall be oriented downward and shielded so that the light falls only within the boundaries of the property and shall be triggered only by a motion sensor. No lights will be on site unless required by the FAA or the FCC. (k) Signs and Symbols. Signs, symbols,flags,banners or other devices shall not be attached to or painted or inscribed upon any tower or antenna;provided,that the flags of the United States and the state of Washington may be flown from towers and antennas disguised as flag poles.A telephone number and person to call for information or in the event of an emergency shall be posted at the site. No signs or signals will be on site unless required by the FAA or the FCC. Emergency contact information will be visibly posted onsite. (1) Security and Maintenance. The provider and co-applicants shall protect the facility from unauthorized access consistent with the purpose of protecting the public health, safety and welfare. The provider and co-applicants shall maintain the facility in a good and safe condition and preserve its original appearance and concealment or camouflage elements incorporated into the design at the time of approval. Such maintenance shall include, but not be limited to, such items as painting, structural repair, repair of equipment and maintenance of landscaping. The existing equipment and tower enclosure is secured by a six-foot fence with barbed wire to protect the facility from unauthorized access. (in)Antenna Mounting. (i) Roof-mounted antennas and/or antenna arrays located on alternative structures shall be concealed when viewed from ground level adjacent to the structure unless this is not technically feasible, in which case the antennas or antenna arrays shall be camouflaged to the extent practicable. (ii) Side-mounted antennas shall be mounted flush on the exterior wall of the building and not project above the wall on which it is mounted. If this is not technically possible, such antennas shall either be concealed or camouflaged into the building design to the extent practicable. The proposed antenna modifications are located on an existing monopole. Sprint Spectrum SE54XC069- Chirnacutn Page 5 S • Existing Use The subject area accommodates existing telecommunication facilities. Access/Circulation The site will be accessed by the existing right of entry. There are no traffic impacts associated with these types of facilities as they are unmanned and require infrequent maintenance. Federal Requirements Sprint's telecommunication facility will meet or exceed current standards and regulations of the FAA, the FCC, and any other agency of the Federal government with the authority to regulate towers and antennas. Sprint's site will conform to all FAA/FCC regulations, and because the maximum ERP is less than two thousand (2,000) watts and/or the height of the facility is greater than ten meters (10m), an environmental evaluation of radio frequency emissions is exempted per CFR Title 47 Part 24, Subpart E. Sprint has a license from the FCC to provide wireless telecommunication services throughout Washington State. Sprint Spectrum SE5/XC069- Chimac um Page 6 y • • EXHIBIT "A" TO TINE ; r MASTER COLLOCATION SUBLEASE-,tWREEMENT t k DEC z 6 Lvi2 !i Site Lease Acknowledg i pp( JEFFERSON COUNTY This Site ,,L se Acknowledgment ("SLA") is made and ¢nterg_dpTimttoo+�g;Uot t�Ei 1O�R da, of \hi , 2001, by and between VoiceStream PV/SS PCS, L.P., a Delaware limited parts rship, f/k/a VoiceStream PCS BTA I Corporation, as agent for Cook Inlet/VoiceStream PV/SS PCS L.P., a subsidiary of VoiceStream. Wireless Corporation, a Delaware corporation hereinafter designated as ("Landlord") and SPRINT SPECTRUM L.P., a Delaware limited partnership hereinafter designated as ("Tenant"), pursuant and subject to that certain Master Collocation Sublease Agreement ("Agreement") dated as of October 14, 1999. Unless otherwise defined herein, all capitalized terms have the meanings ascribed to them in the Agreement. 1. Subject to the terms of the applicable Ground Lease, Landlord subleases to Tenant a portion of the Site located in the City of Chimacum, the County of Jefferson, and the State of Washington, more particularly described as a 40' by 40' area containing approximately 1600 square feet situated at 1219 Center Road, together with the non- exclusive right for ingress and egress, on foot or motor vehicle, including trucks, and for the installation and maintenance of utility wires, poles, cables, conduits and pipes over, under or along a 40' wide right-of-way extending from the nearest public right-of-way, to Center Road the Premises, the Premises and right-of-way for access being substantially , as described herein in Attachment "1" to this SLA attached hereto and made a•part hereof. 2. Tenant has the'right to install, maintain and operate, without cost to Landlord, only the Communications Facility described in the following specifications and at the following locations("Premises"): • Landlord's Site Reference Number: SE6101A/Chimacum Tenant's Site Reference Number. SE54XC069A/Center Road Antenna Manufacturer and Type-Number: . . CSA PCS A 065-19-2 Number of Antennas: Twelve(121 Weight and Dimension of Antenna(s)(L x W x D): . 7.5"x 9.2"x 7.5"/24.6 lbs. Number of Transmission Lines: Twelve(12) Transmission Line Mfr.and Type No.: Cablewave Diameter and Length of Transmission Line: 1- 1/8". 170' Location of Antennas)on Antenna Support Structure(as described in Attachment"2"): 135' Direction of Radiation: 100-220-340 . • Equipment Building/Ground Space Dimensions (as described in Attachment"3"): 10'x 20' Frequencies/Max.Power Output: 1955 MHz 3. The monthly Fee due and payable by Tenant to Landlord is as set forth in Exhibit "C" to the Master Collocation Sublease Agreement between the parties dated October 14, 1999, and entitled "Fee Schedule". VoiceStream Site Reference: SE6101A/Chimacum 06/26/01;Page 1 Sprint Site Reference: SE54XC069A/Center Road • CIibPDF- www.fastio.com _ • • The Fee for the Premises will be increased annually on the anniversary date of the lease by an amount equal of the annual Fee for the previous year. 4. The Commenceme nt Date of this SLA will be upon commencement of construction or installation of equipment at the Premises or ninety (90) 'days from the date hereof, whichever occurs first. For purposes of this SLA, any physical activity on the Site by Tenant, other than those preliminary,activities set forth in Section 5 of the Agreement, will constitute the commencement of the construction.- 5. The parties acknowledge that Landlord's rights in the property derive from a certain agreement dated March 15, 2000 between ANE Forests of Puget Sound Inc. and VoiceStream PV/SS PCS, L.P., f/k/a VoiceStream PCS BTA I Corporation, as agent for Cook Inlet/VoiceStream PV/SS PCS L.P., hereinafter referred to as the "Ground Lease" and attached hereto as Attachment "4" to this SLA. 6. The consent of the Ground Lease landowner to this SLA is required and the executed Landowner's Consent to Sublease and Agreement is attached hereto as Attachment "5" to this SLA. Tenant shall follow through with all required due diligence as is required in such Consent to Sublease and Agreement. • 7. Any notice or demand required to be given in the Agreement will, in addition-to the parties identified in Section 25,be made to the following Authorized Landlord: Authorized Landlord: . VoiceStream PV/SS PCS, L.P. Attn: Lease Administrator . 19807 North Creek Parkway North . Bothell, WA 98011 • With a copy to: .VoiceStream PV/SS PCS,L.P. Attn: Leasing Department/Legal Department 12920 SE 38th Street Bellevue, WA 98006 0 8. The list of contact persons is set forth on Attachment 6 to this SLA. • • • VoiceStream Site Reference:SE6101 A/Chimacum 06/26/01;Page 2 Sprint Site Reference: SE54XC069A/Center Road • • CIihPDF- www.fastio.com • • • ' • IN WITNESS WHEREOF, the Parties hereto have set their hands the day and year first above written. VoiceStream PV .S PCS,L.P. • iii' . BY: WITNESS Na _ TI ' aey • Approved as to for �_"�` •a• - - Ounsel „rational rporar Attorney PRI T SPECTRUM L.P. O By: _ ,► WITNESS Name: Title: Ju�iues Amato Site Development Manager Sprint Spectrum,L.P. • • • • • • • • • VoiceStream Site Reference: SE6101A/Chimacum 06/26/01;Page 3 Sprint Site Reference: SE54XC069A/Center Road _CIihP©F - www.fastio.com • Fiscal Authorization Policy . SPRINT PCS ATTACHMENT C TEMPORARY DELEGATION OF APPROVAL AUTHORITY To: VP, Controller -Sprint PCS ' Aut orizing Name(Print/Type) Title in accordance with Sprint PCS Financial Policy,paragraph 9.1,do hereby delegate my fiscal —approval authority to: )çü V AfkAa A r- E loyee Name(Print/Type) Title for the following department(s): Department Number(s) - • This delegation is effective for the period U IZI to LP( e27 (not to exceed 30 days)and is necessary due to 11:a i, At= I v Q,a (reason:e.g.absence, vacation,etc.) I.Signatu of p .rson receiving temporary delegation Date ff,ff./,,n/ /f!'',.:7,',,.:"; ,X,:' .4 - i / Signature of person whose authority is being delegated Date A copy of this completed form should accompany all individual financial commitments or expenditure documentation approved under the above temporary delegation. . • Revised 11,03/00 -CIibPDF - www.fastio.com - . - _ • • STATE OF WASHINGTON ) )ss. COUNTY OF KING ) I certify that I know or have satisfactory evidence that is the person who p�e 'ed before me, and said person acknowledged that he/seiRignV C d t 1 tsiument, on oath stated thatefshe was authorized to execute the instrument and acknowledged it as the • • e _ _ _ _ ofrVoice Stream PV/SS PCS,L.P.to be the free and voluntary act of such party or e uses :p i a •ya '. d• •the instrument. I. d Dated: _„..--1,1, i T n,}, • /, 6 4,. � ' Notary Pub1i NANCY ANDERSON :Ii..._ Print Name t N r✓Y `'i);:-...,,,,,Ni 1-4 My commission expires 3171 ID'E :,,. `V4Skil%) . L'OMissic,�i E E r AkC.. .. kt • (Use this space for notary stamp/seal) STATE OF 2CZ LCc0✓/UGt. ) is. COUNTY OF Ala-0...(eC(A ) • I certify that I know or have satisfactory evidence that JC S J4ML0b is the , person who appeared before me, and said person acknowledged that he/s0 signed this instrument, on oath stated that he/slie was authorized to execute the instrument and acknowledged it as Site._. JJ . 4t-?1atag46.of•SPRINT SPECTRUM L.P. to be the free and voluntary act of such party for the uses and purposes mentioned in the instrument. Dated: 6/2-110i r26.41."b-t 'E Notary Public g 1 MArI- r� Print Name 1. ,:<.. Commission#`1205818 =` My commission expires (Z/2_Et-f O Z i� '::` y-;: Notary Public-Caiitomia t, :te r; Contra Costa County - '411: :` My Comm.ivpir Dtx24.2E02 (Use this space for notary stamp/seal) VoiceStream Site Reference: SE6101A/Chimacum 06/26/01;Page 4 Sprint Site Reference: SE54XC069A/Center Road CIihPDF-www.fastio.com . • Attachment"1" to the SLA Description of Site • Description of Site is attached hereto. LEGAL OESCRIPTION FOR!C7C- 35417 PARCEL If • THE SOUTHWEST QUARTER OF THE NORTHQAST QUARTER. THE NORTHEAST QUARTER OP TEE • SOUTHEAST QUARTER. TEE SOUTH HALF OF THE SOUTHEAST QUARTER, AND TEE EAST swot-EIGHTS (7/9) OF THE NORTHWEST QUARTER OF THE SOUTHEAST QUARTER IN SECTION 23, TOWNSHIP 29 NORTH, 9ABG! 1 WEST. M.M., IN JEFFERSON O GHTY, WASHINGTON. PAW= Is THAT PORTION OF THE NORTE HALF OP THE NORTHEAST QUARTER OP SECTION 23. TOWNSHIP 29 NORTH, RANG 1 WEST.,S.M., JEFFERSON COUNTY, WASHINfT[ON, AND DESCRIBED AS FOLLOWS, BEGINNING AT A POINT ON THE NORTH LINE OP SAID SECTION 23 MICR POINT IS WORTH 89'45'35• EAST 316.66 FEET IRON THE NORTH QUARTER SECTION CORNER Or S AID SECTION 23, AND IS LOCATED AT THE NORTHWEST CORNER Or TEE EAST HALF OF TEE WEST HALF OF TEE NORTHWEST QD3R=OF THE NORTHEAST QUARTER OF SAID . SECTION 231 TREECE FROM SAID POINT OF BEGINNING SOUTH 1.01.31" WEST, ALONG • THE WEST LINE OF SAID EAST RALF OF TEE WEST HALF OF TEE NORTHWEST QUARTER OF THE NORTHEAST QUARTER, A DISTANCE OF 1315.21 FEET TO THE SOUTHWEST CORNER =nor: THENCE NORTH 89.26.27" EAST, ALONG TEE SOUTH LINE OF THE NORTH RALF OP TEE NORTHEAST QUARTER OF SAID SECTION 23. A DISTNCS OF 1522.20 FEET, MORE OR LEES. TO TEE POINT OF INI'ERSECFION WITS TEE SOUTHWESTERLY LINE OF THE RIGHT OF WAY OP THE •TOREELSON CODTY ROAD", RBICH POINT OP INTERSECTION IS SOUTH 89.26'27• WEST 713.76 FEET FROM TEE SOUTHEAST COINER OF TEC NORTHEAST • QUARTER OF TEE NORTHEAST QUARTER OP SAID SECTION 23;'ONCE FROM SAID POINT OF INTERSECTION NORTH 53'30.25' WEST. ALONG TKO SOUTHWESTER.? LINE OF SAID cOtII,'FY ROAD RIGHT OF WAY, A DISTANCE OP 116.30 FEET; THENCE LEAVING SAID SOUTHWESTERLY RIGHT OF WAY LINE AND CONTINUING NORTH 86.49'06' WEST 79.05 • FEET; THENCE NORTE 43•53.29• NEST 207.34 FELT; THENCE NORTE 40.12'57" WEST 114.59 FEET: THENCE MIRTH 49'34'47' WEST 239.63 FEE': THENCE NORTE 72'55'51' WEST 120.44 FEET; THENCE Kam.38'24'20" WEST 351.93 FEET: THENCE NORTH 18•22'25" WEST 402.93 FEET: THENCE NORTE 32.05'28" LAST 76.99 FEET, MORE OR LESS. TO APOINT OF THE SOUTHWESTERLY LINE OF THE RIGHT OF WAY OF AFORESAID • •TORSEISON COUNTY ROAD'; now= NORTS 30.08.30• NEST, ALONG THE SOUTHWESTERLY LINE OF SAID COUNTY ROAD mama,WAY, A DISTANCE OF 69.17 FEET TO THE POINT OF INTERSECTION RITE TEE NORTH LIEF OF SAID SECTION 23: THENCE sours 87.45'39' WEST, ALONG TEE NORTH LINL OF SAID SECTION 23, A DISTANCE OF 949.95 • FEET TO THE POINT OF BBOINWIRG: EXCEPT •TOREELSON COUNTY ROAD' RIGHT OF WAY; - ALSO EXCEPT THE FOLLOWING DESCRIBED PROPERTY: BEGINNING AT A POINT'ON THE SCWTIG•ALY LIINE-OP THE NORTHEAST QUARTER OF THE NORTHEAST QUARTER OF SAID SECTION 13. WHICH POINT REARS NORTE 89.26'27' EAST 572.06 FEET FROM THE SOUTHWEST CORNER OF SAID SUBDIVISION: THENCE NORTH !3.30'25" NEST 116.30 FEET: TNENCR NORTH 18'49'05' WEST 79.05 FEET; THENCE (COntinuedl • VoiceStream Site Reference:SE6101A/Chimacum 06/26/01;Page 5 Sprint Site Reference: SE54XC069A/Center Road CIibPDF -vww.fa-stio.com t , • • • • NORTH 43'53.28" WEST 207.14 FEET; T'BENCE NORTH 40.12'59' WEST 114.59 FEET: THENCE NORTH 49.36'47" WEST 239.63 FEET: THENCE NORTH 72.55'51" WEST 120.44 FEET TO THE TRUE POINT OP BEGINNING, SAID POINT BEING MARKED BY AN IRON ROD; THENCE SOUTH 49.20'40" WEST 144.99 FEET TO AN IRON ROD; THENCE NORTH 42.49'20" WEST 263.22 FEET TO AN IRON ROAD;.THENCE NORTH 49•50.40" EAST • 75.59 FEET TO AN IRON ROAD; THF3= NORTH 48'54'40• EAST 89.63 FEET TO AN • • IRON ROAD; THENCE SOUTH 38'24'20" EAST 263.78 FEET, MORE OR LESS. TO THE • TRUE.POINT OP BEGINNING. PARCEL 3: THAT PORTION OF THE NORTE HALF OF THE NORTHEAST QUARTER, SECTION 23, TOWNSHIP 29 NORTH, RANGE 1 WEST, N.M., IN JEFFERSON COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: • BEGINNING AT A POINT WHICH BEARS NORTH 89'26'27" EAST 572.06 FEET AND NORTH 53.30'25" WEST 116.30 FEET FROM TEE SOUTHWEST CORNER OF THE NORTHEAST QUARTER OF THE NORTHEAST QUARTER OF SAID SECTION 23, SAID POINT BEING IN CCM4ON WITH THE SOUTHERLY EDGE OF THE 'TORBFS.SON•'COVNTY ROAD": THENCE NORTH 8B'49'06" WEST 79.05 FEET; THENCE NORTH 43'53'28" WEST 81.64 FEET TO AN IRON ROD: THENCE NORTH 01.46'35" EAST 80.56 FEET TO THE SOUTHERLY EDGE OF SAID COUNTY ROAD; THENCE SOUTH 44'19'55" EAST ALONG SAID SOUTHERLY EDGE • 191.16 FEET, MORE OR LESS, TO THE POINT OF BEGINNING. • PARCEL 4: THAT PORTION OF THE SOUTHEAST QUARTER OF THE NORTHEAST QUARTER OF SECTION - . 23, TOWNSHIP 29 NORTH, RANGE 1 WEST, N.M., IN JEFFERSON COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEGINNING AT THE NORTHWEST CORNER OF SAID SOUTHEAST QUARTER OF THE NORTHEAST QUARTER OF SAID SECTION 23; THENCE SOUTH 1320 FEET. MORE OR LESS, TO THE SOUTHWEST CORNER OF SAID SUBDIVISION: THENCE EAST 1320 FEET. MORE OR • LESS, TO TEE SOUTHEAST CORNER OF SAID SUBDIVISION; THENCE NORTRWESTERLY TO A POINT ON THE NORTH LINE OF SAID SUBDIVISION WHICH IS 891 FEET WEST FROM THE NORTHEAST CORNER OF SAID SUBDIVISION; THENCE-WEST 42S FEET, MORE OR • LESS, TO THE POINT OF BEGINNING. ALL SITUATE IN COUNTY OF JEFFERSON, STATE OF WASHINGTON. • VoiceStream Site Reference:SE6101A/Chimacum • Sprint Site Reference: SE54XC069A/Center Road CIibPDF -www.fastio.com • Attachment"2" to the SLA Location of Antennas Location of Antennas is attached hereto. • • VoiceStream Site Reference:SE6101A/Chimacum 06/26/01;Page 6 Sprint Site Reference: SE54XC069A/Center Road • CIibPDF -www.fastio.com - ` —:— 1 1 G .A11111111111111• g9 ipp ,,, :;I' Z Q C7 $ ■Oh i0 " o Q_ 1,,,C 1 m i p I ��� a N i U C) S 0 4 ri ` ''L I j _• i :,;� / K /` of 1110/0 , � A'�'� I �\ /\ f ` "�, � I ++ \'•\ ,r i,;,I,_ _4o i , `1%is !�%ri%e��i r i<1 1- , , 1.v,,i 40.!..' / . - ,N.,0 • 1; f �... ! ; if l 6 .I • f ' 1 _iii \,I it airmWr „ r„"" '' 1 „ @l 1! in mil gV 1; 718 [ 9-I ' ,N i I ig 11 :n.; w z::m^:v=•a►-±=�► ∎i—MP�♦W' PP%/�%/ .W.gP1r4gK4A°111 I. • III . - Ell Z a a I .--_-11 a < ifill ! : d . 1, •,„ i -I' il . _ • :CIihPDF -www:fastio.c:om - . . i I-,,,". 4„,.., ,1 • ,( . -,' -1- ., . ..,. . - 1 .;6-4: ',.4,,i ..."t, .• , . • ' . ,-441°° 1 — . tih■-V. ..1.4/1*-• . : t.,. r°'•:.- -; -ItI ■MEg 64 • .! rrtP - 4, ., .. .. - .•.-.- ., fi. - .. ...... , -/ ., • , ,,, 4*. :: „. li.-.-- -- -441- .• ' , r1- ,, •.. , J., .. . .. ‘.. .......,... y I: ..., ._ ,,.4 t . . _„.• , .,,,. ..... .... •,:-- ,.., .., : ... . .., • . .,,\....-.. ........744:;- ,,,,- .f- g - *-,1.,tio. 40. 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' -'■ bk" CD CO o Q � � W I.*•-•.T �+ N d Q CC Qua cc,' I I , t GPD GROUP® STRUCTURAL ANALYSIS REPORT / T,GWUS,Pyle,Schomer,Bums&DeHaven,Inc. s aM obi s� (M) O + TOWERS SITE NUMBER: SE06101A SITE NAME: PT CHIMACUM /AN E SITE ADDRESS: 1219 CENTER RD CHIMACUM, WA 98325 r \ ,T;---, coivE , ,n\ I__ \ L,- NEW ANTENNA INSTALLATION \I-\ ‘. i Div 2 6 2012 ON AN EXISTING I IJ L.L` , 160' SELF SUPPORT TOWER JEFFERSON COUNTY t_ __ DEPT.OF COMMUNITY DUE OPMENT BY: CARRIER SITE ID: SE54XC069 CARRIER SITE NAME: CHIMACUM September 26, 2012 GPD Project#: 2012862.42 * f SELF SUPPORT TOWER STRUCTURAL ANALYSIS REPORT SE06101A PT CHIMACUM /ANE 1219 Center Rd Chimacum, Washington 98325 GPD Project #: 2012862.42 New Antenna Installation Existing 160 ft Self Support Tower For: T-Mobile Towers Bellevue, Washington EXP 2.22.13 N C a KtY wAs �. Prepared By % LANC N- 9.26.12 Steven C. Ball, S.E. Registered Structural Engineer Washington SE #: 35017 September 26, 2012 Glaus, Pyle, Schomer, Burns and DeHaven, Inc. dba GPD Group ENGINEERS • ARCHITECTS • PLANNERS 520 South Main Street• Suite 2531 •Akron • Ohio •44311-1010 •Tel: 330-572-2100 • Fax: 330-572-2101 r TABLE OF CONTENTS DESCRIPTION PAGE NUMBER EXECUTIVE SUMMARY . 1 TOWER DESCRIPTION . 2 TOWER MATERIALS . 2 TOWER LOADING . 3 ANALYSIS . . 6 CONCLUSIONS AND RECOMMENDATIONS . 7 DISCLAIMER OF WARRANTIES . . 8 APPENDICES 1. TNXTOWER ANALYSIS PRINTOUT (WIND-TEMP) 2. TNXTOWER ANALYSIS PRINTOUT (WIND-PERM) 3. TNXTOWER ANALYSIS PRINTOUT (SEISMIC) 4. SEISMIC CALCULATIONS 5. TOWER ELEVATION DRAWING AND FEEDLINE PLAN 6. ANCHOR ROD ANALYSIS 7. FOUNDATION ANALYSIS GPD GROUP � a SE06101 A PT CHIMACUM/ANE EXECUTIVE SUMMARY The purpose of this analysis is to verify whether the design for the existing tower is structurally capable of carrying the new antenna and coax loads as specified by Sprint to T-Mobile Towers. This report was commissioned by Mr. Kenneth Fann of T-Mobile Towers. The design for the existing structure meets the requirements of TIA-222-G for an 85 mph 3-second gust wind speed with no radial ice,a 30 mph 3-second gust wind speed with 1/4"of radial ice,as well as the seismic provisions set forth by the TIA-222-G in accordance with the 2009 IBC,for the proposed antenna configurations. The foundation reactions, with the proposed loading, were found to be less than the capacity of the existing foundation design. Therefore the existing foundation is adequate, assuming it was properly constructed according to original design. Section Results (Temp Loading) Tower Members % Capacity Result Legs 63.6% Pass Diagonals 63.1% Pass Horizontals 5.4% Pass Connection Bolts 71.7% Pass Anchor Rods 29.1% Pass Foundation To Capacity Result Compression 36.5% Pass Uplift 41.4% Pass Reinforcement 52.7% Pass Tower Rating: 71.7% Section Results (Perm Loading) Tower Members % Capacity Result Legs 60.7% Pass Diagonals 59.9% Pass Horizontals 5.4% Pass Connection Bolts 68.5% Pass Anchor Rods 27.6% Pass Foundation % Capacity Result Compression 35.1% Pass Uplift 39.1% Pass Reinforcement 49.8% Pass Tower Rating: 68.5% GPD GROUP STRUCTURAL ANALYSIS REPORT PAGE 1 r i SE06101A PT CHIMACUM/ANE TOWER DESCRIPTION The existing 160' self support tower is located in Chimacum, Washington. The tower was originally designed for Voicestream Wireless by Valmont Microflect of Salem, Oregon. The original design load for the tower was for a 100 mph basic wind speed with 1/2" radial ice in accordance with TIA/EIA-222-F. The tower was originally designed to hold the following: Original Design Antennas: Elev. 150' (12)RR65-19-00NP Antennas on a 13' Rotatable Platform Elev. 140' (12) RR65-19-00NP Antennas on 13' Mounting Frames Elev. 130' (12) RR65-19-00NP Antennas on 13' Mounting Frames Elev. 125' (1) 4' MW Dish w/radome Elev. 120' (1) 4' MW Dish w/ radome The existing tower is supported on three legs and has eight major sections. It has a triangular cross section made of bolted connections,with an "X"frame configuration. The tower is fabricated with pipe legs and angle diagonals. The tower is galvanized and has no tower lighting. DOCUMENTS PROVIDED Description Remarks Source Tower Drawings Valmont#: 11227.00 Rev. A, dated 2/21/2003 T-Mobile Foundation Drawings PSM, Inc. #: WA99-2720-FDP, dated 3/31/2000 T-Mobile Geotechnical Report ADaPT #: WA99-2720, dated 9/30/1999 T-Mobile Site Inspection Report SiteMaster#: SE06101A,dated 11/15/2007 T-Mobile Previous Analysis GPD #: 2012805.70 Rev. 1, dated 8/6/2012 GPD TOWER MATERIALS Data on steel strength was available from the information provided. The following table details the steel strength used in the analysis. Legs ASTM A572 (50 KSI Yield Strength) Diagonals ASTM A36 (36 KSI Yield Strength) Horizontals ASTM A36 (36 KSI Yield Strength) Connection Bolts A325N Anchor Rods ASTM A615 (75 KSI Yield Strength) GPD GROUP STRUCTURAL ANALYSIS REPORT PAGE 2 SE06101 A PT CH IMACUM/ANE TOWER LOADING The following data shows the major loading that the tower supports. Existing, reserved, and proposed antenna information was provided by T-Mobile Towers. Existing and Reserved Configuration Elevation Carrier Antennas 160' T-Mobile (6) Andrew UMWDP-06516-R1 DH Antennas, (6)Andrew TMBXX-6516-R2M Antennas & (12) Andrew ETW190VS12UB TMAs on a 13' Platform w/rails' w/ (24) 1-5/8" coax 150' AT&T (3) Kathrein 742 265 Antennas, (3) KMW AM-X-CD-17-65-00T Antennas, (6) Kathrein 800 10122 Antennas, (3) Powerwave TT19-08BP111-001 TMAs & (18) Kathrein 860 10025 RETs on (3) T-Booms w/(12) 1-5/8"and (1) 3/8" coax 148' AT&T (3) Lucent 9442 RRH 700 Units, (3) Lucent 9442 RRH AWS Units & (1) Raycap DC6-48-60-18-8F Unit on (3) 3' Face Mounts, w/(1) 1/4" coax & (2) 1/2" coax 140' Sprint (12) PCS A 065-19 Antennas on (3) T-Arms w/(12) 1-5/8" coax 130' T-Mobile (1) 4'_HP Dish on a pipe dish mount w/(1) 7/8" coax 126.6' Sprint (1) Andrew VHP4-105-111 Dish on a pipe dish mount w/(1) 7/8' coax 122' T-Mobile (1) 4' Dish on a pipe dish mount w/(1) 7/8" coax 117'-6" AT&T (1) Andrew P4F52N7A Dish on a pipe dish mount w/(1) EW90 coax 104' T-Mobile (1) Andrew P2-57W-P7A Dish on a pipe dish mount w/(1) 1/2" coax 102' T-Mobile (1) 3" GPS Cone on a pipe mount w/ (1) 1/2" coax 95' T-Mobile (1) Ericsson 2' Dish on a pipe dish mount w/(1) 1/2" coax 63' Sprint (1) 3" GPS Cone on a pipe mount w/(1) 1/2" coax ® GPD GROUP STRUCTURAL ANALYSIS REPORT PAGE 3 SE06101A PT CHIMACUM/ANE Proposed Temporary Configuration Elevation Carrier Antennas 160' T-Mobile (6) Andrew UMWDP-06516-R1DH Antennas, (6) Andrew TMBXX-6516-R2M Antennas & (12) Andrew ETW190VS12UB TMAs on a 13' Platform w/rails w/(24) 1-5/8" coax 150' AT&T (3) Kathrein 742 265 Antennas, (3) KMW AM-X-CD-17-65-00T Antennas, (6) Kathrein 800 10122 Antennas, (3) Powerwave TT19-08BP111-001 TMAs & (18) Kathrein 860 10025 RETs on (3) T-Booms w/ (12) 1-5/8" and (1) 3/8" coax 148' AT&T (3) Lucent 9442 RRH 700 Units, (3) Lucent 9442 RRH AWS Units & (1) Raycap DC6-48-60-18-8F Unit on (3) 3' Face Mounts, w/(1) 1/4" coax & (2) 1/2" coax 135' Sprint (6) PCS A 065-19 Antennas, (3) RFS APXZRR13-C-A2M Antennas, (1)Andrew VHLP1-23 Dish, (3) Samsung RRH-P4 RRU Units & (1) Dragonwave 23HY5OEFC241v00 Unit on (3) PCS Frames w/(6) 1-5/8"coax, (3) 1-1/4" coax, (1) 1/4" beldin coax 130' T-Mobile (1) 4' HP Dish on a pipe dish mount w/(1) 7/8" coax 124' Sprint (1)Andrew VHP4-105-111 Dish on a Standoff w/(1) 7/8" coax 122' T-Mobile (1) 4' Dish on a pipe dish mount w/ (1) 7/8" coax 117'-6" AT&T (1) Andrew P4F52N7A Dish on a pipe dish mount w/(1) EW90 coax 104' T-Mobile (1) Andrew P2-57W-P7A Dish on a pipe dish mount w/ (1) 1/2" coax 102' T-Mobile (1) 3" GPS Cone on a pipe mount w/ (1) 1/2" coax 95' T-Mobile (1) Ericsson 2' Dish on a pipe dish mount w/ (1) 1/2" coax 63' Sprint (1) 3" GPS Cone on a pipe mount w/(1) 1/2" coax Note: - BOLD type indicates the proposed carrier's temporary configuration. -See Appendix 5 for the proposed feedline plan. ' - GPD GROUP STRUCTURAL ANALYSIS REPORT PAGE 4 ' SE06101A PT CHIMACUM/ANE Proposed Permanent Configuration Elevation Carrier Antennas 160' T-Mobile (6) Andrew UMWDP-06516-R1DH Antennas, (6)Andrew TMBXX-6516-R2M Antennas & (12) Andrew ETW190VS12UB TMAs on a 13' Platform w/ rails w/(24) 1-5/8"coax 150' AT&T (3) Kathrein 742 265 Antennas, (3) KMW AM-X-CD-17-65-00T Antennas, (6) Kathrein 800 10122 Antennas, (3) Powerwave TT19-08BP111-001 TMAs & (18) Kathrein 860 10025 RETs on (3) T-Booms w/(12) 1-5/8" and (1) 3/8"coax 148' AT&T (3) Lucent 9442 RRH 700 Units, (3) Lucent 9442 RRH AWS Units (1) Raycap DC6-48-60-18-8F Unit on (3) 3' Face Mounts, w/(1) 1/4" coax & (2) 1/2" coax 135' Sprint (3) RFS APXZRR13-C-A2M Antennas, (1)Andrew VHLP1-23 Dish, (3) Samsung RRH-P4 RRU Units & (1) Dragonwave 23HY5OEFC241v00 Unit on (3) PCS Frames w/(3) 1-1/4" coax & (1) 1/4" beldin coax 130' T-Mobile (1) 4' HP Dish on a pipe dish mount w/ (1)7/8" coax 124' Sprint (1)Andrew VHP4-105-111 Dish on a Standoff w/(1) 7/8" coax 122' T-Mobile (1) 4' Dish on a pipe dish mount w/(1) 7/8" coax 117'-6" AT&T (1) Andrew P4F52N7A Dish on a pipe dish mount w/(1) EW90 coax 104' T-Mobile (1) Andrew P2-57W-P7A Dish on a pipe dish mount w/(1) 1/2' coax 102' T-Mobile (1) 3" GPS Cone on a pipe mount w/ (1) 1/2" coax 95' T-Mobile (1) Ericsson 2' Dish on a pipe dish mount w/(1) 1/2" coax 63' Sprint (1) 3" GPS Cone on a pipe mount w/(1) 1/2" coax Note: - BOLD type indicates the proposed carrier's permanent configuration. -See Appendix 5 for the proposed feedline plan. The purpose of this independent structural analysis review is to determine if the design for the existing tower,with the proposed configuration, is in conformance to the latest TIA-222-G standard requirements and the 2009 International Building Code. ® G P D GROUP STRUCTURAL ANALYSIS REPORT PAGE 5 SE06101APTCHIMACUM/ANE ANALYSIS The purpose of this structural analysis review is to determine if the design for the existing tower is in conformance to the latest requirements of the 2009 International Building Code. Wind loading and seismic loading were taken from the TIA-222-G standard as required by the 2009 IBC Section 1609.1.1 (including exceptions) and Section 3108.4. Wind loading and seismic loading were not applied concurrently. The current requirements of TIA-222-G are for 85 mph 3-second gust wind speed with no radial ice and 30 mph 3-second gust wind speed with 1/4"of radial ice. TIA-222-G requires an 85 mph 3-second gust wind speed at this tower location. ANALYSIS 3—SECOND GUST WIND SPEED: 85 MPH ANALYSIS 3—SECOND GUST WIND SPEED W/ ICE: 30 MPH RADIAL ICE: 1/4" EXPOSURE CATEGORY: C STRUCTURE CLASS: II TOPOGRAPHIC CATEGORY: 1 Seismic loads were calculated from hand calculations using Microsoft Excel. The calculations were taken from a substantiated analysis utilizing the TIA-222-G standard. STRUCTURE CLASSIFICATION: II SITE CLASS:: D RESPONSE MODIFICATION COEFFICIENT (R): 1.5 1—SECOND SPECTRAL RESPONSE ACCELERATION (Si): 1.170 SHORT PERIOD SPECTRAL RESPONSE ACCELERATION (Ss): 0.426 TnxTower (Version v6.0.4.0), a commercially available software program, was used to create a three- dimensional model of the tower and calculate member stresses for various dead, live, wind, ice and seismic load cases. All loads were computed in accordance with the TIA-222-G in accordance with IBC requirements. Selected output from the tnxTower stress analysis is included in Appendices 1, 2 & 3. The tower and foundations are assumed, for the purpose of this analysis, to have been properly fabricated,constructed,maintained,and to be in good condition with no structural defects. This is nota condition assessment of the tower and has been provided without the benefit of recent detailed tower photos,a detailed tower mapping or a GPD Group site visit. This analysis assumes that all antennas and coax have been installed in a neat and orderly fashion. Antennas are assumed to be installed on standard sized mounts.The existing/proposed mounts are assumed to have been verified by the carrier to support existing/proposed loading for the various load cases. GPD GROUP STRUCTURAL ANALYSIS REPORT PAGE 6 , SE06101A PT CHIMACUM/ANE CONCLUSIONS AND RECOMMENDATIONS Based on the computer structural analysis results, the design for the existing 160' self support tower meets the requirements of TIA-222-G for an 85 mph 3-second gust wind speed with no radial ice and 30 mph 3-second gust wind speed with 1/4" of radial ice for the proposed antenna configurations. The foundation reactions, with the proposed loading, were found to be less than the capacity of the existing foundation design. Therefore, the existing foundations are adequate, assuming they were properly constructed according to original design. Summary of Findings Temporary Loading Permanent Loading Legs Satisfactory Satisfactory Diagonals Satisfactory Satisfactory Horizontals Satisfactory Satisfactory Connection Bolts Satisfactory Satisfactory Anchor Rods Satisfactory Satisfactory Foundations Satisfactory Satisfactory Therefore,based on our analysis results,the design for the existing structure is structurally satisfactory for the proposed loading configurations. G P D GROUP STRUCTURAL ANALYSIS REPORT PAGE 7 �• SE06101 A PT CHIMACUM/ANE • DISCLAIMER OF WARRANTIES GPD GROUP has not performed a site visit to the tower to verify the member sizes or antenna/coax loading. If the existing conditions are not as represented on the tower elevation contained in this report, we should be contacted immediately to evaluate the significance of the discrepancy. This is not a condition assessment of the tower or foundation. This report does not replace a full tower inspection. The tower and foundations are assumed to have been properly fabricated,erected,maintained,in good condition,twist free, and plumb. The engineering services rendered by GPD GROUP in connection with this Structural Analysis are limited to a computer analysis of the tower structure and theoretical capacity of its main structural members. All tower components have been assumed to only resist dead loads when no other loads are applied. No allowance was made for any damaged,bent,missing,loose,or rusted members(above and below ground). No allowance was made for loose bolts or cracked welds. GPD GROUP does not analyze the fabrication of the structure(including welding). It is not possible to have all the very detailed information needed to perform a thorough analysis of every structural sub- component and connection of an existing tower. GPD GROUP provides a limited scope of service in that we cannot verify the adequacy of every weld, plate connection detail, etc. The purpose of this report is to assess the feasibility of adding appurtenances usually accompanied by transmission lines to the structure. It is the owner's responsibility to determine the amount of ice accumulation in excess of the specified code recommended amount, if any, that should be considered in the structural analysis. The attached sketches are a schematic representation of the analyzed tower. If any material is fabricated from these sketches,the contractor shall be responsible for field verifying the existing conditions,proper fit, and clearance in the field. Any mentions of structural modifications are reasonable estimates and should not be used as a precise construction document. Precise modification drawings are obtainable from GPD GROUP, but are beyond the scope of this report. Miscellaneous items such as antenna mounts etc., have not been designed or detailed as a part of our work. We recommend that material of adequate size and strength be purchased from a reputable tower manufacturer. GPD GROUP makes no warranties, expressed and/or implied, in connection with this report and disclaim any liability arising from material, fabrication, and erection of this tower. GPD GROUP will not be responsible whatsoever for,or on account of,consequential or incidental damages sustained by any person, firm, or organization as a result of any data or conclusions contained in this report. The maximum liability of GPD GROUP pursuant to this report will be limited to the total fee received for preparation of this report. ® GPD GROUP STRUCTURAL ANALYSIS REPORT PAGE 8 SE06101 A PT CHIMACUM/ANE APPENDICES 1. tnxTower Analysis Printout (Wind-Temp) 2. tnxTower Analysis Printout(Wind-Perm) 3. tnxTower Analysis Printout (Seismic) 4. Seismic Calculations 5. Tower Elevation Drawing and Feedline Plan 6. Anchor Rod Analysis 7. Foundation Analysis GPD GROUP TNXTOWER ANALYSIS PRINTOUT (WIND-TEMP) ®- GPD GROUP •' tnxTower Job Page SE06101A PT CHIMACUM/ANE 1 of 15 GPD Group- Project Date 520 South Main St. 2012862.42 (TEMP) 12:36:41 09/26/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers FAX:(330)572-2101 ugu uru Tower Input Data The main tower is a 3x free standing tower with an overall height of 160.00 ft above the ground line. The base of the tower is set at an elevation of 0.00 ft above the ground line. The face width of the tower is 6.00 ft at the top and 16.00 ft at the base. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in Jefferson County,Washington. Basic wind speed of 85 mph. Structure Class II. Exposure Category C. Topographic Category 1. Crest Height 0.00 ft. Nominal ice thickness of 0.2500 in. Ice thickness is considered to increase with height. Ice density of 56 pcf. A wind speed of 30 mph is used in combination with ice. Temperature drop of 50°F. Deflections calculated using a wind speed of 60 mph. A non-linear(P-delta)analysis was used. Pressures are calculated at each section. Stress ratio used in tower member design is 1. Local bending stresses due to climbing loads,feedline supports,and appurtenance mounts are not considered. Options Consider Moments-Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As Cylinder .4 Consider Moments-Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules J Consider Moments-Diagonals J Assume Rigid Index Plate I Calculate Redundant Bracing Forces Use Moment Magnification I Use Clear Spans For Wind Area Ignore Redundant Members in FEA J Use Code Stress Ratios .1 Use Clear Spans For KL/r SR Leg Bolts Resist Compression J Use Code Safety Factors-Guys Retension Guys To Initial Tension J All Leg Panels Have Same Allowable Escalate Ice Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz 4 Use Azimuth Dish Coefficients ') Consider Feedline Torque Use Special Wind Profile .4 Project Wind Area of Appurt. 4 Include Angle Block Shear Check Include Bolts In Member Capacity Autocalc Torque Arm Areas Poles Leg Bolts Are At Top Of Section SR Members Have Cut Ends Include Shear-Torsion Interaction Secondary Horizontal Braces Leg J Sort Capacity Reports By Component Always Use Sub-Critical Flow Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted Sockets Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Face Allow Component Placement Face Lateral # # Clear Width or Perimeter Weight or Shield Type Offset Offset Per Spacing Diameter Le: t in (Frac FW) Row in in in .l LDF7-50A C No Ar(CaAa) 160.00-8.00 0.0000 0 24 12 1.0000 1.9800 0.82 (1-5/8 FOAM) (T-Mobile) LDF5-50A C No Ar(CaAa) 122.00-8.00 0.0000 0.1 2 2 1.0000 1.0900 0.33 (7/8 FOAM) (T-Mobile) Job Page tnxTower SE06101A PT CHIMACUM/ANE 2 of 15 GPD Group Project Date 520 South Main St. 2012862.42 (TEMP) 12:36:41 09/26/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers FAX:(330)572-2101 ugu uru 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 plf LDF5-50A C No Ar(CaAa) 130.00-122.00 0.0000 0.12 1 1 1.0000 1.0900 0.33 (7/8 FOAM) (T-Mobile) LDF4P-50A C No Ar(CaAa) 104.00-102.00 0.0000 0.18 1 1 0.6300 0.6300 0.15 (1/2 FOAM) (T-Mobile) LDF4P-50A C No Ar(CaAa) 102.00-95.00 0.0000 0.16 2 2 0.6300 0.6300 0.15 (1/2 FOAM) (T-Mobile) LDF4P-50A C No Ar(CaAa) 95.00-8.00 0.0000 0.14 3 3 0.6300 0.6300 0.15 (1/2 FOAM) (T-Mobile) Feedline C No Af(CaAa) 160.00-8.00 0.0000 0.025 1 1 3.0000 3.0000 8.40 Ladder(Al) LDF7-50A B No Ar(CaAa) 150.00-8.00 0.0000 0 12 12 1.0000 1.9800 0.82 (1-5/8 FOAM) (AT&T) LDF2-50A B No Ar(CaAa) 150.00-8.00 0.0000 -0.12 1 1 1.0000 0.4400 0.08 (3/8 FOAM) (AT&T) LDF1-50A B No Ar(CaAa) 148.00-8.00 0.0000 -0.1 1 1 0.3500 0.3500 0.06 (1/4 FOAM) (AT&T) LDF4-50A B No Ar(CaAa) 148.00-8.00 0.0000 -0.09 2 2 0.6300 0.6300 0.15 (1/2 FOAM) (AT&T) EW90 B No Af(CaAa) 117.50-8.00 0.0000 0.12 1 1 0.9869 0.9869 0.32 (AT&T) Feedline B No Af(CaAa) 150.00-8.00 0.0000 0.025 1 1 3.0000 3.0000 8.40 Ladder(Af) LDF7-50A A No Ar(CaAa) 135.00-8.00 0.0000 0 6 6 1.0000 1.9800 0.82 (1-5/8 FOAM) (Sprint) 1-1/4"Hybrid A No Ar(CaAa) 135.00-8.00 0.0000 0.05 3 3 1.0000 1.5500 0.66 Cable (Sprint) 1420A(1/4") A No Ar(CaAa) 135.00-8.00 0.0000 0.06 1 1 0.2610 0.2610 0.29 LDF5-50A A No Ar(CaAa) 124.00-8.00 0.0000 0.08 1 1 1.0900 1.0900 0.33 (7/8 FOAM) (Sprint) LDF4-50A A No Ar(CaAa) 63.00-8.00 0.0000 0.1 1 1 1.0000 0.6300 0.15 (1/2 FOAM) (Sprint) Feedline A No Af(CaAa) 140.00-8.00 0.0000 0.025 1 1 3.0000 3.0000 8.40 Ladder(Af) Feed Line/Linear Appurtenances Entered As Area Description Face Allow Component . . .._ Placement Face Lateral #� _ ,. CAAA Weight or Shield Type Offset Offset Leg ft in (Frac FW) ft2/ft elf Climbing A No CaAa(In Face) 160.00-8.00 -3.0000 0.44 1 No Ice 0.29 7.90 Ladder 1/2"Ice 0.55 10.60 . Job e g Pa tnxTower SE06101A PT CHIMACUM/ANE 3 of 15 GPD Group Project Date 520 South Main St. 2012862.42 (TEMP) 12:36:41 09/26/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers FAX:(330)572-2101 uguduru Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft fie ft2 lb ft ft Valmont 13'Platform w/ C None 0.0000 160.00 No Ice 35.90 35.90 1335.00 Rails(GPD) 1/2"Ice 40.50 40.50 3000.00 (2)UMWDP-06516-R2DH A From Leg 1.00 0.0000 160.00 No Ice 4.24 3.87 38.75 w/Mount Pipe 0.00 1/2"Ice 4.85 4.93 75.33 1 0.00 (2)UMWDP-06516-R2DH B From Leg 1.00 0.0000 160.00 No Ice 4.24 3.87 38.75 w/Mount Pipe 0.00 1/2"Ice 4.85 4.93 75.33 0.00 (2)UMWDP-06516-R2DH C From Leg 1.00 0.0000 160.00 No Ice 4.24 3.87 38.75 I w/Mount Pipe 0.00 1/2"Ice 4.85 4.93 75.33 0.00 (2)TMBXX-6516-R2M w/ A From Leg 1.00 0.0000 160.00 No Ice 6.85 5.00 52.85 I (2"x60")Mount Pipe 0.00 1/2"Ice 7.31 5.69 103.87 0.00 (2)TMBXX-6516-R2M w/ B From Leg 1.00 0.0000 160.00 No Ice 6.85 5.00 52.85 (2"x60")Mount Pipe 0.00 1/2"Ice 7.31 5.69 103.87 0.00 (2)TMBXX-6516-R2M w/ C From Leg 1.00 0.0000 160.00 No Ice 6.85 5.00 52.85 (2"x60")Mount Pipe 0.00 1/2"Ice 7.31 5.69 103.87 0.00 (4)ETW190VS12UB A From Leg 1.00 0.0000 160.00 No Ice 0.66 0.35 11.00 0.00 1/2"Ice 0.78 0.44 15.83 0.00 (4)ETWI9OVS12UB B From Leg 1.00 0.0000 160.00 No Ice 0.66 0.35 11.00 0.00 1/2"Ice 0.78 0.44 15.83 0.00 (4)ETW190VS12UB C From Leg 1.00 0.0000 160.00 No Ice 0.66 0.35 11.00 0.00 1/2"Ice 0.78 0.44 15.83 0.00 MTS 10'Boom Gate(1) A From Leg 2.00 0.0000 150.00 No Ice 15.43 10.89 434.00 0.00 1/2"Ice 20.15 15.13 614.25 0.00 MTS 10'Boom Gate(1) B From Leg 1.00 60.0000 150.00 No Ice 15.43 10.89 434.00 1.73 1/2"Ice 20.15 15.13 614.25 0.00 MTS 10'Boom Gate(1) C From Leg 2.00 0.0000 150.00 No Ice 15.43 10.89 434.00 0.00 1/2"Ice 20.15 15.13 614.25 0.00 742 265 w/Mount Pipe A From Leg 4.00 0.0000 150.00 No Ice 7.60 6.18 72.33 0.00 1/2"Ice 8.16 7.29 130.15 0.00 742 265 w/Mount Pipe B From Leg 2.00 0.0000 150.00 No Ice 7.60 6.18 72.33 3.46 1/2"Ice 8.16 7.29 130.15 0.00 742 265 w/Mount Pipe C From Leg 4.00 0.0000 150.00 No Ice 7.60 6.18 72.33 0.00 1/2"Ice 8.16 7.29 130.15 0.00 (2)800 10122 w/6'Mount A From Leg 4.00 0.0000 150.00 No Ice 7.62 6.35 81.40 Pipe 0.00 1/2"Ice 8.12 7.32 139.47 0.00 (2)800 10122 w/6'Mount B From Leg 2.00 0.0000 150.00 No Ice 7.62 6.35 81.40 Pipe 3.46 1/2"Ice 8.12 7.32 139.47 0.00 (2)800 10122 w/6'Mount C From Leg 4.00 0.0000 150.00 No Ice 7.62 6.35 81.40 , Job Page tnxTower SE06101A PT CHIMACUM/ANE 4 of 15 GPD Group Project Date 520 South Main St. 2012862.42 (TEMP) 12:36:41 09/26/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers FAX:(330)572-2101 uguduru Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Harz Adjustment Front Side Leg Lateral Vert ft c. ft ft2 f? lb ft ft Pipe 0.00 1/2"Ice 8.12 7.32 139.47 0.00 AM-X-CD-17-65-00T-RET A From Leg 4.00 0.0000 150.00 No Ice 11.31 9.10 105.82 w/Mount Pipe 0.00 1/2"Ice 11.93 10.52 189.52 0.00 AM-X-CD-17-65-00T-RET B From Leg 2.00 0.0000 150.00 No Ice 11.31 9.10 I05.82 w/Mount Pipe 3.46 1/2"Ice 11.93 10.52 189.52 0.00 AM-X-CD-17-65-00T-RET C From Leg 4.00 0.0000 150.00 No Ice 11.31 9.10 105.82 w/Mount Pipe 0.00 1/2"Ice 11.93 10.52 189.52 0.00 TT19-08BP111-001 A From Leg 4.00 0.0000 150.00 No Ice 0.64 0.52 16.00 0.00 1/2"Ice 0.76 0.62 21.80 0.00 T1'19-08BP111-001 B From Leg 2.00 0.0000 150.00 No Ice 0.64 0.52 16.00 3.46 1/2"Ice 0.76 0.62 21.80 0.00 TT19-08BP111-001 C From Leg 4.00 0.0000 150.00 No Ice 0.64 0.52 16.00 0.00 1/2"Ice 0.76 0.62 21.80 0.00 (6)860 10025 A From Leg 4.00 0.0000 150.00 No Ice 0.18 0.15 1.20 0.00 1/2"Ice 0.25 0.21 2.85 0.00 (6)860 10025 B From Leg 2.00 0.0000 150.00 No Ice 0.18 0.15 1.20 3.46 1/2"Ice 0.25 0.21 2.85 0.00 (6)860 10025 C From Leg 4.00 0.0000 150.00 No Ice 0.18 0.15 1.20 0.00 1/2"Ice 0.25 0.21 2.85 0.00 3'T-Arm A From Leg 0.75 0.0000 148.00 No Ice 1.52 1.52 25.00 0.00 1/2"Ice 1.94 1.94 31.00 0.00 3'T-Arm B From Leg 0.75 0.0000 148.00 No Ice 1.52 1.52 25.00 0.00 1/2"Ice 1.94 1.94 31.00 0.00 3'T-Arm C From Leg 0.75 0.0000 148.00 No Ice 1.52 1.52 25.00 0.00 1/2"Ice 1.94 1.94 31.00 0.00 9442 RRH 700 A From Leg 1.50 0.0000 148.00 No Ice 3.53 1.60 44.00 0.00 1/2"Ice 3.80 1.82 64.97 0.00 9442 RRH 700 B From Leg 1.50 0.0000 148.00 No Ice 3.53 1.60 44.00 0.00 1/2"Ice 3.80 1.82 64.97 0.00 9442 RRH 700 C From Leg 1.50 0.0000 148.00 No Ice 3.53 1.60 44.00 0.00 1/2"Ice 3.80 1.82 64.97 0.00 9442 RRH AWS A From Leg 1.50 0.0000 148.00 No Ice 2.51 1.59 43.00 0.00 1/2"Ice 2.75 1.80 60.37 0.00 9442 RRH AWS B From Leg 1.50 0.0000 148.00 No Ice 2.51 1.59 43.00 0.00 1/2"Ice 2.75 1.80 60.37 0.00 9442 RRH AWS C From Leg 1.50 0.0000 148.00 No Ice 2.51 1.59 43.00 0.00 1/2"Ice 2.75 1.80 60.37 0.00 DC6-48-60-18-8F Surge C From Leg 1.50 0.0000 148.00 No Ice 1.47 1.47 32.80 R, Job Page tnxTower SE06101A PT CHIMACUM/ANE 5 of 15 GPD Group Project Date 520 South Main St. 2012862.42 (TEMP) 12:36:41 09/26/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers FAX:(330)572-2101 ugUdUrU Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft ft2 f? lb ft Suppression Unit 0.00 1/2"Ice 1.67 1.67 50.52 0.00 14'T-Arm(1) A From Leg 2.00 0.0000 135.00 No Ice 5.80 2.60 336.00 0.00 1/2"Ice 9.71 4.86 412.00 0.00 14'T-Arm(1) B From Leg 2.00 0.0000 135.00 No Ice 5.80 2.60 336.00 0.00 1/2"Ice 9.71 4.86 412.00 0.00 14'T-Arm(1) C From Leg 2.00 0.0000 135.00 No Ice 5.80 2.60 336.00 0.00 1/2"Ice 9.71 4.86 412.00 0.00 (2)PCS A 065-19-0 w/mount A From Leg 4.00 0.0000 135.00 No Ice 6.25 6.25 25.00 pipe 0.00 1/2"Ice 6.99 6.99 28.00 0.00 (2)PCS A 065-19-0 w/mount B From Leg 4.00 0.0000 135.00 No Ice 6.25 6.25 25.00 pipe 0.00 1/2"Ice 6.99 6.99 28.00 0.00 (2)PCS A 065-19-0 w/mount C From Leg 4.00 0.0000 135.00 No Ice 6.25 6.25 25.00 pipe 0.00 1/2"Ice 6.99 6.99 28.00 0.00 APXVRR13-C-A20 w/ A From Leg 4.00 0.0000 135.00 No Ice 7.35 3.57 47.82 Mount Pipe 0.00 1/2"Ice 7.80 4.18 94.06 0.00 APXVRR13-C-A20 w/ B From Leg 4.00 0.0000 135.00 No Ice 7.35 3.57 47.82 Mount Pipe 0.00 1/2"Ice 7.80 4.18 94.06 0.00 APXVRRI3-C-A20 w/ C From Leg 4.00 0.0000 135.00 No Ice 7.35 3.57 47.82 Mount Pipe 0.00 1/2"Ice 7.80 4.18 94.06 0.00 RRH-P4 A From Leg 4.00 0.0000 135.00 No Ice 3.19 2.07 59.50 0.00 1/2"Ice 3.44 2.29 82.60 0.00 RRH-P4 B From Leg 4.00 0.0000 135.00 No Ice 3.19 2.07 59.50 0.00 1/2"Ice 3.44 2.29 82.60 0.00 RRH-P4 C From Leg 4.00 0.0000 135.00 No Ice 3.19 2.07 59.50 0.00 1/2"Ice 3.44 2.29 82.60 0.00 28HC50HFC067v02 C From Leg 4.00 0.0000 135.00 No Ice 0.84 0.43 11.50 0.00 1/2"Ice 0.97 0.52 17.96 0.00 2"x 4'Mount Pipe C From Leg 0.50 0.0000 130.00 No Ice 0.79 0.79 20.00 0.00 1/2"Ice 1.03 1.03 26.34 0.00 2"x 4'Mount Pipe C From Leg 0.50 0.0000 124.00 No Ice 0.79 0.79 20.00 0.00 1/2"Ice 1.03 1.03 26.34 0.00 2"x 4'Mount Pipe C From Leg 0.50 0.0000 122.00 No Ice 0.79 0.79 20.00 0.00 1/2"Ice 1.03 1.03 26.34 0.00 2"x 4'Mount Pipe A From Leg 0.50 -60.0000 117.50 No Ice 0.79 0.79 20.00 0.00 1/2"Ice 1.03 1.03 26.34 0.00 2"x 2'Mount Pipe C From Leg 0.50 60.0000 104.00 No Ice 0.30 0.30 20.00 0.00 1/2"Ice 0.43 0.43 23.28 0.00 2"x 2'Mount Pipe A From Leg 0.50 0.0000 102.00 No Ice 1.36 1.36 20.00 ' Job Page tnxTower SEO61O1A PT CHIMACUM/ANE 6 of 15 GPD Group Project Date 520 South Main St. 2012862.42 (TEMP) 12:36:41 09/26/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers uguduru FAX:(330)572-2101 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft ft2 ft2 lb ft ft 0.00 1/2"Ice 2.45 2.45 40.00 0.00 GPS A From Leg 1.00 0.0000 102.00 No Ice 0.17 0.17 0.87 0.00 1/2"Ice 0.24 0.24 3.85 0.00 2"x 2'Mount Pipe C From Leg 0.50 30.0000 95.00 No Ice 0.30 0.30 20.00 0.00 1/2"Ice 0.43 0.43 23.28 0.00 2"x 2'Mount Pipe A From Leg 0.50 0.0000 63.00 No Ice 1.36 1.36 20.00 0.00 1/2"Ice 2.45 2.45 40.00 0.00 GPS A From Leg 1.00 0.0000 63.00 No Ice 0.17 0.17 0.87 0.00 1/2"Ice 0.24 0.24 3.85 0.00 Dishes Dish Face Description _. _,..,,. . .. ...__. ... ........... .„.. .. . ... ._x _.. ... _.�.. _ .,. p Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Horz Adjustment Beam Diameter Area Leg Lateral Width Vert ft ft ft ft2 lb 4'HP C Paraboloid From 1.00 0.0000 130.00 4.00 No Ice 12.57 50.00 w/Shroud(HP) Leg 0.00 1/2"Ice 13.10 130.00 0.00 VHP4-105 C Paraboloid From 1.00 0.0000 124.00 4.00 No Ice 12.60 126.00 w/Shroud(HP) Leg 0.00 1/2"Ice 13.09 193.19 0.00 4'Dish w/o Radome C Paraboloid w/o From 1.00 0.0000 122.00 4.00 No Ice 12.57 80.00 Radome Leg 0.00 1/2"Ice 13.10 90.00 0.00 P4F-52-NXA A Paraboloid From 1.00 -60.0000 117.50 4.67 No Ice 17.11 150.00 w/Radome Leg 0.00 1/2"Ice 17.72 180.00 0.00 P2-57W-P7A C Paraboloid w/o From 1.00 60.0000 104.00 2.08 No Ice 3.41 49.00 Radome Leg 0.00 1/2"Ice 3.69 53.00 0.00 2'Dish C Paraboloid w/o From 1.00 30.0000 95.00 2.00 No Ice 3.14 10.00 Radome Leg 0.00 1/2"Ice 3.41 20.00 0.00 VHLP1-23 C Paraboloid From 4.00 0.0000 135.00 1.27 No Ice 1.28 10.00 w/Shroud(HP) Leg 0.00 1/2"Ice 1.45 30.00 0.00 Maximum Tower Deflections - Service Wind Section_.,..,., Elevation. Horz. . .. ...Gov.,.,.._.,, ......__..,..Tilt Twiwi,., st No. Deflection Load ft in Comb. ° Tl 160-155 5.625 47 0.3360 0.0563 T2 155-140 5.270 47 0.3354 0.0562 T3 140-120 4.214 47 0.3248 0.0524 Job ob Page SE06101A PT CHIMACUM/ANE 7 of 15 GPD Group Project Date 520 South Main St. 2012862.42 (TEMP) 12:36:41 09/26/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers FAX:(330)572-2101 uguduru Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. 0 ° T4 120-100 2.910 47 0.2690 0.0413 T5 100-80 1.868 47 0.1959 0.0256 T6 80-60 1.151 47 0.1356 0.0136 T7 60-40 0.638 47 0.0972 0.0072 T8 40-20 0.280 47 0.0611 0.0034 T9 20-0 0.075 43 0.0267 0.0013 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in 0 0 ft 160.00 Valmont 13'Platform w/Rails 47 5.625 0.3360 0.0563 Inf (GPD) 150.00 MTS 10'Boom Gate(1) 47 4.915 0.3340 0.0556 155017 148.00 3'T-Arm 47 4.774 0.3330 0.0551 106219 135.00 VHLP1-23 47 3.872 0.3149 0.0502 33136 130.00 4'HP 47 3.539 0.3018 0.0476 25583 124.00 VHP4-105 47 3.155 0.2829 0.0440 20090 122.00 4'Dish w/o Radome 47 3.031 0.2760 0.0427 18792 117.50 P4F-52-NXA 47 2.763 0.2600 0.0394 16819 104.00 P2-57W-P7A 47 2.050 0.2102 0.0286 13571 102.00 2"x 2'Mount Pipe 47 1.957 0.2030 0.0271 13290 95.00 2'Dish 47 1.662 0.1788 0.0220 14783 63.00 2"x 2'Mount Pi.e 47 0.705 0.1024 0.0079 31222 Maximum Tower Deflections -`Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. 0 0 Tl 160-155 17.966 18 1.0687 0.1812 T2 155-140 16.838 18 1.0667 0.1811 T3 140-120 13.477 18 1.0344 0.1688 T4 120-100 9.320 18 0.8590 0.1329 T5 100-80 5.989 18 0.6267 0.0823 T6 80-60 3.691 18 0.4344 0.0440 T7 60-40 2.048 10 0.3114 0.0232 T8 40-20 0.900 10 0.1961 0.0108 T9 20-0 0.240 10 0.0857 0.0042 Critical Deflections and Radius of Curvature- Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature t Comb. in ft 160.00 Valmont 13'Platform w/Rails 18 17.966 1.0687 0.1812 619423 (GPD) 150.00 MTS 10'Boom Gate(1) 18 15.710 1.0627 0.1789 51236 I ° tnxTower Job Page SE06101A PT CHIMACUM/ANE 8 of 15 GPD Group Project Date 520 South Main St. 2012862.42 (TEMP) 12:36:41 09/26/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers uduru FAX:(330)572-2101 u g Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 148.00 3'T-Arm 18 15.259 1.0597 0.1775 34980 135.00 VHLP1-23 18 12.387 1.0037 0.1617 10687 130.00 4'HP 18 11.325 0.9625 0.1534 8178 124.00 VHP4-105 18 10.100 0.9029 0.1417 6381 122.00 4'Dish w/o Radome 18 9.706 0.8812 0.1375 5960 117.50 P4F-52-NXA 18 8.850 0.8305 0.1270 5319 104.00 P2-57W-P7A 18 6.571 0.6723 0.0922 4265 102.00 2"x 2'Mount Pipe 18 6.274 0.6493 0.0872 4173 95.00 2'Dish 18 5.327 0.5723 0.0709 4637 63.00 2"x 2'Mount Pi.e 10 2.262 0.3281 0.0256 9756 Bolt Design Data Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load per Load Load Ratio ft in Bolts Bolt lb Allowable lb Ti 160 Leg A325N 0.7500 4 373.38 29820.60 0.013 fr# 1 Bolt Tension Diagonal A325N 0.5000 2 643.71 4995.70 0.129 1 Member Block Shear Top Girt A325N 0.5000 1 661.46 6198.75 0.107 1,,,/ 1 Member Bearing T2 155 Leg A325N 0.7500 4 4442.48 29820.60 0.149 V 1 Bolt Tension Diagonal A325N 0.6250 2 2182.06 7187.70 0 304 1 Member Block Shear T3 140 Leg A325N 0.8750 4 15666.30 40589.10 0.386 V 1 Bolt Tension Diagonal A325N 0.6250 2 4145.69 7187.70 0.577 1 Member Block Shear T4 120 Leg A325N 1.0000 6 21948.50 53014.40 0.414 1 Bolt Tension Diagonal A325N 0.6250 2 5155.15 7187.70 0 717 1 Member Block Shear T5 100 Leg A325N 1.0000 12 14356.40 53014.40 0 271 1 Bolt Tension Diagonal A325N 0.6250 2 2481.27 7187.70 0.345 I" 1 Member Block Shear T6 80 Leg A325N 1.0000 12 16489.50 53014.40 0311 V 1 Bolt Tension Diagonal A325N 0.6250 2 2963.18 7697.46 0385 1 Member Block Shear T7 60 Leg A325N 1.0000 12 18727.90 53014.40 0353 1 Bolt Tension Diagonal A325N 0.7500 1 5997.49 9461.25 0.634 1 Member Bearing T8 40 Leg A325N 1.0000 12 20838.40 53014.40 0.393 to, 1 Bolt Tension Diagonal A325N 0.6250 2 3138.27 10263.30 0306 1 Member Block Shear T9 20 Leg A615 2.0000 6 45481.00 159043.00 0 286 1 Bolt Tension Diagonal A325N 0.6250 2 3915.53 12425.20 0.315 1 Bolt Shear Compression Checks !r • Job Page tnxTower SE06101 A PT CHIMACUM/ANE 9 of 15 GPD Group Project Date 520 South Main St. 2012862.42 (TEMP) 12:36:41 09/26/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers FAX:(330)572-2101 uguduru iLe Design Data (Compression) Section Elevation Size L L„ Kl/r A P„ OP„ Ratio No. P. ft ft ft in2 lb lb OP. TI 160-155 P3 STD 5.00 5.00 51.6 2.2285 -2401.27 82563.00 0.029 1 K=1.00 T2 155-140 P4 STD 15.00 5.00 39.7 3.1741 -22885.40 127250.00 0.1801 K=1.00 T3 140-120 P4 STD 20.00 6.67 53.0 3.1741 -71579.60 116316.00 0.615 1 K=1.00 T4 120-100 Pipe 6 Std. 20.00 6.67 35.6 5.5813 -143378.00 228900.00 0.626 K=1.00 T5 100-80 Pipe 8 Std. 20.03 6.68 27.3 8.3993 -186506.00 357954.00 0.521' K=1.00 T6 80-60 Pipe 10 Std. 20.03 10.02 32.7 11.9083 -214689.00 495532.00 0.433 1 K=1.00 T7 60-40 Pipe 10 Std. 20.03 10.02 32.7 11.9083 -244940.00 495532.00 0.494 1 K=1.00 T8 40-20 Pipe 10 Std. 20.03 10.02 32.7 11.9083 -274023.00 495532.00 0.553 1 K=1.00 T9 20-0 P12 STD 20.03 10.02 27.5 14.5790 -300969.00 620860.00 0.485 1 K=1.00 1 P„ I 4P„controls Leg Bending Design Data (Compression) Section Elevation Size M„x 4M,, Ratio M,, d1MMY Ratio No. M„,. M„, ft lb ft lb ft $MM lb ft lb ft 4M4 TI 160-155 P3 STD 21.86 8748.17 0.002 0.00 8748.17 0.000 T2 155-140 P4 STD 291.23 16168.08 0.018 0.00 16168.08 0.000 T3 140-120 P4 STD 668.06 16168.08 0.041 0.00 16168.08 0.000 T4 120-100 Pipe 6 Std. 3780.84 42299.42 0.089 0.00 42299.42 0.000 T5 100-80 Pipe 8 Std. 2955.73 83286.58 0.035 0.00 83286.58 0.000 T6 80-60 Pipe 10 Std. 3836.94 147678.33 0.026 0.00 147678.33 0.000 T7 60-40 Pipe 10 Std. 3953.37 147678.33 0.027 0.00 147678.33 0.000 T8 40-20 Pipe 10 Std. 4327.46 147678.33 0.029 0.00 147678.33 0.000 T9 20-0 P12 STD 0.01 215420.00 0.000 0.00 215420.00 0.000 Leg Interaction Design Data (Compression) Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P. M„x M,,,, Stress Stress ft (1)P,, r4M„x 4M,7 Ratio Ratio TI 160-155 P3 STD 0.029 0.002 0.000 0.029' 1.000 4.9-4 V T2 155-140 P4 STD 0.180 0.018 0.000 0.180' 1.000 4.9-4 V Job Page tnxTower SE06101A PT CHIMACUM/ANE 10 of 15 GPD Group Project Date 520 South Main St. 2012862.42(TEMP) 12:36:41 09/26/12 Akron,OH 44311 Client Designed by I Phone:(330)572-2100 T-Mobile Towers uduru FAX:(330)572-2101 u g Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P„ M„,, M„, Stress Stress ft 4P„ (PM,� tpMq Ratio Ratio T3 140-120 P4 STD 0.615 0.041 0.000 0.615' 1.000 4.9-3 V T4 120-100 Pipe 6 Std. 0.626 0.089 0.000 0.636 1.000 4.9-3 V T5 100-80 Pipe 8 Std. 0.521 0.035 0.000 0.521 1 1.000 4.9-3 V T6 80-60 Pipe 10 Std. 0.433 0.026 0.000 0.433' 1.000 4.9-3 V T7 60-40 Pipe 10 Std. 0.494 0.027 0.000 0.494 1 1.000 4.9-3 ti°J/ T8 40-20 Pipe 10 Std. 0.553 0.029 0.000 0.553 1 1.000 4.9-3 V T9 20-0 P12 STD 0.485 0.000 0.000 0.488x5 1 1.000 4.9-3 1" 1 P„ /4P„controls Diagonal Design Data (Compression) Section Elevation Size L L„ Kl/r A P„ OP„ Ratio No. P„ ft ft ft in2 lb lb OP„ T1 160-155 Ll 3/4x1 3/4x3/16 7.81 3.55 123.1 0.6211 -1368.63 9064.87 0.151 1 K=0.99 T2 155-140 L2 1/2x2 1/2x3/16 7.81 3.46 93.0 0.9020 -4317.26 18541.80 0.233 1 K=1.11 T3 140-120 L2 1/2x2 1/2x3/16 8.97 4.01 102.8 0.9020 -8372.91 16747.00 0.5001 K=1.06 T4 120-100 12 1/2x2 1/2x3/16 8.97 3.87 100.4 0.9020 -10846.30 17183.90 0.631 1 K=1.07 T5 100-80 L2 1/2x2 1/2x3/16 9.20 4.17 105.8 0.9020 -5527.34 16219.40 0.341 K=1.05 T6 80-60 L3x3x3/16 13.80 6.41 127.0 1.0900 -6239.77 15024.20 0.415 1 K=0.98 17 60-40 L3x3x3/16 15.24 7.22 145.4 1.0900 -6317.80 11640.70 0.543 1 K=1.00 T8 40-20 L3x3x1/4 16.80 7.96 151.5 1.4400 -6602.23 14172.10 0.466' K=0.94 T9 20-0 L3 1/2x3 1/2x1/4 18.45 8.69 143.1 1.6900 -7831.06 18639.80 0.420 1 K=0.95 I P„ /OP„controls Diagonal Bending Design Data Section Elevation Size M,, (1)M. Ratio M,, 4pM„3. Ratio No. M,,, M,, ft lb ft lb ft 4M„� lb ft lb ft $M,, Tl 160-155 Ll 3/4x1 3/4x3/16 0.00 985.13 0.000 0.00 505.09 0.000 tnxTower Job Page SE06101A PT CHIMACUM/ANE 11 of 15 GPD Group Project Date 520 South Main St. 2012862.42 (TEMP) 12:36:41 09/26/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers FAX:(330)572-2101 ugu uru Section Elevation Size M,, 4)M,u Ratio M,ry (M,, Ratio No. M. M,„ ft lb-ft lb-ft (014.,:., lb-ft lb-ft 1)M,,), T2 155-140 L2 1/2x2 1/2x3/16 0.00 2077.96 0.000 0.00 1051.11 0.000 T3 140-120 L2 1/2x2 1/2x3/16 0.00 2077.96 0.000 0.00 1051.11 0.000 T4 120-100 L2 1/2x2 1/2x3/16 0.00 2077.96 0.000 0.00 1051.11 0.000 T5 100-80 L2 1/2x2 1/2x3/16 -20.11 2077.96 0.010 -39.74 1051.11 0.038 T6 80-60 L3x3x3/16 0.00 2918.57 0.000 0.00 1468.76 0.000 T7 60-40 L3x3x3/16 0.00 2918.57 0.000 0.00 1468.76 0.000 T8 40-20 L3x3x1/4 0.00 3935.25 0.000 0.00 1990.84 0.000 T9 20-0 L3 1/2x3 1/2x1/4 0.00 5440.82 0.000 0.00 2761.92 0.000 Diagonal Interaction Design Data Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P„ Mu M„y Stress Stress ft OP„ 4M. uM Ratio Ratio TI 160-155 Ll 3/4x1 3/4x3/16 0.151 0.000 0.000 0.151 ' 1.000 4.9-4 T2 155-140 L2 1/2x2 1/2x3/16 0.233 0.000 0.000 0.233' 1.000 4.9-3 4/ T3 140-120 L2 1/2x2 1/2x3/16 0.500 0.000 0.000 0.500' 1.000 4.9-3 4/ T4 120-100 L2 1/2x2 1/2x3/16 0.631 0.000 0.000 0.631 ' 1.000 4.9-3 "" T5 100-80 L2 1/2x2 1/2x3/16 0.341 0.010 0.038 0.345 1.000 4.9-3 4/ T6 80-60 L3x3x3/16 0.415 0.000 0.000 0.415' 1.000 4.9-3 if 17 60-40 L3x3x3/16 0.543 0.000 0.000 0.543' 1.000 4.9-3 T8 40-20 L3x3x1/4 0.466 0.000 0.000 0.466' 1.000 4.9-3 T9 20-0 L3 1/2x3 1/2x1/4 0.420 0.000 0.000 0.420' 1.000 4.9-3 P„ /4P„controls Top Girt Design Data (Compression) Section Elevation Size L L„ KlIr A P„ OP„ Ratio No. P. ft ft ft in2 lb lb (iii),, Tl 160-155 L2 1/2x2 1/2x3/16 6.00 5.50 133.3 0.9020 -616.99 11462.90 0.054' K=1.00 P„ /OP„controls N Job e g Pa tnxTower SE06101A PT CHIMACUM/ANE 12 of 15 GPD Group Project Date 520 South Main St. 2012862.42 (TEMP) 12:36:41 09/26/12 Akron,011 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers FAX:(330)572-2101 Uguuuru Top Girt Bending Design Data Section Elevation Size M. 4M.. Ratio M,ry (I)M" Ratio No. M. M,ry ft lb-ft lb-ft WIT lb-ft lb-ft OMB Tl 160-155 L2 1/2x2 1/2x3/16 0.00 2077.96 0.000 0.00 1051.11 0.000 Top Girt Interaction Design Data Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P„ M. M„), Stress Stress ft OP„ �M 4111,T Ratio Ratio TI 160-155 L2 1/2x2 1/2x3/16 0.054 0.000 0.000 0.054' 1.000 4.9-4 V. 1 1 P„ /4P„controls Tension Checks Leg Design Data (Tension) Section Elevation Size L L„ KUr A P„ (OP„ Ratio No. P„ ft ft ft in2 lb lb OP„ TI 160-155 P3 STD 5.00 5.00 51.6 2.2285 1493.50 100281.00 0.015' T2 155-140 P4 STD 15.00 5.00 39.7 3.1741 17769.90 142832.00 0.124' T3 140-120 P4 STD 20.00 6.67 53.0 3.1741 62665.10 142832.00 0.439' T4 120-100 Pipe 6 Std. 20.00 6.67 35.6 5.5813 131602.00 251161.00 0.524 T5 100-80 Pipe 8 Std. 20.03 6.68 27.3 8.3993 172276.00 377967.00 0.456' T6 80-60 Pipe 10 Std. 20.03 10.02 32.7 11.9083 197874.00 535873.00 0.369' T7 60-40 Pipe 10 Std. 20.03 10.02 32.7 11.9083 224735.00 535873.00 0.419' T8 40-20 Pipe 10 Std. 20.03 10.02 32.7 11.9083 250060.00 535873.00 0.467' T9 20-0 P12 STD 20.03 10.02 27.5 14.5790 272886.00 656053.00 0.416' 1 P„ /4P„controls Leg Bending Design Data (Tension) Section Elevation Size M, 4M„, Ratio M,, OM,, Ratio No. M„,, M,ry ft lb-ft lb-ft oM lb-ft lb-ft „Al T1 160-155 P3 STD 0.00 8748.17 0.000 0.00 8748.17 0.000 T2 155-140 P4 STD 80.31 16168.08 0.005 0.00 16168.08 0.000 T3 140-120 P4 STD 309.63 16168.08 0.019 0.00 16168.08 0.000 T4 120-100 Pipe 6 Std. 3389.72 42299.42 0.080 0.00 42299.42 0.000 T5 100-80 Pipe 8 Std. 2526.61 83286.58 0.030 0.00 83286.58 0.000 T6 80-60 Pipe 10 Std. 3630.22 147678.33 0.025 0.00 147678.33 0.000 ,, Job Page tnxTower SE06101 A PT CHIMACUM/ANE 13 of 15 GPD Group Project Date 520 South Main St. 2012862.42 (TEMP) 12:36:41 09/26/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers uguduru FAX:(330)572-2101 • Section Elevation Size M,u •M,. Ratio M,ry OMry Ratio No. M,u M,„, ft lb ft lb ft dm.. lb ft lb ft (Wm, T7 60-40 Pipe 10 Std. 3240.63 147678.33 0.022 0.00 147678.33 0.000 T8 40-20 Pipe 10 Std. 2842.24 147678.33 0.019 0.00 147678.33 0.000 T9 20-0 PI2 STD 4542.10 215420.00 0.021 0.00 215420.00 0.000 Leg Interaction Design Data (Tension) Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P„ M„x Mo. Stress Stress ft 4 P„ i'Ay, (0M Ratio Ratio Tl 160-155 P3 STD 0.015 0.000 0.000 0.015' 1.000 4.9-4 ° V T2 155-140 P4 STD 0.124 0.005 0.000 0.124' 1.000 4.9-4 > T3 140-120 P4 STD 0.439 0.019 0.000 0.439' 1.000 4.9-3 `` V T4 120-100 Pipe 6 Std. 0.524 0.080 0.000 0.537 1.000 4.9-3 V T5 100-80 Pipe 8 Std. 0.456 0.030 0.000 0.456' 1.000 4.9-3 V T6 80-60 Pipe 10 Std. 0.369 0.025 0.000 0.3691 1.000 4.9-3 V T7 60-40 Pipe 10 Std. 0.419 0.022 0.000 0.419' 1.000 4.9-3 V T8 40-20 Pipe 10 Std. 0.467 0.019 0.000 0.467 1 1.000 4.9-3 V V T9 20-0 P12 STD 0.416 0.021 0.000 0.4161 1.000 4.9-3 V t P„ /(1)P„controls Diagonal Design Data (Tension) Section Elevation Size L L„ KO- A P„ OP„ Ratio No. P„ ft ft ft in2 lb lb OP„ Ti 160-155 Ll 3/4x1 3/4x3/16 7.81 3.55 83.0 0.3779 1287.41 16439.90 0.078 1 T2 155-140 L2 1/2x2 1/2x3/16 7.81 3.46 56.5 0.5710 4364.12 24839.90 0.176' T3 140-120 L2 1/2x2 1/2x3/16 8.97 4.01 64.8 0.5710 8285.32 24839.90 0.334 T4 120-100 L2 1/2x2 1/2x3/16 8.97 3.87 62.8 0.5710 10304.20 24839.90 0.415 T5 100-80 L2 1/2x2 1/2x3/16 9.20 4.17 67.3 0.5710 4962.55 24839.90 0.200' T6 80-60 L3x3x3/16 13.80 6.41 84.5 0.7120 5926.36 30973.40 0.191 1 T7 60-40 L3x3x3/16 15.24 7.22 94.0 0.6945 5997.49 30208.70 0.199' T8 40-20 L3x3x1/4 16.01 7.57 100.2 0.9394 6276.53 40862.80 0.154' T9 20-0 L3 1/2x3 1/2x1/4 18.45 8.69 97.9 1.1269 7167.77 49019.10 0.146 1 1 P„ 1 OP„controls Job Page tnxTower SEO61O1A PT CHIMACUM/ANE 14 of 15 Project Date GPD Group 520 South Main St. 2012862.42 (TEMP) 12:36:41 09/26/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers uguduru FAX:(330)572-2101 Diagonal Bending Design Data I ........... . .................................. Section Elevation Size M,u... $M,, Ratio M.�. 4tM,ry Ratio M„,, M„, ft No. lb ft lb ft TM,u lb ft lb ft omny T1 160-155 Ll 3/4x1 3/4x3/16 0.00 985.13 0.000 0.00 505.09 0.000 T2 155-140 L2 1/2x2 1/2x3/16 0.00 2077.96 0.000 0.00 1051.11 0.000 T3 140-120 L2 1/2x2 1/2x3/16 42.09 2077.96 0.020 41.22 1051.11 0.039 T4 120-100 L2 1/2x2 1/2x3/16 45.71 2077.96 0.022 50.26 1051.11 0.048 T5 100-80 L2 1/2x2 1/2x3/16 0.00 2077.96 0.000 0.00 1051.11 0.000 T6 80-60 L3x3x3/16 0.00 2918.57 0.000 0.00 1468.76 0.000 T7 60-40 L3x3x3/16 0.00 2918.57 0.000 0.00 1468.76 0.000 T8 40-20 L3x3x1/4 0.00 3935.25 0.000 0.00 1990.84 0.000 T9 20-0 L3 1/2x3 1/2x1/4 0.00 5440.82 0.000 0.00 2761.92 0.000 Diagonal Interaction Design Data Section.._._.., Elevation ,_ .__......... .......Size Rao..,ma.... -- Ratio Ratio Comb. Allow. Criteria No. P,, Stress ft OP„ OM,, nM Ratio Ratio Ti 160-155 Ll 3/4x1 3/4x3/16 0.078 0.000 0.000 0.078 1.000 4.9-4 V T2 155-140 L2 1/2x2 1/2x3/16 0.176 0.000 0.000 0.1761 1.000 4.9-4 T3 140-120 L2 1/2x2 1/2x3/16 0.334 0.020 0.039 0.349 1.000 4.9-3 / T4 120-100 L2 1/2x2 1/2x3/16 0.415 0.022 0.048 0i1 1.000 4.9-3 T5 100-80 U 1/2x2 1/2x3/16 0.200 0.000 0.000 0.200' 1.000 4.9-4 / T6 80-60 L3x3x3/16 0.191 0.000 0.000 0. ` 1.000 4.9-4 l T7 60-40 L3x3x3/16 0.199 0.000 0.000 0. ' 1.000 4.9-4 T8 40-20 L3x3x1/4 0.154 0.000 0.000 0.154 1 1.000 4.9-4 T9 20-0 L3 1/2x3 1/2x1/4 0.146 0.000 0.000 0.146 1 1.000 4.9-4 1 P„ I¢P„controls Top Girt Design Data (Tension) Section Elevation Size L L, KU,- A P„ tP Ratio No. P. ft ft ft in' lb lb (i)P„ Ti 160-155 L2 1/2x2 1/2x3/16 6.00 5.50 88.0 0.5886 105.11 25604.50 0.004 , Job Page tnxTower SE06101A PT CHIMACUM/ANE 15 of 15 GPD Group Project Date • 520 South Main St. 2012862.42 (TEMP) 12:36:41 09/26/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers uguduru FAX:(330)572-2101 , Top Girt Bending Design Data Section Elevation Size M,« QM,, Ratio M„., 4,M,y Ratio No. M,, M, ft lb ft lb ft $M lb ft lb ft 4M, T1 160-155 L2 1/2x2 1/2x3/16 -21.08 2077.96 0.010 -21.08 1051.11 0.020 Top Girt Interaction Design Data Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P„ M,. M,, Stress Stress ft r¢P„ OM„c t M r Ratio Ratio Ti 160-155 L2 1/2x2 1/2x3/16 0.004 0.010 0.020 0.032 1.000 4.9-4, Section Capacity Table Section Elevation Component Size Critical P OP„11„„, % Pass No. ft Type Element lb lb Capacity Fail T1 160-155 Leg P3 STD 2 -2401.27 82563.00 2.9 Pass T2 155-140 Leg P4 STD 13 -22885.40 127250.00 18.0 Pass T3 140-120 Leg P4 STD 34 -71579.60 116316.00 61.5 Pass T4 120-100 Leg Pipe 6 Std. 55 -143378.00 228900.00 63.6 Pass T5 100-80 Leg Pipe 8 Std. 76 -186506.00 357954.00 52.1 Pass T6 80-60 Leg Pipe 10 Std. 97 -214689.00 495532.00 43.3 Pass T7 60-40 Leg Pipe 10 Std. 112 -244940.00 495532.00 49.4 Pass T8 40-20 Leg Pipe 10 Std. 127 -274023.00 495532.00 55.3 Pass T9 20-0 Leg P12 STD 142 -300969.00 620860.00 48.5 Pass T1 160-155 Diagonal Ll 3/4x1 3/4x3/16 7 -1368.63 9064.87 15.1 Pass T2 155-140 Diagonal L2 1/2x2 1/2x3/16 17 -4317.26 18541.80 23.3 Pass T3 140-120 Diagonal L2 1/2x2 1/2x3/16 37 -8372.91 16747.00 50.0 Pass T4 120-100 Diagonal L2 1/2x2 1/2x3/16 62 -10846.30 17183.90 63.1 Pass T5 100-80 Diagonal L2 1/2x2 1/2x3/16 92 -5527.34 16219.40 34.5 Pass T6 80-60 Diagonal L3x3x3/16 101 -6239.77 15024.20 41.5 Pass T7 60-40 Diagonal L3x3x3/16 116 -6317.80 11640.70 54.3 Pass T8 40-20 Diagonal L3x3x1/4 131 -6602.23 14172.10 46.6 Pass T9 20-0 Diagonal L3 1/2x3 1/2x1/4 146 -7831.06 18639.80 42.0 Pass T1 160-155 Top Girt L2 1/2x2 1/2x3/16 4 -616.99 11462.90 5.4 Pass Summary Leg(T4) 63.6 Pass Diagonal 63.1 Pass (T4) Top Girt 5.4 Pass (T1) Bolt Checks 71.7 Pass RATING= 71.7 Pass TNXTOWER ANALYSIS PRINTOUT (WIND-PERM) GPD GROUP • Job Page tnxTower SE06101 A PT CHIMACUM/ANE 1 of 16 GPD Group Project Date 520 South Main St. 2012862.42 (PERM) 08:48:00 09/26/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers uguduru FAX:(330)572-2101 Tower Input Data The main tower is a 3x free standing tower with an overall height of 160.00 ft above the ground line. The base of the tower is set at an elevation of 0.00 ft above the ground line. The face width of the tower is 6.00 ft at the top and 16.00 ft at the base. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in Jefferson County,Washington. Basic wind speed of 85 mph. Structure Class II. Exposure Category C. Topographic Category 1. Crest Height 0.00 ft. Nominal ice thickness of 0.2500 in. Ice thickness is considered to increase with height. Ice density of 56 pcf. A wind speed of 30 mph is used in combination with ice. Temperature drop of 50°F. Deflections calculated using a wind speed of 60 mph. A non-linear(P-delta)analysis was used. Pressures are calculated at each section. Stress ratio used in tower member design is 1. Local bending stresses due to climbing loads,feedline supports,and appurtenance mounts are not considered. Options .4 Consider Moments-Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As Cylinder J Consider Moments-Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules Consider Moments-Diagonals Al Assume Rigid Index Plate Calculate Redundant Bracing Forces Use Moment Magnification .4 Use Clear Spans For Wind Area Ignore Redundant Members in FEA / Use Code Stress Ratios / Use Clear Spans For KL/r SR Leg Bolts Resist Compression AI 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 4 Use Azimuth Dish Coefficients 4 Consider Feedline Torque Use Special Wind Profile 4 Project Wind Area of Appurt. '1 Include Angle Block Shear Check Include Bolts In Member Capacity Autocalc Torque Arm Areas Poles Leg Bolts Are At Top Of Section SR Members Have Cut Ends Include Shear-Torsion Interaction Secondary Horizontal Braces Leg 4 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 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 plf LDF7-50A C No Ar(CaAa) 160.00-8.00 0.0000 0 24 12 1.0000 1.9800 0.82 (1-5/8 FOAM) (T-Mobile) LDF5-50A C No Ar(CaAa) 122.00-8.00 0.0000 0.1 2 2 1.0000 1.0900 0.33 (7/8 FOAM) Job Page tnxTower SE06101A PT CHIMACUM/ANE 2 of 16 Project Date GPou Group 520 South Main St. 2012862.42 (PERM) 08:48:00 09/26/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers uguduru FAX:(330)572-2101 Description Face Allow Component Placement Face (Frac # Row n r Width or Perimeter P Weight or Shield Type Offset Offset Per Spacing Diameter Leg ft plf (T-Mobile) LDF5-50A C No Ar(CaAa) 130.00-122.00 0.0000 0.12 1 1 1.0000 1.0900 0.33 (7/8 FOAM) (T-Mobile) LDF4P-50A C No Ar(CaAa) 104.00-102.00 0.0000 0.18 1 1 0.6300 0.6300 0.15 (1/2 FOAM) (T-Mobile) LDF4P-50A C No Ar(CaAa) 102.00-95.00 0.0000 0.16 2 2 0.6300 0.6300 0.15 (1/2 FOAM) (T-Mobile) LDF4P-50A C No Ar(CaAa) 95.00-8.00 0.0000 0.14 3 3 0.6300 0.6300 0.15 (1/2 FOAM) (T-Mobile) Feedline C No Af(CaAa) 160.00-8.00 0.0000 0.025 1 1 3.0000 3.0000 8.40 Ladder(Af) LDF7-50A B No Ar(CaAa) 150.00-8.00 0.0000 0 12 12 1.0000 1.9800 0.82 (1-5/8 FOAM) (AT&T) LDF2-50A B No Ar(CaAa) 150.00-8.00 0.0000 -0.12 1 1 1.0000 0.4400 0.08 (3/8 FOAM) (AT&T) LDF1-50A B No Ar(CaAa) 148.00-8.00 0.0000 -0.1 1 1 0.3500 0.3500 0.06 (1/4 FOAM) (AT&T) LDF4-50A B No Ar(CaAa) 148.00-8.00 0.0000 -0.09 2 2 0.6300 0.6300 0.15 (1/2 FOAM) (AT&T) EW90 B No Af(CaAa) 117.50-8.00 0.0000 0.12 1 1 0.9869 0.9869 0.32 (AT&T) Feedline B No Af(CaAa) 150.00-8.00 0.0000 0.025 1 1 3.0000 3.0000 8.40 Ladder(At) 1-1/4"Hybrid A No Ar(CaAa) 135.00-8.00 0.0000 0.05 3 3 1.0000 1.5500 0.66 Cable (Sprint) 1420A(1/4") A No Ar(CaAa) 135.00-8.00 0.0000 0.06 1 1 0.2610 0.2610 0.29 LDF5-50A A No Ar(CaAa) 124.00-8.00 0.0000 0.08 1 1 1.0900 1.0900 0.33 (7/8 FOAM) (Sprint) LDF4-50A A No Ar(CaAa) 63.00-8.00 0.0000 0.1 1 1 1.0000 0.6300 0.15 (1/2 FOAM) (Sprint) Feedline A No Af(CaAa) 140.00-8.00 0.0000 0.025 1 1 3.0000 3.0000 8.40 Ladder(Af) Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement Face Lateral # CAAA Weight or Shield Type Offset Offset Leg ft in (FracFW) r=ift Pl.f Climbing A No CaAa(In Face) 160.00-8.00 -3.0000 0.44 1 No Ice 0.29 7.90 Ladder 1/2"Ice 0.55 10.60 Discrete Tower Loads Pa e ` tnxTower J°b SEO6101A PT CHIMACUM/ANE g 3 of 16 GPD Group Project Date 520 South Main St. 2012862.42 (PERM) 08:48:00 09/26/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers FAX:(330)572-2101 uguduru Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft c. ft ft2 fie lb ft Valmont 13'Platform w/ C None 0.0000 160.00 No Ice 35.90 35.90 1335.00 Rails(GPD) 1/2"Ice 40.50 40.50 3000.00 (2)UMWDP-06516-R2DH A From Leg 1.00 0.0000 160.00 No Ice 4.24 3.87 38.75 w/Mount Pipe 0.00 1/2"Ice 4.85 4.93 75.33 0.00 (2)UMWDP-06516-R2DH B From Leg 1.00 0.0000 160.00 No Ice 4.24 3.87 38.75 w/Mount Pipe 0.00 1/2"Ice 4.85 4.93 75.33 0.00 (2)UMWDP-06516-R2DH C From Leg 1.00 0.0000 160.00 No Ice 4.24 3.87 38.75 w/Mount Pipe 0.00 1/2"Ice 4.85 4.93 75.33 0.00 (2)TMBXX-6516-R2M w/ A From Leg 1.00 0.0000 160.00 No Ice 6.85 5.00 52.85 (2"x60")Mount Pipe 0.00 1/2"Ice 7.31 5.69 103.87 0.00 (2)TMBXX-6516-R2M w/ B From Leg 1.00 0.0000 160.00 No Ice 6.85 5.00 52.85 (2"x60")Mount Pipe 0.00 1/2"Ice 7.31 5.69 103.87 0.00 (2)TMBXX-6516-R2M w/ C From Leg 1.00 0.0000 160.00 No Ice 6.85 5.00 52.85 (2"x60")Mount Pipe 0.00 1/2"Ice 7.31 5.69 103.87 0.00 (4)ETW190VS12UB A From Leg 1.00 0.0000 160.00 No Ice 0.66 0.35 11.00 0.00 1/2"Ice 0.78 0.44 15.83 0.00 (4)ETW190VS12UB B From Leg 1.00 0.0000 160.00 No Ice 0.66 0.35 11.00 0.00 1/2"Ice 0.78 0.44 15.83 0.00 (4)ETW190VS12UB C From Leg 1.00 0.0000 160.00 No Ice 0.66 0.35 11.00 0.00 1/2"Ice 0.78 0.44 15.83 0.00 MTS 10'Boom Gate(1) A From Leg 2.00 0.0000 150.00 No Ice 15.43 10.89 434.00 0.00 1/2"Ice 20.15 15.13 614.25 0.00 MTS 10'Boom Gate(1) B From Leg 1.00 60.0000 150.00 No Ice 15.43 10.89 434.00 1.73 1/2"Ice 20.15 15.13 614.25 0.00 MTS 10'Boom Gate(1) C From Leg 2.00 0.0000 150.00 No Ice 15.43 10.89 434.00 0.00 1/2"Ice 20.15 15.13 614.25 0.00 742 265 w/Mount Pipe A From Leg 4.00 0.0000 150.00 No Ice 7.60 6.18 72.33 0.00 1/2"Ice 8.16 7.29 130.15 0.00 742 265 w/Mount Pipe B From Leg 2.00 0.0000 150.00 No Ice 7.60 6.18 72.33 3.46 1/2"Ice 8.16 7.29 130.15 0.00 742 265 w/Mount Pipe C From Leg 4.00 0.0000 150.00 No Ice 7.60 6.18 72.33 0.00 1/2"Ice 8.16 7.29 130.15 0.00 (2)800 10122 w/6'Mount A From Leg 4.00 0.0000 150.00 No Ice 7.62 6.35 81.40 Pipe 0.00 1/2"Ice 8.12 7.32 139.47 0.00 (2)800 10122 w/6'Mount B From Leg 2.00 0.0000 150.00 No Ice 7.62 6.35 81.40 Pipe 3.46 1/2"Ice 8.12 7.32 139.47 0.00 (2)800 10122 w/6'Mount C From Leg 4.00 0.0000 150.00 No Ice 7.62 6.35 81.40 Pipe 0.00 1/2"Ice 8.12 7.32 139.47 0.00 AM-X-CD-17-65-00T-RET A From Leg 4.00 0.0000 150.00 No Ice 11.31 9.10 105.82 1 t + Job e g Pa tnxTower SE06101A PT CHIMACUM/ANE 4 of 16 GPD Group Project Date 520 South Main St. 2012862.42 (PERM) 08:48:00 09/26/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers FAX:(330)572-2101 ugu uru Description Face___ Offset _... p ff Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft ft2 ft2 lb ft p w/Mount Pipe 0.00 1/2"Ice 11.93 10.52 189.52 0.00 AM-X-CD-17-65-00T-RET B From Leg 2.00 0.0000 150.00 No Ice 11.31 9.10 105.82 w/Mount Pipe 3.46 1/2"Ice 11.93 10.52 189.52 0.00 AM-X-CD-17-65-00T-RET C From Leg 4.00 0.0000 150.00 No Ice 11.31 9.10 105.82 w/Mount Pipe 0.00 1/2"Ice 11.93 10.52 189.52 0.00 TT19-08BPI11-001 A From Leg 4.00 0.0000 150.00 No Ice 0.64 0.52 16.00 0.00 1/2"Ice 0.76 0.62 21.80 0.00 TT19-08BP111-001 B From Leg 2.00 0.0000 150.00 No Ice 0.64 0.52 16.00 3.46 1/2"Ice 0.76 0.62 21.80 0.00 TT19-08BP111-001 C From Leg 4.00 0.0000 150.00 No Ice 0.64 0.52 16.00 0.00 1/2"Ice 0.76 0.62 21.80 0.00 I (6)860 10025 A From Leg 4.00 0.0000 150.00 No Ice 0.18 0.15 1.20 0.00 1/2"Ice 0.25 0.21 2.85 0.00 (6)860 10025 B From Leg 2.00 0.0000 150.00 No Ice 0.18 0.15 1.20 3.46 1/2"Ice 0.25 0.21 2.85 0.00 (6)860 10025 C From Leg 4.00 0.0000 150.00 No Ice 0.18 0.15 1.20 0.00 1/2"Ice 0.25 0.21 2.85 0.00 3'T-Arm A From Leg 0.'75 0.0000 148.00 No Ice 1.52 1.52 25.00 0.00 1/2"Ice 1.94 1.94 31.00 0.00 3'T-Arm B From Leg 0.75 0.0000 148.00 No Ice 1.52 1.52 25.00 0.00 1/2"Ice 1.94 1.94 31.00 0.00 3'T-Arm C From Leg 0.75 0.0000 148.00 No Ice 152 1.52 25.00 0.00 1/2"Ice 1.94 1.94 31.00 0.00 9442 RRH 700 A From Leg 1.50 0.0000 148.00 No Ice 3.53 1.60 44.00 0.00 1/2"Ice 3.80 1.82 64.97 0.00 9442 RRH 700 B From Leg 130 0.0000 148.00 No Ice 3.53 1.60 44.00 0.00 1/2"Ice 3.80 1.82 64.97 0.00 9442 RRH 700 C From Leg 1.50 0.0000 148.00 No Ice 3.53 1.60 44.00 0.00 1/2"Ice 3.80 1.82 64.97 0.00 9442 RRH AWS A From Leg 1.50 0.0000 148.00 No Ice 251 1.59 43.00 0.00 1/2"Ice 2.75 1.80 60.37 0.00 9442 RRH AWS B From Leg 1.50 0.0000 148.00 No Ice 2.51 1.59 43.00 0.00 1/2"Ice 2.75 1.80 60.37 0.00 9442 RRH AWS C From Leg 1.50 0.0000 148.00 No Ice 2.51 1.59 43.00 0.00 1/2"Ice 2.75 1.80 60.37 0.00 DC6-48-60-18-8F Surge C From Leg 1.50 0.0000 148.00 No Ice 1.47 1.47 32.80 Suppression Unit 0.00 1/2"Ice 1.67 1.67 50.52 0.00 14'T-Arm(1) A From Leg 2.00 0.0000 135.00 No Ice 5.80 2.60 336.00 Job Page tnxTower SE06101 A PT CHIMACUM/ANE 5 of 16 GPD Group Project Date 520 South Main St. 2012862.42 (PERM) 08:48:00 09/26/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers FAX:(330)572-2101 Ugu uru Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft J12 ft2 lb ft ft 0.00 1/2"Ice 9.71 4.86 412.00 0.00 14'T-Arm(1) B From Leg 2.00 0.0000 135.00 No Ice 5.80 2.60 336.00 0.00 1/2"Ice 9.71 4.86 412.00 0.00 14'T-Arm(1) C From Leg 2.00 0.0000 135.00 No Ice 5.80 2.60 336.00 0.00 1/2"Ice 9.71 4.86 412.00 0.00 APXVRRI3-C-A20 w/ A From Leg 4.00 0.0000 135.00 No Ice 7.35 3.57 47.82 Mount Pipe 0.00 1/2"Ice 7.80 4.18 94.06 0.00 APXVRR13-C-A20 w/ B From Leg 4.00 0.0000 135.00 No Ice 7.35 3.57 47.82 Mount Pipe 0.00 1/2"Ice 7.80 4.18 94.06 0.00 APXVRR13-C-A20 w/ C From Leg 4.00 0.0000 135.00 No Ice 7.35 3.57 47.82 Mount Pipe 0.00 1/2"Ice 7.80 4.18 94.06 0.00 RRH-P4 A From Leg 4.00 0.0000 135.00 No Ice 3.19 2.07 59.50 0.00 1/2"Ice 3.44 2.29 82.60 0.00 RRH-P4 B From Leg 4.00 0.0000 135.00 No Ice 3.19 2.07 59.50 0.00 1/2"Ice 3.44 2.29 82.60 0.00 RRH-P4 C From Leg 4.00 0.0000 135.00 No Ice 3.19 2.07 59.50 0.00 1/2"Ice 3.44 2.29 82.60 0.00 28HC50HFC067v02 C From Leg 4.00 0.0000 135.00 No Ice 0.84 0.43 11.50 0.00 1/2"Ice 0.97 0.52 17.96 0.00 2"x 4'Mount Pipe C From Leg 0.50 0.0000 130.00 No Ice 0.79 0.79 20.00 0.00 1/2"Ice 1.03 1.03 26.34 0.00 2"x 4'Mount Pipe C From Leg 0.50 0.0000 124.00 No Ice 0.79 0.79 20.00 0.00 1/2"Ice 1.03 1.03 26.34 0.00 2"x 4'Mount Pipe C From Leg 0.50 0.0000 122.00 No Ice 0.79 0.79 20.00 0.00 1/2"Ice 1.03 1.03 26.34 0.00 2"x 4'Mount Pipe A From Leg 0.50 -60.0000 117.50 No Ice 0.79 0.79 20.00 0.00 1/2"Ice 1.03 1.03 26.34 0.00 2"x 2'Mount Pipe C From Leg 0.50 60.0000 104.00 No Ice 0.30 0.30 20.00 0.00 1/2"Ice 0.43 0.43 23.28 0.00 2"x 2'Mount Pipe A From Leg 0.50 0.0000 102.00 No Ice 1.36 1.36 20.00 0.00 1/2"Ice 2.45 2.45 40.00 0.00 GPS A From Leg 1.00 0.0000 102.00 No Ice 0.17 0.17 0.87 0.00 1/2"Ice 0.24 0.24 3.85 0.00 2"x 2'Mount Pipe C From Leg 0.50 30.0000 95.00 No Ice 0.30 0.30 20.00 0.00 1/2"Ice 0.43 0.43 23.28 0.00 2"x 2'Mount Pipe A From Leg 0.50 0.0000 63.00 No Ice 1.36 1.36 20.00 0.00 1/2"Ice 2.45 2.45 40.00 0.00 GPS A From Leg 1.00 0.0000 63.00 No Ice 0.17 0.17 0.87 • Job e g Pa tnxTower SE06101A PT CHIMACUM/ANE 6 of 16 GPD Group Project Date 520 South Main St. 2012862.42 (PERM) 08:48:00 09/26/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers FAX:(330)572-2101 ugu uru Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft fie fie lb ft ft 0.00 1/2"Ice 0.24 0.24 3.85 0.00 Job e g Pa tnxTower SE06101 A PT CHIMACUM/ANE 7 of 16 GPD Group Project Date 520 South Main St. 2012862.42 (PERM) 08:48:00 09/26/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers FAX:(330)572-2101 uguduru Dishes Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Horz Adjustment Beam Diameter Area Leg Lateral Width Vert ft ft ft ft2 lb 4'HP C Paraboloid From 1.00 0.0000 130.00 4.00 No Ice 12.57 50.00 w/Shroud(HP) Leg 0.00 1/2"Ice 13.10 130.00 0.00 VHP4-105 C Paraboloid From 1.00 0.0000 124.00 4.00 No Ice 12.60 126.00 w/Shroud(HP) Leg 0.00 1/2"Ice 13.09 193.19 0.00 4'Dish w/o Radome C Paraboloid w/o From 1.00 0.0000 122.00 4.00 No Ice 12.57 80.00 Radome Leg 0.00 1/2"Ice 13.10 90.00 0.00 P4F-52-NXA A Paraboloid From 1.00 -60.0000 117.50 4.67 No Ice 17.11 150.00 w/Radome Leg 0.00 1/2"Ice 17.72 180.00 0.00 P2-57W-P7A C Paraboloid w/o From 1.00 60.0000 104.00 2.08 No Ice 3.41 49.00 Radome Leg 0.00 1/2"Ice 3.69 53.00 0.00 2'Dish C Paraboloid w/o From 1.00 30.0000 95.00 2.00 No Ice 3.14 10.00 Radome Leg 0.00 1/2"Ice 3.41 20.00 0.00 VHLP1-23 C Paraboloid From 4.00 0.0000 135.00 1.27 No Ice 1.28 10.00 w/Shroud(HP) Leg 0.00 1/2"Ice 1.45 30.00 0.00 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° TI 160-155 5.343 47 0.3211 0.0550 T2 155-140 5.004 47 0.3205 0.0549 T3 140-120 3.994 47 0.3099 0.0511 T4 120-100 2.754 47 0.2554 0.0400 T5 100-80 1.767 47 0.1855 0.0246 T6 80-60 1.088 47 0.1283 0.0129 T7 60-40 0.603 47 0.0918 0.0067 T8 40-20 0.265 43 0.0578 0.0031 T9 20-0 0.071 43 0.0252 0.0012 Critical Deflections and Radius of Curvature- Service Wind Elevation _._ Appurtenance Gov. ..,Deflection Tilt T.. _. .. Twist Radius of Load Curvature ft Comb. in ft 160.00 Valmont 13'Platform w/Rails 47 5.343 0.3211 0.0550 Inf (GPD) 150.00 MTS 10'Boom Gate(I) 47 4.665 0.3192 0.0543 153710 148.00 3'1-Arm 47 4.529 0.3182 0.0538 103671 135.00 VHLP1-23 47 3.668 0.3002 0.0489 32888 130.00 4'HP 47 3.351 0.2873 0.0463 25903 124.00 VHP4-105 47 2.986 0.2688 0.0428 20644 122.00 4'Dish w/o Radome 47 2.869 0.2622 0.0414 19380 . � . ' Job Page tnxTower SE06101A PT CHIMACUM/ANE 8 of 16 GPD Group Project Date • 520 South Main St. 2012862.42 (PERM) 08:48:00 09/26/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers FAX:(330)572-2101 uguduru Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in 0 0 ft 117.50 P4F-52-NXA 47 2.614 0.2467 0.0382 17451 104.00 P2-57W-P7A 47 1.939 0.1991 0.0276 14251 102.00 2"x 2'Mount Pipe 47 1.851 0.1923 0.0260 13973 95.00 2'Dish 47 1.571 0.1693 0.0211 15572 63.00 2"x 2'Mount Pi.e 47 0.666 0.0968 0.0074 33027 Maximum Tower Deflections Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° 0 Ti 160-155 17.069 18 1.0214 0.1770 T2 155-140 15.990 18 1.0194 0.1769 T3 140-120 12.778 18 0.9871 0.1645 T4 120-100 8.821 18 0.8155 0.1290 T5 100-80 5.664 18 0.5936 0.0791 T6 80-60 3.491 10 0.4110 0.0417 T7 60-40 1.938 10 0.2945 0.0217 T8 40-20 0.852 10 0.1854 0.0101 T9 20-0 0.227 10 0.0811 0.0040 Critical Deflections and Radius of Curvature- Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 160.00 Valmont 13'Platform w/Rails 18 17.069 1.0214 0.1770 Inf. (GPD) 150.00 MTS 10'Boom Gate(1) 18 14.911 1.0153 0.1747 50785 148.00 3'T-Arm 18 14.480 1.0124 0.1732 34096 135.00 VHLP1-23 18 11.738 0.9568 0.1575 10603 130.00 4'HP 18 10.727 0.9163 0.1492 8281 124.00 VHP4-105 18 9.562 0.8581 0.1377 6559 122.00 4'Dish w/o Radome 18 9.188 0.8371 0.1334 6148 117.50 P4F-52-NXA 18 8.375 0.7881 0.1231 5520 104.00 P2-57W-P7A 18 6.214 0.6370 0.0888 4478 102.00 2"x 2'Mount Pipe 18 5.934 0.6151 0.0839 4388 95.00 2'Dish 18 5.038 0.5420 0.0679 4884 63.00 2"x 2'Mount Pipe 10 2.140 0.3102 0.0240 10317 Bolt Design Data Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load per Load Load Ratio ft in Bolts Bolt lb Allowable lb T1 160 Leg A325N 0.7500 4 372.59 29820.60 0.012 1 Bolt Tension Diagonal A325N 0.5000 2 643.34 4995.70 0.129 V 1 Member Block Shear Top Girt A325N 0.5000 1 658.42 6198.75 0.106 / 1 Member Bearing T2 155 Leg A325N 0.7500 4 4439.23 29820.60 0.149 1 Bolt Tension Diagonal A325N 0.6250 2 2197.33 7187.70 0306 V 1 Member Block Shear ' l' Job Page . tnxTowe SEO61O1A PT CHIMACUM/ANE 9 of 16 GPD Group Project Date 520 South Main St. 2012862.42 (PERM) 08:48:00 09/26/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers FAX:(330)572-2101 ugu uru Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load per Load Load Ratio ft in Bolts Bolt lb Allowable lb T3 140 Leg A325N 0.8750 4 15115.60 40589.10 0.372 1 Bolt Tension Diagonal A325N 0.6250 2 3923.13 7187.70 0.546 V 1 Member Block Shear T4 120 Leg A325N 1.0000 6 20877.50 53014.40 0.394 1 Bolt Tension Diagonal A325N 0.6250 2 4923.24 7187.70 0.685 V 1 Member Block Shear T5 100 Leg A325N 1.0000 12 13595.50 53014.40 0.256 V 1 Bolt Tension Diagonal A325N 0.6250 2 2334.17 7187.70 0325 1 Member Block Shear T6 80 Leg A325N 1.0000 12 15588.30 53014.40 0294 V 1 Bolt Tension Diagonal A325N 0.6250 2 2879.20 7697.46 0374 V 1 Member Block Shear T7 60 Leg A325N 1.0000 12 17690.20 53014.40 0.334 V 1 Bolt Tension Diagonal A325N 0.7500 1 5854.68 9461.25 0.619 4 1 Member Bearing T8 40 Leg A325N 1.0000 12 19678.10 53014.40 0.371n 1 Bolt Tension Diagonal A325N 0.6250 2 3069.58 10263.30 0299 tr" 1 Member Block Shear T9 20 Diagonal A325N 0.6250 2 3724.39 12425.20 0 300 V 1 Bolt Shear Compression Checks Leg Design Data (Compression) Section Elevation Size L L„ KlJr A P„ OP„ Ratio No. P„ ft ft ft in' lb lb OP„ Ti 160-155 P3 STD 5.00 5.00 51.6 2.2285 -2398.62 82563.00 0.029' K=1.00 T2 155-140 "P4 STD 15.00 5.00 39.7 3.1741 -22875.40 127250.00 0.180' K=1.00 T3 140-120 P4 STD 20.00 6.67 53.0 3.1741 -69221.40 116316.00 0.595' K=1.00 T4 120-100 Pipe 6 Std. 20.00 6.67 35.6 5.5813 -136715.00 228900.00 0.597 K=1.00 T5 100-80 Pipe 8 Std. 20.03 6.68 27.3 8.3993 -177030.00 357954.00 0.495' K=1.00 T6 80-60 Pipe 10 Std. 20.03 10.02 32.7 11.9083 -203458.00 495532.00 0.411 ' K=1.00 T7 60-40 Pipe 10 Std. 20.03 10.02 32.7 11.9083 -231977.00 495532.00 0.468' K=1.00 T8 40-20 Pipe 10 Std. 20.03 10.02 32.7 11.9083 -259498.00 495532.00 0.524' K=1.00 T9 20-0 P12 STD 20.03 10.02 27.5 14.5790 -285243.00 620860.00 0.459' K=1.00 1 P„ 1'P„controls Job e g Pa tnxTower SE06101A PT CHIMACUM/ANE 10 of 16 GPD Group Project Date 520 South Main St. 2012862.42 (PERM) 08:48:00 09/26/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers FAX:(330)572-2101 uguduru Leg Bending Design Data (Compression) Section Elevation Size M. OM,„ Ratio M,ry Om, Ratio No. M. M,ry ft lb-ft lb-ft (PA 1. lb-ft lb-ft 4)M , T1 160-155 P3 STD 22.85 8748.17 0.003 0.00 8748.17 0.000 T2 155-140 P4 STD 208.16 16168.08 0.013 0.00 16168.08 0.000 T3 140-120 P4 STD 654.37 16168.08 0.040 0.00 16168.08 0.000 T4 120-100 Pipe 6 Std. 3606.37 42299.42 0.085 0.00 42299.42 0.000 T5 100-80 Pipe 8 Std. 2797.87 83286.58 0.034 0.00 83286.58 0.000 T6 80-60 Pipe 10 Std. 3625.57 147678.33 0.025 0.00 147678.33 0.000 T7 60-40 Pipe 10 Std. 3746.18 147678.33 0.025 0.00 147678.33 0.000 T8 40-20 Pipe 10 Std. 4102.95 147678.33 0.028 0.00 147678.33 0.000 T9 20-0 P12 STD 0.48 215420.00 0.000 0.00 215420.00 0.000 Leg Interaction Design Data (Compression) Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P„ M„x M,ry Stress Stress ft (OP„ 4M. 4M,, Ratio Ratio Ti 160-155 P3 STD 0.029 0.003 0.000 0.029' 1.000 4.9-4 V T2 155-140 P4 STD 0.180 0.013 0.000 0.180' 1.000 4.9-4 V T3 140-120 P4 STD 0.595 0.040 0.000 0.5+�9,�5' 1.000 4.9-3 4� T4 120-100 Pipe 6 Std. 0.597 0.085 0.000 0.607 1.000 4.9-3 T5 100-80 Pipe 8 Std. 0.495 0.034 0.000 0.495' 1.000 4.9-3 V T6 80-60 Pipe 10 Std. 0.411 0.025 0.000 0.411 ' 1.000 4.9-3 V T7 60-40 Pipe 10 Std. 0.468 0.025 0.000 0.468' 1.000 4.9-3 V T8 40-20 Pipe 10 Std. 0.524 0.028 0.000 0.5_2j4' 1.000 4.9-3 e T9 20-0 P12 STD 0.459 0.000 0.000 0.459' 1.000 4.9-3 V I P„ I?P.controls Diagonal Design Data (Compression) Section,... .,_.Elevation..._.,,,_ ...,_ Size__.... .... L.. _. L,,,,,,,, Kl/r A P„ O,.,,_. P„ Ratio No. P„ ft ft ft in2 lb lb 4)P. T1 160-155 Ll 3/4x1 3/4x3/16 7.81 3.55 123.1 0.6211 -1367.69 9064.87 0.151 ' K=0.99 Page ■ tnxTower Job SE06101 A PT CHIMACUM/ANE 11 of 16 GPD Group Project Date 520 South Main St. 2012862.42 (PERM) 08:48:00 09/26/12 Akron, OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers uguduru FAX:(330)572-2101 Section Elevation Size L L„ KO- A P„ $P„ Ratio No. P„ ft ft ft in' lb lb n p„ T2 155-140 L2 1/2x2 1/2x3/16 7.81 3.46 93.0 0.9020 -4345.69 18541.80 0.234' K=1.11 T3 140-120 L2 1/2x2 1/2x3/16 8.97 4.01 102.8 0.9020 -7919.56 16747.00 0.473 1 K=1.06 T4 120-100 L2 1/2x2 1/2x3/16 8.97 3.87 100.4 0.9020 -10294.00 17183.90 0.599' K=1.07 T5 100-80 L2 1/2x2 1/2x3/16 9.20 4.17 105.8 0.9020 -5204.11 16219.40 0.321 K=1.05 T6 80-60 L3x3x3/16 13.80 6.41 127.0 1.0900 -6047.72 15024.20 0.403' K=0.98 T7 60-40 L3x3x3/16 15.24 7.22 145.4 1.0900 -6153.11 11640.70 0.529 1 K=1.00 T8 40-20 L3x3x1/4 16.80 7.96 151.5 1.4400 -6451.44 14172.10 0.455 1 K=0.94 T9 20-0 L3 1/2x3 1/2x1/4 18.45 8.69 143.1 1.6900 -7448.78 18639.80 0.4001 K=0.95 'P„ l OP„controls Diagonal Bending Design Data Section Elevation Size M. 4M,,, Ratio M„,, OM., Ratio No. Al.. M,,5 ft lb ft lb ft OMB. lb ft lb ft (iM,), TI 160-155 Ll 3/4x1 3/4x3/16 0.00 985.13 0.000 0.00 505.09 0.000 T2 155-140 L2 1/2x2 1/2x3/16 0.00 2077.96 0.000 0.00 1051.11 0.000 T3 140-120 L2 1/2x2 1/2x3/16 0.00 2077.96 0.000 0.00 1051.11 0.000 T4 120-100 L2 1/2x2 1/2x3/16 0.00 2077.96 0.000 0.00 1051.11 0.000 T5 100-80 L2 1/2x2 1/2x3/16 -18.83 2077.96 0.009 -37.69 1051.11 0.036 T6 80-60 L3x3x3/16 0.00 2918.57 0.000 0.00 1468.76 0.000 T7 60-40 L3x3x3/16 0.00 2918.57 0.000 0.00 1468.76 0.000 T8 40-20 L3x3x1/4 0.00 3935.25 0.000 0.00 1990.84 0.000 T9 20-0 L3 1/2x3 1/2x1/4 0.00 5440.82 0.000 0.00 2761.92 0.000 Diagonal Interaction Design Data Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P„ M,u M,ry Stress Stress ft 4P„ q)M„x 4M„5 Ratio Ratio T1 160-155 LI 3/4x1 3/4x3/16 0.151 0.000 0.000 0.151 1 1.000 4.9-4 T2 155-140 L2 1/2x2 1/2x3/16 0.234 0.000 0.000 0.234' 1.000 4.9-3 Vi T3 140-120 L2 1/2x2 1/2x3/16 0.473 0.000 0.000 0.473' 1.000 4.9-3 T4 120-100 L2 1/2x2 1/2x3/16 0.599 0.000 0.000 0.599 1 1.000 4.9-3 T5 100-80 L2 1/2x2 1/2x3/16 0.321 0.009 0.036 0.325 1.000 4.9-3 T6 80-60 L3x3x3/16 0.403 0.000 0.000 0.403' 1.000 4.9-3 . .. . tnxTower Job Page SEO61O1A PT CHIMACUM/ANE 12 of 16 GPD Group Project Date 520 South Main St. 2012862.42(PERM) 08:48:00 09/26/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers FAX:(330)572-2101 ugu uru Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P„ M,u M,, Stress Stress ft P. „M,, „M Ratio Ratio ill T7 60-40 L3x3x3/16 0.529 0.000 0.000 0.529' 1.000 4.9-3 V T8 40-20 L3x3x1/4 0.455 0.000 0.000 0.455 1 1.000 4.9-3 V I/ T9 20-0 L3 1/2x3 1/2x1/4 0.400 0.000 0.000 0.400' 1.000 4.9-3 V4 1 P„ /4P„controls Top Girt Design Data (Compression) Section Elevation Size L L„ Kl/r A P„ OP„ Ratio No. P. ft ft ft in2 lb lb 013„ Ti 160-155 L2 1/2x2 1/2x3/16 6.00 5.50 133.3 0.9020 -614.25 11462.90 0.054 1 K=1.00 1 P„ I 4P„controls Top Girt Bending Design Data Section Elevation Size il‘ 4M. Ratio M,, 4M,ry Ratio No. M„, M.3, ft lb ft lb ft 4:,M,. lb ft lb ft 4M T1 160-155 L2 1/2x2 1/2x3/16 0.00 2077.96 0.000 0.00 1051.11 0.000 Top Girt Interaction Design Data Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P. M„x Mme, Stress Stress ft OP„ OM„ (I)M., Ratio Ratio T1 160-155 L2 1/2x2 1/2x3/16 0.054 0.000 0.000 0.054 1 1.000 4.9-4 V 1 P„ /lP„controls Tension Checks Job e g Pa tnxTower SEO61 O1 A PT CHIMACUM/ANE 13 of 16 GPD Group Project Date 520 South Main St. 2012862.42 (PERM) 08:48:00 09/26/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers FAX:(330)572-2101 Uguduru Leg Design Data (Tension) Section Elevation Size L L„ KUr A P„ OP Ratio No. P„ ft ft ft in2 lb lb OP„ T1 160-155 P3 STD 5.00 5.00 51.6 2.2285 1490.35 100281.00 0.015' T2 155-140 P4 STD 15.00 5.00 39.7 3.1741 17756.90 142832.00 0.124' T3 140-120 P4 STD 20.00 6.67 53.0 3.1741 60462.40 142832.00 0.423' T4 120-100 Pipe 6 Std. 20.00 6.67 35.6 5.5813 125179.00 251161.00 0.498 T5 100-80 Pipe 8 Std. 20.03 6.68 27.3 8.3993 163146.00 377967.00 0.432' T6 80-60 Pipe 10 Std. 20.03 10.02 32.7 11.9083 187060.00 535873.00 0.349' T7 60-40 Pipe 10 Std. 20.03 10.02 32.7 11.9083 212282.00 535873.00 0.396' T8 40-20 Pipe 10 Std. 20.03 10.02 32.7 11.9083 236138.00 535873.00 0.441 ' T9 20-0 P12 STD 20.03 10.02 27.5 14.5790 257691.00 656053.00 0.393' t P„ /4P„controls Leg Bending Design Data (Tension) Section Elevation Size M„x d1M,u Ratio M, (W,ry Ratio No. M,u M,), ft lb ft lb ft 4M,. lb ft lb ft OM.), Ti 160-155 P3 STD 0.00 8748.17 0.000 0.00 8748.17 0.000 T2 155-140 P4 STD 100.64 16168.08 0.006 0.00 16168.08 0.000 T3 140-120 P4 STD 346.35 16168.08 0.021 0.00 16168.08 0.000 T4 120-100 Pipe 6 Std. 3228.88 42299.42 0.076 0.00 42299.42 0.000 T5 100-80 Pipe 8 Std. 2397.44 83286.58 0.029 0.00 83286.58 0.000 T6 80-60 Pipe 10 Std. 3446.47 147678.33 0.023 0.00 147678.33 0.000 T7 60-40 Pipe 10 Std. 3074.11 147678.33 0.021 0.00 147678.33 0.000 T8 40-20 Pipe 10 Std. 2697.92 147678.33 0.018 0.00 147678.33 0.000 T9 20-0 P12 STD 4310.32 215420.00 0.020 0.00 215420.00 0.000 Leg Interaction Design Data (Tension) Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P„ M,u M„), Stress Stress ft 0 P. am,,. uM Ratio Ratio T1 160-155 P3 sTD 0.015 0.000 0.000 0.015' 1.000 4.9-4 V T2 155-140 P4 STD 0.124 0.006 0.000 0.124' 1.000 4.9-4 V T3 140-120 P4 STD 0.423 0.021 0.000 0.4233' 1.000 4.9-3 T4 120-100 Pipe 6 Std. 0.498 0.076 0.000 0,.5/11 1.000 4.9-3 V i� T5 100-80 Pipe 8 Std. 0.432 0.029 0.000 0.432 1 1.000 4.9-3 T6 80-60 Pipe 10 Std. 0.349 0.023 0.000 0.349' 1.000 4.9-3 V V 1-7 60-40 Pipe 10 Std. 0.396 0.021 0.000 0.396' 1.000 4.9-3 V a ,e Job Page tnxTower SE06101 A PT CHIMACUM/ANE 14 of 16 GPD Group Project Date 520 South Main St. 2012862.42 (PERM) 08:48:00 09/26/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers uduru FAX:(330)572-2101 u g Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P„ M. M,, Stress Stress ft OP„ •M,, OM„2 Ratio Ratio T8 40-20 Pipe 10 Std. 0.441 0.018 0.000 0.441 ' 1.000 4.9-3 iii if T9 20-0 P12 STD 0.393 0.020 0.000 0.393' 1.000 4.9-3 1 P„ /0P„controls Diagonal Design Data (Tension) Section Elevation Size L L„ Kl/r A P„ 4)P„ Ratio No. P„ ft ft ft in2 lb lb OP„ T1 160-155 Ll 314x1 3/4x3/16 7.81 3.55 83.0 0.3779 1286.69 16439.90 0.078' T2 155-140 L2 1/2x2 1/2x3/16 7.81 3.46 56.5 0.5710 4394.65 24839.90 0.177' T3 140-120 L2 1/2x2 1/2x3/16 8.97 4.01 64.8 0.5710 7840.21 24839.90 0.316 T4 120-100 L2 1/2x2 1/2x3/16 8.97 3.87 62.8 0.5710 9840.41 24839.90 0.396 T5 100-80 L2 1/2x2 1/2x3/16 9.67 4.39 70.8 0.5710 4668.33 24839.90 0.188' T6 80-60 L3x3x3/16 13.80 6.41 84.5 0.7120 5758.40 30973.40 0.186' '17 60-40 L3x3x3/16 15.24 7.22 94.0 0.6945 5854.68 30208.70 0.194' T8 40-20 L3x3x1/4 16.01 7.57 100.2 0.9394 6139.17 40862.80 0.150' T9 20-0 L3 1/2x3 1/2x1/4 18.45 8.69 97.9 1.1269 6933.79 49019.10 0.141 ' 1 P„ I 4P„controls Diagonal Bending Design Data Section Elevation Size M. OM„, Ratio M,. •M,, Ratio No. M. M.), ft lb ft lb ft 4M,u lb ft lb ft 0114.7 TI 160-155 Ll 3/4x1 3/4x3/16 0.00 985.13 0.000 0.00 505.09 0.000 T2 155-140 L2 1/2x2 1/2x3/16 0.00 2077.96 0.000 0.00 1051.11 0.000 T3 140-120 L2 1/2x2 1/2x3/16 41.20 2077.96 0.020 39.79 1051.11 0.038 T4 120-100 L2 1/2x2 1/2x3/16 43.89 2077.96 0.021 48.51 1051.11 0.046 T5 100-80 L2 1/2x2 1/2x3/16 0.00 2077.96 0.000 0.00 1051.11 0.000 T6 80-60 L3x3x3/16 0.00 2918.57 0.000 0.00 1468.76 0.000 T7 60-40 L3x3x3/16 0.00 2918.57 0.000 0.00 1468.76 0.000 T8 40-20 L3x3x1/4 0.00 3935.25 0.000 0.00 1990.84 0.000 T9 20-0 L3 1/2x3 1/2x1/4 0.00 5440.82 0.000 0.00 2761.92 0.000 1 I Diagonal Interaction Design Data Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P„ M. M„y Stress Stress ft OP„ tM •Mn Ratio Ratio TI 160-155 L1 3/4x1 3/4x3/16 0.078 0.000 0.000 0.078' 1.000 4.9-4 I/ tnxTower Job Page • SE06101A PT CHIMACUM/ANE 15 of 16 - GPD Group Project Date • 520 South Main St. 2012862.42 (PERM) 08:48:00 09/26/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers FAX:(330)572-2101 ugu uru Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P„ M,u M,ry Stress Stress ft $P,, 4M. (PM Ratio Ratio T2 155-140 L2 1/2x2 1/2x3/16 0.177 0.000 0.000 0.177' 1.000 4.9-4 V 1 T3 140-120 L2 1/2x2 1/2x3/16 0.316 0.020 0.038 0.332 1.000 4.9-3 V T4 120-100 L2 1/2x2 1/2x3/16 0.396 0.021 0.046 0.412 1.000 4.9-3 V T5 100-80 L2 1/2x2 1/2x3/16 0.188 0.000 0.000 0.188' 1.000 4.9-4 V T6 80-60 L3x3x3/16 0.186 0.000 0.000 0.186' 1.000 4.9-4 V V T7 60-40 L3x3x3/16 0.194 0.000 0.000 0.`194' 1.000 4.9-4 1�,r "' i T8 40-20 L3x3x1/4 0.150 0.000 0.000 0.J15�0' 1.000 4.9-4 T9 20-0 L3 1/2x3 1/2x1/4 0.141 0.000 0.000 0.141 1 1.000 4.9-4 V t P„ /OP„controls Top Girt Design Data (Tension) Section Elevation Size L L„ Kl/r A P„ OP„ Ratio No. P„ ft ft ft in2 lb lb (IIPn T1 160-155 L2 1/2x2 1/2x3/16 6.00 5.50 88.0 0.5886 104.78 25604.50 0.004 Top Girt Bending Design Data Section Elevation Size M,u 4M,. Ratio M„). •M„,. Ratio No. Mu M ft lb ft lb ft 4M,u lb ft lb ft IMinr Ti 160-155 L2 1/2x2 1/2x3/16 -21.08 2077.96 0.010 -21.08 1051.11 0.020 Top Girt Interaction Design Data ....Section....,. Elevation. . _........... ...._Size._... -...Ratio...- Ratio Ratio Comb. Allow. Criteria No. P„ Mar Ail, Stress Stress ft 0P, 4M,. (1)M nv Ratio Ratio T1 160-155 L2 1/2x2 1/2x3/16 0.004 0.010 0.020 0.032 1.000 4.9-4 V I tnxTower Job Page SE06101A PT CHIMACUM/ANE 16 of 16 M GPD Group Project Date 520 South Main St. 2012862.42 (PERM) 08:48:00 09/26/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers uduru FAX:(330)572-2101 u g Section Capacity Table Section Elevation Component _.... . Size Critical P OPenow s % Pass No. ft Type Element lb lb Capacity Fail Tl 160-155 Leg P3 STD 2 -2398.62 82563.00 2.9 Pass T2 155-140 Leg P4 STD 13 -22875.40 127250.00 18.0 Pass T3 140-120 Leg P4 STD 34 -69221.40 116316.00 59.5 Pass T4 120-100 Leg Pipe 6 Std. 55 -136715.00 228900.00 60.7 Pass T5 100-80 Leg Pipe 8 Std. 76 -177030.00 357954.00 49.5 Pass T6 80-60 Leg Pipe 10 Std. 97 -203458.00 495532.00 41.1 Pass T7 60-40 Leg Pipe 10 Std. 112 -231977.00 495532.00 46.8 Pass T8 40-20 Leg Pipe 10 Std. 127 -259498.00 495532.00 52.4 Pass T9 20-0 Leg P12 STD 143 -285243.00 620860.00 45.9 Pass Ti 160-155 Diagonal Ll 3/4x1 3/4x3/16 7 -1367.69 9064.87 15.1 Pass T2 155-140 Diagonal L2 1/2x2 1/2x3/16 17 -4345.69 18541.80 23.4 Pass T3 140-120 Diagonal L2 1/2x2 1/2x3/16 37 -7919.56 16747.00 47.3 Pass T4 120-100 Diagonal L2 1/2x2 1/2x3/16 59 -10294.00 17183.90 59.9 Pass T5 100-80 Diagonal L2 1/2x2 1/2x3/16 92 -5204.11 16219.40 32.5 Pass T6 80-60 Diagonal L3x3x3/16 101 -6047.72 15024.20 40.3 Pass T7 60-40 Diagonal L3x3x3/16 116 -6153.11 11640.70 52.9 Pass T8 40-20 Diagonal L3x3x1/4 131 -6451.44 14172.10 45.5 Pass T9 20-0 Diagonal L3 1/2x3 1/2x1/4 146 -7448.78 18639.80 40.0 Pass TI 160-155 Top Girt L2 1/2x2 1/2x3/16 4 -614.25 11462.90 5.4 Pass Summary Leg(T4) 60.7 Pass Diagonal 59.9 Pass (T4) Top Girt 5.4 Pass (Ti) Bolt Checks 68.5 Pass RATING= 68.5 Pass III III TNXTOWER ANALYSIS PRINTOUT (SEISMIC) II °-0 - GPD GROUP Job Page tnxTower SE06101A PT CHIMACUM/ANE (Seismic) 1 of 10 GPD Group Project Date 520 South Main St. 2012862.42 09:06:22 09/26/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers FAX:(330)572-2101 uguduru Tower Input Data The main tower is a 3x free standing tower with an overall height of 160.00 ft above the ground line. The base of the tower is set at an elevation of 0.00 ft above the ground line. The face width of the tower is 6.00 ft at the top and 16.00 ft at the base. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in Jefferson County,Washington. Structure Class II. Topographic Category 1. Crest Height 0.00 ft. Nominal ice thickness of 0.2500 in. Ice thickness is considered to increase with height. Ice density of 56 pcf. A wind speed of 0 mph is used in combination with ice. Temperature drop of 50°F. A non-linear(P-delta)analysis was used. Pressures are calculated at each section. Stress ratio used in tower member design is 1. Local bending stresses due to climbing loads,feedline supports,and appurtenance mounts are not considered. User Defined Loads Description Elevation Offset Azimuth Weight F,,, FF Seismic CAAc From Angle Force I Centroid ft ft lb lb lb ft2 lb Antennas @ 160' 160.00 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 4559.32 0.00 0.00 1178.00 0.00 Antennas@ 150' 150.00 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 4004.00 0.00 0.00 780.00 0.00 Antennas @ 148' 148.00 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 547.00 0.00 0.00 101.00 0.00 Antennas @ 135' 135.00 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 2230.00 0.00 0.00 285.00 0.00 Dish @ 130' 130.00 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 158.00 0.00 0.00 18.00 0.00 Dish @ 124' 124.00 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 230.00 0.00 0.00 22.00 0.00 Dish @ 122' 122.00 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 11.00 0.00 0.00 11.00 0.00 Dish @ 117.5' 117.50 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 212.00 0.00 0.00 18.00 0.00 Dishes @ 104' 104.00 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 78.00 0.00 0.00 5.00 0.00 GPS @ 102' 102.00 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 47.00 0.00 0.00 3.00 0.00 Dish @ 95' 95.00 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 45.00 0.00 0.00 3.00 0.00 GPS @ 63' 63.00 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 46.00 0.00 0.00 2.00 0.00 Coax from 155'-160' 157.50 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 J ' . tnxTower Job Page SE06101 A PT CHIMACUM/ANE (Seismic) 2 of 10 GPD Group Project Date• •520 South Main St. 2012862.42 09:06:22 09/26/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers uduru FAX:(330)572-2101 u g Description Elevation Offset Azimuth Weight F,r FF Seismic CCAc From Angle Force Centroid ft ft lb lb lb ft2 lb Ice 492.00 0.00 0.00 119.00 0.00 Coax from 140'-155' 147.50 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 2004.00 0.00 0.00 363.00 0.00 Coax from 120'-140' 130.00 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 4037.00 0.00 0.00 452.00 0.00 Coax from 100'-120' 110.00 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 4145.00 0.00 0.00 300.00 0.00 Coax from 80'-100' 90.00 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 4166.00 0.00 0.00 221.00 0.00 Coax from 60'-80' 70.00 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 4139.00 0.00 0.00 158.00 0.00 Coax from 40'-60' 50.00 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 4109.00 0.00 0.00 99.00 0.00 Coax from 20'-40' 30.00 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 3179.00 0.00 0.00 42.00 0.00 Coax from 8'-20' 14.00 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 1780.00 0.00 0.00 13.00 0.00 Tower from 155'-160' 157.50 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 0.00 0.00 0.00 113.00 0.00 Tower from 140'-155' 14750 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 0.00 0.00 0.00 270.00 0.00 Tower from 120'-140' 130.00 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 0.00 0.00 0.00 204.00 0.00 Tower from 100'-120' 110.00 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 0.00 0.00 0.00 173.00 0.00 Tower from 80'-100' 90.00 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 0.00 0.00 0.00 164.00 0.00 Tower from 60'-80' 70.00 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 0.00 0.00 0.00 152.00 0.00 Tower from 40'-60' 50.00 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 0.00 0.00 0.00 98.00 0.00 Tower from 20'-40' 30.00 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 0.00 0.00 0.00 58.00 0.00 Tower from 0'-20' 10.00 0.00 0.0000 No Ice 0.00 0.00 0.00 0.00 0.00 Ice 0.00 0.00 0.00 29.00 0.00 Bolt Design Data Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load per Load Load Ratio ft in Bolts Bolt lb Allowable lb Tl 160 Leg A325N 0.7500 4 196.05 29820.60 0.007 te, 1 Bolt Tension Diagonal A325N 0.5000 2 255.33 4995.70 0.051 + 1 Member Block Shear Top Girt A325N 0.5000 1 289.31 6198.75 0.047 V 1 Member Bearing T2 155 Leg A325N 0.7500 4 936.56 29820.60 0.031 V 1 Bolt Tension Diagonal A325N 0.6250 2 699.88 7187.70 0.097 1 Member Block Shear T3 140 Leg A325N 0.7500 4 2963.72 29820.60 0.099 1 Bolt Tension Diagonal A325N 0.6250 2 992.71 7187.70 0.138 V 1 Member Block Shear T4 120 Leg A325N 0.8750 6 4215.12 40589.10 0.104 V 1 Bolt Tension Diagonal A325N 0.6250 2 1085.23 7187.70 0.151 1 Member Block Shear Job Page tnxTower SEO61O1A PT CHIMACUM/ANE (Seismic) 3 of 10 GPD Group Project Date 520 South Main St. 2012862.42 09:06:22 09/26/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers FAX:(330)572-2101 uguduru Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load per Load Load Ratio ft in Bolts Bolt lb Allowable lb T5 100 Leg A325N 1.0000 12 2423.51 53014.40 0.046 V 1 Bolt Tension Diagonal A325N 0.6250 2 317.33 7187.70 0.044 ' 1 Member Block Shear T6 80 Leg A325N 1.0000 12 2460.26 53014.40 0.046 V 1 Bolt Tension Diagonal A325N 0.6250 2 333.33 7697.46 0.043 1 Member Block Shear T7 60 Leg A325N 1.0000 12 2445.97 53014.40 0.046 V 1 Bolt Tension Diagonal A325N 0.7500 1 605.90 9461.25 0.064 1 Member Bearing T8 40 Leg A325N 1.0000 12 2351.84 53014.40 0.044 1 Bolt Tension Diagonal A325N 0.6250 2 555.35 10263.30 0.054 V 1 Member Block Shear T9 20 Diagonal A325N 0.6250 2 1523.02 11622.70 0.131 V 1 Member Block Shear Compression Checks Leg Design Data (Compression) Section Elevation Size L L„ Kllr A P„ OP„ Ratio No. P„ ft ft ft in' lb lb OP„ Ti 160-155 Pipe 3.5"x 0.216"(3 STD) 5.00 5.00 51.6 2.2285 -2352.62 82563.00 0.028' K=1.00 T2 155-140 P4.5x.237 15.00 5.00 39.7 3.1741 -11238.80 127250.00 0.088' K=1.00 T3 140-120 P4.5x.237 20.00 6.67 53.0 3.1741 -26400.40 116316.00 0.227' K=1.00 T4 120-100 P6.625x.280 20.00 6.67 35.6 5.5813 -44219.80 228900.00 0.193' K=1.00 T5 100-80 P8.625x.322 20.03 6.68 27.3 8.3993 -53690.50 357954.00 0.150' K=1.00 T6 80-60 P10.75 x.365 20.03 10.02 32.7 11.9083 -59475.20 495532.00 0.120' K=1.00 17 60-40 P10.75 x.365 20.03 10.02 32.7 11.9083 -65260.70 495532.00 0.132' K=1.00 T8 40-20 P10.75 x.365 20.03 10.02 32.7 11.9083 -70865.80 495532.00 0.143' K=1.00 T9 20-0 P12.75x0.375 20.03 10.02 27.5 14.5790 -76954.60 620860.00 0.124' K=1.00 1 P„ /4P„controls Leg Bending Design Data (Compression) tnxTower Job Page SEO61O1A PT CHIMACUM/ANE (Seismic) 4 of 10 GPD Group Project Date 520 South Main St. 2012862.42 09:06:22 09/26/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers FAX:(330)572-2101 uguduru Section Elevation Size M,, •M,., Ratio M,,, 4Mfi. Ratio No. M„., M,ry ft lb ft lb ft 4M,,. lb ft lb ft 4M,, Ti 160-155 Pipe 3.5"x 0.216'(3 STD) 38.47 8748.17 0.004 0.00 8748.I7 0.000 T2 155-140 P4.5x.237 7.07 16168.08 0.000 0.00 16168.08 0.000 T3 140-120 P4.5x.237 40.47 16168.08 0.003 0.00 16168.08 0.000 T4 120-100 P6.625x.280 1117.07 42299.42 0.026 0.00 42299.42 0.000 T5 100-80 P8.625x.322 556.58 83286.58 0.007 0.00 83286.58 0.000 T6 80-60 P10.75 x.365 683.86 147678.33 0.005 0.00 147678.33 0.000 T7 60-40 P10.75 x.365 195.85 147678.33 0.001 0.00 147678.33 0.000 T8 40-20 P10.75 x.365 2495.96 147678.33 0.017 0.00 147678.33 0.000 T9 20-0 P12.75x0.375 0.00 215420.00 0.000 0.00 215420.00 0.000 Leg Interaction Design Data (Compression) Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P„ M,u M,n, Stress Stress ft OP„ OMB OM.), Ratio Ratio � Ti 160-155 Pipe 3.5"x 0.216'(3 STD) 0.028 0.004 0.000 0.028' 1.000 4.9-4 'a T2 155-140 P4.5x.237 0.088 0.000 0.000 0.088' 1.000 4.9-4 l T3 140-120 P4.5x.237 0.227 0.003 0.000 0.227' 1.000 4.9-3 T4 120-100 P6.625x.280 0.193 0.026 0.000 0.193' 1.000 4.9-4 T5 100-80 P8.625x.322 0.150 0.007 0.000 0.150' 1.000 4.9-4 T6 80-60 P10.75 x.365 0.120 0.005 0.000 0.120' 1.000 4.9-4 17 60-40 P10.75 x.365 0.132 0.001 0.000 0.132' 1.000 4.9-4 T8 40-20 P10.75 x.365 0.143 0.017 0.000 0.143' 1.000 4.9-4 T9 20-0 P12.75x0.375 0.124 0.000 0.000 0.124' 1.000 4.9-4 I P„ /epP„controls Diagonal Design Data (Compression) Section Elevation. Size L .. . ..,. ..,..._,_. .._,._ L,. KlJr A.� „-.,, ... ........... ,.,. _..i ..... P. (PP,, Ratio No. P„ ft ft ft in2 lb lb IIIP„ Ti 160-155 LI 3/4x1 3/4x3/16 7.81 3.55 123.1 0.6211 -648.19 9064.87 0.072' K=0.99 T2 155-140 L2 1/2x2 1/2x3/16 7.81 3.46 93.0 0.9020 -1305.67 18541.80 0.070' K=1.11 T3 140-120 L2 1/2x2 1/2x3/16 8.97 4.01 102.8 0.9020 -2090.65 16747.00 0.125' K=1.06 T4 120-100 L2 1/2x2 1/2x3/16 8.97 3.87 100.4 0.9020 -2421.97 17183.90 0.141 ' K=1.07 1 • Job Page tnxTower SE06101A PT CHIMACUM/ANE (Seismic) 5 of 10 GPD Group Project Date 520 South Main St. 2012862.42 09:06:22 09/26/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers FAX:(330)572-2101 Uguuuruu Section Elevation Size L L„ KO- A P„ tpP„ Ratio No. P. ft ft ft in2 lb lb OP. T5 100-80 L2 1/2x2 1/2x3/16 9.20 4.17 105.8 0.9020 -837.30 16219.40 0.052 1 K=1.05 T6 80-60 L3x3x3/16 13.80 6.41 127.0 1.0900 -770.12 15024.20 0.051 1 K=0.98 17 60-40 L3x3x3/16 15.24 7.22 145.4 1.0900 -651.68 11640.70 0.056 1 K=1.00 T8 40-20 L3x3x1/4 16.01 7.57 145.5 1.4400 -821.50 15360.70 0.053 1 K=0.95 T9 20-0 L3 1/2x3 1/2x1/4 17.62 8.28 137.7 1.6900 -2023.48 20129.80 0.101 K=0.96 1 P„ /OP„controls Diagonal Bending Design Data Section Elevation Size M._ $M,, Ratio M., 4)A1.5 Ratio No. M. M.3' ft lb ft lb ft om. lb ft lb ft 4M„2 T1 160-155 Ll 3/4x1 3/4x3/16 0.00 985.13 0.000 0.00 505.09 0.000 T2 155-140 L2 1/2x2 1/2x3/16 0.00 2077.96 0.000 0.00 1051.11 0.000 T3 140-120 L2 1/2x2 1/2x3/16 0.00 2077.96 0.000 0.00 1051.11 0.000 T4 120-100 L2 1/2x2 1/2x3/16 0.00 2077.96 0.000 0.00 1051.11 0.000 T5 100-80 L2 1/2x2 1/2x3/16 0.00 2077.96 0.000 0.00 1051.11 0.000 T6 80-60 L3x3x3/16 0.00 2918.57 0.000 0.00 1468.76 0.000 17 60-40 L3x3x3/16 0.00 2918.57 0.000 0.00 1468.76 0.000 T8 40-20 L3x3x1/4 0.00 3935.25 0.000 0.00 1990.84 0.000 T9 20-0 L3 1/2x3 1/2x1/4 0.00 5440.82 0.000 0.00 2761.92 0.000 Diagonal Interaction Design Data Section Elevation .._...,._ .. Size.., Ratio Rat_ _w__ .__ ........ .... .. .. .... ._.. ._ . ....._ io Ratio Comb. Allow. Criteria No. P„ M,, M,y. Stress Stress ft (OP„ OM. 41114,7 Ratio Ratio T1 160-155 Ll 3/4x1 3/4x3/16 0.072 0.000 0.000 0.072 I 1.000 4.9-4 T2 155-140 L2 1/2x2 1/2x3/16 0.070 0.000 0.000 0.070 1 1.000 4.9-4 V T3 140-120 L2 1/2x2 1/2x3/16 0.125 0.000 0.000 0.125' 1.000 4.9-4 1�,/ T4 120-100 L2 1/2x2 1/2x3/16 0.141 0.000 0.000 0.141 I 1.000 4.9-4 ,r V T5 100-80 L2 1/2x2 1/2x3/16 0.052 0.000 0.000 0.052' 1.000 4.9-4 1 T6 80-60 L3x3x3/16 0.051 0.000 0.000 0.051 I 1.000 4.9-4 17 60-40 L3x3x3/16 0.056 0.000 0.000 0.056` 1.000 4.9-4 T8 40-20 L3x3x1/4 0.053 0.000 0.000 0.053 1 1.000 4.9-4 V Job Page tnxTower SE06101A PT CHIMACUM/ANE (Seismic) 6 of 10 GPD Group Project Date 520 South Main St. 2012862.42 09:06:22 09/26/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers uduru FAX:(330)572-2101 u g Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P M„, M,, Stress Stress ft (I)P,, , tpM„x OM„,, Ratio Ratio T9 20-0 L3 1/2x3 1/2x1/4 0.101 0.000 0.000 0.101 t 1.000 4.9-4 'P„ /OP„controls Top Girt Design Data (Compression) Section Elevation Size L L„ Kl/r A P„ 4)p„ Ratio No. p„ ft ft ft in2 lb lb Op„ T1 160-155 L2 1/2x2 1/2x3/16 6.00 5.50 133.3 0.9020 -210.29 11462.90 0.018 K=1.00 Top Girt Bending Design Data Section Elevation Size M,,. 01.x Ratio M,ry •M„, Ratio No. M,, M,, ft lb-ft lb-ft OM„x lb-ft lb-ft (My T1 160-155 L2 1/2x2 1/2x3/16 -21.22 2077.96 0.010 -21.22 1051.11 0.020 Top Girt Interaction Design Data Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P„ M,, M„V Stress Stress ft 4)P„ (I)M., 4 M,, Ratio Ratio y T1 160-155 L2 1/2x2 1/2x3/16 0.018 0.010 0.020 0.040 1.000 4.9-4 V V Tension Checks Leg Design Data (Tension) Section Elevation Size L L,, Kl/r A P„ OP„ Ratio No. p„ ft ft ft in2 lb lb Op„ TI 160-155 Pipe 3.5"x 0.216"(3 STD) 5.00 5.00 51.6 2.2285 633.75 100281.00 0.006 t T2 155-140 P4.5x.237 15.00 5.00 39.7 3.1741 2112.29 142832.00 0.015 T3 140-120 P4.5x.237 20.00 6.67 53.0 3.1741 11854.90 142832.00 0.083 1 T4 120-100 P6.625x.280 20.00 6.67 35.6 5.5813 25290.70 251161.00 0.101 T5 100-80 P8.625x.322 20.03 6.68 27.3 8.3993 29452.90 377967.00 0.078 T6 80-60 P10.75 x.365 20.03 10.02 32.7 11.9083 30000.60 535873.00 0.056 Job Page tnxTower SE06101A PT CHIMACUM/ANE (Seismic) 7 of 10 GPD Group Project Date 520 South Main St. 2012862.42 09:06:22 09/26/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers uguduru FAX:(330)572-2101 1 Section Elevation Size L L„ Kl/r A P„ OP„ Ratio No. P„ ft ft ft in2 lb lb (I)P„ T7 60-40 P10.75 x.365 20.03 10.02 32.7 11.9083 30196.60 535873.00 0.056 1 T8 40-20 P10.75 x.365 20.03 10.02 32.7 11.9083 29979.20 535873.00 0.056' T9 20-0 P12.75x0.375 20.03 10.02 27.5 14.5790 29966.40 656053.00 0.046 P„ 14)P„controls Leg Bending Design Data (Tension) Section Elevation Size Mw •M,, Ratio M,,,, 4 M,ry Ratio No. M„ M,n ft lb ft lb ft (OM,. lb ft lb ft GM,,, Ti 160-155 Pipe 3.5"x 0.216"(3 STD) 0.00 8748.17 0.000 0.00 8748.17 0.000 T2 155-140 P4.5x.237 130.52 16168.08 0.008 0.00 16168.08 0.000 T3 140-120 P4.5x.237 175.53 16168.08 0.011 0.00 16168.08 0.000 T4 120-100 P6.625x.280 393.77 42299.42 0.009 0.00 42299.42 0.000 T5 100-80 P8.625x.322 808.26 83286.58 0.010 0.00 83286.58 0.000 T6 80-60 P10.75 x.365 715.34 147678.33 0.005 0.00 147678.33 0.000 T7 60-40 P10.75 x.365 817.89 147678.33 0.006 0.00 147678.33 0.000 T8 40-20 P10.75 x.365 1208.23 147678.33 0.008 0.00 147678.33 0.000 T9 20-0 P12.75x0.375 5151.16 215420.00 0.024 0.00 215420.00 0.000 Leg Interaction Design Data (Tension) Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P„ M,, M,q Stress Stress ft OP„ iM OM, Ratio Ratio Ti 160-155 Pipe 3.5"x 0.216"(3 STD) 0.006 0.000 0.000 0.006' 1.000 4.9-4 I/ T2 155-140 P4.5x.237 0.015 0.008 0.000 0.015 1.000 4.9-4 T3 140-120 P4.5x.237 0.083 0.011 0.000 0.083' 1.000 4.9-4 T4 120-100 P6.625x.280 0.101 0.009 0.000 0.101 ' 1.000 4.9-4 l/ t, T5 100-80 P8.625x.322 0.078 0.010 0.000 0.078 I 1.000 4.9-4 V T6 80-60 P10.75 x.365 0.056 0.005 0.000 0.056' 1.000 4.9-4 T7 60-40 P10.75 x.365 0.056 0.006 0.000 0.056' 1.000 4.9-4 T8 40-20 P10.75 x.365 0.056 0.008 0.000 0.056' 1.000 4.9-4 1/ T9 20-0 P12.75x0.375 0.046 0.024 0.000 0.047 1.000 4.9-4 1 P„ /pP„controls ' I Job Page • tnxTower SEO61O1A PT CHIMACUM/ANE (Seismic) 8 of 10 GPD Group Project Date 520 South Main St. 2012862.42 09:06:22 09/26/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers FAX:(330)572-2101 uguduru Diagonal Design Data (Tension) Section Elevation Size L L„ KUr A P„ OP„ Ratio No. P„ ft ft ft in2 lb lb gyp„ T1 160-155 Ll 3/4x1 3/4x3/16 7.81 3.55 83.0 0.3779 510.65 16439.90 0.031 ' T2 155-140 L2 1/2x2 1/2x3/16 7.81 3.46 56.5 0.5710 1399.77 24839.90 0.056' T3 140-120 L2 1/2x2 112x3/16 8.97 4.01 64.8 0.5710 1985.42 24839.90 0.080' T4 120-100 L2 1/2x2 1/2x3/16 8.97 3.87 62.8 0.5710 2170.47 24839.90 0.087' T5 100-80 L2 1/2x2 1/2x3/16 9.67 4.39 70.8 0.5710 544.40 24839.90 0.022 T6 80-60 L3x3x3/16 13.80 6.41 84.5 0.7120 567.73 30973.40 0.018 T7 60-40 L3x3x3/16 15.24 7.22 94.0 0.6945 588.02 30208.70 0.019 T8 40-20 L3x3x1/4 16.80 7.96 105.2 0.9394 1089.66 40862.80 0.027 T9 20-0 L3 1/2x3 1/2x1/4 18.45 8.69 97.9 1.1269 3046.04 49019.10 0.062' 1 P„ /4)P„controls Diagonal Bending Design Data Section Elevation Size Mu_ 4M,,, Ratio Mn OM, .._ Ratio No. M. M,ry ft lb ft lb ft OMB lb ft lb ft (0M,7 Ti 160-155 LI 314x1 3/4x3/16 0.00 985.13 0.000 0.00 505.09 0.000 T2 155-140 L2 1/2x2 1/2x3/16 0.00 2077.96 0.000 0.00 1051.11 0.000 T3 140-120 L2 1/2x2 1/2x3/16 0.00 2077.96 0.000 0.00 1051.11 0.000 T4 120-100 L2 1/2x2 1/2x3/16 0.00 2077.96 0.000 0.00 1051.11 0.000 T5 100-80 L2 1/2x2 1/2x3/16 17.65 2077.96 0.008 20.83 1051.11 0.020 T6 80-60 L3x3x3/16 27.13 2918.57 0.009 34.52 1468.76 0.024 T7 60-40 L3x3x3/16 29.88 2918.57 0.010 38.73 1468.76 0.026 T8 40-20 L3x3x1/4 40.16 3935.25 0.010 52.19 1990.84 0.026 T9 20-0 L3 1/2x3 1/2x1/4 0.00 5440.82 0.000 0.00 2761.92 0.000 Diagonal Interaction Design Data Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P„ M„x M,n Stress Stress ft lP„ 4 M„x OM„, Ratio Ratio T1 160-155 Ll 3/4x1 3/4x3/16 0.031 0.000 0.000 0.031 ' 1.000 4.9-4 T2 155-140 1.2 1/2x2 1/2x3/16 0.056 0.000 0.000 0.056' 1.000 4.9-4 T3 140-120 L2 1/2x2 1/2x3/16 0.080 0.000 0.000 0.080' 1.000 4.9-4 I T4 120-100 L2 1/2x2 1/2x3/16 0.087 0.000 0.000 0.087' 1.000 4.9-4 1/ T5 100-80 L2 1/2x2 1/2x3/16 0.022 0.008 0.020 0.039 1.000 4.9-4 V T6 80-60 L3x3x3/16 0.018 0.009 0.024 0.042 1.000 4.9-4 V T7 60-40 L3x3x3/16 0.019 0.010 0.026 0.046 1.000 4.9-4 I. 4 Job Page tnxTower SEO6101A PT CHIMACUM/ANE (Seismic) 9 of 10 Project Date GPD Group 520 South Main St. 2012862.42 09:06:22 09/26/12 Akron,01144311 Client Designed by Phone:(330)572-2100 T-Mobile Towers uguduru FAX:(330)572-2101 Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P„ M„. M,n Stress Stress ft SbP„ 4M,, (1)M„r Ratio Ratio T8 40-20 L3x3x1/4 0.027 0.010 0.026 0.050 1.000 4.9-4 T9 20-0 L3 1/2x3 1/2x1/4 0.062 0.000 0.000 0.062 t 1.000 4.9-4 . ......................................... . 1 P„ /cop„controls Top Girt Design Data (Tension) Section Elevation Size L L„ Mir A P„ OP„ Ratio No. P„ ft ft ft in2 lb lb OP„ T1 160-155 L2 1/2x2 1/2x3/16 6.00 5.50 88.0 0.5886 289.31 25604.50 0.011 Top Girt Bending Design Data Section Elevation Size M,u 4M,u Ratio M,ry OM y Ratio M. M,No. ft lb ft lb ft l M,� lb ft lb ft M„y T1 160-155 L2 1/2x2 1/2x3/16 -21.08 2077.96 0.010 -21.08 1051.11 0.020 Top Girt Interaction Design Data Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P„ M,, Mw Stress Stress ft P. „m„x „M„,, Ratio Ratio T1 160-155 L2 1/2x2 1/2x3/16 0.011 0.010 0.020 0.036 1.000 4.9-4 VI Page Pa g tnxTower Job SEO61O1A PT CHIMACUM/ANE (Seismic) 10 of 10 GPD Group Project Date • 520 South Main St. 2012862.42 09:06:22 09/26/12 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers FAX:(330)572-2101 uguduru Section Capacity Table Section Elevation Component Size Critical P pPea„, % Pass No. ft Type Element lb lb Capacity Fail T1 160-155 Leg Pipe 3.5"x 0.216"(3 STD) 1 -2352.62 82563.00 2.8 Pass T2 155-140 Leg P4.5x.237 13 -11238.80 127250.00 8.8 Pass T3 140-120 Leg P4.5x.237 34 -26400.40 116316.00 22.7 Pass T4 120-100 Leg P6.625x.280 55 -44219.80 228900.00 19.3 Pass T5 100-80 Leg P8.625x.322 76 -53690.50 357954.00 15.0 Pass T6 80-60 Leg P10.75 x.365 97 -59475.20 495532.00 12.0 Pass T7 60-40 Leg P10.75 x.365 112 -65260.70 495532.00 13.2 Pass T8 40-20 Leg P10.75 x.365 127 -70865.80 495532.00 14.3 Pass T9 20-0 Leg P12.75x0.375 142 -76954.60 620860.00 12.4 Pass Ti 160-155 Diagonal LI 3/4x1 3/4x3/16 7 -648.19 9064.87 7.2 Pass 12 155-140 Diagonal L2 1/2x2 1/2x3/16 16 -1305.67 18541.80 7.0 Pass T3 140-120 Diagonal L2 1/2x2 1/2x3/16 37 -2090.65 16747.00 12.5 Pass T4 120-100 Diagonal L2 1/2x2 1/2x3/16 63 -2421.97 17183.90 14.1 Pass T5 100-80 Diagonal L2 1/2x2 1/2x3/16 93 -837.30 16219.40 5.2 Pass T6 80-60 Diagonal L3x3x3/16 104 -770.12 15024.20 5.1 Pass 17 60-40 Diagonal L3x3x3/16 115 -651.68 11640.70 5.6 Pass T8 40-20 Diagonal L3x3x1/4 136 -821.50 15360.70 5.3 Pass T9 20-0 Diagonal L3 1/2x3 1/2x1/4 151 -2023.48 20129.80 10.1 Pass TI 160-155 Top Girt L2 1/2x2 1/2x3/16 4 -210.29 11462.90 4.0 Pass Summary Leg(T3) 22.7 Pass Diagonal 14.1 Pass (T4) Top Girt 4.0 Pass (Ti) Bolt Checks 15.1 Pass RATING= 22.7 Pass Program Version 6.0.4.0-1/27/2012 File:O:/2012/2012862/42/TNX/Seismic Temp/SE06101A Seismic.eri 1 SEISMIC CALCULATIONS GPD GROUP Seismic Calculations(2009 IBC) Analysis Method: Equivalent Modal Analysis,Method 2(Table 2-10,TIA-222-G) Site Name PT CHIMACUM Site Number .SE06101A GPD Job Number '2012862.42. Tower Type Self Support Top Face Width(ft) "6 Bottom Face Width(ft) 16 Length of Straight Section(ft) 60 Length of Tapered Section(ft) 100 Structure Height(ft) 160 City Chirnacurn State Washington County -'Jefferson Structure Classification II(Table 2-1,TA-222-G) Importance Factor(I) 1(Table 2-3,TA-222-G) S1 1.170.(USGS,2006 IBC) S. 0.426(USGS,2006 IBC) Site Classification D(USGS,2006 IBC) Fa 1.032(Table 2-12,TA-222-x,interpolation allowed) Fv 1.574(Table 2-13,TA-222-G,interpolation allowed) Sus 0.293(Eq.2.7.6,TA-222-G) Sul 1.228(Eq.2.7.6,TA-222'G) IS 4540.(=4540 for US,1500 for Metric) w, 9.125(s) W 67.149(Kips) W. 16.000(n) W1 31.913(Kips) W2 5.532:(Kips)(Wgt of tower and apps within top 5%of structure) f1 1.494(Eq.2.7.11,TA-222-6( R 3.0(2.7.8.1,74-222-G) Sp 0.293(2.7.8.1,TA-222-G) Service Level Tower Component w ki s z ft F.. Seimic Forces(k) Antennas @ 160' 4.559 r- 160 1.1784 0.775 1.178 Antennas@ 150' 4.004 150 0.7797 0.584 0.780 Antennas @ 148' 0.547 148 0.1007 0.552 0.101 Antennas @ 135' 2.059> 135 0.2629 0.383 0.263 Dish @ 130' 0.158 130 0.0176 0.336 0.018 Dish @ 124' 0.230 124 0.0222 0.290 0.022 Dish @ 122' 0.119>.- 122 0.0110 0.277 0.011 Dish @ 117.5' 0.212:S 117.5 0.0177 0.251 0.018 Dishes @ 104' 0.078( 104 0.0051 0.196 0.005 GPS @ 102' 0.047 102 0.0030 0.190 0.003 Dish @ 95' 0.045 a, 95 0.0026 0.171_ 0.003 GPS @ 63' 0.046 I. 163 0.0015 0.099 0.002 Coax from 155'-160' 0.492 L.. 157.5 0.1186 0.723 0.119 Coax from 140'-155' 2.004 r' 147.5 0.3633 0.544 0.363 Coax from 120'-140' 4.037 130 0.4518 0.336 0.452 Coax from 100'-120' 4.145 I! ;110 0.3000 0.217 0.300 Coax from 80'-100' 4.166?, 90 0.2206 0.159 0.221 Coax from 60'-80' 4.139 '. 70 0.1576 0.114' 0.158 Coax from 40'-60' 4.109 50 0.0988 0.072 0.099 Coax from 20'-40' 3.179 30 0.0420 0.040 0.042 Coax from 8'-20' 1.780 14 0.0127 0.021 0.013 Tower from 155'-160' 0.467 157.5 0.1126 0.723 0.113 Tower from 140'-155' 1.490=:s 147.5 0.2702 0.544 0.270 Tower from 120'-140' 1.822 130 0.2039 0.336 0.204 Tower from 100'-120' 2.388 110 0.1729 0.217 0.173 Tower from 80'-100' 3.106 r:90 0.1644 0.159 0.164 Tower from 60'-80' -.3.990': `70 0.1519 0.114 0.152 Tower from 40'-60' 4.070 50 0.0978 0.072 0.098 Tower from 20'-40' 4.373 --:30 0.0578 0.040 0.058 Tower from 0'-20' 5.288 10 0.0294 0.017 0.029 Totals 67.149 5.43 5.43 Structure Components Service Level Seismic Loading Wind Loading Legs Diagonals Horizontals Bolts _ Legs Diagonals Horizontals Bolts Tower from 155'-160' 2.8% 7.2% _ 4.0% 5.1% 2.9% 15.1% 5.4% 12.9% Tower from 140'-155' 8.8% 7.0% 0.0% 9.7% 18.0% 23.3% 0.0% 30.4% Tower from 120'-140' 22.7% 12.5% 0.0% 13.8% 61.5% 50.0% 0.0% 57.7% Tower from 100'-120' 19.3% 14.1% 0.0% 15.1% 63.6% 63.1% 0.0% 71.7% Tower from 80'-100' 15.0% 5.2% 0.0% 4.6% 52.1% 34.5% 0.0% 34.5% Tower from 60'-80' 12.0% 5.1% 0.0% 4.6% 43.3% 41.5% 0.0% 38.5% Tower from 40'-60' 13.2% 5.6% 0.0% 6.4% 49.4% 54.3% 0.0% 63.4% Tower from 20'-40' 14.3% 5.3% 0.0% 5.4% 55.3% 46.6% 0.0% 39.3% Tower from 0'-20' 12.4% 10.1% _ 0.0% _ 13.1% 48.5% 42.0% 0.0% 31.5% Controling Capacity 22.7% 14.1% 4.0% 15.1% 63.6°% - 63.1% ;x.:5.4% 71,7% Overall Capacity= 71.7%Wind Seismic TOWER ELEVATION DRAWING AND FEEDLINE PLAN j - GPD GROUP cn - 1- Lij , , : : • . , : I ' . : : : I ici 0 • II 1 ii I ! : 1 : : : i I 1 : . . : 1 •• • • . • 1 ■ : : i iz , . .-?' 2 1- . . i , ., , „ .• :• i .: . . . : . : : i i 1 I i i : 0, „ , ..• ,.. .-. :, ..: 1 : : 0 : : , : : : : : :• . : . . : . . : . . . . .„. . . • : .• . . 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N \ 90 a -a\\ 0 0J-a �J� • CD 0 AAA �y • 6 \ (6, �J/ .r bps; 0. \ 9 a \ �bp -O crs /J sy� 6- 0)1\O aO•• NU J � i` q'J� Q \c O�- LL L LLu7 \ • • _J • LL �o ,- J < \ v A n LL \ 0 • • • • 'o L!1 • • • • I Q A a ANCHOR ROD ANALYSIS GPD GROUP • r � r 520 South Main Street•Suite 2531 •Akron,Ohio 44311•PHONE 330-572-2100• FAX 330-572-2101 y GPD GROUP GPD GROUP, Engineers•Architects•Planners rns Job 2012862.42 (TEMP) Calculated By UG Date 8/6/2012 Sheet No 1 Of 1 Anchor Rod Shear Check per Section 4.9.9 of TIA-222-G Number of Anchor Rods= 6 Anchor Rod Grade= A615 Diameter of Anchor Rod= 2 in Vu 27.963 k Pu= 308.765 k F„b= 100 ksi An= 2.5000 in2 R„t= 250 k 4= 0.8 n= 0.7:TIA-222-G Figure 4-4&section 4.9.9 Interaction= 0.2906 Percent Capacity= 29.1% OK t y' 520 South Main Street•Suite 2531 •Akron,Ohio 44311• PHONE 330-572-2100• FAX 330-572-2101 GPD GROUP GPD GROUP. Engineers•Architects•Planners Job 2012862.42 (PERM) Calculated By UG Date 8/6/2012 Sheet No 1 Of 1 Anchor Rod Shear Check per Section 4.9.9 of TIA-222-G Number of Anchor Rods= 6 Anchor Rod Grade= A615 Diameter of Anchor Rod= 2 in Vu= 26.585 k P.= 292.682 k F„b= 100 ksi An= 2.5000 in z R„t= 250 k ck= 0.8 n= 0.7 TIA-222-G Figure 4-4&section 4.9.9 Interaction= 0.2756 Percent Capacity= 27.6% OK • J FOUNDATION ANALYSIS GPD GROUP K e I Y ,,.P..,,:.. Self Support Tower Caisson Analysis-RevG SE06101A PT CHIMACUM/ANE GPO GROUP 2012862.42(TEMP) Tower Reactions Overall Capacities Uplift 279.3kips Compression Capacity 365% OK Compression 308.8 kips Uplift Capacity 31.4% OK Reinforcement Capacity 52.1% OK Caisson Details As Mt OK? Yes OK Diameter 5.5 ft Controlling Capacity 52.76 OK Hai ght Above Grade 1 f Depth Below Grade 27 ft Dead Load Factor a9 (1tA-222G-1 Section 2.3.2) Gossectional Area 23.8 ft' Perimetx 17.3 ft - Diameter Reinforcement Properties Height Above Reinforcing Known Vet 3 Grade Vertical Bar Sze 49 a of Existing Verbal Bars -20 • Nor hootal Bar Type Tie Naniomal Bar 9re XL. Anchor Rod 6,. 02,em 43 in Mrhgr Roe Carne 18375.in Min.Cennea Cover bin @ 0000 psi I F. ....60 kv lt Soil Properties Water Table Depth heftw -ft Bearing Type G.oai' Ultimate End Bearing 28.47sf 6(hearing 0.75-. MA-2224-1 Section 9.6.1) 0)skin friction-uplift) 075 (92-222-8-1 Section 9.6.1) (sum ferBon•comp.) . 0.75. 016-2224-1 Section 96.1) Ultimate Sal Layer Uplift Skin Compression Sal Unit Concrete Dry Soil Layer Thiclmess Friction Skin Friction Weight Unit Weight IM pin 11.0 h7B hen 1(neglected) 3 0.000 0000 1110 0.150 2 5 .:1050 :1050 0130 0350 3 "205 2.100 :2.100- 0.110 0.150 Tows 28.5 Soil Check Reinforcement Check ERectlw Uy9h Skin Comwnsion ERectiw Soil layer Meow Soil 1704404501 5.movilvcknns n eU Fnnion Skin,50,0n MRmiwM Concrete weight Soil layer weigm �.�nt padmrce Reusaxe omen Compression 320 Iken (100 Wm) laps) 110,1 1101 0. 20.0 in' 1 lrcaecem 3.0 0.110 0.150 0 0 7.84 16.25 Ar 3621.2 n' 2 5.0 0.110 0150 91 91 13.07 17.82 0(cempresdan) 0.7 (AO 31505 Section 03221 3 20.5 0.330 0.150 689 689 49.65 67.71 07. 7137.4 k 1,031805 Seetian 10.3.61 Compression Capacity 5.6%OK RemfwrmmtMknkmum 4,40eati%e) 17105972 in' 01031835 Section 108%) Canpres6un A.min.On) 17.1 OK (AG 318.05 section 109.11 Tension Rebx Cage Diameter 55.9 in Rgr'd Desebpmem tenth 535 N I40318-05 5ec0en 12.22) I Tpuls I 28.5 I I 7801 I 780.1 70.6 ' 69.8 ' Development length(N) 26.3 NO a-4w:1.744445tcena-th HedaCtipn Od/H;mg:Ared() 279.3 k End 8tracing Resboncc 506.1 tips Caisson Weight Rnisbnce: 898 kph Tensile Strength.+P.(km) 529.5 Compression Skin Fdnion Resisunce: 585.1 kips Uplift Skin Friction Resistance: 585.1 kips Tensile CapariN 527%OK ToW Canpressbn Resistance: ]1N12 bps Total Uplift Resistance: 670.9 kips GPO Ulf Support Caisson Analysis(Rev G)-V1.03 4 • 8 r' M • , ...., Self Support Tower Caisson Analysis•Rev G ,®® SE06101W PT CHIMACUM/ANE GPO GROUP 2012862.42(PERM( Tower Reactions Overall Capacities Uplift 263.8 kips Compression Capacity 35.1% OK Compression 292.7 kips Uplift Capacib 311% OK Reinforcement Capacity 418% OK Caisson Details As 64n OK? yes OK Diameter 5:5 ft Controlling Capacity 49.8% OK Height Above Grade Ift 040th Below Grade 27 ft Dead load Factor 09 (114.222.4-1 Swoon 2 3.2) Gussseciionel Area 23.8 fe Perimner 17.3 5 Diameter , Reinforcement Properties Height Above Reinforcing Known ye. --4 Grade Vertical Bar%ze M4. of Existing Verbal Bars 20 Horizontal Br Type De Horizontal Bar Ate 114 Anchor Rod Embedment 49 in Anchor Rod Onsle -'18.375 in Min.Concerto Cover 4.in 4000 pd CD F, 6064 � B Soil Properties 0 Water Table Depth below '.ft Bearing Type .Gross Ukmate End Bearng 284ksf 0(bearing) 0.75. (rW222G-15ecuon 94.0 (Win frisson-uplft) 075. p2-212.1 Section 94.11 b(skin 6kbon-come) 0.75. (51.222.5.1 Sections 4.1) lPtimrte Soil layer Uplift Skin 029,99sslon Sal Una Concrete Ory Sal Layer Thickness Friction Skin Friction Weiglt Unit Weight (IS roa5 Ilan 1145 Ikon 1(neglected) 3 0.000 0.000 0.110 0.150 2 5 '.1.050 ' 1050 0110 0.150 3 20.5 -.210 7.20 :0.110 0.150 Totals 28.5 Soil Check Reinforcement Check El,.ou Upi55ltin Comm. b4 ow, UOectiw SW Concrete unit Friction onG scri VW.SUl m.Weight Sal later D"ck^tls ry Weight eight Resistance Resisbme °M1[PemmM ,Added Cornprezlsn (ft) Ikon Ikon (kips) Rips) (loaf (kips) At 200 02 I(neglect.) 10 0.110 0.150 0 0 7.84 1425 2a 34212 in' 2 5.0 0.130 0.150 91 91 1107 17.82 b(compression) 07 (AO 318.03 Section 03.221 3 205 0.110 0.150 689 689 49.65 67.71 OP, 7147.4 k (40318-05 Section 103.6) Compression CaPrity 5.4%OK 8ei�onenf MMimwn A,(effective) 17105972 in' (ACI 318.05 Soda 10.8.4) COmpresvan As mm OW) 17.1 OK (AC1311455e4ton 10.9.1) Term. Rebr Cage Demeter 55.9 in Totals Aged Development Lenth 53.5 n (00318055ection 12.2.2) 28.9 ' I 7801 I 780.1 I fo6 I 99.8 Development Length(in) 26.3 NG h leathide Tennis Soe,gtRemicton I0 imposed)? 1, 26186 End Bearng Resistance. 5061 kips Caisson Weight Resistance: 89.8 kph Tensile Strength,$P,(kip) 529.5 Compression Skin Friction Resistance. 5811 kips Uplift Skin Friction Rnistana: 585.1 kips Tens11.Capacity 49.8%ON Total Compression Resistance: 1091.2 kips Total Uplift Resistance: 674.9 lips GPO 54450P94 13.4s46 Aiwwis(Rev e)-21.03 4 1 I a aO > z I!i ; � x �y v f .D� S,♦ w 7 .Y n o z a F 'Q zo n y I op Pi R>88 xA Z. .N.N o2 F / C 0 �� A y , � O A y m m °ocx a . 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Requests received after 3:00 PM will not be scheduled for the next day's inspections. ELECTRICAL PERMITS are issued by the Washington State Department of Labor& Industries. The electrical permit must be signed off by the State Inspector prior to the County's Framing Inspection Inspection Item Date Approval Signature Notes Miscellaneous Third party verification FINAL INSPECTION FINAL INSPECTION MUST BE APPROVED PRIOR TO BUILDING BEING OCCUPIED THIS PERMIT IS VALID FOR ONE YEAR • BUILDING PERMIT • Jefferson County Department of Community Development 621 Sheridan Street, Port Townsend, WA 98368 (360)379-4450 FAX (360)379-4451 PERMIT#: BLD12-00414 Received Date: 12/26/2012 SITE ADDRESS: 1219 CENTER RD Issue Date 12/27/2012 CHIMACUM, 98325 Expiration Date 12/27/2013 OWNER: SPRINT PHONE: 425-274-4444 XT 112 C/O KDC ARCHITECTS 4720 200TH ST SW STE 200 LYNWOOD WA 98036 SUBDIVISION: Block: Lot: T 4+ PARCEL NUMBER: 901231004 Section: 23 Township: 29 N Range: 01 W CONTRACTOR: OWNER/BUILDER PHONE: PROJECT DESCRIPTION: MODIFICATION TO CELL TOWER - INSTALL 3 PANEL ANTENNAS, 1 MICROWAVE ANTENNA,2 EQUIPMENT CABINETS & REMOVE 6 PANEL ANTENNAS AND 3 EQUIPMENT CABINETS TYPE OF WORK COM SQUARE FOOTAGE: COMMERCIAL: TYPE OF IMP NEW MAIN: INDUSTRIAL: VALUATION 20,000.00 ADD'L: HEAT TYPE: CODE EDITION: 2009 HEAT BASE: HEAT TYPE: OCCUPANCY: UNHEATED: #OF STORIES: OCCUPANCY: OTHER: CONST TYPE: GARAGE: SHORELINE: CONST TYPE: DECK: SETBACK: BANK HEIGHT: SEWAGE DISPOSAL: WATER SYSTEM: Type Amount Paid By: Date: Receipt: BATHROOMS: Permit $321.25 LYK 12/26/12 139848 Exist: Plan Check $208.81 LYK 12/26/12 139848 Prop: State Building Code $4.50 LYK 12/26/12 139848 Total: Total: $534.56 NUMBER OF EMPLOYEES: Directions to Site: HEALTH DEPARTMENT AND PUBLIC WORKS APPROVAL REQUIRED PRIOR TO FINAL INSPECTION THIS PERMIT IS VALID FOR ONE YEAR OR IT MUST BE PROPERLY RENEWED BUILDING INSPECTION HOT-LINE 379-4455. Request must be received by 3pm the day before the inspection is needed. Office Hours 9:00 am -4:30 pm MONDAY- THURSDAY HOT LINE AVAILABLE 24 HOURS A DAY SPECIAL CONDITIONS APPLY-SEE ATTATCHED • • CONDITIONS for Building Permit# :BLD12-00414 1.) The proposal meets JCC18.42.020(2)(d)which exempts the following from the provisions of the Chapter 18.42, JCC: Emergency or routine repairs, reconstruction, or routine maintenance of previously approved facilities, or replacement of transmitters, antennas, or other components of previously approved facilities which do not create a change in visual impact; 2.) SECOND PARTY VERIFICATION OF MODIFICATIONS \\tirlemark\rlata\fnrmc\F RI 1) Parmit Rlrin rnt 19/970019