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Building Permit # 7/23/2015
0ORT11 BUILDING PERMIT 0 TOWN OF NORTH ANDOVER r- APPLICATION FOR PLAN EXAMINATION e Permit NO: 2 Date Received Date Issued: AcmU IMPORTANT:Applicant must complete all items on this page 0 s TYPE OF IMPROVEMENT PROPOSED USE Residential Non- Residential ❑ New Building I] One family b Addition F-1 Two or more family 11 Industrial X Alteration No. of units: IX Commercial 11 Repair, replacement El Assessory Bldg 11 Others: 11 Demolition Li Other yl� fall"RE PROJECT CONSISTS OF INSTALLING (3) PROPOSED ANTENNAS AND (3) PROPOSED RRUs TO AN EXISTING WIRELESS TELEGDMMIJNICATIONS FACILITY- Identification Please Type or Print Clearly) OWNER: Name: T-Mobile Northeast, LLC Phone: 508-286-2700 Address: 15 Commerce Way, Suite B, Norton, MA 02766 �! � 1, / / J /r 1 / f {'; / / r /�� , %�/� �/ rel,f � � 1/�>(�' ,J / /,// ,G/i/ � f/1��� r1 //1 /�� ,l 1, �,�/� SIJ r 1 !ri I ��!�� /��� l �r,�>� 1 ARCH ITECT/ENGI NEER Krupakaran Kolandaivelu, PE Phone: 267-460-0122 Address:NB+C Engineering Services,LLC, Reg. No.50019 III 1777 Sentry Parkway West,Suite 210,Dublin Hall,Blue Bell,PA 19422 FEE SCHEDULE:BULDING PERMIT.$12.00 PER$1000.00 OF THE TOTAL ESTIMATED COST BASE®Oil$923.00 PER S.F. Total Project Cost: $ 10,000.00 FEE: $ $120.00 Check No.:Persons Receipt No.: to NOTE: contracfing with unre t d ontractors do not have access the guaranty fund As agent for T-Mobile Northeast, LLC IAORTH OWH 0 M HUO V_ No. T a3 �O LAKE h h ver, Mass,JIAJ COCHICMEWICK 1 . S Ll BOARD OF HEALTH PER-MIT Iry LU Food/Kitchen —�� Septic System a THIS CERTIFIES THAT ..... ,�.:. ..... .�, .:: :: ....... ......... . . .. ............ .......... . ....... BUILDING INSPECTOR has permission to erectg � ovw.so. ..... Foundation .......................... buildings ....... 1 Rough to be occupied as .. ...... .�.'.......n1w;�: ::::':� ...................................................................... chimney provided that the person accepting this permit shall in every respect conform to the terms of the application Final on file in this office, and to the provisions of the Codes and By-Laws relating to the Inspection,Alteration and Construction of Buildings in the Town of North Andover. PLUMBING INSPECTOR VIOLATION of the Zoning or Building Regulations Voids this Permit. Rough Final PERMIT EXPIRES IN 6 THS ELECTRICAL INSPECTOR UNLESS CONSTRUCTIO _„ _ Service W°� ....................... „:: ................................................. Final BUILDING INSPECTOR GAS INSPECTOR Occupancy Permit Required t® Occupy Building Rough Display in a Conspicuous Place on the Premises — Do Not Remove Final No Lathing or Dry Wall To Be Done FIRE DEPARTMENT Until Inspected and Approvedy the Building Inspector. - Burner Street No. Smoke Det. T-Mobile Northeast LLC,a subsidiary of T-Mobile USA, Inc. July 22, 2015 Town of North Andover Attn: Gerald Brown, Inspector of Buildings 1600 Osgood Street North Andover,MA 01845 RE: Upgrade of Wireless Communication Equipment Applicant: T-Mobile Northeast,LLC ("T-Mobile") Site: 691 Johnson Street,North Andover MA Assessor Map/Parcel No. 210/038.0-0029 (T-Mobile site#4BS0345D,the"Site") Modifications: Installation of three(3)proposed antennas on the existing antenna framework, and installing three (3)remote radio heads behind the proposed antennas. Relief Requested: Administrative approval for the upgrade of existing wireless communications equipment,pursuant to Building Permit Application(the"Application") and Section 6409 of the Federal Middle Class Tax Relief and Job Creation Act of 2012(the "Act"), to the extent required, all rights reserved. Dear Mr. Laporte: On behalf of T-Mobile,I am pleased to submit this eligible facilities request to replace equipment at its existing wireless communications services facility located on and at the existing Site. The replacement work consists of the following: Installation of three(3)proposed antennas on the existing antenna framework, and installing three(3)remote radio heads behind the proposed antennas. As you know,in February 2012 Congress passed the above-referenced Act. Section 6409 of the Act pertains specifically to the modification of existing wireless facilities. Section 6409 (a) (1)of the Act states: IN GENERAL-Notwithstanding section 704 of the Telecommunications Act of 1996 (Public Law 104-104) or any other provision of law, a State or local government may not deny, and shall approve, any eligible facilities request for a modification of an existing wireless tower or base station that does not substantially change the physical dimensions of such tower or base station. Upgrade of Wireless Communications Equipment July 22, 2015 Request for administrative approval of Eligible Facility Page 2 T-Mobile site 4BS0345D located at: 691 Johnson Street,North Andover, MA Assessor Map/Parcel No. 210/038.0-0029 Section 6409 (a) (2) of the Act defines"eligible facilities request" as follows: For purposes of this subsection, the term 'eligible facilities request' means any request for modification of an existing wireless tower or base station that involves— (A) collocation of new transmission equipment; (B) removal of transmission equipment; or (C) replacement of transmission equipment. Because the proposal entails the collocation of new transmission equipment, it is a modification within the definition of"eligible facilities request"pursuant to the Act. Likewise,the modification will not substantially change the existing facility and will not result in any increase in height of the existing guy tower structure or antennas,nor will it increase the footprint of the existing T-Mobile equipment area or that of the guy tower structure. The Facility is shown in detail on the plans (the"Plans") included among the supporting materials attached hereto and incorporated herein by reference. There will be no change in the appearance of the existing facility and no lighting is proposed. The modification will comply with all applicable building codes, including the Massachusetts Building Code. Furthermore,the replacement equipment will comply with all applicable federal regulations and guidelines pertaining to radio frequency emissions. T-Mobile hereby submits the supporting materials required by the Application and the Act, including the fee of$120.00. T-Mobile respectfully requests that administrative approval be granted for the replacement of existing wireless communications equipment,pursuant to the Application and Section 6409 of the Act,to the extent required, all rights reserved. T-Mobile respectfully requests that such approval be granted as soon as possible. Please let me know if you have any questions or if you would like to discuss this matter further in person or by phone. Sincerely, Elizabeth Kelleher Partner Delivery Manager Allen Hinkley Agent for T-Mobile Network Building and Consulting, LLC PO Box 265 Roxbury,NY 12474 Tel: 607-287-8729 Email: ahinkley@nbcllc.com Upgrade of Wireless Communications Equipment July 22, 2015 Request for administrative approval of Eligible Facility Page 3 T-Mobile site 4BS0345D located at: 691 Johnson Street,North Andover, MA Assessor Map/Parcel No. 210/038.0-0029 List of Attachments Commercial Building Permit Application Filing fee in the amount of$120.00 Certificate of Liability Insurance Construction Supervisor License Workers Comp Affidavit Construction Drawings(1 Set) A Passing Structural Analysis Letter of Authorization from the Tower Owner Towers Date: 07/21/2015 Town of Not Andover 1600 Osgood Street Building 20 Suite 2035 North Andover, MA 01845 Re: Letter of Authorization Applicant: T-Mobile Northeast,LLC,by its Agent,Network Building and Consulting, LLC Site Address: 691 JOHNSON STREET,NORTH ANDOVER,MA 01845 To Whom It May Concern, T-Mobile Northeast, LLC is currently working to modify its wireless installation on the above referenced site. As part of this modification they are required to obtain certain local permits and approvals for this work. As the owner of the property, permission is hereby granted to T-Mobile Northeast LLC and its agents for the purpose of consummating any applications necessary to gain the required approvals or permits from the Town of North Andover for its wireless facility located on the owner's property. Any fees or charges associated with all applications and permits and any conditions placed on the Applicant shall be the responsibility of T-Mobile Northeast, LLC its subsidiaries and agents. A copy of this letter shall be regarded as having the same effect as the original. Sincerely, Y'. T' Peter on Site T rs,LLC Hereunt my Authorized 301 N.Fairfax Street - Suite 101 ® Alexandria,VA 22314 703.535.3009 ® insitewireless.com � � | � � � Date: Jmm��� ��1� � 1103, �, =f I C111 ��� � ShaymnoBRodriguez TOTALLY COMMITTED Partner Delivery Manager 1777 Sentry Parkway West T-Mobile Dublin Ho|| I Suite 210 � 15 Commerce Way, Suite 8 Blue Bell, PA1S422 Norton, K4AO27GH 367.460.0122 � Subject: Structural Analysis Report � � Carrier Designation: T-Mobile 70OMHz Installation, Design 704Au � Carrier Site Number: 4BG0345D � � Carrier Site Name: BS345/W1edim0neNAndover � Engineering Firm Designation: 013+C Engineering Services Project Number: 27126 Site Data: 691Johnson Street, North Andover, K8A 01846, Essex County Latitude 42.6139, Longitude-71.09944 185ft~Monopole Dear Ms. Rodriguez, Network Building* Consulting Engineering Services, LLC(NB+CES) iopleased tosubmit this "Structural � � Analysis Report^` to determine the o(nudona| integrity of the above mentioned tower. Information we have received for this analysis includes: ° Structural Analysis report by Rohn Products LLC. (Project#209929)dated April 22, 2014 ° RFDSsheet from T-K4obUeNetwork Modernization dated April 7' 2O15 w Structural Analysis prepared by FDH Engineering, Inc. (Site# 10445)dated August 18,2014 ° Construction Drawings prepared byNIB+C ESdated June 3. 2O15 The purpose of the analysis is to determine acceptability ofthe tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: Existing + Proposed Equipment Sufficient Capacity Note:See Table I and Table 11 for the proposed and e)dsting loading,respectively. The analysis has been performed in accordance with the TIA-222-G standard and local code requirements based upon owind speed of1U5mph 8'eaonndgust. All equipment proposed inthis report shall beinstalled inaccordance with the attached drawings for the determined available structural capacity tobeeffective. We at NB+C Engineering Services appreciate the opportunity of providing our continuing professional services boT-K4obi|e. |fyou have any questions orneed further assistance on thish |ease give us omU. Structural analysis prepared by: Lesley Read Respectfully submitted by: KOLANDAIVELU STRUCTURALKrupokoran No}anda|ve|u` PE Engineering Manager'Structural yWAPELicense#5OO1Q GIST NA 6/25/15 inxToverReport-version 8.1.3.i T-Mobile 700MHz Installation—Site Number 4BS0345D June 25, 2015 185 ft Monopole Structural Analysis NB+C ES Project Number 27126 Page 2 TABLE OF CONTENTS 1) INTRODUCTION 2)ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2- Existing and Reserved Antenna and Cable Information 3)ANALYSIS PROCEDURE 3.1)Analysis Method 3.2)Assumptions 4)ANALYSIS RESULTS Table 3-Section Capacity(Summary) Table 4—Foundation Reaction Comparison 4.1)Recommendations 5)APPENDIX A tnxTower Output and Additional Calculations tnxTower Report-version 6.1.3.1 T-Mobile 700MHz Installation—Site Number 4BS0345D June 25, 2015 185 ft Monopole Structural Analysis NB+C ES Project Number 27126 Page 3 1) INTRODUCTION This 185 ft Monopole tower in Essex County, MA. 2)ANALYSIS CRITERIA The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3-second gust wind speed of 105 mph with no ice,40 mph with 0.75 inch ice thickness and 60 mph under service loads, exposure category C with topographic category 3 and crest height of 100 feet. Table 1 -Proposed Antenna and Cable Information Center Mounting Line 'Number : Antenna Feed oIf Antenna Model Carrier Line Size Note Level (ft) Elevation Manufacturer (ft) Antennas (in) j 3 Commscope LNX 6515DS-A1 M 130 130 r-.__.____. ______ — -_ — T Mobile Ericsson — ' RRUS11-1312 ((( 1 Table 2 -Existing and Reserved Antenna and Cable Information Center Mounting Line Number of , Antenna Feed Antenna Model Carrier Line SizeNote' Level(ft) Elevation Manufacturer (ft) Antennas (in) EricssonAIR21 B2A/B4P 3 - .af � � _ _. (12) 1-5/8 Ericsson AIR21 B4A/B2P 1 130 130 (1)MLEH 1 Tower Mount y Low Profile Mount Hybrid 1 --- --------..---- LP 301-1 Notes: ----------- ----------_-- - ---------- - --- 1) Existing Equipment 3)ANALYSIS PROCEDURE 3.1) Analysis Method tnxTower(version 6.1.3.1), a commercially available analysis software package,was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) Tower and structures were built in accordance with the manufacturer's specifications. 2) The tower and structures have been maintained in accordance with the manufacturer's specification. 3) The configuration of antennas,transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. 4) Reinforcing Bars and Ties have been installed This analysis may be affected if any assumptions are not valid or have been made in error. NB+C Engineering Services should be notified to determine the effect on the structural integrity of the tower. tnxTower Report-version 6.1.3.1 T-Mobile 700MHz Installation—Site Number 4BS0345D June 25,2015 185 It Monopole Structural Analysis NB+C ES Project Number 27126 Page 4 4)ANALYSIS RESULTS Table 3 -Section Capacity(Summary) Section Elevation(ft) Component Critical SF*P_allow % Size P(K) Pass/Fail No. Type. Element (K) Capacity -= - - - - - i L1 185-143.92 Pole TP32.72x240.1875 1 2 31 [ 1157.53 9.5 Pass f L2 y 143.92-119.25 Pole C TP37 42x31 42590.3125 2 8 80 ( 2556.6- 13 1 Pass _ __ L3 119.25-83 42 Pole f TP-4-4-.-2-4--x-3--5-.-77-8-1--x'0.375 3 16.24_ , 3643 49 25 7 i Pass L4 83.42-41.17 Pole TP52.3x42 296x0.4375 4 28.51 5004.99 34.1 Pass L5 41.17-0 Pole TP 60x50.0015 x0.5 5 48.05 6682 26 i 40 6 Pass �I Summary Pole(1-5) 40 6^ Pass Rods 53 0 ; Pass _ - ^ Base Plate 36 6 Pass I Beanng 37 0 Pass Overturning 38 33 Pass 53. PassY� Structure Rating(max from all components) Table 4-Foundation Reaction Comparison Direction Current Analysis Original Design Reactions* pass/Fail** (ANSIITIA-222-G) (ANSI/TIA-222-G) Axial (kip) 11040 48 Pass Shear(kip)_ �- 2_606 - ---!.- .37 Pass _Moment (kip-ft 8706.95 3260 l Pass F_ Foundation Rating(max from all components)= 37.4% *Design reactions were not provided at the time of this analysis,as such we have assumed the foundation was designed to support the tower at capacity. **If an as-built foundation analysis is required a site specific foundation investigation and geotechnical investigation will need to be performed. 4.1) Recommendations 1) The monopole has sufficient capacity to carry the existing and proposed loads. No modifications are required at this time. 2) The existing coax should be re-used with the proposed loading. tnxTower Report-version 6.1.3.1 T-Mobile 700MHz Installation—Site Number 4BS0345D June 25, 2015 185 It Monopole Structural Analysis NB+C ES Project Number 27126 Page 5 APPENDIX A tnxTOWER OUTPUT& ADDITIONAL CALCULATIONS tnxTower Report-version 6.1.3.1 185.0 ft I r DESIGNED APPURTENANCE LOADING — JI!1 TYPE ELEVAT1143—N-1 TYPE ELEVATION �{ AIR21 B2AIB4P w/mount pipe 130 ATMAA1412D-1A20(T-Mobile) _ 130 _ 84 PP (T-Mobile) 130 AIR21 AIR2164AIB2P wt mount pipe 130 -- LNX-&515DS. wIm. oum pipe 130 -- - - °? R n N Jr (T-MOblie) (T-Moblle) ( ATMAA1412D-1A20 Mobile) 130 A --- ------ (T _ _ AIR21 B2AlB4P w/mount pipe 130 F1111-IS-11 BAND V(T-Mobile) 130 - (T-Mobile) LNX-6515DS-VTM w/mount pipe 130 AIR21 B4A/B2P w!mount pipe 130 (T-Mobile) (T Mobile) Platform Mount ILP 301-11(TMobile) 130 _ _ ATMAA1412D-1A20(1-Mobile) _.1130 AIR21 1piFa 130 B2AIB4P w/mount RRU&11BAND 12 Mobile) 130 Mobile) LNX 6515DS-VTM wlmount pipe 130 143.9 R B4AI82P w/mount pipe .. 130 .... (T-Mobile) iii (T-Mobile) MATERIAL STRENGTH O N GRADE Fy Fu GRADE Fy Fu R A572-65 65 ksi 80 ksi__ TOWER DESIGN NOTES 1. Tower is located in Essex County,Massachusetts. 2. Tower designed for Exposure C to the TIA-222-G Standard. ts.3 n 3. Tower designed for a 105 mph basic wind in accordance with the TIA-222-G Standard. 4. Tower is also designed for a 40 mph basic wind with 0.75 in ice.Ice is considered to increase in thickness with height. 5. Deflections are based upon a 60 mph wind. 6. Tower Structure Class IL 7. Topographic Category 3 with Crest Height of 100.00 ft 0 8. TOWER RATING:40.6% v u+ ui M o 4 I Ill O .......— --__.. 83.4 fl„ � '6 �l , a °p v mry vii, F ]I o cl N 'I 0.2ft ALL REACTIONS ARE FACTORED AXIAL 72 K SHEAW �,�MOMENT S 7K 578 kip-ft V O 6 40 mph WIND-0.7500 in ICE AXIAL 48K SNEARr MOMENT 37 K_L_ 3260 kip-ft 0.0 ft, i. - -- – -– REACTIONS-105 mph WIND g � s m 01 3 NB+CES Ob:4BS0345D I p� Co" 4435 Waterfront Drive,Suite 100 27126 rurAlL . Ay t(l�l^ IItLu Glen Allen,VA 23060 Client Dmwn by 'Lesley_Lesley Read pWd: Phone:(804)548-4079 Code: TIA-222-G Date:06/25/15 scale: NTS FAX: Path: — Dwg No.E-1 TIA-222-G -105 mph/40 mph 0.7500 in Ice Exposure C Leg Capacity Leg Compression (K) 10000 5000 <-Minimum-0 Maximum-> -5000 -10000 i i r r t i r r i r i i i t 143.8 119.25 _�_. � i _._i_._ � _._..._L_ i_ i ___r____ r... __t__.__ _....i _.i._._ i ....i... 11925 83.4 83.42 i r i i i r r i r i i i r r r i i i i r r i r r i r r i i i i 41;1 1.17 i i r r r i r r r i i r i i i r r r r r 0,00 10000 5000 <-Minimum•0 Maximum-> -5000 -10000 NB+C ES OF 4BS0345D _ NiIC 4435 Waterfront Drive,Suite 100 Prole'27126 iOTALLY CO M^ITHD aie"� T-Mobile °ra` nY LesleyjRe.d3�Glen Allen,VA 23060Phone:(804)548-4079 c°da:TIA 222G oa1e:06125 115 FAX: Pam: TIA-222-G -Service -60 mph Maximum Values Deflection (in) Tilt(deg) Twist(deg) 0 5 10 15 0 0.5 0 0.05 0.1 185Otl- ...._ ---- 85.00 r i i i i i i t i i r I I I I I I I I I I I I r r i r r r i i i i r I I I I I I I I I I 1 I 1 I i i i i i i i 1 i i i i I I I I I I I I I I I I r i r i i i i i i i i i I I I I I f I I I I I I r r 143.8 i r_. i .1_ _ i i r r i i ..i—- -. _ _._. _.._. ._... _ ... .. __.__— _......_._.__ 143.92 I I I I I I I I I I I I i i i i r r i i i i I I I I I I I I I I I I i i i l r r r i i 119.2 19.2§ i r r i i i a i r r i 1 r r r i i r r i r I I I I I I I I I I I I I i i i r i i r i s I I I I I I I I I 1 I I j r r t r r i i i i i I I I I I I I I I I I I r r 3.42 r i i i r i i r r r i I I I I I I I I I I I I r i i i i i r i r i i r I I I I I I I I I I I I i i r r r i i r i i i I I I I I I I I I I I I r r i r r r r i i i i a r i i i i i i i i t i r I I I I I I I I I I I I I I I I i I I I f I I i i i i i i i i i I I I I I I I I I I I I 41M r _.. -r—r.. r r r r i i r i i I I I I I I I I I I I i i r i i i i i i i i i I I I I I I I I I I I I i r r i i i t i i i i c I I I I I I I I I I I I r r r a 00 OA 0.... 5 10 15 0 0.5 0 0.05 0.1 NB+CES cb:4BS0345D ���n4435 Wati�lfront Drive,Suite 100 P'0Ja6`:27126 _ TnrAUY f011NIT'TLl1 Glen Allen,VA 23060 client:T-Mobile Drawn by.Lesley Read APP'd: Phone:(804)5484079 COdaf TIA-222-G oaw 06/25/15 Scala: NTS FAX: Path: owg NO.E-5 Feed Line Distribution Chart 0' ®185' Round Flat .�� AAP In FaceAPP Out Face Truss Leg '.. Face A Face B Face C 185.00 185.00 143.92 143.92 130.00 _ _ ___ ._ 130.00 119.25 �. 119.25 �r 0 m W83.42_.._. _........._ _.-._ ..... .... _...... 83.42. m m o g ac 'm m J J J O � � N N N 41.17 .. 41.17 III0.00 -...... ...... _.____— ___.. _........_.___—_ —_____-- 0.00 NB+CES ob-4BS0345D 4435 Waterfront Drive,Suite 100 Project:27126 MAU),CONHI ED Glen Allen,VA 23060 C"-':T-Mobile °'a" hy.Lesley Read QA'd= Phone:(804)5484079 Code: TIA-222-G Date:06/25/15 Scale: NTS FAX: Path: Dwg No.E-7 Stress Distribution Chart 0' ®185' > 100% 90%-100%j 75%-90% 50%-75%1<50%Overstress Face A Face B Face C 18500 185.00 _. __._ I } 143.92 ,,, .,. 143.92 119.25 119.25 O S' 83.42 ..... .... .. 83.42 41.17 _ 41.17 0.00 0.00 o ,rr�w�s poio NB+CES ob:4BS0345D w,„,rim4435 Waterfront Drive,Suite 100 P'ged.2712s WALLY CUMYTEO Dueoc T-Mobile °tav"by-'Lesley Read t�pd: Glen Allen,VA 23060 Phone:(804)5484079 code:TIA-222-G Dale:06/25/15 Sale: NTS FAX: Pam: Dwg No.E-8 tit.rTower. Job 4BS0345D Page I of 19 NB+C ES Project Date 4435 Waterfront Drive,Suite 100 27126 15:34:15 06/25/15 Glen Allen, VA 23060 Client Designed by Phone:(804)548-4079 T-Mobile Lesley Read FAX: Tower Input Data There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in Essex County,Massachusetts. Basic wind speed of 105 mph. Structure Class 11. Exposure Category C. Topographic Category 3. Crest Height 100.00 ft, Nominal ice thickness of 0.7500 in. Ice thickness is considered to increase with height. Ice density of 56 pcf. A wind speed of 40 mph is used in combination with ice. Temperature drop of 50'17. 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 pole design is 1. Local bending stresses due to climbing loads,feed line supports,and appurtenance mounts are not considered. Options Consider Moments-Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As Cylinder Consider Moments-Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules Consider Moments-Diagonals 4 Assume Rigid Index Plate 4 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 4 Use Code Safety Factors-Guys 4 Retension Guys To Initial Tension 4 All Leg Panels Have Same Allowable Escalate Ice 4 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 4 Include Bolts In Member Capacity 4 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 Sort Capacity Reports By Component Always Use Sub-Critical Flow Use Diamond Inner Bracing(4 Sided) 4 Triangulate Diamond Inner Bracing Use Top Mounted Sockets Add fBC.6D+W Combination Use TIA-222-G Tension Splice Capacity Exemption Tapered Pole Section Geomet!y Section Elevation Section Splice Number TOP Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius Sides in in in in Ll 1-85.00-143.92 41.08 4.33 18 24.0000 32.7200 0.1875 0,7500 A572-65 (65 ksi) L2 143.92-119.25 29.00 4.92 18 31.4259 37.4200 0.3125 1.2500 A572-65 (65 ksi) tnxTower Job 4BS0345D Page2 of 19 NB+C ES Project Date 4435 Waterfront Drive,Suite 100 27126 15:34:15 06/25/15 Glen Allen, VA 23060 Client Designed by Phone:(804)548-4079 T-Mobile Lesley Read FAX.- Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius 1t t t Sides m in in in .. _ ..__.f _..__ _ _ _.___..m.. _...___ .,..... L3 119.25-83.42 40.75 5.75 18 35.7781 44.2400 0.3750 1.5000 AS?2-65 (65 ksi) L4 83.4241.17 48.00 6.83 18 42.2960 52.3000 0.4375 1.7500 A572-65 (65 ksi) L5 41.17-0.00 48.00 18 50.0015 60.0000 0.5000 2.0000 A572-65 (65 ksi) Tapered Pole Properties Section Tip Dia. Area I r -C I/C � m J 111Q w w/t in_ _ina irr4 in _ ill _in3 _ ia4 ia2 in Ll _ 24.3702 -14.1714 1015.2211 8.4534 12.1920 83.2694 2031.7780 7.0871-3.8940 20.768 33.2248 19.3609 2588.7968 11.5490 16.6218 155.7475 5181.0000 9.6823 5.4287 28.953 L2 32.8195 30.8606 3774.2948 11.0452 15.9643 236.4203 7553.5559 15.4332 4.9810 15.939 37.9973 36.8060 6402.9407 13.1732 19.0094 336.8309 12814.3066 18.4065 6.0359 19.315 L3 37.3674 42.1385 6672.6487 12.5681 18.1753 367.1282 13354.0775 21.0733 5.6369 15.032 44.9225 52.2103 12691.9994 15.5721 22.4739 564.7435 25400.6992 26.1101 7.1262 19.003 14 44.1654 58.1257 12866.8708 14.8598 21.4864 598.8390 25750.6721 29.0684 6.6741 15.255 53.1068 72.0176 24472.7500 18.4112 26.5684 921.1225 48977.7018 36.0156 8.4348 19.28 L5 52.2175 78.5589 24320.3472 17.5730 25.4008 957.4650 48672.6957 39.2869 7.9203 15.841. 60.9256 94.4265 42234.2974 21.1225 30.4800 1385.6397 84524.1679 47.2222 9.6800 1936 Tower Gusset Gusset Gusset Grade Adjust.Factor Adjust. Weight Mult. Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Diagonals Horizontals in in _Ll 185.00-143.92 L2 1 1 1 143.92-119.25 L3 1 1 1 119.25-83.42 L4 83.42-41.17 1 1 1 L5 41.17-0.00 Feed Line/Linear Appurtenances m Entered As Area Description Face Allow Component Placement Total CAAA Weight9 or Shield Type Number __Leg LCF158-50JL(15/8") A No Inside Pole 130.00-0.00 2 No Iee 0.00 0.52 (T-Mobile) 1/2"Ice 0.00 0.52 1"Ice 0.00 0.52 LCF 158-50JL(15/8") B No Inside Pole 130.00-0.00 2 No Ice 0.00 0.52 (T-Mobile) 1/2"Ice 0.00 0.52 1"Iee 0.00 0.52 LCF 158-50JL(15/8") C No Inside Pole 130.00-0.00 2 No Ice 0.00 0.52 (T-Mobile) 1/2"Ice 0.00 0.52 1"Ice 0.00 0.52 MxTower Job Page 4BSO345D 3 of 19 NB+C ES Project Date 4435 Waterfront Drive,Suite 100 27126 15:34:15 06/25/15 Glen Allen, VA 23060 Client Designed by Phone:(804)548-4079 T-Mobile Lesley Read Feed Line/Linear Appurtenances Section Areas Tower Tower Face Ax AF• CAAA CAAA Weight Section Elevation In Face Out Face K___..._. LI 185.00-143.92 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.00 L2 143.92-119.25 A 0.000 0.000 0.000 0.000 0.01 B 0.000 0.000 0.000 0.000 0.01 C 0.000 0.000 0.000 0.000 0.01 L3 119.25-83.42 A 0.000 0.000 0.000 0.000 0.04 B 0.000 0.000 0.000 0.000 0.04 C 0.000 0.000 0.000 0.000 0.04 L4 83.4241.17 A 0.000 0.000 0.000 0.000 0.04 B 0.000 0.000 0.000 0.000 0.04 C 0.000 0.000 0.000 0.000 0.04 L5 41.17-0.00 A 0.000 0.000 0.000 0.000 0.04 B 0.000 0.000 0.000 0.000 0.04 � Ww C -- 0.000 0.000 .- 0.000 0.000 0.04 Feed Line/Linear Appurtenances Section Areas ® With Ice Tower � Tower m oFace - Ice � wAa AF ---6A CAAAo CAAA aw Weight Section Elevation or Thickness In Face Out Face in 1 LI 185.00-143.92 A 1.785 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.00 L2 143.92-119.25 A 1.768 0.000 0.000 0.000 0.000 0.01 B 0.000 0.000 0.000 0.000 0.01 C 0.000 0.000 0.000 0.000 0.01 L3 119.25-83.42 A 1.759 0.000 0.000 0.000 0.000 0.04 B 0.000 0.000 0.000 0.000 0.04 C 0.000 0.000 0.000 0.000 0.04 L4 83.42-41.17 A 1.766 0.000 0.000 0.000 0.000 0.04 B 0.000 0.000 0.000 0.000 0.04 C 0.000 0.000 0.000 0.000 0.04 L5 41.17-0.00 A 1.764 0.000 0.000 0.000 0.000 0.04 B 0.000 0.000 0.000 0.000 0.04 C 0.000 0.000 0.000 0.000 0.04, Shielding Factor Ka Tower Feed Line Description Feed Line Ka K Section I Record No. Segment Elev.I No Ice Ice Discrete Tower Loads tnxTower Job 4BS0345D Page 4 of 19 NB+C ES Project Date 4435 Waterfront Drive,Suite 100 27126 15:34:15 06/25/15 Glen Allen, VA 23060 Client Designed by Phone:(804)548-4079 T-Mobile Lesley Read FAX. Descr3ptron Face OffWeT Offsets: Azimuth Place CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert o ft jig jlzK AIR21 B2A/B4P Nv/mount C From Leg 4.00 0.0000 130.00 No Ice 6.63 5.50 0.11 pipe 6,00 1/2"Ice 7.10 6.21 0.17 (T-Mobile) 0.00 V Ice 7.57 6.95 0.23 AIR21 B4A1B2P Nv/mount C From Leg 4.00 0.0000 130.00 No Ice 6.63 5.50 0.11 pipe -6.00 1/2"Ice 7.10 6.21 0A6 (T-Mobile) 0.00 1"Ice 7.57 6.95 0.23 ATMA,A1412D-IA20 C From Leg 4.00 0.0000 130.00 No Ice L17 0.47 0.01 (T-Mobile) 6.00 1/2"Ice 1.31 0.57 0.02 0.00 1"Ice 1.47 0.69 0.03 RRUS-I I BAND 12 C From Leg 4.00 0.0000 130.00 No Ice 2.99 1.25 0.05 (T-Mobile) 0.00 1/2"Ice 3.23 1.41 0.07 0.00 P Ice 3.47 1.59 0.09 LNX-6515DS-VTM w/mount C From Leg 4.00 0.0000 130.00 No Ice 11.37 9.60 0.08 pipe 0.00 1/2"Ice 11.99 11.02 0.17 (T-Mobile) 0.00 1"Ice 12.61 12.29 0.26 Platform Mount[LP 301-1] A None 0.0000 130.00 No Ice 30.10 30.10 1.59 (T-Mobile) 1/2"Ice 40.80 40.80 2.03 V Ice 51.50 51.50 2.47 AIR21 B2A/B4P w/mount A From Leg 4.00 0.0000 130.00 No Ice 6.63 5.50 0.11 pipe 6.00 1/2"Ice 7.10 6.21 0.17 (T-Mobile) 0.00 1"Ice 7.57 6.95 0.23 AIR21 B4A/B2P w/mount A From Leg 4.00 0.0000 130.00 No Ice 6.63 5.50 0.11 pipe -6.00 1/2"Ice 7.10 6.21 0.16 (T-Mobile) 0.00 1"Ice 7.57 6.95 0.23 ATMAA1412D-IA20 A From Leg 4.00 0.0000 130.00 No Ice 1.17 0.47 0.01 (T-Mobile) 6.00 1/2"Ice 1.31 0.57 0.02 0.00 1"Ice 1.47 0.69 0.03 RRUS-1 I BAND 12 A From Leg 4.00 0.0000 130.00 No Ice 2.99 1.25 0.05 (T-Mobile) 0.00 1/2"Ice 3.23 1.41 0.07 0.00 V Ice 3.47 1.59 0.09 LNX-6515DS-VTM w/mount A From Leg 4.00 0.0000 130.00 No Ice 11.37 9.60 0.08 pipe 0.00 1/2"Ice 11.99 11.02 0.17 (T-Mobile) 0.00 1"Ice 12.61 12.29 0.26 AIR21 B2A/B4P w/mount B From Leg 4.00 0.0000 130,00 No Ice 6.63 5.50 0.11 pipe 6.00 1/2"Ice 7.10 6,21 0.17 (T-Mobile) 0.00 V Ice 7.57 6.95 0.23 AIR21 B4A/B2P w/mount B From Leg 4.00 0.0000 130.00 No Ice 6.63 5.50 0.11 pipe -6.00 1/2"Ice 7.10 6.21 0.16 (T-Mobile) 0.00 V Ice 7.57 6.95 0,23 ATMAA1412D-1A20 B, From Leg 4.00 0.0000 130.00 No Ice 1.17 0.47 0,01 (T-Mobile) 6.00 1/2"Ice 1.31 0.57 0.02 0.00 1"Ice 1.47 0.69 0.03 RRUS-I I BAND 12 B From Leg 4.00 0.0000 130.00 No Ice 2.99 1.25 0.05 (T-Mobile) 0.00 1/2"Ice 3.23 1.41 0.07 0.00 1"Ice 3,47 1.59 0.09 LNX-6515DS-VTM w/mount B From Leg 4.00 0.0000 130.00 No Ice 11.37 9.60 0.08 pipe 0.00 1/2"Ice 11.99 11.02 0.17 Mobi15) 0.00 V Ice 12.61 12.29 0.26 Job Page tnxTower 4BS0345d 5 of 19 NB+C ES Project Date 4435 Wate9front Drive,Suite 100 27125 15:34:15 06/25/15 Glen Allen, VA 23060 Client Designed by Phone:(804)548-4079 T-Mobile Lesley Read FAX.• Tower Pressures - No Ice GH=Lim Section z Kz qz AG F AF An A,,, Leg CAAA CAAA Elevation a % In Out c Face Face t f s e t Ll 163.46 1.404 39 98.583 A 0.000 98.583 98.583 100.00 0.000 0.000 185.00-143.92 B 0.000 98.583 100.00 0.000 0.000 C 0.000 98.583 100.00 0.000 0.000 L2 131.28 1.34 39 72.794 A 0.000 72.794 72.794 100.00 0.000 0.000 143.92-119.25 B 0.000 72.794 100.00 0.000 0.000 C 0.000 72.794 100.00 0.000 0.000 L3 100.74 1.268 39 122.852 A 0.000 122.852 122.852 100.00 0.000 0.000 119.25-83.42 B 0.000 122.852 100.00 0.000 0.000 C 0.000 122.852 100.00 0.000 0.000 L4 83.42-41.17 61.44 1.142 41 171.240 A 0.000 171.240 171.240 100.00 0.000 0.000 B 0.000 171.240 100.00 0.000 0.000 C 0.000 171.240 100.00 0.000 0.000 L5 41.17-0.00 19.72 0.899 45 194.088 A 0.000 194.088 194.088 100.00 0.000 0.000 B 0.000 194.088 100.00 0.000 0.000 C 0.000 194.088 100.00 0.000 0.000 Tower Pressure -With Ice GH=Lim Section z Kz qz tz AG F AF AR 711-0.805 Leg CAAA CAA, Elevation a % fig Out c Face Face Lt t s in t' e ft, t� Ll 163.46 1.404 6 1.7850 110.805 A 0.000 110.805 100.00 0.000 0.000 185.00-143.92 B 0.000 110.805100.00 0.000 0.000 C 0.000 110.805 100.00 0.000 0.000 L2 131.28 1.34 6 1.7681 80.133 A 0.000 80.133 80.133 100.00 0.000 0.000 143.92-119.25 B 0.000 80.133 100.00 0.000 0.000 C 0.000 80.133 100.00 0.000 0.000 L3119.25-83.42 100.74 1.268 6 1.7592 133.410 A 0.000 133.410 133.410 100.00 0.000 0.000 B 0.000 133.410 100.00 0.000 0.000 C 0.000 133.410 100.00 0.000 0.000 L4 83.42-41.17 61.44 1.142 6 1.7657 183.627 A 0.000 183.627 183.627 100.00 0.000 0.000 B 0.000 183.627 100.00 0.000 0.000 C 0.000 183.627 100.00 0.000 0.000 L5 41.17-0.00 19.72 0.899 7 1.7644 206.203 A 0.000 206.203 206.203 100.00 0.000 0.000 B 0,000 206.203 100.00 0.000 0.000 C 0.000 206.203 100.00 0.000 0.000 Tower Pressure - Service GH=Lim Job Page 6 of 19 age tnxTower 4BS0345D 6 1 9 06/25/15 Project Date . of NB+C ES 27126 15:34:15 06/25/15 4435 Waterfront Drive,Strife 100 Designed by Glen Allen, VA 23060 Client Phone:(804)548-4079 T-Mobile Lesley Read FAX. Section z Kz q: AG F AF AR Aleg Leg C,,A,, C.A.' a % In Out Elevation race Face C t2 f12 ft, - Psf e LI 163,46 1.404 11 99.583 A 0.000 98.583 98.583 100-00 0.000 0.000 B 0.000 98.583 100.00 0.000 0.000 185.00-143.92 C 0.000 98.583 100.00 0.000 0.000 L2 131.28 1.34 11 72.794 A 0.000 72.794 72.794 100.00 0.000 0.000 143,92-119.25 B 0.000 72.794 100.00 0.000 0.000 C 0,000 72.794 100.00 0.000 0,000 U 100.74 1.268 11 122.852 A 0.000 122.852 122.852 100M 0.000 0.000 119.25-83.42 B 0.000 122.852 100.00 0.000 0.000 C OMO 122.852 100.00 0.000 0,000 L4 83.42-41.17 61.44 1.142 12 171.240 A 0.000 171.240 171.240 100.00 0.000 0.000 B 0.000 171.240 100.00 0.000 0.000 C 0.000 171,240 100.00 0.000 0.000 L5 41.17-0.00 19.72 0.899 13 194.088 A 0.000 194.088 194,088 100-00 0.000 0.000 B 0.000 194.088 100.00 0.000 0.000 C 0.000 194.088 1 100.001- 0.000, 0.000 Tower Forces - No Ice - Wind Normal To Face r --Section Add Self F e CF qs DF DR As F IV Ch1. Face Elevation weiglit Weight a c Psf _ft2 K Pif K K e 3 2.76 67.23 C LI 0.00 2.34 A 1 0.65 39 98.58 1 185.00-143.92 B 1 0.65 1 1 98.583 C 1 0.65 I 1 98.583 2.02 81.75 C L2 0.03 3.34 A 1 0.65 39 1 72.794 143.92-11925 B 1 0.65 1 1 72.794 C 1 0.65 1 1 72.794 U 0.11 6.54 A 1 0.65 39 1 1 122.852 3.43 95.62 C 119.25-83.42 B 1 0.65 1 1 122.852 C 1 0.65 1 1 122,852 L4 0.13 10.63 A 1 0.65 41 1 1 171.240 5.01 118,64 C 83.42-41.17 B 1 0,65 1 1 171.240 C 1 0.65 1 1 171.240 LS 41.17-0.00 0.13 14.13 A 1 0.65 45 1 1 194.088 6.29 152.87 C B 1 0.65 1 1 194.088 C 1 0.65 1 1 194.088 Sum Weight: 0.41 36.98 OTM 1493.43 19.51 kip-ft. Tower Forces - No Ice -Wind 60 To Face CtI.I. Section Add Self F e CF q. DF DR AE F IV Face Elevation Weight Weight a c Psf K ff K K -e tz 67.23 C 0.00 2 A 0.65 39 1 1 98.583 2.76 ft Section Elevation LI .34 98.583 1 1 F-� IOA 1 0.65 1 1 185,00-143.92 B ; C 1 065 1 1 98.583 L2 0.03 3.34 A 1 0:65 39 1 1 72.794 2.02 81.75 C 143.92-119.25 B 1 0.651 1 1 72,794 Page Job 7 of 19 To i 4BSO345D Date NB+C ES Project 27126 15:34:15 06/25/15 4435 Waterfront Drive,Suite 100 Designed by Glen Allen, VA 23060 Client T-Mobile Lesley Read Phone:(804)548-4079 FAX: DF DR AE F 1V Ctrl. section Add Self F e CF 9= Face Elevation Weight Weight a psJ K I t K K e C 1 0.65 I 1 72.794 L3 0.11 6.54 A 1 0.65 39 l 1 122.852 3.43 95.62 C B 1 0.65 1 1 122.852 119.25-83.42 C I 0.65 1 l 122.852 L4 0.13 10.63 A 1 0.65 41 1 1 171.240 5.01 118,64 C B 1 0.65 1 1 171.240 C 1 0.65 83.42-41.17 1 1 171.240 1 194.088 b.29 152.87 C L5 41.17-0.00 0.13 14.13 A 1 0.65 45 I B 1 0.65 1 1 194.088 C 1 0.65 1 1 194.088 OT 1493.43 19.51 Sum Weight: 0.41 36.98 kin-ft Tower Forces - No Ice -Wind 90 To Face e CF 4= DF DR AE F )V Ctrl. Section Add Self F Face Elevation Weight Weight aPs f 1{ 1 t K K e 1 98.583 2.76 67.23 C Ll 0.00 2.34 A 1 0.65 39 1 B 1 0.65 1 1 98.583 C 1 0.65 185.00-143.92 1 1 98.583 L2 0.03 3.34 A 1 0.65 39 1 1 72.794 2.02 81.75 C B 1 0.65 1 I 72.794 143.92-119.25 1 1 72.794 C 1 0.65 L3 0.11 6.54 A 1 0.65 39 1 1 122.852 3.43 95.62 C B 1 0.65 1 1 122.852 119.25-83.42C 1 0.65 1 1 122.852 L4 0.13 10.63 A 1 0.65 41 1 1 171.240 5.01 118.64 C B 1 0.65 1 1 171.240 83.42-41.17C l 0.65 1 1 171.240 L5 41.17-0.00 0.13 14.13 A 1 0.65 45 1 1 194.088 6.29 152.87 C B 1 0.65 1 1 194.088 C 1 0.65 1 1 194.088 OTM 1493.43 19.51 Sum Weight: 0.41 36.98 ki -ft Tower Forces -With Ice -Wind Normal To Face F e CF g= DF DR AE F w Ch.l. Section Add Self Face Elevation Weight Weight c psf K l t K K e Ll 0.00 5.07 A I 1.2 b 1 1 110.805 0.$3 20.25 B 1 1.2 1 1 110.805 185.00-143.92 1 1 110.806 C 1 1.2 0.59 24.11. C 1 1 80.133 1 1.2 6 L2 0.03 5.31 A 1 1 80.133 143.92-119.25 B 1 1.2 C 1 1.2 1 1 80.133 Page tnxTower Job 4BS0345D 8 of 19 Date NB+C ES Project 27126 15:34:15 06/25/15 4435 Wateifront Drive,Suite 100 Glen Allen, VA 23060 Client Designed by Phone:(804)548-4079 T-Mobile Lesley Read DF DR AE F IV Ctrl. Section Add Set( F e C*, qz Face Elevation Weight Weight a c PJ- if --Z----L- C ft K K e 133.410 ]27.82 C L3 0.11 9,93 A i 1.2 6 1 1 1.00 119,25-8142 B 1 1.2 1 1 133.410 C 1 1.2 1 1 133.410 L4 0.13 15.20 A 1 1.2 6 1 1 183.627 1.44 34.09 C 83.42-41.17 B 1 1.2 1 1 183.627 C 1 1.2 1 1 183.627 L5 41,17-0.00 0.13 19.28 A 1 1.2 7 1 1 206.203 1.79 43.51 C B 1 1.2 1 1 206.203 C 1 1.2 1 1 206.203 Sum Weight: 0.41 54.70 OTM 438.26 5.65 ki2-ft Tower Forces - With Ice -Wind 60 To Face F IV CO. --Section Add Self F e CF q= D, D�, AE Face Elevation Weight Weight a c Psf rz K K K e 110 80 0.83 20.25 Ll 0.00 5.07 A 1 L2 6 1 1 110.805 0.83 20.25 C I 1 1 110.805 185.00-143.92 B 1 L2 C 1 1.2 1 1 110.805 L2 0.03 5.31 A 1 1.2 6 1 1 80.133 0.59 24.11 C B 1 1.2 1 1 80.133 143.92-119.25 C 1 1.2 1 1 80.133 L3 0.11 9.83 A 1 1.2 6 1 1 133.410 1.00 27.82 C B 1 L2 1 1 133.410 119.25-83.42 C 1 1.2 1 1 133,410 LA 0.13 15.20 A 1 1.2 6 1 1 183.627 1.44 34.09 C 83.42-41.17 B 1 1.2 1 1 183.627 C 1 1.2 1 1 183.627 L5 41.17-0.00 0.13 19.28 A 1 1.2 7 1 1 206.203 1.79 43.51 C B 1 1.2 1 1 206.203 C 1 1.2 1 1 206.203 Sum Weight: 0.41 54.70 OTM 438.26 5.65 ki -ft Tower Forces -With Ice - Wind 90 To Face Add Se F - e CF q. DF DR AE F IV CO. Section 4 AE Face S: 'If FElevation Weight weight a L c Psf e K Af t K K e -- Ito.805 0.83 20.25 C Ll 1.2 6 110.8705 Ll 0.00 5�07 A 110 05 B .8 1.2 110.805 z 185.00-143.92 1.2 110.805 C C 80.133 0,59 24.11 L2 0,03 5.31 A 1 1.2 6 143.92-119-25 B 1 1.2 1 1 80.133 C 1 1.2 1 1 80.133 L3 0.11 9.83 A 1 1.2 6 1 1 133.410 1.00 27.82 C Page mx1r,lower J 9 Of 19 .lob 4BS0345D Date NB+C ES Project 27126 15:34:15 06/25/15 4435 Waterfront Drive,Suite 100 Designed by Glen Allen, VA 23060 Client T-Mobile Lesley Read Phone:(804)548-4079 FAX. F e CF q� DF DR AE F w Ctrl. Section Add Self Face Section Weight Weight a c Psf 2 K I t K K e 11957 B 1 1.2 1 1 133.410 119.25-93.42 C 1 1.2 1 1 133.410 15.20 A 1 1.2 6 I 1 183.627 1.44 34.09 C L4 0.13 B 1 1.2 1 183.627 83,42-41.17 C 1 1.2 1 1 183.627 0.13 19,28 A 1 1.2 7 1 206.203 1.79 43.51 C L5 41.17-0.00 B 1 1.2 1 206.203 C 1 1.2 1 1 206.203 OTM 438.26 5.65 Sum Weight: 0.41 54.70 ki -ft ower Forces - Service - Wind Normal To Face -T--e DF DR AE F w CO. Section Add CF q. Face Elevation Weight Weight a c Psf K t t K K e 1 0.65 It 1 1 98.583 0.81 19.64 C LI 0.00 274 A Elevation V Section L Add Weight t K 1 0'00 eo T ;o 0 B 1 065 1 1 98'593 185.00-143.92 98.583 C 1 0.65 1 1 L2 0.03 3.34 A 1 0.65 11 1 1 72.794 0.59 23.88 C 9 11 B 1 0.65 1 1 72.794 14192-119.25 C 1 0.65 1 1 72.794 1.00 27.94 C L3 0.11 6.54 A 1 0.65 it 1 1 122.852 1 1 9 8 B 1 065 1 1 122.852 119.25-83.42 C 1 0.65 1 1 122,852 L4 0.13 10.63 A 1 0.65 12 1 1 171.240 1.46 34.66 C 83,42-41.17 B 1 0.65 1 1 171.240 C 1 0.65 1 1 171.240 L5 41.17-0.00 0.13 14.13 A 1 0.65 13 1 1 194.088 1.84 44.66 C B 1 0.65 1 1 194.088 C 1 0.65 t I 194.088 OTM 436.32 5.70 Sum Weight: 0.41 36.98 J_ kin-ft I Tower Forces - Service -Wind 60 To Face CF q. DF DR AE F IV Ctrl. Section Add Self F e Face Elevation Weight Weight a c Psf K I ft K K 0.81 19.64 C Ct Far" Face .81 19-64 C C LI 0.00 2.34 1 0.65 11 1 1 98.58377 B 1 0.65 1 1 98.583 185.00-143,92 C 1 0.65 1 1 98.583 L2 0.03 3.34 A 1 0.65 11 1 1 72.794 0.59 23.88 C 143.92-119.25 B 1 0.65 1 1 72.794 C 1 0.65 1 1 72.794 L3 0.11 6,54 A 1 0.65 11 1 1 122.852 1.00 27.94 C 119.25-83.42 B 1 0.65 1 1 122.852 Job Page '� 4BS0345D 10 Of 19 Project Date NB+CES 27126 15:34:15 06/25/15 4435 Waterfront Drive,Suite 100 Glen Allen, VA 23060 Client Designed by Phone:(804)548-4029 T-Mobile Lesley Read FAX: Section Add Self F e Cr y: DF DF AF F w Ctrl. Elevation Weight Weight a Face c Psf t K K e t2 K 1 C 1 0.65 1 1 122.852 L4 0.13 10.63 A 1 0.65 12 1 1 171.240 1.46 34.66 C 83.42-41.17 B 1 0.65 1 1 171.240 C 1 0.65 1 1 171.240 L5 41.17-0.00 0.13 14.13 A 1 0.65 13 1 1 194.088 1.84 44.66 C B 1 0.65 1 1 194.088 C 1 0.65 1 1 194.088 Sum Weight: 0.41 36.98 OTM 436.32 5.70 ki -ft Tower Forces - Service -Wind 90 To Face Section Add Self F e CF q= DF DR AF F w Ctrl. Elevation Weight Weight a Face c Psf t K K eft, K pi L1 0.00 2.34 A 1 0.65 11 1 1 98.583 0.81 19.64 C 185.00-143.92 B 1 0.65 1 1 98.583 C 1 0.65 1 1 98.583 L2 0.03 3.34 A 1 0.65 11 1 1 72.794 0.59 23.88 C 143.92-119.25 B 1 0.65 1 1 72.794 C 1 0.65 1 1 72.794 L3 0.11 6.54 A 1 0.65 11 1 1 122.852 1.00 27.94 C 119.25-83.42 B 1 0.65 1 1 122.852 C 1 0.65 1 1 122.852 L4 0.13 10.63 A 1 0.65 12 1 1 171.240 1.46 34.66 C 83.42-41.17 B 1 0.65 1 1 171.240 C 1 0.65 1 1 171.240 L5 41.17-0.00 0.13 14.13 A 1 0.65 13 1 1 194.088 1.84 44.66 C B 1 0.65 1 1 194.088 C 1 0.65 l 1 194.088 Sum Weight: 0.41 36.98 OTM 436.32 5.70 kip-11 Force Totals Load Vertical Sum of Sum of Sum of Sum of Sum of Torques Case Forces Forces Forces Overturning Overturning x Z Moments,M Moments,M K K K ki -t kip-t ki -rt Leg Weight 36.98 Bracing Weight 0.00 �� r�i .. Total Member Self-Weight 36.98 0.00 0.00 Total Weight 40.05 'a r ��0.00 . u�. 0.00 0.00 Wind 0 deg-No Ice � � ��23.41� -1999.87 0.00 0.00 Wind 30 deg-No Ice 11.70 -20.27 -1731.94 999.94 0.00 Wind 60 deg-No Ice 20.27 -11.70 -999.94 -1731.94 0.00 Wind 90 deg-No Ice 23.41 0.00 0.00 -1999.87 0.00 Wind 120 deg-No Ice A 20.27 11.70 999.94 -1731.94 0.00 Job Page 4BS0345D 11 of 19 tnxTower I Project Date NB+C ES 27126 15:34:15 06/25/15 F4435 7Waterf!ont Drive,Suite 100 Glen Allen,VA 23060 Client I Designed by Phone:(804)548-4079 T-Mobile Lesley Read FAX. Load Vertical San,of Stan of Stan of Stan of Stan of Torques Case Forces Forces Forces Overturning Overturning X z Moments,A Moments,A K K K kip- fit Wind.150 deg-No tee 11.70- 20.27 1731.94 -999.94 0.00 Wind 180 deg-No Ice 0.00 23.41 1999.87 0.00 0.00 Wind 210 deg-No Ice -11.70 20.27 1731.94 999.94 0,00 -20.27 11.70 999.94 1731.94 0.00 Wind 240 deg-No Ice 9 Wind 270 deg-No Ice -23.41 0.00 0.00 199 .87 0.00 Wind 300 deg-No Ice -20.27 -11.70 -999.94 1731.94 0.00 Wind 330 deg-No Ice -11.70 -20.27 -1731.94 999.94 0.00 Member Ice 17.72 62.13 0.00 .0 Total Weight Ice Wind 0 deg-Ice 0.00 -6.59 -559.28 0.00 0.00 Wind 30 deg-Ice 3.29 -5.70 -48435 -279.64 0.00 Wind 60 deg-Ice 5.70 -3.29 -279.64 -484.35 0.00 Wind 90 deg-Ice 6.59 0.00 0.00 -559.28 0.00 5.70 3.2 Wind 120 deg-Ice 9 279.64 -484.35 0.00- Wind 150 deg-Ice 3.29 5.70 484.35 279.64 0.00 Wind 180 deg-Ice 0.00 6.59 559.28 0.00 0.00 Wind 210 deg-Ice -3.29 5.70 484.35 279.64 0.00 Wind 240 deg-Ice -5,70 3.29 279.64 484.35 0.00 Wind 270 deg-Ice -6.59 0.00 0.00 559.28 0.00 Wind 300 deg-Ice -5.70 -3.29 -279.64 484.35 0.00 Wind 330 deg-Ice -3.29 -5.70 -484.35 279.64 0.00 IN Total Weight 0.00 0.00 ENEYEM, Wind 0 deg-Service 0.00 -6.84 -584.28 0.00 0.00 Wind 30 deg-Service 3.42 -5.92 -506.00 -292.14 0.00 Wind 60 deg-Service 5.92 -3.42 -292.14 -506.00 0.00 Wind 90 deg-Service 6.84 0.00 0.00 -584.28 0.00 Wind 120 deg-Service 5.92 142 292.14 -506.00 0.00 Wind 150 deg-Set-vice 3.42 5.92 506.00 -292.14 0.00 0.00 6.84 584.28 0.00 0.00 Wind 180 deg-Service Wind 210 deg-Service -3.42 5.92 506.00 292.14 0.00 Wind 240 deg-Service -5.92 3.42 292.14 506.00 0.00 Wind 270 deg-Service ry -6.840 1 0.00 0.0 584.28 0.00 1 Wind 300 deg-Service 5.92 -3.42 -292.14 506.00 0.00 .Wind 330 deg-Service 1 -142 -5.92 -506.001 292.14 L 0.00 Load Combinations Description I Dead Only 2 1.2 Dead+1.6 Wind 0 deg-No Ice 3 0.9 Dead+1.6 Wind 0 deg-No Ice 4 1.2 Dead+1.6 Wind 30 deg-No lee 5 0.9 Dead+1.6 Wind 30 deg_No lee 6 1.2 Dead+1.6 Wind 60 deg-No lee 7 0.9 Dead+1.6 Wind 60 deg-No Ice 8 1.2 Dead+1.6 Wind 90 deg-No Ice 9 0.9 Dead+1.6 Wind 90 deg-No Ice 10 1.2 Dead+1.6 Wind 120 deg-No Ice 11 0.9 Dead+1.6 Wind 120 deg-No Ice 12 1.2 Dead+I.6 Wind 150 deg-No lee 13 0.9 Dead+1.6 Wind 150 deg-No Ice 14 1.2 Dead+1.6 Wind 180 deg-No Ice 15 0.9 Dead+1.6 Wind 180 deg-No Ice 16 1.2 Dead+1.6 Wind 210 deg-No Ice 17 0.9 Dead+1.6 Wind 210 deg-No Ice Page Job 12 of 19 Page tnxTower 4BS0345D 2 of'9 Project Date .1 NB+C ES 27126 15:34:15 06/25/15 4435 Waterfront Drive,Suite 100 Designed by Glen Allen, VA 23060 Client Phone:(804)548-4079 T-Mobile Lesley Read FAX.• Eoinb. Description NO. ...... 18 1.2 Dead+1.6 Wind 240 deg-No Ice 19 0.9 Dead+1.6 Wind 240 deg-No Ice 20 1.2 Dead+1.6 Wind 270 deg-No Ice 21 0.9 Dead+1.6 Wind 270 deg-No Ice 22 1.2 Dead+1.6 Wind 300 deg-No Ice 23 0.9 Dead+1.6 Wind 300 deg-No Ice 24 1.2 Dead+1.6 Wind 330 deg-No Ice 25 0.9 Dead+1.6 Wind 330 deg-No Ice 26 1.2 Dead+1.0 Ice+1.0 Temp 27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 28 1.2 Dead+].O Wind 30 deg+1.0 Ice+1.0 Temp 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 34 1.2 Dead+1.0 Wind 210 deg+1.0 lce+1.0 Temp 35 1,2 Dead+LO Wind 240 deg+l.0 Ice+1.0 Temp 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Terap 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 39 Dead+Wind 0 deg-Service 40 Dead+Wind 30 deg-Service 41 Dead+Wind 60 deg-Service 42 Dead+Wind 90 deg-Service 43 Dead+Wind 120 deg-Service 44 Dead+Wind 150 deg-Service 45 Dead+Wind 180 deg-Service 46 Dead+Wind 210 deg-Service 47 Dead+Wind 240 deg-Service 48 Dead+Wind 270 deg-Service 49 Dead+Wind 300 deg-Service 50 Dead+Wind 330 d%Z.§ervice Maximum Member Forces =e �0�-'---Elevation Component Condition Gov. Axial Major Axis Minor Axis Type Load Moment Moment No. Comb. "0 )7 h -ft -AP- . It...... _ Pole Max Tension 15 0.0 0.00 0.00 Max.Compression 26 4.92 0.00 0.00 Max.Mx 8 -2.31 -70.16 0.00 Max.My 2 -2.31 0.00 70.16 Max.Vy 8 3.99 -70.16 0.00 Max.Vx 2 -3.99 0.00 70.16 Max.Torque 24 0.00 L2 143.92- Pole Max Tension 1 0.00 0.00 0.00 119.25 Max.Compression 26 -18.34 0.00 0.00 Max.Mx 8 -8.80 -241.31 0.00 Max.My 2 -8.80 0.00 241.31 Max.Vy 8 13.55 -241.31 0.00 Max.Vx 2 -13.55 0.00 241.31 Max.Torque 22 -0.00 L3 119.25-83.42 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -29.44 0.00 0.00 Max.Mx 8 -16.24 -807.45 0.00 Max.My 14 -16.24 0.00 -807.45 Max.Vy 8 18.91 -807.45 0.00 Page tnxTower Job 13 of 19 4BS0345D Date NB+C ES Project 27126 15:34:15 06/25/15 4435 Waterfront Drive,Suite 100 Designed by Glen Allen,VA 23060 Client T-Mobile Lesley Read Phone:(804)548-4079 FAX: uu Major Axis MinorAxis Section Elevation componeW Condition Gov. Axial Type Load moment Moment No. Comb. Kft t _Ypm Max.Vx 14 19.91 0.00 -0.00 907.45 Max.Torque 24 14 83.42-41.17 Pole Max Tension 1 0.00 0,00 0.00 Max.Compression 26 46.56 0.00 0.00 Max,Mx 8 -28.51 -1736.56 0.00 Max.My 2 -28.51 0.00 1736.56 Max.Vy 8 26.44 -1736.56 0.00 Max.Vx 2 -26.44 0.00 1736.56 Max.Torque 24 0.00 L5 41.17-0 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -72.42 0.00 0.00 48.05 -3259.86 0.00 Max.Mx 8 Max.My 2 -48.05 0.00 3259.86 Max.Vy 8 37.47 -3259.86 0.00 Max.Vx 2 -37.47 0.00 3259.86 Max.Torque 24 0.00 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. 26 72.42 0.00 0.00 Pole Max.Vert 20 48.06 37.45 0.00 Max.Hx 3T45 Max.K 2 48.06 0.00 Max.K 2 3259.86 0.00 37.45 Max.K 8 3259.86 -37.45 0.00 Max.Torsion 24 0.00 18.72 32.43 Min.Vert 3 36.05 0.00 37.45 Min.H. 8 48.06 -37.45 0.00 Min.H� 14 49.06 0.00 -37.45 Min.M. 14 -3259.86 0.00 -37.45 Min.M, 20 -3259.86 37.45 0,00 Min.Torsion 16 -0.00 18.72 -32.43 Tower Mast Reaction Summary Overturning Torque ----'Vertical Srea7,_ Fh7ear Overturning MsMoment,M. Moment, Combination K K YV-fl YEA-,- 0.00 40.05 0.00 0.00 0.00Dead Only 0.00 1.2 Dead+1.6 Wind 0 deg-No 48.06 0.00 -37.45 -3259.86 0.00 0.00 Ice -3244.08 0.00 0.00 0.9 Dead+1.6 Wind 0 deg-No 36.05 0.00 -37.45 Ice 48,06 18.72 -32.43 -2823.39 -1630.09 0.00 1.2 Dead+1.6 Wind 30 deg-No Ice0.00 0.9 Dead+1.6 Wind 30 deg-No 36.05 18.72 -32.43 -2809.90 -1622.30 Ice 1.2 Dead+1.6 Wind 60 deg-No 48.06 32.43 -18.72 -1630.09 -2823.39 Ice 0.9 Dead+1.6 Wind 60 deg-No 36.05 32.43 -18.72 -1622.30 -2809.90 -0.00 Ice Job Page 14 of 19 tnxTower 4BS0345D Project Date 4435 ES 15:34:15 06/25/15 7NB+C S 27126 n�' 'v"i'.100 Waterfront Drive,Suite 100 Glen Allen, VA 23060 Client Designed by Plione:(804)548-4079 T-Mobile Lesley Read FAX. =her., Tod -"--'W7;7,c.'7 Torque Combination Moment,M. Moment,M. 1.2 Dead+1.6 Wind 90 dej-'Ro 37.45 0.00 E7 0.00 -3259.86 0.00 Ice 0,9 Dead+1.6 Wind 90 deg-No 36.05 37.45 0.00 0.00 -3244.08 0.00 Ice 19.72 1630.09 -2823.39 0.00 L2 Dead+1.6 Wind 120 deg- 48.06 32.43 No Ice 18.72 1622.30 -2809.90 0.00 0.9 Dead+1.6 Wind 120 deg- 36.05 3143 No Ice 2823.39 -1630.09 -0.00 1.2 Dead+1.6 Wind 150 deg- 48.06 18.72 32.43 No Ice 32.43 2809.90 -1622.30 -0.00 0.9 Dcad+1.6 Wind 150 deg- 36.05 18.72 No Ice 37.45 3259.86 0.00 0.00 1.2 Dead+1.6 Wind 180 deg- 48.06 0.00 No Ice 3244.08 0.00 0.00 0.9 Dead+1.6 Wind 180 deg- 36.05 0.00 37.45 No Ice 32.43 2823.39 1630.09 0100 1.2 Dead+1.6 Wind 210 deg- 48.06 -18.72 No Ice 2809.90 1622.30 0.00 0.9 Dead+1.6 Wind 210 deg- 36.05 -18.72 32.43 No Ice 18.72 1630.09 2823.39 -0.00 1.2 Dead+1.6 Wind 240 deg- 48.06 -32.43 No Ice 1622.30 2809.90 -0.00 0,9 Dead+1.6 Wind 240 deg- 36.05 -32.43 18.72 No Ice 0.00 3259.86 0.00 1.2 Dead+1.6 Wind 270 deg- 48.06 -37.45 0.00 No Ice 0.00 0.00 3244.08 0.00 0.9 Dead+1.6 Wind 270 deg- 36.05 -37.45 No Ice -18.72 -1630.09 2823.39 0.00 1.2 Dead+1.6 Wind 300 deg- 48.06 -32.43 No Ice -1622.30 2809.90 0.00 0.9 Dead+1.6 Wind 300 deg- 36.05 -32.43 -18.72 No Ice -32.43 -2823.39 1630.09 -0.00 1.2 Dead+1.6 Wind 330 deg- 48.06 -18.72 No Ice 0.9 Dead+1.6 Wind 330 deg- 36.05 -18.72 -32.43 -2809.90 1622.30 -0.00 No Ice 0.00 0.00 0.00 0.00 L2 Dead+1.0 Ice+1.0 Temp 72.42 0.00 1.2 Dead+1.0 Wind 0 deg+1.0 72.42 0.00 -6.59 -577.87 0.00 0.00 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 deg+1.0 72.42 3.29 -5.70 -500.45 -288.93 0.00 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 deg+1.0 72.42 5.70 -3.29 -288.93 -500.45 -0.00 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 deg+1,0 72.42 6.59 0.00 0,00 -577.87 0.00 Icc�+1.0 Temp L2 Dead+1,0 Wind 120 72.42 5.70 3.29 288.93 -500.45 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 72.42 3.29 5.70 500.45 -288.93 -0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 72.42 0.00 6.59 577.87 0.00 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 72.42 -3.29 5.70 500.45 288.93 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 240 72.42 -5.70 3.29 288.93 500.45 -0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 270 72.42 -6.59 0.00 0.00 577.87 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 300 72.42 -530 -3.29 -288.93 500.45 0.00 deg+].O Ice+1.0 Temp 1,2 Dead+1.0 Wind 330 72.42 -3.29 -5.70 -500.45 288.93 -0.00 deg+1.0 Ice+1.0 Temp Job Page 4BS0345D 15 of 19 tnxTower 0 Project Date NB+C ES 27126 15:34:15 06/25/15 C 3�5 Wt f Suite "it,100 F4435 7Wateifronl DW�rive,Suite 100 Glen Allen, VA 23060 Client Designed by Phone:(804)548-4079 T-Mobile Lesley Read FAX- Shear, Shear, Overturning Overturning Torque Combination K Moment,MMoment,M., -6.84 -593.45 0.00 0.00 Dead+Wind 30 deg-Service 40.05 3.42 -5.92 -513.94 -296.73 0,00 Dead+Wind 60 deg-Service 40,05 5.92 -3.42 -296.73 -513.94 -0.00 Dead+Wind 90 deg-Service 40.05 6.84 0.00 0.00 -593.45 0.00 Dead+Wind 120 deg-Service 40.05 5.92 3.42 296.73 -513.94 0.00 Dead+Wind 150 deg-Service 40.05 3.42 5.92 513.94 -296.73 -0.00 Dead+Wind 180 deg-Service 40.05 0.00 6.84 593.45 0.00 0.00 Dead+Wind 210 deg-Service 40.05 -3.42 5.92 513.94 296.73 0.00 Dead+Wind 240 deg-Service 40.05 -5.92 3.42 296.73 513.94 -0.00 Dead+Wind 270 deg-Service 40.05 -6.84 0.00 0.00 593.45 0.00 Dead+Wind 300 deg-Service 40.05 -5.92 -3.42 -296.73 513.94 0,00 Dead+Wind 330 de Service 40.05 -3.42 -5.92 -513.94 296.73 -0.00 Solution summary Sum of 0 0 0 A lied Forces Sum of Reactions PZ %Error Load PX py PZ PX py K Comb. K K K K 6.00 0.60 40.05 0.00 0.000% 2 0.00 48.06 -37.45 0.00 48.06 37.45 0.004% 3 0.00 -36.05 -37.45 0.00 36.05 37.45 0.007% 4 18.73 48.06 -32.43 -18.72 48.06 32.43 0.000% 5 18.73 -36.05 -32.43 -18.72 36.05 32.43 0.000% 6 32.43 49.06 -18.73 -32.43 48.06 18.72 0.000% 7 32.43 -36.05 -18.73 -32.43 36.05 18.72 0.000% 8 37.45 -48.06 OM -37.45 48.06 0.00 0.004% 9 37.45 -36.05 0.00 -37.45 36.05 0.00 0.007% to 32.43 -48.06 18.73 -32.43 48.06 -18.72 0.000% 11 32.43 -36.05 18.73 -3143 36.05 -19.72 0.000% 12 18.73 -48.06 32.43 -18.72 48.06 -32.43 0.000% 13 1833 -36.05 32.43 -18.72 36.05 -32.43 0.000% 14 0.00 48.06 37.45 0.00 48.06 -37.45 0.004% 15 0.00 -36.05 37.45 0.00 36.05 -37.45 0.007% 16 -18.73 48.06 32.43 18.72 48.06 -32.43 0.000% 17 -18.73 -36.05 32.43 18.72 36.05 -32.43 0.000% 18 -32.43 -48.06 18.73 32.43 48.06 -18.72 0.000% 19 -32.43 -36.05 18,73 32.43 36.05 -18.72 0.000% 20 -37.45 -48.06 0.00 37.45 48.06 0.00 0.004% 21 -37.45 -36.05 0.00 37.45 36.05 0.00 0.007% 22 -32.43 -48.06 -18.73 32.43 48.06 18.72 0.000% 23 -32.43 -36.05 -18.73 32.43 36.05 18.72 0.000% 24 -18.73 -48A -32.43 18.72 48.06 32.43 0.000% 25 -18.73 -36.05 -32.43 18.72 36.05 32.43 0.000% 26 0.00 -72,42 0.00 0.00 72.42 0.00 0.000% 27 0.00 -72.42 -6.59 0.00 72.42 6.59 0.001% 28 3.29 -72.42 -5.70 -3.29 72.42 5.70 0.001% 29 530 -72.42 -3,29 -5.70 72.42 3.29 0.001% 30 6.59 -72.42 0.00 -6.59 72.42 0.00 0.001% 31 5.70 -72.42 3.29 -5.70 72.42 -3.29 0.001% 32 3.29 -72.42 5.70 -129 72.42 -5.70 0.001% 33 0.00 -72.42 6.59 0.00 72.42 -6.59 0.001% 34 -3.29 -72.42 5.70 3.29 72.42 -5.70 0.001% 35 -5.70 -72.42 3.29 5.70 72.42 -3.29 0.001% 36 -6.59 -72.42 0.00 6.59 72.42 0.00 0.001% 37 -5.70 -72.42 -3.29 5.70 72.42 3.29 0.001% 38 -3.29 -72.42 -5.70 3.29 72.42 5.70 0.001% 39 0.00 40.05 -6.84 0.00 40.05 6.84 0.002% 40 3.42 40.05 -5.92 -3.42 40.05 5.92 0.002% Page mr-Tower Job 4BS0345D Page 16 of 19 Date Project I NB+C E S 27126 15:34:15 06/25/15 4435 Waterf!!WD?;-�ive,Suite 100 - F7 Designed by Glen Allen,VA 23060 Client Phone:(804)548-4079 T-Mobile Lesley of FAX. Sum of Applied Forces Sum ofReactions Load PX py PZ PX py PZ %Error Comb. K K K K 40.05 3.42 0.002% 41 . 2 40.05 -3.42 -5.9240,05 0.00 0.002% 42 6.84 40.05 0.00 -6.84 40.05 -3.42 0.002% 43 5.92 -40.05 3.42 -5.92 40.05 -5.92 0.002% 44 3.42 -40.05 5,92 -3.42 40.05 -6.84 0.002% 45 0.00 40.05 6.84 0.00 -5.92 0.002% 46 -3.42 40.05 5.92 3.42 40,05 47 -5.92 40.05 3.42 5.92 40.05 -3.42 0.002% 40.05 0.00 6.84 40.05 0.00 0.002% 48 -6.84 40.05 -3.42 5.92 40.05 3.42 0.002% 49 -5.92 50 3.42 40.05 -5.92 3.42 40.05 ____5.92 0.002% Non-Linear Convergence Results Load Converged? Number Displacement Force Combination _ of Cycles Tolerance Tolerance i-- Yes W 6 0.00000001 0.00000001 2 Yes 14 0.00007254 0.00006434 3 Yes 13 0.00011169 0.00011632 4 Yes 17 0.00000001 0,00009453 5 Yes 17 0.00000001 0.00007658 6 Yes 17 0,00000001 0.00009453 7 Yes 17 0.00000001 0.00007658 8 Yes 14 0.00007254 0.00006434 9 Yes 13 0.00011169 0.00011632 to Yes 17 0.00000001 0.00009453 11 Yes 17 0.00000001 0.00007658 12 Yes 17 0.00000001 0.00009453 13 Yes 17 0.00000001 0.00007658 14 Yes 14 0,00007254 0.00006434 15 Yes 13 0.00011169 0.00011632 16 Yes 17 0.00000001 0.00009453 17 Yes 17 0M000001 0.00007658 18 Yes 17 0.00000001 0.00009453 19 Yes 17 0.00000001 0.00007658 20 Yes 14 0,00007254 0,00006434 21 Yes 13 0.00011169 0.00011632 22 Yes 17 0.00000001 0.00009453 23 Yes 17 0.00000001 0.00007658 24 Yes 17 0.00000001 0.00009453 25 Yes 17 0.00000001 0.00007658 26 Yes 6 0.00000001 0.00000001 27 Yes 14 0.00000001 0.00011634 28 Yes 14 0.00000001 0.00012280 29 Yes 14 0.00000001 0,00012280 30 Yes 14 0.00000001 0.00011634 31 Yes 14 0.00000001 0.00012280 32 Yes 14 0.00000001 0,00012280 33 Yes 14 0.00000001 0.00011634 34 Yes 14 0.00000001 0.00012280 35 Yes 14 0.00000001 0.00012280 36 Yes 14 0.00000001 0.00011634 37 Yes 14 0.00000001 0.00012280 38 Yes 14 0.00000001 0.00012280 39 Yes 13 0.00000001 0.00003216 40 Yes 13 0.00000001 0.00002799 41 Yes 13 0.00000001 0.00002799 Page Jab 17 of 19 7WaZ?fi-on�tDW!N�e, e 4BS0345D Date Project 15:34:15 06/25/15 +C 27126 F4435 Suite 100 Designed by Glen Allen,VA 23060 Client Phone:(804)548-4079 T-Mobile Lesley Read FAX 42 Yes 13 0.00000001 0.00003216 43 Yes 13 0.00000001 0.00002799 44 Yes 13 0.00000001 0.00002799 45 Yes 13 0.00000001 0.00003216 46 Yes 13 0.00000001 0.00002799 47 Yes 13 0.00000001 0.00002799 48 Yes 13 0.00000001 0.00003216 49 Yes 13 0.00000001 0.00002799 50Yes 13 0.00000001 00 0,00002799�w N„ Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov.� Tilt Twist . No. Deflection Load o 0 Contb. in 42 0.4654 _._ 0.0000 L1 __---185-143.92 11.511 0.0000 L2 148.25-119.25 7.978 42 0.4429 42 0.4103 0.0000 5.812 L3 124.17-83.42 0.0000 L.4 89.17-41.17 3.101 42 0.3156 0.0000 L5 48-0 0.937 42 0.1734 Critical Deflections and Radius of Curvature - Service Wind -mom Gov. e Dflection Tilt Twist -uWw Radius of.� m,� Elevation Appurtenance Load a Curvature o Comb. irr __ _ _. ft _-._ ---- -- 42 _ 6.319 0.4206 0.0000 33449 130.00 AIlt21 B2A/B4P w/mouuvi e - e- y�,- -,- �---;' Maximum Tower Deflections - Design Wind SeHorz.... Gov. �Tiltw- Twist ction Elevation No. Deflection Load o ft in J Comb. -- J- LI 185-143.92 63.273 2 2.5589 0.0000 L2 148.25-119.25 43.850 2 2.4354 0.00002 2 2561 0.0000 L3 124.17-83.42 31.946 2 1 7352 0.0000 L4 89.17-41.17 17.042 L5 48-0 5.148 6 0.9533 0.0000 Critical Deflections and Radius of Curvature - Design Wind Gov. Deflection Tilt Twist Radius of Elevation ,W o Appurtenance Curvature Load o o ft Comb. irr _,._...._ 2.3126 0.0000 6102 130.00 AlR21 B2A/B4Pwlmount Job Page 18 Of 19 Page tnx,Tower 4BS0345D 1'of'9 Project Date NB+C ES 27126 15:34:15 06/25/15 4435 Waterfront Drive,Suite 100 Glen Allen, VA 23060 Client Designed by Phone:(804)548-4079 T-Mobile Lesley of FAX. Com presion Checks Pole Desian Data Ratio P. No. ft ft ft in, K K LI 185-143.92 TP32.72x24x0.1875 41.08 0.00 0.0 18.8139 -2.31 1157.53 0.002 (1) L2 143.92- TP37,4201.42590.3125 29.00 0.00 0.0 35.7973 -8.80 2556.67 0.003 119.25(2) U 11925-83.42 TP44.2405.7781x0.375 40.75 0.00 0.0 50.7891 -16.24 3643.49 0.004 (3) L4 83.42-41.17 TP52.3x42.296x0.4375 48.00 0.00 0.0 70.0409 -28.51 5004.99 0.006 (4) L5 41.17-0(5) TP60x50.0015x0.5 48.00 0.00 0.0 94.4265 -48.05 6682.26 0.007 Pole Bendina Design Data Section Elevation Size M. rpM Ratio M-Y p �My Ratio No. MI. M-Y ft W_0.093 0.00 753.93 0.000 kip-ft kip fit kip-ft LI 185-143.92 TP32.72x24x0.1875 70.18 753.93 (1) L2 143.92- TP37.4201.42590,3125 241.36 1895.91 0.127 0.00 1895.91 0.000 119.25(2) U 119.25-83.42 TP44.24x3 5.778 IxO.3 75 807.57 3194.06 0.253 0.00 3194.06 0.000 (3) L4 83.42-41.17 T?52.3x42.296x0.4375 1736.76 5186.94 0.335 0.00 5186.94 0.000 (4) L5 41.17-0(5) TP60x50.0015x0.5 3260.18 8171.44 0.399 0.00 8171.44 0.000 Pole Shear Design Data Section Ratio Actual �r, Actual �V. Ratio -,echon ElevationT. Na. V. V. T. ft K K kip ft kip ft L1 185-143.92 TP32.72x24x0.1875 199 578.77 0.007 0.00 1509.69 0.000 (1) L2 143.92- TP37.4201.4259x0.3125 13.56 1278.34 0.011 0.00 3796.45 0.000 119.25(2) U 119.25-83.42 T?44.24x3 5.7 7 8 1 xO.3 75 18.91 1821,74 0.010 0.00 6395.92 0.000 (3) LA 83.42-41.17 TP52.3x42,2960.4375 26.44 2502.50 0.011 0.00 10386.58 0.000 (4) L5 41.17-0(5) TP60x5O.0015xO.5 37,47 3341.13 0.011 0.00 16362.83 0.000 19 of 19 tnxTo w,e,r Job 4BS0345D Page Project Date NB+C ES 15. 27126 15:34:15 06/25/15 4435 Wateifront Drive,Suite 100 _7 Glen Allen,VA 23060 Client Designed by Phone:(804)548-4079 T-Mobile Lesley Read FAX.• Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Conib. Allow. Criteria No. P. M. MV V. T. Stress Stress ft Rano Ratio Ll 185-143.92 0.002 0.093 0.000 0.007 0.000 0.095 1.000 4.8.2 V (1) V L2 143.92- 0.003 0.127 0.000 0.011 0.000 0.131 1 MO 4.8.2 119.25(2) V U 119.25-83.42 0.004 0.253 0.000 0.010 0.000 0.257 1.000 4.8.2 6000� (3) V LA 83.42-41.17 0.006 0.335 0,000 0.011 0.000 0.341 1.000 4.8.2 (4) V L5 41.17-0(5) 0.007 0.399 0.000 0.011 0.000 0.406 1.000 4.8.2 Section Capacity Table Section Elevation Component Size Critical P Opol., % Pass _Na ft Type Element K K Capacity Fail . LI 185-143.92 Pole TP32.72x24x0.1875 1 -2.31 1157.53 9.5 Pass L2 143.92-119.25 Pole TP37.4201.42590.3125 2 -8.80 2556.67 13.1 Pass L3 119.25-83.42 Pole TP44.24x35.778lx0.375 3 -16.24 3643.49 25.7 Pass LA 83.42-41.17 Pole TP52.3x42.296x0.4375 4 -28.51 5004.99 34.1 Pass L5 41.17-0 Pole TP60x5O.0015xO.5 5 -48.05 6682.26 40.6 Pass Summary Pole(1,5) 40.6 Pass RATING= 40.6 Pass Program Version 6.1.3.1-3/21/2014 File://nbcllc/dfs/BB-ES/ProjectsfF-Mobile/Boston 700 MHz(27126)/4BS0345D/Structural/Analysis/4BS0345D TNX.eri Search Results for Map 6/25/2015 Hranle Related Re,,a. urc;(,'S, Sponsor,; Ai'okrs ATC t"ffr'an'trlCt eardh Results ONTARIO 1 �7 1t nrt , C� Latitude:42.6614 Longitude:-71.0994 Ooolls ASCE 7-10 Windspeeds �OD Ottawa (3-sec peakg ust MPH*): //� ��ur Alk�r tfvak r / /„ wI5�.C1NE3kD ��������� Risk Category I: 114 g Risk Category II: 124 rwa( Risk Category III-IV: 135 ' MRI**10-Year:78 IhIpIAPkh ,,, MRI 25-Year:88 le,'loisna v911r'INdA KFN,Tut;tl(M t�lln MRI**50-Year•95 vkncr // MOM$i MRI**100-Year• 100 TFrlttf,$FF,; ttvAf9 xA, <t r4i a<lIskpm ASCE 7-05: 101 (e ASCE 7-93:83 a '/ // CIIJISIAN � pdata 02015GoogIe,INEGI 'MPH(Miles per hour) "MRI Mean Recurrence Interval(years) users should consult with local building officials to determine if there are community-speck wind speed requirements that govern. _Py9_nLyf?sffJ�. I Ut WIND SPEED WEB SITE DISCLAIMER: While the information presented on this web site is believed to be correct, ATC assumes no responsibility or liability for its accuracy. The material presented in the wind speed report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the wind speed report provided by this web site.Users of the information from this web site assume all liability arising from such use. Use of the output of this site does not lapb lbs the governing building code bodies responsible for building code approval and interpretation for building described by latitude/longitude location in the wind speed report. Sponsored by the ATC Endowment Fund•I;I ?.Id„ 9,t tU?oJ�9y r 21p°SLI'201 Redwood Shores Parkway,Suite 240-Redwood City,California 94065•(650)595-1542 http://windspeed.atcouncil.org/index.php?option=corn content&view=article&id=10&dec=1&latitude=42.66139&longitude=-71.09944&risk category i=114&risk... 1/1 Stiffened or Unstiffened, Un routed, Circular Base Plate - Any Rod Mated HEG Assumption: Clear space between bottom of leveling nut and top of concrete not exceeding (1)*(F Site Data Reactions Project#: 27126 Mu: 3260 ft-kips Site Name: 4BS0345D Axial,Pu: 48 kips Tower Type: 185'Mono pole Shear,Vu: 37 kips Pole Manufacturer:1 OtherEta Factor, 0.5 TILgJEL±L_ Anchor Rod Data AISC LRF5 <-Only Appicable to Unstiffene Qty: 18 Diam: 2.25 in Rod Material: Other Anchor Rod Results Strength (Fu): 100 ksi Max Rod(Cu+Vu/t): 137.8 Kips Yield (Fy): 75 ksi Allowable Axial,4)*Fu*Anet: 260.0 Kips Bolt Circle:F 66-375 in Anchor Rod Stress Ratio: 53.0% I�Iass Plate Data Diam: 71.5 in Base Plate Results Flexural Check Thick: 2.5 in Base Plate Stress: 16.3 ksi Grade: 50 ksi Allowable Plate Stress: 45.0 ksi Single-Rod B-eff: 10.58 in Base Plate Stress Ratio: 36.3% Pass Stiffener Data(Welding at both sides n/a Config: 0 Stiffener Results n/a Weld Type: Fillet Horizontal Weld: Groove Depth: 0.25 <--Disregard Vertical Weld: n/a Groove Angle: 45 <--Disregard Plate Flex+Shear,fb/Fb+(fv/FV)A 2: n/a Fillet H.Weld: 0.375 in Plate Tension+Shear,fUFt+(fv/FV)A 2:n/a Eiqg V.Weld: 0.375 in Plate Comp. (AISC Bracket): n/a Width: 3 in Height: 8 in Pole Results n/a Thick: 0.75 in Pole Punching Shear Check: Notch: 0.5 in Grade:1 50 lksi Weld str.:1 70 lksi Pole Data Diam: 60 in Thick: 0.5 in Grade: 65 ksi #of Sides: 18 "0"IF Round Fu 80 ksi Reinf.Fillet Weld 0 l"O"if None A 0=none,1 =every bolt,2=every 2 bolts,3=2 per bolt Npigi for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes CCIplate 1.5-Circular Base G 1.3, Effective March 19,2012 Analysis Date: 6/25/2015 � � | and Tool for TIA Rev F or G - � Monopole Base Reaction Forces She Data TA-Revision: G <--Pull Down Project#: 27126 Factored DIL Axial, PDu: 0 kips Site Name: 4S803450 � TowerFactored WL Moment,Mu:F3260 ft-kips J � Fo-ads Alread Factored Load Factor Sha Factorea loads � -1 Mu: 3260 ft-kips Pad &Pier Data Base PL Dist.Above Pier: 0 in 1.2D+1.6W Load Combination Bearinq Re-sults: Pier Dist.Above Grade: 6 in No Soil Wedges) 920.30 P1="1.2D+1.6W1' Pad Bearing Depth, D: 7 ft [Reaction+Conc+Soil] (Kips) Pad Thickness,T: 2.75 ft Factored"11.6V overturning 3490.77 ft-kips, Pad Width=Length,L: 29 ft Moment(MW-Msoll),M1 Pier Cross Section Shape: Round <--Pull Down Enter Pier Diameter: 10 ft Orthogonal Direction: Concrete Density; 150.0 pcf Pier Cross Section Area: 78.54 ftA 2 � � | euo1 = N11/P1 = 3.79 ft � Pier Height: 4.75 __�ft Orthogonal qu= 1.67 ksf � Soil (a!2!2y2_padJ qu/4)*qnRado= 37.04% Pass Soil Parameters Diagonal Direction: Unit Weight,y: 100.0 Pcf Ultimate Bearing Capacity,qn: 6.00 ksf ecc2= (0.707M1)/P1 = 2.68 ft Strength Reduct.factor, 4):- 0.75 Diagono|qu= 1.85 kof Angle of Friction, 0: 30.0 degrees qu/(�*qnRatio= 36.61% I'lass Undrained Shear Strength, Cu: o.00 ksf Allowable Bearing:4)*qn: 4.50 ksf Ruh <-Press upon Completing All Input Passive Pres. Coeff., Kp 3.00 1 Overturning Stability Check Forces/Moments due to Wind and Lateral Q.9D+1.6W Load Combination,BearinL&Aults. Minimum of (�p*Ultimate Pad Passive Force,Vu): 37.0 kips Pad Force Location Above D: 1.26 ft (w/Soil Wedges) 738.26 P2="0.9D+1.6W" (�(Passive Pressure Moment): 46.73 ft-kips [Reaction+Conc+Soil] (Kips) Factored O.T.M(WL),%11.6W": 3537.5 ift-kips- Factored"1.6W'Overturning Factored OT(MW-Msoil),MI 1 3490.77 Ift-kips Moment(MW-Msoil)-0.9(M of 3188.21 ft-kips Wedge+M of Cohesion),M2 Resistance due to Foundation Gravity Soil Wedge Projection grade,a: 2.45 ft Sum of SOLWedges Wt. 40.04 ±Ls_ Orthogonal ecu3= yN3NP2= 4.32 ft Soil Wedges ecc,K1: 8.40 ft Ortho Non Bearing uangth.NmL= &64 ft Ftg+SoiI above Pad wt: 726.9 kips Orthogona|qu= 1.40 hmf Oiegona| qu= 1.41 hof 0.91). With Sol!��es 738.26 Max Reaction Moment(ft-kips)so that qu=T*qn 100% Resistance due to Co esion (Vertical) Actual M: 3260.00 Cohesion Force Eccentricity,K21 0.00 JL� M Diagonal: 8504.43�8.�330/6 1 Pass "Boadng/Stobi|ityPier Square Pad"Tool, BGPB{]P.Version 3.O-Effective U0/27/2011 Analysis Date: GXl5/2O15 Moment Capacity of Drilled Concrete Shaft (Caisson) for TIA Rev F or G Note: Shaft assumed to have ties, not spiral,transverse reinforcing Site Data Maximum Shaft Superimposed Forces Project#: 27126 TIA Revision:-G Site Name: 4BS0345 Max.Factored Shaft Mu: 3260 ft-kips(*Note) Tower Type: 185'Monopole Max.Factored Shaft Pu: - 48 kips Max Axial Force!Yee: Comp. Note: Max Shaft Superimposed Moment does not necessarily Loads Already Factored equal to the shaft top reaction moment For M(WL) 3 <----Disregard For P(DL) 1.3 <---Disregard Load Factor Shaft Factored Loads 1.00 Mu] 3260 Ift-kips Pier Properties 1.00 Pu:1 48 Jki2s Concrete: Pier Diameter Material Properties Concrete Area = 7238.2 int Concrete Comp.strength,f c= 3000 psi Reinforcement yield strength,Fy= 60 ksi Reinforcement., Reinforcing Modulus of Elasticity,E= 29000 ksi Clear Cover to Tie= 3.00 in Reinforcement yield strain= 0.00207 Horiz.Tie Bar Size= 5 Limiting compressive strain=F---0.003 Vert. Cage Diameter= 7.29 ft ACI 318 Code Vert. Cage Diameter= 87.48 in Select Analysis ACI Code=1 2005 Vertical Bar Size=F_7�0 Seismic Properties Bar Diameter= 1.27 in Seismic Design Category= b Bar Area= 1.27 int Seismic Risk= High Number of Bars As Total= 48.26 int Solve <--Press Upon Completing All Input A s/Aconc, Rho: 0.0067 0.67% (Run) ACI 10.5 ,ACI 21.10.4, and IBC 1810. Results: Min As for Flexural,Tension Controlled, Shafts: Governing Orientation Case: I (3)*(Sqrt(fc)/Fy: 0.0027 EQ EQI 200 Fy: 0.0033 iA MU Mu Case 1 Case 2 Dist. From Edge to Neutral Axis: 16.25 in Extreme Steel Strain, et: 0.0139 Minimum Rho Check: et>0.0050,Tension Controlled Actual Req'd Min. Rho:F-0.33-0/6-]Flexural Reduction Factor,(p: 0.900 Provided Rho:J 0.67% 01K Ref. Shaft Max Axial Capacities, (b Max(Pn or Tn): Max Pu = ((p=0.65) Pn. Output Note: Negative Pu=Tension Pn per ACI 318 (10-2) 11039.611 kips For Axial Compression, (p Pn = Pu: 48.00 kips at Mu=(4)=0.65)Mn= 7721.70 Ift-kis Drilled Shaft Moment Capacity, (pMn: 8706.95 ft-kips Drilled Shaft Superimposed Mu: 3260.00 ft-kips Max Tu, ( =0.9)Tn =1 2606.04 kips I at Mu=(¢=(0.90)Mn=J 0.00 Ift-kips J (Mul(pMn,Drilled Shaft Flexure�CSR- 37.4% Drilled-Shaft-Moment-Capacity, DSMC,Version 1.1 -Effective 04/01/2010 Analysis Date:6/25/2015 The Commonwealth ofMassachusetts (_ Department of IndustrialAccidents 1 Congress Street, Suite 100 Boston, MA 02114-2017 www mass.gov/din Workers' Compensation Insurance Affidavit:General Businesses. TO BE FILED WITH THE PERMITTING AUTHORITY. Agglicant Information Please Print Leibiy Business/Organization Name:Centerline Communications LLC Address:95 Ryan Drive Suite 1 City/State/Zip:Raynham, MA 02767 Phone#:781-713-4725 Are you an employer?Check the appropriate box: Business Type(required): 1.❑✓ I am a employer with 150 employees(full and/ 5. ❑Retail or part-time).* 6. ❑Restaurant/Bar/Eating Establishment 2.❑ I am a sole proprietor or partnership and have no 7. ❑Office and/or Sales(incl.real estate,auto,etc.) employees working for me in any capacity. [No workers'comp,insurance required] ❑Noa-profit 1❑ We are a corporation and its officers have exercised 9. ❑Entertainment their right of exemption per c, 152,§1(4),and we have 10.❑ Manufacturing no employees. [No workers'comp. insurance required]*' 11.❑ Health Care 4.❑ We are a non-profit organization,staffed by volunteers, with no employees. [No workers'comp. insurance req.] I 12.❑✓ Other Telecom *Any applicant that checks box N 1 must also fill out the section below showing their workers'compensation policy information. **If the corporate officers have exempted themselves,but the corporation has other employees,a workers'compensation policy is required and such an organization should check box#1. I am an employer that is providing workers'compensation insurance for my employees. Below is the policy information. Insurance Company Name:Chubb Insurance Insurer's Address: 15 Mountain View Road City/State/Zip: Warren, NJ 07059 Policy#or Self-ins.Lic.# 004 4727679 Expiration Date:01/01/2016 Attach a copy of the workers'compensation policy declaration page(showing the policy number and expiration date). Failure to secure coverage as required under Section 25A of MGL c. IS2 can lead to the imposition of criminal penalties of a fine up to$1,500.00 and/or one-year imprisonment,as well as civil penalties in the form of a STOP WORK ORDER and a fine of up to$250.00 a day against the violator. Be advised that a copy of this statement may be forwarded to the Office of Investigations of the DIA for insurance rNage verification. I do hereby certify, to r the pains 9witallies ofperjury that the information providedtrbav is true and correct Sit nature: Gt / ` Date: Phone#: Official use only. Do not write in 11th area,to be completed by city or town official City or Town: Permit/License# Issuing Authority(circle one): 1.Board of Health 2.Building Department 3.City/Town Clerk 4.Licensing Board 5.Selectmen's Office 6.Other Contact Person: Phone 0: www.mass.gov/dia Information Instructions Massachusetts General Laws chapter 152 requires all employers to provide workers'compensation for their employees. Pursuant to this statute,an employee is defined as"—every person in the service of another under any contract of hire, express or implied,oral or written." An employer is defined as"an individual,partnership,association,corporation or other legal entity,or any two or more of the foregoing engaged in a joint enterprise,and including the legal representatives of a deceased employer,or the receiver or trustee of an individual,partnership,association or other legal entity,employing employees. However,the owner of a dwelling house having not more than three apartments and who resides therein,or the occupant of the dwelling house of another who employs persons to do maintenance,construction or repair work on such dwelling house or on the grounds or building appurtenant thereto shall not because of such employment be deemed to be an employer," MGL chapter 152,§25C(6)also states that"every state or local licensing agency shall withhold the issuance or renewal of a license or permit to operate a business or to construct buildings in the commonwealth for any applicant who has not produced acceptable evidence of compliance with the insurance coverage required." Additionally,MGL chapter 152,§25C(7)states"Neither the commonwealth nor any of its political subdivisions shall enter into any contract for the performance of public work until acceptable evidence of compliance with the insurance requirements of this chapter have been presented to the contracting authority." Applicants Please fill out the workers'compensation affidavit completely, by checking the boxes that apply to your situation and,if necessary,supply your insurance company's name,address and phone number along with a certificate of insurance. Limited Liability Companies(LLC)or Limited Liability Partnerships(LLP)with no employees other than the members or partners,are not required to carry workers'compensation insurance. If an LLC or LLP does have employees,a policy is required.Be advised that this affidavit may be submitted to the Department of Industrial Accidents for confirmation of insurance coverage. Also be sure to sign and date the affidavit. The affidavit should be returned to the city or town that the application for the permit or license is being requested,not the Department of Industrial Accidents. Should you have any questions regarding the law or if you are required to obtain a workers'compensation policy,please call the Department at the number listed below. Self-insured companies should enter their self-insurance license number on the appropriate line. City or Town Officials Please be sure that the affidavit is complete and printed legibly. The Department has provided a space at the bottom of the affidavit for you to fill out in the event the Office of Investigations has to contact you regarding the applicant. Please be sure to fill in the permit/license number which will be used as a reference number,In addition,an applicant that must submit multiple permit/license applications in any given year,need only submit one affidavit indicating current policy information(if necessary). A copy of the affidavit that has been officially stamped or marked by the city or town may be provided to the applicant as proof that a valid affidavit is on file for future permits or licenses. A new affidavit must be filled out each year,Where a home owner or citizen is obtaining a license or permit not related to any business or commercial venture(Le. a dog license or permit to burn leaves etc.)said person is NOT required to complete this affidavit. The Department's address,telephone and fax number: The Commonwealth of Massachusetts Department of Industrial Accidents 1 Congress Street Boston,MA 02114-2017 Tel. # 617-727-4900 ext. 7406 or 1-877-MASSAFE Fax#617-727-7749 www.mass.gov/dia Form Revised 02-23-15 CERTIFICATE OF LIABILITY INSURANCE DATE(MWDDNYYY) THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED,the policy(les)must be endorsed. If SUBROGATION IS WAIVED,subject to the terms and conditions of the policy,certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER CO C NAME: The Driscoll Agency, Inc. PHONE FAX 93 Longwater Circle E-MAIL -6656 AIC No: $ - 681-6686 P.O. Box 9120 ADDREss:'bd 'sco a e c Norwell MA 02061 INSURERS AFFORDING COVERAGE NAIC p iNSURERA:Starr Indemnity&Liability INSURED 8563 INSURER B:Liberly Mutual Fire In Centerline Communications,LLC INSURER C:En rance American Specialty Ins Co18 95 Ryan Drive,Suite 1 INSURERD:Chubb IndemnityCompany Raynham MA 02767 INSURERE: INSURER F: COVERAGES CERTIFICATE NUMBER:481678464 REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR TYPE OF INSURANCE ADDL SUER POLICY EFF POLICY EXP LIMITS LTR INSR WVD POLICY NUMBER MM/DD MM/DD A GENERAL LIABILITY 1000090108151 /1/2015 /1/2016 EACH OCCURRENCE $1,000,000 X COMMERCIAL GENERAL LIABILITY DAMAGE (RENTED PREMISESS Ea occurrence) $50,000 CLAIMS-MADE a OCCUR MED EXP(Any one person) $5,000 PERSONAL&ADV INJURY $1,000,000 GENERAL AGGREGATE $2,000,000 GEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS-COMP/OP AGG $2,000,000 JECT POLICY X PRO- LOC $ B AUTOMOBILE LIABILITY AS6Z11261492015 1/1/2015 /1/2016 Ea accident) $1,000,000 X ANY AUTO BODILY INJURY(Per person) $ ALL OWNED SCHEDULED BODILY INJURY(Per accident) $ AUTOS AUTOS NON-OWNED PROPERTY DAMAGE X HIRED AUTOS IX AUTOS Per accident1 $ C UMBRELLA LIAB X OCCUR ELD10004485801 /1/2015 /1/2016 EACH OCCURRENCE $10,000,000 X EXCESS LIAB CLAIMS-MADE AGGREGATE $10,000,000 DED I I RETENTION$ $ D WORKERS COMPENSATION 0044727679 /1/2015 /1/2016 X I WCSTATU- I IOTH- AND EMPLOYERS'LIABILITY Y/N TORY LIMITS I - ANY PROPRIETOR/PARTNER/EXECUTIVE E.L.EACH ACCIDENT $1,000,000 OFFICER/MEMBER EXCLUDED? N❑ N/A (Mandatory In NH) E.L.DISEASE-EA EMPLOYEE $1,000,000 If es,describe under DESCRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT $1,000,000 DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES (Attach ACORD 101,Additional Remarks Schedule,8 more space is required) CERTIFICATE HOLDER CANCELLATION 30 Das except 10 for non-payment SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN For Informational Purpose ACCORDANCE WITH THE POLICY PROVISIONS. 95 Ryan Drive Suite 1 Raynham MA 02767 United States AUTHORIZED REPRESENTATIVE ©1988-2010 ACORD CORPORATION. All rights reserved. ACORD 25(2010/05) The ACORD name and logo are registered marks of ACORD Massachusetts - Department of Public Safety Board cat Building Regulations and Standards Construction Stiper-Nisor License: CS-081072 K, PETER R MORD,-` 4h 5TH AVE EXV � Bellingham KA 0201 ` Expiration iornnnussiorier 03116/2016