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Permits Permit # 1/19/2016
%AORTOI O1, BUILDING PERMIT 0 TOWN OF NORTH ANDOVER 0 J, APPLICATION FOR PLAN EXAMINATION Permit NO: Date Received 7.95 A Date Issued: U IMPORTANT: Applicant must complete all items on this page f j ''` 111 l pi Nir I I �(I��I��Xf(f1l�!1�� �I ,� ,� r,J),1 ���,��,,� }I�,r,I,rr1111>��I,Ir II,II II Ir,l� ;,a,;,�,�r..�I�lr f'»f�'��,�I�1,I1�r,�I1�I+,F��,'�,rr1IIlII(�!�IJI�I/�IISfI�II�I1,>1111I1:I1�1,111.1,�,Ir1I 11„I1rI11II�I�Jr�Drf, 01 �II II II'rI ��l ri ,1,I,,r,r/,1���,1��,��l1�,11i�,f��I„l,i'��/,���,/II1���,�11�f�!�1�IIr��,�'l�r1 r I�r rI II�II�NA�I�i,�,r,,�rI�/r,,l�I�l�rI��11 1lJ111,111l1"w 11��„I .IllVIII, �11 I/� 1I)�,I�JJ,��fI.�l 1 III 1 � Ilrll. I�Yf I I II I I l f l l TYPE OF IMPROVEMENT PROPOSED USE Residential Non- Residential ❑ New Building 1J One family -11 Addition ii Two or more family 11 Industrial ,X Alteration No. of units: _JwCommercial LJ Repair, replacement 11 Assessory Bldg N Others: Li Demolition ii Other Existing Cell Tower , ��I 0, A, �� � (I� 1 1 � �iii � l��i/ I IJ f( , , ri �l l� J til, I �� � I��1 � � �� 11 II�� l���1�1 �� t��l�l 1 � � � 1 � I l, << � I�Ir�� ���>���>� 11 ��Jf �� 1 l �II� . r ���i���������1%������ i��� � ��)li�l�,�� ,11�1�f��������_J1�1��/1���������� �i��l���li�� >�i�i��������% Swap(3)existing cell antennas with(3)newer technology cell antennas and associated equipment at existing cell site No change to tower height or compound size Identification Please Type or Print Clearly) OWNER: Name: Rick Woods Phone: 508.614.0389 Address: 134 Flanders Rd.,Ste 125,Westboro,MA 01581 � 111111 >�1 � 1111IYI I�JII(I IIS ���frfr 11 �I 1 ' u� � l Illll II��, , 1 i � �,l� I 1 I���»»> 1((((�� IN11 ���J111�>>1��������������1��>����»�1((I���(1111111�11�11»»1�����(��������������(((�o�f���f�l�l����1��1>�� II i I 1 I � � �I � I.Irlll�li���l »�� I� , :� m, I �1 �� r�r; �N�t ,I, 1�r�;�� 111fI��I11���>r����'��1� ! I l� �JI�I�I�I�� ��I��1�6P ll III I � � 11 � I r 1, � ������l���lllll ,1�>I�1„�J��lll��llllll�� ,I �,� � rrYoM14flu�i v'ri1 r I 11�11f111,� ��� I ����i»��� nu�i,l,ri'r�dlil.. IUI IL.. .., if ARCHITECT/ENGINEER ProTerra Design Group Phone:413.320.4918 Add reSS: 4 Bay.Rd.,Bldg A,Hadley MA 01035 Reg. No. 47315-Jesse M.Moreno FEE SCHEDULE:BULDING PERMIT:$12.00 PER$1000.00 OF THE TOTAL ESTIMATED COST BASED ON$125.00 PER S.F. Total Project Cost: $ 15 FEE: $ 1 1� Check No.: 2104694 Receipt No.: PT4r177t NOTE: Persons contracting with unregistered contractors do not have access to the guaranty fund 'IS TI - Plans Submitted IT Plans Waived ❑ Certified Plot Plan ❑ Stamped Plans ❑ TYPE OF SEWERAGE DISPOSAL Public Sewer ❑ Tanning/Massage/Body Art ❑ Swimming Pools ❑ Well ❑ Tobacco Sales ❑ Food Packaging/Sales ❑ Private(septic tank,etc. ❑ Permanent Dumpster on Site ❑ THE FOLLOWING SECTIONS FOR OFFICE USE ONLY INTERDEPARTMENTAL SIGN OFF - U FORM PLANNING & DEVELOPMENT Reviewed On j-/C-16 Signature_ &x COMMENTS ;�e����, ��� ,,� 0-ti�C '- 01 iJo 14(-A IC- �CG,,t C��a�ti�i civt� C� �d,,�t'r � ' �Liz � ��.- � �,��i�5 i�- � ����"'l- •t'Gb is Ut-1 v�"ls�� G'✓5 ti Y'� �l,�q��1�. �-�--��v its D�2Cr,c.��+ CONSERVATION Reviewed on Signature COMMENTS HEALTH Reviewed on Signature COMMENTS Zoning Board of Appeals:Variance, Petition No: Zoning Decision/receipt submitted yes Planning Board Decision: Comments sConservation Decision: Comments Water& Sewer Connection/Signature& Date Driveway Permit DPW Town Engineer: Signature: Located 384 Osgood Street FIRE ®EPAR-TIViEK-NY - Temp;Dumpster on site :yes no j Located at 124Wbin Str'eet Fir"e ®epartm"ent Si naitq ',e%date . Ll COMMENTS : .. . NORTF•r lbwn Oil Anctover 0 • q- J�61� ;61 a o h ver, ass, (J1► COCMICHEWICK �,95°Rgreo rp���5 U BOARD OF HEALTH Food/Kitchen rERMIT T fit L U'' Septic System THIS CERTIFIES THAT . 61IM1.... �� " tk..%A.+, .... BUILDING INSPECTOR . ....... .... .... ...................................... . .... ..... . Foundation has permission to erect .......................... buildings on .. ...astp.O.A.ZA........•.............y� Rough to be occupied as . �� ~ ..... �1 + ••• •• 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 Rough VIOLATION of the Zoning or Building Regulations Voids this Permit. Final PERMIT EXPIRESI 6 MONTHS ELECTRICAL INSPECTOR LESS CONSTRUC I N STARTS Rough Service ...... .......:.... •I.•.......'. .`:':::..................................... Final BUILDING INSPECTOR GAS INSPECTOR Occupancy Permit Regulred to Occupy Bulldln Rough Display ina' Conspicuous Place on the Premises — Do Not Remove Final No Lathing or Dry Wall To Be Done FIRE DEPARTMENT Until Inspected and Approved by the Building Inspector. Burner Street No. Smoke Det. ISBA January 12, 2016 Mr. Gerald Brown Inspector of Buildings Building Department Town of North Andover 1600 Osgood Street North Andover, MA 01845 Re: T-Mobile Antennas @ 723 Osgood Street, North Andover, MA T-Mobile Site#4BS0658D L700 Dear Mr. Brown: Enclosed, please find a building permit application and related materials for the above-referenced existing telecommunications site.' Also enclosed is a check for$180 to cover fees for same (estimated total cost$15,000). Please let me know if you have any questions or need anything further. Otherwise, if you would kindly forward the permit to us in the enclosed SASE, it would be greatly appreciated. Thank you, Kri Pelletier Property Specialist SBA COMMUNICATIONS CORPORATION 134 Flanders Road, Suite 125 Westborough, MA 01581 508.251.0720 x 3804+T 508.366.2610+ F 203.446.7700+C kpelletier@sbasite.com 1 This application is eligible for relief under Act 6409 of the Middle Class Tax Relief Act of 2012 and reserves its rights hereunder. VELOCITEL ENGINEERING INNOVATION Structural Analysis for SBA Network Services, Inc. 99.0'Monopole Tower(99.0'AGL)w/Proposed Modified Canister SBA Site Name: Steven's Estate SBA Site ID: MA46685-A-01 T-Mobile Site ID:4BS0658D Site Address:723 Osgood Street,North Andover,MA 01845 FDH Velocitel Project Number 15TGVC1400 Analysis Results Tower mponents 76.8% Sufficient Foundation 45.9% Sufficient Prepared By: Reviewed By: Tyler Ferguson, El Dennis D.Abel, PE Director of Structural Engineering Project Engineer I MA License No.45976 Velocitel,Inc.,d.b.a.FDH Velocitel rq 6521 Meridien Drive DENNIS - Raleigh, NC,27616 ABEL TRUCTU (919)755-1012 SNO. 59 6u C11 sslONAL December 14,2015 Prepared pursuant to the ANSYTIA-222-G Structural Standard forAntenna Supporting structures and Antennas RG-1.2.7 STR-RPT-10100 Structural Analysis Report SBA Network Services,Inc. SBA Site I D:MA46685-A-01 December 14,2015 TABLE OF CONTENTS EXECUTIVESUMMARY..........................................................................................................................................................3 Conclusions...............................................................................................................................................................3 Recommendations....................................................................................................................................................3 APPURTENANCELISTING.....................................................................................................................................................4 RESULTS.................................................................................................................................................................................5 GENERALCOMMENTS...........................................................................................................................................................6 LIMITATIONS...........................................................................................................................................................................6 APPENDIX................................................................................................................................................................................7 STR-RPT-10100 2 Structural Analysis Report SBA Network Services,Inc. SBA Site ID:MA46685-A-01 December 14,2015 EXECUTIVE SUMMARY At the request of SBA Network Services, Inc., FDH Velocitel performed a structural analysis of the existing Monopole Tower located in North Andover, MA to determine whether the tower is structurally adequate to support the antenna configuration in place per Table 1 pursuant to the ANSIITIA-222-G Structural Standard for Antenna Supporting Structures and Antennas. Information pertaining to the antenna loading, current tower geometry, member sizes, and below grade parameters was obtained from: Source 77- Document Reference D. te En ineered Endeavors,Inc. Tower Drawin s Pr ' No.11485 March 31,2003 Engineered Endeavors,Inc. Tower Drawin s EDrawin No.K11489 Jul 10,2003 Engineered Endeavors,Inc. Tower Drawin s Drawin No.K11490 Jul 10,2003 Engineered Endeavors,Inc. Tower Drawings Drawin No.K11491 Jul 10,2003 Engineered Endeavors,Inc. Tower Drawings Drawin No.K12215 August 18,2008 Engineered Endeavors,Inc. Foundation Drawings Project No.11485 March 18,2003 Jaworski Geotech,Inc. Geotechnical Report Project No.02255G I Aril 23,2002 SBA Network Services,Inc. The basic design wind speed per the ANSIITIA-222-G standard is 110 mph without ice and 40 mph with 1" radial ice. Ice is considered to increase in thickness with height. Furthermore,the structure was analyzed as a Class II structure in Exposure Category C with a topographical factor of 1 and Spectral Response Accelerations of Ss=0.330 and S,=0.075. Note: Per Section 2.7.3 of the ANSIITIA-222-G Standard, the seismic/earthquake loading effects can be ignored if the spectral response acceleration at short periods(Ss)is less than or equal to 1.00.The tower's location mandates a design Ss of less than 1.00,thus seismic loading was not considered as part of the analysis of this structure. Conclusions With the antenna configuration in place per Table 1 we have determined the tower stress level to be sufficient and the foundation(s) to be sufficient pursuant to the requirements stipulated by ANSIITIA-222-G Structural Standard for Antenna Supporting Structures and Antennas provided the Recommendations listed below are satisfied. For a more detailed description of the analysis of the tower, see the Results section of this report. Our structural analysis has been performed assuming all information provided to FDH Velocitel is accurate(i.e.,the structure member information, tower layout, existing antenna loading, and proposed antenna loading) and that the tower has been properly erected and maintained per the original design drawings. Recommendations To ensure the requirements of the current analysis standards are met with the antenna configuration in place per Table 1, we have the following recommendations: 1. RRU/RRH Stipulation:The equipment may be installed in any arrangement as determined by the client. 2. Existing and proposed feed lines must be installed inside the monopoles shaft unless otherwise noted. 3. This analysis considers the installation of a proposed 28"0 concealment canister 69 ft to 79 ft. 3A STR-RPT-10100 Structural Analysis Report SBA Network Services,Inc. SBA Site ID:MA46685-A-01 December 14,2015 APPURTENANCE LISTING The antennas and equipment, with their corresponding feed lines, considered for this analysis are shown in Table 1. If the actual layout determined in the field deviates from the layout, FDH Velocitel should be contacted to perform a revised analysis. Table 1 -Appurtenance Loading Existing Loading: ElevationAntenna Description Feed Lines Carrier Mount MountType tion 96 (3)Decibel 932DG65T2E-M (6)1-114" Sprint -96 Inside Ca Concealmentt Canister (3)KMW AM-X-CD-14-65-00T-RET (1)1/4" Inside 26.75"0 86 (3)CCI Twin Triple Band PCS TMA (6)1-5/8" AT&T 86 Concealment Canister (1)Kaelus Triplexer 76 (3)RFS APXV18-206517LS (2)114" T-Mobile 76 Inside 20"0 (9)RFS ATMAA1412D-1A20 TMA (6)718" Concealment Canister 67 (3)Commscope SBNHH-1D656 (1) Verizon 67 Flush 18 11-5/-5/$" Proposed Carrier Final Loading: DescriptionAntenna - « Elevation(ft.) Elevation(ft.) (3)Commscope SBNHH-1 D65A Inside Proposed 28"0 76 (3)RFS ATMAA1412D-1A20 TMA (18)7/8" T-Mobile 76 Concealment Canister (6)Andrew ETM19V2S12UB 65 3 Kathrein 78211056 65 Flush STR RPT-10100 4 Structural Analysis Report SBA Network Services,Inc. SBA Site ID:MA46685-A-01 December 14,2015 RESULTS The following material grades for individual members were used for analysis: Table 2-Material Grade Member Tower Shaft A572-65 Concealment Spine A572-50,A572-65 Flange Plates AX A572-60 Base Plate A572-60 Anchor Bolts A615-75 Table 3 and Table 4 display the summary of capacities for the analyzed structure and its additional components. Values greater than 100%indicate locations where the maximum force in the member exceeds its capacity. Note: Capacities up to 105%are considered acceptable(except foundation soil interaction, up to 110%is considered acceptable). If the assumptions outlined in this report differ from actual field conditions, FDH Velocitel should be contacted to perform a revised analysis. Furthermore, as no information pertaining to the allowable twist and sway requirements for the appurtenances was provided,deflection and rotation were not taken into consideration when performing this analysis. See the Appendix for detailed modeling information. Table 3-Structure Member Capacities Pole TP4x4x277776.,87 RL5 99-89 TP5x5x2.5 89-79 Pole 79-69 9-69 Pole TP6x6x3 69-23.12 Pole TP25.9x19.25x0 23.12 0 Pole diiTP28.75x24.86x0. Table 4—Additional Structure Component Capacities MIR . - - Flange a Plate 18.7 Pass - 89 - 3.2 Pass 89 Flange Bolts Pass - 79 Flan e Plate 42.9 - Flange Bo9.6 Pass Bolts 79 39.8 Pass - 69 Flan a Plate Pass - 69 Flan e Bolts 17.9 69.2 Pass 0 63.7 Base Plate Pass - 0 Anchor Rods Pass 0 Base Foundation Structural 35.3 0 Base Foundation Soil Interaction 45.9 Pass 5 STR-RPT-10100 Structural Analysis Report SBA Network Services,Inc. SBA Site ID:MA46685-A-01 December 14,2015 GENERAL COMMENTS This engineering analysis is based upon the theoretical capacity of the structure. It is not a condition assessment of the tower and its foundation. It is the responsibility of SBA Network Services, Inc.to verify that the tower modeled and analyzed is the correct structure (with accurate antenna loading information) modeled. If there are substantial modifications to be made or the assumptions made in this analysis are not accurate, FDH Velocitel should be notified immediately to perform a revised analysis. LIMITATIONS All opinions and conclusions are considered accurate to a reasonable degree of engineering certainty based upon the evidence available at the time of this report. All opinions and conclusions are subject to revision based upon receipt of new or additionallupdated information. All services are provided exercising a level of care and diligence equivalent to the standard and care of our profession. No other warranty or guarantee, expressed or implied, is offered. Our services are confidential in nature and we will not release this report to any other party without the client's consent. The use of this engineering work is limited to the express purpose for which it was commissioned and it may not be reused, copied, or distributed for any other purpose without the written consent of FDH Velocitel. 6 STR-RPT-10100 Structural Analysis Report SBA Network Services,Inc. SBA Site ID:MA46685-A-01 December 14,2015 APPENDIX STR-RPT-10100 �� � 7 990ft DESIGNED APPURTENANCE LOADING o TYPE ELEVATION TYPE ELEVAl10N 0 0 0 0 0 o (2)Beacon 99 8BN+HD65A 76 N V ? Canister L.oadi 99 ATMQA1412D1A20TMA 76 932DG65T2E-M 96 ATMAA1412D61A20TMA 76 89.0 ft 932DG65T2EM 96 ATMAA1412DIA20TMA 76 932DG65r2E-M 96 (2)ETM19VZS12UB 76 Canister Load2 89 (2)ErM19V2S12UB 76 o AtkX-CD14-65-00T4REr 86 (2)ETM19V2S12UB 76 N N o 0 0 0 o N APhXLD14$S-M1465 -00T86 Canister Load4 69 O N O O O N N N Q ANrX-0614-f T-RET 66 6BN+MD55B 67 -0 TWn Triple Band PCSTMA 86 SBN+N065B 67 79.0 R Un Triple Band PCSTMA 86 8BN+M656 67 '- UnTriple Band PCSTMA 86 Audimount 67 Tdplexer 86 BiasT 65 Canister Load3 79 BiasT 65 0 0 0 o 176 BiasT 165 '... O D O O O M SBN"I'F1LG5A 76 MATERIAL STRENGTH 69.0 ft GRADE I Fv GRADE I F Fu A572-50 50 Id 65 la A572-65 65 ki 80 k9 '.... TOWER DESIGN NOTES 1. Tower designed for Exposure C to the TIA-222-G Standard. 2. Tower designed for a 110 mph basic wind in accordance with the TIA-222-G Standard. 3. Tower is also designed for a 40 mph basic wind with 1.00 in ice.Ice is considered to increase in thickness with height. 4. Deflections are based upon a 60 mph wind. 5. Tower Structure Class IL 6. Topographic Category 1 with Crest Height of 0.000 ft 7. TOWER RATING:76.8% O m r u�i vii o •- ,d, V O M m N N N N N Q 23.1 R ALL REACTIONS ARE FACTORED AXIAL 25K o SHEAR MOMENT 2K 100 kip-ft o TORQUE 0 kip-ft N N 40 mph WIND-1.0000 in ICE AXIAL 12K SHEAR MOMENT 9 K 489 kip-ft 0.0 ft TORQUE 0 kip-ft 9 a $ REACTIONS-110 mph WIND o 2 helocitel,Iiie., d.b.a. FDH Velocitel Steven's Estate,MA46685-A-01 VELA 6521 Meridien Drive,Suite 107 ��`15TGVC1400 RaleighNorth Carolina 27616 e SBA Network Services,Inc. , �"" Tyler Ferguson Arpd' cod :nou,rcu„s::.�aadteura Lbte:12114/15 Tmer Analysis Phone:9197551012 Scale: NTS TLA-222-G FAX:9197551031 Pam- N0'E-1 Job Page tnxToweSteven's Estate, MA46685-A-01 1 of 11 Project Date Velocitel Velocitel,Inc., FDH 15TGVC1400 16:54:42 12/14/15 tel 6521 Meridiem Drive,Suite 107 Raleigh,North Carolina 27616 Client Designed by Phone:9197551012 SBA Network Services, Inc. Tyler Ferguson FAX:9197551031 Tower Input Data There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: Basic wind speed of 110 mph. Structure Class IL Exposure Category C. Topographic Category 1. Crest Height 0.000 ft. Nominal ice thickness of 1.0000 in. Ice thickness is considered to increase with height. Ice density of 56 pef. A wind speed of 40 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 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 Calculate Redundant Bracing Forces Use Moment Magnification 4 Use Clear Spans For Wind Area Ignore Redundant Members in FEA 4 Use Code Stress Ratios Use Clear Spans For KL/r SR Leg Bolts Resist Compression J Use Code Safety Factors-Guys Retension Guys To Initial Tension All Leg Panels Have Same Allowable Escalate Ice J Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz Use Azimuth Dish Coefficients 4 Consider Feedline Torque Use Special Wind Profile 4 Project Wind Area of Appurt. Include Angle Block Shear Check Include Bolts In Member Capacity Autocale 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) Triangulate Diamond Inner Bracing Use Top Mounted Sockets Add IBC.6D+W Combination Use TIA-222-G Tension Splice Capacity Exemption Tapered Pole Section Geometry Section Elevation Section Splice Number Top Bottom (hall Bend Pole Grade Length Length of Diameter Diameter Thichmess Radius ft ft fl Sides it, in in it, Ll 99.000-89.000 10.000 0.000 Round 4.0000 4.0000 2.0000 A572-50 (50 ksi) L2 89.000-79.000 10.000 0.000 Round 5.0000 5.0000 2.5000 A572-50 (50 ksi) L3 79.000-69.000 10.000 0.000 Round 6.0000 6.0000 3.0000 A572-65 Page Job 2]Ferguson Steven's Estate, MA46685-A-01 Date Project FVelocitel,Inc.,d b.a. FDH 15TGVC1400 16:54:4 Velocitel 6521 Meridien Drive,State 107 Designed Raleigh,North Carolina 27616 Client SBA Network Services, Inc. Tyler Phone:9197551012 FAX:9197551031 Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radians in in Sides in in (65 ksi) 2-65 L4 69.000-23.120 45.880 3.750 18 19.2500 25.9000 0.1875 0.7500 (65 ksi) L5 23.120-0.000 26.870 18 24.8600 28.7500 0.1875 0.7500 A572-65 (65 ksi) Tapered Pole Properties 1 C I/C J It/Q tit ,o/t Section r.Tip Dia. Area irr° int in in int in4 in in ht3 LI 4.0000 12.5664 12.5664 1.0000 2.0000 6.2832 25.1327 6.2794 0.0000 0 4.0000 12.5664 12.5664 1.0000 2.0000 6.2832 25.1.327 6.2794 0.0000 0 L2 5.0000 19.6350 30.6796 1.2500 2.5000 12.2718 61.3592 9.8116 0.0000 0 5.0000 19.6350 30.6796 1.2500 2.5000 12.2718 61.3592 9.8116 0.0000 0 L3 6.0000 28.2743 63.6173 1.5000 3.0000 21.2058 127.2345 14.1287 0.0000 0 6.0000 28.2743 63.6173 1.5000 3.0000 21.2058 127.2345 14.1287 0.0000 0 L4 19.5470 11.3446 520.8171 6.7672 9.7790 53.2587 1042.3195 5.6734 3.0580 16.309 26.2995 15.3022 1278.1404 9.1279 13.1572 97.1438 2557.9626 7.6525 4.2284 22.551 L5 25.7948 14.6832 1129.2370 8.7587 12.6289 89.4170 2259.9600 7.3430 4.0454 21.575 29.1935 16.9983 1752.0008 10.1397 14.6050 119.9590 3506.3069 8.5007 4.7300 25.227 Tower Gusset Gusset Gusset Grade Adjust.Factor Adjust. Weight Mult. D���bl�Bogle DSI1�ch Bole Elevation Area ThicknessFactor Aj A, Spacing Spacing (per face) Diagonals Horizontals in In ft li2 in 1 0 1 Ll 99.000-89.000 1 0 1 L2 89.000-79.000 1 0 1 L3 79.000-69.000 1 1 1 L4 69.000-23.120 1 1 1 L5 23.120-0.000 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Sector Component Placement Total Number Start/End Width or Perimeter Weight Tjpe Number Pet-Roll, Position Diameter t in in PIC *** 18 -0300 1.9800 1.04 1-5/8" A Surface Ar 67.000-0.000 18 -0.100 (CaAa) 1 0.310 0.2500 0.25 1/4" A Surface Ar 67.000-0.000 1 -0.310 CaAa Feed Line/Linear Appurtenances - Entered As Area Job Page 1�er Steven's Estate, MA46685-A-01 3 of 11 Project Date Velocitel,Inc.,d.b.a. FDH 15TGVC1400 16:54:42 12/14/15 Velocitel 6521 Meridien Drive,Suite 107 Raleigh,North Carolina 27616 Client Designed by Phone:9197551012 SQA Network Services, Inc. Tyler Ferguson FAX.,9197551031 Description Face Allox Component Placement Tota! CAA4 Weight or Shield Type Number Leg ft fz�ft M C No Inside Pole 69.000-0.000 6 No Ice 0.000 0.66 1/2"Ice 0.000 0.66 1"Ice 0.000 0.66 *** 1-5/8" C No Inside Pole 69.000-0.000 6 No Ice 0.000 1.04 1/2"Ice 0.000 1.04 1"Ice 0.000 1.04 1/4" C No Inside Pole 69.000-0.000 6 No Ice 0.000 0.25 1/2"Ice 0.000 0.25 1"Ice 0.000 0.25 7/8" C No Inside Pole 69.000-0.000 18 No Ice 0.000 0.54 1/2"Ice 0.000 0.54 1"Ice 0.000 0.54 Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR Ar CA, CA, Weight Section Elevation In Face Out Face ftftz ftz f L� K Ll 99.000-89.000 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 89.000-79.000 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 L3 79.000-69.000 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 14 69.000-23.120 A 0.000 0.000 157.485 0.000 0.83 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.98 L5 23.120-0.000 A 0.000 0.000 82.978 0.000 0.44 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.50 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tower Fnce /ce AR AF CAA.4 CjAA Weight Section Elevation or Thickness In Face Out Face ft Leg in ft2 ftp fry ft, K Ll 99.000-89.000 A 2.221 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 89.000-79.000 A 2.196 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 L3 79.000-69.000 A 2.168 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 L4 69.000-23.120 A 2.066 0.000 0.000 237.368 0.000 4.15 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.98 L5 23.120-0.000 A 1.797 0.000 0.000 125.067 0.000 2.19 Page tnxTower ,lob 4 of 11 Steven's Estate, MA46685-A-01 Date Velocltel,Inc.,d.b.a. FDH Project 15TGVC1400 16:54:42 12/14/15 Velocitel 6521 Meridiem Drive,Srrite 107 Designed by Raleigh,North Carolina 27616 Client Phone:9197551012 SBA Network Services, Inc. Tyler Ferguson FAX:9197551031 Ice AR Tower Tower Face AF CrAa C,01IVeiglat III Face Out Face Section Elevation or Thickness t ftz p2ftz K rt Leg in f 0.00 B 0.000 0.000 0.000 0.000 C 0.000 0.000 0.000 0.000 0.50 Feed Line Center of Pressure Section: Elevation CP,r CPz CPV CPzIce Ice f in in in in t LI 99.000-89.000 0.0000 0.0000 0.0000 0.0000 LZ 89.000-79.000 0.0000 0.0000 0.0000 0.0000 000 L3 79.000-69.000 1.971 0000000 0.935 0,1 696 L4 69.000-23.120 -1.9717 L5 23.120-0.000 2.2038 0.2283 2.2071 0.1930 Shielding Factor Ka Description Feed Line KU Kp Tower Feed Lute P Segment Elev. No Ice Ice Section LA Record No. 8 1-5/8" 23.12-67.00 1.0000 1.0000 L4 9 1/4" 23.12-16'77.00 1.0000 1.0000 Discrete Tower Loads C A,r CAA,r Weight Description Face Ojfaet Offsets: Azirurrdr Placement Front Side or Type Horz Adjustment Leg Lateral Verft ftr f? K a ft fr (2)Beacon C None 0.0000 99.000 No Ice 2.000 2.000 0.02 1/2"Ice 2.500 2.500 0.03 1"Iee 3.000 3.000 0.04 Canister Load C None 0.0000 99.000 No Ice 5.000 5.000 0.05 1/2"Ice 110,500 10.500 0.11 1"Ice 11.000 11.000 0.18 8 11.68 0.19 Canister Load2 C None 0.0000 89.000 N2 IIce 24.375 24 375 0.34 1"Ice 25.375 25.375 0.49 0.25 Canister Load3 C None 0.0000 79.000 N2'Ice 28.375 28.3e 13.688 75 0.42 1"Ice 29.375 29.375 0.59 0.0000 69.000 NIce 7.000 7.000 0.18 Canister Load4 C None 2 II e 14.500 14,500 0.26 Page ,lob 5 of 11 tnxTo Steven's Estate, MA46685-A-01 Date Velocitel,Inc.,d.b.a. FDH Project 15TGVC14OO 16:54:42 12/14/15 Velocitel 6521 Meridien Drive,Suite 107 Designed by Raleigh,North Carolina 27616 Client Tyler Ferguson Phone:9197551012 SBA Network Services, Inc. FA,V..•9197551031 .o CaA --C-,A IVeight Description Face Offset Offsets: Azimuth Placement Front Side or. Tjpe Horz Adjustment Leg Lateral VertK ft ftz f� ft ft ft---- V Ice 15.000 15.000 0.35 *** 96.000 No Ice 3.494 1.842 0.01 932DG65T2E-M A From Leg 0.500 0.0000 1/2"Ice 3.851 2.153 0.01 0.000 V Ice 4.240 2.471 0.01 0.000 0.01 B From Leg 0.500 0.0000 96.000 No Ice 3.494 1.842 0.01 932DG65T2E-M 1/2"Ice 3.851 2.153 0.000 V Ice 4.240 2.471 0.01 0.000 932DG65T2E-M C From Leg 0.500 0.0000 96.000 No Ice 3.494 1.842 0.0 0.000 1/2"Ice 3.851 2.153 0.01 0.000 V Ice 4.240 2.471 0.01 *** 86.000 No Ice 5.507 2.828 0.04 AM-X-CD-14-65-OOT-RET A From Leg 0.500 0.0000 3 137 0.04 0.000 112"Ice 5.899 I" 0.04 0.000 Ice 6.299 3.469 86.000 1/ ce 5507 28 0.04 AM-X-CD-14-65-OOT-RET B From Leg 0.500 0.0000 1/2 IIce 5.899 3.837 0.04 0.000 V Ice 6.299 3.469 0.04 0.000 AM-X-CD-14-65-OOT-RET C From Leg 0.500 0.0000 86.000 1/2'I e 5.899 3.Ice 5.507 837 0.04 O.000 1' Ice 6.299 3.469 0.04 0.0000.02 Le 0.500 0.0000 From 86.000 No Ice 0.980 0.340 0.02 Twin Triple Band PCS TMA A g 1/2"Ice 1.160 0.460 0.000 V Ice 1.340 0.580 0.02 0.0000.02 B From Leg 0.500 0.0000 86.000 No Ice 0.980 0.340 0.02 0.000 Twin Triple Band PCS TMA 1/2"Ice 1.160 0.460 0.02 0.000 I"Ice 1.340 0.580 0.02 86.000 No Ice 0.980 0.340 Twin Triple Band PCS TMA C From Leg 0.500 0.0000 1/2"Ice 1.160 0.460 0.02 0.000 V Ice 1.340 0.580 0.02 0.000 86.000 A No Ice 0.926 0.475 0.01 From FLeg 0.500 0.0000 0.576 0.01 Triplexer 0.000 1/2"Ice 1.057 0.000 V Ice 1.196 0.687 0.01 *** No Ice 6.363 3.864 0,03 SBNRH-ID65A A From Leg 0.500 0.0000 76.000 0.03 0.000 1/2"Ice 6.801 4.220 O.Q3 1"Ice 7.248 4.619 0.0003.864 0.03 76.000 No Ice 6.363 SBNHH-ID65A B From Leg 0.500 0.0000 1/2"Ice 6.801 4.220 0.03 0.000 V Ice 7.248 4.619 0.03 0.0000.03 Leg 0.500 0.0000 76.000 No Ice 6.363 3.864 0 03 SBNHH-ID65A C From 112"lee 6.801 4.220 0.000 V Ice 7.248 4.619 0.03 0.000 No Ice 1.000 0.410 0.01 From Le 0.500 0.0000 76.000 0.540 0.01 0.000 ATMAA1412D-1A20 TMA A g 1/2"Ice 1.190 1" 0.01 Ice 1.469 0.691 0.0000.410 0.01 ATMAA1412D-1A20 TMA B From Leg 0.500 0.0000 76.000 1/2 Ice 1 Ice 1.190 0.540 0.01 0.000 V Ice 1.469 0.691 0.01 0.000 0.01 From Le 0.500 0.0000 76.000 No Ice 1.000 0.410 ATMAA1412D-IA20 TMA C g 1/2"Ice 1.190 0.540 0.01 0.000 V Ice 1.469 0.691 0.01 0.000 ce 0.720 (2)ETM19V2S12UB A From Leg 0.500 0.0000 76.000 11//2'IIce 0.880 0 310 0.01 0.000 V Ice 1.095 0.400 0.01 0.000 (2)ETM19V2S12UB B From Leg 0.000 0.500 0.0000 76.000 1/2'IIIce 0.880 0.310 0. 01 Job Page MxTower Steven's Estate, MA46685-A-01 6 of 11 Velocitel,Inc.,d.b.a. FDH Project Date Velocitel 15TGVC1400 16:54:42 12/14/15 6521 Meridien Drive,Suite 107 Raleigh,North Carolina 27616 Client Designed b Phone:9197551012 9 Y FAX:9197551031 SBA Network Services, Inc. Tyler Ferguson Description Face Offset Offsets: Azinnith Placement C,A4 CAA iveight or Tjpe Horz Adjustment Front Side Leg Lateral Vert ft 0 ft fig fry K f f 0.000 1"Ice 1.095 0.400 0.01 (2)ETM19V2S12UB C From Leg 0.500 0.0000 76.000 No Ice 0.720 0.200 0.01 0.000 1/2"Ice 0.880 0.310 0.01 0.000 V Ice 1.095 0.400 0.01 Bias T A From Leg 0.500 0.0000 65.000 No Ice 0.150 0.080 0.00 0.000 1/2"Ice 0.230 0.150 0.00 0.000 V Ice 0.301 0.208 0.01 Bias T B From Leg 0.500 0.0000 65.000 No Ice 0.150 0.080 0.00 0.000 1/2"Ice 0.230 0.150 0.00 0.000 1"Ice 0.301 0.208 0.01 Bias T C From Leg 0.500 0.0000 65.000 No Ice 0.150 0.080 0.00 0.000 1/2"Ice 0.230 0.150 0.00 0.000 1"Ice 0.301 0.208 0.01 SBNHH-1D65B A From Leg 0.500 0.0000 67.000 No Ice 8,295 5.342 0.05 0.000 1/2"Ice 8.843 5.795 0.10 0.000 V Ice 9.399 6.255 0.16 SBNHH-1D65B B From Leg 0.500 0.0000 67.000 No Ice 8.295 5.342 0.05 0.000 1/2"Ice &.843 5.795 0.10 0.000 V Ice 9.399 6.255 0.16 SBNHH-1D65B C From Leg 0.500 0.0000 67.000 No Ice 8.295 5.342 0.05 0.000 1/2"Ice 8.843 5.795 0.10 0.000 V Ice 9.399 6.255 0.16 Flush mount C None 0.0000 67.000 No Ice 4.390 4.390 0.20 1/2"Ice 5.480 5.480 0.24 1"Ice 6.570 6.570 0.28 Load Combinations Comb. Description No. 1 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 90 deg-No Ice 5 0.9 Dead-t-1.6 Wind 90 deg-No Ice 6 1.2 Dead+1.6 Wind 180 deg-No Ice 7 0.9 Dead+1.6 Wind 180 deg-No Ice 8 1.2 Dead+1.0 Ice+1.0 Temp 9 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 10 1.2 Dead+1.0 Wind 90 deg+1.0Ice+1.0 Temp 11 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 12 Dead+Wind 0 deg-Service 13 Dead+Wind 90 deg-Service 14 Dead+Wind 180 deg-Service Maximum Member Forces Jab Page er Steven's Estate, MA46685-A-01 7 of 11 Project Date Velocitel,Inc.,db.a. FDH 15TGVC1400 16:54:42 12/14/15 Velocitel 6521 Meridien Drive,Suite 107 Raleigh,North Carolina 27616 Client Designed by Phone:9197551012 SQA Network Services, Inc. Tyler Ferguson FAX:9197551031 Section Elevation Component Condition Gay. Axial MajorAxis MinorAxis No. ft T}pe Load Moment Moment Comb. K kip ft kip ft_ Ll 99-89 Pole _ Max Tension 2 0.00 -0.00 -0.00 Max.Compression 8 -1.22 0.01 0.00 Max.Mx 4 -0.58 -6.32 0.00 Max.My 2 -0.58 0.00 6.32 Max.Vy 4 0.66 -6.32 0.00 Max.Vx 2 -0.66 0.00 6.32 Max.Torque 2 -0.00 L2 89-79 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 8 -3.37 0.04 0.01 Max.Mx 4 -1.78 -21.13 0.01 Max.My 2 -1.78 0.00 21.14 Max.Vy 4 1.51 -21.13 0.01 Max.Vx 2 -1.51 0.00 21.14 Max.Torque 4 0.00 L3 79-69 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 8 -6.04 0.09 0.02 Max.Mx 4 -3.42 -45.35 0.01 Max.My 2 -3.42 0.01 45.37 Max.Vy 4 2.44 -38.05 0.01 Max.Vx 2 -2.44 0.01 38.07 Max.Torque 4 0.00 L4 69-23.12 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 8 -18.04 4.57 0.43 Max.Mx 4 -8.24 -277.65 0.11 Max.My 2 -8.24 1.00 278.75 Max.Vy 4 7.03 -277.65 0.11 Max.Vx 2 -7.03 1.00 278.75 Max.Torque 4 0.00 L5 23.12-0 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 8 -25.29 7.80 0.73 Max.Mx 4 -11.74 -486.75 0.19 Max.My 2 -11.74 1.73 488.66 Max.Vy 4 8.54 -486.75 0.19 Max.Vx 2 -8.54 1.73 488.66 Max.Torque 4 0.00 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K Comb. Pole Max.Vert 8 25.29 -0.00 -0.00 Max.H, 7 8.81 -0.00 -8.53 Max.H,, 3 8.81 -0.00 8.53 Max.M, 2 488.66 -0.00 8.53 Max.M, 4 486.75 -8.53 -0.00 Max.Torsion 4 0.00 -8.53 -0.00 Min.Vert 3 8.81 -0.00 8.53 Min.H, 5 8.81 -8.53 -0.00 Min.H. 7 8.81 -0.00 -8.53 Min.M, 6 -488.29 -0.00 -8.53 Min.M, 11 -7.85 -0.00 -1.65 Min.Torsion 2 -0.00 -0.00 8.53 Job Page o e Steven's Estate, MA46685-A-01 8 of 11 Project Date Velocitel,Inc.,d.b.a. FDH 15TGVC1400 16:54:42 12/14/15 Velocitel 6521 Meridien Drive,Suite 107 Raleigh,North Carolina 27616 Client Designed by Phone:9197551012 SBA Network Services, Inc. Tyler Ferguson FAX:9197551031 Tower Mast Reaction Summary Loar! Vertical Shear Shears Overturning Overlurning Torque Combination Moment,hgx Moment A K K K kip-ft kip ft kip-ft Dead Only 9.79 0.00 0.00 -0.15 1.38 0.00 1.2 Dead+1.6 Wind 0 deg-No 11.74 0.00 -8.53 -488.66 1.73 0.00 Ico 0.9 Dead+1.6 Wind 0 deg-No 8.81 0.00 8.53 482.68 1.28 0.00 Ice 1.2 Dead+1.6 Wind 90 deg-No 11.74 8.53 0.00 -0.19 -486.75 0.00 Ice 0.9 Dead+1.6 Wind 90 deg-No 8.81 8.53 0.00 -0.14 -481.26 -0.00 Ice 1.2 Dead+1.6 Wind 180 deg- 11.74 0.00 8.53 488.29 1.73 -0.00 No Ice 0.9 Dead+1.6 Wind 180 deg- 8.81 0.00 8.53 482.41 1.28 0.00 No Ice 1.2 Dead+1.0 Ice+1.0 Temp 25.29 0.00 0.00 0.73 7.80 0.00 1.2 Dead+1.0 Wind 0 deg+1.0 25.29 0.00 -1.65 -99.22 7.85 0.00 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 deg+1.0 25.29 1.49 0.00 -0.73 -82.96 -0.00 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 25.29 0.00 1.65 97.76 7.85 0.00 deg+1.0 Ice+LO Temp Dead+Wind 0 deg-Service 9.79 0.00 -1.42 -80.85 1.43 0.00 Dead+Wind 90 deg-Service 9.79 1.42 0.00 -0.15 -79.27 -0.00 Dead+Wind 180 deg-Service 9.79 0.00 1.42 80.54 1.43 -0.00 Solution Summary Sura of Applied Forces Sum of Reactions Load PX PY PZ PX Py PZ %Error Comb. K K K K K K 1 0.00 -9.79 0.00 -0.00 9.79 -0.00 0.005% 2 0.00 -11.74 -8.54 -0.00 11.74 8.53 0.015% 3 0.00 -8.81 -8.54 -0.00 8.81 8.53 0.017% 4 8.54 -11.74 0.00 -8.53 11.74 -0.00 0.014% 5 8.54 -8.81 0.00 -8.53 8.81 -0.00 0.017% 6 0.00 -11.74 8.54 -0.00 11.74 -8.53 0.015% 7 0.00 -8.81 8.54 -0.00 8.81 -8.53 0.017% 8 0.00 -25.29 0.00 -0.00 25.29 -0.00 0.002% 9 0.00 -25.29 -1.65 -0.00 25.29 1.65 0.002% 10 1.49 -25.29 0.00 -1.49 25.29 -0.00 0.001% 11 0.00 -25.29 1.65 -0.00 25.29 -1.65 0.002% 12 0.00 -9.79 -1.42 -0.00 9.79 1.42 0.004% 13 1.42 -9.79 0.00 -1.42 9.79 -0.00 0.004% 14 0.00 -9.79 1.42 -0.00 9.79 -1.42 0.004% Non-Linear Convergence Results Load Converged? Number Displacement Force Combination ofClcles Tolerance Tolerance 1 Yes 6 0.00000001 0.00000001 2 Yes 22 0.00014821 0.00009612 Job Page o ,e Steven's Estate, MA46685-A-01 9 of 11 Project Date Velocitel,Inc.,d.b.a. FDH 15TGVC1400 16:54:42 12/14/15 Velocitel 6521 Meridien Drive,State 107 Raleigh,North Carolina 27616 Client Designed by Phone:9197551012 SBA Network Services, Inc. Tyler Ferguson FAX:9197551031 3 Yes 21 0.00014815 0.00011293 4 Yes 22 0.00014825 0.00009577 5 YeS 21 0.00014818 0.00011263 6 Yes 22 0.00014822 0.00009605 7 Yes 21 0.00014816 0.00011287 8 Yes 17 0.00000001 0.00000001 9 Yes 25 0.00000001 0.00000001 10 Yes 25 0.00000001 0.00000001 11 Yes 25 0.00000001 0.00000001 12 yes 21 0.00000001 0.00002809 13 Yes 21 0.00000001 0.00002759 14 Yes 21 0.00000001 0.00002798 Maximum Tower Deflections- Service Wind Section Elevation Hort. Gov. Tilt Twist No Deflection Load ft in Comb. ° Ll 99-$9 11.707 12 1.2236 0.0001 L2 89-79 9,225 12 1.1069 0.0001 L3 79-69 7.087 12 0.8976 0.0001 L4 69-23.12 5.432 12 0.6531 0.0000 L5 26.87-0 0.955 12 0.3131 0.0000 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ° ft 99.000 (2)Beacon 12 11.707 1.2236 0.0001 6533 96.000 932DG65T2E-M 12 10.946 1.1944 0.0001 6533 89.000 Canister Load2 12 9.225 1.1069 0.0001 3379 86.000 AM-X-CD-14-65-OOT-RET 12 8.535 1.0540 0.0001 2773 79.000 Canister Load3 12 7.087 0.8976 0.0001 2240 76.000 SBNHH-1D65A 12 6.547 0.8219 0.0000 2592 69.000 Canister Load4 12 5.432 0.6531 0.0000 5507 67.000 SBNHH-ID65B 12 5.136 0.6129 0.0000 6196 65.000 Bias T 12 4.848 0.5771 0.0000 6328 Maximum Tower Deflections - Design Wind Section Elevation flora. Gov. Tilt Tivist No Deflection Load ft in Comb. Ll 99-89 70.829 2 7.4130 0.0008 L2 89-79 55.829 2 6.7095 0.0006 L3 79-69 42.889 2 5.4426 0.0004 LA 69-23.12 32.868 2 3.9568 0.0000 L5 26.87-0 5.776 2 1.8941 0.0000 Page Job 10 of 11 t Steven's Estate, MA46685-A-01 Date Project Velocitel,Inc., d.b.a. FDH 15TGVC1400 16:54:42 12/14/15 Velocitel 6521 Meridien Drive,Suite 107 Designed by Raleigh,Nor•tlr Carolina 27616 Client Phone:9197551012 SBA Network Services, Inc. Tyler Ferguson FAX:9197551031 Critical Deflections and Radius of Curvature Design Wind Gov. Deflection Tilt Tivist Radius of Elevation Appurtenance Load Cuii,alure � Comb. in t t 1116 99.000 (2)Beacon 2 70.829 7.4130 0.0008 1116 96.000 932DG65T2E-M 2 66.229 7.2368 0.0008 2 55.829 6.7095 0.0006 575 89.000 Canister Load2 51.654 6.3895 0.0006 47 86.000 AM-X-CD-14-65-OOT-RET 2 6 79.000 Canister Load3 2 42.889 5.4426 0.0004 376 76.000 SBNHH-1D65A 2 39.620 4.9826 0.0003 434 Canister Load4 2 32.868 3.9568 0.0000 916 69.000 67.000 SBNHH-ID65B 2 31.079 3.7121 0.0000 1 65.000 Bias T 2 29.335 3.4947 0.0000 1051 Compression Checks Pole Design Data Size L L„ Ur A P„ gyp. Ratio Section Elevation P„ No. ft ft M2 K K (l)PI, ft LI 99-89(1) TP4x4x2 10.000 0.000 0.0 12.5664 -0.58 565.49 0.001 L2 89-79(2) TP5x5x2.5 10.000 0.000 0.0 19.6350 -1.78 883.57 0.002 L3 79-69(3) TP6x6x3 10.000 0.000 0.0 28.2743 -3,42 1654.05 0.002 45.880 0.000 0.0 14.9787 -8.24 1017.48 0.008 LA 69-23.12(4) TP25.9x19.25x0.1875 L5 23.12-0(5) TP28.75x24.86x0.1875 26.870 0.000 0.0 16.9983 11.74 1097.35 0.011 Pole Bending Design Data Section Elevation Size M,r ¢M,« Ratio M, �M,Y Ratio M,,,. No. kip ft kip fl M,�r kip ft kip fitVvi ft Ll 99-89(1) TP4x4x2 6.32 40.00 0.158 0.00 40.00 0.000 L2 89-79(2) TP5x5x2.5 21.14 78.13 0.271 0.00 78.13 0.000 L3 79-69(3) TP6x6x3 45.37 175.50 0.259 0.00 175.50 0.000 278.75 2 0.000 L4 69-23.12(4) P2 .5x294 5.1 875 488 66 645.35 0.757 0.00 645.2 0,529 0.00 35 0.000 L5 23.12-0(5) Pole Shear Design Data Size Actual �T;, Ratio Actual �T„ Ratio Section Elevation V T T T. ft No. K K � kip ft kip ft �T„ LI 99-89(1) TP4x4x2 0.66 282.74 0.002 0.00 47.12 0.000 L2 89-79(2) TP5x5x2.5 1.51 441.79 0.003 0.00 92.04 0.000 Job Page WxTower Steven's Estate, MA46685-A-01 11 of 11 Velocitel,lit c.,d.b.a. FDH Project Date Velocitel 15TGVC1400 16:54:42 12/14/15 6521 Meridien D»ve,Suite 107 Raleigh,Nw9h Carolina 27616 Client Designed by Phone:9197551012 SBA Network Services, Inc. Tyler Ferguson FkK 9197551031 Section Elevation Size Actual 1;, Ratio Actual T, Ratio No. 1„ V T. T ft K K �T1111 kip ft kip ft L3 79-69(3) TP6x6x3 2.44 827.02 0.003 0.00 206.76 0.000 L4 69-23.12(4) TP25.9xl9.25x0.1875 7.03 508.74 0,014 0.00 1054.93 0.000 L5 23.12-0(5) TP28.75x24,86x0.1875 8.54 548.68 0.016 0.00 1292.28 0.000 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P„ Al,.Y M,}, P„ T. Suess Stress �T„ Ratio Ratio Ll 99-89(l) 0.001 0.158 0.000 0.002 0.000 0.159 1.000 4.8.2 4 L2 89-79(2) 0.002 0.271 0.000 0.003 0.000 0.273 1.000 4.8.2 L3 79-69(3) 0.002 0.259 0.000 0.003 0.000 0.261 1.000 J p 4.8.2 L4 69-23.12(4) 0.008 0.529 0.000 0.014 0.000 0.537 1.000 4.8.2 L5 23.12-0(5) 0.011 0.757 0.000 0.016 0.000 0.768 1.000 4.8.2 " Section Capacity Table Section Elevation Component Size Critical P op.11-. % Pass No. ft TJIJe Element K K Capacity Fail Ll 99-89 Pole TP4x4x2 1 -0.58 565.49 15.9 Pass L2 89-79 Pole TP5x5x2.5 2 -1.78 883.57 27.3 Pass L3 79-69 Pole TP6x6x3 3 -3.42 1654.05 26.1 Pass 14 69-23.12 Pole TP25.9xl9.25x0.1875 4 -8.24 1017.48 53.7 Pass L5 23.12-0 Pole TP28.75x24.86x0.i875 5 -11.74 1097.35 76.8 Pass Summary Pole(L5) 76.8 Pass RATING= 76.8 Pass Program Version 6.1.4.1-12/17/2013 File://fdh-server/Projects/2015 Effective-Client Jobs/SBANET_SBA Network Services,Inc/MA/MA46685-A-Steven's Estate/I5TGVC1400-STAMOO TMO/R,0/Analysis/ReportedTocver/MA46685-A-01_Steven's Estate T-Mobile_12-14-2015_SA.eri Site Data BUM Site Name; a App# Code _ Code:1 coNCEALMENT PANEL ATTAGRMENT Ice Thickness: ITYP)�j��r f m Windspeed(V): p / I FLANGE BOLT HGt,E8 mph Ice Wind Speed(V): mph 4 (TYP) Exposure Category: Topographic Feature: 1 1 STIFFENER Structure Class•. �, i //�fQ (TYP) i 4) FLANGE PLATE Tower Information � Total Tower Heigh / %"� ft Y�� jSPINE t: Base Tower Heigh t: %� �,ft FLANGEE tPLATE Total Canister Length: 30 it (TYP :SDUDrry RATIO Osla) Number of Canister Assembly Sections Mating Mating Flange Flange Plate Canister Canister Canister Number of Sides Plate Solidity Wei ht Wet ht Canister Section Assembly Assembly Plate Plate Ratio g g Number*: Canister Section Type; Thickness Diameter (Kipj: (Kip) Length(ft): Diameter(in): (fn)**; lint: If ,l a o.as 0.069 0.105 1 �1 ff�.J, C i �. Lli 0.45 0.103 0.140 0.103 0.147 2 f11 � i •Sections are numbered from the top of the tower dawn ••Mating Flange Plate Thickness at the bottom of canister section Geometry:Base Tower+Spine MA46685-A_Steven's Estate_original geometry file.eri (lost saved 12/149:40 am) op ottom a Pole Height Above Section Lap Splice Diameter Diameter Thickness Bend Pole O in (in)_ Radius(in) Material Delete Base ft Length(ft) Length(ft) Number of Sides lin) (4) 2nfa A572-50 [xj 99 10 0 0 4 89 10 0 0 5 5 2.5 n/a A572-50 [x] 0 0 6 6 3 n/a A572-65 (xj 7g 10 69 45.88 3.75 18 19.25 25.9 0.1875 0.75 A572-65 )xj 26,87 26.87 0 18 24.86 28.75 0,1875 0.75 A572-65 (x) Discrete Loads:CFAF for Canister Assembly Canister Canister Assembly Apply CFA,at C F A F CFAF CFAF CFAF C No Ice(ft) 1/2" AF Assembly Weight Canister Loading Elevation(z) z z (ft) Ice(ft) 1"Ice(ftz) 2"Ice ftz 4"Ice ft Wei ht No Ice(Kip) Ki Canister Load 1 99 5.000 10.500 11.000 12.000 14.000 0.052 0.115 Canister Load 2 89 11.688 24.375 25.375 27.375 31.375 0.191 0.337 Canister Load 3 79 13.688 28.375 29.375 31.375 35.375 0.246 0.417 0.176 0.263 Canister Load 4 69 7.000 14.500 1-0 16.000 18.000 - Deflection Check Required: '////��„ % Import Deflection Results 3%Spine Deflection Check Allowable(3%)Horizontal Spine Actual Sufficient/Insufficient Deflection(inches) Deflection *** 10.800. �;r,1..,,,.�?!,6", Sufficient -Relative deflection under service level vAnd speed Page 1 of 2 CCIFiagpole Tool v1.1 10FV7EL70=r=�- EN o3iti'c.EE"iNCs k..n VA i0ri FDH Velocitel—6521 Meridien Drive,Raleigh,NC 27616—Ph.919.755.1012—Fax 919.755.1031 ConcealmentEEI Analysis Project Project No Rev. Project Name\\\\\ rVe� \ o` �---L _—__-- // Dr tORION \\\ Sie ID A� 6g \\\\\` ` \ Date\\M.�ida`Se temhe2 2fl15: -- . Code t4 j v f r fl ControllingLoad FlangeElevation ft 1 Moment R kip-ft " Axial �_kip' Shear kip FlangeFlange Capacity spine Diameter in Flange Thickness,t , Distance from face of internal spine to center of horizontal weld,D1 in Flange Outer Diameter,Do-_ _ _ in Arc length dimension between bolts,D X19„in Flange Inner Diameter,D; in Perpendicular distance from bending axis to farthest effective m,. Yield Strength,F ksi Perpendicular distance from bending axis to center of horizontalweld,D A $$\in Ten511e Strength F. k61 — • Capacity Resistance Factor,¢ Length of Vertical Weld,L. in Effective Flange Width b ° ff\\a��\in Fillet Weld Size,a n/16th CapacityStiffener Width -�� in Plastic Section Modulus Z\7 6 in3 Electrode Strength,F ksi Height in Flange Plate Force P #h��kip e 6 � in o a 1D ON Thickness' in Required Flexural Strength M� 6t�y\kip-in Moment of inertia of Group,IS ina' CAD MossP cp Nominal Flexural Strength M kip in Weld Coefficient,C 10 Centroid of Stiffener(x-coord.) in caD"_Prop Available Flexural Strength,OMn �0 kip-in Electrode Strength Coefficient,C3 D - Centroid ofStiffener-(y-coord.) in CADMnssProp Capacity' 17.8%, Paas Resistance Factor,0Ifi>�A Height of Stiffener at Centroid ,in cAD Nominal Strength,Rn.vert.weld 11111-11-1N kip \°1fI49 Cross-Sectional Area at Centroid,As���4.3��in' FlangeBolt Capacity Available Strength,¢Rn kip Yield Strength,F � ``ksi Total Number of Bolts,ng Capacity '6.0% Pass Tensile Strength,Fa ksi Bolt Diameter,d s in Resistance Factor,0\D D Bolt Area,Ali\ 855 in' Horizontal ' Capacity\ �� p� Bolt Circle,BC n Length of Horizontal Weld,L„ � �\OA In Force per Stiffener,P �o S2 \\kip �� Aye Net Tensile Stress,Fat ksi (arscl3tnEd. WeldSize a n 16 Required Flexural Strength,Ma AD 3T \kip-ft 7ableJ3.2] Electrode Strength,F ksi Effective Stiffener Width,.*f�A O D��in Resistance Factor, D7 y °IX Plaic Section Modulus,Z\���� A�in 3 Required Tensile Strength,P,,.bolt O 72\°kip Resistance Factor, �D � st �F3�Vy Nominal Flexural Strength,Ma A\ 8�0yy kip-ft fAisCl3NEd.rome3- Nominal Tensile Strength,Pn.6olt 5 D kip Nominal Strength,Rn.horiz-weld4 kip Available Flexural Strength,OMnko,A� kip-ft 23Cose171 Available Tensile Strength,(bPn A053 Q kip Available Strength �Rn ip Capacity 1556 Bass' Capacity 32% Pass` Capacity ,187% Pass VELOCIFTEL �h',^at hi�E C3i�G INNG9VATIr.�N FDH Velocitel—6521 Meridien Drive,Raleigh,NC 27616—Ph.919.755.1012—Fax 919755.1031 # 1 Project& _Info ProtectNo Project Name \ e�?en Eseate0\\\` T---- ,00l - SiteID er�1�DTS� - Date\\Mottda\Septeznb,. \ r: — — Code Controlling I NELi- �4 1 — &Loading Section Flange Elevation Moment `kip-ft �. Axial mho kiP — Shear kip Flange ' Stiffener Geometry Flange Pl hickCapa n Spine Diameter In " l in Flange outer Diameter,Do Distancefrom face of internal spfneto center of horizontal weld,D y&�\In In —~ Flange inner Diameter,D; arc length dimensionbetwee bblts,0z\49 <intl Yield Strength,F ksi Perpendicular distance from bending axis to farthesteffective boft,.D,Nf} in - • Capacity,' In Tensile Strength,F„ ksi Vertic — perpendicular distance from bending anis to center ofhorimntal weld,D $$�.In Length Of Vertltdl Weld Fillet Weld Size, a Lv, _ - n Resistance Factor, yA� 9i3�y n„ Stiffener Capacity Effective Flange Width,bell\\��.5���in � J16 Electrode Strength,FE ksi Width U in Plastic Section Modulus,Z\�1 \ ln3 e Ao In in Flange Plate Force,Pma, �D kip a Height ti�� Required Flexural Strength,M V�11 \kip in Thickness�� in Weld Coefficient C\ � d CADOaossprop Nominal Flexural Strength,Mn OSt163 0 kip-in Electrode Strength Coefficien C7 QQ Moment of Inertia of Group,Is�� ih Available Flexural Strength,¢Mn\45 kip-in MO " v Centroid of Stiffener'(x-coord.j in CAD"°�°`°p pa, Resistance Factor � SgDMosseop Capacity 23536- in Nominal Strength,Rn.vert.weld�QQ�6�kip Centroid of Stiffener(y coord.) uo Available Strength,¢SRn Height of Stiffener at CentrFlange oid Capacity Cross-Sectional Area at Centroid,A V �in CapaciPass ty Si7% _. Yield Strength,F �- ksi Total Number of Bolts,ns Bolt Diameter,de In tal Weld Capacity Tensile Strength,lu ksi \�0.9Q�\ Bolt Area,As�D�$�in � Horizon Resistance Factor,q \\v n Length of Horizontal Weld Lh .in Bolt Circle,BC� � d� n 16tH" Force per Stiffener,P �� kip ksi tAiscl3u Pa. Weld Size a Vg Net Tensile Stress,Fnt ksi Required Flexural Strength,Ma o OG kip-ft Resistance Factor, ��VWW roble73.21 Electrode Strength,F � �QO�\in P,.boitl�o kip Resistance Factor Effective Stiffener Width,beff Required Tensile Strength, \ Nominal Strength,Rn.horiz.weld A55���kip Plastic Section Modulus,Z\� �ti in Nominal Tensile Strength,Pn.bolt� D �'kip g Nominal Flexural Strength,M ZONES! kip 3 2Case 1 ft Caed.Table 3- Vy . Available Stren th,�Rn \479%ip 23 re71 Available Tensile Strength,SbPn in Capacity 41�9% Pass Available Flexural Strength,0Mn7 kiP ft Capacity 9.65n' Pass ' Capacity Z:0% Pass ' \jEL-C3GiTELL FDH Velocitel—6521 Meddle,Drive,Raleigh,NC 27616—Ph.919.755.1012—Fax 919.755.1031 AnalysisEEI Concealment Flange • _ oJ� Project No Rev � Project Name\\\\\S even s Estate\\\\ r----�= 1 D2 ,------ ---- Site ID\\ J ,0- r Date t2 ;000000 ; Code �` CA 7 NE- - — — Axds Controlling Load Section& 1 1 _-� -_ --- I ' Loading FlangeElevation kip-ft � t Moment� �= Axial kip $nearFlange —— : Stiffener Geometry FlangePlate Spine Diameter m Flange Thickness,t �— Zia Distancefrom face ofInternal spine tocenter ofhorizontal weld,Dy 42 in Flange outer Diameter,Dom -_in Arc length dimension between bqIID, in Flange Inner Diameter,DI in Perpendicular:distance from bending axis to farthest effective ��,665i❑ Yield Strength,FPerpendiculardistancefirombendingaxisto center of8orizontalw � in Tensile Strength F �k51 Capacity Vertical weld ��� Length of Vertical Weld,L. ��in Resistance Factor,�p��05D\�- � tnn Effective Flange Width b � so in Fillet Weld Size,a n/16 CapacityStiffener �� 3 Electrode Strength-F ksi Width� in Plastic Section Modulus Z��`��\:in � ' °"f �� Flange Plate Force Pm x\�$�07j kip e �Oz Height min a 1,,0411111 Thickness _ in Required Flexural Strength, Weld Coefficient,C < Nominal Flexural Strength M 38�kip in �4�` �- Moment of Inertia of Group,Is in CAD MossProp in CAD MossProp Available Flexural Strength,QSMn � 9 kip-in Electrode Strength Coefficient,C1 b---- - Centroid of Stiffener(x-coord.j�_ Resistance Factor,0 �o- Centroid ofStiffener(y-coord.) in CADMosProp Capacity' `262% Pass Nominal Strength,Rn.vert.weld\ f kip SHeightf Stiffener atCentroid in C4DAvailable Stren h,¢Rn�� kip 2 _ :. ._ gtVA al Area at Centroid,As YJ52�in ._� Capacity 12.2% Piss Yield Strength,F ksi Total Number of Bolts,ng _ ksi Bolt Diameter,dB in Tensile Strength,F Bolt Area,Ali\0 85 in Horizontal Weld Capacity Resistance Factor,b\ \ ` n N, ,m Bolt Circle,BC n Length of Horizontal Weld,L ��� Force per Stiffener,P3 kip Weld Effective Throat in ��� Net Tensile Stress,F., ksi (asc.13.21 . Required Flexural Strength,MaA161\\ kip-ft �� rotfe�a.z] Electrode Strength,F6 ksi Effective Stiffener Width,bes in Resistance Factor,Sb Effective � �\ �� 3 Required Tensile Strength,Pe.boit �'9.51�k kip Resistance Factor Plastic Section Modulus,Z�J9 69�� in q �� Nominal Strength,Rn.hnri2.Weld X11 kip Nominal Tensile Strength,P�_boit oD 690 kiP Nominal Flexural Strength,M \09843b kip ft 230-1 Ed.rome3- I � � Available Stren h �Rn Available Flexural Strength,OMn �$$ 9 kip-ft z3 eosenl Available Tensile Strength,¢Pn �53- ,0 kip Capacity 1.$% Pass Capacity 12.9%= Pass Capacity 390 Pass Square, Stiffened / Unstiffened Base Plate, Any Rod Material a Rev. F /G Assumptions: 1)Rod groups at corners. Total#rods divisible by 4. Maximum total#of rods=48(12 per Corner). 2)Rod Spacing=Straight Center-to-Center distance between any(2)adjacent rods(same corner) 3)Clear space between bottom of leveling nut and top of concrete not exceeding(1)*(Rod Diameter) Site Data _Base Reactions TIA Revision: _ G Site Name: Steven's Estate Factored Moment,Mu: 489 ft-kips Factored Axial, Pu: 12 kips Anchor Rod Data Factored Shear,Vu: 9, kips Eta Factor, n 0.5 TIA G(Fig.4-4) Qty: 4 Diam: 2.25 in Anchor Rod Results Rod Material: A615-J TIA G-->Max Rod(Cu+Vu/n): 165.7 Kips Yield,Fy: 75 ksi Axial Design Strength,(D*Fu*Anet: 260.0 Kips Strength, Fu: 100 ksi Anchor Rod Stress Ratio: 63.7% Pass Bolt Circle: 37 in —_,Plate.,,,—,. —.... Data Base Plate Results Flexural Check PL Ref. Data W=Side: 37 in Base Plate Stress: 37.3 ksi Yield Line(in): Thick: 1.75 in PL Design Bending Strength,0*117y: 54.0 ksi 23.29 Grade: 60 ksi Base Plate Stress Ratio: 69.2% Pass Max PL Length: Clip Distance: 6 in 23.58 N/A-t.Cnst6ffened Stiffener DData(Welding at both sides) Stiffener Results Configuration: Unstiffened Horizontal Weld : N/A Weld Type: ** Vertical Weld: N/A Groove Depth: —Disregard Plate Flex+Shear,fb/Fb+(fv/Fv)A2: N/A Groove Angle: <--Disregard Plate Tension+Shear,fUFt+(fv/Fv)A2: N/A Fillet H.Weld: in Plate Comp.(AISC Bracket): N/A Fillet V.Weld: in Pole Results Width: in Pole Punching Shear Check: N/A Height: in Thick: in Max PL Length Notch: in Yield Line Grade: ksi # Anchors 5t 5t at corner= t= BASE PL Weld str.: ksi Qty/4 THICKNESS Anchor, Typ. STIFFENED CONFIGURATION ASSUMED IN TOOL G e / B.C. Pale Data -- Diam: 28.75 in ' - c p ��. �'�'��-�..,., [Anchor ut Clear Space Thick: 0.1875 In �'A I / B.C. for Sinale _,_,. Grade: 65 ksi Case #of Sides: 18 "o"IF Round s �a QGq Pole w/ �F DIAM = D Anchor Spacing Some As Stiffener Spacing, Except for Sianle. Corner Anchor (Input Clear Space) `*Note:for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes Analysis Date: 12/14/2015 Date: 12/14/2015 Site Name: Steven's Estate Site ID: MA46685-A-01 Monopole Drilled Pier inlet 4°C.C. Criteria TIA Revision: G ACI 318 Revision: 2008 Seismic Category: B Forces Compression 12 kips Shear 9 kips Moment 489 k-ft Swelling Force 0 kips Foundation Dimensions Pier Diameter: 5 ft k5 Tie size '.. Ext.above grade: 1 ft Depth below grade: 15 ft (18)-q8 rn Material Properties Number of Rebar: 18 Rebar Size: 8 Tie Size 5 Rebar tensile strength: 60 ksi Concrete Strength: 4000 psi Ultimate Concrete Strain 0.003 in/in Clear Cover to Ties: 4 in Soil Profile: 1 Ultimate Ultimate Ultimate Friction Uplift Skin Comp,Skin Bearing Thickness From To 1 Unit Weight Cohesion Angle Friction Friction Capacity SPT'N' Layer (ft) (ft) (ft) (pcf) (psf) (deg) (ksf) (ksf)', (ksf) Counts 1 2 0 2 105 0 0 0 2 3 2 5 125 0 0 -0 3 10 5 15 130 0 39 23.251 Analysis Results Concrete/Steel Check Soil Lateral Capacity Mu(from soil analysis) 573.60 k-ft Depth to Zero Shear: 5.62 ft (�Mn - 1625.37 k-ft Max Moment,Mu: 573.60 k-ft RATING: 35.29% Soil Safety Factor: 2.90 - - - Safety Factor Req'd: 1.33 -:RATING: 45:861A rho provided 0.50 .._. ....... . - rho required - 0.33 OK Soil Axial Capacity Skin Friction(k): 82.47 kips - - - - Rebar Spacing - 7.68 - - End Bearing(k): 342.40 kips Spacing required 16.00 OK Comp.Capacity(k),(�Cn: 424.87 kips Comp.(k),Cu: 12.00 kips RATING: 2.82°�':, Dev.Length required 9.05 Dev.Length provided 37.95 OK Overall Foundation Rating: 45.86% Page 1 of 1 The Conniironivealth ofMassachrtseto Departrttent oflnt/ustt'ialAccldents 1 Congress Street,,Sitite 100 Boston,MA 021142017 ivivw.rnass.gov/dia Workers'Compensation Insurance Affidavit:Builders/Contractors/l lectricians/Pttunbers. TO BE PILED 1VITH THE PERD'I1I'TIYG AUTHORITY. Applicant Information Please Print Letlbly Name(Business/Organization/lndividual):SBA Communications Corporation Address:6051 Congress Avenue City/State/Zip:Boca Raton,FL 33487 Phone#:508.366.5505 Are you an employer?Check the appropriate box: 'Fype of project(required): l.0 1 am a employer with 750 employees(flail andlor part-time).* 7. []New construction 2.E]I am a sole proprietor or partnership and have no employees working for me in 8. ®Remodeling any capacity.[No workers'comp,insurance required.] 3.®1 am a homeowner doing all work myself.(No workcrs'comp,insurance rewired.]t 9. ElBuildi Demolition 10 nBuilding addition 4.®I am a homeovimer turd will be luring contractors to conduct all work on my property. I will ensure that all contractors either have workers'compensation insurance or are sole I Ln Electrical repairs or additions proprietors with no employees. 12.E]Plumbing repairs or additions 5.®I am a general contractor and I have hired the sub-contractors listed on the attached sheet. [ ❑Roof repasts These sub-contractors have employees and have workers'comp.insurance. 6.❑we are a corporation curd its officers have exercised their right of exemption per MGL o. 14.Fv1j Other Telecommunications 152,§1(4),and Nee have no employees.[No workers'comp,insurance required.] *Any applicant that checks box#1 must also fill out the section below showing their workers'compensation policy information. t Homeowners who submit this affidavit indicating they are doing all work and then hire outside contractors must subunit a new affidavit indicating such. tContractors that check this box must attached an additional sheet showing the name of the sub-contractors and state whether or not those entities have employees. If the sub-contractors have employees,they must provide their workers'comp.policy number. I ani an employer that is providing workers'cotnpensoliorr instnrannee for niy employees. Below is thepolley and f ob site in fornnationn. Insurance Company Name:Henderson Brothers, Inc./Travelers Property Casualty Co. Policy#or Self-ins.Lie.#:TC2JUB475M437815-TRJUB475M438A15 Expiration Date:3/15/2016 Job Site Address: 723 Osgood Street City/State/Zip: North Andover,MA 01845 Attach a copy of the wo9cers'connlpensation policy declaration page(showing the policy number and expiration(late), Failure to secure coverage its required under MOL c.152,§25A is a criminal violation punishable by a titre 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 tip to$250.00 a day against the violator.A copy of this statement may be forwarded to the Office ofhwestigatims of(lie DTA for insurance coverage verification. I do hereby certify under thepaints andpenallies ofperfary that the information provided above is!rule and correct. - Si nttiam� Date: 2,-7 .— Phot e#:51?.. 1. 20 x 3801 Official use only. Do not write In this area,to be completed Gv city or towns official. City or Town: Pernnit/License# Issuing Authority(circle one): 1.Board of Health 2.Building DeparHncnt 3.City/Town Cleric 4.Electrical Inspector 5.Plumbing Inspector G.Other Contact Person: Pholre M The Conmott weahh ofM issnchitsetty Department ofla dttstrlrtlAcclrlertts 1 Congress Street,Sti to 100 Boston,MA 02X19-2017 wwturnass goiAlk Workers'Compensation Insurance Affidavit:Builders/Contractors/Elech•icinits/Plurnbers. TO BE FILED WITH THE PERMITTING AUTHORITY. Applicant Information Please Print Legibly Nanle(Business/Organization/lndividual):SBA Communications Corporation Address:8051 Congress Avenue City/State/Zip:Boca Raton,FL 33487 Phone#:508.366.5505 Are you an employer?Check the appropriate box: 'type of project(required); I.[✓ I am a employer with 750 employees(full and/or part-time).* 7. E]New construction 2.❑I am a sole proprietor or partnership and have no employees working for me in 8. ®Remodeling any capacity.[No workers'comp.insurance required.] 3.®I am a honneowner doing ail work myself.(No workers'comp.insurance required.]t g• ❑Demolition 4.01 am a homeowner and will be hiringcontractors to conduct all work on m 10 u Building addition y property. I will ensure that all contractors either have workers'compensation insurance or are sole I Ln Electrical repairs or additions proprietors with no employees. 12.Q Plumbing repairs or additions 5.®I am a general contractor and I have hired the subcontractors listed on the attached sheet. These subcontractors have employees and have workers'comp.insurance) t 3.❑Roof repairs 6.0 we area corporation and its officers have exercised their right of exemption per MGL c. 14.[]✓ Other Telecommunications 152,§1(4),and we have no cmployees.(No workers'comp.insurance required.] *Any applicant that checks box#1 must also fill out the section below showing their workers'compensation policy informntion. t Homeowners who submit this affidavit indicating they are doing all work and then hire outside contractors must submit a new affidavit indicating such. tContractors that check this box must attached an additional sheet showing the name of the subcontractors and state whether or not those entities have employees. If tine subcontractors have employees,they must provide their workers'comp.policy number. I am an employer that is proildhrg iporkers'compensation insurance for my employees. Beloit,is the policy torr!fob site (formation. Insurance Company Nance:Henderson Brothers, Inc./Travelers Property Casualty Co. Policy#or Self-ins.Lie.#:TC2JUB475M437815-TRJUB475M438A15 Expiration Date:3/15/2016 Job Site Address: 723 Osgood Street City/State/Zip: North Andover,MA 01845 Attach a copy of the workers'compensation policy declaration page(showing the policy number and expiration date). Failure to secure coverage as required under MOL c.152,§25A is a criminal violation punishable by 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 ftp to$250.00 a day against the violator.A copy of this statement may be forwarded to the Office of Investigations of the DTA for insurance coverage verification. I rto hereby cer•/{/y under the pains torr/penalties of peiftuy that the information proNded above is true and correct. � Signature: Date: 2"7 1.^— )one#:5 8. 1. 20 K 3801 Official use only. Do not write ht this area,to be completed 41,city or town official City or Town: Permit/License ft - Issuing Authority(circle one): 1.Board of Health 2,Building Department 3.City/Town Cleric 4,Electrical Inspector 5.Plumbing Inspector 6.Other Contact Person: Picone#; SBACO-1 OP ID: KB A� ® CERTIFICATE OF LIABILITY INSURANCE DATE/17120Y5 03/17/2015 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(ies)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 CONTNAME: Clem J.Wandrisco Henderson Brothers,Inc. PHONE FAX 920 Ft Duquesne Blvd (AIC, AIc No EXt:412-261-1842 A/c No):412-261-4149 Pittsburgh,PA 15222 E'MAIL Clem J.Wandrisco,III ADDRESS:cjwandrisco@hendersonbrothers.com INSURERS AFFORDING COVERAGE NAIC# INSURER A:Travelers Property Casualty Co 25674 INSURED SBA Communications Corporation INSURER B:St Paul Fire&Marine Ins Co 24767 Thomas Hunt,Esquire INSURER C:Illinois Union Insurance Compa 5900 NW Broken Sound Parkway Boca Raton, FL 33487 INSURER D: INSURER E: INSURER F: COVERAGES CERTIFICATE NUMBER: 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 ADSL SUB POLICY NUMBER MM LICY EFF POLICY EXP LTR IDD/YYYY MM/DD/YYYY LIMITS GENERAL LIABILITY EACH OCCURRENCE $ 900,000 A X COMMERCIAL GENERAL LIABILITY TJEXGL474M8138TIL15 03/15/2015 03/15/2016 AMAGES( RENTE DD PREMISES Ea occurrence) $ 900,000 CLAIMS-MADE 41 OCCUR MED EXP(Any one person) $ N/ X $100,000 SIR PERSONAL&ADV INJURY $ 900,000 GENERAL AGGREGATE $ 2,000,000 GEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS-COMP/OP AGG $ 2,000,000 POLICYFX PRO LOC $ AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT 1,000,000 Ea accident1,,, $ A XANY AUTO TC2JCAP474M814ATIL15 03/15/2015 03/15/2016 BODILY INJURY(Per person) $ ALL OWNED SCHEDULED BODILY INJURY(Per accident) $ AUTOS AUTOS X HIRED AUTOS IDED-HCPD NON-OWNED PROPERTY DAMAGE $ AUTOS PER ACCIDENT X 100,000 $ X UMBRELLA LIAB X OCCUR EACH OCCURRENCE $ 25,000,000 B EXCESS LIAB CLAIMS-MADE ZUP15N3740515NF 03/15/2015 03/15/2016 AGGREGATE $ 25,000,000 DED I X I RETENTION$ 10,000 $ WORKERS COMPENSATION X WC STATU- 0TH- AND EMPLOYERS'LIABILITY TORY LIMITS ER A ANY PROPRIETOR/PARTNER/EXECUTIVE YIN TC2J UB475M43781 5(AOS) 03/15/2015 03/15/2016 E.L.EACH ACCIDENT $ 1,000,000 OFFICEER EXCLUDED? ❑N NIA A (Mandatory in NH) TRJUB475M438A15 03/15/2015 03/15/2016 E.L.DISEASE-EA EMPLOYEE $ 1,000,000 in If yes,describe under DESCRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT $ 1,000,000 C PROFESSIONAL COOG24541800005 03/15/2015 03/15/2016 CLAIM/AGG 5,000,000 POLLUTION SIR 100,000 DESCRIPTION OF OPERATIONS I LOCATIONS/VEHICLES(Attach ACORD 101,Additional Remarks Schedule,If more space Is required) CERTIFICATE HOLDER CANCELLATION FORINFO SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE FOR INFORMATIONAL PURPOSES THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. ONLY AUTHORIZED REPRESENTATIVE Clem J.Wandrisco, III ©1988-2010 ACORD CORPORATION. All rights reserved. ACORD 25(2010/05) The ACORD name and logo are registered marks of ACORD SBACO-1 OP ID: KB CERTIFICATE OF LIABILITY INSURANCE DATE(MM/DDIYYYY, 03/17/2015 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(ies) 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). CONTACT Clem J.Wandrisco PRODUCER NAME: Henderson Brothers,Inc. PHONE 412-261-1842 AX No:412-261-4149 920 Ft Duquesne Blvd AIC No Ext Pittsburgh,PA 15222 n DRess:cjwandrisco@hendersonbrothers.com Clem J.Wandrisco,III INSURERS AFFORDING COVERAGE NAIC# INSURER A:Travelers Property Casualty Co 25674 INSURED SBA Communications Corporation INSURER B:St Paul Fire&Marine Ins Co 24767 Thomas Hunt,Esquire INSURER C:Illinois Union Insurance Compa 5900 NW Broken Sound Parkway Boca Raton, FL 33487 INSURER D INSURER E: INSURER F: COVERAGES CERTIFICATE NUMBER: 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. ILTR ADDL SUBR POLICY EFF POLICY EXP LIMITS TYPE OF INSURANCE POLICY NUMBER MMIDDIYYYY MMIDDNYYY GENERAL LIABILITY EACH OCCURRENCE $ 900,000 TJEXGL474M8138TIL15 03/15/2015 03/15/2016 DAMAGERENTED PREMISESS( 900,000 A X COMMERCIAL GENERAL LIABILITY Ea occurrence $ CLAIMS-MADE [K OCCUR MED EXP(Any one person) $ N/ X $100,000 SIR PERSONAL&ADV INJURY $ 900,000 GENERAL AGGREGATE $ 2,000,000 GEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS-COMP/OP AGG $ 2,000,000 POLICYFX PRO LOC $ AUTOMOBILE LIABILITY E-COMBINED 00,000 accidetSINGLE LIMIT $ 1,0 A X ANY AUTO TC2JCAP474M814ATIL15 03/15/2015 03/15/2016 BODILY INJURY(Per person) $ ALL OWNED SCHEDULED BODILY INJURY(Per accident) $ AUTOS AUTOS PROPERTY DAMAGE NON-OWNED PER ACCIDENT $ X HIRED AUTOS X AUTOS X 100,000 DED-HCPD $ X UMBRELLA LIABX OCCUR EACH OCCURRENCE $ 25,000,000 B EXCESS LIAB CLAIMS-MADE UP15N3740515NF 03/15/2015 03/15/2016 AGGREGATE $ 25,000,000 DED X RETENTION$ 10,000 $ TO CRY COMPENSATION X WC RY L M TS EER STIM R AND EMPLOYERS'LIABILITY YIN1,000,000 A ANY PROPRIETOR/PARTNER/EXECUTIVE N/A TC2JUB475M437815(AOS) 03/15/2015 03/15/2016 E.L.EACH ACCIDENT $ DED? OFFICER/MEMBER EXCLUON TRJUB475M438A15 03/15/2015 03115/2016 E.L.DISEASE-EA EMPLOYEE $ 1,000,000 A (Mandatory in NH) If yes,describe under E.L.DISEASE-POLICY LIMIT $ 1,000,000 DESCRIPTION OF OPERATIONS below C PROFESSIONAL COOG24541800005 03/15/2015 03/15/2016 CLAIMIAGG 5,000,000 POLLUTION SIR 100,000 DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES(Attach ACORD 101,Additional Remarks Schedule,if more space Is required) CERTIFICATE HOLDER CANCELLATION FORINFO SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN FOR INFORMATIONAL PURPOSES ACCORDANCE WITH THE POLICY PROVISIONS. ONLY AUTHORIZED REPRESENTATIVE Clem J.Wandrisco,III ©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 Sward of Building Regulations and Standards Ommucti.mn Supenkar License: CS-076934 � JEFFREY S STFIr,48 26 CHURCH ST WESTBOROUGH 111� 4 Expiration 9.21 com"issioner 03/28/2016 Unrestricted-Buildings of any use group which contain less than 35,000 cubic feet(991m)of enclosed space. ! Failure to possess a current edition of the Massachusetts State Building Code is cause for revocation of this license. For DPS Lkensing information visit: www.Mass.Gov/DPS { Massachusetts •Department of Public Safety Board of Building Regulations and Standards 6n.struction supcerr'c kor License: CS-076934 , JEFFREY S STEV,'B 26 CHURCH ST s WESTBOROUGH Expiration Commissioner 03/28/2016 Unrestricted-Buildings of any use group which contain less than 35,000 cubic feet(99 Int)of enclosed space. Failure to possess a current edition of the Massachusetts State Building Code is cause for revocation of this license. For DPS ilcensing information visit: www,Mass.Gov/DP5