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HomeMy WebLinkAboutBuilding Permit # 4/28/2015 NORTH BUILDING PERMIT ��-��::�. ° '6 0 TOWN OF NORTH ANDOVER ° s � ^ APPLICATION FOR PLAN EXAMINATION a Permit NO Date Received '�Y.-w s r� Date Issued:*24 s�CH WS PORTANT:A licant must complete all items on this page } i I , I• � R i�t„ rl; l I � l� i( 4 TYPE OF IMPROVEMENT PROPOSED USE Residential Non- Residential ❑ New Building ❑ One family ❑Addition ❑Two or more family ❑ Industrial 13 Alteration No. of units: XCommercial 1�Repair, replacement ❑Assessory Bldg [� Others: ❑ Demolition ❑ Other Communications Tower/Guyed G0011 i AT&T Mobility propose to remove(3)existing antennas and replace with(3) new antennas on the existing mount with ancillary equipment as per the attached plan specifications. Identification Please Type or Print Clearly) OWNER: Name: SBA Properties, Inc. Phone: 718-333-5294 Address: 5900 Broken Sound Parkway NW Boca Raton,FL 33433 011110111 �rlOo�b�irY�7��J.D��I rI f Pffjj!/P,�pi 1 ilrl i'Will 12f/ i11� (Il r ,r ^ 11,=�Itll I 1� fill ARCHITECT/ENGINEER Hudson Design Group/Daniel Hamm phone: 978-557-5553 Address: 1600 Osgood St. Bldg 20 N Suite 3090 North Andover, MA 01845 Reg. No. 40720 FEE SCHEDULE:BULDING PERMIT:$12.00 PER$1000.00 OF THE TOTAL ESTIMATED COST BASED ON$125.00 PER S.F. Total Project Cost: $ 60,000 FEE: $ 720.00 Check No.: UA Q"_mow Receipt No.: NOTE: Persons co tracting with unregistered contractors do not have access to the guaranty fund ttlri� t�u1.r t % ®RTH Town of Andover ® 9. 51- 6 , LAKh ver°, Mass, COCWIC>IEWIC. U BOARD OF HEALTH Food/Kitchen PEKMIT T LD Septic System i" THIS CERTIFIES THAT ,,..,.' ,.......... BUILDING INSPECTOR ....... .'. Foundation has permission to erect.......................... buildings on .... ........................... ........................... .. Rough to be oc .00 cupied as .. ....... . ........ ..... ..... .... ......% ..... .................. . ..�...........I................® Chimney provided that the person a cepting 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-Lavas 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 ® PERMITEXPIRESELECTRICAL INSPECTOR I Rough Service ..................... ...... .............................................. Final BUILDING INSPECTOR GAS INSPECTOR Occupancy Permit Required t® Occupy.Buildina Rough Display in a Conspicuous Place on the Premises — Do Not Remove Final No Lathingr Wall a FIRE DEPARTMENT ntil InspectsUd and Approvedthe Building Inspector. Burner Street No. Smoke Det. AIM MW FDH Engineering,Inc.,6521 Meridien Drive Raleigh,NC 27616,Ph.919.755.1012 Structural Analysis for SBA Network Services, Inc. 152'Guyed Tower SBA Site Name: North Andover SBA Site ID: MA01085-A-13 AT&T Site ID: MA3349 FDH Project Number 15BHDP1400 Analysis Results Tower Components 102.6% Sufficient Foundation 103.7% Sufficient Prepared By: Reviewed By: /Z r r' David D.Vaughan, EI Dennis D.Abel,PE Project Engineer Director of Structural Engineering MA PE License No.45976 FDH Engineering, Inc. o qss 6521 Meridien Drive Raleigh, NC 27616 a ABEL m (919)755-1012 STRUCTURAL y info@fdh-inc.com q N0145976 Q 090 /STEL , ass/ONAL ZO 137March 30,2015 03'3Q' Prepared pursuant to ANSI/TIA-222-G Structural Standard for Antenna Supporting Structures and Antennas and the 2009 International Building Code(2009 IBC) Document No.ENG-RPT-503S —�P�A � H �4 ��J� `�LL�� �c�Revision Date:07105/11 � Structural Analysis Report SBA Network Services,Inc. SBA Site ID:MA01085-A-13 March 30 2015 TABLE OF CONTENTS EXECUTIVESUMMARY............................................................................................................................................................3 Conclusions............................................................................................................................................................................3 Recommendations.................................................................................................................................................................3 APPURTENANCELISTING.......................................................................................................................................................4 RESULTS...................................................................................................................................................................................5 GENERALCOMMENTS............................................................................................................................................................8 LIMITATIONS.............................................................................................................................................................................8 APPENDIX.................................................................................................................................................................................9 Document No.ENG-RPT-503S �.��.�._➢ —Revision Date:06117/11 2 Structural Analysis Report SBA Network Services,Inc. SBA Site ID:MA01085-A-13 March 30 2015 EXECUTIVE SUMMARY At the request of SBA Network Services, Inc., FDH Engineering, Inc. performed a structural analysis of the existing guyed tower located in North Andover, MA to determine whether the tower is structurally adequate to support both the existing and proposed loads pursuant to the Structural Standard for Antenna Supporting Structures and Antennas, ANSIITIA-222-G and the 2009 IBC. Information pertaining to the existing/proposed antenna loading, current tower geometry, member sizes, geotechnical data, and foundation dimensions was obtained from: ❑ URS Greiner(Job No.0535525.03)Existing Tower Elevation and Layout dated October 7, 1998 ❑ FDH Engineering, Inc.(Project No.04-0333E)Dispersive Wave Propagation Testing of an Existing Tower Foundation dated April 14,2004 ❑ Geotechnologies,Inc.(Project No. 1-04-0498-EA)Report of Subsurface Investigation dated April 23,2004 ❑ Sterling Engineering(Project No.061-575)tower reinforcement drawings dated May 25,2004 ❑ Sterling Engineering(Project No.061-697)Structural Analysis Report dated February 17,2005 ❑ FDH, Inc.(Project No. 10-04106T T3)Anchor Mapping Report dated November 24,2010 ❑ FDH Engineering, Inc.(Project No. 11-05129E S2)Modification Drawings for a 152'Guyed Tower dated January 23, 2012 ❑ FDH Engineering, Inc.(Project No. 11-05129E S2)Post Construction Inspection Report dated April 10,2012 ❑ FDH, Inc.(Job No. 146DX81700)TIA Inspection Report dated January 16,2015 ❑ FDH Engineering Inc. (Project No. 146D901400) Modification Drawings for a 152' Guyed Tower dated September 19,2014 ❑ FDH, Inc.(Job No. 146DX81700)Modification Inspection Report dated January 16,2015 ❑ SBA Network Services, Inc. The basic design wind speed per the ANSIITIA-222-G standard and the 2009 IBC is 110 mph without ice and 40 mph with 1"radial ice. Ice is considered to increase in thickness with height. Furthermore,this structure was analyzed as a Class II structure,with a topographical factor of 1,and Spectral Response Accelerations of Ss=0.324 and Si =0.074. The structure is located in a transition zone between Exposure Categories B and C and,as such,the value of Kz has been corrected using the method as defined in ASCE 7-05 Section C6.5.6.6. Per Section 2.7.3 of the ANSYTIA-222-G standard, the seismic/earthquake loading effects can be ignored if 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 existing and proposed antennas from New Cingular in place at 120 ft the tower meets the requirements of the ANSI/TIA- 222-G standard and the 2009 IBC provided the recommendations listed below are satisfied. Furthermore, provided the foundations were modified per Sterling Engineering's modification drawings (see Sterling Project No. 061-575) and FDH Engineering, Inc. modification drawings (see FDH Project No. 11-05129E S2 and Project No. 146D901400), and utilizing the existing soil parameters (see GI Project No. 1-04-0498-EA), the foundations should have the necessary capacity to support the existing and proposed loading. 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 Engineering, Inc. is accurate(i.e.,the steel data, 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 ANSIITIA-222-G standard and the 2009 IBC are met with the existing and proposed loading in place,we have the following recommendations: 1. Feedlines should be installed as shown in Figure 1 in the Appendix. 2. All AT&T proposed and existing apparatus to be installed on the mounts behind the panels. 3. RRU/RRH Stipulation: The equipment may be installed in any arrangement as determined by the client. Document No.ENG-RPT-503S Revision Date:06/17/11 3 Structural Analysis Report SBA Network Services,Inc. SBA Site ID:MAO1085-A-13 March 30 2015 APPURTENANCE LISTING The proposed and existing antennas with their corresponding cables/coax lines are shown in Table 1. If the actual layout determined in the field deviates from the layout,FDH Engineering,Inc.should be contacted to perform a revised analysis. Table 1 -Appurtenance Loading Existing Loading: (1)Andrew P2F-52-NXA 7(1)Andrew VHLP800-1 I-DWI 145.51)AndrewVHLP2-11-DWI (1)12"x 6"2"ODU (4)1/2 (3)12'T-Frames 3 7"O x 4.5"OD (3)7/8" 71earwire2142 (3)Argus LLPX31 OR (3)1/4" 142 3 Samsung RRH2WBO 3 2 12"X 12"X 7"Junction Boxes 2 2'Standoffs 133 (2)RFS APXVSPP18 (1)Powerwave P40-16-XLPP-RR-A 130.4 (3)RFS APXVTM I 4-C-120 (3)Alcatel Lucent TD-RRH8x20-25 (1)5/8"Fiber (3)Alcatel Lucent 2500 MHz RRHs (4)1-1/4"Hybrid Sprint 132 (3)11'T-Frames (3)Alcatel Lucent 1900 MHz RRHs 130 (3)Alcatel Lucent 800 MHz RRHs (3)Alcatel Lucent 800 MHz Filters 4 RFS 4"x 2"x 3.5"RETs (6)Kathrein 800-10121 (3)Kathrein 800-10766 (3)CSS DUO1417-868-00 (12)1-5/8" 122 (12)Powerwave LGP21401 (2)3/4"DC New 121 (3)12'T-Frames (6)Ericsson RRUS11 (1)7/16"Fiber Cingular (1)Raycap DC6-48-60-18-8F (1)PCTEL TMG-HR-26N 12 Kathrein 86010025 (6)Commscope LNX-6514DS (6)Commscope SBHH-ID6516DS 112 (3)Alcatel Lucent RRH2x60 (12)1-5/8" Verizon 112 (3)12'Sector Frames (3)Alcatel Lucent 9442 RRH (3)Alcatel Lucent PCS B25 RRH4x30 3 RFS DB-B1-6C-12AB-OZ 107.5 PD1187 (1)1-1/4" Arch 100 (1)Standoff 47 5'Sat Dish (1)1/4" 47 (1)2'Standoff 1.Feedlines installed as shown in Figure 1 in the Appendix. 2.Clearwire has(3)7/8"and(3)1/4"coax install inside(2)2.3"conduits. Proposed Carrier Final Loading: (3)Kathrein 800-10121 (3)Kathrein 800-10766 (3)CCI Antenas HPA-65R-BUU-H8 (12)1-5/8" 120 (6)Powerwave LGP21401 .(2)7/16" New 121 (3)12'T-Frames (6)Ericsson RRUS 11 (4)314' Cingular (3)Ericsson RRUS-32 (2)Raycap DC6-48-60-18-8F 6 Kathrein 860-10025 Document No.ENG-RPT-503S � - � � )� y Revision Date:06/17/11 4 Structural Analysis Report SBA Network Services,Inc. SBA Site ID:MA01085-A-13 March 30 2015 RESULTS The following yield strength of steel for individual members was used for analysis: Table 2-Material Stren th r! 71Bracing 50 ksi 36 ksi Table 3 displays the summary of the ratio(as a percentage)of force in the member to their capacities. Values greater than 100% indicate locations where the maximum force in the member exceeds its capacity. Note: Capacities up to 105% are considered acceptable. Table 4 displays the maximum foundation reactions. Table 5 displays the maximum antenna rotations at service wind speeds(dishes only). If the assumptions outlined in this report differ from actual field conditions, FDH Engineering, Inc. should be contacted to perform a revised analysis. Furthermore, as no information pertaining to the allowable twist and sway requirements for the existing or proposed appurtenances was provided, deflection and rotation were not taken into consideration when performing this analysis. See the Appendix for detailed modeling information. Table 3-Summary of Working Percenta a of Structural Components T1 152-146 Leg P2.5x.276 GR 16.5 Pass T2 146-143.417 Leg P2x0.30 GR 22.3 Pass T3 143.417-141 Leg P2x0.30 GR 29.1 Pass T4 141-136 Leg P2x0.30 GR 49.3 Pass T5 136-126 Leg P2OM GR 73.5 Pass T6 126-116 Leg P2x0.30 GR 82.1 Pass T7 116-111 Leg P2x0.30 GR 79.6 Pass T8 111-108.5 Leg P2x0.30 GR 70.7 Pass T9 108.5-106 Leg P2x0.30 GR 61.3 Pass T10 106-103.417 Leg P2x0.30 GR 57.8 Pass T11 103.417-101 Leg P2x0.30 GR 45.0 Pass T12 101-98.5833 Leg P2x0.30 GR 43.8 Pass T13 98.5833-96 Leg P2x0.30 GR 45.1 Pass T14 96-90 Leg P2.5x.276 GR 50.3 Pass T15 90-80 Leg P2x0.30 GR 64.3 Pass T16 80-70 Leg P2x0.30 GR 65.1 Pass T17 70-60 Leg P20.30 GR 66.8 Pass T18 60-50 Leg P2OM GR 69.3 Pass T19 50-40 Leg P2x0.30 GR 77.8 Pass T20 40-30 Leg P2x0.30 GR 78.8 Pass T21 30-20 Leg P20.30 GR 80.3 Pass T22 20-10 Leg P2x0.30 GR 82.4 Pass T23 10-0 Leg P2x0.30 GR 84.9 Pass T1 152-146 Diagonal L21/2x21/2x7/16 2.1 Pass T2 146-143.417 Diagonal L2x2xl/4 59.6 Pass 81.1 b T3 143.417-141Diagonal L13/4xl 3/43/16 75.8 Pass 102.6 b T4 141-136 Diagonal L1 3/403143/16 71.1 Pass 95.0 b T5 136-126 Diagonal L13/4x1314x3M6 70.4 Pass Document No.ENG-RPT-5035 Revision Date:06/17/11 5 Structural Analysis Report SBA Network Services,Inc. SBA Site ID:MA01085-A-13 March 30 2015 95.7 b T6 7126-116 Diagonal L1 3/40 3/43/16 36.2 Pass 43.3 b T7 116-111 Diagonal L1 3/413/4 43.4 Pass 54.7 b T8 111-108.5 Diagonal L1 3/40 3/4x3/16 74.6 Pass 95.5 b T9 108.5-106 Diagonal L2x2x3/16 61.9 Pass 90.9 b T10 106-103.417 Diagonal L2x2x3/16 67.3 Pass 96.6 b T11 103.417-101 Diagonal L2x2x3/16 63.7 Pass 90.9 b T12 101 -98.5833 Diagonal L2x2xl/4 53.2 Pass 69.7 b T13 98.5833-96 Diagonal LWO/4 57.9 Pass 77.6 b T14 96-90 Diagonal L21/2x21/2x7/16 15.3 Pass 83.7 b T15 90-80 Diagonal Ll 3/41 3/43/16 39.5 Pass 44.8 b T16 80-70 Diagonal L1 3/41 3/43/16 28.2 Pass T17 70-60 Diagonal L1 3/41 3/4x3/16 18.2 Pass T18 60-50 Diagonal L1 3/4x13/4x3/16 30.7 Pass T19 50-40 Diagonal Ll 3/41 3/43/16 39.8 Pass T20 40-30 Diagonal L1 3/40 3/43/16 27.0 Pass T21 30-20 Diagonal L1 3/41 3/4x3/16 17.6 Pass T22 20-10 Diagonal Ll 314x1 3/43/16 18.4 Pass T23 10-0 Diagonal Ll 3/41 3/4x3/16 24.0 Pass 27.7 b T1 152-146 Horizontal L31/2x4x7/16 0.7 Pass T4 141-136 Horizontal P2x.218 1.7 Pass T5 136-126 Horizontal P2x.218 2.5 Pass T6 126-116 Horizontal P2x.218 3.9 Pass T7 116-111 Horizontal P2x.218 2.8 Pass T8 111-108.5 Horizontal P2x.218 3.1 Pass T9 108.5-106 Horizontal P2x.218 2.4 Pass T11 103.417-101 Horizontal P2x.218 2.0 Pass T12 101 -98.5833 Horizontal P2x.218 1.6 Pass T13 98.5833-96 Horizontal P2x.218 1.6 Pass T14 96-90 Horizontal L31/2x4x7/16 10.7 Pass T15 90-80 Horizontal P2x.218 2.2 Pass T16 80-70 Horizontal P2x.218 2.3 Pass T17 70-60 Horizontal P2x.218 2.3 Pass T18 60-50 Horizontal P2x.218 2.4 Pass T19 50-40 Horizontal P2x.218 2.7 Pass T20 40-30 Horizontal P2x.218 2.7 Pass T21 30-20 Horizontal P2x.218 2.8 Pass T22 20-10 Horizontal P2x.218 2.9 Pass T23 10-0 Horizontal P2x.218 2.9 Pass T1 152-146 Top Girt L31/2x4x7/16 4.9 Pass T2 146-143.417 Top Girt P2x.218 9.0 Pass T3 143.417-141 Top Girt P2x.218 2.6 Pass T5 136-126 Top Girt P2x.218 4.1 Pass T6 126-116 Top Girt P2x.218 1.9 Pass T7 116-111 Top Girt P2x.218 1.5 Pass Document No.ENG-RPT-503S ^. Revision Date:06/17/11 6 Structural Analysis Report SBA Network Services,Inc. SBA Site ID:MA01085-A-13 March 30 2015 T10 106-103.417 Top Girt P2x.218 5.1 Pass T14 96-90 Top Girt L31/2x4x7/16 5.1 Pass T15 90-80 Top Girt P2x.218 3.9 Pass T16 80-70 Top Girt P2x.218 1.8 Pass T17 70-60 Top Girt P2x.218 1.0 Pass T18 60-50 Top Girt P2x.218 1.6 Pass T19 50-40 Top Girt P2x.218 2.3 Pass T20 40-30 Top Girt P2x.218 3.0 Pass T21 30-20 Top Girt P2x.218 1.1 Pass T22 20-10 Top Girt P2x.218 1.1 Pass T23 10-0 Top Girt P2x.218 1.2 Pass T1 152-146 Bottom Girt L31/2x4x7/16 9.5 Pass T4 141-136 Bottom Girt P2x.218 4.1 Pass T5 136-126 Bottom Girt P2x.218 2.3 Pass T6 126-116 Bottom Girt P2x.218 1.6 Pass T9 108.5-106 Bottom Girt P2x.218 4.7 Pass T13 98.5833-96 Bottom Girt P2x.218 25.7 Pass T14 96-90 Bottom Girt L31/2x4x7/16 10.8 Pass T15 90-80 Bottom Girt P2x.218 1.6 Pass T16 80-70 Bottom Girt P2x.218 1.0 Pass T17 70-60 Bottom Girt P2x.218 1.0 Pass T18 60-50 Bottom Girt P2x.218 1.5 Pass T19 50-40 Bottom Girt P2x.218 7.1 Pass T20 40-30 Bottom Girt P2x.218 1.4 Pass T21 30-20 Bottom Girt P2x.218 1.1 Pass T22 20-10 Bottom Girt P2x.218 1.2 Pass T23 10-0 Bottom Girt P2x.218 6.6 Pass T1 152-146 Guy A@151.5 61.185 de 3/4 41.5 Pass T13 98.5833-96 Guy A@96.1667 61.718 de 3/4 50.9 Pass T19 50-40 Guy A 40.1667 1/2 35.1 Pass T1 152-146 Guy B@151.5 61.185 de 3/4 41.5 Pass T13 98.5833-96 Guy B@96.1667 61.718 de 3/4 51.1 Pass T19 50-40 Guy B@40.1667 1/2 35.2 Pass T1 152-146 Guy C@151.5 61.185 de 3/4 41.7 Pass T13 98.5833-96 Guy C@96.1667 61.718 de 3/4 51.1 Pass T19 50-40 Guy C@40.1667 1/2 35.2 Pass T1 152-146 Torque Arm Top@151.5 L3x3xl/4 28.5 Pass 53.8 b T13 98.5833-96 Torque Arm Top@96.1667 LUM/4 43.4 Pass 81.8 b T1 152-146 Torque Arm Boftom 151.5 L3x3xl/4 94.0 Pass T13 98.5833-96 Torque Arm Bottom 96.1667 L3x3xl/4 101.2 Pass Table 4-Maximum Base Reactions • • • MEW . • Tower Base 2 k 107 k 45 k ft 40 k 274 k 111 k-ft Inner Anchor"' 31 k 28k - - - -- Outer Anchor 18 k 20 k. - 28 k 28 k - Current analysis reactions are within an allowable factor of 1.35 when original design reactions are based on an allowable.stress design per ANSUTIA-222-G.. '*Modification design capacities determined by Sterling Engineering and Design Group,Ltd.(Report No.061-697)Structural Analysis Report dated February 17,2005. '**Inner Anchor determined adequate per independent analysis, Document"No.ENG-RPT-503S � � � Revision Date:06/17111 7 Structural Analysis Report SBA Network Services,Inc. SBA Site ID:MA01085-A-13 March 30 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 Engineering, Inc. 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 additional/updated 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 Engineering,Inc. Document No.ENG-RPT-503S 1C � � Revision Date:06f17111 8 Structural Analysis Report SBA Network Services,Inc. SBA Site ID:MA01085-A-13 March 30 2015 APPENDIX Document No.ENG-RPT-503S Revision Date.06/17/11 m 9 Structural Analysis Report SBA Network Services,Inc. SBA Site ID:MA01085-A-13 March 30 2015 (3)118"EXISTING FEEDLINES (3)7/8"EXISTING FEEDLINES A LEG(32°) WITHIN(2)Z'EXISTING FLEX CONDUITS (9)1-5/8"FUTURE FEEDLINES (4) 1/2"EXISTING FEED LINES (3)1-5/8"EXISTING FIBER CABLES FOR CLEARWIRE TO 14Z $ QQO FOR VERIZON TO 112' CLIMBING LADDER W/ OQQ SAFETY CABLE 00 0 0 ° (1)EXISTING FIBER CABLE (2)EXISTING DC POWER CABLES (4)EXISTING HYBRID CABLES WITHIN(1)3"EXISTING CONDUIT (1)5/8"EXISTING FEED LINES �o PROPOSED FIBER CABLE FOR SPRINT TO 132' 0 '° (2)PROPOSED DC POWER CABLES D ° WITHIN(1)3"PROPOSED CONDUIT FOR NEW CINGULAR TO 121' (12)1-5/8"EXISTING FEEDLINES O -EXISTING FOR NEW CINGULAR TO 121' 0 -PROPOSED @ -FUTURE Figure 1.Coax Layout Document No.ENG-RPT-503S � .,� __- � F � Revision Date:06/17/11 10 152.0 it - N � N 146.0 it 9U w ¢ ¢ 143.4 ft ?� z z 141.0 ft 2a a T Z 136.0 ft ` =85.00 ft � N m ON � / IL 126.0 ft m a R-145.00 -145.001t o a a PLAN ci a 116.0 ft F Z n1.on SYMBOL LIST e Q tos.5n MARK SIZE MARK SIZE e N z w x 1o6.0n A P2.5x.276(GR) E P2x.218 W ` ^ 103.4 ft B L2 1/2x2 1/227/16 F N.A. Z m .* 101.0 ft C L2x2d/4 G 1@ 2.5 D L31/2x4x7/16 H 1@ 2.33333 U Z % 96.6 ft W a m 96'0n MATERIAL STRENGTH a m o 0 0 o / Fy GRADE Fy I Fu GRADE Fy Fu 90.0 it \ A572-50 50 ksi 65 ksi A36 36 ksi 158 ksi �s TOWER DESIGN NOTES 1. Tower is located in ssex County,Massachusetts. 60.0 it �0 2. Tower designed for posure B to the TIA-222-G Standard. 3. Tower designed for a 10 mph basic wind in accordance with the TIA-222-G Standard. ' 4. Tower is also designed r a 40 mph basic wind with 1.00 in ice.Ice is considered to Q increase in thickness with eight. Q 5. Deflections are based upo a 60 mph wind. 70.0 it ` 6. Tower Structure Class II. i 7. Topographic Category 1 with est Height of 0.00 ft ' 8. Grouted pipe fc is 8 ksi 9. TOWER RATING:102.6% I 60.0 n Ia ALL REACTIONS - ARE FACTORED 50.0 ft MAX.CORNER REACTIONS AT BASE. ' DOWN: 73K O N R ` SHEAR: 5K N N a a m 40.0 ft ` UPLIFT., 0 K SHEAR: 0 K p \ AXIAL 214 K 30.0 ft SHEAR MOMENT i 0 K 6 kip-ft , 20.0 n TORQUE 0 kip-ff I ' 40 mph WIND-1.0000 in ICE\ AXIAL p _ 107 K 1o.on SHEARMOMENT 2 K 45 kip-ft 4K 9K TORQUE 0 kip-ft I 1 0.0 n REACTIONS-110 mph WIND 10 i E R=145.00 ft v w m U .. Y R=85.00 ft o t7 o o tJ E r3 c° L m N m m a in F m =° ii # 3 ALL REACTIONS ARE FACTORED FDH Engineering,Inc. North Andover,MA01085-A-13 ®► 6521 Meridien Drive,Suite 107 Pfui-1:158HDP1400 Raleigh, North Carolina 27616 client:SBA Network Services,Inc. Dawn by:DVaughan APFd' Tower Analysis Phone:919-755-1012 Code' TIA-222-G Date:03/30/15 Scale' NTS FAX:919-755-1031 Path: Dwg No.E-1 152.0 ft N � ¢ m O O N 146.0 k m� C O in Lu Q d 143.4 ft', n 'i P z z 141.0 ft Z 136.0 ft \ �p -85.00 ft r a a Ca) 12B ft' v N N R=145.66 -145.06 ft m a a PLAN lu 0 116.0 k F Z 111.0ft DESIGNED APPURTENANCE LOADING e d 106.5k 111 TYPE ELEVATION TYPE ELEVATION `r° Z w = 106.0 ft Lightning Rod 154.6 HPA-65R-BUU-H8 w/Mount Pipe 121 w u 103.4 ft -+ 12"x 6"x TOW 142 HPA-65R-BUU-H8 w/Mount Pipe 121 7"dia x 4.5.ODU 142 HPA-65R-BUU-H8 w/Mount Pipe 121 101.0 ft _. (2)7'dia x 4.5"ODU 142 (2)LGP21401 TMA 121 O Z n @ 98.6 ft LLPX31OR w/Mount Pipe 142 (2)LGP21401 TMA 121 w a 96 0 k \ LLPX31OR w/Mount Pipe 142 (2)LGP21401 TMA 121 LLPX31OR w/Mount Pipe 142 (2)RRUS 11 121 ? ¢ m O O O N \ RRH2WBO 142 (2)RRUS 11 121 90.0 k yd' RRH2WBO 142 (2)RRUS 11 121 <n� RRH2WBO 142 RRUS-32 121 \ o+0 12"x 12"x 7"Junction Box 142 RRUS-32 121 °s 12"x 12"x 7"Junction Box 142 RRUS-32 121 (3)12'T-Frames 142 DC64&60-18-8F 121 �- P2F-52-NXA 142 DC648-60-1&8F 121 80.0 k r e VHLP800-DW 1 142 (2)860 10025 RCU 121 $ VHLP2-11-DWI 142 (2)860 10025 RCU 121 M �'+ _�_ P40-16-XLPP-RR-Awl Mount Pipe 132 (2)860 10025 RCU 121 a , APXVTMI4-0-120 w/Mount Pipe 132 (3)12'T-Frames 121 -�- APXVTMI4-C-120 w/Mount Pipe 132 80010121 w/Mount Pipe 121 70.0 k APXVTM 14-C-120 w/Mount Pipe 132 800 10121 w/Mount Pipe 121 TD-RRHBx20-25 132 (2)LNX-6.514DS wl Mount Pipe 112 TD-RRH8x20425 132 (2)SBHH-1D6516DS wl Mount Pipe 112 TD-RRH8x20-25 132 (2)SBHH-ID6516DS wl Mount Pipe 112 '.. -_ 1900 MHz RRH 132 (2)SBHH-ID65160S w/Mount Pipe 112 600 k 1900 MHz RRH 132 RRH2x60 112 1900 MHz RRH 132 RRH260 112 ALL REACTIONS 800 MHz RRH 132 RRH2x60 112 ARE FACTORED 800 MHz RRH 132 9442 RRH 112 800 MHz RRH 132 9442 RRH 112 50.0 k MAX.CORNER REAL 800 MHz Filter 132 9442 RRH 112 ¢ m DOWN: 73 K 800 MHz Filler 132 PCs B25 RRH4X30 112 t9 ? ro ro m 800 MHz Filter 132 PCs B25 RRH4X30 112 a SHEAR: 5 K m m (2)ACU-A20-N RET 132 PCS B25 RRH030 112 a " o UPLIFT. 0 K ACU-A20-N RET 132 B25 RRH4X30 112 40.0 ft ACU-A20-N RET 132 825 RRH4X30 112 SHEAR: 0 K (2)4'x 2"x 3.5 RETS 132 DB-61-6C 12A6-02 112 - 4'x 2'x 3.5"RETS 132 D&Bt-6G-12AB-0Z 112 -- AXIAL 4"x 2"x 3.5•RETS 132 DB-B1-6C-12AB-0Z 112 214 K (3)T-Frames 132 (3)Sector Mounts 112 30.0 ft APXVSPP18 w/Mount Pipe 132 (2)LNX-6514DS w/Mount Pipe 112 '.. SHEAR MOMENT APXVSPPI8 w/Mount Pipe 132 (2)LNX-6514DS wl Mount Pipe 112 0 K 6 kip-ft 80010121 w/Mount Pipe 121 16 Omni 100 80010766 w/Mount Pipe 121 Torque Arm Platform 96 80010766 w/Mount Pipe 121 7 Standoff 47 20.0 ft TORQUE 0 kip-ft 80010766 w/Mount Pipe 121 16 Sat Dish 46 40 mph WIND-1.0000 in ICE AXIAL SYMBOL LIST 107 K MARK SIZE MARK SIZE A P2.5x.276(GR) E P2x.218 10.0k SHEAR MOMEN B LZI/2x217D0n6 F NA2 K 45 kip-ft c LWAM G 1@ 2.5 D L3 112x4x7/16 H 1 @ 2.33333 TORQUE 0 kip-ft MATERIAL STRENGTH 0.0 ft REACTIONS-110 mph WIND GRADE Fy Fu I GRADE I Fy Fu m - I A572-50 150 ksi 165 ksi IA36 136 ksi 58.ksi 12 m _ y0 ev`4 - R=85.00ft n TOWER DESIGN NOTES N J o o io m = LL u 3 1. Tower is IWLqWd"(gWjWL4WgftEWassachusetts. 2. Tower designed for Exposure B to the TIA-222-G Standard. 3. Tower designed for a 110 mph basic wind in accordance with the TIA-222-G Standard. A. T------ ----- - ------'- -..- -- --- FDH Engineering,Inc. "North Andover,MA01085-A-13 - 6521 Meridien Drive,Suite 107 Pfefad`15BHDP1400 Raleigh, North Carolina 27616 client SBA Network Services,Inc. Drawn by:DVaughan 40: Tower Analysis Phone:919-755A012 cede' TIA-222-G Date:03/30/15 stele: NTS FAX:919-755-1031 Path: Dwg No.E-1 Initial Construction Control Document To be submitted with the building permit application by a o Registered Design Professional a 7 for work per the 8h edition of the spa Massachusetts State Building Code, 780 CMR, Section 107 a Project Number:MA3349 Project Title:North Andover Mill Hills Date: April 24,2015 Property Address: 300 Chestnut Street.North Andover, MA 01845 Project: Check(x) one or both as applicable: New construction X Existing Construction Project description:AT&T Wireless (New Cingular Wireless)Telecommunications site installation. Install new Antenna and radio heads on existing tower. I Daniel P.Hamm, MA Registration Number: 40720 Expiration date: 6/30/16 ,am a registered design professional, and I have prepared or directly supervised the preparation of all design plans,computations and specifications concerningt: Architectural Structural Mechanical Fire Protection Electrical X Other:Entire Project for the above named project and that to the best of my knowledge, information, and belief such plans,computations and specifications meet the applicable provisions of the Massachusetts State Building Code,(780 CMR),and accepted engineering practices for the proposed project. I understand and agree that I(or my designee)shall perform the necessary professional services and be present on the construction site on a regular and periodic basis to: 1. Review, for conformance to this code and the design concept,shop drawings, samples and other submittals by the contractor in accordance with the requirements of the construction documents. 2. Perform the duties for registered design professionals in 780 CMR Chapter 17,as applicable. 3. Be present at intervals appropriate to the stage of construction to become generally familiar with the progress and quality of the work and to determine if the work is being performed in a manner consistent with the approved construction documents and this code. Nothing in this document relieves the contractor of its responsibility regarding the provisions of 780 CMR 107. When required by the building official,I shall submit field/progress reports(see item 3.) together with pertinent comments,in a form acceptable to the building official. Upon completion of the work,I shall submit to the buildi cial a`Final Construction Control Document'. HOFi cy Enter in the space to the right a"wet"or D 1 electronic signature and seal: o Phone number: (978)557-5553 Email: info l;rouhllc.com Hudson Design Group,LLC 1600 Osgood Lndg,Bldg 20N, Suite 3090 North Andover,MA 01845 Building Official Use Only Building Official Name: Permit No.: Date: Note 1.Indicate with an`x'project design plans,computations and specifications that you prepared or directly supervised.If`other'is chosen, provide a description. Version 06 l 1 2013 z a � ey a w r The Commonwealth of/Massachusetts ---_._.-._.....__.. Yom_.._.....-_.._,._.... 1)epczrlfnentfndl. .st�ztzl�ccter _._..__..______.....__-_...._._.---_____._..---. µ Office of Investigations 1 Congress Street,Suite 100 / .Roston, IMSA 02114-•2017 R www.tnassgov/dia Workers' Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers AlpDlicant Information Please Print Legibly Site Acquisitions,Inc.d/b/a SAI Communications Name(Business/fhganiza#lon/Indivitival):_ -� Address:27 Northwestern Drive City/State/Zip: Salem, NH 03079 Phone#:603.421.0470 Are you an employer?Check the appropriate box: Type of project(required): 1,21 1 am a employer with 138 4, M I am a general contractor and I employees(full and/or part-time).* have hired the sub-contractons 6. ❑ New construction 2.❑ 1 am a sole proprietor or partner- listed on the attached sheet. 7. ❑ Remodeling ship and have no employees "these sub-contractors have & [j Demolition working for me in any capacity. employees and have workers' 9. [] Building addition [No workers' comp. insurancecomp. insuranee.t required.] 5. E] We are a corporation and its 10.0 Electrical repairs or additions 3.❑ I am a homeowner doing all work officers have exercised their 11.❑ Plumbing repairs or additions myself. [No workers' comp. right of exemption per MGL 12 []Roof repairs insurance required.] t c. 152, §1(4),and we have no employees. [No workers' 13.R Other Telecommunications 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 submit a new affidavit indicating such. +Contractors that check this box must attached art 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 am an employer that Is providing workers'compensation insurance for my employees. Below is the policy and job site information Insurance Company Name:_AIG/Commerce& Industry Ins.Co. Policy#or Self-ins.Lie.#:WC 62715523 Expiration Date:8/1/2015 300 Chestnut Street N.Andover,MA 01845 Job Site Address:_, City/State/Zip: 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 MGI,c. 152 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 it 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 coverage verification. I do hereby cert?fy and ains andpenalties ofperjury that the in mmation provided above is true and correct. A .... . .. �. _--: ._. . . .. Date:F.. .....Pril28 ,2015 Phone#: Official use only. Do not write in this 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.Electrical Inspector 5.Plumbing Inspector 6.Other Contact Person: Phone#: l ® CERTIFICATE OF LIABILITY INSURANCE DATE(MM/DD/YYYY) ACORN 4/28/2015 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(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 NAME: USI Insurance Services LLC PHC"Ne Ext:855-874-0123 FAX No 3 Executive Park Drive,Suite 300 E-MAIL Bedford NH 03110-0406 ADDRESS: INSURERS AFFORDING COVERAGE NAIC# INSURERA:Libeft Surplus Insurance Cor o ati 10725 INSURED SITEACQU 1 INSURER B:Hanover Insurance Company 2292 Site Acquisitions, Inc. INSURERC:Starr Indemnity Liability Company 8 8 dba SAI Communications -INSURER D:Commerce&Industry Insurance Co. 19410 27 Northwestern Drive Salem NH 03079 INSURERE:Hiscox Insurance Company Ltd 10200 INSURER F: COVERAGES CERTIFICATE NUMBER:1501961855 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 ADDLSUBRPOLICY EFF POLICY EXP LTR TYPE OF INSURANCE INSR WVD POLICY NUMBER MM/DD/YYYY MM/DD/YYYY LIMITS A GENERAL LIABILITY 100000327704 /1/2015 /1/2016 EACH OCCURRENCE _ $1,0_0_0_,000 X DAMAGE TO RENTED COMMERCIAL GENERAL LIABILITY PREMISES Ea occurrence $300,000 CLAIMS-MADE X]OCCUR MED EXP(Any one person) $ X BI/PDDed:25,000 PERSONAL&ADV INJURY $1,000,000 GENERAL AGGREGATE $2,000,000 GEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS-COMP/OP AGG $2,000,000 POLICY X PRO- LOC $ B AUTOMOBILE LIABILITY AWV697898704 /1/2015 /1/2016 Ea accident 1 000 000 X ANY AUTO BODILY INJURY(Per person) $ ALL OWNED SCHEDULED BODILY INJURY(Per accident) $ AUTOSAUTOS NON-OWNED PROPERTY DAMAGE X HIRED AUTOS X AUTOS Per accident $ C X UMBRELLA LIAB X OCCUR 1000021452 /1/2015 /1/2016 EACH OCCURRENCE $5,000,000 EXCESS LIAB CLAIMS-MADE AGGREGATE $5,000,000 DED I I RETENTION$ $ D WORKERS COMPENSATION WC62715523 /1/2014 /1/2015 X WCSTATU- OTH- AND EMPLOYERS'LIABILITY YIN T� L SI E ._ 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 yes,describe under DESCRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT $1,000,000 E Professional MPL105991914 /1/2014 /1/2015 $1 MM/$1 MM/$20,000 Ded B Inland Marine IHV707584304 /1/2015 /1/2016 $150,000/$2,000 DESCRIPTION OF OPERATIONS I LOCATIONS/VEHICLES (Attach ACORD 101,Additional Remarks Schedule,if more space is required) '.. This Certificate covers all operations usual and customary to the insured's business. Type of Insurance-Excess Liability/Policy#5227949781 /Company-Crum&Forster Ins Co/ Term 1/1/15-01/01/16/Limit:$5,000,000 Occ/$5,000,000 Agg/Excess of Starr Indemnity Excess Liability Policy. See Attached... CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN Town of North Andover ACCORDANCE WITH THE POLICY PROVISIONS. 1600 Osgood Street NO.Andover/VIA 01845 AUTHORIZED REPRESENTATIVE ©1988-2010 ACORD CORPORATION. All rights reserved. ACORD 25(2010/05) The ACORD name and logo are registered marks of ACORD AGENCY CUSTOMER ID: SITEACQU1 LOC#: A " ADDITIONAL REMARKS SCHEDULE Page 1 of 1 AGENCY NAMED INSURED USI Insurance Services LLC Site Acquisitions, Inc. dba SAI Communications POLICY NUMBER 27 Northwestern Drive Salem NH 03079 CARRIER NAIC CODE EFFECTIVE DATE: ADDITIONAL REMARKS THIS ADDITIONAL REMARKS FORM IS A SCHEDULE TO ACORD FORM, FORM NUMBER: 25 FORM TITLE: CERTIFICATE OF LIABILITY INSURANCE Type of Insurance-Contractors PollutionLiability/Policy#G2710020A002/Company:Ace Insurance Company Term: 1/1/2015-1/1/2016/Limit:$3,000,000 Each Pollution Condition/$3,000,000 General Aggregate/ $5,000 Deductible RE: MA3349-300 Chestnut Street, No.Andover, MA ACORD 101 (2008/01) ©2008 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD