Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Building Permit # 4/1/2016
BUILDING PERMIT TOWN OF NORTH ANDOVER 0 � �� . APPLICATION FOR PLAN E�CAMINATI N Permit NO: �:.� �f' � Date Received � � ��y°P ; Date Issued: IMPORTANTc A licant must corn Tete all items on this a e + r J r„ J , / " r l ! rI 1i l l f r., ..r 1: rG, ✓�✓ /, / r :/ 1/ ✓ .r,, ,r I 1.r,. I :,N f : /f r r � f/e, � r r� � 6 G f.r9 /✓r r sr.. / / r// „/, r „rrr r r,� ,1 �,/ �:./ // ), �l r//o� /ti r1�, ,� 1 ,/ �a„�,/ /F, ✓J . ,,n, ✓ ...r r ��; ��r�„��✓.,^✓? r,r � � �, (, f (r, �f(' r,/Ir. r� fir r"rr � y,ra /ia r�.. „/ ,,;U, r : '� s/,5)i /. /', J ;f�11{4?9'r�/I- ( !' 3 ✓,i;,� /u:4✓.r ,r,/ ',ti� '�/,. .,c / � /✓'. 7 /+ /';f � Fdt mW✓,'' i1. r;' . ,/r. /myr/y�f/a� ��!/ / `�„ � F- Tr - /r r/,6/6r ?/J r 5 iii, 1J fi, /`y/1,,p,,,+�, f f� �, �'l, //r/,.i.r r ,/lsk,ai�'/s/r,.�!, 4,/,'.(rdq'l, %�Y?/ � ,� ✓G1�i)t/ 5rr J� I / �D r 'i r -a. l , d Jm / r l t-,� 7 / r�.✓�`)( r,r. r f. r� J' rfi l '✓, 1 � ✓ n-G a /; l l ' /, r,on r��l �� i o` � ! fi, ,t ar"Y+ ro� 1n �� �: ri,,v�n! �rpr'r�rf,,r /4t f/�i r)S✓i/f//y; r r, /, "li-, ,�, f r,i // , /?li� r°�/Y/�I, ,'�u�wb ✓(�r �?S,�r'✓l1//fJ �l�✓rrc/�i(//I f / r, r; / l r 4+, / I t r a, rfll: �S- or "6, r5 '✓ i F , a/1 ,/ 1 l,r I,✓, r7 fi 1, ) � ! 1, 1 /r, "1 / ✓ r ✓,. ;,6 u7r ,� / ) f l /,,, Ul�, rI ,,� �m, /r'�,n"�!: 1V '.t /(r //{ .,r. /:1/ , ✓r � 5, r� / N1,, G r r, � Y, s✓ 1,-- 7„ rr „ -/ ✓ /, ! / r „1 r, 1, ( r„1, J r ✓/:,:, / r �! P/,l r r r, ✓ J ✓' r � r "D" l , ✓. ,� �P/ ) r/� / /'/, it,..O.r r .,! (/„ ',;n�///�/; �il, ,J>J",/,s;.G;,✓rl���/r.//„ J �N/r!r�NJ�.rrP ��-N,•'J(�7r ,r,'G'rr'-, ,rrr+��11,?„N,� ;/?,a/rF/11r,r/;;r„I,�sM,✓/.,,�tg9' ,./C, „✓e ,r,t9 n ,z,.fF..,�»t ,,,,�i ,,:,, re, ',,,,, `.i TYPE OF IMPROVEMENT PROPOSED USE Residential , Non- Residential ❑ New Building C1 One family ❑Addition ❑ Two or more family ❑ Industrial Alteration No. of units: ❑ Commercial Ll Repair, replacement ❑ Assessory Bldg Others: ❑ Demolition ❑ Other ✓a % 1 `� rV :; N ,r(rpr?vr1/ f'/n�' ,;.% v //r„r° "//, rri fr.:/Y r a, J:,/i✓r:.,U„'G hp1 �/r,„ J /,o;G / rir,,/`lr ✓'G r ':/ ri r 1, ;i•;,, .: v '�/ �rd PG' r. a///�/rl 1//y � f��/ //91/0. r ✓'' r,/.,Jf'Jr / .1 .`j /,M / :/ (, ,.,, �„Ir. '(r rr . Y:s✓ l;' i r,l ri-'� i. ,//// ✓/ L..r: � <.� � r 9;' 'r✓1� ' !, ,'Junr ! r.i, ,G„ ✓r rr.l'. f f /. ,✓ ✓ ,!,I. r U../,r,i::. l J :✓ r '/ 1 r ,r//! .r, S' :,,Il f ✓ r; w l„ / /r f, .11:4 /"✓' 1,}✓v,. r.. ,� f .,t r. a�, lr�, / ✓. 74.. � �, ('�rr, r/, rU r ( .,r✓. n ,I� � ff,- rr farlJ / r -.{.' If, J'r ) r. l �( .//rra/ 1:.: ,l r.rli 31✓/ r//,� 7' 4 ?✓a f,: §r�7,r'/''t oer:J, e,.,,x, r r/ ,r, ✓, y �/ 5 r, ! s,. ..tri, ,,,,,,; ;; ,,; ' M � !. �. r �, r71 N,., rr/G ,/�. / / ,,. �! lrl:�1 r,r ,,, s ,.rl. J „, ✓ I :✓.,i 5, ,5r,/r, lli ,? 'J' r r �,� �r N /,/�/i Ji l///f! r.,G.ri r //I 1, Y...1 /"h` / ;,r / ,.{ 7i'rr"r,.r, J,t,.r ��„�,;r J f,.,/„�j!/Fa�,,;�af,y��l,i�rr/'e,zn,lr�J,�r�>%/,✓f/�,r/Jo� ��l<�l��r �,//ri�l� r„?i,�,Jr t,: iii „;t,,, r,S,r ri ,,,1 N, //1if�rs�!i, 1„r d Identification Please Type or Print Clearly) OWNER: Name: >� ^� Phone: r Address: r/rrs r; /r rrr/mr r/✓/,'i'i+,:., v. ➢.. /G. it r.! r „a ,rJ '/,',. .a ,::; H',' l/ ,',�r l r /? r !i N,./G ';rr, r ;'. „r u',OJr l ' l✓„ ✓. ,G ) r 119 ,,,,i!" /,;,1 H,(9r .'�11 irh„1,.0 /,�:/.,�/r/: �r�:¢.//1'�::,irfJ U'/ll .�. nu,f,"dt,/ ;;',,.U, r,a9i rl„ .,1. ✓ l Or r l ' /' � 1, /.r /r /� ,� ✓,. .J ,,.r / r ✓ � 1, / r. I / r ' t r, ✓ r / , r f rr r , ✓ „ f v , , ri 2 ✓ v G /1✓ r / r �/, / {1 0, r / 17 ,,r, ,� ,ap9/ r , / le, „i" rr, � ,r r /„ r r✓ r /, /7 rrr:: 1 , r ,✓ ,( / ✓ 1 i r/ , r ✓ N �9 l ,/ r /, � , l / / ",6 ,ri l !, </ r ✓f ,/rlr r. 9 r a / /� , � ✓r r r f//r, r r t a ✓/ J ! ✓ � rr �✓, / / 3 r /G !, /,. /'r„ f ,� rr. � /,i^ r i I - ,r. /� rfi 1 , � , r/ ,�r�l/4/., l r l r:,ir)�.r� , �. l r.,✓, /, .,/: ,r „I�r,„lt , ✓ Gr: � ,1,,,+ir 1� ,� , ! el, �/ li,� Jrr �, ,✓,, r, r/ ��, r! �,/l� rl!,/ ,11r l'vJJd, //t 1 /� ,r3/r'.+ ���,hF///t��/J!y��S�i/�,. 9 r1,` rJr(%r:,,,, �r,,�,J.li/,r I. ./�-✓./n r.,r ,�D ,.� €,✓., / t / 'r,,>-� d.r „�,f, r /,/,/0 /,.rr,�. / r ,1 ., �, „✓,/ / r ��yrr h f:r, l,J,,r�i// �� L r:,../ 7� !G t r G)�,.r✓;/�Orh ;.-'.%,��f�n/✓���, / r,/,r, { ! ,; ,rr .r/� r,l ;r,.J lY r ra i rl//,,a /( /r,�„rl ✓'rJ ,.1,//:r /�/a I J / r::/ ''"✓�I✓ �1 s 1tr ,PYi r/:: �" (! fir ,1,. rrl, f ,'l r r /; /n, U /,t✓l, / r v /r/„f„r FrIU //J/r,rr'// r /;,,, , ,,,�, J✓, ;✓ u/ r ,,11✓ /%�:, J' '/� 1 ✓l l,:� // rJ li 0%0/I l;l/ ////.. r r /, , t r, ✓ / 1 ur t,' l l/ /r 1 /r, ✓, ! / � 1 l r o✓�,, { r � r e I /� { , ✓ „f 5, � o,, l t / /� 1 r, r r' /1/ o r r ✓ / r r r. rr rG 0, r r/ �, /r (1 r / a ✓ /✓,J, ,r ! r' rf !G / �, r d.. ✓ /, 1, 1 l �✓ rN l / l / � r /rr/l 1f,.,,N, �..rr �ror ��,,� / .G:P ✓ r.,✓r r 1 r , ( ✓.. 5 6,t",ar, r r 1 r � //// 1 �11 r r✓ � � , n„ r l ,of r 1, �r r // � r r, r.✓ i, � rrr, t o r N,. G /�rr ✓ , r rrr. fir, , >�`',-F lr% � o. � / � n, %�. / ,,{. ..?/ / ,.✓.. f a, D r/ �/i! /lr �, �r��/,/�� / F F I'Y�r 3r�, f/,6r, iY:�llJ /t,r Ml9r'"�1/��l a��l/y�///�l,/„J/ ,� ,i<,,r!✓ ✓�'/�1% /,�Jttb/rr;+✓1,/1f,.lr,rli (.! I� �/ �% �. ill/ / J�, ,. :� „"�'.rt/l ,%r1 ✓�.rG„ 1, r� ��d:l.%�t �, „/✓hr ,.�,/,/.P r,, l�,/✓ oi'l�,r 1,,, I/r r,U/d rrr/ /✓/ 1/. l� /�/,,,./1/" / / ✓//:: ( . ;✓ o i�, .,y arD,1� ,r :.".:✓/.r ' r,;/+//,.) ',,,.,1 Fr.•,', :. iro,- /C-'v',.l'-' /r9 �,/ r ,,,, /6 /. l/ ,,cl;,r/' ,.,, ,.J/f0 Ur;;. r ,:,, , ? .,�f, l ,',Ni✓, ,3C, o>! r / r /i//r✓ 4;u :✓r //. ;r fj.,,/ ;^✓, IG,.a�l /I/ F" r, r g/,,. ,,;!/ r..rY,4f ,//,i .{ rv,.,r/ a/ ,r i�, .at/ r, v-/'r .✓ //: y, /l/ r/.M; r ,i4,t, Orly I i,r ,/. u y r. ✓ s. / n4 /�r /y 1G✓ /, r,,.. '). ,) ,✓ 4lr/- 1 rr, /, ,. ,r /, l �„' r s r n r., „rr 1,., u/ / ,r..r. ,r , „/ , / r / D 1, l 1 r9 r r5,. ✓ �, � fl,,,, / � ✓ rr/, 9 / l r, r/ / < (/, /:✓ a. rA,. // ( l ? Jr'< ,, 1 I r „lrr r .r < ai 5 n r 1 / / // 1 f t,, l/, rG ✓�,Hr Nt/ n r, l ( 1,, / ,�1, ✓ r r / r/I / r ��,,, ><G /� ( r.✓i� R� , 1, / /1 . >� / /' / 6 ✓„ „rr ,r 1 � r r�r� ,D f 1. !r M/15i✓.,r, r c, ✓� U. ./� 9.r,,.:..r r , r S n✓! , O r� ✓r�� r' � a l G r(l/r,l a t,,,L, / Grh / I, � r✓'� / 0 4 ,f,� t / 1 � ✓ G` f F, / fr ✓/ ✓ /� ✓, a l �� J ,r rr J ,r 9 � 0 �� � r l ,r -/ r r, ,l. f I / ,, 7 ,,,:,/r ,:,�.,r ,.,l: / ✓ .. / /, ✓� �r� ,r /! r,�r r a, t., �,r r//lr /,�: ✓a,,,u, nr.i, r� J/ / r^� , N r�: r ✓ r ,: J � 0 l,l, l ✓r r r r r r. ✓- 1 ,� / 1, r yr J, r 3 !r i.. 1 )r n/ 1.9,J w 1 r r r, � i / ✓ ,, t N r a { � � G � F,- „✓ a ✓ r ✓ l � ''r / r�, ar. :,r ,✓,r ( Yf%F �o r, l h n / i„r,i/:, rrr //ri r' � 1,, ,,r/, ,( c 1 r / i, �,, � ✓e ,r„ ✓„ :, ,,,/,,/�iI r ".'' ,,,✓1 r tG � � / /,r // r /: „/ .s. / { .rJ.d„ !N, r,r,. i „ ar, ,. ,.,..,:, , ,� .. b , l , f��/� / r /r,: r ,r r// rP� r ,✓r,f �� l ro f 'r':l✓' / , r r..r n r 1 r / 1. //. /. , dnl ( ,,,. r,,, /l , r. ,rY /„✓. r.r. r� r... ,1 ",,.., ! r�r i l / / r / ✓ ✓ rJ i k, :r. ✓ /14� ., „r r /� -rr, J/ , 1 /. ./ r .r / / ffr '..r. 'f -Li-. ...,,. /�`N�/�i/✓?��/r��r /2✓,0�r r�':,�'�:'M'����/ /P��tG�r,G',� ,f,.,.,/.,r,J,,, ��,.,,,�/ r Ur �...✓lr ,:r,..,,n.11,r:. l,..p�,:rlrti9/D I(�;,,IGf y7,�hn;.L..n, 9,. 7, f»! 1, 1 ✓e,,, ARCHITECT/ENGINEER DVePhone: t p Address: L� Q_5' r 1. ' w5 � u� ' '_ .L lY) l Reg. No.� , FEE SCHEDULE:BULGING PERMIT:$12.00 PER$'1000.00 OF THE TOTAL ESTIMATED COST BASED ON$125.00 PER S.F. Total Project Cost: $ (10 FEE: Check No.: Receipt No.: > � NOTE: Persons contracting with unregistered contractors do not have access to the guaranty fund grtct�r ? ftr, t� turf% lltl . ,. l Plans Submitted ❑ Plans Waived ❑ Certified Plot Plan ❑ Stamped Plans ❑ F E OF SEWERAGE DISPOSALic Sewer ❑ Tanning/MassageBody ArtSwunming Pools ❑ l ❑ Tobacco Sales ❑ Food Packaging/Sales ❑ Private(septic tank,etc. ❑ Permanent Dumpster on Site ❑ THE FOLLOWING SECTIONS FOR OFFICE USE ONLY INTERDEPARTMENTAL SIGN OFF o U FORM PLANNING & DEVELOPMENT Reviewed On. Signature_ L COMMENTS 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 Conservation Decision: Comments Water & Sewer Connection/Signature & Date Driveway Permit DPW Town Engineer: Signature: Located 384 Osgood Street z e',fx� y n �rx�✓ %fix�x,x 5n Fire�De arktment�si/y ature/date � �{ � ` '� 'f�Y r� � �' r .,,!� xy,c ', x f tK x� x x /x 1 + ✓s ;h Gr ii+ r P/,'u x � �r t �`� ;, df r�''1���5�x✓gra+�� f ru Jx t%®RTH Town of Anctover ® '�- •_ , Cl- ver, MassA OA LAK. COCP4 M[WICK ,9 -TIE® � U BOARD OF HEALTH Food/Kitchen PERMIT T LD Septic System THIS CERTIFIES THAT BUILDING INSPECTOR ............................ .................................................................. . ......................... . Foundation has permission to erect .......................... buildings on ... .. ..... .. .. ... . ® ® +........ Rough tobe occupied as 5110% .. ....... ................ ......... ................................... .... ... ......... ... ..... chimney provided that the person accepting this permit shall in ery respect conform to the terms of the app tion Final on file in this office, and to the provisions of the Codes and By-Laws relating to the Inspection,Alter tion and Construction of Buildings in the Town of North Andover. ado ® PLUMBING INSPECTOR Rough VIOLATION of the Zoning or Building Regulations Voids this Permit. Final PERMIT EXPIRES IN 6 MONTHS ELECTRICAL INSPECTOR UNLESS CONSTRUCTION SARTS Rough Service ...................... .y ..... .... ..................................... Final BUILDING INSPECTOR GAS INSPECTOR Occupancy Permit Required to Occupy Bu Rough Display in a Conspicuous Place on the Premises — Do Not Remove Final No Lathingr Dry WallTo Be one FIRE DEPARTMENT Until Inspected and Approvedthe Building Inspector. Burner Street No. Smoke Det. PYA. S� APoWo March 30, 2016 VIA HAND DELIVERY Ms. Rebecca Oldham Staff Planner Town of North Andover Planning Department 1600 Osgood Street North Andover, MA 01845 RE: New Cingular Wireless PCS, LLC ("AT&T") -Eligible Facilities Request to Modify Transmission Equipment on a Tower with an Address of 723 Osgood Street,North Andover, MA (Map 35, Bloch 32) (AT&T# MA3469) (the "Site") Dear Rebecca: On behalf of AT&T, we are submitting this Eligible Facilities Request application for your review to collocate, remove and replace Transmission Equipment on an existing 100' stealth monopole tower located at the Site. As you know, Section 6409(a) of the Spectrum Act mandates that state and local governments"may not deny, and shall approve, any eligible facilities request for a modification of an existing wireless tower or base station that does not substantially change the physical dimensions of such tower or base station." Under Section 6409(a)(2)(A)-(C), an Eligible Facilities Request is any request to modify a Tower or Base Station that involves"collocations of new Transmission Equipment," "removal," or"replacement"of Transmission Equipment. This Eligible Facilities Request involves an effort to collocate,remove and replace Transmission Equipment on a 100' stealth monopole tower at the Site used by AT&T as a base station. AT&T proposes to modify its existing base station by replacing the three (3) existing antennas at the same antenna height on the Tower, swapping six (6)TMA's, and adding six (6) coaxial cables, all as depicted on the submitted plans (the "Plans"). The equipment cabinets are located in an equipment shelter at the base of the Tower. No additional equipment cabinets are proposed, but AT&T will be adding three (3)remote radio heads inside the existing equipment shelter. As part of the antenna replacement, the existing stealth canister will be increased from 28" in diameter to 36" in diameter. The list of equipment identified in the Eligible Facilities Request application that will be collocated, removed and replaced at the Base Station is Transmission Equipment pursuant to the FCC definition. The FCC has defined Transmission Equipment as"any equipment that facilitates transmission for any Commission-licensed or authorized wireless communication service, including,but not limited to,radio transceivers, antennas and other relevant equipment associated with and necessary to their operation,including coaxial or fiber-optic cable, and regular and back-up power supply. This definition includes equipment used in any technological configuration associated with any Commission-authorized wireless transmission, licensed or unlicensed,terrestrial or satellite, including commercial mobile,private mobile,broadcast and public safety services, as well as fixed wireless services such as microwave backhaul or fixed broadband." The FCC adopted a Report and Order captioned,In re:Acceleration of Broadband Deployment by Improving Wireless Facilities Siting Policies, FCC Docket No. 13-238, Report and Order No. 14-153 (October 17, 2014)Final Rule codified at 47 CFR Parts 1 and 17 promulgating regulations (the "Regulations") interpreting and implementing the provisions of the Spectrum Act which determined that any modification to an existing telecommunications Tower that meets the following six criteria does not substantially change the physical dimensions of the existing Tower and, therefore, is an Eligible Facilities Request which must be granted: 1. The modifications to the Transmission Equipment do not increase the height of the Tower by twenty feet or ten percent,whichever is greater. 2. The modifications to the Transmission Equipment do not protrude from the edge of the Tower by twenty feet or more than the width of the Tower (whichever of these two dimensions is greater) at the level where the transmission equipment modifications are made; 3. The modifications to the Transmission Equipment do not involve the installation of more than the standard number of equipment cabinets for the technology involved, not to exceed four 4. The modifications to the Transmission Equipment do not entail any excavation or deployment outside of the Tower site. 5. The modifications to the Transmission Equipment do not defeat any existing concealment elements of the Tower. 6. The modifications to the Transmission Equipment comply with prior conditions of approval of the Tower,unless the non-compliance is due to an increase in height, increase in width, addition of equipment cabinets, or new excavation that does not exceed the corresponding"substantial change"thresholds in numbers 1-4 above. As evidenced on the Plans,this Eligible Facilities Request satisfies each of the six review criteria identified by the FCC. In accordance with the Spectrum Act and FCC Regulations, AT&T's proposed modifications will not increase the height of the Tower by more than twenty feet (20")nor protrude from the edge of the Tower by more than twenty feet(20'). AT&T proposes no additional equipment cabinets inside its existing equipment shelter and does not propose to excavate outside of the existing Site. Lastly, AT&T's modifications do not defeat any concealment elements of the Tower. AT&T's modifications to the Transmission Equipment at the Tower contained in this Eligible Facilities Request fully conform to Section 6409(a). We are confident that you will agree that AT&T's proposed modifications do not substantially change the physical dimensions of the Tower at the Site as enumerated in the FCC Regulations. Please do not hesitate to contact me with any questions or if you need any additional information. Sincer Warren Kelleher Site Acquisition Specialist VELOCITEL ENGINEERING INNOVATION Structural Analysis for SBA Network Services, Inc. 99.0'Concealment Tower(99.0'AGL)wl Proposed Modified Canister SBA Site Name:Steven's Estate SBA Site ID: MA46685-A-03 AT&T Site ID: MA3469 Site Address: 723 Osgood Street, North Andover, MA 01845 FDH Velocitel Project Number 16BBTN1400 Analysis Results Tower Components 68.6% Sufficient Foundation 39.9% Sufficient Prepared By: Reviewed By: Trace Allard, EI Dennis D.Abel, PE Project Engineer I Director of Structural Engineering MA License No.45976 Velocitel, Inc.,d.b.a. FDH Velocitel y��c � 6521 Meridien Drive DENNIS D. � Raleigh, NC,27616 ABEL �^ 755-1012 STRUCTURAL (919) N0.45976 /STBA 'Q January 28,2016 Or'Z8' Prepared pursuant to the ANSIITIA-222-G Structural Standard for Antenna Supporting Structures and Antennas STR-RPT-10100 RG-1.2.7 Structural Analysis Report SBA Network Services,Inc. SBA Site ID:MA46685-A-03 January 28,2016 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-03 January 28,2016 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: En ineered Endeavors,Inc. Tower Drawings Project No.11485 March 31,2003 En ineered Endeavors,Inc. Tower Drawings Drawing No.K11489 July 10,2003 En ineered Endeavors,Inc. Tower Drawings Drawing No.K11490 July 10,2003 Engineered Endeavors,Inc. Tower Drawings Drawing No.K11491 July 10,2003 Engineered Endeavors,Inc. Tower Drawings Drawing No.K12215 Au ust 18,2008 Engineered Endeavors,Inc. Foundation Drawings Project No.11485 March 18,2003 Jaworski Geotech,Inc. Geotechnical Report Project No.02255G Aril 23,2002 SBA Network Services,Inc. The basic design wind speed per the ANSIITIA-222-G standard is 100 mph without ice and 40 mph with I" 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 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. Feed lines must be installed as shown in Figure 1. 2. RRU/RRH Stipulation:The equipment may be installed in any arrangement as determined by the client. 3. The proposed/existing TMAs should be installed directly behind the proposed/existing panel antennas. 4. This analysis considers the installation of a proposed 30"0 concealment canister 69 ft.to 79 ft. 5. This analysis considers the installation of a proposed 36"0 concealment canister 79 ft.to 89 ft. STR-RPT-10100 a 3 Structural Analysis Report SBA Network Services,Inc. SBA Site ID:MA46685-A-03 January 28,2016 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: ' Inside 20"0 96 (3)Decibel932DG65T2E-M (6)1-1/4" Sprint 96 Concealment Canister (3)KMW AM-X-CD-14-65-OOT-RETInside 26.75"0 88 (3)CCI DTMABP7819VG12A TMA (6)1 518" AT&T 88 Concealment Canister (3)Commscope SBNHH-1D65A (3)RFS ATMAA1 412D-1 A20 TMA Inside a Canister 76 (6)Andrew ETM19V2S12UB (18)7/8" TMobile 76 Concealmentt CCa 3 Kathrein 78211056 (1)0.24" Verizon 67 Flush 67 (3)Commscope SBNHH-1D65B 18 1-518" Proposed Carrier Final Loading: • • (3)Quintet Technology QS66512 3 (6)1-5/8" AT&T 887 Inside Proposed 36"0 88 6 Kaelus TMA2117FOOV1-1 6 7/8" Concealment Canister STR-RPT-10100 Structural Analysis Report SBA Network Services,Inc. SBA Site ID:MA46685-A-03 January 28,2016 RESULTS The following material grades for individual members were used for analysis: Table 2-Material Grade XM MUM Tower Shaft A572-65 Concealment Spine A572-50,A572-65 Flange Plates A36,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 L1 99-89 Pole TP4x4x2 13.3 Pass L2 89-79 Pole TP5x5x2.5 24.9 Pass L3 79 69 Pole TP6x6x3 24.4 Pass L4 69 23.12 Pole TP25.9x19.25x0.1875 48.5 Pass L5 23.12-0 Pole TP28.75x24.86x0.1875 68.6 Pass Table 4—Additional Structure Component Capacities 89 Flange Plate 20.0 Pass 89 Flange Bolts 3.5 Pass 79 Flange Plate 50.0 Pass 79 Flange Bolts 711.3 Pass 69 Flange Plate 48.0 Pass 69 Flange Bolts 21.6 Pass 0 Base Plate 61.8 Pass 0 Anchor Rods 56.9 _ Pass 0 Base Foundation Structural 31.1 Pass 0 Base Foundation Soil Interaction 39.9 Pass STR-RPT-10100 Structural Analysis Report SBA Network Services,Inc. SBA Site ID:MA46685-A-03 January 28,2016 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 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 Velocitel. STR-RPT-10100 � � � � 6 Structural Analysis Report SBA Network Services,Inc. SBA Site ID:MA46685-A-03 January 28,2016 APPENDIX STR-RPT-10100 � � � 7 Structural Analysis Report SBA Network Services,Inc. SBA Site ID:MA46685-A-03 January 28,2016 (18)7/8-EXISTING FEED LINES gg FOR T-MOBILE TO 76' 00 00 (2)112"FLAG ROPE TO 99- (18)I-SfB' 9'(18)1-5d8"EXISTING FEED LINES00 (1)0.24"EXISTING FEED LINE —\00 FOR VERIZON TO 6T 00 0 i 00 00 0! —009� 0000 0 (6)1 518"EXISTING FEED LINES (6)7/8"PROPOSED FEED LINES FOR AT&T TO 85 000000 (6)1-1/4-EXISTING FEED LINES FOR SPRINT TO 96' 0=EXISTING =PROPOSED 0=RESERVED Figure 1 o Assumed Feed Line Layout STR-RPT-10100 � � � — �� � � ��� 8 _ 99.0 ft Dit DESIGNED APPURTENANCE LOADING ' o g o TYPE ELEVATION TYPE ELEVATION a v a o (2)Beacon 199 SBNHH 1D65A 76 ISI Canister Loadl 99 _ -. IATMAA1412D 1A20 TMA 6 -.._ _IDG65T2E-M ATMAA1412D-tA20 TMA _.__ 76 T' 9320G65T2E-M 96 - - 96 1 f1 _ T �I 932DG65T2E-M _ ETM19V2S12UBTMA 76 1 76 i89 (2)ETM19V2S12UB. I Canister Load2 _ 0 0 N oOo O (2)ETM1VSU812 �--_- 76 78211056 0QS66512 3 _ N 78211056 QSQ12 3 188 -_ 76 (2)TMA2117F00V1-1 88 78211056 79.0 ft (2)TMA2177FOOV1-1 _ --188 ,Canister Load4 _. 69 '(2)TMA2117FOOV1-1 88 SBNHH 1D65B _ 67 1 Canster Load3 79 �ISBNHH 1D658 i67 N_. I (SBNHH 1D65A �76 SBNHH-1D65B 87 i o o o SBNHH-1D65A „176 . Flush mount 67 o i 1 MATERIAL STRENGTH oF GRADE Fy Fu GRADE F Fu i }I 69.0 ft A572-50. 150 ksi 65 kai --_ A572-65 _.- 65 TOWER DESIGN NOTES j, 1. Tower is located in Essex County,Massachusetts. j, 2. Tower designed for Exposure C to the TIA-222-G Standard. j j j I 3. Tower designed for a 100 mph basic wind in accordance with the TIA-222-G Standard. 4. Tower is also designed for a 40 mph basic wind with 1.00 in ice.Ice is considered to increase in thickness with height. 5. Deflections are based upon a 60 mph wind. 6. Tower Structure Class IL i I ,III j 7. Topographic Category 1 with Crest Height of 0.000 ft 8. TOWER RATING:68.6% I o I m Q I 'II I 'I II II I � � I — Ili ALL REACTIONS ARE FACTORED 4 l AXIAL I III 29 K I' r MOMENT T SHEAR M I f _ 2K �� f 119 kip-ft !I 40 mph WIND-1.0000 in ICE I AXIAL I j 122 K SHEAR MOMENT 7 K� oy i, 436 kip-ft TORQUE 0 kip-ft REACTIONS-100 mph WIND rn c o, v O L Q Y s 5 FDH Velocitel On:Steven's Estate_,MA46685-A-03 _ \IELOCITEL 6521 Meridien Drive, Suite 107 Project:1686TN1400 client:SBA Network Services,Inc�Drawn by Trace G.Allard nPPd Raleigh, North Carolina 27616 _ _ - Phone:9197551012 fie: TIA-_222-G Date:01/28/16 �scaie: NTS Tower Analysis _ FAX:9197551031 Pam: i E-1 CCI Flagpole Tool CROWN Site Data (:cCASTLE Site Name:SteVeWs Estate App#: Code Code: TTA-222-G Ice Thickness: i-in CONCEALMENT PANEL ATTACF4dENT (rn') Windspeed(V): 100 mph GL Ice Wind Speed(V): 40;mph I FLANGE SOLT HOLES Exposure Category: Ci r v (es) Topographic Feature: N/A, + I Structure Class Bs b STIFFENER (TYP) Tower Information �� 1 D FLANGE PLATE Total Tower Height: 99 ft SPINE Base Tower Height: 6W ft FLANGE PLATE Total Canister Length: 30 it (TYPE it SOLIDITY RATIO OA8) Number of Canister Assembly Sections: 3' Mating Mating Canister Canister Flange Flange Plate Canister Canister Section Number of Sides Plate Solidity Assembly Assembly Plate Plate Weight Weight Number#: Canister Section Type: Ratio Length(ft): Diameter(in): Thickness Diameter (Kip): (Kip) (in)..; (in); 1 ,0 "20;, j(gittld', ;1'"`'r ;1:00 x8:5:. OAS 0.069 0.105 L. 2 ,,,;30•x„ =,36, "ROUnd:'� .1 ,,, ; 1:50 =;'S.T�<, 0.45 0.103 0.188 3 10. ;, " •Q R6und t :;,:1.''', ,1;,5Q ;' 18,5 0.45 0.103 0.157 `Sections are numbered from the top of the tower down "Mating Flange Plate Thickness at the bottom of canister section '.. Flag on Tower: No Truck Ball on Tower: 7 ;To Geometry:Base Tower+Spine MA46685-A_Steven's Estate-original geometry file.eri (lost saved 0112811:04 am) Top Bottom Wall Pole Height Above Section Lap Splice Diameter Diameter Thickness Bend Pole Base(ft) Length(ft) Length(ft) Number of Sides (in) (in) (in) Radius(in) Material Delete '.. 99 10 0 0 4 4 2 n/a A572-50 [xJ 89 SO 0 0 5 5 2.5 n/a A572-50 [x) 79 10 0 0 6 6 3 n/a A572-65 [x) ''.. 69 45.88 3.75 1 18 19.25 1 25.9 0.1875 0.75 A572-65 [x) 26.87 26.87 0 18 24.86 28.75 0.1875 0.75 A572-65 [x) Discrete Loads:CFAF for Canister Assembly Canister Apply CFAF at Canister Assembly Canister Loading Elevation(z) CFAF z CFAF z CFAF Z CFAF z CFAF z Assembly Weight (ft) No Ice(ft) 1/2"Ice(ft) 1"Ice(f[) 2"Ice(ft) 4"Ice(ft) Weight No 1/2"Ice 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 14.000 29.000 30.000 32.000 36.000 0.215 0.389 Canister Load 3 79 16.500 34.000 35.000 37.000 41.000 0.276 0.480 Canister Load 4 69 7.500 15.500 1 16.000 17.000 19.000 0.181 0.275 Deflection Check Required: Yes Import Deflection Results 3%Spine Deflection Check Allowable(3%)Horizontal Spine Actual Sufficient/Insufficient Deflection(inches) Deflection -li c 10.800 ...6.860 __.r. Sufficient Relative deflection under service level wind speed Page 1 of 2 CCIFlagpole Tool v1.1 gZVVELJ13CrrEJL Fw.r=ae,rt eR rrar inr eaov.ore a:v. FDH Velocitel--6521 Meridien Drive,Raleigh,NC 27616—Ph.919.755.101Z—Fax 919.755,1031 Project — Project No 168B77V1400 Rev 0 J Project Name Site ID MA466$5 V Date _:Mttnciay Septetrt#3er. 2015 1 �Q'/ y1lL 1 913 Code ,.'� �,�N5if'I'IA222-f� Controlling Load Case Wind NL TRAM t� I AXiS 'Section&Loading Flange Elevation 89 `�"�ft Moment;.'S 27= kip-ft Axial ' :0.62: kip , Shear:.. os5':: kip �Flange Plate Capacity Spine Diameter q in Flange Thickness t 1 in - ">:3 c, Distance from face of internal spine to center of horizontal weld,D, zj in Flange Outer Diameter,Do 49.5 in Arclength memaon between bolts,Dz;�C19`;_in Flange Inner Diameter,Di "13.s�-„'=in Perpendicular distance from bending axis to farthest effective bolt,D�;*yfa6':.jn Yield Strength,Fy. <36= ksi Tensile Stren th,F„ 5& _''ksi ' Capacity Perpendicular distance from bending axis to center of horizontal weld,Dy $$.'jn g Resistance Factor,0 Q90 . - Length of Vertical Weld,L .'`9; in Effective Flange Width b f : 2 60 a in Fillet Weld Size,a 5'',;:.; n/16tH” Width`�;`i.75 in Plastic Section Modulus,Z „s,Q�53 , in3 Electrode Strength,FE 7Stiffener Capacity 0 ,ksi Height" 9`-„." in Flange Plate Force P 367 kip e, 259'z� ,in Thickness o 6; in Required Flexural Strength M . 384 kip-in a 050 Moment of Inertia of Group,is 1,:110531,;in CAD MassProp Nominal Flexural Strength Mn 770So ;kip-in weld Coefficient, Centroid of Stiffener(x-coord.) ,; 2.688 in CADMossProp Available Flexural Strength,OMn 2Yt25„ kip-in Electrode Strength Coefficient,Cl 40,; Centroid of Stiffener(y-coord.) ';3:875. in CAD MossProp Capacityl 19.0% Pass Resistance Factor,0 475 Height of Stiffener at Centroids 68&.`--;in CAD Nominal Strength,Rn.vert.weld 1393 kip Cross-Sectional Area at Centrad A, 4313 °'inz Flange Bolt CapacityAvailable Strength,ORn 3314A ,,,��kip Yield Strength,F 36' ksi Total Number of Bolts,ng <1Z, Capacity 5.4%' Pass Tensile Strength,Fa .` 38 ksi Bolt Diameter,dB '; 2... in Capacity Resistance Factor, '490 Bolt Area AB 078 s int ' ' ' Force per Stiffener P fife$ kip Bolt Circle BC 16 in Length of Horizontal Weld,LhK Required Flexural Strength M 440 kip-ftNet Tensile Stress Ft =; 90 ksi IAISC13th Ed. Weld Size,ah"Effective Stiffener Width b ff 45o in Resistance Factor 0 075 robleJ3.2] Electrode Strength,FExx3Re uired Tensile Stren th P Resistance Factor,0Plastic Section Modulus Z 943 in q g b It i kipNominal Flexural Strength,M :.2"0 kip-ft (Alsclsmed-roble3- Nominal Tensile Strength,Pn.beh e 7t}69„ kip Nominal Strength,Rn.horiz.weldAvailable Flexural Strength,OMn'>�257 ;,jkip-ft �CO5e1� Available Tensile Strength OPn 501. "kip Available Strength,ORnCapacity ;r LISVP Pass r Capacity 3S% Pass Capacityss jZVV:F_=L0r-n_F_jL Ewiet hiE ER{OV.G tt-iN f3 VA:"[CJM FDH Velocitel--6521 Meridien Drive,Raleigh,NC 27616–Ph.919.755.1012–Fax 919.755.1031 • te Info Project No 16BB1 N1400 Rev. 0 / -�A Project Name 5 euen`s static �— --f�� n �2 Site ID " fuJA466$5aA \ j Date orrc)eyep3etrt1,ZO15 D'2 Code A[�(51JT1A3 G Y t =Controlling Load Case 3 .: Wfrid NLIJ f AL I I ^ I Section&Loading Flange Elevation 79.:'. ft Moment; ;1923 ;kip-ft Axial :...215.. kip ���— Shear °142. kip A "C1.__. -0 Spine Diameter, .5 in Flange Thickness,t:'`;`:15� in Distance from face of internal spinet.center of horizontal weld,D, I❑ Flange Outer Diameter,D4� � $.$^�,<In Arc length dimension between bolts,D2 r}1, In Flange Inner Diameter,D.'"! 5:""In _ Perpendicular distance from bending axis to farthest effectve bolt, 6y.�';in Yield Strength,F i z.�6 ':ksi Perpendicular distance from bending axis to center of horizontVertical Weld Capacity al weld,Da:=�$$„In Tensile Strength F , 5'$ :ksi Resistance Factor, Length of Vertical Weld,L� Effective Flange Width,bell, 20 in Fillet Weld Size,a 7` n/16 In,, Capacity Plastic Section Modulus Z -. 141 in3 Electrode Strength,FExx 79 -,' -ksi Width 6.25 in Height', 9 in Flange Plate Force P 1154 kip ex 23$ in Thickness 1 in Required Flexural Strength M 1503 kip-in Moment of Inertia of Group,h :119 in4 CADMossprop Nominal Flexural Strength M 5Q 3 ;kip-in Weld Coefficient,C Electrode Strength Coefficient,Cl 19Q Centroid of Stiffener(x-coord.) ;'2.375'z,!lin CADM—Prop Available Flexural Strength,OMn ,;45 6, kip-in Resistance Factor,d Centroid of Stiffener(y-coord.) 3:$75 in C41)Mc,,Prnp Capacity 27.4% Pass Height of Stiffener at Centroid $.375 ' 'in cAD Nominal Strength,Rn.vert.weld 2046$ kip Cross-Sectional Area at Centroid A 83$„ inz c• •• Available Strength,OR 1535 `;kip Yield Strength, ksi Total Number of Bolts,in 12:."' Capacity 13.6%' Pass Tensile Strength,Fn- ;:`5$, ksi Bolt Diameter,de ;�_ 1 in Resistance Factor, ;_990 „ Bolt Area A6 ��07$5` ;inz Horizontal Weld Capacity Force per Stiffener P • 2090 kip Bolt Circle BC 16 in Length of Horizontal Weld,Lh 2 in Required Flexural Strength,Ma ;".1.12 kip-ft Net Tensile Stress Fnt = 9U ksi (AISC13thEd. Weld Size,a S n 16th” Effective Stiffener Width b ff ..r 790 in Resistance Factor Q75 mmei3.z1 Electrode Strength,FExx 717 ksi Plastic Section Modulus Z 17 54 in3 Required Tensile Strength P.bolt 597 .kip Resistance Factor,¢ 975. Nominal Flexural Strength Mn,r'$2fs1, kip-ft taisclsm 6d.rome3- Nominal Tensile Strength Pr.b It;"b?069 j kip Nominal Strength,Rn.horiz.weld 55 6$? =kip p_ z3Cole171 Available Tensile Strength,�Pn r.53A1 >`=:,kip Available Strength,f6Rn „4 75 kip Available Flexural Strength,¢Mn�: 47$4i,-,,`,,',,-,,ki ft Capacityl 50.071a 1Pass Capacity , 2.45'0 Pass '' Capacity 11.3% Pass „ • VE�Icrt�� E�GINEE FiiMG ShCN t7 VA 't t_7 N. FDH Velocitei—6521 Meridien Drive,Raleigh,NC 27616—Ph.919.755.1012—Fax 919.755.1031 Project&Site Info 'I Project No 16$$�JV100 Rev 4 _ — �\ Project Name SieuCit'ss8� ' __. Site ID Date `(vidrorl s�ember2�.'2015 n�, i � �i Code D4 Controlling Load CaseWirid- NSUTR�,_ Section&Loading : Flange Elevation 69 ft Moment, =4245 kip-ft Axial Ikip Shear 134,? kip `-0� _. Spine Diameter".; ., in Flange Thickness,t ` 15 ,.w in Distance from face oflnternal spine to center of horizontal weld,D�,r 4,75';"jn Flange Outer Diameter,Do n7 . r.. y;. Arc length dimension between bolts,D2;�, '<'jn Flange l nner Diameter,Di :'>3.$=� In J Perpendicular distance from bending axis to farthest effective bolt,Da;�'66 y� n Yield Strength,F 60' ksi Perpendicular distance from bending axis to center of horizontal we Id, =$r. In Tensile Strength F 7$ k51 - - - lcl Capacity Resistance FaMor, ,�i190 Length of Vertical Weld,L 9; in ���Stiffener Capacity Effective Flange Width b 2 SCT in Fillet Weld Size,a 72`=: n/16tH" Width: ==�57 .`"in Plastic Section Modulus Z 141 in Electrode Strength,FExx 70 ;.. ksi Height ° . 9 in Flange Plate Force P ax 2292 ,kip ex 215 in Required Flexural Strength,M 2440 <kip-in a 024 Thickness 1;25 in g Moment of Inertia of Group,Is 274.fi92 in CADMossPrap Nominal Flexural Strength Mn 843$ kip-in Weld Coefficient,C 336 Centroid of Stiffener(x-coord.) 2.1455 1 in G4DMnssprop Available Flexural Strength,OMn ��;;'kip-in Electrode Strength Coefficient,Cl Centroid of Stiffener(y-coord.), ;3 SD5' in CAD Mossprop Capacity 316% Pass Resistance Factor,(0 1373 Height of Stiffener at Centroid "7:937 ' in cAD Nominal Strength,Rn.vert.weld 362513 'kip Cross-Sectional Area at Centroid A 992 in' t• •- Available Strength,cRn 2?18 -kip Yield Strength,F :"...GO. ksi Total Number of Bolts,ng:; 12`' Capacity 14.7% Pass Tensile Strength,F. 75' ksi Bolt Diameter,dBV1 i in Resistance Factor,0 '.490 Bolt Area Ag ��78 , in' orizontal Weld Capacity Force per Stiffener,P h0 06, >kip Bolt Circle,BC `; Url, in Length of Horizontal Weld,Lb Required Flexural Strength,M, .�„3 95 kip-ft Net Tensile Stress,Fnt' '` 90 ;ksi AISC13tn Ed. Weld Effective Throat 0.44',:-;in Effective Stiffener Width,be 1 fS ` in Resistance Factor a` 075 r°blei3.�� Electrode Strength,FExx ksi 7,77 Plastic Section Modulus Z .. 19 fig in' Required Tensile Strength P b Ic 114G kip Resistance Factor,p ,m 5, Nominal Flexural Strength,Mn ., 9$43 kip-ft (Afscl3u ed.rame3- Nominal Tensile Strength Pn,bnli -;7469 -”kip Nominal Strength,Rn.horiz.weld 11137, ?kip Available Flexural Strength,�Mn,',=8&59 kip-ft [Mose ch Available Tensile Strength OPn,=��5301 kip Available Strength,05Rn 63.3'x,.kip Capacity 2.2% ss Pass Capacity 21.6% PaCapacity 48.0% Pass '` Square, Stiffened / Unstiffened Base Plate, Any Rod Material - 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(samcorner) rn e) 3)Clear space between bottom of leveling nut and top of concrete not exceeding(1)*(Rod ) Base Reactions Site Data BU#: 0 TIA Revision: G Site Name: Steven's Estate Factored Moment,Mu: 436 ft-kips App#: 0 Factored Axial, Pu: 12 kips AnchorDala Factored Shear,Vu: 7 kips Eta Factor, 4)Qty:Diam: Anchor Rod Results RodMaterial TIA G-->Max Rod(Cu+Vu/n): 148.1 Kips Yield, Fy: Axial Design Strength,O*Fu*Anet: 260.0 Kips Strength, Fu: Anchor Rod Stress Ratio: 56.9% Pass Bolt Circle: Plater6in Base Plate Results Flexural Check PL Ref. Data W=Side: in Base Plate Stress: 33.4 ksi Yield Line(in): Thick: 1in PL Design Bending Strength,(D*Fy: 54.0 ksi 23.29 Grade: ksi Base Plate Stress Ratio: 61.8% Pass Max PL Length: 23.58 Clip Distance: NIA-Unstiffened Stiffener Data(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)^2: N/A Groove Angle: <--Disregard Plate Tension+Shear,ft/Ft+(fv/Fv)^2: 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 �L Thick: in Notch: in � - _ �, L," Grade: ksit 51, . Weld str.: ksi HInL, B. Pole Data Diam: 28.75 in �• r _, - Thick: 0.1875 in Grade: 65 ksi #of Sides: 18 "0"IF Round o L" "Note:for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes CClplate v2.0 Analysis Date: 1/28/2016 Date: 1/28/2016 Site Name: Steven's Estate Site ID: MA46685-A-03 Monopole Drilled Pier Input 4"C.C. Criteria TIA Revision: G ACI 318 Revision: 2008 Seismic Category: B Forces Compression 12 kips Shear 7 kips Moment 436 k-ft Swelling Force 0 kips Foundation Dimensions Pier Diameter: 5 It N5 Tie Size Ext.above grade: 1 ft Depth below grade: 15 ft (181-p8 io 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: 3. Ultimate Ultimate Ultimate Friction Uplift Skin Comp.Skin Bearing Thickness From To Unit Weight Cohesion Angle Friction Friction Capacity SPT'N' Layer ; (ft) (ft) (ft) (peO (psf) (deg) (ksf) (ksq (ksf) Counts 1 2 0 2 105 0 0 0 2 3 2 5 12S 0 0 0 3 10 5 15 130 0 39 23.251 Analysis Results Concrete/Steel Check Soil Lateral Capacity Mu(from soil analysis) 504.79 k-ft Depth to Zero Shear: 5.55 ft ¢Mn 1625.37 k-ft Max Moment,Mu: 504.79 k-ft RATING: 31.06%% Soil Safety Factor: 3.33 Safety Factor Req'd: 1.33 RATING: 39.95% 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),4,Cn: 424.87 kips Comp.(k),Cu: 12.00 kips RATING: 2.82%' Dev.Length required 9.11 Dev.Length provided 37.95 OK Overall Eoundation:Rating: ,'39.9591. Page 1 of 1 tnArvOwer Job Page Steven's Estate, MA46685-A-03 1 of 10 FDH Velocitel Project Date 652114eridien Drive,Suite 107 16BBTN1400 11:25:03 01/28/16 Raleigh,North Carolina 27616 Client Designed by Phone:9197551012 SBA Network Services, Inc. Trace G. Allard 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: Tower is located in Essex County,Massachusetts. Basic wind speed of 100 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 pcf. A wind speed of 40 mph is used in combination with ice. Temperature drop of 50 7. 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 Assume Rigid Index Plate Calculate Redundant Bracing Forces Use Moment Magnification J Use Clear Spans For Wind Area Ignore Redundant Members in FEA Use Code Stress Ratios Use Clear Spans For KL/r SR Leg Bolts Resist Compression 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 J Use Azimuth Dish Coefficients Consider Feedline Torque Use Special Wind Profile Project Wind Area of Appurt. Include Angle Block Shear Check Include Bolts In Member Capacity Autocalc Torque Ann Areas Poles Leg Bolts Are At Top Of Section SR Members Have Cut Ends Include Shear-Torsion Interaction Secondary Horizontal Braces Leg 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 Wall Bend Pole Grade Length Length of Diameter Dianteler Thickness Radius f ft ft Sides in in in in LI 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) tnx owed Job Steven's Estate, MA46685-A-03 Page2 of 10 FDH Velocitel Project Date 6521 Meridien Drive,Suite 107 16BBTN1400 11:25:03 01/28/16 Raleigh,North Carolina 27616 Client Designed by Phone:9197551012 SBA Network Services, Inc. FAX.-9197551031 Trace G. Allard Section Elevation Section Splice Number Top Bot;7oll; !fall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius ft ft - ft Sides ill i1I ill ill L3 79.000-69.000 10.000 0.000 Round 6.0000 6.0000 3.0000 A572-65 (65 ksi) L4 69.000-23.120 45.880 3.750 18 19.2500 25.9000 0.1875 0.7500 A572-65 (65 ksi) LS 23.120-0.000 26.870 18 24.8600 28.7500 0.1875 0.7500 A572-65 (65 ksi) Tapered Pole Properties Section Tip Dia. Area I r C I/C J 11/Q w Iv/1 III Df nnr in III in' i/14 il12 In Ll 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 25.1327 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. WeightMult. Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Diagonals Horizontals ft ft, in in in Ll 1 0 1 99.000-89.000 L2 1 0 1 89.000-79.000 L3 1 0 1 79.000-69.000 LI 1 1 1 69.000-23.120 L5 1 1 1 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 Type Number Per Row Position Diameter ft in in plf 1/2" B Surface Ar 99.000-0.000 2 2 0.250 0.5800 0.25 (CaAa) 0.250 1-5/8" A Surface Ar 67.000-0.000 18 18 -0.300 1.9800 0.82 (CaAa) -0.100 1/4" A Surface Ar 67.000-0.000 1 1 -0.400 0.2500 0.25 (CaAa) -0.300 Wx ower Job Steven's Estate, MA46685-A-03 Page3 of 10 FDH Velocitel Project Date 6521 Meridien Drive,Suite 107 16BBTN 1400 11:25:03 01/28/16 Raleigh,North Carolina 27616 Client Designed by Phone:9197551012 SBA Network Services, Inc. FAX.-9197551031 1 Trace G.Allard Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement Total C441 117eight or Shield Type Number Leg fi ftlfft plf 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 0.82 1/2"Ice 0.000 0.82 1"Ice 0.000 0.82 7/8" C No Inside Pole 69.000-0.000 6 No Ice 0.000 0.54 1/2"Ice 0.000 0.54 1"Ice 0.000 0.54 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 C,4AA CA,, Weiglit Section Elevation In Face Out Face ft fr li,2 fr fr K Ll 99.000-89.000 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 1.160 0.000 0.01 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 1.160 0.000 0.01 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 1.160 0.000 0.01 C 0.000 0.000 0.000 0.000 0.00 L4 69.000-23.120 A 0.000 0.000 157.485 0.000 0.66 B 0.000 0.000 5.322 0.000 0.02 C 0.000 0.000 0.000 0.000 1.00 LS 23.120-0.000 A 0.000 0.000 82.978 0.000 0.35 B 0.000 0.000 2.682 0.000 0.01 C 0.000 0.000 0.000 0.000 0.50 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tower Face Ice AR AF. CaAA C.44 IVeight Section Elevation or Thickness In Face Out Face ft Leg in ft2 f fP f K LI 99.000-89.000 A 2.221 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 7.002 0.000 0.09 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 6.940 0.000 0.09 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 6.871 0.000 0.09 C 0.000 0.000 0.000 0.000 0.00 Job Page to ower Steven's Estate, MA46685-A-03 4 of 10 FDH Velocitel Project Date 6521 Meridien Drive,Suite 107 16BBTN1400 11:25:03 01/28/16 Raleigh,North Carolina 27616 Client Designed by Phone:9197551012 SBA Network Services, Inc. Trace G. Allard FAX:9197551031 Tower Tower Face Ice AR AF C,AA CAAA Weight Section Elevation or Thickness Lu Face Out Face ft Lei ;n ft' _ .ft' rr rt K 1.4 -69.000-23.120A 69.000-23.120A 2.066 0.000 0.000 237.368 0.000 3.98 B 0.000 0.000 30.344 0.000 0.37 C 0.000 0.000 0.000 0.000 1.00 L5 23.120-0.000 A 1.797 0.000 0.000 125.067 0.000 2.10 B 0.000 0.000 15.291 0.000 0.19 C 0.000 0.000 0.000 0.000 0.50 Feed Line Center of Pressure Section Elevation CP,t CPZ Cpx Cpz Ice Ice ft in in in in Ll 99.000-89.000 0.5725 0.0000 0.3019 0.0000 L2 89.000-79.000 0.6975 0.0000 0.3680 0.0000 L3 79.000-69.000 0.8225 0.0000 0.4342 0.0000 L4 69.000-23.120 -1.8682 -0.1989 -1.4733 -0.1365 L5 23.120-0.000 -2.0940 -0.2227 -1.7034 -0.1567 Shielding Factor Ka Tower Feed Line Description 7Line K„ K Section Record No. Se . No Ice Ice L] 1 1/2" 8 1.0000 1.0000 L2 1 1/2" 70 1.0000 1.0000 1.3 1 1/2" 60 1.0000 1.0000 L4 1 1/2" 20 l.0000 1.0000 L4 10 1-5/8" 23.12-67.00 1.0000 1.0000 L� 11 1/4", 23.12-67.00 1.0000 1.0000 Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA C{AA Weight or Type Horz Adjustment Front Side Leg Lateral Veil ft ft f� p2 K >t _ ft (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 t"Ice 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 10.500 10.500 0.11 Job Page nx.1'rOwr Steven's Estate, MA46685-A-03 5 of 10 Project Date ,,DHVelocitel 16BBTN1400 11:25:03 01/28/16 6521 Meridien Drive,Suite 107 Raleigh,North Carolina 27616 Client Designed by Phone:9197551012 SBA Network Services, Inc. Trace G. Allard FAX.-9197551031 Description Face Offset Offsets: Azitnuth Placement CAAA CAAA Weight or Type Horz Adjustment Fronl Side Leg Lateral Vert ft ft ft,ft, x it 1t V Ice 11.000 11.000 0.18 Canister Load2 C None 0.0000 89.000 No Ice 14.000 14.000 0.22 1/2"Ice 29.000 29.000 0.39 1"Ice 30.000 30.000 0.57 Canister Load3 C None 0.0000 79.000 No Ice 16.500 16.500 0.28 1/2"Ice 34.000 34.000 0.48 1"Ice 35.000 35.000 0.69 Canister Load4 C None 0.0000 69.000 No Ice 7.500 7.500 0.18 1/2"Ice 15.500 15.500 0.27 1"Ice 16.000 16.000 0.37 932DG65T2E-M A From Leg 0.500 0.0000 96.000 No Ice 3.494 1.842 0.01 0.000 1/2"Ice 3.851 2.153 0.03 0.000 V Ice 4.240 2.471 0.05 932DG65T2E-M B From Leg 0.500 0.0000 96.000 No Ice 3.494 1.842 0.01 0.000 1/2"Ice 3.851 2.153 0.03 0.000 V Ice 4.240 2.471 0.05 932DG65T2E-M C From Leg 0.500 0.0000 96.000 No Ice 3.494 1.842 0.01 0.000 1/2"Ice 3.851 2.153 0.03 0.000 V Ice 4.240 2.471 0.05 QS66512-3 A From Leg 0.500 0.0000 88.000 No Ice 8.400 6.800 0.11 0.000 1/2"Ice 8.949 7.267 0.16 0.000 V Ice 9.506 7.795 0.23 QS66512-3 B From Leg 0.500 0.0000 88.000 No Ice 8.400 6.800 0.11 0.000 1/2"Ice 8.949 7.267 0.16 0.000 V Ice 9.506 7.795 0.23 QS66512-3 C From Leg 0.500 0.0000 88.000 No Ice 8.400 6.800 0.11 0.000 1/2"Ice 8.949 7.267 0.16 0.000 V Ice 9.506 7.795 0.23 (2)TMA2117FOOVI-I A From Leg 0.500 0.0000 88.000 No Ice 0.346 0.971 0.02 0.000 1/2"Ice 0.433 1.107 0.02 0.000 V Ice 0.528 1.251 0.03 (2)TMA2117FOOVI-I B From Leg 0.500 0.0000 88.000 No Ice 0.346 0.971 0.02 0.000 1/2"Ice 0.433 1.107 0.02 0.000 V Ice 0.528 1.251 0.03 (2)TMA2117FOOVI-I C From Leg 0.500 0.0000 88.000 No Ice 0.346 0.971 0.02 0.000 1/2"Ice 0.433 1.107 0.02 0.000 V Ice 0.528 1.251 0.03 SBNHH-ID65A A From Leg 0.500 0.0000 76.000 No Ice 6.149 3.864 0.04 0.000 1/2"ice 6.585 4.220 0.08 0,000 V Ice 7.029 4.619 0.12 SBNHH-ID65A B From Ug 0.500 0.0000 76.000 No Ice 6.149 3.864 0.04 0.000 1/2"Ice 6.585 4.220 0.08 0.000 V Ice 7.029 4.619 0.12 SBNHH-ID65A C From Leg 0.500 0.0000 76.000 No Ice 6.149 3.864 0.04 0.000 1/2"Ice 6.585 4.220 0.08 0.000 V Ice 7.029 4.619 0.12 ATMAA 1412D-I A20 TMA A From Leg 0.500 0.0000 76.000 No Ice 1.167 0.467 0.01 0.000 1/2"Ice 1.314 0.575 0.02 0.000 V Ice 1.469 0.691 0.03 ATMAAI412D-1A20 TMA B From Leg 0.500 0.0000 76.000 No Ice 1.167 0.467 0.01 0.000 1/2"Ice 1.314 0.575 0.02 0.000 V Ice 1.469 0.691 0.03 ATMAA1412D-1A20 TMA C From Leg 0.500 0.0000 76.000 No Ice 1.167 0.467 0.01 0.000 1/2"Ice 1.314 0.575 0.02 tux_ uJob Pager Steven's Estate, MA46685-A-03 6 of 10 Project Date FDH Velocitel 16BBTN1400 11:25:03 01/28/16 6521 Meridien Drive,Suite 107 Raleigh,North Carolina 27616 Client Designed by Phone:9197551012 SBA Network Services, Inc. Trace G. Allard FAX.-9197551031 Description Face Offset Offsets: Azimuth Placement C,,AA C,AA TVeight or Type Horz Adjustment Front Side Leg Lateral Vert ft rt ftz ft' x >t At 0.000 1"Ice 1.469 0.691 0.03 (2)ETM19V2S12UB A From Leg 0.500 0.0000 76.000 No Iee 0.836 0.224 0.01 0.000 1/2"Ice 0.961 0.308 0.02 0.000 V Ice 1.095 0.400 0.02 (2)ETM 19V2S 12UB B From Leg 0.500 0.0000 76.000 No Ice 0.836 0.224 0.01 0.000 1/2"Ice 0.961 0.308 0.02 0.000 1"Ice 1.095 0.400 0.02 (2)ETM19V2S 12UB C From Leg 0.500 0.0000 76.000 No Ice 0.836 0.224 0.01 0.000 1/2"Ice 0.961 0.308 0.02 0.000 1"Ice 1.095 0.400 0.02 782 11056 A From Leg 0.500 0.0000 76.000 No Ice 0.171 0.096 0.00 0.000 1/2"Ice 0.232 0.148 0.00 0.000 V Ice 0.301 0.208 0.01 782 11056 B From Leg 0.500 0.0000 76.000 No Ice 0.171 0.096 0.00 0.000 1/2"Ice 0.232 0.148 0.00 0.000 V Ice 0.301 0.208 0.01 782 11056 C From Leg 0.500 0.0000 76.000 No Ice 0.171 0.096 0.00 0.000 1/2"Ice 0.232 0.148 0.00 0.000 V Ice 0.301 0.208 0.01 sx� 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 8.843 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 1"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 V 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+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+1.0 Ice+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 t �., ower Job Steven's Estate, MA46685-A-03 Page7 of 10 FDH Velocitel Project Date 6521 Meridien Drive,Suite 107 16BBTN1400 11:25:03 01/28/16 Raleigh,North Carolina 27616 Client Designed by Phone:9197551012 SBA Network Services, Inc. Trace G.Allard FAX:9197551031 Maximum Member Forces Section Elevation Component Condition Gov. Arial Major Axis Minot-Axis No. ft Type 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 -1.68 -0.01 0.00 Max.Mx 4 -0.61 -5.27 0.00 Max.My 2 -0.61 -0.00 5.27 Max.Vy 4 0.55 -5.27 0.00 Max.Vx 2 -0.55 -0.00 5.27 Max.Torque 2 -0.00 L2 89-79 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 8 -5.55 0.02 0.01 Max.Mx 4 -2.15 -19.22 0.00 Max.My 2 -2.15 0.00 19.23 Max.Vy 4 1.42 -19.22 0.00 Max.Vx 2 -1.42 0.00 19.23 Max.Torque 2 -0.00 L3 79-69 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 8 -9.59 0.07 0.01 Max.Mx 4 -3.88 -42.42 0.00 Max.My 2 -3.88 0.01 42.45 Max.Vy 4 2.34 -33.11 0.00 Max.Vx 2 -2.34 0.00 33.13 Max.Torque 2 -0.00 L4 69-23.12 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 8 -21.75 4.08 0.39 Max.Mx 4 -8.59 -247.94 0.08 Max.My 2 -8.58 0.76 251.20 Max.Vy 4 6.12 -247.94 0.08 Max.Vx 2 -6.23 0.76 251.20 Max.Torque 2 -0.00 L5 23.12-0 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 8 -29.11 6.92 0.66 Max.Mx 4 -11.94 -428.67 0.14 Max.My 2 -11.94 1.32 435.82 Max.Vy 4 7.34 -428.67 0.14 Max.Vx 2 -7.46 1.32 435.82 Max.Torque 2 -0.00 Maximum Tower Deflections - Service Wind Section Elevation Hor_>. Gov. Tilt Tivist No, De/lection Load ft in Comb. o ° Ll 99-89 12.759 12 1.3278 0.0001 L2 89-79 10.059 12 1.2106 0.0001 L3 79-69 7.714 12 0.9860 0.0000 L4 69-23.12 5.899 12 0.7130 0.0000 L5 26.87-0 1.032 12 0.3388 0.0000 Critical Deflections and Radius of Curvature - Service Wind tnxower Job Steven's Estate, MA46685-A-03 Page8 of 10 FDH Velocitel Project Date 6521 Meridien Drive,Suite 107 16BBTN1400 11:25:03 01/28/16 Raleigh,North Carolina 27616 Client Designed by Phone:9197551012 SBA Network Services, Inc. Trace G. Allard FAX.-9197551031 Elevation Appw1enanee Gov. Deflection Tilt Tavist Radius of Load Curvature r( Comb. in ° ° rt 99.000 (2)Beacon 12 12.759 1.3278 0.0001 6501 96.000 932DG65T2E-M 12 11.932 1.2992 0.0001 6501 89.000 Canister Load2 12 10.059 1.2106 0.0001 3317 88.000 QS66512-3 12 9.803 1.1934 0.0001 3050 79.000 Canister Load3 12 7.714 0.9860 0.0000 2034 76.000 SBNHH-ID65A 12 7.122 0.9021 0.0000 2336 69.000 Canister Load4 12 5.899 0.7130 0.0000 4887 67.000 SBNHH-ID65B 12 5.576 0.6677 0.0000 5487 Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Ttvist No. Deflection Load ft in Comb. o ° Ll 99-89 63.989 2 6.6726 0.0010 L2 89-79 50.448 2 6.0869 0.0008 L3 79-69 38.676 2 4.9564 0.0004 L4 69-23.12 29.566 2 3.5782 0.0001 LS 26.87-0 5.169 2 1.6971 0.0000 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Tivist Radius of Load Curvature ft Comb. in oft 99.000 (2)Beacon 2 63.989 6.6726 0.0010 1332 96.000 932DG65T2E-M 2 59.843 6.5299 0.0009 1332 89.000 Canister Load2 2 50.448 6.0869 0.0008 677 88.000 QS66512-3 2 49.164 6.0005 0.0007 622 79.000 Canister Load3 2 38.676 4.9564 0.0004 409 76.000 SBNHH-ID65A 2 35.700 4.5331 0.0003 469 69.000 Canister Load4 2 29.566 3.5782 0.0001 976 67.000 SBNHH-ID65B 2 27.943 3.3499 0.0000 1095 Compression Checks Pole Design Data Section Elevation Size L L„ Klh• A P. Ratio No. P, Ll 99-89(l) TP4x4x2 10.000 0.000 0.0 12.5664 -0.61 565.49 0.001 L2 89-79(2) TP5x5x2.5 10.000 0.000 0.0 19.6350 -2.15 883.57 0.002 L3 79-69(3) TP6x6x3 10.000 0.000 0.0 28.2743 -3.88 1654.05 0.002 L4 69-23.12(4) TP25.9x19.25x0.1875 45.880 0.000 0.0 14.9787 -8.58 1017.48 0.008 Job Page tnx-16.w. Steven's Estate, MA46685-A-03 9 of 10 FDH Velocitel Project Date 6521 Meridien Drive,Suite 107 16BBTN1400 11:25:03 01/28/16 Raleigh,North Carolina 27616 Client Designed by Phone:9197551012 SBA Network Services, Inc. FAX.-9197551031 Trace G. Allard Section Elevation Size L L„ K11r A P„ tpP„ Ratio No. P„ ft ft ft in' K K �pn L5 23.12-0(5) TP28.75x24.860.1875 26.870 0.000 0.0 16.9983 -11.94 1097.35 0.011 Pole Bending Design Data Section Elevation Size M,u �M, Ratio M,,,. WMA. Ratio No. ft kip ft kip ft r Al_ kip JI kip ft LA 4, Ll 99-89(1) TP4x4x2 5.27 40.00 0.132 0.00 40.00 0.000 L2 89-79(2) TP5x5x2.5 19.23 78.13 0.246 0.00 78.13 0.000 L3 79-69(3) TP6x6x3 42.45 175.50 0.242 0.00 175.50 0.000 L4 69-23.12(4) TP25.9x19.25x0.1875 251.20 526.82 0.477 0.00 526.82 0.000 L5 23.12-0(5) TP28.75x24.86x0.1875 435.82 645.35 0.675 0.00 645.35 0.000 Pole Shear Design Data Section Elevation Size Actual V Ratio Actual T Ratio No. 1;1 V„ T„ T, ft K K V" kip-ft kip-ft T, Ll 99-89(1) TP4x4x2 0.55 282.74 0.002 0.00 47.12 0.000 L2 89-79(2) TPSx5x2.5 1.42 441.79 0.003 0.00 92.04 0.000 L3 79-69(3) TP6x6x3 2.33 827.02 0.003 0.00 206.76 0.000 L4 69-23.12(4) TP25.9x19.250.1875 6.23 508.74 0.012 0.00 1054.93 0.000 L5 23.12-0(5) TP28.75x24.86x0.1875 7.46 548.68 0.014 0.00 1292.28 0.000 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P„ M,, M,,,, V„ T Stress Stress ft W, �M- LM,,,, �V„ r T Ratio Ratio Ll 99-89(1) 0.001 0.132 0.000 0.002 0.000 0.133 1.000 4.8.2 AY V L2 89-79(2) 0.002 0.246 0.000 0.003 0.000 0.249 1.000 4.8.2 L3 79-69(3) 0.002 0.242 0.000 0.003 0.000 0.244 1.000 4.8.2 L4 69-23.12(4) 0.008 0.477 0.000 0.012 0.000 0.485 1.000 4.8.2 L5 23.12-0(5) 0.011 0.675 0.000 0.014 0.000 0.686 1.000 4.8.2 WxTower Job Steven's Estate, MA46685-A-03 Page10 of 10 FDH Velocitel Project Date 6521 Aleridien Drive,Suite 107 16BBTN1400 11:25:03 01/28/16 Raleigh,North Carolina 27616 Client Designed by FAX.-9197551031 Trace G Phone:9197551012 SBA Network Services Inc. FA .Allard Section Capacity Table Section Elevation Component Size Critical P oP„11"K• % Pass No. It Type Element K K Capacity Fail L1 99-89 Pole TP4x4x2 1 -0.61 565.49 13.3 Pass L2 89-79 Pole TP5x5x2.5 2 -2.15 883.57 24.9 Pass L3 79-69 Pole TP6x6x3 3 -3.88 1654.05 24.4 Pass L4 69-23.12 Pole TP25.9x19.25x0.1875 4 -8.58 1017.48 48.5 Pass L5 23.12-0 Pole TP28.75x24.86x0.1875 5 -11.94 1097.35 68.6 Pass Summary Pole(L5) 68.6 Pass RATING= 68.6 Pass Program Version 6.1.4.1-12/17/2013 File://fdh-server/Projects/2016 Effective-Client Jobs/SBANET SBA Network Services,Inc/MA/MA46685-A_Steven's Estate/16BBTNI400-STAMOO_ATT/R.0/Analysis/RepoitedTower/MA46685-A-03 Steven's Estate AT&T 1-28-2016 SA.eri Initial Construction Contr®1 Document To be submitted with the building permit application by a Registered Design Professional for work per the 81h edition of the Massachusetts State Building Code, 780 CMR, Section 107 Project Number: MA3469(LTE-2C) Project Title: STEPHEN ESTATE Date: 03-22-16 Property Address: 723 Osgood Street,N. 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 upgrade. Install new radio equipment inside existing equipment shelter.Upgrade existing flagpole shroud to a 3611 diameter shroud and install new antennas. I Derek J.Creaser, MA Registration Number:49195 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 concerning': 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 building official a 'Final Construction Control Document'. p, P, �"1 Enter in the space to the right a"wet"or " 14 DN:cn=Derek J. Creaser, P.E., electronic signature and seal: DEI o=Hudson Design Group, LLC, ou, CR SEI clv>� %y' email=derek.creaser@hudsondesi �rcr � �' . .....___ gngrouplic.com, c=US Phone number: (978)557-5553 91, Date: 2016.03.22 10:27:24-04'00' Hudson Design Group, LLC 1600 Osgood Lndg,Bldg 20N, Suite 3090 Email: info@hudsondesigngrouplic.com 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 11 2013 SBA Rator, FL 33�481-1,307 SBA G 1, 5 16 2 6 LIIETTER OF AUTHORIZATION SBA Site ID: MA46685-A,Steven's Estate Property Located at:723 Osgood Street,North Andover,MA,o1845 THE CITY/COUNTY OF:North Andover/Essex APPLICATION FOR ZONING I This letter authorizes AT&T and its authorized agents to file for all necessary zoning,planning and building pen-nits (local,state and federal)for the purposes of installing,operating and maintaining a telecommunications facility on the existing tower on the property referenced above on behalf of Town of North Andover. All approval conditions that may be granted to AT&T in connection with above referenced facility relating to this specific application are the sole responsibility of AT&T. SBA Steel LLC Jason Silberstein Executive VP,Site Leasing Date: 3/25/2o16 The Commonwealth of Massach usetts Prtnt Form, - Department of Industrial Accidents Office of Investigations 1 Congress Street,Suite 100 Boston,MA 02114-2017 e www.mass.gov/dia Workers' Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers Applicant Information Please Print Legibly Name(Business/Organizatiordlndividual):Site Acquisitions,LLC d/b/a SAI Communications 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.❑✓ I am a employer with 120 4. ❑ I am a general contractor and 1 6. ❑New construction employees(full and/or part-time).* have hired the sub-contractors 2.❑ 1 am a sole proprietor or partner- listed on the attached sheet. 7. ❑Remodeling ship and have no employees These sub-contractors have 8, ❑Demolition working for me in any capacity. employees and have workers' g ❑ Building addition [No workers' comp. insurance comp.insurance.t required.] 5. ❑ We are a corporation and its 10.❑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 telecommunications employees. [No workers' 13.❑Other 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. 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 am an employer that is providing workers'compensation insurance for my employees. Below is thepolicy and job site information. Insurance Company Name:Commerce&Industry Insurance Co. Policy#or Self-ins.Lic.#:WC66180798 Expiration Date:8/l/2016 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 MGL 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 a fine of up to$250.00 a day against the violator. Be advised that a copy of this statement may be forwarded to the Office of Investigations of the DIA for insurance coverage verification. I do hereby certify under tkpahtns andpenalties o er'ur that the in ormation provided above is true and correct. Si nature: _ V, _ _ Date _ Phone#:603.421.0470 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#: Client#: 703814 SITEACQUI DATE(MM/DD/YYYY) ACORDT11 CERTIFICATE OF LIABILITY INSURANCE 12/30/2015 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 CONTACT NAME: USI Insurance Services LLC (A//c°N E. Ext):855 874-0123 FAX No): 3 Executive Park Drive,Suite 300 E-MAIL ADDRESS: Bedford,NH 03110 INSURER(S)AFFORDING COVERAGE NAIC# 855 874-0123 INSURER A:Liberty Surplus Insurance Corpo 10725 INSURED INSURER B:Starr Indemnity&Liability Com 38318 Site Acquisitions, LLC INSURER C:Commerce&Industry Insurance C 19410 dba SAI Communications INSURER D:Hiscox Insurance Company Ltd 10200 27 Northwestern Drive INSURER E:Hanover Insurance Company 22292 Salem, NH 03079 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. LTR TYPE OF INSURANCE NSR WVD POLICY NUMBER ADDLSUBR POLICY EFF MM/DDNYYY LIMITS A X COMMERCIAL GENERAL LIABILITY 100000327705 1/01/2016 01/0112017 EACH OCCURRENCE $1,000,000 CLAIMS-MADE 4 OCCUR PREMISES ERENTED occcur encs 5300,000 '.. X BI/PD Ded:25000 MED EXP(Any one person) $ PERSONAL&ADV INJURY $1,000,000 GEN'L AGGREGATE LIMIT APPLIES PER: GENERAL AGGREGATE 52,000,000 PRO PRODUCTS 52,000,000 POLICY�JECT LOC '. OTHER: $ E AUTOMOBILE LIABILITY AWV69]898]0] 1/01/2016 01/01/201 (Ea i EDSINGLE LIMIT Ea accident $1,000,000 X ANY AUTO BODILY INJURY(Per person) $ ALL OWNED SCHEDULED BODILY INJURY(Per accident) $ AUTOS AUTOS $ X HIRED AUTOS X AUTOS ED PeOacEcRdnl DAMAGE $ B UMBRELLA LIAB X OCCUR 1000022407 1/01/2016 01/01/2017 EACH OCCURRENCE $10000000 '.. X EXCESS LIAB CLAIMS-MADE AGGREGATE $10,00 000 DED RETENTION$ $ C WORKERS COMPENSATION WC66180798 8/01/2015 08/01/201 X PER OTH- AND EMPLOYERS'LIABILITY ANY PROPRIETOR/PARTNER/EXECUTIVE Y/N E.L.EACH ACCIDENT $1,000,000 OFFICERIMEMBER EXCLUDED? ® 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 D Professional MPL105991915 8/01/2015 08/01/201 $2MM/$2MM/$20,000 ded. Inland Marine IHV707584306 1/01/2016 01/01/201 $150,000/$2,500 ded. DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES(ACORD 101,Additional Remarks Schedule,may be attached if more space is required) This certificate covers all operations usual and customary to the insured's business. Type of Insurance-Contractors Pollution Liability/Policy#G271002OA003/Company: Ace American Insurance Company;Term: 01/01/2016-01/01/2017; Limit$5,000,000 Each Pollution Condition/$10,000,000 General Aggregate/$5,000 Deductible. (See Attached Descriptions) CERTIFICATE HOLDER CANCELLATION PROOF OF INSURANCE SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED REsPRE�S/aENTATIVE ©1988.2014 ACORD CORPORATION.All rights reserved. ACORD 25(2014/01) 1 of 2 The ACORD name and logo are registered marks of ACORD #S16982739/M16982464 BXFCA __.. _ � _ is Depart-ment of z:Public d ng Regulations t a ,—.cense . CS-104639 pe a _ e _ .. ar - � ... 69 HIGHLANDVIEW AVE J1 NORTH ANDOVER MA 01845 3 - - - e r 0310512018