The URL can be used to link to this page

39-060 (6) Z Oz z� >- c v r w = - d w K z — H Z 0 Cr O Q z D O D W m U r m o CO O z O O Q z 1 Cr z o O O Q zZ ZZ mc� w O o0 O O o z z z z z z m r- w 0 C� C7 0 U' - -- _/ VI - o N 0 Q - 1 Q W Ii Zm ,, CC ¢ Z ID 1 .03 a < z w 0 1 _t Qe o a �3 v ~ i � ._ _J w Q o o Z o z a a� mo a � 00 ° w co m O al LI Z Q 000 a 1 Ia, O� ° a • . D �� V� 0 0 0 0 - 0 0 0 , 114, I . 0 TS Li) �O O 0 cn Z N 'N 0p . \ I Z o o y "d Ow CC w � c7)- 1 _ 0 �V 1' Om O Df- ji a ¢ � � w W w 0 0 Z O m m 0 v ��J o wYW00 _ O w m 0 a a 1 -, N ,O an , z 0 Cr \ _— z J o \\ o o 0 a c� rz o z_ d w w O Z w J Q U / o V o z w o m \ / ® 0 Q Om a 2L - i tl� \ J a r00 O � �® Q m n n u rn 1— m o m c�z -" m Cr o W a w Qr.° a 0 i . 0 N o W OZ OI0Z D'1 g QC d x 0 Z Q w.,0 Q m _ SI 3 ' 0 to n O w Ir 'c, 2 c CL U O - N o m � 0 i I� 6. m Z Y = I= Z \ ry U J S M _ a w \ \ s r V J z O O J K V Y Z a n xw o m �—� z w o <I< I, CI I �f1 p 0 a a Z LLJ � 0 0 o a l 3 5 u>i t> O z Z o o1 CY c- mw� -- W r a -- O Mm am O ? w m Q Y �� II�� most O 1 --- ¢ o cn ;° v "? m °P '- '' Q OzZ t 1/ 5 W , z s a x N st a ,E M> tt < Eo r � 0 0 ~a° O Z a a o ° _ " � W O oz Ow H -- �� O ¢I c� zm N N SIN � > -r Z W o Z �.— Lc Q N ® ! !!!!!!) 1/) oz I O C, mwQ 0 � -' t b 9 '�- U I 1 j O 1 O= 0 0 0 zazm =1C4� c0zz ! �� O 0 �_ o° o O r = O Q W D' Q O O O 0 CO H o Q N2° Q Ina cc D _ ~ ° a z O 00 � Z 1 oa= W W ��c, mWI -<<0 D Q � ~ 1 Z Z Z O z F x�i iO w W OO • o�� m w ? n N vY.� � Fr w apL I -_.__ 'To' F NUN p U Z m Z S I � U) w Z N VU of 3N UO U- - j ^ 0 u -_.__ a m mz 3� z o 1 NO mm FM O N U ow l - • p \3p N oA,2 w c�m w � ~ 1_� W # o w z ° *--1! / U Z < m / p O O v °za ° ° r W a °m W d' D ��O w Y <10 . „ 0 x m -_ \ N O J a� Zmm mam p m oms C, o -- . m o a U 3 o m o w mz N a mo Q J O oaO m LIJ zm mmm .81 z c�m I _ a o_� D U m z ao ° CC) 03cr < 00zo W zr, V O g 2 m I :r5 mZ a sa W w .',E.1 ,7,' r m mV Q m V ¢a z. p S o ii CC m_ CD! o O o 00 �FFZ ° z� m a s 1— IMF ,, ■ INE 0 Cn p w om o` 4 z z Q ,__ \ I < N zo zz z - 2 ° 1 2•''' v i_u r a., aa W z z mA D a \ '•� � o z w zz� m o • • o .-N v o °o . � 4 O QO a .1 E W zp ,I w C7 a- w Z o os m 6 z ow m =1 00 O' O z w < ..m w om p(/I C9 Oo N V ' p ' m wo3 W �a� CC a ! O z z V El �' � w, 3 wa w p: a zr 0 7 a V 3 =g O V o a m a w 1- 3 v m a m zm ao N " Z z a a W .12L, Ew � � = w -I wm w� o_ O Q z m 3 3 c>m O V U • 8,S9 �:i z ; w if] oo > ZO ° • E� s Q� P Z W s ' '-‘ >- E. — � h m 41, ___, ..,:t i_ c ? ) y U �, j � N YS O z v 6 \ t- 3 r. . , , � '0 a z „, ,_. Q w� c� W L.,4_, .1. ,_ ,_ I cn I m O . , „_,L. .1. JER, . , , ) 1 .1, 1 ... --I. i . / mil i • • , .„ , t=f W O *ITS .. F • W � � , .'Y 1._ _ _ _ __ I �^ R J WU� W Oa I o . 2 2y a it a 3 Ps 1 = mo o WI 1 a c 0 z 3 E O O w Z J b U tt C d e ' d, ' F t2 Cog �Z2V” 1i ,(2 vi d �p 666 _ y� w.-, ��2 ti0� ` — gkcc ry. _ 2 Z`: ti t Q. �3 c 3 ��yggqq�q�yyyy� ;thy O c�ti,, W(� k4:.-._. Z k R y V p - At ► < s o .i. o ��o' az o rb ° ° � / v v Q :2 : I PP. .:.,44,66,_ ID W� Jo as > ,� egi,. mJ o . ^ c�o, W Il o h 4°} w z4 3'J n a o`r ^ � ' > i 1 , , 1� \ \ .� \ \ � �� z i ! !!!!!/ 11) roc `N v'' R q i cW �.,,, Q I Q OM � Nk ° "'Q s C 7 -.- _._-- z Z . o o O O rn �I �� N 7 N M >QZ z i ��SSS ° a $ M d' 000 O z -0 i 1 : � . s! t W k 2y h 'n... —.. �� gO� qS I— of � z .�— �. t "_, z Q W W E- Q Q 0_ ww ., . . w = Q N ce 2 ow g F.. Z Z 2 z¢inv • - 0 1wroim�Im ■ alcn ?' W N CO -> ,z ° o 0 w�< v kQa2 Wa O (t n 0 w 1 y W 8! (2 y 0 c:, Q a I iiiii U.' i z I b' a� I ` zo � � r \� W 0 0 n1�Q ti * z.* Zo ? m � _ �i� II ; \ \ i a a 6' a O ti w o ¢ o C $ N \ Iw �N Oti �W t W O N ° >ig b l �I* � f ir 1 pp` t '' 1 ; ',i, I H I dPi peoldpr z_ m 1 � I ,, �I11 0 �` , o R Z 0 Wi .R^.L to lcu a - W,® ',`-',31`.,--' 6. q Z �Q _ co MU A °' ,,, Y k oo p2 a� III \ ■ilihl \; E � MIP' $ "I 1 � 1 8ommt3 I' . Ear \ t m m Nr e Q.° � 4 ''' 1111 1`‹ E V '/\\\ Oa w �S�1i rO2 2 ``m 1111,^1 \/ z U � UOO � a` ' ' - O - 07 aw° o t, r. .,/ W ¢w vi¢ o W in U • ��= �N azw ~PA10 '. > CL zcno� -m > W • z - >- a o W E kJ -- ,a''-4Z.' 2 2 J 4 2 W 2 Q t a 0 1 2�2 z 2¢ � �-. �� o wW � ___I WW W Q 1 Q C5 � , Z m W E _:T*-------- J m r� n 1 o } c > Q' u t ) W 3 i f_ - � �oIPLExEi v - RACK y , oY 3 I d 1 �Q i u z >1 � aai — 4 » a < M 0 Lf-) -\ _. __, 0 W a I � r z o m 0 Cf) Q __1[ :0gt1 TS .. F, 1-- c t _ -s / 1 1 - "� EL 1 z�� U .. Z . 1 CJ �+1'W0n ." , F I J c, c,;_, <cc .‘ I I 4 LA__I v, '.1.,__.---------..-If-j/f z � Q 2> i ¢¢ Q �� boo '.-; 0 ` m fn Qv, ,c',,, WZ M �•C e n , -- $ WI 0) 0:1 3 U , - Qcc ) - x ' o ,� .k� �� of c) m3 �� ?,� zW Q$ h ! i a 0 0 - Q. d ay w � � � a q r o y 2 0. % b a 3 0 A =1 N a s - a � ,.C.-1.- Z <, W �� k co:1 �U �z u o .,_,-,2 h 3 <� i �W . :;'-R a ',;=',? ',;=',? Ot1 h y „k;_<, . w � R h 2 Q "ill Z" Q� q ih W W� ti$ Q o�N � „) U� �� o � a , w - L Q �q 400 �qq�{{ O ! ��U 2 o p ? , ? Z � g . g 9. , g 2��j p� O gg ti — Z ■ U xw xZ' � R Ro S � � km� � �3' W CO OL Q w,� w Lea w � wa ,r) >< > X / I \ >< I i \ \ \ 1 / \ !!!!!111/11 CD o P11 ,e 170 ,- LL /A1 • a' I - UM TS � 1io� :i LT E F Q �v �R:,�w 1 V . 3 w II / \�J a.. z YYY jj U� X O , Z Q � / .,.. _ I Q OONZ ry m j (gyp Z ZZ�WV �_ X 1 1 W ) 0 Q U a K J V \ J .. O O Q r 2 L U V _ ,ss Q J a ¢°( L a n e \ /I m �0zr~Iw �`�'I z N _ C �OZO Uaiw Ln I Q co J Oa�Ow v a_; O 00,00, O Fc O a Z O O Z N aZma,ta <0 � z �wv ?� = w E wU Obwb I U g H d Q K r K U N p� m r, v in�mm= n O rn §mN d z _ _ a o o ' - 3 x a n `"� _ � .� w 4 .(2,2 ma a' 0 x a� _ _ o w 0 -� 2 < :n�u: E j a- z ¢ gam ', N ,i � `` < 'y Q� �` o d s o = dZO � <311;;;.i;-6-- ppm t3.,° O . �a� 0 Z¢O�� k''?.N 1�` g hV1 - W gw�a0s Q §SA CSR °�i U Z o� '',,- - i �� 1 �'o 7 ,zo s 1.,-. a-,,,i,, QC cr ILICJ O c! WQO W o f � - a Z a- w z <a Q W F = = ozx U UHUE 3 W W N ° z [2 ° . w p Z J U . w m w w a w z0 6z o °w �w �;_ w mn w c : mJz W w w z „ ° n ° 0 . ' F- O Z 1- Q z 1 N'4 w O c s, s z N w a -uJ N LJ = , -a °TO a 6 61gQ •. O I K w Z (J . K �O mz m mZ Z a a °z aJ ° im Y3 03- O r -' O N Q W - li o ° Q w W o m° N UI o CD Z L z k �roO ° >° w 0° wu ° �nz _ � � z -- � om ° 6t caw oN o ° w z "'° o a ` - n W z _ ° z '- o a °z ° N 9.T mw? „o wz Qsa — II a z � ' a za 'n n d U C G = w U o >m w � �> �U 0 z w °�ui �o a ° I II ± A° � a w ° o ° � o °w > z w z o ' ar o0 o° o 0 0 w s a z > 3 w z v a w z z Q 0 Z-. a '� . U ,4 U 0 w Q 9 • ° i Q' O x x ,, m a- i 0 0 ° - o w > m = • o mo i a._ b2 > o I ? wo �. J i Nn ° °O a ° z s °o ° °N z o 0 o r a 3 v> uw � z z 3 � 'A' ° ° -- z° ra Vo Nu I 9 Q n J o w o ° ° a m o Q �, w _ - = w a a° o c? 2 W v o Nu m,,a Z v J w z V U Z Z w 0 Q U O w Lt- Z Q C Q U O ' s a m K W O m to N m U U= O ° F L2 F ¢ a 0 O m N °w L° w „(,L, 6 (Y L O 2 � ' w w a z w O ° N <;,j z , z a o o n ,'2,L6 o o m o o �?� N OOZ m o ° �w }V °- ,z, -'w aw N O 3 a w° mo m� <� 1 °°') m ° o w w w a N^ o w < a > 0 i > o > ° o n o w °° ° a u a Q O ,_-1 W m a ° z N N E J 9 mo 8 "° m (, 0 o'z m 3 - ° °ww >x z w Ow, i on a ` - ' a .., G , TS F W -7° ��. ', �cia° °,z °O gw ,v °m °mod Naaa w3 °aa maa i '' *a T F 1 \ • W I z Y N 2 `�' .,I lair t w -c, Z N s Z Z m ¢ s 0 ¢ y w O C] Y w w Q a w , m w i ., w w ,- w o - n o mo 44'03V1103 Lai m S r 0° ° Q_ w Q 3 ° i O Q w l m w U ~° > U O 2 _A Q . - -2n_ - w to o a NO °a ° o m�O,zo mao `� 3 w ` ,- w ' o ,", . o'., a J o w =a Oa a w U � Z,2 ° a a w V = ° w 3 . � w w m = z 3 v `z O 3 a m 4 r z 3 C z 3 N w ° j u o ° w m o z n w ° w N, o m m O i 5-3 3 o o O o° , = o J w z°" V ` O Oa �° °"' a z w a o m = J r 3 §n " ;3g a o U o' w a m 0 a Z F O ° n „.6;g. U O = N O 9 Z Z Q ,T, Z V o- 1 a ° 9 ,20-L0 Z v 0 N a 0 m m = O � 3 J m z wa � �m ° °aog c� o z nw nN,z„on w oc�w °� °� � a Q -'° s o °az m o? w z `�a�a - uw L o � ° ° l m , Ov o 3 z T- ° ° � a i `= r S U Q d w N m 3 U °° O Z E Z -' J T' m o O w Z k Z D w K 0 Z< I ' Z I N N o oo w a w N ", cr« m w LE o z K Q s m °,- w "81E( Q z w U Z U m Q m ° Z m t d m= Q Q a 0 O Z g w a ., z m °o o w iw < Z vi ° w Q m ,w g o o wa c o u-w Sin .' ., o z z ° m N O a° N Y z 5 z 4 Q,, °Z Z_ O gig, - m o m o- G s m 2-2-9i12 UJ w 22-. , ° 3 J zN <2 is o > m o a ° S a o NT o oow 0O m Oo z o 0k- j na L2 z n a z Q �N a �nz - w� o °a cw �ww� w o z o a m _ �w w ° J z o u a c ° r En] a aJ ° °z a L o L° o ° °w as w Q °? w w z O V Q o Z I m d a `O J > =,,g,>, Z Z d ° r F o° O 2 m s° a � 0 > - HE, c z 1 o '2,,L8 ° in o -' . z,',;'02 m 00 a c� o ° z w,_ N l 6 n am 3„�, o dw° z o wo <>28 N - 0 U w U O Z 3 0 ` J w z -< J w s w u p a w Z L Z N d ° Z Vt s ° Z , ° E w w ° J ° J "`^ wm i ° Q uzw < ° � ,- , ° m wo s m oz � K u J a= 6" 3, a J a Q w Y Q a o a a 3 o `a m w Q o a °V z, w d z °_ t °.° Q . �o E W W- 3° a z m ° o a °° a m o° ° o a o u o' -7 a w J a z w o o a iz N c a3 as z _ — 3 e W,,- 9<r m _ - M C 3 t a w - M ° O • U m O ° LL w p ° — z z 0 r U r � U Q 06 ,j Lj x O m 7 ° U z s > w 3 w _ Cr z - U u Q O w = Z O z > - 6 z U C n O V O° a m - ` Q U N - C m J a ° z - N z O E O 2 0 °w - J IN - N 8 o a t - P J z z z W a � w O w a 3 Z M O • O - Q O O � V R / o x - w • „ O VJ o - y o U • w • o a 0 ¢ o c°4_5' J 3 O % - r ' - U 0 Z 38 N m • Oo 00 ° oa _ °�, o OO F� _O 5 E �� N L 0 > ° Z O o ? 03 0 0 8 w a� H o zo W 1n Q 0 Q' 2 D Z z° "w o _° • A 0 w a < H o ° oz ° o Nm<0 5 o. O 00 W � E oti 28 a ° xm w Z 'a = O 0 o v o m m3 o , °o o z W W W 2u) s� E a o H ¢ a Z N ,,° '229 m m U - L Z' m W F¢ W - `x 5 6 oz z ° z N d a ,, O N Nom ¢ v _ w = Q Z O 1— wo W _ 2 O „s <° ` " w a < ° 0-3 ° z z u.iL L 0 o r ° Uw° ` �N Q ° ° O _ Q ° Z LL -- 3 pz Q K Q O¢ z lEon L L 0 Q 2 d d z Q a m w s r r 0 O 6 <- L:-6,1 8 a _ a,a ° " 6 <� o> Q _ J wc� °L„ a�o caw a�a ° a O 0 O 4 r Y Q z j O 3 Q° 3 p ° o a a ; i i! o a 0 ", - 0. o a z a y ? o E o o ° LU - o o a0 3>> w 3 N Emo iz a ` Ox 9 9Y Z O C x O N I a o co - O O° G N 3 5 O x o o Q � w 3 0 m w °-. U U 3 0 N so 3 Q n s O Q i - ' , g ~ J ¢ U , ° v z O a C, ~ d � m A O o' o <3 z 3 w w TA' ¢ r m a, ° ,I4 r N ° - a p i - in '�m O ¢a' 3 I E 3 0 0 O > r.., a _ w ' z p i m 0 ° Z LL Z N 9 c) E N r w O x„ „ n s Z OU 2 > O O Nj w O r O g = n _ �� m h -66 ` N 6 a N 3 a a O ° O m O O z y a.7%3 Z O> O a ,^ 3 3 w w w rn z _ ' ? Z x • V ,t O OU w O Q A z a z G s < 3 v J z U - ` ° o a O w � O� O'� ''7',. cn �� Q F a 0 v w �j 30 Z O a e s cn z E z o s 3 • 0 ¢ ,, s n , w d 6 - ,-� s J� m s ° z a _ q" o c� Q m ° � ° a o ° � a te � .: z w Q WE-1' �' J _ ° z s L% N N .q O N w z W !w `3 d m � o a E---Es � s 3 x a w E ` ,., co s x `, G p ,O ° U a ~ a N d 0 W s E o O N a N w U W z o oY a s N > E is W So a 4,r., m ` �� w o 0 o z o N N r, o° Q w � w O u o O -, V N >o J x E E =:Q Ow U o O N O w ' �g ET, 4 v; 4 Q - �Oa 3 NU _6,,J' w o u p z W = 3 ? ° 2 'o c H < ?° H Q uo ao wa Fr- • O w. ,-"Y To o rn c� �N r` .0 rnm erg rn m o, o _.s _c� � v. (1) �aa �rnw no a ,nmm as wN 2 W Z 0 vwc' ° a z �— o w _11 � v o rY Q !Thn w Q �� o z w w > rym W O O OU Z D '- O a 1 j 2 Z Q W W <°'w aw a a U Q U O O l fY ! E: ° �. Q Q z Q ! 7 G U, 071 z Z O Z W Z w r - O O w UQ wO O w� Z � > 0 a 8��w w U o z c L „ r Z w o °w -z� 1 z w Nz oQZ >^ 0 �w N z w w r Z z w z w a E as °z 0 Q Iwo � w > °w O z o ° o o o o N z Q w o Q Lo Q 0 Z z cn O �� Z � Q SU 0 o z0 "O a �z aw w z o = a w o o °� 4) z Q J, Z y j 0 y N -,- U w LJ Qww z N w z Z < = Z v °�� ,- 0< Q� -077. a w o w o W 0,0o U U w O U 7 0 0 w O _, U Z Ly Z Z w 0 O j ( _ °O _ Z IMIIIII 13 wd(n '� (7 ..0 � wUO U 0G 1 ,7 < V w J z = J, Q a �� !!),Ca'-:_l O w _, SESTS F. I < z o z - z v j v AM.° Il Z _ > = Z w 0 J J �� - Z Q v' . U O o .. Q w , z o ow g Y a � O w��«, 3 � 0 _J w o o ° w F o J zo :_1( ow Z J °O 0°Z Q in O U 7 z1 wc °Z$ �_ r w ° L a ° o u 0C. . -- 0 O 0 w _ U J O a N''' ° O m Q -1 Q ° o o -1 Q w w (;, z zz � O Q w c 0 z z 0 j Qt~l,L, c' w IF . 8 Q -1 Z � Q< Q Q w� �U °mz ,--,8 O w'z W Y 0= U O Y 6 O zQ, J QwO Z O U 3 s J O 0 a ° Z J U j z Q 0 : w I O ) w Ca Zw L 'J CO A FM CL w �� _ w d UJO V ° g NJ H Ze d o a O w Q -Z< ° O Q 0= w � F m U U W iL Q F Q- O � � Z U U - O > w �- Z F z 7z Z w O U O JZ3 < ' m • z CC >wc7 ..� ° I- I U 00OwQ w0 m w O CC 0 0 Mr J o� � W n VIZ a a s > U �� o� 0 C U Z 3 J aa wwQ °_Z w Qv zo zo z o O o wz � � � o z O < w w r = rY C n O g w> O v - 0001 a cn 0= u_li- z1-znzo w oz c,, o O. o �TO z � s Q " r Q 5 ° U O Z Z U ; C Y w c O mm �Q w �� Q ��Z 88, ��w� w � m6-=c-10 � L n° O —50,0›=,-,, < Q Z - Z w w w o s Z w Z Z f 88‹,,,‹ m� wzs8505ZQNQ08 zicww w (i, < >Cn� 2 00 0 , O = o s ., 0 �� a,a�� .�. - � _ - ' � gi 4 1`11 � � o CV it; N im ilirill:C 0 cc 00 sorN Amnia � Ce W -�--+ w TN • H ° - _ • z `s V. Q Ln 12 , 2 E ■21 m < 0 . w Q a v Z Z x � � _ ” w 0 P e Z 01 LA Ili LLI Q __. (I) • O o co > _ v, w o P co H o 1 a p Q o 1 0,4 0 „, ma tP�s O N 2 M w > z H H H U Q Z O ■ mQ o O C p QZ O simm y 4 •• o p p O w *k ci; L` .. - Q W O O W $ W Z W 1 Q v � + fi oveteid st _ :;_ CO W H Q = a a �_ a s+r s 2 2 — N U CO o x —� a z < z` p oi v7 „ 5 , s x W W 0 z Ix Cl) V) O W T T T r T CC O 0 r7 O 0, LD O O O 0, m 0/ m O of -- cn 0 cN N 0 7 w o 0 0 0 U CO 0 7 o co 0 7 Z , O O „ 'n 0 0 _ a te m m U Z o a o O 0OQ 2 0 La O } Y Z �� O U1 Z Y Q j r' 2 2 zJ s 8 W 8 Z cc O 0 w 0 , Z O 0 w w Q - +ngg J , Q O O > a N = N U > Z Z Z> 0 z moo- ° o O O F- Z C w Q O - 13 0 tO Uw Nem > �� Q ° N V< ms ? 0 Q0 J 0 U 0 a 02 Q� m =r� _ °' N no Z om oc > 0 0 O 00- 0 0 ' EL W 7 o Q �¢ � o z v O Z Z Q Q w 1- � m� a ° ? a? 300 - U w > 0 Z ,3 ■ Z C , ^ a m ` 0 oQ �m $ F11 O o Z o =¢ Z <<<< d Z d L O C7 ° m Z > O >,o COQ < 0- 0 w z z 0 \ \ \ z � r Z w U c�o a�ncnw +I z Z z a �- w u � j J Le „ENO Z z C Q. w Q F / / �2 � .�� ;� a zoo �a' Y 71 co Z J U O Z Q M l \ L L1 , i / / I / / 0 o a vi 3 w > w Z zi n 0 W 0 J\ U 0 O C 1 - (111 a z z a o ' � o w Z 0 Z z cA 010 0 ° Zo O = g s z W 0 v , a a l a a 0 0 a v u 0 z N d Q z 0 J rt H W W O 7 • ~ O I— 7 ! <? 0 / - 7 0 W Z o z c) o 0 U'. w (n U Z d -- J Q 0 0 0 0 O U • W Z o ce w 0 a o =a — o �s D w m 0 J W E. Z z C oQ ii o 0 0 — 0 ,m O D I < ° O Z Z Z O O w z 0 0 m f Om Z ma w CO ) /' 1 o _ E / L/ _z ca w < Z a co z 1-7- o oO:D,° z < C< I ccn a w o 0 < I w I a 1° 0 0 mo z m `n Z \ o � w ¢ ° o ce O ° ° F Z Z Q o o c wa0 Z z w < �� c ,t o o ca°°° a -_ - m w m I O - 4 01 TS ;. . cn U �� O dcn z N c�i o 0 o y' L— rc z °a o J o m 1 •0 0 _ $ ° o , `v 1 �V Lo ce o z a W Q w < ^ h. MI il &CC � Q ? w O z Z ��n aa 0 ---- A o �'i) ° "W� ifili D N d10 m w �- , -w et a �� -- - f1. 3 \ Z _ N m ;\ \ Z a.0 0 i;i ` • ! zI 0 0 _. Q o m < a O w 1i A 1 co 0 0- z 3 z \® Q m m - 0 z Oo 00 r2 I-- 3 z o m U Z X O I_L� cl 3 a w 0 EC a O U S O N, m a 0 �7 c; ' mQ ° Q CO o 3 ,; v z O CC < o O /NILn I � o Ln N U 0 i CC 0 Z D L.LJ Z \ n w El Y 0 6J w m = a x \\ a Xw CC z Q Z° o .% Y 3 I0 v n a O-, Q O 6 m CO �� Z w a CC > O - OO Z Q o m o . I Lc, w D ( ° 1 5> w 0 J D 'co N ro 00 Z �./ 0 m 0 2 3 _ 1 u, , , cY 0 O = O _ Mm amp r -- O - - - w a s --- - o LM m aY w ii / H o m o Q$ Q < 0O II I �� / � 5 r W s L ° �, - . _ �[ Is] II , x . [� �zo 0 3 O • 0 w - <w0 r - 00 a0 ZZ 0 Q M O O O = mzm : N< 1 -. — _ Z� Z m a ''� o E - Q Ti Ja L W O Z . _ _ . U , MI 1 0 -CI J� r ' f— w' -�.�_� o W ��III In .< o vw i0 o = Z - - -- ` - -- ` °Z�N r 00 �' � l 0 OJ ® CC m "0 10 0 G � CD L !!!!!!!111 <w -- °zzo 00 -- „, O w —1 cc LJ Z cej Z 2I-° o ,LL Ce 00 �Z W W i- 2 (1) m w F -a= Q co N 1- r Z Z Z z Z 3 ,_111 H O < Ce N CI) V _ m Z N N ,c3,- (=/1 W VI U I w a O 0 Zm Z= ON w 0 Z N 0U pF 3N OO N 3 w O� pm mo 3� CC Z Ow 10~ j _ NES CO 3 >� co • N O k ° N c, o r �m ce i • VO L /� U • <oo Z mtt� m __.__ o y . 1 \ N O • =,', o tt .„.2 � 3 33w O~ __ •-_' v m m N U ?m3 � p � m o z < m\ °Y _ _ m s L �� '" < o J m c' Q d O o ti° O IT Z a0 0 ° Q Oz Z - d O Q a p(9 s Q° 0 „.,z a ° a° m am a . � 'a p m w � z °Z O x o0 0 0 o m ° ww z or ww C_D o Z �pz N CO z °° 3 uzs< 0 w z ' i m c a j 0 D < z < 1 A � -- z '� IMi O zm p Y had. ■� C) Z O 0 0 O X � O - -__. 1 ° zo E ' 0 C7 _ o -__ 3 O <� �Y m �� O� B o 8) z < « — o m m 1 -.�.� m °mwr Z ow Im m �� zz � \ wo 1 _ _ C� zz N�o z c�m y j Z o o \ �x - -- 3 Lu a z H„,, 5 z~ > m`4 mF m m om a w ¢ z� ox - - • • i= Oa CO z 2 a 0i g fi °� .. <N Z Z f UY Q a O < OEM 03 \ \ � _ ■O ■ �L � ` , 0� n Q p z ° z ?pm ° 1 - - p . ce p z �N E ap z \ C� < .i,2 " • • '5 a Jw os � CD Lo 5 a- 0 p w < C7 o Q ° Q o d O I owo Z �m cc w oo w �'a° tta O z z wap 1 16 u °w i. 3o p -° ~ < a 3 50 o • m ao z a> a O `^ 3 v i^ °m V] �z3 ° W a m ? w p a z fM Z w x J re zmtt ?3 u 0 0, O a U 9 < 0 O o rz uJ Li z > oot° z0YU Q� Cis Qs ff� gI p; P! 't' -' ›- E-' ! w d Ea !\ \ Z ›,t a \ - ' ---ii 3 y I— > E I (\ \*) hr a z Pg /` w • < ' = ' I — w Q w I i z 1 EH • _ II '� _� -6 ,, T e - � O ES TS , , J� � o o o WO .-- I g / ' V `/ �<T_� ° W zyi r � � Q ' V �� - ks ii U Z�� z a o I Q w oa I� d ,„ i \ U n 6g N N '� Ni : Y'a a � 9 Q A ^ I - a a 2 o us, J '� 3� > r m � O m 1 O � .. Y E ' Q 'r 3 la - I� R ' � w _ 0 o w �omie `ss Li- �, y a ,2. � . V i Ci �i� 2N� ZZ O Q I I h y _ 111F',,4> 1A ., 1 yci a n Fn 4 4 1,.... a s o O p :�u O ....40..,_ , ., • R E : i * :tT . : ' O O p ij V R r _ W O D ¢ h Q \ � _. - _- _ -.._ - y r to . . � Jti II W z il CC Q N2g> Z p'& GIN in Q in cc Q �` / Q 2 � z o2 p 0 �� z z $ H p U Z ow � s � � tip w 8 � � a0 W L'' zd 'r ♦ 5 0 � P ; — w p o J =CD. d " , O az 2 Qv, z W W �(� -� /%�' I� m WH ¢ Qa w � °z p w to N IT Q wk i � M Q Z O 2 °CCIA Z z Z . ii � l i W W Q1V1 H N ', CO CO O Wa` a 4C ,Ti `;', ? ° � b § 2 w ce o = 2 R i d i amp aN ,,$° �. 1 \ m y U Q-� 61 ,.'61 II L o Q' . + I :" IM z� z l a tl z� � Q o d `o o O f oI� `I o a? m `' oI� 'b Q 2 ay2 . hU .m.S U " al �IW I ' �� y � U �I,W c� � W O I l ll s :,�.,1 L.. C Wool � I � , d l +� m lti «� �� ? i U c m V ' I � '' � II �I II v h o i ¢ r W 1111111,1P: �+ - y ■ G � �+1 � rn � � W `` o i ti I � --. ,§ Q R 2 ? h c�+ ¢ 0 E 2 N� � U d ° � 111 � �i � c W `,L. tires a W 4, - ,„ W � q \ o 2 II III �I. �\ G~ I ,. y 0 W® I , , ,, ,z �) oz 3'y o 1wrf �� C7 I n _ W <v q I , , ! o P 4 W 11 \i I �` I1 11111 \i imum. I!JIi: II dm6) o ad 4 LI Oa o� �o= ti �x 1111 \ z U ill. t A d *1..._bl .. �n V o w S V F 11 w '' a 0 \ I— it 1: ("2 w J J Q w o V Q i[7:-D Qw w V1 (J Z= a = v a a V V V S S 9 'O O L a a a a a a { Z N N M N N N N N N N N N N N N tl N N N d J� J J 7 7 7 7 7 7 7 7 7 7 7 7 7 7 Z ~j� U o° o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z . to " `1 o � d . Sao .1I Li es g st cy.: : .. 5 0 > Y Q a. 4 U n r Q Q a d G i rnul N c U d ti g w, U n G d 3 E W N " m • � s c ,1,? m W a . W' 3 t D o O W O m U % a c a• a 1L U O t „'ilt ♦ ... 0 O ,D V -A 0 o CO co 3 , c- e9 N (° L« a 9 lift 0 y U y Y Y Y Y Y Y Y Y Y Y Y Y Y . J W t 0 0 0 0 0 0 0 0 0 0 0 0 0 w U b O i • I I . `O uo §' O O I � N p 0 0 N 0 J N ■ L ,.;.' N ,- .- N N co co UU N . r r >. P. W d t N O 4 y 2 d' M O N O E s,! 2 A ' O x O Z 2 O N CI M V O U Q N ; M O y – 4 _ry rv`� aI 1� 1 0 m m 2 ' fn C ,t.- N q U N N N d 0 N Z C i m 2 3 N Q Q N N J J J y r Y d d o c U m `m ; c; y v U m 2 z `. g. C a h o a a a o d a �' i i m j F' a r a s o 8 8' U m c a Q a o o O p A ° o a (° c U 7 Q O U LL z 'p o CC a 0. g o C F a r s x s s s s s s s _ x Y a s s a a x al C Y In O N N N O tt O ( ry y o 0 0 M ,- 06 M O 0 o . O a N ap N V N . O Q N NI. r __ o O O O . v O 40 • O £ .0 N f g O a z N a W U > m e U a S 1 i L. a v N E a 6„ til E m N t K • m Z = c L E d O� d O d V a C t, d d d t, -6 9 . 5 V m E V N N N E y 2 O a rn = d E c 0 9 r, E U u 3 n LL c LL y v ` d O fn C O 3° 0 a F 0< U N ? a d U m m 0 m w v) _ n a 0 O a (7 2 Q m r m c 1 a m "— 2 Y d a a 1 c d 2 O W O. m a a O u d ` a ct c N O d W d U o a o, c a. E . � U ` m a m y 0 Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Material I TIA Rev G lAssumption: Clear space between bottom of leveling nut and top of concrete not exceeding (1) *(Rod Diameter) Site Data Reactions BU#: 800530 Mu: 3025 ft-kips Site Name: MA NORTHAMPTON 11 CA Axial, Pu: 36 kips App #: 145520, Rev. 0 Shear, Vu: 27 kips I Pole Manufacturer:I Other I Eta Factor, n 0.5 TIA G (Fig. 4 -4) Anchor Rod Data Ilf No stiffeners, Criteria: I AISC LRFD I< -Only Applcable to Unstiffened Cases Qty: 16 Diam: 2.25 in Rod Material: A615 -J Anchor Rod Results Rigid Strength (Fu): 100 ksi Max Rod (Cu+ Vu/(1): 152.0 Kips AISC LRFD Yield (Fy): 75 ksi Allowable Axial, D *Fu *Anet: 260.0 Kips cp *Tn Bolt Circle: 62 in Anchor Rod Stress Ratio: 58.5% Pass Plate Data Diam: 68 in Base Plate Results Flexural Check Rigid Thick: 2 in Base Plate Stress: 39.1 ksi AISC LRFD Grade: 60 ksi Allowable Plate Stress: 54.0 ksi cp *Fy Single -Rod B -eff:_ 10.51 in Base Plate Stress Ratio: 72.4% Pass Y.L. Length: 32.17 Stiffener Data (Welding at both sides) n/a Config: 0 * Stiffener Results Weld Type: Horizontal Weld : n/a Groove Depth: in ** Vertical Weld: n/a Groove Angle: degrees Plate Flex +Shear, fb /Fb +(fv /Fv) ^2: n/a Fillet H. Weld: < -- Disregard Plate Tension +Shear, ft/Ft +(fv /Fv) ^2 n/a Fillet V. Weld: in Plate Comp. (AISC Bracket): n/a Width: in Height: in Pole Results Thick: in Pole Punching Shear Check: n/a Notch: in Grade: ksi Weld str.: ksi Pole Data Diam: 53 in Thick: 0.375 in Grade: 65 ksi r:. .. # of Sides: 18 °o° IF Round Fu 80 ksi „- Reinf. Fillet Weld 0 °0° if None t ■ * 0 = none, 1 = every bolt, 2 = every 2 bolts, 3 = 2 per bolt ** Note. for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes CCIplate 1.4 - Circular Base G 1.3, Effective April 4, 2011 Analysis Date: 4/19/2012 (Bearing and Stability Checks) Tool for TIA Rev F or G - Application (MP, SST with unitbase) Monopole Base Reaction Forces Site Data TIA Revision: G < - -Pull Down BU #: 800530 Factored DL Axial, PDu: 36 kips Site Name: MA NORTHAMPTON 11 CAC 800530 Factored WL Axial, PWu: 0 kips App #: 145520, Rev. 0 Factored WL Shear, Vu: 27 kips Factored WL Moment, Mu: 3025 ft -kips Loads Already Factored Load Factor Shaft Factored Loads For P (DL) 1.2 < - - -- Disregard 1.00 1.2D +1.6W, Pu: 36 kips For P,V, and M 0.90 0.9D +1.6W, Pu: 27 kips (WL) 1.35 < - - -- Disregard Vu: 27 kips 1.00 Mu: 3025 ft-kips Pad & Pier Data Base PL Dist. Above Pier: 3 in 1.2D +1.6W Load Combination. Bearing Results: Pier Dist. Above Grade: 12 in (No Soil Wedges) 616.63 P1 1.2D +1.6w' Pad Bearing Depth, D: 6 ft (Reaction +Conc +Soil) (Kips) Pad Thickness, T: 3 ft Factored "1.6W' Overturning 3184.75 ft kips Pad Width= Length, L: 24 ft Moment (MW Msoil), M1 Pier Cross Section Shape: Round < - -Pull Down Enter Pier Diameter: 7 ft Orthogonal Direction: Concrete Density: 150.0 pcf Pier Cross Section Area: 38.48 ft^2 eccl = M1 /P1 = 5.16 ft Pier Height: 4.00 ft Orthogonal qu= 1.99 ksf Soil (above pad) Height: 3.00 ft qu /4) *qn Ratio= 33.20% Pass Soil Parameters Diagonal Direction: Unit Weight, y: 125.0 pcf Ultimate Bearing Capacity, qn: 8.00 ksf ecc2 = (0.707M1)/P1 = 3.65 ft Strength Reduct. factor, 4): 0.75 Diagonal qu= 2.21 ksf Angle of Friction, m: 34.0 degrees qu /4) *qn Ratio= 36.86% Pass Undrained Shear Strength, Cu: 0.00 ksf Allowable Bearing: 4) *qn: 6.00 ksf 1 Run 1 < -- Press Upon Completing All Input Passive Pres. Coeff., Kp 3.54 Overturning Stability Check Forces /Moments due to Wind and Lateral Soil 0.9D +1.6W Load Combination, Bearing Results: Minimum of (o*Ultimate Pad Passive Force, Vu): 27.0 kips Pad Force Location Above D: 1.33 ft (w/ Soil Wedges) 480.18 P2= "0.9D +1.6W" 4)(Passive Pressure Moment): 36.00 ft - kips [Reaction +Conc +Soil] (Kips) Factored O.T. M(WL), "1.6W': 3220.8 ft-kips Factored OT (MW- Msoil), M1 3184.75 ft -kips Factored "1.6W' Overturning Moment (MW- Msoil) - 0.9(M of 3020.07 ft - kips Wedge + M of Cohesion), M2 Resistance due to Foundation Gravity Soil Wedge Projection grade, a: 2.02 ft Sum of Soil Wedges Wt: 19.67 kips Orthogonal ecc3 = M2 /P2 = 6.29 ft Soil Wedges ecc, K1: 9.30 ft Ortho Non Bearing Length,NBL= 12.58 ft Ftg +Soil above Pad wt: 483.9 kips Orthogonal qu= 1.75 ksf Unfactored (Total ftg -soil Wt): 503.53 kips Diagonal qu= 2.10 ksf 1.2D. No Soil Wedges. 616.63 kips 0.9D. With Soil Wedges 480.18 kips Max Reaction Moment (ft-kips) so that qu =cp *qn = 100% Capacity Rating Resistance due to Cohesion (Vertical) Actual M: 3025.00 4)"(1 /2 *Cu)(Total Vert. Planes) 0.00 kips M Orthogonal: 4988.72 60.64% Pass Cohesion Force Eccentricity, K2 0.00 ft M Diagonal: 4988.72 60.64% _ Pass "Bearing /Stability Pier Square Pad" Tool, BSPSQP, Version 3.0 - Effective 06/27/2011 Analysis Date: 4/19/2012 Maximum Allowable Moment =I 4731.83 ]ft -kips Individual Bars Distance to Area of Angle Distance Distance equivalent steel in from first to to neutral comp. compressi Axial Bar bar centroid axis zone Strain on Stress force # (deg) (in) (in) (in) (in ^2) (ksi) (kips) 1 0.00 0.00 -31.16 -32.79 - 0.008625 0.00 -60.00 -47.40 2 10.00 6.69 -24.48 -26.10 - 0.0067746 0.00 -60.00 -47.40 3 20.00 13.17 -17.99 -19.62 - 0.0049804 0.00 -60.00 -47.40 4 30.00 19.25 -11.91 -13.54 - 0.0032969 0.00 -60.00 -47.40 5 40.00 24.75 -6.41 -8.04 - 0.0017753 0.00 -51.48 -40.67 6 50.00 29.49 -1.67 -3.29 - 0.0004619 0.00 -13.39 -10.58 7 60.00 33.34 2.18 0.55 0.0006036 0.79 17.50 11.14 8 70.00 36.18 5.02 3.39 0.0013886 0.79 40.27 29.13 9 80.00 37.92 6.75 5.13 0.0018694 0.79 54.21 40.14 10 90.00 38.50 7.34 5.71 0.0020312 0.79 58.91 43.85 11 100.00 37.92 6.75 5.13 0.0018694 0.79 54.21 40.14 12 110.00 36.18 5.02 3.39 0.0013886 0.79 40.27 29.13 13 120.00 33.34 2.18 0.55 0.0006036 0.79 17.50 11.14 14 130.00 29.49 -1.67 -3.29 - 0.0004619 0.00 -13.39 -10.58 15 140.00 24.75 -6.41 -8.04 - 0.0017753 0.00 -51.48 -40.67 16 150.00 19.25 -11.91 -13.54 - 0.0032969 0.00 -60.00 -47.40 17 160.00 13.17 -17.99 -19.62 - 0.0049804 0.00 -60.00 -47.40 18 170.00 6.69 -24.48 -26.10 - 0.0067746 0.00 -60.00 -47.40 19 180.00 0.00 -31.16 -32.79 - 0.008625 0.00 -60.00 -47.40 20 190.00 -6.69 -37.85 -39.47 - 0.0104755 0.00 -60.00 -47.40 21 200.00 -13.17 -44.33 -45.95 - 0.0122697 0.00 -60.00 -47.40 22 210.00 -19.25 -50.41 -52.04 - 0.0139532 0.00 -60.00 -47.40 23 220.00 -24.75 -55.91 -57.53 - 0.0154748 0.00 -60.00 -47.40 24 230.00 -29.49 -60.65 -62.28 - 0.0167882 0.00 -60.00 -47.40 25 240.00 -33.34 -64.50 -66.13 - 0.0178537 0.00 -60.00 -47.40 26 250.00 -36.18 -67.34 -68.97 - 0.0186387 0.00 -60.00 -47.40 27 260.00 -37.92 -69.08 -70.70 - 0.0191194 0.00 -60.00 -47.40 28 270.00 -38.50 -69.66 -71.29 - 0.0192813 0.00 -60.00 -47.40 29 280.00 -37.92 -69.08 -70.70 - 0.0191194 0.00 -60.00 -47.40 30 290.00 -36.18 -67.34 -68.97 - 0.0186387 0.00 -60.00 -47.40 31 300.00 -33.34 -64.50 -66.13 - 0.0178537 0.00 -60.00 -47.40 32 310.00 -29.49 -60.65 -62.28 - 0.0167882 0.00 -60.00 -47.40 33 320.00 -24.75 -55.91 -57.53 - 0.0154748 0.00 -60.00 -47.40 34 330.00 -19.25 -50.41 -52.04 - 0.0139532 0.00 -60.00 -47.40 35 340.00 -13.17 -44.33 -45.95 - 0.0122697 0.00 -60.00 -47.40 36 350.00 -6.69 -37.85 -39.47 - 0.0104755 0.00 -60.00 -47.40 Maximum Allowable Moment of a Circular Pier Rev.G Axial Load (Negative for Compression) =' -36.00 'kips Pier Properties Material Properties Concrete: Concrete compressive strength = 4000 psi Pier Diameter =' 7.0 'ft Reinforcement yield strength = 60000 psi Concrete Area = 5541.8 in Modulus of elasticity = 29000 ksi Reinforcement yield strain = 0.00207 Reinforcement: Limiting compressive strain =I 0.003 1 Clear Cover =I 3.00 lin Cage Diameter = 6.42 ft Bar Size =I 8 I Seismic Properties Bar Diameter = 1.00 in Seismic Zone =r 1 Bar Area = 0.79 in Number of Bars =1 36 I Minimum Area of Steel Required area of steel = 27.71 in Provided area of steel = 28.44 in OK Axial Loading Load factor =I 1 Reduction factor = 0.9 Factored axial load = -40 kips Neutral Axis Distance from extreme edge to neutral axis = 10.84 in Equivalent compression zone factor = 0.85 Distance from extreme edge to equivalent compression zone factor = 9.21 in Distance from centroid to neutral axis = 31.16 in Compression Zone Area of steel in compression zone = 5.53 in Angle from centroid of pier to intersection of equivalent compression zone and edge of pier = 38.68 deg Area of concrete in compression = 330.25 in Force in concrete = 0.85 * fc * Acc = 1122.84 kips Total reinforcement forces = - 1082.84 kips Factored axial load = -40.00 kips Force in concrete = - 1122.84 kips Sum of the forces in concrete = 0.00 kips OK Maximum Moment First moment of the concrete area in compression about the centoid = 12057.06 in Distance between centroid of concrete in compression and centroid of pier = 36.51 in Moment of concrete in compression = 40994.01 in - kips Total reinforcement moment = 22097.12 in - kips Nominal moment strength of column = 63091.13 in - kips Factored moment strength of column = 56782.01 in - kips April 19, 2012 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 484247, Application 145520, Revision 0 Page 22 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report - version 6.0.4.0 dd 4t t o 0 2 Snn 0 o =-- om o ~ 00 °~vii O Cro 8: 0.; nn vv v m N I / \ / \ \ 1 N 1 b ei O d I 1 \ 5a j j {t� i \ 1 \ // E � --- N April 19, 2012 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 484247, Application 145520, Revision 0 Page 21 APPENDIX B BASE LEVEL DRAWING tnxTower Report - version 6.0.4.0 April 19, 2012 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 484247, Application 145520, Revision 0 Page 20 Section Elevation Component Size Critical P 0Pa „ow % Pass No. ft Type Element K K Capacity Fail L1 162 - 113.12 Pole TP25.71x13x0.1875 1 -6.91 1001.38 90.7 Pass L2 113.12 - 84.7 Pole TP32.6x24.3599x0.3125 2 -11.54 2292.86 65.2 Pass L3 84.7 - 42.03 Pole TP42.94x30.8019x0.375 3 -21.31 3544.07 61.4 Pass L4 42.03 - 0 Pole TP53x40.6692x0.375 4 -35.81 4183.67 67.7 Pass Summary Pole(L1) 90.7 Pass RATING = 90.7 Pass tnxTower Report - version 6.0.4.0 • April 19, 2012 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 484247, Application 145520, Revision 0 Page 19 Section Elevation Size L L, KW A P„ gyp, Ratio No. P,, ft ft ft in K K +p (2) 6 L3 84.7 - 42.03 TP42.94x30.8019x0.375 47.25 0.00 0.0 48.852 -21.31 3544.07 0.006 ( 9 L4 42.03 - 0 (4) TP53x40.6692x0.375 47.95 0.00 0.0 62.636 -35.81 4183.67 0.009 9 Pole Bending Design Data Section Elevation Size NU ow„ Ratio M +M y Ratio No. M. Mr ft kip -ft kip -ft 4M,, kip -ft kip -ft $M L1 162 - 113.12 TP25.71x13x0.1875 454.39 505.58 0.899 0.00 505.58 0.000 (1) L2 113.12 - 84.7 TP32.6x24.3599x0.3125 946.98 1463.83 0.647 0.00 1463.83 0.000 ( L3 84.7 - 42.03 TP42.94x30.8019x0.375 1816.53 2987.43 0.608 0.00 2987.43 0.000 (3) L4 42.03 - 0 (4) TP53x40.6692x0.375 3025.48 4530.63 0.668 0.00 4530.63 0.000 Pole Shear Design Data Section Elevation Size Actual +V, Ratio Actual 4T Ratio No. V„ V„ T T„ ft K K +V, kip -ft kip -ft +T L1 162 - 113.12 TP25.71x13x0.1875 16.69 500.69 0.033 0.75 1012.40 0.001 (1) L2 113.12 - 84.7 TP32.6x24.3599x0.3125 19.06 1146.43 0.017 1.35 2931.24 0.000 ( L3 84.7 - 42.03 TP42.94x30.8019x0.375 23.02 1772.03 0.013 1.34 5982.15 0.000 (3) L4 42.03 - 0 (4) TP53x40.6692x0.375 27.22 2091.83 0.013 1.34 9072.33 0.000 Pole Interaction Design Data I Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P„ M, M,,, V T Stress Stress ft kP __. $Mnx OMnr _____ 0 CTe Ratio Ratio L1 162 - 113.12 0.007 0.899 0.000 0.033 0.001 0.907 1.000 482 V ( ✓ L2 113.12 - 84.7 0.005 0.647 0.000 0.017 0.000 0.652 1.000 4.8.2 V ( V L3 84.7 - 42.03 0.006 0.608 0.000 0.013 0.000 0.614 1.000 4.8.2 4' (3) V L4 42.03 - 0 (4) 0.009 0.668 0.000 0.013 0.000 0.677 1.000 4.8 2 V Section Capacity Table tnxTower Report - version 6.0.4.0 ' April 19, 2012 162 Ft Monopole Tower Structural Analysis CC/ BU No 800530 Project Number 484247, Application 145520, Revision 0 Page 18 Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 162 - 113.12 28.827 40 1.7744 0.0076 L2 116.87 - 84.7 13.568 39 1.2362 0.0023 L3 89.28 - 42.03 7.506 39 0.8464 0.0011 L4 47.95 - 0 2.068 39 0.4052 0.0004 Critical $. f� -a tion and i, of Curvature Service Wind l Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 162.00 Lighting Rod 5/8" x 4' 40 28.827 1.7744 0.0077 24278 158.00 ANTI 50F2 40 27.341 1.7303 0.0071 24278 152.00 (2) DB846F65ZAXY w/ Mount 40 25.126 1.6639 0.0063 12139 Pipe 139.00 (2) 800 10122 w/ Mount Pipe 40 20.477 1.5157 0.0045 5277 132.00 742 213 w/ Mount Pipe 40 18.120 1.4320 0.0037 4045 um Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 162 - 113.12 143.301 2 8.8228 0.0370 L2 116.87 - 84.7 67.620 2 6.1614 0.0109 L3 89.28 - 42.03 37.433 2 4.2223 0.0051 L4 47.95 - 0 10.316 2 2.0219 0.0017 I F , t. e , ns , .... �h us of Cu vatu�e _ . , n 1 Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 162.00 Lighting Rod 5/8" x 4' 2 143.301 8.8228 0.0382 5106 158.00 ANT150F2 2 135.938 8.6052 0.0353 5106 152.00 (2) DB846F65ZAXY w/ Mount 2 124.961 8.2768 0.0311 2551 Pipe 139.00 (2) 800 10122 w/ Mount Pipe 2 101.919 7.5448 0.0224 1105 132.00 742 213 w/ Mount Pipe 2 90.227 7.1312 0.0182 845 Conwression Checks 1 Pole $ a : +:, gf 1 Section Elevation Size L L Kl /r A P (pP, Ratio No. P„ ft ft ft in K K 4)Pr, L1 162 - 113.12 TP25.71x13x0.1875 48.88 0.00 0.0 14.608 -6.91 1001.38 0.007 (1) 8 L2 113.12 - 84.7 TP32.6x24.3599x0.3125 32.17 0.00 0.0 30.861 -11.54 2292.86 0.005 tnxTower Report - version 6.0.4.0 April 19, 2012 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 484247, Application 145520, Revision 0 Page 17 Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ % Error Comb. K K K K K K 47 -4.73 -29.86 2.74 4.73 29.86 -2.74 0.000% 48 -5.46 -29.86 0.00 5.46 29.86 -0.00 0.000% 49 -4.73 -29.86 -2.74 4.73 29.86 2.74 0.000% 50 -2.73 -29.86 -4.74 2.73 29.86 4.74 0.000% Non-Linear Convergence , Results 1 Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 5 0.00000001 0.00006363 3 Yes 4 0.00000001 0.00088686 4 Yes 6 0.00000001 0.00006429 5 Yes 5 0.00000001 0.00061505 6 Yes 6 0.00000001 0.00006334 7 Yes 5 0.00000001 0.00060599 8 Yes 5 0.00000001 0.00004048 9 Yes 4 0.00000001 0.00056286 10 Yes 6 0.00000001 0.00006148 11 Yes 5 0.00000001 0.00058809 12 Yes 6 0.00000001 0.00006551 13 Yes 5 0.00000001 0.00062674 14 Yes 5 0.00000001 0.00006151 15 Yes 4 0.00000001 0.00085825 16 Yes 6 0.00000001 0.00006232 17 Yes 5 0.00000001 0.00059594 18 Yes 6 0.00000001 0.00006324 19 Yes 5 0.00000001 0.00060488 20 Yes 4 0.00000001 0.00095505 21 Yes 4 0.00000001 0.00053474 22 Yes 6 0.00000001 0.00006525 23 Yes 5 0.00000001 0.00062431 24 Yes 6 0.00000001 0.00006126 25 Yes 5 0.00000001 0.00058577 26 Yes 4 0.00000001 0.00008017 27 Yes 5 0.00000001 0.00083787 28 Yes 6 0.00000001 0.00017032 29 Yes 6 0.00000001 0.00016972 30 Yes 5 0.00000001 0.00083999 31 Yes 6 0.00000001 0.00016478 32 Yes 6 0.00000001 0.00016695 33 Yes 5 0.00000001 0.00082493 34 Yes 6 0.00000001 0.00016299 35 Yes 6 0.00000001 0.00016350 36 Yes 5 0.00000001 0.00082096 37 Yes 6 0.00000001 0.00016555 38 Yes 6 0.00000001 0.00016345 39 Yes 4 0.00000001 0.00009691 40 Yes 4 0.00000001 0.00056371 41 Yes 4 0.00000001 0.00054034 42 Yes 4 0.00000001 0.00006824 43 Yes 4 0.00000001 0.00049985 44 Yes 4 0.00000001 0.00059162 45 Yes 4 0.00000001 0.00009621 46 Yes 4 0.00000001 0.00051323 47 Yes 4 0.00000001 0.00053174 48 Yes 4 0.00000001 0.00006752 49 Yes 4 0.00000001 0.00058143 50 Yes 4 0.00000001 0.00049453 Maximum Tower Deflection - Service Wind tnxTower Report - version 6.0.4.0 • April 19, 2012 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 484247, Application 145520, Revision 0 Page 16 Load Vertical Shear, Shear Overturning Overturning Torque Combination Moment, M, Moment, M K K K kip -ft kip -ft kip -ft Dead +Wind 150 deg - 29.86 2.73 4.74 524.97 - 302.74 -0.33 Service Dead +Wind 180 deg - 29.86 -0.00 5.48 606.26 -0.32 -0.28 Service Dead +Wind 210 deg - 29.86 -2.73 4.74 525.05 302.08 -0.15 Service Dead +Wind 240 deg - 29.86 -4.73 2.74 303.10 523.44 0.01 Service Dead +Wind 270 deg - 29.86 -5.46 0.00 -0.12 604.43 0.17 Service Dead +Wind 300 deg - 29.86 -4.73 -2.74 - 303.36 523.36 0.29 Service Dead +Wind 330 deg - 29.86 -2.73 -4.74 - 525.36 301.95 0.33 Service Sotutiort Summary Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ % Error Comb. K K K K K K 1 0.00 -29.86 0.00 0.00 29.86 0.00 0.000% 2 0.00 -35.83 -27.20 -0.00 35.83 27.20 0.000% 3 0.00 -26.87 -27.20 -0.00 26.87 27.20 0.000% 4 13.57 -35.83 -23.55 -13.57 35.83 23.55 0.000% 5 13.57 -26.87 -23.55 -13.57 26.87 23.55 0.000% 6 23.51 -35.83 -13.60 -23.51 35.83 13.60 0.000% 7 23.51 -26.87 -13.60 -23.51 26.87 13.60 0.000% 8 27.14 -35.83 -0.00 -27.14 35.83 0.00 0.000% 9 27.14 -26.87 -0.00 -27.14 26.87 0.00 0.000% 10 23.51 -35.83 13.60 -23.51 35.83 -13.60 0.000% 11 23.51 -26.87 13.60 -23.51 26.87 -13.60 0.000% 12 13.57 -35.83 23.55 -13.57 35.83 -23.55 0.000% 13 13.57 -26.87 23.55 -13.57 26.87 -23.55 0.000% 14 -0.00 -35.83 27.20 0.00 35.83 -27.20 0.000% 15 -0.00 -26.87 27.20 0.00 26.87 -27.20 0.000% 16 -13.57 -35.83 23.55 13.57 35.83 -23.55 0.000% 17 -13.57 -26.87 23.55 13.57 26.87 -23.55 0.000% 18 -23.51 -35.83 13.60 23.51 35.83 -13.60 0.000% 19 -23.51 -26.87 13.60 23.51 26.87 -13.60 0.000% 20 -27.14 -35.83 0.00 27.14 35.83 -0.00 0.000% 21 -27.14 -26.87 0.00 27.14 26.87 -0.00 0.000% 22 -23.51 -35.83 -13.60 23.51 35.83 13.60 0.000% 23 -23.51 -26.87 -13.60 23.51 26.87 13.60 0.000% 24 -13.57 -35.83 -23.55 13.57 35.83 23.55 0.000% 25 -13.57 -26.87 -23.55 13.57 26.87 23.55 0.000% 26 0.00 -67.20 0.00 -0.00 67.20 0.00 0.000% 27 0.01 -67.20 -5.17 -0.01 67.20 5.17 0.000% 28 2.59 -67.20 -4.48 -2.59 67.20 4.48 0.000% 29 4.48 -67.20 -2.59 -4.48 67.20 2.59 0.000% 30 5.17 -67.20 -0.01 -5.17 67.20 0.01 0.000% 31 4.47 -67.20 2.58 -4.47 67.20 -2.58 0.000% 32 2.58 -67.20 4.47 -2.58 67.20 -4.47 0.000% 33 -0.01 -67.20 5.17 0.01 67.20 -5.17 0.000% 34 -2.59 -67.20 4.48 2.59 67.20 -4.48 0.000% 35 -4.48 -67.20 2.59 4.48 67.20 -2.59 0.000% 36 -5.17 -67.20 0.01 5.17 67.20 -0.01 0.000% 37 -4.47 -67.20 -2.58 4.47 67.20 2.58 0.000% 38 -2.58 -67.20 -4.47 2.58 67.20 4.47 0.000% 39 0.00 -29.86 -5.48 -0.00 29.86 5.48 0.000% 40 2.73 -29.86 -4.74 -2.73 29.86 4.74 0.000% 41 4.73 -29.86 -2.74 -4.73 29.86 2.74 0.000% 42 5.46 -29.86 -0.00 -5.46 29.86 0.00 0.000% 43 4.73 -29.86 2.74 -4.73 29.86 -2.74 0.000% 44 2.73 -29.86 4.74 -2.73 29.86 -4.74 0.000% 45 -0.00 -29.86 5.48 0.00 29.86 -5.48 0.000% 46 -2.73 -29.86 4.74 2.73 29.86 -4.74 0.000% tnxTower Report - version 6.0.4.0 • April 19, 2012 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 484247, Application 145520, Revision 0 Page 15 Load Vertical Shear, Shear Overturning Overturning Torque Combination Moment, M, Moment, M, K K K kip -ft kip -ft kip -ft 0.9 Dead +1.6 Wind 60 deg - 26.87 23.51 -13.60 - 1498.06 - 2587.39 -0.06 No Ice 1.2 Dead +1.6 Wind 90 deg - 35.83 27.14 -0.00 -0.62 - 3017.62 -0.84 No Ice 0.9 Dead +1.6 Wind 90 deg - 26.87 27.14 -0.00 -0.55 - 2987.40 -0.85 No Ice 1.2 Dead +1.6 Wind 120 deg 35.83 23.51 13.60 1512.08 - 2613.18 -1.40 - No Ice 0.9 Dead +1.6 Wind 120 deg 26.87 23.51 13.60 1497.06 - 2587.01 -1.40 - No Ice 1.2 Dead +1.6 Wind 150 deg 35.83 13.57 23.55 2619.53 - 1508.67 -1.58 - No Ice 0.9 Dead +1.6 Wind 150 deg 26.87 13.57 23.55 2593.46 - 1493.51 -1.58 - No Ice 1.2 Dead +1.6 Wind 180 deg 35.83 -0.00 27.20 3025.01 -0.06 -1.33 - No Ice 0.9 Dead +1.6 Wind 180 deg 26.87 -0.00 27.20 2994.89 0.06 -1.34 - No Ice 1.2 Dead +1.6 Wind 210 deg 35.83 -13.57 23.55 2619.91 1508.44 -0.74 - No Ice 0.9 Dead +1.6 Wind 210 deg 26.87 -13.57 23.55 2593.83 1493.51 -0.74 - No Ice 1.2 Dead +1.6 Wind 240 deg 35.83 -23.51 13.60 1512.75 2612.64 0.06 - No Ice 0.9 Dead +1.6 Wind 240 deg 26.87 -23.51 13.60 1497.72 2586.71 0.06 - No Ice 1.2 Dead +1.6 Wind 270 deg 35.83 -27.14 0.00 0.17 3016.67 0.84 - No Ice 0.9 Dead +1.6 Wind 270 deg 26.87 -27.14 0.00 0.23 2986.72 0.84 - No Ice 1.2 Dead +1.6 Wind 300 deg 35.83 -23.51 -13.60 - 1512.52 2612.26 1.39 - No Ice 0.9 Dead +1.6 Wind 300 deg 26.87 -23.51 -13.60 - 1497.38 2586.33 1.40 - No Ice 1.2 Dead +1.6 Wind 330 deg 35.83 -13.57 -23.55 - 2619.98 1507.76 1.58 - No Ice 0.9 Dead +1.6 Wind 330 deg 26.87 -13.57 -23.55 - 2593.79 1492.84 1.59 - No Ice 1.2 Dead +1.0 Ice+1.0 Temp 67.20 0.00 -0.00 -1.57 -2.30 -0.00 1.2 Dead +1.0 Wind 0 67.20 0.01 -5.17 - 601.45 -3.86 0.25 deg +1.0 Ice+1.0 Temp 1.2 Dead +1.0 Wind 30 67.20 2.59 -4.48 - 521.83 - 303.67 0.15 deg +1.0 Ice+1.0 Temp 1.2 Dead +1.0 Wind 60 67.20 4.48 -2.59 - 302.81 - 522.76 -0.00 deg +1.0 Ice+1.0 Temp 1.2 Dead +1.0 Wind 90 67.20 5.17 -0.01 -3.09 - 602.40 -0.15 deg +1.0 Ice+1.0 Temp 1.2 Dead +1.0 Wind 120 67.20 4.47 2.58 297.01 - 521.32 -0.26 deg +1.0 Ice+1.0 Temp 1.2 Dead +1.0 Wind 150 67.20 2.58 4.47 517.09 - 301.18 -0.29 deg +1.0 Ice+1.0 Temp 1.2 Dead +1.0 Wind 180 67.20 -0.01 5.17 598.14 -0.98 -0.25 deg +1.0 Ice +1.0 Temp 1.2 Dead +1.0 Wind 210 67.20 -2.59 4.48 518.52 298.83 -0.15 deg +1.0 Ice+1.0 Temp 1.2 Dead +1.0 Wind 240 67.20 -4.48 2.59 299.50 517.91 0.00 deg +1.0 Ice+1.0 Temp 1.2 Dead +1.0 Wind 270 67.20 -5.17 0.01 -0.21 597.55 0.15 deg +1.0 Ice+1.0 Temp 1.2 Dead +1.0 Wind 300 67.20 -4.47 -2.58 - 300.32 516.47 0.26 deg +1.0 Ice+1.0 Temp 1.2 Dead +1.0 Wind 330 67.20 -2.58 -4.47 - 520.39 296.33 0.29 deg +1.0 Ice+1.0 Temp Dead +Wind 0 deg - Service 29.86 0.00 -5.48 - 606.65 -0.48 0.28 Dead +Wind 30 deg - Service 29.86 2.73 -4.74 - 525.44 - 302.88 0.15 Dead +Wind 60 deg - Service 29.86 4.73 -2.74 - 303.49 - 524.23 -0.01 Dead +Wind 90 deg - Service 29.86 5.46 -0.00 -0.28 - 605.22 -0.17 Dead +Wind 120 deg - 29.86 4.73 2.74 302.96 - 524.15 -0.29 Service tnxTower Report - version 6.0.4.0 AIMOIIIMIPIIIIIIIIINIIIIIIIIIIIIIIV • • April 19, 2012 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 484247, Application 145520, Revision 0 Page 14 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip -ft kip -ft Max. My 2 -6.91 -0.73 454.34 Max. Vy 8 16.65 - 452.77 0.53 Max. Vx 2 -16.70 -0.73 454.34 Max. Torque 25 -1.61 L2 113.12 - Pole Max Tension 1 0.00 0.00 0.00 84.7 Max. Compression 26 -33.37 -2.27 1.55 Max. Mx 8 -11.54 - 943.91 0.57 Max. My 2 -11.54 -0.79 946.97 Max. Vy 8 19.00 - 943.91 0.57 Max. Vx 2 -19.06 -0.79 946.97 Max. Torque 25 -1.60 L3 84.7 - 42.03 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -47.28 -2.30 1.57 Max. Mx 8 -21.31 - 1811.22 0.61 Max. My 2 -21.31 -0.84 1816.53 Max. Vy 8 22.97 - 1811.22 0.61 Max. Vx 2 -23.02 -0.84 1816.53 Max. Torque 25 -1.59 L4 42.03 - 0 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -67.20 -2.30 1.57 Max. Mx 8 -35.81 - 3017.62 0.62 Max. My 2 -35.81 -0.85 3025.48 Max. Vy 8 27.17 - 3017.62 0.62 Max. Vx 2 -27.22 -0.85 3025.48 Max. Torque 25 -1.59 maaitntsn Reactions ..,,�., Location Condition Gov. Vertical Horizontal, X Horizontal, Z Load K K K Comb. Pole Max. Vert 30 67.20 -5.17 0.01 Max. H 20 35.83 27.14 -0.00 Max. H, 3 26.87 -0.00 27.20 Max. M 2 3025.48 -0.00 27.20 Max. M, 8 3017.62 -27.14 0.00 Max. Torsion 13 1.58 -13.57 -23.55 Min. Vert 7 26.87 -23.51 13.60 Min. H 9 26.87 -27.14 0.00 Min. H 15 26.87 0.00 -27.20 Min. M 14 - 3025.01 0.00 -27.20 Min. M, 20 - 3016.67 27.14 -0.00 Min. Torsion 25 -1.59 13.57 23.55 Tow . ' Reaction Suounary Load Vertical Shear Shear, Overtuming Overturning Torque Combination Moment, M, Moment, M K _ K K kip -ft kip -ft kip -ft Dead Only 29.86 0.00 0.00 -0.19 -0.37 -0.00 1.2 Dead +1.6 Wind 0 deg - 35.83 0.00 -27.20 - 3025.48 -0.85 1.34 No Ice 0.9 Dead +1.6 Wind 0 deg - 26.87 0.00 -27.20 - 2995.24 -0.72 1.35 No Ice 1.2 Dead +1.6 Wind 30 deg - 35.83 13.57 -23.55 - 2620.38 - 1509.36 0.74 No Ice 0.9 Dead +1.6 Wind 30 deg - 26.87 13.57 -23.55 - 2594.18 - 1494.19 0.74 No Ice 1.2 Dead +1.6 Wind 60 deg - 35.83 23.51 -13.60 - 1513.22 - 2613.58 -0.06 No Ice tnxTower Report - version 6.0.4.0 • • April 19, 2012 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 484247, Application 145520, Revision 0 Page 13 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 30 deg - No Ice 5 0.9 Dead +1.6 Wind 30 deg - No Ice 6 1.2 Dead +1.6 Wind 60 deg - No Ice 7 0.9 Dead +1.6 Wind 60 deg - No Ice 8 1.2 Dead +1.6 Wind 90 deg - No Ice 9 0.9 Dead +1.6 Wind 90 deg - No Ice 10 1.2 Dead +1.6 Wind 120 deg - No Ice 11 0.9 Dead +1.6 Wind 120 deg - No Ice 12 1.2 Dead +1.6 Wind 150 deg - No Ice 13 0.9 Dead +1.6 Wind 150 deg - No Ice 14 1.2 Dead +1.6 Wind 180 deg - No Ice 15 0.9 Dead +1.6 Wind 180 deg - No Ice 16 1.2 Dead +1.6 Wind 210 deg - No Ice 17 0.9 Dead +1.6 Wind 210 deg - No Ice 18 1.2 Dead +1.6 Wind 240 deg - No Ice 19 0.9 Dead +1.6 Wind 240 deg - No Ice 20 1.2 Dead +1.6 Wind 270 deg - No Ice 21 0.9 Dead +1.6 Wind 270 deg - No Ice 22 1.2 Dead +1.6 Wind 300 deg - No Ice 23 0.9 Dead +1.6 Wind 300 deg - No Ice 24 1.2 Dead +1.6 Wind 330 deg - No Ice 25 0.9 Dead +1.6 Wind 330 deg - No Ice 26 1.2 Dead +1.0 Ice+1.0 Temp 27 1.2 Dead +1.0 Wind 0 deg +1.0 Ice +1.0 Temp 28 1.2 Dead +1.0 Wind 30 deg +1.0 Ice +1.0 Temp 29 1.2 Dead +1.0 Wind 60 deg +1.0 Ice +1.0 Temp 30 1.2 Dead +1.0 Wind 90 deg +1.0 Ice +1.0 Temp 31 1.2 Dead +1.0 Wind 120 deg +1.0 Ice+1.0 Temp 32 1.2 Dead +1.0 Wind 150 deg +1.0 Ice+1.0 Temp 33 1.2 Dead +1.0 Wind 180 deg +1.0 Ice+1.0 Temp 34 1.2 Dead +1.0 Wind 210 deg +1.0 Ice+1.0 Temp 35 1.2 Dead +1.0 Wind 240 deg +1.0 Ice+1.0 Temp 36 1.2 Dead +1.0 Wind 270 deg +1.0 Ice+1.0 Temp 37 1.2 Dead +1.0 Wind 300 deg +1.0 Ice +1.0 Temp 38 1.2 Dead +1.0 Wind 330 deg +1.0 Ice+1.0 Temp 39 Dead +Wind 0 deg - Service 40 Dead +Wind 30 deg - Service 41 Dead +Wind 60 deg - Service 42 Dead +Wind 90 deg - Service 43 Dead +Wind 120 deg - Service 44 Dead +Wind 150 deg - Service 45 Dead +Wind 180 deg - Service 46 Dead +Wind 210 deg - Service 47 Dead +Wind 240 deg - Service 48 Dead +Wind 270 deg - Service 49 Dead +Wind 300 deg - Service 50 Dead +Wind 330 deg - Service Maximum Member Forces Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. kip -ft kip -ft L1 162 - 113.12 Pole Max Tension 30 0.00 0.00 -0.00 Max. Compression 26 -26.55 -2.14 1.46 Max. Mx 8 -6.92 - 452.77 0.53 tnxTower Report - version 6.0.4.0 • April 19, 2012 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 484247, Application 145520, Revision 0 Page 12 Description Face Offset Offsets: Azimuth Placement C C Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft ft K ft ° ft 3.00 Ice 13.15 11.99 0.27 1" Ice (2) RRUS -11 A From Leg 4.00 0.0000 139.00 No Ice 4.42 1.19 0.06 0.00 1/2" 4.71 1.35 0.08 0.00 Ice 5.00 1.53 0.11 1" Ice DC6 -48- 60 -18 -8F A From Leg 4.00 0.0000 139.00 No Ice 1.27 1.27 0.02 0.00 1/2" 1.46 1.46 0.04 0.00 Ice 1.66 1.66 0.05 1" Ice P65- 17- XLH -RR w/ Mount B From Leg 4.00 0.0000 139.00 No Ice 11.70 8.94 0.09 Pipe 0.00 1/2" 12.42 10.45 0.17 3.00 Ice 13.15 11.99 0.27 1 "Ice (2) RRUS -11 B From Leg 4.00 0.0000 139.00 No Ice 4.42 1.19 0.06 0.00 112" 4.71 1.35 0.08 0.00 Ice 5.00 1.53 0.11 1" Ice AM- X- CD- 14- 65- 00T -RET C From Leg 4.00 0.0000 139.00 No Ice 5.74 4.02 0.03 w/ Mount Pipe 0.00 1/2" 6.20 4.63 0.08 3.00 Ice 6.66 5.28 0.13 1" Ice (2) RRUS -11 C From Leg 4.00 0.0000 139.00 No Ice 4.42 1.19 0.06 0.00 1/2" 4.71 1.35 0.08 0.00 Ice 5.00 1.53 0.11 1" Ice 4' x 2" Pipe Mount A From Leg 4.00 0.0000 139.00 No Ice 0.79 0.79 0.03 0.00 1/2" 1.03 1.03 0.04 2.00 Ice 1.28 1.28 0.04 1" Ice 4' x 2" Pipe Mount B From Leg 4.00 0.0000 139.00 No Ice 0.79 0.79 0.03 0.00 1/2" 1.03 1.03 0.04 2.00 Ice 1.28 1.28 0.04 1" Ice 4' x 2" Pipe Mount C From Leg 4.00 0.0000 139.00 No Ice 0.79 0.79 0.03 0.00 1/2" 1.03 1.03 0.04 2.00 Ice 1.28 1.28 0.04 1" Ice Side Arm Mount [SO 102- C From Leg 0.00 0.0000 139.00 No Ice 3.00 3.00 0.08 3] 0.00 1/2" 3.48 3.48 0.11 2.00 Ice 3.96 3.96 0.14 1" Ice Platform Mount [LP 601 -1] C None 0.0000 139.00 No Ice 28.47 28.47 1.12 1/2" 33.59 33.59 1.51 Ice 38.71 38.71 1.91 1" Ice 742 213 w/ Mount Pipe A From Leg 1.00 0.0000 132.00 No Ice 5.37 4.62 0.05 0.00 1/2" 5.95 6.00 0.09 0.00 Ice 6.50 6.98 0.14 1" Ice 742 213 w/ Mount Pipe B From Leg 1.00 0.0000 132.00 No Ice 5.37 4.62 0.05 0.00 1/2" 5.95 6.00 0.09 0.00 Ice 6.50 6.98 0.14 1 "Ice 742 213 w/ Mount Pipe C From Leg 1.00 0.0000 132.00 No Ice 5.37 4.62 0.05 0.00 1/2" 5.95 6.00 0.09 0.00 Ice 6.50 6.98 0.14 1" Ice Pipe Mount [PM 601 -3] C None 0.0000 132.00 No Ice 4.39 4.39 0.20 1/2" 5.48 5.48 0.24 Ice 6.57 6.57 0.28 1 "Ice tnxTower Report - version 6.0.4.0 April 19, 2012 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 484247, Application 145520, Revision 0 Page 11 Description Face Offset Offsets: Azimuth Placement CAAA C Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft ft2 K ft ° ft 1 " Ice 6' x 2" Mount Pipe B From Leg 4.00 0.0000 152.00 No Ice 1.43 1.43 0.02 0.00 1/2" 1.92 1.92 0.03 1.00 Ice 2.29 2.29 0.05 1" Ice 6' x 2" Mount Pipe C From Leg 4.00 0.0000 152.00 No Ice 1.43 1.43 0.02 0.00 1/2" 1.92 1.92 0.03 1.00 Ice 2.29 2.29 0.05 1" Ice Platform Mount [LP 601 -1] C None 0.0000 152.00 No Ice 28.47 28.47 1.12 1/2" 33.59 33.59 1.51 Ice 38.71 38.71 1.91 1" Ice (2) 800 10122 w/ Mount A From Leg 4.00 0.0000 139.00 No Ice 7.86 6.65 0.09 Pipe 0.00 1/2" 8.46 7.88 0.15 3.00 Ice 9.10 8.85 0.22 1" Ice (2) LGP2140X A From Leg 4.00 0.0000 139.00 No Ice 1.26 0.38 0.02 0.00 1/2" 1.42 0.49 0.03 0.00 Ice 1.58 0.62 0.04 1 "Ice (4) 860 10025 A From Leg 4.00 0.0000 139.00 No Ice 0.16 0.14 0.00 0.00 1/2" 0.23 0.20 0.00 0.00 Ice 0.30 0.27 0.01 1" Ice (2) 782 -10250 A From Leg 4.00 0.0000 139.00 No Ice 0.52 0.27 0.01 0.00 1/2" 0.63 0.36 0.01 0.00 Ice 0.75 0.46 0.02 1 "Ice (2) 800 10122 w/ Mount B From Leg 4.00 0.0000 139.00 No Ice 7.86 6.65 0.09 Pipe 0.00 1/2" 8.46 7.88 0.15 3.00 Ice 9.10 8.85 0.22 1 "Ice (4) 860 10025 B From Leg 4.00 0.0000 139.00 No Ice 0.16 0.14 0.00 0.00 1/2" 0.23 0.20 0.00 0.00 Ice 0.30 0.27 0.01 1" Ice (2) LGP2140X B From Leg 4.00 0.0000 139.00 No Ice 1.26 0.38 0.02 0.00 1/2" 1.42 0.49 0.03 0.00 Ice 1.58 0.62 0.04 1 "Ice (2) 782 -10250 B From Leg 4.00 0.0000 139.00 No Ice 0.52 0.27 0.01 0.00 1/2" 0.63 0.36 0.01 0.00 Ice 0.75 0.46 0.02 1" Ice (2) 800 10122 w/ Mount C From Leg 4.00 0.0000 139.00 No Ice 7.86 6.65 0.09 Pipe 0.00 1/2" 8.46 7.88 0.15 3.00 Ice 9.10 8.85 0.22 1 "Ice (4) 860 10025 C From Leg 4.00 0.0000 139.00 No Ice 0.16 0.14 0.00 0.00 1/2" 0.23 0.20 0.00 0.00 Ice 0.30 0.27 0.01 1" Ice (2) LGP2140X C From Leg 4.00 0.0000 139.00 No Ice 1.26 0.38 0.02 0.00 1/2" 1.42 0.49 0.03 0.00 Ice 1.58 0.62 0.04 1" Ice (2) 782 -10250 C From Leg 4.00 0.0000 139.00 No Ice 0.52 0.27 0.01 0.00 1/2" 0.63 0.36 0.01 0.00 Ice 0.75 0.46 0.02 1" Ice P65- 17- XLH -RR w/ Mount A From Leg 4.00 0.0000 139.00 No Ice 11.70 8.94 0.09 Pipe 0.00 1/2" 12.42 10.45 0.17 tnxTower Report - version 6.0.4.0 April 19, 2012 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 484247, Application 145520, Revision 0 Page 10 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft ft K ft ° ft ANT150F2 B From Leg 4.00 0.0000 158.00 No Ice 1.23 1.23 0.01 0.00 1/2" 1.53 1.53 0.02 2.00 Ice 1.84 1.84 0.04 1" Ice Side Arm Mount [SO 701- B From Leg 2.00 0.0000 158.00 No Ice 0.85 1.67 0.07 1] 0.00 1/2" 1.14 2.34 0.08 0.00 Ice 1.43 3.01 0.09 1" Ice (2) DB846F65ZAXY w/ A From Leg 4.00 0.0000 152.00 No Ice 7.27 7.82 0.05 Mount Pipe 0.00 1/2" 7.88 9.01 0.11 1.00 Ice 8.48 9.91 0.19 1" Ice APX75- 866514 -CTO w/ A From Leg 4.00 0.0000 152.00 No Ice 10.00 6.57 0.04 Mount Pipe 0.00 1/2" 10.72 7.88 0.11 1.00 Ice 11.43 9.02 0.19 1" Ice (2) FDGW5504/1S -3 A From Leg 4.00 0.0000 152.00 No Ice 0.52 0.24 0.00 0.00 1/2" 0.62 0.32 0.01 1.00 Ice 0.72 0.40 0.01 1 "Ice BXA- 185063/8CFx2 w/ A From Leg 4.00 0.0000 152.00 No Ice 3.20 3.02 0.03 Mount Pipe 0.00 1/2" 3.58 3.64 0.06 1.00 Ice 3.99 4.26 0.09 1" Ice BXA- 70063/6CF w/ Mount B From Leg 4.00 0.0000 152.00 No Ice 7.98 5.70 0.04 Pipe 0.00 1/2" 8.62 6.85 0.10 1.00 Ice 9.23 7.71 0.17 1" Ice (2) FDGW5504/1S -3 B From Leg 4.00 0.0000 152.00 No Ice 0.52 0.24 0.00 0.00 1/2" 0.62 0.32 0.01 1.00 Ice 0.72 0.40 0.01 1" Ice (2) LPA- 80063/4CF w/ B From Leg 4.00 0.0000 152.00 No Ice 7.25 7.26 0.04 Mount Pipe 0.00 1/2" 7.72 7.96 0.10 1.00 Ice 8.20 8.67 0.18 1" Ice BXA- 185063/8CFx2 w/ B From Leg 4.00 0.0000 152.00 No Ice 3.20 3.02 0.03 Mount Pipe 0.00 1/2" 3.58 3.64 0.06 1.00 Ice 3.99 4.26 0.09 1" Ice GPS_A B From Leg 4.00 0.0000 152.00 No Ice 0.30 0.30 0.00 0.00 1/2" 0.37 0.37 0.00 1.00 Ice 0.46 0.46 0.01 1" Ice BXA- 70063/6CF w/ Mount C From Leg 4.00 0.0000 152.00 No Ice 7.98 5.70 0.04 Pipe 0.00 1/2" 8.62 6.85 0.10 1.00 Ice 9.23 7.71 0.17 1 "Ice (2) FDGW5504/1S -3 C From Leg 4.00 0.0000 152.00 No Ice 0.52 0.24 0.00 0.00 1/2" 0.62 0.32 0.01 1.00 Ice 0.72 0.40 0.01 1 "Ice BXA- 185063/8CFx2 w/ C From Leg 4.00 0.0000 152.00 No Ice 3.20 3.02 0.03 Mount Pipe 0.00 1/2" 3.58 3.64 0.06 1.00 Ice 3.99 4.26 0.09 1" Ice (2) LPA- 80063/4CF w/ C From Leg 4.00 0.0000 152.00 No Ice 7.25 7.26 0.04 Mount Pipe 0.00 1/2" 7.72 7.96 0.10 1.00 Ice 8.20 8.67 0.18 1" Ice 6' x 2" Mount Pipe A From Leg 4.00 0.0000 152.00 No Ice 1.43 1.43 0.02 0.00 1/2" 1.92 1.92 0.03 1.00 Ice 2.29 2.29 0.05 tnxTower Report - version 6.0.4.0 • April 19, 2012 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 484247, Application 145520, Revision 0 Page 9 Tower Tower Face AR A C CAA Weight Sectio Elevation In Face Out Face n ft ft ft ft ft K C 0.000 0.000 0.000 0.000 0.31 L3 84.70 -42.03 A 0.000 0.000 0.000 0.000 0.54 B 0.000 0.000 0.000 0.000 0.23 C 0.000 0.000 0.000 0.000 0.47 L4 42.03 -0.00 A 0.000 0.000 0.000 0.000 0.53 B 0.000 0.000 0.000 0.000 0.22 C 0.000 0.000 0.000 0.000 0.47 row �,., : `Ten.. ,. . s s a* 0 I Tower Tower Face Ice AR AF CAAA CAAA Weight Sectio Elevation or Thickness In Face Out Face n ft Leg in ft ft ft ft K L1 162.00- 113.12 A 2.303 0.000 0.000 0.000 0.000 0.49 B 0.000 0.000 0.000 0.000 0.11 C 0.000 0.000 0.000 0.000 0.29 L2 113.12 -84.70 A 2.231 0.000 0.000 0.000 0.000 0.36 B 0.000 0.000 0.000 0.000 0.15 C 0.000 0.000 0.000 0.000 0.31 L3 84.70 -42.03 A 2.133 0.000 0.000 0.000 0.000 0.54 B 0.000 0.000 0.000 0.000 0.23 C 0.000 0.000 0.000 0.000 0.47 L4 42.03 -0.00 A 1.912 0.000 0.000 0.000 0.000 0.53 B 0.000 0.000 0.000 0.000 0.22 C 0.000 0.000 0.000 0.000 0.47 . ,r :aiq u Section Elevation CP CP CP CP Ice Ice ft in in in in L1 162.00- 113.12 0.0000 0.0000 0.0000 0.0000 L2 113.12 -84.70 0.0000 0.0000 0.0000 0.0000 L3 84.70 -42.03 0.0000 0.0000 0.0000 0.0000 L4 42.03 -0.00 0.0000 0.0000 0.0000 0.0000 Tower Feed Line Description Feed Line K K Section Record No. Segment No Ice Ice Elev. f iii ' l Description Face Offset Offsets: Azimuth Placement CAA C Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft K ft ° ft Lighting Rod 5/8" x 4' C From Leg 0.00 0.0000 162.00 No Ice 0.25 0.25 0.03 0.00 1/2" 0.66 0.66 0.03 2.00 Ice 0.97 0.97 0.04 1 "Ice tnxTower Report - version 6.0.4.0 April 19, 2012 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 484247, Application 145520, Revision 0 Page 8 Section Tip Dia. Area I r C I/C J It'Q w w/t in in in` in in in in in in L1 13.2005 7.6250 158.1420 4.5484 6.6040 23.9464 316.4921 3.8132 1.9580 10.443 26.1066 15.1891 1250.0152 9.0605 13.0607 95.7083 2501.6751 7.5960 4.1950 22.373 L2 25.7110 23.8520 1742.6060 8.5368 12.3748 140.8185 3487.5050 11.9283 3.7373 11.96 33.1029 32.0252 4217.9133 11.4621 16.5608 254.6926 8441.3767 16.0156 5.1876 16.6 L3 32.4718 36.2156 4235.9169 10.8015 15.6473 270.7115 8477.4076 18.1112 4.7611 12.696 43.6024 50.6630 11596.676 15.1106 21.8135 531.6279 23208.612 25.3363 6.8974 18.393 8 8 L4 42.8425 47.9602 9837.9200 14.3044 20.6600 476.1831 19688.785 23.9846 6.4978 17.327 0 53.8176 62.6369 21915.529 18.6819 26.9240 813.9775 43859.895 31.3244 8.6680 23.115 4 9 Tower Gusset Gusset Gusset GradeAdjust. Factor Adjust. Weight Mult. 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 L1 162.00- 1 1 1 113.12 L2 113.12- 1 1 1 84.70 L3 84.70- 1 1 1 42.03 L4 42.03 -0.00 1 1 1 Description Face Allow Component Placement Total C Weight or Shield Type Number Leg ft ft Of LDF5- 50A(7/8 ") B No Inside Pole 158.00 - 0.00 1 No Ice 0.00 0.33 1/2" Ice 0.00 0.33 1" Ice 0.00 0.33 HJ7- 50A(1 -5/8 ") A No Inside Pole 152.00 - 0.00 12 No Ice 0.00 1.04 1/2" Ice 0.00 1.04 1" Ice 0.00 1.04 LDF4- 50A(1/2 ") A No Inside Pole 152.00 - 0.00 1 No Ice 0.00 0.15 1/2" Ice 0.00 0.15 1" Ice 0.00 0.15 LDF7- 50A(1 -5/8 ") C No Inside Pole 139.00 - 0.00 12 No Ice 0.00 0.82 1/2" Ice 0.00 0.82 1" Ice 0.00 0.82 FB -L98B- 002 - 75000( C No Inside Pole 139.00 - 0.00 1 No Ice 0.00 0.06 3/8 ") 1/2" Ice 0.00 0.06 1" Ice 0.00 0.06 WR- VG86ST -BRD( C No Inside Pole 139.00 - 0.00 2 No Ice 0.00 0.59 3/4) 1/2" Ice 0.00 0.59 1" Ice 0.00 0.59 CR 50 1873(1 -5/8 ") B No Inside Pole 132.00 - 0.00 6 No Ice 0.00 0.83 1/2" Ice 0.00 0.83 1" Ice 0.00 0.83 Tower Tower Face AR AF CAAA CAAA Weight Sectio Elevation In Face Out Face n ft ft ft ft ft K L1 162.00- 113.12 A 0.000 0.000 0.000 0.000 0.49 B 0.000 0.000 0.000 0.000 0.11 C 0.000 0.000 0.000 0.000 0.29 L2 113.12 -84.70 A 0.000 0.000 0.000 0.000 0.36 B 0.000 0.000 0.000 0.000 0.15 tnxTower Report - version 6.0.4.0 April 19, 2012 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 484247, Application 145520, Revision 0 Page 7 T I There is a pole section. This tower is designed using the TIA -222 -G standard. The following design criteria apply: 2) Tower is located in Hampshire County, Massachusetts. 3) Basic wind speed of 100 mph. 4) Structure Class II. 5) Exposure Category C. 6) Topographic Category 1. 7) Crest Height 0.00 ft. 8) Nominal ice thickness of 1.0000 in. 9) Ice thickness is considered to increase with height. 10) Ice density of 56 pcf. 11) A wind speed of 40 mph is used in combination with ice. 12) Temperature drop of 50 °F. 13) Deflections calculated using a wind speed of 60 mph. 14) A non - linear (P- delta) analysis was used. 15) Pressures are calculated at each section. 16) Stress ratio used in pole design is 1. 17) Local bending stresses due to climbing loads, feedline supports, and appurtenance mounts are not considered. 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 NI Assume Rigid Index Plate Calculate Redundant Bracing Forces Use Moment Magnification NI Use Clear Spans For Wind Area Ignore Redundant Members in FEA 1 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 NI Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz ' Use Azimuth Dish Coefficients ' Consider Feedline Torque Use Special Wind Profile NI Project Wind Area of Appurt. Include An.le Block Shear Check Include Bolts In Member Capacity Autocalc Torque Arm Areas Leg Bolts Are At Top Of Section SR Members Have Cut Ends Include Shear - Torsion Interaction Secondary Horizontal Braces Leg NI 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 Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius ft ft ft Sides in in in in L1 162.00- 113.12 48.88 3.75 18 13.0000 25.7100 0.1875 0.7500 A572 -65 (65 ksi) L2 113.12 -84.70 32.17 4.58 18 24.3599 32.6000 0.3125 1.2500 A572 -65 (65 ksi) L3 84.70 -42.03 47.25 5.92 18 30.8019 42.9400 0.3750 1.5000 A572 -65 (65 ksi) L4 42.03 -0.00 47.95 18 40.6692 53.0000 0.3750 1.5000 A572 -65 (65 ksi) Tapered Pole Properties tnxTower Report - version 6.0.4.0 Y f DESIGNED APPURTENANCE LOADING 1- -T i 6 .. TYPE ELEVATION TYPE 1 ELEVATION i 1 Lighting Rod 5/8" x 4' 162 (4) 860 10025 139 1 11 1 ANT150F2 158 (2) LGP2140X }139 1 Side Arm Mount ISO 701-1] 158 (2) 782 -10250 139 '�, ] (2) DB846F65ZAXY m ' w/ Mount Pipe 152 (2) 800 10122 w/ Mount Pipe 139 _ ■ ' APX75- 8665 w/ Mount Pipe 152 (4) 860 10025 139 (2) FDGW5504 /15-3 152 (2) LGP2140X 139 F, o Ip '�. BXA-185063/8CFx2 w/ Mount Pipe 152 (2) 782-10250 139 � o N o? BXA 70063 /6CF w/ Mount Pipe 152 P65-17 XLH RR w/ Mount Pipe 139 m m d v o "' `r I (2) FDGW5504 /1S -3 152 (2) RRUS-11 139 (2) LPA- 80063/4CF w/ Mount Pipe 152 DC6-48-60-18-8F 139 BXA 185063/8CFx2 w/ Mount Pipe 152 P65-17 XLH RR w/ Mount Pipe 139 GPS_A 152 (2) RRUS -11 139 BXA- 70063 /6CF w/ Mount Pipe 152 AM- X- CD- 14- 65-007 -RET w/ Mount 139 - Pipe (2) FDGW5504 /1S-3 152 _. -. BXA- 185063/8CFx2 w/ Mount LPA- 80063 /4CF Pipe 152 - - -; _ _ (2) RRUS -11 139 -.._ (2) w/ Mount Pipe 152 s 4 x 2" Pipe Mount 139 6' x 2" Mount Pipe 152 4' x 2" Pipe Mount )139 / I_ ,_ 113,1 fl VIII 6x2" Mount Pipe 152 - 7 1' ;_ x ; 2" Pipe Mount 139 _. 6' Side Arm Mount50 x 2" Mount Pipe 152 I 139 Platform Mount [LP 601 -1] 152 _ _ Platform Mount [LP 601-1] 139 - -- — __ - "- -- -- _ - - -- I (2) 10122 w/ Mount Pipe -. - 139 742 213 w/ Mount Pipe 132 (2) LGP214OX 139 742,213 w/ Mount Pipe - _ - 132 -_ - . -- _ _. -- 3 9 - _ -. - ( 4) 860 1002 139 742 213 wl Mount Pipe 132 - - -- - Pipe Mount [PM 601-3] 132 (z >7az -lozso ' 139 ] N N 2 m o (2) 800 10122 w/ Mount Pipe 139 '" n m o N N " MATERIAL STRENGTH i GRADE Fy Fu 1 GRADE 1 Fy 1 Fu A572 -65 65 ksi 80 ksi 84.711 Ili TOWER DESIGN NOTES • i 1. Tower is located in Hampshire County, Massachusetts. ' 0 2. Tower designed for Exposure C to the TIA -222 -G Standard. 3. Tower designed for a 100 mph basic wind in accordance with the TIA -222 -G Standard. a 11 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. 1 L 5. Deflections are based upon a 60 mph wind. i j1 6. Tower Structure Class I1. I II 7. Topographic Category 1 with Crest Height of 0.00 ft i '4 N m o n 8. TOWER RATING: 90.7% • I . • % i 42.0 fl -- I ALL REACTIONS ARE FACTORED ii 'I AXIAL 67K "' SHEAR MOMENT o 0°1 °o II 5 K( ... 604 kip-ft j ai ° o 0 ° m ' TORQUE 0 kip -ft I 40 mph WIND - 1.0000 in ICE AXIAL it 36 K I II SHEA MOMENT 27 K ( 3025 kip -ft 0 11L 6 TORQUE 2 kip -ft t REACTIONS - 100 mph WIND 11i N _ CO I L `y 3 m N 7g d t . n Y l7 V CT i 2 E u 8- V m m _. ( l i Z H u) r CO ° CD 3 Crown Castle '° BU #800530 `M� C 11 O i,) CC NN 2000 Corporate Drive P ro j ect L Canonsburg, PA 15317 C11ent C rown Castle IDrawnby:JKazmierczak Appd Code Date Scale We Are Solutions Phone: (724) 416 -2000 TIA -222 -G 04/18/12 NTS FAX: (724) 416-2254 Path R \SA Models - Letters\Work Area 1JKazmierczak1800530 \800530.eri Dwg No E -1 April 19, 2012 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 484247, Application 145520, Revision 0 Page 6 APPENDIX A TNXTOWER OUTPUT tnxTower Report - version 6.0.4.0 April 19, 2012 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 484247, Application 145520, Revision 0 Page 5 4) ANALYSIS RESULTS Table 5 - Section Ca • acit Summa IA , ., g.... , '.--, -, x ..,,,,,,,,,,,,,, ;74/. ,:,,,,;-7 *--.' e - 0-"' - ,,,,,:,,,-;‘, -,,,&,,,,,,,,- r oo. :71 . ststitrIt-V, it —.3,- L1 162 - 113.12 Pole TP25.71x13x0.1875 1 -6.91 1001.38 90.7 Pass L2 113.12 - 84.7 Pole TP32.6x24.3599x0.3125 2 -11.54 2292.86 65.2 Pass L3 84.7 - 42.03 Pole TP42.94x30.8019x0.375 3 -21.31 3544.07 61.4 Pass L4 42.03 - 0 Pole j TP53x40.6692x0.375 I 4 j -35.81 4183.67 67.7 Pass j 1 --------- Summary --- E A Pole (L1) ( 90.7 f Pass 1 F .. -- — r— -- — ._ � —. �I — —(- g ating = T 90.7 T Pass 1 Table 6 Tower Component Stresses vs. Capacity LC5 1 Anchor Rods 0 58.5 Pass - - -~- 1 Base Plate 0 - -'— 72.4 - -- ( Pass • 1 1 Base Foundation 0 I 66.2 --- Pass .. r , :y . , as s a f ` . .; r x ��*' r x r *z s s a Notes: 1) See additional documentation in "Appendix C - Additional Calculations" for calculations supporting the % capacity consumed. 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the existing and proposed loads. No modifications are required at this time. tnxTower Report - version 6.0.4.0 April 19, 2012 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 484247, Application 145520, Revision 0 Page 4 1 tower mounts Platform Mount [LP 601 -1]�� J 132 I 132 3 kathrein 742 213 w/ Mount Pipe 6 1 -5/8 1 1 I tower mounts Pipe Mount [PM 601 -3] Notes: 1) Existing Equipment Table 3 - Desi • n Antenna and Cable Information 160 160 2 decibel DB2246 2 1 -5/8 150 150 j 12 swedcom ALP 9212 12 1 -5/8 140 140 12 swedcom ALP 9212 12 1 -5/8 130 130 12 swedcom ALP 9212 12 1 -5/8_ 120 120 12 swedcom v w ALP 9212 r 12 1 -5/8 110 110 12 swedcom ALP 9212 I 12 1 1 -5/8 3) ANALYSIS PROCEDURE Table 4 - Documents Provided . � ,ras, °e k6" �''r' 4- GEOTECHNICAL REPORTS Clarence Welti Assoc., Inc. 834886 CCISITES 4 -TOWER FOUNDATION Engineered Endeavors, Inc. 834883 CCISITES DRAWINGS /DESIGN /SPECS 4 -TOWER MANUFACTURER Engineered Endeavors, Inc. 834878 CCISITES DRAWINGS 4 -TOWER STRUCTURAL Engineered Endeavors, Inc. 627272 CCISITES ANALYSIS REPORTS 3.1) Analysis Method tnxTower (version 6.0.4.0), a commercially available analysis software package, was used to create a three - dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) Tower and structures were built in accordance with the manufacturer's specifications. 2) The tower and structures have been maintained in accordance with the manufacturer's specification. 3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. This analysis may be affected if any assumptions are not valid or have been made in error. Crown Castle should be notified to determine the effect on the structural integrity of the tower. tnxTower Report - version 6.0.4.0 + April 19, 2012 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 484247, Application 145520, Revision 0 Page 3 1) INTRODUCTION This tower is a 162 ft Monopole tower designed by Engineered Endeavors, Inc. in May of 2000. The tower was originally designed for a wind speed of 75 mph per TIA /EIA- 222 -F. 2) ANALYSIS CRITERIA The structural analysis was performed for this tower in accordance with the requirements of TIA -222 -G Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3- second gust wind speed of 100 mph with no ice, 40 mph with 1 inch ice thickness and 60 mph under service loads, exposure category C. Table 1 Proposed Antenna and Cable Information 10 00V ; "*“ ': r' a 4.1 " " ,t ;Niel (# " r , r ' 1 kmw AM- X- CD- 14- 65- 00T -RET 142 communications w/ Mount Pipe 2 powerwave P65- 17- XLH -RR w/ Mount technologies Pipe 1 3/8 139 , Side Arm Mount [SO 102- 2 3/4 F1 1 tower mounts 3] 6 ericsson RRUS -11 139 1 raycap I DC6- 48- 60 -18 -8F Table 2 - Existin • and Reserved Antenna and Cable Information ,,.k ' ' 1' r w � � I * +` .... :. i's.i4:i via 160 1 telewave ANT1 50F2 158 _ Side Arm Mount [SO 701- 1 7/8 1 r a- 1 - 5 - 8 — 1 tower mounts 1 ] BXA- 185063/8CFx2 w/ 3 antel Mount Pipe ante) BXA- 70063/6CF w/ Mount F Pipe LPA- 80063/4CF w/ Mount 4 antel Pipe 152 153 2 decibel DB846F65ZAXY w/ Mount 12 11528 1 Pipe 1 gps GPS_A APX75- 866514 -CTO w/ 1 rfs celwave Mount Pipe 6 rfs celwave FDGW5504/1S -3 152 I 1 I tower mounts IPlatform Mount [LP 601 -1] 142 6 kathrein 800 10122 w/ Mount Pipe 1 6 kathrein 782 -10250 139 I 139 12 kathrein I 860 10025 12 1 -5/8 1 i --- powerwave _� 6 technologies LGP2140X tnxTower Report - version 6.0.4.0 April 19, 2012 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 484247, Application 145520, Revision 0 Page 2 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2 - Existing and Reserved Antenna and Cable Information Table 3 - Design Antenna and Cable Information 3) ANALYSIS PROCEDURE Table 4 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summary) Table 6 — Tower Components vs. Capacity 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations tnxTower Report - version 6.0.4.0 CY 0 WN Date: April 19, 2012 ASTLE Mitzi Parker Crown Castle Crown Castle 2000 Corporate Drive 3530 Toringdon Way, Suite 300 Canonsburg, PA 15317 Charlotte, NC 28277 (724) 416 -2000 Subject: Structural Analysis Report Carrier Designation: AT &T Mobility Co- Locate Carrier Site Number: MA5208 Carrier Site Name: AWE- Northampton Atwood Crown Castle Designation: Crown Castle BU Number: 800530 Crown Castle Site Name: MA NORTHAMPTON II CAC 800530 Crown Castle JDE Job Number: 183570 Crown Castle Work Order Number: 484247 Crown Castle Application Number: 145520 Rev. 0 Engineering Firm Designation: Crown Castle Project Number: 484247 Site Data: ATWOOD DRIVE, NORTHAMPTON, Hampshire County, MA Latitude 42° 18' 9.77'; Longitude -72° 37' 30.74" 162 Foot - Monopole Tower Dear Mitzi Parker, Crown Castle is pleased to submit this "Structural Analysis Report" to determine the structural integrity of the above mentioned tower. This analysis has been performed in accordance with the Crown Castle Structural `Statement of Work' and the terms of Crown Castle Purchase Order Number 484247, in accordance with application 145520, revision 0. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC5: Existing + Proposed Equipment Sufficient Capacity Note: See Table I and Table II for the proposed and existing /reserved loading, respectively. The analysis has been performed in accordance with the TIA -222 -G standard and local code requirements based upon a wind speed of 100 mph 3- second gust and exposure category C. All modifications and equipment proposed in this report shall be installed in accordance with the attached drawings for the determined available structural capacity to be effective. We at Crown Castle appreciate the opportunity of providing our continuing professional services to you and Crown Castle. If you have any questions or need further assistance on this or any other projects please give us a call. Structural analysis prepared by: John Kazmierczak, E.I.T. / IS AtA� Respectfully submitted by: N OF A 4 ' , r i A� °�. _ ct Aaron C. Pool, P.E. cm_ •• -z ' Engineering Supervisor No. 46397 . x 0OSTEY 44 G�. 1f tnxTower Report - version 6.0.4.0 i, ;;; ;; kt y /!5hZ. AGENCY CUSTOMER ID: 713115 LOC #. ACS ADDITIONAL REMARKS SCHEDULE Page 2 of _2 AGENCY NAMED INSURED CROWN CASTLE INTERNATIONAL CORP. Willis of _ Pennsylvania, Inc. See Attached Named Insured List POLICY NUMBER 1220 Augusta Dr. Suite 500 Houston, TX 77057 See First Page CARRIER NAIC CODE See First Page EFFECTIVE DATE: See First Page ADDITIONAL REMARKS THIS ADDITIONAL REMARKS FORM IS A SCHEDULE TO ACORD FORM, FORM NUMBER: 25 FORM TITLE: CERTIFICATE OF LIABILITY INSURANCE Certificate Holder is included as an Additional Insured under the General, Automobile and Excess policies as required by written agreement and only with respect to the liability arising out of the operations performed by or on behalf of the Named Insured. General, Automobile, Excess Liability and Workers Compensation include a Waiver of Subrogation in favor of the Certificate Holder when required by written contract but always subject to the policy terms, conditions, exclusions and as permitted by law. Building Permit. Additional Insured: City of Northampton. ACORD101(2008 /01) Co11:3727535 Tp1:1422485 Cert:17886446 ©2008ACORDCORPORATION .Allrightsreserved. The ACORD name and logo are registered marks of ACORD k ' The Commonwealth of Massachusetts Print Form *� Department of Industrial Accidents _� Office of Investigations _ = _ 1 Congress Street, Suite 100 Bo ston, MA 02114 -2017 4W1 www.mass.gov/dia Workers' Compensation Insurance Affidavit: Builders / Contractors /Electricians/Plumbers Applicant Information Please Print Legibly --ll Name ( Business /Organization/Individual): Cawrj CI ) llvrrrjl/A�Ioi -L (...Q(T_PQQ {" Address: (ZZU 4 d‘-r u G- cr �b U City /State /Zip: 1 d c . r o rJ , ( X 17 05 Phone #: 7 c 10 S 0 q Are you an employer? Check the appropriate box: Type of project (required): 1. ❑ I am a employer with 4. ❑ I am a general contractor and I employees (full and/or part- time).* have hired the sub - contractors 6. New construction 2. ❑ I 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' 9. ❑ Building addition [No workers' comp. insurance comp. insurance.$ required.] 5. ❑ We are a corporation and its 10.0 Electrical repairs or additions 3. ❑ 1 am a homeowner doing all work officers have exercised their 11.0 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. 2'OtherA - _ - / N1U E comp. insurance required.] *Any applicant that checks box # 1 must also fill out the section below showing their workers' compensation policy information. 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 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 the policy and job site information. Insurance Company Name: W 1 w s or PE pl NS' t_ / Policy # or Self -ins. Lic. #: 7 o Z J O Z - $ 2 Expiration Date: «/ / (lam Job Site Address: 22 \�e_ • City /State /Zip: NU pr'i ,J , Al A 0(0 ( 0 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 the pains and penalties of perjury that the information provided above is true and correct. Signature: IDate: $ Phone #: 70 IM" (O »t{ 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 #: A` °R° CERTIFICATE OF LIABILITY INSURANCE Page 1 of 2 05/09/2012 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 Willis of Pennsylvania, Inc. PHONE FAX c/o 26 Century Blvd. (A/C N FXT) 877- 945 -7378 (NC,Nnp 888- 467 -2378 P. O. Box 305191 E -MAIL ADDRESS certlflcates@wlllls.com _ Nashville, TN 37230 -5191 INSURER(S)AFFORDING COVERAGE NAIC# INSURER A: Federal Insurance Company 20281 -005 INSURED CROWN CASTLE INTERNATIONAL CORP. INSURER B: New Hampshire Insurance Co. 23841 -D00 See Attached Named Insured List INSURERC: 1220 Augusta Dr. Suite 500 Houston, TX 77057 INSURER D: INSURER E: INSURER F: COVERAGES CERTIFICATE NUMBER: 17886446 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 ADD'L SUB R POLICY EFF POLICY EXP 1 TR TYPE OF INSURANCE I NSR') wvn POLICY NUMBER (MMmnmVY) (MMmnJYYYY) LIMITS A GENERAL LIABILITY Y Y 70210228 4/1/2012 4/1/2013 EACH OCCURRENCE $ 1,000,000 X COMMERCIAL GENERAL LIABILITY DAMAGE TO RENTED PREMISES TO $ 1,000,000 CLAIMS -MADE X OCCUR MEDEXP(Anyoneperson) $ 5,000 PERSONAL &ADVINJURY $ 1,000,000 GENERAL AGGREGATE $ 2,000,000 GEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS - COMP/OP AGG $ 2,000,000 X POLICY PRO- LOC $ A AUTOMOBILE LIABILITY Y Y 70210229 4/1/2012 4/1/2013 COMBINED SINGLE LIMIT $ 1,000,000 (Ea acciden X ANY AUTO BODILYINJURY(Perperson) $ ALL OWNED SCHEDULED BODILY INJURY(Per accident) $ AUTOS AUTOS HIRED AUTOS NON -OWNED PROPERTY DAMAGE accident) $ AUTOS B X UMBRELLALIAB X OCCUR Y Y 61844671 4/1/2012 4/1/2013 EACH OCCURRENCE $ 5,000,000 EXCESS LIAB CLAIMS -MADE AGGREGATE $ 5,000,000 DED RETENTION $ $ A WORKERS COMPENSATION Y 71710698 4/1/2012 4/1/2013 X W TnRY - TF OTHR F - AND EMPLOYERS' LIABILITY RY1 I IMI IMI ANY PROPRIETOR/PARTNER/EXECUTIVE /N N/A E.L. EACH ACCIDENT $ 1,000,000 OFFICER/MEMBER EXCLUDED? 4 Mandatory.inNH) E.L. DISEASE - EA EMPLOYEE $ 1,000,000 fyes, describe under DESCRIPTION OF OPERATIONS below E.L. DISEASE - POLICY LIMIT $ 1,000,000 DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (Attach Acord 101, Additonal Remarks Schedule, if more space is required) Re: BU# 800530 - Project Address: 22 Atwood Drive, Northampton, MA 01060. See Attached: CERTIFICATE HOLDER CANCELLATION 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 REPRESENTATIVE City of Northampton 212 Main Street Northampton, MA 01060 0IvA4J . Coll :3727535 Tp1:1422485 Cert:17886446 ©1988 -201 CORD CORPORATION. All rights reserved. ACORD 25 (2010/05) The ACORD name and logo are registered marks of ACORD Versionl.7 Commercial Building Permit May 15, 2000 SECTION 10- STRUCTURAL PEER REMIN (780 CIS 11011) Independent Structural Engineering Structural Peer Review Required Yes © No O SECTION 11- OWNER AUTHORIZATION - TO BE MOOLETIO MIEN OWPMAS AtNENT OR CONTRACTM APPLIES FOR -. , . ‘* PERINT as Owner of the subject property hereby authorize to act on my behalf, in all matters relative to work authorized by this building permit application. Signature of Owner Date 1, LIZ0 wn1 _ __ aPriJT . _l oripAiv - , as Owner /Authorized Agent hereby declare that the statements and information on the foregoing application are true and accurate, to the best of my knowledge and belief. Signed under the pains and penalties of perjury. Print Name Signature of Owner /Agent Date SIWTION 12 -CMSITRUCTON SERVICES 10.1 Licensed Construction Supervisor: Not Applicable ❑ Name of License Holder : (� �! � !— Cemi . License Number ST£ 3400 _ _?esr COMrIL1's Mit 0/80 on ess Expira Dat Signature Telephone OCTAN4 13 -MAKERS' COMPANSATION MtNIAME AFFIDAVIT (MAIL. c. 152,1 6)) Workers Compensation Insurance affidavit must be completed and submitted with this application. Failure to provide this affidavit will result in the denial of the issuance of the building permit. Signed Affidavit Attached Yes No O Versionl.7 Commercial Building Permit May 15, 2000 SECT 9:94 9- PROFESSIONAL Des Gt4 AND CONS'TRUC71 4 ammo - FINt BUILDINGS AND STRUCTURES ECT TO COSTRUCT9ON CONTROL. „ UANT TO 7.0 OUR 11 (Oaf t, THAN 35t0d0 C.P. OF Et! u . , ; _ . , 9.1 Registered Architect: Not Applicable ❑ Name (Registrant): Registration Number Address Expiration Date Signature Telephone 9.2 Registered Professional Engineer(s): Name Area of Responsibility Address Registration Number Signature Telephone Expiration Date i Name Area of Responsibility Address Registration Number Signature Telephone Expiration Date Name Area of Responsibility Address Registration Number Signature Telephone Expiration Date Name Area of Responsibility l i Address Registration Number Signature Telephone Expiration Date 9.3 General Contractor e.,5 IU _- 015 —IL Applicable ❑ Company Name: ei41 .6 ' 77 1 Responsible In Charge of Construction 00 _ Yti s'r Cu ril.vl r n % S 4, a n?d P_./U, MO °VSO Address mi 77.0 0057 Signature Telephone t it Version1.7 Commercial Building Permit May 15, 2000 ; ,, * ' tom Existing Proposed Required by Zoning / This column to be filled in by A �// r 4 Building Department . Lot Size �2 . _ �!�bt , , _ Q hi J ⁢ Frontage Setbacks Front ; LLL4 Side L: , . _.__ R:. L: R: t Rear Building Height Bldg. Square Footage , Open Space Footage % (Lot area minus bldg & paved parking) # of Parking Spaces Fill: It i (volume & Location) A. Has a Sp ial Permit /Variance /Finding ever been issued for /on the site? NO DON'T KNOW 0 YES IF YES, date issued: IF YES: Was the permit recorded at the Registry of Deeds? NO 0 DON'T KNOW O YES IF YES: enter Book i 1 Page! and /or Document # B. Does the site contain a brook, body of water or wetlands? NO DON'T KNOW 0 YES IF YES, has a permit been or need to be obtained from the Conservation Commission? Needs to be obtained O Obtained ® , Date Issued: C. Do any signs exist on the property? YES NO O IF YES, describe size, type and location: i D. Are there any proposed changes to or additions of signs intended for the property ? YES O NO IF YES, describe size, type and location: E. Will the construction activity disturb (clearing, grading, exca tion, or filling) over 1 acre or is it part of a common plan that will disturb over 1 acre? YES ® NO IF YES, then a Northampton Storm Water Management Permit from the DPW is required. ' Versionl.7 Commercial Building Permit May 15, 2000 ...11k! , _ «. .. ;i ,i 0 , r4 = FQRPACTS LESS 'THAN 35,000 Interior Alterations ❑ Existing Wall Signs ❑ Demolition ❑ Repairs ❑ Additions ❑ Accessory Building ❑ Exterior Alteration ❑ Existing Ground Sign ❑ New Signs ❑ Roofing ❑ Change of Use ❑ Other I ' ' Brief Description Enter a brief description here. Apr,( A/6 )1 3 /9 T7 o A/ A"(... ANT A) lirt TO Of Proposed Work: )((S - r/A)4 JN00/1) 77 mud / 4$ (1 1Jo_ frill the/ - ?A)6, Co n4po 1)AJ1 sECTWN 5 P ATV CANS ' MI TYPE USE GROUP (Check as applicable) CONSTRUCTION TYPE A Assembly A -1 ❑ A -2 ❑ A -3 ❑ 1A 1 ❑ ❑ A -4 ❑ A -5 ❑ 1B ❑ B Business ❑ 2A ❑ E Educational ❑ 2B I ❑ F Factory ❑ F -1 ❑ F -2 ❑ 2C ❑ H High Hazard ❑ 3A ❑ 1 Institutional ❑ 1 -1 ❑ 1 -2 ❑ 1 -3 ❑ 3B ❑ M Mercantile ❑ 4 ❑ R Residential ❑ R -1 ❑ R -2 ❑ R -3 ❑ 5A ❑ S Storage ❑ S -1 ❑ S -2 ❑ 5B [ ❑ U Utility ❑ Specify: M Mixed Use ❑ Specify: S Special Use d Specify nD, I�PDi rUl io A kiL1Ul1%!i-F 713 coal ill _rou.!6.& C n � ��:; "`, � t, a3 3T � 1� �� " � s t ° � �N �F�i S. AC tft'T �Q� Existing Use Group: 1 Proposed Use Group: Existing Hazard Index 780 CMR 34): —__ I Proposed Hazard Index 780 CMR 34): _ 8. , .r 1 BUILDING AREA EXISTING PROPOSED NEW CONSTRUCTION f Floor Area per Floor (sf) . / /9 r . ' ° 1 c r x st ! 1' 1 xttk s t 2nd .... F s �'. :4. 2 nd I 4 3rd 3`d , . ' 3 a' { 4th ' 4th 4 - 3- Ni vs n a q y 3 Y �„ y r" J * af ' Total Area (sf) Total Proposed New Construction (sf) Total Height (ft) 3 ` Total Height ft ' , , 7. Water Supply (M.G.L. c. 40, § 54) 7.1 Flood Zone Information: N 0 7.3 Sewage Disposal System: Al /- Public ❑ Private ❑ r(� j1 Zone Outside Flood Zon ❑ Municipal ❑ On site disposal sys -m❑ � 1 Versionl.7 Commercial Buildin: Permit Ma 15, 2000 'City of Northampton : uilding Department 212 Main Street all Room 100 N. hampton, MA 01060 pEprOFBUILDIN y 13.87 -1240 Fax 413-587-1272 NORTHAMPTON i s . APPLICATION TO CONSTRUCT, REPAIR, RENOVATE, CHANGE THE USE OR OCCUPANCY OF, OR DEMOLISH ANY BUILDING OTHER THAN A ONE OR TWO FAMILY DWELLING SECTION 1 SITE INFORMATION i 1,0 saotic� r " 04„° 4 1.1 Property Address: I x 22 a-rwooD p -P r i Td� lYl A �o� ► rim 0/ Die v �� ' SECTION 2 - PROPERTY OWNERSHIP /AUTIHORIZED AGENT 2.1 Owner of Record: kivvoob ) 1/E Li .r Z?,O Nor-771 Pf .i4Stl -Ni i / h 1 &e cl Name (Print) Current Mailing Address: Signature Telephone 2.2 Authorized Agent: C eOUJAU COevrp/9 ! 3� o 7;e_itu6iDeRJ L)k Clf,Q to _ Ak. 282i`7 Name (Print) Current Mailing Address: 70 Lt ( fvS los�f Signature Telephone NOTION 3 . ESTIIIIIATEQ�CO TRVeTION Item Estimated Cost (Dollars) to be Official Usie Only completed by permit applicant 1. Building 7 0 066 00 (a) Buildin Permit Fee 2. Electrical °° (b)ttitl ated Tgt�11 Q C 00 U - 1 rtl;Crt cti f rrr (S} I 3. Plumbing liifd »ig lItEee 4. Mechanical (HVAC) 5. Fire Protection r Ator 6. Total = (1 + 2 + 3+4+ 5) # Z 17�Q • C heck Number / Or /C7 7 This Section For Official USe Only Building Permit Number Date Issued Signature: Building Commissioner /Inspector of Buildings Date C � Crown Castle Tel 704- 405 -65 A S 1 t- 3530 Torringdon Way Fax 724 - 416 -4 Charlotte NC 28277 May 8, 2012 City of Northampton 212 Main Street Northampton, MA 01060 Attn- Building Inspection din Permit Application/Fee for AT &T Site: MA5208 - Crown Castle Site: 800530 RE- Buil g To Whom It May Concern, find the building permit application package for the project at the above Enc losed p lease fin referenced site. I have included the app lication, COI, project construction drawings, and a completion structural analysis showing sufficient capacity for proposed aopy of te permat Up on comp of your review please contact me so that we may p ick up Please do not hesitate to give me a call of you need any additional information. Regards, Ryan S. Ivey Crown Castle East Area Property File #113P-20121-1018e r 2 014 t UN ■ APPLICANT /CONTACT PERSON CROWN CASTLE ATLANTIC LLC ikSt,�,/4 ADDRESS/PHONE 500 WEST CUMMINGS PARK STE 3600 WOBURN (781) 970 -0058 0 Y 94)1"' ^''" PROPERTY LOCATION 22 ATWOOD DR MAP 35 PARCEL 040 ZONE SR/WSPII THIS SECTION FOR OFFICIAL USE ONLY: PERMIT APPLICATION CHECKLIST ENCLOSED REQUIRED DATE ZONING FORM FILLED OUT Fee Paid Building Permit Filled out y� J v [U�� Fee Paid ./ - Typeof Construction: ADD 3 ADDITIONAL ANTENNAE 7 & 1 CABINET New Construction Non Structural interior renovations Addition to Existing Accessory Structure Building Plans Included: Owner/ Statement or License 77359 3 sets of Plans / Plot Plan THE FOLLOWING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON INFORMATION PRESENTED: Approved Additional permits required (see below) PLANNING BOARD PERMIT REQUIRED UNDER:§ Intermediate Project: Site Plan AND /OR Special Permit With Site Plan Major Project: Site Plan AND /OR Special Permit With Site Plan ZONING BOARD PERMIT REQUIRED UNDER: § Finding Special Permit Variance* Received & Recorded at Registry of Deeds Proof Enclosed Other Permits Required: Curb Cut from DPW Water Availability Sewer Availability Septic Approval Board of Health Well Water Potability Board of Health Permit from Conservation Commission Permit from CB Architecture Committee Permit from Elm Street Commission - Permit DPW Storm Water Management Demolition Delay sit Signature of Building Official Date Note: Issuance of a Zoning permit does not relieve a applicant's burden to comply with all zoning requirements and obtain all required permits from Board of Health, Conservation Commission, Department of public works and other applicable permit granting authorities. * Variances are granted only to those applicants who meet the strict standards of MGL 40A. Contact Office of Planning & Development for more information. t 4 22 ATWOOD DR BP- 2012 -1018 GIS #: COMMONWEALTH OF MASSACHUSETTS Map:Block: 39 - 060 CITY OF NORTHAMPTON Lot: -001 PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS Permit: Building DO NOT HAVE ACCESS TO THE GUARANTY FUND (MGL c.142A) Category: Non structural interior renovations BUILDING PERMIT Permit # BP- 2012 -1018 Project # JS- 2012 - 001757 Est. Cost: $25000.00 Fee: $150.00 PERMISSION IS HEREBY GRANTED TO: Const. Class: Contractor: License: Use Group: CROWN CASTLE ATLANTIC LLC 77359 Lot Size(sq. ft.): 194756.76 Owner: CITY OF NORTHAMPTON Zoning: Applicant: CROWN CASTLE ATLANTIC LLC AT: 22 ATWOOD DR Applicant Address: Phone: Insurance: 500 WEST CUMMINGS PARK STE 3600 (781) 970 -0058 () WC WOBURNMA01801 ISSUED ON:5/31/2012 0:00:00 TO PERFORM THE FOLLOWING WORK:ADD 3 ADDITIONAL ANTENNAE 7 & 1 CABINET POST THIS CARD SO IT IS VISIBLE FROM THE STREET Inspector of Plumbing Inspector of Wiring D.P.W. Building Inspector Underground: Service: Meter: Footings: Rough: Rough: House # Foundation: Driveway Final: Final: Final: Rough Frame: Gas: Fire Department Fireplace /Chimney: Rough: Oil: Insulation: Final: Smoke: Final: THIS PERMIT MAY BE REVOKED BY THE CITY OF NORTHAMPTON UPON VIOLATION OF ANY OF ITS RULES AND REGULATIONS. Certificate of Occupancy Signature: FeeType: Date Paid: Amount: Building 5/31/2012 0:00:00 $150.00 212 Main Street, Phone (413) 587 -1240, Fax: (413) 587 -1272 Louis Hasbrouck — Building Commissioner