Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
6TH ST, 2300
WOMEN 421ty or Bremerton D4 artment of Community Development PERMIT NUMBER: 8817 00168 DATE ISSUED: 04119/2017 AS.SESSO NUNi ER: 381044"I M ZONING: i1SAP=E0 Name Phone. Address Atcess Code APPLICANT: R'YKA CONSUI.TLIN+G 2W5234941 918 S HORTON T #I042 X3010440% EATTLI WA" 34' O1vNER: DILLON DOUGLAS &JOVE 23006TH ST IRQIEwUL8G7 BREMERTONI WA 99312 CLINTRACTOW n LENDERV SUBMITTED: 03/09/2017 APPROVED: 04/1412017 EXPIRAi`ION., I11612417 STATUS; ISSUED VALUATION: sis5 000.00 Commercial Building Permicw/ Meclum caltlPiumbing AT&T - ROOFTOP ANTENNA UPGRADES - BR45 BREMERTON H W V3I - BWE REPLACE 3 REMOTE RAD10 UNITS ON, AN EXISTING WIRELESS State Surcharge S4,50 COMMUNICATIONS TOWER BuildingPermit, V13,00' Building Code Edition; Technology Fete S11.15 t%`� cetpanryGroup: � lfi. aA Peen Rtwiew Fee $144=45 Type of Constructiow tt TOTAL, PEES : I*loud Zoae: Setbacks: ltff. (R dR.T/8t0) Sanitation Ntethod: Number of Bedrooms: Inspection Requests: FIRE: Fire llopections (30) 473 DC Dw Building Inspnec"ona: (360) 473-S870 HEALTH:Xitsap County Health District (36%3374M I &I: Department of Labor and Industries (360)+IES4W Pw&U: Public liior ks - Engineering (36%473-5270 410 p835 fit1 ittSpeCtlot? a BUILDING ARMIT INSPECTION CARD PROTECT THIS CARD FROM'THE WEATHER 2300 6TH ST REPLACE 3 REMOTE RADIO UNITS ON AN EXISTING WIRELESS COMMUNICATIONS 011 Building ❑ Plumbing L1 Mechanical ® .Alarm/Sprinkler This Placard must be posted on or near building and the Permit &"Approved" plains must be at the site. Permit # BB 117 00168 POST ON SITE Call the following Agencv Telephone Numbers for inspections: Building Department Inspections: (360) 473-5870 Water - Public Works: (360) 473-5927 PW - Public Works - Engineering (360) 473-5270 Kitsap Public Health: (360) 337-5235 Fire - Fire Department: (360) 473-5385 L&I - Dept. of Labor and Industry (360) 415-4000 - Property lines shall be properly identified and marked before foundation footing inspection. Setbacks are measured to the finished wall structure. - Reinspection fee may be assessed if inspection has been requested when not ready or corrections are not completed. - Permit, approved plans, engineering, and inspection card shall be on site during construction or Reinspection Fee may be assessed. Inspection { r; APP DATE s 4 shotes ,. �. .` L&I - Electrical Cover Inspection Before Framing (State of Washington) 4 3 L&I - Electrical Final Inspection Final Inspection -Building FINAL BUILDING (360) 473-5870 All of the above must be approved. Approved Final Inspection grants occupancy for single-family residence only. Commercial structures require separate Certificate of Occupancy. DO NOT OCCUPY BUILDING WITHOUT BUILDING DEPARTMENT APPROVAL Page 1 of 1 PERWITICENTER cc�►r�iv��c . Building Permtt.Applicafon 3/6/17 RYKA CONSULTING 918 South Horton St. Seattle, WA 98134 City of Bremerton — Department of Community Development Permit Center 3456 th Street, Suite 600 Bremerton, WA 98337 (360) 473-5275 VIA FedEx ,. MAR p g X017 CRY of Bremerton, DCD ' RE: Request for Minor Modification to Existing Wireless Facility - Section 6409/47 CFR § 1.40001("6409") Site Address: 2300 6TH Street Prior Case No.: BB15 00717 AT&T Project No.: BR45 BREMERTON HWY 31- BWE To Whom it May Concern: On behalf of New Cingular Wireless PCS, LLC ("AT&T") we are pleased to submit this request to modify AT&T's existing wireless communication site at the location referenced above, as an Eligible Facilities Request for a minor modification under Section 6409. A copy of the Federal Communication Commission's new 6409 rule is enclosed for your information. Scope of Work AT&T proposes the following minor modifications to this site. Swap three existing remote radio heads with three new remote radio heads on the existing tower. No changes are proposed to the antennas. (Please note: all work will be performed wholly within the existing premises and utility easements; this site is free of any concealment features; and the project otherwise complies with the site's original conditions of approval.) Component Federal Section 6409 Limits AT&T's Proposed Modification Increase height of tower 20 feet or less No increase in height Antennas extending horizontally from edge of tower 20 feet or less No increase in projection from edge of tower. Additional equipment cabinets 4 or fewer No additional equipment cabinets FCC Shot Clock for Section 6409 Minor Modifications Based on a filing date of 3/8/17 the'iprojected FCC deadline for a decision is 5/7/17 Our goal is to work with you to obtain approval of this minor modification earlier than the deadline. We will respond promptly to any requests for information you may have for our application. Please let us know how we can work with you to expedite the approval process. We look forward to working with you on this important project, which will significantly improve wireless telecommunication services in your community without requiring an additional site. Should you have any questions or require additional information, please do not hesitate to contact me. Sincerely, Chris DeVoist Ryka Consulting on behalf of AT&T Enclosures: FCC Rule for Section 6409 Applications (47 CFR § 1.40001) Title 47 1 —, Subchapter A — Part I — Subpart CC --4§ 1.40001 Title 47: Telecommunication § 1.40001 Wireless Facility Modifications. (a) Purpose. These. rules implement section 6409 ofthe Spectrum Act (codified at 47 U.S.C. 1455), which requires a State, or local government to approve any eligible facilities request for a modification of An existing tower or base station that (toes not substantially change the physical dimensions of such tower or base station. (b) Definitions. Terms used in this section have the following meanings. (1) Base station. A structure or equipment at a fixed location that enables Commission-licens'ed or authorized wireless communications between user equipment and a communications network. The term does not encompass a tower as defined in this subpart or any equipment associated with a tower. (i) The term includes, but is not limited to, equipment associated with wireless communications services such as private, broadcast, and public safety services, as welt as unlicensed wireless services and fixed wireless services such as �microwave backhaul. (ii) The term includes, but is not limited to, radio transceivers, antennas, coaxial or fiber-optic cable, regular and backup power supplies, and comparable equipment, regardless of technological configuration (including Distributed Antenna, Systems and small-cell networks) - (iii) The termincludes any structure other than a.,tower that,, at the time the relevant application is filed, with the State or local government under this section, supports or houses equiotbent described in paragraphs (b)(1)(i) through (ii) of this i section that, has been reviewed and approved,under the applicable zoning or sit -!pg process, or under another State or local regulatory review process, even if the structure, was not built for the sole or primary purpose of providing such support. (iv) The term idoes not include any structure that, at the time the relevant application is filed with the State or local government under this section, does not support or house equipment described in paragraphs (b)(1)(i)7(ii) of this section. (2) Collocation. The mounting or installation of transmissionequipment on an eligible support structure for the purpose of transmitting and/or receiving radio frequency signals for communications purposes. (3) Eligible facilities request. Any request for modification of an existing tower or base station that does not substantially change the physical dimensions of such tower or base station, involving: (i) Collocation of new transmission equipment; (ii) Removal of transmission equipment; or (iii) Replacement of transmission equipment. (4) Eligible support, structure. Any tower or base station as defined in this section, provided that it. is existing at the time the relevant application is filed with the State or local government under this section. (5) EAistin.g. A constructed tower or base station is existing for purposes of this section if it has been reviewed and approved under the applicable zoning or siting 11 process, or under another State or local regulatory review process, provided that. a tower that has not been reviewed and approved because it was not in a zoned area when. it was built, but was lawfully constructed, is existing for purposes of this definition. (6) Site. For towers other than towers in�the public rights-of-way,rthe current boundaries of the leased or owned property surrounding the tower and any access or utility easements currently related to the site, and, for other eligible support structures, further restricted to that area in proximity to the structure and to other transmission equipment already deployed on the ground. (7) Substantial change. A modification substantially changes the physical dimensions of an eligible support structure if it meets any of the following criteria: (i:) For towers other than towers in the public rights-of-way, it €increases the height of the tower by more than 10% or by the height of one additional antenna array with separation from the nearest existing antenna not to exceed twenty feet, whichever is greater; for other eligible support structures, it increases the height of thy, structure by snore. than 1Q ro or more than,ten feet, whichever is greater; (A.) Changes in height should be measured from the original support structure in cases cohere deployments are or, will be separated horizontally, such as on buildings' rooftops; in other circumstances, changes in height should be measured from the dimensions of the tower or base station, inclusive of originally approved appurtenances and any modifications that were approved prior to the passage of ,the Spectrums Act. (ii) For towers other than towers in the.public rights-of-way, it involves adding an appurtenance to the body of the tower that would protrude from the edges of the tower more than twenty feet, or more than the width of the tower structure at the level of the appurtenance, whichever is greater; for other eligible support structures, it involves adding an appurtenance to the body of the structure that would protrude from the edge of the structure by more than six. feet; (iii) For any eligible support structure, it involves installation of more than the standard number of new equipment cabinets for the technology involved, but not to exceed four cabinets; or, for towers in the public rights-of-way and base stations, it involves installation of any new equipment cabinets on,the ground if�there are no pre- existing ground cabinets associated with the structure, or else involves installation of ground cabinets that are more than 10% larger in height or overall volume than any other ground cabinets associated with the structure; (iv) It entails any excavation or deployment outside the current site, (v) It would defeat the concealment elements of the eligible support structure; or (vi) It does not comply with conditions associated with the siting approval of the construction or,modification of the eligible support structure or base station equipment, provided however that this limitation does not apply to any modification, that is non- compliant only in a. manner that would not exceed the thresholds identified in § 1.4000,1(b)(7)(i) through (iv). (S) Treinsmission equipment. Equipment that facilitates transmission for any Commission -licensed or authorized wireless communication service, including, but not limited to, radio transceivers, antennas, coaxial or fiber-optic cable, and regular and backup power supply. The term includes equipment associated with wireless communications services including, but notlimited to, private, broadcast, and public safety services, as well as unlicensed wireless services and fixed wireless services such as microwave backhaul. (9) Tower. Any structure built for the sole or primary purpose of supporting any Commission -licensed or authorized antennas and their associated facilities, including structures that are constructed for wireless communications services including, but not limited to; private, broadcast, and public safety services,, aswell as unlicensed wireless services and fixed wireless services such as microwave backhaul, and the associated site. (c) Review of appdiceitions. A State or local government may not deny and shall approve any eligible facilities request for modification of an eligible support structure that does not substantially change+the physical dimensions of such structure.. (l) Inc Itmentation re4mirement for review. When an applicant asserts in writing that a request for modification is covered by this section, a State or local government,may require the applicant to provide documentation or information only to the extent reasonably related to determining whether the request meets the requirements of this section. A State or local government may not require an applicant to submit any other documentation, including but not limited to documentation intended to illustrate the need for such wireless facilities or to justify the business decision to modify such wireless facilities. (2) Timeframe for review. Within 60 days of the date on which an applicant submits a request seeking approval under this section, the State or local government shall approve the application unless it determines that the application is not covered by this section. ('3) Tolling of the timeframe for review. The 60 -day period begins to nen when the application is filed, and may be tolled only by mutual agreement or in cases where the reviewing State or local government determines that the application is incomplete. The timeframe for review is not tolled by a moratorium on the review of applications. (i) To toll the timeframe for incompleteness, the reviewing State or local government must provide written notice to the. applicant within 30 days of receipt of the application, clearly and specifically delineating all missing documents or information. Such delineated information is limited to documents or information meeting the standard under paragraph (c)(1) of this section. (ii) The timeframe for review begins running again when the applicant makes a supplemental submission in. response to the State or local government's notice of incompleteness. (iii) Following a supplemental submission. the State or local government will have 10 days to notify the applicant that the supplemental submission did not provide the, information identified in the original notice delineating missing information. The timeframe is tolled in the case of second or subsequent notices pursuant to the procedures identified in this paragraph (c)(3). Second or subsequent notices of incompleteness may not specify missing documents or information that were not delineated in. the original notice of incompleteness. (4) Failure to act. In the event the reviewing State or local government fails to approve or deny a request seeking approval under this section within the timeframe for review (accounting for any tolling), the request shall be deemed granted. The deemed grant. does not become effective until the applicant notifies the applicable reviewing authority in writing after the review period has expired (accounting for any tolling) that the application has been deemed granted- . (5) Remedies. Applicants and reviewing authorities may bring claims related to Section 6409(a) to any court of competent jurisdiction. [80 FR 1269, Jan. 8, 20151 z 0 c MAW m v Q Y' 0 oi�������z�N .Z o��C�i�CziCziGzf��m.n-�, 0 Z � � m ��rov omm v�°v� mmo m �. Z �rao � Do M m a C 111 �' `� $, -� 3 Z 1 Yv CD Ln -nI, ro Y .. L_�.' .`�' � ' O m -n'..i• ` j � o 90 f _ --o ono sw Q, C) a ° m p ry n�� � m <:1 <_.� o <. ° p CD N o w � D� ��oNID w m �� zN � z 1 �z � � °m`ate mD0 O o A sl mo� Q :E r7- �N Q/ °T� S�-1 45m GgS 4J t'� c c 5D o 00.{ ��{{�pp m o�m�� o �o r 3 o J� o w m� p1 f1 (/) ©NO1O Q w• z _ r �N_O �_ai p C D� n Pfflonc-4 �c 0 ' nZ?O 3m� 0 o z k z m 085 �D4w°' 03 z ° W m m -i », it � �° mN���zD � �� �rn �=+ c°iz-z°O� °� QnE$ ..� n Z "m m tt Rsmi.mOOR 0 i °�°m 2° m !gjg-- z min 0 111 � c ;0m 4 .. fA g C n 2 L o ° 2 Ci 0 � O v D C— Y ry i11(h Pd L'� °na m ? X�� -1 mZZm po. m !�/ z y m 0D 2 6 Oz 00 011m �p 9c Om cn $Z F N 30, zz in .� J s o m ts�;u �pjm Jig �qvp mop �goQ mm rn g, CD „m2 C" 0*:* Oz r N Fn 0 pozm m �n-1 pm Z Q 4 Damm y A am > m N (Am Orn ��V 0 Qo � � � �Z>N cD co t a 1� o JJ (J� �J{ CNv1 VVCn CCS NNS n ci L tfi �Q oo � Q D °m Z of 0 ;} 3 ^_ Z N g m z A° s -plum. in0 0 IT, ' o CL rm4. _mrnaia�P?�'$4��0 v Q oi�������z�N .Z o��C�i�CziCziGzf��m.n-�, 0 � ��rov omm v�°v� mmo o Z i( �rao � Do M m a g m z A° s -plum. in0 0 IT, ' o CL rm4. v g m z A° s -plum. in0 0 IT, ' o CL rm4. I ;,r 7 V a n A .y N Y! p;js Eli Ux fli y M RHNis 1O CI ^ N < r� O �uyyS m�-�^ fronux�xy fi my _ ���o �R� g 61� '" romay z�°�n Z y�+ 9 D nG f1 $^$9 z Mi mL" j *�y 0 u ° rfm <y y2 -1 4 €x$ m oNO�ayY C oy m ~ yr5r�= lou p�m Cc �O mO " �1O 7ygg m y"> $ fn f1 !a Tis W ; u�°O�, �` fln " n -H �m�nz Q��Z M.M. A 9A ` P �A C 351n (�C� v ; q� �F y " 2 is 11191 HIR igm � }� {nn p�ptj '� SS lap P y O (Z� m ° non Q $Gop7 �Q 2Q$A :i5 11=11 R�� $ ff (N2 pig mmryy°n1 O�Z �y�= �oZ y 2 �Jlj{m ��N Te �^i Yy ��Xgm iittyll��mG� c� D�i y0 gi�� < S=i1.��n�n�RQ a77s00 MI � ta7s CC❑�?c� S� � � ��" ��i v�sy5y5 �i$ . � vpp{{�'$p� g '� m Qy r � p yo A ► ° GOpA €0 � uf, y ^ mmyi m MIR �n$ s� N o b 2� o m 9 mym n go m l "m 2 ro 8 M $� ' g 0 o'a?33�F3 Z In A{TN N.N (nA nc�ii�i �Z�n m �� m m�mmmm yT 6y mFK HIM hoinr2 19 cn W HUMAS mmmm N � rmPnmA i� H ; . 11 Z ° m Csi � 8 y6m X070 ' _cc . $ � �i �� c < ^ i a yi � mmA L�9 IR A HI Q ° c h1qt�� $Oc1z Fye m G1 PD6��T 2 m In rq� $ m t9y �� O $ n m m0 ,ci Fi m � xm m�°� Hum 3 d0 �� � i 0 is lid +� gg O to 9 ° P �n lg1�� ,([[8o CD O SSSYS' (/rn � Q 0 O yp `A Nr xm p �j Lnr Ki 11 -m m FA ®HE FI$ s $ dJC6]2 cM JOT IRE IM Eli gq g ° o m 84��3a V� x gone' I:.xp Rmgap�S pgil— §§11pp -bul I� � W ❑❑�� ❑❑❑❑❑Q m°oC1 a v«VgOVy pc Ap H�O 0 OG1Oo fl- oil113 n :01 icOO1 E59P 51 0, 8H)p ffftttfff v' OR aC7 TG T!7 rppO 0 I c W z'z mciR gyro I I IM 8 X89 A�z' bZ II° C tri n m � CC ",-1" y( n�mm mm o 000 axe i � un D� 2 I 0 _m € 00 qp� i"nii�mo'.;� � A � � r� �°ts tnb$ H M z RI Y(Wh v� < -"4 ° H- c1 $P�i� e QQQ111 m N VZ lie H D11 I ymc�m merprlmmAA�O°a �WC) T Z; ^ y'soy� fl; OBC F DD W M CD m v a m � Z��. o Zm A N 0 C 4 Z W M CD m m � Z��. o Zm A N a 7 bm r {I51 Z NQ3 m C) i L m n Z � N r 3 p I i � Z �l ( N mI O z I 9 j I A \ O c f ) r INOl°22'bt°E 100.00' z �y, W l {M I Q Lp 1 "i yo kr{ } (g "till I. r t l ill?l izp - N° fc Ip �� o il: fzTl C - ml rr y - c of I�.. o g 2 m - c5N o z � 4F 1 (_i_t.wu _ P "TIP�� F F (• F { F °y° I I <• F (� F F G,p f�� I < f E E c f k F I � T (E) StDEWALK t _ OLYMPIC AVENUE z m m a g ^' f m 2- I z m l z (E) StDEWALK t _ OLYMPIC AVENUE z m m a g ^' f m 2- I z m l z m -I Ir z I Z � � O ( D -4 m v M r D m m a g ^' f m 2- I z m l z m -I Ir z I Z � � O ( D -4 i v DD m m a g ^' m $ 4 -I -4 -4 v M T o N D m I m a 0 O Z cn 4 0 Z c o Qo CL CL m m a g ^' m $ 4 -I G 7W D Z Ot T v � o c o Qo CL CL t �i en x G) w � 4 lr� .- �.:�'.,;A• j f 1. ���` 4 +�f/ � �� f%-..K>A`�,� 1 f/1��� �/�,\h :�' j! }���,IIfJ/r•, s r / ;�r 4PROPERTY LINE 1 0' /A %! �2 00.) \ti IN ' `''''f/ !`'��t, `�%•�•+ �I.1 +,..+w'•,.r;,,_r-.,,..,� m ,� �'r1� !r rI'4+� IKz �rluh irrl Jl,�!��` i�l I'1 ti m0 I r Fn elf yj \ € /SNO /r Ib — — - — — — — — — — -- — '/'�/%'±I1,1`,x\\�, I �� .�, III _ '� • Viz_• G I=J�����,`�,�`;:� m �/ A ',• `\ � �,r��i i �: fll I � I I �� II •I I� ill 4 L 01 `\�• > I !TTT1ir r `ITPT'f ' rT -f i rn tt I` IT r rrm nT`FrMT"/ fln7T7 i rTr'r'17TT TI I Tl rn (l , \ r -� m m m l z I m� C7 m �1 r �C^ Fn p _ i m mm2 m O N A D -=i I „ m MAW R, n m zn' A , 4� g tai (/a p .ii 8 m x Q C •47 t m � m AO V Q C:2 (n om a 7: _ Gi O S r ?A i 13 Ir�' m mLa G b V r g 2 O CD m a DP �i en x G) w � 4 lr� .- �.:�'.,;A• j f 1. ���` 4 +�f/ � �� f%-..K>A`�,� 1 f/1��� �/�,\h :�' j! }���,IIfJ/r•, s r / ;�r 4PROPERTY LINE 1 0' /A %! �2 00.) \ti IN ' `''''f/ !`'��t, `�%•�•+ �I.1 +,..+w'•,.r;,,_r-.,,..,� m ,� �'r1� !r rI'4+� IKz �rluh irrl Jl,�!��` i�l I'1 ti m0 I r Fn elf yj \ € /SNO /r Ib — — - — — — — — — — -- — '/'�/%'±I1,1`,x\\�, I �� .�, III _ '� • Viz_• G I=J�����,`�,�`;:� m �/ A ',• `\ � �,r��i i �: fll I � I I �� II •I I� ill 4 L 01 `\�• > I !TTT1ir r `ITPT'f ' rT -f i rn tt I` IT r rrm nT`FrMT"/ fln7T7 i rTr'r'17TT TI I Tl rn (l , \ r -� m m m l z I m� C7 m �1 r �C^ Fn p _ i m mm2 m O N A D -=i I „ m MAW R, n m zn' A , 4� g tai (/a p .ii 8 m x Q C •47 t m � m AO V Q C:2 (n om a 7: _ Gi O S r ?A i 13 Ir�' m mLa G b V r g 2 O CD m a DP V s V T 19 a) m M Os z x ;ti cz IIr�l� D m m AD� � C r A m mP m a Z V - p3 A inr / m' ,m y V O O .4 co t,1 Z fn 19 a) m M Os z x O cz IIr�l� D m m AD� � C r A m mP m a Z V - p3 A inr / ,m y O 11 n O � U U� ; a) m M Os z x O A D m m AD� � 4 A m mP m Ch p3 A inr / � U U� ; DP a) m M Os O A 4° V V 4 � m r T p3 A inr DP a) m M Os O A 4° V V 4 � m r T p3 A y O z CD 0 H z m T mm z rn m T m m z CD X �2g a) m M Os O A N 41 4 �m mm :L o c0) _ O go CL rl- 0 CD tD FL v M N + Q 0�' amo ay +' © V/ i. A " mpOSmO� H mm .r +o — n m m y cn n� m o m 'o o m ii m m m fn mm mm mrm- ?Ag �m v 0-4 V a p� pt p � �zo� O C O O T OT O z -!62 w 4 z a / cncnFn rm0 m � o m ` 1 �w U to 0 S m m c m� T 00= O -- - - zoo z r� "� mC? az o0 _v �� >� X mo ? Zca Im o 4 m " rr m R m " m r.:^r m rRr = m m(:n m m% _m o ��n m m z m O co 0 R C ��r1 iQy�� C M� z� 7o F Ami pD�O O x m m n nit2' o� ma Cao r. c o1 n Qs o r x o m p Viz, P�� z o_ ^�� o c o o o p Q II~ F. m \ b z �IN ! P F n I � r;D !� 50 c a '9 O ox I� T ��ii m m �d fnFn O 2 � z a 41 0 F" z DD OD m m o c o ;CO,) Z 0 T LLJ-t� m a OD m m o c o ;CO,) Z 0 o o N U x x J V 'y N W p� O ou �c o 0 av A P K X- ! V ss9 � co c vo Nv V V V yrs rn f?1 m�pLg 7.2" _ ��-4 m�= x Cil (IWIU� 1 011LB I Zg.B• 2 C O z Ila y m �� m m in g Q o ic ,� RN A i O 90 0 4t "$ `n W r VJ �Kx �O C 0 Vt O M .� -, �� ON _ p la� ~ O O N W .jl=j I RL4 DD s r o o N U x x J V 'y N W p� O ou �c o 0 av A P K X- ! V ss9 � co c vo Nv V V V yrs rn f?1 m�pLg 7.2" _ ��-4 m�= x Cil (IWIU� 1 011LB I Zg.B• 2 C O z Ila y m �� m m in g Q o ic ,� RN A i O 90 0 4t "$ `n W r VJ �Kx �O C 0 Vt O M .� -, �� ON _ p la� ~ O O N W .jl=j I RL4 DD s w T Y: i< °m Xm �m �`qA m N PZ W m VI ;ll rN .... o rT M _ V C r 4 9�� 0 N 4 /1 G1 tr7nf� A 'p p 5A A NJ b 9 i jn tYj u m ro A o3 2 m fit O m Fn N r N m < a®"' l i"- .56E H1nWIZtI m c $ O � ,56E ►�nwizv m N \ N �o rm-�" A o ImIn M yy a NDcn � A �2 O O O a v z �O O f" c;" �m °nom cm A 4 A$ ��� 1n � � �� �gv VN �m0 Y/�3itf a m �E om �mm 4A`� �o z .TA 0 x / ca In "0 Z m n 2 00 i G r .S6C t�nWlTd m .66E H1f1wiZV r 1 N n RA -M z 3 InQpg c o� a m�cm� -Ay N RE y 0 Fn F i � I w I 0 D 03 0 Q dN 0ai yy44�D j N 0 �+ r T R N y n 0 z X c 0 Z 03 0 Q dN 0ai Z CA N 0 c m U FX V 0 c CA O D !� C7 � r X'c c 4 P m ?I On m y0 y �r N 10 X 0 0 m 0 Q r m FM m X Fn z 0 3: 0 c r m pP os � r o c 4 P m mPc On y0 y �r N e� os � r o c 4 P m mPc y0 y �r N '< g X f W a _ A m o tl� n Ng � ggM If Illm y m o n a oLi ~ 2 ♦� aq$j }H Z m 0 P y e� os q o 4 4 ? y g _ A m o tl� n Ng �� ggM If Illm a oLi 1 m Q z 0 (J) A o zHt N Oj *A,A M OC)A!n � - m 2 0 r��y m C In v V - M Z c z �iQ mm� rn m � ti 1 t 1 � � m AS m AA 8� A='P. i o o� o o O m w ySq I $01H W Gj mm � A D gr g� yp� L?•b0 Ci�0A�0 �"� vQ .�� o O o h m6) � m m cr D v m (�() A j8 8gpy a 2v Z O� n82 ye x^ O A ppp Z O� wa f- 20 m p e m �a C O �m c Z ,z �w � a e O o�+ o do vl p° a c m P" OO j� x G�•�tDoy, m z °J G1 c► Z� 2 A O� mm �� Cti Ooh Qm [�m z Qz �. mT j6�o? acs rtmt z mN F iGm ipp m� 9 ®N"� z� z %� nl' � 20 mi �*�' o -<I ���� aoz � � � 'aHN Om 0 z O eco S� -E a� c ';I Qii6m 'y I NN tea.$ G R� C0I A O n m rt� m z �, O a C g m m S. e4 XS r � y N; Q ttt Aga ° CL r- Ia LUI 0 1 L j I i V V r F".9 O c M Z 0 v M WI Jul D �r X c z W �C W m D 4 z 4 Q Z v o_ 0 1 Ox z o 0 0 z a ? v 0 g c v T m > A' ..aa m � w {�aA 0 or s x o g 0 G ^^N 1V� �o m x i ca M WI Jul D �r X c z W �C W m D 4 z 4 Q Z v o_ 0 1 Ox z o a 0 T a ? v 0 g c v T m > V�1 T �a� i � w {�aA 0 or � Ci x o g M ao ^^N 1V� �o m x i w t7i 0gg 01 Z11 r H n= 0 --- 1 N n 0 0 s 0 0 z 0000 �X 0 O O 0 ,O,N O O O O J �j co U p O O �O 0 O O O O O 00001\ �m 0 O O O �Co 0000 O O O 0 0 O 0 O 0 O O 0 0 0 O O <tlpx-1�00y0y 0 0 0 0 mta mcm�%X 0 0 0 o maw Hoz;— tl r� \ 0 O D 0? OnMjO O 0 ��j33 o O 0 gds X00 a Y DD 00 1 Ox mz� I A m B VimMW $ m a �1 2 v co c T g V�1 T �a� i N w Z 0 M v N O C M 0 0 m 00Q 00 1 Ox mz� I A m B VimMW $ m 1 F M 2 v co c o z g V�1 T �a� i N w {�aA 0 0 m 00Q 00 1 Ox mz� I z O �om G k 1 DCO 1 F �cO ' my 8O�2nn 00 AA n Aa v vo ivy g �nmDx 2 v m OMcoa (y/l-i °zN O< tmno Np 0 z�+yov vz zz��� �fn °a Fn {�aA z or � Ci x o g M ao ^^N 1V� a m t N A w N+ Z 2r m C i A N i 41 � r O �O OO��mO m C = ox M �ma2jGi LC om9 0 0 N� op0<mA� 0 N, �p�pp rm-rC1Fi m.0Z v Zz Zz htoy2�-aco Ch M v nTG) H HM'�C-T1O'Zz�C� O 0 Tm2 S'-1 �T 0 �pov8�o8 H Z ya O m0! HMO- �-i z Mdffl osam i Mo � g p� y mN N yC.� IC11 z rp M o 2) O go :L a r-4& v a ® BST GRP February 14, 2017 MAR Katie Stana 9 ZUl% J.FB+T Group Crown Castle 71 1717 S. Boulder, Suite 300 2055 S. Stearman Drive Tulsa, OK 74119 Chandler, AZ 85286 t City of Bremeftoh, DCD ' (918) 5874630 (602) 845-1747 -` A btwo@btgrp.com Subject: Structural Analysis Report Carrier Designation: AT&T Mobility Co -Locate Carrier Site Number: BR45 Carrier Site Name: Bremerton Hwy 310 Crown Castle Designation: Crown Castle BU Number: 880436 Crown Castle Site Name: Seattle Qwest - SEA624 Crown Castle JDE Job Number: 417437 Crown Castle Work Order Number: 1358075 Crown Castle Application Number: 375427 Rev. 3 Engineering Firm Designation: B+T Group Project Number: 84692.007.01 Site Data: 10148 Stoli LN NW, Bremerton, Kitsap County, WA Latitude 470 34'3.76", Longitude -1220 38'58.33" 60 Foot - Monopole Tower Dear Katie Stana, B+T Group 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 1000923, in accordance with application 375427, revision 3. 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 1 and Table 2 for the proposed and existing loading, respectively_ This analysis has been performed in accordance with the 2015 International Building Code based upon an ultimate 3 -second gust wind speed of 110 mph converted to a nominal 3 -second gust wind speed of 85 mph per section 1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of Section 1609.1.1. Exposure Category B and Risk Category II were used in this analysis. All 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 B+T Group 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. Respectfully submitted by: B+T Engineering, Inc. Krista M. Murphy, E.13 Project Engineer tnxTower Report - version 7.0.5.1 John W. Kelly, P.E., S.E. Engineer of Record COA:3425 Expires: 12/31/2017 �`T N k 110 OV Ir 45 2 �w t/RAL E . AL G / 60 Ft Monopole Tower Structural Analysis Report Project Number 84692.007.01, Application 375427, Revision 3 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2 - Existing 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 7.0.5.1 February 14, 2017 CGI BU No. 880436 Page 2 60 Ft Monopole Tower Structural Analysis Report Project Number 84692:007.01, Application 375427, Revision 3 February 14, 2017 CCI BU No. 880436 Page 3 1) INTRODUCTION This tower is a 60 ft. Monopole tower designed by Rohn in August of 2002 and mapped by FDH in May of 2010. The tower was originally designed for a wind speed of 85 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 85 mph with no ice and 60 mph under service loads, exposure category B with topographic category 1 and crest height of 0 feet. Table 1 - Proposed Antenna and Cable Information Mounting Center, Lane Number Antenna Number Feed Level (ft) Elevation of Antenna Model. Manufacturer of Feed Line Note (ft) Antennas 3 RFS Celwave APXVRR13-C-A20 lines Size (in) i 3 Alcatel Lucent B66A RRH4X45 57.0 3 1-7116 47.0 47.0 — 3 Alcatel Lucent RRH2x60-850 i 1 — T -Arm Mount [TA 702-3] Table 2 - Existing Antenna and Cable Information Mounting Level (ft) Center Elevation Line O Number Antenna of Antenna Model AManufacturer Antennas Number of Feed Lines Feed Line Size (in) Note 3 KMW Comm. ET-X-WM-18-65-8P 3 RFS Celwave APXVRR13-C-A20 i 3 Samsung Telecomm. 2.5GHz RRH-V3 57.0 57.0 3 1-7116 1 3 Samsung Telecomm. Optic Fiber Junction Cylinder 3 Samsung Telecomm. Power Junction Cylinder i 1 — T -Arm Mount [TA 702-3] 55.0 3 Samsung Telecomm. RRH-P4 3 Alcatel Lucent RRH2X40-AWS w1RDEM -- -- 2 3 Alcatel Lucent RRH4X25-WCS 47.0 47.Q 3 Alcatel Lucent 9442 RRH2X40-07 2 . 1 3/4 318 1 3 CCI Antennas TPA-65R-LCUUUU-HB 1 Raycap DC6-48-60-18-8F 1 — Pipe Mount FM 602-31 3 Dbspectra DS7W2QT8-02 38.0 38.0 12 2 • 1 7/8 3/4 318 1 6 Powerwave Tedi. TT19-08BP111-001 1 — Pipe Mount [PM 601-3] 33.0 1 Raycap 8-60-1 MF canes. 1) Existing Eqtnpment 2) Equipment To Be Removed; Not Considered in This Ana"is tnxTower Report - version 7.0.5.1 60 Ft Monopole Tower Structural Analysis Report Project Number 84692.007.01, Application 376427, Revision 3 Table 3 - Design Antenna and Cable Information February 14, 2017 CC/ BU No. 880436 Page 4 Mounting Center Line Number Antenna AT&T Mobility Co -Locate Rev# 3 375427 Number Feed Level (ft) Elevation of Manufacturer Antenna Model of Feed Line CCI Sites (ft► Antennas CCI Sites Antenna Configuration Lines Size (in) !10 Scala AP -17-1900 60 60 10 1-5/8 1 Generic 15 ft. Platform w/ Handrails 9 Scala AP -17-1900 46 46 g 1-5/8 1 Generic 12 ft. Low Profile Platform i9 Scala AP -17-1900 32 32 9 1-518 1 Generic 12 ft. Low Profile Platform 3) ANALYSIS PROCEDURE Table 4 - Documents Provided Document Remarks Reference !i Source Online Application AT&T Mobility Co -Locate Rev# 3 375427 CCI Sites Tower Manufacturer Drawing Rohn, Eng. File No. 48237JA 1490701 CCI Sites Tower Mapping FDH, Job No. 10-04112T T1 1490701 CCI Sites Foundation Mapping FDH, Project No. 10-05247E N1 1461103 CCI Sites Geotech Report ADaPT, Job No. WA01-5866 1583995 CCI Sites Antenna Configuration Crown CAD Package Date: 02/02/201,71 GCI Sites 3.1) Analysis Method tnxTower (version 7.0.5.1), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) Tower and structures were built in accordance with theimanufacturer`s specifications. 2) The tower and structures have been maintained in accordance with the manufacturer's specification. 3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. 4) Mount areas and weights are assumed based on photographs provided. 5) Base plate design methodology of the manufacturer has been reviewed and, found to be an acceptable means of. designing to_resist the.full capacity of the bolts and shaft. This analysis may be affected if any assumptions are not valid or have been made in error. B+T Group should be noted to determine the effect on the structural integrity of the tower. inxTower Report - version 7.0.5.1 February 14, 2017 60 Ft Monopole Tower Structural Analysis Report CCI BU No. 880436 Project Number 84692.007.01, Application 375427, Revision 3 Page 5 4) ANALYSIS RESULTS Table 5 - Section Caaacity (Summarv) Section No Elevation (ft) Component Type Size Critical. Element P (K) SPP allow (K) OW Capacity Pass I Fail Ll 60-46.17 Pole TP14.649x12x0.188 1 -1.594 623.914 6.9 Pass L2 4617-0 Pole TP23xl3.923x0.188 2 -6.905 .954.006 53.0 Pass ummary Pole (1-2) 53.0 Pass Rating = 53-0 1 Pass Table 6 - Tower Comoonent Stresses vs. Canacitv — LC7 Notes Component Elevation (ft) % Capacity Pass /fail { 1 Anchor Rods Base 43.3 Pass 2Base I 1 Plate Base Foundation (Structure) Base Base 53.0 Pass 19:8 Pass 1 Base Foundation (Soil Interaction) I Base t1.4 Pass Structure Rating (Max from all components) 53.0% ;i Notes.' 1) See additional documentation in 'Appendix C — Additional Calculations" for calculations supporting the % capacity consumed. 2) Base plate has the same capacity as their, respective shaft: 4.1) Recommendations The tower and its foundation have sufficient capacity to cant' the final load configuration. No are required at this time. tnxTcwer Report - version 7.0.5.1 APPENDIX A TNXTOWER OUTPUT 48.2 h DESIGNED APPURTENANCE LOADING TYPE ELEVAnoN TYPE ELEVATION APXVRRI3C-A20 w/IVWjM Pipe (E) 57 RRH2xaD-850M 47 APXVRRIXC-ASI w/ MMW Pipe (E) 57 Ba6A RRH4IMS (P)' 47 APXVRR13GA20 w/ MMW Pipe El 57 86BA RRH4X45 (P) 47 ET-x-WM-18-65Pipe 57 866ARAN045MY 47 (E) 7PA-65R-LCUUUU445tE) 47 ETx•WM-t8.6SBPwl Moure Plpe 57 TPA-85R•LC000U-H8 47 (E) 1PA-66R-LCUUUU-H8(E) 47 ETx•WM•18.65-BPw/MwrdPipe 57 9µ2RRH2JU0477(E) 47 (E) RAH -P4 (E -V. o6setes per photo) 57 gµ2 RRMM"0-07 (E) 47 RRH-P4 (E -V. oBset as per photo) 57 eµ2 ARMADID7 E) 47 RRH-P4 (EV aaset as per photo) 57 OC6.484N).l 8F (E) 47 OPTIC FIBER JUNCTION CYUNDER 57 4' x r Pipe Mourd (E -For TME) 47 (E) r x 2 Pipe Mourd (E -For TME) 47 OPTIC FIBER JUNCTION CYLINDER 57 'r x Z' Pipe Moiwe (E -Fm TME) 47 (E) Ir x 2' Woe M&A (E -For TME) 47 OPTIC FIBER JUNCTION CYLINDER 57 8' x 2' Pkw Mount E-Fvr TMEI 47 (E) 8' x T Poe MM.4 (E -For TME). 47 25GHz RRH•V3 57 Pipe Mourd 602 (E) 47 25GHt RR04-V3 57 OSMO M (E) 38 25GNz RRI443 ( 57 OS7Vrr20Tg02(E) 3a POWER JUNCTION CYUNDER (E) 57 DSMOT8-02 E) 38 POWER JUNCTION CYLINDER(E) 57 (2)rrisai8P1f1-061IE) 38 POWER JUNCTION CYLINDER (E) 57 (2)TTI%0M3P111-MI(E) 38 T•A-Mourd ftA702 (E) 57 (2)T'FI%MP111.00i( 38 RRRAHll2ax6s4a Ba550o Q 38 (pP) 47 M�Ej 3a MATERIAL STRENGTH GRADE I Fy Fu ' GRADE I Fy IFu AM -65 165 kst 18ow TOWER DESIGN NOTES 1. Tower is located in Kitsap County, Washington. 2. Tower designed for Exposure B to the T1A-222-G Standard 3. Tower designed fora 85 no basic wind in accordance with the TW -222-G Standard. 4. Deflections am based upon a 60 mph wind. 5. Tower Structure Class It 6. Topographic Category 1 with Crest Height of 0-000 ft 7. TOWER RATING: 53% ALL REACTIONS ARE FACTORED AXIAL. 7K SHEAR MOb1PNT 6 K 234 kfp-td DBft TORQUE i kO-R REACTIOMS - 86 no WIND B+T Group 1717 S. Boulder, Suite 300 B -r c rN1> Tulsa, OK 74119 Phone: (918) 587-4630 FAX: 18 295AM kft&M2.W7.01- SEATTLE 0WEST = SFA 624, INA (BU# P` 0-- Cxaw11 Caste ° a"i66p Ak Kumar A t code: TL4,22 NTS Pafh: t - 0 O �Q d W TIA-222-G -'85 mph Exposure B Maximum Values VX Vz Mx Mz Global Mast Shear (K) I I I I I I 1 I 1 I I I I I 1 I I I I I I I 1 I I t I I I I 1 I I 1 I I I I 1 I 1 I I I I I I I 1 I 1 I I I I I I I I I I I I I I I I I I 1 1 I I I I I I 1 I I I I I I I I I 1 t I I I I 1 I I 1 I I I I 1 I 1 I I I I I 1 I I I I I I 1 1 I I I I I I I 1 I 1 I I I I 1 1 I I I I I I 1 1 I 1 1 I I I 1 1 I I I I I I 4&1711 1 I I I I I I L___L__ __ 1___L___1___1___ 1 I I 1 I I I I f I I I I 1 I 1 I I I I 1 I I I I 1 I I I 1 I I 1 I 1 1 I I I 1 I I 1 1 1 I 1 I 1 1 1 1 I i I I 1 I I 1 1 I 1 1 I ! 1 I 1 1 1 1 1 1 I I 1 1 I 1 I f I I 1 I I I I 1 I I i 1 1 r I I I 1 I I i I I I I 1 I 1 I I I 1 I I I I I I I I 1 1 1 I I I I I 1 1 I I I I I 1 I I I 1 I I 1 1 I I 1 I I 1 1 I 1 1 I I 1 1 I I I I I 1 1 t I I 1 I I I I I I 1 1 I I I I I I I I I I I 1 I I I 1 I I 1 1 I I I I I I I 1 1 I 1 I I 1 I 1 1 1 1 I I 1 I I I I 1 I I 1 1 1 1 1 1 I I I I I I I 1 1 I I I 1 1 I I I 1 1 I I 1 I I I I I 1 I I I 1 I 1 1 1 1 1 I I I 1 1 I I I I I I I I 1 1 I I I 1 f I 1 I I 1 I 1 I 1 1 I I I I 1 1 1 I I I I I I I I 1 1 I 1 I 1 1 1 1 I I 1 1 I i I 1 1 I I 1 i I 1 1 1 1 1 1 I 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 I 1 1 1 1 1 I 1 1 1 1 1 1 1 I 1 1 I 1 1 1 I I 1 I 1 I 1 I I 1 1 1 I I 1 1 I 1 I I I I I I I I I I 1 I I I I I I i t 1 I I I 1 I I I I I I I 1 I I 1 1 1 I 1 1 1 1 I 1 1 I I I 1 I 1 1 I I I I I I I 1 1 1 1 1 1 l I 1 I I I 1 I I 1 I I 1 1 I I I I 1 1 1 1 1 1 1 I 1 I 1 I I I I 1 1 1 I I I I 1 1 I 1 I I I 1 n 1 1 1 1 I I I Global Mast Moment, (kip -ft) 0 50 uw 150 2W 250 1 COQ TA-222-6� 7A --C 0211 VV NTS D"NQ E-4 I I I I I I 1 1 1 1 1 1 I I I I I I 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 1 1 1 1 f l l t I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I d I 1 P I I I I 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1( I I I I I I I I I IA I I 1 1 1 1 I I 1 1 I I 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I l l l I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 I I I I I I I I I I I I I I I I I I f l I I 1 1 I I I I 1 1 1 1 t l l l I I I I I I I I 1 �L 1_L I•I' 11 I I I I I I I I _LJ_I_1__1_I_1_1_ I I I I t i l l I I I I I I I I I I I I I I I I _I_1_I_1__1_I_L_1_ I 'I I i i l l i I I I I I I I I 170 I I I I 11 I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I I t I 'I 11 I I I I 1 1 1 1 I I I I 1 1 1 1 I I 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 1 1 1 I I I 1 1 1 1 I I I I I I I I I I I I I I I I I I I I 1 1 1 1 I I I I I l l i 1 1 1 1 I 1 1 1 1 1 1 li I I I I I I I I I I I I 1 .I I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I l l i 1 1 1 1 1 1 1 1 I I I I 1 it I I I I 1 6 I I I I I I I I 1 1 1 1 I I I I I I I I I I I I I I I I 1 1 1 1 1 1 1 I I I I I I I 1 1 1 1 I I I I 1 1 1 1 I I I I 1 1 1 1 I I I I I I I I I 11 I, I 1 1 I I I I I I I I '1 1 1 11 i l I I 1 1 1 1 1 1 I I I I I I I I I I I 1 1 1 1 1 1 1 I I I I I I 1 1 1 1 t l I I I I f l l l I I I I f l l I I 1 1 I I I I I I I I I I I I I i I 1 1 1 1 1 I II I I 1 1 1 1 I I I I I I 1 1 1 1 1 1 I I I I 1 1 1 1 I I I I I I I I X31 1 1 1 1 1 1 1 I I I I 1 '1 i t I 1 1 1 1 1 1 1 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I 6 1 1 1 I d I I I I I I I I I I I I I 1 1 1 1 I I I I I I I I I I I I I I I I I I 1 1 s I 1 I I I 1 11 .I I 1 1 1 1 I I I I 1 'il 1 1 1 1 1 1 I I I I I I 1 1 1 1 I I I I I I I I I I 1 1 11 1 11 '1 I I I I I I .1 11 I I I I I I I I I I I I 1 1 1 1 I I I I A l l I I I I 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 1 1 1 I I 1 1 I I 1 1 11 I 1 I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 1 1 1 1 I I I I 1 I I 1 1 1 1 1 1 1 1 I I I I 1 1 1 1 I I I I 1 1 1 1 I I I I I 1 1 I I 11 1 1 1 1 I I I I 1 1 1 1 I I I I I I I I 1 1 1 1 I I I I f l l l 1 1 1 1 I I I I 1 1 I lI I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 1 1 1 I I 1 1 I I I I 1 1 1 1 I I I I 1 1 1 1 I I I I I I I I I I I I I I I I 1 1 I I I 1 1 1 1 1 1�1 I I I 1 1 ] 50 t€10 150 2w 7Sn B+T Group 1717 S. Boulder, Suite 300 --r r:x>1 Tulsa, OK 74119 nTA-222-6 Pha: (9-18) 58T-4630 18 2955 FAX: -026 -84692007.01- SEATTLE QWEST- SEA624,WA (BU# pmjca Ment cmwn castle D --by y ICU111af "p° ` 1 COQ TA-222-6� 7A --C 0211 VV NTS D"NQ E-4 0 0 W Deflection (in) I I I 1 I I I I I I I I I I I f I I I 1 I I I i I I I 1 I I I i I I I 1 t I I 1 I I I I I I I I I I I I I 1 I I I I I I 1 1 I I 1 i I I f I I I 1 I I 1 I 1 I 4 I I I I I I I I I 1 I 1 I I 1 I I I I I 1 I I I 1 I I I I 1 I I I I I I I 1 i r I 1 1 I 1 I 1 I r I 1 I I 1 i I I 1 1 I 1 i I 1 1 I I 1 1 I I 1 1 I I I i I I 1 1 I I f 1 I I I I 1 I 1 1 1 I i I I I 1 I I I 1 1 I I 1 1 I I 1 I I I I 1 I I I 1 1 1 1 1 1 1 I 1 1 1 I 1 1 I 1 1 1 1 1 I I I 1 1 1 I 1 I I 1 1 I I 1 I 1 1 1 I I I I 1 I I I 1 I 1 I I TIA-222-G - Service - 60 mph Tilt (deg) 0.5 Maximum Values Twist I I 1 I 1 I 1 I I I I I I I I I I I I ! I ! I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I 1 1 1 1 I I I I I I I I I I I I I I I I 1 I i I i I I I I I I I I I I I I I I I I I I I I I I I I I I I __1_J__1__L_ _-4__4__1--_-A_ 4_ 4__4.__1-__I__ I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I 1 I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I 1 I I I I 1 I I I I I I I I I I I I i I I I I I I I I I I I I I I I 1 1 1 I I I I I I I I I I I I I I I I I I I 1 I 1 I 1 I 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I 1 I I l i l I I I I I I I I I I I I I I I 1 I 1 I I I I I I 1 I I I 1 I 1 I I I I I I 1 I 1 I 1 1 I I I I I I I I I i I I I I I I I I 1 1 I I I I I 1 I I I I I I I I I I I I I 1 1 I 1 I 1 I 1 I I 1 I I I I I I I I I I I 1 1 1 I 1 r I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I i 1 I I I I I I I I I I I I 1 I I I I I 1 I I I I 1 I I I I I I I I I I I 1 I I I I I I i I I I I I 1 I I I I I I 1 I I I I I I I r I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I 1 1 1 I I I 1 I I I I I I I I I I I I I I i 1 I I I I 1 1 I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I 1 1 B+T Group 1717 S. Boulder, Suite 30D .r GkP Tulsa, OK 74119 Phone: (91O) W14631] FAX: f9181295-40265 =84692007 01- SEA TILE QWEST- SEA624, WA (BU# 8 : `ber : Crown tyle °i— W AkSMY Kamal TU1 M -G ° 0211 V17 ls-"c NTS PM n«i RM F_5 F C 0 u1 Feed Line Distribution Chert Rand Flat App in Face App Out Face Tnm Leg Face A Face B Face C B -UT Group 1717 S. Boulder, Suite 300 `T c lIZ93 Tulsa, OK 74119 Phone, (918) 587-0638 FAX: 183) 295-0265 84692007,-01- SEATTLE QRiST- SEA624,WA (Bu# 8 : chent GO4M Castle 1"'rAIL4WKWTW TW M -G InalmWB1,117 NTS D -'b' E 7 WxTower Job Page Bottom 84692.007.01 - SEATTLE CWEST - SEA624,WA (BU# 1 of 12 Length of 880436 Diameter Project Date B+T Group 1717 S Boulder, suite 300 in 14:09:22 02/11/17 Tulsa, OK 74119 Client Designed by Phone. (918) 587-4630 Crown Castle Aksha Kumar y FAX. (918) 295-0265 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 Kitsap County, Washington. Basic wind speed of 85 mph. Structure Class II. Exposure Category B. Topographic Category 1. Crest Height: 0.000 ft. 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 clnnbing loads; feed line supports, and appurtenance mounts are not considered. Consider Moments - Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification Use Code Stress Ratios Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) SR Members Have Cut Etuls SR Members Are Concentric Options Distribute Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wind Area Use Clear Spans For KIA Retension Guys To Initial Tension Bypass Mast Stability Cheeks Use Azimuth Dish Coefficients Project Vilind Area of Appurt. Autocalc Torque Amu Areas Add IBC .6D+W Combination Sat Capacity Reports By Component Triangulate Diamond Inner Bracing Treat Feed Lme Bundles As Cylinder Use ASCE 10 X -Brace Ly Rules Calculate Redundant Bracing Forces Ignore Redundant Members in FEA SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offict Gat At Foundation Consider Feed Lane Torque Include Angle Block Shear Check Use TIA 222.-G Bracing Resist. Exemption Use TIA_ 222-G Tension Splice Exemption Poles Include. Shear -Torsion Interaction Always Use Sub -Critical Flow. Use Top Mounted Sockets Tapered Pole Section Geometry Section Eleratron Section Splice xwnber TOP Bottom Wall Bend Pole Grade L-Wh Length of Diameter Diameter Thickness Radius /1 A R SIdes in in in in LI 60.000-46.170 13.830 1.830 18 12.000 14.649 0.188 0.750 A572-65 L2 46.170-0.000 48.000 (65;x) 13.923 23.000 0.188 0.750 A572-05 --- (65 " tnxTower Job ,Page 4.193 84692.007.01 - SEATTLE QWEST - SEA624,WA (BU# 2 of 12 248A20 880436). 1.782 9.504 Date B+.T GroupProject 1717 S Boulder, Suite 300 5.134 14:09:22 02/11/17 Tulsa, OK 74119 Client (Designed by Phone. (918) 587-4630 Crown Castle Akshay Kumar FAX (918) 295-0265 I94.861 4.876 Tapered 'Pole Properties Section Tip Dia. Area I r C PC J IMQ tin w!t in m' in4 in In in, ln4 mi in Ll 12.185 7.030 123.928 4.193 6.096 20.329 248A20 3.516 1.782 9.504 14.875 8.606 227.397 5.134 7.442 30.557 455.094 4.304 2.248 11.991 L2 14.490 8.175 I94.861 4.876 7.073 21.549 389.978 4.088 2.121 11.31 23.355 13.576 892.615 8.098 11.684 76.396 1786.405 6.789 3.718 19.829 Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. WeightMuh. Double Angle DoubleAngle Double Angle Elevation area Thickness Af Factor Stitch Bolt Sfitch Bolt .Stitch Bolt (perface) 47.000 - 0.000 A, Spacing Spacing Sparing (E) (CaAa) Diagonals Horizontals Redundants �2 J� in FB-L994W-XXY N8) In in in LI 1 1 1 (1rIrrside Conduit) 60.00046.170 ss@ss 0.432 L2 I 1 1 1 1 0.440 46.170-0.000 0.000 (E) ss�ys (CaAa) Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Sector Component Placement Total Number StartlEnd Width or Perimeter Weight Type Number Per Row Position Diameter WR-VG86ST-BRD( 31,4) (E) WR VG86ST-BRD( 314) Surface Ar 47,000 - 38.000 (CaAa) Surface Ar 38.000 -0-000 in 0.400 0.774 0.001 DAM 0.400 0.774 0.001 (E) Face (CaAa) Component Plorernent Total 0:450 lFeight 2-114' Rigid Conduit A Surface Ar 47.000 - 0.000 1 1 0.420 2250 0.003 (E) (CaAa) ft'tft klf 0.440 8 No FB-L994W-XXY N8) A Surface Ar 47.000 - 0.000 1 1 0.430 0.000 0.000 (1rIrrside Conduit) (CaAa) ss@ss 0.432 FB-1.98-002-XXX(3/8) A Surface At 38.000 - OA00 1 1 0.440 0394 0.000 (E) ss�ys (CaAa) 0.454 Safety Line 318 B Surface Ar 60.000 - 0.000 1 1 0:2700 0.375 0.000 (CaAa) 6'210 Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Plorernent Total C&41 lFeight or Shield Type Number Leg. .R ft'tft klf TYPE. 2(1-7116) 8 No hw& Pole 57.000 -0-000 3 No Ice 0.000 0.001 ss@ss CR 501070PE(M) B No Inside Pole 38.000 - 0.000 12 No Ice 0.000 0.000 ss�ys tn.xTower Job 84692.007.01 - SEATTLE QWEST - SEA6240A (BU# ';Page 3 of 12 A$ 880436 CA., Project Date 114:09:2202/11/17] B+T Group 1717 S Boulder, Suite 300 Tulsa, OK 74119 Phone: (918) 587-4630 FAX. (918) 295-0065 Client Crown Castle Designed by Akshay Kuma Feed Line/Linear Appurtenances Section Areas Tower Tower Face A$ AF CA., CAAA Weight 5ec:tion Elevation 1.0000 1.0000 LI In Face Out Face 46.17 - 47.00 1.0000 h LI fe .fl' .ft' .f, K Ll 60.000146.170 A 0.000 0.000 0315 0.000 0.004 WR-VG86Sf-BRD(3/4) 46.17 - 38.001.0000 B 0.000 0.000 0.519 0.000 0.023 1.0000 1.0000 C 0.000 0.000 0.000 U00 OMO 1.2 46.170-0.000 A 0.000 0:000 19.031 0.000 0.243 (E) B 0.000 0.000 1.731 0.000 0-221' APXVRPJ3-C-A' B C 0.000 0.000 0.000 0.000 0.000 Feed Line Center of Pressure Section Elevation CPx CPZ CPx CPZ Ice Ice ft in in in in 1:1 60.000-46.170 0.046 -0.055 0.046 -0.055 1.2 46.170-0.000 -0:052 -0.647 -0.052 -0.647 Factor Iia Tower Section Feed Line Record No. Description Feed Line EMmentEivv. Ko No Ice Ra Ice Ll 3 WR VG86ST-BRD( 314) 46.17 - 47.00 1.0000 1.0000 LI 5 2714' Rigid Conduit 46.17 - 47.00 1.0000 1._0000 LI 6 FB -L98-002 XXX(3/8) 46.17 - 47.00 1.0000 1.0000 LI 11 Safety Line 348 46.17 - 60.00 1.0000 1.0000 Ll 4 WR-VG86Sf-BRD(3/4) 46.17 - 38.001.0000 1.0000 Ll 7 FB -L98 -002 -XXX 3/8 46.17 - 38.00 1.0000 1.0000 Discrete Tower Loads Ll Ilespoon Face Offset Offsets: Azimuth Placement Cita CAAA Weight or Type Har Adlustmwn Front ode Leg Lateral Vert tt h JV JV K ft APXVRRI3-C-A20w/ A From Leg 4000 0.000 57.000 No Ice 6.883 3:926 0.052 maust"Pipe 0.000 (E) 0:000 APXVRPJ3-C-A' B FromLcg 4.000 0.000 57.000 No Ice 6.883 3.926 0.052 l -1 a Pipe 0.000 (E) 0.000 APXVRR13-GA20 w! C From Leg 4.000 0.000 57.000 No Ice 6.883 3.926 0-052 AiG= pipe 0.000 tl'?�'4WC'1` Job Page Offsets: 84692.007.01 - SEATTLE QWEST - SEA624,WA (BU# 4 of 12 No ke. 880436 CdA, Project Date B+T Group 1717 S Boulder, Suite 300 Horz 114:09:2202/11/17 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Akshay Kumar FAX- (918) 2.95-0265 Lateral Description Face Offset Offsets: Azimuth Placement No ke. CAA CdA, Weight (E) or Type Horz Adjustment Front Side **;r* Leg Lateral RRH2a60-850 A From Leg Vert 0.000 47.000 No Ice 1.730 1.366 0.048 (P) .1} 0 .ft 1t' 12 K R (E) B From Leg 0.000 0.000 47.000 No Ice 1.730 1.366 0.048. ET-X-WM-18-65-8P w1 A From Leg 4:000 0.000 57.000 No Ice 6.921 4.431 0.059 Mount Pipe 0.000 (E) C From leg 0.000 0.000 47.060 No Ice. 1.730 1.366 0:048 ET-X-WM-18-65-SP wf B From Leg 4.000 0.000 57.000 No Ice 6.921 4.431 0.059 Mount Pipe 0.000 (E) 0.000 ET-X-WM-1845-8P wt C From Leg 4.000 0.000 57.000 No Ice 6921 4.431 0.059 Mount Pipe 0.000 M 0.000 RRH-P4 A From Leg 4:000 0.000 57.000 No Ice 2.735 1.789 0:060 (E -V. offset as per photo) 0.000 -2.000 RRH-P4 B From Leg 4:000 0.000 57.000 No Ice. 2.735 1.789 0.060 (E -V. offset as per photo) 0.000 -2.000 RRH-P4 C From Leg 4000 0.000 57.000 No Ice 2.735 1.789 0.060 (E -V. offset as per photo) 0.000 -2.000 OPTIC FIBER JUNCTION A From Leg 4.000 0.000 57.000 No Ice 0.3894 0.389 0.002 CYLINDER 0.000 (E) 0.000 OPTIC FIBER JUNCTION B From Leg 4.000 0.000 57.000 No Ice 0389 0.389 0.002 CYLINDER 0.0w (I) 00W OPTIC FIBER JUNCTION C From Leg 4.000 0:000 57.000 No Ice. 0.389 0.389 0.002 CYLINDER 0.000 (E) 0.000 2.5GHz RRH-V3 A From Leg 4 -OW 0.000 57.000 No Ice 22.402 1.221 0.060 (E) 0.000 0.000 25GHz RRH-V3 B From Leg 4.000 0.000 57.000 No Ice: 2.402 1.221 0.060 (E) 0.000 0.000 2.5GHz RRH-V3 C From Leg 4.000 0,000 57.000 No Ice 2.402 1.221 0.060 (E) 0.000 0.000 POWER JUNCTION A From Leg 4-000 0.000 57.000 No Ice 0.369 0.369 0.003 CYLINDER 0.000 (E 0.000 POWER JUNCTION B From Leg 4.000 0.000 57.000 No Ice. 0.369 0.369 0.003 CYLINDER 0.000 (E) 0.000 POWER JUNCTION C From Leg 4.000 0.000 57.000 No Ice, 0.369 0.369 0.003 CYLINDER 0.000 (E) 0.000 T -Arm Mount [TA 702-31. C None 0.000 57.000 No ke. 5.640 5.640 0.339 (E) **;r* RRH2a60-850 A From Leg 1.000 0.000 47.000 No Ice 1.730 1.366 0.048 (P) 0.000 0.000 RRH2a60-850 B From Leg 1.000 0.000 47.000 No Ice 1.730 1.366 0.048. (P) 0-000 0.000 RRH2x60-850 C From leg 1.000 0.000 47.060 No Ice. 1.730 1.366 0:048 (P) 0.000 MxTower Job Page Offsets: 84692.007.01 - SEATTLE QWEST - SEA624,WA (BU# 5 of 12 880436 C" Weight Date B+T GroupProject 1717 S. Boulder, Suite 300 Bon 14:09:22 02/11/17 Tulsa, ox 74119 Client 'Designed by Phone. (918) 587-4630 Crown Castle Akshay Kumar FAX (918) 295-0265 Lateral Description Face Offset Offsets: Azimuth Placement CA.4 C" Weight or Tvpe Bon Adjustment Front Side Leg Lateral Vert .1R h hr fie % h ff 0.000 B66A RRH4X45 A From Leg 1,000 0.000 47.000 No Ice 2537 2.610 0.057 (P) 0.000 0.000 B66A RRH4X45 B From Leg 1.000 0.000 47.000 No Ice 2.537 1.610 0.057 (I) 0.000 0.000 B66A RRH4X45 C From Leg 1.000 0.000 47000 No Ice 2.531 1.610 0.057 (P) 0.000 0.000 TPA-65R-LCUUUU-H8 A From Leg 1.000 0.000 47.000 No Ice 13.298 8.822 0.082 (E) 0:000 0.000 TPA-65R-LCUUUU-H8 B From Leg 1-000 0.000 47.000 No Ice 13.298 8:822 0:082 (E) OMO 0-000 TPA-65R-LCUUUU H8 C From Leg 1-000 0:000 47.000 No Ice 13-298 8.822 0.082 (E) 0.000 0.000 9442 RRH2X40-0.7 A From Leg 1-000 0-000 47.000 No Ice 2.135 1.890 0051 (1) 0.000 0.M0 9442 RRH2X40-07 B From Leg 1-000 0.000 47.000 No Ice 2.135 1.890 0.051 (E) 0.000 0.000 9442 RRH2X40-07 C From Leg 1.000 0.000 47.000 No Ice 2.135 1.890 0:051 (E) 0 000 0.000 DC648-60-18-817 C From Leg 1.000 0.000 47.000 No Ice 0.917 0.917 0.019 (E) 0-000 0.000 4' x 27 Pipe Moum A From Leg 1-000 0.000 47:000 No Ice. 0785 0.785 0.029 (E -For TME} 0.000 3:000 4' x 2." Pipe.Mount B From Leg 1-000 0.000 47.000 No Ice 0.785 0.785 0.029 (E -F- TME) 0.000 3-000 4' x 2 Pipe.Moimt C From Leg 1-000 0.000 47.000 No Ice 0.785 0.785 0.029 (E -For TME) 0-000 3.000 8' x T, Pipe Mouar A From Leg 1.000 0.000 47.000 No Ice 1.900 1.900 0.029 (E -Fes TMZ) 0-000 0.000 8' x T, Pipe Mount B From Leg 1-000 0.000 47.000 No Ice 1.900 1.900 0.629 (E -For TME) 0.000 0.000 8'x T' Pipe Mount C FroniLeg 1.000 0.000 4TOM No Ice 1:900 1_900 0.029 (E -Far TME) 0.000 0.000 Pipe Mams [FM 602-31 C None 0.000 47.00D No Joe 7.680 7.680 0279 (E) DS7W2QT8-02 A From Leg 1.000 0.000 38.000 No Ice '16-150 7.091 0.105 (E) 0-000 0.000 DS7W2QT8-02 B From Leg 1-000 0.000 38.000 No Ice. 16.150 7.091 0.195 (E) 0.000 tnxTowe. Job Page Offsets: 84692.007.01 - SEATTLE QWEST - SEA624,WA (BU# 6 of 12 880436) CAAA Project Date B+T Group 1717 s Bourder, suite 300 Harz 14:09:22 02/11/17 Tulsa, OK 74119 ' Client Designed by Phone: (918) 587-4630 Crown Castle Akshay Kumar FAX.- (918) 295-0265 Lateral. Description Face Offset Offsets: Azzimuth Placement CA4 CAAA Weight or Type Harz Adjustment Front Side Leg Lateral. Vert fl fr jta ft, K h 0.000 DS7W2QT8-02 C From Leg 1.000 0.000 38.000 No Ice 16.150 7.091 0.195 (17 0.000 0.000 (2) TT19-08BP111-001 A From Leg 1.000 0.000 38.000 No Ice. 0.545 0.442 0.016 (� 0.000 0.000 (2)TT19-08BP111-001 B From Leg 1-000 0.000 38.000 No Ice 0.545 0.442 0.016 (E) 0.000 0.000 (2) TT19-08BP111-001 C From Leg 1.000 0.000 38.000 No Ice 0.545 0.442 0.016 (E) 0-000 0.000 DC648-60-18-8F A From Leg 1.000 0.000 38:000 No Ice 0.917 0.917 0:019 (E) 0.0W -5.000 Pipe Moum [PM 601-3] C None 0.000 38.000 No Ice 4.390 4390 0.195 Load. Combinations Comb Description No. 1 Dead Only 2 12 Dead+1.6 Wind 0 deg - No Ice 3 09 Dead+1.6 Wind 0 deg -No Ice 4 1.2 Dead+l _6 Wind 30 deg -No Ice 5 09 Dead+1.6 Wmd 30 deg -No Ice 6 1.2 Dead+1.6 Wind 60 deg - No Ice 7 0.9 Dead+l.6 Wind 60 deg -No Ice 8 1:2 Dead -Fl. 6 Wind 90 deg -No Ice 9 0.9 Dead+1_6 Wind 90 deg - No Ice 10 1.2 I?ead+l _6 Wmd 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+! _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 Vrmd 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 Wmd 270 deg - No Im 21 09 Dead+l.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 Wmd 330 deg -No Ice 25 0.9 Dead+1.6 Wind 330 deg - No Ice 26 Dead+Wmd 0 deg - Service. 27 Dead+Wind 30 deg --Service l` xTower Job `.Page7 Maximum Member Forces 84692.007.01 - SEATTLE QWEST - SEA624,WA (BU# of 12 Elevation 880436 Condition Project Date B+T Group 17175 Boulder, Suite 300 No. 14:09:22 02/11/17 Tulsa, OK 7411.9 Client Designed by Phone: (918) 587-4630 Crown Castle Akshay Kumar FAX.- (918) 295-0265 21 5.186 6.072 Comb. Description No. 28 Dead+Wind 60 deg - Service 29 Dead+Wind 90 deg - Service 30 Dead+Wind 120 deg - Service 31 Dead+Wind 150 deg - Service 32 Dead+Wmd 180 deg - Service 33 Dead+Wmd 210 deg - Service 34 Dead+Wmd 240 deg - Service 35 Dead+Wind 270 deg - Service 36 Dead+Wind 300 deg - Senice 37 Dead+Wmd 330 deg -Service Mia H 9 Maximum Reactions Maximum Member Forces 0.000 Section Elevation Component Condition Gov. Axial MajorAns AfmorAw No. ft TyPe 20 Load 20 Moment Moment Mas Hs 21 5.186 6.072 0.000 Comb. K t1 Ik t Ll 60-46.17 Pole Max Tension, 20 0.000 4000 -0.000 Max_ Tars= '' 9 0.574 -66.072 Max Campressimr 16 -1.936 4.207 -7.270 Max. Mg 8 -1.594 -1'1916 0.006 Max- My 2 -1.600 -0.001 IL869 Max- Vy 8 1.862 -8AIO -0.003 Max- Vx 2 -1.850 0.012 8.383 Max Torque 13 -0.022 L2 46-17-0 pole Max Tension I 6:000 0.000 0.000 Max. Conwressiaai 14 -6.909 6070 -201.328 Max_ Mx 20 -6.905 233.771 0.343 Max. My 2 -6.909 0.070 202.015 Mas Vy 20 -6.083 233.771 0.343 Mas Vx 2 4622 0.070 202.015 Max. Torque 9 0.574 Mia H 9 Maximum Reactions -6072 0.000 Min Hs vertical Horiaontal; X HonAretal Z Location Condition Gov 4612 Load K K K 0.000 Comb. Min. K 20 Pole Max_ Vert 20 6.915 6-0722 0.000 Mas Hs 21 5.186 6.072 0.000 Max. I -L 3 5.186 0.000 4.612 Max_ K 2 202.015 0.000 4.612 Max: K 8 233.632 -6.072 0.600 Max_ Tars= '' 9 0.574 -66.072 0.000 Min. Vert 13 5.186 -2.306 -3-9 Mia H 9 5.186 -6072 0.000 Min Hs 15 5.186 0.000 4612 Mia M; 14 -201328 0.000 -4.612 Min. K 20 -233.771 6.072 0.000 Mia Torsion 21 -0.574 6.072 0.000 tnxTower Job Page Shear, 84692.007.01 - SEATTLE QWEST - SEA624,WA (BU# 8 of 12 Torque 880436 Project Date B+T Group 1717 S Boulder, Suite 300 14:09:22 02/11/17 Tidsa, OK 7411.9 Client Designed by Phone: (918) 5874630 Crown Castle Akshay Kumar FAX. (918) 2.95-0265 5.762 0.000 Tower Mast Reaction Summary Load Vertical Shear= Shear, Overturning Overturning Torque Combination Moment, M� Moment, M. K K K kip -,jt !ME Dead Only 5.762 0.000 0.000 -0278 0.056 0.056 0.000 1.2 Dead+1.6 Wind 0 deg - No 6.915 0.000 -4.612 -202.015 0.070 -0.024 Ice 0.9 Dead+1.6 Wind 0 deg - No 5.186 0.000 -4.612 -200.325 0.052 -0.025 Ice 1.2 Dead+1.6 Wind 30 deg - No 6.915 2.306 -3.994 -174.997 -100.766 -0.027 Ice 0.9 Dead+1.6 Wind 30 deg - No 5.186 2.306 -3.994 -173.521 -99.983 -0.027 Ice 1.2 Dead+1.6 Wind 60 deg - No 6.915 5.195 -2.999 -116.380 -200.912 -0.466 Ice 0.9 Dead+1.6 Wind 60 deg - No 5.186 5.195 -2.999 -115.409 -199.401 -0.466 Ice 1.2 Dead+1.6 Wmd 90 deg - No 6.915 6.072 -0.000 -0.343 -233.632 -0.574 Ice 0:9 Dead+1.6 Wind 90 deg - No 5.186 6.072 -0.000 -0.255 -231.875 -0-574 Ice 1.2 Dead+1.6 Wind 120 deg - 6.915 4.039 2.332 101.058 -175.563 0.001 No Ice 0.9 Dead+1.6 Wmd 120 deg - 5.186 4.039 2332 100342 -174.188 0.001 No Ice 1.2 Dead+1.6 Wind 150 deg - 6.915 2.306 3.994 174309 -100.766 0.015 No Ice 0.9 Dead+1.6 Wind 150 deg - 5.186 2.306 1994 173.010 -99.983 0.015 No Ice 1.2 Dead+1.6 Wind 180 deg - 6.915 0.000 4.612 201328 0.070 0.024 No Ice 0.9 Dead+1.6 Wmd 180 deg - 5.186 0.000 4.612 199.814 0.052 0.025 No Ire 1.2 Dead+1.6 Wmd 210 deg - 6.915 -2.306 3.994 174309 100.906 0.027 No Ice 0.9 Dead+1.6 Wmd 210 deg - 5.186 -2.306 3.994 173.010 100.087 0.027 No Ice 1.2 Dead+L6 Wmd 240 deg - 6.915 -5.195 2.999 115.694 201.051 0.466 No Ice 0.9 Dead+1..6 Wmd 240 deg - 5.186 -5.195 2999 114899 199.504 0.466 No Ice 1.2 Dead+1-6 Wmd 270 deg - 6.915 -0.072 -0.000 -0.343 233.771 0.574 No Ice 0.9 Dead+1.6 Wmd 270 deg - 5.186 -6.072 -0.000 -0.255 231.979 0.574 No Ice 1.2 Dead+1.6 Wmd 300 deg - 6.915 -0.039 -2.332 -101.746 175.703 -0.001 No Ice 0.9 Dead+l.6 Wmd 300 deg - 5.186 -0.039 -2332 -100.853 174.292 -0.001 No Ice 12 Dead+1.6 Wmd 330 deg - 6.915 -2.306 -3.994 -174.997 100.906 4015 No Ice 0.9 Dead+I.6 Wmd 330 deg - 5.186 2306 -3.994 -173.521 100.086 -0.015 No Ice Dead+Word 0 deg - Sernice 5.762 0.000 -1288 -56349 0.058 4007 Dead+Wtnd 30 deg - Service 5]62 0.644 -1-115 -08.838 -27.974 -0.008 Dead+Wmd 60 deg - Senice 5.762 1450 -0.837 -32.541 -55.810 -0.006 Dead+Wmd 90 deg - Senice 5.762, 1.695 0.000 -0285 -64.905 -0.003 Dead+Wmd 120 deg - Senice 5.762 1.128 0.651 27.104 -45767 0.000 Dead+Wtnd 150 deg - Senice 5.762 0.644 1.115 48.268 -27.974 0.004 Dead+Wmd180 deg - Senice 5.762 0:000 1.288 55.779 0.058 0.007 WxTower Job Page Shears 84692.007.01 - SEATTLE QWEST - SEA624,WA (BU# 9 of 12 Torque 88043-6 Sion of-4pplied Forces Project Date B+T Group 1717 S. Boulder, Suite 300 14:09:22 02/11/17 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle AkShay Kumar FAX: (918) 295-0265 5.762 -0.644 Load Vertical Shear, Shears Overturning Ovemurning Torque Combination Sion of-4pplied Forces Moment, M. Moment, A Load K K K kint ki1}A 7dP-fl Dead+Wrnd 210 deg - Service 5.762 -0.644 1.115 48.268 28.090 0.008 Dead+Wtnd 240 deg - Service 5.762 -1.450 0.837 31.970 55.926 0.006 Dead+Wtnd 270 deg - Service 5.762 -1.695 0.000 -0.285 65.021 0.003 Dead+Wind 300 deg - Service 5.762 -1.128 -0.651 -28.474 48.883 -0.000 Dead+Wind 330 deg - Service 5.762 -0.644 -1.115 -48.838 28.090 -0.004 Non -Linear Conve load Converged? Number Displacement Force Cambirration ofQrIes Tolerance Tolerance Solution Summary Sion of-4pplied Forces Sum of Reactions Load PX PF PZ PX Py PZ %Error Comb. K K K K K K 1 0.000 -5.762 0.000 0.000 5.762 0.000 0.0000/0 2 0.000 -6.915 11.612 0.000 6.915 4.612 0.0000/0 3 0.000 -5.186 11.612 0.000 5.186 4.612 0.0000/0 4 2.306 -6.915 -3.994 -2.306 6.915 3.994 0.0000/0 5 2306 -5.186 -3.994 -2306 5.186 3.994 0-0000/0 6 5.195 -6.915 -2.999 -5.195 6.915 2.999 0000% 7 5.195 -5.186 -2.999 -5.195 5.186 2.999 0.0000/0 8 6.072 -6.915 0.000 -6.072 6.915 0.000 0.0000/0 9 6.072 -5.186 0.000 -6.072 5.186 0.000 0.000% 10 4.039 -6.915 2.332 4.039 6.915 -2332 0.0000/0 11 4.039 -5.186 2.332 4.039 1186 -2332 0.0000/0 12 2306 -6.915 3.994 -2.306 6.915 -3.994 0.000% 13 2.306 -5.186 3.994 -2306 5.186 -3.994 0.000'/o 14 0.000 -6.915 4.612 0.000 6.915 -4.612 0.0000/0 15 0.000 -5.186 4.612 0.000 5.186 4.612 0.0000/0 16 -1306 -6.915 3.994 2.306 6.915 -3994 0.000% 17 -2.306 -5.186 3994 2.306 5-186 -3.994 0.000% 18 -5.195 -6.915 2.999 5.195 6.915 -2999 0.000°!0 19 -5.195 -5.186 2.999 5.195 1196 -2:999 0.000% 20 -6.072 -6.915 0.000 6-072 6.915 0.000 0.0000/0 21 4072 -5.186 0.000 6.072 5.186 0.000 0.60% 22 4.039 -6.915 -2.332 4.039 6.915 2332 0.0000/0 23 4.039 -5.186 -2.332 4.039 5.186 2332 0:0001YO 24 -2.306 -6.915 -3.994 2.306 6.915 3994 0.0009/0 25 -2306 -5.186 -3.994 2.306 5186 3.994 0.000% 26 0.000 -5.762 -1.288 0.000 5.762 1288 0.0009% 27 0.644 -5.762 -1115 -0.644 5.762 1.I15 0.0009/0 28 1.450 -5.762 -0.837 -1.450 5.762 0.837 0.000% 29 1.695 -5.762 0.000 -1.695 5.762 0.000 0.0009/0 30 1.128 -5.762 0651 -1.128 5-762 -0.651 0.6 /o 31 0.644 -5.762 1.115 -0.644 5.762 -1.115 0.000% 32 0.000 -5.762 1.288 0.000 5.762 -1.288 0.000% 33 -0.644 -5.762 1.115 0.644 5.762 -1.115 0.000% 34 -1450 -5.162 0-837 1.450 5.762 -0.837 0.000% 35 -1.695 -5.762 0.000 1.695 5-762. 0.000 0.0005; 36 -1.128 -5.762 4651 1.128 5.762 0.651 0.000% 37 -0.644 -5.762 -1.115 0.644 5.762 1.115 6.000% Non -Linear Conve load Converged? Number Displacement Force Cambirration ofQrIes Tolerance Tolerance ttrxTower Job Jo Page10 0.00000001 84692.007.01 - SEATTLE QWEST - SEA6240A (BU# of 12 Yes 880436 0.00000001 Project Date B+T Group 1717.5 Boulder, Suite 300 0.00000001 14:09:2202111/17 Tulsa, OK 74119 Client Designed by Phone. (918) 587-4630 Crown Castle Akshay Kumar FAX- (918) 295-0265 5 0.00000001 1 Yes 4 0.00000001 0:00000001 2 Yes 4 0.00000001 0.00009300 3 Yes 4 0.00000001 0.00004604 4 Yes 5 0.00000001 0.00010828 5 Yes 5 0.00000001 0.00005160 6 Yes 5 0.0600001 0.00013883 7 Yes 5 0.00000001 0.00006464 8 Yes 4 0.00000001 0.00049965 9 Yes 4 0.00000001 0.60031866 10 Yes 5 0.00000001 0.00010976 11 Yes 5 0.00000001 0.00005239 12 Yes 5 0:00000001 0.00010780 13 Yes 5 0.00000001 0.00005146 14 Yes 4 0.00000001 0.00009251 15 Yes 4 000000001 0.00004589 16 Yes 5 0.00000001 0.00011006 17 Yes 5 0.00000001 0.00005256 18 Yes 5 0.00000001 0.00012166 19 Yes 5 0.00000001 0.00005635 20 Yes 4 0.0000000I 0.00050006 21 Yes 4 0.0600001 000031885 22 Yes 5 0.00000001 0.00011005 23 Yes 5 0.00000001 0.00005237 24 Yes 5 0.00000001 6000I1054 25 Yes 5 0.00000001 0.00005270 26 Yes 4 0.00000001 0.00000001 27 Yes 4 &OOOO100I 0.00006415 28 Yes 4 0.00000001 0.0.0008532 29 Yes 4 O.00DWWI 0.00000001 30 Yes 4 0.00000001 0.00006623 31 Yes 4 0.00000001 0.00006327 32 Yes 4 0.6000001 0.00000001 33 Yes 4 0.00000001 000006771 34 Yes 4 0.00000001 0.00008467 35 Yes 4 QO00000OI 0.00000001 36 Yes 4 0.00000001 0-00006673 37 Yes 4 0.00000001 0-00006863 Maximum Tower Deflections Service Wind Seclrnn Elevation xora. GOV. Tilt Twist No, Deft -bon Load iFt in Comb. Ll 60-46-17 6.436 35 0.785 0.000 L2 48-0 4.477 35 0.763 0.000 I Critical Deflections and Radius of Curvature - Service Wind I Elnwion Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature Coat& in ° ° 57.000 APXVRRI3-C-A20wclMo=Pipe 35 5926 0.784 0.000 47.000 RRMx60-8.50 35 4330 0,759 0.000 38.000 DS7W2Qf8-02 35 3.147 0.684 0.000 WxTower Job Page11 Deflection 84692.007.01 - SEATTLE QWEST - SEA624,WA (BU# of 12 Radius of 880436 No. Project Date B+T Group 1717 S. Boulder, Suite 300 Curvature 14:09:22 02/11/17 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Akshay Kumar FAX- (918) 295-0265 APXVRRI3-C-A20'w/ Mount Pipe 20 Maximum Tower Deflections - Design Wind Section Elevation Horz. Gala Tilt Twist No. Deflection Load fl in Comb. ° Ll 60-46-17 23.154 20 2.825 0.008 L2 48-0 16.107 20 2.746 0.008 Critical Deflections and Radius of Curvature - Design Wind LI Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Ratio No. Load Curvature .ft Py Comb. in fl of1 in3 57.000 APXVRRI3-C-A20'w/ Mount Pipe 20 21.322 2820 0.008 2297 47.000 RRMx60=850 20 15.577 2.728 0.008 1023 38.000 DS2U2QT8-02 20 11.324 2462 0.007 1207 Compression Checks Pole Design Data Section Havation Size L L„ KUr A P. OP, Ratio No. Py fl fl J} in3 K K V. Ll 60-46.17(1) TP14.64%12x0.188 13.830 0.000 0.0 8.398 -1.594 623.914 0.003 L2 46-17-0(2) TP23x13.923A.188 48.000 0.000 0.0 13.576 -6_905 954.006 0.007 Pole Bending Design Data Section Elevation Size M- W- Ratio M,°, &V Ratio No. R bpm k�p-fr Ll 60-46-17(l) TP14.649xl2x0.188 11.916 180.070 L2 46.17-0(2) TP23x13923x0.188 233.772 447.364 Mme M,e. 01W. k?/1 X11 WW 0.066 0.000 180.070 0.523 0.000 447.364 Pole Shear Design Data Section Elevwtion Size Actual OV, Ratio Actual OT„ Ratio V. Vo T T. _ K K mV° kiph k�-.R rbT- L2 46-17-0(2) TP23xl3.923x0.188 6.083 477.003 0.013 &574 895.825 0.001 WxTower Job Page OT„ 84692.007.01 - SEATTLE QWEST - SEA624,WA (BU# 12 of 12 V. 880436 Allow, Criteria Project Date B+T Group 1717 s Boulder, Suite 300 q �EiP-✓' 14:09:22 02/11/17 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Akshay Kumar FAX. (918) 295-0265 W ..OV„ Pass Section Elevation Size Actual OV„ Ratio Actual OT„ Ratio No. V. V. T. Allow, Criteria T. A K K �Vo !ap- q �EiP-✓' �Tp T. Stress Stress Pole TP14.649xl2x0.188 1 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow, Criteria No. TuPe Pa M- Mo, V T. Stress Stress Pole TP14.649xl2x0.188 1 OF, —73Z7 W ..OV„ Pass OT,Ratio 46.17 - 0 Ratio Ll 60-46.17(l) 0.003 0.066 0.000 0.005 0.000 0.069 1.000 Pole (L2) Smeary 53.0 Pass 4.8.1: L2 46.17-0(2) 0.007 0.523 0.000 0.013 0:001, 0.530 1.000 4.8-2'V Section Capacity Table Section Elevation Component Size Critical P aP,9„ % Pass No. ./l TuPe Element K K Capacity Fail LI 60-46.17 Pole TP14.649xl2x0.188 1 -1.594 623.914 6.9 Pass L2 46.17 - 0 Pole TP23xl3.923x0.188 2 -6.905 954.006 53.0 Pass Pole (L2) Smeary 53.0 Pass RATING= 53.0 Pass Program Version 7.0.5.1 APPENDIX B BASE LEVEL DRAWING (OCTM1FD4N 2-1/4• CONDUIT) (1) 3/8' TO 47 FT LEVEL 2) 3/4' TO 38 FT LEVEL \ 2) 3/4' TO 47 FT LEVEL i W ? O D j 1� fV \ (3�M�8' M 57 FT LEVEL (NSTMM) (12) 7/8• TO 38 FT LEVE BUSINESS UNIT: 880436 APPENDIX C ADDITIONAL CALCULATIONS Stiffener[ or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Material TIA Rev C: Assumption': Clear space between bottom of leveling nut and top of concrete not exceeding (1)'(Rod Diameter) a Site Data BU#: 880436 Site Name: SE4TTLE QWEST - SEA624, WA App #: 375427 Rev# 3 Pole Manufacturer. " Rohn Anchor Rod Data Qty: Diam: Rod Material: Strength (Fu): Yield (Fy): Bolt Circle: 4 in ksi ksi in 2.25 A615 -J 100 75 26 Plats Data Diam:32 Thick: Grade: Single Rod wefA 0 in in ksi in 1.5 50 8.25 Stiffener Data (Welding at both sides) Config: Weld Type: Groove Depth:— Groove Ay4e:<— Fillet H. Weld: Fillet V. Weld: Width: Height: Thick: Notch: Grade: Wei d Sir.: 0 ` Disregard Disregard in in in in. in in ksi ksi 0:1875 65 18 80 0. Fig. 4A WA Plate Comp. (AISC Bracket): WA Pole Data Diam: Thick: Grade: # of. Sides: Fu Reinf: Fillet Wetd 23 in in ksi V IF %Lad ksi Pr if Norte 0:1875 65 18 80 0. Reactions Non-Ri 'd Mu:l 234ki s Axial, Pu: 7 260.0 Kips 'Tn Shear, Vu: 6Eta 43.3% Pws- Factor, 0.5 Fig. 4A U No stiffeners, Criteria: I AISC LRFD <-Only Applcable to Unstiffened Cases Anchor Rod Results Non-Ri 'd Max Rod (Cu+ Vulrl): 112.7 Kips RISC LRFD Allowable Axial, VFU*Anet: 260.0 Kips 'Tn Anchor Rod Stress Ratio: 43.3% Pws- Base Plate Results Base Piste Stress: Allowable Ptate Stress: Base Plate Stress Ratio: Flexural Check Rohn/Pirod, OK 45.0 ksi Rotn'Rrod, OK Non -Rigid AISC LRFD W'Fy Y.l. Length: 12.12 Pole Results Pole Punching Shear Chedc I s' Stiffener Results NIA for Rohn f Pirod Horizontal Weld: WA Vertical Weld: NIA Plate Flex+Shear, ib/Fb+(fv/FvM. WA Plate Tension+Shear, fr/Ft+(fy/Fv)"2: WA Plate Comp. (AISC Bracket): WA Pole Results Pole Punching Shear Chedc I WA 0 = nerve, 1 = every bolt, 2 = every 2 trolls, 3 = 2 per boli Note: for camAete ldrd penetrarmn grave welds the groove depth must be exactly r/2 the stifiener thickness for cak ulagan purls CCipiate v2.0 Analysis Dube: 11-02-2017 s' WA 0 = nerve, 1 = every bolt, 2 = every 2 trolls, 3 = 2 per boli Note: for camAete ldrd penetrarmn grave welds the groove depth must be exactly r/2 the stifiener thickness for cak ulagan purls CCipiate v2.0 Analysis Dube: 11-02-2017 CCI Foundation Tool Suite - Monopole Pier CCIFTS 1.2-108.14286 - Phase 1-2 BU: 890436 Site Name: SEATTLE QVVEST - SEA624, WA App Number 375427 Rev# 3 • -Work Order- 1358075 Monopole Drilled Pier a Input 81 Criteria 0 TIA Revision: G ACI 318 Revision: 2008 Seismic Category: C 'Forces 200 Compression 7 kips Shear 6 kips Moment 234 k -ft Swelling Force 0 kips Eoundatioiibimmsions Pier Diameter. 5.5 ft Ext. above grade-.. 0.5 ft Depth below grade: 22.2 ft perties Nu -1 - - . mber of Rebar- 9 Rebar Size.- 10 Tic Size 4 Rebar tensile strength: 60 ksi Concrete Strength: 3000 psi Ultimate Concrete Strain 0:003 in/in Clear Cover to Ties-, 3 in :!,oil Profile: suE: i Date: 11-02-2011 C ROW N CASTLE 3' CC Layer. Thickness (ft) From (ft) Tci (fk)jl UF . UtWeIght Cohesion. (0) (psf) Frirtion. (4eg) Ultimate UpwSkin Frictiogi (kst) .1.11iimate Comp, Skin Friction (k59 ukim e Beanrig, Capacity SpT iw tks" C'Guil" 1 a 0 81 100 0 0 0 0 D 2 4 a 12 200 30 1.2 1.2 0 3 10.2 12 22.2 ry 100 1.8 1.8 73.62 Analysis Results Soil Lateral Capacity 28SAII-k-ft Depth to Zero Shear 9-61 ft Max Moment, Mu- 289.80 k -ft Illi Soil Safety Factor: 11.71 Safety Factor Req'd- 2.33 Re6ar Spacing lass Sod Axial Capacity 2032 Skin Friction [kj-_-• 306.13 kips lig End Bearing &L 21112.82 kips Comp- capacity (0.4cn: 1631.95 kips com-iL K Cu: 7.617 kips RATINGz Concrete/Steei Check Mu (from sod analysis) 28SAII-k-ft 4pMrx 1460.89 k -ft fRATING, r,hoprovixted 033 Ffi6l7equired 0.33 CC Re6ar Spacing lass Sparing required. 2032 Bev. Length required 12-34 pev. Length prov4ed 55.65 6k-' I OWNAI Foundation ftfing. taky. I Page 1 of 1 (0 PROJECT 84692.007.01- SEATTLE QWEST - SEA624, WA SUBJECT- Seismic Check DATE 02.=11-17 PAGE 1 OF 4 IBC 2015 TWEIA-222 (See Tower Calcs for version of code) B+T Group lip 1717 S. Boulder, Suite 300 Tulsa, OK 74119 (918) 587-4630 er Type (Guyed, SST, MP): MP Guyed er Height: 60.0 ft I Base Shear 6.0 kips (From tnxTower Output) i Moment 234 k -ft (From t» uTower Output) imum Tower Weight (iTxiuding appurtenances & ice): 7.0 kips Class D Table 1615.1.1 (IBC) mic Category v Table 1604.5/1622.2.5(2) (IBQ trai Response Accelerates for Short Period (Ss) 1.556 Figure 1615(1) (IBC) :tral Response Acceleration at II.0 Second Period (Si) 0.607 Figure 1615(2) (IBC) xtance Factor (Ie) 1.00 Table 1604.5 (IBC) Monopole Self -Support Guyed DIAT,p = 12.00 in DIAwr = 23.00 in TTw = 0.188 in T, = 0.188 in Mimhar of SarfEnnc 7 PROJECT 84692.007.01 SUBJECT (BU #880436) Seismic Check DATE 02-11-17 PAGE 2 of 4 Seismic Design Using: ASCE 7-10 Ss = 1.56 Fa = 1 SW = 1.556 SDs = 1.037 S1 = 0.61 Fv = 1.5 SMI = 0.911 Sol = 0.607 Site Class = D B+T Group 1717 S. Boulder, Suite 300 jF Tulsa, OK 74119 6+T GRP(918) 587-4630 SITE COEFFICIENT, Fa SEISMIC DESIGN CATEGORY BASED Site Class 0.25 1 0.5 1 0.75 1 1 1 1.25 A B C 0 E F 0.8 0.8 0.8 0.8 0.8 1.0 1.0 1.0 1.0 1.0 1.2 1.2 1.1 1.0 1.0 1.6 1.4 1.2 1.1 1.0 2.5 1.7 1.2 0.9 0.9 See Section 11.4.7 A B B+T Group 1717 S. Boulder, Suite 300 jF Tulsa, OK 74119 6+T GRP(918) 587-4630 Using ASCF 7-10 SITE COEFFICIENT, Fv SEISMIC DESIGN CATEGORY BASED Site (lass 0.1 1 0.2 1 0.3 0.4 0.5 A B C D E F 0.8 0.8 0.8 0.8 0.8 1.0 1.0 1.0 1.0 1.0 1.7 1.6 1.5 1.4 1.3 2.4 2.0 1.8 1.6 1.5 3.5 3.2 2.8 2.4 2.4 See Section 11.4.7 A B Using ASCF 7-10 Value of Shc SEISMIC DESIGN CATEGORY BASED ON Sds 0.3 1.4 0.2 1.5 Occ22ncy Category <= 0.1 Table 15.4.-2 Value of Sds I jorH Towers ication Tower nrnun R = 1.50 go = 1.50 Sds < 0.167 0.167 < Sds < 0.33 A B A B A C Cd = 1.50 0.33 < Sds < 0.50 C C D 0.50 < Sds D D D Approximate Fundamental Period ASCE 12.8.2.1 Ta = Ct (h_n)^x CL = 0.02 SEISMIC DESIGN CATEGORY BASED ON Sd1 = 0.431 SEC h_n = 60.00 FT I n Category x = 0.75 Value of Shc I I m II I Ill I IV ASCE 12.8.2 Shc. < 0.067 A A A T = Cu Ta Cu = 1.4 0.067 < Sd I. < 0.133 B B C = 0.604 SEC 0.133 < Sd1 < 0.20 C C D 020 < Shc. D D D Approximated Pernod calculation is used per ASCE. Caladate Seismic Resaonse Coefficient Cs s 0.044*S ds*Ie. c 0.046 Cs = S ds S ds = 1.037 (R%I) R = 1.50 = 0.692 I = 1.00 Cs >_ 0.010 Cs c Sch. (J R / 1) 0.670 If S1 > 0.6 theft, Cs= 0.000 ASCE: 7-1015.4-1 ASCE 7-1012.8-2 ASCE: 7-1012.8-3 Seismic Design Category = D COEFFICIENT FOR UPPER LIMIT ON CALCULATED PERIOD Value of Shc Coefficient: Cu - 0.4 1.4 0.3 1.4 0.2 1.5 0.15 1.6 <= 0.1 1.7 Cs = O A00 Modal Analysis Procedure: B+T Group 1717 S. Boulder, Suite 300 .F3 Tulsa, OK 74119 B+T GRP (918) 587-4630 F. = S. % I f1 = 0.5756 Guyed Tower R SA = 0.6070 f _ Sm = 1.0373 _ S.a (S.)Z + b (Sd)z a = 1.89 (z/hy [ (S,) + c (S.)) b = 26A (z/h)5 - 44.5 (z/h}4 + 27.0 (z/h- 8.14 (z/h}2 + 1.22 (z/h) c. = 4.48 (z/h)5 - 716 (z/hr + 6.41(z/h)3 - 3.23 (z/h)2 + 0.64 (z/h) R = 1.50 L = 720 in I = 1.00 W„ = 2.8 k Fundamental Frequency: TIA-222-G Sec 2.7.11 Monopole !'pelf Suppod Guyed Tower 1 3 E f _ 2,r 0 (W„ + 0.236 W,) f = 0.57556 T = 1.7 sec: E _ 29000 ksi 1;, g = 498 V g = 386 in/S2 L = 720 in W„ = 2.8 k We = 5.6 k Wi = 2.8 k Cs = 0.233 v = 1A K Qo = 1.50 k= 1.89 Load Comparison LoadT ' Wind Seismic. Gntrol Ratio Shear 6.0 1.30 WbW 4.60 Moment 234.0 65A I W6ut 3.58 SkKe Wind corrtrols by a factor greater than the On for this tower; all r component oversfrrength design requirements are met under the wind analysis and design. ,■ .01- LYP (DATE 02-11-17 1 PAGE 4 OF 4 1 im +T Group 1717 S. Boulder, Suite 300 Vertical Distribution Tulsa, OK 74119 B•T GF>P (918) 587-4630 Seismic Weight Table Vertical Distribution of Seismic Forces Equipment Tower Height Feed lines Load i Weight Total Weight: w k w h^k Cvx CS FX Mx 0 ft 13 lbs 0 lbs 4 97 lbs 110 lbs 1.8903 0 10 0.232911 .0 0 5 ft 26 lbs O lbs 195 lbs 221 lbs 1.8903 4630.42062 0.0007081 0.232911 0.000962 0.00481 10 ft 26 lbs 0 lbs ' 195 Ibs 221 lbs 1.8903 17165.2216 0.0026249 0.232911 0.0035662 0.03566 15 ft 26 lbs 0 lbs 1951bs 221 lbs 1.8903 36941.1.171 0.0056489 0.232911 0.0076749 0.11512 20 It 26 lbs 0 lbs 195 lbs 221 lbs 1.8903 63632.412 0.0097305 0.232911 0.0132203 0.26441 25 ft 26 lbs 0 lbs 195 b 221 lbs 1.8903 97020.7881 0.0148361 0.232911 0.0201571 0.50393 30 ft 26 lbs 8 lbs 195 Ibs 229 lbs 1.8903 141652.253 0:021661 0.232911 0.0294297 0.88289 35 ft 26 lbs 362 lbs 195 lbs 583 lbs. 1.8903 483308.066 0:073906 0.232911 0:1004122 3.51443 40 ft 26 lbs 526 lbs 195 lbs 747 lbs 1.8903 796919.516 0.1218624 0.232911 0:1655681 6.62272 45 ft 22 lbs 659 lbs 182 lbs 863 lbs 1.8903 1150960.94 0.1760013 0.232911 0.2391238 10.7606 50 ft 9 lbs 527 Ibs 145 lbs 681 lbs 1.8903 1108158.17 0.1694561 0.232911 0.2302311 11.5116 55 ft 9 lbs 700 lbs 145 lbs 855 lbs 1.8903 1665228.46 0.2546415 0.232911 0.3459681 19.0282 60 ft 5 lbs 347 lbs 72 lbs 424 lbs 1.8903 973883.732 0.1489232 0.232911 0.2023342 12.1401 65 ft O lbs 0 lbs 0 lbs 0 lbs; 1.8903 0 0 0.232911 0 0 70 ft 0 lbs O lbs 0 lbs 0 lbs 1.8903 0 0 0.232911 0 0 75 ft 0 lbs 0 lbs ° 0 lbs 0 lbs 1.8903 0 0 0.232911 0 0 so ft 0 lbs O lbs' 0 lbs o lbs 1.8903 0 0 0.232911 0 0 85 ft 0 lbs 0 lbs 0 lbs 0 lbs 1.8903 0 0 0.232911 0 0 90 ft 01bs 0 lbs 0 lbs 0 lbs 1.8903 0 0 0.232911 0 0 95 ft b.lbs 0 lbs! 0 lbs o lbs 1.8903 0 0 0.232911 .0 10 100 ft 0 Ibs O lbs 0lbs 0lbs 1.8903 0 0 0.232911 10 '0 105 ft O lbs 0 ft O lbs O lbs 1.8403 0 0 0.232911 i 0 10 110 ft 0 lbs 0 lbs 0 lbs 0 lbs 1.8903 0 0 0.232911 0 0 115 ft O lbs 0 lbs: O lbs 6 lbs 1.8903 0 0 0.232911 0 40 120 ft 0 lbs 0 lbs 0 lbs 0 lbs 1.8903 0 0 0.232911 0 0 125 ft 0 lbs O lbs 0 lbs 6 Ibs 1.8903 0 0 0.232911 0 0 130 ft O lbs 0 lbs 0 lbs 0 Ibs 1.8903 0 0 0.232911 0 0 135 ft 0lbs Olbs 0lbs 0lbs 1.8903 0 0 0.232911 0 '0 140 ft 0 lbs 0 lbs' 0 lbs 0 lbs 1.8903 0 0 0.232911 =O 0 145 ft 0 lbs 0 lbs " O lbs 0 lbs 1.8903 0 0 0.232911 0 0 150 ft 0 lbs O lbs 0 lbs 0 lbs; 1.8903 0 0 0.232911 0 0 155 ft 0 lbs 0 lbs 0 lbs 0 lbs .1.8903 0 0 0.232911 0 0 160 ft 0' lbs O lbs , 0 Its O lbs 1.8903 0 0 0.232911 0 .0 165 ft 0 lbs 0 Ibs 0 lbs 0 lbs; 1.8903 0 0 0.232911 0 0 170 ft O ft O lbs 0 lbs 0 lbs 1.8903 0 0 0.232911 0 0 175 ft 0 Ibs 0 lass '' 0 lbs 0 Ibs 1.8903 0 0 0.232911 10 .0 180 ft 0 lbs 0 lbs 0lbs 0lbs 1.8903 0 1) 0.232911 0 !0 185 ft 01bs 0 lbs 0 lbs O lbs 1.8903 0 0 0.232911 ,0 �O 190 ft 0 lbs O lbs 0Its O lbs 1.8903 0 0 0.232911 0 0 195 ft Odd 0 Ibs 0 Ibs 0 lbs 1.8903 0 0 0.232911 r0 0 200 ft 0 lbs O lbs O lbs O lbs' 1.8903 0 0 0.232911 0 0 205 ft 0lbs 0lbs 0lbs 0lbs 1.8903 0 0 0.232911 '0 '0 210 ft 0 lbs 0 lbs 0 lbs o lbs 1.8903 0 0 0.232911 0 0 215 ft 0 lbs 0 lbs 0 lbs 0 lbs 1.8903 0 0 0:232911 0 0 220 ft 0 ft 0 lbs 0 lbs 0 lbs 1.8903 0 0 0.232911 10 10 225 ft 0lbs 0lbs C 0lbs 0lbs 1.8903 0 0 0.232911 '0 10 230 ft 0 Ibs 0 lbs 0 lbs 0 IIsi 1.8903 0 0 0.232911 :0 .0 235 ft 0 lbs 0 lbs 0 lbs 0 lbs 1.8903 0 0 0.232911 0 0 240 ft 0 lbs 0lbs 0 f 0 lbs 1.8903 Q 0 0.232911 0 0 245 ft 0 Ibs 0tks 0 lbs 0 lbs 1.8403 Q 0 0.232911 0 0 250 ft 0 lbs 0 lbs 0 lbs 0 lbs 1.8903 0 0 0.232911 0 0 5596 lbs 6539501 1 0.232911 1.36 65.3844 SONIE 16928 Woodinville -Redmond Rd NE, Suite 210 O N R, 1 N C. Woodinville, WA 98072 • C'/Vll, a TR1 /CIVRAL o .51 /It 1117Y Phone: (425) 487-1732 Structural Analysis For Modification of Antenna Equipment on Existing Monopole Mount as at&t,,,... MAR . 0 9` X017 Giy of Bremerton, DCD Site Name: Bremerton Henry 310 Site Number: BR45 2300 6h Street Bremerton, WA 98312 Kitsap County Prepared By: Matthew C. Hill, E.I.T. Checked By: Jonathan D. Gibson, P.E., S.E. Prepared Date: January 19, 2017 CEI Project No.: 16-09226 N 46Ms 1�tol(2ot'� ° ai.�'� Comprehensive Design Solutions for Your Project Success! rr�ru o s>rze.re rc�rr�I o crnr rTY 16928 IVOODINVILL@-REDMOND ROAD NORTHGASr. SUITr 2.10. WOODINVIL.LE- WA 98072. • TEL: 14251 4R7-1732 Mr. Ed Bellan National Construction Manager General Dynamics 77 "A" Street Needham, MA 02494 Subject: Monopole Mount Analysis for AT&T Antenna Modification Site: BR45 Bremerton Hwy 310 BWE Results Summary: Sufficient Dear Mr. Bellan, Cornerstone Engineering Inc. (CEI) has completed a review of AT&T's proposed modification of the accompanying equipmbrlt configuration at the existing telecommunications site located at 2300 6t' Street in Bremerton, Washington. The site currently consists of (3) sectors of AT&T panel antennas with (2) panel antennas, (2) TMA's, and (4) RRH's at each sector, supported by two monopole collar mounts located at 38-ff and 47 -ft on a 60 -ft monopole. The proposed BWE configuration will consist of the replacement of (,1) RRH on the collar mount at 38 -ft where the existing RRH's are already mounted. The proposed loading represents an additional increase of wind area or weight in excess of 5 percent resulting in further evaluation per AT&T TARP Mount Analysis Protocol. The overall structural stability of the existing mount was analyzed for the addition of the proposed antenna equipment configuration per approved project scoping and final RFDS criteria and in conformance with the 2015 IBC, TIA-222-G codes and the AT&T TARP Mount Analysis Protocol. Any revision to the loading configuration described above will require additional analysis. CEI has determined that the existing collar mount to be modified as described above and its corresponding connections are sufficient to support the proposed loading and AT&T TARP Mount Analysis Protocol. This determination depends on the installation of appurtenances as described above, as well as theadequacy of the structure and its connections as being in good condition and structurally sufficient. Any other configuration or deficiencies of the existing structure will require additional review and analysis prior to installation. Please call us at any time if you have any questions or comments pertaining to the recommendations of this letter. Respectfully, Jon than D. Gibson, P.E., S.E. Cornerstone Engineering, Inc. Cootpreliensive Design Solutions for Your Project Successl C0FtNe;Rsir0NE-= ENG IN,EERING, INC. CIVIL SIRUCIVRAL + SURVEY 16928 WOOD[ NV 11.11-11 EDMOND ROAD NORTHEAST. SUITE 210, WOODINVILLE. WA 98072 # TEL: (4251,187-1732 BR45 Bremerton Hwy 310 169.28 Woodinville -Redmond Road Northeast, Suite 210 Phone- (425) 487-1732 Woodinville, WA 98072 1\� City of Bremerton PERMIT NUMBER: BB14 00170 Department of Community Development DATE ISSUED: 09/15/2014 345 - 6th Street, Ste. 600, Bremerton WA 98337 SITE ADDRESS: 2300 6TH ST (360) 473-5275 Fax: (360) 473-5278 ASSESSOR NUMBER: 3810-004-016-0008 ZONING: SSAP Name Phone Address Access Code APPLICANT: CROWN CASTLE 425-202-0196 8432154TH AVE NE BLDG C OBEE2-VNHP4 REDMOND, WA98052 OWNER: DILLON DOUGLAS & JOYE 2300 6TH ST I LEIPK-5BJXT BREMERTON WA CONTRACTOR: SABRE COMMUNICATIONS CORP 712-258-6690 P.O. BOX 658 P968R-FIDWP SIOUX CITY, IA 51102 LENDER: SUBMITTED: 03/27/2014 APPROVED: 05/05/2014 EXPIRATION: 03/14/2015 STATUS: ISSUED I VALUATION: $20,000.00 Commercial Building Permit w/ Mechanical/Plumbing i OLYMPIC - ADD THREE ADDITIONAL ANTENNA TO EXISTING TOWER ADD THREE ADDITIONAL ANTENNA TO EXISTING TOWER Plan Review Fee $173.55 Building Permit $267.00 Building Code Edition: State Surcharge $4.50 Occupancy Group: I %� _. Type of Construction: TOTAL FEES: $445.05 Flood Zone: v` Setbacks: ////: (F/L/RT/R/0) Sanitation Method: Number of Bedrooms: Inspection Requests: FIRE: Fire Inspections (360) 473-5386 DCD: Building Inspections: (360) 473-5870 HEALTH: Kitsap County Health District (360) 337-5285 L&l: Department of Labor and Industries (360) 415-4000 PW&U: Public Works - Engineering (360) 473-5270 This permit shall become null and void if the described work authorized by this permit has not commenced within 1180 days from the date of issuance, or if the work is suspended or abandoned at any time after the work is commenced for a period of 180 days. It is the responsibility of the permit holder to see that the required inspections are made. Failure to obtain required inspections may result in stoppage of the work until such time that the permit holder can substantiate to the City of Bremerton that the concealed work meets or exceeds code requirements. Any demolition, testing, or financial burden shall be borne directly by the permit holder. Failure to substantiate code requirements will indemnify the City against any and all responsibility or liability connected with the construction; I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel provisions of any State or local law regulating construction or the performance of the construction. If listing the owner as general contractor, I certify that I am exempt from the requirements of the State Contractor's Registration Law under Section 3, Chapter 126, Laws of 1967. All revisions to an approved plan require DCD review and approval prior to performing work. All building and tenant occupancy permits are required to pass final inspection prior to permit expiration and obtain a certificate of occupancy prior to use or occupancy. SIGNATURE OF OWNER OR AGENT: PRINTED NAME: DATE: CONDITIONS City of Bremerton's approval of this application pertains only to the City's regulatory jurisdiction, and thus compliance with City regulations does not necessarily ensure compliance with federal or state laws. 1'rinted by: Mountjoy, Margret on: 09/15/2014 09:14 AM Page 1 of 3 C rT BREMERTON City of Bremerton Department of Community Development 345 - 6th Street, Ste. 600, Bremerton WA 98337 (360) 473-5275 Fax: (360) 473-5278 NUMBER: BB14 00170 TE ISSUED: 09/15/2014 SITE ADDRESS: 2300 6TH ST 1. (DCD47) DCD; Reinspection Fee: All approved plans, the printed building permit, and the permit inspection placard, are required to be on-site for inspection purposes, and work to be inspected shall be complete and ready for inspection. If an inspection is called for and plans are not available on site, or the work is not ready for inspection, approval will not be granted. In addition, a re- inspection fee will be charged and must be collected by the Department of Community Development prior to any further inspections being performed or approvals granted. 2. (DCD-01) ASBESTOS AND LEAD-BASED PAINT: ASBESTOS: Prior to performing any renovation or demolition work, Puget Sound Clean Air Agency and Washington Department of Labor and Industries (L&I) regulations require an asbestos survey, be performed to determine whether there are asbestos -containing materials in the work area or structure. The asbestos survey must be conducted by and EPA -certified (AHERA) building inspector (except renovation or owner -occupied single family, residences).For more information, please contact Clean Air Agency through their web site at www.pscleanair.org or by phone at800-552-3565 or 206-343-8800. The L&I web site can be found at www.Ini.wa.gov/TradesLicensing/LicensitigReq/Asbestos/default.asp. LEAD-BASED PAINT: A contractor or person receiving compensation who is performing renovation, repairs or painting on a residential building or a child -occupied facility built before 1978, must be trained and certified by an accredited training provider, and registered as a Renovator by the Washington State Department of Commerce- Lead -Based Paint Program. For further information please contact: The Department of Commerce website at: www.commerce.wa.gov/lead, or call: (360) 586 -LEAD (5323). CONTRACTOR: A contractor's registration issued by Washington State Dept. of Labor & Industries is required for anyone who contracts or submits bids for construction work, including new construction! alterations, repairs, or anyone who consults or superintends, improves, demolishes, develops residential property for sale, or "flips" houses. Contact L & I at (360)415- 4000 for information. 3. (DCD-50) Final Inspection Required: All building permits shall have a final inspection performed and approved by the City of / Bremerton Department of Community Development prior to permit expiration. The failure to request a final inspection or failure to obtain final approval prior to expiration may require a reactivation fee, or a new permit application if more than a year has passed with no activity. 4. (DCD-02) DCD: Validity of permit. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the Washington State Building code or of any other ordinance of the City of Bremerton. Permits presuming to give authority to violate or cancel the provisions of the Washington State Building code or other ordinances of the City of Bremerton shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the building official from requiring the correction of errors in the construction documents and other data. The building official is also authorized to prevent occupancy or use of a structure where in violation of the Washington State Building code or of any other ordinances of the City of Bremerton. 7 5. (DCD-14) DCD; Approved Plans, Engineering, Site Plan, Permit, and Conditions shall remain on site and be available for inspection. Any changes to plans shall be approved before construction is performed. Architect or engineer of record shall approve the change before submitting a revision. A revision is subject to a revision fee and additional fees for plan review and inspections. 6. (DCD-10) A separate electrical permit issued through Labor & Industries (L&I) is requiredlfor any new, modified, repair, replacement, service, maintenance, or temporary installations. Electrical work is inspected by L&I prior to cover and the framing inspection. Contact L&I at 360-415-4000 or www.ini.wa.gov. (RCW 19.28) 7. (DCD-58) To satisfy public records retention requirements and public disclosure requests, a set of as -built plans in electronic format shall be submitted to the Building Dept, before the final building inspection is scheduled. The format may be in .pdf (preferred), jpg, or .tif electronic files and submitted on CD, flash drive or other' acceptable method as determined by the information technology specialist. As -built plans include the civil drawings, site plan, floor plans, construction and structural drawings, and facility systems. Printed by: Mountjoy, Margret on: 09/15/2014 09:14 AM Page 2 of 3 City of Bremerton PERMIT NUMBER: BB14 00170 I Department of Community Development DATE ISSUED: 09/15/2014 345 - 6th Street, Ste. 600, Bremerton WA 98337 SITE ADDRESS: 2300 6TH ST ( ax: (360) 473-5278 360) 473-5275 F I 8. (FIRE -01) Life Safety and Fire Protection systems shall comply with: I � International Fire Code (IFC) with Appendix International Building Code (IBC) National Fire Protection Association (NFPA) Bremerton Municipal Code (BMC) Bremerton Roadway Standards Bremerton Municipal Utilities I Copies of ordinances can be found on the cities website at www.ci.bremerton.wa.us. To contact the Bremerton Fire Marshal's office; Mike Six at Michael.Six@ci.bremerton.wa.us or (360) 473-5386 All questions, to be binding, must be followed with an email re -stating the question and must include either digital photos and/or drawings to show both existing conditions and proposed changes/alterations. The inspection retains the right to make requirements not addressed during plan eview. In many cases the plan reviewer is not given adequate information to address all issues. The onsite inspection allows for a true representation of the project. All projects require a visible address during and after construction. Final fire inspection will not be signed off without a valid and usable address. Please contact the Public Works Department for address if need be, (360) 473-5337. All projects are required to have fire extinguishers unless exempt by the installation of a fire sprinkler system with quick response heads. All violations of the code and referenced documents is a $125 fine per violation. I Deviating from the approved plans is a violation of the Fire/Building code. Any revisions need to be approved by the Fire Marshal. 9. (Custom) Development shall comply with BMC Title 20, specifically Wireless Telecommunications Facilities 20.46.140. MINIMUM INSPECTIONS REQUIRED To request an inspection, please call (360) 473-5870 and be sure to provide your permit number, name on permit, site address, contact phone number, and inspection type. To register for on-line inspection access, visit the City's website at ww.ei.bremerton.wa.us. Inspection Description WATER - CROSS CONNEC WATER -Potable Water Backflow Prevention (domestic, fire sprinklers, irrigation) ELECTRICAL FINAL L&I - Electrical Final Inspection j FINAL - BUILDING Final Inspection - Building FIXTURE LIST Qty Fixture Type Qty Fixture Type Printed by: Mountjoy, Margret on: 09/15/2014 09:14 AM Page 3 of 3 h BUILDING PERMIT INSPECTION CARD PROTECT THIS CARD FROM THE WEATHER 2300 6TH ST ADD THREE ADDITIONAL ANTENNA TO EXISTING TOWER Building q25j Plumbing ❑ Mechanical ❑ Alarm/Sprinkler �. This Placard must be posted on or near building and the Permit &"Approved" plans must be at the site. Permit # BB 14 00170 POST ON 31TE Call the following Agency Telephone Numbers for inspections: Building Department Inspections: (360) 473-5870 Water - Public Works: (360) 473-5927 PW - Public Works - Engineering: (360) 473-5270 Kitsap Public Health: (360) 337-5235 Fire - Fire Department: (360) 473-5386 L&I - Dept. of Labor and Industry (360) 415-4000 - Property lines shall be properly identified and marked before foundation footing inspection. Setbacks are measured to the finished wall structure. - Reinspection fee may be assessed if inspection has been requested when not ready or corrections are not completed. - Permit, approved plans, engineering, and inspection card shall be on site during construction or Reinspection Fee may be assessed. F Inspection,;. APP : DATE Notes L&I - Electrical Final Inspection Tw O Final Inspection - Building WATER -Potable Water Backflow Prevention (domestic, A u -3 ' �iF fire sprinklers, irrigation) I f FINAL BUILDING (360) 473-5870 All of the above must be approved. Approved Final Inspection grants occupancy for single-family residence only. Commercial structures require separate Certificate of Occupancy. DO NOT OCCUPY BUILDING WITHOUT BUILDING DEPARTMENT APPROVAL Page I of I sf\e I ot) �5 PERMIT CENTE1141 COMMERCIAL MAR 2 6 2014 BuildingPermit Application V ppe City of Bremerton, DCD ;ut ' 345 - 6th Street. Suite 600 ' Bremerton. WA 98337-1873 (360) 473-5275 ` Fax (360) 473-5278 " N%,Na,%v.ci.bremertou.wa.us Business Name: CROWN CASTLE Site Address: 2300 6TH STREET BREMERTON, WA 98312 To apply for a property address, contact Public Works at (360) 473-5270 CONTRACTOR: TBD OWNER: CROWN CASTLE(Tower Owner) Address: Address: 8432 154TH AVE NE BUILDING C City, State, Zip: City, State, ZI : REDMOND WA 98052 License # & Exp. Date: Phone #: 206 384-2454 Contact Name: Authorized Agent Name: RONALD MECKLER Contact Phone #: Address: 8432 154TH AVE NE Email address: Cit , State, Zip: REDMOND, WA 98052 Tax ID/Parcel #: 3810-004-016-0008 Phone #: ( 206 ) 384-2454 []Sewer ❑ Septic Email address: RONALD. MECKLER@CROWNCASTLE.COM What is the application for?(Please check) New Construction ✓ Alteration Addition ❑ NEW COMMERCIAL ❑ TENANT IMPROVEMENT WITH WORK ❑ COMMERCIAL REMODEL ❑ TENANT IMPROVEMENT WITHOUT WORK ❑ COMMERCIAL ADDITION ❑ NEW SIGN ❑ COMMERCIAL REPAIR ❑ GRADING (Cubic Yards: ) ❑ NEW MULTI -FAMILY ❑ REROOF ❑ DEMOLITION ❑ Interior ❑ Exterior— ❑ Foundation Wall— ❑ Roof / Section." ** Separate demolition permit and fees required. Contact Public Works for sewer cap permit (473-5270). Sewer must be capped prior to demolition permit issuance. OTHER. UNMANNED WIRELESS TELECOMMUNICATIONS FACILITY IS THIS PROPERTY WITHIN 200 FEET OF A SHORELINE? OYES ✓❑ NO Scope of work proposed: ADD 3 ADDITIONAL ANTENNAS, 3 RRH AND 6 JUNCTION CYLINDERS TO EXISITNG ARRAY, NO CHANGE TO TOWER HIEGHT OR GROUND SPACE. NO ELECTRICAL x } Square Footage: Building: Construction Type: B Valuation Plan Review Fee Permit Fee Surcharge Total !Fees 20,000 Application for which no permit is issued within 180 days following the date of application shall expire by limitation, and plans and other data submitted for review may thereafter be returned to the applicant or destroyed by the building official. The building official may extend the time for action by the applicant for a period not exceeding 180 days on request by the applicant, showing the circumstances beyond the control of the applicant have prevented action from being taken. No applicant shall be extended more than once. In order to renew action on an application after expiration, the ap ant sh resubmit plans and pay a new plan review fee. 3/21/2014 Applicant's ignature Date Rev. July 2008 MAR 2 6 2014 Bremerton Fire Department Fire Karsha l ' s o f f i `C e,;ity of Bremerton, DCC} Construction Assistance Bulletin Operations checklist Project Address: 2300 6TH STREET BREMERTON, WA 98312 Primary Contact:RONALD MECKLER Email: RONALD.MECKLER@CROWNCASTLE.COM Below is a checklist of activities which this occupancy will be performing during day to day operations, not during construction. Please check all that apply. Also, please provide a copy (in both PDF and DWF/DWG format) of ALL drawings and specifications for this project. Please check all that apply: Place a check next to any item that will be addedlremoved or otherwise modified DURING CONSTRUCTION ONLY... Electrical Aviation Fire Alarm Battery Back Hood System Card swipe system HVAC Compressed Gases Building Access Site changes Windows up Elevator Doors Buildin security ALL NEW CONSTRUCTION Cooking Corrosives Cryogenics Emergency Generator Fireworks Flammable Flammable/Combustible Forklifts Material Liquids Gates I Hot -work Large Ovens LPG Lumberlwood Motor vehicle Painting/powder coating I Racks (12' or more in` products repair height) Refrigeration Storage >6' Tire Storage Dust products will be S stem hi h raduced Place a check next to any item that will be addedlremoved or otherwise modified DURING CONSTRUCTION ONLY... Electrical Plumbing Fire Alarm Fire Sprinkler ' Hood System Walls HVAC Storm/Septic Building Access Site changes Windows Stairs Elevator Doors Buildin security ALL NEW CONSTRUCTION I tul Ila Ilut mentioned: ADDING 3 ANTENNAS , 3 RRH AND 6 CYLINDERS, NO CHANGE TO TOWER HEIGHT OR TO r � � tt .� 51 0 wal. 3 Applicant Building Permit 4: iq -of tremerton Department ot-Community Develuo 345 Street] Suite' .660 BrOPIerton WA 9$3374873 Phone: (36,Q) Date: All P' to -be fully diihensjcded or dfaWu to scile. ' �Site over Sheet (w/occupancy &,type of const.) \2-- PlAh S pe f Work ❑ ZomhgDlstri& Completed Application Contractor Ven ❑ Floor Area Breakdown ❑ Ld6dscap.bTlan ❑ Floor Plan El Parking Plan, ❑ Framing Plan (cross-section) D SEPA Cheibili.s \-2-11evations El Commercial Sit \1� Foundation Plan D Vicinity Map El -Barrier Free Compliance ❑ Special Land U*, V&;rchitectur&Engineered Drawings Or Permits El Street & Utility Permits Required? El Sign Plans El Mechanical:Plan ❑ Fite Depx-ttneh EJ Plumbing Plan R Alarm Sys FT NREC Stamp/Compliance D Spffi*ler:4 El Lighting D storm Drainage ❑ Mechanical ❑ Health Departm El Envelope CD of drawings i❑ D: Erosion Control Plan ❑ WSVIAQ Compliance Comments- Plan Review - Conditions Information*,. Plan ent Approval MAR 2 6 2 erton, DCD U d - I f I J ift WATER.Fo . �� soa�ri,h �r. _'.e•.pn ax+rr Syc MAR 2 6 2014 2/21/2014 I I City of Bremerton, DCD T0: Cassandra Robbins, Crown Castle SUBJECT: SEATTLE QWEST - SEA624 BU# 880436, FCC Compliance Certification The following information was provided by you: SEATTLE QWES T Latitude: 471 34' 3.76" I - SEA624 BU# 880436 i Longitude: -122° 38' 58.33" i Height:60' The data provided was compared to current FCC license data for compliance with the requirements of 47 CFR 1.30002 (Tower construction or modification near AM stations) and 1.30003 (Installations of an AM antenna). As of this date, we have determined that there is no station currently licensed to operate within the criteria defined in 47 CFR 1.30002 or 1.30003. Therefore, we conclude that: SEATTLE QWEST - SEA624 BU# 880436 is compliant. i Note: Should construction not commence within 90 days, or the coordinates change, we recommend re -submission. This will allow us to re -run this analysis and provide you with a current, correct certification. I GYcellen�e iu ANI Detaining PO Box 2000 (703)782-0001 Ashburn VA 20146-2090 �����tr.��aterfur�l�FunsulCants.com I � , February 25, 2014 Cathy Garziano Crown Castle 5350 North 48th Street Suite 305 Chandler, AZ 85226 (480) 735-6952 Subject:' Carrier Designation. Crown Castle Designation Engineering Firm Designation: Site Data: TV , MAR 2 6 2014 City of Bremerton, DCD Structural Analysis Report Sprint PCS Co -Locate Carrier Site Number: Carrier Site Name: Crown Castle BU Number: Crown Castle Site Name: Crown Castle ME Job Number: Crown Castle Work Order Number: Crown Castle Application Number: B+T Group Project Number: 2300 6TH Street, Bremerton, Kitsap Latitude 470 34'3.76", Longitude -1, 60 Foot - Monopole Tower FB+1- GRP B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 (918) 587-4630 btwo@btgrp.com SE63XC406 Olympic 880436 Seattle Qwest - SEA624 260711 715513 206382 Rev. 0 84692.003.01 unty, WA 36'58.33" Dear Cathy Garziano, B+T Group are 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 620051, in accordance with application 206382, 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 1 and Table 2 for the proposed and existing loading respectively. This analysis has been performed in accordance with the 2012 International Building Code based upon an ultimate 3 -second gust wind speed of 110 mph converted to a nominal 3 -second gust wind speed of 85 mph per section 1609.3.1 as required for use in the TIA-222-G Standard per Exception . #5 of Section 1609.1.1. Exposure Category.B and Risk Category II were used in this analysis. .All 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 B+T Group 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. Respectfully submitted by: B+T Engineering, Inc. 0 o . Shardul Kadam, E.I. John W. Kelly, P.E., S.E. Project Engineer Vice President 4502! 50 ����� tnxTower Report - version 6.1.4.1 Q 60 Ft Monopole Tower Structural Analysis Report Project Number 84692.003.01, Application 206382, Revision 0 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2 - Existing 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 6.1.4.1 February 25, 2014 CC/ BU No. 880436 Page 2 60 Ft Monopole Tower Structural Analysis Report Project Number 84692.003.01, Application 206382, Revision 0 1) INTRODUCTION This is a 60'Monopole tower designed by Rohn and mapped by FDH in I standard and wind speed are unknown. 2) ANALYSIS CRITERIA The structural analysis was performed for this tower in accordance with the reg Structural Standards for Steel Antenna Towers and Antenna Supporting Struc speed of 85 mph with no ice and 60 mph under service loads, exposure categ Table 1 - Pr000sed Antenna and Cable Information February 25, 2014 CCI BU No. 880436 Page 3 of 2010. The original design uirements of TIA-222-G ares using a 3 -second gust wind ry B with topographic category 1 Mounting, Center Line Number Antenna i Number Feed 57.0 Level (ft) Elevation of Manufacturer Antenna Model of Feed Line Note 3 ft Antennas -- 1 Lines Size (in) 3 Alcatel Lucent 9442 RRH 700 2 2 12 3 KW Com uM ations ET-X-INM-18-65-8P Andrew QBXLH-6565A!VTM 12 Kathrein 86010025 1 KMW Comm. AM -X -CD -16 -65 -OOT -RET F 2 KMW Comm. AM -X -CD -17 -65 -OOT -RET 6 3 RFS Celwave APXVRR13-G-A20 1 -- T -Arm Mount [TA 702-3] 3 -- Flush Mount 3 Samsung Telecom. 2.5GHz RRH-V3 57.0 57.0 3 17/16 -- 3 Samsung Telecom. OPTIC FIBER JUNCTION CYLINDER 3 Samsung Telecom. POWER JUNCTION CYLINDER 3 Samsung Telecom. I RRH-P41 Table 2 - Existina Antenna and Cable Information Mounting Level (ft) Center Line Elevation (ft) Number of Antennas ; Antenna Antenna Model Manufacturer Number of Feed Lines Feed Line Size (in) Note 57.0 57.0 1 Jaybeam Wireless PCSX065-19-0 6 7/8 2 F 2 Kathrein AP18-1850/065D/XP 3 --I Flush Mount -- -- 1 47.0 47.0 3 Alcatel Lucent 9442 RRH 700 2 2 12 3/8 3/4 7/8 1 3 Andrew QBXLH-6565A!VTM 12 Kathrein 86010025 1 KMW Comm. AM -X -CD -16 -65 -OOT -RET F 2 KMW Comm. AM -X -CD -17 -65 -OOT -RET 6 Powerwave Tech. TT19-08BP111-001 1 Raycap DC6-48-60-18-8F 1 -- T -Arm Mount [TA 702-3] 3 -- Flush Mount ivvica. 1) Existing Equipment 2) Equipment To Be Removed tnxTower Report - version 6.1.4.1 4 f V 60 Ft Monopole Tower Structural Analysis Report Project Number 84692.003.01, Application 206382, Revision 0 Table 3 - Desion Antenna and Cable Information February 25, 2014 CCI BU No. 880436 Page 4 . Center Number Reference Source Online Application i Number' Feed Mounting- Line of Antenna Antenna Model of Feed Line Level (ft) Elevation Antennas Manufacturer Antenna Configuration Crown CAD Package Lines Size (in). (ft) Summary Information Not Available 3) ANALYSIS PROCEDURE Table 4 - Documents Provided Document Remarks Component Type Reference Source Online Application Sprint Co -Locate Revision #0 % Capacity 206382 CCI Sites Tower Mappings FDH Job No: 10-04112T T1 Pole 1490701 CCI Sites Foundation Drawings FDH Project No.10-05247E N1 6.0 1461103 CCI Sites Geotech Report ADaPT Job No.WA01-5866 Pole 1583995 CCI Sites Antenna Configuration Crown CAD Package Date:2/20/2014 CCI Sites 3.1) Analysis Method TnxTower (version 6.1.4.1), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) Tower and structures were built in accordance with the man 2) The tower and structures have been maintained in accordar specification. 3) The configuration of antennas, transmission cables, mounts specified in Tables 1 and 2 and the referenced drawings. 4) Mount areas and weights are assumed based on photograp 5) Material Grades are assumed. This analysis may be affected if any assumptions are not valid or I Group should be notified to determine the effect on the structural i 4) ANALYSIS RESULTS Table 5 - Section Canacity tSummarvl ,turer's specifications. with the manufacturer's other appurtenances are as provided. been made in error. B+T rity of the tower. Section No. Elevation (ft) Component Type Critical Size Element I P (K) SF•P allow (K) % Capacity Pass / Fail L1 60-51 Pole TP13.56x12.5x0.156 1 -0.976 376.145 6.0 Pass L2 51-0 Pole TP19.25xl3.0484.219 2 -5.500 758.966 65.7 Pass Summary Pole (1-2) 65.7 Pass I RATING = 65.7 Pass S tnxTower Report - version 6.1.4.1 60 Ft Monopole Tower Structural Analysis Report Project Number 84692.003.01, Application 206382, Revision 0 Table 6 - Tower Component Stresses vs. Capacity — LC5 February 25, 2014 CCI BU No. 880436 Page 5 Notes Component Elevation (ft) i %Capacity Pass i Fail 1 Anchor Rods Base 35.4 Pass 1 Base Plate Base 95.5 Pass 1 Base Foundation Base 119.3 Pass Structure Rating (max from all components) = 95.5% Notes: 1) See additional documentation in "Appendix C — Additional Calculations" for i calculations supporting the % capacity consumed. I 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the modifications are required at this time. tnxTower Report - version 6.1.4.1 ng and proposed loads. No APPENDIX A TNXTOWER OUTPUT .t y 60.0 It 51.011 0.0 ft i DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION APXVRRI3-C-A20 w/ Mount Pipe (P) 57 AM -X -CD -17 -65.00T -RET w/ Mount 0 0 Pipe (E) APXVRRI3-C-A20 w/ Mount Pipe (P) 57 OBXLH-6565A-VrM w/ Mount Pipe 47 ET-X-WM-18-65-8P w/ Mount Pipe (P) 57 (E) ET-X-WM-18-65-8P w/ Mount Pipe (P) 57 QBXLH-6565A-VTM w/ Mount Pipe (E) 47 ET-X-WM-18-65-8P w/ Mount Pipe (P) 57 I RRH-P4 (P) 57 OtBXLH-6565A-VTM w/ Mount Pipe (E) 47 RRH-P4 (P) 57 9442 RRH 700 (E -Mounted to Pipe 47 RRH-P4 (P) 57 Mount) OPTIC FIBER JUNCTION CYLINDER 57 9442 RRH 700 (E -Mounted to Pipe 47 (P) n OPTIC FIBER JUNCTION CYLINDER 57 9442 RRH 700 (E -Mounted to Pipe 47 (P) Mount) OPTIC FIBER JUNCTION CYLINDER 57 (2) TT7908BP111-001 (E) 47 (P) 0 47 2.5GHz RRH-V3 (P) 57 (2) TT19-08BP111-001 (E) 47 2.5GHz RRH-V3 (P) 57 (4) 860 10025 (E) 47 2.5GHz RRH-V3 (P) 57 (4) 860 10025 (E) 47 POWER JUNCTION CYLINDER (P) 57 I (4) 860 10025 (E) 47 POWER JUNCTION CYLINDER (P) 57 I DC6-48-60-18-8F (E) 47 POWER JUNCTION CYLINDER (P) 57 Pipe Mount [PM 601-3] (E -For TMA) 47 AM -X -CD -16 -65 -OOT -RET w/ Mount 47 T -Arm Mount [TA 702-3] (E) 47 Pipe (E) V AM -X -CD -17 -65 -OOT -RET w/Mount 47 O 6 C N � a rn � - � rn x a rn E a m 'y N 3 2 H in N m C') 60.0 It 51.011 0.0 ft i DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION APXVRRI3-C-A20 w/ Mount Pipe (P) 57 AM -X -CD -17 -65.00T -RET w/ Mount 47 APXVRRI3-C-A20 w/ Mount Pipe (P) 57 I Pipe (E) APXVRRI3-C-A20 w/ Mount Pipe (P) 57 OBXLH-6565A-VrM w/ Mount Pipe 47 ET-X-WM-18-65-8P w/ Mount Pipe (P) 57 (E) ET-X-WM-18-65-8P w/ Mount Pipe (P) 57 QBXLH-6565A-VTM w/ Mount Pipe (E) 47 ET-X-WM-18-65-8P w/ Mount Pipe (P) 57 I RRH-P4 (P) 57 OtBXLH-6565A-VTM w/ Mount Pipe (E) 47 RRH-P4 (P) 57 9442 RRH 700 (E -Mounted to Pipe 47 RRH-P4 (P) 57 Mount) OPTIC FIBER JUNCTION CYLINDER 57 9442 RRH 700 (E -Mounted to Pipe 47 (P) Mount) OPTIC FIBER JUNCTION CYLINDER 57 9442 RRH 700 (E -Mounted to Pipe 47 (P) Mount) OPTIC FIBER JUNCTION CYLINDER 57 (2) TT7908BP111-001 (E) 47 (P) (2) TT19-08BP111-001(E) 47 2.5GHz RRH-V3 (P) 57 (2) TT19-08BP111-001 (E) 47 2.5GHz RRH-V3 (P) 57 (4) 860 10025 (E) 47 2.5GHz RRH-V3 (P) 57 (4) 860 10025 (E) 47 POWER JUNCTION CYLINDER (P) 57 I (4) 860 10025 (E) 47 POWER JUNCTION CYLINDER (P) 57 I DC6-48-60-18-8F (E) 47 POWER JUNCTION CYLINDER (P) 57 Pipe Mount [PM 601-3] (E -For TMA) 47 AM -X -CD -16 -65 -OOT -RET w/ Mount 47 T -Arm Mount [TA 702-3] (E) 47 Pipe (E) AM -X -CD -17 -65 -OOT -RET w/Mount 47 Pipe (E) MATERIAL STRENGTH TOWER DESIGN NOTES 1. Tower is located in Kitsap County, Washington. 2. Tower designed for Exposure B to the TIA-222-G Standard. 3. Tower designed for a, 85 mph basic wind in accordance with the TIA-222-G Standard. 4. Deflections are based upon a 60 mph wind. 5. Tower Structure Class II. 6, Topographic Category 1 with Crest Height of 0.000 ft 7, This analysis includes a previously installed tower extension and tower modifications. 8. TOWER RATING: 65.7% ALL REACTIONS ARE FACTORED AXIAL 6K SHEAR::J_� MOMENT 4K 192 kip -ft TORQUE 0 kip -ft REACTIONS - 85 mph WIND I B+T Group 1717 S.Boulder, Suite 300 B'T rFzr= Tulsa, OK 74119 Phone: (918) 587-4630 FAX: 918 587-4630 Job: 84692:003.61 -SEATTLE QWEST - SEA624, WA (BU #88043 client men,:., Crown Castle Drawn by: skadam App'd: Code: TIA-222-GI Date: 02/25/14 Scale: NTS Path: Dwg No. E-1 a 0 iJ d TIA-222-G - 85 mph Exposure B Maximum Values VX ------------Vz Mx ------------ Mz Global Mast Shear (K) I I Global Mast Moment (kip -ft) .,in I in ion mn - -- -- -- -- 0.000 1 1 1 1 I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I - I--1--1--t-----1--1----t-+-r------1-+-t- I 1 1 1 I I I I I I I 1 I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I II I I I I I I I I I I I I I I L I I II I I I I I I I 1 I I I I I I I I I I I I I I I P I I I I I I I 11 I I I t i I I I I I I p I I[ I I I t I I I I I I I I I I I M I I I f I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I i I I I 1 I I I I I I I I I I I I 1 I I I I I I I I I I I I i I I I I I I I I I I I I I I I I 1 I 1 1 I I I I I I I I I I I I I I i I I I I I I I I I I I I I I I I I I A II II 1 II I 1 I I I I I I I I I I I i l l 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I 1 1 1 1 1 1 1 1 1 1 1 1 i l l l I:I I I I I I I I I I I I I I I I 4 I I I I I I I I I I I I I I I I I i I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I 1 I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I l 1 I I I I I I I 1 I I I 1 I I I I I I I I I I I I I I I I I I I I I 1 I I I 1 I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I 1 I I i I I I I I I I I I I I I I I I I I I 1 1 1 1 I I I I I t l l I I I I I i l l I I 1 1 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I 1 I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I i I I I I 1 I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I 1 1 I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I 1 I 1 I I I 1 1 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 1 1 1 1 1 I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I• I I i I I I i I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I 1 I I I t I I I I I I I I I I I I 1 I I I I I I I I I I 1 I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I 1 I I I I I I I I I I I 1 I I I I I I 1 I I I I I I I I I I I I t I I 51.000 3.000 1 5n inn B+T GroupJob: 1717 S. Boulder, Suite 300 B -T GRF- Tulsa, OK 74119 Phone: (918) 587-4630 FAX: 918 587-4630 84692.003.01- SEATTLE QWEST - SEA624, WA (BU #88043 Project: creno Crown Castle Drawn by: skadam APFd' code: TIA-222-G' Date: 02/25/14 Scale: NTS Path: j Dwg No. E-4 _C cc III Deflection (in) 51.00 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 11 1 I I I I I I I 1 code: TIA-222-GI 1 I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 ! I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I f I ( I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I TIA-222-G - Service - 60 mph Tilt (deg) 0.5 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I t I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I II I I I I I I I I I I I I I I I I I I I I I I I Maximum Values Twist (deg) 0.05 I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I f I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I f I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I --1--J--L--1-- I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0.1 B+T GroupJob: 1717 S.Boulder, Suite 300 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: 918 587-4630 84692.003.01- SEATTLE QWEST - SEA624WWA (BU #88043 Prge°t:i Client: Crown Castle Drawn by:skadam Mad: code: TIA-222-GI Date: 02/25/14 Scale: NTS Path' I Dwg No. E-5 c 0 e� m LU B+T GroupJob: 1717 S.Boulder, Suite 300 M -T GRIP Tulsa, OK 74119 Phone: (918) 587-4630 FAX: 918 587-4630 84692.003.01- SEATTLE QWEST - SEA624, WA (BU #88043 Project: I Client: Crown Castle Drawn by:skadam Code: TIA-222-131 Date: 02/25/14 scale: NTS Path: Dwg No. E-7 Inx owe% Job I Splice Page Top 84692.003.01 -SEATTLE QWEST - SEA624, WA (BU 1 of 11 Bend #880436 Length Project I of Date B+T Group 1717 S. Boulder, Suite 300 Radius 09:44:01 02/25/14 Tulsa, OK 74119 Client ft Designed by Phone: (918) 587-4630 Crown Castle in skadam FAX: (918) 587-4630 LI 60.000-51.000 9.000 Tower Inaut 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 Kitsap County, Washington. Basic wind speed of 85 mph. Structure Class 11. Exposure Category B. Topographic Category 1. Crest Height 0.000 ft. Deflections calculated using a wind speed of 60 mph. This analysis includes a previously installed tower extension and tower 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 ap Consider Moments - Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification Use Code Stress Ratios Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) Add IBC .6D+W Combination ons Distribute Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wind Area Use Clear Spans For KL/r Retension Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appurt. Autocalc Torque Arm Areas SR Members Have Cut Ends Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Use TIA-222-G Tension Splice Capacity Exemption idifications.. mounts are not considered. Treat Feedline Bundles As Cylinder Use ASCE 10 X -Brace Ly Rules Calculate Redundant Bracing Forces Ignore Redundant Members in FEA SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation Consider Feedline Torque Include Angle Block Shear Check Poles Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use TOD Mounted Sockets L_ Tapered Pole Section Geometry Section Elevation Section Splice Number Top Bottom Wall I Bend Pole Grade Length Length of Diameter Diameter Thickness Radius ft ft ft Sides in in in in LI 60.000-51.000 9.000 1.690 16 12.500 13.560 0.156 0.625 A572-50 (50 ksi) L2 51.000-0.000 52.690 16 13.048 19.250 0.219 0.875 A572-50 tsn L-61 Tapered Pole Properties Mx ower Job Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Page Double Angle 84692.003.01 -SEATTLE QWEST - SEA624, WA (BU 2 of 11 Stitch Bolt #880436 0.000 Section Tip Dia. Project I Date B+T Group 1717 S. Boulder, Suite 300 J Diagonals 09:44:01 02/25/14 Tulsa, OK 74119 Client in Designed by Phone: (918) 587-4630 Crown Castle in Skadam FAX: (918) 587-4630 A line in Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angle Double Angle Elevation Area Thickness AI Factor Stitch Bolt Stitch Bolt 0.000 Section Tip Dia. Area I r C I/C J Diagonals Ia'Q w w/t in in, in' in in in' in' A line in 0,000 LI 12.745 6.153 118.431 4.394 6.375 18.577 238.656 3.042 2.177 13.93 13.826 6.681 151.637 4.772 6.916 21.927 305.569 3.303 2.388 15.28 L2 13.507 8.953 186.167 4.567 6.655 27.975 375.153 4.427 2.161 9.88 19.627 13.280 607.652 6.775 9.818 61.895 1224.505 6.566 3.395 15.522 Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angle Double Angle Elevation Area Thickness AI Factor Stitch Bolt Stitch Bolt 0.000 (per face) Ar Spacing Spacing 0.001 Diagonals Horizontals ft ftp in in in Ll 12 1 1 1 (E) A 60.000-51.000 0.000 0,000 .f� 0.000 01000 L2 B 1 1 l Inside Pole 47.000 - 0.000 51.000-0.000 No Ice (E) 0!011 Feed Line/Linear Appurtenances - Entered As Round Or Flat i Description Sector Component Placement Total Number Start/End Width or Perimeter Weight Type Number Per Row Position Diameter f I l in in Of Safety Line'3/8 C Surface At 60.000 - 0.000 1 l 0.000 0.375 0.000 (E) (CaAa) 0.000 Feed Line/Linear Appurtenances Description Face Allow Component Placement Total TYPE 2(1-7/16) B No Inside Pole 57.000 - 0.000 3 No Ice (P) 0.000 0.001 0.000 0.000 0.000 0.000 0.000 0.001 ft LDF5-50A(7/8") B No Inside Pole 47.000 - 0.000 12 No Ice (E) A 0.000 0.000 0,000 .f� 0.000 01000 FB-L98-002-XXX(3/8) B No Inside Pole 47.000 - 0.000 2 No Ice (E) 0!011 C 0.000 WR-VG86ST-BRD(3/4) B No inside Pole 47 000 - 0 nnO L2 51.000-0.000 red As Area Tower Face AR CAA Weight ft"/ft klf 0.000 0.001 0.000 0.000 0.000 0.000 0.000 0.001 Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CfA,4 CaAa Weight Section Elevation In Face Out Face ft .f? ft, f? K Ll 60.000-51.000 A 0.000 0.000 0,000 .f� 0.000 01000 B 0.000 0.000 0.000 0.000 0!011 C 0.000 0.000 0.338 0.000 01002 L2 51.000-0.000 A 0.000 0.000 0.000 0.000 01000 B 0.000 0.000 0.000 0.000 0339 C 0.000 0.000 1.912 0.000 01011 tnx owe% Job I 84692.003.01 -SEATTLE QWEST - SEA624, WA (BU Page 3 of 11 CP' #880436 No Ice 7.590 Project Ice Date B+T Group 1717S.Boulder, Suite 300 in in 09:44:0102/25/14 Tulsa, OK 74119 Client I 0.000 Designed by Phone: (918) 587-4630 Crown Castle 0.055 skadam FAX: (918) 587-4630 I Feed Line Center of Pressure Section Elevation CP,v CPZ CPQ- CP' 57.000 No Ice 7.590 Ice Ice ft in in in in Ll 60.000-51.000 0.000 0.055 0.000 0.055 L2 51.000-0.000 0.000 0.055 0.000 0.055 Shielding Factor Ka Tower Feed Line Description Feed Line Ka K. Section Record No. Segment Elev. No Ice Ice L11 81 Safety Line 3/81 51.00 - 60.001 1.00001 1.0000 Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement or Type Horz Adjustment Leg Lateral Vert ft ft ft ft CA;, C,A,a Weight Front Side ft, ft, K APXVRR I 3 -C -A20 w/ A From Leg 1.000 0.000 57.000 No Ice 7.590 3.926 0.052 Mount Pipe 0.000 (P) 0.000 APXVRRI3-C-A20 w/ B From Leg 1.000 0.000 57.000 No Ice 7.590 3.926 0.052 Mount Pipe 0.000 (P) 0.000 APXVRRI3-C-A20 w/ C From Leg 1.000 0.000 57.000 No Ice 7.590 3.926 0.052 Mount Pipe 0.000 (P) 0.000 ET-X-WM-18-65-8P w/ A From Leg 1.000 0.000 57.000 No Ice 7.354 4.431 0.059 Mount Pipe 0.000 (P) 0.000 ET-X-WM-18-65-8P w/ B From Leg 1.000 0.000 57.000 No Ice 7.354 4.431 0.059 Mount Pipe 0.000 (P) 0.000 ET-X-WM-18-65-8P w/ C From Leg 1.000 0.000 57.000 No Ice 7.354 4.431 0.059 Mount Pipe 0.000 (P) 0.000 RRH-P4 A From Leg 1.000 0.000 57.000 No Ice 3.191 2.075 0.060 (P) 0.000 0.000 RRH-P4 B From Leg 1.000 0.000 57.000 No Ice 3.191 2.075 0.060 (P) 0.000 0.000 RRH-P4 C From Leg 1.000 0.000 57.000 No Ice 3.191 2.075 0.060 (P) 0.000 i 0.000 OPTIC FIBER JUNCTION A From Leg 1.000 0.000 57.000 No Ice 0.447 0.447 0.002 CYLINDER 0.000 i (P) 0.000 InXTPage ®mer '� Job 84692.003.01 - SEATTLE QWEST - SEA624, WA (BU 4 of 11 #880436 Project Date B+T Group I 1717 S.Boulder, Suite 300 09:44:0102/25/14 Tulsa, OK 74119 Client Designed by Phone: (918)587-4630 Crown Castle; Skadaril FAX.- (918) 587-4630 If Description Face `,' Offset Offsets: Azintuth Placement CAA_q C OA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft ft ft, K ft ft OPTIC FIBER JUNCTION B From Leg 1.000 0.000 57.000 No Ice 0.447 0.447 0.002 CYLINDER 0.000 (P) 0.000 OPTIC FIBER JUNCTION C From Leg 1.000 0.000 57.000 No Ice 0.447 0.447 0.002 CYLINDER 0.000 (P) 0.000 2.5GHz RRH-V3 A From Leg 1.000 0.000 57.000 No Ice 2.803 1.424 0.060 (P) 0.000 0.000 2.5GHz RRH-V3 B From Leg 1.000 0.000 57.000 No Ice 2.803 1.424 0.060 (P) 0.000 0.000 2.5GHz RRH-V3 C From Leg 1.000 0.000 57.000 No Ice 2.803 1.424 0.060 (P) 0.000 0.000 POWER JUNCTION A From Leg 1.000 0.000 57.000 No Ice 0.426 0.426 0.003 CYLINDER 0.000 (P) 0.000 POWER JUNCTION B From Leg 1.000 0.000 57.000 No Ice 0.426 0.426 0.003 CYLINDER 0.000 (P) ° 0.000 POWER JUNCTION C From Leg 1.000 0.000 57.000 No Ice 0.426 0.426 0.003 CYLINDER 0.000 (P) 0.000 AM -X -CD -16 -65 -OOT -RET A From Leg 3.000 0.000 47.000 No Ice 8.498 6.304 0.074 w/ Mount Pipe 0.000 (E) 0.000 AM -X -CD -17 -65 -OOT -RET B From Leg 3.000 0.000 47.000 No Ice 11.549 8.938 0.092 w/ Mount Pipe 0.000 (E) 0.000 AM -X -CD -17 -65 -OOT -RET C From Leg 3.000 0.000 47.000 No Ice 11.549 8.938 0.092 w/ Mount Pipe 0.000 (E) 0.000 QBXLH-6565A-VTM w/ A " From Leg 3.000 0.000 47.000 No Ice 11.815 6.828 0.093 Mount Pipe 0.000 (E) 0.000 QBXLH-6565A-VTM w/ B From Leg 3.000 0.000 47.000 No Ice 11.815 6.828 0.093 Mount Pipe 0.000 (E) 0.000 QBXLH-6565A-VTM w/ C From Leg 3.000 0.000 47.000 No Ice 11.815 6.828 0.093 Mount Pipe 0.000 (E) 0.000 9442 RRH 700 A From Leg 1.000 0.000 47.000 No Ice 3.528 1.596 0.044 (E -Mounted to Pipe Mount) 0.000 0.000 9442 RRH 700 B From Leg 1.000 0.000 47.000 No Ice 3.528 1.596 0.044 (E -Mounted to Pipe Mount) 0.000 0.000 9442 RRH 700 C From Leg 1.000 0.000 47.000 No Ice 3.528 1.596 0.044 (E -Mounted to Pipe Mount) 0.000 0.000 (2) TT19-08BP111-001 A From Leg 3.000 0.000 47.000 No Ice 0.636 0.516 0.016 (E) 0.000 0.000 (2) TT19-08BP111-001 B From Leg 3.000 0.000 47.000 No Ice 0.636 0.516 0.016 (E) 0.000 t�nxTower Job Offsets: Page Placement 84692.003.01 - SEATTLE QWEST - SEA624, WA (BU 5 of 11 Weight #880436 or Type Horz Project Date B+T Group 1717 S. Boulder, Suite 300 09:44:01 02/25/14 Tulsa, OK 741 /9 Client Designed by Phone: (918) 587-4630 Crown Castle skadam FAX: (918) 587-4630 Vert Description Face Offset Offsets: Azimuth Placement C,IA.4 C,,A,i Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft o ft fry fry K ft ft 0.000 (2) TT19-0813P111-001 C From Leg 3.000 0.000 47.000 No Ice 0.636 0.516 0.016 (E) 0.000 0.000 (4) 860 10025 A From Leg 3.000 0.000 47.000 No Ice 0.163 0.136 0.001 (E) 0.000 0.000 (4) 860 10025 B From Leg 3.000 0.000 47.000 No Ice 0.163 0.136 0.001 (E) 0.000 0.000 (4) 860 10025 C From Leg 3.000 0.000 47.000 No Ice 0.163 0.136 0.001 (E) 0.000 0.000 DC6-48-60-18-8F C From Leg 3.000 0.000 47.000 No Ice 2.567 4.317 0.019 (E) 0.000 0.000 Pipe Mount [PM 601-3] C None 0.000 47.000 No Ice 4.390 4.390 0.195 (E -For TMA) T -Arm Mount [TA 702-3] C None 0.000 47.000 No Ice 5.640 5.640 0.339 (E) Load Combinations { i Comb. Description No. 1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg - No Ice 3 0.9 Dead+I.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+L6 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 I 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 I tftxTawer Job ( 84692.003.01 - SEATTLE QWEST - SEA624, WA (BU Page 6 of 11 Dead+Wind 30 deg - Service #880436)j 28 Dead+Wind 60 deg - Service Project 29 Date B+T Group 1717 S. Boulder, Suite 300 Dead+Wind 120 deg - Service Moment 09:44:01 02/25/14 Tulsa, OK 74119 Client 32 Designed by Phone: (918) 587-4630 Crown Castle Dead+Wind 210 deg - Service skadam FAX. (918) 587-4630 Dead+Wind 240 deg - Service Pole 35 Comb. Description No. 26 Dead+Wind 0 deg - Service Component 27 Dead+Wind 30 deg - Service Axial 28 Dead+Wind 60 deg - Service No. 29 Dead+Wind 90 deg - Service K 30 Dead+Wind 120 deg - Service Moment 31 Dead+Wind 150 deg - Service 32 Dead+Wind 180 deg - Service Comb. 33 Dead+Wind 210 deg - Service kipft 34 Dead+Wind 240 deg - Service Pole 35 Dead+Wind 270 deg - Service 0.000 36 Dead+Wind 300 deg - Service 4.132 37 Dead+Wind 330 deg - Service Max. Compression Maximum Member F Section Elevation Component Condition Gov. Axial Mafor Axis Minor Axis No. ft Type K Load Comb. Moment Moment Pole Max. Vert 14 Comb. K kip- t kipft L1 60-51 Pole Max Tension 14 0.000 -0.000 0.000 4.132 0.015 4.217 Max. Compression 6 -0.977 5.059 2.918 Max. M, 8 190.470 Max. Mx 20 -0.976• 3.842 -0.002 3.651 21.121 Min. Vert Max. My 14 -0.976 0.001 -5.844 9 4.132 -4.208 Max. Vy 20 -1.382 5.842 -0.002 -4.217 Min. M, 14 Max. Vx 14 1.382 0.001 -5.844 -190.619 4.208 0.015 Max. Torque 8 -0.419 I 0.000 L2 51-0 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 6 -5.500 -164.580 94.729 Max. Mx 20 -5.500 190.619 0.591 Max. My 14 -5.500 10.652 -191.116 Max. Vy 20 -4.219 190.619 0.591 Max. Vx 14 4.228 20.652 -191.116 Max. Torque 23 0.420 Maximum Reactions Location Condition Gov. Vertical Horizontal, X Horiiontal, Z Load K K K Comb. Pole Max. Vert 14 5.509 -0.015 -4.217 Max. H, 21 4.132 4.208 0.015 Max. H, 3 4.132 0.015 4.217 Max. M, 2 190.846 0.015 4f.217 Max. M, 8 190.470 -4.208 -0.015 Max. Torsion 23 0.419 3.651 21.121 Min. Vert 7 4.132 -3.637 2.095 Min. H, 9 4.132 -4.208 -0.015 Min. H, 15 4.132 -0.015 -4.217 Min. M, 14 -191.116 -0.015 -4.217 Min. M 20 -190.619 4.208 0.015 Min. Torsion 11 -0.419 -3.651 -2.121 i tnxTower Job I 84692.003.01 - SEATTLE QWEST - SEA624, WA (BU Page 7 of 11 Overturning #880436 Torque Combination Project Date B+T Group 1717S.Boulder, Suite 300 09:44:01 02/25/14 Tulsa, OK 74119 Client 'kip -ft Designed by Phone: (918) 587-4630 Crown Castle 4.591 skadam FAX: (918) 587-4630 0.107 0.059 0.000 . Tower Mast Reaction Summary Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment, Mr I Moment, M K K K 'kip -ft kip -ft kip ft Dead Only 4.591 0.000 0.000 0.107 0.059 0.000 1.2 Dead+1.6 Wind 0 deg - No 5.509 -0.015 -4.217 -190.846 0.798 -0.260 Ice 0.9 Dead+1.6 Wind 0 deg - No 4.132 -0.015 -4.217 -189.261 0.773 -0.261 Ice 1.2 Dead+1.6 Wind 30 deg - No 5.509 2.091 -3.644 -164.898 -94.571 -0.059 Ice 0.9 Dead+1.6 Wind 30 deg - No 4.132 2.091 -3.644 -163.533 -93.787 -0.059 Ice 1.2 Dead+1.6 Wind 60 deg - No 5.509 3.637 -2.095 -94.729 -164.580 0.158 Ice 0.9 Dead+l .6 Wind 60 deg - No 4.132 3.637 -2.095 -93.959 -163.202 0.158 Ice 1.2 Dead+1.6 Wind 90 deg - No 5.509 4.208 0.015 0.859 -190.470 0.333 Ice 0.9 Dead+1.6 Wind 90 deg - No 4.132 4.208 0.015 0.818 -188.873 0.333 Ice 1.2 Dead+1.6 Wind 120 deg - 5.509 3.651 2.121 96.252 -165.305 0.418 No Ice 0.9 Dead+1.6 Wind 120 deg - 4.132 3.651 2.121 95.402 -163.921 0.419 No Ice 1.2 Dead+1.6 Wind 150 deg - 5.509 2.117 3.659 165.891 -95.827 0.392 No Ice 0.9 Dead+1.6 Wind 150 deg - 4.132 2.117 3.659 164.450 -95.032 0.392 No Ice 1.2 Dead+1.6 Wind 180 deg - 5.509 0.015 4.217 191.116 -0.652 0.260 No Ice ' 0.9 Dead+1.6 Wind 180 deg - 4.132 0.015 4.217 189.461 -0.665 0.261 No Ice 1.2 Dead+1.6 Wind 210 deg - 5.509 -2.091 3.644 1'65.168 94.719 0.059 No Ice 0.9 Dead+1.6 Wind 210 deg - 4.132 -2.091 3.644 163.733 93.896 0.059 No Ice 1.2 Dead+1.6 Wind 240 deg - 5.509 -3.637 2.095 94.998 164.729 -0.158 No Ice 0.9 Dead+1.6 Wind 240 deg - 4.132 -3.637 2.095 94.158 163.312 -0.159 No Ice 1.2 Dead+1.6 Wind 270 deg - 5.509 -4.208 -0.015 -0.591 190.619 -0.333 No Ice 0.9 Dead+1.6 Wind 270 deg - 4.132 -4.208 -0.015 -0.620 188.982 -0.333 No Ice 1.2 Dead+I.6 Wind 300 deg - 5.509 -3.651 -2.121 -95.985 165.452 -0.418 No Ice 0.9 Dead+1.6 Wind 300 deg - 4.132 -3.651 -2.121 -95.204 164.029 -0.419 No Ice 1.2 Dead+1.6 Wind 330 deg - 5.509 -2.117 -3.659 -165.623 95.973 -0.391 No Ice 0.9 Dead+1.6 Wind 330 deg - 4.132 -2.117 -3.659 -164.251 95.140 -0.392 No Ice Dead+Wind 0 deg - Service 4.591 -0.004 -1.177 -52.951 0.262 -0.073 Dead+Wind 30 deg - Service 4.591 0.584 -1.017 -45.742 -26.235 -0.016 Dead+Wind 60 deg - Service 4.591 1.015 -0.585 -26.246 -45.687 0.044 Dead+Wind 90deg -Service 4.591 1.174 0.004 0.313 -52.880 0.093 Dead+Wind 120 deg - Service 4.591 1.019 0.592 26.818 45.888 0.117 Dead+Wind 150 deg - Service 4.591 0.591 1.021 46.166 i -26.584 0.110 Dead+Wind 180 deg - Service 4.591 0.004 1.177 53.175 -0.140 0.073 Dead+Wind 210 deg - Service 4.591 -0.584 1.017 45.966 26.358 0.016 Dead+Wind 240 deg - Service 4.591 -1.015 0.585 26.469 45.810 -0.044 i tnxTower Job i Page Force 84692.003.01 - SEATTLE QWEST _ SEA624, WA (BU 8 of 11 I #880436 0.00000001 Project Vertical Date B+T Group 1717S.Boulder, Suite 300 Overturning Torque 09:44:01 02/25/14 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle skadam FAX.- (918) 587-4630 K K K Non -Linear Convergence Results Force Load Converged? Number Displacement Combination of Cycles Tolerance I V 0.00000001 Load Vertical Shear, Shear Overturning Overturning Torque Combination Moment, M Moment, M _ K K K kip ft kip -ft kip -ft Dead+Wind 270 deg - Service 4.591 -1.174 -0.004 -0.089 53.003 -0.093 Dead+Wind 300 deg - Service 4.591 -1.019 -0.592 -26.594 46.011 -0.117 Dead+Wind 330 deg - Service 4.591 -0.591 -1.021 45.943 26.706 -0.110 Solution Summary i Sum of Applied Forces Sum of Reactions Load PX Py PZ PX Py PZ % Error Comb. K K K K K K 1 0.000 -4.591 0.000 0.000 4.591 0.000 0.000% 2 -0.015 -5.509 -4.217 0.015 5.509 4.217 I 0.000% 3 -0.015 -4.132 -4.217 0.015 4.132 4.217 0.000% 4 2.091 -5.509 -3.644 -2.091 5.509 3.644 0.000% 5 2.091 -4.132 -3.644 -2.091 4.132 3.644 0.000% 6 3.637 -5.509 -2.095 -3.637 5.509 2.095 0.000% 7 3.637 4132 -2.095 -3.637 4.132 2.095 0.000% 8 4.208 -5.509 0.015 -4.208 5.509 -0.015 0.000% 9 4.208 -4.132 0.015 -4.208 4.132 -0.015 0.000% 10 3.651 -5.509 2.121 -3.651 5.509 -2.121 0.000% 11 3.651 -4.132 2.121 -3.651 4.132 -2.121 0.000% 12 2.117 -5.509 3.659 -2.117 5.509 -3.659 0.000% 13 2.117 -4.132 3.659 -2.117 4.132 -3.659 0.000% 14 0.015 -5.509 4.217 -0.015 5.509 -4.217 0.000% 15 0.015 -4.132 4.217 -0.015 4.132 -4.217 0.000% 16 -2.091 -5.509 3.644 2.091 5.509 -3.644 0.000% 17 -2.091 -4.132 3.644 2.091 4.132 -3.644 0.000% 18 -3.637 -5.509 2.095 3.637 5.509 -2.095 0.000% 19 -3.637 -4.132 2.095 3.637 4.132 -2.095 0.000% 20 -4.208 -5.509 -0.015 4.208 5.509 0.015 0.000% 21 4.208 -4.132 -0.015 4.208 4.132 0.015 0.000% 22 -3.651 -5.509 -2.121 3.651 5.509 2.121 0.000% 23 -3.651 -4.132 -2.121 3.651 4.132. 2.121 0.000% 24 -2.117 -5.509 -3.659 2.117 5.509 3.659 0.000% 25 -2.117 -4.132 -3.659 2.117 4.132 3.659 0.000% 26 -0.004 -4.591 -1.177 0.004 4.591 1.177 0.000% 27 0.584 -4.591 -1.017 -0.584 4.591 1.017 0.000% 28 1.015 -4.591 -0.585 -1.015 4.591 0.585 0.000% 29 1.174 -4.591 0.004 -1.174 4.591 -0.004 0.000% 30 1.019 -4.591 0.592 -1.019 4.591 -0.592 0.000% 31 0.591 -4.591 1.021 -0.591 4.591 -1.021 0.000% 32 0.004 -4.591 1.177 -0.004 4.591 -1.177 0.000% 33 -0.584 -4.591 1.017 0.584 4.591 -1.017 0.000% 34 -1.015 -4.591 0.585 1.015 4.591 0.585 0.000% 35 -1.174 -4.591 -0.004 1.174 4.591 0.004 0.000% 36 -1.019 -4.591 -0.592 1.019 4.591 0.592 0.000% 37 -0.591 -4.591 -1.021 0.591 4.591 _1.021 0.000% Non -Linear Convergence Results Force Load Converged? Number Displacement Combination of Cycles Tolerance Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00070151 WxTower Job I 4 Page. 0.00044542 84692.003.01 -SEATTLE QWEST - SEA624, WA (BU 9 of 11 0.00000001 #880436 5 Yes Project I 0.00000001 Date B+T Group 1717 S. Boulder, Suite 300 5 0.00000001 09:44:01 02/25/14 Tulsa, OK 74119 Client I 5 Designed by Phone: (918) 587-4630 Crown Castle Yes skadam FAX: (918) 587-4630 0.00088392 9 Yes 3 Yes 4 0.00000001 0.00044542 4 Yes 5 0.00000001 0.00014696 5 Yes 5 0.00000001 0.00006716 6 Yes 5 0.00000001 0.00014237 7 Yes 5 0.00000001 0.00006496 8 Yes 4 0.00000001 0.00088392 9 Yes 4 0.00000001 0.00056404 10 Yes 5 0.00000001 0.00017888 11 Yes 5 0.00000001 0.00008244 12 Yes 5 0.00000001 0.00013767 13 Yes 5 0.00000001 0.00006246 14 Yes 4 0.00000001 0.00063314 15 Yes 4 0.00000001 0.00040142 16 Yes 5 0.00000001 0.00015434 17 Yes 5 0.00000001 0.00007054 18 Yes 5 0.00000001 0.00015995 19 Yes 5 0.00000001 0.00007331 20 Yes 4 0.00000001 0.00081489 21 Yes 4 0.00000001 0.00051994 22 Yes 5 0.00000001 0.00013673 .23 Yes 5 0.00000001 0.00006210 24 Yes 5 0.00000001 0.00017689 25 Yes 5 0.00000001 0.00008150 26 Yes 4 0.00000001 0.00005891 27 Yes 4 0.00000001 0.00008996 28 Yes 4 0.00000001 0.00008367 29 Yes 4 0.00000001 0.00007491 30 Yes 4 0.00000001 0.00016549 31 Yes 4 0.00000001 0.00009336 32 Yes 4 0.00000001 0.00005764 33 Yes 4 0.00000001 0.00010565 34 Yes 4 0.00000001 0.00011960 35 Yes 4 0.00000001 0.00007352 36 Yes 4 0.00000001 0.00009537 37 Yes 4 0.00000001 0.00016007 Maximum Tower Deflections - Service Wind --1 Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. o° LI 60-51 7.450 31 0.902 0.006 L2 52,69-0 6.071 31 0.895 0.006 L Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection TiltI Twist Radius of Load Curvature .rt Comb. in ° ft 57.000 APXVRR I 3 -C -A20 w/ Mount Pipe 31 6.873 0.902 I 0.006 4928 47.000 AM -X -CD -16 -65 -OOT -RET w/ 31 5.106 0.866 ; 0.005 3667 Mount Pipe I t%I.aCTower Job i Page 84692.003.01 - SEATTLE QWEST - SEA624, WA (BU 10 of 11 Load #880436 Horz. Gov. Tilt Twist Curvature Project Elevation Date B+T Grou P l7/7S.Boulder, Suite 300 o ft 57.000 09:44:01 02/25/14 Tulsa, OK 74/19 Client I Designed by Phone: (918) 587-4630 Crown Castle I skadam FAX- (918) 587-4630 1 Mount Pipe Critical Deflections and Radius of Curvature - Design Wind I Elevation Appurtenance Maximum Tower Deflections - Design Wind I Twist Radius of i Load Horz. Gov. Tilt Twist Curvature Section Elevation No. in o Deflection Load o ft 57.000 ft in Comb. 0° 1 LI 60-51 26.782 12 3.244 0.020 AM -X -CD -16 -65 -OOT -RET w/ L2 52.69-0 21.828 12 3.218 0.020 1 Critical Deflections and Radius of Curvature - Design Wind I Elevation Appurtenance Gov. Deflection Tilt I Twist Radius of Load I Curvature ft Section No. Comb. in o Mt Om. kip ft kip ft o ft 57.000 APXVRR I 3 -C -A20 w/ Mount Pipe 12 24.709 3.242 5.844 101.330 191.579 294.774 0.020 1379 47.000 AM -X -CD -16 -65 -OOT -RET w/ 12 18.360 3.113 0.020 1025 Mount Pipe i Pole Shear Design Compression Checks Pole Bending Design Data I Section No. Elevation fi Size Mt Om. kip ft kip ft Ratio M,, M,,,, AllM,,,, Ory kiIllp-ft kip ft Ratio OM L 1 L2 Pole Design Data j 5.844 101.330 191.579 294.774 0.058 0.000 101.330 0.650 0.000 294.774 0.000 0.000 i Pole Shear Design tction Elevation Size L L„ Kl/r A P i P. �P„ Ratio No. Section No. P. Size ft ft ft int K K �P„ LI 60-51 (1) TP13.56x12.50.156 9.000 0.000 0.0 6.582 '--0.976 376.145 0.003 L2 51-0(2) TP19.25x13.0480.219 52.690 0.000 0.0 13.280 i-5.500 758.966 0.007 Pole Bending Design Data I Section No. Elevation fi Size Mt Om. kip ft kip ft Ratio M,, M,,,, AllM,,,, Ory kiIllp-ft kip ft Ratio OM L 1 L2 60-51(l) 51 -0(2) TP 13.56x12.5xO.156 TP19.25x13.048xO.219 5.844 101.330 191.579 294.774 0.058 0.000 101.330 0.650 0.000 294.774 0.000 0.000 Pole Shear Design Data Section No. Elevation ft Size Actual V„ V K K Ratio, Actual T„ V T, 0V kip -ft kip -fl Ratio T. 0T L I L2 60-51 (1) 51-0(2) TP13.56x12.50.156 TP19.25x13.0480.219 1.382 188.073 4.239 379.483 0.007 0.000 204.277 0.011 0.3191 594.249 0.000 0.001 tnxTower Job I Page Pole Interaction Design 84692.003.01 -SEATTLE QWEST - SEA624, WA (BU 11 of 11 #880436 Project Date B+T Group 1717 S. Boulder, Suite 300 Section No. 09:44:01 02/25/14 Tulsa, OK 74119 Client Ratio Ratio M„, V om- 0V„ Designed by Phone: (918) 587-4630 Crown Castle Criteria skadam FAX.- (918) 587-4630 60-51(l) 51-0(2) 0.003 0.007 0.058 0.650 Program Version 6.1.4.1 - 12/17/2013 Pole Interaction Design Data I Section No. Elevation ft Ratio P„ OP„ Ratio M,r Ratio Ratio M„, V om- 0V„ Ratio T rpT,, Comb. Stress Ratio Allow. Stress Ratio Criteria L 1 L2 60-51(l) 51-0(2) 0.003 0.007 0.058 0.650 0.000 0.007 0.000 0.011 0.000 0.001 0.060 V 0-.6557 1.000 1.000 y 4.8.2 y 4.8.2 'y Section Capacity Table i Section No. Elevation f Component Type Size Critical Element P K eP.u-, K % Capacity Pass Fail L1 L2 60-51 51 -0 Pole Pole TPI3.56x12.5x0.156 TP19.25xl3.048x0.219 1 2 -0.976376.145 -5.500 758.966 Pole (1-2) RATING = 6.0 65.7 Summary 65.7 65.7 Pass Pass Pass Pass I Program Version 6.1.4.1 - 12/17/2013 APPENDIX B BASE LEVEL DRAWING. INSTALLED) 2) 3/8' % 47 Ff L 2 3 4' TO 47 Ff Ll 12) /8' TO 47 FT (PROPOSED) 3) 1-7/16" TO 57 Fr LEVEL APPENDIX C ADDITIONAL CALCULATIONS +� t Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Material TIA Rev G Assumption: Clear space between bottom of leveling nut and top of I concrete not exceeding (1)*(Rod Diameter) Site Data BU#: 880436 i Site Name: Seattle Qwest Sea624, WA A #: 206382, Rev: 0 Pole Manufacturer: I Other Reaction's 4 Mu: 192% ft -kips Axial, Pu: 6 a kips Shear, Vu: 4 1 kips Eta Factor, 0.51 TIA G (Fig. 4-4) Anchor Rod Data,. Qty: Diam: Rod Material: Strength (Fu): Yield (Fy): Bolt Circle: 4 in 'J ksi ksi, I' 2.25 A615 -J 100 75 lin Plate Data Diam: 32 in Thick: 1.5 in Grade: 36 ksi Single -Rod B-eff: 15.32 in Fillet H. Weld: 0.25 in Stiffener Data (Welding at both sides) Config: 0 in in ksil "o" i`F Round ksil' "0"iif None Weld Type: Fillet 16 Groove Depth: 0.25 <-- Disregard Groove Angle: 45 <--', Disregard Fillet H. Weld: 0.25 in Fillet V. Weld: 0.3125 in Width: 5 in Height: 18 in Thick: 0.75 in Notch: 0.5 in Grade: 36 ksi'J Weld str.: 70 ksi' Pole Data Diam: Thick: Grade: # of Sides: Fu Reinf. Fillet Weld 19.25 in in ksil "o" i`F Round ksil' "0"iif None 0.21875 50 16 65 1 0 elf No stiffeners, Criteria: I AISC LRFD Anchor Rod Results Max Rod (Cu+ Vu/t Allowable Axial, (P*Fu*Anet: Anchor Rod Stress Ratio: Base Plate Results Base Plate Stress: Allowable Plate Stress: Base Plate Stress Ratio: n/a Stiffener Results Horizontal Weld Vertical Weld: Plate Flex+Shear, fb/Fb+(fv/Fv) Plate Tension+Shear, ft/Ft+(fv/I Plate Comp. (AISC Bracket): Pole Results Pole Punching Shear Check: 0 m * 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 CClplate 1.5 - Circular Base G 1.3, Effective March 19, 2012 -Only Applcable to Unstiffened Cases 92.1 Kips 260.0 Kips 35.4% Pass Flexural Check 30.9 ksi 32.4 ksi 95.5% Pass n/a n/a n/a n/a n/a n/a F1 for calculation purposes Non-Ri id AISC LRFD cp*Tn Non -Rigid AISC LRFD q*Fy Y.L. Length: 17.48 Analysis Date: 2/25/2014 Input 12 CCI Foundation Tool Suite - Monopole Pier - Beta Release CCI Foundation Tool Suite - v1.0 i ACI 318 Revision: 2008 BU: 880436 i Site Name: SEATTLE QWEST-SEA624,WA App Number: 206382 Rev# 0 Work Order: 715513 Monopole Drilled Pier 192 k -ft Input 12 Rebar Size: 9 TIARevision: G ACI 318 Revision: 2008 Seismic Category: D Ultimate Concrete Strain 0.003 in/in Compression 6 kips Shear 4 kips Moment 192 k -ft Swelling Force 0 kips ' Foundation Dimensions 1 Pier Diameter. 5.5 ft EM. above grade: 0.5 ft:. Depth below grade: 22.2 ft Material Properties 1.2 Number of Rebar: 12 Rebar Size: 9 Tie Size 4 Rebar tensile strength: 60 ksi Concrete Strength: 3000 psi Ultimate Concrete Strain 0.003 in/in Clear Cover to Ties: 3 in Soil Profile: Soil 100 Date: M CCASTLE Layer Thickness (ft) from (ft) 'i ToUnit (ft) Weight (pcf). Cohesion (psf) Friction Angle (deg) Ultimate Uplift Skin Friction (ksf) Ultimate Comp: Skin Friction (ksf) Ultimate Bearing Capacity (ksf) SPT'N' Counts 1 8 0 8 li 100 0 0 0 0 0 838.01 kips 1� 2 4 8 12 iii 100 3200 1.2 1.2 0 3 10.2 12 22.2 'I I 100 4800 1.8 1.8 26 Analysis Results Soil Lateral Capacity 227.15 k -ft Depth to Zero Shear: 9.00 ft Max Moment, Mu: 227.15 k -ft Soil Safety Factor: 34.58 Safety Factor Req'd: 1.33 RATING: 3.8% Soil Axial Capacity i Skin .Friction (k): 300.13 kips End Bearing (k): 537.88 kips Comp. Capacity (k), OCn: 838.01 kips 1� Comp. (k), Cu: 6.00 kips RATING: 0.7W Concrete/Steel Check Mu (from soil analysis) 227.15 k -ft c�Mn 1 1176.39 k -ft ' !RATING 19.3%. rho provided 0.26 rho required 0.50 ACI 318, Sec 10.5.3 Chk App Rebar Spacing 14.02 Spacing required 18.05 OK Dev. Length required 12.95 Dev. Length provided 49.43 OK Page 1 of 1 ROJECT 84692.003.01 - Seattle Qwest SSI( B&T Engineering, Inc. 1717 S. Boulder, Suite 300 UBJECT Seismic Check Tulsa, OK 74119 ATE 02/25/14 PAGE 1 OF 4 B -4T GRP'(918) 587-4630 TIA-222-G MP Seismic Check—Ver-1.1.0-102 Seismic Base Shear B&T Proj. No.: 84692.003.01 lation (Compared to Wind Base Shear) nic: International Building'Code 2006 & ASCE7-05 is TIA/EIA-222 (See Tower Calcs for version of code) Wt Section 1 = 440 ar Type (Guyed, SST, MP): Section 2 = MlP lbs Section 3 = ar Height: lbs 60.0 ft lbs J Base Shear 440 4.0 kips (From RISA Tower Output) J Moment 192 k -ft (From RISA Tower Output) mum Tower Weight (including appurtenances & ice): 4.9 kips Class D Table 1615.1.1 (IBC) nic Category II Table 1604.5/1622.2.5(2) (IBC) tral Response Acceleration for Short Period (Ss) 1.556 Figure 1615(1) (IBC) tral Response Acceleration at 1.0 Second Period (Sl) 0.607 Figure 1615(2) (IBC) )rtance Factor (Ie) 1.00 Table 1604.5 (IBC) DIATop = 12.50 in DIABOT = 19.25 in T-rop = 0.170 in TBOT = 0.219 in Number of Sections = 5.000 Elev at Top 12.000 ft 24.000 ft 36.000 ft 48.000 ft 60.000 ft Wt Section 1 = 440 lbs Section 2 = 440 lbs Section 3 = 440 lbs Section 4 = 440 lbs Section 5 = 440 lbs Elev at Top 12.000 ft 24.000 ft 36.000 ft 48.000 ft 60.000 ft PROJECT 84692.003.01- Seattle Qwest SSK B&T Engineering, Inc. SUBJECT Seismic Check 1717 S. Boulder, Suite 300 DATE 02/25/14 PAGE 2 OF 4 B SDs = 1.037 SDI= 0.607 TIA-222-G MP Seismic Check Ver -1. 1.0102813.xls Seismic Design Using ASCE 7-05 Ss = 1.56 Fa = 1 SMs = 1.556 Sl = 0.61 Fv = 1.5 SM1 = 0.911 Site Class = D Using ASCE 7-05 Chapter 11, 12 and 15 SITE COEFFICIENT, Fa Fv Occupancy Category Site Class 0.25 0.5 0.75 1 1.25 A B C D E F 0.8 0.8 0.8 0.8 0.8 1.0 1.0 1.0 1.0 1.0 1.2 1.2 1.1 1.0 1.0 1.6 1.4 1.2 1.1 1.0 2.5 1.7 1.2 0.9 0.9 See Section 11.4.7 Ta = Ct (h_n)^x Using ASCE 7-05 Chapter 11, 12 and 15 Table 15.4.-2 Fv Occupancy Category Value of Sds R = 1.50 Telecommunication 0.3 0.4 Towers: Pole: Steel 4o = 1.50 0.8 Cd ''= 1.50 Approximate Fundamental Period) 1.0 ASCE 12.8.2.1 1.5 1.4 1.3 Ta = Ct (h_n)^x Ct 0.02 = 0.431 SEC h n- 60.00 FT See Section x = 0.75 ASCE 12.8.2 T= Cu Ta Cu = 1.4 = 0.604 SEC ' Tulsa, OK 74119 +.TGRP '♦> (918) 587-4630 B&T Proj. No.: 84692.003.01 SEISMIC DESIGN CATEGORY SITE COEFFICIENT, Fv Occupancy Category Value of Sds Site Class 0.1 0.2 1 0.3 0.4 0.5 A B C D E F 0.8 0.8 10.8 0.8 0.8 1.0 1.0 1.0 1.0 1.0 1.7 1.6 1.5 1.4 1.3 2.4 2.0 1.8 1.6 1.5 3.5 3.2 2.8 2.4 2.4 See Section 11.4.7 SEISMIC DESIGN CATEGORY BASED ON Sds Occupancy Cate o Occupancy Category Value of Sds I I or I III IV Sds < 0.167 A A A 0.167 < Sds < 0.33 B B C 0.33 < Sds < 0.50 C C D 0.50 < Sds D D D SEISMIC DESIGN CATEGORY BASED ON Shc FOR UPPER LIMIT ON PERIOD Occupancy Cate o Value of Shc 1 I or II III IV Shc < 0.067 A A A 0.067 < Sd 1 < 0.133 B B C 0.133 < Shc < 0.20 C C D 0.20 < Sd 1 D D D Approximated Period calculation is used for comparative purposes. Seismic analysis of this tower follows the procedure from the TIA-222-G code. Calculate Seismic Response Coefficient Cs = S_ds/(R/I) S -ds = 1.037 = 0.692 R = 1.50 Cs z0.300 I = 1.00 Cs s S_dl/(T R / I) < 0.670 Cs = 0.670 COEFFICIENT CALCULATED FOR UPPER LIMIT ON PERIOD Value of Shc I Coefficient Cu - 0.4 1.4 0.3 1.4 0.2 1.5 0.15 1.6 <= 0.1 1.7 PROJECT 84692.003.01 - Seattle Qwest SSK SUBJECT Seismic Check DATE 02/25/14 1 PAGE 3 OF 4 TIA-222-G MP Seismic Check _Ver_1.1.0_102813.xis Equivalent Modal Analysis Procedure: (TIA-222-G Section 2.7.8) Seismic forces at 5 -foot intervals 60.0 ft 48.0 ft 36.0 ft 24.0 ft 12.0 ft "0.0 ft M = 38 k -ft V = 1331 lbs �; B&T Engineering, Inc. 1717 S. Boulder, Suite 300 FTulsa, OK 74119 _ (918) 587-4630 B+T,G,P- B&T Proj. No.: 84692.003.01 4zsts 1 1331 lbs 69 k -ft Vertical Distribution of Seismic Forces I M i h w a b c Saz Fsz 47 230 ; 0 27.773 13648.983 2478.203 284.4706 0 lbs 0 k -ft 46 225 0 26.578 12091.522 2201.353 267.3919 0 lbs 0 k -ft 45 220 0 25.410 10679.422 1949.889 250.9356 i 0 lbs 0 k -ft 44 215 0 24.268 9402.273 1722.018 235.0939 0 lbs 0 k -ft 43 210 0 23.153 8250.174 1516.034 219.8593 0 lbs 0 k -ft 42 205 0 22.063 7213.721 1330.315 205.2240 0 lbs 0 k -ft 41 200 0 21.000 6283.993 1163.323 i 191.1801 0 lbs 0 k -ft 40 195 0 19.963 5452.538 1013.598 177.7195 0 lbs 0 k -ft 39 190 0 18.953 4711.365 879.760 164.8342 0 lbs 0 k -ft 38 185 0 17.968 4052.924 760.504 152.5161 0 lbs 0 k -ft 37 180 0 17.010 3470.100 654.600 140.7568 0 lbs 0 k -ft 36 175 '' 0 16.078 2956.197 560.888 129.5478 0 lbs 0 k -ft 35 170 0 15.173 2504.926 478.278 118.8807 0 Its 0 k -ft 34 165 0 14.293 2110.390 405.749 i 108.7468 0 lbs 0 k -ft 33 160 0 13.440 1767.078 342.342 99.1371 0 lbs 0 k -ft 32 155 0 12.613 1469.842 287.164 90.0429 0 lbs 0 k -ft 31 150 0 11.813 1213.894 239.381 81:4550 0 lbs 0 k -ft 30 145 0 11.038 994.787 198.219 73.3641 0 lbs 0 k -ft 29 140 0 10.290 808.407 162.959 65.7610 0 Its 0 k -ft 28 135 0 9.568 650.954 132.938 58.6359 0 lbs 0 k -ft 27 130 0 8.873 518.936 107.545 51.9792 0 lbs 0 k -ft 26 125 0 8.203 409.152 86.216 45.7810 0 lbs 0 k -ft 25 120 0 7.560 318.680 68.440 4010312 0 lbs 0 k -ft 24 115 0 6.943 244.867 53.748 3417195 0 lbs 0 k -ft 23 110 0 6.353 185.311 41.715 2918354 0 lbs 0 k -ft 22 105 u 0 5.788 137.854 31.959 2513681 0 lbs 0 k -ft 21 100 0 5.250 100.564 24.137 2113068 0 lbs 0 k -ft 20 95 0 4.738 71.728 17.940 1716402 0 lbs 0 k -ft 19 90 0 4.253 49.834 13.099 1413569 0 lbs 0 k -ft 18 85 0 3.793 33.560 9.373 1114452 0 lbs 0 k -ft 17 80 0 3.360 21.763 6.555 8.8930 0 lbs 0 k -ft 16 75 0 2.953 13.464 4.464 6.6880 0 lbs 0 k -ft 15 70 0 2.573 7.838 2.947 4.8176 0 lbs 0 k -ft 14 65 0 2.218 4.197 1.875 3.2690 0 lbs 0 k -ft 13 60 375 1.890 1.980 1.140 2.0297 507 lbs 30 k -ft 12 55 608 1.588 0.742 0.654 1.0877 441 lbs 24 k -ft 11 50 715 1.313 0.138 0.347 0.4330 206 lbs 10 k -ft 10 45 981 1.063 -0.088 0.165 0.0559 37 lbs 2 k -ft 9 40 183 0.840 -0.118 0.066 -0.0641 -8 lbs 0 k -ft 8 35 183 0.643 -0.068 0.020 0.0i065 1 lbs 0 k -ft 7 30 , 183 0.473 -0.006 0.006 0.1388 17 lbs 1 k -ft 6 25 183 0.328 0.039 0.010 0.2235 27 lbs 1 k -ft 5 20 183 0.210 0.061 0.022 0.2417 30 lbs 1 k -ft 4 15 183 0.118 0.070 0.035 0.2267 28 lbs 0 k -ft 3 10 f 183 0.053 0.071 0.042 0.2054 25 lbs 0 k -ft 2 5 183 0.013 0.059 0.034' 0.1645 20 lbs 0 k -ft 1 0 92 1 0.000 0.000 0.000 0.0000 1 0 lbs 0 k -ft 4zsts 1 1331 lbs 69 k -ft PROJECT 84692.003.01 -Seattle Qwest SSK SUBJECT Seismic Check DATE 02/25/14 PAGE 4 OF 4 TIA-222-G MP Seismic Check Ver 1.1.0 102813.xls Equivalent Modal AI' alysis Procedure: (TIA-222-G Section 2.7.8) Seismic forces at 5 -foot intervals Vertical Distribution of Seismic Forces fl =0.5659 i-F 8+T,GRP I B&T Proj. No.: 84692.003.01 TIA-222-G;,Sec 2.7.7.2 SA = 0.3435 Load Type SDS = 1.0373 Saz Wz I F = a = 1.89 (z/h)z R b = 26.4 (z/h)5 -44.5 c = 4.48 (z/h)5 - 7.16 a (SA )2+ b (Sds)2 5az = R = 1.50 (SA) + C (SDS) l I = 1.00 Fundamental Frequency: E = 29000 ksi TIA-222-G`Sec 2.7.11 Ia„g = 359 in4 g = 386 in/s? f— 1 . I 3 E Ian 9 v L= 720 in 21r L (W„ + 0.236 WL) W„ = 2.0 k f = 0.56594 W1 = 4.2 k T = 1.8 sec W, = 2.2 k Cs = 0.314 calculated V = 1331 lbs Qo = 1.50 Since Wind controls for this requirements are met. B&T Engineering, Inc. 1717 S. Boulder, Suite 300 Tulsa, OK 74119 (918) 587-4630 + 27.0 (z/h)3 - 8.14 (z/h)z + 1.22 (z/h) + 6.41 (z/h)3 - 3.23 (z/h)z + 0.64 (z/h) , all component overstrength design Load Comparison Load Type Wind Seismic Control Ratio Shear 1 4000lbs 13311bs Wind 3.01 Moment 192 k -ft 69 k -ft Wind 2.79 Cs = 0.314 calculated V = 1331 lbs Qo = 1.50 Since Wind controls for this requirements are met. B&T Engineering, Inc. 1717 S. Boulder, Suite 300 Tulsa, OK 74119 (918) 587-4630 + 27.0 (z/h)3 - 8.14 (z/h)z + 1.22 (z/h) + 6.41 (z/h)3 - 3.23 (z/h)z + 0.64 (z/h) , all component overstrength design v:\eroject\/14 Jenes\/I4000/ Uk;-Jpnnt Z.,) AWA)\Sites\St(i5%C4Ub\UFiAWING\YA_Stti5XC4Ub_GU-titY 1_US-Uti-14_l14UUU /.dwg plOttetl by: orpmos 21 Mar 2U14 - 4:Ubpm • • • • my n antA n mDo�D T� mp tomr_ m • • NZ�O O O z z z z nz O '"�� (n (n o� v WN� N �D nNO➢A D D r �� T �m� W O O O O �Z O� W CZjZ I •• F .r T r r N Z m 1- 1 �0Z -I n NO 1. 1 _ j N N N no T oma -z-z mO mx�o CD N D m W Z D m D D Z m= Z�] D m O Vl G7 rn Z OC m m ss N n0 D i A Z O zo O - Z- .ZJ ZZOZOz Oy Z�S� SCD CD .� O Z T �O O ON r D D Zm -NI D m ��a Z O mD D m O O A n� () V/ m Z �� C) 0/` 00 OAZ> CQ 0 OD z m z noon oc� oz N m m om z-�2 oO Ommm X C� m Ap ren DO N n z m3 oo mN x71 w c) �z no o m iso° O-i n "D U) Z m rn o w J mo A�=o o� O rn N,<'O z nm D LO < O < 3 O Z to O m m v mDo �000 90N O"7 at m A �O N C O o Zo NO zc) 0 3 0 O D m OZZD �CD �'30try� �o O0 K: K Om ��3t0 m C T 0 0 _ mm z �moZ 0 O O n O D W 7 (D SD d Q w ID =1 1 1-'' Oj C7�0CD 3_to O> N ? W N O -k`l i� k 3 7 i ,; Y l!. >; C' �, t�. ! ` ,.1 (n O 1� f i=C k✓1 �� O 9CD o tg[f �' J 1.a- It > N O w f0 �� tj7 4 i �P: �Fr } y OOO O 03 T3 .[ _fir ,� f t �t €, t u ». r �, ; Q omw�w o o W N o y ` -�f iQF- t --��� i t ,� 1. s. ae. 3o Nm ° W rt o� D P L '�jf [t -�! "t � I [ .f7 / O 0c3DO-oo- o'o °nN°o o lmn !y JLin� t D 3 Cno�` < 7�cD z°os° D°�ocn� om�.3t[ �` S.. o J a a D -may t Ctrl m i w -i s_ [�,� 3t mi [ O < o 1 N 7 w F D°� z�°o�oJ ��D� iqS_� f C lta1p�pjt O D rn m° 0 D° z l 4 I�' r rll [—'^^i i_ fit,} r t 'Ki(.. [ .�'[ < z W it f:i".- t„t l xy; ..�t' Car O O rn , o .° D -�i1 {I a W" [ )`„n✓n� IIru lit 41 At€"�^." 7 a o m e. s zi �f� 1 r, zF 1i1� �3'� 1i ���t• ° N D� Z rn > N tjI ti :t7mn r m m f m o r i5' i I ICs -1 �-�� Ir r�'ii f 1.7 s t Pii[1 i yl t d` a (/) r- ■'� (�e j{i Int �j �I�ik�it3� p:ty �� � � °. P � ° � F I, I � o ( � I� Ite i 4'tL J i is �t(y� t �f rit . qq � p ° a F -..:t I 1 Y I� ^'i^ 1 '!((Cit C t c� -[tl �+ t�Ttm a �y1.��i flY �U Yt 1-I rl�iJgi r. } - t ii1 st iin�hE tnF `` _ tf t'II�Cu��t��� m � 0 �1t�%i,l,la�� r�� Cr _ , t rr '� t i f _:, t rir� �I� r y--. Z m Q 2 v m o ° mP, �h ;"�� k `� � , �[_ s ,� .. ttCj;.3t ,t� r 8 G) m � Z z F ° �[tt 1 i t �_. i 13 1. tt .! v G m m t3 �f�#�w gg�� If3. �g��� , r�� /m^ RI N cND �• nLE ! 7-, r 5� ��t 41 �l i��[3 d'�d i(..ve•T:• h i �� vH V' O CO) �J.. m r � l n � =. }[ 3! 4t :�'n ..i ,r[.li i 1»v _ l_ ��.1;G. i'�-" eo sh i_:xi � //■�� CO) N Z O c O O N (n 0 > Om x D m c c o O o m o � 00 0 -0 O U) Z O D � cZi (mil jm jx D Z _■ I>,l -1 n n O Z` ` 1 r cc c O Z C C U) z o w m m z o ZL � rn o� N y O D 0 m r C m oz OD m C O H O MMI �� ds -IC �C O c < r OD ZI O1O IA 10 L"0 T. T110-0 m m� m� m? �1 W X] o N m ftl m O ;'u Urn mD mD c 11 ON o X00 ��Z<?Z O N w ■� r �z 0Z O r ci O Z I m m 0 O z z m r m z� o �m� ? o liz Z N y m KO Rp m O�0 O=tn J1 00�� ■ 0 z� z� m f� mO �D� to ?U)R Nv0 �Docm O d: ■ y� rn �m 0> 56 m , 3 0 OCA mm O Dm� Cn,y (O nc zo zw zz m A �mD oo OD 3 �ZF O v ZO r N O ITI n N O= yJ /z_� n n m0 D Z Z to O O C i D n O ZZ70 CO) rn D m Om _ m N� —1 .4 MID°z Nw Z � r z -0 �� n mvo�coc� mAcooc ��ov( �wJK .� moc �xom�� xm��0 =mam mmoo N V Ocn� Mo _L141 OOc Oz OOWO [-mOo� N Z r Z z E N <` O A ■ O o moo z rto z� mo z 4Q � N C— o� o fo o NoJ�pO� �� 0 cNnmmZ N � iJl m rP D o D !!` I D0 a�ZDm00 r- ODDmr�-rl Z r.1Dm� ��=m ox �°�momc aozC: oc`ozc oaOo�= • O iV cn0 sOocn n �cn Dz con v �o�m m T NZ m ON r- NCO O cONID > mo A 1" 1 fTl ® C4 m I C m C I X -1 O 0 r � r C D cn o M O N o W m 3 :Q vn m w o z C7v = c o 0 3 c g o rn .• m C� 00m 0 (� Ull A mm to Dj rn r x ° ;mom 0 A m RI m o' o�N Z , z �• ' y 7 T m I x o = and T () m mm NO�Dy N ■ NC �® O A 1 I YA 3 m w 8 7 8 O O m D ^ Nv fo z s as � zD1 Zn � mm �cDic Ono O A-O-12miN D z o r - m Z /N/� II'1 co i op aoDzp 3 N O» W tD -D4 O mmrn� � w N O � ITI �o � Az DDD m Z Z 1 m � m to v_t� � -i m.yWm D � m Z=O �Z IXC o z>O clm AWN�N I• AWN p N� � � D Dm �7o�D+lAZOO�mrn� tDm N /� m -ph. m �' � om � ��o Z = = wm Cn ♦ / Q r vAii�ooaAo�rz�,iA�n n 000 m� � O �yAy ZZO�=rDi�jZS�r2 zyD � +- mz O <�Zo Fm Q � � v � r 0 0 s D< D Z p p x fROO=�j0�o1� D D n� mm N N O C �7 D m O � � v � m i op aoDzp 3 N O» W tD -D4 O mmrn� � w N O � ITI �o � Az DDD m Z Z 1 m � m to v_t� � -i m.yWm D � m Z=O �Z IXC o z>O clm AWN�N I• AWN p N� � � D Dm �7o�D+lAZOO�mrn� G'10AAmD1C�U100� tDm N /� m -ph. m �' � om � ��o Z = = wm Cn ♦ / Q vAii�ooaAo�rz�,iA�n n 000 m� � �yAy ZZO�=rDi�jZS�r2 zyD � +- mz <�Zo Fm Q � � v � r 0 0 s D< O Z p p x fROO=�j0�o1� D D n� mm N N O G D � � v � n Cmc to Z r ��� .� v� s_ Z i op aoDzp 3 N O» W tD -D4 O � w N O � ITI �o � m , �''1 m i � > i o o' v � CD mNm p m to v_t� � -i m.yWm D � m Z=O �Z IXC o z>O clm 0o p D Gi tDm N /� m -ph. m �' � om � ��o = = wm Cn ♦ / Q n 000 m� � zyD � +- mz <�Zo Fm � v mAOn N Z Z 0U)n pmn V)0 n m 0 K A W O� 0 AA -1 O `Gnn N n:Em(n U DU) D-1 ammo =i SO 0 0::�0 czp 20 O AS A Amt Z 00 � O -0S ;D Z= 2 z r OIDZ m rn -_� 0mz �l(nz M pD 0 O z 1� D�U)2n U)� O Dm D OU)m I =ZZ m Zm�)0 m 0D m am �<(nm n Fn (5 KOm ��m y OS D o O Sa U)OCTI0 COQ �(-> mon (A mm r (n, c m m� �m m. D r u),m m�1D OrnD Z Orn m D D p mA mApZ np Z z n m. 0 f*7 CT. Z 0 Z 0 z� CC= m X n U) m mA-i S OD n� 0 Oc U)Oz m Onn K C(nAo p 00 0 x mD� D D �0� . �� �n -I O Dp_D ;u ZJr NV) U) A--1 Z�� n`��n Z �O mC DOOR r z1n >00 0 �m mD 0 O 0 0S ��rp*7�n KDnm � mmA v) W O z n K S C Z Co O ;0 Z D r c --i D U) rn 0 p A-4 zK Z (n*72 ;0 Oz mA -ir CO r m v m ZmO� 0� nD �C C Nm0 2 AO A 0 u z z� Or p = (''� D O Z;)m 'p U) z U)m m U) m mm Om U)c m0 �l0Am -In m zm0 ,Zrn7 nON ZNNr �{ z V)=aD Ornr 0 nU) AA n0(n Z Z y o Cm �Ozp 0zm mp (_7 0A < -ic DS p N(� 1 N)n Cm=� •• C) ZEA Om Zm U) n n r n 0� SNmOS D Oz Z -TiDA N Omr- DZm(n f2 T1 �N Z7 0 00 U) O K- n 0 U) Z -u U) z �� I nNN nm �q I rD m O 2 m0 0U) rnp�o� O�mZ Wn p002n O Nm ZOU10 m= I 0m Cm�rmi T. f�TI n CO f�'7 ZO CK D z G7 Zl OAZZ V) p0 O Zuzr :. _ m 1-n pD U) -o Z Orr OU) 0a I m p Z m m �Z OZ p(nr vni2nn -q -V 0�1 n= 0n AOfTI -iM O p U) rn0 00 ;l (-)OG)0 U)m �o mm 0 amU) ?1 ;o mrC z. Drm= zlm o0 am OA Z �) nm Om�� 2A0� n CzjCC rN (nno 0 D 0 z�m zm Zy N m �� c Zp-- DmAp mnD m02 Om So - W D C1_ mAnm mW C)O� O r I m O �O 0 =< m0 �1 ;a --j Z -im O azZff+*W ;)rn0 Zl Z) m m p O O m A mZ7 �O cpU) 00 p SOX nZ rIG-) r �O DK K� 0 ZA D� Dz m O U) p U) z* =�-0 m�)<Sp �A o -1z< O(n m -1m m �N rDmm Zll `< m z U7 D A N- zm=, mp U) S N ZW -I U)zr n �O 3 DCSm Z Z � n 0m z T. m Z (nAmZ 0Mo 0S a �m Or T. c=m D O- z�m 1 Som r- -u zm p 0 0 C) Z Wn �Rl �m m1 V!z 0p�7 O z0 mA C7O m D �) V) n�i 01D� r r SDZ 0, pV)-1 O zm 0 C --)-I oZ NC Z m W n Z pm�0 COn� Nr U) M 0 Z -uZDIST) D 00 O O U U �0 0(non DK �) C) V)A A z r mZ mo; 3 �nm AA 3 m m M ZZ A Nom' mCKZ _ia m OKO nrn (mjADV) C.) C.. N�� Z z m mC z p m O nO�m D`Cz OZ D C ,Z�7�m p� O�pn 0 AZ SS z -< Zl �)< m rn C S r� c N f�� Z7 D 5-01 m- p r Vl W mn O m -iz m O _p_ Zz m �� M D rp U) U) - m 0 O 0Z� CO mZ S O 0p D nOnD U) 0 U) Z)Oz <rn _ m Z o -� 0 O��O D D -I ;L1D �U)= 3A m(A0;D 10 AOC 0Om 'o p C) OZ C ppoz ;D -Z OCm p m zN Wo Z xZ 2 z .. z -1Kpm O-( m fr*l�� AA C K:C ;D z M N m 9z(n Lf)n m M 0r 0m� �� zm0 p 3 M F, r- Ocm -1 m II z DK(nZ �U)CO< Sr m K_x O2 00VI 0x Zo-i z �u O o IO z ODSD �pZ� 0U) Ui m 7, A�� D A S -in � Z z m S O> o z O 0 Z�� m S Z� m �� m z O D U n �� C p x� =G) p cn C O = o D U) W z mU)�D �p .. Nmz Tl� Di �_ ,Zal �m fmn)y n Om �z Z m z Smn0 OAzr Cm (np Am �om0 0 ON n m m� =o - n 0 DAAm A c)3 n� U)U) �� yz my 'Dom z- mm S O n �omn �0 n -12 rna O -i o -W IqW pArn 0 n� o rn Z m S c�z Ong pm Dr 2 znA Z C-) -1 r D p- Z -<m z Cr W m y <DD zM OZA � D O 0 WtA*lm< �mD no ZCD AO, mog U) �i rM O p (nom p -0i rn N ZOZ,ZDj OAU) O� mm n .Z7n 0> r .Z7 M A 1 A Z -a1 W m r 0 2 -nl (n D --i m O z c� a r rn m C) O o(n OZ n O �n Z z OZ p R1y oM 00 M (n zo z� p 0 O A � O x z im LO) 0;v OC Z 4 AO Z A fi m fAIDKD > Am N N ID m n D K C;p �) C C A �-< -< S z DDS c Om 00 (M mnpS Z7 � mm3 SZl � D��rr11m m Dm m Wr mr �0 ;DnD on ;U ?7 r rna D U)Ul Ul DD �C D Zno nDm CD D0 �Z 1rn Ompm D A ppm?0UI m Znp o rZ Z mm� D rr rnOW mo m z m m 0 M * zN 2� r �OAO ONCA AL7 ZO SA �n y u) Uln m �(Anm00D D OND D p� U) O--ni { AO o�D ITIm Z) m m� COj < CW ZC Oo N _�nD C=O DN ZU) �� NO G D.ZO)fm*7'-D U) z X A Z D -m m O AC Z m D O D Nr S pin A' mph a rA SD z U) Dp z Z-ir r zA z "OZ 0-1 mm �CCj p D< m Zn Z rr mm z r Ir-'rn- z Z00 Dnm C rm r mn y �a�z IA j; -,p omm !'.) = pm _( T) nD D o O G)O 00 G7 z;0 =�mr �� m 0U) 0-1 mm7 D X� �D p m(n p'D _ -1 "Tl m N Z p W m ZO *O DU) p Zm mo Z Om mrZ(n O =D� mp _ziA mS zm rTl�O D z vai0 m m O;(a) -Ti � Zmp C ��(n Z--10 MOM mU) zD O� n ZO � I 0 m zOZD Z mmr n S 0 (n� U) U)n r I m M CO m �z �� 0 <0D p;D ;l�]�Z CDjz G)r v)U) .Z�)y';;D m C .M0 �onr m DmW 0{ U) Z�l I TC) -ice z 0 -u m;D �O � nr C EDF -alromo n0 n 2 z �ra0 O �m mU)m U)m �(fTl zy Az p rp r !n Zrn m 3� O fA'I (mil zm Dmn DpO ��l CO) zOm to ��r(m/I O Z Wi � COQ N ;0 Cr-j>� CO r--0fM D � 0 -NI y pZ N C) �S � z n C p Dim Dn zm m AWS A V) a r\ D N U) '-i � A m -i O U) r K W Z o �u z z C z ;D m 'D m z Z r O2Amn m '� O-iD �'� G) inD r C O A O �m m pAm om �� m r O 01Wz Z ZmN I AO mmm pZ 0D Cz �� U) Z gK A Z oA z D p�� OZ ori m co -m < C� n-D-IOX mZ zm ? pp AN U) O zn O D A 00 n A -O OZ �N 2 n0 mem A -�\z mU) >- Z D z_ O Z G)A o D r� oz *DDA n -i 1m T)m�n Y S Np X2c. aND AZ ZO n0 V) z n 2 = yUI 0 C) (DII Z- za n0 zm m 0 D �m 1 m-Dn>c CDO D(DlI OZ m0 pr 2 �C p A 0 yC Z D �m rrO<- D2 Ov) rmmA OZZnr mr -1 0U) C 0 pm �Z m DT�m �0Kp Am Z 0m D<pZ O A=mm M c) ZD M -n �p 0 -I pN Z v� n m ;ilp 3��m Orrir 0 Cr �m�> A zmm� SpA �p OI C C Z S O nN D 2 C m O CfTIX> mrn .ZA)gO< C O DU) 0 �7 z ZZ mG7 0 �� m Z 0 0 UI CNA 1z (7z m 0 -zj0 OGZLA AO 1r1 ADU)n�D mm(n A C-) --i 0 ZO T� On r p m r DD v) r mK A S Co MX= S Z S �O C ZM p rn Z U) D Hca ()�rC C �A Dp;D -a Z A o m m r U) m O rn 0 U) r O el U) r Z z p 0 -1 p n N Z O •� O 0;v rn =0 V) mZ x m 3 m C0j ;u m 0 D{ z0>o < z OZr �u�i� W 0 Dm n r D m r 2r -o00 Co Mmm -I n� r Wm 0 m C O C �nZ O^On A C) �m 2 Dm p O O O OZ O O m 'D O rnm0 Ay m� N mAOm r 0 C n ;D D A V) -I K ;S1 D m Z U) A D m p W p 0 0 r m D. O_ m X ;o UI =I 'O Z a Z (A-1 v m 0 Z C Z < Z K m �Anmm mzZ m DS 0C m1 N -O< o z 00 Z Wr `<' ZO�;O � A mm�� m�0omm Mnz mm� Z mN A <0 M m I m �M =z �m Om 0 C C) 0'D -i -i z c� � mD - O n z -9 D r U) 20 -( 0 �C) D 0C DfS �n D mZ mp G`- O 0 Z AD m.%) O r ={ z 0o WNrn NO� m Ap S m -1 U) r Q zz 0=0Zp O cn z 0 m n U) m -i rn N m 0 -O o z o z U) O m p O m AO A Zu O p mD O o o m z m A m W D A m z= Z z _ m� L W N D X y S M= S •� z Z = 2 `Gomm M D M n Q p n Cm Q p m^m �m Zm z nmm p �� C)mm zocC z m r rr D V)D Own rri C/) Oa Orm -Crl- 0nn DZ MCo0 LOA -O -1z D D KS 0-10 0z mr Z� �-iO WZ7 ZQ D MX0- z- zm aU) KOO y mZ MOO ZOA Z -o m DO ZSa O� m 0Z NmC) �nmOm m�Z �Z G1 �y m�-Zj m pa �z �(Z> U) r O C� ..imor0 inm Z Cl),Z ONN f�Tt ng ;u ..vZ Oz DD Ar pmD OO �D �U10 n M U) -nja mm0 C� D Z- A0'AD o'OC �Z *K pm (np 0�0 z �z �O oUU) .. cW ;WC -0Iy r m3 (A CO r rA 10 -ID �2 D (n0A (2*)Z CA ZrS O n Am Dpi pm � U)W D ozm'o 2G SZ vD N0 zcn D n -1U) moor Z 0 -Z Zr m Ln ;;D Z0 z0 ar m S F 0 _S pr K '�N zmn m O v)A <p p�,Z�7 -C a'< rr nO Ar D D(A*7 �r KW W Az Ln CD D� rnN D�0 -0 C: mr mA �W �0 Dr 1 �0 rr -< (A m m0 r)D Z- �N ZDW A� m m mp O Orn �;) O zC f(**'1IW O�W A 00A <AW nA �Cmj -nmZ Om�A KW v) ZD �-1 00 = tnnm r<*t0 ZmK (n X p;Om m c D rp <r m c0 71 0 S N C r(A m p O_ Z)-� mA nN(- mom m �) ma m z m m m -i Ulmer m mA �mZ 0 m �mm 0 m ((n WW Z � a� z =0 Dnrn 1;0 c ;u� ;fc7�U1 moo Z Z �(rnn m D 0 (n mZ �Cr m rrM K 0_ S WD 0LO 0 SAD m NA 00 Dz�U) ZOn �r < mm z --i A rAr)m moZ m D -j G)Oc5 ZD AA j�N cmc �n mr O ZU) 0Z �Z >Cm �) X z amZ U1 Zz'D �A (� D D !nD p 2D 00 0 p 0� pmZ A n ZO, U) U)l r-< A� z W Dm D z r A- m C Z �Ay m <A pZ D 'D Z -I O_OZ (mn 2 p Ni NN D n Z OD (A Z Na 0 D W p W O ��r Z frTlm m O zr N Z D" M V) C) a� n r m (n0 Dm O D rnUl OS L) U) �lirn 0r { m 0S O m r Z 2z mzN 000 O�W D �� OO== rrW f<Tl -2O AD O Nm _�> D D-1 pyo = Dz MCo D mm �mm D C 0 A W pm = M n 0 mf�Tl O2z m EO �mZ m r;lnl m(nn O<O mm Wrn m U) =n c mA CSD U) mm WN Orm z0 OD Z n Aa) -om m2n , M ZO Z C AfTl oc Lo- Ln �O =� m = K: Cm nip Z CX) < 0 �0 (Tl U7D D rn C mD r D D D A M 0 �_ ;u --A --1 0 D D -I m z 0 Li p OO �r�*2*tl Omm �pN om Dm ,� �N D WO �KZ m m z < D r Z m Z F 0 n Z p c m n z 0 0 Z A z_ m o NC m np =0 �� rn COO D� z C 0 D �N n -I `L M -i Zm =5 n? nAm �c �o n A� m iN oZ= U) O- U)3 = Om cm Tl mO D z0 Zp .D (� S N z A (N > Z) DD N m m A p �= m z m� p z > p 3 o A m Ln N o Z -mx gym O• L CO 3 Nom Ul >� Z 0 m to ^ym _p m N Q. r a �Gn m m p�A� AO O $ �cN O m m m t 1 r NF�m 6 D z TmA I, ~0 z O i NA A '� () s x am I►I �o O r x n{ (A a ii > co A m f"f mrn Ca =xr _ =fA aNOW ^'o ti D Z � A 0 C y A (n Z - %0 u e Ii °z ' o m 7 mop mDp � pppp W W p W N p � � � N � � O � � AO K N nm N yam m n � O 10 m r _i 1� m AD p C AIm O � z°�' D i m mW Z c)An c)n r p Nom�00—mo,�mmm,YmW-iN�OENn�D!pD�O ��z _m Z p a A m p o n p v A m p w p C C O? A C W�D� -m -DD OD-� -m< DD D <N z n0 mXzO OOzO= ; A W N �- J W P rn rn Zxy zzr 0 rmzzD zxD Zzr C aK A ; J mZm m� �mrz DTz caar O Toaz D�z ca0F ON z� 'o Fn zc cn D C) 0, nr c me A m C KC ZK C� -i- O L+ NO ANN �Kn 0D� 1JN DT c �7 T �rD �N <T C AT rp Z 0 ila C .'i1Z2X 3�A u PO P P CX O Cz) co W m W 00 Cl2 CC) Nmn Z7NC Z N=(nD NKD :oN D 0 < mLi Z7D Dm mm TC DTT WOr Krm mm m DDK� mz� <�- 47 DOS mZ� ��C N mp Om 0� �zyzn Z I WPI I z<O m�z7 Mm zrZl C�1 cc r D.Zc7 (nm� �� 0 �Zz Nmz ��',C Z A m � <0 Q) 01N -I5 T Drn pDD 0moN ZOm u Cmtoa ma o_o WNm <�K (A -Z m WNm ��m CA '.� m Nn _ �CoM XCmzo r n`G TDD WDA Oz C) O� A➢D aD OZ Dm N N < K ON N `2 Z m -1C _ tTZt➢N ^0 W DCi 0 C6�J NC � Zl z -7 TI0 Zr W Cp 0 Z0z ,-c�j= ST A z �2 ST A 1 O� 7C D mm�D TZZ�'� I D�PDD <0 T` OZCO 00 n=frT7 mm No a O O m m MTo O K ,Rl ?t 1+1 Z r o(naam O T�� N D Z= m 010 m OST m� (A �T =T mz m mN A m �.ZOJ� r v=CZC= z 0 �O 1 m W m "C x O 1 r rn 1 m mm mm z SK KK Z 2X r D S K m 0--] r zm DZ Z r Z z N (� �Z DO a� NrSTtO ��o N(n om =mo N(n W K 5 n rZO� a� m ON nN DC)n imp aWz O mcW mrp nD 5 CC S c CS T( c_ = c_ c2 D Coo m C nmZ7o WNCD W =r O z �r N z ZNm� mm= nm -i cn D -u mmm nK N_ mC m nW� < �- C C -I nv5 �� z Kz �A �N D�� 0< =a =�� o< SO n Z�0 r m -m til0 -�� N m ➢6 DDD n�-o ZOK _A K< D9: SCK mKK SCK nm Z A m0mm -{Nz< K f,SiO <m m cDn cOZ .02 m mnc r,<j0 aN zmZZ 0 -KZ C Z S"OZ C m O A N DO SC W J mD N m D- _N a<� 3 o W z 0<Z W r N- zWCz m O ZN0 a0 m0 z Z -<Z N p N om mK NW Om KK n mZ Z NZ Tu N m K .NTo Z7- N a �z 2 IA Zi= NX -imp N Z2 Ln 'S M G< N D -i00 0KrD z m 0 W m SN z0 {Z T N 0-<� On aZ mCK m n r m D < D r Z <z<W O N n-IMD Z'1 Z Wy-{ D NCO D Ar K T10 a- r ➢ O O N O- r D O (� m< rrr ➢ T N- C D Z z m m o S Z C O r D z TnM CNc z< DD< CNr Z< D aW D NOD ->O mOZ N nmOZN ,Pn SOK O .10> Tr M, F, WC0 NDS a(n F�m NDS OIn-0 N �_ ONS '<��(mn n D OC n(O ;,u 'o, A 00= UO c.. OC KrD r0 K mrD r0 O Z=- C) n "� r z � x X 0 OC rG Z �1 r< Z m n z 0z TAO m C nm N� WDr 0 z- r cnD AZ 0mm DWy Tmm c W ��Cn ➢r ON K m y000Dj W- DZ0 C ;D 00 r o ay N z r ooD N D OZyr S' m0 o K SZ m N0 Z �n Z m OS Cr1DO T]D �O OON �➢ -0 W Z Z K r W0`2 m z mmZN zrn nKZ O <Oa 0O X fm,Z< �z< NN mD -i z< NN K m o �o�� 2Dzz r N mmn m�0 m�C) Z D O D n0N =_ o z = a�Z =0Z = m N ZEN -i�,l m X �-i D Ny r N� �NZ _p Z (�nNz cn NO3 �1 D m=O N Ar Z = OOm rrmMn r m0 O S N Sa z S _0C mr Omm -0-0 mr N > z Dzrr D(A*10m r zaA� XM �M N Za o (n D N .TIK< Z NO �1m< r - KD �N Z O- < K N rI �DO <D DC �DO <D O C zOZ o SZ O zm-6D m,A m00 D 2 O WO m�T Dm zm� K -(m Dm :o m W n`=O ZD o(m/1 n��a cmc <N r mW D Z D' rz r M cZ = W e O z o S m o N K U) W O z D m ^ Z O D p- Z n W r 0 r Z _ rc TDA _ rc r m ➢m D z c Cr r W z `Lm Zm Kr mCN zm mr m D c a -D =300 D m>co C)W DrLA -1cn m m D 2� Z� KDm ={ Z� N m DZm m��Z O pmCmj� NC) c mN UDi N OT< mm -IW Tic) mD =W < N D Smm m oE<cA mD X D D �m '*1.7X7 K� O c -9 mN Z Z r CS O O �J r r N < x K N N Z N m o m o N Or m 0 W W z a O A W D m D r m O A W D C ao D C nON��nK n -i DzT NC WOC TKnm6X WW -iWC fm'I nC KK DDC �n DZ !� PD J Ol N ? W N T ? W N zj< O;oSOKO� O� SNr CZ-MXzmXpz MX a:X ' ON KZ >ZZ 770 ZN ➢ KD -oz X.�C �O oaODnn- D KDO .'O Zm �7N 0pr DO O(A O N OZ O Kir zmmo0 mN OCT M.0 DOa7 Amm(n=1a r0 D T.1 A n< c) 'c ASN m A D A z -0 co X O n 0 T U1K m m 1 N W D CC .� �- p yr 1 ZD DO O n �O X = C I r T 1 mKCDUp>X a= An,cf)mn z��rCn000D D= n�m D fC*�1W Zm 02(n U7Z mr Z � Ca 'D n Nz o N m� W Z 0 Z r C SD �mN m0.Z7 mO a OO TD y AA NN �o z>1 W n _ z r mD �� Z �O 1 XN ci Cn O mo N1 Z ZZ A r Z _ M Z X D N{ m a <1 O�CWr 0 >N mz<OC nKrn W. D «7 NZO D OS n m DC Tin mm �fT7 K nI N N N Z'1 KC z Zrn(m7Z0 rW ONZ Sa �N(�n (m'O=ZWz _0 mN rn (N -O �� me= m2 1'1 om <m F -N �m W r� O c(e Cn C Zm O O r C C- Z INN ON O C a2 Z D O < O W NO ��U-17y 10Dr 0� rpz `�z10 pOy DOCZjZO 1 -ziN <OO< =� �z mm SO(n = �� rn N m0 m0< m N O f<*1 �z z m �-TWtI m m -u V) A o�nrD Om ammo WHO={ Kong �-7 f,Tj 00 Y O Ar �Ar) = Gzi $n O Pn C) N A 0 z o� Z y M < z Wo< m I. m/! ND. O➢NZ Z Z _Ca �C -<�Z7 oCnxO �K mK 0m 1 N Oo =ZZ K Z T 0 m Z N .T= 0 N N a <C m S�nD zm o� �O W -i DZDI z� f�r7n Ofm-' aO N O S O Da mC)O n O r �O cn Cn --i Tl �1 TI n a� 700 N< N -C rC)O �r A;Z7Z DZ Z On m T=n W n- n Z7C T m O =y In m m O mC �� ON �0 Sz �7Z rNA� 0m a^� No �K nS. -ice �D� r nn OM o:'' 0 a r m0 n W a Za 'oy OmS Wmn� mD DD Dn 0Fm(7m �7m Z� C< Da -Nj� 000 Acn N C'o D o X 0 0 -Z-ia ,ZD7 UI 0 c or Oar arm WO rc DpZ �z:CIO" 0D 0n K K �L y� m X, 'o o m(n m O CC rziOrmAzr �7� mO NO X'-9 �Wx0G� o SO mn U Oo �zOz ZO K mm D S z < O Z� O D a 0W 0-1Dm OSLO 06 na �m C�z �azO ZO ➢z zC D O < �m-i m m.D n -NI = m Cn N n pa N a NO O r D O Zp N O A Z W rn W W 0 z n m 0 z c_ o P Z co n m m n �� o D o ➢O O 0Z m N N m n N W A U)Tl z Na�� K� Om D2 nmM aooa Z� mU) Wm -,I CO C =z c N S Om W m z= P z0 �< N�C W mS ON z `< W r on= SSC N= W'� �D N -.7 m D W ZK A z N Or c <� >ZDC�MU 0'2v PSmr ; moQ>-rOW�mD ➢� Om m � {� D nM n z0 G C N Z ZO m i 0 c KZm7 r c/) C-) N K W `< rD -< ar Z- �] Z Z m K - r C0 mW ND <Om �W z,Z Co IOZ NN Z7 z Otos < O N OZ N O D m O=rmi-D-iDmm Az Z� >mm m-2az�.,� �n (n m n Z O -i 0 O or .. r a 0 «C o -C (j rr m r N m m �]m C o r S m TI = D r C N O ,X O X N W r W Zz-N W DT7 D.-T=_{ON n= Dc X a mN m O Cn N Z N N �*T�+�11 Z� Km<`<Na0 S� =Z PGAin mm ,0 Z)I X0 Cz ZfrT7 D Om �z z 0 N m C m m m m C o n D D m N- D X C D p< N a a- O r o N N a = n r l a�Z 0� >, p< K o -N T m z7 n z � r < i mfT�l fr-Tl I)DITKIT Ocz W= OO �oSNDA tom DZ n O �m OZ m C ) O p K N O rZ nUiKQ z =zyD�m zc Z� �-n-i = z < D m m cmi7 ➢ DF CrJN �_ N :U O NrrOx mm O= m m mA z Z N n Wnm(,i Xmm o m0 �m Kn Z W om Om Nm Cx) C) N D -1 = N O Z f*1 T m -V S r N W- X ➢ N m Z D N r S D o r m O C Z a� < m- N O N m Z 0 � y 0 m r X K z7 r Z p a r- , -- r W a C -S N n O K N n Z N A a C a n N m r O D C) m>n ➢� Dm 0m-9 D K� O CNn m m m O (fin o O r K Z r r o r � z N P a < m < co a A r 00 N 0 2 m D A D m n W p CM O 0 m p C -n m O X mn r<K�W oNDDCSZn p DDDCNK 1 'A IA SDC 0In ._, rr� OBD 000 E N D DITNiO=� N W K �D�O>Or DZO �r�<mzD0amz00 C OOO r�U7 Z XO 000a� r�mnZ m CDOZ 77<Z W-i�m �n On W WDZ:c7 ZT�Z OC Q zmz0Tm-C NO O 0 No ci Zz SZ2�r Omr-(n ; rInm -IAc NOp� mW Z W m Kr0➢Z Z C ZCCH-Voa nn C>Z.-CO7=ZW 1AOXm= S ZD➢ami) (/� O 00P< D�rmp= Z Tq m- - .X-nA m mfr m z.�C0 Z> <�' mZc� r'lO 0rr*'G)D�p nm Om��mN O -I -co) IM �O mo(anz m -W z y =C X00 NOWT C� c� TJ cOyaz m N .Zm7Cr*i CDJO<S N Z-n{�CZWOSOAS A OHO a -o A Oc-Ti 'o<mD O:oNOa r om Sf�'r Ozer SA D:U Z �OOCm X rNr7 Dm�m�z-' 0o C) Lo p (ZnDzfT�21<0 C AZ DIT�nn SN =z ;a N� n-m-�m X�, 0< W� D � - ",, p n �cAnN'IT=7�P N O o ;u Dz Mr r o OD cW�>DOmN�CC Cn2nM0 m MD m�m0 V) > C O2 Oop p0O0 TD T7 -DI Oz ZSmSC) z0 ODWZ�W pm NNO�oNO Nn-iMK 1 ((Z; cm) .� �N Z rC CiCA 70 0 r mW ZOO yn m X0 Op m ncOD a DTCr ITIm Zm SN 1-N--1CZ7T _r �W �N -i Da DOW➢ K0 mm r0�S*7N cN (Zn �a7<W =PW�n Om m ➢z S�OZ7Z=ZC�1DD A O2�rOA mZ =XIO mNWZD Z Sm ANN mDZ CT K z Aa0Z N OmmDAN� Z DOWC D Xm-oN z >mxoE mm 47 x aor Nonr- �rn Nm - _ i - C) zOOn az Z72C DN 0NN Sa Qo n0 0 cmn M 2 NmmX�Nm r zzOWmc Ammer<zfZ*7 �-1 �nayZ Zm OZ7mocc� O��Nm N rz OPr Zai NA N -NICmN mfrT7pC Oar 0 N m<OK>m D Da D m'Dell Za Xmm� Z�ONm 1 ma Krr p4� �m 0 0 zWrx W Anm� rC) Z �(n��ODD D z➢ODm C OZ�a� �m W-i� oaKmm ; �n AWW �r �� N z7=nO K ➢z0m0W0 y moo. ramPZWnC _� AC)mOr Cz SCD OO -per BOG c0W ➢��T7o OxN 8 O ODS= \ Sc0g0<O 0 D�Om➢��O n mmm Z 0,mx -nim Dmp AZ. �D m� mT[- r�ITXi mD Z za Cnr=KW A O-D=� o n Z Z T r N A N c O Z N 1 o N m S N n F- O C O- to < N Z D C A anr�ooA=cmi��m�� DT= O om crn m=S<n ON =mo �m C mZDm Z K o0 a ODm NnT. m.Zim- Pr OMUM)Z DSO �m0 �0 z= Z Nm Z W C j �COc = O DNZ �(n= D z�mom<o= _<�Z WOr�a CO nfnz mOzmc D �npD Z N m O Cm-( �A oo� r CZj <K TFzzDmmr-0 mS,mm O zm COMO �➢oma i for z� m0 -i ra S m=K tv crmmmnr m > u -o zf-oz o00� Lo mmC o Z MX -I m�Z c�Z N co Til rT� 0 D nr C Z - D W OX' DOOT.c_o_. No K z -I m ozn- OOD 0 r OW -i KAWNZW mONZr K�(Kil�01T<Im-D-iom,m =0 AOOZ n �C) nK ZJcr 0 O SON < -1rmOm -�r O� cn X0, MN (nn NOO=N m= <:Z] 0 Oct I W Z Dpm� C MX CKDCz 00- 2=oSN m0 �m z�< 00 NDS mN- K Nz00 W () D <O �NZC �Nm� m><D� DZ AO o-uZO� rzTJm O Awa r -IST-I ODOnWK n ➢m 0N. mf0T7a O P<S O-im�m 00 ADW =OnZ< -D ,T0,z N"oc O HOBO rNpmmO m frr1N S D m S m 2 O S Ox A m a W o D m z 0< Z D= m o "� J m W Z m< D m C <` n0 T m WW177Dr TO"mONA �K-o Z7� z- *fare ASO D MOON moD N o NaNGZj DOC�n<A a rr 1r00 ZD OON�00 DDaz➢ ON OWD RN1CA nz� Op y N r O n zmm- 0�7=OZ.0 n yT W ZDmz m OZ m OmmO�m Wm� �N�= C >Cn7F �➢ n0 z zm➢z1�7Z 0 :Lc- T7mo-.�C `G D O = m K Z 00 D Z D D nm 0z fNr1> O -i DC7 < � N-0Dm O rKmD O O<O Cm On nz�N =az A g Ozr m Wm Z7S�r7 n �7zO D� n - r O ZZ �r n �_ �OKo U7� N mOr�x D N o o N 0 0 --1M0 < z�zn N ND zo W.Z7mn mnOW CDj C S aO CC) Kp C� Ny m I m �r7ZOz O m =Zoom 2 fr7 m N mZZ �_= �� m(AN T N K m NTZ a Doc, Z Dm m o�IrTJ� O a) I mD O O 10 DnXNlfZT7 P �rn n frr7a Z(n < m m 2-iP K mA = oSZ n a Z N m a Z- a n Z O m D O� 00 a m W m�n m m�cn0 < o z 9 _ o" co - 0 M N�`_: N A o� Z `nimA $ Ui N W r nu i A O N m77 m m e m _ °p m Y1' g N Z m O^A A� 0 wm= 0 0 M Y m„X, o �s 'g o�N Z z� Q Z wr `NAA ill u x Dm Pl No Om z 2i = S fA m Cn o cn IL^ N� rt® M �mA Z m p 0 C v, >A / Z�> t 1' m m 3 3C Z n -1 LL L— v 'op mnp W NO m _ � �w V> nN Nim o�m `m m o � � Amy � A Mo fn 0) -u o N oo � � � r� � m Ana c AAa m z°�' D m mW Z ��n coW c->�n r o C c� a� m W 1co D o00 com m �mm aum fn (7 �O � OCNi nnn A --1 O m OTA O a A O I')�O ��z m D Z ZZN mJ O o 0m N �AN mD yy A C y V r 1 Z m X Z U Co O Oppp VJ W zO o DD mvDC ;u � zZ vc 1 N' Z�� Z mmo smm Z a– o�l OF z v_m =10 Zkw Omc Pi mg mvz A Nr,(nv W O D n G z Z io z 6� m z _Ln --i m m m m ami ~ � 1 1 o D z m I I I BRYAN AVENUE � I x 1� �I m I z 0 I m ALLEY I I I I NORTH RAINIER AVENUE m x m N D O -u Z Z Z W O W O r� O O O 0 rn O O co OLYMPIC AVENUE — — x z w c_ I I I I I �' I I I II I � I I I � I I I I I o p NA mD I I Y N D O -u Z Z Z W O W O r� O O O 0 rn O O co OLYMPIC AVENUE — — x z w c_ I I I I I �' I I I II I � I I I � I I I I o - I I I I I [� IBJ OLYMPIC AVENUE I o p NA mD zz >00 0 Y I \y Oppp VJ W m A Q �cN L! N O I W rn m N�� a O N A A C C4 �-D.1 m O KwN O �m N mo 005 yam m m l7n z ' �: m v n po m r �� m m Sao c ��o m Z Z Z XC C) c) O :. v >( Y (-)9 D- m 3 W N IT D o(D 000 z > coo m fA (7 m a i- m m m °Y ' m[ .J. A rncy)O o� o�� o O Mo �RPM o �z � o - I I I I I [� IBJ OLYMPIC AVENUE � I m � ^O coO � NA �• _ N ti i fV >00 0 Y I \y o ;mi m A Q �cN moms O I m ^ x Dm m lD N Oho a O N A A C ^^� m l/ o V% 005 (� GZ') Y m m l7n z ' �: m v v � 3 m � 0 S A252 A � O m Z T N '3m N o ;mi 0 �cN Z my T I m ^ x Dm m lD N Oho a O N A A C ';^ V I o 3 m w � m r v � y nW x o� �O X � x NC ro� i f N � I A m p / z`� n-x__x 0 -gyp �x�x�x x x x I O x x x x m N C �x x x W. x c cl x oz � "Fzc x o" cziy rn I Z x o to m Zv��n�Z x I _�c- m v 0= m QAC -Z M- 0o mNZzm m x ,u2 m a �OXZ x m x Pz' op m I x X NOm$Z D II N m m moFzo m x l x z x N OZ x m ZZ jN 1 O A ON zn x Xrn ZT mZ z 0 c z (nm -Ni cl-AI �-i fJn -L C) D � _�C n �O x mz A,, N nC x, C Z m D rm-m n�� '�Op;N °J�v I Dr= ZC �1�� cin mm A C D r_ �Z x AD o , 0 X 0 O 0 O 0 v.Zm1 .'�O�N -iz z x I m� m� � m m zz� mN Orn y C X O rn Z O O 0Z7m m�(JI S mn 0 O I NmM x DZO �<OF 0 0 0 x O� _ mm I nn / II mD _ m x r---�- x l I I II x w J I ISL / // x l A � I I X I x II x I I CD Z ZOp \ 0 m z m X N x vin ;u -zj m Oz --O U) m z C)' n z n O0 n oo p �I � r ;:0 C� m m 0m Xm A O m n m m rn l o- -Zi Au o � m m D ZU) x m m N * nX x m� m� z z o F F(7) An czi <_ n n M C)O O W -0 m - V) - m Z '� -mj A {nm Oz Z mz M � ® x� O� m z z SL, m � �o Zc) C) z -o m n In v � I I C) D D -______ r -----,-- m m I\ I I I II II � I I 0 Z L-----� mmr_% Z.. x zzc� I z 0 N I" (/)Z Scorn an: 00 nm n nrn m nm f I m x 2 0 ;> O n 07:2 D X Z D X X D X C-) v) Im*1�A� r�N! mU7 �- m- m- 2 D nZ -I � A � m� mZ UP z- - Z-- OF A mWc 2 U)MDAsm�;Cz c� �� mcz 0 -m+cZi AO i x O N A Z W; m A _0 m g m t� - Oz-� m cvs z�v z r cmi�2 m xp AZIO*1O2Z� K D D rm- O m z cu U) MZ mm HX QN U) m m C-) A �-V F� `� Z < Fa z OR b 3 mu m w o � 0 �/� .0 �m� N" N A A_ V O L C.%1 in .� �+80 m m O -1 mem O ` No oCN N z C 1 UO H' a � m z Z :; nNDA 1 fl1 m m mem I xo Z n> 0 1- z120 co m m A l 0 O A 3 Z,) �, 0 o 2 Zi R3 1) q�poo mno �_ (.1 W w N � o _a � �N O N N� m O �f�rl � �w lA O nm N m �o� N w�� o 0o v � pmm r-1 -� mAAO m Z m miJJ Z coin � cniv�in � � e �z �Xc :. �N � D (� 3 �{N � om z n� � W 1co D o00 co m fA � rtt o � m jR r^ m m ,q °Y m W 1 N m� ��� OOT O �z �� <�O mZ o O>KK(nn-u>mDz Z I D(On z OD OO;uZ --0 0 O mO m >*O_icr- mm CA O zA r C)DO,K ACyCOO p nI Tm z Lnm0DO m�frTiDp m m o o mo Azor I n AfATI mO ��zj Om�COD(5, y D Z z T O zJ p z r on 1 OD oC-�cmjDmm r mm mz �-OiD� �czD{\O x ZC- D Am p A- m O O K F- (n m O O - D -tmAm m� < D Z m m zAzo rnOFIFI z x n o om MOME00ouDm z U D II A cn Oa zm �O �_I FF Z Dx n�DD -{A ��.i FF Z - Z A (n OO Jmm vm� OO,Of*m z�O C) 0 �rn to -<Z I DZ Amz OA m � mm OO -Om Oz(n DAD_ o T 0 00C-) M Z O Z A m m II II mG) NIn m>Z b o A= N xX O t�- _ I II ---- - •�aaiacnmcaao� m EXISTING 60'-0" w N MONOPOLE TOWER N z m X m x T Z z W r O c� rn CD x v IIz n �v 0zlilt J r CA (40�Z 0 Z"oWZ izA- o� o A rn m oo ?�z �mvczi mo 6�z �1zg oma m �= Cl) U) �Ar-o �_ m mC) < A T D zz � m m m II II )00 AW�zO I II cmC:4* . l M --i > Z z vrmmnncsnn¢s D ZZZ mO A Z r m �mOZ ODX m��D ;_x �DZy xAln m N !l zmr 1700 x�F )c 2A fn �Dr z = 1 gco W r� O z W� r MO � c- o g zR 10 x Qz o r� gW A -u� ry Z o� tNn o oz cpp o rrn� n�zg N nz oo �0Aiozcmi r Enn�z m M� A�.n0 mm 2 W 0 n I }t m D m r m u 0 A j N ®_ W W N D Nx D W'D m Z mm�iz cn 2imzVP m cn cn 23 CA o DD A nozmm z z z z m (n � o zo0 � �ro 3 h 0 w O - m m c. N D m mA Nom• v 7Cr ��� �_ �w N y m >00 d fTl 3 .�.. m �J z ' m m S1 mo,�m� AORL o� Z ® • cw WI I z < ny�m J TmA 2 xo O I""' DtO=� A x D m m "o Z m Z=� _ 2 Cn m wvm� A O v o m Z~ .lam m m 3 m S?O �. o .� n m so z O o r p�pOO mD0 �_ (.1 W (.! N rA.� N n c/i � �n -Di o mo Cl)� � niTl-'�m n "A'I O m r Cl)Vl N� "'� m p 1> S A om � -m-, m D c m ?=D �m WZ �� �_ O �z �i�G O :. �y � D � 3 -e m � � � W 1�0 � D ocD 000 z cn m fA — RI o � 1T ^' �b� m oY ^Y A m � oom (A (7 AQ � ~ W m � C7 o� A N V -D A 1 � A <�o V ��z W 0 Y Z x X D E D� W X X O C cn u z m � Z C< r N • Zi CA Mi M A ,Zm1 O O �N j o Ay Oz— v z °mow m ir.m Fi x X D E D� W X X O C cn u z m � Z rZ m2 moz J Z r mp�z z mZO Ax A ,Zm1 O O �N j o Ay Oz— A D.ZmJ ?1 0ZOCD 0 nM, °mow o\KA o mm00N 0OAD �ZO7�7*01 CO g O o m N D A UI C 0 O -0 O@ OZoz � Z 0 A -qC m Z A O ZZ O D/ A = Lm A o vi Ni J J W OD 00 ZyF r y `C Z 9 Z R Z v M m I C -0 O v CD -08 m C N 0Z C0-0 CD torp z o Z �f 6*9 L�Z 0) O m x U) Z G) D Z m Z Z D 90 :(1 2 O C N A K r mp; cc( �z_ m,c 00, W r m A 0= m� O O D= Z D O Z U) m O A M A D O K Z mzmo O O D A C m Or{Z� z z oA M r Do7O D oAmo D Z 0o0O r U A zoo_ O -0�� p0� W A O m R S z s D C-) 0 1L< p u z m � Z A W - pzzZ m D O 0 0 D Z 0 O zWZ p nen � v mm� M O l A Z X, Dm0 O onoA O O O COQ o mDU-,4 �-z(oo A K r mp; cc( �z_ m,c 00, W r m A 0= m� O O D= Z D O Z U) m O A M A D O K Z mzmo O O D A C m Or{Z� z z oA M r Do7O D oAmo D Z 0o0O r U A zoo_ O -0�� p0� W A O m R S z s rr,z x0 0 (p r O � 2 'O AmNio m WNO O O �(mz O ("gym 0 0 D Z 0 O O =CD i mmm= p nen � �V(pA O l ZZr 0='A icy onoA O o o mDU-,4 = mZZ- A Z o m N D A UI z 0 c = o N \ C�'L i NmzmO O OOOp �mc<� oX N��O �o�v �, ➢ Z -( CDZ .�i^yp 'AZOZ JO�m.P' m�o(yn orn � A 1 =A o cnv �f �� V1�A.NiS Cyr A= —Zv i mo10 3 t!� p �O o. (n 3 Z o �cN Islas rr,z x0 0 AmNio m Co 21 mZ07 O O 0 D; N O Fri K O O =CD i mmm= A Zz Di O m m CC(n rO rn A N K m (^�z __ D � v L"rnv �A Fc� ,f, ;o z (n m:j A Z O O_ I O G1 0 O z p A 0 m O�9 y M Z m O O O O W p Om 0z � M > OD azo Aj Dm\ A zz� (n m D OO m z o pz� D 0;0 O A x co m O O A rr,z x0 0 AmNio m Co 21 mZ07 O O 0 D; N O Fri K � m- or -0 o O =CD i mmm= A Zz Di O m m CC(n rO rn A o z K mZ Znx o o mDU-,4 = mZZ- A Z o m N D A UI z 0 c = o OZoz � Z gym m Z A O ZZ O D/ O o W cn M 9 N O A N mC mm v Zzm K $ m� O y N ml D O (n m \ SI 'n 0 O � m K $ m� ml �m$ \ SI 'n � m 1D A�7 200 mz x -{gym fn A y C: N D z��om� <n o K =c cn� p� CA m vm0Mzi,i z m K cp m z C) W m o� -1 V) D m� z m 0 N " N,--z� z 7 SND D = Z��Dm0 x N -4Z Or X x NT r=i� A -Z) � N 70 O 0 C/) I z0 070 0 3 G D�� r O O 3 nn CA) MZ DU W� m 18.6" _ N m� mJ S N W Ch 3 ° $$Q¢Q¢ CCG g E p rri c v LO N <-u x 0 c 0 00 m m nn D D N m O r r r r m m z z = o � � 61 o X cn cn 0000 N � z D A 0 D m -n z D T 0 mm z 0 m D 2�3 mm 0 cN 0 v 3 3 0 0 M m rz� oN N O N mzzm -n �v 0 N{000 `LDW co N m0� m O D N� a mO ;o C) m a Z m -0O0 m m CNa mi om o = AOm 0 0 0x xA v O 0�p g ZO .. LP N N Zsrn JOz =gym x00 CD N D V03 OC D O 3 03 D N KN X `-'O D '*1 m N v UI 70 I > A O m Arn C) 0 m n0 r a Fri m m m m cn U) . .. 3 m 0 p = a C N O Nmz al D CLn ,rm rn = m 0 = m m 1 1 oma 2 , xo CnZ m m ° p 0 ?'. a m m N o m m N N OBD —i A ■ OC�y �® Q °I O �%% N O D 8'Ac 2 ;m 3 m r v z z o p map � Q1 (.I W O W N O �^ 0 W N �-Di OW O yA N y e _ N �w CO `m Ul N O Crim � � yam m ncmio Y CG mym Ao � v_>� � � m r d -, m 0 zDo � 00 oxo � m � � m r;; omA ii O ?=O �m mWZ o �z akXc co>Ap 3 cOiv�in az nA � 3 W 1co � oho A � m � �m(n m o�rt1 �om o4° � < zx =_ ,. =fA Why " W�� mn 000 00� O �m� Z -I� L7 mQi �o�v oo Zya i- m � "'O �<Z � Z � O � N X 2 X 0 Z D n r D m W W � " r D m p z m r O • O r N3 1 'n O D to 0 m G m O o O Z D m .�+ C O 3 Gi D • W n D D 3Z-�Z zzn zWzgz° z z zF z m m oAW�==0 ❑o�o�0000a0ID000�0300o Z Z ZZmZ=np CD +� :o :rnO : :o :'m m�.m-.�� m m cn �.. o W Q O M K: < -° D o m n x M I D o D p' R1 3 D 3 D� D �xm00DM om _❑_o7�00-° osao 3v �" p 3 0 ° 0 O- D ° o' o c m- O: y O 2,0 o �J�! `2 Z > D _ O O p O N lD a a p y 0 ° 3 O a 3 p 0 O o _ O - z .ZD7 N O J N a J° O m 3 £. Q\ Q ° C l O N Z> O O ❑ Ul ? J W 0 (DD C 3 O N a? Q N "71 C Z c 2 O D O O D 0 3 y 3 W❑ p 2 0 m A o r O m rn T. D N o Q -0\ x o- - m ocZ o om_ (D ❑ 3 ° N o �'m -o Z Q N= m r D O Z d a o m m s< T ❑ N o l �� Q N C -p _i m' c a= o- o DW O D ?l '-�'. ❑ o d C S N ❑ O D- N a `O° °- o D Z Co O W WD D �ZD m a �c ❑ o -(T a° o-cl ❑° ^ m ° r ^ ITl m A O U) 0Z ❑ a �l m❑ O O a° ;;r O f S N m l J p m vl (D :E F m x'�' m o N o s m° () O m Az nA c ❑ 3 0 0 �.° ;� ❑ O r ��(�Om'� (D N rt0 O W O DSDomy -30 'o 3 ° o m ° m Q �7 G7 W DrW m c p a� a:; 5sl ❑ O m m r m 3 ° 3 ° m ❑ =��mrocmil m�D o� o aoFo❑o- a n O co>ZED� �(D ° `°°s o O m O- T. CDS o v �' m v ] ❑ _ COm Z WNr N `° A .�� a o- m G7 r*l r. D F f a' mA ADW N z U o �.m ;� m 3 (D m A r Z c) c) .o CD m ❑ - O`z O -DZ to p a F. '^ m _N 3 m O w O ❑ c a Dm cZil 7 o �z N ' \Wo 3 c � rnm CD 3 o i'_�❑ N - d w �' 3 m m O ❑ ❑ v II O m o .+ _ _ O 3 ❑ ❑ l ° a F 3 OT m a a a o m ❑ 0 3 3 ❑ m ❑ 3. F o 0 o' o m o a 3 T 3 a u 3 3 � 3 ° a ° o a a a 3 ° cn cn D- D O O o =. ❑ p m o > F s a < m m m O (7 D W r M C7 O m cor O n O m rn N � (n O O O N co � r D D O O m m T frTl D r Z Z .. m m -4 z c pp y_ 0 iT1 � N C, PO ° V • /T� J NA N N N A_ m� y Ut 4 Co Z u i7 ti c m o CD - m m N D o T1 (n O 2 mym y m Ii o �m a V T = r m oma a O 3. �m1 o 1' m O m 'lA� O �9 0 0�= Z z� • ' 1 cn m . D �' mEn 4 I X ommcn m omm Z I m b' �1 to I Zoa G7 i- m� 3 m O m Z O Pl L-- v x x x m x OD �OOrN�**llD �D � r -I O " O m=W ��_ �Oz S OS OHO OZ DAm� m� --II O � � O`-' -i Z O N W� w D � DAD �m� =y �Z� Z � I m o ��� mcn mcnDoO w� r*I AcolmX �m ?0" �Dr m��ycn oA x vAi or ro�izoD W= p � `N W A I/lr DD A `<S Om �O7uZt:p Zpr � r0 o� � Dm �W Z D O7W rS,in O�AO m y � D fTl S fTl O ZOO Ul fTl mO m.ZO] � y 7:0 Aw�o A D m Oo o � � Z\ � O Z ;:a 0 N 0 X00 0 0 0 0 00 o � � mD0 m � m m opp o N b0 mN�m N � �; W _o O �� � O �W ai O Am � N m D n S D I N n N .� .71D y � D W --q D = D m o N� � 10 m r =1 -c m N � a o � W �� � � m � Z�X 0 � 0 Z c co � -� m m � C m co'lAo �� � m � m � m z� iN D DA m� 3 W r �co � r o�v r � 0Dn mm to — m o� m MM N � � m mm r m �° A m � j co w0 G O c�-> O o�c� o�� o A o m N v' m � oA m4 � m � A lZJ *l � O r ��Z Z r �CO rnZ C7 Z G n � G G �� ,zm7O � O? I � O �*■ DO W =��0 � _� frTl mpm3� S - o � Z W � _ `C Z O � S .-0 0 N 0 X00 0 0 0 0 00 o � � mD0 m � m m opp o N b0 mN�m N � �; W _o O �� � O �W ai O Am � N m D n S D I N n N .� .71D y � D W --q D = D m o N� � 10 m r =1 -c m N � a o � W �� � � m � Z�X 0 � 0 Z c co � -� m m � C m co'lAo �� � m � m � m z� iN D DA m� 3 W r �co � r o�v r � 0Dn mm to — m o� m MM N � � m mm r m �° A m � j co w0 G O c�-> O o�c� o�� o A o m N v' m � oA m4 � m � A lZJ *l � O r ��Z Z r �CO rnZ C7 Z 0 N 0 0 0 0 0 0 0 00 o � � c Z m m m m m DO N b0 W N � �; W N � tt�DD; n � D m D n S D I N n N .� .71D y � D W --q D = D I N �4k -i �� W N z c> W W N m � m r � � 0 � 0 Z m r- O co � -� m O A m m rn �� � m � m � m z� v r r � r r r � m m S �m m m� �m O G O �� O n o �� pp n m � �I z� m � � � ? m z� r C7 Z r --I C7 Z G n � G G �� O -p CO O , CD Dn D ;cJ�7 m r,m.D� �7 ��I W��+ Z 'p z'� ITI O r'r O o;�.-C z�rniz m m � �,rn'z�m rn rn�z fT1 ■ 0. -0 cr ml D, � � it � � G Z. rrnrl O ,� Zl D..�i �=tJ G W �0 m rn; 0 N 0 0 0 0 0 0 0 00 o � � c Z m m m m m DO N b0 W N � �; W N � tt�DD; n � D m D n S D I N n N .� .71D y � D W --q D = D I N �4k -i �� W N z c> W W N m � m r � � 0 � 0 Z m r- O co � -� m O A m m rn �� � m � m � m z� v r r � r r r � m m S �m m m� �m O G O �� O n o �� pp n m � �I z� m � � � ? m z� r C7 Z r --I C7 Z G n � G G �� 0 N 0 0 0 0 0 0 0 00 o � � c Z m m m m m N m r{*I m m v m � � Ir � z c> m � m r � � 0 � 0 Z m r- O co � -� m O A _ � v m 0 � N N m m m m � � Ir � z c> m � m r � � 0 � 0 Z m r- O co � -� m O A M W Z O z i X C Z Z ; 0>002 om0 C) � E E D E M 0- z r y G) m[q3m r- O m z � Z Uz Z K Z j p� m V) 0co r D Z m C) pA 260 W z 00 ' 10 50 Nm Z L1 _m m D S z m � o N CJ1 O -u m Z;u O o0 c m N CoO m z 280 30 50 ® ® ® 00❑ Li D D D D m m m m N Z O c Cn m 0 0 0 D D r r m m ' z z 1 � Cl) U) O Co D Z � z . m A� 8' Di w,� O N A N y G, N a o ;u T D K w N c� m m `m > 0 7% Cil �J W luz m0 m y a'A A -o O C� amm y 2 m = cn ;00 m r y N 0 O N AO mmm R1 i. o mw o m p m z� D -� m m z 0 (� 0 o m"m o n g o� Z z� m O Z X c c� 4i (n ;, N o !. ' m N O Dti m 3 �1co D 00o D o=�A %n R xDm PI vno D m (nm fA — m o� mom m o4 '4N z=j _S = W m Nwi .� ■ N$ fir® F oo m fA n Q c'� c'� A _+ a u o ui W -1 W T O n p Z m A CT �22 m 00- o z,D L7 r T 3 yam 2 -z <�0 Z 0 m 3 << z Zo L 0 A ■ ■ ■ ■ 111 1 1 111 1 � 1 1 111 1 � � 1 1 1,11111 • I 1 1 �� SII I ■ ■ m 0 c m z --) 0 x 0 c O Z Z Z my 0 �F Z 8:, zm Oo Oo OA �0 `VVVV�`fffS C zz m op O po z ED �zm cn U) �� m x m I Li r-------- 1 xX v \ \\ I I I I I \ I I I I I \ \ \� I I L_------- \\j N II � LL _ I I Ca N D i�\�.... �.• I O-iz C> OOt�N m Z -i Q n O W m- o m y 00z �0* m N cn .z`v� zv z c�of m 0\� "i rn z�N �� D 0 m x OZO �zN 0 0 0 z z m z � �OOUm Com ;u z OLo r - m A p 000v c C' c z; m z�m ra zZ Z m �ozz _ �� mom O T; a z z o N� V O ✓,\ 0110 0 Z mO m� I I � i m o X \\\ \ ' X X " m C/) \\�� \\ . 1 � X Z U) C) O z m x j� \���I .•.� C ;uO O Z r�'1 N m 0 O N rn 2 ,I co %�\� W W r m �� O N A O c mem fNri �z C A00C ZZ O < vz CAM pm0 x = A z \� o m razz El) ZZ Oz v zb .. Vv 0 n cn n o Acv v m m 2 `-' O N m Z m Z N ') N 0 0 m D p _b 3 M0 W ��a wroo v w o 0 o 0 T ry 00 '� N moN nmN N p ��m > OW ��m O `m >20 N N CI ), N Cn A O A AmZ 2 fmll �_ Z = fn m O XO V1 '1 m r N� Orn 1 W m Z� 0 –� m m Z A D nAO O N C W 00O nen O � z O mNm mm oA� m"m o. p T ' A �. O O 'n C� 3 trm V) o 3 wmi 0 o OC Z of o z • ' I D Z m O Z x c c> 20 K ;, ^ f o m � � � m' , xo z O r 0 m gN � 33, 3 DA m W �� 1cp D o� o\Og0 z D o>>x x�A 1 !n m (i '� m �m I ami m o r �Df D Z Z O com Ul — m o% m co m L4 -4 N W O O T o� T A O 0 m .1. (7 00m— n n -j j O O zxt- ytiD zo ti x _ Z /� c> , 4J = cn -I m m m Nao ';u 2 AOC VI o'm I 3 lI N A Am > Z m < Z V Z M 0 O 2 ZE L— v v. W � w ci Q O Cm 2 rn w z g m cz o Q o 0 M G) zv v �Dy � D xx v e �_ z z o� N o in 20 to o m m 0 m � = i 2 2 z A � O � � my z z D Q T - �� � �vm� m4 u ` 91 � K z� �— R* �o �. — o ----------- 1951 -- r- o 00 M C ice- 0 _ �❑ -< 2 m z A tp Z �7 � � 2 X � 3 M D O x :..z c o X SECTOR -1 Zoe Zoo RRH > co M - - - O �o - SECTOR -2 6 0 o = J I RRH r** z z co ❑ - _ p ( /��I{�-- I - SECTOR -3 r �T /F-- RRH Z 1i 'V0 1zm �mz �X i 1 v c� cod ;) �6 mc� ODm ZZ ON O�n Oma oc o� mzz Fn Wo O C) c) > M C>yZ 0 !Q'COg 8;09 A� ' :0 " Jj1 1 0 1 i I O�mO Co O ZX rM �D Z O k ' ❑ 0 0 o Z m O z i I QOZJCV)O D zn ZM 2 A D01X ❑ 00 NO D ur <n H y nz� ❑ o � 2) 11 r Ooz g ❑ -- I �zzD �m M:E m m Amo vmo� �� r p0 Omo CO U) cn Orn ❑I - - nOAZ Z �O zm� cpm c>m ❑ -- - =��z V�O m�DO c o) o" m O G C C� O Z- _ -i m OD 00 00 �N DZDO ,ZvJ co co�m WDN� Cm yc Dm �O =rz*mAo NO Opo �m �o m mo\� 00 A OG 0 r 0ODA z0�= �Z O Ado 0 0 '� O O N O ***mom oZ>o 6��M cn 0 c0 zf,z 0 0 OZ O W O �� D D QOO p WA m m x -c zzo0 z z z 00ovzv in ai o ti c f C) m M80U) N Up my m F Mm 0 n0 Q DOQ _- z v Z r Z*9 '� gc D aro r Z � 'n t-., z- rd ;o A j OJ Z �9 -1 mr0 /K��/11 O O D O T, 0-00 or Amo TI ftp C oz �F Z M" oz �� o Q :0 C) mx �N 00 z D 5.v Fp Zoo �® (D® Q �5 o �g 00 ?�o Z m � 0 �g iop z�0 n 90 0 m �® c"c Ovc D 0o,00 o� ®® z� m Q xv c o o D 00 m v 0 cn � D D r r m m 1 cn cn X00 CD> 2 M b 3 ppo WND v w o 0, -. 0 OM N (� N/ '� m W tD m 0 N W V: O (7 1', Ui ? A fel D G) O F. v V(�1 a m Z 'n D o 0 ti - YI fn 2 _ �O m r N ✓o 0 O N OO intim -� m I -i ° �m1 0 �f = m O -1 m D C x� p O �^ A a O M Z z°- Do m mW z c��o m Own o m�m� o g oma. Z, 1 Q =p �z xc o �_ oN ;, ti o� m� NZ i In .� D n 9 (n o o z cn> m .: D H m O m m nA m 3 W 1Co 000 j m=�A !/� nn�m m, <om fA /—� m OO m ors oY"4� zx S �_ _ Z Nmi co I+m Cl) l J A M n 00 A O,� Z —i �' aoC N eg D w� a)� �� vc22 0 Oo c� !- m 3 'm 2 >m �z <�Z Z O M m X � � Z N A `� Z G N O 0 0 z m rL z m O 0 2 \-----y MZ � I I I I § Z I ® I I I I $ 2z \} 7� §§ \ $ �t 0 �3 �� b R q § 2 E G 'g ° I 7 F, 2 ) 2 } z 7 / \ §WE z / 0m . � � � � \ , ] \ § � / { � _ � I /CA 00 /}E &� L /\ms e - )'j ^: m i§;( ■ ) \ > L14 10 X E q \ e=m o \{ �� `� ��c� \ 3 R / _ ( / § �)) i �\ w _ » I _ �a m �■ \ > On> z ¥ m �((( $ ~ % \ \ 0 m •�� ��� z o \ )7 ee} e 2 { §\k� 7y\ p,\ 7 � ��� � °m � CO) g� � {�= e \yam � ] ��k � z � X F Geo\ {�\� / /ate § ƒ(e ) ��of � �� m � m SG§ a � %m■ � /p ■ )©m � ggg t w °� 7im - `� /2" \ §§� % r. s � N i o o D r �mzN zz M -: y ;U ozc) � (� z m 0 r z I Mz � 2 n Q zZm En M mo.F M z �==N ,>J m �m-Vm 0 Z. o5%N n ZI O Z --� Fn M x MM U) z r D FO FA z o m r M n m �m W X O M om ( Z m x ox N 0 Z Z U 0 0 O Z Zp G) Z c� m c A z c c) X O O 3 C A 0(n OZ mD A A A Z OZ C 0 cf)�� z 0o pM M A A DX OG Z� C) C) m� nm r Z n G) O r = O mD p C C) m r x m in v A M z m 0 C z M o A 0 D� ---T -$u\/ iI N O D O 'O D L4 -K 11:11 mMM Am �zx mx El o � n m � D� Az DO �� 0n� DG) m� Mm civ MMM rznz oo A o mo A o M >m 0�D0 D O D X m Z !n �_ p to 0 m� m m m rz ZU)M Z x ? Cf) 0 A < m A A cc =r z � z m O -1 O c) p Do A cw A r o m m Acn U) O O D D r r m m z z W � En z z -00 CO> = M w N .O O wcomN (i V/ N W IOm C) V) N y .. - NU3 sw V1 O nfT� N am nc�o L' '. Nmz p so C1 mo p O minor o CO A-M,m �) x .� x �o m r �� m Aao wROL A M' m ri o �m� 0 m o m o° D m mGJ A c o r z ��� �'0 0 '•o<x z z� �. m O7 Z i pG K Z X C c� 0 3I, 5 'f Z —i m � ti D (i 3 � N C) Z �nD A r ;� m m x � m O O m om V! m O� m om r oY°q� zoj Z 2 fn m naiamo� l) ,� N� �® Z c000) o CO `, A-0 C) 000 p A 2 a NgS N AA N °i��� O;upAA o ZyD ' m 3 w 'm 0j x z � z z m r ❑� c n a O z� z� o o � I I {+ I I I � � , o a rn � z S c� O D O I O N X o � CD M Zoo i I m a Z C D � 11 (n N 0 0 N !n U7 U7 m m c o O A A A -O A A A A A -0 A X X � � ❑ o❑� D D D D D D D D D D➢ n u c ■ o o m m m m m m m m m m m z z D � n m� N� m G) 0 S Z � A o0 W N W CID Z Ng m � Ir.' N ■z ❑p� (� n 0 N D W .' a N O co o� 0 Z Z T� A ti A � � V n z ■ ❑ o o m rz" n z � o O � D r❑ m D W I I I I I I I I I I I m m � m � m w ❑ m o l l l l 4 1 1 1 1 1 1 IM m c m 8 o � m O n _ � "' O f/1 A _ ❑ J N WN+ cp V Cn W i c0 J Cit W m D c Z m a m S cn � N N Z Or m W ON1 A N O 00 Ot ? O N �? N C M N � ❑ N M ro I I I I I I I I I I I I m O N z m v O M � D co m I I I I I I I I I I I I m 0 N o f I I I I I I I I I I I m � O M D D � o x w -{ m n cn A A D G_ z m T A � N 0 M A m r C O �� zAo � -mi O � M m AQ'O o n DO ''� A o; C rz oz A oz: z z m� n N O � � ti m n � .Z1 n C �m zm cnA y n Am V) nm �� � O O D(n mm DD On m W A r� Do Z A �Z mA oz M Z� X �% � o N � X X F � o ovo z�v � z z p O G) � c0� 0 p o '0 > n A A A A A x r '� D D➢ D D, D D D D D D D � O a � J m m m m m m m m m m m m z o r N � � N rn 07 ❑ n O � z N N O O D o a � o � � � L !�' m a o D D � o x w -{ m n cn A A D G_ z m T A � N 0 M A m r C O �� zAo � -mi O � M m AQ'O o n DO ''� A o; C rz oz A oz: z z m� n N O � � ti m n � .Z1 n C �m zm cnA y n Am V) nm �� � O O D(n mm DD On m W A r� Do Z A �Z mA oz M Z� X �% � o N � X X F � o ovo z�v � z z p O G) � c0� 0 p m x C � � N � m � (n N City of Bremerton 345 - 6th Street, Ste. 600 Bremerton, WA 98337 (360) 473-5275 CASE # C16 0690 Complaint Type: GRAF Date Submitted: 09/27/2016 Complaint Status: OPEN Date Closed: 77 Violator Information Location Name: Street: 2300 6TH ST Address: City: BREMERTON St: WA Zip: 98312 Location: Home: Work: Intersection: Nature Of Complaint GRAFFITI Complaint Actions Action Action Date Due Date Action Note 9/26/2016 Search notions Parcel Search Parcel Search �f�511J 0 Parcel No QQ Site Address 0 Mail Address 2300 6TH ST Show results in a table, not the map. Contact GIS I Disclaimer I Help 0Taxpayer Map Scale: 1 : 1,200 Zoom In Zoom Out Full Extent Prev Extent Next Extent Pan Draw Measure Select Layers Results Print 1 1 Zoom to Location F i � •-_. °'� � t �')I 1 ,JI' '. , b 1 ' 11 1 / a 11 [ yYl l Irfl:�. 11 1 e 1 [ r [ 1[,1 Manage Layers li ltJ h, •� r' ,•a k t' .• Q .C, Current Map Theme: Imagery :-y r" ) �1 7th St Choose A Theme i -)Section Township Range D (� Parcels Identify Results �(^^^ I d 1 0 1 1 5 u iJ r� F N CJ Tax Parcels ----- -- --— - -- _ -- - �...2 ! J ° t/I �.if i 11 , [ 1 t 1 : c 1 y ✓ Taxpayer DILLON DOUGLAS & 30YE r l�, t"'I R _} •�j'(, 4 f ly•. U Tax Parcel P 1 AccountNo 3810-069-016-0008 f! ©Tax Parcel t ! Account ID 1469337- fI DStreams t Site Address wA 96TH ST BREMERTON r C) Roads 1 0 6TH ST BREMERTON WA y 0 Contours Mall Address wA 98312 hC) imagery Tax Statement Photos & Sketches li Z Imagery -20 Parcel Details Tax & Levy Assessments M OTranspan Land & Location Build inp &improvements - i, f;y t� (`„• y'y, r �i rr f, I Receipts Value &Tax HistoryLi Lplits & Merges DCD Permit Info S �i 0TransparI T"'—�--------------'—ter ) Sales History Voting Districts _ } ❑ Imagery -201 l�c � C2 O Transpari - ,1� "-meq.-}I ❑ Imagery _20L. i 0TransparencY i �. r f`� i _ F�3�U %/ f�: ( $ �- 11 0 Imo er 2001 C12T I] l G t .I OT9ansParencY v ? Imagery 1994 0 Transparency � Transparency Slider c 1, t i E?cis r[ er�elr •;..1 u•: ! ,�i 'FJ' .l �x:'1 cl1}F},' 11 1 • It . u o T _._.'.R. �i - - ,.n_ _ SIth— lh St L 9rEj .' r. ate S httpsl/psearch.kitsapgov.com/webappal 1/1 Janet Lunceford From: graffiti@ci.bremerton.wa.us Sent: Friday, September 23, 2016 7:14 PM To: Janet Lunceford; David Buffington Subject: Graffiti - 2300 6TH ST BREMERTON WA 98312 Attachments: 1474683146762,kml New graffiti report County Data: Type of Property:Private Address: 2300 6TH ST City: BREMERTON State: WA Zip: 98312 Jurisdiction: BR Property Class: 637 - General warehouse Zone Code: CITY Acres: 0.25 Number of Dwellings: 0 Number of Other: 2 Date: 09/23/2016 Address: 2300 6TH ST BREMERTON WA 98312 Comments: Please enter comments Pics: http://webappl.ci.bremerton.wa.us/graffiti/pics/0.98437800.1474683218.1474683146762 jpg http://webapp l .ci.bremerton.wa.us/graffiti/status.php?t*474683146762 https://maps.google.comlmaps?q=http:llwebapp l .ci.bremerton.wa.uslgraffitilkmll l 474683146762.kml 9/26/2016 City of Bremerton -�c�ItX Toggle C; Public & Closed >tie Private n m O Show �= Saf6woy - ��— O Public New O Hide _ Fri Sep 23 2016 gth o 9th St 9th St _ 9th St Type: null list view Cz O Private New ro o Address: Show All Unprocessed New Calls�d n null q < - Discord z - eD m ¢, z G� r-� yL is Games -- - Comments: v Pacific Cannabis 8 - B Company`�A4 Please enter comments A Kitsap Sports Status: null o ro m D. z ,�; D, D C�7 - �- Z- Response: ro Triple Crown null 3 z Tattoo Studio N ,• o Update status mr . Wells Fargo Ban _-6tli.St- -- ---_ _ 6th S! - 6th St . 6th St < o Navy Federal Credit 0 a m D Union;,ATMta Hertz q1 CD sio z ® m Family q, 9:a O p rtment iThe Charleston, mro ? D o 3 L z m o. y o D Bu we1176 b _ _ Z _ - �? z y Burwell St - ;*• z Z p D m < a G o Forest CO (DZ o �' t Ridge Park > 0 3 D a istrict m n.. p f d z � �. z m' :e High School 4 a Pho Tai i ]a ., rn r`o ! f St St _ _ 1St St 1St St 1st St -" — - — .__ 'I sl St�. .. _ �4ahanAve MahanA, Goz gle U) U a' http://webappl.ci.bremerton.wa.us/graffit/manager.php 1/2 9/26/2016 .ci.bremerton.wa.us/graffiti/manager.php City of Bremerton 0 Douglas and Joye Dillon 2300 — 6t' Street Bremerton, WA 98312 re: 2300 — 6t' Street, file #C16 0690 Department of Community Development 345 6th Street Suite 600 Bremerton, WA 98337-1873 Telephone: 360-473-5213 Fax: 360-473-5278 Janet. Lunceford@ci. bremerton. wa. us September 28, 2016 Janet Lunceford, Code Enforcement My office recently received a complaint of graffiti on your property located at 2300 — 6t' Street. While the city recognizes that you are a victim of the tagger, Mayor Lent has made graffiti eradication a priority for code enforcement, with the commitment to citizens that graffiti will be removed within 2 weeks of notification to the property owner. Please take the appropriate steps to eradicate the graffiti by October 13, 2016. If you paint over it, please do not follow the tagger's design; it will still be visible. Thank you for your attention to this issue. If you have any questions, you may contact me at (360) 473-5213. Janet K. Lunceford Code Enforcement Officer cc: file 0 0 2300 - 6th 9-28-2016 10-26-05 AM V. City of Breniterton PERMIT N1_?Mmi4:: RR15 00127 Departin 6A of Cortirritinity.Development DATE I SSVFD: Q3706/2015 345 - 6th Street, Ste: 600, Bremerton WA 98337 SITE ADDRFSS: 2300 61,111 ST (360).473-,5275 Fax: (360) 473-5278 ASSESSOR NUMBER: .1810-004-01.6.411008 ZONING: DC Name Phone APPLICANT- WESTOWER COMM UNCATIONS 601-8984450 OWNEW DILLOINDOUGLAS &JOVE , CONTRAC"UOR; MAS I fECNETWORKSOLUTIONS 971-273-4178 LENDER: Address Acee"i (..,ode 1195116 SW CN71,11-QZCVC. TUALATIN. OR 97062 2300 6TH ST 811 E M E RTON 1201,11 14TIILAYE; SE T83PO-P8NON RELLEVII IF, WA48004 SUBMITiFI); 0224/2015 APPROVED: 03/05/2015 EXPIRA11ON: 09102/2015 STATUS: ISSUED VALUATION: $15,000.00 Building Pertait $212.00 State Surchartie. 54.50 Plan Review Fee TOTAL FEES: Commercial Building Permit w/ Meflianical/Plutribing AT&TM0Rf1'jJ -Yr_ REPLACE SIX PANELSI W1111 SIX -N I EW PAINTIS AND SMALLER EQUIPMEYP A1'&TN4OBl.1..lTY- REP1,ACESIX PY-TEL S:WI1'11.StX NEWPANELS AND WMA,Elk EQUIP.1i'lENT Building Code. IWition: Occupanty Group- Tyi)e of Construction: Flood Zone: Setbacks: Sanitation Method: Number of Bedrooms: PA1_ Inspection Requests - EIRE :.Fire 1risoections (360) 471.5386 DCD: Building1ospections: (360) 473-5870 HEALTH, Kitsap County t1e.alth District. (360) 3317�5285 1411: Department of Labor and Industries (360) 415-4000 - PW&I.j-. Public Works - 1.ngiuceriog (360) 473-5270 This Ivern tit shall become mill and void it'dle described work authorizedbythis pernin has not cornmencexi within I.90. da fro I Ili d is ofissuance, or irttic work Is suspended or ahandtxreti at Y's n 'r., cn . y tiPicaller the work is commenced fora perio(tol`180 days; Itis the ,reei)oiisibility6ftie'pertiiit holdcr to see that the required inspcerion-sarc. made. Failure io obtain required inspections may result in Mopp . ge of.the work until such time that the pernin holder can subsiandateiotbe City ofBrenilcrton that the concealed work meets or exceeds code requiranents. Any demolition, testirip, or financia.] burden shall be boinc directly by Ii) e perin it holder, Fat hire to substandate code requirements will indcmnity the City against any find all respons bility or the construction, I hcr,cby certify thatI hac read and examined 'this PCI -1111.1 and know (lie same to be trite and conccl, All lirovi,�;ions, of laws and ordinances governing this tylle of work will be. complied with whether specified herein or not. The graining ofa permit does not presume to giw authority to violate or cancel provisions ofany State o1,1 ocal law repulating constrbetimi or thcTerforniame ofhc cons1ruction. If listing the owner as general coriti'actor, I earthy that I.aiii excinlit firom the requircincnis of clic Suite 1.jw under Section 3, Chapter 126, Lawn, of 1967. All RMIziotis to nn.approved plan require DCD review.and approvallprior to performing work. All building and tenantoccupaticy I I )Crrmis are rewired-to pass Final inspection prior to peratit expiiation and obtim:a certificate ofoc . eu pancy priol to use or occo0ancy- SIGNATIAZE OF OWNER OR AGENT: 00INTF6 NAMF. CONDITIONS City of Brernerton is approval of this a ppliication pertai ns only to, t lie City's regu latury iprisdiction, and thus c,'oniplih nee with City:regulations does souse ensure compliance with federal or state laws. NintedLY: MouatjoY, Mafgmtow 03i%`2015 10:25 ANI Page I oi^3 City (if Bremerton PERMITNUMBEA: 131115 00127 Department of Community Develophient DATE ISSUED: 03/06/201;5 Ll I 345,- 6th Street, Ste. 600, Bremerton WA 98337 SITE ADDRESS: 2.300 67'IIS7' (360) 473 52715 f'ax: (360) 473-5278. I (MD -50) Filial inspection Required: All building pennits shall have a final inVection performed and approved by tile City of J( fircirterton Department of Coninitmity Dcvc1olimcnt prior to Ilit ekpiration. The failure to icqlie�st 11 final inspection or pen failure to (,)brain fintil approval prior to expiration olay require it rcaciivation I-Vc, of applicaflon ifolole thao a year has passed with pia activity, 2. (DC'D-01) ASPF"STOS AND LEAD43ASED PAINT': AS r -f shing .13ESTOS:T Prior to per onring any renovation or demolition work. Pueet Sound.Clcan Air Agency and Mts "toll 1icillarmi6it ofLabor and lndustri6 (Ul) rubtdations,rcquirc- all asbcstossitrycybe pcifirrricd to detennitic whether there are asbcstos-66maining materials in the work area or structure: The asbestos survey inusit, be conducted by and I EVA -certified (AllERA) building impector (exceTt renovation fitmily more iriffirmation, please contact Clean Air Agency through their web: site it www.pselean,air.ort, air by phone E4800-552-3565 cir.206143-8800. The, L&I web site can be roilridw WwWALWI.g LEAD BASED PAINT: A contractor or person receiving cornpens"jtioll Who is perfonning renovation, repairs or painting on a residential building ora child -occupied facili . tv built before 1978,piuM beAraini:dand certified by an acircditcd I training provider, and registered asa Renovaor by the Wlishinglon State, Department ofC oil ' imcrcc- Lelld-Misod Paint Program.: Lor further information please Cullum: I I tic Department (if Commerce website at: ,www,coiiiiiiercc,wa.govl/lcad,I or ca.lV 50,A,LAb (532J), CONTRACTOR: A contracrofs rQgistratiowissued by WashingtqnStatc Dept- of:Labot & Industries is rvquin;d.fi)r anyone who contracts or submits bids foe construction work, incluctim,consults.repairs, or anyone- who co I or superinton(k, improves..demolishes, develops residential property for sate, or "flips" houses. ConiaO.L. & ]at (36001:5- 4(1(10r for information. ,3, (D(.'r.j- 02) D('I,):. Validity of INnnit *The: issi iance orgranting of a pen pit. sball ilot be, const rued* to be a per-illit lbr,. Or all approval 0 f, ally violation of.,my (if the'provisions of the WashingtonSuitc building colic:6, ufarly,other Ordinance of the City of Bremerton. Permits presuming to give authority to violate Or cancel .lhe.provisions ofthe Wasdier hington ;tate Bui kling colic of o ordinances of the City of 14rcnicrto ' n shall not be vilid.Thc issuartcc:oFa pe6fiit basedon construction documents and .other data shall not prevent the building ,(ifficiiii from requiring the correction of errors; in flie coiwi-tiction docianews and, other daut. The building official is also authorized to prevent occupancy or use of a struclurc wherein violation of the Washington Suite Building code or of any other ordinane . es, of the t,ity of 14 rcinerton. 4. (DCD47) DCI), Rci rispcction Fee: All approved phins, the printed bui.ldingf.wrmit; andAic pcimit inspection placard; we required to'be on.,ite For inspection purposes, and week to he inspected shall becornpicte and re"Idyfor inspeetionjfan inspection is called forand plats are not available onsite. or; the, world is not ready tbrinspection. appi'mid will not bi. re- inspection fee will he charged and must be collected by the Dc'partawnt,of ('i.iiiiiiiuiiitv-Dov clol)iiietit prior to.atly furthcr irispcefiorls.,being lierfornied or approvals granted. 5_ (DC1 D - DCD: Approved Plaris,,Frigincering. Site Plart;.Pertnit, and Conditions tind bcavailablc:fior ill-pectiom Any changes to plans shall be appi-twod beforle construciion.is ilkn1bruied. Architect :orengijiccer,i)frecord atiallappr(lvethe change be16resubmitting , a revision. A revision is, sub�jccttwa revision, fee and additional fees for planicviewland inspections. (I)CO-10) A iepar"lle electrical perritit issued through Labor is;reqiiircd for any new,niodified, repaiil:rePlacernent, , . service, maintenance, or teiiiporaryrlillst,,�lia,ticitis. E-JeOricid work is inspected by L&I pt for cover and die framing insixed.Contact L&I at,360.415-40 . Of . i o I r www.hri.wa.gov':,(RCAV *19.28) 3 L_ T (I)CID-58) o satisfy public records retention rvquirctneiriis��and-Rublic disclosure rcquesis,�a seuof�s-built plansin electronic fbnnit� shall be submitted to the 13 uildi rig, Dept. belbre the final, build ing inspection is. selleduted. 'Flieformat may. be, in , pdf (lieclerred), jpg, or ti(cledironk files, anAmibili iitcd,on (,P,"fkisli.driVc Or outer acceptab le method as determined' tiu the infoti'llation,technology specildist. As -built plailis,mclu&.thc civic drawing site plan, floor PkInS, C011SU'LiCtiOn urld Structural drawings, gild facility Systems. 8. (I)CID-90 C.'ID before you dig: Callifig till, two business days before you begin digging co outalf mark ,kyillalmuliliticsjo me d Tkf-411 buri'e'd lines from the street: to your liqusc-For'FREE'! Y 9. (Cuslola). Devel6priient must comply with Title 20 in the HMC:'. All dvyclofmielit: not shown owdic approved plans inustbe submitted .................... for rexjew, and approvalp-ior to Construction. j 10, (Custolli) Development shall comply with Wireless BMC 20,46:140, Any increase in ceCttcturehetghtOr ......................... -increase in cabinet enclosure 6rca mjuites1uhher.hind use petmoling' 11'. (Custool Pulstutrit to WNIC 20.50.040 all plariting.&I screening mail rial shall be mairimined in,a licaldiy.growing condition trec of J weeds, trash or debris through the life and use of the devc1opmem Dead, damaged,discased,'or missing plan[ alhalI be replanted or replaced; MINIM MINSPECTIONS REQUIRED To reque.,0 an inspedion, pleasexall (360) 473-5870 and be sure to provide,your perraWnumberi name oWijernnit, site,address, contact phone number, and inspection type. Tr on-line o register foliinspTton rjecesg, Vis'tile iit I . .9. City's website at wWwAllbrenterton.wa.us. Descriotion FLFC'FRICA(FINAL L&I - Electrical Filial Inspection FIRE - FINAL FIR -E - lFinal frisfiquion Printed bv,; M(Itintj(,yiMargrviotii)3i.0t)i'21)15 10:25 AM City of Bremerton PERMIT NUMBER: BB15 00127 Department of Community Development DATE ISSUED: 03/06/2015 345 - 6th Street, Ste. 600, Bremerton WA 98337 SITE ADDRESS: 2300 6TH ST (360)473-5275 Fax: (360) 473-5278 FINAL - BUILDING Final Inspection - Building FIXTURE LIST Qty Fixture Type Qty Fixture Type Printed by: Mountjoy, Margret on: 03/06/2015 10:25 AM Page 3 of 3 BUILDING PERMIT INSPECTION CARD PROTECT THIS CARD FROM THE WEATHER Building ❑ Plumbing 0. 2300 6TH ST AT&T MOBILITY - REPLACE SIX PANELS WITH SIX NEW PANELS AND SMALLER EQUIPMENT Mechanical ❑ Alarm/Sprinkler ❑ This Placard must be posted on or near building and the Permit &"Approved" plans must be at the site. Permit # BB 15 00127 Call the followina Anencv Telephone Numbers for inspections: Building Department inspections: (360) 473-5870 Water - Public Works: (360) 473-5927 PW - Public Works - Engineering: (360) 473-5270 Kitsap Public Health: (360) 337-5235 Fire - Fire Department: (360) 473-5386 L&I - Dept. of Labor and Industry. (360) 415-4000 - Property lines shall be properly identified and marked before foundation footing inspection. Setbacks are measured to the finished wall structure. - Reinspection fee may be assessed if inspection has been requested when not ready or corrections are not completed. - Permit, approved plans, engineering, and inspection card shall be on site during construction or Reinspection Fee may be assessed. Ingpection,• ... rv. .. ...F. >.Y„ . •F.e . . ,.....,. APP ' :..: DATE ' -Notes ,. n- .. ,xr..-., L&I - Electrical Final Inspection FIRE - Final Inspection .Final Inspection Inspection - Building FINAL BUILDING (360) 473-5870 All of the above must be approved. Approved Final Inspection grants occupancy for single family residence only. Commercial structures require separate Certificate of Occupancy. DO NOT OCCUPY BUILDING WITHOUT BUILDING DEPARTMENT APPROVAL Page 1 of 1 2/2412015 Print Parcel Search Map Kitsap county Parcel Search [Click here to Printl http://kcwppub3.co.kitsap.wa.usIParcelSearctVPRINT.ASP?CMD=ZOOM OUT&APAN=&PID=1469337&C LICK.X=81 &CLIC K.Y=172&EXTENT=%260 1/1 U15 60 !dl PERMIT CENTE9=3V� FEB 2 4 2015 COMMERCIAL Building Permit Application City of Bremerton, OCD Department of Community Development ' 345 - 6th Street, Suite 600 " Bremerton WA 98337-1873 (360) 473-5275 ' Fax (360) 473-5278 ' www.ci.bremerton.wa.us 1! plicant: ❑ Owncr ❑ Contractor ® Authorized Agent Business Name: AT&T Mobili Site Address: 2300 6th St. Bremerton, WA 98312 To apply for a property address, contact Public Works at (360) 473-5270 CONTRACTOR: Mastec Network Solutions OWNER: Douglas and Joye Dillon Address: 1203 114th Ave SE Address: 2300 6th St City, State, Zip: Bellevue, WA 98004 City, State, Zip: Bremerton, WA 98312 License # & Exp. Date: WESTOC1975J8 Phone #: 360 377 - 3903 Contact Name: Jesse London Authorized Agent Name: Jesse London Contact Phone #: 206 523 - 1941 Address: 918 S. Horton St #1002 Email address: jlondon@rykaconsulting.com City, State, Zip: Seattle, WA 98134 Tax ID/Parcel #: 38100040160008 Phone #: ( 206) 523 - 1941 ❑ Sewer ❑ Septic lEmail address: jlondon@rykaconsulting.com 1Mhat is the application for? (Please check) ❑ New Construction 0 Alteration ❑ Addition ❑ NEW COMMERCIAL ® TENANT IMPROVEMENT WITH WORK ❑ COMMERCIAL REMODEL ❑ TENANT IMPROVEMENT WITHOUT WORK ❑ COMMERCIAL ADDITION ❑ NEW SIGN 0 COMMERCIAL REPAIR ❑ GRADING (Cubic Yards: ) ❑ NEW MULTI -FAMILY ❑ REROOF ❑ DEMOLITION _ Interior _ Exterior**. Foundation Wali" _ Roof / Section" "` Separate demolition permit and fees required. Contact Public Works for sewer cap permit (473-5270). Sewer must be capped prior to demolition permit issuance. ❑ OTHER: IS THIS PROPERTY WITHIN 200 FEET OF A SHORELINE? YES ❑ NO Scope of work proposed: AT&T proposes the replacement of six panel antennas with six new panel antennas and smaller associated equipment. Square Footage: Building: N/A Construction Type: Valuation Plan Review Fee Permit Fee I Surcharge Total Fees $15,000 -7 -T $354.30 Application for which no permit is issued within 180 days following the date of application shall expire by limitation, and plans and other data submitted for review may thereafter be returned to the applicant or destroyed by the building official. The building official may extend the time for action by the applicant for a period not exceeding 180 days on request by the applicant, showing the circumstances beyond the control of the applicant have prevented actiorl from being taken. No applicant shall be extended more than once. In order to renew action on an application after expirati/ the ap ' nt all resubmit plans and pay a new plan review fee. 02/20/15 Applic ` 's�atur6-- Date Rev. July 2008 Memo City of Bremerton From: Jesse London Date: 2/20/2015 RDx'@jaV FEB 2 4 2015 City of Bremerton, DCD Re: Building Permit Application for AT&T wireless site BR45 Bremerton Hwy 310 Enclosed, please find the building permit application for the above mentioned AT&T Wireless site(s). Please acknowledge receipt of this package by signing below and faxing (206-260-7930) or emailing to jlondon@rykaconsulting.com. Received by City of Bremerton: Signature -_ e Date Rec'd: (5 q Permit File Number(s Sinc Jess Ryka Consulting on behalf of AT&T Mobility Ryka Consulting 1918 S. Horton St #1002 Seattle, WA 98134 Validity of permit. The Issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of the provisions of the International Codes or any other ordinance of the City of Bremerton. Permits presuming to give authority to violate or cancel the provisions of the International Codes and ordinances of the City of Bremerton TV (IBC 105 & IRC 105.4) November 20, 2014 FEB 2 4 2015 Michael Murray Crown Castle 5350 North 48th Street Suite 305 city Of Bremerton, DCD Chandler, AZ 85226 (480) 734-2422 Subject: Structural Analysis Report Carrier Designation: AT&T Mobility Co -Locate Carrier Site Number: Carrier Site Name: Crown Castle Designation: Engineering Finn Designation: Site Data: Dear Michael Murray, Crown Castle BU Number: Crown Castle Site Name: Crown Castle JDE Job Number: Crown Castle Work Order Number: Crown Castle Application Number: B+T Group Project Number: B+T GRP B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 (918) 587-4630 btwo@btgrp.com MUST COMPLY WITH ALL WASHINGTON STATE CODES BR45 Bremerton and Hwy 310 880436 Seattle Qwest - SEA624 315424/315425 968344 264632/233569 Rev. 0 84692.004.01 10148 Stoli Ln. NW, Bremerton, Kitsap County, WA Latitude 470 34'3.76", Longitude -1220 38'58.331, 60 Foot - Monopole Tower B+T Group 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 730924, in accordance with application 264632 revision 0 and 233569 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: LC7: Existing + Reserved + Proposed Equipment Sufficient Capacity Note: See Table 1 and Table 2 for the proposed and existing/reserved loading, respectively. This analysis has been performed in accordance with the 2012 International Building Code based upon an ultimate 3 -second gust wind speed of 110 mph converted to a nominal 3 -second gust wind speed of 85 mph per section 1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of Section 1609.1.1. Exposure Category B and Risk Category II were used in this analysis. All 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 B+T Group 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. City of Bremerton Respectfully submitted by: Dept, of Community Development B+T Engineering, Inc. i ON FEB 2 i 2015 WAS James Lindsey Project Engineer tnxTower Report - version 6.1.4.1 Reviewed for Code Coomm�pliannc �m By. John W. Kelly, P.E., S.E. Vice President 01315 0012 L@� I' November 20, 2014 60 Ft Monopole Tower Structural Analysis Report CCI BU No. 880436 Project Number 84692.004.01, Application 264632/ 233569, 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 6.1.4.1 J v 60 Ft Monopole Tower Structural Analysis Report November 20, 2014CCI BU No. 880436 Project Number 84692.004.01, Application 264632/ 233569, Revision 0 Page 3 1) INTRODUCTION This is a 60'Monopole tower designed by Rohn and mapped by FDH in May of 2010. The original design standard and wind speed are unknown. 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 85 mph with no ice and 60 mph under service loads, exposure category B with topographic category 1 and crest height of 0 feet. Table 1 - Proposed Antenna and Cable Information Table 2 - Existing and Reserved Antenna and Cable Information Center Numtier 4 Number Feed Mounting �Lme 'Number Lme G - ,. Elevation . Antenna Number Feed Level it O Elevation�� of - Antenna Model Manufacturer: of Feed Lme Note O Antennas _- � °Lines Size (m) .1 3 Kmw Communications ET-X-WM-18-65-813 3 Alcatel Lucent 9442 RRH2X40-07 47.0 47.0 1 3/8 Rfs Celwave 3 Alcatel Lucent RRH2X40-AWS 3 Alcatel Lucent RRH2x40-07L-DE Samsung 2 3/4 3 Commscope SBNHH-1 D65C 2.5GHz RRH-V3 57.0 3 Dbspectra DS7W2QT8-02 1-7/16 2 3 38.0 38.0 12 7/8 -- 6 Powerwave Tech. TT19-081313111-001 1 -- Pipe Mount [PM 601-3] Table 2 - Existing and Reserved Antenna and Cable Information tnxTower Report - version 6.1.4.1 Center+, Numtier 4 Number Feed Mountm g Level (ft)' Lme G - ,. Elevation . of ; f Antenna Manufacturer Antenna Motlel of Feed w Line Note Antennas ,4 .1 3 Kmw Communications ET-X-WM-18-65-813 3 Rfs Celwave APXVRR13-C-A20 3 Samsung Telecomm. 2.5GHz RRH-V3 57.0 57.0 3 1-7/16 2 3 Samsung OPTIC FIBER Telecomm. JUNCTION CYLINDER 3 Samsung POWER JUNCTION Telecomm. CYLINDER 3 Samsung Telecomm. RRH-134 1 --I T -Arm Mount [TA 702-3] -- -- 1 3 Andrew QBXLH-6565A-VTM 1 Kmw AM -X -CD -16 -65 -00T - Communications RET 12 7/8 3 2 Kmw AM -X -CD -17 -65 -OOT- Communications RET 47.0 47.0 6 Powerwave Tech. TT19-08BP111-001 3 Alcatel Lucent 9442 RRH 700 2 3/8 12 Kathrein 860.10025 2 3/4 1 2 Raycap DC6-48-60-18-8F 1 -- T -Arm Mount [TA 702-3] tnxTower Report - version 6.1.4.1 J November 20, 2014 60 Ft Monopole Tower Structural Analysis Report CCI BU No. 880436 Project Number 84692.004.01, Application 264632/ 233569, Revision 0 Page 4 Mounting Number :Lme Source Number Feed 7' Level ft O Antenna Elevation of Manufacturer Antenna Model of Feed :Line ,Note, Number' Antennas :Level ft O Ltnes Size m ' ) Manufacturer Antenna el",of Feetl Line 1583995 CCI Sites Antennas Crown CAD PackageDate: 45.0 1 -- Pipe Mount [PM 602-3] Stze (tn) Nntas• Information Not Available 1) Existing Equipment 2) Reserved Equipment 3) Equipment To Be Removed Table 3 - Design Antenna and Cable Informatinn r', 7=77 Source Online Application w 7' CCI Sites Mounting ;Lme Number, �Antenna'--,,' Tower Mapping Number' Feed :Level ft O Elevation of Manufacturer Antenna el",of Feetl Line 1583995 CCI Sites Antennas Crown CAD PackageDate: 11/17/2014 Lmes Stze (tn) Information Not Available 3) ANALYSIS PROCEDURE Table 4 - Documents Provided ` Document _ Remarks feire Re nce" 4 Source Online Application IAT&T Mobility Co -Locate Revision #0 264632 CCI Sites Online Application AT&T Mobility Co -Locate Revision #0 233569 CCI Sites Tower Mapping FDH Job No. 10-04112T T1 1490701 CCI Sites Foundation Drawing FDH, Project No. 10-05247E N1 1461103 CCI Sites Geotech Report ADaPT, Job No. WA01-5866 1583995 CCI Sites Antenna Configuration Crown CAD PackageDate: 11/17/2014 CCI Sites 3.1) Analysis Method tnxTower (version 6.1.4.1), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) Tower and structures were built in accordance with the manufacturer's specifications. 2) The tower and structures have been maintained in accordance with the manufacturer's specification. 3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. 4) Mount areas and weights are assumed based on photographs provided. 5) Material grades were assumed. This analysis may be affected if any assumptions are not valid or have been made in error. B+T Group should be notified to determine the effect on the structural integrity of the tower. tnxTower Report - version 6.1.4.1 November 20, 2014 60 Ft Monopole Tower Structural Analysis Report CC/ BU No. 880436 Project Number 84692.004. 01, Application 2646321233569, Revision 0 Page 5 4) ANALYSIS RESULTS Table 5 - Section Canaritv I_qiimm:krv% Section ;Component S' 0 Elevation. (ft) , ,, N . . - size ' cal. ' '�'P(K)f` Lieltn . 1. -1 , 116W , 4Kj W. — Q it .10pacy_ 10ass Fail Ll 60-51 Pole TP13.56xl2.5x0.188 1 -1.401 450.306 5.5 Pass L2 51-0 Pole TP19.25xl2.986x0.219 2 -7.544 758.966 81.8 Pass Base 18.0 Pass Summary Pole (L2) 81.8 Pass RATING = .8 Pass Table 6 - Tower Component Strpq-.PQ vc ('nn2rihs — 1 (17 re" citiha4mak- 'all c,�omO', "St It -V components) Notes 1) See additional documentation in "Appendix C — Additional Calculations" for calculations supporting the % capacity consumed. 2) Capacities up to 105% are considered acceptable based on analysis methods used. 4.1) -Recommendations The tower and its foundation have sufficient capacity to carry the existing, proposed and reserved loads. No modifications are required at this time. tnxTower Report - version 6.1.4.1 Component Elev kion':k Pass /Fall• Anchor Rods Base 44.1 Pass Base Plate Base 85.3 Pass Base Foundation Base 18.0 Pass re" citiha4mak- 'all c,�omO', "St It -V components) Notes 1) See additional documentation in "Appendix C — Additional Calculations" for calculations supporting the % capacity consumed. 2) Capacities up to 105% are considered acceptable based on analysis methods used. 4.1) -Recommendations The tower and its foundation have sufficient capacity to carry the existing, proposed and reserved loads. No modifications are required at this time. tnxTower Report - version 6.1.4.1 APPENDIX A TNXTOWER OUTPUT 60.0 6 51.0 It 0.0 0 DESIGNED APPURTENANCE LOADING -TYPE ELEVATION TYPE ELEVATION APXVRRI3-C-A20 w/ Mount Pipe (R) 57 (4) 860 10025 (E) 47 APXVRRI3-C-A20 w/ Mount Pipe (R) 57 (4) 860 10025 (E) 47 APXVRRI3-C-A20 w/ Mount Pipe (R) 57 O+ci 47 ET-X-WM-18-6"P w/ Mount Pipe (R) 57 DC6-48-60.18-BF (E) N l7 SBNHH-1D65C w/ Mount Pipe (P) � ET-X-WM-18-65-BP w/ Mount Pipe (R) 57 SBNHH-1 D65C w/ Mount Pipe (P) 47 RRH-P4 (R) 57 SBNHH-1 D65C w/ Mount Pipe (P) 47 RRH-P4 (R) 57 N N a 47 RRH-P4 (R) 57 0 m 47 OPTIC FIBER JUNCTION CYLINDER 57 9442 RRH2X40-07 (P) 47 (R) RRH2X40-AWS (P) 47 OPTIC FIBER JUNCTION CYLINDER 57 RRH2x40.AWS (P) 47 (R) OPTIC FIBER JUNCTION CYLINDER 57 RRH2X40-AWS (P) 47 (R) RRH2x40-07L-DE (P) 47 2.5GHz RRH-V3 (R) 57 RRH2x40-07L-DE (P) 47 G RRH2x40.07L-DE (P) C 2.5GHz RRH-V3 (R) 57 T -Ann Mount ITA 702-3] (E) C POWER JUNCTION CYLINDER (R) 57 Pipe Mount IPM 602.31 (E) m POWER JUNCTION CYLINDER (R) 57 v 38 POWER JUNCTION CYLINDER (R) 57 - DS7W2QT8-02 w/ Mount Pipe (P) lV T -Ann Mount rrA 702-3] (E) 57 DS7W2QT8.02 w/ Mount Pipe (P) 38 9442 RRH 700 (E) 47 - (2) TT19-08BP111-001 (P) 38 9442 RRH 700 (E) 47 (2) TTI 9-08BP111-001 (P) 38 9442 RRH 700 (E) 47 (2) TT19-08BP111-001 (P) 38 (4) 85010025 (E) 47 Pipe Mount [PM 601-31 (P) 38 y — 60.0 6 51.0 It 0.0 0 DESIGNED APPURTENANCE LOADING -TYPE ELEVATION TYPE ELEVATION APXVRRI3-C-A20 w/ Mount Pipe (R) 57 (4) 860 10025 (E) 47 APXVRRI3-C-A20 w/ Mount Pipe (R) 57 (4) 860 10025 (E) 47 APXVRRI3-C-A20 w/ Mount Pipe (R) 57 DC6-48-60.18-8F (E) 47 ET-X-WM-18-6"P w/ Mount Pipe (R) 57 DC6-48-60.18-BF (E) 47 ET-X-WM-18-65-8P w/ Mount Pipe (R) 57 SBNHH-1D65C w/ Mount Pipe (P) 47 ET-X-WM-18-65-BP w/ Mount Pipe (R) 57 SBNHH-1 D65C w/ Mount Pipe (P) 47 RRH-P4 (R) 57 SBNHH-1 D65C w/ Mount Pipe (P) 47 RRH-P4 (R) 57 9442 RRH2X40-07 (P) 47 RRH-P4 (R) 57 9442 RRH2X40-07 (P) 47 OPTIC FIBER JUNCTION CYLINDER 57 9442 RRH2X40-07 (P) 47 (R) RRH2X40-AWS (P) 47 OPTIC FIBER JUNCTION CYLINDER 57 RRH2x40.AWS (P) 47 (R) OPTIC FIBER JUNCTION CYLINDER 57 RRH2X40-AWS (P) 47 (R) RRH2x40-07L-DE (P) 47 2.5GHz RRH-V3 (R) 57 RRH2x40-07L-DE (P) 47 2.5GHz RRH-V3 (R) 57 RRH2x40.07L-DE (P) 47 2.5GHz RRH-V3 (R) 57 T -Ann Mount ITA 702-3] (E) 47 POWER JUNCTION CYLINDER (R) 57 Pipe Mount IPM 602.31 (E) 45 POWER JUNCTION CYLINDER (R) 57 DS7W2QT8-02 w/ Mount Pipe (P) 38 POWER JUNCTION CYLINDER (R) 57 - DS7W2QT8-02 w/ Mount Pipe (P) 38 T -Ann Mount rrA 702-3] (E) 57 DS7W2QT8.02 w/ Mount Pipe (P) 38 9442 RRH 700 (E) 47 - (2) TT19-08BP111-001 (P) 38 9442 RRH 700 (E) 47 (2) TTI 9-08BP111-001 (P) 38 9442 RRH 700 (E) 47 (2) TT19-08BP111-001 (P) 38 (4) 85010025 (E) 47 Pipe Mount [PM 601-31 (P) 38 MATERIAL STRENGTH GRADE Fy Fu I GRADE I Fy Fu IA572-50 I50 ksi 85 ksi TOWER DESIGN NOTES 1. Tower is located in Kitsap County, Washington. 2. Tower designed for Exposure B to the TIA-222-G Standard. 3. Tower designed for a 85 mph basic wind in accordance with the TIA-222-G Standard. 4. Deflections are based upon a 60 mph wind. 5. Tower Structure Class 11. 6. Topographic Category 1 with Crest Height of 0.000 ft 7. This analysis includes a previously installed tower extension and tower modifications. 8. TOWER RATING: 81.8% CTIONS :TORED MOMENT 238 kip -R TORQUE 0 kip -ft REACTIONS - 85 mph WIND �- B+T GroupJob: 1717 S. Boulder Ave., Suite 300 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: 918 295-0265 84692.004.01 -SEATTLE QWEST - SEA624,WA (BU# 88043 Project: Client` Crown Castle D` by James Lindsey Appd' code: TIA-222-G Date: 11/19/14 scale: NTS Fath: Dw0 No. E-1 W TIA-222-G - 85 mph Exposure B Maximum Values Vx Vz — Mx Mz Global Mast Shear (K) so.00 ou ia0 iso 51.00 I 1 I I 1 1 1 1 1 1 1 I 1 1 1 1 I 1 1 I I I 1 1 I 1 I I I I 1 I I I I I 1 I I I I I I I I I I I 1 I I I I I 1 I I I I I 1 I 1 I 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I 1 I I I I I I I I I 0.000 I I I I 1 1 I I 1 I I I 1 1 I 1 I 1 1 1 1 1 1 1 I I I 1 I i 1 I 1 1 1 1 1 I I 1 1 I 1 1 1 1 I I I I I I 1 i r I I 1 1 1 1 1 1 1 1 1 1 I 1 I I I I I I I I I I I I I I I 1 1 1 I 1 1 1 I I 1 I 1 1 1 I I 1 1 1 1 I 1 1 1 1 1 I 1 1 I 1 1 1 1 1 I I I I I I I I 1 I I I I I 1 I I I I I I I I I I I 1 I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I 1 1 I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I 1 I 1 I I I I I I I I I I I I I I I I I I I I I I t I 1 I I 1 I I I I 1 I I I I I I I I I I I I I 1 I I I 1 I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I 1 1 I I I 1 I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I 1 I I 1 I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i l I 1 1 1 I I 1 1 1 I 1 1 I I I 1 1 I I 1 I 1 1 1 1 I I I I 1 1 I I I I I I I 1 I I I 1 I I 1 I I I I 1 I 1 I I I I I 1 I 1 I 1 1 I I I 1 I I I I I I I 1 1.000 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 I I 1 I I I I I I I I I I I I I I I I I I 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Global Mast Moment (kip -ft) U ou ia0 iso 200 250 0.000 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Path: 2 No. E-4 19 1 I I 1 1 I i I I I I I I 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i l I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1.000 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 I I 1 I I I I I I I I I I I I I I I I I I 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 I 1 I I I I I 1 1 I 1 I I I I 1 I 1 1 I I I 1 1 I I I I I I I I I I I I I I I I 1 I I I I I I i I I I I I I 1 I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 11 ,I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 I I I I I I I I I I I I I I 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I l f I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 I I I I I I I I I I I I I I I I 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i l I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I I I I I I I I f .000 so 100 iso 200 2sn B+T Group �� 1717 S. Boulder Ave., Suite 300 e.T c,4; ITulsa, OK 74119 Phone: (918) 587-4630 FAX: (91 8) 295-0265 Job: 84692A04.01 -SEATTLE QWEST - SEA624, WA BU# 88043 PfDfe I: Client. Crown Castle Drawn by:James Lindsey APpd: Code: TIA-222-G Date: 11/19/14 Scale' NTS Path: 2 No. E-4 19 W TIA-222-G - Service - 60 mph Maximum Values Deflection (in) Tilt (deg) Twist (deg) 00.000 0.5 1 1. 51.UU I 1 I I I I 1 I I 1 I I I I I I I I I I I I I I I I I I I I I 1 1 I I I 1 I I I I I I I I I I 1 I I I I I I I I I I 1 I I I I I I I I 1 I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I 1 I I 0.00 I I I I I I I I I 1 I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I 1 1 1 I I I I I I I I I I I I I 1 1 I I I 1 1 I I I I I I I I I I I I 1 1 1 I 1 I I I I I I I I I I I I I I I 1 I I I I I I I I I I 1 I I I I I I I I I I I I I I I 1 1 I I I I 1 I I I I I I I I I 1 1 I I I I I I I 1 1 I I I 1 1 I I I 1 I I I I I I I I I I I I 1 I 1 1 1 I 1 I I I I 1 I 1 1 I I I I I I I I I I I i I I I I 1 1 I I I I I I I I I I I I I I I I I I 1 1 I I I I I I I I I 1 I I I I I I I I 1 I I I I I I I 1 I I I I I I I I I 1 I I I I I I I 1 I 1 1 I I I I 1 I I I I I I I I I I i I I I I I I I I I i I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I 1 1 I 1 I I I I I i I I I I I I I I I 1 I I I 1 1 1 I I I I I I I I I 1 I I I 1 I I I I I I I I I I I I I I I I I I I I l i l l I I I I I I I I I I I I 1 I I I I I I I I I I I 1 I I I I I I I I I 1 I I I I I I I I 1 I I I I I I I I I I 1 I 1 I 1 I I I I I I I I I i 1 I 1 I I I I I I I I I I I I I I I I I I I I I I I 1 1 I I I 1 I I I i I I I I I I I I I I I I I I I I 1 I 1 I 1 I I I I I I I I I I 1 I I 1 I 1 I I I I I I I I I I I I I I I 1 I I I I I I I I I I I 0 5 �n U 0.5 1 1. I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I l t l I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ( I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I f l l I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I fill I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0.5 1 1 5 0 0.05 Job: 84692.004.01 -SEATTLE QWEST - SEA624,WA BU# 88043 0.1 50.000 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I 1 1.000 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I 000 0.05 n i B+T Group 1717 S. Boulder Ave., Suite 300 B -'r '==���' Tulsa, OK 74119 Phone: (918) 587 4630 FAX: 918 295-0265 Job: 84692.004.01 -SEATTLE QWEST - SEA624,WA BU# 88043 Pmjed: Client: Crown CasUe D`a"'" by:James LindseyAppd: cone: TIA-222-G Date: 11/19/14 scale: NTS Path.Dwg No. E-5 111 Feed Line Distribution Chart 0' - 60' Round Flat App In Face App Out Face Truss Leg Face A Face B Face C B+T Group 1717 S. Boulder Ave., Suite 300 BST Tulsa, OK 74119 Phone: (918) 587-4630 FAX: 918 295-0265 - -------- --- --- -- -----m Client Crown Castle Drrawn by James Lindsey Appd. Code: TLA -222- °ate: 11/19/14 scale: NTS Path: Dwg No. E-7 N al v' p m w a n LLI z O o p V LL N h LL J N Face C B+T Group 1717 S. Boulder Ave., Suite 300 BST Tulsa, OK 74119 Phone: (918) 587-4630 FAX: 918 295-0265 Job:84692.004.01-SEATTLE QWEST - SEA624, WA BU# 88043 Project: Client Crown Castle Drrawn by James Lindsey Appd. Code: TLA -222- °ate: 11/19/14 scale: NTS Path: Dwg No. E-7 t1Z.7CTawer Job 84692.004.01 -SEATTLE QWEST - SEA624,WA (BU# 880436) Page 1 of 11 Project Date 13:10:2711/19/14 B+T Group 1717 S. Boulder Ave., Suite 300 Tulsa, OK 74119 Phone: (918) 587-4630 FAX.- (918) 295-0265 Client Crown Castle Designed by James Lindsey y 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 Kitsap County, Washington. Basic wind speed of 85 mph. Structure Class II. Exposure Category B. Topographic Category 1. Crest Height 0.000 ft. Deflections calculated using a wind speed of 60 mph. This analysis includes a previously installed tower extension and tower modifications.. 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. Consider Moments - Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification Use Code Stress Ratios Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) Add IBC .6D+W Combination O tions ' Distribute Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wind Area Use Clear Spans For KL/r Retension Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appurt. Autocalc Torque Arm Areas SR Members Have Cut Ends Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Use TIA-222-G Tension Splice Capacity Exemption Treat Feedline Bundles As Cylinder Use ASCE 10 X -Brace Ly Rules Calculate Redundant Bracing Forces Ignore Redundant Members in FEA SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation Consider Feedline Torque Include Angle Block Shear Check _.. Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets Ta ere d.;Pole..Secfon Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius in3 It fl ft Sides in in in in 4.383 Ll 60.000-51.000 9.000 1.690 16 12.500 13.560 0.188 0.750 A572-50 180.694 4.761 6.916 26.128 364.124 3.955 2.325 (50 ksi) L2 51.000-0.000 52.690 8.909 16 12.986 19.250 0.219 0.875 A572-50 2.149 9.824 19.627 13.280 607.652 6.775 9.818 (50 ksi) Tapered Pole Prope `,ties Section Tip Dia Area I r C I/C J It/Q w w/t in int in' in in in3 in' int in Ll 12.745 7.364 141.041 4.383 6.375 22.124 284.217 :3.641 2.114 11.277 13.826 7.998 180.694 4.761 6.916 26.128 364.124 3.955 2.325 12.402 L2 13.445 8.909 183.460 4.545 6.623 27.701 369.697 4.405 2.149 9.824 19.627 13.280 607.652 6.775 9.818 61.895 1224.505 6.566 3.395 15.522 tlxTower Job . Page Placement 84692.004.01 -SEATTLE QWEST - SEA624,WA (BU# 880436) 2 of 11 B+T Group Project Date 1717S. Boulder Ave., Suite 300 B 13:10:27 11/19/14 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 FAX.- (918) 295-0265 1 Crown Castle James Lindsey Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt (per face) A, ' Spacing Spacing Diagonals Horizontals 1t Rz in in in Ll 1 1 1 60.000-51.000 L2 1 1 1 51.000-0.000 Feed Line/Linear Appurtenances - Entered 'As Round Or flat Description Sector Component Placement Total Number Start/End Width or Perimeter Weight TYPE 2(1-7/16) B Type Inside Pole Number Per Row Position Diameter 0.001 (R) t2 fi2 11 ft2 K Ll in in kIf FB-L98-002-XXX(3/8) B Surface At 47.000 - 0.000 2 2 0.000 0.394 0.000 (E -Inside Conduit) B (CaAa) Inside Pole 47.000 - 0.000 1 0.000 0.000 0.000 2" Rigid Conduit B Surface At 47.000 - 0.000 1 1 0.000 2.000 0.003 (E) B (CaAa) Inside Pole 47.000 - 0.000 2 0.000 0.000 0.001 WR-VG86ST-BRD(3/4) B Surface Ar 47.000 - 0.000 2 2 0.100 0.774 0.001 (E) «*«**« (CaAa) 0.150 Safety Line 3/8 C Surface Ar 60.000 - 0.000 (E) (CaAa) 0.000 0.375 0.000 0.000 F000 Line/Linear Appurtenances - Entered As.Area Description Face or Leg Allow Shield Component Type Placement t Total Number CAAA CAAA /I? Weight kl TYPE 2(1-7/16) B No Inside Pole 57.000.- 0.000 3 No Ice 0.000 0.001 (R) t2 fi2 ft, ft2 K Ll 60.000-51.000 A ««««« 0.000 0.000 0.000 0.000 B 0.000 FB-L98-002-XXX(3/8) B No Inside Pole 47.000 - 0.000 1 No Ice 0.000 0.000 (P) 0.000 0.002 L2 51.000-0.000 A 0.000 0.000 0.000 WR-VG86ST-BRD(3/4) B No Inside Pole 47.000 - 0.000 2 No Ice 0.000 0.001 (P) C 0.000 0.000 1.912 0.000 0.011 *«««« LDF5-50A(7/8") B No Inside Pole 38.000 - 0.000 12 No Ice 0.000 0.000 (P) Feed Line /Linear Appurtenances Section Areas (ower '!'ower Face AR AF CAAA CAAA Weight Section Elevation In Face Out Face - t2 fi2 ft, ft2 K Ll 60.000-51.000 A 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 0.000 0.011 C 0.000 0.000 0.338 0.000 0.002 L2 51.000-0.000 A 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 20.376 0.000 0.494 C 0.000 0.000 1.912 0.000 0.011 trtxTower Job 84692.004.01 -SEATTLE QWEST - SEA624,WA (BU# 880436) Page 3 of 11 B+T Group 1717S. Boulder Ave., Suite 300 Project Date 13:10:27 11/19/14 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by James Lindsey Feed Line Center of Pressure Section Elevation CPX CPZ CPX CPZ K. K Ice Ice jt in in in in L1 60.000-51.000 0.000 0.055 0.000 0.055 L2 51.000-0.000 0.439 -0.160 0.439 -0.160 Shie.Idhig Factor.Ka Tower Feed Line Description Feed Line K. K Section Record No. CAAA Segment Elev. No Ice Ice Ll 12 Safety Line 3/8 51.00 - 60.00 1.0000 1.0000 L1 4 FB-L98-002-XXX(3/8) 51.00-47.00 1.0000 1.0000 LI 5 2" Rigid Conduit 51.00 - 47.00 1.0000 1.0000 L1 61 WR-VG86ST-BRD 3/4 51.00-47.001 1.00001 1.0000 Discrete Tower. Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert n U q J• i1 1 � K fi ./ APXVRRI3-C-A20 w/ A From Leg 3.000 0.000 57.000 No Ice 7.590 3.926 0.052 Mount Pipe 0.000 (R) 0.000 APXVRRI3-C-A20 w/ B From Leg, 3.000 0.000 57.000 No Ice 7.590 3.926 0.052 Mount Pipe 0.000 (R) 0.000 APXVRRI3-C-A20 w/ C From Leg 3.000 0.000 57.000 No Ice 7.590 3.926 0.052 Mount Pipe 0.000 (R) 0.000 ET-X-WM-18-65-8P w/ A From Leg 3.000 0.000 57.000 No Ice 7.354 4.431 0.059 Mount Pipe 0.000 (R) 0.000 ET-X-WM-18-65-8P w/ B From Leg 3.000 0.000 57.000 No Ice 7.354 4.431 0.059 Mount Pipe 0.000 (R) 0.000 ET-X-WM-18-65-8P w/ C From Leg 3.000 0.000 57.000 No Ice 7.354 4.431 0.059 Mount Pipe 0.000 (R) 0.000 RRH-P4 A From Leg 3.000 0.000 57.000 No Ice 3.191 2.075 0.060 (R) 0.000 0.000 RRH-P4 B From Leg 3.000 0.000 57.000 No Ice 3.191 2.075 0.060 (R) 0.000 0.000 RRH-P4 C From Leg 3.000 0.000 57.000 No Ice 3.191 2.075 0.060 (R) 0.000 0.000 OPTIC FIBER JUNCTION A From Leg 3.000 0.000 57.000 No Ice 0.447 0.447 0.002 CYLINDER 0.000 (R) 0.000 OPTIC FIBER JUNCTION B From Leg 3.000 0.000 57.000 No Ice ' 0.447 0.447 0.002 CYLINDER 0.000 (R) 0.000 tf1xTUWEP Job Page Offsets: 84692.004.01 -SEATTLE QWEST - SEA624,WA (BU# 880436) 4 of 11 Project Date B+T Group 1717S. Boulder Ave., Suite 300 13:10:27 11/19/14 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle James Lindsey y FAX. (918 295-0265 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Harz Adjustment Front Side Leg Lateral Vert ft o ft .iZ ft, K r ft OPTIC FIBER JUNCTION C From Leg 3.000 0.000 57.000 No Ice 0.447 0.447 0.002 CYLINDER 0.000 (R) 0.000 2.5GHz RRH-V3 A From Leg 3.000 0.000 57.000 No Ice 2.803 1.424 0.060 (R) 0.000 0.000 2.5GHz RRH-V3 B From Leg 3.000 0.000 57.000 No Ice 2.803 1.424 0.060 (R) 0.000 0.000 2.5GHz RRH-V3 C From Leg 3.000 0.000 57.000 No Ice 2.803 1.424 0.060 (R) 0.000 0.000 POWER JUNCTION A From Leg 3.000 0.000 57.000 No Ice 0.426 0.426 0.003 CYLINDER 0.000 (R) 0.000 POWER JUNCTION B From Leg 3.000 0.000 57.000 No Ice 0.426 0.426 0.003 CYLINDER 0.000 (R) 0.000 POWER JUNCTION C From Leg 3.000 0.000 57.000 No Ice 0.426 0.426 0.003 CYLINDER 0.000 (R) 0.000 T -Arm Mount [TA 702-3] C None 0.000 57.000 No Ice 5.640 5.640 0.339 (E) rt**rtrtssss** 9442 RRH 700 A From Leg 1.000 0.000 47.000 No Ice 3.528 1.596 0.044 (E) 0.000 0.000 9442 RRH 700 B From Leg 1.000 0.000 47.000 No Ice 3.528 1.596 0.044 (E) 0.000 0.000 9442 RRH 700 C From Leg 1.000 0.000 47.000 No Ice 3.528 1.596 0.044 (E) 0.000 0.000 (4) 860 10025 A From Leg 3.000 0.000 47.000 No Ice 0.163 0.136 0.001 (E) 0.000 0.000 (4) 860 10025 B From Leg 3.000 0.000 47.000 No Ice 0.163 0.136 0,001 (E) 0.000 0.000 (4) 860 10025 C From Leg 3.000 0.000 47.000 No Ice 0.163 0.136 0.001 (E) 0.000 0.000 DC6-48-60-18-8F A From Leg 3.000 0.000 47.000 No Ice 1.266 1.266 0.020 (E) 0.000 0.000 DC6-48-60-18-8F C From Leg 3.000 0.000 47.000 No Ice 1.266 1.266 0.020 (E) 0.000 0.000 SBNHH-1D65C w/ Mount A From Leg 3.000 0.000 47.000 No Ice 11.626 9.793 0.082 Pipe 0.000 (P) 0.000 SBNHH-ID65C w/ Mount B From Leg 3.000 0.000 47.000 No Ice 11.626 9.793 0.082 Pipe 0.000 (P) 0.000 SBNHH-1 D65C w/ Mount C From Leg 3.000 0.000 47.000 No Ice 11.626 9.793 0.082 Pipe 0.000 (P) 0.000 tnxTower Job 84692.004.01 -SEATTLE QWEST - SEA6240A (BU# 880436) Page 5 of 11 B+T Group 1717S. Boulder Ave., Suite 300 Project Date 13:10:27 11/19/14 Client Designed by Tulsa, OK 74119 Phone: (918) 587-4630 FAX.- (918 295-0265 Crown Castle James Lindsey Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert .n 0r ft2 ft2 K .R R 9442 RRH2X40-07 A From Leg 3.000 0.000 47.000 No Ice 2.491 2.205 0.051 (P) 0.000 0.000 9442 RRH2X40-07 B From Leg 3.000 0.000 47.000 No Ice 2.491 2.205 0.051 (P) 0.000 0.000 9442 RRH2X40-07 C From Leg 3.000 0.000 47.000 No Ice 2.491 2.205 0.051 (P) 0.000 0.000 RRH2X40-AWS A From Leg 3.000 0.000 47.000 No Ice 2.522 1.589 0.044 (P) 0.000 0.000 RRH2X40-AWS B From Leg 3.000 0.000 47.000 No Ice 2.522 1.589 0.044 (P) 0.000 0.000 RRH2X40-AWS C From Leg 3.000 0.000 47.000 No Ice 2.522 1.589 0.044 (P) 0.000 0.000 RRH2x40-07L-DE A From Leg 3.000 0.000 47.000 No Ice 4.003 2.555 0.074 (P) 0.000 0.000 RRH2x40-07L-DE B From Leg 3.000 0.000 47.000 No Ice 4.003 2.555 0.074 (P) 0.000 0.000 RR142x40-07L-DE C From Leg 3.000 0.000 47.000 No Ice 4.003 2.555 0.074 (P) 0.000 0.000 Pipe Mount [PM 602-3] C None 0.000 45.000 No Ice 7.680 7.680 0.279 (E) T -Ann Mount [TA 702-3] C None 0.000 47.000 No Ice 5.640 5.640 0.339 (E) DS7W2QT8-02 w/ Mount A From Leg 1.000 0.000 38.000 No Ice 18.916 8.763 0.221 Pipe 0.000 (P) 0.000 DS7W2QT8-02 w/ Mount B From Leg 1.000 0.000 38.000 No Ice 18.916 8.763 0.221 Pipe 0.000 (P) 0.000 DS7W2QT8-02 w/ Mount C From Leg 1.000 0.000 38.000 No Ice 18.916 8.763 0.221 Pipe 0.000 (P) 0.000 (2) TT19-08BP111-001 A From Leg 1.000 0.000 38.000 No Ice 0.636 0.516 0.016 (P) 0.000 0.000 - (2) TT19-08BP111-001 B From Leg 1.000 0.000 38.000 No Ice 0.636 0.516 0.016 (P) 0.000 0.000 (2) TT19-08BPI I1-001 C From Leg 1.000 0.000 38.000 No Ice 0.636 0.516 0.016 (P) 0.000 0.000 Pipe Mount [PM 601-3] C None 0.000 38.000 No Ice 4.390 4.390 0.195 (P) InxTower Job Page 1.2 Dead+1.6 Wind 0 deg - No Ice 84692.004.01 -SEATTLE QWEST - SEA624,WA (BU# 880436) 6 of 11 B+T Group Project Date 1717S. Boulder Ave., Suite 300 6 13:10:27 11/19/14 Tuls2L_� Client Designed by Phone: FAX.• Crown Castle James Lindsey Load.Combinafi'ons 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 Dead+Wind 0 deg - Service 27 Dead+Wind 30 deg - Service 28 Dead+Wind 60 deg - Service 29 Dead+Wind 90 deg - Service 30 Dead+Wind 120 deg - Service 31 Dead+Wind 150 deg - Service 32 Dead+Wind 180 deg - Service 33 Dead+Wind 210 deg - Service 34 Dead+Wind 240 deg - Service 35 Dead+Wind 270 deg - Service 36 Dead+Wind 300 deg - Service 37 Dead+Wind 330 deg - Service Maximum Member Forces Minor Axis Section Elevation Component Condition Gov. Axial Major Axis No. jl Type Load Moment Moment Comb K kip- hip_ Ll 60-51 Pole Max Tension 2 0.000 -0.000 -0.000 Max. Compression 14 -1.403 0.000 -6.246 Max. Mx 20 -1.403 6.245 -0.000 Max. My 14 -1.403 0.000 -6.246 Max. Vy 20 -1.476 6.245 -0.000 Max. Vx 2 -1.476 0.000 6.244 Max. Torque 8 -0.000 L2 51-0 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 14 -7.545 -0.084 -232.216 Max. Mx 8 -7.545 -232.414 0.114 Max. My 2 -7.545 -0.084 232.445 Max. Vy 8 5.200 -232.414 0.114 Max. Vx 2 -5.200 -0.084 232.445 Max. Torque 17 -0.087 ���wer Job Page Minor Axis 84692.004.01 -SEATTLE QWEST - SEA624,WA (BU# 880436) 7 of 11 Project Date B+T Group 1717 S. Boulder Ave., Suite 300 K kip -ft 13:10:27 11/19/14 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 FAX. 918 295-0265 Crown Castle James Lindsey Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment K Comb K kip -ft kip -ft Moment, At _ Pole Max. Vert Maximum Reactions Location Condition Gov. Vertical Horizontal, X Horizontal, Z Overturning Load K K K Comb. Moment, At _ Pole Max. Vert 8 7.558 -5.181 0.000 Max. H. 21 5.669 5.181 0.000 Max. H. 3 5.669 0.000 5.181 Max. M. 2 232.445 0.000 5.181 Max. M. 8 232.414 -5.181 0.000 Max. Torsion 5 0.087 -2.590 4.487 Min. Vert 19 5.669 4.487 -2.590 Min. H, 9 5.669 -5.181 0.000 Min. H. 15 5.669 0.000 -5.181 Min. M, 14 -232.216 0.000 -5.181 Min. M� 20 -232.247 5.181 0.000 Min. Torsion 17 -0.087 2.590 -4.487 �' T®wer Mast Reaction Summary ` LoadVertical Shear,, Shear, Overturning Overturning Torque Combination Moment, M Moment, At _ K K K kip- kip- lap -ft Dead Only 6.298 0.000 0.000 -0.090 -0.068 0.000 1.2 Dead+1,6 Wind 0 deg - No 7.558 -0.000 -5.181 -232.445 -0.084 -0.074 Ice 0.9 Dead+1.6 Wind 0 deg - No 5.669 -0.000 -5.181 -229.651 -0.063 -0.075 Ice 1.2 Dead+1.6 Wind 30 deg - No 7.558 2.590 -4.487 -201.319 -116.250 -0.086 Ice 0.9 Dead+1.6 Wind 30 deg - No 5.669 2.590 -4.487 -198.895 -114.846 -0.087 Ice 1.2 Dead+1.6 Wind 60 deg - No 7.558 4.487 -2.590 -116.280 -201289 -0.074 Ice 0.9 Dead+1.6 Wind 60 deg - No 5.669 4.487 -2.590 -114.868 -198.874 -0.075 Ice 1.2 Dead+1.6 Wind 90 deg - No 7.558 5.181 -0.000 -0.114 -232.414 -0.043 Ice 0.9 Dead+1.6 Wind 90 deg - No 5.669 5.181 -0.000 -0.084 -229.629 -0.043 Ice 1.2 Dead+1.6 Wind 120 deg - 7.558 4.487 2.590 116.052 -201.289 0.000 No Ice 0.9 Dead+1.6 Wind 120 deg - 5.669 4.487 2.590 114.699 -198.874 0.000 No Ice 1.2 Dead+1.6 Wind 150 deg- 7.558 2.706 4.687 206.137 -119.163 0.043 No Ice 0.9 Dead+1.6 Wind 150 deg - 5.669 2.706 4.687 203.727 -117.733 0.043 No Ice 1.2 Dead+1.6 Wind 180 deg - 7.558 -0.000 5.181 232.216 -0.084 0.074 No Ice 0.9 Dead+1.6 Wind 180 deg - 5.669 -0.000 5.181 229.483 -0.063 0.075 No Ice 1.2 Dead+1.6 Wind 210 deg - 7.558 -2.590 4.487 201.092 116.082 0.086 No Ice I WxTower Job Page Shear, 84692.004.01 -SEATTLE QWEST - SEA624,WA (BU# 880436) 8 of 11 B+T Group Project Date 1717S Boulder Ave., Suite 300 Py 13:10:2711/19/14 Tulsa, OK 74119 . Client Designed by Phone: (918) 587-4630 FAX. 918) 295-0265 Crown Castle 1 1 James Lindsey LoadVertical Shear, Shear, Overturning Overturning Torque Combination Load PX Py Moment, M Moment, M Py PZ K K K kip -Jt kip- kip -ll 0.9 Dead+1.6 Wind 210 deg - 5.669 -2.590 4.487 198.727 114.721 0.087 No Ice 6.298 0.000 0.000% 2 0.000 -7.558 1.2 Dead+1.6 Wind 240 deg - 7.558 4.487 2.590 116.052 201.122 0.074 No Ice -5.181 0.000 5.669 5.181 0.000% 4 0.9 Dead+1.6 Wind 240 deg - 5.669 -4.487 2.590 114.700 198.749 0.075 No Ice 2.590 -5.669 -4.487 -2.590 5.669 4.487 1.2 Dead+1.6 Wind 270 deg - 7.558 -5.181 -0.000 -0.114 232.247 0.043 No Ice 0.000% 7 4.487 -5.669 -2.590 4.487 0.9 Dead+1.6 Wind 270 deg - 5.669 -5.181 -0.000 -0.084 229.505 0.043 No Ice 7.558 0.000 0.000% 9 5.181 -5.669 1.2 Dead+1.6 Wind 300 deg- 7.558 -4.487 -2.590 -116.280 201.122 -0.000 No Ice 2.590 -4.487 7.558 -2.590 0.000% 11 0.9 Dead+1.6 Wind 300 deg- 5.669 4.487 -2.590 -114.868 198.749 -0.000 No Ice 2.706 -7.558 4.687 -2.706 7.558 4.687 1.2 Dead+1.6 Wind 330 deg - 7.558 -2.706 4.687 -206.365 118.995 -0.043 No Ice 0.000% 14 0.000 -7.558 5.181 0.000 0.9 Dead+1.6 Wind 330 deg - 5.669 -2.706 4.687 -203.896 117.608 -0.043 No Ice 5.669 -5.181 0.000% 16 -2.590 -7.558 Dead+Wind 0 deg - Service 6.298 0.000 -1.446 -64.488 -0.069 -0.021 Dead+Wind 30 deg - Service 6.298 0.723 -1.252 -55.861 -32.266 -0.024 Dead+Wind 60 deg - Service 6.298 1.252 -0.723 -32.291 -55.836 -0.021 Dead+Wind 90 deg - Service 6.298 1.446 0.000 -0.094 -64.463 -0.012 Dead+Wind 120 deg - Service 6.298 1.252 0.723 32.102 -55.836 0.000 Dead+Wind 150 deg - Service 6.298 0.755 1.308 57.072 -33.074 0.012 Dead+Wind 180 deg - Service 6.298 0.000 1.446 64.299 -0.069 0.021 Dead+Wind 210 deg - Service 6.298 -0.723 1.252 55.672 32.127 0.024 Dead+Wind 240 deg - Service 6.298 -1.252 0.723 32.102 55.697 0.021 Dead+Wind 270 deg - Service 6.298 -1.446 0.000 -0.094 64.324 0.012 Dead+Wind 300 deg - Service 6.298 -1.252 -0.723 -32.291 55.697 -0.000 Dead+Wind 330 deg - Service 6.298 -0.755 -1.308 -57.261 32.936 -0.012 Solution $Uminary Sum of Applied Forces Sum of Reactions Load PX Py PZ PX Py PZ % Error Comb. K K K K K K 1 0.000 -6.298 0.000 0.000 6.298 0.000 0.000% 2 0.000 -7.558 -5.181 0.000 7.558 5.181 0.000% 3 0.000 -5.669 -5.181 0.000 5.669 5.181 0.000% 4 2.590 -7.558 -4.487 -2.590 7.558 4.487 0.000% 5 2.590 -5.669 -4.487 -2.590 5.669 4.487 0.000% 6 4.487 -7.558 -2.590 4.487 7.558 2.590 0.000% 7 4.487 -5.669 -2.590 4.487 5.669 2.590 0.000% 8 5.181 -7.558 0.000 -5.181 7.558 0.000 0.000% 9 5.181 -5.669 0.000 -5.181 5.669 0.000 0.000% 10 4.487 -7.558 2.590 -4.487 7.558 -2.590 0.000% 11 4.487 -5.669 2.590 4.487 5.669 -2.590 0.000% 12 2.706 -7.558 4.687 -2.706 7.558 4.687 0.000% 13 2.706 -5.669 4.687 -2.706 5.669 -4.687 0.000% 14 0.000 -7.558 5.181 0.000 7.558 -5.181 0.000% 15 0.000 -5.669 5.181 0.000 5.669 -5.181 0.000% 16 -2.590 -7.558 4.487 2.590 7.558 -4.487 0.000% 17 -2.590 -5.669 4.487 2.590 5.669 4.487 0.000% 18 4.487 -7.558 2.590 4.487 7.558 -2.590 0.000% 19 4.487 -5.669 2.590 4.487 5.669 -2.590 0.000% 20 -5.181 -7.558 0.000 5.181 7.558 0.000 0.000% 21 -5.181 -5.669 0.000 5.181 5.669 0.000 0.000% 22 4.487 -7.558 -2.590 4.487 7.558 2.590 0.000% 23 -4.487 -5.669 -2.590 4.487 5.669 2.590 0.000% WxTower Job Page Resuits. 84692.004.01 -SEATTLE QWEST - SEA624,WA (BU# 880436) 9 of 11 B+T Group Project Date 1717 S. Boulder Ave., Suite 300 Py 13:10:27 11/19/14 Tulsa, OK 74119 Phone: (918) 587-4630 Client Crown Castle Designed by FAX.- (918) 295-0265 Comb. James Lindsey Sum of Applied Forces Resuits. Sum of Reactions Load PX Py PZ PX Py PZ % Error Comb. K K K K K K Yes 24 -2.706 -7.558 -4.687 2.706 7.558 4.687 0.0000/0 25 -2.706 -5.669 -4.687 2.706 5.669 4.687 0.000% 26 0.000 -6.298 -1.446 0.000 6.298 1.446 0.000% 27 0.723 -6.298 -1.252 -0.723 6.298 1.252 0.000% 28 1.252 -6.298 -0.723 -1.252 6.298 0.723 0.000% 29 1.446 -6.298 0.000 -1.446 6.298 0.000 0.000% 30 1.252 -6.298 0.723 -1.252 6.298 -0.723 0.000% 31 0.755 -6.298 1.308 -0.755 6.298 -1.308 0.000% 32 0.000 -6.298 1.446 0.000 6.298 -1.446 0.000% 33 -0.723 -6.298 1.252 0.723 6.298 -1.252 0.000% 34 -1.252 -6.298 0.723 1.252 6.298 -0.723 0.000% 35 -1.446 -6.298 0.000 1.446 6.298 0.000 0.000% 36 -1.252 -6.298 -0.723 1.252 6.298 0.723 0.000% 37 -0.755 -6.298 -1.308 0.755 6.298 1.308 0.000% Non -Linear -Convergence Resuits. Force Load Converged? Number Displacement Combination ofCycles Tolerance Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00068774 3 Yes 4 0.00000001 0.00031291 4 Yes 5 0.00000001 0.00056341 5 Yes 5 0.00000001 0.00026211 6 Yes 5 0.00000001 0.00058619 7 Yes 5 0.00000001 0.00027357 8 Yes 4 0.00000001 0.00062711 9 Yes 4 0.00000001 0.00024739 10 Yes 5 0.00000001 0.00057356 11 Yes 5 0.00000001 0.00026750 12 Yes 5 0.00000001 0.00058883 13 Yes 5 0.00000001 0.00027287 14 Yes 4 0.00000001 0.00068649 15 Yes 4 0.00000001 0.00031260 16 Yes 5 0.00000001 0.00058609 17 Yes 5 0.00000001 0.00027383 18 Yes 5 0.00000001 0.00056313 19 Yes 5 0.00000001 0.00026227 20 Yes 4 0.00000001 0.00062660 21 Yes 4 0.00000001 0.00024724 22 Yes 5 0.00000001 0.00057519 23 Yes 5 0.00000001 0.00026803 24 Yes 5 0.00000001 0.00060238 25 Yes 5 0.00000001 0.00027946 26 Yes 4 0.00000001 0.00004784 27 Yes 4 0.00000001 0.00023660 28 Yes 4 0.00000001 0.00026885 29 Yes 4 0.00000001 0.00004133 30 Yes 4 0.00000001 0.00024977 31 Yes 4 0.00000001 0.00025406 32 Yes 4 0.00000001 0.00004757 33 Yes 4 0.00000001 0.00026904 34 Yes 4 0.00000001 0.00023588 35 Yes 4 0.00000001 0.00004126 36 Yes 4 0.00000001 0.00025227 37 Yes 4 0.00000001 0.00027392 0 I%xTQWQr Job Page APXVRRI3-C-A20 w/ Mount Pipe 37 8.269 1.065 84692.004.01 -SEATTLE QWEST - SEA624,WA (BU# 880436) 10 of 11 B+T Group Project Date 17175. Boulder Ave., Suite 300 0.001 3361 13:10:27 11/19/14 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Section FAX.- (918) 295-0265 '° Jades Lindsey .Maximum Tower Deflections-Service.Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load r in Comb. o ° Ll 60-51 8.950 37 1.064 0.001 L2 52.69-0 7.323 37 1.058 0.001 Elevation f Cr'itiCM:Deflectio'ns and7Radius of Curvature Se,rvice.Wind Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature Comb. in o o f 57.000 APXVRRI3-C-A20 w/ Mount Pipe 37 8.269 1.065 0.001 4325 47.000 9442 RRH 700 37 6.179 1.025 0.001 3218 45.000 Pipe Mount [PM 602-3] 37 5.807 1.006 0.001 3361 38.000 DS7W22T8-02 w/ Mount Pipe 37 4.611 0.917 0.001 3980 ft Max,irnurn 'cower Deflections -'Design Section Elevation Harz. Gov. Tilt Twist '° No. Deflection Load APXVRRI3-C-A20 w/ Mount Pipe 24 ft in Comb ° 3.842 LI 60-51 32.277 24 3.841 0.004 47.000 L2 52.69-0 26.411 24 3.818 0.004 22.289 Critical Deflections and R'adius.of Curvature ,Design Wind:. tsievanon Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Elevation Comb. in o '° ft 57.000 APXVRRI3-C-A20 w/ Mount Pipe 24 29.824 3.842 0.004 1208 47.000 9442 RRH 700 24 22.289 3.698 0.004 898 45.000 Pipe Mount [PM 602-3] 24 20.946 3.631 0.004 937 38.000 DS7W22T8-02 w/ Mount Pipe 24 16.636 3.308 0.004 1109 Compressrori Checks Pole Desjgn'Data Ratio Section Elevation Size L L. KI/r A P„ �P„ No. Pw J2 .it ft int K K SPR L] 60-51(1) TP13.56xl2.5x0.188 9.000 0.000 0.0 7.879 -1.401 450.306 0.003 L2 51-0(2) TP19.25x12.986x0.219 52.690 0.000 0.0 13.280 -7.544 758.966 0.010 nTawer Job Page Data 84692.004.01 -SEATTLE QWEST - SEA624,WA (BU# 880436) 11 of 11 B+T Group Project Date 1717S. Boulder Ave., Suite 300 Element K 13:10:27 11/19/14 Tulsa, OK 74119 Phone: (918) 587-4630 client Crown Castle Designed by FAX- (918) 295-0265 kip -ft- carnes Lindsey Section Elevation Size M Data Ratio M,Y 4M, Ratio No. Allow. Criteria No. Element K M Section M Size Actual 0y ft kip -ft- t +M kip -ft Ji +Mm, Ll 60 - 51 (l) TP13.56x12.5x0.188 6.252 120.735 0.052 0.000 120.735 0.000 L2 51-0(2) TP19.25x12.986x0.219 238.215 294.774 0.808 0.000 294.774 0.000 _. ;.. ole Interaction Design Data ;,,:.: ., Section Elevation Pole Shear Design Data Ratio Ratio Ratio Comb. Allow. Criteria No. Element K Ratio Section Elevation Size Actual 0y Ratio Actual OT No. 450.306 y V T OM T 0V .lt K K w kip -.11 kip -fl �T Ll 60-51(l) TP13.56xl2.5x0.188 1.478 225.153 0.007 0.000 2.43.395 0.000 L2 51-0(2) TP19.25xl2.986x0.219 5.432 379.483 0.014 0.043 594.249 0.000 _. ;.. ole Interaction Design Data ;,,:.: ., Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. Element K P. M M,Y V T Stress Stress 450.306 5.5 6P OM OM4 0V OT Ratio Ratio Ll 60-51(l) 0.003 0.052 0.000 0.007 0.000 0.055 1.000 Pole (L2) 81.8 Pass � 4.8.2 L2 51-0(2) 0.010 0.808 0.000 ' 0.014 0.000 0.818 1.000 - 4.8.2 1+' Section Capacity Table. Section Elevation Component Size Critical P ePale,,. % Pass No. ft Type Element K K Capacity Fail Ll 60-51 Pole TP13.56xl2.5x0.188 1 - -1.401 450.306 5.5 Pass L2 51-0 Pole TP19.25xl2.986x0.219 2 -7.544 758.966 81.8 Pass Summary Pole (L2) 81.8 Pass RATING == 81.8 Pass APPENDIX B BASE LEVEL DRAWING f 7 (PROPOSED) (12) 7/8' TO 38 1 (1) 3/8' TO 47 Fl (2) 3/4' TO 47 Fl (INSTALLED -TO BE (12) 7/8' TO 47 1 (INSTALLED -IN CONDUIT) (2) 3/8' TO 47 FT LEVEL (INSTALLED) (2) 3/4' TO 47 FT LEVEL BUSINESS UNIT:880436 () (3) 1-7/18' TO 57 FT LEVEL • I V APPENDIX C ADDITIONAL CALCULATIONS Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Material TIA Rev G Assumption: Clear space between bottom of leveling nut and top of concrete not exceeding (1)*(Rod Diameter) Site Data BUM 880436 Site Name: SEATTLE QWEST - SEA624, WA App #: 233569 Revision # 0 Pole Manufacturer:1 Other Anchor Rod Data Qty: Diam: Rod Material: Strength (Fu): Yield (Fy): Bolt Circle: . 4 in ksi ksi in ;;.;,,;2.25.*'.;; A6154 ' 100 ;•. 75' :;;"' 26, Stiffener Data (Welding at both sides) Plate Data Diam::: '' 32 '_ in Thick:... x.1.5 _. , . in Grade: 5W- '' ksi Single -Rod B-eM 15.32 In Stiffener Data (Welding at both sides) Config: Weld Type: Groove Depth: Groove Angle:. Fillet H. Weld: Fillet V. Weld: Width: Height: Thick: Notch::, Grade: Weld str.: _ : , -0 . <_ Disregard —Disregard in in in in in in ksi ksi `•,, .. ::16 >65: " ' ' ^ ., "L " , _ .. ,>; `` ' :` "- Pole Data Diam: Thick: Grade. # of Sides: Fu Reinf. Fillet Weld 19:25::.`. ';10.218751♦ in in ksi "0" IF Round ksi "0" if None :,•50 ` ::16 >65: " " `0'' '' Reactions Mu:. , 238 ft -kips Axial, Pu: 8 - ` kips Shear, Vu: ' 5'..; kips Eta Factor, 0';5„' TIA G (Fig. 4-4 If No stiffeners; Crti%na:. AISC LR(D <-Only Applcable to Unstiffened Cases Anchor Rod Results Max Rod (Cu+ Vu/fj): Allowable Axial, 4)*Fu*Anet: Anchor Rod Stress Ratio: Base Plate Results Base Plate Stress: Allowable Plate Stress: Base Plate Stress Ratio: n/a Stiffener Results Horizontal Weld Vertical Weld: Plate Flex+Shear, fb/Fb+(fv/Fv)A2: Plate Tension+Shear, ft/Ft+(fv/Fv)A2: Plate Comp. (AISC Bracket): Pole Results Pole Punching Shear Check: 114.5 Kips 260.0 Kips 44.1 % Pass Flexural Check 38.4 ksi 45.0 ksi 85.3% Pass n/a n/a n/a n/a n/a n/a 0 = none, 1 = every bott, 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 CClplate v2.0 Non-Ri id AISC LRFD (p*Tn Non -Rigid AISC LRFD 9)*Fy Y.L. Length: 17.48 Analysis Date: 11/19/2014 r CCI Foundation Tool Suite - Monopole Pier CCIFTS 1.2.108.14286 - Phase 1-2 BU: 880436 Site Name: SEATTLE QWEST-SEA624,WA App Number: 206382 Rev# 0 Work Order: 715513 Monopole Drilled Pier Input EC*nteFia"� TIA Revision: G ACI 318 Revision: 2008 Seismic Category: D f roes, 12`:' Compression 8 kips Shear 5 kips Moment 238 k -ft Swelling Force 0 kips f%.—anon.Dimensions 'p k� 8.00 kips ; Pier Diameter: 5.5 ft Ext. above grade: 0.5 ft Depth below grade: 22.2 ft K.IL -l55 rt --9 '137 Number of Rebar: 13 Rebar Size: 10 Tie Size 4 Rebar tensile strength: 60 ksi Concrete Strength: 3000 psi Ultimate Concrete Strain 0.003 in/in Clear Cover to Ties: 3 in CROWN CASTLE C(D- 3"C.C. Analysis Results a Depth to Zero Shear 1 8 0 8 100 0 p 0 0 0 7 : 4' .'a i§,—, . 12`:' „ 1300> . ,2400 ,12',.. Soil Axial Capacity ' 1y:2 0 , 3 10 2 12 22.2 100 3600 1.8 1.8 73.62 Comp (k) Cut`" 8.00 kips ; Analysis Results Soil Lateral Capacity Depth to Zero Shear - 901 ft . Max Moment Mu 28428 k.ft' ` Sol45afety Factor 2128 SafetyFacto�Regd� 1.33 RATING s, x36.3%� Soil Axial Capacity Skin`Fri6on' (k): 300;13 _kips End'Beanng(k) 1311:81 kips, Comp Capauty;(k) �Cn: 1611.95 kips, . Comp (k) Cut`" 8.00 kips ; Concrete/Steel Check Mu (fr'om sod`analysis) 264.28',k -ft 1579 2i k ft TING.. , rho p�owded 0:36 rho regmred 0 SOj¢ACI 318 Secp.5.3 Chk Ap, Rebar,Spacmg 12 68. Spacing requued 20 32rOPw Dev Length required 12.94 Dev Length provided 55 65 i"o .° Overall;Foundation�Rating.*,:r 18 0%= Page 1 of 1 PROJECT 84692.004.01 - Seattle Qwest SUBJECT Seismic Check DATE 11/19/14 i PAGE 1 OF 4 B&T Engineering, Inc. 1717 S. Boulder, Suite 300 Tulsa, OK 74119 B+T GRP (918) 587-4630 Seismic Base Shear Calculation (Compared to Wind Base Shear) ismic: International Building Code 2006 & ASCE7-05 nd: TIA/EIA-222 (See Tower Calcs for version of code) er Type (Guyed, SST, MP): Mill er Height: 60.0 ft J Base Shear 5.0 kips (From tnxTower Output) J Moment 238 k -ft (From tnxTower Output) imum Tower Weight (including appurtenances & ice): 8.0 kips Class D Table 1615.1.1 (IBC) mic Category II Table 1604.5/1622,2.5(2) (IBC) .tral Response Acceleration for Short Period (Ss) 1.556 Figure 1615(1) (IBC) tral Response Acceleration at 1.0 Second Period (Sl) 0.607 Figure 1615(2) (IB:) )rtance Factor (Ie) 1.00 Table 1604.5 (IBC) DIAToc = 12.50 in DIAmT = 19.25 in TTOP = 0.188 in TmT = 0.219 in Number of Sections = 5.000 Elev at Wt Top Section 1 = 500 lbs 13.170 ft Section 2 = 500 lbs 26.350 ft Section 3 = 500 lbs 39.520 ft Section 4 = 500 lbs 52.690 ft Section 5 = 200 lbs 60.000 ft PROJECT 84692.004.01 - Seattle Qwest SUBJECT Seismic Check DATE 11/19/14 1 PAGE 2 OF 4 Seismic Design Using ASCE 7-05 Ss = 1.56 Fa = 1 SMs = 1.556 S1= 0.61 Fv= 1.5 SM1= 0.911 Site Class = D Using ASCE 7-05 Chapter 11, 12 and 15 Table 15.4.-2 Telecommunication R = 1.50 Towers: Pole: Steel 520 = 1.50 Cd = 1.50 Approximate Fundamental Period ASCE 12.8.2.1 Ta = Ct (h_n)^x Ct = 0.02 = 0.431 SEC h_n = 60.00 FT x = 0.75 ASCE 12.8.2 T= Cu Ta Cu = 1.4 = 0.604 SEC jF B&T Engineering, Inc. 1717 S. Boulder, Suite 300 Tulsa, OK 74119 B+T GRP (918) 587-4630 SDs = 1.037 SDl = 0.607 SITE COEFFICIENT, Fa Coefficient Cu Occupancy Cate o Site Class 1 0.25 1 0.5 0.75 1 1 1 1.25 A LD1.0 0.8 0.8 0.8 0.8 0.8 1.0 1.0 1.0 1.0 1.2 1.2 1.1 1.0 1.0 1.6 1.41.21.1 1.02.5 1.7 i.Z 0.9 0.9 See Section .1.4.7 C Using ASCE 7-05 Chapter 11, 12 and 15 Table 15.4.-2 Telecommunication R = 1.50 Towers: Pole: Steel 520 = 1.50 Cd = 1.50 Approximate Fundamental Period ASCE 12.8.2.1 Ta = Ct (h_n)^x Ct = 0.02 = 0.431 SEC h_n = 60.00 FT x = 0.75 ASCE 12.8.2 T= Cu Ta Cu = 1.4 = 0.604 SEC jF B&T Engineering, Inc. 1717 S. Boulder, Suite 300 Tulsa, OK 74119 B+T GRP (918) 587-4630 SDs = 1.037 SDl = 0.607 SEISMIC DESIGN CATEGORY SITE COEFFICIENT, Fv Coefficient Cu Occupancy Cate o Site Class 0.1 0.2 0.3 0.4 1 0.5 A B C D E F 0.8 0.8 0.8 0.8 0.8 1.0 1.0 1.0 1.0 1.0 1.7 1.6 1.5 1.4 1.3 2.4 2.0 1.8 1.6 1.5 3.5 3.2 2.8 2.4 2.4 See Section 11.4.7 C SEISMIC DESIGN CATEGORY BASED ON Sds Coefficient Cu Occupancy Cate o Value of Shc Occupancy Category III - IV Value of Sds�; or I IV Sds < 0.167 A 0.133 < Shc < 0.20 A A 0.167 < Sds < 0.33 B D D B C 0.33 < Sds < 0.50 C C D 0.50 < Sds D D D SEISMIC DESIGN CATEGORY BASED ON Shc Coefficient Cu Occupancy Cate o Value of Shc I or II III - IV Shc < 0.067 A A A 0.067 < Shc < 0.133 B B C 0.133 < Shc < 0.20 C C D 0.20 < Shc D D D Approximated Period calculation is used for comparative purposes. Seismic analysis of this tower follows the procedure from the TIA-222-G code. Calculate Seismic Response Coefficient Cs = S_ds/(R/I) S -ds = 1.037 = 0.692 R = 1.50 Cs z 0.300 I= 1.00 Cs s S_d1/(T R / I) 5 0.670 Cs = 0.670 Seismic Design Category = D COEFFICIENT FOR UPPER LIMIT ON CALCULATED PERIOD Value of Shc Coefficient Cu - 0.4 1.4 0.3 1.4 0.2 1.5 0.15 1.6 - 0.1 1.7 IROJECT 84692.004.01 - Seattle Qwest RIECT Seismic Check )ATE 11/19/14 1 PAGE 3 OF 4 B&T Engineering, Inc. Ej 1717 S. Boulder, Suite 300 TPulsa, OK 74119 B+T GRP (918) 587-4630 Equivalent Modal Analysis Procedure: i h (TIA-222-G Section 2.7.8) b c Seismic forces at 5 -foot intervals 47 230 60.0 ft 27.773 13648.983 2478.203 284.4504 0 lbs 0 k -ft 46 225 0 26.578 12091.522 2201.353 267.3715 0 lbs 0 k -ft 45 220 0 25.410 10679.422 1949.889 250.9149 0 lbs 0 k -ft 44 215 0 24.268 9402.273 52.7 ft 235.0730 0 lbs 0 k -ft 43 210 0 23.153 8250.174 1516.034 219.8382 0 lbs 0 k -ft 42 205 0 22.063 7213.721 1330.315 205.2027 O lbs 0 k -ft 41 200 0 21.000 6283.993 1163.323 191.1585 0 lbs 0 k -ft 40 195 0 19.963 5452.538 1013.598 177.6977 0 lbs 0 k -ft 39 190 0 18.953 4711.365 879.760 164.8122 0 lbs 0 k -ft 38 185 0 17.968 4052.924 760.504 152.4938 0 lbs 0 k -ft 37 180 0 17.010 3470.100 654.600 140.7342 0 lbs 0 k -ft 36 175 0 16.078 2956.197 560.888 129.5250 0 lbs 0 k -ft 35 39.5 ft 0 15.173 2504.926 478.278 118.8576 0 lbs 0 k -ft 34 165 0 14.293 2110.390 405.749 108.7234 0 lbs 0 k -ft 33 160 0 13.440 1767.078. 342.342 99.1135 0 lbs 0 k -ft 32 155 0 12.613 1469.842 287.164 90.0190 0 lbs 0 k -ft 31 150 0 11.813 1213.894 239.381 81.4309 0 lbs 0 k -ft 30 145 0 11.038 994.787 198.219 73.3398 0 lbs 0 k -ft 29 140 0 10.290 808.407 162.959 65.7364 0 lbs 0 k -ft 28 135 0 9.568 650.954 132.938 58.6111 0 lbs 0 k -ft 27 130 0 8.873 518.936 107.545 51.9542 0 lbs 0 k -ft 26 125 0 8.203 409.152 86.216 45.7558 0 lbs 0 k•ft 25 120 0 7.560 318.680 68.440 40.0058 0 lbs 0 k -ft 24 26.4 ft 0 6.943 244.867 53.748 34.6939 0 lbs 0 k -ft 23 110 0 6.353 185.311 41.715 29.8097 0 lbs 0 k -ft 22 105 0 5.788 137.854 31.959 25.3423 0 lbs 0 k -ft 21 100 0 5.250 100.564 24.137 21.2809 0 lbs 0 k -ft 20 95 0 4.738 71.728 17.940 17.6143 0 lbs 0 k -ft 19 90 0 4.253 49.834 13.099 14.3309 0 lbs 0 k -ft 18 85 0 3.793 33.560 9.373 11.4190 0 lbs 0 k -ft 17 80 0 3.360 13.2 ft 6.555 8.8664 0 lbs 0 k -ft 16 75 0 2.953 13.464 4.464 6.6607 0 lbs 0 k -ft 15 70 0 2.573 7.838 2.947 4.7888 0 lbs 0 k -ft 14 65 0 2.218 4.197 1.875 3.2374 O lbs 0 k -ft 13 60 492 1.890 1.980 1.140 1.9928 653 lbs 39 k -ft 12 55 799 1.588 0.742 0.654 1.0414 554 lbs 30 k -ft 11 50 727 1.313 0.138 0.347 0.3709 180 lbs 9 k -ft 10 45 1282 1.063 -0.088 0.165 -0.0278 0.0 ft -1 k -ft 9 40 810 0.840 -0.118 0.066 -0.1640 -89 lbs -4 k -ft 8 35 619 0.643 -0.068 0.020 -0.0781 -32 lbs -1 k -ft 7 30 M = 44 k -ft 0.473 -0.006 0.006 0.1017 16 lbs 0 k -ft 6 25 238 0.328 V = 1442 lbs 0.010 0.2254 36 lbs 1 k -ft 5 20 238 0.210 0.061 0.022 0.2601 41 lbs 1 k -ft 4 15 - 238 0.118 0.070 0.035 0.2505 40 lbs 1 k -ft 3 10 238 0.053 0.071 0.042 0.2319 37 lbs 0 k -ft 2 5 238 0.013 0.059 0.034 0.1908 30 lbs 0 k -ft 1 0 119 0.000 0.000 0.000 0.0000 0 lbs O k -ft 6274 1442 lbs 76 k -ft Vertical Distribution of Seismic Forces M i h w a b c Sei FS= 47 230 0 27.773 13648.983 2478.203 284.4504 0 lbs 0 k -ft 46 225 0 26.578 12091.522 2201.353 267.3715 0 lbs 0 k -ft 45 220 0 25.410 10679.422 1949.889 250.9149 0 lbs 0 k -ft 44 215 0 24.268 9402.273 1722.018 235.0730 0 lbs 0 k -ft 43 210 0 23.153 8250.174 1516.034 219.8382 0 lbs 0 k -ft 42 205 0 22.063 7213.721 1330.315 205.2027 O lbs 0 k -ft 41 200 0 21.000 6283.993 1163.323 191.1585 0 lbs 0 k -ft 40 195 0 19.963 5452.538 1013.598 177.6977 0 lbs 0 k -ft 39 190 0 18.953 4711.365 879.760 164.8122 0 lbs 0 k -ft 38 185 0 17.968 4052.924 760.504 152.4938 0 lbs 0 k -ft 37 180 0 17.010 3470.100 654.600 140.7342 0 lbs 0 k -ft 36 175 0 16.078 2956.197 560.888 129.5250 0 lbs 0 k -ft 35 170 0 15.173 2504.926 478.278 118.8576 0 lbs 0 k -ft 34 165 0 14.293 2110.390 405.749 108.7234 0 lbs 0 k -ft 33 160 0 13.440 1767.078. 342.342 99.1135 0 lbs 0 k -ft 32 155 0 12.613 1469.842 287.164 90.0190 0 lbs 0 k -ft 31 150 0 11.813 1213.894 239.381 81.4309 0 lbs 0 k -ft 30 145 0 11.038 994.787 198.219 73.3398 0 lbs 0 k -ft 29 140 0 10.290 808.407 162.959 65.7364 0 lbs 0 k -ft 28 135 0 9.568 650.954 132.938 58.6111 0 lbs 0 k -ft 27 130 0 8.873 518.936 107.545 51.9542 0 lbs 0 k -ft 26 125 0 8.203 409.152 86.216 45.7558 0 lbs 0 k•ft 25 120 0 7.560 318.680 68.440 40.0058 0 lbs 0 k -ft 24 115 0 6.943 244.867 53.748 34.6939 0 lbs 0 k -ft 23 110 0 6.353 185.311 41.715 29.8097 0 lbs 0 k -ft 22 105 0 5.788 137.854 31.959 25.3423 0 lbs 0 k -ft 21 100 0 5.250 100.564 24.137 21.2809 0 lbs 0 k -ft 20 95 0 4.738 71.728 17.940 17.6143 0 lbs 0 k -ft 19 90 0 4.253 49.834 13.099 14.3309 0 lbs 0 k -ft 18 85 0 3.793 33.560 9.373 11.4190 0 lbs 0 k -ft 17 80 0 3.360 21.763 6.555 8.8664 0 lbs 0 k -ft 16 75 0 2.953 13.464 4.464 6.6607 0 lbs 0 k -ft 15 70 0 2.573 7.838 2.947 4.7888 0 lbs 0 k -ft 14 65 0 2.218 4.197 1.875 3.2374 O lbs 0 k -ft 13 60 492 1.890 1.980 1.140 1.9928 653 lbs 39 k -ft 12 55 799 1.588 0.742 0.654 1.0414 554 lbs 30 k -ft 11 50 727 1.313 0.138 0.347 0.3709 180 lbs 9 k -ft 10 45 1282 1.063 -0.088 0.165 -0.0278 -24 lbs -1 k -ft 9 40 810 0.840 -0.118 0.066 -0.1640 -89 lbs -4 k -ft 8 35 619 0.643 -0.068 0.020 -0.0781 -32 lbs -1 k -ft 7 30 238 0.473 -0.006 0.006 0.1017 16 lbs 0 k -ft 6 25 238 0.328 0.039 0.010 0.2254 36 lbs 1 k -ft 5 20 238 0.210 0.061 0.022 0.2601 41 lbs 1 k -ft 4 15 - 238 0.118 0.070 0.035 0.2505 40 lbs 1 k -ft 3 10 238 0.053 0.071 0.042 0.2319 37 lbs 0 k -ft 2 5 238 0.013 0.059 0.034 0.1908 30 lbs 0 k -ft 1 0 119 0.000 0.000 0.000 0.0000 0 lbs O k -ft ROJECT 84692.004.01- Seattle Qwest UBJECT Seismic Check TATE 11/19/14 PAGE 4 OF 4 Equivalent Modal Analysis Procedure: (TIA-222-G Section 2.7.8) Seismic forces at 5 -foot intervals Vertical Distribution of Seismic Forces TIA-222-G Sec 2.7.7.2 _ Sdz wz I Fu R Sua (SA)' + b (Sds)z = I (SA) + C (SDS))f7 B&T Engineering, Inc. 1717 S. Boulder, Suite 300 Tulsa, OK 74119 B+T GRP (918) 587-4630 fl = 0.4549 SA = 0.2761 SDS = 1.0373 a = 1.89 (z/h)Z b = 26.4 (z/h)5 - 44.5 (z/h)4 + 27.0 (z/h)3 - 8.14 (z/h)z + 1.22 (z/h) c = 4.48 (z/h)S - 7.16 (z/h)4 + 6.41 (z/h)3 - 3.23 (z/h)z + 0.64 (z/h) R = 1.50 I = 1.00 Fundamental Frequency: E = 29000 ksi TIA-222-G Sec 2.7.11 Ia„ y = 365 in4 g = 386 in/s2 f= 1 3 E Ia„ g L= 720 in 2. L (W + 0.236 WL)' W = 3.3 k f = 0.45494 Wt = 6.3 k T = 2.2 sec W, = 2.9 k Load Comparison Load Type Wind Seismic Control Ratio Shear 5000 lbs 1442 lbs Wind 3.47 Moment 238 k -ft 76 k -ft ,Wind . 3.12 Cs = 0.230 calculated V = 1442 lbs go= 1.50 Since Wind controls for this tower, all component overstrength design requirements are met. City of Bremerton Department of Community Development PERMIT NUMBER: BB13 00038 DATE ISSUED: 02/24/2014 345 - 6th Street, Ste, 600, Bretherton WA 98337 SITE ADDRESS: 2300 6TH ST (360) 473-5275 Fax: (360) 473-5278 ASSESSOR NUMBER: 3810-004-016-0008 ZONING: Name Phone Address Access Code APPLICANT: DILLON DOUGLAS & JOVE 2300 6TH ST JONCD-UWT3A BREMERTON, WA 98312 OWNER: DILLON DOUGLAS & JOVE CONTRACTOR: WESTOWER COMMUNICATIONS INC 206-762-5858 LENDER SUBMITTED: 01/17/2013 APPROVED: .02/19/2013 VALUATION:. $10,500.00 Building Permit $168.00 Plan Review Fee $109.20 State Surcharge $4.50 TOTAL FEES: $281,70 2300 6TH ST JONCD-UWT3A BREMERTON, WA 98312 9961 SIDNEY HAYES RD FIK5Q-GTXXI ORLANDO, FL 32824 V EXPIRATION: 08/23/2014 STATUS: ISSUED Commercial Building Permit w/ Mechanical/Plumbing SPRINT SPECTRUM SPRINT SPECTRUM - REPLACE 3 ANTENNAS & 2 RADIO CABINETS, ADD 200A CABINET Building Code Edition: Occupancy Group: Type of Construction: Flood Zone: Setbacks: Sanitation Method: Number of Bedrooms: IIJI: (F/L/RT/R/0) Inspection Requests: FIRE: Fire Inspections (360) 473-5386 DCD: Building Inspections: (360) 473-5870 HEALTH: Kitsap County Health District (360) 337-5285 L&1: Department of Labor and Industries (360) 415-4000 PW&U: Public Works - Engineering (360) 473-5270 This permit shall become null and void if the describedwork authorized by this permit has not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned at any time after the work is commenced for a period of 180 days. It is the responsibility of the permit holder to see that the required inspections are made. Failure to obtain required inspections may result in stoppage of the work until such time that the permit holder can substantiate to the City of Bremerton that the concealed work meets or exceeds code requirements. Any demolition, testing, or financial burden shall be borne directly by the permit holder. Failure to substantiate code requirements will indemnify the City against any and all responsibility or liability connected with the construction. 1 hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel provisions of any State or local law regulating construction or the performance of the construction. If listing the owner as general contractor, I certify that I am exempt fiom the requirements of the State Contractor's Registration Law under Section 3, Chapter 126, Laws of 1967. All revisions to an approved plan require DCD review and approval prior to performing work. All building and tenant occupancy permits are required to pass final inspection prior to permit expiration and obtain a certificate of occupancy prior to use or occupancy. l SIGNATURE OF OWNER OR AGENT: y `` J ) PRINTED NAME: �^ C DATE: R 1 p� / / ,2 / CONDITIONS City of Bremerton's approval of this application pertains only to the City's regulatory jurisdiction, and thus compliance with City regulations does not necessarily ensure compliance with federal or state laws. Printed by : Mountjoy on: 02/24/2014 09:56 AM Page I of 3 City of Bremerton Department of Community Development 345 - 6th Street, Ste. 600, Bretherton WA 98337 (360) 473-5275 Fax: (360) 473-5278 PERMIT NUMBER: BB13 00038 DATE ISSUED: 02/24/2014 SITE ADDRESS: 2300 6TH ST 10. (DCD-47) DCD: Reinspection Fee: All approved plans, the printed building permit, and the permit inspection placard, are required to be on-site for inspection purposes, and work to be inspected shall be complete and ready for inspection. If an inspection is called MINIMUM INSPECTIONS REQUIRED 0 V, Arm N'AA Printed by : Mountjoy on: 02/24/2014 09:56 AM Page 2 of 3 for and plans are not available on site, or the work is not ready for inspection, approval will not be granted. In addition, a re- inspection fee will be charged and must be collected by the Department of Community Development prior to any further inspections being performed or approvals granted. 10. (DCD-02) DCD: Validity of permit. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the Washington State Building code or of any other ordinance of the City of Bremerton. Permits presuming to give authority to violate or cancel the provisions of the Washington State Building code or other ordinances of the City of Bremerton shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the building official from requiring the correction of errors in the construction documents and other data. The building official is also authorized to prevent occupancy or use of a structure where in violation of the Washington State Building code or of any other ordinances of the City of Bremerton. 10. (DCD-50) Final Inspection Required: All building permits shall have a final inspection performed and approved by the City of Bremerton Department of Community Development prior to permit expiration. The failure to request a final inspection or failure to obtain final approval prior to expiration may require a reactivation fee, or a new permit application if more than a year has passed with no activity. 10. (Custom) ASBESTOS: Prior to performing any renovation or demolition work, Puget Sound Clean Air Agency and Washington Department of Labor and Industries (L&I) regulations require an asbestos survey be performed to determine whether there are asbestos -containing materials in the work area or structure. The asbestos survey must be conducted by and EPA -certified (AHERA) building inspector (except renovation or owner -occupied single family residences).For more information, please contact Clean Air Agency through their web site at www.pscleanair.org or by phone at 800-5:52-3565 or 206-343-8800. The L&I web site can be found at www.Ini.wa.goviTradesLiccnsing/LicensingReq/Asbestos/defatalt.asp. LEAD-BASED PAINT: A contractor or person receiving compensation who is performing renovation, repairs or painting on a residential building or a child -occupied facility built before 1978, must be trained and certified by an accredited training provider, and registered as a Renovator by the Washington State Department of Commerce- Lead -Based Paint Program. For further information please contact: The Department of Commerce website at: www.commeree.wa.gov/lead, or call: (360) 586 -LEAD (5323). 11. (DCD-14) DCD: Approved Plans, Engineering, Site Plan, Permit, and Conditions shall remain on site and be available for inspection. Any changes to plans shall be approved before construction is performed. Architect or engineer of record shall approve the change before submitting a revision. A revision is subject to a revision fee and additional fees for plan review and inspections. 12. (Custom) Colocation is encouraged. Equipment must remain within existing facility. 20. (Custom) Life Safety and Fire Protection systems shall comply with: International Fire Code (IFC) with Appendix International Building Code (IBC) National Fire Protection Association (NFPA) Bremerton Municipal Code (BMC) Bremerton Roadway Standards Bretherton Municipal Utilities Copies of ordinances can be found on the cities website at www.ci.bremerton.wa.us. To contact the Bremerton Fire Marshal's office; Mike Six at Michael.Six@ci.bremerton.wa.us or (360) 473-5386 All questions, to be binding, must be followed with an email re -stating the question and must include either digital photos and/or drawings to show both existing conditions and proposed changes/alterations. The inspection retains the right to make requirements not addressed during plan review. In many cases the plan reviewer is not given adequate information to address all issues. The onsite inspection allows for a true representation of the project. All projects require a visible address during and after construction. Final fire inspection will not be signed off without a valid and usable address. Please contact the Public Works Department for address if need be; (360) 473-5337. All projects are required to have fire extinguishers unless exempt by the installation of a fire sprinkler system with quick response heads. All violations of the code and referenced documents is a $125 fine per violation. Deviating from the approved plans is a violation of the Fire/Building code. Any revisions need to be approved by the Fire Marshal. TOTAL H2SO4 TO BE LESS THAN 50 GALLONS MINIMUM INSPECTIONS REQUIRED 0 V, Arm N'AA Printed by : Mountjoy on: 02/24/2014 09:56 AM Page 2 of 3 City of Bremerton Department of Community Development PERMIT NUMBER: BB13 00038 DATE ISSUED: 02/24/2014 345 - 6th Street, Ste. 600, Bremerton WA 98337 SITE ADDRESS: 2300 61'H ST (360) 473-5275 Fax: (360) 473-5278 To request an inspection, please call (360) 473-5870 and be sure to provide your permit number, name on permit, site address, contact phone number, and inspection type. To register for on-line inspection access, visit the City's website at www.ci.bremerton.wa.us. Inspection Description FINAL - BUILDING Final Inspection - Building FRAMING Framing Inspection (Mechanical & Plumb Rough -In, Elect Cover Completed) FIRE - FINAL FIRE - Final Inspection ELECTRICAL FINAL L&I - Electrical Final Inspection Qty Fixture Type Printed by : Mountjoy on: 02/24/2014 09:56 AM FIXTURE LIST Qty Fixture Type Page 3 of 3' .......... BUILDING PERMIT 2300 6TH ST INSPECTION CARD SPRINT SPECTRUM o REPLACE 3 ANTENNAS & 2 RADIO CABINETS, ADD 200A CABINET PROTECT THIS CARD FROM THE WEATHER Building lb Plumbing 1:1 Mechanical ❑ Alarm/Sprinkler This Placard must be posted on or near building and the Permit & "Approved" plans must be at the site. Permit # BB13 00038 Call the following Agency Telephone Numbers for inspections: Building Department Inspections Call: (360) 473-5870 WATER - Public Works - Water: (360) 473-5927 PW - Public Works - Engineering: (360) 473.5270 HEALTH - Kitsap Co. Health District: (360) 337-5285 Fire - Fire Department: (360) 473-5386 L&I - Dept. of Labor and Industry: (360) 415-4000 P03112 ON SITE - Property lines shall be properly identified and marked before foundation footing inspection. Setbacks are measured to the finished wall structure. - Reinspection fee may be assessed if inspection has been requested when not ready or corrections are not completed. - Permit, approved plans, engineering, and inspection card shall be on site during construction or Reinspection Fee may be assessed. Inspection Approved Date Notes Framing Inspection (Mechanical & Plumb Rough -In, Elect Cover Completed) L&I - Electrical Final Inspection - FIRE - Final Inspection W; K "7 _ Z _ J 3 Final Inspection - Building A &_A ( y ,4 FINAL BUILDING (360) 473-5870 All of the above must be approved. Occupancy approval for SFR only - Commercial structures require a separate Certificate of Occupancy. DO NOT OCCUPY BUILDING WITHOUT BUILDING DEPARTMENTAPPROVAL PROTECT THIS CARD FROM THE WEATHER PERMIT CENTER COMMERCIAL Building Permit Application ` Department of Community Development * 345 - 6th Street, Suite 600 * Bremerton, WA 98337-1873 (360) 473-5275 * Fax (360) 473-5278 * www.ci.bremerton.wa.us Applicant: Owner ❑ Contractor Authorized Agent ✓ Business Name: Sprint Spectrum Site Address: 2300 6th Street To apply for a property address, contact Public Works at (360) 473-5270 CONTRACTOR: WesTower Communications OWNER: Douglas & Joye Dillon Address: 7525 SE 24th St; STE 500 Address: 2300 6th St City, State, Zip: Mercer Island, WA 98040 City, State, Zip: Bremerton, WA 98312 License # & Exp. Date: WESTOC1975J8 / 12-14-2013 Phone #: N/A Contact Name: George Pierce Authorized Agent Name: George Pierce Contact Phone #: 206 523-1941 Address: 918 S Horton St; STE 1002 Email address: gpierce@rykaconsulting.com City, State, Zip: Seattle, WA 98134 Tax ID/Parcel #: 3810-004-016-0008 Phone #: ( 206 ) 523-1941 ❑Sewer ❑ Septic Email address: gpierce@rykaconsulting.com What is the application for? (Please check) New Construction ✓ Alteration Addition ❑ NEW COMMERCIAL ❑ TENANT IMPROVEMENT WITH WORK ❑ COMMERCIAL REMODEL ❑ TENANT IMPROVEMENT WITHOUT WORK ❑ COMMERCIAL ADDITION ❑ NEW SIGN ❑✓ COMMERCIAL REPAIR ❑ GRADING (Cubic Yards: ) ❑ NEW MULTI -FAMILY ❑ REROOF ❑ DEMOLITION ❑ Interior ❑ Exterior'* ❑ Foundation Wall** ❑ Roof / Section— ** Separate demolition permit and fees required. Contact Public Works for sewer cap permit (473-5270). Sewer must be capped prior to demolition permit issuance. ❑OTHER: IS THIS PROPERTY WITHIN 200 FEET OF A SHORELINE? ❑ YES [] NO Scope of work proposed: Replacing 3 panel antennas and 2 radio cabinets; also add 200a PPC cabinet within existing equipment shelter. Square Footage: Building: None Construction Type: Telecomm I Valuation I Plan Review Fee I Permit Fee I Surcharge I Total Fees I $10,500 Application for which no permit is issued within 180 days following the date of application shall expire by limitation, and plans and other data submitted for review may thereafter be returned to the applicant or destroyed by the building official. The building official may extend the time for action by the applicant for a period not exceeding 180 days on request by the applicant, showing the circumstances beyond the control of the applicant have prevented action from being taken. No applicant shall be extended more than once. In order to renew action on an application after expiratio sh I resubmit plans and pay a new plan review fee. 1/10/2013 Ap cant's Signature Date Rev. July 2008 Bremerton Fire Department Fire Marshal's Office Project Address: Primary Contact; Construction Assistance Bulletin Operations checklist 3y -)t) ,<' 16 <,4% mailief-gg0,lti�,�«,.���r,��. <� Below is a checklist of activities which this occupancy will be performing during day to day operations, not during construction. Please check all that apply. Also, please provide a copy (in both PDF and DWF/DWG format) of ALL drawings and specifications for this pro'ect. Please check all that apply: Place a check next to any item that will be added/removed or otherwise modified DURING CONSTRUCTION ONLY... Electrical Aviation attery Back Fire Sprinkler Card swipe system Walls Compressed Gases Storm/Septic Building Access u Windows Stairs Elevator Doors Building security Cooking Corrosives Cryogenics Emergency Generator Fireworks Flammable Flammable/Combustible Forklifts Material Liquids Gates Hot -work Lar a Ovens LPG Lumber/wood Motor vehicle Painting/powder coating Racks (12' or more in products repair height) Refrigeration Storage >6' Tire Storage Dust products will be system high produced Place a check next to any item that will be added/removed or otherwise modified DURING CONSTRUCTION ONLY... Electrical Plumbing Fire Alarm Fire Sprinkler Hood System Walls HVAC Storm/Septic Building Access Site changes F Windows Stairs Elevator Doors Building security ALL NEW CONSTRUCTION Items not mentioned: Ate. ,tg:& 1+ A -0k -z> g ei- Bremerton Fire Department; Fire Plan Review Date: February 4th, 2013 Contact Person: George Pierce Site Address:2300 6th'St. Permit Number: BB13-00038 Email:gpi,erce@rykaconsulting.com Phone Number: 206.523.1941 Your permit submittal has been received and reviewed. The following comments/conditions have been applied and will be required for this project. Fire Department Status: RETURNED -for additional information Per the International Fire Code section 608 "Stationary Battery Storage Systems" EXTERIOR INSTALLATION o Spill Control is required (IFC 608.5) o Safety Caps is required (IFC 608.2.1) o Thermal Runaway is required (IFC 608.3) o Neutralization is required (IFC 608.5.1) o Signage is required (IFC 608.7) o Seismic Protection is required (608.8) Please provide details of how you plan to meet the above requirements directly to me, I will forward the information you provide to other departments. Sincerely, Captain/Fire Marshal 1 I ;Y May 31, 2012 Heather Drew w' Crown Castle 5350 North 48th Street, Suite 305 Chandler, AZ 85226 (480)735-6932 Subject: Carrier Designation: Crown Castle Designation: Engineering Firm Designation: B&T Engineering, Inc. 1717 S. Boulder, Suite 300 Tulsa, OK 74119 (918) 587-4630 ctuttle@bterigineering.com Structural Analysis Report Sprint PCS Co -Locate Carrier Site Number: Carrier Site Name: Crown Castle BU Number: Crown Castle Site Name: Crown Castle JDE Job Number: Crown Castle Work Order Number: Crown Castle Application Number: B&T Engineering, Inc. Project Number: SE63XC406 N/A 880436 Seattle Qwest - SEA624 179480 498734 150861 Rev. 1 84692.001 Site Data: 23006 th Street, Bremerton, WA, Kitsap County Latitude 470 34'3.76", Longitude 422° 38'58.33" 60 Foot - Monopole Dear Heather Drew, B&T Engineering, Inc. 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 467420, in accordance with application 150861, revision 1. 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: LC7: Existing + Reserved + Proposed Equipment Sufficient Capacity Note: See Table 1 and Table 2 for the proposed and existing/reserved loading, respectively. The analysis has been performed in accordance with the TIA-222-G standard and the IBC 2009 based upon a wind speed of 85 mph 3 -second gust, exposure category B with topographic category 1 and crest height of 0 feet. 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 B&T Engineering, Inc. 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. _ *. Respectfully submitted by: 0�St1t G� W`. C6 I g Brandon Sevier J. Kelly, S.E. N �-UT, - ;S:'; °~ Project Engineer President d ,;:; y vQ� 'Etry 45% tnxTower Report - version 6.0.4.0'. i C�Jj 60 Ft Monopole Structural Analysis Report Project Number 84692.001, Application 150861, Revision 1 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 Component Stresses 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 May 31, 2012 CCI BU No. 880436 Page 2 0 60 Ft Monopole Structural Analysis Report Project Number 84692.001, Application 150861, Revision 1 1) INTRODUCTION This tower is a 60 ft. Monopole tower. 2) ANALYSIS CRITERIA May 31, 2012 CCI BU No. 880436 Page 3 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 85 mph with no ice, 30 mph with 0.25 inch ice thickness and 60 mph under service loads, exposure category B with topographic category 1 and crest height of 0 feet. Table 1 - Proposed Antenna and Cable Information Table 2 - Existina and Reserved Antenna and Cable Information Center Number Number Feed Online Application Mounting Line Antenna of Antenna Model of Feed Line Note Level (ft) Elevation Manufacturer Antennas Lines Size (in) Line Note (ft) Elevation 1583995 Manufacturer Antenna Configuration Crown CAD Package 3 RFS Celwave APXVRR13-C-A20 Crown OTG 57.0 57.0 3 17/16 Lines Size (in) 3 Samsung RRH-P4 1 Table 2 - Existina and Reserved Antenna and Cable Information Notes: 1) Existing Equipment 2) Equipment To Be Removed i apse s - uesign Antenna ana t;anie intormation Center Number Mounting Line Antenna Level (ft) I Elevation JA-, of -- I Manufacturer Information Unknown 3) ANALYSIS PROCEDURE Table 4 - Documents Provided Antenna Model Number Feed of Feed Line Lines I Size (in) Document Center Number Source Online Application Number Feed Crown OTG Mounting Line of Antenna Antenna Model of Feed Line Note Level (ft) Elevation 1583995 Manufacturer Antenna Configuration Crown CAD Package Date:5/29/2012 Crown OTG (ft) Antennas Lines Size (in) 1 -- Pipe Mount [PM 601-3] -- -- 1 57.0 57.0 1 Jaybeam Wireless PCSX065-18-0 7/8 2 2 Kathrein AP18-1850/065D/XP 6 3 -- Collar Mount 3 Andrew QBXLH-6565A-VTM 1 3/8 47.0 47.0 1 12 Kathrein 86010025 12 7/8 6 Powerwave TT19-08BP111-001 Notes: 1) Existing Equipment 2) Equipment To Be Removed i apse s - uesign Antenna ana t;anie intormation Center Number Mounting Line Antenna Level (ft) I Elevation JA-, of -- I Manufacturer Information Unknown 3) ANALYSIS PROCEDURE Table 4 - Documents Provided Antenna Model Number Feed of Feed Line Lines I Size (in) Document Remarks Reference Source Online Application Sprint Co -Locate Revision #1 150861 Crown OTG Tower Mappings FDH Date:5/18/2010 1490701 Crown OTG Foundation Drawings FDH Project No.10-05247E N1 1461103 Crown OTG Geotech Report ADAPT Job No.WA01-5866 1583995 Crown OTG Antenna Configuration Crown CAD Package Date:5/29/2012 Crown OTG tnxTower Report - version 6.0.4.0 / 0 60 Ft Monopole Structural Analysis Report Project Number 84692.001, Application 150861, Revision 1 A 3.1) Analysis Method May 31, 2012 CCI BU No. 880436 Page 4 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. 4) When applicable, transmission cables are considered as structural components for calculating wind loads as allowed by TIA/EIA-222-G. 5) Mount areas and weights are assumed based on photographs provided. 6) Soil properties were assumed. This analysis may be affected if any assumptions are not valid or have been made in error. B&T Engineering, Inc. should be notified to determine the effect on the structural integrity of the tower. 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summary) Section Elevation (ft) No. L1 60-51 Component Type Pole Size Critical Element TP13.56xl2.5x0.156 1 P (K) SF*P_allow (K) -0.750 376.145 % capacity 3.5 Pass / Fail Pass L2 51-0 Pole TP19.25xl3.048x0.219 2 -3.976 758.966 1 39.9 Pass Base 8.94 1 Pass Summary Pole (1-2) 39.9 Pass Rating = 39.9 Pass Table 6 - Tower Component Stresses vs. Capacity - LC1 Notes 1 Component Anchor Rods Elevation (ft) Base % Capacity 21.6 Pass / Fail Pass 1 Base Plate Base 57.8 --F Pass 1 Base Foundation Base 8.94 1 Pass Structure Rating (max from all components) = 57.8% Notes: 1) See additional documentation in "Appendix C — Additional Calculations" for calculations :supporting the % capacity consumed. 2) Capacities up to 105% are considered acceptable based on analysis methods used. 4.1) Recommendations N/A tnxTower Report - version 6.0.4.0 APPENDIX A TNXTOWER OUTPUT I 60.0 ft 0.0 ft 0.0 ft DESIGNED APPURTENANCE LOADING` TYPE of TYPE o APXVRRI3-C-A20 (P) N N M N a N o 57 Pipe (E) APXVRRI3-C-A20 (P) 57 (4) 860 10025 (E) taa0 O 57 (4) 860 10025 (E) N cV O OI ry 47 O N (2)TT79.08BP111-001(E) N Pipe Mount IPM 601-3] (E) 57 (2) TT19-08BP111-001 (E) 47 QBXLH-6565A-VTM w/ Mount c6 Q 47 Pipe (E) QBXLH-6565A-VrM w/ Mount a^ Pipe (E) N d a _ r m � m E v u m �n 60.0 ft 0.0 ft 0.0 ft DESIGNED APPURTENANCE LOADING` TYPE ELEVATION TYPE ELEVATION APXVRRI3-C-A20 (P) 57 QBXLH-6565A-VTM w/ Mount 47 APXVRRI3-C-A20 (P) 57 Pipe (E) APXVRRI3-C-A20 (P) 57 (4) 860 10025 (E) 47 RRH-P4 (P) 57 (4) 860 10025 (E) 47 RRH-P4 (P) 57 (4) 860 10025 (E) 47 RRH-P4(P) 57 (2)TT79.08BP111-001(E) 47 Pipe Mount IPM 601-3] (E) 57 (2) TT19-08BP111-001 (E) 47 QBXLH-6565A-VTM w/ Mount 47 (2) TT19-08BP111-001 (E) 47 Pipe (E) QBXLH-6565A-VrM w/ Mount 47 Pipe (E) MATERIAL STRENGTH GRADE FY Fu I GRADE I Fy Fu A572-50 150 ksi 165 ksi TOWER DESIGN NOTES 1. Tower is located in Kitsap County, Washington. 2. Tower designed for Exposure B to the TIA-222-G Standard. 3. Tower designed for a 85 mph basic wind in accordance with the TIA-222-G Standard. 4. Deflections are based upon a 60 mph wind. 5. Tower Structure Class II. 6. Topographic Category 1 with Crest Height of 0.000 ft 7. This analysis includes a previously installed tower extension and tower modifications. 8. TOWER RATING: 39.9% E91 ALL REACTIONS ARE FACTORED AXIAL 4K SHEAR MOMENT 3K 116 kip -ft REACTIONS - 85 mph WIND Bc&T Engineering, Inc. & ,a_ 1717 S. Boulder, Suite 300 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: 918 295-0265 Job. 84692.001- SEATTLE QWEST - SEA624, WA (BU #88043 P`e1e`t 59.3'Mono ole/A /D: 150861, Rev: 1 c"a"t: Crown Castle Draw" by: B. Sevier Appd. cede: TIA-222-G Date: 05/31/12 scale: NTS Path: Dwg No. E-1 C 0 TV TIA-222-G - 85 mph Exposure B Maximum Values Vx----------- Vz Mx ----------- Mz Global Mast Shear (K) Global Mast Moment (kip -ft) 50 100 150 B&T Engineering, Inc. & 1� a- 1717 S. Boulder, Suite 300 ` Tulsa, OK 74119 Phone: (918) 587-4630 FAX: 918 295-0265 lob: 84692.001- SEATTLE QWEST - SEA624, WA (BU #88043 Project: 59.3'Mono ole/Ap !D: 150861, Rev: 1 000 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I V I I I I I I I I I I I I I 1 I I I I I I I I i I I I I I I I I I I I I I J I I I I I I I I I i I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I t I I I 1 I I 1 I I I I I I I I I I I I 1 I I I I I I I I I I I 1 I I I I I I I 1 I I I 1 I I I 1 I I I I I I i I I I I I I I I I I I I 1 I I I I I I I I I I I 1 I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I I I 1 I I I I I I I I I I I I I I I I 1 I I I 1 I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I 1 I I I i I I 1 I I I I 1 I I I 1 I I I i I I I 1 I I 1 I I I I I I I I I I I I I I I I I I 1 I I I i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I 1 1 I I I I I I I I I I I I I I I I I I 1 1 I I I I I I 1 I I I 1 I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I 1 I I I 1 I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I 1 I I I I I I I 1 I 1 I I I I I I I I I I I I I I I 1 I I I 1 I I I I I I I I I I I i I I I i I I I I I I I I I 1 I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I 1 I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I 1 I I 51.000 .000 B&T Engineering, Inc. & 1� a- 1717 S. Boulder, Suite 300 ` Tulsa, OK 74119 Phone: (918) 587-4630 FAX: 918 295-0265 lob: 84692.001- SEATTLE QWEST - SEA624, WA (BU #88043 Project: 59.3'Mono ole/Ap !D: 150861, Rev: 1 Giem Crown Castle ofeN"' hy: B. Sevier Aav'd: code: TIA-222-G oate:05/31/12 Scale: NTS Path: Dwg No. E-4 C O R d W Deflection (in) TIA-222-G - Service - 60 mph Maximum Values Tilt (deg) Twist (deg) I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0.1 B&T Engineering, Inc. 1raa- 1717 S. Boulder, Suite 300 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: 918 295-0265 lob84692.001- SEATTLE QWEST - SEA624, WA (BU #88043 Protect 59.3'Mono ole / App ID: 150861, Rev: 1 O11ent Crown Castle Drawn by: B Sevier Avv'd Code: TIA-222-G Date: 05/31/12 1Scale: NTS Path: Dwg No. E-5 C O d W Feedline Distribution Chart 0' - 60' Round Flat App In Face _ - App Out Face Truss Leg Far -p 0 Fare B Face C B&T Engineering, Inc. & 1717 S. Boulder, Supe 300 �o Tulsa, OK 74119 Phone: (918) 587-4630 FAX: 918 295-0265 ob 84692.001- SEATTLE QWEST - SEA624, WA (BU #88043 Projea:59.3'Mono ole/A ID: 150861, Rev: 1 client: Crown Castle Draweby B. Sevier APpd. Cede: TIA-222-G Date: 05/31/12 s°ale: NTS path: Dwg No. E-7 ��©��r Job 84692.001 - SEATTLE QWEST - SEA624, WA (BU #880436) Page 1 of 10 B&T Engineering, Inc. 1717 S. Boulder, Suite 300 Project 59.3' Monopole / App ID: 150861, Rev: 1 Date 11:52:56 05/31/12 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 FAX: (918)195-0265 Crown Castle B. Sevier 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 Kitsap County, Washington. Basic wind speed of 85 mph. Structure Class II. Exposure Category B. Topographic Category 1. Crest Height 0.000 ft. Deflections calculated using a wind speed of 60 mph. This analysis includes a previously installed tower extension and tower modifications.. 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, feedline supports, and appurtenance mounts are not considered. Consider Moments - Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification Use Code Stress Ratios Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) Add IBC .6D+W Combination Options Distribute Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wind Area Use Clear Spans For KL/r Retension Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appurt. Autocalc Torque Arm Areas SR Members Have Cut Ends Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Treat Feedline Bundles As Cylinder Use ASCE 10 X -Brace Ly Rules Calculate Redundant Bracing Forces Ignore Redundant Members in FEA SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation J Consider Feedline Torque Include Angle Block Shear Check t..V-- ___ Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets Tapered Pole Section Geometry 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 Ll 60.000-51.000 9.000 1.690 16 12.500 13.560 0.156 0.625 A572-50 (50 ksi) L2 51.000-0.000 52.690 16 13.048 19.250 0.219 0.875 A572-50 (50 ksi) tnxT ower Job 84692.001 - SEATTLE QWEST - SEA624, WA (BU #880436) Page 2 of 10 B&T Engineering, Inc. 17175. Boulder, Suite 300 Project 59.3 Monopole / App ID: 150861, Rev: 1 Date 11:52:56 05/31/12 Client Designed by Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Crown Castle B. Sevier Tower Gusset Gusset Gusset Grade Adjust. Factor Tapered Pole Properties Weight Mult. Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt Shield (per face) in Ar Spacing Spacing Ll 60.000-51.000 0.000 Leg 0.000 Diagonals Horizontals ft ftp in w/t Section Tip Dia. Area I r C I/C J It/Q w in int in in in in' in int in 1 LI 12.745 6.153 118.431 4.394 6.375 18.577 238.656 3.042 2.177 13.93 13.826 6.681 151.637 4.772 6.916 21.927 305.569 3.303 2.388 15.28 L2 13.507 8.953 186.167 4.567 6.655 27.975 375.153 4.427 2.161 9.88 19.627 13.280 607.652 6.775 9.818 61.895 1224.505 6.566 3.395 15.522 Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt Shield (per face) in Ar Spacing Spacing Ll 60.000-51.000 0.000 Leg 0.000 Diagonals Horizontals ft ftp in kJ( in in Ll No 1 1 1 60.000-51.000 0.001 (P) B L2 0.000 1 1 1 51.000-0.000 B No Inside Pole 47.000 - 5.000 Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement Total CAAA Weight Section or Shield Type in Number Out Face Ll 60.000-51.000 0.000 Leg 0.000 ftp ft ft2 f?z ft kJ( TYPE 2(1-7/16) B No Inside Pole 57.000 - 5.000 3 No Ice 0.000 0.001 (P) B 0.000 0.000 0.000 0.000 0.011 LDF5-50A(7/8") B No Inside Pole 47.000 - 5.000 12 No Ice 0.000 0.000 (E) 51.000-0.000 A 0.000 0.000 0.000 0.000 0.000 860 10014(3/8) B No Inside Pole 47.000 - 5.000 1 No Ice 0.000 0.000 (E) C 0.000 0.000 0.000 0.000 0.000 Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CAAA Weight Section Elevation ft in in In Face Out Face Ll 60.000-51.000 0.000 f 0.000 ftp f? ft2 ftZ K LI 60.000-51.000 A 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 0.000 0.011 C 0.000 0.000 0.000 0.000 0.000 L2 51.000-0.000 A 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 0.000 0.249 C 0.000 0.000 0.000 0.000 0.000 Feed Line Center of Pressure Section Elevation CPX CPz CPX CPZ Ice Ice ft in in in in Ll 60.000-51.000 0.000 0.000 0.000 0.000 L2 51.000-0.000 0.000 0.000 0.000 0.000 9 %xTower J84692.001 - SEATTLE QWEST - SEA624, WA (BU #880436) Page 3 of 10 Project 59.3 Monopole / App ID: 150861, Rev: 1 Date 11:52:56 05/31/12 B&T Engineering, Inc. 1717 S. Boulder Suite 300 Client Designed by Tulsa, OK 74119 Phone: (918) 587-4630 FAX.- (918) 295-0265 Crown Castle 1 B. Sevier Shielding Factor Ka Tower Feed Line Description Feed Line I Ko Ka Section Record No. I Segment Elev. I No Ice Ice Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft o f fry f? K ft ft APXVRRI3-C-A20 C From Leg 0.500 0.000 57.000 No Ice 7.352 2.604 0.032 (P) 0.000 0.000 APXVRRI3-C-A20 B From Leg 0.500 0.000 57.000 No Ice 7.352 2.604 0.032 (P) 0.000 0.000 APXVRRI3-C-A20 A From Leg 0.500 0.000 57.000 No Ice 7.352 2.604 0.032 (P) 0.000 0.000 RRH-P4 C From Leg 0.500 0.000 57.000 No Ice 3.191 2.075 0.060 (P) 0.000 0.000 RRH-P4 B From Leg 0.500 0.000 57.000 No Ice 3.191 2.075 0.060 (P) 0.000 0.000 RRH-P4 A From Leg 0.500 0.000 57.000 No Ice 3.191 2.075 0.060 (P) 0.000 0.000 Pipe Mount [PM 601-3] C None 0.000 57.000 No Ice 4.390 4.390 0.195 (E) QBXLH-6565A-VTM w/ C From Leg 0.500 0.000 47.000 No Ice 11.815 6.828 0.093 Mount Pipe 0.000 (E) 0.000 QBXLH-6565A-VTM w/ B From Leg 0.500 0.000 47.000 No Ice 11.815 6.828 0.093 Mount Pipe 0.000 (E) 0.000 QBXLH-6565A-VTM w/ A From Leg 0.500 0.000 47.000 No Ice 11.815 6.828 0.093 Mount Pipe 0.000 (E) 0.000 (4) 860 10025 C From Leg 4.000 0.000 47.000 No Ice 0.163 0.136 0.001 (E) 0.000 0.000 (4) 860 10025 B From Leg 4.000 0.000 47.000 No Ice 0.163 0.136 0.001 (E) 0.000 0.000 (4) 860 10025 A From Leg 4.000 0.000 47.000 No Ice 0.163 0.136 0.001 (E) 0.000 0.000 (2) TT19-08BP111-001 C From Leg 4.000 0.000 47.000 No Ice 0.636 0.516 0.016 (E) 0.000 0.000 (2) TTI 9-08BPI11-001 B From Leg, 4.000 0.000 47.000 No Ice 0.636 0.516 0.016 (E) 0.000 0.000 (2) TT19-08BP111-001 A From Leg' 4.000 0.000 47.000 No Ice 0.636 0.516 0.016 tnxTower Job 84692.001 - SEATTLE QWEST - SEA624, WA (BU #880436) Page 4 of 10 B&T Engineering, Inc. 1717 S. Boulder, Suite 300 Project 59.3' Monopole / App ID: 150861, Rev: 1 Date 11:52:56 05/31/12 Client Designed by Tulsa, OK 74119 Phone: (918) 587-4630 FAX.- (918) 295-0265 Crown Castle B. Sevier Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Harz Adjustment Front Side Leg Lateral Vert ft o ft fig fr K ft (E) 0.000 0.000 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 Dead+Wind 0 deg - Service 27 Dead+Wind 30 deg - Service 28 Dead+Wind 60 deg - Service 29 Dead+Wind 90 deg - Service 30 Dead+Wind 120 deg - Service 31 Dead+Wind 150 deg - Service 32 Dead+Wind 180 deg - Service 33 Dead+Wind 210 deg - Service 34 Dead+Wind 240 deg - Service 35 Dead+Wind 270 deg - Service 36 Dead+Wind 300 deg - Service 37 Dead+Wind 330 deg - Service tnxTower J84692.001 - SEATTLE QWEST - SEA624, WA (BU #880436) Page 5 of 10 B&T Engineering, Inc. 1717 S. Boulder, Suite 300 Project 59.3' Monopole / App ID: 150861, Rev: 1 Date 11:52:56 05/31/12 Tulsa, OK 74119Client Minor Axis Designed by Phone: (918) 587-4630 FAX: (918) 295-0265 Crown Castle B. Sevier Maximum Member Forces Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type 3 Load 0.000 Moment Moment 2 115.994 0.000 2.819 Comb. K kip -ft kip ft Ll 60-51 Pole Max Tension 2 0.000 0.000 0.000 2.977 2.441 1.409 Max. Compression 6 -0.740 -2.922 1.687 Min. H. 15 2.977 Max. Mx 8 _ -0.740 -3.373 0.000 0.000 -2.819 Min. M. Max. My 14 -0.740 0.000 -3.373 4 4000 -1.409 Max. Vy 8 0.809 -3.373 0.000 1.2 Dead+1.6 Wind 30 deg - No 3.969 1,409 Max. Vx 14 0.809 0.000 -3.373 Max. Torque 24 0.9 Dead+1.6 Wind 30 deg - No 0.000 L2 51-0 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 8 -3.965 -115.994 0.000 -57.997 -100.453 -0.000 Max. Mx 8 -3.965 -115.994 0.000 0.9 Dead+1.6 Wind 60 deg - No Max. My 2 -3.965 0.000 115.994 -0.000 Max. Vy 8 2.824 -115.994 0.000 Max. Vx 2 -2.824 0.000 115.994 Max. Torque 4 -0.000 Maximum Reactions Location Condition Gov. Vertical Horizontal, X Horizontal, Z Load K K K Pole Max. Vert 8 3.969 -2.819 0.000 Max. H. 21 2.977 2.819 0.000 Max. H. 3 2.977 0.000 2.819 Max. Mx 2 115.994 0.000 2.819 Max. M. 8 115.994 -2.819 0.000 Max. Torsion 24 0.000 1.409 2.441 Min. Vert 23 2.977 2.441 1.409 Min. Hx 9 2.977 -2.819 0.000 Min. H. 15 2.977 0.000 -2.819 Min. Mx 14 -115.994 0.000 -2.819 Min. M. 20 -115.994 2.819 0.000 Min. Torsion 4 4000 -1.409 2.441 Tower Mast Reaction Summary Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment, M Moment, M K K K kip ft kip ft kip -ft Dead Only 3.308 0.000 0.000 0.000 0.000 0.000 1.2 Dead+1.6 Wind 0 deg - No 3.969 0.000 -2.819 -115.994 0.000 0.000 Ice 0.9 Dead+1.6 Wind 0 deg - No 2.977 0.000 -2.819 -115.402. 0.000 0.000 Ice 1.2 Dead+1.6 Wind 30 deg - No 3.969 1,409 -2.441 -100.453 -57.997 0.000 Ice 0.9 Dead+1.6 Wind 30 deg - No 2.977 1,409 -2.441 -99.941 -57.701 0.000 Ice 1.2 Dead+1.6 Wind 60 deg - No 3.969 2.441 -1.409 -57.997 -100.453 -0.000 Ice 0.9 Dead+1.6 Wind 60 deg - No 2.977 2.441 -1.409 -57.701 -99.941 -0.000 tnxTower Job Page 84692.001 - SEATTLE QWEST - SEA624, WA (BU #880436) 6 of 10 B&T Engineering, Inc. Project Date 1717 S. Boulder, Suite 300 59.3 Monopole / App ID: 150861, Rev: 1 11:52:56 05/31/12 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle 1 B. Sevier FAX.- (918) 295-0265 Moment, M Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment, M Moment, M K K K kip ft kip ft kip -ft Ice 1.2 Dead+1.6 Wind 90 deg - No 3.969 2.819 0.000 0.000 -115.994 0.000 Ice 0.9 Dead+1.6 Wind 90 deg - No 2.977 2.819 0.000 0.000 -115.402 0.000 Ice 1.2 Dead+1.6 Wind 120 deg - 3.969 2.441 1.409 57.997 -100.453 0.000 No Ice 0.9 Dead+1.6 Wind 120 deg - 2.977 2.441 1.409 57.701 -99.941 0.000 No Ice 1.2 Dead+1.6 Wind 150 deg - 3.969 1.409 2.441 100.453 -57.997 -0.000 No Ice 0.9 Dead+1.6 Wind 150 deg - 2.977 1.409 2.441 99.941 -57.701 -0.000 No Ice 1.2 Dead+l .6 Wind 180 deg - 3.969 0.000 2.819 115.994 0.000 0.000 No Ice 0.9 Dead+1.6 Wind 180 deg - 2.977 0.000 2.819 115.402 0.000 0.000 No Ice 1.2 Dead+1.6 Wind 210 deg - 3.969 -1.409 2.441 100.453 57.997 0.000 No Ice 0.9 Dead+1.6 Wind 210 deg - 2.977 -1.409 2.441 99.941 57.701 0.000 No Ice 1.2 Dead+1.6 Wind 240 deg - 3.969 -2.441 1.409 57.997 100.453 -0.000 No Ice 0.9 Dead+1.6 Wind 240 deg - 2.977 -2.441 1.409 57.701 99.941 -0.000 No Ice 1.2 Dead+1.6 Wind 270 deg - 3.969 -2.819 0.000 0.000 115.994 0.000 No Ice 0.9 Dead+1.6 Wind 270 deg - 2.977 -2.819 0.000 0.000 115.402 0.000 No Ice 1.2 Dead+1.6 Wind 300 deg - 3.969' -2.441 -1.409 -57.997 100.453 0.000 No Ice 0.9 Dead+1.6 Wind 300 deg - 2.977 -2.441 -1.409 -57.701 99.941 0.000 No Ice 1.2 Dead+1.6 Wind 330 deg - 3.969 -1.409 -2.441 -100.453 57.997 -0.000 No Ice 0.9 Dead+1.6 Wind 330 deg - 2.977 -1.409 -2.441 -99.941 57.701 -0.000 No Ice Dead+Wind 0 deg - Service 3.308 0.000 -0.787 -32.333 0.000 0.000 Dead+Wind 30 deg - Service 3.308 0.394 -0.682 -28.001 -16.166 0.000 Dead+Wind 60 deg - Service 3.308 0.682 -0.394 -16.166 -28.001 0.000 Dead+Wind 90 deg - Service 3.308 0.787 0.000 0.000 -32.333 0.000 Dead+Wind 120 deg - Service 3.308, 0.682 0.394 16.166 -28.001 0.000 Dead+Wind 150 deg - Service 3.308 0.394 0.682 28.001 -16.166 0.000 Dead+Wind 180 deg - Service 3.308 0.000 0.787 32.333 0.000 0.000 Dead+Wind 210 deg - Service 3.308 -0.394 0.682 28.001 16.166 0.000 Dead+Wind 240 deg - Service 3.308 -0.682 0.394 16.166 28.001 0.000 Dead+Wind 270 deg - Service 3.308 -0.787 0.000 0.000 32.333 0.000 Dead+Wind 300 deg - Service 3.308 -0.682 -0.394 -16.166 28.001 0.000 Dead+Wind 330 deg - Service 3.308 -0.394 -0.682 -28.001 16.166 0.000 *ower 6 Job 84692.001 -SEATTLE QWEST - SEA624, WA (BU #880436) Page 7 of 10 B&T Engineering, Inc. 1717 S. Boulder, Suite 300 Project 59.3' Monopole / App ID: 150861, Rev: 1 Date 11:52:56 05/31/12 Client Designed by Tulsa, OK 74119 Phone: (918) 587-4630 FAX.- (918) 295-0265 Crown Castle B. SeVler Non -Linear Convergence Results Load Converged? Number Solution Summary Force Combination of Cycles Tolerance Tolerance 1 Yes 4 0.00000001 0.00000001 2 Sum of Applied Forces 4 Sum of Reactions 0.00000001 3 Load PX Py PZ PX Py PZ % Error Comb. K K K K K K Yes 1 0.000 -3.308 0.000 0.000 3.308 0.000 0.000% 2 0.000 -3.969 -2.819 0.000 3.969 2.819 0.000% 3 0.000 -2.977 -2.819 0.000 2.977 2.819 0.000% 4 1.409 -3.969 -2.441 -1.409 3.969 2.441 0.000% 5 1.409 -2.977 -2.441 -1.409 2.977 2.441 0.000% 6 2.441 -3.969 -1.409 -2.441 3.969 1.409 0.000% 7 2.441 -2.977 -1.409 -2.441 2.977 1.409 0.000% 8 2.819 -3.969 0.000 -2.819 3.969 0.000 0.000% 9 2.819 -2.977 0.000 -2.819 2.977 0.000 0.000% 10 2.441 -3.969 1.409 -2.441 3.969 -1.409 0.000% 11 2.441 -2.977 1.409 -2.441 2.977 -1.409 0.000% 12 1.409 -3.969 2.441 -1.409 3.969 -2.441 0.000% 13 1.409 -2.977 2.441 -1.409 2.977 -2.441 0.000% 14 0.000 -3.969 2.819 0.000 3.969 -2.819 0.000% 15 0.000 -2.977 2.819 0.000 2.977 -2.819 0.000% 16 -1.409 -3.969 2.441 1.409 3.969 -2.441 0.000% 17 -1.409 -2.977 2.441 1.409 2.977 -2.441 0.000% 18 -2.441 -3.969 1.409 2.441 3.969 -1.409 0.000% 19 -2.441 -2.977 1.409 2.441 2.977 -1.409 0.000% 20 -2.819 -3.969 0.000 2.819 3.969 0.000 0.000% 21 -2.819 -2.977 0.000 2.819 2.977 0.000 0.000% 22 -2.441 -3.969 -1.409 2.441 3.969 1.409 0.000% 23 -2.441 -2.977 -1.409 2.441 2.977 1.409 0.000% 24 -1.409 -3.969 -2.441 1.409 3.969 2.441 0.000% 25 -1.409 -2.977 -2.441 1.409 2.977 2.441 0.000% 26 0.000 -3.308 -0.787 0.000 3.308 0.787 0.000% 27 0.394 -3.308 -0.682 -0.394 3.308 0.682 0.000% 28 0.682 -3.308 -0.394 -0.682 3.308 0.394 0.000% 29 0.787 -3.308 0.000 -0.787 3.308 0.000 0.000% 30 0.682 -3.308 0.394 -0.682 3.308 -0.394 0.000% 31 0.394 -3.308 0.682 -0.394 3.308 -0.682 0.000% 32 0.000 -3.308 0.787 0.000 3.308 -0.787 0.000% 33 -0.394 -3.308 0.682 0.394 3.308 -0.682 0.000% 34 -0.682 -3.308 0.394 0.682 3.308 -0.394 0.000% 35 -0.787 -3.308 0.000 0.787 3.308 0.000 0.000% 36 -0.682 -3.308 -0.394 0.682 3.308 0.394 0.000% 37 -0.394 -3.308 -0.682 0.394 3.308 0.682 0.000% Non -Linear Convergence Results Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00000001 3 Yes 4 0.00000001 0.00000001 4 Yes 4 0.00000001 0.00050234 5 Yes 4 0.00000001 0.00032115 6 Yes 4 0.00000001 0.00050234 7 Yes 4 0.00000001 0.00032115 8 Yes 4 0.00000001 0.00000001 9 Yes 4 0.00000001 0.00000001 10 Yes 4 0.00000001 0.00050234 11 Yes 4 0.00000001 0.00032115 rrac�'awer Job 84692.001 - SEATTLE QWEST-- SEA624, WA (BU #880436) Page 8 of 10 B&T Engineering, Inc. 17175. Boulder, Suite 300 ProjectDate 59.31 Monopole / App ID: 150861, Rev: 1 11:52:56 05/31/12 Tulsa, OK 74119 Phone: (918) 587-4630 FAX.- (918) 295-0265 Client Crown Castle Designed by B. SeVler 12 Yes 4 0.00000001 0.00050234 13 Yes 4 0.00000001 0.00032115 14 Yes 4 0.00000001 0.00000001 15 Yes 4 0.00000001 0.00000001 16 Yes 4 0.00000001 0.00050234 17 Yes 4 0.00000001 0.00032115 18 Yes 4 0.00000001 0.00050234 19 Yes 4 0.00000001 0.00032115 20 Yes 4 0.00000001 0.00000001 21 Yes 4 0.00000001 0.00000001 22 Yes 4 0.00000001 0.00050234 23 Yes 4 0.00000001 0.00032115 24 Yes 4 0.00000001 0.00050234 25 Yes 4, 0.00000001 0.00032115 26 Yes 4 0.00000001 0.00000001 27 Yes 4 0.00000001 0.00000001 28 Yes 4 0.00000001 0.00000001 29 Yes 4. 0.00000001 0.00000001 30 Yes 4 0.00000001 0.00000001 31 Yes 4 0.00000001 0.00000001 32 Yes 4 0.00000001 0.00000001 33 Yes 4 0.00000001 0.00000001 34 Yes 4 0.00000001 0.00000001 35 Yes 4 0.00000001 0.00000001 36 Yes 4 0.00000001 0.00000001 37 Yes 4 0.00000001 0.00000001 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. o° Ll 60-51 4.375 26 0.526 0.000 L2 52.69-0 3.571 26 0.522 0.000 Maximum Tower Deflections - Design Wind Section Elevation Critical Deflections and Radius of Curvature - Service Wind Gov. Tilt Twist No. Deflection Load ft Twist Radius of Elevation Appurtenance Gov. Deflection Tilt 2 1.888 0.000 L2 52.69-0 Load Curvature ft Comb. in o° fi 57.000 APXVRRI3-C-A20 26 4.039 0.526 0.000 8555 47.000 QBXLH-6565A-VTM w/ Mount 26 3.007 0.505 0.000 6366 Pipe Maximum Tower Deflections - Design Wind Section Elevation Harz. Gov. Tilt Twist No. Deflection Load ft in Comb. G° Ll 60-51 15.699 2 1.888 0.000 L2 52.69-0 12.813 2 1.873 0.000 tI1.xTolVer Job 84692.001 - SEATTLE QWEST - SEA624, WA (BU #880436) Page 9 of 10 B&T Engineering, Inc. 1717 S. Boulder, Suite 300 Project 59.3' Monopole / App ID: 150861, Rev: 1 Date 11:52:56 05/31/12 Client Designed by Tulsa, OK 74119 Phone: (918) 587-4630 FAX.- (918) 295-0265 Crown Castle1 B. Sevier J Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Ay OM, Load No. Curvature ft Comb. in o oft 57.000 APXVRRI3-C-A20 2 14.491 1.887 0.000 2389 47.000 QBXLH-6565A-VTM w/ Mount 2 10.790 1.812 0.000 1777 60-51(l) TP13.56x12.50.156 Pipe 101.330 0.033 0.000 Compression Checks Pole Bending Design Data Section Elevation Size Pole Design Data Ratio Ay OM, Ratio No. V M L M y Section Elevation Size L L„ Kl/r A P„ OP„ Ratio No. 60-51(l) TP13.56x12.50.156 3.373 101.330 0.033 0.000 101.330 P. L2 ft ft ft 294.774 in' K K ops Ll 60-51(l) TP13.56xl2.5x0.156 9.000 0.000 0.0 6.582 -0.740 376.145 0.002 L2 51-0(2) TP 19.25M 3.048x0.219 52.690 0.000 0.0 13.280 -3.965 758.966 0.005 Pole Bending Design Data Section Elevation Size M W Ratio Ay OM, Ratio No. V M L M y ft kip ft kip ft OM kip ft kip ft W., Ll 60-51(l) TP13.56x12.50.156 3.373 101.330 0.033 0.000 101.330 0.000 L2 51-0(2) TP19.25x13.048x0.219 115.993 294.774 0.394 0.000 294.774 0.000 Pole Shear Design Data Section Elevation Size Actual rpV Ratio Actual OL Ratio No. V V L L K K Ov kip -ft kip -ft OL Ll 60-51(l) TP13.56x12.50.156 0.809 188.073 0.004 0.000 204.277 0.000- L2 51-0(2) TP19.25xl3.048x0.219 2.824 379.483 0.007 0.000 594.249 0.000 t`nxTvwer Job 84692.001 -SEATTLE QWEST - SEA624, WA (BU #880436) Page 9 10 of 10 Project 59.3' Monopole / App ID: 150861, Rev: 1 Date 11:52:56 05/31/12 B&T Engineering, Inc. 1717 S. Boulder, Suite 300 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 FAX: (918) 295-0265 Crown Castle B. Sevier Summary ELC: LC7 Pole (1,2) 39.9 Pass Rating = 39.9 Pass Program Version 6.0.4.0 - 1/27/2012 File:S:B&T Engineering/Projects/Crown Castle/84692_880436_Seattle Qwest Sea624/Engineering/tnxTower/84692_001_Seattle Qwest Sea624_WA.eri Pole Interaction Design Data Allow. Criteria Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. No. Section P. ld� M-, V T„ Stress Stress ePallo„, .i OP„ r M. OM„ +V OT, Ratio Ratio Ll 60-51(l) 0.002 0.033 0.000 0.004 0.000 0.035 1.000 I✓ Pole TP13.56xl2.5x0.156 1 -0.740 376.145 V 4.8.2 L2 51-0(2) 0.005 0.394 0.000 0.007 0.000 0.399 1.000 39.9 Pass V 4.8.2 Summary ELC: LC7 Pole (1,2) 39.9 Pass Rating = 39.9 Pass Program Version 6.0.4.0 - 1/27/2012 File:S:B&T Engineering/Projects/Crown Castle/84692_880436_Seattle Qwest Sea624/Engineering/tnxTower/84692_001_Seattle Qwest Sea624_WA.eri Section Capacity fable Pass Section Elevation Component Size Critical P ePallo„, % No. f Type Element K K Capacity Fail Ll 60-51 Pole TP13.56xl2.5x0.156 1 -0.740 376.145 3.5 Pass L2 51-0 Pole TP19.25xl3.048x0.219 2 -3.965 758.966 39.9 Pass Summary ELC: LC7 Pole (1,2) 39.9 Pass Rating = 39.9 Pass Program Version 6.0.4.0 - 1/27/2012 File:S:B&T Engineering/Projects/Crown Castle/84692_880436_Seattle Qwest Sea624/Engineering/tnxTower/84692_001_Seattle Qwest Sea624_WA.eri APPENDIX B BASE LEVEL DRAWING A&-4-,-- (; 3/% 10 447 3ti)S�T1A-LL7�/D1& 70 BE REMOVED) TO 57 FT LEVEL 6) 7/8' TO 57 Fr LEVEL APPENDIX C ADDITIONAL CALCULATIONS Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Material TIA Rev G Assumption: Clear space between bottom of leveling nut and top of concrete not exceeding (1)*(Rod Diameter) Site Data BUM 880436 Site Name: Seattle Qwest Sea624, WA App #: 150861, Rev. 1 Pole Manufacturer: 1Other Anchor Rod Data Qty: 4 Diam: 2.25 in Rod Material: A615 -J Strength (Fu): 100 ksi Yield (Fy): 75 ksi Bolt Circle: r 26 lin Plate Data Diam: Thick: Grade: Single -Rod B-eff: 32 in in ksi in 1.5 36 15.32 Stiffener Data(Welding at both sides Config: Weld Type: Groove Depth: Groove Angle: Fillet H. Weld: Fillet V. Weld: Width: Height: Thick: Notch: Grade: Weld str.: 0 <-- Disregard <-- Disregard in in in in in in ksi ksi Fillet 0.25 45 0.25 0.3125 5 18 0.75 0.5 36 70 Pole Data Diam: Thick: Grade: # of Sides: Fu Reinf. Fillet Weld 19.25 in in ksi "0" IF Round ksi °0° if None 0.21875 50 16 65 0 Reactions Mu: 116 ft -kips Axial, Pu: 4 kips Shear, Vu: 3 kips Eta Factor, 0.5 TIA G (Fig. 4-4 If No stiffeners, Criteria: I AISC LRFD <-Only Applcable to Unstiffened Cases Anchor Rod Results Max Rod (Cu+ Vu/r ): Allowable Axial, (D*Fu*Anet: Anchor Rod Stress Ratio: Base Plate Results Base Plate Stress: Allowable Plate Stress: Base Plate Stress Ratio: Flexural Check 18.7 ksi 32.4 ksi 57.8% Pass Non-Ri id 56.0 Kips RISC LRFD 260.0 Kips w*Tn 21.6% Pass Flexural Check 18.7 ksi 32.4 ksi 57.8% Pass Non -Rigid AISC LRFD cp*Fy Y.L. Length: 17.48 n/a Stiffener Results Horizontal Weld: n/a Vertical Weld: n/a Plate Flex+Shear, fb/Fb+(fv/Fv)^2: n/a Plate Tension+Shear, fUFt+(fv/Fv)^2 n/a Plate Comp. (AISC Bracket): n/a Pole Results Pole Punching Shear Check: ~o � f �1 r` n/a * 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 CClplate 1.5 - Circular Base G 1.3, Effective March 19, 2012 Analysis Date: 5/31/2012 x O T dp v m Q] it Ln m N N O N II ii 0 :N U b ►i 0 H .rl 0 Ea M N N 0 0 M H I O O x b• I OO � o � b I O O � o � M M * N * C) 0 � I � O O * M * O O I 1 M M 1 I I U W dl 1 al I I I I y1 1 O O o � C � * H * OOO * * O O 4' w I ,4 1-1 -K m * * r A N 1 � v � ri I U) * N N I I al Ri O * * 0 0 0 W •r1 r-1 o N J•1 1 0 0 0 b b •rl E-1 >, w I Ct) m d—I o°°� T * a u �Iw (d (d1 N a omo i O � 3 � H _1 U vi O io - a * a * M r •moi W A I w b I O d * C* W N N * tr1 co a r -i * •r -i * f. o O * S4 * 1) o 0 o E•1 N * ? * D a * 04 * W a) O * Q W -V M b b b m M * * FC m x a° p' •.0 � x I E m H 1 O I I a * b -k N -r1 al TA •ri a �; i N ro a d _4 o x� ►07 W:H 4) v Q vwi r U co W O X N -K * d•1 S4 * 'Cj * I N b cn O i +1 E N Fi I r1 N (y): -Ka) -*k W b (.' P V —1 b � U) -x Of Q •.ib1 o H C A H ro a A o P U& C) FC m W I Q al 14 b -, .-1 C co a) U FC U 41 +i E O H O7 0. •.i 44 1 O E Ia a 0" (0 0 0 H Fl; (0 W C7 CD O in O w Q p al O O O o + G- H a o O E N -k N m 110 4 44 G of a) a-) D m O O c •11 .. •• v a) --1 -A k a -k a) to a.i, I V) i4 * * --1 a) 4j' i4 a) * I * 4) 4) C. z N v a) * -,i o o al u H z H H* O +J O J�-1 W z b) * cn -k +-) +1 ro * H �- OM 1 a W H N N H E* U * O O r1 y Q . FC w * * i4 i1 ro * •rl U PQ * * * -k * a s U a x O T dp v m Q] it Ln m N N O N II ii 0 :N U b ►i 0 H .rl 0 Ea M N N 0 0 M H I O O x b• I OO b I O O I I M M I I I a 1 C) 0 D4 I O O I O O I 1 M M 1 I I U W dl 1 al I I I I y1 1 O O o ri < I OOO O O 4' w I ,4 1-1 al \ 1 A N 1 A I ri I N N I I al Ri O a si .•. 1 0 0 0 W •r1 r-1 o N J•1 1 0 0 0 b b •rl E-1 >, w I Ct) m d—I o°°� T ++ �Iw (d (d1 N a omo i O i H _1 U vi N a I •moi W A I w b I O d I 1 a I o C) N .. l o 0 o E•1 W -V M b b b m U i m x a° p' •.0 � x i m H 1 O I I a I a �; i N ro a _4 o x� ►07 N H U co W O X i C)LO al I b O i +1 Lf) N Fi I r1 N (y): al i (.' b � rl i •.ib1 o w A vI 1 A x O T dp v m Q] it Ln m N N O N II ii 0 :N U b ►i 0 H .rl 0 Ea M N N 0 0 M 4J .-. .-. 1 C N d> r- W l0 -1 ';T ri N O $3 H x 1. O I I l0 M O M N 1) d• M 1T N +I 11 I .-i N N M V' M N M d' I r -I O U W 1 r1 r-1 'A .� r -I .-I .-I � I 4) I W I ro I � I w O I ,q 1 � 1 •rl I $ I I 1 1 I 1 H 1 0 0 0 0 rl M N 1� O 41 O (11 I M M M M I M O [- O O O U ro 1 w I �•I I W ro y I I V I O I 1 I s 1 v I I I I 00 N N 111 O 0 O 1 1 N C u1 O 1-1 M W N N O �. -P 41 1 O Ln O u1 00 N 1- 00 In r I O U W I l0 I- m O li H [- O O N }� `N " i N N N M M M (N N .-I ,1 I w ro I � I I +A+ •rl I $ I v I 1 1 I ro H% i M (M M M N nM N .-1 ri O 41 O W I I- Ir 1- Ir In I� Ln co a) 0 j: -PH I l0 lD to l0 N W N w N M fA Ux 1 I NM ''N (d I l� I � 1 W I 64 y •roi a •rl 1 s 1 Ul �' 1 O i +1 I 44 1 l S H I ou')oLnou'IOI.f)oul(D � N 0 4) -P I O N If) I- O Nu] (` O CJ 11) 4-)H •rl W I 4D 4) A a i O N 4 0) m Ln r-1 W N N 44 1 O 4) O 1 93 93 � H 1 ro W I �� b Q 4) 1 I t�q i �Si g I OM O rl O 1-1 00 O FC W 1 `•' I CI' O �' O . I 1 4) .. 1 O O Lf) N oo (n �o Na; O •rl 1 0 00 N M Ply 9 1 0) 00 r -I v 1 I rl M Ln I I I a I 0 0 0 0 0 0 I o O o 1 I I M M M 1 I 1 U W 1 N I a� I 1 I I 1 0 0 0 0 rl < I O O O O 0) 4-)1 0 0 0 0 ('. W 1 -1 1-1 ri H 41 \ 1 Q tl) 1 A ri I `• I I 1 I m 1 O O 00 N 14 J -I I (DON(N 4) W 1 q " I 00 c to lt) UI I EE -1 I I H I 1 H H I o0000 O O O N 41 M 0 W i -V a ro a -- I O OD N 1� a H w 1 a 1 •rl 0 0) I ao b) W I $4 1 RI H 1 wo 4) Ca i t4 HE .r, I a O I 41 W I U W -P 1 O ° cn N i a 1 w 4) I a a" . m i 00 a 0 coH H .)) D H i x U) •rl 1 00 •H Q 1 a I a) I * roI c:) 41 I N G C G * U 41 I N •� l ►a N b i 4J .-. .-. 1 C N d> r- W l0 -1 ';T ri N O $3 H x 1. O I I l0 M O M N 1) d• M 1T N +I 11 I .-i N N M V' M N M d' I r -I O U W 1 r1 r-1 'A .� r -I .-I .-I � I 4) I W I ro I � I w O I ,q 1 � 1 •rl I $ I I 1 1 I 1 H 1 0 0 0 0 rl M N 1� O 41 O (11 I M M M M I M O [- O O O U ro 1 w I �•I I W ro y I I V I O I 1 I s 1 v I I I I 00 N N 111 O 0 O 1 1 N C u1 O 1-1 M W N N O �. -P 41 1 O Ln O u1 00 N 1- 00 In r I O U W I l0 I- m O li H [- O O N }� `N " i N N N M M M (N N .-I ,1 I w ro I � I I +A+ •rl I $ I v I 1 1 I ro H% i M (M M M N nM N .-1 ri O 41 O W I I- Ir 1- Ir In I� Ln co a) 0 j: -PH I l0 lD to l0 N W N w N M fA Ux 1 I NM ''N (d I l� I � 1 W I 64 y •roi a •rl 1 s 1 Ul �' 1 O i +1 I 44 1 l S H I ou')oLnou'IOI.f)oul(D � N 0 4) -P I O N If) I- O Nu] (` O CJ 11) 4-)H •rl W I 4D 4) A a i O N 4 0) m Ln r-1 W N N 44 1 O 4) O 1 93 93 � H 1 ro W I �� b Q 4) 1 I t�q i �Si Moment Capacity of Drilled Concrete Shaft (Caisson) for TIA Rev F or G Note: Shaft assumed to have ties, not spiral, transverse reinforcing Site Data BU#: 880436 Site Name: Seattle Qwest Sea624, WA App #: 150861, Rev: 1 Loads Already Factored For M (WL) For P (DL) 1.3 <---Disregard <----Disregard 1.3 Pier Concrete: Pier Diameter =E5.5 ft Concrete Area = 3421.2 int Reinforcement. Clear Cover to Tie= 1 3.00 lin Horiz. Tie Bar Size=j 4 Vert. Cage Diameter = 4.81 ft Vert. Cage Diameter = 57.73 in Vertical Bar Size = 10 Bar Diameter = 1.27 in Bar Area = 1.27 int Number of Bars = 12 As Total= 15.24 int A s/ Aconc, Rho: 0.0045 0.45% ACI 10.5 , ACI 21.10.4, and IBC 1810. Min As for Flexural. Tension Controlled. Shafts: (3)*(Sgrt(f'c)/Fy: 0.0027 200 / Fy: 0.0033 IBC 1810.1.2: 0.0050 SDC D, E, or F Governing: 0.0050 0.50% ACI 10.8 and 10.9 Min As for Columns, Comp. Controlled, Shafts: Min As: 0.0100 1.00% Minimum Rho Check: Actual Req'd Min. Rhoj 0.50% iFiexurai Provided Rho: 0.45% N/G See Comment Box Ref. Shaft Max Axial Capacities, rb Max(Pn or Tn): Max Pu = ((p=0.65) Pn. Pn per ACI 318 10-2 4991.78 Ikips at Mu=(4)=0.65)Mn= 2391.48 ft -kips Comp. Reinforcement yield strain = 0.00207 Limiting compressive strain = Max Tu, cp=0.9 Tn =1 822.96 Ikips at Mu=(�=(0.90)Mn= 0.00 ft -kips Maximum Shaft Superimposed Forces TIA Revision: Max. Factored Shaft Mu: Max. Factored Shaft Pu: Max Axial Force Type: G ft -kips (* Note) kips 143.898 14 Comp. * Note: Max Shaft Superimposed Moment does not necessarily equal to the shaft top reaction moment Load Factor Shaft Factored Loads 1.00 Mu: Pu: 143.898 ft -kips kips 1.00 4 Material Properties Concrete Comp. strength, f = 3000 psi Reinforcement yield strength, Fy = 60 ksi Reinforcing Modulus of Elasticity, E = 29000 ksi Reinforcement yield strain = 0.00207 Limiting compressive strain = 0.003 ACI 31 B Code Select Analysis ACI Code= 1 2005 Seismic Properties Seismic Design Category = D Seismic Risk = High Solve <- Press Upon Completing All Input Run Results: Governing Orientation Case: 2 Mu 1 Case 1 E E Mu • - - i/i Dist. From Edge to Neutral Axis: Extreme Steel Strain, et: et > 0.0050, Reduction Factor,T: 9.36 in 0.0165 Tension Controlled 0.900 Comment Box Output Note: Negative Pu=Tension For Axial Compression, T Pn = Pu: 4.00 kips Drilled Shaft Moment Capacity, cpMn: 1895.84 ft -kips Drilled Shaft Superimposed Mu: 143.90 ft -kips (Mu/cpMn, Drilled Shaft Flexure CSR: 1 7.59% Drilled -Shaft -Moment -Capacity, DSMC, Version 1.1 - Effective 04/01/ 2010 Analysis Date: 5/31/2012 D v O A n fi AO m 0 c�g2 z�444apip Ro < A v m ov m Kz 3 v OE P '14�5'g�'Lzz999H � o a� > y� D� DO p PrraFFFr12PR A @C 8 'Z o m cDi Dz > mq mY) O ZN BN -W^W �== rn f m m ZO m ;O ;u =1 C)o- zz zzzc Z N Z PL tL�TL p+,5 m m Hit mpg O�N�rrIIZ C -m CmmCPk0 p p yN yNN>N 80 Z�oOOa U.1 Is r•p O ZZDZ (/ZnN 6006 F EWE M- aIoz .. x `v4C `Qp {�jK (`off yp�n 42-yyyZyMy ��x +� 0 " S� NN�JN ��•�.Op O v 8Z0"Ix•1 no wq = t0 iyEFE ^' (3C� v 0 �zt N9 v Aif�n a�o Rl O cog �� �� Zj� /momo�yg�j CO VI�E�� �o I'I \ JZmy l J ZZ S Vl v 01, O Hui6z) n zl L 00 ��ZpIIZ(,TN�j�O C �I 8O J Z ilk 'n3'!Z Z Q A = II�� 8 �fyyyy� DOm?O Z AZO CHOZ o).1 o�o a ISA Zxp Glo mm Cm g Pm I ImUK X qulzm A Nog o msZ S2 NWN F Om 2mZ ��o OONOO MA 2.R Z -p Om v ,.,..,. ozI r,•po> 5g� ` < �I+I y�N Fy� v ._L-+ql� �IyLI rr { .. A8 Op ONO~ �' F' -? /A m .vZ. ..e V/ M OZ , W+p a m rn m m m m a s a s a a s AO y�y CN > IZ j .� yy � z X .� O O Z O � `w �O O ` O --CCC D p g m 8 O O m Z Q O y O g e6o z z _ o 4 i z Z C L C = 0 z N z S Z czi czi c 2 mo F F 2 .. A k `� N v i N z z O D O O O O v O O \ _ = c cri n zN "� " 0 G o o c "� G G N Zm e I O C �8 g2 0 Oj ril Lap z A ' (n R i v O y G G X cc Z c ti _ v 5 911 2 /gym N•>z 5 1ppIWENT sOmqQ D� I�•SpmQ+p$ i0ii 9=pii 2pii Wp.-G- mtm SmNm S2�p� z SiA O mN$ 22 Jy r z- r _ rc zZ rc zz rc�ZZ r.. aeemo CJ c.l o- A[y� C Z C I$�'y� Z O z 00 Z 00 A v z O NO N jyNp 'O 5O N =_w I�+� NI�N CJC CIC C7C wpm N �� N vmZ� �Dv(+� N V' qx0 '�vif�� EAy 2 zz" zz" ZZC Qg2 A O T1fpZ + p� fI�CN mmN_ Z SOZ XQ{ C 7COC 7C0 m O C z rn' Zyy A m Est i I Am zwpy� oZ7zC o= o= �w Ns� �9�Or Np fD� Np f� A� �po •'•Ij m�Na �N -Z Fp �W pp�p� p jm(m�(/Z�Z N pD N 1JDrCc-7pDp I Cf� T Tom'"'NZm � $N mCAP i tpD Nm 8 j j Ay0 N WN '.y' W�O (WA DDF V IN mf m� N 2` 7 p O �S p > m C— h Q Fl 0 8 8 -fir �� 01 S 8 g D /0^ D \! vn lV O m C0 0 pZro �� m (DO 0 az � � x' si > o _ p8p g rrl a m m vmi �i .. Q � 7✓ ~(/�" A1� �` % N N iIl � (.I W m C N 1 —"' Sa. 1 70 m >1> a 7 IrnjisizN' J 0 r p M I IJO EB oOm NO N + m� U.cz CD n �o r- 0 G� c o� m c 0 N J 07 CJl F7l, � (D—� CD N)X 0 D N J M o l J 0 mcg �z�� Q o D°o w c) - :Ez Jc> � �7 W C1i Z D —I \ ----Icn z � m 00 V) D W I V IQO C n C Z(A FI -1 A U3 00 mNo :'o 54 0 w O m m v s� :] 7 (D � (D t7 C) MSUD titL Q m ;;UCD 3oµtic0l' mm" .O,C'.i] �OM m O N w0' 0-0 d v a vo -03 �0 <= NO fG) Cl) A m rZ mm ED A � Er) Dr <�■ LD� m0 z r"'1' V ��J Z e D 3 ^iz ° r N zz z N A W N b C 1G m J 51 Z;+ W N = C 10 m V 01 N A W N c offmt �'0 cN 5- 1'I o o jJ_ ; o 0 oy o z 8988 I zzP $� 9,90 � 0 ONAC >t A; WOZJC NZ A -I C D 5i� O O 52 vg !^. _ UMP $�8� �^ $A ��'"$ 48m1� $_ �� E�zAO ; ym°' Q$ g °�$ zo $ M $ A� $ca; � 8mM8 8988' z3 c A Z m° c NR c P c o c MZ ; zm zzc O v sig ze1 89 z;� o c �Q ; p N A x�ii 8� 8= g� '7' B �v ;c 8� -4 A N N ; y° S r�Inr 8 A m -Z- N C cp- C- �� N 3i A p C 0m x m -� A Z o ; I•I S 8 an�5`,fi W >< 8p� o ff'�fN$F z mm'i'n � z� pQp $oc�$ Q � B id _ ° g p F g � o ziio mA� z'C°-A RM mA A y D O 7y0 O M o N A 000 Dg WOE I� �f 0110 < �f- A xA A OA WA �M My ON Omm NZ[a Dy AN 5 I I I I I C D ZO 8(J m z m Z x m fD a 8 S m x A m f�/ y O Z_ m N Z O � 2 �f O 8 .pN OpIS'le cAN - 00 rO ^Q z O yOp �N N N Z N fA of NA z ;;• $� ����Z Zy Owe$ yy ZsQ y0 Z I0�I0 �� N f�IZyy o N mm pr �• x� p OtiO A y x $fjNN =ON y O�Ov Zmm A-mmv[1 7cy`�0 �mi- p CC_ F m UI .0 N CU <.v�0' A� a m Z U m- >q m0 $ of.20p 1-ZZm0A111 zFKO Q�p c II.1CyN W .Fil zA; Z 11Y AOpm y �° y9r A- mZ� C_W Am ZO�� 00 W� O 0 VNm�TF <ZpO rZ AF Oa 3 V19 OZ y .°'O O� mA N O m 5� R8Z �A �I1D AxA RE A9 +1g yy m �r8 m 0ym 00 .yym Ne m Vm Q ry _Ob 0_ nj �l Zy O =pQ S TZ '� GJC ��000 m _RM O EA ° O Pp O� O y m tli0 mC 08 7n = y m m � yv1 .L Fr t.N m ON A- m ZAmZ ACN m Z � An Z A A JCA Cy O =o m � �y USE', Sn� OA ypp 3 o z ^r�� m c v o z C 3m (f mA o ° 'A�'FF^ d�$�$ z�� Sm py 4z5N" S =� = c SNz$oz Oo8 �ri� cx°�O �aE MAX Qac 0c yy [r1 Z p ra O. f// Z Z N O � N �i ll� y C m D Z ONm0 v 0 O ZAn .9O A A G�AO- .� 1 Z O Z 9L O y Z $6 0 8 < c -82Nw $ N s O z m "�o m fD _ o'y oN gW5 x° o pAZ �'� Pmt O ppz JC f z o N f Ln <° z_ $z o-{[� r c z mp hCCCJJJIy °2 yp mgi c r°% �� m Ax m- om m !^In F pc I Z�9mO-0� .._ .,� A�;D� yv 17 O m A' Fd O� O Fi z O x m m�N S NZ � ��f`i-y �99 V Om ZZO ZOA m � �� A �� A 7c� m O p� m �• OW� yNA7 Om z z A O� mp RON cOjm� _ ���� o�� 1Q' � ��� � �oA y �� i_ �A x9 'a A�FN (O� Rz1n p v'� `�zm D�m N� Am�j lAZ11 Op m ny 1[o ,y OZ -_my n y D OO 8 N Zy Am p AOIOII A -.OzL X30" !�. Sj C� N 09 fn '�• S -i SZ TZ 07C '� <� Z - ff l7D rV �� yZ O = N _ O S C O O\O i pQ Vl9m N !�1 g V� Cm �y Ol7 C A Z N 0�3C7 �C .13 ANAIIZ�Z•IIN 1cz Z O-znW rap O- 5$ ZOM e0o N Z y Q mi) A � z z Z c O mm O Zm o �'~N �� AIQ �^ og 8 °_O ° 8 m �"vl 1QF. N=- 6r�oN og A A Am oc€� m �LANx f5Jc8 000 c o AA oz FA o z W� 1 zv-1 z �� D � .0M, c o zF \° cmO A c °im ap yNo O3 me �'o �A 8 �y sA cix1� o• �o W °� vi z v gz IM z- z o zm m ON n �� A5 zc o Op $ $m O oA _m o. O c $'" �c ° i y O°�Jc '� =s Qp�tn zy- FJ °" flm `" pi O� ogmmm0$� rA1N oQg rAmB r 8m°^� $A $� qx Aco rL�Tz c: m9byi QW zz�n�C 2t_�� y Fy ra I•� A +y� my py'O r Z O O TA �'J7 RZIS OZF O r A-� '��O N�O C Z O ZC7 Vl� �N Z2 JC� .°On r° OO C'� g O ° OD m czf �Pz $5 MSM S go y i g$c M 'dA zcQF's� � o�yc�oA j p o� �"+ _'^ 8t�y yBuzi ,JAco��# 9ym�8 ��{'?['�A^rNn °'�� y mNO yi A�R� N Z Al AqA JAS v+Z+1IIM A O� f � O yy m � Zp � v dim pO VI OKm =Ao �S.2; 5yZZm A2y Z z+°i}'�5 �50 ONZ o0 OC� m ale Z �c IA•IC Z. C� ZJ 3 g Om'�-Om; OZ O r ga 6j� ;moil! o $ plvn0 $ §1$ x � � 8 g � °- O� 3 � g o�g 8° �R o� m m zo�"� z�m� 6 isFFo m x f^ z zcmff v o Jc zA O -O �inm 'Im°' N o0 $ o o z x ?; _ m c AI m z c A � S ;moil! v L A m z 'n O n o S o �ra1 [z�1 m N 4 r s c� O Z F mss Z 7 O< �m Cvy rmio A n Kp = 2 pA El .y m'1 Np yyam$ pf•I vj y�• vOv fZ7 �jy z 00 Z� OO~N� ��ss :3 y�N i R. A m S ..%- ; 7�Q m OW 0 22 OZ mC Z\IO VI CSO 9$ 5In i�•1� 'A A> r an O c C IZ•1 (� y 1%j C O m Nyz �O v Z V O pA S O_ O O Oyy A m 1 AOF;N On HE 9H �yOn � N O S O fC � �A A8 %E Amy;.0 Zp, II•IA O• � =I;•1 •I�BZ p°�� $ A x JCm y A GG O SI Z� O D CA O y '9-j °Z 7 A Z- �D S ZEN 9 Z mn�yy � C Xm Jc Z C NZ Amo O 0 j A5 ZC �$ �0 3 A m8 C? o D�C y >•f7 A0I UOf Rt RIO • x 2z xNC� �] pe �jp0 OA80 =010 �y O y2 mO mWAm m �m L� y 9 m� Zc i 9i o I�Z A t/fcW Z Z$ O L S N On O I $\ Ncnf r�.O� p JC Cm rN��$n! S SCA 'a < vC '9; R Z!Z v0 7Co �y6 p0 yti00Z NZ� m oAz 80- HH °A �y 'n `�p Tp4 �1 $r•Im I��g 0� of $ �" Q�x y% 2 �S S vO O�� z QQ� zv g$z mg �> g8 c Aon v �_ _ .,p v Qo = N $�� mA C Qmm $Cm om5 gN 653 5 4Y L [ �$ boozy $ m A o Q z? g m O $$� A A cF p�ZJZ o �. A �zZ co° � �Q j TZ A.. -ai p 6 v r�zT $�I We p �cz Wcyyma OO 088 D<5�0 2FNs ��� o� ; O sA rCy '9j AmyyC 0 m=r C W =p O ; �m; Z Gj; Q m=0 e go iii m mmr Zm y�' oDyyr yme xm N=m m CN�fAyjI o FG_� ;� 0 $C Ir= z p4 51z1 ZZZZZ° f Fj (C� 11���11 ,y Z OO 0 5z �II• ISIy -i V, N C in KO ,{ii o O y �j0 C° D Z m 0 0 Z •ON1 N A W N + p t0 m v pl ()I A W N + O Z Z; O ° Ay _ m0 O O 0 m AIf- N y (co I N [p� A ymA ��• Z m O O� y m2 N Aye r n A O V $om m0 $ 000 Nr r FI .�$ !c ZO$ O$$ C 1�12N A VO� D� A� mN O O JC�a �off� $ $� m a U °; $ v m Oen N Z Z m it om m � ZZZ 0 Q ZZ Z m A a �$ IMF. l�s�' o O S @ 9 =x 0 smc�m c80 c8 I�x$ �z '�pAC1 8° 5 s g zo Yui z Az '��' 0;2 IR I^ N $�y'.?c �i rrx r r f:< (y� ,�Jiz y19 3 �$ IRNA o= e= N1`1 8N t. pz� �_io ym ��y ymA �� H8 ag mm= z� ; A� � NZA AzC�'I� ApSA 'I I'0 m N O A 1y- m S4�IN �� y'9j 0.1� pp FNS C5m W_Z OZ z VjZ \my mIm(} �A ryA� C5;lsN �IjO C >� r 90Q rn Ds m�i A Z N `+' mBS!i '•1 A j mD.� - O O A O� Z. 0O 85j A 2 2 N y ZX j.9% AoH C N << m e�i �N A� CO G �Z AO O �5 m Oen (nA O' Ny NA ON 0 Op C� Z NOTz pm D p T OO. ° 8 P Z$ Ra PA U cC'f pp ZO m0 �- O 9 O °O y N O A O N A A C 1 0 Z Z X 7 A O Z m o- A yZ\ A r C� F• Zy N O N8Q° m N 1 Zyva CQ7C �0_ p m pVm _Ai A O Z � Z A �.1 I'� p O }� ry N n (� O Z m O �j ,y m y 8 Glmm y��D� mni/� �_ v O �j; W fn y` 5 8� C ZmyOmy m m0 y N� C(yC� � ymD� O S � ZL 9 O� � �M ~n-� �� NI.1 fnrm -i'IW m ,,OA C8 m 8 O 9N O mO pBrT� OA AN 5 No gN �"• x 'J O = RJmm 'j 5 5 �N Z ° mN O = iViif �m C v 0 Q Z C p'J iy'N 1n .0 S c O ( A 2C p° c A y1- 5 m �0 'c GM �N y r >y E[[DD��' (z�f� O 5N�1 W \ 'c __4 vD O A D o P c e r 0 O O O O c S N Z O; m Z` O 8 x 0 m O Z N < ;CI 8 F F z F fFi a A x gA W 0 cc m 2 $ z � � Nm Z (n ° zo Fy ff Zm 0 Z� O O A O O 4� Z A N = QjB EILn Q$O m WFIO O $ !!l��� F m O � v_ Z p Cyy _ O �$ m mW i�0 D pO z'n zy Qf•1 Omfm NN 5 °� rm �$ i� z ZOS rA yW 68-.1 c x mA ,yz r'� Z OQ ZIm .•O Z0 p O RIO O f C-Iprml �O - pm ;-� p m Off• y2 ; m gig N = A ZnC OC C Ax9 m �_ •(ZfS �g y +yf� yD m NN C O 1 Z 2rW FE- 1� EA ��rrz y Om Do �n JAC ? OS Om1^ $I`8 � p; � p$ �� mmy7 m � 8 � 1T��sF S� p N +rZ�N ��/0f0 �� Ofn m� OoAI �C �z yS �N m F �1.1 �;9N�C.f C; �� en ME v C C C��F'N io _.p y�8 x OQ (=�0 ZDm !r $ m FK a N,�i s+�i�pp N ��yA�rO O Om 3Cm O z Z--zAIIN Of N +Oi\ zy $ tRi/�ef 4i Vf5 yCz \ InA °LnZZ C$j� `� 8$Im•I v pyO m V m�rpI'c $D mr g= Z n �y O r . M c C W Ar P. � 1 � ;0. O_8-1 UI� m4Am4 '�aIrj1 �(�(77 Sri C O A(� W I $�A f29 �r A � AW � � mn RI�o Z Avf m< OZ ?1.1 Z5 Z=N �O I°•1� 8 5 O �O m OI O A Rf� y1 y0 NC Z N Cm -08 ISI �fQ y OZ O � z tiS 0 z- 0 � e m z mZ0 I m A 09 j $ A C AO �O CZ/1- � 0 uzf Fy-I° S� 50z og 8= s m me AAa� �g apo g° pi F o€v F� g 8Nf g, S� mAo § m. m mm m Z/n ° O t Q OA 5 L I m A v0 z OF m 0r = C0 C m A' mW OR C = O 6y O NF��yCbm m �� O ��J �C! NC N� m � I.1 ,p1 ZAr4S�i ° 66;0OFI Z C o' y A > A oQ f�= mA P ['I +�P o5 0Om A mm I�1 �' �v � D_� r•I �Di �� Z� ��/�fy UZ O� 00V'o �5 ; O Z 0Of�Jf �IZO �r�Im A A' �A W� O- A O ny O; �Z O SO,f'f sy y mfj �y0A INr�m 52i x�yA y O Z Z °�r�f K moN=a DCO C $O O y�rAf ;x � O ,7AC V g `D f- m;O 8N 0 yS Z mm ZO I�i �1ZZ2 8$ " JAI$ AC z0D N c r Cm gZC Z Ay ��.f ��O JC ? IAyC oAD VI �2 Z� �XJ m CO m p g$ •� AS A 8B O ZC2 yZ O m , Ln O A8 00 0 Fn o C n N mms0 I ��f1 ymy I < Zg <� D AO 0 O 0$ FI N ,yO 25 , �I r ��� m Zuni ( vm Cr z A O N In m ZyZ as ZA Ay O m0 m 11 C O JCA 1n m ° O �Vf yy O1.f A 0JC r y m p L p $$$ Rpf= ZZ =O=f7 7/f ,S y O O fZ'f� ap90 Om yz ym ��f QfS.1 �<o? A �+�( Z Ofll� F = sjpm 'J OZ �1 A Z$ 8yymS p 5+01 rC ; Fm Z4 Op;QO C�7 Z A� �m O ^' Q mg ; Cqp a O@O C<J p MR � �O m O 1I•1 N �Z 5, o+ 1.1 Pm A;O AO O �m MIO o= 9 O Z3 O Q oZ O{� C �A = OI+� yrg °A JN g ; m zcm5X C c $ �Z0 Ip1 m Aa Tif ,R�Fm z z5p N �I L A0 �+ 0 ym m $ f $�c 8r4i x o Fife zy m °z iii O m+J A 8 ;IOS i zo F AEs H i° .o m $$ y 6 �°1 N zz° I�1 RAi -�� o m �� It kpz y° � 0 z yAc v �f BJ 8 Up O@ O �� O �° O < �s N�8 Sc � ISI �� zm �� O L ?� D m � 8 �1 9 � 1SI�n � C z mm �Jz $ z 2`� off v o� x o 8�i Ll Q ; 0 p n o z L' o = AI r�o AI0 Q V $ " �Tz p 4• $ c `� III AI mA A Z{/I5 A WO A N� Xy 0 p N \y C V x0 . N y �. m{'�A Zy N D (� N CAD O Oq C C C$ N C pr 'n Z '�C m m N Ov IMM m O a C y� N Z p aN O_ N D 00 IQa O C AO RII y 5 A 80 ° 80 F C 5 C 'I AA 0 < p�xc n O Z y N rn z� ao z A >Z �c ��" "vyA� y_� Vi �' M g p y �°1 DC �3Q z ° 0 r orl 8 �z 5 ~ M 51a N F m Az z A O ZOm Z IN•1 Z f/f ro CO m VV f� (Ol N AA y G N m V 01 (/� N �+1 4 yN 17. O 1D �r�f V Omy1 ; p 10 m V x`°U ,LIr a+0 Omm�S �7S5D+C�Ar ;ZVN S S .�� II ZZ� 1�11� 5X DZ A_ Q� QyOO� fIlZS� (•IOOmT Z �� Onm `S� Al N.�l1ly jff0$ _° 4V7711 (666_7 FrZ m�9r10 CS��y1J;O �fr1 9 Irl Qx JS AmTZ O 5 m t1 5� X R1' 5 III _CC7 H y OZ a 0Si � _� ROP � O O yiA r Z �� ..11011 � K Op �AO C� �f I�1 O � � A O 'gill � � C AO j�I O O W M. ;ZC�<z m AN0 A �C O �jO fyf mD m O D •-1 -ICjr Z fJf O D L_Z py N- p ZC OZ O �U O OA AC pA O�OIysnQ� O f t[�J X ImO �Z OZ O0 D A I�+pJ1 fy��s Z I ©p{� ,yy ;°ISX v �1 pmCSy 0ZO Oz vz N oz Q R � F 9 80 C _ o y ,�m F "' mo`c v �iD Z;ZI�I�iC8 .°ern�Ozmi-n OQQZN(;CA � s N A�j F ; CF•1 ZQQ= S '1 mOVA � �O ((�n1 Ox SC� O � m AyZyy s N =Y 6.8m') lz; �r� _ FI r� O F O(((p��J W N ��i1 N�11� N NZ N O mm X Dy _Om ZO-° rn �NZ C 0 Imm- OrOm Al A ORI r� n�nrr ° N -I �I 0 I y i C �Z Zr O OC QI O O 8A �m �r5 N m C g A In Z IAO m O.m.1� m ul SOms ZC Rc 6 A _ o- z 8y c mo; o A AO m� ME (n F �CM O o z+=F rN .ymAs L Np Z z� z2 A A z m N c IC�IZ� 1U) §A!= c0 v +Ol0 s 0 O� (yim r5 y< NIn OZ C'f i- 1.010 �o o* °�F D O myQm sz pq .O yn OR Iry1r�A z o Z °yx Z� �0m K A A -1 O AIR �YI NUOf O m COyOZp '" O O• ^ � m yI.�QNyL,C5N 4o mI. A1 I- p 0 r m ;fJ Of lCZNSyy x5zS\`OAy 'Im�3 Am Q m{F1m 1•IN N"'p 0 Or8 ? +II r�5 A 1-� SN1�1 Vi IWn D O 8V1 �j011gZAZQ112hi lob RSIC?(.Di�f< o m _Arc c4m^I ZD 0 om O Srz 1x N�O 'a r�'IrNI zW of m p IrOI y.W0��m Rs mo � D_ZNr°F 0c SAy�FIr0g o~220N= N0y08 m m m � F; AZ OSA A AIN � I.1 m 8 2 O I '0 Xm�i10 Vy1zo "n 01n f� Al Z AZ _- m nj A z ° ffff �r�1 A Z ; N O fpl _ o OA A pm BpAA Z�Rnz. Km yy mA� ZO 5W O m ViZ p �� �_n8 A�Ljj A o0mi�� O PC f 0 '• p p y� m O8 ° f�p0 QAAAI y� p� S ��0IAAIII������•••• :5 8; o $n O A91III N(��o Z ZFKy N�p� N C+�y� �1� O O m0 ~tfi7p11 yp CA m A '- SA jmia gy Qm v m SS�ff ISI N Z�I�I/1 O�� =N C CD r O • 1'I N N + 1. �. �� 1� O6 U 2 5 Og i °zz i �Ci`��8iz _ F(c oZ �$o c0i ^� �y �O cg $ �� $�i$� ° c ; ` 1 NAp 5d r�o Ayog� o� yy N m 7AC1p O r IArkI r N ,,0y I O N O Z Q m +1 g mw z S om AOr�W 81-T =' 9 ZAI IA 8 m !^D I O m0F 8 NO Z a y UI O m''AO1 �m N p D �� Q€+ o z ff 1• s 1� v 5 + z y W �I O rANC�° 1�v9_8m IIID m p �o Fgz�� �o °A `a a e° c �z-IA 5 8 $z F Cie ; di • A !in Z0 c i m�c z C!'� � c $N 'Im Z+1 (7 mx �czAoTCIi Iui A=1 Zmy A0 LM z 0 A:r A� @- Nz. CyJ o �o Coq Z m fd _ �j� c$O-$ O• vZ= OO UI G>nj C9 mm �Z' N A -DI °Dl $ .��1 bC C 2e V m 8 -2CZJ p mD p Z o == IInnyy < I'IA o AA FA < ;+ x '�� s N W m D ��1 > A y ,yq $ Z m; s y Z I�•IeA Zmz � Sun; ; 0 9m9 Ov2 r A D N8 < 8< 1^ Z m C N SOA r0 O N�QY,Oz ZvF 8y< O cp $y j x H- S ;rp�r5o G� yA �ylo Q pn y> qA (Ar/11 .�°j yv �. ti z o 08. s A �oN 6"DjC m Nlif C Oo y �c a Z` m N, iz�7] fi 'A1 z Ai !°� p S ciN cf0 Y (if �n F F $ vz= ;Nc vg�ym�j Al N z z 8 y OOInN m Inc id 6 s o L`S z m [•I 0A g g O v rlv F� 'Olu�o =X- gy az? e = Cbz m k (' zp � f3 Q ITi = $ A czf �c i s gAa WE X- is m 2 O z �v vFTy MEQ oN els z S) c r•1 ° .O� 2m Z 171 n g z0 0 �� MORE I�O"i t3 Z A m flzOU ff CZ I NO 6 ; MR - 92 I.1 $ XI Ay1 y jj y�j rllNz 8 FZ0 N !n m A f� N Z4�[y1f mm .}yI � A�1 ° z 8 O m 0 r.1 m�m DZOrD O' <Q .A° C�� A Om=00AAJ0� �A T/21 IA7�I In (fns A°I m O �O,} m A�Lj1 Ayn C yNg� vM y0�lnm z O m 77CC fm A �AIII 6O�C cAp 2 j ° 5 Fn �J Z0 �Inz JOC�Zc 8� o _ 1 < m Ooz pp��ayWWIrn {z�� �_� B O y 0 y m� yo O8 D 7C $LQ NIZ CI j OFNj o C N ? A D G N 2 3 z om 9 5 °Ao 12 =� �° 1m�1°Y �?ifiZ i _ �-zA Id o AM 8 r�I? i N�A� �Wi 3 Iii�I < m � 5� � 0 z o p Fi A -a A c ? ti o z W Al I�iI � m N flmf m -1 ® X�C �y�j O D O fs N �� O K z A$ �� \ N g m � ID m N i Gl M o —{ rn m=Q m to 7. N N cn C x m N ti_ 5, m m M a 0 C m n�'� Oma^il '� 19 i0 81 m D mm (j/� 3 /� < r N 0 W�AKCO 1 D 4 NSZ r- D I �( \< �L� p� N � 0D z 0 M it �� r4o Ob Z z a� O fA , a D J 3 a N � n �• � A a s << N CY)�Z N 46 8001 Ay O $pW COZN nA+ 12f0 Cfp OSHW m C MV p O$N 0O>-V421QmW OOSON 0 O <N ami A� m� 0; a' Al ;�' AAAI1rI �`rla�f m A; mO A OL �s Oma• A O f"yS/C!� 8W mN �P 00 is ., OZ isF L 0z Z7 4 L y�p RUO �1 N2_<><m N (N��- Vy�Tp �1 �J <r2n <- yLL+ Sp Oy yZ A_ ;z O �gmr F ZI- C Q�� A O m r� Sox- $= O z10-3 = p D2 >>m Z Z D m1r1 20 c-c$N� Z F F 0 �< Op � A yyy m m �] 1I,� mOiU1 Q�j y� Z x> Z ;rnZ4 SO m y O o NIAI m -� �ZC B � C L$�� VApA 1 4 �ytA� r�i 9 Oi B� 7C A Wg 0 y 20 O� BO Q m FO C ! m �1�0 D ZT y C� //CC ZGGGG< �jT = < 90 �J v Q -�« Q > m An <� AF E p In Q v Az I C C moa Fz `-� yy� AA �1 AO - pyB v =F An >-� C21- P D `� 4 p -i m r V71p o AIA oCC m yA =C4 �u Z�y O <Q -W �maq A !AK y+0 FO.=. D 0.mg 8A ZpOD< � $� 0 4 <y �• A 0 +I lrr� O yM 02Fi O ii O m Cg � Zr O m F,D �i o= j4 g On O A RE FOO> `m2 'n fp> 0 ;O y O A -111 A m m z r f/1 A = 0 O A O A y A O IA 9 C3 D O p �' uF m A gc si '� Otn x o Inn m�Ay B�c�" m B B Axr� o o yln�lC o Z $R 00 'I�oy ' A O Q �Z�• In 7C �� '_ -C C CI �C= I O N y >2 sF HE Onvi? YI$��2 < x �S� � ;O 9Z O yOOy y�I �ZyOVI$mm O_ p0 AS gmCC �p O�In �y y2 �2• my B y O ym B m �y ac $ $ym Vj Mo 1/1..0 € m O� O O D �m vr0� m� SOA r IZi1m �OSp T� O�zw C m ay +OmFAO OWN r x A A 0 m ;z ?o z zmNmm o y/nF'1../.�1 FS�i �o+lym> c1z ,yp yta->4p �y r4�i> A c'^y O11//��my z A s4 o yoz m z m m N1rL� bmm y� BC Rom 3,of1 syn A 1�J�. oAm y� �J C p s9p= .500. y y ;y 1yr� m A(/i �y m1-r� •�yy ( y CDA 2NAm : $Ir1� 8y �IAOy� 0a eO0 �O� � OQ ���Bg m ym m oO O �N o� �C 5By my� B y � � � m�� � •Op p6 '� $ O A p Z- �.sTs j CA �ZZ sF yO rmlry� C O <mC OO N > m6no y O 1r1 C- Z m N Oma �0 y2 - 4FF + �1 �j_\m 1� � S� � F AI<N m 0 C ��"� N O< D �,�p = m'� x0 Z A >> > mA Vlam mA- 1C� yy y y C_ p2 _� m r Op+1 o (.Ip z 02 100 py 8 =0I Z I y�y7S755yf(�(�7•��11 (n Oy myNy �j 22o VI < �_F mAy+aA 910n 0+1 • m'10 O D =V17C Ay a� =C Or Oz it 2 A �r pC it 0 Z U� > A 9ye W�tL^ p � ZO �A� +1 m C m10r1 '$ OD yAz� m ZB O 3 2 $ Q BS �a-4 zI? m Z ym Ay 0p O m� 0 y O t� O O5. mOa �DC� 1n 0 jj"11 m m0 2A r A D m L Sy m m A O O _ A p ; O �m0 D m < m �- 00 A9 1�r 7� y 1� (� c, p 2 v+1Fm m (�ZQ p z c A O O (/IN0y1 m0 Z ORE 1�1A O ACAs 6OD B0� •� o �C> 1�r Cm Bs2� y O� '0 C ZO('Im89 ON�12/1 (;�1 � Z O _, ?g ��n S � y 0 az 7C-W m ffm A Q A C �z PER BA H W8 .1- 2 m �oacCZ�m > D t� o 3; 0 W 2mv9 �� C �p81AD 0Rn BIOTIC ~p syF 'rr1�ARZI ;1^� yA�m f11Ci ;rAj�m A $o z s� D Sys $ CAp �+ s D F y m y yO AA O A >`r00 y O.O� a Or�A1r1 m py i ;- p F Vl'1 min < y A N �1� ZA 1�r DOyN �1 C�,T >m HmZA o p r6F S 0 pm VQO OWO C �� A O_ A Z D x O m A y AA AD xm D D+1 m 0 _A 00� m 0 , m O v� O �� m Z IA O �1r11 O 55 �m.I D l� s 1x01 m s n f�1 CFI ; Z 0 O 0Op BpiVI yy KC FA� �1Cr1 mm OF-1AOmS S. A ZBy; �rr1 f7D0 Z D g ? mm f=.1 AA �1 01r1 .1 O 1/ r� O A > A �F:.�I m y $mMBD2 ZOp O i m r r m z D 0 x z 0 m 3nN3AV NVk.lg rn m m X17V O' I I 3nN3AV Oldw.l10— — I I I I �j J J 11 r I I MN OO vZ w0D x 0—,µ P Z I o 0� Qrno 0. to :. co D r I I 3nN3AV �JDNIdN Hl?JON I I I I I I I I I I I N � I I I I I 3nN3n`d OldA)\�O =I m ml ADv3N"vT, a o m s a m 1 ;� z a z LE 0 to o6. X�; >rn I I I ( I =m =m om arrmcn En �Orrroz *tppZ co � Z Z � 0 ;u m I O M m m � a O I*I m O O m OO p it J m cZ�;�= o p m c c m o r c o m ,�-iZm m _ rC Z�'Imf*1 O C m w m C= < a 0 �m _,nc z m ti'+ p m Z Z m y o �m=Aa z i v i z " N �OZz z z M v c 0 8 a c z m m f'TIO�0�0� ai N m z y z m v 1 �� O �Dy��D z z m = • mO - Z m m I m m D < O {jj� Om m�AOfSn f� N �%% 2 W O) L., A Cl) iD WO) NQpm y� (n �tV (J� m g 5. 1� 1 < m Z ( E C x N, a W m A �p m pcN�N I G �A1. "� K „ 8 A . ^ to �■ �o cp.., it A J D < Lo m m mOA Ny (COV A D D ODN O EB 10 Z� ~� pmmz0 goco z ys Od Z. z (n � 0 N � � a � 3 v F <Ww 18 D Z7 O X m Z x O Fn z 0 m z c� m v Ian =4 m zx—x—x—x—x� _ _x—x—x—x X x —x —x —x x —x x —x X X I X D X �++ X j I X I : Col. X =Q -Z a CD x_ V 00 m to \ < x O�0/7 N .. N �mjC t y N z CD A j� ARE 21 s z m 120c8o v ' z F mozwc%i N m dAM Z o A� R23 98 � v z N g rn G N a 8 A m N N UI X m 8 N 1 '- m m Z X0 _ "A to8 co Q8=ii ` J m yfA �. �oy� d Z Z cn O N$ a= n W -u 0 0 x x z z -n O m o D r � m Z 15'-0" m � C m Ii 2'_0" m Z. -p" z C5 ➢rrT1 y m X m m X m X 1z n z v z Q oz ^ vz v C) 0�X `Y _ _ m x0 m0 AZ O x I^ t�9i AO m v 14 z p x '9 0 A D z y z Y z A Om �y "Z. C, O frt -1 -1 :E, N Zx AZ 2AN mzN zx DZ rO� 00 �mA pDA p n� 2� RGz7 my z zz r mV ZA �Z. mc) A /I z - El Z, / �z o YY cn m u L7 � � N v A + A mit I >mmov� -NIX mX. I c_AN- a' I v I ���z m� L Ir� ♦.''. w co v e', 2 � m oil IANg 8 w x V 3 # V 61 g 11 1 09z m> 11 r1 J J 0 00 • • M 0 x z a � C) ;r m m Z 15'-0" O 0m C C U) --------- ------3 c x 2'-0^ '� m� H i)i/ m m m 00 Om j As W — oN _-moi% D N S N W; OND o J' Q � OO ml A N �m Zrt Z 8'f IA'O �. -zi o- OVO�r �Vf zMO -no m m� mA z0 mai my in2 La 0� ZD Vl II n D2ZVZc f*1 m L' immo (nom 0 1 � N m + 3•-8•t 3,_p, 6• Z•-6" N �c • \ ti Damm z >P.000 D 2 rn .. r Z _ D\ \ m>Qm �z m N ro mcm N r Azvz4 ..: '2 �z z 02 oNZ 0 mo Vo m y'f H-1 mN {� x lis xz� 1 1 8 00 xz M Q��oy o Z ` d cn m $ f GI N < j _ m „ g m m (A 8 A TT�Lj `4nQ Lf)N (A r ? W 5 �_ m m La •alsLu3 ® z r+ W O-5!Ommim �'' goys d7 0 z (n o tn W C y. WzD�� DmDO rDk'D m y omoz N Q N� Oy D cmno�N Z IC) �� Sisx6� Oo Oma vino D �z ' 9 zci5>m ;am m m myz DT 9�C9 V �' vSs CVi D 5�`rc^ ro5+ i Z Z 0 0 I- e N_ I m t° .0 HLnmzv HUMS VHdIV d +, N I .0 H1f1WIZV 801035 VHdIV 3 r� d m ;X ZZ. z ° 00 K TC V 4 V I A xO Z 1 1 Z 00 O 0 i sa O 0M�10fn� m, 01C•'1 D- O• • mZ m D y m N omcozrr--r r �m x . mLu O m D z m A��zrDz�� v DDr� N Z =fzrr"�� zm A zv O DZ D s x x x (A ��mN zy p2 U) z z t'li 71i �r v v D 11v"� m�mm2zMOTm m m �z mz �; 5d FY' MC DpZO -Ni Z� m O m Tv 0 �DD OR m ODP 201 �� O A u u A w 2 > S S O (A cr DJ— D �CTmID02C mw m� Vlc 2m i� i� o 0 j� O m v -�= Xrm*1 mm 1M Z zN m "�zr m ma 5mmm2z8>o o mm Zm L .. Cy PO 6zZp rpV) OA 1� Dz Z mm m x x U uo con ij O� yy O Z9 Z�l 0 a m m N89m,OZZF DC O -iOcc -4m 0Z OU x hSl ccoo D--I�f m s > S. go z � z rr{m0fx zz z9Nzn m �m g S g 9S .- A O- m Z p r N N N z-< A z —0 209,647- m m m g mOozX m m<cij 0N�yN n c cc zo0oo my ozo-IAZ o0 z m o. 00�� � m nTnOD? y 4! R o cm a yy zrmzz; z 0 V V V '- 8 O O O v� ; Z >C C �■ R I R � y ryas N PP g = o %iGI }q{ N ^FI v N 3 AQ=\\ 2" W r Q g N 5 m m Z 70 �M O m C X m N m a m ZZZ g 2 Zmczgh v , D \ N Q m O Zr+ 4A cn0 m { Noy d� Z m9 � OD 0 N a = D vzomW!JT m000c A lzo-0Mo D 50n A 10 mMCD-Ic-i SK41i MUZn5)N�O tl \OZN�rZ M. rn z0 mNao Nom.'L00>0 m3.9 a C ZZrm I DZ O ti v ��NmLFm Z $ c� -z m �P ��om oNm ..til CNA>MA � c Dmv � ., vmimvm�co o m N01 02 =�mz 0MTMCZ0 DoMT El c�C D D;�O ZO (V To + VIZz2_r Om N o{ N y r r Uma 0 m 0DN r DO DZ n� iM S O Z ZD OT m I II 00 F* moo � xo rmED Fn o� 0 v mo m m m �m 12 ox m I=n 1 II 1 O!Q m • t OZ 0 I O O �T µO<� b IOL w >0µOX 11 O Fh Z00 � FF rN0 FrOol N N U) c rn r � D �m ZP O OD I I II Ic wlk v r mmm m �� to +rI • mrI■ rF o Ilnm Fb19r �r OZ �IIILZ FO I<O A5pp ON mrO µ0µ08wTµ oz F0•o Nm1I OQ9'• g = a � N g m f cl x m y 's m Z CD Ecco_ yO O� N� � a .. a ;oD N=g N 1 Z cp .i� ig1 W +D Sm \ \� N ■�■ N� CLA�y� 3 n 2O _� Z O C pT� 0■ \ _/1,I A r <� Z m m,oA;czo o . c� D D zl""� vi G c r, J r- m � IA �+ JO o mmP8 xoy� Od Z 4i (n m $ a = D rn 1'—i 3/4' MOUNTING PIPE Sprint° r VISION 01 ;U1tw;1111111 Q1111111 0 SAMSUNG RRU MOUNTING BRACKET & HARDWARE RECTIFIER PANEL GENERAL DYNAMICS ANTENNA WIRELESS SERVICES TOP VIEW UADU 699iffo 00 00 9 CABLES C OYENCPRI CABLES A ^CABLE61 �\J I I I RET RRU I CABLE I PREPARED BY: 00 eo IConsulting POWER I 1—GROUND KIT environmental I engineering I due dirge n e CABLE I I FOR 7/8• COAX ° OR LARGER 21 B Street I Burlington, MA 01803 RIGHT SIDE VIEW FRONT VIEW i Tel: 781.273.2500 1 Fax: 781.273.3311 ANTENNA www.ebloonsutdng.com OPTIC GROUND BAR PORT SITE INFO: ANTENNA . SEATTLE QWEST—SEA624 PORTS POWER O O SE63XC406/880436 PORT q00 ""aaaa 23W M STREET PORT BOTTOM AEw WEIGHT: 60 LBS• MAX BREMEMN, WA 98312 1900 MHZ RRU SPEC. SCAM N.T.S. 2 SPACE NOT USED SCALE* N.T.S. SUBMITTALSSwung 3 SAMSUNG MMBS WIRING DIAGRAM scuE: N.T.s. NO, DATE DESCRIPTION BY A 11/26/12 9OX REVIEW LV Manama 0 12/14/12 10OX CONSTRUCTION LV IMMUNE Mongolia WOMEN MANUFACTURER: RFS ago MODEL: APXVRRI3-C-A20 WEIGHT: 32.0 LBS ago DIMENSIONS: 54.8• X 13.8• X 4.3• FREQUENCY: REFER TO RF DATA SHEET IF-3'e {I 13.8• in .i 04981 ` I9E ��CISPGRtiO rpN� �yG < a N i(I RF CONNECTOR, TYP. � a BOTTOM THIS DOCUMENT IS THE DESIGN PROPERTY AND COPYRIGHT OF EBI CONSULTING, INC. @ FOR THE EXCLUSIVE USE BY THE TITLE CLIENT. ANY DUPLICATION OR USE WITHOUT EXPRESS WRITTEN CONSENT OF THE CREATOR RF CONNECTOR, F&41•!I 51Q.E IS STRICTLY PROHIBITED. TYP. REMOTE ELECTRICAL EBI JOB NO: DOWNTILT ACTUATOR, TYP, 81120249 ago ANTENNA INFORMATION PULLED SHEET TITLE: FROM PRELIMINARY PRODUCT DATA SHEET EQUIPMENT DETAILS EDATE: SHEET NO: //// A 6 v 4 1900 MHZ ANTENNA SCALE: N.T.S. 5 SPACE NOT USED SCALE: N.T.s. 6 SPACE NOT USED sr,ALE: N.T.s. REM0 W n m r C7 (/ V1 O L 609000006000000000 000000900006008000 17 1 oo,,00,,O,O,,,,,,00,, oil O LW O � m p Z n m m �� m . y m;v m 11� yFE < = o r owli M un CD N o D 71• c co co J' A W yy; N r Z = O e- 64' m,m D 'o, min m n Irl v10D W 0��. cnw = C u, 7'-3" Z mA n m r C7 (/ V1 O 0 0 609000006000000000 000000900006008000 17 1 oo,,00,,O,O,,,,,,00,, oil O 4'-6" O I w l l s lel ��L i FCO1 D c 1111 J r C) N 06• , n 1' 2 -1. 1' Inl D N O N N �• N A n m ;0;0�j C7 N N V1 O C7 O 609000006000000000 000000900006008000 17 1 oo,,00,,O,O,,,,,,00,, oil O O z Z m p Z n m m �� . y m;v m 11� yFE < = r owli M un D A O D c 1111 J r C) N 06• , n 1' 2 -1. 1' Inl D N O N N �• N A n m ;0;0�j C7 N N V1 O C7 O (7 D AO O O z Z m p Z n m m �� O m;v m < = r D A O co co J' A yy; r Z O m,m D 'o, min X v10D W 0��. cnw om Z.1 u, Oo O �D DD vxN [- DOO m O C)x ; 0 cn Z;uZ L7 'OD r O v0 N r\ N 'Rx Omm o -i m z �� x00 X M A Z tj N ci Z 1 �, i • N w _ 'I C w o O in D m WW A 0000000000000000000000000 0m m m mco n m m m, co co co fco c 5_11• -Z1 Z M z x X min Zco Z A A .Zm7 D Z 6' m A r N W .Zml 1 v 0 0 C ti �f 1 C N O p !i �•• +••••w•�+ rvn CVUIrML1Yl 7. n T' 1 'oo ' N Nr N W r''_�CN - 1�1 m v / \ O 8 V B A m G [ N �q N coC��� Q �� O N m C �Y x N[ j W m' m o N = C3Ti °o - c o O m fn ' �ymffiom<yG] •� /� O £ C �— M i pOH EB � JO m Z O mm�� NOy�ob1, g,I WO N4' a� N v c) C� a W mm m j 3 D rx1 co �� AO AO co Ax cno ner6rrolrc ..., �... 9.•.._. !i �•• +••••w•�+ rvn CVUIrML1Yl 7. n T' 1 'oo ' N Nr N W r''_�CN - 1�1 m v / \ O 8 V B A m G [ N �q N coC��� Q �� O N m C �Y x N[ j W m' m o N = C3Ti °o - c o O m fn ' �ymffiom<yG] •� /� O £ C �— M i pOH EB � JO m Z O mm�� NOy�ob1, g,I WO N4' a� N v c) C� a W mm m j 3 D z 4D M 0 z z m D z O _ v O Z m Z C oo mo z M D � r m L< N _H Z N �ZzZ �D Z t' N N �00 g� C I r ss mo r DK0D m 3 x�Z � S >N z n , vm� x�_ mx g \ r Cn n >� O 5 vD47 V)�G� O W 00 CD-< Z� 00 Z �' Z AO< Q Kxr02y 0 11 Oaf xqzcrzC Z>Kr + A rl 0o� z� MM mem OZ x pD M m m�� D� H- z �0 A O(/1� NSM 0M x viz ZmD <n Oc DNS wMFn �mn c�(�c� vN ���TT11m0 -"z0 1 x�z o��va D r vz 8O:c ozZN No L4 rn Zv ;01 mr- pm=amo 0- m l N 2 Zzm DO r1Zm� �oIMn�lx*'I OAOA MF c0Az cn � ri M nm�z o-� z z o:.,: o ��� v��m • N ZO 0— �l N n D nKm D O DD -4 O m 1 ;0 -UZ �Z,'I-ij A z g AP m?� A z S� _ �z m mNCZi aoz M 0 4' tl2" 0 a z� 0 Nx z z z W N� m D ZDN 30" MIN OR 6" BELOW K D o D Z Z Z FROST LINE q p z C) 1 Lf 0V p(A U1 W � ♦ 4P G N n K!,) scv 2, C) yOy (y��CNF F D mzy M 1�1 q m f�F yC 1�1 y NDm � ; AZO_ OZN tim� mz 2; z mz (�/ �ig o my p^m b'ND �N0 o� Nm o m zv$ =9 o��N 9A _; Zz ;s C z m 3 m'�p � � O vo m mem APO Az2i CAI D �� M Q o; yN �m8 mp (n �= m> 4 C. ca c� � mgaR y� 4z zv �� �0 m o�c $ 4cm mH r 4CZ) ip m Om Z0 G 08 c�8 ca my z o fN g N x v O ®C�p� V' O <C � S� � c� o A C c in (i 1 �`! �'� p iP1. 'C' O v{1 N N „ �i C (^�N Z w SII X 8 m n� N 1 K C N a �N� W $ 3 ^ r A Z M ^I M, O ' Z N N z c m M�om$v r`,,,,,,``�� Tom, i ' 5 {� a m N '' �' o m pa z -I' s v mom Ln��� �OD : ° {^' 0 =1 0,DA V' /}m'� C ��/� pyo . {Ii Cn� N Z M MV AM Z� 0�' 0��, �I z N� O N 41401 D 441 n 3 Y S S N c mz C � C yj?�� 0 Om yO ���� O O ssO Cm0 + I + I y� � r z O W N J W Ol N O RN �p�L � � � C C Ky A v' W m N � m�� U N � o o � o� O' m�A p,. A O pW I. g 8;3 n m N ccan A� (A noz m m � o y�A 00 'pW01 = ff O W D gZ A OA �OI '� 0— .701 TTT1 TMmom" mo .Zm7A A A A I Zj r --11 O Q O CID� � Z T� ptDAAW1rIn�+��1-�mSFys O O N C���Z7�yr1AAr�Am/��1 mr^yN 0-iN fy�l 0 Cm V�1�y'O ��jy,�Pl�OpP� OVAA O�A9 O A A O Z m /1 pOyAIA ZZV NAA�IWrIe ppOmL pOOm m Z V A O Ul �y? m m Re z W y v�mo�,x o m o m m p z y m� �^p� ��'00 A-DD�71 z ASA L p fr1 ��1 �m gm1r1 l-0 1O� �MO " a ��lf O1r� m C m O ZZ O my(�p OZA mA P1-..p ymn rr..p SZ8 A O C m iCA mmym-I UI fy110 Zm N1y'10 Zm O N mmO 5' ;Wuu86A Mn m mN 1 A m Z m m r om�1 ZQg�8'AC �C 12�1AOOr�a ��20N ADO ADN T O m O F1 y A m � C (+ f�I D ri m C') Rrm m L /V O x Z Z l` Mcm �mg�� ov C7 DZ9ypimm 0P Aim ;gym D CID �i N�; zm ?g0�, Am ' Am ' c f=*1 �mc�go� N NAS m 8 m PIMC A� F �m Zm 0 Tmjm�N � N N A AZ wc �� m my9yy O m� yApy O O r�.I Z m Q m g 8 A cz7 A m m W O r ;fAp4f� t} F�A +� +� A 1r� O m OO =O� j m O A ryylm OA EL m� O� rr2N vZ F m �p�p(7]1�im0 ZO OgyyOtyy m1C-1 ACOm0Z NA DC ACG r1Zy VJ Q pA HIS n �Z Om 0-< 0 F{ m<�� � y Fo m s� F¢�N oa m o pAO m AO o (p OA s JAZ OO.'�� r�A O o m v 9 O A ;y p vp ZO omcaN �C) ZO Or�N Om�1r� mA O Z z m (un cAirnA~D m Oyv AmAy Z Z 0 Ay D� m 40 � �m VQ 4� mm vn0Ap A —M M.. m I�1 i<i 7- 0 r0 ,'�ZN ANN 2 OmA$ .00 so ACOy HE 0zzi N HE vj6] M 2 N N �TT OT D Om " N Am�m zmy C1y� A0C AOC S= Sm CID m N N �m y� �~ 1V/1 Am A$ IT z czi O N W 010 W Z VIICD'f 10/ImD C A zm Zm AO C>y> Zni �m0 0 O AN z Nm� A0y A m m m A A oCczi +rim OCcziFn z m A2= v� A� 1 N A 0 A Fn O mTA z Q�yyN y0 0-1 co am ' zo Am ' rr$ Opm C) (y� z y 111W vzz yZn m Mmn Ov m0G m vFl zm PIP pa 10 ZN AN N O�N �Oy 90� m^� o v �m� Aim M� c�Cmgj Am� y m c� nom M m to M-(OOm oZZ pCCz] yaZ OCO pm mQ0 "�= A N oR.m F 0 v zo A Z [� N r1 D y O N C m D r� o0f� Fm �O� m<om o o o�91 0 A z A $ Z N O0N 0 0omw I VI zp 00 L 0 M z '1 v Z0 02 s ;� z z Z (A v ch ZX I En N K Oz (V�/mC .� +9� \ \ D4Cr) Oi N 8 A m r8 .. vtn c� 7✓ ����///���"""••7w V•O �,,.{ N 4N T W m c N_ W /��T g/�\ m m •r m O DyyTy t1 I� ty~�� A �l w „ x CD �p� /0` 10 A �'9' � � ( �� J N D I v D N �u4'=QM 7r [� Oo.•. ,�1,'.. �1 z a m 3� 0 `��J'Vl < r CID�yAmg� v �� Tom' �G p D y m m Z� r� m "N Z _ r- m oo I I �O Z ° (!j n �4rnP8 [ypJ� Ob� c �` N� Q to S a C D F� � 3 CA BUD N M m � m y A W N � � C9 v S W p Wp p Nppp N N p Np N to- 4O N O y O N O N O N 0 [A O N O N O W yyv (mJ1 0 0 1VA 0 J w m A 0 t0 O1 W O D yr F N J�ji JAA1O� 04ae N °� N N C. O M 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 A W W W -O O O O 1p V W m C � C yj?�� 0 Om yO ���� O O ssO Cm0 N W y� � r z O W N J W Ol O RN �p�L cs c5 � A Ky m�� � W m N � m�� AA m�A 10 O pW I. g 8;3 • W m N �D A� (A fQN �0p 0p O� N ADD 0�� y�A 00 'pW01 = ff !A, m R 0O Ef O y V � WOl N m AA O DD A m v chi ct`i chi � W°1> W m 9 ,J,. fN71 N W � •L I' m m O O O O O �O+ O O O O rr .` y m O m m W Ol Ol W N (11 (P N � A m O N N /A 100 N N OJO N N N bi W b� N t0 O OI ?N � [�R 1^In� g za ,fit r V 4 (T O A m A v 4 O N N O V W 01 y W J tO f �� v O O O O O O O O O O O O O O O O O O O� F m A /� W W W IN (.I f.l G 4 4 4 W 41 W 4 W W W fA v O V O O �I �I O V D O V J O O V V O �I O J O O V O O 0 V' 0 �I 0 0 J 0� .� IO/1 J V J V W m C � C yj?�� 0 Om yO ���� O O ssO Cm0 N W y� � r z O W N J W Ol O �Oz o�c n m� c y1r� mc_f W � Z 0 � Fi �[y�A 0 Om yO ���� O O ssO Cm0 (( v z RN �p�L cs c5 � A Ky m�� � W m N � m�� AA m�A 10 O pW I. g 8;3 • W m N �D A� (A fQN �0p 0p O� N ADD 0�� y�A 00 'pW01 = ff !A, m R 0O Ef O y V � WOl N m AA O DD A m v chi ct`i chi � W°1> W m 9 ,J,. fN71 N W � •L I' m m �N W EP AAA Ef � � N m O v � m o mF AA IaN N � DD m�A � O OI ?N � [�R 1^In� g za W N w N p 0 m V W N Phw N fel �� OVr A�� 0 OA QQA�yp OZ �v-I0� 5Q31z �(IIgi myp mppg0 y0� rl vm $,y�AQ QNo N mmk How 4�c8m of ro s Z C 00 =Xp my C A p AA 9 mm m�Z,� y cox O �1�1G. n m c� �^ 8A m v �v ? � 7 -. oZ cod% � zm� �8��0 �^��� Al ��o H gzir3� pap`@ � m m F czi= r7� gis=A o ?� Amo ��m� osczo z z A A n c (7 yyZ mm Cm A Off{ Z rl N N �mN �� r^r*► m O y Z Zm C p y Z N j o y� Z D$ C O m€ O n Z C� ; D s 0 A C. �� _v s"ocn- 0A x pm cZo T� . m� � �� 8 maI��z z0$ 02 oo = (Z�z� ;$ o$ mpH Z Tz y 0my t Ovn 2 y2� y Ayy? � co p O S C 9 2 q Y'm Z 0 < a gp ' C y � v O �� 2 �� NO � Z � r� rn D z Q2 pnpo +nccimczi� A Kc�czi 7Cvp�^ vm Aroi�� Z� c r�vg Di r7 r\a;Y� v m (n I RP r O gZ o�zj �O�Q $ 5'; 8�AEm ma0 DZ m < pyS mko 0 Z z "� Z =�mm n Q Dm mm, Nl N R m � 9r O r VSI ZOm Z �iK m (yA��Z S+ y< Cf yN m O N 09 9� O_A��p mmr RQ9Z SLy�O g"' rN comm A Z~Z 'm/� (� con .zyO�n n nm �nQ Z28 mpg; On+ mmCm g m�2{-n {jj{JJ O r��] Z. V, OApN20� C06 cvayz OSyO pAN •(p_ �in ZOA A m mi mo=O z � FOo m p<y o i�n I NN Omy m ipo 6o msmv Q {?gig zA�8i r� m Nsm o z N� iZ �p.UA n o N O v� AOAD rom 85 6� n0 rmv "vi yF3 D z v �� aA 0 m n$ zmI vMy�oc cA U 0 3 o m x a ,Fip�tqom N n A y p � v z V/ A f� N m y O 8 v c O 6 m c m C z p 0; my O R A MOC o A y m GVi 3C A {-n�� C=am v�gz O Z �nm c A oc� pLp mm; g $ om Vim; ==v(A zoz o N AA� 0 vm `m� yON S w5gi�O 5 mNm O O Ry (y� n z r Zy f��1 Zy m O f O 0 2 z m M 5 � 0 °A p m r �� o�m Rz (n Sm 6 m g m fN � N A O Qm o b moo czJ� ONi zq N c� A W LN N 0 �i m m pV pi m m� mS Hemp Af 1x�j65 �� Sc�� 8Z� 48%2 F �08 � (_n� �m� �F �m� 1 0 o. 4moG Aomm�cp�m m RNR v9 Az1 zr0 �o y�p iis� -gZ 6oZp O Cp O yOnO A� C=D`pz' P �o zi O� z$ ci m--z+�a= n �00HZm jP sc v�yc m ii z y �a y n�cA-iN D yol�Alm , -y�A v �� ayA o�Tzv = r po ymNp=o e p = Day c(=�om OZ �9m 8Nm yz� z y�Z9�1 lAlt� rilzzy co n?� y �Om� Zy €y am g NO ;g Z M =A08 vq Az 29 y N zy F r C o m Oyjn AA ; D>y OZO r-yx co yZ yypCO N '� 0 mm t=il ;rm7 m� m ��O�ma�o Omm�m ZD�Z �mlX�m= t.�im �DO� y N5-/ �s x z0 Am ;��yn �z �y�0oAA zym0 m ny zz onE Cl)n z "u_im Fdoc(� 94 oZZRS ym $� m H D o Vim• mm� �� m�-'jEaoz��mmZ� {�o cj' csi z � $TZ� �-g c � Et yo m pm ^ �m )O m' N?tsy;oLAA` -y1� ;Om ;Z r ;CO Ate_ l/ m I< D g mo>y r�l� V imp /fii cmgv_� Jnrycr�l m fjF va D o A� Z 0 am O §'/'rA.IOgg C $�_;� pgO 00 -•'' o mmysm zmw s1-v 5m ��lZ "'� yy =1 CZ z� ALv oz z n 0. v ^ 8 v�Cm j� II V u 'JcBAco�z'1 FNz=N m v(zil AD0zi Oy ZD Nr.m Am z9CE Fg N y �O C IA =m � V4 g rm-l^ fmvx-i mo (;rZ��AW FEW z z �m �� R o$ FE m� o� � 0�8 np =\Zn -iz v�-Ilv+� mN.1�1$N coylli ��pl O?S mog O 80 �!� OA cOA mT� NN zDyz nlNmr�ZyyQ cNZ,ymA 8x VN moo lmK ZOC SQ A O �O OA 00 I.Im-i �� r -ID 7� A� Cm C 00 ;FVZ� zN C = my oc n� mo ZD TA Dm CO trz9A� 8 9 O A� o oaf z of L m�V l�.v ccs o os� v'� so $; rn4 m N •' A ul Q $ m om mczQ < m �Jm $" ox o z -1 91 g)g)g)g)g)g)1 g) g)g)g) [ w N N D 8[T D <� N f m; O Z m or y vm h. -i Am m o �A zN rz rmm 0 Ak0 G� �z °N --1 BSA D_0 WO C)m � ANO s> mr Z mo \J o_Oo W Co mf a D r'1�{�m R7D m� A2 m r v27nC Dm !A*1 fz�l z A r• y z RX i z o A Z O C 0 .Z1 m pp i F.5 mD Vl Nml _O 0 i Z m BP v co mm wro m;m Zm0 fel N N m TF0 my co m_N z m m )Cn g O D p � A Qpm .;y N N (n �N W m 8 �= m Z c n i✓ �1 pi Q _ C X c 3 m P1 i Z m eco C� .a1. .s1 $„ W C7 o ° cop N �mZb'o V ✓ _ 46 Z m 3 n r' O 11J mommyv_mi A ED D th S TCO z ♦ _I \ v Z�Is W9 z w -0. l8un rnz v O O O O O � m� zy �N ZmjN ON � m m o A m yo CA C� 0 A A m� m� Zo �o mg n � � A v mm rz �O �O OZ Z. A n m N 590 zo zo m o mo � ^�; �o mN z c W � m� -zif m m c m �n � M, w z" a 09G Z N 0 _ O Z O N F Q X X 'J 0 0 0. N 0 D W �O 1:� m r O Z O m rO?m�z NcAmc m o czi czi czi z� v" c cx �a o z o z 0 N 0 D W �O 1:� m r O Z O m rO?m�z NcAmc m o m N � m m •• O m 2 N N N N xmco>m Z A O O OI D D \ X Z w 0 3 0 oAm�oo m \ � � Omo V � A A w z y m C y Sy O �O �IN/1 N m V.ZmI �o�� vmi m,. A o �c z HE cl . y0.. ��^ ]Ml z �F Nom. o O O A N O � o' 0 m o 0,> � '� c m v A v z A m ym A o0 m O�r MA x Nm N m �A D� cm N A W N D n m z 0 C N m v n m z 0 c N m v x m o c m z I O m n O z 0 C: 0 O z z m 1 O z N D 0 N N c1AOIyN�1 C --cm Or' Z O r�Fq Om Z Z Z A N A W N Z i 'z m,c� grac, v�'r� mF.'. z� f6 0 z 1 OON N�F - , o� ; W ;29 m�0 _ No i =o AI O oA� J4 y ; mid F, mm c O 8 o Fn �mO vo oO F~ m� Om m� 0 0 may m0 c c m F cmm m� wo_ �M8 x(,v m m o o 0= Aim i y W M C7 m bay Q oN ZO m ti m O TO O c V� Em C �� Z x�y 33 N93 c o� g m0 W 0 n A A D ti v� a o0 o w m k ~ a x m o c m z I O m n O z 0 C: 0 O z z m 1 O z N D 0 N N c1AOIyN�1 C --cm Or' Z O r�Fq Om Z Z Z A D = N x ^ -i � C �� O D 0 ^ En m -1 N � fm a O Ul m Cf �(JY�' A oNi D yry�.� m. O Q p p m c/ N 0 .. y _ ZO ���) ` \ \ r��r 0 N ut O Q i 7✓ �� ��� N N y -: W m ; ti m 5 R1 m m Cco a x a C N A Z O v 0) m r to v ZOD zb ' 0 ZP"F N Z p m=t , �Dy� Da = g N Z m a= 3 N Mot O Zu Z 107 Z; \� 0 z 1 OON N A W N O 0 C i JE y ; O X mm c O 8 O 0 s n n A A D ti a z m a 0 W N D = N x ^ -i � C �� O D 0 ^ En m -1 N � fm a O Ul m Cf �(JY�' A oNi D yry�.� m. O Q p p m c/ N 0 .. y _ ZO ���) ` \ \ r��r 0 N ut O Q i 7✓ �� ��� N N y -: W m ; ti m 5 R1 m m Cco a x a C N A Z O v 0) m r to v ZOD zb ' 0 ZP"F N Z p m=t , �Dy� Da = g N Z m a= 3 N Mot O Zu Z 107 Z; \� m 1 OON Doo rp0 oi. O=1 CI> ma� JE OSOM O X mm c O 8 D = N x ^ -i � C �� O D 0 ^ En m -1 N � fm a O Ul m Cf �(JY�' A oNi D yry�.� m. O Q p p m c/ N 0 .. y _ ZO ���) ` \ \ r��r 0 N ut O Q i 7✓ �� ��� N N y -: W m ; ti m 5 R1 m m Cco a x a C N A Z O v 0) m r to v ZOD zb ' 0 ZP"F N Z p m=t , �Dy� Da = g N Z m a= 3 iw v D r 1 -P, ura m0 0O 00 x0 ppx � a Soo OA �A OA Qo o xo NZ � m � N 2 TP E z 2 ; ZT s 8 oW ;F r 0 ;Z vg x N - z a O= m Z Q GZY a c r c z O N v N 1 m c m r 0 D r v D N N A M m O N A ;OD O N A T O N A Por- xZm8o v m m0CS z A� W moc p$ w N K c v 0 0 3 m r m 0 1 n D r v D r D 0 z z 0 0 0 0 0 0 0 C D � O A A z O r Z O N�7C0�� C oA 'a9 S•Cp Vs O o > n0 CO O a�z oo� m0 SO So A O C LC �C �O _O O Z A W g �C m 'n e N N C mZ 7c XS m N^ a Por- xZm8o v m m0CS z A� W moc p$ w N K c v 0 0 3 m r m 0 1 n D r v D r D 0 z z 0 0 0 0 0 0 0 C D � O A A z O r Z O N�7C0�� C og F; Fn ZMGI Am r Z r J m m m y � �• A r La ,-O°r-+ N . Z D 3 rnZ t to Rro 0 .� �Z� zp c� o > o N g m 'n e N N C v � m N^ a 8 Cz r9 s v� Z Q W �j r Cr) mp C, �•N a= _. N g{,Q og F; Fn ZMGI Am r Z r J m m m y � �• A r La ,-O°r-+ N . Z D 3 rnZ t to W °o v 0 0 x x z z m o m o D m z 0 0 c m A m c m z 4 m 2'_0. T z z Z m yr v Q � FN �z �czi �0 N 0 �� mm pZ / OOH O S � O 4 I/ _ Z � O N VI A L_ z A \ A • \ // -,l�il illl --' rr rQ m�.T�_l� (mr"l� IO o I /I/ / / 04 0 Vim ri rr- 9 - r ? Z m qz m m r V 21 N + rn • • i i J J ao as 4 0 X z n rn _ m O m I D cc; ----- M K r 1 v 210;u m / �a Zo� Z :52 ; oc X �, Y px z Ca r-41 Z�C 0-0 m0 -no Z oZ ^�' mA 0� Z1 OP�ti 00 D L f r�a�y zZ�' fb ii I i D�Z0C ;>04 m � I IF �Q (n NZ;0Ml C ANO z �Nmm23 �wv ZRIZ A� 't. •• \ mDDVX mX O o VSmC.La- �N D �zvz� -� 0�s�z �z 0 m O n>0 qz iog M "' s �O A i i Qn g o a 0 N u, ^ M EQ Ri � ,. I t r 4, r D < Z mmm�v ►n Oyc, �� $ ca z U) O VI a D rnZ m 4 J 01 mp 00 N C A SOC An n C X211 m:AZ O� p m Z A N c� y p� n /�� \/ D n�z p33Om mV 20 OA�� 7z A O� D Z D � r O.- A�� W-zom m9 8= C) N A p z p „g O= A ,tea =R m m x m zn z AO tee. A 10 CO m('� o�'9 C a 0 mA aO 0 D 0 ig '00 z 00 m z mw �o vo Q K �F. c N Z 28 > 2 m p C)� g p N� v z 0 Z C v z v � N pD y c2m vo n O gymVim° O O O r 0 TD N �mpZ mz-I A p _go �Z=Z A y v vA G V Ln m Z r C -( O f0v0� Dy v A O Orn C ca Z m m O O N z m yAyAyA C O c Ox v m p 'n 2 N yy N L O o c CCO NNA n 0 n Z N 1 y m;�o • QA 9 LA oaCK Zs A�v z o Rm gp m N p 8•� (g A vm D O o po �_ �m SO .� m z f+ii0 o p �i mQm 9m N ®N N jO O +� O O �� i ap�y�' I O �� N vz A� �� CCs o00 rri z 1000 z 0 n 6F Z 2 M0 E Z Om �� � 0 Z a O Fi " O 0 = (~j � c r tiZ 6c'f� �" c� mAp0 =z8 a ° cC g a z m Q ? m ��o� mm.� ��A O ZOZ ((�� ym A O v�10 RpO LL. O A8 z•>1MN A ,�a yv� 0N OD o A c c� I f� O v N A m my N z 1 1 7C a s 9 OOOD a g LAO og °z AD v g ZzZs 8 AZ _ �Pz 2 p \O POOo rI ((1��1 = ONNF� A C =�p � f)x o_ _ t z� 0 O c OC zz tiv O O0 zi �C 2m N 0 r Z v7 Or R \ C p po c ama ii n O I A gp =A ZD v ~p Qp _ Sipa ii corn aoi m m /V cm NQS —� O m o 0 z rn corny^ Z D T m V C) > o A app p N=pm O �xnN� A��o m8 o� px :9 N,0= Fez 0 0 0 0 cmi=A fin_ Co p m O OTL= vm? 0 0 O 0 oz m m z Z my p c Z�H n=;o '� o r7o O 0 0 0 A� pm z.CC i0i 0 O O 0 O0 A== XF =� 0 0 0 0 v 0 0 0 0 � mz 85 C Z f m�'0 0 0 0 0 o O O O v i to; a 0 0 0 0 m o O 0 0 0 Zgo '� m\ 0 z N A O O O O o� z z O O O O $ 0 �� �C O O O O 90 c � O O O O CN O Z N o %o E O r'z• � 0 0 0 0 p Z 0 0 0 0 Zm Z m oz zoo i O O O O N 0 0 0 0 v mo m A O w O O O O 0 0 0 0 �N f1. =o En Q z N Z z =p : 0 0 0 0 N N MS Ax S N �f rn 0 0 0 0 @8 O ; op Q I m c A O O O O 0 O zoo m Z 20 p f �'. 0 0 0 0 0 nm z r o f 6a^ O = r m 0 0 0 0 tiN CJ zox Npi c = 0 T ... A SW mC� A c co O O O O m p O • O V c C Z71C I m� O p n O z Zo- 0 0 0 Am Q'y y ^ Ai �Om �-0 0 0 O O O� pm= OA= ��o f0fp0 Cp°� NO Zv 0 pm m�' AZA m oA29 = x O00 yN zc m m y OFA CO Z� 7cti zdo mm c avi 0� to 0 Le m Cp Om Z O o CC �•' z `J Z O �y Ap 0 CZO Z ;i 0 = i 1:0 0 A` I�I m \ ? C p Gj �► 1�,1 Am _C z g N D m i m Q C pig MA y A•gp(4N �j� o a zp cn N' N n z A YJ \ N L mG K T /OV R l?''� \\ �N O m m 2 Z �fn•L- cA� -U1 C `Xc� p �m J✓ �� Al . �._' �10 .L1 it N g„ o mN ♦m�� V) �pW x m O n A Z O ? 4 N ?. •• 8 2 g� �/ m N A r O z 4 C)pZO l m g v C� , 2 (v� _� y m � N � ,j lei r' 0 5' < 2� D m Am�zv m OIA c��. 4 .n f�ji/�, C �0� y��C' a c y p = i m N J O I O N � � �pp iV O ry rte, p, �Iu to a� a p¢ (�� `r �V m Z D 3 a a N �s PI N mc❑ 0 ■ 0 �g M00 OA v� mm DAm JFa) A c Z z Zp 0 Z m @ p rp @ ra m z m O � Z X mz X O N Z D !7 O O O m 0 00 cc ZZ 0, ,W 2, 00 0 zz 00 O N C> op ,X 20 0Z N O EXISTING FINAL GROUNDING 0 0 0 — D — 0 — 0 0 - cl p m I� N 0 0 0 p �0-00 0 0 0n Z 0 v0 OA v� mm DAm JFa) A 0 O cl zmO OOD qmm � 0 om;m $10 AWG I O Z E A Zy ci (E) p2 AWG DC / FIBER DC / FIBER DC / FIBER 0 L< N O r�0 D 0n Z 0 v0 =f �0 I mm DAm V f li 0� A 0 O O~ F � 0 I (E) p2 AWG DC / FIBER DC / FIBER DC / FIBER 0 m > 0 imo\ C, I � $10 AWG I v G — G N GROUNDS m m i #10 AWG o v GROUNDS ; Co A 10 AWG GROUNDS N y0 m 0 0 VI z m �v m no�2 vmoA Bio �gmD >Om MIMmm m _ O � H m O0 W N C m m V O1 (JI + W N ++ zpg� p� �OI- Oc > 8m��� " 0 � p � '�' �o Z �o b 000 8= -F; Q 80 yA _ ey x �Om = C 0 o �_ 222.. co Fi $Bp c �CC ,z p �zoz C z z 0z 3 o mmm o r�y�� mg nz z O.0 m zmO-Ag 1 p0 00 rf O Om v .1) f/1 O� NOc_ o �z'�c"gz�p Aa $� oocV m "�o� o262c �j 2 c � z o c 3 o �o�, o"vAi mg �o x4o i RR $ foo �� § � N mzmya �xlsyy o z p rmio a 0 v- o z oQ c00y�� O -1mog m O 0 mN Z � mg((,,��m a71 pOm oC At2/1 N FmCsO c m Z fiy v 2�A m �O 55r Ell z zcm p � ' Nz FI ri{ c ja o `�"� o" '80 ��JggVp�li . cam zm 5 o RE ppb>gm� m� SB ply DpG<EiclQ c;mi Mw_ 0. H I �, m QW %,-g-9 rki 5 =c(Co c c vCt„ m Ho �8 m z - m m p o� � i/i iN �occi 7 m po z N m m x �y m m viii Zv�jm D rra !;o ��• f/1 N p o gm ;p FzzD Q u -i 0 HYBRID MEDUSA 0 CoCo A (E) #2 AVIG /-0-0— EXISTING #2 AWG (TYP.) -000 EXISTING SPRINT ANTENNA #2 AWG -00-0 PROPOSED SPRINT PANEL ANTENNA #2 AWG I v 1 m D m � �FZa #6 AWG c m M v 0 1900 g o Mo s -- RRU A o m ymm O•• -,j; a > szF zmo ZA c ♦T 80 r C V 0 O x MIR O ] 0 C m EXISTING #2 AWG (TYP.) EXISTING SPRINT ANTENNA N2 AWG -0-0-0 PROPOSED SPRINT PANEL ANTENNA , IL C7 HYBRID MEDUSA L# 0AWG -- 0 ERRU (E) #2 AWG r-00 �0 ox v = A :.,C) OOs �mF, m 'oy xz O vm-m OmmZ OO, 00 I EXISTING $2 AWG (TYP.) -000 EXISTING SPRINT ANTENNA #2 AWG -00-0 PROPOSED SPRINT PANEL ANTENNA , 3 HYBRID MEDUSA L# 60 AWG 5URR _ yyD x x m Q0 Dy O D z V fy��j ��jC'1 ZO2 J� O N 1 N �r�!�((jjl C K v T O "••'y�y �IY p m O Co ,; �I y' D 0 S J�yi� -{ N D N j m N O (�11 m; Gj� +q�. �� \\ m �mm N w 8 m r Z V) Z Go sm � � N C: C x nl c ti— 5, m m 4. g C t� � � � m m v PO-Myo0 1 ��CD, .�� 0� i1 „ 00 +v 5.g, m — N D ��■ rn m xf o o rq w v 7� �,f i.yY ^� D il Z 1""FZmoz��a00 z [`/AJ[`/l m CD m(nmm0� Dye d o $ (n O N .Z7 p ���_l� 2 a n �'• C3_7 SONrIlz m > 0 imo\ C, (E) #2 AWG r-00 �0 ox v = A :.,C) OOs �mF, m 'oy xz O vm-m OmmZ OO, 00 I EXISTING $2 AWG (TYP.) -000 EXISTING SPRINT ANTENNA #2 AWG -00-0 PROPOSED SPRINT PANEL ANTENNA , 3 HYBRID MEDUSA L# 60 AWG 5URR _ yyD x x m Q0 Dy O D z V fy��j ��jC'1 ZO2 J� O N 1 N �r�!�((jjl C K v T O "••'y�y �IY p m O Co ,; �I y' D 0 S J�yi� -{ N D N j m N O (�11 m; Gj� +q�. �� \\ m �mm N w 8 m r Z V) Z Go sm � � N C: C x nl c ti— 5, m m 4. g C t� � � � m m v PO-Myo0 1 ��CD, .�� 0� i1 „ 00 +v 5.g, m — N D ��■ rn m xf o o rq w v 7� �,f i.yY ^� D il Z 1""FZmoz��a00 z [`/AJ[`/l m CD m(nmm0� Dye d o $ (n O N .Z7 p ���_l� 2 a n �'• C3_7 SONrIlz BUILDING PERMIT INSPECTION CARD PROTECT THIS CA RU 1,R0rti1 THE WEATHER HER 2300 6TH ST AT & T MOBILITY - ADD 3 NEW LITE ANTENNAS & ANCILLARY EQUIPMENT Building Plumbing Mechanical ® Alarm/Sprinkler This Placard must be posted on or near building and the Permit & "Approved" plans must be at the site. Permit # BB12 00689`:s Call the followina Aaencv Telephone Numbers for inspections: Building Department Inspections Call: (360) 473-5870 WATER - Public Works - Water: (360) 473-5927 PW - Public Works - Engineering: (360) 473-5270 HEALTH - Kitsap Co. Health District: (360) 337-5285 Fire - Fire Department: (360) 473-5386 L&I - Dept. of Labor and Industry: (360) 415-4000 - Property lines shall be properly identified and marked before foundation footing inspection. Setbacks are measured to the finished wall structure. - Reinspection fee may be assessed if inspection has been requested when not ready or corrections are not completed. - Permit, approved plans, engineering, and inspection card shall be on site during construction or Reinspection Fee may be assessed. Inspection Approved Date Notes L&I - Electrical Final Inspection 1 1,041 1 FIRE - Final Inspection I h\IP( Final Inspection - Building ,1 FLNAL BUILDING (360) 473-5870 All ofthe above must be appl•oved. Occupancy approvalfin- S1 --R onl.v - Commercial stl'llctilres iYegljll"e a Separate cerft ficafe Of OCcupeox-v. DO NOT OCCUpy BUILDING WITHOUT BUILDING DEPARTiNIENTAPPRON'AL PROTECT THIS CARD FROM THE NVEEATHER CITY OF BREMERTON PERMIT NUMBER: BB12 00689 DEPARTMENT OF COMMUNITY DEVELOPMENT DATE ISSUED: 01/31/2013 345 - 6th Street, Bremerton, WA 98337 (360)473-5275 Fax: (360)473.5278 ASSESSOR NUMBER: 3810-004-016-0008 ZONING: LC SITE ADDRESS: 23006TH ST APPLICANT NAME: DILLON DOUGLAS & JOYE PHONE: ADDRESS: 2300 6TH ST, BREMERTON, WA 98312 OWNER NAME: DILLON DOUGLAS & JOYE PHONE: ADDRESS: 2300 6TH ST, BREMERTON, WA 98312 CONTRACTOR: WESTOWER COMMUNICATIONS IN PHONE: (206) 762-5858 ADDRESS: 9961 SIDNEY HAYES RD, ORLANDO. FL 32824 LENDER NAME: PHONE: 0- ADDRESS: SUBMITTED: 12/26;2012 APPROVED: 0113112013 EXPIRATION: 07/3012013 STATUS: ISSUED VALUATION: S15,000.00 Commercial Building Permit w/ Mechanical/Plumbing Building Permit $212.00 2211 AT & T MOBILITY - ADD 3 NEW LITE ANTENNAS & ANCILLARY EQUIPMENT Plan Review Fee $137.80 16.4580 Building Code Edition: IBC 2009 State Surcharge $4.50 0236 Occupancy Group: U TOTAL FEES: $354.30 Type of Construction: Flood Zone: Setbacks: (Front) (Side) (Rear) (Other) Sanitation Method: Number of Bedrooms: Square Footage: Bid Price from Applicant TOTAL Inspection Requests FIRE: Fire Inspections (360) 473.5386 DCD: Building Inspections (360) 473-5870 HEALTH: Kitsap County Health District (360) 337.5285 L&I: Department of Labor and Industries (360) 415-4000 PW&U: Public Works - Engineering (360) 473.5270 This permit shall become null and void if the described work authorized by this permit has not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned at any time after the work is commenced for a period of 180 days. It is the responsibility of the permit holder to see that the required inspections are made. Failure to obtain required inspections may result in stoppage of the work until such time that the permit holder can susbstantiate to the City of Bremerton that the concealed work meets or exceeds code requirements. Any demolition, testing, or financial burden shall be borne directly by the permit holder. Failure to substantiate code requirements will indemnify the City against any and all responsibility or liability connected with the construction. I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel provisions of any State or local law regulating construction or the performance of the construction. If listing the owner as general contractor. I certify that I am exempt from the requirements of the State Contractor's Registration Law under Section 3, Chapter 126, Laws of 1967. All revisions to an approved plan require DCD review and approval prior to performing work. All building and tenant occupancy permits are required to pass final inspection prior to permit expiration and obtain a certificate of occupancy prior to use or occupancy. I have read, and agree to abide by the conditions of this permit including all conditions of zoning, building codes, and State and Federal laws. SIGNATURE OF OWNER OR ` AGENT: Ak'kg 71 4Q 17l l CJ it// u PRINTED NAME: G55 f Ga L. /V12. -ill O P T S LLL DATE: I 7)I I I CONDITIONS City of Bremerton's approval of this application pertains only to the City's regulatory jurisdiction, and thus compliance with City regulations does not necessarily ensure compliance with federal or state laws. 10. (DCD-02) DCD: Validity of permit. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the Washington State Building code or of any other ordinance of the City of Bremerton. Permits presuming to give authority to violate or cancel the provisions of the Washington State Building code or other ordinances of the City of Bremerton shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the building official from requiring the correction of errors in the construction documents and other data. The building official is also authorized to prevent occupancy or use of a structure where in violation of the Washington State Building code or of any other ordinances of the City of Bremerton. 10. (DCD-47) DCD: Reinspection Fee: All approved plans, the printed building permit, and the permit inspection placard, are required to be on-site for inspection purposes, and work to be inspected shall be complete and ready for inspection. If an inspection is called for and plans are not available on site, or the work is not ready for inspection, approval will not be granted. In addition, a re -inspection fee will be charged and must be collected by the Department of Community Development prior to any further inspections being performed or approvals granted. Page 1 of 2 CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT 345 - 6th Street, Bremerton, WA 98337 (360)473.5275 Fax: (360) 473-5278 PERMIT NUMBER: BB12 00689 DATE ISSUED: 01/31/2013 ASSESSOR NUMBER: 3810-004-016-0008 ZONING: LC SITE ADDRESS: 2300 6TH ST APPLICANT NAME: DILLON DOUGLAS & JOYE PHONE: ADDRESS: 2300 6TH ST, BREMERTON, WA 98312 OWNER NAME: DILLON DOUGLAS & JOYE PHONE: ADDRESS: 2300 6TH ST, BREMERTON, WA 98312 CONTRACTOR: WESTOWER COMMUNICATIONS IN PHONE: (206) 762-5858 ADDRESS: 9961 SIDNEY HAYES RD, ORLANDO, FL 32824 LENDER NAME: PHONE: 0- ADDRESS: SUBMITTED: 12i2612012 APPROVED: 01131!2013 EXPIRATION: 0713012013 STATUS: ISSUED 10. (DCD-50) Final Inspection Required: All building permits shall have a final inspection performed and approved by the City of Bremerton Department of Community Development prior to permit expiration. The failure to request a final inspection or failure to obtain final approval prior to expiration may require a reactivation fee. or a new permit application if more than a year has passed with no activity. 11. (DCD-14) DCD: Approved Plans, Engineering, Site Plan, Permit, and Conditions shall remain on site and be available for inspection. Any changes to plans shall be approved before construction is performed. Architect or engineer of record shall approve the change before submitting a revision. A revision is subject to a revision fee and additional fees for plan review and inspections,. 12. (OTHER) Development must comply with BMC 20.46.140. Co -location is encouraged. Expansion beyond the existing fenced area would require additional permit review. 12. (OTHER) Plans have not been reviewed for compliance with the Electrical Code (NEC-NFPA 70). The installation and/or alterations of the electrical system shall be made under a separate electrical permit reviewed and issued by the Washington State Department of Labor & Industries. MINIMUM INSPECTIONS REQUIRED To request an inspection, please call (360) 473-5870 and be sure to provide your permit number, name on permit, site address, contact phone number, and inspection type. To register for on-line inspection access, visit the City's website at www.ci.bremerton.wa.us. L&I - Electrical Final Inspection FIRE - Final Inspection Final Inspection - Zoning Final Inspection - Building Page 2 of 2 t4 PERMIT #: Date: DEPARTMENT OF COMMUNITY DEVELOPMENT BUILDING DIVISION 345 — 6th Street, Suite 600 Bremerton, Washington (360) 473-5275 INSPECTION REPORT Phone: ADDRESS: INSPECTOR 01 PERMIT CENTER C,O `7 COMMERCIAL' LIL Building Permit Application Department of Conununity Development * 345 - 6th Street, Suite 600 * Bremerton, WA 98337-1873 (360) 473-5275 * Fax (360) 473-5278 * «iwv.ci.bremerton.wa.us Applicant . Owner Contractor Authorized AgeniEl Business Name: AT&T MOBILITY- SITE BR45 BREMERTON HWY 310 Site Address: 2300 6TH STREET, BREMERTON, WA 98312 To apply for a property address, contact Public Works at (360) 473-5270 CONTRACTOR: WESTOWER COMMUNICATIONS INC. OWNER: DOUGLAS AND JOYE DILLION Address: 9961 SIDNEY HAYES ROAD Address: 2300 6TH STREET City, State, Zip: ORLANDO, FL 32824 City, State, Zip: BREMERTON, WA 98312 License # & Exp. Date: WESTOCI 1 975J8 Phone #: Contact Name: Authorized Agent Name: SUNNY AUSINK Contact Phone #: Address: 111 S. JACKSON STREET#200 Email address: City, State, Zip: SEATTLE, WA 98104 Tax ID/Parcel #:3810-004-016-008 Phone #: ( 206 )446-0448 []Sewer ❑ Septic Email address: SAUSINK@PTSV4 A.COM What is the application for? (Please check) New Construction ✓ AlterationAddition ❑✓ NEW COMMERCIAL ❑ TENANT IMPROVEMENT WITH WORK ❑ COMMERCIAL REMODEL ❑ TENANT IMPROVEMENT WITHOUT WORK ❑ COMMERCIAL ADDITION ❑ NEW SIGN ❑ COMMERCIAL REPAIR ❑ GRADING (Cubic Yards: _ ) ❑ NEW MULTI -FAMILY ❑ REROOF ❑ DEMOLITION ❑ Interior❑ Exterior** ❑ Foundation Wall** ❑ Roof / Section— ** Separate demolition permit and fees required. Contact Public Works for sewer cap permit (473-5270). Sewer must be capped prior to demolition permit issuance. ❑OTHER: IS THIS PROPERTY WITHIN 200 FEET OF A SHORELINE? ❑ YES ❑✓ NO Scope of work proposed: AT&T PROPOSES TO MODIFY EXISTING SITE BY ADDING (3) NEW LTE ANTENNAS AND ANCILLARY EQUIPMENT TO EXISTING SITE Square Footage: Building: IIB Construction Type: S-2 Valuation Plan Review Fee Permit Fee Surcharge Total Fees $15,000 Application for which no permit is issued within 180 days following the date of application shall expire by limitation, and plans and other data submitted for review may thereafter be returned to the applicant or destroyed by the building official. The building official may extend the time for action by the applicant for a period not exceeding 180 days on request by the applicant, showing the circumstances beyond the control of the applicant have prevented action from being taken. No applicant shall be extended more than once. In order to renew action on an application after expiration, the applicant shall resubmit plans and pay a new plan review fee. Applicant's Signature 12-19-2012 Date Rev. July 2008 Bremerton Fire Department Fire Marshal's Office Project Address: Construction Assistance Bulletin Operations checklist 2300 6TH STREET, BREMERTON, WA 98312 Primary Contact: SUNNY AUSINK Email: SAUSINK@PTSWA.COM Below is a checklist of activities which this occupancy will be performing during day to day operations, not during construction. Please check all that apply. Also, please provide a copy (in both PDF and DWF/DWG format) of ALL drawings and specifications for this project. Please check all that apply: Place a check next to any item that will be added/removed or otherwise modified DURING CONSTRUCTION ONLY... Electrical Plumbing Fire Alarm Fire Sprinkler Aviation Walls Battery Back StormlSe tic Card swipe system I Site changes Compressed Gases Stairs Elevator Doors up ALL NEW CONSTRUCTION Cooking Corrosives Cryogenics Emergency Generator Fireworks Flammable Flammable/Combustible Forklifts Material Liquids Gates Hot -work Large Ovens LPG Lumber/wood Motor vehicle Painting/powder coating Racks (12' or more in products repair height Refrigeration Storage >6' Tire Storage Dust products will be System high I I produced Place a check next to any item that will be added/removed or otherwise modified DURING CONSTRUCTION ONLY... Electrical Plumbing Fire Alarm Fire Sprinkler Hood System Walls HVAC StormlSe tic Building Access Site changes Windows Stairs Elevator Doors Building security ALL NEW CONSTRUCTION Items not mentioned: MODIFICATION TO EXISTING WIRELESS COMMUNICATIONS FACILITY 111 S Jackson St, 2n' Floor Seattle, WA 98104 (206) 342 9000 19 December 2012 City of Bremerton Permit Center 3456 th Street, Suite 600 Bremerton, WA 98337-1837 RE: Building Permit Application for AT&T BR45 Bremerton Hwy 310 Site Address: 2300 6th Street, Bremerton, WA 98337 Please find enclosed (1) Building permit application and (3) sets of structural calculations and (4) sets of construction plans for the site listed above. Enclosed is the $354.30 application fee for the project. The construction valuation is $15,000. Please email or fax me a copy of the receipt at your earliest convenience. 206-903-8513 (fax) Please let me know if you have any questions. Thanks • Sunny Aus?kj� Pacific Telecom Services sausink@ptswa.com 206-446-0448 (cell phone) CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT Receipt Number: 345 - 6th Street, Suite 600, Bremerton, WA 98337-1873 (360)473-5275 Fax: (360) 473-5278 genpmtrreceipts Page 1 of 1 CITY OF BREMERTON PERMIT NUMBER: BB12 00689 DEPARTMENT OF COMMUNITY DEVELOPMENT DATE ISSUED: 345 - 6th Street, Bremerton, WA 98337 (360)473-5275 Fax: (360) 473-5278 ASSESSOR NUMBER: 3810-004-016-0008 ZONING: LC SITE ADDRESS: 2300 6TH ST APPLICANT NAME: DILLON DOUGLAS & JOYE PHONE: ADDRESS: 2300 6TH ST, BREMERTON, WA 98312 OWNER NAME: DILLON DOUGLAS & JOYE PHONE: ADDRESS: 2300 6TH ST, BREMERTON, WA 98312 CONTRACTOR: WESTOWER COMMUNICATIONS IN PHONE: (206) 762-5858 ADDRESS: 9961 SIDNEY HAYES RD, ORLANDO, FL 32824 LENDER NAME: PHONE: ADDRESS: SUBMITTED: 12/26/2012 APPROVED: EXPIRATION: 06/24/2013 STATUS: PENDING VALUATION: Building Permit Plan Review Fee State Surcharge TOTAL FEES: $15,000.00 $212.00 2211 $137.80 16-4580 $4.50 0236 $354.30 Commercial Building Permit w/ Mechanical/Plumbing AT & T MOBILITY - ADD 3 NEW LITE ANTENNAS & ANCILLARY EQUIPMENT Building Code Edition: Occupancy Group: Type of Construction: Flood Zone: Setbacks: Sanitation Method: Number of Bedrooms: FILE ❑ HEWN �V FII/13RE B W ❑ It ❑ UE ❑ TRAFFIC Square Footage: Bid Price from Applicant TOTAL Inspection Requests FIRE: Fire Inspections (360) 473-5386 DCD: Building Inspections (360) 473-5870 HEALTH: Kitsap County Health District (360) 337-5285 L&I: Department of Labor and Industries (360) 415-4000 PW&U: Public Works - Engineering (360) 473-5270 This permit shall become null and void if the described work authorized by this permit has not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned at any time after the work is commenced for a period of 180 days. It is the responsibility of the permit holder to see that the required inspections are made. Failure to obtain required inspections may result in stoppage of the work until such time that the permit holder can susbstantiate to the City of Bremerton that the concealed work meets or exceeds code requirements. Any demolition, testing, or financial burden shall be borne directly by the permit holder. Failure to substantiate code requirements will indemnify the City against any and all responsibility or liability connected with the construction. I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel provisions of any State or local law regulating construction or the performance of the construction. If listing the owner as general contractor, I certify that I am exempt from the requirements of the State Contractor's Registration Law under Section 3, Chapter 126, Laws of 1967. All revisions to an approved plan require DCD review and approval prior to performing work. All building and tenant occupancy permits are required to pass final inspection prior to permit expiration and obtain a certificate of occupancy prior to use or occupancy. I have read, and agree to abide by the conditions of this permit including all conditions of zoning, building codes, and State and Federal laws. SIGNATURE OF OWNER OR AGENT: PRINTED NAME: DATE: CONDITIONS City of Bremerton's approval of this application pertains only to the City's regulatory jurisdiction, and thus compliance with City regulations does not necessarily ensure compliance with federal or state laws. 10. (DCD-02) DCD: Validity of permit. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the Washington State Building code or of any other ordinance of the City of Bremerton. Permits presuming to give authority to violate or cancel the provisions of the Washington State Building code or other ordinances of the City of Bremerton shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the building official from requiring the correction of errors in the construction documents and other data. The building official is also authorized to prevent occupancy or use of a structure where in violation of the Washington State Building code or of any other ordinances of the City of Bremerton. 10. (DCD-01) ASBESTOS: Prior to performing any renovation or demolition work, Puget Sound Clean Air Agency and Washington Department of Labor and Industries (L&I) regulations require an asbestos survey be performed to determine whether there are asbestos -containing materials in the work area or structure. The asbestos survey must be conducted by and EPA -certified (AHERA) building inspector (except renovation or owner -occupied single family residences). For more information, please contact Clean Air Agency through their web site at www.pscleanair.org or by phone at 800-552-3565 or 206-343-8800. The L&I web site can be Page 1 of 3 PERMIT CENTER COMMERCIAL Building Permit Application Department of Commuiuty Development * 345 - 6th Street, Suite 600 * Bremerton, VITA 98337-1873 (360) 473-5275 Fax (360) 473-5278 " www.ci.bremerton.wa.us it ':Owner' ❑ Contractor' Authorized Agent Business Name: AT&T MOBILITY- SITE BR45 BREMERTON HWY 310 Site Address: 2300 6TH STREET, BREMERTON, WA 98312 To apply for a property address, contact Public Works at (360) 473-5270 CONTRACTOR: WESTOWER COMMUNICATIONS INC. OWNER: DOUGLAS AND JOYE DILLION Address: 9961 SIDNEY HAYES ROAD Address: 2300 6TH STREET City, State, Zip: ORLANDO, FL 32824 City, State, Zip: BREMERTON, WA 98312 License # & Exp. Date: WESTOCI 1 975J8 Phone #: Contact Name: Authorized Agent Name: SUNNY AUSINK Contact Phone #: Address: 111 S. JACKSON STREET#200 Email address: City, State, Zip: SEATTLE, WA 98104 Tax ID/Parcel #:3810-004-016-008 Phone #: ( 206 )446-0448 [—]Sewer ❑ Septic Email address: SAUSINK@PTSWA.COM What is thea"' lication fore, Please check .pp _ `' "" - ❑✓ NEW COMMERCIAL ❑ TENANT IMPROVEMENT WITH WORK ❑ COMMERCIAL REMODEL ❑ TENANT IMPROVEMENT WITHOUT WORK ❑ COMMERCIAL ADDITION ❑ NEW SIGN ❑ COMMERCIAL REPAIR ❑ GRADING (Cubic Yards: _ ) ❑ NEW MULTI -FAMILY ❑ REROOF ❑ DEMOLITION ❑ Interior ❑ Exterior** ❑ Foundation Wall" ❑ Roof / Section— ** Separate demolition permit and fees required. Contact Public Works for sewer cap permit (473-5270). Sewer must be capped prior to demolition permit issuance. ❑OTHER: IS THIS PROPERTY WITHIN 200 FEET OF A SHORELINE? ❑ YES ❑ NO Scope of work proposed: AT&T PROPOSES TO MODIFY EXISTING SITE BY ADDING (3) NEW LTE ANTENNAS AND ANCILLARY EQUIPMENT TO EXISTING SITE Square Footage: Building: IIB Construction Type: SS=2 Valuation Plan Review Fee Permit Fee Surcharge Total Fees $15,000 Application for which no permit is issued within 180 days following the date of application shall expire by limitation, and plans and other data submitted for review may thereafter be returned to the applicant or destroyed by the building official. The building official may extend the time for action by the applicant for a period not exceeding 180 days on request by the applicant, showing the circumstances beyond the control of the applicant have prevented action from being taken. No applicant shall be extended more than once. In order to renew action on an application after expiration, the applicant shall resubmit plans and pay a new plan review fee. Applicant's Signature 12-19-2012 Date Rev. July 2008 Bremerton .Fire Department Fire Marrshal f s office Construction Assistance Bulletin Operations checklist Project Address. 2300 6TH STREET, BREMERTON, WA 98312 Primary Contact: SUNNY AUSINK Email: SAUSINK@PTSWA.COM Below is a checklist of activities which this occupancy will be performing during day to day operations, not during construction. Please check all that apply. Also, please provide a copy (in both PDF and DWP/DWG format) of ALL drawings and specifications for this proiect. Please check all that apply: Place a check next to any item that will be added/removed or otherwise modified DURING CONSTRUCTION ONLY... Electrical Aviation Fire Alarm Battery Back Hood System Card swipe system HVAC Compressed Gases Building Access Site changes Windows u Elevator Doors Building security ALL NEW CONSTRUCTION Cooking Corrosives Cryogenics i=mergency Generator Fireworks Flammable Flammable/Combustible Forklifts Material Liquids Gates Hot -work Large Ovens LPG Lumber/wood Motor vehicle Painting/powder coating Racks (12' or more in products repair height) Refrigeration Storage >6' Tire Storage Dust products will be System high Droduced Place a check next to any item that will be added/removed or otherwise modified DURING CONSTRUCTION ONLY... Electrical Plumbing Fire Alarm Fire S rinkler Hood System Walls HVAC Storm/Septic Building Access Site changes Windows Stairs Elevator Doors Building security ALL NEW CONSTRUCTION Items not mentioned: MODIFICATION TO EXISTING WIRELESS COMMUNICATIONS FACILITY 111 S Jackson St, 2nd Floor Seattle, WA 98104 (206) 342 9000 19 December 2012 City of Bremerton Permit Center 3456 0 Street, Suite 600 Bremerton, WA 98337-1837 RE: Building Permit Application for AT&T BR45 Bremerton Hwy 310 Site Address: 2300 6th Street, Bremerton, WA 98337 Please find enclosed (1) Building permit application and (3) sets of structural calculations and (4) sets of construction plans for the site listed above. Enclosed is the $354.30 application fee for the project. The construction valuation is $15,000. Please email or fax me a copy of the receipt at your earliest convenience. 206-903-8513 (fax) Please let me know if you have any questions. Thanks • Sunny Ausi k Pacific Telecom Services sausink@ptswa.com 206-446-0448 (cell phone) Kitsap County Parcel Search 'f-\"*rITSAP C00""UNTY y1:5� 18 57 GEOGRAPHIC INFORMATION SYSTEM Applications Parcel Search Voter Information Section Downloads Data Download Data Data Change Request Links to External Data Printable Maps Map Library General About Us Contact Us Home Gail 'Fy 9E5E1 l� '• .wrr.gistla.y_cpm°,;;� III Last Updated: October 06, 2011 Page 1 of 1 614, Division Street, MS -21 Port Orchard, WA 98366 KITSAP COUNTY PARCEL SEARCH Zoom to an area: -- Select Area -- 9TH'ST ... .. O 9TH S7 F € I Q 87H 57'.. _---- .........__ Tax assessment, property, and valuation 360.337.7160 questions: Tax payment questions: 360.337.7135 Permit and zoning questions: 360.337.7181 Search by Tax Account A full or partial tax account number may be entered. Search by Address Do NOT enter Street Direction (E,W,N,S) or Street Suffix (St., Ave., Blvd., etc.). A list of potential matches will be displayed. Search by Taxpayer Enter_ last_name first or_a,partial_name. Show 2009 Imagery (1:24,000): ❑ Show 2007 Imagery (1:24,000): ❑ Show Tax Account ID: Show Contour Lines: DISCLAIMER: This map is intended for display purposes only and is not intended for any legal representations. Copyright ©1995-2011 Kitsap County GIS. All rights reserved. Su ort Privacy Policy Disclaimer Comments http://kcwppub3.co.kitsap.wa.us/ParcelSearch/ma'p.asp9Cmd=Z... 12/27/2012 Valarie Jacobsen From: Michael Six Sent: Wednesday, January 23, 2013 3:25 PM 'To: Valarie Jacobsen Subject: FW: BB12 00689 - AT&T BR45 Attachments: 20130123151622350.pdf 1=YI From: Michael Six Sent: Wednesday, January 23, 2013 3:25 PM To: 'Sunny Ausink' Subject: RE: BB12 00689 - AT&T BR45 Attached is a scan from the fire code. This is not my normal review letter, but for the sake of time I will use this. I have outlined the table which applies in this case and the code text is included in the scan. Will you reply back with how you are/plan to address each of the required items. Thanks, Mike From: Sunny Ausink [mailto:sausink@ptswa.com] Sent: Wednesday, January 23, 2013 1:54 PM To: Michael Six Subject: RE: BB12 00689 - AT&T BR45 Do you have everything to sign off on the permit? Thanks, Senn Ausink LEED, AP -1 -PTS S i,ior Land UsZ Nl<'n ne 1 206-44.0448 n-ia de 1206-342-6390 C'.rr,°ct � t.:.3 ami �„� 7 i�3i. ,i�['}'�SL� z:.i3, &1G','.. O'.i 5 S..lad<t.on StPnr "8104- Please consider the environment before printing this e-mail From: Michael Six [mailto:Michael. Six ci.bremerton.wa.us] Sent: Wednesday, January 23, 2013 1:13 PM To: Sunny Ausink Subject: RE: BB12 00689 - AT&T BR45 Thanks From: Sunny Ausink [mailto:sausinkCabptswa.com] Sent: Wednesday, January 23, 2013 12:38 PM To: Michael Six Subject: RE: BB12 00689 - AT&T BR45 Here's what was given to me: Proposed 2.72 per cell x 20 = 54.4 Existing 2.72 per cell x 24 = 65.28 Total: 119.68 Sunny Ausink LED AP I PTS Senior land Use . P=ann r 1 206 44(:: 1448 mobile 1206 342 E7390 Ir( r.t i T<?i{: $?ti">i! Cf ) .i xJu. Lv it ).0 903 83.1.3 fax i't�hf A"IitSVvi3�CC1t 1 ...,W.._.,,.,,..,.,_ ____........_ 111 S. Jackson Stre t, Z; loorI Se-@ftle, WA 92+1.04 Please consider the environment before printing this e-mail From: Michael Six[mailto: Michael. Six@ci.bremerton.wa.us] Sent: Wednesday, January 23, 2013 11:14 AM To: Sunny Ausink Subject: RE: BB12 00689 - AT&T BR45 How many cells, what is the total capacity? From: Sunny Ausink [mailto:sausink0)ptswa.com] Sent: Wednesday, January 23, 2013 10:52 AM To: Michael Six Subject: BB12 00689 - AT&T BR45 Hi Mike, We were adding a new Battery cabinet. AT&T is planning on adding (20) new Marathon batteries (electrolyte volume is 2.72 gal per cell). The total number of existing batteries is 24. The existing electrolyte volume is 2.72 gal per cell. They are sealed & vented. Hope this is the information you will need to complete your review. Thank you, Sunny Ausink LEED'AP I PTS Senior Land Use Planner ! 206 446 0448 mohiie 1206 342-639-0 direct I Email: sau_.ii.i,4-- is As,2 coir 206 9,03-851.3 fax i _ ww..;tsv r7.r.om 1". S. Jac ki on Stre�e 2l' "lI 15:ha tale, VVA 9810". Please consider the environment before printing this e-mail Crown Castle Designation: Engineering Firm Designation: B+T GRP B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 (918) 587-4630 ctuttle@btengineering.com Crown Castle BU Number: Crown Castle Site Name: Crown Castle JDE Job Number: Crown Castle Work Order Number: Crown Castle Application Number: B+T Group Project Number: BR45 Bremerton Hwy 310 880436 Seattle Qwest - SEA624 204296 530938 158714 Rev. 1 84692.002 Site Data: 23006 th Street, Bremerton, WA, Kitsap County Latitude 47° 34'3.76", Longitude -1220 38'58.33" 60 Foot- Monopole Dear Ms. Garziano, B+T Group 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 490013, in accordance with application 158714, revision 1. 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: LCT Existing + Reserved + Proposed Equipment Sufficient Capacity Note: See Table 1 and Table 2 for the proposed and existing/reserved loading, respectively. The analysis has been performed in accordance with the TIA-222 G standard and the IBC 2009 based upon a wind speed of 85 mph 3 -second gust, exposure category B with topographic category 1 and crest height of 0 feet. 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 B+T Group 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. Respectfully submitted by: B&T Engineering, Inc. Brandon Sevier Project Engineer tnxTower Report - version 6.0.4.0 John W. Kelly, P.E, S.E. Vice President us O R ERgF9P o� e n o R D D September 25, 2012 JM1 4 2UP Cath Garziano Crown Castle � y 5350 North 48th Street, Suite 305 oF�OMMUO Chandler, AZ 85226 ' (480) 735-6952 Subject: Structural Analysis Report ' Carrier Designation: AT&T Mobility Co -Locate Carrier Site Number: .. Carrier Site Name: Crown Castle Designation: Engineering Firm Designation: B+T GRP B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 (918) 587-4630 ctuttle@btengineering.com Crown Castle BU Number: Crown Castle Site Name: Crown Castle JDE Job Number: Crown Castle Work Order Number: Crown Castle Application Number: B+T Group Project Number: BR45 Bremerton Hwy 310 880436 Seattle Qwest - SEA624 204296 530938 158714 Rev. 1 84692.002 Site Data: 23006 th Street, Bremerton, WA, Kitsap County Latitude 47° 34'3.76", Longitude -1220 38'58.33" 60 Foot- Monopole Dear Ms. Garziano, B+T Group 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 490013, in accordance with application 158714, revision 1. 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: LCT Existing + Reserved + Proposed Equipment Sufficient Capacity Note: See Table 1 and Table 2 for the proposed and existing/reserved loading, respectively. The analysis has been performed in accordance with the TIA-222 G standard and the IBC 2009 based upon a wind speed of 85 mph 3 -second gust, exposure category B with topographic category 1 and crest height of 0 feet. 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 B+T Group 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. Respectfully submitted by: B&T Engineering, Inc. Brandon Sevier Project Engineer tnxTower Report - version 6.0.4.0 John W. Kelly, P.E, S.E. Vice President us 60 Ft Monopole Structural Analysis Report Project Number 84692.002, Application 158714 Rev. 1 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 Component Stresses 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 September 25, 2012 CCI BU No. 880436 Page 2 60 Ft Monopole Structural Analysis Report Project Number 84692.002, Application 158714 Rev. 1 1) INTRODUCTION This tower is a 60 ft. Monopole tower. 2) ANALYSIS CRITERIA September 25, 2012 CCI BU No. 880436 Page 3 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 85 mph with no ice, 30 mph with 0.25 inch ice thickness and 60 mph under service loads, exposure category B with topographic category 1 and crest height of 0 feet. Table 1 - Proposed Antenna and Cable Information Table 2 - Existing and Reserved Antenna and Cable Information Center Number Antenna Number Mounting Line Mounting Line Number Antenna Level (ft) Number Feed of Feed Level (ft) Elevation of Manufacturer Antenna Model of Feed Line Note (ft) Antennas Lines Size (in) 57.0 3 RFS Celwave APXVRR13-C-A20 2 KM ations AM -X -CD -17 -65 -OOT -RET 3 1 7/16 2 3 Samsung RRH-P4 Com 3 ---T Collar Mount 47.0 47.0 1 Communications ations AM -X -CD -16 -65 -OOT -RET 2 3/4 12 Kathrein 86010025 -6--F 12 1 3/8 3 Alcatel Lucent 9442 RRH AWS F Powerwave TT19-08BP111-001 3 Alcatel Lucent 9442 RRH 700 1 Raycap DC6-48-60-18-8F Table 2 - Existing and Reserved Antenna and Cable Information Notes: 1) Existing Equipment 2) Reserved Equipment Table 3 - Design Antenna and Cable Information Mounting Center Number Antenna Number Mounting Line Number Antenna Number Feed Antenna Model Level (ft) Elevation of Antenna Model Manufacturer of Feed Line Note (ft) Antennas Lines Size (in) 1 I -- Pipe Mount [PM 601-3) 57.0 57.0 3 RFS Celwave APXVRR13-C-A20 3 1 7/16 2 3 Samsung RRH-P4 3 ---T Collar Mount 47.0 47.0 1 3/8 3 Andrew QBXLH-6565A-VTM 12 Kathrein 86010025 -6--F 12 7/8 1 F Powerwave TT19-08BP111-001 Notes: 1) Existing Equipment 2) Reserved Equipment Table 3 - Design Antenna and Cable Information Mounting Center Line Number Antenna Number Feed Level (ft) Elevation of Manufacturer Antenna Model of Feed Line (ft) Antennas Lines ' Size (in) Information Unknown tnxTower Report - version 6.0.4.0 60 Ft Monopole Structural Analysis Report Project Number 84692.002, Application 158714 Rev. 1 3) ANALYSIS PROCEDURE Table 4 - Documents Provided September 25, 2012 CCI BU No. 880436 Page 4 Document Remarks Reference Source Online Application Sprint Co -Locate Revision #1 150861 Crown OTG Tower Mappings FDH Date:5/18/2010 1490701 Crown OTG Foundation Drawings FDH Project No.10-05247E N1 1461103 Crown OTG Geotech Report ADAPT Job No.WA01-5866 1583995 Crown OTG Antenna Configuration Crown CAD Package Date:5/29/2012 Crown OTG 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. 4) When applicable, transmission cables are considered as structural components for calculating wind loads as allowed by TIA/EIA-222-G. 5) Mount areas and weights are assumed based on photographs provided. 6) Soil properties were assumed. This analysis may be affected if any assumptions are not valid or have been made in error. B+T Group should be notified to determine the effect on the structural integrity of the tower. tnxTower Report - version 6.0.4.0 60 Ft Monopole Structural Analysis Report Project Number 84692.002, Application 158714 Rev. 1 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summary) September 25, 2012 CCI BU No. 880436 Page 5 Section Elevation (ft) No. Component Type Size Critical Element P (K) SF*P_allow (K) % Capacity Pass I Fail L1 60-51 Pole TP13.56xl2.5x0.156 1 -0.732 376.145 3.6 Pass L2 51-0 Pole TPI 9.25x13.048x0.219 2 -4.671 758.966 52.3 Pass Summary 7-7 Pole (1-2) 52.3 Pass RATING = 52.3 Pass Table 6 - Tower Component Stresses vs. Capacity – LC7 Notes Component Elevation (ft) % Capacity Pass / Fail 1 Anchor Rods Base 28.2 Pass 1 Base Plate Base 75.7 —� Pass 1 Base Foundation Base 9.9 --� Pass Structure Rating (max from all components) = 75.7% 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 APPENDIX A TNXTOWER OUTPUT 60.0 ft 51.0 ft 0.0 it C DESIGNED APPURTENANCE LOADING TYPE O W TYPE O O 0 N 0 c6 47 APXVRRI 3-C-A20(P) 57 (2)TT19.08BP111-001(E) 47 APXVRR1 aC-A20(P) 57 (2)TT19-08BP111-001(E) 47 RRH-P4(P) 57 AM -X -CD -17 -65 -007 -RET w/ N 0 T 57 ° N O o N AM -X -CD -17 -65 -007 -RET w/ O Pipe Mount [PM 601-3] (E) 57 Mount Pipe (P) O QBXLH-6565A-VTM w/ Mount � W 47 cli Mount Pipe (P) T in - 47 9442 RRH AWS (P) 47 Pipe (E) N 9442 RRH AWS (P) 47 o 47 9442 RRH AWS (P) 47 Pipe (E) 9442 RRH 700 (P) 47 m 47 3r s O o 9442 RRH 700 (P) 47 (4) 860 10025 (E) 47 E 47 m 6 n z' (°n i- m° 1 01 3 60.0 ft 51.0 ft 0.0 it C DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION APXVRR1 3 -C -A20 (P) 57 (2)TT19-088P111-001(E) 47 APXVRRI 3-C-A20(P) 57 (2)TT19.08BP111-001(E) 47 APXVRR1 aC-A20(P) 57 (2)TT19-08BP111-001(E) 47 RRH-P4(P) 57 AM -X -CD -17 -65 -007 -RET w/ 47 RRH-P4 (P) 57 Mount Pipe (P) RRH-P4 (P) 57 AM -X -CD -17 -65 -007 -RET w/ 47 Pipe Mount [PM 601-3] (E) 57 Mount Pipe (P) QBXLH-6565A-VTM w/ Mount 47 AM -X -CD -16 -65 -007 -RET w/ 47 Pipe (E) Mount Pipe (P) QBXLH-6565A-VTM w/ Mount 47 9442 RRH AWS (P) 47 Pipe (E) 9442 RRH AWS (P) 47 QBXLH-6565A-VTM w/ Mount 47 9442 RRH AWS (P) 47 Pipe (E) 9442 RRH 700 (P) 47 (4) 860 10025 (E) 47 9442 RRH 700 (P) 47 (4) 860 10025 (E) 47 9442 RRH 700 (P) 47 (4) 860 10025 (E) 47 DC6-48-60-18-8F (P) 47 MATERIAL STRENGTH GRADE Fy Fu GRADE Fy Fu A572-50 150 ksi 165 ksi TOWER DESIGN NOTES 1. Tower is located in Kitsap County, Washington. 2. Tower designed for Exposure B to the TIA-222-G Standard. 3. Tower designed for a 85 mph basic wind in accordance with the TIA-222-G Standard. 4. Deflections are based upon a 60 mph wind. 5. Tower Structure Class II. 6. Topographic Category 1 with Crest Height of 0.000 It 7. This analysis includes a previously installed tower extension and tower modifications. 8. TOWER RATING: 52.3% ALL REACTIONS ARE FACTORED AXIAL 5K S -:J-- HEAR MOMENT 4 K 152 kip -ft TORQUE 0 kip -ft REACTIONS - 85 mph WIND B+T GroupJob: 1717 S. Boulder, Suite 300 B.T rr- Tulsa, OK 74119 Phone: (918) 587-4630 FAX: 918 295-0265 84692.002 - SEATTLE QWEST - SEA624, WA (BU #88043 P`OfBCt'59.3'Monopole/ApplD: 158714, Rev: 1 C1ien1i Crown Castle Drawn by: g Sevier Appd. Code: TIA-222-G Date: 09/25/12 Scaie: NTS Path: Dwg No. E-1 W 0 0 i 0 L TIA-222-G - 85 mph Exposure B Maximum Values Vx----------- Vz Mx ----------- Mz Global Mast Shear (K) Global Mast Moment (kip -ft) 50 100 150 200 00 IJV 200 B+T Group =iP 1717 S. Boulder, Suite 3OO a -T > s (I Tulsa, OK 74119 Phone: (918) 587-4630 FAX: 918 295-0265 Job: 84692.002 - SEATTLE QWEST - SEA624, WA (BU #88043 Project:59.3'Monopole/App ID: 158714, Rev: 1 C"'"r. Crown Castle 60.000 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 I I I I I I I I I I I I I I I I ------- I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 I I I I I I I I I I I I ------- I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ---------------- I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 51.000 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I \I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I \I I I I I I I I I I I I I I I I I I I I I I} I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I\ I I I 11`1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I\ I I I I I I I I I I I I I I I I I I I I I I I 0.000 00 IJV 200 B+T Group =iP 1717 S. Boulder, Suite 3OO a -T > s (I Tulsa, OK 74119 Phone: (918) 587-4630 FAX: 918 295-0265 Job: 84692.002 - SEATTLE QWEST - SEA624, WA (BU #88043 Project:59.3'Monopole/App ID: 158714, Rev: 1 C"'"r. Crown Castle Drawn by: B.'Sevier Aped: Code: TIA-222-G °ate: 09/25/12 Scale: NTS Path: Dwg No. E-4 W TIA-222-G - Service - 60 mph Deflection (in) Tilt (deg) Maximum Values Twist (deg) i i i I I I I I I I I I I I I I I I I i i i a I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I —L—�---- ——1--1--L—J----L—--I--L——1--1--L—----L—J--I--L— ���� I I I I I I I I I I I I I I I I i l i i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i i i a I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i i i a I I I I I I I I I I I I I I I I i l i i I I I I I I I I I I I I I I I I v i i i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i i a I I I I I I I I I I I I I I I I i i i a I I I I I I I I I I I I I I I I i i i a I I I I I I I I I I I I I I I I i i i a I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i l i i I I I I I I I I I I I I I I I I i l i i I I I I I I I I I I I I I I I I i l i i I I I I I I I I I I I I I I I I i i i a I I I I I I I I I I I I I I I i i i a I I I I I I I I I I I I I I I I �- B+T Group 1717 S. Boulder, Suite 300 B.r GRP Tulsa, OK 74119 Phone: (918) 587-4630 FAX: 918 295-0265 Job: 84692.002 -SEATTLE QWEST - SEA624, WA (BU #88043 Protecc:59.3'Monopole1ApplD: 158714, Rev: 1 C11ent Crown Castle Drawn by: B Sevier '4PPd: Cede: TIA-222-G Date: 09/25/12 scale: NTS Path' Dwg Ne. E-5 LU Feedline Distribution Chart 0'- 60' Round Flat App In Face _ App Out Face Truss Leg Face A Face B Face C B+T GrottpJob: la�p 1717 S. Boulder, Suite 300 B -T Gil -M, Tulsa, OK 74119 Phone: (918) 587-4630 FAX: 918 295-0265 84692.002 - SEATTLE QWEST - SEA624, WA (BU #88043 Protect' 59.3'Monopole/App ID: 158714, Rev: 1 CI'ent: Crown Castle Drawn by: B Sevier Appd: code: TIA-222-G Dale: 09/25/12 scale: NTS Path: Dwg No. E-7 tnxTower Job Page 84692.002 - SEATTLE QWEST - SEA624, WA (BU #880436) 1 of 10 Project Date B+T Group 1717 S. Boulder, Suite 300 59.3' Monopole / App ID: 158714, Rev: 1 08:53:11 09/25/12 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle B. Sevier FAX: (918) 295-0265 Bottom Wall 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 Kitsap County, Washington. Basic wind speed of 85 mph. Structure Class H. Exposure Category B. Topographic Category 1. Crest Height 0.000 ft. Deflections calculated using a wind speed of 60 mph. This analysis includes a previously installed tower extension and tower modifications.. 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, feedline supports, and appurtenance mounts are not considered. Consider Moments -. Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification Use Code Stress Ratios Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) Add IBC .6D+W Combination Options Distribute Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wind Area Use Clear Spans For KL/r Retension Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appurt. Autocalc Torque Arm Areas SR Members Have Cut Ends Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Treat Feedline Bundles As Cylinder Use ASCE 10 X -Brace Ly Rules Calculate Redundant Bracing Forces Ignore Redundant Members in FEA SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation Consider Feed Iine Torque Angle Block Shear Check -,_Include _ __Poles In clude Shear -Torsion Interaction T Always Use Sub -Critical Flow Use Top Mounted Sockets Tapered Pole Section Geometry Pole Grade Section Elevation Section Splice Number Top Bottom Wall Bend Length Length of Diameter Diameter Thickness Radius ft ft ft Sides in in in in L1 60.000-51.000 9.000 1.690 16 12.500 13.560 0.156 0.625 A572-50 (50 ksi) L2 51.000-0.000 52.690 16 13.048 19.250 0.219 0.875 A572-50 (50 ksi) tnxTowe Job Page Tapered Pole Properties 84692.002 - SEATTLE QWEST - SEA624, WA (BU #880436) 2 of 10 B+T Group Project Date 1717 S. Boulder, Suite 300 59.3' Monopole / App ID: 158714, Rev: 1 08:53:11 09/25/12 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle B. Sevier FAX.- (918) 295-0265 fr'fft kl Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Diagonals Horizontals ft fh in in in Ll I 1 1 60.000-51.000 L2 1 1 1 51.000-0.000 Feed Line/Linear Appurtenances - Entered As Area Tapered Pole Properties Description Face Allow Component Placement Total CAA Weight or Shield Type Number Leg ft fr'fft kl TYPE 2(1-7/16) B No Inside Pole w/t Section Tip Dia. Area I r C I/C J It/Q w in in' in° in in in in° inz in Ll 12.745 6.153 118.431 4.394 6.375 18.577 238.656 3.042 2.177 13.93 13.826 6.681 151.637 4.772 6.916 21.927 305.569 3.303 2.388 15.28 L2 13.507 8.953 186.167 4.567 6.655 27.975 375.153 4.427 2.161 9.88 19.627 13.280 607.652 6.775 9.818 61.895 1224.505 6.566 3.395 15.522 Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Diagonals Horizontals ft fh in in in Ll I 1 1 60.000-51.000 L2 1 1 1 51.000-0.000 Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement Total CAA Weight or Shield Type Number Leg ft fr'fft kl TYPE 2(1-7/16) B No Inside Pole 57.000 - 5.000 3 No Ice 0.000 0.001 (P) LDF5-50A(7/8") B No Inside Pole 47.000 - 5.000 12 No Ice 0.000 0.000 (E) 860 10014(3/8) B No Inside Pole 47.000 - 5.000 1 No Ice 0.000 0.000 (E) FB -L98 -002 -XXX( 3/8) B No Inside Pole 47.000 - 5.000 1 No Ice 0.000 0.000 (P) WR-VG86ST-BRD( 3/4) B No Inside Pole 47.000 - 5.000 2 No Ice 0.000 0.001 (P) Feed Line/Linear Appurtenances Section Areas Tower Tower Face Section Elevation AR AF CQAA CAAA In Face Out Face Weight f (r' r' f? fry K L l 60.000-51.000 A 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 0.000 0.011 C 0.000 0.000 0.000 0.000 0.000 L2 51.000-0.000 A 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 0.000 0.301 C 0.000 0.000 0.000 0.000 0.000 Feed Line Center of Pressure Section Elevation CPX CPZ CPX CPZ Ice Ice ft in in in in L 1 60.000-51.000 0.000 0.000 0.000 0.000 L2 51.000-0.000 0.000 0.000 0.000 0.000 tnxTower Job Page Description 84692.002 - SEATTLE QWEST - SEA624, WA (BU #880436) 3 of 10 Project Date B+T Group 1717 S. Boulder, Suite 300 59.3' Monopole / App ID: 158714, Rev: 1 08:53:11 09/25/12 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle B. Sevier FAX- (918) 295-0265 Segment Elev. I No Ice Shieldina Factor Ka Tower Feed Line Description Feed Line K K. Section I Record No. Segment Elev. I No Ice Ice Discrete Tower Loads Weight Description Face Offset Offsets: Azimuth Placement CAAA CAAA or Type Harz Adjustment Front Side Leg Lateral Vert ft 0ft fig fr' K ft ft APXVRRI3-C-A20 C From Leg 0.500 0.000 57.000 No Ice 7.352 2.604 0.032 (P) 0.000 0.000 APXVRRI3-C-A20 B From Leg 0.500 0.000 57.000 No Ice 7.352 2.604 0.032 (P) 0.000 0.000 APXVRRI3-C-A20 A From Leg 0.500 0.000 57.000 No Ice 7.352 2.604 0.032 (P) 0.000 0.000 RRH-P4 C From Leg 0.500 0.000 57.000 No Ice 3.191 2.075 0.060 (P) 0.000 0.000 RRH-P4 B From Leg 0.500 0.000 57.000 No Ice 3.191 2.075 0.060 (P) 0.000 0.000 RRH-P4 A From Leg 0.500 0.000 57.000 No Ice 3.191 2.075 0.060 (P) 0.000 0.000 Pipe Mount [PM 601-3] C None 0.000 57.000 No Ice 4.390 4.390 0.195 (E) s QBXLH-6565A-VTM w/ C From Leg 0.500 0.000 47.000 No Ice 11.815 6.828 0.093 Mount Pipe 0.000 (E) 0.000 QBXLH-6565A-VTM w/ B From Leg 0.500 0.000 47.000 No Ice 11.815 6.828 0.093 Mount Pipe 0.000 (E) 0.000 QBXLH-6565A-VTM w/ A From Leg 0.500 0.000 47.000 No Ice 11.815 6.828 0.093 Mount Pipe 0.000 (E) 0.000 (4) 860 10025 C From Leg 0.500 0.000 47.000 No Ice 0.163 0.136 0.001 (E) 0.000 0.000 (4) 860 10025 B From Leg 0.500 0.000 47.000 No Ice 0.163 0.136 0.001 (E) 0.000 0.000 (4) 860 10025 A From Leg 0.500 0.000 47.000 No Ice 0.163 0.136 0.001 (E) 0.000 0.000 (2) TT19-08BP111-001 C From Leg 0.500 0.000 47.000 No Ice 0.636 0.516 0.016 (E) 0.000 0.000 (2) TTI 9-08BP111-001 B From Leg 0.500 0.000 47.000 No Ice' 0.636 0.516 0.016 (E) 0.000 0.000 (2) TT19-088P1 11-001 A From Leg 0.500 0.000 47.000 No Ice 0.636 0.516 0.016 tnxTower Job gPa e Offsets: 84692.002 - SEATTLE QWEST - SEA624, WA (BU #880436) 4 of 10 B+T Group Project Date 1717 S. Boulder, Suite 300 59.3' Monopole / App ID: 158714, Rev: 1 08:53:11 09/25/12 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle B. Sevier FAX.- (918) 295-0265 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft o ft fry fr' K ft ft (E) 0.000 0.000 AM -X -CD -17 -65 -OOT -RET A From Leg 0.500 0.000 47.000 No Ice 11.549 8.938 0.092 w/ Mount Pipe 0.000 (P) 0.000 AM -X -CD -17 -65 -OOT -RET B From Leg 0.500 0.000 47.000 No Ice 11.549 8.938 0.092 w/ Mount Pipe 0.000 (P) 0.000 AM -X -CD -16 -65 -OOT -RET C From Leg 0.500 0.000 47.000 No Ice 8.498 6.304 0.074 w/ Mount Pipe 0.000 (P) 0.000 9442 RRH AWS A From Leg 0.500 0.000 47.000 No Ice 2.515 1.589 0.043 (P) 0.000 0.000 9442 RRH AWS B From Leg 0.500 0.000 47.000 No Ice 2.515 1.589 0.043 (P) 0.000 0.000 9442 RRH AWS C From Leg 0.500 0.000 47.000 No Ice 2.515 1.589 0.043 (P) 0.000 0.000 9442 RRH 700 A From Leg 0.500 0.000 47.000 No Ice 3.528 1.596 0.044 (P) 0.000 0.000 9442 RRH 700 B From Leg 0.500 0.000 47.000 No Ice 3.528 1.596 0.044 (P) 0.000 0.000 9442 RRH 700 C From Leg 0.500 0.000 47.000 No Ice 3.528 1.596 0.044 (P) 0.000 0.000 DC6-48-60-18-8F A From Leg 0.500 0.000 47.000 No Ice 2.567 4.317 0.019 (P) 0.000 0.000 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+l .6 Wind 90 deg - No Ice 9 0.9 Dead+l .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 tnxTower Job Page Condition 84692.002 - SEATTLE QWEST - SEA624, WA (BU #880436) 5 of 10 Project Date B+T Group 17175. Boulder, Suite 300 59.3' Monopole / App ID: 158714, Rev: 1 08:53:11 09/25/12 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle B. Sevier FAX. (918) 295-0265 -0.004 Comb Comb. Description No. 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 Dead+Wind 0 deg - Service 27 Dead+Wind 30 deg - Service 28 Dead+Wind 60 deg - Service 29 Dead+Wind 90 deg - Service 30 Dead+Wind 120 deg - Service 31 Dead+Wind 150 deg - Service 32 Dead+Wind 180 deg - Service 33 Dead+Wind 210 deg - Service 34 Dead+Wind 240 deg - Service 35 Dead+Wind 270 deg - Service 36 Dead+Wind 300 deg - Service 37 Dead+Wind 330 deg - Service Maximum Member Forces Section. Elevation Component Condition Gov. Axial Major Axis- Minor Axis No. ft Type Comb. Load Moment Moment 8 4.677 -3.560 -0.004 Comb K kip ft kip -rt L1 60-51 Pole Max Tension 2 0.000 0.000 -0.000 150.919 0.004 3.530 Max. Compression 14 -0.732 -0.000 -3.402 Max. Torsion 11 0.126 Max. NIX 8 -0.732 -3.404 0.000 Max. My 2 -0.732 -0.000 3.403 Max. Vy 8 0.816 -3.404 0.000 Max. Vx 2 -0.816 -0.000 3.403 Max. Torque 12 -0.000 L2 51 -0 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 14 -4.672 -0.193 -150.844 Max. Mx 8 -4.671 -152.366 -0.135 Max. My 2 -4.672 0.151 150.919 Max. Vy 8 3.568 -152.366 -0.135- 0.135Max. Max,Vx 2 -3.538 0.151 150.919 Max. Torque 23 -0.126 Maximum Reactions Location Condition Gov. Vertical Horizontal, X Horizontal, Z Load K K K Comb. Pole Max. Vert 8 4.677 -3.560 -0.004 Max. H, 21 3.508 3.560 ' 0.004 Max. H 3 3.508 0.004 3.530 Max. M, 2 150.919 0.004 3.530 Max. M, 8 152.366 -3.560 -0.004 Max. Torsion 11 0.126 -3.085 -1.768 tnxTower Job Page 1.777 84692.002 - SEATTLE QWEST - SEA624, WA (BU #880436) 6 of 10 B+T Group Project Date 1717 S. Boulder, Suite 300 59.3' Monopole / App ID: 158714, Rev: 1 08:53:11 09/25/12 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle B. Sevier FAX. (918) 295-0265 -3.530 Min. M, Location Condition Gov. Vertical Horizontal, X Horizontal, Z Load K K K Comb. Min. Vert 17 3.508 1.777 -3.055 Min. H, 9 3.508 -3.560 -0.004 Min. H 15 3.508 -0.004 -3.530 Min. M, 14 -150.844 -0.004 -3.530 Min. M, 20 -152.324 3.560 0.004 Min. Torsion 23 -0.126 3.085 1.768 Tower Mast Reaction Summary Torque Load Vertical Shear, Shears Overturning Overturning Combination Moment, M Moment, M, K K K kip ft kip ft kip ft Dead Only 3.898 0.000 0.000 -0.030 -0.017 0.000 1.2 Dead+1.6 Wind 0 deg -No 4.677 -0.004 -3.530 -150.919 0.151 0.048 Ice 0.9 Dead+1.6 Wind 0 deg - No 3.508 -0.004 -3.530 -149.935 0.155 0.048 Ice 1.2 Dead+1.6 Wind 30 deg - No 4.677 1.777 -3.055 -130.619 -76.045 -0.018 Ice 0.9 Dead+1.6 Wind 30 deg - No 3.508 1.777 -3.055 -129.765 -75.548 -0.018 Ice 1.2 Dead+1.6 Wind 60 deg - No 4.677 3.082 -1.762 -75.329 -131.870 -0.078 Ice 0.9 Dead+1.6 Wind 60 deg - No 3.508 3.082 -1.762 -74.833 -131.012 -0.078 Ice 1.2 Dead+1.6 Wind 90 deg - No 4.677 3.560 0.004 0.135 -152.366 -0.118 Ice 0.9 Dead+1.6 Wind 90 deg - No 3.508 3.560 0.004 0.143 -151.376 -0.118 Ice 1.2 Dead+1.6 Wind 120 deg - 4.677 3.085 1.768 75.552 -132.042 -0.126 No Ice 0.9 Dead+1.6 Wind 120 deg - 3.508 3.085 1.768 75.073 -131.183 -0.126 No Ice 1.2 Dead+1.6 Wind 150 deg - 4.677 1.783 3.059 130.716 -76.342 -0.100 No Ice 0.9 Dead+l.6 Wind 150 deg - 3.508 1.783 3.059 129.880 -75.844 -0.100 No Ice 1.2 Dead+1.6 Wind 180 deg - 4.677 0.004 3.530 150.844 -0.193 -0.048 No Ice 0.9 Dead+1.6 Wind 180 deg - 3.508 0.004 3.530 149.879 -0.186 -0.048 No Ice 1.2 Dead+1.6 Wind 210 deg - 4.677 -1.777 3.055 130.544 76.003 0.018 No Ice 0.9 Dead+1.6 Wind 210 deg - 3.508 -1.777 3.055 129.710 75.517 0.018 No Ice 1.2 Dead+1.6 Wind 240 deg - 4.677 -3.082 1.762 75.254 131.828 0.078 No Ice 0.9 Dead+1.6 Wind 240 deg - 3.508 -3.082 1.762 74.777 130.981 0.078 No Ice 1.2 Dead+1.6 Wind 270 deg - 4.677 -3.560 -0.004 -0.209 152.324 0.118 No Ice 0.9 Dead+l .6 Wind 270 deg - 3.508 -3.560 -0.004 -0.198 151.345 0.118 No Ice 1.2 Dead+1.6 Wind 300 deg - 4.677 -3.085 -1.768 -75.627 132.000 0.126 No Ice 0.9 Dead+1.6 Wind 300 deg - 3.508 -3.085 -1.768 -75.128 131.152 0.126 No Ice tfZxTower Job Page Shear- 84692.002 - SEATTLE QWEST - SEA624, WA (BU #880436) 7 of 10 B+T Group Project Date 1717 S. Boulder, Suite 300 59.3' Monopole / App ID: 158714, Rev: 1 08:53:11 09/25/12 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle B. Sevier FAX.- (918) 295-0265 kip ft kip ft LoadVertical Shear, Shear- Overturning Overturning Torque Combination Load PX Py Moment, M Moment, Al, Py PZ K K K kip ft kip ft kip ft 1.2 Dead+1.6 Wind 330 deg - 4.677 -1.783 -3.059 -130.791 76.301 0.100 No Ice 3.898 0.000 0.000% 2 -0.004 -4.677 0.9 Dead+1.6 Wind 330 deg - 3.508 -1.783 -3.059 -129.936 75.813 0.100 No Ice -3.530 0.004 3.508 3.530 4 Dead+Wind 0 deg - Service 3.898 -0.001 -0.986 -42.022 0.030 0.013 Dead+Wind 30 deg - Service 3.898 0.496 -0.853 -36.373 -21.175 -0.005 Dead+Wind 60 deg - Service 3.898 0.860 -0.492 -20.985 -36.711 -0.022 Dead+Wind 90 deg - Service 3.898 0.994 0.001 0.017 -42.415 -0.033 Dead+Wind 120 deg - Service 3.898 0.861 0.494 21.006 -36.759 -0.035 Dead+Wind 150 deg - Service 3.898 0.498 0.854 36.358 -21.257 -0.028 Dead+Wind 180 deg - Service 3.898 0.001 0.986 41.960 -0.065 -0.013 Dead+Wind 210 deg - Service 3.898 -0.496 0.853 36.311 21.140 0.005 Dead+Wind 240 deg - Service 3.898 -0.860 0.492 20.923 36.676 0.022 Dead+Wind 270 deg - Service 3.898 -0.994 -0.001 -0.079 42.380 0.033 Dead+Wind 300 deg - Service 3.898 -0.861 -0.494 -21.068 36.724 0.035 Dead+Wind 330 deg - Service 3.898 -0.498 -0.854 -36.421 21.223 0.028 Solution Summary I Sum of Applied Forces Sum of Reactions Load PX Py PZ PX Py PZ % Error Comb. K K K K K K 1 0.000 -3.898 0.000 0.000 3.898 0.000 0.000% 2 -0.004 -4.677 -3.530 0.004 4.677 3.530 0.000% 3 -0.004 -3.508 -3.530 0.004 3.508 3.530 4 1.777 -4.677 -3.055 -1.777 4.677 3.055 0.000% 5 1.777 -3.508 -3.055 -1.777 3.508 3.055 0.000% 6 3.082 -4.677 -1.762 -3.082 4.677 1.762 0.000% 7 3.082 -3.508 -1.762 -3.082 3.508 1.762 0.000% 8 3.560 -4.677 0.004 -3.560 4.677 -0.004 0.000% 9 3.560 -3.508 0.004 -3.560 3.508 -0.004 0.000% 10 3.085 -4.677 1.768 -3.085 4.677 -1.768 0.000% 11 3.085 -3.508 1.768 -3.085 3.508 -1.768 0.000% 12 1.783 -4.677 3.059 -1.783 4.677 -3.059 0.000% 13 1.783 -3.508 3.059 -1.783 3.508 -3.059 0.000% 14 0.004 -4.677 3.530 -0.004 4.677 -3.530 0.000% 15 0.004 -3.508 3.530 -0.004 3.508 -3.530 0.000% 16 -1.777 -4.677 3.055 1.777 4.677 -3.055 0.000% 17 -1.777 -3.508 3.055 1.777 3.508 -3.055 0.000% 18 -3.082 -4.677 1.762 3.082 4.677 -1.762 0.000% 19 -3.082 -3.508 1.762 3.082 3.508 -1.762 0.000% 20 -3.560 -4.677 -0.004 3.560 4.677 0.004 0.000% 21 -3.560 -3.508 -0.004 3.560 3.508 0.004 0.000% 22 -3.085 -4.677 -1.768 3.085 4.677 1.768 0.000% 23 -3.085 -3.508 -1.768 3.085 3.508 1.768 0.000% 24 -1.783 -4.677 -3.059 1.783 4.677 3.059 0.000% 25 -1.783 -3.508 -3.059 1.783 3.508 3.059 0.000% 26 -0.001 -3.898 -0.986 0.001 3.898 0.986 0.000% 27 0.496 -3.898 -0.853 -0.496 3.898 0.853 0.000% 28 0.860 -3.898 -0.492 -0.860 3.898 0.492 0.000% 29 0.994 -3.898 0.001 -0.994 3.898 -0.001 0.000% 30 0.861 -3.898 0.494 -0.861 3.898 -0.494 0.000% 31 0.498 -3.898 0.854 -0.498 3.898 -0.854 0.000% 32 0.001 -3.898 0.986 -0.001 3.898 -0.986 0.000% 33 -0.496 -3.898 0.853 0.496 3.898 -0.853 0.000% 34 4860 -3.898 0.492 0.860 3.898 -0.492 0.000% 35 -0.994 -3.898 -0.001 0.994 3.898 0.001 0.000% 36 -0.861 -3.898 -0.494 0.861 3.898 0.494 0.000% 37 -0.498 -3.898 -0.854 0.498 3.898 0.854 0.000% tnxTower Job Page Displacement 84692.002 - SEATTLE QWEST - SEA624, WA (BU #880436) 8 of 10 B+T Group Project Date 1717 S. Boulder, Suite 300 59.3' Monopole / App ID: 158714, Rev: 1 08:53:11 09/25/12 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle B. Sevier FAX.- (918) 295-0265 0.00007373 3 Non -Linear Convergence Results Load Converged? Number Displacement Force Combination Deflection of Cycles Tolerance Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00007373 3 Yes 4 0.00000001 0.00004416 4 Yes 5 0.00000001 0.00004012 5 Yes 4 0.00000001 0.00083239 6 Yes 5 0.00000001 0.00004259 7 Yes 4 0.00000001 0.00088343 8 Yes 4 0.00000001 0.00017324 9 Yes 4 0.00000001 0.00011027 10 Yes 5 0.00000001 0.00003810 11 Yes 4 0.00000001 0.00079029 12 Yes 5 0.00000001 0.00004317 13 Yes 4 0.00000001 0.00089649 14 Yes 4 0.00000001 0.00008025 15 Yes 4 0.00000001 0.00004862 16 Yes 5 0.00000001 0.00004081 17 Yes 4 0.00000001 0.00084740 18 Yes 5 0.00000001 0.00003874 19 Yes 4 0.00000001 0.00080382 20 Yes 4 0.00000001 0.00018037 21 Yes 4 0.00000001 0.00011487 22 Yes 5 0.00000001 0.00004407 23 Yes 4 0.00000001 0.00091467 24 Yes 5 0.00000001 0.00003861 25 Yes 4 0.00000001 0.00080112 26 Yes 4 0.00000001 0.00000001 27 Yes 4 0.00000001 0.00000001 28 Yes 4 0.00000001 0.00000001 29 Yes 4 0.00000001 0.00000001 30 Yes 4 0.00000001 0.00000001 31 Yes 4 0.00000001 0.00000001 32 Yes 4 0.00000001 0.00000001 33 Yes 4 0.00000001 0.00000001 34 Yes 4 0.00000001 0.00000001 35 Yes 4 0.00000001 0.00000001 36 Yes 4 0.00000001 0.00000001 37 Yes 4 0.00000001 0.00000001 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Twist Radius of Deflection Load Load ft in Comb. o ° LI 60-51 5.752 29 0.685 0.002 L2 52.69-0 4.705 29 0.681 0.002 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ° 01 57.000 APXVRRI3-C-A20 29 5.314 0.685 0.002 6699 47.000 QBXLH-6565A-VTM w/ Mount 29 3.969 0.659 0.002 4984 Pipe WxTower Job Page V 84692.002 - SEATTLE QWEST - SEA624, WA (BU #880436) 9 of 10 B+T Group Project Date 1717 S. Boulder, Suite 300 59.3' Monopole / App ID: 158714, Rev: 1 08:53:11 09/25/12 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle B. Sevier FAX- (918) 295-0265 1870 47.000 Maximum Tower Deflections - Design Wind Section Elevation Harz. Gov. Tilt Twist No. Deflection Load ft in Comb. o° L 1 60-51 20.665 8 2.461 0.006 L2 52.69-0 16.903 8 2.446 0.006 Section Elevation Size No. Compression Checks Pole Design Data L„ KI/r A P. Ratio ft ft ft int K K �P L1 60-51 (1) TP13.56x12.50.156 9.000 0.000 0.0 6.582 -0.732 376.145 0.002 L2 51 -0(2) TP19.25x 13.048x0.219 52.690 0.000 0.0 13.280 -4.671 758.966 0.006 Pole Bending Design Data Section Critical Deflections and Radius of Curvature - Design Wind V Ratio M„Y +M- Ratio Radius of Elevation Appurtenance Gov. Deflection Tilt Twist Load Curvature fl Comb. in o o t 57.000 APXVRR13-C-A20 8 19.092 2.462 0.006 1870 47.000 QBXLH-6565A-VTM w/ Mount 8 14.261 2.369 0.006 1391 +M Pipe 60-51(l) TPI3.56x12.50.156 Section Elevation Size No. Compression Checks Pole Design Data L„ KI/r A P. Ratio ft ft ft int K K �P L1 60-51 (1) TP13.56x12.50.156 9.000 0.000 0.0 6.582 -0.732 376.145 0.002 L2 51 -0(2) TP19.25x 13.048x0.219 52.690 0.000 0.0 13.280 -4.671 758.966 0.006 Pole Bending Design Data Section Elevation Size MI. V Ratio M„Y +M- Ratio No. V„ MI. T„ M„v %t kip -fit kip ft W. kipft kip ft +M Ll 60-51(l) TPI3.56x12.50.156 3.404 101.330 0.034 0.000 101.330 0.000 L2 51 -0(2) TP19.25x13.0480.219 152.366 294.774 0.517 0.000 294.774 0.000 Pole Shear Design Data Section Elevation Size Actual V Ratio Actual T„ Ratio No. V„ V„ T„ T„ t K K kip ft kip -ft �T LI 60-51(t) TPI 3.56x12.5x0.156 0.816 188.073 0.004 0.000 204.277 0.000 L2 51-0(2) TPI 9.25x13.048x0.219 3.568 379.483 0.009 0.118 594.249 0.000 tjZxT'OWeY Job 84692.002 - SEATTLE QWEST - SEA624, WA (BU #880436) Page 10 of 10 B+T Group 17175. Boulder, Suite 300 Project 59.3' Monopole / App ID: 158714, Rev: 1 Date 08:53:11 09/25/12 Tulsa, OK 74119 Phone: (918) 587-4630 FAX.- (918) 295-0265 Client Crown Castle Designed by B. Sevier Section Capacity Table Section Elevation Component Pole Interaction Design Data % Pass No. it Type Element K K Capacity Fail L1 60-51 Pole TPI3.56x12.5x0.156 1 -0.732 376.145 Allow. Criteria Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. No. P. M,u M— V T. Stress Stress Summary ft OP„ WM �M,,,. OF OT Ratio Ratio Ll 60-51 (1) 0.002 0.034 0.000 0.004 0.000 0.'0/36 1.000 52.3 Pass Y 4.8.2 L2 51-0(2) 0.006 0.517 0.000 0.009 0.000 0.523 1.000 6/ 4.8.2 Section Capacity Table Section Elevation Component Size Critical P oPa11— % Pass No. it Type Element K K Capacity Fail L1 60-51 Pole TPI3.56x12.5x0.156 1 -0.732 376.145 3.6 Pass L2 51 -0 Pole TP19.25x13.048x0.219 2 -4.671 758.966 52.3 Pass Summary Pole (L2) 52.3 Pass RATING = 52.3 Pass Program Version 6.0.4.0 - 1/27/2012 APPENDIX B BASE LEVEL DRAWING PROPOSED -IN ADWIION TO HSTALiD) 1 3/8' 10 47 Ff LEVEL O 3//4' �7)p0 47 FT LEVE1 I2)37BB 70447 T BUS@M UWT 88043E 70WER D: C-RASELM Jo J ISEI D O I I ) • Tb 57 Fr LEVEE ) F.)7/8- 70 57 FT LEVEL BUS@M UWT 88043E 70WER D: C-RASELM APPENDIX C ADDITIONAL CALCULATIONS Stiffened or vnstiffened, Ungrouted, Circular Rase Plate - Any Rod Material TIA ReV G Assumption: Clear space between bottom of leveling nut and top of concrete not exceeding (1)*(Rod Diameter) Site Data BU#: 880436 Site Name: Seattle Qwest Sea624, WA App #: 158714, Rev: 1 Pole Ma_n_u_fa_cturer_-.F Other Anchor Rod Data Qty: Diam: Rod Material: Strength (Fu): Yield (Fy): Bolt Circle: 4 in ksi ksi lin 2.25 A615 -J 100 75 26 Plate Data Diam: Thick: Grade: Single -Rod B-eff: 32 in in ksi In 1.5 36 15.32 Stiffener Data (Welding at both sides) Config: 0 in in ksi "a' IF Round ksi "0" if None Weld Type: Fillet 16 Groove Depth: 0.25 <-- Disregard Groove Angle: 45 <-- Disregard Fillet H. Weld: 0.25 in Fillet V. Weld: 0.3125 lin Width: 5 lin Height: 18 in Thick: 0.75 in Notch: 0.5 in Grade: 36 ksi Weld str.: 70 ksi Pole Data Diam: Thick: Grade: # of Sides: Fu Reinf. Fillet Weld 19.25 in in ksi "a' IF Round ksi "0" if None 0.21875 50 16 65 0 If No stiffeners, Criteria: I AISC LRFD <-Only Applcable to Unstiffened Cases Anchor Rod Results Max Rod (Cu+ Vu/t ): Allowable Axial, N*Fu*Anet: Anchor Rod Stress Ratio: Base Plate Results Base Plate Stress: Allowable Plate Stress: Base Plate Stress Ratio: Reactions 73.4 Kips Mu: 152 ft -kips Axial, Pu: 5 kips Shear, Vu: 4 kips Eta Factor, q 0.5 TIA G (Fig. 4-4) If No stiffeners, Criteria: I AISC LRFD <-Only Applcable to Unstiffened Cases Anchor Rod Results Max Rod (Cu+ Vu/t ): Allowable Axial, N*Fu*Anet: Anchor Rod Stress Ratio: Base Plate Results Base Plate Stress: Allowable Plate Stress: Base Plate Stress Ratio: Flexural Check 24.5 ksi 32.4 ksi 75.7% Pass on-Ri id 73.4 Kips PAISCLRFD Y.L. Length: 17.48 T*Tn 28.2% Pass Flexural Check 24.5 ksi 32.4 ksi 75.7% Pass Non -Rigid AISC LRFD cp*Fy Y.L. Length: 17.48 n/a Stiffener Results Horizontal Weld : n/a Vertical Weld: n/a Plate Flex+Shear, fb/Fb+(fv/Fv)^2: n/a Plate Tension+Shear, ft/Ft+(fv/Fv)^2 n/a Plate Comp. (AISC Bracket): n/a Pole Results Pole Punching Shear Check: n/a * 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 CClplate 1.5 - Circular Base G 1.3, Effective March 19, 2012 Analysis Date: 9/25/2012 a N i LO � o � d I v I Oj II CD * N * QP � I � LO * M * m * a I I I Ch � I I I 1 o CD n Uw i U * •,U rl ri � H � � L I d) I 0 o 0 * Ul * •rl < I O O O 'O * * 0 0 * +U1 0 W I -1 H (n d) \ I p N I * m A I * ri I � I * o I I 4J W � 00 I 004 N I lO I * * a * u 0 0 0 -H rl I LO * * ro W co 0 u * cl) I Id `•' I O m N �i W * 3 � 1 O - (d $a H 1 N * 04 * (M rl * * cr N O +°I O I O * 4--1 -K O N co N a * tP c .moi w -k r A w ro I #k 1-I 0 b I N * > ,7 Oa * 04 * CQ a) 0. j N x O Q 0 I a * U W — I O O O H I o 0 0 * * S +I a -k I * co a' mrt (d (d W I O 1 04 � c � � � a rI d.0 b ai r -I +I •ri j 0 0 N E-4 0 0 I � I I � Q m r u ro N (fid N +-) -0 * dl �v I ro, ro (oLn H V •rri 0 F7 p, 1 U) * G * N U U U F(', , ro E O UI _ b E P4I k wro [v VV .� r� ao r I o LO m w I ri N(Y) o x a 0 I q a0) i N - 41, LO 0 ro a n ' 0 o 4J r1 G El y U v1 O Ey un �r � rn � W I Q d) �I •d .. +1 of O H co 0 •H 0 W H -k 1 o E (d a 0 — * +J * N 04 H J-) N * ro o o -O o C � .1 0 LO -* • O [, Q A d) (n �l * N * O -k 6 0 O o 44 Q0 - 0 E * �T O O E N sA * 00 �o (Il 44 G b a) * 41 D W 0 O r, -ri * •• 0 N H a * m a rI co >`I * r -I a) a -I a) v * * -H O o C z E z -ri H a N +( -ri o 4-)z w t:7) U) -k +1 -P (o $4 O W H N N 04 0 � * U o 1-1 < Lb * ° (p U M***** W 04 U a a N i LO d I v I Oj II I QP I I LO a I I I I Ch � I I I 1 o CD n Uw i •,U rl ri I I � L I d) I 0 o 0 M I •rl < I O O O 'O N 4-1 10 0 0 0 W I -1 H (n d) \ I p N I A I ri I � I I I I I 4J W � 00 I 004 N I lO I I N 1 0 0 0 -H rl I LO O -P W co 0 H D (W I cl) I Id `•' I O m N �i W I -P a I 1 (d 1 (d $a H 1 I 0 �0 N O +°I O I 12 i a .moi w A w ro I 0 b I 1 I 1 0. j 1 0 I 1 0 W — I O O O H I o 0 0 1� dJ w i +I I O i co a' mrt (d (d W I O 1 a b ai j v E-4 0 0 I � I I � 1 I O N (fid N W I dl �v I ro, ro (oLn H V •rri 0 F7 p, 1 +) E I U U U F(', N O i b Ln P4I [v I N r I o LO w I ri N(Y) a 0 I q a0) i N 41, LO a ' 0 l •�rl I y O N N M M N Ln N m r N 0 N 11 O dl l0 O 1O r co* N 0 n 0rrmMLOovH I 0000C�v Oo�1-0C�o zT-V 31vvo o�D�o goo I r -I N N r -I I I I m r r l0 IV m IV M ID m O O r m 1-1 W m CO N m 0 O N N %10 r -i N N a' Ol to m I M T) to co 6l m rn t0 r r -I N N N N N N N -1 ri r-1 -- r- W 7 N M 7 r O M M M M N O r-1 O m m O l0 to to l0 r -I O N N M lD H N Q' M r -I I I I I I ou-)oLnou-)(DunoLoo O N N r O N LO r O N In O N Ir, 1� 0l r -i M N W O N r1' .-i ri r•i N N N N r U) cU G cl N -F; c c a� E 0 E In Y N In Z) Y co co n OD 11 x to cE G +J I 0 H ?4 I Ill O 1 V 1J O 0 w �kJV II py � I m I w ro I � I 4 0 I O O r N $ ;J 1 O O r -I w I 7 ';Tocrrn ri ri r -I I I N N 1 0 r m m ro N m ri p, 0 1-I co 0) p, u a) ri O •11 1 O 4 "o VJ U ?i Gu x CD N i Nm' Wv I ami w 1 ro I w I w 000 r{ U w I 3 I I W I QI Q 1 o 0 0 o m i O U W •rl < I OooO z (d N V 1 0 0 0 0 jxl (i W I -1 ri r -i ri N \ I Q N I J.J A 1 N r� I W 1 ro I Cl) A I 41 O O M r •rl vJ +J 1 0 o m ,-i $ N W 1 . . . C: I co a l0 X 1 U I •r1 I H i Niiin 1 0 0 W I A �J •rl � m x N N N I O O O m Gy 0 0 0 m w 1 bJ U) I W ro Pi v I O N N l0 w N 0 O 1 w IPJ i ON vJ i ri 41 i E W 101 N O i W N i 0 1 vJ p O U rp-� E+ I I a N A N I S 0 ro I N O N V V ri •rl W �D N •� •04 I 1J N I 3 1 00 Aw.. cn 101 A q i a i a) w i u N i a a i Ri (d0 +J A I o N U) I v V E•1 * ro V 41 ro N -k 1I Ol W 1N (a'Jy I r -I r -i r -I rl •r{ * 0 N 1 El E UvvcJ q N i m r'I rd I N U I N * rd I rI I * U I I Cl) N N M M N Ln N m r N 0 N 11 O dl l0 O 1O r co* N 0 n 0rrmMLOovH I 0000C�v Oo�1-0C�o zT-V 31vvo o�D�o goo I r -I N N r -I I I I m r r l0 IV m IV M ID m O O r m 1-1 W m CO N m 0 O N N %10 r -i N N a' Ol to m I M T) to co 6l m rn t0 r r -I N N N N N N N -1 ri r-1 -- r- W 7 N M 7 r O M M M M N O r-1 O m m O l0 to to l0 r -I O N N M lD H N Q' M r -I I I I I I ou-)oLnou-)(DunoLoo O N N r O N LO r O N In O N Ir, 1� 0l r -i M N W O N r1' .-i ri r•i N N N N r U) cU G cl N -F; c c a� E 0 E In Y N In Z) Y co co n OD 11 x to cE G Moment Capacity of Drilled Concrete Shaft (Caisson) for TIA Rev F or G Note: Shaft assumed to have ties, not spiral, transverse reinforcing Site Data BU#: 880436 Site Name: Seattle Qwest Sea624, WA App #: 150861, Rev. 1 Loads Already Factored For M (WL) 1.3 <----Disregard For P (DL) 1.3 <----Disregard Pier Properties Concrete: Pier Diameter = 5.5 ft Concrete Area = 3421.2 int Reinforcement: Clear Cover to Tie= 1 3.00 lin Horiz. Tie Bar Size=j 4 Vert. Cage Diameter = 4.81 ft Vert. Cage Diameter = 57.73 in Vertical Bar Size = 10 Bar Diameter = 1.27 in Bar Area = 1.27 int Number of Bars = 12 As Total= 15.24 int A s/ Aconc, Rho: 0.0045 0.45% ACI 10.5 , ACI 21.10.4, and IBC 1810. Min As for Flexural, Tension Controlled. Shafts: (3)*(Sq rt(f c)/Fy: 0.0027 200 / Fy: 0.0033 IBC 1810.1.2: 0.0050 SDC D, E, or F Governing: 0.0050 0.50% ACI 10.8 and 10.9 Min As for Columns. Comp. Controlled, Shafts: Min As: 0.0100 1.00% Minimum Rho Check: Actual Req'd Min. Rho: 0.50% IFlexural Provided Rho: 0.45% N/G See Comment Box Ref. Shaft Max AxialRef. Shaft Max Axial Capacities, or Tn)or Tn): Max Pu = (y=0.65) Pn. Pn per ACI 318 (10-2) 4991.78 Ikips at Mu=(4=0.65)Mn= 2391.48 ft -kips 187.63 5 Max Tu, (cp=0.9) Tn = 822.96 Ikips at Mu=(�=(0.90)Mn= 0.00 ft -kips Maximum Shaft Superimposed Forces TIA Revision: Max. Factored Shaft Mu: Max. Factored Shaft Pu: Max Axial Force Type: G ft -kips (* Note) kips 187.63 5 Comp. * Note: Max Shaft Superimposed Moment does not necessarily equal to the shaft top reaction moment Load Factor Shaft Factored Loads 1.00 Mu: Pu: 187.63 Jft-kips kips 1.00 5 Material Properties Concrete Comp. strength, fc = 3000 psi Reinforcement yield strength, Fy = 60 ksi Reinforcing Modulus of Elasticity, E = . 29000 ksi Reinforcement yield strain = 0.00207 Limiting compressive strain =F- 0.003 ACI 318 Code Select Analysis ACI Code= 1 2005 Seismic Properties Seismic Design Category = D Seismic Risk = High Solve <-- Press Upon Completing All Input (Run) Results: Governing Orientation Case: 2 Mu / 1 Case 1 Case 2 Dist. From Edge to Neutral Axis: Extreme Steel Strain, et: et > 0.0050, Reduction Factor,cp: Output Note: Negative Pu=Tension For Axial Compression, (p Pn = Pu: Drilled Shaft Moment Capacity, cpMn: Drilled Shaft Superimposed Mu: 9.37 in 0.0165 Tension Controlled 0.900 <-- Comment Box 5.00 kips 1897.86 ft -kips 187.63 ft -kips (Mu/TMn, Drilled Shaft Flexure CSR: 1 9.89% Drilled -Shaft -Moment -Capacity, DSMC, Version 1.1 - Effective 04/01/ 2010 Analysis Date: 9/25/2012 Scope of w Address: c Owner: Contractor: BREMERTON BUILDING DEPARTMENT Inspection Report %.s SIA E&U ► P6l d U1 Peit Number: — (p Fnt>INnnTtnH Phone: Phone: Inspection card/approved plans on site Setbacks Footings: required steel placement Walls: required steel placement Footings: required width & depth' Walls: required size Bearing soil (soils analysis if applicable) I Special inspector (when applicable) COMMENTS: FOOTINGS APPROVED: 3 =� WALLS APPROVED: FRAMIAIr. COMMENTS: APPROVED: ENERGY CODE COMPLIANCE Insulation: proper R valve Insulation: roper fastening Insulation: vapor barrier Bottom plates caulked to floors Penetrations caulked as required Electrical boxes Basketed or caulked 6 mil black poly in crawl space COMMENTS: UNDER FLOOR/FOUNDATION INSULATION APPROVED: WALL INSULATION APPROVED: CEILING INSULATION APPROVED: Electrical approved Plumbing & mechanical approved Crawl space access (min. 18 x 24) Floor joists and beams/proper clearance to earth Positive connections posts & beams Foundation vents Posts properly supported Anchor bolts; nuts & washers in place Mudsill: treated material Floor joists: size & span Beams/girders: size & span Notching & drilling: joists & beams, studs Smoke detectors: all required locations Exhaust fans: where required Exhaust fans insulated: unconditioned space Whole house fan, outside air intakes each bedroom Fans terminating directly outside Range hood Dryer exhaust vent All vent terminations: windows &property line Fireplace combustion air Windows: meets egress requirements Windows: proper U valve Windows: safety glazed where required Ceiling heights Stairs: headroom clearance Stairs: rise & run; proper width Fire blocking wall to ceiling, furred walls every 10' Fire blocking: stairs, soffits, lowered ceilings Fire blocking: tubs/showers Fire blocking: lids in void spaces, shafts Fire blocking: stuff holes top & bottom plates Sheet rock backing Wall bracing Rafters size/notching Trusses: specs, bracing Attic access Attic ventilation Wall & roof sheathing Shear nailing Building dried in COMMENTS: APPROVED: ENERGY CODE COMPLIANCE Insulation: proper R valve Insulation: roper fastening Insulation: vapor barrier Bottom plates caulked to floors Penetrations caulked as required Electrical boxes Basketed or caulked 6 mil black poly in crawl space COMMENTS: UNDER FLOOR/FOUNDATION INSULATION APPROVED: WALL INSULATION APPROVED: CEILING INSULATION APPROVED: MECHANICAL Appliance location and access, proper support Appliance clearance to combustibles Venting: clearance to combustibles Venting: size & support Vent termination Combustion air Ducts: size & support Gas pipe under test Gas pipe size & support I Gas pipe: underground min. 12" below grade Gas pipe: within 6" or underground -coated Gas shutoff within T of appliance Gas logs: safety shut-off Gas logs: damper permanently open Wood stoves EPA certified Wood stoves & fireplaces: Tight -fitting doors Wood stoves & fireplaces: proper health Manufacturer's specs on site Chimney liner: when required Chimney: separate flues when required COMMENTS: GAS PIPING APPROVED: FURNACE APPROVED: OTHER APPLIANCES APPROVED: PLUMBING DWV & water piping under test DWV: proper grade DWV: proper sizing DWV: proper drainage fittings where required DWV & water piping proper support DWV: required cleanouts Vent termination All fixtures vented property Water supply: proper sizing Shut-off valves on all fixtures Water heater gate valve on cold water supply Vacuum breakers: where required Water heater relief valve drain to outside Water heater: seismic strap R-10 pad underwater heater when required Water -piping insulated as required Grease traps/interceptors: where required o Proper indirect wastes: where required COMMENTS: PLUMBING GROUNDWORK APPROVED: PLUMBING ROUGH -IN APPROVED: SHEETROCK Proper fastening nails - 7" o.c. horiz. Plane Nails 8" o.c. vertical plane Proper fastening screws 12" o.c. horiz. Plane (1/2") Screws - 12" o.c. horiz. plane (1/2') 24" o.c. framing Proper fastening: screws - 16" o.c. vert. Plane (1/2") Screws - 12" o.c. vert. plane (1/2") 24" o.c. framing Proper fastening screws - 12" o.c. horiz. plan (5/8") Screws - 12" o.c. horiz. plane (5/8') 24" o.c. framing Proper fastening screws - 16" o.c. vent. Plane (5/8") Screws - 12" o.c. vert. Plane (5/8") 24" o.c. framing Area & occupancy separation walls Draftstops where required Usable space under stairs (5/8" required) Waterboard where required (not on ceiling) Corridors COMMENTS: SHEETROCK APPROVED: FINAL Energy code requirements met, exhaust fans Plumbing & mechanical Garage/dwelling door self dosing solid core Handrails & guardrails, as required Smoke detectors where required Fire ratings maintained _ _, ., 'Exit signs when required Occupant load posted when applicable Emergency lighting when required Building weathertight Wood siding to earth separation (6") Building address posted Rendon monitor when required tit_ !Y MEMORANDUM TO FILE SUBJECT: Height of Cell Tower at 2300 Sixth Street Re 's Electric) FROM: Jim Svensson, Development Manager DATE: March 31, 2003 On Friday, March 28`h I received a phone call from Lon Overson, who indicated that he had been contacted by residents in the vicinity of the newly constructed cell tower located at 2300 Sixth Street on a part of the property on which Red's Electric Motor Repair is located. Mr. Overson indicated that residents (not named) had asked him to look into the height of the tower and whether it is consistent with applicable City code requirements. Monday morning, at approximately 9:00 A.M. Larry Craze and I visited the site to investigate the height issue. The support structure is located in the approximate center of a concrete slab that is at an elevation slightly below that of the alley that parallels Sixth Street. The slab is approximately 15 feet square and Photinia shrubs have been planted on the immediate periphery of the slab to form a hedge. The plans submitted for the structure indicate a height of sixty feet (the maximum allowable in the underlying zone) above the grade of the concrete slab. After reviewing the site, I have concluded that the datum from which the height of the structure should be measured is the surface of the slab. This interpretation is consistent with Section 21.02.220 of the BMC and "Figure 220" in the Appendix to Title 21. I have no reason to believe that the tower height is in excess of the approved 60 feet, but have not personally measured it. I left Mr. Overson a voice mail message confirming the above at approximately 11:00 A.M. today. Figure 220 MEASURING STRUCTURE HEIGHT The height of a building is the vertical distance above a reference datum measured to the highest point of the coping of a flat roof, the deck line of a mansard roof, or the average height of the highest gable of a pitched or hipped roof. The reference datum shall be selected by either of the following, whichever yields the greater height of a building: ' 1. The elevation of the highest adjoining sidewalk or ground surface. within. a five- foot horizontal distance of the exterior wall of the building when such sidewauk"or ground surface is not More than ten (10) feet above the lowest grade. .. 2. An elevation ten (10) feet higher than the lowest grade when the sidewalk or round surface described in item 1 above is more than ten (10) feet above lowest 9 aced building is the maximum height of any grade. The height of a stepped or terr segment of the building. Exceptions: Penthouse for elevators, fire walls, chimneys., and flagpoles may e5w ded, the height limits of the zone. None of these exceptions. to the height regulations shall be used for advertising of any kind. Title'-?] Annen(iiy: Page that adjoin other property. No setback is required if the side or rear. property line adjoins an alley. (c) Accessory structures for the keeping of livestock or fowl shall conform to the requirements of Bremerton Municipal Code, Chapter 7.08.700. (d) Accessory structures on adjacent lots, that are not attached to their principal or any other structures, may be attached to each other at a side or rear property line (zero -lot -line) with approval of a Special Use Permit and if designed in accordance with UBC requirements for such structures. (Ord. 4325 §1 (in part), 1991; Ord. 4172, 1988). 21.02.220 MEASURING HEIGHT OF A STRUCTURE. (a) The height of a building is the vertical distance above a reference datum measured to the highest point of the coping of a flat roof or to the deck line of a mansard roof or to the average height of the highest gable of a pitched or hipped roof. The reference datum shall be selected by either of the following, whichever yields the greater height of a building: (1) The elevation of the highest adjoining sidewalk or ground surface within a Eve -foot horizontal distance of the exterior wall of the building when such sidewalk or ground surface is not more than ten (10) feet above the lowest grade. (2) An elevation ten (10) feet higher than the lowest grade when the sidewalk or ground surface described in item 1 above is more than ten (10) feet above lowest grade. The height of a stepped or terraced building is the maximum height of any segment of the building. (b) Exceptions: Penthouse for elevators, fire walls, chimneys, and flagpoles, may exceed the height limits of the Zoning District. None of these exceptions to the height regulations shall be used for advertising of any kind. (See Figure 220.) (Ord. 4325 §1 (in part), 1991; Ord. 4172, 1988). 21.02.230 FENCES AND WALLS. (a) Fences and walls shall observe the - following height and setback requirements: (1) Residential Zones. 21-21 i. Maximum height shall be six (6) feet. U. Maximum height within front yard setback area shall be three (3) feet; except an open mesh cyclone type fence may not exceed a height of 42 inches. (2) Commercial Zones. i. Maximum height shall be eight (8) feet ii. Maximum height shall be six (6) feet when adjacent to a public right-of-way, or to a residential zone. (3) Industrial Zone. i. Maximum height shall be ten (10) feet. ii. Maximum height shall be six (6) feet when adjacent to a public right -of --way, or to a residential zone. (b) A Special Use Permit _ may be requested for higher fences or walls along property lines that are designed and intended for enhanced security, greater residential privacy or other reasons that will be of benefit to all affected properties. . (c) Fences and walls shall not block or hinder the sight distance of traffic. Exact location and design of a fence or wall is subject to the approval of the City Engineer when visibility or public safety is an issue. (d) No electric or electrified fences shall be permitted within the City of Bremerton. (e) Barbed wire or similar wire protective devices are permitted only above a height of six (6) feet and shall require a Special Use Permit if within or adjoining any residential zone. (Ord. 4325 §1 (in part), 1991; Ord. 4172, 1988). 21.02.240 HOME OCCUPATION. (a) Permitted Use. Home occupations, where permitted, are subject to the following limitations (1) The home occupation shall be clearly: subordinate to the use of the dwelling unit for residential purposes; (2) The home occupation shall be wholly situated indoors; (3) No person may be employed in the home occupation unless a resident of the dwelling unit. W -W31 � �n1 (% vel -.Som J i 1\,-f � \,/a -L ',4 t Ir Nr IoA ktrj'6Ak W�� 61;-o qal�I 1 t M C '!vczHaM �` �"2 '�k 6nfL Z✓ae8 !2 d :�•rR1H.w �4,hF' �} VALMONT/MICROFLECT 3575 25TH ST. SE - P.O. BOX 12985 SALEM, OREGON 97302-1190 PHONE: 1-800-547-2151 ENGINEER: Chris Blaumer (X2051) Reviewed by: 4 COMMUNICATION POLE DESIGN CALCULATIONS D ECE5WE E E 3 06 2003 BREMERTON _ BUILDING DEPARTMENT D r • 10/2 S// Qwest e VALMONT ORDER #16201-03 SITE NAME: SEA624 LuATE"tm-a5lPfl LE HEIGHT: 58 1) 2) 3) 4) 1/28/03 ENGINEERING DATA for Qwest SEA624 VALMONT ORDER 16201-03 STRUCTURE DESIGN CONFORMS TO EIAITIA-222-F INCLUDING: 80 MPH BASIC WIND SPEED WITH NO ICE 69.3 MPH BASIC WIND SPEED WITH 0.5 INCH RADIAL ICE TWIST AND SWAY EVALUATION NOT REQUIRED FEEDLINES ARE ASSUMED TO BE PLACED INTERIOR TO THE POLE. ALL MICROWAVE ASSUMED TO BE 6 GHz UNLESS OTHERWISE NOTED. LOADING AS FOLLOWS: 58' POLE 1 - Lightning Rod, 8'@ 58.0' 6 - AP18-1900/063D @ 56.0- 3 - Ant. Mnt., T -Arm, 13'W & 4 4' Pipe @ 56.0' 6 - AP18-1900/063D @ 44.0' 3 - Ant. Mnt., T -Arm, 13' W & 4 4' Pipe @ 44.0' 6 - AP 1 8-1900/063D @ 30.0' 3 - Ant. Mnt., T -Arm, 13'W & 4 4' Pipe @ 30.0' aj POLE HEIGHT(FT): 58 NUMBER OF A.B.'s: 4 BOLT CIRCLE(IN): 25.87 DIA. OF A.B.'s(IN): 2.25 BASE VERTICAL(K): 7.13 LENGTH OF A.B.'s(IN): 96.00 BASE SHEAR(K): 4.87 PROJECTION LENGTH(IN): 8.50 BASE MOMENT(IN-K): 2423 TEMPLATE OD(IN)' 29.37 Form #3098(02/00) valmont BY DATE MICROFLECT CHKD. BY DATE SHEET NO. 1/28/03 ENGINEERING DATA for Qwest SEA624 VALMONT ORDER 16201-03 EIA/TIA-222-F BASIC WIND: WIND & ICE: TWIST & SWAY: QTY DESCRIPTION 1 Lightning Rod, 8' 6 AP18-1900/063D 3 Ant. Mnt., T -Arm, 13'W & 4 4' Pipe 6 AP18-1900/063D 3 Ant. Mnt., T -Arm, 13'W & 4 4' Pipe 6 AP18-1900/063D 3 Ant. Mnt., T -Arm, 13'W & 4 4' Pipe 80.0 MPH 69.3 MPH AND 0.5 IN. ICE NOT REQUIRED HEIGHT @ 58.0 ' @ 56.0' @ 56.0 ' @ 44.0 ' @ 44.0 ' @ 30.0' @ 30.0 ' DATA W.O. ICE EPA WT 1.12 37 9.51 60 28.89 969 9.51 60 28.89 969 9.51 60 28.89 969 DATA W/ ICE EPA WT 1.77 45 10.95 150 39.33 1179 10.95 150 39.33 1179 10.95 150 39.33 1179 Valmont Microf/ect Eoalneerio0 Form #3098(02/00) i Ln M a " >4 N W W H � H �k w a O a co Ln H W a (x 0 w z 0 0 O OD U) H(� W H C.7 H w x x t7 w 0 O \ Ln M H 00 o Ln [N H = W M N O Cl) U] H ri - W \ Ol N O O O 1D O O HO Ol � W a H . . . . . . . . Cn L -l0 QONv- (`ONNw H a H 0 In M M Ln LC N Cu w x H �z m Cn0 O NO(nln ui O r O O1 dl Ox H U Q N O M O M N M H U CA W O Ln OD Ln OD Ill H N Kc U] a M Ln H H Q N ] Q, U] 0 O r-1 O �i H H O T O M O cHAw o�ro�rn°;LNr,�o W Ui .a W OD N QH N d, Ln M El H C 0 O O [, O H O O r, O M O W H z Q O M OI "O N r4 p$ H O N lD m M Ln W a s a N V Ln W C� H Q W 04 � H z Cl) H H .. U H pq�x�H H ' Z a UI CWll H z v U W x H ozWOpMUW a-- zH0 Qaaw W� 7HIH[UzaFCaQ rw�0x D� PH [000rC HM W IXX -04H 0xaria°>L) Ln r co \ U \ o 0 H H= H O L- N U] O 4 O Cl)- Ix Oaw Ix mNoom H CO H H H N Ol \ Ln 124 Ln H z 0 N Q W z ~ Cl) rx H H C7 x H � o w z wH~ ca U a a F w � QHyxH U w > �oxzw w u xHO wHHa3 a H H U O Cl) O O O 1D O O HO Ol � W a H . . . . . . . . Cn L -l0 QONv- (`ONNw H a H 0 In M M Ln LC N Cu w x H �z m Cn0 O NO(nln ui O r O O1 dl Ox H U Q N O M O M N M H U CA W O Ln OD Ln OD Ill H N Kc U] a M Ln H H Q N ] Q, U] 0 O r-1 O �i H H O T O M O cHAw o�ro�rn°;LNr,�o W Ui .a W OD N QH N d, Ln M El H C 0 O O [, O H O O r, O M O W H z Q O M OI "O N r4 p$ H O N lD m M Ln W a s a N V Ln W C� H Q W 04 � H z Cl) H H .. U H pq�x�H H ' Z a UI CWll H z v U W x H ozWOpMUW a-- zH0 Qaaw W� 7HIH[UzaFCaQ rw�0x D� PH [000rC HM W IXX -04H 0xaria°>L) Cts Ln H O M 00 I` 0\ 0) d+ r -I I` I` N N IZP 44 H I` I` O M q,' lfl Ln d' v M M M M N N N N N Hi ri ri H H H H ri U] H ^ H H � zaz W W H O H i Ln 01 !� Ln M H O O O 1p d' H ri N N H M N U'1 Ln O O k O w N O v o m Ln -I I` v zv M O m I` In d' W M M N . . . . . . . . . . . . W W z M N N ri H Hi O O O 0\ M O) M M 00 I` I` I` I` r (` �D U) H ri H ri ri rl H ri r -I � V M r, N LD r -I Ln O O v O) In U) M m 00 O) Ln cr d' ri H Q . . . . . . . . . . . . .. Cts Ln H O M 00 I` 0\ 0) d+ r -I I` I` N N IZP 44 H I` I` O M q,' lfl Ln d' v M M M M N N N N N Hi ri ri H H H H ri U] H ^ H H � zaz W W H O H i Ln k M 0000000000000M0000000 r O O O O O O O O O O O O O W 0 0 0 0 0 0 0 �D U) O l0 H LD N I` M M m M O O m m d' kD I` Ln In m O) a H U) U) M r, N LD r -I Ln O O v O) In U) M m 00 O) Ln cr d' ri H -0 H . . . . . . . . . . . . .. d' v M M N N N H O O O O O) 01 ri ri r -i H Hi ri H H H H ri rl H ri r -i ri H H H H H ri r•i ri ri W •k i� K d' U) H U) U) m ri LO m H d+ d• I` O) r-- I` N N d� H ri Ln Ln N N NW --0 H . . . . . . . . . . . . . . . . . . LD HQa� LOQ HO Lo MOOD d0 N NN00)0 OD r` r` 'W'D a FC I N W 00 I` l- I` h r -LD LD w w w w Ln I` LD lO lD LD LD U) W P4 O w a H a H Cn i� W is a 0 w 00mcocoOD0000Oo00ao00coco0000LOLn LnLnu,Lf) co 00 co 00 OO co cowm000000ODOD0Ot-rrl,h r a H H H ri H H H ri H H Hi ri HI H H CO CO 00 00 OD 00 N x HN N N N N N N N N N N N N N N r -I H H ri H ri H 3:P— Cl) H—W W 3 a O 'O 0 0 0 0 0 0 0 0 0 0 0 H o M In In In to M O O O O O 0 0 0 0 0 N N O W O M I` M In H H W U] U] 0 d' W N C O <H d• N N r I` w H0 H v I` w w d• H Cl) H^ O) 00 I` I` LD LD Ln Ln d d4 M M M M M M N N N N N W O z H H H ri H H H ri ri r H H H r H H ri ri H H ri O h U W v Cz, Q H^ � xH W C7w 0000000000000M0000000 H HW O O O O O O O O O O O O O W 0 0 0 0 0 0 0 aww .................. H O Ln O Lo O Ln O O In O cM t U) m O N to LO lD O m H H z zco E, H U) a o m:� zz m� U a r 0 w� cwn M U) U o W H [0 m O N 7 < H * H L2; co v Q * � tr d x z V) O M N (YJ H w co a H d H �—z U M m H W a H W Q x I U) �k z N iK O M N �O •K Z H cr co m H H <r H L- i# U M m a � a �k H •K I �CUcf) goo 0 a N 00 w LnW Cl) i Z o N H k k.o H r� U W K. m w a [w -I Z H H Cl) a H H H U) a O ° O a a 0 w _ a -K H co -K l Lr) K H H H Nr H W H Q1 ZM 11 Of H � N N zw � a m 'K .D yH� H M O FC r %.0 CL i� -K U) i W � H K CO H 0>G r m U) � Q �C r �o Q z H H z � W �a c� w .7 z H H H W 7 H N o�Qo0 a U H as H W U) w a 0 a F4 x H W a O U 00 H a U z H QH H U q rx qQ O w H H 0 Q E- r -4 w z 3a Q a m0 H w O (X G, P+ 0 a f1' �a H W W >F H H U) H W O H a, H z w z C7wcn Hp!,H O Faa W H CU!) o�aa a zxxx W H H H H H H w333 H O W W W zK Cf) I-�0gqg0q0 W000 wawa Cl) Ul Ul U) W W W W W H H H H U U U Q H H qH HzzQ xr.�GgU M W o Cl) \ tx CC) m w N H > \ � m H W r -i CO W y+ F F H in . in m u1 m * H AHC W '-I 0) N 0) N Gl N A ren � a � d * w I m CL * 'J N -� O * - + * N O O o O O O O z + O O O O O O W H * U Co L- O 01 O Ol O 01 o a M T 01 Q\ F * Cu z w o Z H o A �C I M L!1 O lfl O N �O w-, F>-4 U m I'D 01 o In ko kD In H+ Q: W N H -10 O H N w 00 a N W N w H N z w -- 0 U)kD a M O O dw d M In O In H N W W U m w rn o In w kD in rx CQ N r -I w o H cv w O a N N w rt In w -- _ �w rn M l0 Fz4 m *k 0 W O O O O O O O * 04 W O 0 O 0 O 0 0 * H O >H C0'J In In In In In In in civ mq z O F F-iWA w �r �r �r w H W O m H m a ww mw 0 UU m I C/) H H z H0 x m H H W 0 W W U m W �F' o 0 0 0 0 0 0 w * 0� a w H O a o 0 0 0 0 0 0 maw �a Ix w Wmlw F °H°1g HL o wDo w xwHw Fo o F z 04 w U m 0 11 0 0 0 0 o O o 0 OI UOUa Uow0 W OEH-I E-. 0 H o H0 H 0 HU,'7m • CJ) U P: E,FCi N O w 10 t N O F:� w w H H m W C7 H 1O In Ln'pM M ZE, 0HUW Awa wAaQa440 Nx< W W O U W `o H A A o o P4 0 m1:' � W pA'. 001 44 Z . U H 0 HHi m OD H m F -I 0 W H O O O O O O O O W m E1 H a X m H O 0 F O O O O O O O a A H W12� O W CO >C FC W m io W cr w O O m FUHH0 O x n n n cr d M M H H a< Z 1 (],' UwaEiF0>4 H w °wHw0hl o F Cl) > x °arHwU> H Zi U 0,z OH Q,' O U W a F q 0 Ft0 H a a O z H N M <r In ko r 0 M W o OD Ul W N H > \ Cl) r -I O I U1 M Ln M Ln M W W + Ei H H U CO 04 DW o m o m o rn * H H W r -i H M H M r -I M A CO aha a * w I cn o `+ * N O o 0 0 o O O z +* **** O o 0 0 o O o O W H it U co Ln O m O a) O 0\ �. ** O a r -I rH H H H H z w o zH H L- Ln W m W B 1 m O dr O 0) 'r W H i U Ul O m OD l0 M (l N H + 0.i co M m LD r- N Ln i` C7 O a H w H �D H un O W LnkD a M «7 >4 h Ln d' dl O1 Of rn o w 0 m m w U U] O m m �o M Q\ N LYi al M m lD I` N Ln L, O a to 1-1 Ln w -- rn w rn w w m O W o 0 o O o 0 O * H LL W o O 0 O o 0 O * h O >4 0 Ln Ln Ln U) Ln Ln Ln N z H q rn O qHW HU U O CO V m a W mw a E-4 P4 ° H Zi HN U H x V) H H O E -I I I (7 E -I O O O O O O O * Ln U A >C Z G., O O 0 0 0 0 0 w it w w E U co I W O* 0 0 U 0 W H� a o 0 0 0 0 0 0 04 COCaww� a ao MI E� Ln o°H°a w �H E-4 xEl0U 0 H °a w E Z 0 1x z 3 a o G. U CO 44 O o 0 0 0 0 0 0 a U U a U o0 W 0 rW 0 H H o H 0 H o ri 0 H U 'D U) • U] U CV H N m LD W dl N O < W W H H U] W m n d d H w U1 L� M M x0W4C4H W AW W wA�QC41-10 CN •Wal O U W 0 O �4 , .r) Cl C14 0a`'w o 44 m wz O�zH q�ww °H H w 4 H z E+ Cl) U] H O W O z "11 O O O O O O O W U] E� H a X Ui H° U Ea O O O O O O O fx A H WCL O W Cl)H < W m W to d' w o 0 E O N H W H J H Ea x U) N LO d d M M 2i a ° rL, H 'Z O H %+ 'jy H W W O a H H E W 0 z� U U w z 0 3 0 a z ma I �yjCo z % H al O $' a FL. W 44 1-1M l N dr Ln k0 l- G4 0 M 0 OD N H O W H A Ln M a N W W F H Cf) W a 0 a co Ln H Cl) W a PY O W U) w H F m J A z H F z 0 z �a W rn N Ln II rn W LD a C() - W II . . . . . . . . . . . . . . . . . . CA M aD oD N H M O O l0 N D1 m Ln Ln I- N Ln M M H H k H o O H N M Ln L71 O l- t` i` Ln O OD lD N H H E,r- Ln Cyl , i� F H H ,--I H Ol L- Ln Ln d' N H ri H H �- O W -F W U m Cf) rx a CQ O Ha omm0n vmwraO� ooLnri0 U `-' G+ lD Ifl Lf'1 111 V� M N N N H wH w U H m q O 5 >C � F'C W F x O . . . .. Cf) H A r� N� N� Ln N OD W, N t` t` Ln O W, M H O O O O "Z o m O w N D1 w w 'd' N H H H O H M N N r-1 H 07 3 F z w 0 . . . . . . . . . . . . . . . . . . . �o r O O ri N m M m kD M M N N r, ko M N N H H M d' O Ln O M M M M Ln Ln M M C` M N H H M H O m h w # Q H H H * a Cl) z O H F U W H M O O w m m m m m L- N m M M H ri H O O H N M Ln Ln O r h h Ln O co w N H ri L- m M H m I, m m ldl N H H H H K F H H H H a H .Y. �a Z H W O O M, O 1D OD M, H d', Cl M, W M, [r M H H H O O A LD In Ln In V' M N N N H U) H z..................... F H L- N d, N LD Ln oD N �D co r- L- 111 co lD M H o 0 0 o O m O w N m LO lD d' N H H ri O M N N H H m F z w 0 lD r N O H N M M M kD fn (n N N L- 1D M N N ri H C O\ V� O Lf1 O ul In M M lfl N M D\ !` Ln N H H A O O a w C/) U H w 0 z h H .T, 0 0 0 0 0 0 0 0 0 0 O O O M O O D O O O O C7 O O O O O O O O O O O o o lD 0 0 0 0 0 0 0 H O W O Ln O Ln O LIl O O Ln O,1, <M Ln W O N Ln LD ,D m N Ln M r a w N W W W H H w a O a co Ln H W 3 a rx O w w H Lx H z H E z O x a m # # W W W co W a E 0. z O H E� U w a w W Q # # W � amQ w qz ooHcoHH000mLnmmNwomM0000 W H O m m d' d' d' M M N W O m M Ll N O H Ln Ln m m O Q m M M d' w LD H LD LD N M N N N W Ln N M�D �D m m a> O H H H H H N N N M d' �o 1O L- 01 H H M M 0\ 0\ HQ U H H (+1 Ln Ln M Ol W M a cn 000000000000000000000 Gq W o 0 0 0 00000000000000000 O Cn In In In Ln N In In Ln Ln In In lfl lfl In Ln t!1 Ln In LI1 In In a a Q W t�rnHmLnorrNLOrrrnLOHwLorroo # [Q 0\ r�dt H O 01 0\ Ln' H O O L� Ln dt M H O O O O # M M r) M N N H r -I H H # O # U # # # # Ln Ln Ln Ln l0 L- co W LD O 0\ 0) [h M M L- Lo LD W H H # L- r- h L- L- L- L, L- Ln Ln Ln Ln M M M M M M M O O W HT, 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ln W z Ln O N M M d' Ln L- w w M d• Ln Ln 0 0 w 0 0 0 O O O Cn H H H H H H H H H H H H H O O O H H H H O O a s o o o O o o o o o o O o 0 o 0 o o o o o o H O Cn E Q W H a O O O � 01 0� � O\ O lD l� t� LD LD In lD In In In H H a FC d d• V M M (n M M N N N N H H H H H H H O O C140 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 # # # # # C7 # H M 01 M N O 0\ M M Ln Ln �� O H M In In OD 0D O O # Z 01 lD d� H h M O1 m Ln H h L- L- Ln ,N M H O 0 0 0 # W M M M M N N H H H H # PQ # z� # ow # H W O co Ln m H m H H w O dW d' I'D d• LD m N N N M M # W O d• m M w H Ln Ln L- O H H H N N N M M M M M # # H U O O O H H N N N N M M M M M M M M M M M M # o W # xQ # # cn # Z a O M O N 4\ O Ln Ln N M CO LD Ln O. 41 N M O . d. d. # W H o O H N M ,o m N H d�o �o h m O N T Ln Ln LD w # x O H H H H H H N N N N N N N # O E Cf) z>1 O 0 O N L` w co N O O m H m 0\ 11 Hr- L, N h L- h L- EE Q H O O O H Cl d' W LD L- O H" H N d' dl Ln h L� L- M, M* U z Q H H H H H H H H H H H H W O au � ww w to Q O N L- W m N O O M H M m 31 H r- L� N L, L� L- L- xP . . . . . . . . . . . . . . . . . . . . . # E -L H O 00 H N d' LD lD r- O H H N d' d' Ln L- h LD M # H q H H H H H H H H H H H H # # # # # Cf) # H # Z O N o H LD LD H H W w r-4 H L, H m M N 01 01 N N # E D: W . . . . . . . . . . . . . . . . . . . . . # ,7 < X O O H N M M N N O M lD lD W M M H M M M M Ln #O A O H H H H H H H N N N N N N +"H2o� H U m w E x o 0 0 0 0 0 0 0 0 0 O o O M o 0 0 0 0 0 0 C7 000000000000OW0000000 H. W O Ln O Ln O Ln O O Ln o d' d' Ln W O N Ln to lD W O H H N N M M M d• Izv 'll cr d� Ln Ln Ln Ln Ln Ln Ln 1 M O O \ N co m N L.0 ri II O W rn fYl Q cH W II CA r, 110 00 d' N M w Lo L- M r- r- N V. i` N�lll� 'j, N N it M d, m Ll m ri M M 01 r- L- r, Ln O 00 w N H ri poE. + H w ri �Ho 00 rl Ln w M N r -i H ri H 0 W U V1 Cl) 1:4 a 90 H M LD N d Ln Lf) Ln) � 00 ri r 1 O � i1) cr N ri ri O O U Cs r r- l0 10 Ln cM M M N H H H H W H W UH Cl) q as H o> �a Ln w W H M xi O h C!)F F Ca d' ri M !T ri LO t` N , N l0 � N ri O O O O .7 ,D z d O 10 N0 11 Ln Ln M N ri ri ri a O 3 N N ri ri r -i Cq ' F z w o LA N h N [h N r- r- V' M N N O ri r 10' V M M N N H E- N W M m"I' cM M M Ln m M O\ r- Ln N H ri K M H o 00 h Ln v v M N r-1 r -I ri O H ri r -I * � a �r r N z O (S, H W F Cn U 4 W F r, 10 00 F N M LO LO r- M 1` L- NI;v r- N 10 �Izil N N 11 m h m H M M m h C` h Ln O m w N H ri CO k K O l0 n4 N O M C` LL) M M N r -I ri H r i< F r -t H ri r -i W a i) 0 a 134 H x ODZ ..................... Ln H W Ln M c0 N -4� Ln Ln Ln W M ri r -I O I` 1,0 Q4 N ri r-♦ o O w Lo Lo ,r M M N H H ri ri H, W H O >C a FC .................... H H cr H M 0) H kD [t ql r� N d CV N W cr N H O O O O '.7 3: ci• O 10 N O L- M M M N r -i ri H O N N ri ri H a � , 0 F14 m H z w W £ 00 N r- N r- N r- t` M N N o ri r- to n4 M M N N a N � O M H O CO h 111 d' V� M N ri ri H F Q ra i i rl Cl) O i � a a z H W z U H O W z F H x o 0 0 0 0 0 0 0 0 0 0 0 o Ln 0 0 0 0 0 0 0 A C7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 �C H .JH o W o Ln o Ln o Ln o o Ln o d' v m m o N to 10 w W Lb C1 Il ,T ri i N N M M M dl d4 Vl 4 W M M M M M M M Ln M Q a N �D W U) W E� H U) w a O a co Ln E. U1 W 3 a 11 O w W H CY. H U) z H E-� z 0 m w Q z lzv Lo 1-1 M N O 01 m t- M N N h 1.0 N w O M M O O W H �0 T m 01 m 01 t- t- a' M O O m t- 10 00 M H H 01 m O Q M Ml, Lo 'O 00 H l0 �o M v M M N 00 1, 01 l0 U1 U1 m m a H X . HO H H R H .-1 N N N rn -.t l0 �D t- a).,-4 H HN Ili,m d' 01 01 Q W U) FC Wfx 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 H N N (N N N N N N N N N N N N N N N N N N N Q U) Ln U1 Ln to U1 m Ln N to In U1 w 11'1 to U1 U1 N to Lo Ln U1 Q i� z H 01 Ln [� Vl to N N H N to t- h O O H H i� CQ 00 to M O r, M m 0\ to H 00 N h to M H H H O o * O * U * z * H * •K Ol O O H N M CV dl N W kD kD N N H In m Lo m H H r, t, t� m m Ln to M M M M M M M O o W H'4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 U) W x w T4 w O H N M W Ln l0 O O M d� Ln to du 00 W at O O O O O U) H H H H H H H H H H H H H 0000 H H H 0 0 Ix o4 o o o o o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 tH 0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Q W H a N N H H 0 0 0 O l0 10 Ul Ln H O O O O O1 O1 H H O a to Ln to Ln Ln Ln Ln Ln M M M M N N N N N H H O O 04> 000000000000000000000141 FC M Ln * 0 * m * M * CD i� z O w N H O �v H H t- t, m 01 N l0 ,- H Ln D to H H co i� H W d' O N 0) N 0\ C) H M W 00 M O M to In O M H H H * Q . . . . •K Z t, m M O w M O o Ln H h t- LO Lo dl M H O O O O\ is W M M M M N N H H H H \ * W z * z - H * O cn E� * H W O w H1114 d' O N N m O M M 10 W %.0 m N N N N N U K � Wx O� m M t- H S CLD 0 0 0 0 H H H N N N N N a 'K E, 0 O O O H H N N N N N M M M M M M f'n M M M M w * a W w Q * \ * cn * z H H N H Ln Ln H H to Ln H o o H N M Ln 00 co O M �D L0 �0 01 o H M d, d, Ln m * x O H H H H H H N N N N N N N H * O E" a z� z O O N h Ln h H co co 10 t- Ln Ln 0\ LO N N� H H O O OH E+ �-1 H O O O H N d' m to h m H H H M d' m �0 t- t- W O U Wo Q H H H H H H H H H H H W W z r w W CO W Q x O N t- U1 t, H O OD l0 h Ln Ln 0) LD N N 10 H H O O Q * Ei H O O O H N dl M M t- M H H H M V M 10 t- 1� O CO \ H H H H H H H H H\ * 3 � * X O * H * E� * * '>4 'z. o N 01 O kO Ln r- l- N o M M 0\ N o N H N N o o O K '.D FC O O O N M Ln l- r� O M IIl Ln Ul N 0\ O N N N d' v E� * N z z H H H H H H H N N N N N N W H U a 3WE-+ w co W _ Q F x 0 0 0 0 0 0 0 0 0 0 0 0 0 to o o o 0 0 o o t7 0000000000000�00000000 H H W O U1 O Lo o Lo O O Lo O v d' Ln 00 O N Ln 10 ,,O o co z N M M M d' a' v W v U1 U1 Ln U1 Ln Ln M H E * H # * z ca # a #.w I # m M FC G, W U W # U H H 1-1 H H 1-1 O N O H fl HZ # QQQQQQ \ U a z O 04 Z H # 0 0 0 0 0 0 OD 0x W a- M # aaaaaa 11Hzaaa oam rn o rl W I HWO x H4 �D # O W N in x> w xri) d 0 HZ z a Z * O z H H CAH W W U] W H w F,0H # H HW O r.4 HH x Oz- # la; HHZU WH A H �0 0H O � # 1-4 0410 W U H H # P HHX�Y G,H UZ z * r�HH HaaiPQwPQ wx Aw oz >WH a0 x Wx-^ wz z O aU) # a s H H H 0 • fl, FC U qq H CQ N N U w # * O 3a W Ey&I - o -N # O # 2: 14 UI H 0) # # U w U) kD # N Q z H w # O Ox M >4x Q z 0 0z m H H H - o O in cx H a H # N w U U in W H o O x a # ono Cl) w z z r14 O r w H # u oaH °0 mw N U OD CO 0W ria u HT. O I- a rx x H 1 V W 0 Z z M X H a> W 0 F I H CQ M N � HH 9 ,aa� �CCf)# Oa Z F 9 h p II O O CT Cl) a x a w Cq W Ul Fz� H N W W H yH r� WW 04 U) a� WpW; F U W W U * H O1M O Q Q C7 � N U 0 O � w ., o H fx in O k� as � a El a O 0 UH �' za a < 0 U) W I W Q4 H — H U H W W x U H w r 7— U) x 9 a Ua # U) u U C� W U H G.I U) H H a U) to Z W v1 H H �7C m x - w Cq U) - oo �Cau)rn H O m W H Z p; Cl) m # H# a HrQ H OHLL a te -- Ln # H# W W a0 E P4 Ln O fx Cl) O w - # rr0)0 U U H # N M M Ol N W H * Q kD m a a (1) a r OJ F7 H i O H H O a a0, U M co a H w H H W O H �v # In O x E. m H # COM E+ Ov O1-1 H # W �M zN Q a co w z z H ai UI m H a ._. 14 W N H W H W H U) P r M # Q r r 00 (N O H CtoU) a a U r 9 P M w W # A r Ln # 'k * rx W °off N N # * # O 0 aH O a a C7 H H H x H O 0 CO II w W H M U) a' Lr)z r� • r a,. aUzz z N HrQ 0) 0 WHH H N Ha a �y ^ H A- 0 0 a aw M aHU)cn cn H CQ O H W H M O z H H a U w aw5�CC��CC A�C�Co7 a Cf)04I a z 0W Cf) FCH>C> U H Cl)04 !) 0) w rx co E -i Z z z- q E, E-� U° Z W O CQ W Iw-f n E, I Q a H OQH M FaC o��a�w� E. o El 3v W OCO 124 0 Q x # HzZ H CQ # azzWW ' °zxco> x N N N •. z m m 13zn X 13 N, ------------ H % H m rq � W rn O Y 7o H jam, t D o x z p r c� Dm omo p II y H o MH —►n 0o r r x Y z m n ro � H —I 1 11 y [QQyyt7711 n H n m H E C H� y H k O p r Z O m H y m 0 C x y i j ^?� mn mo F` . N •. ,.,. ". m o ro Z m to V o ro b r O z m n m .uw.sGyy� m �n n Lam. o HO 3 H H Fo O Zw CmY mw Zto [0nn to77 z w1-3 H I I N 9 � 333 r m � yo a t N Y H m r N N ,•-��� � a � En 0 o I I y HH H x— — — — — — o o n ° N as o--- ------+ -------i-- -t----- l ------ , ---- x m I oi vj W. b i � � ' C m � m d N - ( x N N n _ . cin z n N m H N t' O N m w N p H n b t o z 3 U1 7H o t7 m b m 0 x a, y SU zo- w z m o w °° N o ro g m z n ti_ O v t Gl og m o tj m m m _ o Syn GD o O o a # iP H x 13 O z K A � Y z � K H w S N a Y. O O ~ m m z' W w m • z N� SEE °:m x m n '' w y o H H bi O Cy w P, £ m N� m w b H o Crp M O H N M N N O N N O (D m J m N rP W N N (n x O O (D r G7 Al m A G C7 w n 0 m H y r b [aJ N o °� O hf w (y H t. Y• H R 7 a n X1 N m O H n H �' N R tr O N O r H N Y y Z N '• �. ' X m m W to Y. a s y O H ro w n N (D p n rt O M �pY Y H CD N(D n H H (o H w rt tY Y- n o O H (D H y N m a �'' o rt R H d m w rt O N H a R tr O w a `D N n H R O Y- O r y 'd H 47 M° t -r N a H O M w 9n R o a N m rtri� rwr .n. N n O Q. m n w m ° M w M X N tr o N 2 nv H p ,p a N o N rt£ CT rt H a tr a H H O O O• H M N - GJ n p N w w 7i ' m 0 (p W w a O m N a �' '-' x (,( L" (D H to N Y w a w t' N 2 O o E (D H ro n R m w a z tr H w w rt w (D 'd C N x w N r w N 'd 9 (D (D m a < m (a w Q y r H rt W (D Dm n p d rt T r O O ry Y- w R •• 'C Y- Y- R a a Y- o n w Y- LrJ ryry N tr 3 ro N d• Or (D yy t1. oro tr (o tr m Y- w. 'i o 1•' (D a O (" n H rt w rt- w tr -- tr• o m w O lV m N w p H a w rt QrJ m N 'd Z1 a (D a w lo N M O R n m 5' m w w o to w w n (.+ •• m H (' m a A C a N R n CY N ]y r UD w R 0 o (-' O N N Y- m x p N N C tr tr o a n w m n o 0 o rn rat 3 m o 0 0 m o O ro < o� a 7 w Ri o m d m F rn rt X N O m ° a b' `" W o " g H rt O n m m K M O C CZO m G z n l0 3 d b' rt "C t•- n rt U H �'• R Y- M R H O O ryi O G y m b b J 17 o - tsi 0W N (ny, Y `3 pt N Y o p• w 9 t° u~i t+ H tY 'o d m b• ,(pD ,pN r�+ n Y' m m m O w (D C C 3� 9° ((D Y - tr•1 r.. Y O 'N " (tro £ N J o a N tr Z m \ ]. Y t3.7 n o ,p H (D M ro Jy n O z H ^• GD H w 7 O H o O 'w.1 R H rHr (D H 3 a n 'd t% Y• n w (D N a H (D rryy V o p a m, p, A a w r X CY (D p d H H .o 'y V M r f m rt J H f+ N D' a ,(D m n m G d� n M F M p. O Y rt C tr 7 (D H M wa -y 1 11 M W N – O N fD m D n n H n E H w H R R TJ m O H R 'a• 3 X Y• m m o N tY w a w H 3 '< (0 a O o M fD a H n � a Y R Y. o (D (n m m Y w H < rt tr M o w Y H w R n) o (D o H w a a O o e a p a H n t7 w N m Y' y W O rt W m A. J r0 N w m (D b rt < rr ro l0 w r Al T N w :x a H H w (D (D a O (D H m H N N m H t' Z m in p, 3 CY p z H a w Y N r} O G N a w n w w l0 5 H O r d ^� O r O V N N " ty M N m O ~ x ?C H w Y' R H < a (D :3n R W w Y• (D fD N a M O H w Z O N l0 C V) l�*1 X7 Wax tr a rt w R Y' a (D 'HO N m 'q H F'- ~ l0 rt m '.1 !+ F°j A n ~ rt Q. ro �o w (D A o a 'd O tr' o n H La o o W C tr o N p '•. N. W ti m R H _rt a rdr � > W 'd ryya n m '+] H N H p N w tr tr a rt O m w H m La m O N m N N O m t. Y. O tY (O 'T -.. ��. w a r' n E (a (O CY o rt tr Y' m E (D o a tr 'd N H H < Y - a m Y (D w N 11 rt �'' w N (0 H M w '< (D F+ O M o° n C (D F+ N p'77 N m (D M A. � N r i0 O O a 9 o H O ° ,< m Z N .P N "C xl N o d d d y ran R o. nna N 7 r°n o N N p rt N t, r N N ' rt - Y Y• o (D o N rt .J. N 4 -ocnw< = D Cal D .. F— --IjF— m cl - Ul3 O O- wz W Ul —i 1 O -- rn H (-JQocnC) 1 30 cow- O F\) CD -I 0-)L-ocnr --IjImm (D - C) -Ti CO -0 DUlOC) X O 0- Ul X O H w �z I iv C) w Qo rn OD w Ul O� O w D O z Z ni (n O � C a D N� o w -� r 6 H z 2� `� x -�� oOD O O 7n F- -� r- m mm�cn 0--1 = z m U) -� 1-- m G� D O = O-) ID —I N O . -� m Ul ODrn 0 o W D z m m o N n n n r m = -i -i m O H H 'O 2J O O D r z z N D co N o -i o D D m rn m r N N 3 N C7 m m r � D CO O � H N Z H N z m 3 O Or xrn � C7 D � O o ` O C7 O � O D O � N Ul Ul CTl H O m N r oo --� D �+ O O H �7 G7 -� 'D m -� D —I � O C7 � H � Gi c� n z n m o D � r c� n m O H G7 'D z� a:) m n � CD D o� m� H Z N 7C D � G7 N H � �c 3 � m ~ 0 H co Z � rn V I 00 C7 0o C7 n W m O m � � D cD cD O CTl N Q� A d� .p. Qy Z N N O N �--� CTl Ul � Ul CIl O � Ul m om m S7 -n F- N D➢ M n Om < oom D H D O -4 O Z-0 71 rz Z O) m li < r-- i D )-i 3O3U) HH (TI nmHT) cc- Lr)0 < HHFIH Ln 3n3n Om c) v3 N1 r Czcm 3 3 H Hm �z O r -z mH II II it H n < m m 3 in r nm AA +m F- Q)OIDZ ":D< In ID- z 00\IH 10 z o0A0 c mH UI o a Z -1 N m I O 010 I Z; I 1� I--, co LO A D M 33 M 1 D 3 D T D - nm Xm w S. O m un 71 0 CD H -3 �o O H➢ r = x D O) 1m O-3 (n M m om p U)0 D x ITI F W U) O Om c) v3 N1 r m 1 1 H Hm �z N r -z mH C n < m m F -i -{. in r nm m F- �® ":D< C7 ID- z _0 m 10 z o c mH ' -1 Z m x CD CD E N n H Z o Z O Z LwJ� Lw J Z pJ O O 1171 z * D D m a a 3 (n H m m U) z WAWN ITEM NO. c 1 noo$m M H o 0 I-0 m m ,_ ,.. ,.. Z < �- D D) D n I I I I I Y I 0 0mn N N �< 11 D D W DN ,.,, C 77W O o U)im D A.- 3Dr>- mM0 A�-•O V QI W ZZZIV O o 0 A UI Ln N -i Z3 > Z H N I� O m UI ... D) V A O W w 0) m -4 Z A A CO 3 Z M 10) 1 D) V UI D D 1 f D D m m m A m D 3 m 1 3 0 o O Ip 10 O = x D W V w N D D m >7 U 2 2 r In m n U) U) a 0ID I IU7 N U) UI W cn oo O D r z D H D• 47-nHnnn D m m 'a o oma �)2x-mamHH rn NW M LTi Z nIW O Z n 0 0 z<- DOO H o I DnIZ rl V O cnoin V m vmm znclUW)ZZ mof N�� mH03 D �lO m nnH Ln Z �mD X N 00 173C m "I U)U) O = N v n Im n m o << N O m Z r m m m 'n O M of ro _ mmno a733rxiniz o <33 m U)7 z „o \ mi o' N '-' F-rm- m m m --I mcn m ? m mmrn-H-Imc7 « m o3 umi uI INo-i n m m a In \ I n H z ° D T I to min Ul nn cn In -A cl m a 11m a 3 coH 7C i + -{ 0 a 0-v W I n mmm m � " mm0 r-1 O mM �� Z � M 0 zlm h I 1m H r mmm f x z m o C W { z a �7 nm IOC po I O D x D Z ..• 0) IO n m m _ \ D I Z -i H D A m n n F--1 o mm W n l DI w En U)U)S' I r r . x �Oo x 3 D. TO ID rD rr N1 w00�NO A N 1 H ZI � « < N x O I • I ID m D D D I N F rmz I A W W A N Y ND U U1 m I N 01 D) UI O O m 1 N N D) N JA w W G)- o ....) n3 .: D) (0 UiwN ID 0 0 00 21 1 1 * IA 1 (.n •', U)m0 UI'DO • N V 1m1 1m1 N c 1 3 D T D - nm Xm w S. O m un 71 0 CD H -3 �o O H➢ r = x D O) 1m O-3 (n M om p U)0 D x ITI F W U) O Om c) v3 N1 r m 1 1 H Hm �z (l r -z mH C-) n < m m F -i -{. in r nm m F- �® ":D< C7 ID- z _0 m 10 z Z c mH ' -1 Z m x CD CD E N n H A Z O Z LwJ� Lw J Z pJ O O 1171 n n D D m a a 3 (n H m m U) z IT!m M DD c o 1 UD m H O F- O m D U1 N m UI f 0 m v 0) U) A w N Z O -no D) W Tl "*) N 3 3 n > Ln< U) m-0 --iWQ)w O)WO)�--cm tDOO >ti -I D+-+ o mDZz mSoo m 1 1 1 1 1 1 1 1U) r 2 37 XZ 3 On 03 I)m3r (n ➢D•DDDDrCH 33m H C HHS ; CSmH77 1Dm 71 ZZIZ'OZ �H 3747 •0'O U) n 33 C m Hn0 "MZ 1 �El -I �2 -zi 7MZ 2S0 S CCL Z Z1rDZ n -I ID' Ip• co2 m C' 330 H nDr1 D S I .I" 'I_ -]or EE Ln D n mol mZ r D 3 3 3 Zm0 HHH' m 11 11 D OO1 7'I ZIDZIDZ(DH U)D ZZ47 G) f 1 1 O m 11 II II n -iC)-io-1 C) 0 ooz n fm LD r) H 0 CO I O• O O4147H r mH oUIL O tn3< -) \: \• \ ZZ Exn G HGl - D Z 3CD O O O 017 47 HHO D 472 OOn DE-Inz UTA IU< - I-IZ Z =-i OO N U ZUIma-1 . . . Irl I w I W l wOZ 22m H -1 00 O Cm I)r (P CD AD D CID OD o• p O N H ak �kZ r mOHrm .-0)1V D 3) D H OZI) m mZ m DODO OtOW 3. 3 3 mn03 o x nmrcn 'n UI U) n1 m H 1Z 1D (7) 1 OH V rH O z z c -i U)U)1 z M =n1 1 n U M cI 33 1_ H 1 w w iU_ O mo n or n 1 m0000 z m n m D Zm r . G) Lf) C-) [20:, X < m H UI 4l m r H O (n¢) m P) *3➢O -DI U 71 U))ImiD1A A A I -I D CZ7 7nC O f UO) N C) A A A Dj I SOH Z H -4Z N Nh) W DN o rA-O 'O 17 m N G)1 ICi H O c p MO O U) Z H 1 1 M m m 1 mm 0UDH D rill —00 r- 0 H n1 Z D Z<DU)3 U) mD 1 n et@n)5 onw r m017D 0o z m WWAti U)UIoZ oOAAD)D)m N1 ' 1 3 D T ma Oz - nm Xm w S. O m un 0 CD H -3 �o O H➢ r = x D O) 1m O-3 (n 31 1 n mw me om p U)0 D x ITI F W U) O Om c) v3 N1 r m 1 1 H Hm �z (l r -z mH C7 n < m m F -i -{. in r nm m > �® ":D< C7 ID- z _0 m 10 z Z c mH ' -1 Z m x m E N n m A w O Z LwJ� Lw J Z pJ O O H O O O C 3 D Z O m v 0) U) A w N Z O -no D) W Tl "*) N 3 3 n > Ln< U) m-0 --iWQ)w O)WO)�--cm tDOO >ti -I D+-+ o mDZz mSoo m 1 1 1 1 1 1 1 1U) r 2 37 XZ 3 On 03 I)m3r (n ➢D•DDDDrCH 33m H C HHS ; CSmH77 1Dm 71 ZZIZ'OZ �H 3747 •0'O U) n 33 C m Hn0 "MZ 1 �El -I �2 -zi 7MZ 2S0 S CCL Z Z1rDZ n -I ID' Ip• co2 m C' 330 H nDr1 D S I .I" 'I_ -]or EE Ln D n mol mZ r D 3 3 3 Zm0 HHH' m 11 11 D OO1 7'I ZIDZIDZ(DH U)D ZZ47 G) f 1 1 O m 11 II II n -iC)-io-1 C) 0 ooz n fm LD r) H 0 CO I O• O O4147H r mH oUIL O tn3< -) \: \• \ ZZ Exn G HGl - D Z 3CD O O O 017 47 HHO D 472 OOn DE-Inz UTA IU< - I-IZ Z =-i OO N U ZUIma-1 . . . Irl I w I W l wOZ 22m H -1 00 O Cm I)r (P CD AD D CID OD o• p O N H ak �kZ r mOHrm .-0)1V D 3) D H OZI) m mZ m DODO OtOW 3. 3 3 mn03 o x nmrcn 'n UI U) n1 m H 1Z 1D (7) 1 OH V rH O z z c -i U)U)1 z M =n1 1 n U M cI 33 1_ H 1 w w iU_ O mo n or n 1 m0000 z m n m D Zm r . G) Lf) C-) [20:, X < m H UI 4l m r H O (n¢) m P) *3➢O -DI U 71 U))ImiD1A A A I -I D CZ7 7nC O f UO) N C) A A A Dj I SOH Z H -4Z N Nh) W DN o rA-O 'O 17 m N G)1 ICi H O c p MO O U) Z H 1 1 M m m 1 mm 0UDH D rill —00 r- 0 H n1 Z D Z<DU)3 U) mD 1 n et@n)5 onw r m017D 0o z m WWAti U)UIoZ oOAAD)D)m N1 ' 1 T ma Oz O m un M 1m O-3 o V om U1 O=Ln ano c7o -{ M ITI F W U) O w D • D r\ (03)\1 <U1 A 1J UI . T� r -z mH <o-' L" l7mO D)O F -i -{. in r nm 47 D r m w mC 47 Z ooz Dn ":D< C_)D 1x 10 z OS m mx -1 DD) DZ r• c < cn 1 O r G) m v 0) U) A w N Z O -no D) W Tl "*) N 3 3 n > Ln< U) m-0 --iWQ)w O)WO)�--cm tDOO >ti -I D+-+ o mDZz mSoo m 1 1 1 1 1 1 1 1U) r 2 37 XZ 3 On 03 I)m3r (n ➢D•DDDDrCH 33m H C HHS ; CSmH77 1Dm 71 ZZIZ'OZ �H 3747 •0'O U) n 33 C m Hn0 "MZ 1 �El -I �2 -zi 7MZ 2S0 S CCL Z Z1rDZ n -I ID' Ip• co2 m C' 330 H nDr1 D S I .I" 'I_ -]or EE Ln D n mol mZ r D 3 3 3 Zm0 HHH' m 11 11 D OO1 7'I ZIDZIDZ(DH U)D ZZ47 G) f 1 1 O m 11 II II n -iC)-io-1 C) 0 ooz n fm LD r) H 0 CO I O• O O4147H r mH oUIL O tn3< -) \: \• \ ZZ Exn G HGl - D Z 3CD O O O 017 47 HHO D 472 OOn DE-Inz UTA IU< - I-IZ Z =-i OO N U ZUIma-1 . . . Irl I w I W l wOZ 22m H -1 00 O Cm I)r (P CD AD D CID OD o• p O N H ak �kZ r mOHrm .-0)1V D 3) D H OZI) m mZ m DODO OtOW 3. 3 3 mn03 o x nmrcn 'n UI U) n1 m H 1Z 1D (7) 1 OH V rH O z z c -i U)U)1 z M =n1 1 n U M cI 33 1_ H 1 w w iU_ O mo n or n 1 m0000 z m n m D Zm r . G) Lf) C-) [20:, X < m H UI 4l m r H O (n¢) m P) *3➢O -DI U 71 U))ImiD1A A A I -I D CZ7 7nC O f UO) N C) A A A Dj I SOH Z H -4Z N Nh) W DN o rA-O 'O 17 m N G)1 ICi H O c p MO O U) Z H 1 1 M m m 1 mm 0UDH D rill —00 r- 0 H n1 Z D Z<DU)3 U) mD 1 n et@n)5 onw r m017D 0o z m WWAti U)UIoZ oOAAD)D)m N1 ' N W N '-' z _ cn O I m Nr- O r r M I �:c mCrrD m mmo nm n Ln HO-{ -i DD Oc O N S = m Ln m mU)D H z m- Im r o U) d 11 ODmDm U) =zHnw 3 o d D D m o D o D D d m z m 33:K m 0 0 jF- afD rn r a w n 7. r07 mDz :0 D D � LOn0 Hn m-1 U). _nF- n o NH7C II D r— ko 111 0 D m I D (n N U1 i U) N 3 M r o Z' O 0 m c m m 0 O D O D or m z= m r rim m zo -I 3 m X N -I on -i -I cn o cz) H Dy N mo or H Dm H H N mr r r� o mn f- �c2 r F O O x r G)i n D1 inn p mH l0 nH Um n N Ha nz rd wD m r o + w m zn �o ----- n — — 1 n dr�n oz rn -L O O �N m D cn { + C7 <D Z O D X CD o ac m D In ci w M r te- a m OD -n o mo w L m m r r m n m m o o LTJ H m m a w n m D m w m> a o o m ca =a cn G7 mo A m m y z0 w y _ mcn A z m m -nn ( ZO A m z m n r- zm mi I D I H M> N -I m m -Ti D a rr DD A 1 M c)0 �Z\ X O zo IpIy-__ O DDH �' m m Z a� m mZ �I`+ m ir'�Z O W m I+ ITl D o A H O N Z --i" D Q) D ` O -I m � r S m I m N Co N 0 O DO U. � m -f 'p D mrn w D D mm Dr o D mo H D= H - H D m0 H -nn r S X O r- w r- -i m D '-' r m D D H " O D -1 d D --I - O �--+ �U1 D A Ol 3 z0 N z w s • N n z n z O O N IT m mn r =D m - j0 (n P) P4 Pl P9 R) U) A Orm A ED c : D Ln Ln a z L g � hd °d G7 cn .z 0 o n + w O m 0> -AX Z7 + LO H m Om W) Z � T m3 no O N C i XC D F,m 4� o� i Z mo w F I < n3 CO vin z N v= m O mn o 0 m mN w r z O w -n" r mH w o �� m 00 n D o ZO N Dm Om (Z -)z > O �� nD H O .d m Z WD 0- con. �o m u n r + 0 aRD 0m N D { aR W to a z m 3 n mon z< 00 X o mn0 1 nnv) D �m nM n D -1 Dr m --I= D -IU)- H D(n m D W �-. I ---I !'t m0 n r -Or F� ➢H3 mo D f- m i n c; �- mn w a m nG)-0 -nn oI < mo �� o �ma w -iDcn Szm m2 NU n D N r D� m U) -I madOr1...1-mD _ N \� O mH Om mz< n - rm n ZO w Z -U ZO nD m" m TIH o Gm)� I mz m m :X) mz wm H H . O ___r3� (nS m DU) m z nm < D = _ Ln 0 -1H = :Km - 0 z Dr DO O m I and mm D � G) MO m' O g O Alm m n - m n O" = 7C I Lp -� A =Z E n MDww D U) D w -I + m I+ _ M --1 V lD D H t0 m7=c z I vN ZON Z O D ~ -mlmH o m nz O f n D mmn o mm� m Z a M. D 0 D U) O DO w 'i131�i w H m R R R R R R r- p O r -10 D awz ON ,�, m C r- tl tl tl tl tl tl tl m D N Q) �� U7A'p / oLn ` 03 umi0 H O m ID m Ao Dm m z I o" I N 0 -� n z O H m G7 m ` / � m z M DO d z 1 1w mo d v � I� � a 13 (n 171 z H i r- a: O iC m O oo> 0 1n D -n c>) i da .Un Dr D Dr D H= m n (n ~ rOr mo n m o mZ n ){ mo r mn r mn o a m D o n r I D -I M� o DLn n = nlZ I � mH mH rn tn� zo A r mD =COG) V) ILD mZ Czo A m UI �L^ n 102 n m H n o m m w cni n o m CO D< ' _. m n 3m m 10 o D N W �' O w 0 O O o 0 0 0 Dr H �•IM mI WN O O•-NU1wwA 00Ap A �3 < H m Z m p \ 0 I.-- U) m O A O O) J V O (Jl Q) m O) p In QJ H M m Nn mU)'D A(n O) m(Pw O) In Ln cn UI ZZ 2 z A ZD N �I n mN\m ,'� I� w m II A N N lT W N A A N A .- N O-1 H~ rn + . D� N-IoOo 1� H n1mi H. -n m:E W n T 0 mm In 'DD r- r- D n I W U) --INE 'p O '-' w IO O Z O D m D -1 D D SJ D D 2 H r -{ N Ln m z ��I H mcmrzmmzownD z Z n mZw� NNz2n m nLn z0r-IOUr0cmT�-1l 0 3 3 0= lOx Oy IUI D w= -I ._ m 2 m 2 Z I -1 m O = Z r H O O r 0 0 c N U) p IED r o A nIN -{ z azc� me nr F- -0 m m O �y w { w r I _ m O D C C m m G1 H m n D I O -Ti .- l DII C) __4 O rHD D u 3 d D I r O 0 ti DI U) M 0 D mM 'HD m z D O D r- p m N "' 'jp o Z it n o a a w o mom O m rn o a Un o IG7 n z D O O .-I m I --I Jp- O 1 rn v n 3 i o lal IQ1 z rr- D W H IN H1 11 H D "'r to 10 U) U O l0 1.-• m -i D o .- A .-. A O) .. WF,., .-- N r{ D j - O 0 r • a Dm Gip mo m3 r Z O O D (n � A A A N �- �` w � H N V A O U) A 0 o 0 3 O _ - D Z I I I I I woo o moo I 0 o Ln o 0 0 LT r o o,ro H b 0 O o O o 0 o O 0 0 0 0 0 0 O m a 3 0 0 0 0- 0 0 0 0 o o 0 0 0 0 0 o z m m � i-1 0 r- 0 z nr zm z D 11 . z 3n Im 0 N w A m rn vm co mJm o o�ry w m. � I D I D D H r N p W N "' z _ 1 I -i t0 O' O) rmArnED I �,M: cFZmmG)m � C O N m MLn> - Z M -� o M o In w D m D m N D Z> n W cn M a n -I 3 A m H D A 0 :13M O M D o m z rn Ln rn MZm Z m >O a �-,U` 3 E nN -1 M D -) m n m D Z 7J ]] 3D -+ O 2 H m U-) O H D l ma)zz 0 L r m m U 3 rn D !n 1 ➢ / U) N U) 3 Ln N 3 D f Ln r m r ro M 0 0 m c m m O O CD M Z Loa m m mn• - I D mHInN D D Dr O:K CD H m = _ - H 1._I -n � r OUD)33 (- r �> D H tD x C11 r �• m Z cn o n M � rn O o M n Z m D � CO -n o MID W m O C7 M r r m n O m O D m -n•1 m D D A ,l M" v �-- D z o w D O o w rn U� mZ A m m D I M ) Z w � C o Y � A N -n D W r -O N < to �; D w -q .D V) C] M 3 M I Z HO r X - m� -0 D �m OD D 1> mm Dr O D N 3 D W -� H D m 0 i-- 9 -i n N T/I r- �l n M ) I\) ��/ O D -i 0 O� r fDnD I W N IV 3 mH H z< I n zo 3 n o �� m o Ln �) z m ' mH °) _,r w i m Z O `--n3Wtn ln2 P) R W W III G) - H 3 ➢ G) M 0 cal o W h0 td -riV }� n m D wW O O D - Im ZON --1M- ul ID� m3 n0 M m oz H XC D F- < n 3 D H m �D Z rn m m o mW R R R R A p p O ptNj1 v rZ LTI 00 c .1 tl b to.- tl tl U CD O GziO N D� Z WD ov w O awe n MITI o m O 11 Z O p M Z- m -� 3 m -{ H y y D r 1Tl In D D r MO moa om O rin N To Or �- mn D rnD mn D -i O D Ir -1 V UU, i A M33 H W m 1--1 1 Z o H➢ ZO ZO 00 y G)D mz mz w r) -I 1Z N M 0--A M ma D mDCD <m n m m Z Zx G) M C.. O Z DH 2U1 w O U) -I n Ln H -I O 3) on a D CDD 23 I.n D I QN m D HU) r °� I- o WIn 0 H O Gzic �Z m O � n IP o Z m -i ` x O o cn -n a nl O �i -D m -< n . N H Ln D W n O D o 'a f I -i r in G-) 13 V) I'tl O H 1 Q rn In m Inl 2 I o to In D D Zo aoi > (On> IN 1-i H m Dr m r1m0 M v z n I-< r P- -n" w a O rr)) H > r I mD w -IDU) rn= n z un) I W rn p r m �, w to I M f x CD(z. U) IA O Z O N v) n l = �" D .- m N D m -p < D D D n Z 117 M 0 107 m e C11 �- O m fJ1 n 3m i0 O N O w 0 0 w 0 JJr m '-I x H O I Y N O A w Ul W •- A --ix m < D .., m z .T O \ m Ir+ A V CO O V O O) O U) [D 2 ).-1 oN m m 1V> V O 0 W W P Cn A W Zz 2 O Z a In �I n� to "10M v IN N to A A N Q) N N W 0-4 U" D = O g D� A�op� I--1 -0 m H0S m In �--u) Ur ➢ D Lnn I LID U) z1 10 ODODam1 -T H .CO 1 m w8 w n z\ I' I r D m m Z r m o a Z Dr Z I➢ rnZo.. �N=Ztn m n Z r 0� 00 r) G) JD MO O 3 0�= LD 0C) j n IZT -4 m O O r - A Orn utO D flln = D n CU ~ O Mr WILD ➢ -i -itormC Z CN) m C7 n D> O D { w rl - D D--Imm G)c :33 O O mH (0 O SIA � G7 OD D rO H 113 m N �Z D 1 r D 0 0 � oD A m W 1= G) 3 0 H rn --I D t0 W --to O D I� In D Z m T) M AO Do Iqk r v rr- Z CTe rD y 3 0 A lO H2O O z N lO I.- Ln m -I m 0 0 O O r D Drn G7 � mo nl3 r Z � O D H co U1 A .1" O O 3 O _Dm z I I I I � I r I) O A w o0 000p)m orp H 0 0 00 00000 oma 3 0 0 0 0 00000 o Z m m � H r0 p Dr z Z rn 1` D ' II Z 3 n Im _w � � N w A �•- W O) " V W t0 0 m -I n D n 1 m m n n r IV n U) Ln m m 0 w O O om UI n -Imr 0 O < Ul D C - m w _0 --1 o o M 3D oI nm z �] r � p D I --I H O O -+ r -D i n m m -- F- I A I IA •-- m 0 mM {m11 D 07 n H z H fTt m H H ul V) C H o z H O m Z � o In H ul ID H In Z N ID m ID IC-) 10 lz 10 IZ 3 pID > m M)> z 103 nIp D O n r 10 (n n =nIz m Ili = � o N lo') IUl N C7 lul w C-) O O DD H 3 m '' Z F, m p n In In, LJ O N N A o') A O) -I 3 O Ul N H m N LIQ m .-. IN 0) 0)�� Z Z O� =,--I V) nm U) �IN �r HO0W I� NN W -i -0r- oLW 10Id1 NIVO�m � �m cn Ln z 00 �� oZ zlr I 0 0 D o m (n m m c o m C7 O D I -i r c7 D � 11 3 m C-) H 0 z w N -' Z << 0:< CD I I zD o rn zz 7) r- 00 �x -I -I -1 0 00 -or 0 _=D H C-) (n m HH D -I n Z z c-) r- 00 mm m H H 0 nn �C o � -1 D D mm�o:K (n (n m H m c -)n DH M M m TI -1 T7 z z -I In � -( m u mm mo T7 TJ m N r r n Ul HH (nn zz In In OD m m m 111 v 3m = -nm Ip3 r- r- r co nn <r N wo m A 00 zz O) N Lr)W H H 00 mm 00 vm ro- m mm w (n UI n -Imr [1 U I Ul D �J Z, m w _0 --1 o o M 3D oI nm z �] � D I --I m r -D i -- F- I A I IA •-- �mO m C-) H 0 z w N -' Z << 0:< CD I I zD o rn zz 7) r- 00 �x -I -I -1 0 00 -or 0 _=D H C-) (n m HH D -I n Z z c-) r- 00 mm m H H 0 nn �C o � -1 D D mm�o:K (n (n m H m c -)n DH M M m TI -1 T7 z z -I In � -( m u mm mo T7 TJ m N r r n Ul HH (nn zz In In OD m m m 111 v 3m = -nm Ip3 r- r- r co nn <r N wo m A 00 zz O) N Lr)W H H 00 mm 00 vm ro- m mm w (n NI -'Z = O F =O m m r (z m 0 or 0 � C:) � o = o x <1 H l0 C 0 O O f '� O D --- im Ul :]D � 0 0 m =o W H D D �:K - H I -D ---A l0 n C) O m 0 _ H Ul 3J U) -I II 0 H O N Z U1 H 01) z� C:) = H• 0 D m 0 H M 0 O O 30< �33 c - N o -p o m �ID Z o H 0 0 r w m ---Am m 0 0 0 <rn D < H _ Z tM C H -.i O C < CC) O -< ��N m H C o O (n 3 O -{ H -I MZ 0 o Z M Ln o In F i U) O H kD Z N ISO m I►-, I� ID to to :K0 33 IO c1) D M n IQO I m o Z n r I� X w �� O D m�Z � I(j1 IO n :2: Io u) 10 OD -r CD M Ip U) 0 . � N J O� 3H m p m3 _ v f o� m� 0 Mm o z --� 0 \� NID 1 '� O (nM _ JUIN O D (7U) Om D� N ,,m A _ I l0 ZZ 0--� 2" H m00 =� 0 D N\m �. I -o f 0 f �r-� m� H O o O W I -I -I -0F- y n -o H m \ I� c� -o z n - cn = DZ LO N��oD. I 0 � o� �M> m -I \ Z � I n (n Lo X7 3 m O w m m n l O 0 m CD U) -o n i 3D 11 U) -u F-4 -O 07) cr) I r n H ,l Ul Z I � O orn Ul 01 m z :°� I r H Oo I F - 0 c- o w v I. I �D F- rn I >- 0')Z . U)_0O m -i Cil O to I CTI® o -<3D- �z = O O = -I r O m `- m F- UD cn m o • z F- sD c- -� p 0 C) X H I p �J W n H C7 O z F- .O n m CTI �D O m o U) H -C H m I z -� 00 � m o = Tj O m cn :T) n o N Ul OD J doom 0 No < C om F � F- 0 I Z oD n �- 00 n m W m -I m 0 CD3 :13 �m D H �= z 7z G- H cn 0 m H Q C H OJ O { rn�H o 0 cn 3 0 H -i m z p m 0 z m 3) Z IDJ G-) In r -i Cl7 1-0 o H W z m 1(-0 I�-- IW I(-0 10 0 10 oil IO cn n m D IQO I m n -rl z n IF - 0 D r 1(J1 X N Cil n m C-) m I c0 C-) �I0 M I W 73 7=C 07 m 1 '-' U)H O O �= ED cn n I Q, �< <D mzz p. _ D O D D D C-) �0 0 I No �r W row ID o S I H m I 3 �I Q� m _ H Oo oz F- �o O c \0 n� =o _ 3 �I> I zz =H moo o D n� D\m 1 0� '-' o r = �o H D H -� = O -0 H CD tD C) I -1 CEJ -0 D rn o � W I D O H� D r p o (JJ m z\ n I G7 -1 z D (n _ _0 z iv �, = z 0 1 0 0 o O c� -� -I or F- _ \� OD I 3 m U) -T-1 rnD m D -� z r Ln aj3 � o rn m n I 0 m cn m U' D D 1 Cr)I m -u �D CYI CF)cn IH --n ---I 0')�J Z I - 0M O O I D Z ��] I F- 00 0 CO m rr- D o� o W I f rn o L I U) m Ul . 1CD I cn 0� ® O ► :D PARTS LIST QTY DESCRIPTION MARK 2 REWD A0567 2 1 A1182 1 1 81001 2 5 / 80 FLATWASHER HARDWARE LIST SYM QTY DESCRIPTION U1 2 3/ 80 X 2 1/ 2 X 4 U -BOLT ASSY. NX 2 5 / 80 HEX NUT 1W 1 5/8o LOCKWASHER FW 2 5 / 80 FLATWASHER TOTAL WT.' 25# AA yl J < D o L m B2615 - 7' LIGHTNING ROD KIT F --I z ---I INSTALLATION DRAWING I co m 0 CD nvaUmontN' BY si CK 3 cj\ RM N w - MCROFLECT DATE O4NOV99 U -I —' 3575 25TH STREET SE; SALEM. OR 97302 MAIN: (503)363-9267 FAX: (5031316-2040 S.O. M "m C>om N m p p m O ,A PSA LA D WQO> n Dg g A oz yoz �7 MCD L-I£m O Z Dz 0,=oz o_o �� rnNED (A 3 r-�o O N z C3 � D � D C y 0 o m co 3� � n H17 O pm D :0 < p O � w Z oDo 0 m rn 0 N 00 a) W < m L. < g U) °-�° = L A :Z: D co Z = O H -I D O O H U) n < Z D UG7 Z H 03 z M 3 0 0 m n D U) H H O O = 3 D m H D m H = D H • p 7C m Z G-) � m U) 0 71) u) C ZHN� OO NH Z Z c� G � rr� � c p n� G-) O N 0 N c j c p --i CD C I] rm U) z D = 3 71 �I O C - Z moo O CC) D D —I U) H m o -o zU) z r rD0 -0 oU Li W IUl ® O -u < D D z� r ZZ =H H Z 0 o O m (j)� U) m n �D CD IDrn z � D H rr-- D D O v F m -i N A N N N N N -<�� co D Z m rr o F- -r U) m 30.. Orn O Z � D _W H � Z m F- G) F- M 10 O Z C O z 0:*: mH 0:13 m n C 3 37 C < U) m -r U) C1) F- (7) o N p � (D J O N U) GD H ID m 0 �I O moo � 1-I D Im zU) rD0 -0 Az�'1 C U) In G7 3 m HI -0 < I m N I- —I 37 I I• ID 3� O I. DD I r Z n IG-) a r I:0 z U) 10 C-3 ,c� ul IC = 7K Iz n 1p IH W p CD�- w W p w Cl OD \p m IG-) N N p - , Ul Cr) U1 -N cp U1 Q, h .-. I O v p-- v J v I� N o �I O) N o O O O G) Ul 0 W =\m O IH 1 --Am f c-) M M O OD O 37 I WWWC =Cm � oz� oOocn z� I mm � r x D r C D r C Io O 3D D oU Li W IUl ® O -u < D D z� r ZZ =H H Z 0 o O m (j)� U) m n �D CD IDrn z � D H rr-- D D O v F m -i N A N N N N N -<�� co D Z m rr o F- -r U) m 30.. Orn O Z � D _W H � Z m F- G) F- M 10 O Z C O z 0:*: mH 0:13 m n C 3 37 C < U) m -r U) C1) F- (7) o N p � (D J O N U) GD H ID m 0 �I moo Oen D of zU) rD0 -0 Az�'1 C O G7 3 m -0 < I m I —I 37 oU Li W IUl ® O -u < D D z� r ZZ =H H Z 0 o O m (j)� U) m n �D CD IDrn z � D H rr-- D D O v F m -i N A N N N N N -<�� co D Z m rr o F- -r U) m 30.. Orn O Z � D _W H � Z m F- G) F- M 10 O Z C O z 0:*: mH 0:13 m n C 3 37 C < U) m -r U) C1) F- (7) o N p � (D J O N U) GD H ID m 0 RN Industries, Inc. PURCHASER: NAME OF PROJECT: ROHN FILE NUMBER: ROHN DRAWING NUMBERS World Headquarters 6718 W. Plank Rd. Peoria, IL 61604 USA Ph: 309-697-4400 FAX: 309-697-5612 AUG 15 0 2002 ]D BREMERTON BUILDING DEPARTMENT QWEST WIRELESS SEA -624 DILLON, KITSAP COUNTY, WA 60 FT. TAPERED STEEL POLE 48237JA. A021857 AND A021858,1-3 I CERTIFY THAT THE ATTACHED DRAWINGS AND CALCULATIONS WERE PREPARED UNDER MY SUPERVISION IN ACCORDANCE WITH THE LOADING AND SOIL CRITERIA P SPECIFIED BY THE PURCHASER AND THAT I AM A REGISTERED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF WASHINGTON. CERTIFIED BY, DATE: p D�z , 4, -,APPROVED OCTA. 0 2002 Over 50 Years of Service to.the CommunicationsIndustry. 0 woo } wy -j0 w O wow WS W 0 Jg Lu Z ZLL, LU LLI W U1O �w Z 2 OOm O? m� ~ Z ww LL W ->- i OQ .Od OW7J JQ Q¢JaO =C7 zU LL FO O�W w mu00 Y) 10 -1wm W OUO wO Um o Q >d� 0z L. m Ww ¢ m d R-xN c>zdmwMo., y y Jw opz ¢ Oo',Nz mW a OHz 00NU y w QJQ ¢O W J ~ W N F J F 4 y F Y Z Q Z ¢� Z m U y pyw mm w -+Qz ¢I - U oLLc�mF 0mm0 0 U. W-iP Om.mF F 0 aw¢ NWO 2ryry�Op ZgpQ? U y zaOJ ZOZwa y00X F- Wi�i: Zm e W m2 yYFZCZ �WJ mw¢O� UOy ¢U? z WNm ID 0 mg PO ZaO� ¢O w=w 7d az O- z0a zt H O =01 X WBWOWy ZO a0XMryw Z a�W2m�i,I WQOLL WZZU2 ZW�ZF z = W!ggg< 0 OZWyN N Dy ss -So LLp Mo JQ=yW �OQQy Fd ~ <,, LU Z fn gl-w O JZJ ~ ZQaw m OUF 15 :3 y� Lou :i y Wna -i C700Wd_ jW�OZUZ wOp O WQO FNf�O~ QO Z M!2 C5 W WW,9mt M—ZOow tOd 1`01 ? zzzz0 F 0 W � w E oaay¢¢TyZZ ?az06gz mZm ZQOW-t wmwg5w Wz=z O J W~ m W W W OdQJ J J�= UUfnd'm � W QJ � W SZ gpo J w W to G.?U-d,� 4j�0¢W w JJy UF -w Si LLOw w 00 Q fAn Z W ZJm lL W �Q ZO QJmQ mWF-F-2 JLU opowtwwOfAwgZJZZ~!1 t=ww QZmLQOWmU1QF- WmQJ m PIYZMUPW= V_UQUQ�JOWaOmm Z{ -w -w _OF-Op9J�O w 'j¢p¢ QZ w Mw Za�ZmQ0�0O2 O POO H~zw,,jw=OdwOLL ww— j-WO¢o wO¢pOZQZmWz paZ�Y q�m�~�wmowyoQyzwy¢yUpw V1 to Z U mw9wWW www-yOZmU CAQy� O yJQOZQQOwzwy Op O ¢= yQmZ ¢� ¢I-O_¢mQ=� U W WO Z z F Z Z W U U V J U LL U W¢ y Q2 Q Z mI- Z Q (_ Z Z y m O Zw ¢p WW WU�- WZ000=LuOW2 zZ UF-WQO ^.+gz0gm U-'wOs SS Wfq F--FZZ-2JW� QR -i d' Jd' JLL_ 0_'Q JwmtZZ/J.:) fnJZm m0�00a¢OOwU$u~i nrEico a < =gmt; OM 00w000Q P N M R Iri w� ID Oi O N (Ii C 0 0 t` D) v W w N C C C o a V) v1 CO " m q ❑ w z o W F O S J U � J J Q m LL LL W LU w S y CL a O LL m IL m d o .g O m 0 O o O a WLL Ih OD m 2 ? UN W !n cZ sw z 0,0202 z Z p JO} N F a co W w WW w O J WZ 2 Z m QO I ZF..ZF LL a, d d cZ_9W0 Fw H $ 0 .0 W 00 < m m �. m O t,W ri d Z¢UR Q Q � O Q W d ¢ Q Q W y _ �_ �_ ¢O o m rn 60 J CO LLI a 0J0 2241 s W ZO F O O O zcn yyy W �tOo � W Q S 0 ..J w v N N� Id X^a -. QXCO CL d 0-I- yYYLL Z O CO OD GD U°mv � N j n u n O ~ �J20 O 0 y Od 001 m � m �Y S o U. O O QV2 a�0 W F O O J 7 W 0 W LU w U W 0 m o .g O m N Cl) O WLL Ih OD 2 ? UN W !n N N� Id X^a -. QXCO CL d 0-I- yYYLL Z O CO OD GD U°mv � N j n u n O ~ �J20 O 0 NOTE: SEE POLE ASSEMBLYDRAWING FOR FOUNDATION LAYOUT AND ANCHORAGE EMBEDMENT DRAWING NUMBER Circular Ties 41-011 / -- 31- 3„ Pier Dia. ( ) I----' ---� (Cage Dia) / Vertical Bars Equally Spaced PLAN 0' - 6" � "MIN. 3"MAX.. -2 VOLUME OF CONCRETE Ground Line �_ — — — _.� 8.6 Cu. Yds. — — _ I I No. 5 Circular Ties with 27" REACTIONS _ laps on 3" centers for top 4'-0" and 12" centers froth 4'-0" to the bottom Download = 9.8 KIPS - Shear = S.8 KIPSI 78'-0" I----- O.T.M. = 245.8 FT. -KIPS I I —1 12 No. 9 Vertical bars equally spaced on a 39" diameter cage L----� I I I I i I � POLE SITE 4 0" SEA -624 DILLON j ELEVATION No. Revision Description Date Rev By CkdBy App By THIS DRAWING IS THE PROPERTY OF ROHN. IT IS NOT TO BE REPRODUCED, COPIED OR TRACED IN WHOLE OR � OHN IN PART WITHOUT OUR WRITTEN_ CONSENT. Scale: NONE By Date DRILLED PIER FOUNDATION DETAILS FOR QWEST WIRELESS Drawn: MAK 08/23/02 Checked: o Z App. Eng.: Z,3 0 ENG. FILE: 48237JA DWG. NO.: A021858 Parent File: SHEET 1 OF 3 .y FOUNDATION GENERAL, NOTES 1. Foundation design has been developed in accordance with generally accepted professional engineering principles,, and practices within the limits of the subsurface data provided. Foundation design modifications may be required in the event the following design parameters are not applicable for the subsurface conditions encountered. Depth(ft) Soil Type K(pci) y(pcf) (deg) C(ksf) c5o(in/in) 010-8.0 Sand 0.0 70.0 25.0 0.000 0.000 8.0-12.0 Sand 158.0 123.0 35.0 0.000 0.000 12.0-18.0 Sand 236.0 128.0 38.0 0.000 0.000 2. Work shall be in accordance with local codes, safety regulations and unless otherwise noted, the latest revision of ACI 318, "Building Code Requirements for Reinforced Concrete". Procedures for the protection of excavations, existing construction and utilities shall be established prior to foundation installation. 3. Concrete materials shall conform to the appropriate state requirements for exposed structural concrete. 4. Proportions of concrete materials shall be suitable for the installation method utilized and shall result in durable concrete for resistance to local anticipated aggressive actions. ' The durability requirements of ACI 318 Chapter 4 shall be satisfied based on the conditions expected at -the site. As a minimum, concrete shall develop a minimum compressive strength of 3000 psi ( 20.7 MPa) in 28 days. 5. Maximum size of aggregate shall not exceed size suitable for installation method utilized or 1/3 clear distance behind or between reinforcing. Maximum size may be increased to 2/3 clear distance provided workability and methods of consolidation such as vibrating will prevent honeycombs or voids. 6. Reinforcement shall be deformed and conform to the requirements of ASTM A615 grade 60 unless otherwise noted. Splices in reinforcementshall not be allowed unless otherwise indicated. 7. Reinforcing cages shall be braced to retain proper dimensions during handling and throughout placement of concrete. When temporary casing is utilized, bracing shall be adequate to resist forces occurring from flowing concrete during casing extraction. 8. Welding is prohibited on reinforcing steel and embedments. 9. Minimum concrete cover for reinforcement shall be 3 inches (76 mm) unless otherwise noted. Approved spacers shall be used to insure a 3 inch (76 mm) minimum cover on reinforcement. 10. Concrete cover from top of foundation to ends of vertical reinforcement shall not exceed 3 inches (76mm) nor be less than 2 inches (51 mm). 11. Spacers shall be attached intermittently throughout the entire length of vertical reinforcing cages to insure concentric placement of cages in excavations. 12.Foundation design} has been based on geotechnical report no.WA01-5866 by LSI -ADAPT dated 02/13/200 13. Foundation depth indicated is based on the grade line described in the referenced geotechnical report. Foundation modification may be required in the event cut or fill operations have taken place subsequent to the geotechnical investigation., 14. Foundation design assumes level;. grade at pole site. ENG. FILE NO, 48237JA DWG. NO. A021858-2 FOUNDATION GENERAL NOTES 15. Foundation design assumes the recommendations . in the referenced. geotechnical report concerning verification of subsurface conditions are implemented prior to placement of concrete. 16. Foundation installation shall be supervised by personnel knowledgeable and experienced with the proposed foundation type. Construction shall be in accordance with generally accepted installation practices. 17. Foundation design assumes field inspections will .be performed to verify that construction materials, installation methods and assumed design parameters are acceptable based on conditions existing at the site. 18. For foundation and anchor tolerances see drawing A810214. 19. Loose material shall be removed from bottom of excavation prior to concrete placement. Sides of excavation shall be rough and free of loose cuttings. 20. Concrete shall be placed in a manner that will prevent segregation of concrete materials, infiltration of water or soil and other occurrences which may decrease the strength or durability of the foundation. 21. Free fall concrete may be used provided fall is vertical down without hitting sides of excavation, formwork, reinforcing bars, form ties, cage bracing or other obstructions. Under no circumstances shall concrete fall through water. 22 -Construction joints, if required in piers, must be at least 12 inches (305 mm) below bottom of embedments and must be ,intentionally roughened to a full amplitude of 1/4 inch (6 mm). Foundation design assumes no other construction joints. 23. Top of . foundation outside limits of anchor bolts shall be sloped to drain with a floated finish. Area inside limits of anchor bolts shall be level with a scratched finish. 24. Exposed edges of concrete shall be chamfered 3/4" x 3 / 4 " (19mm x 19mm) minimum. -25.Foundation design assumes casing, if used, will not be left in place. Equipment, procedures and proportions of concrete materials shall insure concretewill not be adversely disturbed upon casing removal. 26. Drilling fluid, if used, shall be fully displaced by concrete and shall not be detrimental to concrete or surrounding soil. Contaminated concrete shall be removed from top of foundation and replaced with fresh concrete. ENG. FILE NO. 48237JA DWG. NO. A021858-3 . . File: Customer Site: Type: ROHN Industries, Inc. 48237 Site: 1 Cycle: 1 Design: 1 Engineer: MAK QWEST WIRELESS / SEA -624 DILLON I/ POLE -TPR Pole: Tapered Steel S U M M A R Y O F A N A L Y S I S R E S U L T S Conditions .....:............. 85 mph Basic Wind Speed (0.50" radial ice) Building Code ................ : TIA/EIA-222-F-1996 Exposure ..................... . C Gust response factor:........ 1.69 Allowable Stress Increase.... 1.33 / Pole Height .................. 60.00 ft Top Diameter ................. 12.000 in Bottom Diameter .............. 23.000 in Pole Shape ................... 18 -sided Polygon Joint Type ................... Slip Shaft Steel Weight........... 2.267 kips POLE SHAFT PROPERTIES: Page: 1 08/21/2002 9:49 AM POLE SHAFT SECTION MAXIMUM FORCES AND MOMENTS: Wall Mat'l Top Bottom Slip Base of Section Sect. Thickness Yield Diameter Diameter Joint Steel Length [t] [Fy] [Dt] [Db] Overlap Taper Weight Seq (ft) (in) (ksi) (in) (in) (in) _(In/ft) (kips) 1 13.830 0.18750 65 12.000 / 14.650 22.00 0.1916 0.390 2 48.000 0.18750 65 13.810 23.000 46.17 0.1916 1.877 22.0359 1.8412 0.0000 0.1762 2 Combol POLE SHAFT SECTION MAXIMUM FORCES AND MOMENTS: At Base of Section Max. Ratio Sect. Axial Bending Horiz. Actual Elev. Load Moment Shear Torsion Allowable Seq Load Case (ft.) (kips) (ft -kips) (kips) (ft -Kips) [Ftot/Fb] 1 Combo4 46.17 1.7849 22.0359 1.8412 0.0000 0.1762 2 Combol 0.00 7.1791 244.4542 5.7153 1.4873 0.7488 >> MAX REACTIONS: 9.8485 245.7660 5.8068 1.4873 << SECTION PROPERTIES: Diam Wall Diam/ Across Thick Thick Weight Elev Flats [t] [W/t] [D/t] Area J I Seq (kips) Location (ft) (in) (in) Ratio Ratio -(in^2) (in^4) 1 0.390 @Top 60.00 12.000 0.1875 9.52 64.00 7.03 248.5 123.9 @Splice 48.00 14.300 11.68 76.27 8.40 423.7 211.3 @Bot 46.17 14.650 12.01 78.13 8.61 456.0 227.4 2 1.877 @Top 48.00 13.810 0.1875 11.22 73.65 8.11 381.1 190.1 @Bot 0.00 23.000 19.87 122.67 13.58 1789.7 892.6 Total Shaft Steel Weight = 2.267 kips l ROHN Industries, Inc. File: 48237 Site: 1 Cycle: 1 Design: 1 Engineer: MAK_ Customer: QWEST WIRELESS Site: SEA -624 DILLON Type: POLE -TPR Pole: Tapered Steel PROPERTIES: Page: 2 08/21/2002 9:49 AM ( @ Max Segment = 5.0 ft) Diam/ Diam. Wall Node Across Thick Node Elev. Flats [t) No. (ft) (in) (in) 22 60.000 12.00 0.1875 21 58.800 12.23 0.1875 20 57.600 12.46 0.1875 19 56.400 12.69 0.1875 18 55.200 12.92 0.1875 17 54.000 13.15 0.1875 16 52.800 13.38 0.1875 15 51.600 13.61 0.1875 14 .50.400 13.84 0.1875 13 49.200 14.07 0.1875 120 48.000 14.30 0.1875 12I 48.000 13.81 0.1875 11 46.167 19.16 0.1875 10 41.550 15.04 0.1875 9 36.933 15.93 0.1875 8 32.317 16.81 0.1875 7 27.700 17.70 0.1875 6 23.083 18.58 0.1875 5 18.467 19.46 0.1875 4 13.850 20.35 0.1875 3 9.233 21.23 0.1875 2 4.617 22.12 0.1875 1 0.000 23.00 0.1875 Page: 2 08/21/2002 9:49 AM ( @ Max Segment = 5.0 ft) Diam/ Thick [W/t,) [D/t) Area J I Ratio Ratio (in^2) (in^4) (in^4) 9.52 64.00 7.03. 248.5 123.9 9.74 65.23 7.17 263.3 131.3 9.95 66.45 7.30 278.6 139.0 10.17 67.68 7.44 .294.6 146.9 10.39 68.90 7.58 311.1 155.2 10.60 70.13 7.71 328.3 163.7 10.82 71.36 7.85 346.1 172.6 11.04 72.58 7.99 364.5 181.8 11.25 73.81 8.12 383.5 191.3 11.47 75.03 8.26 403.2 201.1 11.68 76.26 8.40 423.6 211.3 11.22 73.65 8.11 381.1 190.1 11.55 75.53 8.32 411.3 205.1 12.39 80.24 8.84 494.4. 246.6 13.22 84.95 9.37 588.0 293.3 14.05 89.67 9.89 692.7 345.5 14.88 94.38 10.42 809.2 403.6 15.71 99.10 10.95 938.0 467.8 16.54 103.81 11.47 1079.9 538.6 17.37 108.52 12.00 1235.3 616.1 18.20 113.24 12.52 1405.0 700.8 19.03 117.95 13.05 1589.6 792.8 19.87 122.67 13.58 1789.7 892.6 ROHN Industries, Inc. File: 48237 Site: 1 Cycle: 1 Design: 1 Engineer: MAK Page: 3 Customer: QWEST WIRELESS 08/21/2002 Site: SEA -624 DILLON 9:49 AM Type: POLE -TPR Pole: Tapered Steel DISCRETE APPURTENANCE PROPERTIES Weight EPA Elev. W/o Ice W/ Ice W/o Ice w/ Ice (ft) Description (kips) (kips) Az. (ft^2) (ft^2) Lines 60.00.(10)SCALA AP -17 PANELS ON 12' LP PLATFORM 1.24 1.86 360 40.11 47.77 (10) 1-5/8 in. 46.00 (9)SCALA AP -17 PANELS ON 12' LP PLATFORM 1.16 1.75 360 36.58 43.91 (9) 1-5/8 in. 32.00 (9)SCALA AP -17 PANELS ON 12' LP PLATFORM 1.16 1.75 360 36.58 43.91 (9) 1-5/8.in. Page: 4 08/21/2002 9:49 AM Operational Cf - qz Cf 0.650 0.650 0.65CI 0.65CI 0.650 0.650 0.650 0.650 0.650 0.650 0.650 0.650 0.650 0. 65CI 0.650 0.650 0.650 0.650 0.650 0.650 0.650 0.650 0 ROHN Industries, Inc. File: 48237 Site: 1 Cycle: 1 Design: 1 Engineer: MAK Customer: QWEST WIRELESS Site: SEA-624.DILLON Type: POLE -TPR Pole: Tapered Steel. PRESSURES Elev. W/o Ice With Ice Seq. (ft) Kz qz Cf qz 1-11 59.400 1.183 36.974. 0.650 26.024 1-10 56,,.200 1.176 36.759 0.650 27.861 1-9 57•.000 1.169 36.541 0.650 27.695 1-8 55.800 1.162 36.320 0.650 27.528 1-7 54.600 1.155 36.095 0.650 27.357 1-6 53.400 1.147 35.866 0.650 27.184 1-5 52.200 1.140 35.634 0.650 27.008 1-4 51.000 1.132 35.398 0.650 26.829 1-3 49.800 1.125 35.158 0.650 26.647 1-2 48.600 1.117 34.914 0.650 26.462 1-1 47.083 1.107 34.599 0.650 2,6.224 2-11 47.083 1.107 34.599 0.650 26.224 2-10 43•.858 1.085 33.905 0.650 25.697 2-9 39.242 1.051 32.844 0.650 24.893 2-8 34.625 1.014 31.690 0.650 24.019 2-7 30.008 1.000 31.258 0.650 23.691 2-6 25.392 1.000 31.258 0.650 23.691 2-5 20.775 1.000 31.258 0.650 23.691 2-4 16.158 1.000 31.258 0.650 23.691 2-3 11.542 1.000 31.258 0.650 23.691 2-2 6.925 1.000 31.258 0.650. 23.691 2-1 2.308 1.000 31.258 0.650 23.691 Page: 4 08/21/2002 9:49 AM Operational Cf - qz Cf 0.650 0.650 0.65CI 0.65CI 0.650 0.650 0.650 0.650 0.650 0.650 0.650 0.650 0.650 0. 65CI 0.650 0.650 0.650 0.650 0.650 0.650 0.650 0.650 0 ROHN Industries, Inc. File: 48237 Site: 1 Cycle: 1 Design: 1 Engineer: MAK Page: 5 Customer: QWEST WIRELESS 08/21/2002 Site: SEA -624 DILLON 9:49 AM Type: POLE -TPR Pole: Tapered Steel MOMENTS, FORCES AND DEFLECTIONS 1 Moment Shear Design Axial My Mz Vy Vz Torsion _ Deflection Twist Sway Node Elev. (kips) (ft -k) (ft -k) (kips) (kips) (ft -k) _ (in) (deg) (deg). 22 60.000 1.891 0.00 1.86 0.00 1.36 1.343 26.065 0.108 3.373 21 58.800 1.947 0.00 3.62 1.39 0.00 0.000 25.218 0.103 3.367 20 57.600 2.003 0.00 5.41 1.42 0.00 .0.000 24.373 0.098 3.357 19 56.400 2.060 0.00 7.24 1.44 0.00 0.000 23.531 0.093 3.342 18 55.200 2.118 0.00 9.10 1.47 0.00 0.000 22.693 0.089 3.324 17 54.000 2.176 0.00 11.01 1.50 0.00 0.000 21.859 0.085 3.302 16 52.800 1.545 0.00 13.21 1.70 0.00 0.000 21.032 0.081 3.278 15 51.600 1.593 0.00 15.36 1.73 0.00 0.000 20.212 0.077 3.250 14 50.400 1.643 0.00 .17.54 1.76 0.00 0.000 19.398 0.073 3.220 13 49.200 1.693 0.00 19.77 1.80 0.00 0.000 18.593 0.070 3:187 12 48.000 1.785 0.00 22.04 1.84 0.00 0.000 17.795 0.067 3.153 11 46.167 3.096 0.00 25.59 3.15 0.00 0.000. 16.592 0.062 3.113 10 41.550 3.387 - 0.00 40.86 3.32 0.00 0.000 13.667 0.050 2.919 9 36.933 3.647 0.00' 56.97 3.46 0.00 0.000 10.952 0.041 2.680 8 32.317 5.021 72.40 1.29 0.00 4.66. 1.487 8.464 0.033 2.411 7 27.700, 5.424 94.84 1.29 0.00 4.69 1.487 6.288 0.,026 2.112 6 23.083 5.757 118.25 1.30 0.00 5.04 1.487 4.395'.0.020 1:787 5 18.467 6.099 142.26 1.31 0.00 5.20 1.487 2.827 0.015 1.443 4 13.850 6.451 166.67 1.31 0.00 5.36 1.487 1.597 0.010 1.087 3 9.233 6.811 192.10 1.31 0.00 5.54, 1.487 0.713 0.007 0.726 2 4.617 7.179 217.96 1.31 0.00 5.72 1.487 0.181 0.003 0.363 1 0.000 7.179 244.45 1.32 0.00 5.72 1.487 0.000 0.000 0.000 1 ROHN Industries, Inc: File: 48237 Site: 1 Cycle: 1 Design: l Engineer: MAK Page: 6 Customer: QWEST WIRELESS 08/21/2002 Site: SEA -624 DILLON 9.49 AM Type: POLE -TPR Pole: Tapered Steel ACTUAL AND ALLOWABLE STRESSES I Actual Stresses Allowable Actual / Axial Bending Shear Torsion Combined Stress Allowable Elevation [fa] [fb] [fv] [ft] [Ftot] [Fb:l [Ftot/Fb] Node (ft) (ksi) (ksi) (ksi) (ksi) (ksi) (ksi) Ratio 22 60.000 0.269 1.083 0.000 0.395 1.515 52.000 0.0291 21 58.800 0.272 2.021 0.000 0.000 2.293 52.000 0.0441 20 57.600. 0.274 2.909 0.000 0.000 3.183 52.000 0.0612 19 56.400 0.277 3.750 0.000 0.000 4.027 52.000 0.0774 18 55.200 0.279 4.548 0.000 0.000 4.828 52.000 0.0928 17 54.000 0.282 .5.305 0.000 0.000 5.588 52.000 0.1075 16 52.8'00 0.197 6.146 0.000 0.000 6.343 52.000 0.1220 15 51.600 0.199 6.897 0.000 0.000 7.097 52.000 0.1365 14 50.400 0.202 7.614 0.000 0.000 7.816 52.000 0.1503 13 49.200 0.205 8.296 0.000 0.000 8.501 52.000 0.1635 120 48.000 0.213 8.948 0.000 0.000 9.161 52.00() 0.1762 12I 48.000 0.220 9.607 0.000 0.000 9.827 52.000 0.1890 11 46.167 0.372 10.599 0.000 0.000 10.971 52.000 0.2110 10 41.550 0.383 14.959 0.000 0.000 15.343 52.000 0.2950 9 36.933 0.389 18.567 0.000 0.000 18.956 52.000 0.3645 8 32.317 ,0.508 21.466 0.933 0.220_ 22.064 52.000 .0.4243 7 27.700 6.521 25:337 0.928 0.198 25.931 52.000 0.4987 6 23.083 0.526 28.612 0.911 0.179 29.199 52.000 0.5615 5 18.467 0.532 31.322 0.896. 0.163 31.907 52.000 0.6136 4 13.850 0.538 33.577 0.885 0.149 34.161 52.000 0.6569 3 9.233 0.544 35.461 0.875 0.137 36.047 52.000 0.6932 2 4.617 0.550 37.043 0.867 0.126 37.632 52.000 0.7237 P 1 0.000 0.529 38.376 0.833 0.116 38.939 52.000 0.7488 / I ROHN Industries, Inc. File: 48237 Site: 1 Cycle: 1 Design: 1 Engineer: MAK Page: 7 Customer: QWEST WIRELESS 08/21/2002 Site: SEA -624 DILLON 9:49 AM Type: POLE -TPR' Pole: Tapered Steel NOTES LOAD COMBINATIONS Load Combo Description Combol Dead'Load + Wind Load no Ice @ 000 deg. Combo4 Dead Load + Wind Load no Ice @ 090 deg. UNCHECKED APPURTENANCES ID EditedBy Description 1-5/8 in. 1-5/8 in. 3/8in SD 3/8in Safety Device Generic I Designed B MAK Checked By Eng. File: 48237JA Customer Name: QWEST WIRELESS Download = 9.8 kips OTM = 245.8 ft -kips Shear = 5.8 kips Date: 8/23/2002 Date: 81Z31O7, Site Name: SEA -624 DILLON REACTIONS LPILE INPUT PARAMETERS Depth(ft) Soil Type K(pci) y(pcf) (deg) C(ksf) E50(in/in) N RQD 0.0-8.0 Sand 0.0 70.0 25.0 0.000 0.000 2 0 8.0-12.0 Sand 158.0 123.0 35.0 0.000 0.000 32 0 12.0-18.0 Sand 236.0 128.0 38.0 .0.000 1 0.000 1 48 0 Load Factor = 2.0 Pier Diameter = 4' - 0", Shaft I.D. = 0' - 0", Pier Depth = 18' - 0" and Ground Slope= 0 Deg. SUMMARY OF LPILE RESULTS (See Attached Graphs) Deflection at Top = 0.38 in i Max. Moment = 298.3 ft -kips Max. Shear = 59.0 kips Max. Lateral Soil Pressure= 5:610 ksf (See Attached Shaft Reinforcing Program For Reinforcement Calculations) SUMMARY 1) Use 4' - 0" diameter and 18' - 0" deep drilled pier with 0' - 6" projection. 2) Use 12 # 9 bars in 3' - 3" Dia. cage with # 5 ties at 3" centers in top 4 feet and at 12 " centers in rest of pier. 3) Concrete Volume = 8.6 Cu. Yds. CN co v Depth, Ft O 64 Cf) LO CO co CY) r r LO Fl- co Ln ------------ ------------ ------------ ------------ ------------ ------------ ------------ ------------------ ------- --------------------------- -------------- ---------- ------------ ----------------------co -------------------- ------------- ---------------- : ------------------------ ------------ - ---------- O ------------------- ------------ ------------ ------------ ------------ I ------------- ------ ------ ------------- ----------------- ------- -------------- ------------ ------- ----------------- - -------- -- ------------ I ------------- i ------------ ------------ ------------- --------- - ------- ------------------ to ----------- - -------------------------------------- ------- — ------------ I ------------- ------------ I ------------- ------------- I -------- -- - ------------ ------ 0 ---------- T ------------- T ------------- 7 ------------ 7 --- -------- --- --------------------- ----- ------- ------------ ------------ ------------- ------------------------ --------- ------------------------------------- - --------- ------------ ------------ — ti ------------ ------------ ------------ ------------ ------------ ------------ ----------------------- ui ------------- ----------- ---------- --------------------------------- ------------ ------------ -------- --- --- -------- ------------ ------------ ------------ 4 -- ----- ---- — ---------- . ....... . -------- ---- ------------- --- --- --------- - -------------- - --------- --- ------ + ------------ ------------ ------------ ------------ ------------ ------------- --- -------- ------ ----- --------- ------- --- --------- — CL + ------------ ------------ ------------ I ------------- ------------ I ---------------------------------- -- ------ .... . LLI I------------- ------------------------- — 1*4� Co co ----------'-+---------------- --------- I --------- ------------ I ------------- ------ ------------- .... . .... 7 ------------------ ----- ------ ------- ------ ----- ------------ — co --------------- ------------ ------------ ----------------- ----------------- ---------- --------------------- C14 + ------------ ------------ ------- ------------ ------------ ------------ ------ ---------------------- I ---------------------- ------------------ LU ------------------------- I ------------- ------------ I ------------- I ---------------- --------- ------------ ------------- ------------- --------------------- ------------ ----- --- ---------- ------------ ------------- ------------- ------------------------- ------------------------- -------------------------- I ------------- - --------- ------------ ----------- ------------- — ------------ ------------ -------- ----------- --------------- I ----------- ------------- 4 ------------------------- - ------------ T --------------- --------- ------------------------ - ----------- ------------ ------ ------------ ------------ ------------- ------------- — ----------------------------------------- ------------------- ---------------------------- ---------------- ----------- ------------- — -7 --- - --------- ------------ I ------------- ------------ I ------------- I ------------- I ------------- 0 CN ce) LO tD co 1=1 'qlda(] ------------ ------------ - -------------------------- - ------------ ------------ ------------ ------------ ------------ ------------ ---------------- ----------- - I-------------- - CN v LO r- r. &18DNAME: MAK FILE NO. 48237JA PAGE NO. 1 SHAFT REINFORCING PROGRAM VER. 91.4 . ---------------- DESIGNED BY: MAK ENG. FILE NO.: 48237JA. DATE: 08/23/02 CUSTOMER: QWEST WIRELESS INPUT DATA C = 9.80 Kips Vc = 59.00 Kips / Mc = 298.33 Ft -K: / T = .00 Kips Vt = .00 Kips Mt = .00 Ft -K: Fy = 60.00 Ksi Fyt = .60.00 Ksi L.F. = 1.30 H = 48.00 In. Ds = 39.00 In. FIC = 3.00 Ksi U = 1.00 Irs = 1 *** SHAFT CROSS SECTION IS ROUND *** SUMMARY OF ANALYSIS Minimum area of steel req'd. = 9.05 sq.in. '� (Rhomin = .0050) Maximum steel area limit = 144.76 sq.in. (Rhomax = .0800) CIRCULAR TIE DATA ----------------- ----------------- Vu <.85*VC/2, shear reinforcement is not required. Use maximum tie spacing specified in A.C.I.. 318-83, / Section 7.10-.5 for compression reinforcement. DEVELOPMENT LENGTH MODIFIERS FOR TENSION AND COMPRESSION BAR DEVELOPMENT DLMT = MODIFIER FOR TENSION DEVELOPMENT = .667 DLMC = MODIFIER FOR COMPRESSION DEVELOPMENT = .180 REQUIRED Ld = MODIFIER * BASIC Ld * ACI 318 MODIFIERS (12 in. min.) u VICEgTY MAP 12TH N1o1H Si SITE LOCATION- 7,ST I I 6TH ST STH ST 4TH ST BUREII ST !It GKGWY WAY MWOM AVE t a: 6 2001 BREMERTO N BUILDING OEPARTME :44* 20' 30Nd 7lbi01 *.* rtl100-0N Oil'( (IaLA ;0.1 r. ,.r a"`' � r•� � � III;. 1�" 71, TOP OF POLE l F . I�'ti na. EL =99,23 \ t11 1 E i 0_}. 1 t (C,;LC'U) NJ �. �- \ %G'U. 0n (PLAT) (CALCO.) 1,100.00' (PLS?;) , D. Q C CIO 10 (co Jt l f j`""' - - - -. •�r• -. .- _ ._ .� ._ - _ i QCi.OL7: - - - - - �' - � - _ _ _ _ �,p�, •J;', 1 n Ull t.i� r r + 99 (CA L t: C. t C, 0 ('P1_A 1) 1 o % t_ _ '. EM ,.�- i *,, r" r 1 0 el r C n, ✓-' J T,- ,- f7✓-, W 7 r_, r_ C 71711 7 (" IC7MM :�.-1 Ch!QCA 7C•Ca? PP I')I^. CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT STAFF REPORT ,,. SPECIAL USE PERMIT,SITE PLAN REVIEW & SEPA APPEAL Qwest Wireless File # PLO 1-0022 Application Date: April 20, 2001 Date: February 13, 2002 SUMMARY Applicant: Qwest Wireless 450 110`h Ave. N.E., # 209 Bellevue, WA 98004 2. Location: 2300 Sixth Street, Bremerton, WA Attachments: Application, Site Plan 4. Comprehensive Plan Designation: CG (General & Highway Commercial) Zoning Classification: GB (General Business) 6. Assessor Account #: 3810-004-016-0008 PROJECT DESCRIPTION: The applicant proposes to erect a sixty foot monopole/vertical flat panel array near the north west corner of the existing building currently utilized for "Red's Electric Motors" business. Ground - mounted equipment typically associated with such antennae is also proposed. The original application, which was submitted on April 20, 2001, proposed a tower eighty feet in height with a horizontal antenna array. That proposal was modified at the request of City staff and the current proposal was submitted on November 8, 2001. The pole is proposed to be located approximately twenty feet from the alley abutting the north property boundary and the west property line. No warning lighting is proposed on top of the pole. SURROUNDING ZONING AND LAND USE: The site is a part of a commercially zoned strip that parallels Sixth Street. A tire store and other business are located to the west, and an auto repair business is located to the east ac Immediately across Sixth Street to the south are residential uses that are zoned GB. The site abuts an alley on the north, and across the alley are single family residences. Land use to the north is residential, although an elementary school is located approximately 1 %2 blocks to the north. Zoning to the north is CBR (Residential Medium Density). Zoning to the west, east,' and south is GB (General Business). Page 1 of 5 Page 2 of 5 SITE CHARACTERISTICS: The proposed location of the monopole is within a twenty foot square easement located near the northwest corner of the subject property. This location is near -the northwest corner of the building that presently contains a business known as "Red's Electric Motors." Several parking spaces for the business are situation immediately south of the proposed pole location, which is covered by blackberry vines at the present time. The pole location appears to be at the highest point of the property. As indicated above, numerous residences are located to the north of the alley. Some of those have a territorial view to the south. The proposed monopole is likely to be visible from some of those residences. SEPA STATUS: Pursuant to WAC 197-11-340 a Determination of Nonsignificance was issued by the Responsible Official (Director of the Department of Community Development) on December 21, 2001. Thomas Cantwell filed a timely appeal of that DNS on January 7, 2002. Mr. Cantwell raises compatibility of the proposal with the neighborhood, health concerns, and impacts upon property values as his basis for believing that an Environmental Impact Statement should be required. CRITERIA FOR DECISION: The Zoning Ordinance (in "Figure 140, Appendix, page 21 Land Use Tables) stipulates that "Communications Antenna/Relay Tower" is an allowable use in the GB zone, subject to approval of a Special Use Permit. The Director of the Department of Community Development has made a determination that the subject application warrants a "non -administrative" application (i.e. a public hearing is required. Section 21.02.930 stipulates that Site Plan Review approval is required. Section 21.02.905, Bremerton Municipal Code addresses the Special Use Permit aspect of this application. Section 21.02.930 addresses the Site Plan Review process and Chapter 21.12 pertains to the SEPA appeal. SPECIAL USE PERMIT: Section 21.02.905(d) reads as follows: (d) Criteria for Approval: A Special Use Permit may be approved if all of the following questions can be answered "YES": (1) Is the proposal consistent with the City's Comprehensive Plan and either designated "SUP" in the Zoning Ordinance, or is it being processed as an "Unlisted Use"? (2) Will the proposal comply with all applicable development standards and requirements, including the availability of all needed utilities and services? (3) Will the proposal, along with any mitigation measures or other conditions of approval, avoid significant adverse environmental' consequences? (4) Will the proposal be compatible with adjacent uses and surrounding neighborhood? Page 3 of 5 . (5) Does the proposal comply with all other criteria or design guidelines that are applicable to the specific use or type of development? (e) Conditions of Approval: Such conditions as site orientation, fencing, buffering, parking location, lighting, access, hours of operation, or others may be imposed as conditions of approval if needed to prevent adverse impacts and/or ensure compatibility with the surrounding area. Consistency with Comprehensive Plan. The Comprehensive Plan, which was adopted in 1995 does have a section that addresses wireless communication facilities. On page 18 of the Utilities Element, the plan refers to the two service providers then serving the Bremerton area, and listed the existing facilities that they utilized in the City. At the time of the adoption of the Plan, neither of those service providers were apparently planning on any new antenna facilities in Bremerton. It may therefore be concluded that the Comprehensive Plan does not adequately address the subject application and the other facilities that have been developed in the city since 1995. There is no separate ordinance that addresses wireless communication facilities and nothing in the Zoning Code that pertains to them specifically. The Comprehensive Plan is therefore silent with regard to this application. Compliance with Applicable Development Standards. The development standards specified in the Zoning Ordinance for the GB zone specify a maximum height of 60 feet, a 20 foot front setback, zero side and rear yard setback from non-residential zones, and 10 foot side and rear yard setback from residential zones. The proposal is therefore consistent with these development standards. It should be noted that these development standards would allow a building up to 60 feet in height to be constructed on this property. Environmental Consequences. It is likely that the monopole will be visible to some residents living in the area to the north of the site. It should be noted, however, that the height of the pole and configuration of the antennae at the top of the pole were modified by the proponents after a request from City staff in November of 2001. The height of the original pole was 80 feet and a more visually obtrusive horizontal antenna array were part of the original application. While the SEPA appellant has indicated concern regarding health issues, there does not appear to be any conclusive evidence indicating that an antenna of this type poses a significant health threat. The proponents have proposed screening and painting of the pole to partially mitigate the visual impacts on nearby property. Based upon a review of the file it does not appear will, if approved and constructed, result in significant adverse environmental consequences. Compatibility with Adjacent Uses and Surrounding Neighborhood Visual impacts appear to be the principal issue with implications regarding compatibility. While the applicants have agreed to paint the tower with a non -reflective grey coating and screen the base and ground -mounted equipment the proposed tower will be visible in certain instances. It should be noted, however, that if a building were to be constructed on the site that complied with the bulk regulations applicable in the Zoning Ordinance (i.e. sixty foot maximum height and zero side setbacks, the visual impacts of such a building would far exceed those of the proposed monopole and antenna. It should also be noted that staff has requested that the applicants consider alternative sites and antenna configurations, including an existing City -owned tower located in Forest Ridge Park within the general vicinity of this site. Such sites were investigated and rejected based upon engineering considerations. Page 4 of 5 Compliance with Design Criteria. There are no other design criteria or guidelines in existing City policies or regulations that appear to apply to this application. SITE PLAN REVIEW: Section 21.02.930 (c ) specifies the review procedures applicable to a Site Plan Review. Sub -section (4) states "The Site Plan shall be reviewed for consistency with applicable regulations and development standards. Such review typically addresses setbacks, parking, landscaping, and other "site plan" sorts of issues. The subject project does not have significant access, parking, or traffic implications. As indicated above, certain mitigative measures have been proposed to address visual impacts of the base of the tower and the visual impacts of the antenna at the top of the monopole. The proposal appears to comply with applicable development standards specified in the Zoning Ordinance. DECISION: The proposal appears to clearly comply with applicable development standards specified for the GB zoning classification. It further appears to be in general compliance with the criteria for approval of a Special Use Permit and Site Plan Review, with the possible exception of Section 21.02.905(d)(4), which relates to compatibility with adjacent uses and the surrounding neighborhood. If the Examiner concludes that the proposal is in compliance with all applicable criteria, and is therefore compatible with the surrounding area, the following conditions of approval are suggested: 1. The proposed monopole shall be unlighted and shall therefore not have any daytime or nighttime illumination. 2. The structure shall be painted a non -reflective gray or other unobtrusive color subject to approval by City staff. 3. A Building Permit must be obtained prior to the proposed facilities being erected on the premesis. 4. All requirements of the Bremerton Fire Marshall shall be adhered to including fencing of the facilities, provision of a Knox Box or lock with key available for emergency access. 5. Fencing and landscaping of the tower base and ground -mounted equipment shall be consistent with applicable City requirements and shall effectively screen such facilities from view from the alley, public streets, and residential properties to the north. 6. All applicable requirements of the Federal Communications Commission (FCC) and Telecommunications Act of 1996 regarding Electromagnetic Field/Radio-Frequency Radiation Standards shall be adhered to. .7. Prior to building permit approval the applicant shall provide the Department of Community Development proof of an executed lease agreement between the legal owner of the subject property and Qwest Wireless. 8. A silt and erosion control plan shall be developed and implemented for the proposal consistent with the requirements of the City Engineering Department. 9. All proposals of the applicants including the revisions submitted on November 8, 2001 shall be conditions of approval, unless in conflict with City regulations. Page 5 of 5 10. Should the facility become technologically obsolete and cease being utilized, the antennae and support structure shall be removed within 120 days of de -activation. Qweststaffrept 1 I E3RaMF=F -1F C) ! F"E:RM X 'T- GEIN4-ra'R 286 4th Street, Bremerton, WA 98337 Phone: ( 360 ) 478-5275 FAX: ( 360 ) 478-5278 BUILDING PERMIT ,lob Addr: 230.0 6TH ST Permit No: Location: 6TH & OLYMPIC Status: Parcel No: 3810004-016--0009 Applied: :Issued: Applicant: DILLON DOUGLAS & JOYE Expires: 2300 6TH ST BREMERTON WA 98312 Owner: DILLON, DOUGLAS & JOYE 2300 6TH ST BREMERTON WA 93312 0 Contractor: Lic #: Exp: Subcontr. o V �.J n Desc: INSTALL 60' WIRELESS MONOPOLE & BASE STATION EQUIPMENT 02-0465 PENDING 08/2112002 Valuation; Permit Fees: 643.75 Total Calculated Fee: 1,066.69 50,000.00 Plan Check Fees: 418.44 Additional Fees: .00 Other Fees: 4.50 Total Permit Fee: 1,066.69 This permit shall become null and void if the building or work authorized by this permit is not commenced within 180 days from the date of such permit, or if this building or wort; authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. NOTICE - It is the,responsibility of the permit holder, not the City of Bremerton or Building official to see to it that required inspections are made. The permit holder must notify the Buil it Official when ready for inspections. Failure of the permit holder to notify the Building Official of qu ed inspections may result in the stoppage of the work until such time that the permit holder can suk-t n the building official that the concealed work meets or exceeds code requirements. Any demolion, eating, or financial burden shall be borne directly by the permit holder. Failure to substantiate coYeg5A cements will indemnify the City against any and all responsibility or liability connected with the t uction. I hereby certify that I have read and examined this permit and kr w the same to be true and correct. All provisions of laws and ordinances governing this typef or wil be complied with whether specified herein or not. The granting of a permit does not presume to v a thoYity to Violate or cancel the provisions of any other State or local law regulating constyuctiw •0 the perfoYmance of construction. Signature' Date' I certify that I am exempt from the require o i of the state contractor's registration law, under Section 3, Chapter, 126, laws of 1957. % Signature: Permit Center Approved By: �7_� uE g-aa-oa Date" 286. 4th Street, Bremerton, 144 98337 Phone" (360) 478- 75 FAX: '( 360) 478-5278 BUILDING PERMIT Job Addr: 2300 6TH ST permit No: `Location: 6TH & OLYMPIC Status: Parcel No: 381.0004-•016-0009 Applied: Issued: Apps %ant: DILLON DOUGLAS & JOYE Expires: 2360 6TH ST BREMERTON WA 98312 Owner: DILLON, DOUGLAS & JOYE 2300 6TH ST BREMERTON WA 98312 Contractor: DLic #� Exp: Subcontr: ° ' Desc: INSTALL 60' WIRELESS MONOPOLE & BASE STATION EQUIPMENT LVA • / V' 02-0465 PENDING 08/2112002 ValuationPermit Fees: 643.7.5 Total Calculated Fee: 1,066.69 50,000.00' Plan Check Fees: 418.44 Additional Fees: .00 Other Fees: 4.50 Total Permit Fee: 1,066.69 This permit shall become null and void if the building or work authorized by this permit is not commenced within 130 days from the date of such permit, or if this building or work authorized by such permit is suspernded or abandoned at any time after the worl< is commenced for a period of ISO days. NOTICE - It is the responsibility of the permit holder,•not the City of Bremerton or Building Official to .see tP it that required inspectiom�are made. The permit holder must notify the Building official when ready for 'inspections. Failure of the per(rSit holder to notify the Building Official of 'required inspections, may result �Z, in the stoppage of•'the work until such time that the permit holder can substantiate to the building official that the conceal.ed work meets or exceeds code requirements. Any demolition, testing, or financial burden shall be Lorne dir ctly by the permit Fualder. Failure to substantiate code requirements will indemnify the City against any nd all responsibility or liability connected with the construction. I hereby certify that I have read and examined this permit and know the same to be true anod cyyrect. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not Presume to give authority to violate or cancel the..provisions of any other state or -local law regulating construction or the performance of construction. signature: Date:_„ I certify that I am exempt from -the requirements of he state contractor's registration law, under .Section 3, Chapter 126, laws of 1967... Signature Date: r Permit Center -•Approved By D e; = i = 4 C�-a� ��LLA 4,; Owner: DILLON, DOUGLAS & JOYE 2300 6TH ST BREMERTON WA 98312 Contractor: Lic #: Exp: Subcontr: °3 Do Desc: INSTALL 60' WIRELESS MONOPOLE & BASE STATION EQUIPMENT *******1K****:K***�K*******�***************�*******�K*****�*****7K 7K****�*********:'K***:�;K.•K;KT:K � ::.:'k:.k;K Valuation K Permit Fees: 643.75 Total Calculated Fee: 50,000.00 * Plan Check Fees: 418.44 Additional Fees= Other Fees: ��yy�4y .W.. .5y �0y�Tyyoyy ��tyy rayyl �Pyy We e�rrr Amyy ��iyy q�tyy ��yy Fee: This permit shall become null and void/I(he building or, work authorized by this permit is rrot corrnrrenced wl_r,r 130 days from the date of such Permi f this building or work authorized by such permit is suspended or abandoned at any time afi�er• the �� commenced for a period of 130 days. NOTICE - It is the respon ibi 't��"of the permit lder, not the City of Bremerton or Building Official to sc-,Y to it that required insp ai i re made. Th r 't holder must notify the "gilding Official when -read,,, : or inspections. Failure of i mit holder t tify the Building official of required inspections may -*su_1 in the stoppage of the wo <i i such t'm hat the permit holder can substantiate to the building officia' that the concealed work m t r exceed ode qui nts. Any demolition, testing, or financial burden .Sha.:_. be borne directly by the pt mit holder. Fai to - instantiate code requirements will indemnify ttre C.ir_y .against any and all resporis bilit iabi� i y conn ted with the construction. CKI 1 hereby certify that I have read and examin this p rmit and ;mow the same to be true and correct. All Provisions of laws and ordinances governi typ of work will be complied with whether specified herain or not. The granting of a permit does no p to give authority to violate or cancel the provisions Qf any other state or local law regulating moons ruction or the performance of construction. Signature: Date: I certify that I am exempt from the requirements of the state contractor's registration law, under Section 3, Chapter 126, laws of 1967. Signature Permit Center --Approved By: Date: l� g -aa -o Date: F3F2EMaF2T©N F>aF2M I T CENTS F:Z 286 4th Street, Bremerton, WA 98337 PI01K c ouil Phone: ( 360 ) 478-5275 FAX: BUILDING PERMIT ( 360 ) 478-5.278 l 1 '? pl,(�. Job Addr: 2:300 6TH ST Permit No: 02-0465 (b Location: 6TH & OLYMPIC Status: PENDING Parcel No: 3810004-016-0009 Applied: 08%2112002 Issued: Applicant: DILLON DOUGLAS & JOYE Expires: 2300 6TH ST BREMERTON WA 98312 Owner: DILLON, DOUGLAS & JOYE 2300 6TH ST BREMERTON WA 98312 Contractor: Lic #: Exp: Subcontr: °3 Do Desc: INSTALL 60' WIRELESS MONOPOLE & BASE STATION EQUIPMENT *******1K****:K***�K*******�***************�*******�K*****�*****7K 7K****�*********:'K***:�;K.•K;KT:K � ::.:'k:.k;K Valuation K Permit Fees: 643.75 Total Calculated Fee: 50,000.00 * Plan Check Fees: 418.44 Additional Fees= Other Fees: ��yy�4y .W.. .5y �0y�Tyyoyy ��tyy rayyl �Pyy We e�rrr Amyy ��iyy q�tyy ��yy Fee: This permit shall become null and void/I(he building or, work authorized by this permit is rrot corrnrrenced wl_r,r 130 days from the date of such Permi f this building or work authorized by such permit is suspended or abandoned at any time afi�er• the �� commenced for a period of 130 days. NOTICE - It is the respon ibi 't��"of the permit lder, not the City of Bremerton or Building Official to sc-,Y to it that required insp ai i re made. Th r 't holder must notify the "gilding Official when -read,,, : or inspections. Failure of i mit holder t tify the Building official of required inspections may -*su_1 in the stoppage of the wo <i i such t'm hat the permit holder can substantiate to the building officia' that the concealed work m t r exceed ode qui nts. Any demolition, testing, or financial burden .Sha.:_. be borne directly by the pt mit holder. Fai to - instantiate code requirements will indemnify ttre C.ir_y .against any and all resporis bilit iabi� i y conn ted with the construction. CKI 1 hereby certify that I have read and examin this p rmit and ;mow the same to be true and correct. All Provisions of laws and ordinances governi typ of work will be complied with whether specified herain or not. The granting of a permit does no p to give authority to violate or cancel the provisions Qf any other state or local law regulating moons ruction or the performance of construction. Signature: Date: I certify that I am exempt from the requirements of the state contractor's registration law, under Section 3, Chapter 126, laws of 1967. Signature Permit Center --Approved By: Date: l� g -aa -o Date: 286 4th Street, Bremerton, 14A 9,9337 Phone: (360) 478-5275 FAX: (360) 47,6-5278 BUILDING PERMIT Job Addr'., 2300 6TH S1 Permit No: Location. 6TH & OLYMPIC Status: Parcel No: 3810004-016-0009 Applied." Issued, Applicant: DILLON DOUGLAS & JOYE Expires. 2300 6TH ST BREMERTON WA 98312 Owner'. 01i,LON, DOUGLAS & JOYE 2300 6TH ST BREMERTON WA 98312 Contractor: r-,\., Lic #' Exp': L) Subcontrr 0 Desc' INSTALL 601 WIRELESS MONOPOLE & BASE STATION EQUIPMENT 02-0465 (40 PENDING 08/21/2002 Valuation Permit Fees, 643.75 Total Calculated Fee: 1,066.69 50,000.00 Plan Check Fees: 418.44 Additional Fees: .00 Other Fees: 4.50 Total Permit Fee: 17066.69 This perinit Wyall be me null and void if the Wildirtg or work- authorized by this permit it3, not covkmew-ed wit'hin 180 bays fyan tho date of skit �h permi_-' or if thi.D Wilding or work authoeizert t3y skAct; permit iv v1spended ar abar,4oned e. -L any Eiir* after the aoyk i3 for a period Of 180 NOTME - It is the Y, � onaibility of thie Pe,173it h0lde'e, not. the, Cin, q Bremt-rtori or Building Official to see to it that rewired inspectioyva are m-Aq4e. tile pertrit holder must rcrtifY the LAuvldirtq (7fficia1 when roady fay insoectiorm. railure of the. permit holder to rKitify the Suildirr-j Official of requived inspectionz may rcwlt in thv stoppage t,-�Af Um t-,ork until such -time that the permit. holder Can auteatantiate to the building offic-i'al that tlre =-K�ea work aw-e� An), demalitiom. testins, or finarr-ii). buyder, sha,11 a be borne direct Y the Pe Mtiate co:ie requirpments will irojemnif>' tier? Cit; .Against any retports 0with t4e rtinetructj,ori. r hereby certify ktrat I fay.: y-ead &ZId exemjyjed ttIJ5 permit and j'Vr*W tf)e S:'Afw to be tr'Ue and f.-Qrreot. All peovisiA.Vne of 1&is 81-yt oydinarcee't governing tj'ji�n type ()f work will tx,: ccmlied t4ith itfiethey V.eCjfj,;Xj heyei.j., i',)y not. The granting cif a permit does�� not py%,NAme to !givc- Auttv-.,rity to -violate at- caficel the PraA,.Lsiar* of any ot, law rwulating constraction or, the perForm&rV_,e of CrrW';tyYr_tj.0n. V I certify th;at I am exeoT4t from the YequiY")ertq,o tho, Set. -Ate Co)-7t-raCt0'r%q I.,egistvPtion g D D section 3, Chapter1_2rs' lawa-, of 1 ,467. AH BREMERTON BUILDING DEPARTMENT Permit Cent er- -Appl-oved Date" LE 266 4eh Sereat, Bremerton, Phone: (360) 47e-5275 F49: BUILDING PERMIT Job Addr,: 2300 6TH ST Location: 6TH & OLYMPIC Par -cel No: 3810004-016-0009 Applicaiit, DIPLON DOUGLAS & JOYE 2300 6TH ST BREMERTON WA 98312 Owner,: DILLON, DOUGLAS & JOVE 2300 6TH ST BREMERTON WA 98312 �X F (/U tA 518337 (360) 478-5.278 Contractor., Lic #., Exp: Subcontr: Oesc: INSTALL 6,01 WIRELESS MONOPOLE & BASE STATION EQUIPMENT Permit No: Status: Applied: Issued: Expires: 02-04 65 :9�— �- —(5) PENDING 08/21/2002 60 =f VN',. 7X gy� g Ypg %( g gr= )'4Xt g )v * -% ;-, X" X"g rA n }X r, rn%,Y* g )X X: g Valuation ;A Permit Fees: 643.75 Total Calculated Fee: 1,066.69 50,000.00 v Plan Check Fees; 418.44 Additional Fees: .,00 V, Other Fees: 4.50 'Total Permit Fee, 1,066.69 &XA1)=99 9 r=VI)Nt *)= 1�` 9 X(M==M9 11X ).Y ra Xi * r.,MM XOX 9 XOX )% r" V YA A 9 )X )XX )X V t X V )X � � )X )X %; A )Y. )XI)X 1%, )XV M * )9=1 "C9. Tills Permit shall become null and void if th--) building or work authorized by this permit is tit commenced within IGO days from the date of such permit., or- it this building or work authorizcad by such permit is suspended oy J1XT1d0nSd at O."Y time after the work s commenced for a period of 180 &%ys. NnTICZ - It is the responsibility of thw. Permit holder, not the City of Brem, rton or Building official to sea to i'e that required inspections are mmd,?. The permit holder must notify the BuildiM Official when ready foi, 3nspoctions. FailUye of the, permit holder to notify tte Building Official of required inspactiona may result in the stoppe-cie of. the work until such time that the permit holder can sui::sstantiate to the building official ,hat 0* concealed work meets or exceeds code ?*qUireMnts. Any dc,,molitian, testing, or financial buyd�n shall ba boron directly by the permit holder. Failure to bstantiatv code requirements will inr�famifY the City onpaimt any and all msponsibility or liability mllnected with the construction. I h,:-reb>l certify that I have read and examirled this permit and know the saw to be true and (noyrect. All Provisions of laws arc; ordinances soveynino this type of work will be complied with whether specified Naroin or mt. Th--n1ral !Oral Lim of a permit des not presume to give authority to violate or canal the pron' of I any other state 0,!,Ocal law resulatim cov in or the performance of construction. -71% signature Date I oiytify that I am exempt from tKv requircsoy-ants of the state contractor -'s Yegistmtion law, under Z*ction :D, Cbzpter- 128, laws of 1967. 1, -% fp--% -- V &=aa F `J gna tu Y e DateT * L002 r11X ?X XV.%)XX1X= XXV =119 *7A YXI 10:11XMIIr� SET 0 P," -not Cetiter—Appi,oved BY, Date: Building mit PerA licatACn Pp City of Bremerton, WA 98337 Phone: (360) 478-5275 Fax: (360;► 478=5278 APPLICANT: ❑OtiYi'Vi ER ❑CONTRACTOR-,UTHORIZED AGENT G . ZD�IB Site Address:+t j®® .(e' ' lei y� i Tat _Account Number: 61 A Coarraccor Licenser: i Conracr Person: _address: E_r-piraiion Date:_ Contact Phone #: Check the type of application for below: ❑ SF RESIDENTIAL NEW OPCOMMERCIAL NEW ❑ DUPLEX ❑ COMMERCIAL REMODEL ❑ MANUFACTURED HOME ❑ COMMERCIAL ADDITION ❑ RESIDENTIAL REMODEL ❑ COMMERICAL REPAIR ❑ RESIDENTIAL ADDITION ❑ MULTI-F_A HLY ❑ RESIDENTIAL REPAIR ❑ TENANT IMPROVEMENT Scope of Work Proposed:_ r M V1 /'ul) — — —QVE AUG 16 2002 ❑ GARAGE BREMERTON ❑ ACCESSORIAHI$MDEPARTMENT ❑ SIGN ❑ DEMO ❑ GRADING (Cubic yards: ) ❑ OTHER: Square Footage: Dwelling: Garage: ---(fr— Decks: - IS THIS PROPERTY WITHIN 200 FEET OF A SHORELINE= YE S NO Valuation #Plan Review Fee Permit fee Surc es`.Total:Feess ( Mate: 3 4.50 I �p Applications for which p 1 0s i 't 80 ad vs foo mg e te t aof ap ' cation shall expire by Limitation, and pians and other data submitted for review may therea er be, returned to the applicant or destroved by the building official. The building official may extend the time for action by the applicant for a period not exceeding 130 days on request by the applicant showing chat circumstances beyond the control of the applicant have prevented action from being taken. No applicant shall be extended more than once. In order to renew action on an application after expiration, the applicant shall resubmit plans and pay a new pian review fee. APPLICANT'S SIGNATURE N) P DATE: 9 0 RECEIPT RECEIPT Number: 02000729 Amount: 463.94 08/22/02 09:59 Payment Method" CK Notation: STAUBACH Init: vw ------------------------------------ Permit. No: 02-0465 Type, BLOGONLY BLDG PERMIT -NO 11ECH/ Parcel No. 3810004-016-0009 Site Address: 2300 6TH ST Location: 6TH 601 OLYMPIC Total Fees: 1,066.69 This Payment 463.94 Total ALL, Pmts, 463.94 Balance. 602.75 *W x K XN.*1k**x ** A:**** WXX *Y)X)K)K Xx # x Ut, * *)rl *AX Account Code Description Amount 16-345.8300 14580) BUILDING PLAN CHECK FEES ------- I --------------- 463.94 0 RECEIPT RECEIPT Number: 02000726 Amount: 643.94 08/21/02 1008 Payment Method: CK Notation: STAUBACH CK Init: vw ---------------------------------------------------------------- Permit No: 02-0465 Type: BLDGONLY BLDG PERMIT -NO MECH/ Parcel No: 3810004-016-0009 Site Address; 2300 6TH ST Location: 6TH & OLYMPIC Total Feew 1,066.69 This Payment 643.94 Total ALL Pmts: 643.94 Balance: 422.75 Account Code Description Amount. j6 -345V300 (45%) BUILDING PLAN CHECK FEES --------------------------------------------------------------- 643.94 450110th Ave, NE Bellevue, WA 990041 Fax: 4251451.6310 To. Tim Swenson From: Mark Olson Fax: 360-478-5278 Picone: 206-250-7306 Phone: 360-478-7980 Date: October 9, 2002 Re: Pages Joeluding Cover.. 2 Qwest 13 Urgent 0 For Review ® Please Carnment ❑ Please Reply 0 Please Recycle Comments: .lira„ Please find the sketch showing the elevations of the existing, property corners, building corners and the proposed base of pule elevation. I hope this will help i,n the project approval process, Please let me know if you need additional information or have comments or questions. Thank you for your help in this matter, Mark W. Olson, P.E. AfE Services Manager Qwest Wireless, LLC Ph. 206-250-7306 mwo)son@qwest.com 121' d S�.ZSB -17090 I6 01 t69L l St' S2ty H3S. SS3-1�3'.3I PI 1S3Mri Lid St':9n 71302 S6 I -X .00T 09 2882 0G'45 F9 QWEST WIRELESS/SEA 425 451 7594 TO 913634785278 P.82 ` Ll 01 co Lai lk V. CL Ct Goo 00 V AV SI *~' ° ~~ ** T0THL PAGE.82 ** ROHN INDUSTRIES, INC 6718 W. PLANK ROAD PEORIA, IL 61604 PHONE (309) 697-4400 FAX (309) 697-5612 14.250' ACROSS FLATS 80'-0' 66'-0' 52'-0' 0'-0' CE 78'-0* 3/16' X 34.75' (Fy=65) (EST Wr = 1.232 KIPS) SPLICE LENGTH MIN --2944- DESIGN = 33.00' PAUL J. FORD -AND COMPANY STRUCTURAL ENGINEERS 250 East Broad Street, Suite 500, Columbus, Ohio 43215 (614) 221-6679 Fax: (614) 448-4105 www.PjFweb.com L 0 A D C A S E S J 0 B D A T A Pae 1 of 2 lJob No. 20501-0430 Design No. ROHN FILE 48237JA Date 0 06-2001 No. Rev. Date By KJT Chk 11�� ---dRev. d By I C �/� Pole 80—FT MONOPOLE (inches) Site SEA -624 DILLON PROPERTY; KITSAP CO., WA Owner QWEST WIRELESS in. Ref. No. ®: Bottom 1 Design 85 MPH 74 MPH + 1/2" RADIAL ICE ACCORDING TO TIA EIA -222—F 1996 L 0 A D C A S E S CASE 1 85 MPH WITH NO ICE DESIGN WIND CASE 2 74 MPH WITH 1/2" RADIAL. ICE REDUCED WIND WITH ICE CASE 3 50 MPH WITH NO ICE OPERATIONAL WIND P 0 L E S P E C I F I C A T 1 0 N S Pole Shape Type: 18—SIDED POLYGON Toper: 0.198437 IN FT Shaft Steel: ASTM A572 GRADE 65 Base PL Steel: Anchor Bolts: ASTM A633 GR. E NS r 2 1 4 O x 7'--0" 18J ASTM A615 G E 75 (inches) ivo. Liev. 1 uescn tion TOP 3/4- LIGHTNING ROD 1-10 78.00 (10) SCALA AP17-1900/0133D AMERICIU9"GDEPARTMENT — 78.00 15—FT PLATFORM W/ HANDRAIL 11-19 66.00 (9) SCALA AP17-1900/063D AMERICELL PANEL — 66.00 1,12— _ LOW—PROFILE PLATFORM 20-28 52.00 (9) SCALA AP17-1900/063D AMERICEL ,P 1 — 52.00 12—FT LOW—PROFILE PLATFORM'&\k / STEP BOLTS Iiry FROM 9'=6 ABOVE BASE PLATE MAX = 38.00 ANTENNA FEED LINES RUNT INSIDE OF POLE a FA 9 1 013 9 i 3 2002 3/1§',.X 48.00' (EST Wi = 2.411 Lateral Rotation Lateral Rotation M ia iDeflection (sway) Deflection (sway) k% (Inches) I (degrees) (Inches) I (degrees) Shaf L, E Section Plate Lap Diameter Across Flats jec n Length Thickness Slice (inches) feet in. in. ® To ®: Bottom 1 34.75 0;1875 33.00 14.250 21.146 2 48.00 0.1875 20.225 29.750 NOTE: DIMENSIONS SHOWN DO NOT INCLUDE GALVANIZING TOLERANCES BASE REACTIONS FOR FOUNDATION DESIGN BASE R '3/4' X, 42.000' ROUND (WT. = 0.688 KIPS) MOMENT = 550 ft—•kips W/(4) 2.25.0 ANCHOR BOLTS EQUALLY SPACED ON 36.750' B.C. WITH MIN. 6'-0' SHEAR = 9 kips EMBEDMENT INTO PIER (W/NUTS k TEMPLATE PLATE 0 BOT.) s AXIAL = 13 kips TIGHTEN ANCHOR NUTS TO AISC SNUG TIGHT CONDITION. P 750' ACROSS FLATS ROHN INDUSTRIES, INC Pae 2 of 6718 W. PLANK ROAD PEORIA, IL 61604 Job No. 20501-0430 Design No. ROHN FILE 48237JA Date 0 06-2001 Rev. No. Rev. Date PHONE (309) 697-4400 FAX (309) 697-5612 KJT POLE SHAFT � POLE & FOUNDATION z z o 0 &BASE PL. ANCHOR o 0 DOUBLE HEAVY BOLTS a a HEX NUT W/ HEAVY HEX z a WASHER LEVELING NUT 3" GAP W/ WASHER (NO GROUT) 2" CLR U z LTJ J z 0 1n Ln Q U Z 0 I O CV in I TEMPLATE - AND NUTS X PAUL J: FORD -AND COMPANY STRUCTURAL ENGINEERS 250 East Broad Street, Suite 500, Columbus, Ohio 43215 (614) 221-6679 Fax: (614) 448-4105 www.PjFweb.com NOTES: FIN GRADE 1. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS. CONCRETE SHALL BE AIR ENTRAINED (6±1.5%). CONCRETE \// SHALL HAVE A MAXIMUM WATER/CEMENT RATIO OF 0.46. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH `THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE', ACI 318, LATEST EDITION. FOUNDATION INSTALLATION SHALL BE IN ACCORDANCE WITH ACI 336, 'STANDARD SPECIFICATIONS FOR THE CONSTRUCTION OF DRILLED PIERS', LATEST EDITION. (12)—#5 TIES 08 6" C/C REM #5 TIES 18- C/C J U s 5'-0"0 SHAFT CAISSON #5 TIES W/135' HOOKS OR 90' ACI SEISMIC HOOKS 2. REINFORCING STEEL SHALL CONFORM TO THE REQUIREMENTS OF ASTM A-615 (GRADE 60) EXCEPT THAT CAISSON TIES MAY BE ASTM A-615 (GRADE. 40). ALL REINFORCING DETAILS SHALL CONFORM TO 'MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES', ACI 315, LATEST EDITION, UNLESS DETAILED OTHERWISE ON THIS DRAWING. 3. SEE PAGE 1 FOR ANCHOR BOLT QUANTITY, SIZE, LENGTH, AND BOLT CIRCLE. 4. TOTAL CONCRETE = 15 CUBIC YARDS. 5. FOUNDATION DESIGN IS BASED UPON GEOTECHNICAL EXPLORATION REPORT PREPARED BY:, LSI ADAPT REPORT NO.: WAOI-5866 DATED: 02-13-2001 6. CONTRACTOR SHALL READ THE GEOTECHNICAL REPORT AND CONSULT. THE GEOTECHNICAL ENGINEER AS NECESSARY PRIOR TO CONSTRUCTION. 7. THE FOUNDATION WAS DESIGNED USING THE FOLLOWING SERVICE LOADS: MOMENT: 550 FT–KIPS _\ SHEAR: 9 KIPS AXIAL:- 13 KIPS__--� 11 VERT VERT REINF FULL HEIGHT 6�> RILLED PIER,)FOUNDATION C:VOWER\DRAWINCS\MONOPOLE\205-ROHN\205-2001\205010430F000.DWC KTMNINC MON 18 -JUN -2001 10:27:24 AM J 0 B D A T A Pae 2 of 2 Job No. 20501-0430 Design No. ROHN FILE 48237JA Date 0 06-2001 Rev. No. Rev. Date By KJT Chk d By WDf Pole 80–FT MONOPOLE Site SEA -624 DILLON PROPERTY; KITSAP CO., WA Owner QWEST WIRELESS Ref. No. Design 85 MPH 7 7-4 MPH + 1/2" RADIAL ICE ACCORDING TO TIA EIA -222–F 1996 NOTES: FIN GRADE 1. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS. CONCRETE SHALL BE AIR ENTRAINED (6±1.5%). CONCRETE \// SHALL HAVE A MAXIMUM WATER/CEMENT RATIO OF 0.46. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH `THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE', ACI 318, LATEST EDITION. FOUNDATION INSTALLATION SHALL BE IN ACCORDANCE WITH ACI 336, 'STANDARD SPECIFICATIONS FOR THE CONSTRUCTION OF DRILLED PIERS', LATEST EDITION. (12)—#5 TIES 08 6" C/C REM #5 TIES 18- C/C J U s 5'-0"0 SHAFT CAISSON #5 TIES W/135' HOOKS OR 90' ACI SEISMIC HOOKS 2. REINFORCING STEEL SHALL CONFORM TO THE REQUIREMENTS OF ASTM A-615 (GRADE 60) EXCEPT THAT CAISSON TIES MAY BE ASTM A-615 (GRADE. 40). ALL REINFORCING DETAILS SHALL CONFORM TO 'MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES', ACI 315, LATEST EDITION, UNLESS DETAILED OTHERWISE ON THIS DRAWING. 3. SEE PAGE 1 FOR ANCHOR BOLT QUANTITY, SIZE, LENGTH, AND BOLT CIRCLE. 4. TOTAL CONCRETE = 15 CUBIC YARDS. 5. FOUNDATION DESIGN IS BASED UPON GEOTECHNICAL EXPLORATION REPORT PREPARED BY:, LSI ADAPT REPORT NO.: WAOI-5866 DATED: 02-13-2001 6. CONTRACTOR SHALL READ THE GEOTECHNICAL REPORT AND CONSULT. THE GEOTECHNICAL ENGINEER AS NECESSARY PRIOR TO CONSTRUCTION. 7. THE FOUNDATION WAS DESIGNED USING THE FOLLOWING SERVICE LOADS: MOMENT: 550 FT–KIPS _\ SHEAR: 9 KIPS AXIAL:- 13 KIPS__--� 11 VERT VERT REINF FULL HEIGHT 6�> RILLED PIER,)FOUNDATION C:VOWER\DRAWINCS\MONOPOLE\205-ROHN\205-2001\205010430F000.DWC KTMNINC MON 18 -JUN -2001 10:27:24 AM PJF_Pole (tm) - Monopole Design Program Windows Version 3.03.0000 Mon Jun 18, 2001 - 10:24:24 am (c) 1993 to 2000 PAUL J. FORD AND COMPANY, Columbus, Ohio --------------------------------------------------------------------------------- Job No......: 20501-0430 Design No: ROHN FILE# 48237JAEngineer : KJT Description : 80 -Ft Monopole - SEA -624 DILLON PROPERTY; KITSAP CO., WA Design...... : 85 mph / 74 mph + 1/2" radial ice Owner...... : Qwest Wireless Client: ROHN Industries, Inc. Status..... : Final Design Revision: Rev. Date : --------------------------------------------------------------------------------- S U M M A R Y O F A N A L Y S I S R E S U L T S --------------------------------------------------------------------------------- Pole Height .............. 80.00 ft Top Diameter ............. 14.250 in Bottom Diameter.......... 29.750 in Pole Shape ............... 18 -Sided Polygon. Splice Joint Type.......: Taper shaft - Slip Joint Shaft Taper... ......... 0.198438 (in/ft) Shaft Steel Weight......: 3.643 kips --------------------------------------------------------------------------------- POLE SHAFT PROPERTIES: Wall Steel Top Bottom Slip Shaft Section Thickness Yield Diameter Diameter Joint Section Length [t] [FYI [Dt] [Db] Overlap Number (ft) (in) (ksi) (in) (in) (in) --------------------------------------------------------------------------------- 1. 34.750 0.18750" 65 14.250 21.146 33.00 2. 48.000 0.18750 65 20.225 29.750 --------------------------------------------------------------------------------- POLE SHAFT SECTION MAXIMUM FORCES AND MOMENTS: ------- At Base of Section -------I Max. Ratio Shaft Wind Wind Radial Sect. Axial Horiz. Bending Actual/ Section Load Speed Ice Elev. Load Shear Moment Allowable Number No. (mph) (in) (ft) (kips) (kips) (ft -kips) [Ftot/Fb] --------------------------------------------------------------------------------- 1. 1 85.0 0.00 48.00 9.029 6.721 134.792 0.5262 2. 1 85.0 0.00 0.00 12.632 8.747 519.456 0.9694 --------------------------------------------------------------------------------- >> MAXIMUM BASE REACTIONS : 12.632 8.747 519.456 << --------=------------------------------------------------------------------------ POLE DEFLECTION AND ROTATION AT TOP AND AT HIGHEST MICROWAVE DISH ELEVATION: Wind Wind Radial Max. Allowable Load Speed Ice . Elev Deflection Rotation Rotation Limit No. (mph) (in) Location (ft) (in) (deg) (deg) ---------------------------------------------------------------------------------- 1. 85.0 0.00 Top 80.00 48.716 4.646 2. 73.6 0.50 Top 80.00 43.821 4.197 3. 50.0 0.00 Top 80.00 .16.834 1.607 --------------------------------------------------------------------------------- Page 1 PJF_Pole (tm) - Monopole Design Program Windows Version 3.03.0000 Mon Jun 18, 2001- 10:24:24 am (c) 1993 to 2000 PAUL J. FORD AND COMPANY, Columbus, Ohio --------------------------------------------------------------------------------- Job.No......: 20501-0430 Design No: ROHN FILE# 48237JAEngineer : KJT Description : 80 -Ft Monopole - SEA -624 DILLON PROPERTY; KITSAP CO., WA Design..... : 85 mph / 74 mph + 1/2" radial ice Owner...... : Qwest Wireless Client: ROHN Industries, Inc. Status..... : Final Design Revision: Rev. Date : ---------------------------------------- ---------------------------------------- Pole Height : 80 ft Pole Shape : 18 -Sided Polygon Pole Type : Taper shaft - Slip Joint Pole Taper : 0.198438 (in/ft) --------------------------------------------------------------------------------- INPUT TUBE PROPERTIES: Top / Bot Wall Top Bot Slip Tube Splice Tube Tube Thick Steel Diam Diam Joint Sect Elev Elev Length It] [FYI [Dt]. [Db] Overlap No. (ft) (ft) (ft) (in) (ksi) (in) (in) (in) --------------------------------------------------------------------------------- 1. 80.00 45.25 34.750 0.18750 65 14.250 21.146 33.00 2. 48.00 0.00 48.000 0.18750 65 20.225 29.750 --------------------------------------------------------------------------------- TUBE SECTION PROPERTIES: Diam. Wall Diam/ Tube Section Across Thick Thick Sect Weight Elev Flats It] IW/t] [D/t] Area Ix No. (kips) Location (ft) (in) (in) Ratio Ratio (in"2) (inA4) ---------------------------------------------------------------------=----------- 1 1.232 @Top 80.0 14.250 0.1875 11.64 76.00 8.37 209.0 @Splice 48.0 20.600 17.61 109.87 12.15 639.3 @Bot 45.3 21.146 18.12 112.78 12.47 692.0 2 _ 2.411_ @Top 48.0 20.225 0.1875 17.26 107.87 11.92 604.7 @Bot 0.0 29.750 26.21 158.67 17.59 1941.9 --------------------------------------------------------------------------------- Total Shaft Steel Weight = 3.643 kips --------------------------------------------------------------------------------- Page 2 PJF Pole (tm) - Monopole Design Program Windows Version 3.03.0000 Mon Jun 18, 2003. - 10:24:24 am (c) 1993 to 2000 PAUL J. FORD AND COMPANY, Columbus, Ohio --------------------------------------------------------------------------------- Job No......: 20501-0430 Design No: ROHN FILE# 48237JAEngineer : KJT Description : 80 -Ft Monopole - SEA -624 DILLON PROPERTY; KITSAP CO., WA Design..... : 85 mph / 74 mph + 1/2" radial ice Owner...... : Qwest Wireless Client: ROHN Industries, Inc. Status..... : Final Design Revision: Rev. Date : ---------------------------------------------------------------------------------- Segment Properties: ( ® Max Segment = 5 ft ) Diam. Wall Diam/ Tube Segment Segment Across Thick Thick Segmt Feature Elev. Flats [t] 1W/t3 [D/t], Area Ix No. Location ('ft) (in) (in) Ratio Ratio (in A2) (in A4) ---------------------------------------------------------------------------------- 1. top 80.000 14.250 0.18750 11.64 76.00 8.37 209.0 2. <arm [1]> 80.000 14.250 0.18750 11.64 76.00 8.37 209.0 3. <arm [2]> 76.000 15.044 0.18750 12.38 80.23 8.84 246.5 4. <arm [3]> 76.000 15.044 0.18750 12.38 80.23 8.84 246.5 5. 75.000 15.242 0.18750 12.57 81.29 8.96 256.5 6. 70.000 16.234 0.18750 13.50 86.58 9.55 310.6 7. <arm [4]> 66.000 17.028 0.18750 14.25 90.82 10.02 359.0 8. <arm [5]> 66.000 17.028 0.18750 14.25 90.82 10.02 359.0 9. 65.000 17.227 0.18750 14.44 91.88 10.14 371.9' 10. 60.000 18.219 0.18750 15.37 97.17 10.73 440.7 11. 55.000 19.211' 0.18750 16.30 102.46 11.32 517.5 12. <arm [6]> 52.000 19.806 0.18750 16.86 105.63 11.68 567.6 13. <arm [7]> 52.000 19.806 0.18750 16.86 105.63 11.68 567.6 14. 50.000 20.203 0.18750 17.24 107.75 11.91 602.7 15. top sec(2) 48.000 .20.600 0.18750 17.61 109.87 12.15 639.3 16. bot sec(1) 45.250 20.771 0.18750 17.77 110.78 12.25 655.5 17. 45.000 20.820 0.18750 17.82 111.04 12.28 660.2 18. 40.000 .21.813 0.18750 18.75 116.33 12.87 760.1 19. 35.000 22.805 0.18750 19.68 121.63 13.46 869.6 20. 30.000 23.797 0.18750 20.62 126.92 14.05 989.1 21. 25.000 24.789 0.18750 21.55 132.21 14.64 1119.2 22. 20.000 25.781 0.18750 22.48 137.50 15.23 1260.1 23. 15.000 26.773 0.18750 23.41 142.79 15.82 1412.4 24. 10.000 27.766 0.18750 24.35 148.08 16.41 1576.5 25. 5.000 28.758 0.18750 25.28 153.38 17.00 1752.9 26. base 0.000 29.750 0.18750 26.21 158.67 17.59 1941.9 ------------------------------ Total ---------------------------------------------------------------•------------------ Number of Antennas / --------------------------------------------------- Arms = 7 Page 3 PJF_Pole (tm) - Monopole Design Program Windows Version 3.03.0000 Mon Jun 18, 2001 - 10:24:24 am (c) 1993 to 2000 PAUL J. FORD AND COMPANY, Columbus, Ohio --------------------------------------------------------------------------------- Job No......: 20501-0430 Design No: ROHN FILE# 48237JAEngineer : KJT Description : 80 -Ft Monopole - SEA -624 DILLON PROPERTY; KITSAP CO., WA Design..... : 85 mph / 74 mph + 1/2" radial ice Owner...... : Qwest Wireless Client: ROHN Industries, Inc. Status..... : Final Design Revision: Rev. Date : ANTENNA AND ARM PROPERTIES AND LOAD DATA: LOAD CASE 1: BASIC WIND VELOCITY = 85.00 mph Arm Load Antenna Antenna Ant Mount. Applic. Arm Ice Area Force Antenna Arm Elev. Elev. Length Load [CaAal [gzGhCaAa] Weight No. --------------------------------------------------------------------------------- (ft) (ft) (ft) Case (sf) (lbs) (lbs) [1] 80.000 84.000 2.0000 No Ice: 1.00 40.82 108.00 Description: 3/4" Lightning Rod [ qz ] [qz] [Ghl [ Gh ] [ Kz ] (psf) (psf) -------------------------------------------------------------------_-------------- 1.69 1.306 No Ice: 24.155 40.822 [2] 76.000 78.000 0.0000 No Ice: 15.26 609.94 80.00 Description: (10) Scala AP17-1900/063D Americell Panel [ qz ] [qz] [Gh] [ Gh ] [ Kz ] (psf) (psf) 1.69 1.279 No Ice: 23.649 39.967 [3] 76400_ 78.000 2.0000 No Ice: 39.14 1564.23 3700.00 Description: 15 -Ft Platform,w/ Handrail [ qz ] [qz] [Gh] [ Gh ] [ Kz ] (psf) (psf) 1.69 1.279 No Ice: 23.649 39.967 --------------------------------------------------------------------------------- [4] 66.000 66.000 0.0000 No Ice: 13.59 517.76 .72.00 Description: (9) Scala AP17-1900/063D Americell Panel [ qz ] [qz] [Gh] [ Gh ] [ Kz ] (psf) (psf) 1.69 1.219 No Ice: 22.547 38.104 [5] 66.000 66.000 0.0000 No Ice: 31.61 1204.63 1531.00 Description: 12 -Ft Low -Profile Platform [ qz ] [qz] [Gh] [ Gh ] [ Kz ] (psf) (psf) 1.69 1.219 No Ice: 22.547 38.104 [6] 52.000 52.000 0.0000 No Ice: 13.59 483.74 72.00 Description: (9) Scala AP17-1900/063D Americell Panel [ qz ] [qz] [Gh] [ Gh ] [ Kz ] (psf) (psf) 1.69 1.139 No Ice: 21.062 35.595 --------------------------------------------------------------------------------- [7] 52.000 52.000 0.0000 No Ice: 31.61 1125.16 1531.00 Description: 12 -Ft Low -Profile Platform [ qz ] [qz] [Gh] [ Gh ] [ Kz l (psf) (psf) 1.69 1.139 No Ice: 21.062 35.595 Page 4 PJF_Pole (tm) - Monopole Design Program Windows Version 3.03.0000 Mon Jun 18, 2001 - 10:24:24 am (c) 1993 to 2000 PAUL J. FORD AND COMPANY, Columbus, Ohio --------------------------------------------------------------------------------- Job No......: 20501-0430 Design No: ROHN FILE# 48237JAEngineer : KJT Description : 80 -Ft Monopole - SEA -624 DILLON PROPERTY; KITSAP CO., WA Design..... : 85 mph / 74 mph + 1/2" radial ice Owner...... : Qwest Wireless Client: ROHN Industries, Inc. Status..... : Final Design Revision: Rev. Date : POLE SHAFT LOADS: LOAD CASE 1: BASIC WIND VELOCITY = 85.00 mph Design Loads per TIA/EIA-222-F Standard; Gust Factor ........ Gh = 1.69 Pole DL Overload Factor = 1.52 Per TIA/EIA Table 1: Note 3: For all cross sectional shapes, Force Coefficient [Cf] need not exceed 1.2 for any value of C. (Where C=sgrt(Kz)*V*D.) Top of Veloc Pole Projected Area Segment Shaft Segment Expos Press Veloc Force Shaft Segment Wind Segment Elev. Coeff [qz] Coeff Coeff [Ae] [Cf Ae] Force Weight (ft) -------- [Kz] =------------------------------------------------------------------------ (psf) [C] [Cf] (sf) (sf) (lbs) (lbs) 80.000 1.288 23.82 114.55 0.650 0.000 0.000 0.00 0.00 80.000 1.288 .23.82 114.55 0.650 1.196 0.777 31.29 43.59 76.000 1.269 23.47 120.05 0.650 3.687 2.396 95.77 134.43 76.000 1.269 23.47 120.05 0.650 1.262 0.820 32.54 46.03 75.000 1.264 23.39 121.40 0.650 1.278 0.831 32.84 46.64 70.000 1.240 22.93 128.03 0.650 6.640 4.316 168.58 242.38 66.000 1.219 22.55 133.17 0.650 4.183 2.719 104.48 152.76 66.000 1.219 22.55 133.17 0.650 1.427 0.928 35.35 52.14 65.000 1.214 22.45 134.43 0.650 1.444 0.938. 35.60 52.75 60.000 1.186 21.94 140.56 0.650 7.467 4.854 181.64 272.92 55.000 1.157 21.40 146.38 0.650 7.881 5.122 187.15 288.19 52.000 1.139 21.06 149.71 0.650 3.268 2.124 76.23 119.55 52.000 1.139 21.06 149.71 0.650 1.659 1.078 38.38 60.69 50.000 1.126 20.83 151.86 0.650 3.367 2.189 77.26 123.22 48.000 1.113 20.59 153.94 0.650 3.418 2.222 77.52 300.17 45.250 1.094 20.24 153.91 0.650 3.437 2.234 76.97 125.79 45.000 1.093 20.21 154.16 0.650 1.743 1.133 38.70 63.81 40.000 1.057 19.54 158.81 0.650 8.965 5.827 195.09 328.23 35.000 1.017 18.81 162.90 0.650 9.378 6.096 196.81 343.50 30.000 1.000 18.50 168.56 0.650 9.791 6.364 199.27 358.77 25.000 1.000 18.50 175.59 0.650 10.205 6.633 207.34 374.04 20.000 1.000 18.50 182.62 0.650 10.618 6.902 215.74 389.31 15.000 1.000 18.50 189.65 0.650 11.032 7.171 224.14 404.58 10.000 1.000 18.50 196.67 0.650 11.445 7.439 232.54 419.85 5.000 1.000 18.50 203.70 0.650 11.858 7.708 240.94 435.12 1.000 1.000 18.50 209.32 0.650 9.784 6.360 198.80 359.09 Summation TOTAL = 3200.95 5537.56 ---------( END LOAD CASE 1 -- POLE SHAFT LOADS )------------------------------- Page 5 PJF_Pole (tm) - Monopole Design Program Windows Version 3.03.0000 Mon Jun 18, 2001 - 10:24:24 am (c) 1993 to 2000 PAUL J. FORD AND COMPANY, Columbus, Ohio --------------------------------------------------------------------------------- Job No......: 20501-0430 Design No: ROHN FILE# 48237JAEngineer : KJT Description : 80 -Ft Monopole - SEA -624 DILLON PROPERTY; KITSAP CO., WA Design..... : 85 mph / 74 mph + 1/2" radial ice Owner...... : Qwest Wireless Client: ROHN Industries, Inc. Status..... : Final Design Revision: Rev. Date : POLE SHAFT SEGMENTS -- AXIAL AND SHEAR FORCES: LOAD CASE 1: BASIC WIND VELOCITY = 85.00 mph Cumulative Cumulative Tube Segment Axial Axial Horiz. Horiz. Segment Elevation Load Load Shear Shear No. ---------------.------------------------------------------------------------------ (ft) (kips) (kips) (kips) (kips) 1.- 80.000 0.000 0.000 0.000 0.000 2. 80.000 0.152 0.152 0.072 0.072 3. 76.000 0.214 0.366 0.706 0.778 4. 76.000 3.746 4.112 1.597 2.375 5. 75.000 0.047 4.159 0.033 2.407 6. 70.000 0.242 4.401 0.169 2.576 7. .66.000 0.225 4.626 0.622 3.198 8. 66.000 1.583 6.209 1.240 4.438 9. 65.000 0.053 6.262 0..036 4.474 10. 60.000 0.273 6.535 0.182 4.655 11. 55.000 0.288 6.823 0.187 4.843 12. 52.000 0.192 7.014 0.560 5.403 13. 52.000 1.592 8.606 1.164 6.566 14. 50.000 0.123 8.729 0.077 6.643 15. 48.000 0.300 9.029 0.078 6.721 16. 45.250 0.126 9.155 0.077 6.798 17. 45.000 0.064 9.219 0.039 6.837 18. 40.000 0.328 9.547 0.195 7.032 19. 35.000 0.343 9.891 0.197 7.228 20. 30.000 0.359 10.250 0.199 7.428 21. 25.000 0.374 10.624 0.207 7.635 22. 20.000 0.389 11.013 0.216 7.851 23. 15.000 0.405 11.418 0.224 8.075 24. 10.000 0.420 11.837 0.233 8.307 25. 5.000 0.435 12.272 0.241 8.548 26. 1.000 0.359 12.632 0.199 8.747 Base 0.000 12.632 8.747 ---------( END LOAD CASE 1 -- AXIAL AND SHEAR FORCE )-------------------------- Page 6 PJF_Pole (tm) - Monopole Design Program Windows Version 3.03.0000 Mon Jun 18, 2001 - 10.:24.:24 am (c) 1993 to 2000 PAUL J. FORD AND COMPANY, Columbus, Ohio --------------------------------------------------------------------------------- Job No ...... :.20501-0430 Design No: ROHN FILE# 48237JAEn.gineer : KJT Description : 80 -Ft Monopole - SEA -624 DILLON PROPERTY; KITSAP CO., WA Design..... : 85 mph / 74 mph + 1/2" radial ice Owner...... : Qwest Wireless Client: ROHN Industries, Inc. Status..... : Final Design Revision: Rev. Date : POLE SHAFT SEGMENTS -- MOMENTS and DEFLECTIONS: LOAD CASE 1: BASIC WIND VELOCITY = 85.00 mph [--------- MOMENTS (ft -kips) ---------] [--DEFLECTIONS (inch)-------] Segmnt From From From No Total W/ Total Elev Ant/ Shaft P -Delta Total P -Delta P -Delta Rotation (ft) --------------------------------------------------------------------------------- Arm Wind Effects Moment Effects Effects (deg) 80.00 0.163 0.000 0.000 0.163 45.084 48.716 4.646 80.00 0.163 0.000 0.000 0.163 44.187 47.741 4.646 76.00 4.675 0.316 0.048 5.039 41.494 44.815 4.642 76.00 4.675 0.316- 0.078 5.068 .40.598 43.841 4.642 75-.00 6.890 0.476 0.411 7.777 39.702 42.867 4.634 70.00 17..965 1.772 2.123 21.860 35.257 38.037 4.561 66.00 26.825 3.425 3.182 33.432 32.630 35.183 4.467 66.00 26.825 3.425 3.543 33.793 31.766 34.246 4.467 65.00 30.762 3.926 4.027 38.715 30.906 33.311 4.439 60.00 50.449 6.969 - 6.452 63.869 26.696 28.743 4.260 55.00 70.136 10.931 8.863 89.930 22.680 24.390 4.032 52.00 81.948 13.761 9.820 105.529 21.132 22.714 3.878 52.00 81.948 13.761 10.295 106:005 20.380 21.900 3.878 50.00 93.041 15.840 11.450 120.330 18.898 20.296 3.768 48.00 104.133 18.073 12.586 134.792 17.458 18.740 3.651 45.25 119.385 21.392 13.724 154.501 16.064 17.234 3.473 45.00 120.772 21.705 14.277 156.754 15.392 16.509 3.456 40.00 148.503 28.545 16.957 194.006 12.201 13.068 3.105 35.00 176.235 36.365 19.426 232.027 9.357 10.007 2.733 30.00 203.966 .45.172 21.652 270.790 6.877 7.344 2.348 25.00 231.697 54.991 23.605 310.293 4.773 5.089 1.956 20.00 259.429 65.863 25.258 350.550 3.050 3.247 1.560 15.00 287.160 77.831 26.586 391.577 1.712 1.820 1.165 10.00 314.892 90.936 27.564 433.391 0.759 0.805 0.772 5.00 342.623 105.220 28.168 476.012 0.189 0.200 0.383 0.00 370.354 120.726 28.375 519.456 0.000 0.000 0.000 ---------( END LOAD CASE 1 -- MOMENTS AND DEFLECTIONS )------------------------- Page 7 PJF_Pole (tm) - Monopole Design Program Windows Version 3.03.0000 Mon Jun 18, 2001 - 10:24:24 am (c) 1.993 to 2.000 PAUL J. FORD AND COMPANY, Columbus, Ohio --------------------------------------------------------------------------------- Job No......: 20501-0430 Design No: ROHN FILE# 48237JAEngineer : KJT Description : 80 -Ft Monopole - SEA -624 DILLON PROPERTY; KITSAP CO., WA Design..... : 85 mph / 74 mph + 1/2" radial ice Owner...... : Qwest Wireless Client: ROHN Industries, Inc. Status..... : Final Design Revision: Rev. Date : POLE SHAFT .SEGMENTS -- ACTUAL VS. ALLOWABLE STRESSES: LOAD CASE 1: BASIC WIND VELOCITY = 85.00 mph Note: Per TIA/EIA Sec. 3.1.1.1: Allow a 1/3 stress increase for poles under 700 feet in height. The allowable stresses shown include the factor of 1.333 [-------------- ACTUAL STRESSES ---------------] Allow. Actual/ Segmnt Bending Axial Torsion Shear Combined Stress Allowable Elev [fb] [fa] [ft] [fv] [Ftot] [Fb] [Ftot/Fb] (ft) --------------------------------------------------------------------------------- (ksi) (ksi) (ksi) (ksi) (ksi) (ksi) Ratio 80.00 0.068 0.000 0.000 0.000 0.068 52.00 0.0013 80.00 0.068 0.018 0.016 0.017 0.104 52.00 0.0020 76.00 1.874 0.041 0.084 0.176 1.967 52.00 0.0378 76.00 1.885 0.465 0.648 0.536 3.119 52.00 0.0600 75.00 2.816 0.464 0.631 0.536 3.853 52.00 0.0741 70.00 6.961 0.461 0.555 0.538 7.660 52.00 .0.1473 66.00 9.661 0.462 0.556 0.637 10.331 52.00 0.1987 66.00 9.765 0.620 0.676 0.884 10.730 52.00 0.2064 65.00 10.927 0.618 0.660 0.880 11.849 52.00 0.2279 60.00 16.088 0.609 0.589 0.866 16.886 52.00 0.3247 55.00 20.341 0.603 0.530 0.853 21.080 52.00 0.4054 52.00 22.436 0.601 0.539 0.923 23.175 52.00 0.4457 52.00 22.537 0.737 0.635 1.122 23.472 52.00 0.4514 50.00 24.573 0.733 0.610 1.113 25..482 52.00 0.4900 48.00 26.462 0.743 0.587 1.104 27.363 52.00 0.5262 45.25 29.828 0.747 0.577 1.107 30.715 52.00 0.5907 45.00 30.117 0.751 0.574 1.111 31.006 52.00 0.5963 40.00 33.919 0.742 0.523 1.090 34.773 52.00 0.6687 35.00 37.071 0.735 0.478 1.072 37.901 52.00 0.7289 30.00 39.691 0.730 0.439 1.055 40.503 52.00 0.7789 25.00 41.873 0.726 0.404 1.041 42.672 52.00 -0.8206 20.00 43.697 0.723 0.373 1.029 44.486 52.00 0.8555 15.00 45.223 0.722 0.346 1.018 46.006 52.00 0.8847 10.00 46.504 0.721 0.321 1.010 47.282 52.00 0.9093 5.00 47.580 0.722 0.300 1.003 48.355 51.60 0.9372 0.00 48.486 0.718 0.280 0.992 49.253 50.81 0.9694 ---------( END LOAD CASE 1 -- ACTUAL VS. ALLOWABLE STRESSES )------------------ 1b, PJF_Pole (tm) - Monopole Design Program Windows Version 3.03.0000 Mon Jun 18, 2001 - 10:24:24 am (c) 1993 to --------------------------------------------------------------------------------- 2000 PAUL J. FORD AND COMPANY, Columbus, Ohio Job No......: 20501-0430 Design No: ROHN FILE# 48237JAEngineer : KJT Description : 80 -Ft Monopole - SEA -624 DILLON PROPERTY; KITSAP CO., WA Design..... : 85 mph / 74 mph + 1/2" radial ice Owner...... : Qwest Wireless Client: ROHN Industries, Inc. Status..... : Final_Design --------------------------------------------------------------------------------- #18J ASTM A615 Revision: Rev. Date : M O N O P O L E B A --------------------------------------------------------------------------------- S E P L A T E D E S I G N D E T A I L S Shaft Shape .....: 18 Sided Polygon Stress Increase ...: 1.333 Factor Base Dia, DF ..... 29.750 Inches Base Plate Shape ... Round PT -to -PT, DP ..... 30.209 Inches Min Bolt Circle .. 36.750 Inches Use Bolt Circle .... 36.750 Inches --------------------------------------------------------------------------------- Base Reactions. DESIGN USER Moment ............... 519.46 Ft -Kips 519.46 Ft -Kips Axial Load ........... 12.63 Kips 12.63 Kips --------------------------------------------------------------------------------- Anchor Bolt Details DESIGN USER Number of Bolts....... 4 4 Bolt Diameter ........ 2.250 Inches 2.250 Inches Bolt Type ...........: #18J ASTM A615 #18J ASTM A615 Y -Distance ........... 0 0 Mom. of Inertia ...... 675.28 InA4 675.28 InA4 Bolt Tension, T ...... 169:62 Kips 169.62 Kips Allowable Tension .... 194.81 Kips 194.81 Kips Bolt Compression, C .. 172.78 Kips 172.78 Kips ----------------------------------------------------------------•----------------- Base Plate Details DESIGN USER Plate Moment, MPL .... 604.72 In -Kips 604.72 In -Kips Bend Plane, W .......: 23.61 Inches 23.61 Inches Plate Thickness, t ... 1.601 Inches 1.750 Inches Plate Width .........: 42.000 Inches 42.000 Inches Plate Steel .........: ASTM A633 GR. E (60 KSI) ASTM A633 GR. E (60 KSI) Gross Weight ........: 629.00 Lbs 687.60 Lbs Net Weight ........... 507.40 Lbs 554.60 Lbs Allowable Stress ..... 59.99 Ksi 59.99 Ksi Actual Stress .......: 59.99 Ksi 50.19 Ksi Act./Allow-Ratio.....: 1.00 0.84 B A S E P L A T E D E S I G N S U M M A R Y ---------------------------------------------------------------- USE FOLLOWING SPECIFICATIONS: Plate Thickness ...... 1.750 Inches Number of Bolts ... 4 Plate Width/Diameter : 42.000 Inches (Round) Bolt Circle ....... 36.75 Inches Plate Weight ......... 0.688 Kips Bolt Diameter ..... 2.25 Inches Bolt Type ........: #18J ASTM A615 PJF_Pole (tm) - Monopole Design Program Windows Version 3.04.0000 Thu Jun 21, 2001 - 2:24:14 pm (c) 1993 to 2000 PAUL J. FORD AND COMPANY, Columbus, ----------------------------------------------------------- Ohio ------------------------- Job No......: 20501-0430 Design No: ROHN FILE# 48237JAEngineer a KJT Description : 80 -Ft Monopole - SEA -624 DILLON PROPERTY; KITSAP CO., WA Design..... : 85 mph / 74 mph + 1/2" radial ice Owner.:.... : Qwest Wireless Client: ROHN Industries, Inc. Status..... : Final Design Revision: ------------------------------------------------------------------------------------ Rev. Date : S U M M A R Y O F C U R R E N T C A I S S ------------------------------------------------------------------------------------ O N D E S I G N Diameter (ft)..... : 5.00 Compression (kips): 13.00 Friction S.F ......: 2.00 Min. Depth (ft).... 18.00 Horizontal (kips) : 9.00 Lateral S.F .......: 2.00 Depth Used (ft) ...: 19.50 Uplift (kips) ....: 0.00 Concrete S.F ......: 1.30 Rebar Area (inA2) .: 15.60 Moment (Ft -kips) .: 550.0 Concrete F'c (psi)": 3000.0 Rebar Used ........:(10)#11 Full Cohesion (ft): 15.00 Steel Cover (in) ..: 4.00 Water at (ft) .....: 99.00 Rock at (ft) .....: 99.00 ------------------------------------------------------------------------------------ SOIL PROFILE Soil Layer Unit Ult. Skin Allowable Friction Passive Cohesion Layer Thickness Weight Friction Bearing Angle- Phi Coeff.- KP (c) (ft) (pcf) (psf) (psf) (deg) (psf) 1 8.00 100.00 0.00 0.00 0.00 1.000 0.00 2 1.00 100.00 1200.00 0.00 30.00 3.000 0.00 3 3.00 100.00 1200.00 12000.00 30.00 3.000 0.00 4 2.00 100.00 1800.00 12000.00 33.00 3.392 0.00 5 10.00 100.00 1800.00 0.00 33.00 --------------------------------------------------------------7--------------------- 3.392 0.00 LATERAL / MOMENT CAPACITY (CHECK) : Min Design Actual Design Caisson Diameter (ft) ............................: 5.00 5.00 Height Above Grade (ft) ..........................: 0.50 0.50 Depth Below Grade (ft) ...........................: 18.00 19.50 Concrete Volume (CY) .............................: 13.45 14.54 Applied Moment From Loads (Working).., Mwork(Ft-kip): 682.75 691.30 Resisting Moment From Soil (Ult), Mult(Ft-kip) ...: 1504.47 2102.27 Moment S.F. (Mult / Mwork) .......................: 2:20 3.04 Applied Horizontal Load (Working), Hwork (Kips) ... . 9.00 9.00 Horizontal Soil Resistance (Ultimate), Hult (Kips):.. .22..59• 21.84 Horizontal S.F. (Hult./ Hwork) ...................: 2.5.1 2.43 Center of Rotation (from grade) (ft) .............. 14.25 15.20 Inflection Point (Max Design Moment Location (ft) 8.70 ,8..60 Maximum Factored Design Moment for Reinf. (Ft -kip): 890.51 x•890.511 Area Steel Required From Loads (in^2) ............: 7.80 7.80 ACI Minimum Steel (0.5%) (inA2) ..................: 14.14. 14.14 Area Reinf. Steel Provided (in^2) ............. .: ------------=------------------------------------------------------ 15.60 15.60 UPLIFT CAPACITY CHECK ----------------- Actual Uplift on Caisson (Kips) ..................: 0.00 0.00 Allowable Uplift Capacity (Kips) .................: ------------------------------------------------------------------------------------ 166.11 190.85 COMPRESSION CAPACITY CHECK : Actual Compression on Caisson (Kips) .............: 13.00 13.00 Total Compression (Includes Concrete Wt.) (Kips) .: 32.14 33.62 Allowable Compression Capacity (Kips) ............: ------------------------------- 122.52 143.73 ----------------------------------------------------- CAISSON DESIGN: USE: 5.00 ft Diameter X 20.00 ft Long (Concrete Volume 14.54 CY) Reinf: (10)#11 Vert, w/Closed Ties: (12)#5 @6.0", remaining ------------------------------------------------------------------------------------ ties ®18.0" (ASTM A615) February 13, 2001""'APPROVE� LSI ADAPT Job No. WA01-5866 Off20OZ24 Qwest Wireless 450- 110`" Avenue NE, Room 209 Bellevue, Washington 98004 D s Attention: Mr. Mark Lorio E f Subject: Geotechnical Engineering Evaluation AUG 16 2002 Central Bremerton-Dillion Property (SEA -.624A) 23006 1h Street BREMERTON Bremerton, Washington 98312 BUILDING DEPARTMENT Dear Mr. Lorio: Pursuant to your request, LSI ADAPT (ADAPT) is pleased to submit this report describing our recent geotechnical engineering evaluati(gn �. 6r,„tbe aboverxeferenced site. The purpose of this study was to Ma (Oth��etg eral su face and subsurface site conditionsfrom which we could evaluate the feasibility of t c and f lat des recommendations concerning site preparation, tower foundations, rid ' h " Lde�atio. "7ur co' oaf services consisted of a surface reconnaissance, a subsurface exploration, geotechnical analyses, and report I reparation. Written authorization to proceed with our study was given by r fireless. This report has been prepared for the exclusive use of Qwest Wireless, and their agents, for specific application to this project in accordance with generally accepted geotechnical engineering practice. This report is provided for the information of the client only. Reproduction and transmittal of this report or any section of this report, to a third party, by any means, except in full, without the written permission of ADAPT Engineering, Inc. is prohibited. - l i� 800 Maynard Avenue South � C � Tel (206)-654-7045 Suite 403 I Fax (206) 654-7048 Seattle, Washington 98134 www.adaptengr.com i J � , LSI ADAPT We appreciate the opportunity to be of service to you. If you have any questions, or if we can be of further assistance to you, please contact us at (206) 654-7045. LSI ADAPT Respectfully submitted, Y Tkmaoran Geotechnical Representative K. V. Lew, P. ng, Senior Geotechnical Engineer c r.— LZ" - Kurt W., Groesch, P.E. Senior Geotechnical Engineer Senior Reviewer TSD/tsd Attachments: Figure 1 Figure 2 Location/Topographic Map Site Plan ista.A--ging Log idix B Site Photographs EU t Qwest Wireless February 13, 2001 ADAPT Project No. WA01-5866 Page 2 ADAPT QWEST WIRELESS CORPORATION Geotechnical. Engineering Evaluation Central Bremerton-Dillion Property Bremerton, Washington WA01-5866 February 2001 800 Maynard Avenue South LSI ADAPT Suite 403 Tel (206)-654-7045 Seattle, Washington 98134 Fax (206) 654-7048www.adaptengr.com LSI ADAPT PROJECT DESCRIPTION The host parcel is located at 2300 6`" Street in Bremerton, Washington. Currently, the host parcel is occupied by Red's Electric Motors Shop and asphalt paved parking lot. The proposed tower lease area is located in the northwest portion of the host property situated on a slope face area between the alleyway to the north, an asphalt paved parking lot to the south, and an existing building to the east. Retaining walls are present along the south margins of the lease area. The topography of the proposed lease area slopes moderately to the south (Photographs are attached as Appendix B). The ground surface of the lease is covered by grass, shrubs, and woody vines. The proposed tower lease area can be accessed via an existing asphalt paved parking lot off of 6`" Street. The project site and surrounding area are shown on the attached site vicinity map (Location/Topographic Map, Figure 1). The attached Site Plan (Figure 2) shows the approximate location of the proposed cellular tower lease area in relation to other site features. It should be emphasized that the conclusions and recommendations contained in this report are based on our understanding of the currently proposed utilization of the project site, as derived from written information supplied to us by Qwest Wireless. Consequently, if any changes are made to the project, we recommend that we review the changes and modify our recommendations, if appropriate, to reflect those changes. EXPLORATORY METHODS We explored surface and subsurface conditions at the project site on February 9, 2001. 'Our surface exploration consisted of a visual site reconnaissance. Our subsurface exploration consisted of advancing a.single soil test boring to a depth of approximately 15.0 -feet below the existing site grade. The proposed tower lease area is located on the slope face. Due to the inaccessibility of the proposed tower lease area for the ;truck mounted drilling, and overhead power lines along the alley upslope of the lease area, boring B-1 was advanced in front of the existing retaining wall along the south margin of the lease area of the asphalt paved parking lot area. The location of the boring, designated as B-1, is shown on the attached Site Plan (Figure 2). In addition, we verified the near -surface site conditions in the lease area with a shallow hand boring. The location of the explorations and other features shown on Figure 2 were obtained by hand taping from existing site features. As such, the exploration location shown on Figure 2 should be considered accurate to the degree implied by the measuring methods used. Boring Methods Boring, B-1 was advanced on February 9, 2001 using a truck mounted hollow stem auger drill rig. An independent company working under subcontract to ADAPT operated the drill rig. A geotechnical representative from our firm continuously observed the boring, obtained representative soil samples, and logged the subsurface conditions. After the boring was completed, the borehole was backfilled with a mixture of soil cuttings and bentonite chips. Qwest Wireless February 13, 2001 LSI ADAPT Project No. WA01-5866 Page 1 LSI ADAPT During:.drilling, soil samples were obtained on 5 -foot depth intervals using the Standard Penetration Test (SPT) procedure (ASTM: D 1586). This test and sampling method consists of driving a standard 2 -inch outside diameter (OD) split -barrel sampler a distance of 18 inches into the soil with a 140 -pound hammer, free -falling a distance of 30 inches. The number of blows required to drive the sampler through each of the three, 6 -inch intervals is noted. The total number of blows struck during the final 12 inches of penetration is considered the Standard Penetration Resistance, or "blow count". If 50 or more blows are struck within one 6 -inch interval, the driving is ceased and the blow count is recorded as 50 blows for the actual number of inches of penetration. The resulting Standard Penetration Resistance values provide a measure of the relative density of granular soils or the relative consistency of cohesive soils. The boring log appended to this report describes the various types of soils encountered in the boring, based primarily on visual interpretations made in the field. The log also indicates the approximate depth of the contacts between different soil types, although these contacts may be gradational or undulating. Where a change in soil type occurred between sampling intervals, we inferred the depth of contact. In addition, the log indicates the depth of any groundwater observed in the boring; the Standard Penetration Resistance at each sample location, and any laboratory tests performed on the soil samples. SITE CONDITIONS The following sections describe our observations, measurements, and interpretations concerning surface, soil, groundwater, and seismic conditions at the project site. Surface Conditions The host parcel is located at 2300 6th Street in Bremerton, Washington. Currently, the host parcel is occupied by Red's Electric Motors Shop and asphalt paved parking lot. The proposed tower lease area is locatedin the northwest portion of the host property situated on a slope face area between the alleyway to the north, an asphalt paved parking lot to the south, and an existing building to the east. Retaining walls are present along the south margins of the lease area. The topography of the proposed lease area slopes moderately to the south (Photographs are attached as Appendix B). The ground surface of the lease is covered by grass, shrubs, and woody vines. The proposed tower lease area can be accessed via an existing asphalt paved parking lot off of 6th Street. The project site and surrounding area are shown on the attached site vicinity map (Location/Topographic Map, Figure 1). The attached Site Plan (Figure 2) shows the approximate location of the proposed cellular tower lease area in relation to other site features. Subsurface Conditions On February 9, 2001, an exploratory test boring was drilled to a depth of approximately 15.0 -feet below the existing ground surface (bgs) of the parking lot below the lease area. We estimated the test boring is some 8 to 10 feet in elevation below the tower location. The boring was located approximately 15.0 feet south of the south margin of the proposed tower lease area, which is located on the northwestern portion Qwest Wireless February 13, 2001 LSI ADAPT Project No. WA01-5866 Page 2 LS1 ADAPT of the host property. The location of the boring, designated as B-1, is shown on Figure 2. Surficial soils encountered at the boring location consisted of one -foot of asphalt pavement and crushed rock underlain by dense, moist, brown, silty sand with trace gravel and cobbles grading to very dense, moist, brown, silty sand with trace gravel and cobbles at approximately 13.5 feet -bgs. The very dense silty sand soils extended to full explored depth, approximately 15 -feet bgs. A shallow hand boring in the lease area encountered silty sand soils below topsoil organics. Groundwater was not encountered in our exploration at the time of the excavation. It should be recognized that groundwater levels could fluctuate due to factors such as seasonal changes, precipitation or future site utilization. Seismic Conditions According to the Seismic Zone Map of the United States contained in Figure 16-2 of the 1997 Uniform Building Code (UBC), the project site lies within Seismic Risk Zone 3. Based on our subsurface exploration, we interpret the site conditions closely correspond to a seismic Soil Profile type SD, for Stiff Soil Profile, as defined by Table 16-J of the 1997 Uniform Building Code, based on the observed range of Standard Penetration Test (SPT) blow counts. The shallow soil conditions were assumed to be representative for site conditions beyond the depths explored. CONCLUSIONS AND RECOMMENDATIONS The proposed project will consist of constructing a new monopole tower and associated cellular equipment cabinets or building at the proposed lease area. Based on the subsurface conditions encountered in our boring, site topography, and the close proximity of the existing retaining walls and building to the proposed tower site, we recommend the proposed tower be supported on a drill pier foundation. Site development will also require the use of retaining walls to provide level building space on the sloping lot. Our specific recommendations concerning site preparation, foundation support, access driveway, retaining wall and structural fill are presented in the following sections. Site Preparation Site preparation will involve the removal of grass, shrubs, woody vines, and near surface soils, grading, and preparing subgrades. The following comments and recommendations apply to this site preparation: Clearing and Grubbing: We anticipate that significant cut and fill will be required to achieve proposed site grades. At this location, site preparation will largely consist of the removal of all vegetative cover and near surface soils, followed by site grading, retaining wall construction, and foundation preparation for the new equipment cabinets or building platform. Backfill materials, where required, should be placed and compacted according to the recommendations presented in the Structural Fill section of this report. Qwest Wireless February 13, 2001 LSI ADAPT Project No. WA01-5866 Page 3 LSI ADAPT Wet Conditions: Because of the fines content of the near surface soils, the existing site soils at shallow depths are moisture -sensitive and prone to disturbance when wet. The contractor should minimize traffic above the prepared subgrade areas to minimize disturbance, and softening which would require removal of the unstable soils. During wet conditions, the use of a working surface of quarry spalls or clean sand and gravel may be required to protect the subgrade, especially from vehicular traffic. Frozen Subgrades: If earthwork takes place during freezing conditions, we recommend that all exposed subgrades be allowed to thaw and be recompacted prior to placing subsequent lifts of structural fill. Equipment Cabinet Foundation It is our understanding that the foundation for the proposed equipment building or cabinets will consist of a poured in place concrete slab -on -grade with thickened edges. We anticipate that the pad bearing pressure will be relatively light. However, we recommend that the thickened slab edges be designed as spread footings. The following recommendations and comments are provided for purposes of footing design and construction: Subgrade Conditions: The proposed equipment pad may be supported by thickened slab edges extended to bear on the existing site soils encountered at depths below 18 -inches, after they have been compacted in place resulting in a firm and unyielding subgrade condition, or upon structural fill placed above similarly prepared soils. We anticipate the subsoil encountered at the proposed foundation grade will likely consist of medium dense, moist silty sand with trace gravel and cobble. Depending on the time of year that construction proceeds, it may be possible to compact those soils in place. It will be difficult to achieve a specified compaction should moisture contents above the optimal moisture condition be encountered. Some overexcavation may be necessary if excessively soft or wet subgrade conditions were to be encountered at the foundation design grade levels. In consideration of the light loads imposed by the equipment, we recommend the overexcavation extend no deeper than 2 -feet below the thickened slab bearing elevation. A layer of geotextile may be required to separate the structural fill soils from the underlying subgrade materials. Footings should never be cast atop soft, loose, organic, or frozen soils; nor atop subgrades covered by standing water. A representative from ADAPT should be retained to observe the condition of footing subgrades before concrete is poured to verify that they have been adequately prepared. Bearing Pressure: At the location of boring B- 1, the near surface soil should be stripped, and excavated to the proposed bearing elevation. The surface of the bearing horizon should be cleared of materials loosened by excavation. The soils at that elevation should be compacted in place if the moisture content allows, resulting in a firm and unyielding subgrade condition. The cabinets foundations should be designed to extend a maximum allowable soil bearing pressure of 2,000 pounds per -square -foot for static footing loads. This bearing pressure can be increased by one-third to accommodate transient wind or seismic loads. An allowable base friction coefficient of 0.34 and an allowable passive earth pressure of Qwest Wireless February 13, 2001 LSI ADAPT Project No. WA01-5866 Page 4 LSI ADAPT 300 pounds per cubic foot (pco, expressed as an equivalent fluid unit weight, may be used for that portion of the foundation embedded more than 1 foot below finished exterior subgrade elevation. Settlements: We estimated that the total post -construction settlements of properly designed footings bearing on property prepared subgrades could approach 1 -inch, with differential settlement approaching one-half of the total. Access Driveway The proposed tower lease area can be accessed via the existing asphalt paved parking lot off of 6th Street or through the alley located north of the lease area. Therefore construction of a separate access driveway does not appear to be necessary, in our opinion. Tower Mat Foundations Due to the proposed tower lease area topography and the close proximity of existing retaining walls and building to the lease area, we do recommend the use of a mat foundation at this location. Mat foundation support of the tower would impose significant additional surcharge lateral pressures on the existing retaining walls. If Qwest Wireless desires to use a mat foundation to support a monopole tower, we should be contacted to provide the foundation design parameters. Tower Drilled Pier Foundations Based on subsurface exploration and site topography, we recommend the use of a drilled pier foundation at this location. The following recommendations and comments are provided for purposes of drilled pier design and construction: Compressive Capacities: We recommend that the drilled pier penetrate at least 10 feet below the ground surface at the location of boring B-1. This would be about 20 -feet below the estimated grade of the proposed tower location. For vertical compressive soil bearing capacity, we recommend using the unit end bearing capacity presented in Table I below. The allowable end bearing capacity, presented in Table 1, includes a safety factor of 1.5 or more. Qwest Wireless LSI ADAPT Project No. WA01-5866 February 13, 2001 Page 5 LSI ADAPT Table 1 Allowable End Bearing Capacity Depth (feet) Allowable Bearing Capacity (tsf), Limiting Point Resistance_(tsf) 10-15 6.0 DB 30 TSF Notes: D = the embedment depth (in feet) into the bearing layer. B = pier diameter (feet). Frictional Capacities: For frictional resistance of the drilled piers, acting both downward and in uplift, we recommend using the allowable skin friction value listed in Table 2. We recommend that frictional resistance provided by the soils above the top of the lower retaining walls on the south side of the lease area be neglected in the uppermost 2 feet below the ground surface. The allowable skin friction value presented includes a safety factor of 1.5. We estimate Table 2 Allowable Skin Friction Capacities Depth (feet) Below Tower Allowable Skin Friction (tsf) 0-8 0.0 8-12 0.40 12-25 0.60 Lateral Capacities: For design against lateral forces acting against the drilled pier, two methods are typically used. The parameter used to select the appropriate design method is the length to pier stiffness ratio L/T, where L is the pier length in inches, and T is the relative stiffness factor. The relative stiffness factor (T) should be computed by: EI 0.2 T=(EI where E = modulus of elasticity (psi) I = moment of inertia (in4) nh = constant of horizontal subgrade reaction (pci) The factors E and I are governed by the internal material strength characteristics of the pier. A representative value of nh for the soil types encountered at this site is presented below in Table 4. Piers with a L/T ratio of less than 2 may be assumed to be relatively rigid and acting as a pole. The passive pressure approach may be used for this condition. For piers with a L/T ratio greater than 2, the modulus of subgrade reaction method is typically used. Both of these methods are discussed below: Qwest Wireless February 13, 2001 LSI ADAPT Project.No. WA01-5866 Page 6 LSI ADAPT Passive Pressure Method: The passive pressure approach is conservative by neglecting the redistribution of vertical stresses and shear forces that develop near the bottom of the pier and contribute to resisting lateral loads. We recommend using the allowable passive earth pressure (expressed as equivalent fluid unit weights) listed in Table 3. The passive contribution of the soils above the top of the lower retaining wall should be discounted. Table 3 Allowable Passive Pressures Depth (feet) Allowable Passive Pressure (pcf) 0-8 0 8-12 300 12-25 350 The allowable passive earth pressure presented in Table 3 may be assumed to be acting over an area measuring 2 pier diameters in width by 8 pier diameters in depth, neglecting the uppermost 2 feet of embedment below the ground surface. According to the NAVFAC Design Manual 7.2, a lateral deflection equal to about 0.01 times the pier length would be required to mobilize the allowable passive pressure presented above. Higher deflections would mobilize higher passive pressures. When developing the allowable passive pressure listed in Table 3, we have incorporated a safety factor of at least 1.5, which is commonly applied to transient or seismic loading conditions. Modulus of Subgrade Reaction Method: Using this method, the pier is designed to resist lateral loads based on acceptable lateral deflection limits. For sandy soils, .the coefficient of horizontal subgrade reaction (kh) is considered to be directly proportional to the depth along the pier. The formula to determine kh is kh = nhx, where x is the depth below the ground surface in inches. We recommend using the value for the constant of horizontal subgrade reaction (nh) for the various soil types presented in Table 4 below. Table 4 Constant of Horizontal Subgrade Reaction (nh) Depth (feet) nh (pci) 0-8 0 8-12 25 12-25 60 Construction Considerations: At this site, dense to very dense silty sand with trace gravel and cobbles were encountered throughout soil boring B.-1 to depth of approximately; 15 feet bgs. Although favorable soil conditions were encountered at this location, the presence of gravel and oversize cobble or boulder are likely and difficult drilling conditions should be anticipated. Access for the drill rig will be difficult, as well as, due to the slope and overhead power lines in the alley. The contractor should be prepared to Qwest Wireless February 13, 2001 LSI ADAPT Project No. WA01-5866 Page 7 LSI ADAPT case the excavation to avoid caving or sloughing of the pier sidewalls. Groundwater was not encountered at this site during drilling. In our opinion, depending upon the depth of pier penetration, dewatering of the drilled shaft will not likely be required. Should unanticipated heavy groundwater inflows be encountered during drilling, it may be necessary to pump the accumulated groundwater prior to pier concrete placement. Alternatively, the use of bentonite slurry could be utilized to stabilize the drilled pier excavation. The drilling contractor should be prepared to clean out the bottom of the pier excavation if loose soil is observed or suspected, with or without the presence of groundwater. As a minimum, we recommend that the drilling contractor have a cleanout bucket on site to remove loose soils and/or mud from the bottom of the pier. If groundwater is present and abundant within the pier hole, we recommend that the foundation concrete be tremied from the bottom of the hole to displace the water and minimize the risk of contaminating the concrete mix. The Drilled Shaft Manual published by the Federal Highway Administration recommends that concrete be placed by tremie methods if more than 3 inches of water has accumulated in the excavation. Retaining and Subgrade Walls The lease area slopes to the south. In order to provide level areas for the site development retaining wall construction will be necessary. Retaining walls can be supported on shallow footings founded on native soils or structural fill, if properly prepared. Footings bearing on at least dense native soils or densely - compacted structural fill as described subsequently can be designed using an average allowable bearing value of 2,000 (pounds per square foot) psf with a maximum toe pressure of 3,000 psf. Lateral loads on conventional retaining structures may be resisted by friction on the base of the wall footings and by passive pressure acting on the sides of footings. We recommend using a coefficient of friction of 0.36 to calculate friction between the concrete and native soils or on structural fill. For the condition of a horizontal ground surface extending downslope beyond the footing, the passive pressure may be determined using an equivalent fluid density of 300 pcf. This assumes that the footings are cast "neat" against the cut, that any fill soils around the wall are placed and compacted as structural fill, and that the footings are provided with the minimum horizontal separation from any slope areas. The use of ecology block -type gravity walls may be a construction expedient where cuts are required. The lateral active soil pressure acting on retaining walls depends on the nature, density and configuration of the soil behind the wall. We recommend that walls supporting horizontal backfill be designed using an equivalent fluid density of 35 pcf for the condition of a level backslope behind the wall. This pressure criteria would apply for backfill placed within 2 feet of the wall being compacted by hand -operated equipment to a density of 90 per cent of .the MDD and consisting of clean sand or sand and gravel. The recommended pressure does not 'include the effects of surcharges from surface loads, traffic load, adjacent footings or the surcharge effects of sloping ground above the walls. We recommend any surcharge effects be evaluated using elastic methods. For the condition of a 2H: IV (Horizontal: Vertical) slope above the wall, the lateral soil design pressure acting on the wall should be increased by 50 per cent. We recommend Qwest Wireless February 13, 2001 LSI ADAPT Project No. WA01-5866 Page 8 LSI ADAPT that the outer edge of the retaining wall foundation be provided with a horizontal separation from the slope face equal to twice the footing embedment depth. The new retaining walls should also be located so as to avoid imposing surcharge loads on the existing wall along the south margin of the site. We recommend a minimum footing embedment depth of at least 2 feet below the lowest adjacent grade. A representative from ADAT should be retained to observe the condition of footing subgrades before concrete is poured to verify that they have been adequately prepared. Adequate drainage behind any retaining structure. is imperative. We recommend that a drainage system consisting of a minimum 24 inches of clean sand and gravel with less than 5 per cent fines be placed along the back of the wall. In addition, a drainage collector system consisting of 4 -inch perforated PVC or ABS pipe should be installed behind the wall to provide an outlet for any accumulated water. The drainage material should be capped at the ground surface with 1 -foot of relatively impermeable soil or otherwise sealed. Excavations and Slopes: We anticipate that excavations on the order of 8 feet will be required to construct the foundation subgrade for the site's retaining walls. Excavation slopes should not be steeper than the limits specified in local, state, and federal safety regulations. Based on the conditions observed in our test pit, the near -surface site soils would be classified as Type C soils. As such, temporary cuts greater than four feet in height should be sloped at an inclination no steeper than 1.5H:1 V. Steeper slopes of 1H:1H may be assumed in the very dense soils below 4 -feet for planning purposes. When the excavation for the foundation subgrade is completed, we recommend that the initial cuts be opened in short sections, so that localized groundwater conditions, if any, and the stability of the excavation sidewalls can be evaluated by a soils engineer from our office. If unstable sidewall conditions develop, the excavations should be laid back at shallower inclinations, or backfilled until a plan to stabilize the excavation is developed. If stable slopes of this inclinations, or flatter, cannot be constructed, temporary shoring may be necessary to complete the construction of foundation subgrade. This shoring will help protect against slope or excavation collapse, and will provide protection to workmen in the excavation. If temporary shoring is required for the foundation excavation, we will be available to provide shoring design criteria, as requested. Structural Fill The following comments, recommendations, and conclusions regarding structural fill are provided for design and construction purposes: Materials: Structural fill includes any fill materials placed under footings, pavements, driveways, and other such structures. Typical ,materials used for structural fill include: clean;, well -graded sand and gravel (pit -run); clean sand; crushed rock; controlled -density fill (CDF); lean -mix concrete; and various Qwest Wireless February 13, 2001 LSI ADAPT Project No. WA01-5866 Page 9 LS1 ADAPT soil mixtures of silt, sand, and gravel. Recycled concrete, asphalt, and glass, derived from pulverized parent materials may also be used as structural fill. Placement and Compaction: Generally, CDF, and lean -mix concrete do not require special placement and compaction procedures. In contrast, pit -run, sand, crushed rock, soil mixtures, and recycled materials should be placed in horizontal lifts not exceeding 8 inches in loose thickness, and each lift should be thoroughly compacted with a mechanical compactor. Using the modified Proctor maximum dry density (ASTM' D-1557) as a standard, we recommend that structural fill used for various on-site applications be compacted to the following minimum densities: Fill Application Minimum Compaction Slab/Footing subgrade 90 percent Gravel drive subgrade (upper 1 foot) 95 percent Gravel drive subgrade (below 1 foot) 90 percent Suburades and Testing: Regardless of location or material, all structural fill should be placed over firm, unyielding subgrade soils. We recommend that a representative from ADAT.be retained to observe the condition of subgrade soils before fill placement begins, and to perform a series of in-place density tests during soil, fill placement. In this way, the adequacy of soil compaction efforts may be evaluated as earthwork progresses. Fill Content: Soils used for structural fill should not contain individual particles greater than about 6 inches in diameter and should be free of organics, debris, and other deleterious materials. Given these prerequisites, the suitability of soils used for structural fill depends primarily on the grain -size distribution and moisture content of the soils when they are placed. When the "fines" content (that soil fraction passing,, the U.S. No. 200 Sieve) increases, soils become more sensitive to small changes in moisture content. Soils containing more than about 5 percent fines (by weight) cannot be consistently compacted to a firm, unyielding condition when the moisture content is more than about 2 percentage points above optimum. The near surface soils at this site consist of silty sand with trace gravel. Accordingly, the silty sand should be considered highly moisture sensitive. The use of "clean" soil is necessary for fill placement during wet -weather site work to allow adequate compaction. Clean soils are defined as granular soils that have a fines content of less than 5 percent (by weight) based on the soil fraction passing'the U.S. No.3/4-inch Sieve. CLOSURE The conclusions and recommendations presented in this report are based, in part, on the explorations that we performed for this study. If„variations in subsurface conditions are discovered during earthwork, we may need to modify this report. The future performance and integrity of the tower foundations will depend largely on proper initial site preparation, drainage, and construction procedures. Monitoring by experienced geotechnical personnel should be considered an integral part of the construction process. We Qwest Wireless February 13, 2001 LSI ADAPT Project No. WA01-5866 Page 10 LSI ADAPT are available to provide geotechnical engineering services during the earthwork and foundation construction phases of the project. If variations in the subgrade conditions are observed at that time, we would be able to provide additional geotechnical recommendations, thus minimizing delays as the project develops. We are also available to review preliminary plans and specifications before construction begins, and to provide geotechnical inspection and testing services during construction. Qwest Wireless February 13, 2001 LSI ADAPT Project No. WA01-5866 Page 11 �•£. , yt � ? r a� �, ¢xr� � ��µn.. �y�eP t I _. I,� '� �- - i .. • • +i. J7i�:W G � , .s 1 ..` � � x �x��,�, t� �� Lm/ . ^si"° �y- a E k � . _ . �<. � t J t -i�T ��r� �'•. �� ��},. 4�` ;aF - � F � �3 it: r,�. * 13 I Ib l zi } � �• � (Y r`-1 a fit Cfub�l ��} �t >� �� , ,' t � ;s " c _ „zZn' 4' e � k �Ti��9 «{"4'�� �j-i3 , �?:. •. :M. 7 � } x� yF S 2 ; i� �'kd e ` � �,t� r 3 � a 'w �� f]OCrt 9 •. p - .a .e :` L xs-,�+n"{ R t � "x yy�� : Tt. y� .+ z r 'S�"�4t� r © I • P `� �` t � � � {" k_ .. t �v�+•r��ii��-fd��J '- j \Y v 'c^`-. y��.. k�t� "�"`-h. t rw - s t, ¢ tat.' 177. t X. � � I' `� * � rte... � .„I�,�s 7 � Y,4:. j� :':YC.`�5.�`•c.�p. J�nL_. ck 3,1•it' .t}rcat B+� r� u+, • a •.iS _:. .ter 3;t 3 W =fi' ? ;'".,,* 'rbc �' dx�s&f�0, t`5 l t o i t ca �, .i S on rhN awl :. i J8 rk O' C _ i ',, ➢ 3 q, A ! j t*'�r`� tw«..���.'�'��tK � ;:tea ��. ,• � � � : o-� � j ,4'� � i z %� �� t '� s ,��t � sb�s�$ ° t' ,% � �. ` � ' y #� �, '.� 'c `� x ^' x x'r 1 � � 'a•�s r� r � '�'-k� ��i � w�.: \'qt c z a• k• tz a f R a Av i P_ i ter T o e �L l u+' j' h Ctl t,, 4 � s v � e r-�- � ` � } ti's • �,,” �� t + .� +�� `- d ,, � Y� •. � � 4 1 u a d.�s � s. `* s �.� � G� J4 l - i. �- Al"n t� �:- � �s I �7 �.. !Y� � � f T��` � ' ,s �*r i `� � ©$ � .\6 # •r� a I� � Vit' )!%%f } .:i' ` �p� �� �a a � �.� �a, c I �w � 1 �, t•�1 1 q� �� V � � d — £.• I t �� y ' � � A T�,y ,� � S.' fi _ ,, ��'s�}'�1 di 7 ,'� 1 -� Q�¢ a �. .� � � ,s u � � a ., i�'. 'S•� a t. .Pt '+i`9f ; t�Ct�,�fr+ . 'a" u 1 1 L I I' 11� II•T,. 1� ��` � � e ��� 3 .s r, .� � �. , V f y�'�s r. � p �` I k � �r _ .c.• � � a � '� i A i � r" ii y I� .F s`\`'?� r t il:'�' !�'' ",�, 3 T fix 4� �:�ex h� N c ti 4iy�}��">s�•i. ��'�,t, s s a ,5,��. � ����. �� � �'.yyis merit � ,tom � R.`.� �t�»,¢, � hex M` �'+Y» �` $vt i' si s` �M v" { � ' . �" i.�' a � �,k a r� + r sHx "$:.rF \ ,�* �.� `h ';.. ^S.. � .�v Gss a, ♦ � �x � ��, �^,,n, � �,� -s r 5' �. �• �\� �s•x\ x• s_�"�s1w �. �+,a � a ar..�a I'�.:F:. �vss �C ss� !y tii:= .fj 3;F��'"��,����✓�+� "�3'�' �" h-�;"a��inr� �z4're +`n y� r+✓r?1.�.�y" �1�\�sr`= 5'7 u`, �*';, ?�� �, � g yes ,� � � $ m\a c^,l" /(� f �� �✓r ,� ` F t ,'� n � � ;, a { 1 .«t3'Y 1ci 3Ye�a `f��k \1C S� p \ $`�" ^ 3 6/ 5' \ zL..n { A' �s "�i �" \ r•«r�.'s, <'- � �� t �,s-� �� �. �.,,� '. 1 a �x� �:: pus ups \ rC * rfix s� s r r w:.k-„S,e+.ly",,'tit'.,^t•4,.xa 'r«rr'.�i.� *tYt� a�,'r'\ '" a't\ t 4 a/ •r yr” .MIOS. "F� •S a f'� 5.`�4 .�. �R{`��' � .3x ,}J t�.'a�� \?� \'moi �y�l�*S bk: �,, Y�^ Yn,��' 1rP S: }>§� iYt 'i'Ya�v. �'� 1 rr.Y s 'r.rd, z. sr.r➢wr " t �a a s',x Fair ��i lc "`�z4i ,a.F,�t\\\� as�iiL:' rs t�' a l+ `� t r,3 "' c� Y'" `�Z':•E' MLE "ye 'v„ �i� "� i t c� t4 '' � � 6 d1 h`Ga� e.�'t �, ','i� � ..Ste ��� t t� `r�\ .ti! �\ �� �c � £.S $ -•v r- , tr. a. Q IQOO FEET 0 300m ____ f000m Printed from TOPOI 01999 WildElowerPmdwions wyva..to �z LS1 ADAPT, INC. FIGURE 1 - Location/Topographic Map 800 Maynard Avenue S., Suite 403 Location : Central Bremerton — Dillon Property Seattle, Washington 98134 2300 6th Street Bremerton, Washington, 98312 Client : Qwest Wireless Ph : 206;.654.7045 Fax : 206.654.7048 1 Date : 02/09/01 Job # : S—WA-01-5866 EQUIPMENT LOCATION AND MONOPOLE ALLEY HB } B-1 RED'S ELECTRIC SHOP w z APPROXIMATE w PROPERTY LINE�3 � d � J o } PARKING 6TH STREET NOT TO SCALE LSI ADAPT, INC. FIGURE 2 - Site Plan .800Maynard Avenue S., Suite 403 Location. :Central Bremerton -. Dillon Property Seattle, Washington 981,34 2300 6th Street, Bremerton, Washington, 98312 Client : Qwest Wireless Ph 206.654.7045 Fax 206.654.7048 Date 02/09/01 Job # S=wA-01-5866 LSI ADAPT 4 APPENDIX A BORING LOG Qwest Wireless February 13, 2001 LSI ADAPT Project No. WA01-5866 Appendix LSI ADAPT, INC. 'BORING LOG 800 Maynard Avenue South, Suite 403 SEATTLE, WASHINGTON 98134 - TEL: 206.654.7045 FAX: 206.654.7048 PROJECT : Central Bremerton - Dillioh Property Job Number : WA01-5866. Boring No.: B-1 2300 6th Street SEA624A Bremerton, Washington 98312 QWEST Elevation Reference: NIA - Well Completed: N/A Ground Surface Elevation : N/A Casing Elevation: N/A Au-BUILT DESIGN TESTING am oa ! O W 2y N~ WW iE NZ f p� m0 Z i°< OIL z¢ O~ It (73 - 5 10 1 15 20 25 30 Approximately 1 foot of asphalt pavement materials underlain by Dense, moist, brown, silty SAND with trace gravel and cobble Dense, moist, brown, silty SAND with trace gravel and cobble Very dense, moist, brown, silty SAND with trace gravel and cobble S-1 S-2 S-3 12 15 16 13 19 23 18 30 32 SS 1 T Boring terminated at 15.0 ft LEGEND 4 j 2-Inch O. D. Split-Spoon Sample Static Water Level at Drilling ® Grab Sample DATE 1' Geoprobe �[_ Static Water Level oe.. Type of Analytical Testing used Sample not Recovered Perched Groundwater NR No Recovery ATO At Time of Drilling. Page: 1 Of 1 Drilling Start Date : 02/09/01 Drilling Completion Date : 02/09/01 Logged By : TSD LSI ADAPT APPENDIX B SITE PHOTOGRAPHS Qwest Wireless February 13, 2001 LSI ADAPT Project No. WA01-5866 Appendix This photograph was taken facing north towards the proposed lease area. The proposed lease area is atop the elevated area. This photograph was also taken facing north towards the proposed lease area. This photograph was taken from across 6`h Street. Red's Electric Motors, Inc. is the host parcel and is located immediately east of the proposed lease area. This photograph was taken from across 6t' Street facing northeast. Note the elevation differences in the photograph. This photograph was taken from across 6`h Street facing northeast. 286 4th Street., Bremerton, iVA 9833.7' Phone: ( 360 ) 478-52.75. FAX: ( 360 ) 478-5278 BUILDING PIERMIT Job Addr= 2300 6TH ST Permit No: 02-0465 Location: 6TH & OLYMPIC Status. ISSUED Parcel No: 3810004-0.16--0009 Applied: 08/21/2002 Issued: 11/22/2002 Applicant: DILLON DOUGLAS & JOYE Expires: 05/21/2003 2300 6TH ST BREMERTON WA 98312 Owner: DILLON, DOUGLAS & JOYE 2300 6TH ST BREMERTON WA 98312 Contractor: WREN CONSTRUCTION INC 425--2520128Lic #: WRENCI*013B6 Exp: 01-26--2004 2720 OAKES AVE STE B EVERETT WA 98201 Subcontr: Desc: INSTALL 60' WIRELESS MONOPOLE & BASE STATION EQUIPMENT Valuation Permit Fees: 643.75 Total Calculated Fee: 1,066.69 50,000.00 Plan Check Fees: 418.44 Additional Fees: .00 Other Fees: 4.50 Total Permit Fee: 1,066.69 This permit sxhall become null and void if the building or work authorized by this permit is not commenced within 180 days from the date of such permit, or if this building or work authorized by such permit is suspended or abandoned at any time after tree work is commenced for a period of 180 days. NOTICE - It is the responsibility of the permit holder, not the City of Bremerton or Building Official to see to it that required inspections, are made. The permit holder must notify the Building official when ready for inspections. Failure of the permit holder.to notify the Building official of required inspections may result in the stoppage of the work until such time that the permit holder can substantiate to the building official that the concealed work meets or exceeds code requirements. Any demolition, testing, or financial burden shall be borne directly by the permit holder. Failure to substantiate code requirements will indemnify the City against any and all responsibility or liability connected with the construction. I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specifier) herein or not. The ant' of a pear t does not pre me to give authority to violate or cancel the provisions of any othe stall o r 1 �w dating const tion or the performance of construction. siRNreA Date:_ 1 Certify t t I am exempt from the requirem nts of the atat Section S, Chapter 126, laws of 1967. Date: Permit Center --Approve! By: Date: — 1i:rU2900 CONCRETE STRENGTH Item: 01100 FOUNDATION -FOOTINGS _- Item:. 01200 -FOUNDATION -WALLS Item: 01700 FRAMING Item: 02704 FINAL ----ZONING Item: 02701 FINAL --FIRE Item: 02700 FINAL- BLDG'11ti , Dept: SPECINSP Division: Dept: BLDG Division: Dept: BLDG a FRFEM E= F:Z-TC3M F=1EF;,111°d1 X T GaM-raFR BLDG Division: 286 4th Street, Bremerton, WR 98337 Division: Dept: Phone: ( 360 ) 478-5275 FAX: ( 36 0 ) 478-5278 Dept: BLDG Division: Building Permit No: 02--0465 Job Address; 2300 6TH ST Status: ISSUED -Location: 6TH & 01_YMPIC Issued: 11/22/2002 Assr Acct No: 3810004-016-0009 Expires: 05/21/2003 R E Q U I R E D I N S P E C T I O N S 1i:rU2900 CONCRETE STRENGTH Item: 01100 FOUNDATION -FOOTINGS _- Item:. 01200 -FOUNDATION -WALLS Item: 01700 FRAMING Item: 02704 FINAL ----ZONING Item: 02701 FINAL --FIRE Item: 02700 FINAL- BLDG'11ti , Dept: SPECINSP Division: Dept: BLDG Division: Dept: BLDG Division: Dept: BLDG Division: Dept: PLANNING Division: Dept: FIRE Division: Dept: BLDG Division: TESTING: Must be recognized by the Washington Association, of Building officials SPECINSP: Must be registered with 'the State of WA ST OF WA: State of WA Dept. of Labor and Industries 478--4921 HEALTH: Bremerton/Kitsap Health District. 478-5235 ALL INSPECTIONS PERFORMED BY THE CITY OF BREMERTON MUST BE SCHEDULED THROUGH THE PERMIT CENTER, ( 360 ) 478-527 Permit Kold�r's Signatur� _ Date: BREMERTON PERMIT CENTER PERM,;T CONDITIONS,` Permit No: 02--046,5 Page: 1 *ZL . Address": 2300 6TH ST Assr Acct. No: 3810004.016--0009 . Location'': 6TH & OLYMPIC Applica-nt: DILLON DOUGLAS & JOYE wner: DILLON, DOUGLAS & JOYE Contractor: WREN CONSTRUCTION INC Description,: INSTALL 60' WIRELESS MONOPOLE & BASE STATION EQUIPMENT Applied: 08/21/2002 Approved: 11/22/2002 ! Issued: 11/22/2002 Conditions': 1. A )Provide for fire department access B)Shall-not obstruct fire department access 2. PRIOR TO PERFORMING ANY RENOVATION OR DEMOLITION WORK, PUGT SOUND CLEAN AIR AGENCY (CLEAN AIR AGENCY) AND WASHINGTON DEPARTMENT OF LABOR AND I,NDWSTRIES (L&I) REGULATIONS REQUIRE AN ASBESTOS SURVEY BE PERFORMED TO ' 3 e DETERMINE WHETHER THERE ARE ASBESTOS -CONTAINING MATERIALS IN THE WORK AREA OR STRUCTURE. THE ASBESTOS SURVEY MUST BE CONDUCTEDBY AN EPA CERTIFIED (AHERA) BUILDING INSPECTOR (EXCEPT RENOVATION OF OWNER --OCCUPIED SINGLE FAMILY RESIDENCES). FOR MORE INFORMATION, PLEASE CONTACT CLEAN ASR AGENCY THROUGH THEIR WEB SITE AT www.pscleanair.org OR BY PHONE AT 8001552-3565 OR 206-•689-4058. THE L&I WEB SITE CAN BE FOUND AT www.Ini.wa.gov/wisha/p~-ts/asbestos/asbestos.htm. 3. LAND USE CONDITIONS OF APPROVAL: SUBJECT TO ALL CONDITIONS OF SPECIAL USE PERMIT/SITE PLAN REVIEW/SEPA CHECKLIST APPROVAL AND THE GEOTECHNICAL, EVALUATION s Permit Hold y - Sig,nature _ Date u a • r kc Numbov; 0200101i nmcu"L! 602.15 11/22/02 09,Y, 9,vmunt MithoW WE Nutation: 2 WEST CHECKS IniL' V1,1 No: 02-Oa6b Ime: SLOGONKY BLDG PERMIT -NO MACH/ Paycal No: Mo Wye= 2300 GrH Sl' lornliok 61" & otympm lotal Fees: 1.066.69 Alo Payment 6020S Iota! ALL Wts: 1.066.619 Balance. 00 Den c I TO ion Amount 1 24 li 1 HUXLUINK PLPMIT VES.'. 595.25 nj (02?6) QTAIF OF Wn SURCHANGE 4.50 a C3 m m 0 0 Cl)Cil N < W W Dmo 00 00 m 2 NO(n z -i r r O z 0 O C O r D 90 C- 0 O m N N O O Cil m Cl) 3 Zr _ CD CL N CD o Q' cn — N O V s <D N O C) c N X01—oc�a-� 50086 VM '3MITI38 ZOZ# 3N HlOb1 SbbZ SSA13HI/A JeI n6ui�X •. • g u � a K n N ¢0 CO N z z a -a,,3"`",,�iin z 0co � W O a a J m OI U u o 'w - Q n O 2u p wa O g o 3 f 2 a0 ¢ a dl O Uj Q a Ka ~ Z t w OQ K \ N W G �- m w1 _ Z . O moo o w W ut Q W j twn > Q� 410 gz OW ¢dl UU� alwit �3 o 000 d L+J O� a ZZS VW Goo WU a r 5 KI = a vW Z p w K � o W �W a i Z z� �a �r.1 '.� oow m Zw Z F Eo z j LAJ a00 vJ OZ i\ o U Y z w� aX row N F W _Z U z � U 0 h =in O O m Z O Z 4oa m U Z w w O NSF 00 3w owo � Z 0 O m CL O U K d O O" ¢ z d 1 O Z 0 z F �O a N T Z U z Iz FW Z F- K d z U z do O O W w1 -0 a O Zcn FQ=Q 2'} VN a z Z o z z F F— 46 Cl- a Q a V dzm wo3 Z tiw (g)fN m z O 0 V) am U U Z U 000 to a woz O 50086 VM '3MITI38 ZOZ# 3N HlOb1 SbbZ SSA13HI/A JeI n6ui�X •. • 0 K ¢ O ¢ OOfa O Q N< ¢ (D aw Z r\ Q Z 't W W Oz O ¢ WC, a - F aa w J O� V � C7 O z Q U CY g u � UI = }m � K n 0 g ¢0 CO w z z z x -a,,3"`",,�iin z 0co 1 K O a a J "0 w z OI U u o 'w - Q n av 2u p wa O g o 3 f 2 Z � a dl O Uj Q a Ka K 1N- O CD O O t w OQ 3z\ z Uw J U W O a �- m w1 o4^ �ari moo o w `N 4W KOQ o a� K �W 0o a a W j twn > Q� 410 gz OW ¢dl UU� alwit �3 o 000 d N U O� a ZZS VW Goo WU dVF- VI a a u KI = a vW Z p w K � o W �W a i Z z� �a �r.1 '.� oow m Zw Z F Eo z j 5uo U� a00 -�V~I OZ i\ o Z `aa z w� aX row za, 3 w o U 0 h =in Z¢. .o m -j= OQ z o a o Kir zo wo 2a UQO w Q 4oa m U (C aK w0 a�K in0 NSF 00 3w owo O� M Y00 uw °m ow 0 dUl uo1 ioo a O 0000 O® 0 K ¢ O ¢ OOfa O Q N< ¢ (D aw Z r\ Q Z 't W W Oz O ¢ WC, a - F aa w J O� V � C7 O z Q U CY W T 3 O v a o cc L , CO z o w LU 7 x -a,,3"`",,�iin z 0co a U&0 607E;vv wLf) ct w N K L U1 z Q n U O _ W z ¢ Z � W0 a Z Z CD O O 3 Q Cl- O a ^ U z Om” J z_o o _ 0 O z O O U d W W Z~ 0 N Q ¢ w ut aaz Z mJ C af K O�r7 mW 2 ¢ w Q w ¢ Z w S Ud' a _Z W W U W m¢ Z \ ~ (C z U)w W ZUv O� M Q w ch Z) Ux w OO Uz FJ Z O" ¢ z H O U Q OW Q m j J 0 F �O Q N T Z ZQO ZZ W FW Z F- UO' Z_ U z z� ? �� U Ow O J 4 Z_ U W N O a O Zcn FQ=Q 2'} JOO p (f f-¢ wQ J 46 Cl- a w a cr dzm wo3 w 00= pW (g)fN LO �� Moo W W J W J c J W zd 0 3 to a woz 030 K W ¢ O¢ a¢ 0¢ F W (n � W¢ ° W O. ° .0 O W O O C ' o30Q Zm a3 N owe W F- Z ii' p In JZF- J O 4 J u V, Z¢Z U �O O ¢r=d Z ¢ C:) o QTW W T 3 O v f— o cc L , CO z o w LU 7 x -a,,3"`",,�iin z 0co a U&0 607E;vv wLf) ct w N K L U1 z Q n U O _ W N wW Z O Z Z � 0 a a 0 i m ° n W K mm m 0 W w 3 C) Ld Q S 0 U a rn> w O r f— z W cc L , CO z o w LU 7 x -a,,3"`",,�iin z 0co U C7� WO t3 wLf) ct w N K L U1 z Q n U O _ W N wW Z O Z x W0 a Z Z CD O O 3 m Cl- O a ^ U z a rn> w O r ri z W 0 a w„C9 m N Ln W a x -a,,3"`",,�iin z 0co p WO a 00 z ct w N K L U1 w� 0'.,,. Q n U O w W N wW Z O Z x W0 a Z Z CD O O 3 m Cl- O a ^ U z Om” J z_o o _ 0 O J O O U d W W Z~ 0 N W J Y O ut aaz Z mJ W Ow � U) 00\ K O�r7 mW 2 �(if dw �� ()C1. Wof W a• a. J w ¢ Z w S Ud' O¢ _Z W W U W m¢ Z \ ~ (C UxZ U)w W ZUv O� M _ ¢ Om ZV1 Ux w OO Uz FJ Z O" ¢ 3 O O :5 Q OW Q m j J 0 F �O N T Z ZQO ZZ WOW U¢0 x= J¢ z z� ? �� U Ow O J cox Zv� W m z D3w m x N N O Z0�. ¢ Zm z FQ=Q 2'} JOO 2:t: F 3 f-¢ wQ J 46 >¢H9 3�� Oz w 0 dzm wo3 w 00= pW (g)fN LO �� Moo z�� I z OJ 0 UQQ zd 0 3 to a woz 030 K W U (� 1 a F W (n � w > Q W K J J W D o h xw o w f o30Q Zm a3 N owe W F- Z ii' p In JZF- J O J J u V, Z¢Z U �O O ¢r=d Z ¢ C:) o QTW O z Z ��OW oOi wa v=iUO NQd tnOU Z LIj ~ O Nx 0'd�o� oa 000 ¢ dW Uujw�N U)� UQO OZz F Owl UK W y.� 4w x2 W O (I t- F' <UU F1' `° U)al > ' F F-00.�� IW ¢ W o WQOO z~ W O J< O F O Z of W O Z J r ZO O J I- ZO w w >J Q U W ZZ OUd ¢ w UZLu Ow N �m N� Mu=OU 70 f 01~n sO L.¢. Fx 0 �d a rn> N CCO ri z W 0 a m :5m(L m N Ln W a x U7 p WO ¢ 0W^. z J U) J 0, N K L U1 U J U O :5 U O Q O a¢ W Q (` ¢ 1 CD O O O O D O 0- Cl- O a 0 a C7 0 o, o9 o _ 0 9 N ri m N Ln _ W a' W O I - =Q z / LLI ao rl) F O Z p W 0 0 o 3= N W N J W w N LLJ m a W 2 ¢ N z 0w E4 V W Z J Y Q J :2 LL a �m a O o O _J O a a ¢ 03 N 6 Tjj W 90086 VM '3nA3-n39 ZOZ# 3N HlObl 94bZ SS3l38IM wsaeI nf3uso 0 e W T Y \ vl m ; � o i z Q W J � W �® W •V �� � Q U �'oNLv� 0 0,2j a 4 0— o 0 (n U _J e e N N N O Q eM W .._.._...._..._ O N N N Q J J LJ Ia IZ z to LO LO uj 3 Z `° o W CL m J > d a ° C C C v Q CL = o 0 w x 3 (n ° N v O Z' LLJ� m = o O :o F o � o 2 o to z m � in W ¢' o o CL oo U cn � ° p v p o g N E o c ? t LLJ :3 ° ot = o v T ° C) Q ry cn O LL - O N _Z I ~ O J Z �( 0- W ,5 j II II I II I I -f- T 0 Y \ vl z � i z Q W J W �® , Q z -f- T N 0 Y z � � z Q W J W �® Q z 0 0,2j a 4 Z L_ J -. - O = O O 3 > w z l,j � G� as In Z 57 N --------------- ------ -----_ M 00 N N z Q W J W �® ~ Fmr�m3 N }7 a 4 Z L_ J -. - O = O O 3 = Ln O W N W In Z N Llrr-m ofW m I Q � Q ............ --------------- ------ -----_ S I L_ J -. - -----)o ----- ` — - tIT- Llrr-m �3 1111 - ` a 11/1 I I i! 1111 1 .I, i I Q � Q ............ w maximum building height requirements in the zone and a reconfiguration of antenna pole installation to reduce the visual impact of the pole. No specific design guidelines or criteria were applied to this project. 14. In order to insure that this project complies with all applicable development standards and is compatible with surrounding uses, the following conditions of approval are required: (1) The proposed monopole shall be unlighted and shall therefore not have any daytime or nighttime illumination. No exterior lighting shall be installed at the site. (2) The structure shall be painted a non -reflective gray to minimize its impact on the visual landscape. An alternative color may be selected by the applicant to paint the monopole, however, any change in color from non -reflective gray must receive prior approval from the DCD staff. (3) A building permit must be obtained from the City of Bremerton prior to any construction or clearing on the site. Compliance with all applicable UBC and UFC provisions is required. (4) Prior to building permit approval, the applicant shall provide the Department of Community Development with a copy of an executed lease between the legal owner of the subject property and Qwest Wireless. (5) A silt and erosion control plan shall be submitted to the City Engineering Department for approval prior to any clearing or grading on the property. (6) Prior to issuance of a building permit, the applicant shall submit a professional engineer's geotechnical report which includes a soils study of the proposed location and design recommendations for the foundation for the monopole to be constructed on the Dillon property. (7) The applicant shall meet all requirements of the Bremerton Fire Marshall regarding emergency access to this facility and fencing requirements. These requirements include, but are not limited to, fencing of the facility and provision of a Knox Box or lock with key which shall be made available to the City of Bremerton Fire Department so that emergency access is available at all times. (8) The applicant is required to comply with all applicable regulations of the Environmental Protection Agency regarding the storage and use of lead acid batteries in their personal communication service facility. (9) Fencing and landscaping of the tower base and ground -mounted Qcell equipment shall be consistent with City code requirements. This fencing and landscaping shall be designed to effectively screen the facilities from view from the alley, public streets and residential properties to the north and south. The applicant shall submit a fencing and Findings of Fact and Conclusions of Law -10- Hearing Examiner City of Bremerton .1 landscaping plan to the Department of Community Development for approval prior to issuance of a building permit for the site. (10) The project shall comply with all applicable requirements of the Federal Communications Commission and the Federal Telecommunications Act of 1996. Special consideration must be given to the standards and regulations regarding electromagnetic field/radio frequency radiation exposure. (11) All proposals of the applicant including revisions to the original site plan submitted on November 8, 2001 shall be conditions of approval unless those proposals are in conflict with City regulations. It is understood that this Special Use Permit is based upon the revisions submitted on November 8, 2001 which reduced the height of the monopole from 80 feet to 60 feet and modified the configuration of the antenna array on the monopole to a vertical design. (112) Should the personal communications service facility become technologically obsolete or cease being utilized by Qwest Wireless or its successor in interest, then the antenna and support structure shall be removed within 120 days of deactivation of the facility. (13) At all times during construction and operation of this PCS tower facility, the alley between 6th and 7th Streets shall remain open and accessible to emergency vehicles. No construction materials or equipment shall be stored or parked in the alley during construction or operation of the facility. (14) This monopole shall be available for future co -location of antennas by other service providers. DECISION This application by Qwest Wireless for Special Use Permit to construct a personal communication service facility on the northwest corner pf the Dillon property located at 2300 6th Street in the City of Bremerton, is granted subject to the conditions listed in Conclusion of Law 13 above. The site plan submitted by the applicant has been reviewed by the Department of Community Development and is approved. The appeal of the SEPA DNS filed by Mr. Thomas Cantwell is denied. No EIS is required for this project. DATED this ZV' Zlay of July, 2002. P - ROBIN THOMAS BAKER, Interim Hearing Examiner APPEAL This decision is final unless appealed to the Superior Court in accordance with the provisions of RCW 36.70(e). Findings of Fact and Conclusions of Law -11- Hearing Examiner City of Bremerton r, Fee$ ..... ........................................... ...... Receipt No.__T --------------- ------------------------------------- M 43218 BUILDING PERMIT CITY OF BREMERTON - BUILDING DEPARTMENT / F. E. IRISH, Building Inspector • ESsex 3-1411, Ext. 36 v Owner's Value Bldg. Dept. Value DESCRIPTION: r°I ', Lot Block Additions Addresson Job -------=-'----- --•---------------------------------------------•------------------------ Date --- -------------------- Building ------- ------ X ---------------- and ---------------- stories ------------------- ---. basement. Lot ---------------- X ---------------- Front Yard ------------------- Rear Yard ----------------------- Side Yard ------------------------ Garage Occupancy, --I ----------------------------------------------- ---------------------------- ------------------- Zone ---------------------------- ------------- Owner- =---...... ,--=-------------------------------- Address ------------------------ ------------------- Phone ----------------- Contractor - ', ,.,,,. Address _ a -� Phone '-- - -_-'- ----------1� -------- This permit is issued for: . �. = ---- r ---��-it /- - l/-- :- ill. i � i fA,',�' �� �i�• -- �. .�_%_--------------------------- .c4l All work to conform to all applicable' building ordinances and amendments. Please -note o1aving special instructions and requirements. DETACH HERE AND POST THIS SECTION ON JOB INSPECTION Reinforcing steel must be inspected after placing and before covering. FORMS shall be inspected and approved before pouring. All plumbing, wiring and the frame of all buildings must be inspected and approved before covering. Wood preservative to be used on all wood against masonry. Ventilate foundation and attic. Sepa,- rate permits required for plumbing, wiring and heating. See City Engineer before working on streets or sidewalks. -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Owner's Signature '; -= = =='' { =' ----------- ------ By ----------------------------------------------------------------------------- His Authorized Agent Building Inspector ----------- ------------------------------------------------------------ oF By -- M 45036 • Fee $............... ted^ ........ Receipt No. BUILDING PERMIT CITY OF BREMERTON • BUILDING DEPARTMENT F. E. IRISH, Building Inspector • ESsex 3-1411, Ext. 36 Owner's Value I Bldg. Dept. Value I DESCRIPTION: $ J�) I f Lot Block Address on Job -_--_--__ l---------------------------- Building v --------------------------------------------------------------------- Date--/-----�---/-�-- "---- --------------------- Building ---------------- X ---------------- and ---------------- stories ------------------------ basement. Lot ---------------- X ---------------- Front Yard ----------------_----- Rear Yard ------------------------ Side Yard ------------------------ Garage ------------------------------ OCCUPANCY PERMIT REQUIRED BEFORE OCCUPYING BUILDING Zone __________________________________________ Owner- -------------------------------- -- - .Address -------------------------------------------- Phone ----------------- Contractor,.�..r'�-��___ �; —-------------------------------- Address ---------------------- --------------------- Phone ----------------- This permit is issued for: ------------------------------------------------------------------------- lop, 117 ---------------------------------------------------------------------------------------- ---------------------------------------------------------------------------------------- _rr1A.V All work to conform to all applicable building ordinances and amendments. Please note the following special instructions and requirements. DETACH HERE AND POST THIS SECTION ON JOB INSPECTION — Reinforcing steel must be inspected after placing and before covering. FORMS shall be inspected and approved before pouring. All plumbing, wiring and the frame of all buildings must be inspected and approved before covering. Wood preservative to be used on all wood against masonry. Ventilate foundation and attic. Sepa- rate permits required for plumbing, wiring and heating. See City Engineer before working on streets or sidewalks. ---------------------------------------------------------------------------------------- ---------------------------------------------------------------------------------------- ---------------------------------------------------------------------------------------- ---------------------------------------------------------------------------------------- ---------------------------------------------------------------------------------------- ---------------------------------------------------------------------------------------- ---------------------------------------------------------------------------------------- ---------------------------------------------------------------------------------------- ---------------------------------------------------------------------------------------- ---------------------------------------------------------------------------------------- ---------------------------------------------------------------------------------------- ---------------------------------------------------------------------------------------- ---------------------------------------------------------------------------------------- ---------------------------------------------------------------------------------------- ---------------------------------------------------------------------------------------- ---------------------------------------------------------------------------------------- ------------------------------------------------------------------------------------------------------------------------------------- ------------------------------------------ Owner's Signature------------------------------------------------------------ By ...... &I - ------------------ Hi.r Aushorized Agent Building Inspector , t - f- ZFBY ------------ - �------------------------------------------------------------- ,l� Fee$ ................................ ...---_...._ Receipt No. ----- ` ` . v -----.......__------.....__. N :' 45039 f BUILDING PERMIT CITY OF BREMERTON • BUILDING DEPARTMENT F. E. IRISH, Building Inspector • ESsex 3-1411, Ext. 36 Owner's Value I Bldg. Dept. Value DESCRIPTION: $ Lot Block Additions Address on Job.—',9-0-0 ---------- y Date -'-s Building ---------------- X ---------------- and ---------------- stories ------------------------ basement. Lot ---------------- X ---------------- Front Yard ------------------------ Rear Yard ------------------------ Side Yard ------------------------ Garage ------------------------------ OCCUPANCY PERMIT REQUIRED BEFORE OCCUPYING BUILDING Zone __________________________________________ Owner_ z =Vic. ------------------------------ Address -------------------------------------------- Phone ----------------- Contractor------------------------------------------ -------------------------- Address -------------------------------------------- Phone ---------- ------ This permit is issued for: _scccic.,�` -----------��rr��v �!/ -------_O� ------------------------------ ----------------------------•--------------------------------------•----------------------------------------------------------------------------- All work to,conform to all applicable building ordinances and amendments. Please note the following special instructions and requirements. DETACH HERE AND POST THIS SECTION ON JOB INSPECTION — Reinforcing steel must be inspected after placing and before covering. FORMS shall be inspected and approved before pouring. All plumbing, wiring and the frame of all buildings must be inspected and approved before covering. Wood preservative to be used on all wood against masonry. Ventilate foundation and attic. Sepa- rate permits required for plumbing, wiring and heating. See City Engineer before working on streets or sidewalks. --1--------------------------------------------------- A ----------------------------------------------- ' } Owner's Signatu e__ X�_��• ,e'* -T ')2,// -'( /�.✓� ____ By ---------------------------- _________________________________________________ His Authorized Agent Building Inspector_j:___ ---------------------------------- ------------------------------- ofBy ........... ______________________________________________________ -1. Fee $.......... ���-..............................••... Receipt No. ........... N. 46232� ` }............................ BUILDING PERMIT CITY OF BREMERTON - BUILDING DEPARTMENT F. E. IRISH, Building Inspector • ESsex 3-1411, Ext. 36 Owner's Value Bldg. Dept. Value DESCRIPTION: Lot Block Additions Address on Job --------------- en2=TOa--------- ------------------------------- Date ------- i- Z? M 7 r- ------------------------------ Building ---- ----------- Building ---------------- x ---------------- and ---------------- stories ----------------------- basement. Lot ---------------- x ---------------- Front Yard ---------------- ------- Rear Yard ------------------------ Side Yard ------------------------ Garage ------------------------------ OCCUPANCY-PERMIT REQUIRED BEFORE OCCUPYING BUILDING Zone .......................................... Owner----- :=o ff 1-e'5al-'re------------------------------------- Address -------------------------------------------- Phone ----------------- Contractor - .,, t � -- -------------------- Address -------------------------------------------- Phone ----------------- This permit is issued for: `-- L r q 1:7 -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- ---------------------------------------------------------------------------------------- ---------------------------------------------------------------------------------------- All work to conform to all applicable building ordinances and amendments. Please note the following special instructions and requirements. DETACH HERE AND POST THIS SECTION ON JOB INSPECTION — Reinforcing steel must be inspected after placing and before covering. FORMS shall be inspected and approved before pouring. All plumbing, wiring and the frame of all buildings must be inspected and approved before covering. Wood preservative to be used on all wood against masonry. Ventilate foundation and attic. Sepa,- rate permits required for plumbing, wiring and heating. See City Engineer before working on streets or sidewalks. -------------------------------------------------------------------------------------------------------- ---------------------------------------------------------------------- ---------------------------------------------------------------------------------------- ---------------------------------------------------------------------------------------- -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- ---------------------------------------------------------------------------------------- ---------------------------------------------------------------------------------------- ----------------------------------•--------------------------------------------------------------------------------- ----------------=--------------------------------------- --------------- ;--------------------------------------------------------------------------------------------------------------------------------------------------------------- ---------------------------------------------------------------------------------------- ---------------------------------------------------------------------------------------- -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- ---------------------------------------------------------------------------------------- ---------------------------------------------------------------------------------------- ---------------------------------------------------------------------------------------- ---------------------------------------------------------------------------------------- ---------------------------------------------------------------------------------------- ---------------------------------------------------------------------------------------- ---------------------------------------------------------------------------------------- ---------------------------------------------------------------------------------------- ---------------------------------------------------------------------------------------- ---------------------------------------------------------------------------------------- ---------------------------------------------------------------------------------------- ---------------------------------------------------------------------------------------- -------------------------------------------------------------------------------------------------------=---------------------------------------------------------------------- ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------- --------------- ------------------------------------------------------------------------ -------------------------------------------------------------------------------------------------- --- ------------------------------------------------------------------------------------- -------------------------------------------------------------------------------------------------------------------------------------------------- ----------------------------- ---------------------------------------------------------------------------------------------------------------------------------------- ------------------------------------ Owner's Signature-----------------------=----------------------------------- BY----------------------------------------------------------------=--- His Authorized Agent Building Inspector----- ---------- !f/t �f ,�wrryy �-----------------------------------__:. _ B R 5G i 2 3 13 1 T3 91 2?. 2 i! 2 '.5 ?C- 27 99 31. 12 Pf- -- -- - 4- om Fee S-------. p :j 46252 .........................•--...............-.... Receipt No._... --...-•------•---•----: •---------.....----:�-----•- - BUILDING PERMIT CITY"OF BREMERTON BUILDING DEPARTMENT l/ F. E. IRISH, Building Inspector • ESsex 3-1411, Ext. 36 Owner's Value Bldg. Dept. Value DESCRIPTION: � - do -- Lot Block Additions Address on JobDate �� -- II -' (' ------- Building ---------------- X ---------------- and ---------------- stories ------------------------ basement. Lot --------------- X ---------------- Front Yard ------------------------ Rear Yard ------------------------ Side Yard ------------------------ Garage ------------------------------ OCCUPANCY PERMIT REQUIRED BEFORE OCCUPYING BUILDING Zone ......................................... Owner ----------------------------------Address . -100 -6 --L 36 - - ------- Contractor --------------------------------------------------------------------- Address -------------------------- --------------- Phone ----------------- This permit is issued for: ----------------- -- ' `'? `1° --------------------------------- ----------------------------------------------------------------------------------------------------------------------------------------------------- ------------------------ ---------------------------------------------------------------------------------------- ---------------------------------------------------------------------------------------- All work to conform to all applicable building ordinances and amendments. Please note the following special instructions and requirements. DETACH HERE AND POST THIS SECTION ON JOB INSPECTION — Reinforcing steel must be inspected after placing and before covering. FORMS shall be inspected and approved before pouring. All plumbing, wiring and the frame of all buildings must be inspected and approved before covering. Wood preservative to be used on all wood against masonry. Ventilate foundation and attic. Sepa.- rate permits required for plumbing, wiring and heating. See City Engineer before working on streets or sidewalks. ------ ----------------------------------------------------------------------------------------- ---------------------------------------------------------------------------------------- ---------------------------------------------------------------------------------------- ------------------------------------------------------------------------------------------------------------------------------------------------------------ ----------------- -----------------------------------------------.----------------------------------------- ---------------------------------------------------------------------------------------- ---------------------------------------------------------------------------------------- ---------------------------------------------------------------------------------------- ---------------------------------------------------------------------------------------- ---------------------------------------------------------------------------------------- ---- ----------------------------------------------------- --- ------------- ---------------------------------------------------------------------------------------------------------------------------------------------------------- ------ ----- x"` ;---------------------------------------------------------------------------------- Owner s Sign ' r� J ature=-�_F -h _ B-------------- fHis Authorized Agent BuildingInspector ------------------------------------ =' A--------------------------------- ------------ of By J ��� BUILDING *PERMIT City of Bremerton,. Washington Phone:, (206) 478-5281 OWNER'S VALUE I BLDG. DEPT. VALUE $ i_Aoo 1 .. 1$ PLAN CHECK FEE I RECEIPT I$ IN9 018 A],�'Z PERMIT FEE I RECEIPT NO. I DATE SITE ADDRESS/ LOCATION 2300 6th Street OWNER'S NAME C. A. Dillon ADDRESS Same PHONE CONTRACTOR James Robinson Co. STATE CONTRACTOR'S LIC.# JA -ME -44-4378K ADDRESS Bremerton PHONE ❑ RESIDENCE C BUSINESS ❑ NEW ❑ REPAIR Cj REMODEL ❑ ADDITION PLANNING/ZONING B FIRE ZONE XXK- I STORIES 1 OCCUPANCY' F2 THIS PERMIT ISSUED FOR: Chain link fence and installation of overhead door. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any other state or local law regulating construction or the performance of construction. INSPECTIONS REQUIRED: Foundation ❑ Framing ❑ Plumbing ❑ Electrical ❑ Wallboard ❑ FINAL Q INSPECTION: FOR INSPECTORS USE ONLY: REINSPECTION: FINAL INSPECTION APPROVED BY ISSUANCE OF OCCUPAN Y CERTIFICATE REQUIRED BEFOR OCCU YING BUIL OWNER'S SIGNATURE, o&lw BY BUILDING DEPT. CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT 345 - 6th Street, Bremerton, WA 98337 (360)473-5275 Fax: (360) 473-5278 PERMIT NUMBER: BB10 00355 DATE ISSUED: ASSESSOR NUMBER: 3810-004-016-0008 ZONING: LC SITE ADDRESS: 2300 6TH ST APPLICANT NAME: YIM SUNNY PHONE: (206) 445-0448 ADDRESS: 568 1ST AVE S STE 650 OWNER NAME: DILLON DOUGLAS & JOYE PHONE: ADDRESS: 2300 6TH ST, BREMERTON, WA 98312 CONTRACTOR: PHONE: ADDRESS: LENDER NAME: PHONE: 0- ADDRESS: SUBMITTED: 06/30/2010 APPROVED: 07/26/2010 EXPIRATION: 12/27/2010/STATUS: EXPIRED W/O ISSU VALUATION: $8,000.00 Commercial Building Permit w/ Mechanical/Plumbing Building Permit $135.00 2211 Modify existing wireless facility by replacing 3 existing an�naswith3 new ones. Plan Review Fee $87.75 16-4580 Building Code Edition: IBC: 2006 State Surcharge $4.50 0236 Occupancy Group: S-2 TOTAL FEES: $227.25 Type of Construction: Type II, Fire resistive, Unprotected Flood Zone: Setbacks: (Front) (Side) (Rear) (Other) Sanitation Method: Number of Bedrooms: Square Footage: Bid Price from Applicant 1 TOTAL Inspection Requests FIRE: Fire Inspections (360) 473-5386 DCD: Building Inspections (360) 473-5870 HEALTH: Kitsap County Health District (360) 337-5285 L&I: Department of Labor and Industries (360) 415-4000 PW&U: Public Works - Engineering (360) 473-5270 This permit shall become null and void if the described work authorized by this permit has not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned at any time after the work is commenced for a period of 180 days. It is the responsibility of the permit holder to see that the required inspections are made. Failure to obtain required inspections may result in stoppage of the work until such time that the permit holder can susbstantiate to the City of Bremerton that the concealed work meets or exceeds code requirements. Any demolition, testing, or financial burden shall be borne directly by the permit holder. Failure to substantiate code requirements will indemnify the City against any and all responsibility or liability connected with the construction. I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel provisions of any State or local law regulating construction or the performance of the construction. If listing the owner as general contractor, I certify that I am exempt from the requirements of the State Contractor's Registration Law under Section 3, Chapter 126, Laws of 1967. All revisions to an approved plan require DCD review and approval prior to performing work. All building and tenant occupancy permits are required to pass final inspection prior to permit expiration and obtain a certificate of occupancy prior to use or occupancy. I have read, and agree to abide by the conditions of this permit including all conditions of zoning, building codes, and State and Federal laws. SIGNATURE OF OWNER OR AGENT: PRINTED NAME: DATE: CONDITIONS City of Bremerton's approval of this application pertains only to the City's regulatory jurisdiction, and thus compliance with City regulations does not necessarily ensure compliance with federal or state laws. 1. (OTHER) Approval is for the repair and maintenance of the structure and does NOT constitue approval for exapansion of size or scope of the facility. 10. (DCD-02) DCD: Validity of permit. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the Washington State Building code or of any other ordinance of the City of Bremerton. Permits presuming to give authority to violate or cancel the provisions of the Washington State Building code or other ordinances of the City of Bremerton shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the building official from requiring the correction of errors in'the construction documents and other data. The building official is also authorized to prevent occupancy or use of a structure where in violation of the Washington State Building code or of any other ordinances of the City of Bremerton. 10. (DCD-01) DCD: Prior to performing any renovation or demolition work, Puget Sound Clean Air Agency (Clean Air Agency) and Washington Department of Labor and Industries (L&I) regulations require an asbestos survey be performed to determine whether there are asbestos - containing materials in the work area or structure. The asbestos survey must be conducted Page 1 of 2 BUILDING PERMIT INSPECTION CARD Building [] Plumbing 2300 6TH ST Modify existing wireless facility by replacing 3 existing antennas with 3 new ones. Mechanical ❑ Alarm/Sprinkler ❑ This Placard must be posted on or near building and the Permit & "Approved" plans must be at the sit Permit # BB10 00355 POST ON SITE Call the following Agencv Telephone Numbers for inspections Building Department Inspections Call: (360) 473-5870 WATER -Public Works -Water: (360) 473-5927 PW - Public Works - Engineering: (360) 473-5270 HEALTH - Kitsap Co. Health District: (360) 337-5285 Fire - Fire Department: (360) 473-5394 L&I - Dept. of Labor and Industry: (360) 415-4000 Final n - Building In FINAL BUILDING (360) 473-5870 All of the above must be approved. Occupancy approval for SFR only - Commercial structures require a separate Certificate of Occupancy. - Property lines shall be properly identified and marked before foundation footing inspection. Setbacks are measured to the finished wall structure. - Reinspection fee maybe assessed if inspection has been requested when not readyor corrections are not completed. - Permit, approved plans, engineering, and inspection card shall be on site during construction or Reinspection Fee may be assessed. Approved Date Notes Building Inspections Monday - Thursday DO NOT OCCUPY BUILDING WITHOUT BUILDING DEPARTMENTAPPROVAL PROTECT TRIS CARD FROM THE WEATHER RECEIVED City of Bremerton Date: June 23, 2010 JUN 3, 0 2010 Tracy Howe Department of Crown Castle USA Inc. Community Development 5350 North 48th Street Suite 305 Chandler, AZ 85226 Subject: Structural Analysis Report Carrier Designation: AT&T Mobility Co -Locate Carrier Site Number: Carrier Site Name: CATN'� Crown Castle USA Inc. 2000 Corporate Dr. Canonsburg, PA 15317 (724) 416-2000 BR45 Bremerton Hwy 310 Crown Castle Designation: Crown Castle BU Number: 880436 Crown Castle Site Name: SEATTLE QWEST - SEA624 Crown Castle JDE Job Number: 134256 Crown Castle Work Order Number: 343137 Engineering Firm Designation: Site Data: Dear Tracy Howe, Crown Castle USA Inc. Project Number: 343137 2300 6TH STREET, BREMERTON, Kitsap County, WA Latitude 470 34'3.76", Longitude -1220 38'58.33" 60 Foot - Monopole Tower Crown Castle USA Inc. 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 343137, in accordance with application 99112, revision 1. 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: LC1: Existing + Reserved + 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 85 mph 3 -second gust. 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 USA Inc. appreciate the opportunity of providing our continuing professional services to you and Crown Castle USA Inc.. If you have any questions or need further assist n this or any other projects please give us a call. Structural analysis prepared by: Christopher Volk, E.I.T./TS BOJ �� WAS,/YZ� tiFO �..� Respectfully submitted by: , 4 ' 39242 Douglas K. Pineo, P.E. Manager Structural Design SZONAL RISA Tower Report - version 5.4.1.8 .1, ti FILE BUILDING PERMIT INSPECTION CARD Building 1:1 Plumbing This Placard must be posted on or near 2300 6TH ST Modify existing wireless facility by replacing 3 existing antennas with 3 new ones. Mechanical [] I Alarm/Sprinkler ❑ and the Permit & "Approved" plans must be at the sit Permit # BB10 00355 Call the following Agency Telephone Numbers for inspections: Building Department Inspections Call: (360) 473-5870 WATER - Public Works - Water: (360) 473-5927 PW - Public Works - Engineering: (360) 473-5270 HEALTH - Kitsap Co. Health District: (360) 337-5285 Fire - Fire Department: (360) 473-5394 L&I - Dept. of Labor and Industry: (360) 415-4000 In Final Inspection - Buildin i POST ON SITE - Property lines Ihall be properly identified and marked before foundation footing inspection. Setbacks are measured to the finished wall structure. - Reinspection fee maybe assessed if inspection has been requested when not ready or corrections are not completed. - Permit, approved plans, engineering, and inspection card shall be on site during construction or Reinspection Fee may be assessed. I Date Notes FINAL BUILDING (360) 473-5870 All of the above must be approved. Occupancy approval for SFR only - Commercial structures require a separate Certificate of Occupancy. DO NOT OCCUPY BUILDING WITHOUT BUILDING DEPARTMENTAPPROVAL PROTECT THIS CARD FROM THE WEATHER j I Print Parcel Search Map Kitsap county Parcel Search DISCLAIMER: This map is intended for display purposes only and is not intended ford any legal representations. [Click here to Print] Page 1 of 1 , http://kcwppub3 . co.kitsap.wa.us/Parcel Search./PRINT.ASP?CMD=ZOOMOUT&APAN=... 7/26/2010 1 101 �YtyctfBremert FILE Tl� P,2't b C6 5 r:-) C, ERMIT CENTER �1 JUN 3'0 2010 ('-C COMMERCIAL Department of CommBuilding Permit Application tutity Development Department of Community Development " 345 - 6di Street, Suite 600 ' Bremerton, WA 98337-1873 (360) 473-5275 ' Fax (360) 473-5278 " www.ci.bremerton.wa.us Business Name: AT&T- BREMERTON HWY 310 -SEATTLE QWEST SEA624 Site Address: 2300 6TH STREET, BREMERTON, WA 98312 To apply for a property address, contact Public Works at (360) 473-5270 CONTRACTOR: TBD@PERMIT ISSUANCE OWNER: DOUGLAS & JOYCE DILLON Address: Address: 2300 6TH STREET City, State, Zip: City, State, Zip: BREMERTON, WA 98312 License # & Exp. Date: Phone #: Contact Name: Authorized Agent Name: SUNNY YIM Contact Phone #: Address: 568 1 STAVE. S.#650 Email address: City, State, Zip: SEATTLE, WA 98104 Tax ID/Parcel #: 3810-004-016-0008 Phone #: ( 206 )446-0448 []Sewer ❑ Septic Email address: SYIM@PTSWA.COM Whaf �s #heapplication ford (Pieas� check) Neuv Gonst're cttan ✓ °Aiteratian,. Addtt on ❑ NEW COMMERCIAL ❑ TENANT IMPROVEMENT WITH WORK ❑ COMMERCIAL REMODEL ❑ TENANT IMPROVEMENT WITHOUT WORK ❑ COMMERCIAL ADDITION ❑ NEW SIGN ❑ COMMERCIAL REPAIR ❑ GRADING (Cubic Yards: ) ❑ NEW MULTI -FAMILY ❑ REROOF ❑ DEMOLITION ❑ Interior❑ Exterior—❑ Foundation Wall" ❑ Roof / Section— Separate demolition permit and fees required. Contact Public Works for sewer cap permit (473-5270). Sewer must be capped prior to demolition permit issuance. OTHER: MODIFICATION TO EXISTING CELL TOWER IS THIS PROPERTY WITHIN 200 FEET OF A SHORELINE? ❑ YES 0 NO Scope of work proposed: AT&T PROPOSES TO MODIFY EXISTING WIRELESS FACILITY BY REPLACING (3) EXISTING ANTENNAS WITH (3) NEW ONES, REPLACING (6) EXISTING TMA'S WITH (6) NEW TMAS'AND THE THE ADDITION OF (12) DIPLEXERS TO EXISTING GROUND SPACE AREA. NO INCREASE IN ANTENNAS NOR INCREASE IN HEIGHT OF TOWER. Square Footage: Building: NOT APPLICABLE Construction Type: CELL TOWER - TYPE IIB Valuation Plan Review Fee Permit Fee Surcharge Total Fees $8,000 Application for which no permit is issued within 180 days following the date of application shall expire by limitation, and plans and other data submitted for review may thereafter be returned to the applicant or destroyed by the building official. The building official may extend the time for action by the applicant for a period not exceeding 180 days on request by the applicant, showing the circumstances beyond the control of the applicant have p tion from being taken.r No applicant shall be extended more than once. In order to renew action on an application after expirat' ,the applica s all reubmit plans and pay a new plan review fee. 06'729-2010 Applicant's natur Date Rev. July 2008 FED RECEIVED City of Bremerton Date: June 23, 2010 JUN 3.0 2010 Tracy Howe Department of Crown Castle USA Inc. Community Development 5350 North 48th Street Suite 305 Chandler, AZ 85226 Subject: Structural Analysis Report Carrier Designation: AT&T Mobility Co -Locate Carrier Site Number: Carrier Site Name: WJ V CA'OSW Crown Castle USA Inc. 2000 Corporate Dr. Canonsburg, PA 15317 (724) .416-2000 BR45 Bremerton Hwy 310 Crown Castle Designation: Crown Castle BU Number: 880436 Crown Castle Site Name: SEATTLE QWEST - SEA624 Crown Castle JDE Job Number: 134256 Crown Castle Work Order Number: 343137 Engineering Firm Designation: Site Data: Dear Tracy Howe, Crown Castle USA Inc. Project Number: 343137 2300 6TH STREET, BREMERTON, Kitsap County, WA Latitude 47° 34'3.76", Longitude -1220 38'58.33" 60 Foot - Monopole Tower Crown Castle USA Inc. 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 343137, in accordance with application 99112, revision 1. 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: LC1: Existing + Reserved + 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 85 mph 3 -second gust. 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 USA Inc. appreciate the opportunity of providing our continuing professional services to you and Crown Castle USA Inc.. If you have any questions or need further assistan o or any other projects please give us a call. JG S Structural analysis prepared by: Christopher Volk, E.I.T./TS O OV0-0 Respectfully submitted by: a k- P.�� Douglas K. Pineo, P.E. Manager Structural Design RISA Tower Report - version 5.4.1.8 4/A!�%I e 39242 ®� �t� IONAL I EXPIRES 2-72-712,