Plans �. w RECEIVEi
CITY OF TIGARD JAN 3 0 2014 T • •Mo 1 e
® Approved.a&-).- t 1'9107 NORTH CREEK PKWY
CITY O�TIGARD OFFICE(425)344-7600
:ii: • ■ • Conditionally Approved............( l BUILDING DIVISI01`'
See Letter to:Follow............«....E PROJECT CONSULTANTS:
Attached.......
Permit I ber: w-f' �=Y
r!
1-5 & HIGH WAY 217 A" 'A : ' Or-s:�'`rE' .
POWDER RIVER
By: A 2� Date: ��� DE Homan ISMCfi91 LLG
14020 SW 72ND AVE
By:
_PLANS PREPARED BY
TIGARD, OR 97223 Approved plans T . ?
WASHINGTON COUNTY shall be on job site. -
it TM).000INVILLE-REDMOND RD NE.SUITE 210
6000IM'ILLE.Y4198072
PHONE:426.457.179E FAX 426.467.1734
Pool 316 D OFFICE COPY b'V RNERSTONE€NG .0
INE: COR571142 NAX 425.674
PROPRIETARY INFORMATION =PROJECT INFO:
LATITUDE 45° 25' 11.5" N LONGITUDE 122° 44 44.7 W P001361D
THE INFORMATION CONTAINED IN THIS SET OF CONSTRUCTION
DOCUMENTS IS PROPRIETARY BY NATURE. ANY USE OR
DISCLOSURE OTHER THAN THAT WHICH RELATES TO T-MOBILE 1-5& HIGHWAY 217
WIRELESS,LLC.SERVICES IS STRICTLY PROHIBITED.
14020 SW 72ND AVE
VICINITY MAP GENERAL LOCATION MAP PROJECT TEAM DRAWING INDEX TIGARD,OR 97223
WASHINGTON COUNTY
kFaair-S1- '° -`•,--4 • "''' - �'`•""°"..'; � t 7, 1I 1� •'f:{ { APPLICANT: PROGRAM MANAGER DWG DESCRIPTION•
.-�__''. -21.14 4 , �p- -ISSUED FOR:
,• .,}s:.= T-MOBILE POWDER RIVER DEVELOPMENT T-1 TITLE SHEET
L %� r; \ .,. i :„ . .. . •- 8980 NE ALDERWOOD RD PATRICK EWING A-1 ENLARGED SITE PLAN A CONSTRUCTION DETAILS r
I ,,J 1 I i •.! 'I 7 L CONSTRUCTION
PORTLAND,OR 97220 (703)828 1188 J
v- I .11..,:r.4+►• IEr 1 A-2 ANTENNA PLAN,DETAILS&SOUTH ELEVATION
in t �. - - ' t- - • .- ?� CONSULTING ENGINEER CONSTRUCTION PROJECT MANAGER RF-1 RF 8 COAX DETAILS .-REV::DATE:—ISSUED FOR: BY:-
,• I " p ' CORNERSTONE ENGINEERING,INC. POWDER RIVER DEVELOPMENT
�i ;I c+ r, I. • E •.. (.T -•. :, 16928 WOODINVILLE REDMOND ROAD NE,SUITE 210 JASON CAPONETTE
,r i 1;��: '�I WOODINVILLE.WA 98072 (503)209-4140
:_7,.:.L.._=.1.7-7:1.-:./- `' (`•- K. :4,, "4„ 'Z- MARK W OLSON,P.E.
`�,�2 :1.4 • .. S' PH:(425)487-1732 SITE ACQUISITION:
•f r 4/ `'...,-Et,..; ! w - y:w..„ • ' sa:? FAX:(425)487-1734 POWDER RIVER DEVELOPMENT Q 01-28 14 REVISED CONST. EJS
•
SITE LOCgTION i '^ •�• `Fi1t MARY LOU FROSCH
� '` ,•- ' PROJECT CONSULTANT: (503)250-4839
' •L 'r�,s•:::.� I I. �' ii �•'. POWDER RIVER DEVELOPMENT SERVICES,LLC 0 08 26-12 CONSTRUCTION JRF• a..>s.rs , I :i • • '� 1.' "a.: 4n ZONING J LAND USE:• �`'• 219 S WOODDALE AVENUE
+ p POWDER RIVER DEVELOPMENT
1^ - ' EAGLE,ID 83816 MARY LOU FROSCH A 0 1 12 CLIENT REVIEW KIO
- `�1 ;-•
l ----: _ -:-• PH:(208)938-8844
3 j �•a�wit - k.- ar-- _ .T`"�.� (503)250-4639 _
1 I' t -1, . . 1 `at .71,-1; PROPERTY OWNER:
3yq UfFD'N.d1 4• . . ' • ... ..,. 9 IS PROPERTIES,L.P. RF ENGINEER DRAW 10 Y:�CHK BMH MWO.1 i' i 4 ;y..r44 • P.O.BOX 87908 T-MOBILE 1 I
pq,,w,j wi....r�• t:,. -� L S -- -- - VANCOUVER,WA MANISH SHAH
4� ` ( ) CURRENT ISSUE DATE
�y,r 425 770-0006
,.
.c.. .i -;! .' sR± �, �'.. - �'d ., . ,:'NU&L., Y ! �..., TOWER OWNER _ 01-28 14
T-MOBILE TOWERS --LICENSURE:
12920 SE 38TH ST
LEGAL DESCRIPTION DRIVING DIRECTIONS BELLEVUE,WA 98008 �� `
(425)383-3074 \5 _,p I NEE,, ,..
REPLACING EXISTING ANTENNA WITH HIGHER CAPACITY MODEL FROM T-MOBILE PORTLAND OFFICE:
74635PE AA
DEPART ON NE ALDERW000 RD(EAST)
PROJECT INFORMATION
ROAD NAME CHANGES TO NE CLARK ST PROJECT INFORMATION TWS IS UNSTAFFED AND RESTRICTED EQUIPMENT AND WILL BE OREGON ya THE
ROAD RIGHT ONTO NE
CHANGES TO NE 10 ST USED FOR THE H AVE CODE INFORMATION: MAP TAX LOT: PURPOSE OF PRROVVIIDING PUBLIC CELLLULA SERVICE.R MOBILE Qk W W. O}'
TURN RIGHT ONTO US-30 BYP(NE SANDY BLVD) ZONING CLASSIFICATION:I 2S101DD00800 CERTIFIES THAT THIS TELEPHONE EQUIPMENT FACILITY WILL BE 35 ,
BEAR RIGHT ONTO US-30 BYP(NE KILLINGSWORTH ST) BUILDING CODE:IBC 2009 SERVICED ONLY BY T-MOBILE EMPLOYEES AND THE WORK
TAKE RAMP ONTO 1-205(VETERANS MEMORIAL HWY) CONSTRUCTION TYPE:II-B NON-COMBUSTIBLE AREA OF PARCEL: ASSOCIATED WITH ANY EQUIPMENT CANNOT BE PERFORMED BY DRAWING INFORMATION:
A PPROVAUS I GN OFF OF DRAWINGS AT EXIT 21B,TAKE RAMP(RIGHT)ONTO 164(US 30) JURISDICTION:CITY OF TIGARD 349,351 SO.FT.(8-01 ACRES) HANDICAPPED PERSONS.THIS FACILITY WILL BE FREQUENTED ,
TURN LEFT ONTO ONLY BY SERVICE PERSONNEL FOR REPAIR PURPOSES.PURSUANT DO NOT SCALE DR4Y,IN05.CONTRACTOR MUST "E R1FY
TAKE RAMP(LEFT)ONTO 16 PROPOSED BUILDING USE TELECOMM TO THE AMERICANS WITH DISABILITIES ACT(ADA),APPENDIX B ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY
CONSULTANT GROUP SIGN OFF DATE INITIAL AND PRINT NAME AT EXIT 292,TURN RIGHT ONTO RAMP GENERAL INFORMATIOM': SECTION 4.11.(6)(B),THIS FACILITY IS EXEMPT FROM THAT ACT. ERRORS,,..ND OMISSIONS ,LL PREVIOUS ISSUES OF THIS
DRAWING ARE SUPERSEDED BY THE L..TEST REVISION.
1.PARKING REQUIREMENTS ARE UNCHANGED (NON ASSIGNED TECH PARKING) THE INFORMATION CONTAINED IN THIS SET OF DOCUiUEMe
OPERATIONS TURN RIGHT ONTO SR-217(BEAVERTON-TIGARD HWY) ( NO POTABLE WATER SUPPLY TO BE PROVIDED AT THIS LOCATION IB PROPRIETARY BY NATURE ANY USE OR DISCLOSURE
' AT EXIT 7,TURN RIGHT ONTO RAMP 72ND AVE. 2.TRAFFIC IS UNAFFECTEL. OTHER THAN WHICH IS RELATED TO NAMED CUENT IS
E I
DEVELOPMENT MANAGER TURN LEFT(SOUTH)ONTO SW 72ND AVE 3.NO SIGNAGE PROPOS'D. NO WASTE WATER OR SOLID WASTE WILL BE GENERATED AT THIS STRICTLY PROHIBITED.
LOCATION. DRAWING TITLE:
. CONSTRUCTION MANAGER DRIVING DISTANCE: 19.4 MILES
PROJECT DESCRIPTION
T-MOBILE MAINTENANCE
ONE PER MONTH AT ONE HOUR AN I TITLE SHEET
• PROJECT MANAGER
SITE ACQUISITION THIS PROPOSAL IS FOR TIME MODIFICATION OF AN EXISTING UNMANNED DRAWING NUMBER:
TELECOMMUNICATIONS F CILITY,CONSISTING OF THE REMOVAL/REPLACEMENT OF(5) CALL TWO WORKING DAYS BEFORE YOU DIGI
ZONING EXISTING PANEL ANTENNAS WITH(6)NEW TMBXX-8516-R2M PANEL ANTENNAS;THE ADDITION -
OF(2)FXFB UNITS&(3)FF IG UNITS TO AN EXISTING STEEL MONOPOLE;ALSO THE ADDITION OF �'!;
RF ENGINEER V 811
. _
(1)HYBRID CABLE&(2)CC VP UNITS(1 NEAR ANTENNAS AND 1 NEAR THE SITE SUPPORT NATIONAL UTILITIES UNDERGROUND LOCATE T 1
REVIEWERS SHALL CLEARLY PLACE INITIALS ADJACENT TO EQUIPMENT)ON AN EXISTING CONCRETE SLAB. •✓ gum ,.Im TV:�*
a'ATY11lwn:MMWLKYac.urtr'r x.-.1-KAIII n.:T-S1..
.yNr114,,IVIO rall.:'awar •u10.17ILL ..tM.N.1R
EACH REDLINE NOTE AS DRAWINGS ARE BEING REVIEWED
CEI JOB NUMBER: 12-08254
I NOTES:
I. CONTRACTOR TO PROVIDE ALL HANGERS&HARDWARE
(STAINLESS STEEL&/OR GALVANIZED ONLY)TO SUPPORT �' • IM o b 11 e N!
CABLES&JUMPERS EVERY 3'-0'.
2. RETURN USED LNA'S&MCPAS TO T-MOBILE WAREHOUSE. 19007 NORTH CREEK PKWY
BOTHELL.WA 94011
3. PROPOSED 100AMP BREAKER IN VALARE POWER SHELF W/(2)#2 OFFICE(425)7947600
THHN STRANDED IN EMT OR LT FLEX FROM BREAKER TO COW.
4. CONTRACTOR TO REMOVE EXISTING RET HOME RUN COAX AND
—PROJECT CONSULTANTS:
UNUSED CAPS ANTENNA WITH CABLE.
5. THE FRIG RRU IS TO ONLY BE MOUNTED VERTICALLY. °4P
6. THE COVP IS TO ONLY BE MOUNTED VERTICALLY. POW PER RIVER
DEYEILP•ENT I6T.ICE6.LLC
7. CONTRACTOR TO CONFIRM FINAL LOCATION OF BASE/BOTTOM PLANS PREPARED BY
OF COW&EXCESS FIBER BOX AT/NEAR OR ON FCOA CABINET
OR ADJACENT ICE BRIDGE POST.
III GOInlB
�� ■ Wa!'11'o
w�lw■E wIw•.Ire.
8. EXISTING DUAL TMA'S AT AWS DUAL POLE ANTENNAS TO REMAIN.
(TYPICAL 2 TMA'S PER SECTOR) IP926 WOODINYILLE-REDMOND RD NE,SUITE 210
YiJODINVILLE.-"(*n C1O72
9. CONTRACTOR TO MAINTAIN CLEARANCE FOR EXISTING CLIMBING PHONE:4:5.{67.1732 FAX 421.4821754
PEGS WHEN INSTALLING RRU'S&NEW UNIVERSAL RING MOUNT. EMAIL w►+'ZoomerONN•rgr'm
L'NVW.CORNERSTONE•ENOR.COLI
USED _PROJECT INFO:
U
NOT USED 12 NOT SED 1 1 (E)±100'-0'HIGH STEEL MONOPOLE (E)GPS ANTENNA P001361D
22x34 SCALE:NTS 111x17 SCALE:NTS 22x34 SCALE:NTS 111x17 SCALE:NTS
PROPOSED REPLACEMENT FUTURE GPS ANTENNA 1-5& HIGHWAY 217
APE ANTENNA TMBXX-8616-R2 I
(2 PER SECTOR,TOTAL OF 6) PROPOSED HYBRID CABLE
FIMN MOUNTING BRACKET ROUTED TO MATCH(E)COAX 14020 SW 72ND AVE
PROPOSED(1)FRIG TIGARD.OR 97223
k MOUNTED @ LTE ANTENNA / WASHINGTON COUNTY
FMFA MOUNTING PLINTH (1 PER SECTOR,TOTAL OF 3) PROPOSED(1)HIGH CAPACITY ISSUED FOR:
COVP&EXCESS FIBER BOX
MOUNTED TO(E)FCOA CABINET
RF MODULE (E)TMBX-6516-R2M
`` ANTENNA TO REMAIN r„,c-1,.......
• —:=c CONSTRUCTION
' r Q , RF MODULE (1 PER SECTOR,TOTAL OF 3) —�` IREV:=DATE:=ISSUED FOR: BY_� E CHAIN-LINK FENCE -
PROPOSED UNIVERSAL 0 ( )•lfr RING MOUNT R ` �• A
W/BARB WIRE&
STAND-OFF ARMS,BELOW — p •�`�N�- r —!� ; • PRIVACY SLATS
A .'- gg i1 --ma�yy 'yA
` PROPOSED(2)4X48 `` 'I" `I • �;=°�(REMOTE RADIO UHRS) x ! �l ' (E)TELCOMM!
l ♦♦M 1 D1-28.14 REVISED CONST. EJS
per-
MOUNTED TO 3'0 PIPE MAST — `111,_ 4._,;I: . ' ._ POWER CABINET `
o\ y
— i ■ i 06-26-12 CONSTRUCTION JRF
(E)POWER METER i4� _rr:.
P QA 0618-12 CLIENT REVIEW KIO
. • "—DRAWN BY:—CHK.: APV.:
(E)T-MOBILE TRISECTOR 100 I BMH I MWO
ANTENNA MOUNT (E)FCOA CABINET CURRENT ISSUE DATE:R NOT USED 8 RRU MOUNTING 7 01-28-14
PROPOSED TWIN AWS T11A x (E)NOKIA ULTRASITE CABINET(TYP OF 2)
22x34 SCALE:NTS 111x17 SCALE:NTS 22x34 SCALE:1"=1'-0' 111x17 SCALE:1/Y=1'-0' 1 (1 PER SECTOR,TOTAL OF S) _LICENSURE:
—COVP MOUNTING FRAME (E)±1Z-0•WIDE A CESSGATE (E) �"r: ''.
E PURCELL POWER CABINET
SNIPE ,
•
- 114'0 GALV BOLT • /1 \c % PROPOSED(1)HIGH CAPACITY OREGON• _
(TYP OF 8 PER COUP) `�+\ COVP MOUNTED TO 310 PIPE MASTR P'�OV�'O (Lt 1 if
-I- MOUNTING BRACKET ` \ l vxl
■■ J 4 PIPE—. [11)
I (EPIRATON DATE:12131/121
I _ 1 DRAWING INFORMATION:
3/8"0 GALV DO NOT SCALE DRAWINGS.CONTRACTOR I.IUST VERIFY
�� I' U-BOLT _® _ ' ALL DIMENSIONS AND NYASE CONSULTANTS OF ANY
1_ 1 \ ERRORS AND OMISSIONS.ALL PRE'.1OUS ISSUE8 OF THIS
LLL DRAWING ARE SUPERSEDED BY THE LATEST RE'ISION.
®•y THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS
MN 14 114'0 GALV BOLT �\ .•• . 114 OF 4 PER COVP)—� UN NERSAL RING MOUNT Is PROPRIETARY BY NATURE.RELATED ANY TO NAMED M DISCLOSURE
OTHER TH+N'.MICR IS RELATED TO NAMED CLIENT IS
■■ •
(VALMONT#801068) STRICTLY PROHIBITED.
I I DRAWING TITLE:
8 STANDOFF ARM FOR SINGLE I I ENLARGED SITE PLAN&
ANTENNA(VALMONT#MM01)
COW CONSTRUCTION DETAILS
RIGHT SIDE TOP / DRAWING NUMBER:
3"STD WT(LENGTH TO SUIT) --v �l
PLAN NORTH A-1 1
COVP MOUNTING 4 UNIVERSAL RING MOUNT 3 ENLARGED SITE PLAN
22x34 SCALE:1/4'=V-0 11x17 SCALE:1/8'=V-0" CEI JOB NUMBER: 12-06254
22x34 SCALE:1 112 =1'-0' 111x17 SCALE:314'=1'-0' 22x34 SCALE:NTS 111517 SCALE:NTS L
PAINT NOTE:
r ALL PROPOSED ANTENNAS/EQUIPMENT& NOTE:
ATTALTHMENTS SHALL BE PAINTED TO T MObitP•
MATCH EXISTING ON-SITE CONDITIONS CONTRACTOR TO MAINTAIN WHEN INSTALLING
FOR 1♦ `r
EXISTING CLIMBING PEGS WHEN INSTALLING
RRI-rS&NEW UNIVERSAL RING MOUNT i
19807 NORTH CREEK PKWY
PROPOSED(2)FXFB'S BOTHELL,WA 9801 I
• PROPOSED(1)HIGH CAPACITY MOUNTED TO PIPE MAST OFFICE(425)798-7600
COVP MOUNTED TO PIPE MAST—
' --
911 U PROJECT CONSULTANTS:
(, .
4 PROPOSED UNIVERSAL RING b.4%k
PROPOSED(1)FRIG MOUNTED a�� ARMS
EA LTE ANTENNA PIPE MAST MOUNT WI DIRECTLY STAND-OFF BELOW
MOUNTED DIRECTL BELOW
(1 PER SECTOR,TOTAL OF 3) I (E)ANTENNA MOUNT PCP RIVER
PROPOSED(1)HIGH CAPACITY PROPOSED 3"0 PIPE MAST j I T + 1 I 'I DEMONISM `�
COVP MOUNTED TO 3"0 PIPE MAST (TYP OF 2 PLCS) I•S I
PROPOSED REPLACEMENT \ j I T .-PLANS PREPARED BY:
ANTENNA TMBXX-6518-R2M _ :::0 p
PROPOSED TWINAWBTMA B>• _ �0 •PICIN MIN.oiNO.
Q (2 PER SECTOR,TOTAL OF 6) (1 PER SECTOR,TOTAL OF 3) \
---..
, 1��I■���1 ,
T.O.(E)MONOPOLE _ _ \- \ i\ i 10025 Y!OODIN.ILLEa4EDMONO RD NE.SUITE 210
EL±100.-0*AGL (E)TMBX Bb16 R2M TO REMAIN 1?000INVILLE.WV.,90172
\ (1 PER SECTOR,TOTAL OF 3) I PHONE 425.487.1732 FAx 425.68•..17,14
�(E)8 PROPOSED T-MOBILE RAD CENTER _ (E)STEEL MONOPOLE—_ I EMAIL: c•IQcu,.N■■ta,..Apr.eNn
EL 100'-0'AGL A•I i __ NWNY.CORI RSTONE�NOR COM
PROJECT INFO:__ Ill 1�' P0013610
PROPOSED(2)FXFB'S I
MOUNTED TO 3"0 PIPE MAST ! I0 1-5&HIGHWAY 217
II PROPOSED UNIVERSAL RING MOUNT / 14020 SW 72ND AVE
W/STAND-OFF ARMS,BELOW TIGARD,OR 97223
WASHINGTON COUNTY
rISSUED FOR: I
(E)±100'-0'HIGH STEEL MONOPOLE L CONSTRUCTION I
_REV::DATE:=ISSUED FOR: BY.-_J
' ENLARGED RRU MOUNTING DETAIL 2
22x34 SCALE:1/2'=1'-0" 111x17 SCALE:114'=1'-0'
I -PROPOSED REPLACEMENT ANTENNA Q 01-28-14 REVISED CONST. EJS
TMBXX-6516-R2M TO REPLACE(E)
ANTENNA(ALPHA SECTOR; 30'AZIMUTH) Q D8-26-12 CONSTRUCTION JRF
`
QA 08-18-12 CLIENT REVIEW KID
PROPOSED REPLACEMENT ANTENNA
(E)TMBX-8516-R2M ANTENNA TO REMAIN ' , TM BXX 6516 R2M TO REPLACE(E) DRAWN BY:—CHK: APY.:
•• ANTENNA(ALPHA SECTOR;30•AZIMUTH)
(GAMMA SECTOR:285'AZIMUTH) KIO I BMH 1 MWO
�`����, ',/ CURRENT ISSUE DATE:•
„�ala/��'/ �y��� / , (E)TMBX-8516-R2M ANTENNA LLINSU .
/j ' • z TO REMAIN(ALPHA SECTOR; 01-28-14
(E)GPS ANTENNA l I/fj•it / 30•AZIMUTH)
r
,.i ` 11117+ 1 NN
I (E)t100'-0'HIGH STEEL MONOPOLE ��y // ., ,11 1\08 111�11�,\ aA 61 �P:
FUTURE GPS ANTENNA . %��' � ' 1 \\ 111 •-.. -
/ ,,, �` ��� \1�11��Iot%.�),.... 766S5PE
�1'
/r(E)ICE BRIDGE W7 ��� 11111 1 {`�r ' • 4� /'
J PROPOSED HYBRID CABLE / 11 1V -.9,41r-cH�, e
ROUTED TO MATCH(E)COAX f7 4� ]/ 1 11 yy pv� iZ5 1`d
PROPOSED NEW ANTENNA ,1• �m 17 I ���"/ -PROPOSED REPLACEMENT (RADON DATE 12131/121 1
r(E)T-MOBILE SITE SUPPORT TMBXX-0i516 R2M ANTENNA TMB1046616-82111 '-DRAWING INFORMATION:
CABINET(TYP) (GAMMA SECTOR;285°AZIMUTH) TO REPLACE(E)ANTENNA
(E)CHAIN-LINK FENCE W/ //// �i,
BARB WIRE&PRIVACY SLATS - j``.���
(BETA SECTOR;150•A27MUTH) DO NOTSC:JEORANING3CONTRACTORMU97.ERIFY
ALL DIMENSIONS AND AD'.1SE CONSULTANTS OF ANY
— E TELCO/POWER CABINET =+ ��
•� ERRORS AND OMtSSION3.ALL PREVIOUS ISSUES OF THIS
( ) �`` 1` , DR:.YANG ARE SUPERSEDED BY THE LATEST RE MON.
' � .� THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS
z�oc _.��_ a_ ���;�$`=`• IS PROPRIETARY BY NATURE.ANY USE OR DISCLOSURE
�C�;��� PROPOSED REPLACEMENT ANTENNA OTHER rH'N WHICH IS RELATED TO NAMED CLIENT IS
•I r STRICTLY PROHIBITED.
�.-4`� TMBXX-0516-R2M TO REPLACE(E)
. GRADE(REF) `= r ANTENNA(BETA SECTOR;150•AZIMUTH) DRAWING TITLE:
•
�EL 0'-0'(ASSUMED) PROPOSED REPLACEMENT I ��
• ANTENNA TIkBXX-&516-R2M TO 1 i14�• % (E)TMBX-0516-R2M ANTENNA ANTENNA E PLAN,ELEVATION
REPLACE REPLACE(E)ANTENNA , I • TO REMAIN(BETA SECTOR; SOUTH ELEVATION
/ ��, 150'AZIMUTH)
(GAMMA SECTOR;265•AZIMUTH)f .DRAWING NUMBER'
PLAN NORTH �` _^ 1
SOUTH ELEVATION 3 ANTENNA PLAN
22x34 SCALE:1/8'=1-0' 111x17 SCALE:1/16'=1'-0' - 22x34 SCALE:1/2'=1'-0 1x
' 1117 SCALE:114' 1'
= -0' CEI JOB NUMBER: 12-06254
~- T
• Mobile.g
19807 NORTH CREEK PX-WY
BOTHELL,WA 91011
-_ ___..__-.--_-_..---- - .---_- _ -- ...---_- OFFICE 025)395-7600
---------- ------------ . ._� >�Configuration -- ---- —
Gamma . Dee •. ` -PROJECT CONSULTANTS:
. GSM WATS • GSM GSM UMTS GSM GSM UMTS FIRS 1
, � ` v.•• � POWDER RIVER
COAXIAL CABLE NOTES: R?"; R R fi - W OP.EM7.. RI LLC
/ %. [
1. ALL COAXIAL CABLE CONNECTIONS TO BE WEATHERPROOFED. I _. _PLANS PREPARED BY:
2. CONTRACTOR TO PROVIDE DRIP LOOPS IN CABLES AND JUMPERS WHERE +i-_ + i- + II - ! I �• CO I J U.ONU
T1 . .:TT .. � i5GQ3. TAGGING: rr000 N•TLLE.w 85072
3.1 ALL COAXIAL CABLES TO BE MARKED WITH COLOR CODED TAPE 1 ;1 PHONE:425.457.1732 FAX 4264$7.1794
I�' 1•' EMAIL: C•IQcoRrraWrwar cesm
TO INDICATE THE ANTENNA SECTOR � . • EMAIL:
3.2 COLORED ELECTRICAL TAPE SHALL MARK EACH END OF CABLE CONNECTORS riii2 I d l .� ~
PROJECT INFO:
AND EACH END OF JUMPERS AS CLOSE TO EACH END AS
POSSIBLE.(NOT TO INTERFERE WITH WEATHERPROOFING). STEP 1 POO1 361 D
4. COAXIAL CABLE SPECIFICATIONS REQUIRE CABLE SUPPORT EVERY 3'-0• '
ON CENTER.CONTRACTOR SHALL SUPPLY SUPPORTS AS REQUIRED TO ti' Z 2 "� 'i 2 2 ?: ..I 2 •• - ' Z. 1-5& HIGHWAY 217
MEET THIS REQUIREMENT.
14020 SW 72ND AVE
TIGARD,OR 97223
Proposed Conflguratlon `----_- WASHINGTON COUNTY
--- •-— k -— --— — --— ----------------- [-ISSUED FOR: i
L CONSTRUCTION
I _REV::DATE:—ISSUED FOR. BY
I 1' 1' 2• 2'
�I i/ nr-/ / 3 �_ 1 01-2&14 REVISED CONST. EJS
ELECTRICAL TAPE BUTYL TAPE(ALSO KNOWN !, QD 0&2 12 CONSTRUCTION JRF
(1 LAYER) AS MASTIC,TAFFY TAPE)- • o ° 1,i
STEP 2 STEP 3 xl QA 06-18 12 CLIENT REVIEW KIO
�, rv.
I""' I -DRAWN BY:=CHK.: APV.:
1 � [b
L KIO I BMH I MWO
r - - , CURRENT ISSUE DATE:
J ;� -- - �a� 01-28-14
r. [LICENSURE.
II NOTE: ""N,! .a,r r= PROF�1L
�I VERTICAL CONNECTIONS SHALL BE �:.- •`_ r 4� .coral'NEEq i,
4' y 4• TAPED FROM THE BOTTOM UP SO 1 I
,■, OVERLAP MOVES WATER AWAY FROM 1 411^
_ CONNECTION,TYP. V I --� ""•"'
ilipiwrnm•■•■-.,, PROVIDE HEAT SHRINK IN PLACE OF '��' } „,,. R oRE:oN
TAPE FOR QUAD POLES AND LIJAS(TYP) 3 ra /I O:6;4
....•. a(k2A
ir_---1: _ Si., ...RATION DATE 12191,12
ELECTRICAL TAPE:3 LAYERS WFTH 7 TAPE AND 3 I 111 "DRAWING INFORMATION:
LAYERS IN 3/4'TAPE(ALL WITH MINIMUM 50% DO NOT SCALE DRAWINGS.CONTRACTOR MUST"ERIFY
( -__ __-_______-,__ __. -_. __ - - - AIL DIMENSIONS AND ADVISE CONSULTANTS OF MAY
OVERLAP).ALL TAPE ENDS SHALL BE CUT(DO NOT lir ERRORS AND E OHISSIONS.AU.PREVIOUS ISSUES OF THIS
COAT WITH 3M SCOTCH COTE SPRAY SEALER.
DRAWING ARE I
STEP 4 T IS PROPRIETARY BY NATURE.ANY USE OR DISCLOSURE S
OTHER THAN WHICH IS RELATED TO NAMED CLIENT IS
MI STRICTLY PROHIBITED.
DRAWING TITLE:
• Site_ID- PO01316D, Version - 1, Design Status -APPROVED
RF&COAX DETAILS
LDRAWING NUMBER:.
RF-1 1
COAXIAL CABLE WEATHERPROOFING 2 RF DETAILS i
CEI JOB NUMBER: 12-06264
1 22x34 SCALE:NTS i 11x17 SCALE:NTS _22x34 SCALE:NTS I11x17 SCALE:NTS
"-aVk' 0 CO-2.;?,
Date: December 8, 2013 RECEIVED
Elaine Neumann Tower Engineering pabaarag4
Crown Castle 3703 Junction Blvd
5350 North 48th Street, Suite 300 Raleigh, NC 276db1TYOFTIGARD
Chandler, AZ 85226 (919) 661-6351 BUILDING DIVISION,
(480) 734-2425 crownPtepgroup.net
Subject: Structural Analysis Report
Carrier Designation: T-Mobile Co-Locate
Carrier Site Number: P001316D
Carrier Site Name: 1-5& Hwy 217
Crown Castle Designation: Crown Castle BU Number: 824674
Crown Castle Site Name: 1-5 & Highway 217
Crown Castle JDE Job Number: 252490
Crown Castle Work Order Number: 682806
Crown Castle Application Number: 203437 Rev. 1
Engineering Firm Designation: TEP Project Number: 37852.12412
Site Data: 14020 SW 72nd Ave.,Tigard,Washington County, OR 97224
Latitude 45°25' 11.37", Longitude -122°44'44.74"
98 Foot - Monopole Tower
Dear Elaine Neumann,
Tower Engineering Professionals 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 598561, in
accordance with application 203437, 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:
LC5: Existing + Proposed Equipment Sufficient Capacity
Note:See Table I and Table II for the proposed and existing loading,respectively.
The analysis has been performed in accordance with the ANSI/TIA-222-G-2-2009 Structural Standard for
Antenna Supporting Structures and Antennas — Addendum 2 and the 2010 Oregon Structural Specialty Code
(2009 International Building Code) based upon a wind speed of 95 mph 3-second gust and exposure category
C.
All modifications and equipment proposed in this report shall be installed in accordance with the appurtenances
listed in Tables 1 and 2 and the attached drawing for the determined available structural capacity to be effective.
We at Tower Engineering Professionals appreciate the opportunity of providing our continuing professional
services to you and Crown Castle. If you have any questions or need further assistance on this or any other
projects please give us a call.
Structural analysis prepared by: Travis L. Infante, E.I. / RRG �AEO PR pt.s
0 4p e IN E s'O
Respectfully submitted by: • 1e5e3PE
OREGON
William H. Martin, P.E., S.E. 11,4%113 Nil
`Z/AM H. MP'
EXPIRES: 12.131120K-
December 8, 2013
98-ft Monopole Tower Structural Analysis CCI BU No 824674
TEP Project Number 37852.12412,Application 203437, Revision 1 Page 2
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 Component Stresses vs. Capacity
Table 7 - Dish Twist/Sway Results for 60 mph Service Wind Speed
4.1) Recommendations
5) APPENDIX A
tnxTower Output
6) APPENDIX B
Base Level Drawing
7) APPENDIX C
Additional Calculations
tnxTower Report-version 6.1.3.1
December 8, 2013
98-ft Monopole Tower Structural Analysis CCI BU No 824674
TEP Project Number 37852.12412, Application 203437, Revision 1 Page 3
1) INTRODUCTION
This tower is a 98-ft monopole tower designed by Paul J. Ford & Company in January of 1996. The tower was
originally designed for a wind speed of 85 mph per ANSI/EIA-222-E-1991 for the appurtenances listed in Table
3. TEP did not visit the site. All information provided to TEP was assumed to be accurate and complete.
2) ANALYSIS CRITERIA
The analysis has been performed in accordance with the ANSI/TIA-222-G-2-2009 Structural Standard for
Antenna Supporting Structures and Antennas—Addendum 2 using a 3-second gust wind speed of 95 mph with
no ice, 30 mph with 1.0 inch ice thickness and 60 mph under service loads with the following design criteria:
1) Type of Analysis: Rigorous Structural Analysis
2) Classification of Structure: Class II
Definition: Structures used for services that due to height, use or location represent a significant
hazard to human life and/or damage to property in the event of failure and/or used for services that
may be provided by other means.
3) Exposure Category: Exposure C
Definition: Open terrain with scattered obstructions having heights generally less than 30-ft. This
category includes flat, open country, grasslands and shorelines in hurricane prone regions.
4) Topographic Category: Category 1
Definition: No abrupt changes in general topography, e.g. flat or rolling terrain, no wind speed-up
consideration shall be required.
5) Earthquake Category: Not Considered
Commentary: Earthquake effects may be ignored per this standard for site locations where Ss does
not exceed 1.0. (Site Location Ss = 0.945).
Table 1 - Proposed Antenna and Cable Information
Center Number Number Feed
Mounting Line of Antenna Antenna Model of Feed Line Note
Level (ft) Elevation Antennas Manufacturer Lines Size (in)
(h)
100.0 2 Andrew TMBXX-6516-R2M
i w/ Mount Pipe
98.0 3 Nokia FRIG I 1 1-1/4 1
98.0 2 I Nokia FXFB
1 Raycap RNSNDC-7771-PF-48
Notes:
1) See"Appendix B—Base Level Drawing"for assumed feed line configuration.
tnxTower Report-version 6.1.3.1
December 8. 2013
98-ft Monopole Tower Structural Analysis CCI BU No 824674
TEP Project Number 37852.12412, Application 203437, Revision 1 Page 4
Table 2- Existing Antenna and Cable Information
Center
- Number Number Feed -
Mounting Line Antenna
of Antenna Model of Feed Line Note
Level (ft) Elevation Antennas Manufacturer Lines Size (in)
(ft)
101.0 2 Andrew TMBXX-6516-R2M
i I w/Mount Pipe _
— I - 1
100.0 1 1 Andrew TMBXX-6516-R2M
w/Mount Pipe
99.0 I 1 Andrew HBvX-o1u DPipe M
4 7/8 2
98.0 1 '� Andrew ~� TMBXX-6516-R2M
w/Mount Pipe
3 Andrew E15S08P80
98.0 3 ! Andrew
TMBX-6516-R2M
w/Mount Pipe
1 Andrew TMBXX-6516-R2M 12 7/8 1
w/ Mount Pipe
1 Tower Mounts ;Platform Mount[LP 601-1]
89.0 1 I Andrew ( VHLP2-23
85 0 86.0 3 Kathrein 840 10057 w/Mount Pipe 3 3/8 1
1 1 , l 3 Motorola BTS-2500 1 1/2
I 85.0 1 1 Tower Mounts i Pipe M ount[PM 601-3]
Notes:
1) Existing equipment
2) Existing equipment;to be removed
Table 3- Design Antenna and Cable Information
Center Number Number Feed
Mounting Line of Antenna Antenna Model of Feed Line
Level (ft) Elevation Antennas Manufacturer Lines Size(in)
(ft) _ _
98.0 98.0 12 Decibel DB978 - -
'-83.0 85.0 1 I Generic 4-ft Std Dish w/Radome - -
50.0 50.0 I 1 I Generic I 4-ft Std Dish w/Radome J - -
3) ANALYSIS PROCEDURE
Table 4- Documents Provided
Document Remarks Reference Source
Geotechnical Report Dames and Moore I 3510067 i CCISites
Tower Foundation Drawings , Miller Consulting Engineers 3510066 CCISites
Tower Manufacturer Drawings Paul J. Ford&Company 3510068 CCISites
" , Previous Structural Analysis !Tower Engineering Professionals 3510069 I CCISites J
3.1) Analysis Method
tnxTower (version 6.1.3.1), 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.
tnxTower Report-version 6.1.3.1
December 8, 2013
98-ft Monopole Tower Structural Analysis CCI BU No 824674
TEP Project Number 37852.12412,Application 203437, Revision 1 Page 5
3.2) Assumptions
1) The tower and foundation were built in accordance with the manufacturer's specifications.
2) The tower and foundation 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 "Appendix B— Base Level Drawing".
4) When applicable, transmission cables are considered as structural components for calculating
wind loads as allowed by the standard.
5) All tower components are in sufficient condition to carry their full design capacity.
6) Serviceability with respect to antenna twist, tilt, roll, or lateral translation, is not checked and is
left to the carrier or tower owner to ensure conformance. See Table 7.
7) All antenna mounts and mounting hardware are structurally sufficient to carry the full design
capacity requirements of appurtenance wind area and weight as provided by the original
manufacturer specifications. It is the carrier's responsibility to ensure compliance to the
structural limitations of the existing and/or proposed antenna mounts. TEP did not perform a site
visit to verify the size, condition or capacity of the antenna mounts and did not analyze antennas
supporting mounts as part of this structural analysis report.
This analysis may be affected if any assumptions are not valid or have been made in error. Tower
Engineering Professionals 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) Component Type Size Critical P(K) ,VPa,b„(K) Pass/Fail
No. I I Element I _ap%1Capcity1
L1 98-63 Pole TP19.071x13.75x0.188 1 -3.83 j 818.13 j 66.6 Pass
U , 63-30.5 Pole TP23.638x18.316x0.188 i 2 -6.91 [957.00 7102.8 Pass'
L3 30.5-0 Pole 7P27.9x22.731x0.25 3 -11.46 1479.94 93.8 i Pass
Summary
Pole(L2) 102.8 I Pass'
RATING= 102.8 Pass'
Table 6-Tower Component Stresses vs. Capacity
Notes I Component I Elevation(ft) I %Capacity 1 Pass/ Fail
2 j Anchor Rods - 53.0 Pass
2 ( Base Plate - j 76.4 Pass
2 Base Foundation [ - I 87.1 Pass
Structure Rating (max from all components)' : 102.8%
Notes:
1) A structure rating of 105%or less is within engineering tolerances and considered acceptable.
2) See additional documentation in"Appendix C-Additional Calculations"for calculations supporting the%capacity listed.
Table 7- Dish Twist/Sway Results for 60 mph Service Wind Speed
Elevation Beam Deflection
Dish Model
(ft) Deflection (in) I Tilt(deg) I Twist (deg)
89.0 Andrew VHLP2-23 21.482 2.193 0.011
tnxTower Report-version 6.1.3.1
•
December 8, 2013
98-ft Monopole Tower Structural Analysis CCI BU No 824674
TEP Project Number 37852.12412, Application 203437, Revision 1 Page 6
4.1) Recommendations
1) If the load differs from that described in Tables 1 and 2 of this report, "Appendix B— Base Level
Drawing" or the provisions of this analysis are found to be invalid, another structural analysis
should be performed.
2) 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 6.1.3.1
December 8, 2013
98-ft Monopole Tower Structural Analysis CCI BU No 824674
TEP Project Number 37852.12412, Application 203437, Revision 1 Page 7
APPENDIX A
TNXTOWER OUTPUT
tnxTower Report-version 6.1.3.1
•
96.0 8
• Ie 1
PI M
q " DESIGNED APPURTENANCE LOADING
?i '
; ( TYPE I ELEVATION I TYPE ELEVATION
(2)3-x 8'SideLignt_ —98 FRIG as _ _
2.4"Dia x 4-8 Mount Pipe 96 (2)FXFB 99
TMBXX-8516-R2M W Mount Pips t 96 (3)E15508P80 16f
1116XX6516412M W Maud Pipe 96 Radom,Mount ILP601-1) as
73.E0IXa616• 2Ni W Mount Ppe 96 840 10057 es
TM13XX-6516-R2M W Mount Pipe '96 840 10057 85
TMBXX6515-R2MW Mount Pips 98 61010057 In
wig. pg TM8XX-6516-R2M Mont Pipe 98 smS-2500 86
g C N ,, r✓
p g' TMBX-8516-R2M wI mount pipe 98 ST8-2600 98
TMBX-6516-R2M W mount pipe 96 618.2500 96
TM8X6516-R2M W mount pip a 96 _ Pipe Mood(PM 601.37 !1
RNSNDC-7771-PF-46 96 VIiP2-23 IS
(2)FRIG 96
1 it
MATERIAL STRENGTH
GRADE I Fy Fu GRADE Fy I Fu
*60746 65 ksi 80 ket 160740 60 ka J 75 kd
TOWER DESIGN NOTES
/ tip 1. Tower is located in Washington County,Oregon.
—/ 6319 U�i 2. Tower designed for Exposure C to the TIA-222-G Standard.
3. Tower designed for a 95 mph basic wind in accordance with the TIA-222-G Standard.
4. Tower is also designed for a 30 mph basic wind with 1.00 in ice.Ice is considered to increase
in thickness with height.
5. Deflections are based upon a 60 mph wind.
6. Tower Structure Class II.
7. Topographic Category 1 with Crest Height of 0.000 ft
8. TOWER RATING:102.8%
§p e 1 yQ li 0
el o ° A
/ 30.5 9
ALL REACTIONS
ARE FACTORED
AXIAL
q R Q 24 K
o p 7i6 5F6AR �\. MOMENT
1 K j T 112 kip-ft
TORQUE 0 kip-ft
30 mph WIND-1.000 in ICE
; AXIAL
111KK
SHEAR MOMENT
10 K 1 v 782 kip-ft
0.0 ft __
e TORQUE 1 kip-1t
REACTIONS-95 mph WIND
I 15 A , € g
. $ 111
Tower Engineering Professionals,Inc.j6114&Highway 217(BU 824674)
3703 Junction Blvd. Prnock 1EP No.371852.12412
Raleigh, NC 27603 c;9enk CrawnCastle °riwn°'"igrah^ App'd
Phone:(919)661-6351 TIA-2224 1314°:12105/13 8c.k If
FAX:(919)661-6340 Palk f: aua,ahmoesatoous a warn.,2171824674 LCS.ed Dw9 No-E
Page
tnxTower Job 1-5& Highway 217 (BU 824674) 1 of 13
Tower Engineering Project Date
Professionals,Inc. TEP No. 37852.12412 09:27:41 12/05/13
3703 Junction Blvd.
Raleigh,NC 27603 Client Designed b
' Phone:(919)661-6351 Crown Castle g by
FAX:(919)661-6340 rgrahn
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 Washington County,Oregon.
Basic wind speed of 95 mph.
Structure Class II.
Exposure Category C.
Topographic Category 1.
Crest Height 0.000 ft.
Nominal ice thickness of 1.000 in.
Ice thickness is considered to increase with height.
Ice density of 56 pcf.
- A wind speed of 30 mph is used in combination with ice.
Deflections calculated using a wind speed of 60 mph.
A non-linear(P-delta)analysis was used.
- Pressures are calculated at each section.
Stress ratio used in pole design is 1.
Local bending stresses due to climbing loads,feed line supports,and appurtenance mounts are not considered.
Options
Consider Moments-Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As Cylinder
Consider Moments-Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules
Consider Moments-Diagonals 4 Assume Rigid Index Plate Calculate Redundant Bracing Forces
Use Moment Magnification 4 Use Clear Spans For Wind Area Ignore Redundant Members in FEA
1 Use Code Stress Ratios Use Clear Spans For KUr SR Leg Bolts Resist Compression
' Use Code Safety Factors-Guys Retension Guys To Initial Tension All Leg Panels Have Same Allowable
Escalate Ice J Bypass Mast Stability Checks Offset Girt At Foundation
Always Use Max Kz J Use Azimuth Dish Coefficients J Consider Feedline Torque
Use Special Wind Profile J Project Wind Area of Appurt. Include Angle Block Shear Check
Include Bolts In Member Capacity Autocalc Torque Arm Areas Poles
Leg Bolts Are At Top Of Section SR Members Have Cut Ends ' Include Shear-Torsion Interaction
Secondary Horizontal Braces Leg '■ Sort Capacity Reports By Component Always Use Sub-Critical How
Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted Sockets
Add IBC.6D+W Combination Use TIA-222-G Tension Splice Capacity
Exemption
Tapered Pole Section Geometry
Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade
Length Length of Diameter Diameter Thickness Radius
ft ft ft Sides in in in in
LI 98.000-63.000 35.000 2.500 18 13.750 19.071 0.188 0.750 A607-65
(65 ksi)
L2 63.000-30.500 35.000 3.500 18 18.316 23.638 0.188 0.750 A607-65
(65 ksi)
L3 30.500-0.000 34.000 18 22.731 27.900 0.250 1.000 A607-60
Job°b �e
1-5& Highway 217(BU 824674) 2 of 13
Tower Engineering Project Date
Professionals,Inc. TEP No. 37852.12412 09:27:41 12/05/13
3703 Junction Blvd.
Raleigh,NC 27603 Client Designed by
- Phone:(919)661-6351 Crown Castle
FAX:(919)661-6340 rgrahn
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
(60 ksi)
Tapered Pole Properties
Section Tip Dia. Area I r C 1/C J It/Q w wit
in in2 iti in in in'n in, in2 in
LI 13.962 8.071 187.571 4.815 6.985 26.853 375.388 4.036 2.090 11.147
19.365 11.238 506.283 6.704 9.688 52.258 1013.232 5.620 3.026 16.141
L2 18.984 10.789 447.946 6.436 9.304 48.143 896.482 5.395 2.894 15.433
24.003 13.956 969.621 8.325 12.008 80.747 1940.518 6.979 3.830 20.428
L3 23.622 17.839 1138.988 7.981 11.547 98.637 2279.475 8.921 3.561 14.242
28.330 21.940 2119.189 9.816 14.173 149.521 4241.167 10.972 4.470 17.882
Tower Gusset Gusset Gusset Grade Adjust.Factor Adjust. Weight Malt. Double Angle Double Angle
Elevation Area Thickness A, Factor Stitch Bolt Stitch Bolt
(per face) A, Spacing Spacing
Diagonals Horizontals
. ft ft2 in in in
LI 1 1 1
98.000-63.000
L2 1 1 1
63.000-30.500
L3 1 1 1
30.500-0.000
Feed Line/Linear Appurtenances - Entered As Area
Description Face AUow Component Placement Total CAAA Weight
or Shield Type Number
Leg ft .fps Pf
LDF5-50A(7/8 FOAM) B No Inside Pole 98.000-0.000 12 No Ice 0.000 0.330
1/2"Ice 0.000 0.330
1"Ice 0.000 0.330
1-1/4 Hybrid B No Inside Pole 98.000-0.000 1 No Ice 0.000 0.660
1/2"Ice 0.000 0.660
1"Ice 0.000 0.660
*s*s
LDFI-50A(1/4") B No Inside Pole 85.000-0.000 3 No Ice 0.000 0.060
1/2"Ice 0.000 0.060
1"Ice 0.000 0.060
LDF2-50(3/8") B No Inside Pole 85.000-0.000 3 No Ice 0.000 0.080
1/2"Ice 0.000 0.080
1"Ice 0.000 0.080
LDF4-50A(I/2") B No Inside Pole 85.000-0.000 1 No Ice 0.000 0.150
1/2"Ice 0.000 0.150
1"Ice 0.000 0.150
4"Rigid Conduit B No Inside Pole 85.000-0.000 2 No Ice 0.000 10.000
- 1/2"Ice 0.000 10.000
1"Ice 0.000 10.000
1/2"Cable(Lights) B No Inside Pole 98.000-0.000 1 No Ice 0.000 0.400
1/2"Ice 0.000 0.400
1"ke 0.000 0.400
Job ob Page
1-5 & Highway 217 (BU 824674) 3 of 13
Tower Engineering Project Date
Professionals,Inc. TEP No.37852.12412 09:27:41 12/05/13
3703 Junction Blvd.
Raleigh,NC 27603 Client Designed by
Phone:(919)661-6351 Crown Castle
FAX:(919)661-6340 rgrahn
Description Face Allow Component Placement Total CAAA Weight
or Shield Type Number
Leg .ft ft2 PU
sss•
Safety Line 3/8 C No CaAa(Out Of 98.000-10.000 1 No Ice 0.037 0.220
Face) 1/2"Ice 0.137 0.750
1"Ice 0.238 1.280
Step Pegs(5/8"SR)7-in. C No CaAa(Out Of 98.000-10.000 I No Ice 0.015 0.244
w/30"step Face) 1/2"Ice 0.115 0.639
1"Ice 0.215 1.644
Feed Line/Linear Appurtenances Section Areas
Tower Tower Face AR AF CAAA CAAA Weight
Section Elevation In Face Out Face
ft ft2 ft2 ft2 ft2 K
LI 98.000-63.000 A 0.000 0.000 0.000 0.000 0.00
B 0.000 0.000 0.000 0.000 0.63
C 0.000 0.000 0.000 1.824 0.02
L2 63.000-30.500 A 0.000 0.000 0.000 0.000 0.00
B 0.000 0.000 0.000 0.000 0.83
C 0.000 0.000 0.000 1.693 0.02
L3 30.500-0.000 A 0.000 0.000 0.000 0.000 0.00
B 0.000 0.000 0.000 0.000 0.78
C 0.000 0.000 0.000 1.068 0.01
Feed Line/Linear Appurtenances Section Areas - With Ice
Tower Tower Face Ice AR AR CAAA CAAA Weight
Section Elevation or Thickness In Face Out Face
ft Leg in ft2 ft2 ft2 ft2 K
LI 98.000-63.000 A 2.185 0.000 0.000 0.000 0.000 0.00
B 0.000 0.000 0.000 0.000 0.63
C 0.000 0.000 0.000 32.407 0.33
L2 63.000-30.500 A 2.069 0.000 0.000 0.000 0.000 0.00
B 0.000 0.000 0.000 0.000 0.83
C 0.000 0.000 0.000 30.092 0.31
L3 30.500-0.000 A 1.850 0.000 0.000 0.000 0.000 0.00
B 0.000 0.000 0.000 0.000 0.78
C 0.000 0.000 0.000 18.037 0.17
Feed Line Center of Pressure
Section Elevation CPx CPz CPx CPz
Ice Ice
ft in in in in
LI 98.000-63.000 -0.064 0.037 -0.614 0.355
L2 63.000-30.500 -0.065 0.037 -0.689 0.398
L3 30.500-0.000 -0.043 0.025 -0.512 0.296
Job°b Page
1-5& Highway 217 (BU 824674) 4 of 13
Tower Engineering Project Date
Professionals,Inc. TEP No. 37852.12412 09:27:41 12/05/13
3703 Junction Blvd.
Raleigh,NC 27603 Client Designed by
. Phone:(919)661-6351 Crown Castle
FAX:(919)661-6340 rgrahn
Shielding Factor Ka
ITower Feed Line Description Feed Line Ka
Section I Record No. I Segment Elev.I K No Ice I Ice
Discrete Tower Loads
Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight
or Type Horz Adjustment Front Side
Leg Lateral
Vert
ft ft .fr2 fi2 K
ft
ft
(2)3"x 6"Sidelight B From 4.000 0.000 98.000 No Ice 0.100 0.100 0.00
Centroid-Le 0.000 1/2"Ice 0.156 0.156 0.00
g 3.000 1"Ice 0.222 0.222 0.00
2.4"Dia z 4-ft Mount Pipe B From 4.000 0.000 98.000 No ke 0.871 0.871 0.01
- Centroid-Le 0.000 1/2"Ice 1.116 1.116 0.02
g 0.000 1"Ice 1.370 1.370 0.03
s:098■ss
TMBXX-6516-R2M w/ A From 4.000 0.000 98.000 No Ice 7.092 5.474 0.07
Mount Pipe Centroid-Le -5.000 1/2"Ice 7.592 6.186 0.12
g 0.000 I"Ice 8.102 6.915 0.19
TMBXX-6516-R2M w/ B From 4.000 0.000 98.000 No Ice 7.092 5.474 0.07
Mount Pipe Centroid-Le -5.000 1/2"Ice 7.592 6.186 0.12
g 2.000 1"Ice 8.102 6.915 0.19
TMBXX-6516-R2M w/ B From 4.000 0.000 98.000 No Ice 7.092 5.474 0.07
Mount Pipe Centroid-Le 0.000 1/2"Ice 7.592 6.186 0.12
g 3.000 1"Ice 8.102 6.915 0.19
TMBXX-6516-R2M w/ C From 4.000 0.000 98.000 No Ice 7.092 5.474 0.07
Mount Pipe Centroid-Le 0.000 1/2"Ice 7.592 6.186 0.12
g 3.000 1"Ice 8.102 6.915 0.19
TMBXX-6516-R2M w/ A From 4.000 0.000 98.000 No Ice 7.092 5.474 0.07
Mount Pipe Centroid-Le 0.000 1/2"Ice 7.592 6.186 0.12
g 2.000 1"Ice 8.102 6.915 0.19
TMBXX-6516-R2M w/ C From 4.000 0.000 98.000 No Ice 7.092 5.474 0.07
Mount Pipe Centroid-Le -5.000 1/2"Ice 7.592 6.186 0.12
g 2.000 1"Ice 8.102 6.915 0.19
TMBX-6516-R2M w/mount A From 4.000 0.000 98.000 No Ice 3.980 3.571 0.03
pipe Centroid-Le 5.000 1/2"Ice 4.362 4.237 0.06
g 0.000 1"Ice 4.751 4.915 0.11
TMBX-6516-R2M w/mount B From 4.000 0.000 98.000 No Ice 3.980 3.571 0.03
pipe Centroid-Le 5.000 1/2"Ice 4.362 4.237 0.06
g 0.000 1"Ice 4.751 4.915 0.11
TMBX-6516-R2M w/mount C From 4.000 0.000 98.000 No Ice 3.980 3.571 0.03
pipe Centroid-Le 5.000 1/2"Ice 4.362 4.237 0.06
g 0.000 1"Ice 4.751 4.915 0.11
RNSNDC-7771-PF-48 A From 4.000 0.000 98.000 No Ice 3.186 1.155 0.01
Centroid-Le -5.000 1/2"Ice 3.427 1.329 0.03
g 0.000 I"Ice 3.676 1.512 0.06
(2)FRIG A From 4.000 0.000 98.000 No Ice 2.793 1.103 0.06
Centroid-Le 2.500 1/2'Ice 3.018 1.268 0.07
g 0.000 1"ke 3.252 1.443 0.09
FRIG B From 4.000 0.000 98.000 No Ice 2.793 1.103 0.06
Centroid-Le -5.000 1/2"Ice 3.018 1.268 0.07
g 0.000 1"lce 3.252 1.443 0.09
(2)FXFB B From 4.000 0.000 98.000 No Ice 4.128 1.123 0.06
Centroid-Le 2.500 1/2"Ice 4.400 1.304 0.08
g 0.000 1"1ce 4.681 1.493 0.10
tnxTower Job Page
1-5& Highway 217(BU 824674) 5 of 13
ject
. Tower Engineering Pro Date
Professionals,Inc. TEP No. 37852.12412 09:27:41 12/05/13
3703 Junction Blvd.
Raleigh,NC 27603 Client Designed by
• Phone:(919)661-6351 Crown Castle
FAX:(919)661-6340 rgrahn
Description Face Offset Offsets: Azimuth Placement C,A4 CAAA Weight
or Type Horz Adjustment Front Side
Leg Lateral
Vert
ft ft .f2 .fr2 K
ft
ft
(3)E15S08P80 C From 4.000 0.000 98.000 No ice 0.472 0.190 0.01
Centroid-Le 0.000 1/2"Ice 0.567 0.255 0.01
g 0.000 1"Ice 0.670 0329 0.02
Platform Mount[LP 601-11 C None 0.000 98.000 No Ice 28.470 28.470 1.12
1/2"Ice 33.590 33.590 1.51
1"Ice 38.710 38.710 1.91
***85***
840 10057 A From Leg 1.000 0.000 85.000 No Ice 2.491 1.327 0.01
0.000 12"Ice 2.807 1.585 0.02
1.000 I"Ice 3.132 1.851 0.04
840 10057 B From Leg 1.000 40.000 85.000 No Ice 2.491 1.327 0.01
0.000 1/2"Ice 2.807 1.585 0.02
1.000 1"Ice 3.132 1.851 0.04
840 10057 C From Leg 1.000 50.000 85.000 No Ice 2.491 1.327 0.01
0.000 1/2"Ice 2.807 1.585 0.02
1.000 I"Ice 3.132 1.851 0.04
BTS-2500 A From Leg 1.000 0.000 85.000 No Ice 2.120 0.957 0.04
0.000 12"Ice 2.323 1.119 0.05
1.000 1"Ice 2.534 1.291 0.06
BTS-2500 B From Leg 1.000 40.000 85.000 No Ice 2.120 0.957 0.04
0.000 1/2"Ice 2.323 1.119 0.05
1.000 1"Ice 2.534 1.291 0.06
BTS-2500 C From Leg 1.000 50.000 85.000 No Ice 2.120 0.957 0.04
0.000 1/2"Ice 2.323 1.119 0.05
1.000 1"Ice 2.534 1.291 0.06
Pipe Mount(PM 601-31 C None 0.000 85.000 No Ice 4.390 4.390 0.20
1/2"Ice 5.480 5.480 0.24
1"Ice 6.570 6370 0.28
****
Dishes
Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight
or Type Type Horz Adjustment Beam Diameter Area
Leg Lateral Width
Vert ft ft j
ft O O f !' it K
VHLP2-23 B Paraboloid From 1.000 60.000 85.000 2.180 No Ice 3.730 0.03
w/Radome Leg 0.000 1/2"Ice 4.020 0.05
4.000 1"Ice 4310 0.07
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
Page
•
•
tnxTower Job 1-5& Highway 217 (BU 824674) 6 of 13
Tower Engineering Project Date
Professionals,Inc. TEP No. 37852.12412 09:27:41 12/05/13
3703 Junction Blvd.
Raleigh,NC 27603 Client Designed b
Phone:(919)661-6351 Crown Castle g by
FAX:(919)661-6340
rgrahn
Comb. Description
No.
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+l.6 Wind 60 deg-No ke
8 1.2 Dead+1.6 Wind 90 deg-No ke
9 0.9 Dead+l.6 Wind 90 deg-No Ice
10 1.2 Dead+L6 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+l.6 Wind 180 deg-No Ice
16 1.2 Dead+I.6 Wind 210 deg-No Ice
17 0.9 Dead+1.6 Wind 210 deg-No Ice
18 1.2 Dead+1.6 Wind 240 deg-No Ice
19 0.9 Dead+1.6 Wind 240 deg-No Ice
20 1.2 Dead+1.6 Wind 270 deg-No Ice
21 0.9 Dead+1.6 Wind 270 deg-No Ice
22 1.2 Dead+1.6 Wind 300 deg-No Ice
23 0.9 Dead+1.6 Wind 300 deg-No Ice
24 1.2 Dead+1.6 Wind 330 deg-No Ice
25 0.9 Dead+1.6 Wind 330 deg-No Ice
26 1.2 Dead+1.0 ke
27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice
28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice
29 1.2 Dead+I.0 Wind 60 deg+1.0 Ice
30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice
31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice
32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice
33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice
34 1.2 Dead+1.0 Wind 210 deg+I.0 Ice
35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice
36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice
37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice
38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice
39 Dead+Wind 0 deg-Service
40 Dead+Wind 30 deg-Service
41 Dead+Wind 60 deg-Service
42 Dead+Wind 90 deg-Service
43 Dead+Wind 120 deg-Service
44 Death-Wind 150 deg-Service
45 Dead+Wind 180 deg-Service
46 Dead+Wind 210 deg-Service
47 Dead+Wind 240 deg-Service
48 Dead+Wind 270 deg-Service
49 Dead+Wind 300 deg-Service
50 Dead+Wind 330 deg-Service
Maximum Member Forces
Section Elevation Component Condition Gov. Axial Major Axis Minor Axis
No. ft Type Load Moment Moment
Comb. K kip ft kip ft
LI 98-63 Pole Max Tension 1 0.00 0.00 0.00
Max.Compression 26 -12.69 -2.48 -0.03
Max.Mx 8 -3.92 -197.49 -5.14
Max.My 2 -3.87 4.81 201.61
Max.Vy 8 6.99 -197.49 -5.14
Max.Vx 2 -7.21 4.81 201.61
Job Pe9e '
tnxTower
1-5 & Highway 217(BU 824674) 7 of 13
Tower Engineering Proms Date
Professionals,Inc. TEP No. 37852.12412 09:27:41 12/05/13
3703 Junction Blvd. _
Raleigh,NC 27603 Client Designed by
' Phone:(919)661-635I Crown Castle
FAX:(919)661-6340 rgrahn
Section Elevation Component Condition Gov. Axial Major Axis Minor Axis
No. ft Type Load Moment Moment
Comb. K kip ft kip ft
Max.Torque 4 -1.02
L2 63-30.5 Pole Max Tension 1 0.00 0.00 0.00
Max.Compression 26 -17.61 -2.50 -0.18
Max.Mx 8 -6.95 -441.09 -10.71
Max.My 2 -6.93 11.09 452.24
Max.Vy 8 8.43 -441.09 -10.71
Max.Vx 2 -8.65 11.09 452.24
Max.Torque 4 -1.00
L3 30.5-0 Pole Max Tension 1 0.00 0.00 0.00
Max.Compression 26 -24.16 -2.38 -0.29
Max.Mx 8 -11.46 -750.48 -16.47
Max.My 2 -11.46 17.67 769.02
Max.Vy 8 9.69 -750.48 -16.47
Max.Vx 2 -9.91 17.67 769.02
Max.Torque 4 -0.96
Maximum Reactions
Location Condition Gov. Vertical Horizontal,X Horizontal,Z
Load K K K
Comb.
Pole Max.Vert 31 24.16 -1.17 -0.69
Max.H, 20 11.48 9.68 0.21
Max.H, 2 11.48 0.19 9.89
Max.M. 2 769.02 0.19 9.89
Max.M, 8 750.48 -9.68 -0.16
Max.Torsion 16 0.85 4.69 -8.43
Min.Vert 25 8.61 5.04 8.66
Min.H, 8 11.48 -9.68 -0.16
Min.H, 14 11.48 -0.19 -9.86
Min.M. 14 -766.07 -0.19 -9.86
Min.M, 20 -748.29 9.68 0.21
Min.Torsion 4 -0.93 -4.71 8.47
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 9.56 0.00 0.00 -0.04 -0.90 -0.00
1.2 Dead+1.6 Wind 0 deg-No 11.48 -0.19 -9.89 -769.02 17.67 0.83
Ice
0.9 Dead+I.6 Wind 0 deg-No 8.61 -0.19 -9.89 -756.69 17.64 0.79
Ice
1.2 Dead+1.6 Wind 30 deg-No 11.48 4.71 -8.47 -657.05 -363.01 0.93
Ice
0.9 Dead+1.6 Wind 30 deg-No 8.61 4.71 -8.47 -646.51 -356.94 0.90
Ice
1.2 Dead+1.6 Wind 60 deg-No 11.48 8.31 -4.78 -368.22 -643.28 0.79
Ice
0.9 Dead+1.6 Wind 60 deg-No 8.61 8.31 -4.78 -362.33 -632.70 0.77
Ice
1.2 Dead+1.6 Wind 90 deg-No 11.48 9.68 0.16 16.47 -750.48 0.47
•
Job ob Page
1-5& Highway 217 (BU 824674) 8 of 13
Date
Tower Engineering Project
Professionals,Inc. TEP No. 37852.12412 09:27:41 12/05/13
3703 Junction Blvd.
Raleigh,NC 27603 meet Designed b
• Phone:(919)66/-6351 Crown Castle s by
FAX:(919)661-6340 rgrahn
Load Vertical Shear Shear, Overturning Overturning Torque
Combination Moment,M, Moment,M,
K K K kip-ft kip ft kip ft
Ice
0.9 Dead+1.6 Wind 90 deg-No 8.61 9.68 0.16 16.20 -738.18 0.48
Ice
1.2 Dead+1.6 Wind 120 deg- 11.48 8.47 5.06 396.17 -659.21 0.03
No Ice
0.9 Dead+1.6 Wind 120 deg- 8.61 8.47 5.06 389.82 -648.37 0.06
No Ice
1.2 Dead+1.6 Wind 150 deg- 11.48 5.01 8.62 671.35 -393.06 -0.44
No Ice
0.9 Dead+1.6 Wind 150 deg- 8.61 5.01 8.62 660.60 -386.47 -0.40
No Ice
1.2 Dead+1.6 Wind 180 deg- 11.48 0.19 9.86 766.07 -19.85 -0.76
No Ice
0.9 Dead+1.6 Wind 180 deg- 8.61 0.19 9.86 753.81 -19.23 -0.71
No Ice
1.2 Dead+1.6 Wind 210 deg- 11.48 -4.69 8.43 652.92 358.56 -0.85
No Ice
0.9 Dead+1.6 Wind 210 deg- 8.61 -4.69 8.43 642.48 353.12 -0.82
No Ice
• 1.2 Dead+1.6 Wind 240 deg- 11.48 -8.29 434 363.86 638.58 -0.74
No Ice
0.9 Dead+1.6 Wind 240 deg- 8.61 -8.29 4.74 358.07 628.64 -0.72
No Ice
1.2 Dead+1.6 Wind 270 deg- 11.48 -9.68 -0.21 -21.06 748.29 -0.45
No Ice
0.9 Dead+1.6 Wind 270 deg- 8.61 -9.68 -0.21 -20.68 736.59 -0.45
No Ice
1.2 Dead+1.6 Wind 300 deg- 11.48 -8.50 -5.10 -40053 65934 0.00
No Ice
0.9 Dead+1.6 Wind 300 deg- 8.61 -8.50 -5.10 -394.08 649.25 -0.02
No Ice
1.2 Dead+1.6 Wind 330 deg- 11.48 -5.04 -8.66 -675.48 393.14 0.51
No Ice
0.9 Dead+1.6 Wind 330 deg- 8.61 -5.04 -8.66 -664.64 387.11 0.47
No Ice
1.2 Dead+1.0 Ice 24.16 0.00 0.00 0.29 -2.38 -0.00
1.2 Dead+1.0 Wind 0 deg+1.0 24.16 -0.01 -1.36 -109.49 -0.90 -0.01
Ice
1.2 Dead+1.0 Wind 30 deg+1.0 24.16 0.66 -1.17 -94.05 -55.44 0.05
Ice
1.2 Dead+1.0 Wind 60 deg+1.0 24.16 1.16 -0.67 -53.28 -95.42 0.10
Ice
1.2 Dead+1.0 Wind 90 deg+1.0 24.16 L34 0.01 1.57 -110.40 0.12
Ice
1.2 Dead+1.0 Wind 120 24.16 1.17 0.69 56.05 -96.68 0.11
deg+1.0 Ice
1.2 Dead+1.0 Wind 150 24.16 0.68 1.18 95.74 -57.81 0.07
deg+l.0 Ice
1.2 Dead+I.0 Wind 180 24.16 0.01 1.36 10939 -390 0.01
deg+1.0 Ice
1.2 Dead+1.0 Wind 210 24.16 -0.66 1.17 94.24 50.41 -0.05
deg+1.0 Ice
1.2 Dead+1.0 Wind 240 24.16 -1.16 0.66 53.45 9(137 -0.10
deg+1.0 Ice
1.2 Dead+1.0 Wind 270 24.16 -1.34 -0.02 -1.42 105.60 -0.12
deg+I.0 Ice
• 1.2 Dead+1.0 Wind 300 24.16 -1.17 -0.69 -55.88 92.11 -0.11
deg+I.O Ice
1.2 Dead+1.0 Wind 330 24.16 -0.69 -1.19 -95.55 53.23 -0.06
deg+1.0 Ice
Dead+Wind 0 deg-Service 9.56 -0.04 -2.21 -17058 3.25 0.21
tnxTower J°� Page
1-5& Highway 217(BU 824674) 9 of 13
Tower Engineering Project Date
Professionals,Inc. TEP No. 37852.12412 09:27:41 12/05/13
3703 Junction Blvd. _
Raleigh,NC 27603 Client Designed b
• Phone:(919)661-6351 Crown Castle 9 by
FAX:(919)661-6340 rgrahn
Load Vertical Shear, Shear, Overturning Overturning Torque
Combination Moment,M, Moment,M,
K K K kip ft kill-ft kip ft
Dead+Wind 30 deg-Service 956 1.05 -1.89 -145.71 -81.16 0.22
Dead+Wind 60 deg-Service 936 1.85 -1.07 -81.66 -143.28 0.18
Dead+Wind 90 deg-Service 9.56 2.16 0.04 3.62 -167.06 0.10
Dead+Wind 120 deg-Service 956 1.89 1.13 87.84 -146.87 -0.01
Dead+Wind 150 deg-Service 936 1.12 1.92 148.88 -87.85 -0.13
Dead+Wind 180 deg-Service 956 0.04 2.20 169.86 -5.07 -0.20
Death-Wind 210 deg-Service 936 -1.05 1.88 144.73 78.83 -0.21
Dead+Wind 240 deg-Service 936 -1.85 1.06 80.63 140.89 -0.17
Dead+Wind 270 deg-Service 936 -2.16 -0.05 -4.69 165.24 -0.08
Dead+Wind 300 deg-Service 936 -1.90 -1.14 -88.86 145.61 0.03
Dead+Wind 330 deg-Service 956 -1.12 -1.93 -149.86 86.54 0.15
Solution Summary
Sum of Applied Forces Sum of Reactions
Load PX PY PZ PX PY PZ %Error
Comb. K K K K K K
1 0.00 -936 0.00 -0.00 9.56 0.00 0.000%
2 -0.19 -11.48 -9.89 0.19 11.48 9.89 0.000%
3 -0.19 -8.61 -9.89 0.19 8.61 9.89 0.000%
4 4.71 -11.48 -8.47 -4.71 11.48 8.47 0.000%
5 4.71 -8.61 -8.47 -4.71 8.61 8.47 0.000%
6 8.31 -11.48 -4.78 -8.31 11.48 4.78 0.000%
7 8.31 -8.61 -4.78 -8.31 8.61 4.78 0.000%
8 9.68 -11.48 0.16 -9.68 11.48 -0.16 0.000%
9 9.68 -8.61 0.16 -9.68 8.61 -0.16 0.000%
10 8.47 -11.48 5.06 -8.47 11.48 -5.06 0.000%
11 8.47 -8.61 5.06 -8.47 8.61 -5.06 0.000%
12 5.01 -11.48 8.62 -5.01 11.48 -8.62 0.000%
13 5.01 -8.61 8.62 -5.01 8.61 -8.62 0.000%
14 0.19 -11.48 9.86 -0.19 11.48 -9.86 0.000%
15 0.19 -8.61 9.86 -0.19 8.61 -9.86 0.000%
16 -4.69 -11.48 8.43 4.69 11.48 -8.43 0.000%
17 -4.69 -8.61 8.43 4.69 8.61 -8.43 0.000%
18 -8.29 -11.48 4.74 8.29 11.48 -4.74 0.000%
19 -8.29 -8.61 4.74 8.29 8.61 -4.74 0.000%
20 -9.68 -11.48 -0.21 9.68 11.48 0.21 0.000%
21 -9.68 -8.61 -0.21 9.68 8.61 0.21 0.000%
22 -8.50 -11.48 -5.10 8.50 11.48 5.10 0.000%
23 -8.50 -8.61 -5.10 850 8.61 5.10 0.000%
24 -5.04 -11.48 -8.66 5.04 11.48 8.66 0.000%
25 -5.04 -8.61 -8.66 5.04 8.61 8.66 0.000%
26 0.00 -24.16 0.00 -0.00 24.16 -0.00 0.000%
27 -0.01 -24.16 -1.36 0.01 24.16 136 0.000%
28 0.66 -24.16 -1.17 -0.66 24.16 1.17 0.000%
29 1.16 -24.16 -0.67 -1.16 24.16 0.67 0.000%
30 1.34 -24.16 0.01 -1.34 24.16 -0.01 0.000%
31 1.17 -24.16 0.69 -1.17 24.16 -0.69 0.000%
32 0.68 -24.16 1.18 -0.68 24.16 -1.18 0.000%
33 0.01 -24.16 1.36 -0.01 24.16 -1.36 0.000%
34 -0.66 -24.16 1.17 0.66 24.16 -1.17 0.000%
35 -1.16 -24.16 0.66 1.16 24.16 -0.66 0.000%
36 -1.34 -24.16 -0.02 1.34 24.16 0.02 0.000%
•
37 -1.17 -24.16 -0.69 1.17 24.16 0.69 0.000%
38 -0.69 -24.16 -1.19 0.69 24.16 1.19 0.000%
39 -0.04 -9.56 -2.21 0.04 9.56 2.21 0.000%
40 1.05 -9.56 -1.89 -1.05 9.56 1.89 0.000%
41 1.85 -9.56 -1.07 -1.85 9.56 1.07 0.000%
Job°b Page
1-5& Highway 217 (BU 824674) 10 of 13
ject
Tower Engineering Pro Date
Professionals,Inc. TEP No. 37852.12412 09:27:41 12/05/13
3703 Junction Blvd.
Raleigh,NC 27603 Client Designed b
• Phone:(919)661-6351 Crown Castle g by
FAX:(919)661-6340 rgrahn
Sum of Applied Forces Sum of Reactions
Load PX PY PZ PX PY PZ %Error
Comb. K K K K K K
42 2.16 -9.56 0.04 -2.16 9.56 -0.04 0.000%
43 1.89 -9.56 1.13 -1.89 9.56 -1.13 0.000%
44 1.12 -9.56 1.92 -1.12 9.56 -1.92 0.000%
45 0.04 -956 2.20 -0.04 956 -2.20 0.000%
46 -1.05 -9.56 1.88 1.05 9.56 -1.88 0.000%
47 -1.85 -9.56 1.06 1.85 9.56 -1.06 0.000%
48 -2.16 -9.56 -0.05 2.16 956 0.05 0.000%
49 -1.90 -9.56 -1.14 1.90 9.56 1.14 0.000%
50 -1.12 -9.56 -1.93 1.12 9.56 1.93 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 5 0.00000001 0.00006277
3 Yes 5 0.00000001 0.00002544
4 Yes 6 0.00000001 0.00042751
5 Yes 6 0.00000001 0.00011124
6 Yes 6 0.00000001 0.00038164
7 Yes 6 0.00000001 0.00009669
8 Yes 5 0.00000001 0.00068388
9 Yes 5 0.00000001 0.00027494
10 Yes 6 0.00000001 0.00040656
11 Yes 6 0.00000001 0.00010026
12 Yes 6 0.00000001 0.00041958
13 Yes 6 0.00000001 0.00010378
14 Yes 5 0.00000001 0.00099540
15 Yes 5 0.00000001 0.00038105
16 Yes 6 0.00000001 0.00037421
17 Yes 6 0.00000001 0.00009529
18 Yes 6 0.00000001 0.00041500
19 Yes 6 0.00000001 0.00010902
20 Yes 5 0.00000001 0.00035632
21 Yes 5 0.00000001 0.00013558
22 Yes 6 0.00000001 0.00040590
23 Yes 6 0.00000001 0.00009948
24 Yes 6 0.00000001 0.00039200
25 Yes 6 0.00000001 0.00009515
26 Yes 4 0.00000001 0.00001452
27 Yes 5 0.00037499 0.00021911
28 Yes 5 0.00037582 0.00046518
29 Yes 5 0.00037707 0.00037306
30 Yes 5 0.00037815 0.00023868
31 Yes 5 0.00037688 0.00047649
32 Yes 5 0.00037562 0.00045826
33 Yes 5 0.00037480 0.00022912
34 Yes 5 0.00037236 0.00030057
35 Yes 5 0.00037078 0.00037820
36 Yes 5 0.00037106 0.00018699
37 Yes 5 0.00037113 0.00035123
38 Yes 5 0.00037266 0.00036496
39 Yes 4 0.00000001 0.00060591
40 Yes 5 0.00000001 0.00016096
41 Yes 5 0.00000001 0.00012033
42 Yes 4 0.00000001 0.00049365
Job Page
tnxTower 1-5& Highway 217 (BU 824674) 11 of 13
ject Date
Tower Engineering Pro
Professionals,Inc. TEP No. 37852.12412 09:27:41 12/05/13
3703 Junction Blvd.
Raleigh,NC 27603 Client Design by
' Phone:(919)661-6351 Crown Castle
FAX:(919)661-6340 rgrahn
43 Yes 5 0.00000001 0.00015252
44 Yes 5 0.00000001 0.00016973
45 Yes 4 0.00000001 0.00080802
46 Yes 5 0.00000001 0.00010951
47 Yes 5 0.00000001 0.00014094
48 Yes 4 0.00000001 0.00031901
49 Yes 5 0.00000001 0.00015232
50 Yes 5 0.00000001 0.00013986
Maximum Tower Deflections - Service Wind
Section Elevation Harz. Gov. Tilt Twist
No. Deflection Load
ft in Comb. ° °
Ll 98-63 25.717 44 2.321 0.013
L2 65.5-30.5 11.430 44 1.744 0.005
L3 34-0 2.903 50 0.793 0.002
Critical Deflections and Radius of Curvature- Service Wind
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
ft Comb. in ° ft
98.000 (2)3"x 6"Sidelight 44 25.717 2.321 0.013 12620
89.000 VHLP2-23 44 21.482 2.193 0.011 7011
85.000 840 10057 44 19.635 2.132 0.010 4853
Maximum Tower Deflections - Design Wind
Section Elevation Horz Gov. Tint Twist
No. Deflection Load
ft in Comb. °
L 98-63 115.273 24 10.403 0.056
L2 65.5-30.5 51.497 24 7.866 0.024
L3 34-0 13.115 24 3.583 0.007
Critical Deflections and Radius of Curvature- Design Wind
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
• Load Curvature
ft Comb. in c, ° ft
98.000 (2)3"x 6"Sidelight 24 115.273 10.403 0.056 3009
89.000 VHLP2-23 24 96.392 9.846 0.047 1670
85.000 840 10057 24 88.160 9.580 0.042 1154
Pai le
tnxTower
Job
1-5& Highway 217(BU 824674) 12 of 13
. Tower Engineering Project Date
Professionals,Engine
Inc. TEP No. 37852.12412 09:27:41 12/05/13
3703 Junction Blvd.
Raleigh,NC 27603 Client Designed by -
Phone:(919)661-6351 Crown Castle
FAX:(919)661-6340 rgrahn
Compression Checks
Pole Design Data
Section Elevation Size L L. KI/r A P. $P. Ratio
No. P.
ft ft ft in2 K K $P.
LI 98-63(1) TPI9.071x13.75x0.188 35.000 0.000 0.0 11.012 -3.83 818.13 0.005
12 63-30.5(2) TP23.638x18.316x0.188 35.000 0.000 0.0 13.639 -6.91 957.00 0.007
4.8.2(1.03CR)-2
L3 30.5-0(3) TP27.9x22.731x0.25 34.000 0.000 0.0 21.940 -11.46 1479.94 0.008
Pole Bending Design Data
Section Elevation Size M $M., Ratio M., W., Ratio
No. M M v
ft kill-ft kip ft $MM kip ft kiP-f< $M.,
LI 98-63(I) TPI9.071x13.75x0.188 205.23 31059 0.661 0.00 310.59 0.000
L2 63-305(2) TP23.638x18.316x0.188 460.21 450.87 1.021 0.00 450.87 0.000
L3 30.5-0(3) TP27.9x22.731x0.25 781.55 840.48 0.930 0.00 840.48 0.000
Pole Shear Design Data
Section Elevation Size Actual $V Ratio Actual $T Ratio
No. V V. 7' 7'„
ft K K $y kip-ft kiP f $T
LI 98-63(1) TPI9.071x13.75x0.188 7.35 409.06 0.018 0.62 621.94 0.001
L2 63-30.5(2) TP23.638x18.316x0.188 8.79 478.50 0.018 036 902.83 0.001
L3 30.5-0(3) TP27.9x22.731 x0.25 10.04 739.97 0.014 031 1683.00 0.000
Pole Interaction Design Data
Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria
No. P. Al„ Mn V. T Stress Stress
ft $P. $M,. 'KY $V $r Ratio Ratio
LI 98-63(1) 0.005 0.661 0.000 0.018 0.001 0.666 1.000 4.8.2
L2 63-30.5(2) 0.007 1.021 0.000 0.018 0.001 1.028 1.000 4.8.2
L3 30.5-0(3) 0.008 0.930 0.000 0.014 0.000 0.938 1.000 4.8.2
tnxTower Job Page
1-5& Highway 217 (BU 824674) 13 of 13
Tower Engineering Project Date
Professionals,Inc. TEP No. 37852.12412 09:27:41 12/05/13
3703 Junction Blvd.
Raleigh,NC 27603 Client Designed b
• Phone:(919)661-6351 Crown Castle g by
FAX:(919)661-6340 rgrahn
Section Capacity Table j
Section Elevation Component Size Critical P •Pauow % Pass
No. ft Type Element K K Capacity Fail
Ll 98-63 Pole TP19.071x13.75x0.188 1 -3.83 818.13 66.6 Pass
L2 63-30.5 Pole TP23.638x 18.316x0.188 2 -6.91 957.00 102.8 Pass'
13 30.5-0 Pole TP27.9x22.731 x0.25 3 -11.46 1479.94 93.8 Pass
Summary
Pole(L2) 102.8 Pass'
RATING= 102.8 Pass'
Notes:
1) A structure rating of 105%or less is within engineering tolerances and considered acceptable.
Program Version 6.1.3.1-7/25/2013 File:CJUsers/grahn/Desktop/15&Highway 217/824674_LC5.eri
•
December 8, 2013
98-ft Monopole Tower Structural Analysis CCI BU No 824674
TEP Project Number 37852.12412,Application 203437, Revision 1 Page 8
APPENDIX B
•
BASE LEVEL DRAWING
tnxTower Report-version 6.1.3.1
(INST.
1 (3) 1
(3)
(1) 1
(PRC
11114.1' 1
/ (INS1•/ \ ° • (INS1
r • (12)
1 I Q4 Q1 (INSI
1 1 03 02 / I 1 (1)
\ \ / /
\ N / /
•
i
CUMBING PEGS
W/ SAFETY CUMB
BUSINESS UNIT: 824674 TOWER ID: C_BASELEVEL
December 8, 2013
98-ft Monopole Tower Structural Analysis CCI BU No 824674
TEP Project Number 37852.12412, Application 203437, Revision 1 Page 9
APPENDIX C
ADDITIONAL CALCULATIONS
tnxTower Report-version 6.1.3.1
Conterminous 48 States
2009 International Building Code
Latitude = 45.41982500000001
Longitude = -122.745761
Spectral Response Accelerations Ss and S1
Ss and S1 = Mapped Spectral Acceleration Values
Site Class B - Fa = 1.0 ,Fv = 1.0
Data are based on a 0.05 deg grid spacing
Period Sa
(sec) (g)
0.2 0.945 (Ss, Site Class B)
1 .0 0.338 (S1 , Site Class B)
Conterminous 48 States
2009 International Building Code
Latitude = 45.41982500000001
Longitude = -122.745761
Spectral Response Accelerations SMs and SM1
SMs = Fax Ss and SM1 = FvxS1
• Site Class D - Fa = 1 .122 ,Fv = 1 .723
Period Sa
(sec) (g)
0.2 1 .060 (SMs, Site Class D)
1.0 0.583 (SM1 , Site Class D)
Conterminous 48 States
2009 International Building Code
Latitude = 45.41982500000001
Longitude = -122.745761
Design Spectral Response Accelerations SDs and SD1
SDs = 2/3 x SMs and SD1 = 2/3xSM1
Site Class D - Fa = 1.122 ,Fv = 1 .723
Period Sa
• (sec) (g)
0.2 0.707 (SDs, Site Class D)
1.0 0.389 (SD1 , Site Class D)
• Square, Stiffened / Unstiffened Base Plate, Any Rod Material - Rev. F /G
Assumptions: 1) Rod groups at corners. Total#rods divisible by 4. Maximum total#of rods=48(12 per Corner).
• 2)Rod Spacing=Straight Center-to-Center distance between any(2)adjacent rods(same corner)
3)Clear space between bottom of leveling nut and top of concrete not exceeding (1)`(Rod Diameter)
Site Data Base Reactions
BU#: 824674 TIA Revision: G
Site Name: 1-5& Highway 217 Factored Moment, Mu: 782 ft-kips
App#: 203437 Rev. 1 Factored Axial, Pu: 11 kips
Anchor Rod Data Factored Shear,Vu: 10 _kips
Eta Factor, ri 0.55 TIA G(Fig.4-4)
Qty: 8
Diam: 2.25 in Anchor Rod Results
Rod Material: A615-J TIA G --> Max Rod (Cu+Vu/q): 137.7 Kips
Yield, Fy: 75 ksi Axial Design Strength, cl)*Fu*Anet: 260.0 Kips
Strength, Fu: 100 ksi Anchor Rod Stress Ratio: 53.0% Pass
Bolt Circle: 35 in
Anchor Spacing: 6 in
Plate Data _ Base Plate Results Flexural Check PL Ref. Data
W=Side: 34 in Base Plate Stress: 34.4 ksi Yield Line(in):
Thick: 2.25 in PL Design Bending Strength, 4*Fy: 45.0 ksi 20.18
Grade: 50 ksi Base Plate Stress Ratio: 76.4% Pass Max PL Length:
Clip Distance: 0 in 20.18
N/A-Unstiffened
- Stiffener Data(Welding at both sides) Stiffener Results
• Configuration: Unstiffened Horizontal Weld : N/A
' Weld Type: Vertical Weld: N/A
• Groove Depth: in " Plate Flex+Shear,fb/Fb+(fv/Fv)^2: N/A
Groove Angle: degrees Plate Tension+Shear,ft/Ft+(fv/Fv)^2: N/A
Fillet H. Weld: <-- Disregard Plate Comp. (AISC Bracket): N/A
Fillet V. Weld:, in Pole Results
Width: in Pole Punching Shear Check: N/A
Height: in Max PL Length
Thick: in Yield Line
Notch: in M Anchor: t= BASE PL
at corner-
Grade: ksi Oty/4 , THICKNESS
Weld str.: ksi 441 1 rE Anchor, Typ.
STIFFENED CONFIGURATION
ASSUMED IN TOOL
Pole Data ce � .. R.C.
Diam: 27.9 in E! :' C )
Thick: 0.25 in 4. spat clear spat,
Grade: 60 ksi \ of for sue„,,.
Anchor Case
#of Sides: 18 "0 IF Round ,w
■,.
ro
L9,p It Pole w/
f I Anchor orAM Spacing Same As
Stiffener Spacing.
1 N E.cepl for Sianie Corner
Anchor (Input Clear Space`
.•Note:for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes
CClplate 1.5-Square Base F-G 1.2, Effective March 19, 2012 Analysis date: 12/5/2013
Pad&Pier Monopole Foundation with Piles
Site Name: I-5&Highway 217
Site Number: BU 824674
TEP#: 37852.12412
Calcs By: TLI Date: 12/8/2013
Checked By: RRG Date: 12/8/2013
Pier Shape= Square a DpiEp
DPIER= 4 ft i I
• '
LPIER= 3 ft •. .
• P:c.
tPAD= 2 ft I.. .° 1`
DPILE= 1 ft • ° ;. •
. + . 1 1
Loc= 9 ft tPAD•
LPAD= 10.5 ft I - •'- -- :J AL
n= 4 <==#Piles ! •• lent
Pile Capacity= 97.5 k
DPnc--)1 t<-
P(unfactored)= 9.17 kI --- Lx
M+(V*(tpad+Lpier))= 812 k-ft h; L.AD
R=Pin±M/V2*Loc Lpier above grade= 1 ft
Soil Unit Wt= 115 psf
WCONC= 46.5 k WCONC uplift= 34.9
Wsoil= 27.0 k Wsoil uplift= 20.2
EP=WCONC+Wsoil+P
FP= 84.4 k EP uplift= 63.3
Tension= 48.0 k
Compression= 84.9 k
%Capacity= KM a k Fri='