Plans CITY OF TIG D RECEIVED Approved. [ T • Mobile.*
Conditionally onditionally Approved...............[ ] 1 201
Mobile (lee Letter to:Follow [ ] OCT�C 2012 19807 NORTH CREEK PKWY
` ■ ■ • mobile • Attached 2�O�I� T/GARP HOTHHLI WA 98011 —
u'ryta 7U OFFICE(425)398-7600
Permit N I b�e7r. .'1*. Divisioti
Add E-ss: (070-5 r - �. L! -'PROJECT CONSULTANTS
By: *; Date: 12 Aolpik
SCHOLLS FERRY & 175th Approved plans P� �E RIVE
16705 SW FRIENDLY LANE shall be on job site. _PLANS PREPARED BY:
TIGARD, OR 97007 _ . EowN ERIN onlO
O,NE ERIN INTO.
WASHINGTON COUNTY OFFICE COPY 18928 WOODINVILLE-REDMOND RD NE,SURE 210
WOODINVILLE,WA 88072
ONE:425.487.1792 FAX 425487.1734
P O 017 3 3 0 PHEMAIL: cetanomeastonemogr.corn
WWW.CORNER370N E{NGRCOM
PROPRIETARY INFORMATION
I-
-PROJECT
LATITUDE 45° 25' 34.6" N LONGITUDE 122° 50' 53.8" W PO01733D
THE INFORMATION CONTAINED IN THIS SET OF CONSTRUCTION
DOCUMENTS IS PROPRIETARY BY NATURE.ANY USE OR
CROWN CASTLE #: 879602 / BARRROWS ROAD WIRELESS,L C.OTHER THAN THAT WHICH RELATES TO T-MOBILE SCROLLS FERRY& 175th
WIRELESS,LLC.SERVICES IS STRICTLY PROHIBITED.
16705 SW FRIENDLY LANE
VICINITY MAP GENERAL LOCATION MAP PROJECT TEAM DRAWING INDEX TIGARD,OR 97007
owuiu G ; = _ _ 6W/ tom/ - vrr<an APPLICANT: PROGRAM MANAGER: DWG DESCRIPTION WASHINGTON COUNTY
o, ---.- T MOBILE POWDER RIVER DEVELOPMENT T-1 TITLE SHEET —ISSUED FOR
sw. R0 8960 NE ALDERWOOD RD PATRICK EWING
i
'sW LHwrr-0I-' j — 31M-tRd PORTLAND,OR 97220 (703)626-1188 A-1 ENLARGED SITE PLAN&CONSTRUCTION DETAILS CONSTRUCTION•
A-2 ANTENNA PLAN,DETAILS&NE ELEVATION
N N CONSULTING ENGINEER: CONSTRUCTION PROJECT MANAGER: A-3 DETAIL SHEET [REV::DATE:—ISSUED FOR: BY
CORNERSTONE ENGINEERING,INC. POWDER RIVER DEVELOPMENT RF-1 RF&COAX DETAILS
'.,, - 6-� sq 16928 W00DINVILLE REDMC)ND ROAD NE,SURE 210 JASON CAPONETTE
: . -SITE LOCATION i _ ., WOODINVILLE,WA98072 (503)209-4140
SITE LOCATION cp c o o M ;. \\\` MARK W OLSON,P.E. SITE ACQUISITION:4a ; (- Illddd PH:(425)487-1732 POWDER RIVER DEVELOPMENT REVISED PER CROWN•
i~4 .. `' rH FAX:(425)487-1734
1 ;~•, KARA CAMPBELL Q 10.30-12 CASTLE COMMENTS BMH
- 8W bu►v g POWDER RIVER DEVELOPMENT SERVICES,LLC
SW PaercIly-La.— SW dyy� )��MP!t!r Q-gyp �,' 219 S WOODDALE AVENUE ZONING!LAND USE: 0 08-08-12 CONSTRUCTION JDB
i ." EAGLE.ID 83616 POWDER RIVER DEVELOPMENT
y t�I`'l+ & 1 aY�r PH:(206)938-8844 KARA CAMPBELL A 07-24-12 CLIENT REVIEW JRF
. .dj ,t6acs"tr % .� r -...) �H (503)547-7983
�- 5�,_. 1 ! I - p PROPERTY OWNER:
r� _ ° CHRISTOPHER&SHERI RALSTON RF ENGINEER: DRAWN BY:—CHK. APV.:
�1,• •• L. JRF I BMH I MWO
0 _ LWwInAW 14900 SW 150th T-MOBILE
�p � --- .kmaE,sAereso
Tl � � -. :7 y TIGARD,OR 97224 (425)770-0006 RA E T BOLINA [LICENSU CURRENT I SSUE DATE:•
4. 1 TOWER OWNER: 10-30-12-� CROWN CASTLE —8547 154TH AVENUE NERE:
LEGAL DESCRIPTION DRIVING DIRECTIONS REDMOND,WA 98052
ADAMS `
FROM T-MOBILE PORTLAND OFFICE: (425)202-2775 5k 4001 N44� 11
NO TITLE REPORT PROVIDED HEAD TOWARD NE CLARK ST ON NE ALDERWOOD RD,GO 479 FT.
BEAR LEFT ONTO NE CLARK ST,GO 0.1 MI.
PROJECT INFORMATION 74338P-
TURN RIGHT ONTO NE HOLMAN ST,GO 170 FT. PROJECT INFORMATION °REDa+ -
THIS IS UNSTAFFED AND RESTRICTED EQUIPMENT AND WILL BE 2� r
CONTINUE ON NE 105TH AVE,GO 0.5 MI. USED FOR THE TRANSMISSION OF RADIO SIGNALS FOR THE '9 o.a�0� of
h TURN RIGHT ONTO NE SANDY BLVD(US�O-30 GO 0-1 MI. CODE INFORMATION: F O ?J MAP TAX LOT: PURPOSE OF PROVIDING PUBLIC CELLULAR SERVICE.T-MOBILE �k Vy O�'� S j2'
TURN LEFT ONTO NE 102ND AVE,GO 0.9 MI. ZONING CLASSIFICATION:,01,01 251060000100 CERTIFIES THAT THIS TELEPHONE EQUIPMENT FACILITY WILL BE EXPIRATION DATE 12/31/12
-- TAKE RAMP ONTO BANFIELD EXPY(1-84 W)TOWARD PORTLAND,GO 6.3 MI. BUILDING CODE:IBC 2009 SERVICED ONLY BY T-MOBILE EMPLOYEES AND THE WORK
TAKE THE I-5 S/BEAVERTONTSALEM EXIT TO THE LEFT ONTO PACIFIC HWY CONSTRUCTION TYPE:II-B NON-COMBUSTIBLE AREA OF PARCEL: ASSOCIATED WITH ANY EQUIPMENT CANNOT BE PERFORMED BY =DRAWING INFORMATION:
• APPROVAUSIGN OFF OF DRAWINGS S)TOWARD EA ERTON/SA EMWBURG GI. 0.3 MI. JURISDICTION:CITY OF TIC1RD 3247,858 SQ.FT.(5.69ACRES) HANDICAPPED PERSONS.THIS FACILITY WILL BE FREQUENTED
PROPOSED BUILDING USE:TELECOMM ONLY BY SERVICE PERSONNEL FOR REPAIR PURPOSES.PURSUANT DO NOT SCALE DRAWINGS.CONTRACTOR MUST VERIFY
CONTINUE ON SW PACIFIC HWY OR-99W),GO 3.2 MI. TO THE AMERICANS WITH DISABILITIES ACT(ADA),APPENDIX B ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY
( ERRORS AND OMBSIONS.ALL PREVIOUS LSSUES OF THIS
CONSULTANT GROUP SIGN OFF DATE INITIAL AND PRINT NAME BEAR RIGHT ONTO SW BULL MOUNTAIN RD,GO 3 MI. GENERAL INFORMATION: SECTION 4.11.(5)(B),THIS FACILITY IS EXEMPT FROM THAT ACT.
DRAWING ARE SUPERSEDED BY THE LATEST REVISION,
OPERATIONS TURN RIGHT ONTO SW ROY ROGERS RD,GO 0.8 MI. 1.PARKING REQUIREMENTS ARE UNCHANGED.(NON ASSIGNED TECH PARKING) THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS
NO POTABLE WATER SUPPLY TO BE PROVIDED AT THIS LOCATION IS PROPRIETARY BY NATURE.ANY USE OR DISCLOSURE
TURN RIGHT ONTO SW FRIENDLY LN,GO 0.2 MI. 2.TRAFFIC IS UNAFFECTED. OTHER THAN WI ICH IS RELATED TO NAMED CLIENT IS
DEVELOPMENT MANAGER ARRIVE AT THE SITE ON THE LEFT,TRIP TAKES 23.3 MI.&34 MINS. 3.NO SIGNAGE IS PROPOSED. NO WASTE WATER OR SOLID WASTE WILL BE GENERATED AT THIS STRICTLY PROHIBITED.
CONSTRUCTION MANAGER LOCATION.
DRAWING TITLE:
PROJECT DESCRIPTION 1-MOBILE OFONETRIPPERMONTH PERSON)
ONEHOURP PER TRIP. TITLE SHEET
PROJECT MANAGER AVERAGE OF ONE TRIP PER MONTH AT ONE HOUR PER TRIP.
SITE ACQUISITION THIS PROPOSAL IS FOR THE MODIFICATION OF AN EXISTING UNMANNED _DRAWING NUMBER:
TELECOMMUNICATIONS FACILITY,CONSISTING OF THE REMOVAL/REPLACEMENT OF(3) CALL TWO WORKING DAYS BEFORE YOU DIG
ZONING EXISTING PANEL ANTENNAS WITH(6)NEW TMBXX-6516-R2M PANEL ANTENNAS;THE ADDITION
RF ENGINEER OF(2)FXFB UNITS&(3)FRI;UNITS TO AN EXISTING STEEL MONOPOLE;ALSO THE ADDITION OF • ('7 811 T 1 1
(1)HYBRID CABLE&(2)COVP UNITS(1 NEAR ANTENNAS AND 1 NEAR THE SITE SUPPORT NATIONAL UTILITIES UNDERGROUND LOCATE
REVIEWERS SHALL CLEARLY PLACE INITIALS ADJACENT TO EQUIPMENT)ON AN EXISTING CONCRETE SLAB WITHIN A CHAIN-LINK FENCE ENCLOSURE. - -_1' ELECT..-RED TELCATV-ORRICE
1tM[T"dEEY PPQCOOVED-MAW
EACH REDLINE NOTE AS DRAWINGS ARE BEING REVIEWED '°"a•:� RµE° `= °1"
CEI JOB NUMBER 12-06278
I
NOTES:
1. CONTRACTOR TO PROVIDE ALL HANGERS&HARDWARE BJ •1• • Mob ile
(STAINLESS STEEL OR GALVANIZED ONLY)TO SUPPORT 1 r7�
•
CABLES&JUMPERS EVERY 3-0".
2. RETURN USED LNA'S&MCPA'S TO T-MOBILE WAREHOUSE. 19307 NORTH CREEx PKWY
BOTHE1L,WA 96011
G 3. PROPOSED 100AMP BREAKER IN VALARE POWER SHELF W/(2)#2 OFFICE 0251398-7600
THHN STRANDED IN EMT OR LT FLEX FROM BREAKER TO COW.
4. CONTRACTOR TO REMOVE EXISTING RET HOME RUN COAX AND -PROJECT CONSULTANTS:
• UNUSED GPS ANTENNA WITH CABLE.
5. THE FRIG RRU IS TO ONLY BE MOUNTED VERTICALLY. *SP
8. THE COVP IS TO ONLY BE MOUNTED VERTICALLY. PCJWC.ER RIVER
DGVGLOPMGIR!WINCES,LLC
7. CONTRACTOR TO CONFIRM FINAL LOCATION OF BASE/BOTTOM
OF COVP&EXCESS FIBER BOX AT/NEAR OR ON FCOA CABINET
-PLANS PREPARED BY.
OR ADJACENT ICE BRIDGE POST.
._� COPINGPISTONE
8. EXISTING DUAL TMA'S AT AWS DUAL POLE ANTENNAS TO REMAIN.
(TYPICAL 2 TMA'S PER SECTOR) 189713 WOODINVILLE-REDMOND RD NE.SUITE 210
WOODINVILLE,WA 98072
9. CONTRACTOR TO MAINTAIN CLEARANCE FOR EXISTING CLIMBING PHONE 425.487.1732 FAX-425.487.1734
PROPOSED(1)COVP&EXCESS FIBER BOX 1 PEGS WHEN INSTALLING RRUS&NEW UNIVERSAL RING MOUNT, EMAIL. Del®mm•ralDDesrgr.ann
MOUNTED TO(E)ICE BRIDGE POST WWW.CORNERSTONE-ENGR.COM
A4. (E)FCOA CABINET
=PROJECT INFO:
NOT USED 1 2 NOT USED 1 1 • �, (E)NOKIA ULTRASITE CABINET P001733D
22x34 SCALE:NTS 11x17 SCALE:NTS 22x34 SCALE:NTS 111.17 SCALE:NTS 1/
/�' ''• I (E)WORK SERVICE LIGHT
rY '' SCHOLLS FERRY&175th
PIPE / ''''��2'7 (E)PURCELL POWER CABINET
11_9',, PROPOSED(1)FRIG MOUNTED @I LTE 0,../.,
ANTENNA(1 PER SECTOR,TOTAL OF 3) / \t. ; '° \ 16705 SW FRIENDLY LANE
FPKA MOUNTING BRACKET A-3 ,• L .•'A I 3 TIGARD,OR 97007
410 I / -x i 0 (E GPS ANTENNA
FMFA MOUNTING PLINTH /n Vii\ I WASHINGTON COUNTY
(Ej f100'-0"HIGH STEEL MONOP E tom;"
U '`� .-(E)ICE BRIDGE W/PROPOSED HYBRID
-ISSUED FOR:
�-- PANEL ANTENNA �4r`+� -RF MODULE / ,�:t" CABLE ROUTED TO MATCH(E)COAX Q
PROPOSED UNIVERSAL ;;(I.' , / 1� L CONSTRUCTION J
E.. r Q / RF MODULE RING MOUNT Wl
,� ✓� STAND-0�ARMS.ABOVE - ``k"� �'{`{.,� \ _REV:C DATE:—ISSUED FOR BY:_
P, . PROPOSED(2)FXFB %� t� .. \
* ' (REMOTE RADIO UH1TS) T •\ i, '•� \
ACTUATOR :MOUNTED TO 3'g PIPE MAST AJ M S�
' • ,.,;• •,' Q REVISED PER CROWN
P. FRONT SIDE ", 1 CASTLE COMMENTS
10-30-12 BMH
`RI ,,,..,,t.-"'",s., ll/ \ Q 08-06-12 CONSTRUCTION JDB
_ \ y *t rir1��; / rr
_ MANUFACTURER ANDREW \ '�✓ f 1
7 MODEL _ _ TMBXX-6516-R2M �i � • I''" R Q 07-24-12 CLIENT REVIEW JRF
_ 1 \
TOP I yyEIGHT 34.6 Ib / 1 ,�^•,•"
✓\ç- i-Gam;`��: yc ,` Q DRAWN BY: CHK.: APV.:
s �� •�► JRF BMH MWO
+•'�> CURRENT ISSUE DATE:
ANTENNA 8 RRU MOUNTING 7 \Q\ F \•' (E)BOLWiD(TYP)� \ 10-30-12
22.34 SCALE:112"=1'-0" 111.17 SCALE:114'=1'-0' 22x34 SCALE:1"=1'-0' 111.17 SCALE:1/2"=1'-0' PROPOSED REPLACEWIEHT& t- LLICENSUR
NEW ANTENNA TMBXX6516-R2M
(1 F�4 PER SECTOR TOTAL OF t1) 0/ J '�
/ yip
(� 1 PROPOSED(1)COVP / 6� �1WrNFEA
I I II . \. MOUNTED TO 3'0 PIPE MAST 0 74 3ePE
-."gym '-\� ® �cY/ ! �'
SIDE VIEW ►r ( (E)ANTENNA TMBX-6516-R2M\ /
la N ''1 u�=-i; It (1 PER SECTOR,TOTAL OF 3)1,\ (E)ROLLING ACCESS GATE % „4.__ w�O y0•
,,�(IP/0 V 001•Y
IN \ - Q 1('11" •IRATION DATE.12731/12
STYLE 4-TOWER MOUNTED AMPLIFIER MANUFACTURER__ANDREW / If" -DRAWING INFORMATION:
10' MODEL ETMI9V2312UB - I (E)OTHER CARRIER /fY
WEIGHT 9.81bI � CONCRETE SLAB W/ '
-®� !' SITE SUPPORT CABINETS /, DO L DIMENLE DRAWINGS.CONTRACTOR MUST VERIFY
® ` /Ti ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANV
f,1IT ERRORS AND OMISSIONS.ALL PREVIOUS ISSUES OF THIS
DRAW NG ARE SUPERSEDED BY THE LATEST REVISION.
• THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS
_ IS PROPRIETARY SY NATURE.ANY USE OR DISCLOSURE
UN NERSAL RING MOUNT ri'-'444fri;117'. OTHER THAN WSIICH Is RELATED TO NAMED CUEHT Is(VALMONT#8010613) \ a STRICTLY PROHIBITED.
In LI (E)CHAIN-LINK , /V DRAWING TITLE:'
CO III a.
8'STANDOFF ARM FOR SINGLE FENCE W/BARB WIRE (E)ASPHALT ROAD
\ ENLARGED SITE PLAN& —
ANTENNA(VALMONTkMMD1)—� r,IJ \\\
\it
CONSTRUCTION DETAILS
jf
._DRAWING NUMBER:
3'STD WT(LENGTH TO SUIFRONT VIEW
PLAN NORTH A 1 1
-
TMA DETAIL 4 UNIVERSAL RING MOUNT 3 ENLARGED SITE PLAN
CEI JOB NUMBER: 12-06278
22x34 SCALE 3"=1'-0" 111.17 SCALE:1 1/Z=1'-0" 22x34 SCALE:NTS 111.17 SCALE:NTS 22x34 SCALE:1/4"=1'-0" 111x17 SCALE:118"=1'-0'
e •
PAINT NOTE:
ALL PROPOSED ANTENNAS/EQUIPMENT 8 1 Il
ATTACHMENTS SHALL BE PAINTED TO T.O.(E)STEEL MONOPOLE NOTE: T
MATCH EXISTING ON-SITE CONDITIONS EL±1D0-0'AOL CONTRACTOR TO MAINTAIN CLEARANCE FOR 1 • Mobile-
EXISTING CLIMBING PEGS WHEN INSTALLING
J ti RRU'S 8 NEW UNIVERSAL RING MOUNT
° �PROPOSED(2)FXFB(REMOTE RADIO ,. I�o7 NORTH��
UNITS)MOUNTED TO 3-0 PIPE MAST ( __-I `✓ 19807 N,, HCREE PKWY
6 �IW� OFFICE(425)391-76C0
ti'(E)OTHER CARRIER ANTENNA ARRAY I_ PROPOSED 2 FXFBS 7 [PROJECT:ONSULTANTS:
` ice,LT __ _ _ (E)8 PROPOSED ANTENNA RAD CEN pROPOSEO(1)COUP / MOUNTED TO PIPE MAST A.T
PROPOSED(1)COUP EL 90'0'AGL MOUNTED TO PIPE MAST 0 - -
MOUNTED TO 3-0 PIPE MAST '3'
IZY
PROPOSED(1)FRIG MOUNTED 1-".-5
@ EA LTE ANTENNA PoW��EF�DIVER
(1 PER ANTENNA
ECTOR,80TAL1 06 I I \ (1 PER SECTOR,TOTAL OF 3) AJ� -•` _PLANS PREPARED BY:
I I \ PROPOSED 3-0 PIPE
III I' L MAST OF 2 PLCS)REPLACEMENT& (TYP )� I
IN 11 NEW ANTENNA TMBXX.6516-6516 8 ," ►• Cw ISTOnIE
of o.
PROPOSED UNIVERSAL RING MOUNT 3 I \ (1 EA PER SECTOR,TOTAL OF 6) A-1 J I i' 1
WI STAND-OFF ARMS,ABOVE A� !I III {{ 1•— ( L 16828 wooOINV LLE�iEDMOND RD NE,SUITE 270
N ---.1 ...:rzy^.--'�_ILL I ---•i i wOODINVILL1E.WA B8072
PHONE:428487.1732 FAX 42E487.1734
I�\ I I EMAIL: cal®m eralcneengr.00m
'-(E)OTHER CARRIER ANTENNA ARRAY 1 I i -PROPOSED UNIVERSAL RING WWW.CORNERSTONE-ENGR.COM
(E)STEEL MONOPOLE I I I j I I MOUNT W/STAND-OFF ARMS PROJECT INFO:
!i
1: (E)ANTENNA MOUNT
� 1. I I a P001733D
L A-1
SCHOLLS FERRY&175th
16705 SW FRIENDLY LANE
TIGARD,OR 97007
WASHINGTON COUNTY
A. —ISSUED FOR: I
CCONSTRUCTION J
-REV:-DATE:—ISSUED FOR: BY:—
ENLARGED RRU MOUNTING DETAIL ' 2
22x34 SCALE:1/2"=1'-0' 111x17 SCALE:1/4'=1'-0'
(E)*100'-0'HIGH STEEL MONOPOLE-�
REVISED PER CROWN
PROPOSED REPLACEMENT ANTENNA 1 100-12 CASTLE COMMENTS BMH
\ TNABXX-6616R2M TO REPLACE(E) Q p8-06 12 CONSTRUCTKNJ JOB
(E)ANTENNA TMBX 8518 R2M ANTENNA(ALPHA SECTOR;6 AZIMUTH)
`,` (GAMMA SECTOR;Z70'AZIMUTH) �` Qp 07-24-12 CLIENT REVIEW JRF
\• PROPOSED NEW ANTENNA TMBXX 6516 F22M -DRAWN BY:=CHIC: APV.:
(ALPHA SECTOR;60°AZIMUTH) r
` > [ JRF I BMH I MWO
Ii CURRENT ISSUE DATE:
(E)*100'-0'HIGH STEEL MONOPOLE �/ , (E)TWIN TMA TO REMAIN L 10-30-12
� (2 PER SECTOR.TOTAL OF 8)
UCENSURE:
0MUTH)/:i::B:;:: 0
MATCH(E)COAX PROPOSED REPLACEMENT ,I• •. •y02 f r
■
�� ANTENNA TIABXXfi516-6516 TO 1 ' I� , ��W. 0�5 �•O113,`.',111 Z•'
REPLACE(E)ANTENNA \_-Nt -- r RATION DATE:1213v12
•
(GAMMA SECTOR;270°AZIMUTH) / �♦�• (4;
•xi
, ) DRAWING INFORMATION:
• (E)CHAIN-LINK FENCE WI BARB WIRE / '- CONSULTANTS ANY
DO NOT SCALE DRAWINGS.CONTRACTOR MUST VERIFY
I 'e ERRORS AND MISSIONS.AL PREVIOU91B8LES OF THIS
NOTE' DRAWING ARE SUPERSEDED BY THE LATEST REVISION.
PROPOSED(1)COUP&EXCESS
100.,--t CONTRACTOR TO UTILIZE EXISTING THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS
(E)BOLLARD(Tl P) FIBER BOX MOUNTED TO , UNUSED ANTENNA PIPE MASTS S PROPRIETARY BY NATURE ANY 118E OR DISCLOSURE
/ (E)ICE BRIDGE POST 1 '�^� OTHER THAN WHICH IS RELATED TO NAMED CLIENT IS
n_ n ii n FOR NEW PANEL ANTENNAS STRICTLY PROHIBITED.
I� �- •r1.���-���-1101-11II .JI dllwwr; A� I DRAWING TITLE:
�-J I PROPOSED NEW ANTENNA ANTENNA PLAN,DETAILS&
I.. 'I L� M• `� . l 4e I R i,' ,S I TMBXX-6516.R2M(BETA , NORTHEAST ELEVATION
Q +I .t.Y . T 'I ) r,I 1 f I ; _.J;. I - SECTOR;150'AZIMUTH) /
.,�(� c arr • 1 _ I� r
DRAWING NUMBER:
k ' it +ef. I f: sCM I L 1 I (E)ANTENNA TMBX-0518 R2M
• PROPOSED REPLACEMENT ANTENNA
(REF)
_ r I (BETA SECTOR;150'AZIMUTH) TMBXX�S18 R2M TO REPLACE(E) I
�GRADE(ASSSU ) K �:_ - c-9 a
EL 0 0'(ASSUMED) ANTENNA(BETA SECTOR;150'AZIMUTH) n n /�
PLAN NORTH H L 1
NORTHEAST ELEVATION 3 ANTENNA PLAN
22x34 SCALE:3/16'=1'-0" 111517 SCALE:3/32'=1'-0' _ 22x34 SCALE:1/2'=1-0" I11x17 SCALE:1/4'=1'-0' CEI JOB NUMBER: 12-06276
311/16"
T • Mobile
1'-53/18" 7112" DIMENSIONS(WxHxD)W/ 17.2"x23.8"x7.5" GROUNDING 8
SOLAR COVER 8 MOUNTING
FRIG UNIT WEIGHT 24.0 kg/52.91bs ry
(18)FIBER INDOOR/OUTDOOR 19807 NORTH CREEK PKWY
L -1-- - ---- SOLAR SHIELD WEIGHT 1.2 kg l2.6Ibs = : oP�FTCE(ais»9A�7600 1 ill x r�� r DISTRIBUTION CABLE
TOP -7.16 DIN MALE "• -- . DIELECTRIC CENTRAL
( `� MOUNTING 0.7 kg/1.5Ibs 7-16 DIN MALE - -'•.'a ~
BRACKET WEIGHT I., :kill
,� r •� MEMBER -PROJECT CONSULTANTS:
•.. ,.:...t,.. "s; (2)#18 AWG COPPER PAIR•
GROUNDING . ' 4c L'
4 TOTAL WEIGHT 25.9 kg I 571bs HARDWARE-- a. �
r.
;,10:1•. 00)#8 AWG THHN/THWN•- �• ; ":• COPPER CONDUCTOR
__ \ • ". '�•t' +' P�vFiOPMENT aFm1c✓ESV E FL
PIPE MAST �""imn N ,a •••1..'4.- -.:1.4"'"...-• `
,� ii • ' ;"14 ►:` —(2)ARAMID RIPCORDS PLANS PREPARED BY:
> < - \
WEATHERPROOF CORRUGATED LAMINATED
v. . J _ ASIG INPUT •
STEEL TAPE -� CORNERSTONE
:901
3/878 U-BOLT OR BANDING CONNECTOR ` MOPE OUTER JACKET
1692E WOODINVILLE-REDMOND RD NE,SUITE 210
NOTE: 7-16 DIN FEMALE WOODINVILLE:WA 98072 PHONE:425.487.1732 FAX 425.487.1734
FRONT RIGHT SIDE FRIG TO BE MOUNTED EMAIL: ceI @com.nlon.,p:.m
VERTICALLY ONLY FRONT SIDE WWW.CORNERSTONE-ENORCOM
I
- =PROJECT INFO:
NOKIA FRIG RRU 11 BIAS TEE 1 0 HYBRID CABLE 9 P001733D
22x34 SCALE:1 1/2"=1'-0" 111x17 SCALE:3/4".1'-0" _ 22x34 SCALE:6"=1'-0" 11x17 SCALE:3"=1'-0" 22x34 SCALE:NTS I11x17 SCALE:NTS
SCHOLLS FERRY& 175th
/
COVP MOUNTING FRAME-1
ALARM 16705 SW FRIENDLY LANE
ANT 2 RX OVP CONNECTION TIGARD•OR 97007
ANT 4 RX
Rx0 4 RxO 2 1/4.0 GALV BOLT WASHINGTON COUNTY
ANT 5 TX/RX RxO 5 r-Rx0 3 Rx0 1
(TYP OF 8 PER COVP
ANT 6 RX ANT 3 —ISSUED FOR:
ANT 3 ANT 1 DURX PROPERTY VALUE MAIN GROUND FIBER PANEL MIS MOUNTING BRACKET) _ r I
I.PWR IN / RET 2/0-14 AWG 18 SM ADAPTERS liit PIPE -`` L CONSTRUCTION J/ (FXFB ONLY) HEIGHT 133 mm/3U(5.2 in) I 1) O %V* /0' 4 I ,\ —REV::DATE:=ISSUED FOR BY:—
WIDTH WIDTH 447 mm 17.61n) ,;°,q 3/878 GALV Rx06 i� r "' (WITH COVERS) 490 mm(19.3 In) ( -i , 1 • U-BOLT -
11.7 rin gN x�,, , DEPTH(FOR RACK r 1 L i nnn l l P.ua ` m wu m l Emupl.lpu m m umlln n:... I7 {{n:u - 395 mm(15.fi In) .■ �IIIUI I I 1 I'll.I I I'I I I I I I 'I1,I n I'I�I"I'lll I'!I� hI I• ASSEMBLIES)DEPTH ( ) RETURN 15 , 114'0 GALV BOLT
LED FAN/TX I1, 1 I r 560 mm 22 in 48-15 CONNECTIONS Vi
� (TYP OF 4 PER COVP)
OFF STATUS 2J0-14 AWG Q CASTLE COMMENTS
OPT 1 210-14 AWG--- REVISED PER CROWN
LED MODULE WEIGHT(INCLUDING _ _ _ ■_■ • 1 10-30-12 BMH
STATUS EAC OPT 2-� THE CORE,FANS MAX.25 k 55.1 Ib
OPT 3 J g( ) �—��■���_a
AND CASING) /� - - - _ Q 08-08-12 CONSTRUCTION JDB
GROUNDING POINTS-i 1.5 5!8 4 R704`IAWG
. COVP
07-24-12 CLIENT REVIEW JRF
NOTE RIGHT SIDE TOP
FOR MOUNTING SEE DRAWN BY:=CHK.• APV.:
DETAIL 2/A-3.1 JRF I BMH I MWO
_ CURRENT ISSUE DATE:
NOKIA FXFB RRU 7 COVP INTERIOR 6 COVP MOUNT 5 [ 10-30-12
22x34 SCALE:3"=1'-0" 111x17 SCALE:1 112"=11-0" 22x34 SCALE:1 1/2"=1'-0" I11x17 SCALE:3/4"=11-0' 22x34 SCALE:1 1/2"-11-0" 111x17 SCALE:3/4"=1'-0"
_LICENSURE:
NOTES: ,J,�qp� p -
1.FOR MOUNTING SEE DETAIL 5/A-3 ,p 31 W'NFFR
1'-5 13/16" r 2.COVP TO BE MOUNTED VERTICALLY ONLY ¢y T457EPEAV,
111-4 1/8" '1 5 13118" it
/- REGON
. 7� 02
• I I HYBRID TRUNK IN �/1 1,,,,.' 04 (J) JIZ-
ERRAHONLUTti 12/31n2
Ir �I_ POWER&FIBER i •
.' JUMPER OUT(TYP) =DRAWING INFORMATION:
- n d
III
DO NOT SCALE DRAWINGS.CONTRACTOR MUST VERIFY
i, TD I .. I ERRORS OMISSIONS.ION ALL PREY CONSULTANTS OF OF ANY
11
ERRORS AND OMISSIONS.ALL PREVIOUS ISSUES OF THIS
,,[C^ �—. DRAWING ARE SUPERSEDED BY THE LATEST REVISION,
V a )I�')le)) ((�)`4_31L IRE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS
C �i1 IS PROPRIETARY BY NATURE.ANY USE OR DISCLOSURE
OTHER THAN WHICH IS RELATED TO NAMED CLENT IS
Al-i— — 0 L _ STRICTLY PROHIBITED.
, -I- -DRAWING TITLE:
— = _ _ r-6718•
_ _ DETAIL SHEET
DRAWING NUMBER: --
FRONT RIGHT SIDE BOTTOM
A-3 1
NOT USED 3 RAYCAP COVP (RCMDC-4010-PF-48) I
CEI JOB NUMBER: 12-06278
22x34 SCALE:NTS 111x17 SCALE:NTS 22x34 SCALE:1 1/2"=1'-0" 111x17 SCALE:3/4"=1'-0" —
A
SLOT FOR ADJUSTABLE
BAND CLAMP T e
GROUNDING
CLAMP
II/MW 1I4'20 HARDWARE PUTTY TAPE
N 19607 NORTH
i N6 GROUND LEAD �B BOT ELL.WA9C801111
. -- - OFFICE(425)398-7600
GROUNDING ---— — — —— — — -- i
Mill STRAP ASSEMBLY . Existing Configuration . ;
• — — — — ---------—_` —PROJECT CONSULTANTS:'
FIGURE 1 FIGURE 2 FIGURE 3 Beta Gamma
GSM UMTS GSM UMTS GSM UMTS
#6 GROUND LEAD (Ant 1) (Ant 2) (Ant 1) (Ant 2) (Ant 1) (Ant 2) *.P
ADJUSTABLE POWDER RIVER
firr,7 z-i ELECTRICAL TAPE
BAND CLAMP oEyELOENEN SERVICES.uc
SW,,,,,mss — TWO HOLE COMPRESSION .
_PLANS PREPARED BY:
OVER MASTIC TAPE
17.W . 1 CRIMP LUG(il8)TO
• ; GROUND BAR �CD,NEPI5 WDNE
,: .I 16928 WOODINVILLE-REDMOND RD NE,SUITE 210
GROUNDING CLAMP t WOODINVILLE.WA 013072
i PHONE,425487.1732 FAX 426 487.1724
FIGURE 4 FIGURE 5 FIGURE 6 (:< EMAIL mlOmme„bn°°°cr.wm
' • .. } `ti 3�t 4� :i W .CORNERSTONE-ENGR.COM
MUM Mei IM� =PROJECT INFO:
HYBRID CABLE GROUNDING _ -�!-"'� - '�
P001733D
22x34 SCALE:NTS I11 x17 SCALE:NTS i PI; '' il
' ( ill •( I
COAXIAL CABLE NOTES: , A � ,Ij, ,;., ,a J1, .14} SCROLLS FERRY&175th
I 2 1 2 1 2 1 2 1 2 1 2
1. ALL COAXIAL CABLE CONNECTIONS TO BE WEATHERPROOFED.
16705 SW FRIENDLY LANE
-- TIGARD,OR 87007
2, CONTRACTOR TO PROVIDE DRIP LOOPS IN CABLES AND JUMPERS WHERE
NECESSARY. r� WASHINGTON COUNTY
Proposed Configuration
•
3. TAGGING: I — "— r-ISSUED FOR:
3.1 ALL COAXIAL CABLES TO BE MARKED WITH COLOR CODED TAPE L CONSTRUCTION
TO INDICATE THE ANTENNA SECTOR f L�y
3.2 COLORED ELECTRICAL TAPE SHALL MARK EACH END OF CABLE ``-CONNECTORS- _REV:=DATE:=ISSUED FOR BY:_
AND EACH END OF JUMPERS AS CLOSE TO EACH END AS
POSSIBLE.(NOT TO INTERFERE WITH WEATHERPROOFING). STEP 1 '
4. COAXIAL CABLE SPECIFICATIONS REQUIRE CABLE SUPPORT EVERY 3'.0- p,„ L _
ON CENTER.CONTRACTOR SHALL SUPPLY SUPPORTS AS REQUIRED TO ¢7i1
MEET THIS REQUIREMENT. -181 I ,„ )'r� �!['. .18:
Q REVISED PER CROWN
c '( — 1 10-30-12 BMH
`- .. �+*' ■ W' CASTLE COMMENTS
'Y •\ pQ 08-06-12 CONSTRUCTION JOB
s
` o oS I6 QA 07-24-12 CLIENT REVIEW JRF
Y! '-" •
DRAWN BY:=CHK.: APV.:
ll �~ — y�/� %v��/ ---. 1,,,.. f. 1 ,Yq'') . o.• yX� JRF I BMH I MWO I
�� ����'� �'-�� 10 '�2 W r .fy_ _.-.• ..:.f d [CURRENTISSUEDATE:
w : � .
_ 10-30-12
ELECTRICAL TAPE —LICENSURE:
BUTYL TAPE(ALSO KNOWN
(1 LAYER) f" I l;,r:.*Tf y.. IE ISI .�.. ,
AS MASTIC,TAFFY TAPE) /� ;� _ J
STEP 2 STEP 3 r:••� . "y=� ,
- r • '•■ , L .-.
C° p
I O
Ty
w5, EXPIRATION DATE 12131/12•° Ii NOTE: _- _ __ ..,,....,,.;� _ _ . .
4• 4. r I VERTICAL CONNECTIONS SHALL BE —DRAWING INFORMATION:
�. I ,I -, TAPED FROM THE BOTTOM UP SO oo NOT scxEDRA4+nNas.coNT7tncTDRnusTVERIFY
OVERLAP MOVES WATER AWAY FROM ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY
_ CONNECTION,TYP. — ERROas AND oMlsslons.uL PREV OUS Issues of Tr+Is
- - DRAWVNG ARE SUPERSEDEDBY THEL STEST REVISION.
11,--Mill ' THE INFORMATION BY CONTAINED IN THIS SET OF CLOMENTS
-___F PROVIDE HEAT SHRINK OLES AND D LNAs OF ) S PROPRIETARY BY NATURE ANY USE OR DISCLOSURE
CLIENT IS
TAPE FOR QUAD POLES AND LNA's(TYP.) OTHER THAN WF',5H IS RELATED TO NAMED CLIENT IS
_- - p.1 ( STRICTLY PROHIBITED.
DRAWING TITLE:
ELECTRICAL TAPE:3 LAYERS WITH 2'TAPE AND 3 Site—ID-P001733D,Version- 1, Design Status-APPROVED
LAYERS IN 314"TAPE(ALL WITH MINIMUM 5096
OVERLAP).ALL TAPE ENDS SHALL BE CUT(DO NOT II,/ RF 8 COAX DETAILS
COAT WITH 3M SCOTCH COTE SPRAY SEALER. DRAWING NUMBER:
STEP 4
WM
RF-1 1
COAXIAL CABLE WEATHERPROOFING 2 RF DETAILS 1 CEI JOB NUMBER: 12-06278
22x34 SCALE:NTS 111x17 SCALE:NTS 22x34 SCALE:NTS I11x17 SCALE:NTS
" • •Mobile•¢
8960 Alderwood Rd
Portland OR 97220
503-250-4639
October 31, 2012
City of Tigard Community Development
ECE\ EO Y
Tigard, OR 97223 2012
00 �
RE: P001733D Scholls Ferry and 175th OFTCGP+
16705 SW Friendly Lane, Tigard, OR 97007 "G �SI ON
Modification to Existing Wireless Tower
To Whom It May Concern:
As you may be aware, on February 22, 2012,the federal government enacted "collocation-by-
right" legislation preempting delays in the process of zoning the collocation of transmission
equipment on existing wireless communications facilities (Middle Class Tax Relief and Job
Creation Act of 2012, Pub. 112-96, 6409 (2012) herein after, the "Federal Collocation-By-Right
Legislation"). The Federal Collocation-By-Right Legislation mandates that local governments
must approve any eligible facilities request for the modification of an existing wireless tower or
base station that does not substantially change the physical dimensions of such tower or base
station.
Powder River Development Services, LLC, obo T-Mobile West, LLC, has enclosed herein the
application materials required for zoning approval of the modification to the wireless tower
located 16705 SW Friendly Lane, Tigard, OR 97007. Please note that: (i) the modification
involves the replacement of transmission equipment; and (ii) such modification will not
substantially change the physical dimensions of such tower. Under the Federal Collocation-By-
Right Legislation, the City of Tigard must therefore approve this request.
The proposed modification complies with all federal, state, and local zoning and permitting
requirements. It is our expectation that this application will be processed without any undue
delay and in a manner consistent with the newly enacted Federal Collocation-By-Right
Legislation. Thank you in advance for your anticipated cooperation.
Regards,
Mary Frosch
Powder River Development Services, LLC on behalf of T-Mobile West, LLC
8960 Alderwood Drive, Portland, OR 97220
503-250-4639
P001733D Scholls Ferry and 175th
Network Modernization
P001733D Scholls Ferry and 175th
I. PROPOSAL SUMMARY INFORMATION
Date: October 31, 2012
Applicant: T-Mobile West, LLC
Luis Reyes, Market Manager
8960 Alderwood Drive NE
Portland, OR 97220
Representative: Mary Lou Frosch
Contact Powder River Development Services, LLC
8960 Alderwood Drive NE, Portland, OR 97220
Telephone: 503-250-4639
Email: Mary.Froschl@T-Mobile.com
Property Owner: Christopher and Sheri Ralston
14900 SW 150th
Tigard, OR 97224
Scope of Work: T-Mobile proposes to swap (3) existing panel antenna with (6)
new TMBXX-6516 panel antenna, along with 5 Radio Remote Units (2-
FXFB, 3-FRIG), (1) Hybrid Cable and (2) COVP units to the existing Crown
Castle Telecom Monopole Facility. No ground work is proposed or will
disturbed, all work will be done within the unmanned, fenced compound.
Site Description: 2S1060000100
Lot Size: 247,856 SF, 5.69 Ac
Location: 16705 SW Friendly Lane, Tigard, OR 97007
Zoning Classification: FD-20 Future Development 20 AC District
(Washington County Zoning District)
II. PROPOSAL DESCRIPTION
Pursuant to the City of Tigard's Zoning Ordinance (the "Ordinance"), T-Mobile is applying for a
plan review and building permit and any and all other relief necessary to make certain
modifications to the existing Wireless Communications Monopole Facility located at the 16705
SW Friendly Lane, Tigard, OR 97007, which consists of an antenna support structure at a height
of approximately 100' AGL feet above ground level, together with antenna and other ancillary
and accessory facilities. The supporting transmitting and receiving "base station" equipment
serving this facility is located in equipment cabinets within the lease area. Coaxial cable
connects each antenna array to the equipment cabinets. The Wireless Communications Facility
is situated in the FD-20 - Future Dev 20 Acres, thereby allowing it to satisfy the requirements of
P001733D Scholls Ferry and 175th
the Ordinance. The Property was initially selected based on its proximity and ability to serve the
City of Tigard's business and residential communities, recreational facilities and major
roadways. The height of the existing Wireless Communication Facility is, in part, a function of
the geographic area that it needs to serve, as affected by the local topography, tree cover and
other factors.
The Wireless Communications Facility is unstaffed and requires only infrequent maintenance
visits (approximately one time a month). Access to the Wireless Communication Facility is via
the existing entryways to the property.
The Wireless Communications Facility is located within the leased area and is entirely self-
monitored by sophisticated computers that connect directly to a central office and alert
personnel to equipment malfunction or breach of security. PCS technology does not interfere
with radio, television or other communications signals. In fact, PCS technology provides vital
communications in emergency situations and will be commonly used by local residents and
emergency personnel to protect the general public's health, safety and welfare. In fact, over
one half of all "911" and distress calls were placed on wireless phones in the United States
during calendar year 2011 (source: CTIA webpage).
The proposed modifications to the Wireless Communications Facility will be designed and
constructed to meet applicable governmental and industry safety standards. Specifically, T-
Mobile will comply with all FCC and FAA rules governing construction requirements, technical
standards, interference protection, power and height limitations, and radio frequency
standards. In addition, T-Mobile will comply with all applicable FAA rules on site location. Any
and all RF emissions are subject to the exclusive jurisdiction of the FCC.
T-Mobile expressly reserves all of its rights, including, those available to it under the City of
Tigard Planning and Zoning Ordinances or any other state, and local or Federal law.
The new antenna configuration can be reviewed with the attached site plans. The new
antennas will be serviced by the new and existing radio equipment cabinet located in the leased
area.
Landscaping: The scope of work is to remove, replace and collocate antenna and related
support equipment on the existing monopole. No ground work or landscaping is planned or will
be disturbed.
Structural Characteristics: A structural analysis will be submitted as part of the building permit
process with the City of Tigard Structural Building Department.
Construction and Post-Construction Activity: T-Mobile's construction schedule spans an
approximate 30 day time frame.The construction schedule allows for mobilization, material
delivery, poor weather conditions and other scheduling constraints. All staging of construction
equipment will occur on the subject property in conformance with a City of Tigard Structural
Building permit.
P001733D Scholls Ferry and 175th
III. DEVELOPMENT STANDARDS
Chapter 308 FUTURE DEVELOPMENT 20 ACRE DISTRICT(FD-20)
Chapter 308-2 Uses Permitted Through a Type I Procedure:
Item 308-2.10. Co-located antennas, excluding those antennas exempt pursuant
to Sections 430- 109.1 and 201-2 —Section 430-109.3; see also Section 308-7.1.
Chapter 308-7 Additional Standards
Item 308-7.1. All new permitted uses shall be constructed in a manner which does not
interfere with future conversion of the land to planned urban densities and/or
uses. In the North Bethany Subarea Plan, new or expanded permitted uses shall
be consistent with the requirements of the North Bethany Subarea Plan.
RESPONSE: This is an existing Telecom facility consisting of a 100'-0" monopole facility fully
approved in June, 2001 via Land Use Approval, L0100091. The site is not within the North
Bethany Subarea Plan. A structural permit has been submitted to the Building Department.
430-109 Receiving and Transmitting Antennas, Communication and Broadcast Towers
430-109.1 The following are exempt from the standards provided in this Section:
B. Replacement of existing antennas and transmitters on lawfully established telecommunication
facilities, provided:
(1)They are mounted using similar techniques as that of the antennas and transmitters they are
replacing in order to minimize visual impact, or in the case of replacing antennas and
transmitters on a Facility 2 tower, replacement antennas and transmitters shall also be designed
as Facility 2;
(2)They are made of non-reflective material and painted to match the telecommunication
facility or existing antennas and transmitters, whichever results in the replacement antennas
and transmitters being less visible, or are placed in the tower;
(3) Replacement does not result in an increase in the number of antennas or transmitters (e.g.,
like antennas or transmitters may be replaced with like antennas or transmitters). Not with-
standing, existing antennas and transmitters may remain for a period not to exceed six (6)
months in order to accommodate the transfer of service from the existing antennas or
transmitters to the replacement antennas or transmitters; and
(4) Replacement antennas or transmitters do not exceed the size (e.g., area or length) of existing
antennas or transmitters by more than twenty (20) percent.
RESPONSE: T-Mobile proposes to swap the existing (3) flush mounted panel antenna with
(6) new TMBXX-6516 panel antenna along with the addition of(5) Remote Radio Units (3-
FRIG, 2-FXFB), (1) Hybrid cable and (2) COVP units. This existing 100'-0" monopole has three
carrier arrays, T-Mobile has leased the second RAD center area at 90'-0" AGL EL and proposes
all work within its leased area. Therefore,this exemption does not apply.
430-109.2 Expansion or Alteration of Existing Telecommunication Facilities:
P001733D Scholls Ferry and 175th
A. Telecommunication facilities and related site improvements that were lawfully in existence after
November 26, 1992 are considered to be conforming uses. However, because these uses may
not be designed in accordance with the current development standards (i.e., setbacks,
landscaping, screening and fencing, etc.) future expansions or alterations, excluding
replacement of antennas and transmitters pursuant to Section 430-109.1 B., shall be subject to
the development standards in effect at that time.
RESPONSE: The existing facility was permitted in June 2001, per 10100091.
430-109.3 Antennas may be co-located (i.e., Facility 1) in all land use districts, excluding those
antennas regulated by Section 430-109.11 or otherwise exempt pursuant to Sections 430-
109.1 and 201-2, through the Procedure Type I provided:
A. Antennas attached to previously approved existing towers shall be:
(1) Flush-mounted or mounted using similar techniques that minimize visual impact, or in the
case of co-locating on a Facility 2 tower, co-located antennas shall also be designed as Facility 2;
(2) Made of non-reflective material and painted to match the tower or existing antennas,
whichever results in the new antennas being less visible; and
(3) No higher than fifteen (15) feet above the existing tower.
RESPONSE: T-Mobile has an existing lease at the 90'-0" RAD Center of the Crown Castle's
100'-0" monopole at this location. T-Mobile proposes to paint all equipment to match the
existing and all proposed work and additions will be done at the 90' RAD center and will not
extend beyond the existing tower height.
Therefore,this proposal should be processed as a Type 1 Procedure.
430-109.7 Submittal Requirements for Telecommunication Facilities not otherwise
exempt under Sections 430-109.1 and 201-2:
All applications for telecommunication facilities, except as otherwise noted, shall include the following:
A. An accurate, scaled site plan and on-site analysis(Section 404-1) showing the location of the
tower(s), guy anchors(if any), equipment shelter(s) and other uses accessory to the
telecommunication facility;
RESPONSE: A Site Plan is attached, Sheet A-1 .
B. An accurate, scaled elevation drawing(s) showing the tower design, dimensions, materials and
color of the tower and antennas, including the mounting type(s) and locations of all proposed
antennas, and other uses accessory to the telecommunication facility;
RESPONSE: An Elevation detail is attached, Sheet A-2.
C. An Alternative Sites Analysis(Facilities 2 through 4 and those regulated under Section 430-
109.11 only) demonstrating that the proposed antenna(s) can not be co-located on an existing
or approved tower, building or other suitable structure within the identified search ring.
P001733D Scholls Ferry and 175th
RESPONSE: T-Mobile proposes to swap the existing (3)flush mounted panel antenna with
(6) new TMBXX-6516 panel antenna along with the addition of(5) Remote Radio Units (3-
FRIG, 2-FXFB), (1) Hybrid cable and (2) COVP units on a Facility 1.
The Alternative Site Analysis is not required.
D. A Tower Sharing Plan (Facilities 2 through 4 and those regulated under Section 430-109.11 only)
RESPONSE: T-Mobile proposes to swap the existing (3)flush mounted panel antenna with
(6) new TMBXX-6516 panel antenna along with the addition of(5) Remote Radio Units (3-
FRIG, 2-FXFB), (1) Hybrid cable and (2) COVP units.
The Tower Sharing Plan is not required.
E. A District Siting Analysis (Residential Districts only) demonstrating that the tower or antenna(s),
excluding co-located antennas (i.e., Facility 1 applications), cannot be sited in a non-residential
district.
RESPONSE: T-Mobile proposes to Collocate to the existing Crown Castle 100'-0" AGL
monopole located in a FD-20 zoning District.
The District Siting Analysis is not required.
F. An engineering report that addresses the requirements in B., C., D., and E., above and contains
the following information:
(1) Certified documentation from a structural engineer licensed in Oregon that the tower is
structurally sound and complies with all applicable building and structural codes and that it is
feasible to safely site the tower as well as all accessory equipment on the site as shown on the
site plan. Notwithstanding,tower design specifications and other related structural information,
including the foundation design and failure characteristics of the tower, are not required to be
submitted with the land use application, unless they are needed to demonstrate the feasibility
of siting the proposed telecommunication facility on the site. Otherwise they shall be submitted
prior to issuance of the Building Permit pursuant to Section 430-109.9.
(2) Evidence that it is feasible to comply with applicable DEQ noise standards if the installation
contains heating, cooling, electrical generating or other equipment likely to produce noise.
RESPONSE: A Structural Analysis is attached verifying the capability of this tower to
support the proposed equipment.
G. When applicable, a copy of a signed contractual agreement, excluding financial information,
between the tower provider and a telecommunications service provider to provide wireless
service on the proposed tower.
RESPONSE: A Redacted copy of the lease is attached for review.
P001733D Scholls Ferry and 175th
I would like to request full approval for this proposed antenna upgrade and collocation.
If I can be of any assistance, please call me at 503-250-4639, or email at Marv.Froschl @T-
Mobile.com.
• Sincerely,
Mary Lou Frosch
Powder River Development Services OBO T-Mobile West LLC
8960 Alderwood Drive, Portland, OR 97220
Phone: 503-250-4639 Email: Mary.Froschl @T-Mobile.com
PO01733D Scholls Ferry and 175th
RECEIV ED
Date: October 18, 2012 OCT 31 2012
Cathy Garziano ^zy oF TIG� Tower Engineering Professionals
Crown Castle V+„ �S'� 3703 Junction Boulevard
5350 North 48th Street, Suite 305 MM HG D1� Raleigh, NC 27603
Chandler, AZ 85226 (919) 661-6351
(480) 735-6952 crown @tepgroup.net
Subject: Structural Analysis Report
Carrier Designation: T-Mobile Co-Locate
Carrier Site Number: P001733
Carrier Site Name: Scholls Ferry Road
Crown Castle Designation: Crown Castle BU Number: 879602
Crown Castle Site Name: Barrows Rd
Crown Castle JDE Job Number: 207000
Crown Castle Work Order Number: 539353
Crown Castle Application Number: 164238 Rev. 1
Engineering Firm Designation: TEP Project Number: 128042
Site Data: 16744 SW Scholls Ferry Rd., Beaverton, Washington County, OR 97007
Latitude 45°25'34.61", Longitude -122°50'53.85"
100 Foot- Monopole Tower
Dear Cathy Garziano,
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 495270, in
accordance with application 164238, 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 I and Table II for the proposed and existing/reserved 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.
SjRUC7(�R�
Structural analysis prepared by: Craig A. Midgett/WEM o PRO
Y P P Y� 9 9 R� FFs
,' NGtNE a,
Respectfully submitted by: ' 86583PE�
William H. Martin, P.E., S.E. OREGON
'ti
izi well 1320 + 0/18117.
( r4M H. MPS\
EXPIRES: 31112_
October 18, 2012
100-ft Monopole Tower Structural Analysis CCI BU No 879602
TEP Project Number 128042,Application 164238, Revision 1 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 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
October 18, 2012
100-ft Monopole Tower Structural Analysis CCI BU No 879602
TEP Project Number 128042, Application 164238, Revision 1 Page 3
1) INTRODUCTION
This tower is a 100-ft monopole tower manufactured by Summit Manufacturing in April of 2001. The tower was
originally designed for a wind speed of 85 mph per TIA/EIA-222-F 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 1.00 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 specific Ss =0.909)
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)
(ft)
3 j Andrew ETW200VS12UB
6 Andrew TMBXX-6516-R2M
90.0 90.0 w/ Mount Pipe 1 1 1/4 1
3 Nokia FRIG
2 Nokia FXFB
1 Raycap J RNSDC-7771-PF-48
Notes:
1) See"Appendix B—Base Level Drawing"for assumed feed line configuration.
tnxTower Report-version 6.0.4.0
October 18,2012
100-ft Monopole Tower Structural Analysis CCI BU No 879602
TEP Project Number 128042,Application 164238, Revision 1 Page 4
Table 2- Existing and Reserved Antenna and Cable Information
Center Number Number Feed
Mounting Line Antenna Antenna Model of Feed Line Note
Level (ft) Elevation Antennas Manufacturer Lines Size (in)
(ft)
1 Andrew VHLP2-18 i
1 Dragonwave Horizon Compact I
3 Powerwave P65-16-XLPP-RR
100.0 _ Technologies w/Mount Pipe 1 13/64 1
98.0 3 Samsung RRH-C2C I 3 1-7/16
Telecommunications w/ EXT FILTER
Samsung
3 RRH-P4
Telecommunications
98.0 1 I Tower Mounts Platform Mount - - 2
[LP 714-1]
3 EMS Wireless RR65-19-00DP
w/Mount Pipe
- - 3
3 EMS Wireless RR33 20 OODP
90.0 90.0 � w/ Mount Pipe
3 Andrew TMBX-6516-R2M
`� w/ Mount Pipe 18 7/8 2
1 ( Tower Mounts 1 T-Arm Mount [TA 602-3]
4 Clearwire f Type IV BTS
1 I 85.0 4 1 Kathrein 1840 10057 w/Mount Pipe I I I
85.0 1 Tower Mounts Pipe Mount[PM 601-3] I I 1 2
1 1 1 Radiowaves HP2-23 I 5 I 5/16
82.0 _ _ _
I 1 Trimble ACUTIME 20.00 I I
Notes:
1) Reserved equipment
2) Existing equipment
3) 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)
100.0 100.0 1 i -- 14' Low Profile Platform
12 - -
EMS RV90-17-00DP PCS Panel
r_ -
90.0 90.0 1 -- 14' Low Profile Platform
12 EMS RV90-17-00DP PCS Panel
J 80.0 I 80.0 1 -- 14' Low Profile Platform
12 EMS RV90-17-00DP PCS Panel
tnxTower Report-version 6.0.4.0
October 18, 2012
100-ft Monopole Tower Structural Analysis CCI BU No 879602
TEP Project Number 128042,Application 164238, Revision 1 Page 5
3) ANALYSIS PROCEDURE
Table 4- Documents Provided
• Document Remarks Reference I Source
Geotechnical Report - ADaPT Engineering, Inc. 1574203 CCISites
Tower Foundation Drawings Summit Manufacturing 1486071 CCISites
Tower Manufacturer Drawings I Summit Manufacturing 1625431 CCISites
Previous Structural Analysis B&T Engineering, Inc. 3265405 CCISites
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) 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.
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 Size Critical P(K) oPe„ow(K) %Capacity Pass/Fail
No. Type Element
L1 [100-72.75 Pole TP26.088x22x0.188 1 -6.231 1023.680 36.9 Pass
L2 1 72.75-36 j Pole TP31.227x25.225x0.219 I 2 I -10.285 1415.830 74.5 Pass
1 L3 36-0 Pole TP36.19x30.189x0.25 I 3 I -16.464 1886.610 92.0 Pass
I I I I Summary
I I I Pole(L3) 92.0 ( Pass
I I I I RATING= I 92.0 Pass
tnxTower Report-version 6.0.4.0
October 18,2012
100-ft Monopole Tower Structural Analysis CCI BU No 879602
TEP Project Number 128042,Application 164238,Revision 1 Page 6
Table 6-Tower Component Stresses vs. Capacity
Notes Component Elevation (ft) %Capacity Pass/ Fail
1 Anchor Rods - 72.2 Pass
1 Base Plate [ - 71.6 Pass
1 Base Foundation 44.3 Pass
Soil Interaction
1 Base Foundation - 43.5 Pass
Structural
Structure Rating (max from all components)= 92.0%
Notes:
1) See additional documentation in"Appendix C-Additional Calculations"for calculations supporting the%capacity listed.
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, reserved, and
proposed loads. No modifications are required at this time.
tnxTower Report-version 6.0.4.0
October 18,2012
100-ft Monopole Tower Structural Analysis CCI BU No 879602
TEP Project Number 128042,Application 164238,Revision 1 Page 7
APPENDIX A
TNXTOWER OUTPUT
tnxTower Report-version 6.0.4.0
100 Oft
DESIGNED APPURTENANCE LOADING
TYPE ELEVATION TYPE ELEVATION
Ligkinp Rod 102 FRIG 90
P65-16-XLPP-RR w/Mount Pipe 98 FXFB 90 _
P65-16-XLPP-RR w/Mount Pipe 98 FXFB 90
- P65-16-XLPP-RR w/Mount Pipe 98 ETW200VS12tJB 90
F § § n RRH-C2C w/EXT FILTER 98 ETW200VS12UB 90
„,- — o M N N RRH-C2CWEXT FILTER 98 ETW200VS12UB 90
RRH-C2C w/EXT FILTER 98 RNSDC-7771-PF-48 90
RRH-P4 98 6'x 2 Mount Pipe 90
RRH-P4 98 6'x 2 Mount Pipe 90
RRH-P4 98 6'x 2 Mount Pipe 90
Horizon Compact 98 T-Ann Mount[TA 602-3] 90
(3)6'x 2 Mout Pipe 98 TMBX-6516-R2M w/mount pipe 90
(3)6'x 2 Mount Pipe 98 840 10057 W Mout Pipe 85
/ —1-.- (3)6'z T Montt Pipe '98 840 10057 W W Mout Pipe '85
Platform Mott]LP 7141] 98 840 10057 Mout Pipe 85
72.811 VHLP2-18 98 ACUTIME 2000 85
TMBX-6516-R2M W moot pipe 90 Type IV ETS 85
TMBX-6516-R2M w/not pipe 90 Type IV BTS 85
(2)TMBXX-6516-R2M w/Mott Pipe 90 Type IV BTS 85
(2)TMBXX-6516-R2M w/Mout Pipe 90 Type IV BTS 85
(2)TMBXX-6516-R2M w'Motel Pipe 90 Pipe Mout[PM 601-3] 85
FRIG 90 HP2-23 85
FRIG 90 840 10057 W Mount Pipe 85
MATERIAL STRENGTH
GRADE Fy Fu GRADE I Fy 1 Fu
5� A607-65 6514 601 ell
25
° _ N N TOWER DESIGN NOTES
is, ° 1. Tower is located in Washington County,Oregon.
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.
0
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:92%
/ 36.0 ft
ALL REACTIONS
ARE FACTORED
g 53 8
. a AXIAL
39K
SHEAR I \MOMENT
2 K I 173 kip-ft
TORQUE 0 kip-ft
30 mph WIND-1.000 in ICE
AXIAL
16K
K4( MOMENT
17
' 17 K � 1271 kip-1t
0ott
TORQUE 2 kip-ft
n REACTIONS-95 nph WIND
8 r� $in 0 3
to' Tower Engineering Professionals lob:Barrows Rd(BU#879602)
3703 Junction Blvd. P
Raleigh,NC 27603 went•Crown Castle Drawn by'Eric Martin,E.I.49.4:
Tower Engineering Professionals Phone:(919)661-6339 Cade.TIA-222-G Date'10/18/12 Scale:NTS
FAX:(919)6350 Path:C Usrnsnwenertin\Dtlinp\879e02 LC7.6r1 Dwp Ne.EA
Job Page
tnxTower Barrows Rd (BU#879602) 1 of 14
Tower Engineering Project Date
Professionals TEP# 128042 11:21:39 10/18/12
3703 Junction Blvd.
Raleigh,NC 27603 Client Designed by
Phone:(919)661-6339 Crown Castle
FAX:(919)6350 Eric Martin, E.I.
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 H.
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 56.000 pcf.
A wind speed of 30 mph is used in combination with ice.
Temperature drop of 50.000°F.
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,feedline 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 Ni Assume Rigid Index Plate Calculate Redundant Bracing Forces
Use Moment Magnification Use Clear Spans For Wind Area Ignore Redundant Members in FEA
4 Use Code Stress Ratios Use Clear Spans For KL/r SR Leg Bolts Resist Compression
Use Code Safety Factors-Guys Retension Guys To Initial Tension All Leg Panels Have Same Allowable
Escalate Ice Bypass Mast Stability Checks Offset Girt At Foundation
Always Use Max Kz Use Azimuth Dish Coefficients Consider Feedline Torque
Use Special Wind Profile '/ Project Wind Area of Appurt. Include Angle Block Shear Check
Include Bolts In Member Capacity Autocalc Torque Arm Areas Poles
Leg Bolts Are At Top Of Section SR Members Have Cut Ends NI Include Shear-Torsion Interaction
Secondary Horizontal Braces Leg NI Sort Capacity Reports By Component Always Use Sub-Critical Flow
Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted Sockets
Add IBC.6D+W Combination
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 100.000-72.750 27.250 3.250 18 22.000 26.088 0.188 0.750 A607-65
(65 ksi)
L2 72.750-36.000 40.000 4.000 18 25.225 31.227 0.219 0.875 A607-65
(65 ksi)
L3 36.000-0.000 40.000 18 30.189 36.190 0.250 1.000 A607-65
Page
tnxTower Job Barrows Rd (BU#879602) 2 of 14
Tower Engineering Project Date
Professionals TEP# 128042 11:21:39 10/18/12
_ 3703 Junction Blvd.
Raleigh,NC 27603 Client Designed b
Phone:(919)661-6339 Crown Castle r' by
Eric Martin
FAX:(919)6350 , E.I.
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
(65 ksi)
Tapered Pole Properties
Section Tip Dia. Area 1 r C 1/C J It/Q w w/t
in in2 in° in in in3 in in2 in
L1 22.339 12.981 780.301 7.743 11.176 69.819 1561.628 6.492 3.542 18.891
26.490 15.414 1306.382 9.195 13.253 98.575 2614.482 7.708 4.261 22.728
L2 26.110 17.366 1372.011 8.877 12.815 107.067 2745.828 8.685 4.055 18.531
31.709 21.534 2615.901 11.008 15.863 164.903 5235.245 10.769 5.111 23.359
L3 31.264 23.757 2690.338 10.628 15.336 175.425 5384.216 11.881 4.873 19.493
36.748 28.518 4653.917 12.759 18.385 253.143 9313.957 14.262 5.929 23.718
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 ft2 in in in
LI 1 1 1
100.000-72.75
0
L2 1 1 1
72.750-36.000
L3 1 1 1
36.000-0.000
Feed Line/Linear Appurtenances - Entered As Round Or Flat
Description Face Allow Component Placement Total Number Clear Width or Perimeter Weight
or Shield Type Number Per Row Spacing Diameter
Leg ft in in in klf
Feed Line/Linear Appurtenances - Entered As Area
Description Face Allow Component Placement Total CAAA Weight
or Shield Type Number
Leg .t .ft2ffl klf
*1*
Step Pegs(5/8"SR)7-in. C No CaAa(Out Of 100.000-0.000 1 No Ice 0.029 0.000
w/30"step Face) 1/2"Ice 0.129 0.001
1"Ice 0.229 0.002
Safety Line 3/8 C No CaAa(Out Of 100.000-0.000 1 No Ice 0.037 0.000
Face) 1/2"Ice 0.137 0.001
1"Ice 0.238 0.001
*1*
CATEGORY 5e(13/64") C No Inside Pole 98.000-0.000 1 No Ice 0.000 0.000
1/2"Ice 0.000 0.000
1"Ice 0.000 0.000
Job°b Page
Barrows Rd (BU#879602) 3 of 14
Tower Engineering Project Date
Professionals TEP# 128042 11:21:39 10/18/12
3703 Junction Blvd.
Raleigh,NC 27603 Client Designed b
Phone:(919)661-6339 Crown Castle 9 by
FAX:(919)6350 Eric Martin, E.I.
Description Face Allow Component Placement Total CAAA Weight
or Shield Type Number
Leg ft .tf kf
TYPE 2(1-7/16) C No Inside Pole 98.000-0.000 3 No Ice 0.000 0.001
1/2"Ice 0.000 0.001
1"Ice 0.000 0.001
LDF5-50A(7/8") C No Inside Pole 90.000-0.000 18 No Ice 0.000 0.000
1/2"Ice 0.000 0.000
1"Ice 0.000 0.000
ASU9323TYP0I(1-1/4) C No Inside Pole 90.000-0.000 1 No Ice 0.000 0.001
1/2"Ice 0.000 0.001
1"Ice 0.000 0.001
LDF4-50A(1/2") C No Inside Pole 85.000-0.000 1 No Ice 0.000 0.000
1/2"Ice 0.000 0.000
1"Ice 0.000 0.000
9207(5/16") C No Inside Pole 85.000-0.000 5 No Ice 0.000 0.001
1/2"Ice 0.000 0.001
1"Ice 0.000 0.001
2"Rigid Conduit C No CaAa(Out Of 85.000-0.000 1 No Ice 0.200 0.003
Face) 1/2"Ice 0.300 0.004
1"Ice 0.400 0.006
2"Rigid Conduit C No CaAa(Out Of 85.000-0.000 1 No Ice 0.000 0.003
Face) 1/2"Ice 0.000 0.004
1"Ice 0.000 0.006
***
Feed Line/Linear Appurtenances Section Areas
Tower Tower Face AR AF CAAA CAAA Weight
Section Elevation In Face Out Face
ft fi2 fi2 fi2 fi2 K
LI 100.000-72.750 A 0.000 0.000 0.000 0.000 0.000
B 0.000 0.000 0.000 0.000 0.000
C 0.000 0.000 0.000 4.268 0.293
L2 72.750-36.000 A 0.000 0.000 0.000 0.000 0.000
B 0.000 0.000 0.000 0.000 0.000
C 0.000 0.000 0.000 9.801 0.671
L3 36.000-0.000 A 0.000 0.000 0.000 0.000 0.000
B 0.000 0.000 0.000 0.000 0.000
C 0.000 0.000 0.000 9.601 0.658
Feed Line/Linear Appurtenances Section Areas - With Ice
Tower Tower Face Ice AR AF CAAA CAAA Weight
Section Elevation or Thickness In Face Out Face
ft Leg in f12 ft2 ft2 ft2 K
LI 100.000-72.750 A 2.201 0.000 0.000 0.000 0.000 0.000
13 0.000 0.000 0.000 0.000 0.000
C 0.000 0.000 0.000 33.651 0.839
L2 72.750-36.000 A 2.101 0.000 0.000 0.000 0.000 0.000
13 0.000 0.000 0.000 0.000 0.000
C 0.000 0.000 0.000 58.334 1.882
L3 36.000-0.000 A 1.883 0.000 0.000 0.000 0.000 0.000
B 0.000 0.000 0.000 0.000 0.000
C 0.000 0.000 0.000 54.991 1.743
J°b Page
tnxTower
Barrows Rd (BU#879602) 4 of 14
Tower Engineering Project Date
Professionals TEP# 128042 11:21:39 10/18/12
3703 Junction Blvd.
Raleigh,NC 27603 Client Designed by
Phone:(919)661-6339 Crown Castle
FAX:(919)6350 Eric Martin, E.I.
Feed Line Center of Pressure
Section Elevation CPx CPz CPx CPz
Ice Ice
ft in in in in
L1 100.000-72.750 -0.191 0.110 -0.894 0.516
L2 72.750-36.000 -0.307 0.177 -1.121 0.647
L3 36.000-0.000 -0.312 0.180 -1.175 0.679
Shielding Factor Ka
Tower Feed Line Description Feed Line K K
Section Record No. Segment Elev. 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 ft .f2 ft2 K
h
ft
Lighting Rod C None 0.000 102.000 No Ice 0.375 0.375 0.030
1/2"Ice 0.890 0.890 0.034
1"Ice 1.356 1.356 0.041
*1*
P65-16-XLPP-RR w/Mount A From 4.000 20.000 98.000 No Ice 8.637 6.362 0.075
Pipe Centroid-Le -3.000 1/2"Ice 9.290 7.538 0.137
g 2.000 1"Ice 9.910 8.427 0.212
P65-16-XLPP-RR w/Mount B From 4.000 60.000 98.000 No Ice 8.637 6.362 0.075
Pipe Centroid-Le -3.000 1/2"Ice 9.290 7.538 0.137
g 2.000 1"Ice 9.910 8.427 0.212
P65-16-XLPP-RR w/Mount C From 4.000 50.000 98.000 No Ice 8.637 6.362 0.075
Pipe Centroid-Le -3.000 1/2"Ice 9.290 7.538 0.137
g 2.000 1"Ice 9.910 8.427 0.212
RRH-C2C w/EXT FILTER A From 4.000 20.000 98.000 No Ice 5.542 3.084 0.052
Centroid-Le -3.000 1/2"Ice 5.859 3.343 0.090
g 2.000 1"Ice 6.185 3.610 0.132
RRH-C2C w/EXT FILTER B From 4.000 60.000 98.000 No Ice 5.542 3.084 0.052
Centroid-Le -3.000 1/2"Ice 5.859 3.343 0.090
g 2.000 1"Ice 6.185 3.610 0.132
RRH-C2C w/EXT FILTER C From 4.000 50.000 98.000 No Ice 5.542 3.084 0.052
Centroid-Le -3.000 1/2"Ice 5.859 3.343 0.090
g 2.000 1"Ice 6.185 3.610 0.132
RRH-P4 A From 4.000 20.000 98.000 No Ice 3.191 2.075 0.060
Centroid-Le -3.000 1/2"Ice 3.439 2.292 0.083
g 2.000 1"Ice 3.696 2.517 0.109
RRH-P4 B From 4.000 60.000 98.000 No Ice 3.191 2.075 0.060
Centroid-Le -3.000 1/2"Ice 3.439 2.292 0.083
g 2.000 1"Ice 3.696 2.517 0.109
RRH-P4 C From 4.000 50.000 98.000 No Ice 3.191 2.075 0.060
Centroid-Le -3.000 1/2"Ice 3.439 2.292 0.083
Job e
g Pa
tnxTower Barrows Rd (BU#879602) 5 of 14
Tower Engineering Project Date
Professionals TEP# 128042 11:21:39 10/18/12
3703 Junction Blvd.
Raleigh,NC 27603 Client Designed by
Phone:(919)661-6339 Crown Castle
FAX:(919)6350 Eric Martin, E.I.
Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight
or Type Horz Adjustment Front Side
Leg Lateral
Vert
ft ft ft2 ft2 K
ft
ft
g 2.000 1"Ice 3.696 2.517 0.109
Horizon Compact C From 4.000 33.000 98.000 No Ice 0.841 0.434 0.012
Centroid-Le 3.000 1/2"Ice 0.966 0.530 0.018
g 2.000 1"Ice 1.099 0.634 0.026
(3)6'x 2"Mount Pipe A From 4.000 0.000 98.000 No Ice 1.425 1.425 0.022
Centroid-Le 1.000 1/2"Ice 1.925 1.925 0.033
g 2.000 1"Ice 2.294 2.294 0.048
(3)6'x 2"Mount Pipe B From 4.000 0.000 98.000 No Ice 1.425 1.425 0.022
Centroid-Le 1.000 1/2"Ice 1.925 1.925 0.033
g 2.000 1"Ice 2.294 2.294 0.048
(3)6'x 2"Mount Pipe C From 4.000 0.000 98.000 No Ice 1.425 1.425 0.022
Centroid-Le 1.000 1/2"Ice 1.925 1.925 0.033
g 2.000 1"Ice 2.294 2.294 0.048
Platform Mount[LP 714-1] C None 0.000 98.000 No Ice 37.470 37.470 1.600
1/2"Ice 44.230 44.230 2.040
1"Ice 50.990 50.990 2.480
*1*
TMBX-6516-R2M w/mount B From Face 4.000 0.000 90.000 No Ice 3.980 3.571 0.029
pipe 6.000 1/2"Ice 4.362 4.237 0.063
0.000 1"Ice 4.751 4.915 0.105
TMBX-6516-R2M w/mount C From Face 4.000 -30.000 90.000 No Ice 3.980 3.571 0.029
pipe 6.000 1/2"Ice 4.362 4.237 0.063
0.000 1"Ice 4.751 4.915 0.105
TMBX-6516-R2M w/mount A From Face 4.000 -30.000 90.000 No Ice 3.980 3.571 0.029
pipe 6.000 1/2"Ice 4.362 4.237 0.063
0.000 1"Ice 4.751 4.915 0.105
(2)TMBXX-6516-R2M w/ B From Face 4.000 0.000 90.000 No Ice 7.083 5.242 0.057
Mount Pipe -4.000 1/2"Ice 7.637 6.117 0.110
0.000 1"Ice 8.177 6.868 0.173
(2)TMBXX-6516-R2M w/ C From Face 4.000 -30.000 90.000 No Ice 7.083 5.242 0.057
Mount Pipe -4.000 1/2"Ice 7.637 6.117 0.110
0.000 1"Ice 8.177 6.868 0.173
(2)TMBXX-6516-R2M w/ A From Face 4.000 -30.000 90.000 No Ice 7.083 5.242 0.057
Mount Pipe -4.000 1/2"Ice 7.637 6.117 0.110
0.000 1"Ice 8.177 6.868 0.173
FRIG B From Face 4.000 0.000 90.000 No Ice 2.793 1.103 0.057
-6.000 1/2"Ice 3.018 1.268 0.075
0.000 1"Ice 3.252 1.443 0.095
FRIG C From Face 4.000 -30.000 90.000 No Ice 2.793 1.103 0.057
-6.000 1/2"Ice 3.018 1.268 0.075
0.000 1"Ice 3.252 1.443 0.095
FRIG A From Face 4.000 -30.000 90.000 No Ice 2.793 1.103 0.057
-6.000 1/2"Ice 3.018 1.268 0.075
0.000 1"Ice 3.252 1.443 0.095
FXFB B From Face 4.000 0.000 90.000 No Ice 4.128 1.123 0.055
-6.000 1/2"Ice 4.400 1.304 0.077
0.000 1"Ice 4.681 1.493 0.103
FXFB C From Face 4.000 -30.000 90.000 No Ice 4.128 1.123 0.055
-6.000 1/2"Ice 4.400 1.304 0.077
0.000 1"Ice 4.681 1.493 0.103
ETW200VS12UB B From Face 4.000 0.000 90.000 No Ice 0.472 0.202 0.011
6.000 1/2"Ice 0.567 0.269 0.015
0.000 1"Ice 0.670 0.344 0.020
ETW200VS12UB C From Face 4.000 -30.000 90.000 No Ice 0.472 0.202 0.011
6.000 1/2"Ice 0.567 0.269 0.015
0.000 1"Ice 0.670 0.344 0.020
ETW200VS12UB A From Face 4.000 -30.000 90.000 No Ice 0.472 0.202 0.011
Job e
g Pa
tnxTower Barrows Rd (BU#879602) 6 of 14
Tower Engineering Project Date
Professionals TEP# 128042 11:21:39 10/18/12
3703 Junction Blvd.
Raleigh,NC 27603 Client Designed by
Phone:(919)661-6339 Crown Castle
FAX:(919)6350 Eric Martin, E.I.
Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight
or Type Horz Adjustment Front Side
Leg Lateral
Vert
R ft ft2 112 K
ft
ft
6.000 1/2"Ice 0.567 0.269 0.015
0.000 1"Ice 0.670 0.344 0.020
RNSDC-7771-PF-48 B From Face 4.000 0.000 90.000 No Ice 3.708 1.376 0.020
-6.000 1/2"Ice 3.965 1.557 0.043
0.000 1"Ice 4.231 1.746 0.069
6'x 2"Mount Pipe C From Face 4.000 0.000 90.000 No Ice 1.425 1.425 0.022
2.000 1/2"Ice 1.925 1.925 0.033
0.000 I"Ice 2.294 2.294 0.048
6'x 2"Mount Pipe B From Face 4.000 0.000 90.000 No Ice 1.425 1.425 0.022
2.000 1/2"Ice 1.925 1.925 0.033
0.000 1"Ice 2.294 2.294 0.048
6'x 2"Mount Pipe A From Face 4.000 0.000 90.000 No Ice 1.425 1.425 0.022
2.000 1/2"Ice 1.925 1.925 0.033
0.000 1"Ice 2.294 2.294 0.048
T-Arm Mount[TA 602-3] C None 0.000 90.000 No Ice 11.590 11.590 0.774
1/2"Ice 15.440 15.440 0.990
I"Ice 19.290 19.290 1.206
*1*
840 10057 w/Mount Pipe B From Face 1.500 -30.000 85.000 No Ice 2.889 2.655 0.039
0.000 1/2"Ice 3.297 3.217 0.067
0.000 1"Ice 3.715 3.797 0.102
840 10057 w/Mount Pipe B From Leg 1.500 -22.000 85.000 No Ice 2.889 2.655 0.039
0.000 1/2"Ice 3.297 3.217 0.067
0.000 1"Ice 3.715 3.797 0.102
840 10057 w/Mount Pipe C From Leg 1.500 30.000 85.000 No Ice 2.889 2.655 0.039
0.000 1/2"Ice 3.297 3.217 0.067
0.000 1"Ice 3.715 3.797 0.102
840 10057 w/Mount Pipe A From Face 1.500 -24.000 85.000 No Ice 2.889 2.655 0.039
0.000 1/2"Ice 3.297 3.217 0.067
0.000 1"Ice 3.715 3.797 0.102
ACUTIME 2000 C From Leg 1.500 0.000 85.000 No Ice 0.297 0.297 0.001
0.000 1/2"Ice 0.374 0.374 0.005
-3.000 I"Ice 0.459 0.459 0.010
Type IV BTS B From Face 1.500 -30.000 85.000 No Ice 3.033 2.275 0.045
0.000 1/2"Ice 3.284 2.506 0.068
0.000 1"Ice 3.543 2.746 0.094
Type IV BTS B From Leg 1.500 -22.000 85.000 No Ice 3.033 2.275 0.045
0.000 1/2"Ice 3.284 2.506 0.068
0.000 1"Ice 3.543 2.746 0.094
Type IV BTS C From Leg 1.500 30.000 85.000 No Ice 3.033 2.275 0.045
0.000 1/2"Ice 3.284 2.506 0.068
0.000 1"Ice 3.543 2.746 0.094
Type IV BTS A From Face 1.500 -24.000 85.000 No Ice 3.033 2.275 0.045
0.000 1/2"Ice 3.284 2.506 0.068
0.000 1"Ice 3.543 2.746 0.094
Pipe Mount[PM 601-3] C None 0.000 85.000 No Ice 4.390 4.390 0.195
1/2"Ice 5.480 5.480 0.237
1"Ice 6.570 6.570 0.280
**s
Dishes
Job Page
g Pa
tnxTower Barrows Rd (BU#879602) 7 of 14
Tower Engineering Project Date
Professionals TEP# 128042 11:21:39 10/18/12
3703 Junction Blvd.
Raleigh,NC 27603 Client Designed by
Phone:(919)661-6339 Crown Castle
FAX:(919)6350 Eric Martin, E.I.
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 h fl7 x
HP2-23 B Paraboloid From 2.000 -16.000 85.000 2.042 No Ice 3.270 0.027
w/Shroud(HP) Leg 0.000 1/2"Ice 3.550 0.045
-3.000 1"Ice 3.820 0.062
VHLP2-18 C Paraboloid From 4.000 33.000 98.000 2.000 No Ice 3.140 0.031
w/Radome Leg 3.000 1/2"Ice 3.410 0.049
2.000 1"Ice 3.680 0.066
***
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+l.6 Wind 240 deg-No Ice
19 0.9 Dead+1.6 Wind 240 deg-No Ice
20 1.2 Dead+1.6 Wind 270 deg-No Ice
21 0.9 Dead+1.6 Wind 270 deg-No Ice
22 1.2 Dead+1.6 Wind 300 deg-No Ice
23 0.9 Dead+1.6 Wind 300 deg-No Ice
24 1.2 Dead+1.6 Wind 330 deg-No Ice
25 0.9 Dead+1.6 Wind 330 deg-No Ice
26 1.2 Dead+1.0 Ice+1.0 Temp
• 27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp
28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp
29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp
30 1.2 Dead+l.0 Wind 90 deg+1.0 Ice+1.0 Temp
• 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp
32 1.2 Dead+1.0 Wind 150 deg+l.0Ice+1.0 Temp
33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp
34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp
35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp
36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp
37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp
38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp
39 Dead+Wind 0 deg-Service
40 Dead+Wind 30 deg-Service
41 Dead+Wind 60 deg-Service
42 Dead+Wind 90 deg-Service
Job Page
tnxTower
Barrows Rd (BU#879602) 8 of 14
Tower Engineering Project Date
Professionals TEP# 128042 11:21:39 10/18/12
3703 Junction Blvd.
Raleigh,NC 27603 Client Designed by
Phone:(919)661-6339 Crown Castle
FAX:(919)6350 Eric Martin, E.I.
Comb. Description
No.
43 Dead+Wind 120 deg-Service
44 Dead+Wind 150 dcg-Service
45 Dead+Wind 180 deg-Service
46 Death-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 Reactions
Location Condition Gov. Vertical Horizontal,X Horizontal,Z
Load K K K
Comb.
Pole Max.Vert 36 38.763 2.197 -0.001
Max.H, 20 16.485 16.570 -0.019
Max.H, 2 16.485 -0.019 16.329
Max.M. 2 1251.356 -0.019 16.329
Max.M, 8 1269.272 -16.557 0.026
Max.Torsion 4 1.799 -8.328 14.166
Min.Vert 13 12.364 -8.286 -14.140
Min.H. 8 16.485 -16.557 0.026
Min.H, 14 16.485 -0.018 -16.338
Min.Mx 14 -1252.342 -0.018 -16.338
Min.M, 20 -1270.639 16.570 -0.019
Min.Torsion 16 -1.789 8.295 -14.139
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 13.738 0.000 0.000 0.069 0.332 0.000
1.2 Dead+1.6 Wind 0 deg-No 16.485 0.019 -16.329 -1251.356 -1.941 -1.733
Ice
0.9 Dead+1.6 Wind 0 deg-No 12.364 0.019 -16.329 -1239.347 -2.014 -1.736
Ice
1.2 Dead+1.6 Wind 30 deg-No 16.485 8.328 -14.166 -1086.250 -638.883 -1.799
Ice
0.9 Dead+1.6 Wind 30 deg-No 12.364 8.328 -14.166 -1075.827 -632.844 -1.799
Ice
1.2 Dead+1.6 Wind 60 deg-No 16.485 14.376 -8.191 -628.710 -1102.475 -1.522
Ice
0.9 Dead+l.6 Wind 60 deg-No 12.364 14.376 -8.191 -622.684 -1091.987 -1.519
Ice
1.2 Dead+1.6 Wind 90 deg-No 16.485 16.557 -0.026 -2.422 -1269.272 -0.621
Ice
0.9 Dead+1.6 Wind 90 deg-No 12.364 16.557 -0.026 -2.416 -1257.185 -0.616
Ice
1.2 Dead+1.6 Wind 120 deg- 16.485 14.329 8.167 626.307 -1098.176 0.440
No Ice
0.9 Dead+1.6 Wind 120 deg- 12.364 14.329 8.167 620.269 -1087.732 0.445
No Ice
1.2 Dead+1.6 Wind 150 deg- 16.485 8.286 14.140 1084.047 -634380 1.338
No Ice
il
Page
tnxTower Job Barrows Rd (BU#879602) 9 of 14
Tower Engineering Project Date
Professionals TEP# 128042 11:21:39 10/18/12
3703 Junction Blvd.
Raleigh,NC 27603 Client Designed by
Phone:(919)661-6339 Crown Castle
FAX:(919)6350 Eric Martin, E.I.
Load Vertical Shear, Shear, Overturning Overturning Torque
Combination Moment,M, Moment,M,
K K K kip ft kip ft kip ft
0.9 Dead+1.6 Wind 150 deg- 12.364 8.286 14.140 1073.610 -628.784 1.342
No Ice
1.2 Dead+1.6 Wind 180 deg- 16.485 0.018 16.338 1252.342 -1.219 1.713
No Ice
0.9 Dead+1.6 Wind 180 deg- 12.364 0.018 16.338 1240.289 -1.303 1.715
No Ice
1.2 Dead+1.6 Wind 210 deg- 16.485 -8.295 14.139 1083.833 636.074 1.789
No Ice
0.9 Dead+1.6 Wind 210 deg- 12.364 -8.295 14.139 1073.397 629.875 1.789
No Ice
1.2 Dead+1.6 Wind 240 deg- 16.485 -14.371 8.166 626.328 1102.154 1.464
No Ice
0.9 Dead+1.6 Wind 240 deg- 12.364 -14.371 8.166 620.287 1091.480 1.461
No Ice
1.2 Dead+I.6 Wind 270 deg- 16.485 -16.570 0.019 2.027 1270.639 0.612
No Ice
0.9 Dead+1.6 Wind 270 deg- 12.364 -16.570 0.019 1.987 1258.346 0.608
No Ice
1.2 Dead+1.6 Wind 300 deg- 16.485 -14.334 -8.160 -625.162 1098.727 -0.451
No Ice
0.9 Dead+1.6 Wind 300 deg- 12.364 -14.334 -8.160 -619.171 1088.086 -0.456
No Ice
1.2 Dead+1.6 Wind 330 deg- 16.485 -8.281 -14.122 -1081.891 634.465 -1.314
No Ice
0.9 Dead+1.6 Wind 330 deg- 12.364 -8.281 -14.122 -1071.511 628.283 -1.318
No Ice
1.2 Dead+1.0 Ice+1.0 Temp 38.763 -0.000 -0.000 0.543 3.062 0.000
1.2 Dead+1.0 Wind 0 deg+1.0 38.763 0.001 -2.186 -168.091 3.004 -0.418
Ice+1.0 Temp
1.2 Dead+1.0 Wind 30 deg+1.0 38.763 1.101 -1.894 -145.690 -81.954 -0.307
Ice+1.0 Temp
1.2 Dead+1.0 Wind 60 deg+I.0 38.763 1.904 -1.094 -83.979 -143.935 -0.126
Ice+1.0 Temp
1.2 Dead+1.0 Wind 90 deg+1.0 38.763 2.196 -0.001 0.414 -166.392 0.108
Ice+1.0 Temp
1.2 Dead+1.0 Wind 120 38.763 1.901 1.094 85.005 -143.637 0.313
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 150 38.763 1.099 1.893 146.667 -81.744 0.430
deg+1.0 Ice+!.0 Temp
1.2 Dead+1.0 Wind 180 38.763 0.003 2.186 169.265 2.880 0.416
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 210 38.763 -1.098 1.892 146.547 87.869 0.305
deg+I.0 Ice+I.0 Temp
1.2 Dead+1.0 Wind 240 38.763 -1.904 1.092 84.838 150.077 0.120
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 270 38.763 -2.197 0.001 0.631 172.690 -0.109
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 300 38.763 -1.902 -1.093 -83.815 149.858 -0.312
deg+1.0 Ice+I.0 Temp
1.2 Dead+1.0 Wind 330 38.763 -1.099 -1.892 -145.381 87.886 -0.425
deg+1.0 Ice+I.0 Temp
Dead+Wind 0 deg-Service 13.738 0.004 -3.643 -277.748 -0.182 -0.164
Dead+Wind 30 deg-Service 13.738 1.858 -3.160 -241.102 -141.584 -0.277
Dead+Wind 60 deg-Service 13.738 3.207 -1.827 -139.531 -244.508 -0.345
Dead+Wind 90 deg-Service 13.738 3.693 -0.006 -0.491 -281.539 -0.271
Dead+Wind 120 deg-Service 13.738 3.196 1.822 139.089 -243.551 -0.126
Dead+Wind 150 deg-Service 13.738 1.848 3.154 240.704 -140.672 0.041
Dead+Wind 180 deg-Service 13.738 0.004 3.644 278.062 -0.022 0.159
Dead+Wind 210 deg-Service 13.738 -1.850 3.154 240.655 141.456 0.270
Dead+Wind 240 deg-Service 13.738 -3.206 1.821 139.093 244.930 0.328
Dead+Wind 270 deg-Service 13.738 -3.696 0.004 0.496 282.335 0.269
Page
tnxTower Job Barrows Rd (BU#879602) 10 of 14
Tower Engineering Project Date
Professionals TEP# 128042 11:21:39 10/18/12
3703 Junction Blvd.
Raleigh,NC 27603 Client Designed by
Phone:(919)661-6339 Crown Castle
FAX:(919)6350 Eric Martin, E.I.
Load Vertical Shear, Shears Overturning Overturning Torque
Combination Moment,M, Moment,Mz
K K K kip ft kip ft kip ft
Dead+Wind 300 deg-Service 13.738 -3.197 -1.820 -138.739 244.166 0.127
Dead+Wind 330 deg-Service 13.738 -1.847 -3.150 -240.127 141.097 -0.033
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 0.000 -13.738 0.000 0.000 13.738 0.000 0.000%
2 0.019 -16.485 -16.329 -0.019 16.485 16.329 0.000%
3 0.019 -12.364 -16.329 -0.019 12.364 16.329 0.000%
4 8.328 -16.485 -14.166 -8.328 16.485 14.166 0.000%
5 8.328 -12.364 -14.166 -8.328 12.364 14.166 0.000%
6 14.376 -16.485 -8.191 -14.376 16.485 8.191 0.000%
7 14.376 -12.364 -8.191 -14.376 12.364 8.191 0.000%
8 16.557 -16.485 -0.026 -16.557 16.485 0.026 0.000%
9 16.557 -12.364 -0.026 -16.557 12.364 0.026 0.000%
10 14.329 -16.485 8.167 -14.329 16.485 -8.167 0.000%
11 14.329 -12.364 8.167 -14.329 12.364 -8.167 0.000%
12 8.286 -16.485 14.140 -8.286 16.485 -14.140 0.000%
13 8.286 -12.364 14.140 -8.286 12.364 -14.140 0.000%
14 0.018 -16.485 16.338 -0.018 16.485 -16.338 0.000%
15 0.018 -12.364 16.338 -0.018 12.364 -16.338 0.000%
16 -8.295 -16.485 14.139 8.295 16.485 -14.139 0.000%
17 -8.295 -12.364 14.139 8.295 12.364 -14.139 0.000%
18 -14.371 -16.485 8.166 14.371 16.485 -8.166 0.000%
19 -14.371 -12.364 8.166 14.371 12.364 -8.166 0.000%
20 -16.570 -16.485 0.019 16.570 16.485 -0.019 0.000%
21 -16.570 -12.364 0.019 16.570 12.364 -0.019 0.000%
22 -14.334 -16.485 -8.160 14.334 16.485 8.160 0.000%
23 -14.334 -12.364 -8.160 14.334 12.364 8.160 0.000%
24 -8.281 -16.485 -14.122 8.281 16.485 14.122 0.000%
25 -8.281 -12.364 -14.122 8.281 12.364 14.122 0.000%
26 0.000 -38.763 0.000 0.000 38.763 0.000 0.000%
27 0.001 -38.763 -2.186 -0.001 38.763 2.186 0.000%
28 1.101 -38.763 -1.894 -1.101 38.763 1.894 0.000%
29 1.904 -38.763 -1.094 -1.904 38.763 1.094 0.000%
30 2.196 -38.763 -0.001 -2.196 38.763 0.001 0.000%
31 1.901 -38.763 1.094 -1.901 38.763 -1.094 0.000%
32 1.099 -38.763 1.893 -1.099 38.763 -1.893 0.000%
33 0.003 -38.763 2.186 -0.003 38.763 -2.186 0.000%
34 -1.098 -38.763 1.892 1.098 38.763 -1.892 0.000%
35 -1.904 -38.763 1.092 1.904 38.763 -1.092 0.000%
36 -2.197 -38.763 0.001 2.197 38.763 -0.001 0.000%
37 -1.902 -38.763 -1.093 1.902 38.763 1.093 0.000%
38 -1.099 -38.763 -1.892 1.099 38.763 1.892 0.000%
39 0.004 -13.738 -3.643 -0.004 13.738 3.643 0.000%
40 1.858 -13.738 -3.160 -1.858 13.738 3.160 0.000%
41 3.207 -13.738 -1.827 -3.207 13.738 1.827 0.000%
42 3.693 -13.738 -0.006 -3.693 13.738 0.006 0.000%
43 3.196 -13.738 1.822 -3.196 13.738 -1.822 0.000%
44 1.848 -13.738 3.154 -1.848 13.738 -3.154 0.000%
45 0.004 -13.738 3.644 -0.004 13.738 -3.644 0.000%
46 -1.850 -13.738 3.154 1.850 13.738 -3.154 0.000%
47 -3.206 -13.738 1.821 3.206 13.738 -1.821 0.000%
48 -3.696 -13.738 0.004 3.696 13.738 -0.004 0.000%
49 -3.197 -13.738 -1.820 3.197 13.738 1.820 0.000%
50 -1.847 -13.738 -3.150 1.847 13.738 3.150 0.000%
Page
tnxTower Job Barrows Rd (BU#879602) 11 of 14
Tower Engineering Project Date
Professionals TEP# 128042 11:21:39 10/18/12
3703 Junction Blvd.
Raleigh,NC 27603 Client Designed by
Phone:(919)661-6339 Crown Castle
FAX:(919)6350 Eric Martin, E.I.
•
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 0.00011677
3 Yes 5 0.00000001 0.00005081
4 Yes 6 0.00000001 0.00005295
5 Yes 5 0.00000001 0.00052866
6 Yes 6 0.00000001 0.00006068
7 Yes 5 0.00000001 0.00060803
8 Yes 5 0.00000001 0.00010444
9 Yes 5 0.00000001 0.00004481
10 Yes 6 0.00000001 0.00005572
11 Yes 5 0.00000001 0.00055723
12 Yes 6 0.00000001 0.00005427
13 Yes 5 0.00000001 0.00054249
14 Yes 5 0.00000001 0.00011813
15 Yes 5 0.00000001 0.00005135
16 Yes 6 0.00000001 0.00006028
17 Yes 5 0.00000001 0.00060473
18 Yes 6 0.00000001 0.00005245
19 Yes 5 0.00000001 0.00052344
20 Yes 5 0.00000001 0.00009001
21 Yes 5 0.00000001 0.00003872
22 Yes 6 0.00000001 0.00005606
23 Yes 5 0.00000001 0.00056048
24 Yes 6 0.00000001 0.00005785
25 Yes 5 0.00000001 0.00057952
26 Yes 4 0.00000001 0.00003503
27 Yes 5 0.00000001 0.00030693
28 Yes 5 0.00000001 0.00034178
29 Yes 5 0.00000001 0.00034477
30 Yes 5 0.00000001 0.00029969
31 Yes 5 0.00000001 0.00033945
32 Yes 5 0.00000001 0.00033696
33 Yes 5 0.00000001 0.00030332
34 Yes 5 0.00000001 0.00034872
35 Yes 5 0.00000001 0.00034569
36 Yes 5 0.00000001 0.00030828
37 Yes 5 0.00000001 0.00034960
38 Yes 5 0.00000001 0.00035317
39 Yes 4 0.00000001 0.00013541
40 Yes 4 0.00000001 0.00053590
41 Yes 4 0.00000001 0.00076985
42 Yes 4 0.00000001 0.00021007
43 Yes 4 0.00000001 0.00055641
44 Yes 4 0.00000001 0.00057413
45 Yes 4 0.00000001 0.00013344
46 Yes 4 0.00000001 0.00071746
47 Yes 4 0.00000001 0.00052170
48 Yes 4 0.00000001 0.00020443
49 Yes 4 0.00000001 0.00064241
50 Yes 4 0.00000001 0.00060712
Job e
g Pa
tnxTower Barrows Rd (BU#879602) 12 of 14
Tower Engineering Project Date
Professionals TEP# 128042 11:21:39 10/18/12
3703 Junction Blvd.
Raleigh,NC 27603 Client Designed by
Phone:(919)661-6339 Crown Castle
FAX:(919)6350 FAX Martin, E.I.
Maximum Tower Deflections - Service Wind
Section Elevation Horz. Gov. Tilt Twist
No. Deflection Load
ft in Comb. °
LI 100-72.75 15.533 41 1.216 0.005
L2 76-36 9.600 48 1.106 0.004
L3 40-0 2.820 48 0.634 0.001
Critical Deflections and Radius of Curvature - Service Wind I
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
ft Comb. in ft
102.000 Lighting Rod 41 15.533 1.216 0.005 34020
100.000 VHLP2-18 41 15.533 1.216 0.005 34020
98.000 P65-16-XLPP-RR w/Mount Pipe 41 15.024 1.210 0.005 34020
90.000 TMBX-6516-R2M w/mount pipe 48 13.003 1.184 0.005 17010
85.000 840 10057 w/Mount Pipe 48 11.762 1.163 0.004 11340
82.000 HP2-23 48 11.030 1.147 0.004 9449
Maximum Tower Deflections - Design Wind
Section Elevation Horz. Gov. Tilt Twist
No. Deflection Load
ft in Comb. ° °
Ll 100-72.75 69.926 20 5.478 0.025
L2 76-36 43.230 20 4.987 0.016
L3 40-0 12.698 20 2.855 0.007
Critical Deflections and Radius of Curvature - Design Wind
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
ft Comb. in ft
102.000 Lighting Rod 20 69.926 5.478 0.025 7752
. 100.000 VHLP2-18 20 69.926 5.478 0.025 7752
98.000 P65-16-XLPP-RR w/Mount Pipe 20 67.642 5.452 0.024 7752
90.000 TMBX-6516-R2M w/mount pipe 20 58.556 5.337 0.021 3875
85.000 840 10057 w/Mount Pipe 20 52.968 5.241 0.020 2582
82.000 HP2-23 20 49.669 5.170 0.019 2151
Compression Checks I
Job Page
tnxTower Barrows Rd (BU#879602) 13 of 14
Tower Engineering Project Date
Professionals TEP# 128042 11:21:39 10/18/12
3703 Junction Blvd.
Raleigh,NC 27603 Client Designed b
Phone:(919)661-6339 Crown Castle g by
FAX:(919)6350 Eric Martin, E.I.
Pole Design Data
Section Elevation Size L L. Kl/r A P. $P Ratio
No. P.
ft ft ft in' K K $P•
LI 100-72.75(1) TP26.088x22x0.188 27.250 0.000 0.0 15.124 -6.231 1023.680 0.006
L2 72.75-36(2) TP31.227x25.225x0.219 40.000 0.000 0.0 21.118 -10.285 1415.830 0.007
L3 36-0(3) TP36.19x30.189x0.25 40.000 0.000 0.0 28.518 -16.464 1886.610 0.009
Pole Bending Design Data
Section Elevation Size M•, $M, Ratio M. $M•), Ratio
No. M. M.,.
ft kip-ft kip-ft $M,,, kip-ft kip-ft $M...
LI 100-72.75(1) TP26.088x22x0.188 194.090 535.202 0.363 0.000 535.202 0.000
L2 72.75-36(2) TP31.227x25.225x0.219 652.996 885.883 0.737 0.000 885.883 0.000
L3 36-0(3) TP36.19x30.189x0.25 1270.642 1395.533 0.911 0.000 1395.533 0.000
Pole Shear Design Data
Section Elevation Size Actual $V Ratio Actual $T Ratio
No. V V T T
ft K K $y kip-ft kip-ft $T
LI 100-72.75(1) TP26.088x22x0.188 11.360 511.839 0.022 1.532 1071.717 0.001
L2 72.75-36(2) TP31.227x25.225x0.219 14.116 707.914 0.020 1.526 1773.933 0.001
L3 36-0(3) TP36.19x30.189x0.25 16.592 943.303 0.018 0.625 2794.483 0.000
Pole Interaction Design Data
Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria
No. P. M. M,,, V T Stress Stress
ft $P• $M,,, $M,.,, $V $T Ratio Ratio
LI 100-72.75(1) 0.006 0.363 0.000 0.022 0.001 0.369 1.000 4.8.2
• L2 72.75-36(2) 0.007 0.737 0.000 0.020 0.001 0.745 1.000 4.8.2
L3 36-0(3) 0.009 0.911 0.000 0.018 0.000 0.920 1.000 4.8.2
Section Capacity Table
Section Elevation Component Size Critical P 4P a,, % Pass
No. ft Type Element K K Capacity Fail
LI 100-72.75 Pole TP26.088x22x0.188 1 -6.231 1023.680 36.9 Pass
I
Page
tnxTower Job Barrows Rd (BU#879602) 14 of 14
Tower Engineering Project Date
Professionals TEP# 128042 11:21:39 10/18/12
3703 Junction Blvd.
• Raleigh,NC 27603 Client Designed by
Phone:(919)661-6339 Crown Castle
FAX:(919)6350 Eric Martin, E.I.
Section Elevation Component Size Critical P pP lk,». % Pass
No. ft Type Element K K Capacity Fail
L2 72.75-36 Pole TP31.227x25.225x0.219 2 -10.285 1415.830 74.5 Pass
L3 36-0 Pole TP36.19x30.189x0.25 3 -16.464 1886.610 92.0 Pass
Summary
Pole(L3) 92.0 Pass
RATING= 92.0 Pass
Program Version 6.0.4.0-1/27/2012 File:C:/Users/wemartin/Desktop/879602_LC7.eri
I
October 18, 2012
100-ft Monopole Tower Structural Analysis CCI BU No 879602
TEP Project Number 128042,Application 164238, Revision 1 Page 8
APPENDIX B
BASE LEVEL DRAWING
tnxTower Report-version 6.0.4.0
li
lt
-
i
-
/ ,- � � �
\\
// // \\ \
\
(RESERVED)
(1) 13/64" TO 98 FT LEVEL ` r
(3) 1-7/16" TO 98 FT LEVEL / P Al 02 ) I
(INSTALLED)
(1) 1/2" TO 85 FT LEVEL e `\ \\ /
(5) 5/16" TO 85 FT LEVEL (� \ \ / /
\ ,, i/ /
- _ /
(PROPOSED-IN ADDITION TO INSTALLED) l •
(1) 1-1/4° TO 90 FT LEVEL rII} � __ -
(18) 7/8" I#
(18) 7/8" TO 90 FT LEVEL `
BUSINESS UNIT: 879602 TOWER ID: C_BASELEVEL
October 18, 2012
100-ft Monopole Tower Structural Analysis CCI BU No 879602
TEP Project Number 128042,Application 164238, Revision 1 Page 9
APPENDIX C
ADDITIONAL CALCULATIONS
tnxTower Report-version 6.0.4.0
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)
e Site Data Base Reactions
BU#: 879602 TIA Revision: G
Site Name: Barrows Rd Factored Moment, Mu: 1271 ft-kips
App#: 164238 Revl Factored Axial, Pu: 16 kips
Anchor Rod Data _ Factored Shear,Vu: 17 kips
Eta Factor, rt 0.5 TIA G(Fig.4-4)
Qty: 8
Diam: 2.25 in Anchor Rod Results
Rod Material: A615-J TIA G -->Max Rod(Cu+Vu/rl): 187.8 Kips
Yield, Fy: 75 ksi Axial Design Strength, "Fu*Anet: 260.0 Kips
Strength, Fu: 100 ksi Anchor Rod Stress Ratio: 72.2% Pass
Bolt Circle: 42 in
Anchor Spacing: 6 in
Plate Data Base Plate Results Flexural Check PL Ref. Data
W=Side: 41 in Base Plate Stress: 35.4 ksi Yield Line(in):
Thick: 2.25 in PL Design Bending Strength, (1)*Fy: 49.5 ksi 21.79
Grade: 55 ksi Base Plate Stress Ratio: 71.6% Pass Max PL Length:
Clip Distance: 6 in 21.79
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 a Anchors
[ corner= t= BASE PL
Grade: ksi Qt y/4 NM THICKNESS
Weld str.: ksi Allnlik CE Anchor, Typ.
STIFFENED CONFIGURATION
Pole Data
I /' �' ASSUMED IN TOOL BC
Diem: 36.19 in [� e...Thick: 0.25 in t ��\ nput Clear Space
Grade: 65 ksi a` eC `°r 5
Mchar Me
5"a°
of Sides: 18 ,"0"IF Round
sa ��. Y
r NI Pole w/
1F • .,���
DIAM = D
Anchor Spacing Some As
Stiffener Spacing,
11' Except for Sionle 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: 10/17/2012
CAISSON Version 10.35 8:37:48 AM Wednesday, October 17, 2012
Tower Engineering Professionals
* CAISSON - Pier Foundations Analysis and Design - Copyright Power Line Systems, Inc. 1993-2010 *
*******************:r******************************************************************************
Project Title: Barrows Rd (BU 879602) - Caisson Foundation - TIA-G
Project Notes: TEP Job #: 128042
Calculation Method: Full 8CD
y
******* I N P U T D A T A
Pier Properties
Diameter Distance Concrete Steel
of Top of Pier Strength Yield
above Ground Strength
(ft) (ft) (kepi) (kepi)
6.00 0.50
Soil Properties
Layer Type Thickness Depth at Top Density CU EP PRI
of Layer
(ft) (ft) (lbs/ft^3) (psf) (deg)
1 Clay 2.00 0.00 100.0
2 Sand 6.00 2.00 100.0 3.000 30.00
3 Sand 10.00 8.00 100.0 3.500 33.75
4 Sand 10.00 18.00 100.0 3.500 33.75
5 Sand 2.20 28.00 100.0 4.000 36.87
Design (Factored) Loads at Top of Pier
Moment Axial Shear Additional Safety
Load Load Factor Against
Soil Failure
(ft-k) (kips) (kips)
1271.0 16.0 17.00 3.00 Capacity= 1.33/3= 44.3%
******* R E S U L T S
Calculated Pier Properties
Length Weight End Bearing
Pressure
(ft) (kips) (psf)
21.000 89.064 565.9
Ultimate Resisting Forces Along Pier
Type Distance of Top of Layer Thickness Density CU 102 Force Arm
to Top of Pier
(ft) (ft) (lbs/ft^3) (psf) (kips) (ft)
Clay - -- 0.50 2.00 100.0 0.00 1.50
Sand 2.50 6.00 100.0 3.000 162.00 6.10
Sand 8.50 6.99 100.0 3.500 505.97 12.35
Sand 15.49 3.01 100.0 3.500 -313.03 17.04
Sand 18.50 2.50 100.0 3.500 -303.19 19.78
Shear and Moments Along Pier
Distance below Shear Moment Shear Moment
Top of Pier (with Safety Factor) (with Safety Factor) (without Safety Factor) (without Safety Factor)
(ft) (kips) (ft-k) (kips) (ft-k)
0.00 51.8 4094.3 17.3 1364.8
2.10 51.8 4203.0 17.3 1401.0
4.20 25.6 4291.6 8.5 1430.5
. 6.30 -28.3 4293.0 -9.4 1431.0
8.40 -106.0 4156.2 -35.3 1385.4
10.50 -223.6 3815.7 -74.5 1271.9
12.60 -369.8 3197.4 -123.3 1065.8
14.70 -543.8 2242.9 -181.3 747.6
16.80 -486.9 1061.3 -162.3 353.8
18.90 -257.3 275.1 -85.8 91.7
21.00 0.0 0.0 0.0 0.0
Tower Engineering Professionals Page 1/1
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 Maximum Shaft Superimposed Forces
BU#: 879602 TIA Revision: G
Site Name: Barrows Rd Max. Factored Shaft Mu: 1431 ft-kips(* Note)
• App#: 164238 Revl Max. Factored Shaft Pu: 16 kips
Max Axial Force Type: Comp.
(*) Note: Max Shaft Superimposed Moment does not necessarily
Loads Already Factored equal to the shaft top reaction moment
For M (WL) 1.3 <----Disregard
For P(DL) 1.3 <----Disregard Load Factor Shaft Factored Loads
1.00 Mu: 1431 ft-kips
Pier Properties 1.00 Pu: 16 kips
Concrete:
Pier Diameter= _ 6.0 ft Material Properties
Concrete Area= 4071.5 in2 Concrete Comp. strength,f'c = 3000 psi
Reinforcement yield strength, Fy= 60 ksi
Reinforcement: Reinforcing Modulus of Elasticity, E= 29000 ksi
Clear Cover to Tie= 4.00 in Reinforcement yield strain = 0.00207
Horiz. Tie Bar Size= 4 Limiting compressive strain=I 0.003
Vert. Cage Diameter= 5.13 ft ACI 318 Code
Vert. Cage Diameter= 61.59 in Select Analysis ACI Code=I 2008
Vertical Bar Size = 11 Seismic Properties
Bar Diameter= 1.41 in Seismic Design Category= C
Bar Area= 1.56 in2 Seismic Risk = Moderate
Number of Bars = 16
As Total= 24.96 in 2 Solve <--Press Upon Completing All Input
A s/Aconc, Rho: 0.0061 0.61% (Run)
ACI 10.5 , ACI 21.10.4, and IBC 1810. Results:
Min As for Flexural, Tension Controlled, Shafts: Governing Orientation Case: 1
(3)*(Sgrt(fc)/Fy: 0.0027 E•nit
200/Fy: 0.0033 alr • MOr
Mu /L/� rte. Mu ��.
- - i -
-
Case 1 Case 2
Dist. From Edge to Neutral Axis: 12.22 in
Extreme Steel Strain, et: 0.0134
Minimum Rho Check: _ et>0.0050, Tension Controlled
Actual Req'd Min. Rho: 0.33% Flexural Reduction Factor,cp: 0.900
Provided Rho: 0.61% OK
Ref. Shaft Max Axial Capacities,4)Max(Pn or Tn):
Max Pu = (c)=0.65) Pn. Output Note: Negative Pu=Tension
Pn per ACI 318 (10-2) 6144.47 kips For Axial Compression, cp Pn = Pu: 16.00 kips
at Mu=(4)=0.65)Mn= 3168.27 ft-kips Drilled Shaft Moment Capacity, cpMn: 3286.74 ft-kips
Drilled Shaft Superimposed Mu: 1431.00 ft-kips
Max Tu, 4=0.9) Tn = 1347.84 .kips
at Mu=4=(0.90)Mn= 0.00 ft-kips (MuhpMn, Drilled Shaft Flexure CSR: I 43.5%
Drilled_Shaft_Moment_Capacity, DSMC, Version 1.1 - Effective 04/01/2010 Analysis Date: 10/17/2012