Plans City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT
III: Request Permit Action
q t coon
TIGARD 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard- or.gov
TO: CITY OF TIGARD
Building Division Services Supervisor
13125 SW Hall Blvd., T 41 4 d, OR 97223 � i40
1 ,
Phone: 503.718.2430 Fax: 503.598.1960 www.tigard- or.gov c ri 1 0
FROM: El Owner ® Applicant ❑ Contractor ❑ 040 C1tjkag
(check one)
/04,
REFUND OR : •• - Crown Castle Inc USA
INVOICE TO: (Business or •: ! Attu: Bryan Adams root scAl recft-iFA -1-.)P sru—
Mailing Address: 8547 • h enue NE fV./0 a s ,xdr
t
City /State /Zip: Redmond, WA 98052 � rAre
Phone No.: 425- 202 -2775
PLEASE TAKE ACTION FOR THE ITEM(S) CHECKED (1): K 3 g E ' 9 /,
® CANCEL/VOID PERMIT APPLICATION. .266 - Fs/ - V63
❑ REFUND PERMIT PEES (attach copy of original receipt and provide explanation below).
® INVOICE FOR FEES DUE (attach case fee schedule and provide explanation below).
El REMOVE /REPLACE CONTRACTOR ON PERMIT (do not cancel permit).
Permit # : BUP2013 -00033
Site Address or Parcel # : 12390 SW Scholls Ferry Road / 1S134BG00600
Project Name: OR POR058
Subdivision Name: Lot # :
EXPLANATION: Work will no longer be performed
Signature: / i Date: 02/25/2013
Peter Ma
Print Name:
Refund Policy
1. The Director or Building Official may authorize the refund of:
a) any fee which was erroneously paid or collected.
b) not more than 80% of the land use application fee when an application is withdrawn or canceled before any review effort has been expended.
c) not more than 80% of the land use application fee for issued permits.
d) not more than 80% of the building plan review fee when an application is canceled before any plan review effort has been expended.
e) not more than 80% of the building permit fee for issued permits pnor to any inspection requests.
2. Refunds will be returned to the original Payer in the same method in which payment was received. Please allow 2 - weeks for processing refunds.
FOR OFFICE USE ONLY
Rte to Sys Admin: Date By Rte to Bldg Adtnin: Date 3 /i ,L3 Byl''r
Refund Processed: Date A/ / By ,.�� Invoice Processed: Date By
Permit Canceled: Date J / 3 By ,'aa Parcel Tag Added: Date By
Receipt # Date Method Amount $
I:\ Building \Fomu \RegPermitAction.doc Rev 05/25 /2012
City of Tigard • COMMUN'I DEVELOPMENT DEPARFMENT
I
/�
R e Permit Action
FEB Request /1/ q
TIGARD 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 50 3.718.2439 • ww 1l raid -t�r6 13
TO: CITY OF TIGARD Dq!vco i
Building Division Services Supervisor /
13125 SW Hall Blvd., Tigard, OR 97223
Phone: 503.718.2430 Fax: 503.598.1960 www.tigard- or.gov
FROM: E Owner Applicant ❑ Contnactor (J City Staff
(check one)
REFUND OR Name: Crown Castle Inc USA
INVOICE TO: (Business or Individual) Attn: Bryan Adams
Mailing Address: 8547 154` Avenue NE
City /State /Zip: Redmond, WA 98052
Phone No.: 425 -202 -2775
PLEASE TAKE ACTION FOR THE ITEM(S) CHECKED (1):
0 CANCEL/VOID PERMIT APPLICATION.
❑ REFUND PERMIT FEES (attach copy of original receipt and provide explanation below).
INVOICE FOR FEES DUE (attach case fee schedule and provide explanation below).
ri REMOVE /REPLACE CONTRACTOR ON PERMIT (do not cancel permit).
Permit # : BUP2013 -00033
Site Address or Parcel # : 12390 SW Scholls Ferry Road / 1S 134BG00600
Project Name: OR- POR058
Subdivision Name: Lot # :
EXPLANATION: Work will no longer he performed
3 / 5 / 3 - / 2 iS S 46 I■ G- G Cicr X 0 - 1 1 - / 44^x V� Eu) M 4/7-Y-.
/ 41.6-6— 7Z /Aide/6.e-, —
Signature: - -- ,,,, :? _._._- Date: 02/25/2013
Peter Mau -
Print Name:
Refund Policy
1. use Director or Building Olficial mayauthonze the refund of:
a) any fee which was erroneously paid or collected
h) not more than 80% of the land use application fee when an application is withdrawn or canceled before any review effort has been crpended.
c) riot more than 80% of the land use application fee for issued permits.
d) not more than 80% of the building plan review fee when an application is canceled before any plan review effort has been expended.
e) nest more than 80% of the building pentut fee for issued pen pnor to any inspection requests.
2. Refunds will be returned to the original Payer in the same method in which payment was received. Please allow 2 -4 weeks for processing refunds.
FOR OFFICE USE ONLY
Rte to Sys Admin: i Date .1, /1=1112".. I. Rte to Bldg Admin: Date 1.1
Refund Processed: Date By Invoice Processed: Date By
Permit Canceled: Date By Parcel Tag Added: Date I By —
Receipt # Date Method Amount $
l:\ Building \ Porrru \ egPennitic:uon.doc Rev 05/25/2012
Building Permit Applicatio
I�1.J Commercial ���� nn FOR OFFICE USE ONLY
City of Tigard
7 O Received n AMOR" Q , n
FEB Date/B o2 Permit No /� i _
III
'U 13125 SW Hall Blvd., Tigard, OR 9722 Plan Review ►7i
P T
Phone: 503.718 2439 Fax • 503.598 1 1 OF CAR Date/B •
4 _MT El Other Permit
TIGARD Inspection Line. 503.639.4175 ���'� pppp���� Date Rea.y iiy Ju / ® See Page 2 for
Internet: www tigard- or.gov I � a IVS N Notified /Method Q4(. s (a s Supplemental Information
V U 1
TYPE OF WORK REQUIRED DATA: 1- AND 2- FAMILY DWELLING
❑ New construction ❑ Demolition Permit fees* are based on the value of the work performed.
Indicate the value (rounded to the nearest dollar) of all
® Addition/alteration/replacement ❑ Other: equipment, materials, labor, overhead, and the profit for the
CATEGORY OF CONSTRUCTION work indicated on this application.
❑ I- and 2- family dwelling Valuation: $n/a
® C ommercial /industrial
❑ Accessory building ❑ Multi- family Number of bedrooms:
❑ Master builder ® Other: Wireless Corn Number of bathrooms:
JOB SITE INFORMATION AND LOCATION Total number of floors:
Job site address: 12390 SW Scholls Ferry Road New dwelling area: square feet
City/State /ZIP: Tigard OR 97223 Garage /carport area: square feet
Suite/bldg. /apt. no.: Project name: OR- POR058 Covered porch area: square feet
Cross street/directions to job site: Deck area: square feet
Facility located at SW corner of SW Scholls Ferry and SW N Dakota Other structure area: square feet
REQUIRED DATA: COMMERCIAL -USE CHECKLIST
Subdivision: I Lot no.: Permit fees* are based on the value of the work performed.
Tax map /parcel no.: 1S134BC -00600 Indicate the value (rounded to the nearest dollar) of all
equipment, materials, labor, overhead, and the profit for the
DESCRIPTION OF WORK work indicated on this application.
Replace 2 panel antennas on existing mounts on monopole. No expansion of Valuation: $10,000.00
compound or concrete pad Existing building area: square feet
New building area: square feet
❑ PROPERTY OWNER ® TENANT Number of stories:
Name: Clearwire Property Services Type of construction: I I -B
Address: Mailstop KSOPHT0101- E8000; 6391 Sprint Parkway Occupancy groups:
City/State /ZIP: Overland Park KS 66251 Existing: U
g�
Phone: ( ) Fax: ( ) New: U
® APPLICANT ® CONTACT PERSON BUILDING PERMIT FEES*
Business name: Cascadia PM (Please refer to fee schedule)
Structural plan review fee (or deposit):
Contact name: Peter Mauro
FLS plan review fee (if applicable):
Address: 733 7 Ave, #209
City/State /ZIP: Kirkland WA 98033 Total fees due upon application:
Phone: (206) 851 -6463 Fax: : (425) 671 -6201 Amount received:
E -mail: peter.mauro @cascadiapm.com PHOTOVOLTAIC SOLAR PANEL SYSTEM FEES*
Commercial and residential prescriptive installation of
CONTRACTOR roof -top mounted PhotoVoltaic Solar Panel System.
Business name: ost-ts-tood ( C ( .(„( Cpy►1 Submit two (2) sets of roof plan with connection details
and fire department access, along with the 2010 Oregon
Address: it0C eV /N/4 S &A-CZ. .5 e_ Solar Installation Specialty Code checklist.
City/State /ZIP: TLLr i., t <.J`.A- i („4) Pr q i 'g' Permit fee (includes plan review $180.00
and administrative fees):
Phone: ( 0(t3 3? 3- 0.,,-9 Fax: ( ) State surcharge (12% of permit fee): $21.60
CCB lie.: I 40 Total fee due upon application: $201.60
Authonzed signatur ,o, This permit application expires if a permit is not obtained
within 180 days after it has been accepted as complete.
Print name: Peter Mauro Date: Z1s113 * Fee methodology set by Tn- County Building Industry
Service Board.
I: \Building \Permits \BUP -COM PennitApp.doc 02/24/2011 440- 4613T(I I /02 /COM /WEB)
RECEIVED
•
OR- POR058 (CCISITEID # 879600) FEB 7 2013 clearw re
, Clearw re SCHOLLS FERRY /BULLI TF/R�
BUILDING DI SION
ANTENNA MODIFICATION
Cascadia PM
PROJECT DATA PROJECT CONTACTS DRAWING INDEX
APPLICANT SHEET I DESCRIPTION = 1 �
SITE ADDRESS: 12390 SW SCHOLLS FERRY ROAD, GOVERNING CODES CLEARWIRE PROPERTY SERVICES r-
MAILSTOP KSOPHT0101 -E8000 T -1.0 TITLE SHEET MC SQUARED
TIGARD OR 97223 6391 SPRINT PARKWAY
IBC -2009, INTERNATIONAL BUILDING CODE W/ LOCAL AMENDMENTS OVERLAND PARK, KS 66251 -8000 A -1.0 OVERALL SITE PLAN INCORPORATE.
LATITUDE: 45° 26' 34.3' N
LONGITUDE: 122° 48' 13.0' W NEC -2008, NATIONAL ELECTRICAL CODE PROPERTY OWNER
DENNIS C THOMPSON A -2.0 ENLARGED SITE PLAN
JURISDICTION: CITY OF TIGARD A.DA COMPLIANCE 9295 SW ELECTRIC STREET Rv C T V R
1S134BC -00600 INSTALLATION IS UNMANNED AND NOT FOR HUMAN HABITATION. TIGARD, OR 97223 A -3.0 ANTENNA PLANS 8 ELEVATION � � O P R O "47( ZONING CLASSIFICATION: C-G HANDICAP ACCESS IS NOT REQUIRED PER A.DA. A-4.0 DETAILS 49- � �
TOWER OWNER °C aGINE, S s +
OCCUPANCY GROUP: U 8547 AVE. NE INTERNATIONAL 4 15,357 � •
CONSTRUCTION TYPE: II-B Z
REDMOND. WA 98052 I . D
r
/r
SITE ANO N AND CI7[�TIG S ORE
CROWN CASTLE ASTLE INTERNATIONAL 1 Jl
8547 154TH AVE. NE - V, R CN (4,
REDMOND, WA 98052 Approved .. [ r.]
AREA MAP BRYAN ADAMS. PMP Conditionally Approved 01 -31 -13 yg
y �� FLSZ-
PH: 425.202.2775 I
• ZONING AND PERMITTING see Letter to: Follow [ ] ( EXPIRES: 6/30/14
g _ .... CASCADIP PM A ched [ i I CPM PROJECT NO.: 5390 I • 'n ; E V'� a ^ . „ `° 733 SEVENTH AVENUE. SUITE 20
• Bi° P w', a %. 6 KIRKLAND, WA 98033 �1� ✓
P Number: 3 -
� Yn a w.. P .O °.*, d "°"'°^ ° PETERMAURO •� PRELIMINARY
u° °" S s s° ° °° °°" f n '" PH: 206.851.6463 A OI V
a S � � ' \
0 01 -11 -13 JP/TT 90% CD REVIEW
B r Date: et-1,5;3174,424-1
!/ r3 NO. DATE D/C DESCRIPTION
. p�° -.
sa y F Io.s+rvs • e p CONSTRUCTION MANAGER
s "fin n - /, ? • c 1 01 -30 -13 GS /GS CLIENT COMMENT
s
4 . , M g CROWN CASTLE INTERNATIONAL
e r0°" ^ w 8547 154TH AVE. NE
can P. w...,.r.
• ' i n a^•^ °o- CZ:,1411 CD REDMOND WA 98052 Approved plans
• ..Y -L • L � LEE BASSETT
y SUBMITTAL
• PH: 425.202.2 NO. DATE D/C DESCRIPTION •
•^'•b -+..L. g7 "^"' ''"° CPJECTLOCA ON Ll ,E s h a ll b e on j s it e .
• nM1, U=° (' . ° F a mo +°°`°'t ,„„„„..„.„,,,,„,o sw J.
0 01 -31 -13 GS /GS BP SUBMITTAL
p ;
c CONSULTING ENGINEER
y.� Q E 1 Ne.ao.. .n. � ,. -. t.• E.Y .1, P. ' MC SQUARED INC.
6 �M P.� _ .
. ��,�° + swot'''. q 3 y , ` TI 1 5.9° 1235E 4TH AVE, SUITE 101 /� /� T`'
a ' .. a N I OLYMPIA, WA 98506 OFFICE ■ O II+ !/ • ; c.^� • S , ,w.Cie "# K MICHAEL SZRAMEK OiO/1 111 SITE N0.
c „.•I E '^ W CI i 9xuv °t s ; 8 f TN M PH: 360-754-9339
i 7 •,e s,r'"l b .�u....,..w g
: i ..pore.
_ �_ .� AY r , ..,., ..� � .Y. 0....v B r wOn S W E OR SITE NO 8
' 3 Sun.n.NE. C } 2 V 0 I
c M P.n ,,yo- i 3// CCI SITE ID # 879600
SITE NAME
VICINITY MAP PROJECT SUMMARY DRIVING DIRECTIONS SCHOLLS FERRY
FROM PORTLAND INTERNATIONAL AIRPORT: BULL MT /Q
y y l gemus F.m lid ;z
THIS PROJECT INCLUDES THE FOLLOWING SCOPE OF WORK: SITE ADDRESS
.e„°.,.... " 1. HEAD SOUTHWEST ON NE AIRPORT WAY (0.6 MI)
03 .mom • >.� cr„,° ... -
•
> 1. PROPOSED REMOVAL OF TWO (2) PANEL ANTENNAS WITH 2. SLIGHT RIGHT TO STAY ON NE AIRPORT WAY (1.8 MI 12390 SW SCHOLLS FERRY ROAD
Cot. P. ' f starts INSTALLATION OF TWO (2) PANEL ANTENNAS 8 TWO (2) 3. TURN RIGHT ONTO THE INTERSTATE 205 S RAMP TO INTERSTATE TIGARD, OR 97223
O . s
Oran RRU'S WITH ASSOCIATED COAX/FIBER LINES ON AN 84 /PORTLAND /SALEM (0.5 MI)
EXISTING 80' -0' MONOPOLE WITHIN AN EXISTING WIRELESS 4. MERGE ONTO 1 -205 S (2.6 MI)
•
wa.�ou., ■ • C OMPOUND. 5. TAKE EXIT 21B TO MERGE ONTO 1-84 W/U.S. 30 W TOWARD
e a PORTLAND (5.4 MI) SHEET TITLE
• ll YcOO°" PROJECT LOCATION 6. TAKE THE EXIT ON THE LEFT TOWARD BEAVERTON /SALEM (0.4 MI)
• 7. MERGE ONTO I -5 S (1.1 MI) TITLE
... c E.. V s ?I
8. SLIGHT LEFT ONTO 1 -005 N (SIGNS FOR US -26 /CITY
6 C..-e CENTER/BEAVERTON) (1.0 MI) SHEET
rr:.° "°'s.cM' n w-- B 9. TAKE EXIT 1D TO MERGE ONTO US -26 W TOWARD BEAVERTON
WO� (5.0 MI)
W ; 4 15.9° 10. TAKE EXIT 69A FOR OREGON 217 S TOWARD BEAVERTON/TIGARD • •
• w
s; y N I (90.4 MI) •
•
14:11'0 I' TN MN 11. MERGE ONTO OR -217 S (4.0 MI) SHEET NO.
G 12. TAKE EXIT 4B FOR OREGON 210 /SCHOLLS FY. RD. (0.3 MI)
T W e FL 13. TURN RIGHT
'"m"'m "'b a` " a W E DESTINATION WILL BE ON SHE LEFT LS FERRY RD (1.1 MI) T-1.0
• ..tlEwh . 4C° YHMm� • S ESTIMATED TIME: 31 MINUTES
ESTIMATED DISTANCE: 24.1 MILES
' DRAWING LEGEND
•
/ / / / / /// / SUBJECT PROPERTY LINE c I e a rw • re
IA
INGRESS /EGRESS FROM / - - - - ADJACENT PROPERTY LINE
SW SCHOLLS FERRY ROAD
LEASE AREA
I. __ _ I
- / / ) x—� — -- x EXISTING FENCE
I L IE I I —COAX—COAX NEW COAX ROUTE
1 F_____I
_ / Ifil ELEVATION MARKER Cascadia PM
(E) ADJACENT PROPERTY LINE 1 __ COMMON ABBREVIATIONS
(TYP) // // ///////////////
(E) TREE (TYP) P E ! t (N) �XWTING _� r g7111"/ .._.. t ■=.
ADJACENT ZONING b ( ,_
(TYP) TYPICAL MC SQUARED
CN
I I ` MIN MINIMUM
- " " ' MW MICROWAVE INCOPOATE.
- — /� {� J� t :� k / - -J
1/////////////////// REO'D REQUIRED
RRU REMOTE RADIO HEAD
1 ----
� vctvR q
r NOTES: 5 :p P R p�
IL k
— R ..__._.- -- I 1. SITE PLAN IS DERIVED FROM: EXISTING DRAWINGS. GIS, 'S' aG :3 ' 54' ;r - I r /// AERIAL IMAGES AND SITE PHOTOS. 0 � 1 r j 7 dP •
. ! I 2. PROPOSED PANEL ANTENNAS, MICROWAVES, AND TOWER ■
/ - — - - - MOUNTED EQUIPMENT TO BE PAINTED TO MATCH EXISTING
/ STRUCTURE IF REQUIRED. 0
/ I/ p ADJACENT ZONING ��� 3. CONTRACTOR TO VERIFY NEW SECTORS 8 AZIMUTHS WITH 3 s / 94.CH 4,#
- 6 ) I/�R CG - I ,/' RF ENGINEER PRIOR TO INSTALLATION. C'9 EL Si
-- ( } � f= ..� -/// 4. PRIOR TO MATERIALS PROCUREMENT. CONTRACTOR 01 -31 -13
// __ _ I l ' f - /CLEARWIRE PROJECT AREA SHALL FIELD VERIFY SIZE OF EXISTING MOUNTING PIPES EXPIRES: 6/30/14 I
AND BRACKETS AT MOUNT LOCATION AND ENSURE SIZE
`� __ ; ; I �I / SEE SHEET A -2.0 OF NEW MOUNTING HARDWARE IS SUITABLE FOR CPM PROJECT NO.: 5390
INSTALLATION AT SPECIFIED ELEVATION.
/ I _ - F
/// PRELIMINARY
(E) BUILDING (TYP) - -_.—
//- 9
N DATE D/C DESCRIPTION
7 0 01 -11 -13 JP/TT 90 %CD REVIEW
1 01-30-13 GS /GS CLIENT COMMENT
1
• ///// -- I —_ 1 / / / . / // �.� _. - `.. /////// / susY1TTAL
ADJACENT ZONING NO. DATE D/C DESCRIPTION
. I In' I / / 1. ∎MM. CG 0 01 -31 -13 GS /GS BP SUBMITTAL
/ / / // / -``� 7 //
/ / -� / I = ' % % / / � � . f SITE NO.
II
/ / / / / / /// (� �"J / I �/ APN:1S134BC -00600 LLL PARKING LOT t.1 ��+ / / / / / / / / / / / /// OR POR058
(E) SUBJECT PROPERTY LINE 1 / / AREA: 0.511 ACRES I
(TYP) / / 4w CCI SITE ID # 879600
- I .! i
/
-- - - - - - - - - - ////////////////// / / / / / / / / / / / / / / / / / / / / / / / / / / / / ///
_ SITE NAME
I /'//// / SCHOLLS FERRY
I II
BULL MT /Q
ADJACENT ZONING I
SITE ADDRESS
12390 SW SCHOLLS FERRY ROAD
TIGARD, OR 97223
I I
I I ADJACENT ZONING I
CG SHEET TITLE
. r /
// // 15.9. OVERALL
/ / / / / / / / / / / /
/
! / / / / / /// / /////// / / / / / / / / / / / / / / / / / / / / / / / / / / / / /!/ //,/,,,,,, " I SITE PLAN
T N MN
/ / //////////// // / / / /// / / / / / / / / /> / / / / / / / / / // W E
• / / SHEET NO.
I / / / / // / /// /hill /i // // /// / // / /l/ it I // (I S
SCALE: 1' = 50' -0' (11X17) 0' 25' 50' 100' .0
1 OVERALL SITE PLAN 1 25' -0'(22X34)
Aft
Nip clearw're
20' -1 •
L (COMPOUND AREA)
10' -11' 3' -11' 5 -4
/ / /
(E) TELCO H -FRAME
t
Cascadia PM
(E) CLEARWIRE EQUIP.
_ CABINET WITHIN 7' -0' X 7' -0' - _ — —
LEASE AREA
\ 1 MC SQUARED
\ _ \ _.
1111° I r
/ 1 I 1
II N C O A P0 n A TED
\ L \ /
1 I 1 y� -
S' d+
I
1 i I I J 0 15,357 ,
CCM I i w y
c
\ 1 , I 1 c 4:2
' i A JP ( EXPIRES: 6/30/14
m' (E) CABLE SHROUD
(E) EQUIPMENT CABINETS ON :' ( CP M PROJECT NO.: 5390
CONC. CURB (OTHER CARRIER)
, m
Z PRELIMINARY
�♦ y NO. DATE D/C DESCRIPTION
v
a 0 01 -11 -13 JP/TT 90% CD REVIEW
C� ♦' Cl 1 01 -30 -13 GS /GS CLIENT COMMENT
0 r 3
0 # .♦� (E) UTILITY FRAME
�'� .. (N) CLEARWIRE COAX ROUT SUBMITTAL
9 � \ NO. DATE D/C DESCRIPTION
• 0 01 -31 -13 GS /GS BP SUBMITTAL
(E) 80' -0' MONOPOLE/LATTICE TOWER WITH - Nt' 0.44
AM CLEARWIRE ANTENNAS: OTHER CARRIER N\
ANTENNAS NOT SHOWN FOR CLARITY +'1
, \ ',\, � \��141,7 I SITE NO.
_ ~ OR- POR058
-, N
\ ' ;<% Q "• = ; / CCI SITE ID # 879600
st
p r SITE NAME
\ \
t , SCROLLS FERRY
. \ ' --
BULL MT/Q
Q
SITE ADDRESS
(E) UTILITY FRAME 12390 SW SCROLLS FERRY ROAD
N
N TIGARD, OR 97223
\ _ . x �x����_._._._, SHEET TITLE
(E) CHAIN LINK FENCE ENLARGED
15.9=
10• - 7• " l,� SITE PLAN
--Jr /- TN MN
/ 14' -0'
W E SHEET NO.
(COMPOUND AREA) /
S A -2.0
SCALE: 3/8'= 1' -0' (11X17) 0' 1' 3' 5'
1 ENLARGED SITE PLAN SCALE: 3 /4' =1' -0'(22X34)
NOTES: Q r re
NEW PAINTED TO MATCH EX STING STRUCTURE HARDWARE
IF REQUIRED. C I G a 1 W • 1 G
• VERIFY PAINT MANUFACTURER AND FINISH WITH OWNER.
(E) CLEARWIRE MW ANTENNA TO
REMAIN (TYP OF 4)
- r (E) TOP OF MONOPOLE pik
/ TO REMAIN IRE PANEL ANTENNA J (E) OTHER CARRIER ANTENNA RAD C * 8
• Cascadia PM
1 :s .- .-. AL - t 82
y `�d� I (
O R ,a AZIMUTH -
./ J e yi.
�* , � �' li.. _ I_, -. r ___ � _- ,,, 11 _I (E) OTHER CARRIER ANTENNA RAD CENTER - - - Fl n
- : rirrni
• (E) CLEARWIRE PANEL ANTENNA 1 4 c. -
� u r << , MC SlQUARED
TO BE REMOVED K � r \ i - / , I I `
/' .\ ^^ I N CORPO R ATM.
TV 1 1
(E) CLEARWIRE PANEL ANTENNA
TO BE REMOVED S to 0 :6 r R p ROa C
0� � ' e (E) CLEARWIRE RRU TO REMAIN 357 NE F � Q Ss ��� Py t�n (TYP OF 3) .•
F . (E) CLEARWIRE MW RAD CENTER a, W Z
15.9° ( ' 0 5T -0' V Ce ♦ r-
N I� ffil r I qi (E) 8 (N) CLEARWIRE ANTENNA RAD CENTER d
55' -0' 3 Q ' TN MN t. y � Q C H �
W E 01 -31 -13 tiq EL SZ
s
I EXPIRES: 6/30/14 I
CPM PROJECT NO.: 5390 I
SCALE: 3 /8• =1' -0'(11X17) 0 3' 5•
1 (E) ANTENNA PLAN
SCALE: 3/4 = 1• -0• (22 %34) PRELIMINARY
NO. DATE D/C DESCRIPTION
0 01 -11 -13 JP/TT 90% CD REVIEW
1 01 -30 -13 GS /GS CLIENT COMMENT
(E) 80• -0' MONOPOLE: (N) COAX TO
I. FOLLOW ROUTING DETERMINATION PER
FINAL STRUCTURAL ANALYSIS SUBMITTAL
NO. DATE D/C DESCRIPTION
0 01 -31 -13 GS /GS BP SUBMITTAL
(E) CLEARWIRE MW ANTENNA TO (E) CLEARWIRE RRU TO REMAIN
REMAIN (TYP OF 4) (
(E) TYP CLE 3) ARWIRE PANEL ANTENNA
ti
TO REMAIN
SITE NO.
" c %' OR- PORO58
Y, T S
E ALPHH *CTOR
we, sFC
37'9? \ .. I pZ1MUT 82 CCI SITE ID # 879600 •
SITE NAME
Y , , • c'i7 SCHOLLS FERRY
® N CLEARWIRE PANEL ANTENNA ` � \., °- BULL MT /Q
® MOUNTED TO (E) PIPE MAST (TYP 4 l (N) CLEARWIRE RRU MOUNTED SITE ADDRESS
OF 2) BEHIND PANEL ANTENNA BELOW (E) 6' -0' TALL CHAIN LINK
P EXISTING RRU (TYP. OF 2) ® FENCED COMPOUND 12390 TIGARD, OR 97223Y ROAD
S�G�O0 1I
tll t . , I�._ -
— = • . ;; SHEET TITLE
r. :I�: ` % ` :I : **:;;7:!;:;::::::7:i: '
15.9° I ANTENNA PLANS
t N i• < i :i & ELEVATION
rt : %l ?%ii:'� `; � � ?:� : :,. -.. e::- -: -•• : -: (E) GRADE O • -0
(242' AMSL)
W E
SHEET NO.
S
SCALE: 3/8 1' -0' (11X17) 0' 1' 3' S' SCALE: 1' = 10' -0' (11X17) 0' 5' 10' 20' A 3.0
2 (N) ANTENNA PLAN
SCALE: 3 /4•= , -0•(22X3a) 3 (N) NORTH ELEVATION SCALE: 1• =5• -0•(22X34)
•
• MOUNTING BRACKET c I ea rw ' re
FURNISHED WITH ANTENNA
TI
L
MOUNNG PIPE -
MANUFACTURER: KATHREIN CONTRACTOR VERIFY
LENGTH: PART NUMBER: 840 10054 42.0' 3' DIA. MIN - SCHEDULE TO 40, I ■wi
HOT DIPPED GALVANIZED
I WIDTH: 12.T
DEPTH 2.9' MANUFACTURER: MOTOROLA
WEIGHT W/O BRACKETS: 35.0 LBS I
LENGTH:
WIDTH: SAP450 DAP V Cascadia PM
WEIGHT W/ BRACKETS: 39.0 LBS , I WIDTH: 7.6'
r DEPTH: 5.5'
BRACKET MODELieS: 738 546 I , ,'! WEIGHT W/ BRACKETS: 30.5 LBS
in! mai II
INT
II ' SIDE FRONT __
lg. SQUARED
- -__ s I l N C O R P O R A T E 0
ALL ANTENNA INSTALLATION
SHALL BE IN ACCORDANCE WITH �■ RRU MOUNTED BEHIND OR
MANUFACTURES SPECIFICATION I `i: BELOW ANTENNA �V C T V R,9
SIDE FRONT AND CLEARWIRE DOCUMENT e 5 � �O F R Op
'METHODS AND PROCEDURES
FOR CLEARWIRE BASE STATIONS, y � �G) N E 4 S �,
CLEARWIRE CONSTRUCTION 1 5
INSTALLATION GUIDE - WIMAX', 0 2
LATEST REVISION. w D
II V r
SCALE: NTS (11X17) SCALE: NTS (11X17) SCALE: NTS (11X17) 9 �
ORE•
1 ANTENNA DETAILS SCALE: NTS (22X34) 2 TYPICAL ANTENNA MOUNTING SCALE: NTS (22X34) 3 RRU DETAIL SCALE: NTS (22X34) /0 — ` ° `�
CLEARWIRE CONSTRUCTION NOTES: CROWN CASTLE INTERNATIONAL GROUNDING REQUIREMENTS:
01 31 -13 EL SZ
NO WORK SHALL COMMENCE WITHOUT THE APPROVED STRUCTURAL TOWER / ANTENNA ANALYSIS REPORT (SIGNED AND SEALED) PROVIDED BY OTHERS EXISTING UPPER TOWER GROUND BAR TO BE ATTACHED DIRECTLY TO TOWER WITH MECHANICAL CONNECTORS WITHOUT CHERRY ISOLATORS. NO ( EXPIRES: 6/30/14 I
UNDER SEPARATE COVER. PRIOR TO CONSTRUCTION THE CONTRACTOR SHALL REVIEW THE APPROVED TOWER STRUCTURAL ANALYSIS SUPPLIED AND HOMERUNS ALLOWED ON EXISTING OR NEW GROUND BARS AT THE COMPLETION OF THE PROJECT. NO WELDING OF ANY KIND ON CROWN CASTLE
MODIFY, IF REQUIRED, ALL APPLICABLE MEMBERS AS INDICATE IN SIGNED AND SEALED STRUCTURAL REPORT PRIOR TO INSTALLATION AND COAXIAL CABLING. INTERNATIONAL (CCI) TOWERS. IF CLEARWIRE REQUIRES A NEW GROUND BAR INSTALLATION OR HOME RUN GROUND LEAD ON A CCI TOWER, CONTACT (CPM PROJECT NO.: 5390
CCI FOR APPROVAL PRIOR TO PROCUREMENT AND INSTALLATION OF ANY GROUNDING EQUIPMENT.
ANTENNA, RRU AND ANTENNA MOUNTING NOTES:
CONTRACTOR TO REPLACE EXISTING DUAL POLE ANTENNAS. ONE PER SECTOR WITH ONE NEW QUAD POLE ANTENNA ON A TOTAL OF THREE SECTORS. PRELIMINARY
ADDITION OF THREE NEW RRU'S AND REMOVAL OF EXISTING RRU'S FOR A TOTAL OF ONE PER SECTOR FOR A TOTAL OF THREE SECTORS. DESIGN AND
CONSTRUCTION OF ANTENNA SUPPORTS SHALL CONFORM TO CURRENT ANSI/EIA/TIA -222; APPENDIX B FOR WIND LOADING;' STRUCTURAL STANDARD FOR NO. DATE D/C DESCRIPTION
ANTENNA SUPPORTING STRUCTURES AND ANTENNAS' OR APPLICABLE LOCAL CODES. ALL STEEL MATERIALS SHALL BE GALVANIZED AFTER FABRICATION IN 0 01 -11 -13 JP/TT 90% CD REVIEW
ACCORDANCE WITH ASTM Al23 'ZINC (HOT- DIPPED GALVANIZED) COATINGS ON IRON AND STEEL PRODUCTS', UNLESS OTHERWISE NOTED. ALL BOLTS, 1 01 -30 -13 GS /GS CLIENT COMMENT
ANCHORS AND MISCELLANEOUS HARDWARE SHALL BE GALVANIZED IN ACCORDANCE WITH ASTM. DAMAGED GALVANIZED SURFACES SHALL BE REPAIRED BY
L COLD GALVANIZING IN ACCORDANCE WITH ASTM A780. ALL ANTENNA MOUNTS SHALL BE INSTALLED WITH DOUBLE NUTS AND SHALL BE INSTALLED SNUG -
TIGHT. MINIMUM HORIZONTAL SPACING SHALL BE 2 %0' BETWEEN EDGE OF ALL ANTENNAS. UPON COMPLETION OF INSTALLATION, PROVIDE A HEIGHT SUBMITTAL
VERIFICATION DEPICTING RAD CENTER AND TOP OF ANTENNA.
NO. DATE 0/C DESCRIPTION
f ALL WORK MUST CONFORM TO THE CURRENT VERSION OF CLEARWIRE'S'CLEARWIRE INSTALLATION GUIDE - WiMAX' 0 01 -31 -13 GS /GS BP SUBMITTAL
• SCALE: NTS (11X17) _
4 NOTES SCALE: NTS (22X34)
TYPICAL COAX CABLE COLOR CODING SCHEME '' SITE NO.
SECTOR CABLE FIRST RING SECOND RING THIRD RING OR- POR058
ALPHA 1 GREEN NO TAPE NO TAPE
ALPHA 2 BLUE NO TAPE NO TAPE
CCI SITE ID p 879600
ALPHA 3 BROWN NO TAPE NO TAPE
ALPHA 4 WHITE NO TAPE NO TAPE
ALPHA 5 RED NO TAPE NO TAPE SITE NAME
ALPHA 6 GREY NO TAPE NO TAPE SCHOLLS FERRY
ALPHA 7 PURPLE NO TAPE NO TAPE BULL MT /Q
ALPHA 8 ORANGE NO TAPE NO TAPE
BETA 1 GREEN GREEN NO TAPE
BETA 2 BLUE BLUE NO TAPE II SITE ADDRESS
,I 12390 SW SCHOLLS FERRY ROAD
BETA 3 BROWN BROWN NO TAPE TIGARD, OR 97223
BETA 4 WHITE WHITE NO TAPE II
BETA 5 RED RED NO TAPE
BETA 6 GREY GREY NO TAPE
BETA 7 PURPLE PURPLE NO TAPE SHEET TITLE
BETA 8 ORANGE ORANGE NO TAPE
GAMMA 1 GREEN GREEN GREEN ■ DETAILS
GAMMA 2 BLUE BLUE BLUE ('I
GAMMA 3 BROWN BROWN BROWN 'j.
•
GAMMA 4 WHITE WHITE WHITE .
GAMMA 5 RED RED RED
GAMMA 6 GREY GREY GREY •
• SHEET NO.
GAMMA 7 PURPLE PURPLE PURPLE . I'
GAMMA 8 ORANGE ORANGE ORANGE
SCALE:NTS(11X17) A 4
5 CABLING GUIDE - COLOR CODING I SCALE: NTS (22X34) 6 NOT USED
•
♦,
RECEIVED FEB 7 ?03 OWN
Date: November 26, 2012 ASTLE
Amber Puckett CITY OF TIGARD Crown Castle
Crown Castle BUILDING DIVISIO 2000 Corporate Drive
5350 North 48th Street, Suite 305 Canonsburg, PA 15317
Chandler, AZ 85226 (724) 416 -2000
Subject: Structural Analysis Report
Carrier Designation: Clearwire Corp Co- Locate
Carrier Site Number: OR- POR058
Carrier Site Name: OR- POR058S12.1
Crown Castle Designation: Crown Castle BU Number: 879600
Crown Castle Site Name: SCHOLLS FERRY /BULL MT /QWEST
Crown Castle JDE Job Number: 211676
Crown Castle Work Order Number: 553632
Crown Castle Application Number: 169298 Rev. 5
Engineering Firm Designation: Crown Castle Project Number: 553632
Site Data: 12390 SW Scholls Ferry, TIGARD, Washington County, OR
Latitude 45° 26' 34.3 ", Longitude -122° 48' 13"
80 Foot - Monopole Tower
Dear Amber Puckett,
Crown Castle is pleased to submit this "Structural Analysis Report" to determine the structural integrity of the
above mentioned tower. This analysis has been performed in accordance with the Crown Castle Structural
'Statement of Work' and the terms of Crown Castle Purchase Order Number 553632, in accordance with
application 169298, revision 5.
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 TIA -222 -G standard and all local code requirements
based upon a wind speed of 95 mph 3- second gust, exposure category C with topographic category 1 and crest
height of 0 feet.
All modifications and equipment proposed in this report shall be installed in accordance with the attached
drawings for the determined available structural capacity to be effective.
We at Crown Castle appreciate the opportunity of providing our continuing professional services to you and
Crown Castle. If you have any questions or need further assistance on this or any other projects please give us
a call.
- 913 PR ()p
Structural analysis prepared by: Tr- t1 ' ; tl mt.; FB
C9
Respectfully submitted by: ct- 73661PE
P ,
0:44411.- � -/
Douglas K. Pineo, P.E.
Manager Structural Design �' . °°-.- - • (r
•
tnxTower Report - version 6.0.4.0
PIRATIQN'D'A.TE l 3 11Dy
Date: November 26, 2012 CBOWN /� I
Amber Puckett Crown Castle
Crown Castle 2000 Corporate Drive
5350 North 48th Street, Suite 305 Canonsburg, PA 15317
Chandler, AZ 85226 (724) 416 -2000
Subject: Structural Analysis Report 0
Carrier Designation: Clearwire Corp Co- Locate
Carrier Site Number: OR- POR058
Carrier Site Name: OR- POR058S12.1
Crown Castle Designation: Crown Castle BU Number: 879600
Crown Castle Site Name: SCHOLLS FERRY/BULL MT /QWEST
Crown Castle JDE Job Number: 211676
Crown Castle Work Order Number: 553632
Crown Castle Application Number: 169298 Rev. 5
Engineering Firm Designation: Crown Castle Project Number: 553632
Site Data: 12390 SW Scholls Ferry, TIGARD, Washington County, OR
Latitude 45° 26' 34.3 ", Longitude -122° 48' 13"
"80 Foot - Monopole Tower
Dear Amber Puckett,
•
Crown Castle is pleased to submit this "Structural Analysis Report" to determine the structural integrity of the
above mentioned tower. This analysis has been performed in accordance with the Crown Castle Structural
'Statement of Work' and the terms of Crown Castle Purchase Order Number 553632, in accordance with
application 169298, revision 5.
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 TIA -222 -G standard and all local code requirements
based upon a wind speed of 95 mph 3- second gust, exposure category C with topographic category 1 and crest
height of 0 feet.
All modifications and equipment proposed in this report shall be installed in accordance with the attached
drawings for the determined available structural capacity to be effective.
We at Crown Castle appreciate the opportunity of providing our continuing professional services to you and
Crown Castle. If you have any questions or r assistance on this or any other projects please give us
a call. ��t;..�'
Structural analysis prepared by: TrWlims �Ec:9�jF
'bb �5
Respectfully submitted by: /
r.. -
jA
Douglas K. Pineo, P.E. t4 % l
Manager Structural Design � `
tnxTower Report - version 6.0.4.0 EXPIRATION BATE: +; 31 /
November 26, 2012
. 80 Ft Monopole Tower Structural Analysis CCI BU No 879600
Project Number 553632, Application 169298, Revision 5 Page 2
TABLE OF CONTENTS
1) INTRODUCTION
2) ANALYSIS CRITERIA
Table 1 - Proposed Antenna and Cable Information
Table 2 - Existing and Reserved Antenna and Cable Information
Table 3 - Design Antenna and Cable Information
3) ANALYSIS PROCEDURE
Table 4 - Documents Provided
3.1) Analysis Method
3.2) Assumptions
4) ANALYSIS RESULTS
Table 5 - Section Capacity (Summary)
Table 6 — Tower Components vs. Capacity
4.1) Recommendations
5) APPENDIX A
tnxTower Output
6) APPENDIX B
Base Level Drawing
7) APPENDIX C
Additional Calculations
tnxTower Report - version 6.0.4.0
•
November 26, 2012
.. 80 Ft Monopole Tower Structural Analysis CCI BU No 879600
Project Number 553632, Application 169298, Revision 5 Page 3
1) INTRODUCTION
This is an 80' Monopole tower manufactured by Andrew and mapped by Global Signal in May 2006. The
original design standard and wind speed are unknown.
2) ANALYSIS CRITERIA
The structural analysis was performed for this tower in accordance with the requirements of TIA -222 -G
Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3- second gust wind
speed of 85 mph with no ice, 30 mph with 1.25 inch ice thickness and 60 mph under service loads, exposure
category C with topographic category 1 and crest height of 0 feet.
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)
2 1 kathrein 840 10054 w/ Mount Pipe
55.0 55.0
2 motorola I WAP450 Vx RF 2 5/16 -
Table 2 - Existing and Reserved 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)
1 powerwave P40- 16XLPP -RR
technologies w/ Mount Pipe
2 powerwave P65- 16- XLPP -RR
79 0 technologies w/ Mount Pipe 3 1 -7/16 2
78.0 3 samsung RRH -C2C w /EXT FILTER
telecommunications
samsung
3 telecommunications RRH -P4
78.0 1 tower mounts Side Arm Mount - - 1
[SO 701 -3]
72.0 3 ems wireless RR45- 19- 04DPL4
70.0 w/ Mount Pipe 6 1 -5/8 1
70.0 I 1 I tower mounts I T -Arm Mount [TA 602 -3]
I 58.0 I 1 I andrew VHLP2 -23
1 I andrew I VHLP1 -23
57.0 I 1 andrew VHLP2 -23
56.0 I 1 andrew VHLP1 -23 4 5/16
55.0 I 4 I dragonwave I Horizon DUO 4 1/2 1
55.0 3 I kathrein 840 10057 w/ Mount Pipe
3 I nextnet wireless I BTS -2500
1 I tower mounts I Pipe Mount [PM 601 -3]
I 43.0 I 1 I trimble I ACUTIME 2000
40.0 Side Arm Mount 1 5/16 1
40.0 1 tower mounts [SO 701 -1]
tnxTower Report - version 6.0.4.0
•
November 26, 2012
80 Ft Monopole Tower Structural Analysis CCI BU No 879600
Project Number 553632, Application 169298, Revision 5 Page 4
Center Number Number Feed
Mounting Line of Antenna Antenna Model of Feed Line Note
Level (ft) Elevation Antennas Manufacturer Lines Size (in)
(ft)
22.0 1 trimble ACUTIME 2000
18.0 Side Arm Mount 1 1/2 1
18.0 1 I tower mounts [SO 701 -1]
Notes:
1) Existing equipment
2) Reserved equipment
3) Existing equipment to be removed, not considered in this analysis
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)
Unknown
3) ANALYSIS PROCEDURE
Table 4 - Documents Provided
Document Remarks Reference Source
4- GEOTECHNICAL REPORTS Terracon 1990620 CCISITES
4 -TOWER FOUNDATION Mapping by Global Signal • 1988299 CCISITES
DRAWINGS /DESIGN /SPECS
4 -TOWER MANUFACTURER
DRAWINGS Mapping by Global Signal 1990617 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) Tower and structures were built in accordance with the manufacturer's specifications.
2) The tower and structures have been maintained in accordance with the manufacturer's
specification.
3) The configuration of antennas, transmission cables, mounts and other appurtenances are as
specified in Tables 1 and 2 and the referenced drawings.
• 4) The existing base plate grout was not considered in this analysis.
This analysis may be affected if any assumptions are not valid or have been made in error. Crown
Castle should be notified to determine the effect on the structural integrity of the tower.
tnxTower Report - version 6.0.4.0
November 26, 2012
80 Ft Monopole Tower Structural Analysis CCI BU No 879600
Project Number 553632, Application 169298, Revision 5 Page 5
4) ANALYSIS RESULTS
Table 5 - Section Ca pacity (Summary)
Section Elevation (ft) Component Type Size Critical P (K) SF•P_allow % Pass I Fail
No. Element (K) Capacity
L1 80 - 40 Pole P24x3/8 1 I -7.65 1252.46 I 28.1 Pass
L2 40 - 0 Pole I P30x3/8 I 2 I -14.17 I 1478.58 I 49.9 I Pass I
I I I I (Summary I
I I I Pole (L2) I 49.9 I Pass
I I I I I I RATING = 1 49.9 I Pass
Table 6 - Tower Component Stresses vs. Capacity — LC7
Notes Component Elevation (ft) % Capacity Pass / Fail
1 Anchor Rods 0 28.8 Pass I
1 Base Plate I 0 I 45.8 I Pass I
1 Base Foundation I 0 I 40.1 Pass I
Interior Flange Plate I 40 I 34.0 I Pass I
1 Exterior Flange Plate I 40 I 25.4 Pass
1 Flange Bolts I 40 I 36.3 I Pass
Structure Rating (max from all components) = I 49.9%
Notes:
1) See additional documentation in "Appendix C — Additional Calculations" for calculations supporting the % capacity
consumed.
4.1) Recommendations
The tower and its foundation have sufficient capacity to carry the existing, reserved, and proposed
loads. No modifications are required at this time. .
0
tnxTower Report - version 6.0.4.0
November 26, 2012
80 Ft Monopole Tower Structural Analysis CCI BU No 879600
Project Number 553632, Application 169298, Revision 5 Page 6
APPENDIX A
TNXTOWER OUTPUT
•
tnxTower Report - version 6.0.4.0
•
80.0n DESIGNED APPURTENANCE LOADING
1 TYPE 1 ELEVATION TYPE ELEVATION
1 • I Lightning Rod 4'x5/8' 82 840 10057 w/ Mount Pipe 55
— _
P40- 16XLPP -RR w/ Mount Pipe 78 (2) Horizon DUO 55
_ — P65- 16- XLPP -RR w/ Mount Pipe 78 Horizon DUO 55
P65 -16- XLPP -RR w/ Mount Plpe 78 Horizon DUO 55
a, RRH -C2C w /EXT FILTER 78 BTS- 2500 55
RRH -C2C w /EXT FILTER 78 BTS-2500 55
RRH -C2C w /EXT FILTER 78 BTS-2500 55
I . I RRH -P4 78 840 10054 w/ Mount Pipe 155
— — " RRH -P4 78 840 10054 w/ Mount Pipe 55
RRH -P4 78 WAP450 Vx RF +55
6' x 2 Mount Pipe 78 I WAP450 Vx RF 55
6' x 2 Mount Pipe 78 Pipe Mount [PM 601 -3) 155
6 x 2 Mount Pipe 78 VHLP1 -23 155
Side Arm Mount [SO 701 -31 78 VHLP2-23 55
RR45- 19- 040PL4 w/ Mount Pipe 70 I VHLPt -23 55
$ o R R45- 19- 04DPL4 w/ Mount Pipe 70 VHLP2 -23 55
°D RR45- 19- 040PL4 w/ Mount Pipe 70 ACUT1ME 2000 40
v o rn
a ° a (2) 6' x 2 Mount Pipe 70 Side Arm Mount [SO 701 -1) 40
— a (2) 6' x 2 Mount Pipe 70 ACUT1ME 2000 18
(2) 6' x 2 Mount Pipe 70 Side Arm Mount [SO 701 -1) 18
T -Arm Mount [TA 602 -3) 70
MATERIAL STRENGTH
GRADE Fy Fu GRADE 1 Fy 1 Fu l
A572 -50 50 ksi 65 ksi
TOWER DESIGN NOTES
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 85 mph basic wind in accordance with the TIA -222 -G Standard.
4. Tower is also designed for a 30 mph basic wind with 1.25 in ice. Ice is considered to
increase in thickness with height.
5. Deflections are based upon a 60 mph wind.
40.0 n O 6. Tower Structure Class II.
7. Topographic Category 1 with Crest Height of 0.00 ft
8. TOWER RATING: 40.1%
m ALL REACTIONS
0. e ARE FACTORED
AXIAL
31K
SHEAR MOMENT
1 K ( 72 kip-fl
TORQUE 0 kip-ft
30 mph WIND - 1.2500 in ICE
AXIAL
14 K
SHEAR MOMENT
8 K 431 kip-ft
0.0 ft
m TORQUE 1 kip-ft
REACTIONS - 85 mph WIND
a= 2
o $ m L
A m
m
N N (7 3
Crown Castle '0b BU #: 879600
,T C,RO WN 2000 Corporate Drive Project:
I ASTLE Canonsburg, PA 15317 Client. Crown C Castle Draw by: Trent R. Williamsl
We Are Solutions Phone: (724) 416 -2000 Code. TIA -222 -G Date: 11 /21/12 Scale: n
FAX: (724) 416 -4594 Path: Foan woos - LoWoAwaC War,ons7e8 87960oori Dwg No.
November 26, 2012
80 Ft Monopole Tower Structural Analysis CCI BU No 879600
Project Number 553632, Application 169298, Revision 5 Page 7
Tower Input Data I
There is a pole section.
This tower is designed using the TIA -222 -G standard.
The following design criteria apply:
1) Tower is located in Washington County, Oregon.
2) Basic wind speed of 95 mph.
3) Structure Class II.
4) Exposure Category C.
5) Topographic Category 1.
6) Crest Height 0.00 ft.
7) Nominal ice thickness of 1.2500 in.
8) • Ice thickness is considered to increase with height.
9) Ice density of 56.00 pcf.
10) A wind speed of 30 mph is used in combination with ice.
11) Temperature drop of 50 °F.
12) Deflections calculated using a wind speed of 60 mph.
13) A non - linear (P- delta) analysis was used.
14) Pressures are calculated at each section.
15) Stress ratio used in pole design is 1.
16) Local bending stresses due to climbing loads, feedline supports, and appurtenance mounts are
not considered.
Options I
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 J Use Clear Spans For Wind Area Ignore Redundant Members in FEA
I Use Code Stress Ratios Use Clear Spans For KUr SR Leg Bolts Resist Compression
J Use Code Safety Factors - Guys Retension Guys To Initial Tension All Leg Panels Have Same Allowable
Escalate Ice 4 Bypass Mast Stability Checks Offset Girt At Foundation
Always Use Max Kz NI Use Azimuth Dish Coefficients 4 Consider Feedline Torque
Use Special Wind Profile 4 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 4 Include Shear - Torsion Interaction
Secondary Horizontal Braces Leg J 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
Pole Section Geometry I
Section Elevation Section Pole Pole Socket Length
Length Size Grade ft
ft ft
L1 80.00 -40.00 40.00 P24x3/8 A572 -50
(50 ksi)
L2 40.00 -0.00 40.00 P30x3/8 A572 -50
(50 ksi)
Tower Gusset Gusset Gusset GradeAdjust. Factor Adjust. Weight Mult. Double Angle Double Angle
Elevation Area Thickness A, Factor Stitch Bolt Stitch Bolt
(per face) A, Spacing Spacing
Diagonals Horizontals
ft ft in in in
tnxTower Report - version 6.0.4.0
November 26, 2012
80 Ft Monopole Tower Structural Analysis CCI BU No 879600
Project Number 553632, Application 169298, Revision 5 Page 8
Tower Gusset Gusset Gusset GradeAdjust. Factor Adjust. Weight Mult. Double Angle Double Angle
Elevation Area Thickness A, Factor Stitch Bolt Stitch Bolt
(per face) A, Spacing Spacing
Diagonals Horizontals
ft fiz in in in
. L180.00- 1 1 1
40.00
L2 40.00 -0.00 1 1 1
Feed Line /Linear Appurtenances - Entered As Round Or Flat I
Description Secto Component Placement Total Number Start/En Width or Perimete Weight
r Type Number Per Row d Diamete r
ft Position r klf
in in
LDF4- 50A(1/2 ") B Surface Ar 55.00 - 40.00 4 4 0.430 0.6300 0.00
(CaAa) 0.500
9207(5/16 ") B Surface Ar 55.00 - 40.00 4 4 0.370 0.3300 0.00
(CaAa) 0.430
LDF4- 50A(1/2 ") B Surface Ar 18.00 - 0.00 1 1 0.490 0.6300 0.00
(CaAa) 0.500
•
Feed Line /Linear Appurtenances - Entered As Area I
Description Face Allow Component Placement Total C Weight
or Shield Type Number
Leg ft ft klf
TYPE 2(1 -7/16) A No Inside Pole 78.00 - 0.00 3 No Ice 0.00 0.00
1/2" Ice 0.00 0.00
•
1" Ice 0.00 0.00
. 2" Ice 0.00 0.00
LDF7- 50A(1 -5/8 ") . B No Inside Pole 70.00 - 0.00 6 No Ice 0.00 0.00
1/2" Ice 0.00 0.00
1" Ice 0.00 0.00
2" Ice 0.00 0.00
LDF4- 50A(1/2 ") B No Inside Pole 40.00 - 0.00 4 No Ice 0.00 0.00
1/2" Ice 0.00 0.00
1" Ice 0.00 0.00
2" Ice 0.00 0.00
9207(5/16 ") B No Inside Pole 40.00 - 0.00 4 No Ice 0.00 0.00
1/2" Ice 0.00 0.00
1" Ice 0.00 0.00
2" Ice 0.00 0.00
9207(5/16 ") B No Inside Pole 55.00 - 0.00 2 No Ice 0.00 0.00
1/2" Ice 0.00 0.00
1" Ice 0.00 0.00
2" Ice 0.00 0.00
860 10007(5/16) B No Inside Pole 40.00 - 0.00 1 No Ice 0.00 0.00
1/2" Ice 0.00 0.00
1" Ice 0.00 0.00
2" Ice 0.00 0.00
2" Rigid Conduit B No Inside Pole 0.00 - 0.00 2 No Ice 0.00 0.00
1/2" Ice 0.00 0.00
1" Ice 0.00 0.00
2" Ice 0.00 0.00
tnxTower Report - version 6.0.4.0
• November 26, 2012
,, 80 Ft Monopole Tower Structural Analysis CCI BU No 879600
Project Number 553632, Application 169298, Revision 5 Page 9
Feed Line /Linear Appurtenances Section Areas I
Tower Tower Face AR AF CAAA CAAA Weight
Sectio Elevation In Face Out Face
n ft ft ft ft ft K
L1 80.00 -40.00 A 0.000 0.000 0.000 0.000 0.07
B 0.000 0.000 5.760 0.000 0.21
C 0.000 0.000 0.000 0.000 0.00
L2 40.00 -0.00 A 0.000 0.000 0.000 0.000 0.07
B 0.000 0.000 1.134 0.000 0.37
C 0.000 0.000 0.000 0.000 0.00
Feed Line /Linear Appurtenances Section Areas - With Ice I
Tower Tower Face Ice AR AF CAAA CAAA Weight
Sectio Elevation or Thickness In Face Out Face
n ft Leg in ft ft ft ft K
L1 80.00 -40.00 A 2.656 0.000 0.000 0.000 0.000 0.07
B 0.000 0.000 27.117 0.000 0.61
C 0.000 0.000 0.000 0.000 0.00
L2 40.00 -0.00 A 2.386 0.000 0.000 0.000 0.000 0.07
B 0.000 0.000 9.725 0.000 0.53
C 0.000 0.000 0.000 0.000 0.00
Feed Line Center of Pressure I
Section Elevation CP CP CP CP
Ice Ice
ft in in in in
- L1 80.00 -40.00 0.1890 0.0808 0.5232 0.2140
L2 40.00 -0.00 0.0374 0.0211 0.2582 0.1455
Shielding Factor Ka I
Tower Feed Line Description Feed Line K. K
• Section Record No. Segment No Ice Ice
Elev.
L1 7 LDF4- 50A(1/2 ") 40.00 - 1.0000 1.0000
55.00
L1 8 9207(5/16 ") 40.00 - 1.0000 1.0000
55.00
L2 15_ LDF4- 50A(1/2 ") 0.00 - 18.00 1.0000 1.0000
_ Discrete Tower Loads I
Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight
or Type Horz Adjustmen Front Side
Leg Lateral t
Vert
ft ft ft ft K
ft °
ft
tnxTower Report - version 6.0.4.0
• November 26, 2012
a 80 Ft Monopole Tower Structural Analysis CC/ BU No 879600
Project Number 553632, Application 169298, Revision 5 Page 10
Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight
or Type Horz Adjustmen Front Side
Leg Lateral t
Vert
ft ft ft re K
ft °
ft
Lightning Rod 4'x5/8" C None 0.0000 82.00 No Ice 0.25 0.25 0.00
1/2" 0.66 0.66 0.01
Ice 0.97 0.97 0.01
1" Ice 1.49 1.49 0.03
2" Ice
P40- 16XLPP -RR w/ Mount A From Leg 3.00 0.0000 78.00 No Ice 9.37 4.83 0.07
Pipe 0.00 1/2" 9.91 5.57 0.13
1.00 Ice 10.45 6.27 0.20
1" Ice 11.56 7.80 0.37
2" Ice
P65- 16- XLPP -RR w/ B From Leg 3.00 0.0000 78.00 No Ice 8.64 6.36 0.07
Mount Pipe 0.00 1/2" 9.29 7.54 0.14
1.00 Ice 9.91 8.43 0.21
1" Ice 11.18 10.24 0.39
2" Ice
P65 -16- XLPP -RR w/ C From Leg 3.00 0.0000 78.00 No Ice 8.64 6.36 0.07
Mount Pipe 0.00 1/2" 9.29 7.54 0.14
1.00 Ice 9.91 8.43 0.21
1" Ice 11.18 10.24 0.39
2" Ice
RRH -C2C w /EXT FILTER A From Leg 3.00 0.0000 78.00 No Ice 3.09 5.54 0.05
0.00 1/2" 3.35 5.86 0.09
1.00 Ice 3.61 6.19 0.13
1" Ice 4.17 6.86 0.23
2" Ice
RRH -C2C w /EXT FILTER B From Leg 3.00 0.0000 78.00 No Ice 3.09 5.54 0.05
0.00 1/2" 3.35 5.86 0.09
1.00 Ice 3.61 6.19 0.13
1" Ice 4.17 6.86 0.23
2" Ice
RRH -C2C w /EXT FILTER C From Leg 3.00 0.0000 78.00 No Ice 3.09 5.54 0.05
0.00 1/2" 3.35 5.86 0.09
1.00 Ice 3.61 6.19 0.13
1" Ice 4.17 6.86 0.23
2" Ice
RRH -P4 A From Leg 3.00 0.0000 78.00 No Ice 3.19 2.07 0.06
0.00 1/2" 3.44 2.29 0.08
1.00 Ice 3.70 2.52 0.11 .
1" Ice 4.24 2.99 0.17
. 2 "Ice
RRH -P4 B From Leg 3.00 0.0000 78.00 No Ice 3.19 2.07 0.06
0.00 1/2" 3.44 2.29 0.08
1.00 Ice 3.70 2.52 0.11
1" Ice 4.24 2.99 0.17
2" Ice
RRH -P4 C From Leg 3.00 0.0000 78.00 No Ice 3.19 2.07 0.06
0.00 1/2" 3.44 2.29 0.08
1.00 Ice 3.70 2.52 0.11
1" Ice 4.24 2.99 0.17
2" Ice
6' x 2" Mount Pipe A From Leg 3.00 0.0000 78.00 No Ice 1.43 1.43 0.02
0.00 1/2" 1.92 1.92 0.03
0.00 Ice 2.29 2.29 0.05
1" Ice 3.06 3.06 0.09
2" Ice
6' x 2" Mount Pipe B From Leg 3.00 0.0000 78.00 No Ice 1.43 1.43 0.02
0.00 1/2" 1.92 1.92 0.03
0.00 Ice 2.29 2.29 0.05
1" Ice 3.06 3.06 0.09
2 "Ice
6' x 2" Mount Pipe C From Leg 3.00 0.0000 78.00 No Ice 1.43 1.43 0.02
0.00 1/2" 1.92 1.92 0.03
0.00 Ice 2.29 2.29 0.05
1" Ice 3.06 3.06 0.09
tnxTower Report - version 6.0.4.0
• November 26, 2012
., 80 Ft Monopole Tower Structural Analysis CCI BU No 879600
Project Number 553632, Application 169298, Revision 5 Page 11
Description Face Offset Offsets: Azimuth Placement C C Weight
or Type Horz Adjustmen Front Side
Leg Lateral t
Vert
ft ft ft ft K
ft .
ft
2" Ice
Side Arm Mount [SO 701- C None 0.0000 78.00 No Ice 2.83 2.83 0.20
3] 1/2" 3.92 3.92 0.24
Ice 5.01 5.01 0.28
1" Ice 7.19 7.19 0.36
2" Ice
RR45- 19- 04DPL4 w/ A From Face 4.00 0.0000 70.00 No Ice 5.84 3.28 0.04
Mount Pipe 0.00 1/2" 6.29 3.88 0.08
2.00 Ice 6.76 4.50 0.13
1" Ice 7.72 5.79 0.25
2" Ice
RR45- 19- 04DPL4 w/ B From Face 4.00 0.0000 70.00 No Ice 5.84 3.28 0.04
Mount Pipe 0.00 1/2" 6.29 3.88 0.08
2.00 Ice 6.76 4.50 0.13
1" Ice 7.72 5.79 0.25
2" Ice
RR45- 19- 04DPL4 w/ C From Face 4.00 0.0000 70.00 No Ice 5.84 3.28 0.04
Mount Pipe 0.00 1/2" 6.29 3.88 0.08
2.00 Ice 6.76 4.50 0.13
1" Ice 7.72 5.79 0.25
2" Ice
(2) 6' x 2" Mount Pipe A From Face 4.00 0.0000 70.00 No Ice 1.43 1.43 0.02
0.00 1/2" 1.92 1.92 0.03
0.00 Ice 2.29 2.29 0.05
1" Ice 3.06 3.06 0.09
2" Ice
(2) 6' x 2" Mount Pipe B From Face 4.00 0.0000 70.00 No Ice 1.43 1.43 0.02
0.00 1/2" 1.92 1.92 0.03
0.00 Ice 2.29 2.29 0.05
1" Ice 3.06 3.06 0.09
2" Ice
(2) 6' x 2" Mount Pipe C From Face 4.00 0.0000 70.00 No Ice 1.43 1.43 0.02
0.00 1/2" 1.92 1.92 0.03
' 0.00 Ice 2.29 2.29 0.05
1" Ice 3.06 3.06 0.09
2" Ice
T -Arm Mount [TA 602 -3] C None 0.0000 70.00 No Ice 11.59 11.59 0.77
1/2" 15.44 15.44 0.99
Ice 19.29 19.29 1.21
1" Ice 26.99 26.99 1.64
2" Ice
840 10057 w/ Mount Pipe A From Leg 1.00 0.0000 55.00 No Ice 2.72 2.35 0.03
0.00 1/2" 3.10 2.88 0.05
0.00 Ice 3.48 3.43 0.08
1" Ice 4.29 4.58 0.16
2" Ice
(2) Horizon DUO A From Leg 1.00 0.0000 55.00 No Ice 0.55 0.34 0.01
0.00 1/2" 0.65 0.43 0.01
0.00 Ice 0.76 0.52 0.02
1" Ice 1.00 0.73 0.04
2" Ice
Horizon DUO B From Leg 1.00 0.0000 55.00 No Ice 0.55 0.34 0.01
0.00 1/2" 0.65 0.43 0.01
0.00 Ice 0.76 0.52 0.02
• 1" Ice 1.00 0.73 0.04
2" Ice
Horizon DUO C From Leg 1.00 0.0000 55.00 No Ice 0.55 0.34 0.01
0.00 1/2" 0.65 0.43 0.01
0.00 Ice 0.76 0.52 0.02
1" Ice 1.00 0.73 0.04
2" Ice
BTS -2500 B From Face 1.00 0.0000 55.00 No Ice 2.12 0.96 0.04
0.00 1/2" 2.32 1.12 0.05
tnxTower Report - version 6.0.4.0
t
November 26, 2012
., 80 Ft Monopole Tower Structural Analysis CC/ BU No 879600
Project Number 553632, Application 169298, Revision 5 Page 12
Description Face Offset Offsets: Azimuth Placement C C Weight
or Type Horz Adjustmen Front Side
Leg Lateral t
Vert
ft ft ft ftz K
ft .
ft
0.00 Ice 2.53 1.29 0.06
1" Ice 2.98 1.66 0.10
2" Ice
BTS -2500 C From Face 1.00 0.0000 55.00 No Ice 2.12 0.96 0.04
0.00 1/2" 2.32 1.12 0.05
0.00 Ice 2.53 1.29 0.06
1" Ice 2.98 1.66 0.10
2" Ice
BTS -2500 A From Leg 1.00 0.0000 55.00 No Ice 2.12 0.96 0.04
0.00 1/2" 2.32 1.12 0.05
0.00 Ice 2.53 1.29 0.06
1" Ice 2.98 1.66 0.10
2" Ice
840 10054 w/ Mount Pipe A From Leg 1.00 0.0000 55.00 No Ice 5.41 2.39 0.05
0.00 1/2" 5.83 2.92 0.09
0.00 Ice 6.26 3.47 0.13
1" Ice 7.16 4.61 0.23
2" Ice
840 10054 w/ Mount Pipe C From Leg 1.00 0.0000 55.00 No Ice 5.41 2.39 0.05
0.00 1/2" 5.83 2.92 0.09
0.00 Ice 6.26 3.47 0.13
1" Ice 7.16 4.61 0.23
2" Ice
WAP450 Vx RF A From Leg 1.00 0.0000 55.00 No Ice 2.27 2.27 0.03
0.00 1/2" 2.51 2.51 0.05
0.00 Ice 2.75 2.75 0.07
1" Ice 3.25 3.25 0.12
2" Ice
WAP450 Vx RF C From Leg 1.00 0.0000 55.00 No Ice 2.27 2.27 0.03
0.00 1/2" 2.51 2.51 0.05
• 0.00 Ice 2.75 2.75 0.07
1" Ice 3.25 3.25 0.12
2" Ice
Pipe Mount [PM 601 -3] C None 0.0000 55.00 No Ice 4.39 4.39 0.20
1/2" 5.48 5.48 0.24
Ice 6.57 6.57 0.28
1" Ice 8.75 8.75 0.36
2" Ice
ACUTIME 2000 A From Leg 3.00 0.0000 40.00 No Ice 0.30 0.30 0.00
0.00 1/2" 0.37 0.37 0.00
3.00 Ice 0.46 0.46 0.01
1" Ice 0.65 0.65 0.02
2" Ice
Side Arm Mount [SO 701- A From Leg 1.50 0.0000 40.00 No Ice 0.85 1.67 0.07
1] 0.00 1/2" 1.14 2.34 0.08
0.00 Ice 1.43 3.01 0.09
1" Ice 2.01 4.35 0.12
2" Ice
ACUTIME 2000 A From Leg 3.00 0.0000 18.00 No Ice 0.30 0.30 0.00
0.00 1/2" 0.37 0.37 0.00
4.00 Ice 0.46 0.46 0.01
1" Ice 0.65 0.65 0.02
2" Ice
Side Arm Mount [SO 701- A From Leg 1.50 0.0000 18.00 No Ice 0.85 1.67 0.07
• 1] 0.00 1/2" 1.14 2.34 0.08
0.00 Ice 1.43 3.01 0.09
1" Ice 2.01 4.35 0.12
2" Ice
tnxTower Report - version 6.0.4.0
•
November 26, 2012
80 Ft Monopole Tower Structural Analysis CCI BU No 879600
Project Number 553632, Application 169298, Revision 5 Page 13
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 ft ft K
VHLP1 -23 A Paraboloid From 1.00 0.0000 55.00 1.27 No Ice 1.28 0.01
w /Shroud (HP) Leg 0.00 1/2" Ice 1.45 0.03
1.00 1" Ice 1.62 0.04
2" Ice 1.97 0.08
VHLP2 -23 B Paraboloid w/o From 1.00 0.0000 55.00 2.17 No Ice 3.72 0.03
Radome Leg 0.00 1/2" Ice 4.00 0.03
2.00 1" Ice 4.31 0.04
• 2" Ice 4.94 0.07
VHLP1 -23 C Paraboloid From 1.00 0.0000 55.00 1.27 No Ice 1.28 0.01
w /Shroud (HP) Leg 0.00 1/2" Ice 1.45 0.03
2.00 1" Ice 1.62 0.04
2" Ice 1.97 0.08
VHLP2 -23 C Paraboloid w/o From 1.00 0.0000 55.00 2.17 No Ice 3.72 0.03
Radome Leg 0.00 1/2" Ice 4.00 0.03
3.00 1" Ice 4.31 0.04
2" Ice 4.94 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
•
4 1.2 Dead +1.6Wind30 deg -Nolce
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 +1.6Wind210 deg -No Ice
17 0.9 Dead +1.6 Wind 210 deg - No Ice
18 1.2 Dead +1.6 Wind 240 deg - No Ice
19 0.9 Dead +1.6 Wind 240 deg - No Ice
20 1.2 Dead +1.6 Wind 270 deg - No Ice
21 0.9 Dead +1.6 Wind 270 deg - No Ice
22 1.2 Dead +1.6 Wind 300 deg - No Ice
23 0.9 Dead +1.6 Wind 300 deg - No Ice
24 1.2 Dead +1.6 Wind 330 deg - No Ice
25 0.9 Dead +1.6 Wind 330 deg - No Ice
26 1.2 Dead +1.0 Ice+1.0 Temp
27 1.2 Dead +1.0 Wind 0 deg +1.0 Ice+1.0 Temp
28 1.2 Dead +1.0 Wind 30 deg +1.0 Ice+1.0 Temp
29 1.2 Dead +1.0 Wind 60 deg +1.0 Ice+1.0 Temp
30 1.2 Dead +1.0 Wind 90 deg +1.0 Ice+1.0 Temp
31 1.2 Dead +1.0 Wind 120 deg +1.0 Ice+1.0 Temp
32 1.2 Dead +1.0 Wind 150 deg +1.0 Ice+1.0 Temp
33 1.2 Dead +1.0 Wind 180 deg +1.0 Ice+1.0 Temp
34 1.2 Dead +1.0 Wind 210 deg +1.0 Ice+1.0 Temp
35 1.2 Dead +1.0 Wind 240 deg +1.0 Ice+1.0 Temp
36 1.2 Dead +1.0 Wind 270 deg +1.0 Ice+1.0 Temp
37 .1.2 Dead +1.0 Wind 300 deg +1.0 Ice+1.0 Temp
38 1.2 Dead +1.0 Wind 330 deg +1.0 Ice+1.0 Temp
tnxTower Report - version 6.0.4.0
• November 26, 2012
., 80 Ft Monopole Tower Structural Analysis CCI BU No 879600
Project Number 553632, Application 169298, Revision 5 Page 14
Comb. Description
No.
39 Dead +Wind 0 deg - Service
40 Dead +Wind 30 deg - Service
41 Dead +Wind 60 deg - Service
42 Dead +Wind 90 deg - Service
43 Dead +Wind 120 deg - Service
44 Dead +Wind 150 deg - Service
45 Dead +Wind 180 deg - Service
46 Dead +Wind 210 deg - Service
47 Dead +Wind 240 deg - Service
48 Dead +Wind 270 deg - Service
49 Dead +Wind 300 deg - Service
50 Dead +Wind 330 deg - Service
Maximum Member Forces I
Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis
n ft Type Load Moment Moment
No. Comb. K kip -ft kip -ft
L1 80 - 40 Pole Max Tension 1 0.00 0.00 0.00
Max. Compression 26 -20.05 0.40 0.87
Max. Mx 8 -7.66 - 191.68 4.12
Max. My 2 -7.65 -1.99 197.79
Max. Vy 8 7.13 - 191.68 4.12
Max. Vx 2 -7.38 -1.99 197.79
Max. Torque 22 0.48
L2 40 - 0 Pole Max Tension 1 0.00 0.00 0.00
Max. Compression 26 -30.58 0.22 1.84
Max. Mx 8 -14.17 - 523.94 13.82
Max. My 2 -14.17 -6.62 538.36
Max. Vy 8 9.27 - 523.94 13.82
Max. Vx 2 -9.45 -6.62 538.36
Max. Torque 18 -0.68
Maximum Reactions I
Location Condition Gov. Vertical Horizontal, X Horizontal, Z
Load K K K
Comb.
Pole Max. Vert 26 30.58 0.00 0.00
Max. H. 21 10.63 9.24 0.03
Max. H 2 14.18 -0.11 9.44
Max. M. 2 538.36 -0.11 9.44
Max. M, 8 523.94 -9.26 0.23
Max. Torsion 8 0.55 -9.26 0.23
• Min. Vert 13 10.63 -4.46 -8.02
Min. H 8 14.18 -9.26 0.23
Min. H, 14 14.18 0.10 -9.32
Min. M 14 - 530.05 0.10 -9.32
Min. M, 20 - 523.14 9.24 0.03
Min. Torsion 18 -0.68 8.13 -4.64
• Tower Mast Reaction Summary I
Load Vertical Shear, Shear, Overturning Overturning Torque
Combination Moment, M„ Moment, M,
K K K kip -ft kip -ft kip -ft
Dead Only 11.82 0.00 0.00 -0.48 0.04 0.00
1.2 Dead +1.6 Wind 0 deg - 14.18 0.11 -9.44 - 538.36 -6.62 -0.32
No Ice
tnxTower Report - version 6.0.4.0
• November 26, 2012
.., 80 Ft Monopole Tower Structural Analysis CCI BU No 879600
Project Number 553632, Application 169298, Revision 5 Page 15
Load Vertical Shear, Shear, Overturning Overturning Torque
Combination Moment, M Moment, M,
K K K kip -ft kip -ft kip -ft
0.9 Dead +1.6 Wind 0 deg - 10.63 0.11 -9.44 • - 536.02 -6.61 -0.32
No Ice
1.2 Dead +1.6 Wind 30 deg - 14.18 4.78 -8.10 - 462.10 - 270.73 -0.42
No Ice
0.9 Dead +1.6 Wind 30 deg - 10.63 4.78 -8.10 - 460.08 - 269.64 -0.42
No Ice
1.2 Dead +1.6 Wind 60 deg - 14.18 8.07 -4.80 - 273.85 - 456.51 -0.55
No Ice
0.9 Dead +1.6 Wind 60 deg - 10.63 8.07 -4.80 - 272.59 - 454.67 -0.55
No Ice
1.2 Dead +1.6 Wind 90 deg - 14.18 9.26 -0.23 -13.82 - 523.94 -0.55
No Ice
0.9 Dead +1.6 Wind 90 deg - 10.63 9.26 -0.23 • -13.62 - 521.82 -0.55
No Ice
1.2 Dead +1.6 Wind 120 deg 14.18 8.06 4.46 253.43 - 456.30 -0.36
- No Ice
0.9 Dead +1.6 Wind 120 deg 10.63 8.06 4.46 252.54 - 454.46 -0.36
- No Ice
1.2 Dead +1.6 Wind 150 deg 14.18 4.46 8.02 456.48 - 252.32 -0.03
-No Ice
0.9 Dead +1.6 Wind 150 deg 10.63 4.46 8.02 454.76 - 251.31 -0.03
- No Ice
1.2 Dead +1.6 Wind 180 deg 14.18 -0.10 9.32 530.05 5.73 0.33
- No Ice
0.9 Dead +1.6 Wind 180 deg 10.63 -0.10 9.32 528.03 5.69 0.33
- No Ice
1.2 Dead +1.6 Wind 210 deg 14.18 -4.63 8.10 461.04 261.73 0.61
- No Ice
0.9 Dead +1.6 Wind 210 deg 10.63 -4.63 8.10 459.31 260.65 0.61
- No Ice
1.2 Dead +1.6 Wind 240 deg 14.18 -8.13 4.64 263.35 460.24 0.68
- No Ice
0.9 Dead +1.6 Wind 240 deg 10.63 -8.13 4.64 262.42 458.36 0.68
- No Ice
- 1.2 Dead +1.6 Wind 270 deg 14.18 -9.24 -0.03 -2.57 523.14 0.55
- No Ice
0.9 Dead +1.6 Wind 270 deg 10.63 -9.24 -0.03 -2.41 521.00 0.55
- No Ice
1.2•Dead +1.6 Wind 300 deg 14.18 -7.97 -4.63 - 264.21 451.27 0.22
- No Ice
0.9 Dead +1.6 Wind 300 deg 10.63 -7.97 -4.63 - 262.99 449.42 0.22
- No Ice
1.2 Dead +1.6 Wind 330 deg 14.18 -4.62 -8.01 -456.61 261.34 -0.16
- No Ice
0.9 Dead +1.6 Wind 330 deg 10.63 -4.62 -8.01 -454.61 260.26 -0.16
- No Ice
1.2 Dead +1.0 Ice+1.0 Temp 30.58 -0.00 -0.00 -1.84 0.22 0.00
1.2 Dead +1.0 Wind 0 30.58 0.01 -1.24 -72.40 -0.27 -0.04
deg +1.0 Ice+1.0 Temp
1.2 Dead +1.0 Wind 30 30.58 0.63 -1.07 -62.50 -35.42 -0.07
deg +1.0 Ice+1.0 Temp
1.2 Dead +1.0 Wind 60 30.58 1.07 -0.62 -37.44 -60.51 -0.10
deg +1.0 Ice+1.0 Temp
1.2 Dead +1.0 Wind 90 30.58 1.24 -0.02 -2.99 -69.70 -0.10
deg +1.0 Ice+1.0 Temp
1.2 Dead +1.0 Wind 120 30.58 1.08 0.60 32.11 -60.64 -0.08
deg +1.0 Ice+1.0 Temp
1.2 Dead +1.0 Wind 150 30.58 0.61 1.06 58.45 -33.96 -0.02
deg +1.0 Ice+1.0 Temp
1.2 Dead +1.0 Wind 180 30.58 -0.01 1.23 67.96 0.61 0.04
• deg +1.0 Ice+1.0 Temp
1.2 Dead +1.0 Wind 210 30.58 -0.62 1.07 58.72 35.03 0.09
deg +1.0 Ice+1.0 Temp
1.2 Dead +1.0 Wind 240 30.58 -1.08 . 0.61 32.79 61.28 0.11
deg +1.0 Ice+1.0 Temp
1.2 Dead +1.0 Wind 270 30.58 -1.24 -0.01 -2.23 70.06 0.10
deg +1.0 Ice+1.0 Temp
1.2 Dead +1.0 Wind 300 30.58 -1.07 -0.61 -36.79 60.61 0.06
deg +1.0 Ice+1.0 Temp
tnxTower Report - version 6.0.4.0
' November 26, 2012
80 Ft Monopole Tower Structural Analysis CCI BU No 879600
Project Number 553632, Application 169298, Revision 5 Page 16
Load Vertical Shear, Shear, Overturning Overturning Torque
Combination Moment, M Moment, M,
K K K kip -ft kip -ft klp -ft
1.2 Dead +1.0 Wind 330 30.58. -0.62 -1.06 -62.13 35.25 0.01
deg +1.0 Ice +1.0 Temp
Dead +Wind 0 deg - Service 11.82 0.03 -2.11 - 120.13 -1.44 -0.07
Dead +Wind 30 deg - Service 11.82 1.07 -1.81 - 103.17 -60.20 -0.09
Dead +Wind 60 deg - Service 11.82 1.80 -1.07 -61.28 - 101.54 -0.12
Dead +Wind 90 deg - Service 11.82 2.07 -0.05 -3.43 - 116.54 -0.12
• Dead +Wind 120 deg - 11.82 1.80 1.00 56.03 - 101.49 -0.08
Service
Dead +Wind 150 deg - 11.82 1.00 1.79 101.21 -56.11 -0.01
Service
Dead +Wind 180 deg - 11.82 -0.02 2.08 117.58 1.30 0.07
Service
Dead +Wind 210 deg - 11.82 -1.03 1.81 102.22 58.26 0.14
Service
Dead +Wind 240 deg - 11.82 -1.81 1.03 58.24 102.43 0.15
Service
Dead +Wind 270 deg - 11.82 -2.06 -0.01 -0.92 116.42 0.12
Service
Dead +Wind 300 deg - 11.82 -1.78 -1.03 -59.14 100.43 0.05
Service
Dead +Wind 330 deg - 11.82 -1.03 -1.79 - 101.94 58.18 -0.03
Service
Solution Summary I
Sum of Applied Forces Sum of Reactions
Load PX PY PZ PX PY PZ % Error
Comb. K K K K K K
1 0.00 -11.82 0.00 0.00 11.82 0.00 0.000%
2 0.11 -14.18 -9.44 -0.11 14.18 9.44 0.000%
3 0.11 -10.63 -9.44 -0.11 10.63 9.44 0.000%
4 4.78 -14.18 -8.10 -4.78 14.18 8.10 0.000%
5 4.78 -10.63 -8.10 -4.78 10.63 8.10 0.000%
6 8.07 -14.18 -4.80 -8.07 14.18 4.80 0.000%
7 8.07 -10.63 -4.80 -8.07 10.63 4.80 0.000%
• 8 9.26 -14.18 -0.23 -9.26 14.18 0.23 0.000%
9 9.26 -10.63 -0.23 -9.26 10.63 0.23 0.000%
10 8.06 -14.18 4.46 -8.06 14.18 -4.46 0.000%
11 8.06 -10.63 4.46 -8.06 10.63 -4.46 0.000%
12 4.46 -14.18 8.02 -4.46 14.18 -8.02 0.000%
13 4.46 -10.63 8.02 -4.46 10.63 -8.02 0.000%
14 -0.10 -14.18 9.32 0.10 14.18 -9.32 0.000%
15 -0.10 -10.63 9.32 0.10 10.63 -9.32 0.000%
16 -4.63 -14.18 8.10 4.63 14.18 -8.10 0.000%
17 -4.63 -10.63 8.10 4.63 10.63 -8.10 0.000%
18 -8.13 -14.18 4.64 8.13 14.18 -4.64 0.000%
19 -8.13 -10.63 4.64 8.13 10.63 -4.64 0.000%
20 -9.24 -14.18 -0.03 9.24 14.18 0.03 0.000%
21 -9.24 -10.63 -0.03 9.24 10.63 0.03 0.000%
22 -7.97 -14.18 -4.63 7.97 14.18 4.63 0.000%
23 -7.97 -10.63 -4.63 7.97 10.63 4.63 0.000%
24 -4.62 -14.18 -8.01 4.62 14.18 8.01 0.000%
25 -4.62 -10.63 -8.01 4.62 10.63 8.01 0.000%
26 0.00 -30.58 0.00 0.00 30.58 0.00 0.000%
27 0.01 -30.58 -1.24 -0.01 30.58 1.24 0.000%
28 0.63 -30.58 -1.07 -0.63 30.58 1.07 0.000%
29 1.07 -30.58 -0.62 -1.07 30.58 0.62 0.000%
• 30 1.24 -30.58 -0.02 -1.24 30.58 0.02 0.000%
31 1.08 -30.58 0.60 -1.08. 30.58 -0.60 0.000%
32 0.61 -30.58 1.06 -0.61 30.58 -1.06 0.000%
33 -0.01 -30.58 1.23 0.01 30.58 -1.23 0.000%
34 -0.62 -30.58 1.07 0.62 30.58 -1.07 0.000%
35 -1.08 -30.58 0.61 1.08 30.58 -0.61 0.000%
36 -1.24 -30.58 -0.01 1.24 30.58 0.01 0.000%
37 -1.07 -30.58 -0.61 1.07 30.58 0.61 0.000%
38 -0.62 -30.58 -1.06 0.62 30.58 1.06 0.000%
tnxTower Report - version 6.0.4.0
•
November 26, 2012
80 Ft Monopole Tower Structural Analysis CC/ BU No 879600
Project Number 553632, Application 169298, Revision 5 Page 17
Sum of Applied Forces Sum of Reactions
Load PX PY PZ PX PY PZ % Error
Comb. K K K K K K
39 0.03 -11.82 -2.11 -0.03 11.82 2.11 0.000%
40 1.07 -11.82 -1.81 -1.07 11.82 1.81 0.000%
41 1.80 -11.82 -1.07 -1.80 11.82 1.07 0.000%
42 2.07 -11.82 -0.05 -2.07 11.82 0.05 0.000%
43 1.80 -11.82 1.00 -1.80 11.82 -1.00 0.000%
44 1.00 -11.82 1.79 -1.00 11.82 -1.79 0.000%
45 -0.02 -11.82 2.08 0.02 11.82 -2.08 0.000%
46 -1.03 -11.82 1.81 1.03 11.82 -1.81 0.000%
47 -1.81 -11.82 1.03 1.81 11.82 -1.03 0.000%
48 -2.06 -11.82 -0.01 2.06 11.82 0.01 0.000%
49 -1.78 -11.82 -1.03 1.78 . 11.82 1.03 0.000%
50 -1.03 -11.82 -1.79 1.03 11.82 1.79 0.000%
Non - Linear Convergence Results I
Load Converged? Number Displacement Force
Combination of Cycles Tolerance Tolerance
1 Yes 4 0.00000001 0.00000001
2 Yes 4 0.00000001 0.00002050
3 Yes 4 0.00000001 0.00001338
4 Yes 4 0.00000001 0.00017795
5 Yes 4 0.00000001 0.00011441
6 Yes 4 0.00000001 0.00019838
7 Yes 4 0.00000001 0.00012796
8 Yes 4 0.00000001 0.00003249
9 Yes 4 0.00000001 0.00002117
10 Yes 4 0.00000001 0.00016765
11 Yes 4 0.00000001 0.00010844
12 Yes 4 0.00000001 0.00016751
13 Yes 4 0.00000001 0.00010835
14 Yes 4 0.00000001 0.00003112
15 Yes 4 0.00000001 0.00002033
16 Yes 4 0.00000001 0.00020241
. 17 Yes 4 0.00000001 0.00013097
18 Yes 4 0.00000001 0.00016632
19 Yes 4 0.00000001 0.00010717
20 Yes 4 0.00000001 0.00002438
21 Yes 4 0.00000001 0.00001589
22 Yes 4 0.00000001 0.00017587
23 Yes 4 0.00000001 0.00011357
24 Yes 4 0.00000001 0.00019227
25 Yes 4 0.00000001 0.00012433
26 Yes 4 0.00000001 0.00000622
27 Yes 4 0.00000001 0.00014692
28 Yes 4 0.00000001 0.00014647
29 Yes 4 0.00000001 0.00014436
30 Yes 4 0.00000001 0.00013954
31 Yes 4 0.00000001 0.00013792
32 Yes 4 0.00000001 0.00013612
33 Yes 4 0.00000001 0.00013606
34 Yes 4 0.00000001 0.00013840
35 Yes 4 0.00000001 0.00014088
36 Yes 4 0.00000001 0.00014155
37 Yes 4 0.00000001 0.00014505
38 Yes 4 0.00000001 0.00014643
39 Yes 4 0.00000001 0.00000001
40 Yes 4 0.00000001 0.00000001
41 Yes 4 0.00000001 0.00000001
42 Yes 4 0.00000001 0.00000001
43 Yes 4 0.00000001 0.00000001
44 Yes 4 0.00000001 0.00000001
45 Yes 4 0.00000001 0.00000001
46 Yes 4 0.00000001 0.00000001
47 Yes 4 0.00000001 0.00000001
48 Yes 4 0.00000001 0.00000001
tnxTower Report - version 6.0.4.0
I
November 26, 2012
80 Ft Monopole Tower Structural Analysis CCI BU No 879600
Project Number 553632, Application 169298, Revision 5 Page 18
49 Yes 4 0.00000001 0.00000001
50 Yes 4 0.00000001 0.00000001
Maximum Tower Deflections - Service Wind I
Section Elevation Horz. Gov. Tilt Twist
No. Deflection Load
ft in Comb. °
L1 80 - 40 3.779 39 0.3411 0.0006
L2 40 - 0 1.162 39 0.2397 0.0005
Critical Deflections and Radius of Curvature - Service Wind I
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
ft Comb. in ft
82.00 Lightning Rod 4'x5/8" 39 3.779 0.3411 0.0006 70366
78.00 P40- 16XLPP -RR w/ Mount Pipe 39 3.630 0.3377 0.0006 70366
70.00 RR45- 19- 04DPL4 w/ Mount Pipe 39 3.039 0.3238 0.0006 35183
58.00 VHLP2 -23 39 2.200 0.2986 0.0006 15992
57.00 VHLP2 -23 39 2.134 0.2961 0.0006 15297
56.00 VHLP1 -23 39 2.069 0.2935 0.0006 14659
55.00 840 10057 w/ Mount Pipe 39 2.005 0.2909 0.0006 14073
40.00 ACUTIME 2000 39 1.162 0.2397 0.0005 9178
18.00 ACUTIME 2000 39 0.392 0.1203 0.0003 19545
Maximum Tower Deflections - Design Wind I
Section Elevation Horz. Gov. Tilt Twist
No. Deflection Load
ft in Comb. °
L1 80 - 40 16.937 2 1.5292 0.0028
L2 40 - 0 5.206 2 1.0740 0.0023
Critical Deflections and Radius of Curvature - Design Wind I
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
ft Comb. in ft
82.00 Lightning Rod 4'x5/8" 2 16.937 1.5292 0.0028 15712
78.00 P40- 16XLPP -RR w/ Mount Pipe 2 16.269 1.5142 0.0028 15712
70.00 RR45- 19- 04DPL4 w/ Mount Pipe 2 13.622 1.4517 0.0027 7856
58.00 VHLP2 -23 2 9.859 1.3382 0.0026 3570
57.00 VHLP2 -23 2 9.564 1.3270 0.0026 3415
56.00 VHLP1 -23 2 9.272 1.3155 0.0026 3272
55.00 840 10057 w/ Mount Pipe 2 8.984 1.3036 0.0025 3141
40.00 ACUTIME 2000 2 5.206 1.0740 0.0023 2048
18.00 ACUTIME 2000 2 1.757 0.5388 0.0012 4360
Compression Checks I . .
tnxTower Report - version 6.0.4.0 •
November 26, 2012
80 Ft Monopole Tower Structural Analysis CC! BU No 879600
Project Number 553632, Application 169298, Revision 5 Page 19
- Pole Design Data I
Section Elevation Size L L„ Kl /r A P. OP„ Ratio
No. P
ft ft ft in K K 4)P.
L1 80 - 40 (1) P24x3/8 40.00 0.00 0.0 27.832 -7.65 1252.46 0.006
5
L2 40 - 0 (2) P30x3/8 40.00 0.00 0.0 34.901 -14.17 1478.58 0.010
1
Pole Bending Design Data I
Section Elevation Size M OM,, Ratio M 4M„ y Ratio
No. Muu Muy
ft kip -ft kip -ft ow kip -ft kip -ft QMur
L1 80 - 40 (1) P24x3/8 197.80 720.83 0.274 0.00 720.83 0.000
L2 40 - 0 (2) P30x3/8 538.40 1101.03 0.489 0.00 1101.03 0.000
Pole Shear Design Data I
Section Elevation Size Actual 4V„ Ratio Actual oT„ Ratio
No. V V T T
ft K K it./„ kip -ft kip -ft (1)7"
„
L1 80 - 40 (1) P24x3/8 7.38 626.23 0.012 0.32 1213.93 0.000
L2 40 - 0 (2) P30x3 /8 9.45 739.29 0.013 0.32 1802.60 0.000
Pole Interaction Design Data I
Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria
No. P M M V T Stress Stress
ft 4)P„ 4)Mu, 4)M„ y +V„ 4T„ Ratio Ratio
L1 80 - 40 (1) 0.006 0.274 0.000 0.012 0.000 0.281 1.000 4.8.2 ✓
V
L2 40 - 0 (2) 0.010 0.489 0.000 0.013 0.000 0.499 1.000 482 ✓
V
Section Capacity Table I
Section Elevation Component Size Critical P 0P % Pass
• No. ft Type Element K K Capacity Fail
L1 80 - 40 Pole P24x3/8 1 -7.65 1252.46 28.1 Pass
L2 40 - 0 Pole P30x3/8 2 -14.17 1478.58 49.9 Pass
Summary
Pole (L2) 49.9 Pass
RATING = 49.9 Pass
tnxTower Report - version 6.0.4.0
•
November 26, 2012
80 Ft Monopole Tower Structural Analysis CC! BU No 879600
Project Number 553632, Application 169298, Revision 5 Page 21
•
APPENDIX B
BASE LEVEL DRAWING
•
tnxTower Report - version 6.0.4.0
BUSINESS UNIT: 879500 TOWER ID: C11
(RESERVED)
(3) 1- 7/16 TO 78 FT LEVEL
(PROPOSED -IN ADORION TO INSTALLED)
law 2) 5/16' TO SS FT LEVEL
ALLED -IN (2) 2 CONDUITS)
4) 6/16' TO 63 FT LEVEL
(INSTALLED) 4) 1/2 70 63 FT LEVEL (t1 6 ' TO 40 FT LEVEL
(INSTALLED)
(1) 1/2 70 18 FT LEVEL
(INSTALLED)
(8) 1 -5/8' TO 70 FT LEVEL
November 26, 2012
80 Ft Monopole Tower Structural Analysis CCI BU No 879600
Project Number 553632, Application 169298, Revision 5 Page 22
APPENDIX C
ADDITIONAL CALCULATIONS
tnxTower Report - version 6.0.4.0
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 #: 879600 TIA Revision: G
Site Name: SCHOLLS FERRY /BULL MT /QWE Max. Factored Shaft Mu: 590.8852 ft (* Note)
App #: 169298 Max. Factored Shaft Pu: 14 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 I <- Disregard Load Factor Shaft Factored Loads
1.00 Mu: 590.8852 ft -kips
Pier Properties 1.00 Pu: 14 kips
Concrete:
Pier Diameter =I 5.5 Ift Material Properties
Concrete Area = 3421.2 in Concrete Comp. strength, fc = 3000 psi
Reinforcement yield strength, Fy = 60 ksi
Reinforcement: Reinforcing Modulus of Elasticity, E = 29000 ksi
Clear Cover to Tie= 3.00 in Reinforcement yield strain = 0.00207
Horiz. Tie Bar Size= 5 Limiting compressive strain =I 0.003
Vert. Cage Diameter = 4.79 ft ACI 318 Code
Vert. Cage Diameter = 57.48 in Select Analysis ACI Code =I 2005
Vertical Bar Size =I 10 I Seismic Properties
Bar Diameter = 1.27 in Seismic Design Category =I D I
Bar Area = 1.27 in Seismic Risk = High
Number of Bars =I 9 I
As Total= 11.43 in Solve <- Press Upon Completing All Input
A s/ Aconc, Rho: 0.0033 0.33% (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
200 / Fy: 0.0033 Air. �� Mu /Ae ■!•
Mu
i
T •//
Case 1 Case 2
Dist. From Edge to Neutral Axis: 8.25 in
Extreme Steel Strain, et: 0.0188
Minimum Rho Check: et > 0.0050, Tension Controlled
Actual Req'd Min. Rho: 0.33% Flexural Reduction Factor,c): 0.900
Provided Rho: 0.33% OK
Ref. Shaft Max Axial Capacities, 4) Max(Pn or Tn):
Max Pu = (9 =0.65) Pn. Output Note: Negative Pu= Tension
Pn per ACI 318 (10 -2) 4877.96 kips For Axial Compression, cp Pn = Pu: 14.00 kips
at Mu= (4= 0.65)Mn =_ 2329.45 ft-kips Drilled Shaft Moment Capacity, cpMn: 1474.94 ft - kips
Drilled Shaft Superimposed Mu: 590.89 ft-kips
Max Tu, (c)=0.9) Tn = 617.22 kips
at Mu= 0= (0.90)Mn= 0.00 ft - kips I (Mu /cpMn, Drilled Shaft Flexure CSR: I 40.1% I
Drilled_Shaft_Moment_Capacity, DSMC, Version 1.1 - Effective 04/01/ 2010 Analysis Date: 11/26/2012
Stiffened or Unstiffened, Exterior Flange Plate - Any Bolt Material TIA Rev G
Reactions Bolt Threads:
Site Data Mu 198 ft -kips X- Excluded
BU #: 879600 Axial, Pu: 7.7 kips 9Vn= cp(0.55 *Ab *Fu)
Site Name: SCHOLLS FERRY /BULL MT /QWEST Shear, Vu: 7.4 kips cp =0.75, cp'Vn (kips):
App #: 169298 Rev 5 Elevation: 40 feet 21.87
I Pole Manufacturer:l Other I Ilf No stiffeners, Criteria: I TIA G I< - Only Applcable to Unstiffened Cases
Flange Bolt Results Rigid
Bolt Data Bolt Tension Capacity, cp *Tn,B1: 30.06 kips p•Tn
Qty: 32 Adjusted cp'Tn (due to Vu =Vu /Qty), B: 30.06 kips cpTn[(1 (Vu/,Vn) ^2] ^0.5
Diameter (in.): 0.75 - Bolt Fu: 120 Max Bolt directly applied Tu: 10.91 Kips
Bolt Material: A325 Bolt Fy: 92 Min. PL "tc" for B cap. w/o Prv: 0.957 in
N /A: < -- Disregard Min PL "treq" for actual T w/ Pry: 0.448 in
N /A: <— Disregard Min PL "t1" for actual T w/o Pry: 0.577 in
Circle (in.): 26.625 _ T allowable w/o Prying: 30.06 kips a' <0 case
Prying Force, q: 0.00 kips
Plate Data Total Bolt Tension =Tu +q: 10.91 kips
Diam: 29.125 in Non -Prying Bolt Stress Ratio, Tu /B: 36.3% Pass
Thick, t: 1.375 in
Grade (Fy): 36 ksi Exterior Flange Plate Results Flexural Check Rigid
Strength, Fu: 58 ksi Compression Side Plate Stress: 8.2 ksi TIA G
Single -Rod B -eff:_ 2.36 in Allowable Plate Stress: 32.4 ksi 9•Fy
Compression Plate Stress Ratio: 25.4% Pas Comp. Y.L. Length:
Stiffener Data (Welding at Both Sides) No Prying 11.53
Config: 0 Tension Side Stress Ratio, (treq /t) ^2: 10.6% Pass
Weld Type:
Groove Depth: in " n/a
Groove Angle: degrees Stiffener Results
Fillet H. Weld: <— Disregard Horizontal Weld : n/a
Fillet V. Weld: in Vertical Weld: n/a
Width: in Plate Flex +Shear, fb /Fb +(fv /Fv) "2: n/a
Height: in Plate Tension +Shear, R/Ft +(fv /Fv) ^2: n/a
Thick: in Plate Comp. (AISC Bracket): n/a
Notch: in Pole Results
Grade: ksi Pole Punching Shear Check: n/a
. Weld str.:_ e P • _ Pole Data f „" ii-- ° ` ` e
Diam: 24 in o o f
Thick: 0.375 in
Grade: 50 ksi i o ) o ?.
# of Sides: 0 "0" IF Round 6 a . a •
Fu 65 ksi \ . ° v a &
Reinf. Fillet Weld 0 _ "0" if None `. o o ,/
• 0 = none, 1 = every bolt, 2 = every 2 bolts, 3 = 2 per bolt
•• Note: for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes
CClplate 1.5 - Ext Flange G 1.3, Effective March 19, 2012 Analysis Date: 11/26/2012
il
It
Stiffened or Unstiffened, Interior Flange Plate - Any Bolt Material TIA Rev G
Site Data Reactions Bolt Threads:
BU#: 879600 Moment: 198 ft-kips X- Excluded
Site Name: SCHOLLS FERRY /BULL Axial: 7.7 kips (pVn= c)(0.55 *Ab*Fu)
App #: 169298 Rev 5 Shear: 7.4 kips q)=0.75, m *Vn (kips):
I Exterior Flange Run, T +q: 10.91 kips 21.87
I Manufacturer:I Other I
Elevation:I 40 I feet
Bolt Data
Qty: 32
Diam: 0.75 Bolt Fu: 120
Bolt Material: A325 Bolt Fy: 92 Interior Flange Bolt Results
N /A: < -- Disregard Maximum Bolt Tension, Tu: 10.9 Kips, Ext. Tu= Interior Tu
N /A: <— Disregard Adjusted cP *Tn (due to Vu =Vu /Qty), 30.1 Kips
Circle: 26.625 in Bolt Stress Ratio: 36.3% Pass
Plate Data
Plate Outer Diam: 29.25 in Interior Flange Plate Results Flexural Check
Plate Inner Diam: 29.25 in (Hole @ Ctr) Controlling Bolt Axial Force: 11.4 Kips, Ext. Cu= Interior Cu
Thick: 1.375 in Plate Stress: 11.0 ksi
Grade: 36 ksi Allowable Plate Stress, cp *Fy: 32.4 ksi
Effective Width: 2.87 in Plate Stress Ratio: 34.0% Pass
Stiffener Data (Welding at Both Sides) n/a
Config: 0 * Stiffener Results
Weld Type: Horizontal Weld : n/a
Groove Depth: in ** Vertical Weld: n/a
Groove Angle: degrees Plate Flex +Shear, fb /Fb +(fv /Fv) ^2: n/a
Fillet H. Weld: <— Disregard Plate Tension +Shear, ft/Ft +(fv /Fv) ^2: n/a
` Fillet V. Weld: in Plate Comp. (AISC Bracket): n/a
Width: in
Height: in Pole Results
Thick: in Pole Punching Shear Check: n/a
Notch: in
Grade: ksi
Weld str.: ksi ��
Pole Data 76 - -- o \
Pole OuterDiam: 30 in / i o �. o
Thick: 0.375 in (
Pole Inner Diam: 29.25 in to ) o ,� •
I Grade: 50 ksi / / i • •
# of Sides: 0 "0" IF Round o / o
• Fu_ 65 _ksi o o /
0
1, • 0 = none, 1 = every bolt, 2 = every 2 bolts, 3 = 2 per bolt
** Note: for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes
CCIplate 1.5 - Int Flange G 1.2, Effective March 19, 2012 Analysis Date: 11/26/2012
•
o
Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Material
I TIA Rev G Clear space between bottom of leveling nut and top of concrete not exceeding (1) *(Rod Diameter)
Site Data Reactions
BU#: 879600 Mu: 538 ft-kips
Site Name: SCHOLLS FERRY /BULL MT /QWEST Axial, Pu: 14 kips
App #: 169298 Rev 5 Shear, Vu: 9 kips
I Pole Manufacturer:I Other I Eta Factor, g 0.5 TIA G (Fig. 4-4)
Anchor Rod Data Ilf No stiffeners, Criteria: I AISC LRFD I < - 0nly Applcable to Unstiffened Cases
Qty: 10
Diam: 2.25 in
Rod Material: A615 -J Anchor Rod Results Rigid
Strength (Fu): 100 ksi Max Rod (Cu+ Vu /r ): 74.9 Kips AISC LRFD
Yield (Fy): 75 ksi Allowable Axial, c *Fu *Anet: 260.0 Kips cp
Bolt Circle: 36 in Anchor Rod Stress Ratio: 28.8% Pass
Plate Data
Diam: 42 in Base Plate Results Flexural Check Rigid
Thick: 2 in Base Plate Stress: 14.8 ksi AISC LRFD
Grade: 36 ksi Allowable Plate Stress: 32.4 ksi cp•Fy
Single -Rod B -eff: 9.42 in Base Plate Stress Ratio: 45.8% Pass Y.L. Length:
19.90
Stiffener Data (Welding at both sides) n/a
Config: 0 * Stiffener Results
Weld Type: Horizontal Weld : n/a
Groove Depth: in ** Vertical Weld: n/a
Groove Angle: degrees Plate Flex +Shear, fb /Fb +(fv /Fv) ^2: n/a
Fillet H. Weld: < -- Disregard Plate Tension +Shear, ft/Ft +(fv /Fv) ^2 n/a
Fillet V. Weld: in Plate Comp. (AISC Bracket): n/a
Width: in
Height: in Pole Results
Thick: in Pole Punching Shear Check: n/a
Notch: in
Grade: ' ksi
Weld str.: ksi
Pole Data I
Diam: 30 in /O o
Thick: 0.375 in / /
Grade: 50 ksi /
# of Sides: 0 •0• IF Round
Fu 65 ksi o 01
Reinf. Fillet Weld 0 "0" if None ! t' =- i
\\0 O x x
O O t
0
*0 = none, 1 = every bolt, 2 = every 2 bolts, 3 = 2 per bolt
*• Note: for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes
CClplate 1.5 - Circular Base G 1.3, Effective March 19, 2012 Analysis Date: 11/26/2012
S
Monopole Drilled Pier
Checks capacity of a single drilled shaft foundation for a O
�• monopole per TIA -222 -G
BU#: 879600
AS E
•. Site Name: SCHOLLS FERRY /BULL MT /QWEST
App Number: 169298 ACI 318 Version:I 20051
Factored Design Reactions Design Checks
Shear. S: 9.00 kips Capacity/ Demand/
Moment. Mt: 538.00 ft-kips Availability Limits Check
Tower Weight, Wt: 14.00 kips Bearing Pressure (ksf): 6.75 3.41 OK
Tower Height. H: 80 ft Minimum Req'd Dia. (ft): 5.50 4.00 OK
Base Diameter. BD: 30.0 in Rebar Area (in'): 11.43 11.40 OK
Pier moment capacity (k -h): 1474.94 590.89 OK
Foundation Dimensions Rebar spacing (in): 18.79 2 < Bs <18 Acceptable
Caisson Diameter. CD: 5.5 ft Development Length (in): 177.76 55.65 OK
Ext. Above Grade. E: 0.5 ft Soil moment capacity (FOS): 6.80 1.33 OK
Depth Below Grade. L: 21.0 ft
Neglected Depth, N: 3.0 ft
Rebar Size. Sp: 10
Rebar Quantity. mp: 9 l✓ Assume 0.33 %Mlnimum Steel?
Tie Size, tp: 5
Material Properties
Rebar Tensile, Fy: 60 ksi
Concrete Strength, F'c: 3000 psi
Concrete Density. 6x: 131 pct Pier: 40.1%
Clear Cover. cc: 3 in
Soil: 19.6%
Soil Properties
Soil Unit Weight, 7: 103 pcf
Seismic Design Cat, z: D
Caisson Analysis
Depth to Zero Shear: 5.9 ft
Max Moment: 590.89 ft -kips
Overturning FOS:_ 6.8 _
Depth j (Shear I jMoment j
2.15 ft 9 kips 558.3 ft -kips
4.3 ft 6.7 kips 576.8 ft -kips
6.45 ft -2.1 kips 582.5 ft -kips
Monopole Drilled Pier (Caisson)_Rev G Version 1.3 Effective Date: 04/26/2012
879600- Caisson.txt
CAISSON version 10.40 11:23:16 AN Monday, November 26, 2012
Crown Castle USA
aseseeaeesasaaaeaeasa a aaaaeesaaesaercasaeenne a seeceeseseceeee soon* neeea ease.*.... secean eeeanaenan<
, e e
e CAISSON - Pier Foundations Analysis and Design - Copyright Power Line Systems, Inc. 1993 -2010 e
s
80804d400 COdOGO0O0004ddOQ400000000d030 40000eee eeeeeenenneeefeeeee ►eeeeeeeeene a eeeeeeee ennnen eeeeee
Project Title: Bu# 879600
a• Project Notes: WO# 553632
Calculation Method: Full 8CD
* * * * * * 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) (ksi) (ksi)
5.50 0.50 3.00 60.00
Soil Properties
Layer Type Thickness Depth at Top Density Cu KP PHI
of Layer
(ft) (ft) (lbs /ftA3) (psf) (deg)
1 Clay 3.00 0.00 120.0
2 Sand 12.00 3.00 120.0 2.882 29.00
3 sand 5.50 15.00 57.6 2.882 29.00
Design (Factored) Loads at Top of Pier
Moment Axial Shear Additional Safety
Load Load Factor Against
Soil Failure
(ft -k) (kips) (kips)
538.0 14.0 9.00 6.80
eesesee R E S U L T S
Calculated Pier Properties
Length weight End Bearing
Pressure
(ft) (kips) (psf)
21.500 76.620 589.3
ultimate Resisting Forces Along Pier
Type Distance of Top of Laver Thickness Density Cu KP Force Arm
5. to Top of Pier
(ft) (ft) (lbs /ftA3) (psf) (kips) (ft)
Clay 0.50 3.00 120.0 0.00 2.00
. sand 3.50 12.00 120.0 2.882 616.29 10.83
Sand 15.50 0.05 57.6 2.882 3.90 15.52
Sand 15.55 5.95 57.6 2.882 - 558.98 18.61
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 61.2 3665.0 9.0 539.0
2.15 61.2 3796.6 9.0 558.3
4.30 45.7 3922.3 6.7 576.8
6.45 -14.1 3960.9 -2.1 582.5
8.60 -100.3 3842.6 -14.8 565.1
10.75 -212.9 3510.7 -31.3 516.3
12.90 -351.8 2908.4 -51.7 427.7
15.05 -517.1 1979.0 -76.0 291.0
17.20 -413.4 907.0 -60.8 133.4
19.35 -213.0 231.3 -31.3 34.0
21.50 -0.0 0.0 -0.0 0.0
s
Page 1