Report u3° 2 0) 2-
00 5
4 :r v FL „We? B+T GRP
July 13, 2012
SEP 1 1 2012
Ms. Cathy Garziano ��p�;B&T Engineering, Inc.
Crown Castle
CI j T�anru,J1717 S. Boulder, Suite 300
5350 North 48th Street Suite 305 UILDING DIVISCO ulssa, OK 74119
Chandler,AZ 85226 V vv ii II��JJ��18) 587-4630
(480)735-6952 ctuttle @btengineering.corn
Subject: Structural Analysis Report
Carrier Designation: Sprint PCS Co-Locate-Interim Loading
Carrier Site Number: PO54XC011
Carrier Site Name: N/A
Crown Castle Designation: Crown Castle BU Number: 879602
Crown Castle Site Name: Barrows RD
Crown Castle JDE Job Number: 179416
Crown Castle Work Order Number: 496950
Crown Castle Application Number: 150758 Rev. 4
Engineering Firm Designation: B&T Engineering, Inc. Project Number: 78702.001
Site Data: 16744 SW Scholls Ferry Road, Beaverton,Washington County, OR
Latitude 45°25'34.61", Longitude-122°50'53.85"
100 Foot-Monopole Tower
Dear Ms. Garziano,
B+T Group is pleased to submit this "Structural Analysis Report" to determine the structural integrity of the
above mentioned tower. This analysis has been performed in accordance with the Crown Castle Structural
'Statement of Work' and the terms of Crown Castle Purchase Order Number 467312, in accordance with
R.
application 150758, revision 0.
The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we
have determined the tower stress level for the structure and foundation, under the following load case, to be:
LC5: Existing + Proposed Equipment Sufficient Capacity
Note:See Table 1 and Table 2 for the proposed and existing loading,respectively.
The analysis has been performed in accordance with the TIA-222-G standard and the 2010 Oregon Structural
Specialty Code (2009 IBC) 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 equipment proposed in this report shall be installed in accordance with the attached drawings for the
determined available structural capacity to be effective.
We at B+T Group appreciate the opportunity of providing our continuing professional sery-:s to you and Crown
Castle. If you have any questions or need further assistance on this or any other proje ease give us a call.
Respectfully submitted by: r 'to
p It I
•iEGt7N
Raul Ortiz Jr., E.I.T. Chad E. Tuttle, P E t3 �'R
Project Engineer President
tnxTower Report-version 6.0.4.0
July 13, 2012
100 Ft Monopole Tower Structural Analysis Report CC!BU No. 879602
Project Number 78702.001,Application 150758, Revision 4 Page 2
TABLE OF CONTENTS
1) INTRODUCTION
2)ANALYSIS CRITERIA
Table 1 -Proposed Antenna and Cable Information
Table 2-Existing Antenna and Cable Information
Table 3-Design Antenna and Cable Information
3)ANALYSIS PROCEDURE
Table 4-Documents Provided
3.1)Analysis Method
3.2)Assumptions
4)ANALYSIS RESULTS
Table 5-Section Capacity(Summary)
Table 6-Tower Component Stresses vs. Capacity
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
July 13, 2012
100 Ft Monopole Tower Structural Analysis Report CCI BU No. 879602
Project Number 78702.001,Application 150758,Revision 4 Page 3
1) INTRODUCTION
This tower is a 100 ft. Monopole tower designed by Summit in April of 2001. The tower was originally designed
for a wind speed of 85 mph per TINEIA-222-F.
2)ANALYSIS CRITERIA
The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G
Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3-second gust wind
speed of 95 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) _
3 Powerwave P65.16-XLPP-RR '
Technologies
1 I Dragonwave Horizon Compact Plus
98.0 100.0 1 , Andrew VHLP2-18 3 17/16 —
Samsung ' 1 13/64
3 Telecommunications RRH-C2C w/Ext Filter
Samsung
3 Telecommunications RRH-P4
Table 2-Existing Antenna and Cable Information
Center
.. Number Number Feed
Mounting Line Antenna
of Antenna Model of Feed Line Note
Level (ft) Elevation Antennas Manufacturer Lines Size(in)
(ft)
100.0 j 6 Ems Wireless I RR65-19-02DP 6 1 1/4 11
98.0
I- 98.0 1 — 'Platform Mount[LP 714-1] — I — 1 1
3 Ems Wireless I RR33-20-00DP
90.0 90.0 3 Ems Wireless I RR65-19-00DP 18 7/8 1
{ 1 I — T-Arm Mount[TA 602-3]
4 Kathrein 840 10057
85.0 85 0 4 Clearwire Type IV BTS 5 5/16 1
82 0 1 I Radiowaves HP2-23 1 1/2
I 1 I Trimble I ACUTIME 2000
Notes:
1) Existing Equipment
2) Equipment to be Removed
Table 3-Design Antenna and Cable Information
Center Number Number Feed
Mounting Line Antenna
of Antenna Model of Feed Line
Level (ft) Elevation Antennas Manufacturer Lines Size(in)
(ft)
100 100 j 1 1 -- I 14' Low Profile Platform
I 12 I EMS I RV90-17-00DP Pcs Panel 1
tnxTower Report-version 6.0.4.0
July 13, 2012
100 Ft Monopole Tower Structural Analysis Report CCI BU No. 879602
Project Number 78702.001,Application 150758, Revision 4 Page 4
•
Center Number Number Feed
Mounting Line of Antenna Antenna Model of Feed Line
Level (ft) Elevation Antennas Manufacturer Lines Size(in)
90 1 1 — 14'Low Profile Platform N
90
12 EMS RV90-17-00DP Pcs Panel
80 80 1 -- 14'Low Profile Platform
12 ( EMS RV90-17-00DP Pcs Panel
3)ANALYSIS PROCEDURE
Table 4- Documents Provided
Document Remarks Reference l Source
Online Application Sprint Co-Location Revision#0 1 150758 CCI Sites
Tower Manufacturing Drawings Summit Manufacturing ,LLC 1625431 CCI Sites
Job.29201-0364
Foundation/Geotechnical Data Summit Manufacturing , LLC 1486071 CCI Sites
Job.29201-0364
Antenna Configuration ( Crown CAD Package Date:06/05/2012 J CCI Sites
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) Mount areas and weights are assumed based on photographs provided.
This analysis may be affected if any assumptions are not valid or have been made in error. B&T
Engineering, Inc. should be notified to determine the effect on the structural integrity of the tower.
4)ANALYSIS RESULTS
Table 5-Section Capacity(Summary)
Section Elevation(ft)1 Component I SIB l Critical
ament I P(K) 5F'(R) Capacity' Pass 1 Fail
allow'
L1 100-72.75 Pole TP26.088x22x0.188 1 -5.765 1023.680 39.5 Pass
L2 72.75-36 Pole TP31.227x25.225x0.219 2 -9.857 1415.830 75.2 Pass
L3 36-0 Pole TP36.19x30.189x0.25 3 -15.906 1886.610 90.6 Pass
Summary
Pole(L3) 90.6 Pass
Rating is 90.8 Pass
tnxTower Report-version 6.0.4.0
July 13, 2012
100 Ft Monopole Tower Structural Analysis Report CCI BU No. 879602
Project Number 78702.001,Application 150758, Revision 4 Page 5
Table 6-Tower Component Stresses vs. Capacity-LC5
Notes Component I Elevation (ft) I %Capacity Pass 1 Fail
1 A nchor Rods j Base j 71.1 Pass
1 Base Plate Base 70.5 1 Pass
1 1 Base Foundation ( Base 40.9 1 Pass
Structure Rating (max from all components)= 90.6%
Notes:
1) See additional documentation in"Appendix C—Additional Calculations"for calculations supporting the%capacity
consumed.
2) Capacities up to 105%are considered acceptable based on analysis methods used.
4.1) Recommendations
N/A
tnxTower Report-version 6.0.4.0
APPENDIX A
TNXTOWER OUTPUT
100.08
11 II DESIGNED APPURTENANCE LOADING
TYPE ELEVATION I TYPE ELEVATION
Lghting Rod(E) '102_ _ RR3320-00DP wl Mount Pipe(E) 90
(2)RR65-19-02DP wl Mount Pipe(E) 98 I RR33-20-00DP wl Mount Pipe(E) 90 /
b _... ._
(2)RR6S19-02DP w/Mount Pipe(E) 98 RR6Si9-00DP w/Mount Pipe(E) '90
(2)RR6S19-02DP w/Mount Pipe(E) 98 RR65-19-00DP wl Mount Pipe(E) 90
P65-16-XLPP-RR w/Mount Pipe(P) 98 RR6S19-000P wl Mount Pips(E) 90
Q w Pipe( ) (2j6xz°r•.tnuntPpe)E) 90
S g 25 IR :2"MountPpe(E) 90°D i'3 RRH-C2C w/EXR FILER(P) e P 98 (2)6'x 2-Mount P pe(E) 90
p ( ) (2)6 P6S16 XLPP RR wl Mount Pie P 98
o n -
RRH-C2C E FILTER(P) 98 m Mount[TA 602-3](E) 90
'I"' ., RRH-C2C w/EXT FILTER(P) 98 RR33-20-00DP w/Mount Pipe(E) 90 ,'
__._..._ _ .
( ' RRH-P4(P) ' 8
98 840 10057 w/Mount Pipe(E) 85
I I RRH-P4(P) 99 (2)840 10057 w/Mount Pipe(E) 85
RRH-P4(P)
98 IACUTIME 2000(E) 85
Horizon Compact(P) 98 Pipe Mount[PM 601-3](E) 85 __ '1
8'0 2"Mount Pipe(Epnterim)) 98 Type IV BTS(E) 85 .1
8'02 Mount Pipe(E(Interim)) 98 Type IV BTS(E) 85 �,
8'x2'Mount Pipe(E(Intenm)) 98 !Type IV BTS(E)
85 •1
72.8* Platform Mount[LP 714-1](El 98 HP2-23(E) 85 _._ I
VHLP2-18(P) 98 840 10057 w/Mount Pipe(E) 85
MATERIAL STRENGTH
GRADE 1 Fy 1 Fu 1 GRADE I Fy I Fu
A607-65 65 ksi 80 ksi
TOWER DESIGN NOTES
III 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.
4. Tower is also designed for a 30 mph basic wind with 1.25 in ice.Ice is considered to increase
n 3 m H 4 m in thickness with height.
0 r n V 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
1
O 8. TOWER RATING:90.6%
1
It
_ _J -� 360.11
VVV i
I
ALL REACTIONS
ARE FACTORED
3 8 S S 0 AXIAL
ft 22 r M 44K
o $ it
SHEAR\MOMENT
2 K 1 J 174 kip-ft
I
ii
TORQUE 0 kip-ft
30 mph WIND-1.250 in ICE
AXIAL
16 K
SHEA I \ MOMENT
16
16 K 1252 kip-ft
0.08
g ,: TORQUE 1 kip ft
. REACTIONS-95 mph WIND
e 'S . s a 2 ii. g
.
B+T Group lob 78702.001-Barrows Rd, ORJBU#879602)
j— 1717 S. Boulder, Suite 300 Project 100 Summit Monopole/App ID:150758;Rev:0
9.1 GRP Tulsa, OK 74119 Cl1Bnt: Crown Castle Drawn by:ROrtiz App'd:
Phone:(918)587-4630 Cod: TIA-222-G Date:07/13/12 Scat.: NTS
FAX: 918 295-0265 Path: Dwp No.E_1
TIA-222-G -95 mph/30 mph 1.250 in Ice Exposure C Maximum Values
Vx Vz Mx - Mz
•
Global Mast Shear(K) Global Mast Moment (kip-ft)
0 5 10 15 20 0 500 1000 1500
110 19.4..���� 149.444
72`75g------�-'�-- -+'-�-�-- --' y-+-4-- - -. -- --I- -4--I--- --~-4-- -4----'+---- 72.750
•
..............
C
0
++
d
W
36.000 _ _ 35.000
•
•
0600 0.000
• 0 5 10 15 20 0 500 1000 1500
• B+T Group 1ob 78702.001-Barrows Rd, OR(BIM 879602)
�J ' 1717 S. Boulder,Suite 300 P`°'e" 100'Summit Monopole/App ID:150758;Rev:0
.T GRP Tulsa,OK 74119 Coe°t: Crown Castle Drawn by:Rortiz A00'd:
Phone:(918)587-4630 Oda' TIA-222-G Date:07/13/12 8u1r NTS
FAX:(918)295-0265 Path:.... 5..12"No.E-4
TIA-222-G - Service - 60 mph Maximum Values
a
Deflection (in) Tilt(deg) Twist(deg)
0 5 10 15 20 0 0.5 1 1.5 0 0.05 0.1
0 100.••• ' ii TOO OM
1 1 1 1 1 I I 1 1 1 1 1 I 1
I I 1 1 1 I I 1 1 1 1 1 1
1 I I 1 1 I I 1 1 I 1 1 I 1
I I I 1 1 1 1 I 1 1 1 1 1 I I 1
1 1 1 1 1 1 1 I 1 1 I I I I 1
1 1 1 1 1 1 1 I 1 I 1 1 I I 1
1 1 1 I I I I I 1 I 1 1 I 1 I
1 1 1 I I I I 1 1 1 1 1 1 I I 1 1
1 1 1 I I I I 1 1 1 1 1 1 1 1
1 1 1 I I I 1 1 1 1 1 1 1 1
1 1 1 I I I I I I I 1 1 1 1
1 1 1 I 11 I I I I I 1 I 1
1 1 1 I I I I I 1 1 1 1 1 I 1
1 1 1 1 1 1 1 1 1 1 1 1 I I I
72.75c_ I I I I I I I I I I I I I I 1 I
__....._. �-- ;--�'-- - --�y---1--�'- 72.75.4
1 I I 1 1 1 1 1 1 1 1 I 1 I I I I
I 1 1 1 1 I 1 1 1 1 1 I I I
I I I I I I I 1 1 1 1 1 1 I 1 1
1 I I I I 1 1 1 1 I I I I 1
1 I I I I 1 I I 1 I t I 1 1 I
I I I 11 I I I I 1 1 1 1
1 1 1 1 1 I I I I I 1 I 1
1 1 I 1 1 I I I I I I I I I 1
, I I
1 I I I I I I I I I I I
� I I I I I I I
I I I I
I I I I
I I
1 I
I I I I I I I I I
1 I I I I I I I I I I I
I I
I. CI3 I I I I I I I I 11 I I I I I I
I I I I I I I I I I I I
0 / '
MI /'', I I I I I I I I I I I I I I I I■
1 1 I I I I I I I I I I I I I I I I 1 I
V . 1 1 I I I I I I I I I I I I I I I I I I I
1 I I 1 I I I I I I I I I I I I I I I I
I I I I I I I I I I I I I I I I
I I I I I I I 1 1 1 1 I I I I I I I I
38,00(L _ 38.000
1 1 1 r I l T I 1 1 i 1 I 1 I I - I I I I
I I I 1 I 1 1 1 1 I 1 I I I I I I
I I I 11 I 1 I I I I I I I I I
I I 1 I 1 1 I I I I I I I I
I I I I I I I I I I I I I I I
1 1 1 1 1 1 1 1 1 1 I I I I I I
I I I I I I 1 1 1 I I I I i
1 I 1 1 1 1 1 1 1 1 I I I I I 1
I 11 1 I 1 I 1 1 1 I I I I I I
I I I I I I I I I I I I I
1 I 1 1 1 1 I l I I I I I I I I
I I I I 1 1 1 1 1 1 1 1 I I I I I I I
I I I I I I I 1 1 I I I I I I I
I I 1 1 1 1 I 1 1 1 I I I I I I I
I I I I I I I I I I I I I I
1 I I I I I I I I I I I I I I I I I
I I I I I I I I I I I I I I 1 I I
I I I I I I I I 1 I I I I I I I I
I I I I I I I I I I I I 1 1 I I 1 1
I I I I I I I I I I I I I I I I I I
I I I I I I I I I I I I I I I I I I
0,!!! , 1 1 1 I 1 I 1 1 I I I I 1 I I I I I I 1 I D 000
a 0 5 10 15 20 0 0.5 1 1.5 0 0.05 0.1
i
�- B+T Group 1ob 78702.001-Barrows Rd,OR(BU#879602)
1717 S. Boulder, Suite 300 Pmt 100'SummltMonopole/App ID:150758;Rev:0
Owl'Gf1G' Tulsa,OK 74119 Client: Crown Castle Drawn b7 Rortiz ' '°:
Phone:(918)587-4630 Code: TIA-222-G Date.07/13/12 Scat' NTS
FAX:(918)295-0265 Path.... D"'9 No E-5
Feedline Distribution Chart
0' - 100'
p.It App Dint Fare Truss Leg
Face A Face B Face C
y 7.:nno icy poV
98 uri: 98.000
! 90.000 90.000
85.000 85.000
1
I
72.750 72.750
•
E a
m d #
it tz
gi w'
o
♦ A W L
izi
o
38.000 < 38.000
__0000 i .
0.000 0000
•
B+T Group Job:78702.001-Barrows Rd,OR(BM 879602)
J 1717 S. Boulder, Suite 300 Project:100'Summit Monopole/App ID:150758;Rev:0
BT GRP Tulsa, OK 74119 Client: Crown Castle Drawn by:Rortiz App'd
Phone:(918)587-4630 Cede' TIA-222-G Dw:07/13/12 stele NTS
FAX.(918)295-0265 Path:,.., ..,_. ...�..�.0,�..4.�...,�.,,—„,,,,m,,--___ p"y No E-7
Job Page
tnxTower 78702.001 - Barrows Rd, OR(BU#879602) 1 of 10
B+T Group Project Date
1717 S.Boulder.Suite 300 100' Summit Monopole/App ID: 150758; Rev: 0 14:29:37 07/13/12
Tulsa,OK 74119 Client Designed by
Phone:(918)587-4630 Crown Castle
FAX:(918)295-0265
ROrtIZ
Tower Input Data
There is a pole section.
This tower is designed using the TIA-222-G standard.
The following design criteria apply:
Tower is located in Washington County,Oregon.
Basic wind speed of 95 mph.
Structure Class II.
Exposure Category C.
Topographic Category 1.
Crest Height 0.000 ft.
Nominal ice thickness of 1.250 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 V Assume Rigid Index Plate Calculate Redundant Bracing Forces
Use Moment Magnification I Use Clear Spans For Wind Area Ignore Redundant Members in FEA
Use Code Stress Ratios Use Clear Spans For KL/r SR Leg Bolts Resist Compression
V 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 4 Use Azimuth Dish Coefficients 'I Consider Feedline Torque
Use Special Wind Profile \I 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 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
L 1 100.000-72.750 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
(65 ksi)
Job Page
tnYTower 78702.001 - Barrows Rd, OR (BU#879602) 2 of 10
B+T Group Project Date
1717 S.Boulder,Suite 300 100' Summit Monopole/App ID: 150758; Rev: 0 14:29:37 07/13/12
Tulsa,OK 74119 Client Designed by
Phone:(918)587-4630 Crown Castle
FAX (918)295-0265 ROrtIZ
Tapered Pole Properties
Section TO Dia. Area 1 r C I/C J It/� w wit
in in' in' in in in" in4 in 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 ft' in in in
LI 1 1 1
100.000-72.75
0
L2 1 1 1
72.750-36.000
L3 1 1
36.000-0.000
Feed Line/Linear Appurtenances - Entered As Round Or Flat
v Description Sector Component Placement fatal Number Start/End Width or Perimeter Weight
Type Number Per Row Position Diameter
it in in klf
•1•
2"Rigid Conduit C Surface Ar 85.000-5.000 2 2 0.000 2.000 0.003
(E) (CaAa) 0.000
s/s
Safety Line 3/8 C Surface Ar 100.000-0.000 1 1 0.000 0.375 0.000
(E) (CaAa) 0.000
sn
Feed Line/Linear Appurtenances - Entered As Area
Description Face Allow Component Placement Total CAAA Weight
or Shield Type Number
Leg ft ft/ft klf
LDF6-50A(I-1/4") A No Inside Pole 98.000-5.000 6 No Ice 0.000 0.001
(TBR) 1/2"Ice 0.000 0.001
1"Ice 0.000 0.001
2"Ice 0.000 0.001
TYPE 2(1-7/16) A No Inside Pole 98.000-5.000 3 No Ice 0.000 0.001
(P) 1/2"Ice 0.000 0.001
I"Ice 0.000 0.001
• 2"Ice 0.000 0.001
CATEGORY Se(1 A No Inside Pole 98.000-5.000 I No Ice 0.000 0.000
WIRE) 1/2"Ice 0.000 0.000
(P) I"Ice 0.000 0.000
• 2"Ice 0.000 0 000
5/.
LDF5-50A(7/8") C No Inside Pole 90.000-5.000 18 No Ice 0.000 0.000
Job ob Page
78702.001 - Barrows Rd, OR (BU#879602) 3 of 10
B+T Group Project Date
1717 S.Boulder,Suite 300 100'Summit Monopole/App ID: 150758; Rev: 0 14:29:37 07/13/12
Tulsa,OK 74119 Client Designed by
Phone:(918)587-4630 Crown Castle
FAX:(918)295-0265 R0 LIZ
L
Description Face Allow Component Placement Total C4A.4 Weight
or Shield Type Number
Leg ft ft2/.11 klf
(E) 1/2"Ice 0.000 0.000
I"Ice 0.000 0.000
2"Ice 0.000 0.000
LDF4-50A(1/2") C No Inside Pole 85.000-5.000 I No Ice 0.000 0.000
(E(Inside Conduit)) 1/2"Ice 0.000 0.000
I"Ice 0.000 0.000
2"Ice 0.000 0.000
ATCB-B01-001(5/16") C No Inside Pole 85.000-5.000 5 No Ice 0.000 0.000
(E(Inside Conduit)) 1/2"Ice 0.000 0.000
I"Ice 0.000 0.000
2"Ice 0.000 0.000
•1s
Feed Line/Linear Appurtenances Section Areas
Tower Tower Face AR 1 C.4A.4 C4A,1 !s,,;l
Section Elevation In Face Out Face
ft ft- rr ft` ft2 K
LI 100.000-72.750 A 0.000 0.000 0.000 0.000 0.151
B 0.000 0.000 0.000 0.000 0.000
C 0.000 0.000 5.922 0.000 0.183
. L2 72.750-36.000 A 0.000 0.000 0.000 0.000 0.219
B 0.000 0.000 0.000 0.000 0.000
C 0.000 0.000 16.078 0.000 0.451
L3 36.000-0.000 A 0.000 0.000 0.000 0.000 0.185
B 0.000 0.000 0.000 0.000 0.000
C 0.000 0.000 13.750 0.000 0.382
Feed Line/Linear Appurtenances Section Areas - With Ice
Tower Tower Face Ice A, AF C4A.4 C4AA Weight
Section Elevation or Thickness In Face Out Face
ft Leg in ft2 ft'' ft= ft2 K
L I 100.000-72.750 A 2.751 0.000 0.000 0.000 0.000 0.151
B 0.000 0.000 0.000 0.000 0.000
C 0.000 0.000 30.567 0.000 0.722
L2 72.750-36.000 A 2.627 0.000 0.000 0.000 0.000 0.219
B 0.000 0.000 0.000 0.000 0.000
C 0.000 0.000 65.252 0.000 1.594
L3 36.000-0.000 A 2.354 0.000 0.000 0.000 0.000 0.185
B 0.000 0.000 0.000 0.000 0.000
C 0.000 0.000 56.120 0.000 1.326
Feed Line Center of Pressure
. Section Elevation C!', CPz CPX CP,
Ice Ice
ft in in in in
LI 100.000-72.750 0.000 0.322 0.000 0.894
- L2 72.750-36.000 0.000 0.583 0.000 1.190
L3 36.000-0.000 0.000 0.520 0.000 1.204
Pa ge
tnxTower Jib 78702.001 - Barrows Rd, OR (BU#879602) 4 of 10
B+T Group Project Date
1717 S.Boulder,Suite 300 100' Summit Monopole/App ID: 150758; Rev: 0 14:29:37 07/13/12
• Tulsa.OK 74119 Client Designed by
Phone:(918)587-4630 Crown Castle
FAX:(918)295-0265 ROrtiz
b
Shielding Factor Ka
Tower Feed Line 1 Description Feed Line K„ K„
Section Record No. Segment Elev. No Ice Ice
Ll 7 2"Rigid Conduit 72.75-85.00 1.0000 1.0000
L 12 Safety Line 3/8 72.75-100.00 1.0000 1.0000
L2 7 2"Rigid Conduit 36.00-72.75 1.0000 1.0000
L2 12_ Safety Line 3/8 36.00-72.75 1.0000 1.0000
Discrete Tower Loads
Description Face Offset Offsets: Azimuth Placement C.O., CAA. Weight
or Type Horz Adjustment Front Side
Leg Lateral
Vert �,
ft ° ft jt .t t r K
ft
ft
Lighting Rod C None 0.000 102.000 No Ice 0.375 0.375 0.030
(E) 1/2"Ice 0.890 0.890 0.034
1"Ice 1.356 1.356 0.041
2"Ice 1.993 1.993 0.066
s/s
■. (2)RR65-19-02DP w/Mount C From Leg 4.000 0.000 98.000 No Ice 6.104 4.412 0.042
Pipe 0.000 1/2"Ice 6.666 5.624 0.086
(E) 2.000 l"Ice 7.194 6.496 0.141
2"Ice 8.273 8.273 0.278
(2)RR65-I9-02DP w/Mount B From Leg 4.000 0.000 98.000 No Ice 6.104 4.412 0.042
Pipe 0.000 1/2"Ice 6.666 5.624 0.086
(E) 2.000 1"Ice 7.194 6.496 0.141
2"Ice 8.273 8.273 0.278
(2)RR65-19-02DP w/Mount A From Leg 4.000 0.000 98.000 No Ice 6.104 4.412 0.042
Pipe 0.000 1/2"Ice 6.666 5.624 0.086
(E) 2.000 1"Ice 7.194 6.496 0.141
2"Ice 8.273 8.273 0.278
P65-16-XLPP-RR w/Mount C From Leg 4.000 0.000 98.000 No Ice 8.637 6.362 0.075
Pipe 0.000 1/2"Ice 9.290 7.538 0.137
(P) 2.000 1"Ice 9.910 8.427 0.212
2"Ice 11.176 10.239 0.389
P65-16-XLPP-RR w/Mount B From Leg 4.000 0.000 98.000 No Ice 8.637 6.362 0.075
Pipe 0.000 1/2"Ice 9.290 7.538 0.137
(P) 2.000 1"Ice 9.910 8.427 0.212
2"Ice 11.176 10.239 0.389
P65-16-XLPP-RR w/Mount A From Leg 4.000 0.000 98.000 No Ice 8.637 6.362 0.075
Pipe 0.000 1/2"Ice 9.290 7.538 0.137
(P) 2.000 I"Ice 9.910 8.427 0.212
2"Ice 11.176 10.239 0.389
RRH-C2C w/EXT FILTER C From Leg 4.000 0.000 98.000 No Ice 3.087 5.542 0.052
(P) 0.000 1/2"Ice 3.346 5.859 0.090
2.000 I"Ice 3.613 6.185 0.132
2"Ice 4.174 6.864 0.230
RRH-C2C w/EXT FILTER B From Leg 4.000 0.000 98.000 No Ice 3.087 5.542 0.052
(P) 0.000 1/2"Ice 3.346 5.859 0.090
• 2.000 1"Ice 3.613 6.185 0.132
2"Ice 4.174 6.864 0.230
RRH-C2C w/EXT FILTER A From Leg 4.000 0.000 98.000 No Ice 3.087 5.542 0.052
(P) 0.000 1/2"Ice 3.346 5.859 0.090
2.000 1"Ice 3.613 6.185 0.132
2"Ice 4.174 6.864 0.230
RRH-P4 C From Leg 4.000 0.000 98.000 No Ice 3.191 2.075 0.060
Pa ge
tna�Tower Job 78702.001 - Barrows Rd, OR (BU#879602) 5 of 10
B+T Group Project Date
17175.Boulder,Suite300 100'Summit Monopole/App ID: 150758; Rev: 0 14:29:37 07/13/12
• Tulsa,OK 74119 Client Designed by
Phone:(918)587-4630 Crown Castle
FAX:(918)295-0265 ROrtlz
Description Face Offset Offsets: Azimuth Placement CAA, C4A.4 Weight
or Type Hon Adjustment Front Side
Leg Lateral
Vert
p f1 ft2 ft' K
ft
ft
(P) 0.000 1/2"Ice 3.439 2.292 0.083
2.000 1"Ice 3.696 2.517 0.109
2"Ice 4.235 2.994 0.172
RRH-P4 B From Leg 4.000 0.000 98.000 No Ice 3.191 2.075 0.060
(P) 0.000 1/2"Ice 3.439 2.292 0.083
2.000 1"Ice 3.696 2.517 0.109
2"Ice 4.235 2.994 0.172
RRH-P4 A From Leg 4.000 0.000 98.000 No Ice 3.191 2.075 0.060
(P) 0.000 1/2"Ice 3.439 2.292 0.083
2.000 1"Ice 3.696 2.517 0.109
2"Ice 4.235 2.994 0.172
Horizon Compact C From Leg 4.000 0.000 98.000 No Ice 0.841 0.429 0.012
(P) 0.000 1/2"Ice 0.966 0.525 0.018
2.000 1"Ice 1.099 0.629 0.026
2"Ice 1.392 0.863 0.048
6'x 2"Mount Pipe C From Leg 4.000 0.000 98.000 No Ice 1.425 1.425 0.022
(E(Interim)) 0.000 1/2"Ice 1.925 1.925 0.033
0.000 1"Ice 2.294 2.294 0.048
2"Ice 3.060 3.060 0.090
6'x 2"Mount Pipe B From Leg 4.000 0.000 98.000 No Ice 1.425 1.425 0.022
(E(Interim)) 0.000 1/2"Ice 1.925 1.925 0.033
0.000 1"Ice 2.294 2.294 0.048
2"Ice 3.060 3.060 0.090
6'x 2"Mount Pipe A From Leg 4.000 0.000 98.000 No Ice 1.425 1.425 0.022
(E(Interim)) 0.000 1/2"Ice 1.925 1.925 0.033
0.000 1"Ice 2.294 2.294 0.048
2"Ice 3.060 3.060 0.090
Platform Mount[LP 714-1] C None 0.000 98.000 No Ice 37.470 37.470 1.600
(E) 1/2"Ice 44.230 44.230 2.040
1"Ice 50.990 50.990 2.480
2"Ice 64.510 64.510 3.360
y.
RR33-20-00DP w/Mount C From Leg 4.000 0.000 90.000 No Ice 7.238 5.661 0.044
Pipe 0.000 1/2"Ice 7.792 6.545 0.100
(E) 0.000 1"Ice 8.333 7.306 0.166
2"Ice 9.446 8.949 0.322
RR33-20-00DP w/Mount B From Leg 4.000 0.000 90.000 No Ice 7.238 5.661 0.044
Pipe 0.000 1/2"Ice 7.792 6.545 0.100
(E) 0.000 1"Ice 8.333 7.306 0.166
2"Ice 9.446 8.949 0.322
RR33-20-OODP w/Mount A From Leg 4.000 0.000 90.000 No Ice 7.238 5.661 0.044
Pipe 0.000 1/2"Ice 7.792 6.545 0.100
(E) 0.000 1"Ice 8.333 7.306 0.166
2"Ice 9.446 8.949 0.322
RR65-19-00DP w/Mount C From Leg 4.000 0.000 90.000 No Ice 6.104 4.412 0.042
Pipe 0.000 1/2"Ice 6.666 5.624 0.086
(E) 0.000 1"Ice 7.194 6.496 0.141
2"Ice 8.273 8.273 0.278
RR65-19-00DP w/Mount B From Leg 4.000 0.000 90.000 No Ice 6.104 4.412 0.042
Pipe 0.000 1/2"Ice 6.666 5.624 0.086
` (E) 0.000 1"Ice 7.194 6.496 0.141
2"Ice 8.273 8.273 0.278
RR65-19-00DP w/Mount A From Leg 4.000 0.000 90.000 No Ice 6.104 4.412 0.042
Pipe 0.000 1/2"Ice 6.666 5.624 0.086
' (E) 0.000 1"Ice 7.194 6.496 0.141
2"Ice 8.273 8.273 0.278
(2)6'x 2"Mount Pipe C From Leg 4.000 0.000 90.000 No Ice 1.425 1.425 0.022
Job Page
m xTower 78702.001 - Barrows Rd, OR (BU#879602) 6 of 10
B+T Group Project Date
1717 S.Boulder,Suite 300 100' Summit Monopole/App ID: 150758; Rev: 0 14:29:37 07/13/12
•
Tulsa,OK 74119 Client
Phone:(918)S87-4630 Designed by
FAX.(918)295-0265 Crown Castle RortiZ
Description Face Offset Offsets: Azimuth Placement CAAA CAA,. Weight
or Type Hon Adjustment Front Side
Leg Lateral
Vert
ft ft ft' fig K
p
ft
(E) 0.000 1/2"Ice 1.925 1.925 0.033
0.000 1"Ice 2.294 2.294 0.048
2"Ice 3.060 3.060 0.090
(2)6'x 2"Mount Pipe B From Leg 4.000 0.000 90.000 No Ice 1.425 1.425 0.022
(E) 0.000 1/2"Ice 1.925 1.925 0.033
0.000 1"Ice 2.294 2.294 0.048
2"Ice 3.060 3.060 0.090
(2)6'x 2"Mount Pipe A From Leg 4.000 0.000 90.000 No Ice 1.425 1.425 0.022
(E) 0.000 1/2"Ice 1.925 1.925 0.033
0.000 1"Ice 2.294 2.294 0.048
2"Ice 3.060 3.060 0.090
T-Arm Mount[TA 602-3] C None 0.000 90.000 No Ice 11.590 11.590 0.774
(E) 1/2"Ice 15.440 15.440 0.990
1"Ice 19.290 19.290 1.206
2"Ice 26.990 26.990 1.639
*/*
840 10057 w/Mount Pipe C From Leg 1.500 0.000 85.000 No Ice 2.718 2.351 0.026
(E) 0.000 1/2"Ice 3.095 2.883 0.051
0.000 1"Ice 3.483 3.431 0.083
2"Ice 4.290 4.578 0.163
840 10057 w/Mount Pipe B From Leg 1,500 0.000 85.000 No Ice 2.718 2.351 0.026
(E) 0.000 1/2"Ice 3.095 2.883 0.051
0.000 1"Ice 3.483 3.431 0.083
2"Ice 4.290 4.578 0.163
v (2)840 10057 w/Mount Pipe A From Leg 1.500 0.000 85.000 No Ice 2.718 2.351 0.026
(E) 0.000 1/2"Ice 3.095 2.883 0.051
0.000 1"Ice 3.483 3.431 0.083
2"Ice 4.290 4.578 0.163
ACUTIME 2000 C From Leg 1.500 0.000 85.000 No Ice 0.297 0.297 0.001
(E) 0.000 1/2"Ice 0.374 0.374 0.005
-3.000 1"Ice 0.459 0.459 0.010
2"Ice 0.655 0.655 0.025
Pipe Mount[PM 601-3] A From Leg 1.500 0.000 85.000 No Ice 4.390 4.390 0.195
(E) 0.000 1/2"Ice 5.480 5.480 0.237
0.000 1"Ice 6.570 6.570 0.280
2"Ice 8.750 8.750 0.365
*/s
Type IV BTS C From Leg 1.500 0.000 85.000 No Ice 3.033 2.275 0.045
(E) 0.000 1/2"Ice 3.284 2.506 0.068
0.000 1"Ice 3.543 2.746 0.094
2"Ice 4.088 3.252 0.156
Type IV BTS B From Leg 1.500 0.000 85.000 No Ice 3.033 2.275 0.045
(E) 0.000 1/2"Ice 3.284 2.506 0.068
0.000 1"Ice 3.543 2.746 0.094
2"Ice 4.088 3.252 0.156
Type IV BTS A From Leg 1.500 0.000 85.000 No Ice 3.033 2.275 0.045
(E) 0.000 1/2"Ice 3.284 2.506 0.068
0.000 I"Ice 3.543 2.746 0.094
2"Ice 4.088 3.252 0.156
tnxTower Job Page
78702.001 - Barrows Rd, OR(BU#879602) 7 of 10
B+T Group Project Date
17175.Boulder,Suite 300 100'Summit Monopole/App ID: 150758; Rev: 0 14:29:37 07/13/12
Tulsa,OK 74119 Client Designed by
Phone:(918)587-4630 Crown Castle
FAX:(918)295-0265 ROrtIZ
•
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 Jr' K
HP2-23 A Paraboloid From 2.000 -90.000 85.000 2.042 No Ice 3.274 0.027
(E) w/Shroud(HP) Leg 0.000 1/2"Ice 3.547 0.045
-3.000 1"Ice 3.819 0.063
2"Ice 4.365 0.100
s1s
VHLP2-I8 C Paraboloid w/o From 2.000 0.000 98.000 2.175 No Ice 3.715 0.031
(P) Radome Leg 0.000 1/2"Ice 4.006 0.052
2.000 1"Ice 4.296 0.072
2"Ice 4.876 0.113
Load Combinations
Comb. Description
No.
I Dead Only
2 1.2 Dead+l.6 Wind 0 deg-No Ice
3 0.9 Dead+l.6 Wind 0 deg-No Ice
4 1.2 Dead+1.6 Wind 30 deg-No Ice
5 0.9 Dead+l.6 Wind 30 deg-No Ice
6 1.2 Dead+l.6 Wind 60 deg-No Ice
7 0.9 Dead+l.6 Wind 60 deg-No Ice
8 1.2 Dead+l.6 Wind 90 deg-No Ice
9 0.9 Dead+1.6 Wind 90 deg-No Ice
10 1.2 Dead+1.6 Wind 120 deg-No Ice
11 0.9 Dead+1.6 Wind 120 deg-No Ice
12 1.2 Dead+1.6 Wind 150 deg-No Ice
13 0.9 Dead+1.6 Wind 150 deg-No Ice
14 1.2 Dead+1.6 Wind 180 deg-No Ice
15 0.9 Dead+1.6 Wind 180 deg-No Ice
16 1.2 Dead+1.6 Wind 210 deg-No Ice
17 0.9 Dead+1.6 Wind 210 deg-No Ice
18 1.2 Dead+1.6 Wind 240 deg-No Ice
19 0.9 Dead+I.6 Wind 240 deg-No Ice
20 1.2 Dead+I.6 Wind 270 deg-No Ice
21 0.9 Dead+I.6 Wind 270 deg-No Ice
22 1.2 Dead+I.6 Wind 300 deg-No Ice
23 0.9 Dead+I.6 Wind 300 deg-No Ice
24 1.2 Dead+1.6 Wind 330 deg-No Ice
25 0.9 Dead+l.6 Wind 330 deg-No Ice
26 1.2 Dead+1.0 Ice+l.0 Temp
27 1.2 Dead+1.0 Wind 0 deg+I.0 Ice+1.0 Temp
28 1.2 Dead+1.0 Wind 30 deg+I.0 Ice+I.0 Temp
29 1.2 Dead+1.0 Wind 60 deg+I.O Ice+I.0 Temp
30 1.2 Dead+1.0 Wind 90 deg+I.0 Ice+1.0 Temp
31 1.2 Dead+I.0 Wind 120 deg+I.0 Ice+1.0 Temp
32 1.2 Dead+1.0 Wind 150 deg+I.0 Ice+1.0 Temp
33 1.2 Dead+1.0 Wind 180 deg+I.0 Ice+1.0 Temp
34 1.2 Dead+1.0 Wind 210 deg+I.0 Ice+1.0 Temp
35 1.2 Dead+l.0 Wind 240 deg+1.0 lce+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
Job°b Page
78702.001 -Barrows Rd, OR(BU#879602) 8 of 10
B+T Group Project Date
1717 S.Boulder.Suite 300 100'Summit Monopole/App ID: 150758; Rev: 0 14:29:37 07/13/12
Tulsa,OK 74119 Client Designed by
Phone:(918)587-4630 Crown Castle
FAX. (918)295-0265 ROfLIZ
Comb. Description
No.
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
Section Elevation Component Condition Gov. Axial Major Axis Minor Axis
No. ft Type Load Moment Moment
Comb. K lap ft lap ft
LI 100-72.75 Pole Max Tension 1 0.000 0.000 0.000
Max.Compression 26 -24.017 0.893 1.155
Max.Mx 8 -5.772 -206.527 4.387
Max.My 2 -5.795 -5.870 205.189
Max.Vy 8 11.302 -206.527 4.387
. Max.Vx 2 -11.150 -5.870 205.189
Max.Torque 8 1.209
L2 72.75-36 Pole Max Tension 1 0.000 0.000 0.000
Max.Compression 26 -32.821 0.980 -0.551
. Max.Mx 8 -9.861 -656.965 10.008
Max.My 2 -9.876 -14.553 649.807
Max.Vy 8 13.671 -656.965 10.008
Max.Vx 2 -13.518 -14.553 649.807
Max.Torque 8 1.208
L3 36-0 Pole Max Tension 1 0.000 0.000 0.000
Max.Compression 26 -43.844 0.979 -2.422
Max.Mx 8 -15.906 -1248.314 16.024
Max.My 2 -15.907 -23.978 1234.754
Max.Vy 8 15.765 -1248.314 16.024
Max.Vx 2 -15.617 -23.978 1234.754
Max.Torque 8 1.203
Maximum Tower Deflections - Service Wind
Section Elevation Hon. Gov. Tilt Twist
No. Deflection Load
ft in Comb. ° °
LI 100-72.75 15.644 41 1.242 0.003
L2 76-36 9.601 41 1.118 0.002
L3 40-0 2.796 41 0.631 0.001
Job Page
tnxTower
78702.001 -Barrows Rd, OR(BU#879602) 9 of 10
B+T Group Project Date
_ 1717 S.Boulder,Suite 300 100'Summit Monopole/App ID: 150758; Rev: 0 14:29:37 07/13/12
Tulsa,OK 74119 Client Designed by
Phone:(918)587-4630 Crown Castle
FAX:(918)295-0265 ROrtIZ
■
Critical Deflections and Radius of Curvature - Service Wind
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
ft Comb. in ft
102.000 Lighting Rod 41 15.644 1.242 0.003 31025
100.000 VHLP2-18 41 15.644 1.242 0.003 31025
98.000 (2)RR65-19-02DP w/Mount Pipe 41 15.126 1.235 0.003 31025
90.000 RR33-20-00DP w/Mount Pipe 41 13.065 1.204 0.003 15512
85.000 840 10057 w/Mount Pipe 41 11.800 1.180 0.003 10341
82.000 HP2-23 41 11.054 1.162 0.003 8617
Maximum Tower Deflections - Design Wind
Section Elevation Horz. Gov. Tilt Twist
No. Deflection Load
ft in Comb. ° 0
LI 100-72.75 70.380 6 5.597 0.015
L2 76-36 43.221 6 5.036 0.011
L3 40-0 12.595 6 2.843 0.004
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 6 70.380 5.597 0.015 7047
100.000 VHLP2-18 6 70.380 5.597 0.015 7047
98.000 (2)RR65-19-02DP w/Mount Pipe 6 68.051 5.565 0.015 7047
90.000 RR33-20-00DP w/Mount Pipe 6 58.790 5.426 0.014 3522
85.000 840 10057 w/Mount Pipe 6 53.103 5.316 0.014 2347
82.000 HP2-23 6 49.750 5.236 0.013 1955
Compression Checks
Pole Design Data
Section Elevation Size L L. Kl/r A P. OP„ 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 -5.765 1023.680 0.006
L2 72.75-36(2) TP3I.227x25.225x0.219 40.000 0.000 0.0 21.118 -9.857 1415.830 0.007
L3 36-0(3) TP36.19x30.189x0.25 40.000 0.000 0.0 28.518 -15.906 1886.610 0.008
tnxTower Job Page
78702.001 - Barrows Rd, OR (BU#879602) 10 of 10
B+T Group Project Date
1717 S.Boulder.Suite 300 100' Summit Monopole/App ID: 150758; Rev: 0 14:29:37 07/13/12
Tulsa,OK 74119 Client Designed by
Phone:(918)587-4630 Crown Castle
FAX. (918)295-0265 ROrtIZ
Pole Bending Design Data
Section Elevation Size M. $Max Ratio M, $Ma„ Ratio
No. M M
ft kip-ft hip-ft fM kip ft kip ft 4M
LI 100-72.75(1) TP26.088x22x0.188 207.893 535.202 0.388 0.000 535.202 0.000
L2 72.75-36(2) TP31.227x25.225x0.219 659.465 885.883 0.744 0.000 885.883 0.000
L3 36-0(3) TP36.19x30.189x0.25 1252.033 1395.533 0.897 0.000 1395.533 0.000
Pole Shear Design Data I
Section Elevation Size Actual 4V. Ratio Actual 47'. Ratio
No. V. V. T T
ft K K •v kip-fl kipft lg.
LI 100-72.75(1) TP26.088x22x0.188 11.338 511.839 0.022 1.113 1071.717 0.001
L2 72.75-36(2) TP31.227x25.225x0.219 13.707 707.914 0.019 1.108 1773.933 0.001
L3 36-0(3) TP36.19x30.189x0.25 15.799 943.303 0.017 1.105 2794.483 0.000
. Pole Interaction Design Data
.,„,ra 1 m Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria
\" P. Mau M V. T„ Stress Stress
_ ft 4P„ 4M 4M„. 4V 4T Ratio Ratio
L I 100-72.75(1) 0.006 0.388 0.000 0.022 0.001 0.395 1.000 4.8.2
V
L2 72.75-36(2) 0.007 0.744 0.000 0.019 0.001 0.752 1.000 4.8.2 V✓ l
13 36-0(3) 0.008 0.897 0.000 0.017 0.000 0.906 1.000
4.8.2 y
Section Capacity Table I
Section Elevation Component Size Critical P ePamb,V % Pass
No. ft Type Element K K Capacity Fail
LI 100-72.75 Pole TP26.088x22x0.188 1 -5.765 1023.680 39.5 Pass
L2 72.75-36 Pole TP31.227x25.225x0.219 2 -9.857 1415.830 75.2 Pass
L3 36-0 Pole TP36.19x30.189x0.25 3 -15.906 1886.610 90.6 Pass
Summary
Pole(L3) 90.6 Pass
RATING= 90.6 Pass
Program Version 6.0.4.0-1/27/2012 File:78702_00l_Barrows RdOR_Interim Loading.eri
APPENDIX B
BASE LEVEL DRAWING
.
r -
i
- - ��
/ \
/ ,- _ -�� \
/ / \ \
PROPOSED) / \•1 13/64 TO 98 FT LEVEL
3� 1-7/16" TO 98 FT LEVEL (._ \ \
6)
INSTALLED) TO 98 FT LEVEL 0¢ \ \
Q q�
NOT INSTALLED) • I I
Q? I I
NST 1/2" TO 85 FT LEVEL 1 \ / /
1 1/2".TO 85 FT LEVEL e /
5) 5/16 TO 85 FT LEVEL \\ \\ / //
\ \
-,. i/ /
N. - /
V
f 8)7/8D)TO 90 FT LEVEL _
r .
BUSINESS UNIT: 879602 TOWER ID: C_BASELEVEL
APPENDIX C
ADDITIONAL CALCULATIONS
Square, Stiffened / Unstiffened Base Plate, Any Rod Material - Rev. F /G
Assumptions: 1)Rod groups at corners. Total#rods divisible by 4. Maximum total#of rods=48(12 per Corner).
2)Rod Spacing=Straight Center-to-Center distance between any(2)adjacent rods(same corner)
3)Clear space between bottom of leveling nut and top of concrete not exceeding(1)*(Rod Diameter)
Site Data Base Reactions
BU#: 879602 TIA Revision: G
Site Name: Barrows Rd, OR Factored Moment,Mu:, 1252 ft-kips
App#: 150758;Rev:0 Factored Axial, Pu:, 16 kips
Anchor Rod Data Factored Shear,Vu:_ 16 kips
Eta Factor, n 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/n): 184.9 Kips
Yield, Fy: 75 ksi Axial Design Strength, P*Fu*Anet: 260.0 Kips
Strength, Fu: 100 ksi Anchor Rod Stress Ratio: 71.1%
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: 34.9 ksi Yield Line(in):
Thick: 2.25 in PL Design Bending Strength, cD*Fy: 49.5 ksi 21.79
Grade: 55 ksi Base Plate Stress Ratio: 70.5% 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 Mae PL Length
Thick: in Yield Line
Notch: in Anchors
at corner- t- BASE PL
Grade: ksi oty/4 MR THICKNESS
Weld str.:_ _ksi �/� 0 rt Anchor, Typ.
STIFFENED CONFIGURATION
ASSUMED IN TOOL
Pole Data o� gt , B.G.
Diam: 36.19 in ! ,
Thick: 0.25 in "put dear space
Grade: 65 ksi at B.C. tar Single
Anchor Case
#of Sides: 18 "0"IF Round
nmr Pole w/
`� DIAM = D
yy■■ Anchor Spacing Some As
Stiffener Spacing,
1 �' Except for iple 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
CCIplate 1.5-Square Base F-G 1.2, Effective March 19,2012 Analysis date: 7/13/2012
• r • •
• •
CAISSON Version 10.35 2:41:50 PM Friday, July 13, 2012
B&T Engineering
**************************************************************************************************
*
* CAISSON - Pier Foundations Analysis and Design - Copyright Power Line Systems, Inc. 1993-2010 *
* *
**************************************************************************************************
Project Title: 78702.001 - Barrows Rd, OR (BU# 879602)
Project Notes: 100' Summit Monopole- 6' Dia, 21' Minimum Depth(20.5' Bearing)
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)
6.00 0.50
Soil Properties
Layer Type Thickness Depth at Top Density CU KP PHI
of Layer
(ft) (ft) (lbs/ft^3) (psf) (deg)
1 Sand 5.00 0.00 100.0 1.000
2 Sand 3.00 5.00 100.0 3.000 30.00
3 Sand 10.00 8.00 100.0 3.500 33.75
4 Sand 10.00 18.00 100.0 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)
1252.0 16.0 16.00 ? 1.333 (F.S.) , Soil Interaction = (1.333/3.10)x 100% = 43.0%
•
•
******* 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 KP Force Arm
to Top of Pier
(ft) (ft) (lbs/ft^3) (psf) (kips) (ft)
Sand 0.50 5.00 100.0 1.000 22.50 3.83
Sand 5.50 3.00 100.0 3.000 105.30 7.12
Sand 8.50 7.39 100.0 3.500 544.03 12.58
Sand 15.89 2.61 100.0 3.500 -274.97 17.23
Sand 18.50 2.50 100.0 4.000 -346.50 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 50.4 3909.3 16.2 1261.1
2.10 48.1 4013.9 15.5 1294.8
4.20 38.0 4105.7 12.3 1324.4
6.30 4.5 4162.0 1.5 1342.6
8.40 -73.1 4094.2 -23.6 1320.7
10.50 -190.8 3822.6 -61.6 1233.1
12.60 -337.0 3273.2 -108.7 1055.9
14.70 -511.0 2387.6 -164.8 770.2
16.80 -530.2 1190.3 -171.0 384.0
18.90 -294.1 314.3 -94.9 101.4
21.00 0.0 0.0 0.0 0.0
K,,,,; = 1,343.7 Kip-ft (Moment for DSMC sheet)
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, OR Max. Factored Shaft Mu: 1343.7
App#: 150758; Rev: 0 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) <----Disregard
For P (DL) <----Disregard Load Factor Shaft Factored Loads
1.00 Mu: 1343.7 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. fc= 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=[ 2008
Vertical Bar Size = 11 Seismic Properties
Bar Diameter= 1.41 in Seismic Design Category= D
Bar Area = 1.56 in2 Seismic Risk = High
Number of Bars = 16
As Total= 24.96 in2 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
200/ Fy: 0.0033 /`�'� �L���.J
IBC 1810.1.2: 0.0050 SDC D, E. or F Mu /L'��� Mu /Y
Governing: 0.0050 0.50%
I
ACI 10.8 and 10.9 }- '
Min As for Columns, Comp. Controlled. Shafts:
Min As: 0.0100 1.00% Case 1 Case 2
Dist. From Edge to Neutral Axis: 12.22 in
Minimum Rho Check: _ Extreme Steel Strain, et: 0.0134
Actual Req'd Min. Rho: 0.50% Flexural et> 0.0050, Tension Controlled
Provided Rho: 0.61% OK Reduction Factor,cp: 0.900
<-- Comment Box
Ref. Shaft Max Axial Capacities, (I) Max(Pn or Tn):
Max Pu = (cp=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=(cI)=0.65)Mn= 3168.27 ft-kips Drilled Shaft Moment Capacity, cpMn: 3286.74 ft-kips
Drilled Shaft Superimposed Mu: 1343.70 ft-kips
Max Tu, (cp=0.9) Tn = 1347.84 kips
at Mu=4=(0.90)Mn= 0.00 ft-kips (MukpMn, Drilled Shaft Flexure CSR: I 40.88%
Drilled_Shaft_Moment_Capacity, DSMC, Version 1.1 - Effective 04/01/2010 Analysis Date: 7/13/2012
July 13, 2012
di
B+T GRP
• Ms. Cathy Garziano B&T Engineering, Inc.
Crown Castle 1717 S. Boulder, Suite 300
5350 North 48th Street Suite 305 Tulsa, OK 74119
Chandler, AZ 85226 (918) 587-4630
(480) 735-6952 ctuttle @btengineering.com
Subject: Structural Analysis Report
Carrier Designation: Sprint PCS Co-Locate
Carrier Site Number: PO54XC011
Carrier Site Name: N/A
Crown Castle Designation: Crown Castle BU Number: 879602
Crown Castle Site Name: Barrows RD
Crown Castle JDE Job Number: 179416
Crown Castle Work Order Number: 496950
Crown Castle Application Number: 150758 Rev. 4
Engineering Firm Designation: B&T Engineering, Inc. Project Number: 78702.001
Site Data: 16744 SW Scholls Ferry Road, Beaverton,Washington County, OR
Latitude 45°25'34.61", Longitude-122°50'53.85"
100 Foot-Monopole Tower
Dear Ms. Garziano,
• B+T Group is pleased to submit this "Structural Analysis Report" to determine the structural integrity of the
above mentioned tower. This analysis has been performed in accordance with the Crown Castle Structural
'Statement of Work' and the terms of Crown Castle Purchase Order Number 467312, in accordance with
application 150758, revision 0.
The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we
have determined the tower stress level for the structure and foundation, under the following load case, to be:
LC5: Existing + Proposed Equipment Sufficient Capacity
Note:See Table 1 and Table 2 for the proposed and existing loading,respectively.
The analysis has been performed in accordance with the TIA-222-G standard and the 2010 Oregon Structural
Specialty Code (2009 IBC) 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 equipment proposed in this report shall be installed in accordance with the attached drawings for the
determined available structural capacity to be effective.
We at B+T Group appreciate the opportunity of providing our continuing professional services you and Crown
Castle. If you have any questions or need further assistance on this or any other projects Are give us a call.
Respectfully submitted by:
A0,11
%L
.: 76P
It
i ,cGON
Raul Ortiz Jr., E.I.T. Chad E. Tuttle, P.E 11101',7:i'v �cp;
Project Engineer President �13 Y'<;
'ID
711� `�
tnxTower Report-version 6.0.4.0 ,�J
Expira . j �f ""�'�'
July 13, 2012
100 Ft Monopole Tower Structural Analysis Report CC/BU No. 879602
Project Number 78702.001,Application 150758, Revision 4 Page 2
TABLE OF CONTENTS
1) INTRODUCTION
2)ANALYSIS CRITERIA
Table 1 -Proposed Antenna and Cable Information
Table 2-Existing Antenna and Cable Information
Table 3-Design Antenna and Cable Information
3)ANALYSIS PROCEDURE
Table 4-Documents Provided
3.1)Analysis Method
3.2)Assumptions
4)ANALYSIS RESULTS
Table 5-Section Capacity (Summary)
Table 6-Tower Component Stresses vs. Capacity
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
July 13, 2012
100 Ft Monopole Tower Structural Analysis Report CCI BU No. 879602
Project Number 78702.001,Application 150758, Revision 4 Page 3
• 1) INTRODUCTION
This tower is a 100 ft. Monopole tower designed by Summit in April of 2001. The tower was originally designed
. for a wind speed of 85 mph per TIA/EIA-222-F.
2) ANALYSIS CRITERIA
The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G
Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3-second gust wind
speed of 95 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 Antenna
Level (ft) Elevation of Manufacturer Antenna Model of Feed Line Note l
(ft) Antennas Lines Size (in) .
,
Powerwave
3 P65-16-XLPP-RR
I Technologies 1 J
I 1 1 Dragonwave , Horizon Compact Plus
98.0 100.0 1 Andrew VHLP2-18 3 17/16 --
1 13/64
3 Telecommuni cations RRH-C2C w/Ext Filter
3 Samsung RRH-P4
Telecommunications'
Table 2 - Existing Antenna and Cable Information
Center Number Number Feed
Mounting Line of Antenna Antenna Model of Feed Line Note
Level (ft) Elevation Manufacturer
i (ft) Antennas Lines Size (in)
100.0 6 Ems Wireless RR65-19-02DP 6 1 1/4 2
98,0
98.0 1 -- Platform Mount[LP 714-1]T -- -- r 1
I 3 Ems Wireless RR33-20-00DP
90.0 90.0 3 Ems Wireless RR65-19-00DP 18 7/8 1
1 ' -- T-Arm Mount[TA 602-3]
Kathrein 840
85.0 I- 4
85.0 4 Clearwire 1 Type IV BTS 5 5/16 1
1 Radiowaves 1 HP2-23 1 1/2
82.0 1 1 Trimble ACUTIME 2000
Notes:
1) Existing Equipment
2) Equipment to be Removed
Table 3- Design Antenna and Cable Information
Center
Mounting Line Number Antenna Number Feed
of Antenna Model of Feed Line
Level (ft) Elevation Antennas Manufacturer Lines Size (in)
i (ft) - -
100 100 1 — 14' Low Profile Platform — —
12 EMS I RV90-17-OODP Pcs Panel
tnxTower Report-version 6.0.4.0
July 13, 2012
100 Ft Monopole Tower Structural Analysis Report CCI BU No. 879602
Project Number 78702.001, Application 150758, Revision 4 Page 4
Center Number Number Feed
Mounting Line Antenna
of Antenna Model of Feed Line
Level (ft) Elevation Antennas Manufacturer
(ft) Lines Size (in)
90 90 1 I 14' Low Profile Platform
12 EMS RV90-17-00DP Pcs Panel
80 80 1 -- 14' Low Profile Platform
12 I EMS RV90-17-00DP Pcs Panel
3) ANALYSIS PROCEDURE
Table 4- Documents Provided
Document Remarks Reference Source
Online Application Sprint Co-Location Revision #0 150758 CCI Sites
Tower Manufacturing Drawings Summit Manufacturing , LLC 1625431 CCI Sites
Job.29201-0364
Foundation/Geotechnical Data
Job.29201-0364 Summit Manufacturing , LLC 1486071 CCI Sites
Antenna Configuration I Crown CAD Package Date:06/05/2012 CCI Sites
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) Mount areas and weights are assumed based on photographs provided.
This analysis may be affected if any assumptions are not valid or have been made in error. B&T
Engineering, Inc. should be notified to determine the effect on the structural integrity of the tower.
4) ANALYSIS RESULTS
Table 5 -Section Capacity (Summary)
Section Elevation(ft) Component Size Critical I P(K) ISF'P allow % I Pass/Fail
No. Type Element (K) Capacity
L1 100-72.75 Pole TP26.088x22x0.188 1 -5.669 1023.680 33.1 Pass
L2 72.75-36 Pole TP31.227x25.225x0.219 2 -9.502 1415.830 65.5 Pass
L3 36-0 Pole TP36.19x30.189x0.25 3 -15.245 1886.610 80.5 Pass
Summary
Pole(L3) 80.5 Pass
Rating= 80.5 Pass
tnxTower Report-version 6.0.4.0
July 13, 2012
100 Ft Monopole Tower Structural Analysis Report CCI BU No. 879602
Project Number 78702.001, Application 150758. Revision 4 Page 5
Table 6-Tower Component Stresses vs. Capacity— LC5
Notes Component Elevation (ft) % Capacity Pass/ Fail
1 Anchor Rods Base 63.1 Pass
1 Base Plate Base 62.6 1 Pass
1 I Base Foundation Base 38.1 Pass
Structure Rating (max from all components) = 80.5%
Notes 111
1) See additional documentation in"Appendix C—Additional Calculations"for calculations supporting the%capacity
consumed.
2) Capacities up to 105%are considered acceptable based on analysis methods used.
4.1) Recommendations
N/A
tnxTower Report-version 6.0.4.0
APPENDIX A
TNXTOWER OUTPUT
100.011
�',' , DESIGNED APPURTENANCE LOADING
TYPE I ELEVATION I TYPE I ELEVATION
Lighting Rod(E) 102 RR65-19-00DP w/Mount Pipe(E) 90
P65-16-XLPP-RR wl Mount Pipe(P) 98 RR6Si9-000P wl Mount Pipe(E) 90
■ 1 1 A 1 1— .. P65-16-XLPP-RR wl Mount Pipe(P) i 98 RR6S19-000P w/Mount Pipe(E) 90
P65-16-XLPP-RR w/Mount Pipe(P) 98 (2)6'x 2"Mount Pipe(E) 90
RRH-C2C w/EXT FILTER(P) 98 (2)6'x 2'Mount Pipe(E) 90
I1I RRH-C2C w/EXT FILTER(P) 98 (2)6'x 2°Mount Pipe(E) 90
Yl WP_..
$ 8 RRH-C2C w/EXT FILTER(P) 98 _+T-Arm Mount[TA 602-3](E) 90
•
V ! z ° RRH-P4(P) 98 I RR33-20-00DP w/Mount Pipe(E) 90
N o en N 4 __... ... __
rV IV RRH-P4(P) 198 840 10057 w/Mount Pipe(E) 185
. RR H-P4(P) _ 98 (2)840 10057 w/Mount Pipe(E) 85
Horizon Compact(P) 98 ACUTIME 2000(E) i 85
((2)6'x 2"Mount Pipe(E(Flnal)) 98 Pips Mount(PM 601-3](E) I85
(2)6'x 2"Mount Pipe(E(Flnal)) 98 Type IV BTS(E) 85
(216'n 2"Mount Pipe(E(Final)) 98 Type IV BTS(E) 85
Petrone Mount[LP 714-1](E) 98 Type IV BTS(E) 85
T
/ R 72.8 1 VHLP2-18(P) 98 HP2-23(E)w! 85 ._ _..
/ RR33-20-000Pw/Mount Rpm(E) 90
940 10057 Mount Pipe(E) 85
T 1 RR33-20.00OP lei Mount Pipe(E) 90
MATERIAL STRENGTH
GRADE I Fy I Fu GRADE I Fy I Fu l
A607-65 65 ksi 80 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 95 mph basic wind in accordance with the TIA-222-G Standard.
Q 4. Tower is also designed for a 30 mph basic wind with 1.25 in ice.Ice is considered to increase
8 in thickness with height.
N S l 4 ! 1. n 5. Deflections are based upon a 60 mph wind.
N A ; a 6. Tower Structure Class II.
7. Topographic Category 1 with Crest Height of 0.000 ft
O 8. TOWER RATING:80.5%
• /
J 38.OR �...L._.
•
ALL REACTIONS
ARE FACTORED
4 S S S AXIAL
to
`t m o R i ei 41K
SHEAR MOMENT
2 K ( j 156 kip-ft
TORQUE 0 kip-ft
30 mph WIND-1.250 in ICE
AXIAL
/15 K
SHEAR' \ MOMENT
14 K li ` 1111 kip-ft
OA R
g * TORQUE 1 kip-ft
REACTIONS-95 mph WIND
i II J
J
r B+T Group ob 78702.001-Barrows Rd, OR(BU#879602)
J 1717 S. Boulder,Suite 300 P'Dfe"low Summit Monopole/App ID:150758;Rev:0
B'T Tulsa,OK 74119 Client Crown Castle Drawn by.Rortiz Aped:
' Phone:(918)587-4630 Code: TIA-222-G Date:07/1112 Seale: NTS
FAX: 918 295-0265 Path: Dwg No.E-1
TIA-222-G -95 mph/30 mph 1.250 in Ice Exposure C Maximum Values
Vx Vz Mx Mz
• Global Mast Shear(K) Global Mast Moment (kip-ft)
0 5 10 15 0 500 1000 1500
• 109.000
72.7511_ + + + + + + 72,750
•
C
0
it
W
35.0(X 30.000
1
1
0:000 i -.-........__....—�. p:000
• d
0 5 10 15 0 500 1000 1500
B+T Group Job 78702.001-Barrows Rd, OR(BU#879602)
1717 S. Boulder,Suite 300 Pmj•ct 100'Summit Monopole/App 10:150758;Rev:0
s•r GRP Tulsa, OK 74119 Chem Crown Castle Drawn by.Rortiz App'd:
Phone:(918)587-4630 Cod" TIA-222-G °me:07/13/12 U4°' NTS
FAX: 918 295-0265 Path °wg No.E-4
TIA-222-G - Service -60 mph Maximum Values
M
Deflection (in) Tilt (deg) Twist (deg)
0 5 10 15 0 0.5 1 1.5 0 0.05 0.1
100.000
- ____ r--r-_! -T— /, 1.00:900
� �
I l l I l l 1 1 1 f I I I I I
I I I I I I I I 1 I I I ' 4 I I I I I I I
I I I I I I 1 I I I I I I I I 1 1
1
1 1 I I 1 I I I I 1 1 I I I I 1
1 1 I 1 1 i 1 I I I I I I I I I
- I I I I I 1 1 1 1 I I 1 1 I I I I 1
I 1 I I 1 I 1 1 I i 1 I I I I 1 I 1
11 I 1 1 1 1 1 I I 1 I ! I I 1 1 I
/
I 1 I 1 I 1 I 1 I 1 I 1 I I I 1 1 I
I I I I I I I I I I I 1 I
I I I I I I I I 1 I 1 I 1
I I I I I I I I I I I 1 1 I
1 1 1 1 I I I 1 I 1 1 I 1 I I I 1 1 I 1
. I I 1 1 1 I I I i I I I I I 1 I I I I I I
1 1 I 1 1 1 1 ) 11 I 1 1 I 1 1 I I I 1
1
72.75 I I-, � 1 I I i 1 I I 1 I I I _ -I- _- I I I I 78.750
I I I 1I 1 I I I I I
1 'I I I I I� I I I I 1 1 I
i 1 1 1 1 I 1/ I 1 1 I I V I I 1 I I
I I p 1 I I I' I I
1 I 1 1 I I 1 /1 I I I I I f I I I I
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'' 1 'I 8 I 1 1 1 I I 1 I I I 1 I
'I 1 I I I I
I I Y I I I I 1 I I 1 I I 1 I I I I
I I I Y I 'I I 1 1 1 1 I I I I i I I
r
1 1 I I I 'I I I 1 I I 1 I I 1 I I I I I
v I I I I I I1' 1 I I I I I I I I I I I I I
Ii ;C / I 1 I I I I I% I I I I I I I I I I I I I I
0 n 1 1 1 1
§ I I I I ,rI I I I' 1 I I I I I I I I I I
1 1 I/��1 I I 1 I I I I I I I 1 I I
W 1, 1 I 1; 1 1 1 I 1 I I I 1 I I I I I I
I I I I' I I I P 1 1 I I 1 I I I I I I
i I 1 /1 1 I I I I I I I 1 I I I 1 I I
I ' II II 0 I 1 I k 1 1 I I 1 I I I 1 I
i
j1 1'. 11 1 / 1 I I' I I I 1 I I I 1 I I I 1 1
36 000 I I I V 38.000
,
1 I 1 1 1 1 I I I I I I I I I I I I I I
I I I I I I I I I I I I I I I
I I 1 1/ I I I I I I I I I I I I I I I
I I f I I I I I I I I I I I I I I I
I I I I I I I I I I I I I I
I I / 1 I I I I I I I I I I I I I I I I
I It I I I I I I I I I I I I I I I I I
I I Yj I I 1 I I I I 1 I I I 1 I I I 1 I
,
'' I %I I I I I I i I 1 I I I 1 I I 1 I I
I I 1 1 I I I 1 I I I 1 I I I I
I,' I 1 1 1 I I 1 I I 1 1 I I I I I
I,' 1 I I I € ! I I 1 I I I 1 I I I 1 I
1 I I I ! R I I I I I 1 I I 1 I I I
11 I I I I I i I I I I I 1 1 I I I 1 I
' /t 1 I I I I 1 I I I 1 I I I I I I I I I
1 i / I I I 11 I I I
1 1 I I I I I 1 I I I I I I I 1
I I I I I I I I I
, 1 i 1 I 1 1 1 1 I I 1 I I I I I I I 1 I
' /� 1 1 1 1 I I I I I 1 I I 1 I I I I I I I 04 o. -...._...i_... ._._._ -'...___'� ' I 1 I I I 1 I I I I I I
0 1 I I 1 I I i I 0,000
5 0 5 10 15 0 0.5 1 1.5 0.05 0.1
B+T Group Jo°
� 78702.001-Barrows Rd, OR(BINS 879602)
j 1717 S.Boulder,Suite 300 P°I°°t 100'Summit Monopole/App ID:150758;Rev:0
B'T Tulsa,OK 74119 Cher Crown Castle D "'a b"Rortiz App'd:
ra
Phone:(918)587-4630 Code' TIA-222-G Date.07/13/12 Ss" NTS
' FAX:(918)295-0265 Path..,.,..,. r•_,r,,,.,o,,,-.,,w,...„.,,,,,...,„„m,..,-.,,s,.,..._.,.?Mg No.E 5
Feedline Distribution Chart
0' - 100'
App Out Face Truss Leg
•
Face A Face B Face C .i
100.000-
98 000_ _ 98_
90000 e0.000
e5.000 85.000 '.
l I
-i
72.750 72.750
I
E.
ce
re 6
w a
2 ,`
m a U W U OJ
w m
0 Q
6 Y
o
36 000
1
i1
5.000 5000_....--
i
1
0000
------ -._.. 0.000
i
ti
r B+T Group yob'78702.001-Barrows Rd,OR(BU#879602)
1717 S. Boulder, Suite 300 Project 100'Summit Monopole/App ID:150758;Rev:0
s•T GRF' Tulsa,OK 74119 Chent: Crown Castle Orewn by:ROrtiZ App'd:
Phone:(918)587-4630 Code' TIA-222-G °"):07/13/12 scal.: NTS
FAX:(918)295-0265 Path °w°No.E_7
. - — - », w. 4 �m, w.� ....
tnxToweY Job Page
78702.001 - Barrows Rd, OR(BU#879602) 1 of 10
B+T Group Project Date
1717 S.Boulder,Suite 300 100'Summit Monopole/App ID: 150758; Rev: 0 14:52:40 07/13/12
Tulsa,OK 74119 Client Designed by
Phone:(918)587-4630 Crown Castle Rortlz
FAX:(918)295-0265
Tower Input Data
There is a pole section.
This tower is designed using the TIA-222-G standard.
The following design criteria apply:
Tower is located in Washington County,Oregon.
Basic wind speed of 95 mph.
Structure Class II.
Exposure Category C.
Topographic Category 1.
Crest Height 0.000 ft.
Nominal ice thickness of 1.250 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 -4 Assume Rigid Index Plate Calculate Redundant Bracing Forces
Use Moment Magnification Ai Use Clear Spans For Wind Area Ignore Redundant Members in FEA
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 -4 Bypass Mast Stability Checks Offset Girt At Foundation
Always Use Max Kz 4 Use Azimuth Dish Coefficients 4 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 4 Include Shear-Torsion Interaction
Secondary Horizontal Braces Leg 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
(65 ksi)
Job Page
tnYTower 78702.001 - Barrows Rd, OR (BU#879602) 2 of 10
B+T Group Project Date
1717 S.Boulder.Suite 300 100' Summit Monopole/App ID: 150758; Rev: 0 14:52:40 07/13/12
Tulsa.OK 74119 Client Designed by
Phone:(918)587-4630 Crown Castle
FAX (918)295-0265 ROrtIZ
Tapered Pole Properties
Section TO Dia. Area I r C I/C J It/Qr w wit
in in in' in in in3 ins in in
L 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 I8.385 253.143 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 At Factor Stitch Bolt Stitch Bolt
(per face) A, Spacing Spacing
Diagonals Horizontals
f fi2 in in in
LI 1 1 1
100.000-72.75
0
L2 1 1 1
72.750-36.000
L3 I I 1
36.000-0.000
Feed Line/Linear Appurtenances - Entered As Round Or Flat
Description Sector Component Placement Tom( ;Vumber Start/End Width or Perimeter Weight
Type Number Per Row Position Diameter
ft in in klf
s/s
2"Rigid Conduit C Surface Ar 85.000-5.000 2 2 0.000 2.000 0.003
(E) (CaAa) 0.000
s/s
Safety Line 3/8 C Surface Ar 100.000-0.000 I I 0.000 0.375 0.000
(E) (CaAa) 0.000
s/s
Feed Line/Linear Appurtenances - Entered As Area
Description Face Allow Component Placement Total CAAA Weight
or Shield Type Number
Leg It fzft k(f
TYPE 2(1-7/16) A No Inside Pole 98.000-5.000 3 No Ice 0.000 0.001
(P) 1/2"Ice 0.000 0.001
1"Ice 0.000 0.001
2"Ice 0.000 0.001
CATEGORY 5e(1 A No Inside Pole 98.000-5.000 1 No Ice 0.000 0.000
WIRE) 1/2"Ice 0.000 0.000
(P) I"Ice 0.000 0.000
2"Ice 0.000 0.000
s/s
LDF5-50A(7/8") C No Inside Pole 90.000-5.000 18 No Ice 0.000 0.000
(E) 1/2"Ice 0.000 0.000
I"Ice 0.000 0.000
2"Ice 0.000 0.000
LDF4-50A(1/2") C No Inside Pole 85.000-5.000 1 No Ice 0.000 0.000
tnXTower Job Page
78702.001 - Barrows Rd, OR(BU#879602) 3 of 10
B+T Group Project Date
1717 S.Boulder,Suite 300 100' Summit Monopole/App ID: 150758; Rev: 0 14:52:40 07/13/12
Tulsa,OK 74119 Client Designed by
Phone:(918)587-4630 Crown Castle
FAX:(918)295-0265
ROrtIZ
Description Face Allow Component Placement Total C4A.4 Weight
or Shield Type Number
Leg ft ftI/ft k/f
(E(Inside Conduit)) 1/2"Ice 0.000 0.000
1"Ice 0.000 0.000
2"Ice 0.000 0.000
ATCB-B01-001(5/16") C No Inside Pole 85.000-5.000 5 No Ice 0.000 0.000
(E(Inside Conduit)) 1/2"Ice 0.000 0.000
1"Ice 0.000 0.000
2"Ice 0.000 0.000
«/*
Feed Line/Linear Appurtenances Section Areas
Tower Tower Face AR A, C4A.4 CAA Weight
Section Elevation In Face Out Face
ft fr' ft2 ft` fr' K
LI 100.000-72.750 A 0.000 0.000 0.000 0.000 0.051
B 0.000 0.000 0.000 0.000 0.000
C 0.000 0.000 5.922 0.000 0.183
L2 72.750-36.000 A 0.000 0.000 0.000 0.000 0.074
B 0.000 0.000 0.000 0.000 0.000
C 0.000 0.000 16.078 0.000 0.451
L3 36.000-0.000 A 0.000 0.000 0.000 0.000 0.062
B 0.000 0.000 0.000 0.000 0.000
" C 0.000 0.000 13.750 0.000 0.382
Feed Line/Linear Appurtenances Section Areas - With Ice
Tower Tower Face Ice AR At- CIA CAA.1 Weight
Section Elevation or Thickness In Face Out Face
ft Leg in ft' ft2 Jr' ft2 K
L 1 100.000-72.750 A 2.751 0.000 0.000 0.000 0.000 0.051
B 0.000 0.000 0.000 0.000 0.000
C 0.000 0.000 30.567 0.000 0.722
L2 72.750-36.000 A 2.627 0.000 0.000 0.000 0.000 0.074
B 0.000 0.000 0.000 0.000 0.000
C 0.000 0.000 65.252 0.000 1.594
L3 36.000-0.000 A 2.354 0.000 0.000 0.000 0.000 0.062
B 0.000 0.000 0.000 0.000 0.000
C 0.000 0.000 56.120 0.000 1.326
Feed Line Center of Pressure
Section Elevation CPx CPz CPx CPz
Ice Ice
ft in in in in
L 1 100.000-72.750 0.000 0.322 0.000 0.894
L2 72.750-36.000 0.000 0.583 0.000 1.190
L3 36 000-0 000 0.000 0.520 0.000 1.204
T Job Page
tnx ower 78702.001 - Barrows Rd, OR (BU# 879602) 4 of 10
B+T Group Project Date
1717 S.Boulder,Suite 300 100' Summit Monopole/App ID: 150758; Rev: 0 14:52:40 07/13/12
• Tulsa,OK 74119 Client Designed by
Phone:(918)587-4630 Crown Castle Rortiz
FAX:(918)295-0265
Shielding Factor Ka
Tower Feed Line Description Feed Line Ka K
Section Record No. _Segment Elev. No Ice Ice
LI 7 2"Rigid Conduit 72.75-85.00 1.0000 1.0000
LI 12 Safety Line 3/8 72.75-100.00 1.0000 1.0000
L2 7 2"Rigid Conduit 36.00-72.75 1.0000 1.0000
L2 12 Safety Line 3/8 36.00-72.75 1.0000 1.0000
Discrete Tower Loads
Description Face Offset Offsets: Azimuth Placement CAA.4 CAA.4 Weight
or Type Horz Adjustment Front Side
Leg Lateral
Vert
ft ft jt' ft` K
ft
p
Lighting Rod C None 0.000 102.000 No Ice 0.375 0.375 0.030
(E) 1/2"Ice 0.890 0.890 0.034
I"Ice 1.356 1.356 0.041
2"Ice 1.993 1.993 0.066
r/s
P65-16-XLPP-RR w/Mount C From Leg 4.000 0.000 98.000 No Ice 8.637 6.362 0.075
" Pipe 0.000 1/2"Ice 9.290 7.538 0.137
(P) 2.000 1"Ice 9.910 8.427 0.212
2"Ice 11.176 10.239 0.389
P65-16-XLPP-RR w/Mount B From Leg 4.000 0.000 98.000 No Ice 8.637 6.362 0.075
Pipe 0.000 1/2"Ice 9.290 7.538 0.137
(P) 2.000 1"Ice 9.910 8.427 0.212
2"Ice 11.176 10.239 0.389
P65-16-XLPP-RR w/Mount A From Leg 4.000 0.000 98.000 No Ice 8.637 6.362 0.075
Pipe 0.000 1/2"Ice 9.290 7.538 0.137
(P) 2.000 I"Ice 9.910 8.427 0.212
2"Ice 11.176 10.239 0.389
RRH-C2C w/EXT FILTER C From Leg 4.000 0.000 98.000 No Ice 3.087 5.542 0.052
(P) 0.000 1/2"Ice 3.346 5.859 0.090
2.000 1"Ice 3.613 6.185 0.132
2"Ice 4.174 6.864 0.230
RRH-C2C w/EXT FILTER B From Leg 4.000 0.000 98.000 No Ice 3.087 5.542 0.052
(P) 0.000 1/2"Ice 3.346 5.859 0.090
2.000 1"Ice 3.613 6.185 0.132
2"Ice 4.174 6.864 0.230
RRH-C2C w/EXT FILTER A From Leg 4.000 0.000 98.000 No Ice 3.087 5.542 0.052
(P) 0.000 1/2"Ice 3.346 5.859 0.090
2.000 1"Ice 3.613 6.185 0.132
2"Ice 4.174 6.864 0.230
RRH-P4 C From Leg 4.000 0.000 98.000 No Ice 3.191 2.075 0.060
(P) 0.000 1/2"Ice 3.439 2.292 0.083
2.000 1"Ice 3.696 2.517 0.109
2"Ice 4.235 2.994 0.172
RRH-P4 B From Leg 4.000 0.000 98.000 No Ice 3.191 2.075 0.060
(P) 0.000 1/2"Ice 3.439 2.292 0.083
2.000 I"Ice 3.6% 2.517 0.109
i.
2"Ice 4.235 2.994 0.172
RRH-P4 A From Leg 4.000 0.000 98.000 No Ice 3.191 2.075 0.060
(P) 0.000 1/2"Ice 3.439 2.292 0.083
2.000 1"Ice 3.696 2.517 0.109
i.
2"Ice 4.235 2.994 0.172
Horizon Compact C From Leg 4.000 0.000 98.000 No Ice 0.841 0.429 0.012
IL
J
tnxTower ob Page
78702.001 - Barrows Rd, OR (BU#879602) 5 of 10
B+T Group Project Date
1717 S.Boulder,Suite300 100' Summit Monopole/App ID: 150758; Rev: 0 14:52:40 07/13/12
• Tulsa,OK 74119 Client Designed by
Phone:(918)587-4630 Crown Castle
FAX (918)295-0265 ROrtIZ
Description Face Offset Offsets: Azimuth Placement C,A.4 C4A,a Weight
or Type Horz Adjustment Front Side
Leg Lateral
Vert
ft ft IF jt2 K
.t
jt
(P) 0.000 1/2"Ice 0.966 0.525 0.018
2.000 1"Ice 1.099 0.629 0.026
2"Ice 1.392 0.863 0.048
(2)6'x 2"Mount Pipe C From Leg 4.000 0.000 98.000 No Ice 1.425 1.425 0.022
(E(Final)) 0.000 1/2"Ice 1.925 1.925 0.033
0.000 I"Ice 2.294 2.294 0.048
2"Ice 3.060 3.060 0.090
(2)6'x 2"Mount Pipe B From Leg 4.000 0.000 98.000 No Ice 1.425 1.425 0.022
(E(Final)) 0.000 1/2"Ice 1,925 1.925 0.033
0.000 1"Ice 2.294 2.294 0.048
2"Ice 3.060 3.060 0.090
(2)6'x 2"Mount Pipe A From Leg 4.000 0.000 98.000 No Ice 1.425 1.425 0.022
(E(Final)) 0.000 1/2"Ice 1.925 1.925 0.033
0.000 1"Ice 2.294 2.294 0.048
2"Ice 3.060 3.060 0.090
Platform Mount[LP 714-1] C None 0.000 98.000 No Ice 37.470 37.470 1.600
(E) 1/2"Ice 44.230 44.230 2.040
1"Ice 50.990 50.990 2.480
2"Ice 64.510 64.510 3.360
s/s
RR33-20-00DP w/Mount C From Leg 4.000 0.000 90.000 No Ice 7.238 5.661 0.044
Pipe 0.000 1/2"Ice 7.792 6.545 0.100
(E) 0.000 I"Ice 8.333 7.306 0.166
2"Ice 9.446 8.949 0.322
RR33-20-00DP w/Mount B From Leg 4.000 0.000 90.000 No Ice 7.238 5.661 0.044
Pipe 0.000 1/2"Ice 7.792 6.545 0.100
(E) 0.000 I"Ice 8.333 7.306 0.166
2"Ice 9.446 8.949 0.322
RR33-20-00DP w/Mount A From Leg 4.000 0.000 90.000 No Ice 7.238 5.661 0.044
Pipe 0.000 1/2"Ice 7.792 6.545 0.100
(E) 0.000 1"Ice 8.333 7.306 0.166
2"Ice 9.446 8.949 0.322
RR65-19-00DP w/Mount C From Leg 4.000 0.000 90.000 No Ice 6.104 4.412 0.042
Pipe 0.000 1/2"Ice 6.666 5.624 0.086
(E) 0.000 I"Ice 7.194 6.496 0.141
2"Ice 8.273 8.273 0.278
RR65-19-00DP w/Mount B From Leg 4.000 0.000 90.000 No Ice 6.104 4.412 0.042
Pipe 0.000 1/2"Ice 6.666 5.624 0.086
(E) 0.000 1"Ice 7.194 6.496 0.141
2"Ice 8.273 8.273 0.278
RR65-19-00DP w/Mount A From Leg 4.000 0.000 90.000 No Ice 6.104 4.412 0.042
Pipe 0.000 1/2"Ice 6.666 5.624 0.086
(E) 0.000 1"Ice 7.194 6.496 0.141
2"Ice 8.273 8.273 0.278
(2)6'x 2"Mount Pipe C From Leg 4.000 0.000 90.000 No Ice 1.425 1.425 0.022
(E) 0.000 1/2"Ice 1.925 1.925 0.033
0.000 1"Ice 2.294 2.294 0.048
2"Ice 3.060 3.060 0.090
(2)6'x 2"Mount Pipe B From Leg 4.000 0.000 90.000 No Ice 1.425 1.425 0.022
(E) 0.000 1/2"Ice 1.925 1.925 0.033
0.000 1"Ice 2.294 2.294 0.048
2"Ice 3.060 3.060 0.090
(2)6'x 2"Mount Pipe A From Leg 4.000 0.000 90.000 No Ice 1.425 1.425 0.022
(E) 0.000 1/2"Ice 1.925 1.925 0.033
.1 0.000 1"Ice 2.294 2.294 0.048
2"Ice 3.060 3.060 0.090 .
T-Arm Mount[TA 602-3] C None 0.000 90.000 No Ice 11.590 11.590 0.774
■
i
( Job Page
tnxTower 78702.001 - Barrows Rd, OR (BU#879602) 6 of 10
B+T Group Project Date
1717 S.Boulder,Suite 300 100' Summit Monopole/App ID: 150758; Rev: 0 14:52:40 07/13/12
Tulsa,OK 74119 Client Designed by
Phone:(918)587-4630 Crown Castle
FAX.(918)295-0265 ROrtIZ
Description Face Offset Offsets: Azimuth Placement CA.a CIA, Weight
or Type Horz Adjustment Front Side
Leg Lateral
Vert
ft ft ft' 112 K
ft
ft
(E) 1/2"Ice 15.440 15.440 0.990
1"Ice 19.290 19.290 1.206
2"Ice 26.990 26.990 1.639
s1s
840 10057 w/Mount Pipe C From Leg 1.500 0.000 85.000 No Ice 2.718 2.351 0.026
(E) 0.000 1/2"Ice 3.095 2.883 0.051
0.000 1"Ice 3.483 3.431 0.083
2"Ice 4.290 4.578 0.163
840 10057 w/Mount Pipe B From Leg 1.500 0.000 85.000 No Ice 2.718 2.351 0.026
(E) 0.000 1/2"Ice 3.095 2.883 0.051
0.000 1"Ice 3.483 3.431 0.083
2"Ice 4.290 4.578 0.163
(2)840 10057 w/Mount Pipe A From Leg 1.500 0.000 85.000 No Ice 2.718 2.351 0.026
(E) 0.000 1/2"Ice 3.095 2.883 0.051
0.000 1"Ice 3.483 3.431 0.083
2"Ice 4.290 4.578 0.163
ACUTIME 2000 C From Leg 1.500 0.000 85.000 No Ice 0.297 0.297 0.001
(E) 0.000 1/2"Ice 0.374 0.374 0.005
-3.000 l"Ice 0.459 0.459 0.010
2"Ice 0.655 0.655 0.025
Pipe Mount[PM 601-3] A From Leg 1.500 0.000 85.000 No Ice 4.390 4.390 0.195
• (E) 0.000 1/2"Ice 5.480 5.480 0.237
0.000 I"Ice 6.570 6.570 0.280
2"Ice 8.750 8.750 0.365
"/*
Type N BTS C From Leg 1.500 0.000 85.000 No Ice 3.033 2.275 0.045
(E) 0.000 1/2"Ice 3.284 2.506 0.068
0.000 I"Ice 3.543 2.746 0.094
2"Ice 4.088 3.252 0.156
Type N BTS B From Leg 1.500 0.000 85.000 No Ice 3.033 2.275 0.045
(E) 0.000 1/2"Ice 3.284 2.506 0.068
0.000 I"Ice 3.543 2.746 0.094
2"Ice 4.088 3.252 0.156
Type IV BTS A From Leg 1.500 0.000 85.000 No Ice 3.033 2.275 0.045
(E) 0.000 1/2"Ice 3.284 2.506 0.068
0.000 1"Ice 3.543 2.746 0.094
2"Ice 4.088 3.252 0.156
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 f 2 K
HP2-23 A Paraboloid From 2.000 -90.000 85.000 2.042 No Ice 3.274 0.027
(E) w/Shroud(HP) Leg 0.000 1/2"Ice 3.547 0.045
-3.000 1"Ice 3.819 0.063
2"Ice 4.365 0.100
•/.
VHLP2-18 C Paraboloid w/o From 2.000 0.000 98.000 2.175 No Ice 3.715 0.031
(P) Radome Leg 0.000 1/2"Ice 4.006 0.052
• 2.000 1"Ice 4.296 0.072
2"Ice 4.876 0.113
1 L
Job Page
tnxTower 78702.001 - Barrows Rd, OR (BU#879602) 7 of 10
B+T Group Project Date
17175 Boulder,Suite 300 100' Summit Monopole/App ID: 150758; Rev: 0 14:52:40 07/13/12
• Tulsa,OK 74119 Client Designed by
Phone:(918)587-4630 Crown Castle
FAX:(918)295-0265 ROriIZ
Load Combinations
Comb. h, ,
No.
I Dead Only
2 1.2 Dead+1.6 Wind 0 deg-No Ice
3 0.9 Dead+1.6 Wind O deg-No Ice
4 1.2Dead+1.6 Wind 30 deg-NoIce
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+l.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+l.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+l.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+l.0Ice+1.0 Temp
39 Dead+Wind 0 deg-Service
40 Dead+Wind 30 deg-Service
41 Dead+Wind 60 deg-Service
42 Dead+Wind 90 deg-Service
43 Dead+Wind 120 deg-Service
44 Dead+Wind 150 deg-Service
45 Dead+Wind 180 deg-Service
46 Dead+Wind 210 deg-Service
47 Dead+Wind 240 deg-Service
48 Dead+Wind 270 deg-Service
49 Dead+Wind 300 deg-Service
50 Dead+Wind 330 deg-Service
Job Page
tnxTower
78702.001 - Barrows Rd, OR (BU# 879602) 8 of 10
B+T Group Project Date
1717 S.Boulder,Suite300 100'Summit Monopole/App ID: 150758; Rev: 0 14:52:40 07/13/12
' Tulsa,OK 74119 Client Designed by
Phone:(918)587-4630 Crown Castle
FAX-(918)295-0265 RortIZ
Maximum Member Forces
Section Elevation Component Condition Gov. Axial Major Axis Minor Axis
No. ft Type Load Moment Moment
Comb. K kip-fi kip-ft
LI 100-72.75 Pole Max Tension 1 0.000 0.000 0.000
Max.Compression 26 -21.681 0.882 1.157
Max.Mx 8 -5.675 -172.532 4.389
Max.My 2 -5.695 -5.862 171.193
Max.Vy 8 9.880 -172.532 4.389
Max.Vx 2 -9.728 -5.862 171.193
Max.Torque 8 1.206
L2 72.75-36 Pole Max Tension 1 0.000 0.000 0.000
Max.Compression 26 -30.316 0.957 -0.539
Max.Mx 8 -9.505 -571.678 9.992
Max.My 2 -9.518 -14.528 564.520
Max.Vy 8 12.256 -571.678 9.992
Max.Vx 2 -12.103 -14.528 564.520
Max.Torque 8 1.205
L3 36-0 Pole Max Tension 1 0.000 0.000 0.000
Max.Compression 26 -41.172 0.957 -2.411
Max.Mx 8 -15.245 -1107.676 16.001
Max.My 2 -15.245 -23.942 1094.121
Max.Vy 8 14.428 -1107.676 16.001
Max.Vx 2 -14.280 -23.942 1094.121
Max.Torque 8 1.201
•
Maximum Tower Deflections - Service Wind
Section Elevation Horz. Gov. Tilt 71 r
No. Deflection Load
ft in Comb. °
LI 100-72.75 13.661 41 1.073 a uu3
L2 76-36 8.422 41 0.973 0.002
L3 40-0 2.467 41 0.555 0.001
Critical Deflections and Radius of Curvature - Service Wind
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
ft Comb. in ° ft
102.000 Lighting Rod 41 13.661 1.073 0.003 37818
100.000 VHLP2-18 41 13.661 1.073 0.003 37818
98.000 P65-16-XLPP-RR w/Mount Pipe 41 13.213 1.068 0.003 37818
90.000 RR33-20-00DP w/Mount Pipe 41 11.428 1.044 0.003 18909
85.000 840 10057 w/Mount Pipe 41 10.331 1.025 0.003 12606
82.000 HP2-23 41 9.684 1.010 0.003 10505
L
Job Page
tnxTower 78702.001 - Barrows Rd, OR(BU#879602) 9 of 10
B+T Group Project Date
/717 S.Boulder,Suite 300 100'Summit Monopole/App ID: 150758; Rev: 0 14:52:40 07/13/12
• Tulsa,OK 741/9 Client Designed by
Phone:(918)587-4630 Crown Castle
FAX:(918)295-0265 ROrtIZ
Maximum Tower Deflections - Design Wind
Section Elevation Horz. Gov. Tilt Twist
No. Deflection Load
ft in Comb. 0
L1 100-72.75 61.502 6 4.839 0.015
L2 76-36 37.933 6 4.388 0.011
L3 40-0 11.119 6 2.502 0.004
Critical Deflections and Radius of Curvature - Design Wind
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
ft Comb. in 0 ft
102.000 Lighting Rod 6 61.502 4.839 0.015 8538
100.000 VHLP2-18 6 61.502 4.839 0.015 8538
98.000 P65-16-XLPP-RR w/Mount Pipe 6 59.484 4.815 0.015 8538
90.000 RR33-20-00DP w/Mount Pipe 6 51.456 4.707 0.014 4268
85.000 840 10057 w/Mount Pipe 6 46.522 4.618 0.014 2844
82.000 HP2-23 6 43.610 4.553 0.013 2370
Compression Checks
Pole Design Data
Section Elevation Size L L. K/Jr A P„ OP„ Ratio
No. P.
ft ft ft in2 K K 1011.
LI 100-72.75(1) TP26.088x22x0.188 27.250 0.000 0.0 15.124 -5.669 1023.680 0.006
L2 72.75-36(2) TP31.227x25.225x0.219 40.000 0.000 0.0 21.118 -9.502 1415.830 0.007
L3 36-0(3) TP36.19x30.189x0.25 40.000 0.000 0.0 28.518 -15.245 1886.610 0.008
Pole Bending Design Data
Section Elevation Size M. OM_ Ratio M„ OM„„ Ratio
No. M M..„
31 441 kiv ft +M kip-ft kipii OM„
LI 100-72.75(1) TP26.088x22x0.188 173.898 535.202 0.325 0.000 535.202 0.000
L2 72.75-36(2) TP31.227x25.225x0.219 574.178 885.883 0.648 0.000 885.883 0.000
L3 36-0(3) TP36.19x30.189x0.25 1111.392 1395.533 0.796 0.000 1395.533 0.000
•
Job Page
tnxTower
78702.001 - Barrows Rd, OR (BU#879602) 10 of 10
IProject Date
B+T Group
1717 S.Boulder,Suite 300 100' Summit Monopole/App ID: 150758; Rev: 0 14:52:40 07/13/12
Or Tulsa,OK 74119 ' Client Designed by
Phone:(918)587-4630 Crown Castle
FAX:(918)295-0265 ROrtIZ
Pole Shear Design Data
Section Elevation Size Actual 4V Ratio Actual 4T Ratio
No. V. V T T
ft K K 0V. +yap-.lt lap-.R 4T
L 1 100-72.75(1) TP26.088x22x0.188 9.917 51 1.839 0.019 1.112 1071.717 0.001
L2 72.75-36(2) TP3I.227x25.225x0.219 12.291 707.914 0.017 1.109 1773.933 0.001
L3 36-0(3) TP36.19x30.189x0.25 14.462 943.303 0.015 1.106 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, 4M,. 4V +T Ratio Ratio
L I 100-72.75(1) 0.006 0.325 0.000 0.019 0.001 0.331 1.000
4.8.2
I/
L2 72.75-36(2) 0.007 0.648 0.000 0.017 0.001 0.655 1.000 482
V
L3 36-0(3) 0.008 0.796 0.000 0.015 0.000 0.805 1.000 4.8.2 ✓'
I✓
Section Capacity Table
Section Elevation Component Size Critical P ePat„. % Pass
No. .ft Type Element K K Capacity Fail
L 1 100-72.75 Pole TP26.088x22x0.188 1 -5.669 1023.680 33.1 Pass
L2 72.75-36 Pole TP31.227x25.225x0.219 2 -9.502 1415.830 65.5 Pass
L3 36-0 Pole TP36.19x30.189x0.25 3 -15.245 1886.610 80.5 Pass
Summary
Pole(L3) 80.5 Pass
RATING= 80.5 Pass
Program Version 6.0.4.0-1/27/2012 File:78702_001_Barrows RdOR_Final Loading.eri
APPENDIX B
BASE LEVEL DRAWING
•
•
/ __ \
/ / \
/ / \ \
PROPOSED)D)TO 98 FT LEVEL . / / \ \
3� 1-7 16' TO 98 FT LEVEL • / \ \
INSTALLED-TO BE REMOVED)
6) 1-1/4" TO 98 FT LEVEL Of 1 1
•
Q Q, 1 1
NOT INSTALLED) : ` ` 0? I I
N) L
/ TO 85 FT LEVEL \ \ / /
1 1/2"EDTO 85 FT LEVEL e \ / /
5; 5/16' TO 85 FT LEVEL t+ \ \ / /
\ \ i V /
\ - /
(18)T 77/8)TO 90 FT LEVEL I feI
BUSINESS UNIT: 879602 TOWER ID: C_BASELEVEL
APPENDIX C
ADDITIONAL CALCULATIONS
Square, Stiffened / Unstiffened Base Plate, Any Rod Material - Rev. F /G
Assumptions: 1)Rod groups at corners. Total#rods divisible by 4. Maximum total#of rods=48(12 per Corner).
2)Rod Spacing=Straight Center-to-Center distance between any(2)adjacent rods(same corner)
3)Clear space between bottom of leveling nut and top of concrete not exceeding(1)*(Rod Diameter)
Site Data Base Reactions
BU#: 879602 TIA Revision: G
Site Name: Barrows Rd, OR Factored Moment,Mu: 1111 ft-kips
App#: 150758;Rev:0 Factored Axial, Pu: 15 kips
Anchor Rod Data Factored Shear, Vu: 14 kips
Eta Factor, r) 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/n): 164.1 Kips
Yield, Fy: 75 ksi Axial Design Strength, *Fu*Anet: 260.0 Kips
Strength, Fu: 100 ksi Anchor Rod Stress Ratio: 63.1%
_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: 31.0 ksi Yield Line(in):
Thick: 2.25 in PL Design Bending Strength, c*Fy: 49.5 ksi _ 21.79
Grade: 55 ksi Base Plate Stress Ratio: 62.6% Max PL Length:
Clip Distance: 6 in 21.79
NIA-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 Ma• PL Length
Thick: in Yield Line
Notch: in Ir Anchors
of corner= Os BASE PL
Grade: ksi Oty/4 1111 THICKNESS
Weld str.: ksi AilE111,110 q.Anchor, Typ.
STIFFENED CONFIGURATION
ASSUMED IN TppL
Pole Data � 2Anchor case
of B.C. ror 51D>�a
#of Sides: 18 "0"IF Round
IM Pole w/
P�� DIAM = D
Anchor Spacing Same As
Stiffener Spacing,
1 11
Except for sianle Comer
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: 7/13/2012
! * • •
A
CAISSON Version 10.35 3:02:57 PM Friday, July 13, 2012
B&T Engineering
**************************************************************************************************
* *
* CAISSON - Pier Foundations Analysis and Design - Copyright Power Line Systems, Inc. 1993-2010 *
* *
**************************************************************************************************
Project Title: 78702.001 - Barrows Rd, OR (BU# 879602)
Project Notes: 100' Summit Monopole- 6' Dia, 21' Minimum Depth(20.5' Bearing)
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)
6.00 0.50
Soil Properties
Layer Type Thickness Depth at Top Density CU KP PHI
of Layer
(ft) (ft) (lbs/ft^3) (psf) (deg)
1 Sand 5.00 0.00 100.0 1.000
2 Sand 3.00 5.00 100.0 3.000 30.00
3 Sand 10.00 8.00 100.0 3.500 33.75
4 Sand 10.00 18.00 100.0 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)
1111.0 15.0 14.00 . :o Z 1.333 (F.S.) , Soil Interaction = (1.333/3.50)x 100% = 38.1%
******* R E S U L T S
Calculated Pier Properties
Length Weight End Bearing
Pressure
(ft) (kips) (psf)
21.000 89.064 530.5
Ultimate Resisting Forces Along Pier
Type Distance of Top of Layer Thickness Density CU EP Force Arm
to Top of Pier
(ft) (ft) (lbs/ft^3) (psf) (kips) (ft)
Sand 0.50 5.00 100.0 1.000 22.50 3.83
Sand 5.50 3.00 100.0 3.000 105.30 7.12
Sand 8.50 7.38 100.0 3.500 543.64 12.58
Sand 15.88 2.62 100.0 3.500 -275.36 17.22
Sand 18.50 2.50 100.0 4.000 -346.50 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 49.6 3922.0 14.2 1120.6
2.10 47.3 4024.8 13.5 1150.0
4.20 37.3 4115.0 10.6 1175.7
6.30 3.7 4169.7 1.1 1191.3
8.40 -73.9 4100.1 -21.1 1171.5
10.50 -191.6 3826.9 -54.8 1093.4
12.60 -337.8 3275.8 -96.5 935.9 .
14.70 -511.8 2388.6 -146.2 682.5
16.80 -530.2 1190.3 -151.5 340.1
18.90 -294.1 314.3 -84.0 89.8
21.00 0.0 0.0 0.0 0.0
M = 1,192.1 Kip-ft (Moment for DSMC sheet)
I
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, OR Max. Factored Shaft Mu: 1192.1
App#: 150758; Rev: 0 Max. Factored Shaft Pu: 15 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) <----Disregard
For P(DL) <----Disregard Load Factor Shaft Factored Loads
1.00 Mu: 1192.1 ft-kips
Pier Properties 1.00 Pu:_ 15 kips
Concrete:
Pier Diameter= 6.0 ft Material Properties
Concrete Area = 4071.5 in2 Concrete Comp strength, fc= 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=1 2008
Vertical Bar Size = 11 1 Seismic Properties
Bar Diameter = 1.41 in Seismic Design Category = D j
Bar Area = 1.56 in2 Seismic Risk = High
Number of Bars = 16
As Total= 24.96 in2 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
200/ Fy: 0.0033 / IAi∎�
IBC 1810.1.2: 0.0050 SDC D. E, or F Mu Il'r�1 Mu ��.
Governing: 0.0050 0.50% T I - - , r ( -
1 ,• •
ACI 10.8 and 10.9 -- '
Min As for Columns, Comp. Controlled, Shafts: 1
Min As: 0.0100 1.00% Case 1 Case 2
Dist. From Edge to Neutral Axis: 12.21 in
Minimum Rho Check: Extreme Steel Strain, et: 0.0134
Actual Req'd Min. Rho: 0.50% Flexural et> 0.0050, Tension Controlled
Provided Rho: 0.61% OK Reduction Factor,T: 0.900
<-- Comment Box
_ Ref Shaft Max Axial Capacities, Max(Pn or Tn):
Max Pu = (q=0.65) Pn. Output Note: Negative Pu=Tension
• Pn per ACI 318 (10-2) 6144.47 kips For Axial Compression, q Pn = Pu: 15.00 kips
at Mu=(T=0.65)Mn=_ 3168.27 ft-kips Drilled Shaft Moment Capacity, cpMn: 3284.63 ft-kips
_ Drilled Shaft Superimposed Mu: 1192.10 ft-kips
• Max Tu, (cp=0.9) Tn = 1347.84 kips
at Mu=T=(0.90)Mn= 0.00 ft-kips (MuhpMn, Drilled Shaft Flexure CSR: I 36.29%
Drilled_Shaft_Moment_Capacity, DSMC, Version 1.1 - Effective 04/01/2010 Analysis Date: 7/13/2012