Specifications , '21-., S- -C Z2c•
., RECEIVED
4 PAUL J. FORD AND COMPANY
S T R U C T U R A L E N G I N E E R S JUN 2 6 2006
250 East Broad Sheet • Suite 1500 • Columbus, Ohio 43215 -3708
CITY OF TIGARD
i BUILDING DIVISION
April 17, 2008
Elaine Neumann
Crown Castle International Existing Structure is Adequate
5350 N. 48th St Existing Monopole is Adequate
Suite 305 Existing Foundation is Adequate
Chandler, AZ 85226
480 - 734 -2425
Subject Structural Analysis Report of Existing 94 -Ft Monopole
Carrier Designation Clearwire US LLC Co- Locate
Carrier Site Number: OR_POR 253
Carrier Site Name: West Portland
Crown Castle Designation Crown Castle BU Number. 874135
Crown Castle Site Name: 874135
Crown Castle JDE Job Number. 105053
Crown Castle Application Number: 63173Rev0
Crown Castle PO Number. 284046
Crown Castle WO Number: 205763
Engineering Firm Designation Paul .1. Ford and Company 37508 -0530
Site Data 10955 SW 65th Ave, Tigard, Washington County, OR
Latitude 45° 26' 27.6 ", Longitude - 122° 44' 38.4"
Dear Elaine Neumann,
Paul J. Ford and Company is pleased to submit this 'Structural Analysis Report" to determine the structural
adequacy u ■ ii le above monopole. This analysis has been performed in accoraance with the Crown Castle
Structural "Statement of Work ", the terms of the Purchase Order, and the TIA/EIA -222 -F Standard for the following
Basic Wind Speeds: 80 mph without ice, 69 mph with 0.5" radial ice, and 50 mph (Operational) without ice.
The monopole was analyzed with the addition of the proposed antenna loading shown in the table below combined
with the existing and reserved loading on the structure:
i' , Erevatiort ftg ._count : .5. =� :-
� nfenha1Descciptioc►�:: <�: r-.., .
3 Kathrein 840 10057 w/ BTS -2500 f
1 1 1 ACUTIME 2000
i 90 I 3 i BTS -2500
I 1 i Sabre C10- 113-021 12' T Arm (3)
k I f 3 i Radiowaves HP2 -23
Based on our analysis, we have determined that the existing monopole structure and foundation have sufficient
capacity to adequately support the existing, reserved, and proposed loading. Modifications are not required at this
time.
Respectfully sub Itted, _"
N t LAI- / 1/P i c
Nicholas Manson, E.LT. 1c Li 64241PE ° 1
Structural Engineer 1 nmanson @pjfweb.com� t
OREGON p �
i �boJ
r '` 4
P I, COLUMBUS, OHIO a ATLANTA, GEORGIA i ORLANDO, FLORIDA
(614) 221 -6679 (404) 266 -2407 (40 il 898 -9039
Founded in 1965 • www.PjFweb.com • Empioyee -Owned Since 1994
•
,7" .
PAUL J. FORD AND COMPANY
STRUCTURAL .1— NGINFFRS
11111`:4.+ • `..;i:• 1 {Li • ( Oh( l "1.8
April 17, 2008
Elaine Neumann
•
Existing Structure is Adequate
Crown Castle International
5350 N. 48th St. Existing Monopole is Adequate
Suite 305 Existing Foundation is Adequate
Chandler, AZ 85226
480 - 734-2425
Subject Structural Analysis Report of Existing 94 -Ft Monopole
CarrlerDesignation Cleanuire US LLC Co- Locate
Carrier Site Number. OR_POR 253
Carrier Site Name: West Portland
Crown Castle Designation Crown Castle BU Number: 874135
Crown Castle Site Name: West Portland
Crown Castle JDE Job Number: 105053
Crown Castle Application Number. 63173Rev0
Crown Castle PO Number. 284046
Crown Castle WO Number: 205763
Engineering Finn Designation Paul J. Ford and Company 37508 -0530
Site Data 10955 SW 65th Ave, Tigard, Washington County, OR
Latitude 45° 26' 27.6 ", Longitude - 122° 44' 38.4"
Dear Elaine Neumann,
Paul J. Ford and Company is pleased to submit this 'Structural Analysis Report' to determine the structural
adequacy of the above monopole. This analysis has been performed in accordance with the Crown Castle
Structural °Statement of Work', the terms of the Purchase Order, and the TINEIA -222 -F Standard for the following
Basic Wind Speeds: 80 mph without ice, 69 mph with 0.5" radial ice, and 50 mph (Operational) without ice.
The monopole was analyzed with the addition of the proposed antenna loading shown in the table below combined
with the existing and reserved loading on the structure:
Elevation - ft Count Antenna Description
3 Kathrein 840 10057 w/ BTS -2500
1 ACUTIME 2000
90 3 BTS -2500
1 Sabre C10- 113-021 12' T Arm (3)
3 Radiowaves HP2 -23
Based on our analysis, we have determined that the existing monopole structure and foundation have sufficient
• capacity to adequately support the existing, reserved, and proposed loading. Modifications are not required at this
time.
Respectfully submitted,
Nicholas Manson, E.I.T. -
Structural Engineer •
nmanson@pjfweb.com
•
• COLUMBUS, OHIO • ATLANTA, GEORGIA • ORLANDO, FLORIDA
(614) 221 -6679 (404) 266 -2407 (407) 898 -9039
Founded in 1 965 • www.PIFweb.com • Employee -Owned Since 1994
Crown Castle international April 17, 2008
94 Ft. Monopole Structural Analysis Report ca BU No. 874135
Project Number 105053 page 2 of 19
d
TABLE OF CONTENTS
INTRODUCTION 3
ANALYSIS CRITERIA 3
TABLE 1A - PROPOSED ANTENNA INFORMATION 3 •
TABLE 1B - PROPOSED CABLE INFORMATION 3
TABLE 2A - EXISTING AND RESERVED ANTENNA INFORMATION 3
TABLE 28 - EXISTING AND RESERVED CABLE INFORMATION 3
TABLE 3 - REFERENCE DOCUMENTS PROVIDED 4
ANALYSIS PROCEDURE 4
ANALYSIS METHODS — 4
ASSUMPTIONS 4
ANALYSIS RESULTS 5
TABLE 4 - COMPONENT STRESSES VS. CAPACITY 5
TABLE 5 - MICROWAVE DISH TILT (SWAY) RESULTS FOR 50 MPH SERVICE WIND 5
APPENDIX A 6
OUTPUT FROM COMPUTER PROGRAMS 6
APPENDIX B 18
CABLE ROUTING DRAWING 18
APPENDIX C 19
TABLE C1 - LIST OF ATTACHED DOCUMENTS 19
1
i: -
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Crown Castle Intematlonal April 17, 2008
94 Ft Monopole Structural Analysis Report Ca BU No. 874135
Protect Number 106063 Page 3 of 19
INTRODUCTION
At the request of Crown Castle International, Paul J. Ford and Company has analyzed the monopole at the 874135
site located in Tigard, Washington County, OR. This structural analysis has been performed in accordance with the
TIA/EIA- 222 -F -1996 Standard, 'Structural Standards for Steel Antenna Towers and Antenna Supporting Structures'
to determine if the monopole structure has adequate capacity to support the existing, reserved, and proposed
antenna loading.
ANALYSIS CRITERIA
The existing monopole has been analyzed for the antenna and coax loading listed in Tables 1A, 1B, 2A, and 2B
below. The monopole has been analyzed in accordance with the TIA/EIA- 222 -F -1996 Standard for the following
fastest -mile Basic Wind Speeds: 80 mph without ice, 69 with 0.5" radial ice, and 50 mph without ice as
recommended for Washington County, OR.
Table IA - Proposed Antenna Information
1 Elevation -ft Count . - - Antenna Description Status
3 Kathrein 840 10057 w/ BTS -2500 Proposed
1 ACUTIME 2000 Proposed
90 3 BTS -2500 Proposed
1 Sabre C10- 113-021 12' T Arm (3) Proposed
3 Radiowaves HP2 -23 Proposed
Table 1B - Proposed Cable Information
Elevation - ft . Count .. Cable Description , Location .. ° Status
0 3 LDF4 -50A (1/2 FOAM) internal Proposed
90 - 7 9207 (5/16 FOEM) Internal Proposed
Table 2A - Existing and Reserved Antenna Information
Elevation - ft :..`Count, Antenna Description Status
5 DB844H90 w /Mount Pipe Existing
1 Sabre 12' Low Pro Platform w/ Handrail Existing
2 Kathrein 800 10121 w / mount pipe Existing
78 2 Kathrein 800 10121 w / mount pipe Reserved
3 LGP21401 Existing
2 LGP21401 Reserved
75 1 Sabre 12' Low Pro Platform Existing
0 1 Kathrein 742 -264 w /mount pipe Existing
Table 2B - Existing and Reserved Cable Information
Elevation -ft -Count . _.. : .._.Cable Description .. < _ .... : Location Status I
94 - 0 10 LDF5 -50A (7/8 FOAM) Internal Existing
75 - 0 4 LDF5 =50A (7/8 FOAM) Internal Existing
4 LDF7 -50A (1 -5/8 FOAM) . Internal Existing
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Crown Castle International April 17, 2008
94 Ft Monopole Structural Analysis Report Ca BU No. 874135
• Project Number 105053 Page 4 of 19
Information for the existing monopole and foundation is based on the available drawings, documents, and/or
information listed in Table 3 below.
Table 3 - Reference Documents Provided
Document Source Reference Remarks
Proposed Antenna Loading Crown Castle 874135
Existing Antenna Loading Crown Castle 874135
Sabre Communications. 01- 03017.
Original Tower Drawings Crown Castle 04/24/2001
Foundation Drawings Crown Castle Sabre Communications. 01 -03017.
04/242001
Geotechnical Report Crown Castle Redmond & Associates. 110.149.G.
09/15/2000
ANALYSIS PROCEDURE
ANALYSIS METHODS
RISA Tower (Version 5.1.1.4), a commercially available software program, was used to create a three - dimensional
model of the monopole and calculate member stresses for various dead, live, wind, and ice load cases. The
analysis was performed in accordance with the TINEIA- 222 -F Standard. Selected output from the analysis is
included in Appendix A.
ASSUMPTIONS
1. Monopole was fabricated and installed in accordance with the manufacturer's specifications.
2. Monopole has been properly maintained in accordance with manufacturer's specifications.
3. The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in
Tables 1A, 1B, 2A, and 2B and the referenced drawings.
If any of the above assumptions are not valid or have been made in error, then the results of this analysis may be
affected. In that case, please notify Paul J. Ford and Company immediately so that we can review any new and /or
modified information and determine its affect on the analysis results regarding the structural adequacy of the
monopole and foundation.
•
•
•
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Crown Castle Intennatlonal April 17, 2008
94 Ft Monopole Structural Analysis Report CCJ BU No. 874135
Project Number 105053 Page 5 of 19
ANALYSIS RESULTS
Our structural analysis indicates that the existing monopole structure and foundation have sufficient capacity to
adequately support the existing, reserved, and proposed loading.
Table 4 - Component Stresses vs. Capacity
Notes Component Elevation °k Pass / Fail
ft Capacity
Risa Tower Analysis Summary:
L1 95 - 51 55.7 Pass
L2 51 - 1 63 Pass
Additional Components:
Base Plate 0 - 0 84.7 Pass
Anchor Rods 0 - 0 59 Pass
Foundation (Soil) - PJF Pole 0 - 0 67.5 Pass
Foundation (Structural) - PJF 0 - 0 64.7 Pass
Pole
Structural Rating (maximum capacity of all components) = 84.7
As summarized in Table 4 above, our analysis indicates that the existing monopole structure and foundation have
sufficient capacity to adequately support the existing, reserved, and proposed loading. Modifications are not
required at this time.
Table 5 - Microwave Dish Tilt (Sway) Results for 50 mph Service Wind
Dish Dish Dish Dish TIA -222 TIA -222 Analysis I See
Elevation Diameter Frequency Tilt (Sway) Frequency Results Tilt Reece
Limit Limit (Sway) at Note
Service Wind
ft ft GHz deg GHz deg
90 Radiowaves HP2 -23 2.05 23.00 1.17 - 1.23 1
*Reference Note for Table 5:
1. For dish with known frequency. Tilt (Sway) limit determined according to TIA/EIA- 222-F, Annex C. Analysis
results indicate the Tilt (Sway) for 50 mph service wind exceeds TIA limit. This is not a structural concern, but it
may cause signal problems for the dish at service wind speeds.
•
•
•
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Crown Castle international April 17, 2008
94 Ft Monopole Structural Analysis Report Ca BU No. 874135
Project Number 105053 Page 6 of 19
APPENDIX A
Output From Computer Programs
Tower Input Data
There is a pole section.
This tower is designed using the TIAIEIA -222 -F standard.
The following design criteria apply:
Tower is located in Washington County, Oregon.
Basic wind speed of 80 mph.
Nominal ice thickness of 0.5000 in. _
Ice density of 56 pcf.
A wind speed of 69 mph is used in combination with ice.
Deflections calculated using a wind speed of 50 mph.
A non - linear (P- delta) analysis was used.
Pressures are calculated at each section.
Stress ratio used in pole design is 1.333.
Local bending stresses due to dimbing loads, feedtine supports, and appurtenance mounts are not
considered.
Options
Consider Moments - Legs v Distribute Leg Loads As UnI o m v Treat Feedline Bundles As Cylinder
Consider Moments - Horizontals Assume Legs Peened Use ASCE 10 X-Brace Ly Rules
Consider Moments - Diagonals v Assume Rigid Index Plate c.awdat. Redundant Bracing Forces
Use Moment Magnification v Use Clear Spans For Wind Area Ignore Redundant Members in FEA
v Use Code Stress Ratios v Use Clear Spans For KLk SR Leg Bolts Resist Compression
v Use Code Safety Factors - Cliys Reter>sion Guys To Initial Tension All Leg Panels Have Same Allowable
Escalate Ice v Bypass Mast Stably Checks Offset Girt At Foundation
Always Use Max Kz v Use Azimuth Dish Coefficients v Consider Feedline Torque
Use Special Wind Profile v Project Wind Area of Appurt. Include Angle Block Shear Check
Include Bolts In Member Capacity Autocalc Torque Arm Areas Poles
Leg Botts Are At Top Of Section SR Members Have Cut Ends v Include Shear - Torsion Interaction
Secondary Horizontal Braces Leg v 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 .6DFW Combination
Tapered Pole Section Geometry
Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade
Length Length of Diameter Diameter Thickness Radius
R ft ft Sides In in in In
Li 95.00 -51.00 44.00 v 3.50 18 16.0000 25.0600 0.2500 1.0000 A572 -65
(65 ksi)
L2 51.00 - 1.00 53.50 18 23.8393 34.8600 0.3125 1.2500 A572 -65
(65 ksi)
Tapered Pole Properties
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' Crown Castle Intemadonal April 17, 2008
94 Ft Monopole Structural Analysis Report Ca BU No. 874135
Project Number 105063 Page 7 of 19
• Section ilia;. Area 1 _ __ ___ r C _ __..- - - / /C J WT? vJ w2
in in in' in in in in' in in
L1 16.2468 12.4976 391.6752 5.5912 8.1280 48.1884 783.8657 6.2500 2.3760 9.504
25.4466 19.6867 1530.9629 8.8076 12.7305 120.2596 3063.9403 9.8452 3.9706 15.882
L2 24.9392 23.3357 1631.8640 8.3520 12.1104 134.7493 3265.8753 11.6700 3.6457 11.666
35.3978 34.2668 5167.0691 12.2644 17.7089 291.7784 10340.937 17.13 5.5854 17.873
2
Tower - Gusset - Gusset Gusset GradeA-djust. Factor Adjust. Weight Mutt. Double Angle Double Angle
Elevation Area Thickness Al Factor Stitch Bolt Stitch Bolt
(per face) A, Spacing Spacing
Diagonals Horizontals
It ft in in in
L1 95.00- 1 1 1 -
51.00
L2 51.00 -1.00 1 1 1
Feed Line /Linear Appurtenances - Entered As Area
__ Description Face Allow Component Placement Total CAAA Weight
or Shield Type Number
Leg ft feft p/f
LDF5 - 50A (7/8 FOAM) A No Inside Pole 94.00 - 1.00 10 No Ice 0.00 0.33 _ T
(E) 12" Ice 0.00 0.33
LDF4 -50A (1/2 FOAM) A No Inside Pole 90.00- 1.00 3 No Ice 0.00 0.15
(P) 12' Ice 0.00 0.15
9207 (5/16 FOEM) A No Inside Pole 90.00 -1.00 7 No Ice 0.00 1.00
(P) 12' Ice 0.00 1.00
LDF5 -50A (7/8 FOAM) A No Inside Pole 75.00 -1.00 4 No Ice 0.00 0.33
(E) 1/2" Ice 0.00 0.33
LDF7 -50A (1 -5/8 A No Inside Pole 75.00 -1.00 4 No Ice 0.00 0.82
FOAM) 12" Ice 0.00 0.82
(E)
Feed Line /Linear Appurtenances Section Areas
Tower Tower Face AR AF - CAAA CAAA Weight
Sectio Elevation In Face Out Face
n ft re re fe • re K
L1 95.00 -51.00 A 0.000 0.000 1 0.000 0.000 0.54
B 0.000 0.000 . _ 0.000 0.000 0.00
C 0.000 0.000 0.000 0.000 0.00
L2 51.00 -1.00 A 0.000 0.000 0.000 0.000 0.77
B 0000 0.003 0000 0.000 0.00
C 0.000 0.000 0.000 0.000 0.00
Feed Line /Linear Appurtenances Section Areas - With Ice
Tower Tower Face Ice AR AF CAAA CAAA Weight
Sectio Elevation or Thickness In Face Out Face
•n tt Leg in Ire fl re re K
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Crown Castle international April 17, 2008
94 Ft Monopole Sbuctural Analysis Report CC! BU No. 874135
Project Number 105053 Page 8 of 19
Tower Tower Face Ice AR AF CAAA CAAA Weight
Sectio Elevation or Thickness In Face Out Face
n 1t Leg In !t' ft /t ft K
L1 95.00 -51.00 A 0.500 0.000 0.000 0.000 0.000 0.54
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 0.000 0.000 0.00
L2 51.00 -1.00 A 0.500 0.000 0.000 0.000 0.000 0.77
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 0.000 0.000 0.00
Feed Line Center of Pressure
Section Elevation CPx CP_ CP. CPz -
Ice Ice
it in in in in
L1 95.00 - 51.00 0.0000 0.0000 0.0000 0.0000
L2 51.00 -1.00 0.0000 0.0000 0.0000 0.0000
Discrete Tower Loads
Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight
or Type Horz Adjustmen Front Side
Leg Lateral t
Vert
ft ft fe ft K
ft °
ft
3/4" x 10 ft lightning rod A None 0.0000 99.00 No Ice 0.75 0.75 0.02
12" 1.76 1.76 0.02
Ice
Pole Light w/ Mounting C None 0.0000 97.00 No Ice 7.00 7.00 0.20
1/2" 12.00 12.00 0.50
Ice
"98"
(4) 08844H90 w/Mount A From Face 4.00 0.0000 94.00 No Ice 3.58 5.63 0.04
Pipe 0.00 1/2" 4.20 6.73 0.08
(E) 0.00 Ice
DB844H90 w /Mound Pipe B From Face 4.00 0.0000 . 94.00 No Ice 3.58 5.63 0.04
(E) 0.00 12" 4.20 6.73 0.08
0.00 • ‘ Ice
Sabre 12 Platform w/ C None 0.0000 94.00 No Ice 50.00 50.00 2.50
Handrail 12" 55.00 55.00 3.00
(EM) Ice
«90 i.
Kathrein 840 10057 w/ A From Face 4.00 0.0000 90.00 No Ice 3.59 2.43 0.03
BTS -2500 0.00 1/2" 3.59 2.69 0.04
(P) . 0.00 Ice
Kathrein 840 10057 w/ B From Face 4.00 0.0000 90.00 No Ice 3.59 2.43 0.03
BTS -2500 0.00 1/2" 3.59 2.69 0.04
(P) 0.00 Ice
Kathrein 840 10067 w/ C From Face . 4.00 0.0000 90.00 No Ice 3.59 2.43 0.03
BTS -2500 0.00 1/2" 3.59 2.69 0.04
• (P) 0.00 Ice
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■
• Crown Castle international April 17, 2008
94 Ft Monopole Structural Analysis Report CC/ BU No. 874135
Project Number 105053 Page 9 of 19
Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight
or Type Horz Adjustmen Front Side
Leg Lateral t
Vert
ft ft fe ft K
ft °
ft
ACUTIME 2000 A From Face 4.00 0.0000 90.00 No Ice 0.30 0.30 0.00
(P) 0.00 1/2 0.37 0.37 0.00
0.00 Ice
BTS -2500 A From Face 4.00 0.0000 90.00 No Ice 2.12 0.96 0.04
(P) 0.00 12° 2.32 1.12 0.05
0.00 Ice
BTS -2500 B From Face 4.00 0.0000 90.00 No Ice 2.12 0.96 0.04
(P) 0.00 12' 2.32 1.12 0.05
0.00 Ice --
BTS -2500 C From Face 4.00 0.0000 90.00 No Ice 2.12 0.96 0.04
(P) 0.00 1/2" 2.32 1.12 0.05
0.00 Ice
Pirod 12' Lightweight T- C None 0.0000 90.00 No Ice 19.83 19.83 0.92
Frame (3) 1/2" 29.41 29.41 1.33
(P) Ice
"75"
(2) Kathrein 80010121 w / A From Face 4.00 0.0000 78.00 No Ice 5.72 4.81 0.08
mount pipe 0.00 12° 6.21 5.49 0.13
(E) 0.00 Ice
(2) Kathrein 80010121 w / B From Face 4.00 0.0000 78.00 No Ice 5.72 4.81 0.08
mount pipe 0.00 12" 6.21 5.49 0.13
(R) 0.00 Ice
(3) LGP21401 A From Face 4.00 0.0000 78.00 No Ice 0.95 0.37 0.02
(E) 0.00 12" 1.09 0.48 0.02
0.00 Ice
(2) LGP21401 B From Face 4.00 0.0000 78.00 No Ice 0.95 0.37 0.02
(R) 0.00 1/2" 1.09 0.48 0.02
0.00 Ice
Kathrein 742 -264 w /mount A None 0.0030 78.00 No Ice 5.35 4.12 0.05
pipe 12° 5.80 4.75 0.10
(E) Ice
Sabre 12' Low Pro C None 0.0000 75.00 No Ice 28.47 28.47 1.12
Platform 1/2" ' 3159 33.59 1.51
(EM) Ice
Dishes
Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight
or Type Type Horz Adjustment - Beam Diameter Area
Leg Lateral YKdth
Vest
if ft ft ft K
Radiowaves HP2- A Paraboloid From 4.00 0.0000 90.00 2.05 No Ice 3.30 0.03 -
23 w/Shroud (HP) Face 0.00 1/2" Ice 3.57 0.05
(P,F=23) 0.00
Radiowaves HP2- B Paraboloid From 4.00 0.0000 90.00 2.05 No Ice 3.30 0.03
23 w/Shroud (HP) Face 0.00 12° Ice 157 0.05
- . (P,F =23) 0.00
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•
c Crown Castle International April 17, 2008
94 FL Monopole Stnichrra, Analysis Report Ca BU No. 874135
Project Number 105053 Page 10 of 19
Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight
or Type Type Horz Adjustment Beam Diameter Area
Leg Lateral VNdth
Vest
ft 11 ft re K
Radiowaves HP2- C Paraboloid From 4.00 0.0000 90.00 2.05 No Ice 3.30 0.03
23 w/Shroud (HP) Face 0.00 1/2" Ice 3.57 0.05
(P,F =23) 0.00
Tower Pressures - No Ice
GH = 1.690
Section z 11 Kz qz r AG ' F ' AF r AR r Agog il Leg ' CAAA CAAA
Elevation a % In Out
c Face Face
ft ft psf ft e ft ft2 ft2 ft2 ft
L1 95.00- 71.85 1.249 20 75.277 . A 0.000 75.277 75.277 100.00 0.000 0.000
51.00 5 0.000 75.277 100.00 0.000 0.000
C 0.000 75.277 100.00 0.000 0.000
L2 51.00 -1.00 24.81 1 17 123.79 A 0.000 123.792 123.792 100.00 0.000 0.000
2 B 0.000 123.792 100.00 0.000 0.000
C 0.000 123.792 100.00 0.000 0.000
Tower Pressure - With Ice
GH =1.690
' Section z Kz 4s ' t AG F ' A A I A ' Leg CAAA ' CAAA
Elevation a % In Out
c Face Face
ft ft psf in ft e ft2 ft2 1t2 ft2 ft2
L1 95.00-51.00 71.85 1.249 15 0.5000 78.943 A 0.000 78.943 78.943 100.00 0.000 0.000
6 0.000 78.943 100.00 0.000 0.000
C 0.000 78.943 100.00 0.000 0.000
L2 51.00 -1.00 24.81 1 13 0.5000 127.959 A 0.000 127.959 127.959 100.00 0.000 0.000
B 0.000 127.969 100.00 0.000 0.000
_ C 0.000, 127 -959 100.00 0.000 0.000
Tower Pressure - Service
Section z ' Kz q, AG F AF AR Aey Leg CAAA CAAA
Elevation a % In Out
c Face Face
• ft ft psf if2 e ft2 ft2 if2 re ft
L1 95.00- 71.85 1.249 • 8 75.277 ,A 0.000 75277 75.277 100.00 0.000 0.000
51.00 8 0.000 75.277 100.00 0.000 0.000
C 0. 000 75.277 100.00 0.000 0.000
L2 51.00 -1.00 - 24.81 - 1 7 123.79 A 0.000 123.792 123.792 100.00 0.000 0.000
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Crown Castle lntematlonal April 17, 2008
94 Ft Monopole Structural Analysis Report Ca Btf No. 874135
Project Number 106053 Page 11 of 19
Section z K2 ck AG F AF AR A,, Leg C CAAA
Elevation a % In Out
c Face Face
ft ft psf fie e itz ftz ftz its ftz
2 B 0.000 123.792 100.00 0.000 0.000
C 0.000 123.792 100.00 0.000 0.000
Load Combinations
Comb. Description
No.
1 Dead Only
2 Dead +Wind 0 deg - No Ice
3 Dead +Wind 30 deg - No Ice —
4 Dead+Wnd 60 deg - No Ice
5 Dead +Wind 90 deg - No Ice
6 Dead +Wind 120 deg - No Ice
7 Dead +Wind 150 deg - No Ice
8 Dead +Wind 180 deg - No Ice
9 Dead +Wind 210 deg - No Ice
10 Dead +Wind 240 deg - No Ice
11 Dead +Wind 270 deg - No Ice
12 Dead +Wind 300 deg - No Ice
13 Dead +Wind 330 d eg - No Ice
14 Dead +Ice
15 Dead +Wind 0 deg +Ice
16 Dead +Wind 30 deg +Ice
17 Dead +Wind 60 deg +Ice
18 Dead +Wind 90 deg +Ice
19 Dead+Wnd 120 deg +Ice
20 Dead +Wind 150 deg +Ice
21 Dead +Wind 180 deg +Ice
22 Dead +Wind 210 deg +Ice
23 Dead +Wind 240 deg +Ice
24 Dead +Wind 270 deg +Ice
25 Dead +Wind 300 deg +Ice
26 Dead +Wind 330 deg +Ice
27 Dead+Wnd 0 deg - Service
28 Dead+Wnd 30 deg -Service
29 Dead +Wind 60 deg - Service
30 Dead +Wind 90 deg - Service
31 Dead +Wind 120 deg - Service
•
32 Dead +Wind 150 deg - Service
33 Dead +Wind 180 deg - Service
34 Dead+Wnd 210 deg - Service
35 Dead +Wind 240 deg - Service
•
36 Dead +Wind 270 deg - Service
37 Dead +Wind 300 deg - Service •
38 Dead +Wind 330 deg - Service
Maximum Member Forces
•
Sectio Elevation Component Condition Gov. Force Major Axis Minor Axis
n ft Type Load Moment Moment
No. Comb. K kip-ft kip-ft
CO-UW.111907 FM G 1TC ER1775 CmM2fDBJ750005]09J 9741517506090}intl IUTO_REPORT a[
•
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94 Ft Monopole Structural Analysis Report . Ca BU No. 874135
Project Number 106053 Page 12 of 19
Sectio Elevation Component Condition Gov. Force Major Axis Minor Axis
n ft Type Load Moment Moment
No. Comb. K kip-ft kip-ft
L1 95 - 51 Pole Max Tension 1 0.00 0.00 0.00
Max. Compression 14 -11.09 1.12 2.55
Max. Mx 11 - 8.05 261.76 -3.26
Max. My 2 -8.04 - 3.34 267.83
• Max. Vy 11 - 8.49 261.76 -3.26
Max. Vx 2 -8.57 - 3.34 267.83
Max. Torque 10 -5.05
L2 51 -1 Pole Max Tension 1 0.00 0.00 0.00
Max. Compression 14 -18.36 1.14 2.60
Max. Mx 11 - 14.67 770.68 -9.41
Max. My 2 -14.67 -8.28 781.11
Max. Vy 11 - 10.58 770.68 -9.41
Max. Vx 2 -10.65 - 8.28 781.11 -
Max. Torque 10 -5.04
Maximum Reactions
Location Condition Gov. Vertical Horizontal. X Horizontal. Z
Load K K K
Comb.
Pole Max. Vert 15 18.36 -0.08 9.09
Max. H. 11 14.68 10.56 -0.11
Max. H. 2 14.68 -0.09 10.64
Max. M. 2 781.11 -0.09 10.64
Max. M 5 769.47 -10.56 0.07
Max. Torsion 4 5.03 -9.18 5.39
Min. Vert 1 14.68 0.00 0.00
Min. Ii 5 14.68 -10.56 0.07
Min. H 8 14.68 0.09 -10.62
Min_ M. 8 - 776.48 0.09 -10.62
Min. M 11 - 770.68 10.56 -0.11
Min. Torsion 10 -5.03 9.19 -5.40
Tower Mast Reaction Summary
Load Vertical Shear,- Shear_ • Overturning Overturning Torque
Combination Moment, M Moment; M
K K ■ K kip-ft kip kip-ft
Dead Only 14.68 0.00 0.00 -1.56 0.60 0.00
Dead+Wnd 0 deg - No Ice 14.68 0.09 I -10.64 - 781.11 -8.28 -2.63
Dead+Wnd 30 deg - No Ice 14.68 5.34 - -927 - 681.91 -390.32 -4.54
Dead+Wnd 60 deg - No Ice 14.68 9.18 -5.39 -398.26 -669.66 -5.03
Dead+Wnd 90 deg - No Ice 14.68 10.56 -0.07 -8.35 - 769.47 -4.17
Dead+Wnd 120 deg - No Ice 14.68 9.10 5.24 380.54 - 662.08 -2.41
Dead+Wnd 150 deg - No Ice 14.68 5.22 9.15 667.85 -378.55 0.00
' Dead+Wnd 180 deg - No Ice 14.68 -0.09 10.52 776.48 9.47 2.63
Dead+Wnd 210 deg - No Ice 14.68 -5.38 9.25 676.72 395.10 4.54
•
Dead +Wind 240 deg - No Ice 14.68 -9.19 5.40 395.91 672.15 5.03
Dead+Wnd 270 deg - No Ice 14.68 -10.56 0.11 9.41 770.68 4.17
Dead +Wind 300 deg - No Ice 14.68 -9.09 -523 - 382.91 662.01 2.40
CO MC- 711907 Rio G ROVVEAl775 0arn_Ca9M2008 EU 874139.37503-0 o_ 11. M/TO_REPCRT Ooc
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94 Ft Monopole Structural Analysis Report CCI BU No. 874135
Project Number 105053 Page 13 of 19
_.._ __�.__
Load Vertical Shear, Shear,
Overturning Overturning Torque
Combination Moment, M Moment P4
K K K kip-fi kip-ft kip-ft
Dead +Wind 330 deg No Ice 14.68 -5.18 -9.18 - 673.07 376.15 -0.00
Dead +Ice 18.36 -0.00 -0.00 -2.60 1.14 0.00
Dead+Wnd 0 deg +Ice 18.36 0.08 -9.09 -691.09 -7.28 -2.35
Dead +■ind 30 deg +Ice 18.36 4.55 -7.92 -603.71 - 343.32 -4.04
Dead +Wind 60 deg +Ice 18.36 7.82 -4.61 - 353.50 -588.75 -4.47
Dead +■ind 90 deg +Ice 18.36 8.99 -0.07 -9.29 -676.17 -3.71
Dead +Wind 120 deg +Ice 18.36 7.74 4.47 334.37 -581.40 -2.12
Dead +Wind 150 deg +Ice 18.36 4.44 7.82 588.40 -331.71 0.03
Dead +Wind 180 deg +Ice 18.36 -0.08 9.07 684.64 9.54 2.35
Dead+Wind 210 deg +Ice 18.36 -4.58 7.90 596.80 348.53 4.04
Dead +Wind 240 deg +Ice 18.36 -7.83 4.62 348.93 592.08 4.47
Dead +Wind 270 deg +Ice 18.36 -8.99 0.10 7.52 678.46 3.71
Dead +Wind 300 deg +Ice 18.36 -7.73 -4.46 - 338.96 582.64 2.12
Dead +Wind 330 deg +Ice 18.36 . -4.40 -7.84 -595.33 331.04 -0.03
Dead +■ind 0 deg - Service 14.68 0.04 -4.16 - 306.27 -2.86 -1.03
Dead +Wind 30 deg - Service 14.68 2.09 -3.62 - 267.50 - 152.19 -1.78
Dead +Wind 60 deg - Service 14.68 3.59 -2.11 - 156.63 -261.37 -1.97
Dead +WInd 90 deg - Service 14.68 4.13 -0.03 -4.23 -300.38 -1.64
Dead +Wind 120 deg - 14.68 3.56 2.05 147.77 - 258.41 -0.94
Service
Dead +Wind 150 deg - 14.68 2.04 3.58 260.08 - 147.59 0.00
Service
Dead +Wind 180 deg - 14.68 -0.04 4.15 302.54 4.08 1.03
Service
Dead +■ind 210 deg - 14.68 -2.10 3.61 263.55 154.81 1.78
Service
Dead +Wind 240 deg - 14.68 -3.59 2.11 153.79 263.09 1.97
Service
Dead +■ind 270 deg - 14.68 -4.13 0.04 2.71 301.60 1.64
Service
Dead +Wind 300 deg - 14.68 -3.55 -2.04 - 150.62 259.12 0.94
Service
Dead +Wind 330 deg - 14.68 -2.02 3.58 - 264.04 147.39 -0.00
Service
. Solution Summary
Sum of Applied Forces Sum of Reactions
Load PX PY PZ PX PY PZ % Error
Comb. K K K•. K • K K
1 0.00 -14.68 0.00 0.00 . 14.68 0.00 0.000%
2 0.09 -14.68 - 10.64 ' -0.09 14.68 10.64 0.000%
3 5.34 -14.68 -9.27 "5.34 14.68 9.27 0.000%
4 9.18 -14.68 5.39 -9.18 14.68 5.39 0.000%
5 10.56 -14.68 -0.07 ; -10.56 14.68 0.07 0.000%
6 9.10 -14.68 5.24 ' -9.10 14.68 -5.24 0.000%
7 5.22 -14.68 9.15 -5.22 14.68 -9.15 0.000%
8 -0.09 -14.68 10.62 0.09 14.68 -10.62 0.000%.
9 -5.38 -14.68 9.25 5.38 14.68 -9.25 0.0004
• 10 -9.19 -14.68 5.40 9.19 14.68 -5.40 0.0004
11 -10.56 -14.68 0.11 10.56 14.68 -0.11 0.000%
12 -9.09 - 14.68 -6.23 9.09 14.68 5.23 0 000%
13 -5.18 -14.68 -9.18 5.18 14.68 9.18 0.000%
14 0.00 -18.36 0.00 0.00 18.36 0.00 0.000%
CO- - 111931 RI. G1TO% Rl77S- OUwi- CtlWX08t375383553 SU 874I 375B O_Fntl &JtO_PFPORT G¢
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94 Ft Monopole Structural Analysis Report Ca BU No. 874135
Project Number 1015063 Page 14 of 19
Sum of Applied Forces Sum of Reactions
Load PX PY PZ PX PY PZ % Error
Comb. K K K K K K
15 0.08 -18.36 -9.09 -0.08 18.36 9.09 0.000%
16 4.55 -18.36 -7.92 -4.55 18.36 7.92 0.00096
17 7.82 -18.36 -4.61 -7.82 18.36 4.61 0.00014
18 8.99 -18.36 -0.07 -8.99 18.36 0.07 0.000%
19 7.74 -18.36 4.47 -7.74 18.36 -4.47 0.000%
20 4.44 -18.36 7.82 -4.44 18.36 -7.82 0.00096
21 -0.08 - 18.36 9.07 0.08 18.36 - 9.07 0.000%
22 -4.58 -18.36 7.90 4.58 18.36 -7.90 0.000%
23 -7.83 -18.36 4.62 7.83 18.36 -4.62 0.000%
24 -8.99 -18.36 0.10 8.99 18.36 -0.10 0.00014
25 -7.73 -18.36 -4.46 7.73 18.36 4.46 0.00016
26 -4.40 -18.36 -7.84 4.40 18.36 7.84 0. 00016
27 0.04 -14.68 -4.16 -0.04 14.68 4.16 0.000%
28 2.09 - 14.68 - 3.62 -2.09 14.68 3.62 0.000%
29 3.59 -14.68 -2.11 -3.59 14.68 2.11 0.000%
30 4.13 -14.68 -0.03 -4.13 14.68 0.03 0.000%
31 3.56 -14.68 2.05 -3.56 14.68 -2.05 0.000%
32 2.04 -14.68 3.58 -2.04 14.68 -3.58 0.000%
33 -0.04 -14.68 4.15 0.04 14.68 -4.15 0.00096
34 -2.10 -14.68 3.61 2.10 14.68 -3.61 0.000%
35 -3.59 - 14.68 2.11 3.59 14.68 -2.11 0.00096
36 -4.13 -14.68 0.04 4.13 14.68 -0.04 0.00014
37 -3.55 -14.68 -2.04 3.55 14.68 2.04 0.00096
38 -2.02 -14.68 -3.58 2.02 14.68 3.58 0.00096
Non- Linear Convergence Results
Load m Converged? Number Displacement Force
Combination of Cycles Tolerance Tolerance
1 Yes 4 0.00000001 0.00000001
2 Yes 5 0.00000001 0.00005785
3 Yes 6 0.00000001 0.00000001
4 Yes 6 0.00000001 0.00000001
5 Yes 5 0.00000001 0.00009519
6 Yes 6 0.00000001 0.00000001
7 Yes 6 0.00000001 0.00000001
8 Yes 5 0.00000001 0.00006517
9 Yes 6 0.00000001 . 0.00000001
10 Yes 6 0.00000001 , 0.00000001
11 Yes 5 .0.00000001 0.00008780
12 Yes 6 0.00000001 0.00000001
13 Yes 6 0.00000001 0.00000001
14 Yes 4 0.00000001 0.00000001
15 Yes 5 : 0. 00000001 0. 00009950
16 Yes 6 0.00000001 0.00001069
17 Yes 6 0.00000001 0.00001909
18 Yes 6 0.00000001 0.00000905
19 Yes 6 0.00000001 0.00000868
•
20 Yes 6 0.00000001 . 0.00001002
21 Yes 6 0.00000001 0. 00000001
22 Yes 6 0.00000001 0. 00001847
23 Yes 6 0.00000001 0.00001135
24 Yes 6 0.00000001 0.00000840
COAPF.1118W F4 G 1TOWE7 ∎775 Oan- CS9W2fD8 l77508090 BU 874135137503-090_Fntl 11)TG FFPGRT dcc
•
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94 Ft. Monopole Structural Analysis Report CCI 81.1 No. 874135
Project Number 106053 Page 15 of 19
•
' :,-.. 25 Yes 6 0.00000001 0.00001369
26 Yes 6 0.00000001 0.00001077
27 Yes 5 0.00000001 0.00001284
28 Yes 5 0.00000001 0.00001907
29 Yes 5 0.00000001 0.00003075
30 Yes 5 0.00000001 0.00001955
31 Yes 5 0.00000001 0.00000001
32 Yes 5 0.00000001 0.00000001
33 Yes 5 0.00000001 0.00001318
34 Yes 5 0.00000001 0.00002898
35 Yes 5 0.00000001 0.00002092
36 Yes 5 0.00000001 0.00001909
37 Yes 5 0.00000001 0.00001842
38 Yes 5 0.00000001 0.00000001
Maximum Tower Deflections - Service Wind
_.: Section _�._ - Elevation Horz. . _s�- Gov. Tilt - _ - Twist
No. Deflection Load
R in Comb. °
L1 95 - 51 16.419 28 1.4936 0.0446
L2 54.5 -1 5.404 28 0.9536 0.0129
Critical Deflections and Radius of Curvature- Service Wind
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
ft Comb. in ° ft
99.00 3/4" x 10 ft lightning rod 28 16.419 1.4936 0.0446 17830
97.00 Pole Light w/ Mounting 28 16.419 1.4936 0.0446 17830
94.00 (4) 138844H90 %/Mount Pipe 28 16.111 1.4774 0.0436 17830
90.00 Radiowaves HP2 -23 28 14.878 1.4128 0.0396 17830
78.00 (2) KaUVein 80010121 w f mount 28 11.280 1.2267 0.0289 5243
75.00 Sabre 17 low Pro Platform 28 10.423 1.1835 0.0264 4457
-
• Maximum Tower Deflections - Design Wind
Section Elevation Holz. Gov. Tilt Twist
No. Deflection Load -
ft in Cbntb. °
L1 95-51 41.786 3 3.7974 0.1142
L2 54.5 -1 13.779 3 2.4306 0.0330 .
Critical Deflections and Radius of Curvature - Design Wind
S1Mi. 11907 no G rtOMER03 Oan_Cd9IN7008375060570 ell 874,.,1�O F tl AUTO (7EPCRT Doc
. Crown Castle International April 17, 2008
94 Ft Monopole Structural Analysis Report Ca BU No. 874135
Project Number 105053 Page 16 of 19
z.-
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
ft Comb. In ° ° it
99.00 3/4" x 10 ft lightning rod 3 41.786 3.7974 0.1142 7062 --
97.00 Pole Light w/ Mounting 3 41.786 3.7974 0.1142 7062
94.00 (4) DB844H90 w/Mount Pipe 3 41.002 3.7623 0.1119 7062
90.00 Radiowaves HP2-23 3 37.868 3.6221 0.1025 7062
78.00 (2) Kathreln 800 10121 w / mount 3 28.721 3.2051 0.0752 2076
pipe
75.00 Sabre 17 Low Pro Platform 3 26.542 3.1024 0.0688 1764
. ---.. .
Compression Checks
Pole Design Data
. _
Section Elevation Size L L Kl/r F A Actual Allow. Ratio
No. P P„ P
ft ft ft ksi 117 K K - 7D,7 -
L1 95 - 51 (1) TP25.06x16x0.25 44.00 0.00 0.0 39.000 19.1149 - 8.03 745.48 0.011
L2 51 - 1 (2) TP34.86x23.8393x0.3125 53.50 0.00 0.0 39.000 34.2668 -14.67 1336.41 0.011
_____ . _ ._ _ ..._ e....=,,...---v.....,x,------,..-..saaamma.--cr.e.,-le--,-, =..-.,.,__,--.- • ,-- ---,.. . - ■• ---,, ..= -- -rs-....==.1 , -, , xsys-ss , - , vz..... , -- ',.-----",.,-=-.^.,-..=.
;
I Pole Bending Design Data
Section Elevation Size Actual Actual Allow. Ratio ' Actual Actual Allow. Ratio
No. M. f F fb„ g, fb Fb, f
ft kip-ft ksi ksi F -- ". kip-ft ksi ksi F
Li 95 - 51 (1) TP25.06x16x0.25 269.34 28.517 39.000 0.731 - 0.00 0.000 39.000 0.000
L2 51 - 1 (2) TP34.86x23.8393x0.3125 785.72 32.314 39.000 0.829 0.00 0.000 39.000 0.000
Pole Shear Design Data
Section Elevation Size Actual Actua! Allow. Ratio Actua! Actual Allow. Ratio •
No. V f. , F„ f„ _ T f,4 Ft 44
ft • K ksi . ksi F . , -- kip-ft ksi ksi ---,
11 95 - 51 (1) TP25.06x16x0.25 8.63 , 0.451 26.000 0.035 4.55 0.235 26.000 0.009
12 51 - 1 (2) TP34.86x23.8393x0.3125 10.71 0313 26.000 0.024 4.54 0.091 26.000 0.004
------------------------ ---------
Pole Interaction Design Data
Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria
No. P fa fe f, f Stress Stress
n P. F F F, F Ratio Ratio
. _
L1 95 - 51 (1) --- 0i.011 - 0.731 - 0.000 0.035 0.009 0.743 1.333 I/
H1-3+VT
....T., 1,907 Re G ITOWERl3750mn_CletIAZOIX05011.0530 EIU 87•13507503-0530fnel KITO_REPORT de<
• Crown Castle International April 17, 2008
94 Ft Monopole Structural Analysis Report Ca BU No. 874135
Project Number 105053 Page 17 of 19
Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria
No. P fear fe f, fK Stress Stress
R P Fb, Fbr F,. F Ratio Ratio
L2 51 -1 (2) 0.011 0.829 0.000 0.024 0.004 0.840 1.333 H 1 3 +VT ✓
Section Capacity Table
Section Elevation Component Size Critical P SF *P, % Pass
No. ft Type Element K K Capacity Fail
L195 - 51 Pole TP25.06x16x0.25 1 y -- -8.03 993.72 55.7 Pass
L2 51 -1 Pole TP34.86x23.8393x0.3125 2 -14.67 1781.43 63.0 Pass
Summary
Pole (L2) 63.0 Pass
RATING = 63.0 Pass
•
M.hcF- I119W Fla G 0OWEA1.175 0wn_Ga4MAWlT15,B09GH1 W113177506090 FM ALIT O REPOlif aoc
6 Crown Castle lnternatlonal April 17, 2008
94 Ft Monopole Structural Analysis Report Ca SU No. 874135
Project Number 105053 Page 18 of 19
APPENDIX B
Cable Routing Drawing
,- SAFETY CLIMB
h A
i
(INSTALLED)1
(4) 7/8" TO 75 FT LEVEL ' ` _ _ .,
(INSTALLED)
(4) 1 -5/8 TO 75 FT LEVEL ' ^ " '' = -
,a' Y
i 1 p
K ® i
4 � e e ®
V :
j 0 0 ® e 04 01
Ld
� i 1 ® • 03 02 }
I ey
(INSTALLED)
`F,. k'
(10) 7/8" TO 94 FT LEVEL � > - ?Y
tRr
•
1
•
comm. '11907 Rb G gONERWS Own_( l M700A)75013490 BU 974171175000570 FnM AUTO REPO71 OR.
• Crown Castle International April 17, 2008
94 Ft Monopole Structural Analysis Report Ca BU No. 874135
Project Number 105053 Page 19 of 19
APPENDIX C
Table C1 - List of Attached Documents
Attachment
ERI Monopole Profile
Base Plate Calculations
Foundation Calculations
•
■
co-m*411907 FY G VICW371.3Th Crwn_Cavr200B1)7&* Wu/ 41333750109O F., RITO 1>EPORT ou
0
ii
DESIGNED APPURTENANCE LOADING
r I TYPE I ELEVATION I TYPE I ELEVATION I
ps.o R . r 1 i ! 13u :10 fl lightning rod 199 I Radowawf 14P2-23 (P,Fs23) 190
I 1 1 1 t 1111 _ I Polo Light w/ Mounting 197 1 Ra6owwea HP2.23 (P.Fo23) 190 1
I
I i r I( 1)13844H90 41H90 wMOUnt Pipe (E) 194 1 RadnOwava HP2-23 (P,F�3) I90
i 1
t t OB5MH90 wMamlPipe (E) 94 R1 LGP21401 (r:) 70
1 - E � 3 I Satre l7 Pfa7arm lb Handral {EN) I94 KaOrvin 742 -2&4 whnami pips (E) 175
1 F - . f . : f KaOUeln 540 10657 d 6732.500 (P) 190 R! Katluein 00010121 w / mount 170
I ( i : 1 , _ ! 18800091840 100571V 6732500 (P) 190 PM (E)
j ;i;! I IyOnra ^640 10057 BTS -2500 (P) 190 (21 Katte., BOO 10121 /mount 175
1
1 `i� iaTSZZSao(20oo(P) �50 �� (R)
(3LLOP21401(E) 170 1 :i i ' 673250 (P) t90 Sabre tY low Pm Platl1T5 j i onn (EN) �
- 11
I j t' 1 1375-2500 (P) :90
I I I ± li; 1l' Prod 1Y Lightweight T -Frame (31 i90
I i a H (P)
) . i;,
1 _ ' l i" MATERIAL STRENGTH
o I m g I $ 8 i e ': '•!ilt.. GRADE i Fy 1 Fu I GRADE I Fy ( Fu i
A " ! };1 1.5112$5 ;6slui 1e0� I
"
TOWER DESIGN NOTES
• lili
I! ' 1. Tower is located in Washington County, Oregon.
;; UU
I 2. Tower designed fora 80 mph basic wind in accordance with the TEIA -222 -F
is n Standard.
i I I 1 F ii 3. Tower is also designed fora 69 mph basic wind with 0.50 in ice.
j '1 , 4. Deflections are based upon a 50 mph wind.
! :ril'- 5. TOWER RATING: 63%
1
ii 9 I 1 li d
1 510fl i ? II�
1 i 10
I '11i "
i <' ::::!Iii O
I
I Ii,'
i I 1:11::
I iir1
S I
I I ij
I I dii
i
19i
1 o s !i
� f
,pi I
I 1 1 i i n sa ' " ii'
1 1 i; AXIAL
k, 18K
1:.'T 1 MOMENT
' I ; 1 l € 9 l I � ; 6 9 5 1 11 1 1 n
i I
l l i •II! TORQUE 4 kip-ft
•
1 !!I ' I i; 69 mph WIND - 0.5000 in ICE
1 ' , AXIAL
1.1i_ 15x
I j J I MOMENT
M
1 1 1
' : ' S 786 kip-ft
;`i�• SH
•
P1 = 11Kf ---�_ T }
i ±
I '`
n 1.011 TORQUE 5 kip-If
.8 -1 REACTIONS - 80 mph WIND
I0 SI I
.5 5
'i o 41 a Y :
i:a 1°18 a $;i•
X ) 3 11 8=131 i a;#
Paul JFord and Company J o 0 i 94' Pole Tigard, OR
• . 250 E. Broad Street Suite 1500 P '°'°" au 11874135 (PJF#3750a -0530)
Columbus, Ohio 43215 CSen` Crovm Castle Intemationa' MansorJ
Phone: 614.221.6679 La°° TIAIEIA -222 -F Data. 04/19/08 'scale NTS
FAX 614.448.4105 Pao` 7137a omen easah1mn173o5o4309U I74139376ae-0ew.n I D»9 Na ' E -1,
' '''''' PAUL J. FORD AND COMPANY
S T R U C T U R A L E N G I N E E R S
250 East Broad Street • Suite 500 • Columbus, Ohio 43215
F`Y Ph: 1614) 221 -6679 • Faxl: (614) 221 -2540 • Fax2: (614) 221 -0166
MONOPOLE BASE PLATE ANALYSIS
TITLE: Existing 94' Monopole
SITE: 874135
OWNER: CCI 874135
COMM. NO: 37508 -0530
DATE: 18- Apr -08
Number of Sides 18 Stress Increase 1.33
Shaft Dia, DF 34.860 in. Base Plate Shape ROUND
PT- to -PT, DP 35.398 in.
Min Bolt Circle 38.86 in. Actual Bolt Circle 41.00 in.
Base Reactions
Moment 786.0 ft -kips
Axial Load 15.0 kips
Base Elevation 0.0 ft
Bolt Details
Number of Bolts 8
Bolt Diameter 2 1/4 inches
Bolt Type A615 #18J
Mom. Of Inertia 1681.00 inches
Bolt Tension, T 115.02 kips
Allowable Tension 195.00 kips
Bolt Compression, C 116.90 kips
Actual / Allowable Ratio 59.0% 0
Base Plate Details
Plate Moment, MPL 358.88 inch -kips
Bend Plane, W 13.83 inches
Plate Thickness, t 1.75 inches
Plate Width 47.00 inches
Plate Steel Spec. ASTM A633 GRADE 60
Plate Steel Grade 60.00 ksi
Actual Stress 50.84 ksi
Allowable Stress . 60.00 ksi
Actual / Allowable Ratio 84.7% 0
Base Plate Analysis Summary
Plate Thickness 1.75 in. Bolt Circle 41.00 in.
Plate Diameter 47.00 in. Bolt Diameter 2.25 in.
Number of Bolts 8 Bolt Type A615 #18J
n.., Pun „x m ammo
•
PJF job no. 37508 -0530 Project name BU874135 page 1 ,,
•
Foundation Loads: input in red Overturning Moment = 786 ft -k k
Tower leg compression = 15 (kips) 15 k Pier Projection = 1 ft
Tower leg tension = 0 (kips) Horizontal Load = 11 k ® ...v
Pier
load at top of pier = 11 (kips)
Overturning moment at top of pier= 786 (ft-kips) ® '" 1 i -; II' 'II I=1Ii' cg
Design criteria: 3
Safety factor against overturning = 1.5 m
to
Uplift safety factor for concrete weight = 1.25 m 5 ft round pier u tsi
Uplift safety factor for soil weight = 2 3 ` 4 f iii. o ,
Soil Properties: co = a
Soil density = 110 (pcf) m 1 - 0
Allowable soil bearing = 3 (ksf) 3 v 0 j h. c
Soil cone of uplift = 30 (degrees)
o
Uplift cone from top or bottom of footing T ( "T' or "B ")
Depth to water table = 99 (ft) I
Dimensions: ._ ;
Pier shape (round or square) R ( "R" or "S ") ' N
If
Pier width = 5 (ft) ° SIR ® •■ 4
Pier height above grade = 1 (ft) pered footing if cone of
depth to bottom of footing = 5.5 (ft) 1 uplift is from bottom
Footing thickness = 2.5 (ft)
Footing width = 17 (ft) eccentricity -1--41-1--2_40, vr Footing length = 17 (ft) .
(note: For this spreadsheet the footing length must be >= the width) 17 ft x 17 ft
4
Concrete: Height of concrete pier = (1') + ( 5.5') - ( 2.5' ) = 4 ft
Concrete strength = 4 (ksi)
Rebar strength = 60 (ksi) Volume of concrete pier = (4' ) x ( 3.1416 ) x ( 2.5' )A2 = 78.54 ft
ultimate load factor = 1.3 Volume of concrete pad = (17') x (17') x ( 2.5' ) = 722.5 ft
Reinforcing Steel: Pad Total volume of concrete = 801.04 ft3
minimum cover over rebar = 3 inches Total weight of concrete = ( 801.03 ftA3) x ( 0.150 kcf) = 120.16 kips
size of pad rebar = # 7 bar
quantity of pad rebar = 18 (each direction) Volume of concrete pier below grade = ( 3') x ( 3.1416 ) x ( 2.5' ) ^2 = 58.905 ft3
Volume of soil directly over top of footing = (17') x ( 17' ) x (3' ) - ( 58.9 ftA3) = 808.1 ft 3
Pier
size of vert rebar in pier= # 9 bar Weight of soil directly over top of footing = ( 0.11 kcf) x ( 808.09 ftA3) = 88.89 kips
rebar quantity (multiple of 2 only) = 16 (minimum =4, maximum = 40)
size of pier ties = # 4 bar Volume of water above base of footing = (0') x (17') x (17') = 0 ft3
minimum cover over mbar = 3 inches Weight of water directly over footing = ( 0.0624 kcf) x ( 0 ftA3) = 0 kips
Total volume of concrete = 29.668 ydA3
PJF job no. 37508-0530 Project name BU874135 page 2 '
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Compression: Overturning Moment = 786 ft-k
Compression Toad = 15 kips
Weight of concrete = 120.16 kips
Weight of soil = 88.89 kips 15 k I v
Bouyancy of water = 0 kips Horizontal Load = 11 k
Total compression = P = 224.05 kips
Overturning moment: '111 =1Ii' ■
resisting moment = ( 224.04 k) x (17 ft / 2) = 1904 ft-k 88.89 k soil
O.T. moment due to horizontal load = (11 k) x ( 6.5 ft) = 71.5 ft-k
Overturning moment at top of pier = 786 ft -k passive_pressure
Total overturning moment = 857.5 ft-k is ignored
(note: we are conservatively ignoring the passive pressure on the pier to counter act the moment) ig
safety factor against overturning = 1904 / 857= 2.2209 > 1.5 okay 120.15 k conc 1 '
Eccentricity Q
Eccentricity = OTM / compression = ( 857 ft / ( 224.04 k) = 3.8273 ft ciar r — k water
Area of footing = (17 ft) x (17 ft) = A = 289 ft2 3 .
(6)(eccentricity) = (6 ) x ( 3.827 ft) = 22.964 ft `
Since 6e > the footing width, the soil pressure will have a triangular distribution Zr)
ca
3v N •
Soli bearing: .
Distance from centroid of reaction to edge of footing = ( footing width / 2 ) - e
Length of triangle = 3 times above distance 4 e = 3.827 ft
( footing width / 2) - e = ( 17 ft / 2) - ( 3.827 ft) = 4.6727 ft
length of triangle = ( 3 ) x ( 4.672 ft) = 14.018 ft 9.345 ft 4.672 ft 1.88 ksf
gross soil bearing: d 104
maximum soil bearing = [ ( 2 ) x ( 224.04 k) ] / [ ( 14.018 ft) x ( 17 ft) ] = 1.8803 ksf P= 224.04k
Overburden = soil pressure at a depth of 5.5 ft before footing installation 14.018 ft
4
soil overburden = (5.5 ft) x ( 0.11 kcf) = 0.605 ksf footing width = 17 ft
bouyancy due to water = ( 0.0624 kcf) x (0 ft) = 0.000 ksf Area = 17 ft x 17 ft =289 ft^2
total overburden = 0.605 ksf
maximum net soil bearing at edge of foundation = ( 1.88 ksf) - ( 0.605 ksf) = 1.275 ksf < 3 ksf okay
This foundation is loaded to only 42.51 % of its' capacity in soil bearing pressure
This foundation is loaded to only 67.5 % of its' capacity in overturning moment resistance
PJF job no. 37508 - 0530 Project name BU874135 page 3 ■
Soil bearing (with the wind into the corner of the mat ); Overturning Moment = 5910 ft
Footing width = 17 (ft) Total Weight = 224.0 kips
Footing length = 17 (ft) OTM = 857.5 ft-kips �
wind angle = ArcTan( 17 ft / 17 ft ) = 45 degrees
Area= (17ft)(17ft)= 289fM2
Average soil bearing pressure = 224046 lb / 289 ft^2 = 775 psf • — • — • — — • — — — — — —
Overburden = soil pressure at a depth of 5.5 ft before footing installation . — • — • •. •
(from previous page) Overburden = 605 psf
Since the weight was considered twice
Maximum: 0 psf i�ii
Gross soil bearing = 1515 psf + 1515 psf - 775 psf = 2256 psf iiiii. � �ii
Net soil bearing = Gross soil bearing - overburden = 1651 ksf < 3000 ksf okay net = 1651 psf
gross = 2256 psf
Minimum: Soil Bearing Pressure with wind at 45° angle to footing
Gross soil bearing = 34 psf + 34 psf - 605 psf = -535 psf
M1 = ( 857.5 ) sin 45 °) = 606.34 ft-k M2 = ( 857.5 ) cos 45 °) = 606.34 ft-k
4'046437602 4 .46437602• ,.
111111111111 •
34 psf iiiiiimg�s, 3 psf i iii�iniimp"
V I psf 0. I 1515 psf 1515p
2.706 ft 5 ft 2.706 ft 5.793 ft
224.0 224.0
® Footing Length = 17 ft Footing Width = 17 ft
el = M1 /P = 2.7063 ft e2 = M2 /P = 2.7063 ft
max soil bearing = 1515.7 psf max soil bearing = 1515.7 psf
This foundation is loaded to only 55 % of its' capacity in soil bearing' pressure
.,
PJF job no. 37508 -0530 Project name BU874135 Page 4 ■
Pier Shape = 60 in round
Footing Thickness = 30 inches thick Compression = 15 kips
Concrete Cover = 3 inches 60 in round pier
Size of Footing Rebar = # 7 bars 141
Punching Shear
diameter of footing rebar = ( 7 / 8 ) = 0.875 inches 9 11-===.11 1 ' ' 1 I =I [P
11.78 k conc pier wt
footing thickness = (2.5 ft) x (12) = 30 inches 85.6875in m ad
vr
assuming two layers of #7 rebar ii
d =30 in - [ ( 1.5 ) x ( 0.875 in) ] - 3 in= 25.688 inches I Q,
d/2 =12.84 in , j �d /2
0- 4 m
concrete pier size = ( 5 ft) x (12 ) = 60 inches diameter n
punching shear area of concrete: ;
( 3.14 ) x ( 60" + 25.6875" ) x ( 25.6875" ) = 6915 i , ' 0 1 `
2 r `
ui 'I 45 1
0 = 0.85 per ACI f = 4000 psi 0 • - rs . a M
it
'' 11 =11 1 '1117-
(these calculations conservatively ignore any soil bearing to counteract the punching shear)
weight of concrete pier = ( 0.15 kcf) x (4' ) x ( 3.14) x (2.5' ) ^2 = 11.781 kips k 111.36 inches
compressive force at top of concrete pier = 15 kips
total compressive load on top of concrete pad = 26.781 kips
(note concrete pier bouyancy conservatively ignored due to seasonal fluctuations in water table)
ultimate punching shear = (1.3) x ( 11.78 k + 15 k) = 34.815 kips
maximum ultimate punching shear stress = 4 7'c = 252.98 psi
maximum ultimate compressive Toad = ( 0.85 ) x ( 252.98 psi ) x ( 6914.95 inA2 ) / 1000 = 1487 k > 34.81 k okay
actual punching shear stress = [ (1.3 ) x ( 26.78 k ) x ( 1000 ) ] / [ ( 0.85 ) x ( 6914.95102 ) ] = 5.9233 psi < 252.98 psi okay
This foundation is loaded to only 2.34 % of its' safe capacity in punching shear
maximum allowable compressive Toad on pier = [ ( 0.85 ) x ( 252.98 psi ) x ( 6914.95 in ^2) / (1.3) x ( 1000 ) ] - ( 11.78 k) _ _ 1132 kips
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PJF job no. 37508 -0530 Project name BU874135 Page 5 4
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Eccentricity: (from page 2) eccentricity = 3.8273 ft Compression = 15 kips
(from page 2) total compression = 224.05 ft
(6)(eccentricity ) = (6 ) x ( 3.827 ft) = 22.962 ft > 17 ft Overturning Moment = 786 ft -k
Since 6e > the footing length, the soil pressure will have a triangular distribution
Horizontal Load = 11 k cs
Soil bearing:
Distance from centroid of reaction to edge of footing = ( footing length / 2 ) - e " 1 =I 1 " 1 I -I 1
Length of triangle = 3 times above distance 5 ft round pier
(footing length / 2 ) - e = ( 17 ft / 2 ) - ( 3.827 ft) = 4.6727 ft
length of triangle = (3) x ( 4.672 ft) = 14.018 ft r d/2 = 1.0703
gross soil bearing: a
maximum soil bearing = [ (2) x ( 224.04 k) ] / [ ( 14.018 ft) x (17 ft) ] = 1.8803 ksf 1 3.5703 ft
soil bearing pressure at face of pier dill
( 1. 88ksf )•[(1.88 ksf ) /(14.018ft)]x(6ft)= 1.0755 ksf ~ 0.705ksf
soil bearing pressure a distance of d/2 from the face of the pier c , . • ,, -
(1. 88 ksf ) - [(1.88 ksf)/(14.018ft)]x(4.92ft )= 1.2191 ksf ti 1 111
Bending Shear: CO ° 1
soil weight = (110 pcf) x ( 3 ft) = 330 psf N T 1 y
concrete weight = ( 150 pcf) x ( 2.5 ft) = 375 psf a 0 0 • ''
bouyancy = ( 62.4 pcf) x (0 ft) = 0 psf -a , , ` �1 `(
" downward pressure counteracting shear = 705 psf
1.219 ksf , -'
'
soil bearing shear = [ ( 1.88 ksf + 1.219 ksf) 12]x(4.92' )x(17')= 129.62 kips 14.018 ft
counteracting weight = ( 705 / 1000) x ( 4.92' ) x (17') = 71.91 kips a 1.88 ksf
total bending shear = 57.707 kips 12.07 313 ft 4.9297 ft
5
Ultimate Toad factor per EIA = 1.3 0 = 0.85 per ACI footing length = 17 ft
assuming two layers of #7 rebar....d = 25.688 inches
allowable bending shear stress = 2 jIT = 126.49 psi fc = 4000 psi
shear area = (17 ft x 12 ) x ( 25.6875 in) = 5240.3 in
ultimate bending shear stress in footing = [ (1.3 ) x ( 57.7 k) ] / [ ( 0.85 ) x ( 5240.25 inA2) ] x ( 1000) = 16.842 psi < 126.49 psi okay
maximum ultimate bending shear = ( 0.85 ) x ( 126.49 psi ) x ( 5240.25 inA2 ) / 1000 = 663.42 kips ultimate
This foundation Is loaded to only 13.31 % of Its safe capacity In bending shear
PJF job no. 37508 -0530 Project name BU874135 Page 6 • a
Soil bearing pressures: (see page 5) eccentricity = 3.8273 ft (see page 5) Compression = 15 kips '
at edge of footing = 1.88 ksf
at face of concrete pier = 1.075 ksf Overturning Moment = 786 ft-k
weight above footing = 0.705 ksf
Horizontal Load = 11 k
Bending moment In pad:
force. #1 = ( -0.705 ksf) x ( 6') x (17') = -71.91 kips 11 11._==-11 11 11 11:M11 11
force #2 =( 1.075 ksf) x ( 6' ) x ( 17')= 109.65 kips
force #3 = (0.5)x( 1.88 - 1.075 ksf) x ( 6' ) x ( 17' ) = 41.055 kips
�- 5 ft round pier
moment #1 =( -71.91 k) x ( 3 ft) = - 215.73 ft-k
4 ( ro
moment #2 = ( 109.65 k) x ( 3 ft) = 328.95 ft-k 71.91 k
moment #3 = ( 41.05 k) x [ (6 ft) x (2/3)1= 164.22 ft-k 3 ft
bending moment in pad at face of pier = 277.44 ft-k 705 ksf
Ultimate load factor per EIA = 1.3 fb = 0.90 per ACI 1,,
, e I
assuming two layers of #7 rebar....d = 25.688 inches fc = 4 ksi « 1 - - - -
. . Fy = 60 ksi ui I ,
cross sectional area of one # 7 rebar = 0.6 in2 N U u O ' 0 6 ''
cross sectional area of (18) # 7 rebars = As = 10.8 in2 -a uI I =III' ' ® 11 `
b =17 ft= 204 in
A = 0.85 1.075 ksf
A= 0.85 for fc S 4000 psi and decreases by 0.05 for every 1000 psi above 4000 psi
3ft 1.88 ksf
4 la n= �'�' y � =[( 10.8)x(60)]/[(0.85)x(4)x(204)1= 0.9343 in
O i v / , f'Vb) 109.65 k
ll Jl 4ft
ultimate bending moment capacity = M'u = (6As )( Fy )[ d - ( a / 2 ) ] 41.05 k
M'u = ( 0.9 ) x ( 10.8 ) x ( 60 ) x [ ( 25.6875 ) - ( 0.934 / 2 ) ] = 14708.521 in-k 11 ft 6 ft
= 1225.71 ft-k
footing length = 17 ft
ultimate bending moment = (1.3 ) x ( 277.44 ft-k) = 360.67 ft < 1225.71 ft okay
This foundation is loaded to only 29.43 % of its' safe capacity in bending moment
P (kip)
4500 T
D
O O
i 0 0
O O _
Y
0 I x O
O O —
/
0
0 O
60 in diam. fs 0 \
Code: ACI 318 -95 —
Units: English fs =0.5fy
Run axis: About X -axis —
Run option: Investigation /
Slendemess: Not considered i /
Column type: Struiaural /
Bars: ASTM A615 . +I
Date: 04 /18/08 3000
Mx (k -ft)
Time: 10:42:44 j
-1000 —
_PCACOL V3.00 (PCA 1999) - Licensed to: Paul J.- Ford and Company, Columbus, OH
File: G:\ ENGINE- 1 \PCACOL \DATA \37508530 -COL --
Project: 37508 -0530 -
Column: Engineer.
fc = 4 ksi fy = 60 ksi Ag = 2827.43 in ^2 16 #9 bars
Ec = 3605 ksi Es = 29000 ksi As = 16.00 in ^2 Rho = 0.57%
fc = 3.4 ksi e_rup = Infinity Xo = 0.00 in Ix = 636173 inA4
e_u = 0.003 in /in Yo = 0.00 in ly = 636173 inA4
Betel = 0.85 Clear spacing = 8.99 in Clear cover = 3.50 in
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