Report RECEIVED
AUG 28 2012
Date: May 12, 2012
`` C1TYOFTIGARD
Robert Anslow Tower Engineering gUSIONGONISION
Crown Castle 3703 Junction Blvd.
5350 North 48th Street Suite 305 Raleigh, NC 27603
Chandler, AZ 85226 (919) 661 -6351
(480) 735 -6938 crown(ateparoup.net
Subject: Structural Analysis Report
Carrier Designation: Sprint PCS Co- Locate *SNV* Interim
Carrier Site Number: P003XC047
Carrier Site Name: N/A
Crown Castle Designation: Crown Castle BU Number: 879526
Crown Castle Site Name: Tigard
Crown Castle JDE Job Number: 176668
Crown Castle Work Order Number: 493183
Crown Castle Application Number: 147488 Rev. 1
Engineering Firm Designation: TEP Project Number: 123076
Site Data: 8777 SW Burnham, Tigard, Washington County, OR 97223
Latitude 45 °25'42.11'; Longitude - 122 °46'5.23"
100 Foot - Monopole Tower
Dear Robert Anslow,
Tower Engineering Professionals is pleased to submit this "Structural Analysis Report" to determine the
structural integrity of the above mentioned tower. This analysis has been performed in accordance with the
Crown Castle Structural 'Statement of Work' and the terms of Crown Castle Purchase Order Number 464375, in
accordance with application 147488, revision 1.
The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we
have determined the tower stress level for the structure and foundation, under the following load case. to be:
LC10: Existing + Interim Equipment (Existing + Proposed) Sufficient Capacity
Note: See Table I and Table II for the proposed and existing /reserved loading, respectively.
The analysis has been performed in accordance with the ANSI /TIA- 222 -G -2 -2009 Structural Standard for
Antenna Supporting Structures and Antennas — Addendum 2 and the 2010 Oregon Structural Specialty Code
(2009 International Building Code) based upon a wind speed of 95 mph 3- second gust and exposure category
C.
All modifications and equipment proposed in this report shall be installed in accordance with the appurtenances
listed in Tables 1 and 2 and the attached drawing for the determined available structural capacity to be effective.
We at Tower Engineering Professionals appreciate the opportunity of providing our continuing professional
services to you and Crown Castle. If you have any questions or need further assistance on this or any other
projects please give us a call. ikuCT UfiA
Structural analysis prepared by: Dustin T. Smith \y� ED PRO GIN & s 4
r► f r
Respectfully submitted by: 86563PE
1 U/L0 4 1. tIOL ft.
OREGON g 1
William H. Martin, P.E., S.E. � y� t3 p �'L �
41H.WAN ■
EXPIRES: 31 , (L,
May 12, 2012
100 -ft Monopole Tower Structural Analysis CCI BU No 879526
TEP Project Number 123076, Application 147488, Revision 1 Page 2
TABLE OF CONTENTS
J
1) INTRODUCTION
2) ANALYSIS CRITERIA
Table 1 - Proposed Antenna and Cable Information
Table 2 - Existing and Reserved Antenna and Cable Information
Table 3 - Design Antenna and Cable Information
3) ANALYSIS PROCEDURE
Table 4 - Documents Provided
3.1) Analysis Method
3.2) Assumptions
4) ANALYSIS RESULTS
Table 5 - Section Capacity (Summary)
Table 6 - Tower Components 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
May 12, 2012
100 -ft Monopole Tower Structural Analysis CCI BU No 879526
TEP Project Number 123076, Application 147488, Revision 1 Page 3
1) INTRODUCTION
This tower is a 100 -ft monopole tower designed by Newmark Infrastructure Solutions in June of 1999. The tower
was originally designed for a wind speed of 80 mph per TIA/EIA -222 -F for the appurtenances listed in Table 3.
TEP did not visit the site. All information provided to TEP was assumed to be accurate and complete.
2) ANALYSIS CRITERIA
The analysis has been performed in accordance with the ANSI /TIA- 222 -G -2 -2009 Structural Standard for
Antenna Supporting Structures and Antennas — Addendum 2 using a 3- second gust wind speed of 95 mph with
no ice, 30 mph with 1.0 inch ice thickness and 60 mph under service loads with the following design criteria:
1) Type of Analysis: Feasibility Structural Analysis
2) Classification of Structure: Class II
Definition: Structures used for services that due to height, use or location represent a significant
hazard to human life and /or damage to property in the event of failure and /or used for services that
may be provided by other means.
3) Exposure Category: Exposure C
Definition: Open terrain with scattered obstructions having heights generally less than 30 -ft. This
category includes flat, open country, grasslands and shorelines in hurricane prone regions.
4) Topographic Category: Category 1
Definition: No abrupt changes in general topography, e.g. flat or rolling terrain, no wind speed -up
consideration shall be required.
5) Earthquake Category: Not Considered
Commentary: Earthquake effects may be ignored per this standard for site locations where Ss does
not exceed 1.0. (Site- specific Ss = 0.941)
Table 1 - Proposed Antenna and Cable Information
Mounting Center Line Number Antenna Number Feed
Elevation of Antenna Model of Feed Line Note
Level (ft) (ft) Antennas Manufacturer Lines Size (in)
P65- 16- XLPP -RR
3 Powerwave w/ Mount Pipe
Samsung
100 103 3 RRH -C2C w/ Ext Filter 3 1 -7/16 1
Telecommunications
Samsung
3 Telecommunications RRH -P4
Notes'
1) See "Appendix B — Base Level Drawing" for assumed feed line configuration.
tnxTower Report - version 6.0.4.0
May 12, 2012
100 -ft Monopole Tower Structural Analysis CC! BU No 879526
TEP Project Number 123076, Application 147488, Revision 1 Page 4
Table 2 - Existing and Reserved Antenna and Cable Information
Center Number Number Feed
Mounting Line Antenna Antenna Model of Feed Line Note
Level (ft) Elevation Antennas Manufacturer
(ft) Lines Size (in)
_
4 Comsat RSI PCSA090 -19 -0
w/ Mount Pipe J
103 2 Decibel DB950G40E-M 6 11 -5/8 1
100 w/ Mount Pipe
A P 17- 1900/090 D
6 Scala w/ Mount Pipe
100 1 Tower Mounts Platform Mount [LP 712 -1 ] - - 2
2 Kathrein 742 -265 w/ Mount Pipe
2 Kathrein ' 800 10121 w /Mount Pipe s 12 7/8 2
4 Kathrein 86010025
4
1 I -
Andrew ETB19G8 -12UB I I
1 i Kathrein 800 10765 w/ Mount Pipe
2 KMW AM- X- CD- 16- 65- 00T -RE T I
Communications w/ Mount Pipe
75 75 1 Powerwave ' P65- 17- XLH -RR I I
Technologies w/ Mount Pipe 1 3/8
I 3 _ Alcatel Lucent 9442 RRH 700 w/ Solar_ 2 3/4 3
3 Alcatel Lucent 9442 RRH AWS 2 1 -5/8
1 I I I 2 Andrew ETB19G8 -12UB
I I 6 _ Kathrein 86010025 -- 1
I I 1 Raycap DC6- 48- 60 -18 -8F
t 1 Tower Mounts Platform Mount [LP 601 -1]
Notes:
1) Existing equipment to remain temporarily
2) Existing equipment
3) Reserved equipment
Table 3 - Design Antenna and Cable Information
Center Number Number Feed
Mounting Line of Antenna Antenna Model of Feed Line
Level (ft) Elevation Antennas Manufacturer Lines Size (in)
(ft)
12 Scala AP17- 1900/0900
100 100 Unknown
1 Unknown 12 -ft Low Profile Platform
90 90 9 Swedcom _ SP 9014 - DIN Unknown
3 Unknown 11 ft Straight T-Arm Mounts
1 EMS RS65 -13- xxxx -2
1 EMS RS90- 12- xxxx -2
75 ( 75 Unknown
1 Generic 4' STD Dish
l r 1 Unknown Face Mount 1
tnxTower Report - version 6.0.4.0
May 12, 2012
100 -ft Monopole Tower Structural Analysis CCI BU No 879526
TEP Project Number 123076, Application 147488, Revision 1 Page 5
3) ANALYSIS PROCEDURE
Table 4 - Documents Provided
Document I Remarks Reference Source
Geotechnical Reports Northwest Geotech, Inc. 2121857 CClsites
Tower Foundation Mapping Vertical Solutions 2315161 CClsites
Tower Manufacturer Drawings North American Pole Corporation 2055065 CClsites
Tower Structural Analysis Crown Castle 2838634 CClsites
Reports
3.1) Analysis Method
tnxTower (version 6.0.4.0), a commercially available analysis software package, was used to create a
three - dimensional model of the tower and calculate member stresses for various loading cases.
Selected output from the analysis is included in Appendix A.
3.2) Assumptions
1) The tower and foundation were built in accordance with the manufacturer's specifications.
2) The tower and foundation have been maintained in accordance with the manufacturer's
specification.
3) The configuration of antennas, transmission cables, mounts and other appurtenances are as
specified in Tables 1 and 2, and "Appendix B — Base Level Drawing ".
4) When applicable, transmission cables are considered as structural components for calculating
wind loads as allowed by the standard.
5) All tower components are in sufficient condition to carry their full design capacity.
6) Serviceability with respect to antenna twist, tilt, roll, or lateral translation, is not checked and is
left to the carrier or tower owner to ensure conformance.
7) All antenna mounts and mounting hardware are structurally sufficient to carry the full design
capacity requirements of appurtenance wind area and weight as provided by the original
manufacturer specifications. It is the carrier's responsibility to ensure compliance to the
structural limitations of the existing and /or proposed antenna mounts. TEP did not perform a site
visit to verify the size, condition or capacity of the antenna mounts and did not analyze antennas
supporting mounts as part of this structural analysis report.
This analysis may be affected if any assumptions are not valid or have been made in error. Tower
Engineering Professionals should be notified to determine the effect on the structural integrity of the
tower.
4) ANALYSIS RESULTS
Table 5 - Section Capacity (Summary)
Section Elevation (ft) omponent Size Critical P lb) SF *P_allow % Pass I Fail
No. ) Type Element ( ) (lb) Capacity
L1 100 - 60.25 Pole TP26.255x20x0.25 1 - 7575.96 1428970.00 52.4 Pass
L2 60.25 - Pole TP31.145x25.1518x0.3125 2 - 12666.10 12160440.00 72.6 Pass
26.0033
13 26.0033 - 0 Pole TP34.611x29.8249x0.375 3 - 19129.00 3001040.00 75.5 Pass
Summary
Pole (L3) 75.5 Pass
• RATING = 75.5 Pass
a,
tnxTower Report - version 6.0.4.0
May 12, 2012
100 -ft Monopole Tower Structural Analysis CCI BU No 879526
TEP Project Number 123076, Application 147488, Revision 1 Page 6
Table 6 - Tower Component Stresses vs. Capacity
Notes I Component Elevation % Capacity I Pass / Fail
1 Anchor Rods - 58.7 Pass
1 Base Plate I - 51.1 Pass
1 ,2 Base Foundation — Reaction Comparison - 81.5 Pass
Structure Rating (max from all components) = 81.5%
Notes: 11
1) See additional documentation in "Appendix C - Additional Calculations" for calculations supporting the % capacity listed.
2) Capacities calculated are based on comparisons to design reactions and do not represent an actual analysis of the
foundation. Design reactions include a 1.35 factor as allowed by ANSI/TIA- 222 -G -2 -2009 Section 15.5.1
4.1) Recommendations
1) If the load differs from that described in Tables 1 and 2 of this report, "Appendix B — Base Level
Drawing" or the provisions of this analysis are found to be invalid, another structural analysis
should be performed.
2) The tower and its foundation have sufficient capacity to carry the existing, reserved, and
proposed loads. No modifications are required at this time.
tnxTower Report - version 6.0.4.0
May 12, 2012
100 -ft Monopole Tower Structural Analysis CCI BU No 879526
TEP Project Number 123076, Application 147488, Revision 1 Page 7
APPENDIX A
TNXTOWER OUTPUT
tnxTower Report - version 6.0.4.0
1oo.onl DESIGNED APPURTENANCE LOADING
'z TYPE ELEVATION TYPE ELEVATION
Lighting Rod 5 100 800 10765 W Mount Pipe 75
(2) DB950G40E -M w/ Moult Pipe 100 (2)860 10025 75
(2) AP17- 19001090D WI Moult Pipe 100 AM- XCO -16- 65-00T-RET w' Moist 75
P85- 16- XLPP -RR W// 10-ft Moult Pipe 100 Pipe
P65.16- XLPP -RR w/ 10-ft Moue Pipe 100 DC6-48- 60 -18-8F 75
P65- 16- XLPP -RR 1W 10-ft Moult Pipe 100 (2) ETB19G8 -12UB 75
(2) PCSA090 -19-0 Wd Mount Pipe 100 (2)800 10121 vd Mount Pipe 75
(2) AP17- 1900/090D w/ Mount Pipe 100 (4) 86010025 75
RRH-C2C vIExt Filter 100 9442 RRH 700 W/SOLAR 75
RRH-C2C WIExt Filer 100 9442 RRH AWS 75
RRH-C2C wlEld Fier 100 AM- XCD- 16 -65- 00T-RET eV Moult 75
Pipe
RRH -P4 100
$ g $ ° RRH-P4 100 (2) ETB19G8 -12UB 75
'�(j 2S C7, i RRH -P4 100 (2) 742 -265 w/ Moot Pipe 75
R ° R i6 A
(2) PCSA090 -19-0 w/ Mount Pipe 100 9442 RRH 700 W /SOLAR 75
(2) AP17- 19001090D WI Moult Pipe 100 9442 RRH AWS 75
Platt onn Moult [LP 712-1] 100 (a) 860 10025 75
• 9442 RRH 700 W50LAR 75 P65- 17- XLH -RR wl Moult Pipe 75
9442 RRH AWS 75 Platform Moot [LP 601.1] 75
(2) ETB1908 -12UB 75
MATERIAL STRENGTH
GRADE FY Fu GRADE I FY 1 Fu 1
A572-65 65 kWi 80 kei
/ 60.3 ft 1 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.
4. Tower is also designed for a 30 mph basic wind with 1.00 in ice. Ice is considered to increase
in thickness with height.
5. Deflections are based upon a 60 mph wind.
6. Tower Structure Class II.
a 7. Topographic Category 1 with Crest Height of 0.00 ft
8. TOWER RATING: 75.5
4 W ' tV V N 9 N
N r ^.,
0 r Q g
v
/ 26.0 ft .
ALL REACTIONS
ARE FACTORED
AXIAL
5199916
° SHEAR MOMENT
q
m 2348 lb ((( ` 1972597256lb-ft
o R' X
TORQUE 422 lb -ft
30 nph WIND - 1.0000 in ICE
AXIAL
19147 lb
LN
SHEAR MOMENT
21341 lb 1562711 lb-ft
0.0 ft
m TORQUE 3025 lb -ft
z 8 REACTIONS - 95 rrph WIND
0
}till ggl
d..-30"- Tower Engineering Professionals 1 o 0 ' BU 879526 - Tigard
3703 Junction Blvd P°i° ` r TEPS 7 o 76
Raleigh, NC 27603 Cleat Crown Castle D1H1A1b Dustin T. Smith, E.I. A pe d
Tower Engineering Professions Phone. 919-661-6351 Code. TIA -222 -G Data 05/13/12 Scale: NTS
FAX: 919-661-6350 P191 n)b n T,. nn«1+m.r c+aa11032 37 eel Do g N0. E-1
Date: May 12, 2012
Robert Anslow Tower Engineering Professionals
Crown Castle 3703 Junction Blvd.
5350 North 48th Street Suite 305 Raleigh, NC 27603
Chandler, AZ 85226 (919) 661 -6351
(480) 735 -6938 crownPteooroup.net
Subject: Structural Analysis Report
Carrier Designation: Sprint PCS Co- Locate *SNV* Final
Carrier Site Number: P003XC047
Carrier Site Name: N/A
Crown Castle Designation: Crown Castle BU Number: 879526
Crown Castle Site Name: Tigard
Crown Castle JDE Job Number: 176668
Crown Castle Work Order Number: 493183
Crown Castle Application Number: 147488 Rev. 1
Engineering Firm Designation: TEP Project Number: 123076
Site Data: 8777 SW Burnham, Tigard, Washington County, OR 97223
Latitude 45 °25'42.11'; Longitude - 122 °46'5.23"
100 Foot - Monopole Tower
Dear Robert Anslow,
Tower Engineering Professionals is pleased to submit this "Structural Analysis Report" to determine the
structural integrity of the above mentioned tower. This analysis has been performed in accordance with the
Crown Castle Structural 'Statement of Work' and the terms of Crown Castle Purchase Order Number 464375, in
accordance with application 147488, revision 1.
The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we
have determined the tower stress level for the structure and foundation, under the following load case, to be:
LC1 1: Existing + Proposed Equipment (Final Configuration) Sufficient Capacity
Note: See Table I and Table II for the proposed and existing /reserved loading, respectively.
The analysis has been performed in accordance with the ANSI /TIA- 222 -G -2 -2009 Structural Standard for
Antenna Supporting Structures and Antennas — Addendum 2 and the 2010 Oregon Structural Specialty Code
(2009 International Building Code) based upon a wind speed of 95 mph 3- second gust and exposure category
C.
All modifications and equipment proposed in this report shall be installed in accordance with the appurtenances
listed in Tables 1 and 2 and the attached drawing for the determined available structural capacity to be effective.
We at Tower Engineering Professionals appreciate the opportunity of providing our continuing professional
services to you and Crown Castle. If you have any questions or need further assistance on this or any other
projects please give us a call.
pgD PROF
Structural analysis prepared by: Dustin T. Smith ��`y� �N�,1NF s ,, v
Respectfully submitted by:
x 8651f3p r
OREGON I j
William H. Martin, P.E., S.E. Is,
' 13 P NI.
'` 4 / H. MO
EXPIRES: 3t 1(2„.
May 12, 2012
100 -ft Monopole Tower Structural Analysis CCI BU No 879526
TEP Project Number 123076, Application 147488, Revision 1 Page 2
TABLE OF CONTENTS
1) INTRODUCTION
2) ANALYSIS CRITERIA
Table 1 - Proposed Antenna and Cable Information
Table 2 - Existing and Reserved Antenna and Cable Information
Table 3 - Design Antenna and Cable Information
3) ANALYSIS PROCEDURE
Table 4 - Documents Provided
3.1) Analysis Method
3.2) Assumptions
4) ANALYSIS RESULTS
Table 5 - Section Capacity (Summary)
Table 6 - Tower Components 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
May 12, 2012
100 -ft Monopole Tower Structural Analysis CCI BU No 879526
TEP Project Number 123076, Application 147488, Revision 1 Page 3
1) INTRODUCTION
This tower is a 100 -ft monopole tower designed by Newmark Infrastructure Solutions in June of 1999. The tower
was originally designed for a wind speed of 80 mph per TIA/EIA -222 -F for the appurtenances listed in Table 3.
TEP did not visit the site. All information provided to TEP was assumed to be accurate and complete.
2) ANALYSIS CRITERIA
The analysis has been performed in accordance with the ANSI /TIA- 222 -G -2 -2009 Structural Standard for
Antenna Supporting Structures and Antennas — Addendum 2 using a 3- second gust wind speed of 95 mph with
no ice, 30 mph with 1.0 inch ice thickness and 60 mph under service loads with the following design criteria:
1) Type of Analysis: Feasibility Structural Analysis
2) Classification of Structure: Class II
Definition: Structures used for services that due to height, use or location represent a significant
hazard to human life and /or damage to property in the event of failure and /or used for services that
may be provided by other means.
3) Exposure Cateuorv: Exposure C
Definition: Open terrain with scattered obstructions having heights generally less than 30 -ft. This
category includes flat, open country, grasslands and shorelines in hurricane prone regions.
4) Topographic Category: Category 1
Definition: No abrupt changes in general topography, e.g. flat or rolling terrain, no wind speed -up
consideration shall be required.
5) Earthquake Category: Not Considered
Commentary: Earthquake effects may be ignored per this standard for site locations where Ss does
not exceed 1.0. (Site- specific Ss = 0.941)
Table 1 - Proposed Antenna and Cable Information
Mounting Center Line Number Antenna Number Feed
•
Level (ft) Elevation of Manufacturer Antenna Model of Feed Line Note
(ft) Antennas Lines Size (in)
P65- 16- XLPP -RR
3 Powerwave w/ Mount Pipe _
Samsung
100 103 3 Telecommunications RRH -C2C w/ Ext Filter 3 1 -7/16 ( 1
Samsung
3 Telecommunications' RRH P4
Notes:
1) See "Appendix B — Base Level Drawing" for assumed feed line configuration.
tnxTower Report - version 6.0.4.0
•
May 12, 2012
100 -ft Monopole Tower Structural Analysis CCI BU No 879526
TEP Project Number 123076, Application 147488, Revision 1 Page 4
Table 2 - Existing and Reserved Antenna and Cable Information
Center
- Number Number Feed
Mounting Line of Antenna Antenna Model of Feed Line Note
Level (ft) Elevation Antennas Manufacturer I Lines Size (in)
(ft)
4 Comsat RSI PCSA090 -19 -0
I — w/ Mount Pipe
103 2 Decibel D6950G40E M 6 1 -5/8 1
100 w/ Mount Pipe
6 Scala AP17- 1900/090D
w/ Mount Pipe
100 1 Tower Mounts 'Platform Mount [LP 712 - - - 2
2 Kathrein 742 - 265 w/ Mount Pipe
2 Kathrein 800 10121 w/ Mount Pipe 12 I 7/8 2
I I 4 Kathrein I I
4 Andrew ! I
-
1 Kathrein 800 10765 w/ Mount Pipe
2 KMW AM- X- CD- 16- 65- 00T -RET
Communications w/ Mount Pipe
75 75 1 Powerwave P65 17 XLH - RR I
Technologies w/ Mount Pipe 1 3/8
3 Alcatel Lucent 9442 RRH 700 w/ Solar 2 I 3/4 I 3
I F 3 Alcatel Lucent 9442 RRH AWS 2 I 1 - 5/8
r 2 Andrew ETB19G8 -12UB I I
6 Kathrein 860 10025 1 I I
1 Raycap DC6- 48- 60 -18 -8F I I
1 Tower Mounts Platform Mount [LP 601 -1] i 1
Notes:
1) Existing equipment to be removed
2) Existing equipment
3) Reserved equipment
Table 3 - Design Antenna and Cable Information
Center Number Number Feed
Mounting Line of Antenna Antenna Model of Feed Line
Level (ft) Elevation Antennas Manufacturer
(ft) Lines Size (in)
12 Scala AP 17- 1900/0900
100 100 Unknown
1 Unknown 12 -ft Low Profile Platform
9 Swedcom SP 9014 -DIN
90 90 - Unknown
3 Unknown ' 11 - ft Straight T - Arm Mounts
1 EMS RS65- 13- xxxx -2
1 EMS RS90 -12 xxxx 2
I 75 I 75 1 Generic 4' STD Dish Unknown
I I I I 1 Unknown 1 Face Mount I
•
tnxTower Report - version 6.0.4.0
May 12, 2012
100 -ft Monopole Tower Structural Analysis CCI BU No 879526
TEP Project Number 123076, Application 147488, Revision 1 Page 5
3) ANALYSIS PROCEDURE
Table 4 - Documents Provided
Document 1 Remarks Reference Source
Geotechnical Reports Northwest Geotech, Inc. 2121857 CClsites
Tower Foundation Mapping Vertical Solutions 2315161 CClsites
Tower Manufacturer Drawings North American Pole Corporation 2055065 CClsites
Tower Structural Analysis Crown Castle 2838634 CClsites
Reports
3.1) Analysis Method
tnxTower (version 6.0.4.0), a commercially available analysis software package, was used to create a
three - dimensional model of the tower and calculate member stresses for various loading cases.
Selected output from the analysis is included in Appendix A.
3.2) Assumptions
1) The tower and foundation were built in accordance with the manufacturer's specifications.
2) The tower and foundation have been maintained in accordance with the manufacturer's
specification.
3) The configuration of antennas, transmission cables, mounts and other appurtenances are as
specified in Tables 1 and 2, and "Appendix B — Base Level Drawing ".
4) When applicable, transmission cables are considered as structural components for calculating
wind loads as allowed by the standard.
5) All tower components are in sufficient condition to carry their full design capacity.
6) Serviceability with respect to antenna twist, tilt, roll, or lateral translation, is not checked and is
left to the carrier or tower owner to ensure conformance.
7) All antenna mounts and mounting hardware are structurally sufficient to carry the full design
capacity requirements of appurtenance wind area and weight as provided by the original
manufacturer specifications. It is the carrier's responsibility to ensure compliance to the
structural limitations of the existing and /or proposed antenna mounts. TEP did not perform a site
visit to verify the size, condition or capacity of the antenna mounts and did not analyze antennas
supporting mounts as part of this structural analysis report.
This analysis may be affected if any assumptions are not valid or have been made in error. Tower
Engineering Professionals should be notified to determine the effect on the structural integrity of the
tower.
4) ANALYSIS RESULTS
Table 5 - Section Capacity (Summary)
Section I Component Critical SF *P allow
No. Elevation (ft) Type Size Element P (lb) (lb) Capacity Pass / Fail
L1 100 - 60.25 Pole I TP26.255x20x0.25 1 - 7244.89 1428970.00 34.9 Pass
L2 60.25 - Pole TP31.145x25.1518x0.3125 2 - 11913.90 2160440.00 54.3 Pass
26.0033
L3 26.0033 - 0 Pole TP34.611x29.8249x0.375 3 - 17956.10 3001040.00 59.1 Pass
Summary
Pole (L3) 59.1 Pass
• RATING = 59.1 Pass
tnxTower Report - version 6.0.4.0
May 12, 2012
100 -ft Monopole Tower Structural Analysis CCI BU No 879526
TEP Project Number 123076, Application 147488, Revision 1 Page 6
Table 6 - Tower Component Stresses vs. Capacity
Notes Component I Ele(vft;ion % Capacity Pass / Fail
1 Anchor Rods - I 56.7 Pass
1 1 Base Plate 1 - I 49.3 1 Pass
1,2 I Base Foundation — Reaction Comparison I - I 64.0 1 Pass
Structure Rating (max from all components) = 64.0%
Notes:
1) See additional documentation in "Appendix C - Additional Calculations" for calculations supporting the % capacity listed.
2) Capacities calculated are based on comparisons to design reactions and do not represent an actual analysis of the
foundation. Design reactions include a 1.35 factor as allowed by ANSI/TIA- 222 -G -2 -2009 Section 15.5.1
4.1) Recommendations
1) If the load differs from that described in Tables 1 and 2 of this report, "Appendix B — Base Level
Drawing" or the provisions of this analysis are found to be invalid, another structural analysis
should be performed.
2) The tower and its foundation have sufficient capacity to carry the existing, reserved, and
proposed loads. No modifications are required at this time.
tnxTower Report - version 6.0.4.0
May 12, 2012
100-ft Monopole Tower Structural Analysis CCI BU No 879526
TEP Project Number 123076, Application 147488, Revision 1 Page 7
APPENDIX A
TNXTOWER OUTPUT
tnxTower Report - version 6.0.4.0
on I 1 I I I I DESIGNED APPURTENANCE LOADING
TYPE ELEVATION TYPE ELEVATION
wiling Rod 5/8' x if 100 DC6-48- 60 -18-8F 75
P65- 16- XLPP -RR w/ 10-ft Mount Pipe 100 (2) ETB19G8 -12U8 75
P65- 16- XLPP -RR wV 10-ft Mount Pipe 100 (2)800 10121 w/ Mount Pipe 75
I I P65- 16- XLPP -RR w/ 10-ft Mount Pipe 100 (4) 860 10025 75
- RRH -C2C 4Ext Ater 100 9442 RRH 700 W/SOLAR 75
RRH -C2C w/Ext Ater 100 9442 RRH AWS 75
RRH -C2C w/Ext Ater 100 AM- X- CO- 18- 65-007 -RET w/ Mout 75
RRH -P4 100 Pi
RRH -P4 100 (2)ETB19G8 -12UB 75
RRH -P4 100 (2) 742 -265 W/ Mount Pipe 75
Platform Mount [LP 712 -11 100 9442 RRH 700 W/SOLAR 75
9442 RRH 700 W/SOLAR 75 9442 RRH AWS 75
9442 RRH AWS 75 (4) 860 10025 75
pj N 6 $ 4 A (2) ETB19G8 -12U8 75 P65- 17- XLH -RR w/ Mount Pipe 75
' - 800 10765 WI Mount Pipe 75 Platorm Mount ,LP 601 -1) 75
(2) 86010025 75
AM- X- CD- 16- 65-00T-RET 4 Mout 75
Im im ∎ Pipe
MATERIAL STRENGTH
i GRADE Fy Fu GRADE Fy Fu
A572-65 65 ksi 80 ks
i d
TOWER DESIGN NOTES
/ 1. Tower is located in Washington County, Oregon.
2. Tower designed for Exposure C to the TIA -222 -G Standard.
60'3 ft 3. Tower designed for a 95 mph basic wind in accordance with the TIA -222 -G Standard.
4. Tower is also designed for a 30 mph basic wind with 1.00 in ice. Ice is considered to increase
in thickness with height.
5. Deflections are based upon a 60 mph wind.
6. Tower Structure Class II.
7. Topographic Category 1 with Crest Height of 0.00 ft
8. TOWER RATING: 59.1%
0
m N N N
o
O g ct
/ 26.0 It
ALL REACTIONS
ARE FACTORED
AXIAL
47337 lb
_ SHEAR MOMENT 1612031b -
it
R %N E 20291
o lb r�+
Cl N 0 m l9
a M
TORQUE 501 lb -ft
30 mph WIND - 1.0000 in ICE
AXIAL
17968 lb
SHEAR / \ MOMENT
1815616 ((( ` 1221543 lb-ft
0.0 ft
8 TORQUE 5064 lb -ft
t S REACTIONS - 95 rrph WIND
g o
8
. Tower Engineering Professionals 1o6 BU 879526 - Tigard
4...--- 3703 Junction Blvd P'°b" TEP#123076
Raleigh, NC 27603 ClB1t Crown Castle °rawnby' Dustin T. Smith, E.I. A P "'
Tower Engineering Professionals Phone: 919- 661 -6351 Code' TIA -222 -G Date' 05/13/12 scab' NTS
FAX: 919-661-6350 Pam:
0 .r s inns/MS.. 0.tror., „ 20„ . M aw Ho. E-1
—
t e
tnxTower Job Page BU 879526 - Tigard 1 of 13 tnxTower Sob BU 879526 - Tigard Page
of 13
Project Date Project Dale
Tower Engineering TEP #123076 11:11:42 05/13/12 Tower Engineering TEP #123076 11:11:42 05/13/12
Professionals Professionals
171) Jum •non Blvd 3703 Junction Bbd
Relnch, NC 27603 Client Designed by Rakigh, NC27603 Client Designed by
flume Y/9661 -6351 Crown Castle Phase: 919 - 661-6351 Crown Castle
f3.y: vlv 661 5350 Dustin T Smith FAX. 9)9-661 -6350 Dustin T. Smith,
E I E.I.
I'm iion Splice .Number Top Bottom Wall Bend Pole Grade
I.o.rli leocrb Fit Duonerer Diameter Tlailme,., Rill/III%
I Tower Input Data I dr,
There is a pole section.
This tower is designed using the TIA -222 -G standard.
The following design criteria apply: Tapered Pole Properties
Tower is located in Washington County, Oregon.
Basic wind speed of 95 mph. Section TO Dia. Area 1 r C PC J lt/Q w wd
in of sin' in in rn ir' in in
Structure Class II. .. .7 7
LI 20.7053 15.8988 791.5587 7.0703 10.3(sW 76.4053 1603.9125 7.8249 4.6900 18.76
Exposure Category C. 27.1812 20.9340 1806.9761 9.3098 13.6001 132.8650 3661.4234 10.3031 6.3663 25.465
Topographic Category I. 12 26.6636 24.9945 19683827 8.8925 13.0286 151.0813 3988.4770 12.3016 5.9032 18.89
Crest Height 000 ft. 322437 31.0252 3764.5933 11.0380 16.1331 233.3458 7628.0866 15.2697 7.5094 24.03
Nominal ice Ihiclmess 0(1.0000 M. L3 313964 35.5607 3936.6233 10.5431 15.4493 254.8093 7976.6660 17.5019 6.9881 18.635
353319 41.3400 6184.7499 12.2565 17.9285 344.9675 12531.9801 20.3463 8.2707 22.055
Ice thickness is considered to increase with height.
Ice density of 56 pcf.
Tower Gusset Gusset Gusset Grade Adjure. Factor Adjust. Weighs Mob. Double Angle Double Angle
A wind speed of 30 mph is used in combination with lee.
Elevation Area Thickness Al Factor Stitch Bob Stitch Bob
Temperature drop of 50 T. (perjure) A, Sparing Sparing
Deflections calculated using a wind speed of 60 mph. Diagonal, Horizontals
A non -linear (P- delta) analysis was used. R fi in in in
Pressures are calculated at each section. LI I I 1
Stress ratio used in pole design is 1. 11�0� 2 .0 1 1 1
Local bending stresses due to climbing loads, feedline supports. and appurtenance mounts are not considered. L3 26.00-0.00 I I I
I Options I
Consider Moments - Legs Dtstnbue Leg Load As Uniform Treat Feedline Bundles As Cylinder I Feed Line /Linear Appurtenances - Entered As Round Or Flat I
Consider Moments - Horizontals Assume Legs Pinned Use ASCE 10 X -Brace Ly Rules
Consider Moments - Diagonals a Assume Rigid Index Plate Calculate Redundant Bracing Faces
Ikunprmn Face Allow Component / I � mr„u Anal Number Clear Walsh or Perimeter Weight
Use Monsem Magnification I Use Clem Spans For Wind Area Ignore Redundant Members in FEA Shield Type Number Per Row Spacing Diameter
I Use Code Suess Ratios Use Clear Spans For Mir SR Leg Bolts Rena Compression Leg ft or in or pr
v Use Code Safety Factors - Guys Retensioo Guys To Initial Tension All Leg Panels Have Same Allowade -
Escalate Ice v Bypass Mast Stability Checks Offset Gin Al Foundation
Always Use Max Re a Use Azimuth Dish Coefficients J Consoler Feedline Torque
Use Special Wind Profile a Project Wind Area of Appun. Include Angle Block Shear Check
Include Bops In Member ti un
Aoca Pak.
Torque Arm Areas I Feed Line /Linear Appurtenances - Entered As Area
Are Sec
Leg Bolts A At Top Of Section SR Members bers Have Ca Ends J Include Shea - Torsion Interaction
Secondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub-Critical Flow
Use Diamond loner Bracing (4 Sided) Triangulate Diamond Inner Bracing Ilse Top Mounted Sockets Description Fare Allow Component Ploremenr Tonal (',,3,, Weight
Add IBC .6D+W Combination
Shield Type Nunrbe•
Leg ft fry pit
I.12" feedline A No Inside Pole 100.00 - 0.00 3 No Ice 0.00 0.76
I Tapered Pole Section Geometry I 12" be
I Ice 0.00 0.76 0.00 0.76
LDF5 -50A (7/6 FOAM) C No CaAa (Out Of 75.00 -0.00 2 No be all 0.33
Face) l2" lee an 130
Section aesneon Section Splice Number Top Bottom Wall Bend Pole Grade
I" Ice
Length Length of Diameter Diameter Thickness Radius
7/8
ft fr .ft SSides ' Foam - Ice Wt Only C No CaAa (Out Of 75.00 - 0.00 10 No Ice 0.31 2.88
e 0.00 0.28 in in in in Face) I2" Ice 0.00 1.30
LI 100.001025 39.75 3.83 12 20.0000 26.2550 02500 1.0000 A572 -65 I" Ice 0.00 2.93
(65 Lai) LDF'7 -50A (1 -5/8 C No CaAa (Out Of 75.00 - 0.00 2 No lee 0.00 0.82
11 6025 -26.00 38.08 4.42 12 25.1518 31.1450 0.3125 12500 A572 -65 FOAM) Face) 12" Ice 0.00 2.33
(65 kail I" Ice 0.00 4.46
L3 26.00-0.00 30.42 12 29.8249 34.6110 0.3750 13000 A572-65 3)8" (FOAM) Weight C No CaAa (Oat Of 75.00 -0.00 I No be 0.00 0.19
•
Jo Page J Page
tnxTower
BU 879526 - Tigard 3 of 13 tnxTower BU 879526 - Tigard 4 of 13
Project Date Project Dale
Tower Engineering Tower Engineering
fag ��� TEP #123076 11:11:42 05/13/12 f � g �� k TEP #123076 11:11:42 05/13/12
3703 Junction Blvd 3703 Junction 8hd
Raleigh, NC 27603 Giant Designed by Raleigh. NC27603 GNnt Designed by
Phone: 919 661 - 6351 Crown Castle Dustin T Smith, Phone: 919 Crown Castle Dustin T. Smith,
FAX: 919.661 - 6350 FAX: 919.661 - 6350
E.I. E.I.
Description Face Allow Composes, Placement Total C Weight Seams Elevation CP., ('P, (P (P,
or
Shield Tye Number h Ice
Leg__ - _ ft __. fidi Plf in en _ o III
_
-h _ -
Only Face) 1/2' be 0.00 033 L] 26.00-000 -01107 0.1680 40 434 I 0.6555
I" Ice 0.00 0.87
3 /4 -in Feedline C No CaAS(Out Of 75.00 -0.00 2 No be 0.00 0.(5
Face) 1/2' Ice 0.00 0.91
I" Ice 0.00 2.29
Step Pegs (5/8" SRI 7 -in B No CaAa (Out Of 100.00 -12.00 1 No ke 0.03 0.49
w/30' step Face) (2" be 0.(3 097 I Shielding Factor Ka
I" Ice 0.23 2.07
Safety Line 3/0 B No CaAe (Out Of 100.00 - 12.00 I No Ice 0.04 0.22
Face) I2' ke 0.11 0.75 ( Totter I Ferri Line I Description I Ford Lore I K, I K, I
Section Record No. Segment Elev. No ere ice
I" Ice 0.24 1.28
I Discrete Tower Loads I
Feed Line /Linear Appurtenances Section Areas I Description Fan Offset Open: Aymuh Placement Cut C.A. Weight
or Type Hon, Adjustment Front Side
Leg Lawful
Tower 7 Face M Al' CrAs GA, Muhl' Vert
Section Emotion In Face Our Face A • ft ft fl' lb
A /1 IF f N lh p
LI 1000060.25 A 0.000 0.000 0.000 0.000 90.27 ft
B 0.000 0.000 0.000 2.651 28.10 Lighting Rod 5/8" a 8' C From leg 0.00 0.0000 100.00 No ke 030 030 30.00
C 0.000 0.000 0.000 3.216 82.39 0.00 1/2' ke 131 1.31 36.56
U 60.25 -26.00 A 0.000 0.000 0.000 0.000 77.77 4.00 l" In 2.14 2.14 47.23
B 0.000 0.000 0.000 2.284 24.21 •
C 0.000 0.000 0.000 7.466 191.30 P65- 16- X1PP -RR w/ 1041 A Front 4.00 50.0000 100.00 No In 935 738 106.90
13 26.00-0.00 A 0.000 0.000 0.000 0.000 59.05 Moom Pipe Cemroid -Le -5.00 1/2' Ice 10.51 9.05 182.00
B 0000 0.000 0.000 0.934 9.90 g 3.00 I" Ice 11.49 10.56 268.98
C 0000 0.000 0.000 5.669 145.25 P65- 16- XLPP -RR w/ 10-1 B From 4.00 50.11000 100.00 No ke 935 738 10690
Mourn Pipe Cemroid -Le -2.00 1/2' ke 1031 9.05 182.00
g 3.00 I" Ice 11.49 1036 268.98
P65- 16- XLPP42R wl 10 -fl C From 4.00 65.0000 100.00 No ke 9.53 7.38 106.90
Feed Line /Linear Appurtenances Section Areas - With ice I Mourn Pipe Cemmid-Lo 2.00 I2" Ice (0.51 9.05 182.00
g 3.00 I" Ice 11.49 10.56 268.98
RRH.C2C w/Ext Filler A From 4.00 50.0000 100.00 No ice 5.54 3.08 51.70
Tower Tower Face Ice Al' Ar C.A. CAA. Weight Centroid -Le -500 I2 - ke 5.86 3.34 89.95
Section Elevation or Thickness In Face (ho Fare g 3.00 I" Ice 6.(9 3.61 13226
ft u8 Ir Jr' ,[ {________ _ lb RRH -C2Cw /Ent Piker From 4.00 30.0000 (00.00 No ke 5.54 3.08 51.70
LI 100.00-60.25 A 2.184 0.000 0.000 0.000 0000 90.27 Cemroid -Le -200 1/2' Ice 5.86 3.34 89.95
B 0.000 0.000 0.000 37.373 398.89 g 3.00 I" Ice 6.19 3.61 132.26
C 0.000 0.000 0000 16.100 2336.98 RRH-C2C w /Ext Filter C From 400 63.0000 100.00 No Ice 5.54 3.08 31.70
U 60.25.2600 A 2.053 0.000 0.000 0.000 0.000 77.77 Cemroid -le 2.00 1/2' Ice 5.86 3.34 89.95
B 0.000 0.000 0.000 32.199 343.66 g 3.00 1" ke 6.19 3.61 132.26
C 0.000 00)0 0.000 37.381 5426.03 RRH -P4 A From 4.00 50.0000 100.00 No ke 3.19 2.07 59.50
1.3 26.00-000 A 1.818 0.000 0.000 0.000 0.000 59.05 Cemroid -Le -5.00 1/2" be 3.44 2.29 82.60
B 0.000 0.000 0.000 12.436 124,55 a 3.00 I" Ice 3.70 2.52 108.91
C 0.000 0.000 0.000 27.027 3639.80 RRH -P4 B From 4.00 50.0000 100.00 No ke 3.19 2.07 59.50
Cemroid -le -2.00 1/2' be 3.44 2.29 82.60
g 3.00 I" ke 3.70 232 108.91
RRH -P4 C From 4.00 65.0000 100.00 No ice 3.19 2.07 59.50
I I Cemroid -Le 2.00 (2' Ice 3.44 2.29 82.60
Feed Line Center of Pressure 8 3.00
1" ke 3.70 2.52 108.91
Pladotm Mount [LP 712 -1] C None 041000 100.00 No ke 24.53 2433 1335.00
12' Ice 29.94 29.94 1645.59
Section Elevation CPx CPr CPx CPr 1" ke 3535 3535 1956.18
Ice Ice •
ft in in in it •
LI 10000.60.25 -0.0246 0.1042 0.3384 03383 9442 RRH 700 W/SOLAR A From 4.00 30000 75.00 No ke 2.49 211 50.00
12 601526.00 -0.1701 0.1848 0,0961 0.7449 Cemroid -Le 6.00 I2" be 2.71 2.42 72.38
•
•
Jo Page Job Page
tnxTower
BU 879526 - Tigard 5 of 13 tnxTower BU 879526 - Tigard 6 of 13
Project Date Project Dale
Tower Engineering TEP #123076 11:11:42 05/13/12 Tower Engineering TEP #123076 11:11:42 05/13/12
Professionals Professionals
3703 Junction Blvd 3703 Junction Blvd
Raleigh, NC 27603 Client Designed by Raleigh. NC 27603 Client Designed by
Phone: 919 - 661-6351 Crown Castle Dustin T. Smith, Phone: 919-661-6351 Crown Castle Dustin T. Smith,
FAX: 919. 661 -6350 FAX 919-661 -6310
E.I. E.I.
Description Fiore Offset OBwe. Azimuth Placement C,,4 C Wright Des(ry on Farr Olt, OP 4 1. 1,71 mall Plat own, C',,A,, C Weight
or Type Hoc: Adjustment Fron: Side or Type Hort Ad/usrmenr Front Side
Leg Cateml Leg Lawn/
Vert Vert
A ft ft' .3 lb h ft /P fr lb
A h
P h
e 0.00 I' ke 2.94 2.63 96.81 - 1" Ice 3811 38.71 1905.31
9442 RRH AWS A From 400 5.0000 75.00 No be 231 139 40.00
Cemroid -Le 6.00 12" be 2.75 1.80 60.37
g 0.00 I" Ice 2.99 2.01 80.63
(2)81111900 -12UB A From 4.00 20.0000 75.00 No ke 1.06 0.45 15.90
Cereroid -Le -6.00 1/2" be 1.21 0.57 22.43
g 0.00 I" ke 1.37 0.71 30.81
B00 10765 w/ Mount Pipe A From 400 20.0000 75.00 No ke 8.87 7.00 92.33
Cemroid -Le -6.00 1 /2 "ke 9.49 8.05 160.79 I Load Combinations I
g 0.00 I " Ice 10.12 8.93 239.75
(2)860 10025 A From 4.00 20.0000 7500 No ke 0.)6 0.14 1.16
Cemroid-Le -6.00 1/2" ke 0.23 0.20 2.72 Comb. Descripton
g 0.00 1" Ice 0.30 0.27 5.20 No. _.....
AM4CD-16- 5.5-00T -RET A From 400 5.0000 75.00 No ke 8.50 6.30 70.00 I Dead Oely - - - -- - -- - � - - --
w/ Mount Pipe Cemroid -Le 6.00 l2' ke 9.15 7.48 136.21 2 12 Ded+1.6 PAW ° deg - No ke
g 0.110 I" Ice 9.77 8.37 210.28 3 0.9 Dad +1.6 Wind 0 deg - No be
DC648-60 -18 -8F A From 4.00 5.0000 75.00 No ke 1.27 1.27 20.00 4 12 Dead+L6 Wind 30 deg - No is
Centroid -Le 6.00 12" ke 1.46 1.46 35.12 5 0.9 Dad+1.6 Wind 30 deg - No Ice
g 0.00 1" Ice 1.66 1.66 5237 6 1.2 Dead +1.6 Wind 60 deg - No Ice
(2) ETB I9G8 -12UB B From 4.00 15.0000 75.00 No ke 1.06 0.43 15.90 7 0.9 Dead +1.6 Wind 60 deg - No ice
Cenuoid-Le 000 12" ke 121 037 22.43 8 1.2 Dad +1.6 Wind 90 deg - No Ice
g 0.00 I" ke 1.37 0.71 30.81 9 0.9 Deadrl.6 Wind90 deg - No Ice
(2)800 10121 w/ Mount Pipe B From 4.00 13.0000 7500 No ke 5.69 4.60 6630 10 1.2 Dead+1.6 Wind 120 deg - No Ice
Cemroid -Le -3.00 12" be 6.18 5.33 111.78 I I 0.9 Dad+1.6 Wind 120 deg - No Ice
g 0.00 1" Ice 6.68 6.05 166.59 12 1.2 Dad+1.6 Wind ISO deg - No Ice
(4)860 10025 B From 4.00 15.0000 75.00 No ke 0.16 0.14 1.16 13 09 Dead+1.6 Wind 150 deg - No Ice
Cenuoid -Le -300 12" be 0.23 020 2.72 14 12 Dead+1.6 Wind 180 deg - No Ice
g 0.00 1" Ice 0.30 027 5.20 15 0.9136.6+1.6 Wind 180 deg - No Ice
9442 RRH 700 W /SOLAR B From 4.00 0.0000 75.00 No ke 2.49 2.21 50.00 16 1.2 Dead+1.6 Wind 210 deg - No Ice
Cemroid -Le 6.00 12" be 2.71 2.42 7238 17 0.9 Dad+1.6 Wind 210 deg - No Ice
g 0.00 I" Ice 2.94 2.63 96.81 18 1.2 Dead+I.6 Wind 240 deg - No Ice
9442 RRH AWS B From 4.00 0.0030 75.00 No be 2.31 1.59 40.00 19 0.9 Dad+1.6 Wind 240 deg - No Ice
Cemroid -Le 6.00 1/2" ke 2.75 1.80 60.37 20 1.2 Dead+1.6 Wind 270 deg - No Ice
g 0.00 I" Ice 2.99 2.01 80.63 21 0.9 Dead+1.6 Wind 270 deg - No la
AM- XCD- l6-65-00T -RET B From 4.00 0.0090 75.00 No ke 8.50 6.30 70.00 22 1.2 Dead+1.6 Wind 300 deg - No Ice
w/ Mount Pipe Cemroid -Le 600 l2" ke 9.13 7.48 136.21 23 0.9 Dead+1.6 Wind 300 deg - No Ice
e 0.00 I" Ice 9.77 837 210.28 24 1.2 Dead+l.6 W rd 330 deg - No Ice
(2)ETBI9G8 -12UB C From 40D 13.0000 75.00 No ke 1.06 0.43 15.90 25 0.9 Dead+1.6 Wind 330 deg - No Ice
Cereroid -Le 6.00 1/2" Ice 1.21 037 22.43 26 1.2 Dead+I.0 +I.0 Temp
g 0.00 1" Ice 1.37 0.71 30.81 27 1.2 Dead+1.0 Wind 0 deg+1.0 ke +10 Temp
(2) 742 -265 we /doom Pipe C From 4.00 15.0000 75.00 No ke 7.88 6.87 84.63 28 1.2 Dead+1.0 Wind 30 deg +1.0 ke+1 O Temp
Cereroid -Le 0.00 1/2" ke 8.43 7.91 148.57 29 1.2 Dead+1.0 Wind 60 deg +l.0 ke +1.0 Temp
g 000 I" Ice 9.04 8.82 222.93 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp
9442 RRH 700 WISOLAR C From 4.00 15.0000 7500 No ke 2.49 2.21 50.00 31 1.2 Dead+1.0 Wind 120 deg+1.0 ke+1.0 Temp
Cereroid -Le 000 12" ke 271 2.42 7238 32 1.2 Dead+1.0 Wind 150 deg +1.0 ke+1.0 Temp
g 0.00 I" Ice 2.94 2.63 96.81 33 1.2 Dead+1.0 Wind 180deg +1.0 ke+1.0 Temp
9442 RRH AWS C From 400 15.0000 7500 No ke 231 139 40.00 34 1.2 Dead+1.0 Wind 210 deg+1.0 ke+1.0 Temp
Cemroid -Le 0.00 12' ke 2.75 1.80 60.37 35 1.2 Dead+1.0 Wind 240 deg +1.0 ke+1.0 Temp
g 0.00 I" In 2.99 2.01 80.63 36 12Dead+1.OWind 270 deg+1.0 ke+1.0 Temp
(4)160 1CO25 C From 4.00 15.0000 7500 No be 016 0.14 1.16 37 12 Dead+l.0 Wind 300 deg +1.0 ke+1.0 Temp
Cenunid-Le 0.00 1/2" be 0.23 010 2.72 38 12 Dead+1.0 Wind 330 deg+1.0 ke+1.0 Temp
g 0.00 1" ke 0.30 0.27 5.20 39 Dead+ Wind 0 deg - Service
P65- 17- XIH -RR w/ Moult C From 4.00 15.0090 75.00 No ke 11.70 8.94 91.85 40 Dead+Wind 30 deg - Service
Pipe Cemroid -Le 0.00 12" ke 12.42 1045 173.99 41 Dead+Wind 60 deg - Service
g 0.00 I" In 13.15 11.99 271.15 42 Dead+Wind 90 deg- Smvice
P1980tm Mount [LP 601 -I1 C None 0.0000 75.00 No be 28.47 28.47 112200 43 Dead+ Wind 120 deg - Service
1/2" ke 33.59 33.59 1313.66 44 Dead+Wind 150 deg. Service
•
•
tnxTower Job `'°' Job P'°°
BU 879526 - Tigard 7 of 1 tnxTower BU 879526 - Tigard 8 of 13
Tower Engineering
Profsct Dais Project Date
TEP #123076 11:11:42 05/13/12 Tower ess seri4ts TEP #123076 11:11:42 05313/12
Professionals Professionals
3703 Junction Blvd 3703 Junction Blvd
Rakdgh, NC 27603
Client BU
by Raleigh. NC 27603
Client BU
by
Phone: 919 Crown CastIB Dustin T Smith, Phone: 919 Crown Castle Dustin T. Smith,
FAX. 919 - 661 FAX: 919.661-4330
E.I. E.I.
Comb. Description
5 Deae+wnd 180 deg 4 Tower Mast Reaction Summary
45
46 Dead+Wind 210 deg - Sevice
47 Dead+ Wind 240 deg - Service Load Vertical Shear, Shear, Overturning Overturning Torque
48 Dead+ Wind 270 deg - Service Combination Moment. M. Moment. M,
49 Dead+Wind 300 deg - Service 16 lb lb Ib J4 16. ft lb-
50 Dead+Wind 330 deg - Service Dead Only 14973.61 -0.00 -0.00 58.3 1783.4 0.1
1.2 Dead+l.6 Wind() deg - No 17968.33 -43.70 - 18125.72 - 1217959.8 6706.9 - 5063.8
Ice
0.9 Dead+1.6 Wind Odeg • No
Ice 1347624 -43.70 - 18125.72 - 1210150.8 6114.3 - 5042.0
Maximum Member Forces I
1.2 Dead+l.6 Wind 30 deg - No 17968.33 9009.42 - 15675.48 - 1052505.1 -600026.2 -4827.5
Section Elesudnn Component Condition Gov. Anal MuprAus Minor Arts ke
No. ft TM. Load Moment Moment 0.9 Dead+l.6 Wind 30 deg - No 1347624 9009.42 - 13675.48 - 1045763.5 •5 96729.7 -48111.0
Ice
Comb. lb lb-ft lb-ft
LI 100 -60.25 Pole Max Tension 1 0.00 0.0 0.0 1.2 Dead +1.6 Wind 60 deg • No 17968.33 1364897 - 9025.01 605009.3 - 1015404.2 - 3289.1
ke
Max. Compassion 26 - 2219959 90253 -426.8 0.9 Dead+l.6 Wind 60 deg - No 1347624 1564847 -9025.01 601145.2 - 1039252.4 - 3265.0
Max. Mx 20 - 725354 250369.9 1837.0 No
Max. My 2 - 7248.91 326L9 252519.1 1.2 Dead+1.6 Wind 90 deg - No 1796833 18094.53 43.70 46112 4210078.5 -864.8
Max. Vy 20 - 11659.28 250369.9 1837.0 ke
Max. Vx 2 - 11692.18 3261.9 252519.1 0.9 Dead+1.6 Wind 90 deg - No 1347624 1809433 43.70 4566.2 - 1202870.3 -849.6
Max. Torque 4 470L4 ke
U 6025 • Pole Max Tension 1 0.00 0.0 0.0 1.2 Dead+l.6 Wind 120 deg - 1796833 15692.18 9100.71 6130173 - 1049932.4 1786.8
26.0033
No ke
Max. Compression 26 - 34652.14 14551.0 - 3772.9 0.9Dnd+1.6 Wind 1'' -0 deg- 1347624 15692.18 9100.71 609059.7 - 1043747.0 1789.0
Max. Mx 20 - 11918.43 704885.5 3261.4 No ke
Maa. My 2 •11916.10 5120.0 707811.1 1.2 Dead -I.6 Wind 150 deg - 17968.33 9085.11 15719.18 1057175.0 -607887.6 3950.9
Max. Vy 20 - 1530792 704885.5 3261.4 No No
Max. Va 14 15340.21 - 1262.4 -707654.6 0.9 Dead44.6 Wind 150 deg- 1347624 9085.11 15719.18 1050367.0 604531.4 3939.6
Max. Torque 2 4855.6 No ke
13 26.0033 - 0 Polo Max Tension 1 0.00 0.0 00 1.2 Dead+l .6 Wind 180 deg - 17968.33 43.70 18125.72 1218095.1 2384.2 5052.4
Max. Compression 26 -47337.37 19684.3 -68833 No ke
Max. Mx 20 - 17956.22 1214429.0 44732 0.9 Dead+1.6 Wind 180 deg - 1347624 43.70 18125.72 1210255.1 - 2906.4 5030.6
Max. My 14 - 17956.16 -23832 - 1218095.1 No ke
Max. Vy 20 - 1810655 1214429.0 4473.2 1.2Dad+1.6 Wind 210 deg- 1796833 - 9009.42 15675.48 1052654.6 601351.8 4804.7
Max. Vx 14 18137.77 •23831 - 1210095.1 No ke
Max. Torque 2 50617 0.9Dod+1.6 Wind 2106eg- 1347624 - 9009.42 15675.48 1045878.3 599939.7 47781
No ke
1.2 De46+1.6 Wind 240 deg • 17968.33 •15648.47 902501 605163.7 1049743.6 3278.0
No ke
Maximum Reactions
0.9 Do d -I.6 Wind 240 deg -
Na ke 13476.24 - 15648.47 9025.01 601263.6 1042472.6 3253.8
1.2 De46+1.6 Wind 270 deg - 1796833 - 18094.53 -43.70 -4473.0 1214429.0 876.9
Location Condition Gov. Verrkal Harimntol. X Hommmral. 2 No ke
Load lb 0 lb 0.9 Dead+1.6 Wind 270 deg - 13476.24 - 1809453 -43.70 -4454.7 1206098.6 861.4
Comb. No ke
Pale Max. Van 26 4733737 002 -0.00 1.2 Dead+1.6 Wind 300 deg - 17 968.33 - 15692.18 -9100.71 612886.5 1054280.0 - 1763.3
Max. H. 20 17968.33 1809433 43.70 No ke
Max. H. 2 1796833 43.70 18125.72 0.9 Dead+1.6 Wind 300 deg - 1347624 - 15692.18 9100.71 -608958.6 1046973.2 - 1765.8
Max. M, 2 1217959.8 43.70 11125.72 No ke
Max. M, 8 1210078.5 - 18094.53 -43.70 1.20ead+1.6 Wind 330 deg - 17 968.33 - 9085.11 - 15719.18 - 1057049.0 612221.4 - 3939.1
Max. Torsion 2 5063.8 43.70 18125.72 No ke
Min. Vert 7 13476.24 - 15648.47 9025.01 0.9 0ea6+1 6 Wind 330 deg- 1347624 - 9085.11 •15719.18 - 1050069.5 607747.4 - 3928.0
Min. H, 8 17968.33 - 18094.53 -43.70 No ke
Min. H, 14 17968.33 -43.70 - 18125.72 1.2 Dead+1.0 I0e+1.0 Temp 4733737 -002 0.00 68833 19684.3 7.3
Min. M, 14 - 1218095.1 -43.70 - 18125.72 1.2 Dead+1.0 Wind° deg +1.0 4733737 -2.91 -2028.28 - 134588.4 19988.2 -486.6
Min. M, 20 - 1214429.0 18094.53 43.70 ke+1.0 Temp
Min. Torsion 14 - 5052.4 -43.70 - 18125.72 1.2 Dead+1.0 Wind 30 deg+1.0 47337.37 1008.09 - 1755.10 - 115487.1 - 50416.1 -3752
ke+1.0 Temp
1.2Dead+1.0 Wind 60deg+1.0 4733737 1748.96 - 1011.64 63595.8 - 102034.4 -1612
ke+1.0 Temp
tnxTower Page Job
BU 879526 - Tigard 9 of 13 BU 879526 - Tigard 10 of 13
Project Date Project Date
Tower Engineering 8123076 11:11:42 05 13/12
Tower Engineering TEP #123076 11:11:42 05 13/12
Designed by
Dustin T. Smith,
Professionals P rofessionals
3703 Ammon 80.3 3703 June-non Blvd NC 27603
Chen! Designed by Ru kigh, NC 17603 CIMnt
Phone: 919 -66 1-6351 Crown Castle Dustin T Smith, Phone: 9l9 Crown Castle
FAX: 91966/6330 LAX: 919.661
E.I. E.I.
Load Gn, „J 1), ,,, Shear, Ovemmin8 Ovenaming Torque Sian of Applied Forces Sam of Reaction,
Combination Moment, M, Mornay. M, Load PX PY PZ PX PY PZ 91, Error
ll, lb lb lbh lbfr lb Comb. lb lb lb lb lb lb
1.2 Dead+1.0 Wind 90 deg* 1.0 4733737 2 021.19 2.89 71812 - 121035.7 97.9 23 15692.18 •13476.24 -9100.71 15692.18 13476.24 9100.71 0.00096
10eo1.0 Temp 24 - 908311 - 17968.33 - 15719.18 9085.11 17968.33 15719.18 0.000%
1.2 Deed+1.0 Wind 120 47337.37 1751.85 1016.63 77879.4 •102328.6 332.7 25 - 9085.11 - 13476.24 - 15719.18 9085.11 13476.24 15719.18 0.000%
deg +10 lcet1.0 Teri. 26 0.00 -47337.37 0.00 0.02 47337.37 -0.00 0.000%
1.2 Dead+1.0 Wind 130 4733737 1013.09 1757.99 129555.1 - 50925.7 480.3 27 -289 47337.37 •2028.17 2.91 47337.37 2028.28 0.000%
deg +1.01ce+1.0 Temp 28 1008.05 •47337.37 - 1755.00 - 1008.09 47337.37 1755.10 0.000%
12 Dead+l.0 Wind 180 4733737 2.87 2028.29 148362.0 19399.6 501.2 29 1748.88 47337.37 - 1011.58 - 1748.96 47337.37 1011.64 0.000%
deg +1.01ce+1.0 Ten. 30 2021.10 - 47337.37 2.89 - 2021.19 47337.37 -2.89 0.000%
1.2Dead+1.0 Wind 210 47337.37 - 1008.13 1755.10 129260.9 89803.8 389.7 31 1751.77 - 47337.37 101658 - 1751.85 47337.37 - 1016.65 0.000%
deg +1.0 Ice+1.0 Temp 32 1013.05 -47337.37 1757.89 - 1013.09 4733737 - 1757.99 0.000%
1.2Dead+1.0 Wind 240 47337.37 •1749.00 1011.65 77369.7 141422.1 175.8 33 2.89 -47337.37 2028.17 -2.87 47337.37 -2028.29 0.000%
deg +1.0 Ice+1.0 Temp 34 - 1008.05 - 47337.37 1755.00 1008.13 47337.37 - 175510 0.000%
1.2Dead+1.0 Wind 270 4733737 .2021.24 -2.88 6392.7 160423.5 - 832 35 - 1748.88 47337.37 1011.58 1749.00 47337.37 - 1011.65 0.000%
deg+1.0 Ice+1.0 Temp 36 - 2021.10 -47337.37 -2.89 2021.24 47337.37 2.88 0.000%
1.2Dead+1.0 Wind 300 47337.37 4751.89 - 1016.64 64105.6 141716.5 -318.0 37 - 1751.77 -47337.37 - 101658 173189 47337.37 1016.64 0.000%
deg +1.01ce+1.0 Temp 38 - 1013.05 -47337.37 - 1757.89 1013.13 47337.37 1757.98 0.000%
1.2Dead+1.0 Wind 330 4733737 - 1013.13 - 1757.98 - 115781.4 90313.6 465.6 39 •9.75 •14973.61 -4043.21 9.75 14973.61 4043.21 0.000%
deg+1.0 ke+1.0 Tee. 40 2009.68 - 14973.61 - 3496.64 - 2009.68 14973.61 3496.64 0.000%
Dend+Wind 0 deg - Service 4973.61 •9.73 -4043.21 •270672.5 2814.5 •1034.4 41 3490.62 - 14973.61 - 2013.16 - 3490.62 14973.61 2013.16 0.000%
Dead+Wind 30 deg - Service 4973 .61 2009.68 - 3496.64 - 233896.4 - 132143.8 - 1050.8 42 4036.25 - 14973.61 9.75 -4036.25 14973.61 - 9.75 0.000%
Dend+Wind 60 deg - Service 4973.61 3490.62 - 2013.16 - 134432.5 - 231037.4 -7852 43 3500.37 - 14973.61 2030.05 - 3500.37 14973.61 - 2030.05 0000%
Dead+Wind 90 deg - Service 4973.61 4036.25 9.75 1068.1 - 267640.9 - 308.9 44 2026.57 •14973.61 3506.39 - 2026.57 14973.61 - 3506.39 0.000%
Dead+Wind 120 deg - Service 4973.61 3500.37 2030.05 136297.8 - 232016.7 249.9 45 9.75 •14973.61 404321 -9.75 14973.61 -4043.21 0.000%
13ead+Wind 150 dog - Service 4973.61 202657 350639 2350223 - 133792.4 741.4 46 - 2009.68 - 14973.61 3496.64 211119.68 14973.61 •3496.64 0.000%
Dead+Wind 180 deg - Service 4973.61 9.75 404321 270788.7 795.2 1034.1 47 - 3490.62 - 14973.61 2013.16 3490.62 14973.61 - 2013.16 0.000%
Dead+Wind 210 deg - Service 497361 - 2009.68 3496.64 234013.3 135653.6 1049.9 48 -4036.23 - 14973.61 - 9.75 4036.25 14973.61 9.75 0.000%
Dead+Wind 240 deg- Service 4973.61 - 3490.62 2013.16 1345493 234647.7 784.9 49 - 3500.37 •14973.61 - 2030.06 350037 14973.61 2030.05 0.000%
Dead+Wind 270 deg - Service 4973.61 -4036.25 -9.75 -9513 271251.7 309.8 50 - 2026.57 - 14973.61 - 3506.39 202637 14973.61 350639 0.000%
Dead+Wind 300 deg - Service 4973.61 •3500.37 - 2030.05 - 136181.6 235657.4 -2483
Dead+WiM 330 deg • Service 4973.61 - 2026.57 - 3506.39 .234906.4 137402.5 -740.6
Solution Summary I I Non - Linear Convergence Results
Sum oJApplied Loses Sum of Reactions load Converged? Number Doplacemen Force
Load P% PY PZ PX PY PZ %Error Combination ofCvrles Tolerance r Tolerance
Comb. lb lb 6 lb lb 6 1 Yes 4 0.(00.900.01 0.00000001
I 0.00 - 14973.61 000 0.00 14973.61 00) 0.000% -- Yes 5 0.011011001 0.00005718
2 43.70 - 17968.33 - 18125.72 43.70 17968.33 18125.72 0.000% 3 Yes 5 6.IXMNXXX7 0.00002536
3 -43.70 - 1347614 - 18123.72 43.70 13476.24 18125.72 0.000% 4 Yes S 0.0000000 0.00009012
0.0
4 9009.42 - 17968.33 - 15675.48 - 9009.42 17968.33 15675.48 0.000% 5 Yes 5 01
3 9009.42 - 1347614 - 15675.48 - 9009.42 13476.24 15675.48 0.00096 6 Yes 5 0.00 0.00013170
0.00003871
110
6 15648,47 - 17968.33 - 9025.01 - 15648.47 17968.33 9025.01 0.000% 7 Yes 5 0.0000000 0.0(005746
8 Yes 4 0.0000000 0.00054323
7 15648.47 - 13476.24 - 9025.01 - 15648.47 13476.24 9025.01 0.000%
8 18094.53 - 17968.33 43.70 - 1809433 17968.33 43.70 0.000% 9 Yes 4 0.0000010 0.00032901
9 1809433 -13476.24 43.70 - 18094.53 13476.24 -43.70 '6 3.70 0.000 10 Yes S 0.0000000 0.00011327
10 15692.18 - 17968.33 9100.71 - 15692.18 17968.33 -9100.71 0.000% II Yea 5 0.00(1(000) 0.000114878
II 15692.18 - 13476.24 9100.71 - 15692.18 13476.24 -9100.71 0.000% 12 Yea 3 0.0011(0X4) 0.00009213
12 9085.11 - 17968.33 15719.18 - 9085.11 17968.33 - 15719.18 0.000% 13 Yea 5 0.000(000) 0.00003921
13 9085.11 - 13476,24 15719.18 - 9085.11 13476.24 - 15719.18 0.000% 14 Yea S 0.011010.400 0.00005472
14 43.70 - 17968.33 18125.72 -43.70 17968.33 - 18125.72 0.000% IS Yes 5 0.0010040 0.00002428
IS 43.70 - 13476.24 18125.72 -43.70 13476.24 - 18125.72 0,000% 16 Yee 5 0.00(X11NX7 0.00016531
16 - 9009.42 - 17968.33 15675.48 900942 17968.33 - 15675.48 0.000% 17 Yes S 0.001X0100 0.110006352
17 - 9009.42 - 13476.24 15673.48 9009.42 13476.24 - 15675.48 0000% IB Yea 5 0.110(0040 0.00019166
18 - 15648.47 - 17968.33 902501 15648.47 17968.33 - 9025.01 0.001% 20 Yes S 0.000000 0.00003903 20 Yes 4 0.0000000 0.00061811 61
19 - 15648.47 - 13476.24 902501 15648.47 13476.24 - 9025.01 0.000% 181181
20 1809433 - 17968.33 43.70 18094.53 17968.33 43.70 0.000% 21 Yes 4 0.0000000 0.00037345
21 - 1809433 - 13476.24 43.70 18094.53 13476.24 43.70 000096 22 Yea 5 0.0000000 0.00010081
23 Yes 5 0.00(00100 0.00004276
22 - 15692.18 - 17968.33 -9100.71 15692.18 1796833 9100.71 0.00096
•
tnxTower
Job Page Jo Page
t
BU 879526 - Tigard 11 of 13 BU 879526 - Tigard 12 of 13
Tower Engineering Project Date Tower Engineering Project Date
Professionals TEP #123076 11:11 05/13/12 Professionals TEP #123076 11:11:42 05/13/12
3703 Jungian Blvd 3703 Junction Blvd
Raleigh, NC 27603 Client Designed by Raleigh. NC 27603 Client Designed by
Phone 919- 661 -6351 Crown Castle Dustin T Smith,
Phone: 919 - 661-6331 Crown Castle Dustin T. Smith,
FAX 919 - 661-6350 FAX: 91 9 - 661 63 50
E.I E.I.
24 Yes 5 0.0000000 0.00013403 s,,,,,,,, 01,-,,,,,,: H,,,: Gov Ti, Tn;tt
23 Yes 5 0.0000300 0.110005813 No. Deflection Load
26 Yes 4 0.0000300 0.00012949
__. h C omb.
27 Yes 4 0.0000000 0.00065887 L2 64.0833.26.0033 22357 24 3.1229 00308
28 Yes 4 0.00000110 0.101059238 L3 30.42 - 0 5.294 24 1.3450 0.0102
29 Yes 4 0.0000000 0.00054903
30 Yes 4 0.0000000 0.00053209
31 Yes 4 0.0000000 0.00058358
32 Yes 4 0.0030300 0.110064117
33 Yes 4 0.3330333 0.00078613
34 Yes 4 0.0000000 0.1100784)3 1 Critical Deflections and Radius of Curvature - Design Wind I
35 Yes 4 0.0000000 0 00080361 -
36 Yes 4 0.0000000 0. 00078436 Elevai, Appurtenance Gov. Defle6on 1)6 Twist Rudius f
37 Yes 4 0.0000000 0.00077970 Load Coma/ore
38 Yes 4 00
0.0000000 0.074449 ft Comb. in ft
39 Yes 4 0.0000000 0.00011709 100.0) lighting Rod 5l8" x 8' 24 49.675 3.9234 0.0829 11334
40 Yes 4 0.0000000 0.00010505 73.00 9442 RRH 700 W /SOLAR 24 30.069 3.4499 0.0434 2265
41 Yes 4 0.0000000 0.00012752
42 Yes 4 0.0000000 0. 00004328
43 Yes 4 0.0000000 0.00336930
44 Yes 4 0.0000000 0.01007147
45 Yes 4 0.0000000 0.00011564
46 Yes 4 0.0000000 0.0015628 I Compression Checks I
47 Yes 4 0.0000000 0.00008567
48 Yes 4 0.0000000 0.00004546
49 Yes 4 0.0000000 0.00005445 - - - --
50 Yes 4 0.0000300 0.00011940 I Pole Design Data I
Section Elevation Size L L. Ain a 1'. 01', Ratio
No. P.
Maxi ft ft ft in' lb In
Maximum Tower Deflections - Service Wind I LI IW • 60.23(1) TP26255420,023 39.75 0.00 0.0 20.4484 - 7244.89 142897030 0.005
L2 6023- TP31.145x25.1518x0.3125 38.08 0.00 0.0 30.3257 - 11913.90 216044000 0.006
Section Elevation Hoe Gov. Tilt Twin 26.0033 (2)
No Deflection Load L3 26. 0033.0 1P34.611x29.8249x0.375 30.42 0.00 0.0 413400 - 17956.10 3001040.0 0.006
fT in Comb °
LI 100 -60.25 11.106 49 0.8817 0.0185
U 64.0833.26.0033 4.986 49 0.6968 0.0067
1.3 30.42 -0 1.180 49 03443 0.0022
I Pole Bending Design Data I
Section Elevation Size M.. OM -. Ratio M„ Ohl„, Ratio
I Critical Deflections and Radius of Curvature- Service Wind I No. h 1bf a �;,� bf (bf �;;
LI 100 - 60.25(11 TP26.255420x0.25 253872.3 738089.2 0.344 0.0 738089.2 0.000
Elevation Appurtenance Gov Deflection Tilr Twist Radius of L2 6025 • TP31.145x25.1518x0.3125 710332.5 1323250.0 0337 0.0 1323250.0 0.000
Load Curvature 26.0033 (2)
_ ft Comb ft L3 26 .0033 -0(3) 7934.611s29.024940.375 1221541.7 2086883.3 0385 0.0 2086883.3 0.000
10000 Lighting Rod 5/1 "x8' 49 11.106 0.8817 0.0185 49549
7300 9442 RRH 700 W /SOLAR 49 6.712 0.7711 0.0097 9909
I Pole Shear Design Data I
Maximum Tower Deflections - Design Wind I Sec ion Ekuoron
o. to Sr sz Armor eV. Rare A,mal 07; Rano Secnon Elewrion Hur_. I,': 7,,,,r ft lb lb 71, lb ft (bft u7;
No Dglectn.r I, LI 100 - 60.25(I) 7P26.25512040.23 11723.70 714485.00 0- 016 34023 1494616.7 0.002
ft in - L2 6025• 7P31.1451.25.151843.3125 15371.30 1080220.00 0.014 3669.7 2613141.7 0.001
L1 100 -60.25 49.675 _ � ,: ::o 26.0033(2)
L3 26.0033 -0(3) 7P34.611 x29.8249x0375 18167.90 1500320.00 0.012 3939.1 4231550.0 0.001
Job Pay.
tnxTower
BU 879526 - Tigard 13 of 13
Tower Engineering Pion Dale
fagaE TEP #123076 11:11:42 05/13/12
3703 Junction Blvd
Rakigh. NC 27603 Client Designed by
Phone: 919-661-6351 Crown Castle Dustin T. Smith,
FAX: 919-661 -6350
E.l.
Section Elevation Sue Actual OV. Rate .4, ra,d 01, Ndm.
No. V. V. T. 7.
h lb lb }v, lb lbR +7:
Pole Interaction Design Data
Section Elevation Ratio Rano Ratio Ratio Rorie Comd, Allow. Criteria
No. P. M., M_ V, T. Stress Stn...
ft OP . of. O •v O7. Ratio Ratio
LI 100 - 60.25 (1) 0.005 0.344 0.000 0016 0.002 0.349 1.000 4.82 8o
V
1-2 00.25. 0.006 0.537 0,000 0.014 0.001 0.543 1.000 482 V
26.0033 (2) +/
L3 26.0033.013) 0006 0.585 0.000 0.012 0.001 0.591 1.000 482 V
V
Section Capacity Table
$ Ebvoli a Component Size Critical P MP*. % Pau
Na ft TSP. Element lb lb Capacity Fail
LI 100 -60.25 Pole 11.26.255.200.23 I - 7244.89 1428970.00 34.9 Pass
L2 6025 - 260033 Pole 7P31.145x25.15180.3125 2 - 11913.90 2160140.00 54.3 Pass
1,3 26.0033.0 Pole TP34.611129.82490.375 3 - 17956.10 3001040.00 59.1 Pass
Summary
Pole (L3) 59.1 Pau
RATING . 59.1 Pass
Program V>gon 6.0.4.0 - 1/27/2012 File:Q/3076_Triprd/Suuaural/Rev 0hnxTawee/LC 1 1201/03 879526.eri
May 12, 2012
100 -ft Monopole Tower Structural Analysis CCI BU No 879526
TEP Project Number 123076, Application 147488, Revision 1 Page 8
APPENDIX B
BASE LEVEL DRAWING
tnxTower Report - version 6.0.4.0
■
I
(PROPOSED)
(3) 1- 7/16" TO 102 FT LEVEL
(INSTALLED -TO BE REMOVED)
(6) 1 -5/8" TO 102 FT LEVEL
•• •000
/ /i - -� N.
/ / \ \
\ \
/ / \ \
I / \ 1
I I ° °�
I I ° ° "' I f CLIMBIN cuMSS WI
\ \
\ \ / /
\
\ / /
N
(RESERVED -IN ADDITION TO INSTALLED) \
(1) 3/8" TO 75 FT LEVEL — _ — —
(2) 3/4' TO 75 FT LEVEL Q
(2) 1 -5/8" TO 75 FT LEVEL O�
(INSTALLED)
(12) 7/8" TO 75 FT LEVEL
May 12, 2012
100 -ft Monopole Tower Structural Analysis CCI BU No 879526
TEP Project Number 123076, Application 147488, Revision 1 Page 9
APPENDIX C
ADDITIONAL CALCULATIONS
tnxTower Report - version 6.0.4.0
Seismic Analysis: V < 0.5xH Criteria
Weight = 14973 lb (Total weight of structure including appurtenances. For guyed masts,
W also includes upper half of guy weights)
Response Modification Coefficient
Tower Type: Tubular Pole
R = 1.5
1 = 1.00
Ss = 1.22 Site Class B
S1 = Site Class B
Site Class:
Assumed
Fa = 1.01
Fv =
Sos = 0.821
SDI = 0.000
H = 18,156 lb (Shear Force without Ice - Wind Analysis)
V = S *W *l /R = 8200 lb (Total Seismic Shear)
V /H = 0.45 < 0.5, Full Seismic Analysis is not required per TIA -G, Sec. 2.7.3
Seismic Check 1 of 3
Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Material
TIA Rev G lAssumption: Clear space between bottom of leveling nut and top of concrete not exceeding (1) *(Rod Diameter)
Site Data Reactions
BU#: 879526 Mu: 1221.543 ft -kips
Site Name: Tigard Axial, Pu: 17.968 kips
App #: 147488 Rev 1. Shear, Vu: 18.156 kips
Pole Manufacturer:1 Other I Eta Factor, n _ 0.55 TIA G (Fig. 4 -4)
Anchor Rod Data llf No stiffeners, Criteria: I AISC LRFD I< - Only Applcable to Unstiffened Cases
Qty: 10
Diam: 2.25 in
Rod Material: A615 -J Anchor Rod Results Rigid
Strength (Fu): 100 ksi Max Rod (Cu+ Vu/(1): 147.4 Kips AISC LRFD
Yield (Fy): 75 ksi Allowable Axial, cp *Fu *Anet: 260.0 Kips cp*Tn
Bolt Circle: 41.2 in Anchor Rod Stress Ratio: 56.7% Pass
Plate Data
Diam: 47 in Base Plate Results Flexural Check Rigid
Thick: 2.25 in Base Plate Stress: 22.2 ksi AISC LRFD
Grade: 50 ksi Allowable Plate Stress: 45.0 ksi W *Fy
Single -Rod B -eff: 11.13 in Base Plate Stress Ratio: 49.3% Pass Y.L. Length:
22.35
Stiffener Data (Welding at both sides) n/a
Config: 0 * Stiffener Results
Weld Type: Fillet Horizontal Weld : n/a
Groove Depth: 0.25 < -- Disregard Vertical Weld: n/a
Groove Angle: 45 < -- Disregard Plate Flex +Shear, fb /Fb +(fv /Fv) ^2: n/a
Fillet H. Weld: 0.25 in Plate Tension +Shear, ft/Ft +(fv /Fv) ^2 n/a
Fillet V. Weld: 0.3125 in Plate Comp. (AISC Bracket): n/a
Width: 5 in
Height: 18 in Pole Results
Thick: 0.75 in Pole Punching Shear Check: n/a
Notch: 0.5 in
Grade: 36 ksi
Weld str.: 70 ksi
Pole Data
Diam: 34.611 in
Thick: 0.375 in it(
Grade: 65 ksi _ f
# of Sides: 12 "0" IF Round
Fu 80 ksi
Reinf. Fillet Weld 0 "0" if None
• J C
0 = none, 1 = every bolt, 2 = every 2 bolts, 3 = 2 per bolt
• Note: for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes
•
CCIplate 1.5 - Circular Base G 1.3, Effective March 19, 2012 Analysis Date: 5/13/2012
et g
• I
I.
a
�. Page
tnxTower Page Job 1o
BU 879526 - 1 of 13 BU 879526 - Tigard 2 of 13
ject Tower Engineering � Doe Tower Engineering �O ale
Projasiomb TEP #123076 10:44 05/13/12 Professionals TEP #123076 10:44:09 05/13/12
3703 Junction BIM 3703 Junction Bbd
Raleigh. NC 27603 Glen) Designed by Raleigh. NC 27603 dint Designed by
Phone: 919 - 6616351 Crown Castle Phone: 919 - 661-6351 Crown Castle
FAX. 919- 661 -63N7 Dustin T. Smith FAX: 919.661 -6350 Dustin T. Smith,
E.I. E.I.
Section Elevation Section Splice Number Top Bottom Wall Bend Pale Grade
Length Length of Diameter Diameter Thickness Radius
I Tower Input Data I � - - - --fi_ f - Sides in
in in in
(65 tail
There is a pole section.
This tower is designed using the TIA- 222 -G standard.
The following design criteria apply: I Tapered Pole Properties I
Tower is located in Washington County, Oregon.
Basic wind speed of 95 mph. set. *ion TO Dia. Area t r
m C 1/C a C J ivQ red
in in M In in u K
s in
Structure Class 11. - -- -- - -
LI 20.7055 15.8988 791.5587 7.0703 103600 76.4053 1603.9125 7.8249 4.6900 18.76
Exposure Category C. 27.1812 20.9340 1806.9761 93098 13.6001 132.8650 36614234 10.3031 6.3663 25.465
Topographic Category 1. L2 2 6.6636 24.9945 1968.3827 8.8925 13.0286 151.0813 3988.4770 12.3016 5.9032 18.89
Crest Height 0.00 ft. 32.2437 31.0252 3764.5933 11.0380 16.1331 2333458 7628.0866 15.2697 7.5094 24.03
Nominal ice ihiclness of 1.0000 N. L3 315964 35.5607 3936.6233 10.5431 15.4493 254.8093 7976.6660 17.5019 6.9881 18.635
35.8319 41.3400 6184.7499 12.2565 17.9285 344.9675 12531.9801 20.3463 8.2707 22.055
Ice thickness is considered to increase with height.
Ice density of 56 pcf. Tower Gusset Gusset Gusset Grade A4/a.u. Factor Adjust. Weight Milt. Double Angle Double Angle
A wind speed of 30 rtQh is used in combination with ice. Elnadom Area Thickness Ac Factor Stitch Bolt Stitch Bolt
Temperature drop of 50 °F. fperface) A, Spacing Spacing
Deflections calculated using a wind speed of 60 nigh. Diagonals Horiamu)s
A non -linear (P- delta) analysis was used. fr Ir in in i n
Pressures are calculated at each section. LI 1 1 1
Stress ratio used in pole design is I. t 2 66 p 0 I I 1
Local bending stresses due to climbing loads, feedline supports, and appurtenance mounts are not considered. L3 26.00 -0.00 I 1 I
I Options I
Consider Moments - Legs Distribute Leg Loads As Uniform Treat Fecdllne Bundles As Cylinder I Feed Line /Linear Appurtenances - Entered As Round Or Flat I
Consider Moments - Honroreals Assume Legs Pinned Use ASCE 10 X -Brace Ly Rules
Consider Moments - Diagonals ),' Assume Rigid Index Plate Calculate Redundant Bracing Forces Description Face Allow Component Placement Total Number Clear Width or Perimeter Weight
Use Moment Magnification v Use Clear Spans For Wind Area Ignore Redundant Members in FEA or Shield Type Number Per Row Spacing Diameter
J Use Code Stress Ratios Use Clear Spans For KL/r SR Leg Bolls Resist Compression Leg ft in m in plf
J Use Code Safety Factors - Guys Retention Guys To Initial Tension All Leg Panels Have Same Allowable
Escalate lee v Bypass Mast Stability Checks Onset Gut At Foundation
Always Use Max Kr. v Use Azimuth Dish Coefficients J Consider Feedline Torque
Use Special Wind Profile J Project Wind Area of Appun. Include Angle Block Shear Check
Include A Capacity Autace Members Have Areas Poles
Leg Bolts ts A re re At Top p Of Of Section SR Mem bca Have C Ends J Include Shear-Torsion sion auarnion I Feed Line /Linear Appurtenances - Entered As Area I
Secondary Horizontal Braces Leg Son Capacity Repons By Component Always Use SubL}itkal Flow
Use Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted Sockets Description Face Allow Component Placement Total C,As Weight
Add IBC .6D*W Combination
Shield ltpe Number
Leg - _.. - _ - _Jr_
LDF7- 50A(1 -5/8 ") A No Inside Pole 100.00 - 0.00 6 No lee 0.110 0.82
Tapered Pole Section Geometry I 12 " lee 000 0.82
0.82
1" la 0.(X) 1- 12 "feedline A No Inside Pak 100.00 -0.00 3 No lee U.OU 0.76
1/2' Ice 0(A 0.76
Section Elevation Section Splice Number Top Broom Wall Bend Pole Grade 1" Ice 0.00 0.76
Length Length of Diameter Diameter Thickness Radius LDF5-500 (74 FOAM) C No CaAa (Out Of 75.00 -0.00 2 No lee 0.11 0.33
_ ft ft fr Sides in in in in Face) I2" lee 0.21 1.30
LI 100.00-60.25 39.75 3.83 12 20.0000 262550 0.2500 1.0000 A572 -65 I" la 0.31 2.88
(65 toil 7/8" Foan - lee WI Only C No CaAa (Out Of 75.00 - 0.00 10 No lee 0.00 0.28
12 60.25 - 36.01 38.08 4.42 12 25.1518 31.1450 0.3125 12500 A572 -65 Face) 12' lee 0.00 1.30
(65 ksi) I" la 0.00 2.93
L3 26.00-0.00 30.42 12 29.8249 34.6110 0.3750 1.300) *572 -65 LW/ -50A (1 -5/8 C No CaAa (Gut Of 75.00 - 0.00 2 No lee 0.00 0.82
•
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tnxTower
BU 879526 - Tigard 3 of 13 tnxTower BU 879526 - Tigard 4 of 13
Project Data Project Date
Tower Engineering TEP #123076 10:44:09 05/13/12 Tower Engineering TEP #123076 10:44:09 05/13/12
Professionals Professionals
3703 Junction Blvd 3703 .unction Blvd
Raleigh. NC27603 Client Designed by Raeigh. NC 27603 Client Designed by
Phone: 919 -661 -6351 Crown Castle DllStln T. Smith, Phony 919 - 661 -6351 Crown Castle Dustin T. Smith,
FAX: 919. 661.6350 FAX' 919 - 661-6350
E.I. E.I.
Description Fore Allow Component Placement Too,! CA, Weight Seaton Ekrrian CP CPs CP. CP.
or Shield 72Pe Number ke ke
Leg ft - 3e* Of ft M in N on
FOAM) Pace) 12' ke 000 2.33 L1 100.00-60.25 -00246 0.1012 0.3384 03383
1" la 0.00 4.46 L2 6023- 2600 - 0.1701 0.1848 -00961 0.7449
3/8" (FOAM) Weight C No CaAa(Ow Of 75.00 -0.00 I No be 000 0.19 13 2600- 000 -02107 0.1680 -00341 00555
Only Facet 12" ke 0.00 033
1" toe 0.00 0.87
3/4 -in Feedline C No Coke (091 Of 75.00 -0.00 2 No be 0.00 0.15
Face) 12" be 0.00 0.91
1" Ice 0.00 2.29
Step Pegs (5/8" SR I 7-in. B No CaAa(Out Of 100.00 -12.00 I No ice 0.03 0.49 I Shielding Factor Ka
0/30•' step Face) 1/2" be 0.13 0.97
1" Ion 0.23 2.07 I Tower I Feed Line I Description I Feed Line I K, I K. Safety Of k
y Line 3/8 B No CaAa (Out 100.00 - 12.00 I No e 0.04 0.22 section Record No. Segment Fin No 1re lee
Face) 12" ke 0.14 0.75
1 "lw 0.24 1.28
I Discrete Tower Loads I
Description Fare Offset Offsets: Azimuth Placement C.A. cot., Weight
Feed Line /Linear Appurtenances Section Areas I or
Log Tpr Hat Adjustment
loreru! Front Side
Vert
Tower Tower Face At Ar C,y1, C,,A, Weight ft ft fe f' lb
Section Efewrion In Face 04r Face fr
ft ft' It' h' fi lb ft
LI 100.00-60.25 A 0.000 0.00) 0000 0.000 285.84 Lighting Rod 5/8" x 8' C From Leg 0.00 0.0000 10000 No ke 0.50 0.50 30.00
B 0.000 0.000 0.000 2.651 28.10 0.00 12" ke 1.31 1.31 36.56
C 0.000 0.000 0.000 3.216 82.39 4.00 I" Ice 2.14 2.14 47,23
12 60.23 -2600 A 0.000 0.000 0.000 0000 246.27 r
B 0.000 0 -000 0.000 2.284 24.21 (2) DB950G40E -M w/ Mount A From 4,00 0.0000 100.00 No Ice 6.65 6.15 40.00
C 0.000 0.000 0.000 7.466 191.30 Pipe Centroid -Le -2.00 12" be 7.20 7.04 96.75
13 26.00-0.00 A 0.000 0.000 0.000 0.000 186.99 g 3.00 I" Ice 7.74 7.86 163.04
B 0.000 0.000 0.000 0.934 9.90 (2) 0P17.1900/0900 w/ A From 4.00 0.0000 10000 No ke 4.36 3.51 34.85
C 0.000 0.000 0.000 3.069 143.25 Mount Pipe Cenimid•Le 2.00 1/2" be 4.85 4.58 69.23
g 3.00 I" Ice 5.32 5.36 113.89
P65 -I6- XLPP -RR w/ (0-ft A From 4.00 50.0000 100.10 No Ice 9.55 7.58 106.90
Feed Line /Linear Appurtenances Section Areas - With ice I M ount Pipe Centmid•Le 0.00 12" ke 10.51 9.05 162.00 g 3.00 I" ke 11.49 10.56 268.98
P65 -16- XLPP -RR w/ 10-ft B From 4.00 50.0000 100.00 No be 9.55 738 106.90
Tower Town Face !ce A, A C As CxAs Weight Mount Pipe Centmid -L 0.00 12 ke 10.51 9.05 182.00
Seabee Deletion or Thickets: In Face OM £ 8 3.00 I" Ice 11.49 10.56 268.98
I< fag in fr Jt ]t' Ito P65- 16- XLPP -RR w/ 10-11 C From 4.00 65.0000 100.00 No ke 9.55 738 106 -90
B From 1. 0.0000 100.00
LI 100.00-60.25 A 2.184 0.000 0.000 0.000 0.000 _285.84 Mount Pipe Centmid -Le 0.00 I ke 1051 9.05 18200
B 4.00 I" Ice 7,)) 6.85 50.36
268.98
B 0.000 0.000 0.000 37.373 398.89 .36
C 0.000 0.000 0.000 16.100 2336.98 (2) PCSA09 Pipe w/ Moo nt . 0 I/ ke 7.91 6..
L2 60.25 -26.0D A 2.053 0.010 0.000 0.000 0.000 246.27 Pipe Cemmid•Le -2.00 12' ke 8.40 9.03 1.60
B 0.000 0000 0.000 32.199 343.66 g 3.00 1" lee 4.36 9.03 3 11 34,05
Mount C 0.000 0.000 0.000 37.381 5426.03 (2) AP17 unt 90
Pige fem. w/ B From 2.00 0.0000 100.00 1/ ke 4.85 43" ke 4.85 438 69.23
13 2600-000 A 1.818 0.000 0.000 0.000 0.000 186.99 unt Pfem. 3.00 12 13.8
B 0.000 0.000 0.000 12.436 124.53 B 3.00 1" ke 3.32 5.36 113.89
RRH{ZC w/Ext Filter A From 4.00 50.0000 100.00 No ke 534 308 51.70
C 0.000 0.000 0.000 27.027 3639.80 Centmid -Le 0.00 12' ke 5.86 3.34 89.95
g 3.00 I" Ice 6.19 3.61 13226
RRH'C2C w/Ext Piker B From 4.00 50.0000 100.00 No ke 5.54 3.08 51.70
Centmid - Le 0.00 12" be 5.86 3.34 89.95
Feed Line Center of Pressure ( g 3.00 "Its 6.19 3.61 13
RRHA'2C w/EU Filter C From 0 %0 65.0000 100.00 Noce 5.51 3.08 51.70
I
Cemmid -Le 0.00 2" ke 5.86 3.34 89.95
g 300 1" Ice 6.19 3.61 132.26
RRH-P4 A From 400 50.0000 10000 No be 3.19 207 59.50
Centmid -Le 0.00 12" ke 3.44 229 82.60
1 I • e
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BU 879526 - TTigard 6 of 13
Protect Date Project Date
Tower Engineering Tower Engineering
Professionals TEP #123076 10:44:09 05/13/12 pryjJe+sional9 TEP #123076 10:44:09 05/13/12
3703 Junction Blvd 37(13 Junction Blvd
Rokigh. NC27603 Chen' D es i gne d b Raleigh. NC 27603 Chant Designed by
Phone: 919 - 6616351 Crown Castle Dustin T. Smith, Phone: 919-661-6351 Crown Castle Dustin T. Smith.
FAX: 919-661-6350 FAX: 919-661-6350
E.I. E.I.
Description Face Offset Offsets: Asmuth Placement (',A,, C,A, Weight Descnprion Face Offset Orris: Aomuth Placement ( - ,.+, C' ,A, Weight
or Tjpe Nor: Adjustment Front Side or Type Hon: Adjusrnvnr From Side
Leg Lo,erul Leg Lateral
Vert Vert
ft ft ft ft lb ft ft ft ft lb
ft ft
A F
g 3.00 I Ice 3.70 2.52 108.91 (2)ETBI9G8 -12U0 C From 400 15.0000 7500 No be 1.06 0.45 15.90
RRH -P4 B From 4.00 50.0000 100.00 No lee 3.19 207 59.50 Cemroid -Le 6.110 12" lee 1.21 0.57 22.43
Cemroid -le 0.00 12" be 3.44 229 82.60 g 0.00 I" Ice 1.37 0.71 30.81
g 3.00 I" Ice 3.70 2.52 108.91 (2) 742 -265 w/ Morin Pipe C From 4.00 130000 7500 No Ice 7.88 6.87 84.63
RRH -P4 C From 4.00 65.0000 100.00 No Ice 3.19 2.07 59.50 Cemroid -Le 0.00 1/2" Ice 8.43 7.91 14837
Cemroid -le 0.00 1/2" Ice 3.44 2.29 82.60 g 0.00 I" Ice 9.04 8.82 222.93
g 3.00 1" Ice 3.70 2.52 108.91 9442 RAH 700 W /SOLAR C From 4.00 15.0000 7500 No Ice 2.49 2.21 50.00
(2) PCSA090 -19-0 w/ Mount C From 4.00 0.0000 10000 Noun 7.31 6.85 5036 Cemroid -Le 0.00 12" lee 2.71 2.42 72.38
Pipe Cemroid -Le -200 12" Ice 7.90 807 109.90 g 0.00 I" be 2.94 2.63 96.81
g 3.00 1" kee 8.46 903 18100 9442 RRH AWS C From 4.00 15.0000 75.00 No Ice 2.51 1.59 40.00
(2) AP I7.1900.D90D w/ C From 4.(X 0.0000 100.00 No lee 4.36 3.51 34.85 Cemroid -le 0.00 12" lee 2.75 1.80 60.37
Mount Pipe Ceouoid -Le 2.00 I2" be 4.85 438 6923 g 0.00 I" be 2.99 201 80.63
g 3.00 1" Ice 5.32 5.36 113.89 (4) 860 10025 C From 4.00 15.0000 7500 No Ice 0.16 0.14 1.16
Platform Mount ILP 712 - 1) C None 00000 100.00 No be 24.53 24.53 133500 Cemroid -Le 0.00 12" be 0.23 0.20 2.72
12" lee 29.94 29.94 1645.59 g 0.00 I" Ice 0.30 0.27 5.20
1" Ice 35.35 35.35 1956.18 P65- 17- XLH -RR w/ Mount C From 4.00 15.0000 75.00 No Ice 11.70 8.94 91.85
• Pipe Cemroid - Le 0.00 1/2" be 12.42 10.45 173.99
• g 0.00 I" be 13.15 1199 271.15
9442 RRH 700 W /SOLAR A From 4.00 5.0000 75.00 No lee 2.49 2.21 50.00 Platform Mount I1P 601 -11 C None 0.0000 75.00 No lee 28.47 28.47 112200
Cemroid - Le 6.00 12" be 2.71 2.42 72.38 1/2" Ice 3339 33.59 15)3.66
0 0.00 1" Ice 2.94 2.63 96.81 1" lee 38.71 38.71 1905.31
9442 RRH AWS A From 4.00 5.0000 75.00 No Ice 2.51 1.59 40.00
Cemroid -Le 6.00 1/2" be 2.75 1.80 60.37
g 0.00 I" Ice 2.99 2.01 8063
121ETB1908 -12UB A From 400 20.0000 7500 No lee 1.06 0.45 15.90
Cemroid - Le -6.00 12" be 1.21 037 22.43
g 0.00 I" Ice 1.37 0.71 30.81
800 10765 w/ Mount Pi pe A From 4.00 20.11000 7500 No lee 8.87 7.00 92.33
Cemroid -Le -6.00 12" Ice 9.49 8.05 160.79 I Load Combinations I
g 0.00 I" Ice 10.12 8.95 239.75
(2)860 10025 A From 4.00 20.0000 75.00 No be 0.16 0.14 1.16
-
Cemmid -Ie -6.00 1/2" lee 0.23 020 2.72 Condi. De,nlpnnn
e 0.00 I" Ice 0.30 0.27 5.20 __ No-
AM- XCD-16- 65-0OT -RET A From 400 30000 75.00 No Ice 8.50 6.30 70.00 I Dead Only
al Mount Pipe Ceaaoid -Le 6.00 1/2" be 9.15 7.48 136.21 2 12 Deed+l.6 Wind 0 deg - No be
g 0.00 I" be 9.77 8.37 21028 3 0.9 Deade.1.6 Wind 0 deg - No Ice
DC6- 48.60 -1841F A From 4.00 5.0000 75.00 No Ice 1.27 1.27 20.00 4 12 Dead +1.6 Wind 30 deg - No Ice
Cemroid -Le 6.00 12" lee 1.46 1.46 35.12 5 0.9 Dead+1.6 Wind 30 deg - No Ice
0 0.00 I" Ice 1.66 1.66 5237 6 1.2 Dead+1.6 Wind 60 deg - No Ice
(21 ETB 1968 -12UB B From 4.00 150000 75.00 No be 1.06 0.45 15.90 7 0.9 Dead +1.6 30o160 deg - No Ice
Cemroid - Le 0.00 I2" lee 1.21 0.57 22.43 8 12 Dead +1.6 Wi n190 deg - No Ice
g 0.00 I" Ice 1.37 0.71 3081 9 0.9 Dead +I Wind90 deg - No Ice
(2) 800 10121 w/ Mount Pipe B From 4.0) 15.0000 75.00 No lee 5.69 4.60 66.50 10 1.2 Dead+1.6 Wind 120 deg - No Ice
Cemroid -Le -3.00 1/2" be 6.18 5.35 111.78 I I 0.9 Dead+l.6 Wi rd 120 deg - No Ice
g 0.00 I" Ice 6.68 6.05 16639 12 1.2 Deed+l Wind 150 deg - No Ice
(41860 10025 B From 4.00 15.0000 75100 No be 0.16 0.14 1.16 13 0.9 Dead+l.6 Wind 150 deg - No Ice
Cemroid -Le -300 12" be 0.23 0.20 2.72 14 1.2 Dead+1.6 Wind 180 deg - No Ice
g 0.00 I" Ice 0.30 0.27 510 15 0.9 Dead+1.6 Wind 180 deg - No Ice
9442 RRH 700 W /SOLAR B From 4.00 0.0000 75.00 No lee 2.49 221 50.00 16 1.2 Dead+I.6 Wind 210 deg - No Ice
Cenaoid -Le 6.00 1/2" be 2.71 2.42 72.38 17 0.9 Deed+l.6 Wind 210 deg - No Ice
o 0.00 I" Ice 2.94 2.63 96.81 18 1.2 Dead+I.6 Wind 240 deg - No Ice
9442 RRH A WS B From 4.00 0.0000 75.00 No Ice 2.51 1.59 40.00 19 0.9 Dead+1.6 Wind 240 deg - No Ice
Cemroid -Le 6.00 1/2" Ice 2.75 1.80 60.37 20 1.2 Dead +1.6 Wind 270 deg - No Ice
g 0.00 I" Ice 2.99 2.01 80.63 21 0.9 Dead+1.6 Wind 270 deg - No Ice
AM- XCD- 1665.00T -RET B From 410 0.0000 75.00 No lee 8.50 6.30 70.00 22 1.2 Dead+1.6 Wind 300 deg - No Ice
w/ Mount Pipe Cemmid-Le 6.00 1/2" be 9.15 7.48 136.21 23 0.9 Dead+I.6 Wind 300 deg - No Ice
e 0.00 I" Ice 9.77 8.37 210.28 24 1.2 Dead+1.6 Wind 330 deg - No Ice
9 •
r a
tnxTo wer Job BU 879526 - Tigard Page 7 of 13 tnxTo wer un. BU 879526 - Tigard Page 8 of 13
Project Date Project Date
Tower Engineering Tower Engineering
Professionals TEP #123076 10:44 05/13 /12 Professionals TEP #123076 10:44:09 05/13/12
3703 Junction Blvd 3703 Junction Blvd
Raleigh. NC 27603 Client Designed by Raleigh, NC 27603 Client Designed by
Phone: 919-661-6351 Crown Castle Dustin T. Smith, Thor: 919 - 661-6351 Crown Castle Dustin T. Smith,
FAX 919 -661 -6350 FAX: 919-661.6350
E.I. E.I.
c° D ° ° " ° " °" I Maximum Reactions
No
25 0.9 Dead+1.6 Wind 330 deg - No Ice
26 1.2 Dead+1.0 ice +1.0 Temp location Condition Gov. Vertical Horizontal. X Noeiamtal, Z
27 1.2 Dead+1.0 Wind 0 deg+I.0 ke+1.0 Temp Load lb lb 1b
28 12 Dead+1.0 Wird 30 deg +l.O ke+1.0 Temp Comb.
29 12 Dead+1.0 Wind 60 deg +1A ke+1 A Temp Pole Max. Vet 35 51998.81 2022.94 - 1171.26
30 11 Dead+1.0 Wind 90 deg +I A ice +l A Temp Max. 11, 21 14360.53 2127634 43.70
31 1.2 Dead+1.0 Wind 120 deg+l.0 ke+1.0 Temp Max. H. 2 19147.37 43.70 21312.34
32 1.2 Dead+1.0 Wind 150 deg +1.0 kcal.° Temp Max. M. 2 1558628.5 43.70 2131234
33 1.2 Dead+1.0 Wind ISO deg+1.0 ke+1.0 Temp Max. M 8 1552729.8 - 21276.54 -43.70
34 12 Dead+1.0 Wind 210 deg +1.0 ke.1.0 Temp Max. Torsion 22 2998.0 18447.88 10694.02
35 1.2 Dead+1.0 Wind 240 deg +1.0 ke+l.O Temp Min. Vert 23 1436033 18447.88 10694.02
36 1.2 Dead+l 0 Wind 270 deg +1.0 ice 1.0 Temp Min. H. 9 1436033 41276.54 .43.70
37 1.2 Dead+1.0 Wan] 300 deg +1.0 Ice+1.0 Temp Min. IS 14 1914737 -43.70 - 21312.34
38 1.2 Dead +1.0 Wind 330 deg +1.0 ke+1.0 Temp Min. M, 14 - 1560870.6 43.70 -21312.34
39 Dead+Wi nd 0 deg - Service Min. M. 20 - 1554239.3 21276.54 4320
40 Deady Wind 30 deg - Service Min. Torsion 10 - 3024.6 - 18447.88 -10694 112
41 Deady Wi nd 60 deg - Service
42 Dead+Wi nd 90 deg - Service - --
43 Dead+Wind 120 deg - Service
44 Dead+Wind 150 deg - Service
45 Dead +WiM 180 rkg - Service I Tower Mast Reaction Summary
46 Dead+Wind 210 deg- Service
47 Dead+Wind 240 deg- Service
48 Dead+Wind 270 dog - Service l,re,d teenut Shear, Sher ()tenanting (hemming Torque
49 Dead+W iiM 300 deg- Service Combination Moment. M. Moor,.. U.
50 Dead+Wind 330 deg - Service lb lb lb lb - ft lb-fr lb
Dead Only 13956.13 -0.00 0.08 909.3 614.9 -0.0
1.2 Dead+1.6 Wind 0 deg - No 1914737 -43.70 - 21312.34 - 15586283 5306.6 - 1638.0
ice
Maximum Member Forces I 0.9 Dead +1.6 Wind Odeg - No 1436033 -43.70 - 21312.34 - 1547266.1 5075.2 -16392
Ice
12 Dead+1.6 Wind 30 deg - No 1914737 10600.42 - 18435.17 - 1347403.3 - 772037.1 -159.4
Salon Elevation Component Condition Gov. Axial Major Axis Minor Ads be
No. ft T)po Load Moment Moment 0.9Dead+l.6 Wind 30 deg - No 1436033 10600.42 - 18435.17 - 1337620.1 - 766470.9 -161.1
Comb. lb lb ft lbit Ice
LI 100 -60.25 Pole Max Tension 1 0.00 0.0 0.0 1.2 Dead+1.6 Wind 60 deg. No 1914737 18404.17 - 10618.32 - 774830.1 - 1342327.5 13711
Max. Compression 26 - 26482.68 3445.7 -47403 Ice
Max. Mx 20 - 7589.14 378033.2 917.6 0.9Dead+l.6 Wind 60 deg - No 1436033 18401.17 - 10618.32 - 769325.4 - 1332505.8 1370.1
Max. My 14 - 757934 - 1361.8 - 382345.7 Ice
Max. Vy 20 - 15030.18 378033.2 917E 1.2 Dead+1.6 Wind 90 deg - No 1914737 2127634 43.70 5670.4 - 1552729.8 2540.9
Max. V. 14 15069.52 - 1361.8 - 382345.7 Ice
Max. Torque 10 - 2494.8 0.9 Dead+l .6 Wind 90 deg - No 1436033 2127634 43.70 5343.9 - 1541335.2 25393
12 6025 - Pole Max Tension 1 0.00 0.0 0.0 Ice
26.0033 12 Dead+1.6 Wind 120 deg - 1914737 18447.88 10694.02 7849389 - 1346866.8 3024.6
Max. Compression 26 - 39133.98 8743.1 -83982 No ice
Max. Mx 20 - 12672.54 945482.9 2239.0 0.9 Dead+1.6 Wind 120 deg - 1436033 18447.88 10694.02 7787913 - 1337004.8 3024.0
Max. My 14 - 12667.94 - 2670.9 - 951057.6 Na Ice
Max. Vy 20 - 18624.16 945482.9 2239.0 12 Dead+I.6 Wind 150 deg - 19147.37 10676.12 18478.88 1354173.1 - 779923.3 2688.3
Max. Vx 14 18662.24 - 2670.9 - 951057.6 No ice
Max. Torque 10 - 2768.9 0.9 Dead+1.6 Wind 150 deg - 1436033 10676.12 18478.88 1343773.9 - 774287.6 2688.7
13 26.0033 -0 Pole Max Tension I 0.00 0.0 0.0 No ice
Max - Compression 26 - 51998.81 13799.4 - 11600.1 121kad+1.6 Wind 180 deg- 19147.37 43.70 2131234 1560870.6 - 3808.1 1626.4
Max. Mx 20 49129.14 15542393 3443.9 No ice
Max. My 10 - 19129.03 - 3807.7 - 1560870.6 0.9Dead+l.6 Wind 180 deg- 1436033 43.70 2131234 1548929.7 - 3960.9 1627.8
Max. Vy 20 - 21292.93 15542393 3443.9 No ke
Max. ye 14 21328.80 - 3807.7 - 1560870.6 1.2 Dead+1.6 Wind 210 deg- 1914737 - 10600.42 18435.17 1349646.2 773345.7 132.8
Max. Torque 10 -3024.6 No ice
0.9 Dead+L6 Wind 210 deg - 1436033 - 10600.42 18435.17 1339284.2 767592.6 134.8
No Ice
1.2 Dead+1.6 Wind 240 deg - 1914737 - 18401.17 10618.32 777064.9 1343841.6 - 1386.8
No ice
0.9 Dead+1.6 Wind 240 deg - 1436033 - 18404.17 1061832 7709833 1333631.6 -1384.9
t •
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tnxTower Page tnx Job
879526 - Tigard 9 of 13 BU 879526 - Tigard 10 of 13
ject Tower Engineering � D°t° Tower Engineering �O Date
Professionals TEP #123076 10:44 05/13/12 Profesrional4 TEP #123076 10:44:09 05/13/12
3703 Ammon Blvd 3703 Junction Blvd
Raleigh. NC 27603 Client Designed by Rakfgh. NC 27603 Client Designed by
Phone: 919-661-6351 Crown Castle Phone: 919- 661 -6351 Crown Castle
FAX 919.66/ Dustin T. Smith FAX: 9/9-66/-63.50
Dustin T. Smith,
E.I. E.I.
Load Vertical Shear, Shea, °remaining Otyrrurnarg Torque Sum fAppbed Forces Sum ofReamoru
Combination Moment, M, Minna'', Al, Load PX PY PZ PX PY PZ % Ermr
lb /b lb lb-ft lb-ft Ibft Comb. lb lb Ur lb lb 16
No lee 3 -43.70 - 14360.53 - 21312.34 43.70 14360.53 21312.34 0.000%
1.2 Death-1.6 Wind 270 deg- 19147.37 - 21276.54 -43.70 - 3444.5 1554239.3 -2529.2 4 10600.42 - 19147.37 - 18435.17 - 10600.42 19147.37 18435.17 0.000%
Nolte 5 1060042 - 14360.53 - 18435.17 - 10600.42 1436053 18435.17 0.000%
0.9 156a00-1.6 Wind 270 deg- 1436033 - 21276.54 -43.70 - 3692.4 1542457.6 - 2528.0 6 18401.17 -19147.37 - 10618.32 - 18404.17 19117.37 10618.32 0.000%
No ce 7 18404.17 - 1436033 - 10618.32 - 18404.17 14360.53 1061832 0.000%
12Dead+1.6 Wind 300 deg• 19147.37 - 18447.88 - 10694.02 - 782713.8 1348366.2 - 2998.0 0 2127634 - 1914737 43.70 - 21276.54 19147.37 -43.70 0.000%
No Ice 9 2127634 - 14360.53 43.70 - 21276.54 14360.53 -43.70 0.000%
0.9Dead4./.6 Wind 300 deg- 1436033 - 18447.88 - 10694.02 - 777140.4 1338119.7 - 2997.7 10 18447.88 - 19147.37 10694.02 - 18447.88 19147.37 - 10691.02 0.000%
No lee l l 18447.88 - 14360.53 10694.02 - 18447.88 14360.53 - 10694.02 0.000%
1.2Dead+l.6 Wind 330 deg• 1914737 - 10676.12 - 18478.88 - 1351939.8 781417.3 - 2673.3 12 10676.12 - 19147.37 18478.88 - 10676.12 19147.37 - 18478.88 0.000%
No lee 13 10676.12 - 14360.53 18478.88 - 10676.12 14360.53 - 18478.88 0.0110%
0.9Deed+1.6 Wind 330 deg- 1436033 - 10676.12 - 18478.88 - 1342116.9 775398.5 - 2673.8 14 43.70 - 19147.37 21312.34 -43.70 19147.37 - 21312.34 0.000%
No be 15 43.70 - 14360.53 21312.34 -43.70 14360.53 - 21312.34 0.000%
1.2 Dead.].0lce+1.0 Temp 51998.81 -0.02 0.02 11600.1 13799.4 -03 16 - 10601.42 - 19147.37 18435.17 10600.42 19147.37 - 18435.17 0.000%
1.2 0ea6+ /.0 Wind°deg+1.0 51998.81 -2.89 - 2347.51 - 168918.7 14113.4 -119.0 17 - 10600.42 - 14360.53 18435.17 1060042 14360.53 - 18435.17 0.000%
ke+1.0 Temp 18 - 18404.17 - 19147.37 10618.32 18401.17 19147.37 - 10618.32 0.003%
1.2 0ea4+1.0 Wind 30de6+1.0 51998.81 1166. - 2031.56 - 144582.3 - 75645.3 106.1 19 - 18401.17 •14360.53 10618.32 18404.17 14360.53 - 10618.32 0.000%
ke+1.0 Temp 20 - 2127634 - 19147.37 -43.70 21276.54 19147.37 43.70 0.000%
12Dead+1.0 Wind 60deg +1.0 51998.81 2022.94 - 1171.26 - 78393.9 - 141433.9 302.7 21 - 2127634 - 14360.53 -43.70 21276.54 14360.53 43.70 0.000%
ke+1.0 Temp 22 - 18447.88 - 19147.37 - 10694.02 18447.88 19147.37 10694.02 0.0W%
/.2Dead+1.0 Wind 90deg +1.0 51998.81 233735 2.89 11911.6 - 165624.1 418.2 23 - 18447.88 - 14360.53 - 10694.02 18447.88 14360.53 10694.02 0.000%
ke+1.0 Temp 24 - 10676.12 - 1914737 - 18478.88 10676.12 19147.37 18478.88 0.000%
1.2 Dead+1.0 Wind 120 51998.81 2025.82 1176.26 102136.7 - 141734.2 421.5 25 - 10676.12 - 14360.53 - 18478.88 10676.12 14360.53 18478.88 0.000%
deg+1.0 ke+1.0 Temp 26 0.00 - 51998.81 0.00 0.02 51998.81 -0.02 0.000%
1.2 Dead+1.0 Wind 150 51998,81 1171.33 2034.45 168112.1 - 76168.4 311.7 27 -2.89 - 51998.81 - 2347.48 2.89 51998.81 234731 0.000%
deg+1.0 ke+l.0 Temp 28 1166.26 .51998.81 - 203134 - 1166.28 51998.81 203136 0.000%
1.2 Dead+1.0 Wind 180 51998.81 2.88 234732 1921492 13513.5 1103 29 2022.91 - 31998.81 -1171.24 - 2022.94 51998.81 1171.26 0.000%
deg+1.0 ke+1.0 Temp 30 233732 - 31998.81 2.89 - 233735 51998.81 -2.89 0.000%
1.2Dead+1.0 Wind 210 51998.81 - 1166.28 203137 1678113 103275.6 -106.9 31 2025.80 - 51998.81 117624 - 2025.82 51998.81 - 1176.26 0.000%
deg +1.0 ke+1.0 Temp 32 117126 .51998.81 2034.42 - 1171.28 51998.81 - 2034.45 0.000%
1.2 Dead+1.0 Wind 240 5199841 - 2022.94 1171.26 101620.3 169066.3 -3033 33 2.89 - 31998.81 2347.48 -2.88 31998.81 - 234732 0.000%
deg +1.0 ke+1.0 Temp 34 - 1166.26 - 31998.81 203134 116628 51998.81 - 203157 0.000%
1.2Dead+1.0 Wind 270 51998.81 - 2337.56 -2.88 11311.6 193257.1 -418.8 35 •2022.91 - 51998.81 117124 2022 -94 51998.81 - 1171.26 0.000%
deg+ID ke+1.0 Temp 36 •2337.52 •31998.81 -2.89 2337.56 51998.81 2.88 0.000%
1.2Dead+1.0 Wind 300 51998.81 - 2025.83 - 1176 -26 - 78916.6 169366.3 -422.1 37 - 2025.80 - 51998.81 •1176.24 2025 .03 51998.81 1176.26 0.000%
deg +1.0 ke+1.0 Temp 38 - 1171.26 - 51996.81 - 2034.42 1171.28 51998.81 2034.45 0.00D%
1.2Dead+1.0 Wind 330 51998.81 - 1171.28 - 2034.45 - 144882.2 103791.4 -3123 39 9.75 •15956.15 .4754.03 9.75 15956.15 4754.03 0.000%
deg+1.0 ke+1.0 Temp 40 236438 - 15956.15 -411223 - 2364.58 15956.15 411223 0.003%
Deed+Wind O deg - Service 13956.15 -9.75 -4754.03 - 345762.0 1641.3 -27172 41 410532 - 15956.13 36857 -4105.32 15956.15 2368.37 0.000%
Dead4Wind 30 deg - Service 15956.15 236438 -4112.23 - 298807.5 - 171143.3 -7.9 42 4746.04 - 15956.15 575 -4746.04 15956.15 -9.75 0.000%
Dead+Wind 60 deg - Service 13956.15 4105.32 - 2368.57 - 171537.3 - 297901.9 257.8 43 4113.07 - 15956.15 2385.46 -4115.07 15956.15 - 2385.46 0.030%
Dead+Wiod 90 deg - Service 15956.15 4746.04 9.75 1946.3 - 344669.4 454.7 44 2381.46 - 15956.13 4121.98 38146 15956.15 -412198 0.000%
0ea4+W/ed 120 deg - Service 15956.15 4115.07 2385.46 175158.9 - 298914.4 529.5 45 9.75 •15956.15 4754.03 -9.75 15956.15 4754.03 0.00096
Dead+Wind 150 deg - Service 15956.15 2381.46 4121.98 301688.0 -172897.2 462.0 46 - 236438 •15936.15 4112.23 236438 15956.15 -4112.23 0.000%
Dead+Wind 180 deg - Service 15956.15 9.75 4754.03 347630.4 -383.9 270.4 47 -4103.32 - 15956.15 236837 410532 15956.15 - 2368.57 0.000%
Dead+WInd 210 deg - Service 15956.15 - 236438 4112.23 300675.8 172401.0 6.6 48 -4746.04 - 15956.15 .9.75 4746.04 1595615 9.75 0.000%
Dead+Wind 240 deg - Service 15956.15 -4105.32 236837 173405.4 299159.8 -2583 49 -4115.07 - 15956.15 - 2385.46 411507 15956.15 2385.46 0.000%
Dead+Wind 270 deg - Service 15956.15 -4746.04 -9.75 - 78.7 345927.2 -454.1 50 - 2381.46 •15956.15 4121.98 2381.46 15956.15 4121.98 0.000%
Deed+Wind 300 deg - Service 15956.15 -4115.01 - 2385.46 - 1732911 300171.9 -5281
Dead+Wind 330 deg - Service 15956.15 - 238146 -4121.98 - 299819.9 174154.5 -4613
I Solution Summary I I Non - Linear Convergence Results I
Sum 9' plied Forces Sum of Reactions
Load Converged? Number Displacement Four
Load PX PY PZ PX PY PZ %Error Combination of Cycles Tolerance Tolerance
Comb. lb lb Ib lb lb lb 1 Yes 4 0.00003001 0.00000001
1 0.00 - 15956.15 0.00 0.00 15956.15 -0.00 0.00096 2 Yes 4 0.00001001 0.000731231
2 -43.70 - 19147.37 - 21312.34 43.70 19147.37 21312.34 0.00096 3 Yes 4 O,81)0( 11/ 0.00042564
• r • • • •
Page
tnxTower J °b Page tnxTower Job P a
BU 879526 - Tigard 11 of 13 BU 879526 - Tigard 12 of 13
Project Date Project Date
Tower Engineering TEP #123076 10:44:09 05/13/12 Tower Engineering TEP #123076 10:44:09 05/13/12
Professionals Professionals
3703 Junction Blvd 3703 Jumaion Blvd
Raleigh. NC 27603 Chant Designed by Rukigh. NC 27603 Client Designed by
Phone: 919. 661-6357 Crown Cast D ustin T. Smith, Phone 919- 661 -6351 Crown Castle Dustin T. Smith,
FAX: 919-661-6350 FAX: 919 - 661.6350
E.I. E.I.
4 Yes 5 0.0000060 0.0026660
5 Yes S 0.0000000 0.000010478 i Critical Deflections and Radius of Curvature- Service Wind I
6 Yes 5 0.0000000 0.00025574
7 Yes 5 0.0000000 0.00009999 Decant Appurtenance Gov. Deflection Tilt Twist Radius of
8 Yes 5 0.0000000 0.00003797 loud Curvature
9 Yes 4 0.0000000 0.00068262
h Comb. in _ fr
10 Yes 5 0.0000000 0.00029663 100.00 Lighting Rod 5/8 "x 8' 45 15.049 1.2383 00055 31536
11 Yes 3 0.0000000 0.00011767 75.00 9442 RRH 700 W /00LAR 45 8.943 1.0519 0.0041 6307
12 Yes 5 0.0000000 0.00025271
13 Yes 5 0.0000000 0.110009787
14 Yes 4 0.0000000 0.00058470
15 Yes 4 0.0000000 0.00034064
16 Yes 5 0.0000000 0.00026865
17 Yes 5 0.0000000 0.00010543 I Maximum Tower Deflections - Design Wind I
18 Yes 5 0.0000000 0.00027999
19 Yes 3 0.0000000 0.00011060 Section Elevation Hurc Gov. Th Twist
20 Yes 5 0.0000000 0.00003319 No. Deflection load
21 Yes 4 0.000111100 0.110059789 ft m Comb. • •
22 Yes 5 0.0000000 0.00025007 --
23 Yes S 0.0000000 0.00009686 LI 100 - 60.25 67.490 12 5.5513 0.0267
24 Yes S 0.0000000 0.110029343 L2 64.0833 - 26.0033 29.553 12 4.2184 0.0172
25 Yes 5 0. 0000000 0.00011623 U 30.4.. - 6.062 I'_ 2.0133 0.0060
26 Yes 4 0.00001100 0.00012966 ....- .._._._. _. _.__. _..
27 Yes 5 0.0000000 0.00012428
28 Yes 5 0.0000000 0.00012360
30 Yes s 00 0.0001354 Critical Deflections and Radius of Curvature- Design Wind I
31 Yes 5 0.000000D 0.00013821
32 Yes 5 0.0000000 0.00014362 Ekwtion G.. I,'. Tuur Radius of
33 Yes 5 0.0000000 0.00014497
Load Curvature
34 Yes 5 0.0000000 0.00015652 h mod,
35 Yes 5 0.0000000 0.00015671 - -
36 Yes 0.0000000 0.00014451 100.00 Lighting Rod 5/8" x 8' 12 , - i n - 00275 7159
37 Yes 5 0.0000000 0.00014311 75.00 9442 8014700W /SOW4 12 •1u 114 i / /Il 0.0207 1429
38 Yes S 0.0000000 0.00013828
39 Yes 4 0.0000000 0.00004644
40 Yes 4 0.0000000 0.00015959
41 Yes 4 0.0000000 0.00014466
az re. 4 0.0000600 0.00007459 I Compression Checks
43 Yee 4 0.0000000 0.00021732
44 Yes 4 0.0000000 0.00014580
45 Yes 4 0.0000000 0.00004447
46 Yes a 0.0600000 0.00016312 I Pole Design Data I
47 Yee 4 0.0000000 0.00018665
48 Yes 4 0.0000000 0.00007251 .. ..
49 Yes 4 0.0000000 0.00014466 Section Elev,tnn Size I 4 K#r A l',. or. Ratio
50 Yes 4 0.001)0(100 0.00020939 No. P.
h ft ft in' lb lb
LI 100.60.25(1) TP26.25552050.25 39.75 0.00 0.0 20.4484 - 7575.96 1428970.00 0.005
U 6025- TP31.145525.151850.3125 38.08 0.00 0.0 30.3257 - 12666.10 2160440.60 0.006
26.0033 (2)
I Maximum Tower Deflections - Service Wind I L3 26.0033 -0(3) TP34.611 x29.4249,0375 3042 1100 00 41 34181 -19129[10 3011140110 0.006
Section Elevation Ho, Gov. Tilt Twist
No. Deflection Load
h III Comb. - Pole Bending Design Data I
LI 100 - 60.25 15.049 45 1.2383 0.0054
U 64.0833 - 26.0033 6.580 44 0.9389 0.0034 - -
U 30.42.0 1.527 44 0.4484 0.0011 Section Eleusti3n Size M. •47„ Ratio M„ 644,, Ratio
N., M
ft lbfl lb-ft W- lb-ft lbit 5M,
LI 100 - 60.25 (1) TP26.255x2080.25 382545.0 738089.2 0316 0.0 736089.2 0.000
Job Page
I
II
tnxTower
BU 879526 - Tigard 13 0113
Tower Engineering Project Dale
Professionals TEP #123076 10:44:09 05/13/12
3703 Junction Bird
Rakish, NC27603 Client Designed by
Phone: 919-661-6351 Crown Castle Dustin T. Smith,
FAX: 9196616350
E.I.
Section Elevation Size M„ 0M„ Ratio M„ 0M„ Ratio
No M Z
ft lb-ft lb-ft W,. lb-ft lb-ft Wei
U 6025 TP31.145s25.15180.3125 952133.3 1323250.0 0.720 0.0 1323250.0 0.000
26.0033 (2)
U 26. 0033 -0(3) 1954.611x29.8249x0.375 15627083 2086883.3 0.749 0.0 2086883.3 0.000
Pole Shear Design Data
.Section Elevation Size Amor 09, Ratio Actual 02. Ratio
No. V. V. T. T.
ft lb m + y Ib-fr lb. t 0T,
LI 100- 6025(1) TP26255x20x0.25 15099.10 714485.00 0.021 2154.0 1496616.7 0.001
U 6025- TP31.145x25.1518n0.3125 18691.70 1080220.00 0.017 2419.4 2683141.7 0.001
26.0033 (2)
U 26. 0033 -0(31 TP34.611,29.824930.375 21357.70 1500520.00 0.014 26882 4231550.0 0.001
Pole Interaction Design Data
Section Manurial Ratio Ratio Ratio Ratio Ratio Comb. Allow. Came,
No. P. M„ M p V. T. Stress Stress
ft $P, $ W.. 9Y 9T, Ratio Rano
LI 100- 60.25(1) 0.005 0.518 0.000 0.021 0.101 0.524 1.1100 4.02
U 6025- 0.006 0.723 0.000 00(7 0.001 0.726 1.000 412
26.0033 (2) `/
L3 26.0033 -0(3) 0.006 0.749 0.000 0.014 0.001 0.755 1.000
4.3.2
Section Capacity Table
Sad., Eletuoun ('onronem ". Cancel I' o/',,,,, 'h: Hu,
No. ft Type Element lb lb ['opacity Fail
LI 100 -60.25 Pole -- 1P26. 255x.20023 1 - 7575.96 1428970.00 52.4 Pass
U 6025. 26.0033 Pole TP31.145x25.1518,0.3125 2 - 12666.10 2160440.00 72.6 Pars
L3 26.0033 -0 Pole 1P34.611x29.824900375 3 - 19129.00 3001040.00 75.5 Pura
Summary
Pole (li) 75.5 Pma
RATING a 753 Pam
Program Version 6.0.4.0 - 1272012 Pile( /3076_Trigrd/SlmcloraVRer OhnxTower/ILI0/201 I032_879526.mi
May 12, 2012
100 -ft Monopole Tower Structural Analysis CCI BU No 879526
TEP Project Number 123076, Application 147488, Revision 1 Page 8
APPENDIX B
BASE LEVEL DRAWING
tnxTower Report - version 6.0.4.0
" 4 "
(PROPOSED)
(3) 1 -7/16" TO 102 FT LEVEL
(INSTALLED —TO BE REMOVED)
(8) 1 -5/8" TO 102 FT LEVEL • •000
/ /..- \\
/ / I ¥
CLIMBING ' I PEGS W/
1 1 SAFETY CLIMB
\ \ /
\ \� �/ // •
(RESERVED —IN ADDITION TO INSTALLED) \
(1) 3/8" TO 75 FT LEVEL
(2) 3/4" TO 75 FT LEVEL Q
(2) 1 -5/8" TO 75 FT LEVEL
(INSTALLED) O el.
(12) 7/8" TO 75 FT LEVEL
May 12, 2012
100 -ft Monopole Tower Structural Analysis CC1 BU No 879526
TEP Project Number 123076, Application 147488, Revision 1 Page 9
APPENDIX C
• ADDITIONAL CALCULATIONS
tnxTower Report - version 6.0.4.0
Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Material
TIA Rev G l Assumption: Clear space between bottom of leveling nut and top of concrete not exceeding (1) *(Rod Diameter)
Site Data Reactions
BU #: 879526 Mu: 1562.711 ft -kips
Site Name: Tigard Axial, Pu: 19.147 kips
App #: 147488 Rev 1. Shear, Vu: 21.341 kips
Pole Manufacturer:I Other I Eta Factor. r1 0.55 _TIA G (Fig. 4 -4)
Anchor Rod Data If No stiffeners, Criteria: I AISC LRFD < - Only Applcable to Unstiffened Cases
Qty: 10
Diam: 2.25 in
Rod Material: A615 -J Anchor Rod Results Rigid
Strength (Fu): 100 ksi Max Rod (Cu+ Vu/11): 187.9 Kips AISC LRFD
Yield (Fy): 75 ksi Allowable Axial, c *Fu *Anet: 260.0 Kips cp*Tn
Bolt Circle: 41.2 in Anchor Rod Stress Ratio: 72.3% Pass
Plate Data
Diam: 47 in Base Plate Results Flexural Check Rigid
Thick: 2.25 in Base Plate Stress: 28.3 ksi AISC LRFD
Grade: 50 ksi Allowable Plate Stress: 45.0 ksi cp*Fy
Single -Rod B -eff: 11.13 in Base Plate Stress Ratio: 62.9% Y.L. Length:
22.35
Stiffener Data (Welding at both sides) na
Config: 0 * Stiffener Results
Weld Type: Fillet Horizontal Weld : n/a
Groove Depth: 0.25 < -- Disregard Vertical Weld: n/a
' Groove Angle: 45 < -- Disregard Plate Flex +Shear, fb /Fb +(fv /Fv) ^2: n/a
Fillet H. Weld: 0.25 in Plate Tension +Shear, ft /Ft +(fv /Fv) ^2 n/a
Fillet V. Weld: 0.3125 in Plate Comp. (AISC Bracket): n/a
Width: 5 in
Height: 18 in Pole Results
Thick: 0.75 in Pole Punching Shear Check: n/a
Notch: 0.5 in
Grade: 36 ksi
Weld str.: 70 ksi
Pole Data
Diam: 34.611 in
Thick: 0.375 in
Grade: 65 ksi
# of Sides: 12 °0° IF Round
Fu 80 ksi
Reinf. Fillet Weld 0 "0" If None
• 0 = none. 1 = every bolt, 2 = every 2 bolts. 3 = 2 per bolt
** Note: for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes
CClplate 1.5 - Circular Base G 1.3, Effective March 19, 2012 Analysis Date: 5/13/2012