Report 4kiza/7 -602-
CE1V 0-.0 w ),/-t ,
Date: June 27, 2017 OCT 6 2017
I 'OF TIG ARD
_:.•••••••••••••••••••••••••m.
Katie Stana Tower Engineering Professionals
Crown Castle B1 IL"INC DIVISION 326 Tryon Road
2055 S. Stearman Drive Raleigh, NC 27603
Chandler, AZ 85286
(602) 845-1747 (919) 661-6351
crown(c�tepgroup.net
Subject: Structural Analysis Report
Carrier Designation: T-Mobile Co-Locate
Carrier Site Number: PO01316D
Carrier Site Name: 1-5 & Highway 217
Crown Castle Designation: Crown Castle BU Number: 824674
Crown Castle Site Name: 1-5 & Highway 217
Crown Castle JDE Job Number: 444541
Crown Castle Work Order Number: 1420913
Crown Castle Application Number: 395487 Rev. 0
Engineering Firm Designation: TEP Project Number: 37852.122902
Site Data: 14020 SW 72nd Ave., Tigard, Washington County, OR 97224
Latitude 45°25'11.37", Longitude-122°44'44.74"
98 Foot-Monopole Tower
Dear Katie Stana,
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 1050099, in
accordance with application 395487, revision 0.
The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have
determined the tower stress level for the structure and foundation, under the following load case, to be:
LC5: Existing + Proposed Equipment
Note:See Table I and Table II for the proposed and existing loading, respectively. Sufficient Capacity
This analysis has been performed in accordance with the 2014 Oregon Structural Specialty Code (2012
International Building Code) based upon an ultimate 3-second gust wind speed of 120 mph converted to a nominal
3-second gust wind speed of 93 mph per Section 1609.3.1 as required for use in the TIA-222-G Standard per
Exception#5 of Section 1609.1.1. Exposure Category C and Risk Category II were used in this analysis.
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.
S/RUC Ttio
4.4
Structural analysis prepared by: Timothy Vicisko/TSA PROP ,
Respectfully submitted by:
William H. Martin, P.E., S.E. OREGON '
7
„AS*444 1 .'
►0
EXPIRES: 12/31/2018
f r
98-ft Monopole Tower Structural Analysis Report June 27, 2017
TEP Project Number 37852.122902,Application 395487, Revision 0 CCI BU No 824674
Page 2
TABLE OF CONTENTS
1) INTRODUCTION
2)ANALYSIS CRITERIA
Table 1 - Proposed Antenna and Cable Information
Table 2 - Existing Antenna and Cable Information
Table 3- Design Antenna and Cable Information
3)ANALYSIS PROCEDURE
Table 4- Documents Provided
3.1)Analysis Method
3.2)Assumptions
4)ANALYSIS RESULTS
Table 5 -Section Capacity(Summary)
Table 6-Tower Component Stresses vs. Capacity
4.1) Recommendations
5)APPENDIX A
tnxTower Output
6)APPENDIX B
Base Level Drawing
7)APPENDIX C
Additional Calculations
•
L
tnxTower Report-version 7.0.5.1
98-ft Monopole Tower Structural Analysis Report June 27, 2077
TEP Project Number 37852.122902,Application 395487, Revision 0 CC/BU No 824674
Page 3
1) INTRODUCTION
This tower is a 98-ft monopole tower manufactured by Summit Manufacturing, Inc. and designed by Paul J. Ford
& Company in January of 1996. The tower was originally designed for a wind speed of 85 mph per ANSI/EIA-222-
E 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
Suggortino Structures and Antennas —Addendum 2 using a nominal 3-second gust wind speed of 93 mph with
no ice, 30 mph with 1.0 inch ice thickness, and 60 mph under service loads with the following design criteria:
T of Analysis: Rigorous Structural Analysis
Classification of Structure: Class II
Exoosure Category: Exposure C
Topographic Catego : Category 1
Earthquake Category: Not Considered
Earthquake effects may be ignored per this standard for site locations where Ss does not exceed
(Site Location Ss= 0.974). 1.0.
Table 1 -Proposed Antenna and Cable Information
Center Nrt,m:
Mounting Line Antenna �►n Number Feed
Level (ft) Elevation tenna Model of Feed Line Note
(ft) Antennas Manufacturer
Lines Size(in)
3 Andrew TMZXXX-6516-A3M
w/Mount Pipe
98.0 100.0 3 Nokia FHFB
3 Nokia FRLB 1 1-3/5 1
3 Nokia FRIJ
1 Raycap RNSDC-7771-PF-48
Notes:
1) See"Appendix B-Base Level Drawing"for assumed feed line configuration.
Table 2 -Existing Antenna and Cable Information
Center Number
Mounting Line Antenna' Number Feed
Level(ft) Elevation of Manufacturer Antenna Model of Feed Line Note
(ft) Antennas
Lines : Size(in)
3 SBNHH-1 D65C
7
Commscope
98.0 3 w/ Mount Pipe 16 7/8
100.0
Andrew ETM19V2S12UB 1 5/16 1
99.0 3
Commscope TME-ETM19V2S12UB i
98.0 d 1 Tower Mounts (Platform Mount[LP 601-1] 2
Notes: 1
1) Existing equipment
2) Existing equipment to be removed;not considered in this analysis
,_
tnxTower Report-version 7.0.5.1
98-ft Monopole Tower Structural Analysis Report June 27, 2017
TEP Project Number 37852.122902,Application 395487, Revision 0 CCI BU No 824674
Page 4
Table 3 -Design Antenna and Cable Information
Mounting CenterLie Number
of Antenna Number Feed
Levu{ft) Elevation Manufacturer Antenna Model of Feed Line
{ ) Antennas Lines Size in
98.0 98.0 12
{ ) .
. _ Decibel DB978
85.0 85.0 1 Generic 4-ft Dish w/Radome (6 GHz)
50.0 50.0 1 Generic 4-ft Dish w/Radome (6 GHz) -
3)ANALYSIS PROCEDURE
Table 4- Documents Provided
Document Remarks Reference Source
Geotechnical Report Dames& Moore
I 3510067 CCISites
Tower Foundation Drawings Miller Consulting Engineers 3510066
Tower Manufacturer Drawings Paul J. Ford and Company 3510068 CCISites
CCISites
3.1) Analysis Method
tnxTower(version 7.0.5.1), 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) All tower components are in sufficient condition to carry their full design capacity.
5) 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.
6) 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 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.
tnxTower Report-version 7.0.5.1
98-ft Monopole Tower Structural Analysis Report June 27, 2017
TEP Project Number 37852.122902,Application 395487, Revision 0 CC/BU No 824674
Page 5
4)ANALYSIS RESULTS
Table 5 -Section Capacity(Summary)
SectionComponent
No. Elevation(ft) J Size Critical
Type Element P(Ib) pai'°W(lb) %Capacity Pass/Fail
Li 98-63 Pole TP19.071x13.75x0.188 1
--- -3292.20 818126.00 68.7 Pass
L2 63-30.5 Pole TP23. 38x18.316x0.188 2
6 -5703.75 956996.00 ' 101.4 Pass'
L3 30.5-0 Pole TP27.9x22.731 x0.25 3
-9492.56 1479940.00 . 91.0 Pass
Summary
Pole(L2) 101.4 Pass'
Rating= 101.4
Table 6 -Tower Component Stresses vs. Capacity
Notes
Component Elevation(ft) %Capacity Pass/Fail
2 Anchor Rods
- 51.4 Pass
2 Base Plate 74.1
2 Base Foundation Soil Interaction - Pass
86.3 Pass
2 Base Foundation Structural
_ - - 82.0 Pass
Structure Rating (max from all components) = J 101.4%
Notes:
1) A structure rating of 105%or less is within engineering tolerances and considered acceptable.
2) See additional documentation in"Appendix C-Additional Calculations"for calculations supporting the%capacity listed.
4.1) Recommendations
1) If the load differs from that described in Tables 1 and 2 of this report, "Appendix B —Base Level
Drawing" or the provisions of this analysis are found to be invalid, another structural analysis
should be performed.
2) The tower and its foundation have sufficient capacity to carry the proposed load configuration.
No modifications are required at this time.
tnxTower Report-version 7.0.5.1
98-ft Monopole Tower Structural Analysis Report June 27, 2017
TEP Project Number 37852.122902, Application 395487, Revision 0 CC/BU No 824674 6
Page 6
APPENDIX A
TNXTOWER OUTPUT
tnxTower Report-version 7.0.5.1
I
98.0 ft
i � l
DESIGNED APPURTENANCE LOADING
TYPE ELEVATION TYPE ELEVATION
I I I (2)3"x 6"SideLight 198 FHFB 98 --
1. 2.4"Dia x Oft Mount Pipe 198 FRLB 98
SBNHH-1D65C w/Mount Pipe 198 FRLB 98
SBNHH-1 D65C w/Mount Pipe 98 .—__....—__....—. FRLB ............._ ..---...._.__... ._... ....__98_...._—.....— ..y
111 SBNHH-1D65C w/Mount Pipe 98 FRIJ 98
. 11
ETM19V2S12UB 98 FRIJ 98
o mIII ETM19V2S12UB '98 -- FRIJ 98 .�
1 w ^o ma it ETM19V2S12UB 98' RNSDC-7771-PF-48
98
0 `�' °' II TMZXXX-6516-A3M w/Mount Pipe 98 2.4"Dia.x 6'Mount Pipe 98
TMZXXX-6516-A3M w/Mount Pipe 982.4"
(4)2 4 Dia x 6 Mount Pipe 98
TMZXXX-6516-A3M w/Mount Pipe !98 2.4"Dia.x 6'Mount Pipe 98
it j FHFB ......--- __.........___ g8 ..._____.. .__ Platform Mount[LP 601-1] 98
FHFB _._.....----........ __..
ii MATERIAL STRENGTH
GRADE Fy.—_...__ Fu GRADE . Fu
_ ...._—...
i A607-65 65 ksi
80 ksi A607-60 ,
60 ksi 175 ksilir
A
TOWER DESIGN NOTES
I 1. Tower is located in Washington County,Oregon.
63.0 ft 4 2. Tower designed for Exposure C to the TIA-222-G Standard.
II 3. Tower designed for a 93 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.
i 1 7. Topographic Category 1 with Crest Height of 0.00 ft
8. TOWER RATING:101.4%
11
ii •
II
8i Q
`rico t
sn
I
11
1111
i
' Gp
.—._._—..... ... .... ........__ ._..... 30.5 ft L 4
1
9
II i
l ALL REACTIONS
it ARE FACTORED
it
S I AXIAL
22899/b
n 1 roE n m•
11 SHEAR MOMENT
I 1226 Ib 107641/b-ft
1 TORQUE 163/b-ft
11, 30 mph WIND-1.000 in ICE
AXIAL
9504 lb
SHEAR MOMENT
I • 9531 lb r ` 759359 lb-ft
0.0 ft j
TORQUE 738 lb-ft
v a REACTIONS-93 mph WIND
a
'°
m E Y n 8 n I ,- z F-- to F m (7 1 3
Tower Engineering Professionals 'Ob'I--5&Highway 217(BU 824674)
326 Tryon Road Project:TEP No.37852.122902
Raleigh, NC 27603 Client:Crown Castle Drawn by:TSA Aped'
Tower Engineering Professionals Phone:(919)661-6351 Code: TIA-222-G Date:06/27/17 Scale: N
FAX:(919)661-6350 Path:c Dwg No.
� � � Job Page
1-5 & Highway 217 (BU 824674) 1 of 13
Tower Engineering Project Date
Professionals TEP No. 37852.122902 11:17:35 06/27/17
326 Tiyon Road
Raleigh,NC 27603 Client
Phone:(919)661-6351 Designed by
FAX.: (919)661-6350 Crown Castle TSA
Tower Input Data
There is a pole section.
This tower is designed using the TIA-222-G standard.
The following design criteria apply:
Tower is located in Washington County, Oregon.
Basic wind speed of 93 mph.
Structure Class II.
Exposure Category C.
Topographic Category 1.
Crest Height 0.00 ft.
Nominal ice thickness of 1.000 in.
Ice thickness is considered to increase with height.
Ice density of 56 pcf
A wind speed of 30 mph is used in combination with ice.
Temperature drop of 50°F.
Deflections calculated using a wind speed of 60 mph.
A non-linear(P-delta)analysis was used.
Pressures are calculated at each section.
Stress ratio used in pole design is 1.
Local bending stresses due to climbing loads,feed line supports,and appurtenance mounts are not considered.
Options
Consider Moments-Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules
Consider Moments-Horizontals Assume Legs Pinned Calculate Redundant Bracing Forces
Consider Moments-Diagonals ) Assume Rigid Index Plate Ignore Redundant Members in FEA
Use Moment Magnification Ai Use Clear Spans For Wind Area SR Leg Bolts Resist Compression
V Use Code Stress Ratios Use Clear Spans For KL/r All Leg Panels Have Same Allowable
NI Use Code Safety Factors-Guys Retension Guys To Initial Tension Offset Girt At Foundation
Escalate Ice i Bypass Mast Stability Checks V Consider Feed Line Torque
Always Use Max Kz Ai Use Azimuth Dish Coefficients Include Angle Block Shear Check
Use Special Wind Profile J Project Wind Area of Appurt. Use TIA-222-G Bracing Resist.Exemption
Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-G Tension Splice Exemption
Leg Bolts Are At Top Of Section Add IBC.6D+W Combination p `y p �
Secondary Horizontal Braces Leg ) Sort Capacity Reports By Component ' Include Shear-Torsion Interaction
Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow
SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets
SR Members Are Concentric
Tapered Pole Section Geometry
Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade
Length Length of Diameter Diameter Thickness Radius
t t t Sides in in in in
L1 98.00-63.00 35.00 2.500 18 13.750 19.071 0.188 0.750 A607-65
(65 ksi)
L2 63.00-30.50 35.00 3.500 18 18.316 23.638 0.188 0.750 A607-65
(65 ksi)
Job Page
tnxTower1-5 & Highway 217 (BU 824674) 2 of 13
Tower Engineering Project Date
Professionals TEP No. 37852.122902 11:17:35 06/27/17
326 Tryon Road
Raleigh,NC 27603 Client Designed by
Phone:(919)661-6351 Crown Castle
FAX:(919)661-6350 TSA
Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade
Length Length of Diameter Diameter Thickness Radius
ft ft ft Sides in in in in
L3 30.50-0.00 34.00 18 22.731 27.900 0.250 1.000 A607-60
(60 ksi)
Tapered Pole Properties
Section Tip Dia. Area I r C I/C J It/Q w w/t
in in2 in4 in in in3 in' in in
LI 13.962 8.071 187.571 4.815 6.985 26.853 375.388 4.036 2.090 11.147
19.365 11.238 506.283 6.704 9.688 52.258 1013.232 5.620 3.026 16.141
L2 18.984 10.789 447.947 6.436 9.304 48.143 896.482 5.395 2.894 15.433
24.003 13.956 969.621 8.325 12.008 80.747 1940.518 6.979 3.830 20.428
L3 23.622 17.839 1138.988 7.981 11.547 98.637 2279.475 8.921 3.561 14.242
28.330 21.940 2119.189 9.816 14.173 149.521 4241.167 10.972 4.470 17.882
Tower Gusset Gusset Gusset Grade Adjust.Factor Adjust. Weight Mull. Double Angle Double Angle Double Angle
Elevation Area Thickness Aj Factor Stitch Bolt Stitch Bolt Stitch Bolt
(per face) A, Spacing Spacing Spacing
Diagonals Horizontals Redundants
ft f2 in in in in
LI 98.00-63.00 1 1 1
- L2 63.00-30.50 1 1 1
L3 30.50-0.00 1 1 1
Feed Line/Linear Appurtenances - Entered As Round Or Flat
Description Sector Component Placement Total Number Start/End Width or Perimeter Weight
Type Number Per Row Position Diameter
ft in in pf
Safety Line 3/8 C Surface Ar 98.00-0.00 1 1 0.000 0.375 0.220
(CaAa) 0.000
Step Pegs(5/8"SR)7-in.w/30" C Surface Ar 98.00-0.00 1 1 0.000 0.350 0.487
step (CaAa) 0.000
**********
Feed Line/Linear Appurtenances Entered As Area
Description Face Allow Component Placement Total C4AA Weight
or Shield Type Number
Leg ft ft2/ft pf
1/2"Cable(Lights) B No Inside Pole 98.00-0.00 1 No Ice 0.00 0.400
1/2"IIce 0.00 0.400
1" ce 0.00 0.400
*98*
ATCB-B01(5/16) B No Inside Pole 98.00-0.00 1 No Ice 0.00 0.075
1/2"Ice 0.00 0.075
1"Ice 0.00 0.075
LDF5-50A(7/8) B No Inside Pole 98.00-0.00 16 No Ice 0.00 0.330
1/2"Ice 0.00 0.330
1"Ice 0.00 0.330
Job Page
mxTower� 1-5 & Highway 217 (BU 824674) 3 of 13
Tower Engineering Project Date
Professionals TEP No. 37852.122902 11:17:35 06/27/17
326 Tiyon Road
Raleigh,NC 27603 Client
Phone:(919)661-6351 Designed by
FAX:(919)661-6350 Crown Castle TSA
Description Face Allow Component Placement Total CAAA Weight
or Shield Type Number
Leg ft ft2/f Pf
ASU9325TYP01(1-3/5) B No Inside Pole 98.00-0.00 1 No Ice 0.00 1.614
1/2"Ice 0.00 1.614
********wt 1"Ice 0.00 1.614
Feed Line/Linear Appurtenances Section Areas
Tower Tower Face AR AF CAAA CAAA Weight
Section Elevation In Face Out Face
ft ft2 ft2 ft2 ft2 lb
L 1 98.00-63.00 A 0.000 0.000 0.000 0.000 0.00
B 0.000 0.000 0.000 0.000 257.92
C 0.000 0.000 2.538 0.000 24.75
L2 63.00-30.50 A 0.000 0.000 0.000 0.000 0.00
- B 0.000 0.000 0.000 0.000 239.49
C 0.000 0.000 2.356 0.000 22.98
L3 30.50-0.00 A 0.000 0.000 0.000 0.000 0.00
B 0.000 0.000 0.000 0.000 224.75
C 0.000 0.000 2.211 0.000 21.56
Feed Line/Linear`Appurtenances Section Areas - With Ice
Tower Tower Face Ice AR AF CAAA CAAA Weight
Section Elevation or Thickness In Face Out Face
ft Leg in ft' ft' ft2 ft' lb
LI 98.00-63.00 A 2.185 0.000 0.000 0.000 0.000 0.00
B 0.000 0.000 0.000 0.000 257.92
C 0.000 0.000 33.121 0.000 500.58
L2 63.00-30.50 A 2.069 0.000 0.000 0.000 0.000 0.00
B 0.000 0.000 0.000 0.000 239.49
C 0.000 0.000 30.755 0.000 464.83
L3 30.50-0.00 A 1.850 0.000 0.000 0.000 0.000 0.00
B 0.000 0.000 0.000 0.000 224.75 •
C 0.000 0.000 27.458 0.000 396.62
Feed Line Center of Pressure
Section Elevation CPQ CPz CPx CPz
Ice Ice
ft in in in in
L1 98.00-63.00 0.000 0.104 0.000 0.735
L2 63.00-30.50 0.000 0.105 0.000 0.821
L3 30.50-0.00 0.000 0.105 0.000 0.856
Shielding Factor Ka
itixTower
Job Page
1-5& Highway 217 (BU 824674) 4 of 13
Project Date
Tower Engineering
Professionals TEP No. 37852.122902 11:17:35 06/27/17
326 Tiyon Road
Raleigh,NC 27603 Client
Phone:(919)661-6351 Crown Castle Designed by
FAX:(919)661-6350 TSA
Tower Feed Line Description Feed Line K, K,
Section Record No. Segment Elev. No Ice Ice
L1 2 Safety Line 3/8 63.00-98.00 1.0000 1.0000
LI 3 Step Pegs(5/8"SR)7-in. 63.00-98.00 1.0000 1.0000
w/30"step
L2 2 Safety Line 3/8 30.50-63.00 1.0000 1.0000
L2 3 Step Pegs(5/8"SR)7-in. 30.50-63.00 1.0000 1.0000
w/30"step
Discrete Tower Loads
Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight
or Type Horz Adjustment Front Side
Leg Lateral
Vert
ft ° ft ft2 f lb
ft
fi
(2)3"x 6"SideLight B From 4.00 0.000 98.00 No Ice 0.09 0.09 0.98
Centroid-Le 0.000 1/2"Ice 0.14 0.14 2.46
- g 5.000 1"Ice 0.19 0.19 4.70
2.4"Dia x 4-ft Mount Pipe B From 4.00 0.000 98.00 No Ice 0.87 0.87 14.64
Centroid-Le 0.000 1/2"Ice 1.12 1.12 22.02
***98*** g 3.000 1"Ice 1.37 1.37 32.24
SBNHH-1D65C w/Mount A From 4.00 30.000 98.00 No Ice 11.63 9.79 82.45
Pipe Centroid-Le 5.000 1/2"Ice 12.35 11.31 171.76
g 2.000 1"Ice 13.07 12.85 271.01
SBNHH-1D65C w/Mount B From 4.00 30.000 98.00 No Ice 11.63 9.79 82.45
Pipe Centroid-Le 5.000 1/2"Ice 12.35 11.31 171.76
g 2.000 1"Ice 13.07 12.85 271.01
SBNHH-1D65C w/Mount C From 4.00 25.000 98.00 No Ice 11.63 9.79 82.45
Pipe Centroid-Le 5.000 1/2"Ice 12.35 11.31 171.76
g 2.000 1"Ice 13.07 12.85 271.01
ETM19V2S12UB A From 4.00 30.000 98.00 No Ice 0.72 0.20 11.20
Centroid-Le 0.000 1/2"Ice 0.82 0.27 16.08
g 2.000 1"Ice 0.94 0.35 22.52
ETM19V2S12UB B From 4.00 30.000 98.00 No Ice 0.72 0.20 11.20
Centroid-Le 0.000 1/2"Ice 0.82 0.27 16.08
g 2.000 1"Ice 0.94 0.35 22.52
ETM19V2S12UB C From 4.00 25.000 98.00 No Ice 0.72 0.20 11.20
Centroid-Le 0.000 1/2"Ice 0.82 0.27 16.08
g 2.000 1"Ice 0.94 0.35 22.52
TMZXXX-6516-A3M w/ A From 4.00 30.000 98.00 No Ice 8.73 3.33 54.51
Mount Pipe Centroid-Le -5.000 1/2"Ice 9.18 4.01 111.96
g 2.000 1"Ice 9.63 4.66 175.98
TMZXXX-6516-A3M w/ B From 4.00 30.000 98.00 No Ice 8.73 3.33 54.51
Mount Pipe Centroid-Le -5.000 1/2"Ice 9.18 4.01 111.96
- g 2.000 1"Ice 9.63 4.66 175.98
- TMZXXX-6516-MM w/ C From 4.00 25.000 98.00 No Ice 8.73 3.33 54.51
Mount Pipe Centroid-Le -5.000 1/2"Ice 9.18 4.01 111.96
g 2.000 1"Ice 9.63 4.66 175.98
- FHFB A From 4.00 30.000 98.00 No Ice 3.63 2.39 52.90
Centroid-Le -5.000 1/2"Ice 3.89 2.62 80.57
g 2.000 1"Ice 4.15 2.85 111.97
FHFB B From 4.00 30.000 98.00 No Ice 3.63 2.39 52.90
•
Job Page
°
tnx ower 1-5& Highway 217 (BU 824674) 5 of 13
Project Date
Tower Engineering
Professionals TEP No. 37852.122902 11:17:35 06/27/17
326 Tryon Road
Raleigh,NC 27603 Client
Phone:(919)661-6351 Designed by
Crown Castle
FAX: (919)661-6350 TSA
Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight
or Type Horz Adjustment Front Side
Leg Lateral
Vert
ft ° ft ft2 ft2 lb
ft
ft
Centroid-Le -5.000 1/2"Ice 3.89 2.62 80.57
g 2.000 1"Ice 4.15 2.85 111.97
FHFB C From 4.00 25.000 98.00 No Ice 3.63 2.39 52.90
Centroid-Le -5.000 1/2"Ice 3.89 2.62 80.57
g 2.000 1"Ice 4.15 2.85 111.97
FRLB A From 4.00 30.000 98.00 No Ice 2.07 0.78 59.52
Centroid-Le 0.000 1/2"Ice 2.25 0.90 74.83
g 2.000 1"Ice 2.43 1.03 92.75
FRLB B From 4.00 30.000 98.00 No Ice 2.07 0.78 59.52
Centroid-Le 0.000 1/2"Ice 2.25 0.90 74.83
g 2.000 1"Ice 2.43 1.03 92.75
FRLB C From 4.00 25.000 98.00 No Ice 2.07 0.78 59.52
Centroid-Le 0.000 1/2"Ice 2.25 0.90 74.83
g 2.000 1"Ice 2.43 1.03 92.75
FRIJ A From 4.00 30.000 98.00 No Ice 2.43 1.01 44.10
Centroid-Le 5.000 1/2"Ice 2.63 1.16 60.48
g 2.000 1"Ice 2.84 1.32 79.68
FRIJ B From 4.00 30.000 98.00 No Ice 2.43 1.01 44.10
Centroid-Le 5.000 1/2"Ice 2.63 1.16 60.48
g 2.000 F Ice 2.84 1.32 79.68
FRIJ C From 4.00 25.000 98.00 No Ice 2.43 1.01 44.10
Centroid-Le 5.000 1/2"Ice 2.63 1.16 60.48
g 2.000 1"Ice 2.84 1.32 79.68
RNSDC-7771-PF-48 A From 4.00 30.000 98.00 No Ice 3.18 1.20 20.00
Centroid-Le 0.000 1/2"Ice 3.40 1.35 42.75
g 2.000 1"Ice 3.63 1.50 68.68
2.4"Dia.x 6'Mount Pipe A From 4.00 0.000 98.00 No Ice 1.43 1.43 21.90
Centroid-Le -2.500 1/2"Ice 1.93 1.93 37.81
g 0.000 1"Ice 2.31 2.31 55.56
(4)2.4"Dia.x 6'Mount Pipe B From 4.00 0.000 98.00 No Ice 1.43 1.43 21.90
Centroid-Le 0.000 1/2"Ice 1.93 1.93 37.81
g 0.000 1"Ice 2.31 2.31 55.56
2.4"Dia.x 6'Mount Pipe C From 4.00 0.000 98.00 No Ice 1.43 1.43 21.90
Centroid-Le -2.500 1/2"Ice 1.93 1.93 37.81
g 0.000 1"Ice 2.31 2.31 55.56
Platform Mount[LP 601-1] C None 0.000 98.00 No Ice 28.47 28.47 1122.00
1/2"Ice 33.59 33.59 1513.66
************** 1"Ice 38.71 38.71 1905.31
Load Combinations
Comb. Description
- No.
- 1 Dead Only
2 1.2 Dead+1.6 Wind 0 deg-No Ice
3 0.9 Dead+1.6 Wind 0 deg-No Ice
4 1.2 Dead+1.6 Wind 30 deg-No Ice
5 0.9 Dead+1.6 Wind 30 deg-No Ice
6 1.2 Dead+1.6 Wind 60 deg-No Ice
7 0.9 Dead+1.6 Wind 60 deg-No Ice
t XTOWer Job Page
1-5& Highway 217 (BU 824674) 6 of 13
Tower Engineering Project Date
Professionals TEP No. 37852.122902 11:17:35 06/27/17
326 Tryon Road
Raleigh,NC 27603 Client Designed by
Phone:(919)661-6351 Crown Castle
FAX. (919)661-6350 TSA
Comb. Description
No.
8 1.2 Dead+1.6 Wind 90 deg-No Ice
9 0.9 Dead+1.6 Wind 90 deg-No Ice
10 1.2 Dead+1.6 Wind 120 deg-No Ice
11 0.9 Dead+1.6 Wind 120 deg-No Ice
12 1.2 Dead+1.6 Wind 150 deg-No Ice
13 0.9 Dead+1.6 Wind 150 deg-No Ice
14 1.2 Dead+1.6 Wind 180 deg-No Ice
15 0.9 Dead+1.6 Wind 180 deg-No Ice
16 1.2 Dead+1.6 Wind 210 deg-No Ice
17 0.9 Dead+1.6 Wind 210 deg-No Ice
18 1.2 Dead+1.6 Wind 240 deg-No Ice
19 0.9 Dead+1.6 Wind 240 deg-No Ice
20 1.2 Dead+1.6 Wind 270 deg-No Ice
21 0.9 Dead+1.6 Wind 270 deg-No Ice
22 1.2 Dead+1.6 Wind 300 deg-No Ice
23 0.9 Dead+1.6 Wind 300 deg-No Ice
24 1.2 Dead+1.6 Wind 330 deg-No Ice
25 0.9 Dead+1.6 Wind 330 deg-No Ice
26 1.2 Dead+1.0 Ice+1.0 Temp
27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp
28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp
29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp
30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp
31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp
32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp
33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp
34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp
35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp
36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp
37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp
38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp
39 Dead+Wind 0 deg-Service
40 Dead+Wind 30 deg-Service
41 Dead+Wind 60 deg-Service
42 Dead+Wind 90 deg-Service
43 Dead+Wind 120 deg-Service
44 Dead+Wind 150 deg-Service
45 Dead+Wind 180 deg-Service
46 Dead+Wind 210 deg-Service
47 Dead+Wind 240 deg-Service
48 Dead+Wind 270 deg-Service
49 Dead+Wind 300 deg-Service
50 Dead+Wind 330 deg-Service
Maximum Member Forces
Section Elevation Component Condition Gov. Axial Major Axis Minor Axis
No. ft Type Load Moment Moment
Comb. lb lb ft lb-ft
L1 98-63 Pole Max Tension 1 0.00 0.00 0.00
Max.Compression 26 -12438.38 -1838.65 -1174.03
Max.Mx 8 -3322.27 -208245.56 3064.34
Max.My 14 -3307.06 2959.98 -210083.18
Max.Vy 8 6903.30 -208245.56 3064.34
Max.Vx 14 6961.28 2959.98 -210083.18
Max.Torque 2 -757.92
L2 63-30.5 Pole Max Tension 1 0.00 0.00 0.00
Max.Compression 26 -16851.51 -2029.14 -1742.59
Max.Mx 8 -5717.33 -446680.47 5994.44
� �werJob Page
1-5 & Highway 217 (BU 824674) 7 of 13
Tower Engineering Project Date
Professionals TEP No. 37852.122902 11:17:35 06/27/17
326 Tiyon Road
Raleigh,NC 27603 Client Designed by
Phone:(919)661-6351 Crown Castle
FAX: (919)661-6350 TSA
Section Elevation Component Condition Gov. Axial Major Axis Minor Axis
No. ft Type Load Moment Moment
Comb. lb lb ft lb-ft
Max.My 14 -5709.88 5888.21 -450367.28
Max.Vy 8 8205.46 -446680.47 5994.44
Max.Vx 14 8262.90 5888.21 -450367.28
Max.Torque 2 -750.02
L3 30.5-0 Pole Max Tension 1 0.00 0.00 0.00
Max.Compression 26 -22899.45 -2083.77 -2276.35
Max.Mx 8 -9490.62 -747411.06 9042.24
Max.My 14 -9490.44 8965.69 -753045.69
Max.Vy 8 9427.23 -747411.06 9042.24
Max.Vx 14 9482.07 8965.69 -753045.69
Max.Torque 2 -740.44
Maximum Reactions
Location Condition Gov. Vertical Horizontal,X Horizontal,Z
Load lb lb lb
Comb.
Pole Max.Vert 30 22899.45 -1225.81 5.33
Max.Ha 20 9503.95 9413.80 -87.76
Max.H, 2 9503.95 -87.76 9468.54
Max.Mx 2 752548.49 -87.76 9468.54
Max.Mx 8 747411.06 -9413.80 87.76
Max.Torsion 14 710.15 87.76 -9468.54
Min.Vert 17 7127.96 4782.90 -8243.87
Min.H. 8 9503.95 -9413.80 87.76
Min.H, 14 9503.95 87.76 -9468.54
Min.M, 14 -753045.69 87.76 -9468.54
Min.M, 20 -746737.95 9413.80 -87.76
Min.Torsion 2 -737.87 -87.76 9468.54
Tower Mast Reaction Summary
Load Vertical Shear,, Shear, Overturning Overturning Torque
Combination Moment,M Moment,M
lb lb lb lb ft lb-ft lb ft
Dead Only 7919.96 0.00 0.00 202.29 -272.68 -0.00
1.2 Dead+1.6 Wind 0 deg-No 9503.95 87.76 -9468.54 -752548.49 -9616.99 737.87
Ice
0.9 Dead+1.6 Wind 0 deg-No 7127.96 87.76 -9468.54 -741759.70 -9380.65 724.52
Ice
1.2 Dead+1.6 Wind 30 deg-No 9503.95 4782.90 -8243.87 -656269.91 -381833.43 703.78
Ice
0.9 Dead+1.6 Wind 30 deg-No 7127.96 4782.90 -8243.87 -646864.45 -376237.62 688.89
Ice
1.2 Dead+1.6 Wind 60 deg-No 9503.95 8196.46 -4810.27 -384176.24 -651861.52 479.58
Ice
0.9 Dead+1.6 Wind 60 deg-No 7127.96 8196.46 -4810.27 -378686.68 -642379.00 467.16
Ice
1.2 Dead+1.6 Wind 90 deg-No 9503.95 9413.80 -87.76 -9042.30 -747411.06 134.63
- Ice
0.9 Dead+1.6 Wind 90 deg-No 7127.96 9413.80 -87.76 -8960.37 -736552.96 127.82
Ice
1.2 Dead+1.6 Wind 120 deg- 9503.95 8108.71 4658.27 368683.80 -642744.66 -237.04
� �� �� Job Page
1-5 & Highway 217 (BU 824674) 8 of 13
Tower Engineering Project Date
-- Professionals TEP No. 37852.122902 11:17:35 06/27/17
326 Tryon Road
Raleigh,NC 27603 Client Designed by
Phone:(919)661-6351 Crown Castle
FAX (919)661-6350 TSA
Load Vertical Shear„ Shear, Overturning Overturning Torque
Combination Moment,M, Moment,M
lb lb lb lbft lbft lb-ft
No Ice
0.9 Dead+1.6 Wind 120 deg- 7127.96 8108.71 4658.27 363311.59 -633399.27 -236.62
No Ice
1.2 Dead+1.6 Wind 150 deg- 9503.95 4630.90 8156.11 647653.80 -365840.58 -542.83
No Ice
0.9 Dead+1.6 Wind 150 deg- 7127.96 4630.90 8156.11 638252.24 -360495.70 -535.30
No Ice
1.2 Dead+1.6 Wind 180 deg- 9503.95 -87.76 9468.54 753045.69 8965.99 -710.15
No Ice
0.9 Dead+1.6 Wind 180 deg- 7127.96 -87.76 9468.54 742124.20 8904.99 -697.42
No Ice
1.2 Dead+1.6 Wind 210 deg- 9503.95 -4782.90 8243.87 656758.32 381176.24 -697.40
No Ice
0.9 Dead+1.6 Wind 210 deg- 7127.96 -4782.90 8243.87 647222.68 375757.50 -682.67
No Ice
1.2 Dead+1.6 Wind 240 deg- 9503.95 -8196.46 4810.27 384666.29 651193.27 -500.94
No Ice
` 0.9 Dead+1.6 Wind 240 deg- 7127.96 -8196.46 4810.27 379046.09 641890.97 -488.03
No Ice
1.2 Dead+1.6 Wind 270 deg- 9503.95 -9413.80 87.76 9542.79 746737.95 -162.34
No Ice
0.9 Dead+1.6 Wind 270 deg- 7127.96 -9413.80 87.76 9327.24 736061.48 -154.90
No Ice
1.2 Dead+1.6 Wind 300 deg- 9503.95 -8108.71 -4658.27 -368174.51 642077.76 230.72
No Ice
' 0.9 Dead+1.6 Wind 300 deg- 7127.96 -8108.71 4658.27 -362938.43 632912.24 230.41
No Ice
1.2 Dead+1.6 Wind 330 deg- 9503.95 -4630.90 -8156.11 -647146.16 365184.76 564.16
No Ice
0.9 Dead+1.6 Wind 330 deg- 7127.96 4630.90 -8156.11 -637880.27 360016.59 556.17
No Ice
1.2 Dead+1.0 Ice+1.0 Temp 22899.45 0.03 0.03 2276.35 -2083.77 -0.55
1.2 Dead+1.0 Wind 0 deg+1.0 22899.45 5.34 -1165.02 -97606.85 -2751.39 147.08
Ice+1.0 Temp
1.2 Dead+1.0 Wind 30 deg+1.0 22899.45 585.12 -1011.49 -84576.28 -52389.74 162.34
Ice+1.0 Temp
1.2 Dead+1.0 Wind 60 deg+1.0 22899.45 1008.12 -587.06 -48240.05 -88551.49 133.85
Ice+1.0 Temp
1.2 Dead+1.0 Wind 90 deg+1.0 22899.45 1225.81 -5.33 1635.50 -107628.47 70.16
Ice+1.0 Temp
1.2 Dead+1.0 Wind 120 22899.45 1002.79 577.83 51688.20 -87897.45 -13.64
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 150 22899.45 575.88 1006.16 88503.78 -51256.49 -93.19
deg+1.0 Ice+-1.0 Temp
1.2 Dead+1.0 Wind 180 22899.45 -5.32 1165.04 102186.66 -1442.90 -147.93
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 210 22899.45 -585.11 1011.49 89157.17 48192.70 -163.41
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 240 22899.45 -1008.11 587.06 52820.80 84353.55 -135.21
deg+1.0 Ice+1.0 Temp
- 1.2 Dead+1.0 Wind 270 22899.45 -1225.79 5.34 2943.93 103432.68 -71.59
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 300 22899.45 -1002.78 -577.83 -47105.85 83699.17 12.46
' deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 330 22899.45 -575.88 -1006.16 -83921.29 47059.10 92.28
deg+1.0 Ice+1.0 Temp
Dead+Wind 0 deg-Service 7919.96 20.43 -2203.92 -174225.73 -2433.74 173.93
Dead+Wind 30 deg-Service 7919.96 1113.28 -1918.86 -151932.92 -88691.58 167.53
Dead+Wind 60 deg-Service 7919.96 1907.82 -1119.65 -88873.42 -151260.50 116.12
Dead+Wind 90 deg-Service 7919.96 2191.17 -20.43 -1943.94 -173374.25 34.02
Dead+Wind 120 deg-Service 7919.96 1887.40 1084.27 85563.51 -149110.20 -56.68
Job Page
' wer
1-5 & Highway 217 (BU 824674) 9 of 13
Project Date
Tower Engineering
Professionals TEP No. 37852.122902 11:17:35 06/27/17
326 Tiyon Road
Raleigh,NC 27603 Client
Phone:(919)661-6351 Crown Castle Designed by
FAX (919)661-6350 TSA
Load Vertical Shear, Shears Overturning Overturning Torque
Combination Moment,M, Moment,M
lb lb lb 1b711 lb ft lb ft
Dead+Wind 150 deg-Service 7919.96 1077.90 1898.43 150199.60 -84964.64 -132.07
Dead+Wind 180 deg-Service 7919.96 -20.43 2203.92 174642.61 1871.14 -172.47
Dead+Wind 210 deg-Service 7919.96 -1113.28 1918.86 152349.40 88128.70 -167.20
Dead+Wind 240 deg-Service 7919.96 -1907.82 1119.65 89289.97 150697.11 -117.26
Dead+Wind 270 deg-Service 7919.96 -2191.17 20.43 2360.97 172810.65 -35.49
Dead+Wind 300 deg-Service 7919.96 -1887.40 -1084.27 -85146.07 148546.87 56.34
Dead+Wind 330 deg-Service 7919.96 -1077.90 -1898.43 -149782.24 84401.82 133.19
1 Solution Summary
Sum of Applied Forces Sum of Reactions
Load PX PY PZ PX
Comb. lb lb lb PY PZ %Error
lb lb lb
1 0.00 -7919.96 0.00 -0.00 7919.96 -0.00 0.000%
2 87.76 -9503.95 -9468.54 -87.76 9503.95 9468.54 0.000%
3 87.76 -7127.96 -9468.54 -87.76 7127.96 9468.54 0.000%
4 4782.90 -9503.95 -8243.87 -4782.90 9503.95 8243.87 0.000%
5 4782.90 -7127.96 -8243.87 -4782.90 7127.96 8243.87 0.000%
6 8196.46 -9503.95 -4810.27 -8196.46 9503.95 4810.27 0.000%
7 8196.46 -7127.96 -4810.27 -8196.46 7127.96 4810.27 0.000%
8 9413.80 -9503.95 -87.76 -9413.80 9503.95 87.76 0.000%
9 9413.80 -7127.96 -87.76 -9413.80 7127.96 87.76 0.000%
10 8108.71 -9503.95 4658.27 -8108.71 9503.95 -4658.27 0.000%
11 8108.71 -7127.96 4658.27 -8108.71 7127.96 -4658.27 0.000%
12 4630.90 -9503.95 8156.11 -4630.90 9503.95 -8156.11 0.000%
13 4630.90 -7127.96 8156.11 -4630.90 7127.96 -8156.11 0.000%
14 -87.76 -9503.95 9468.54 87.76 9503.95 -9468.54 0.000%
15 -87.76 -7127.96 9468.54 87.76 7127.96 -9468.54 0.000%
16 -4782.90 -9503.95 8243.87 4782.90 9503.95 -8243.87 0.000%
17 -4782.90 -7127.96 8243.87 4782.90 7127.96 -8243.87 0.000%
18 -8196.46 -9503.95 4810.27 8196.46 9503.95 -4810.27 0.000%
19 -8196.46 -7127.96 4810.27 8196.46 7127.96 -4810.27 0.000%
20 -9413.80 -9503.95 87.76 9413.80 9503.95 -87.76 0.000%
21 -9413.80 -7127.96 87.76 9413.80 7127.96 -87.76 0.000%
22 -8108.71 -9503.95 -4658.27 8108.71 9503.95 4658.27 0.000%
23 -8108.71 -7127.96 -4658.27 8108.71 7127.96 4658.27 0.000%
24 -4630.90 -9503.95 -8156.11 4630.90 9503.95 8156.11 0.000%
25 -4630.90 -7127.96 -8156.11 4630.90 7127.96 8156.11 0.000%
26 0.00 -22899.45 0.00 -0.03 22899.45 -0.03 0.000%
27 5.33 -22899.45 -1164.85 -5.34 22899.45 1165.02 0.001%
28 585.09 -22899.45 -1011.46 -585.12 22899.45 1011.49 0.000%
29 1008.08 -22899.45 -587.04 -1008.12 22899.45 587.06 0.000%
30 1225.61 -22899.45 -5.33 -1225.81 22899.45 5.33 0.001%
31 1002.75 -22899.45 577.81 -1002.79 22899.45 -577.83 0.000%
32 575.86 -22899.45 1006.13 -575.88 22899.45 -1006.16 0.000%
33 -5.33 -22899.45 1164.85 5.32 22899.45 -1165.04 0.001%
34 -585.09 -22899.45 1011.46 585.11 22899.45 -1011.49 0.000%
35 -1008.08 -22899.45 587.04 1008.11 22899.45 -587.06 0.000%
36 -1225.61 -22899.45 5.33 1225.79 22899.45 -5.34 0.001%
37 -1002.75 -22899.45 -577.81 1002.78 22899.45 577.83 0.000%
- 38 -575.86 -22899.45 -1006.13 575.88 22899.45 1006.16 0.000%
39 20.43 -7919.96 -2203.91 -20.43 7919.96 2203.92 0.000%
40 1113.28 -7919.96 -1918.86 -1113.28 7919.96 1918.86 0.000%
41 1907.82 -7919.96 -1119.65 -1907.82 7919.96 1119.65 0.000%
42 2191.17 -7919.96 -20.43 -2191.17 7919.96 20.43 0.000%
43 1887.40 -7919.96 1084.27 -1887.40 7919.96 -1084.27 0.000%
44 1077.90 -7919.96 1898.43 -1077.90 7919.96 -1898.43 0.000%
45 -20.43 -7919.96 2203.91 20.43 7919.96 -2203.92 0.000%
� � Job Page
1-5 & Highway 217 (BU 824674) 10 of 13
Tower Engineering Project Date
Professionals TEP No. 37852.122902 11:17:35 06/27/17
326 Tryon Road
Raleigh,NC 27603 Client
Phone:(919)661-6351 Designed by
FAX:(919)661-6350 Crown Castle TSA
Sum of Applied Forces Sum of Reactions
Load PA' PY PZ PA' PY PZ %Error
Comb. lb lb lb lb lb lb
46 ' -1113.28 -7919.96 1918.86 1113.28 7919.96 -1918.86 0.000%
47 -1907.82 -7919.96 1119.65 1907.82 7919.96 -1119.65 0.000%
48 -2191.17 -7919.96 20.43 2191.17 7919.96 -20.43 0.000%
49 -1887.40 -7919.96 -1084.27 1887.40 7919.96 1084.27 0.000%
50 -1077.90 -7919.96 -1898.43 1077.90 7919.96 1898.43 0.000%
Non-Linear Convergence Results
Load Converged? Number Displacement Force
Combination of Cycles Tolerance Tolerance
1 Yes 4 0.00000001 0.00000001
2 Yes 5 0.00000001 0.00053721
3 Yes 5 0.00000001 0.00019925
4 Yes 6 0.00000001 0.00028920
5 Yes 6 0.00000001 0.00006826
6 Yes 6 0.00000001 0.00026578
7 Yes 6 0.00000001 0.00006077
8 Yes 5 0.00000001 0.00015091
9 Yes 5 0.00000001 0.00005697
10 Yes 6 0.00000001 0.00027163
11 Yes 6 0.00000001 0.00006416
12 Yes 6 0.00000001 0.00028788
13 Yes 6 0.00000001 0.00006938
14 Yes 5 0.00000001 0.00010036
15 Yes 5 0.00000001 0.00003851
16 Yes 6 0.00000001 0.00026175
17 Yes 6 0.00000001 0.00005960
18 Yes 6 0.00000001 0.00028418
19 Yes 6 0.00000001 0.00006666
20 Yes 5 0.00000001 0.00029086
21 Yes 5 0.00000001 0.00010697
22 Yes 6 0.00000001 0.00028009
23 Yes 6 0.00000001 0.00006707
24 Yes 6 0.00000001 0.00026460
25 Yes 6 0.00000001 0.00006214
26 Yes 4 0.00000001 0.00020068
27 Yes 5 0.00041021 0.00086763
28 Yes 6 0.00000001 0.00026299
29 Yes 6 0.00000001 0.00024862
30 Yes 5 0.00041281 0.00096444
31 Yes 6 0.00000001 0.00026520
32 Yes 6 0.00000001 0.00027124
33 Yes 5 0.00041239 0.00092378
34 Yes 6 0.00000001 0.00024340
35 Yes 6 0.00000001 0.00025480
36 Yes 5 0.00040734 0.00088912
37 Yes 6 0.00000001 0.00022563
38 Yes 6 0.00000001 0.00022333
39 Yes 4 0.00000001 0.00067223
40 Yes 5 0.00000001 0.00017654
41 Yes 5 0.00000001 0.00014995
42 Yes 4 0.00000001 0.00030019
43 Yes 5 0.00000001 0.00014290
44 Yes 5 0.00000001 0.00016171
45 Yes 4 0.00000001 0.00053461
46 Yes 5 0.00000001 0.00014599
for Job Page 1-5 & Highway 217 (BU 824674) 11 of 13
Tower Engineering Project Date
Professionals TEP No. 37852.122902 11:17:35 06/27/17
326 Tryon Road
Raleigh,NC 27603 Client
Designed by
Phone:(919)661-6351
Crown Castle TSA
FAX: (919)661-6350
47 Yes 5 0.00000001 0.00016917
48 Yes 4 0.00000001 0.00035033
49 Yes 5 0.00000001 0.00014922
50 Yes 5 0.00000001 0.00013383
Maximum Tower Deflections - Service Wind
Section Elevation Horz. Gov. Tilt Twist
No. Deflection Load
ft in Comb. °
L 1 98-63 26.769 46 2.465 0.011
L2 65.5-30.5 11.762 46 1.809 0.004
L3 34-0 2.966 46 0.812 0.001
Critical Deflections and Radius of Curvature - Service Wind
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
ft Comb. in ° ft
98.00 (2)3"x 6"SideLight 46 26.769 2.465 0.011 11507
Maximum Tower Deflections - Design Wind
Section Elevation Horz. Gov. Tilt Twist
No. Deflection Load
ft in Comb. °
L 1 98-63 114.852 16 10.626 0.046
L2 65.5-30.5 50.633 16 7.805 0.018
L3 34-0 12.795 16 3.504 0.006
Critical Deflections and Radius of Curvature Design Wind
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
ft Comb. in ° ft
98.00 (2)3"x 6"SideLight 16 114.852 10.626 0.047 2843
Compression Checks
Pole Design Data
tnxTower Job Page
1-5 & Highway 217 (BU 824674) 12 of 13
Project Date
Tower Engineering
Professionals TEP No. 37852.122902 11:17:35 06/27/17
326 Tryon Road
Raleigh,NC 27603 Client
Designed by
Phone:(919)661-6351
FAX. (919)661-6350 Crown Castle TSA
Section Elevation Size L Lu Kl/r A Pu 4Pn Ratio
No.
Pu
ft f ft in2 lb lb rap
L1 98-63(I) TP19.071x13.75x0.188 35.00 0.00 0.0 11.012 -3289.95 818126.00 0.004
L2 63-30.5(2) TP23.638x18.316x0.188 35.00 0.00 0.0 13.639 -5701.46 956996.00 0.006
4.8.2(1.01 CR)-2
L3 30.5-0(3) TP27.9x22.731x0.25 34.00 0.00 0.0 21.940 -9490.24 1479940.00 0.006
Pole Bending Design Data
Section Elevation Size Mux 4M, Ratio Mr rpMn Ratio
No. Mux y M v
ft lb ft lb-ft 4,Mu,, lb-ft lb-ft ()My
Ll 98-63(1) TP19.071x13.75x0.188 212149.17 310589.17 0.683 0.00 310589.17 0.000
L2 63-30.5(2) TP23.638x18.316x0.188 454502.50 450865.00 1.008 0.00 450865.00 0.000
L3 30.5-0(3) TP27.9x22.731x0.25 759359.17 840475.00 0.903 0.00 840475.00 0.000
Pole Shear Design Data
Section Elevation Size Actual 4V„ Ratio Actual 4,T Ratio
No. V V T Tu
ft lb lb 4 Vn lb ft lb:ft OT.
L1 98-63(1) TP19.071x13.75x0.188 7027.24 409063.00 0.017 716.92 621937.50 0.001
L2 63-30.5(2) TP23.638x18.316x0.188 8328.27 478498.00 0.017 700.60 902833.33 0.001
L3 30.5-0(3) TP27.9x22.731x0.25 9544.52 739971.00 0.013 697.40 1683000.00 0.000
Pole Interaction Design Data
Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria
No. Pu M x M,„ Vu T Stress Stress
ft vi,„ itMz oM„v 4„Vn 4,,,Tn Ratio Ratio
Ll 98-63(1) 0.004 0.683 0.000 0.017 0.001 0.687 1.000 4.8.2
L2 63-30.5(2) 0.006 1.008 0.000 0.017 0.001 1.014 1.000 4.8.2
L3 30.5-0(3) 0.006 0.903 0.000 0.013 0.000 0.910 1.000 4.8.2
� �werJob Page
1-5 & Highway 217 (BU 824674) 13 of 13
Tower Engineering Project Date
Professionals TEP No. 37852.122902 11:17:35 06/27/17
326 Tiyon Road
Raleigh,NC 27603 Client Designed by
Phone:(919)661-6351 Crown Castle
FAX: (919)661-6350 TSA
Section Capacity Table
Section Elevation Component Size Critical P ()Pana„, % Pass
No. f Type Element lb lb Capacity Fail
L1 98-63 Pole TP19.071x13.75x0.188 1 -3289.95 818126.00 68.7 Pass
L2 63-30.5 Pole TP23.638x18.316x0.188 2 -5701.46 956996.00 101.4 Pass'
L3 30.5-0 Pole TP27.9x22.731x0.25 3 -9490.24 1479940.00 91.0 Pass
Summary
Pole(L2) 101.4 Pass'
Rating= 101.4 Pass'
Notes:
1) A structure rating of 105%or less is within engineering tolerances and considered acceptable.
Program Version 7.0.5.1-2/1/2016 File:C:/Users/tsashani/Desktop/In Progress/37852/73647_122902_8246741-5&Highway 217 SA/tnxTower/824674 LC5.eri
201
98-ft Monopole Tower Structural Analysis Report June 27,CCI BU No 824674 7
TEP Project Number 37852.122902, Application 395487, Revision 0
Page 7
APPENDIX B
BASE LEVEL DRAWING
tnxTower Report-version 7.0.5.1
' l
AI
48
g
I
- (PROPOSED)
/ (1) 1-3/5" TO 98 FT LEVEL
.." N Q (INSTALLED)
/ / " • (1) 5/16" TO 98 FT LEVEL
/ / \ %. (16) 7/8" TO 98 FT LEVEL
•••
I 1 Q4 Q1 1 • •
Q3 Q2 / 1 6 ' (INSTALLED)
(1) 1/2" TO 101 FT TOWER LIGHTING
\ / /
\ N -..... ,,.- �
\ /
i
•
CLIMBING PEGS
W/ SAFETY CLIMB
BUSINESS UNIT: 824674 TOWER ID: C_BASELEVEL
,2017
98-ft Monopole Tower Structural Analysis Report CC/BJuneU No27824674
TEP Project Number 37852.122902,Application 395487, Revision 0 Page 8
APPENDIX C
ADDITIONAL CALCULATIONS
tnxTower Report-version 7.0.5.1
Square, Stiffened / Unstiffened Base Plate, Any Rod Material - Rev. F /G
Assumptions: 1)Rod groups at corners. Total#rods divisible by 4. Maximum total#of rods=48(12 per Corner).
2)Rod Spacing=Straight Center-to-Center distance between any(2)adjacent rods(same corner)
3)Clear space between bottom of leveling nut and top of concrete not exceeding(1)*(Rod Diameter)
Site Data Base Reactions
BU#: 824674 TIA Revision: G
Site Name: 1-5&Highway 217 Factored Moment,Mu: 759 ft-kips
App#: 395487, Rev. 0 Factored Axial, Pu: 10 kips
Anchor Rod Data Factored Shear,Vu: 10 kips
Eta Factor, r) 0.5 TIA G(Fig.4-4)
Qty: 8
Diam: 2.25 in Anchor Rod Results
Rod Material: A615-J' : TIA G-->Max Rod(Cu+Vu/r)): 133.7 Kips
Yield, Fy: 75 ksi Axial Design Strength, cD*Fu*Anet: 260.0 Kips
Strength, Fu: 100 ksi Anchor Rod Stress Ratio: 51.4% Pass
Bolt Circle: 35 in
Anchor Spacing: 6 in
Plate Data Base Plate Results Flexural Check PL Ref. Data
W=Side: 34 in Base Plate Stress: 33.4 ksi Yield Line(in):
Thick: 2.25 in PL Design Bending Strength, cD*Fy: 45.0 ksi 20.18
Grade: 50 ksi Base Plate Stress Ratio: 74.1% Pass Max PL Length:
Clip Distance: 0 ; in 20.18
N/A-Unstiffened
Stiffener Data(Welding at both sides) Stiffener Results
Configuration: Unstiffened Horizontal Weld : N/A
Weld Type: ** Vertical Weld: N/A
Groove Depth: <--Disregard Plate Flex+Shear,fb/Fb+(fv/Fv)^2: N/A
Groove Angle: <--Disregard Plate Tension+Shear,ft/Ft+(fv/Fv)^2: N/A
- Fillet H.Weld: in Plate Comp. (AISC Bracket): N/A
- Fillet V.Weld: in Pole Results
Width: in Pole Punching Shear Check: N/A
Height: in
Thick: in Max PL Length
Notch: in
eld Line
Grade: ksi # Anehcrs�
Weld str.: ksi at corner=
�5t St = BASE PL
OB/4I; I,�
A � THICKNESS
�� tAOGhOr, Typ.
f je>------ ' STIFFENED CONFeCURATION
Q / ° ASSUMED IN TOOL
/ \\
B.c.
Pole Data {
/:1/ 1•
I�
Diam: 27.9 in / t•, // i
I
Thick: 0.25 in ,.‘,-\c-',//., / f ;' // Input fa:ear Sure
�. at B C for Single
Grade: 60 ksi //
Anchor- Lose
#of Sides: 18 °0"IF Round � '�'
o � I
-7, Pole w/
O F DIAM = D I
hs I I Anchor SpacIng Same As
S+,ffee :pacing,
V/ �1 -1, Except for SI ale Corner
iAnchor (Input Clear Spacer
**Note:for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes
CCIplate v2.0 Analysis Date: 6/27/2017
T O W E PASS PASS
I-5&Highway 217(BU 824674)
ENG NEERING
PROFESSIONALS Results Summary: LC1 LC2 TEP#: 37852.122902
Soil Interaction: N/A N/A Analysis: TDV 6/27/2017
Drilled Caisson Tool-Input Foundation Structural: 49.3% 6.9% Check: TSA 6/27/2017
Code Revisions: :
Tower Type:14L-t,1-1,,,L0
LC1 LC2 Shaft Information
Moment: kip-ft Diameter: ft
Axial(download):a kip Projection: ft
Shear: kip Caisson Length: ft
Axial(uplift): kip f'c: s ksi
Max EC: 0.003 in/in
Cage 1 Reinforcement
Tie Bar Size: (fy=60.0 ksi)
Clear Cover to Tie: in(Cage 0=42.00m)
Tie Bar Spacing:,2,1,7,:c in
Vertical Bar Size:'
Vertical Bar Quantity: (p=0.983%)
fy: a ksi
E: € ksi
COPIF:
NE R ER 1-5&Highway 217(BU 824674)
PRo�so�
TEP#: 37852.122902
Analysis: TDV 6/27/2017
Reinforcement Capacity Check: TSA 6/27/2017
2.5
•
• 1.5 - •
• •
1.0 -
0.5 -
• •
0.0 -
-2.5 -2,0 -1.5 -1.0 -0.5 0 0 0.5 1.0 1.5 0 2 5
• •
-0.5
• -1.0 -
•
• -1.5 - •
•
2.5
LC1 LC2
Vu= 9.5 9.5 kip
Vc= 229.5 230.3 kip
fy,tie= a r Vs= 48.9 48.9 kip
4Vn= 208.8 209.4 kip
Capacity= 4.6% 4.6%
PASS PASS
LC1 LC2
Mu= 759.4 107.6 kip-ft
4Mn= 1540.2 1558.3 kip-ft
Capacity= 49.3% 6.9%
PASS PASS
I M 1 1
I I I
1 I f I I I
•
Pad& Pier Monopole Foundation with Piles
Site Name: 1-5 &Highway 217
Site Number: BU 824674
TEP#: 37852.122902
Calcs By: TDV Date: 6/27/2017
Checked By: TSA Date: 6/27/2017
Pad Structural Check
Pier Shape= Round
DPIEP.-..... 1
DPIER= 4 ft ( As In^2
LPIER= 3 ft ( /ft) 0.527
tPAD= 2 ft PIER
Fy(ksi) 60
DPILE= 1 ft f —, — — b(in) 12
Loc= 9 ft A • d (in) 21
tP�n Fc(ksi) 4
LPAD=
10.5 ft A _
n= 4 <__#Piles ' r
`^I length pier to piles (ft) 2.5
Pile Capacity= 97.5 k Force in pile(Kip) 84.1
DP1LE->-4 p=
P(unfactored)= 7.92 k .-_._ _i_nc—_ a 9.3
, c 0.387
M+(V*(tpad+Lpier))= 807,01 k-ft —_.__.__.._Lr'an
Moment(K*ft)/ft 40.1
0.9*Mn (K*ft)/ft 48.9
Lpier above grade= 1 ft
WCONC= 46.5 k Soil Unit Wt= 115 psf %Capacity . li,,
Wsoil= 27.0 k WCONC uplift= 34.9 k
FP=WCONC+Wsoil+P Wsoil uplift= 20.2 k Pile to Pad Connection
FP= 82.9 k FP uplift= 62.2 k Bar size 5
R= P/n±M/V2*Loc
Number of Bars 4
Fy(ksi) 60
Area of Bar 0.31
Tension= 47.9 k
Compression= 84.1 k Tension= 66.96
a
Capacity= 4 ,
Capacity 444441-1- I
6/21/2017 Design Maps Summary ReportGS Design Maps Summary Report
User-Specified Input
Report Title 7
Wed8246lune4 21,2017 18:54:40 UTC
Building Code Reference Docu•
ment 2012/2015 International Building Code
(which utilizes USGS hazard data available in 2008)
Site Coordinates 45.41983°N, 122.74576°W
Site Soil Classification Site Class D — "Stiff Soil"
I
Risk Category /II /II
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a
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-USGS-Provided Output
SS = 0.974 g SMS = 1.082 g Sos = 0.721 g
S1 = 0.422 g SMl = 0.665 g SD1 = 0.444 g
For information on how the SS and Si values above have been calculated from probabilistic (risk-tathrgeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to e application and
select the"2009 NEHRP"building code reference document.
Response Spectrum Lesegn ReSP42r1Se Sptrurr,
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•Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the
accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge.
https://earthquake.usgs.gov/designmaps/us/summary.php?tem plate=minimal&latitude=45.4198258,1ongiiude=-122.745761111111&siteclass=3&riskcategory=08,e... 1/1