Report • •• •• •• • • • • ••
• • • • • • • • • • • • • •
• • •• •• • • • • (f\_
Q
Date: May 20, 2015 •• A • ••• • ••• UN 2 5 2 15•
Sophia Yun ••• : , GI,4D
p Tower�ngineex �VIS�pI\j
Crown Castle 326 Tryon Road
12725 Morris Road Extension, Suite 400 ••• ••• RaIeigq, Nc.27FQ3
Alpharetta, GA 30004 : : (419) 611311
(678) 259-2254 : : (31 oYvr a ter rpup.riet
• ••• • • • • • ••
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: 334169
Crown Castle Work Order Number: 1061995
Crown Castle Application Number: 294277 Rev. 1
Engineering Firm Designation: TEP Project Number: 37852.33058
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 Sophia Yun,
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 788203, in
accordance with application 294277, 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:
LC5: Existing+ Proposed Equipment Sufficient Capacity
Note:See Table I and Table II for the proposed and existing loading,respectively.
The 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 11 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 r I ontinuing professional
services to you and Crown Castle. If you have any questions or need further a e on this or any other
projects please give us a call.
�� K )
Structural analysis prepared by: Thomas P. Garrighan, E.I./ DTS
Ot;
Respectfully submitted by: ( ` 87986PE {
OREGON
Graham M. Andres, P.E.
Electronic Copy
EXPIRES: 12/31/15
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• • • • • • • • • • • • • •
• • •• •• • • • • • • May 20, 2015
98-ft Monopole Tower Structural Analysis :•: : : :•• : : :C(�`•I BU No 824674
TEP Project Number 37852.33058,Application 294277, Revision 1 ' ' ' • • ' • •• Page 2
TABLE OF CONT ugNT • ••• •••• ••••
• • • • • • •
4 1) INTRODUCTION ••• •• •'• • ••• •••
2) ANALYSIS CRITERIA
••• ••• •• ••
Table 1 - Proposed Antenna and Cable Ipfornptic:1
Table 2- Existing Antenna and Cable Infprmapon••• ••• •• • •
Table 3- Design Antenna and Cable InfdfmdtitTh •
3) ANALYSIS PROCEDURE
Table 4- Documents Provided
3.1) Analysis Method
3.2) Assumptions
4) ANALYSIS RESULTS
Table 5- Section Capacity(Summary)
Table 6-Tower Component Stresses vs. Capacity
4.1) Recommendations
5) APPENDIX A
tnxTower Output
6) APPENDIX B
Base Level Drawing
7) APPENDIX C
Additional Calculations
tnxTower Report-version 6.1.4.1
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: •. ..� • • • .. . May 20, 2015
98-ft Monopole Tower Structural Analysis •�• • • •• •• • XGI BU No 824674
TEP Project Number 37852.33058,Application 294277, Revision 1 • •' Page 3
•1) INTRODUCTION �• ••� •• •••
. . . • • . • .. •
• • .. • • • • • • •••
This tower is a 98-ft monopole tower manufactured by Summit�4antifacturing ,'Ins. 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-1991 for the appurtenances listed in Table 3. TEP did Nityisjt the §ite. QII ipfornAtion 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 93 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: Rigorous 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, and grasslands.
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=0.974).
Table 1 - Proposed Antenna and Cable Information
Center
Mounting Line Number ' Antenna Number Feed
of Antenna Model of Feed Line Note
Level (ft) Elevation Antennas Manufacturer Lines Size(in)
(ft)
6 Andrew ETM19V2S12UB �!
98.0 101.0 3 Commscope SBNH Pipe
w/ Mount Pipe
t P
tnxTower Report-version 6.1.4.1
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• • •• •• • • •• • May20, 2015
•98-ft Monopole Tower Structural Analysis •' • • •'• • • tC:I BU No 824674
TEP Project Number 37852.33058,Application 294277, Revision 1 • • • • • • Page 4
Table 2- Existing Antenna and Cable Information ••• ••• ••• ••• •- •••
Center I • • •• •• •• ••- ' • ••
Mounting Line Number Antenna • • Nj.CQb2r• Feed l�•
Level (ft) Elevation of Manufacturer Antenna Model of Feed Line Note
(ft) Antennas Lines Size (in)
••• ••• • v .•
3 Andrew TfM9BX-651o�R2M• •• • •
101.0 _ :N1 quint pp • • • ••
1 Andrew E15S08P80
r HBX-3319DS-A1 M
98.0 99.0 1 Andrew w/Mount Pipe - - 1
1 Andrew E15S08P80 I I
5 Andrew TMBXX-6516-R2M
w/Mount Pipe
98.0 1 Andrew — 0 J
1 1 Tower Mounts Platform Mount [LP 601-1] 16 7/8 2
89.0 1 Andrew VHLP2-23
3 1 1/4
3 Kathrein _ 840 10057
85.0 86.0 3 I I 3/8 2
1 3 Nextnet Wireless BTS-2500 - 1 1/2
85.0 4 Tower Mounts Pipe Mount[PM 601-1]
Notes:
1) Existing equipment;to be removed
2) Existing 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)
98.0 98.0 I 12 Decibel DB978 -
85.0 85.0 I 1 Generic r 4-ft Dish w/ Radome -
_ 50.0 I 50.0 I 1 Generic 4-ft Dish w/ Radome - I -
3) ANALYSIS PROCEDURE
Table 4- Documents Provided _
Document Remarks Reference Source
Geotechnical Report Dames and Moore I 3510067 I CCISites J
Tower Foundation Drawings Miller Consulting Engineers I 3510066 I CCISites
LTower Manufacturer Drawings 1 Paul J. Ford&Company 3510068 —I CCISites
3.1) Analysis Method
tnxTower (version 6.1.4.1), 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.
tnxTower Report-version 6.1.4.1
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• • ••' •• • • •• • • May 20, 2015
98-tt Monopole Tower Structural Analysis • • :'• : : CCt BU No 824674
TEP Project Number 37852.33058,Application 294277, Revision 1 • • • • • •• Page 5
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3.2) Assumptions • •. ••• •. •• •• •
•• • •
• • • • • •
1) The tower and foundation were built in accordance with the manufacturetisspeeifications.
2) The tower and foundation have been maintained in accordance with the manufacturer's
specification.
•
3) The configuration of antennas, transmission cables, to(Vs acct oVhlr appurtenances are as
specified in Tables 1 and 2, and"Appendix B—Bise LgvehB�avgirl�" ••
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) Component Type Size Critical P(lb) 4,Pei,5(lb) Pass/Fall
No. Element Capacity
L1 98-63 Pole TP19.071x13.75x0.188 1 r-3337 818126 54.4 Pass
L2 63-30.5 ( Pole TP23.638x18.316x0.188 2 ( -5658 956996 85.8 [ Pass
L3 30.5-0 Pole I TP27.9x22.731x0.25 3 -9383 1479940 79.8 I Pass
Summary I
I Pole(L2) 85.8 I Pass
—I RATING= 85.8 Pass
Table 6-Tower Component Stresses vs. Capacity
Notes Component Elevation (ft) %Capacity Pass/ Fail
1 Anchor Rods - 45.1 I Pass
1 T Base Plate - 65.0 Pass
1 TBase Foundation Soil Interaction - 78.4 Pass
1 r Base Foundation Structural 60.0 Pass
Structure Rating(max from all components)= 85.8%
Notes:
1) See additional documentation in"Appendix C-Additional Calculations"for calculations supporting the%capacity listed.
tnxTower Report-version 6.1.4.1
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• • •.• •• • • • •• May 20, 2015
98-ft Monopole Tower Structural Analysis •• • • • •• • • C BU No 824674
TEP Project Number 37852.33058,Application 294277, Revision 1 •• Page 6
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4.1) Recommendations • • • • • • • •• •
• •• ••• •• •• •• •• • • ••
• • • • • • • •
1) If the load differs from that described in Tables'l•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 ca•••it • •cry e•e lis n••• d proposed loads.
) P$ � YN 4 � m . 3 Q 9 � P P
No modifications are required at this time. • • ••• ••• •• • •
• •
tnxTower Report-version 6.1.4.1
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•• ••• • • •• • • •• May 20, 2015•
98-ft Monopole Tower Structural Analysis •• • • ••• •• • (••CCBU No 824674
TEP Project Number 37852.33058,Application 294277, Revision 1 • • • • • • •• Page 7
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APPENDIX A
TNXTOWER OUTPUT
tnxTower Report-version 6.1.4.1
98.0f1
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• • •• •• • • • • • •
:•: • DaSIGIV6APPUATINANChh2OADING
. • . • . ..
TYPE ELEVATION TYPE ELEVATION
(2)3'x6'Sidelight 98 Platform Mout[LP 601-1] 98
2.4"Dia x 4-ft Mout Pipe 98 940 10057 85
SBNHH-1D65C 4E/14 Pile • 9`r• er-!; 4410057r. 85
SBNHH.1D65C wAMoffit P.. • 9$ • • • 8408100570• 85
SBNHH-11)65C 41oftt PiQe 941 : : B1125005 : 85
(2)ETM19V2S12UB• • 98• • «00 • 85
(2)ETM19V2S12UB 9e BTS-2500 85
R o g (2)ETM19V2S12UB 9e Pipe Mount[PM 601-31 85
N ^i (2)2.4-Dia x6'Molt giir ••• 91_ • •• Pipialout[PM 601-1J 85
(5)2.4 Dia.x S Mount•ipe • N• • • •VHIP2-88 85
(2)2.4"Dia.x(i Mounlipe • • S•• ••• • •
• • • • • • • • • •
• ••• • MATfRIALS'11tNGTH
GRADE Fy Fu GRADE Fy Fu
A607-65 66 Igi 80 kel - A807-60 60(Si 75 I•i
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 93 mph basic wind in accordance with the TIA-222-G Standard.
63.0 ft 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 0.000 ft
8. TOWER RATING:85.8%
m m § 0
Fj
/ - - 30.5 ft
ALL REACTIONS
ARE FACTORED
1.
I AXIAL
21362 lb
SHEAR MOMENT
1334 lb r ` 106158 lb-ft
TORQUE 207 lb-ft
30 mph W1ND-1.000 in ICE
AXIAL
9395 lb
SHEAR / \ MOMENT
888716 664875 lb-ft
0.0 ft
TORQUE 1270 lb-ft
r REACTIONS-93 nph WIND
`0 8 /
m J z2 o a y( s
r- to
Tower Engineering Professionals bb:1-5&Highway 217(BU 824674)
fi 326 Tryon Road Pmt 7EPNb 37852.33058
Raleigh,NC 27603 Clem. Crown Castle Drawn b)'tgarrighan Appd:
Tower Engineering Professions Phone:(919)661-6351 Code' TIA-222-G Date:05/20/15 Scale: NTS
FAX:(919)661-6350 Path:c:Uewsuunrlsseu Deaktoomrr37852's24674 Lc5.er D"s No.E-1
tnxTower Job • • •• •• • •' ' ' • :P4e
15 & Highway 2:1`�:(�U 814674.• •• • 1 of 6
• • • ••
Tower Engineering Project Date
Professionals TEP No. 37852.33058 • •••• ••13:22:38 05/20/15•
•326 Tryon Road •• • •••• • • • • •• •••
Raleigh,NC 27603 Client • ; • • • • :• designed by
Fs Phone:(919)661-6351 Crown Castle ••• •
FAX:(919)661-6350 tgarrighan
••• •••• • • •• ••
• •
• • •
• • 1•• ••• •• • •
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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 H.
Exposure Category C.
Topographic Category 1.
Crest Height 0.000 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.
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 Treat Feedline Bundles As Cylinder
Consider Moments-Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules
Consider Moments-Diagonals '1 Assume Rigid Index Plate Calculate Redundant Bracing Forces
Use Moment Magnification Ni Use Clear Spans For Wind Area Ignore Redundant Members in FEA
Ni Use Code Stress Ratios Use Clear Spans For KL/r SR Leg Bolts Resist Compression
J Use Code Safety Factors-Guys Retension Guys To Initial Tension All Leg Panels Have Same Allowable
Escalate Ice 'I Bypass Mast Stability Checks Offset Girt At Foundation
Always Use Max Kz 4 Use Azimuth Dish Coefficients '/ Consider Feedline Torque
Use Special Wind Profile Ai Project Wind Area of Appurt. Include Angle Block Shear Check
Include Bolts In Member Capacity Autocalc Torque Arm Areas Poles
Leg Bolts Are At Top Of Section SR Members Have Cut Ends 4 Include Shear-Torsion Interaction
Secondary Horizontal Braces Leg Ni Sort Capacity Reports By Component Always Use Sub-Critical Flow
Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted Sockets
Add IBC.6D+W Combination Use TIA-222-G Tension Splice Capacity
Exemption
Tapered Pole Section Geometry
Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade
Length Length of Diameter Diameter Thickness Radius
• ft ft ft Sides in in in in
Ll 98.000-63.000 35.000 2.500 18 13.750 19.071 0.188 0.750 A607-65
(65 ksi)
L2 63.000-30.500 35.000 3.500 18 18.316 23.638 0.188 0.750 A607-65
(65 ksi)
L3 30.500-0.000 34.000 18 22.731 27.900 0.250 1.000 A607-60
Job • ii :4. it• • . • i • • :Pipe
tnxTower 1-5& Highway 1�(� lJ 8674 : 2 of 6
•Tower Engineering Project Date
Professionals TEP No. 37852.3 3058 • ••••• ••13:22:38 05/20/15•
•326 T r y o n Road • t_. • • •• • •` ••
Raleigh,NC27603 Client ; • •• • : • designed by
•Phone:(919)661-6351 Crown Cast(!° • • ••• •
FAX:(919)661-6350 tgarrighan
••• •_• • • •• ••
• • • • • _ • • •
Section Elevation Section Splice Number Top Bottom •Wae'••• ••Ben4• •Pde Grade
Length Length of Diameter Diameer •rlIkkRee? :R4diys : :••
ft ft ft Sides in in in in
(60 ksi)
Tapered Pole Properties
Section Tip Dia. Area 1 r C 1/C J It/Q w w/t
in in2 in° in in in3 in4 in2 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 Mult. Double Angle Double Angle
Elevation Area Thickness Al Factor Stitch Bolt Stitch Bolt
• (per face) A, Spacing Spacing
Diagonals Horizontals
ft ft2 in in in
LI 1 1 1
98.000-6 63.000
L2 1 1 1
63.000-30.500
L3 1 I 1
30.500-0.000
Feed Line/Linear Appurtenances - Entered As Area
Description Face Allow Component Placement Total C,,AA Weight
or Shield Type Number
Leg ft .ft?/h Plf
LDF5-50A(7/8 FOAM) B No Inside Pole 98.000-0.000 16 No Ice 0.000 0.330
1/2"Ice 0.000 0.330
I"Ice 0.000 0.330
F•••
LDF1-50A(1/4") B No Inside Pole 85.000-0.000 3 No Ice 0.000 0.060
1/2"Ice 0.000 0.060
I"Ice 0.000 0.060
LDF2-50(3/8") B No Inside Pole 85.000-0.000 3 No Ice 0.000 0.080
1/2"Ice 0.000 0.080
1"Ice 0.000 0.080
LDF4-50A(1/2") B No Inside Pole 85.000-0.000 1 No Ice 0.000 0.150
1/2"Ice 0.000 0.150
1"Ice 0.000 0.150
4"Flexible Conduit B No Inside Pole 85.000-0.000 2 No Ice 0.000 1.214
1/2"Ice 0.000 1.214
1"Ice 0.000 1.214
• 1/2"Cable(Lights) B No Inside Pole 98.000-0.000 1 No Ice 0.000 0.400
1/2"Ice 0.000 0.400
1"Ice 0.000 0.400
srsr
- Safety Line 3/8 C No CaAa(Out Of 98.000-10.000 1 No Ice 0.037 0.220
Face) 1/2"Ice 0.137 0.750
tnxTower
Job • • : : ale
1-5& Highway 2� �(f ill 824b74� 3 of 6
Tower Engineering
Project Date
Professionals TEP No. 37852.33058 ••13:22:38 05/20/15•
•326 Tryon Road • •_•..� • • • • • • ••
Raleigh,NC 27603 Client • • • : : : : • Resigned by
- Phone:(919)661-6351 Crown Castle • • •'• • tgarrighan
FAX:(919)661-6350
••• ••• • •• ••
• • • • t • • •
Description Face Allow Component Placement Total • • •••C •• •Weight
or Shield Type Number • ... •• • • • •••
Leg ft ft2ifl plf
I"Ice 0.238 1.280
Step Pegs(5/8"SR)7-in. C No CaAa(Out Of 98.000-10.000 1 No Ice 0.035 0.487
w/30"step Face) 1/2"Ice 0.135 1.006
1"Ice 0.235 2.065
Feed Line/Linear Appurtenances Section Areas
Tower Tower Face AR A, CAAA CAA Weight
Section Elevation In Face Out Face
ft ft2 ft2 ft2 ft2 lb
LI 98.000-63.000 A 0.000 0.000 0.000 0.000 0
B 0.000 0.000 0.000 0.000 265
C 0.000 0.000 0.000 2.538 25
L2 63.000-30.500 A 0.000 0.000 0.000 0.000 0
B 0.000 0.000 0.000 0.000 282
C 0.000 0.000 0.000 2.356 23
L3 30.500-0.000 A 0.000 0.000 0.000 0.000 0
B 0.000 0.000 0.000 0.000 265
C 0.000 0.000 0.000 1.486 14
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 ft2 ft2 ft2 ft2 lb
LI 98.000-63.000 A 2.185 0.000 0.000 0.000 0.000 0
B 0.000 0.000 0.000 0.000 265
C 0.000 0.000 0.000 33.121 351
L2 63.000-30.500 A 2.069 0.000 0.000 0.000 0.000 0
B 0.000 0.000 0.000 0.000 282
C 0.000 0.000 0.000 30.755 326
L3 30.500-0.000 A 1.850 0.000 0.000 0.000 0.000 0
B 0.000 0.000 0.000 0.000 265
C 0.000 0.000 0.000 18.455 185
Feed Line Center of Pressure
Section Elevation CPx CPc CPx CPZ
Ice Ice
ft in in in in
LI 98.000-63.000 -0.088 0.051 -0.623 0.360
L2 63.000-30.500 -0.089 0.051 -0.699 0.404
L3 30.500-0.000 -0.059 0.034 -0.522 0.301
Job : • t.' :
Job • • • • • • • • • • • • 4asie
tnxTower • • •• ••• •• •• • •• •
1-5 •& Highway 2�7:(E4J 8246741•• • • • •a 5 of 6
•• • • • • • ••
Tower Engineering Project Date
TEP No. 37852.33058 13:22:38 05/20/15
Professionals •• • ••• • .••
326 Tryon Road • • • • • • • ••
• • •• • • • • • • ••
Raleigh,NC27603 Client ' ' • ' ' ' designed b
• Phone:(919)661-6351 Crown Castle•
•• • ••• • 9 by
FAX:(919)661-6350 tgarrighan
••• ••• • • •• ••
• •
Description Face Offset Offsets: Azimuth Placement t ;••C•4.• •• C4,,• Weight
or Type Horz Adjustment • ••• ••'Fr•n• • •S iaV'
Leg Lateral
Vert
ft ft ft2 ft2 lb
ft
ft
BTS-2500 A From Leg 1.000 0.000 85.000 No Ice 2.120 0.957 35
0.000 1/2"Ice 2.323 1.119 48
1.000 1"Ice 2.534 1.291 64
BTS-2500 B From Leg 1.000 0.000 85.000 No Ice 2.120 0.957 35
0.000 1/2"Ice 2.323 1.119 48
1.000 1"Ice 2.534 1.291 64
BTS-2500 C From Leg 1.000 0.000 85.000 No Ice 2.120 0.957 35
0.000 1/2"Ice 2.323 1.119 48
1.000 1"Ice 2.534 1.291 64
Pipe Mount[PM 601-3] C None 0.000 85.000 No Ice 4.390 4.390 195
1/2"Ice 5.480 5.480 237
1"Ice 6.570 6.570 280
Pipe Mount[PM 601-1] C None 0.000 85.000 No Ice 3.000 0.900 22
1/2"Ice 3.740 1.120 26
1"Ice 4.480 1.340 31
sat:
Dishes
Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight
or Type Type Horz Adjustment Beam Diameter Area
Leg lateral Width
Vert
ft ° ° ft it ft2 lb
VHLP2-23 B Paraboloid From 1.000 60.000 85.000 2.180 No Ice 3.730 30
w/Shroud(HP) Leg 0.000 1/2"Ice 4.020 50
4.000 1"Ice 4.310 70
I- Compression Checks
Pole Design Data
Section Elevation Size L L Kl/r A P. SP„ Ratio
No. P.
ft it ft in2 lb lb .p
Ll 98-63(1) TP19.071x13.75x0.188 35.000 0.000 0.0 11.012 -3337 818126 0.004
L2 63-30.5(2) TP23.638x18.316x0.188 35.000 0.000 0.0 13.639 -5658 956996 0.006
L3 30.5-0(3) TP27.9x22.731x0.25 34.000 0.000 0.0 21.940 -9383 1479940 0.006
Pole Bending Design Data
Job • • • • • • • • • • • • ••Pape
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tnxTower ••
1-5& Highway 2�7:(�ll 82if67c• • •• 6 of 6
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Tower Engineering Project Date
Professionals TEP No. 37852.33058 ••••• •13:22:38 05/20/15
•326 Tryon Road •
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Raleigh,NC 27603 Client • • • •• • • . designed by•. Phone:(919)661-6351 Crown Castle • • ... • t arri han
FAX:(919)661-6350 9 9
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Section Elevation Size M., tM„. Ratio • il•,• ••i roir. •�tio
No. w< ••• • • Mr
Jt lb ft lb ft ¢ΡM. lb ft lb ft •M„,
LI 98-63(1) TPI9.071x13.75x0.188 167731 310589 0.540 0 310589 0.000
L2 63-30.5(2) TP23.638x18.316x0.188 383992 450865 0.852 0 450865 0.000
L3 30.5-0(3) TP27.9x22.731x0.25 664875 840475 0.791 0 840475 0.000
Pole Shear Design Data
Section Elevation Size Actual 4,V„ Ratio Actual $T Ratio
No. V V T. T
ft lb lb QV lb-ft lb ft OT,
LI 98-63(1) TPI9.071x13.75x0.188 6140 409063 0.015 804 621938 0.001
L2 63-30.5(2) TP23.638x18.316x0.188 7567 478498 0.016 718 902833 0.001
L3 30.5-0(3) TP27.9x22.731x0.25 8899 739971 0.012 654 1683000 0.000
Pole Interaction Design Data
Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria
No. P. M,� M., V. T Stress Stress
ft V. 01.. $M„,, $V .T„ Ratio Ratio
LI 98-63(1) 0.004 0.540 0.000 0.015 0.001 0.544 1.000 4.8.2
L2 63-30.5(2) 0.006 0.852 0.000 0.016 0.001 0.858 1.000 4.8.2
L3 3a5-00) 0.006 0.791 0.000 0.012 0.000 0.798 1.000 4.8.2
Section Capacity Table
Section Elevation Component Size Critical P oP„rww % Pass
No. ft Type Element lb lb Capacity Fail
LI 98-63 Pole TPI9.071xI3.75x0.188 1 -3337 818126 54.4 Pass
L2 63-30.5 Pole TP23.638x18.316x0.188 2 -5658 956996 85.8 Pass
L3 30.5-0 Pole TP27.9x22.731x0.25 3 -9383 1479940 79.8 Pass
Summary
Pole(L2) 85.8 Pass
RATING= 85.8 Pass
Program Version 6.1.4.1 -12/17/2013 File:C:/Users/tgarrighan/Desktop/mx/37852/824674_LC5.eri
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98-ft Monopole Tower Structural Analysis ••• • • •••
•• • &alU No 824674
•TEP Project Number 37852.33058,Application 294277, Revision 1 • • • • •• Page 8
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APPENDIX B
BASE LEVEL DRAWING
tnxTower Report-version 6.1.4.1
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' l (INSTALLED-IN (2) 4" CONDUITS)
Y (3) 1/4" TO 85 FT LEVEL
II (3) 3/8" TO 85 FT LEVEL
(1) 1/2" TO 85 FT LEVEL
I 0 0
It I \
// // -- (INSTALLED)\ liti: (16) 7/8" TO 98 FT LEVEL
/ \ i
I I 04 Q1 ' • (INSTALLED)
1 Q3 Q2 I r • ' (1) 1/2" TO 101 FT DUAL BEACON
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BUSINESS UNIT: 824674 TOWER ID: C_BASELEVEL
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• • •• •• • • • • •May 20, 2015
98-ft Monopole Tower Structural Analysis •• • • •• • • ItItU No 824674
•TEP Project Number 37852.33058, Application 294277, Revision 1 • • • • •• Page 9
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APPENDIX C
ADDITIONAL CALCULATIONS
tnxTower Report-version 6.1.4.1
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Square, Stiffened / Unstiffened Base Plate,AnyRod•Mategial ; te:4r.•F /G
Assumptions: 1)Rod groups at corners. Total#rods divisible by 4. Maxirnim:totat#of roas s 4012 per arnee):•
2)Rod Spacing=Straight Center-to-Center distance between any I )adjacenitod:(same Alierj'.•
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':• •r •• • •• "
Site Name: /-5&Highway 217 Factored Moment,Mu: : 664875. ft-dips •• • •
App#: 294277 Rev.1 Factored Axial, Pu: : 9495•• kis. • • ..
_ Anchor Rod Data Factored Shear, Vu: 8.887 kips
Eta Factor, r) 0.55 TIA G(Fig.4-4)
Qty: 8
Diam: 2.25 in Anchor Rod Results
Rod Material: A615-J TIA G-->Max Rod (Cu+Vu/r1): 117.2 Kips
Yield, Fy: 75 ksi Axial Design Strength, cD*Fu*Anet: 260.0 Kips
Strength, Fu: 100 ksi Anchor Rod Stress Ratio: 45.1% 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: 29.2 ksi veld Line(in):
Thick: 2.25 in PL Design Bending Strength, (1)*Fy: 45.0 ksi 20.18
Grade: 50 ksi Base Plate Stress Ratio: 65.0% 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: in** Plate Flex+Shear,fb/Fb+(fv/Fv)^2: N/A
Groove Angle: degrees Plate Tension+Shear,ft/Ft+(fv/Fv)^2: N/A
Fillet H.Weld: <--Disregard Plate Comp. (AISC Bracket): N/A
Fillet V.Weld: in Pole Results
Width: in Pole Punching Shear Check: N/A
Height: in Moe PL Length
Thick: in Yield Line
Notch: in # Anchors
at corner= t= BASE PL
Grade: ksi Oty/4 p i THICKNESS
Weld str.: ksi J rt Anchor, Typ
-- STIFFENED CONFIGURATION
ASSUMED Ir-
Diam: TOOL
Pole Data c>-a &`
1
27.9 in �
Thick: 0.25 in
C(i \ Input Clear Space
Grade: 60 ksi I1 at B.C. for 5k:tat
Anchor Case
#of Sides: 18 _°o°IF Round .--„,
n, Pole
�
t� DNM=/D
Anchor Spacing Some As
Stiffener Spacin
1 11 Except for$ignle g,
Corner
Anchor (Input Clear Space)
'*Note:for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes
CClplate 1.5-Square Base F-G 1.2, Effective March 19,2012 Analysis date:5/20/2015
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PASS PASS 1-5&Highway 217(BU 824674)
1,011:11""""° Results Summary: LC1 LC2 TEP#: 37852.33058
wrosa�•awes
Soil Interaction: N/A N/A ••• ••: •••Analybis: •tPG :•• 5/20/2015
Drilled Caisson Tool-Input Foundation Structural: 44.9% 7.1%: : :• • : : ttieck! 6TS ••• 5/20/2015
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Code Revisions: TIA-222-G ACI 318-11 Tower Type: Monopole
LC1 LC2 %`aft rntormoruan • •• ••
Moment: 691.54 110.16 kip-ft Diameter: : 4310 :..ft ••. •• • •
Axial(download): 9.40 21.36 kip Projection: a alike •••ft • • • • •.•
Shear: 8.89 1.33 kip Caisson Length: 3.00 ft
Axial(uplift): kip f c: 4.000 ksi
Max Ec: 0.003 in/in
Cage 1 Reinforcement
Tie Bar Size: 3 (fy=60.0 ksi)
Clear Cover to Tie: 1.99 in(Cage 0=42.00in)
Tie Bar Spacing: 12.0 e,, in
Vertical Bar Size: 10
Vertical Bar Quantity: 14 ; (p=0.983%)
fy: 60. ksi
E: ksi
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\V o w 1-5&Highway 217(BU 824674)
`V 1 TEP#: 37852.33058
♦•• ••i •••Anatylis: APG ••• 5/20/2015
Reinforcement Capacity • • •i • • i Cneck: QTS ••• 5/20/2015
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-2.5 0 -1.5 -1.0 -0.5 0 0 0.5 1.0 1.5 0 2 5
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-1.0
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2.5
LC1 LC2
Vu= 8.9 8.9 kip
Vc= 229.5 230.2 kip
fy,tie= 60.0 Vs= 48.9 48.9 kip
�Vn= 208.8 209.4 kip
Capacity= 4.3% I 4.2%
PASS PASS
LC1 LC2
Mu= 691.5 110.2 kip-ft
4Mn= 1540.0 1556.2 kip-ft
Capacity= 44.9% I 7.1%
PASS PASS
Pad&Pier Monopole Foundation with Piles
Site Name: I-5&Highway 217
Site Number: BU 824674
TEP#: 37852.33058
Calcs By: TPG Date: 5/20/2015
Checked By: DTS Date: 5/20/2015
Pad Structural Check
Pier Shape= Round 1, DPIER
DPIER= 4 ft �� As(in^2/ft) 0.527
n
LPIER= 3 ft Fy(ksi) 60
LPIER
tPAD= 2 ft •
• ,� : b(in) 12
DPILE= 1 ft ' y' n
�: � d(in) 21
Loc= 9 ft . y
_�. � I.PHO Fc(ksi) 4
LPAD= 10.5 ft . ...; .. _ . V
n= 4 <==#Piles length pier to piles(ft) 2.5
Pile Capacity= 97.5 k Force in pile(Kip) 60.1
DP,L ,°
� a 9.3 Lac P(unfactored)= 7.83 k l` LPR➢ >I c 0.387
M+(V*(tpad+Lpier))= 709.31 k-ft
Mpmar4K*ft)•..24,13
0.9*Mn(K*ft)/ft•,••4&9 • •
Lpier above grade= 1 ft ••
WcoNC= 46.5 k Soil Unit Wt= 115 psf %Capacity. 55.696 .••
Wsoil= 27.0 k WcoNCuplift= 34.9 k •• • • •
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EP=WcoNC+Wsoil+P Wsoil uplift= 20.2 k Pile td'P3dtpnnecthj . ••°•••
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EP= 82.8 k EP uplift= 62.1 k ••••Aar size . •: •.
N uir411v.01 Bars 04 •
R=P/n±M/V2*Loc •••.0 (ksi);••s•
•
Ores ofBar• 0.31 •.
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Tension= 40.2 k •••• : • •
Compression= 76.4 k Tension= 66.96 ••••
%Capacity= : %Capacity 60.0%
5119f2015 Design Maps Sunm4ry Rdport •• •• • • • • ••
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M Design Maps Summary Report :' N : : •. . . • • •
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User-Specified Input
Building Code Reference Document 2012 International Buildipg Cede • •.. • ...
(which utilizes USGS hazard anti aailatde in 30081 • •: :•
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Site Coordinates 45.41983°N, 122.7457.6131N: ••• • •.. •••
Site Soil Classification Site Class D - "Stiff Soil"
••S ... • • •• ••
Risk Category I/II/III
• • •
• • ••• ••• •• •e • ii
2nd • l
1 50000
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p 02015 r Quest Some data 02015'i1 ®MapQnesc
USGS-Provided Output
SS = 0.974 g SMS = 1.082 g SDS = 0.721 g
S1 = 0.422 g SM, = 0.665 g SD1 = 0.444 g
For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the"2009 NEHRP" building code reference document.
MCER Response Spectrum Design Response Spectrum
0.99
1.10 0.80
0.99 0.72
0.88 0.64
0.77 0.56
Oi 0.66 To 0.49
III 0.55 to 0.40 I
0.44 0.32
0.33 0.24
0.22 0.16
0.11 0.09
0.00 0.00
0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.90 2.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.80 2.00
•
• Period,T(sec) Period, T(sec)
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.
hltpJ/ahp4-eartqueke.cr.usgs.gw/desigmapshu/summary.pYQ?kmplaie=mirrmalalalitude=45.4198381ongid.de=-12274576 8sitedass=38riskcategarr e... 1/1