Report RECEIVED
PAUL J. FORD AND COMPANY
• S T R U C T U R A L E N G I N E E R S MAY 182015
250 East Broad Street • Suite 600 • Columbus, Ohio 43215-3708
CITY OFTIGAU
Date: March 13, 2015 BUILDING 1itvi jON
Saleem Dooh Paul J Ford and Company
Crown Castle 250 E. Broad Street Suite 600
5350 North 48th Street Suite 305 Columbus, OH 43215
Chandler, AZ 85226 614.221.6679
Subject: Structural Modification Report
Carrier Designation: Sprint PCS Co-Locate
Carrier Site Number: P029XC053
Carrier Site Name: N/A
Crown Castle Designation: Crown Castle BU Number: 879570
Crown Castle Site Name: WASHINGTON
SQUARE MALL
Crown Castle JDE Job Number: 306180
Crown Castle Work Order Number: 1017843
Crown Castle Application Number: 255835 Rev. 2
Engineering Firm Designation: Paul J Ford and Company Project Number: 37515-0086.002.7700
Site Data: 9585 SW Washington Sq Rd, TIGARD, Washington County, OR
Latitude 45°27'10.7", Longitude -122°46'41.6"
87.25 Foot- Monopole Tower
Dear Saleem Dooh,
Paul J Ford and Company is pleased to submit this "Structural Modification 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 761311, in
accordance with application 255835, revision 2.
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:
LC4.5: Modified Structure w/Existing + Proposed Equipment Sufficient Capacity
Note:See Table I and Table II for the proposed and existing loading,respectively.
This analysis has been performed in accordance with the 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 with a topographic category 1 and crest height of 0 feet, and Risk Category II were used
in this analysis.
All modifications and equipment proposed in this report shall be installed in accordance with the atta •::
drawings for the determined available structural capacity to be effective. EU PRO,eS
S f�,N3%NE s'i
We at Paul J Ford and Company appreciate the opportunity of providing our continuing prof-.4i r.1 services toy Oy
you and Crown Castle. If you have any questions or need further assistance on this or any •;.- projdat241 PE f
pleas- .ive us a call. ,J', /;�,
•-ctfully submitted �1 i50/js
` OREGON
✓/i Y 11 .2°C co
�mas J. Dehnke, �`1`
Structural Designer lRTJ. SWP*
tnxTower Report-version 6.1.4.1 EXPIRES: gbf1J
•
March 13, 2015
87.25 Ft Monopole Tower Structural Analysis CCI BU No 879570
Project Number 37515-0086.002.7700,Application 255835, Revision 2 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 Components 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
March 13, 2015
87.25 Ft Monopole Tower Structural Analysis CCI BU No 879570
Project Number 37515-0086.002.7700,Application 255835, Revision 2 Page 3
1) INTRODUCTION
This tower is a 87.25 ft Monopole tower designed by ROHN in July of 2000. The tower was originally designed
for a wind speed of 85 mph per TIA/EIA-222-F.
2)ANALYSIS CRITERIA
This analysis has been performed in accordance with the 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 with a topographic category 1 and crest height of 0 feet, and Risk Category II were used
in this analysis.
Table 1 -Proposed Antenna and Cable Information
Center Number Number Feed
Mounting Line Antenna
Level (ft) Elevation of Manufacturer Antenna Model of Feed Line Note
(ft) Antennas Lines Size (in)
3 commscope i DHHTT65B-3XR w/Pipe
— -_ _ _--- - -----------------
OPTIC FIBER JUNCTION
84.0 84.0 3 samsung CYLINDER 3 17/16 —
3 samsung POWER JUNCTION
CYLINDER
78.0 79.0 I 3 r samsung 2.5G 8T8R RADAR FILTER -- N
76.0 1 3 ! samsung TME-RRH-P4
Table 2- Existing Antenna and C able Inform_ation
Center Number Number Feed
Mounting Line Antenna Antenna Model of Feed Line Note
Level (ft) Elevation Antennas Manufacturer Lines Size (in)
(ft)
I 84.0 84.0 3 ems wireless RR65-18-04DP w/Pipe I 6 j 1 5/8 ( 2
10 alcatel lucent 9442 RRH 700 W/SOLAR
3 kathrein , 800 10766 w/Mount Pipe
71.0
1 raycap TME-DC6-48-60-18-8F
1 tower mounts Side Arm Mount[SO 101-3] 1 1/4
64.0 QBXLH-6565A-VTM w/ 1 3/8 1
3 andrew 2 5/8
Mount Pipe
_ 12 7/8
62.0 2 alcatel lucent 9442 RRH 700 W/SOLAR
12 powerwave ! LGP214nn
1 tower mounts TSide Arm Mount[SO 101-3]
Notes:
1) Existing Equipment
2) Equipment To Be Removed
Table 3 - Design Antenna and Cable Information
Center Number Number Feed
Mounting Line Antenna Antenna Model of Feed Line
Level (ft) Elevation Antennas Manufacturer Lines Size (in)
(ft)
tnxTower Report-version 6.1.4.1
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March 13, 2015
87.25 Ft Monopole Tower Structural Analysis CCI BU No 879570
Project Number 37515-0086.002.7700,Application 255835,Revision 2 Page 4
3)ANALYSIS PROCEDURE
Table 4-Documents Provided
Document Remarks Reference Source
4-GEOTECHNICAL REPORTS Adapt, OR99-2522, 8/11/1999 1574694 I CCISITES
4-TOWER FOUNDATION Rohn,44583AE, 7/14/2000 1625445 l CCISITES
DRAWINGS/DESIGN/SPECS
4-TOWER MANUFACTURER Rohn,44583AE, 7/17/2000 1626447 CCISITES
DRAWINGS
4-AUDIT INSPECTION ( FDH, 146E111500, 12/9/2014 I 5486942 1 CCISITES I
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.
3.2) Assumptions
1) Tower and structures were built in accordance with the manufacturer's specifications.
2) The tower and structures have been maintained in accordance with the manufacturer's
specification.
3) The configuration of antennas,transmission cables, mounts and other appurtenances are as
specified in Tables 1 and 2 and the referenced drawings.
4) Monopole will be reinforced in conformance with the attached proposed modification drawings.
This analysis may be affected if any assumptions are not valid or have been made in error. Paul J
Ford and Company should be notified to determine the effect on the structural integrity of the tower.
tnxTower Report-version 6.1.4.1
March 13, 2015
87.25 Ft Monopole Tower Structural Analysis CCl BU No 879570
Project Number 37515-0086.002.7700,Application 255835,Revision 2 Page 5
4)ANALYSIS RESULTS
Table 5-Section Capacity(Summary)
Section Critical SF*Pallow ti Elevation(ft) Component Type Size P(K) _
Pass I Fail No. Element ( ) Capacity
Li I 87.25-75 Pole Pipe 4.5"x 0.337"(4 XS) 1 ( -1.08 166.60 81.0 Pass
L2 75-73.25 Pole P30x0.375 2 -1.65 1520.46 1.8 Pass
L3 73.25-56.25 Pole P30x0.375 3 -6.72 1520.46 8.4 Pass
L4 56.25-40 1 Pole P30x0.375 4 -9.53 1520.46 17.3 Pass I
L5 I 40-0 Pole P30x0.375 5 -15.63 1520.46 44.5 I Pass I
I I ' ISummaryT
I I I Pole(L1) I 81.0 I Pass
I I 1 I I I Rating= I 81.0 I Pass
Table 6-Tower Component Stresses vs. Capacity
Notes Component Elevation (ft) %Capacity Pass I Fail
1 Anchor Rods 0 36.5 I Pass
1 I Base Plate I 0 I 32.3 Pass
1 Base Foundation 0 26.4 Pass
Steel
1 2 Base Foundation 0 25.4 Pass
Soil Interaction
1 Concealment Flange 75 [ 72.0 Pass
I 1 I Flange Connection j 40 I 35.0 Pass
Structure Rating (max from all components)= 81.0%
Notes:
1) See additional documentation in"Appendix C-Additional Calculations"for calculations supporting the%capacity
consumed.
2) According to the procedures prescribed and agreed to by the Crown Castle Engineering Foundation Committee,held in
January 2010,the existing caisson foundation was analyzed using the methodology in the software'PLS-Caisson'
(Version 8.10,or newer,by Power Line Systems,Inc.). Per the methods in PLS-Caisson,the soil reactions of cohesive
soils are calculated using 8CD independent of the depth of the soil layer. The depth of soil to be ignored at the top of
the caisson is the greater of the geotechnical report's recommendation,the frost depth of the site or half of the caisson
diameter.
4.1) Recommendations
•See attached proposed modification drawings
l
tnxTower Report-version 6.1.4.1
March 13, 2015
87.25 Ft Monopole Tower Structural Analysis CC!BU No 879570
Project Number 37515-0086.002.7700,Application 255835,Revision 2 Page 6
APPENDIX A
TNXTOWER OUTPUT
tnxTower Report-version 6.1.4.1
March 13, 2015
87.25 Ft Monopole Tower Structural Analysis CCl BU No 879570
Project Number 37515-0086.002.7700,Application 255835, Revision 2 Page 7
Tower Input Data
There is a pole section.
This tower is designed using the TIA-222-G standard.
The following design criteria apply:
1) Tower is located in Washington County, Oregon.
2) ASCE 7-10 Wind Data is used (wind speeds converted to nominal values).
3) Basic wind speed of 93 mph.
4) Structure Class II.
5) Exposure Category C.
6) Topographic Category 1.
7) Crest Height 0.00 ft.
8) Nominal ice thickness of 1.2500 in.
9) Ice thickness is considered to increase with height.
10) Ice density of 56 pcf.
11) A wind speed of 30 mph is used in combination with ice.
12) Temperature drop of 50 °F.
13) Deflections calculated using a wind speed of 60 mph.
14) A non-linear(P-delta) analysis was used.
15) Pressures are calculated at each section.
16) Stress ratio used in pole design is 1.
17) 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 'J Assume Rigid Index Plate Calculate Redundant Bracing Forces
Use Moment Magnification '1 Use Clear Spans For Wind Area Ignore Redundant Members in FEA
-NI Use Code Stress Ratios -4 Use Clear Spans For KUr SR Leg Bolts Resist Compression
Use Code Safety Factors-Guys Retension Guys To Initial Tension All Leg Panels Have Same Allowable
Escalate Ice 4 Bypass Mast Stability Checks Offset Girt At Foundation
Always Use Max Kz 4 Use Azimuth Dish Coefficients v Consider Feedline Torque
Use Special Wind Profile Project Wind Area of Appurt. Include Angle Block Shear Check
Include Bolts In Member Capacity Autocalc Torque Arm Areas Poles
Leg Bolts Are At Top Of Section SR Members Have Cut Ends ' Include Shear-Torsion Interaction
Secondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub-Critical Flow
Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted Sockets
Add IBC.6D+W Combination Use TIA-222-G Tension Splice
Capacity Exemption
Pole Section Geometry
Section Elevation Section Pole Pole Socket Length
Length Size Grade ft
ft ft
L1 87.25-75.00 12.25 Pipe 4.5"x A500-42
0.337"(4 XS) (42 ksi)
L2 75.00-73.25 1.75 P30x0.375 A139-52
(52 ksi)
L3 73.25-56.25 17.00 P30x0.375 A139-52
(52 ksi)
L4 56.25-40.00 16.25 P30x0.375 A139-52
(52 ksi)
L5 40.00-0.00 40.00 P30x0.375 A139-52
(52 ksi)
Feed Line/Linear Appurtenances - Entered As Area
{
tnxTower Report-version 6.1.4.1
March 13, 2015
87.25 Ft Monopole Tower Structural Analysis CCI BU No 879570
Project Number 37515-0086.002.7700,Application 255835, Revision 2 Page 8
Description Face Allow Component Placement Total CAAA Weight
., or Shield Type Number
Leg ft ft2/R plf
TYPE 2(1-7/16) C No Inside Pole 84.00-0.00 3 No Ice 0.00 0.60
1/2"Ice 0.00 0.60
1"Ice 0.00 0.60
2"Ice 0.00 0.60
CR 50 1070(7/8") C No Inside Pole 64.00-0.00 12 No Ice 0.00 0.28
1/2"Ice 0.00 0.28
1"Ice 0.00 0.28
2"Ice 0.00 0.28
FB-L98-002-XXX(3/8) C No Inside Pole 64.00-0.00 1 No Ice 0.00 0.06
1/2"Ice 0.00 0.06
1"Ice 0.00 0.06
2"Ice 0.00 0.06
FB-L98B-035- C No Inside Pole 64.00-0.00 1 No Ice 0.00 0.03
XXX(1/4") 1/2"Ice 0.00 0.03
1"Ice 0.00 0.03
2"Ice 0.00 0.03
WR-VG82ST-BRDA( C No Inside Pole 64.00-0.00 2 No Ice 0.00 0.31
5/8") 1/2"Ice 0.00 0.31
1"Ice 0.00 0.31
2"Ice 0.00 0.31
Discrete Tower Loads
Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight
or Type Horz Adjustmen Front Side
" Leg Lateral t
Vert
R ft ftz ft2 K
ft °
ft
Canister Load1 C None 0.0000 87.25 No Ice 25.88 25.88 0.25
1/2" 48.39 48.39 0.54
Ice 70.90 70.90 0.84
1"Ice 115.92 115.92 1.43
2"Ice
Canister Load2 C None 0.0000 75.00 No Ice 29.57 29.57 0.29
1/2" 55.30 55.30 0.62
Ice 81.03 81.03 0.96
1"Ice 132.47 132.47 1.63
2"Ice
Canister Load3 C None 0.0000 73.25 No Ice 36.85 36.85 0.38
1/2" 74.06 74.06 0.83
Ice 111.28 111.28 1.28
1"Ice 185.71 185.71 2.18
2"Ice
Canister Load4 C None 0.0000 56.25 No Ice 33.15 33.15 0.35
1/2" 67.15 67.15 0.76
Ice 101.15 101.15 1.16
1"Ice 169.15 169.15 1.98
2"Ice
DHHTT65B-3XR w/Mount A None 0.0000 84.00 No Ice 0.00 0.00 0.07
Pipe 1/2" 0.00 0.00 0.14
Ice 0.00 0.00 0.22
1"Ice 0.00 0.00 0.40
2"Ice
DHHTT65B-3XR w/Mount B None 0.0000 84.00 No Ice 0.00 0.00 0.07
Pipe 1/2" 0.00 0.00 0.14
Ice 0.00 0.00 0.22
1"Ice 0.00 0.00 0.40
2"Ice
DHHTT65B-3XR w/Mount C None 0.0000 84.00 No Ice 0.00 0.00 0.07
Pipe 1/2" 0.00 0.00 0.14
Ice 0.00 0.00 0.22
- 1"Ice 0.00 0.00 0.40
2"Ice
C
tnxTower Report-version 6.1.4.1
March 13, 2015
87.25 Ft Monopole Tower Structural Analysis CCI BU No 879570
Project Number 37515-0086.002.7700,Application 255835,Revision 2 Page 9
Description Face Offset Offsets: Azimuth Placement C,,AA CAAA Weight
or Type Horz Adjustmen Front Side
Leg Lateral t
Vert
ft ft ft2 ft2 K
ft °
ft
OPTIC FIBER JUNCTION A None 0.0000 84.00 No Ice 0.00 0.00 0.00
CYLINDER 1/2" 0.00 0.00 0.01
Ice 0.00 0.00 0.01
1"Ice 0.00 0.00 0.03
2"Ice
OPTIC FIBER JUNCTION B None 0.0000 84.00 No Ice 0.00 0.00 0.00
CYLINDER 1/2" 0.00 0.00 0.01
Ice 0.00 0.00 0.01
1"Ice 0.00 0.00 0.03
2"Ice
OPTIC FIBER JUNCTION C None 0.0000 84.00 No Ice 0.00 0.00 0.00
CYLINDER 1/2" 0.00 0.00 0.01
Ice 0.00 0.00 0.01
1"Ice 0.00 0.00 0.03
2"Ice
POWER JUNCTION A None 0.0000 84.00 No Ice 0.00 0.00 0.00
CYLINDER 1/2" 0.00 0.00 0.01
Ice 0.00 0.00 0.01
1"Ice 0.00 0.00 0.03
2"Ice
POWER JUNCTION B None 0.0000 84.00 No Ice 0.00 0.00 0.00
CYLINDER 1/2" 0.00 0.00 0.01
Ice 0.00 0.00 0.01
•
1"Ice 0.00 0.00 0.03
2"Ice
POWER JUNCTION C None 0.0000 84.00 No Ice 0.00 0.00 0.00
CYLINDER 1/2" 0.00 0.00 0.01
Ice 0.00 0.00 0.01
1"Ice 0.00 0.00 0.03
• 2"Ice
2.5G 8T8R RADAR A From Leg 0.00 0.0000 78.00 No Ice 0.00 0.00 0.02
FILTER 0.00 1/2" 0.00 0.00 0.03
1.00 Ice 0.00 0.00 0.04
1"Ice 0.00 0.00 0.06
2"Ice
2.5G 8T8R RADAR B From Leg 0.00 0.0000 78.00 No Ice 0.00 0.00 0.02
FILTER 0.00 1/2" 0.00 0.00 0.03
1.00 Ice 0.00 0.00 0.04
1"Ice 0.00 0.00 0.06
2"Ice
2.5G 8T8R RADAR C From Leg 0.00 0.0000 78.00 No Ice 0.00 0.00 0.02
FILTER 0.00 1/2" 0.00 0.00 0.03
1.00 Ice 0.00 0.00 0.04
1"Ice 0.00 0.00 0.06
2"Ice
TME-RRH-P4 A From Leg 0.00 0.0000 78.00 No Ice 0.00 0.00 0.06
0.00 1/2" 0.00 0.00 0.08
-2.00 Ice 0.00 0.00 0.11
1"Ice 0.00 0.00 0.17
2"Ice
TME-RRH-P4 B From Leg 0.00 0.0000 78.00 No Ice 0.00 0.00 0.06
0.00 1/2" 0.00 0.00 0.08
-2.00 Ice 0.00 0.00 0.11
1"Ice 0.00 0.00 0.17
2"Ice
TME-RRH-P4 C From Leg 0.00 0.0000 78.00 No Ice 0.00 0.00 0.06
0.00 1/2" 0.00 0.00 0.08
-2.00 Ice 0.00 0.00 0.11
1"Ice 0.00 0.00 0.17
2"Ice
800 10766 w/Mount Pipe A From Leg 0.00 0.0000 64.00 No Ice 0.00 0.00 0.09
0.00 1/2" 0.00 0.00 0.17
tnxTower Report-version 6.1.4.1
r
March 13, 2015
87.25 Ft Monopole Tower Structural Analysis CCl BU No 879570
Project Number 37515-0086.002.7700,Application 255835, Revision 2 Page 10
Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight
or Type Horz Adjustmen Front Side
Leg Lateral t
Vert
ft ft ftz fiz K
ft °
ft
7.00 Ice 0.00 0.00 0.27
1"Ice 0.00 0.00 0.49
2"Ice
800 10766 w/Mount Pipe B From Leg 0.00 0.0000 64.00 No Ice 0.00 0.00 0.09
0.00 1/2" 0.00 0.00 0.17
7.00 Ice 0.00 0.00 0.27
1"Ice 0.00 0.00 0.49
2"Ice
800 10766 w/Mount Pipe C From Leg 0.00 0.0000 64.00 No Ice 0.00 0.00 0.09
0.00 1/2" 0.00 0.00 0.17
7.00 Ice 0.00 0.00 0.27
1"Ice 0.00 0.00 0.49
2"Ice
(4)9442 RRH 700 A From Leg 0.00 0.0000 64.00 No Ice 0.00 0.00 0.05
W/SOLAR 0.00 1/2" 0.00 0.00 0.07
7.00 Ice 0.00 0.00 0.10
1"Ice 0.00 0.00 0.16
2"Ice
(2)9442 RRH 700 B From Leg 0.00 0.0000 64.00 No Ice 0.00 0.00 0.05
W/SOLAR 0.00 1/2" 0.00 0.00 0.07
7.00 Ice 0.00 0.00 0.10
1"Ice 0.00 0.00 0.16
2"Ice
(4)9442 RRH 700 B From Leg 0.00 0.0000 64.00 No Ice 0.00 0.00 0.05
W/SOLAR 0.00 1/2" 0.00 0.00 0.07
7.00 Ice 0.00 0.00 0.10
1"Ice 0.00 0.00 0.16
2"Ice
TME-DC6-48-60-18-8F A From Leg 0.00 0.0000 64.00 No Ice 0.00 0.00 0.02
0.00 1/2" 0.00 0.00 0.04
7.00 Ice 0.00 0.00 0.06
1"Ice 0.00 0.00 0.11
2"Ice
Side Arm Mount[SO 101- C From Leg 0.00 0.0000 64.00 No Ice 0.00 0.00 0.25
3] 0.00 1/2" 0.00 0.00 0.33
7.00 Ice 0.00 0.00 0.41
1"Ice 0.00 0.00 0.58
2"Ice
Irk
QBXLH-6565A-VTM w/ A From Leg 0.00 0.0000 64.00 No Ice 0.00 0.00 0.09
Mount Pipe 0.00 1/2" 0.00 0.00 0.18
-2.00 Ice 0.00 0.00 0.26
1"Ice 0.00 0.00 0.47
2"Ice
QBXLH-6565A-VTM w/ B From Leg 0.00 0.0000 64.00 No Ice 0.00 0.00 0.09
Mount Pipe 0.00 1/2" 0.00 0.00 0.18
-2.00 Ice 0.00 0.00 0.26
1"Ice 0.00 0.00 0.47
2"Ice
QBXLH-6565A-VTM w/ C From Leg 0.00 0.0000 64.00 No Ice 0.00 0.00 0.09
Mount Pipe 0.00 1/2" 0.00 0.00 0.18
-2.00 Ice 0.00 0.00 0.26
1"Ice 0.00 0.00 0.47
2"Ice
(4)LGP214nn A From Leg 0.00 0.0000 64.00 No Ice 0.00 0.00 0.01
0.00 1/2" 0.00 0.00 0.02
-2.00 Ice 0.00 0.00 0.03
1"Ice 0.00 0.00 0.05
2"Ice
' (4)LGP214nn B From Leg 0.00 0.0000 64.00 No Ice 0.00 0.00 0.01
0.00 1/2" 0.00 0.00 0.02
-2.00 Ice 0.00 0.00 0.03
1"Ice 0.00 0.00 0.05
2"Ice
C.
(4)LGP214nn B From Leg 0.00 0.0000 64.00 No Ice 0.00 0.00 0.01
tnxTower Report-version 6.1.4.1
March 13, 2015
87.25 Ft Monopole Tower Structural Analysis CC!BU No 879570
Project Number 37515-0086.002.7700,Application 255835,Revision 2 Page 11
Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight
. or Type Horz Adjustmen Front Side
Leg Lateral t
Vert
ft ft ft2 ft2 K
ft °
ft
0.00 1/2" 0.00 0.00 0.02
-2.00 Ice 0.00 0.00 0.03
1"Ice 0.00 0.00 0.05
2"Ice
(2)9442 RRH 700 B From Leg 0.00 0.0000 64.00 No Ice 0.00 0.00 0.05
W/SOLAR 0.00 1/2" 0.00 0.00 0.07
-2.00 Ice 0.00 0.00 0.10
1"Ice 0.00 0.00 0.16
2"Ice
Side Arm Mount[SO 101- C From Leg 0.00 0.0000 64.00 No Ice 0.00 0.00 0.25
3] 0.00 1/2" 0.00 0.00 0.33
-2.00 Ice 0.00 0.00 0.41
1"Ice 0.00 0.00 0.58
2"Ice
Tower Pressures - No Ice
GH=1.100
Section z KZ q= AG F AF AR A,.9 Leg CAAA CAAA
Elevation a % In Out
. c Face Face
ft ft psf ft2 e ft2 ft2 ft2 ft2 ft2
L1 87.25- 81.13 1.211 25 4.594 A 0.000 0.000 0.000 0.00 0.000 0.000
75.00 B 0.000 0.000 0.00 0.000 0.000
- C 0.000 0.000 0.00 0.000 0.000
L2 75.00- 74.13 1.188 25 4.375 A 0.000 0.000 0.000 0.00 0.000 0.000
73.25 B 0.000 0.000 0.00 0.000 0.000
C 0.000 0.000 0.00 0.000 0.000
L3 73.25- 64.75 1.155 24 42.500 A 0.000 0.000 0.000 0.00 0.000 0.000
56.25 B 0.000 0.000 0.00 0.000 0.000
C 0.000 0.000 0.00 0.000 0.000
L4 56.25- 48.13 1.085 23 40.625 A 0.000 40.625 40.625 100.00 0.000 0.000
40.00 B 0.000 40.625 100.00 0.000 0.000
C 0.000 40.625 100.00 0.000 0.000
L5 40.00-0.00 20.72 0.909 19 100.00 A 0.000 100.000 100.000 100.00 0.000 0.000
0 B 0.000 100.000 100.00 0.000 0.000
C _ 0.000 100.000 _ 100.00 0.000 0.000
Tower Pressure - With Ice
GH=1.100
Section z K2 q., tz AG F AF AR Amy Leg CAAA CAAA
Elevation a % In Out
c Face Face
ft ft _ psf in ft e ft2 ft2 ft2 ft2 ft2
L1 87.25-75.00 81.13 1.211 3 2.7353 10.178 A 0.000 0.000 0.000 0.00 0.000 0.000
B 0.000 0.000 0.00 0.000 0.000
C 0.000 0.000 0.00 0.000 0.000
L2 75.00-73.25 74.13 1.188 3 2.7107 5.166 A 0.000 0.000 0.000 0.00 0.000 0.000
B 0.000 0.000 0.00 0.000 0.000
C 0.000 0.000 0.00 0.000 0.000
L3 73.25-56.25 64.75 1.155 3 2.6743 50.077 A 0.000 0.000 0.000 0.00 0.000 0.000
B 0.000 0.000 0.00 0.000 0.000
C 0.000 0.000 0.00 0.000 0.000
L4 56.25-40.00 48.13 1.085 2 2.5961 47.656 A 0.000 47.656 47.656 100.00 0.000 0.000
B 0.000 47.656 100.00 0.000 0.000
. C 0.000 47.656 100.00 0.000 0.000
L5 40.00-0.00 20.72 0.909 2 2.3863 115.909 A 0.000 115.909 115.909 100.00 0.000 0.000
L. B 0.000 115.909 100.00 0.000 0.000
tnxTower Report-version 6.1.4.1
March 13, 2015
87.25 Ft Monopole Tower Structural Analysis CCl BU No 879570
Project Number 37515-0086.002.7700,Application 255835, Revision 2 Page 12
Section z Kz q, tz AG F AF AR A,a9 Leg CAAA CAAA
Elevation a % In Out
c Face Face
ft ft psf in ft2 e ft2 ft2 ft2 _ ft2 ft2
C 0.000 115.909 100.00 0.000 0.000
Tower Pressure - Service
GH= 1.100
Section z Kz q, AG F , AF AR A,e9 Leg CAAA CAAA
Elevation a % In Out
c Face Face
ft ft psf ft2 e ft2 ft2 ft2 ft2
L1 87.25- 81.13 1.211 9 4.594 A 0.000 0.000 0.000 0.00 0.000 0.000
75.00 B 0.000 0.000 0.00 0.000 0.000
C 0.000 0.000 0.00 0.000 0.000
L2 75.00- 74.13 1.188 9 4.375 A 0.000 0.000 0.000 0.00 0.000 0.000
73.25 B 0.000 0.000 0.00 0.000 0.000
C 0.000 0.000 0.00 0.000 0.000
L3 73.25- 64.75 1.155 9 42.500 A 0.000 0.000 0.000 0.00 0.000 0.000
56.25 B 0.000 0.000 0.00 0.000 0.000
C 0.000 0.000 0.00 0.000 0.000
L4 56.25- 48.13 1.085 8 40.625 A 0.000 40.625 40.625 100,00 0.000 0.000
40.00 B 0.000 40.625 100.00 0.000 0.000
C 0.000 40.625 100.00 0.000 0.000
L5 40.00-0.00 20.72 0.909 7 100.00 A 0.000 100.000 100.000 100.00 0.000 0.000
0 B 0.000 100.000 100.00 0.000 0.000
C 0.000 100.000 100.00 0.000 0.000
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
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
tnxTower Report-version 6.1.4.1
March 13,2015
87.25 Ft Monopole Tower Structural Analysis CC!BU No 879570
Project Number 37515-0086.002.7700,Application 255835,Revision 2 Page 13
Comb. Description
. No.
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 I
Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis
n ft Type Load Moment Moment
No. Comb. K kip-ft kip-ft
L1 87.25-75 Pole Max Tension 45 0.00 0.00 0.00
Max.Compression 26 -5.57 -0.00 -0.00
Max.Mx 20 -1.08 14.82 -0.00
Max.My 14 -1.08 0.00 -14.82
Max.Vy 20 -1.22 12.35 -0.00
Max.Vx 14 1.22 0.00 -12.35
Max.Torque 20 -0.00
L2 75-73.25 Pole Max Tension 1 0.00 0.00 0.00
Max.Compression 26 -8.18 -0.00 -0.00
Max.Mx 20 -1.65 19.22 -0.00
Max.My 14 -1.65 0.00 -19.22
Max.Vy 20 -2.52 19.22 -0.00
Max.Vx 14 2.52 0.00 -19.22
Max.Torque 20 %M alt
L3 73.25- Pole Max Tension 1 0.00 0.00 0.00
56.25
Max.Compression 26 -24.79 -1.06 -0.74
Max.Mx 20 -6.72 90.48 -0.35
Max.My 14 -6.72 0.03 -90.80
Max.Vy 20 -4.24 90.48 -0.35
Max.Vx 14 4.24 0.03 -90.80
Max.Torque 34 -0.00
L4 56.25-40 Pole Max Tension 1 0.00 0.00 0.00
Max.Compression 26 -31.47 -1.06 -0.74
Max.Mx 20 -9.53 189.99 -0.35
Max.My 14 -9.53 0.03 -190.31
Max.Vy 20 -6.62 189.99 -0.35
Max.Vx 14 6.62 0.03 -190.31
Max.Torque 34 -0.00
L5 40-0 Pole Max Tension 1 0.00 0.00 0.00
Max.Compression 26 -41.23 -1.05 -0.73
Max.Mx 20 -15.63 495.02 -0.36
Max.My 14 -15.63 0.03 -495.35
Max.Vy 20 -8.50 495.02 -0.36
Max.Vx 14 8.50 0.03 -495.35 .
Max.Torque 34 -0.00
Maximum Tower Deflections - Service Wind
Section Elevation Horz. Gov. Tilt Twist
No. Deflection Load
ft in Comb. °
L1 87.25-75 4.902 45 0.9110 0.0000
r L2 75-73.25 3.096 45 0.2885 0.0000
tnxTower Report-version 6.1.4.1
March 13, 2015
87.25 Ft Monopole Tower Structural Analysis CCI BU No 879570
Project Number 37515-0086.002.7700,Application 255835,Revision 2 Page 14
Section Elevation Horz. Gov. Tilt Twist
_ No. Deflection Load
ft in Comb. •
L3 73.25-56.25 2.991 45 0.2880 0.0000
L4 56.25-40 1.988 45 0.2718 0.0000
L5 40-0 1.121 45 0.2326 0.0000
Critical Deflections and Radius of Curvature - Service Wind
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
ft Comb. in ft
87.25 Canister Load1 45 4.902 0.9110 0.0000 1573
84.00 DHHTT65B-3XR w/Mount Pipe 45 4.307 0.6788 0.0000 1573
78.00 2.5G 8T8R RADAR FILTER 45 3.387 0.3527 0.0000 893
75.00 Canister Load2 45 3.096 0.2885 0.0000 1122
73.25 Canister Load3 45 2.991 0.2880 0.0000 2135
64.00 800 10766 w/Mount Pipe 45 2.452 0.2890 0.0000 74089
56.25 Canister Load4 45 1.988 0.2718 0.0000 30246
Maximum Tower Deflections - Design Wind I
Section Elevation Horz. Gov. Tilt Twist
No. Deflection Load
ft in Comb. •
L1 87.25-75 21.080 14 3.9216 0.0001
L2 75-73.25 13.312 14 1.2398 0.0000
L3 73.25-56.25 12.858 14 1.2376 0.0000
L4 56.25-40 8.548 14 1.1684 0.0000
L5 40-0 4.824 14 1.0003 0.0000
Critical Deflections and Radius of Curvature - Design Wind ,
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
ft Comb. in ° ft
87.25 Canister Load1 14 21.080 3.9216 0.0001 367
84.00 DHHTT65B-3XR w/Mount Pipe 14 18.522 2.9214 0.0001 367
78.00 2.5G 8T8R RADAR FILTER 14 14.561 1.5166 0.0000 208
75.00 Canister Load2 14 13.312 1.2398 0.0000 261
73.25 Canister Load3 14 12.858 1.2376 0.0000 496
64.00 800 10766 w/Mount Pipe 14 10.543 1.2420 0.0000 17384
56.25 Canister Load4 14 8.548 1.1684 0.0000 7081
Compression Checks
Pole Design Data
Section Elevation Size L L„ Kl/r A P„ +P" Ratio
No. P"
ft ft ft in2 K K +P" .
L1 87.25-75(1) Pipe 4.5"x 0.337"(4 XS) 12.25 0.00 0.0 4.4074 -1.08 166.60 0.006
L2 75-73.25(2) P30x0.375 1.75 0.00 0.0 34.901 -1.65 1520.46 0.001
1
L3 73.25-56.25 P30x0.375 17.00 0.00 0.0 34.901 -6.72 1520.46 0.004
(3) 1
L4 56.25-40(4) P30x0.375 16.25 0.00 0.0 34.901 -9.53 1520.46 0.006
1
L5 40-0(5) P30x0.375 40.00 0.00 0.0 34.901 -15.63 1520.46 0.010
1
C-
tnxTower Report-version 6.1.4.1
March 13, 2015
87.25 Ft Monopole Tower Structural Analysis CCI BU No 879570
Project Number 37515-0086.002.7700,Application 255835,Revision 2 Page 15
Pole Bending Design Data
Section Elevation Size M„, 0M„, Ratio M„ 0M ro Ratio
No. Mme, M,,y
ft kip-ft kip-ft jg; kip-ft kip-ft 4,M„y
L1 87.25-75(1) Pipe 4.5"x 0.337"(4 XS) 14.82 18.44 0.804 0.00 18.44 0.000
L2 75-73.25(2) P30x0.375 19.22 1139.33 0.017 0.00 1139.33 0.000
L3 73.25-56.25 P30x0.375 90.80 1139.33 0.080 0.00 1139.33 0.000
(3)
L4 56.25-40(4) P30x0.375 190.31 1139.33 0.167 0.00 1139.33 0.000
L5 40-0(5) P30x0.375 495.36 1139.33 0.435 0.00 1139.33 0.000
Pole Shear Design Data
Section Elevation Size Actual 4iV„ Ratio Actual ip T Ratio
No. V„ V„ T„ T„
ft K K 011„ kip-ft kip-ft y4T„
L1 87.25-75(1) Pipe 4.5"x 0.337"(4 XS) 1.21 83.30 0.014 0.00 26.91 0.000
L2 75-73.25(2) P30x0.375 2.52 760.23 0.003 0.00 1853.66 0.000
L3 73.25-56.25 P30x0.375 4.24 760.23 0.006 0.00 1853.66 0.000
(3)
L4 56.25-40(4) P30x0.375 6.62 760.23 0.009 0.00 1853.66 0.000
L5 40-0(5) P30x0.375 8.50 760.23 0.011 0.00 1853.66 0.000
•
Pole Interaction Design Data
Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria
No. Pu M„, M„,. V„ T„ Stress Stress
- ft $P„ dM„, 4M„y OV„ mT Ratio Ratio s
L1 87.25-75(1) 0.006 0.804 0.000 0.014 0.000 0.810 1.000 4.8.2 y
V
L2 75-73.25(2) 0.001 0.017 0.000 0.003 0.000 0.018 1.000
4.8.2 V
V
L3 73.25-56.25 0.004 0.080 0.000 0.006 0.000 0.084 1.000
4.8.2 V
(3) ✓
L4 56.25-40(4) 0.006 0.167 0.000 0.009 0.000 0.173 1.000
4.8.2
V
L5 40-0(5) 0.010 0.435 0.000 0.011 0.000 0.445 1.000
4.8.2✓
V
Section Capacity Table
Section Elevation Component Size Critical P eP,e„,. % Pass
No. ft Type Element K K Capacity Fail
L1 87.25-75 Pole Pipe 4.5"x 0.337"(4 XS) 1 -1.08 166.60 81.0 Pass
L2 75-73.25 Pole P30x0.375 2 -1.65 1520.46 1.8 Pass
L3 73.25-56.25 Pole P30x0.375 3 -6.72 1520.46 8.4 Pass
L4 56.25-40 Pole P30x0.375 4 -9.53 1520.46 17.3 Pass
L5 40-0 Pole P30x0.375 5 -15.63 1520.46 44.5 Pass _
Summary
Pole(L1) 81.0 Pass
RATING= 81.0 Pass
e
tnxTower Report-version 6.1.4.1
March 13, 2015
87.25 Ft Monopole Tower Structural Analysis CCI BU No 879570
Project Number 37515-0086.002.7700,Application 255835, Revision 2 Page 16
APPENDIX B
BASE LEVEL DRAWING
(PROPOSED)
(3) 1-7/16" TO 84 FT LEVEL
(INSTALLED-TO BE REMOVED)
(6) 1-5/8" TO 84 FT LEVEL
.OR
0q
03 Or.
02
(INSTALLED)
S (1) 1/4" TO 64 FT LEVEL
• (1) 3/8" TO 64 FT LEVEL
(2) 5/8" TO 64 FT LEVEL
12) 7/8" TO LEVEL
7/8" TO 64 FT LEVEL
•
tnxTower Report-version 6.1.4.1
March 13, 2015
87.25 Ft Monopole Tower Structural Analysis CC/BU No 879570
Project Number 37515-0086.002.7700,Application 255835, Revision 2 Page 17
APPENDIX C
ADDITIONAL CALCULATIONS
Program Version 6.1.4.1 -12/17/2013 FiIe:T:/375_Crown_Castle/201 5/37 51 5-00 86_879570_WASHINGTON SQUARE MALL/37515-
0086.002.7700 SDD 1 01 7 843/37 5 1 5-0086.002.7700 With Concealments.eri
tnxTower Report-version 6.1.4.1
87.3 ft
N
X
DESIGNED APPURTENANCE LOADING
q 11 I N TYPE ELEVATION TYPE ELEVATION
' x ° Canister Load1 87.25 800 10766 w/Mourn Pipe 64
e
DHHTT65B-3xR w/Mount Pipe 84 80010766 wl Mount Pipe 64
.Ir DI -3XR w/Mount Pipe 64 800 10766 wl Mown Rpe 64
a DHHTT65B-3xR wl Mount Pipe 84 (4)9442 RRH 700 W ISOLAR 64
' OPTIC FIBER JUNCTION CYLINDER 84 (2)9442 RRH 700 W/SOLAR 64
75.0 8 OPTIC FIBER JUNCTION CYLINDER 84
w + n (4)9442 RRH 700 W ISOLAR 64° 73.3 R OPTIC FIBER JUNCTION CYLINDER 84 TIME-DCS-48-60.18.8F 64
POWER JUNCTION CYLINDER 54 -Side Arm Mount[SO 101-3] 64
POWER JUNCTION CYLINDER 84 OBXLH-6565A-VTM w/Mount Pipe 64
POWER JUNCTION CYLINDER 84 OBXLH-6565A-1/11A w/Mount Pipe 64
2.5G 8T8R RADAR FILTER 78 OBXLH-6565A-VTM w/Mount Pip. 64
2.5G 8T8R RADAR FILTER 78 (4)LGP214nn 64
2.5G 8T8R RADAR FILTER 78 (4)LGP214nn 64
rm
• TME-RRH-P4 78 (4)LGP214nn 64
"' i g n TME-RRH-P4 73 (2)9442 RRH 700 WBOLAR 64
TI14E-RRH-P4 78 Side Mn Moue[SO 101.31 64
Canister Laed2 75 Canister Load4 56.25
Canister Losd3 73.25
MATERIAL STRENGTH
GRADE Fy I Fu GRADE Fy Fu
s mn A500.42 42 kW 158 kat A139.52 52 ka1 66 kal
TOWER DESIGN NOTES
1. Tower is located in Washington County,Oregon.
2. Tower designed for Exposure C to the TIA-222-G Standard.
is 3. Tower designed for a 93 mph basic wind in accordance with the TIA-222-G Standard.
Pv w 4. Tower is also designed for a 30 mph basic wind with 1.25 in ice.Ice is considered to
. m increase in thickness with height.
5. Deflections are based upon a 60 mph wind.
6. Tower Structure Class II.
O 7. Topographic Category 1 with Crest Height of 0.00 ft
8. TOWER RATING:81%
40.0 ft
$
At ALL REACTIONS
O
2 ARE FACTORED
AXIAL
41K
SHEAR MOMENT
3 K I J 1 185 kip-ft
TORQUE 0 kip-ft
30 mph WIND-1.2500 in ICE
AXIAL
16K
SHEAR\ MOMENT
8 K )1 J 1 495 kip-ft
0.011
;; TORQUE 0 kip-ft
REACTIONS-93 mph WIND
E Y
S
0 3
it
Paul J.Ford and Company d° 87'Monopole
250 East Broad St, Suite 600 Proiect PJF A37515-0086.001.7805/BU 879570
Columbus, OH 43215 c"a"L'Crown Castle DrawnbTDehnke 'pp'd:
Phone:614.221.6679 Coda: TIA-222-G Date 03116/15 S`al8: NTS
FAX: Path:__._..— ____.__..,..__�e. No.E_1
0
PAUL J. FORD AND COMPANY Job Number: 37515-0086.002.7700 Page: 1 of 1
S T R U C T U R A L E N G I N E E R S Engineer: TJD Date: 3/16/2015
_ nil 230 East Broad5treet • State 600 • Columbus, Ohio 43215-3708 Site Name: WASHINGTON SQUARE MALL Version: v0.5.
Site Number: 879570 Effective: 1/20/2015
(c)Copyright 2014 by Paul J.Ford and Company,all rights reserved.
CODE: TIA-222-G
ASIF: 1.00
75 FT CONCEALMENT FLANGE CONNECTION CALCULATIONS
BOLT INFORMATION FLANGE REACTIONS
Qty: 6.00 ea. Moment(Mu): 14.82 kip*ft
Diameter: 0.625 in. Axial (Pu): 1.08 kips
Specification: A325 Shear(Vu): 1.21 kips
Bolt Fy 90 ksi Elevation: 75.00 ft
Bolt Fu 120 ksi Max Ratio: _ 1.05
Bolt Circle: 8.0 in.
CONCEALMENT FLANGE INFORMATION /rl1T
Spoke Thickness (t): 2.75 in.
Spoke Width (w): 4.00 in.
Steel Grade (Fy): 36 ksi
CONCEALMENT SPINE INFORMATION
Diameter: 4.50 in. dtryta;,,
Thickness: 0.337 in. ii,� �''►
Steel Grade (Fy): 42 ksi ° �
°/
STIFFENER INFORMATION `■
Configuration: No Stiffeners \IN.._ 1 —= �/�
Weld Size: in.
Width: in.
Height: in. FLANGE CONNECTION RESULTS
Thickness: in.
Notch: in. Flange Bolts: 71.6% Passing
Steel Grade: ksi
Weld Strength: ksi
BASE POLE INFORMATION
Pole Diameter: 30.00 in.
Pole Thickness: 0.375 in.
BASE POLE FLANGE INFORMATION Concealment Flange Plate: 18.2% Passing
Connected to: Monopole
Weld Type: Fillet Base Pole Flange Plate: 65.0% Passing
Weld Size: 0.375 in. Base Pole Flange Weld: 11.7% Passing
Weld Strength: 70 ksi
Spoke Thickness (t): 2.75 in. in. (Override)
Spoke Width (w): 4 in. in. (Override)
Steel Grade (Fy): 36 ksi ksi(Override)
- Stiffened or Unstiffened, Exterior Flange Plate - Any Bolt Material TIA Rev G
Reactions Bolt Threads:
Site Data Mu 14.82 ft-kips X-Excluded
BU#: 879570 Axial, Pu: 1.08 kips cpVn=cp(0.55*Ab*Fu)
Site Name: Washington Square Mall Shear,Vu: 1.21 kips cp=0.75, cp*Vn(kips):
App#: Elevation: 75 feet 15.19
Pole Manufacturer:1 Other If No stiffeners,Criteria: TIA G <-Only Applcable to Unstiffened Cases _
Flange Bolt Results Rigid
Bolt Data Bolt Tension Capacity,W*Tn,B1: 20.34 kips c'-In
Qty: 6 Adjusted cp*Tn(due to Vu=Vu/Qty), B: 20.34 kips cpTn[(1-(Vu/wVn)^21^0.5
Diameter(in.): 0.625 _ Bolt Fu: 120 Max Bolt directly applied Tu: 14.64 Kips
Bolt Material: A325 _ Bolt Fy: 92 Min. PL"tc"for B cap.w/o Pry: 0.975 in
N/A: 75 <--Disregard Min PL"treq"for actual T wl Pry: 0.633 in
N/A: __ 55 <--Disregard Min PL"t1"for actual T w/o Pry: 0.827 in
Circle (in.): 8 T allowable w/o Prying: 20.34 kips a'<0 case
Prying Force, q: 0.00 kips
Plate Data Total Bolt Tension=Tu+q: 14.64 kips
Diam: 11 in Non-Prying Bolt Stress Ratio,Tu/B: 72.0% Pass
Thick,t: 2 in
Grade(Fy): 36 ksi Exterior Flange Plate Results Flexural Check Rigid
Strength, Fu: 58 ksi Compression Side Plate Stress: 4.8 ksi TIA G
Single-Rod B-eff: 2.36 in Allowable Plate Stress: 32.4 ksi w*Fy
Compression Plate Stress Ratio: 14.7% Pass Comp.Y.L.Length:
Stiffener Data (Welding at Both Sides) No Prying 6.61
Config: 0 * Tension Side Stress Ratio, (treq/t)^2: 10.0% Pass
Weld Type:
Groove Depth: in** n/a
Groove Angle: degrees Stiffener Results
Fillet H.Weld: <--Disregard Horizontal Weld : n/a
Fillet V.Weld: in Vertical Weld: n/a
Width: in Plate Flex+Shear,fb/Fb+(fv/Fv)^2: n/a
Height: in Plate Tension+Shear,ft/Ft+(fv/Fv)^2: n/a
Thick: in Plate Comp. (AISC Bracket): n/a
Notch: in Pole Results
Grade: ksi Pole Punching Shear Check: n/a
Weld str.: ksi
Pole Data
r \
v
Diam: 4.5 in *., _
Thick: 0.337 in i i ''
Grade: 42 ksi )'p" i o)!
#of Sides: 0 "0"IF Round
Fu, 60 ksi 0
Reinf.Fillet Weld 0 "0"if None a. o
'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- Ext Flange G 1.3, Effective March 19, 2012 Analysis Date:3/16/2015
- Stiffened or Unstiffened, Interior Flange Plate - Any Bolt Material TIA Rev G
Site Data Reactions Bolt Threads:
BU#: 879570 Moment: 190.31 ft-kips X-Excluded
Site Name: Axial: 9.53 kips rpVn=cp(0.55*Ab*Fu)
App#: Shear: 6.62 kips p=0.75,rp'Vn(kips):
Exterior Flange Run,T+q; kips 38.88
Manufacturer:1 Other
Elevation: 40 feet
Bolt Data
Qty: 23
Diam: 1 Bolt Fu: 120
Bolt Material: A325 Bolt Fy: 92 _Interior Flange Bolt Results
N/A: 100 <--Disregard Maximum Bolt Tension,Tu: 14.9 Kips,Ext.Tu=Interior Tu
N/A: 75 <--Disregard Adjusted rp*Tn(due to Vu=Vu/Qty), I 54.5 Kips
Circle: 26 in Bolt Stress Ratio: 27.2% Pass
Plate Data
Plate Outer Diam: 29.25 in Interior Flange Plate Results Flexural Check
Plate Inner Diam: 22 in(Hole @ Ctr) Controlling Bolt Axial Force: 15.7 Kips,Ext.Cu=Interior Cu
Thick: 1.5 in Plate Stress: 11.3 ksi
Grade: 36 ksi Allowable Plate Stress, rp`Fy: 32.4 ksi
Effective Width: 4.00 in Plate Stress Ratio: 35.0% Pass
Stiffener Data (Welding at Both Sides) n/a
Config: 0 Stiffener Results
Weld Type: Horizontal Weld : n/a
Groove Depth: in** Vertical Weld: n/a
Groove Angle: degrees Plate Flex+Shear,fb/Fb+(fv/Fv)^2: n/a
Fillet H.Weld: <--Disregard Plate Tension+Shear,ft/Ft+(fv/Fv)^2: n/a
Fillet V.Weld: in Plate Comp. (AISC Bracket): n/a
Width: in
Height: in Pole Results
Thick: _ in Pole Punching Shear Check: n/a
Notch: in
Grade: ksi
Weld str.: ksi
x
Pole Data ,r' .-^ -.;p
Pole OuterDiam: 30 in 70 o\,.
Thick: 0.375 in r
Pole Inner Diam: 29.25 in ' . o
Grade: 52 ksi } j 1
#of Sides: 0 °0•IF Round r\0``t ''01
Fu 60 ksi ` o r1'o{.,
-'-•;,. �,
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
r
CClplate 1.5-Int Flange G 1.2, Effective March 19,2012 Analysis Date: 3/16/2015
- Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Material
TIA Rev G Assumption: Clear space between bottom of leveling nut and top of concrete not exceeding (1)*(Rod Diameter)
Site Data Reactions
BU#: 879570 Mu: 495 ft-kips
Site Name: Washington Square Mall Axial,Pu: 16 kips
App#: Shear,Vu: 8 kips
Pole Manufacturer.1 Other Eta Factor, rj 0.5 TIA G(Fig.4-4)
Anchor Rod Data If No stiffeners,Criteria: AISC LRFD <-Only Applcable to Unstiffened Cases
Qty: 14
Diam: 1.5 in
Rod Material: Other Anchor Rod Results Rigid
Strength (Fu): 125 ksi Max Rod (Cu+Vu/rj): 51.5 Kips AISC LRFD
Yield(Fy): 150 ksi Allowable Axial, CO*Fu*Anet: 141.0 Kips ip*Tn
Bolt Circle: 34.5 in Anchor Rod Stress Ratio: 36.5% Pass
Plate Data
Diam: 40.5 in Base Plate Results Flexural Check Rigid
Thick: 2 in Base Plate Stress: 10.5 ksi AISC LRFD
Grade: 36 ksi Allowable Plate Stress: 32.4 ksi ip*Fy _
Single-Rod B-eff: 6.73 in Base Plate Stress Ratio: 32.3% Pass Y.L.Length:
17.04 _
Stiffener Data (Welding at both sides) n/a
Config: 0 * Stiffener Results
Weld Type: Horizontal Weld : n/a
Groove Depth: in** Vertical Weld: n/a
Groove Angle: degrees Plate Flex+Shear,fb/Fb+(fv/Fv)^2: n/a
Fillet H.Weld: <--Disregard Plate Tension+Shear,fUFt+(fv/Fv)^2 n/a
Fillet V.Weld: in Plate Comp. (AISC Bracket): n/a
Width: in
Height: in Pole Results
Thick: in Pole Punching Shear Check: n/a
Notch: in
Grade: ksi
Weld str.: ksi
Pole Data
Diam: 30 in r'is a -.-•,
Thick: 0.375 in / .....----•x., ,,
Grade: 52 ksi /0 './. y
#of Sides: 0 "0"IF Round (0.,/ ' i '1
Fu 60 ksi [j 0;` :) i
Reinf.Fillet Weld 0 "0"if None 1
a
woo
*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: 3/16/2015
CCI Flagpole Tool ! C O S EN
AT��
. Site Data
BU#: 879570-Top Canisters
Site Name:
App#:
Code
Code: TIA-222-G
Ice Thickness: 1.25 in
Windspeed(V): 120 mph — Pill SPINE
Ice Wind Speed(V): 30 mph FLANGE BOLT HOLES
,
Exposure Category: C Q /i , )
Topographic Feature: N/A
Structure Class: II '�,'.„/�` )ENER Ili
Tower Information I I -`/ FLANGE ATE
'
Total Tower Height: 87.25 ft 1.
Base Tower Height: 56.25 ft
FLANGE PLATE
Total Canister Length: 31 ft (TYPE 3:SOLIDITY RATIO 0.5)
Number of Canister Assembly,
Sections: 3
Mating Mating
1
Canister Canister Flange Flange Plate Canister
Canister Section Number of Sides Plate Solidity
Assembly Assembly Plate Plate Weight Weight
Number': Canister Section Type: Ratio
Length(ft): Diameter(in): Thickness Diameter (Kip): (Kip)
(inl": (inl:
1 12.25 78 18 3 0.00 78 0.5 0.000 0.500
2 1.75 78 18 3 0.00 78 0.5 0.000 0.071
3 17 78 Round 3 0.00 78 0.5 _ 0.000 0.694
Sections are numbered from the top of the tower down ..Mating Flange Plate Thickness at the bottom of canister section
Flag on Tower: No
Truck Ball on Tower: No
Geometry:Base Tower +Spine A37515-0086.001.7805.eri (last saved 03/10 1:26 pm)
Top Bottom Wall
Pole Height Above Section Lap Splice Diameter Diameter Thickness Bend Pole
Base(ft) Length(ft) Length(ft) Number of Sides (in) (in) (in) Radius(in) Material Delete
87.25 12.25 0 4.5 4.5 0.337 n/a A53-B-42 [x]
75 1.75 0 30 30 0.375 n/a A139-52 [x]
73.25 17 0 30 30 0.375 n/a A139-52 [x]
56.25 16.25 0 30 30 0.375 n/a A139-52 [x]
. 40 40 0 30 30 0.375 n/a A139-52 [x]
. Discrete Loads:CFAF for Canister Assembly
Page 1 of 2 CCIFlagpole Tool v1.0
Canister
Apply CFAF at Canister Assembly
Canister Loading Elevation(z) CFAF CFAF CFAF CFAF CFAF Assembly Weight
(ft) No Ice(ft2) 1/2"Ice(ft) 1"Ice(ft) 2"Ice(ft2) 4"Ice(ft2) Weight No 1/2"Ice
Ice(Kip) (Kip)
Canister Load 1 87.25 25.878 48.388 49.000 _ 50.225 52.675 0.250 0.544
Canister Load 2 75 29.575 55.300 56.000 57.400 60.200 0.286 0.622
Canister Load 3 73.25 36.847 74.063 75.000 76.875 80.625 0.383 0.832
Canister Load 4 56.25 33.150 67.150 68.000 69.700 73.100 0.347 0.755
Deflection Check Required: I Yes I Import Deflection Results
3%Spine Deflection Check
Allowable(3%)Horizontal Spine Actual Sufficient/Insufficient
Deflection(inches) Deflection
, ***finches)
11.160 2.913 Sufficient
•••Relative deflection under service level wind speed
Page 2 of 2 CCIFlagpole Tool v1.0
PAUL I. FORD AND COMPANY Job Number: 37515-0086.002.7700 Page: 1
S T R U C T U R A L E N G I N E E R S Site Number: 879570 By: TJD
zi(x Last Benad Sore • SOW•ou • Columbus,Ohio 432i5ttos Site Name: WASHINGTON SQUARE MALL Date: 3/16/2015
DRILLED PIER SOIL AND STEEL ANALYSIS-TIA-222-G
Factored Base Reactions from RISA Safety Factors/Load Factors/ Factors_
Comp.(+) Tension(-) Tower Type= Monopole DP
• Moment,Mu= 495.0- - - -ft ACI Code= ACI 318-08
Shear,Vu= 8.0": ®' �' ' ips Seismic Design Category= D
Axial Load,Pu1= 16.0 OM t r 4 vae!!. . ips(from 1.2D+1.6W)* Reference Standard= TIA-222-G
Axial Load,Pu2= 12,0 , s , i 4„0 ips(from 0.9D+1.6W)•* Use 1.3 Load Factor? ■o,, ,, -
OTMu= 499.0-'' - '0 -ft @ Ground Load Factor= 1.00
'Axial Load,Put will be used for Soil Compression Analysis.
**Axial Load,Pu2 will be used for Steel Analysis.
Drilled Pier Parameters Safety Factor m Factor
Diameter= 5 Soil Lateral Resistance= 11 - ' 0001 0.75
Height Above Grade= 0.5 ft Skin Friction= ,r;iiy;, i :iaDQY 0.75
Depth Below Grade= 15 End Bearing= 2.00_ 0.75
fc'= 3 ksi Concrete Wt.Resist Uplift= -T.2s '- - -
ec= 0.003 in/in
Load Combinations Checked per TIA-222-G
Mat Ftdn.Cap Width= It 1.(0.75)Ult.Skin Friction+(0.75)Ult.End Bearing
Mat Ftdn.Cap Length= ft +(1.2)Effective Soil Wt.-(1.2)Buoyant Conc.Wt.2 Comp.
Depth Below Grade= ft 2.(0.75)Ult.Skin Friction+(0.9)Buoyant Conc.Wt.2 Uplift
Steel Parameters Soil Parameters
Number of Bars= 18 Water Table Depth= 99.00 t
Rebar Size= #9 Depth to Ignore Soil= 2.50 1
Rebar Fy= 60 ksi Depth to Full Cohesion= 0 `t
Rebar MOE= 29000 ksi Full Cohesion Starts at? Ground
Tie Size= #5 Above Full Cohesion Lateral Resistance=4(Cohesion)(Dia)(H)
Side Clear Cover to Ties= 3.311 in Below Full Cohesion Lateral Resistance=8(Cohesion)(Die)(H)
Direct Embed Pole Shaft Parameters Maximum Capacity Ratios
Dia @ Grade= in Maximum Soil Ratio= 110.0%
Dia @ Depth Below Grade= in Maximum Steel Ratio= 105.0%
Number of Sides=
Thickness= in
Fy= ksi
Backfill Condition=
Define Soil Layers
Note:Cohesion=Undrained Shear Strenyh=Unconfined Compressive Strength/2
Friction Ultimate Comp.Ult. Tension Ult.
Thickness Unit Weight Cohesion Angle End Bearing Skin Friction Skin Friction Depth
Layer ft pcf psf degrees Soil Type psf psf psf ft
1 21 125 1000 25 Silt 5400 21
2
3
4
5
6
7
8
9
10
11
12
Soil Results: Overturn, inq
Depth to COR= 10.08 ft,from Grade Shear,Vu= 8.00 sips
Bending Moment,Mu= 579.66 k-ft,from COR Resisting Shear,mVn= 31.54 kips
Resisting Moment,IMn= 2285.64 k-ft,from COR
MOMENT RATIO= 25.4% OK SHEAR RATIO= 25.4% OK
Soil Results: Uplift Soil Results: Compression
Uplift,Tu= 0.00 kips Compression,Cu= 16.00 sips
Uplift Capacity,mTn= 41.09 kips Comp.Capacity,Ei3Cn= 68.92 kips
UPLIFT RATIO= 0.0% OK COMPRESSION RATIO= 23.2% OK
Steel Results (ACI 318-08):
Minimum Steel Area= 9.42 sq in Axial Load,Pu= 21.94 sips @ 3.25 ft Below Grade
Actual Steel Area= 18.00 sq in Moment,Mu= 522.18 s-ft @ 3.25 ft Below Grade
- Moment,cbMn= .. 1978.32 k-ft
Axial,iPn(min)= -972.00 kips,Where(12Mn=0 k-ft n
!axial,tiPn(max)= 4286.91,kips,Where mMn=0 k-ft MOMENT RATIO= 26.4/o OK
v4.0-Effective:10-18-13 lc)Copyright 2013 by Pauli.Ford and Company,all rights reserved.
Moment Capacity of Drilled Concrete Shaft (Caisson) for TIA Rev F or G
Note: Shaft assumed to have ties, not spiral,transverse reinforcing
Site Data Maximum Shaft Superimposed Forces
BU#: 879570 TIA Revision: G
Site Name: WASHINGTON SQUARE MALL Max. Factored Shaft Mu: 522.18 ft-kips(*Note)
App#: Max. Factored Shaft Pu: 21.94 kips
Max Axial Force Type: Comp.
(*) Note: Max Shaft Superimposed Moment does not necessarily
Loads Already Factored equal to the shaft top reaction moment
For M(WL) 1 <----Disregard
For P(DL) 1 <----Disregard Load Factor Shaft Factored Loads
1.00 Mu: 522.18 ft-kips
Pier Properties 1.00 Pu: 21.94 kips
Concrete:
Pier Diameter= 5.0 ,ft Material Properties
Concrete Area = 2827.4 in2 Concrete Comp.strength,fc= 3000 psi
Reinforcement yield strength, Fy= 60 ksi
Reinforcement: Reinforcing Modulus of Elasticity, E= 29000 ksi
Clear Cover to Tie= 3.31 in Reinforcement yield strain = 0.00207
Horiz. Tie Bar Size= 5 Limiting compressive strain =I 0.003
Vert. Cage Diameter= 4.25 ft ACI 318 Code
Vert. Cage Diameter= 51.00 in Select Analysis ACI Code=l 2008
Vertical Bar Size = 9 Seismic Properties
Bar Diameter= 1.13 in Seismic Design Category= D
Bar Area = 1 in2 Seismic Risk= High
Number of Bars = 18
As Total= 18 in 2 Solve <--Press Upon Completing All Input
A s/Aconc, Rho: 0.0064 0.64% (Run)
ACI 10.5 , ACI 21.10.4, and IBC 1810. Results:
Min As for Flexural, Tension Controlled, Shafts: Governing Orientation Case: 2
(3)*(Sgrt(f c)/Fy: 0.0027
200/Fy: 0.0033 ��
Mu /7�•`�11 rAr ■e.
- - -
Case 1 Case 2
Dist. From Edge to Neutral Axis: 10.50 in
Extreme Steel Strain, et: 0.0127
Minimum Rho Check: et> 0.0050, Tension Controlled
Actual Req'd Min. Rho: 0.33% Flexural Reduction Factor,cp: 0.900
Provided Rho: 0.64% OK
Ref. Shaft Max Axial Capacities, 4 Max(Pn or Tn):
Max Pu = (c)=0.65) Pn. Output Note: Negative Pu=Tension
Pn per ACI 318(10-2) 4286.91 kips For Axial Compression, cp Pn = Pu: 21.94 kips
at Mu=(4=0.65)Mn= 1841.69 _ft-kips Drilled Shaft Moment Capacity, cpMn: 1978.32 ft-kips
Drilled Shaft Superimposed Mu: 522.18 ft-kips
Max Tu, (cp=0.9)Tn = 972 kips
at Mu=4=(0.90)Mn= 0.00 ft-kips (MuhpMn, Drilled Shaft Flexure CSR: I 26.4%
Drilled_Shaft Moment_Capacity, DSMC, Version 1.1 - Effective 04/01/2010 Analysis Date: 3/16/2015