Pier Structural Engineering Corp. 55 Northfield Drive E, Suite 198 Waterloo, ON N2K 3T6 Tel: 519-885-3806 Fax: 519-884-3806 www.p-sec.ca
tnxTower Report - version 6.1.4.1
August 28, 2015 Joel Taubman, Tower Structural Analyst Crown Castle USA Inc. 5350 North 48th Street Suite 305 Chandler, AZ 85226 Subject: Structural Analysis Report & Modification Drawings Carrier Designation: Carrier Co-Locate: Verizon Wireless Carrier Site Number: 115645 Carrier Site Name: Vacaville Crown Castle Designation: Crown Castle BU Number: 816137 Crown Castle Site Name: VACAVILLE (REVISED) Crown Castle JDE Job Number: 331009 Crown Castle WO Number: 1101676 Engineering Firm Designation: P-SEC Project Number: 14083
Site Data: 3900 Lagoon Valley Road, Vacaville, Solano County, CA Latitude 38° 19' 43'', Longitude -121° 59' 49'' 60-ft Self Support Tower Dear Mr. Taubman, Pier Structural Engineering Corp. (P-SEC) 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 813484, in accordance with application 290784, revision 8 pertaining to the recent upgrade modifications package for this structure. 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: Modified Structure w/ Existing + Proposed Sufficient Capacity Note: See Table I and Table II for the proposed and existing/reserved loading, respectively. This analysis has been performed in accordance with the 2013 CBC based upon an ultimate 3-second gust wind speed of 110 mph converted to a nominal 3-second gust wind speed of 85 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 maximum topographic factor, Kzt, of 2.922, Risk Category II and Classification U was/were used in this analysis. The seismic design category and site class are D, as determined in “Appendix C – Additional Calculations” of this report. All modifications and equipment proposed in this report shall be installed in accordance with the attached drawings for the determined available structural capacity to be effective. We at P-SEC appreciate the opportunity of providing our continuing professional services to you and Crown Castle USA Inc. If you have any questions or need further assistance on this or any other projects please give us a call. Respectfully submitted by:
Martin Piercey, P.E., P.Eng. CA PE# 74215
August 28, 2015 60-ft Self Support Tower Structural Analysis CCI BU No 816137 Project Number 14083, Application 290784, Revision 8 Page 2
tnxTower Report - version 6.1.4.1
TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2 - Existing and Reserved Antenna and Cable Information Table 3 - Design Antenna and Cable Information 3) ANALYSIS PROCEDURE Table 4 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summary) Table 6 - Tower Component Stresses vs. Capacity 4.1) Recommendations 5) APPENDIX A tnxTower Output (for LC4) 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations 7) APPENDIX D Upgrade Drawings
August 28, 2015 60-ft Self Support Tower Structural Analysis CCI BU No 816137 Project Number 14083, Application 290784, Revision 8 Page 3
tnxTower Report - version 6.1.4.1
1) INTRODUCTION This tower is a 60-ft Self Support tower originally designed by ANDREW in August of 1988 for a wind speed of 90 mph per EIA-222-D. The tower was reinforced per P-SEC modification drawings of 2013. 2) ANALYSIS CRITERIA The following design parameters have been used in our analysis: Design Standard: TIA-222-G Standard and the 2013 California Building Code County/State: Solano County, CA Wind Speeds: CASE 1 85 mph (3-second gust) CASE 2 60 mph (3-second gust) for serviceability Exposure Category: C Topographic Category: 5 Crest Height: 487-ft Maximum Topographic Factor: 2.922 Structure Classification: II Seismic Considerations: See Appendix C
Table 1 - Proposed Antenna and Cable Information
Mounting Level (ft)
Center Line Elev.
(ft)
Number of
Antennas
Antenna Manufacturer
Antenna Model Number of Feed Lines
Feed Line
Size (in)Note
57 58
4 commscope SBNHH-1D45B 2 6
1-1/4 7/8
1 6 ericsson RRUS 12 W/SOLAR SHIELD
2 raycap RCMDC-3315-PF-48
50 50 2 commscope SBNHH-1D45B
-- -- 1 3 -- Pipe Mount
Notes: 1) Proposed equipment
Table 2 - Existing and Reserved Antenna and Cable Information
Mounting Level (ft)
Center Line Elev.
(ft)
Number of
Antennas
Antenna Manufacturer
Antenna Model Number of Feed Lines
Feed Line
Size (in)Note
57
58
2 andrew LNX-6515DS-VTM
-- -- 2 1 andrew LNX-6513DS-T4M
2 decibel 938DG65T2A-M
1 decibel 858DG65VTASX
57 4 andrew CBC721-DF
8 7/8 1 1 -- Side Arm Mount [SO 302-3]
50 50
1 decibel 858DG65VTASX
-- -- 2 1 decibel 938DG65T2A-M
1 andrew LNX-6515DS-VTM
2 -- Side Arm Mount [SO 302-1]
2 andrew CBC721-DF 4 7/8 1
43 43 1 andrew P4F-21D
1 EW90 1 1 -- Pipe Mount [PM 601-1]
Notes: 1) Existing equipment 2) Equipment to be removed
August 28, 2015 60-ft Self Support Tower Structural Analysis CCI BU No 816137 Project Number 14083, Application 290784, Revision 8 Page 4
tnxTower Report - version 6.1.4.1
Table 3 - Design Antenna and Cable Information
Mounting Level (ft)
Center Line Elev.
(ft)
Number of
Antennas
Antenna Manufacturer
Antenna Model Number of Feed Lines
Feed Line
Size (in)
60 60 2 generic 6' Dia. Grid Dish -- --
55 55 2 -- Bogners -- -- 3) ANALYSIS PROCEDURE
Table 4 - Documents Provided
Document Remarks Reference Source
4-GEOTECHNICAL REPORTS FDH Velocitel, Proj. No. 15BVNZ1600
dated 8/26/2015 174745 CCISITES
4-TOWER FOUNDATION DRAWINGS/DESIGN/SPECS
VS (Mapping), Proj. No. 090208.03 dated 3/10/2009
2404621 CCISITES
4-TOWER MANUFACTURER DRAWINGS
Andrew, Proj. No. L1-8183-02 dated 8/15/1988
1046659 CCISITES
4-TOWER REINFORCEMENT DESIGN/DRAWINGS/DATA
P-SEC Proj. No. 10152 dated 12/17/2013
5360976 CCISITES
4-POST-MODIFICATION INSPECTION
SGS, Proj. No. 140210 dated 6/11/2014
5120886 CCISITES
APPLICATION Verizon Wireless, Revision # 8
dated 6/16/2015 290784 CCISITES
UPGRADE DRAWINGS Recent Upgrade Modifications,
dated 08/28/2015 14083 P-SEC
3.1) Analysis Method
tnxTower (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\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) P-SEC did not analyze antenna supporting mounts as part of this analysis report and assumed
they are structurally sufficient. It is the carrier’s responsibility to ensure structural compliance of their existing and/or proposed antenna supporting mounts.
5) All equipment model numbers, quantities, and centerline elevations are as provided in the CCI CAD package dated 6/19/2015 with any adjustments as noted below:
a) There are (2) existing sidearm mounts at the 50ft elevation that will be removed. 6) Minimum rebar content has been assumed in the original caisson foundations. 7) The proposed upgrade modifications are to be completed as soon as possible and before any
proposed loadings are added. See drawing package in Appendix D for details.
This analysis may be affected if any assumptions are not valid or have been made in error. P-SEC should be notified to determine the effect on the structural integrity of the tower.
August 28, 2015 60-ft Self Support Tower Structural Analysis CCI BU No 816137 Project Number 14083, Application 290784, Revision 8 Page 5
tnxTower Report - version 6.1.4.1
4) ANALYSIS RESULTS
Table 5 - Section Capacity (Summary) - LC4
Section No. Elevation (ft) Component Type Size Critical
ElementP (K) SF*P_allow (K) %
CapacityPass / Fail
T1 60 - 40 Leg P2x0.154 1 -29.56 36.84 80.2 Pass
T2 40 - 36 Leg P2x.436 37 -40.48 84.97 47.6 Pass
T3 36 - 32 Leg P2x.436 46 -52.39 84.97 61.7 Pass
T4 32 - 28 Leg P2x.436 55 -64.60 84.97 76.0 Pass
T5 28 - 24 Leg P2x.436 64 -78.67 84.97 92.6 Pass
T6 24 - 20 Leg P2x.436 73 -91.53 109.74 83.4 Pass
T7 20 - 0 Leg P3x.437 85 -123.97 132.07 93.9 Pass
T1 60 - 40 Diagonal L1 1/2x1 1/2x1/8 10 -4.52 6.37 71.0 99.1 (b)
Pass
T2 40 - 36 Diagonal L1 3/4x1 3/4x3/16 42 -4.73 12.27 38.5 67.8 (b)
Pass
T3 36 - 32 Diagonal L1 3/4x1 3/4x3/16 52 -5.07 12.27 41.3 71.4 (b)
Pass
T4 32 - 28 Diagonal L1 3/4x1 3/4x3/16 61 -5.47 12.27 44.6 76.7 (b)
Pass
T5 28 - 24 Diagonal L1 3/4x1 3/4x3/16 70 -5.74 12.27 46.7 80.9 (b)
Pass
T6 24 - 20 Diagonal L1 3/4x1 3/4x3/16 79 -6.41 12.65 50.7 85.8 (b)
Pass
T7 20 - 0 Diagonal L1 3/4x1 3/4x1/8 91 -3.56 6.15 57.9 69.8 (b)
Pass
T6 24 - 20 Secondary Horizontal
L1 3/4x1 3/4x3/16 82 -1.59 15.95 9.9 22.7 (b)
Pass
T1 60 - 40 Top Girt L1 3/4x1 3/4x1/8 5 -0.33 6.17 5.4 7.5 (b)
Pass
Summary
Leg (T7) 93.9 Pass
Diagonal (T1) 99.1 Pass
Secondary Horizontal (T6)
22.7 Pass
Top Girt (T1) 7.5 Pass
Bolt Checks 99.1 Pass
RATING = 99.1 Pass
Table 6 - Tower Component Stresses vs. Capacity - LC4
Notes Component Elevation (ft) % Capacity Pass / Fail
2 Anchor Rods - Existing -- 43.4 Pass
2 Anchor Rods - Proposed -- 47.1 Pass
2,3 Base Foundation - Soil -- 104.9 Pass
2 Base Foundation - Structural -- 45.5 Pass
2 Seismic Considerations -- -- Pass
Structure Rating (max from all components) = 104.9%
Notes: 1) See full member breakdown and section capacities in Appendix A. 2) See additional documentation in Appendix C for supporting calculations. 3) Stresses up to 105% (steel) and 110% (foundations) are within engineering tolerance and considered acceptable.
August 28, 2015 60-ft Self Support Tower Structural Analysis CCI BU No 816137 Project Number 14083, Application 290784, Revision 8 Page 6
tnxTower Report - version 6.1.4.1
4.1) Recommendations Once the modifications outlined in Appendix D are completed, the existing 60-ft self-support tower located in Solano County (VACAVILLE (REVISED)), CA will conform to the TIA-222-G Standard and the 2013 CBC based upon an ultimate 3-second gust wind speed of 110 mph converted to a nominal 3-second gust wind speed of 85 mph, exposure category C with a maximum topographic factor, Kzt of 2.922. Should you have any questions, please call us anytime at 519-885-3806. encl. 816137_PASSING SA Report_20150828.doc
August 28, 2015 60-ft Self Support Tower Structural Analysis CCI BU No 816137 Project Number 14083, Application 290784, Revision 8 Page 7
tnxTower Report - version 6.1.4.1
APPENDIX A
TNXTOWER OUTPUT (LC4)
Pier Structural Engineer Corp. 198-55 Northfield Drive East Waterloo, Ontario, N2K 3T6
Phone: 519-885-3806 FAX: 519-884-3806
Job: PSEC Job 14083 [for UPGRADE PACKAGE] Project: 816137 - VACAVILLE (REVISED) [for Verizon app 290784 rev 8 Client: CROWN CASTLE USA Drawn by: shoffmeyer App'd:
Code: TIA-222-G Date: 08/28/15 Scale: NTS Path:
H:\PROJECTS\JOB 14000 - 14999\JOB 14000 - 14099\14083 - CCI - 816137 - VACAVILLE (REVISED) (MODs)\PASSING SA\816137_LC4_20150828.eri
Dwg No. E-1
60.0 ft
40.0 ft
36.0 ft
32.0 ft
28.0 ft
24.0 ft
20.0 ft
0.0 ft
REACTIONS - 85 mph WINDTORQUE 5 kip-ft
16 KSHEAR
636 kip-ftMOMENT
7 KAXIAL
SHEAR: 10 KUPLIFT: -124 K
SHEAR: 10 KDOWN: 128 K
MAX. CORNER REACTIONS AT BASE:
ARE FACTOREDALL REACTIONS
S
ect
ion
T1
T2
T3
T4
T5
T6
T7
L
eg
sP
2x0
.15
4P
2x.
43
6P
3x.
43
7
L
eg
Gra
de
A5
72
-50
A5
00
-42
D
iag
on
als
L1
1/2
x1 1
/2x1
/8L
1 3
/4x1
3/4
x3/1
6L
1 3
/4x1
3/4
x1/8
D
iag
on
al G
rad
eA
36
T
op
Gir
tsL
1 3
/4x1
3/4
x1/8
N.A
.
S
ec.
Ho
rizo
nta
lsN
.A.
AN
.A.
F
ace
Wid
th (
ft)
45
.83
33
#
Pa
ne
ls @
(ft
)1
0 @
44
@ 5
W
eig
ht
(K)
0.5
0.2
0.2
0.2
0.2
0.2
1.1
2.5
Lighting Rod 3/4" x 4' (L-Rod 62' E) 62 SBNHH-1D45B w/ Mount Pipe (Carrier 57' P)
57 SBNHH-1D45B w/ Mount Pipe (Carrier 57' P)
57 SBNHH-1D45B w/ Mount Pipe (Carrier 57' P)
57 SBNHH-1D45B w/ Mount Pipe (Carrier 57' P)
57 (2) RRUS 12 W/SOLAR SHIELD (Carrier 57' P)
57 (2) RRUS 12 W/SOLAR SHIELD (Carrier 57' P)
57 (2) RRUS 12 W/SOLAR SHIELD (Carrier 57' P)
57 (2) RCMDC-3315-PF-48 (Carrier 57' P)
57 CBC721-DF (Carrier 57' E) 57 CBC721-DF (Carrier 57' E) 57 CBC721-DF (Carrier 57' E) 57 CBC721-DF (Carrier 57' E) 57 Side Arm Mount [SO 302-3] (Carrier 57' E)
57 SBNHH-1D45B w/ Mount Pipe (Carrier 50' P)
50 SBNHH-1D45B w/ Mount Pipe (Carrier 50' P)
50 Additional Mount Area (Carrier 50' P) 50 CBC721-DF (Carrier 50' E) 50 CBC721-DF (Carrier 50' E) 50 Pipe Mount [PM 601-1] (Carrier 43' E) 43 P4F-21D (Carrier 43' E) 43DESIGNED APPURTENANCE LOADINGTYPE TYPEELEVATION ELEVATION
Lighting Rod 3/4" x 4' (L-Rod 62' E) 62
SBNHH-1D45B w/ Mount Pipe (Carrier 57' P)
57
SBNHH-1D45B w/ Mount Pipe (Carrier 57' P)
57
SBNHH-1D45B w/ Mount Pipe (Carrier 57' P)
57
SBNHH-1D45B w/ Mount Pipe (Carrier 57' P)
57
(2) RRUS 12 W/SOLAR SHIELD (Carrier 57' P)
57
(2) RRUS 12 W/SOLAR SHIELD (Carrier 57' P)
57
(2) RRUS 12 W/SOLAR SHIELD (Carrier 57' P)
57
(2) RCMDC-3315-PF-48 (Carrier 57' P)
57
CBC721-DF (Carrier 57' E) 57
CBC721-DF (Carrier 57' E) 57
CBC721-DF (Carrier 57' E) 57
CBC721-DF (Carrier 57' E) 57
Side Arm Mount [SO 302-3] (Carrier 57' E)
57
SBNHH-1D45B w/ Mount Pipe (Carrier 50' P)
50
SBNHH-1D45B w/ Mount Pipe (Carrier 50' P)
50
Additional Mount Area (Carrier 50' P) 50
CBC721-DF (Carrier 50' E) 50
CBC721-DF (Carrier 50' E) 50
Pipe Mount [PM 601-1] (Carrier 43' E) 43
P4F-21D (Carrier 43' E) 43
SYMBOL LISTMARK MARKSIZE SIZE
A L1 3/4x1 3/4x3/16
MATERIAL STRENGTHGRADE GRADEFy FyFu Fu
A572-50 50 ksi 65 ksi
A36 36 ksi 58 ksi
A500-42 42 ksi 58 ksi
TOWER DESIGN NOTES1. Tower is located in Solano County, California.2. Tower designed for Exposure C to the TIA-222-G Standard.3. Tower designed for a 85 mph basic wind in accordance with the TIA-222-G Standard.4. Deflections are based upon a 60 mph wind.5. Tower Structure Class II.6. Topographic Category 5 with Crest Height of 487.00 ft7. - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -8. E - Existing, R - Reserved, P - Proposed9. 57ft - Proposed loading revisions included10. 50ft - Proposed loading revisions included11. Considers end distances to be 2D per site pictures12. Anchor Bolts considered to be A325 equivalent per Andrew drawings13. Includes all currently proposed PSEC 14083 modifications14. TOWER RATING: 99.1%
ttnnxxTToowweerr Job
PSEC Job 14083 [for UPGRADE PACKAGE]
Page
1 of 12
Pier Structural Engineer Corp. 198-55 Northfield Drive East
Project
816137 - VACAVILLE (REVISED) [for Verizon app 290784 rev 8]
Date
14:45:29 08/28/15
Waterloo, Ontario, N2K 3T6 Phone: 519-885-3806 FAX: 519-884-3806
Client CROWN CASTLE USA
Designed by
shoffmeyer
Tower Input Data
The main tower is a 3x free standing tower with an overall height of 60.00 ft above the ground line. The base of the tower is set at an elevation of 0.00 ft above the ground line. The face width of the tower is 4.00 ft at the top and 5.83 ft at the base. This tower is designed using the TIA-222-G standard. The following design criteria apply:
Tower is located in Solano County, California. Basic wind speed of 85 mph. Structure Class II. Exposure Category C. Topographic Category 5. Crest Height 487.00 ft. SEAW RSM-03 procedures for wind speed-up calculations are used. Topographic Feature: Continuous Ridge. Slope Distance L: 1430.00 ft. Distance from Crest x: 41.00 ft. Deflections calculated using a wind speed of 60 mph. - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -. E - Existing, R - Reserved, P - Proposed. 57ft - Proposed loading revisions included. 50ft - Proposed loading revisions included. Considers end distances to be 2D per site pictures. Anchor Bolts considered to be A325 equivalent per Andrew drawings. Includes all currently proposed PSEC 14083 modifications. - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -. A non-linear (P-delta) analysis was used. Pressures are calculated at each section. Stress ratio used in tower member 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 √ Assume Rigid Index Plate √ Calculate Redundant Bracing Forces Use Moment Magnification √ Use Clear Spans For Wind Area Ignore Redundant Members in FEA √ Use Code Stress Ratios √ Use Clear Spans For KL/r SR Leg Bolts Resist Compression √ Use Code Safety Factors - Guys Retension Guys To Initial Tension √ All Leg Panels Have Same Allowable Escalate Ice √ Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz √ Use Azimuth Dish Coefficients √ 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
ttnnxxTToowweerr Job
PSEC Job 14083 [for UPGRADE PACKAGE]
Page
2 of 12
Pier Structural Engineer Corp. 198-55 Northfield Drive East
Project
816137 - VACAVILLE (REVISED) [for Verizon app 290784 rev 8]
Date
14:45:29 08/28/15
Waterloo, Ontario, N2K 3T6 Phone: 519-885-3806 FAX: 519-884-3806
Client CROWN CASTLE USA
Designed by
shoffmeyer
Tower Section Geometry
Tower Section
Tower Elevation
ft
Assembly Database
Description Section Width
ft
Number of
Sections
Section Length
ft
T1 60.00-40.00 4.00 1 20.00 T2 40.00-36.00 4.00 1 4.00 T3 36.00-32.00 4.00 1 4.00 T4 32.00-28.00 4.00 1 4.00 T5 28.00-24.00 4.00 1 4.00 T6 24.00-20.00 Reinforced Legs 4.00 1 4.00 T7 20.00-0.00 4.00 1 20.00
Bolded items reinforced
Tower Section Geometry (cont’d)
Tower Section
Tower Elevation
ft
Diagonal Spacing
ft
Bracing Type
Has K Brace
End Panels
Has Horizontals
Top Girt Offset
in
Bottom Girt Offset
in
T1 60.00-40.00 4.00 X Brace No Yes 0.0000 0.0000 T2 40.00-36.00 4.00 X Brace No No 0.0000 0.0000 T3 36.00-32.00 4.00 X Brace No No 0.0000 0.0000 T4 32.00-28.00 4.00 X Brace No No 0.0000 0.0000 T5 28.00-24.00 4.00 X Brace No No 0.0000 0.0000 T6 24.00-20.00 4.00 X Brace No Yes 0.0000 0.0000 T7 20.00-0.00 5.00 X Brace No No 0.0000 0.0000
Tower Section Geometry (cont’d)
Tower Elevation
ft
Leg Type
Leg Size
Leg Grade
Diagonal Type
Diagonal Size
Diagonal Grade
T1 60.00-40.00 Pipe P2x0.154 A572-50 (50 ksi)
Equal Angle L1 1/2x1 1/2x1/8 A36 (36 ksi)
T2 40.00-36.00 Pipe P2x.436 A572-50 (50 ksi)
Equal Angle L1 3/4x1 3/4x3/16 A36 (36 ksi)
T3 36.00-32.00 Pipe P2x.436 A572-50 (50 ksi)
Equal Angle L1 3/4x1 3/4x3/16 A36 (36 ksi)
T4 32.00-28.00 Pipe P2x.436 A572-50 (50 ksi)
Equal Angle L1 3/4x1 3/4x3/16 A36 (36 ksi)
T5 28.00-24.00 Pipe P2x.436 A572-50 (50 ksi)
Equal Angle L1 3/4x1 3/4x3/16 A36 (36 ksi)
T6 24.00-20.00 Pipe P2x.436 A572-50 (50 ksi)
Equal Angle L1 3/4x1 3/4x3/16 A36 (36 ksi)
T7 20.00-0.00 Pipe P3x.437 A500-42 (42 ksi)
Equal Angle L1 3/4x1 3/4x1/8 A36 (36 ksi)
Tower Section Geometry (cont’d)
Tower Elevation
ft
Top Girt Type
Top Girt Size
Top Girt Grade
Bottom Girt Type
Bottom Girt Size
Bottom Girt Grade
T1 60.00-40.00 Equal Angle L1 3/4x1 3/4x1/8 A36 (36 ksi)
Flat Bar A36 (36 ksi)
ttnnxxTToowweerr Job
PSEC Job 14083 [for UPGRADE PACKAGE]
Page
3 of 12
Pier Structural Engineer Corp. 198-55 Northfield Drive East
Project
816137 - VACAVILLE (REVISED) [for Verizon app 290784 rev 8]
Date
14:45:29 08/28/15
Waterloo, Ontario, N2K 3T6 Phone: 519-885-3806 FAX: 519-884-3806
Client CROWN CASTLE USA
Designed by
shoffmeyer
Tower Section Geometry (cont’d)
Tower Elevation
ft
Secondary Horizontal Type
Secondary Horizontal Size
Secondary Horizontal
Grade
Inner Bracing Type
Inner Bracing Size
Inner Bracing Grade
T6 24.00-20.00 Equal Angle L1 3/4x1 3/4x3/16 A36 (36 ksi)
Equal Angle A36 (36 ksi)
Bolded items reinforced
Tower Section Geometry (cont’d)
Tower Elevation
ft
Gusset Area
(per face)
ft2
Gusset Thickness
in
Gusset Grade Adjust. FactorAf
Adjust. Factor
Ar
Weight Mult.
Double Angle Stitch Bolt Spacing
Diagonals in
Double Angle Stitch Bolt Spacing
Horizontals in
T1 60.00-40.00 0.00 0.0000 A36 (36 ksi)
1.03 1.03 1.03 36.0000 36.0000
T2 40.00-36.00 0.00 0.0000 A36 (36 ksi)
1.03 1.03 1.03 36.0000 36.0000
T3 36.00-32.00 0.00 0.0000 A36 (36 ksi)
1.03 1.03 1.03 36.0000 36.0000
T4 32.00-28.00 0.00 0.0000 A36 (36 ksi)
1.03 1.03 1.03 36.0000 36.0000
T5 28.00-24.00 0.00 0.0000 A36 (36 ksi)
1.03 1.03 1.03 36.0000 36.0000
T6 24.00-20.00 0.00 0.0000 A36 (36 ksi)
1.03 1.03 1.03 36.0000 36.0000
T7 20.00-0.00 0.00 0.0000 A36 (36 ksi)
1.03 1.03 1.03 36.0000 36.0000
Tower Section Geometry (cont’d)
K Factors1
Tower Elevation
ft
Calc K
Single Angles
Calc K
Solid Rounds
Legs X Brace Diags
X Y
K Brace Diags
X Y
Single Diags
X Y
Girts
X Y
Horiz.
X Y
Sec. Horiz.
X Y
Inner Brace
X Y
T1 60.00-40.00
Yes No 1 1 1
1 1
1 1
1 1
1 1
1 1
1 1
T2 40.00-36.00
Yes No 1 1 1
1 1
1 1
1 1
1 1
1 1
1 1
T3 36.00-32.00
Yes No 1 1 1
1 1
1 1
1 1
1 1
1 1
1 1
T4 32.00-28.00
Yes No 1 1 1
1 1
1 1
1 1
1 1
1 1
1 1
T5 28.00-24.00
Yes No 1 1 1
1 1
1 1
1 1
1 1
1 1
1 1
T6 24.00-20.00
No No 1 1 1
1 1
1 1
1 1
1 1
0.5 0.5
1 1
T7 20.00-0.00 Yes No 1 1 1
1 1
1 1
1 1
1 1
1 1
1 1
1Note: K factors are applied to member segment lengths. K-braces without inner supporting members will have the K factor in the out-of-plane direction applied to the overall length.
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Pier Structural Engineer Corp. 198-55 Northfield Drive East
Project
816137 - VACAVILLE (REVISED) [for Verizon app 290784 rev 8]
Date
14:45:29 08/28/15
Waterloo, Ontario, N2K 3T6 Phone: 519-885-3806 FAX: 519-884-3806
Client CROWN CASTLE USA
Designed by
shoffmeyer
Tower Section Geometry (cont’d)
Tower Elevation
ft
Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal
Net Width Deduct
in
U
Net Width Deduct
in
U
Net WidthDeduct
in
U
Net Width
Deduct in
U
Net Width
Deduct in
U
Net Width
Deduct in
U
Net Width
Deduct in
U
T1 60.00-40.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T2 40.00-36.00 0.0000 1 0.0000 0.75 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T3 36.00-32.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T4 32.00-28.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T5 28.00-24.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T6 24.00-20.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T7 20.00-0.00 0.0000 1 0.0000 0.75 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75
Tower Section Geometry (cont’d)
Tower Elevation
ft
Leg Connection
Type
Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal
Bolt Size in
No. Bolt Size in
No. Bolt Sizein
No. Bolt Sizein
No. Bolt Sizein
No. Bolt Size in
No. Bolt Sizein
No.
T1 60.00-40.00 Flange 0.7500 A325N
3 0.5000 A325N
1 0.5000 A325N
1 0.6250 A325N
0 0.6250 A325N
0 0.6250 A325N
0 0.6250 A325N
0
T2 40.00-36.00 Flange 0.8750 A325N
0 0.5000 A325X
1 0.0000 A325N
0 0.0000 A325N
0 0.6250 A325N
0 0.6250 A325N
0 0.6250 A325N
0
T3 36.00-32.00 Flange 0.8750 A325N
0 0.5000 A325X
1 0.6250 A325N
0 0.0000 A325N
0 0.6250 A325N
0 0.6250 A325N
0 0.6250 A325N
0
T4 32.00-28.00 Flange 0.8750 A325N
0 0.5000 A325X
1 0.6250 A325N
0 0.0000 A325N
0 0.6250 A325N
0 0.6250 A325N
0 0.6250 A325N
0
T5 28.00-24.00 Flange 0.8750 A325N
0 0.5000 A325X
1 0.6250 A325N
0 0.0000 A325N
0 0.6250 A325N
0 0.6250 A325N
0 0.6250 A325N
0
T6 24.00-20.00 Flange 0.8750 A325N
3 0.5000 A325X
1 0.6250 A325N
0 0.0000 A325N
0 0.6250 A325N
0 0.6250 A325N
0 0.5000 A325X
1
T7 20.00-0.00 Flange 0.7500 A325N
6 0.6250 A325N
1 0.0000 A325N
0 0.6250 A325N
0 0.6250 A325N
0 0.6250 A325N
0 0.6250 A325N
0
Feed Line/Linear Appurtenances - Entered As Round Or Flat
Description Face or
Leg
Allow Shield
Component Type
Placement
ft
Face Offset
in
LateralOffset
(Frac FW)
# # Per Row
Clear Spacing
in
Width or Diameter
in
Perimeter
in
Weight
plf Small Climbing
Ladder (To 60' E)
C No Af (CaAa) 60.00 - 0.00 -2.0000 0 1 1 2.5000 2.5000 4.00
*** LDF5-50A(7/8'') (Carrier 57' P)
B No Ar (CaAa) 57.00 - 0.00 0.0000 -0.25 6 3 0.7500 1.0900 0.33
RFA1608-16S26-xxx( 1 1/4'')
(Carrier 57' P)
B No Ar (CaAa) 57.00 - 0.00 3.5000 -0.25 2 2 0.7500 1.2700 1.30
T-Brackets (Af) (Carrier 57' E)
B No Af (CaAa) 57.00 - 0.00 0.0000 -0.25 1 1 1.0000 0.5000 8.40
*** LDF5-50A(7/8'') (Carrier 57' E)
B No Ar (CaAa) 57.00 - 50.00 0.0000 -0.42 2 2 0.7500 1.0900 0.33
LDF5-50A(7/8'') B No Ar (CaAa) 50.00 - 0.00 0.0000 -0.42 6 2 0.7500 1.0900 0.33
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Pier Structural Engineer Corp. 198-55 Northfield Drive East
Project
816137 - VACAVILLE (REVISED) [for Verizon app 290784 rev 8]
Date
14:45:29 08/28/15
Waterloo, Ontario, N2K 3T6 Phone: 519-885-3806 FAX: 519-884-3806
Client CROWN CASTLE USA
Designed by
shoffmeyer
Description Face or
Leg
Allow Shield
Component Type
Placement
ft
Face Offset
in
LateralOffset
(Frac FW)
# # Per Row
Clear Spacing
in
Width or Diameter
in
Perimeter
in
Weight
plf (Carrier 50'/57' E) T-Brackets (Af)
(Carrier 50'/57' E) B No Af (CaAa) 57.00 - 0.00 0.0000 -0.42 1 1 1.0000 0.5000 8.40
*** LDF5-50A(7/8'') (Carrier 57' E)
B No Ar (CaAa) 57.00 - 0.00 0.0000 -0.32 6 2 0.7500 1.0900 0.33
T-Brackets (Af) (Carrier 57' E)
B No Af (CaAa) 57.00 - 0.00 0.0000 -0.32 1 1 1.0000 0.5000 8.40
*** EW90(ELLIPTICAL)
(Carrier 43' E) A No Ar (CaAa) 43.00 - 0.00 0.0000 0.35 1 1 0.7500 1.2800 0.32
***
Discrete Tower Loads
Description Face or
Leg
Offset Type
Offsets: Horz
Lateral Vert
ft ft ft
Azimuth Adjustment
°
Placement
ft
CAAA Front
ft2
CAAA Side
ft2
Weight
K
Lighting Rod 3/4'' x 4' (L-Rod 62' E)
A From Leg 0.00 0.00 0.00
0.0000 62.00 No Ice 0.30 0.30 0.03
*** SBNHH-1D45B w/ Mount
Pipe (Carrier 57' P)
A From Leg 4.00 0.00 1.00
-15.0000 57.00 No Ice 12.84 6.95 0.09
SBNHH-1D45B w/ Mount Pipe
(Carrier 57' P)
A From Leg 2.00 0.00 1.00
-90.0000 57.00 No Ice 12.84 6.95 0.09
SBNHH-1D45B w/ Mount Pipe
(Carrier 57' P)
B From Leg 4.00 0.00 1.00
-90.0000 57.00 No Ice 12.84 6.95 0.09
SBNHH-1D45B w/ Mount Pipe
(Carrier 57' P)
C From Leg 4.00 0.00 1.00
25.0000 57.00 No Ice 12.84 6.95 0.09
(2) RRUS 12 W/SOLAR SHIELD
(Carrier 57' P)
A From Leg 4.00 0.00 1.00
-15.0000 57.00 No Ice 3.67 1.46 0.06
(2) RRUS 12 W/SOLAR SHIELD
(Carrier 57' P)
B From Leg 4.00 0.00 1.00
-60.0000 57.00 No Ice 3.67 1.46 0.06
(2) RRUS 12 W/SOLAR SHIELD
(Carrier 57' P)
C From Leg 4.00 0.00 1.00
25.0000 57.00 No Ice 3.67 1.46 0.06
(2) RCMDC-3315-PF-48 (Carrier 57' P)
B From Leg 4.00 0.00 1.00
-15.0000 57.00 No Ice 4.33 2.56 0.03
CBC721-DF (Carrier 57' E)
A From Leg 4.00 0.00 0.00
-15.0000 57.00 No Ice 0.45 0.12 0.00
CBC721-DF (Carrier 57' E)
A From Leg 2.00 0.00 0.00
-90.0000 57.00 No Ice 0.45 0.12 0.00
CBC721-DF (Carrier 57' E)
B From Leg 4.00 0.00
-90.0000 57.00 No Ice 0.45 0.12 0.00
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PSEC Job 14083 [for UPGRADE PACKAGE]
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Pier Structural Engineer Corp. 198-55 Northfield Drive East
Project
816137 - VACAVILLE (REVISED) [for Verizon app 290784 rev 8]
Date
14:45:29 08/28/15
Waterloo, Ontario, N2K 3T6 Phone: 519-885-3806 FAX: 519-884-3806
Client CROWN CASTLE USA
Designed by
shoffmeyer
Description Face or
Leg
Offset Type
Offsets: Horz
Lateral Vert
ft ft ft
Azimuth Adjustment
°
Placement
ft
CAAA Front
ft2
CAAA Side
ft2
Weight
K
0.00 CBC721-DF
(Carrier 57' E) C From Leg 4.00
0.00 0.00
25.0000 57.00 No Ice 0.45 0.12 0.00
Side Arm Mount [SO 302-3] (Carrier 57' E)
C None 0.0000 57.00 No Ice 5.56 5.56 0.17
*** SBNHH-1D45B w/ Mount
Pipe (Carrier 50' P)
A From Leg 1.00 0.00 0.00
85.0000 50.00 No Ice 12.84 6.95 0.09
SBNHH-1D45B w/ Mount Pipe
(Carrier 50' P)
B From Leg 1.00 0.00 0.00
-35.0000 50.00 No Ice 12.84 6.95 0.09
Additional Mount Area (Carrier 50' P)
B From Face 0.50 0.00 0.00
0.0000 50.00 No Ice 2.50 1.50 0.06
CBC721-DF (Carrier 50' E)
A From Leg 1.00 0.00 0.00
85.0000 50.00 No Ice 0.45 0.12 0.00
CBC721-DF (Carrier 50' E)
B From Face 1.00 0.00 0.00
-35.0000 50.00 No Ice 0.45 0.12 0.00
*** Pipe Mount [PM 601-1]
(Carrier 43' E) C From Leg 0.50
0.00 0.00
-15.0000 43.00 No Ice 3.00 0.90 0.07
Dishes
Description Face or
Leg
Dish Type
Offset Type
Offsets: Horz
LateralVert
ft
Azimuth Adjustment
°
3 dB Beam Width
°
Elevation
ft
Outside Diameter
ft
Aperture Area
ft2
Weight
K P4F-21D
(Carrier 43' E) C Paraboloid w/o
Radome From Leg
1.00 0.00 0.00
-15.0000 43.00 4.00 No Ice 12.57 0.10
Load Combinations Comb.
No. Description
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
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Pier Structural Engineer Corp. 198-55 Northfield Drive East
Project
816137 - VACAVILLE (REVISED) [for Verizon app 290784 rev 8]
Date
14:45:29 08/28/15
Waterloo, Ontario, N2K 3T6 Phone: 519-885-3806 FAX: 519-884-3806
Client CROWN CASTLE USA
Designed by
shoffmeyer
Comb. No.
Description
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 Dead+Wind 0 deg - Service 27 Dead+Wind 30 deg - Service 28 Dead+Wind 60 deg - Service 29 Dead+Wind 90 deg - Service 30 Dead+Wind 120 deg - Service 31 Dead+Wind 150 deg - Service 32 Dead+Wind 180 deg - Service 33 Dead+Wind 210 deg - Service 34 Dead+Wind 240 deg - Service 35 Dead+Wind 270 deg - Service 36 Dead+Wind 300 deg - Service 37 Dead+Wind 330 deg - Service
Maximum Reactions
Location Condition Gov. Load
Comb.
Vertical K
Horizontal, X K
Horizontal, Z K
Leg C Max. Vert 18 127.80 9.01 -5.09 Max. Hx 18 127.80 9.01 -5.09 Max. Hz 7 -123.76 -8.71 5.04 Min. Vert 7 -123.76 -8.71 5.04 Min. Hx 7 -123.76 -8.71 5.04 Min. Hz 18 127.80 9.01 -5.09
Leg B Max. Vert 10 122.15 -8.38 -5.39 Max. Hx 23 -112.67 7.83 5.01 Max. Hz 23 -112.67 7.83 5.01 Min. Vert 23 -112.67 7.83 5.01 Min. Hx 10 122.15 -8.38 -5.39 Min. Hz 10 122.15 -8.38 -5.39
Leg A Max. Vert 2 119.98 0.50 9.80 Max. Hx 22 53.31 0.93 4.28 Max. Hz 2 119.98 0.50 9.80 Min. Vert 15 -106.64 -0.46 -8.95 Min. Hx 11 -46.85 -1.06 -4.16 Min. Hz 15 -106.64 -0.46 -8.95
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PSEC Job 14083 [for UPGRADE PACKAGE]
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Pier Structural Engineer Corp. 198-55 Northfield Drive East
Project
816137 - VACAVILLE (REVISED) [for Verizon app 290784 rev 8]
Date
14:45:29 08/28/15
Waterloo, Ontario, N2K 3T6 Phone: 519-885-3806 FAX: 519-884-3806
Client CROWN CASTLE USA
Designed by
shoffmeyer
Critical Deflections and Radius of Curvature - Service Wind
Elevation
ft
Appurtenance Gov. Load
Comb.
Deflection
in
Tilt °
Twist °
Radius of Curvature
ft 62.00 Lighting Rod 3/4'' x 4' 28 2.393 0.3154 0.1288 32865 57.00 SBNHH-1D45B w/ Mount Pipe 28 2.187 0.3058 0.1193 32865 50.00 SBNHH-1D45B w/ Mount Pipe 28 1.716 0.2830 0.0980 16432 43.00 P4F-21D 28 1.282 0.2588 0.0801 9803
Bolt Design Data
Section No.
Elevation
ft
Component Type
Bolt Grade
Bolt Size
in
NumberOf
Bolts
MaximumLoad per
Bolt K
AllowableLoad
K
Ratio Load
Allowable
Allowable Ratio
Criteria
T1 60 Diagonal A325N 0.5000 1 4.36 4.40 0.991
1 Member Block Shear
Top Girt A325N 0.5000 1 0.33 4.40 0.075
1 Member Block Shear
T2 40 Diagonal A325X 0.5000 1 4.74 6.99 0.678
1 Member Block Shear
T3 36 Diagonal A325X 0.5000 1 4.99 6.99 0.714
1 Member Block Shear
T4 32 Diagonal A325X 0.5000 1 5.36 6.99 0.767
1 Member Block Shear
T5 28 Diagonal A325X 0.5000 1 5.65 6.99 0.809
1 Member Block Shear
T6 24 Diagonal A325X 0.5000 1 5.99 6.99 0.858
1 Member Block Shear
Secondary Horizontal
A325X 0.5000 1 1.59 6.99 0.227
1 Member Block Shear
T7 20 Diagonal A325N 0.6250 1 3.31 4.74 0.698
1 Member Block Shear
See below table for flange bolt capacities.
Bolt Design Data
Section No.
Elevation
ft
Component Type
Bolt Grade
Bolt Size
in
NumberOf
Bolts
MaximumLoad per
Bolt K
AllowableLoad
K
Ratio Load
Allowable
Allowable Ratio
Criteria
T1 60 Leg A325N 0.7500 3 11.09 29.82 0.372
1 Bolt Tension
T6 24 Leg A325N 0.8750 3 32.60 40.59 0.803
1 Bolt Tension
See Appendix C for anchor rod capacities.
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Pier Structural Engineer Corp. 198-55 Northfield Drive East
Project
816137 - VACAVILLE (REVISED) [for Verizon app 290784 rev 8]
Date
14:45:29 08/28/15
Waterloo, Ontario, N2K 3T6 Phone: 519-885-3806 FAX: 519-884-3806
Client CROWN CASTLE USA
Designed by
shoffmeyer
Compression Checks
Leg Design Data (Compression) Section
No. Elevation
ft
Size
L
ft
Lu
ft
Kl/r
A
in2
Pu
K
Pn
K
Ratio Pu
Pn T1 60 - 40 P2x0.154 20.00 4.00 61.0
K=1.00 1.0745 -29.56 36.84 0.802 1
T2 40 - 36 P2x.436 4.00 4.00 68.3 K=1.00
2.6559 -40.48 84.97 0.476 1
T3 36 - 32 P2x.436 4.00 4.00 68.3 K=1.00
2.6559 -52.39 84.97 0.617 1
T4 32 - 28 P2x.436 4.00 4.00 68.3 K=1.00
2.6559 -64.60 84.97 0.760 1
T5 28 - 24 P2x.436 4.00 4.00 68.3 K=1.00
2.6559 -78.67 84.97 0.926 1
T6 24 - 20 P2x.436 4.00 2.00 34.2 K=1.00
2.6559 -91.53 109.74 0.834 1
T7 20 - 0 P3x.437 20.03 5.01 54.9 K=1.00
4.2051 -123.97 132.07 0.939 1
1 P u / Pn controls
Diagonal Design Data (Compression) Section
No. Elevation
ft
Size
L
ft
Lu
ft
Kl/r
A
in2
Pu
K
Pn
K
Ratio Pu
Pn T1 60 - 40 L1 1/2x1 1/2x1/8 5.66 2.54 107.0
K=1.04 0.3594 -4.52 6.37 0.710 1
T2 40 - 36 L1 3/4x1 3/4x3/16 5.66 2.55 96.9 K=1.09
0.6211 -4.73 12.27 0.385 1
T3 36 - 32 L1 3/4x1 3/4x3/16 5.66 2.55 96.9 K=1.09
0.6211 -5.07 12.27 0.413 1
T4 32 - 28 L1 3/4x1 3/4x3/16 5.66 2.55 96.9 K=1.09
0.6211 -5.47 12.27 0.446 1
T5 28 - 24 L1 3/4x1 3/4x3/16 5.66 2.55 96.9 K=1.09
0.6211 -5.74 12.27 0.467 1
T6 24 - 20 L1 3/4x1 3/4x3/16 5.66 2.69 93.9 K=1.00
0.6211 -6.41 12.65 0.507 1
T7 20 - 0 L1 3/4x1 3/4x1/8 7.51 3.56 123.2 K=1.00
0.4219 -3.56 6.15 0.579 1
1 P u / Pn controls
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10 of 12
Pier Structural Engineer Corp. 198-55 Northfield Drive East
Project
816137 - VACAVILLE (REVISED) [for Verizon app 290784 rev 8]
Date
14:45:29 08/28/15
Waterloo, Ontario, N2K 3T6 Phone: 519-885-3806 FAX: 519-884-3806
Client CROWN CASTLE USA
Designed by
shoffmeyer
Secondary Horizontal Design Data (Compression) Section
No. Elevation
ft
Size
L
ft
Lu
ft
Kl/r
A
in2
Pu
K
Pn
K
Ratio Pu
Pn T6 24 - 20 L1 3/4x1 3/4x3/16 4.00 3.80 66.4
K=0.50 0.6211 -1.59 15.95 0.099 1
1 P u / Pn controls
Top Girt Design Data (Compression) Section
No. Elevation
ft
Size
L
ft
Lu
ft
Kl/r
A
in2
Pu
K
Pn
K
Ratio Pu
Pn T1 60 - 40 L1 3/4x1 3/4x1/8 4.00 3.55 122.9
K=1.00 0.4219 -0.33 6.17 0.054 1
1 P u / Pn controls
Tension Checks
Leg Design Data (Tension) Section
No. Elevation
ft
Size
L
ft
Lu
ft
Kl/r
A
in2
Pu
K
Pn
K
Ratio Pu
Pn T1 60 - 40 P2x0.154 20.00 4.00 61.0 1.0745 28.29 48.35 0.585 1
T2 40 - 36 P2x.436 4.00 4.00 68.3 2.6559 39.12 119.52 0.327 1
T3 36 - 32 P2x.436 4.00 4.00 68.3 2.6559 50.99 119.52 0.427 1
T4 32 - 28 P2x.436 4.00 4.00 68.3 2.6559 63.27 119.52 0.529 1
T5 28 - 24 P2x.436 4.00 4.00 68.3 2.6559 77.15 119.52 0.646 1
T6 24 - 20 P2x.436 4.00 2.00 34.2 2.6559 89.88 119.52 0.752 1
T7 20 - 0 P3x.437 20.03 5.01 54.9 4.2051 120.45 158.95 0.758 1
1 P u / Pn controls
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Pier Structural Engineer Corp. 198-55 Northfield Drive East
Project
816137 - VACAVILLE (REVISED) [for Verizon app 290784 rev 8]
Date
14:45:29 08/28/15
Waterloo, Ontario, N2K 3T6 Phone: 519-885-3806 FAX: 519-884-3806
Client CROWN CASTLE USA
Designed by
shoffmeyer
Diagonal Design Data (Tension) Section
No. Elevation
ft
Size
L
ft
Lu
ft
Kl/r
A
in2
Pu
K
Pn
K
Ratio Pu
Pn T1 60 - 40 L1 1/2x1 1/2x1/8 5.66 2.54 69.4 0.2109 4.36 9.18 0.475 1
T2 40 - 36 L1 3/4x1 3/4x3/16 5.66 2.55 60.1 0.3779 4.74 16.44 0.288 1
T3 36 - 32 L1 3/4x1 3/4x3/16 5.66 2.55 60.1 0.3779 4.99 16.44 0.303 1
T4 32 - 28 L1 3/4x1 3/4x3/16 5.66 2.55 60.1 0.3779 5.36 16.44 0.326 1
T5 28 - 24 L1 3/4x1 3/4x3/16 5.66 2.55 60.1 0.3779 5.65 16.44 0.344 1
T6 24 - 20 L1 3/4x1 3/4x3/16 5.66 2.69 60.1 0.3779 5.99 16.44 0.364 1
T7 20 - 0 L1 3/4x1 3/4x1/8 6.85 3.25 74.8 0.2461 3.31 10.71 0.309 1
1 P u / Pn controls
Secondary Horizontal Design Data (Tension) Section
No. Elevation
ft
Size
L
ft
Lu
ft
Kl/r
A
in2
Pu
K
Pn
K
Ratio Pu
Pn T6 24 - 20 L1 3/4x1 3/4x3/16 4.00 3.80 85.0 0.3779 1.59 16.44 0.096 1
1 P u / Pn controls
Top Girt Design Data (Tension) Section
No. Elevation
ft
Size
L
ft
Lu
ft
Kl/r
A
in2
Pu
K
Pn
K
Ratio Pu
Pn T1 60 - 40 L1 3/4x1 3/4x1/8 4.00 3.55 83.6 0.2578 0.33 11.21 0.030 1
1 P u / Pn controls
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Pier Structural Engineer Corp. 198-55 Northfield Drive East
Project
816137 - VACAVILLE (REVISED) [for Verizon app 290784 rev 8]
Date
14:45:29 08/28/15
Waterloo, Ontario, N2K 3T6 Phone: 519-885-3806 FAX: 519-884-3806
Client CROWN CASTLE USA
Designed by
shoffmeyer
Section Capacity Table
Section No.
Elevation ft
Component Type
Size CriticalElement
P K
øPallow
K %
Capacity Pass Fail
T1 60 - 40 Leg P2x0.154 1 -29.56 36.84 80.2 Pass T2 40 - 36 Leg P2x.436 37 -40.48 84.97 47.6 Pass T3 36 - 32 Leg P2x.436 46 -52.39 84.97 61.7 Pass T4 32 - 28 Leg P2x.436 55 -64.60 84.97 76.0 Pass T5 28 - 24 Leg P2x.436 64 -78.67 84.97 92.6 Pass T6 24 - 20 Leg P2x.436 73 -91.53 109.74 83.4 Pass T7 20 - 0 Leg P3x.437 85 -123.97 132.07 93.9 Pass T1 60 - 40 Diagonal L1 1/2x1 1/2x1/8 10 -4.52 6.37 71.0
99.1 (b) Pass
T2 40 - 36 Diagonal L1 3/4x1 3/4x3/16 42 -4.73 12.27 38.5 67.8 (b)
Pass
T3 36 - 32 Diagonal L1 3/4x1 3/4x3/16 52 -5.07 12.27 41.3 71.4 (b)
Pass
T4 32 - 28 Diagonal L1 3/4x1 3/4x3/16 61 -5.47 12.27 44.6 76.7 (b)
Pass
T5 28 - 24 Diagonal L1 3/4x1 3/4x3/16 70 -5.74 12.27 46.7 80.9 (b)
Pass
T6 24 - 20 Diagonal L1 3/4x1 3/4x3/16 79 -6.41 12.65 50.7 85.8 (b)
Pass
T7 20 - 0 Diagonal L1 3/4x1 3/4x1/8 91 -3.56 6.15 57.9 69.8 (b)
Pass
T6 24 - 20 Secondary Horizontal L1 3/4x1 3/4x3/16 82 -1.59 15.95 9.9 22.7 (b)
Pass
T1 60 - 40 Top Girt L1 3/4x1 3/4x1/8 5 -0.33 6.17 5.4 7.5 (b)
Pass
Summary Leg (T7) 93.9 Pass Diagonal
(T1) 99.1 Pass
Secondary Horizontal
(T6)
22.7 Pass
Top Girt (T1)
7.5 Pass
Bolt Checks 99.1 Pass RATING = 99.1 Pass
August 28, 2015 60-ft Self Support Tower Structural Analysis CCI BU No 816137 Project Number 14083, Application 290784, Revision 8 Page 8
tnxTower Report - version 6.1.4.1
APPENDIX B
BASE LEVEL DRAWING
Pier Structural Engineer Corp. 198-55 Northfield Drive East Waterloo, Ontario, N2K 3T6
Phone: 519-885-3806 FAX: 519-884-3806
Job: PSEC Job 14083 [for UPGRADE PACKAGE] Project: 816137 - VACAVILLE (REVISED) [for Verizon app 290784 rev 8 Client: CROWN CASTLE USA Drawn by: shoffmeyer App'd:
Code: TIA-222-G Date: 08/28/15 Scale: NTS Path:
H:\PROJECTS\JOB 14000 - 14999\JOB 14000 - 14099\14083 - CCI - 816137 - VACAVILLE (REVISED) (MODs)\PASSING SA\816137_LC4_20150828.eri
Dwg No. E-7
Feed Line Plan
Round Flat App In Face App Out Face
AB
C
Small
Clim
bing
Ladd
er (T
o 60
' E)
(6) LDF5-50A(7/8") (Carrier 57' P)(2) RFA1608-16S26-xxx( 1 1/4") (Carrier 57' P)
T-Brackets (Af) (Carrier 57' E)
(6) LDF5-50A(7/8") (Carrier 50'/57' E)
T-Brackets (Af) (Carrier 50'/57' E)
(6) LDF5-50A(7/8") (Carrier 57' E)T-Brackets (Af) (Carrier 57' E)
EW90(ELLIPTICAL) (Carrier 43' E)
August 28, 2015 60-ft Self Support Tower Structural Analysis CCI BU No 816137 Project Number 14083, Application 290784, Revision 8 Page 9
tnxTower Report - version 6.1.4.1
APPENDIX C
ADDITIONAL CALCULATIONS
Site ID #
TENSILE BOLTED Site Name
CONNECTION CHECKS PSEC #
(Rev G - LRFD) Date
Pg 1 of 1
Reviewed to ANSI/TIA-222-G, Section 4.6.3 & 4.9.6 Using LRFD
Input Parameters
Piece Description
Elevation (20-60ft)
Angle Size
No of Angles
H
V
T
Bolt Type
Bolt Size/Diameter
Bolt Hole Size (per cl 4.6.3.1)
Bolt Hole Size (1/16" larger per 3.1.5)
End Distance
Edge Distance (from heel)
Fy
Fu
Ubs = 1.0 for lattice connections
Input from RISA Output Ubs = 0.5 for cope beam conns w/ multiply rows
C Software Reactions (kips) - COMPRESSION
T Software Reactions (kips) - TENSION
Ant = net area perpendicular with force
Agt = gross area perpendicular with force
Anv = net area inline with force
Agv = gross area inline with force
Aen = wnt & U=1 if ignoring o/s leg member (4.6.3.2)
Tensile Rupture Check (cl 4.6.3)
φt = 0.75 for tensile rupture
Pn
φtPn
Capacity (%)
Block Shear Rupture Check (4.6.3)
φt = 0.75 for block shear rupture
Pn (eqn 1: 0.6FuAnv + UbsFuAnt)
Pn (eqn 2: 0.6FyAgv + UbsFuAnt)
φtPn (governing capacity)
Capacity (%)
Bearing Strength Check (4.9.6.2)
φ = 0.80 for bearing strength
Rn (eqn 1: 1.2 (Lc+d/4) t Fu)
Rn (eqn 1: 2.4 d t Fu)
φRn (governing capacity)
Capacity (%)
Bolt Shear Check (4.9.6.3)
φ = 0.75 for bolt shear
Rn (eqn: 0.45FubAb or 0.55FuAb)
φRn (governing capacity)
Capacity (%)
Pass
0.75
10.60
7.95
56.8%Pass
Fail
0.8
7.34
8.70
5.87
77.0%
71.3%Pass
0.75
5.26
4.97
3.72
0.086
0.125
0.109
0.75
6.34
4.76
36
58
1.0
4.52
4.36
0.039
A325N
0.5000
0.5625
0.6250
1.0000
0.8750
Diags 40'-60'
tnx
1.50x1.50x1/8
1
1.5000
1.5000
Pass Pass Pass Pass Pass
12.43 12.43 12.43 7.95 7.95
28.7% 28.7% 28.7% 56.8% 56.8%
16.57 16.57 16.57 10.60 10.60
0.75 0.75 0.75 0.75 0.75
63.0% 63.0% 44.6% 77.0% 64.9%Pass Pass Pass Pass
3.31
8.70
A325N A325N A325N A325N A325N
3.31 3.31 4.36 4.36
0.8
0.128
99.0%
0.109
4.76
Pass
10.88 10.88 10.88 8.70
816137VACAVILLE (REVISED)1408328-Aug-2015
Actual
5.66 5.66 7.99 5.87 6.96
1.75x1.75x1/8
7.07 7.07 9.98 7.34 10.26
0.8 0.8 0.8 0.8
TENSILE BOLTED CONNECTION CHECKS (SINGLE BOLTS)
1
1.50x1.50x1/8 1.50x1.50x1/81.75x1.75x1/8
tnx Adjusted Actual Adjusted
1.75x1.75x1/8
1.7500 1.7500 1.7500 1.5000 1.5000
1 1 1 1
1.7500 1.7500 1.7500 1.5000 1.5000
0.1250 0.1250 0.1250 0.1250 0.12500.1250
0.6250 0.6250 0.6250 0.5000 0.5000
0.7500 0.7500 0.7500 0.6250 0.6250
1.0000 1.0000 1.3350 1.0000 1.3350
0.8750 1.0000 1.0000 0.7500 0.8750
0.047 0.047 0.055 0.039
0.109 0.094 0.094 0.094 0.0780.078
0.125 0.125 0.167 0.125 0.167
36 36 36 36 36
58 58 58 58 58
0.75 0.75 0.75 0.75 0.75
1.0 1.0 1.0 1.0 1.0
6.34 5.44 6.89 6.16 6.71
6.33 5.42 6.32 5.87 5.87
7.25 7.25 7.25 6.34 6.34
4.74 4.06 4.74 4.40 4.40
0.75
5.44 5.44 5.44 4.76
3.56 3.56 3.56 4.52 4.52
0.078 0.078 0.120 0.086
0.063
Pass Pass Pass Pass Pass
69.8% 81.4% 69.8% 99.0% 117.1%
Diags 0'-20' Diags 0'-20' Diags 0'-20' Diags 40'-60' Diags 40'-60'
0.125 0.125 0.125 0.109
0.75 0.75 0.75 0.75
71.3%Pass Pass Pass Pass Pass
0.6875 0.6875 0.6875 0.5625 0.5625
49.1% 49.1% 49.1% 71.3%
Site ID #
STRUCTURAL REVIEW Site Name
OF ANCHOR RODS PSEC #
PER TIA-222-G CLAUSE 4.9.9 Date
Pg 1 of 2
Fill in blue text only Per ANSI/TIA-222-G
A) T OWER R EACTIONS
Download = kips kips Anchor Rod Capacity
Shear = kips kips
Uplift = kips kips
Shear = kips kips
B) A NCHOR R OD P ARAMETERS
Quantity =
Diameter = in (OD)
Type = (used this as ≥ A325N)
Grade Fu = ksi
Grade Fy = ksi Distance from top of concrete to
Threads = #/in (per UNC) bottom of base plate in field
Area An = in² (a) Countersunk in concrete
Detail Type = Pick Detail Type from list: (b) Flush with concrete
h = (see figure 4-4 for further info) (c) Grouted above concrete
(d) Above Concrete (no grout)
C) A NCHOR R OD C ALCULATIONS
i. Cl. 4.9.9 Anchor Rods
The following interaction equation shall be satisfied:
[ Formula 1 ]
where:
φ =
Pu = kips/rod (Pu based on uplift/tension force)
Vu = kips/rod (direct shear corresponding to Pu force)
φRnt = kips Using cl 4.9.6.1 gives Fub = 125.0ksi and An =0.334in²
h = ksi
Formula 1 = Pass per Clause 4.9.9
ii. Cross Check to How tnxTower Calculates capacity (based on AISC 13th Ed)
Pu = kips/rod (Tension only check)
Formula 2 = φ Rn = φ Fnt Ab = 0.75 x (0.75 x 125.0ksi) x 0.442in² = 31.1 ksi
= Pass per AISC Tension Check0.998 99.8%
31.00
12.66
1.02
33.45
0.55
43.4%0.434
10.0
4
0.80
To Existing
52.3
4.1
0.334
(c)
A193 B7
105.0
10
0.55
0.750
125.0
10.0
ANCHOR ROD EVALUATION [EXISTING]
816137VACAVILLE (REVISED)1408328-Aug-2015
128.0
4.1
50.6
43.4%
LRFD
124.0
Site ID #
STRUCTURAL REVIEW Site Name
OF ANCHOR RODS PSEC #
PER TIA-222-G CLAUSE 4.9.9 Date
Pg 2 of 2
Fill in blue text only Per ANSI/TIA-222-G
A) T OWER R EACTIONS
Download = kips kips Anchor Rod Capacity
Shear = kips kips
Uplift = kips kips
Shear = kips kips
B) A NCHOR R OD P ARAMETERS
Quantity =
Diameter = in (OD)
Type =
Grade Fu = ksi
Grade Fy = ksi Distance from top of concrete to
Threads = #/in (per UNC) bottom of base plate in field
Area An = in² (a) Countersunk in concrete
Detail Type = Pick Detail Type from list: (b) Flush with concrete
h = (see figure 4-4 for further info) (c) Grouted above concrete
(d) Above Concrete (no grout)
C) A NCHOR R OD C ALCULATIONS
i. Cl. 4.9.9 Anchor Rods
The following interaction equation shall be satisfied:
[ Formula 1 ]
where:
φ =
Pu = kips/rod (Pu based on download/compression force)
Vu = kips/rod (direct shear corresponding to Pu force)
φRnt = kips Using cl 4.9.6.1 gives Fub = 120.0ksi and An =0.969in²
h = ksi
Formula 1 = Pass per Clause 4.9.9(Bending should also be reviewed)
ii. Cross Check to How tnxTower Calculates capacity (based on AISC 13th Ed)
Pu = kips/rod (Tension only check)
Formula 2 = φ Rn = φ Fnt Ab = 0.75 x (0.75 x 120.0ksi) x 1.227in² = 82.8 ksi
= Pass per AISC Tension Check
816137VACAVILLE (REVISED)1408328-Aug-2015
ANCHOR ROD EVALUATION [PROPOSED]
LRFD
128.0
10.047.1%
124.0
10.0
To New
75.7
5.9
73.4
62.00
2
1.250
A449 (≤ 1")
120.0
0.748 74.8%
0.969
(d)
0.50
5.9
93.03
0.50
0.471 47.1%
0.80
37.86
2.96
85.0
7
55 Northfield Drive E
Waterloo, ON N2K 3T6
Ph: 519-496-3806
Fx: 519-886-0076
Design / Analysis in Accordance to TIA-222-G and ACI 318-08
PROPOSED FORCES RESULTSUlt Force 0.0 kipsUlt Capacity 96.9 kips [ fRnt = 0.80AEFu ]
All Force 0.0 kips [ Divide by 1.3 ] Designed to CAPACITY of ANCHOR RODAll Capacity 67.5 kips [ 0.33AGFu 4/3 ]
Proof Load 56.8 kips [ fRnt/LF = 0.75AEFu/1.6 ] (2) 1-1/4" A193 B7 Anchor Rods withHilti HIT-RE 500 Epoxy/Grout System
PROPOSED EPOXY/GROUT using a 1.500'' OD x 54.00'' long holeEpoxy Grout Hilti HIT-RE 500Ult Capacity 1800 psi TOTAL FACTORED CAPACITY = 96.9 kips/rodSafety Factor 4 (Industry Standard is 3 to 4) TOTAL PROOF LOAD = 56.8 kips/rodAll Capacity 450 psiHole Diameter 1.500 in
PROPOSED ANCHOR BOLTS/RODS
Bolt Type A193 B7Fy 105.0 ksiFu 125.0 ksi
Bolt Diameter 1.250 in
# of Bolts 2 AG= 1.227
Bolt Circle 14.000 in AE= 0.969
EXISTING CAISSON PARAMETERS
Diameter 30.0 in
Concrete, f'c 3000 psi
Rebar Qty 8Rebar Size #6 (0.750 in)
Tie Size #4 (0.500 in)
Rebar, fy 60000 psi
Cover to Tie 3.00 in
Rebar Circle 22.250 in
Rebar c/c 8.738 in
CALCULATIONS:
EPOXY/GROUT LENGTH:Allowable Capacity = 450 psi Note, we used the allowable approach as the results provided
Hole Circumference = 4.712 in²/in slightly longer lengths, as such we feel it is slightly more conservative.All Force Bond Length = 0.00 in
All Capacity Bond Length = 31.83 inProof Load Bond Length = 26.78 in
REBAR DEVELOPMENT LENGTH:Diameter, db = 0.750 in
(cb + Ktr) / db = 2.500Multiplier (ACI 12.2.3) = 32.86 in x dbRequired Length, ld = 24.65 in
OTHER IMPORTANT LENGTHS:Top Cover plus Tape = 6.000 in
Dist. from Rebar to Anchor = 4.125 in
EMBEDMENT LENGTH:Top Cover Length = 6.000 in
Development Length = 24.648 inEngagement Length = 4.125 in
½ Capacity Bond Length = 15.914 inRequired Embedment Length = 50.687 in
Provided Embedment Length = 54.000 in
ANCHOR ROD EMBEDMENT LENGTH
14083 1 of 1
816137 - VACAVILLE (REVISED) 28/08/2015 14:41
CROWN CASTLE SH
Job
Project
Client
Page
Date
Design
Job
Project
Client
TIA-G Design - Anchor Rod Embedment Length REVG - EMBED LENGTH
PROJECT No: ENG:
PROJECT NAME: CHK:
DATE: PAGE:
CAISSON PIER FOUNDATION CHECKS TIA-222-G
Factored Base Reactions: Reistance Factors Minimum Rebar Soils Report
Download (P) 128.00 kips cl. 9.4.1 0.750 ФEB (Bearing) Type ASTM Company Uplift (U) 124.00 kips cl. 9.4.1 0.750 ФSF (Friction) Size 7 File No.Shear (V) 10.00 kips 0.900 ФPW (Weight) Qty (6) 7# @ 4.00'' (0.005%) Date # of Piles 1 per base
Pier OD 30.00 in Water table 15.00 ftTower Type SST DESIGN OUTPUT Soil Dry 0.110 kips/ft3
Conc. Dry 0.150 kips/ft3
DOWNLOAD= 201.7 kips 63.5% Soil Sub 0.048 kips/ft3
Face base width = 5.83 ft UPLIFT = 118.2 kips 104.9% Conc. Sub 0.088 kips/ft3
Required Length (L) - ft DEPTH = 12.1 ft Shaft Area 7.854 ft²/ftTotal Volume 5.0 ft3 (incl 1ft) Pier Area 4.909 ft²
Depth z Ult. friction Force Accumulated All. Bearing Force Per layer Accumulated Uplift Download0.00 (ft) (psf) (kips) (kips) (psf) (kips) (kips) (kips) (kips) (kips)
UPLIFT RESISTANCE
0.42 Above Grade 0.31 0.31
3.00 3.00 0.00 0.00 0.00 55.42 2.21 57.94 52.144.00 1.00 0.00 0.00 0.00 0.74 58.67 52.816.00 2.00 1120.00 17.59 17.59 1.47 60.14 67.338.00 2.00 1330.00 20.89 38.48 1.47 61.62 84.32
10.00 2.00 1330.00 20.89 59.38 1.47 63.09 101.3111.00 1.00 1330.00 10.45 69.82 0.74 63.83 109.8112.08 1.08 1200.00 10.18 80.00 0.80 64.62 118.16
Depth z Ult. friction Force Accumulated Ult. Bearing Force Per layer Accumulated Uplift Download0.00 (ft) (psf) (kips) (kips) (psf) (kips) (kips) (kips) (kips) (kips)
COMPRESSION RESISTANCE
3.00 3.00 0.00 0.00 0.00 0.00 2.21 2.21 0.004.00 1.00 0.00 0.00 0.00 0.00 0.74 2.95 0.006.00 2.00 1120.00 17.59 17.59 0.00 1.47 4.42 13.198.00 2.00 1330.00 20.89 38.48 0.00 1.47 5.89 28.86
10.00 2.00 1330.00 20.89 59.38 0.00 1.47 7.36 44.5311.00 1.00 1330.00 10.45 69.82 0.00 0.74 8.10 52.3712.08 1.08 1600.00 13.57 83.39 37800.00 185.55 0.80 8.89 201.71
DOWNLOAD / UPLIFTNOTES FORMULAS
1. Used the geotech report for skin friction values. 2. Used the geotech for end bearing. Download Formula: P ≤ ФEB · EB + ФSF · SF 3. Used foundation mapping for 2.5' x 12.08' deep caisson. Uplift Formula: U ≤ ФSF · SF + ФPW · PW
Skin Friction (SF) End Bearing (EB) Pile weight (PW) Resistance Capacity
Skin Friction (SF) End Bearing (EB) Pile weight (PW) Resistance Capacity
14083
816137 - VACAVILLECROWN CASTLE28/08/2015 14:59
SH
MLP
of
FDH Velocitel15BVNZ16008/26/2015
ADDED NEW RAFT TO EXISTING CAISSONSCONSIDERED "CoG AREA" TO EACH CAISSON TO BE 87.0ft² ‐ 4.9ft² = 82.1ft² VOLUME = 82.1ft² x 4.5ft = 369.5ft³WEIGHT = 369.5ft³ x 150pcf = 55.42 kips
TIA-G - Foundation Caissons or Piles SAND NEW
Site Data
BU#: GSite Name: 33.33 ft-kips (* Note)
App #: 124 kipsTension
For M (WL) 1.3 <----DisregardFor P (DL) 1.3 <----Disregard Load Factor
1.00 Mu: 33.33 ft-kips1.00 Pu: 124 kips
Concrete: 2.5 ft
706.9 in2 3000 psi60 ksi
Reinforcement: 29000 ksi3.00 in 0.00207
Horiz. Tie Bar Size= 4 0.0031.85 ft22.25 in 2005
60.75 in D0.44 in2 Seismic Risk = High
8As Total= 3.52 in2 Solve <-- Press Upon Completing All Input
A s/ Aconc, Rho: 0.0050 0.50% (Run)
ACI 10.5 , ACI 21.10.4, and IBC 1810. Results:Min As for Flexural, Tension Controlled, Shafts: Governing Orientation Case: 1
(3)*(Sqrt(f'c)/Fy: 0.0027200 / Fy: 0.0033
Dist. From Edge to Neutral Axis: 2.71 in Extreme Steel Strain, єt: 0.0259
Minimum Rho Check:Actual Req'd Min. Rho: 0.33% Flexural Reduction Factor,φ: 0.900
Provided Rho: 0.50% OK
Ref. Shaft Max Axial Capacities, φ Max(Pn or Tn):Output Note: Negative Pu=Tension
1042.45 kips For Axial Compression, φ Pn = Pu: -124.00 kips219.02 ft-kips Drilled Shaft Moment Capacity, φMn: 73.17 ft-kips
Drilled Shaft Superimposed Mu: 33.33 ft-kips190.08 kips0.00 ft-kips 45.5%
ACI 318 CodeSelect Analysis ACI Code=
Note: Shaft assumed to have ties, not spiral, transverse reinforcing
Reinforcing Modulus of Elasticity, E =Reinforcement yield strain =
816137VACAVILLE (REVISED)290784 Rev 8
(*) Note: Max Shaft Superimposed Moment does not necessarily equal to the shaft top reaction moment
Clear Cover to Tie=
Moment Capacity of Drilled Concrete Shaft (Caisson) for TIA Rev F or G
TIA Revision:Max. Factored Shaft Mu:Max. Factored Shaft Pu:
Maximum Shaft Superimposed Forces
Max Axial Force Type:
Seismic Design Category =
Vert. Cage Diameter =
Loads Already Factored
Shaft Factored Loads
Bar Area =
Pier Properties
Pier Diameter =Concrete Comp. strength, f'c =Reinforcement yield strength, Fy =
Concrete Area =
Max Tu, (φ=0.9) Tn =at Mu=φ=(0.90)Mn=
at Mu=(φ=0.65)Mn=
Max Pu = (φ=0.65) Pn. Pn per ACI 318 (10-2)
(Mu/φMn, Drilled Shaft Flexure CSR:
єt > 0.0050, Tension Controlled
Case 1 Case 2
Limiting compressive strain =
Vertical Bar Size = Seismic PropertiesBar Diameter =
Material Properties
Number of Bars =
Vert. Cage Diameter =
Mu Mu
EQ EQ
Note: Used 1/3 of global shear and half of the Caisson depth to calculate moment.
Drilled_Shaft_Moment_Capacity, DSMC, Version 1.1 - Effective 04/01/ 2010 Analysis Date: 28/08/2015
Analysisper
SiteBU:WorkOrder:Application: Rev. 8
##kips 1kips 1
####
degrees 0degrees 1
(Table2‐9) ##
ft(Table2‐3)(Table2‐12)(Table2‐13)(2.7.6)(2.7.6)(2.7.7.1)kips
ftft(2.7.11.1)kipskipskips(2.7.11.1)(2.7.8.1)
(2.7.7.1)(2.7.7.1)(2.7.7.1)
kips
TowerHeight(AGL),Ht = 60.0
8161371101676
290784
FromTNX:Axial,Wt = 7.0Shear,Vw = 16.0
SiteLongitude= 121 59 49.00
Municipality: N/AMin.ShortPeriod,Ss= ‐ Self‐SupportMin.1sPeriod,S1= ‐ TIA‐222‐G
degrees minutes seconds
121.9969SiteLatitude= 38 19 43.00 38.3286
Ind.w/GradeBeamsFoundationType=
NoMassorStiffnessIrregularities=
SiteClass= D‐StiffSoil (Table2‐11)
GroundSupportedStructure= Yes
StructureClass= II (Table2‐1)
Acceleration‐basedsitecoefficient,Fa = 1.0
Spectralresponseaccelerationshortperiods,SS = 1.909USGSSeismicTool
Velocity‐basedsitecoefficient,Fv = 1.5Designspectralresponseaccelerationshortperiod,SDS = 1.273
Spectralresponseacceleration1speriod,S1 = 0.647
ImportanceFactor,I= 1.0
CalculatedCs = 0.424Designspectralresponseacceleration1speriod,SD1 = 0.647
TowerWeightofTop5%ofStructure= 0.1
FundamentalFrequency,Ff = 4.724
BaseSeismicShear,Vs = 2.5
BaseFaceWidth,wo = 5.8
4.14.3
Variable,W1 =AverageFaceWidthofStructure,wa =
TNXDatamustbeimported
TotalWeightWithinTop5%ofStructure,W2=AppurtenanceWeightWithinTop5%ofStructure=
1.31.2
1.273
MinimumCswhenS1 ≥0.75= 0.000FinalCs = 1.019
AlternativeBaseSeismicShear,Vs = 5.9
CalculatedCs = 1.019MinimumCs = 0.056
Ffrelatedvariable,SA =
Seismicsheardoesnotexceed50%ofwindshear.Nofurtheranalysisisrequiredpersection2.7.3ofTIA‐222‐G.
CCISeismic 2.0.07 Page 1 Analysis Date: 28/08/2015
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21/04/2015http://windspeed.atcouncil.org/index.php?option=com_content&view=article&id=10&de...
816137 - VACAVILLE (REVISED) Exposure C, Topographic Category 5 (Kzt = 2.922)
BU#:
Site Name:
App#:
KZT (RSM-03)
816137VACAVILLE (REVISED)
Structure Upwind/Downwind Distance (x)(ft.)
Topographic Factors for use in tnxTower
(v. 3.1, effecitve 10.14.13)
per SEAW RSM-03 Figure 3-3
Topographic Input739
72541
495.5
Tower Point Elevation (ft. AMSL)
Base Point Elevation (ft. AMSL)
Crest to Mid-Height Distance (L/2) (ft.)
tnxTower Input
290784 Rev 8 [PSEC Job 14083]
715
252Mid-Height Elevation (ft. AMSL)
Crest Point Elevation (ft. AMSL)
Topographic Category 487Crest Height, H (ft.) 5
At Base:
2.922²1430Slope Distance, L (ft.) Distance from Crest, x (ft.) 41
Exposure B
Exposure C
Exposure D
Exposure Category
Continuous Escarpment
Flat Topped Hill
Hill
Flat Topped Ridge
Continuous Ridge
Topographic Feature
Notes: 1) Feature is assumed to be isolated per section 1.8 of the Crown Castle standard for the Determination of Topographic Factors (ENG-PRC-10040). 2) Base Kzt may differ slightly from TNX value due to differences in where the base line is established. This does not effect the results in anyway.
August 28, 2015 60-ft Self Support Tower Structural Analysis CCI BU No 816137 Project Number 14083, Application 290784, Revision 8 Page 10
tnxTower Report - version 6.1.4.1
APPENDIX D
UPGRADE DRAWINGS
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