Pier Structural Engineering Corp. 55 Northfield Drive E ...

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


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



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



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



Table 3 - Design Antenna and Cable Information

Mounting Level (ft)

Center Line Elev.

(ft)

Number of

Antennas



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.



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.



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



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 (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)



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


57


57


57

(2) RRUS 12 W/SOLAR SHIELD (Carrier 57' P)

57


57


57

(2) RCMDC-3315-PF-48 (Carrier 57' P)

57

CBC721-DF (Carrier 57' E) 57




Side Arm Mount [SO 302-3] (Carrier 57' E)

57


50


50

Additional Mount Area (Carrier 50' P) 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



Page

2 of 12


Project


Date

14:45:29 08/28/15



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 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)


T3 36.00-32.00 Pipe P2x.436 A572-50 (50 ksi)


T4 32.00-28.00 Pipe P2x.436 A572-50 (50 ksi)


T5 28.00-24.00 Pipe P2x.436 A572-50 (50 ksi)


T6 24.00-20.00 Pipe P2x.436 A572-50 (50 ksi)


T7 20.00-0.00 Pipe P3x.437 A500-42 (42 ksi)



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)



Page

3 of 12


Project


Date

14:45:29 08/28/15



Designed by

shoffmeyer


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 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


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.



Page

4 of 12


Project


Date

14:45:29 08/28/15



Designed by

shoffmeyer


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 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



Page

5 of 12


Project


Date

14:45:29 08/28/15



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


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


(Carrier 57' P)

B From Leg 4.00 0.00 1.00

-90.0000 57.00 No Ice 12.84 6.95 0.09


(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


(Carrier 57' P)

B From Leg 4.00 0.00 1.00

-60.0000 57.00 No Ice 3.67 1.46 0.06


(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


A From Leg 2.00 0.00 0.00

-90.0000 57.00 No Ice 0.45 0.12 0.00


B From Leg 4.00 0.00

-90.0000 57.00 No Ice 0.45 0.12 0.00



Page

6 of 12


Project


Date

14:45:29 08/28/15



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


(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


A From Leg 1.00 0.00 0.00

85.0000 50.00 No Ice 0.45 0.12 0.00


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



Page

7 of 12


Project


Date

14:45:29 08/28/15



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



Page

8 of 12


Project


Date

14:45:29 08/28/15



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


T2 40 Diagonal A325X 0.5000 1 4.74 6.99 0.678


T3 36 Diagonal A325X 0.5000 1 4.99 6.99 0.714


T4 32 Diagonal A325X 0.5000 1 5.36 6.99 0.767


T5 28 Diagonal A325X 0.5000 1 5.65 6.99 0.809


T6 24 Diagonal A325X 0.5000 1 5.99 6.99 0.858



A325X 0.5000 1 1.59 6.99 0.227


T7 20 Diagonal A325N 0.6250 1 3.31 4.74 0.698


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.



Page

9 of 12


Project


Date

14:45:29 08/28/15



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



Page

10 of 12


Project


Date

14:45:29 08/28/15



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



Page

11 of 12


Project


Date

14:45:29 08/28/15



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



Page

12 of 12


Project


Date

14:45:29 08/28/15



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


(T6)

22.7 Pass

Top Girt (T1)

7.5 Pass

Bolt Checks 99.1 Pass RATING = 99.1 Pass



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)


(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)

mpiercey

Typewritten Text

LEG A (~340°)



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]


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


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

jross

Highlight

jross

Highlight

jross

Highlight

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

Home About This Site Lat/Long Finder Related Resources Sponsors About ATC Contact

Search Results

Latitude: 38.3286Longitude: -121.9969

ASCE 7-10 Wind Speeds(3-sec peak gust MPH*):

Risk Category I: 100Risk Category II: 110Risk Category III-IV: 115MRI** 10 Year: 72MRI** 25 Year: 79MRI** 50 Year: 85MRI** 100 Year: 91

ASCE 7-05: 85ASCE 7-93: 73

*MPH(Miles per hour)**MRI Mean Recurrence Interval (years)

Users should consult with local building officialsto determine if there are community-specific wind speedrequirements that govern.

Download a PDF of your results

Print your results

WIND SPEED WEB SITE DISCLAIMER:While the information presented on this web site is believed to be correct, ATC assumes no responsibility orliability for its accuracy. The material presented in the wind speed report should not be used or relied upon forany specific application without competent examination and verification of its accuracy, suitability andapplicability by engineers or other licensed professionals. ATC does not intend that the use of this informationreplace the sound judgment of such competent professionals, having experience and knowledge in the field ofpractice, nor to substitute for the standard of care required of such professionals in interpreting and applying theresults of the wind speed report provided by this web site. Users of the information from this web site assume allliability arising from such use. Use of the output of this web site does not imply approval by the governingbuilding code bodies responsible for building code approval and interpretation for the building site(s) describedby latitude/longitude location in the wind speed report.

Sponsored by the ATC Endowment Fund • Applied Technology Council • 201 Redwood Shores Parkway, Suite 240 • Redwood City, California 94065 • (650) 595-1542

2015 Google Imagery 2015 , DigitalGlobe, Landsat, U.S. Geological Survey, USDA FarmService AgencyReport a map error

Page1 of 1Search Results for Map

21/04/2015http://windspeed.atcouncil.org/index.php?option=com_content&view=article&id=10&de...

dwheeler

Oval

dzhang

Text Box

BU 816137 110mph (ultimate) 110mph (rounded) 110*0.7746=85.2mph 85mph (rounded)

fchan

Line

mpiercey

Typewritten Text

mpiercey

Typewritten Text

mpiercey

Typewritten Text

amckeeman

Typewritten Text

amckeeman

Text Box

BU 816137 VACAVILLE (REVISED) NO ICE CASE

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.



APPENDIX D

UPGRADE DRAWINGS

Pier Structural Engineering Corp. 55 Northfield Drive E ...

Documents

Transcript of Pier Structural Engineering Corp. 55 Northfield Drive E ...