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ZMJA020-KUC-Td-0001 Rev. B

FASTPLANETS CO LTD.,ENGINEERING DESIGN CONSULTANT

ANALYSIS OF EXISTING20.0m PRE-TEP-6 SELF-SUPPORT TOWER

3G PROJECT 2010

SITE No.: ZMJA020EXISTING + PROPOSED LOADING CONDITION

ForBasic Wind Speed @ 39m/s

&Basic Wind Speed @ 35m/s

TABLE OF CONTENTS

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TITLE PAGE No.

COVER PAGE 1

TABLE OF CONTENTS 2

OBJECTIVES 3

INTRODUCTION 3

TOWER ANALYSIS 3

EXISTING STRUCTURE 4

LOAD CONDITIONS 4

MEMBER CAPACITY vs LOADS TABULATION 5 - 6

TOWER DEFLECTION CALCULATION RESULT 6

BOLT CAPACITY vs LOAD TABULATION 6 - 7

FOUNDATION ANALYSIS 8

ANCHOR BOLTS TENSION CAPACITY vs LOAD 8

BASE PLATE CAPACITY vs REQUIRED 8

CONCLUSION 9

TOWER CONFIGURATION 10

ATTACHMENT 11

Input/Output Data for Existing and New Loads ( 39m/s & 35m/s) 12 47Load CalculationSample of Member Capacity CalculationDwg. No. ZMJA020-20.0m-STR-Td-0001 Rev A.Dwg. No. ZMJA020-20.0m-ANT-Td-0001 Rev A.

Analyzed by: Checked by: Approved by:

________________ ________________ ____________________ J.B .Vasquez R.V.Corpuz M.A.Aqeel

Telecom Engr. Structural. Engr. Projects Manager

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OBJECTIVES

To examine the existing tower using computer analysis to determine the following:

1. Structural integrity of the tower structure for reacting against the existing plus proposed newantenna loading.

2. The structural stability (Twist and Sway) of the antenna with the worst loading condition.

3. The structural stability (Twist and Sway) at the top of the tower with existing plus proposedadditional MW antenna.

INTRODUCTION

The general scope of this report includes, but not limited to a description of the existing tower,existing location and size of all antennas and associated transmission lines and the complete analysisof this structure under the loading conditions given by the client. The analysis is prepared byfollowing the relevant guidelines and standards presented in TIA/EIA-222-F Structural Standardsfor Steel Antenna Towers and Antenna Supporting Structures.

TOWER ANALYSIS

The analysis of the tower associated with this 3G project was performed using WeismansGUYMAST computer program with sub-program named MAST. Tower is treated as a space truss

by the software for the calculation of member forces and mast displacements. Computer input andpartial output printouts are included in this report.

MAST, is a sub-program in the GUYMAST software inventory that is used for analysis of self-supporting tower structure. The program calculates the following:

1. Maximum Mast displacement (Tilt and Twist)2. Maximum Antenna rotations (Tilt and Twist)3. Maximum tension in Mast members4. Maximum compression in Mast members5. Maximum individual foundation loads6. Maximum total loads on foundation

EXISTING STRUCTURE

The tower under consideration for this analysis is a 20m tall, square self-support structure. It iscomprised of A, V & X braced panels tapering from a base width of 3.58m to 1.58m at the topof the structure. The entire structure is constructed with steel angles for legs and bracings and is

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entirely of bolted construction. The steel grade used for tower legs & braces is of mild with yieldstrength of 248 MPa. All bolts are ASTM A325 and vary in size and number depending on thelocation on the tower.

LOAD CONDITIONS

This analysis report considers the tower existing loading condition (i.e. existing antennas, TX linesand other appurtenances), plus the proposed additional antenna loading, lines and otherappurtenances for 3G project. The tower has been analyzed under the following climatic conditionsand design standards as per clients requirement.

Analysis 1:

1. Basic Design/Analysis Wind Speed - 39.0 m/s (140 km/hr), which is equivalent to 45

m/s (160km/hr) gusted.

2. Basic Operational Wind Speed - 28.0 m/s (101 km/hr), which is equivalent to 33m/s (120km/hr) gusted.

3 No ice loading to be considered

4. TIA/EIA-222-F Structural Standards for Steel Antenna Towers and Antenna SupportingStructures.

Analysis 2:

1. Basic Design/Analysis Wind Speed - 35.0 m/s (126 km/hr), which is equivalent to 40m/s (144km/hr) gusted.

2. Basic Operational Wind Speed - 28.0 m/s (101 km/hr), which is equivalent to 33m/s (120km/hr) gusted.

3. No ice loading to be considered

4. TIA/EIA-222-F Structural Standards for Steel Antenna Towers and Antenna SupportingStructures.

For the rectangular cross-section tower, the wind loading has been applied to all directions from 0 to360 degrees with a 45 degrees directional increment to determine the worst loading condition.

RESULT OF LEG MEMBER CAPACITY vs LOADS

Elev.Member

DescriptionMember Size

SlendernessRatio

MemberCapacity

MemberForce

StressRatio

(m) (mm) (KL/r) (kN) (kN)

@ 39m/s

0.00-12.50 LEG1 L100X100X8.0 40.25 270.33 187.07 0.692

12.50-20.00 LEG2 L90X90X7.0 44.68 209.11 30.94 0.147

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@ 35m/s

0.00-12.50 LEG1 L100X100X8.0 40.25 270.33 154.94 0.573

12.50-20.00 LEG2 L90X90X7.0 44.68 209.11 25.52 0.122

RESULT OF DIAGONAL MEMBER CAPACITY vs LOADS

Elev.Member


SlendernessRatio

MemberCapacity

MemberForce

StressRatio

(m) (mm) (KL/r) (kN) (kN)

@ 39m/s

0.00-7.50 DIAG1 L60X60X5.0 82.70 79.46 25.33 0.318

7.50-15.00 DIAG2 L90X90X7.0 50.26 203.77 32.63 0.160

15.00-20.00 DIAG3 L60x60x5.0 63.54 90.19 10.20 0.113

@ 35m/s

0.00-7.50 DIAG1 L60X60X5.0 82.70 79.46 21.53 0.271

7.50-15.00 DIAG2 L90X90X7.0 50.26 203.77 27.11 0.133

15.00-20.00 DIAG3 L60x60x5.0 63.54 90.19 8.68 0.096

RESULTS OF HORIZONTAL MEMBER CAPACITY vs LOAD

Elev.Member


SlendernessRatio

MemberCapacity

MemberForce

StressRatio

(m) (mm) (KL/r) (kN) (kN) (kN)

@ 39m/s

0.00-2.50 HOR1 L60X60X5.0 89.92 75.04 1.67 0.022

5.00-7.50 HOR2 L60X60X5.0 76.50 83.09 2.12 0.025

7.50-10.00 HOR3 L100X100X8.0 83.62 210.78 5.81 0.027

10.00-12.50 HOR4 L60X60X5.0 108.40 125.98 2.07 0.016

12.50-15.00 HOR5 L90X90X7.0 73.20 170.59 7.38 0.04316.00-20.00 HOR6 L60X60X5.0 154.80 101.59 0.82 0.008

@ 35m/s

0.00-2.50 HOR1 L60X60X5.0 89.92 75.04 1.35 0.018

5.00-7.50 HOR2 L60X60X5.0 76.50 83.09 1.78 0.021

7.50-10.00 HOR3 L100X100X8.0 83.62 210.78 4.71 0.022

10.00-12.50 HOR4 L60X60X5.0 108.40 125.98 1.74 0.013

12.50-15.00 HOR5 L90X90X7.0 73.20 170.59 5.77 0.033

16.00-20.00 HOR6 L60X60X5.0 154.80 101.59 0.70 0.006

TOWER DEFLECTION CALCULATION

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Basic wind speed @ 39m/s:

The maximum calculated tower tilt/twist at basic wind speed of 39m/s is 0.101. Therefore, themaximum calculated tilt/twist at a basic operational wind speed of 28m/s is:

(28/39) (0.101) = 0.052 < Allowable 0.50 t ilt / twist OK!

RESULTS OF LEG BOLT CAPACITY vs LOAD

Elev. Nominal

Bolt Size

No. of

Bolts

Member

Thickness

Double Single

Bolt BoltShear BearingCapacity Capacity

Connection

Capacity

Member

Force

Ratio

(m) (mm) (mm) (kN) (kN) (kN)

@ 39m/s

0.00-15.00 14 6 8 72.00 53.80 322.80 187.07 0.579

15.00-20.00 14 6 7 72.00 47.00 282.00 30.94 0.109

@ 35m/s

0.00-15.00 14 6 8 72.00 53.80 322.80 154.94 0.480

15.00-20.00 14 6 7 72.00 47.00 282.00 25.52 0.090

RESULTS OF DIAGONAL BOLT CAPACITY vs LOAD

Elev. NominalBolt Size

No.of

Bolts

MemberThickness

Bolt SingleShear Capacity

SingleBolt

BearingCapacity

ConnectionCapacity

MemberForce

Ratio

(m) (mm) (mm) (kN) (kN) (kN) (kN)

@ 39m/s

0.00-7.50 14 2 5 36 33.60 67.20 25.33 0.376

7.50-15.00 14 2 7 36 47.00 72.00 32.63 0.453

15.00-20.00 14 2 5 36 33.60 67.20 10.20 0.151@ 35m/s

0.00-7.50 14 2 5 36 33.60 67.20 21.53 0.320

7.50-15.00 14 2 7 36 47.00 72.00 27.11 0.376

15.00-20.00 14 2 5 36 33.60 67.20 8.68 0.129

RESULTS OF HORIZONTAL BOLT CAPACITY vs LOAD

Elev. Nominal

Bolt Size

No. of

Bolts

Member

Thickness

Bolt Single

Shear Capacity

Single

BoltBearingCapacity

Connection

Capacity

Member

Force

Ratio

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(m) (mm) (mm) (kN) (kN) (kN) (kN)

@ 39m/s

0.00-7.50 14 2 5 36 33.60 67.20 2.12 0.031

7.50-10.00 14 2 8 36 53.80 72.00 5.81 0.08010.00-12.50 14 2 5 36 33.60 67.20 2.07 0.030

12.50-15.00 14 2 7 36 47.00 72.00 7.38 0.102

15.00-20.00 14 2 5 36 33.60 67.20 0.82 0.012

@ 35m/s

0.00-7.50 14 2 5 36 33.60 67.20 1.78 0.026

7.50-10.00 14 2 8 36 53.80 72.00 4.71 0.065

10.00-12.50 14 2 5 36 33.60 67.20 1.74 0.025

12.50-15.00 14 2 7 36 47.00 72.00 5.77 0.080

15.00-20.00 14 2 5 36 33.60 67.20 0.70 0.010

FOUNDATION ANALYSIS

Design

Max Individual Foundation LoadsMax Total Foundation

LoadsPercentage Increase in Foundation

Loads

Leg

Comp(kN)

Leg Uplift

(kN)

Leg

Shear(kN)

Accum

Shear(kN)

OTM

(kN.m)

Leg

Comp %

Leg

Uplift %

Leg Shear

%

@ 39m/s

Existing 217.06 194.79 30.81 89.90 1046.700.474 0.492 0.454

New 218.09 195.75 30.95 90.30 1051.30

@ 35m/s

Existing 179.54 157.26 25.32 73.50 856.700.467 0.515 0.434

New 180.38 158.07 25.43 73.80 860.80

Foundation loads due to the addition of new MW antenna are greater than the existing condition by0.492% for the Basic wind speed of 39m/s. However by considering a 35m/s of wind speed base onabove table the existing load capacity is greater than 0.515% as against the new imposed load.

ANCHOR BOLTS TENSION CAPACITY vs LOAD

NominalBolt Size

No. of

Bolts

Single BoltTension

Capacity

TotalTension

Capacity

UpliftForce Ratio

(mm) (kN) (Kn) (kN)

@ 39m/s

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25 4 125.74 502.96 195.75 0.389

@ 35m/s

25 4 125.74 502.96 158.07 0.314

BASE PLATE CAPACITY vs REQUIRED

Base PlateDimension

Base Plate ActualThickness

YieldStrength

CompressionForce

RequiredBase PlateThickness

Ratio

(mm) (mm) (Mpa) (kN) (mm)

@ 39m/s370x370 40 248 218.09 32 0.80

@ 35m/s

370x370 40 248 180.38 30 0.75

CONCLUSION

Provided in this package is the essential information about the tower as analyzed for the basic windspeeds of 39m/s & 35m/s for the addition new MW antenna at Site No. ZMJA020. The data

provided includes maximum leg, diagonal & horizontal member compression against its allowablevalue, also maximum individual foundation loads for the new and existing loading.

The tower does meet the basic wind speed of 39m/s with existing and new loading condition asthe leg member forces, diagonal member forces & horizontal forces are leseer than themember capacities as shown in the respective Member Capacity vs Load tables. Consideringalso, a wind speed of 35m/s as seen on the member capacity vs load table, the actual memberforces are also lesser than the member capacities hence, the tower is safe for the Basic wind

speed of 35m/s.

Also the tower (top mast) meets the allowable 0.5 deflection for both the Basic wind speed of39m/s & 35m/s, as required by the clients project technical requirement for tower displacement.

On the foundation base on the analysis of 39m/s of wind speed the imposed load has exceeded a0.492% as against the existing capacity which is within engineering tolerance. Also by consideringon the analysis of 35m/s of wind speed base on the table above the existing capacity is greater than0.515% as against the new load imposed thus, an indication of adequate safety margin.

The result of the analysis above indicates that the existing 20.0m high self-support tower can

safely support the existing and new loading condition for the basic wind speed of 39m/s &35m/s.

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TOWER CONFIGURATION

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ATTACHMENT:

COMPUTER INPUT/OUTPUT

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