70.90m non std tower-ta-znd999(304-99-999)-100813

304-99-000-AMT-Td-0001 Rev. A

FAST PLANETS CO LTD.,ENGINEERING DESIGN CONSULTANT

ANALYSIS OF EXISTING70.90m SELF-SUPPORT Non Standard TOWER

(*** PROJECT 2011)

Main Site No.: ZND999Far End Site No.: 304-99-999

EXISTING + PROPOSED LOADING CONDITIONFor

Basic Wind Speed @ 39m/s&

Basic Wind Speed @ 35m/s

304-99-999-***-Td-0001 Rev. A

TABLE OF CONTENTS

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 7

BOLT CAPACITY vs LOAD TABULATION 7 - 8

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) 12-78Load CalculationSample of Member Capacity CalculationDwg. No. 304-99-999-70.90m-STR-Td-0001 Rev A.Dwg. No. 304-99-999-70.90m-ANT-Td-0001 Rev A.

Analyzed by: Checked by: Approved by:

______________ ________________ ____________________ J.B.V. JAH A.A.A. Telecom Engr. Structural Engr. Projects Manager

304-99-999-***-Td-0001 Rev. A

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 new antenna 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 proposed additional 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 analysis of this structure under the loading conditions given by the client. The analysis is prepared by following the relevant guidelines and standards presented in TIA/EIA-222-F “Structural Standards for Steel Antenna Towers and Antenna Supporting Structures”.

TOWER ANALYSIS

The analysis of the tower associated with this *** PROJECT 2011 was performed using Weisman’s GUYMAST 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 and partial 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

304-99-999-***-Td-0001 Rev. A

EXISTING STRUCTURE

The tower under consideration for this analysis is a 70.90m tall, square self-support structure. It is comprised of “A”, “V” & “X” braced panels tapering from a base width of 7.30m to 1.70m at the top of the structure. The entire structure is constructed with steel angles for legs and bracings and the legs are assumed to be of high strength steel with a yield strength of 345 mPa, whereas bracings are assumed to be of Mild steel with yield strength of 248 mPa. All bolts are ASTM A325 and vary in size and number depending on the location on the tower.

LOAD CONDITIONS

This analysis report considers the tower existing loading condition (i.e. existing antennas, TX lines and other appurtenances), plus the proposed additional antenna loading, lines and other appurtenances for *** Project 2011. The tower has been analyzed under the following climatic conditions and design standards as per client’s 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 33 m/s (120km/hr) gusted.

3 No ice loading to be considered

4. TIA/EIA-222-F “Structural Standards for Steel Antenna Towers and Antenna Supporting Structures”.

Analysis 2:

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

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

3. No ice loading to be considered

4. TIA/EIA-222-F “Structural Standards for Steel Antenna Towers and Antenna Supporting Structures”.

For the rectangular cross-section tower, the wind loading has been applied to all directions from 0 to 360 degrees with a 45 degrees directional increment to determine the worst loading condition.

304-99-999-***-Td-0001 Rev. A

RESULT OF LEG MEMBER CAPACITY vs LOADS

Elev.Member

DescriptionMember Size

Slenderness Ratio

MemberCapacity

Member Force

Stress Ratio

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

@ 39m/s

0.00-12.00 LEG1 L150X150X18.0 35.97 1231.40

12.00-18.50 LEG2 L150X150X12.0 29.77 867.63

18.50-39.40 LEG3 L150X150X12.0 32.42 853.17

39.40-45.80 LEG4 L140X140X13.0 20.54 901.40

45.80-52.60 LEG5 L130X130X9.0 14.42 600.58

52.60-59.40 LEG6 L120X120X10.0 23.43 590.61

59.40-70.90 LEG7 L100X100X8.0 51.49 340.55

@ 35m/s

0.00-12.00 LEG1 L150X150X18.0 35.97 1231.40

12.00-18.50 LEG2 L150X150X12.0 29.77 867.63

18.50-39.40 LEG3 L150X150X12.0 32.42 853.17

39.40-45.80 LEG4 L140X140X13.0 20.54 901.40

45.80-52.60 LEG5 L130X130X9.0 14.42 600.58

52.60-59.40 LEG6 L120X120X10.0 23.43 590.61

59.40-70.90 LEG7 L100X100X8.0 51.49 340.55

RESULT OF DIAGONAL MEMBER CAPACITY vs LOADS

Elev.Member


Slenderness Ratio

MemberCapacity

Member Force

Stress Ratio

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

0.00-4.90 DIAG1 L110X110X9.0 59.61 304.54

4.90-12.00 DIAG2 L90X90X8.0 89.34 180.43

12.00-18.50 DIAG3 L80X80X8.0 61.58 192.88

18.50-24.60 DIAG4 L80X80X7.0 83.63 146.97

24.60-45.80 DIAG5 L75X75X5.0 69.94 109.41

45.80-52.60 DIAG6 L60X60X5.0 54.06 94.95

52.60-70.90 DIAG7 L50X50X5.0 107.69 52.25

@ 35m/s

0.00-4.90 DIAG1 L110X110X9.0 59.61 304.54

4.90-12.00 DIAG2 L90X90X8.0 89.34 180.43

12.00-18.50 DIAG3 L80X80X8.0 61.58 192.88

18.50-24.60 DIAG4 L80X80X7.0 83.63 146.97

304-99-999-***-Td-0001 Rev. A

24.60-45.80 DIAG5 L75X75X5.0 69.94 109.41

45.80-52.60 DIAG6 L60X60X5.0 54.06 94.95

52.60-70.90 DIAG7 L50X50X5.0 107.69 52.25

RESULTS OF HORIZONTAL MEMBER CAPACITY vs LOAD

Elev.Member


Slenderness Ratio

MemberCapacity

Member Force

Stress Ratio

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

@ 39m/s

0.00-4.90 HOR1 L110X110X10 108.38 229.22

4.90-8.50 HOR2 L80X80X10 129.31 123.01

12.00-15.30 HOR3 L70X70X7.0 131.68 73.62

18.50-21.50 HOR4 L70X70X7.0 124.18 82.70

24.60-30.50 HOR6 C100X9.0 87.72 182.58

32.40-34.50 HOR7 L60X60X5.0 118.18 55.65

36.50-38.00 HOR8 L70X70X7.0 104.17 106.36

39.40-41.20 HOR9 L70X70X7.0 100.32 110.58

42.00-45.80 HOR10 L50X50X5.0 116.54 46.98

45.80-47.90 HOR11 C100X9.0 102.30 160.01

47.90-51.70 HOR12 L70X70X7.0 138.10 66.94

52.60-53.50 HOR13 L70X70X7.0 85.38 126.04

54.30-55.40 HOR14 L70X70X7.0 83.07 128.30

56.40-57.10 HOR15 C100X9.0 66.33 212.00

59.40-61.00 HOR16 L50X50X5.0 130.35 38.33

64.00-65.80 H0R17 L50X50X5.0 114.06 48.48

67.80-70.90 HOR18 C100X9.0 74.23 201.64

@ 35m/s

0.00-4.90 HOR1 L110X110X10 108.38 229.22

4.90-8.50 HOR2 L80X80X10 129.31 123.01

12.00-15.30 HOR3 L70X70X7.0 131.68 73.62

18.50-21.50 HOR4 L70X70X7.0 124.18 82.70

24.60-30.50 HOR6 C100X9.0 87.72 182.58

32.40-34.50 HOR7 L60X60X5.0 118.18 55.65

36.50-38.00 HOR8 L70X70X7.0 104.17 106.36

39.40-41.20 HOR9 L70X70X7.0 100.32 110.58

304-99-999-***-Td-0001 Rev. A

42.00-45.80 HOR10 L50X50X5.0 116.54 46.98

45.80-47.90 HOR11 C100X9.0 102.30 160.01

47.90-51.70 HOR12 L70X70X7.0 138.10 66.94

52.60-53.50 HOR13 L70X70X7.0 85.38 126.04

54.30-55.40 HOR14 L70X70X7.0 83.07 128.30

56.40-57.10 HOR15 C100X9.0 66.33 212.00

59.40-61.00 HOR16 L50X50X5.0 130.35 38.33

64.00-65.80 H0R17 L50X50X5.0 114.06 48.48

67.80-70.90 HOR18 C100X9.0 74.23 201.64

TOWER DEFLECTION CALCULATIONBasic wind speed @ 39m/s:

The maximum calculated tower tilt/twist at basic wind speed of 39m/s is 0.778°. Therefore, the maximum calculated tilt/twist at a basic operational wind speed of 28m/s is:

(28/39)² (0.778°) = 0.401° < Allowable 0.50° tilt / twist OK!

RESULTS OF LEG BOLT CAPACITY vs LOAD

Elevation Nominal Bolt Size

No. of Bolts

Member Thickness

Bolt BoltSingle SingleShear BearingCapacity Capacity

Connection Capacity

Member Force

Ratio

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

@ 39m/s0.00-12.00 16 16 18 92.49 182.80 1479.82

12.00-39.40 16 16 12 92.49 121.92 1479.8239.40-45.80 16 12 13 92.49 132.08 1109.8645.80-52.60 16 8 9 92.49 91.44 731.5252.60-59.40 16 8 10 92.49 101.60 554.9359.40-70.90 16 6 8 92.49 81.28 487.68

@ 35m/s

0.00-12.00 16 16 18 92.49 182.80 1479.82

12.00-39.40 16 16 12 92.49 121.92 1479.8239.40-45.80 16 12 13 92.49 132.08 1109.8645.80-52.60 16 8 9 92.49 91.44 731.5252.60-59.40 16 8 10 92.49 101.60 554.9359.40-70.90 16 6 8 92.49 81.28 487.68

304-99-999-***-Td-0001 Rev. A

RESULTS OF DIAGONAL BOLT CAPACITY vs LOAD


No. of

BoltsMember

ThicknessBolt Single

Shear Capacity

Single Bolt

Bearing Capacity

Connection Capacity

Member Force

Ratio

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

@ 39m/s0.00-4.90 12 2 9 52.02 68.58 104.05

4.90-12.00 12 2 8 52.02 60.96 104.05

12.00-18.50 12 2 8 52.02 60.96 104.05

18.50-24.60 12 2 7 52.02 53.34 104.05

24.60-45.80 12 2 5 52.02 38.10 76.20

45.80-52.60 12 1 5 52.02 38.10 38.10

52.60-70.90 12 1 5 52.02 38.10 38.10

@ 35m/s

0.00-4.90 12 2 9 52.02 68.58 104.05

4.90-12.00 12 2 8 52.02 60.96 104.05

12.00-18.50 12 2 8 52.02 60.96 104.05

18.50-24.60 12 2 7 52.02 53.34 104.05

24.60-45.80 12 2 5 52.02 38.10 76.20

45.80-52.60 12 1 5 52.02 38.10 38.10

52.60-70.90 12 1 5 52.02 38.10 38.10

RESULTS OF HORIZONTAL BOLT CAPACITY vs LOAD

304-99-999-***-Td-0001 Rev. A


No. of Bolts

Member Thickness

Bolt Single Shear

Capacity

Single Bolt

Bearing Capacity

Connection Capacity

Member Force

Ratio

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

@ 39m/s

0.00-4.90 12 2 10 26.10 76.20 52.02

4.90-45.80 16 1 10 26.10 76.20 26.01

@ 35m/s

0.00-4.90 12 2 10 26.10 76.20 52.02

4.90-45.80 16 1 10 26.10 76.20 26.01

FOUNDATION ANALYSIS

Design

Max Individual Foundation LoadsMax Total Foundation

LoadsPercentage Increase in Foundation

LoadsLeg

Comp (kN)

Leg Uplift (kN)

Leg Shear (kN)

AccumShear (kN)

OTM (kN.m)

Leg Comp %

Leg Uplift %

Leg Shear %

@ 39m/s

Existing

New

@ 35m/s

Existing

New

Foundation loads due to the addition of new MW antenna are greater than the existing condition by 0.525% for the Basic wind speed of 39m/s. However by considering a 35m/s of wind speed base on above table the existing load capacity is greater than 0.434% as against the new imposed load.

ANCHOR BOLTS TENSION CAPACITY vs LOAD

Nominal Bolt Size

No. of Bolts

Single Bolt Tension

Total Tension

Uplift Force Ratio

304-99-999-***-Td-0001 Rev. A

Capacity Capacity

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

@ 39m/s

38 8 303.77 2430.20

@ 35m/s

38 8 303.77 2430.20

BASE PLATE CAPACITY vs REQUIRED

Base PlateDimension

Base Plate Actual Thickness

Yield Strength

Compression Force

Required Base Plate Thickness

Ratio

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

@ 39m/s

500x500 50 248

@ 35m/s

500x500 50 248

CONCLUSION

Provided in this package is the essential information about the tower as analyzed for the basic wind speeds of 39m/s & 35m/s for the addition 2 new MW antenna at Site no. 304-99-999 The data

304-99-999-***-Td-0001 Rev. A

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

The tower does meet the basic wind speed of 39m/s & 35 m/s with existing and new loading condition as the leg member force and diagonal member forces at some elevation along the tower IS LESSER THAN the member capacities including BOLT & BASE PLATE Usage Criteria as shown in the respective Bolt Capacity & Base Plate Thickness vs Actual loads.

Also the tower (top mast) meets the allowable 0.5° deflection for both the Basic wind speed of 39m/s & 35m/s, as required by the client’s project technical requirement for tower displacement.

On the foundation base on the analysis of 39m/s of wind speed the imposed load has exceeded a 0.525% as against the existing capacity which is ACCEPTABLE to consider, however by considering on the analysis of 35m/s of wind speed base on the table above the existing capacity is greater than 0.430% as against the new load imposed thus, an indication of large safety margin.

The result of the analysis above indicates that the existing 70.90m high self-support Non Standard tower can safely support the existing and new loading condition for the basic wind speed of 39m/s and of 35 m/s.

304-99-999-***-Td-0001 Rev. A

TOWER CONFIGURATION

304-99-999-***-Td-0001 Rev. A

304-99-999-***-Td-0001 Rev. A

ATTACHMENT:

Computer Input & Output

304-99-999-***-Td-0001 Rev. A

WIND SPEED OF 39 M/S

WIND SPEED OF 39 M/S

304-99-999-***-Td-0001 Rev. A

70.90m non std tower-ta-znd999(304-99-999)-100813

Documents