Busunju - Site (3141)- Structural Analysis Report 1 of 2 - Version 1

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Structural Analysis Report – Version 1 - Site Busunju (3141)

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STRUCTURAL ANALYSIS REPORT

SITE NAME:

BUSUNJU - 3141

DESCRIPTION:

3-LEGGED ANGULAR 60m

Date: Dec 04, 2013 Version: Ver.01

Prepared By: Civil Eng. Michal Salomon

Revision Table

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Structural Analysis Report – Version 1 - Site Busunju (3141)

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CONTENTS

1. Executive Summary and Recommendations

2. Site Information

3. Issues Register and Details (Maintenance Report)

4. Load (Equipment) Table

5. Analysis Introduction

6. Design Information

7. Assumptions

8. Tower Key Plan

9. Tower Model Diagram

10. Foundation

11. Summary of Results

12. Assessment and Recommendations

13. Potential Allowable EPA/Additional Loading

14. Shop Drawings for Replacement Members

Appendix 1: Bill of Materials

Appendix 2: Pictures

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Structural Analysis Report – Version 1 - Site Busunju (3141)

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1. Executive Summary and Recommendations

The tower, under its current antenna configuration, is exceeding the allowable loads up to

261.4% of its full capacity. The most stressed elements are the redundant diagonal #3

member at the 1st section.

The tower was not surveyed, thus no maintenance recommendations are advised.

Summary and Results of Tower with current loadings:

Maximum current stress on tower:

Stress in leg: 94.9%

Stress in brace: 261.4%

Stress in leg bolt: 51.0%

Stress in brace bolt: 95.1%

Max. rotation (deflection) 0.4 deg

Material thickness of steel profile from V200x200x15– L38x38x5

Materiel type: JIS-SS540 - JIS-SS400

Galvanizing thickness: 80μm to 250μm

Bolt grade: ISO 8.8

Factor of safety in overturning 2.2

Soil Bearing Pressure 180kg/cm^2

Recommendations:

1. Reinforcing the tower according to the table in chapter 12

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Structural Analysis Report – Version 1 - Site Busunju (3141)

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2. Site Information

Site Name:

Name & Num. Busunju - 3141

Site Coordinates: Longitude: E 032.20139 Latitude: N 00.58347 Site Elevation: 1316m General Information:

Tower Type: 3-Legged, Le Blanc 60m

Tower base face width: 7780mm

Tower top face width: 1890mm

Tower Configuration: Angular

Structural Steel Grade: JIS-SS540 - JIS-SS400

Bolt Grade: ISO 8.8

Foundation Type (P&P / S.F): S.F

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Structural Analysis Report – Version 1 - Site Busunju (3141)

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3. Issues Register and Details (Maintenance Report)

Tower maintenance details per section:

Site survey has not been performed; therefore maintenance recommendation is not applicable.

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4. Load (Equipment) Table

Existing Antenna Loading:

Antenna Loads

TYPE MODEL DIM

(LXWXD/O) LEG HEIGHT (m) AZIMUTH (deg) RF K-742266 2580/260/120 A 56.6 50 RF K-742266 2580/260/120 B 56.6 120 RF K-742266 2580/260/120 C 56.6 240 MW - 1200 B 55.5 140 MW - 3000 B 52.5 120 RF K-742266 2580/260/120 A 48.8 50 RF K-742266 2580/260/120 B 48.8 130 RF K-742266 2580/260/120 C 48.8 300 MW - 2000 B 45.7 140 MW - 3000 B 40 120 MW - 3000 C 38.6 280 MW - 3000 C 33.2 280 MW - 600 B 22.4 130 MW - 600 C 22.4 280 MW - 3000 C 18.5 280

Additional Antenna Loading:

Antenna Loads

TYPE MODEL DIM

(LXWXD/O) LEG HEIGHT (m) AZIMUTH (deg) MW ANDREW 600 B 59.5 180 MW ANDREW 600 C 59.5 300 RF K-742266 2580/260/120 A 56.4 130 RF K-742266 2580/260/120 A 56.4 190 RF K-742266 2580/260/120 B 56.4 220 RF K-742266 2580/260/120 B 56.4 300 RF K-742266 2580/260/120 C 56.4 0 RF K-742266 2580/260/120 C 56.4 80

*Since no information was provided for feeder line cables, we have estimated EPA 0.4m^2/m

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Structural Analysis Report – Version 1 - Site Busunju (3141)

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5. Analysis Introduction

This report covers the structural analysis of Site 3141 ‘Busunju’ with an overall height of 60m, with a self-support 3 legged steel lattice tower. The tower is triangular in plan, with a face width tapering from 7780mm at the bottom and 1890mm at the top (center-center). The tower consists of angular profile legs and diagonal, horizontal bracing members of varying sizes as listed in the tables and drawings. The bracing members are bolted to the legs with bolt connections. All legs and braces are shown on the enclosed tower layout drawing.

The tower and its members are analyzed to design standard code TIA-222-G, “Structural standard for antenna supporting structure and antennas”. The tower is modeled and analyzed using Structural Engineering Software for the Tower Industry "RISATower".

The purpose of the analysis is to make an assessment of the structural adequacy of both the steel tower and concrete foundation in its current condition.

The tower has been checked for a deflection criteria based on a maximum allowable rotation of the microwave dishes of 0.5 degrees, as per ANS/TIA-222-G. This is the limit generally accepted by the telecommunications industry.

Tower leg reactions are used to check the existing foundation for the tower The following design criteria apply:

 Deflections calculated using a wind speed of 100.0 kph – "operational speed".

 Connections use galvanized bolts Grade 8.8, and locking devices (nut, washer and spring washer).

 Tower members are hot-dipped galvanized in accordance with ASTM A123 and ASTM A153 Standards.

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Structural Analysis Report – Version 1 - Site Busunju (3141)

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6. Design Information

Analysis Standard TIA-222-G standard

Exposure Conditions: Exposure Category C

Maximum Design Wind Speed: 144.0 kph

Wind Return Period: 50 years

Topographical Category: 3

Site Altitude: 1376m

Structure Class: I

Steel Grade: JIS-SS540 - JIS-SS400

Bolt grade: ISO 8.8

Soil Bearing Capacity: 200 Kpa

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Structural Analysis Report – Version 1 - Site Busunju (3141)

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7. Assumptions

The tower is analyzed to ANSI TIA/EIA-222-G1 (2007).

The foundation concrete compressive strength is 200kg/cm2 and the rebars strength is 3400kg/cm2.

Members assumed to be comply with the tower design analysis. Equipment loadings as listed are based on the info got from EATON.

All steel and bolts assumed in good condition and has not deteriorated over time.

The anchors bolts assumed to be Ø32mm in total quantity 24 units, the anchors are in good condition and well anchored to the concrete.

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9. Tower Model Diagram

Computerized tower model showing equipment

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Integrated Solutions

LeadCom 4 Hatnufa St. Pethach Tikva - Israel

Phone: 03-9706269 FAX: 03-9706001

Job:

TIA-222-G - 40m/s (EPA 53.3m2@top40m) Project: LeBlanc-TRI-60m -As built- Uganda- Busunju site (3141) Client: Eaton Drawn by: rong App'd:

Code: TIA-222-G Date: 12/03/13 Scale: NTS Path:

C:\Documents and Settings\rong\Desktop\Hellios Tower Analysis\Uganda- Busunju site (3141)\LeBlanc-TRI-60m - As Built (TIA-222-G, 40ms -EPA53.3m2@top40m).eri

Dwg No. E-1 60.0 m 58.0 m 54.0 m 52.0 m 50.0 m 48.0 m 45.0 m 42.0 m 39.0 m 36.0 m 30.0 m 27.0 m 24.0 m 21.0 m 15.0 m 12.0 m 6.0 m 0.0 m REACTIONS - 144.0 kph WIND TORQUE 17253 kg-m 32559 kg SHEAR 941529 kg-m MOMENT 19012 kg AXIAL SHEAR: 18621 kg UPLIFT: -124510 kg DOWN: 145714 kg

MAX. CORNER REACTIONS AT BASE: ARE FACTORED ALL REACTIONS S e c ti o n T 1 T 2 T 3 T 4 T 5 T 6 T 7 T 8 T 9 T 1 0 T 1 1 T 1 2 T 1 3 T 1 4 T 1 5 T 1 6 T 1 7 L e g s V 9 0 x 9 0 x 7 V 1 2 0 x 1 2 0 x 1 0 V 1 3 0 x 1 3 0 x 1 2 V 1 5 0 x 1 5 0 x 1 2 V 1 5 0 x 1 5 0 x 1 5 V 1 7 5 x 1 7 5 x 1 5 V 2 0 0 x 2 0 0 x 1 5 L e g G ra d e J IS -S S 5 4 0 D ia g o n a ls A L 5 0 x 5 0 x 5 L 5 0 x 5 0 x 6 L 6 5 x 6 5 x 6 L 7 5 x 7 5 x 6 L 6 5 x 6 5 x 6 L 7 5 x 7 5 x 6 L 6 5 x 6 5 x 5 L 8 0 x 8 0 x 6 L 7 5 x 7 5 x 6 L 8 0 x 8 0 x 6 D ia g o n a l G ra d e J IS -S S 4 0 0 T o p G ir ts B L 6 5 x 6 5 x 5 N .A . C N .A . L 5 0 x 5 0 x 5 N .A . H o ri z o n ta ls N .A . L 5 0 x 5 0 x 5 N .A . L 7 5 x 7 5 x 6 N .A . L 5 0 x 5 0 x 5 N .A . L 7 5 x 7 5 x 6 L 6 5 x 6 5 x 5 S e c . H o ri z o n ta ls N .A . L 3 8 x 3 8 x 5 L 6 5 x 6 5 x 5 N .A . R e d . H o ri z o n ta ls N .A . L 3 8 x 3 8 x 5 R e d . D ia g o n a ls N .A . L 3 8 x 3 8 x 5 L 5 0 x 5 0 x 5 L 3 8 x 3 8 x 5 L 5 0 x 5 0 x 5 R e d . H ip s N .A . L 3 8 x 3 8 x 5 In n e r B ra c in g N .A . L 6 5 x 6 5 x 5 N .A . L 6 5 x 6 5 x 5 N .A . L 6 5 x 6 5 x 5 F a c e W id th ( m ) 1 .8 9 2 .2 5 8 1 3 2 .6 2 6 2 5 2 .9 9 4 3 7 3 .3 6 2 5 4 .0 9 8 7 5 4 .4 6 6 8 7 4 .8 3 5 5 .2 0 3 1 3 5 .9 3 9 3 8 6 .3 0 7 5 7 .0 4 3 7 5 7 .7 8 # P a n e ls @ ( m ) 6 @ 2 9 @ 3 1 @ 6 1 @ 3 2 @ 6 W e ig h t (k g ) 1 5 9 .3 3 3 0 .5 1 7 8 .5 2 0 9 .8 2 0 4 .4 3 9 8 .2 4 3 8 .7 5 0 9 .4 5 5 2 .4 1 1 6 9 .8 6 6 6 .8 7 7 0 .5 7 9 3 .7 1 5 6 6 .7 1 0 0 1 .2 1 8 7 3 .7 2 1 3 6 .3 1 2 9 5 9 .9

Andrew 2' w/Radome (additional equipment)

59.5 Andrew 2' w/Radome (additional equipment) 59.5 K-742266 59.1 - 56.6 K-742266 59.1 - 56.6 K-742266 59.1 - 56.6 K-739686 (additional equipment) 59 - 56.4 K-739686 (additional equipment) 59 - 56.4 K-739686 (additional equipment) 59 - 56.4 K-739686 (additional equipment) 59 - 56.4 K-739686 (additional equipment) 59 - 56.4 K-739686 (additional equipment) 59 - 56.4 Andrew 4' w/Radome 55.5 Andrews 3.0m 52.5 K-742266 51.3 - 48.8 K-742266 51.3 - 48.8 K-742266 51.3 - 48.8 Andrews 2.0m 45.7 Andrews 3.0m 40 Andrews 3.0m 38.6 Andrews 3.0m 33.2 Andrew 2' w/Radome 22.4 Andrew 2' w/Radome 22.4

Andrews 3.0m DESIGNED APPURTENANCE LOADING 18.5

TYPE ELEVATION TYPE ELEVATION

Andrew 2' w/Radome (additional equipment)

59.5

Andrew 2' w/Radome (additional equipment) 59.5 K-742266 59.1 - 56.6 K-742266 59.1 - 56.6 K-742266 59.1 - 56.6 K-739686 (additional equipment) 59 - 56.4 K-739686 (additional equipment) 59 - 56.4 K-739686 (additional equipment) 59 - 56.4 K-739686 (additional equipment) 59 - 56.4 K-739686 (additional equipment) 59 - 56.4 K-739686 (additional equipment) 59 - 56.4 Andrew 4' w/Radome 55.5 Andrews 3.0m 52.5 K-742266 51.3 - 48.8 K-742266 51.3 - 48.8 K-742266 51.3 - 48.8 Andrews 2.0m 45.7 Andrews 3.0m 40 Andrews 3.0m 38.6 Andrews 3.0m 33.2 Andrew 2' w/Radome 22.4 Andrew 2' w/Radome 22.4 Andrews 3.0m 18.5 SYMBOL LIST

MARK SIZE MARK SIZE

A L38x38x5 B L50x50x5

C L65x65x5

MATERIAL STRENGTH

GRADE Fy Fu GRADE Fy Fu

JIS-SS540 357000 kPa 510000 kPa JIS-SS400 240000 kPa 365000 kPa

TOWER DESIGN NOTES 1. Tower designed for Exposure C to the TIA-222-G Standard.

2. Tower designed for a 144.0 kph basic wind in accordance with the TIA-222-G Standard. 3. Deflections are based upon a 100.0 kph wind.

4. Tower Structure Class I.

5. Topographic Category 3 with Crest Height of 50.000 m

6. Connections use galvanized Grade 8.8 bolts, nuts and locking devices.

7. Tower members are hot-dipped galvanized in accordance with ASTM A123 and ASTM A153 Standards.

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Structural Analysis Report – Version 1 - Site Busunju (3141)

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Integrated Solutions

LeadCom 4 Hatnufa St. Pethach Tikva - Israel

Phone: 03-9706269 FAX: 03-9706001

Job:

TIA-222-G - 40m/s (EPA 53.3m2@top40m)

Project: LeBlanc-TRI-60m -As built-reinforced- Uganda- Busunju site (3141) Client: Eaton Drawn by: rong App'd:

Code: TIA-222-G Date: 12/03/13 Scale: NTS Path:

C:\Documents and Settings\rong\Desktop\Hellios Tower Analysis\Uganda- Busunju site (3141)\LeBlanc-TRI-60m - As Built- reinforced (TIA-222-G, 40ms -EPA53.3m2@top40m).eri

Dwg No. E-1 60.0 m 58.0 m 54.0 m 52.0 m 50.0 m 48.0 m 45.0 m 42.0 m 39.0 m 36.0 m 30.0 m 27.0 m 24.0 m 21.0 m 15.0 m 12.0 m 6.0 m 0.0 m REACTIONS - 144.0 kph WIND TORQUE 17266 kg-m 32990 kg SHEAR 947443 kg-m MOMENT 19428 kg AXIAL SHEAR: 18850 kg UPLIFT: -125110 kg DOWN: 146733 kg

MAX. CORNER REACTIONS AT BASE: ARE FACTORED ALL REACTIONS S e c ti o n T 1 T 2 T 3 T 4 T 5 T 6 T 7 T 8 T 9 T 1 0 T 1 1 T 1 2 T 1 3 T 1 4 T 1 5 T 1 6 T 1 7 L e g s V 9 0 x 9 0 x 7 V 1 2 0 x 1 2 0 x 1 0 V 1 3 0 x 1 3 0 x 1 2 V 1 5 0 x 1 5 0 x 1 2 V 1 5 0 x 1 5 0 x 1 5 V 1 7 5 x 1 7 5 x 1 5 V 2 0 0 x 2 0 0 x 1 5 L e g G ra d e J IS -S S 5 4 0 D ia g o n a ls A L 5 0 x 5 0 x 5 L 5 0 x 5 0 x 6 L 6 5 x 6 5 x 6 L 7 5 x 7 5 x 6 L 6 5 x 6 5 x 5 L 8 0 x 8 0 x 6 L 7 5 x 7 5 x 6 L 8 0 x 8 0 x 6 D ia g o n a l G ra d e J IS -S S 4 0 0 T o p G ir ts B L 6 5 x 6 5 x 5 N .A . C N .A . L 5 0 x 5 0 x 5 N .A . H o ri z o n ta ls N .A . L 5 0 x 5 0 x 5 N .A . L 7 5 x 7 5 x 6 N .A . L 5 0 x 5 0 x 5 N .A . L 7 5 x 7 5 x 6 L 6 5 x 6 5 x 5 S e c . H o ri z o n ta ls N .A . L 3 8 x 3 8 x 5 L 6 5 x 6 5 x 5 N .A . R e d . H o ri z o n ta ls N .A . L 3 8 x 3 8 x 5 R e d . D ia g o n a ls N .A . L 5 0 x 5 0 x 5 L 3 8 x 3 8 x 5 L 5 0 x 5 0 x 5 L 3 8 x 3 8 x 5 L 5 0 x 5 0 x 5 L 3 8 x 3 8 x 5 L 5 0 x 5 0 x 5 R e d . H ip s N .A . L 3 8 x 3 8 x 5 In n e r B ra c in g N .A . L 6 5 x 6 5 x 5 N .A . L 6 5 x 6 5 x 5 N .A . L 6 5 x 6 5 x 5 F a c e W id th ( m ) 1 .8 9 2 .2 5 8 1 3 2 .6 2 6 2 5 2 .9 9 4 3 7 3 .3 6 2 5 4 .0 9 8 7 5 4 .4 6 6 8 7 4 .8 3 5 5 .2 0 3 1 3 5 .9 3 9 3 8 6 .3 0 7 5 7 .0 4 3 7 5 7 .7 8 # P a n e ls @ ( m ) 6 @ 2 9 @ 3 1 @ 6 1 @ 3 2 @ 6 W e ig h t (k g ) 1 5 9 .3 3 3 0 .5 1 7 8 .5 2 0 9 .8 2 0 4 .4 3 9 8 .2 4 3 8 .7 5 2 2 .5 5 5 2 .4 1 2 1 7 .8 7 0 6 .1 7 8 4 .3 7 9 3 .7 1 6 2 0 .9 1 0 1 9 .0 1 9 6 8 .5 2 2 0 2 .0 1 3 3 0 6 .7

Andrew 2' w/Radome (additional equipment)

59.5 Andrew 2' w/Radome (additional equipment) 59.5 K-742266 59.1 - 56.6 K-742266 59.1 - 56.6 K-742266 59.1 - 56.6 K-739686 (additional equipment) 59 - 56.4 K-739686 (additional equipment) 59 - 56.4 K-739686 (additional equipment) 59 - 56.4 K-739686 (additional equipment) 59 - 56.4 K-739686 (additional equipment) 59 - 56.4 K-739686 (additional equipment) 59 - 56.4 Andrew 4' w/Radome 55.5 Andrews 3.0m 52.5 K-742266 51.3 - 48.8 K-742266 51.3 - 48.8 K-742266 51.3 - 48.8 Andrews 2.0m 45.7 Andrews 3.0m 40 Andrews 3.0m 38.6 Andrews 3.0m 33.2 Andrew 2' w/Radome 22.4 Andrew 2' w/Radome 22.4

Andrews 3.0m DESIGNED APPURTENANCE LOADING 18.5

TYPE ELEVATION TYPE ELEVATION

Andrew 2' w/Radome (additional equipment)

59.5

Andrew 2' w/Radome (additional equipment) 59.5 K-742266 59.1 - 56.6 K-742266 59.1 - 56.6 K-742266 59.1 - 56.6 K-739686 (additional equipment) 59 - 56.4 K-739686 (additional equipment) 59 - 56.4 K-739686 (additional equipment) 59 - 56.4 K-739686 (additional equipment) 59 - 56.4 K-739686 (additional equipment) 59 - 56.4 K-739686 (additional equipment) 59 - 56.4 Andrew 4' w/Radome 55.5 Andrews 3.0m 52.5 K-742266 51.3 - 48.8 K-742266 51.3 - 48.8 K-742266 51.3 - 48.8 Andrews 2.0m 45.7 Andrews 3.0m 40 Andrews 3.0m 38.6 Andrews 3.0m 33.2 Andrew 2' w/Radome 22.4 Andrew 2' w/Radome 22.4 Andrews 3.0m 18.5 SYMBOL LIST

MARK SIZE MARK SIZE

A L38x38x5 B L50x50x5

C L65x65x5

MATERIAL STRENGTH

GRADE Fy Fu GRADE Fy Fu

JIS-SS540 357000 kPa 510000 kPa JIS-SS400 240000 kPa 365000 kPa

TOWER DESIGN NOTES 1. Tower designed for Exposure C to the TIA-222-G Standard.

2. Tower designed for a 144.0 kph basic wind in accordance with the TIA-222-G Standard. 3. Deflections are based upon a 100.0 kph wind.

4. Tower Structure Class I.

5. Topographic Category 3 with Crest Height of 50.000 m

6. Connections use galvanized Grade 8.8 bolts, nuts and locking devices.

7. Tower members are hot-dipped galvanized in accordance with ASTM A123 and ASTM A153 Standards.

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10. Foundation

Foundation drawing, condition, design check etc. Soil Bearing Capacity: 200

Concrete Grade: C25

Maximum Support Reaction on existing tower with current loading

A. Tower Base

1. Maximum overturning Moment: 5921kN.m

2. Base Shear: 206kN

3. Vertical Load: 162kN

B. Tower Leg

1. Max downward leg load: 917kN

2. Max upward leg load: 782kN

C. Holding down Bolts

1. Bottom Flange thickness: 30mm

2. HDBs: 8no. M32 assumed at Grade 5.8

3. HDBs Stress: 0.82<1.0, Safe

D. Overturning Factor of safety and bearing capacity

1. Surveyed size of tower base is: 3x (3.75m x 3.75m x 0.6m) separate footings 2. The resulting ground bearing pressure is: 180kN/m2 < 200kN/m2, Safe

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11. Summary of Results

Tower legs, braces and bolts stress ratios according to ‘Risa Tower’ output per section Legs and Braces summary results (Final loading):

SECTION LEG SIZE LEG STRESS BRACE SIZE BRACE STRESS

Section 1 V200x200x15 0.771 L38x38x5 2.614 Section 2 V175x175x15 0.813 L38x38x5 2.541 Section 3 V175x175x15 0.840 L50x50x5 1.111 Section 4 V150x150x15 0.949 L38x38x5 2.153 Section 5 V150x150x15 0.822 L65x65x5 0.740 Section 6 V150x150x15 0.774 L38x38x5 1.050 Section 7 V150x150x15 0.698 L38x38x5 1.282 Section 8 V150x150x12 0.715 L65x65x6 1.231 Section 9 V130x130x12 0.698 L75x75x6 0.797 Section 10 V130x130x12 0.660 L38x38x5 1.086 Section 11 V120x120x10 0.677 L65x65x6 0.807 Section 12 V120x120x10 0.518 L65x65x6 0.745 Section 13 V90x90x7 0.644 L65x65x6 0.440 Section 14 V90x90x7 0.578 L50x50x6 0.745 Section 15 V90x90x7 0.545 L50x50x6 0.443 Section 16 V90x90x7 0.323 L50x50x5 0.317 Section 17 V90x90x7 0.149 L38x38x5 0.104

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Structural Analysis Report – Version 1 - Site Busunju (3141)

Page 19 of 26 Bolts summary results (Final loading):

SECTION LEG BOLT SIZE LEG BOLT STRESS BRACE BOLT SIZE BRACE BOLT

STRESS

Section 1 M20 Gr8.8 bolts 0.490 M20 Gr8.8 bolts 0.838 Section 2 M20 Gr8.8 bolts 0.464 M20 Gr8.8 bolts 0.871 Section 3 M20 Gr8.8 bolts 0.510 M20 Gr8.8 bolts 0.596 Section 4 M20 Gr8.8 bolts 0.446 M20 Gr8.8 bolts 0.951 Section 5 M20 Gr8.8 bolts 0.456 M18 Gr8.8 bolts 0.629 Section 6 M20 Gr8.8 bolts 0.426 M16 Gr8.8 bolts 0.600 Section 7 M20 Gr8.8 bolts 0.426 M16 Gr8.8 bolts 0.590 Section 8 M20 Gr8.8 bolts 0.385 M16 Gr8.8 bolts 0.651 Section 9 M20 Gr8.8 bolts 0.282 M16 Gr8.8 bolts 0.657 Section 10 M20 Gr8.8 bolts 0.279 M16 Gr8.8 bolts 0.514 Section 11 M18 Gr8.8 bolts 0.316 M12 Gr8.8 bolts 0.537 Section 12 M18 Gr8.8 bolts 0.246 M12 Gr8.8 bolts 0.552 Section 13 M16 Gr8.8 bolts 0.702 M12 Gr8.8 bolts 0.573 Section 14 M16 Gr8.8 bolts 0.702 M12 Gr8.8 bolts 0.522 Section 15 M16 Gr8.8 bolts 0.293 M12 Gr8.8 bolts 0.299 Section 16 M16 Gr8.8 bolts 0.162 M12 Gr8.8 bolts 0.187 Section 17 M16 Gr8.8 bolts 0.010 M12 Gr8.8 bolts 0.025

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Structural Analysis Report – Version 1 - Site Busunju (3141)

Page 20 of 26 Legs and Braces summary results (Final reinforced):

SECTION LEG SIZE LEG STRESS BRACE SIZE BRACE STRESS

Section 1 V200x200x15 0.775 L65x65x5 0.901 Section 2 V175x175x15 0.817 L50x50x5 0.863 Section 3 V175x175x15 0.845 L50x50x5 0.969 Section 4 V150x150x15 0.954 L50x50x5 0.889 Section 5 V150x150x15 0.826 L65x65x5 0.746 Section 6 V150x150x15 0.777 L75x75x6 0.791 Section 7 V150x150x15 0.699 L75x75x6 0.759 Section 8 V150x150x12 0.710 L38x38x5 0.985 Section 9 V130x130x12 0.697 L75x75x6 0.794 Section 10 V130x130x12 0.666 L65x65x6 0.933 Section 11 V120x120x10 0.679 L65x65x6 0.807 Section 12 V120x120x10 0.517 L65x65x6 0.745 Section 13 V90x90x7 0.644 L65x65x6 0.440 Section 14 V90x90x7 0.578 L50x50x6 0.745 Section 15 V90x90x7 0.545 L50x50x6 0.443 Section 16 V90x90x7 0.323 L50x50x5 0.317 Section 17 V90x90x7 0.149 L38x38x5 0.104

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Structural Analysis Report – Version 1 - Site Busunju (3141)

Page 21 of 26 Bolts summary results (Final reinforced):

SECTION LEG BOLT SIZE LEG BOLT STRESS BRACE BOLT SIZE BRACE BOLT

STRESS

Section 1 M20 Gr8.8 bolts 0.493 M20 Gr8.8 bolts 0.847 Section 2 M20 Gr8.8 bolts 0.466 M20 Gr8.8 bolts 0.876 Section 3 M20 Gr8.8 bolts 0.512 M20 Gr8.8 bolts 0.600 Section 4 M20 Gr8.8 bolts 0.448 M20 Gr8.8 bolts 0.956 Section 5 M20 Gr8.8 bolts 0.457 M18 Gr8.8 bolts 0.634 Section 6 M20 Gr8.8 bolts 0.427 M16 Gr8.8 bolts 0.603 Section 7 M20 Gr8.8 bolts 0.427 M16 Gr8.8 bolts 0.593 Section 8 M20 Gr8.8 bolts 0.385 M16 Gr8.8 bolts 0.658 Section 9 M20 Gr8.8 bolts 0.282 M16 Gr8.8 bolts 0.653 Section 10 M20 Gr8.8 bolts 0.279 M16 Gr8.8 bolts 0.515 Section 11 M18 Gr8.8 bolts 0.316 M12 Gr8.8 bolts 0.537 Section 12 M18 Gr8.8 bolts 0.246 M12 Gr8.8 bolts 0.552 Section 13 M16 Gr8.8 bolts 0.702 M12 Gr8.8 bolts 0.573 Section 14 M16 Gr8.8 bolts 0.702 M12 Gr8.8 bolts 0.522 Section 15 M16 Gr8.8 bolts 0.293 M12 Gr8.8 bolts 0.299 Section 16 M16 Gr8.8 bolts 0.162 M12 Gr8.8 bolts 0.187 Section 17 M16 Gr8.8 bolts 0.010 M12 Gr8.8 bolts 0.025

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12. Assessment and Recommendation

The current tower capacity is 261.4%; therefore Reinforcement of the tower needs to be done.

Rectification table:

ITEM MEMBER SIZE SECTION QTY COMMENT

Replacement of Diagonals L-75xx75x6 T10-T11 18 H=27.0-36.0m Replacement of "redundant horizontals #2" L-50x50x5 T14, T16 12 H=9.0m , H=18.0m Replacement of "redundant horizontals #2" L-65x65x5 T15 6 H=14.0m Replacement of "redundant horizontals #3 L-65x65x5 T14, T16 12 H=10.5m, H= 20.5m Replacement of "redundant diagonals #1" L-50x50x5 T8, T11-T12 18 H= 39.0- 40.5m, H= 25.5-27.0m, H= 27.0 - 28.5m Replacement of "redundant diagonals #3" L-50x50x5 T14 12 H= 19.5-21.0m Replacement of "redundant diagonals #3" L-65x65x5 T16-T17 12 H=4.5-6.0m H=10.5-12.0m

General Comments for additional Works:

Site survey has not been performed; therefore maintenance recommendation is not applicable.

Rectification recommendation based on severity level:

Level 1 - To be done immediately Level 2 - To be done within 6 months Level 3 - Best practice

LEVEL DESCRIPTION

1 Rectification table should be implemented

N.A

2  N.A

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13. Potential Allowable EPA/Additional Loading

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14. Shop Drawings for Replacement Members

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APPENDIX

Appendix 1: Bill of Materials

N.A

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Appendix 2: Pictures

Figure

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References

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