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

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

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

Ver.

Revision Table Date Issued

Page 1 of 26

Description

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

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 Appendix 3: Detailed Design Calculations

Page 2 of 26

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

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: Stress in brace: Stress in leg bolt: Stress in brace bolt: Max. rotation (deflection) Material thickness of steel profile from Materiel type: Galvanizing thickness: Bolt grade: Factor of safety in overturning Soil Bearing Pressure

94.9% 261.4% 51.0% 95.1% 0.4 deg V200x200x15– L38x38x5 JIS-SS540 - JIS-SS400 80μm to 250μm ISO 8.8 2.2 180kg/cm^2

Recommendations: 1. Reinforcing the tower according to the table in chapter 12 2. Should a new tenant use the existing structure, a new analysis will be executed.

Page 3 of 26

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

2. Site Information Site Name: Name & Num.

Busunju - 3141

Site Coordinates: Longitude: Latitude: Site Elevation:

E 032.20139 N 00.58347 1316m

General Information: Tower Type: Tower base face width: Tower top face width: Tower Configuration: Structural Steel Grade: Bolt Grade: Foundation Type (P&P / S.F): Foundation Size:

3-Legged, Le Blanc 60m 7780mm 1890mm Angular JIS-SS540 - JIS-SS400 ISO 8.8 S.F 3(3.75x3.75x0.6m)

Page 4 of 26

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

3. Issues Register and Details (Maintenance Report) Tower maintenance details per section: Site survey has not been performed; therefore maintenance recommendation is not applicable.

Page 5 of 26

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

4. Load (Equipment) Table Existing Antenna Loading:

Antenna Loads TYPE

MODEL

RF RF RF MW MW RF RF RF MW MW MW MW MW MW MW

K-742266 K-742266 K-742266 K-742266 K-742266 K-742266 -

DIM (LXWXD/O) 2580/260/120 2580/260/120 2580/260/120 1200 3000 2580/260/120 2580/260/120 2580/260/120 2000 3000 3000 3000 600 600 3000

LEG A B C B B A B C B B C C B C C

HEIGHT (m) 56.6 56.6 56.6 55.5 52.5 48.8 48.8 48.8 45.7 40 38.6 33.2 22.4 22.4 18.5

AZIMUTH (deg) 50 120 240 140 120 50 130 300 140 120 280 280 130 280 280

HEIGHT (m) 59.5 59.5 56.4 56.4 56.4 56.4 56.4 56.4

AZIMUTH (deg) 180 300 130 190 220 300 0 80

Additional Antenna Loading:

Antenna Loads TYPE

MODEL

MW MW RF RF RF RF RF RF

ANDREW ANDREW K-742266 K-742266 K-742266 K-742266 K-742266 K-742266

DIM (LXWXD/O) 600 600 2580/260/120 2580/260/120 2580/260/120 2580/260/120 2580/260/120 2580/260/120

LEG B C A A B B C C

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

Page 6 of 26

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

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.

Page 7 of 26

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

6. Design Information Analysis Standard Exposure Conditions: Maximum Design Wind Speed: Wind Return Period: Topographical Category: Site Altitude: Structure Class: Steel Grade: Bolt grade: Soil Bearing Capacity: Concrete Grade:

TIA-222-G standard Exposure Category C 144.0 kph 50 years 3 1376m I JIS-SS540 - JIS-SS400 ISO 8.8 200 Kpa C-25

Page 8 of 26

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

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. Sections are determined according to the connectivity between legs

Page 9 of 26

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

8. Tower Key Plan

Page 10 of 26

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

9. Tower Model Diagram Computerized tower model showing equipment Structural Analysis Report – Final load

Page 12 of 26

159.3

1.89

B

A

T1

60.0 m

59.5 59.1 59 55.5 52.5 51.3 45.7 40 38.6 33.2 22.4 18.5 - 56.4 - 48.8 56.6 DESIGNED APPURTENANCE LOADING

TYPE 54.0 m

178.5

N.A.

6@2

330.5

L65x65x5

N.A.

K-739686 K-742266 Andrews Andrew 4'3.0m 2' 2.0m (additional w/Radomeequipment) (additional equipment)

52.0 m 209.8

N.A. C N.A. L38x38x5 N.A. N.A. N.A. N.A.

50.0 m 204.4

L50x50x5 L50x50x6

V90x90x7

T5

T4

T3

T2

58.0 m

59.5

Andrew 2' w/Radome (additional equipment) K-742266 K-742266 K-742266

59.5

K-739686 (additional equipment) K-739686 (additional equipment) K-739686 (additional equipment) K-739686 (additional equipment) K-739686 (additional equipment) K-739686 (additional equipment)

59 - 56.4 59 - 56.4 59 - 56.4 59 - 56.4 59 - 56.4 59 - 56.4

59.1 - 56.6 59.1 - 56.6 59.1 - 56.6

A B

438.7

2.25813

L65x65x5

MARK

SIZE

N.A. L65x65x5 2.99437 2.62625

51.3 - 48.8 51.3 - 48.8 45.7 40 38.6 33.2 22.4 22.4

Andrews 3.0m

18.5

C

509.4

JIS-SS540

357000 kPa

Fu 510000 kPa

GRADE JIS-SS400

Fy 240000 kPa

Fu 365000 kPa

TOWER DESIGN NOTES 1. 2. 3. 4. 5. 6. 7.

Tower designed for Exposure C to the TIA-222-G Standard. Tower designed for a 144.0 kph basic wind in accordance with the TIA-222-G Standard. Deflections are based upon a 100.0 kph wind. Tower Structure Class I. Topographic Category 3 with Crest Height of 50.000 m Connections use galvanized Grade 8.8 bolts, nuts and locking devices. Tower members are hot-dipped galvanized in accordance with ASTM A123 and ASTM A153 Standards. 8. TOWER RATING: 261.4%

1169.8

L65x65x5

L38x38x5

Fy

39.0 m

3.3625 9@3

L50x50x5

SIZE L65x65x5

MATERIAL STRENGTH

552.4

L75x75x6

T8

V130x130x12

T9

666.8

4.09875

30.0 m N.A.

T10

K-742266 K-742266 Andrews 2.0m Andrews 3.0m Andrews 3.0m Andrews 3.0m Andrew 2' w/Radome Andrew 2' w/Radome

MARK

L38x38x5 L50x50x5

GRADE

36.0 m

V150x150x12 JIS-SS540 L65x65x6 JIS-SS400

ELEVATION 55.5 52.5 51.3 - 48.8

SYMBOL LIST

45.0 m

42.0 m

T11

TYPE Andrew 4' w/Radome Andrews 3.0m K-742266

398.2

L50x50x5

L65x65x6

T6 T7

V120x120x10

48.0 m

ELEVATION

Andrew 2' w/Radome (additional equipment)

770.5

N.A. 4.46687

L75x75x6

T12

L75x75x6

27.0 m

793.7

4.835

21.0 m

1566.7

1@6

5.20313

L38x38x5 L50x50x5

N.A. L38x38x5

N.A. N.A. L50x50x5

L65x65x5 L80x80x6

T14

T13

V150x150x15

24.0 m

1001.2

L65x65x5 6.3075 5.93938 1@3

L38x38x5

12.0 m

7.04375 2@6

L50x50x5

1873.7

ALL REACTIONS ARE FACTORED

6.0 m

MAX. CORNER REACTIONS AT BASE: DOWN: 145714 kg UPLIFT: -124510 kg SHEAR: 18621 kg AXIAL 19012 kg

2136.3

N.A. L65x65x5

T17

V200x200x15

L80x80x6

L75x75x6

V175x175x15

T16

T15

L75x75x6

15.0 m

SHEAR 32559 kg

MOMENT 941529 kg-m

Section Legs Leg Grade Diagonals Diagonal Grade Top Girts Horizontals Sec. Horizontals Red. Horizontals Red. Diagonals Red. Hips Inner Bracing Face Width (m) 7.78 # Panels @ (m) 12959.9 Weight (kg)

0.0 m

TORQUE 17253 kg-m REACTIONS - 144.0 kph WIND

LeadCom 4 Hatnufa St. Pethach Tikva - Israel Integrated Solutions

Phone: 03-9706269 FAX: 03-9706001

Job:

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

Project: LeBlanc-TRI-60m Client: Code: Path:

Eaton TIA-222-G

-As built- Uganda- Busunju site (3141) App'd: rong Date: Scale: 12/03/13 NTS Dwg No. E-1 Drawn by:

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

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

Structural Analysis Report – Reinforced

Page 14 of 26

159.3

1.89

B

A

T1

60.0 m

59.5 59.1 59 55.5 52.5 51.3 45.7 40 38.6 33.2 22.4 18.5 - 56.4 - 48.8 56.6 DESIGNED APPURTENANCE LOADING

TYPE 54.0 m

178.5

N.A.

6@2

330.5

L65x65x5

N.A.

K-739686 K-742266 Andrews Andrew 4'3.0m 2' 2.0m (additional w/Radomeequipment) (additional equipment)

52.0 m 209.8

N.A. C N.A. L38x38x5 N.A. N.A. N.A. N.A.

50.0 m 204.4

L50x50x5 L50x50x6

V90x90x7

T5

T4

T3

T2

58.0 m

59.5

Andrew 2' w/Radome (additional equipment) K-742266 K-742266 K-742266

59.5

K-739686 (additional equipment) K-739686 (additional equipment) K-739686 (additional equipment) K-739686 (additional equipment) K-739686 (additional equipment) K-739686 (additional equipment)

59 - 56.4 59 - 56.4 59 - 56.4 59 - 56.4 59 - 56.4 59 - 56.4

59.1 - 56.6 59.1 - 56.6 59.1 - 56.6

A B

438.7

2.25813

L65x65x5

MARK

SIZE

N.A. L65x65x5 2.99437 2.62625

51.3 - 48.8 51.3 - 48.8 45.7 40 38.6 33.2 22.4 22.4

Andrews 3.0m

18.5

C

522.5

JIS-SS540

Fy

Fu

357000 kPa

510000 kPa

39.0 m

GRADE JIS-SS400

Fy 240000 kPa

Fu 365000 kPa

TOWER DESIGN NOTES 1. 2. 3. 4. 5. 6. 7.

Tower designed for Exposure C to the TIA-222-G Standard. Tower designed for a 144.0 kph basic wind in accordance with the TIA-222-G Standard. Deflections are based upon a 100.0 kph wind. Tower Structure Class I. Topographic Category 3 with Crest Height of 50.000 m Connections use galvanized Grade 8.8 bolts, nuts and locking devices. Tower members are hot-dipped galvanized in accordance with ASTM A123 and ASTM A153 Standards. 8. TOWER RATING: 98.5%

3.3625 9@3 L65x65x5

1217.8

L38x38x5

L50x50x5

SIZE L65x65x5

MATERIAL STRENGTH

552.4

L50x50x5

T8

V130x130x12

T9

27.0 m 784.3

N.A. 4.46687

L50x50x5

L75x75x6

706.1

4.09875

30.0 m N.A.

T10

V150x150x12 JIS-SS540 L75x75x6 JIS-SS400

K-742266 K-742266 Andrews 2.0m Andrews 3.0m Andrews 3.0m Andrews 3.0m Andrew 2' w/Radome Andrew 2' w/Radome

MARK

L38x38x5 L50x50x5

GRADE

36.0 m

T11

ELEVATION 55.5 52.5 51.3 - 48.8

SYMBOL LIST

45.0 m

42.0 m

T12

TYPE Andrew 4' w/Radome Andrews 3.0m K-742266

398.2

L50x50x5

L65x65x6

T6 T7

V120x120x10

48.0 m

ELEVATION

Andrew 2' w/Radome (additional equipment)

793.7

4.835

21.0 m

1620.9

1@6

5.20313

N.A. L38x38x5 L38x38x5 L38x38x5 L50x50x5

N.A. N.A. L50x50x5

L65x65x5 L80x80x6

T14

T13

V150x150x15

24.0 m

1019.0

L65x65x5 6.3075 5.93938 1@3

L38x38x5

12.0 m

7.04375 2@6

L50x50x5

1968.5

ALL REACTIONS ARE FACTORED MAX. CORNER REACTIONS AT BASE: DOWN: 146733 kg UPLIFT: -125110 kg SHEAR: 18850 kg

6.0 m

AXIAL 19428 kg

2202.0

N.A. L65x65x5

T17

V200x200x15

L80x80x6

L75x75x6

V175x175x15

T16

T15

L75x75x6

15.0 m

SHEAR 32990 kg

MOMENT 947443 kg-m

Section Legs Leg Grade Diagonals Diagonal Grade Top Girts Horizontals Sec. Horizontals Red. Horizontals Red. Diagonals Red. Hips Inner Bracing Face Width (m) 7.78 # Panels @ (m) 13306.7 Weight (kg)

0.0 m

TORQUE 17266 kg-m REACTIONS - 144.0 kph WIND

LeadCom

Integrated Solutions

Job:

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

Project: LeBlanc-TRI-60m

4 Hatnufa St. Pethach Tikva - Israel

Client:

Phone: 03-9706269 FAX: 03-9706001

Path:

Code:

Eaton TIA-222-G

-As built-reinforced- Uganda- Busunju site (3141) Drawn by: App'd: rong Date: Scale: 12/03/13 NTS Dwg No. E-1

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

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

10. Foundation Foundation drawing, condition, design check etc. Soil Bearing Capacity: Concrete Grade:

200 C25

Maximum Support Reaction on existing tower with current loading A.

B.

C.

D.

Tower Base 1. Maximum overturning Moment: 2. Base Shear: 3. Vertical Load:

5921kN.m 206kN 162kN

Tower Leg 1. Max downward leg load: 2. Max upward leg load:

917kN 782kN

Holding down Bolts 1. Bottom Flange thickness: 2. HDBs: 3. HDBs Stress:

30mm 8no. M32 assumed at Grade 5.8 0.822.0, Safe

Page 16 of 26

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

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 V90x90x7 V90x90x7 V90x90x7

0.578 0.545 0.323 0.149

L50x50x6 L50x50x6 L50x50x5 L38x38x5

0.745 0.443 0.317 0.104

Section 15 Section 16 Section 17

Page 18 of 26

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

Bolts summary results (Final loading): SECTION LEG BOLT SIZE LEG BOLT STRESS

BRACE BOLT SIZE

Section 1

M20 Gr8.8 bolts

0.490

M20 Gr8.8 bolts

BRACE BOLT STRESS 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 M16 Gr8.8 bolts M16 Gr8.8 bolts M16 Gr8.8 bolts

0.702 0.293 0.162 0.010

M12 Gr8.8 bolts M12 Gr8.8 bolts M12 Gr8.8 bolts M12 Gr8.8 bolts

0.522 0.299 0.187 0.025

Section 15 Section 16 Section 17

The maximum rotation of dishes at elevation 48-60 m: 0.4

Page 19 of 26

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

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 V90x90x7 V90x90x7 V90x90x7

0.578 0.545 0.323 0.149

L50x50x6 L50x50x6 L50x50x5 L38x38x5

0.745 0.443 0.317 0.104

Section 15 Section 16 Section 17

Page 20 of 26

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

Bolts summary results (Final reinforced): SECTION LEG BOLT SIZE LEG BOLT STRESS

BRACE BOLT SIZE

Section 1

M20 Gr8.8 bolts

0.493

M20 Gr8.8 bolts

BRACE BOLT STRESS 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 M16 Gr8.8 bolts M16 Gr8.8 bolts M16 Gr8.8 bolts

0.702 0.293 0.162 0.010

M12 Gr8.8 bolts M12 Gr8.8 bolts M12 Gr8.8 bolts M12 Gr8.8 bolts

0.522 0.299 0.187 0.025

Section 15 Section 16 Section 17

The maximum rotation of dishes at elevation 48-60 m: 0.4

Page 21 of 26

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

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

L-50x50x5

T14, T16

12

H=9.0m , H=18.0m

L-65x65x5

T15

6

H=14.0m

L-65x65x5

T14, T16

12

L-50x50x5

T8, T11-T12

18

L-50x50x5

T14

12

H= 19.5-21.0m

L-65x65x5

T16-T17

12

H=4.5-6.0m H=10.5-12.0m

Replacement of "redundant horizontals #2" Replacement of "redundant horizontals #2" Replacement of "redundant horizontals #3 Replacement of "redundant diagonals #1" Replacement of "redundant diagonals #3" Replacement of "redundant diagonals #3"

H=10.5m, H= 20.5m H= 39.0- 40.5m, H= 25.5-27.0m, H= 27.0 - 28.5m

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 1

 

DESCRIPTION Rectification table should be implemented N.A

2

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N.A

3



N.A Page 22 of 26

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

13. Potential Allowable EPA/Additional Loading N.A

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

14. Shop Drawings for Replacement Members N.A

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

APPENDIX Appendix 1: Bill of Materials N.A

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

Appendix 2: Pictures N.A

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