03571 Methodstatementforinstallationofsteelstructure 150706132319 Lva1 App6891

8/18/2019 03571 Methodstatementforinstallationofsteelstructure 150706132319 Lva1 App6891

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The Construction Manager: The Contractor:

King Abdulaziz International Airport Development Project

J-10-421-PF-00 and J-10-422-PF-00)

Compliance with CM Comments

Sl.No.

1

Contractor's Reply

Saudi Binladin Group

Facility Code:

Area of Appliacation:

4Rev.MST For Steel Structure Installation (421-DCS-MST-S-00850) F100

F100-PTB

Submittal Tittle:

Sub-Contractor :

A separate logistic plan for zone A&E will be submitted with coordination with the main contractor.

Please find section 13 Survey scheme.

CM Comments

Logistics of access to the working areas.

Method of lining and leveling required.2


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THE ENGINEER: King Abdulaziz International Airport Development Pro ject

(Phase I)Jeddah, KSA

THE CONTRACTOR:

Contractor: Saudi Binladin Group Doc. Ref. No.: 421-DCS-MST-S-00850 Rev.04Contract No.: J-10-421-PF-0 Date Issued: 31 Jan 2013

Method Statement for Installation o f Steel Structure

List of Contents

1 Preface ................................................................................................................... 4

2 Scope of Work ........................................................................................................ 5

2.1 Pier .................................................................................................................................................. 5

2.2 Terminal Processor ....................................................................................................................... 5

2.3 International Hub ........................................................................................................................... 8

2.4 Boarding Bridge ............................................................................................................................ 9

2.5 Reference Standards: ................................................................................................................ 103 Personnel Roles and Responsibilities ............................................................... 10

4 General Construction Introduction .................................................................... 10

4.1 Schedules .................................................................................................................................... 10

4.2 Site Plan ....................................................................................................................................... 10

4.3 Manpower plan .............................................................................................................................. 11

4.4Mechanical and Equipment............................................................................................................. 11

4 5 G l W k P d 12


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1 Preface

PTB contains four main structural parts: Piers, Terminal Processor, International Hub, and Boarding

Bridge. The installation method for space frame roof in the terminal processor and international

hub is not stated in this document.

The total PTB covering area is about 220,000m2, with a length 1500m and width 1000m.

Piers contain columns and space truss roof. This statement applies to both of them.

Terminal processor contains support columns, space frame and shed framing, and this statement

only applies to the support columns and shed framing.International hub contains support columns, gills truss, perimeter beams and space frame roof.

This statement only applies for the support columns, gills truss and perimeter beams.


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2 Scope of Work

According to project specs, drawings and contract, this statement describes the installation method

for the following steel parts:

2.1 Pier

Structure Introduction

Pier is also named as concourse and could be described by single pier at zone B, C, E and double

pier at Zone F, G and D. The steel structure covering the 2 nd civil floor is composed of cranes

(240PCS), H section roof, catwalk (only for double pier) and casting foot joint.

The supports columns composed of curved arch columns and the webs welding on it. Their

sections are CHS101.6X10~CHS475X14, UB127X76X13~UB838X292X14, CUB686X191X67,

UC254X254X132 and UC305X305X240.

Double pier Single pier


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South facade

S th f d i d f 64 b t d 826 t B t i t d ith

Shed Framing

Detail at Level 3

South façade head

South facade

North Column

Tree

and

tripod

Tree bottom 24pcsDetail at Level 1

Soffit


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88 trees and 6 tripods

Tree columns with length ranging from 9.8m to 22.3m and weight ranging from 3.6 ton to 8.2 ton

for each tree. There are 6 tripod columns with length ranging from 26 to 30m, weight ranging from

9.6 to 10.9ton for each tripod.

The sections of tree and tripod column are CHS762x20.


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Shed frame:

Shed frame is made up of about 11800 beams, weighting total 1633 tons with length 3.3m to

28.3m, and typical section dimension CHS140x6.3,UB250*250*16, RHS203.2*203.6*7.2*11. The

weight of the heaviest beam is 0.7 ton.

North column


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There are 18 piece of Arches and 9 pieces of Sloped Columns in International Hub， Arches and

Sloped columns are on the second floor .Their length is 29 m and 16.5 m ; The section is RHS

600x40 (arches) and CHS 559x25 (sloped columns), and the weight is 20ton and 5.4 ton。

There are 54 pieces of Gill Columns distributed on Level 2 and Level 3 except GC20s that are on

Level 0, so their length are 10.6m, 14.9m, 25.9m respectively. Their section is different from CHS

406 16 t CHS508 50 d th i ht i f 2 59 t t 6 08 t

Arch

Gills Truss

Gills Columns

Perimeter Beam

Sloped Column

GC20


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2.5 Reference Standards:

The reference of standards to be made in accordance with the following:

Project specification Section 051200 “Structural Steel Framing”

IBC2006 International Building Code

AISC "Manual of Steel Construction", 13th Edition.

AISC 303-05 "Code of Standard Practice for Steel Buildings and Bridges"

AICS/ RCSC-04 "Specifications for Structural Joints Using ASTM A 325 A490 Bolts"


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4.3 Manpower plan

The maximum manpower on site shall be 292.4.4Mechanical and Equipment


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4.5 General Work Procedures

The concrete works handover sequence is assumed in this statement. The handover shall

be 1 week prior to steel structure installation commencement. Accurate surveying report for

the concrete works to be provided to the erector prior starting erection, to ensure the entire

structure conformity. The above mentioned report shall be provided to the erector for action

and to CM for information. In case of any site modifications are required due to unconformity

between the concrete works and steel erection works a detailed report is to be submitted for

CM approval.

All tower cranes that are to used by steel contractor shall be taken over a week prior to steel

installation. During the steel installation, steel contractor has the priority to use the cranes.

The shed framing installation commences after the space frame execution is finished in

terminal processor, the temporary supports and scaffolding shall remain for JGS use.

4.5.1 Pier

The members will be transported to site as members in bulks.


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4.5.2 Terminal Processor

All the columns, soffit steel, shed framing steel will be transported to site in bulks with

maximum a length of 17m, the south facade will be divided to 3 units as a truss segment.

A crawler crane will be used to lift the south facade units and then to be assembled as a

complete truss on the ground in the designated pre-assembly area.

Transom will be erected by tower cranes and the welding done with the brackets.


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5 AESS requirement

For the architecturally exposed steel structure quality in the project should comply with the AESS

requirements:

≤2.4m first level

2.4~6m second level

≥6m third level

Level one and level two are the visible and the appearance on these levels is critical. A glossy

finish completed with grinding is required.


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6 Site Welding

Field welding shall be carried out as per the approved Welding procedure specification

(WPS)

Due to the significant number of site welding joints, an independent testing and

inspection agency will be engaged to perform site testes and inspection. The attendance

and numbers of the agency inspectors shall be according to the welding inspection

requirements and will not hinder the erection schedule.

Welding plan shall be prepared and updated daily by the assigned independent testing

and inspecting agency.

Welding shall be carried out in good climatic and environment condition. In case of

damp climatic condition, additional protection shall be provided to cover the weld area.

All joints are to be dried before welding in damp climatic condition.

In the case of multi layer welding, slag and spatters on each completed bead shall beremoved prior to weld the following layer.

7 Bolting Tightening

Bolt storage: All fastener set shall be delivered in a sealed box, it shall be stored into a


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S/No Applicable Area Location Coating

layer

Paint Type Painting

DFT

1 Structural Steel paintingsystem – As per the specification

051200: Structural steel

framing – clause 3.3.N. & 3.6

repairs and protection

Primer epoxy 125μmIntermediate

Coat

epoxy 155μm

Final Coat polyurethane 80μm

Touch-up painting shall be carried where the paint surface is damaged during transit .

Only approved paint shall be used for touch up painting work.

Prior to the application, foreign material adhering to the surface shall be removed by

SSPC-SP 2 hand-tool cleaning or SSPC-SP 3 power-tool cleaning.

Touch up painting (primer and top coat – for deep damage & top coat for small depth

scars & minor paint scars on top coat) shall be carried out by using hand brush / roller.

(see below flow chart for site painting)

Flow chart for Site Painting Touch-up (Repair) & Paint Work (Welds)

Identify the Location of Painting touch (Repair) work & Painting work (weld)

Check the Atmospheric Condition & Type of Painting System


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9 Installation Method for Pier

9.1 Shipping Unit

The structure of pier shall be transported as illustrated considering the transportation, size

condition, connection type, appearance, etc.

For double Pier (Zone D, F & G), the shipping unit is as indicated below:

For Single Pier (Zone B, C, E), the shipping unit as indicated below:


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9.2 Erection Units

The erection unit shall consider the crane capacity, critical weight to minimize the installation work

mid-air.

The piers (green) could be erected by tower crane as complete unit. The piers (yellow) shall be

broken by one beam. The (red) one shall be installed by 400t mobile crane as a a complete set.


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THE ENGINEER: King Abdulaziz International Ai rport Development Project

(Phase I)Jeddah, KSA

THE CONTRACTOR:

Contractor: Saudi Binladin Group Doc. Ref. No.: 421-DCS-MST-S-00002 Rev. 00Contract No.: J-10-421-PF-0 Date Issued: 02 February 2012

Method Statement for Installation of Steel Structure

Zone F, G

76PCS (15.9t@29m


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9.4 Crane Analysis and Selection

9.4.1 Crane selection and site position

Railed Tower Crane position: The railed tower crane shall be located at a distance from theconcrete as detailed below:


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9.4.2 Crane Capacity Analysis

(Green) Denotes means erected by 16t tower crane.(see crane plan)

(Red) Means erected by 400t mobile crane of zone H, by 25t mobile crane on the floor of zone

B、C、E . Concrete floor calculation see attachment.

No. Zone AXES New Rev

Weight

Radius

for RTCCrane Capaciy

Burden

%

1

F、G

NE56 15.9 29m 16.5 96%

2 NE54～ NE26 15.54 29m 16.5 94%

3 NE24 15.7 29m 16.5 95%

4 NE20、22 16 29m 16.5 97%

5 NE18 19.7 29m 16.5 119%

6

D

N26～S33 14.9 29m 16.5 90%

7 S31～S29 15.7 29m 16.5 95%

8 S27 16.1 29m 16.5 98%

9

B、C

SE47 25.37 29m 16.5 154%

10 SE45、43 22.55 29m 16.5 137%

11 SE41～SE3 21.84 29m 16.5 132%


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9.5 Temporary Supports

9.5.1 Temporary Supports layout

A. Assembly yard plan see attachment《KAIA zone pier assembly yard plan》:

B. Setting temporary supporting using by expansion bolt.

20dia expansion bolt

to fix the su ort

Temporary

supporting


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9.5.3 wind rope

Insert the embedded for fix wind rope during concrete pouring.

All temporary support and completed steel structure should be using wind rope as safetyrequired.

9.6 Detail erection method

9.6.1 Pier Erection Sequence

The Pier Erection sequence is illustrated in the picture below.Procedure: crane assembly on the ground, crane erection, roof beam, side walk and some

other ancillary facilitiesStart from F, G, B, C, with the railed tower crane and move towards Zone D and Zone E.


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9.6.2 Erection Sequence For Double Pier

Step1: Loft & deploy supports Step 2: Erect the curve column

Step 3: Erect the “crane” Step 4: Erect the roof truss


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Step 6: Erect the other beams Step 7: Final Touches

9.6.3 Erection Sequence For Single Pier

Concrete floor calculation see attachment.

Step 1: Loft & deploy supports Step 2: Erect the curve column


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Step 5: Erect the Curve part connection Step 6: Erect the Low span truss

Step 7: Web member assembly Step 8: Final touches


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9.6.4 Erection Sequence For International Pier

Step 1: Casting& deploy supports Step 2: Erect the Dome

Step 3: Erect the High span Truss Step 4: Erect the web member


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Step 7: Erect Low span Truss assembly Step 8: Erect the web member

Step 9: Erection the roof truss Step 10: Erect other beams


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9.6.4 Assembly on the ground

Double pier assembly

Step 1: Assembly the crane truss

Step 1: support setting assembly Step 2: Casting assembly


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Step 5: Curve part connection assembly Step 6: Crane truss assembly

Step 7: Web member assembly Step 6: Final Touches


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Single pier assembly

Step 1: Assembly support setting and truss Step 2: Assembly casting

Step 3: Dome assembly Step 4: High span Truss assembly


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10 Erection Method for Terminal Processor

10.1 Shipping units

The structural elements of terminal processor building shall be transported as detailed below,considering transportation size condition, connection type, appearance, etc.

10.1.1 South facade

Length of element is 12m.Detail division method is as follow: lower segment 11.5m, middle segment 12m~16m, uppersegment 5~13m. The lower segment and the middle segment is naturally separate. Drawingbelow is its detail method.

U er se ment Middle segment


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Type 2: (≤17.8m) T3,T4,T7,T8,T9,T10,T11 (total 56 pieces) shipped as one unit.

10.1.3 North column shipped as one unit

10.1.4 Shed frame shipped in bulk.

10.2 Erection Weight and Selection of Cranes


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10.2.2 Lifting of tree columns on slabs

Tree columns of T1, T2, T6 as lifted by tower in two pieces after being shipped to site, othertree columns should be pre-assembled before lifting. Drawing below is about the location oftower cranes, each color and circle represents one tower.

(Green)：T36, T37 70m Wolf7532.12

(Red)：T41 60m Wolf7532.12

(Blue)：T40, T 42 70m Wolf7532.12

(Pink)：T39, T43 60m Wolf7532.12


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NO.

lgth(m) wt(T) wt*1.2(T)

cranenumber

lifting

weight(t

)

lgth of

main

boom

radius(m)

crane

capactiy

(T)

burdenrate(T)

T1-1 22.3 8.2 9.8 T41 4.9 60 39.0 7.5 65.3%

T1-2 21.5 7.9 9.4 T41 4.7 60 42.4 6.6 71.5%

T1-3 21.1 7.7 9.3 T41 4.6 60 52.9 5.1 90.8%

T1-4 21.9 8.0 9.6 T41 4.8 60 50.4 5.1 94.3%

T2-1 20.0 7.3 8.8 T36 4.4 70 58.3 4.2

104.6%

[95.8%(10

% safty

ratio)]

T2-2 19.3 7.1 8.5 T36 4.2 70 49.3 5.3 80.0%T2-3 18.9 6.9 8.3 T36 4.2 70 53.4 4.7 88.3%

T2-4 19.3 7.1 8.5 T36 4.2 70 54.5 4.7 90.2%

T3-1 17.8 6.5 7.8 T36 2.9 70 32.3 8.0 35.8%

T3-2 17.1 6.3 7.5 T36 2.7 70 27.0 9.6 28.6%

T3-3 16.8 6.1 7.4 T36 2.7 70 18.5 11.8 22.9%

T3-4 17.5 6.4 7.7 T36 2.8 70 23.0 11.8 23.8%

T4-1 15.8 5.8 6.9 T36 2.5 70 27.7 9.6 26.5%

T4-2 15.1 5.5 6.6 T36 2.4 70 31.0 8.0 30.3%

T4-3 14.9 5.5 6.5 T36 2.4 70 24.5 11.8 20.3%T4-4 15.5 5.7 6.8 T36 2.5 70 20.0 11.8 21.1%

T5-1 18.9 6.9 8.3 T42 3.0 70 24.0 11.8 25.7%

T5-2 18.2 6.7 8.0 T42 2.9 70 28.7 9.6 30.5%

T5-3 17.3 6.3 7.6 T42 2.8 70 30.6 8.0 34.8%

T5-4 18.0 6.6 7.9 T42 2.9 70 26.2 9.6 30.1%

T6-1 16.8 6.1 7.4 T42 3.7 70 55.5 4.2 87.8%

T6-2 16.1 5.9 7.1 T42 3.5 70 61.0 3.8 93.0%

T6-3 15.4 5.6 6.8 T42 3.4 70 61.8 3.8 89.0%

T6-4 16 0 5 9 7 0 T42 3 5 70 56 4 4 2 83 7%

LIST OF ERECTION UNIT AND CRANE CAPACITY

characters crane


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10.3Temporary support

10.3.1 Temporary support layout

Insert plate during concrete pouring 300*300*16 Temporary support weld to the plate

Please ref to attachments appendix B embedded parts layout and appendix C embeddeddetails


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10.3.3 Wind rope

Insert the embedded for fix wind rope during concrete pouring. All temporary support and completed steel structure should be using wind rope as safety

required.

10.4 Detailed Erection Method for Terminal Processor

10.4.1Erection Sequence


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Tree


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Step 1：Erect the first beam and short beam

component

Step 2:

Step 3: Step 4：

Step 5: Erect from axis G0 to axis G11 Step 6: Erect from center to side


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11 Erection Method for International Hub

11.1 Shipping Unit

Shipping Units should satisfy the capacity of transportation and easy to assembly. It’s better tobeing segmented at the different sections:

11.1.1 Arches and Sloped Columns

Arches: Total length is 29m and divided into 2 with 14.5m length（36units, 8.5t for each）

Sloped Columns: (9 units，5.4t per piece)

11.1.2 Gills Columns

Type 1: 10.6m~14.9m, delivered in one piece（50 units, From 2.28 to 6 t）

14.5m14.5m

25m


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11.1.5 Perimeter Beam

The perimeter beams are delivered as single units. If the length is shorter than 12.5m wedeliver it as one unit, the others are delivered in two pieces. There are 84 straight pieces and6 arc pieces in total:

12.5m


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11.2.2 Gills Columns

11.2.3 Connection units as shipping uni t

11.2.4 Gills Truss

Gills 1 (8 Erection Units)

H: 14.85m


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Gills 3 (4 Erection Units)


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11.2.5 Perimeter Beam：

11.3 Erection Weight and Crane Analysis

11.3.1 Tower Crane Layout:

25m


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11.3.2 Tower Crane and Mobi le Crane capacity analysis:

TW14

TW1 TW1

○M 35tmobile crane


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Crane capacity analysis of Sloped Columns and Arches

List of Erection Units & Crane Capacity

No. PCS CharactersWt*1.2 Crane

Light of

Radius(m)

CraneCapacity(t)

BurdenRate

MainBoom

Light Weight Kg/m (m)

SC1 1 16.5 5.4 327 6.48 TW15 60 40 7.5 86%

AR1a 1 14.4 8.5 590 10.2 MC 14.4 6 17.2 59%

AR1b 1 14.4 8.5 590 10.2 MC 15.6 6 15.6 65%

AR1c 1 14.4 8.5 590 10.2 TW15 60 30 10.4 98%

AR1d 1 14.4 8.5 590 10.2 TW15 60 19.4 12 85%

SC2 1 16.5 5.4 327 6.48 TW15 60 20 12 54%

AR2a 1 14.4 8.5 590 10.2 TW15 60 12 12 85%

AR2b 1 14.4 8.5 590 10.2 TW15 60 12 12 85%

AR2c 1 14.4 8.5 590 10.2 TW15 60 11 12 85%

AR2d 1 14.4 8.5 590 10.2 TW15 60 9 12 85%

SC3 1 16.5 5.4 327 6.48 TW15 60 35 8.8 74%

AR3a 1 14.4 8.5 590 10.2 TW15 60 17 12 85%

AR3b 1 14.4 8.5 590 10.2 TW15 60 25 12 85%

AR3c 1 14.4 8.5 590 10.2 TW15 60 30 10.4 98%

AR3d 1 14.4 8.5 590 10.2 MC 19.5 6 15.6 65%

SC4 1 16.5 5.4 327 6.48 MC 14.4 6 17.2 38%


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AR8c 1 14.4 8.5 590 10.2 TW17 60 10 12 85%

AR8d 1 14.4 8.5 590 10.2 TW17 60 15 12 85%

SC9 1 16.5 5.4 327 6.48 TW17 60 24 12 54%

AR9a 1 14.4 8.5 590 10.2 TW17 60 16 12 85%

AR9b 1 14.4 8.5 590 10.2 TW17 60 17 12 85%

AR9c 1 14.4 8.5 590 10.2 TW17 60 23 12 85%

AR9d 1 14.4 8.5 590 10.2 TW17 60 30 10.4 98%

Crane capacity analysis of Gills Column


No. PCSCharacters Wt*1.2 Crane

Light ofMain

Boom(m)Radius (m)

CraneCapacity(t)

BurdenRate

Out-capacity

Light Weight Kg/m

GC1 2 10.6 3.15 297 3.78 TW18 70 35 8 47% 0

GC2 2 10.6 2.28 215 2.74 TW17 70 15 11.8 23% 0

GC3 2 10.6 3.97 375 4.76 TW17 70 22.5 11.8 40% 0

GC4 2 10.6 4.88 460 5.86 TW18 70 15 11.8 50% 0

GC5 2 10.6 3.97 375 4.76 TW18 70 30 9.6 50% 0

GC6 1 14.9 2.59 174 3.11 TW18 70 10 11.8 26% 0

GC7 2 10.6 5.97 563 7.16 TW18 70 12.5 11.8 61% 0

GC8 1 10.6 5.97 563 7.16 TW18 70 32.7 8.8 81% 0

GC9 2 14.9 2.59 174 3.11 TW18 70 35 8 39% 0

GC10 2 14 9 2 29 154 2 75 TW18 70 57 4 5 61% 0


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11.3.3 Gills Trusses


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Crane capacity analysis of Gills Trusses:


No. PCS Characters Wt*1.2 Crane Light of MainBoom(m)

Radius(m)

CraneCapacity(t)

BurdenRateLight Weight Kg/m

SG1a 1 11.4 9.65 846 11.58 TW17 60 20 12 97%

SG1b 1 8 8.51 1064 10.21 TW17 60 14 12 85%

SG1c 1 16.4 8.68 529 10.42 TW17 60 17 12 87%

SG1d 1 16.3 8.83 542 10.6 TW17 60 29 10.7 99%

SG1e 1 16.3 6.89 423 8.27 MC 24.7 6 12.6 66%

SG1f 1 16.4 8.68 529 10.42 MC 24.7 6 12.6 83%

SG1g 1 8 8.51 1064 10.21 MC 24.7 6 12.6 81%

SG1h 1 11.4 9.65 846 11.58 MC 24.7 6 12.6 92%

SG2a 1 9.2 7 761 8.4 TW17 60 24 12 70%

SG2b 1 12.5 4.58 366 5.5 TW17 60 31 10.1 54%

SG2c 1 16.9 8.54 505 10.25 TW18 70 22 11.8 87%

SG2d 1 16.9 6.38 378 7.66 TW18 70 35 8 96%

SG2e 1 12.5 4.58 366 5.5 TW18 70 48 5.6 98%

SG2f 1 9.2 7 761 8.4 MC 24.7 8 10.2 82%

SG3a 1 12.5 7.14 571 8.57 TW18 70 32 9.2 93%

SG3b 1 15.2 6.85 451 8.22 TW18 70 2.6 11.8 70%

SG3c 1 15.2 4.76 313 5.71 TW18 70 18 11.8 48%

SG3d 1 12.5 7.14 571 8.57 TW18 70 32 9.2 93%

SG4a 1 9 4 6 83 727 8 2 TW18 70 16 11 8 69%


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NWG3d 1 7.14 6.3 882 7.56 TW14 70 29 10 76%

NWG4a 1 10.3 6.45 626 7.74 MC 24.7 10 7.9 98%

NWG4b 1 16.4 5 305 6 TW14 70 14 11.8 51%

NWG4c 1 10.3 6.45 626 7.74 TW14 70 37 7.6 102%

NWG5a 1 7.7 4.3 558 5.16 TW14 70 30 9.6 54%

NWG5b 1 8.2 4.9 598 5.88 TW14 70 33 8.6 68%

NWG5c 1 7.7 4.3 558 5.16 TW14 70 30 9.6 54%

NEG1a 1 11.4 9.8 860 11.76 TW16 60 20 12 98%

NEG1b 1 8 7 875 8.4 TW16 60 15 12 70%

NEG1c 1 16.4 8.78 535 10.54 TW16 60 20 12 88%

NEG1d 1 16.3 8.83 542 10.6 TW16 60 27 11.5 92%

NEG1e 1 16.3 6.66 409 7.99 MC 24.7 6 12.6 63%

NEG1f 1 16.4 8.78 535 10.54 MC 24.7 6 12.6 84%

NEG1g 1 8 7 875 8.4 MC 24.7 6 12.6 67%

NEG1h 1 11.4 9.8 860 11.76 MC 24.7 6 12.6 93%

NEG2a 1 9.1 6.66 732 7.99 TW16 60 25 12 67%

NEG2b 1 15.8 4.29 272 5.15 TW16 60 33 9.6 54%

NEG2c 1 13.7 5.97 436 7.16 TW16 60 35 8.8 81%

NEG2d 1 13.7 4.5 328 5.4 MC 24.7 10 7.9 68%

NEG2e 1 15.8 6.66 422 7.99 MC 24.7 8 10.2 78%

NEG2f 1 9.1 4.29 471 5.15 MC 24.7 10 7.9 65%

NEG3a 1 7.14 6.3 882 7.56 MC 24.7 10 7.9 96%

NEG3b 1 7 6 3 900 7 56 TW13 60 35 8 8 86%


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Crane capacity analysis of Perimeter ：


No. PCCharacters

Wt*1.2 CraneLight of MainBoom(m)

Radius(m)

CraneCapacity(t)

BurdenRate

Out-Capacity


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NE1 2 8 8.7 1088 10.44 MC 19.5 4 18.4 57% 2

NE2 2 8 8.7 1088 10.44 MC 19.5 4 18.4 57% 2

NE3 2 16.5 11.4 691 13.68 MC 19.5 4 18.4 74% 2

NE4 2 13 3.9 300 4.68TW16/C

60 35 8.8 53% 1

NE5 2 10 5.36 536 6.43TW16/C

60 45 6.6 97% 1

NE6 2 25.3 9.1 360 10.92 MC 19.5 4 18.4 59% 2

NE7 2 33 5.9 179 7.08 TW13 60 30 10.4 68% 0

NE8 2 36 2.24 62 2.69 TW13 60 25 12 22% 0

NE9 1 40 2.47 62 2.96 TW13 60 38 7.2 41% 0

(Red) stands for 35t mobile crane in the illustration. It means that the unit are lifted by mobilecrane. The other colors stand for different tower cranes in the illustration and forms. As shownin the form, there are 264 units (including 57 single pieces in Gills Trusses). Mobile craneerects 68 of them. A tower crane erects 74.2% of the unit which makes full use of tower crane.

11.4 Temporary supporting

11.4.1 The temporary support ing layout

Arches and Sloped Columns are inclined and they need temporary supports to resist the


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11.4.3 Head & Bottom Connection


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60/129

Step 3: Lens arches erection


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11.5.3 Erection of Gills column

Gill Columns are upright which can be fixed on the floor without temporary supporting directly.But every steel column needs four cables to improve the stability.

11.5.4 Gills trusses erection


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Step 5: Erect from middle to side Step 6: The second Gills Trusses erection

Step 7: Erect piermeter beam Step 8: Permeter beam butt joint


63/129

11.5.5 Gills trusses assembly

Step 1: Chord fixing

Step 2: Adding the web member


64/129

Width: 5000

level：

10m


65/129

12.3 Erection Units

The erection weight of bridge shall be less than 23ton.


66/129

150t mobile crane

12.5 Erection Method

Step 1: Assemble on ground


67/129

Step 5: Adding the single piece on the manlift


68/129

exist any mistake.

(4) To control the welding deformation is difficult.

There are great deals of welding works in this project; control of the welding deformation is

an arduous work. The deviation of deformation dimension will impaired the dimension

accuracy directly. So we should control the deviation of deformation dimension both in

assembly and installation process. How to solve these difficulties, and ensure the project

quality are two vital points the survey work must take into consideration.

13.2 Survey idea and contro l method

We adopt the survey principle that “first whole then part, use high accuracy control point

and instrument to make sure small allowance” to measure these survey work difficulties inthis project. First we should measure and lay the “First class survey control network ”

according to the control points provided by special surveying Institute, then measure the

local placement, that is to say first the whole engineering were controlled by the high

accurate measurement and advanced technology, then every parts and local were controlled .

In whole measurement work, we should keep to the principle that is "to control installation

accuracy from entirety to part, fabrication precision is small than installation accuracy” and

eliminate the error in the every survey process, ensure the installation precision to meet the

standard. In measurement process the coordinate system should be set up and adjustaccording to the design and position principle. All measurement data is based on the design

drawing and sections. Site positioning drawing as below:


69/129

The tolerances see AISC 303-5 section7.The location of measurement points as below:

Setting-out the

axis and elevation

Position

Measurement

point

After concrete placement,

location of every bolt should

be check by the Total station


70/129

Lastly, the Total station is used for checking the whole dimension and relative positionof every joint. The accurate must be controlled within allowable deviation. The detailtolerances see AISC 303-5 section7.

13.5 Installation posit ion for banana truss

To position the banana truss, we usually adopt the method of measure the 3D coordinate to

control them that are tube center or forth point of open-location.

Just to ensure the measurement points in consistent with work points in design drawing. The

measure diagram as below:

We main adopt the

method of supporting

wire to control it

Measure point)


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dimension accuracy overstep the allowable deviation.

The principle and base of survey position

To control the Crane accuracy is the key of Pier ′accuracy control, the accuracy of assembly

and installation control were base on 3D model and situation plan. The critical is to control

the key joint and location. The model position drawing as below:


72/129

1 Temporary supports

To design the temporary supports first the assembly yard should be considered, whether

the temporary support can satisfy the geometry linear and concrete height of truss.(Assembly yard must be hardening before installing temporary support) the diagram as

below:


73/129

During the course of assembly, we need considered the wending shrinkage and settlement. So

we usually let the position value more than or less than design value 5mm.Lastly, the

dimension accuracy can reached the allowable deviation.The requirement and accuracy seethe AISC303-5 section7.

（

3）

Positioning accuracy of the curved pipe

To position curved pipe, we adopt the method of combined of supporting wire and plane

right angle coordinates to accurate position, first one point should be moved as the survey

station from the nearest place, and then the Total station is set up on this point and we

d h h d f i h d i f h i 3d di

Survey point

(the pipe centeror fourth point)

Survey point


74/129

course of assembly, the dimension accuracy should be controlled by the method of

supporting wire and measuring steel ruler. The whole dimension and every key joint

position must be checked when truss assembly finished by the Total station.

The allowable deviation see the AISC 303-5 section7 7.13.

(5) Assembly accuracy control of double pierTo position the main truss, we adopt the method of measuring the Flange plate center point ofH section steel 3D coordinates to accurate position by the Total station. First the main truss

were controlled within the 20mm, and then fixed the rope and wending the limited plate on

the support. After control the accuracy within the allowable deviation. We can use the ropes

to correct the error. The survey control points diagram as below:

Measurement

point

Measureme

nt point

Measurement point

Measureme

nt point

Measurement Measure point

Measurement point (The flange


75/129

All control accuracy seeing the Code of Standard Practice for Steel Building and Bridge

(AISC303-5)

Assembly surveying for Single pier

(1)

Temporary supports

Survey method of temporary supports layout and installation the same to double pier. The

diagram as below:

p ( g

plate center point of H section)

Survey point

To measure thekey location

Measurement point

(center point)

Measurement point

(roof hanger)


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Step2: Assembly positioning for curved pipes

measurement point1（ pipe

center or fourth point）

measurement point2

（ pipe center or fourth

oint

measurement

point（ pipe

center or fourth

point）


77/129

Step5: Assembly positioning for section 2

To couple

Control


78/129

To loft the location of web

member before installing

The key location must be

checked

Installation

finished


79/129

13.7 Assembly and installation surveying for boarding bridge

Totally 46 boarding bridge will be installed on site. The members are mainly H section and Box section.

Connection will be bolted on site and requires high erection accuracy.

For boarding bridge, we adopt the method of assemble them in sections to install them

lying on the ground To control the assembly accuracy we adopt projection method to do it

Installing for second

The assembly

i i d d d h d d k d d di i d i ff


80/129

inspection standard and method, to demure keep record, date condition and operation staff

etc. The disqualification components should be mark and correct timely.

Construction monitoring

■ Deformation surveyTo monitor the deformation, we adopt the polar coordinates method to do them in this

engineering, to measure the settlement observation we according the observation request

and point to do it. The observation point must be installing securely and be using long time.

When the steel roof have finished, we must set the observation point, the observation cycle

is two months, and the detail plan according the actual conditions to do it. We must call the

project department if found have the big displace.

■ Uninstall surveyThe reflector plates must be stick on the cantilever beam and bottom chord location when the

steel roof structure have finished. During the process of uninstall, all points should be

measured by total station. The construction department must be stopped when we found the

measure data have a big displace of truss and till make a solving scheme. All support points

have uninstalled, we should continue to observation the key points 2 weeks till the data

became stability, and then collecting the survey data.

14 Logistic Plan14.1 Storage Yard

The storage yard must be as close as possible to the site, and it should be as small aspossible in accordance with the peak necessity. The peak is expected in July and August asmarked in the following table:

The area of the storage yard is 610*86*2=52460㎡ which contains 2 assembly area and 1

check point before unloading so the remaining area is about 280*86*2=48160㎡ Deducting


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14.4 Equipment Plan


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14.5Water and Electricity


83/129

15 Health and Safety

Site HSE manager will be response to the site safety issues and as a key manager to this

project.

The workers will be made aware of the safety requirements related to this activity through

daily toolbox meeting and safety talk.

Every effort shall be made to assure that employees can accomplish their assigned scope

of work safely.

Carry out provision of the warning sign and isolation requirements on site

Splice joints will be supported by temporary supports and the work platform will also be set.

The movable scaffolding will be the majority facilities for moving.


84/129

Appendix A

RISK ASSESSMENT

Risk Assessment Sheet


85/129

FACILITY 421-F100 RISK ASSESSMENT NO:

Steel structure Installation-001 ACTIVITY Top coating at site ASSESSMENT TEAM:

ASSESSMENT DATE: 7 Nov 2012 REVIEW DATE: 7 Nov 2012 ASSESSMENT APPROVAL:

Task Hazard Hazard effect(consequence) C L Risk Proposed Control Mea

Inadequateknowledge of

Project

Requirement

s

Personal injury

Injury to others

Ignorant to site

regulations

5 4 20

Attend NDIA Safety Induc

Employees

Attend SGW Safety Induc

Employees

A qualified person should

assigned the responsibiliti

ensure all personnel compES&H Requirements inclu

and health sanitation in sa

induction

All areas shall be kept free

nuisance & safety hazards



86/129


Moving traffic

in and out of

the lay down

area North

West

Hit by moving

vehicle

Hit by moving

truck

Heat stroke

Wear proper high visibilityUse adequate PPE

Provide shed / covering

Provide cool drinking wate

Provide adequate lighting

area

Provide signalman

Provide moving equipmen

flasher lights and audible

alarm



87/129


Personnel on

ground

Hit by moving

vehicleHit by moving

truck

Heat stroke

5 4 20Wear proper high visibility

Use adequate PPE

Provide shed / covering

Provide cool drinking wate



88/129


CRANE TO BE LOCATED ON LEV

SURFACE & OUTRIGGERS TO B

EXTENDED & PLACED ON PACK

PRE LIFT PLAN TO BE FILLED O

EVERY LIFT

LIFTING AREA TO BE BARRICAD

AND SIGNED (KEEP OUT)

TRAINED, COMPETENT RIGGER

APPOINTED AND MUST BE AWA

LIFTING PROCEDURE

TAGLINES WILL BE USED

LOADS SHALL NOT BE LIFTED/S

PEOPLE - AREA WILL BE ISOLAT


PROHIBIT UNAUTHORIZED PER



89/129


WELDING UNIT SHOULD BE WE

MAINTAINED & SHOULD BE CHE

COMPETENT PERSON BEFORE

COMPETENT & EXPERIENCED O

SHOULD HANDLE IT.

THE AREA SHALL BE CLEARED

COMBUSTIBLE AND FLAMMABL

PRIOR TO HOT WORKS COMME

GOOD HOUSEKEEPING

A FIRE EXTINGUISHER OF A SU

SHALL BE LOCATED NEARBY.

A FIRE WATCH SHALL BE IN ATT

THE LOCATION DURING HOT W

AND ALSO 1 HR AFTER THE WO

ALL WASTE ELECTRODES SHAL

COLLECTED FROM THE FLOOR

WERE WELDING IS TAKING PLA

BE STORED IN A SUITABLE MET



90/129


APPROPRIATE PPE SHOULD B

WHICH INCLUDE WELDING HOO

GLOVES ,COTTON COVERALLS

HAND TOOLS/

POWER TOOL

OPERATION

HAND TOOLS AND

POWER TOOLS

INJURY TO PERSONNEL, ,

DAMAGE TO MATERIAL.3 3 9

BEFORE HANDING OUT TOOLS

INSPECTION WILL BE CARRIED

COMPETENT PERSON.

HEARING PROTECTION SHALL

EXPOSED TO NOISE LEVELS OF

ABOVE

COMPETENT OPERATORS SHA

THE TOOLS & COMPETENT SUP

WILL BE ENSURED.

ALL TOOLS USED WILL BE WEL

AND DEFECT FREE.

ELECTRICALLY OPERATED TOO

COMPLY WITH OBI / ADCC

REQUIREMENTS-DOUBLE INSU



91/129


USE OF APPROPRIATE PPE ALL

WORK ACCESS AREA SHALL BE

IN A SAFE CONDITION, FREE OF

MATERIAL THAT WILL POSE A H

MATERIALS SHALL BE STORED

ADEQUATE LIGHTING SHALL BE

AT WORK / ACCESS AREAS WH

AT NIGHT

GRINDING GRINDER FLYING PARTICLES , EYE

INJURY, OTHER INJURIES

2 3 6

BARRICADE THE AREA & PLACE

SIGNS

GRINDING WHEEL MUST BE DR

REGULARLY

GRINDER SHOULD HAVE ITS GU

SECURED IN PLACE.

FLAME PROOF SCREENS SHOU

TO PREVENT SPARKS FALLING

PERSONNEL & OBJECTS



92/129


THESE MACHINES SHOULD BE

EXPERIENCED OPERATORS ON

COMPETENT SUPERVISION WIL

ENSURED.

THE MACHINES SHALL BE WEL

MAINTAINED AND COLOUR COD

PROPER GROUNDING

THE MACHINES SHALL BE DOU

INSULATED AND THEIR CABLES

SHALL NOT BE MODIFIED OR C

WELDING FUMES INHALATION OF FUMES 3 4 12

THE WELDING AREA SHALL BE

VENTILATED.

STRICT ADHERENCE TO WELD

TOOL BOX TALKS WOULD BE C

AND RISK ASSESSMENT TO BE

APPROPRIATE PPES TO BE USE



93/129


WORK ON

SCAFFOLDS

STRUCTURAL

COLLAPSE

SCAFFOLDING

(COLLAPSE OF SCAFFOLD,

FALL OF MATERIAL FROM

HEIGHT ETC. FALL OF MEN

FROM HEIGHT, ACCIDENTAL

MOVEMENT OF MOBILE

TOWER, TUMBLING OF

SCAFFOLD DURING

MOVEMENT)

5 4 20

VEHICLES NOT TO BE ALLOWE

NEXT TO THE SCAFFOLD. AREA

BARRICADED.

ERECTION & DISMANTLLING SC

BE DONE BY A CERTIFIED AND

SCAFFOLDER ONLY.

PROPER ACCESS TO WORKING

AND WORKING AREA

POLES, LEGS, OR UPRIGHTS O

SHALL BE PLUMB & SECURELY

BRACED TO PREVENT SWAYING

DISPLACEMENT



94/129


ACCESS/EGRESS LADDER TO B

ACCESS AND EGRESS THROUG

SHOULD BE THROUGH THE INN

MOPBILE SCAFFOLD

AREA UNDERNEATH SHALL BE

WHILE SIGNS INDICATING THAT

WORKING OVERHEAD" SHALL B

LATERAL SUPPORTS REQUIRE

LATERAL MOVEMENT OF THE S

SCAFFOLDS SHOULD BE CHEC

REGULARLY BY COMPETENT S

AND SCAFFTAG SYSTEM FOL

FALL ARRESTERS SHOULD BE

SHOULD BE FIRMLY ANCHORED

MOBILE TOWERS SHALL NOT B

WITH PEOPLE ON IT.



95/129


GROUND TO BE FREE OF OBST

LATERAL MOVEMENT OF MOBIL

HANDRAILS, MIDRAILS & TOE B

INSTALLED AND IF DISMANTELL

ACCESS OR EGRESS TO BE RE

IMMIDIATELY

MANUAL

LIFTING

MANUAL LIFTING /

MATERIAL HANDLINGMINOR INJURY 2 3 6

SAFE METHODS OF MANUAL LI

SHOULD BE BRIEFED BEFORE T

STARTS THROUGH STARRT TA

MANDATORY PPE SHOULD BE W

WITH THICK GLOVES TO PROTE

EDGES OF CORRUGATED SHEE

CHEMICAL

HANDLING /PAINT PRIMER

HANDLING / STORAGEPOISONING, IRRITATION , FIRE 3 4 12

MSDS TO BE AVAILABLE ONSIT

HANDLING PRACTICES SHOULD

TO HANDLERS

GOGGLES ,MASK & GLOVES WI



96/129


POISONING, IRRITATION , FIRE 2 3 6

PRIMER SHOULD BE STORED IN

MANUFACTURER SUPPLIED C

ONLY IN WELL VENTILATED AR

FROM ANY SOURCE OF IGNITIO

DRY CHEMICAL / CO 2 / ALCOHO

FOAM EXTINGUISHERS SHOUL

AVAILABLE ONSITE.

ENVIRONMENT

WASTE CONTAINERS

OF

PAINTS / THINNER

ENVIRONMENT 3 3 9

WASTE CONTAINERS SHALL BE

SEPARATELY AND PROPERLY D

BY LICENSED AGENT.

OIL SPILLS

FLUID SPILLS

FROM VEHICLES &

EQUIPMENT

ENVIRONMENT 3 3 9

DAILY INSPECTION OF EQUIPM

LEAKS

PLANT & EQUIPMENT WILL BE C

MAINTAINED IN A SAFE CONDIT

MAINTENANCE PERFORMED BY

PERSONS

DRIP PANS AND SHEETS USED

SERVICE



97/129


DIP TRAYS TO BE PROVIDED AS

ANTICIPATED SPILLAGE OR CO

REQUIREMENTS

IMPERVIOUS MATERIAL UNDER

WORKING ON

MEWPS

CHERRY PICKER

("BASKET CRANE'') -

PERSONNEL AND OR CHERRY

PICKER STRUCK BY VEHICLE

OR THE EXTENDED BOOM,

MATERIALS AND PERSONNEL

FALL FROM HEIGHT

4 3 12

TRAINED, COMPETENT OPERAT

RIGGER (FOR HELPING OPERA

BLIND SPOTS) TO CONTROL HI

APPOINTED


AND SIGNED (KEEP OUT AND L

PROGRESS)

SAFETY OFFICER IN SITE TO EN

INSPECTION OF EQUIPMENT, P

MAINTENANCE AS REQUIRED

SAFETY HARNESS/FALL ARRES

USED BY PERSONNEL ON AERI

(BASKET)



98/129


OPERATOR TO FOLLOW THE EQ

LIFTING CHART RESTRICTIONS

RADIUS, PERSONNEL NUMBER

TO BE LIMITED ON BASKET ACC

EQUIPMENT SPEC. - LIFTING PL

AVAILABLE PRIOR USE


PROHIBIT UNAUTHORIZED PER

CHERRY PICKER TO BE LOCAT

LEVELLED SURFACE & OUTRIG

FULLY EXTENDED & PLACED O

HANDRAILS, MIDRAILS & TOE B

BASKET (MINIMUM REQUIREME

EQUIPMENT USE)

DAILY INSPECTION TO BE CARR

COMPETENT MECHANIC/OPERA

LIGHTING OF 30LUX AND 3.0 F

TO BE PROVIDED



99/129


BULB TO BE PROTECTED FROM

AND ANY BROKEN OR DEFECTI

BE IMMEDIATELY REPLACED

LIGHTING FIXTURES TO BE POS

MINIMISE WORKER CONTACT W

DURING WORK OPERATIONS

LIGHTING SUPPLY CORDS AND

BE INSTALLED IN CONSISTENC

ELECTRIC WIRING PRACTICES.

ALL POINTS OF ACCESS AND E

BE CLEARLY ILLUMINATED AND

PORTABLE GENERATOR TO BE

AT OVER 3.0M DEPTH, METAL C

OF BULBS TO BE GROUNDED



100/129

Criteria ( C ) Consequence: Negligible- immediate return to work

Minor - first aid and return to work.

Moderate- medical treatment/ lost time

Major - multiple injuries and

RIDDOR reportable

Fatal/Catastrophic- Death, loss of

installation

Criteria ( L ) Likelihood:

Improbable- so unlikely that it would not

happen.

Unlikely- remote chance of event

Possible- inattention may cause an

event to happen.

Probable- highly likely without control.

Certain- will happen without

Intervention / control.

Risk Calculator,

Risk level R= C X L

1-4 Acceptable

5-8 Tolerable

9-10 Moderate

12-15 Substantial>15 Intolerable

Conc

Over

Are r

reaso

Likelihood→

Consequence↓

Improbable

1

Unlikely

2

Possible

3

Probable

4

Certain

5

Negligible 1 1 2 3 4 5

Minor 2 2 4 6 8 10

Moderate 3 3 6 9 12 15

Major 4 4 8 12 16 20

Fatal/catastrophic 5 5 10 15 20 25

Overall risk.


101/129

Appendix

B


102/129


103/129

Appendix

C


104/129


105/129

Appendix D

INTERFACE TC AND PROCESSOR


106/129

Construction Interface

Between

Transportation Center 42

and

Processor (PTB) 421

OBJECTIVE


107/129

OBJECTIVE

Installation of Structural Steel Elements (Banana T

the Façade

of

the

Processor

of

PTB

Opposite

Transp

Centre Without Compromising Completion Dates oFacility.


108/129

Outline Construction

Schedu

of Affected Facilities / Eleme

Aug Sept Oct Nov Dec Jan 13 Feb 13 Mar

13

Processor

Concrete Level 2

XX XXX

Processor

Concrete

Level 3

XXXX

Transport Centre Roof XXXXX

Pedestrian Bridges XXXXX XXXXX

Automatic Walkway XXXXX XXXX

Considered and Discarded Schem


109/129

Installation of

Banana

Trusse

• Scheme 1: Crawling along the Façade

• Scheme 2: Two additional Heavy‐duty Tower Crane

Outside the

TC

Scheme 1


110/129

Crawler Crane along

the

Periph

150 ton Crawler Crane lifts assembled upper two pa

banana Trusses (16 to 23 ton approx) and crawl with

along the

periphery

of

the

Façade

to

where

they

wil

finally installed .

Problem

Postponing most activities on Curbside VD, TC and B

Crawling along the Periphe


111/129

g g p

Scheme 2


112/129

Two Additional

Tower

Crane

• Two heavy‐duty tower cranes on either side of TC to

banana trusses

opposite

to

it.

Problem

• Clash with Tower Cranes in Processor

Scheme 2


113/129

Operational Clash

Diagram

Scheme 3


114/129

Factory Cut

into

Shorter

Segme

• Cutting Trusses into 2‐3 ton segments at factory and

reassemble at final location (welding)

Problem

• Result in 8 pieces and 7 Joints. Each will need to be s

individually resulting

in

massive

volume

of

temporar

support. Involves multiple handling and on‐hook hol

longer time.

Load Contours of Tower Cran


115/129

at Processor

Proposed Scheme


116/129

p

Install Two All‐Terrain 500 ‐750 ton Telescopic Crane on eithe

Transportation Centre

– Transport assembled Truss from assembly yard on specia

flat bed trailer (26m long) to be lifted by 500‐750ton tele

to its final location at the middle façade.

OR

– Transport the two parts separately and assemble on adja

Kerbside Via Duct. Lift to location as before (require short

Operational Radii for One Sid


117/129

Middle Banana

Trusses

(Ea


118/129

Typical All

Terrain

Telescopic Crane


119/129

Access and Space Details


120/129

verhead Installations

and

Headroom

Verifications above Access Route

East


121/129

verhead Installations

and

Headroom

Verifications above Access Route

East


122/129

Needed Scheduling Adjustments

Aug Sept

Oct Nov Dec

Jan 13 Feb

13 Mar

13 Apr

13

essor

crete Level 2

XX XXX

essor

crete Level 3Remove

Garbage

Sorting

Area and Concrete

Delivery Stations

XXXX

sport Centre Roof XXXXX


123/129

eneral Layout around Processor


124/129

STAGE 4 ROOF and FAÇADE STRUCTURES _ REV 01_ WBS

• STAGE 4 ROOF and FAÇADE STRUCTURES _ REV 01_ PROPOSAL


125/129

EXTRACT FROM MST_ rev 02 STEEL ROOTS


126/129



127/129



128/129

7 0 6 5

8 8 7 5 1

7 3 0 8

1 1 2 0 9

2 5 6 3 0

1 0 9 4 6

1 6 4 2 5

2 1 0 9 6 2

3 6 6 0

382652

6 8 6 6 8 5 1 8 8 0 71

5 2 9

Temporary road

8 0 0 0

R 1 5 0 0

04 5 5 9 1

500t Crawler crane

Scope of work

Assembly Yard

50000

2 5 0 0 0

50t Crawler crane 2 PCS

4 5 8 3

6 8 6 6

8

51 8 8

07 1 5 2 9

Temporary road

8 0 0 0

R 1 5 0 0 0

4 5 5 9 1

500t Crawler crane

Scope of work

Assembly Yard

50000

2 5 0 0 0

50t Crawler crane 2 PCS

4 5 8 3

10.1t 16.8t 16.72t 16.6t 22.3t 22.8t

22.2t16.5t 16t

15.4t 15.5t 9.0t

15.3t 15t

17.6t 17.7t

17.9t 13.6t

13.3t 12.7t

12.5t 6.7t

11.6t11.3t

14.3t13.9t

13.2t

9.6t9.3t

2.5t

16.8t16.72t16.6t22.3t22.8t

22.2t16.5t16t

15.4t15.5t9.0t

15.3t15t

17.6t17.7t

17.9t13.6t

13.3t12.7t

12.5t6.7t

11.6t11.3t

14.3t13.9t

13.2t

9.6t9.3t

2.5t


129/129

36000 3600035514

1105555466

5 4 9 7 9

9 2 5 9

4 6 2 9

R 1 5

0 0 0

7 3 8 4 4

80

Assembly Yard 5 2 4 1 0

24945

7

5 2 4 1 0

500t Crawler crane

Scope of work50t Crawler

crane 2 PCS

Temporary road

T e m p o r a r y r o a d

8

8 1 49 8 0 00 8 7 96

8 0 0 0

R 1 5 0

0 0

7 3 8 4 4

5 1

Assembly Yard 5 2 4 1 0

24945

29

50t Crawler

crane 2 PCS

Temporary road

T e m p o r a r y r o a d

8

814980008796

8 0 0 0

500t Crawler crane500t Mobile crane

Date post:	07-Jul-2018
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