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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
List of Erection Units & Crane Capacity
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:
List of Erection Units & Crane Capacity
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 :
List of Erection Units & Crane Capacity
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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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
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11.5.5 Gills trusses assembly
Step 1: Chord fixing
Step 2: Adding the web member
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Width: 5000
level:
10m
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12.3 Erection Units
The erection weight of bridge shall be less than 23ton.
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150t mobile crane
12.5 Erection Method
Step 1: Assemble on ground
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Step 5: Adding the single piece on the manlift
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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:
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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
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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:
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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:
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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
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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
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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)
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Step5: Assembly positioning for section 2
To couple
Control
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To loft the location of web
member before installing
The key location must be
checked
Installation
finished
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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
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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
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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.
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Appendix A
RISK ASSESSMENT
Risk Assessment Sheet
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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
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Task Hazard Hazard effect(consequence) C L Risk Proposed Control Mea
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
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Task Hazard Hazard effect(consequence) C L Risk Proposed Control Mea
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
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Task Hazard Hazard effect(consequence) C L Risk Proposed Control Mea
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
LIFTING AREA TO BE BARRICAD
PROHIBIT UNAUTHORIZED PER
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Task Hazard Hazard effect(consequence) C L Risk Proposed Control Mea
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
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Task Hazard Hazard effect(consequence) C L Risk Proposed Control Mea
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
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Task Hazard Hazard effect(consequence) C L Risk Proposed Control Mea
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
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Task Hazard Hazard effect(consequence) C L Risk Proposed Control Mea
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
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Task Hazard Hazard effect(consequence) C L Risk Proposed Control Mea
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
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Task Hazard Hazard effect(consequence) C L Risk Proposed Control Mea
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.
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Task Hazard Hazard effect(consequence) C L Risk Proposed Control Mea
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
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Task Hazard Hazard effect(consequence) C L Risk Proposed Control Mea
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
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Task Hazard Hazard effect(consequence) C L Risk Proposed Control Mea
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
LIFTING AREA TO BE BARRICAD
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)
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Task Hazard Hazard effect(consequence) C L Risk Proposed Control Mea
OPERATOR TO FOLLOW THE EQ
LIFTING CHART RESTRICTIONS
RADIUS, PERSONNEL NUMBER
TO BE LIMITED ON BASKET ACC
EQUIPMENT SPEC. - LIFTING PL
AVAILABLE PRIOR USE
LIFTING AREA TO BE BARRICAD
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
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Task Hazard Hazard effect(consequence) C L Risk Proposed Control Mea
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
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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.
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Appendix
B
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Appendix
C
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Appendix D
INTERFACE TC AND PROCESSOR
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Construction Interface
Between
Transportation Center 42
and
Processor (PTB) 421
OBJECTIVE
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OBJECTIVE
Installation of Structural Steel Elements (Banana T
the Façade
of
the
Processor
of
PTB
Opposite
Transp
Centre Without Compromising Completion Dates oFacility.
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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
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Installation of
Banana
Trusse
• Scheme 1: Crawling along the Façade
• Scheme 2: Two additional Heavy‐duty Tower Crane
Outside the
TC
Scheme 1
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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
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g g p
Scheme 2
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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
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Operational Clash
Diagram
Scheme 3
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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
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at Processor
Proposed Scheme
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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
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Middle Banana
Trusses
(Ea
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Typical All
Terrain
Telescopic Crane
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Access and Space Details
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verhead Installations
and
Headroom
Verifications above Access Route
East
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verhead Installations
and
Headroom
Verifications above Access Route
East
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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
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eneral Layout around Processor
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STAGE 4 ROOF and FAÇADE STRUCTURES _ REV 01_ WBS
• STAGE 4 ROOF and FAÇADE STRUCTURES _ REV 01_ PROPOSAL
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EXTRACT FROM MST_ rev 02 STEEL ROOTS
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EXTRACT FROM MST_ rev 02 STEEL ROOTS
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EXTRACT FROM MST_ rev 02 STEEL ROOTS
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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
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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