WORKS METHOD STATEMENT
PILE CAP WORKS
TABLE OF CONTENTS
1.0 WORK ORGANISATION
2.0 DESIGN CONSTRAINTS AND COORDINATION
3.0 CONTRACTING METHODS
4.0 PROCUREMENT METHODS
5.0 RESOURCE PROVISIONS
6.0 LOGISTICS PROVISIONS
7.0 MATERIAL MANAGEMENT SYSTEMS
8.0 CONSTRUCTION METHODS AND TECHNOLOGY
9.0 CONSTRUCTION PHASING AND WORKFLOW
10.0 TRAFFIC MANAGEMENT AND MONITORING
11.0 SAFETY PROGRAMME
12.0 QUALITY ASSURANCE AND CONTROL PROGRAMMES
13.0 INDUSTRIAL RELATIONS POLICIES
14.0 ENVIRONMENTAL MONITORING PROGRAMMES
15.0 APPENDICES
1.0 INTRODUCTION
This Method Statement is to be read in conjunction with the structural reinforced concrete method statement (PHOS/CnS/WMS/070) and checklists.
2.0 DESIGN CONSTRAINTS AND COORDINATION
Not Applicable.
3.0 CONTRACTING METHODS
Since PCSB is liable for the performance of any Sub-contractor, it is vital that only companies with proven track records in the relevant activity will be engaged as Sub -contractors.
It is acknowledged that before any part of the works can be sublet, the approval of the Employer’s Representative is required.
The Conditions of Contract have been reviewed by PCSB and particularly those conditions in respect of Sub-contractors. The conditions are bespoke for this project and therefore be required to be reflected in any form of Sub-contract utilized on the project.
Please refer to PHOS-CN-010 to PHOS-CN-030 for the Contract Procedures.
4.0 PROCUREMENT METHODS
Please refer to PHOS-PR-010 to PHOS-PR-060 for the procurement procedures.
5.0 RESOURCE PROVISIONS
5.1 Manpower/Labour
The number of manpower/labour to be used during the earthworks activities have been identified in the Manpower Histogram.
5.2 Plant Equipment
Please refer to structural reinforced concrete method statement (PHOS/CnS/WMS/070)
6.0 LOGISTICS PROVISIONS
The logistic control shall be in accordance with the approved Site Logistic Plan and includes wheel wash facilities and traffic management.
7.0 MATERIAL MANAGEMENT SYSTEMS
Please refer to PHOS-CP-040 for the Material Control Procedure.
8.0 CONSTRUCTION METHODS AND TECHNOLOGY
8.1 Pile cap excavation
Following the completion of earthworks to formation level and installation of main
pump sumps, the pile cap positions will be marked out by the survey team.
The pile cap will be excavated and compacted to approximately 125 mm below pile cut off level with a small sump formed (500 x 500 x 500 mm) in one corner and lean mix concrete laid (minimum 50 mm thick, grade 15). Any water ingress will be locally pumped from each pile cap into the main pump sumps formed in each zone. The collected water for the pile cap excavation is pumped to the site silt trap.
8.2 Pile cap construction
There will be two methods for pile construction.
1. If the ground is stiff enough, the pile cap will be excavated as accurately as possible to the pile cap dimension. Lean concrete will be placed on the base and sides and sump formed. No forms will be required.
The piles will then be cut down to cut off level and pile surface prepared as per specification (Pile cut off is 75 mm above base level). The base will be marked out by the surveyor and the reinforcement fixed. The reinforcement cage will be temporarily propped off of vertical concreted faces. These props will be removed as concreting of base progresses to ensure no movement of the reinforcement cage and column starter bars.
2. This method is similar to that described above except that the pile cap
excavation will be at least 1 m larger than the pile cap dimension to allow for
installation of formwork, and the requirement to backfill the pile cap after the forms have been removed.
Both methods are shown on the attached sketches.
9.0 CONSTRUCTION PHASING AND WORKFLOW
Following basement slab formatting superstructure will commence moving from grids 27/H towards 1/A, rising vertically in 4 zones.
10.0 TRAFFIC MANAGEMENT AND MONITORING
The Logistic Manager and the traffic management contractor shall be responsible for the management and control of the traffic in and out from the construction site.
11.0 SAFETY PROGRAMME
Please refer to PHOS-HS-010 Health and Safety Plan and Job Safety Analysis.
12.0 QUALITY ASSURANCE AND CONTROL PROGRAMMES
Please refer to structural reinforced concrete method statement (PHOS/CnS/WMS/070).
13.0 INDUSTRIAL RELATIONS POLICIES
Not Applicable
14.0 ENVIRONMENTAL MONITORING PROGRAMMES
Please refer to PHOS-EMP-001 Environmental Management Plan
15.0 APPENDICES
1. Pile cap work method (sketches)
Monday, April 7, 2008
WMS Structure Concrete
WORKS METHOD STATEMENT
STRUCTURAL REINFORCED CONCRETE
TABLE OF CONTENTS
1.0 WORK ORGANISATION
2.0 DESIGN CONSTRAINTS AND COORDINATION
3.0 CONTRACTING METHODS
4.0 PROCUREMENT METHODS
5.0 RESOURCE PROVISIONS
6.0 LOGISTICS PROVISIONS
7.0 MATERIAL MANAGEMENT SYSTEMS
8.0 CONSTRUCTION METHODS AND TECHNOLOGY
9.0 CONSTRUCTION PHASING AND WORKFLOW
10.0 TRAFFIC MANAGEMENT AND MONITORING
11.0 SAFETY PROGRAMME
12.0 QUALITY ASSURANCE AND CONTROL PROGRAMMES
13.0 INDUSTRIAL RELATIONS POLICIES
14.0 ENVIRONMENTAL MONITORING PROGRAMMES
15.0 APPENDICES
1.0 INTRODUCTION
This Work Method Statement shall outline the construction of Structural Reinforced Concrete at Private Hospital, Jalan Tun Razak project.
2.0 DESIGN CONSTRAINTS AND COORDINATION
Not Applicable.
3.0 CONTRACTING METHODS
Since PCSB is liable for the performance of any Sub-contractor, it is vital that only companies with proven track records in the relevant activity will be engaged as Sub -contractors.
It is acknowledged that before any part of the works can be sublet, the approval of the Employer’s Representative is required.
The Conditions of Contract have been reviewed by PCSB and particularly those conditions in respect of Sub-contractors. The conditions are bespoke for this project and therefore be required to be reflected in any form of Sub-contract utilized on the project.
Please refer to PHOS-CN-010 to PHOS-CN-030 for the Contract Procedures.
4.0 PROCUREMENT METHODS
Please refer to PHOS-PR-010 to PHOS-PR-030 for the procurement procedures.
5.0 RESOURCE PROVISIONS
5.1 Manpower/Labour
The number of manpower/labour to be used during the earthworks activities have been identified in the Manpower Histogram.
5.2 Plant Equipment
Typical plant equipment to be used shall consist of:
~ Vibrators
~ Trowelling Machine
~ Hand tools
~ Cranes
~ Skips
~ Lighting towers
6.0 LOGISTICS PROVISIONS
The logistic control shall be in accordance with the approved Site Logistic Plan and includes wheel wash facilities and traffic management.
7.0 MATERIAL MANAGEMENT SYSTEMS
Please refer to PHOS-CP-040 for the Material Control Procedure.
8.0 CONSTRUCTION METHODS AND TECHNOLOGY
8.1 Design Mix
The design mix shall be proportioned in accordance with BS 5328 and approved by construction drawings and shall be reviewed / approved by Consultant prior to any concrete work being undertaken.
Concrete shall be supplied, sampled and tested by ready-mix approved supplier. All batching, sampling and testing shall be completed in accordance with supplier procedure and specifications.
A monitoring station shall be set up where all incoming / outgoing concrete trucks shall pass and will be manned by Peremba personnel when delivery is due. Delivery orders shall be checked for grade of concrete, time of batching and number filed accordingly. A daily record of temperatures shall be taken showing the maximum / minimum temperature and also the average shade temperature.
Testing schedule – Nine test specimens shall be made from each batch. Three specimens shall be tested at 7 days and three at 28 days. The remaining three specimens shall be tested at 90 days unless otherwise directed by the Employer’s Representative. The trial mix proportions shall be approved if all three individual cube results tested at 28 days exceed the characteristic strength by the current margin less than 3.5N/mm2, subject to satisfactory strength increments recorded in tests at 7 and 90 days.
Samples shall be taken at the slump station area. As for the bigger pour, samples shall be taken at the site itself. Concrete shall be transported from the batching plant to its placing point without any segregation or loss of any ingredients.
8.2 Formwork
Formwork shall generally be Peri Hory Proprietary Formwork. (See attached Method Statements). All formwork shall be designed and signed off by a Professional Engineer.
Formwork shall generally be fabricated in the formwork fabrication area and shall be transported to the work area for installation. Once formwork has been used, they shall be stored in designated areas for later use or returned to the fabrication area for dismantling. In general, no redundant formwork shall be left in / around the work areas.
Formwork shall be installed in compliance with BS 5975 and the formwork design drawings. Formwork shall be constructed to the exact sizes, shapes, lines and dimensions shown on the drawings and as required to obtain accurate alignment, location, grades, level and plumb of the finished structures in accordance with the schedule of the tolerances.
Formwork shall be deemed to include all formers of openings recesses, keyways, moulding, chamfers etc. Formwork shall be cleaned and coated with an approved release agent (oil) prior to erection and installation of reinforcement.
Formwork used to form construction joints shall be coated with an approved retarder or release agent in accordance with the manufacturers recommendations.
8.2.1 Falsework
Falsework shall be erected to give sufficient support and bracing and allow for any necessary adjustment for positioning and striking. Wedges, jacks or camber strips to be provided to facilitate vertical adjustments. After concrete placement operations, the falsework and formwork shall be inspected to determine abnormal deflection or any signs of failure.
8.2.2 Pre-pour Inspection
The following shall be checked prior to placement of concrete :
- Line, plumbness and level
- Shoring and ties
- Joints sealed
- Cleanliness and application of release agent and retarder (where required)
- Joint formers, chamfers, mouldings, etc.
- Pour level strips (if applicable)
- Waterproofing system where applicable.
8.2.3 Formwork Removal
Formwork shall be removed in accordance with the most stringent requirements of BS 8110, contract specifications or as allowed by the Resident Engineer.
Table 1
Element Stripping Time
Column forms and beam sides 24 hrs
Suspended slabs and beam soffits 25 Mpa
Wall forms 16 hrs
Slab and pile cap edge forms 16 hrs
Construction joints to be green cut Within 6 hrs after initial set
Mould, keyways, chamfers, etc. 16 hrs
Additional cubes (2 minimum) shall be taken where suspended elements are to be stripped between 48 and 72 hours.
Back props will be provided for all suspended elements where required and as shown on shop drawings.
8.3 Reinforcement
Delivery of reinforcement
Reinforcement, once cut and bent, shall be stored in the lay down area or on off ground supports and shall only be transported to the work area when required. All bars will be tagged as per the bending schedule.
All scrapped or unused reinforcement shall be stored in a central area before being removed from site. In general, no loose or scrap reinforcement shall be left in / around the work areas.
The Contractor shall receive and verify the material and type according to the purchase order. He will submit the Mill Certificate to the QA/QC Manager to review chemical analysis, tensile and bend tests as performed by the manufacturer and approved by the Employer’s Representative. The Subcontractor shall ensure that the reinforcement is stored correctly to avoid any adverse effects from the environment.
All delivery shall be filed with the relevant Mill certificates and for each delivery, the following information shall be gathered :
~ Delivery dates
~ Heat Number
~ Transportation (vehicle) number
~ Number of bundles
~ Total weight
~ Delivery order number
~ Type of rebar
Peremba supplier is to ensure the following Quality Assurance is in place and that the steel delivered conforms to BS 4449/78 standards.
Tensile and rebend tests are to be carried out from samples taken at side as required by the specifications and as instructed by the R.E.
Concrete spacer blocks or steel chair shall be used to support the bottom layers of reinforcement and to space reinforcement from edgeforms. Plastic PVC spacer may be used to space reinforcement from edgeforms if approved by the R.E.
The spacer block shall be selected to provide the correct cover to the bottom reinforcement layer and shall be of adequate strength to support the load.
Where required, steel chairs shall be scheduled and fabricated to support intermediate and top layers of reinforcement. Reinforcement shall be installed once the blinding, soffit formwork or preparation of the supporting / adjacent concrete element has been inspected and signed off as per ITP.
Cleanliness during fixing of the reinforcement is a priority. Any rubbish or loose particles are not to be dropped in the pour area. The pour area will be blown clear before concrete placement.
Where reinforcement is used to secure formwork or cast – in items and the welding may be detrimental to the reinforcement bar, a dummy reinforcement bar shall be fixed.
The starter bar positions are critical and must be checked.
The following checks shall be conducted prior to placement of concrete:-
• Ensure correct cover is provided
• Reinforcement fixing shall be in accordance with the drawings
• Starter bars, trimmer bars, etc are fixed in correct locations.
• Top level of reinforcement is correct
• Reinforcement shall be clean
• Stop ends fixed correctly.
• Cast in items are correctly placed and securely fixed.
8.4 Concrete Placement
Pre – Pour Works
The client shall be notified 24 hours prior to placing of concrete for inspection of formwork and concrete reinforcement
The interior of forms shall be cleaned thoroughly. The surface and reinforcement shall be sprayed with clean water prior to concrete pouring.
While placing concrete, objects such as anchor bolts, reinforcing bars and other fixtures shall be monitored for movement.
The concrete slump shall be such that it can be easily placed without segregation. If the concrete is acceptable, it will continue to be discharged. Slump test shall be taken at every load of concrete. The load shall be accepted if the concrete slump at the point of discharge is within tolerance for the design mix ordered. If the slump is below tolerance, the load shall be rejected.
The concrete is to be agitated continuously by rotation of the mixer drum during transport to the Site and while waiting discharge. Concrete shall be discharge from the delivery vehicle within 2 hours after the time of loading.
Vibrators or other suitable tools shall be used to ensure the required compaction is achieved. Vibrators shall be inserted and vertically and not used to move concrete at least one spare vibrator will be available at all times.
Concrete shall be deposited as quickly as practicable in its final position to avoid segregation and cold joints.
Concrete that has partially hardened or been contaminated with foreign materials shall not be deposited in the structure.
Chutes should preferably be of rounded cross section to avoid the accumulation of concrete in corners.
Concrete shall be poured in alternate panels if construction joints are required in concrete slab pours. The positions and pouring sequence will be approved by the Client prior to casting or shall be as per schedule or the programme.
In the event of rain occurring during a pour, the live faces of the layers of concrete will be kept as close as possible to minimize the exposed horizontal concrete to the rain. Where possible the pour rate will be slowed, particularly considering the life of the concrete should increase due to the moisture in the air. Where the pour rate is slowed, additional retarder (which has been approved by the Client and the complied with the contract specification requirement) may be added to the mix to keep the concrete live longer. Generally free water in forms will be blown to the edge of the pours and removed.
8.5 Construction Joints
Construction joints shall be permitted only where indicated on approved construction
drawings.
The surface for all construction joints shall be horizontal and vertical. Irregular
construction joints shall not be permitted.
When water tight construction is required, a water stop shall be set in position, as detailed and fixed securely so that the water – srop will not move or be damaged when concreting.
If a surface is cast against another surface which has hardened, the existing surface shall be roughened until the aggregate over the whole surface is exposed, cleaned, thoroughly wetted and covered with specified bonding compound as stated in the Contract Document.
8.6 Finishing
When the concrete is poured to level, the surface will be finished generally. Areas of specialized finishes will be treated separately.
Holes left by the withdrawal of the tie rods shall be filled solidly with non – shrink mortar (as approved) and finished to match the surrounding surface.
All exposed concrete shall be free from bulges, honeycomb, fins and other similar surface defects.
When the concrete has stiffened sufficiently, the surface shall be bowelled by hand or by machine sufficiently to produce a uniform surface free from screed marks and to ensure that the surface of the concrete is within tolerance.
8.7 Post – Pour Works
Concrete Curing
Concrete placed shall be cured as required in the specification using approved curing compound and or wetting method as described below.
• Cover all exposed concrete surfaces with canvas, straw, gunnysack or similar material, which shall be wetted with flushing or sprinkling water.
• Spray curing compound onto the entire exposed concrete surface.
Removed of slop ends will be stripped as soon as the concrete has hardened. The joint will be green cut by jet washing or mechanical method.
Surveys shall be completed within 48 hours following pour completion. A post pour inspection will be carried out to highlight any areas for repair.
9.0 CONSTRUCTION PHASING AND WORKFLOW
Following basement slab formatting superstructure will commence moving from grids 27/H towards 1/A, rising vertically in 4 zones.
10.0 TRAFFIC MANAGEMENT AND MONITORING
The Logistic Manager and the traffic management contractor shall be responsible for the management and control of the traffic in and out from the construction site.
11.0 SAFETY PROGRAMME
Please refer to PHOS-HS-010 Health and Safety Plan and Job Safety Analysis.
12.0 QUALITY ASSURANCE AND CONTROL PROGRAMMES
Please refer to Appendix 15.2 for the Inspection and Test Plan and Appendix 15.3 for the Checklist.
13.0 INDUSTRIAL RELATIONS POLICIES
Not Applicable
14.0 ENVIRONMENTAL MONITORING PROGRAMMES
Please refer to PHOS-EMP-001 Environmental Management Plan
15.0 APPENDICES
15.1 Peri Formwork Method Statement
15.2 Inspection and Test Plan – Structural Reinforced Concrete
15.3 Checklist
15.4 Job Safety Analysis.
STRUCTURAL REINFORCED CONCRETE
TABLE OF CONTENTS
1.0 WORK ORGANISATION
2.0 DESIGN CONSTRAINTS AND COORDINATION
3.0 CONTRACTING METHODS
4.0 PROCUREMENT METHODS
5.0 RESOURCE PROVISIONS
6.0 LOGISTICS PROVISIONS
7.0 MATERIAL MANAGEMENT SYSTEMS
8.0 CONSTRUCTION METHODS AND TECHNOLOGY
9.0 CONSTRUCTION PHASING AND WORKFLOW
10.0 TRAFFIC MANAGEMENT AND MONITORING
11.0 SAFETY PROGRAMME
12.0 QUALITY ASSURANCE AND CONTROL PROGRAMMES
13.0 INDUSTRIAL RELATIONS POLICIES
14.0 ENVIRONMENTAL MONITORING PROGRAMMES
15.0 APPENDICES
1.0 INTRODUCTION
This Work Method Statement shall outline the construction of Structural Reinforced Concrete at Private Hospital, Jalan Tun Razak project.
2.0 DESIGN CONSTRAINTS AND COORDINATION
Not Applicable.
3.0 CONTRACTING METHODS
Since PCSB is liable for the performance of any Sub-contractor, it is vital that only companies with proven track records in the relevant activity will be engaged as Sub -contractors.
It is acknowledged that before any part of the works can be sublet, the approval of the Employer’s Representative is required.
The Conditions of Contract have been reviewed by PCSB and particularly those conditions in respect of Sub-contractors. The conditions are bespoke for this project and therefore be required to be reflected in any form of Sub-contract utilized on the project.
Please refer to PHOS-CN-010 to PHOS-CN-030 for the Contract Procedures.
4.0 PROCUREMENT METHODS
Please refer to PHOS-PR-010 to PHOS-PR-030 for the procurement procedures.
5.0 RESOURCE PROVISIONS
5.1 Manpower/Labour
The number of manpower/labour to be used during the earthworks activities have been identified in the Manpower Histogram.
5.2 Plant Equipment
Typical plant equipment to be used shall consist of:
~ Vibrators
~ Trowelling Machine
~ Hand tools
~ Cranes
~ Skips
~ Lighting towers
6.0 LOGISTICS PROVISIONS
The logistic control shall be in accordance with the approved Site Logistic Plan and includes wheel wash facilities and traffic management.
7.0 MATERIAL MANAGEMENT SYSTEMS
Please refer to PHOS-CP-040 for the Material Control Procedure.
8.0 CONSTRUCTION METHODS AND TECHNOLOGY
8.1 Design Mix
The design mix shall be proportioned in accordance with BS 5328 and approved by construction drawings and shall be reviewed / approved by Consultant prior to any concrete work being undertaken.
Concrete shall be supplied, sampled and tested by ready-mix approved supplier. All batching, sampling and testing shall be completed in accordance with supplier procedure and specifications.
A monitoring station shall be set up where all incoming / outgoing concrete trucks shall pass and will be manned by Peremba personnel when delivery is due. Delivery orders shall be checked for grade of concrete, time of batching and number filed accordingly. A daily record of temperatures shall be taken showing the maximum / minimum temperature and also the average shade temperature.
Testing schedule – Nine test specimens shall be made from each batch. Three specimens shall be tested at 7 days and three at 28 days. The remaining three specimens shall be tested at 90 days unless otherwise directed by the Employer’s Representative. The trial mix proportions shall be approved if all three individual cube results tested at 28 days exceed the characteristic strength by the current margin less than 3.5N/mm2, subject to satisfactory strength increments recorded in tests at 7 and 90 days.
Samples shall be taken at the slump station area. As for the bigger pour, samples shall be taken at the site itself. Concrete shall be transported from the batching plant to its placing point without any segregation or loss of any ingredients.
8.2 Formwork
Formwork shall generally be Peri Hory Proprietary Formwork. (See attached Method Statements). All formwork shall be designed and signed off by a Professional Engineer.
Formwork shall generally be fabricated in the formwork fabrication area and shall be transported to the work area for installation. Once formwork has been used, they shall be stored in designated areas for later use or returned to the fabrication area for dismantling. In general, no redundant formwork shall be left in / around the work areas.
Formwork shall be installed in compliance with BS 5975 and the formwork design drawings. Formwork shall be constructed to the exact sizes, shapes, lines and dimensions shown on the drawings and as required to obtain accurate alignment, location, grades, level and plumb of the finished structures in accordance with the schedule of the tolerances.
Formwork shall be deemed to include all formers of openings recesses, keyways, moulding, chamfers etc. Formwork shall be cleaned and coated with an approved release agent (oil) prior to erection and installation of reinforcement.
Formwork used to form construction joints shall be coated with an approved retarder or release agent in accordance with the manufacturers recommendations.
8.2.1 Falsework
Falsework shall be erected to give sufficient support and bracing and allow for any necessary adjustment for positioning and striking. Wedges, jacks or camber strips to be provided to facilitate vertical adjustments. After concrete placement operations, the falsework and formwork shall be inspected to determine abnormal deflection or any signs of failure.
8.2.2 Pre-pour Inspection
The following shall be checked prior to placement of concrete :
- Line, plumbness and level
- Shoring and ties
- Joints sealed
- Cleanliness and application of release agent and retarder (where required)
- Joint formers, chamfers, mouldings, etc.
- Pour level strips (if applicable)
- Waterproofing system where applicable.
8.2.3 Formwork Removal
Formwork shall be removed in accordance with the most stringent requirements of BS 8110, contract specifications or as allowed by the Resident Engineer.
Table 1
Element Stripping Time
Column forms and beam sides 24 hrs
Suspended slabs and beam soffits 25 Mpa
Wall forms 16 hrs
Slab and pile cap edge forms 16 hrs
Construction joints to be green cut Within 6 hrs after initial set
Mould, keyways, chamfers, etc. 16 hrs
Additional cubes (2 minimum) shall be taken where suspended elements are to be stripped between 48 and 72 hours.
Back props will be provided for all suspended elements where required and as shown on shop drawings.
8.3 Reinforcement
Delivery of reinforcement
Reinforcement, once cut and bent, shall be stored in the lay down area or on off ground supports and shall only be transported to the work area when required. All bars will be tagged as per the bending schedule.
All scrapped or unused reinforcement shall be stored in a central area before being removed from site. In general, no loose or scrap reinforcement shall be left in / around the work areas.
The Contractor shall receive and verify the material and type according to the purchase order. He will submit the Mill Certificate to the QA/QC Manager to review chemical analysis, tensile and bend tests as performed by the manufacturer and approved by the Employer’s Representative. The Subcontractor shall ensure that the reinforcement is stored correctly to avoid any adverse effects from the environment.
All delivery shall be filed with the relevant Mill certificates and for each delivery, the following information shall be gathered :
~ Delivery dates
~ Heat Number
~ Transportation (vehicle) number
~ Number of bundles
~ Total weight
~ Delivery order number
~ Type of rebar
Peremba supplier is to ensure the following Quality Assurance is in place and that the steel delivered conforms to BS 4449/78 standards.
Tensile and rebend tests are to be carried out from samples taken at side as required by the specifications and as instructed by the R.E.
Concrete spacer blocks or steel chair shall be used to support the bottom layers of reinforcement and to space reinforcement from edgeforms. Plastic PVC spacer may be used to space reinforcement from edgeforms if approved by the R.E.
The spacer block shall be selected to provide the correct cover to the bottom reinforcement layer and shall be of adequate strength to support the load.
Where required, steel chairs shall be scheduled and fabricated to support intermediate and top layers of reinforcement. Reinforcement shall be installed once the blinding, soffit formwork or preparation of the supporting / adjacent concrete element has been inspected and signed off as per ITP.
Cleanliness during fixing of the reinforcement is a priority. Any rubbish or loose particles are not to be dropped in the pour area. The pour area will be blown clear before concrete placement.
Where reinforcement is used to secure formwork or cast – in items and the welding may be detrimental to the reinforcement bar, a dummy reinforcement bar shall be fixed.
The starter bar positions are critical and must be checked.
The following checks shall be conducted prior to placement of concrete:-
• Ensure correct cover is provided
• Reinforcement fixing shall be in accordance with the drawings
• Starter bars, trimmer bars, etc are fixed in correct locations.
• Top level of reinforcement is correct
• Reinforcement shall be clean
• Stop ends fixed correctly.
• Cast in items are correctly placed and securely fixed.
8.4 Concrete Placement
Pre – Pour Works
The client shall be notified 24 hours prior to placing of concrete for inspection of formwork and concrete reinforcement
The interior of forms shall be cleaned thoroughly. The surface and reinforcement shall be sprayed with clean water prior to concrete pouring.
While placing concrete, objects such as anchor bolts, reinforcing bars and other fixtures shall be monitored for movement.
The concrete slump shall be such that it can be easily placed without segregation. If the concrete is acceptable, it will continue to be discharged. Slump test shall be taken at every load of concrete. The load shall be accepted if the concrete slump at the point of discharge is within tolerance for the design mix ordered. If the slump is below tolerance, the load shall be rejected.
The concrete is to be agitated continuously by rotation of the mixer drum during transport to the Site and while waiting discharge. Concrete shall be discharge from the delivery vehicle within 2 hours after the time of loading.
Vibrators or other suitable tools shall be used to ensure the required compaction is achieved. Vibrators shall be inserted and vertically and not used to move concrete at least one spare vibrator will be available at all times.
Concrete shall be deposited as quickly as practicable in its final position to avoid segregation and cold joints.
Concrete that has partially hardened or been contaminated with foreign materials shall not be deposited in the structure.
Chutes should preferably be of rounded cross section to avoid the accumulation of concrete in corners.
Concrete shall be poured in alternate panels if construction joints are required in concrete slab pours. The positions and pouring sequence will be approved by the Client prior to casting or shall be as per schedule or the programme.
In the event of rain occurring during a pour, the live faces of the layers of concrete will be kept as close as possible to minimize the exposed horizontal concrete to the rain. Where possible the pour rate will be slowed, particularly considering the life of the concrete should increase due to the moisture in the air. Where the pour rate is slowed, additional retarder (which has been approved by the Client and the complied with the contract specification requirement) may be added to the mix to keep the concrete live longer. Generally free water in forms will be blown to the edge of the pours and removed.
8.5 Construction Joints
Construction joints shall be permitted only where indicated on approved construction
drawings.
The surface for all construction joints shall be horizontal and vertical. Irregular
construction joints shall not be permitted.
When water tight construction is required, a water stop shall be set in position, as detailed and fixed securely so that the water – srop will not move or be damaged when concreting.
If a surface is cast against another surface which has hardened, the existing surface shall be roughened until the aggregate over the whole surface is exposed, cleaned, thoroughly wetted and covered with specified bonding compound as stated in the Contract Document.
8.6 Finishing
When the concrete is poured to level, the surface will be finished generally. Areas of specialized finishes will be treated separately.
Holes left by the withdrawal of the tie rods shall be filled solidly with non – shrink mortar (as approved) and finished to match the surrounding surface.
All exposed concrete shall be free from bulges, honeycomb, fins and other similar surface defects.
When the concrete has stiffened sufficiently, the surface shall be bowelled by hand or by machine sufficiently to produce a uniform surface free from screed marks and to ensure that the surface of the concrete is within tolerance.
8.7 Post – Pour Works
Concrete Curing
Concrete placed shall be cured as required in the specification using approved curing compound and or wetting method as described below.
• Cover all exposed concrete surfaces with canvas, straw, gunnysack or similar material, which shall be wetted with flushing or sprinkling water.
• Spray curing compound onto the entire exposed concrete surface.
Removed of slop ends will be stripped as soon as the concrete has hardened. The joint will be green cut by jet washing or mechanical method.
Surveys shall be completed within 48 hours following pour completion. A post pour inspection will be carried out to highlight any areas for repair.
9.0 CONSTRUCTION PHASING AND WORKFLOW
Following basement slab formatting superstructure will commence moving from grids 27/H towards 1/A, rising vertically in 4 zones.
10.0 TRAFFIC MANAGEMENT AND MONITORING
The Logistic Manager and the traffic management contractor shall be responsible for the management and control of the traffic in and out from the construction site.
11.0 SAFETY PROGRAMME
Please refer to PHOS-HS-010 Health and Safety Plan and Job Safety Analysis.
12.0 QUALITY ASSURANCE AND CONTROL PROGRAMMES
Please refer to Appendix 15.2 for the Inspection and Test Plan and Appendix 15.3 for the Checklist.
13.0 INDUSTRIAL RELATIONS POLICIES
Not Applicable
14.0 ENVIRONMENTAL MONITORING PROGRAMMES
Please refer to PHOS-EMP-001 Environmental Management Plan
15.0 APPENDICES
15.1 Peri Formwork Method Statement
15.2 Inspection and Test Plan – Structural Reinforced Concrete
15.3 Checklist
15.4 Job Safety Analysis.
WMS Steel Structure
WORKS METHOD STATEMENT
STRUCTURAL STEEL WORK
TABLE OF CONTENTS
1.0 WORK ORGANISATION
2.0 DESIGN CONSTRAINTS AND COORDINATION
3.0 CONTRACTING METHODS
4.0 PROCUREMENT METHODS
5.0 RESOURCE PROVISIONS
6.0 LOGISTICS PROVISIONS
7.0 MATERIAL MANAGEMENT SYSTEMS
8.0 CONSTRUCTION METHODS AND TECHNOLOGY
9.0 CONSTRUCTION PHASING AND WORKFLOW
10.0 TRAFFIC MANAGEMENT AND MONITORING
11.0 SAFETY PROGRAMME
12.0 QUALITY ASSURANCE AND CONTROL PROGRAMMES
13.0 INDUSTRIAL RELATIONS POLICIES
14.0 ENVIRONMENTAL MONITORING PROGRAMMES
15.0 APPENDICES
1.0 INTRODUCTION
This Work Method Statement is describes the construction method intended for the site installation of the structural steel works at Private Hospital Project Jalan Tun Razak
2.0 DESIGN CONSTRAINTS AND COORDINATION
Not Applicable.
3.0 CONTRACTING METHODS
Since PCSB is liable for the performance of any Sub-contractor, it is vital that only companies with proven track records in the relevant activity will be engaged as Sub -contractors.
It is acknowledged that before any part of the works can be sublet, the approval of the Employer’s Representative is required.
The Conditions of Contract have been reviewed by PCSB and particularly those conditions in respect of Sub-contractors. The conditions are bespoke for this project and therefore be required to be reflected in any form of Sub-contract utilized on the project.
Please refer to PHOS-CN-010 to PHOS-CN-030 for the Contract Procedures.
4.0 PROCUREMENT METHODS
Please refer to PHOS-PR-010 to PHOS-PR-030 for the procurement procedures.
5.0 RESOURCE PROVISIONS
5.1 Manpower/Labour
The number of manpower/labour to be used during the earthworks activities have been identified in the Manpower Histogram.
5.2 Plant Equipment
Typical plant equipment to be used shall consist of:
~ Grease
~ Duct Tape
~ Levelling spirit
~ Welded holding down bolt template
~ 45 T mobile crane
6.0 LOGISTICS PROVISIONS
The logistic control shall be in accordance with the approved Site Logistic Plan and includes wheel wash facilities and traffic management.
7.0 MATERIAL MANAGEMENT SYSTEMS
Please refer to PHOS-CP-040 for the Material Control Procedure.
8.0 CONSTRUCTION METHODS AND TECHNOLOGY
8.1 Installation of Holding Down Bolt
1. Pre – Concreting Stage
• The template and anchor bolt are bolted together. The template used assures that the bolts are positioned correctly.
• The template and concrete reinforcing rebar will be welded together using additional rebar to ensure the position of the anchor bolts is correct. Both top and bottom nuts are tightened to hold the anchor bolts in place.
• The markers on the template are accurately surveyed and positioned
• In the job site, four additional 16 mm diameter rebar will be welded to the reinforcing bars
• The exposed nuts and threaded bars are then greased and taped with ducts tapes for protection during concreting by other contractors and then followed by our grouting
2. Pre – Grouting Stage
• A set of formwork is made along the perimeter of the concrete stump accordingly to the elevation and correct setting out
• The duct tape and nuts are then removed. The templates are then raised to a height of 100 mm above the grouting level
• The markers on the template are accurately re – surveyed and realigned if necessary
• Grout tubes are inserted into the formwork sleeve and grout is then poured into the sleeve
• The template is removed when the grout hardens
8.2 Erection of Lower Roof (Trellis)
Erection Stage – 1
• Preparation works are required to be carried out to determine the level of the column base and if necessary, various thicknesses of steel shims plates are required in order to achieve to the specified height of the overall structure
• Scaffolding needed to be erected on roof slab for easy access to erected structure
• Upon completion proceed with the erection of the steel column marked C1, C2, C3 and C4 respectively in position as shown. Lifting sling of 16 mm diameter x 6 meter long with one end hook to lifting block while the other fixing to a 7 m/ton capacity shackle bolted to a lifting lug provided
• Then erect the columns into position and tightening of all anchor bolts are required. During this process, check the verticality of the column individually
Erection Stage – 2
• Upon the completion of stage 1, proceed with the installation of the main tie girder marked B1 and B2 in position with 2 numbers of 16 mm diameter x 6 mm long lifting wire sling bolted with shackle to lifting lugs provided
• The main tie girder is required to be installed with temporary brackets bolted to column prior to the final adjustment and the execution of the welding works.
Erection Stage – 3
• Then proceed with the installation of the secondary tie girder marked S1, S2 and S3 accordingly with temporary bolting connection
• Upon erected in position and bolted, check the verticality of the column and center line offset between two tie girders to meet the required measurement. The offset point has to be determined during the fabrication at workshop
• The marking of actual position of the secondary tie girder are required to be carried out in advance during the fabrication prior to the commencement of the erection activities
Erection Stage – 4
• After determined the sound verticality and offset measurement required, proceed with the erection of the primary tie girder marked P1, P2, P3 and P4 into position as shown
Erection Stage – 5
• In order to achieve the stability of the erected structure, temporary wire sling are required to be erected diagonally braced as indicated in dotted lines
• Turnbuckle is required at one end of the wire sling for verticality adjustment
• Upon sound stability has been achieved, proceed with the erection of subsequence column marked C5, C6, C7 and C8 respectively
• Refer to stage 1 erection sequence for column installation
Erection Stage – 6
• Refer to stage 2 erection sequence for main tie girder installation
Erection Stage – 7
• Upon installation of the main tie girder in position proceed with the erection of the secondary tie girder marked S4, S5, S6, S7, S8 and S9 subsequently
• At this junction temporary bolted brackets needed for ease erection activities and adjustment during the installation of the next stage
Erection Stage – 8
• Then proceed with the installation of the trellis structure as shown
• All trellis structure is being fabricated into a fully welded segment module form in order to expedite the erection process
• During the erection process, 4 numbers of 16 mm diameter x 6 m long wire sling with 4 numbers of 7 m/ton capacity shackle bolted to lugs provided
Erection Stage – 9
• After the completion of the trellis installation, proceed with the erection of the outer most columns marked C9 to C20 as shown
• Refer to stage 1 erection sequence for column installation
Erection Stage – 10
• Then proceed with the installation of main tie girder marked B5, B6, B7 and B8 respectively
Erection Stage – 11
• The installation of the roof secondary tie girder marked S10 to S15 and perimeter channel members marked M1 to M4 as shown
Erection Stage – 12
• The installation of the gutter channel members as shown
Erection Stage – 13
• Upon completion of the stage 11 and 12 erection sequence, proceed with the installation of the roof purlins bolted to secondary tie girder by cleats provided
• A barge of purlins to be placed on roof structure with crane and installed manually to position until the completion of the whole structure.
Erection Stage – 14
• A bird’s eye view of the complete erected roof structure for zone 3
• Refer to erection sequence 1 to 13 for the installation of zone 1, 2 and 4 of which are similar structural arrangement throughout
8.3 Erection of Upper Roof (North and South)
Erection Stage – 1
• Preparation works are required to be carried out to determine the level of the column base and if necessary, various thicknesses of steel shims plates are required in order to achieve to the specified height of the overall structure
• Scaffolding needed to be erected on roof slab for easy access to erected structure
• Upon completion, proceed with the erection of the steel columns. Erection started with the ‘V’ shape column and followed by the L shape column. Lifting sling with shackle is hook to the column end and lifted to its position which is on top of the wind truss column. This column is welded to the wind truss column
• After finish erecting the ‘V’ column, the main column is erected. Lifting sling is tied to the bend area and columns end. Additional long rope is placed at the column end which is used to control the swinging and to pull the column to its position
• Adjust the columns into position and tightening of all anchor bolts are required. During this process, check the verticality of the column individually
Erection Stage – 2
• Upon the completion of stage 1, proceed with the installation of the tie beam. The erection is started from one end to another end
• Once the tie beam is erected, immediately the gutter frame support is installed which is welded to the columns
Erection Stage – 3
• Then proceed with the installation of the purlins and roofing sheets. The erection is completed.
8.4 Erection of Upper Roof (Main Atrium)
Erection Stage – 1
• Preparation works are required to be carried out to determine the level of the column base and if necessary, various thickness of steel shims plates are required in order to achieve to the specified height of the overall structure.
• Scaffolding needed to be erected on roof slab for easy access to erected structure
• Upon completion, proceed with the erection of the steel columns. Erection started with the ‘V’ shape column and followed by the ‘L’ shape column. Lifting sling with shackle is hook to the column end and lifted to its position which is on top of the wind truss column. This column is welded to the wind truss column.
• After finish erecting the ‘V’ column, the main column is erected. Lifting slings is tied to columns and placed to the stump.
• Adjust the columns into position and tightening all the anchors bolts. During this process, check the verticality of the column individually.
Erection Stage – 2
• Upon the completion of stage 1, proceed with the installation of the transfer beam which is sitting on the columns that we erected previously
• Once the beam is installed, roof beams is erected which is sitting on the transfer beam
• Installation of the tie beam is started when the roof beam is installed completely
• Subsequently, trellis can be erected. The gutter is attached to the trellis
Erection Stage – 3
• Then proceed with the installation of the purlins and roofing sheet. The erection is completed
8.5 Erection of Floor Beam (Main Atrium)
Erection Stage – 1
• Preparation works are required to be carried out to determine the level of the column base and if necessary, various thicknesses of steel shims plates are required in order to achieve to the specified height of the overall structure
• Scaffolding needed to be erected for easy access to erected structure
• All wind truss structure to be fabricated in panel frame which consisted of lower and upper panel as shown. Temporary bolting connections are required for the installation of the upper panel for verticality adjustment prior to the execution of welding works.
• Upon completion of the above basis requirement, proceed the installation of the lower panel frame marked L1 with 2 numbers of 7 m/ton capacity lifting shackle
Erection Stage – 2
• Upon the completion of stage 1, anchorage bolts are required to be tightened and to check verticality of the erected panel prior to the release for next lifting
• Then proceed with the installation of the lower panel frame marked L2 as shown to check verticality of L2 before the installation of the intermediate tie member marked T1 as shown
Erection Stage – 3
• All intermediate tie members are required to be erected between the lower panel frame L1 and L2 respectively before the installation of upper panel frame. The verticality required to be checked throughout the L1 and L2 structure prior to the installation of U1 and U2
• Similar erection sequence to be followed as stage 1 and 2 for the installation of upper panel frame U1 and U2
Erection Stage – 4
• Then proceed with the installation of main tie girder marked E in position. The erection of the main tie girder to be carried out by a 150 m/ton capacity crawler crane with extended fly jib attached to a main boom.
• At this junction, the working radius of the crane is estimated at 52 meter with a safe working load (swl) of 4.3 m/ton. The ultimate dead load of the main tie girder is approximately 3.6 m/ton the swl factor at this working radius is 15%.
• The main tie girder to be bolted firmly to the wind truss prior to the release of the lift. This will secure the main tie girder in position prior to further attachment of inner tie beams as shown.
Erection Stage – 5
• The next erection sequence is the installation of the main girder marked ‘B’ as shown. The dead load of this section is estimated at 7.90 m/ton at a working radius of 32 meter and the ultimate lifting capacity of the crawler crane is 9.40 m/ton which show a swl factor of 15% within the specified working radius
• In order to ensure the stability of the erected girder during the process, a temporary wire sling with turnbuckle on one end are required to be braced to existing R.C structure as indicated.
Erection Stage – 6
• After the structure has been secured, proceed with the installation of the secondary tie beam marked ‘E’ as shown
• Adjustment on the turnbuckle can be made if necessary for the installation of the secondary tie beam which to be bolted between web of main tie girder marked E’ and ‘B’ respectively
Erection Stage – 7
• Then proceed with the erection of the primary tie beam marked ‘F’ as shown until the structure are completely install
Erection Stage – 8
• Upon completion, then proceed with the installation of the intermediate tie beam marked ‘G’ with both ends bolted to web of primary tie beam marked ‘F’ as shown
Erection Stage – 9
• The erection works on intermediate tie beam are to be carried out completely and tightening of all bolting connection before the erection of outer floor beam
• Then erect the main tie girder marked B1, B2, B3 and D respectively. At this stage, temporary staging is required for access during the installation
Erection Stage – 10
• The intermediate floor beam marked ’C’ are required to be installed in position. All connection joints to be bolted and tightened prior to next erection sequence
• No erection works to be carried out at level 7 until the completion of intermediate. Floor beam marked ‘C’ installation and bolted.
Erection Stage – 11
• Then proceed with the erection of the wind truss structure in fabricated panel frame as per stage 1 to stage 3 erection sequences.
• The tie back of L1 panel frame to R.C structure are required prior to the stability of the erected structure throughout the process
• Ensure that structural verticality and offset distant are being achieved throughout the erection process prior to the installation of main tie girder marked A, B4 and H respectively
Erection Stage – 12
• Then complete the erection sequence for lower panel and secure firmly before proceed to upper panel frame refer to stage 3 for erection sequence
• Similar process of erection as per stage 11 for tie back
Erection Stage – 13
• Then proceed with the erection of the wind truss upper frame as shown
• Repeat stage 4 erection sequence until complete
Erection Stage – 14
• Upon completion proceed with the installation of main tie girder marked A, B4, and H accordingly. All bolting connection joints needed to be tightened prior to the release for next lift
Erection Stage – 15
• Lastly, erect all the intermediate floor tie beam marked G throughout until completed
Erection Stage – 16
• A bird’s eye view of the complete erected view of main atrium structure
8.6 Erection of Granite Frame
Erection Stage – 1
• Preparation works are required to be carried out to determine the level of the granite frame base and if necessary, various thickness of steel shims plates are required in order to achieve to the specified height of the overall structure
• Scaffolding needed to be erected for easy access to erected structure
• The holding down bolt holes needs to be drilled on concrete before the installation of granite frame. Anchor stud from Hilti will be used for this purposed and the bolt have to be installed before the frame is erected.
Erection Stage – 2
• Granite frame is assembly on ground before it is erected tom the specified location. The installation will start with triangle tower and followed by the middle top trusses (intermediate truss in between two towers).
Erection Stage – 3
• The tower will be erected once the framing is done assembled on ground
• Two towers need to be installed before the top middle truss can be erected. Once the middle truss has been erected, the frame is ready for installation of the granite stone by the stone’s contractor
Erection Stage – 4
• The erection process is repeated until the granite frame is fully installed along the grid line
8.7 Erection of Wind Truss
Erection Stage – 1
• Preparation work such as lifting lugs has to be done before wind truss can be erected. 2 numbers of 25 mm thick lifting lug are welded to the side (top) of the wind truss. Partial penetration is applied for this welding connection.
• Upon completion of the above, wind truss are not ready to be erected until the level of column has been carried out. If necessary, various thicknesses of steel shims plates are required in order to achieve to the specified height of the overall structure
• Once the preparation work is completed, wind truss can be erected at any time
• Two cranes are required for this type of erection due to the loads of the truss and also due to the size of the member (long and heavy). Another reason for using 2 cranes is to position the truss from horizontal to vertical and also to protect the truss from damage (dragging on the ground) when lifting is in progress. The cranes that will be used for this erection is one tower crane and one 45 ton crawler crane.
Erection Stage – 2
• When the cranes are ready, the crawler crane will be positioned near the base of the truss while the tower crane will be positioned near the top of the truss. Once the truss is hooked to the cranes ( hooked to the provided lifting lug using shackles and lifting belt), truss will be lift concurrently about few meters (3 to 4 meter) high from the ground
• At this stage, the tower crane will lift the truss higher and higher while the crawler crane will adjust the truss to vertical position
• Once the truss is in vertical position, unhooked the crawler crane from the truss and tied 2 or more long ropes to the bottom of the truss. The workers will use this rope to control the truss from swaying when the tower crane swings the truss to its position. Once the truss is placed to the stump, workers will bolt the truss to the holding down bolt
• However, in order to make sure that the column is shifted when doing the erection, the members in between columns will be installed after the columns are erected. Therefore, scaffolding is required while installation of this member is in progress. The process of erection will be repeated until the entire wind truss is erected.
8.7 Erection of Wind Truss
8.7.1 Surface Preparation
• The surface to be coated shall be inspected to ensure that all the prepared surface meets the requirements of specifications
• Solvent cleaning may be used to remove oil, grease, dirt and other contaminants from surfaces prior to painting
• Ensure the damage, broken and loosely adhering coat are removed and feather edged before recoating
• Verified that time interval between surface preparation and coating is not exceeded
8.7.2 Mixing
• Ensure that the mixing is done in accordance with the manufacturer’s recommendation and the painting manual
• Monitor the mixing to see that a through blending of the pigment and the vertical or the component accomplished weather by approved mechanical vibrators or by manual
• Monitor the addition of catalysts, thinner or other constituents to ensure that they used in strict accordance with the manufacturers recommendation
• It may be necessary to consider the use of sieves or strainer to ensure proper mixing and / or blending
• Make sure that cleaning solvent and thinner used to clean brushers, spray equipment or containers is not added to the coating material
8.7.3 Application
• Ensure the coating material applied the number of coats and dry film thickness of each coat is as shown in the approved painting schedule
• No coating system will be applied to any surface whose temporary is below 5 degree C or above 60 degree C unless the coating is especially formulated for these conditions
• Equipment and method of application shall be recommended by the coating manufacturer and approved by the client representative
• Verify that coatings are applied events without runs or sags
• Ensure that each coat has the correct dry film thickness before applying the next coat
• Verify the coating are cured the specified times / temperatures as recommended by the manufacturer
8.7.4 Thickness
• Dry film thickness of coating on steel or ferrous surface shall be measured with a thickness gauge such as the Elometer or Microtest magnetic type gauge or approved equals
• Fry film thickness of coating on non ferrous surface shall be measured with micrometer depth gauge or approval means
• When wet film gauge are used during application, a reasonable allowance shall be made for the subsequent loss of thickness due to the evaporation of volatile solvents when present
8.8 Installation of Spandek
• To measure the exact length and quality of roofing sheet on site
• Preparation of cutting list for rooring deck supplier to roll the metal deck as per require quantity and length
• Install spandek by following the bellows steps :
a. Measure spacing between box beam to box beam
b. Calculate the distance to be off set from beam for the first piece of spandek
c. Lay the first piece of spandek and use self tapping screw to screw at all purling location
d. Lay the second piece of spandek with the end rib lapping to the first piece
e. Repeat step ‘d’ until completion
• Care should be taken to ensure that sufficient workers are available to move the roofing sheets in unison without causing any damage to the roofing sheets
• Install ‘L’ shape flashing along roofing sheet in contact with the box beam.
9.0 CONSTRUCTION PHASING AND WORKFLOW
During secant wall and bored piling construction, excavation for ground anchor installation and basement formation will commence in available areas, generally moving from grids 27/H towards 1/A.
10.0 TRAFFIC MANAGEMENT AND MONITORING
The Logistic Manager and the traffic management contractor shall be responsible for the management and control of the traffic in and out from the construction site.
11.0 SAFETY PROGRAMME
Please refer to PHOS-HS-010 Health and Safety Plan.
12.0 QUALITY ASSURANCE AND CONTROL PROGRAMMES
Please refer to Appendix 15.1 for the Inspection and Test Plan and Appendix 15.2 for the Checklist.
13.0 INDUSTRIAL RELATIONS POLICIES
Not Applicable
14.0 ENVIRONMENTAL MONITORING PROGRAMMES
Please refer to PHOS-EMP-001 Environmental Management Plan
15.0 APPENDICES
15.1 Inspection and Test Plan
15.2 Inspection Checklist Form
15.3 Job Safety Analysis
15.4 Erection of Lower Roof (Trellis)
15.5 Erection of Floor Beam (Main Atrium)
STRUCTURAL STEEL WORK
TABLE OF CONTENTS
1.0 WORK ORGANISATION
2.0 DESIGN CONSTRAINTS AND COORDINATION
3.0 CONTRACTING METHODS
4.0 PROCUREMENT METHODS
5.0 RESOURCE PROVISIONS
6.0 LOGISTICS PROVISIONS
7.0 MATERIAL MANAGEMENT SYSTEMS
8.0 CONSTRUCTION METHODS AND TECHNOLOGY
9.0 CONSTRUCTION PHASING AND WORKFLOW
10.0 TRAFFIC MANAGEMENT AND MONITORING
11.0 SAFETY PROGRAMME
12.0 QUALITY ASSURANCE AND CONTROL PROGRAMMES
13.0 INDUSTRIAL RELATIONS POLICIES
14.0 ENVIRONMENTAL MONITORING PROGRAMMES
15.0 APPENDICES
1.0 INTRODUCTION
This Work Method Statement is describes the construction method intended for the site installation of the structural steel works at Private Hospital Project Jalan Tun Razak
2.0 DESIGN CONSTRAINTS AND COORDINATION
Not Applicable.
3.0 CONTRACTING METHODS
Since PCSB is liable for the performance of any Sub-contractor, it is vital that only companies with proven track records in the relevant activity will be engaged as Sub -contractors.
It is acknowledged that before any part of the works can be sublet, the approval of the Employer’s Representative is required.
The Conditions of Contract have been reviewed by PCSB and particularly those conditions in respect of Sub-contractors. The conditions are bespoke for this project and therefore be required to be reflected in any form of Sub-contract utilized on the project.
Please refer to PHOS-CN-010 to PHOS-CN-030 for the Contract Procedures.
4.0 PROCUREMENT METHODS
Please refer to PHOS-PR-010 to PHOS-PR-030 for the procurement procedures.
5.0 RESOURCE PROVISIONS
5.1 Manpower/Labour
The number of manpower/labour to be used during the earthworks activities have been identified in the Manpower Histogram.
5.2 Plant Equipment
Typical plant equipment to be used shall consist of:
~ Grease
~ Duct Tape
~ Levelling spirit
~ Welded holding down bolt template
~ 45 T mobile crane
6.0 LOGISTICS PROVISIONS
The logistic control shall be in accordance with the approved Site Logistic Plan and includes wheel wash facilities and traffic management.
7.0 MATERIAL MANAGEMENT SYSTEMS
Please refer to PHOS-CP-040 for the Material Control Procedure.
8.0 CONSTRUCTION METHODS AND TECHNOLOGY
8.1 Installation of Holding Down Bolt
1. Pre – Concreting Stage
• The template and anchor bolt are bolted together. The template used assures that the bolts are positioned correctly.
• The template and concrete reinforcing rebar will be welded together using additional rebar to ensure the position of the anchor bolts is correct. Both top and bottom nuts are tightened to hold the anchor bolts in place.
• The markers on the template are accurately surveyed and positioned
• In the job site, four additional 16 mm diameter rebar will be welded to the reinforcing bars
• The exposed nuts and threaded bars are then greased and taped with ducts tapes for protection during concreting by other contractors and then followed by our grouting
2. Pre – Grouting Stage
• A set of formwork is made along the perimeter of the concrete stump accordingly to the elevation and correct setting out
• The duct tape and nuts are then removed. The templates are then raised to a height of 100 mm above the grouting level
• The markers on the template are accurately re – surveyed and realigned if necessary
• Grout tubes are inserted into the formwork sleeve and grout is then poured into the sleeve
• The template is removed when the grout hardens
8.2 Erection of Lower Roof (Trellis)
Erection Stage – 1
• Preparation works are required to be carried out to determine the level of the column base and if necessary, various thicknesses of steel shims plates are required in order to achieve to the specified height of the overall structure
• Scaffolding needed to be erected on roof slab for easy access to erected structure
• Upon completion proceed with the erection of the steel column marked C1, C2, C3 and C4 respectively in position as shown. Lifting sling of 16 mm diameter x 6 meter long with one end hook to lifting block while the other fixing to a 7 m/ton capacity shackle bolted to a lifting lug provided
• Then erect the columns into position and tightening of all anchor bolts are required. During this process, check the verticality of the column individually
Erection Stage – 2
• Upon the completion of stage 1, proceed with the installation of the main tie girder marked B1 and B2 in position with 2 numbers of 16 mm diameter x 6 mm long lifting wire sling bolted with shackle to lifting lugs provided
• The main tie girder is required to be installed with temporary brackets bolted to column prior to the final adjustment and the execution of the welding works.
Erection Stage – 3
• Then proceed with the installation of the secondary tie girder marked S1, S2 and S3 accordingly with temporary bolting connection
• Upon erected in position and bolted, check the verticality of the column and center line offset between two tie girders to meet the required measurement. The offset point has to be determined during the fabrication at workshop
• The marking of actual position of the secondary tie girder are required to be carried out in advance during the fabrication prior to the commencement of the erection activities
Erection Stage – 4
• After determined the sound verticality and offset measurement required, proceed with the erection of the primary tie girder marked P1, P2, P3 and P4 into position as shown
Erection Stage – 5
• In order to achieve the stability of the erected structure, temporary wire sling are required to be erected diagonally braced as indicated in dotted lines
• Turnbuckle is required at one end of the wire sling for verticality adjustment
• Upon sound stability has been achieved, proceed with the erection of subsequence column marked C5, C6, C7 and C8 respectively
• Refer to stage 1 erection sequence for column installation
Erection Stage – 6
• Refer to stage 2 erection sequence for main tie girder installation
Erection Stage – 7
• Upon installation of the main tie girder in position proceed with the erection of the secondary tie girder marked S4, S5, S6, S7, S8 and S9 subsequently
• At this junction temporary bolted brackets needed for ease erection activities and adjustment during the installation of the next stage
Erection Stage – 8
• Then proceed with the installation of the trellis structure as shown
• All trellis structure is being fabricated into a fully welded segment module form in order to expedite the erection process
• During the erection process, 4 numbers of 16 mm diameter x 6 m long wire sling with 4 numbers of 7 m/ton capacity shackle bolted to lugs provided
Erection Stage – 9
• After the completion of the trellis installation, proceed with the erection of the outer most columns marked C9 to C20 as shown
• Refer to stage 1 erection sequence for column installation
Erection Stage – 10
• Then proceed with the installation of main tie girder marked B5, B6, B7 and B8 respectively
Erection Stage – 11
• The installation of the roof secondary tie girder marked S10 to S15 and perimeter channel members marked M1 to M4 as shown
Erection Stage – 12
• The installation of the gutter channel members as shown
Erection Stage – 13
• Upon completion of the stage 11 and 12 erection sequence, proceed with the installation of the roof purlins bolted to secondary tie girder by cleats provided
• A barge of purlins to be placed on roof structure with crane and installed manually to position until the completion of the whole structure.
Erection Stage – 14
• A bird’s eye view of the complete erected roof structure for zone 3
• Refer to erection sequence 1 to 13 for the installation of zone 1, 2 and 4 of which are similar structural arrangement throughout
8.3 Erection of Upper Roof (North and South)
Erection Stage – 1
• Preparation works are required to be carried out to determine the level of the column base and if necessary, various thicknesses of steel shims plates are required in order to achieve to the specified height of the overall structure
• Scaffolding needed to be erected on roof slab for easy access to erected structure
• Upon completion, proceed with the erection of the steel columns. Erection started with the ‘V’ shape column and followed by the L shape column. Lifting sling with shackle is hook to the column end and lifted to its position which is on top of the wind truss column. This column is welded to the wind truss column
• After finish erecting the ‘V’ column, the main column is erected. Lifting sling is tied to the bend area and columns end. Additional long rope is placed at the column end which is used to control the swinging and to pull the column to its position
• Adjust the columns into position and tightening of all anchor bolts are required. During this process, check the verticality of the column individually
Erection Stage – 2
• Upon the completion of stage 1, proceed with the installation of the tie beam. The erection is started from one end to another end
• Once the tie beam is erected, immediately the gutter frame support is installed which is welded to the columns
Erection Stage – 3
• Then proceed with the installation of the purlins and roofing sheets. The erection is completed.
8.4 Erection of Upper Roof (Main Atrium)
Erection Stage – 1
• Preparation works are required to be carried out to determine the level of the column base and if necessary, various thickness of steel shims plates are required in order to achieve to the specified height of the overall structure.
• Scaffolding needed to be erected on roof slab for easy access to erected structure
• Upon completion, proceed with the erection of the steel columns. Erection started with the ‘V’ shape column and followed by the ‘L’ shape column. Lifting sling with shackle is hook to the column end and lifted to its position which is on top of the wind truss column. This column is welded to the wind truss column.
• After finish erecting the ‘V’ column, the main column is erected. Lifting slings is tied to columns and placed to the stump.
• Adjust the columns into position and tightening all the anchors bolts. During this process, check the verticality of the column individually.
Erection Stage – 2
• Upon the completion of stage 1, proceed with the installation of the transfer beam which is sitting on the columns that we erected previously
• Once the beam is installed, roof beams is erected which is sitting on the transfer beam
• Installation of the tie beam is started when the roof beam is installed completely
• Subsequently, trellis can be erected. The gutter is attached to the trellis
Erection Stage – 3
• Then proceed with the installation of the purlins and roofing sheet. The erection is completed
8.5 Erection of Floor Beam (Main Atrium)
Erection Stage – 1
• Preparation works are required to be carried out to determine the level of the column base and if necessary, various thicknesses of steel shims plates are required in order to achieve to the specified height of the overall structure
• Scaffolding needed to be erected for easy access to erected structure
• All wind truss structure to be fabricated in panel frame which consisted of lower and upper panel as shown. Temporary bolting connections are required for the installation of the upper panel for verticality adjustment prior to the execution of welding works.
• Upon completion of the above basis requirement, proceed the installation of the lower panel frame marked L1 with 2 numbers of 7 m/ton capacity lifting shackle
Erection Stage – 2
• Upon the completion of stage 1, anchorage bolts are required to be tightened and to check verticality of the erected panel prior to the release for next lifting
• Then proceed with the installation of the lower panel frame marked L2 as shown to check verticality of L2 before the installation of the intermediate tie member marked T1 as shown
Erection Stage – 3
• All intermediate tie members are required to be erected between the lower panel frame L1 and L2 respectively before the installation of upper panel frame. The verticality required to be checked throughout the L1 and L2 structure prior to the installation of U1 and U2
• Similar erection sequence to be followed as stage 1 and 2 for the installation of upper panel frame U1 and U2
Erection Stage – 4
• Then proceed with the installation of main tie girder marked E in position. The erection of the main tie girder to be carried out by a 150 m/ton capacity crawler crane with extended fly jib attached to a main boom.
• At this junction, the working radius of the crane is estimated at 52 meter with a safe working load (swl) of 4.3 m/ton. The ultimate dead load of the main tie girder is approximately 3.6 m/ton the swl factor at this working radius is 15%.
• The main tie girder to be bolted firmly to the wind truss prior to the release of the lift. This will secure the main tie girder in position prior to further attachment of inner tie beams as shown.
Erection Stage – 5
• The next erection sequence is the installation of the main girder marked ‘B’ as shown. The dead load of this section is estimated at 7.90 m/ton at a working radius of 32 meter and the ultimate lifting capacity of the crawler crane is 9.40 m/ton which show a swl factor of 15% within the specified working radius
• In order to ensure the stability of the erected girder during the process, a temporary wire sling with turnbuckle on one end are required to be braced to existing R.C structure as indicated.
Erection Stage – 6
• After the structure has been secured, proceed with the installation of the secondary tie beam marked ‘E’ as shown
• Adjustment on the turnbuckle can be made if necessary for the installation of the secondary tie beam which to be bolted between web of main tie girder marked E’ and ‘B’ respectively
Erection Stage – 7
• Then proceed with the erection of the primary tie beam marked ‘F’ as shown until the structure are completely install
Erection Stage – 8
• Upon completion, then proceed with the installation of the intermediate tie beam marked ‘G’ with both ends bolted to web of primary tie beam marked ‘F’ as shown
Erection Stage – 9
• The erection works on intermediate tie beam are to be carried out completely and tightening of all bolting connection before the erection of outer floor beam
• Then erect the main tie girder marked B1, B2, B3 and D respectively. At this stage, temporary staging is required for access during the installation
Erection Stage – 10
• The intermediate floor beam marked ’C’ are required to be installed in position. All connection joints to be bolted and tightened prior to next erection sequence
• No erection works to be carried out at level 7 until the completion of intermediate. Floor beam marked ‘C’ installation and bolted.
Erection Stage – 11
• Then proceed with the erection of the wind truss structure in fabricated panel frame as per stage 1 to stage 3 erection sequences.
• The tie back of L1 panel frame to R.C structure are required prior to the stability of the erected structure throughout the process
• Ensure that structural verticality and offset distant are being achieved throughout the erection process prior to the installation of main tie girder marked A, B4 and H respectively
Erection Stage – 12
• Then complete the erection sequence for lower panel and secure firmly before proceed to upper panel frame refer to stage 3 for erection sequence
• Similar process of erection as per stage 11 for tie back
Erection Stage – 13
• Then proceed with the erection of the wind truss upper frame as shown
• Repeat stage 4 erection sequence until complete
Erection Stage – 14
• Upon completion proceed with the installation of main tie girder marked A, B4, and H accordingly. All bolting connection joints needed to be tightened prior to the release for next lift
Erection Stage – 15
• Lastly, erect all the intermediate floor tie beam marked G throughout until completed
Erection Stage – 16
• A bird’s eye view of the complete erected view of main atrium structure
8.6 Erection of Granite Frame
Erection Stage – 1
• Preparation works are required to be carried out to determine the level of the granite frame base and if necessary, various thickness of steel shims plates are required in order to achieve to the specified height of the overall structure
• Scaffolding needed to be erected for easy access to erected structure
• The holding down bolt holes needs to be drilled on concrete before the installation of granite frame. Anchor stud from Hilti will be used for this purposed and the bolt have to be installed before the frame is erected.
Erection Stage – 2
• Granite frame is assembly on ground before it is erected tom the specified location. The installation will start with triangle tower and followed by the middle top trusses (intermediate truss in between two towers).
Erection Stage – 3
• The tower will be erected once the framing is done assembled on ground
• Two towers need to be installed before the top middle truss can be erected. Once the middle truss has been erected, the frame is ready for installation of the granite stone by the stone’s contractor
Erection Stage – 4
• The erection process is repeated until the granite frame is fully installed along the grid line
8.7 Erection of Wind Truss
Erection Stage – 1
• Preparation work such as lifting lugs has to be done before wind truss can be erected. 2 numbers of 25 mm thick lifting lug are welded to the side (top) of the wind truss. Partial penetration is applied for this welding connection.
• Upon completion of the above, wind truss are not ready to be erected until the level of column has been carried out. If necessary, various thicknesses of steel shims plates are required in order to achieve to the specified height of the overall structure
• Once the preparation work is completed, wind truss can be erected at any time
• Two cranes are required for this type of erection due to the loads of the truss and also due to the size of the member (long and heavy). Another reason for using 2 cranes is to position the truss from horizontal to vertical and also to protect the truss from damage (dragging on the ground) when lifting is in progress. The cranes that will be used for this erection is one tower crane and one 45 ton crawler crane.
Erection Stage – 2
• When the cranes are ready, the crawler crane will be positioned near the base of the truss while the tower crane will be positioned near the top of the truss. Once the truss is hooked to the cranes ( hooked to the provided lifting lug using shackles and lifting belt), truss will be lift concurrently about few meters (3 to 4 meter) high from the ground
• At this stage, the tower crane will lift the truss higher and higher while the crawler crane will adjust the truss to vertical position
• Once the truss is in vertical position, unhooked the crawler crane from the truss and tied 2 or more long ropes to the bottom of the truss. The workers will use this rope to control the truss from swaying when the tower crane swings the truss to its position. Once the truss is placed to the stump, workers will bolt the truss to the holding down bolt
• However, in order to make sure that the column is shifted when doing the erection, the members in between columns will be installed after the columns are erected. Therefore, scaffolding is required while installation of this member is in progress. The process of erection will be repeated until the entire wind truss is erected.
8.7 Erection of Wind Truss
8.7.1 Surface Preparation
• The surface to be coated shall be inspected to ensure that all the prepared surface meets the requirements of specifications
• Solvent cleaning may be used to remove oil, grease, dirt and other contaminants from surfaces prior to painting
• Ensure the damage, broken and loosely adhering coat are removed and feather edged before recoating
• Verified that time interval between surface preparation and coating is not exceeded
8.7.2 Mixing
• Ensure that the mixing is done in accordance with the manufacturer’s recommendation and the painting manual
• Monitor the mixing to see that a through blending of the pigment and the vertical or the component accomplished weather by approved mechanical vibrators or by manual
• Monitor the addition of catalysts, thinner or other constituents to ensure that they used in strict accordance with the manufacturers recommendation
• It may be necessary to consider the use of sieves or strainer to ensure proper mixing and / or blending
• Make sure that cleaning solvent and thinner used to clean brushers, spray equipment or containers is not added to the coating material
8.7.3 Application
• Ensure the coating material applied the number of coats and dry film thickness of each coat is as shown in the approved painting schedule
• No coating system will be applied to any surface whose temporary is below 5 degree C or above 60 degree C unless the coating is especially formulated for these conditions
• Equipment and method of application shall be recommended by the coating manufacturer and approved by the client representative
• Verify that coatings are applied events without runs or sags
• Ensure that each coat has the correct dry film thickness before applying the next coat
• Verify the coating are cured the specified times / temperatures as recommended by the manufacturer
8.7.4 Thickness
• Dry film thickness of coating on steel or ferrous surface shall be measured with a thickness gauge such as the Elometer or Microtest magnetic type gauge or approved equals
• Fry film thickness of coating on non ferrous surface shall be measured with micrometer depth gauge or approval means
• When wet film gauge are used during application, a reasonable allowance shall be made for the subsequent loss of thickness due to the evaporation of volatile solvents when present
8.8 Installation of Spandek
• To measure the exact length and quality of roofing sheet on site
• Preparation of cutting list for rooring deck supplier to roll the metal deck as per require quantity and length
• Install spandek by following the bellows steps :
a. Measure spacing between box beam to box beam
b. Calculate the distance to be off set from beam for the first piece of spandek
c. Lay the first piece of spandek and use self tapping screw to screw at all purling location
d. Lay the second piece of spandek with the end rib lapping to the first piece
e. Repeat step ‘d’ until completion
• Care should be taken to ensure that sufficient workers are available to move the roofing sheets in unison without causing any damage to the roofing sheets
• Install ‘L’ shape flashing along roofing sheet in contact with the box beam.
9.0 CONSTRUCTION PHASING AND WORKFLOW
During secant wall and bored piling construction, excavation for ground anchor installation and basement formation will commence in available areas, generally moving from grids 27/H towards 1/A.
10.0 TRAFFIC MANAGEMENT AND MONITORING
The Logistic Manager and the traffic management contractor shall be responsible for the management and control of the traffic in and out from the construction site.
11.0 SAFETY PROGRAMME
Please refer to PHOS-HS-010 Health and Safety Plan.
12.0 QUALITY ASSURANCE AND CONTROL PROGRAMMES
Please refer to Appendix 15.1 for the Inspection and Test Plan and Appendix 15.2 for the Checklist.
13.0 INDUSTRIAL RELATIONS POLICIES
Not Applicable
14.0 ENVIRONMENTAL MONITORING PROGRAMMES
Please refer to PHOS-EMP-001 Environmental Management Plan
15.0 APPENDICES
15.1 Inspection and Test Plan
15.2 Inspection Checklist Form
15.3 Job Safety Analysis
15.4 Erection of Lower Roof (Trellis)
15.5 Erection of Floor Beam (Main Atrium)
WMS Site Clearing and Demolition Work
WORKS METHOD STATEMENT
SITE CLEARING AND DEMOLITION WORKS
TABLE OF CONTENTS
1.0 INTRODUCTION
2.0 DESIGN CONSTRAINTS AND COORDINATION
3.0 CONTRACTING METHODS
4.0 PROCUREMENT METHODS
5.0 RESOURCE PROVISIONS
6.0 LOGISTICS PROVISIONS
7.0 MATERIAL MANAGEMENT SYSTEMS
8.0 CONSTRUCTION METHODS AND TECHNOLOGY
9.0 CONSTRUCTION PHASING AND WORKFLOW
10.0 TRAFFIC MANAGEMENT AND MONITORING
11.0 SAFETY PROGRAMME
12.0 QUALITY ASSURANCE AND CONTROL PROGRAMMES
13.0 INDUSTRIAL RELATIONS POLICIES
14.0 ENVIRONMENTAL MONITORING PROGRAMMES
15.0 APPENDICES
1.0 INTRODUCTION
This Work Method Statement describes the method of which the site clearing and demolition works are carried out at the project site.
2.0 DESIGN CONSTRAINTS AND COORDINATION
Not Applicable
3.0 CONTRACTING METHODS
The Conditions of Contract have been reviewed by PCSB and particularly those conditions in respect of Sub-PCSBs. The conditions are bespoke for this project and therefore be required to be reflected in any form of Sub-contract utilized on the project.
Please refer to PHOS-CN-010 to PHOS-CN-030 for the Contract Procedures.
4.0 PROCUREMENT METHODS
Since PCSB is liable for the performance of any subcontractor, it is vital that only companies with proven track records in the relevant activity will be engaged as subcontractor.
It is acknowledged that before any part of the works can be sublet, the approval of the Employer’s Representative is required.
Please refer to PHOS-PR-010 to PHOS-PR-030 for the procurement procedures.
5.0 RESOURCE PROVISIONS
5.1 Manpower/Labour
The number of manpower/labour to be used during the earthworks activities have been identified in the Manpower record.
5.2 Plant Equipment
Typical plant equipment to be used shall consist of:
~ 20 T excavators
~ 30 T excavators
~ D6 dozers
~ Bobcats
~ 20 T 6x4 road trucks
~ Water trucks
~ Vibrating rollers
~ Water pumps
6.0 LOGISTICS PROVISIONS
The logistic control shall be in accordance with the approved Site Logistic Plan.
7.0 MATERIAL MANAGEMENT SYSTEMS
Please refer to PHOS-CP-040 for the Material Control Procedure.
8.0 CONSTRUCTION METHODS AND TECHNOLOGY
8.1 Site Clearing Works
Prior to the commencement of works, the setting out shall be carried out by the qualified Surveyor to ensure the extent of which the site clearance works is required. Please refer to Survey Works Method Statement.
* Temporary fencing and hoarding shall be identified and installed prior to the site clearing works. Hoarding to be type 1 except where it faces Lot 310. Refer to appendix 15.3.
The construction team shall identify the trees and structures to be preserved for retention and protection. Should it requires to be removed and demolished, then the Logistic Manager shall arrange for the demolition and tree removal permit to the relevant Authority.
During the site clearing works, the following shall be monitored:
• Extent of the site clearing works
• Grubbing out of roots
• Removal of rubbish, vegetable matter etc from site
• Removal and diversion of existing utilities
Details of other site works are described in the Earthworks Method Statement.
8.2 Diversion and Protection of Services
All existing utilities and services, etc. which come within the area of works shall be disconnected or diverted by the relevant authority.
The Construction Manager shall provide cable/services detecting devices to locate any retained services at the proposed line of excavation.
8.3 Permit for Demolition Works
The Logistic Manager shall be responsible for the application for permit to commence demolition works from the relevant authority.
8.4 Materials Arising from the Demolition
All existing ornamental fixtures, frames, etc. shall become the property of the owner after demolition. The construction team shall exercise care and take necessary precautions during removal of the above said items from the building and delivered them to designated locations before the demolition of the structure.
All other materials arising from the demolition are to become the property of PCSB. Materials are to be carted away from site to a place provided by PCSB.
8.5 Removal of Debris from Site
The Logistic Manager shall arrange for the removal of debris from site to the approval dumping site. On no account shall debris or other materials be deposited under filled areas. Burning of debris on site shall not be permitted.
8.6 Temporary Drains and Desilting Pits
The construction team shall construct temporary drains system and desilting pits to the approval of the Employer’s Representative after the demolition works.
9.0 CONSTRUCTION PHASING AND WORKFLOW
The phase on site clearing and demolition works is included in the Earthwork Work Method Statement.
10.0 TRAFFIC MANAGEMENT AND MONITORING
10.1 Maintenance of Existing Roads, Footpaths and Service Drains, Etc.
The construction team shall maintain all existing site excess, roads, footpath, service drain, etc. and reinstate any damage caused by any reason whatsoever during the progress of the works.
It will be the Logistic Manager’s responsibility to ensure that ingress and egress to the site are kept free from obstruction brought about by the work on this site and in no way shall cause hindrance to traffic or ancillary works either by his own vehicles or by his work people, material, etc.
11.0 SAFETY PROGRAMME
11.1 Safety Hoarding, Temporary Works and Public Safety
The Logistic Manager shall be responsible for submission of plans and drawings to the relevant Authorities for the construction of all the necessary temporary fencing and protection hoardings, temporary drains and desilting pits, safety nettings, screens,etc. for the works.
The Logistic Manager shall provide adequate signboards at all strategic positions warning the public to keep away from the work site and erect temporary fencing and barriers where necessary around the site to prevent unauthorized trespassing during works.
11.2 Pollution and Disturbance
The HSSE Manager shall be responsible to take necessary measures to ensure that noise and air pollutions are orderly controlled to satisfy the full requirements of the relevant authorities.
He shall also ensure that disturbance due to noise and air pollutions caused by the works to the neighbourhoods and public are kept to an absolute minimum.
In particular, the HSSE Manager shall ensure that the existing driveway areas are constantly wet to prevent excessive dust / air pollution during the demolition work.
12.0 QUALITY ASSURANCE AND CONTROL PROGRAMMES
Please refer to Appendix 15.1 for the Inspection and Test Plan and Appendix 15.2 for the Site Clearing and Demolition Works Checklist.
13.0 INDUSTRIAL RELATIONS POLICIES
Not Applicable
14.0 ENVIRONMENTAL MONITORING PROGRAMMES
Please refer to PHOS-EMP-001 Environmental Management Plan
15.0 APPENDICES
Appendix 15.1- Inspection and Test Plan – Site Clearing and Demolition Works
Appendix 15.2 – Inspection Checklist - Site Clearing and Demolition Works
Appendix 15.3 – Temporary Hoarding Details
SITE CLEARING AND DEMOLITION WORKS
TABLE OF CONTENTS
1.0 INTRODUCTION
2.0 DESIGN CONSTRAINTS AND COORDINATION
3.0 CONTRACTING METHODS
4.0 PROCUREMENT METHODS
5.0 RESOURCE PROVISIONS
6.0 LOGISTICS PROVISIONS
7.0 MATERIAL MANAGEMENT SYSTEMS
8.0 CONSTRUCTION METHODS AND TECHNOLOGY
9.0 CONSTRUCTION PHASING AND WORKFLOW
10.0 TRAFFIC MANAGEMENT AND MONITORING
11.0 SAFETY PROGRAMME
12.0 QUALITY ASSURANCE AND CONTROL PROGRAMMES
13.0 INDUSTRIAL RELATIONS POLICIES
14.0 ENVIRONMENTAL MONITORING PROGRAMMES
15.0 APPENDICES
1.0 INTRODUCTION
This Work Method Statement describes the method of which the site clearing and demolition works are carried out at the project site.
2.0 DESIGN CONSTRAINTS AND COORDINATION
Not Applicable
3.0 CONTRACTING METHODS
The Conditions of Contract have been reviewed by PCSB and particularly those conditions in respect of Sub-PCSBs. The conditions are bespoke for this project and therefore be required to be reflected in any form of Sub-contract utilized on the project.
Please refer to PHOS-CN-010 to PHOS-CN-030 for the Contract Procedures.
4.0 PROCUREMENT METHODS
Since PCSB is liable for the performance of any subcontractor, it is vital that only companies with proven track records in the relevant activity will be engaged as subcontractor.
It is acknowledged that before any part of the works can be sublet, the approval of the Employer’s Representative is required.
Please refer to PHOS-PR-010 to PHOS-PR-030 for the procurement procedures.
5.0 RESOURCE PROVISIONS
5.1 Manpower/Labour
The number of manpower/labour to be used during the earthworks activities have been identified in the Manpower record.
5.2 Plant Equipment
Typical plant equipment to be used shall consist of:
~ 20 T excavators
~ 30 T excavators
~ D6 dozers
~ Bobcats
~ 20 T 6x4 road trucks
~ Water trucks
~ Vibrating rollers
~ Water pumps
6.0 LOGISTICS PROVISIONS
The logistic control shall be in accordance with the approved Site Logistic Plan.
7.0 MATERIAL MANAGEMENT SYSTEMS
Please refer to PHOS-CP-040 for the Material Control Procedure.
8.0 CONSTRUCTION METHODS AND TECHNOLOGY
8.1 Site Clearing Works
Prior to the commencement of works, the setting out shall be carried out by the qualified Surveyor to ensure the extent of which the site clearance works is required. Please refer to Survey Works Method Statement.
* Temporary fencing and hoarding shall be identified and installed prior to the site clearing works. Hoarding to be type 1 except where it faces Lot 310. Refer to appendix 15.3.
The construction team shall identify the trees and structures to be preserved for retention and protection. Should it requires to be removed and demolished, then the Logistic Manager shall arrange for the demolition and tree removal permit to the relevant Authority.
During the site clearing works, the following shall be monitored:
• Extent of the site clearing works
• Grubbing out of roots
• Removal of rubbish, vegetable matter etc from site
• Removal and diversion of existing utilities
Details of other site works are described in the Earthworks Method Statement.
8.2 Diversion and Protection of Services
All existing utilities and services, etc. which come within the area of works shall be disconnected or diverted by the relevant authority.
The Construction Manager shall provide cable/services detecting devices to locate any retained services at the proposed line of excavation.
8.3 Permit for Demolition Works
The Logistic Manager shall be responsible for the application for permit to commence demolition works from the relevant authority.
8.4 Materials Arising from the Demolition
All existing ornamental fixtures, frames, etc. shall become the property of the owner after demolition. The construction team shall exercise care and take necessary precautions during removal of the above said items from the building and delivered them to designated locations before the demolition of the structure.
All other materials arising from the demolition are to become the property of PCSB. Materials are to be carted away from site to a place provided by PCSB.
8.5 Removal of Debris from Site
The Logistic Manager shall arrange for the removal of debris from site to the approval dumping site. On no account shall debris or other materials be deposited under filled areas. Burning of debris on site shall not be permitted.
8.6 Temporary Drains and Desilting Pits
The construction team shall construct temporary drains system and desilting pits to the approval of the Employer’s Representative after the demolition works.
9.0 CONSTRUCTION PHASING AND WORKFLOW
The phase on site clearing and demolition works is included in the Earthwork Work Method Statement.
10.0 TRAFFIC MANAGEMENT AND MONITORING
10.1 Maintenance of Existing Roads, Footpaths and Service Drains, Etc.
The construction team shall maintain all existing site excess, roads, footpath, service drain, etc. and reinstate any damage caused by any reason whatsoever during the progress of the works.
It will be the Logistic Manager’s responsibility to ensure that ingress and egress to the site are kept free from obstruction brought about by the work on this site and in no way shall cause hindrance to traffic or ancillary works either by his own vehicles or by his work people, material, etc.
11.0 SAFETY PROGRAMME
11.1 Safety Hoarding, Temporary Works and Public Safety
The Logistic Manager shall be responsible for submission of plans and drawings to the relevant Authorities for the construction of all the necessary temporary fencing and protection hoardings, temporary drains and desilting pits, safety nettings, screens,etc. for the works.
The Logistic Manager shall provide adequate signboards at all strategic positions warning the public to keep away from the work site and erect temporary fencing and barriers where necessary around the site to prevent unauthorized trespassing during works.
11.2 Pollution and Disturbance
The HSSE Manager shall be responsible to take necessary measures to ensure that noise and air pollutions are orderly controlled to satisfy the full requirements of the relevant authorities.
He shall also ensure that disturbance due to noise and air pollutions caused by the works to the neighbourhoods and public are kept to an absolute minimum.
In particular, the HSSE Manager shall ensure that the existing driveway areas are constantly wet to prevent excessive dust / air pollution during the demolition work.
12.0 QUALITY ASSURANCE AND CONTROL PROGRAMMES
Please refer to Appendix 15.1 for the Inspection and Test Plan and Appendix 15.2 for the Site Clearing and Demolition Works Checklist.
13.0 INDUSTRIAL RELATIONS POLICIES
Not Applicable
14.0 ENVIRONMENTAL MONITORING PROGRAMMES
Please refer to PHOS-EMP-001 Environmental Management Plan
15.0 APPENDICES
Appendix 15.1- Inspection and Test Plan – Site Clearing and Demolition Works
Appendix 15.2 – Inspection Checklist - Site Clearing and Demolition Works
Appendix 15.3 – Temporary Hoarding Details
WMS Sewerage Manhole
WORKS METHOD STATEMENT
CONNECTING OF SEWERAGE MANHOLE FROM NEW MANHOLE TOWARDS EXISTING MANHOLE ACROSS JALAN BUKIT BINTANG
APPROVAL
TABLE OF CONTENTS
1.0 INTRODUCTION
2.0 DESIGN CONSTRAINTS AND COORDINATION
3.0 CONTRACTING METHODS
4.0 PROCUREMENT METHODS
5.0 RESOURCE PROVISIONS
6.0 LOGISTICS PROVISIONS
7.0 MATERIAL MANAGEMENT SYSTEMS
8.0 CONSTRUCTION METHODS AND TECHNOLOGY
9.0 CONSTRUCTION PHASING AND WORKFLOW
10.0 TRAFFIC MANAGEMENT AND MONITORING
11.0 SAFETY PROGRAMME
12.0 QUALITY ASSURANCE AND CONTROL PROGRAMMES
13.0 INDUSTRIAL RELATIONS POLICIES
14.0 ENVIRONMENTAL MONITORING PROGRAMMES
15.0 APPENDICES
1.0 INTRODUCTION
This Work Method Statement describes the connecting of sewerage manhole from new manhole towards existing manhole across Jalan Bukit Bintang
2.0 DESIGN CONSTRAINT
- Nil
3.0 CONTRACTING METHOD
The Condition of Contract has been reviewed by PCSB and particularly those conditions in respect of Sub-PCSBs. The conditions are bespoke for this project and therefore be required to be reflected in any form of Sub-contract utilized on the project.
4.0 PROCUREMENT METHODS
Since PCSB is liable for performance of any subcontractor, it is vital that only companies with proven track records in the relevant activity will be engaged as subcontractor.
It is acknowledge that before any part of the work can be sublet, the approval of the employer’s representative is required.
Refer to PHOS-CN-010 to PHOS-CN-030 for the contract procedure
5.0 RESOURCE PROVISIONS
5.1 Manpower / Labour
The number of manpower/labour to be used during the installation activities shall be identified in the Manpower record.
5.2 Plant Equipment / Machinery
- JCB Backhoe
- JCB Backhoe (Stone Breaker) – If Required
- 8 Tones Lorry
- 1 Tone Lorry
- Milling Machine
- 10 Tones Roller
- 2 Tones Roller / Compactor
- Temporary Camp
- MS Plate
- Mobile Crane (If required)
6.0 LOGISTICS PROVISION
The logistic control shall be accordance with the approved Site Logistic Plan
7.0 MATERIAL MANAGEMENT SYSTEMS
Refer to PHOS-CP-040 for Material Control Procedure
8.0 CONSTRUCTION METHODS AND TECHNOLOGY
8.1 General
The connecting of 225 mm clay pipe is to connect the Private Hospital Project sewerage line into the main sewer line.
8.2 Connection of Existing Manhole at Jalan Bukit Bintang
The proposed sewerage mains shall be connected to the existing manhole no
12 -1-12 located in Jalan Bukit Bintang from proposed MH – A1. The connection shall be carried out during night time preferably on a Saturday night to minimize the disruption to traffic. Before the commencement of the work the following shall be obtained for:
Dewan Bandaraya Kuala Lumpur (DBKL)
• Permission for the half closure of one direction traffic toward Jalan Tun Razak along Jalan Bukit Bintang where the connection is to be made.
• Approval of traffic management plan (To be submitted when making application to DBKL)
In water consortium, the connection work shall only commence when all the internal sewer line has been completed.
• Permission to make connection.
The sequence of connection work is as follow:
• Water is continuously pump into the upstream manhole of existing MH 12-1-12 so that the sludge in the manhole can be as cleaned as possible for working within
• Fresh air is continuously pump into the manhole so that it is safe for worker to work inside the manhole
• The existing road should be sawn cut and starting from the existing manhole excavation shall be carried out to expose the existing manhole
• Upon the exposure of the existing manhole, hacking shall be carried out by using pneumatic breaker to opening for connection. Care must be taken to ensure that the opening is just sufficient to accommodate the pipe to avoid excessive patching later.
• Immediately after the first pipe has been slotted into the existing manhole, the over break in the existing manhole shall be seal with epoxy.
• Trenching and laying of the 225 mm diameter sewer pipe shall continue until a stage where after backfilling a four metre road width can be formed.
• Backfill material shall be sand up to sub – grade level then follow by crusher run base course.
• A 25 mm thick steel plate of suitable width shall be placed on the crusher run base course and the traffic directed to this area.
• The pipe laying shall then be continued until it reaches manhole A1. The trench shall then be backfilled as aforesaid.
• The steel plate shall then be removed and aphetic concrete apply to the trench on top of the prepared base course.
9.0 CONSTRUCTION PHASING AND WORKFLOW
The phase on installation works is included in the Master Programmed.
10.0 TRAFFIC MANAGEMENT AND MONITORING
Make sure no obstruction to site traffic flow. Logistic and safety department will monitor closely
11.0 SAFETY PROGRAMME
11.1 Safety Hoarding, Temporary Works and Public Safety
The Logistic Manager shall be responsible for submission of plans and drawings to the relevant
The Logistic Manager shall provide adequate signboards at all strategic positions warning the public to keep away from the work site and erect temporary fencing and barriers where necessary around the site to prevent unauthorized trespassing during works.
11.2 Personal Safety
The HSSE Manager shall be responsible to take necessary measures to ensure that workers are constantly in safe working condition.
12.0 QUALITY ASSURANCE AND CONTROL PROGRAMMES
Please refer to appendix 15.1 for inspection test plan for underground cable laying
13.0 INDUSTRIAL RELATIONS POLICIES
- Not Applicable
14.0 ENVIRONMENT MONITORING PROGRAMMES
Please refer to PHOS-EMP-001 Environment Management Plan
15.0 APPENDICES
Appendix 15.1 – Inspection Test Plan
Appendix 15.2 – Job Safety Analysis
CONNECTING OF SEWERAGE MANHOLE FROM NEW MANHOLE TOWARDS EXISTING MANHOLE ACROSS JALAN BUKIT BINTANG
APPROVAL
TABLE OF CONTENTS
1.0 INTRODUCTION
2.0 DESIGN CONSTRAINTS AND COORDINATION
3.0 CONTRACTING METHODS
4.0 PROCUREMENT METHODS
5.0 RESOURCE PROVISIONS
6.0 LOGISTICS PROVISIONS
7.0 MATERIAL MANAGEMENT SYSTEMS
8.0 CONSTRUCTION METHODS AND TECHNOLOGY
9.0 CONSTRUCTION PHASING AND WORKFLOW
10.0 TRAFFIC MANAGEMENT AND MONITORING
11.0 SAFETY PROGRAMME
12.0 QUALITY ASSURANCE AND CONTROL PROGRAMMES
13.0 INDUSTRIAL RELATIONS POLICIES
14.0 ENVIRONMENTAL MONITORING PROGRAMMES
15.0 APPENDICES
1.0 INTRODUCTION
This Work Method Statement describes the connecting of sewerage manhole from new manhole towards existing manhole across Jalan Bukit Bintang
2.0 DESIGN CONSTRAINT
- Nil
3.0 CONTRACTING METHOD
The Condition of Contract has been reviewed by PCSB and particularly those conditions in respect of Sub-PCSBs. The conditions are bespoke for this project and therefore be required to be reflected in any form of Sub-contract utilized on the project.
4.0 PROCUREMENT METHODS
Since PCSB is liable for performance of any subcontractor, it is vital that only companies with proven track records in the relevant activity will be engaged as subcontractor.
It is acknowledge that before any part of the work can be sublet, the approval of the employer’s representative is required.
Refer to PHOS-CN-010 to PHOS-CN-030 for the contract procedure
5.0 RESOURCE PROVISIONS
5.1 Manpower / Labour
The number of manpower/labour to be used during the installation activities shall be identified in the Manpower record.
5.2 Plant Equipment / Machinery
- JCB Backhoe
- JCB Backhoe (Stone Breaker) – If Required
- 8 Tones Lorry
- 1 Tone Lorry
- Milling Machine
- 10 Tones Roller
- 2 Tones Roller / Compactor
- Temporary Camp
- MS Plate
- Mobile Crane (If required)
6.0 LOGISTICS PROVISION
The logistic control shall be accordance with the approved Site Logistic Plan
7.0 MATERIAL MANAGEMENT SYSTEMS
Refer to PHOS-CP-040 for Material Control Procedure
8.0 CONSTRUCTION METHODS AND TECHNOLOGY
8.1 General
The connecting of 225 mm clay pipe is to connect the Private Hospital Project sewerage line into the main sewer line.
8.2 Connection of Existing Manhole at Jalan Bukit Bintang
The proposed sewerage mains shall be connected to the existing manhole no
12 -1-12 located in Jalan Bukit Bintang from proposed MH – A1. The connection shall be carried out during night time preferably on a Saturday night to minimize the disruption to traffic. Before the commencement of the work the following shall be obtained for:
Dewan Bandaraya Kuala Lumpur (DBKL)
• Permission for the half closure of one direction traffic toward Jalan Tun Razak along Jalan Bukit Bintang where the connection is to be made.
• Approval of traffic management plan (To be submitted when making application to DBKL)
In water consortium, the connection work shall only commence when all the internal sewer line has been completed.
• Permission to make connection.
The sequence of connection work is as follow:
• Water is continuously pump into the upstream manhole of existing MH 12-1-12 so that the sludge in the manhole can be as cleaned as possible for working within
• Fresh air is continuously pump into the manhole so that it is safe for worker to work inside the manhole
• The existing road should be sawn cut and starting from the existing manhole excavation shall be carried out to expose the existing manhole
• Upon the exposure of the existing manhole, hacking shall be carried out by using pneumatic breaker to opening for connection. Care must be taken to ensure that the opening is just sufficient to accommodate the pipe to avoid excessive patching later.
• Immediately after the first pipe has been slotted into the existing manhole, the over break in the existing manhole shall be seal with epoxy.
• Trenching and laying of the 225 mm diameter sewer pipe shall continue until a stage where after backfilling a four metre road width can be formed.
• Backfill material shall be sand up to sub – grade level then follow by crusher run base course.
• A 25 mm thick steel plate of suitable width shall be placed on the crusher run base course and the traffic directed to this area.
• The pipe laying shall then be continued until it reaches manhole A1. The trench shall then be backfilled as aforesaid.
• The steel plate shall then be removed and aphetic concrete apply to the trench on top of the prepared base course.
9.0 CONSTRUCTION PHASING AND WORKFLOW
The phase on installation works is included in the Master Programmed.
10.0 TRAFFIC MANAGEMENT AND MONITORING
Make sure no obstruction to site traffic flow. Logistic and safety department will monitor closely
11.0 SAFETY PROGRAMME
11.1 Safety Hoarding, Temporary Works and Public Safety
The Logistic Manager shall be responsible for submission of plans and drawings to the relevant
The Logistic Manager shall provide adequate signboards at all strategic positions warning the public to keep away from the work site and erect temporary fencing and barriers where necessary around the site to prevent unauthorized trespassing during works.
11.2 Personal Safety
The HSSE Manager shall be responsible to take necessary measures to ensure that workers are constantly in safe working condition.
12.0 QUALITY ASSURANCE AND CONTROL PROGRAMMES
Please refer to appendix 15.1 for inspection test plan for underground cable laying
13.0 INDUSTRIAL RELATIONS POLICIES
- Not Applicable
14.0 ENVIRONMENT MONITORING PROGRAMMES
Please refer to PHOS-EMP-001 Environment Management Plan
15.0 APPENDICES
Appendix 15.1 – Inspection Test Plan
Appendix 15.2 – Job Safety Analysis
WMS Road
WORKS METHOD STATEMENT
ROAD WORK
TABLE OF CONTENTS
1.0 INTRODUCTION
2.0 DESIGN CONSTRAINTS AND COORDINATION
3.0 CONTRACTING METHODS
4.0 PROCUREMENT METHODS
5.0 RESOURCE PROVISIONS
6.0 LOGISTICS PROVISIONS
7.0 MATERIAL MANAGEMENT SYSTEMS
8.0 CONSTRUCTION METHODS AND TECHNOLOGY
9.0 CONSTRUCTION PHASING AND WORKFLOW
10.0 TRAFFIC MANAGEMENT AND MONITORING
11.0 SAFETY PROGRAMME
12.0 QUALITY ASSURANCE AND CONTROL PROGRAMMES
13.0 INDUSTRIAL RELATIONS POLICIES
14.0 ENVIRONMENTAL MONITORING PROGRAMMES
15.0 APPENDICES
1.0 INTRODUCTION
This Work Method Statement is to outline the apply and lay pavement for the road construction consisting 75 mm quarry dust/sand sub – base, 300 mm thick crusher run base, 50 mm asphaltic concrete binder course and 40 mm asphaltic wearing course.
2.0 DESIGN CONSTRAINT
- Nil
3.0 CONTRACTING METHOD
The Condition of Contract has been reviewed by PCSB and particularly those conditions in respect of Sub-PCSBs. The conditions are bespoke for this project and therefore be required to be reflected in any form of Sub-contract utilized on the project.
4.0 PROCUREMENT METHODS
Since PCSB is liable for performance of any subcontractor, it is vital that only companies with proven track records in the relevant activity will be engaged as subcontractor.
It is acknowledge that before any part of the work can be sublet, the approval of the employer’s representative is required.
Refer to PHOS-CN-010 to PHOS-CN-030 for the contract procedure
5.0 RESOURCE PROVISIONS
5.1 Manpower / Labour
The number of manpower/labour to be used during the installation activities shall be identified in the Manpower record.
5.2 Plant Equipment / Machinery
- Hydraulic excavator EX 200
- Ford 500 back pusher
- Dynapac CA 25 vibratory roller
- Dynapac CC21 vibratory tandem roller
- Dynapac WP20 pneumatic tyred roller
- Technics self propelled bitumen distributor
- Vogele super 1502 asphalt paver
6.0 LOGISTICS PROVISION
The logistic control shall be accordance with the approved Site Logistic Plan
7.0 MATERIAL MANAGEMENT SYSTEMS
Refer to PHOS-CP-040 for Material Control Procedure
8.0 CONSTRUCTION METHODS AND TECHNOLOGY
8.1 The Construction Base
• Works shall commence on accepted and approved area of sub grade
• Approved sub base materials shall be delivered to site by tippers trucks
• Laying and spreading in full width of the sub base material shall be carried out using back pushers or other approved mechanical plant.
• Compaction using vibratory roller or vibratory compactor after spreading in a single layer
• The surface of the sub base shall be finished to the grade and line required by the drawings.
8.2 The Construction Road Base
• Works shall commence on site upon approval and acceptance of the sub base layer.
• Approved road base materials shall be delivered to site by tipper trucks.
• Laying and spreading in full width of the road base materials shall be carried out using back pushers and motor grader or other approved mechanical plant.
• Compaction using vibratory roller shall commence when the moisture content is + 3.0 % of the optimum value. Compaction shall be carried out in a single layer.
• The surface of the road base shall be finished to the grade and line as required by the drawings.
• Compaction requirement – method of compaction to achieve not less than 95% of the maximum dry density as determined by BS 1377 test 13 (4.5 kg rammer method).
8.3 Spraying Prime Coat
• Works shall commence on site upon approval and acceptance of the road base layer.
• The surface to receive the prime coat (SS1–K) shall be free from all loose material and standing water.
• The approved prime coat (SS1-K) shall be sprayed by bitumen emulsion self propelled.
• The rate for spreading the prime coat shall be 0.8 to 1.2 litres/m2
8.4 Construction of Asphaltic Concrete Binder Course
• Works shall commence on site upon approval and acceptance of the base course sprayed with prime coat.
• The surface to receive the asphaltic binder course shall be plant mixer (paving plant and process continuous drum mixer) with bitumen content as established in the job standard mixture.
• The approved asphaltic concrete binder course shall be delivered to site by tipper trucks. To prevent the loss of heat, the mixture shall be covered by tarpaulin.
• The asphaltic concrete binder course shall be laid by Vogele super 1502 paver or equivalent in the single layer.
• If the laid surface in open textured, back casting shall be carried out and the bigger size aggregates removed before rolling.
• At the end of the paving operation, the transverse joint shall be feathered down. Vertical join shall be providing for the operation of paving.
• Compaction shall be carried out using the specific/equivalent type of compactors as stated in the road work specification :
1. Dynapac CC21 Vibratory Tandem roller
2. Dynapac WP20 Pneumatic Tyred roller
3. Technics self propelled bitumen distributor
4. Vogele super 1502 asphalt paver
• Rolling shall be always commencing from the lower to the higher side of the carriageway. The minimum rolling temperature shall be 120 degree Celsius.
• The surface of the asphaltic concrete binder course shall be finished to the grade and line as required by the drawing.
• Compaction requirement – method of compaction to achieved field density of not less than 98% of the Marshall density of the job standard mixture or as per specification.
8.5 Spraying Tack Coat
• Works shall commence on site upon approval and acceptance of the asphaltic concrete binder course.
• The surface to receive the tack coat (K1-40) shall be free from all loose material and standing water.
• The approved tack coat (K1-40) will be sprayed by bitumen emulsion self propelled.
8.6 Construction of Asphaltic Concrete Wearing Course
• Works shall commence on site upon approval and acceptance of the asphaltic concrete binder course sprayed with tack coat.
• The surface to receive the asphaltic concrete wearing course shall be freed of all dirt, loose materials and standing water by sweeping.
• The asphaltic concrete wearing course shall be plant mixer (paving palnt and processes continuous drum mixer) with bitumen content as established in the job standard mixture.
• The approved asphaltic concrete wearing shall be delivered to site by tipper trucks. To prevent the loss of hear, the mixture shall be covered by tarpaulin.
• The asphaltic concrete wearing course shall be laid by vogele super 1502 paver or equivalent in single layer.
• If the laid surface in open textured, back casting shall be carried out and the bigger size aggregates removed before rolling.
• At the end of the paving operation, the trasverse joint shall be feathered down. Vertical joint shall be providing for the operation of paving.
• Compaction shall be carried out using the specified/equivalent type of compactors and the rolling pattern shall be as per established during the trial lay.
• Rolling shall be always commence from the lower to the higher side of the crriageaway. The minimum rolling temperature shall be 120 degree Celsius.
• The surface of the the asphaltic concrete wearing course shall be finished to the grade and line as required by the drawing.
• Compaction requirement – method of compaction to achieve field density of not less than 98% of the Marshall density of the job standard mixture or as per specification.
8.7 California Bearing Ratio (CBR)
• The CBR test equipment was set up on the selected location.
• Load was applied penetratively into location by constant rate.
• The readings of the proving ring from 0 mm to 7.5 mm penetration were then recorded.
• A force versus penetration curve was the plotted.
• CBR at 2.5 mm and 5.0 mm penetration were then calculated out from plot.
• The CBR of the location were then taken from the large value either 2.5 mm or 5.0 mm.
9.0 CONSTRUCTION PHASING AND WORKFLOW
The phase on installation works is included in the Master Programmed.
10.0 TRAFFIC MANAGEMENT AND MONITORING
Make sure no obstruction to site traffic flow. Logistic and safety department will monitor closely
11.0 SAFETY PROGRAMME
11.1 Safety Hoarding, Temporary Works and Public Safety
The Logistic Manager shall be responsible for submission of plans and drawings to the relevant
The Logistic Manager shall provide adequate signboards at all strategic positions warning the public to keep away from the work site and erect temporary fencing and barriers where necessary around the site to prevent unauthorized trespassing during works.
11.2 Personal Safety
The HSSE Manager shall be responsible to take necessary measures to ensure that workers are constantly in safe working condition.
12.0 QUALITY ASSURANCE AND CONTROL PROGRAMMES
Please refer to appendix 15.1 for inspection test plan and appendix 15.2 for inspection checklist.
13.0 INDUSTRIAL RELATIONS POLICIES
- Not Applicable
14.0 ENVIRONMENT MONITORING PROGRAMMES
Please refer to PHOS-EMP-001 Environment Management Plan
15.0 APPENDICES
Appendix 15.1 – Inspection Test Plan
Appendix 15.2 – Inspection Checklist
Appendix 15.3 – Job Safety Analysis
ROAD WORK
TABLE OF CONTENTS
1.0 INTRODUCTION
2.0 DESIGN CONSTRAINTS AND COORDINATION
3.0 CONTRACTING METHODS
4.0 PROCUREMENT METHODS
5.0 RESOURCE PROVISIONS
6.0 LOGISTICS PROVISIONS
7.0 MATERIAL MANAGEMENT SYSTEMS
8.0 CONSTRUCTION METHODS AND TECHNOLOGY
9.0 CONSTRUCTION PHASING AND WORKFLOW
10.0 TRAFFIC MANAGEMENT AND MONITORING
11.0 SAFETY PROGRAMME
12.0 QUALITY ASSURANCE AND CONTROL PROGRAMMES
13.0 INDUSTRIAL RELATIONS POLICIES
14.0 ENVIRONMENTAL MONITORING PROGRAMMES
15.0 APPENDICES
1.0 INTRODUCTION
This Work Method Statement is to outline the apply and lay pavement for the road construction consisting 75 mm quarry dust/sand sub – base, 300 mm thick crusher run base, 50 mm asphaltic concrete binder course and 40 mm asphaltic wearing course.
2.0 DESIGN CONSTRAINT
- Nil
3.0 CONTRACTING METHOD
The Condition of Contract has been reviewed by PCSB and particularly those conditions in respect of Sub-PCSBs. The conditions are bespoke for this project and therefore be required to be reflected in any form of Sub-contract utilized on the project.
4.0 PROCUREMENT METHODS
Since PCSB is liable for performance of any subcontractor, it is vital that only companies with proven track records in the relevant activity will be engaged as subcontractor.
It is acknowledge that before any part of the work can be sublet, the approval of the employer’s representative is required.
Refer to PHOS-CN-010 to PHOS-CN-030 for the contract procedure
5.0 RESOURCE PROVISIONS
5.1 Manpower / Labour
The number of manpower/labour to be used during the installation activities shall be identified in the Manpower record.
5.2 Plant Equipment / Machinery
- Hydraulic excavator EX 200
- Ford 500 back pusher
- Dynapac CA 25 vibratory roller
- Dynapac CC21 vibratory tandem roller
- Dynapac WP20 pneumatic tyred roller
- Technics self propelled bitumen distributor
- Vogele super 1502 asphalt paver
6.0 LOGISTICS PROVISION
The logistic control shall be accordance with the approved Site Logistic Plan
7.0 MATERIAL MANAGEMENT SYSTEMS
Refer to PHOS-CP-040 for Material Control Procedure
8.0 CONSTRUCTION METHODS AND TECHNOLOGY
8.1 The Construction Base
• Works shall commence on accepted and approved area of sub grade
• Approved sub base materials shall be delivered to site by tippers trucks
• Laying and spreading in full width of the sub base material shall be carried out using back pushers or other approved mechanical plant.
• Compaction using vibratory roller or vibratory compactor after spreading in a single layer
• The surface of the sub base shall be finished to the grade and line required by the drawings.
8.2 The Construction Road Base
• Works shall commence on site upon approval and acceptance of the sub base layer.
• Approved road base materials shall be delivered to site by tipper trucks.
• Laying and spreading in full width of the road base materials shall be carried out using back pushers and motor grader or other approved mechanical plant.
• Compaction using vibratory roller shall commence when the moisture content is + 3.0 % of the optimum value. Compaction shall be carried out in a single layer.
• The surface of the road base shall be finished to the grade and line as required by the drawings.
• Compaction requirement – method of compaction to achieve not less than 95% of the maximum dry density as determined by BS 1377 test 13 (4.5 kg rammer method).
8.3 Spraying Prime Coat
• Works shall commence on site upon approval and acceptance of the road base layer.
• The surface to receive the prime coat (SS1–K) shall be free from all loose material and standing water.
• The approved prime coat (SS1-K) shall be sprayed by bitumen emulsion self propelled.
• The rate for spreading the prime coat shall be 0.8 to 1.2 litres/m2
8.4 Construction of Asphaltic Concrete Binder Course
• Works shall commence on site upon approval and acceptance of the base course sprayed with prime coat.
• The surface to receive the asphaltic binder course shall be plant mixer (paving plant and process continuous drum mixer) with bitumen content as established in the job standard mixture.
• The approved asphaltic concrete binder course shall be delivered to site by tipper trucks. To prevent the loss of heat, the mixture shall be covered by tarpaulin.
• The asphaltic concrete binder course shall be laid by Vogele super 1502 paver or equivalent in the single layer.
• If the laid surface in open textured, back casting shall be carried out and the bigger size aggregates removed before rolling.
• At the end of the paving operation, the transverse joint shall be feathered down. Vertical join shall be providing for the operation of paving.
• Compaction shall be carried out using the specific/equivalent type of compactors as stated in the road work specification :
1. Dynapac CC21 Vibratory Tandem roller
2. Dynapac WP20 Pneumatic Tyred roller
3. Technics self propelled bitumen distributor
4. Vogele super 1502 asphalt paver
• Rolling shall be always commencing from the lower to the higher side of the carriageway. The minimum rolling temperature shall be 120 degree Celsius.
• The surface of the asphaltic concrete binder course shall be finished to the grade and line as required by the drawing.
• Compaction requirement – method of compaction to achieved field density of not less than 98% of the Marshall density of the job standard mixture or as per specification.
8.5 Spraying Tack Coat
• Works shall commence on site upon approval and acceptance of the asphaltic concrete binder course.
• The surface to receive the tack coat (K1-40) shall be free from all loose material and standing water.
• The approved tack coat (K1-40) will be sprayed by bitumen emulsion self propelled.
8.6 Construction of Asphaltic Concrete Wearing Course
• Works shall commence on site upon approval and acceptance of the asphaltic concrete binder course sprayed with tack coat.
• The surface to receive the asphaltic concrete wearing course shall be freed of all dirt, loose materials and standing water by sweeping.
• The asphaltic concrete wearing course shall be plant mixer (paving palnt and processes continuous drum mixer) with bitumen content as established in the job standard mixture.
• The approved asphaltic concrete wearing shall be delivered to site by tipper trucks. To prevent the loss of hear, the mixture shall be covered by tarpaulin.
• The asphaltic concrete wearing course shall be laid by vogele super 1502 paver or equivalent in single layer.
• If the laid surface in open textured, back casting shall be carried out and the bigger size aggregates removed before rolling.
• At the end of the paving operation, the trasverse joint shall be feathered down. Vertical joint shall be providing for the operation of paving.
• Compaction shall be carried out using the specified/equivalent type of compactors and the rolling pattern shall be as per established during the trial lay.
• Rolling shall be always commence from the lower to the higher side of the crriageaway. The minimum rolling temperature shall be 120 degree Celsius.
• The surface of the the asphaltic concrete wearing course shall be finished to the grade and line as required by the drawing.
• Compaction requirement – method of compaction to achieve field density of not less than 98% of the Marshall density of the job standard mixture or as per specification.
8.7 California Bearing Ratio (CBR)
• The CBR test equipment was set up on the selected location.
• Load was applied penetratively into location by constant rate.
• The readings of the proving ring from 0 mm to 7.5 mm penetration were then recorded.
• A force versus penetration curve was the plotted.
• CBR at 2.5 mm and 5.0 mm penetration were then calculated out from plot.
• The CBR of the location were then taken from the large value either 2.5 mm or 5.0 mm.
9.0 CONSTRUCTION PHASING AND WORKFLOW
The phase on installation works is included in the Master Programmed.
10.0 TRAFFIC MANAGEMENT AND MONITORING
Make sure no obstruction to site traffic flow. Logistic and safety department will monitor closely
11.0 SAFETY PROGRAMME
11.1 Safety Hoarding, Temporary Works and Public Safety
The Logistic Manager shall be responsible for submission of plans and drawings to the relevant
The Logistic Manager shall provide adequate signboards at all strategic positions warning the public to keep away from the work site and erect temporary fencing and barriers where necessary around the site to prevent unauthorized trespassing during works.
11.2 Personal Safety
The HSSE Manager shall be responsible to take necessary measures to ensure that workers are constantly in safe working condition.
12.0 QUALITY ASSURANCE AND CONTROL PROGRAMMES
Please refer to appendix 15.1 for inspection test plan and appendix 15.2 for inspection checklist.
13.0 INDUSTRIAL RELATIONS POLICIES
- Not Applicable
14.0 ENVIRONMENT MONITORING PROGRAMMES
Please refer to PHOS-EMP-001 Environment Management Plan
15.0 APPENDICES
Appendix 15.1 – Inspection Test Plan
Appendix 15.2 – Inspection Checklist
Appendix 15.3 – Job Safety Analysis
WMS Railing and Balustrade
WORKS METHOD STATEMENT
RAILING AND BALUSTRADING
TABLE OF CONTENTS
1.0 WORK ORGANISATION
2.0 DESIGN CONSTRAINTS AND COORDINATION
3.0 CONTRACTING METHODS
4.0 PROCUREMENT METHODS
5.0 RESOURCE PROVISIONS
6.0 LOGISTICS PROVISIONS
7.0 MATERIAL MANAGEMENT SYSTEMS
8.0 CONSTRUCTION METHODS AND TECHNOLOGY
9.0 CONSTRUCTION PHASING AND WORKFLOW
10.0 TRAFFIC MANAGEMENT AND MONITORING
11.0 SAFETY PROGRAMME
12.0 QUALITY ASSURANCE AND CONTROL PROGRAMMES
13.0 INDUSTRIAL RELATIONS POLICIES
14.0 ENVIRONMENTAL MONITORING PROGRAMMES
15.0 APPENDICES
1.0 INTRODUCTION
This purpose of this method statement is ensure that the railing (stainless steel) and balustrade works is carried out in a controlled and systematic manner that in all respect confirm to the specification.
2.0 DESIGN CONSTRAINTS AND COORDINATION
Not Applicable.
3.0 CONTRACTING METHODS
Since PCSB is liable for the performance of any Sub-contractor, it is vital that only companies with proven track records in the relevant activity will be engaged as Sub -contractors.
It is acknowledged that before any part of the works can be sublet, the approval of the Employer’s Representative is required.
The Conditions of Contract have been reviewed by PCSB and particularly those conditions in respect of Sub-contractors. The conditions are bespoke for this project and therefore be required to be reflected in any form of Sub-contract utilized on the project.
Please refer to PHOS-CN-010 to PHOS-CN-030 for the Contract Procedures.
4.0 PROCUREMENT METHODS
Please refer to PHOS-PR-010 to PHOS-PR-030 for the procurement procedures.
5.0 RESOURCE PROVISIONS
5.1 Manpower/Labour
The number of manpower/labour to be used during the earthworks activities have been identified in the Manpower Histogram.
5.2 Plant Equipment
Typical plant equipment to be used shall consist of:
• Spectra physics laser level
• Topcon digital thedolite leveling
• Argon welding machine
• Steel welding machine
• Hand drill
• Mobile air compressor
6.0 LOGISTICS PROVISIONS
The logistic control shall be in accordance with the approved Site Logistic Plan and includes wheel wash facilities and traffic management.
7.0 MATERIAL MANAGEMENT SYSTEMS
Please refer to PHOS-CP-040 for the Material Control Procedure.
8.0 CONSTRUCTION METHODS AND TECHNOLOGY
8.1 Handling Material
1. Temporary Storage Area
• Upon arrival of the crates at the temporary storage area, check the quantity of the crates and the crate number against the purchase order and the delivery order to ensure that the correct quantity and crate number are delivered to site
• Unload the crates to the specific area in the temporary storage area
• The crates shall be stored sector by sector for retrieval when they are required to be transported to the required area
2. Installation Location
• Forklifts are employed to transport the crates to a specific where the crates will be hoisted up to the respective floor where the granite are required for installation
• At the respective floor, the crates will be conveyed to the respective installation location where they are required for installation
• Open the crates and remove the crates for installation
8.2 Installation for Floor Finishes – Semi Dry Method
1. Surface Preparation
• The RC floor slab must be aged for at least 6 weeks (preferably longer) before the cement – sand screed is laid
• The RC surface must be dry, sound and free of contamination for example grease, dust, laitance, oil and etc which might impair adhesion between cement – sand screed and RC floor slab
2. Bonding Agent
• To ensure that cement – sand screed adheres securely onto the RC slab surface, a Bonding Agent is recommended to be applied at the interface of the screed and RC floor slab
• For the purpose, mix 1 part Belle Multi Bond, latex admixture to 1.5 part of Ordinary Portland Cement (OPC) by volume
• Mix until a thin slurry consistency is obtained. Mechanical mixing is recommended. Apply bond agent onto RC surface using brush, roller or broom at thickness not more than 1 mm.
• While the bonding agent is still wet or tacky, the cement sand mortar must be immediately placed over it for best bonding results.
• Where a screed is to be constructed as an unbounded screed at thickness of 50 mm or more, a bonding agent is unnecessary. For screed in excess of 50 mm reinforcement with steel fabric / wire mesh at its mid bed is recommended to prevent curling of the screed.
3. Granite Slab Setting Bed
• For installation of white colour 1200 x 600 x 25 mm granite slabs onto matured cement sand screed at internal floor areas, use Belcem Marblefix White, a white colour, water resistant, ultra thick bed, cement based adhesive complying to BS 5980:1980 (MS 1295:1992) fpor a type 1 class AA adhesive or ANSI A 118.1 :1992
• When fixing dense granite slabs or those treated with a water repellent impregnator, Belcem Marblefex must be incorporated with Belcem Admix plus, a latex admixture in replacement of gauging water
• Apply / spread adhesive onto substrate with a thick bed solid notched trowel at trowelled thickness of approximately 6 – 9 mm.
• For large format granite slabs, a thin coat of adhesive (approximately 3.0 mm) may need to be back buttered to the granite slabs back, before it is bedded onto the spread adhesive bed. This will ensure solid bed fixing granite back in full contact with adhesive bed.
• Press or knock granites firmly onto spread adhesive bed followed by slight sliding action to ensure good contact with adhesive bed, eliminate hollow areas or air voids and to adjust the finish level.
• Apply/spread adhesive to small areas at a time (approximately 1 m2 ) to avoid surface drying (skin over) of the adhesive.
• Allow granite slab installation to set for approx 24 – 48 hours before it is subjected to light footed traffic during grouting
• Mix ratio : 6 – 7 liters Belcem Admix Plus to 20 kg Belcem Granite Fix
• Open time : approximately 15 minutes depending on atmospheric condition
• Pot life : approximately 3 – 4 hours depending on atmospheric condition
8.3 Grouting / Pointing
8.3.1 Internal Dry Areas
• For internal wet areas, granite joints should be grouted with Belcem Fine Grout, coloured, water resistant, cement based suitable for joints up to 3 mm wide
• When grouting to internal dry areas, mix grout with clean water only. Mix with a mechanical mixer until a uniform coloured, thin creamy consistency is obtained.
8.3.2 Internal Wet Areas
• For internal wet areas, granite joints should be grouted with Belcem Fine Grout, coloured, water resistant, cement based suitable for joints up to 3 mm wide.
• When grouting to internal wet areas, mix grout with Belcem GT Mix I, a latex admixture in replacement of gauging water. Mix with a mechanical mixer until a uniform coloured, thin creamy consistency is obtained.
• Latex modified grout offers greater resistant to penetration of water, improved durability, flexural strength, compressive strength and adhesion to side of granites.
• Allocate joints of approximately 2mm wide between granite slabs.
• Apply grout with a rubber squeegee / float and ensure that joints are fully compacted with grouting material.
• Clean excess grout promptly using a damp cloth or sponge.
• Allow grout to set for at least 24 – 48 hours (preferably longer) before granite slab installation are subjected to normal service condition.
• Mix Ratio – 8 litres Belcem GT-Mix I (Clean water) : 20 kg (1 : 2.5)
8.3.3 Movement Joints
• Movement joints must be incorporated where necessary; complying to the requirements of BS 5385 : Part 1 : 1990 : Clause 20 & BS 5385 : Part 5 : 1990 : Clause 27.
8.4 Installation for Wall Granite – Toppin Bracket System
8.4.1 General Consideration
• Granite panels shall be installed about 100mm clear of wall.
• All fixing accessories such as brackets, extension plate shall be made of aluminium, washer, bolt, nut shall be made of stainless steel grade SUS 304.
• Where C-lipped channels to be used, it shall be hot-dipped galvanized (for sub-framing).
• All SHS shall be of mild steel and hot-dipped galvanized after fabrication.
• All welding works shall be of fillet weld. Welding works done on site will be dressed off welding spatters and coated over with galvanized paint.
8.4.2 Setting Out
• Setting out shall be carried out based on reference points provided by the main contractor.
• From these reference point, the reference level is transferred to the external surface of the column / wall by using a leveling instrument. The level for the fabricated truss shall be measured by using a measuring tape. A string is tied across the two extreme ends of the elevation at the marked level for the first elevation. The level for all intermediate columns / wall marked off the taut string. This is repeated for the other elevations.
• Similarly gridlines are set out based on the control points provided by the main contractor. The gridline is marked off from the control points onto columns/walls. The grid line on the last column/wall shall be tied back to the gridline provided by the main contractor. If the tie back does not tally with the measurement in the drawing the whole sequence is checked and repeated if necessary.
• After all the levels and grid lines have been marked on each column/wall, the position of the brackets including the hole position are marked using different colours, e.g. yellow or black for restrains brackets and red for dead-load brackets.
• Marked fabricated truss/channel position on column/wall.
8.4.3 Installation
• Drill holes into column / wall to accommodate fixing accessories, using :
1. Long SST plates or L brackets are welded on to the galvanized RHS frame exactly marked for the fixing of the granite panel.
2. Position of the Toppin Back Hole Bolts are marked exactly behind the granite panel to match the location of the long SST plates or L brackets welded on the hollow section frame. Using a special machine holes are drilled behind the granite panels at the exact position, approximately 20mm in depth.
3. The back bolt is fixed and tightened with nut and washer with extension plates. This predrill back bolt granite panels will be hoisted to exact locations of the welded L angle or plate.
4. During installation, the adjustable toppin system slot hole will accommodate any adjustment required about 20mm to suit site conditions.
• Using prefabricate truss / C-channel (where the design require sub-framing) – Only when necessary or site condition confirm.
1. Insert anchor bolt into holes drilled in the column / wall / beam / floor.
2. Mount prefabricated truss / vertical C-channel and tighten nut.
3. Check verticality and alignment of truss / channel.
4. Mount bracket / horizontal channel onto predrilled hole in truss/channel by means of bolt and nut with washer. To the predrilled hole in the free length of the bracket is inserted a dowel pin. Align the bracket with the dowel pin, embedded in Tenax glue, in the predrilled holes in the granite slabs.
• Apply approved sealant to the back and sides of the granite. Allow to dry.
• Each piece of stone is supported at the back by four toppin brackets bolted to SST plates or L angle welded to the hollow section frame.
• Ensure that the first (bottom) row of granite is aligned, leveled and properly fixed o the hollow section frame.
• The next row will be installed on top of the first row of slabs.
• Check verticality and alignment of each slab.
• Leave finished work square, regular, true to line, level and plane with a satisfactory at all junctions.
• Tape a sheet of 1000g polystyrene over granite and cover with plywood to a height of 1.2m for protection of the installed granite.
• of 7 m/ton capacity lifting shackle
Erection Stage – 2
• Upon the completion of stage 1, anchorage bolts are required to be tightened and to check verticality of the erected panel prior to the release for next lifting
• Then proceed with the installation of the lower panel frame marked L2 as shown to check verticality of L2 before the installation of the intermediate tie member marked T1 as shown
Erection Stage – 3
• All intermediate tie members are required to be erected between the lower panel frame L1 and L2 respectively before the installation of upper panel frame. The verticality required to be checked throughout the L1 and L2 structure prior to the installation of U1 and U2
• Similar erection sequence to be followed as stage 1 and 2 for the installation of upper panel frame U1 and U2
Erection Stage – 4
• Then proceed with the installation of main tie girder marked E in position. The erection of the main tie girder to be carried out by a 150 m/ton capacity crawler crane with extended fly jib attached to a main boom.
• At this junction, the working radius of the crane is estimated at 52 meter with a safe working load (swl) of 4.3 m/ton. The ultimate dead load of the main tie girder is approximately 3.6 m/ton the swl factor at this working radius is 15%.
• The main tie girder to be bolted firmly to the wind truss prior to the release of the lift. This will secure the main tie girder in position prior to further attachment of inner tie beams as shown.
Erection Stage – 5
• The next erection sequence is the installation of the main girder marked ‘B’ as shown. The dead load of this section is estimated at 7.90 m/ton at a working radius of 32 meter and the ultimate lifting capacity of the crawler crane is 9.40 m/ton which show a swl factor of 15% within the specified working radius
• In order to ensure the stability of the erected girder during the process, a temporary wire sling with turnbuckle on one end are required to be braced to existing R.C structure as indicated.
Erection Stage – 6
• After the structure has been secured, proceed with the installation of the secondary tie beam marked ‘E’ as shown
• Adjustment on the turnbuckle can be made if necessary for the installation of the secondary tie beam which to be bolted between web of main tie girder marked E’ and ‘B’ respectively
Erection Stage – 7
• Then proceed with the erection of the primary tie beam marked ‘F’ as shown until the structure are completely install
Erection Stage – 8
• Upon completion, then proceed with the installation of the intermediate tie beam marked ‘G’ with both ends bolted to web of primary tie beam marked ‘F’ as shown
Erection Stage – 9
• The erection works on intermediate tie beam are to be carried out completely and tightening of all bolting connection before the erection of outer floor beam
• Then erect the main tie girder marked B1, B2, B3 and D respectively. At this stage, temporary staging is required for access during the installation
Erection Stage – 10
• The intermediate floor beam marked ’C’ are required to be installed in position. All connection joints to be bolted and tightened prior to next erection sequence
• No erection works to be carried out at level 7 until the completion of intermediate. Floor beam marked ‘C’ installation and bolted.
Erection Stage – 11
• Then proceed with the erection of the wind truss structure in fabricated panel frame as per stage 1 to stage 3 erection sequences.
• The tie back of L1 panel frame to R.C structure are required prior to the stability of the erected structure throughout the process
• Ensure that structural verticality and offset distant are being achieved throughout the erection process prior to the installation of main tie girder marked A, B4 and H respectively
Erection Stage – 12
• Then complete the erection sequence for lower panel and secure firmly before proceed to upper panel frame refer to stage 3 for erection sequence
• Similar process of erection as per stage 11 for tie back
Erection Stage – 13
• Then proceed with the erection of the wind truss upper frame as shown
• Repeat stage 4 erection sequence until complete
Erection Stage – 14
• Upon completion proceed with the installation of main tie girder marked A, B4, and H accordingly. All bolting connection joints needed to be tightened prior to the release for next lift
Erection Stage – 15
• Lastly, erect all the intermediate floor tie beam marked G throughout until completed
Erection Stage – 16
• A bird’s eye view of the complete erected view of main atrium structure
8.5 Erection of Granite Frame
Erection Stage – 1
• Preparation works are required to be carried out to determine the level of the granite frame base and if necessary, various thickness of steel shims plates are required in order to achieve to the specified height of the overall structure
• Scaffolding needed to be erected for easy access to erected structure
• The holding down bolt holes needs to be drilled on concrete before the installation of granite frame. Anchor stud from Hilti will be used for this purposed and the bolt have to be installed before the frame is erected.
Erection Stage – 2
• Granite frame is assembly on ground before it is erected tom the specified location. The installation will start with triangle tower and followed by the middle top trusses (intermediate truss in between two towers).
Erection Stage – 3
• The tower will be erected once the framing is done assembled on ground
• Two towers need to be installed before the top middle truss can be erected. Once the middle truss has been erected, the frame is ready for installation of the granite stone by the stone’s contractor
Erection Stage – 4
• The erection process is repeated until the granite frame is fully installed along the grid line
8.7 Erection of Wind Truss
Erection Stage – 1
• Preparation work such as lifting lugs has to be done before wind truss can be erected. 2 numbers of 25 mm thick lifting lug are welded to the side (top) of the wind truss. Partial penetration is applied for this welding connection.
• Upon completion of the above, wind truss are not ready to be erected until the level of column has been carried out. If necessary, various thicknesses of steel shims plates are required in order to achieve to the specified height of the overall structure
• Once the preparation work is completed, wind truss can be erected at any time
• Two cranes are required for this type of erection due to the loads of the truss and also due to the size of the member (long and heavy). Another reason for using 2 cranes is to position the truss from horizontal to vertical and also to protect the truss from damage (dragging on the ground) when lifting is in progress. The cranes that will be used for this erection is one tower crane and one 45 ton crawler crane.
Erection Stage – 2
• When the cranes are ready, the crawler crane will be positioned near the base of the truss while the tower crane will be positioned near the top of the truss. Once the truss is hooked to the cranes ( hooked to the provided lifting lug using shackles and lifting belt), truss will be lift concurrently about few meters (3 to 4 meter) high from the ground
• At this stage, the tower crane will lift the truss higher and higher while the crawler crane will adjust the truss to vertical position
• Once the truss is in vertical position, unhooked the crawler crane from the truss and tied 2 or more long ropes to the bottom of the truss. The workers will use this rope to control the truss from swaying when the tower crane swings the truss to its position. Once the truss is placed to the stump, workers will bolt the truss to the holding down bolt
• However, in order to make sure that the column is shifted when doing the erection, the members in between columns will be installed after the columns are erected. Therefore, scaffolding is required while installation of this member is in progress. The process of erection will be repeated until the entire wind truss is erected.
8.6 Erection of Wind Truss
8.6.1 Surface Preparation
• The surface to be coated shall be inspected to ensure that all the prepared surface meets the requirements of specifications
• Solvent cleaning may be used to remove oil, grease, dirt and other contaminants from surfaces prior to painting
• Ensure the damage, broken and loosely adhering coat are removed and feather edged before recoating
• Verified that time interval between surface preparation and coating is not exceeded
8.6.2 Mixing
• Ensure that the mixing is done in accordance with the manufacturer’s recommendation and the painting manual
• Monitor the mixing to see that a through blending of the pigment and the vertical or the component accomplished weather by approved mechanical vibrators or by manual
• Monitor the addition of catalysts, thinner or other constituents to ensure that they used in strict accordance with the manufacturers recommendation
• It may be necessary to consider the use of sieves or strainer to ensure proper mixing and / or blending
• Make sure that cleaning solvent and thinner used to clean brushers, spray equipment or containers is not added to the coating material
8.6.3 Application
• Ensure the coating material applied the number of coats and dry film thickness of each coat is as shown in the approved painting schedule
• No coating system will be applied to any surface whose temporary is below 5 degree C or above 60 degree C unless the coating is especially formulated for these conditions
• Equipment and method of application shall be recommended by the coating manufacturer and approved by the client representative
• Verify that coatings are applied events without runs or sags
• Ensure that each coat has the correct dry film thickness before applying the next coat
• Verify the coating are cured the specified times / temperatures as recommended by the manufacturer
8.6.4 Thickness
• Dry film thickness of coating on steel or ferrous surface shall be measured with a thickness gauge such as the Elometer or Microtest magnetic type gauge or approved equals
• Fry film thickness of coating on non ferrous surface shall be measured with micrometer depth gauge or approval means
• When wet film gauge are used during application, a reasonable allowance shall be made for the subsequent loss of thickness due to the evaporation of volatile solvents when present
8.8 Installation of Spandek
• To measure the exact length and quality of roofing sheet on site
• Preparation of cutting list for rooring deck supplier to roll the metal deck as per require quantity and length
• Install spandek by following the bellows steps :
a. Measure spacing between box beam to box beam
b. Calculate the distance to be off set from beam for the first piece of spandek
c. Lay the first piece of spandek and use self tapping screw to screw at all purling location
d. Lay the second piece of spandek with the end rib lapping to the first piece
e. Repeat step ‘d’ until completion
• Care should be taken to ensure that sufficient workers are available to move the roofing sheets in unison without causing any damage to the roofing sheets
• Install ‘L’ shape flashing along roofing sheet in contact with the box beam.
9.0 CONSTRUCTION PHASING AND WORKFLOW
During secant wall and bored piling construction, excavation for ground anchor installation and basement formation will commence in available areas, generally moving from grids 27/H towards 1/A.
10.0 TRAFFIC MANAGEMENT AND MONITORING
The Logistic Manager and the traffic management contractor shall be responsible for the management and control of the traffic in and out from the construction site.
11.0 SAFETY PROGRAMME
Please refer to PHOS-HS-010 Health and Safety Plan.
12.0 QUALITY ASSURANCE AND CONTROL PROGRAMMES
Please refer to Appendix 15.1 for the Inspection and Test Plan and Appendix 15.2 for the Checklist.
13.0 INDUSTRIAL RELATIONS POLICIES
Not Applicable
14.0 ENVIRONMENTAL MONITORING PROGRAMMES
Please refer to PHOS-EMP-001 Environmental Management Plan
15.0 APPENDICES
15.1 Inspection and Test Plan
15.2 Inspection Checklist Form
15.3 Job Safety Analysis
15.4 Erection of Lower Roof (Trellis)
15.5 Erection of Floor Beam (Main Atrium)
RAILING AND BALUSTRADING
TABLE OF CONTENTS
1.0 WORK ORGANISATION
2.0 DESIGN CONSTRAINTS AND COORDINATION
3.0 CONTRACTING METHODS
4.0 PROCUREMENT METHODS
5.0 RESOURCE PROVISIONS
6.0 LOGISTICS PROVISIONS
7.0 MATERIAL MANAGEMENT SYSTEMS
8.0 CONSTRUCTION METHODS AND TECHNOLOGY
9.0 CONSTRUCTION PHASING AND WORKFLOW
10.0 TRAFFIC MANAGEMENT AND MONITORING
11.0 SAFETY PROGRAMME
12.0 QUALITY ASSURANCE AND CONTROL PROGRAMMES
13.0 INDUSTRIAL RELATIONS POLICIES
14.0 ENVIRONMENTAL MONITORING PROGRAMMES
15.0 APPENDICES
1.0 INTRODUCTION
This purpose of this method statement is ensure that the railing (stainless steel) and balustrade works is carried out in a controlled and systematic manner that in all respect confirm to the specification.
2.0 DESIGN CONSTRAINTS AND COORDINATION
Not Applicable.
3.0 CONTRACTING METHODS
Since PCSB is liable for the performance of any Sub-contractor, it is vital that only companies with proven track records in the relevant activity will be engaged as Sub -contractors.
It is acknowledged that before any part of the works can be sublet, the approval of the Employer’s Representative is required.
The Conditions of Contract have been reviewed by PCSB and particularly those conditions in respect of Sub-contractors. The conditions are bespoke for this project and therefore be required to be reflected in any form of Sub-contract utilized on the project.
Please refer to PHOS-CN-010 to PHOS-CN-030 for the Contract Procedures.
4.0 PROCUREMENT METHODS
Please refer to PHOS-PR-010 to PHOS-PR-030 for the procurement procedures.
5.0 RESOURCE PROVISIONS
5.1 Manpower/Labour
The number of manpower/labour to be used during the earthworks activities have been identified in the Manpower Histogram.
5.2 Plant Equipment
Typical plant equipment to be used shall consist of:
• Spectra physics laser level
• Topcon digital thedolite leveling
• Argon welding machine
• Steel welding machine
• Hand drill
• Mobile air compressor
6.0 LOGISTICS PROVISIONS
The logistic control shall be in accordance with the approved Site Logistic Plan and includes wheel wash facilities and traffic management.
7.0 MATERIAL MANAGEMENT SYSTEMS
Please refer to PHOS-CP-040 for the Material Control Procedure.
8.0 CONSTRUCTION METHODS AND TECHNOLOGY
8.1 Handling Material
1. Temporary Storage Area
• Upon arrival of the crates at the temporary storage area, check the quantity of the crates and the crate number against the purchase order and the delivery order to ensure that the correct quantity and crate number are delivered to site
• Unload the crates to the specific area in the temporary storage area
• The crates shall be stored sector by sector for retrieval when they are required to be transported to the required area
2. Installation Location
• Forklifts are employed to transport the crates to a specific where the crates will be hoisted up to the respective floor where the granite are required for installation
• At the respective floor, the crates will be conveyed to the respective installation location where they are required for installation
• Open the crates and remove the crates for installation
8.2 Installation for Floor Finishes – Semi Dry Method
1. Surface Preparation
• The RC floor slab must be aged for at least 6 weeks (preferably longer) before the cement – sand screed is laid
• The RC surface must be dry, sound and free of contamination for example grease, dust, laitance, oil and etc which might impair adhesion between cement – sand screed and RC floor slab
2. Bonding Agent
• To ensure that cement – sand screed adheres securely onto the RC slab surface, a Bonding Agent is recommended to be applied at the interface of the screed and RC floor slab
• For the purpose, mix 1 part Belle Multi Bond, latex admixture to 1.5 part of Ordinary Portland Cement (OPC) by volume
• Mix until a thin slurry consistency is obtained. Mechanical mixing is recommended. Apply bond agent onto RC surface using brush, roller or broom at thickness not more than 1 mm.
• While the bonding agent is still wet or tacky, the cement sand mortar must be immediately placed over it for best bonding results.
• Where a screed is to be constructed as an unbounded screed at thickness of 50 mm or more, a bonding agent is unnecessary. For screed in excess of 50 mm reinforcement with steel fabric / wire mesh at its mid bed is recommended to prevent curling of the screed.
3. Granite Slab Setting Bed
• For installation of white colour 1200 x 600 x 25 mm granite slabs onto matured cement sand screed at internal floor areas, use Belcem Marblefix White, a white colour, water resistant, ultra thick bed, cement based adhesive complying to BS 5980:1980 (MS 1295:1992) fpor a type 1 class AA adhesive or ANSI A 118.1 :1992
• When fixing dense granite slabs or those treated with a water repellent impregnator, Belcem Marblefex must be incorporated with Belcem Admix plus, a latex admixture in replacement of gauging water
• Apply / spread adhesive onto substrate with a thick bed solid notched trowel at trowelled thickness of approximately 6 – 9 mm.
• For large format granite slabs, a thin coat of adhesive (approximately 3.0 mm) may need to be back buttered to the granite slabs back, before it is bedded onto the spread adhesive bed. This will ensure solid bed fixing granite back in full contact with adhesive bed.
• Press or knock granites firmly onto spread adhesive bed followed by slight sliding action to ensure good contact with adhesive bed, eliminate hollow areas or air voids and to adjust the finish level.
• Apply/spread adhesive to small areas at a time (approximately 1 m2 ) to avoid surface drying (skin over) of the adhesive.
• Allow granite slab installation to set for approx 24 – 48 hours before it is subjected to light footed traffic during grouting
• Mix ratio : 6 – 7 liters Belcem Admix Plus to 20 kg Belcem Granite Fix
• Open time : approximately 15 minutes depending on atmospheric condition
• Pot life : approximately 3 – 4 hours depending on atmospheric condition
8.3 Grouting / Pointing
8.3.1 Internal Dry Areas
• For internal wet areas, granite joints should be grouted with Belcem Fine Grout, coloured, water resistant, cement based suitable for joints up to 3 mm wide
• When grouting to internal dry areas, mix grout with clean water only. Mix with a mechanical mixer until a uniform coloured, thin creamy consistency is obtained.
8.3.2 Internal Wet Areas
• For internal wet areas, granite joints should be grouted with Belcem Fine Grout, coloured, water resistant, cement based suitable for joints up to 3 mm wide.
• When grouting to internal wet areas, mix grout with Belcem GT Mix I, a latex admixture in replacement of gauging water. Mix with a mechanical mixer until a uniform coloured, thin creamy consistency is obtained.
• Latex modified grout offers greater resistant to penetration of water, improved durability, flexural strength, compressive strength and adhesion to side of granites.
• Allocate joints of approximately 2mm wide between granite slabs.
• Apply grout with a rubber squeegee / float and ensure that joints are fully compacted with grouting material.
• Clean excess grout promptly using a damp cloth or sponge.
• Allow grout to set for at least 24 – 48 hours (preferably longer) before granite slab installation are subjected to normal service condition.
• Mix Ratio – 8 litres Belcem GT-Mix I (Clean water) : 20 kg (1 : 2.5)
8.3.3 Movement Joints
• Movement joints must be incorporated where necessary; complying to the requirements of BS 5385 : Part 1 : 1990 : Clause 20 & BS 5385 : Part 5 : 1990 : Clause 27.
8.4 Installation for Wall Granite – Toppin Bracket System
8.4.1 General Consideration
• Granite panels shall be installed about 100mm clear of wall.
• All fixing accessories such as brackets, extension plate shall be made of aluminium, washer, bolt, nut shall be made of stainless steel grade SUS 304.
• Where C-lipped channels to be used, it shall be hot-dipped galvanized (for sub-framing).
• All SHS shall be of mild steel and hot-dipped galvanized after fabrication.
• All welding works shall be of fillet weld. Welding works done on site will be dressed off welding spatters and coated over with galvanized paint.
8.4.2 Setting Out
• Setting out shall be carried out based on reference points provided by the main contractor.
• From these reference point, the reference level is transferred to the external surface of the column / wall by using a leveling instrument. The level for the fabricated truss shall be measured by using a measuring tape. A string is tied across the two extreme ends of the elevation at the marked level for the first elevation. The level for all intermediate columns / wall marked off the taut string. This is repeated for the other elevations.
• Similarly gridlines are set out based on the control points provided by the main contractor. The gridline is marked off from the control points onto columns/walls. The grid line on the last column/wall shall be tied back to the gridline provided by the main contractor. If the tie back does not tally with the measurement in the drawing the whole sequence is checked and repeated if necessary.
• After all the levels and grid lines have been marked on each column/wall, the position of the brackets including the hole position are marked using different colours, e.g. yellow or black for restrains brackets and red for dead-load brackets.
• Marked fabricated truss/channel position on column/wall.
8.4.3 Installation
• Drill holes into column / wall to accommodate fixing accessories, using :
1. Long SST plates or L brackets are welded on to the galvanized RHS frame exactly marked for the fixing of the granite panel.
2. Position of the Toppin Back Hole Bolts are marked exactly behind the granite panel to match the location of the long SST plates or L brackets welded on the hollow section frame. Using a special machine holes are drilled behind the granite panels at the exact position, approximately 20mm in depth.
3. The back bolt is fixed and tightened with nut and washer with extension plates. This predrill back bolt granite panels will be hoisted to exact locations of the welded L angle or plate.
4. During installation, the adjustable toppin system slot hole will accommodate any adjustment required about 20mm to suit site conditions.
• Using prefabricate truss / C-channel (where the design require sub-framing) – Only when necessary or site condition confirm.
1. Insert anchor bolt into holes drilled in the column / wall / beam / floor.
2. Mount prefabricated truss / vertical C-channel and tighten nut.
3. Check verticality and alignment of truss / channel.
4. Mount bracket / horizontal channel onto predrilled hole in truss/channel by means of bolt and nut with washer. To the predrilled hole in the free length of the bracket is inserted a dowel pin. Align the bracket with the dowel pin, embedded in Tenax glue, in the predrilled holes in the granite slabs.
• Apply approved sealant to the back and sides of the granite. Allow to dry.
• Each piece of stone is supported at the back by four toppin brackets bolted to SST plates or L angle welded to the hollow section frame.
• Ensure that the first (bottom) row of granite is aligned, leveled and properly fixed o the hollow section frame.
• The next row will be installed on top of the first row of slabs.
• Check verticality and alignment of each slab.
• Leave finished work square, regular, true to line, level and plane with a satisfactory at all junctions.
• Tape a sheet of 1000g polystyrene over granite and cover with plywood to a height of 1.2m for protection of the installed granite.
• of 7 m/ton capacity lifting shackle
Erection Stage – 2
• Upon the completion of stage 1, anchorage bolts are required to be tightened and to check verticality of the erected panel prior to the release for next lifting
• Then proceed with the installation of the lower panel frame marked L2 as shown to check verticality of L2 before the installation of the intermediate tie member marked T1 as shown
Erection Stage – 3
• All intermediate tie members are required to be erected between the lower panel frame L1 and L2 respectively before the installation of upper panel frame. The verticality required to be checked throughout the L1 and L2 structure prior to the installation of U1 and U2
• Similar erection sequence to be followed as stage 1 and 2 for the installation of upper panel frame U1 and U2
Erection Stage – 4
• Then proceed with the installation of main tie girder marked E in position. The erection of the main tie girder to be carried out by a 150 m/ton capacity crawler crane with extended fly jib attached to a main boom.
• At this junction, the working radius of the crane is estimated at 52 meter with a safe working load (swl) of 4.3 m/ton. The ultimate dead load of the main tie girder is approximately 3.6 m/ton the swl factor at this working radius is 15%.
• The main tie girder to be bolted firmly to the wind truss prior to the release of the lift. This will secure the main tie girder in position prior to further attachment of inner tie beams as shown.
Erection Stage – 5
• The next erection sequence is the installation of the main girder marked ‘B’ as shown. The dead load of this section is estimated at 7.90 m/ton at a working radius of 32 meter and the ultimate lifting capacity of the crawler crane is 9.40 m/ton which show a swl factor of 15% within the specified working radius
• In order to ensure the stability of the erected girder during the process, a temporary wire sling with turnbuckle on one end are required to be braced to existing R.C structure as indicated.
Erection Stage – 6
• After the structure has been secured, proceed with the installation of the secondary tie beam marked ‘E’ as shown
• Adjustment on the turnbuckle can be made if necessary for the installation of the secondary tie beam which to be bolted between web of main tie girder marked E’ and ‘B’ respectively
Erection Stage – 7
• Then proceed with the erection of the primary tie beam marked ‘F’ as shown until the structure are completely install
Erection Stage – 8
• Upon completion, then proceed with the installation of the intermediate tie beam marked ‘G’ with both ends bolted to web of primary tie beam marked ‘F’ as shown
Erection Stage – 9
• The erection works on intermediate tie beam are to be carried out completely and tightening of all bolting connection before the erection of outer floor beam
• Then erect the main tie girder marked B1, B2, B3 and D respectively. At this stage, temporary staging is required for access during the installation
Erection Stage – 10
• The intermediate floor beam marked ’C’ are required to be installed in position. All connection joints to be bolted and tightened prior to next erection sequence
• No erection works to be carried out at level 7 until the completion of intermediate. Floor beam marked ‘C’ installation and bolted.
Erection Stage – 11
• Then proceed with the erection of the wind truss structure in fabricated panel frame as per stage 1 to stage 3 erection sequences.
• The tie back of L1 panel frame to R.C structure are required prior to the stability of the erected structure throughout the process
• Ensure that structural verticality and offset distant are being achieved throughout the erection process prior to the installation of main tie girder marked A, B4 and H respectively
Erection Stage – 12
• Then complete the erection sequence for lower panel and secure firmly before proceed to upper panel frame refer to stage 3 for erection sequence
• Similar process of erection as per stage 11 for tie back
Erection Stage – 13
• Then proceed with the erection of the wind truss upper frame as shown
• Repeat stage 4 erection sequence until complete
Erection Stage – 14
• Upon completion proceed with the installation of main tie girder marked A, B4, and H accordingly. All bolting connection joints needed to be tightened prior to the release for next lift
Erection Stage – 15
• Lastly, erect all the intermediate floor tie beam marked G throughout until completed
Erection Stage – 16
• A bird’s eye view of the complete erected view of main atrium structure
8.5 Erection of Granite Frame
Erection Stage – 1
• Preparation works are required to be carried out to determine the level of the granite frame base and if necessary, various thickness of steel shims plates are required in order to achieve to the specified height of the overall structure
• Scaffolding needed to be erected for easy access to erected structure
• The holding down bolt holes needs to be drilled on concrete before the installation of granite frame. Anchor stud from Hilti will be used for this purposed and the bolt have to be installed before the frame is erected.
Erection Stage – 2
• Granite frame is assembly on ground before it is erected tom the specified location. The installation will start with triangle tower and followed by the middle top trusses (intermediate truss in between two towers).
Erection Stage – 3
• The tower will be erected once the framing is done assembled on ground
• Two towers need to be installed before the top middle truss can be erected. Once the middle truss has been erected, the frame is ready for installation of the granite stone by the stone’s contractor
Erection Stage – 4
• The erection process is repeated until the granite frame is fully installed along the grid line
8.7 Erection of Wind Truss
Erection Stage – 1
• Preparation work such as lifting lugs has to be done before wind truss can be erected. 2 numbers of 25 mm thick lifting lug are welded to the side (top) of the wind truss. Partial penetration is applied for this welding connection.
• Upon completion of the above, wind truss are not ready to be erected until the level of column has been carried out. If necessary, various thicknesses of steel shims plates are required in order to achieve to the specified height of the overall structure
• Once the preparation work is completed, wind truss can be erected at any time
• Two cranes are required for this type of erection due to the loads of the truss and also due to the size of the member (long and heavy). Another reason for using 2 cranes is to position the truss from horizontal to vertical and also to protect the truss from damage (dragging on the ground) when lifting is in progress. The cranes that will be used for this erection is one tower crane and one 45 ton crawler crane.
Erection Stage – 2
• When the cranes are ready, the crawler crane will be positioned near the base of the truss while the tower crane will be positioned near the top of the truss. Once the truss is hooked to the cranes ( hooked to the provided lifting lug using shackles and lifting belt), truss will be lift concurrently about few meters (3 to 4 meter) high from the ground
• At this stage, the tower crane will lift the truss higher and higher while the crawler crane will adjust the truss to vertical position
• Once the truss is in vertical position, unhooked the crawler crane from the truss and tied 2 or more long ropes to the bottom of the truss. The workers will use this rope to control the truss from swaying when the tower crane swings the truss to its position. Once the truss is placed to the stump, workers will bolt the truss to the holding down bolt
• However, in order to make sure that the column is shifted when doing the erection, the members in between columns will be installed after the columns are erected. Therefore, scaffolding is required while installation of this member is in progress. The process of erection will be repeated until the entire wind truss is erected.
8.6 Erection of Wind Truss
8.6.1 Surface Preparation
• The surface to be coated shall be inspected to ensure that all the prepared surface meets the requirements of specifications
• Solvent cleaning may be used to remove oil, grease, dirt and other contaminants from surfaces prior to painting
• Ensure the damage, broken and loosely adhering coat are removed and feather edged before recoating
• Verified that time interval between surface preparation and coating is not exceeded
8.6.2 Mixing
• Ensure that the mixing is done in accordance with the manufacturer’s recommendation and the painting manual
• Monitor the mixing to see that a through blending of the pigment and the vertical or the component accomplished weather by approved mechanical vibrators or by manual
• Monitor the addition of catalysts, thinner or other constituents to ensure that they used in strict accordance with the manufacturers recommendation
• It may be necessary to consider the use of sieves or strainer to ensure proper mixing and / or blending
• Make sure that cleaning solvent and thinner used to clean brushers, spray equipment or containers is not added to the coating material
8.6.3 Application
• Ensure the coating material applied the number of coats and dry film thickness of each coat is as shown in the approved painting schedule
• No coating system will be applied to any surface whose temporary is below 5 degree C or above 60 degree C unless the coating is especially formulated for these conditions
• Equipment and method of application shall be recommended by the coating manufacturer and approved by the client representative
• Verify that coatings are applied events without runs or sags
• Ensure that each coat has the correct dry film thickness before applying the next coat
• Verify the coating are cured the specified times / temperatures as recommended by the manufacturer
8.6.4 Thickness
• Dry film thickness of coating on steel or ferrous surface shall be measured with a thickness gauge such as the Elometer or Microtest magnetic type gauge or approved equals
• Fry film thickness of coating on non ferrous surface shall be measured with micrometer depth gauge or approval means
• When wet film gauge are used during application, a reasonable allowance shall be made for the subsequent loss of thickness due to the evaporation of volatile solvents when present
8.8 Installation of Spandek
• To measure the exact length and quality of roofing sheet on site
• Preparation of cutting list for rooring deck supplier to roll the metal deck as per require quantity and length
• Install spandek by following the bellows steps :
a. Measure spacing between box beam to box beam
b. Calculate the distance to be off set from beam for the first piece of spandek
c. Lay the first piece of spandek and use self tapping screw to screw at all purling location
d. Lay the second piece of spandek with the end rib lapping to the first piece
e. Repeat step ‘d’ until completion
• Care should be taken to ensure that sufficient workers are available to move the roofing sheets in unison without causing any damage to the roofing sheets
• Install ‘L’ shape flashing along roofing sheet in contact with the box beam.
9.0 CONSTRUCTION PHASING AND WORKFLOW
During secant wall and bored piling construction, excavation for ground anchor installation and basement formation will commence in available areas, generally moving from grids 27/H towards 1/A.
10.0 TRAFFIC MANAGEMENT AND MONITORING
The Logistic Manager and the traffic management contractor shall be responsible for the management and control of the traffic in and out from the construction site.
11.0 SAFETY PROGRAMME
Please refer to PHOS-HS-010 Health and Safety Plan.
12.0 QUALITY ASSURANCE AND CONTROL PROGRAMMES
Please refer to Appendix 15.1 for the Inspection and Test Plan and Appendix 15.2 for the Checklist.
13.0 INDUSTRIAL RELATIONS POLICIES
Not Applicable
14.0 ENVIRONMENTAL MONITORING PROGRAMMES
Please refer to PHOS-EMP-001 Environmental Management Plan
15.0 APPENDICES
15.1 Inspection and Test Plan
15.2 Inspection Checklist Form
15.3 Job Safety Analysis
15.4 Erection of Lower Roof (Trellis)
15.5 Erection of Floor Beam (Main Atrium)
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