Build a house using IBS system, It's fast, clean, cheap, good quality and the most important thing is environmental friendly. But how to build a house using IBS system? This video will explain everyting, enjoy viewing...
Saturday, September 29, 2012
Friday, September 28, 2012
Pile Geotechnical Bearing Calculations
Pile geotechnical bearing calculation is based on modified meyerhof's formula.
Thursday, September 27, 2012
Wednesday, September 26, 2012
SBG Launching Using Segment Erector
SBG Launching Using Segment Erector. This method will be used to launch the SBG at 65m and 100m special crossing span (ie Balance Cantilever method). MC are using Low Segment Erector due to high recstriction due to overhead HT cable.
Newly Built Chinese Bridge Collapse
Less than a year after it was opened, one of the longest bridge in Northern China collapsed leaving 3 people dead...a lesson learn to all parties involved in the construction industry.
Plate Bearing
The Plate Bearing are devided into 2 type which is Top Plate Bearing & Bottom Plate Bearing.
Top Plate Bearing will be installed at the SBG while Bottom Plate Bearing will be installed at the Pier Head. Following are Hercules Plate Bearing photos:
Top Plate Bearing will be installed at the SBG while Bottom Plate Bearing will be installed at the Pier Head. Following are Hercules Plate Bearing photos:
Top Plate Bearing - Cylinder Type (to be slot in and cast inside the SBG)
Top Plate Bearing - Rectangular Type (to be slot in and cast inside the SBG)
Bearing Design By Hercules Engineering
Bearing Top Plate Sockets
Bearing design by Hercules Engineering were previously reviewed by DDC with comments that large and closely spaced bearing top sockets(less than 20mm gap) was not acceptable, as the sockets will clash with the SBG segment reinforcement T20. One sample was brought in to the meeting table for deliberation.
Socket gaps > 20mm but end plate gaps less than 20mm
Gap between sockets less than 20mm
Space Limitation At Segment Downstand
Hercules Engineering informed due to large bearing forces on curved spans, along with up-lift forces, space constraint on the segment down-stands limits the spacing of the bearing sockets.
Hercules Engineering informed that higher grade of steel was used in the bearing design i.e. upgrade from Grade 43A to Grade 53.
Bearing Forces at Curved Spans(R>215 )
25 cases in Package A, all at curved spans (both ST and DT) were identified with large bearing forces and up-lift forces, remained facing difficulty to have sockets spaces wide enough to avoid clash with the segment reinforcement.
Hercules Engineering to look into smaller socket size. Other option is to add another row of socket, or enlarge the bearing plate in one direction.
Hercules Engineering to revert back to DDC by next week Tuesday 02/Oct/2012.
Installation of Bearings At The Site
Due to rebar congestion at the pier head and at the RC up-stand plinths, Launching Contractor informed it was extremely difficult to launch the span in position precisely
Cutting Reinforcement at RC Plinths
The option of cutting some of the T20 reinforcement was discussed. DDC was not in fovour of cutting the re-bar. The bars are required to take care of the up-lift forces.
Hercules/MC/LC to explore the possibility to provide steel pins locked up with the bottom plate sockets to replace rebar in cases where the re-bars are inevitably forced to be cut-off.
DDC informed that cutting of the re-bars shall be treated as case by case, particular at areas where there are no up-lift forces.
Option To Widen Pier Head
MC was asked to study the possibility to widen the pier head from current 2.0m wide. A larger pier head will be able to accommodate a bigger bottom bearing plate.
LC/MC informed a larger pier head may be constraint by the current LG pier bracket design. The stressing bars used to secure the LG pier brackets may be too close to the surface of the pier head (25mm+/-). BBR to check and inform Minco.
Special Crossings – Bearing Movement
The construction drawing indicated the movement for the free bearing is 8mm. Hercules Engineering requested DDC to reduce the movement from 8mm to 5mm.
DDC will check and revert back to Hercules Engineering.
Tuesday, September 25, 2012
Rail System
Rail system in Malaysia - LRT, MRT, ERL, KTM & Monorel.
Track Switch-Over
Launching Gantry - Animation
Launching Gantry is used to lauch the SBG for 18m, 21m, 24m, 27m, 33m and 36m span.
Segment Erector - Animation
This animation is for Low Type Segment Erector (SE) or some people called it Segment Lifter. This SE will be use in launching the SBG for 65m and 100m special crossing span. Balance Cantilever method will be use for lauching the SBG. Low type SE mean the SBG only can be lifted from the respective span, NOT from the apposite span. For High type SE, the SBG is be able to launch from either respective and opposite span...Its more flexsible but required higher space. High type SE is NOT suitable for high restricted area (due to HT overhead power cable ect)
Monday, September 24, 2012
Saturday, September 22, 2012
Tuesday, September 11, 2012
Go Precast
Engineers are to be more creative, innovative, and should be able to think out
of the box. Vast Paradigm Shift is urgently required in order to accommodate
for so called “Fast Track project” in construction industry in Malaysia. Conventional
methods of construction need to change. Cast in situ method which required
longer time, more manpower and large amount of material wastage need to be
re-examine. Only unwise engineer will design for cast in situ for
structure above busy expressway at Station 3. If I’m the client, the designer
will be penalize for providing me “non-construct-able” design. Common laa…
please visit the site and see how congested are the area, good engineer is not only be able to produce safe design but workable design. Go Pre-cast and all the problems resolve...Insyaallah.
Friday, September 7, 2012
Closed View of the Rail Track Mock-Up
Closed view of the Track Slab & Rail Track showing :
1) Shear Dowel block-out
2) SBG lifting hole
3) Track slab lifting hole
4) Grouting inlet hole
5) Grouting weep hole
6) Track slab hole
Track Slab Grouting Mock-up
The System "Design and Build" Contractor has carry out a Mock-up for Track Slab Grouting on 10th August 2012 at the existing Depot. LanKo 702 Non Shrink Grout was used for that purposed. The cement Grout was pumped using pressure grout machine into the designed hole on top of the track slab. Maximum depth of the grouting thickness is 40mm. If the thickness required more than 40mm, reforcement is required to strengthern the structure. Steel plate was used as a formwork during the grouting process. Its seem to be work! No Leaking or Cement Bleeding occur.
NO REINFORCEMENT REQUIRED FOR GROUTING < 40mm Thickness.
Thursday, September 6, 2012
P112 (1st Sept. 2012 to ______)
Construction
of P112, the most problematic area at the median of FHR2 begins. 16 numbers
of 1.5m diameter bored pile was designed to support 20m high “Vertical Prestress Integrated Pier”.
This Pier is designed to support 65-100-65m Special Crossing Span which is
considered the longest Elevated Structure using Precast SBG in Malaysia.
Foundation for P112 is as below:
16 x 1500mm diameter Bored PileBored Length: 70m including 2m rock socket
Piling Rig : BG40 (Biggest Piling Rig - can drill up to 70m deep)
Start Date : Saturday 1st September 2012
Press Release on 16 July 2012
Traffic Diversion from 15 July 2012 to 31 March 2013
Piling Record for P112:
1st Pile : start : 1/9/12 finish : 3/9/12 (Pile No. 7)
2nd Pile : start : 8/9/12 finish : 10/9/12 (Pile No. 5)
3rd Pile : start : 1/9/12 finish : 3/9/12 (Pile No. 7)
4th Pile : start : 1/9/12 finish : 3/9/12 (Pile No. 7)
5th Pile : start : 1/9/12 finish : 3/9/12 (Pile No. 7)
6th Pile : start : 1/9/12 finish : 3/9/12 (Pile No. 7)
7th Pile : start : 1/9/12 finish : 3/9/12 (Pile No. 7)
8th Pile : start : 1/9/12 finish : 3/9/12 (Pile No. 7)
9th Pile : start : 1/9/12 finish : 3/9/12 (Pile No. 7)
10th Pile : start : 1/9/12 finish : 3/9/12 (Pile No. 7)
11th Pile : start : 1/9/12 finish : 3/9/12 (Pile No. 7)
12th Pile : start : 1/9/12 finish : 3/9/12 (Pile No. 7)
13th Pile : start : 1/9/12 finish : 3/9/12 (Pile No. 7)
14th Pile : start : 1/9/12 finish : 3/9/12 (Pile No. 7)
15th Pile : start :
Risk Assessment for Construction of P112
Related Documents 1) Piling Layout - Construction Drawing No 2022 Rev.2 dated 25/1/2012
2) Method Statement Rev. 2 dated 16/12/2011
3) TMP dated 20/2/2012
4) ICE Report Volume 1
Work Permit
1) MC
to obtained work permit from local authority2) Press release on 16/7/12
1) Based on TPM dated 20/2/2012
2) Actual Implementation date
3) Joint Inspection / Safety Audit
Utilities
1) Piloting
for underground utilities2) Overhead utilities
3) Drainage system
4) Confirmation on the HDD cables
5) Removal
of Street Lighting/landscaping trees
Bored Piling Works (16 x 1.5m diameter x
65m depth max)
1) Survey
works2) Pegging of piling point
3) Settlement monitoring/base line – survey point/inclinometer
4) Mobilization of piling rig and other machineries
5) Stable working platform
6) Temporary casing – suitable casing length
7) Drilling work-appropriate drilling tools, Kelly bar length, drilling fluid
8) Reinforcement – T40, prefabricated
9) Installation of sonic logging pipe
10) Determination of rock level and pile toe level
11) Concreting - 120m3/pile @ 24 trucks. Supplier/back-up suppliers
12) Continuation of concrete supply. Concrete workability- cement additive
13) Theory and actual concrete volume graph for each pile
14) Fall of tremie pile during concreting
15) Damage of sonic logging pipe
16) Flushing during concreting – waterway/ earth bund/temp drain
17) Extracting of temporary casing
18) Sonic logging test/PDA test
19) Extra precaution during working at night/raining day
20) Total concrete volume for bored pile : 120m3 x 16 : 1920 m3
Pile Cap Construction (Type M: 13.35m x
13.35m x 3.0m depth)
1) Settlement
monitoring/base line – survey point/inclinometer2) Installation of sheet pile cofferdam
3) Excavation works - Installation of Struts and Waler
4) Excavation to pile COL/Pile hacking
5) Fixing of pilecap reinforcement
6) Concreting – 550m3 @ 110 trucks
7) Concrete temperature monitoring
8) Concrete supplier/backup
9) Total concrete volume for pilecap : 550m3
Issues raised during MC/Authority Meeting:
• Works
Permit • TMP
• Press Release
• CAR Insurance
• Utilities Services
• Flood Light
• Thermal Plastic Road Marking
• Settlement Monitoring
• Tow Truck on standby
• Median Opening for Contra Flow (for emergency case)
• Fortnightly Progress Report
• Construction duration approximately 8 months (July 2012 to March 2013)
Others Issues:
• MC
to submit Revised Method Statement• MC to submit Revised WP
• MC to comply with ICE report
Wednesday, September 5, 2012
LG2 Load Test
Date of Test : 6th September 2012
Time : 10:30am
Location : P29 - P30
Type of Test : LG Load Test
Result : TBA
Tuesday, September 4, 2012
My First Class...
Date : 4th June 2012
Time : 8am - 2pm
Venue : Fakulti Kejuruteraan Awam, UiTM Permatang Pauh. Pulau Pinang.
Subject : Construction Management - Sustainable Development, Green Construction, Industrialize Building System, Environmental Impact Assessment, Green Building Index.
Motto : "Go Precast & Save Our Earth"
Presentation slides will be publish in short time.
Date : 4th June 2012
Time : 8am - 2pm
Venue : Fakulti Kejuruteraan Awam, UiTM Permatang Pauh. Pulau Pinang.
Subject : Construction Management - Sustainable Development, Green Construction, Industrialize Building System, Environmental Impact Assessment, Green Building Index.
Presentation slides will be publish in short time.
Thanks to my old friend, Dr. Ir. Mohd Zain Hashim for giving me opportunity to give the presentation, Jazakallah khir.
Hand Dug Caisson at P11-P17
Start date : 18 February 2012
Completion date : TBA
Number of Caisson Pile : 28 (original)
P15, P16, P17 change to MP
Therefore, Revised Caisson Pile numbers is 16 (Since P15-P17 change to MP)
P11, P11a, P12, P12a, P13, P13a, P14, P14a : 2 x 1500mm diameter caisson pile
Depth various from 18-22m with 1.5m rock socket
Start date : 18 February 2012
Completion date : TBA
Number of Caisson Pile : 28 (original)
P15, P16, P17 change to MP
Therefore, Revised Caisson Pile numbers is 16 (Since P15-P17 change to MP)
P11, P11a, P12, P12a, P13, P13a, P14, P14a : 2 x 1500mm diameter caisson pile
Depth various from 18-22m with 1.5m rock socket
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